HomeMy WebLinkAboutPermit D04-218 - CHARTER HOMES - LOT 4CHARTER HOMES
LOT 4
4272 S 160 ST
D04 -218
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City of T ukwil a
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
DEVELOPMENT PERMIT
Parcel No.: 8108600505
Permit Number D04-218
Address: 4272 S 160 ST TUKW
Issue Date: 02/07/2005
Suite No:
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Permit Expires On: 08/06/2005
Tenant:
Name: CHARTER HOMES, INC.- LOT 4
Address: 4272 S 160 ST, TUKWILA WA
r Owner:
Name: CHARTER HOMES INC
Ph on :206 406 -8823
Address: 4616 25 AV NE, #598, SEATTLE WA
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Contact Person:
Name: MARK LUDDEN
Phone: 206 406 -8823
Address: 4616 25 AV NE, #598, SEATTLE WA
Contractor:
Name: CHARTER HOMES INC
Phone:
Address: 4616 25 AV NE #598, SEATTLE WA
Contractor License No: CHARTHI962KF
Expiration Date: 05 /06/2006
DESCRIPTION OF WORK:
CONSTRUCTION OF A NEW 2,198 SQ FT SINGLE FAMILY RESIDENCE, 700 SQ FT ATTACHED GARAGE AND 110 SQ FT
COVERED DECK AREA.
i PUBLIC WORKS ACTIVITIES INCLUDE: Erosion prevention and sediment
control and surface water in
sensitive area (steep slopes). Approximately 3000 SF of impervious surface. Highline water and
ValVue sewer.
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Value of Construction: $221,354.80
Fees Collected: $3,262.22
Type of Fire Protection: N/A
Uniform Building Code Edition: 1997
Type of Construction: VN
Occupancy per UBC: 7
Public Works Activities:
Channelization / Striping: N
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Curb Cut / Access / Sidewalk / CSS: N
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j Fire Loop Hydrant: N Number: 0
Size (Inches): 0
Flood Control Zone: N
Hauling: N Start Time:
End Time:
Land Altering: Y Volumes: Cut
317 c.y. Fill 427 c.y.
{ Landscape Irrigation: N
j Moving Oversize Load: N Start Time:
End Time:
7
j Sanitary Side Sewer: N
Sewer Main Extension: N Private:
Public:
Storm Drainage: Y
Street Use: N Profit: N
Non - Profit: N
Water Main Extension: N Private:
Public:
doc: Devperm D04 -218
Printed: 02 -07 -2005
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�..� C of Tukwila
1.906
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Water Meter: N
** Continued Next Page **
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doc: Devperm D04 -218 Printed: 02 -07 -2005
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Cit of Tukwila
Igoe
Permit Center Authorized Signature: Date:
I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and
ordinances governing this work will be complied with, whether specified herein or not.
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
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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 performance of work. I am authorized to sign and obtain this development permit.
Signatu
Date:
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: Devperm D04 -218 Printed: 02 -07 -2005
WA A.
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. A C ity of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
PERMIT CONDITIONS
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Parcel No.: 8108600505 Permit Number D04-218
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Address: 4272 S 160 ST TUKW Status: ISSUED
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Suite No: Applied Date: 06/24/2004
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Tenant: CHARTER HOMES INC.- LOT 4 Issue Date: 02/07/2005
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1: ** *BUILDING DEPARTMENT CONDITIONS * **
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2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
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3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center
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(206/431- 3670).
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4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
i start of any construction. These documents shall be maintained and made available until final inspection approval is
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granted.
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5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall
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I bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site
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and available to the building inspector for inspection purposes.
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6: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread
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index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed
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spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply
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to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or
floor finish.
7: Ali 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.
8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any
requirements for special inspection.
9: All wood to remain in placed concrete shall be treated wood.
10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the
International Building Code and the Washington State Ventilation and Indoor Air quality Code.
12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of
Public Health - Seattle and King County (206/296- 4932).
13: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department
of Labor and Industries (206/248- 6630).
14: 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
doc: Conditions D04 -218 Printed: 02 -07 -2005
fk:.f;�tir.�ikdSli,'�Itt'IeYSY' rc ��" �_•^
City o f Tukwila
rare
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
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.
15: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * **
16: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least
24 hours in advance.
17: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation
off -site or into existing drainage facilities.
18: The site shall have permanent erosion control measures in place as soon as possible after final grading has been
completed and prior to the Final Inspection.
* *continued on next page **
doc: Conditions D04 -218 Printed: 02 -07 -2005
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Cit y of Tukwila
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Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
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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.
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The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws
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regulating construction or the performance of work.
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Signature: Date: 0
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Print Name: " vl. (.v �✓
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doc: Conditions
D04 -218
Printed: 02 -07 -2005
CITY OF TUKWILA
Community Development Department
i Public Works Department
Permit Center
190% 6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
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
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�" King Co Assessor's Tax No.: 8106(o-0 - 0 S710,57 Site Address: �tp� Suite Number: Floor:
Tenant Name: 7 New Tenant: .... Yes ❑ ..No
Property Owners Name: C( c, yte tr F 6,44e ":nh
Mailing Address: 4 16 1 to gE 548 S Or, lit! c W n 9E-10
City State Zip
CONTACT PERSON
Name: mot, k �..0 a c►•� Day Telephone: ,2oI.. - 66o4 - Fc�03
Mailing Address: L, w L ,2 :5 6 Ave NL - +J s'98 eze 944 wig 9gt - os"
City State "Lip
E -Mail Address: Fax Number: _2o4. - 525' - .3S'7o
GENERAL CONTRACTOR INFORMATION .' '.
Company Name: : 6 Av �.e V1 �ewtaS , '�,� C_
Mailing Address: 4(,11. o?S� Ave Ng D -yus
City State Zip
Contact Person: 4v K_ _ 1 L4 JCL vL_ Day Telephone: ,lob - - J"5a Z 3
E -Mail Address: Fax Number: ..?o 4 - SZS 3510
Contractor Registration Number: __(2JA A.VZT VA :r 9` Z ICF Expiration Date: 0S �o ` I z ,0 0 C
* *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance **
ARCHITECT: OF.RECORD -All plans must be stamped by:A_rchitect of Record
Company Name:
Mailing Address:
Contact Person:
E -Mail Address:
City
Day Telephone:
Fax Number:
State Zip
.ENGINEER OF RECORD: plans must be wet stamped by Engincer:of Record
Company Name:
Mailing Address:
Contact Person:
E -Mail Address:
City
Day Telephone:
Fax Number:
State Zip
\applicationslpertnit application (3 -2003)
3/2003 Page I
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>BUILDING PERMITINFORA !ION,.," 206 ::431 3670
Valuation of Project (contractor's bid price): $ /00 _ Existing Building Valuation: $
Scope of Work (please provide detailed information): Moto (' ✓7 S - JY14 0 c,.7 10 t w�:QC
a — , - 1.,_ -- -,.cc C- - r. W/ �_- C. L; ^-II,rl_ -16 (.�-2
Will there be new rack storage? ❑ ..Yes &. No if "yes ", see Handout No. for requirements.
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:
Lot Area (sq ft): 3o� Floor area of principal dwelling: Floor area for accessory dwelling:
*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: Compact: Handicap:
Will there be a change in use? ❑ ....Yes ®..No If "yes ", explain:
FIRE PROTECTIONMAZARDOUS MATERIALS:
Fl.. Sprinklers ❑,.Automatic Fire Alarm ❑..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 8-112 x l 1 paper indicating quantities and Material Safety Data Sheets.
\applications \permit application (3.2003)
3/2003 Page 2
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Existing
Interior
Remodel
Addition to
Existing
Structure
New
Type of
Construction.
per UBC
Type of
Occupancy per
UBC -
Pt Floor
2 ". Floor
/ 0�3
3 Floor
Floors I thru
Basement
Accessory Structure*
Attached Garage
o
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:
Lot Area (sq ft): 3o� Floor area of principal dwelling: Floor area for accessory dwelling:
*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: Compact: Handicap:
Will there be a change in use? ❑ ....Yes ®..No If "yes ", explain:
FIRE PROTECTIONMAZARDOUS MATERIALS:
Fl.. Sprinklers ❑,.Automatic Fire Alarm ❑..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 8-112 x l 1 paper indicating quantities and Material Safety Data Sheets.
\applications \permit application (3.2003)
3/2003 Page 2
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�PUBLTC WORKS PERMIION 20643
T.: T.
X0179 ' sY a2iY r
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Scope of Work (please provide detailed inform &( ation):_ ,
1 J VC . 1..-r `re IK.h �krr -+ o'D '— _
Call before you Dig: 1- 800 - 424 -5555
Please refer to Public Works Bulletin: #1 for fees estimate sheet.
Water District
❑ ...Tukwila ❑ ... Water District # 125 ([.. Highline ❑ ...Renton
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila (j... ValVue ❑ .. Renton ❑ .:.Seattle
❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided ❑ .. Approved Septic Plans Provided
❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size - 22" x 34 ")
❑...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis
❑ ...Bond ❑ .. Insurance [3.. Easement(s) ❑ .. Maintenance Agreement(s) ❑... Hold Harmless
Proposed Activities (mark boxes that a
❑ ...Right -of -way Use - Nonprofit for less than 72 hours
❑ ...Right -of -way Use - No Disturbance
❑ ...Construction/Excavation/Fill - Right -of -way
Non Right -of -way _
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ .. Right -of -way Use - Profit for less than 72 hours
❑ .. Right -of -way Use - Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
® ..:Sanitary Side Sewer ❑ .. Abandon Septic Tank
❑ ...Cap or Remove Utilities ❑ .. Curb Cut
❑ ...Frontage Improvements ❑ .. Pavement Cut
[:]...Traffic Control ❑ .. Looped Fire Line
❑ ...Backflow Prevention - Fire Protection "
Irrigation "
Domestic Water "
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
..Permanent Water Meter Size... WO#
' ❑...Temporary Water Meter Size.. WO#
❑ ... Water Only Meter Size............ WO# ❑...Deduct Water Meter Size "
❑ ...Sewer Main Extension ............ Public Private
❑ ...Water Main Extension.. ....... Public Private
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant( s)
.. Water
x ❑ . ❑ ...Sewer ❑ ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
! Mailing Address: City state zip
i Water Meter Refund /Billing:
Name: Day Telephone:
Mailing Address City State zip
\applic ationApertnit application (3.2003)
3/2003 Pa ge 3
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;MECHANICAL PERNUT INF AMATION =.206 431 -3670
lod
MECHANICAL CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
* *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance **
Valuation of Project (contractor's bid price): $ ,3 7p 2 nn
Scope of Wor (please provide detailed information): b�1 A VAC - P A Iy 1= <-5 � ✓ 44� cc ,
/ ��
L'1 , V GG ✓ �4 1 � t r — ✓.Q t0 U& C-L—
Use: Residential: New .... ®- Replacement .... ❑
Commercial: New .... ❑ Replacement .... ❑
Fuel Type Electric ..... ❑ Gas.... R_ Other:
Indicate type of mechanical work being installed and the quantity below:
Unit Type:
Qty
Unit Type:.
Qty
Unit Type:
Qty;
Boiler /Compressor:
Qty
Furnace <IOOK BTU
Air Handling Unit
>= 10,000 CFM
Other Mechanical
Equipment
0 -3 HP /100,000 BTU
Furnace >LOOK BTU
Evaporator Cooler
3 -15 UP /500,000 BTU
Floo Furnace
Ventilation Fan
15 -30 HP /1,000,000 BTU
Suspended /Wall /Floor
Mounted Heater
Ventilation System
30 -50 HP /1,750,000 BTU
Appliance Vent
Hood
50+ I-IP /1,750,000 BTU
Heat/Refrig /Cooling
System
Incinerator - Domestic
Air Handling Unit
<= 10,000 CFM
Incinerator— Comm /Ind
.PERMIT APPLICATION: NOTES; t — :Applicable Ito all permits in .this applicat><oln
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
The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as
defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once.
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 &UTHORIZED AGENT:
Signature:
Date: ! Los(_
Print Name: _{, 11Z16 — Day Telephone:
Mailing Address: q` 7-5 --AVt jam(,5�9$ -F} Lk (,U►� 9�/�
City State Zip
Date Application Accepted: I Date Application Expires: Staff Initials:
/",7 2
\applications \permit application (3.2003)
3/2003 Page 4
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Cit y of Tukwila
r9oe
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Parcel No.:
Address:
Suite No:
Applicant:
f
CHARTER HOMES, INC.- LOT 4
Receipt No.:
R04 -00781
Initials:
SKS
User ID:
1165
RECEIPT
Payee: CHARTER HOMES, INC.
Permit Number:
Status:
Applied Date:
Issue Date:
D04 -218
PENDING
06/24/2004
Payment Amount: 1
Payment Date: 06/24/2004 02:10 PM
Balance: $1,725.95
TRANSACTION LIST:
Type Method Description Amount
---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - --
Payment Check 5012 1,381.52
ACCOUNT ITEM LIST:
Description Account Code Current Pmts
------------------------ - - - - -- ---------- - - - - -- ------ - - - - --
PLAN CHECK - RES 000/345.830 1,090.02
PW BASE APPLICATION FEE 000/322.100 250.00
PW PLAN REVIEW 000/345.830 41.50
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Total: 1,381.52
2 2214 .06125 9716 MTAL. 4249-48
doc: Receipt Printed: 06 -24-2004
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City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
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j RECEIPT
i Parcel No.: 8108600505 Permit Number D04 -218
4 Address: 4272 S 160 ST TUKW Status: ISSUED
I Suite No: Applied Date: 06/24/2004
Applicant: CHARTER HOMES, INC.- LOT 4 Issue Date: 02/07/2005
Receipt No.: R05 -00536 Payment Amount: 47.00
Initials: SB Payment Date: 04/18/2005 01:05 PM
User ID: 1670 Balance: $0.00
i
i Payee: ROBERT E. THOMPSON
i
TRANSACTION LIST:
{ Type Method Description Amount
---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - --
I Payment Check 4512 47.00
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ACCOUNT ITEM LIST:
�.. Description Account Code Current Pmts
------------------------ - - - - -- ---------- - - - - -- ------ - - - - --
�:. PLAN CHECK - RES 000/345.830 47.00
C
k Total: 47.00
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City of Tul, e
19C8
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
RECEIPT
Parcel No.:
8108600505
Permit Number
D04 -218
Address:
4272 S 160 ST TUKW
Status:
APPROVED
Suite No:
43.00
Applied Date:
06/24/2004
Applicant:
CHARTER HOMES, INC.- LOT 4
Issue Date:
Receipt No.:
R05 -00145
Payment Amount:
1
Initials:
SKS
Payment Date:
02/07/2005 11:54 AM
User ID:
1165
Balance:
$0.00
Payee: CHARTER HOMES INC
TRANSACTION LIST:
Type Method Description Amount
Payment Check 1316 1,880.70
ACCOUNT ITEM LIST:
Description
------------------------ - - - - --
BUILDING - RES
PW ADDL PLAN REVIEW
PW LAND ALT PERMIT FEE
PW LAND ALT PLAN REVIEW
PW PERMIT /INSPECTION FEE
PW PLAN REVIEW
STATE BUILDING SURCHARGE
Account Code Current Pmts
000/322.100
1,676.95
000/345.830
10.75
000/342.400
107.00
000/345.830
37.00
000/342.400
43.00
000/345.830
1.50
000/386.904
4.50
Total: 1,880.70
1: 9716 TOTAL 1880-70
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6300 Southcenter Blvd., #100, Tukwila, WA 98188
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 20 )431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 431 -3670
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6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431-3670
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CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Project
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COMMENTS:
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$58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
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INSPECrION NO. PE NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Project:
Type of Inspection:
Ad ress:
Date Called:
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Special Instr ctions:
Date Wanted ., a.m.
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Requester:
Phone No:
Receipt No.: Date:
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INSPECTION RECORD
INSPECTION NO. Retain a copy with permit
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6300 Southcenter Blvd., #100, Tukwila, WA 98188
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PE IT NO.
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(206) -3670
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INSPECTION RECORD ' '
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INSPECTION N0. PERM17 0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 T -- 52_6)431 -3670
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Phone No:�
Approved per applicable codes. E� Corrections required prior to approval.
COMMENTS:
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Inspector Date:
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$58.00 REINSPECTIOWFEE REQUIRED. PH& to inspection, fee must be
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INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Project:
r1 Afur
Type of Inspection:
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Receipt No.: Date:
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2X STUDS PER PLAN
BATT INSULATION PER PLAN
BATT INSULATION PER PLAN
5/4" T.46. PLY'WOOD SUBFLOOR
&LUED 4 NAILED
FLR. J5T5. PER PL..AN
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BATT INSULATION PER PLAN
BATT INSULATION PER PLAN
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TYPICAL
SPACI.
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1. WOOD STUD WALL
2. EDGE: NAILING PER SHEARWALL
SCHEDULE
3. CONTINUE SHEATHING OVER PONY
WALL, 1/2" NOMINAL APA RATED
SHEATHING MIN
4. 5/6" ANCHOR BOLTS AT SPACING
REQUIRED FOR SHEAR WALL
ABO` EE, 46" MAX O.C,
5. CONCRE:TF STEM WALL
6. [ JOISTS PER PLAN
7. FLOOR SHEATHING
8. EDGE NAILING FOR PONY WAILS
TO MATCH SHEARWALL ABOVE.
USE 8d 4 4" O.C, MINIMUM
?. 24 HF #2 STUDS Al 16" U.C.,
'TYPICAL
P WALL AT CRAWL
I �SCALE: N.T.S.
PLACE HOLD -DOWN STRAPS AS
SHOWN ON PLAN. LOCATE
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WALL TO FLOOR ABOVE.
ALLOWABLE: ' LOAD FOR STRAP
SHOULD MEET OR EXCEED
HOLD -DOWN CAPACITY.
USE SIMPSON MST 48 ABOVE SIMPSON
HPAH022, STHD10, AND STHD 14
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ENGINEERS, INC.
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PMUA?tY (M 2M
WAOM' OMAW w" 2200 P LAN PONY WALL DETAIL 11797 EAB
4272 SOUTH 160TH S?REET TUKWILA, WA g- -30 -04 EAE3
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Sitts & Hill Engineers, Inc Job Name 2200 Plan
Professional Engineers & Planners
2901 South 40 Street Job No. 11562 Sheet No. 1
Tacoma, Washington 98409
253 - 474 -9449 Fax; 253 - 474 -0153 By EAB Date 04/04
INDEX
BASIS OF DESIGN
2
DESIGN LOADS
3
LATERAL ANALYSIS
4 -25
GRAVITY ANALYSIS
25 -45
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Professional Engineers & Planners
2901 South 40 Street
Tacoma, Washington 98409
253- 474 -9449 Fax: 253 - 474 -0153
Job Name 2200 Plan
Job No. 11,562 Sheet No. 2
By EAB Date 4104
BASIS OF DESIGN
BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE.
LOADS: ROOF LIVE LOAD = 25 PSF (SNOW).
ROOF DEAD LOAD = 16 PSF.
FLOOR LIVE LOAD = 40 PSF (REDUCIBLE).
FLOOR DEAD LOAD = 12 PSF.
STAIR LIVE LOAD = 100 PSF.
WIND LOAD: 80 MPH WIND SPEED, EXPOSURE B.
SEISMIC ZONE 3 (Z = 0.30)
FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM
BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF.
CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS:
FOUNDATIONS ---------=----------------------------------- - - - - -- 2,500 PSI
REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI.
BARS #4 AND SMALLER: Fy = 40,000 PSI.
STRUCTURAL STEEL:
STRUCTURAL STEEL: Fy = 36,000 PSI.
BOLTS: A307
WOOD:
fJ •��
TYPE
JOISTS
2X4 --------------------------------------------------------------------------------------------------- - -H.F. #2
2X6 OR LARGER --------------- --------------------------------------------------------------------- H. F. #2
BEAMS
WIDTH 4" OR LESS -------------------------------------------------------------------------------- D. F. #2
WIDTH GREATER
THAN --------------------------------------------------------------------------------------------- - -D.F. #2
LEDGERS AND
TOPPLATES ------------------------------------------------------------------=------------------- - -H.F. #2
STUDS
2X4 --------------- ----------------------------------------------------------------------------- - -H.F. #2
2 X 6 OR LARGER ---------------------------------------------------------------------------------- H.F. #2
POSTS
4X4 -------------------------------------------------------------------------------------------------- -D.F. #2
4 X 6 OR LARGER ---------------------------------------------------------------------------------- D. F. #2
6 X 6 OR LARGER ---------------------------------------------------------------------------------- D.F. #2
GLUED - LAMINATED BEAMS (GLULAM):
Fb = 2,400 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI.
ENGINEERED WOOD BEAMS (PARALLAM PSL):
Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI.
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' Sitts & Hill Engineers, Inc. Job Name. 2200 Plan
Professional Engineers
2901 South 40` Street Job No 11,562 Sheet No. 3
Tacoma, Washington 98409
253 -474 -9449 Fax: 253 -474 -0153 By EAB Date. 4/04
DESIGN LOADS
ROOF DEAD LOADS:
ROOF 6.5 PSF
INSULATION 2.0
SHEATHING 1.5
FRAMING 2.5
BEAMS 1.5
MISC. MECH., & LGTN. 2.0
ROOF LIVE LOAD:
FLOOR DEAD LOADS:
16 PSF TOTAL DEAD LOAD
25 PSF (SNOW)
FLR.COVER
INSULATION
SHEATHING
FRAMING
BEAMS
MISC. MECH., & LGTN.
FLOOR LIVE LOAD:
1 PSF
1.0
3.0
3.0
2.0
2.0
12 PSF TOTAL DEAD LOAD
40 PSF (REDUCIBLE)
PREFABRICATED WOOD TRUSSES AND FLOOR JOISTS SHALL BE DESIGNED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON
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SITTS & HILL ENGINEERS INC.
2901 SO. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
LATERAL ANALYSIS:
BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION.
SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2
SEISMIC ZONE: 3
Z:= .3 TABLE 16 -1
I:= 1.0 TABLE 16 -K
C := 0.36 TABLE 16 -Q
C,:= 0.54 TABLE 16 -R
R:= 5.5 TABLE 16 -N
W BUILDING /STRUCTURE WEIGHT
Equation 30 -6 V:= 0.11-C W
V = 0.04 W Minimum
Equation 3075 V:= 2.5•Ca I W
R
V = 0.164 W Governs by inspection. Acceleration controls seismic design of
short structures.
Conservatively, assume a redundancy factor of: p := 1.4
Working Strength Level then becomes: E:= VV — W
1.4
E=0.16 W
(vertical component of earthquake ground motion taken as 0 for allowable stress design)
Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will
be investigated for both wind and seismic lateral loads.
2200 PLAN
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SITTS & HILL ENGINEERS INC.
.2901 SO, 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
i
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
WIND
USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS
THAN 200 FEET IN HEIGHT.
P= CeCggslw
WHERE:
WIND EXPOSURE = B 80 mph WIND SPEED
Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G)
Cq = PRESSURE COEFFICIENT (TABLE 16 -H)
qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F)
Iw = IMPORTANCE FACTOR (TABLE 16 -K)
qs := 16.4• l b Iw := 1.0 Cq := 1.3
ft
Wind Pressure (osf)
0' to 15'
Cel5 := .62
P1 := gs.Iw•Cq -Cel5
P 1 = 13.2 lb ff
15' to 20'
Ce20 :_ .67
P2:= gs•Iw•Cq•Ce20
P2 = 14.3 lb ff
20' to 25'
Ce25 :_ .72
P3:= gs•Iw•Cq•Ce25
P3 = 15.4 lb ft -2
25' to 30'
Ce30 := .76
P,4:= gs•Iw.Cq•Ce30
P4 = 16.2 lb ft 2
30 to 40'
Ce40 := .84
P5:= gs•Iw•Cq•Ce40
P5 = 17.9 lb ft -2
WIND SHEAR AT ROOF DIAPHRAGM: W P2.11.5-ft W. = 164.3 lb ft
Exposure B, 80 mph WIND SPEED
Height Above Ce
Ground (ft.) —
WIND SHEAR AT 2nd FLOOR DIAPHRAGM: W := W + PI.8.5 -ft Wt = 276.6lbft-
5 2200 PLAN
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NOTICE: IF THE . DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
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SITTS & HILL ENGINEERS INC.
290160. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Upper Floor Walls
Upper Floor Wall Line AA:
Distance between Lines of Resistance: L2:= 28 -ft W = 164.3 lb ft
Total Wall Length: Laa:= (4 + 7.5 + 9 + 3).ft Plate Height: H 8 -ft
W -L2•.5
Wind Shear vaa:= _i Shear Wall Type P1 -6
Laa vaa = 97.9 lb ft 10d nails '@ 6" O.C.
Capacity= 278 PLF
Seismic Tributary Weiqht:
Roof := 16- psf•40-ft• 2
. ft Roof = 8960 lb
Wall := 10- psf- 40- ft -5 -ft Wall = 2000 lb
W:= Roof + Wall W = 10960 lb
Seismic Force: Eaa := V W E = 76.3 lb ft t
Laa
Check wall section: laa := 3-ft
Overturning Moment: OTM := vaa- laa•H
Dead load resisting: Roof := 16- psf- 13- ft -laa"
Wall := 10- psf -H laa
Total := Roof + Wall
Wind Controls Design
OTM = 2348.7 lb ft
Roof = 624 lb
Wall = 240 lb
Total = 864 lb
Resisting Moment: DLR := Total. laa DLR = 1296 lb ft
. 2
Net Uplift: U:= OTM - DLR U = 350.91b No Holdown.
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i SITTS & HILL ENGINEERS INC.
'2901 8C. 40th St., Tacoma, WA 98409 -5697
{ Telephone (253) 474 -9449
s Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Upper Floor Wall Line BB:
Distance between Lines of Resistance: L2:= 28-ft W = 164.3 lb ft t
Total Wall Length: Lbb:= 13.5-ft Plate Height: 1 -1,,:= 8-ft
W 2•L2..5
Wind Shear vbb :_ _t Shear•Wall Type P1 -6
Lbb vbb = 170.416 ft 10d nails @ 6" O.C.
Capaci_ty 278 PLF
Seismic Tributary Weiqht:
Roof := 16- psf -40•ft• 28 -ft Roof = 8960 lb
2
Wall := 10- psf•40•ft -5•ft Wall = 2000 lb
W:= Roof + Wall W = 10960 lb
Seismic Force: Ebb := V W Ebb= 132.816 ft Wind Controls Design
Lbb
Check wall section: lbb := 13.5-ft
Overturning Moment: OTM := vbb- lbb•H
Dead load resisting: Roof := 16•psf• 13 -ft•lbb
Wall := 10- psf•H lbb
Total := Roof + Wall
Resisting Moment: DLR := Total. lbb
2
OTM = 18398.3 lb ft
Roof = 2808 lb
Wall = 10801b
Total = 38881b
DLR = 26244 lb ft
Net Uplift: U:= OTM — DLR U=-581.21b No Holdown.
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i SITTS & HILL ENGINEERS INC.
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290180. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
11562.mcd
PROJECT: 2200 PLAN 4/2812004
design Binh Tran
chk Ed Brown
Upper Floor Wall Line CC:
Distance between Lines of Resistance: L1 := 40-ft W = 164.3 lb ft'
Total Wall Length: Lcc := (5.5 + 17)-ft Plate Height: H 8-ft
Wind Shear vcc:= W 2-L1•.5 _t Shear Wall Type. P1 -6
Lcc vcc = 146lbft 10d nails.@ 6'-' O:C.
Capacity:;= 278 PLF
Seismic Tributary Weight:
Roof:= 16•psf- 28•ft• Roof = 89601b
2
Wall := 10•psf•28•ft•5•ft Wall = 14001b
W:= Roof + Wall W = 10360 lb
Seismic Force: Ecc:= V•W E, = 75.3lbft Wind Controls Design
Lcc
Check'wall section: lcc := 5.5-ft
Overturning Moment: OTM:= vcc•1cc•H OTM = 6424.8lbft
Dead load resisting: Roof := 16•psf- 2•ft•lcc Roof = 176 lb
Wall := 10- psf•Hw lcc Wall = 440 lb
Total := Roof + Wall Total = 616 lb
Resisting Moment: DLR := Total. Icc DLR = 1694 lb ft
2
Net Uplift: U:= OTM — DLR U = 860.1 lb No Holdown.
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1 2200 PLAN
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SITTS & HILL ENGINEERS INC.
2901 SO. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax(253)474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Upper Floor Wall Line DD: Revised 4 -27 -04
Distance between Lines of Resistance: L1 := 40-ft W = 164.3 lbft
Total Wall Length: Ldd := 15. ft + 3. ft Plate Height: H,:= 8 -ft
Wind Shear vdd : W _ Shear Wall Type P.1 -6
Ldd vdd = 182.5 lb ft- 10d nails @ 6" O.C.
Capacity = 278 plf
Seismic Tributary Weiqht:
Roof := 16•psf•28•ft• 40 •ft Roof = 8960 lb
2
Wall := 10•psf•28 -ft•5•ft Wall = 1400 lb
W:= Roof + Wall W = 10360 lb
Seismic Force: E := V• W E = 94.2 lb ft Wind Controls Design
Ldd
Check wall section: Idd := 15-ft
Overturning Moment: OTM := vdd- Idd•H
Dead load resisting: Roof := 16•psf•6•ft•ldd
Wall:= 10•psf•H,, Idd
Total := Roof + Wall
OTM = 21902.7 lb ft
Roof = 1440 lb
Wall= 1200 lb
Total = 2640 lb
Resisting Moment: DLR := Total. I d d DLR = 19800 lb ft
2
Net Uplift: U:= OTM — DLR U = 140.2 lb Neglect for wall returns and beam
Idd reactions.
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MAIN FLOOR 1155 SO. FT,
UPPER FLOOR 1043 S o. FT.
MAIN F LOOR PLAN TOTAL 21sa so. FT.
GAR AGE S so. FT.
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SITTS & HILL ENGINEERS INC.
2901 SO. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.m cd
4/28/2004
design Binh Tran
chk Ed Brown
Main Floor Walls Revised 4 -27 -04
Main Floor Wall Line A:
Distance between Lines of Resistance: L1 := 20•ft W = 276.61bf -1
Total Wall Length: La:= (5 + 5)-ft Plate Height: 1-1,,,:= 9. ft
Wl•L1•.5
Wind Shear va := -L va = 276.61b ft" Shear Wall Type P1 -4
La 10d nails @ 4 O.C.
Capacity = 418 PLF
Seismic Tributary Weiqht:
Roof := 16•psf•40•ft•
2
Wall:= 10•psf•40•ft•12.5•ft
Floor:= 12•psf•40•ft• 20 -ft
2
W:= Roof + Wall + Floor
Seismic Force: E := V• W
La
Check wall section: ]a:= 7.5-ft
Overturning Moment:
Dead load resisting
Resisting Moment:
Net Uplift:
Roof = 6400 lb
Wall = 50001b
Floor = 4800 lb
W = 16200 lb
E = 265.1 lb ft -1
OTM := va•la•H
Roof := 16•psf• 13•ft•la
Wall := 10•psf•H 2•la
Floor:= 12•psf•6.5•ft•la
Total := Roof + Wall + Floor
DLR := Total. la
2
OTM — DLR
]a
Wind Controls Design
OTM = 18672.3 lb ft
Roof = 1560 lb
Wall = 13501b
Floor = 585 lb
Total = 3495 lb
DLR = 13106.3 lb ft
U = 742.1 lb Simpson Holdown.
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SITTS & HILL ENGINEERS INC.
2901 SO. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Wind Shear vb.- vb = 528.1 lb Shear Wall Type P1 -3
Lb 10d nails @ 3" O.C.
Capacity = 545 PLF
Main Floor Wall Line B:
Distance between Lines of Resistance: L := 20. ft L2 := 22- ft Wt = 276.6lbff
Total Wall Length: Lb := 11 -ft Plate Height: H := 9-ft
W, -(L1 + L2)•.5
Seismic Tributary Weight:
=
Roof := 16•psf•40•ft• 22+20 -ft Roof 1560113
2
Wall := 10•psf- 40•ft• 12.5•ft Wall = 5000 lb
Floor:= 12•psf•40•ft 22+20 -ft Floor= 10080 lb
2
W:= Roof + Wall + Floor W = 28520 lb
Seismic Force: E := V• W Eb = 424.3 lb ff t Wind Controls Design
Lb
Check wall section: lb := 11 -ft
Overturning Moment: OTM := vb•lb•H OTM = 52282.5 lbft
Dead load resisting: Roof := 16•psf•13•ft•lb Roof = 2288 lb
Wall := 10•psf•Hw 2•lb Wall = 1980 lb
Floor:= 12•psf•6•ft•lb Floor 792 lb
Total := Roof + Wall + Floor Total = 5060 lb
Resisting Moment: DLR := Total. lb DLR = 27830 lb ft
2
Net Uplift: U:= OTM — DLR U = 2223 lb Simpson Holdown.
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SITTS & HILL ENGINEERS INC.
2901 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Main Floor Wall Line C:
Distance between Lines of Resistance: LI := 40-ft W, = 276.6lbft l
Total Wall Length: Lc := (6 + 17)-ft Plate Height: H,:= 9 -ft
Wind Shear vc := Wt• Ll•.5 _i Shear Wall Type P1 -6
Lc vc = 240.5 lb ft
10d nails @ 6" O.C.
Seismic Tributary Weight: Capacity = 278 PLF
Roof := 16•psf- 40•ft• 40 -ft Roof = 12800 lb
2
Wall := 10•psf•40•ft• 12.5 -ft Wall = 5000 lb
Floor := 12•psf•40•ft• 20 -ft Floor = 9600 lb
W:= Roof + Wall + Floor W = 27400 lb
Seismic Force: E V•W E,= 194.9lbft -t Wind Controls Design
Lc
Check wall section: lc:= 15-ft
Overturning Moment: OTM := vc•lc -H,,, OTM = 32473.6lbft
Dead load resisting: Roof := 16- psf•2•ft•lc Roof = 480 lb
Wall := 10- psf•Hw 2•ic Wall = 27001b
Floor:= 12•psf•1.33 -ft•lc Floor = 239.4lb
Total := Roof + Wall + Floor Total = 3419.4 lb
Resisting Moment: DLR := Total. l DLR = 25645.5 lb ft
2
Net Uplift: U:= OTM — DLR U = 455.2 lb No Holdown.
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Revised 4.27 -04
21 2200 PLAN
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SITTS & HILL ENGINEERS INC.
2901 SO'. 40th St., Tacoma, WA 98409.5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Main Floor Wall Line D:
Distance between Lines of Resistance: L1 := 40 -ft
L3:= 10-ft
W = 276.6 lb ft
Total Wail Length: Ld:= (8 + 4 + 4)-ft
Plate Height:
H 9-ft
Wt -(L1 + L3)•.5
Wind Shear vd ;_
Ld
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vd = 432.2lbft
Shear Wall 'Type. P1 -
10d nails @ 3 "'O.C.
Seismic Tributary Weight:
Capacity = 545: PLF
Roof := 16•psf -42•ft 40+ 10 -ft
Roof = 16800 lb
2
Wall := 10•psf•42•ft• 12.5•ft
Wall = 52501b
Floor-= 12•psf•42 -ft• 40+ 10 -ft
Floor= 12600 lb
2
W:= Roof + Wall + Floor
W = 34650 lb
Seismic Force: Ed := V W Ed = 354.4 lb ft
Wind Controls Design
Ld
Check wall section: Id := 4-ft
Overturning Moment: OTM:= vd•ld•I-I OTM = 15560.3 lb ft
Dead load resisting: Roof := 16•psf•2•ft•ld Roof = 128 lb
Wall := 10•psf•11„ Wall = 720 lb
Floor:= 12•psf•1.33•ft•ld Floor= 63.8 lb
Total := Roof + Wall + Floor Total = 911.8 lb
Resisting Moment: DLR := Total. ld DLR = 1823.7lbft
2
Net Uplift: U:= OTM — DLR U = 3434.1 lb Simpson Holdown.
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SITTS & HILL ENGINEERS INC.
2901 SO' 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax(253)474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Main Floor Wall Line E:
Distance between Lines of Resistance: L3:= 10-ft
Total Wall Length: Le := 25-ft
Wind Shear
W I •L3•.5
ve:=
Le
Seismic Tributary Weiqht:
Roof := 16•psf -25 -ft• 2
. ft
Wall:= 10•psf- 25•ft•5•ft
W:= Roof + Wall
W t = 276.616 ft t
Plate Height: H,:= 9 -ft
Shear Wall Type P1 -6
ve = 55.3 lbft 10d nails @:6" O.C.
Capacity= 278 pif
Roof = 2000 lb
Wall = 12501b
W = 3250 lb
Seismic Force: E,:= V W E� = 21.3 lbft t Wind Controls Design
Le
Check wall section: le:= 25-ft
Overturning Moment: OTM := ve•le•H
Dead load resisting: Roof := 16•psf- 2 -ft•le
Wall := 10•psf•Hw le
Total := Roof + Wall
Resisting Moment: DLR := Total. le
2
Net Uplift: U:= OTM — DLR .
le
OTM = 12448.2 lb ft
Roof = 800 lb
Wall = 2250 lb
Total = 3050 lb
DLR = 38125 lb ft
U = — 1027.1 lb No Holdown.
2200 PLAN
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i SITTS & HILL ENGINEERS INC.
2901 SC7. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Main Floor Wall Line F:
Distance between Lines of Resistance: L2:= 22-ft
Total Wall Length: Lf := (3 + 4)•ft
t •
Wind Shear of :_ W L2•.5
Lf
Seismic Tributary Weiqht:
Roof := 16•psf•20 -ft• 22 -ft
2
Wall:= 10- psf•20•ft -5•ft
W:= Roof + Wall
Seismic Force: E V•W
r _ Lf
Check wall section: if := 3-ft
W I = 276.6 lb ft I
Plate Height: H := 9 -ft
_i Shear Wall Type P1 =3
of = 434.71b ft 10d nails @ 3" 0. G.
Capacity = 545 plf
Roof = 3520 lb
Wall = 1000 lb
W = 4520 lb
E 105.7lbff' Wind Controls Design
Overturning Moment: OTM := vf -If -H,
Dead load resisting: Roof := 16- psf•9•ft•lf
Wall := 10•.psf•H if
Total := Roof + Wall
OTM = 11736.9 lb ft
Roof =4321b
Wa11= 270 lb
Total = 702 lb
Resisting Moment: DLR := Total• if DLR = 1053 lb ft
2
Net Uplift: U := OTM —DLR U = 3561.3 lb Simpson Holdown.
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SITTS & HILL ENGINEERS INC.
2901 S0.40th St., Tacoma, WA 98409 -5697
I Telephone (253) 474 -9449
Fax(253)474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Roof Framing Plan "A
+ B ".
1.
DOUG FIR No. 2
4X8 Roof Header
NDS Table 4A
C := 1.15
b := 3.50
F := 900•CD
d := 7.25
F = 1035
A:= b•d
2.
2
b•d
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S:=
CD := 1.15
6
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b•d3
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A:= b d A = 32.4
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2
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S = 30.7
I = 111.1
Uld = 246
Mmax := Uld-Span Mmax = 1107 f := Mmax. 12 f = 433.2 O.K.
B
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12 f„ = 34.8 O.K.
f :=
A
2.
DOUG FIR No. 2
4X10 Porch Beam.
NDS Table 4A
CD := 1.15
b:= 3.50
Fb := 900-CD
d:= 9.25
F = 1035
A:= b d A = 32.4
2
b6d
F := 95-C
S:= S = 49.9
F = 109.2
b•d3
I := I = 230.8
12
Span := 5 Tw :=
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2 2200 PLAN
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SITTS & HILL ENGINEERS INC.
2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: 2200 PLAN
Telephone (253) 474 -9449
Fax (253) 474 -0153
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
3.
DOUG FIR No. 2
4X10 Roof Header
NDS Table 4A
C := 1.15
b := 3.50
F := 900•CD
d := 9.25
F = 1035
A:= b•d
A = 32.4
b- z
F := 95- CD
S:=
S = 49.9
F = 109.2
b d
I :=
I = 230.8
12
Span := 3 Tw :=
4 Uld := 41 -Tw
Uld = 164
Mmax := Uld 8pan2
Mmax = 184.5
f := Mmax-12
f = 44.4 O.K.
1.5-Uld.
Span _ d
fV:=
2 12
f„ =5.5 O.K.
A
4.
DOUG FIR No. 2
4X12 garage Header
NDS Table 4A
C := 1.15
b := 3.50
F := 900-CD
d:= 11.25
F 1035
A:= b•d
A =39.4
b• 2
F := 95 -C
S.—
S = 73.8
6d
F = 109.2
b d3
I:=
I =415.3
12
Span := 16 Tw := 3
Uld := 41 •Tw
Uld = 123
Uld•Span
Minax := Mmax = 3936 f
Mmax. 12
:=
f = 639.8 O.K.
8
S
Span
d
1.5-Uld-
_
Amax := .Span* 240
Amax = 0 . 8 fv :=
2
12 f� = 33.1
A
5- Uld•Span
_
ICe9
I req = 126
384.1800000•A
5•Uld•Span4.1728
A :=
A = 0.2
384.1800000•I
wig
-30 2200 PLAN
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SITTS & HILL ENGINEERS INC.
2901's6. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax(253)474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
5. DOUG FIR No. 2
4X8 Roof Header NDS Table 4A
C := 1.15 b
b:= 3.50
Fb := 900•CD d
d:= 7.25
Fb = 1035 A
A:= b d A
A = 25.4
2
F�, := 95- CD S
S:= b
S = 30.7
F„ =109.2 b
bd3
I:= 1
12
Span := 6 Tw := 13 U
Uld := 41 •Tw U
Uld = 533
Uld•Span M
Mmax. 12 M
8 S
S
Span := 6 L1 := 2 L1=2 L2:=4 L2=4 Pl := 2600
Uld 1 := 41. Uld2 := 41.
2 2
W1 := Uldl•L1 W1=1066 W2 := Uld2•L2 W2 = 656
W1-L1•.5 + P1-L1 + W2•(L1 + L2•.5)
V 1 := VI = 1481.7
Span
W2-L2-.5 + PI-L2 + W1-(L2 + L1•.5)
V2 := V2 = 2840.3
Span
m:= 2 m =2
V := V2 — W1 V = 1774.3
Mmax Vpt'm + W1 m Mmax = 4614.7
2
Vmax V2 Vmax = 2840.3
Areq Vmax' 1.5 Areq = 22.5 c Ain `Actual := 32.81in OK
165.1.15
S Mmax' 12 S 20.1 S := 57.42in OK
req — 2400.1.15 req = c ui
6.
CHECK 3 1/8x10.5 GLB. 24F -V4
F1
LkH U l2
UP
0
0 0
31
2200 PLAN
I.
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SITTS & HILL ENGINEERS INC.
2901 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax(253)474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
7.
CHECK 3 1/8x10.5 GLB. 24F -V4
P1
Udl L1 L2
UP
0
0 0
Soan := 5 L1 := 2.5 L1 = 2.5 L2 := 2.5 L2 = 2.5 P1 := 5100
Uld l := 41.
Uld2 := 41.
2
2
W1 := Uldl •Ll W1 =410
W2:= UId2•L2 W2 = 205
WI-L1•.5 + P1-L1 + W2•(LI + L2•.5)
V 1 := VI = 2806.3
Span
F = 1035
W2-L2-.5 + Pl•L2+ Wl•(L2+ Ll•.5)
V2 := V2 = 2908.8
Span
b 2
m := 2.5
m = 2.5
V := V2 - W1
V = 2498.8
M V m+ W m
max •= pt'
M 6759.4
max =
2
I:-
Vmax := V2
Vmax = 2908.8
A Vmax' 1.5 A 23 A := 32.81in OK
req '= 165.1.15 req = < <n
Sre _ Mmax' 12 Sreq = 29.4 < Sill 3 Actual := 57.42in OK
q 2400.1.15
7a:
DOUG FIR No. 2
4X12 garage Header
NDS Table 4A
C := 1.15
b:= 3.50
F := 900-CD
d:= 11.25
F = 1035
A:= b•d
b 2
F := 95- CD
S:=
6
6
F = 109.2
b d3
I:-
12
Span := 8 Tw := 14
Uld := 41 •Tw
2
A = 39.4
S = 73.8
I = 415.3
Uld = 574
Mmax := Uld•Span Mmax = 4592 f := Mmax• 12 f = 746.4 O.K.
B
1.5•Uld• Span d
Amax := Span. 240 f� Amax = 0.4 2 12 f = 67
A
O.K.
3
2200 PLAN
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MAIN FLOOD PLAN AREA SUMMART.-
1/4 " -1' -0" SEE MAIN FLOOR SHEET 3 UPPER FLOOR i0ai S S o. I.T.
FOR ADDITIONAL DETAILS TOTAL 2W 60. F T.
GARAGE 100 50. FT.
SITTS & HILL ENGINEERS INC.
2901'80. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax(253)474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Upper Floor Framing
Plan.
8.
DOUG. FIR No. 2
C := 1.0
Fv := 95
b := 3.5
d := 9.25
4X10 Floor Header.
NDS Table 4A
F := 900 -C
A:= b•d
b•d
b•d
Fb =900
A =32.4
6
12
Span := 6
Tw := 7
Uld := 52•Tw
Uld = 364
S = 49.9
1= 230.8
Uld•Span
Mmax. 12
Mmax :=
Mmax = 1638 fb :=
fb = 393.8
8
S
Span
d
1.5•Uld•
(
-
2
12
f :=
f = 37.6
A
9.
CHECK 3 1/8x10.5 GLB. 24F -V4
FI ,
Udl L1 l2
UP
M
0
0 0
Span := 6 L1 := 5 L1=5 L2 := 1 L2=1 P1 := 1300
Uldl := 52. 14 Uld2 := 80 + 52. 14 +41. 26
2 2 2
W1 := Uldl•L1 W1=1820 W2 := Uld2•L2 W2 = 977
W1•L1•.5 + P1•L1 + W2 -(L1 + L2•.5)
V1 := V1 = 2737.3
Span
W2-L2-.5 + PI-L2 + W1 -(L2 + L1•.5)
V2 := V2 = 1359.$
Span
m:= 3.7
V pt := V2 - W1
m
Mmax V2.
V := V1
m = 3.7
V = -460.3
M max = 2515.5
Vmax = 2737.3
_ Vmax' 1.5
A "� 165
M m x -12
S 2400
t
i
t
I
A req = 24.9 < A ) Actual := 32.81in OK
Sreq = 12 .6 < Sin ; Actual := 57.42in OK
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j SITTS & HILL ENGINEERS INC.
2901 D SO. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
f Fax (253) 474 -0153
PROJECT: 2200 PLAN
Fv := 95
A:= b•d
A = 32.4
Uld = 702
10. DOUG. FIR No. 2 C 1.0
4X10 Floor Header. NDS Table 4A F := 900.C
F = 900
Span := 5 Tw := 13.5 Uld := 52•Tw
Uld•Span Mmax- 12
Mmax := 8 Mmax = 2193.8 f := S
1.5-Uld Span _ d
2 12
fv A
11.
2x10 Floor joists @ 16" on center HEM FIR No. 2 C R = 1.15
NDS Table 4A F 850•C
F = 977.5
Span := 13.5 Tw := 1.3 Uld := 52•Tw
2
b: =3.5 d =9.25
S: b•d2 I:= b•d3
6 12
S =49.9 I =230.8
fb = 527.4
f = 56.2
Fv := 85 b := 1.5
A:= b•d b•d2
S:=
A = 13.9 6
d:= 9.25
I:= b d
12
Uld = 67.6 S = 21.4
Uld• Span Mmax• 12
Mmax := 8 Mmax. = 1540 f := S f = 863.9
1.5-Uld Span _ d
2 12)
f := f = 43.7
A
12.
CHECK 3 1/8X10 1/2 GLB. (24F -V4)
Pi - Pl
I a I W
ul VI
93ea 0 0
M at 0 0
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
I = 98.9
a:= 1 a= 1 b:= 4 b= 4 P1 := 2800
Span := 5 Tw := 1.3 Uld := 52•Tw + 41.3 Uld = 190.6
V1 := Uld. Span + P I. a V1 = 1036.5
2 Span
V2:= Uld. Span + P 1 • b V2 = 2716.5
2 Span
Vmax V2 Vmax = 2716.5
2
M max := Span + P1 a b Mmax = 2835.6
8 Span
Areq V 1651.5 Areq = 24.7 < A i n 2 Actual := 32.81in OK
Sreq = Mmax 12 Sreq = 14.2 < sin 3 Actual := 57.42in OK
2400
2200 PLAN
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SITTS & HILL ENGINEERS INC.
2901 D SO.40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562. m cd
4/28/2004
design Binh Tran
chk Ed Brown
13. DOUG. FIR No. 2
C 1.0
Fv := 95
b:= 3.5
d := 9.25
4X10 Floor Header. NDS Table 4A
F := 900-
A:= b•d
b•d
b•d
S:=
I _
Fb =900
A =32.4
6
12
Span := 8
Uld := 80 + 41.3
Uld = 203
S = 49.9
I = 230.8
2
Uld- Span
Mma • 12
Mmax := Mmax = 1624 f :=
fb = 390.5
B
Span
d
1.5•Uld• (
r
2
12)
f :=
f, = 30.4
A
14.
CHECK 4X10 DF #2
a P)
I Lid
-gMrF6
\12 VI
9iea 0 0
Wet 0 0
a:= 1 a=] b:= 4 b= 4 P1 := 800
Span := 5 Uld := 80 + 41.5 Uld = 285
V1 :=
Uld. Span * PI a V1 = 872.5
2 Span
V2 Uld. Span + Pi. b V2 = 1352.5
2 Span
Vmax V2 Vmax = 1352.5
2
Mmax := Uld. Span + P1• a b Mmax = 1530.6
8 Span
V m � 1.5
Areq := Areq = 21.4 c Ai 2 Actual := 32.38in OK
95
Sr`q M 12 Sreq = 20.4 < S; 49.91in OK
14a.
3 1/2 "X11 7/8" 2.0E PARALLAM (PSL)
Span := 8 Uld := 52. 26 + 80 + 41 2 Uld = 393.6
Uld•Span
Mmax := 8 Mmax = 3148.8 Minn., allocable := 19,900-ft-lb OK
Vmax := Uld-Span-.5 Vmax = 1574.4 V := 8,035•1b OK
_ Span- 12
0 max • 240 A max = 0.4
I 5•Uld•Span4.1728 I 45.3 f := 490in OK
req _ 384.2000000 -Amax req = m
37 2200 PLAN
Z
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SITTS & HILL ENGINEERS INC.
2901 $30. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax(253)474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
15.
CHECK 5 1/8X16 1/2 GLB. (24F -V4)
P1
UCh L1 l2—
Uc2
U2 M
0
0 0
_ Vmax' 1.5
A 165
_ Mmax' 12
S 2400
Span := 20 L 1 := 12 L 1 = 12 L2:= 8 L2 = 8 P 1 := 2600
Uldl 80+41. 26 + 52. Uld2 := 80 + 52. 12 +41. 8
2 2 2 2
W1 := Uldl•LI W1 = 9228 W2:= U1d2 -L2 W2 = 4448
V1 ;= W1-L1•.5 + P1-L1 + W2•(L1 + L2•.5) V1 = 7886.8
Span
W2•L2•.5 + P1 L2+ W1•(L2+ L1•.5)
V2 := V2 = 8389.2
Span
M:= 11
Vpt := V2 - W1
Mmax := V2. m
2
V := V2
m =11
Vpt = -838.8
Mmax = 46140.6
V max = 8389.2
A feq = 76.3 < A; := 84.56in OK
S req = 230.7 < Sill 3 Actual := 232.5in OK
Uld := M 8
max' 2 Uld = 922.8
Span
Span. 12
Amax 240 Amax = 1
5•Uld•Spari
Ireq := max Ire 1845.6
384.1800000•A 9 =
l 1919in OK
3� 2200 PLAN
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MAIN FLOOR FRAMING PLAN
1/4"-1'-0"
3�
Z
Z
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SITTS & HILL ENGINEERS INC.
2901 SE). 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
Foundation Framing Plan.
16. HEM FIR No. 2 C := 1.15 Fv := 85
2X10 Floor Joist NDS Table 4A
@ 16" O.C. F := 900•C A:= b•d
Fb = 1035 A = 13.9
Span := 13.5 Tw := 1.3 Uld := 52•Tw Uld = 67.6
Uld•Span Mmax- 12
Mmax := 8 Mmax = 1540 fb := S
b:= 1.5 d := 9.25
S := b•d2 I := b.d3
6 12
S = 21.4 I = 98.9
fb = 863.9
1.5•Uld•( - )
d
fV .= ` 2 12 /I ff, = 43.7
A
17. DOUG. FIR No. 2 C := 1.0
Fv := 95
b := 3.5
d:= 9.25
4X10 Floor Beam. NDS Table 4A
Fb := 900-
A:= b•d
b d2
b d
S :=
I :-
-
Fb = 900
A = 32.4
6
12
Span := 6 Tw := 12 Uld := 52•Tw
Uld = 624
S = 49.9
I = 230.8
Uld•Span
Mmax. 12
Mmax := Mmax = 2808
f :=
f = 675.1
8
S
d
1.5•Uld• (Span -
f� .=
2 12)
f = 64.4
A
18. DOUG. FIR No. 2 CF := 1.2 Fv := 95.1.33 F„ = 109.2 b:= 3.5 d:= 9.25
4X10 Floor Beam. NDS Table 4A
Fb := 900- A:= b•d b•d2 I .- b.d3
Fb = 1080 A = 32.4 6 12
Span := 4.833 Tw := 12 Uld := 2.52 -Tw + 80 Uld = 1328 S = 49.9 I = 230.8
Uld•Span Mmax• 12
Mmax 8 Mmax = 3877.4 fb := S fb = 932.2
1.5 Uld • Span d
-
2 12)
f� := f,, = 101.3
A
4D 2200 PLAN
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SITT'S & HILL ENGINEERS INC.
290' SO. 40th St., Tacoma, WA 98409 -5697
Telephone (253) 474 -9449
Fax (253) 474 -0153
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
�9.
Stud Wall Design psf = 44 plf _— psf•ft lb = plf•ft
HF #2 H: =9•ft
F := 1300 psi CD := 1 C := 1.5 C := 1 C := 1 C := 1 C := 1.15 C,:= 1.15
F := 850-psi
Fib := F F' = 1466 psi
F" := F -C F " L . = 1495 psi
E' := 1300000-psi
Axial Load Capacity (DL +LL)
Slenderness Ratio (SL)
SL := h C := 0.8 KCE := 0.3
KCE• E'
FCE FCE = 410 psi
SL
Try - 2x4 Studs @ 16" o.c.
t:= 1.5-in h := 3.5-in
A:= t•h A= 5.3 in
1:= t h 1 = 5.4 in `
12
S:= I S = 3.1 in
c
2
1 + FCE 1 + FCE FCE
P 2•C 2•C C P
F',,:= C " F' = 383 psi P max F' Pmax = 2012 lb
P :_ (16•psf + 25•psf)• 2 2 ft l + (12•psf + 40•psf)• 1.31.33-ft C
C
26 ft t
C:= h
_
P :_ (16•psf)•( 2 / + (12•psf)•( 14 2 f )].1.33-ft PDL = 38S lb
C J
Axial Stress (DL +Wind) P = 1 193 lb < Pmax = 2012 lb O
CD := 1.15
PC := F F " L . = 1719 psi
2
1 + FCE 1 + FCE FCE
F " C F F "c
C :_ - - C = 0.2 F' := C F', = 387 psi
2•C 2•C C
f := PDL fDL = 74 psi
2200 PLAN
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SITTS & HILL ENGINEERS INC.
2901' SO. 40th St., Tacoma, WA 98409 -5697
1 Telephone (253) 474 -9449
Fax(253)474 -0153
i
Bending Stresses
C 1.15
F'b := Fb C D' C Fb' C&t' Ct' CL• C
Nywind := 15•psf• 1.33•ft
\V%vind• H2
M: M =202 ft
s
M
S feq := F�
b
f := S f = 791 psi
Combined Stresses
2
fDL + 1 • fb = 0.6
F° 1 — fDL F ' b
FCE
Cont. wall Footing Design
Soil Bearing Pressure (S
S := 2000•psf P = 1193 II
PTL
1.33-ft
F vidth -: = Sb
I
.1
PROJECT: 2200 PLAN
11562.mcd
4/28/2004
design Binh Tran
chk Ed Brown
2200 PLAN
Z
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i SITE'S & HILL ENGINEERS INC 11562.mcd
2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: 22.00'.PLAN 4/28/2004
Telephone (253) 474 -9449
design Binh Tran
j Fax (253) 474 -0153 chk Ed Brown
i
1
20. w/ 15.4kips
Maximum Load For 6x6 DF #2 Wood Post psf = 44 plf = psf•ft lb = plf•ft
H: =9•ft
F := 700-psi C := 1 C := 1 C, := 1 C := 1 C := 1 CF := 1 .
E':= 1300000-psi
F" c • •— = F c •C D' Fc C F" c – 700 psi 6x6 DF #2 Wood Post Properties
—
Kf := I (Kf = 0.6 for unbraced nailed built
Axial Load Capacity up posts - 0.75 for bolted)
Slenderness Ratio (SL) h:= 5.5-in
t:= 5.5-in
SL := H C := 0.8 KCE := 0.3
h A:= t•h A = 30.3 in
J
FCE – K CE'E F = 1011 psi 1:= t h 1 = 76.3 ill
SL 12
S:= 1 - S = 27.7 in
h
1 FCE 1 FCE
+ + FCE
V- 2 -C 2•C C r P
F' := C " F' = 561 psi Pmas := F' 6X6 DF #2 Wood Post
P = 1695S lb
M
43
2200 PLAN
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40'-0'
I a1
CONr- PATIO
9' -7 1/7• 5.-1. W 4' - 11*
4 BAR - W Or-
STua OUT 24
N,
I
-------- -d- - ` J
NOTE ADDITIONAL STRAPS
REWIRED FOR 3 CAR GARAGE
SEE C.- I
I -�li
L 4
1 r- i I -4 BAR • 14'0--'
24'
I
- - - - - - - - - - - - - -
--=! - - - - -
- - - - - - - - - - - -
TOP OF F0071NG b
No A BARS STUB
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — — —
ou 11' -0 1/2"
CUT 24* WOR.
TYPICAL 2 MACES
3 114"
AT 9' Or.
TYF, 2 PLACES ( In
tl
H
-40
ese am 1'l
FOUNDATION
PLAN
II
I
I
I L
ABOVE
- 10 "L 3' ?'•5 3/4, 3 '•' * 4' in' 4' 3' in' 4 4' 3' - 1 1/4' 2' k
:I-
13 I A*%O (IAA') 1_ 4x10 ?MA') I I
4ji L
1 271 1 241 1 7ti 1 24 1 241 L j
q jllj l l
? r L--J L--J L L - L -J I
4x6 * ME
312 fi§jWL SEACE T2
S
VAPOR
6V BARRIER CYER ENTIRE CRAUL SPACE
rl
INSTALL W • FELT
3 W MIN. CLEARANCE INVER FLOOR 101ITS. MEM , M RA� AT
V
bu r
6U 12' MIN. CLEARANCE LkIDER BEAM. POST TO FTC. C4VIK
10
Tyr. Y -0
7 1 -- --- ----- - - n* — --- - --- - -- - --
L
4'-2 d 5' I I1
1
18*A30*X10 C40NC. I
I
Wc7CGi7T FOR
PAD (2) - 4 BARS EW I n
s
CIP'r. 3 DOOR I
it
4'•0 1/4 In• ,
STOOP in
1,10 (Imr)
.4
1 L J
'L2.4 C
4%6 'If ON(4. SLAB
L -j
A. cow- SLAB - SLOre 1�
I
18•x40'.10• Cow- TOLUARDIS OA DOORS
PAD U/ (2) 4 BARS
LOW. AYS 4 (4)•4
BARS SWORT WAYS
EMBEDDED
4f 1/4 ZIPOTRIP
AT CENTER LINE
IN BOTH DIRECTIONS
- - - - - - - -
- - - - - - - - - - - - - - - - - - - -
DA
•-
- ,-- - t- - - 7 -
,
'A BAR
L.T.
1�6
IIR\
V-0 FOOTING
- - - - - - -
I -�li
L 4
1 r- i I -4 BAR • 14'0--'
24'
I
- - - - - - - - - - - - - -
--=! - - - - -
- - - - - - - - - - - -
TOP OF F0071NG b
No A BARS STUB
BELOW WD WALL
ou 11' -0 1/2"
CUT 24* WOR.
TYPICAL 2 MACES
3 114"
AT 9' Or.
TYF, 2 PLACES ( In
20'-0'
-40
FOUNDATION
PLAN
Z
Z
II W
L)
00
CO in
(1) w
CO) LL
W
LL
C0
LLJ
z
Z 0
�—
W L
5
cl)
0
LU LLj
H L)
LL
z
w (1)
0 —
p
0
Z
------------------ - - - - -- ,
1 I,f
I
I
I I
1 1
1 ti 1 I
I i
if 1 I
1 N I I
-_ CANTL.
1
I ,
I , +
�1 •� SLI
SEE FOUNOATION PLAN i D.S.
- - - -- 1
1 1 BUGKOUT w/ OPT. I
1 DOOR t l
1 1
_____ ___ __ _____ ______ ______
4 :7 3/4• o ��� 5' -b" , 10' -7 3/4' '
I 1 ,
1
' 1 1 1 ' I
1 I -- - - j - I 6w6 DF4 POST ON 1 i
1 1,_ ..- ___- _____________ __ ___ _ _ _ ___
I I 36 X36'XI7' I
109 - -- COW I -4 REBAR EJU i
GONC. SLAB Su w/ ABt: POST BASE
1 I 4' LONG. SLAB SLOPE ' 1
I
I 3" TOWARDS ON. DOORS 1 j
I i 1 1 1
1 1 I I
I
j 1 1 I
I 1
I ' CONT'S CONC FIG 1 1
THICKENED SLAB EDGE j
--- - - - - -- - - - - - - --
bu
1
GONE. FOOTING 'y - - - - -- I 1
Sll Su
SU W . 3 .
I'•101R` I01r7' I0'•0'
1'.101!!' 70,•0•
30 '•0"
FOUNDATION (PLAN
FOR ADDITIONAL DETAIL5ET I
l
Z
W
JU
UO
U D
W=
CO) LL
o wO.
Ei
LL Q FF
Lco D
` = V
f LU
Z �.
I- O 1__,
c W c I—
C 5
U
.O u�.
W W
1:U
s
—0
W
U=
O ~.
Z
a
I
HAN GER NAILING SCHEDULE
INIMUM NAILING GIVEN.OTHER
AILING NAY BE CALLED OUT.
V ALUES REDUCED TO ALLOW USE
OF 16d SINKERS. 16d SINKERS
Y BE SUBSTITUTED FOR 10d
M NAILS.
HAN GER GIRDER NAILING
PLIES
US24 ALL 4 -10d COM*
US26 ALL 6 -10d COM*
US28 ALL 6 -10d COM*
S26 1 14 -10d COM*
HUS26 2 -3 14 -16d SINK*
S28 1 22 -10d COM*
HUS28 2 -3 22 -16d SINK*
THA29 1 16 -10d COM*
THA29 2 -3 16 -16d SINK*
HHUS25 2 -3 22 -16d SINK*
GUS28 2 -3 36 -16d SINK*
*16d ANGLE NAILING REO'D
GER NAILING IS IMPORTANT
IF IN DOUBT CALL R.T.S. OR
CONSULT SIMPSON STRONG -TIE
al
av
L 12' -3`� 1
12' -0'
20' -B•
FILE
v_
U
Q
BAY DEV. 2200
ELEV. B 2 CAR
ROOF TRUSS LAYOUT
ROOF TRUSS SUPPLY - (425) 481 -0900
5910 - 234 ST. SE. WOODINVILLE. WA 98072
DESIGNER: JEFF BOPKO REVISED 1 -13 -04
PATH E: \JEFF \BELAY \BAYD 04 \220082 -N
1) ALL TRUSSES TO BE SPACED 24• DC
UNLESS NOTED OTHERWISE (U.N.O.)
21 PROVIDE FULL BEARING UNDER GIRDER
TRUSSES.
3) BEARING BEAM DESIGN BY OTHERS.
4) 12' STANDARD OVERHANG U.N.O..
OVERHANGS NOT SHOWN FOR CLARITY.
51 6/12 ROOF PITCH U.N.O..
6) CEILINGS FLAT U.N.O..
7) SEE ATTACHED FRAMING DETAILS FOR
HIP. VALLEY AND GABLE FRAMING.
8) SEE TPI'S HIB -91 FOR BRACING
RECOMMENDATIONS. INDIVIDUAL TRUSSES
MAY REDUIRE WEB BRACING. SEE TRUSS
ENGINEERING SHEETS. PERMANENT
BRACING DESIGN BY OTHERS.
CaDvrl4ni (c) ComauTrus Inc.
D04 -U8
Ali
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT..
40' -0'
IIIIII111111111 0am uTru9 Inc. This design prepared from computer input b II II II I
p Y IIII II II II IIIII III IIIII IIIII IIII IIII
RoofTrusslnc.DS
1.09f1L1 —W
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 HF #2 1, 2
BOTTOM CHORDS:
2x 4 HF 02 1, 2
WEBS:
2x 4 HF STD /STUD 1
TC LATERAL SUPPORT <= 12 "OC, UON.
BC LATERAL SUPPORT <= 12 "OC, UON.
M
0
I
0
0
TRUSS SPAN 12'— 3.00"
LOAD DURATION INCREASE = 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0) +DL( 9.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF*
TOTAL LOAD = 44.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
ROOF TRUSS SUPPLE; INC.
PO. BOX 532
WOODINVI L E, WA 98072
V #_090n
Scale: 3/8"
JOB NAME: BAY DEV 2 200B... "Al&A2"
12 -03 -00
0
-1l
0
0
Two'
Not- urriess olMnNso noted:
in b support toads as shown.
I bottom chords to be laterally braced at
paN 6r where shown + +
o be u nl sed n a rwn mrt Ne errA l r . ament,
Life.
at all supports shown Shim or wedge It
Iralnege 4 rovidsd.
lth feces c truss, and placed so their carrier
tr Ibtes.
t Inches.
1e Computrus Plats. Indicated by the prefix
Piste Is Indicated by the prefk `CN" the
ga. material Is used. All olhom are 26 pa.
NOTICE: IF THE DOCUMENT IN THIS FRAME I THE DOCUMENT.
THIS NOTICE IT IS DUE TO THE QUALITY
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1- —509 B 1- 449 W 1= 61
T 2= —509 B 2= 449
LEFT — 478 RIGHT - 478
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 .76 DF / 1.18 HF / 1.12 SPF
JOINT 3 .76 DF / 1.18 HF / 1.12 SPF
6 -01 -08 6 -01 -08
12 C -4x4.3 12
6.00(J 4.0" '6.00
WARNtNOe:
Go
1. Read all Oenersi Notes and Warnings before conshmdon of busses.
i,
FILE NO. • Al A2
7. Rugder and erection contractor should be advised of all Oenral Notes and
2.
'
Waminesbeforeconstruellon commance&
3. W compression web bracing must be Installed where sh mm +.
3.
4 4
DATE: 1/27 2004
/
4.A Nlat eni force redstingelemana such an ternporary and pennnentbrecing,
.
must be designed and provided by designer of completestfucbrre.
.
.
Computrus asums no responsibility for such bracing.
8.
DES- BY: LA
S. No load should be applied to anycomponenr until after all bracing and
fastrrers are complata, and at no lime should seyleads orealer than dedpr
7 e .
loads be applied to any componant
SEQ. : 15 5 4 6 3 7
e • C nVvm "h- ne oonerol owr end awns no reaponalbmty for ere
9
fa bricallm handN, g, shipment and rnstllermotcompa,enk.
to.
7. This design Is fumishad rrblect to the limitations on buss designs set forth
by TPI In H1441 or TPVWTCA In figs 143 copies of wbkh tell It Nmkhed
11.
by Corepubus upon rqueat
Two'
Not- urriess olMnNso noted:
in b support toads as shown.
I bottom chords to be laterally braced at
paN 6r where shown + +
o be u nl sed n a rwn mrt Ne errA l r . ament,
Life.
at all supports shown Shim or wedge It
Iralnege 4 rovidsd.
lth feces c truss, and placed so their carrier
tr Ibtes.
t Inches.
1e Computrus Plats. Indicated by the prefix
Piste Is Indicated by the prefk `CN" the
ga. material Is used. All olhom are 26 pa.
NOTICE: IF THE DOCUMENT IN THIS FRAME I THE DOCUMENT.
THIS NOTICE IT IS DUE TO THE QUALITY
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1- —509 B 1- 449 W 1= 61
T 2= —509 B 2= 449
LEFT — 478 RIGHT - 478
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 .76 DF / 1.18 HF / 1.12 SPF
JOINT 3 .76 DF / 1.18 HF / 1.12 SPF
6 -01 -08 6 -01 -08
12 C -4x4.3 12
6.00(J 4.0" '6.00
�II'IIIIIIIII'I CampuTrus Inc This design prepared from computer input by 111111111 IN
• RoofTrussInc.DS
6.3.4(1L) -X
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 HF N2 1- 3
BOTTOM CHORDS:
2x 4 HF A2 1- 3
WEBS:
2x 4 HF STD /STUD 1- 5
TC LATERAL SUPPORT <= 12 "OC. UON.
BC LATERAL SUPPORT <= 12 "OC. VON.
12
4.50
O
0
I
CD�
I
C -2
TRUSS SPAN 13 2.0"
LOAD DURATION INCREASE - 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0) +DL( 9.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF*
TOTAL LOAD - 44.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
C- 2.5x2.6
0
0
r-t
.-t
I
N
ANSI /TPI
SINGLE MEMBER FORCES 4WRDH
T 1= 309
B 1= -239 W 1=
-577 W 5= -140
T 2- -501
B 2- -275 W 2-
679
T 3= -70
B 3= 450 W 3-
-143
3 .
W 4-
-434
CANT 2 3 5.5"
LEFT 689 RIGHT = 335
BEARING AREA REQUIRED (SQ. IN)
JOINT 5 1.10 DF / 1.70 HF / 1.62 SPF
JOINT "7 0.54 DF / 0.83 HF / 0.79 SPF
ROOF TRUSS S(jppLY INC.
V�IOODiNV1 BED X32
f WA 98 072
. 481-0900
.x3.00
12
3 -00 -00 10 -02 -00
3 -05 -08 9 -08 -08 0 -01 -08
13 -02 -00
Scale: 1/4"
JOB NAME: BAY DEV, 2200B..."B2"
Nola,tmless otherwise noted:
In to support load. as shown.
a ssumes c
assumes
or
to be tnterally braced at
ed Where shown + +
it i� supports atiam Shim or wedge If
INn ide
age b provd.
oth faces of lnea, "placed so their center
ar lines.
In Inches.
the Computrus Plate, indicated by the prefix
i Plate is Indicated by the prerk'CN' the
pa. material Is used. All others we N pg.
VAS
f EXPIRES 611U05
.r.rr�s• ..sse.�ar
L?
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
WARNefOa:
Gt
1. Reed all General Notes and Warnings before consbuctIon of busses.
t_
FILE NO.: 82
L Builder and ere on contractor should be advised of all Genet Notes and
2.
Warnings before concbucaoncommences.
3 .
3. 1s7carpreastonwebbtaA mustbebrteaed where shown +.
DATE: 1/27/2004
4./ llistealforce todsgngelementssuch ss"onry andperr. tbrsdng
5.
must bar designed and provided by drigner otcornplets sb "ne.
Compubus ssuntes no resporrlbliity for such bracing.
6.
DES. BY: LA
3. Noland should be applied to any component until after all bracing and
fastenars arm oorrptat•, end at no time should any loads grater than dealgn
�.
toads be �ptNd b arty component
SEQ. 1554638
e. Computruassumes no cannot ever and assumes rio rspo.sibuly for the
9
fabrication, handling, shipment and Installation of components.
10.
T. This design is RmnYhed suer to the smlaaaus on tars Oedgns wt foyer
by T1 In HIe41 or TPL WTCA In NCat 147 copies of which vM be furnished
11.
by Certpubus upon recast.
Nola,tmless otherwise noted:
In to support load. as shown.
a ssumes c
assumes
or
to be tnterally braced at
ed Where shown + +
it i� supports atiam Shim or wedge If
INn ide
age b provd.
oth faces of lnea, "placed so their center
ar lines.
In Inches.
the Computrus Plate, indicated by the prefix
i Plate is Indicated by the prerk'CN' the
pa. material Is used. All others we N pg.
VAS
f EXPIRES 611U05
.r.rr�s• ..sse.�ar
L?
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
IN
This design prepared from computer input b 11111111111111 IN 1111111111 IN IN
RoofTrussfnc.DS
6.3.4(1L) -F
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANELS)
TOP CHORDS:
2x 4 HF A2 1- 2
BOTTOM CHORDS:
2x 4 HF /2 1— 2
WEBS:
2x 4 HF STD /STUD 1— 3
TC LATERAL SUPPORT <= 12 "OC. UON.
BC LATERAL SUPPORT <= 12 "OC. UON.
0
0
t
0
1
0
C
L L L
3 -00 -00 4 -00 -00
� L
7 -00 -00
Scale: 1/2"
JOB NAME: BAY DEV, 2200B... "B3"
GO
0
1
N
-- - -- - - - — - --
WARNINGS: — — -- -- — - - --
Gel
1. Read all General Notes and Warnings before construction of busses.
1,
FILE NO.: B3
2. autidw and erection contactor should be advised of an general Nets end
2.
Warnings before construction corrsmnces.
J. 1x3 compression stab bracing must be Installed vrhrs shma +.
4•
4,
DATE: 1/27/2004
4. 1Wlaleralforcerdstingdenrnb such s permanent
5.
must be designed and provided by designer of oompleM ~turn
Computrus assures no responsibility for such bracing.
6.
DES BY LA
No load should be applied to any component until saes W bracing and
. :
fasteners
fasteners we eonptete, and at no time should any loads grsev r era design
�.
loads be applied to any component
SEQ.: 15 5 4 6 3 9
e. Cortpubus Ms no control over and aseemes no rwporrbMrty for the
8.
fabrication, handling, shlpnwnt and Installation o /carrponerrr.
10
7. this design is furnished subied to the gmlbaMor s on bus designs set fore=
by 7PI In ifta.et or Mill In sCU 143 coples of tedch visit be furnished
11.
by Oce pueus upon ►equal
TRUSS SPAN 7 0.0"
LOAD DURATION INCREASE = 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0) +DL( 9.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF*
2 TOTAL LOAD = 44.0 PSF*
1
4.5 O 2 *5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
C- 1.5x2.6
Nolea,unless otherwise noted:
in to suDbort loads as shown
tact brwging or
lbn of lnua b t
�i assu�m l e y s o t
iiumia (ul bb ad
dull b Io
Indde with jofN
dlcate size of 1
We design vahNt
a I.C. Met St
got 6) tndlW
CANT 8 3'- 1.7"
LEFT = 486 RIGHT 60
BEARING AREA REQUIRED (SQ. IN)
JOINT 4 0.78 DF / 1.20 HF / 1.14 SPF
JOINT 5 0.10 DF / 0.15 HF / 0.14 SPF
ROOF TRUSS SUPPLY, INC.
P.O. BOX 532
WOODINVILLE, WA 98072
481 -0900
bottom chords to be laterally braced at
Isye ctNely .
J bracin reqquired where shown +
porWb
mired respe%hT contrs ctor.
to be us in a nontorroaNa environment,
at ah supports shown. Shim or wedge It
r�nag== e d.
cite fac end pieced so their center
at pries.
he ConVtfin s Plate, indicated by the prefix
Plate Is indL by Ihs prolbc'CN' the
ga. material Is =sea AM otMrs an �0 pa.
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
ANSI /TPI SINGLE MEMBER FORCES 4WRDH
T 1- 268 B 1= -208 W 1= -419
T 2= -47 B 2= -116 W 2= 182
W 3= -109
I
r
t
'r
rA �
SPIRES 61i0105
M�IIIIIII /" Inc.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 HF 12 1- 4
BOTTOM CHORDS:
2x 4 HF #2 1 2
WEBS:
2x 4 HF STD /STUD 1- 3
TC LATERAL SUPPORT <= 12 "OC. UON.
BC LATERAL SUPPORT <= 12 "OC. UON.
TC CONC LL( +DL( 36.0)= 136.0 LBS 8 4 1 - 0.0" LEDG
TC CONC LL( 100.0) +DL( 36.0)= 136.0 LBS Q 16'- 0.0- LEDG
10 -00 -00 10 -00 -00
12 C -4x6 12
6.00 4.0" Q 6.00
M
O
1
cT �
O
Scale: 1/4"
JOB NAME: BAY DEV, 2200B... "C1A&C2"
20 -00 -00
ROOF TRUSS SUPPLY, INC.
P.O. BOX 532
WOODINVILLE, WA 98072
481 -0900
M
O
O
I
O
FILE NO.: C1AC2
•
DATE 1/27/2004
wAR►AHes:
1. Readmit Oeneral Note and Womings betate c mwucaon of eussa".
=• BI'g� and arectlon contractor should be advised of all Oenard Notes and
Warnings before co stucloncommences.
J. lx3 r-o rpresron web bracing mst be tr atelled where shown +.
4. Aillat force rnls m
anpeleent s such stenporery and permanentbracing.
must be designed and provided by designer of eompiete structure.
00
1
2.
3 .
5.
DES. BY: LA
Corrpst us esunss no responsibility for such bracing.
S. No load should be applied to any component undl after all bracing and
fastanws ere complex. end at no Stets should wyloada grafter than dgn
load, be appned to r+y cortroonent.
g
7.
8•
SEQ.: 15 5 4 6 4 0
g• Convue us has no control over and ewers no "oponerbMry for Ire
fabrication, handling, shipment and kn 0lialon ofcatrponants.
7. This design Is hanlehed subject to the amnadons on bus designs set forlr
by Ttl In HM41 er TPLWT A In SCSI 1 .03 copies of rMeh will be WmYhed
by Conpuous upon npuarL
80
11.
This design prepared from computer input by I IIIIII `III) II I I +III VIII VIII 11111111 IN
RoofTrussInc.DS 6.3.4(2L) -F
20 -00 -00 DUTCH SETBACK 4 -00 -00 FROM END WALL
LOAD DURATION INCREASE = 1.15 +
LOADING
TC UNIF LL( 50.0) +DL( 18.0)= 68.0 PLF 0' 0.0" TO 20'- 0.0" VERT
TC UNIF LL( 50.0) +DL( 18.0)= 68.0 PLF 4 0.0" TO 16 0.0" LEDG
BC UNIF LL( 0.0)+DL( 15.0)- 15.0 PLF 0'- 0.0" TO 20'- 0.0 VERT
Nolea,unies otherwise noted:
In to support loads as shown
In v aufilOS the Iop and bottom chords to be Iateraly braced at
o.c and at 12• -0' b.c res"ctiveety.
lean o `d i xia�1i it s blfily o1 IhSrsepe Ilve contractor.
In i con dllbna� to be used In a norroon. a "Irc naru,
in assumes h9I bearing at aU supports ahcwn Shim or wedge If
scary. a d�eouata
a J M drainage lo provided.
bcaiad on both faces of in=, and pieced so their canter
oobrcide with jolty center lines.
i Indicate stee of plate In Inches.
se I.C.Q8.R R f he Computrw Platte indicated by the prefix
.-V (t Indial 8 ga..`m:t Ind icated . iat Is used. AN of s a g
I
Ci!) ;� �. L
EXPIRES 61=05
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
ANSI /TPI SINGLE MEMBER FORCES 4WRDH
T 1= -2559 B 1= 2246 W 1= -812
T 2= -1805 B 2= 2246 W 2= 960
T 3= -1805 W 3- -812
T 4- -2559
LEFT - 1374 RIGHT - 1374
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 2.20 DF / 3.39 HF / 3.23 SPF
JOINT 5 2.20 DF / 3.39 HF / 3.23 SPF
IIIII llI lI IIIi Z ^Gampukus Itic. This design prepared from computer input by I 111111111111111 till III III III I
RoofTrusslnc.DS
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANELS)
TOP CHORDS:
2x 4 HF 12 1 — 4
BOTTOM CHORDS:
2x 4 HF 12 1 — 2
WEBS:
2x 4 H£ STD /STUD 1- 4
TC LATERAL SUPPORT <= 12 "OC. UON.
BC LATERAL SUPPORT <- 12 "OC. UON.
9 -04 -00
12
6.000
C.
M
O
1
O
O
O
Scale: 1/4"
JOB NAME: BAY DEV, 22 00 B ... "C3"
TRUSS SPAN 19 4.0"
LOAD DURATION INCREASE = 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0)+DL( 9.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF;
TOTAL LOAD - 44.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
10 -00 -00
C -4X6 12
4.0" x]6.00
W-�r.
t, —JX I . I (JJ
19 -04 -00
Cl)
O
1
O
O
d:11
ANSI /TPI SINGLE MEMBER FORCES 4WRDH
T 1- 85 B 1= 1034 W 1= —1196
T 2= —921 B 2= 1138 W 2= —330
T 3= —924 W 3= 494
T 4- —1321 W 4= —448
LEFT - 755 RIGHT - 753
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 1.21 DF / 1.86 HF / 1.78 SPF
JOINT 5 1.21 DF / 1.86 HF / 1.77 SPF
ROOF TRUSS 8UP'PUf,. INC.
P.O. SOX 532
WOODINVILLE, WA 98072
,0f -0900
- '0 ',a:
Notee.unless, othenMse noted
on to support loads as shown.
on assumes top and bottom chords to be laterally braced at
the
o.a and at 1 0" o.— respectk
Impact bridging or lateral braehp tared where shown + +
letbn of truss q the Mporolb o the respective contractor.
on i ass dryry eo film are to be wed In a non - corrosive erMmnment, us
on assurrtbs full e b v earing at :11 supp orts shown. Shim or wedge if
n sh ha ill b loco ed an both _a of in aid placed so their center
coincide with Jobtt center ikras.
s Indicate size of plate in Inches.
basic IgnR�krt4 the Compulrw Plate. Indicated by the prefix
te
a I.
Comer Net Section Plate is indicated by the prelk "CN' the
�nalor l Not 18 ga malarial b rsad al oihers are 10 oa.
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
a
WAPXMCs:
Ci e'
1. Read all General Notes a W rnings before constructlon of bus"&
1,
2. wilder and contrwAorshouldbe d of as General Noes end
2
•
FILE NO. ' C3
consbucdon eonvnences.
Warnings before
7. 1x3 corMresedon web bracing must be Installed whys shorn �.
3.
1/27/2004
4. All tetanal fora reef Ong eleanrrts such as lerrporary and prrnanent bracing,
5.
DATE:
must be de dgnad and provided by de/gn« of co"glate structure.
Compufus swaurnes no responsibility for su I bracing.
6.
DES. BY LA
S. Nol oadahouldbeappaedtoanycomponenlunW ~Wlbrsdngand
=lre,
:
fasteners we and at no erne should any bads grealr than dedgn
8 7
loads be applied to any component.
.
SE 15 5 4 6 41
4
4. Cerrpuft is has no control over and aso"nes no reaponrb{ltty for toe
9.
•
fabrlesaon, handling. "hlpnwtt and lnaldlaeon of eoorponants.
7. This ddgn Is furnished subject to ohm "talione as teas dedgns "et font
by TM in II" or TPYWTCA In sal 143 captive of which will be fumlahed
11.
by Cospufus upon request
- '0 ',a:
Notee.unless, othenMse noted
on to support loads as shown.
on assumes top and bottom chords to be laterally braced at
the
o.a and at 1 0" o.— respectk
Impact bridging or lateral braehp tared where shown + +
letbn of truss q the Mporolb o the respective contractor.
on i ass dryry eo film are to be wed In a non - corrosive erMmnment, us
on assurrtbs full e b v earing at :11 supp orts shown. Shim or wedge if
n sh ha ill b loco ed an both _a of in aid placed so their center
coincide with Jobtt center ikras.
s Indicate size of plate in Inches.
basic IgnR�krt4 the Compulrw Plate. Indicated by the prefix
te
a I.
Comer Net Section Plate is indicated by the prelk "CN' the
�nalor l Not 18 ga malarial b rsad al oihers are 10 oa.
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
a
IIIII II I II IIII / ^ CLmpuTrus title. This design prepared from computer input by I II'Iu III�I NIII'I`I` ��I�'IIU I�II� II'I II,I
RoofTrussInc.DS
1.09(1L) -W
M
O
1
0
0
L 1,
9 -01 -08
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1= - 373 B 1= 328 W 1= 46
T 2= -373 B 2- 328
LEFT = 356 RIGHT = 356
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 .57 DF ( .88 HE / .84 SPF
JOINT 3 .57 DF / .88 HE / .84 SPF
M
ROOF TRUSS SUPPLY, INC.
P.O. BOX 532
WOODINVILLE, WA 90072
431 -0900
LUMBER. SPECIFICATIONS
TRUSS SPAN 9'- 1.50"
LOAD DURATION INCREASE - 1.15
SIZE SPECIE GRADE
PANEW S)
SPACED .24.0" O.C.
1. dead W O.nusl Nots and Womings bdore conssualon of tusss.
TOP CHORDS:
FILE NO.: D2
2x
4 HE 12
1, 2
LOADING
Wamings b efore consrucaoncormrncer.
BOTTOM CHORDS:
LL( 25.0) +DL( 9.0) ON TOP CHORD - 34.0 PSF
2x
4 HE 112
1, 2
DL ON BOTTOM CHORD - 10.0 PSF+
4. All rctsrsl force rsdsdng elemonarsrrch as temporary and permanent bredng,
must be designed end provided by drlgner of mrttPHta srtreture.
WEBS:
a
TOTAL LOAD - 44.0 PSF
2x
4 HE STD /STUD 1
t5 PST REDUCTION TAKEN ON
DES. BY: LA
S. No load should be applied to anycorrtponent until Mer all bradna andesign d
BOTTOM CHORD, AXIAL STRESS ONLY.
TC
LATERAL SUPPORT <=
12"OC, UON.
BC
LATERAL SUPPORT <=
12 "GC, UON. 4 - 06 _12
4 -06 -12
fabricationhanding, shipment cane
7. This daeltin Is tl~od eublect to the bsitations fuss deWrw forth
12
12
on sN
by TPI b 1010-01 or TMIWTCA In SCSI 1-07 copls of which wtil be Nrnhhed
6.00{
Q 6.00
by Con urns won n ruor.L
designator (18) indicates 18 pa material is used. All others are N pa.
C -4x4.3
4.0".
M
O
1
0
0
L 1,
9 -01 -08
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1= - 373 B 1= 328 W 1= 46
T 2= -373 B 2- 328
LEFT = 356 RIGHT = 356
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 .57 DF ( .88 HE / .84 SPF
JOINT 3 .57 DF / .88 HE / .84 SPF
M
ROOF TRUSS SUPPLY, INC.
P.O. BOX 532
WOODINVILLE, WA 90072
431 -0900
rx - a
Y' h'•t . �..
NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS CLEAR
THIS NOTICE IT IS DUE TO THE QUALITY OF
Eli
cPrRES 6110105
Scale: 1/2"
JOB NAME: BAY DEV, 22008... "D2"
WAR11Mros:
General Notes,unlw otherwise noted.
1. dead W O.nusl Nots and Womings bdore conssualon of tusss.
1. Design to support bads as shown
FILE NO.: D2
L IlWdw and erection contractor should be advised of all General Moue and
2. gel n assWW the toppand bpottteo�rrn chords to be laterally braced at
'p � c.m n�Jbracl
Wamings b efore consrucaoncormrncer.
e ro
]. lraeowpre slonwe bbreingnastN shown ..
3, b�4lm errgg a ulred where shown +r
4 1nstadat of trus b t he raaponelblfRy of the respective c t ontractor.
`
DATE' 1
4. All rctsrsl force rsdsdng elemonarsrrch as temporary and permanent bredng,
must be designed end provided by drlgner of mrttPHta srtreture.
5. Sf lt)r " "Ofy Cofldll on a� 1 Wed h 1 ror►corroske enviroryrtent.
a
tn
Conpus asumes no r=Wonsiblilyfw such bracing.
8. 8 =gn assumes full bearing d aN supports shown Shim or wedge Il
DES. BY: LA
S. No load should be applied to anycorrtponent until Mer all bradna andesign d
h eteners we con4tds, and at no drm should an loads peeler than
y
loads be
7. Ign = . a d t. drama a mvided.
8, Islas shall be IocateC on both 1ac of arid so thNr center
SEQ.: 1554642
ed to only oorant
rppti rys
s. Corryurus has no control over and aserens no rspoMblily For the
placed
l� oolndde wtih joint center Imes.
fabricationhanding, shipment cane
7. This daeltin Is tl~od eublect to the bsitations fuss deWrw forth
O. ForbWc llue w
Com usPlate,Indicatedbytheprefix
_ -
on sN
by TPI b 1010-01 or TMIWTCA In SCSI 1-07 copls of which wtil be Nrnhhed
'C", sea 1.C.8 0 RR. 4211.
11. The Cot camp Net Section Male is Indicated by the prefix "CN" (he
by Con urns won n ruor.L
designator (18) indicates 18 pa material is used. All others are N pa.
rx - a
Y' h'•t . �..
NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS CLEAR
THIS NOTICE IT IS DUE TO THE QUALITY OF
Eli
cPrRES 6110105
CampuTrus Inc. This design prepared from computer input_ by I�„I�lu"IIIIII�III�IpII`II�I f I�IIIII`II"
• RoofTrussInc.DS 6.3.3(1L) -F
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PAKEL(S)
TOP CHORDS:
2x 4 HF /2 1- 2
BOTTOM CHORDS:
2x 6 MSR 165OF 1- 2
WEBS:
2x 4 HF STD /STUD 1- 3
TC LATERAL SUPPORT <= 12 "OC. UON.
BC LATERAL SUPPORT <= 12 UON.
12
6.00
.8 -00 -00 GIRDER SUPPORTING 8 -09 -00
LOAD DURATION INCREASE = 1.15 +
LOADING
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0 0.0" TO 8'- 0.0" VERT
BC UNIF LL( 84.4)+DL( 50.5)= 134.9 PLF 0'- 0.0" TO 8'- 0.0" VERT
C- 2.5x4.3
M
O
"ir
Al
Scale: 3/8"
JOB NAME: BAY D EV, 2200B... "E3"
8 -00 -00
M
O
O
1
a
RO OF TRUSS SUPPLy ENO.
I?O. BOX 532
WOODINVILLE WA 98072
481 -09no
ANSI /TPI SINGLE MEMBER FORCES 4WRDH
T 1= -942 B 1= 816 W 1= 661
T 2= -57 B 2= 790 W 2= -965
W 3= -86
LEFT - 756 RIGHT = 835
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 1.21 DF / 1.87 HF / 1.78 SPF
JOINT 5 1.34 DF / 2.06 HF / 1.96 SPF
FILE NO.: E3
DATE: 1/21/2004
DES. BY: LA
SEQ.: 1554643
WAMMas:
tae
1. Read all General Nots and Warnings before conatuction of busses.
1.
2. Builder and ration contractor should be advised of all General NOW and
2.
Warnings before corairwilon commencm
]. 13C coepresion web bracing most be Installed where shorn +.
3.
e. AN retard foies restating don nft such an temporary and permanent bracing.
5.
must be designed and provldad byl aaigrher of complete strwturs.
Computrue assumes no responsibility for such bracing.
g,
S. No load should be apptlad to any comp anent unet filer aN bracing and
(natant" we cnnelote, and at no erne should any loads greater than dedan
8.
Wads be applied b any component.
a. corputrus haw no control over and assumes no responsibility for the
.
fabrication. handling. shipment and Installation olcomponenls.
7. This deelan Is asaldhed subJed to tine ardbtisrhs on sus deigns sat forth
by TPI In HM41 or TPMCA M WA 143 coon of MAch will be furnish ad
11.
by cortpubw Won request
Notes,unlass otherwise noted:
in to support loads as show
In assumes t n
he t and bottom chards to be lalemly braced at
o.c. end al tY 0" ' resoecl eey
ti of trG is the resp iY of the�respsctiv@ n atnclor.
;n assumes IMSes are to be used in anon cortosNa enwlronmenl,
ire for - dry condllion' of use
;n assumes tut bearing at ah supports shown. Shim or wedge If
as
in tsrhs sd oaanage rwsd.
s she be to ogta� on ts both dri Laces ot and placed so their center
odndde with )obx cw�ter lines.
t Nhdlcwb size of plate In Inches.
Mtsk 4v1gn_vghA; of the Compulrus Plata, indicated by the prefix
Plate b Indicated b�yy tt,� prefk'CM the
ga. material b usad. AN o hors an 10 ga.
o f
c `
�• ° r''
P3 r'
17 77 13
�`j�Ua'ht,Al-
EXPIRES 6/10/05
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
I VIII II I II I�'I / \ CumnuTrus Inc This design prepared from computer input by I (III�I (II�) ��I'�III'lII"I�II VIII �I'I I��
RoofTrussInc.DS 1.09(1L) -B
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANELS)
TOP CHORDS:
2x 6 MSR 1650F 1- 4
BOTTOM CHORDS:
2x 8 MSR 165OF 1- 4
WEBS:
2x 4 MSR 1650F 5 ,1
2x 4 HF STD /STUD 1- 4 , UON
TC LATERAL SUPPORT <= 12 "OC, UON.
BC LATERAL SUPPORT <= 12 "OC, UON.
NOTE: 1X3 BRACING AT 24" O.C. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED.
20 -'8- 0 GIRDER TRUSS SUPPORTING 19- 5- 8
LOADS AS GIVEN FROM 8- 0- 0 TO 20- 8- 0
LOAD DURATION INCREASE = 1.15 +
LOADING
TC UNIF LL( 50.0) +DL( 18.0)= 68.0 PLF 0' .0" TO 20 8.0" VERT
BC UNIF LL( .0) +DL( 10.0)= 10.0 PLF 0' .0" TO 20 8.0" VERT
BC UNIF LL( 218.2) +DL( 122.2)= 340.4 PLF 8 .0" TO 20 8.0 ".VERT
TC UNIF LLtDL= 102.0 PLF 8' .0" TO 11 5.8" VERT
BC UNIF LL +DL= 15.0 PLF 0' .0" TO 11 5.8" VERT
TC'CONC LL +DL= 635.0 LBS Q Of .0"
BC CONC LL +DL" 2006.0 LBS Q 8' .0"
BC CONC LL+DL= 910.0 LBS 8 11' 5.8"
( 2 ) complete trusses required.
Join together with 3 "x.131 DIA GUN nails staggered at
12" oc throughout top chords,
5" oc throughout bottom chords,
12" oc throughout webs.
Stagger splices on adjacent members.
B -00 -00 4 -08 -00 B -00 -00
7 -08 -00 C- 5.5x9.4 7-08 -00
12 C- 5.5x9..4 C- 5.5x9.4 12
6.00 �� -" $ Q6.00
M
0
0
I
O
C- 5x14.5
C- 5x14.5
th
0
t
c
1
O
ANSI /TPI 2 MEMBER FORCES B4WRDH
T 1= -9238
B 1=
8262
W 1=
3740
T 2- -8124
B 2=
10076
W 2=
-2736
T 3= -7892
B 3=
10076
W 3=
2306
T 4= -9002
B 4=
8052
W 4=
-3058
8. tes shah De localeT on both hap of truss, and placed so their canter
foes coincide cash lo_ ft center lines.
9. gKs Indicate stta of plate in inches.
tebnlc•een, hehdbta, ednlprnene end Installation oloenponss.
7. This design Is n"alydted subject to the nnndiallo s an tress dealgns sat torw
W 5-
4252
LEFT
4480
RIGHT
=
5524
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 7.17 OF / 11.06 HF / 10.54 SPF
JOINT 5 8.84 OF / 13.64 HF / 13.00 SPF
RO OT= TRUSS SUPpLY INC.
PO. .BOX 532
WOODINVILLE, WA 98072
48 1-0900
Scale: 3/16"
JOB NAME: BAY DEV, 22008... "E4"
20 -08 -00
wntearetos:
1. Read all General viols and Warnings before conseuceon of trusses.
Oaneral Notse,txdess otherwise noted:
1. Dsslgn to support loads as shown.
FILE NO.: E4
2. aulldr and aredan contractor ahoWd be advised of all Oenral Notes and
Wamings before
2. Oda lin assumes the top and bottom chords to be lalemlly braced at
Z 12
DATE: 1/27/2004
construction c«rrrrnces.
7. 1x3 conprossion web bracing swat be Installed wh•re shourn
4. AN lateral force rslaeng elanenissuch s tenn♦orry and p;"ent breGng.
-0 o.c. and at 0" o.a mspectiv
3. 2z1 Impact bridging or lateral brac �tyy used wh -.;hoWn ++
4 rntalallon of truss Is the rsoponslbllity the rtrspectiva contractor.
5. Design assumes innses am to be wed In a non - corrosive environment,
roust be designed and proMded by design of compleq strwa a.
us ass
Camputrus esuras no reepondbillty for aurh bredn s
red are for "dry Cg ndlllon" of we.
G. Sesign assumes lull bearing at al supports shown Shim or wedge if
DES. BY • LA
-
s. No load be applied to any until Nap all bracing and
fastens we corglete, and at no Woe should any loads P+ . then deelan
�ecassuy
7. sign aiiuriss "de twin drainage Is p rovided
SEQ.: 155 4 6 4 4
loads be applied m anycotnponent
e. Corryuaus has no control over and scorns no rsponal•tlty for the
8. tes shah De localeT on both hap of truss, and placed so their canter
foes coincide cash lo_ ft center lines.
9. gKs Indicate stta of plate in inches.
tebnlc•een, hehdbta, ednlprnene end Installation oloenponss.
7. This design Is n"alydted subject to the nnndiallo s an tress dealgns sat torw
10 FQr bask deslon vt�hxs o( IM Compulrw Plate. indicated by the prolix
"C seoemiptCArBusO RR 4211.
by 11" R M Hlsai a TPYIMG► in WA t
r re"sest, cols Naddcb ttrai b• anrttland
by t:ar�rstrtes,u an
.
11. designaldr (18) Indicates 18 p mal I irW Is us AN % N glhl a�re �0 p
Y
:kw^
explRES 6110105
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
CN- 7x11.9 (S) +.v
2006# � I 910#
�I
8 -08 -00 12 -00 -00
GampuTrus Inc This design prepared from •computer input by I illil 111111 til 111111 IN IN 1111111111111111
RoofTrussInc.DS
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 MSR 165OF 1
BOTTOM CHORDS:
2x 4 HF #2 1
WEBS:
2x 4 HF STD /STUD 1
TC LATERAL SUPPORT <= 12 "OC, UON.
BC LATERAL SUPPORT <= 12 "OC, UON.
12
6.00
M
0
4
C)
I
0
B -00 -00
Scale: 3/8"
JOB NAME: BAY DEV, 2200B ... "E5"
0
er
0
t
.0911L) -W
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1- O B 1- 0 W 1= -272
LEFT = 312 RIGHT = 312
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 .50 DF / .77 HF / .73 SPF
JOINT 3 .50 DF / .77 HF / .73 SPF
rwisa noted:
a chords to bs laterally braced at
res
.0. eclNSN
rlenl bratp y fr wired vrhero shoum ++
lPo bi ueidri�ra corms�iv ernrir�o
W d use
wing at aY supports shown. Shim or wedge N
eta drainage b rovided.
in loth faces of and placed so lhalr venter
.enter tines.
rte in Inches.
of lha Computnu Plate, Indicated by the prefix
lbnPlate is Indleeted by the prefk "CM the
t 16 ga. maledal ls used. Atl others are 20 ga.
ROOF TRUSS SUPPL y INC. P.O. BOX 532
WOODINVIL L.E, WA 98072
4-1 1 2 -1)goo
TRUSS SPAN 8 .00"
LOAD DURATION INCREASE = 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0) +DL( 9.0) ON TOP CHORD - 34.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF*
TOTAL LOAD = 44.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
C- 1.5x2.6
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
@xPIRP- 611=5
e.r ee�ee�ra
WARNINOS:
General Noles,unle
1. Itsd alt General Notes and Worrrings before conalrucflon of trusses.
1. Design to suppol
FILE NO. E5
2. Builder and woceon contractor should be advised of all Oanwat Notes and
2. pp assumes
•
Warnings before constructionconwrArme
2 0 o.aandat'
d. 1s7 conprsion web bracing onus be installed where shown +.
3. 2x4 impact bldg
of
DATE: 1/27/2004
eral
4. All la tforce reelatinge lementvwx *aslemporoy and permanentbracing,
Desig s
' esig" assumes
must be dstoned and provided by dstaner of co"rptele atrucbse.
er
and a for "dry r
com s pute aawrrrec no responsibility for such bracing.
S. Oeslgn assumes
DES. BY: LA
S. Nolo" dshouidbe applied toanycorponantunaf ~all bracing and
��eeGcessary
featenrs we com . pleb, end at no an should anylosde prealer than deelpn
7. resign atiurnss
SEQ.: 1554645
loads be oppaed w any co i anent.
a. Compu"va him no control over and aeamrs s
no rpondbuly for are
a. P lates stall be k
lines coincide Y4
8. b Indicat at
fabrication, handling, shipment and kviddlellen efcom*onanis.
7. Th b deelon lo h"nlshed subject to sue ti"rteaeaa suss dealps loran
Fo f
10. 6
en set
by TA In Htlb4l or T/IWTCA In SM 143 copls of w4uch will be furnMued
L i
11. Tlnb Compul )
byt:o"putrusupon requaaL
deslgrtalor (18) M
rwisa noted:
a chords to bs laterally braced at
res
.0. eclNSN
rlenl bratp y fr wired vrhero shoum ++
lPo bi ueidri�ra corms�iv ernrir�o
W d use
wing at aY supports shown. Shim or wedge N
eta drainage b rovided.
in loth faces of and placed so lhalr venter
.enter tines.
rte in Inches.
of lha Computnu Plate, Indicated by the prefix
lbnPlate is Indleeted by the prefk "CM the
t 16 ga. maledal ls used. Atl others are 20 ga.
ROOF TRUSS SUPPL y INC. P.O. BOX 532
WOODINVIL L.E, WA 98072
4-1 1 2 -1)goo
TRUSS SPAN 8 .00"
LOAD DURATION INCREASE = 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0) +DL( 9.0) ON TOP CHORD - 34.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF*
TOTAL LOAD = 44.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
C- 1.5x2.6
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
@xPIRP- 611=5
e.r ee�ee�ra
! Ifl�i fl i�
1 /' b!T ll�c. This design prepared from computer input by I I'IIII I �IN) "`II'III�,�`f I I�'I� �II) III
RoofTrussInc.DS 1.09(1L) -W
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 HF 12 1 - 3
BOTTOM CHORDS:
2x 4 HF 42 1— 3
WEBS:
2x 4 HF STD /STUD 1— 5
TC LATERAL SUPPORT <= 12"OC, UON.
BC LATERAL SUPPORT <= 12 "OC, UON.
TRUSS SPAN 19'- 5.50"
LOAD DURATION INCREASE - 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0) +DL( 9.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD.= 10.0 PSF*
TOTAL LOAD - 44.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
12 -09 -00 6 -08 -08
12
6.00'
M
O
I
c
O
O
C -4x4.3 12
4.3" Q 6.00
- 2.5x4.3
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1= -1055 B 1- 932 W 1= -365
T 2= - 831 B 2= 492 W 2= 469
T 3- -327 B 3= 0 W 3- -372
W 4= 470
W 5= -742
LEFT - 762 RIGHT - 755
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 1.22 DF I 1.88 HF / 1.79 SPF
JOINT 7 1.21 OF / 1.87 HF / 1.78 SPF
0
1
a
0
1
M
9 -06 -00 9 -11 -08
1 L
19 -05 -08
Scale: 1/4"
JOB NAME: BAY DEV, 2200B... "F2A"
a noted:
howm
bottom lards to be laterally braced at
6neeQUked where stawn ++
porwlb off the nrapegtva contractor.
to be wed in 'a non-corrosive erMron nenl,
at al suppooruahowm Shim orwedge It
th a Nc Y or truss. "
th faces placed so their center
rr Woe.
w ComPutrus Plate, Indicated by the pmflx
Piste Is indicated by the reibt -CN" the ga. malarial is used Ali B lhara are 26 ga.
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
Oxj r
T RUSS S I✓ '4. �'; 4N .
PO. BOX 532
WOODINVIA.UE, WA 98072
411'091.
C- 2.5x4.3(5) C- 1.5x2.6
EXPIRES 611 IM
WARNIN
General Notes,
1. Ilea all General Notes and Warnings before construction of trust.
1. Design to al
2. Sunder sh advised of all general Note and
2. -
FILE NO.: F2A
W a nlngsb efu�onc+� on nein
C n a ss r u
z7 �
J. 1x.1 corwasslon web bradna must be Instetied Whar sham*.
3. 2x4 impaa 1
4 Installation c
DATE: 1/27/2004
4. All lateral force resisting iemrrissudt as trrrorary and permutent bracing,
5: Design riser
must be deigned and praMded by designer of complete structure.
s lty for ch bdng•
cornpvvw sumps no responsibility n
6. a Deesi n a ss u
N o
DES. BY: LA
S. IoW should be applied to anycamponent until ~ dl bradne and
npeccatfiy
f et w s re cernpleee, and st no tie ds n should any toa feeder Stan deign
8. PYI�
Iwds be epptied a ry corrponsnL
.
lines
Ifrss ooktdd
incid
S E 15 5 4 6 4 6
Q
e. compueue Ar ne ew.tror over en .runwe no rrponelbtYy for the
B. In dica
•
fabrication. handling. shipment end Installation afoonwenents.
10. For basic dl
7. This design Is ftaaMedwNeat to ore WrItations on &use deigns et forth
"G' o* I.C
by TM In Magi or TPMTCA to a= 143 copes of which vM be 1wn6Aed
11. TM Con
by cerlutrus upon re wL
datilgnal0r (
a noted:
howm
bottom lards to be laterally braced at
6neeQUked where stawn ++
porwlb off the nrapegtva contractor.
to be wed in 'a non-corrosive erMron nenl,
at al suppooruahowm Shim orwedge It
th a Nc Y or truss. "
th faces placed so their center
rr Woe.
w ComPutrus Plate, Indicated by the pmflx
Piste Is indicated by the reibt -CN" the ga. malarial is used Ali B lhara are 26 ga.
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
Oxj r
T RUSS S I✓ '4. �'; 4N .
PO. BOX 532
WOODINVIA.UE, WA 98072
411'091.
C- 2.5x4.3(5) C- 1.5x2.6
EXPIRES 611 IM
ianiMii�u / AcumpuTrus Inr'. This design prepared from c omputer input ,y
1.09(1L) -W
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 HF 12 1- 4
BOTTOM CHORDS:
2x 4 H£ 12 1- 3
WEBS:
2x 4 HF STD /STUD 1- 4
TC LATERAL SUPPORT <= 12 "OC, UON.
BC LATERAL SUPPORT <= 12 "OC, UON.
TRUSS SPAN 25 6.00"
LOAD DURATION INCREASE = 1.15
SPACED 24.0" O.C.
LOADING
LL( 25.0) +DL( 9.0) ON TOP CHORD - 34.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF*
TOTAL LOAD = 44.0 PSF*
*5 PSF REDUCTION TARN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
12 -09 -00 12 -09 -00
12
6.00
M
O
t
crt
O
9 -06 -00
C -4x4.3
4.3"
C- 2.5x4.3 0)
16 -00 -00
25 -06 -00
Scale: 1/4"
JOB NAME: BAY DEV, 2200B... "F3"
12
Q 6.00
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1 - - 1551 B 1- 1371 W 1= -354
T 2= -1328 B 2- 943 W 2= 458
T 3= -1328 B 3= 1371 W 3= 458
T 4- -1551 W 4- -354
LEFT = 995 RIGHT = 995
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 1.59 DF / 2.46 HF / 2.34 SPF
JOINT 5 1.59 DF / 2.46 HF / 2.34 SPF
M
O
I
IRV
O
1
O
unless otherwise rated:
pport loads as shown.
I bo chords to be laterally braced at
kI Waek�i�ieq�irad wham lN shown ++
% ponsIb o► the respe e contractor.
10 be usbd In a ran•conu3tm errAmnment,
f e.
at tn d supponsahown. Shim or wedge If
Iminage Is provided.
nth faces of tnos, end placed so their center
or Imes.
i Inches.
he CompNrw Plate, Indicated by the prefix
Plate Is Indicated by the prefix CN' the
ga. malarial is used. An others are 4o ga.
u rn
asa
N00F T19USS SU'PPLY INC.
P.O. SOX 532
WOODINVILLE, WA 98072
WASy,�
Cn
EXPIRES 6110105
I
zA NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
WARMINO3:
Go
1. Read W general Notes and Warnings before consbuctlon of Irussea.
FILE NO. F3
=• Bui lder and wecdon conlractershouldbe eddsed of ea General Notes and
2
Warnings before constucrion conwtwrcs.
7. 1x7 compreslon web bracing must be Installed where shown +.
3 .
4
DATE: 1/27 2004
/
4: All lateral forger dsang etementesuch so ternpor ary and p wmanant bracing,
•
5.
-
m m a
roust be designed end prodded by designer of copla ssuctura.
cornpusus assumes no reWor"111y for such bracing.
6.
DES. BY : LA
S. No load should be applied to anycwrOonent until alter ell bmdng and
• fasteners are conpale, and at no gms should any beds greater V= do lan
7.
loads be applied b t anyc"onen
D•
SEQ.: 15 5 4 6 4 7
a. Cornputnsr has w eons no conlrsl o► end no responsibility for e+e
g
fabrication. hmcb ns. shipment and hrWagon of components.
10
7. This design Is furnished subject to ate arrlaaons on suss dodr w set forth
by TPI In W&M or TPIAA/TCA In V=1-07 copies of which will be furnished
If.
by Compusus upon request
12
Q 6.00
ANSI /TPI SINGLE MEMBER FORCES W4WRDH
T 1 - - 1551 B 1- 1371 W 1= -354
T 2= -1328 B 2- 943 W 2= 458
T 3= -1328 B 3= 1371 W 3= 458
T 4- -1551 W 4- -354
LEFT = 995 RIGHT = 995
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 1.59 DF / 2.46 HF / 2.34 SPF
JOINT 5 1.59 DF / 2.46 HF / 2.34 SPF
M
O
I
IRV
O
1
O
unless otherwise rated:
pport loads as shown.
I bo chords to be laterally braced at
kI Waek�i�ieq�irad wham lN shown ++
% ponsIb o► the respe e contractor.
10 be usbd In a ran•conu3tm errAmnment,
f e.
at tn d supponsahown. Shim or wedge If
Iminage Is provided.
nth faces of tnos, end placed so their center
or Imes.
i Inches.
he CompNrw Plate, Indicated by the prefix
Plate Is Indicated by the prefix CN' the
ga. malarial is used. An others are 4o ga.
u rn
asa
N00F T19USS SU'PPLY INC.
P.O. SOX 532
WOODINVILLE, WA 98072
WASy,�
Cn
EXPIRES 6110105
I
zA NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
I r.
Illll��lil�lll GompUTrU9 . 1n C This design prepared from computer input by 11111111111111111111. .11111 till 111111111111111111111111111
6.3.4(2L) -X
C- 2.5x2.6
M
0
1
T
O
° C -5x9.4
C- 4x11.9 0.25" C -4x11
C- 70.7(S) C- 2.5x4.3
19 -05 -08
Scale: 1/4"
JOB NAME: BAY DEV, 2200B... "F6&F7"
O
i
0
M
LUMBER SPECIFICATIONS
General Notes. union otherwise noted:
19 -05 -08 GIRDER SUPPORTING 8 -00 -00
1. and an General Hols.ndwrninpe before construction of manes.
1. Design to support loads as s hown
LOADS AS GIVEN
FROM 15 -05 -08 TO 19 -05 -08 _
Z augdw and election contractor should be advind of an general Noss and
SIZE SPECIE GRADE PANEL(S)
LOAD DURATION INCREASE = 1.15 t
warnings before construction consnenw
o.c. and at 17-0 p a fenp��jyey.
3. Im ppegqq bridging or label brae ived where shown ++
r the
TOP CHORDS:
3. 1x7 a oaprarion web bracing m installed be ed where shown..
!• AM lateral force resisting dernentssudh as temporary and p ermanent bracing,
A ratatis ion of truss Is the raaporolbYNy of rsepective wntractor.
5. Design assumes tease! ate to be uobd In a r cortosNe environment,
2x
4 HF 42 1- 2, 5
must be designed end provided by designer of oomp{eb structure.
LOADING
2x
6 MSR 165OF 3- 4
TC UNIF LL(
50.0) +DL( 18.0)= 68.0 PLF 0'- 0.0 TO 19'- 5.5
VERT
2x
BOTTOM CHORDS:
6 MSR 1- 9
BC UNIF LL(
0.0)+DL( 10.0)= 10.0 PLF 0'- 0.0 TO 15'- 5.5"
VERT
8, le! ! 1 be local: on both [aces olt [rugs, and placed so their center
knee colndde with Joint condor lines.
WEBS: BS:
BC UNIF LL(
75.0) +DL( 52.0)= 127.0 PLF 15 5.5" TO 19'- 5.5
VERT
2x
4 HF STD /STUD, 1- 2, 4, 6- 8
-TC UNIF LL(
75.0) +DL( 27.0)= 102.0 PLF 8' 0.0 TO 15'- 5.5-
VERT
2x
4 MSR 1650F 3, 5
-BC
UNIF LL +DL= 15.0 PLF 0'- 0.0 TO 15 5.5" VERT
TC
LATERAL SUPPORT <= 12 "OC. UON.
-TC CONC LL +DL= 635.0 LBS 8 8'- 0.0"
BC
LATERAL SUPPORT <= 12 "OC. UON.
Hip #2 and on single
NOTE: 1x3 BRACING AT 24 UON. FOR
$
member a s sh o wn 24 O.C. .
ALL FLAT TOP CHORD AREAS NOT SHEATHED
2x4 vertical at 49!! o. c.
with C= T:5xZ.6 type
8 -00 -00
9- 06 -90`" i -11-bB
12
t\ 12
6.00
Q 6.00
C -5x9.4 2 "%
4x11.1
C -5x9.4
$
��
C -5x6
C- 2.5x2.6
M
0
1
T
O
° C -5x9.4
C- 4x11.9 0.25" C -4x11
C- 70.7(S) C- 2.5x4.3
19 -05 -08
Scale: 1/4"
JOB NAME: BAY DEV, 2200B... "F6&F7"
O
i
0
M
g. CA
VIAsAr,.
3 '
EXPMES W QOM
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
ANSI /TPI SINGLE ME)
T 1= -3220 B 1= 2852
T 2 - 2977 B 2 2777
T 3- -2607 B 3- 2777
T 4= -509 B 4 - 53
T 5- -579
LEFT = 1601
HORZ. LEFT = 5
4BER FORCES 4WRDH
W 1= -287 W 7= 1816
W 2= 446 W 8- -2058
W 3= -209
W 4= 218
W 5- -2647
W 6- 81
RIGHT - 2006
RIGHT = 0
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 2.57 DF / 3.97 HF / 3.78 SPF
JOINT 10 3.21 DF / 4.95 HF •/ 4.72 SPF
ROOF TRU SUppL.Y, INC.
PO. S7 532
WOODINVIL L E, WA 90072
48!-0900
WARNINW:
General Notes. union otherwise noted:
1. and an General Hols.ndwrninpe before construction of manes.
1. Design to support loads as s hown
FILE NO.: F6 F7
Z augdw and election contractor should be advind of an general Noss and
2 oo.Vn assumes lM op and bottom chords to be laterally braced at
warnings before construction consnenw
o.c. and at 17-0 p a fenp��jyey.
3. Im ppegqq bridging or label brae ived where shown ++
r the
3. 1x7 a oaprarion web bracing m installed be ed where shown..
!• AM lateral force resisting dernentssudh as temporary and p ermanent bracing,
A ratatis ion of truss Is the raaporolbYNy of rsepective wntractor.
5. Design assumes tease! ate to be uobd In a r cortosNe environment,
DATE: 1/27/2004
must be designed end provided by designer of oomp{eb structure.
red an for'dry cc dt[lon" d tae.
Cornpuin a •aurae, no responsibility for such bracing.
6. Design assumes ful bearing at d supports shown. Shim or wedge if
DES. BY : LA
S No land should be applied to any component until after all bracing and
tsstano we compists, end at no grne dmWd any loads greater then design
7. ealgn adaeGGttale dralnege 1a provided
loads be applied an m
y component
8, le! ! 1 be local: on both [aces olt [rugs, and placed so their center
knee colndde with Joint condor lines.
SEQ .: 1554648
her n. central over eseaea no raspelhetbgiy
g. t:o,rputrus over re mn for the
ti. IOte indicate sa of pleb In Inches.
r br$=1on. handling Wirrrwnt end Installason of mr
cornpon.
T. This dedsn is furnished abject b M enitagons truss dedens fork
1 O. F basic dd a I� n vt �bra d gee Compulna Plate. Indicated by the prefix
on set
by TA In M1841 a Ca1
TPIIWTCA In S1-07 coplas of s hkh wM be furnlsihad
sit I.0 fl0 R. 4211.
11. Thti �� 1 Sectbn PkI b Indicated by l�ia prefbc'ICN" the
fo
by Cor pubus upon ru..tprtatvr
request. request.
dee (1>f) katas 18 ga rnatedat )s twee 1 ott»rs an ga
g. CA
VIAsAr,.
3 '
EXPMES W QOM
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
ANSI /TPI SINGLE ME)
T 1= -3220 B 1= 2852
T 2 - 2977 B 2 2777
T 3- -2607 B 3- 2777
T 4= -509 B 4 - 53
T 5- -579
LEFT = 1601
HORZ. LEFT = 5
4BER FORCES 4WRDH
W 1= -287 W 7= 1816
W 2= 446 W 8- -2058
W 3= -209
W 4= 218
W 5- -2647
W 6- 81
RIGHT - 2006
RIGHT = 0
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 2.57 DF / 3.97 HF / 3.78 SPF
JOINT 10 3.21 DF / 4.95 HF •/ 4.72 SPF
ROOF TRU SUppL.Y, INC.
PO. S7 532
WOODINVIL L E, WA 90072
48!-0900
I (Illl II II LIII Gom uTcus IcIC. This design prepared from computer input by I IIIIII IIIII IIIII Illu IIIII IIIiI III {' {� {� IIII
RoofTrussInc.DS
6.3.4(2L)-
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 HF 92 1- 2, 5- 6
2x 6 MSR 1650F 3- 4
BOTTOM CHORDS:
2x 6 MSR 1650F 1- 4
WEBS:
2x 4 HF STD /STUD 1- 2, 4, 6- 7
2x 4 MSR 165OF 3, 5
TC LATERAL SUPPORT <= 12 "OC. UON.
BC LATERAL SUPPORT <= 12 UON.
NOTE: 1X3 BRACING AT 24 "OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
25 -06 -00 HIP SETBACK 8 -00 -00 FROM END WALL
LOAD DURATION INCREASE = 1.15 +
LOADING
TC UNIF LL( 50.0) +DL( 18.01= 68.0 PLF 0 0.0" TO 8' - 0.0" VERT
TC UNIF LL( 125.0) +DL( 45.0)= 170.0 PLF 8 0.0" TO 17 6.0" VERT
TC UNIF LL( 50.0) +DL( 18.0)= 68.0 PLF 17 6.0" TO 25'- 6.0" VERT
BC UNIF LL( 0.0) +DL( 25.0)= 25.0 PLF 0 0.0" TO 25'- 6.0" VERT
TC CONC LL( 466.7)+DL( 168.0)= 634.7 LBS @ 8'- 0.0 ".
TC CONC LL( 466.7) +DL( 168.0)= 634.7 LBS @ 17 6.0"
Hip #2 and on single
member as shown (24" o.c.).
2x4 vertical at 48" o.c. .
with C- 1.5x2.6 type
8 -00 -00 /
12 C -5x9.4 %' V-4xll
6.00 ---I X $
C- 2.5x2.6
cn
O
1
O
1
° C -5x9.4 C- 4x11.9 0.25 w
C -70.7 (S)
C- 2.5x2.6
ANSI /TPI SINGLE MEMBER FORCES 4WRDH
T 1- -4791 B 1- 4260 W 1= -274
T 2= -4555 B 2= 5407 W 2- 1205
T 3= -3998 B 3= 5407 W 3= -1639
T 4- -3998 B 4- 4259 W 4= 102
T 5= -4555 W 5= -1639
T 6- -4791 W 6- 1205
W 7= -274
LEFT = 2305 RIGHT = 2305
BEARING AREA REQUIRED (SQ. IN)
JOINT 1 3.69 DF / 5.69 HF / 5.42 SPF
JOINT 7 3.69 DF / 5.69 HF / 5.42 SPF
see a.
r.
C- 4x11.9 C- 5x9.411 °
ROOF TRL;IS,S SUPPLY, INC.
woo D Nvl[�� W
A 98072
4L 1 -09no
25 -06 -00
Scale: 1/4"
JOB NAME- BAY DEV, 2200B... "F8kF9"
8 -00 -00
C -5x9.4 12
Q 6.00
by TPI In NW41 or TPUYU7t:A In SCSI 1-03 copls of whkh MI be ftw*Ad 11.
bY cormubw open request.
it noted:
I b chards to be laterally braced at
esDp
d bractrg wired where shown ++
iporeIbifRy the respective,contractor.
to ba wad h a rton•corros arrvironme
at *1 supports shown. Shim or wedge if
Inlnaga lr rovldad.
xh faoes. P lruss, and placed so lhelrcenler
K Ikrs.
he Co Plate, Indicated by the prefix
Plate Is Wlcatad by the prefbr ^CM the
ga. material Is was AN otMrs are 20 ga.
rt?
•Q� 17.
T� �1:� 1 r1''
IV =Iws- 1-01 l 5
` NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
WAR ON93: Q
Qar
1. Rend an General Notes and Wamings before constucaon of fume. 1
1.
2. sOderand erection consrscior should be addsedof all General Not" and 2
2.
FILE pj0. - FB F9 2
Warnings before constnrcdon connrnces.
3.
7. 1aleomprean on web bracing nast be Installed Where shown .. 3
1
DATE: 1/27/2004
m
must be designed and prodded by deetgner of eompleM asuchrre.
Cornputm s eesumes no reeponslbinyfor such brecing. B
B.
5. No food should be applied to any caryon ent until after all bracing and
DES. BY: LA h
hatenrswe co mp let e, and atnoam .shwJd an lwds then design 8
8.
loads be mWed to any co"onenf.
SEQ .
a ' r
e
.: 1
rab handl c
10.
it noted:
I b chards to be laterally braced at
esDp
d bractrg wired where shown ++
iporeIbifRy the respective,contractor.
to ba wad h a rton•corros arrvironme
at *1 supports shown. Shim or wedge if
Inlnaga lr rovldad.
xh faoes. P lruss, and placed so lhelrcenler
K Ikrs.
he Co Plate, Indicated by the prefix
Plate Is Wlcatad by the prefbr ^CM the
ga. material Is was AN otMrs are 20 ga.
rt?
•Q� 17.
T� �1:� 1 r1''
IV =Iws- 1-01 l 5
` NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
I
f 0
2,
Nkkl
November 24, 2004
Mr. Mark Ludden
,-^
C ity of Tukwila Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
Charter Homes, Inc.
4616 — 25`' Avenue NE, #598
Seattle, Washington 98105
RE: CORRECTION LETTER #2
Development Permit Application Number D04 -218
Charter Homes — Lot 4 — 4272 South 160` Street
Dear Mark:
This letter is to inform you of corrections that must be addressed before your development permits) 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 Building and Public Works Departments. At this time, the Fire and Planning
Departments have no comment.
Building Department: Allen Johannessen, at (206) 433 -7163, if you have questions concerning
the attached memo.
Public Works Department: Jill Mosqueda, at (206) 431 -2449, if you have questions concerning 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) 433 -7165.
Sincerely,
Stefania Spencer
Permit Technician
encl
xc: File No. D04 - 218
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665
Z
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CITY OF TUKWILA
PUBLIC WORKS PROJECT REVIEW COMMENTS
www.ci.tukwila.wa.us
Development Guidelines and Design and Construction Standards
Project Name:
Permit #:
Review #:
Date:
Reviewer:
Charter Homes Lot 7
4272 S 160 St
D04 -218
2
11.05.04
L. Jill Mosqueda, P.E.
The City Of Tukwila Public Works Department (PW) has the following comments
regarding your application for the above permit. Please contact me at
206.431.2449, if you have any questions.
1. PW issues a Type C permit as part of the building permit. For the Type C permit,
PW collects a base application and plan review fee when the application is
submitted. The fee pays for two reviews and two inspections. Public Works
charges for additional reviews and inspections.
2. Please refer to the enclosed red -lined plans. Provide the following that was
requested in comment letter #1 (July 27, 2004)
❑ Provide a cross section running north -south from the last catch basin in the access to
about 30 feet north of the proposed house location. This cross section, in conjunction
with a plan view, should indicate how the drainage from the access and the driveway
will be handled. Use the same datum as the approved short plat site plans, permit #
PW03 -009.
❑ Provide calculated cut and fill volumes.
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Building I
Date:
Project Name:
Permit #:
Plan Review:
Xvision Review Memo
November 10, 2004
Charter Homes
D04 -218
Allen Johannessen, Plans Examiner
A Building Division plan review has been conducted on the subject permit application.
Please address the following comments in an itemized format with revised plans,
specifications and /or other applicable documentation.
Please provide additional detail plans showing the stepping of foundation walls and
footings in reference to the existing grade slope that will show reference to page S1.1
(FOUNDATION FRAMING DETAILS 101 & 102) now showing "MAX 48" wall height".
Please show height of new foundations walls. The additional wall height will also need the
required engineering. REF. UBC1806.4
2. The "Site Graing Plan" page 1 shows a retaining wall, is now added. There will need to
be an additional permit or update this existing permit (D04 -218) for the retaining wall
addition. We will need engineered drawings of the new retaining wall REF. UBC1611.6.
3. Wall foundation and retaining wall construction will need to comply with the AMEC
GEOTECHNICAL REPORT dated February 22, 2002.
Should there be questions concerning the above requirements, contact the Building Division at
206 -431 -3670. No further comments at this time.
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July 27, 2004
City of Tukwila Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
Mr. Mark Ludden
Charter Homes, Inc.
4616-25 1h Avenue NE, #598
Seattle, Washington 98105
RE: CORRECTION LETTER #1
Development Permit Application Number D04 -218
Charter Homes — Lot 4 — 4272 South 160` Street
Dear Mark:
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 Building and Public Works
Departments. At this time, the Planning and Fire Departments have no comments.
Building Department: Ken Nelsen, at (206) 431 -3677, if you have any
questions regarding the attached memo.
Public Works Department: L. Jill Mosqueda, at (206) 431 -2449, if you have any
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) 433 -7165.
Sincerely,
a -s�Gai
Stefania Spencer
Permit Technician
encl
xc: File No. D04 -218
6300 Southcenter Boulevard, Suite #100 @ Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431.3665
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Building Division Review Memo
Date: July 16, 2004
Project Name: Chapter Homes, Lot 4 building permit applications
Application #: D04 -218
Plan Review: Ken Nelsen, Senior Plans Examiner
An initial Building Division plan review has been conducted on the subject permit
application. Please address the following comments in an itemized format with
revised plans, specifications and /or other applicable documentation.
1. The site plan indicates a potential grade change from the front of the house to the
back of approximately 8 to 10 feet. The submitted stock plan set and accompanying
structural design will only accommodate a grade change up to about 4 or 5 feet.
Provide revised plans and engineering that will address the site specific grade
condition.
2. Provide additional plan details to identify a footing drain discharge system. The
discharge system will generally be separate from the roof drain system. Coordinate
any combined discharge systems with the Tukwila Public Works Department.
Review the following State Plumbing Code subsoil drain requirements for your design
for a separated discharge system.
U. P.C. APPENDIX M: SUBSOIL DRAINS M 1.5 (Washington State Amendments)
❑ Subsoil drains shall be provided around the perimeter of buildings having basements, cellars, or
crawl spaces or floors below grade. Such subsoil drains may be positioned inside or outside of the
footing, shall be of perforated, or open jointed approved drain the or pipe not less than three (3)
inches in diameter, and shall be laid in gravel, slag, crushed rock, approved three quarter (3/4) inch
crushed rock, approved three quarter (3/4) inch crushed recycled glass aggregate, or other
approved porous material, With a minimum of four (4) inches surrounding the pipe on all sides.
Filter media shall be provided for exterior subsoil piping.
❑ Subsoil drains shall be piped to a storm drain, to an approved water course, to the front street curb
or gutter, or to an alley; or the discharge from the subsoil drains shall be conveyed to the alley by a
concrete gutter. Where a continuously flowing spring or groundwater is encountered, subsoil drains
shall be piped to a storm drain or an approved watercourse.
❑ Where it is not possible to convey the drainage by gravity, subsoil drains shall discharge to an
accessible sump pit provided with an approved automatic electric pump. A sump pit shall be at
least fifteen (15) inches in diameter, eighteen (18) inches in depth, and provided with a fitted cover.
• Page 1
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D04 -218
❑ The sump pump shall have an adequate capacity to discharge all water coming into the sump as it
accumulates to the required discharge point, and the capacity of the pump shall not be less than
fifteen (15) gpm. The discharge piping from the sump pump shall be a minimum of one and one -
half (1 -1/2) inches in diameter and have a union to make the pump accessible for servicing.
❑ Subsoil drains subject to backflow when discharging into a storm drain shall be provided with a
backwater valve in the drain line so located as to be accessible for inspection and maintenance.
No further comments at this time.
• Page 2
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Project Name:
File #:
CITY OF TUKWILA
PUBLIC WORKS PROJECT REVIEW COMMENTS
www.ci.tukwila.wa.us
Development Guidelines and Design and Construction Standards
Charter Homes - Lot 4
44XX S. 160"' Street
D04 -218
PRE00 -048, PW03 -009, M102 -118
Review #: 1
Date: 07.07.04
Reviewer: L. Jill Mosqueda, P.E.
The City Of Tukwila Public Works Department (PW) has the following comments
regarding your application for the above permit. Please contact me at 206.431.2449, if
you have any questions.
1. PW issues a Type C permit as part of the building permit. For the Type C permit, PW
collects a base application and plan review fee when the application is submitted. The fee
pays for two reviews and two inspections. Public Works charges for additional reviews
and inspections.
2. PW has the following comments regarding your Site Plans:
a) This site is considered a sensitive area. The site plan MUST be prepared by a civil
engineer, licensed to practice in Washington.
b) The architect and the engineer must read the geotechnical report and incorporate the
recommendations into the site work.
c) Please have the engineer and the architect coordinate the structure location on the site
plans.
d) Provide a cross section running north -south from the last catch basin in the access to
about 30 feet north of the proposed house location. This cross section, in conjunction
with a plan view, should indicate how the drainage from the access and the driveway
will be handled. Use the same datum as the approved short plat site plans, permit #
PW03 -009.
e) Provide a finished floor elevation for the garage. Use the same datum as the approved
short plat site plans, permit # PW03 -009.
f) Provide a cross section running east -west, through the house, showing existing
grades, fills, retaining structures, and foundations. Use the same datum as the
approved short plat site plans, permit # PW03 -009.
g) Show what you plan to do with the berm at the access, which is supposed to be moved
30' to the north, according the approved short plat site plans, permit # PW03 -009.
h) The approved site plan shows infiltration installed downslope of the house. Public
Works will approve splash blocks or dispersion trenches in place of the infiltration.
i) Provide calculated cut and fill volumes.
Projects /D04 -218 Charter Homes - 4 #1
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7
C ity of Tukwila Steven M. Mullet, Mayor
Department of Public Works
Mr. Mark McDonald
March - McDonald, Inc.
PO Box 737
Renton, WA 98057
Subject: Sensitive Area Covenant and Hold Harmless Agreement
L01 -019 Short Plat
Dear Mr. McDonald:
James F. Morrow, P.E., Director
Following receipt of your June 29, 2004, letter requesting re- recording of the Sensitive
Areas Covenant and Hold Harmless Agreement, recording number 2003080100738, 1
reviewed the short plat files, the February 22, 2002, geotechnical report from AMEC
Earth and Environmental, Inc., and the June 25, 2004, letter from AMEC.
The subject document was recorded against Parcel 810860 -0501, which was
subsequently divided into four lots with separate parcel numbers. The recorded
document clearly indicates the sensitive area is Lot 4, now parcel 810860 -0505.
It is the City's practice to record sensitive area hold harmless agreements on
development sites the City has determined are in or adjacent to a sensitive area. Since
the recorded document clearly indicates the sensitive area as Lot 4' *and the site
contains Class 2 and 3 slopes and is in a seismic zone 3, 1 do not see a need to re-
record.
Sincerely,
% _
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Jim Morrow P.E.
Public Works Director
cc: File L01 -019
Jill Mosqueda P.E.
(RI - aude Admin /Jim /Letter Mark McDonald 070504)
6300 Southcenter Boulevard, Suite #100 Tukwila, Washing ton 98188 Phone: 206- 433.0179 • Fax: 200 - 431.3665
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June 25, 2004
1 -93M- 00359 -0
Match MacDonald
P.O. Box 737
Renton, Washington 98057
Attention: Mr. Mark MacDonald
J � l 13 2004
T UK v vILH
PUBLIC WORKS
amec*
Subject: Geotechnical Supplement No. 1: Critical Areas Designation
Sunnyvale Gardens Lots 1,2, and 3
4404-160 Street
Tukwila, Washington
Dear Mark:
AMEC Earth & Environmental, Inc. (AMEC) is pleased to submit this letter presenting our
supplementary geotechnical conclusions and recommendations concerning the critical areas
designations of lots 1, 2, and 3 for the above - referenced short plat development. AMEC
previously completed a geotechnical engineering evaluation of the project site and submitted a
Geotechnical Engineering Report (1 -93M- 00359 -0) dated February 22, 2002 and an Infiltration
Test Report (1 -93M-00359-A) was prepared on June 3, 2002.
As outlined in our proposal memorandum dated June 25, 2004, our scope of work was limited to
geotechnical research and letter preparation. We received your verbal authorization for our
supplementary services on June 25, 2004. This letter has been prepared for the exclusive use
of Match - MacDonald and their consultants, for specific application to this project, in accordance
with generally accepted geotechnical engineering practice.
PROJECT DESCRIPTION
The project site consists of an existing single - family home with associated parking and a
currently undeveloped portion of the subject property north of the existing home that is being
short- platted into four lots. The existing residence (located on Lot 1) is located at 4404 - 160
Street, Tukwila, Washington, Lots 1, 2, & 3 slope downward to the north with an approximate
i
inclination of about 5 to 7 percent (measured in field), while proposed Lot 4 gradually steepens
its downward slope to the northwest and develops a maximum inclination of about 45 Derrent
I AMEC Earth & Environmental, Inc.
5007 Pacific Highway East, #5 - Office
Tacoma, Washington
USA 98424
TO (253) 896.0132
Fax (253) 896 -0771
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Match MacDonald 1 -93M- 00539 -0
June 29, 2004 Page 2
(measured in field) throughout the northernmost portion of the property. Site boundaries are
generally delineated by a slope to the north, residential property to the east and west, and by
160'" Street to the south. At the time of our recent site reconnaissance, June 25, 2004, the new
driveway and utilities to Lots 2, 3, and 4 had been installed.
SITE CONDITIONS
Lot 1 is currently occupied by an existing single - family home with associated parking. Lots 2 &
3 have been cleared and stripped as the new driveway and utilities have been installed. The
two lots slope gently downward to the north. Lot 4 is mostly vegetated by cut grass, mature
douglas fir, alder, and maple trees. In areas that are not currently landscaped the under -story
consists of moderately thick groundcover including laurel and berry vines or bushes. Lot 4
gradually steepens its downward slope to the northwest and develops a maximum inclination of
about 45 percent (measured in field) throughout the northernmost portion of the property.
No indication of past slope instability, seeps, springs, or geologic contacts were observed within
or adjacent to the subject property were observed during our initial site work in 2002 or at the
time of our recent reconnaissance in 2004.
According to published geologic maps, the site is located within the Puget Lowland. Quaternary
sediments consisting of various glacial, fluvial, lake and marsh deposits dominate the region.
These sediments were deposited from the Puget Lobe of the Cordilleran continental ice sheet
during the Vashon Stade of the Fraser Glaciation. The geologic map entitled "Geology of the
Des Moines Quadrangle, Washington ", classifies the soils in the vicinity of the project site as
ground moraine (Qgt), which are characterized as mainly compacted unoxidized glacial till.
Our previously excavated test pit explorations encountered sandy soils of varying density, and
generally diverged fro the published geological mapping. Specifically, our on -site explorations
revealed approximately 6 inches of loose organic soil overlying about 2 feet of loose, moist, silty
sand with roots. Beneath the silty sand, we encountered about 2%2 to 7%2 feet of sand with trace
silt and gravel. The sand continued to the termination of our test pits. In test pit TP -2, we
encountered a 1 -foot layer of medium dense, moist, silty, gravelly sand beneath the silty sand
before encountering the sand.
CONCLUSIONS AND RECOMMENDATIONS
In our opinion, based on our previous site explorations and recent review of site conditions, we
offer the following geotechnical recommendations concerning the critical areas designations of
the Lots 1, 2, and 3.
• Slope Stability The "Map Showing Relative Slope Stability in Part of West -
Central King County, Washington" prepared by Robert D. Miller, classifies the
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June 29, 2004 Page 3
slopes in the vicinity of the project site as Class 1. These slopes are generally
stable even where modified by man. Sections of the proposed property may
extend into a region classified as Class 2. Class 2 slopes are normally stable but
may become unstable due to man's activities. It is our interpretation that only
northern portion of lot 4 is mapped to contain Class 2 slopes, no development is
planned in this area.
• Topography Lots 1, 2, and 3 are generally flat to very gently sloping downward
to the north. The maximum observed slope inclination at the time of our initial site
work and recent reconnaissance was on the order of 5 to 7 percent. Lot 4 was
the only lot on which slopes in excess of 7 percent, and extending up to 45
percent were observed.
• Evidence of Slope Instability We did not observe any evidence of past slope
instability during our 2002 or 2004 site work.
• Critical Areas Designation Based on the conclusions and recommendations in
our February 22, 2002 Geotechnical Engineering Report and our June 3, 2002
Infiltration Test Report, it is our opinion that the critical areas designation of
potential geologic instability be removed from Lots 1, 2, and 3 of the Sunnyvale
Gardens short plat.
CLOSURE
The conclusions and recommendations presented in this letter are based, in part, on our
previous subsurface explorations; therefore, if variations in the subsurface conditions are
observed at a later time, we may need to modify this report to reflect those changes. AMEC is
available to provide geotechnical monitoring, soils testing, and other services throughout
construction.
\ \ServerlD \Projects\00000s \00359 • Sunnyvale Gardens Short Plat \Geosup Ltr.doc
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Match MacDonald 1 -93M- 00539 -0
June 29, 2004 Page 4
We appreciate the opportunity to be of continued service on this project. If you have any
questions regarding this letter or any aspects of the project, please feel free to contact our
office.
Sincerely,
AMEC Earth & Environmental, Inc.
Keith S. Schembs, L.E.G. Marlea Haugen, P.E.
Senior Project Geologist Senior Engineer
kss /mh
Distribution: Match — MacDonald (1) Attn: Mr. Mark MacDonald
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PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D04 -218 DATE: 04 -07 -05
PROJECT NAME: CHARTER HOMES - LOT 4
SITE ADDRESS: 4276 SOUTH 160 STREET
Original Plan Submittal
Response to Incomplete Letter #
Response to Correction Letter # X Revision # befefe permit is issued
DEPARTMEN S. rl r
1
! Buildi "Divisio Fire Prevention ❑ Planning Division ❑
j Public Works ❑ Structural ❑ Permit Coordinator
DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 04 -12 -05
Complete d Incomplete ❑ Not Applicable ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS 7O
Please Route Structural Review Required
REVIEWER'S INITIALS:
APPROVALS OR CORRE
Approved T Approved with Conditions ❑
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
PERMIT COORD COPY
Documents /routing sllp.doc
2.28 -02
❑ No further Review Required
DATE:
01
DUE DATE: - 05-10-05
Not Approved (attach comments) ❑
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PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D04 -218 DATE: 01 -21 -05
PROJECT NAME: CHARTER HOMES - LOT 4
SITE ADDRESS: 4272 SOUTH 160 STREET
Original Plan Submittal
Response to Incomplete Letter #
X Response to Correction Letter # 2
Revision #_after /before permit is issued
DEPARTM TS:
BuilaingVDivisi n I Fire Prevention ❑ Planning Division
Public Works Structural ❑ Permit Coordinator
,
DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 01 -25 -05
Complete Incomplete ❑ Not Applicable ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS R TING:
Please Route Structural Review Required ❑ No further Review Required ❑
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS
f
Approved ❑ Approved with Conditions
i
Notation:
DUE DATE: 02 -22 -05
Not Approved (attach comments) Ej
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
�
./ COORD COPY
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PERMIT COORD COP`,
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D04 -218 DATE: 10 -28 -04
PROJECT NAME: CHARTER HOMES INC - LOT 7
SITE ADDRESS: 4272 SOUTH 160 STREET
` Original Plan Submittal
Response to Incomplete Letter #
X Response to Correction Letter # 1 Revision #_after /before permit is issued
DEPARTM N
OJOG
Bu I i DI "'o Fire Prevention ❑ Planning Division ❑
Public orks ® _ Structural ❑ Permit Coordinator
DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 11 -02 -04
Complete [� Incomplete ❑ Not Applicable ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS RO ING:
Please Route Structural Review Required
REVIEWER'S INITIALS:
❑ No further Review Required ❑
DATE:
APPROVALS OR CORRECTIONS
Approved
Notation:
❑ Approved with Conditions ❑
DUE DATE: 11 -30 -04
Not Approved attach comments
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED: ll 2 y�0
Departments issued corrections: Bldg ( Fire ❑ Ping ❑ PW Staff Initials: s'
Documents /routing slip.doc
2 -28.02
PERMIT COORD COPY
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PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D04 -218 DATE: 06 -24 -04
PROJECT NAME: CHARTER HOMES -LOT 4
SITE ADDRESS: � -I�L�2 �2 I (Po 5V
X Original Plan Submittal
Response to Incomplete Letter #
Response to Correction Letter #
Revision #_after/before permit is issued
! DEPARTMENT
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❑s �- �� Structural ❑ Permit Coordinator
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Complete Rr Incomplete ❑ Not Applicable ❑
!
Comments:
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Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TOES /THURS ROU
Please Route Structural Review Required
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS: DUE DATE: 07 -27 -04
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: SE
Documents /routing slip.doc PERMIT C O O R D COPY
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❑ No further Review Required
DATE:
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PROJECT NAME: 4.
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Site Address: '�/0�7� l�D'' SY - -- Origin,., Issue Date:
REVISION LOG
Revision
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i Staff I Date I Staff
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Summary of Revision:
7
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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: ht(p: /Iwww.ci.tukwila.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
'> REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: 4 1'l 1 Plan Check/Permit Number: T) O!A - Zf S
❑ Response to Incomplete Letter #
❑ Response to Correction Letter #
( Revision # after Permit is Issued
Revision requested by a City Building Inspector or Plans Examiner
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j Project Name: g Lru v 40y -445 '
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Project Address: 427 b
Contact Person: 1'�ob ��t,Ow�os �� Phone Number: 0204 - y9 /� Z7/ 9
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Summary of Revision: — i
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Sheet Number(s):
"Cloud" or highlight all a eas of revisto luding date o r
Received at the City of Tukwila Permit Center by:
Entered in Permits Plus on Y
pplications orms -app ications on ImeVevision submittal
Created: 8 -13 -2004
Revised:
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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, htW.- 11www.c0ukwila.wa.its
Stevert M. Mullet, Mayor
Steve Lancaster, Director
REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions ivill not be accepted through
the mail, fax, etc.
Date: Plan Check/Permit Number: D04 -21
❑ Response to Incomplete Letter #
® Response to Correction Letter # 2
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name CHARTER HOMES - LOT 4
Project Address:
4272 SOUTH 160 STREET
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Contact Person: ri T, Phone Number: Zob- t/p I.27lg
Summary of Revision _MJ_Q d � �vi� ;sue �a r t ' d f Dpl�: s �i-ov lo 44o.
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FIECEIVED
CITY OF TUKWIL
Sheet Numb6r(s): JAN 2 1 70�
"Cloud" or highlight all areas of revision including date of revision
PERMIT CENTEFI
Received at the City of Tukwila Permit Center by: ZIef
Entered in Permits Plus on
pplications ornis- applicat ons on line erosion submittal
Created: 8 -13 -2004
Revised:
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:TIT2MIIIIIIIIIIIIIi' UP. 1�:
�%L -w�s City of Tukwila
o Q Department of Community Development .-Permit Center
4 0 6300 Southeent.er Blvd, Suite 100
Tukwila, WA 98188
1908
(206)431 -3670
REVISION; SUBMITTAL
. Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted
through the mail, fax, etc.
Date: 2 8--o y _ Plan Check/Permit Number: D04 -218
{ __._ ...
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❑ Response to Incomplete Letter #
® Response to Correction better # 1
1
❑ Revision # after/before Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: Charter Homes Inc -- Lot 7
Project Address 4272 South 160 Street
Contact Person Mark Ludden Phone Number
Summary of Revision: )6 i44ck �� Gl vc.,�,r� 6 C4 ' -. ". a LLA?_V
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P SWIT CENTE
Sheet Number(s):
"Cloud" or highlight all areas of revision Including date of revision
Received at the City of Tukwila Permit Center by: _S
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07/27/04
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0 Certificate of Sewer Availability OR
14816 Milltei y Road South
P.O. Box i50
Tukwila, WA 98168
Phone: (206) 242 -3236
Fax: (206) 242 -1527
❑ Certificate of Sewer Non - Availability
Part A: (To Be Completed by Applicant)
Purpose of Certificate:
P Building Permit ❑ Preliminary Plat or PUD ❑ Other
❑ Short Subdivision ❑ Rezone
Proposed Use:
Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other
Applicants Name: �'y� - i. t�ri-i e_ - Phone:
Property Address or Approximate Location: Tax Lot Number:
WW o y S I I t f1`' S V R /6) -- Os
Legal Description(Attach Map and Legal Description if necessary):
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Part B: (To Be Completed by Sewer Agency)
1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer
feet from the site and the sewer system has the capacity to serve the proposed use.
OR W b. Sewer service will require an improvement to the sewer system of:
❑ (1) feet of sewer trunk or lateral to reach the site; and /or r - Cel
❑ (2) the construction of a collection system on the site; and /or JUN �F r1 �Kw,
Y-1Y-1,1/) (3) other (describe): a ,o ,r, vk �e ,o,; �., c yJ�cry 2 4
PR1 r c8ty
2. (Must be completed if 1.b above is checked)
to a. The sewer system improvement is in conformance with a County approved sewer comprehensive
plan,
OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment.
3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary
Review Board approval for extension of service outside the District,
OR ❑ b. Annexation or BRB approval will be necessary to provide service.
4. Service is subject to the following: PERMIT: $
a. District Connection Charges due prior to connection:
C10 GFC: $ SFC: $ UNIT: $ TOTAL_: $
(Subject to Change on January 1st)
King County/METRO Capacity Charge: Currently, $1867.54 /residential equivalent, will be billed directly
by King County after connection to the sewer system. (Subject to change by King Co/Metro without
notice.)
b. Easements ❑ Required , Maybe Required f
c. Other I C g ✓h1Oo r ng S vc-, !`��yc'erv►�ti�' r���,�,rc_c�
I hereby certify that the abo a sewer agency information is true. This certification shall be valid for one year
from the d of signat e
1 e -'1— 6 LC`
By Title Date
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ATTACHMENT TO
VAL VUE SEWER DISTRICT
CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY
The following terms and conditions apply to the attached Val Vue Sewer District
"District ") Certificate of Sewer Availability/Non- Availability ( "Certificate ").
1. This Certificate is valid only for the real property referenced herein ( "Property "),
which is in the District's service area, for the sole purpose of submission to the King County
Department of Development and Environmental Services, King County Department of Public
Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac. This Certificate is
between the District and the applicant only, and no third person or party shall have any rights
hereunder whether by agency, third -party beneficiary principles or otherwise.
2. This Certificate creates no contractual relationship between the District and the
applicant and its successors and assigns, and does not constitute and may not be relied upon as
the District's guarantee that sewer service will be available at the time the applicant may apply to
the District for such service.
3. As of the date of the District's signature on this Certificate, the District represents
that sewer service is available to the Property through sewer systems that exist or that may be
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extended by the applicant. The District makes no other representations, express or implied,
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including without limitation that the applicant will be able to obtain the necessary permits,
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approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien,
City of SeaTac or any other governmental agency before the applicant can utilize the sewer
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service which is the subject of this Certificate.
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4. If the District or the applicant must extend the sewer system to provide
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sewer service to the Property, the District or applicant may be required to obtain from the
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appropriate overnmental agency the necessary permits, approvals and authorizations. In
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addition, the governmental agency may establish requirements that must be satisfied as a
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condition of granting any such permits, approvals or authorizations, which may make impractical
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or impossible the provision of sewer services to the Property.
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5. Application for and possible provision of sewer service to the Property shall be
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subject to and conditioned upon availability of sewer service to the Property at the time of such
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application, and compliance with federal, state, local and District laws, ordinances, policies,
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and/or regulations in effect at the time of such application.
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1 acknowledge that I h the Certificate of Sewer Availability /Non Availability and this
Attachment, a d fullhe terms and c onditions herein.
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Applicant's S atu Date
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895391001270798.0115SY601 LDOC (1/26/04) -1-
CITY OF TUNW /L: .
Community Development Department
Permit Centel-
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Permit Cer, 3uilding Division:
206 -431 -3670
Public Works Departtticnt:
206 -433 -0179
Planning Division:
206 -431 -3670
CERTIFICATE OF WATER AVAILABILITY
Required only If outside of City of Tukwila water district
PERMIT NO.:
1?8rt.A": T6 compleNd by applieant
Site Address: 44xx So 160th St., lots 2, 3 & 4 (atlach ntap and legal description shoiving hydrant location and size of ►nnin):.
Owner Information:
Agent /Contact Person::
Name:
Charter 1-lomes
Agent /Contact:
Mark Ludden
Address:
4616 25T1 -I AVE NE #598 Seattle, WA 98105
Agent Address:
Phone:
206 -406 -8823
Contact Phone:
206- 406 -8823
This certificate is for the purposes of.: 3 SPR
R] BUILDING PERMIT ❑ PRELIMINARY PLAT
U COMMERCIAL INDUSTRIAL ❑ REZONE
Estimated number of service connection and water meter size(s):
Vehicular distance from nearest hydrant to the closest point of structure is
Area is served by (Water Utility District.)
❑ SHORT SUBDIVISION
❑ OTHER
3 new services
lot 2: 50' + -, lot 10' + -: 50' + -, Lot 4: 40'+-'
HIGHLINE WATER DISTRICT
I
Owner /Agent Signature Date
PART B To;Be completed by *Ater uhhty.dis'trict
1. The proposed project is within TUKWILA /King (City /County)
2. 0 No improvements required.
3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to
meet the minimum flow requirements of the project before connection and to meet the State cross connection control
requirements:
services installed and paid for as part of the March - MacDonald DE project.
4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1679. gp m
at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations.
5. Water Availability:
0 Acceptable service can be provided to this project
[] Acceptable service cannot be provided to this project unless the improvements in item B -3 are met.
n System is not capable of providing service to this project
I hereby certify that the above information is true and correct
Agency /Phone
HIGHLINE WATER DISTRICT / 206 -824 -037
ay 5/25/2004
THOMAS KEOWN Date
DISTRICT ENGINEER
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H2ONET Report for 44XX S. 160th St. a- hydrant #H3005
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Date: Wednesday, May 19, 2004, Time: 10:27:47, Page 1
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Static
Fire -Flow
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Available
Available
ID
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Pressure
Flow
Flow
Pressure
(psi)
(gpm)
(psi)
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=?' 653
56.69
1,000.00
42.31
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20.01
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Date: Wednesday, May 19, 2004, Time: 10:27:47, Page 1
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Form No. 1068 -2
ALTA Plain Language Commitment
commitment No.: 4209 - 390870
Page 2 of 9
SCHEDULE A
1. Commitment Date: May 10, 2004 at 7:30 A.M.
2. Policy or Policies to be issued: AMOUNT PREMIUM
Subdivider's Sale Rate
Extended Owner's Coverage $ 310,500.00 $
Proposed Insured:
Charter Homes, Inc., a Washington Corporation
TAX
Extended Mortgagee's Coverage $ To Follow $ $
Proposed Insured:
To Follow
3. , (A) The estate or interest in the land described in this Commitment is:
A fee simple.
(B) Title to said estate or interest at the date hereof is vested in:
March- MacDonald Inc., a Washington Corporation
a
4. The land referred to in this Commitment is described as follows:
Real property in the County of King, State of Washington, described as follows:
F; Lots 2, 3 and 4 of City of Tukwila Short Plat No. L01 -019, recorded under King County recording
no. 20040225900003, in King County, Washington
APN: 810860050303
5 APN: 810860050402
APN: 810860050501
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INSULATIO 1. FRESH ASR INLET DUCT 3NALL COMPLY WITH THE FOLLOWIWx-
• A CEILWCA a R - 30 (V ^LT 30) b. 15E DUCTED FROM THE EXTERIOR AND CONNECTED TO THE MINIMUM SOURCE SPECIFIC VENTILATION
1. CEILINGS TO HAVE BAFFLES MAINTAINING I" MININUM RETURN AIR STREAM 4 FT. UPSTREAM OF THE FURN. BLOWER. CAPAC REQU
AIRSPACE ABOVE INSULATION. C. BE INSULATED TO R -4 WHEN LOCATED WITHIN HEATED AREAS. C
d. �3E PROTECTED FROM THE =N1 FK T OF INgECTg, LEAVES ANp
?. k�SAFFLES ARE TO EXTEND 6" ABOVE BAIT INSULATION
3. SAFFLES ARE TO E I ?" ABOVE L9LOUV- IN OTHER I`�ATERIAL.
rte. NOT TO RECEIVE FRESH AIR FROM THE FOLLOWING AREA:
INSULATION. 1. WITHIN TEN FEET OF AN APPLIACE VENT OUTLET, UNLESS
15. NW �'T EI2 � � 2x6 R - ?1 THE VENT OUTLET IS THREE FEET AVOE THE FRESH AIR INLET,
I. ALL EXTERIOR WALL CAVITIES, 1NCLUC�INCs CAVITIES ?. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES,
ISOLATED DURING FRAMING, MUST BE FILLED WITH OR FLAMMABLE VAPORS.
UNCOMPRESSED INSULATION. OR
A HAZARDOUS OR UNSANITARY LOCATION.
INTERMITTENTLY OPERATING
15ATHROOMS
KI TCHENS
50 CFM
100 CFM 1
CONTINUOUS OPERATION
20 CFM
2 5 CFM
PII� �w►TE r
ROMEReu ros:
A , &&...A- aniplo
dr e�e�
W'. ftmbft
i Nping
S ING DWISION u
A. FACED 15ATT5 ARE LAPPED AND ARE TO ESE STAPLED TO 4. ,A ROOM OR SPACE LAVING FUEL t3URNIN -i APPLIANCES.
FACE OF STUDS. UNFACED BATTS ARE 5. CLOSER THAN 10' FROM A VENT OPENING OF A PLUMBING � AF-Al � 3=2
TO BE FRICTION FIT WITH 4 MIL `�/ISQUEEN STAPLED TO DRAINAGE SYSTEM UNLESS THE VENT OPENING 13 AT LEAST
FACE OF STUDS OR VAPOR BARRIER PAINT WITH DRY CUP THREE FEET ABOVE THE FRES AIR INLET. VENTILATION RA TES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS•
PER RATE OF I MAX MAY BE SUBSTITUTED FOR 4 MIL 6. ATTICS, CRAWL SPACES OR GARAGES. MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM)
VlSQUEEN
4. fNSUL ATE BEHIND TUB /SLOWER, PARTITIONS AND CORNERS
2. TWE INLET DUCT SHALL BE EQUIPPED WITH I OF THE FOLLOWING.
C. FLOOM • R -30
4. THE INLET DUCT SHALL. BE EQUIPPED WITH A MOTORIZED
I. UNDERFLOOR INSULATION IS SUPPORTED BY LATH, TWINE
.
DAMPED? CONNECTED TO THE AUTOMATIC VENTILATION
OR BY OTHER NON -COMPRESS IWs MEANS. EXTERIOR GLUE
CONTROL TIMERt
TO [BE USED ON SUIS FLOORS.
b. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED
L
� 2. SLABS IN CONDITIONED SPACES .THAT ARE NO LOWER THAN 24
-
FLOW RATES AS SPECIFIED IN TABLE 3 2 OR
BELOW FINISHED GRADE ARE TO 'BE INSULATED WITH R -10
AN AUTOMATIC FLOW REGULATIONG DEVICE WITH FIELD
EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24" INWARD FROM
MEASURED MINIMUM NEGATIVE PRESSURE OF 0.1 INCHES
THE FOUNDATION FOUNDATION WALL OR DOWN TO THE TOP OF THE
WATER GAUGE AT THE POINT WHERE THE OUTSIDE AIR DUCT
FOOT IWS.
IS CONNECTED TO THE RETURN AIR PLENUM.
MOI CONTROL
THE INTEGRATED VENTILATION SYSTEM SMALL DEMONSTRATE
---
COMPLIANCE WITH VI AQC SECTION 303.1.2 B 8Y ON SITE FLOW
I. N/A
TESTING OR OTHER APPROVED MEANS. DEMONSTRATION OF
2. CRAWL SPACE MUST PAVE 6 MIL BLACK V SQUE EN GROUND
COMPLIANCE SHALL BE MACE A FOR THE INSPECTOR
COVER.
AT THE FINAL INSPECTION. _
B. EXTERIOR DOORS AND WINDOWS ARE TO BE CAULKED AND
J05 TYPE NEW CONS TRUCTION
WEATHERSTRIPPED.
MK
4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER
OCCUPANCY: SINGLE FAMI ,
WSEC 502.4.4. IN UNCONDITIONED AREAS
FUEL.. A 4
FLOOR
v 1-� Imo- Hsu
DISCUSS WITH YOUR BUILDING DEPARTMENT INSP.
ABOVE GRADE WALLS R - 21
'FURNACE AND WATER HEATING
BELOW GRADE WALLS ANTERIOR R -21
I. NEarirG DUCTS OUTSIDE of THE CONDITIONED SPACE
BELOW GRADE WALLS EXTERIOR R -ice
OOMd
FLOORS R-30
COMPLYING WITH UL 181A OR UL 05.
SLA55 R -10
2. IN UNHEATED AREAS, HOT AND GOLD WATER PIPES Alm
5 INCH
To BE INSULATED TO R -3.
3. WATER HEATER STORACsE TANK TO RE LABELED AS
PRESCRIPTIVE HEATING SYSTEM SIZING PER
2 OR
LE"
CONSERVATION ACT.
ro INCH
4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY
ON CONCRETE SLABS BUT INSTEAD SHALL BE PROVIDED
4
WITH AN R -10 PAD BETWEEN THE WATER HEATER AND THE SLAB.
b
B. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW
MAX. 'NEAT SYSTEM 51ZE:
RESTRIGTORS TO LIMIT NOT WATER DISCHAR'sE TO
4 INCH
�s GPM. ; .
2198 SQ. FT. X 2f� 5TU/HR 43,96 BTU OR LESS
UJOODSTOVES
MIN.
MAX.
MK
MAX.
Mil.
MAX.
MIN.
MAX.
P11'N.
MAX
MIN.
MAX.
MM.
MAX.
LESS THAN 500
50
15
(05
98
80
120
95
143
110
165
125
188
140
210
501 -1000
55
83
10
105
85
128
100
150
115
113
130
195
145
218
1001 -1500
60
1 50
15
113
90
135
105
, 158
120
180
135
203
150
225
1501 -2000
6 5
98
80
120
95
143
110
165
125
1"
140
210
155
233
2001 - 2500
10
105
85
128
100
150
115
113
130
195
145
218
160
240
2501 -3000
"15
113
90
135
120
180
135
203
150
- . 225
165
248
.105 158
3001 -3500
80
120
95
143
110
165
125
188
140
210
155
233
110
255
3501-
85
128
100
150
115
113
130
195
145
218
160
2 40
115
_ 263
4001 - 5000
95
143
110
1 6 5
125
I88
140
210
155
233
110
255
} 185
218
5001 -6000
105
158
120
180
.135
203
150
225
165
248
180
210
' 195
293
6001 -1000
115
113
130
95
145
218
IroO
240
115
263
190
285
205
308
1001 -8000
125
188
140
210
155
233
110
` 255
185
218
200
300
215
323
8001 -9000
135
203
150
225
165
248
180
210
1195
293
210
315
225
338
GREATER THAN 9000
145
218
160
240
115
263
190
285
205
308
220
330
t?35
353
ioJ
5. ALL PLUMBING, ELECTRICAL AND HVAC PENETRATIONS IN
FLOORS, WALLS AND CEILINGS AIRE CAULKED AND SEALED CL IMATE ZONE I FOR RESIDENCES TWAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL
6. ELECTRICAL OUTLET AND LIGHT SWITCW BOXES ON THE MAXIMUM CFM 19 15 Cr-M PER BEDROOM. EQUAL TO 1.5 TIDIES THE MINIMUM.
WINDOW U -VALUE .40 3 h .
EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE
c
BOX OR EQUIPPED WITH A FACE PLATE GASKET. _ � D OORS U -VALUE ..2 0 TABL .3 3
I. !SOLE PLATE IS CAULKED OR GLUED TO SUBFLOOR.
CE ILING WITH ATTICS R-38
`- 8. CAULK/SEAL RIM J015T5 BETWEEN STORIES. PRESCRIPTIVE EXHAUST DUCT SIZING
CEI -x AU T .
S. WHEN PENETRATIONS HEED FIRESTOPINCs WEAL AND
v 1-� Imo- Hsu
DISCUSS WITH YOUR BUILDING DEPARTMENT INSP.
ABOVE GRADE WALLS R - 21
'FURNACE AND WATER HEATING
BELOW GRADE WALLS ANTERIOR R -21
I. NEarirG DUCTS OUTSIDE of THE CONDITIONED SPACE
BELOW GRADE WALLS EXTERIOR R -ice
MUST BE INSULATED TO R -8. DUCT JOINTS AND 3EAI'15 ARE
TO BE SEALED WITH MATERIALS LISTED AND LABELED AS
FLOORS R-30
COMPLYING WITH UL 181A OR UL 05.
SLA55 R -10
2. IN UNHEATED AREAS, HOT AND GOLD WATER PIPES Alm
5 INCH
To BE INSULATED TO R -3.
3. WATER HEATER STORACsE TANK TO RE LABELED AS
PRESCRIPTIVE HEATING SYSTEM SIZING PER
MEETiWx THE 19eI NATIONAL APPLIANCE ENEFVxY
WASHINGTON STATE ENERGY GODS 2001 EDITION CHAPTER 9
CONSERVATION ACT.
ro INCH
4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY
ON CONCRETE SLABS BUT INSTEAD SHALL BE PROVIDED
MIN. AND 1 OR MAX. NUMBER OF BEDROOMS -
WITH AN R -10 PAD BETWEEN THE WATER HEATER AND THE SLAB.
3
B. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW
MAX. 'NEAT SYSTEM 51ZE:
RESTRIGTORS TO LIMIT NOT WATER DISCHAR'sE TO
4 INCH
�s GPM. ; .
2198 SQ. FT. X 2f� 5TU/HR 43,96 BTU OR LESS
UJOODSTOVES
5 INCH
„1,,,,�QT.,.,= „ems 4r T.,..T CITTI�Ir rl ACC .,e
ALL HEATING SYSTEMS SHALL BE DESIGNED AND INSTALLED
FAN TESTED CFM
AT 025 WC&
MIN"JM FLEX
DIANETEM
MAXt1L1M LENGTH
FEET
MINrtJM &"MTN
01APIETER
MAXr�1 LENGTH
PMT
MAXIM i
ELDOIII6 (1)
50
4 INCH
25
4 INCH
10
3
50
5 INCH
90
5 INCH
100
3
50
ro INCH
NO LIMIT
16 INCH
NO LIMIT
3
80
4 INCH (2 )
NA
4 INCH
20
3
80
5 INCH
15
5 INCH
100
3
80
6 INCH
90
6 INCH
X10 LIMIT
3
100
5 INCH
NA
.5 INCH
50
3
100
Co INCH
45
6 INCH
NO LIMIT
3
125
116 INCH
15
6 INCH
NO LIMIT
3
125
�1 INCH
'T0
1 INCH
NO LIMIT
3
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METAL DOORS. IN ACCORDANCE WITH UNIFORM BUILDING CODE SECTION 310.11 - I. FOR EACH ADDITIONAL ELBOW SUBTRACT Im FEET FROM LENGTH. ;
2. WDODSTOVES ARE TO HAVE OUTSIDE COMBUSTION AIR 1 ;
2. FLEX D11GT8 OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE.
' DUCTED TO FIREBOX. (MIN. b SO. IN. NET FREE VENT AREA.) HEATING SYSTEM � 1
COMBUSTION AIR DUCT MUST BE EQUIPPED WITH AN ACGE55I5LE -
DAMPER COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. MANUFACTURE PER CONTRACTOR Cc"
3. WOODSTOVE3 MUST BE WASHINGTON STATE CERTIFIED. '� REVIEWED FOR
VAPOR RETARDERS: � CODE COMPLIANCE
FIREPLACES FLOOR EXTERIOR T4Cs PLYWOOD • ���
1. FIREPLACES ARE TO HAVE TIGHTLY FITTING GLASS OR
METAL DOORS OR EQUIPPED WITH A FLUE DRAFT WALLS 4- MILL POLY OR PVA RIMER
INDUCTION FAN. GE f L INCzS �- MILL �OL1' L7R PYA PRIMER � �w � �� � �s � FEB 802 7005
2. FIREPLACES ARE TO HAVE OUTSIDE COMBUSTION AIR � �� Of �$ (� �M�'{�
DUCTED TO FIREBOX. (MIN. 6 SD. IN. NET FREE VENT AREA.)
, REQ Q �T CEILING L (NCs (F 12 OF AIR SPACE
COMBUSTION AIR DUCT MUST BE EQUIPPED WITH AN ACCESSIBLE PROVIDED ABOVE INSULATION. - de vitiation of any ado or OI'dlnanm R�
DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX.
d approved Field COp�I and �f1��Of15 �S �lCkilOW�i -- '
• 3. TIGHTLY FITTING FLUE DAMPER WITH MANUAL OR VENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 2�0� v.i.A.Q.C. �/ City uf DIVISION '���'�
AUTOMATIC CONTROLS. � - '
1i LOING
By
DOOR U- VALUE m.2� rRESGRIrTIYE SOURCE SPECIFIC EXHAUST VENTILATION PER v.I.A.Q.G. SECTION 303.3
1. EXTERIOR SWINGING DOORS IN HEATED SPACE WITH 710
� �.....
MAXIMUM U -VALUE OF 02m. LOCATION MIN. 'MANUFACTURE MODEL CFM- .?5UXs 50NE8
GENERAL PRO v f S I ON S �ru� We cFn w4i�POOL �ca�aox � CFM
I. ALL STRUCTURAL SOFTWOOD Pl..l'WOOD, PA!?TIGLE- BOARD, L.A11WNRY RM, 3O CF" $AhM " 0041*4 cft of Tukvft
WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED MST. BATH Be CFM $9m 84 Cpl BUILDING DIVISION
"EXPOSURE i••
2. RECESSED LIGHTS ARE I.G. RATED, DOUBLE WALL CAN PERSGRIPTII/E WHOLE HOUSE EXHAUST VENTILATION SYSTEM
i-iGNrs. PER V.I.A.Q.G. SECTION 303.4
PRESCRIPTIVE DESIGN REQUIREMENTS FOR INTERMITTENTLY
INTEGRATED FORGED AIR VENTILATION 51'STEMS FOR RESIDENCES LOCATION MANUFACTURE MODEL CFM -.25 WCs SONES
FOUR STORIES OR LASS MAY GOh'iPLT" WITH v.;A.G2.G. SECTION 303 UP FL �� ��� � F��� � 4)(L 13D CFM !4
AS INDICATED BELOW. RESIDENCES DESIGNED TO COMPLY u11TN
WITH SECTION 902 SHALL SUBMIT CALCULATIONS FOR REVIEW AND % ci
PER SECTION 302.1.1. SYSTEM CHARACTERISTICS
NOT IDENTIFIED BELOW AND CONTINUOUSLY OPERAtED SYSTEMS ��1� I/be
SHALL COMPLY WITH SECTION 302. SUPPLY VENTILATION SYSTEM �' �`'�1I�p�Qlb
A. SOURCE sPeciFic veNriLario►�t REQUIREMENTS. INTERCsRATED SYSTEM WITH FRESH AIR INTRODUCED INTO RETURN- � /��,� � � �° �,�
L EXHAUST FAN REQUIREMENTS: - "'1
.e. BATHS, LAUNDRIE9 POli1DER5- -50 GFM s 0251 wn. AIR D CT MOT IZED MPER.
In. KITCHENS-100 GMF • 025" W.G. RANGE I -40008 AND DOWN � � P/a,
DRAFT RANCsES MAY BE RATED AT 100CFM AT .10 W.G.
2. EXHAUST DUCT REOIJIREMENTS: �
.� d. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. � lotm � t K
b. BE EQUIPPED WITH A BACKDRAFT DAMPER.
c. TERMINATE OUTSIDE THE BUILDINCs.
d. COMPLY WITH TABLE 3 -3.
0. SHALL TERMINATE NO CLOSER THAN 3' FROM OPENABLE �
DOORS OR WINDOWS. � d � 40
� 6. WHOLE NORSE VENTILATION REQUIREMENT. OUTDOOR AIR •
SHAD BE SUPPLIED TO ALL HABITABLE ROOOMS THROUGH �v �S � � 4b�s
THE FORCED AIR HEATING SYSTEM USING THE FOLLOWING
METHOD.
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IS MIN. CLEARANCE UNDER FLOOR JOISTS.
1 I 3 MEMBRANE AT
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TOP OF FOOTING fo' NO 4 BARS STUB SI.I 81.1
BELOW FND WALL 61.1 !1' 11 1/2'1 OUT 24" HOR.
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TYP. 2 PLACES
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! i w/ (3) 0 4 B.E .W. GONG. PAD
L .._. 14j
-111( SQ, Fl. AREA : '1.84 SO. FT. REQUIRED
150
TYP. VENT , xi4 „ x.15 .51 90. Ft. PER VENT"
144
VENTS REQUIRED IS4 R 15.31 USE MIN. OF 16 VENTS
.51
• 6 MIL. BLACK V APOR BARRIER OVER ENTIRE CRAWL AREA.
IS MiN. CLEARANCE UNDER FLOOR JOISTS.
12" MiN. CLEARANCE UNDER BEAMS.
SOL ID BLOCKING OVE SUPPORTS. {
+. ALL ETGS. TO BEAR ON UNDiSTERBED SOIL MINIMUM
SOIL BE ARIiVCs CAPACITY TO BE VER IFIED WI TW GEOTECH.
REPORT SUPPLIED AT TIME OF SITE SPECIFIC PERMIT.
. APPLICANT MUST PROVIDE SiTE SPECIFIC SOILS REPORT
TO VERIFY ADEQUATE SOIL BEARING CAPACITY OF
AT LEAST 2000 P.S.F.. t
• 4x6 POSTS TYP. * BEAM SPLICES. 4X4 POST AT CONT. BMS.
ALL BEAMS TO BE 4x10 OF. 10 2 UNLESS NOTED OTHERWISE.
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REVIEWED FOR
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A0090VIED j
FEO 2 2005
CIty Of Tukwila
GUILONG DIVISION
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JAN 2.4 ?004
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1/411=11.011
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No
�I IWZ2" X 20lz2" FRAME -OUT FOR FURNACE
WARM-AIR DUCT, MECHANICAL CONTRACTOR
TO VERIFY SIZE 4 LOCATION.
Is" X 24" FRAME-OUT FOR CRAWL ACCESS.
• ALL FLOOR JOISTS TO 5E 2XI0 PF. •2
lro" O.C. UNLESS NOTED.
• ALL FLOOR JOIST TO BE BLOCKED
BEARING.
SEE FNDN. PLAN FOR IBEAM SIZES.
;ZI$
. REVIEWED FOR
.CODE COMPLIANCE
VF '
Aroon D :;
FEB 2 2005
City Of 7&Wil8
BUILDING DIilISIONJ
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MA IN FLOOR F i°L,4N
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gnc!& �.A - N - 1�11t I
MAIN FLOOD 1155 SQ. FT.
UPPER FLOOR g 1043 SO. FT.
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m %s • ALL BM5. a HORS. TO BE 4x10 OF-. ' UNLESS
NOTED OTHERWISE.
• TYF'. lE. TO BE & I /8''. -
p SOLID BLOCKINCs OVER SUPPORTS.
P FIRE BLOCK ALL PLUMBING PENETRATIONS.
• TOP OF WINDOWS 0 V -10" ABOVE MAIN FLR. UNLESS
NOTED OTHERWISE.
• TYP. EXT. WALLS TO BE 2x& a Ib" O.C. UNLESS
NOTED OTHERWISE.
• SMOKE DETECTORS TO BE HOT WIRED w/
DISCONNECTION SWITC t BATTERY BACKUP.
• SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS.
• ALL STORAGE AND SPACES UNDER STAIRCASE TO BE
FINISHED w/ 5/8" TYPE "X" G.W.B.
• HANDRAIL, 0 34" - 38" ABOVE TREAD NOSING.
• INSTALL FIREPLACES) PER MANUFACTURER SPECIFIACTIONS.
• 0 DENOTES SOLID BEARINCs UNDER CONCENTRATED LOADS
USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS
NOTED OTHERWISE.
• DENOTES OBL. CRIPPLE HEADERS
OVER V-0" LONG: (TYP.)
• DOOR BETWEEN HOUSE t GARAGE TO BE SOLID CORE w /SELF
CL051NCs HIWxES.
• 5/8" TYPE "X" G.W.M. ON HOUSE /GARAGE COMMON WALLS,
CEILINGS, POSTS i BEAMS.
• 5/8" TYPE 'X' G.W.B. UNDER STAIRS.
• 2x8 FLOCK _ 51" FOR THERMOSTAT.
• VENT ALL FANSJ:ORYER EXHAUST TO OUTSIDE
;f
I WATER HEATER PER 81 NAECA.
Z HEAT ELEMENTS TO BE IS" ABOVE CONCRETE SLAB.
3 OUTSIDE AIR DUCT _ �*
4 24" x 30" CRAWL SPACE ACCESS
5 PROVIDE 2X10 DIACs. BLKG AT 36" ABOVE NOSING
EXTEND 12" BEYOND HANDRAIL AT TOP AND BOTTOM
'DIRECT VENT' 6AS FIREPLACE, INSTALL PER
b MANUFACTURERS SPEC., PREFAB. F.P. TO BEAR THE STAMP OF
AN APPROVED TESTING LAB. PROVIDE b OUTSIDE AIR,
HEARTH PER BUILDER/OWNER. }
WATER HEATER TO BE ANCORED TO RESIST HORIZONTAL
DI DUE OT EARTHQUAKE MOTION PER 1991
UPC 510.5 .
STRAP HWT AT UPPER ONE-THIRD AND LOWER ONE-THIRD
OF ITS VE RTICAL DIMENSION.
g
y. r
GARAGE SLAB DROP OF M ORE THAN 30" FROM MAIN FLOOR
8 TO GARAGE SLAB, REVISE GARAGE DOOR +4E IGHT FROM
1' - O" TO V-0". ,
4 LF
1
4Q 8
N 1
m
1
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f
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t
(3)2x4 =
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4i (3)2x4
b H.S. �
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2 — LINE OF WA L — —
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CsARAGE
_ 445 80. FT.
., p .. . ,...a. �
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m %s • ALL BM5. a HORS. TO BE 4x10 OF-. ' UNLESS
NOTED OTHERWISE.
• TYF'. lE. TO BE & I /8''. -
p SOLID BLOCKINCs OVER SUPPORTS.
P FIRE BLOCK ALL PLUMBING PENETRATIONS.
• TOP OF WINDOWS 0 V -10" ABOVE MAIN FLR. UNLESS
NOTED OTHERWISE.
• TYP. EXT. WALLS TO BE 2x& a Ib" O.C. UNLESS
NOTED OTHERWISE.
• SMOKE DETECTORS TO BE HOT WIRED w/
DISCONNECTION SWITC t BATTERY BACKUP.
• SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS.
• ALL STORAGE AND SPACES UNDER STAIRCASE TO BE
FINISHED w/ 5/8" TYPE "X" G.W.B.
• HANDRAIL, 0 34" - 38" ABOVE TREAD NOSING.
• INSTALL FIREPLACES) PER MANUFACTURER SPECIFIACTIONS.
• 0 DENOTES SOLID BEARINCs UNDER CONCENTRATED LOADS
USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS
NOTED OTHERWISE.
• DENOTES OBL. CRIPPLE HEADERS
OVER V-0" LONG: (TYP.)
• DOOR BETWEEN HOUSE t GARAGE TO BE SOLID CORE w /SELF
CL051NCs HIWxES.
• 5/8" TYPE "X" G.W.M. ON HOUSE /GARAGE COMMON WALLS,
CEILINGS, POSTS i BEAMS.
• 5/8" TYPE 'X' G.W.B. UNDER STAIRS.
• 2x8 FLOCK _ 51" FOR THERMOSTAT.
• VENT ALL FANSJ:ORYER EXHAUST TO OUTSIDE
;f
I WATER HEATER PER 81 NAECA.
Z HEAT ELEMENTS TO BE IS" ABOVE CONCRETE SLAB.
3 OUTSIDE AIR DUCT _ �*
4 24" x 30" CRAWL SPACE ACCESS
5 PROVIDE 2X10 DIACs. BLKG AT 36" ABOVE NOSING
EXTEND 12" BEYOND HANDRAIL AT TOP AND BOTTOM
'DIRECT VENT' 6AS FIREPLACE, INSTALL PER
b MANUFACTURERS SPEC., PREFAB. F.P. TO BEAR THE STAMP OF
AN APPROVED TESTING LAB. PROVIDE b OUTSIDE AIR,
HEARTH PER BUILDER/OWNER. }
WATER HEATER TO BE ANCORED TO RESIST HORIZONTAL
DI DUE OT EARTHQUAKE MOTION PER 1991
UPC 510.5 .
STRAP HWT AT UPPER ONE-THIRD AND LOWER ONE-THIRD
OF ITS VE RTICAL DIMENSION.
g
y. r
GARAGE SLAB DROP OF M ORE THAN 30" FROM MAIN FLOOR
8 TO GARAGE SLAB, REVISE GARAGE DOOR +4E IGHT FROM
1' - O" TO V-0". ,
4 LF
1
4Q 8
N 1
m
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t
(3)2x4 =
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BU I L T UP POS'
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DETAIL) TYP.
!COTES:
IMMWMM
» ALL FLOOR JOISTS TO BE 2xlC AT lb" OC
• ALL FLOOR JOIST TO BE BLOCKED
AT BEARIWj.
. MIN. 2" BEARING ' END OF JETS.
2X6 STUDS IN
�
'44
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$ m
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2X6 STUDS IN V .�
ENTRY /GARAGE
ENTRY GARAGE
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UPPER FLOOR I=RAMING PLAN
4&
f7 .
• FIREBLOCK BETWEEN STUDS.
LIMIT SHOWER FLOW TO 25 G.P.M.
• WALLS SHALL BE WATERPROOF TO MIN. 10 ABOVE DRAIN
INLET.
• ALL GLAZING INCLUDING WINDOWS WITHIN 10" OF DRAIN
INLET TO BE SAFETY GLASS.
A V APOR BARRIER SHOULD NOT BE INSTALLED BEHIND
WATERPROOF G.W.B. AT TUBS AND SHOWERS PER
SEC. 3+2.4, EXCEPTION 3. {
*ALL BMS. S HD R5. TO BE 4X8 D F. 1 '2 UNLESS " .:
NOTED OTHERWISE.
• SMOKE DETECTORS (w/BATTERY BACKUP) ON CEILING
OVER DOOR TYP. IN ALL BEDROOMS.
SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS.
• TYP. 1E. TO BE 8'-1 1/&".
o SOLID BLOCKIWs OVER SUPPORTS.
* FIRE BLOCK ALL PLUMBIWG PENETRATIONS.
+ TOP OF WINDOWS a fo' -10" ABOVE MAIN FLR. UNLESS
NOTED OTHERWISE.
• TYP. EXT. WALLS TO BE 2x6 * Iro" O.C. UNLESS
NOTED OTHERWISE.
+ SMOKE DETECTORS TO BE AU015LE IN ALL BEDROOMS.
• ALL 6TORAGE AND SPACES UNDER STAIRCASE TO BE
FI NISH ED w/ 5/8" TYPE "X" G.W.B.
+ HANDRAIL 0 34" - 38" ABOVE TREAD NOSING.
+ INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTION5.
+ N DENOTES SOLID BEARING UNDER CONCENTRATED LOADS
USE (2) 2xrc AT Co" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS
NOTED OTHERWISE.
+ VENT ALL FANS,DRYER EXHAUST TO OUTSIDE
f
t
I ) 22" x 30" ATTIC ACCESS
2 W14OLE DOUSE FAN V.T.O.S.
3 7UB DECK HEIGHT 20" ABOVE FLOOR
1i'2" DRYWALL AT V ANIT Y WALL AND 1/2" CEMENT BD AT TUB DE
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• FIREBLOCK BETWEEN STUDS.
LIMIT SHOWER FLOW TO 25 G.P.M.
• WALLS SHALL BE WATERPROOF TO MIN. 10 ABOVE DRAIN
INLET.
• ALL GLAZING INCLUDING WINDOWS WITHIN 10" OF DRAIN
INLET TO BE SAFETY GLASS.
A V APOR BARRIER SHOULD NOT BE INSTALLED BEHIND
WATERPROOF G.W.B. AT TUBS AND SHOWERS PER
SEC. 3+2.4, EXCEPTION 3. {
*ALL BMS. S HD R5. TO BE 4X8 D F. 1 '2 UNLESS " .:
NOTED OTHERWISE.
• SMOKE DETECTORS (w/BATTERY BACKUP) ON CEILING
OVER DOOR TYP. IN ALL BEDROOMS.
SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS.
• TYP. 1E. TO BE 8'-1 1/&".
o SOLID BLOCKIWs OVER SUPPORTS.
* FIRE BLOCK ALL PLUMBIWG PENETRATIONS.
+ TOP OF WINDOWS a fo' -10" ABOVE MAIN FLR. UNLESS
NOTED OTHERWISE.
• TYP. EXT. WALLS TO BE 2x6 * Iro" O.C. UNLESS
NOTED OTHERWISE.
+ SMOKE DETECTORS TO BE AU015LE IN ALL BEDROOMS.
• ALL 6TORAGE AND SPACES UNDER STAIRCASE TO BE
FI NISH ED w/ 5/8" TYPE "X" G.W.B.
+ HANDRAIL 0 34" - 38" ABOVE TREAD NOSING.
+ INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTION5.
+ N DENOTES SOLID BEARING UNDER CONCENTRATED LOADS
USE (2) 2xrc AT Co" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS
NOTED OTHERWISE.
+ VENT ALL FANS,DRYER EXHAUST TO OUTSIDE
f
t
I ) 22" x 30" ATTIC ACCESS
2 W14OLE DOUSE FAN V.T.O.S.
3 7UB DECK HEIGHT 20" ABOVE FLOOR
1i'2" DRYWALL AT V ANIT Y WALL AND 1/2" CEMENT BD AT TUB DE
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NORWE SCO E 32 2 OR EQUAL
12"
F-1 i
FLAT SOFFIT LINE
SEE FLOOR PLANS FOR 5EAM/HDR SIZES
ROOF �iv4MINCs PLAN 1/411=11.011
. r..... M.Ie . �'�Ar►'.lPr' �.Z dra" r - c �•' :P'/1^... 'I'l." .. !•' " /,•!11'.X^ •- }f �: ^� t' .. :t . •.'� ` i .•'S' �►' _ �' a1'. ^q.. - .:/'•, �� - Fa''T' _ + _ '* - .. _ ,,.,� V�. . " .�. w �. - - _ - .► i•: «..�...- .�.,� w .. ..Z ' .. '�" ^► �.-�•+ -. r- . . �� w.. ��.. _ _ ,�. -..— .. .�. . .
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ATTIC VENTILATION:
.KEY
DESCRI PTION
ARE A
1 1 A l l
REQ'
1 0 i t
VENT ARE
" (= 11
EAVE a
(i �K l l
W *N1
1 1 1x'1 1 1
EAVE 3MM
$ t e l l
I.
RLL EA
14=11
I
UPPER ROOF
1132 5F.
3.11 SF.
0 6F.
31
1
31
0
Z
LIVING/ENTRY
2 34 SF.
.18 5F.
0 5F.
1
2
']
C-�•4 R.4Cs E
312 SF.
104 5F.
0 SF.
i9
2
i0
0
VENTED BLOCK (3) 2" t HOLES WITH 114" WIRE
- AT EACH SS SPACE UNLESS NOTED
« FULL 5CREEN VENTS PER NORWESCO E322
15ONDERI ZED EVER VENT PART NO. 556011
WITH 1/4" u1IRE MESH AS NOTED
FACN AF -50 ROOF VENT = (90X50 SQ Nil.) =111 SF.
144
EACH FULL SCREEN VENT = (90X35X225) =.43 5F.
144
B F` /ENT I L AT I ON = A (SP.) SQ. FT. y
C = GAE5LE VENTS (TOTAL SO. IN.) (05) ra SO. FT.
(144)
D • ROOF VENTS = (EX.5) - C = NO. RF50 VENTS
.211 k
E _ +' SAVE VENTS = A (SF.) A = NO. 3 HOLE EAVE VENTS
3 HOLES (30OX2X.05) 30
F M FULL EAVE VENTS (5X.5)- (XX05) = NO. FULL SCREEN SAVE VENTS
•SOLID SCREEN .43
X AVAILABLE EAVE VENTS
Noamwse
• VENTED BLOCKING OVER SUPPORTS.
• (ROOF OVERHANGS TO BE W IW 12' AT U.ON.
• ROOF PITCHES TO BE 6A2 UNLESS OTHERWISE NOTED.
• SKYLIGHTS ON 2x6 CURB - SAFETY CLASS -
SKYLIGHTS TO CONFORM TO UBS SECTION 2409
• TRUSSES s RAFTERS SHALL BE 24" O.C. UNLESS :-
40THERWISE NOTED.
x
ALL BEAMS AND HEADERS TO BE VERIFIED WITH
STAMPED ENGINEERING: CALCULATIONS. THIS
OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS
BEFORE FOROCE E D I NCs.
• ALL TRUSSES SHALL CARRY MANUFACTURES STAMP.
• ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO
MANUFACTURE SPECIFICATIONS.
*TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING
DEPT. APPROVAL OR ENGINEERINCs CALCULATIONS.
• ALL TRUSSES SHALL NAVE DESIGN DETAILS 4 DRAWINCs5 ON
SITE FOR FRAMING INSPECTION.
• ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO
MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE.
• TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED
WASHINGTON STATE STRUCTURAL ENGINEER.
• TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED
UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL
BEAR THE QUALITY CONTROL STAMP (SECTION 2311/0) AS WELL AS
MANUFACTURINCs PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM
SPACING.
• APPROVED HA ..xERS SHOULD BE USED AT ALL CONNECITONS OF
RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES.
• LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER
IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE
PERMANENTLY AFFIXED TO EACH TFWSS SHALL CONTAIN THE
FOLLOWING:
A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY.
5. THE DESIGN LOAD.
C. THE TRUSS SPACING.
• ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE
FRAMEWO" AND SUPPORTING WALLS 50 AS TO FORM AN INTEGRAL
PART OF THE WHOLE BUILDINGS. ROOF TRUSSES SHALL HAVE JOINTS
WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED
BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY
BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES.
• ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF
IBEARINCs BY SOLID SLOCKINCs TO PREVENT ROTAION AND LATERAL
DISPLACEMENT. TH EY SHOULD ALSO BE BLOCKED AT THE RIDGE
TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.12,8.
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ATTIC VENTILATION:
VENTE BLOCK (3) 2m 0 HOL IU TN 1/4” U IW
- AT EACH T RUSS SPACE UNLESS NOTED
* FALL .` an&F bl..AbI PER NORLESCO E322
DONDERIZED EVER VENT PART NO. 556011
WITH 114" WI RE MESt4 AS NOTED
FACH AF -50 ROOF YENT = (80X50 50. IN.) =111 5F.
144
EACH FULL SCREEN VENT = (WX35X225) =.43 5F.
144
13 it VENTILATION= A ( S.F.) R 90. FT.
REQD (300)
C .GABLE VENTS (TOTAL 5Q R) (03) _ 60. FT.
( 144)
" • ROOF VENTS = (BX3) - C R NO. fW50 VENTS ,.
.211
E R EAVE VENTS A (SF.) A • NO. 3 HOLE EAVE VENTS
3 HOLES (300X 2 X o5) 30
E FULL EAVE VENTS = (5X.5)- (XX05) NO. FULL SCREEN EAVE VENT
SOLID SCREEN 443
X =
*AVAILABLE EAVE VENTS
VENTED BLOCKING OVER SUPPORTS.
• ROOF OVERHANGS TO BE 12" AT 0 M AND 9" UON
ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED.
'• SKYLIGHTS ON 2x6 CURB - SAFETY -GLASS
SKYL IGWTS TO CONFORM TO UBS SECTION 240e
• TRUSSES t RAFTERS SHALL BE 24" O.C. UNLESS
OTHERWISE NOTED.
• ALL BEAMS AND HEADERS TO BE VERIFIED WITH
STAMPED EWGINEERING CALCULATIONS. THIS '
OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS
BEFORE PROCEED s ,
F
• ALL TRUSSES SHALL CARRY MANUFACTURES STAMP.
• ALL TRUSSES SHALL BE INSTALLED t BRACED TO
I'" tANUFACTURS SPECIFICATIONS.
TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING
.DEPT. APPROVAL OR ENGINEERIW3 CALCULATIONS.
• ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWIWGS ON
SITE FOR FRAMING INSPECTION.
• ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO
MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE.
• TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED
WASHINGTON STATE STRUCTURAL ENGINEER.
• TRUSSES SMALL BE MANUFACTURED IN A PLANT APPROVED
UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL
BEAR THE QUALITY CONTROL STAMP (SECTION 2311.+6) AS WELL AS
MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM
SPACING.
• APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF
RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES.
• LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER
IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE
PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE
FOLLOWING:
A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY.
B. THE DESIGN LOAD.
C. THE TRUSS SPACING.
• ALL ROOF TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE
FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL
PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL H AVE JOINTS
WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED
BEFORE ANY LOAD 1 5 PLACED UPON THE TRUSS. DI AGONAL AND SWAY
BRAC SHALL BE USED TO BRACE ALL ROOF TRUSSES.
• ROOF TRUSSES SHOULD BE SUPPORTED LATERALL AT POINTS OF
BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL
DISPLACEMENT. THEY SHOULD ALSO BE: BLOCiGED AT THE RIDGE
TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.12.8.
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A RE A
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- AT EACH T RUSS SPACE UNLESS NOTED
* FALL .` an&F bl..AbI PER NORLESCO E322
DONDERIZED EVER VENT PART NO. 556011
WITH 114" WI RE MESt4 AS NOTED
FACH AF -50 ROOF YENT = (80X50 50. IN.) =111 5F.
144
EACH FULL SCREEN VENT = (WX35X225) =.43 5F.
144
13 it VENTILATION= A ( S.F.) R 90. FT.
REQD (300)
C .GABLE VENTS (TOTAL 5Q R) (03) _ 60. FT.
( 144)
" • ROOF VENTS = (BX3) - C R NO. fW50 VENTS ,.
.211
E R EAVE VENTS A (SF.) A • NO. 3 HOLE EAVE VENTS
3 HOLES (300X 2 X o5) 30
E FULL EAVE VENTS = (5X.5)- (XX05) NO. FULL SCREEN EAVE VENT
SOLID SCREEN 443
X =
*AVAILABLE EAVE VENTS
VENTED BLOCKING OVER SUPPORTS.
• ROOF OVERHANGS TO BE 12" AT 0 M AND 9" UON
ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED.
'• SKYLIGHTS ON 2x6 CURB - SAFETY -GLASS
SKYL IGWTS TO CONFORM TO UBS SECTION 240e
• TRUSSES t RAFTERS SHALL BE 24" O.C. UNLESS
OTHERWISE NOTED.
• ALL BEAMS AND HEADERS TO BE VERIFIED WITH
STAMPED EWGINEERING CALCULATIONS. THIS '
OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS
BEFORE PROCEED s ,
F
• ALL TRUSSES SHALL CARRY MANUFACTURES STAMP.
• ALL TRUSSES SHALL BE INSTALLED t BRACED TO
I'" tANUFACTURS SPECIFICATIONS.
TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING
.DEPT. APPROVAL OR ENGINEERIW3 CALCULATIONS.
• ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWIWGS ON
SITE FOR FRAMING INSPECTION.
• ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO
MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE.
• TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED
WASHINGTON STATE STRUCTURAL ENGINEER.
• TRUSSES SMALL BE MANUFACTURED IN A PLANT APPROVED
UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL
BEAR THE QUALITY CONTROL STAMP (SECTION 2311.+6) AS WELL AS
MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM
SPACING.
• APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF
RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES.
• LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER
IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE
PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE
FOLLOWING:
A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY.
B. THE DESIGN LOAD.
C. THE TRUSS SPACING.
• ALL ROOF TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE
FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL
PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL H AVE JOINTS
WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED
BEFORE ANY LOAD 1 5 PLACED UPON THE TRUSS. DI AGONAL AND SWAY
BRAC SHALL BE USED TO BRACE ALL ROOF TRUSSES.
• ROOF TRUSSES SHOULD BE SUPPORTED LATERALL AT POINTS OF
BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL
DISPLACEMENT. THEY SHOULD ALSO BE: BLOCiGED AT THE RIDGE
TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.12.8.
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GENERAL STRUCTURAL NOTES
MUN IONS:
SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW
FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS
AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL
BEARING VALUE = 2000 PSF.
USE:
THICKNESS:
SPAN /IN )EX
RATIC
EDGE
ATTACHMENT:
8d at 6" O.C.
8d at 6" O.C.
INTERMEDIATE
ATTACHMENT:
8d at 12" O.C.
8d at 12" O.C.
CODE:
ALL PLYWOOD SHALL BE AMERICAN PLYI i100D ASSOCIATION "CDX" RATED SHEATHING OR
32/16
24A
SHEAR WALL
1/2
B.O.F. - - -
BETTER, AND SHALL BEAR THE STAMP C F AN APPROVED TESTING AGENCY. LAY UP
A.B.C. - - - - AGGREGATE BASE COURSE
LBS - -
- POUNDS
1997 EDITION OF THE UNIFORM BUILDING CODE, WITH KING COUNTY AMENDMENTS.
PLYWOOD WITH FACE GRAIN PERPENDICL LAR TO SUPPORTS, STAGGER JOINTS. ALL
A•F•F• ` - - ABOVE FINISHED FLOOR
LLH - - - -
LONG LEG HORIZONTAL
BRG - - -
NAILING, COMMON NAILS. WHERE SCREI VS ARE INDICATED FOR WOOD TO WOOD
ALT. ALTERNATE
LLV - - - -
LONG LEG VERTICAL
C.I.P. - - -
ATTACHMENTS, USE WOOD SCREWS. AL. PLYWOOD SHALL BE OF THE FOLLOWING
A.B. - - - - ANCHOR BOLT
MFR 'S - -
- MANUFACTURER 'S
'WIN D LOAD = 80 MPH WIND SPEED, EXPOSURE B.
NOMINAL THICKNESS, 'SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS
'0 - - - - - AT (MEASUREMENT)
'BM
MAS C.J. - --
- MASONRY CONTROL JOINT
SEISMIC ZONE 3 (Z = 0.30 )
NOTED OTHERWISE:
- m - - - BEAM
B.F.F. - - - - BELOW FINISHED FLOOR
MECH'L -
N A
- MECHANICAL
NOT APPLICABLE
GENERAL STRUCTURAL NOTES
MUN IONS:
SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW
FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS
AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL
BEARING VALUE = 2000 PSF.
USE:
THICKNESS:
SPAN /IN )EX
RATIC
EDGE
ATTACHMENT:
8d at 6" O.C.
8d at 6" O.C.
INTERMEDIATE
ATTACHMENT:
8d at 12" O.C.
8d at 12" O.C.
ROOF
1/2*
32/16
24A
SHEAR WALL
1/2
, B.O.B. - - -
- BOTTOM OF
BEAM
/ _ «. ...
N.T.S. - -
f
- - NOT TO SCALE
B•O.D - - -
- BOTTOM OF
DECK
O.C. _ _ _
_ ON CENTER
B.O.F. - - -
- BOTTOM OF
FOOTING
O.F.W. - -
- - OUTSIDE FACE OF WALL
B.O.P. - - -
- BOTTOM OF
PLATE
OPP - - -
- OPPOSITE
BRG - - -
- BEARING
— CONCRETE
P.C. . - --
- PRECAST CONCRETE
C.I.P. - - -
- CAST IN PLACE
PLF _ _ _
_ POUNDS PER LINEAR FOOT
C L. -- - -
- CENTERLINE
22
PREFAB -
- - PREFABRICATED
C I - R
CENTERLINE
OF BEAM
24
15
• �
'
•
C.L.C. — — —
— CENTERLINE OF COLUMN
PSF — —
PSI _ _ _
— — POUNDS PER SQUARE FOOT
_ — POUNDS PER SQUARE INCH
ALTERNATE:
C.L.F. -- — —
— CENTERLINE OF FOOTING
REINF — —
— — REINFORCING
MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS:
C.L.W. — — —
— CENTERLINE OF WALL
SLH — —
— — SHORT LEG HORIZONTAL
AMERICAN PLYWOOD ASSOCIATION PERFC RMANCE RATED SHEATHING MAY BE USED AS AN ,,
ON GRADE
CLR _ �` _
CLEAR
SLV — — —
— SHORT LEG VER
3,000 PSI ALTI RNATE TO PLYWOOD MATH PRIOR AF PRO'VAL OF OWNER. RATED SHEATHING SHALL
FFOUNDATIONS
CONC — — —
— CONCRETE
SIM _ _ _
_ SIMILAR
- _
I,' AND CASSIONS 2 500 PSI COMPLY WITH I.C.B.O. REPORT N0. NER 124 EXPOSURE 1 AND SHAL L HAVE A SPAN
� CON —
C C.J.
— CONCRETE CONTROL JOINT
12"
14
' CONC S.J. - - CONCRETE SAWCUT JOINT
' ,RATING AND SHEAR VALUE EQUIVALENT ' OR BETTER THAN THE PLYWOOD R REPLACES. STD
ALL CONCRETE CONSTRUCTION SHALL. CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL ATTACHMENT AND THICKNESS (WITHIN 1/321 SHALL BE THE SAME AS THE PLYWOOD IT C.M.U. - - _ CONIC RETE MASONRY UNIT T.L. -
CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT REPLACES. #NSTALL PER MANUFACTURE 2'S RECOMMENDATIONS. CONN - - - - CONNECTION T.O.B.
TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC.. MAXIMUM SLUMP 4 1/2* FOR CONCRETE � � � � � CONT - - -- - CONTINUOUS � � � T.O.D.
WITHOUT �'. D.L. - - - - -DEAD LOAD
PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE MOOD GENERAL: T.O.F.
ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL UNLESS APPROVED OTHERWISE IN
4 0 OR DIA. -- - DIAMETER T.O.G.
WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY DO NOT NOTCH OR DRILL Jam, BEAM OR LOAD BEARING STUDS WITHOUT PRIOR : DN - ---DOWN
T.O.L.
CONTROL JOINTS (KEYED OR SAW CUT), AS ON THE FOUNDATION PLAN, SUCH APPROVAL OF THE STRUCTURAL ENGINEER THRU THE ARCHITECT. DOUBLE UP FLOOR D WG ( # S ) - - DRAWING( T.O.M.
THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS E.O.S. - - - - EDGE OF SLAB �.. .. T.Q.P.
OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS. EL. OR ELEV. - ELEVATION T.O.S.
JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS � _ _ _ _ _
EVERY OTHER STUD OF WOOD FRAME B BRING WALL SHALL HAVE A SIMPSON H3 EQ E QUA L T.O.W.
MAY BE SAW CUT. - - •
,• EQUIP _ _ - EQUIPMENT
4 °
ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS TYP -
FLY ASH - IF PERMUTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITEp TO 18% FAILED DIRECTLY TO THE TOP AND BOT "OM PLATES, PROVIDE 2X SOLID BLOCKING AT
EXP. EXPANSION BOLT U.N.O.
OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE MID HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING EXP. JT - ' - (E.J.) EXPANSION JOINT VERT
TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR TO TABLE 23- II -B -1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE E.W. -- - _ - EACH WAY WSTP
ARCHITECTURALLY EXPOSED CONCRETE. AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER F.F. - - - - FINISHED FLOOR W
WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL.. F.O.M. - - - FACE OF MEMBER W _
F.O.S. - -- - FACE OF
:- . .. , . - STEEL /
F.O.W. - - - - FACE OF WALL
W/0
• � -� _ GENERAL :,•�
GA CAGE
ASTM A615 (Fy = 60 KSI ) DEFORMED BARS FOR ALL BARS LARG 5 AND 'THE STRUCTURAL CONSTRUCTION DOCUIV ENTS REPRESENT THE FINISH ' ED STRUCTURE. GALV - - GALVANIZED
� ER . ASTM THEY DO T I � _ _ _ _ _
NO INDICATE THE METHOD c F CONSTRUCTION. THE CONTRACTOR SHALL G.S.N GENERAL STRUCTURAL. NOTES
A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS J4 AND SMALLER. NO TACK PROVIDE All MEASURES N � .
ECES�S��RY TO PROTECT THE STRUCTURE DURING . ' �GLB (GLULAM) -GLUED LAMINATED BEAM
WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH
THE STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY CONSTRUCTION. SUCH MEASURES SHAL _ INCLUDE, BUT NOT BE LIMITED TO, BRACING, I.F.W. -- - - - INSIDE FACE OF WALL
. -CLEAR _ SHORING FOR LOADS DUE TO CONSTRUt :TION EQUIPMENT, _ .
QU ENT, ETC.. THE STRUCTURAL I,E. - - - INVERT ELEVATION
CONCRETE COVERAGES AS FOLLOWS: ENGINEERING S N T
HALL. 0 BE RESPmNSIB _E FOR THE ORS MEANS METHOD S
HORI
CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
3"
EXPOSED TO EARTH OR WEATHER
'
J6 OR LARGER
. 2"
#5 AND SMALLER
r 1 1/2"
ALL OTHER PER LATEST EDITION OF ACI 31 Be
REGULAR
>3db >6db
1
CLASS B TENSION
SPLICE LENGTHS
COMP. BARS
PSI
SI
f c =2,500 / 3 � 000 PSI
f'c = 4 000 PSI
f' _ ALL
c
L ON
REGULAR
TOP
REGULAR
>3db >6db
1
TOP
>3db >6db
STD
LAP
ENCLOSED
W /SPIRAL
TIES
SPACING
& SIZE
3db
>6db
mwm�
>3db
m�
>6db
#3
16"
16"
21"
21"
16"
16"
18"
18"
12"
12"
14
22
22
28
28
19 0
19
24
24
15
12
#5
27"
27"
35"
35"
23"
23"
30"
30"
19"
14"
#6
35"
32"
48"
42"
31"
28"
40"
38"
23"
17"
#7
48"
38"
63"
49"
42"
33"
54"
42"
26"
20"
#8
63"
43"
82"
58"
55"
37"
71'
48"
30"
23"
#9
80"
48"
104"
BY
69"
42"
90"
55"
34"
25"
#10
102"
58"
132"
76"
88"
50"
114"
65"
38"
29"
#11
128"
71"
162"
93"
108"
62"
140"
80"
42"
32"
v!
ESTABLISH AND VERIFY ALL OPENINGS A AD INSERTS FOR ARCHITECTURAL, MECHANICAL,
1. TOP BARS ARE ANY
W
;;. HORIZONTAL BARS
SU ORS PRIOR TO CONSTRUCT ION.
PLACED SO THAT MORE
dib
a►
THM 12" OF FRESH
Q
CONCRETE IS CAST IN
COORDINATE ALL DETAILS,
THE MEMBER BELOW
NOTES AND DETAILS ON DRAWINGS SINAI L TAKE PRECEDENCE OVER GENERAL ,
THE REINFORCEMENT.
STRUCTURAL NOTES AND TYPICAL DETAILS. 'WHERE NO DETAILS ARE SHOWN, .
CONSTRUCTION SHALL CONFORM TO SIM LAR WORK ON THE PROJECT.
2. UNLESS NOTED
o�
OTHERWISE, LAP
CONTRACTOR SHILL BE RESPONSIBLE
SIBLF F )R VERIFICATION OF All DIMENSIONS WITH
SPLICES IN CONCRETE
luu
BEAMS, SLABS, WALLS,
a:
AND FOOTINGS SHALL
"8"
8
BE CLASS TENSION
OTHERWISE.
LAP SPLICES do LAP
O
SPLICES IN CONCRETE
a
COLUMNS SHALL BE
ANY ENGINEERING DESIGN, 'PROVIDED M OTHERS AND SUBMITTED FOR REVIEW, SHALL
COMPRESSION SPLICES.
V
�
v!
ESTABLISH AND VERIFY ALL OPENINGS A AD INSERTS FOR ARCHITECTURAL, MECHANICAL,
HORIZ BOLT
W
w
SU ORS PRIOR TO CONSTRUCT ION.
,.
L
dib
a►
FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE CORROSION,
Q
�o
COORDINATE ALL DETAILS,
ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE
BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND
NOTES AND DETAILS ON DRAWINGS SINAI L TAKE PRECEDENCE OVER GENERAL ,
00
STRUCTURAL NOTES AND TYPICAL DETAILS. 'WHERE NO DETAILS ARE SHOWN, .
CONSTRUCTION SHALL CONFORM TO SIM LAR WORK ON THE PROJECT.
4)
o�
VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS
NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
CONTRACTOR SHILL BE RESPONSIBLE
SIBLF F )R VERIFICATION OF All DIMENSIONS WITH
3/4"
luu
5"
x
1�=
TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED
ALL STRUCTURAL STEEL SHALL BE ASTM A36 (Fy = 36 KSI). ALL BOLTS SHALL BE
OTHERWISE.
N
O
INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS,
AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
ETC., SHALL 'BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD.
ANY ENGINEERING DESIGN, 'PROVIDED M OTHERS AND SUBMITTED FOR REVIEW, SHALL
V
�
0
J. LAM 1Al:l JIKU(:IUKAL
ENGINEER IF CENTER TO � co
CENTER SPACING OF W
REINFORCEMENT IS LESS �
TFUW OR EQUAL TO 3
BEAR THE SEAL OF A REGISTERED ENGIAEER RECOGNIZED BY THE BUILDING CODE BAR DIAMETERS DIAMETERS (<3db)• � Z W
JURISDICTION OF THIS PROJECT. lsb D
Fal
STANDARD
TOTAL LOAD
TOP OF BEAM
• TOP OF DECK
TOP OF FOOTING
TOP OF GRATE
TOP OF LEDGER
TOP OF MASONRY
• TOP OF PLATE
• TOP OF STEEL
-TOP OF WALL
•- TYPICAL ' a
- UNLESS NOTED OTHERWISE 3
•- VERTICAL UJ
WATER STOP
WELDED WIRE FABRIC
WITH
WITHOUT �.,■ '
, :NN ED FOR _
coo CO
A "pt �r, V)
FEB
1 ■
KIZ I AL • _. , -
TECHNIQUES, SEQUENCES FOR PROCEDL RE OF CONSTRUCTION, OR THE S411Y ) ,000 POUNDS
K KIP ,
( - - .- 1 ,.. .... � . .
_PRECAUTIONS AND THE PROGRAMS INCIE ENT THERETO. _ _ _ _ ` ` LO
L.L. LIVE LOADS�1i1�
s
tit! TTT
_ .. . CONSTRUCTION MATERIALS SHALL BE SP 3EAD OUT IF PLACED ON FRAMED � • � :, �� �� .
, CONSTRUCTION. LOAD SHALL NOT EXCEED THE I L . � �.�A
DES GN LIVE LOAD PER SQUARE FOOT. - � � ,..�-
INHERE REFERENCE IS MADE TO VARIOU` TEST STANDARDS FOR MATERIALS, SUCH
STANDARDS SHALL. BE THE LATEST EDITI )N AND /OR ADDENDA. •
I.;S S PLICES IN BETE:
ESTABLISH AND VERIFY ALL OPENINGS A AD INSERTS FOR ARCHITECTURAL, MECHANICAL,
HORIZ BOLT
PLUMBING AND ELECTRICAL WITH APPRO'RIATE TRADES, DRAWINGS AND
LAP SPLICES, UNLESS NOTED OTHERWISE SHALL BE CLASS "B" SPLICES ES TENSION LAP P
SU ORS PRIOR TO CONSTRUCT ION.
,.
L
dib
a►
FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE CORROSION,
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL
LENGTH
COORDINATE ALL DETAILS,
Fal
STANDARD
TOTAL LOAD
TOP OF BEAM
• TOP OF DECK
TOP OF FOOTING
TOP OF GRATE
TOP OF LEDGER
TOP OF MASONRY
• TOP OF PLATE
• TOP OF STEEL
-TOP OF WALL
•- TYPICAL ' a
- UNLESS NOTED OTHERWISE 3
•- VERTICAL UJ
WATER STOP
WELDED WIRE FABRIC
WITH
WITHOUT �.,■ '
, :NN ED FOR _
coo CO
A "pt �r, V)
FEB
1 ■
KIZ I AL • _. , -
TECHNIQUES, SEQUENCES FOR PROCEDL RE OF CONSTRUCTION, OR THE S411Y ) ,000 POUNDS
K KIP ,
( - - .- 1 ,.. .... � . .
_PRECAUTIONS AND THE PROGRAMS INCIE ENT THERETO. _ _ _ _ ` ` LO
L.L. LIVE LOADS�1i1�
s
tit! TTT
_ .. . CONSTRUCTION MATERIALS SHALL BE SP 3EAD OUT IF PLACED ON FRAMED � • � :, �� �� .
, CONSTRUCTION. LOAD SHALL NOT EXCEED THE I L . � �.�A
DES GN LIVE LOAD PER SQUARE FOOT. - � � ,..�-
INHERE REFERENCE IS MADE TO VARIOU` TEST STANDARDS FOR MATERIALS, SUCH
STANDARDS SHALL. BE THE LATEST EDITI )N AND /OR ADDENDA. •
I.;S S PLICES IN BETE:
ESTABLISH AND VERIFY ALL OPENINGS A AD INSERTS FOR ARCHITECTURAL, MECHANICAL,
HORIZ BOLT
PLUMBING AND ELECTRICAL WITH APPRO'RIATE TRADES, DRAWINGS AND
LAP SPLICES, UNLESS NOTED OTHERWISE SHALL BE CLASS "B" SPLICES ES TENSION LAP P
SU ORS PRIOR TO CONSTRUCT ION.
PER LATEST EDITION OF ACI 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH.
ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF
OPTIONS ARE FOR CONTRACTORS CONVI .'NIENCE. IF AN OPTION IS CHOSEN,
FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE CORROSION,
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL
LENGTH
COORDINATE ALL DETAILS,
ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE
BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND
NOTES AND DETAILS ON DRAWINGS SINAI L TAKE PRECEDENCE OVER GENERAL ,
INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN AR E MAXIMUM
STRUCTURAL NOTES AND TYPICAL DETAILS. 'WHERE NO DETAILS ARE SHOWN, .
CONSTRUCTION SHALL CONFORM TO SIM LAR WORK ON THE PROJECT.
ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL
7"
VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS
NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
CONTRACTOR SHILL BE RESPONSIBLE
SIBLF F )R VERIFICATION OF All DIMENSIONS WITH
3/4"
ARCHITECTURAL DRAWINGS PRIOR TO S FART OF CONSTRUCTION. RESOLVE ANY
5"
DISCREPANCY WITH THE ARCHITECT,
TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED
ALL STRUCTURAL STEEL SHALL BE ASTM A36 (Fy = 36 KSI). ALL BOLTS SHALL BE
OTHERWISE.
ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST RISC
HANDBOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I,C.B4O. RATING FOR MATERIAL
WHERE DISCREPANCIES OCCUR BETWEEN PLANS DETAILS GENERAL STRUCTURAL NOTES
INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS,
AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
ETC., SHALL 'BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD.
ANY ENGINEERING DESIGN, 'PROVIDED M OTHERS AND SUBMITTED FOR REVIEW, SHALL
.ti4IE�:
PROVIDE ANCHORS, ANCHOR BOLTS AND
EXPANSION BOLTS PER THIS SCHEDULE
UNLESS NOTED ON PLANS OR OR DETAILS
EXPANSION BOLTS SFWII HAVE ICBO
REPORT FOR SAME INSTALLATION
AT 'ANCHORS" USE 3/16" FILLET
THICKNESS OF DRYPACK DOES NOT APPLY ''lo" Z3
TOWARDS EMBEDMENT. .ANCHOR BOLT _
01 TYMAL ANCHOR BOLA, AND EXPANSION BOLT SCHEDULE
W SCALE
(3)
no
LAP SCHEDULE FOR REINFORCING ts I E IMP EL. I a
1. FACE OF WALL, TOP OF
• WALL, COLUMN, ETC.
2. 2 MIN. STANDARD HOOK
OR BOLT HEAD, TYP.
LAW ION BO T 3. PLATE, ANGLE CHANNEL.,
L
• (EPDXY BOLT SIMILAR) ETC.
.'/. .► ^I►'_i3Gi1 . i�I' �I•► a^: TT. i iD/ T' Tf'.• iAYe� !.�•t.'Sf�'•►'t ^S'�+�%t.►' ►A+Sa Y�.•...w -.r- i. 1 nI�I'.'�'1R'..,C fi r. ... 7. -, ,•/r`.'Tw+ ^ �.� .. � _ ..� .. �,... .�....,�w,� .. .. _,.�. �.. •....�.�., �y►r.. 1•__ 7 r1►T'1r'� ^:T" /�f'�T P7. 1."' TT*' ...�,..rr.�.- T_- �..�+..�+. -,T'r ..r._ -fit �+� ._. .... .. -_ _.. .. .'.�.- .... _ _. .. _ � _. _ ... _ .,
BOLT
VERT BOLT
HORIZ BOLT
HEADED STUD
DIAMETER
EMBEDMENT
EMBEDMENT
FILLET WELD
_
LENGTH
LENGTH
SIZE " "
S
1 /2 w
7"
4"
1/4 9
5/8"
7"
4"
5/16"
3/4"
7"
5"
5/16"
CL
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1. EDGE NAILING
2• 2X PONY WALL W/
STUDS 0 16' O.C.
SHEATHING AND
ATTACHMENT
3. 5/8' 0 A.B. O 48` O.C.
UNO
4. 2 - ft CONTINUOUS
5. 6' CONCRETE WALL
6. #4 0 10' O.C. VERTICAL
7. #4 0 10' O.C. HORIZONTAL
S. DOWELS TO MATCH AND UP
VERTICAL REINFORCEMENT
9. FINISH GRADE OR CONCRETE
SUB AS OCCURS
10. (2) #4 BARS CONTINUOUS
REINFORCING �
N 2 .
,G ENERAL STRUCTURAL 'NOTES
BUILDIN CODE:
(12) .
2003 EDITION OF THE INTERNATIONAL BUILDING CODE.
13 )
rA
1 1/2
ROOF LIVE LOAD = 25 PSF (SNOW).
(14) .
O.C.
SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES - 14 PSF. (EXCLUDES TRUSS WEIGHT)
0
14 BARS O 18"
( 9 PSF TOP CHORD / 5 PSF BO i TOM CHORD)
3
O.C.
ROOF DEAD LOAD = 16 PSF.
(2)
FLOOR LIVE LOAD = 40 PSF (REDUCIBLE).
0
FLOOR DEAD LOAD = 12 PSF.
WIND LOAD = 85 MPH WIND SPEED, EXPOSURE B.
foc
SEISMIC CATEGORY D2.
FOUNDATIONS;
SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW
(3)
(5)
(4)
f INISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS
(11)
AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL
4b
BEARING VALUE = 1500 PSF.
i-
Von
MCREIE:
. (
..
MINIMUM
2" we (6)
28 DAY STRENGTH 2,500 PSI.
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO I
A.C.. MECHANICALLY VIBRATE ALL
(8 Co
(7)
CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT
..
TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP 4-1/2 FOR CONCRETE
r •
( 9 )
WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, iA HIGHER FINAL SLUMP MAY BE
ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL UNLESS APPROVED OTHERWISE IN
cq
WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY
.
CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH
THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL
`
C4
JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ,ALL OTHER JOINTS
MAY BE SAW CUT.
1/2
FLY ASH -- IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 18%
.
3' -00 00)
OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE
,
TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR
}
ARCHITECTURALLY EXPOSED CONCRETE.
M
i
1. EDGE NAILING
2• 2X PONY WALL W/
STUDS 0 16' O.C.
SHEATHING AND
ATTACHMENT
3. 5/8' 0 A.B. O 48` O.C.
UNO
4. 2 - ft CONTINUOUS
5. 6' CONCRETE WALL
6. #4 0 10' O.C. VERTICAL
7. #4 0 10' O.C. HORIZONTAL
S. DOWELS TO MATCH AND UP
VERTICAL REINFORCEMENT
9. FINISH GRADE OR CONCRETE
SUB AS OCCURS
10. (2) #4 BARS CONTINUOUS
REINFORCING �
RETAINED
W/
PONY
WALL
ASTM A615 (Fv an KSII I)FF(IRUF11 ReRC FnR Ai i asRC JS emn i enr_ro Arne
rA
1 1/2
ALL OTHER PER LATEST EDITION OF ACI 318.
A615 (Fy ; 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER. NO TACK SCALE: N.T.S.
WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH
THE STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAILING MANUAL APPLY. CLEAR
CONCRETE COVERAGES AS FOLLOWS: ti
CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
3'
EXPOSED TO EARTH OR WEATHER
(1)
1,6 OR LARGER .: .:
20
15 AND SMALLER _
1 1/2
ALL OTHER PER LATEST EDITION OF ACI 318.
J
J
PLICES IN CONCRETE:
LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS 'B" TENSION LAP SPUCES
PER LATEST EDITION OF A.C.I. 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH.
ALL REINFORCING SHALL flE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF
FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION.
ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE
BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND
INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM
ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL
VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS
NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
I c
.
r
B F OUNDATION STEM WALL WITH UNBALANCED rmILL
SCALE: N.T.S.
a)
VERTICAL
HORIZONTAL
(1)
'
REINFORCING
UJ
2
14 BARS O 18"
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ALL SCHEDULE
2. FLOOR SHEATHING .
3. FLOOR JOISTS PER PLAN
f
4. (2) #4 BARS CONTINUOUS (AT TOP) PROVIDE #4 Y'
AT 10" O.C. HORIZONTAL ui
5• 5/8" DIAMETER ANCHOR BOLTS WITH PLATE
z
WASHERS O 48' O.C. - EMBED 7 ", MINIMUM:
y 0
6. 48" CONCRETE STEM WALL
3:
7. VERTICAL AND HORIZONTAL RDNFORCING PER
SCHEDULE
8. DOWELS TO MATCH AND LAP VERTICAL w
REINFORCEMENT, ALTERNATE BENDS 1 '}■■-
9. EDGE NAILING
10. 2x CONTINUOUS RIM
j
11. 16d O 6' O.C. QC�
2. (2) #4 BARS, CONTINUOUS
. oo�
.t
RETAINED
VERTICAL
HORIZONTAL
HEIGHT
REINFORCING
REINFORCING
g ._ 0 "
14 BARS O 18"
#4 BARS O 10
O.C.
O.C.
5 9,
14 BARS O 18"
#4 BARS O 10"
O.C.
O.C.
12)
CORRE :i_.w
ON
LT R #
kG'D
W
Z to
0 0
VOW
0 0
�C
o� a
� a
c
c
r
.
it � %
Gq
(2) (2) � � (ea) lmfto
( 1. BASE PLATE NAILING PER (3) 1. BASE PUTS NAILING PER
SHEAR WALL SCHEDULE �. SHEAR WALL SCHEDULE
(10) 2. FLOOR sH�►�iNC � (2) 2. � sd o s' O.C.
*r 00
3. FLOOR JOISTS PER PLAN
t � 4. (2) #+ BAR CONTINUOUS (4) (10) 1 FLOOR SHEATHING
(AT TOP) PROVIDE #4 AT 4• FLOOR JOISTS PER PLAN
10" O.C. HORIZ. 5. BLOCKING 048" O.C.
(4) 5 5/8
HEAR WALL DIA. A.B. SING (5) 6. (2) /4 BAR CONTINUOUS
(5) - i� i i SCHEDULE. 48' O.C. MAX. (6) d _� ( -� � CAT TOP) PROVIDE �4 AT
6. �4 AT 18 A.C. (MAX.) ALT 10 � O.C. HORIZ.
• � 7, (2) 14 BARS CONTINUOUS (7) a � � � 7. 5/8 pU1. A.B. SPACING
PER SHEAR WALL
� 8. EDGE NAILING � } SCHEDULE. 48' O.C. MAX.
(6) a � 9. 2x CONTINUOUS RIM (8) °�° 8. #4 AT 18' O.C. (MAX.) ALT
(7 co l0. 16d O 6' O.C. (9) � 9. (2) #4 BARS CONTINUOUS
. t ° 10. EDGE NNUNG
11. 2x CONTINUOUS RIM
00
TYPICAL FOUNDATION STEM WALL TYPICAL PDUNDAT10N STEM WALL
:.nn
(2)
2. 5/8" DIAMETER ANCHOR
B (3) BOLTS. SPACING PER SHEAR 3 )
EAR • 1. CONCRETE SLAB ON GRADE
(4) :WALL SCHEDULE 2. STUD WALL BEYOND
0 3. 2x BASE PLATE (4) 3. TOOLED EDGE
• • • r - .ME
7-7 4. CRETE SLAB ON GRADE 4. FINISH OR CONCRETE
• � - ��
.� �, , r-! SLAB WHERE OCCURS
o° _ . #4 HOOKED DOWELS AT 24 = -
_ ��' �! .5 CONCRETE STEM WALL AND
0 (8) O.C., ALTERNATE BENDS co 0 0 t '
�' • ° FOOTING WITH REINFORCING
s +6. SHEATHING AND NAILING PER on o
0 0 0' (5) CONTINUOUS FROM BEYOND
`. SHEARWAL.L SCHEDULE= fi. 4 HOOKED
` DOWELS 0 24
�-,_�
8 : 7. FINISH GRADE OR CONCRETE O.C., ALTERNATE BENDS
SLAB AS OCCURS .
,8. CONCRETE STEM WALL AND a
3 C (9) FOOTING !� w
1'_6" 9• (2) #4 BARS CONTINUOUS 6
TOP AND BOTTOM „
1 --6
lr 111VOOD STUDWA FOOLING
• SCALE: N.T.S.
C
1. CORNER BARS SAME
SIZE do SPACING AS
HORIZ. REINFORCING
LAP PER GSN (24"
MINIMUM)
2. CONCRETE STEM
WALL OR FOOTING
3. ALTERNATE BENDS
4. REINFORCING PER
PLANS AND/OR
DETAILS
PLAN - CORNER REINFORCING IN
(2
..%
Ill
-mm
1. 2X. BLOCKING
20 FLOOR JOISTS PER PLAN
3. 1 Od o 4» O.C.
4. MAIN FLOOR BEAM PER PLAN
5. FLOOR SHEATHING
6, POST PER PLAN, PROVIDE
SIMPSON AC TYPE POST
CONNECTION OR WOOD
CLEAT. CONNECT POST TO
FOOTING WITH SIMPSON
A35.
7. CONCRETE FOOTING
PER PLAN.
�mm
1 TYPICAL INTERIOR SPREA D FOOLING
o
ac
WOOD COLUMN F001ING
Ivvl
��
ebm.0
Ic
1 •
LAP PER
GSN (24" MIN.)
OW
TYP.
2.
TOP OF
WALL FOOTING
3.
'PIPE THRU STEM WALL
w �
C
AS OCCURS SEE TYP.
JUry24
DETAIL
4.
RETURN
TO FOOTING
CL
C >m
THICKNESS
AS SHOWN
N
ON PLAN.
LL
(3)
NOTE: D
= 20 -0
MAXIMUM
FOR ADDITIONAL
S 1.1
INFORMATION,
SEE PLANS
AND DETAILS
x`4
CONCRETE FOOTING, STEM OR WALL VIR TYPICAL STEP IN CONCR FOOTING
1111110501-
t
WIDTH & LENGTH
PER PLAN
I
„FOOD COLUMN F001ING
co ■
16 4
.W 3.
1. MIOOD COLUMN �
2. COLUMN BASE
3. FINISH GRADE OR CONCRETE
SLAB WHERE OCCURS � , w N
4. 12" SQUARE CONCRETE
PEDESTAL
5. CONCRETE FOOTING
6. #3 TIES AT 8" O.C.
7. (4) #5 HOOKED DOWELAS
8. CONCRETE SLAB ON GRADE
Note: ui w
SEE ARCHITECTURAL DRAWINGS 2 Z
FOR COLUMN COMER AS �
+OCCURS = C
MPI�G� UJ "o
Gd
N w
to
�
Tt��Wi
z
1. SIMPSON P8 POST Q
BASE
2. WOOD COLUMN c a (n
3. CONCRETE SLAB
4. CONCRETE FOOTING
SCALE: N.T.S. SCALE: N.T.S.
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105 OPENING
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SCALE: H.T.S.
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SCALE: N. LS. ,
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�t
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3 LL.
D tR
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�
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V
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N
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2 � Imm
LL
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S 1.1
MWECt NO.
SCALE: N.T.S. SCALE: N.T.S.
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105 OPENING
---
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SCALE: H.T.S.
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SCALE: N. LS. ,
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1
i
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SCALE: N.T.S. SCALE: N.T.S.
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105 OPENING
---
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SCALE: H.T.S.
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r-
SCALE: N. LS. ,
• s
A
2 WOOD JOIST AT WOOD STUD WALL
N.T.S.
2
A m
(7)
1.
16d 0 6" O.C. BASE
(
w
PLATE MIN
( 7)
2.
FLOOR SHEATHING
(9)
3.
FLOOR JOISTS PER PLAN
(a)
4.
2x CONTINUOUS RIM JOIST
(8)
c
WITH (2) 1 O NAILS PER
4.
JOIST
,
5.
WOOD STUD WALL
. - .l z •t.P(s.. � "L : �w:� a►'r" . «' ' ....7'.�I
6.
SHEATHING AND NAILING
'
6.
PER SHEARWALL SCHEDULE
7.
EDGE NAILING
B•
16d 0 6" O.C.
2 WOOD JOIST AT WOOD STUD WALL
N.T.S.
2
WOOD JOIST AT WOOD STUD WALL
i a
3 y
e
. .7
1 • PLYWOOD SHEATHING
2. 2x BLOCKING
3. FLOOR JOISTS PER PLAN
4. DOUBLE 2x TOP PLATE
5. WOOD STUD WALL
6. 2x TREAD AND RISERS
7. 20 2 STRINGER
NOTE:
'SEE ARCHITECTURAL FLAN FOR
TREAD, RISER AND NOSING
DIMENSIONS
1. BASE PLATE NAILING PER � .. - _ .. - .,, . � ..! ._ � �■■-
C 5
� .
•
(3)
C
t
(1
{2
(3
.1
WOOD
SCALE: N.T.S.
1 4%
1. WOOD STUD WALL
(4) 2. CONTINUOUS 2x WITH 16d
NAILS 0 12' O.C.
3. WOOD BEAM
4. SHEATHING AND NAILING
PER SHEARVYALL SCHEDULE
(s)
(7)
�
(7)
16
16d 0 6" O.C. SASE
(g)
w
PLATE (MIN)
SCALE:
2.
FLOOR SHEATHING
(9)
3.
2x CONTINUOUS RIM JOIST
(a)
� (2) 10d NAILS PER
3:
c
0
4.
SIMPSON A34 CUP
,
5•
2x BLOCKING 048'
. - .l z •t.P(s.. � "L : �w:� a►'r" . «' ' ....7'.�I
2R�' .' .' , !.. ' i . ..�. r ,. r ..... ,, ,.... T „ 1 ' - � � rte � _ _ � -. - . _.- �„ -.
O.C.
W
6.
FLOOR JOIST'S PER PLAN
7.
SHEATHING AND NAILING
PER SHFJIRWALL SCHEDULE
8.
EDGE NAILING
9•
7 6d 0 6" O.C.
WOOD JOIST AT WOOD STUD WALL
i a
3 y
e
. .7
1 • PLYWOOD SHEATHING
2. 2x BLOCKING
3. FLOOR JOISTS PER PLAN
4. DOUBLE 2x TOP PLATE
5. WOOD STUD WALL
6. 2x TREAD AND RISERS
7. 20 2 STRINGER
NOTE:
'SEE ARCHITECTURAL FLAN FOR
TREAD, RISER AND NOSING
DIMENSIONS
1. BASE PLATE NAILING PER � .. - _ .. - .,, . � ..! ._ � �■■-
C 5
� .
•
(3)
C
t
(1
{2
(3
.1
WOOD
SCALE: N.T.S.
1 4%
1. WOOD STUD WALL
(4) 2. CONTINUOUS 2x WITH 16d
NAILS 0 12' O.C.
3. WOOD BEAM
4. SHEATHING AND NAILING
PER SHEARVYALL SCHEDULE
(s)
(7)
U �
U)
WOOD STUD WALL a
SIMPSON H5 STUD TO
STRINGER AT EVERY
OTHER STUD
2x TREAD AND RISERS
16d 0 12' O.C.
L EACH STUpNIMUM AT c co
o
2x STRINGER
Q
ATE: "_ cw> H
SEE ARCHITECTURAL '�
FOR TREAD, W PLANS
RISER AND NOSING �hy TNF Z 3 U. to
aMENSioris �� C7
22 a Z
PtFjo
CPO
sF+Ur W. �
STAIR STRINGER 70 WOOD STUD WALL
WOW STUD WA AT WOOD BEAM /_1 WOOD ts i RINGER AT LANDING
N
�
LIU
w
N.T.S.
SCALE:
2
z
0
00
3:
c
0
.... •'
,
,
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.. .. � ,�. _ ..... �.- . •.^�•
W
C �t
l+
U �
U)
WOOD STUD WALL a
SIMPSON H5 STUD TO
STRINGER AT EVERY
OTHER STUD
2x TREAD AND RISERS
16d 0 12' O.C.
L EACH STUpNIMUM AT c co
o
2x STRINGER
Q
ATE: "_ cw> H
SEE ARCHITECTURAL '�
FOR TREAD, W PLANS
RISER AND NOSING �hy TNF Z 3 U. to
aMENSioris �� C7
22 a Z
PtFjo
CPO
sF+Ur W. �
STAIR STRINGER 70 WOOD STUD WALL
WOW STUD WA AT WOOD BEAM /_1 WOOD ts i RINGER AT LANDING
N
�
o
SCALE:
N.T.S.
SCALE:
N.T.S.
.... •'
,
,
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.. .. � ,�. _ ..... �.- . •.^�•
- - ... _ _. _ -
l+
SHEARWALL SCHEDULE ,
2. FLOOR SHEATHING 3
_ {g) 3. FLOOR JOISTS PER PLAN
4. SHEATHING AND NAILING
(5) - PER SHEARWAL.L SCHEDULE '
�•
BEAM PER PLAN
6. EDGE NAILING `
7.
SIMPSON LU HANGER
WOODJOIST AT WOOD
BEAM
.SCALE: N.T.S.
J
�
ui
1. WOOD BEAM
/ (2) SIMPSON HU OR HUTF
. 1. DOUBLE EDGE NAILING
_ 2. FLOOR SHEATHING �pN
z1
3. Joisr PER PLAN (2) A
4. SIMPSON LU TYPE JOIST
wwcER � DEB
5. 'WOOD BEAM PER PLAN
(4)
wm
(5)
JOK AT !WOOD BEAM r ., WOOD BEAM ATWOOD BEAM
NTS
0 d.
141
c
N
1. EDGE NAIUNG
le
2. PLYWOOD SHEATHING ',
JOIST PER PLAN
3 ,
4. 2x BLOCKING W/ 3 -16d ALM
C 1 NAILS PER BLOCK ,
g �
5. 'WOOD STUD WALL
SHEATHING AND ATTACHMENT
(6) PER PLANS W
6. 2X. CONT. RIM JOIST W/
2 - 10d
NAILS P ER J
LS E OIS T �
7. 'DOUBLE 2X. TOP PLATE
�
W/ 16d NAILS AT 12 Q
O.C. !
ob ;
Z
WOOD JOIST AT WOOD STU VVALL
L� mv= w
CONNECTION
SCIrLE: N.T.S.
PROJECT N0.�
11562
cos � � � . • . .�
_.. v •t•, 2 'r. /Dr.. A� - y 1Dw; jir' w• •r'. "*.. •+0., r..+f,.r•r �- w..✓p ". - lV'..1Pi�s- , ♦•� r �~ .. .�.. ,
i 40
J* .X
A
(1) 1. TRUSSES PER PLAN
(y) 2. ROOF SHEATHING
(3) 1 8d 0 6` O.C. EDGE
NAILING �4� �• 2x BLOCKING WITH (3)
(g) 16d PER BLOCK
5. SHE/1R PANEL EDGE
( NAILING
6. SHEATHING AND NAILING
( PER SHEARMIALL SCHEDULE
( 7. SIMPSON H1 CUP AT EACH
TRUSS
8. CONTINUOUS 2x FASCIA
WITH (2) 10d PER TRUSS
WOOD TRUSS AT WOOD STUD WALL �--�
B
2.
RIDGE VENTS
3.
TRUSSES PER PLAN
4.
PL YWOOD SHEATHING
5.
2x SOLID BLOCKING
1 O NAILS PER JOIST
1
20 OUTRIGGER 0 24" O.C.
4.
(2) 1 O NAJLS PER TRUSS
-(3)
5.
SIMPSON A35 CUP AT EACH
(4)
SIMPSON A35 OR SIMPSON
OUTRIGGER
-(5)
6.
GABLE END TRUSS -
6
SHEATHING AND NAILING PER
PLYWOOD SHEATHING
SHEARWALL SCHEDULE
-(7)
7.
16d 0 6" O.C. BOTTOM
p "
5.
TRUSS CHORD TO WALL TOP
PLATE
16d PER BLOCK
A.
{ 2x4 BRACE 0 48" O.C. WITH
3
{
SIMPSON A35 CUP EACH END
-
g,
TRUSSES PER PLAN t.
r
(2) ) Od PER TRUSS
a
co
J* .X
A
(1) 1. TRUSSES PER PLAN
(y) 2. ROOF SHEATHING
(3) 1 8d 0 6` O.C. EDGE
NAILING �4� �• 2x BLOCKING WITH (3)
(g) 16d PER BLOCK
5. SHE/1R PANEL EDGE
( NAILING
6. SHEATHING AND NAILING
( PER SHEARMIALL SCHEDULE
( 7. SIMPSON H1 CUP AT EACH
TRUSS
8. CONTINUOUS 2x FASCIA
WITH (2) 10d PER TRUSS
WOOD TRUSS AT WOOD STUD WALL �--�
I -A
%mil
19H RIDGE
1rEN
r.%
TRUSS RlD(�
1.
B
2.
RIDGE VENTS
I -A
%mil
19H RIDGE
1rEN
r.%
TRUSS RlD(�
1.
EDGE NAILING
2.
RIDGE VENTS
3.
TRUSSES PER PLAN
4.
PL YWOOD SHEATHING
5.
2x SOLID BLOCKING
(8
(9
GABLE END TRUSS
SCALE: N.T.S.
---- _ 1 . 2X OR VALLEY SET OVER
.�' ✓ , ._. ». ...._�. _`.... FRAMING AT 24" O.C.
.� 2. PREFAB WOOD TRUSS BELOW
3. LINE OF PLYWOOD j
SHEATHING JOINTS
e
4. 2x TO MATCH WIDTH OF CUT
"r iAYED FLAT OVER PLYWOOD
- SHEATHING WITH 3 -16d
f TYPICAL AT EACH TRUSS.
` - 5. SIMPSON A34 OR 2 -16d NAILS,
TYP
- �. ...�.11`. rte`,_``` _..r , +j� .. r r '. •.
I. PLYWOOD SHEATHING ON
_---� _ PRIMARY ROOF TRUSSES
SHALL BE CONTINUOUS.
2. FOR CLARITY, SHEATHING OVER
VALLEY FRAMING NOT SHOWN.
3. AT 2x OVER FRAMING USE
THE FOLLOWING:
! •
--� 0 -4 --- 2x4 MIN.
.••r'.. -' ~rte � � � '
4 _g ---- -- 2x6 MIN.
8' -10' ----- 2x8 MIN.
10' -12' ---- -- 200 MIN.
co
1.
EDGE NAILING
-0)
2•
FASCIA PER ARCH. WITH (2)
-(2)
44 E
1 O NAILS PER JOIST
1
20 OUTRIGGER 0 24" O.C.
4.
(2) 1 O NAJLS PER TRUSS
-(3)
5.
SIMPSON A35 CUP AT EACH
(4)
SIMPSON A35 OR SIMPSON
OUTRIGGER
-(5)
6.
GABLE END TRUSS -
6
SHEATHING AND NAILING PER
PLYWOOD SHEATHING
SHEARWALL SCHEDULE
-(7)
7.
16d 0 6" O.C. BOTTOM
p "
5.
TRUSS CHORD TO WALL TOP
PLATE
16d PER BLOCK
A.
{ 2x4 BRACE 0 48" O.C. WITH
6.
{
SIMPSON A35 CUP EACH END
-
g,
TRUSSES PER PLAN t.
GABLE END TRUSS
SCALE: N.T.S.
---- _ 1 . 2X OR VALLEY SET OVER
.�' ✓ , ._. ». ...._�. _`.... FRAMING AT 24" O.C.
.� 2. PREFAB WOOD TRUSS BELOW
3. LINE OF PLYWOOD j
SHEATHING JOINTS
e
4. 2x TO MATCH WIDTH OF CUT
"r iAYED FLAT OVER PLYWOOD
- SHEATHING WITH 3 -16d
f TYPICAL AT EACH TRUSS.
` - 5. SIMPSON A34 OR 2 -16d NAILS,
TYP
- �. ...�.11`. rte`,_``` _..r , +j� .. r r '. •.
I. PLYWOOD SHEATHING ON
_---� _ PRIMARY ROOF TRUSSES
SHALL BE CONTINUOUS.
2. FOR CLARITY, SHEATHING OVER
VALLEY FRAMING NOT SHOWN.
3. AT 2x OVER FRAMING USE
THE FOLLOWING:
! •
--� 0 -4 --- 2x4 MIN.
.••r'.. -' ~rte � � � '
4 _g ---- -- 2x6 MIN.
8' -10' ----- 2x8 MIN.
10' -12' ---- -- 200 MIN.
PLAN -'TYP'ICAL VALLEY FRAMING AT
WOOD TRUSS AT WOOD BEAM � PREFAB WOOD TRU33E3
SCALE: N.T.S.
SCALE: N.T.S.
C
t%ol
(1)
(2) -
(3)-
(4)-
c>>
ts� ,. EDGE rwuNc
2. PLYWOOD SHEATHING
3. (2) 10d PER STUD
4. CONTINUOUS 2x LEDGER
5. SIMPSON LU TYPE HANGER
6 PREFABRICATED WOOD
TRUSS
7. 2x SOLID BLOCKING
(9) 8. WOOD STUD WALL
9. SIMPSON A35 CUP AT
(7) EACH STUD
woos -mss AT woos sru� wa wAAI� TAIl4.0 wrw� e�n m wwi �
WOOD TRUSS AT GIRDER TRUSS
I -
N
ow
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TRUSSES PER PLAN
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PLYWOOD SHEATHING
-
4.
EDGE NAILING
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WOOD BEAM
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7.
FASCIA PER ARCH. WITH
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PLAN -'TYP'ICAL VALLEY FRAMING AT
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SCALE: N.T.S.
SCALE: N.T.S.
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t%ol
(1)
(2) -
(3)-
(4)-
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2. PLYWOOD SHEATHING
3. (2) 10d PER STUD
4. CONTINUOUS 2x LEDGER
5. SIMPSON LU TYPE HANGER
6 PREFABRICATED WOOD
TRUSS
7. 2x SOLID BLOCKING
(9) 8. WOOD STUD WALL
9. SIMPSON A35 CUP AT
(7) EACH STUD
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WOOD TRUSS AT GIRDER TRUSS
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(6) 4. CONTINUOUS DOUBLE TOP PER � O
PLATE �NTf W
5. HEADER AS PER PLAN, � � � � >m. cc
SAME WIDTH AS WALL �3C ,
6. (2) CRIPPLE STUDS shEU No. �
S1.3
TO TAUS GIRDER �\ BUILT-UP P�.4T POR01 1 FI - rte wei i I�� � ��
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SCALE: N.T.S.
�. SCALE. N.T.S.
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1. PLYWOOD SHEATHING
2. PREFABRICATED WOOD
(g) TRUSS
3. EDGE wuuNc
4. 2x BLOCKING WITH (3)
16d PER BLOCK
5. SIMPSON LU TYPE HANGER
6. PREFABRICATED WOOD
TRUSS GIRDER
SCALE. N.T.S. 11562
. 40AS
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PLATE �NTf W
5. HEADER AS PER PLAN, � � � � >m. cc
SAME WIDTH AS WALL �3C ,
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TO TAUS GIRDER �\ BUILT-UP P�.4T POR01 1 FI - rte wei i I�� � ��
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SCALE: N.T.S.
�. SCALE. N.T.S.
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1. PLYWOOD SHEATHING
2. PREFABRICATED WOOD
(g) TRUSS
3. EDGE wuuNc
4. 2x BLOCKING WITH (3)
16d PER BLOCK
5. SIMPSON LU TYPE HANGER
6. PREFABRICATED WOOD
TRUSS GIRDER
SCALE. N.T.S. 11562
. 40AS
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(g) TRUSS
3. EDGE wuuNc
4. 2x BLOCKING WITH (3)
16d PER BLOCK
5. SIMPSON LU TYPE HANGER
6. PREFABRICATED WOOD
TRUSS GIRDER
SCALE. N.T.S. 11562
. 40AS
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. 40AS
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�
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4. 4x SAWN OR 3 1/8*
.
F-
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PERPENDICULAR TO'WALL
v w SCALE: N.T.S.
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311
W(W HEADER
SCALE: N.T.S.
WOOD BEAM ATWOOD COLUMN
v� SCALE: N.T.S.
NM:
1. TOP CHORDS OF TRUSS
JOISTS OR TRUSSES AS
OCCURS.
2. 20 WITH SIMPSON F24
HANGER EACH END.
3. FOR OPENING DIMENSION, SEE
MECHANICAL DRAWINGS.
4. 2 -20 WITH SIMPSON F24 -2
HIUVGER EACH END
6' — UINIUM I AP
Am
(4)
1. 6x SAWN OR 5 1 /8"
w000 STUD WALL
GL8
(4)
2. ( EACH SIDE,
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.
GLB
BUILT -UP POST
PERPENDICULAR TO'WALL
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v
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311
W(W HEADER
SCALE: N.T.S.
WOOD BEAM ATWOOD COLUMN
v� SCALE: N.T.S.
NM:
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JOISTS OR TRUSSES AS
OCCURS.
2. 20 WITH SIMPSON F24
HANGER EACH END.
3. FOR OPENING DIMENSION, SEE
MECHANICAL DRAWINGS.
4. 2 -20 WITH SIMPSON F24 -2
HIUVGER EACH END
6' — UINIUM I AP
TY'PICAL 315 SPLICE OF TOP PLATESI-Z
SCALE: N.T.S.
C6
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FED ' 21005
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07V�'ECI�V.,
JUN
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PERT C�C
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1/4 DEPTH OF MEMBER,
L
w000 STUD WALL
39
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1
1 /2'0 BOLT MINIMUM
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ui
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USE 1/ 0 BOLTS 0
.
24' O.C.
14
TOP PLATE SPLICE OVER
a
(2) 2x10 AND SMALLER
s
�
USE 16d SPIKES AT 12"
6 .
STUD ONLY.
(g)
7'
16d O 12" O.C.
_
STAGGERED BOTH SIDES
2.
DOUBLE TOP PLATE.
DOUBLE STUDS UNDER
HEADER BEARINGS FOR
OPENING WIDTHS GREATER
13.
WOOD STUDS.
(
S
ui
W
Z
0
•
4
TY'PICAL 315 SPLICE OF TOP PLATESI-Z
SCALE: N.T.S.
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SHEET NO.
TYMAL NG AROUND SMALL OPENNG tj 14
PROJECT NO.
11562 s
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70 SIMPSON ACE TYPE
POST CAP
3. W000 COLUMN PER PLAN
(2)
(
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1/4 DEPTH OF MEMBER,
L
w000 STUD WALL
39
Q,
2 •
1 /2'0 BOLT MINIMUM
. •
3.
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USE 1/ 0 BOLTS 0
.
24' O.C.
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SHEET NO.
TYMAL NG AROUND SMALL OPENNG tj 14
PROJECT NO.
11562 s
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1. W000 BEAM PER PLAN
70 SIMPSON ACE TYPE
POST CAP
3. W000 COLUMN PER PLAN
(2)
(
,a
(5)
OMA
BUILT -UP WOOD MEMB
SCAL.E: N.T.S.
2
1.
1/4 DEPTH OF MEMBER,
,.
w000 STUD WALL
TYPICAI.
Q,
2 •
1 /2'0 BOLT MINIMUM
. •
3.
(2) 2x12 AND LARGER
USE 1/ 0 BOLTS 0
.
24' O.C.
4.
16d SPIKE, MINIMUM
(4) 5.
(2) 2x10 AND SMALLER
s
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USE 16d SPIKES AT 12"
6 .
O.C. STAGGERED
(5)
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SCAL.E: N.T.S.
2
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WOOD HEADER PER PLAN
(
3.
(2) 16d TOENAILS EACH
•
SIDE, EACH END
(4)
4•
(2) 16d AS SHOWN
(5)
5.
RUN VERTICAL STUDS UP
�
PAST HEADER AS SHOWN
6 .
(2) 16d 0 12' O.C.
(g)
7'
16d O 12" O.C.
_
STAGGERED BOTH SIDES
$.
DOUBLE STUDS UNDER
HEADER BEARINGS FOR
OPENING WIDTHS GREATER
TFUW 5' -0"
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1. BEAM SPLICE as occurs
2. MV000 BEAM PER PLAN d �
3. SIMPSON AC TYPE POST P� ►�
A. WOOD COLUMN PER PLAN
WOOD BEAM AT WOOD COLUMN - ' J v .�
ff ffsm Fm It
• X
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•
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_
14%
1. BEAM SPLICE as occurs
2. MV000 BEAM PER PLAN d �
3. SIMPSON AC TYPE POST P� ►�
A. WOOD COLUMN PER PLAN
WOOD BEAM AT WOOD COLUMN - ' J v .�
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(s)
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q
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C
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2x TOP PLATE
CONTINUE HEADER TO END STUD
8d 0 3" O.C. EACH WAY ON HEADER
SIMPSON STHD 14 - INSTALL PER
MANUFACTURER'S RECOMMENDATIONS
(2) 1 O NAILS TO HEADER
CORNER END STUD AS OCCURS
(2) 2x STUDS OR 4x POST
8d 0 3" O.C. ALL PLATES, HEADERS AND
STUDS
1/2 NOMINAL APA RATED SHEATHING
�• 5/8" DIAMETER ANCHOR BOLTS - EMBED
7" MINIMUM WITH 2 "x2 "x3/16" PLATE
WASHER
• (3) 2x PLATES - NAIL SHEATHING TO
EACH PLATE
8d 0 3" O.C. INTO EACH PLATE
TOP OF CONCRETE
MAX. HEIGHT OF PANEL IS 3.5 X WIDTH.
RAISE CONCRETE STEM WALL AS
REQUIRED TO MAINTAIN THIS ASPECT
RATIO.
(6)
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1.
v
NOTE: ALL STUDS TO BE DOUGLAS FIR #2 IN
W
NAIL STUDS TO ADJACENT
STUD
LATERAL RESTRAINT PANELS
r
2.
LATEML
REts RAINT
PANEL
TO TOP PLATES SAME AS
EDGE
OF SHEAR WALL NAILING
40
3.
SHEAR WALL SHEATHING.
SCALE: N.T.S.
(1) 4.
ANCHOR 801T SEE SHEAR
WALL SCHEDULE
•
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NAIL STUDS TO ADJACENT
STUD
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2.
PANEL EDGE NAILING. ALSO
NAIL
�
TO TOP PLATES SAME AS
EDGE
OF SHEAR WALL NAILING
40
3.
SHEAR WALL SHEATHING.
(1) 4.
ANCHOR 801T SEE SHEAR
WALL SCHEDULE
5.
EDGE OF SHEAR WALL
SEE FLOOR PLANS
(7) 6.
HOLDOWN REQ'0 BOTH EDGES OF
SHEAR WALL
o
7.
TREATED SILL PLATE
SIMPSON TIE HOEDOWN
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NAIL STUDS TO ADJACENT STUD
W/ 1 O 0 12 O.C.
r
2. PANEL EDGE NAILING. ALSO NAIL
TO TOP PLATES SAME AS EDGE
OF SHEAR WALL NAILING
AIL AWL o .
3. SHEAR WALL SHEATHING. NAIL TO }
5) INTERMEDIATE FRAMING 0 12" O.C. g
4. PANEL EDGE NAILING AT SILL PLATE' `.
5. EDGE OF SHEAR W ALL
SEE FLOOR PLANS w
5. CORNER, OR DOOR OR WINDOW �� 'A
(17 7. PANEL EDGE NAIL SPACING 'M
o
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PHD2 10 SDS 1/4X3 5/8 0
PHD5 14 SDS 1/4X3 5/8 0
PHD6 i lf! SDS 1/4X3 1/8 0
(13)
(14)
(5)
Rm
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FEB
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CONT. DOUBLE STUDS 0 SHEARWALL
EDGES. NAIL STUDS TOGETHER 10d 0
12" O.C. f
Z. *)MtMWM -L SHEATHING Wr4l. FROM TOP
PLATE OF WALL TO SILL PLATE. IF NOT,
CONT. CONTACT ENGINEER. NAIL TO
i INTERMEDIATE FRAMING 0 12" O.C.
3 • HOLDOWN REQ' D BOTH EDGES OF
SHEARWALL
4, PANEL EDGE NAILING. ALSO NAIL TO TOP
PLATES SAME AS EDGE OF SHEARWALL
NAIUNG
( 18) EDGE NAILING ON SILL PLATE
6. EDGE OF SHEARWALL SEE FLOOR PLANS
ATTACHED
7 CORNER OR DOOR OR WINDOW
m
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9. SETUP TAPPING LAGS SCREMfS 0 0
10. PANEL EDGE NAIL SPACING
s J
11. SIMPSON SSTB ANCHOR BOLT �op TNFO Z 3 Q
12. ANCHOR BOLT SEE SHEAR JU 4 i
WALL SCHEDULE. N 2 4
2004 . J -J Co
13. SHEAR WALL SHEATHING P'ERA*T 0 6 NTF�, �- w
o � J
04. SOLE PLATE NAILING V
15. RIM JOIST � IN Y �>" Lli �
16. 7Rfi1TE0 SILL PLATE N
17. DOUBLE STUDS SHEET NO.
18. FLOOR SHEATHING
SHEAR WALL DETAIL W/ SIMPSON HOEDOWN
�
BOT. PLATE f� FLR. SUPPORTED BY FDN WALL �°''E� W. N.T.S - 11562
VJN44 tal law^
SOLE PLATE NAILING
a °
17. FL SHEATHING
%iEAR WALL L& : w/ SUPSON STRAP �
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(4)
8.
10.
7
11.
12
RU TYPE HOLDOWN REQ D 80TH
EDGES OF SHEAR WALL
PANEL EDGE NAIL SPACING
ANCHOR BOLT SEE SHEAR
WALL SCHEDULE s.
SHEAR WALL SHEATHING
. RIM JOIST
13. TREATED SILL PLATE
(14) 140 HOLDOWN
e
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Q
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c
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W
� t 3
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o
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too
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9. SETUP TAPPING LAGS SCREMfS 0 0
10. PANEL EDGE NAIL SPACING
s J
11. SIMPSON SSTB ANCHOR BOLT �op TNFO Z 3 Q
12. ANCHOR BOLT SEE SHEAR JU 4 i
WALL SCHEDULE. N 2 4
2004 . J -J Co
13. SHEAR WALL SHEATHING P'ERA*T 0 6 NTF�, �- w
o � J
04. SOLE PLATE NAILING V
15. RIM JOIST � IN Y �>" Lli �
16. 7Rfi1TE0 SILL PLATE N
17. DOUBLE STUDS SHEET NO.
18. FLOOR SHEATHING
SHEAR WALL DETAIL W/ SIMPSON HOEDOWN
�
BOT. PLATE f� FLR. SUPPORTED BY FDN WALL �°''E� W. N.T.S - 11562
VJN44 tal law^
SOLE PLATE NAILING
a °
17. FL SHEATHING
%iEAR WALL L& : w/ SUPSON STRAP �
HOEDOWN • FLOOR SUPPORTED BY FOUNDATION € r - �-�:. nNhiGn FOR
(4)
8.
10.
7
11.
12
RU TYPE HOLDOWN REQ D 80TH
EDGES OF SHEAR WALL
PANEL EDGE NAIL SPACING
ANCHOR BOLT SEE SHEAR
WALL SCHEDULE s.
SHEAR WALL SHEATHING
. RIM JOIST
13. TREATED SILL PLATE
(14) 140 HOLDOWN
e
.15. (2) STUDS
...„,.
2 3
Tr
MULTIPLE STUDS MIN. 2 U.N.O.
i I AT EACH END OF PANEL NAILED
. I 11 11 I I as .
(2) I AS BUILT—UP POST TYP.
4
r .
A
(7)
2. Mr00D STUDS
4 � _� (( 3. SHEATING MATERIAL
4, BLOCKING REQUIRED AT
SHEATHING PAwE1, JOINTS,
I I II I I I I� (9) TYPICAL.
If EDGE OF SHEARMIALL SEE � 5. SI�IPSON STRAP PER SCHEDULE
ATTATCHED FLOOR PLANS (6) II II I)
2. PANEL EDGE iNNUNG I 11 (I I I � 6. HOLDOWNS AS OCCURS
7. ANCHOR BOLTS
I PANEL EDGE ML SPACING — — — — — — — — —
4. CORNER, OR DOOR OR WINDOW — — — — 8. FIRST FLOOR LINE
(8) (8) 5. DOUBLE STUDS O SHEA 1) If �( gut W �u.t. DES g. SECOND FLOOR LINE
II II
6. SHEi4RIMALL SHEATHING PLWD., 1/2*
MIN. THICKNESS ( I I I I I I I I
7. sIMPSON Msrso STRAP - wWRAP (1) �I II II II
( ) AROUND JOIST OR BEAM CENTER (
(2) srww AT sow PLATE
s
00) 8. SHEATHING
... �k = �k = :4 1= I�
s. SOLE Puy NAILING SEE - �. I I � i i I I ,; I I � � CoorREVIEWED FOR
' F COMPI.IANCE
t> >) sHEARwa1 SCHEDULE
� � : �
10. FLOOR SHEATHING II II II II � � A IDPOOVED
( 6 )
11. MULTIPLE JOIST OR ,.:� ... :. ., , ,, _. (I A I ( I I (8� � ,► � � r
eaow wnu
(12) 12. SIMPSON MST60 STRAP
WRAP AROUND JOIST OR
STRAP HOEDOWN AT SHEAR WALL AT PLATE - . ( 6) � . City ot ���s��r�
- c�r�r� sn�
SOLE ..
OR 'TED BY BEAM TWO -STORY SHEAR WALL' ELEVATION
N.T.S.
. ..... SHEAR WALL SCHEDULE
WALL SHEAT SING SIDES PANEL FIELD SING AT ADJ. BASE PLATE ANCHOR BOLT FDN. SILL PLATE/ ; BLOCKING /RIM JOIST VALUE
MARK EDGE NAILING PANEL EDGES ATTACHMENT SPACING FLOOR BASE PLATE ATTACHMENT LB /FT
. NAILING
SIMPSON A35 0
1 -6 � �2" F yy ONE 10d O 6" O.C. 12' O.C. 2X 16d NAILS O 5/8'� O 48" O.C. 2X 278
6 O.C. 48 O.C.
(2)
(3) , I 1. WOOD STUD WALL
C •' 2• wO STUD AT EDGES OF SHEAR
3. STRAP PER PLAN.
(4) CENTER BETWEEN
FLOORS,
4. SOLID BLOCK UNDER STRAP
(g) � AS REQ'D.
— — — -- .— — — 5. BLOCKING OR RIM JOIST
AS OCCURS.
I NOTE: WALL SHEATHING
NOT SHOWN FOR
I l� CLARITY
1/2 Fw
/z' F
1/z' -Fw
1/2* F W
1/2" F
1/z' F
1/2• Fri
-SHM WALL.•SCHEDU JE NOTES
1 • FRAMING STUDS SHALL BE HEM FIR #2 SPACED o 16" O.C. MAX. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SCHEDULE.
2. SHEATHING PANE _S MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O.
3. ALL EXTERIOR W/ LLS NOT DESIGNATED AS SHEAR WALLS SHALT. RECEIVE APIA RATED SHEATHING,
w m
• L i
dft
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1 :
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50 �
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50 < ., J
1426 J,
C c m co
m 10 an
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LU m
V
N c" �
,2 4 �
200 tV c aim I—
4 0
P� RMrr C4 co co co
�r 1
R
SHEET NO.
FULLY BLOCKED 4I1 H MINIMUM EDGE NAILING OF 10d o 6 O.C. tDGE, 12 O.C. MELD.
g
• �- 4. NAILING APPLIES TO ALL STUDS, 70P AND BOTTOM PLATES AND BLKG.
�
• �
OLD=D STRAP AT WOOD STUD WALL
ECT W.
5. MINIMUM ANCHOP BOLT SPACING : 4' -0" O.C. UNLESS OTHERWISE SPECIFIED IN SCHEDULE)
N.T.S
2 MMIMUM 2 ANO ORS PER WALL. PROVIDE 2 SQUARE WASHERS EACH ANCHOR. 00 NOT RECESS BOLTS.
1 w
•
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' �d , °• ax . :�i d+ �,
dft
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Z
00
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1
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50 < ., J
1426 J,
C c m co
m 10 an
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LU m
V
N c" �
,2 4 �
200 tV c aim I—
4 0
P� RMrr C4 co co co
�r 1
R
SHEET NO.
FULLY BLOCKED 4I1 H MINIMUM EDGE NAILING OF 10d o 6 O.C. tDGE, 12 O.C. MELD.
g
• �- 4. NAILING APPLIES TO ALL STUDS, 70P AND BOTTOM PLATES AND BLKG.
�
• �
OLD=D STRAP AT WOOD STUD WALL
ECT W.
5. MINIMUM ANCHOP BOLT SPACING : 4' -0" O.C. UNLESS OTHERWISE SPECIFIED IN SCHEDULE)
N.T.S
2 MMIMUM 2 ANO ORS PER WALL. PROVIDE 2 SQUARE WASHERS EACH ANCHOR. 00 NOT RECESS BOLTS.
1 w
•
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' �d , °• ax . :�i d+ �,
dft
20
GRAPHIC SCALE
( IN FEET )
1 inch - 20 :ft-
3
M
.n
A
2
� r 't
Gar � v No 1
0
S+- an e
• + �_ 6 1 11_F-12 "o
s =2a.o2r.
CB #3 -TYPE 1
RIM EL= 386.00
40'X3'X4'
MV EL= 383.00
IDISPERSION TRENCH
n d ol e E--), SEE DETAILS KCSWM
_� Gc i ` 1 ' FIGURE 4.2.2.0 RETAINING WALL R IR
I V , E(�U ED
� `
SEPCIAL PERMIT AND TUI
DESIGNED BY STRUCTURAL
ENGINEER
LEGEND I T P NI N j
n T
E
S
S storm drain tire w I � MA TURAL AREA TO REIN
I}----
:� Evergreen Tree power pole w 'light
Wi Catch Basin " Evergreen trees 10 to 3 ?_
Z
Deciduous trees 12" to 16"
TREES TO BE REMOVED
(in REES TO BE REMOVED
NC7E:
The location of utilities as shown serving the subject
property have been taken from public records. We cannot
certify to their accuracy and /or completeness. Before
contenting construction Involving excavation or removal
of existing structures, call a locating service or
1--800- 424 -5555 for underground utility locations.
Field data for this survey was obtained by direct field
measurements. Angular and linear relationships were measured
with a six second theodolite and electronic distance measuring
device, supplemented by a steel tape.
Contours as shown have lot en interpolated betwf-en spot elevations,
actual ground surface may vary.
Th survey has been prepared "or the exclusive use of parties wf)ose
naves "ppear hereon only, and does not extend to any unamed third
Parties without express recertification by the land surveyor.
I LOT NO LOT 4
L OT AREA "so 7 3F -
ROIX AREA IBM IF
DRIWW Y AREA O SF
TOTAL 2M SF
TRENCH LEWIN 40 tF
CUT 317 CU FT
Ill 427 W FT
-1
J BETWEEN TRENCH All
�- PROPER T Y L INE)
9c
GAL V AN1 2W BOLTS
0 0 1 3 -
MAX.
INV LL= ayi.00
i t P/PE �....
2' x 12' PRESSURE �/, `' �; o c
TREATED GRADE BOARD �� 0 °
. ,00
C% n
,fl
4' OR 6 PERFORATED
PIPE LAID FLAT °
o ° o
PRESSURE TREA TED '
NOTESt 4 "X4" SUPPORT POST
u
1. THIS TRENCH SHALL BE CONSTRLI EFD SO AS
TO PRE POI DISCHARGE AND /OR EROSION 28
e. TRENCHES MA Y BE PLACED NO (.P(JSER THAN
50 FEET TO ONE ANOTHER.
3. TRENCH AND GRADE BOARD MUST BE LEVEL.
ALIGN TO FOLLOW CON i OURS OF SI1F
4. GRADE BOARD SUPPORT POST SPACING
AS REQUIRED BY SOIL CONDI T10NS.
10' MAX SPACING.
DISPERSION YRENCH DE TAIL
r•
LEGAL DESCRIPTION
LOT 4 Or TUKWLA SHORT PLAT NO. L01 -014, ACCORDING TO
THE SHORT PLAT THEREOF RECORDED UNDER KING COUNTY RECORM
RECORDING NO.
SITUATED iN THE CITY OF TUKWILA, STATE OF WA'I-llNr_:TVN
LEGAL DESCRIPTION
i?� LLEVA - ro)N BASIS, CITY OF SEATAC VEP,TICAL CONTROL
MON NT T hC -1— 3, ELF/ /-TION = 407-9
NAVD-
INV LL =3yr3.UU
WMIN CYCLONE FENCE w
%,0Jf.7 i IrU_ i
RIM EL- 386.00
INV EL= 383.00
y
PROP PROFILE _J •
BLDG
4 1— _' R E 4Cl4_ 410
..._.. _._..... CRbsS PIPE
`. ' -„✓ RIM _4.076
m _. CB -TYPE 1
33 �� 12". CB 1- 1 _.—INV EL= 408.90 -6"
RIM EL= 05.2
CBN,2 -TYPE 1 INV EL =;401.20 .- •- --- -- .._._
_ EC- 400. 00- ---__ T - -_ 390
-- - .INV �EL= 397.65 .- YARD D RAIN E 1 -r`._. "
._.....__ RIM EL -409. 0 . _tr:,A �HOR! 1.=2,7'
._....__. ____.._.
---. E L�405 0 -.. - - VERF J
380
W
C
v -
0 v
0 oiFS W nav/)A 7E
IV
Ito
' "OVAL ;
EXPaEs 6/22/06
o �
I
"
� w w
.w�
ca
Z
w
�o (X _..
3
I ' 1
PROFILE
5 t de. YA>l� These pbam Lave been reviewed by the Public
Works Department for aonfotmonoe with cut se
City ttandsrds. A cceptance is subject to errors al
d� S C h C w onussims w hich do n autborize violations of
D adopted standards or ordiaanoes. The responsibility
for the adequacy of the deign rests totaft with t
PROP PROFILE o dait,0e!'• Additio�� deletim or mvWm to tbm
drool mp after this date wiD said tills ac�oep�taooe
a
BLDG / and wiD >ieq Aw a resubmind of rerised drslRir p
41 for
- FhW aoagmmae is to &W hupecdo�n by
T--- -- `_
4Q�0 ..
the PubUc Works ntelstke fudpectolr.
Due fir.
• 1!1
' )0
01 s rtios
sc,
c .'/ 4 54- A . «%# �t CAP 09• ,M.XA._-
SEC TION A -A 4-QCL & :., AECaVE0
W
z
a
2 0y 41
400
390
Z
C N TRUCTION GEOTEXTILE 380
°•-° FOR UNDERGROUND DRAINAGE
BO TOM AND SIDES ONLY
G\ RAV ELL Y SAND
CL E AN ( l 57. FINES)
314' — 1 112' WASHED ROCK
CITY OF TUKWU
JA N 2 1 2005
PERMIT CEWM
CORREC,ZION
LTRI .,rC
f
W
rn
o�
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Q
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(N
0
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ti ^ N
r O. " MT 87001
ED MT
I
:Dov. N'C.
I or 2-5merys
a
l
' 4
t, 1,
,3
1. STORM WATER RUNOFF FROM THE ROOF AND DRIVEEWAY AREAS FROM EACH
r
Concrete Monument in Case G
Cv 1
Gas Valve L
LOT ARE COLLECTED IN A TYPE I CATCH BASIN AND THEN ROUTED THROUGH A
wv 4
w
- p
Monument
pd W
Water V
Valve
�( T
Toc!: in Lead or Nail & Disk
2. DESPERSION TRENCHES WILL BE INSTALLED ON THIS LOT.
® s
sewer m
manhole
JO b
bronze plug L
L� t N -
3. A SOIL LOG TEST HOLE WAS DUG ON EACH OF THE LOTS AT ABOUT THE
-{orm d
drain nmanhole P
PROPOSED DRYWELL LOCATION. THE TYPICAL SOIL TYPE AND STRATiFFICA nON
C S
Set -ebc- w /cop #2360 1-L W
WAS AS FOLLOWS:
Wm w
water m
meter 0
0.0 — 0.5' SOD
� F
Fount` Fice or rebor G
G.5' --2.5 LOOSE, MOIST, BROWN, SILTY SAND WITH SOME SMALL,
Hydron; g
S s
sewc- r l
line R
ROOTS (SM) WITH TRACE OF SILT AND GRAVEL (SP).
WATER WAS NOT ENCOUNTERED
TJ
Power
g g
gas line W
.
p
W w
water t
tine
4. ALL SANITARY SEWER PVC PIPE CONFORMS TO ASTM D -3034, SDR 3034. .
5. ALL STORM DRAINAGE PIPE IS ADS CORRUGATED POLYETHELENF_ PIPE.
Deciduous Tree 5
S
I}----
:� Evergreen Tree power pole w 'light
Wi Catch Basin " Evergreen trees 10 to 3 ?_
Z
Deciduous trees 12" to 16"
TREES TO BE REMOVED
(in REES TO BE REMOVED
NC7E:
The location of utilities as shown serving the subject
property have been taken from public records. We cannot
certify to their accuracy and /or completeness. Before
contenting construction Involving excavation or removal
of existing structures, call a locating service or
1--800- 424 -5555 for underground utility locations.
Field data for this survey was obtained by direct field
measurements. Angular and linear relationships were measured
with a six second theodolite and electronic distance measuring
device, supplemented by a steel tape.
Contours as shown have lot en interpolated betwf-en spot elevations,
actual ground surface may vary.
Th survey has been prepared "or the exclusive use of parties wf)ose
naves "ppear hereon only, and does not extend to any unamed third
Parties without express recertification by the land surveyor.
I LOT NO LOT 4
L OT AREA "so 7 3F -
ROIX AREA IBM IF
DRIWW Y AREA O SF
TOTAL 2M SF
TRENCH LEWIN 40 tF
CUT 317 CU FT
Ill 427 W FT
-1
J BETWEEN TRENCH All
�- PROPER T Y L INE)
9c
GAL V AN1 2W BOLTS
0 0 1 3 -
MAX.
INV LL= ayi.00
i t P/PE �....
2' x 12' PRESSURE �/, `' �; o c
TREATED GRADE BOARD �� 0 °
. ,00
C% n
,fl
4' OR 6 PERFORATED
PIPE LAID FLAT °
o ° o
PRESSURE TREA TED '
NOTESt 4 "X4" SUPPORT POST
u
1. THIS TRENCH SHALL BE CONSTRLI EFD SO AS
TO PRE POI DISCHARGE AND /OR EROSION 28
e. TRENCHES MA Y BE PLACED NO (.P(JSER THAN
50 FEET TO ONE ANOTHER.
3. TRENCH AND GRADE BOARD MUST BE LEVEL.
ALIGN TO FOLLOW CON i OURS OF SI1F
4. GRADE BOARD SUPPORT POST SPACING
AS REQUIRED BY SOIL CONDI T10NS.
10' MAX SPACING.
DISPERSION YRENCH DE TAIL
r•
LEGAL DESCRIPTION
LOT 4 Or TUKWLA SHORT PLAT NO. L01 -014, ACCORDING TO
THE SHORT PLAT THEREOF RECORDED UNDER KING COUNTY RECORM
RECORDING NO.
SITUATED iN THE CITY OF TUKWILA, STATE OF WA'I-llNr_:TVN
LEGAL DESCRIPTION
i?� LLEVA - ro)N BASIS, CITY OF SEATAC VEP,TICAL CONTROL
MON NT T hC -1— 3, ELF/ /-TION = 407-9
NAVD-
INV LL =3yr3.UU
WMIN CYCLONE FENCE w
%,0Jf.7 i IrU_ i
RIM EL- 386.00
INV EL= 383.00
y
PROP PROFILE _J •
BLDG
4 1— _' R E 4Cl4_ 410
..._.. _._..... CRbsS PIPE
`. ' -„✓ RIM _4.076
m _. CB -TYPE 1
33 �� 12". CB 1- 1 _.—INV EL= 408.90 -6"
RIM EL= 05.2
CBN,2 -TYPE 1 INV EL =;401.20 .- •- --- -- .._._
_ EC- 400. 00- ---__ T - -_ 390
-- - .INV �EL= 397.65 .- YARD D RAIN E 1 -r`._. "
._.....__ RIM EL -409. 0 . _tr:,A �HOR! 1.=2,7'
._....__. ____.._.
---. E L�405 0 -.. - - VERF J
380
W
C
v -
0 v
0 oiFS W nav/)A 7E
IV
Ito
' "OVAL ;
EXPaEs 6/22/06
o �
I
"
� w w
.w�
ca
Z
w
�o (X _..
3
I ' 1
PROFILE
5 t de. YA>l� These pbam Lave been reviewed by the Public
Works Department for aonfotmonoe with cut se
City ttandsrds. A cceptance is subject to errors al
d� S C h C w onussims w hich do n autborize violations of
D adopted standards or ordiaanoes. The responsibility
for the adequacy of the deign rests totaft with t
PROP PROFILE o dait,0e!'• Additio�� deletim or mvWm to tbm
drool mp after this date wiD said tills ac�oep�taooe
a
BLDG / and wiD >ieq Aw a resubmind of rerised drslRir p
41 for
- FhW aoagmmae is to &W hupecdo�n by
T--- -- `_
4Q�0 ..
the PubUc Works ntelstke fudpectolr.
Due fir.
• 1!1
' )0
01 s rtios
sc,
c .'/ 4 54- A . «%# �t CAP 09• ,M.XA._-
SEC TION A -A 4-QCL & :., AECaVE0
W
z
a
2 0y 41
400
390
Z
C N TRUCTION GEOTEXTILE 380
°•-° FOR UNDERGROUND DRAINAGE
BO TOM AND SIDES ONLY
G\ RAV ELL Y SAND
CL E AN ( l 57. FINES)
314' — 1 112' WASHED ROCK
CITY OF TUKWU
JA N 2 1 2005
PERMIT CEWM
CORREC,ZION
LTRI .,rC
f
W
rn
o�
�o�
Q
0
Z)
(N
0
cn
ti ^ N
r O. " MT 87001
ED MT
I
:Dov. N'C.
I or 2-5merys
a
l
' 4
t, 1,
,3
J BETWEEN TRENCH All
�- PROPER T Y L INE)
9c
GAL V AN1 2W BOLTS
0 0 1 3 -
MAX.
INV LL= ayi.00
i t P/PE �....
2' x 12' PRESSURE �/, `' �; o c
TREATED GRADE BOARD �� 0 °
. ,00
C% n
,fl
4' OR 6 PERFORATED
PIPE LAID FLAT °
o ° o
PRESSURE TREA TED '
NOTESt 4 "X4" SUPPORT POST
u
1. THIS TRENCH SHALL BE CONSTRLI EFD SO AS
TO PRE POI DISCHARGE AND /OR EROSION 28
e. TRENCHES MA Y BE PLACED NO (.P(JSER THAN
50 FEET TO ONE ANOTHER.
3. TRENCH AND GRADE BOARD MUST BE LEVEL.
ALIGN TO FOLLOW CON i OURS OF SI1F
4. GRADE BOARD SUPPORT POST SPACING
AS REQUIRED BY SOIL CONDI T10NS.
10' MAX SPACING.
DISPERSION YRENCH DE TAIL
r•
LEGAL DESCRIPTION
LOT 4 Or TUKWLA SHORT PLAT NO. L01 -014, ACCORDING TO
THE SHORT PLAT THEREOF RECORDED UNDER KING COUNTY RECORM
RECORDING NO.
SITUATED iN THE CITY OF TUKWILA, STATE OF WA'I-llNr_:TVN
LEGAL DESCRIPTION
i?� LLEVA - ro)N BASIS, CITY OF SEATAC VEP,TICAL CONTROL
MON NT T hC -1— 3, ELF/ /-TION = 407-9
NAVD-
INV LL =3yr3.UU
WMIN CYCLONE FENCE w
%,0Jf.7 i IrU_ i
RIM EL- 386.00
INV EL= 383.00
y
PROP PROFILE _J •
BLDG
4 1— _' R E 4Cl4_ 410
..._.. _._..... CRbsS PIPE
`. ' -„✓ RIM _4.076
m _. CB -TYPE 1
33 �� 12". CB 1- 1 _.—INV EL= 408.90 -6"
RIM EL= 05.2
CBN,2 -TYPE 1 INV EL =;401.20 .- •- --- -- .._._
_ EC- 400. 00- ---__ T - -_ 390
-- - .INV �EL= 397.65 .- YARD D RAIN E 1 -r`._. "
._.....__ RIM EL -409. 0 . _tr:,A �HOR! 1.=2,7'
._....__. ____.._.
---. E L�405 0 -.. - - VERF J
380
W
C
v -
0 v
0 oiFS W nav/)A 7E
IV
Ito
' "OVAL ;
EXPaEs 6/22/06
o �
I
"
� w w
.w�
ca
Z
w
�o (X _..
3
I ' 1
PROFILE
5 t de. YA>l� These pbam Lave been reviewed by the Public
Works Department for aonfotmonoe with cut se
City ttandsrds. A cceptance is subject to errors al
d� S C h C w onussims w hich do n autborize violations of
D adopted standards or ordiaanoes. The responsibility
for the adequacy of the deign rests totaft with t
PROP PROFILE o dait,0e!'• Additio�� deletim or mvWm to tbm
drool mp after this date wiD said tills ac�oep�taooe
a
BLDG / and wiD >ieq Aw a resubmind of rerised drslRir p
41 for
- FhW aoagmmae is to &W hupecdo�n by
T--- -- `_
4Q�0 ..
the PubUc Works ntelstke fudpectolr.
Due fir.
• 1!1
' )0
01 s rtios
sc,
c .'/ 4 54- A . «%# �t CAP 09• ,M.XA._-
SEC TION A -A 4-QCL & :., AECaVE0
W
z
a
2 0y 41
400
390
Z
C N TRUCTION GEOTEXTILE 380
°•-° FOR UNDERGROUND DRAINAGE
BO TOM AND SIDES ONLY
G\ RAV ELL Y SAND
CL E AN ( l 57. FINES)
314' — 1 112' WASHED ROCK
CITY OF TUKWU
JA N 2 1 2005
PERMIT CEWM
CORREC,ZION
LTRI .,rC
f
W
rn
o�
�o�
Q
0
Z)
(N
0
cn
ti ^ N
r O. " MT 87001
ED MT
I
:Dov. N'C.
I or 2-5merys
a
l
' 4
t, 1,
,3
I ' 1
PROFILE
5 t de. YA>l� These pbam Lave been reviewed by the Public
Works Department for aonfotmonoe with cut se
City ttandsrds. A cceptance is subject to errors al
d� S C h C w onussims w hich do n autborize violations of
D adopted standards or ordiaanoes. The responsibility
for the adequacy of the deign rests totaft with t
PROP PROFILE o dait,0e!'• Additio�� deletim or mvWm to tbm
drool mp after this date wiD said tills ac�oep�taooe
a
BLDG / and wiD >ieq Aw a resubmind of rerised drslRir p
41 for
- FhW aoagmmae is to &W hupecdo�n by
T--- -- `_
4Q�0 ..
the PubUc Works ntelstke fudpectolr.
Due fir.
• 1!1
' )0
01 s rtios
sc,
c .'/ 4 54- A . «%# �t CAP 09• ,M.XA._-
SEC TION A -A 4-QCL & :., AECaVE0
W
z
a
2 0y 41
400
390
Z
C N TRUCTION GEOTEXTILE 380
°•-° FOR UNDERGROUND DRAINAGE
BO TOM AND SIDES ONLY
G\ RAV ELL Y SAND
CL E AN ( l 57. FINES)
314' — 1 112' WASHED ROCK
CITY OF TUKWU
JA N 2 1 2005
PERMIT CEWM
CORREC,ZION
LTRI .,rC
f
W
rn
o�
�o�
Q
0
Z)
(N
0
cn
ti ^ N
r O. " MT 87001
ED MT
I
:Dov. N'C.
I or 2-5merys
a
l
' 4
t, 1,
,3
t
GRAPHIC SCALE :.. .
20 0 to 20 40 so
J
CD
�( IN FEET )
1 inch = 20 it.
S,dp�08.1 .97
0z
�i
S00'08'17 19 W
7--- O -
0
- -_�' —__ 3%1 08 17 W r —
�� - - -� -- _.--- _..--- - - - - -- — — — � — -- -` — �_ ` — — `'= - -- - - - -- 105.00 (� '� 5.00
asphalt
driveway
� \ \ N ' �4 iN
ap \ � i
Z \
;A�
S00'0$'30 "W
1 ,
\ \ � 4AI 35 7 . I { r ' *�� ,p %' NEW CONC WALL
3'57.23 i � 0
chain
link
-- ---- -- °~- ----_ C� fence
6 1
'4 a I
Ga ir
k
(EROSION rnAl TA n Ain TES
� i,-7 .
E— I 100 I • c v
-� +. cn O
a I -I c n
� �� — O �o�� Ln in
:r
I \ 22.9 I li ii
V
\ M E>
� N u C.S
--.._ w w \ — 00 08 30 W 3
C
95.00
U
20' Private road and Utilities Easement ►
r-
8 , M /N. - v�
�i
.•ACILITIES WILL BE NECESSARY TO INSURE COMPLE7Lr SILTATION CONTROL ON 7NE
WIRES, OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A
M/RAFI 100 X B/DUM OR EQU/V.
1.
BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRECONSTRUCTIOIV
MIN. OF 4" AND SHALL NOT EXTEND MORE THAN 36" ABOVE THE
FILTER FABRIC MATERIAL 60" WIDE ROLLS
OBLIGA T70N AND RESPONSIBILITY OF THE PERUI TTEE TO ADDRESS ANY NEW
Concrete Monument
MEETING MUST BE HELD WITH THE CITY OF TUKWILA DEPARTMENT OF PUBLIC WORKS,
USE STAPLES OR WIRE RINGS TO
GYWD/TIONS THA T MA Y BE CREA TED BY HIS AC770TIES AND TO PROVIDE ADD / TIDNAL
wv
N Water Valve
r
DESIGN ENGINEER S
FACILI TIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MA Y BE NEEDED TO
•. ' .;
THE STANDARD STRENGTH FILTER FABRIC SHALL 8E STAPLED OR iMREO
LE END arm drain manhole
PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE
Set rebar w /cap #23604 PU
FILTER FABRIC NOTES ,
2" BY 2" BY 14 GA. WIRE
2.
ALL LIMI OF CLEARING AND AREAS OF VEGETATION PRESERVATION AS PRESCRIBED
TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36" ABOVE
, FABRIC OR EQUIV.
FILTER FABRIC MATERIAL
Hydrant
ON THE PLAN SHALL BE CLEARLY FLAGGED .N THE f7ELD AND OBSERVED DURING
A.
THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL C
' � g gas line
•
STAPLED TO EXISTING TREES.
CONSTRUCTION.
CONS 77TUTF AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCH T7 OF
TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN
.
t l : l �'
` :• `: ''�`''
`
PIPES, RESTR/CTORS, CHANNELS, OR RETEN ZION FACILITIES.
JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER
2" BY 2" BY 14 GA. WIRE
3
ALL REQUIRED SEDIMEN TA 770NIEROSION CONTROL FACILITIES MUST BE CONSTRUCTED
A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY 70 THE
ONLY AT A SUPPORT POST, WI TN A MIN. 6" OVERLAP, AND B077-I ENDS
FABRIC OR EQUAL.
AND IN OPERA RON PRIOR TO LAND CLEARING AND /OR OTHER CONSTRUC77ON TO INSURE
�;:�ht' ;.`•;;;;i,� t :'. =<�:'
SECURELY FASTENED TO THE POST.
G •
THE FENCE SHALL BE BA CKFILLED WI TH 3/4" MIN. DIA METER WA SHED
THAT SEDIMENT LADEN WATER DOES NOT ENTER THE NATURAL DRAINAGE SYSTEM. ALL
,B.
THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE
GRA VEL.
Y BOTTOM pr FI'L 1FRABR /C
EROSION AND SEDIMENT FAC /L /TIES SHALL BE MAINTAINED IN A SA 77SFACTORY
CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A
TER/AL IN 8 BY 12 TRENCH.
CONDITION UNTIL SUCH TIME 774AIT CLEARING AND /OR CONSTRUCTION IS COMPLETED
AND POTENTIAL FOR ON EROSION HAS PASSED. THE IMPLEMENTATION,
MAXIMUM OF 6' APART AND DR I VEN SECURELY INTO THE GROUND (MIN.
OF 30 ").
A
PROVIDE 3 4` -- 1 -1/4' WASHE
/TRENCH
H.
—SITE
- - - - -- ----- "_ "--- ----- -- - - - --- - -- " "-
7. IN ANY AREA WHICH HAS BEEN STRIPPED OF VEGETA TIOiN AND *HERE N FURTHER W ORK
BACKfILL AND
THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN
MAINTENANCE, REPLACEMENT AND ADD/ TIONS TO EROSION /SED /MEN TA TION CONTROL
IS ANTICIPA TED FOR A PERIO0 OF 30 DAYS OR MORE ALL DISTURBED AREAS MUST BE
o
BOTH SIDES OF FILTER FABRIC it
"
SYSTEMS SHALL BE THE RESPONSIBILI OF THE PERMI TTEE.
C.
A TRENCH SHALL BE EXCA VA TEL`, ROUGHLY 8" WIDE AND 12" DEEP,
ON THE SURFACE.
UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER
4.
THE Er OSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THIS DRAWING ARE
FABRIC TO BE BURIED.
M
INTENDED TO BE MINIMUM REQUIREMEN TO MEET ANTICIPATED SITE CONDITIONS AS
D.
. .z . , - ,- . -0 -
WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH
2 BY 4 WVOD POST _
ALT. STEEL FENCE POSTS
CONS Tk: 'C T ION PROGRESSES AND UNEXPEC OR SEASONAL COND1 TIONS DIC THE
SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE
PEI►M1 TTFE SHALL AN77CIPA TE THA T MORE EROSION AND SEDIMENTA LION CONTROL
OF THE POSTS USING HEAVY WIRE STAPLES AT LEAST I" LONG, TIE
r-
8 , M /N. - v�
�i
.•ACILITIES WILL BE NECESSARY TO INSURE COMPLE7Lr SILTATION CONTROL ON 7NE
WIRES, OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A
M/RAFI 100 X B/DUM OR EQU/V.
PROPOSED SITE. DURING THE COURSE OF CONS TRUCTION, IT SHALL BE THE
30.00
MIN. OF 4" AND SHALL NOT EXTEND MORE THAN 36" ABOVE THE
FILTER FABRIC MATERIAL 60" WIDE ROLLS
OBLIGA T70N AND RESPONSIBILITY OF THE PERUI TTEE TO ADDRESS ANY NEW
Concrete Monument
ORIGINAL GROUND SURFACE.
USE STAPLES OR WIRE RINGS TO
GYWD/TIONS THA T MA Y BE CREA TED BY HIS AC770TIES AND TO PROVIDE ADD / TIDNAL
wv
N Water Valve
�(
A TTACH TO WIRE.
FACILI TIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MA Y BE NEEDED TO
E
THE STANDARD STRENGTH FILTER FABRIC SHALL 8E STAPLED OR iMREO
LE END arm drain manhole
PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE
Set rebar w /cap #23604 PU
TO THE FENCE, AND 20 OF THE FABRIC SHALL EXTEND INTO THE
2" BY 2" BY 14 GA. WIRE
�'�•
•
TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36" ABOVE
, FABRIC OR EQUIV.
'1,C
Hydrant
THE ORIGINAL GROUND SURFACE_ F'L TER FABRIC SH 4 ' 1. NOT ERE
� ,
5. APPROVAL OF THE PLAN IS FOR EROSION /SEDIMENTA T7O CONTROL ONLY IT DOES NOT
' � g gas line
•
STAPLED TO EXISTING TREES.
- { ..• '
Willi ,�„Ir •. -
CONS 77TUTF AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCH T7 OF
F.
WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE
t l : l �'
` :• `: ''�`''
`
PIPES, RESTR/CTORS, CHANNELS, OR RETEN ZION FACILITIES.
USED, 774E WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH
Evergreen Tree
power pole w /light
A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY 70 THE
Catch Basin
6. DU RING THE TIME PERIOD OF NOVEMBER 1 THROUGH MARCH 31 ALL PROJECT
POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTES APPLYING.
�;:�ht' ;.`•;;;;i,� t :'. =<�:'
JVSTURBEG SOIL AREAS GREA TER THEN 5 '
000 SQUARE FEET THA T ARE TO BE LEFT
M UN WORKED FOR MORE THAN TWELVE 1 HOURS, SHALL BE CO VE RED B Y MULCH,
G •
THE FENCE SHALL BE BA CKFILLED WI TH 3/4" MIN. DIA METER WA SHED
f
`' a REES TO BE REMOVED
GRA VEL.
Y BOTTOM pr FI'L 1FRABR /C
SODDING, OR PLASTIC COVERING.
�
TER/AL IN 8 BY 12 TRENCH.
N
H.
FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED
- - - - -- ----- "_ "--- ----- -- - - - --- - -- " "-
7. IN ANY AREA WHICH HAS BEEN STRIPPED OF VEGETA TIOiN AND *HERE N FURTHER W ORK
O
THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN
IS ANTICIPA TED FOR A PERIO0 OF 30 DAYS OR MORE ALL DISTURBED AREAS MUST BE
o
PERMANENTL Y STABILIZED
6' MAX.
IMMED/A TEL Y STABILIZED W1 TH MULCHING, GRASS PLANTING OR OTHER APPROVED 2" BY 4'" *DOD POST
EROSION CONTROL TIREA TMENT APPLICABLE TO THE TIME OF' YEAR IN QUESTION. GRASS L f7L TER FABRIC FENCES SHALL BE INSPECTED IMMEDIA TEL Y AFTER EACH ALT. STEEL FENCE POSTS
SEEDING ALONG WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF APRIL THROUGH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY
SEPTEMBER INCLUSIVE SEEDING MAY PROCEED, HOWEVER, WHENEVER /T IS IN THE RF. OUIRED REPAIRS SHALL BE MADE IMMEDIA T'EL Y.
IN OF THE PERMI TTEE, BUT MUST BE AUGMEN TED W1 TH MULCHING, NETTING, OR ' FIL TER FABRIC FENCE
OTHER TREA TMEN T APPROVED BY THE CI TY OF REN TON, OUTS'1DE THE SPECIFIED TIME DE TAIL
PERIOD. N. T. 5.
8 FOR ALL EROSION /SELYMEN TA TI01111 CON TIROL PONDS WHERE THE DEAD STORAGE OF_PTH
EXCEEDS 6 INCHES, A FENCE, A MINIMUM OIF 3 FEET HIGH IS REQUIRED, Wf TH 3: 1
SIDE SL ODES.
9. A 1FMPORARY GRAVEL CONSTRUCTION ENTRANCE 30 X 50' X 8" OIF 4' -+ 6 INCH
QUARRY SPALLS SHALL BE LOCH TED A T ALL POINTS OIF VEHICULAR INGRESS AND
OGRESS TO THE COiNSTRUCTION SI TE
4.
0
. 0
NOTE.
The location of utilities as shown serving the sub Jett
prooerty have been taken from public records. We cannot
certify to their accuracy and /or completeness. Be Pore
commencing construction involving excavation or removal
of existing structures, call a locating service or
1 -600- 424 -5555 for underground utility locations.
Field data for this survey was obtained by dire .t field
Melisurementsr Angular and linear relationships were measured
with a six second theodolite and elec tronic distance measuring
device, supplemented by o steel tape.
Contours as shown have been Interpolated between spot elevations,
actual ground surface ray vary.
This survey has been prepared for the exclusive use of parties whose
names appear hereon only, and does not extend to any unamed tPwd
parties without express recertification by the land surveyor.
c
v
a
0
r
04
i2
FtEcEM
CITY oF KWILA
JAN 2 1 2005
PERMIT CE'NT'ER
HoJ DfSCRIP I8J
...
7
30.00
LEGEND
O
�1
Concrete Monument
CV
in Case Gas Valve '
Monument
wv
N Water Valve
�(
Tack in Lead or Nail
& Disk
(s sewer manhole
Y.
Bronze plug
LE END arm drain manhole
Q
Set rebar w /cap #23604 PU
wrn 0 Water meter
•
Found pipe or rebar
'1,C
Hydrant
S sewer line
� ,
•
Power pole
' � g gas line
•
Tree
'-- w water tine
-
Deciduous
SD storm drain line
Evergreen Tree
power pole w /light
WW
Catch Basin
Evergreen trees 10 to 32
Deciduous trees 12" to 16"
TREES TO BE REMOVED
~
`' a REES TO BE REMOVED
NOTE.
The location of utilities as shown serving the sub Jett
prooerty have been taken from public records. We cannot
certify to their accuracy and /or completeness. Be Pore
commencing construction involving excavation or removal
of existing structures, call a locating service or
1 -600- 424 -5555 for underground utility locations.
Field data for this survey was obtained by dire .t field
Melisurementsr Angular and linear relationships were measured
with a six second theodolite and elec tronic distance measuring
device, supplemented by o steel tape.
Contours as shown have been Interpolated between spot elevations,
actual ground surface ray vary.
This survey has been prepared for the exclusive use of parties whose
names appear hereon only, and does not extend to any unamed tPwd
parties without express recertification by the land surveyor.
c
v
a
0
r
04
i2
FtEcEM
CITY oF KWILA
JAN 2 1 2005
PERMIT CE'NT'ER
HoJ DfSCRIP I8J
...
7
Q
Q
0
1
4CI
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M NO. 8700
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E
GEN ERAL STRUCTURAL NOTES
2
BUILDING CODE:
2003 EDITION OF THE INTERNATIONAL BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION.
LOAD5:
ACTIVE EARTH PRESSURE (HORIZONTAL BACKFILL) = 40 PCF (EQUIVALENT FLUID PRESSURE).
PASSIVE EARTH PRESSURE = 250 PCF (EQUIVALENT FLUID PRESSURE).
SOIL— CONCRETE COEFFICIENT OF FRICTION = 0.30
FOUNDATIONS:
SOILS REPORT BY AMEC EARTH AND ENVIRONMENTAL„ PROJECT 1 -93M- 00359 -0
SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18' MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS
LOWEST ADJACENT GPADF WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 2.000 PSF.
CONC
MINIMUM 28 DAY STRENGTH 2,500 PSI
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED. MAXIMUM SLUMP
4-1/2 FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL
ENGINEER'S APPROVAL_
FLY ASH — IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 18% OF CEMENTITIOUS MATERIALS AND SHALL HAVE
A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWMORK OR
ARCHITECTURALLY EXPOSED CONCRETE.
ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER. ASTM A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL
BARS #3 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE
STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAILING MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS:
CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
3'
EXPOSED TO EARTH OR WEATHER
CONCRETE RETAINING WALL SEE
#6 OR LARGER
2'
#5 AND SMALLER
1 1/2
ALL OTHER PER LATEST EDITION OF ACI 318.
7' -0"
LAP SPLICES IN CONCRETE:
LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS 'B' TENSION LAP SPLICES PER LATEST EDITION OF A.C.I. 318. STAGGER
SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF
FOUNDATION REINFORCING MUST PROVIDE ISOLATK) N FROM MOISTURE/ CORROSION.
ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURA ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LIP WITH
HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON
CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VER'TiCA! REINFORCING TO FOUNDATION WITH STANDARD 90
DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.
SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
THE STRUCTURAL ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR
PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO.
WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIAAL.S, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /OR
ADDENDA.
NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO
DETAILS ARE SHOWN, CONSTRUCTION SFUALL CONFORM TO SIMILAR WORK ON THE PROJECT.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY
DISCREPANCY WITH THE ENGINEER.
TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE.
WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS
SHALL GOVERN.
ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHAH BEAR THE SEAL OF A REGISTERED ENGINEER
RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT.
3
4
m
sm
MAXIMUM
HEPff
O w
1.
CONCRETE RETAINING WALL SEE
HEEL FOOTING VERTICAL.
LENGTH DEPTH REINFORCING
a • or *
BAR
"B"
BAR
'C'
DETAILS FOR RESTRAINT
BAR
'E'
7' -0"
REQUIREMENTS AT TOP OF WALL
0' -8'
2.
BACK FILL PER SOILS REPORT
#4 0 12' O.C.
N/A
SHORE WALL AT THIRD POINTS
12' -0'
4' -0'
ALONG LENGTH PRIOR TO PLACING
1' -7" 1' -2" #5 0 9' O.C.
04 0 12" O.C.
BACKFILL
N/A
3.
DOWELS TO MATCH AND LAP
16'
21'
VERTICAL BAR "A'
16'
4.
4' • DRAIN TILE SLOPE TO APROVED
18'
16'
DISCHARGE
16'
16'
#4
22'
5.
#4 0 12" O.C. HORIZONTAL
28"
6.
48' MIN. BACKFILL FOR 12 FT. WALL
24'
7.
SEE DETAILS 02 AND 03 THIS SHEET
17'
22'
FOR SLAB CONNECTION AND
#5
27'
REINFORCEMENT
•
S
*
(
—(5)
_. (A)
(6)
j be
,a
( t (C)
o, �
"X' (D)
m (E)
I
0
RESTRAINED RETAINING WALL
MAXIMUM
HEPff
O w
LENGTH
'L'
WALL
THICKNESS
v
HEEL FOOTING VERTICAL.
LENGTH DEPTH REINFORCING
a • or *
BAR
"B"
BAR
'C'
BAR
U
BAR
'E'
7' -0"
3' -0'
0' -8'
1' -2' 1' -0' #4 0 12" O.C.
#4 0 12' O.C.
#4 0 12' O.C.
N/A
N/A
12' -0'
4' -0'
V -10"
1' -7" 1' -2" #5 0 9' O.C.
04 0 12" O.C.
#4 0 12' O.C.
N/A
N/A
MAINED CONCRET 'RETAINING WALL
-ban.
• 1.
#4 BARS 0 48' O.C.
f'c =2,500/3,000 PSI
EACH WAY IN SLAB
.2.
#4 CONTINUOUS
3.
#436 6 44" LLH DOWEL
4.
CONCRETE WALL PER PLAN
(3)
TOP
(4) 5.
CONCRETE SLAB
, - jjj�
SCALE: N.T.S.
F
ki G
g
p
a
a
N
H
CLASS B TENSION SPLICE LENGTHS
CONC. PSI
f'c =2,500/3,000 PSI
Vc = 4,000 PSI
f'c = 5,000 PSI
LOCATION
$PACIN
SIZE
REGULAR
TOP
REGULAR
TOP
REGULAR
TOP
> 3db
>6db
>3db
>6db
>3db
>6db
>3db
>6db
>3db
>6db
>3db
>6db
#3
16'
16'
21'
21'
16'
16'
18'
18'
16'
16'
16'
16'
#4
22'
22'
28'
28"
1 9'
19'
24'
24'
17"
17'
22'
22'
#5
27'
27'
35'
35 '
23'
23'
30'
21'
21'
27'
27'
#6
35'
32'
48'
42'
31"
28'
40'
27'
25'
38 '
33'
07
48 '
38'
63"
49'
42'
33 '
54'
42"
37"
29'
48'
38'
08
63'
43'
82'
58'
55'
37'
71`
'
49'
33'
64'
4 3 '
09
80'
48
104'
83'
69'
42"
90'
62'
38'
81"
49'
110
102'
58'
132'
76'
88 '
50'
114'
65'
79 '
45'
102'
59 '
#11
128' 1
71'
162'
93'
10e
62'
140'
80'
97"
55'
126"
72'
1. TOP BARS ARE ANY HORIZONTAL
BARS PLACED SO THAT MORE
THAN 12' OF FRESH CONCRETE
IS CAST IN THE MEMBER BELOW
THE REINFORCEMENT.
2. UNLESS NOTED OTHERWISE, LAP
SPLK,ES IN CONCRETE BEAMS,
SLABS, WALLS, AND FOOTINGS
SHALL BE CLASS 'B' TENSION
LAP SPLICES.
3. CONTACT STRUCTURAL ENGINEER
F CENTER TO CENTER SPACING
OF REINFORCEMENT IS LESS
THAN OR EQUAL TO 3 BAR
DIAMETERS ( <3db).
'1 LAP SCHEDULE FOR REWwORCING STEEL
r
SCALE: N.T.S.
,, ...♦
F•J
C
'
3) �.
1. CONC. SLAB
2. 4 0
# 48 O. C. i
!�o �■
•:� t
�
'
i
SLAB REINFORCING
3. #4 x 36' LONG DOWELS i
0 24' O.C. EM9E0 AND
Lu
EPDXY 6' INTO WALL
4. CONC WALL PER PLAN
CONCRETE SLAB AT CONCRETE WALL
SONS
No eh anOm-9 shell be made to the •ec a
of !jwm pslor opprm;ml or
NOTE: Rev;�,jrw will rogLdm a m" plan SL&nnm
and mad► kxkxfe addltl xW pion mAew fees.
SCALE: N.T.S.
•
r i
.:. ,. arors and oni 1
the vb6aow of any •• • or R
ev
I . M .
cxry OF i
V�' A
APR 0 7 1005
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