HomeMy WebLinkAboutBLD07-098 Includes drawingsBIJILDING PtrRMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Torvnsend, WA 98368
(360)379-s09s
Project Inforntation
PermitType CommercialMiscellaneous
Site Address FERRY TERMINAL
Project Description
Exterior improvements to ferry terminal
Permit #
Project Name
Parcel #
BLD07-098
FERRY REMODEL
989701 301
Names Associated witlt this Project
Type Name
Applicant State Of Washington-Nat
Resour
Owner State Of Washington-Nat
Resour
Contractor Drury Construction
Contractor Drury Construction
Contact Phone #
License
Type License # Exp Date
(360) 394-6000
(360) 3e4-6000
CITY
STATE
6446 12t31/2007
DRURYC*2 33t 04 I 05 t2009
Fee Information Project Detoils
Stores - Type V-B 700 SQFT
Project Valuation
Building Permit Fee
Plan Review Fee
State Building Code Council Fee
Technology Fee for Building Permit
Record Retention Fee for Building
Permit
$52.346.00
664.7s
432.09
4.50
13.30
10.00
Total Fees $1,124.64
*** SEE ATTACHED CONDITIONS }<X'C
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the infonnation provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify
that I am the owner of the property or authorized agent of the owner.
Date Issued
lssued By:
091t0/2001
PWESTERFIELD
Print Nam " Lo n/Ni< WooDS
BUILDINGPERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-s09s
Project Informotion
PermitType Commercial Miscellaneous
Site Address FERRY TERMINAL
Project Description
Exterior improvements to ferry terminal
Permit #
Project Name
Parcel #
BLD07-098
FERRY REMODEL
989701 301
Conditions
10. Special Inspection required for high strength concrete and placement ofreinforcing steel. Special Inspection reports
shall be copied to the Building Department.
20. Special Inspection required for field welding of structural steel. Special Inspection reports shall be copied to the
Building Department.
30. Special Inspection required for shear walls and holdowns. Special Inspection reporls shall be copied to the Building
Department.
40. Electrical permit required from WA State Labor & Industries (L & !; contact L &I @360-411-2702
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further cenify
that I am the owner ofthe property or authorized agent ofthe owner-
print Name Date tssued: 09/10/200"1
IssuedBy: PWESTERFIELD
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)ICITY OF PORT TOWNSEND
PERMIT ACTIVITY LOG
PERMIT # F,r-lr>nz q8
SCOPE OF WORK:
DATE RECEIVED i.ai- I I -o-7
DATE ACTION INITIALS
ENTERED TNTO CHET
CA-to - No evidence
CHECKED FOR COMPLETENESS
,t )rtl-tt-t(
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--1
Inspection Report
Project Permit #
Inspection & Notes
)
Date lnspector
9.zl"ot llRsr
L)
/t t\l\
'/lr/61,<&otI
2
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
NUMBER:BIOD Y - OqADATE OF'INSPECTION:
SITE ADDRESS:
PROJECT NAME:
CONTACT PERSON:
CONTRACTOR:
PHONE:
TYPE OF TION:rl
rL)
N APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
! NOTAPPROVED
Call for re-inspection before
proceeding.
Inspector Date
Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may
be assessed if work is not ready for inspection.
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
LDD1-oqgDATE OF INSPECTION:
SITE ADDRESS:
PROJECT NAME:D.S bo-r ToNrnacion:
CONTACT PERSON:Lo hnr e, PHoNE:
TYPE OF INSPECTION:
r:-5
dL_I
N APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
! NOTAPPROVED
Call for re-inspection before
proceeding.
Inspector Date
Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may
be qssessed if work is not ready for inspection.
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
PERMIT NUMBER:DATE OF INSPECTION:
SITE ADDRESS:
PROJECT N
CONTACT PERSON
TYPE OF ON.{
PHONE:
.n
L/
! APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
! NOTAPPROVED
Call for re-inspection before
proceeding.
Inspector Date
Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may
be assessed if work is not ready for inspection.
Page 1 of3,'
Jan Hopfenbeck
From: Jan Hopfenbeck
Sent: Monday, August 27,2007 9:07 AM
To: 'Scott, Mark'
Gc: Scottie Foster; Penny Westerfield; Lu, Lei; Sowers, David
Subject: RE: Status of bld07-098
Hello Mark,
We have not heard from you regarding a contractor. Just please let us know when the bid is awarded and fbrward
contractor information (they'll need a City business license) to us and we'll make sure you have the permit when
you're ready to begin.
Thanks again,
Jan
From : Scott, Ma rk fma i lto : ScottM@wsdot.wa. gov]
Sent: Monday, July 23,2007 4:30 PM
To: Jan Hopfenbeck
Cc: Scottie Foster; Penny Westerfield; Lu, Lei; Sowers, David
Subject: RE: Status of bld07-098
Jan
Thanks for the confirmation
1. I will send the information on the contractor when we get one on board. Call or e-mail me and let me
know when the permit is ready.
2. Our specification requires the contractor to obtain all required licenses and permits.
3. Normally WSDOT pays for plan review and the Contractor will pay for permits and licensing fees. Please bill us
for any outstanding portion of the plan review fee and then set the permit charges up so that our Contractor will
pay the normal permit amount. Please send the bill to my address and I will hand it off to the right person down
here. Our estimate for the work at the Port Townsend terminal, which includes the installation of the EFS
equipment, is in the $105k range.
Please let me know if you have any further questions.
Mark A. Scott, Architect
Maintenance and Operations Programs
HQ Facilities Office
Tumwater State Office Building
7345 Linderson Way SW
Tumwater, WA 98501
(360)70s-7367
(360)s61-1206 Cell
FAX (360) 70s-6829
From : Ja n Hopfen beck [ma ilto :j hopfen beck@cityofpt. us]
Sent: Monday, July 23,2007 11:38 AM
To: Scott, Mark
Cc: Scottie Foster; Penny Westefield
Subject: RE: Status of bld07-098
812712007
Page 2 of 3
Mark,
We'll have this approved and ready to issue this week but we will need contractor info. Who will be providing this
info once the bid is awarded? (The Contractor will also need a City business license to conduct work within the
City). Who do we call when the permit is ready for issuance? Shall we invoice WSDOT for the remainder of the
permit fees that will be due upon issuance or is payment of the remaining permit fees included in the awarded
contract? (l think we generally invoice the State but would you let us know please?)
Thanks Mark,
Jan
From : Scott, Ma rk fma i lto : ScottM @wsdot.wa. gov]
Sent: Monday, July 23,2007 10:09 AM
To: Scottie Foster; Sam Neville
Cc: Lu, Lei; Jan Hopfenbeck; Reynolds, Kevin
Subject: RE: Status of bld07-098
Scottie,
Thanks for getting back to me. I'm not sure where the communication might have come to halt work on this
project. Unfortunately it's not reality based.
We will need an estimate on the time necessary to complete the review. Hopefully we can get this expedited and
complete it in the next couple of weeks as this project is currently out on Ad. We had planned to open the bids the
middle of this week.
Please give me a call and see if we can't speak to this issue today
Mark A. Scott, Architect
Maintenance and Operations Programs
HQ Facilities Office
Tumwater State Office Building
7345 Linderson Way SW
Tumwater, WA 98501
(360)70s-7367
(360)561-1206 Cell
FAX (360) 705-6829
From : Scottie Foster fmailto: sfoster@cityofpt, us]
Sent: Friday, July 20, 2007 L:02 PM
To: Sam Neville; Scott, Mark
Subject: Status of bld07-098
Mr. Scott,
Please check with WSDOT folks about the status of this permit (BLD07-098) for the new roof
to cover the electronic
fare collection turnstiles at the PT ferry terminal.
We had been lead to believe that the work would not be undertaken this year meaning that the
permit would not be needed
at this time.
The review process for this permit is on hold at this time awaiting any further information from
WSDOT on
the matter.
8/27/2007
a-l
I
Please let me know how WSDOT wishes to proceed with this permit.
Regards,
Scottie Foster
Administrative Assistant
Development Services Department
360-344-3057
'-J Page 3 of3
8127/2007
I
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FAX
COVER
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3
Port Townsend, WA 98368
(360) 379-5095 Fax (360) 344-4619 0?8
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COMPANY/AGENCY: bq
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Jan Hopfenbeck
From:
Sent:
To:
Subject:
Jan Hopfenbeck
Tuesday, May 01,2007 11:42 AM
'Huey, Rick'
RE: Status update on LUP07-020
Hi Rick,
We have a new fee schedul-e so I needed to doubLe-check the fee calcul-aLions. Based on lhe
$1-05,000.00 figure, looks like t.he fees would be:
$ 667.78 plan review fee
#L027.35 buil-ding permit fee
$ 10. OO records retention fee
$ 20.55 technology fee
$ 4.50 state Building code Council fee
Total- of approximaLely $1730.l-8.
Hopefully that helps wit.h your budgeting, 'Jan
- - - --original Message---- -
From: Huey, Rick lmaifto:HueyR@wsdot.wa.govlSent: Wednesday, April 25, 2007 2:05 PM
To: Jan Hopfenbeck
Subject: RE: Status update on LUP07-020
The cosL is $106,000
- --- -originaf Message-- ---
From: Jan Hopfenbeck [mai]-to: jhopfenbeck@cityofpt'usl
Sent: Wednesday, April 25, 2007 ]-0:11 AM
To: Huey, Rick
Subject: RE: Status update on LUP07-020
Is there a vafuation for Lhe roof exLension?
- - - - -Original- Message- - - - -
From: Huey, Rick [mai]-to:HueyR@wsdot.wa.govl
SenE: Tuesday, April 24, 2007 3:02 PM
To: Jan Hopfenbeck
Subject: FW: Status update on LUP07-020
Jan, what is the buifding permit fee for this project?
--- - -Originaf Message-- ---
From:,Judy Surber lmai]-to: jsurber@cityofpt.usl
Sent: Tuesday, April 24, 2oo7 2:42 PM
To: Huey, Rick
Subjectr RE: Status updaEe on LUP07-020
Hi Rick,
The l-and use permit fee is $1 ,273. Which I hadn'L real-ized was past duel (as you know
permit fess are also due on the other 2 WsF's applications).
For the building permiL fee, you'l-l- need Eo conLact,Jan Hopfenbeck per my earlier email
.Tudy
-----originaf Message- - -- -
From: Huey, Rick [mai]"to : HueyR@wsdot . wa . govl
Sent: Tuesday, upril 24, 2007 L:53 PM
To: Judy
Subj ect, :
Surber
RE : SEatus update on IJUPO 7 - 02 0
Is it possible to estimate the cost of this permit? We are trying to plan out spending
through the end of rTune. Thanks.
- - - --Origina1 Message- - -- -
From:,Judy Surber [mailto: jsurber@cityofpt.us]
Sent: Tuesday, April 24, 2007 LL:04 AM
To: Huey, Rick
Subject: Status update on LUP07-020
Hel-l-o Rick,
The public comment period for Lhe Electronlc Fare SysLem Turnstiles/Roof exLension (tUp
O7-02O) expired on April 20th. We have received one letter of comment from DOE, which I
have emailed separately as a pdf file.
As for the Historic Preservation Committee review - Charlie Pau1, of the HPC, determined
Ehat the proposal did not need formal review.
I plan to issue the decision by Monday afternoon.
Sincerefy,
,Judy Surber
Senior Pfanner
<<Judy Surber.vcf>>,t** esafe2 scanned this emaif and found no maficious content ***
*r,* fMpoRTANT: Do not open attachments from unrecognized senders ***
2
Scottie Foster
')Page 1 of3
From: PennyWesterfield
Sent: Tuesday, July 24,2007 9:15 AM
To: Judy Surber; Jan Hopfenbeck
Gc: Scottie Foster
Subject: RE: Status of bld07-098
CHET still shows Pending. A quick email to all three of us (Jan, Scottie, and me) telling when
it was issued will suffice so it can get changed. When was it issued, Judy, so we can change it
in CHET?
-----Original Message-----
From: Judy Surber
Sent: Tuesday, July 24,2007 9:01 AM
To: Penny Westefield; Jan Hopfenbeck
Cc: Scottie Foster
Subject: RE: Status of bld07-098
Delays were caused by WSDOT not paying the shoreline permit application fee. Once recieved, it moved
along just fine. I don't believe the delay was due to the shoreline permit status being held up in CHET- |
think Scottie updated CHET when the shoreline permit was issued.
-----Original Message-----
From: Penny Westerfield
Sent: Monday, July 23,2007 2:10 PM
To: Jan Hopfenbeck
Cc: Judy Surber; Scottie Foster
Subject: RE: Status of bld07-098
We should at least show Judy how to change the status of permits in CHET. lt's
not difficult and this would help prevent future delays. The permit still says
"pending." Judy, do you even have CHET on your system?
-----Original Message-----
From: Jan Hopfenbeck
Sent: Monday, July 23, 2007 2:02 PM
To: 'Scott, Mark'; Scottie Foster; Sam Neville; Judy Surber
Cc: Lu, Lei; Reynolds, Kevin; Penny Westerfield
Subject: RE: Status of bld07-098
That sounds fine. l'll e-mailyou when the building permit is ready excepting contractor
information. lf you'll send the contractor info once the bid is awarded, we'll release the permit
then.
Thanks again for your help,
Jan
7t2512007
Page2 of3
Fro m : Scott, Ma rk [ma i lto : ScottM@wsdot.wa. gov]
Sent: Monday, July 23,2007 12:00 PM
To: Jan Hopfenbeck; Scottie Foster; Sam Neville; Judy Surber
Cc: Lu, Lei; Reynolds, Kevin
Subject: RE: Status of bld07-098
As long as we can have confidence that the permit will be ready for our contractor to pick up
no later than August 1, we will continue with the bid opening this Thursday.
Please let me know if this works from your end
Mark
Fro m : Ja n Hopfen beck fma i lto :j hopfen beck@cityof pt. us]
Sent: Monday, July 23,2007 11:25 AM
To: Jan Hopfenbeck; Scott, Mark; Scottie Foster; Sam Neville; Judy Surber
Cc: Lu, Lei; Reynolds, Kevin
Subject: RE: Status of bld07-098
Judy,
Looks like they applied and the permit was approved several weeks ago so you don't need to
reply. We'll get the BP issued.
Thanks,
Jan
From: Jan Hopfenbeck
Sent: Monday, July 23, 2007 1 1 : 16 AM
To: 'Scott, Mark'; Scottie Foster; Sam Neville; Judy Surber
Cc: Lu, Lei; Reynolds, Kevin
Subject: RE: Status of bld07-098
Good lord! Scottie, thanks for checking on this. l'lltake a look at the plans from a building
perspective. lf that's complete we'll have no problem with approval from that end. However, if
the Shoreline Permit has not been applied for, notice requirements and processing may
present a timing problem. We'll have to check with Judy on the Shoreline Permitting and
she's out until tomorrow.
l'll let you know on the building review.
Jan
From : Scott, Ma rk fma i lto : ScottM @wsdot.wa, gov]
Sent: Monday, July 23,2007 10:09 AM
To: Scottie Foster; Sam Neville
Cc: Lu, Lei; Jan Hopfenbeck; Reynolds, Kevin
Subject: RE: Status of bld07-098
Scottie,
Thanks for getting back to me. I'm not sure where the communication might have come to
haltwork on this project. Unfortunately it's not reality based.
We will need an estimate on the time necessary to complete the review. Hopefully we can get
this expedited and complete it in the next couple of weeks as this project is currently out on
Ad. We had planned to open the bids the middle of this week.
7tzs12007
Page 3 of3
Please give me a call and see if we can't speak to this issue today
Mark A. Scott, Architect
Maintenance and Operations Programs
HQ Facilities Office
Tumwater State Office Building
7345 Linderson Way SW
Tumwater, WA 98501
(360)70s-7367
(360)561-1206 Cell
FAX (360) 70s-6829
bld07-098
Mark
From : Scottie Foster fmailto :sfoster@cityofpt. us]
Sent: Friday, July PM
To; Sam Neville;
Subject: Status
Mr. Scott,
Please check with WSDOT folks about the status of this permit (BLD07-098)
for the new roof to cover the electronic
fare collection turnstiles at the PT ferry terminal.
We had been lead to believe that the work would not be undertaken this year
meaning that the permit would not be needed
at this time.
The review process for this permit is on hold at this time awaiting any further
information from WSDOT on
the matter.
Please let me know how WSDOT wishes to proceed with this permit.
Regards,
Scottie Foster
Admin istrative Assistant
Development Services Department
360-344-3057
712512007
FlqY-7-aaa7 E9:1BA FRO['1:CITy u, jOnf fOmtSeN 36A3444619 TO : 8P35E7E568e9pia6eA1Ep. e
$erviees
Commercial Building permit Application
> Applications accepted by mail must includo a check for initial plan review of $1 5oj> See lhe "Commerclal Building permil Application Requiremenls" lor details onplan submittal requirements.
cityofpt.us
Lender lnformalion:
Lender lnlormation musl be provided lor projects
over $5.000 in vatuarion per RCW 19.22.09s.
Na
ProJect Valuafion: g tootq
Construction Type:tl,h
OccupancyRaring:4.9
"
Building lnformation (square feet):
1dfloor..-; Restroorns:_
znd floor- Dock(s)
3d floor Stora
Basement;_ ls it finished? Yes No
orher:.Ngttr ca{EEFct 4re,4 tgf?rn
New D Addition S Remodel/Repair tr
Change of Use tr
Total Lot Coverage (Bullding Footprint):
Square feet:_
lmpewious Surface: 6p
Contractor:
Nam
Address:
Phone:
Email:
Slate License
City Business License *,.'ly*1 e,
Square
I hereby certlty that lhe information provided is correct, lhat I am either the owner or authorized to act on behalf of the owner
and that all activitles associated wllh this permil will be in accordance with Siate Laws and tha Port Townsend Mun'cipat Code.
Print N
Project Address & Zoninq Dlstrict:?a,t\ Gumffid frrf4 T*rprintl
Legal Descrlption{or Tax #):Addition:_
Block:
??1
,9fflpf'Use Onlv
'Permit
#31^0Of-:OgB
As$ociated. Pdrmits:Parcel #
C
Email
Conl
Na
Address:
Email .llta. q6$: €6d:hrn 0
Signature Date:a
-\ -\ \
._ City of Port Townsend , -.. ;
RE:
X'ile No:
Date:
Applicant:
Planning Department
City Hall
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360) 379-5084 FAX (360) 385-767s
ADMINISTRATIVE DECISION
MTNOR SHORELINE SUBSTANTIAL DEVELOPMENT
Port Townsend Ferry Terminal Improvements - Electronic Fare System
Tumstiles/Roof Extension - Minor Shoreline Substantial Development
Permit Approval
LUP #07-020
June2l,2007
Rick Huey, WSDOT Ferries
2g0t 3'd Avenue, Suite 500
Seattle, WA 98121-3014
(206) srs-372t
Staff Contact:Judy Surber, Shoreline Administrator
Planning Department
360-379-5084
SUMMARY OF APPLICATION AND DECISION
Proposal: Type II, Shoreline Substantial Development permit approval for installation of
electronic fare system turnstiles and improvements to the existing terminal to provide weather
protection to passengers waiting to board the vessel. The new construction is consistent with the
design and height of the existing terminal. The roof extension is designed for weather protection'
and will not be fully enclosed.
Project Location: Port Townend Ferry Terminal, 1301 Water Street, Port Townsend Jefferson
County, 98368. Tax Parcel Number 989-701-301
Shoreline Designation: Aquatic
Decision: The application is CONDITIONALLY APPROVED.
FINDINGS, CONCLUSIONS and DECISION
Findings of Fact
l) Washington State Fenies (WSF) seeks approval of a Type II, Shoreline Substantial
Development permit for improvements to the existing terminal, specifically
installation of electronic fare system turnstiles and extension of the roofline to
provide weather protection (Exhibit A). WSF is implementing an electronic fare
t4/sF - LUP 07-020
Page 2 of2
system to provide online ticketing for passengers. Electronic fare system turnstiles
will allow customers with tickets from online system to bypass the ticketing booth.
The tumstiles will be installed on the south side of the terminal building adjacent to
the existing entrance, and under the existing roof. The west door on this wall will be
removed and restored to match the terminal walls. An existing window and the wall
below it on this wall will be removed and a new door will be installed. One new post
will be placed in-line with the existing posts on this side of the terminal. A wide
flange sill beam and aluminum storefront with clear glazing will be installed on the
posts to provide weather protection for ferry customers. A 4 ft. wide, 21 ft. long, 6 in
thick roof extension will be installed along the south roof edge to provide additional
weather protection. The roof extension will match the height of the existing roof.
The new constriction is designed to aesthetically match the existing terminal. This
structure is designed for weather protection and will not be fully enclosed.
2)The Port Townsend ferry terminal is located at 1301 Water Street, Port Townsend
Jefferson County, 98368 (Tax Parcel Number 989-701-301).
Shoreline M.aster Plggr,am and Zonipg
3) The terminal is situated on a pier supported over-the-water structure adjacent to the
city of Port Townsend's historic downtown. As an over-the-water structure lying
beyond the extreme low tide, the terminal falls within the Aquatic shoreline
designation and Shorelines of Statewide Significance.
4)Ferry terminals are categorized as transportation facilities under the city's Master
Program. The existing legally established Port Townsend ferry terminal is a water-
dependent use.
s)Adjacent uplands are designated as Urban. Surrounding uses are primarily
commercial in nature including a bank, retail shops, dry cleaners, pharmacy,
restaurants, and a small public park.
The ferry terminal and adjacent public park are zoned P-I Public Infrastructure.
Waterfront properties to the west are zoned C-lI General Commercial and properties
to the east are zoned C-llI Historic Commercial. In instances where the SMP
provisions conflict with basic zgning provisions, the SMP governs.
Pursuant to Section 10.4.1 of the City of Port Townsend Shoreline Master Program,
the application may be processed as a Type II Minor Shoreline Substantial
Development Permit. The proposal involves a shoreline modification to support an
existing legally established use. Specifically, the proposal involves minor
modifications to an existing ferry terminal including a roof extension of
approximately 84 square feet to provide weather protection. Proposed alternations to
the existing terminal will not exceed one-story in height nor will they increase the
height of the existing roof. The proposal will not alter nor intensiff existing uses; nor
6)
7)
IYSF - LUP 07-O2O
Page 3 of3
will it alter the over-the -water footprint. Type II Shoreline permits are subject to
review and approval by the city's shoreline administrator and public notice is required
(PTMC, Chapter 20.01). The decision may be appealed to the city's Hearing
Examiner pursuant to Chapters 1.14 and 20.01 PTMC.
Public Notice- SEPA and Enviro v Sensitive Areas (ESA) review
8)Notice of Application was provided pursuant to Chapter 20.01 PTMC, including a 30-
day comment period (Exhibit B). Said Notice was published in the local newspaper,
mailed to neighbors within 300 feet of the site, and posted at the site. One written
comment was received during the comment period. In their letter dated April 16,
2007, the Washington Department of Ecology outlined msasures that must be
employed to ensure consistency with water quality regulations under Chaptdr 90.48
RCW, Water Pollution Control, and WAC 173-2014,, Water Quality Standards for
Surface Waters of the State of Washington (Exhibit C, Letter from DOE).
9) Washinglon State Ferries, acting as lead agency, has determined that the proposal is
categorically exempt under the State Environmental Policy Act (SEPA).
10) ' :The terminal building is located in a mapped habitat area and seismic hazard zone.
The Director of Development Services Department has determined that Critical Areas
requirements can be waived for the proposed modifications to the existing terminal
building as alterations are to be conducted atop the existing over-water-structure and
the proposal will not result in any approval of over-water shading impacts as
compared to those caused by the current structure. A critical areas perrnit wili not be
required (PTMC 19.05.040C(2)) provided that the construction shall be conducted in
a manner oonsistent with best management practices (BMPs) and the city's
engineering design standards.
Shqrelinq Master Program Policies and Performange Stapdards
l1) The following sections of the Port Townsend Shoreline Master Program (SMP) were
reviewed as part of the requested use:
4.4 Circulation Element
5.5 Shorelines of Statewide Significance
5.6 Aquatic Designation
6 Environmental Protection
8.15 Transportation Facilities
12) Project consistency with the above SMP sections, including applicable policies and
performance standards, is provided in the Findings below. The reviewed policies and/or
performance standards are listed in regular text, with analysis provided in regular font.
I{SF - LUP O7-O2O
Page 4 of4
13) Section 4.4 Circulation Element: To achieve safe, convenient non-motorized-friendly,
and diversified circulation systems to provide public access to the shoreline, efficient
movement of people and goods, with minimum disruption to the shoreline
environment and minimum conflict among shoreline uses and between shoreline users
and abutting upland areas.
Analysis: Proposed improvements to the state ferry terminal will provide for efficient
movement of people with no additional disruption to the shoreline environment. All
improvements are to be constructed on the existing pier surface,
l4) The proposal to enhance the existing state ferry terminal is consistent with the policies
in section 5.5 Shorelines of Statewide Significance. Specifically, the order of use
preferences established in Policy 5.5.1:
a. Recognize and protect the statewide interest over local interest. The City
has notified applicable state agencies, affected Indian tribes, and statewide
interest groups on proposed actions affecting shorelines of statewide
significance. Comments have been received from DOE (Exhibit C).
b. Preserve the natural character of the shoreline. The proposal would not
adversely affect the natural character of the shoreline. Modifications to the
existing terminal building will be wholly contained on the existing over-
water footprint.
c. Result in long-term over short-term benefit. The proposal will benefit the
public at large by enhancing operation of a regional transportation system.
d. Protect the resources and ecology of the shoreline. Modifications to the
existing terminal building will be wholly contained on the existing over-
water footprint.
e. Increase public access to publicly owned areas of the shoreline. The
proposal will shelter passengers awaiting the public ferry.
f. Increase recreational opportunities for the public on the shoreline. The
proposal neither diminishes nor improves recreational opportunities.
g. Providefor any other element as defined in RCW 90.58.100 deemed
appropriate or necessary. Minor improvements to the ferry terminal are
consistent with the SMA.
l5) Policies in Section 5.6 Aquatic Designation call for:
" Minimizing interference with surface navigation (Policy 5.6.8) preservation of
water quality and habitat (Policy 5,6 9).
Analysis: As the proposal will not expand the over-water-structure, there will be no impact
to surface navigation. Construction will be conducted in accordance with tne
EcologyMSDOT Water Quality lmplementing Agreement, and the WDFW Ferry Terminal General
Repair and Maintenance HPA to meet allwater quality protection requirements. Best Management
ITSF - LUP O7-O2O
Page 5 of5
practices should also be employed to further reduce potential impacts to water quality and
habitat,
16) Applicable Development regulations for the Aquatic designation are as follows:
DR 5.6.13 - Structures placed in the Aquatic designation shall blend into the
surroundings to the greatest extentfeasible utilizing appropriate color(s), texture,
non-reflective materials, and other design characteristics
DR 5.6.14 - New over-water structures and exterior modifications to existing over-
water structures adjacent to the Historic Waterfront District are subject to Historic
District Design Review pursuant to Chapter 17.30 PTMC.
DR 5.6.23 - No new or expanded structure shall exceed a building height of l8 feet, 6
inches above the deck surface consistent with the existing Union Wharf building,
except height limits shall not apply to flagpoles, antennas, andfunctional components
of water-dependent uses (e.g., overhead walkways for ferry operations, booms for
haul-out facilities), that may exceed the height limit when necessary to perform their
intended functions.
Analysis: The Historic Preservation Committee Chair was consulted and has determined
that the proposal did not require formal historic district review. The proposed height of
the structure would not exceed 18-feet 60-inches. Proposed materials and design are
compatible with the surroundings.
17) Policies and Regulations in Chapter 6, Environmental Protection, of the SMP are
based upon the requirement to:
"Assure, at a minimum, that development and use within the shoreline's jurisdiction
result in no net loss of ecologicalfunctions necessary to sustain shoreline natural
resources..." (Policy 6.3.3 and DR 6.3.2).
Provide a level of protection to critical areas that is equal to or greater than the
level of protection provided by the adopted Port Townsend critical areas
regulations .... " (Policy 6.5.3).
Analysis: As conditioned, the proposal will not impact ecological functions nor will
it increase the potential impact to critical areas or their buffers. There is no expansion
of over-water footprint and, given the height and location of the modified roofline, no
additional over water shading will occur.
l8) 8.15 Transportation Facilities speaks mainly to road construction. Policy specifically
pertaining to ferry terminals is limited to 8.15.11 regarding food service does not
apply as no food service is proposed:
I4/SF - LUP 07.O2O
Page 6 of6
Required Permits and Approvals
l9) Shoreline Substantial Development Permit, City of Port Townsend
20) Building Permit Approval, City of Port Townsend DSD Department
CONCLUSrolrS
Based on the findings of fact entered above, the following conclusions are entered
1) Improvements proposed in the application submitted by WSF meet the definition of
"minor" pursuant to Section 10.4.1 of the Shoreline Master Program and thus, the request
is correctly processed as a Type II Minor Shoreline Substantial Development Permit.
2) The proposal, as conditioned, is consistent with the goals, policies and standards of the
Shoreline Master Program, implementing the Shoreline Management Act (RCW 90.58)
including the overarching goal to achieve no-net loss of the functions and values
necessary to support existing shoreline resources.
3) As conditioned, the proposed project would not have a detrimental effect on the public
interest.
DECISION
Based on the findings of fact and conclusions of law entered above, the decision of the Shoreline
Administrator on the request by Washington State Ferries to improve the existing Port Townsend
ferry terminal, as described in the Shoreline Substantial Development Permit, File No. LUP07-
020, is as follows:
The application is CONDITIONALLY APPROVED, subject to the following stipulations
During Construction
1) To minimize potential impacts to water quality/habitat project activities shall be conducted in
accordance with:
a. Best management practices contained in the Department of Ecology Stormwater
Management Manualfor Puget Sound. All construction debris shall be properly
disposed of on land in such a manner that it cannot enter into the waterway or
cause water quality degradation to state waters; and,
b. Measures to ensure consistency with water qualityrregulations under Chapter
90.:48 RCW, Waler Follution bontrol, and WeC fii-201A, Water Quality
Standards for Surface Waters of the State of Washington (Exhibit C).
I4/SF . LUP O7-O2O
Page 7 of1
Timins Lim itations
2) Pursuant to WAC 173-27 -190, construction pursuant to the permit shall not begin and is not
authorized until twenty-one (21) days from the date of filing as defined in RCW 90.58.140(6)
and WAC 173-27-130, or until all review proceedings initiated within twenty-one days from
the date of such filing have been terminated; except as provided in RCW 90.58.140(5)(a) and
(b).
Expiration
3) Construction or substantial progress toward construction shall be undertaken in accordance
with approved plans within six months of the date of approval of the Shorelines Substantial
Development Permit. The director may allow for one six-month extension provided the
applicant has shown a good faith effort to comply. Pursuant to WAC 173-27-090, a project
for which a Substantial Development Permit has been granted pursuant to the Shoreline
Management Act must be completed within five years and a one-year extension may be
considered.
ENTERED this 2lst day of 2
Judy rbe
Cify of Port ownsend Shoreline Administrator
List of Exhibits
l. Exhibit A - JARPAform, SEPA exemption & site plans
2. Exhibit B - Notice of Application
3. Exhibit C - DOE letter
Appeal to Port Townsend Hearing Examiner and Effective Date
Pursuant to the provisions of the Port Townsend Shoreline Master Program and Title 20 of the
PTMC, an applicant or other party of record who may be aggrieved by this administrative
decision may appeal the decision to the city's Hearing Examiner by filing a written appeal in
conformance with Chapter 1.14 PTMC within fourteen (14) calendar days after the notice of the
decision, or within twenty-one (21) caldndar days if a SEPA determination of NonSignificance is
issued concurrently with and as part of the permit decision. All appeals to the hearings examiner
shall be processed in accordance with Chapter l.14 PTMC.
If no appeal is submitted, the preliminary approval becomes final at the expiration of the notice
period.
If a written notice of appeal is received within the specified time the matter will be refen'ed to the
hearing examiner for a public hearing. The decision of the hearing examiner shall be the final
city decision.
?I
Post EFS Port Townsend/Keystone Project
Washington State Ferries
April 30, 2007
Prepared for:
Washington State Ferries
STRUCTU RAL CALCU LATIONS
Port Townsend Terminal
(
30
Prepared By:
Bradley A. Martin, P.E
@ilE@ MAY 1 1 2Ui,7
I
t
rl,ill , : :
728 'l34th Street SW, Suite 200
Evereft,WA 98204
42517 41.3800 (Fax 425/741.3900)
3484
sI TE
EXPIRES A
File No. 25-06-010
I r Iidd n Client
Project
WSF
Port Townsend Terminal
Sheet of
Design by BAM
Date 04127107
Checked by
Date
728 134h Street SW Suite 200
Everett, Washington 98204
?h: 425741-3800
Fax. 425 74j-3900
Structural Design Criteria
Project No. 25.06.010
DESIGN SUMMARY
Prqect consists of adding covered passenger waiting area onto existing wood-frame building.
Building is located on an existing over-water concrete pier structure constructed of precast
hollow-core planks on abutments and piles. New addition is a partially-enclosed wood-frame
structure on concrete foundations. Foundations are connected to existing planks by casting new
concrete against roughened surfaces coated with epoxy bonding agent; no post-installed anchors
used to tie new and existing concrete elements together. Vertical load-carrying system is wood
roofjoists on wood-frame walls, and steel beam supported by existing wood posts. Addition is
connected to the new foundation with standard hold-downs and CIP anchor bolts. Addition has
negligible wind loading in north-south direction due to open ends. Lateral loading on new
addition is minimal in both directions; Iateralresistance provided by existing structure, and by
new wall foundation in east-west direction. Additional design elements include partial height
wood-frame walls with cantilevered steel posts in concrete pedestals, and concrete slabs.
CODES AND REFERENCES
General. 2003Intemational Building Code. ASCE 7-D2Minrmum Design Loads for Buildings and Other Structures
Concrete. ACI318-02 Building Code Requirements for Structural Concrete
Steel. AISC ASD Manual of Steel Construction, Ninth Edition (1989). AISC LRFD Manual of Steel Construction, Third Edition (2001)
' AISC Seismic Provisions for Structural Steel Buildings (2002)
' AISC Hollow Structural sections Connections Manual (1997). AWS D1.1-2000 Structural Welding Code - Steel. AWS Dl.3-2000 Structural Welding Code - Sheet Steel. AWS DL.4-2000 Structural Welding Code - Reinforcing Steel
Wood. ANSI/AF&PA National Design Specification for Wood Construction,200I Edition
Catalogs and Miscellaneous. Simpson Strong-Tie Catalog
iddletonReid Client
Project
wsF
Port Townsend Terminal
Sheet of
Design by BAM
Date 04127107728 1341h Slreet SW ' Suite 200
Everett, Wastlington 98204
Ph:425741-3800
Fax:425741'3900
Structural Design Criteria
Checked by
DateProject No. 25.06.010
MATERIAL PROPERTIES
Concrete
Type
All
Normal Weight
f":4,000 psi
Concrete Reinforcing Steel
Typical
Deformed Welded Wire Fabric
ASTM A615, Grade 60
ASTM A497,70 ksi yield
Structural Steel
Wide Flanges ASTM A992, Grade 50
Plates ASTM A36 {ASTM A572, Grade 50}
Angles and Channels ASTM A36
Rods ASTM A36 {ASTM A572, Grade 50}
Hollow Structural Steel ASTM A500, Grade B, t:46 ksi
Base Plates ASTM A36
Connection Mat'l, Embedded Plates ASTM ,4.36
Bolts ASTM A325 {ASTM A490}
Anchor Rods in Concrete/lVlasonry ASTM F1554, Grade 36 {Grade 55, Grade 105}
Welding Electrodes E70XX
Wood
Wall Studs and Plates
Joists and Planking
Beams and Stringers
Posts
Glu-lam Beams
Hem-Fir No. 2 & Better, F6 : 850 psi
Hem-Fir No. 2 & Better, Fu = 850 psi
Hem-Fir No. 2 & Better, F6 : 850 psi
Hem-Fir No. 2 & Better, Fr = 850 psi
24F-V8, Fu:2400 Psi
iddletoniReid Client
Prolecl
WSF
Port Townsend Terminal
Sheel of
Design by BAM
Dare 04127107
Checked by
Date
728 1341h StreetSW Suite 200
Everett, Washington 98204
Ph: 425 741-3800
Fax 425741"3900
Structural Desion Criteria
Project No. 25.06.010
LIVE LOADS
Roof Live Loads
Snow Load 25 psf (non-reducible)
WIND LOADS
Primary Frames Analysis Method
Basic Wind Speed
Importance Factor
Exposure Category
Method 2 -Partially Enclosed Structures
85 mph
I*: 1.0
D
SEISMIC LOADS
Basic Lateral Force Resisting System
Seismic Use Group
Lateral Force Resisting System Factor
Importance Factor
Site Class
Mapped Short Period Acceleration
Mapped 1 -Second Period Acceleration
Bearing Wall Systemil
R:6.5
I: 1.0
D
Sr: 1.269
Sr:0.449
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iddleton'Reid Client r^ls r Sheet / of
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2OO2 ASCE.7 WIND LOADS
LD.: Port Townsend: N-S Direction
Data:Ref:
sec. gust wind speed V-
h-
B_
l_=
t-
85 mph
13 ft
54 ft
38 ft
0.15 s
0.05
Mean roof height:
Bldg. dim. normal to wind:
Bldg. dim. parallel to wind:
Structure natural period:
Damping ratio:
Occupancy category:
Region:
Exposure category:
Enclosure category:
Roof angle from horizontal
opography type:
opo crest height:
opo half-height distance:
fl= Oft
Ln= Oft
x= Oft
zb= 0 ft
nt= 1lT -
Ko = 0.85
| = 1.00
(negative for valleys)
Horiz. distance from crest (negative for upwind direction)
(relative to upwind grade, negative for valleys)
6.67 Hz (Rigid Structure)
(building structure)
base height:
Structure natural frequency:
Wind directional ity factor:
lmportance factor:
Standard Occupancy v
Non-Hurricane, Hurricane w/ V<100, Alaska v
D (Open Water, Non-Hurrican Prone Shoreline)v
Partially Enclosed w
20 degrees v
FIat v
FtG. 6-1
6.3
6.3
A2
o.J
TBL. 1-1
TBL. 6-1
6.5.6
6.2
6.3
FtG.6-4
FtG. 6-4
FtG.6-4
FtG. 6-4
6.2
TBL. 6-4
TBL. 6-,1
opographic Factor:Ref:
Horiz. attenuation factor:
Height attenuation factor:
p= 1.5
y= 0.0
Kr = 0.000
Kz= 0.000
K3 = varies, see table
opographic multipliers:
Topographic factor:Gt=1 varies, see table
FrG.6-4
FtG.6-4
FlG.6-4
6.5.7.2
id Gust Factor:Ref:
Turbulence intensity factor:
Min. equiv.structure height:
Equivalent structure height:
c = 0.15
Zmin= 7 ft
zbar = MAX(0.6*h,2,'n) = 7.8 ft
l== c*(33/zbar)1/6= 0.191
t- 650
ebar = 0.125
L.= l"(zbarl33)'0" = 543
Q = (1 /(1 +0.63"((B+h llLzyo'63y11
t2 -
G = 0.925*( (1 + 1 .7.3.4. l,.Qy(1 + 1 .7 * 3.4* lz)) =
rbulence intensity
lntegral length scale factor:
lntegral length scale exp.:
Turbulence int. length scale
Background response:
Rigid gust factor:
0.925
0.889
TBL. 6-2
TBL. 6.2
6.5.8.1
6.5.8.1
TBL. 6-2
TBL.6-2
6.5.8.1
6.5.8.1
6.5.8.1
[Reid iddleton't'lient l.JS F
134th StreetSW - Suite 200 Project lo Lf To '.J^/ sEp D fxaa/l;
Sheet S of
Design by 84/n
oare 0f / zz/CI7
Checked by
Date
Everett, Washington 98204
Ph:425741-3800
Fax:425 741-3900 Project No ZS -esa- ota
2OO2 ASCE.7 WIND LOADS
l.D.: Port Townsend: N-S Direction
Flexible Structure Gust Factor:Ref:
Resonant peak factor:
Mean hourly wind factor:
Mean hourly wind exponent
Mean hourlywind speed:
Reduced frequency:
Resonance factor n:
Resonance factor h:
Resonance factor B:
Resonance factor L:
Resonant response factor:
Flexible gust factor:
bbar =
obar =
V.=
Nt=
Rn=
Rn=
Re=
Rl=
ft=
\7f-
9n = (2*LN(3600*n1))1/2 +0.577 l(2*LN(3600.n.,)1/2; =4.620
0.8
0.111
bbaf(zbarl33;"b""v*88/60 = 84.98 fVs
fifL2N.= 42.581 Hz
7.47.N11(1+10.3*Nr)5r3 = 0.013
1 I (4 .6* n,* h N .) - I I (2. (4 .6* n f h N z)2 )* (1 - e^ C2
*4.
6 * n 1
* h A,/, ) ) =
1 I (4 .6- n i B N,)- 1 I (2* (4.6" n 1. B N z)2 ). (1 - e^ (-2*4. 6 * n 1
* BA,/,) ) =
1 I (1 5 . 4* n,* L N z) - 1 I (2* (1 5 . 4. n 1* L N zl2 )" (1 -e ^ (- 2 * 1 5. 4 * n 1
. LA/, ) ) =
(1 /B*Rn*Rh*Ru.(0.53+0.47*R;))1/2 =
0.925-( 1 + 1 .7 * l,* (3 .42* Q2 +g*2*R2;1/2;/ (1 + 1 .7 *3.4" l.) =
0.190
0.050
0.022
0.036
0.889
6.5.8.2
TBL. 6-2
TBL. 6-2
6.5.8.2
6.5.8.2
6.5.8.2
6.5.8.2
6.5.8.2
6.5.8.2
6.5.8.2
6.5.8.2
Velocity pressurc:Ref:
K. = varies, see table
Q, = 0.00256nG*K't*K6*V2nl =varies, see table
Vel. pressure exp. coeff
Velocity p ressure:
TBL. 6-3
6.5.10
lnternal Ref:
GCpi= 0.55 (positive or negative)
pi- qi(GOei) = 8.91 psf (positive or negative, w/ qi=qr,)
lnternal pressure coefficient:
lnternal pressure:
FtG.6-5
6.5.12.2
MWFRS design pressures for enclosed, partially enclosed buildings:Ref:
p = pe_pi= Q.*(G or G1)*Co-gi*(GCpi)
p = pe_pi= Qn*(G or G1)*Co_gi"(GCpi)
Windward wall pressure:
Other surfaces pressures
Location Cp pu (psf) p (psf)
Windward wall
Leeward wall
Side wall
Windward roof negative
Windward roof positive
Leeward roof negative
FlaVparallel roof negative
FlaVparallel roof negative
FlaUparallel roof negative
FlaVparallel roof negative
0.8
-0.5
-0.7
-0.3368
0.16316
-0.6368
-0.9
-0.9
-0.5
-0.3
vanes
-7.19
-10.07
-4.85
2.35
-9.16
-12.95
-12.95
-7.19
-4.32
VANES
-16.10
-18.98
-13.75
11.25
-18.07
-21.86
-21.86
-16.10
-13.22
(see table)
(atO-hl2 from windward edge)
(at h/2-h from windward edge)
(at h-2h from windward edge)
(at >2h from windward edge)
c&c prossures for enclosed,,partially enclosed buildings:
Design pressure: p = pe-pi= g*(GCp)-gi*(GCpi)
Note: Determine applicable GCo from Figures 6-1 1 through 6-17 and calculate pressures by hand
6.5.12.2
12.4
Qesign loads for op6n buildings and other structur,es:Refr
Design load: F- q.*G*CiAt
Note: Determine applicable C; from Figures 6-18 through 6-22 and calculate loads by hand
Adjust K6 value as required
6.5.13
iddletonYReid 'ient Nstr
134th Street SW - Suite 200 Project NLr ToLJ^/s€It 0 rZ*t z,t/,+t
sneet ? of-
Design by BA/YI
o^tu o//27 /o7
Checked by
Date
Everett, Washington 98204
Ph:425741-3800
Fax:425741-3900 Project No. ZS-O 1-OlO
2OO2 ASCE.7 WIND LOADS
l.D.: Port Townsend: N-S Direction
Height
above
local
grade
z (ft\
Height
above
upwind
grade
z (ft)
Effective
height
for
cladding
z(ft)
Topo
mult.
K3
Topo.
factor
&,
MWFRS MWFRS
MWFRS MWFRS windward windward
V.P.E. velocity wall wall
coeff. pressure pressure pressure
K, q. (psf) p" (psf) p (psf)
c&c
V.P.E
coeff.
K.
c&c
velocity
pressure
q. (psf)
0 0 13
13
0.000
0.000
1
1
000
000
1
1
.03
.03
16.19
16.19
11.51
11.51
20.42
20.42
1.03
1.03
'16.19
16.191313
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Sheel -.5 of-
Design by 6A/u
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Dole
728 I 34ft Streel 5W - Suile 200
Everett, WA 98204
Ph: 425 741-3800
Fox: 425 741-3900 Proiecl No.s*d6- o
eoaF {aE€rS
F=DL + o.7S (at + SL)
DL= 7 prF
SL= zS f r{
UL= //.Sr"rf
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/r= ?t7 Fl ,/t
= dAO7 ,V,y'rl
S*= { / /'ng
(f !1^*= rao ia'16 /s.l,n' = lgo 7s;
-* 6{o x 1.6 r lS("o 7r,
o,kFb= Zr6qO Vr i >
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728 I 34fi Streel 5W- Suile 200
Everetl, WA 98204
Ph:425 741-3800
Fox: 425 741 -3900 Proiecl No.zs-o(-ato
C//€1( DE FLECr E"a^/ :
A^o*= //zqe - o.3S ;/t
A = S ,.rL4
38L( E t
hi = s.7 VIF
€ = 4Tooroeo Tari
Z = 8.7 ,nq
A= O.3L;n 1o.35;n ... a. k.
3 I
dPLttrr €alf6( '"5 |
t NL
Ft-tx,vo= l3,B p6€
foeaa=46x7g;f = 4,7prF
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E t3 sTsf x zSr)xs 7s f+]'[AL7tT ^ Z{+)x ?,zs#]l.s'77ft
= 17, 6 tr (,oert us/ p Z' Src)J
IL
.'. Qs€ {Em,o5o6rr 4 e.S
rcsf KoLtJ -Oot,Jil5:
loIEt frLlltntr ftlLo-poh/Ms Foa ffuO s64/Ltr,r/< Posrs
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t{-= 17,6 ft l zfl = 7 plf
T = qfl *lplf = 36 76
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Dole ?0
Checked by
Dole
Proiecl &Zr foLJ^JseA/b
728 134fi Street SW-Suile 200
Everell, WA 98204
Ph:425 741-3800
For 425 741-3900 Proierl No.zs-o6-oto
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//or€ : 6ft Es St4€ {€€f zn E tdxtr"{& fS€M& EdJ 4 "
Uezrrcl AA0./^/1 ,uL/sL
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rrL= (.3 ptr
rsL = zS lf,f
l,s/qt
g.5 '
/e/-e : /,2 0L + /6 SL + a,3 U ca,'/rrzats T
d.t-,=fg.s f+X &zs,n)x (t, Z* 7 v s$l + f( t, e *zslt{ +'o, 8 x /t sr r{) x ?,sP x a7 S $()l
7f+
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I
:. (2t e, k, p€rt_ 4frk@p a$LcS
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l34thStreetSW-Suite200 Project pOtLT TOLJA{'Ft\/,f>
g
ient Sheet of
Designby ll/t14
oate 0L/ /27 107
Checked by
Date
L
Everett, Washington 98204
Ph: 425 741-3800
Fax 425 741-3900 Project No. tS:O6-010
STEEL WIDE FLANGE BEAM.GOLUMN ANALYSIS PER AISC LRFD 3RD ED.
t.D.:
Factored Loads:Section Properties:
Axialload:
Maximum X moment:
Maximum Y moment:
D-I u-
M*ru* =
Mu=
0k
6.5 k-ft
2.2 k-ft
Ag=
r"-
fy=
Z*=
zr=
S"=
I"=
Iv=
Xr=
Xz=
b/2tt=
h/t* =
0oMn" =
in2
in
in
in3
in3
tn-
.Atn'
.lln'
ksi
106/ksi2
k-ft
Shape :
Gross area:
X radius of gyration:
Y radius of gyration:
X plastic section modulus:
Y plastic section modulus:
X elastic section modulus:
X moment of inertia:
Y moment of inertia:
Beam buckling factor 1:
Beam buckling factor 2:
Flange slenderness ratio:
Web slenderness ratio:
Composite flexural strength
3.83
1.72
1
6.28
2.92
5.46
11.3
3.9
5560
154
5.9
10.6
Geometry lnformation:
Flexure unbraced X length
Flexure unbrbced Y length
Compr. unbraced X length
Compr. unbraced Y length
X effective length factor:
Y effective length factor:
Lo"
Loy
L*
Ly
K*
Ky
12 ft
12 ft
12 ft
12 ft
1
1
Material Properties:
Yield stress:
Residualstressl
Elastic modulus
50 ksi
10 ksi
29000 ksi
ry-
r-Tr-
L-L-
Moment Gradient lnput Moment Magnification lnput:
E Uru Cbx = 1.0
1/a point X moment:
1/, point X moment:
3/a point X moment:
0 k-ft
0 k-ft
0 k-ft
M"A
M*e
M*c
f X Tranwerse Loading
I Y Transverse Loading
Smaller X end moment:
Larger X end moment:
Smaller Y end moment:
Larger Y moment:
I x fnOs Restrained
n Y rnot Restrained
M1" = 0 k-ft
M2* = 0 k-ft
Mry = 0 k-ft
Mzy = 0 k-ft
Resistance Factors:
Compr.: 0"0.85 Flexure: 0o = 0.9
Flexure Capacity:AISC Ref:
X plastic moment:
X buckling moment:
X plastic unbraced length:
X buckling unbraced length
X moment gradient coeff.:
X strength if L6*<=L,'
X strength if L5r>L,:
X design strength
Use X strength:
Y des ign strength:
Mo* = MIN(F y"Zr! 12,1.5"Fr*S*/1 2) =
Mo = (Fr-Fr)"Srl12 =
Lo* = 1.7O.rr*(E/Fr)t''112 =
L^ = rv.Xr /( F'-FJ.( 1 +( 1 +x2l1 06* (F r-F,y2y1
t2,11 12
I 1 2 =
Co* = 1 2.S*Mxma*/(2.5*Mxr"**3"M"e+4*M"s+3"M*a) =
Mn1* = MIN(Cb**(Mp*-(Mp*-Mo)*(Lb*-Lp*y(Lo-Lo*)),Mo*) =
Mn2* = M I N (Cbx*S"*Xf (2)1 t2
[Lb*" 1 2l t y)*
(1 +x 12 " x 21 1 06 I 12* 1Lo** 1 2 I r r)' ))t'' I 1 2,M r*1 =
$nMn* = lF(Lbx<Lp",Mp*,lF(Lo*>Ln.,M^z*,Mnr*))*00 =
0uMn* =
$uMnv = $6*7u*Ful12 =
26.2 k-ft
18.2 k-ft
3.5 ft
16.9 ft
1.00
21.1 k-ft
26.2 k-ft
19.0 k-ft
19.0 k-ft
11.0 k-ft
F1-1
F1-7
F1-4
F1-6
F1-3
F1-2
F1-12
F1-1
Gompression Capaclty:AISC Ref:
22.3 0K
137.3 0K
1.11
1.90 USE
12.11 ksi
39.4 k
Flange slenderness limit:
Web slenderness limit:
X slenderness parameter:
Y slenderness parameter:
Criticalstress:
Axialdesign strength:
f* = 0.83*(E l(Fr-F,))1t2 =
r* = 5,7*( E I F r',s1
t2*
11 -0.74*pu/(Q5*An*Fr)) =
1".* = l(**l**1 2l(r**n)*(Frl"E)t'' =
l..u = Kr*/r*1 2l(rr*r).(Frl*E)t'" =
F., = | F(1"<= 1 . 5,0.658^(1,
"'1 F Yo.B7 7 I 7""2* F r7 =
Q"Pn = 0.*,\*F", =
85.1
85.1
E2-4
E2-4
E2-2,E2-3
E2-1
iddleton*Reid ient Llstr
134th Street SW - Suite 200 Project ?OfLf roUl/1etV) 7'€2/4En/4L
Sheet
Desig
1of
nby
Dae A// z7 /o-l
Checked by
Date
Everett, Washington 98204
Ph: 425741-3800
Fax: 425 74'1-3900 Project No. 7-9*06-0/0
STEEL WIDE FLANGE BEAM-COLUMN ANALYSIS PER AISC LRFD 3RD ED.
t.D.:
MomentMagnification: (Non-swaycaseassumed)
column curvature coeff I F(X transload, I F(X endrestrain,0.85, 1 ),
lF(M2*<>0,0.6-0.4*M1*/M2",0)) =
n'*E*r*r1K**I**12y2 =
MAX(C'*(1 -P,/P"1*), 1 ) =
B1**M*rn"* =
lF(Y transload,lF(Y endrestrain,0.85,1 ),
lF(M2y<>0,0.6-0.4*M1y/Mzv,0)) =
n2*E"r;1q*Lr*1212 =
MAX(C,y(1 -P,/P"1u), 1 ) =
Bty*My =
Euler buckling strength
magnification factor:
magnified moment:
Drelx-
81" =
Mu* =
uty
0.00
156 k
1.00
6.5 k-ft
c1
c1
c1-2
c1-1
column curvature coeff
Euler buckling strength
magnification factor:
magnified moment:
Pely =
Bty =
0.00
54k
1.00
2.2 k-tt
c1
cl
c't-2
c1-1
Check:
ial demand/capacity:Pu/f"Pn =
Pu/fcPn+B/9*(Mu*/$oMn*+Mrr/Q5Mnu)=
0.000
0.483
0.543 <--controls
Result:
OKlnteraction equation H1 -1a H1-1a
lnteraction uation H1-1b Pr/2$"Pn+(M u"/0bMn*+M 1-1b
Reid iddleton 0ient I^J5 F
Proiecl pCItzr roulnJseu 0 r€rzrt t^AlA/
Sheel to of-
728 134fi Street SW - Suile 200
Evereil, WA 98204
Ph:425 /41-3800
Fox 425 /41 -3900 Proiecl No.7,5'06-o lo
Design by BArt'l
Dote ?7 7o
ftecked by
Dole
Dtrt€<r{en/:
g= L/z?a = A6 i.l
I
lezrrcAt:t
d co^/u€Ar ro AltouAgte zoaa
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(AtE El L calr€Rr ro aeter;l6te 1@AD
tr d
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tz ;" /f+
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3aq x Ziroae kr/ x 3.7 snv
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-Design by ,trR
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728 I 34lh Street SW-Suile 200
fveretl, WA 98204
Ph:425 741-3800
Fox:425 741-3900 Proiecl No.7,5 -o4 -ot o
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Proiect PoBr rodtJsato 792v7s.1/AL
Sheet 13 of
-Design by BA/4
ar/ zz/az728 I 34lh Street SW - Suile 200
Everell, WA 98204
Ph: 425 741-3800
Fox:425 741-3900
0ieni IJsF
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dolsr -ru - u/q coM/ ?
(oEJr A'/'l
tr: zo.z/ Ff
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NATT'NAL orr,ftrEcrFrcATroN FoR wooD "o*rt"r,o*63
G=0.43
Hem-Fir
G=0.42
Spruce-Pine-Fir
G=0.37
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(open grain)
G=0.36
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Spruce-Pine-Fir (S)
Western Cedars
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t
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2390 1160
1860 950
,,r.:2+l0ji:,,t;,r, rUt30l':,i:
U4 718
,11 :i:,
1990 1040
r+, €580 ..,.... i'tJ,l-,[,
$-1;,r.
1970 1030
.*,4--540'i', . ::': :ii12.9.0r*
1840 930
:i :ii:.i$i3ruj$:,,+Ii60rl''.'i*
y4 1 2s80 t3t0 2550 1290 2410 1180 2390 1160
( ,.1
Table 8.28 Bolt Desi$n Values (Z) tos Single Shear (two member) Gonneclispsr,&3
for sawn lumber with ll4" ASTM A.36 steel side plate
Thickness G=0.35
Nothern Species
cd
a
0.o
o
t
inches
zrl
lbs.
400 200
. ,5001 1 ',i'291ig600 260.'7.00 ' ,1tr9Q;, ,,1.;800 32t)
zL
lbs.
r-l12
2-1t2
3-1t2
4-y2
5-1t2
7-u2
9-t/2
[-|2
t3-t/2
l. Tabulated
2. Tabulated
3. Tabulated
-1
580 260
290, '::
330
,, J,020, i ", ,3so , .
1170 390
650 290
' 860 ' :,:330. ..,,1030 3'10
'l2!g . , r,400i:,.-l3't0 440
880
960
1750
650
,.i-1960
I 180
!380
1580
330
,,r,;3?-O." :,.,*:
410
':MO' ., '
490
460
1."i,5-f0-', ,,,'
540
.,.,;.r6.(Dlirr
EoIo
960 530
.,1,;q" 1,1.61f$;'. :r.'t8l0 640
960 530
.13'5.,9 i.,',":*,{119ii,i,r.l:*1810 860
1350 710
2350 1140
t8l0 900
2350 1140
lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1)
lateral design values (Z) are for "full diameter" bolts (see Reference 6) with a bending yield strength (Fr5) of45,000 psi.
lateral design values (Z) are based on a dowel bearing strength (4) of 58,000 psi for ASTM A36 steel. '
AMERICAN FOREST & PAPER ASSOCIATION
iddletonReid Clienl usF Sheel 15 of-
Proied PzLT -t oL/^Js€Mb TE/zft va/at
728 I 34lh Streel SW- Suile 200
Everetl, WA 98204
Ph:425 741-3800
Fox 425 741-3900
Design by RA/4
Dole o//27 /a 7
ftecked by
DoleProiecl No.zs:*a6* a to
.I
e/oo n rt€Ao€,/t-&
F LEXaftEi LT t|€/
/Foc
(u r-= //,3 p {
6sL=ZSfs+
f 31pf B,
fot t 4,
ilgfE: as€ 7S?o (aAo
te) VATL{A gL.€
F4({a'U f e4
4"oAA5,
/,5 /7
,{)N-=3/x s.S 11x5.7,fft I7f+l^l'
= /58 //f
ttl= trL" =T_/,f8 z/f " /tf-t) L = t/26 tr f1 jt
6
= /s, zoa ,v 't'$
F'r= 65o/6i x r1r" rr1,= /r CSo Vs,'
(s^)^.u = /a / rl = ?,3 ,n3
-&tr(€(lirea'-' :
A^n, = L/z?o -?6t'?/7c7o = o' | ;4
TL ?u8
t-- SsLl
38t/ € tr
- 5x 4rgrlF/,r;^fri r(?e ,n)4
EII x / 7ao/ooe /ett' x /// ;n(
,ta O,=O, lo itt <k,
{'i
iddletonReid
Proiea -Fnr routilSeNa 7-Ffl/rl E Ul L
shrrr 16 of ,
Design by BArYI
Dote oY/27 /oz
ftecked by
Dole
728 134ft Street SW - Suile 200
Everell, WA 98204
Ph:425 741-3800
Fox 425 741-3900
dient L]5F:
l
Proiecl No.?g*a6*o/0
5H€4 /L trALL / Po S r 1OLO ; ood^A5
SH€aae at4eCs 1
/nax = zt 6?a /B (ue sr su e ,reYsfo,r/F )
ht'
4u= 3r( So
PftporreE ,S*qrion/ NOSA. ltxD C'/ rJoeb f/lK,
,6 .'. o" k,
3
,po6rs E5tsfd,Jc a,,c r FT:
Truax = L/8o t6 ,'. Qs€ //aS,4\|- (
:
HDA/HD Hotrtowns
@E[tr_
,,) r!13,1yaucE are,avairabre with.additionar corrosion proacilon. Additionar pr'ducts
0n mts page may arsj be available with this option, check with sinpson for'datails.
DI
t
See notes below
I
-dL. 1. Allor,'rable loads have.been increased f'r earthquake or wind road durations withil' fi8,l''.ffiftifiil;llfllikiilfif#fo,#i*4dfiii*is,,rru* m,holdown capacjty.
3. Use a minimum 4x6 nominal post for the HD144. Minimum post size isr'quired to ensure the tension road carrying capacity of the iriticai netiection
meets the holdown capacity.
4. HB is the required minimum distance from the end or the stud to the conter of the{irst stud bort hore. End distance may be increased as necessary for insiairation.
-
5. The designer must specify anch0r non type, length ind embedrirent.
See SSTB Anchor Bolts fuage 33-s4) anci R'ooiti-onai Anchor Desioni ha\e }il.6. Fefer ro technicar buileiin T-nrucuonsprc ro.. reiroiiiininoiii,iitiSni' " '''
(see page 199 for details).
7. Lag bolts will not develop the listed loads.. 8. See page 1g-lb fortesting and other important information.
-' 9. Deflection at Highest Allowable Design Load:
The deflecti'n of a hordown measured between the anchor b'rt and the strap p.rtion' of the holdown when l'ad€d to the highest allowable loao listed in the cataitig'tibii.This.moveme-nt is stricily due t0 the hord'wn de{ormation undrr. static road'test
, ^ .conducted 0n a steer.iig. AIr other sources o1 defrection shail be in addition.
r u. wnen_ usrng_ structurat composite lumber columns, bolts must be applied to thewide face ol the column.
11. The Designer shall reduce the allowable loads shown per NDS requirements
when bolt threads are in the shear plane.
12. HDA and HD allowabre roads are based 0n the rower of the 2001 NDs rastener
values 0r the ultimate load on a steel test jig divided by 2.5.
13. Post design shall be by Designer.
14. Holdowns may be raised ofl sill plate. Reler to lable l0r increaseddellecli0n values (il appli\able). Reter l0 nole q, page 14 lor inslallationinslructions ol raised holdowns.
Malerial
$tud
Machihe Bolts
Model
NO Sase
Ga H84 w H B s0 e Anchor
Dia.6
otv Dia.
HD2A 7 12 4sAe 2Y2 23/a B z'/18 '/a 1%e 5/e "/aHD5A3105Y4JJYB97AaSaAaY2a"/16 5/a "/4HD64"/a 63/ra 3Y4 111/l.s 37Aa s/ie z'/16 ?k 2 7/a
HD8A 3/a 63la '3y,\7 v4 14sle 37Ae sla 21/a 7/a J 7/e
HDlOA "/E 7 31/t 181Ae 37/ta ela 21/ts 7/a 4 7/a
HD144 '/a 3 7 4 Q1/^20s/ta 35/a "/B 23Aa 1 4 1HD15,J 7 4 3Y2 24v,47Ae 35/e 2%11/e E
1
Allowable Tension Loads
SPFiHF (133/160)
Wood MemberThickness
Model
No
1tk 2 2rb 3 31A.4t/t 5Y2
Holdowne
Dellection
al Hi0hesl
Allowable
Design Load
Flush
Load
Holdo$rns,1{
Dellecliqn
at Highest
Allowabls
Gode
Rel.
-HD2A 1555 2055 2565 2775--q75 2775 2760 1320 1740 2165 2570 2565 2565 2550 0.058 0.077
HD5A 1870 2485 3o*5 3705 4to 4010 3980 1585 2110 2625 3130 3645 3700 3680 0.067 0j17
1870 2470 3065 3680 4280 5055 5020 0.041 0.125
HDBA 2710 3655 4530 5480 6350 7470 7330 0.111 0.121
HDlOA 3275 4600 5745 7045 8160 9500 9195 0.269 0.269
HD14A 1 1080 13645 13380 9495 11950 12485 0.215 0.282
HD15 16345 15305 14355 13810 0.082 0.082
44,
1
105,
22
\!ItSaa
I I I l I I I Hi I il I I I HII I\'I HIAT SHEARWA H N 0t'lS
1. Bolt slip can occur at holdown stud bolts.2. lncreased bolt slip can occur if oversized holes are drilled through the
stud lor holdown stud borts (oversized hores are when the hore-diameter
is greater than the bolt diameter plus %6" per Z00l NDS l l .t .2).3. When a holdown is installed on only one side of the stud, an eicentricity
exists during loading which can caise more movement in the shearwali
system.
4. Unrestrained anchor bolt nuts can spin loose during cyclic loading;
_ llinS steel nylon locking nuts or thrbad adhesive rriay'prevent nui spin.5. Movement can occur when nuts are not tightened enough.
Retightening bolts before covering wall miy prevent thi;.6. Deflection can occur in the holdown under load caused by stresses due
to earthquake or high wind.
7. Lateral displacement at the top of the wall rotates the stud around its
base causing the holdown base plate to displace vertically.8. Wo.od shrinkage can occurdue to drying otthe sill plate, rim ioist,and/or top plate; nuts may require reiiglitenlng.
9, Uplift forces on the bolts can cause localized wood crushing at bolt
bearing locations. Using larger bearing plates may prevent this.
10. Wood at the end of the studs (siil ptates, rin ioisis, atc./ may crush
under normal dead and live loading; additiondl compresiivs iorces
due to overturning during earthqudke and high winti loads add to
the deflection.
BEARING
PLATES
STUD
PLATE
FOUNDATION
HOLDOWN
ANCHOR
BP's are required by
the City of Los Angeles.
Check wlth your local
building code on usage.
(NDS Section 11.1.2.9
requires a metal plate,
metal strap, or minimum
of a standad cut washer)
SILL
D
@@and @ ao not appty
to the PHD and HD1.39
iddletonReid
koiea ?a2 r Tau^l,FI[ Te p ,rn UJA L
Sheer 18 of .-----*
Design by 64/Yl
Dote
(hecked by
Dole
728 134ft Street SW-Suile 200
Everell, WA 98204
Ph:425 /41-3800
Fox:425 741-3900
flient t^lsf
Proiecl No.?s*a6-o(o
/,J APLT S4A,L @^/^/
"S
Kootr f Pa sfes :
dr = /of tf ,,(rreoo' freeu craLc s)
,4rata Z ff x [./$Y + (zz f+ " /.)J = 21 f+L
(L'
T4^16 sPa
7: loysF x zq {77 = zaa /$
t1f = l,os:cs ,t / /o {1 = lds P /€
,', lls€toa/ // Z. S Fo/z- ora1tr F
. . t6€ Srzrzto,SSd FoL sll€AK
4q= qF# //,4 = LSt tr > zLlott
Vxtt = 6e /6 1t.e = 375. /% >
f- Z tr Foa z" 6fe
-"- e. K-
.'. a. K.:
EaaF o(€4AAA/1 a,V Sourul FA(€ :
/0_zg_, loA/s l.rtrLL ,uer Exce7a frLl4gs LdAys,
& s€ f4/4€ 'rf 84t€,
sEsItaffir@
lF
1.228 andz38 d0 not have nail holes. Fastener quantities are as required'
i. niio*iorJrora, have been increased 25% for rool lgading (z clips), 337" and 60% lor earthquake-
oiwinO loading (A angles); no further increase allowed; reduce where other loads ggvern.
3.24 andz6 loads apply with a nail into the top and a nail into the seat'
q. Hntls, I6d = 0.162'i dia. x 31A' long,10dx11/z = 0.148' dia. x 1/i long.
See page 16-17 for other nail sizes and information.
z4
(others sinilaf Typical Z2 Inslallalion
A Angtes and Z uipt
Model.
,'No; ,
Dimensions
B TF
Faslenersl
(Tolal)
Allowable2
Download
(125)
Code,
Rel.
20 ZsAa 1Y2 13/a 13/a 4-10dx1/z 465 170
Lq 12 1Y2 5v2 2YB |t/c 2-16d .{0c 4.37.87.121
z2B 28 2Va 1Yz 13/a 13/a 10dx11/e1 170
738 28 z-/16.1',/2 13/a 13/a 10dx1/21
244 12 tf2 3Y2 2 t./a 4-16d 865 4,37,121
HL neavy nngles and Grlssels
Versatile angle gussets and heaw angles promote
standardization and construction economy, and
are c0mpatible with Strong-Tie structural hardware.
FINISH: H133, 35, 53, S5-Galvanized; others
Simpson graY Paint.
0PTl0NS: Gussets may be added to HL models
when L > 5' (speciA G after model number'
as in HL46G).
G0DES: See page l2 for Code Listing Key Chart.
Model
No.
Ga
Dimensions Bolts Code
Rel.Wr&Wr L Ds Da 0lv.
7 31/n 2 2
180
ail 5 1Y4 2 4 "/a
HL53 53/a 2lz 11/a 21/c 4
HL55 53/a 5 11/c 2Y2 21/t 8
HL43 41/t 11/z 2 3/t
HL46 3 41/a h 11/t 4 r/1
HL73 7%11/t "/a
Hl 76 J 71/t 11/t Zs/a ./a
GUSSEI
+t
0o
1 . For loads
see page 192 HL55
LAS/GA Beintorcing and skewabte Anstes
L-Staggered nail pattern reduces the possibility for splitting.
LS-Field-adjustable 0' to 1 35" angles.
The GA Gusset Angles' embossed bend section provides added strength'
MATERIAL: L-1 6 gauge; GA and LS-l 8 gauge
FINISH: Galvanized. Some products available in stainless steel or
ZMAX@; see Corrosion lniormation, paqe 10-11.
INSTALLATION:
. Use all speci{ied fasteners; see General Notes.
. LS-field skewable; bend one time only.
. Joist must be constrained against rotation (for example'
with sltid blocking)when using a single LS per connection'
. Nail the L angle's wider leg into the ioisl to ensure iable
loads and allow correcl nailing.
C00ES: See page',l2 Jor Code Listing Key Chart.
Dn'f;,:';t:';,1;";':!:!:i,#!:'.1::;:#i:""'{;i::,!:i,";iifta"!'::fi:ii[ilf:.
z"a
Gi'
L
190 LS GA1
1. Ljse a minimum lumber thickness 0J 1%".
For 1 /z' lumber, use 0.81 0f table load, except
GA1 in Ft direction, use 185 lbs.
2. L angles-loads are for condition F1 or F2;
LS angles-loads are for condition F1 only.
3. GA1 and GA2 angles table loads are F1 - loads
for F2 are 220 and 335 lbs (100) and 280 and
415 lbs (125), respectively.
4. Roof loads ate 1250h of floor loads unless limlted
by other criteria.
5. C0nnectors are tequired on both sides i0
achieve F2 l0ads in b0th direcli0ns.
6. NAILS: 16d = 0.162"dja. x 3% long,
10d = 0.148" dia. x 3" long,
10dx1% = 0.148" dia. x 1 7c' long.
See page 1 6-17 for other nail sizes and information.
laItri:
au
(a
EOca
T
SE€
INSTALLATION
\\
\\\\
Spruce-Pine'Fir
Allowable Loadsl
Doug FirLarch/Sot Pine
Allowable Loadsl'2'3'1 Code
Bel.Snow
{115)
Rool
(125)
133/
160
Snow
(115)
Rool Floor
(100)
L Fasleners
Floor
(1oo)
Model
No.
160 1601851851604t0d185185GA1z"/4
335
33,122
290 335 ,J.1C38541549r31/a 6-10d 335GA2
205 2052402442401904-10d 220130
360 385 r44529033533538542015056-10d
485
3,28,39,88,
104,121
380 435 47551055556578-10d 445170
3.39.88. 121600640 ,695 740 480 55010t0dEEE640190I
AYt *v6'{0d-4 !6JC-ar WJ--vJb -qzv 'tz;rs8fr
52045048552056060039047/a 8-10d 450LS50 .-5'60r*580*"'673-"
AOEtcnAA.F.\I CJn
730 770
)2, go, rzt, tqo
580 67077084089077/a 1210d 670LSS0
L$ Top View
t0A0
0tBEcnoN
NOTES
I 6n lnetrll"linn Tvnical GA lnstallalion
C'
H Seismic & Hurricane Ties
{'-i
E@Eillzx,ffi
€i
:,i
l
'i:I These products are availabte with additilnat corrosion protection. Additionat products
- on thii page may atso be available with this 0ption, check with Simpson for detaits.
1. Loads have been increased 33% and 60% ior earthquake or wind loading
with no furlher increase allowed; reduce where othor loads govern.
2. Allowable loads are for one anchor. A minimum rafter thickness 0f
272' must be used when lraming anchors are installed on each-side
o{ the i0ist and on the same side of the plale (exception: H2.5A).
3. Allowable DF/SP uplift load for stud to bottom plat€ installation is
400 lbs. (H2.5); 390 lbs. (H2.5A):360 lbs. (H4) and 310 lbs. (H8).
For SPF/HF values multiply these values by 0.86.
4. Allowable loads in the Ft direction are not lntended to replace
diaphragm boundary members or prevent cross grain bending o{
the truss or rafter membsrs. Additional shear transfer elements shall be
considered where there may be etfecls of cross grain bending or tension.
@s
DIt
D
D
5. Hurricane Ties are shown installed on lhs outsid8 of the wall for clarlty. lnstallation on the
inside ot the wall is acceptable. For uplift Continuous Load Path, connections in the same area
(i.e. truss to plate connectar and plate to stud c1nnecto) mus! be on same side of the wall.
6. Southern Pine allowable loads for H14: 1465 lbs. (133/160), 560 lbs. (Fr Lateral 133/160) and
285 lbs. (Fe Lateral 133/160).
7. Referto technical bulletin T-HTIEBEARING fsr selected hurricane ties allowable bearing
enhancement loads (see page 199 fot details).
8. H'lBS can have lhe stud oilsel a maximum oi 1" lrom ,ailet {cenlet i0 tenler) ior a
rednced uplift of 890 lbs. (DF/SP), and 765 lbs. (SPF).
S. H10S nails l0 plales are 0pii0nal lor uplilt but required l0r laieral i0ads.
10. NAILS: 16dx2v,=0.162'dia.x2lz- long,10d = 0.148'dia. x3" long, 10dx1%= 0.148'dia. x1 !/z" long,
8d = 0.1 31' dia. x2y2' long, Sdxl l/a = 0.131' dia.x1Vz" long. See page 1 6-17 for other nail sizes
and inlormation.
u,qr
i=q
an
so(a
ouF
=64
ctz
z
42
li
2o
G
h
z
26
od
@Io
o
H1 lnstallation
@ nz.sf lnstallation
H4 lnslallatlon
(Nails into upper top plate)
H2 lnslallation
H3 lnstallalion
(Nails into upper top plate)
H5 lnstallatlon
(Nails into both top plates)
H2.5 lnslallation
(Nails into both top plates)
lnslallalion
(H2.5 similar)
(see footnote 3)
H2.54 lnslallation
(Nails into both top plates)
HG Stud to Eand
Joist lnstallation
H2.5T lnslallati0n
(Nails into both top plates)
us6 a minimum
ol two 8d nails
(tolal lo0r8d
nails irito
T$1o 8d nails
into plates.
Ei0ht
nalls
studs
(D
H0 Slud
lo Top Plale
lnstallatlon
Ga
Fasleners SPF/HF
Allowable Loads
Uplilt Load
with
8dx11h
Nails
(133 &
160 )
Code
Ref.To
Ralters/
Truss
To
Plales
To
Sluds
Uplilt Laleral
(133/160)
(133)(160)Fr (133)(160)Fr Fz
H1 18 6-8dx l %4-8d 490 585 485 165 455 400
230
400
230
415 140 370
230
2,4A,82,
121,140
p H2.5 '18 5-8d 5-8d 415 ,'150'365 365 130 130 365 2,6,40,82,121 ,140
na.3A -T-U0-'F6r--OUU OUU I rlr -llu -- 480-:-520 535 110 110 480 40,122
H2.57 '18 5-8d 5-8d 545 545 135 145 545 545 135 '145 425 tqo
H3 '18 4-8d 4-8d 455 455 125 160 415 320 320 105 140 290 2,40,82.121,140
H4 20 4-8d 4-8d 360-360 165 160 360 235 235 140 135 235 2,40,121,140
H5 18 4-8d 4-Bd 455 465 115 200'265 265 100 170 265 2,40,82, 121, 140
H5A Deleled - see H5
H6 16 B-8d 8-8d 915 950 785 820 5,41,
121. 140H7Z164-Bd 2-8d 8-8d 930 985 400 800 845 345
HB 18 5.10dx11/z 5-10dx1t/z 620 745 75 - 530 565 75 125
H9KT 0eleted - see ll10
Hl0 18 8-8dx1Yz 8-Bdx11/z 905 585 780 850 505 450 9.121,140
H10S&s 1B B-Bdxll4 8-Bdx1%e B-8d '1010 101 0,545 .215 870 870 470 450 475 170
H10-2 1B 610d 6-10d 760 760 455 655 655 390 340 6,121,140
H117 18 6-16dxZY,6-16dx2%830 830 525 760 715 715 450 655 170
H146 18
11t 12-8dx1'/2 13-8d 1350 1350 ctc 265 1050 1050 480 245
125lzl n-aaxtu 15-8d 1350 1350 515 265 1050 1050 480 245
168
@ @ Hzz lnstallation
$
Reid iddleton
{.k
Proiecl .qotLr roUt,eMb reaAE^|A L
Sheet Ll of ---
Design by BA /n
oon o'/,/az /oi
ftecked by
Dule
728 134fi Slreel SW - Suite 200
Everell, WA 98204
Ph: 425 741-3800
Fox 425 741-3900
/ tsf
Proiect No.ZS - 06*0ta
t.
/w14ol5 & Bor St LL a
,,1E---*'-E".r*"llt@*
Z,,r/ -ptailg S*gaf :
{-a,a4: l,aso 16 /S f+ = Ssa f lF
A,t/e *aA *AFAec t / :
lJ@D B rza:
E' = Z.(5 Cn
Co'/'6
CH= 0,'7
Z= 83o rtr
z'= q So ,f
sm*x= %0 6 /rceptf = 2.7 f+
z2 (
c1uc KrLl :
@ fErt A/fr4cflea c4 t(.s ,t sTrzEN<rll
CaM( *.4^,/C.6laL GxieEaS rJooO
't
E4reQ aa/
G x-a,
ZL
Table 8.2E Bolt Desi$n Values (Z) for Sin$le Shear (two member ) Gonnec1i61gl,2,8
BOLTSt6o
G=0.49
Douglas-Fir-Larch (N)
G=0.55
Mixed Maple
Southern Pine
G=0.50
Douglas-Fir-Larch
G=0.67
Red Oak
ZL
lbs.
zrl
lbs.
zrl
lbs
L)
lbs,
ZL
lbs.
il
lbs,
ts
in.
oo-o
ao
D
in.
g
=oc0a
a
ZI
lbs.
zrl
lbs.
620 360
.' . '880 . ,.540r' 't2l0 560
,:,,.:'L690',,:.: 160[ji: ii
206A 640
1.5
0.500
;0;-6.?5 :
0.750
; 0i8{5:' .
1.000
460
..6., ,t,
850
'rt9
t02Q
450
-590''760
..;910:.
1080
'120
'1,i30
1460
1850
2290
2.5
0.500
0"62:'
0.750
0_,.875:
1.000
780
,, t,2.ta,'
1760
nqa,
2670
750
; -' l ltQr
1560
le60
2420
510
650
830
1050
1280
720
,11.3.0
1630
,2ZIA
26'.t0
780
t220
l't60
2394
3t20
560
8.5q
1 150
l3':10'
1620
520
780
950
1,1,60
r390
'/50
1170
I 680
'228A
2850
'130
,1140,
1640
u30
2"/00
490
710
880
1070
1300
3.5
0.500
0;6?.5
0.750
0._875
1.000
for sawn lumber to concretea
Thickness G=0.46
Douglas-Fir (S)
Hem-Fir(N)
zrl
lbs
I
H--€iJ cto od€a8tll
tm
in.
zr
lbs.
350
410
520
550
600
430
560
'730
920
1000
4'70
660
820
1000
1230
zr
E:t.d EJ iio o.d!o6EAo
F]
tm
in.
600
860.'
1180
6.0
and
,'1570
1930
710
1080
1410
t:790
2220
710
.,1110
1600
2120
2570
510
760
1060
1280
t460
greater
Thickness
6.0
and
greater
l. Thbulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Tablefl.3.1)'
2. Tabulated lateral design values (Z) are for "full diameter" bolts (see Reference 6) with a bending yield strength (F 6) of45,000 psi.
3. Tabulated lateral design values (Z) are based on a dowel bearing strength (4) of 6,000 psi for concrete with minimum f'" = 2000 psi.
4. 6" anchor embedment assumed.
AMERICAN WOOD COUNCIL
G=0.35
Northern Species
zrl
lbs.lbs.
660
910
1200
1550
1960
660
1030
1430
1780
2180
280
320
350
3'10
400
330
450
580
6.10
680
400
510
650
810
940
I
G=0.3?
Redwood
(open grain)
G=0.36
Eastern Softwoods
Spruce-Pine-Fir (S)
Western Cedars
Westem Woods
G=0.43
Hem-Fir
G=0.42
Spruce-Pine-Fir
zl
lbs.
ZL
lbs.
zl
lbs.
zL
lbs.
D
in.
g
:oOFco€
o
zL
lbs.
zrl
lbs.
zr
lbs.
zrl
lbs.
ts
in.
oo-o
6A z
.9-sgo -0.625.Em*
290
330
360
3e0
420
520
710
1080
1330
1520
570
820
I 140
ts20
t760
330
4t0
450
49i0
520
s30
780
1090
1360
1560
300
350
3'70
410
440
I1.5
0.8?5
1.000
500
540
ls30
1800
350
480
620
680
72Q
670
950
t250
1600
2010
340
460
60ri
66Q
700
6'.70
930
t230
1580
1990
2.5
0.500
0.625
0.750
0.875
1.000
400
530
690
830
900
700
1040
13s0
r720
2150
690
1020
t340
1700
2t30
390
520
680
810
880
610
1050:
1490
1850'
2260
420
540
6'70
'850
1020
6'70
1040 '
t470
183.0 '.:
2230
400
,520
660
,,i 840
980
3.5
0.500
0.625
0.750
0.8?s
1.000
700
1090
1570
2030
2460
460
610
760
940
I 170
690
109o
1560
2000
2430
450
600
750
930
1 150
Reid iddleton
'1"n'
LlSf 56."1 t3 of
Design by RAA
Date z o
Checked by
Date
l34thStreetSW-Suite200 ProjectpcutT focLt/JeJD T€/L/14EulAL
Everett, Washington 98204
Ph: 425 741-3800
Fax: 425 741-3900 ProjectNo. ZS*A6-o/O
CAST.IN CONCRETE ANCHORS PER ACI 318.02 APPENDIX D/1999 PCA
Parallelto allLD.: Anchors
Normal weight v
0,625 v
Unthreaded v
J or L hook v
ASTM F1554 Gr. 36 v
ACI 318-02 Section 9.2 w
Head type:
Fastener material:
J or L hook length:
Tension load eccentricity:
Shear load eccentricity:
Seismic loads for SDC C,
Load combinations used:
Supplementary reinforcement?
Cracking occurs at service levels?
Built up g?out pad used?
6in
tn
hu=
d
f'" = 4000
Fastener diameter:
embedment depth
elded plate per D.6.2.3?
tn
in
in
Ar" = 0.307 in2
Asrn = N/A in2
f, = 36000 psi
f,t = 58000 psi
fl ves
! ves
I ves
fl ves
oncretastrength
oncrete type:
Effective iastener area:
Bearing area:
Fastener yield strength:
Fastener tensile strength
€h=
^l -cN -
^l -eV-
D,EorF? nves
Number of anchors:
Width of fastener group:
Length of fastener group:
No. of edges within 1.5h"1:
Top edge distance:
Bottom edge distance:
Left edge distance:
Right edge distance:
Edge distance for blowout:
Perp. edge dist. for blowout
Spacing for blowout:
Maximum edge distance:
Minimum edge distance:
Edge distance for shear:
Perp. edge dist. for shear:
Shear load direction:
Shear edge direction:
Edge reinforcement:
2
100 in
100 in
4in
4in
100 in
4in
32 in
_ 100 in
4in
100 in
. 4in
Up w
Parallel to edge v
#4 bar or greater Y
n=
x=
v-
ou=
ct=
cb=
cr =
cr=
cbo =
cboz =
so=
a=vmax
f=vmrn
cl=
c2=
Ductile material?Yes
1
Reduction factor, tensile strength of a brittle steel element
Reduction factor, shear strength of a brittle steel element:
Reduction factor, tensile or shear strength of concrete:
Grout reduction factor:
l=
0"=
0sto =
0ssa =
Osto =
0sso =
0.=
1
1
0.75
0.65
0.65
0.6
0.7
1
ction factor, shear strength of a ductile steel element:
weight factor:
reduction factor
factor, tensile strength of a ductile steel element:
D.3.4
D.3.3.3
D.4.4,5
D.4.4,5
D.4.4,5
D.4.4,5
1.3
h4 = lF(n">2,cmax/1 .S,hr) =
Auo = 9*h"l =
ANc -
Ar.r = MIN(Anc,lt*Aruo)=
Nu = lF(h.r< 11,24*?t*f co
5"h"r1 5,16*1,*f.0 5*h"r5/3; =
vr = lF(e'n>O,MlN(1/(1+2*e'x/(3*h")),1),1) =
y2 = lF(c.6<1 .5*h"1,0,7+0.3*cr1n/(1 .S*hu),1) =
ryg = lF(cracking,1,1.25) =
N"6 = Ap/Axo*V1*Vz*Vg*No =
6in
324 inz
144 inz
144 inz
22308 tb
1
0.83333
1.25
10328 tb
7230 tbBreakout des stren
Effective embedment depth
ngle fastener failure area
c. tension surface area
Use failure surface area:
ion breakout strength
factor:
distance factor:
ng factor:
Concrete breakout strength :
D.5.2.3
D.5.2.1
D.5.2.1
D.5.2.2
D.5.2.6
D.5.2.1
.5.2.4
.5.2.5
iddletonReid ient ilSf Sheet Za/ of
Design by B4/4
Date -7 o7
Checked by
Date
134th Street SW - Suite 200 ProjeclqoQr podsSrt) ,FZA4 L
Everett, Washington 98204
Ph:425741-3800
Fax:425 741 -3900 Project No. ZS-06* A (O
CAST.IN CONCRETE ANCHORS PER ACI 318.O2APPENDIX D/1999 PCA
Anchors Loaded Parallelto Wt.D.:Ed e
Pullout strength:
Cracking factor:
Pullout design strength
Np = lF(J or L hook,0.9"f'"*e',*d,A5rs*B"f'"; =
ry4 = lF(cracking,'1,1 .4) =
$No = {r*$"*n*N o*tYo =
D.5.3.4,5
D.5.3.6
Side face blowout tension strength:lAGl Ref.:
Corner blowout factor: .
Single blowout strength :
Singe BO design strength:
Group blowout strength:
Group BO design strength
cbof = lF(c5o2<3*c6",(1 +MAX(1,c6o2lc,o))14,1) =
Nru = lF(coo<0.4*he, 1 6o*c6o*Asrn0 5*1*;r"0 5*"5of ,"N/A";=
0N"o = lF(cso<O.4.hu,0r*0"*N.b,"N/A") =
Nsbs = lF(ss<6.cbo,(1 +so/(6*coo))*N"6/cbof,"N/A") =
0.5
N/A Ib
N/A Ib
N/A Ib
N/A Ib0N"= I F(coo<O.4*h",ss<6*cbo),0.*0"*,"N/A"; =
D.5.4.2
D.5.4.1
D.5.4.1
strength:ACI Ref.:
D.5.1.2
D.6.1.2
AGI Ref.:
Avc =
Ay = MIN(Ayc,D*Avo) =
I = MIN(hu,B.d) =
Vo = I F(sec r62s,8,7 )- (l ld )0'2*60
5*1*t"o un"1 t.u =
vs = lF(e'v>0,MlN(1(1 +2"e',v/(3*c1)),1),1 ) =
Vo = lF(OR(cz>=1.S*cr,dir=1 ),1,0.7+0.3*czl(1.5.c,)) =
ry7 = lF(cracking,lNDEX(edgefactors,edgereinf),1.4) =
V"n = AvAvo"rys*ryo*ryz*Vb =
edf =
{V"t = 0.*Q"*edf*V"o =
45000 in2
1200 in2
1200 in2
5in
530501 tb
1
1
1.4
19805 tb
2
277281b
Avo
0V" = lF(ductile,Q"*9"6 *v.) =0"$su
el tens. design strength
strength in tension N" = o"A""*MlN(fur,1 .9"fr,125000) =
" = lF(ductile,$""$.to*N",0"n0.u*N") =
V" = tr*Auu"lF(stud,1 ,0.6f MlN(f"1,1 .9*fr,125000) =strength in shear:
Steel shear debign strength
shear
hear breakout strength:
cking factor:
= 4.5*c12 =
Concrete breakout stren gth
Edge direction factor:
Breakout design strength:
Single fastenei failure area
Calc. shear surface area:
Use failure surface area:
Load bearing length:
Eccentricity factor:
Edge distance factor
17806 tb
13355 lb
10683.6 tb
6944 tb
D.6.2.1
D.6.2.1
D.0
D.6.2.2,3
D.6.2.5
D.6.2.6
D.6.2.7
D.6.2.1
D.6.2.1
Pryout factor:
Pryout strength:
Pryout design strength;
k"o = lF(h"<2.5,1,2) =
V"p = k"o*N"o =
V"p = 0"*0""V.0 =
2
20656 tb
14459 rb
shear strength::,
6.3.1
6.3.1
Reid iddleton
ProietPg4! ro444o rtza.*,UAL
Sheet ZS of ---
Design by /3AA
Dole o7/zz /az
Checked by
Dole
728 l34lh Steel SW-Suite 200
Evereil WA 98204
Ph:425 741-3800
Fox:425 741-3900
flienf'LJST
Project No.zs*o6-0/O
Ouf - a F - PzA dle 64 e,4,rL :
A^^^
@t col/st-o*a s)qr{ cJAtL
= /3f1
d? = Z0,S //+
tfrnn4*. h4.nn cr- = /35 Vlf
lJOo a 8L1 :
z/= Z Co Cot
4 = qZO p/tr
zi= uza / tf
4zovrf/tnp/f =3..!f-lfa*
= 4Z irt
Cot/( B &4 :
,t/orr! F€.t- "47t4tlJd a
Car/< d ,4^/CHO4
d,,4 L C$ , 572€/V< r,</ g/4 sEO ort/
Fx cei€ ps 4/ eo a 6f{_ q ,
sPC : CZ " 2'.k.
id iddleton str
134th Street SW - Suite 200 Projectpoar raJsE^JD 7VAlx or1/"4 L
Sheet Z6 ot
Design by
Date O z7 '7
Checked by
Date
Everett, Washington 98204
Ph: 425 741-3800
Fax:425 741-3900 Project No. ZS- OG , O lO
CAST.IN CONCRETE I\NCHORS PER ACI 318-02 APPENDIX D/1999 PCA
l.D.: Anchors Loaded dicular to Ed
Normal weight Y
0.625 v
Unthreaded v
J or L hook v
ASTM F1554 Gr. 36 Y
ACI 318-02 Section 9.2 v
Seismic loads for SDC C, D, E or F? n ves
Cracking occurs at service levels? flves
in
in
in
si
6in
ln
h"=
d
f. = 4000Concrete strength
Fastener diameter:
al embedment depth
type
Load combinations used
plementary reinforcement?
Built up grout pad used? :
elded plate per D.6.2.3?
Head type:
Fastener material
th=
e'N =
e'v =
or L hook length:
ension load eccentricity:
hear load eccentricity:
fl vet
f]Yes
n Y"t
Au = 0.307 in2
A6,n = N/A in2
fy = 36000 psi
fur = 58000 psi
Effective fastener area: :
Bearing area:
Fastener yield strength :
Fastener tensile strength:
Bottom edge distance:
Left edge distance:
Right edge distance:
Edge distance for blowout:
Perp. edge dist. for blowout
Spacing for blowout:
Maximum edge distance:
Minimum edge distance:
Edge distance for shear:
Perp. edge dist. for shear:
Shear load direction:
Shear edge direction:
Edge reinforcement:
n=
x=
y=
fle=
ct=
Gb=
cr =
cr=
cbo =
Gbo2 =
so=
?=vmax
cmin =
Gl=
c2=
2
100 in
100 in
4in
4in
4in
10,0 in
32 in
100 in
4in
,4: in
Left w
Perpendicular to edge w
#4 bar or greater w
Ductile material?Yes
tn
Number of anchors:
of fastener group:
op edge distance
Length of fastener group:
No. of edges within 1.5h"1:
Reduction factor, tensile strength of a ductile steel element:
Reduction factor, shear strength of a ductile steel element:
Reduction factor, tensile strength of a brittle steel element:
Reduction factor, shear strength of a brittle steel element:
Reduction factor, tensile or shear strength of concrete:
Grout reduction factor:
1
1
0,75
0.65
0.65
0.6
0.7
1
1,-
0r=
0"ta =
0ssd =
0stn =
0.ru =
0.=
Concrete weight factor:
ic reduction factor:
D.4.4,5
D.4.4,5
D.4.4,5
D.4.4,5
D.4.4,5
D,6.1.3
6in
324 in2
144 in2
144 inz
22308 tb
1
0.83333
1.25
10328 tb
7230 lb
hu1 = lF(nu>2,cr"*/1 .5,h") =
Aruo = 9*h"r2 =
Aruc =
Ar,r = MIN(Anc,fl"Aro) =
Nu = I F(hur< 1 1,24*rf
"0'5*h",1'5,'l
6*1,*f"o'u*h",u") =
vr = lF(e'ru>0,MlN(1/(1 +2*e'51/(3*ha)),1 ),1 ) =
y2 = lF(c,,.,in<1.5nh.6,0.7+0.3*c,n6/(1.5*hu1),1 ) =
ry3 = lF(cracking,1,1.25) =
N.6 = Ap/Apo*\r1*V2*\rgnNu =
ens ion breakout strength
Effective embedment depth
fastener failure area:
breakout strength:
Breakout d stren
Calc. tension surface area
Use failure surface area:
Eccentricity factor:
Edge distance factor:
Cracking factor:
D.5.2.3
D.5.2.1
D.5.2.1
D.5.2.6
D.5.2.1
5,2.2
'
i@
728 134th Street SW - Suite 200
Everett, Washington 98204
Ph: 425741,3B00
Fax 425 741-3900
'ent F
Project tutl'ro///'EW
Sheet Z7 or
Design by RA
Dale Q
Checked by
Date
a
Project No.4€Ai/,5 * A/6*ate
!
2
CAST.IN CONCRETE ANCHORS PER ACI 318.02 APPENDIX Di1999 PCA
lar to Wall Edgel.D.: Anchors Loaded
No = lF(J or L hook,0.g*f'.*e6*d,A5rs*B*f'"; =
lya = lF(cracking,1,1.4) =
Pullout strength:
Cracking factor:
Pullout design strength
0tb
1.4
0lb0NV4== $.*Q"*n*N
D.5.3.4,5
D.5.3.6
Single blowout strength:
Singe BO design strength:
Group blowout strength:
Group BO design strength
cbof = I F(c5o2<3*cso, ( 1 + MAX( 1,c6o2l c,oo)) I 4,1 ) =
N"o = I F(cuo<O.4*he, 1 60*cgo*Asrn0'5*1"*f'"0 5*cbof,,'N/A,,;=
$N"r = lF(cpo<O.4*h",$.*$"*N*b,"N/A"; =
N"bg = lF(se<6"c6o,(1+so/(6*coo))*N"6/cbof,"N/A") =
1
N/A Ib
N/A Ib
N/A Ib
N/A Ib,"N/Au; =0N = I F(c5o<0.4*hu,s6<6*coo),$r*
rner blowout factor
D.5.4.2
D.5.4.1
D.5.4.1
N" = I'I"A""*MlN(f,t,1.9.fr, 1 25000) =
0N" = lF(ductile,$.*$"16*N",0""0"n*N") =
17806 tb
13355 lb
Steel strength in tension
I tens. design strength
D.5.1.2
V" = n*A""*lF(stud,1,0.6).MlN(fr1,1.9"fr,12b000) =
el shear design strength: ' 0V" = lF(ductile,g""g,6*
10683.6 tb
6944 tb"V",$""0"0 *V") =
strength in shear:D.6.1.2
Single fastener failure area:
Calc. shear surface area:
Use failure surface area:
Load bearing length:
Shear breakout strength:
Eccentricity factor:
Edge distance factor:
72 in2
72 in2
72 in2
5in
4244 tb
1
1
1.4
5942 rb
1
4159 tb
- Avo = 4.5*c12 =
Avc --
Ay = MIN(Ayc,n*Avo) -
| = MIN(h",8*d)=
Vr = lF(sect623,B,7).(l/d;0 2*60.5*1*;,"0.5*c,1.s -
Vs = lF(e'v>O,MlN(1(1 +2*e'v/(3*cl)),1 ),1 ) =
ry6 = lF(OR(cr>-1.5*c1,dir=1 ),1,0.7+0.3*c2l(1.5"c,)) =
ry7 = lF(cracking,lNDEX(edgefactors,edgereinf),.1.4) =
V"o = Av/Avo*qru*ryo"ryz*Vb =
edf =
OV"r = 0r *edf*V
cking factor:
Concrete breakout strength:
Edge direction factor:
Breakout design strength:
D.6.2.1
D.0
D.6.2.2,3
D.6.2.5
D.6.2.6
D.6.2.1
D.6.2.1
D,6.2.1
7
Pryout factor:
Pryout strength:
Pryout design strength
2
20656 tb
14459 tb
k"o = lF(h"<2.5,1,2) =
V"o = k.o*N.5 =
= 0.*0.*V
D.6.3.1
.6.3.1
^-.Washington State
Department of Transportation
HQ Facilities Office
PO Box 47328
Olympia, WA 98504-7328
l
Transmittal Letter
the following items
w
To: City of Port Townsend
Developement Services Department
250 Madison St, Suite 3
Port Townsend, WA 98368
Phone: 360 379-5086
Fax:
We Transmit: X Attached I Under Separate Cover Via
These are Transmitted as Checked Below:
X ForApproval I Approved as Submitted
X For Your Action I Approved as Noted
n As Requested n Returned for Corrections
n For Review and Comment n For Your lnformation
DOT Form 230-401 EF
Revised 10/2002
E Resubmit copies for approval
n Submit copies for distribution
n Return corrected printsn
n Return Gomments By
Remarks:
Please send me a receit for the $150.00
We would like to have the permit review done by the first week of June. We will have a contractor the second week
ofJune.
Call Mark Scott at 360-561-1206 if you have any questions.
i',i,iil1 1 I ',',,;J
Copy To:From: Stacy Simpson, Architect
Phone:360-705-7357
Date
May 8,2007
Job Number
MS 5653
Attention
Jan Hopfenbeck
RE:
WSF Post EFS Port Townsend / Keystone
Copies Dated Description
J April30,2007 Structural Calculations
J 4107 Plans
1 May 7,2007 Check for $150
Fax: 360-705-6829
Receipt Nurnber:
BLD07-098
BLD07-098
BLD07-098
BLD07-098
BLD07-098
989701301
989701301
989701301
989701301
989701301
$432-09
$13,30
$4.50
$664.75
$10-00
Total:
$282.09
$13-30
$4.s0
$664.75
$10.00
Plan Review Fee
Technology Fee for Building Perm it
State Building Code Council Fee
Building Permit Fee
Record Retention Fee for Building P
$0.00
$0.00
$0.00
$0.00
$0.00
$974.64
07-0425 0511112007 Plan Review Fee
CHECK 4418
Total
$150.00 BLD07-098
$ 974.64
$974.64
genprntrreceipts Fage'l of 1
I
t\
Receipt Number:
BLD07-098 989701301 Plan Review Fee $150.00
Totall
$150,00 $0.00
$150.00
CHECK 1213 $ 150.00
Total $150.00
genprntrreceipts I%ge 1 of 1
t
j
s
'f?o
tsoo
N
oi
3qq
oo
6
Co'6
oao
o
@oaN6N
WASHINGTON STATE FERRIES
POST EFS PORT TOWNSENDIKEYSTONE PROJECT
DRAAINe INDEX DRAAINe INDEX
SHEET NO
ol.o
ot.t
ol.2
ot.3
At.l
At.2
At.3
DES6RIPTION
COVER SHEET ANP DRAAINo INPEX
ABBREVIATIONS
5YI-1BOL5 LEoEND
SITE PLANg
PORT TOANgEND . PART. FLOOR PLAN
PORT TOI^INgEND - ROOF PLAN 4 9TA6IN6 PLAN
PORT TOANgEND - hIEST ELEVATION
FERey
{a N(,
SHEET NO
At.4
At.5
At.b
At.1
At.b
At.q
At.to
At.il
A2.t
42.2
A.2.3
42.4
A.2.5
A.2.6
A'2.1
A2.b
A2.q
A2.lO
30.t
90.2
90.3
9t.t
91.2
32.1
32.2
9l3.1
9l3.2
53.4
31.'
EOt.OO
EOl.Ot
EOq.OO
EOq.Ot
Etr.oo
El5.Ol
DESCRIPTION
PORT TOI^INSEND - BUILDINo SECTION
PORT TOI^{NgENP. 5ECT. q. PETAIL
PORT TOANgEND - DOORI/.IIND. ELEV.
PORT TO}"IN5END - DOOR/AIND. DEr.
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PRINCIPA! ENCINE€R: S. KINSELLA o4/07 N0. 10
PRoJECT ENGINEER: 0. MARTIN
DRAWN BY:C, MENDENHALL
REVIEWIO BY:F. ROWSHANZAMIR
FEDERAL AIO PROJECT NO.
G1.0
WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
FCR NO:
AS BI'ILT BY:0tsrcN N0:
DATE REVtStON BY DATE CONIR:ACT NO:
ALL SHEETS OF THESE PLANS SHALL
BE OEEMED APPROVED BY THE
SIGNA]URE AND STAMP ON THIS SHEET
Suite 200
APPROVEO
98204\{oshington
Ph: 425 741-i800
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-.
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COVER SHEET AND DRAWING INDEX
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ABBREVIATIONS
&
@
AB
Act
ADDL
ADJ
AFF
AI9C
AI9I
ALT
ALUM
ANCH
APA
APPROX
AR
ARCH
ASCE
A33Y
A9TM
Al^{9
B/
BAL
BF
BLDE
BLKG
BM
BOT
BRO
BSUT
BTAN
BU
6ANT
CAP
CC
CDF
ae
CO
CIP
CJ
CJP, CP
cL' q.
CLO
CLR
Cl'1U
COL
CONC
6ONN
CON3T
CONT
6ONTR
COORD
ao
CRSI
CTR
CY
d
DB
DFA
DBL
DEO,"
DEUO
DET
DF
DFL
DIA,O
DIAO
DIAPH
DICA
Dlu
DL
t)N
DO
DP
DAE
DAL
(E), ExtgT
EA
EE
EF
EJ
EL
ELEC
ELEV
EMBED
EN@R
Ed
EAUIP
E3
ETC
E-l^l
EA
EX?
EXT
FD
FDN
FEMA
FF
FIN
FLR
FLO
F9
FT,'
FT6
6A
OAL\r'
6B
6EN
OL, OLULAI4
6R
6RND
6n9
AD
HF
H6R
HK
HORIZ, H
HP
H1Buea
HT
IBC
ID
IF
IN, '
INCL
INFO
INT
IJ
L
LB, #
LEV
LF
LL
LL9B
LLH
LLV
LOC
LON6IT
LP
L9H
L9L
LVL
MAT, MATL
MAX
MB
UECH
MF
MFR
MIN
ul9C
MPH
MTL
NEC
NF
Ntc
NL6
NOM
No, s
N-5
N5
NT9
OC
OD
OF
OFCI
OPNO
OPP
oaH
onJ
a?
PCF
PEN
PERP
PL, E
PLCS
PLF
PLl^,lt)
PNL
PJP, PP
PREFAB
P3
?5F
P5t
P5L
PT
P-T
PVC
R, RAD
RD
REF
REINF
REM
RE@D
RND
RO
RTN
ea
SCHED
aEa-
5HT
Il-]TLJa-
3lM
5Jt
300
ao?
eeE-
3A,0
39
93H
STAO
9TD
STIFF
9TIR
3TL
9TRiU.-
gUPP
5YV
9n
t
TSB
't 40
TEMP
THK
THRU
TOC
TOF-t09
TR
TRAN9
T3
TYP
Th,t9
ANP
AT
ANoHOR BOLT
AMERICAN .-ONCRETE INSTITUTE
ADDITIONAL
ADJACENT, ADJUSTABLE
ABOVE FINI5HED FLOOR
AMERICAN INSTITUTE OF STEEL cONSTRUoTION
AMERICAN IRON AND a'IEEL INgTITUTE
ALTERNATE
ALUMINUM
ANCHOR
AMERIoAN ?LYAOOD A13OCI ATION
APPROXIMATE
ANCHOR ROD
AF..CH I'IECT, ARCH I TECTURAL
AMERIoAN 5OCIETY OF CIVIL EN6INEER9
A9SEVE.LY
AMERICAN SOCIEIY FOR TE9TIN6 AND MATERIALg
AMERICAN AELDINo sOCIETY
BoTTol-1 OF
BALAN6E
BRAOED FRAME
BUILDIN6
BLOCKINO
BEAM
BOTTOU
BEARIN6
BA9EMENT
BETAEEN
BUILT-UP
CAMBER,6HANNEL
6ANTILEVER
CAPACITY
CENTER-TO-6ENTER
CONTROL DENgITY FILL
COLD-FORUED
cENTER OF eRAVITY
645T-IN-PLACE
cONTROL JOINT, CONSTRUoTION JOINT
COUPLETE JOINT PENETRATION
oENTERLINE
CEILIN6
6LEAR
oONCRETE MASONRY UNIT
COLUMN
.-ONORETE
CONNEOTION
oONSTRUCTION
AONTINUE, CONTINUOUs
CONTRACTOR
COORI2INATE
OOVPLETE PENETRATION
CONCRETE REINFORCED 3TEEL IN3TITUTE
6ENTER, CENTERED
CUgIC YARD
PENNYAEIoHT (NAILg)
DIVIDER BEAM, DROPPED BEAM
DEFORI,4ED BAR ANoHOR
DOUBLE
DEOREE
DEI'\OL\1H, PEMOL I Tl oN
DETAIL
DOUOLAS FIR
DOUOLAS FIR.LARCH
DIAMETER
DIAoONAL
DIAPHRAoM
DRILLED.IN CONCRETE ANCHOR
DIMENSIAN
DEAD LOAD
DOI^,IN
DITTO
DEEP
DRAAIN6
DOAEL
laT
JI
K
K9F
K5l
Jols-r
JOINT
KtP (t,ooo LP.)
KIPS PER 3AUARE FOO-I
KIFg PER 9dUARE INCH
LEN6TH, AN6LE
POUND
LEVEL
LINEAL FOOT
LIVE LOAD
LON6 LEC5 FA.-K TO BA.JK
LONO LEO HARIZONTAL
LON6 LEO VERTICAL
LOCATION, LOCATE
LON6ITUDINAL
LOA POINT
LONE aLOrlED HOLE
LAMINATED STRAND LUMBER
LAMINATED VENEER LUMBER
MATERIAL
MAXIMUM
MACHINE BOLT
MEoHANICAL
MOMENT FRAME
MANUFACTURER
MINIMUM
MI9CELLANEOU5
MILE5 PER HOUR
METAL
NECESgARY
NEAR FACE
NOT IN CONTRAcT
NAILIN6
NOMINAL
NUMBER
NORTH-9OUTH
NEAR 3IDE, NON9HRINK
NOT TO a.-ALE
ON oENTER
OUTSIDE DIAMETER
OUT5IDE FACE
O'4NER FURNI 9HED, OONJRACTOR INSTALLED
OPENIN6
OPPOSITE
OVERSIZED HOLE
OPEN
'^,IEB
JOIST
PIEOE, PRECAST
POUNDS PER CUBIC FOOT
PENETRATION
PERPENDICULAR
PLATE, PROPERTY LINE
PLAc]E3
POUNDg PER LINEAR FOOT
PLYAOOD
PANEL
PARTIAL JOINT PENETRATION
PREFABRICATED
PRE3TRE59
POUND9 PER SAUARE FOO'I
POUNDS PER 9AUARE INCH
PARALLEL gTRAND LUMBER
POINT, PRES9URE TREATED
POST-TENgIONED
POLYVINYL CHLORIDE
RAI2IU9
ROOF DRAIN
REFEREN6E
REINFORCIN6
REMAINDER
REAUIRED
ROUND
ROUEH OPENING
RETURN
SLIP ORITIoAL
SCHEDULE
gECTION
SHEET
gHEATHIN6
SIMILAR
3TEEL JOI1T INSTITUTEgLAB ON 6RADE
5PACE, SPACED, 9PACINO
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3TAOEEFq 3TAGOER'ED
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3YMMETRICAL, SYMMETRYgHEAR AALL
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ELEVATION
ELECTRI.-AL
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EMBEDMENT
EN6INEER
EARTH@UAKE, EAUAL
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FOUNPATION
FEDERAL EMERoENCY MANAoEMENT AoENCYFAR FACE, FINI3H FLOOR
FINI9H
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HOLD-DOiAN
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HOLLO|A gTRUCTURAL 9E6TION
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INTERNATIONAL BUILDINO CODE
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PRoJECI EiIGINEER: D. MRTIN
DRAWN B/:G. MENDENHAI.L
REVIE$IM 8Y:F. ROWSHANZAMIR 04/07
gt
WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
FCR NO:
AS BUITT EY:DESIGN NO:
DATE nEuStoL BY DATE
728 l34th Skeet 511. Suite 200
tveretL Woshinglon 98204
Ph:125 741-J8ffi
AI.L SHEEIS OF IHESE PI.ANS SHALLBE DEEMED APPROVED BY THE
SIGNA'IURE ANO SIAMP ON THIS SHEET
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-.w
ABBREVIATIONS OF
SHEETS
trReididdleton
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N
oino
tsooN
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CANTILEVERED END OF BEAM,oIRDER OR HEAPER
PO1T OR cOLUMN B.ELOA THIs LEVEL
6ONTINUOUs FRAMIN6 MEMBER
BLOCKINO OR NONCONTINUOU3 FRAMIN6 MEMBER
INDI6ATEs BEAM,6IRDER OR HEADER
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INDI6ATE3 BEAI4,aIRDER OR HEAPER NOT
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LINE OF ROOF RIDOE, HIP, VALLEY,ED6E OF CABLE
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+
+
+
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CONCRETE ANCHOR BOLT
PRILLEP IN CONcRETE ANCHOR
gOLT
NAIL
ELEVATION DATUM
AORKPOINT
PIREoTION OF SPAN
LIMIT OF gPAN
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SURFACE - 5LOPE U7
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6RAVEL PETAIL IDENTIFIERg N
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SHEET NUMBER
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OPENINo IN FLOOR OR I^IALL _x_
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FOOTINO TYPE AND
BOTTOU ELEVATION NOOD FRAMINo ANNOTATIONS . 5EE 1CHEDULEg
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gHEET NUMBER
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t9 sHOnN
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FLOOR PE6K-TRAN9VER9E DETAIL LABELS BEAM HANGER MARK
BEAM MARK
6ON6RETE T{ALL-IN gECTION
CONCRETE oURBIPARTIAL HEIoHT AALL
CONCRETE AALL BELOI^{ THIS LEVEL
CONCREIE cOLUMN
cONCRETE COLUMN BELOA THI5 LEVEL
CHAN6E OF SLAB THICKNESS
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EPOXY COATED REBAR
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D9 ORFB BH
cOLUMN - CONCR;ETE EN6A9ED l"=l'-O"I4OOD BAgE MARKgHEAR T.IALL MARK
BEAU/,2LU\-|N 9PLICE
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PRINCIPAL ENGINEER: S. KINSELLA 04/07 lEGloN N0.10 lStATEi WASH 728 li4th Street Srt Suite 200
Evuett, Woshington 98204
Ph: 425 741-i800
ALL SHEETS OF THESE PLANS SHALL
BE DEEMED APPROVED 8Y THE
SIGNATURE ANO STAMP ON THIS SHEET
APPROVED
^-,W Y"l"jJffi :?l :;"+;"""o"rtation
WASHINGTON STATE FERRIES
WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
Gl.2PRoJECT ENGINEER: D. MARTIN 04/07 FEDERAL AD PRqJECT NO.
DMI{N BY:G, MENDENHALL o4/07
REvlEWio BY: F. ROWSHANZAMIR 04/o7
SHEET
OF
SHEETS
FCR NO:
SYMBOLS LEGENDAS BUITT B*DESIGN NO:
DATE REVIStON BY DATE CON]MCT NO:
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TERMINAL BUILDIN6
3TA6IN6 AREA.
PROVIDE TEMPORARY FENCIN6
AROUND PERIMETER.
PROJEcT 5ITE, TEMPORARY
C,ON9IRUC'IION FEN6IN6. ALLOA
PEDESTRIAN ACCE15 TO
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CONTRACTOR LOADINGruNLOADIN6
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REdUIRMENT9, 9EC1 IONS TITLED
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// - --\EX TRANSFER
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?ROJECT 5ITE, TEMPORARY
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TERMINAL
BUILDIN6
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,/\6ONTRA6TOR LAYDO}^IN AND STORA6E
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PERIMETER.
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PORT TOANgEND 3ITE PLAN
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A 5IN6LE PARKINo STALL 9HALL
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VEHIoLE PARKIN6. 5EE 6ENERAL
REAUIRMENT, 5ECTIONi TI TLED,
FERRY TERMINAL A6CE95 AND
FARKIN6.
BLD $7 - 0 I I
4Al
ti//////t
PRINCIPAL ENGINEER: S. KINSELLA llsH
PROJECT ENGINEER: D. MARTIN
DMWN BY:C, MENDENHALL
REV]EIVEO 8Y:F. ROWSHANZAMIR
FEDEMT AID
G1.3
WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
FCR NO:
AS BUILT BY:DESIGN NO:
OATE REVtStON BY DATE CONIRACT NO:
728 lJ4lh Street Sl{. Suite 200
Everett, lloshington 98204
Ph: 425 741-J800
APPROVEO
AND S'TAMP ON THIS SHEET
ALL SHEEIS OF THESE PLANS SHALL
BE DE€MED APPROVED BY THE
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-.
-
un,
SITE PLANS OF
SHEETS
Reid iddleton
\ __1J
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\ll.1:.
+IXIST. BRICK PAVTRS TO RIMAIN -REMOVE
RE[/AIN, TYP
INFILL OPENING IN
REMOVE EXIST & FRAMI
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EXIST. CONC. FOUNDAIION TO
REMAIN, TYP.
\
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EXIST. WD. POST TO
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SIM. 2 A r.9
NIW PAVERS TO MATCH [X'ST.-
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+ /-6"
CURB
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NEW PARTIAL HT. WALL.
O.F.C.I. TICKET SCANNING
TURNSTILE, 2 TYP.
NEW I2'' CONCRETE PAD- REMOVT
EXISTING PAVERS AS NECESSARY
NEW CONC. SIDEWALK &
RAMPS. REFER TO STRUCT
WJ W4 WJ
NEW
SEE
ALUMINUM WNDOWS.NEW SCHED. 40 PVC DS - PAINT
NTW ROOF LINE ABOVE, TYP
--l
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EXIST. POST TO
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CONC. FOUND. _CUT
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6'-0"+/- 6'-11"
RE EXTINGUISHIR CABINET _
PATCH/REPA|R &
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REMOVE TXIST. WNDOWS & WALL BELOW. PROVIDT NEW DOOR
& FRAME W/ W00D TR|M T0 MATCH tXtST. SAW-CUT &
REMOVT EXIST. CONCRETT CURB AS NECTSSARY IXIST. BENCHES TO RE[/AIN
CAST-IN-PLACE
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SURFACES
Key Plan L--sf,DT?--O9B
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NEW CONC. FOUNDATION -
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TYP_iL
EXIST. ROOF
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EXIST. CONC.
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NEW CONC. SLAB
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RTMOVE &
MODIFY PAVERS
AS NEC.
DAYLIGHT NEW DS AT CURB - SA\i/
CUT & REMOVE EXIST. PAVERS & SLAB
AS NEC.
EXIST. CURB WALL & RAILING
TO REMAIN, TYP
Partial Floor Plan - Port Townsend Fe rry Terminal
0 4',8
SCALET L''= 4' -O''
EXIST. CONC.
RAMP TO BE
REMOVED
SAW-CUT & REMOVE EXIST. CONC, &
ASPHALT AS NEC. FOR NEW CONC.
RAMPS, WALKWAY, & FOOTINGS
LOCATION OF NEW CONDUITS TO
TURNSTILES - REFER TO ELEC.
SEE ENLARGED PLAN
G
4 +N EXISTING
WAITING
RM
EXIST. KIOSKS
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PRO,IEC]ARCHITECT: IN6MI,I 04/o7
oRA[r{ 8Y:BERNFELO 04/o7
REvlEllto 8Y: UNE 04/07
FTDTRA! AD PROJTCI NO.PoST EFS PoRT TOWNSEND /
KEYSTONE PROJECT
FCR NO:
AS SUIII BY;Dtsr6il $:
DATE REVISION AY DATE CONIRACT NO
38r2Schreiber
Starling
& Lane
REGISTEREO
ARCHITECT
*="
H'
AIE OF
ARCHITECTS
1221 6nPik€5t.
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.
-
un,
Port Townsend -Portial Floor Plon SHEEIS
L
T
2
1
EW IND CAP @ GUTTER
TO REMAIN
REMOVE EXIST. GUTTTR @ NEW
FACT OF WALL
BELOW
EXISI. GUTTER TO
REMAIN, U.N.O.
EXIST. MTL.
ROOFING TO REMAIN
f-r
*, L.,.
ROOF CONSTRUCTION, TYP
tr
STAGE 1 WORK;
COMPLETE NEW DOOR, WALLS
& ROOF INSTALLATION
EXISTING DOOR & ADA
RAMP TO REMAIN IN USE
STAGE 2 WORK;
REMOVE EXISTING
DOOR & REPLACE
EXISIING ADA
RAMP
L
EXIST. DOOR TO
REMAIN DURING
STAGE ] WORK_l
NEW DOWNSPOUT
L_
NEW ROOF MEMBRANE
BELOl/'/
NTW PRE-FINISHED
METAL GUTTTR
EXIST. METAL ROOFING
TO REMAIN, TYP.
TEMP. CONSTRUCTION FENCING EXIST. ADA RAMP TO
REMAIN DURING STAGE 1
N0TE: SIAGE W0RK AS NECESSARY T0 MAINTAIN SAFE PUBLIC ACCESS T0 BUILDING AT
ALL TIMIS. COMPLETE ALL STAGE I WORK PRIOR TO BEGINNING STAGE 2 WORK.
Roof Plan Port Townsend Ferry Terminal Staqino PlanPol{ Tdwnsend Ferry Terminal
80 16',+N INNTS
SCALE' \''= 8'-0"
BtD07-098
41.2
6
OF
43
SHEETS
t-
/a (
EXISI. KIOSKS
IO RIMAIN
EXISTING
WAITING
RM
ollot RTGON r,r0. l0 lsl^r€: wr9rPRIiICIPAL lRCHlItCl: tlr,tE
PROIECTIRCfiIIICI: INGH]AM 01/07
DRA${ g{:EERNFELD 04/o7
nMllto SY: LANE 04/07
ft0tMt AD PR0JtcI ilo.POST EFS PORT TOWNSEND /
KEYSTONE PROJECT
FCi !r0:
AS 8urtl 8Y:DESIGII NO:
DATE REVISION BY OATE CONIMCI NO
38r2
OF WASHINGTON
RECISTERED
ARCHIIECT
Schreiber
Stading
& Lane
PHILLIP
{?
ARCHIIECTS
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.rIIutt
Port Townsend - Roof Plon
& Stoging Plon
TOP OF NEW ROOF
BOIIOM OF GUTTER
NEW 1 X CEDAR TRIM OVER
EXISTING WOOD POSTS
W3
EXISTING METAL ROOFING TO
REMAIN, TYP.
TXISTING METAL GUTTER TO
REMAIN, U.N.O.
NEW J'' DIA. SCHED. 40
PVC DOWNSPOUT _
PAINT
NEW WALL W/ CEDAR SIDING TO MATCH
EXIST.
NEW ALUM. WTNDOWS W/
CEDAR TRIM, TYP.
NEW PARTIAL HEIGHT WALL
NEW CONC. RAMP
\ ,y'o Lr-FAq."z- erezrw,
(atryd./er)
.5s z/-mcmA oZ &frea
Ql?rz,+4 *rnu)
tstD0?-098
West Elevation Port Townsend Ferry Terminal
4 0 4 I
SCALI' L" = 4t -O' 'KEY ELTVATION
PRINCIPT'I AnCHIECI: trNE 04/07 Rtcl0N t{0. l0 lSIAlt: lY SH Schreiber
Starlino
& Lan6
REGISTEREO
ARCHITECT
*\="
ARCAITECTS 8.
I?2r E nPila S!
3Er2
OF WASHINCTON
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-tqrutt POST EFS PORT TOWNSEND /
KEYSTONE PROJECT 41.3PROIICTinCHIIECI: INGHAM 04/o7 FtotMt- Ar0 PRoJtcr lto.
DRAUX Ct BERNFELO 04/o7
RtvltlrEo 8Yi tAN€04/o7 sHLL I
7
OF
4J
SHEETS
FCR NO:
Port Townsend - West ElevotionAS EULT 8Y:OtSrGfl ilO:
DATE REVISI@I BY DATE CONIRICI NO:
TOP OF NEW ROOF
DOOR & FRAME
u'
END CAP
EXIST. GUTTER - CUT &
REMOVE @ NEW ROOF
CONSTRUCTION & PROVIDE
/\
D1
l, +/-6'-2" L
EXIST. MITAL ROOFING TO
REMAIN
OVE EXIST. DOOR & FRAME
INFILL OPENING IN WALL TO
MATCH EXIST. WALLS
EXIST. WOOD SIDING, TYP
EXIST. WNDOWS, TYP
NOTE:
PREP. & PAINT FULL EXTENT OF EXISTING WEST WALL SIDING,
cErlrNGS, EXPoSED FRAMTNG & TRtM. CoL0R(S) T0 MATCH EX|STING
KIY SICTION
a r -"-----
IL-SAW-CUT & REMOVE EXIST.
CONCRETE FOUNDATION @ NIW
DOOR OPENING
F.C.I. TICKET SCANNING
TURNSTILE
NIW CONC. FOUNDATION PER
STRUCT
EXISTING VENDING MACHINE
TO REMAIN
Section Port Townsend Ferry Terminal
0 4
41.4
8
OF
13
SHEETS
PRluClPlL rRCHlItCl: UNE 04/07 tE60N N0. ro lstAt€r wAsH
PROjECTIRCHIIECI TNCHAM 01/07
ORAtr{ 8Y:BERNFELO 04/07
RwltfltD 8Y: LANE 04/o7
FEOIRAI. AID PNOIECI NO.POST EFS PORT TOWNSEND /
KEYSTONE PROJECT
fCR NO:
A5 SUILI 8Y:Dtsroil r{0:
DATE REVISION 8Y DATE CONIMCT NO:
38r 2
OF WASI{INGTON
Schreiber
Starling
& Lane
REGISTEREO
ARCHITECT
*?"lri
PHILLIP 8.
ARCHITECIS
1221 EanPileSr
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
-,rfrutt
Port Townsend - Building Section
4',
SCALE' L" = 4t -O' t
8',
stn o7 - 0 g I
ROUTI NEW CONDUITS ABOVE NEW
& IXISTING CEILINGS TO NTW WALL
FRAMING & DOWN TO NEW
TURNSTILES. PAINT IXPOSED
CONDUITS AT OPEN FRAMING.
3'-0"4'-0"MEMBRANE ROOFING OVER
COVERBOARD OVER RIGID
|NSULAT|0N 0N ;" PLYWo0D
PAINT EXPOSED PLYWOODx 6 STUDS @ 16" 0.C.
CEDAR SIDING TO MATCH EXISTING
BUILDING WRAP
/i'PLYW0OD
CONTINUOUS PRE_FINISHED MTTAL
FLASHING
2 X 6 CONTINUOUS TRIM BOARD
3 X 6 TREATED SILL U.N.O. SEE STRUCT
CONTINUOUS SEALANT EA. SIDI
NEW CONCRETE FOOTING &
FOUNDATION PER STRUCT.
EXIST. MTL. ROOFING TO
REMAIN
REMOVT EXISTING GUTTER
AS NEC. TO INSTALL NTW
ROOFING
c!
lr)
(o
EXISTING CURB &
RAILING TO REMAIN
)4" EXPANSToN
JOINT, TYP.
EXIST. PAVERS TO REMAIN -
REMOVE, CUT, & REINSTALL AS
NEC. @ NEW FOOTING, TYP
EXIST. SAND BED - REMOVE AS
NEC. FOR NEW FOUNDATION
l
t
Port Townsend Foundation Typical Section - Port Townsend
C08',0 I to 2'4
41.5
SHEETS
9
OF
1J
a
o
o
(o
I€
\
I
a
I\
lt
o o
2
1.
NEW l/2" RoUGH-SAWN PLYWOOD S0FF|T
EXIST. POST BEYOND
CONDUII
JX4RAFTERS@24''
0.c. - PA|N
RAFTERS, TYP
EXIST. WOOD
CONDUIT COVER_
USE FOR NEW
CONDUIT ROUTING.
INLARGE CHAST AS
NEC. FOR NEW
EXISTING PAVING - SAW
CUT & REMOVE AS NEC.
FOR NEW CONC.
\,rouruoatror'ts
I
REMOVE HORIZ. EAVE TRIM
BOARD. CUT & REMOVE TND
OF FASCIA BOARD @ NEW
A
PRINCIPT{. ARCIIIIECT: UiNE 04/07 RtoroN N0- r0 SIATT: f,ASN
PROJ€CTTRCHIITCI: INGHAU 04/o7
OMIII BY:EERNFELD 01/o7
RwIII|Eo 8Y: UN€04/o7
FEOIMI. AJD PNOJECI XO.POST EFS PORT TOWNSEND /
KEYSTONE PROJECT
FCR NO
N 8UII.I 8Y:oESIGN Nor
OATE REVISION BY DATE COilTRACI NO
58r2Schreiber
Starling
& Lane
REGISTERED
ARCHITECT
OF
*\="
ARCHITECTS
i22l bnPileSt
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
-.
qrutt
Port Townsend - Section & Detoil
SCALE, L l. /?' ' = L' -O' 'SCALE, l" = ?'-O''
sLD O7 - 0 I B
6'-2"
3'*0"
o
IT
6"
TT
€
c!
I
t--
GLASS TYPE G2
aO
Ir)SULATED HOLLOW
MTL. FRAME _ PAINT
GLASS TYPE G2
HOLLOW METAL FRAME
GROUT SOLID & PAINT
Port Townsend Door and Frame Types
4',0 4 I
SCALET l" = 4'-O''
9'- 4"
8'-0"6'-0"
GLASS TYPE
G1
(o
I
f-)
(o
Ir)
<r
Isl
' u/n'l.f##t,
GLASS TYPE Gl ALUMINUM SLIDING
WNDOW
ALUMINUM SLIDING
WNDOW
GLASS IYPE Gl ALUMINUM SLIDING
WNDOW
Port Townsend Window Elevations
4 0 4 I
SCALI, 1.' ' = 4' -O' 'BLD 07 - 0 I I
6
I
c\
o-
2'' TYP
o-
2'' TYP
PNINCIPA. ARCHIITC': LNE 04/o7 REGToN N0. r0 lsIAIt: WASH Schreiber
Starling
& Lane
*P
ARCHITECTS
12216nEbSi
Slite N!mb,2m
Seade, WA 981 2
3Er2 REGISTERED
ARCHITECT
AIE OF WASHINGTON
^-.w $!J::lP''ff, 1? \?"",por t o t ion
WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND
KEYSTONE PROJECT A1.6PROTCITRCHIECI: INOHAM 01l07 FEOIRAI. AJO PROJECI NO.
oRAtil BY:EERNFELO 01/o7
Rwltllto 8Yl IINE 04/o7
tcR ilO:Port Townsend - Door /
Window ElevotionsAS EUII-I BY:DTSIGN NO:
DATE REVISION BY DATE CONTRACT NO:
r0
OF
1J
SHEEIS
CEDAR SIDING TO MATCH
EXISTING OVER BUILDING WRAP
Yz" PLYWOOD
CONTINUOUS METAL
FLASHING
2 X 3 RS CEDAR TRIM
CONT. SEALANT
ALUMINUM SLIDING WNDOW
WTH NAILING FLANGE
Y4'' TEMPERED GLASS
A. Heod
CEDAR SIDING TO MATCH
TXISTING OVER BUILDING
WRAP
I X J RS CEDAR IRIM
CONT. SEALANT
B. Jomb
SEALANT
HEADER PER STRUCT.
,4" PLYWooD
I X 3 RS CEDAR TRIM
lX5RSCIDAR
2 X 6 STUDS @ ]6,,
0.c.
POST PER STRUCT.
1 X 3 RS CEDAR TRIM
lX5RSCEDAR
I X RS CEDAR
1 X 3 RS CEDAR TRIM
DOUBLE2X6SILLU.N.O
SEE STRUCT.
2X6STUDS@24"0.C.
EXIST. lX4TRIM
EXIST. WOOD CONDUIT
CHASE - REMOVE,
RTPAINT, & REINSTALL
AS NEC.
EXIST. CTDAR SIDING ON
Y2" PLYW000 T0 REMAIN
EXIST. 1 X 8 TRIM TO REMAIN
CONI. SEALANT
A. Heod
SEALANT
NEWIXSRSCEDARTRIM
B. Jomb
NEW DOOR
EXIST. CONCRETE & PAVERS
TO REMAIN
C. Threshold
c{
NEW POWER & COMM
CONDUITS
EXST. %" GWB T0 REMATN
EXIST. HEADER TO REMAIN
NE'/t/ HOLLOW METAL
FRAME _ GROUT SOLID
PORTION OF NTV', INSULATED
HOLLOW METAL DOOR -
PAINT
NEW HOLLOW METAL
FRAME _ GROUT SOLID
EXIST, 7a" GWB T0 REMAIN
SAW-CUT & REMOVE EXIST
CONC. FOUNDATION @ NEW
DOOR FRAME
BRONZE THRESHOLD SET IN
SEALANT
Bi"
e\,
.TOP OF SILL-O-+/- 2'-4" T0 TOP OF
FoUND. WALL (AL|GN W/
EXtST.)
1 X 3 RS CEDAR TRIM
c. siil
8
Port Townsend Window Details Port Townsend Door Details
o 8"
SCALE, I I/?"= 1'-0"
0 8"
SCALI, I 1/?"= 7'-O"
8"
41.7
il
OF
{J
SHEEIS
oo
n
lt
U
A1.7 A1.7
PRINCIPT,L rRCHlt€CI: LANE 04/o7 Rtcor{ No. ro lslArt: w sx
PfiOjECI ARCHIIECII INGP,AM 01/o7
ORAT'il gY:EERNFELO 04/o7
REuilto 8Y: LANE 01lo7
rE0EMt A0 PR0|ECI t{0.POST EFS PORT TOWNSIND /
KEYSTONE PROJICT
FCR ilO
AS SUltI SY'DTSIGN NO:
DATE REVISION BY DATE CONTR^CI NO:
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
36r2Schreiber
Starling
& Lane
REGISTEREO
ARCHITECT
*="-.
qruttkARCHITECTS
SIATE OF WAS}IINGTON
PHILLIP Port Townsend - Door /
Window Detoils
16',r6'
sr.D o7 - 0 g s
MEMBRANE FLASHING
CONT. PRE-FINISHED MTL. FLASHING
'Jt// FASTENERS @ 18" 0.C
NEW PRE-FINISHED MTL. GUTTER
EXPOSED PROFILE TO MATCH TXIST
STRAPS & FASTENERS @ 24'' O.C.
2 X RIM JOIST, TYP
n'- 6"
FULLY ADHERED EPDM
ROOF MEMBRANE
COVERBOARD
TAPERED |NSUL. (1/4"
PER FT. SLOPE)
1/2" P:YWD. SHEATHTNG -
PAINT EXPOSID SURFACES
JX4ROOFJOISTS@24"
0.c.
2X4BLOCKINGEA.
SIDE OF WALL, TYP.
CEDAR SIDING TO MATCH
EXIST. OVER BUILDING
WRAP
CONT. LAP SIALANT
MEMBRANI FLASHING
SEAM FASTENERS @ EA. JOIST
EXIST. MTL. GUTTER - CUT &
REMOVE AT NEW ROOF &
PROVIDE END CAPS
FULLY ADHERED EPDM
ROOF MEMBRANE
IXIST. STANDING SEAM
MTL. ROOFING TO
REMAIN
EXIST. TRUSSES @ 24''
O.C. TO REMAIN, TYP.
2 X 6,5 CENTERED ON TOP
OF EA. NIW ROOF JOIST
SX4ROOFJOISTS@24"
0.c.
1/2" ROucH-SAlrvN
PLYWD. BITWEEN JOISTS
(SECURET0lX6',S)
CUT & REMOVE PORTION OF
EXIST. lXTRIM&FASCIA
AT TA. NEW ROOF JOIST
Port Townsend - Typical Eave Detail
COVIRBOARD
TAPERED INSUL. (l/4" PER
FT. SLOPE)
1/2" PLYWD. SHEATHTNG -
PAINT IXPOSED SURFACES
Port Townsend Roof/Fascia Detail
0 8',16"
SCALE: 1. I /?' ' = l' -A' '
BI"D O7 - 0 g g
8',0
SCALE' 1. I/?' ' = lt -O' t
8',I Ib
41.8
SHEETS
t2
OF
43
A1.8
PRIilCIPI.I. IRCNIIECI: LANE 01/07 l[GroN N0. r0 lslAlt: rvASH
PROTCIANCflIITCI: INGHAI'ouoT
oRAIfl 8Y:INGIIAI'04/o7
ntuErt0 8Y:LANE 04/o7
FEOEMI. AID PROICI I{0,POST EFS PORT TOWNSEND
KEYSTONE PROJECT
fCR NO:
ls SurrT gY:0ts6il N0:
DATE REMSION 8Y DATE CONTRACI &
38r2
OF WASHINGTON
Schreiber
Starling
& Lane
REGISTEREO
ARCHITECT
F;
.\="
ARC H ITECTS
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-tw
Port Townsend - Roof Detoils
+ /- 42" A.F .F.
fiLrcN wfrxtsi
cunnonMs)
CONT. DRIP EA. SIDE
(o
coNT. 2 x B cEDAR cee w/ /+"
SLOPED TOP & /4'' RAD. TOP
CORNERS
CONT. PRE-FINISHED MTL. CAP
FLASHTNG W/ DR|P EDGE, TYP.
SIDING TO MATCH TXIST
OVIR BUILDING WRAP
j" eLvwooo ovER 2 x 4 sruDs @
24" 0.C.
GALV. POST PER STRUCI.
CONT. PRE-FINISHTD MTL. FLASHING
CONT. 2 X 6 CEDAR IRIM BOARD
2X4TREATEDSILL
EXIST. TRUSSES @ 24''
O.C. TO REMAIN, TYP.
J X 4 ROOF JOISTS @ 24" O.C.
COPE TO FIT AT WF
2 X 6'5 CENTERED ON TOP
OF EA. NEW ROOF JOIST
1/2" RoUGH-SAWN
PLYWD. BETWEEN JOISTS
(sEcuRET01X6'5)
BEAM PER
STRUCTURAL
Port Townsend - Beam Detail
c\
TXIST. WOOD BEAM
BLOCKING BETWEEN JOISTS
PIR STRUCTURAL
BTAM SUPPORT PER
STRUCTURAL
EXIST. WD. POST BTYOND
l-tc..r
LO
NEW CONC.
FOUNDATION PER
STRUCT.
Nt\lJ 4" coNC.
RAMP. - REMOVE
EXIST. AS NEC
SAND FILL PER
STRUCT.
EXIST. PRE-CAST
CONC. STRUCT.
1 -0"
NEW 4" CONC.
SIDEWALK -
REMOVT EXIST. AS
NEC.
Port Townsend - Partial Ht. Wall Detail
II08"IO 0 8',
SCALE, I l/?" = It -Ot '
t6'
sg.E g7 - 0 I B
41.9
IJ
OF
13
SHEETS
@@
o
o
A
A AEXIST. +/- 6",r*t -_
)uz" fXpRNStOt't
JOINT MAT., TYP
PRINCIPT{- IRCHIIECI: UANE 04/o7 Rtcior{ K}. r0 SIAIE: Y$SH
PROJTCTANCHIECI: ING'.IAM o1/07
DRIT/II 8Y:INGHAT 04/o7
RtYItUto BY: LANE 04/o7
'IDEBII.
AID PROJECT ilo.POST EFS PORT TOWNSEND /
KEYSTONE PROJECT
FCR M):
AS SUIII BY:DTSIGN IO:
DATE REMSION BY DATE COTIIRICI I{O:
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
sBt2Schreiber
Starling
& Lane
STAIE OF WASHINGTON
^-.REGISTERED
ARCHITECT run,-\=-
ARC H ITECTS
1221 EsrPile SL Port Townsend - Roof & Wotl Detoils
SCALE, I I/?"= 1'-0"
2.
Rolling Gate General Notes
TUBING USED FOR THE GATE SHALL BE GRADE 6061 ALUMINUM, HEAT TREATABLE. TOP RAILS
AND BOTTOM CHANNEL SHALL BE SYMMETRICAL AND FREI OF STRESS CRACKS AFTER
RESHAPING
ALL FASTENIRS SHALL BE STAINLTSS STEEL AND WHTRE STEEL IS FASTTNED TO ALUMINUM,
SHALT BE DIELECTRICALLY INSULATED FROM DIRECT CONTACT FROM ALUMINUM. NUTS SHALL BE
STLF LOCKING TYPE. MYCARTA FLAT WASHER SHALL BE UTILIZED TO AID IN THT DIELECTRICAL
INSULATING PROCESS. CASTER SHALL BE DIALECTRICALLY INSULATED FROM THT GATI. APPLY
HEAT SHRINKABLE SLEEVES TO THE SHANK OF ALL BOLTS.
ALL WELDING SHALL BE CONTINUOUS TO PREVENT INTRUSION OF MOISTURE AND DTBRIS.
ACCURACY AND EASE OF OPERATION SHALL BE VERIFIED BY WSF BEFORE ACCEPTANCE OF THE
NEW GATE IS GIVEN. THE CONTRACTOR SHALL PAY ALL COSTS ASSOCIATED WTH ACHIEVING
PROPER OPERATION OF ROLLING GATE.
ALL CORNERS AND EDGES SHALL BE GROUND SMOOTH AND DEBURRED TO PREVENT INJURY TO
PASSENGERS AND PERSONNEL. WILD SPATTER SHALL BE REMOVED PRIOR TO COATING.
CASiERS FOR THE ROLLING GATI SHALL BI MCMASTER-CARR TYPE 3N6 STAINLESS STEEL RIGID
cASIER, cATALoG NUMBER 2J815T5 0R AppRovED EQUAL (i) EAcH ptR GATE SEGMENT.
Gate Elevation Port Townsend
L!
e.LiJ
oJtdt-
c{sf
I
+
10'-J"
TOP OF PAVING
TOP RAIL TO BE FABRICATED FROM
2 /2" DtA. STD ALUMINUM TUBING,
FLATTTNED TO 2'' TO THE SHAPE OF
A FLAI OVAL
t/4" DtA. u-BoLT &
HTAVY-DUTY PAD-LOCK HASP- IVELD TO GATE & POST.
GATE LoCKlNc POST - 3 1/2"
x 3 1/2"X 1/4" GALV. TS
POST l^,/ 1/4" TOP CAP -
PATNT (SEE 1/Al.ll)
2 /z' ALUMINUM PlPt- J PLACES, TYP.
I'' DIA. ALUMINUM PIPE, TYP.5.
4.
5.
6.
.-EXISTING CURB & RAILING
TO REMAIN
1/2" x7 1/2" xI 1/2"
sTEtL BASE PLATE W/ (4)
3/4" EXPANS|0N ANCHORS
(srt r/nr.rr;
??,0 4
SCALE' l" = ?'-O"
8 SPACES @ 6" 0.C. = 4'-0"8 SPACES @ 6" 0.C.ol"4'-0"oi"6"6
l0l'4'- 3"4'-3"t0i"
A1^10
BI.no7-0gs
41.10
l4
OF
4J
SHEETS
PRll,lClP& TRCfiIECI: LANE 04/ol RTGON NO. IO SIll€: w SH
PR0JECI ARCHIIECI: tNGHAil 04/o7
DRAUIi 8Y:BERNFETD 01/07
REvltYlED 8Y: |-ANE 01/o7
FEo[Rll A'0 PROltCl N0.POST EFS PORT TOWNSEND /
KTYSTONE PROJECT
FCR NO
f,s SurLI 8Y:DESIGN IIO:
OATE REVISION BY DATE cor{IRAcI {o
3Er 2
Schreiber
Starlinq
& LanE
STATE OF
RECISTEREO
ARCHITECT
*P
ARCHIlECTS
l22l kPik€Si
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.
-frutt
Port Townsen - Rolling
Gote Elevotion
__l
a(
@ (@
l--
L
STTEL POST PER STRUCT. BELOW
6i"
T r/4" PLATE STDES - WELD T0
TOP & BOTTOM GUIDE ROLLER
SUPPORTS - PROVIDE OPENINGS
FOR GATT
GUARDRAILS)
1/4" BENT PLATT GATE GUTDE
TYP. OF 2
1/4" PtArE S|DES, TYP GUIDE ROLLERS, TYP
r/4" BENT PLATT LoWER GUtDt
ROLLER SUPPORT - WELD TO
FACE OF TS POSTPlon @ Gote Guide
(WITH ctNTER B0LT & RUBBER
c0v[R)
2 X 4 STUD BOLIED TO GALV
POST PER STRUCT.
ALUMTNUM GATE PER 1/1.10
TYP. PARTIAL HT. WALL - SEE
STEEL POST PER STRUCT
t--FACE OF EXISTING CONC.
CURB
r lrlt2
ALUMTNUM CHANNTL (5 x 2 1/2)
McMASTER-CARR TYPE 316
STAINLESS STEEL RIGID CASTER,
4'' X 2,,, RUBBER WHEEL, PLAIN
BEARING
WELDED TO VERTICAL GATE
MEMBERS1/2" cALv. STEEL BASE
PLATI tr)
O)31/2"x31/2"x1/4"
GALV. TS POST
3/4" EXPANS|0N
ANCHORS
ltil
NON-SHRINK GROUT
LEVELING BASE
Plon @ Gote Lockinq Post Bose
NEW CONC. SIDEWALK _ REMOVE EXIST
PAVERS & SAND BED AS NEC.T. PRE-CAST CONC.
STRUCT
Port Townsend - Rolling Gate Detail
0 8
+
A
A
A
4
A
A
L __l
'€ :,i
41. 11
8"
SCALE' I 1/?"= l'-O"
16"
s["0 a7 - 0 g B
PRINCFA. TICHIIECI: LANE NO. l0 usH
PROJTCI ANCHITECI:
oR^f,t{ 8Y:BERNFELO 41.11
RIVIE9TO BY:
AID PRO]ECI tIO.POST TFS PORT TOWNSEND
KEYSTONE PROJECT
fCR NO:
AS SUILI 81:DtsrcN N0:
DATE REVISION 8Y DATE COT{TRAC] NO:
381 2Schreiber
Starlino
& LanE
REGISTERED
ARCHITECT
.\2"
B.LANE
ARCAITECTS
OF Y9ASHINGTON
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-,w
Port Townsend - Rolling Gote Detoils
t5
OF
4J
SHEETS
REMOVE EXIST.
CHAIN BACK TO
NEAREST BOLLARD
REMOVE EXIST. WOOD
BOLLARD & REPAIR
CONC. TO MATCH
EXISTING
EXIST. EXP
JOINT
EXIST. CURB
5',-
4'-6" WDI
ALUM. GATE
ii, 1ir -iliri.illl--jjil
.1
DOOR TO BE LOCKED
DURING CONSTRUCTION
EXIST. TICKET KIOSK
TO REMAIN, TYP
'U,,irtg f/er:
tZ.IO
lJIJ
l./)xTJ
=
=-C-)z.L!m
LLo
\ SIE
EA. SIDE \ --
OF GATE
SIM
GALV, STL. POST.
PER STRUCT., TYP
REMOVE & RELOCATE
EXIST. BENCH -
REPAIR SLAB AS NEC.
EXIST. WASTE CONTAINER
SCREEN WALLS TO REMAIN
(
EXIST. POST
TO REMAIN
z.C)
J
30" pRE-CAST C0NCRETE SPLASH BL0CK (By MoDERN PRE_CAST, tNC.
(801) 466-1374 0R EQUAL) coL0R = coNC. GRAy. ryp. (2) L0cATroNS
(Jz.
c>
C-)
lt)
=tr,
NEW UNDERGROUND
UTILITIES PER ELECIRICAL
lneenox.- Ldcnlor,r)
EXIST. ROOF LINE ABOVE
SAW-CUT & REMOVE
EXIST. CONC. SLAB AS
NEC. TO INSIALL NEW
FOOTING -
PATCH/REPAIR
SHEAR WALL PER
STRUCT.
NEW CONC. SLAB - FINISH TO MATCH TXIST
EDGE OF EXIST. CONC. SLAB
NEW 3'' DIA. PRE_FINISHED METAL
DOW\SPOUT & JO'' PRTCAST CONCRETI
SPLASH BLOCK, TYP.
TS
EXTST. +/- 6'-0"
H. SCRTEN WALL
TO REMAIN
ll I
I
I
Isl
I
c!
l-
BUTLD|NG ENTRANCE / EXtT
DURING CONSTRUCIION
SEE
SEE ENLARGED
pLAN __-l
Y
-7
Partial Floor Plan Keystone Fe rry Terminal Nf F
I
DOOR TO BE LOCKED
DURING CONSTRUCTION
I
I04
sln0?-098 I
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42.1
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7
O
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RELOCATED BENCH
-REPAIR & REPAINT
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WALL (J'-21 H.)NEW2x6wALL I
(SHEAR WALL PER I
SAW-CUT & REMOVE
EXIST. SOG & REPLACE
WTH NEW
)tr-E
STRUCT.)
/- J'-0" HIGH _ SEE 0.F.c.r. TtcKET
SCANNING
t!
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REMOVT EXIST,/RILOCATE EDUCATI
DISPLAY. REPAIR
TURNSTILI, 2 iYP
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1 NEW ALUMINUM
NEW ROOF LINE
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PRltlClPA
^RCHmCI:
LANE 01/07 REGToN iro. l0 SIIIE: wASH
PROJECITRCHIT€CI: INGHAT 04/o7
0Rrllll fi:EERNFELD 04/07
R[vlEtrtD 8Y: LANE 04/o7
FtDtRl[ A0 PRoJtcr flo.
FCR ilO
POST
KEYS
tFS PORT TOWNSEND /
TONE PROJECT
A5 8UII.I BY:DES6N IIO:
DAlE REVISION BY DJqTE CONIRACT NO
381 2
STATE OF
Schreiber
Starling
& Lane
REGISTERED
ARCHITECI
.\="nARCHITECTS
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.
-
un,
Keptone - Portiol Floor plon
4',
SCALE: L''= 4' -O''
8',
EXISTING ROOF
TEMPORARY TRUCTION
FENCING
EXTERIOR FACE OF
WALL BELOW
.6€3 =,naH-r!-- Lr)VJ-9urSE-
==5"- sE
E"-o E9
5=
====zsU.--*di
oz.
=(,/)
=trJ
PRE-FINISHED METAL
GUTTER. PROFILE TO
MATCH EXIST., TYP.
REMOVE EXIST. GUTTER AS NEC. IO ALLOW
INSTALLATION OF NEW CONSTRUCTION
WOOD SHINGLES TO MATCH EXIST. OVER
ICE & WATER SHIELD
DOWNSPOUT
NEW ROOF LINE
EXIST. SCREEN WALL BELOW
NIW WALL BELOW
DOW\SPOUT
NEW SCREEN WALL BELOW
24" X 4B'' REMOVABLE SECTION OF
PLYWOOD CEILING BELOW - COORDINA
LocATtoN W/ TRUSSES & ELECTRTCAL
TT
Roof Plan - Ke ystone Ferry Terminal N+8',8 t6'
s!.0 07 - 0 I I
42.2
t7
OF
4J
SHEEIS
REMOVE TXIST. SHINGLES & BUILDING P
I
W LD & SHIICE & WA
-t
REMOVE
I
:c!
I
+
TO MA EXISTING
EXISTING RIDGE SHTNGLES & REPLACE W/
NEW ICE & rlt/ATER SHEILD &
SHINGLES TO MATCH EXISTING
NEW PRE-FINISHED METAL
VALLEY FLASHING
I
-_l
l
T---t
L-
RIDGE
G SHINGLES
TO REM u.N.0.
il
lt
FRIICIPT'I ARCHIIECI: LANE 01/07 ntooil N0. r0 SIAIET IASH
PNOJECTARCHIECI: INCHAI,04/o7
0RAUI{ gY:SERNFELO 04/o?
RIVIITTD BY:I.ANE 01/o7
ttDtur AD PRGttCr !t0.POST EFS PORT TOWNSEN
KEYSTONE PROJECT
D
FCR I.IO:
IS EUILI 8Y:otSrGr{ N0:
DATE REVISION BY DATE COT.ITRICI NO;
5Er 2
PHILLIP B.
OF WASHINGTOI{
Schreiber
Starling
& Lane
{P t.[".t4
REGISTERED
ARCHITECT
ARCHITECTS
l22t bnftkest
Woshington Stote
Deportment of Tronsportotion
WASH]NGTON STATE FERRIES
-.
-
un,
Keptone - Roof Plon
SCALI' l" = 8'-0"
12'' SQUARE LOUVTR _ SEE
NTW ROOF CONSTRUCTION _
WOOD SHINGLES OVTR ICE &
WATER SHIELD OVER PLYWD.
SHIATHING ON WOOD
SCISSOR TRUSSES
2 X B CEDAR RAKE BOARDS
TO MATCH EXIST. - PAINT
I X 2 CEDAR TRIM _
PAINT, TYP
NEW ALUM. WNDOWS
NEW CONC. FOOTING & FOUNDATION
2 X 6 CEDAR SILL BOARD _ PAINT
I X 2 CEDAR BATTENS @ 6" O.C.
OVER ROUGH-SAWN PLYWD. _ PAINT
30,' PRE-CAST CONCRETE
SPLASH BL0CI( (BY
MODERN PRE-CAST, INC.
(801) 466-1374 0R
EOUAL) C0L0R = C0NC.
GRAY. rYP. (2)
LOCATIONS
PAINT NEW EXPOSED ELEC. CONDUITS
& J-BOXES IO MATCH EXISTING ADJACENT WALL
EXIST. WOOD SHINGLES - RIMOVE
AS NEC. AT NEW ROOF
Li L___l
EXTST. +/- 6'-0" H. SCREEN WALL T0 REMATN
sl.p 07 - 0 I I
CIDAR TRIM ALL AROUND
WNDOW - PAINT, TYP
WOOD SCREEN WALL
+/-J'-0" HIGH
EXIST. WASTE CONTAINER
SCREEN WALLS TO REMAIN
I
L_
I
J
I
L_I
t_*J L--J i*t
South Elevation - Keystone Ferry Terminal
4'0 4 8',
A2.3
t8
OF
1J
SHE€IS
BOTTOM OF TRUSS
BEYOND
PRE-FINISHED METAL
GUTTER - PROFILE TO
tt
tt
MATCH
PRE-FINISHED
METAL 3'' DIA
DOWNSPOUT
1 X 3 CORNIR
TRIM - PAINT,
PRINCIPA IRCHIIECI: L{NE 04/o7 RtcoN No. ro lsrr€: msn
PROITCITRCHIIECI: INGHAII 04/o7
()RAWI{ BY:BERNFELD 04/o7
RivrEsto 8Y: LANE 04/07
fEotRAt Ato PRoltcI flo.POST EFS PORT TOWNSEND
KEYSTONE PROJECT
FCR NO
AS 8UII.I BI:OtSlGN NOr
DATE REVISION BY DATE CONTRICI NO:
38r2
OF WASHINGION
REGISTERED
ARCHITECT
sP
ARCHITECTS
Schreiber
Starling
& Lane Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.
-rutt
Keptone - South Elevotion
SCALE' I" = 4' -O"
EXIST. WOOD SHINGLES - REMOVT
AS NEC. AT NEW ROOF. SEE ROOF
PLAN FOR EXTENT NEW PRE-FINISHED METAL
VALLEY FLASHING
NEW ROOF CONSTRUCTION -
WOOD SHINGLES OVER ICi &
WATER SHIELD OVER PLYWD.
SHEATHING ON WOOD
SCISSOR TRUSSES
PRE-FINISHED METAL
GUTTER. PROFILE TO
MATCH EXISTING, TYP
3" DIA. PRE-FINISHED
METAL DOWNSPOUT
END OF NEW WALL -
1 X CEDAR TRIM
EXIST. WASTE CONTAINER
SCRTEN WALLS TO REMAIN
NEW 3'HIGH SCREEN
WALL
EXIST. WOOD SIDING, TYP
EXIST. WNDOW, TYP
West Elevation - Keystone Ferry Terminal
4',8',
NIW 4'-6,' WDE ALUM.
SWNGING GATE. SEE
SIM.
04
smaT-098
42.+
SHEETS
t9
OF
4J
NEW2X6WALL
REMOVE EXIST. GUTTER
@ NEW ROOF
ColrirnucrroN OPEN
CUT & REMOVE PORTION
OF EXIST. RAKE BOARD
Fi-*-l--:il--!f---
PRINCFAL mCHIIICT: LANE 01/o7 ItGPil N0. l0 lSIAlt: IASH
PRN€CTARCIIITEC': |NGHAT 01/07
oR^rfl gY:BERNFELO 04/o7
REvlttto 8r: IANE 01/07
FTDERA. TD PROJTCI IIO POST EFS PORT TOWNSEND /
KEYSTONE PROJECT
fCR NO:
N EUIII 8Y:Otsr0u N0:
DATE REVISION BY DAT[corrRlcT No
38r 2
0F wAst{ll{cToN
Schreiber
Sta rl ino
& LanE
REGISTERED
ARCHIIECT
*\Fr"F
B.
ARCHITECTS
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.nun,
Keystone - West Elevotion
SCALE' I''= 4' -Ot t
WOOD SHINGLES OVIR ICE & WATER
SHIELD OVER PLYWD. SHEAIHING
OVER WOOD SCISSOR TRUSSES @
24" 0.C.
2XSFLYRAFTER
I
NEW WALL CONST. T0 ALtcN W/
EDGE OF EXISTING EAVE EXTEND IO
UNDER SIDE OF NEW ROOF CONST.
(r x 2 BATTTNS ovER PLywD.
SIDING OVER 2 X 4 STUDS @ 16''
0 c.)
EXPANSION JOINT MATTRIAL
CUT & REMOVE 6" WDE SECTION
OF IXISTING ROOF SHEATHING FOR
LENGHT OF NEW SOFFIT. DO NOT
CUT INTO TXISTING TRUSSES.
Btr'"iD0?*0gg
2X4L00K0UTS@24"0.C
coNT. vtNT W/ TNSECT SCRETN
9'-1" A.F.F
1/2" RoUGH=SAtiltN PIYlt{D,
2X6STUDS@12''O.C
NEW CONCRETE FOUNDATIONS
EXISTING GRAVEL SURFACE -
REMOVE & REPLACE AS NEC. FOR
NEW FOOTINGS
NISH FLOOR
I
Typical Section Keystone
1X3
CEDAR TRIM
New &" TONGUE AND GROovE
PLYWD. SOFFIT ON 2 X 4'S @ 24''
O.C. _ PAINT
NEW WALL BEYOND - PAINT
(1 x 2 BATTENS @ 6" o.c. ovtR
|" eLvwo. oN 2 x 6 sTUDS @ 12" o.c.)
EXIST. WALL TO REMAIN
RELOCATED BENCH - REPAIR
& PAINT
EXIST. ROOF TO RTMAIN - REMOVE
SHINGLES AS NEC.
REFER To RooF PLAN (A2.2) FoR
I XTEN T
24" X 48,, REMOVABLE ACCESS
PANEL - SEE ROOF PLAN FOR
APPROX. LOCATION
,U" RoucH-sAvriN PLYWD. cflLlNG
OVER TRUSSTS - PAINT
LIGHTING PER EII.[C. - LOCAII
CONDUIT ABOVI CEILING, TYP
ALUMINUM SLIDING WNDOW
EDGE OF EXISTII{G CONCRETE SLAB
\
/
PRlNClPr,[ AnCHIIECI: UANE 04/07 ItGroN N0. t0 SIArt: WASH
PROJIC'ARCII'TECT: INGHAM 04/07
DRAUIT BY:BERNFELO 04/07
REvlEYlEo B/: LANE 04/07
Ft0tRrr a0 PRojtct ilo.POST tFS PORT TOWNSEND /
KEYSTONE PROJECT
fCR NO:
AS EUILT 8Y:OESIGN NO:
DATE REVISION BY OATE CON]RACT NO:
Schreiber
Starling
& Lane
{p
ARCHITECTS
1221 6i Pike Si
SuiteNumbr2@
$afile. wA96122
38t2
OF WASI{INGTOH
REGISTERED
ARCHITECT
"F
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.w
Kelnstone - Woll Section
?
SCALI' 1.' ' = ?' -Ot t
4
A2.5
c0
42.5
20
OF
4J
SHEETS
6" STUDS @ 12" 0.C.
RABBIT 2 X TRIM TO FII
AROUND FLASHING & CONC.,
TYP. BOTH SIDES OF WALL
FINISH GRADE
z.
(o
I X 2 CTDAR BATTENS @
6" 0.c.
Yz" R0UGH-sAwN plywooD
BUILDING WRAP OVER
STUDS
ANCHOR BOLTS PER STRUCT
2 X 6 CEDAR TRIM BOARD,
TYP. BOTH SIDES OF WALL
SX6TREATEDSILL
U.N.O. SEE STRUCT.
SEALANT
CONTINUOUS PRE-FINISHED
METAL FLASHING
EXIST. CONCRETE
SLAB-ON-GRADE
,4" EXPANS|ON J0INT
NEW CONCRETE
FOOTING PER STRUCT
Keystone Foundation
smaT-099 o
SCALE, I 1./?' ' = L' -O' '
88"16.
A2.6
21
OF
4J
SHEETS
2A
A
A
A A
4
I
A
A2.6
PRINCPTL ARCHIIECIi L N€01/o7 REGOII tl0. l0 ISIAII: YlAEtl
PR0JICI IRCHIECI: |NGH r,l 04/07
oilm gr:BERNFELO 04/o7
R€VlEllEo BY: |jNE 04/o7
F[D[RlL Ar0 PROJTCI r{O.POST EFS PORT TOWNSEND /
KEYSTONE PROJECT
FCR I{O:
ls Eurrl 8t:otsrofl r{o
OATE REVISION BY DATE CoIIIRTCT NO
Schreiber
Starlinq
& LanE
{p
ARCHITECTS
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
5Er 2
OF WASHIIIGTON
^-.REGISTERED
ARCHITECT qrutt
1221 b*F*e Si
Keptone - Foundotion Detoil
CONT. DRIP, TYP. EA. SIDE
2X
1 /4"
RAD.
8 CEDAR CAP W/
SLOPED IOP &.'1/4''
@ TOP CORNERS,
1 /2"
OVER
ROUGH-SAWN PLYWD
CEDAR2X4STUDS
@ 24" 0.C., TYP.
ALIGN W
INSIDE F
OF WALL
lX2CEDARBATTENS
@ 6" 0.c.
CEDARlX6TYP.EA.SIDE
EXIST. GRADE
3/4" CHAMFER @
EXPOSED EDGES, TYP.
CONC. PIER, TYP.
EQ.EQ
12" SQ.
Keystone - Wood Railing/
Partial Height Wall Detail
CIDAR2X4TOPPLATE
GAVL. STEIL POST PER STRUCT
CEDAR2X4SILL
1/2" EXP. J0|NT MAT
EXIST. SLAB ON GRADE
TO RIMAIN, TYP.
SAW-CUT & REMOVE
TXIST. SLAB ON GRADE
AS NEC. AT SIM.
CENTER POST ON PIER
UNLESS NOTED OTHERWSE
KEYED FIBERGLASS LATCHw/ 0PERATI0N FR0M 2 STDES(2r LoKK-LATCH pRol oR EQUAL)
18'' FIBERGLASS CANE BOLT W/
BASE PLATE (LoKK-BoLT 2t-LB1BX
w/ 2I-LBBPBC On eOuru)
KEY TO MATCH LATCH'
LOCATE BASE PLATE TO STCURE
GATE @ 90 DEG. OPEN
2'' X J,' Xw/ ALUM.
THRU. BOLT TO POST
/ tugt 1 /8"
END CAPS
ALUM
CEDAR2X4SECURED
TO TS POST
2 X B CEDAR CAP ABOVE
IX2CEDARBATTTNS
@ 6" 0.c.
1 /2"
OVER
a
=t!
-C)
o
Ii.
I
+
I 2"X3"X1/8
cnrt rRaMr,
,,
ALUM.
TYP
i 1/2" x 1/2"
BARS @ 6"
ALUM.
0.c.
(3) 4" ALUM. HTNGES
WELD TO TUBES
ROUGH-SAWN PL
2X4STUDS@
STEEL POST PER STRUCTURAL
2XSCEDARTRIM-RABBET
TO FIT OVER PLYWD.
B$.0 A7 - 0 g g
TYP0.c.
YWD
24"
€
Keystone - Gate Detail
oldin
t6'0 8',I 0 8
42.7
22
OF
4J
SHEETS
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I
I
I
L
I
J
I
4l
_.1
A
A A
AA
!_
A2.7
PRIIICIPA ARCHIECI: LANE o4/o7 ?tcoN N0. l0 Sl^lt: flASH
PROTCT tROlmCI: tNGroil o1/o7
DR^tr{ sf:INCHAII o1/o7
REvlEYlto 8Y: LANE 01/07
rtotul dD Pf,o,EcI ilo.
FCR NO
T EFS PORT TOWNSIND /
KEYSTONE PROJECT
POS
A5 8IJILT Bf:OtsrGfl N0:
DATE REVISION 8Y DAlE cor,rTMcl ilo
3Er 2
OF WASI{INGTON
Schreiber
Starlino
& LanE
*="
ARCHIIECfS
REGISTERED
ARCHITECT
l22l E.*P*eS!
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.
-
un,
Keptone -Screen Wotl
& Gote Detoils
8',
SCALE: I I/?''= L' -O''
to
SCALE' I I/?"= 1.'-O"
2,' TYP
o_
6'-0"J'-0"
Z" PLYWO0D stDtNG
OVER BUILDING WRAP
I X 2 BATTEN
CONTINUOUS METAL
FLASHING
2 X J RS CTDAR TRIM
SEALANT
ALUMINUM SLIDING
WNDOW WITH NAILING
FLANGE
)4" tErrrprREo cLlss
A. Heod
I X 2 BATTEN
2 X 3 RS CEDAR TRIM
SEALANT
B. Jomb
SEALANT
WOOD SILL - MATCH
EXISTING
TOP OF SILL
'-6" A.F.F
1 X J RS CEDAR TRIM
C SIII
ALUMINUM SLIDING
WNDOU TYP.
GLASS TYPE G1
c!
Ir)
Ic\
I
M)
ALUMINUM FIXED WNDOW
GLASS TYPE GI
4 X HEADER PER STRUCT
,%" PLYWOoD
1 X 3 RS CEDAR TRIM
1 X 6 RS CEDAR LINER
J4" .torNT w/ coNTtNuous
SEALANT
2X6STUDS@12"0.C.
1 X 3 RS CEDAR TRIM
lX6RSCEDAR
)4" ,i0tNt w/ cONTtNU0us
SEALANT
j4" ,lotttT V coNTlNuous
SEALANT
1 X RS CEDAR
I X 4 RS CEDAR TRIM
SILL PER STRUCT
Keystone Window Elevations
440
SCALE' L''= 4' -O' t
8
5ftrfi
a'b
6fia'tt' '
LfrilOb,T'
l-ou/'*tt
Keystone Window Details
8',8',0
SCALE, I I/?"= l'-O,,$r.,0 0? - 0 I I
l6'
42.8
23
OF
{J
SHEETS
A2.B
A2.8
PRINCIP,J. ARCHIIECI: LANE 04/07 Rt6r0N N0. r0 lStArE: PASH
PROJICTARCHIITCI: ING}IAM 01lol
DRA${ gY:EERNFELD 01/o1
REvltBE0 8Y: LANE 04/o7
FtotRA A0 PROjICI n0.
fm ilo
POST EFS PORT TOWNSEND T
KEYSTONE PROJECT
AS SUILI 8rl oESGil rO:
DATE REVISION BY DATE cor{lRrcl ilo
3E r2Schreiber
Starlino
& LanE
REGISTERED
ARCHITECT
S=-
OF
8.
ARCHITECTS
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.w
Keptone -
Window Elevotions & Detoils
i.
2)(4BL0CKINGry(3) 2"
DIA. HOLES, TYP. BTTWEEN
2X4L00K0UTS@24"0.C.
PLYWD. SHEATHING
ALL LOOKOUTS
NEW WOOD SHINGLE OVER
ICE & WATER SHIEI-D ON
INSECT SCREEN
2'-0"
1/2" R0UGH-SA'ffi{ PLYWD
X 2 CEDAR TRIM
X 2 CESAR TRIM
X 3 CEDAR TRIM
1 X 2 CEDAR BATTENS @ 6,, O.C,
1/2" RoUGH-SAWN PLYWD. OVER
BLD'G. WRAP OVER 2 K 6 STUDS
@ 12" 0.C.
+- l'-4"
ALIGN W/ EXtSr,
2X4BLOCK|NGr/t//
(3) 2" DtA. HoLES, TYP
1/2" ROUGH-SAW\
T&GPL
I X J CEDAR TRIM, TYP. BOTH SIDES
] X 2 CEDAR BATTENS @ 6" O.C.
TYP. BOTH SIDES
2 X 4 CEDAR TRIM, TYP.
GLUE-LAM BEAM PER
STRUCT.
1/2" RoUGH-SAWN PLYWD. TYP
2 X 6 WALL BEYOND -
PROVIDE 1 X CEDAR
TRIM AT END
4
WOOD SHINGLES OVER
ICI & WAIER SHIELD
NEW PLYWD. SHEATHING
OVER SCISSOR TRUSSES
r/2" ROucH-sAwN PLYWD.
NTW PRE-FINISHED MTL. EAVE
FLASHING
NEW PRE-FINISHED MTL. GUTTER
w/ PRoFtLt T0 MATCH EXTST^
PROVIDE POSITIVE SLOPE TO D.S.
STRAPS & FASTENIRS @ 24" O.C.
2 X B CEDAR FASCIA BOARD
PRT-FINISHED MTL.
DRIP FLASHING
lX2CEDARTRIM
2XBCIDARRAKE
BOARD
\
J
lX2CEDARTRIM
INSECT SCREEN
lX2CEDARTRIM
Keystone - Typ. Rake Edge Keystone - Typical Eave Detail
8',o a"
SCALI, L I/?''= 1.'-O''
t6"I 0 8',
SCALE' I l/?"= l'-O',
t6'
BID07-098
42.9
24
OF
4J
SHEETS
A2.9
A2.9
PRltlclPr'L ARCHIIECI: UANE 01/o7 RtGloN N0. l0 ISIAIE: wASH
PSOJECITRCHITECI: INGHAM 01/ot
oRAwr{ 8Y:INOHAM 04/o7
R|ltllEo 8Y: LANE 01/07
FE0[M|- to PROttcT N0.
fcR irc
POST EFS
I(EYSTONE
PORT TOWNSEND /
PROJECT
AS Surtr gr:
Dt5rGra !0:
DATE REVISION BY OATE coilIm[t No
3Er2
OF WASHINCTON
Schreiber
Starlino
& Lani
REGISTEREO
ARCHITECT
€:"
ARCHIT€CT5
1221 &iPik6Sr.
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.w
Keptone - Roof Detoils
NEW WOOD SHINGLE OVER
ICE & WATER SHIELD
SEE ROOF PLAN FOR EXTENT
NEW PLYWD. SHEATHING
OVER NTW ROOF FRAMING
NEW 18" WDE 24 GA. PRE-FINISHED
MTL. VALLEY FLASHING LAP ENDS 6"
MIN. & PROVIDE CLEATS @ 12'' O.C.
IXIST. PLYWD. SHEATHING
TO REMAIN
EXIST, ROOF FRAMING
@ 24" 0.C. T0 REMATN
\
PRE-FINISHED MTL.
FLASHING
12,' SQ. PRE-FINISHED ALUMINUM
LOUVER W/ INSECI SCREEN
CONT. SEALANT
ALL AROUND
PRE_FINISHED MTL.
SILL FLASHING
IXJCEDARTRIM
ALL AROUND
Keystone - Typ. Valley Flashin g
1/2'' ROUGH_SAWN PLYWD
OVIR BLD'G. I4'RAP OVER
2X6STUDS@12"0.C.
I X 2 CEDAR BATTENS @ 6" O.C.
Keystone - Louver Detail
8',0 8"
SCALI, 1 L/?"= I'-O''
1b 8',0 8',
SCALI, 1. l/?' ' = L' -O' ,
16',
nI.D a7 - 0 g s
42.10
25
OF
43
SHEETS
A2.10 42.10
PnSfPlt rrlOIlECt: |jNE 01/01 Rtcolr lo. r0 lsr^tt; rrst
Pi0l[d lllgiltcr; TNGHAM 04/o?
ORll 8Y:INGMTI 04/07
ifvlfiO 8r: UNE 01/o7
ftDtRlt rD PnuEGr t(t
tcn ro
POST EFS PORT TOWNSEND /
KEYSTONE PROJECT
rs altl 8?:0t$L ro:
DATE REVISION 8Y DATE coflRrgl s
3Et2
OF IVASIIINGTON
Schreiber
Starlino
& LanE
s?"
B.
ARCHITECTS
REGISTEREO
ARCHITECT
1221 €anPile St
Woshington Stote
Deportment of Tronsportotion
WASHINGTON STATE FERRIES
^-.
-
un,
Keystone - Roof & Louver Detoils
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oENERAL gTRUCTURAL NOTE9
6ENERAL
EUILDINO CODE, ALL MATERIALg,
'AORKMAN9HIP,
DE9I6N, AND CONsTRU6TIONgHALL CONFORM TO THE DRAAIN63. SPECIFICATION3, AND THE INTERNATIONAL
BUILDINo CODE (IBC),2OO3 EDITION, A5 AMENPED BY THE STATE OF AA9HIN6TON.
gTANDARDS, REFERENCE TO AgTM AND OTHER STANPARDg SHALL MEAN THE
LATEgT EDITION IN EFFECT ON THE BID DATE, UNLEg3 NOTED IN THESE DOOUUEN-1?
OR DESIGNATED BY THE GOVERiNIN6 CODE.
LOAD5 AND 6RITERIA
6RAVITY. IN ADDITION TO THE aELF iAEI6HT, THE FOLLOAINe }4ERE UgED FOR
DEgI6N'
UNIFORM CONoENTRATEP 5UPERIUPOSED
LIVE LOAD LIVE LOAD DEAD LOADeefl K) F.r)
ROOFS lo
.9NOW DESIEN DATA'
oROUND gNOA LOAD P 25 P3F
DEFERRED gUBMITTALg. PRAhIIN6S AND CAL.OULATIONg FOR BIDDER
DESIGNED oOMPONENTS, 5EALED BY THE AA9HIN6TON sTATE REGI9TERED
PROFEgSIONAL ENoINEER RESPON5IBLE FOR THE DE3I6N,gHALL BE SUBMITTED
FOR REVIEA OF eENERAL cONFORMANCE AITH THE DE3I6N OF THE BUILDING.
DEFERRED sUBMITTALS INCLUDE,
PREFABRIC ATED AOOD TRU93E9
gUBMITTALS OF BIODER-DE3IONEtr ITEM9 9HALL INcLUDE LOCATIONa,
MAoNITUDES, AND DIRECTIONS OF ALL FORCE9 TRAN9FERRED TO THEgTRUCTURE. .-ALCULATIONg gUBMITTED FOR FIDDER-DEgIGNEP ITEM9 ARE FOR
INFORMATION ONLY AND I^.IILL NOT BE APPROVEP OR RETURNEP.
gPECIAL IN9PE6TION, FER 186 1EOTION1 I1O4 AND 1101, SHALL BE PERFORMEP
BY A TESTIN9 AOENCY A.-.-EPTAB,LE TO THE BUILDINo OFFICIAL AND A3 OUTLINEDIN THE gTRUCTURAL INSPECTION
^CHEDULE.
EXISTIN6 CONDITIONs. 6ONTRA6TOR 9HALL VERIFY ALL EXI9TIN6 DIMENSION9,
MEMBER 9IZE5, AND CONDITION9 PRIOR TO COMMENCINe ANY AORK. ALL
DIMENgIONg OF EXIsTINa .-ONSTRUCTION 5HOAN ON THE DRAAINoS ARE INTENDEDA3 oUIDELINES ONLY AND MUST BE VERIFIED. EXI9TIN6 oONDITIONS SHOI4N ONDRAAINoS ARE BASED EITHER ON SITE OB9ERVATION9, ORIeINAL DRAAIN69. OR
AERE ASSUMED EAg,ED ON EXPECTED 6ONDITION9. IF EXISTINe C,ONDITIONS DO
NOT CLOSELY MAT6H CONDITION9 9HOAN ON DRAAIN69, OR IF EXI9TING
MATERIALS ARE OF AUEgTIONABLE OR 9UESTANDARD AUALITY, NOTIFY EN€,INEER
PRIOR TO COMMENCINo ANY I,IORK.
CONTRA6TOR-INITIATED CHAN6E9 SHALL BE 9UBMITTEP IN ARITIN' FOR
APPROVAL AT LEAgT IO AORKINo DAY3 PRIOR TO FAB,F.;I.-ATION ANP
CON5TR;U.-TION. 6HAN6E3 9HOAN ON 9HOP DRAAIN69 OR 9UBMITTALS ONLY AILL
NOT gATISFY THIg REAUIREMENT.
CONTRACTOR REgPONgIBILITIES, DRAAIN69 REPRESENT DE5I6N OF 9TRUCTURE IN
COUPLETED FORM. .-ONTRA.-'IOR 9HALL BE RESPON9IBLE FOR UETHODS,
9EAUEN6E9, AND SAFEW PRE6AUTION9 REAUIRED TO PERFORM AORK.
cONTRACTOR SHALL PROVIDE TEMPORARY SHORINo AND BRACINO OF ALLgTRUCTURAL MEMBERS, EXI9TING CONSTRUCTION, AND 1OIL EXCAVATION A9
REAUIRED. 9HORIN6 AND BRA6IN.., .=,HALL NOT BE REMOVED UNTIL ALL FINAL
6ONNE6TION9 HAVE BEEN COMPLETED IN ACCORPANoE AITH THE DRAAINOs, AND
MATERIALg HAVE AcHIEVED DE3ION 5TREN6TH.
gPECIFIOATIONg, REFERENCE 9TANDARD9, OR 6OVERNIN6. CODE, THE MORE
9TRIN6ENT RE@UIREMENT9 9HALL 6OVERN. .-ONTRACTOR SHALL NOTIFY THE
ENoINEER OF DI3CREPANoIES AND OBTAIN DIREOTION PRIOR TO PR.OCEEDINO.
THE eENERAL NOTEg ON INDIVIDUAL 9TRUCTURAL DRAAINE9 sHALL TAKE
PRIORITY OVER gTRUCTURAL NOTE9 ON gHEETg 3O.I THRiOUOH 5O.5. NOTED
DIMENgIONg TAKE PRECEDENCE OVER SCALED DIMEN9IONS. DO NOT SCALE
DRAI^,I1N65.
SPECIFICATIONS' REFER TO g?ECITEATIONS FOR INFORMATION IN ADDITION TO
THEgE NOTEg AND DRAI4IN65.
ARoHITECTURAL. REFER TO ARCHITECTURAL DRAAINaS FOR PLANg, ELEVATIONS,gLOPE5, DEPRE5gIONg, NON-BEARINc T{ALLg,FAaCIA, ELEVATORS, STAIR9, CU?B,S,
PRAI N9, RAI L I N69, I^IATERPROOF I N6, F I NI 9HE5, ETC.
OEOTE6.HNICAL
SOIL 9TREN6TH3 SHALL COUPLY I,I{ITH IBC TABLE IOO4.2. SOIL BEARINe
SURFAC.E3 ANP FILL gHALL BE IN9PE6TED BY THE .'.EOTECHNICAL ENGINEER OR
AN APPROVED TE9TIN6 AOENCY.
^OIL
3HALL BE REPLAcED BY 9TRUCTURAL FILL
I^{HEN ALLOAABLE BEARINo 9TREN6TH CANNOT BE A6HIEVED
'^.IITH
INSITU 3OIL.
ALLOAABLE BEARINo PREggURE 2FOO P3F
RENOVATION
DEMOLITION, CONTRACTOR SHALL VERIFY ALL EXI5TIN.- CONDITION9 BEFORE
COMMENCING ANY DEMOLITION. 9HORIN6 SHALL BE IN9TALLED TO aUPPORT
EXI9TIN6 CONSTRUoTION A5 REAUIRED AND IN A MANNER SUITABLE TO THE AORKSEAUENCEg. EXI3TIN6 REINFORCIN9 SHALL BE aAVED AHERE POs1IBLE AND A5NOTED ON DRAAIN€3. 5AY{.CUT-IIN6, IF AND AHERE USED,aHALL NOT 6UTEXI9TIN6 REINFORoING THAT 19 TO BE gAVED. DEMOLITION DEBRI9 5HALL NOTBE ALLOAED TO DAUAEE OR OVERLOAD THE EXI9TIN6 9TRUCTURE.
CONgTRU6TION LOADINe (IN6LUPIN. DEI-IOLITION DEBRIS) ON EXISTINo FLOOR
3Y3TEI"49 gHALL BE LIMITED TO I4O] P3F.
ALL NEA OPENINGs THRiOUOH EXI9TIN6 AALL5. 3LAF,3, AND BEAM9 9HALLBE ACCOUPLI'HED BY 9A]ACUTTIN6 AHEREVER PO11IBLE. ALL NEI^.I
OPENINoS SHALL BE SAI\CUT NEAT AND OLEAN; NO OVERCUTTINe AT
OPENINo CORNERg SHALL BE ALLOI^IEP, UNLE3g NOTED OTHERAI9E. A3REAUIRED, CORE DRILL CORNERS AND 6HIP, 6RIND, OR CUT THE
6ORNER9 TO PROVIDE REAUIREP DIMEN9IONS.
2. CONTRACTOR 3HALL VERIFY ALL EXI9TINO .-ONDITION9 AND LOCATION
OF MEMBERg PRIOR TO CIUTTINO ANY OPENIN69.
3. SMALL ROUNP OPENIN69 SHALL BE ACCOVPLIaHED BY CORE DRILLINe.
MAgONRY RESTORATION, OF ALL EXTERIOR AALLS 9HALL BE A3 FOLLO!i|1gCRAPE ALL LOOaE ANP I^,IEAKENEP MORTAR OUT TO FULL DEPTH OF THEDETERIORATION. REMOVE AND REPLACE ANY LOO5E MASONRY UNIT3. 6HE6K
FOFa LOO9E FACIN6 BRICK VENEER ANT2 TUoK-POINT ALL JOINT9 9OLID.REgroRATloN AND REPAIR 9HALL BE PERFOR\-1ED SucH THAT THE EXtglNO
STRUCTURE 13 NOT AEAKENED OR LEFT UN9UPPORTED DURINo PROCE13 OF I4ORK.ALL EXTERIOR APPENDAOE', SUCH A9 FIRE E9CAPE3, COqNICE5, AND EYEBROI43,gHALL BE EVALUATED FOR 3TRUCTURAL INTEeRITY ANP THE CONDITION OFCONNECTION3 TO THE 9TRUCTURE. CONTRACTOR 9HALL NOTIFY ENoINEER A3 TOrHE FINDIN63.
c,ONCRETE
REFERENCE STANPARDg, OONoRETE AORK SHALL CONFORM TO ALL
REdUIREMENTS OF THE FOLLO^.INO DOOUVIENT9, EXCEPT A5 UODIFIED
BELO|A,
ACI 3OI "STANDARD aPECIFIC.ATION9 FOR 9TRUCTURAL CONCRETE"ACI 3Ib ''BUILDIN6 CODE REAUIREMENT9 FOR 9TRU6TURAL CONcRETE"ACI ?O4 'EUIDE FOR MEA9URIN6, MIXIN6, TRANSPORTINo, AND PLACING
6ON6RETE''
ACI 3II '6UIDE FOR 6ON6RETE INSPEOTION"
ACI 3P.I>X ''FIELD REFERENCE MANUAL"
* A CO?Y SHALL BE KEPT IN THE .9ONTRA'-TOR'9 FIELD OFFICE AT ALL
TIME5.
BLD t)7 - 0 g g
20
I
AIND DE9I6N DATA,
BA?IC I^.IINP 9PEEP (?-gECOND OU1T)
AINP IMPORTANOE FACTOR
EXPOSURE CATEOORY
INTERNAL PREggURE COEFFOIENT ocer
EARTHAUAKE DE9I6N DATA,
SEI5MIC I MPORTANCE F ACTOR
SEISUIC U5E 6ROUP
MAPPED SPECTRAL RESPONSE ACcELERATION
SITE CLA99
SPECTRAL REgPONgE COEFF ICIENT3
SEISVIC DE9I6N CATEOORY
B A9I C 3EI3V1I C.F ORCE-REgI 9TI N6 gYgTEM
A(;CELERAT I ON 9ITE COEFF I .-IENT
VELOCITY SITE COEFFIoIENT
9EI5IMI C REgPANgE COEFFI OIEN-T
IJIODIFICATION FACTOR
ANALYTIOAL PROCEDURE
= b5 MIPH
= I.O (OCOUPANOY AATEEORY II)
- v
= !O.55 ' PARTIALLY ENOLO1ED
lE = l.o
(ooCU" ANCY CATEa?RY II)
9ps = O.1b
1ot = O.1O
BEARINe AALL 3YgTEM
Fa = O.4O
Fv = 2.4O
Ce = O'12
R =b.5
In
9g = 1.26
3r = O.44
=Q
= EQUIVALENT LATERAL
FOROE ?ROCEDURE
gHOP PRAAIN69 ANP gUBMITTALg SHALL BE SUBMITTED FOR REVIEA PRIOR TO
FABRICATION OR oONSTRUCTION OF THEaE ITEM9.
CONCRETE MIX DE9I6N EVBEDDED ITEMg IN OONCRETE
OONCRETE REINFOROINO STRUCTURAL 1TEEL
..ONTRACTOR gHALL REVIEA AND 5TAMP gUBMITTALg PRIOR 10 aUB|,Ia3ION. IF
1HOP DR.A]AIN69 DIFFER FROM DE9I6N 5HO',TIN ON STRUCTURAL DRAAINO9, THEY
3HALL BE 9EALED BY -IHE AA9HIN6TON sTATE RE6I9TERED PROFE53IONAL
ENoINEER REgPONgIBLE FOR THE DE3ION. DIMEN3IONs AND AUANTITIE5 ARE
CONTRAC'IOR'3 REgPONSIBILITY ANP AILL NOT BE REVIEI^EP. CONTRACTOR
SHALL BE REgPON3IBILE FOR ALL MATERIALS PLACED PRIOR TO RE.9EIPT OF
REVIEAED sUBMITTAL9. CONTRACTOR gHALL ALLOA A MINIMUM OF IO AORKINo
DAYS FOR REVIEI^,I.
PRINCIPAL ENGINEER: S. KINSELLA N0. 10 SIA]E
PROJECT E},IGINE[X: D. MARTIN
DMI1N BY:G. MENDENHALL
FEDERAL AO PROJEC] NO.
REVIEY{EO 9Y:F. ROWSMNZAMIR
s0.1WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
FCR Noi
AS EUILT 8Y:DESIGN NO:
DATE REVlatOT{BY DATE COI'IIRACT NO:
i28 lJ4th Street S1l Sulte 200
tverett, Woshington 98204
Ph:425 741-J8&
Reid iddleton
APPROVED
ALL
8E
SHEETS OF THESE PI.ANS SHALL
APPROVED BY THE
AND STAMP ON T1]IS SHEET
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
-,
Eun,
GENERAL STRUCTURAL NOTES
OF
SHEETS
I:
j
ts!!o
Y?o
NoaN
N
ci
=qqo
@o
@
.9
o6o
9@
NoN
CONCRETE (.-.ONT)
MATERIALg.
CEMENTX AOEREOATES
ADMIXTUREg
XX FLY A9H
A9TM ClrO, C5q5
A3Tt4 C33
A9Tl4 C260, C4q4 AND 6totl
A3-II4 C619, CLA93 F OR C
NON-gHRINK 6ROUT gHALL BE ''CON5TRUCTION OROUT" BY MA9TER BUILDERS,
INC., OR APPROVED EAUAL, ANI) 9HALL BE MIXED AND PLAoEP IN
ACCORPANCE IAITH MANUFACTURER'3 IN9TRUCTIONS. OROUT STRENoTH 9HALL
BE AT LEAsT EdUAL TO THE MATERIAL ON AHICH IT 15 PLACED (?,OOA P3I
MINIMUM).
CON5TRUoTION JOINTg IN AALLg 3HALL BE KEYED IN A66ORDANCE AITH
T-(PICAL oONSTRUcTION JOINT DETAIL3 9HOAN ON PRAAIN6g OR, AT
.-ONTRA.-TOR'9 OPTION, SHALL BE AN INTENTIONALLY ROU€HENEP
CON'TRUCTION JOINT PEFINED BY THE FOLLOI^{IN6.
I. 5URFACE OF JOINT gHALL BE 9AND BLASTED OR ROU9HENED AITH A
CHIPPING HAMMER TO EXPO1E A6.eR:E..9ATE EUBEDDED IN PREVIOUS
POUR.
2. EXPO5ED AO'REOATE SHALL PROTRUDE I/4" MINIMUM.
3. JOINT gURFACE gHALL BE dLEANED AND LAITANCE REV'OVED
4. JOINT gHALL BE 4iiEITED AND sTANDIN6 AATER REMOVED
IMMEDIATELY BEFORE NEA CONCRETE 19 PLACED.
SUBI4IT oON9TRUCTION JOINT LAYOUT PLAN FOR REVIEA PRIOR TO PLACINO
CONCRETE.
cOOR INATION, 3EE ARcHITECTURAL r)RAAINGa FOR' LOCATION9 AND
PIMENgIONg OF DOOR AND I^{INDOI^{ OPENIN69 IN CONcRETE AALLg. 3EE
MECHANICAL DRAAIN69 FOR 1IZE ANP LO6ATION OF I4IS.-ELLANEOU1
MECHANICAL OPENIN6S THROUoH CONoRETE CONSTRUCTION. gEE
gTRIPg, COLOR, TEXTURE, ANP OTHER FINI9H DETAILS AT EXPO)ED .9ON.-RETE
aURFACE1,
REINFORCEMENT
REFERENCE gTANPARDg. CON6RETE REINFORCEMENT SHALL cONFORM TO ALL
REAUIREMENT9 OF THE FOLLO]AIN.' CODE9, 1PECIFICATION5, AND gTANDART2s,
EXCEPT A9 UODIFIED FIELO^I.
ACI 3OI "5TANDARP SPECIFICATION5 FOR 3TRU6TURAL CONCRETE"
ACI 1P-bb ''A6I DETAILINo MANUAL"
ACI 3Ib ''BUILPIN6 CODE REAUIREMENTS FOR 1'TRUCTURAL 6ON6RETE"CRSI "PLA6IN6 REINFOR6INE E.AR'"CR?I ''MANUAL OF 5TANDARD PRACTICE" MgP-Ir..IRI 'AELDED AIRE FABRIC MANUAL OF sTANDARD PRAC-ilCE'
MATERIALg,
A9TU AbI5, ERADE bO
A9TI4 A4q1 ,10 K3I YIELD
A9TM A4qb, -75 K5I YIELD
dONFORM TO CHAPTER 3, CR1I viaP-I
REINFORCINo gTEEL gHALL BE PLACED AND 5UPPORTEP IN A66ORDAN6E AITH6R9I M5P-I. REINFORCIN9 STEEL 9HALL BE DETAILED IN ACCORDANCE AITH ACI9P-6b. NO BENDIN6 OR sTRAI6HTENING OF REINFORdEMENT I^.IILL BE PERMITTED
AFTER PARTIAL EMBEPMENT IN CONCRETE.
LAP ALL 6ONTINUOU9 REINFORCEMENT A MINIMUM OF 30 INdHEg. PROVIPE
CORNER BARS AT ALL AALL AND FOOTINo INTER9ECTION9, LAP ADJACENTl/,AT3 oF rIELDED nlRE FABRIc A MINIMUM oF I cRoig ntRE gpAotNO + 2" oR b,
I^HICHEVER 15 6REATER.
AEL ING OR TACK AELDINo OF REINFOR6IN6 BAR3 19 PROHIBITED, EX(UEPT
AHERE 1PECIFICALLY APPROVED. AHERE AELDING 19 APPROVED, IT 9HALL BE
DONE BY AL^{{9/AAE,O CERTIFIED AELPERs U1INC EqOB ELECIRODE3, AELDING
PROCEDURE3 SHALL COUPLY AITH AA5-DI.4,
CONCRETE COVER,
SHALL BE,
9LAB9 ON 6RADE
AI9C
AISCX
An5 Dt.t
RC5C
UNLE55 NOTEP OTHERh{I5E, MINIMUM COVER FOR REINFOR6IN6
2" BOlTOt4
INTERIOR AALL FACE9
EXPOSED FORMEP AALL FACE5
FOOTtNOg
74
| /2" $5 ANp 9MALLER),2' (s6 AND LARGER)
3" (2" TOP ANP FORMED 9IDE3)
AOCREEATEg THAT EXHIBIT DELETERIOU9 A.-TIVITY AHEN EVALUATEDIN ACCORPANCE AITH A5T\4 C33 APPENDIX XI 5HALL NOl BE U5ED.gAND EGUIVALENT FOR FINE ACEREOATE 3HALL NOT EXCEED 15.
MAXIMUM LO99 oN l6NlTloN SHALL BE lVo.
6ONCRETE 3HALL BE PROPORTIONEP TO ACHIEVE A AORKABLE MIX THAT 6ANBE PLACED AITHOUT SEOR.EOATION OR EXCE3g FREE 9URFACE NATER. MIX
DESloNg 9HALL BE SUBT4ITTED FoR REVIEA PRIoR To U3E. C2I'IPLY iAITH IBC
SECTION 9O5, VIXES 3HALL MEET OR EXCEED THE FOLLO|^IN6 CRITERIA,
ADMIXTUREg, ALL 6ON6RETE, I ON 6RADE, gHALL HAVE
AATER-REPUCINO AD'./'IXTURiECOVPLYIN6 AITH AgTM C4q4 ADDED IN
A.CORD ANCE IAITH MANUFAoTURER'g I NsTRU6T I ON5. C AL.-IUU CHLORIDE
OTHER CHLORIDE ADMIXTUREg SHALL NOT BE U3ED.
ALL HORIZONTAL gURFACES EXPOSED TO AEATHER sHALL CONTAIN AN AIR-
ENTRAININo A6ENI COU"LYIN.9 AIIH AsTM O2bO. THE AMOUNT OF ENTRAINEP
AIR 9HALL BE 5Vo +/- l-l/2Vo BY VoLUME lN A66ORDANCE nlTH TABILE 3 oF
A9TM Cq4 FOR MODERATE EXPOsURE. TE9T3 FOR AIR CONTENT gHALL BE
MADE AT THE DI9CHAR6E END OF THE PLA6IN6 HO9E IN AC--ORDANCE AITH
AsTU Ct13.
'/.IATER/6EMENT
RATIO gHALL BE MEASURED BY IAEIGHT AND BE BA3ED ON
TOTAL CEMENTITIOUS MATERIAL, INCLUDINo CEMENT AND POZZOLAN9 SUCH
A9 FLY A5H AND sILICA FUME.
MAxlt4I)U AO9REaATE glZE sHALL BE llz', BUr Nor MoRE THAN 3/4 Tlt 1E3
THE 6LEAR DI3TAN.-E BETAEEN REINFORCING B.AR9 NOR I/5 TIMEg THE
NARROI^IEgT DIMENgION BETAEEN 3IDE9 OF FORM3. MAXIMUM AGORE9ATE
5IZE FOR 9LAB9 ON 6RAPE gHALL BE I/3 TIMES THE SLAB THI6KNE39.
)LUI4P REAUIREP FOR PROPER PLACEMENT gHALL BE DETERMINEP BY
.-ONTR.ACTOR AND SUPPLIER, ANP INdLUDED IN MIX T2E3I6N gUBMITTALg.
FIELD MEAgURED gLUMP gHALL cONFORM TO SUBYITTED CONCRETE MIX
DE5ION. gLUMP SHALL oONFORM TO A3TI4 Cq4,
EI4BEDDED ITEM9' CONDUIT ANP SLEEVE9 SHALL NOT BE EMBEPPED IN OR
PA99 THROUOH CONCRETE AITHOUT APPROVAL. ALUMINUM ITEMg SHALL NOT
BE EVBEDDEP IN CONCRETE. SUBMIT oONDUIT LAYOUT ANP EMBEPDED ITEI'I
PLANS FOR REVIEA PRIOR TO PLA--ING .-ON--RETE.
INC., OR APPRO'./ED E@UAL, AND gHALL BE USED I4HERE NEA CONCRETE 13
PLACED A6AIN9T EXI9TIN6 CONCRE-TE. PLACE IN ACCORPAN6E AITH
MANUFACTURER'g INgTRUCTIONS, INCLUPIN6 PREPARATION OF EXIsTING
5URFACE1,
*
**
REFERENCE 5TANDART2g. 3TRUCTURAL 5TEEL 9HALL CONFORM TO ALL
REAUIREMENT3 OF THE FOLLOAIN.' DOCUUENT9, EXCEPT A9 I4ODIFIED F,ELO,|,,
,3PECIF I--ATION FOR 9TRU6TURAL 9TEEL BUI LDIN63''
''CODE OF 5TANDARD PRAOTI'E FOR STEEL BUILDING9 AND BRID6E5''
"gTRUCTURAL AELDINo CODE - 9TEEL'',SPECIFICATION FOR sTRUCTURAL JOINT3 UaINO A325 OR A4qO BOLT9"
X EXcEPTION. FIR9T 9ENTENCE OF 1ECTION 1.b.2 SHALL BE DELETED
J
STEEL MATERIALg.
TYPE OF MEMBER
AItTE FLANoES
PLATEg, AN6LE9, CHANNEL9,
AND ROPS
gTRUCTURAL TUBES
MACHINE BOLT1 (UB)
AND THREADED ROD'
6ONNE6TION BOL-19
ASTM SPECIFIcATION
Aqq2
A?b
A5OO (ORADE B)
A.301
A325 lA4qol
YIELD
50 K9t
36 Kat
46 K3t
DEFORMEI2 BARg
DEFORI4ED AELDED AIRE
DEFORI4ED BAR ANCHORg
BAR gUPPORTS
6AMBER. ALL MEMBER9 9HALL BE ERE.-TED AITH NATURAL OR INPUCED OAMB,ERUPAARDg, UNLE33 NOTED OTHERAI9E. cAMBER INPICATED ON DRAAING9 5HALLBE A5 PELIVERED TO THE JOB 1IAE. CONTR.ACTOR 9HALL CON9IDER dAMBERLO55 DUE TO sHIPPING AND HANDLINo, CONTRAC:|OR 9HALL BE REsPONSIBLE
FOR ALL EREcTION AID5 INCLUDINe EREoTION AN6LE9 ANP LIFT HOLE1.
5TRUCTURAL STEEL SHALL BE HOT-DIPPED 9ALVANIZED PER ASTM AI23. ALLFIELD AELDS EXPO5ED TO AEATHER 9HALL BE COATED NITH BRU3H APPLIEDPAINT CONTAININe ZINC DU1T COMPLYINa AITH ASTM A1bO. ALL BOLT9 AND
ANCHOR ROD1 EXPO5ED TO AEATHER 5HALL BE HOT-DIPPED OALVANIZED PERAgTM AI53.
BOLTED CONNECTIONg gHALL BE TYPE "N'' TIoHTENED TO AI^C 9NU6 TI6HT
CRITERIA, UNLEgg NOTED OTHERAI9E. CONNECTION PLATES SHALL HAVE 4196
sTANDARD ROUND HOLE1 UNLE5g NOTEP OTHERAIsE.
U9IN6 LOA HYDROoEN ELECTRODE3 I^IITH MINIMUM TEN3ILE STREN6TH OF 10 KaI.ONLY AI^.I5 PREAUALIFIED I^ELDED JOINTs SHALL BE U9ED. 3HOP DRAAING9gHALL gHOA ALL AELDINo I^.IITH AA9 A2.4 sTANDARD 1YVBOL1. AELDa 5HOAN
ON DRAAIN65 ARE MINIMUM 9IZE9, INCREA9E AELD 1IZE TO Ari{3 MINIMUM 3IZE9BAsED ON PLATE THICKNE39.
YIELD5 3HOAN ON PRAI4IN65 ARE FOR FINAL 6ONNE6TION3. UNLEg3 FIELD
^ELD
3YI4BOL9 ARE 5HOAN, CONTRACTOR SHALL BE RE9PONsIBLE FOR
PETERMININO IF A AELD
^HOULD
BE SHOP OR FIELP
^ELDED
IN ORPER TOFAoILITATE STEEL ERECTION. CONTF.A.-TOR 9HALL BE RE9PON9IBLE FORALL JOINT PREPARATION9 AND AELDINe PROCEDUR.E9, INCLUDINo ROOT
OPENINaS ANI2 FACE PIMENSIONS, OROOVE AN6LE5, BACKINo BARg, COPE',TAPER5, ANP 3URFACE ROU6HNE93.
BtD0?-098
TYPE OF oONgTRUOTION cot4PBEa5wE
r,i>?\_fE.T AEE
MAXIMUM
AATER,/CEMENT
RATIO
M I 9CELLANE OU1 CON.-RETE
OURB? ANP gIPEAALKS 4,OOO Pgl r)AYS+o.40
FOOTINOS, 9LAB-ON-ORADE, ^/RErAlNtNe ANp FoUNpArtoN //1ALLa, .-ON.-RETE ON METAU
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PRINCIPAL INGINEER: S. KINSELLq N0. l0 V'ASH
PROjECT ENGINEER: D. MARTIN
DRAWN BY:G- MENDENHALL
REV1EWTO SY:F. ROWSHANZAMIR
N0.
s0.2WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
FCR Nol
AS BUILT BY:DESIGN NO:
DATE nEvtstol{BY DATE CONTRACT NO:
728 li4th Skeet ${ Suite 200
tverett, lYoshington 98204
Ph: 425 741-J800
ALL SHEETS OF TIIESE PI.ANS SHALL
BE DEEMED APPROVED BY THE
SIGNATURE ANO STAMP ON THIS SHEET
Reid iddleton
APPROVED
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
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GENERAL STRUCTURAL NOTES
OF
SHEETS
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3TEEL
AELPER CERTIFICATION' AA9 OR T{ASHINGTON AaSO.-IATION OF FULDINO
OFFICIALS (IAAF,O).
ANcHOR RODg gHALL BE INsTALLED TO 1NUO-TIOHT CRITERIA AITH HEX NUTS ANr)LOCK ,\A9HERS OR JAM NUTs AT THE TOP. AT THE BOTTOU, PROVIDE A 9TANDARD5IZE HEAD,IACK-AELDED NUT OR DOUBLE NUT. NO HEATING OR BENPINo OFANoHOR RODS 19 PERMITTEP. ENLARoEMENT OF ANCHOR ROD HOLES BY BURNINGI5 NOT PERMITTED.
CALD.FOR ED 1TEEL FR'AI4INO 9HALL COUPLY AITH A9TM A653, TYPE 35, Ib OAOE
ANT2 THICKER MATERIAL 9HALL BE ARADE 50, CLA39 I. 11 6AOE ANP THINNER
MATERIAL SHALL BE ORADE 33. 3IZE3 SHa^N ON PRAAINoS REFER TO ICC-E,ER-4q43 PE3I6NATION9. ALL 9TUD3, TRACK9, ANP JOI3T3 9HALL BE oALVANIZEDO60. FASTENINeS NOT gHOAN ON DRAAINoS 9HALL BE A5 REoOMMENDED BY THE
MANUFA6TURER.
nooD
REFERENCE 3TANDARI25, AOOD FRAMING 5HALL oONFORM TO ALL
REAUIREMENT5 OF lHE FOLLo^IN9 DOCUUENT9, EXCEPT Ag I4ODIFIED F'ELO^,
AITC "TIMBER CONaTRUCTION MANUAL''AF$PA ''NATIONAL DE?I.eN SPECIFICATION FOR AOOD CON9TRUCTION''
PLYA?2D' NooD 9TRU6TURAL PANEL9 SHALL coNFoRM To REaU|REMENT5 oFU9 DEPARTMENT OF .-OI4I4ER..-E P9-I OR P9.2. EAC,H PANEL sHALL BEAR THEAMERIoAN PLYAOOD A55OCIATION (APA) .9RADE MARK. gEE DRAI^IINO1 FOR6RAPE AND THICKNEs9,
9HEATHIN6' UNLEgg NOTED OTHERAISE, ROOF AND FLOOR PANELs sHALL BEINSTALLEP AITH LON6 DIMEN9ION PERPENDIdULAR TO 9UPPORT9 AND
CONTINUOUS OVER 2 O? V,ORE 9PAN3. PLACE NAILS 3/O, FROM PANEL END9
AND EDOE5. DRIVE ALL NAIL9 FLU3H AITH SHEATHING 9URFA.-E. DO NOT
OVERPRIVE NAIL5.
SAAN LUMBER, LUMBER 9HALL BE ORADED AND MARKED BY OR.ADIN.9
AOENCY APPROVED BY AN AC,CR;EDETITATION BODY COUPLYINO AITH U9
PEPARTMENT OF COUUERCEPS2O. SAAN LUMBER
^PECIES
ANP 6RAPE9 9HALLBE A5 FOLLOAS,
U5E SlzE SPECIEg ORADE
AALL 5-IUD9 2x 3x HEM-FIR #2
gILL PLATE5 2x 3x HEM-FIR #2
Jol9T9 2x 3x HEM-FIR #2
BEAM1/PO9T3 4x 6x HEM-FIR #2
6LUE LAMINATED MEMBER9 (6LULAM9) SHALL BE FABRICATEP IN CONFORMANCE
AITH U.9. PRODUCT STANDARP P9 5b.13 ANr) AIT6 9TANPARP )PECIFICATION)
FOR 9TRU6TURAL OLUED LAMINATED TIMBER OF SOFTAOOD 3PECIE1,
MANUFACTURING REOUIREMENTS AITC IN-q3. EA.-.H UEMF,ER SHALL BEAR AN ,4IT6OR APA IDENTIFICATION MARK ANP BE AC.-OMPANIED BY AN AITC .-ERTIFI.-ATEOF CONFORMANCE. ."LULAMS 9HALL BE INPU9TRIAL/ARCHITECTURAL OR.ADE
AITH 9TREN6TH ORADE7 A5 NOTED FlELOri',
CONTINUOUg BEAMg AND
BEAMg 5UBJECT TO
NEoATIVE BENptN6, 24F-Vb (Fb=2400 p1l, Fv=240 p5t, E=lboo K3t)
PREFA ICATED AOOD TRU9,9=!9 9HALL BE DESI'NED BY THE MANUFACTURER IN
ACCORPANCE IAITH ANSI/TPI FOR 9PAN9, CONPITION9, ANP LOADINO' 9HOAN ONPRAAIN63. 3EE 3UBI4ITTAL ANP DEFERREP 9UBMITTAL NOTES FOR MORE
INFORMATION. TRU'aEg U9IN6 PRE93 PLATES 9HALL BE FABRICATED BY A
MEMBER OF THE TRU93 PLATE IN9TITUTE. TRU95E9 9HALL BE ?OP?LIED AITH
REAUIRED oONNECTION MATERIAL9 ANP LATERAL BRA6IN6.
6ENERAL 3TRUCTURAL NOTES
CONNEcTORS. DE3I6N SHOAN ON DRAAIN63 13 F,ASED ON CONNECTORSMANUFACTURED BY SIMP9ON 9TRON6-TIE. 3UF,STITI)TEg SHALL BE 9UBMITTED AITHA CURRENT ICC-E3 EVALUATION REPORT ANP AN ITE.''IZEDaE,ENTUNON LISTFOR APPROVAL. CONNE.-TOR3 SHALL BE INSTALLTP rr.r ZbT.TF6RMANCE AITHMANUFACTURER'3 IN3TRUCTIONS. ALL CONNECTOR9 SHALL F,E-HOT DIPPED ZIN.-COATED oALVANIZED PER ASTM AI53 OR Ab53, UNLEsS_I.IOiEI2 OTHERAISE,
NAILING NOT 5HO}^.IN 9HALL BE A3 SHOAN IN IB6 TABLE 23O4.q.1 OR cURRENTICC-E1 REPORT NER.2.72. NAIL5 SHALL BE HOT DIPPED
'IiC'COETTO
GALVANIZEP PER ASTM AI53. MINIMUM NAIL PIMENSION9 SHALL BE A9 FOLLO,\I.SIZE DIAMETER LEN6TH
bd o.|3" 2"bd o.t3t, 2 /z'tod ol4a" ?,l2d oi4)" 3 /a"t6d o.tb2, 3 /2"20d o.tq2" 4'
INSPEcTION SoHEDULE NOTE5,
FQL.T-g-AILD LA6 5CREA3 9HALL CONFORM TO A9TM A3O1, GALVANIZE TOASTM AI53.
$o9plRorE'l,,N, ALLnooD MEMBER9 EXpogED ro
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DIPPED ZINC COATED GALVANIZED PER AsTM AI53.
TYPICAL ROOF A51EMB,LY. MANUFACTURED AOOD 7'<I.)55E3 AT 24'' ONgEryTE-B, TYPICAL, UNLE5^3^NOTED. OT]IERI4I9E, AI.H /Z'TON'UE ENJ EEOOVTAPA RATED CDX PLYNOOD SHEATHINo r,I|irr'Vrr.rrVrUV 9PAN RATIN6 OF 32 /16, NAIL AITH IOd NAIL9 AT 4" ON oENTER 5PA6IN6 AT 9UPPORTEP FNr.rrr-EDOES ANP IO" ON 6ENTER AT FIELD. PROVII2E BLO6KIN6 AT PANEL EDOE,.
I. ITEMg MARKED AITH AN "X" REAUIRE INSPECTION BY A SPECIAL INSPEcTOR APPROVED BY THE BUILDING OTFI,',IAL2. cl = coNTlNuoug tNspE6TroN puRrN6 pF.oc'-ESg oF noRK By g-iEcrAL rNgpE6ToR.3 Pl = PERloDlc lNgPEorloN BY g"EclAL lNsPEcroR A9 REaulREp ro ioNrtnv 6oNFoRMAN6E oF noRK.4' TEsrlNo AND lNSPEcrloN REPoRTS sHALL BE SuBMtrrED ro :,ue erioir.rrre, BUTLDTNe oFFrcrAL,ANr, coNTRAcroR.
BtD0?'098
gTRUCTURAL INSPEoTION SoHEDULE
ITEM CI PI REFERENcE 9TANPARP IBC
REFERENCE REMARK
oENERAL.
PREFABRICATED ITEVIS X X 1104.2
APPROVEP BY BUILPINo OFFICIAL
SAME A5 gITE AORK UNLEsg
TE9t TIPREPARA FILLON,PLACEMENT
IL COT4PAC X 1104.1 IL5 REPORTPERCONCRETE,
REINFORC MATERIAL5 x 1.t-1A5 NOTED ACI ?Ib 901.\-tqo1.4REINFOR6IN6 PLACEMENT X Aol 3to 1.5-1.b lqo1.5-Ro1.onELptNG -STEEL x A^'9 DI l Stb 3.5.2 la^a = -
ANCHOR ROD5, EI4BIEDDED BOLT?& INSERTg X lat- I PRIOR TO 6 DURINo CONCRETE
PLACEMENTU5E AF REAUIRED MIX PE5I6N x Act 3to cH.4 5,2-5-4 lqo5.2-tqo5.4, H 'ql4.3
TEMPERATURE & TEST g?EO IMENS
6ON6RETE 5LUMP, AIR oONTENT
x A9TM C112, o3t, Act 3to 5.6,5.A lqo5.6, nt4.to AHILE MAKINe SPECIMEN9 FOR
STRENeTH TE9T5OONORETE & SHOTCIRETE PLA6EMENT X Aot 3tb 5.q 5.to tqt4,6-t4t4.aHo5.q HO5.t.-ONCR;ETE CURIN6 x Act 3to 5.|-5.13 Ht4.qtqos.t lqoS
FORM REMOVAL OR POST-TENSIONIN6
IN-3ITU 6ONCRETE STRENoTH FOR X Act 3to b.2 HO6.2
POgT-INSTALLEP ANOHOR9 X
MANUFA6TURER RECUIREMENT551EEL,
gTRUCTURAL STEEL MATERIAL9 A9-fI-1 Ab, A56b, A5 NOTED 110b.4 IP MARK5, MFR CERT MILL
TEgT REPORT9
AELP FILLER MATERIAL9 AISO A9D A?.6, AISC LRFP A3.5 IP MARK5, MFR oERTIFICATION
OF CAI4PLIANCIEnELptN6,An9 l.t 1104.3.t9IN6LE PA55 FILLET vtELDS < 5/t6'X
FRAMIN6 CATION 4 TION X LRFD 142.1
PROJECT ENGINEER: D, MARTIN
DM$IN BY:G. MENDENHALL
REVIEWED BY: F. ROWSHANZAMIR 04/07
AID
s0.3
FCR NO:
w ASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
A5 BUILT BY:DESIGN NO:
DATE REVtStOll BY DATE CONIMCT NO:
728 1J4th Street 511 Suite 200
Everett, Woshington 98204
Ph: 425 741-J800
ALL SHEIIS OF THESE PLANS SHALLBE DEEMED APPROVED BY THE
SIGNATURE ANO STAMP ON THIS SHEFT
Reid iddleton
APPROVED
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
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728 lJ4th Street SVJ .Suih 200
tverett, Woshington 98204
Ph: 425 741-J800
Reid iddleton
ALL
APPROVED
PLANS SHAtr
9Y THE
ON THIS SHEET
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
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PORT TOWNSEN D FERRY TERMINAL
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128 lJ4th Street S1t.Suile 200
PLANS SHAI.IBf THE
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Ph: 425 ill-1f00
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DRAIIN 8T G. MENDENHALL 04/07
REVIEWED BY:F. ROWSHANZAMIR 04/01
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AS SUIIT 8Y:
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POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
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DESIGN NO:
OATE nEvtstoN BY DATE NO:
728 l34lh Street 51{ Suite 200
Everetl, Woshington 98204
Ph: 425 741-J800
Reid iddleton
OF THESE PLANS SHALL
NPPROVED BY THE
AND STAMP ON THIS SHEEI
APPROVEO
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
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KEYSTON E FERRY TERMINAL
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DRAWN 8Yr G. MENDENHALL
REMnTED BY: F. RoIT'SHANZAM|R
AID
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FCR NO:
GTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
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AS BUITT BT
oEsteN N0:
DATE REVtStOT BY DATE CONTRACI NO:
728 lJ{th Skeet SI{ Suite 200
Everett, l{o$ington 98204
Ph: 425 74i-J800
Reid iddleton
8E
APPROVED
OF THESE PLANS SHALL
APPROVED BY THE
ANO STAMP ON THIS SHEET
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-.
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SECTIONS AND DETAILS
STEEL OF
SHEETS
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N0.I{A5H
PRoJECI ENGINEER: D. MARTIN
L95o A/ (b) Nto NAtLe ROOF 3HTH6 NL6 TO
FRAMING @ 6', OC@ 2'-O" OC M'Ax (6) I2d EA END
OF HEADER
ROOF 1HTHG NL6 AL't ro (z) 2a,
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n/(4) Nto NAtLe
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OC,UNO, SEE PLAN
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BEHIND AALL
9HTH6 BELOA
(2) 2x6 @ Bor
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l) 4x6 a RO= 6'-0,
2) 4xb @ Ro < b,-o,nlNpot^| S|LL
Y{ALL 9HTH6 Q) t2d Q) I2d, TYP
EDOE NL.e X
ROOF TRU39 AHERE
REA'D PER PLAN
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TOP PL NL6 'T
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(TRIMMER) 9TUD
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ROOF FRAMINo PER PLAN
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LOC9
FOR REOD
NOTE,
NOTE3,,I. INDIcATES aEE SHEAR yltALL I.,HEDULE
NOTE5,
* INDICATE3 aEE SHEAR AALL 9CHEDULE.
ROOF FRAMINO OVER AALL
FASTEN EACH
@ 16" oc FoR
CONTINUOU9 STUD TO INNER STUP
'^.IITH
I2d FACE NAIL9FULL HEIoHT OF EA.?H sTUD (NOT SiOl/\I..I FOE 6LARITY).
1 EXTERIOR 9HEAR AALL AT TRU39E9 2 FRAMINO AT INTERI ntNDO^/DOOROR/EXTERIOR r\lALLgNT9 3NT3
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EXT AALL
INTERgECTION INT IAALL
INTERSEcTION
NOTE,
TYP AT ALL
PANEL EDOEg
2X4 BLKO n/ 9tvP30N 22
(NO 6ALV) CLIPS @ EA END,
TYP ALON6 PNL ED6E3,9EE
STRUCTURAL NOTEg FOR NL6
NOTEg.
I. 5PLICE AND NAIL TOP PLATE A5 9HOAN AT ALLEXTERIOR, PARTY AND SHEAR /{ALL5.'
2. 5EE SHEAR I^ALL SCHEDULE "TOP PLATE NAILIN6',FOR 9PACIN6 OF FA-,E NAIL3 AT 3;ili AALLg.
PANEL EDOE BLOCKINo DETAIL MINIMUM TOP PLATE SPLICE
ROOF 3HTH6, T-(P
ROOF FRAMING BELO}4
NOT SHOAN FOR CLARITY
5 TYPICAL ROOF SHEATHINo PLA N
o9-oeI$Hp
\
NT5 4 NT5
DRAI{N BY:G. MENDENHALL
REVIEWED BY:F, ROV{SHANZAMIR
AID
s3.2
FCR NO:
AS BUILT BY:
TON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
WASHING
DESIGN NO:
DATE REVtSTOI BY D.^TE CONIXACT NO:
728 1J4th Street Sl{ Suite 2ffi
iveretl, l{oshinqton 98204
Ph: 425 741-i800
Reid itldleton
AND STAMP ON'HIS SHEET
ALL SHEETS OF THESE
BE DEEMED APPROVED
PLANS SHALL
BY THE
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-,rfrutt
WOOD SECTIONS AND DETAILS OF
SHEETS
1:
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PRNCIPAL ENGINEER: S. KINSELLA N0.10
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r'-3" MlN
EvlEED
HD5A
5/a' AB
HEX HEAD
ELEVATION
B/ FTO
DEEPEN
A9 REAP SE.-.TION
NOTEg!
I. AALL SHEATHINe AND CONCRETE REINFORCINo NOTgHOAN FOR CLARITY.
BOLTED HOLD DOAN AT FOOTINo
'-o"2'-b"TYP
MAX 3TUD AALLgEE PLAN
PT 5ILL PL
AB A/ AAgHER, TYP
NOTEgI
l. U9E 5/a" DIAMETER ANCHoR BoLTg y.ltTH 6, M|N|MUM EMBEDMENTINTO CONCRETE.
2.EACH gILL PLATE ?IECE 3HALL HAVE (2) BOLT' MINIMUM.
3.U9E 2ux2'x34ou SAUARE PLATE
^ASHER
AT EA1,H B2LJ.
4.DO NO'I OVER?IZE HOLE1 DRILLED THROUOH SILL PLATE. UgEtxb, DR.ILL BlT.
5,5EE gHEAR AALL SCHEDULE FOR 9ILL PLATE THICKNES9 ANDFA9TENIN6 REAUIRED AT SHEAR AALL5.
3ILL PLATE ANCHORAOE TO .'.ON6RETE 2NT5
NOTE3.
I. DE3I6N OF OVERFRAMIN6 BY TRU33 MANUFACTURERAND SHALL BE SUEJECT TO THE SAME LOADINGREAUIREMENTa A5 THE ROOF TRU93 DE9I6N.
OVERFRAMINe AT ROOF TRU93E9
(2) t2d NAtLg
2x4 PL TO TC
ROOF 9HAHE
NLG o 6" oa
ROOF TRU93 TC
AEB NOT 3HOAN
FOR CLARITY
OVERFRAMIN6
@ 24" oc,
2x4 CONT PL PARALLEL
TO EDOE OF OVERFRAMIN6
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PLAN A - STANPARD LOCATION
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IAALL 3HTH6 NL6 @ b, oC
AALL 3HTH6 EDOE NLO *
2N9 RoA AALL 5HTH6
EDOE NLE AHERE
5CHEDULED *
STUD NL6 X
HD XX
AALL 9HTH6 ED6E NL6 X
AALL 5HTH6 NL6 @ b, oC
AALL 3HTH6 ED6E NLO X
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NOTE9,PLAN B - ALTERNATE LOCATION
I. * INDI6ATE9 3EE SHEAR I^ALL
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SHEET 33.4.2. *x 9EE DETATL t/33.7.3. ALTERNATE LOCATION NOT APPLICABLE AHERE BOTH 9HEAR AALL9
HAVE IAALL 9HEATHIN6 ON BOTH 9IDE3 - U3E 9TANDARP LOCATION.4. gIMILAR AT A" NOMINAL AOOD 9TUD T.IALLg.
ALTERNATE TO DOUBLEHOLD DOAN AT ADJACENT SHEAR AALLS
SHEAR AALL NOTE5.
I.
'\ALL
SHEATHINo SHALL BE APA RATED SHEATHINo, C-D INT (CDX).
EXPOgURE I ',IALL PANELS MAY BE IN9TALLED VERTICALLY ORHORIZONTALLY.
2. THE SPECIFIED PANEL ED6E NAILINo 19 REAUIRED AT ALL PANEL ED6E5AND END5. PRovlDE ALL uNguppoRTED PANEL EDoEg p,Np rNps nrrFl
MINIMUM 2x goLtD BLoCKtNo, UNo (9EE NoTEg 5 AND 6). NA|LLN6 ArINTERMEDIATE FRAMINe MEMBER9 SHALL BE MAXIMUM I2'' ON CENTER.
SPACE NAILg MINIMUY 3/6" FROM ED6E9 AND END9 OF AALL PANELs, AALL51UD9, TOP AND BOI-IOU PLATEs, AND BLO6KIN6.
3. TO? AND BOTTOM PLATE NAILS 5HALL BE I2d COUI,ION (I6d sINKER).
SPACE BOTTol4 PLATE NA|LS/2,, M|N|MUM FRO!4 ED6E9 AND 2" M|N|MUMFROM ENPS OF THE
^OLID
BLOCKINo OR JOI9T OR EiV EONRP rJitON.INgTALL THE TOP AND BOTTOM PLATE NAIL9 AT THE TOi {NO'F,OfiOU,RE9PE6TIVELY, OF THE SCHEDULED 9HEAR Y.IALL AT THE 1PEC'FIED5PACtN6.
4, 5EE AOOD DETAILS FOR LOCATION5 OF TO? PLATE CONNEcTIONS,
5. AHERE 3x AALL gruD3 ARE SpECrFrED, |N5TALL 3x AALL gwDi ATADJOININo PANEL ED6E5 AND ENPg. riOVIPr ALL UN3UPPOCfTb'rENrr-ED6E5 AND ENPS AITH MINIMUM ?X SOLID F,LOCKINO. STAOOiR PANEL
Fp-6_F,l4t.L_t\6 /zl' xr-4yy..r^IALL 5rUD3, pLArEs AND BLocKtNo. MA|NTAINSUFFICIENT EDOE DI1TANCE 1O AVOID SFLITTINO OF NOAD.
6. Q) 2X YIALL 51UD3 MAY BE SUBSTIII)TED FORSX 9TUD5 }^IHEREsPEctFlED tN ( ). rNgrALL (2) 2x AALL sr1)D9 AT ADJorNrN6 pANEL
ED6E5 AND ENDS. FA9TEN 9TUD5 IOaEIHER }^{ITH I2d COUV'ON (I6d
SINKER) NAILS AT THE SPECIFIED SPACINO. PROVIDE ALL UN9UPPORTEDPANEL ED6ES AND ENpg ,^,ilTH M|N|MUM 3x iOLtD F,LOCK]Na. (2) 2x
^OLID
BLOCKINo PERMITTED PROVIDED THE 2X BLOCKS ENE'riSirHrPTO6ETHER A9 5PECIFIED A?OVE FOR THE (2) 2X 3TUD5 9TEA'TA
PANEL ED6E NAILINo h' X +t AALL 3-IUD9, PLATE9 AND BLOCKINo.MATNTATN sUFFrcrENr rpoe prerRrcE To AvbtD srll.l-lrNZ -oin6bo
-1.
llJ?fii:L?"rz"r%u" srEEL pLArE r,tAsHER BErl,lEEN rHE stLL pLArE ANDNUT AT EACH ANCHOR ROD.
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NT5 4 3HEAR AALL SCHEDULE ANT2 NOTES 5 sI.D a7 - 0 g g
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gHEAR T.IALL aclHEDULE
AALLgHEATHIN6 PANEL ED6E
NAILIN6
FRAMINe AT ADJ
PANEL EDOE1
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FRAMINo NAILIN6
TOP PLATE
NAILIN6
BOTTOU
PLATE NAILINo
FOUNDATIONgILL PLATE
SILL PLATE
AR
AALL
NOTE #I NOTE f2 N2TES #5, #b NOTE #b NOTEg #3, f-7 NOTE #3 NOTE *?NOTE S.7
29n6 t9/ez" (2) SlDEg lod @ b"oc 3x ((2) 2x)(2) R;Orla t2d @ 5"oc l2d @ 4"oc l2d @ 2Y2'oC 3x 5/o" Q @ 2'-b"oC
294 teAz" Q) grDEg lod @ 4'oc 3x ((2) 2x)(2) Rons t2d @ 5,oc l2d @ 4"oC (2) R;orlrg l2d a 3/z'o)3x 6/a"e @ 2'-b,oc
96 t>/zz'(D gloE lod @ 6"oc 2x l2d @ 1"oC l2d @ 1"oC 2x 3EE
PROJECT ENGINEER: D. MARTIN
DRAWN BY:G. MENDENHALL
REVIEWED 8Y: F. ROWSHANZAMIR
AJD
s3.3
FCR NO:
WAS HINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
AS BUILT 8Y:DESIGN NO:
DATE FEVtSTON BY DATE CONTMCI NO:
728 lJ{lh Skeet SW Suite 200
Everett, ltoshington 98204
Ph: 425 741-i800
Reid iddleton
APPROVEO
PLANS SHALL
BY
OF THESE
APPROVED
SHEEIAND STAMP ON
THE
THIS
SHEEIS
DEEMED
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-,rfrutt
WOOD SECTIONS AND DETAILS OF
SHEETS
PRINCIPAL ENGINEER: S. K,NSELIA
PROJECT ENGINEER; D. MARTIN
b'
ANcHOR BOLT
AALL PER PLAN H93 lz n/ t2" MtN EVIFJED
(E) sLAB ON 6RADE
FINISH
6R.ADE
3',
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PER PLAN
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VARIEs \s COI-IPACTED
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I' DOAEL 4' EPOXY 6ONT BAR' MIN 6" INTO EXI9T FDN
^IHEN
POURIN' NEAcoNcRETE AoAtNgT Ells_r_f?!. RouoHEN EXteT sURFACE y4', Ap;LyEPOXY FONDINo A6ENT PRIOR TO AAgrIi.idI.]Er^r CONCRETE.
E| EIEDED H33 POST T2ETIAL
1 TYPICAL FOOTINO ON 6RADE 2NT9S4-ALE' l" = ;'-6r
H55 FNr2 PO7T FOUNDATION 33CALE,
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DMWN gI:G. MENDENHAIL
REVIEwEo BY: F. RoWSMNZAMTR 04/07
FEOENAI N0.
s3.4
FCR NO:
AS EUIIT BY:
STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
WASHINGTON
OESIGN NO:
DATE nEvlstot{BY DATE CONTRACT
728 lJ4th Slreet Sit. Suite 200
Ewretl, lloshington 98204
Ph: 425 741-J800
Reid iddleton
ALL
BE
OF ]HESE
APPROVED
PLANS SHALL
BY THE
THISANOONSTAMP SHEET
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-.rEun,
SECTIONS AND D ETAILS
CONCRETE OF
SHEETS
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ANoHOR BOLT
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AALL PER PLAN
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TYPICAL PARTIAL AALL FOOTINOAT PORT TOANSEND TERMINAL 39cALE,3CALE, l" = lt-Or SCALE' l" = l'-O'
EXIgT AALL IN-FILL I\ALL EXIST AALL
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NOTES'
ADDITIONAL AALL FRAMINo NOT gHOT\N FOR CLARITY
NOTE'
I.PROVIDE MIN 6" COT4PACTED
oRAVEL BAgIE FOR CONCRETE
CA1T AOAINgT 9OIL.2. ROUaHEN EXI9TIN6 CONCRETE /+', APPLY EPOXYBONDINo A6ENT PRIOR TO CAaTINO CONCRETE.
CONCR.ETE AALL AT AOOD IN-FILL EXPANSION JOINT 5 6ON6RETE SLAB REINFOR6IN6
MtL
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(E) SLAB
la" MrN
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5 *3 @ 14" En
b #4 @ lb" EA
l2 #3 @ 4" En T4B
9CALE,4 NT5 NT5 6PRINCIPAL ENGINEER: S. KINSELI-A N0. t0 WASH
PROJECT ENGINEER: D. MARTIN
DRAWN F/:G, MENDENHALL
RMEWED 8Y:F. ROWSHANZAMIR
s3.5WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
FCR NO:
AS BUITT 8Y:DESIGN NO:
DATE REVTSTOil BY DATE NO:
728 li4th Skeet 511 . Suite 200
Everett, l{oshington 98204
Ph: 425 741-J800
APPROVED
OFSHEfiS PTANSTHESE SHALLALL
8E BYAPPROVED THE
AND ONSTAMP SHEETTHIS
Washington State
Department of Transportation
WASHINGTON STATE FERRIES
^-.nun,
CONCRETE SECTIONS AND DETAILS
OF
SI{EETS
Reid iddleton
I
PL ANS
EIGIE-O Juncrtor{ Box (J-Box,
.//ffi/l q9NIIIUOUS HATCHTNG II{OICaTES ITEHS TO 8EREI{0vE0.
CONSTRUCTTON NOTE NUMBER
FLEXIBLE CORO OR CABLE
HEAVY SOLIO LINES AND DARK TEXT INDICATE lIIElICOI{DUIT, HATERIAL. AND EOUTPIIENT THAT IS EXPOSEO
trE4v!_049Hq0_Lrt{E5 rNDlq4rq,lEri coNDUrT, MATERTAL,A'{D EOUIPMENT HIDDEN FROM VIEU
-
9Q!lq-!rG!!T_L!NES ANO LTGHT TEXT rNorcAlE ExrSTrrrtcqglqUIL MATERTAL, AND EoutpMENr on arcrGRounD - -
I NFORMATI ON
LIGHT OASHEO LII{ES I
AI{D EOUIPMENT HIOOEN
N0ICATE-EXISTING CoI{OU IT, trtATERtaL,
FROI{ VIEH
-BP-
BURTED pordER
Ll/3.5 cQ1QUITT Jlcs DENoTE ouANTrry oF lrlREs.#t+- h?X!*= Siil!ihr t[8't*llt.=;8+8gi'8i;;;;;.,.
ARRo{i' = HoMERoN, r-i25,5-;-paNEuTcin'iilfi''--'
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CONDUII TURNEO OOHN
attE0
ti- HA- x*te E01.O0
MORIN
v
: L.
I'JASH I NGTON STATE FERR I ES
POST EFs PORT TOI{NSEND ./
KEYSTONE PROJECT
-2 t'Washingfion Etate
Departnent of Tlancportation
.-.
-
un,
ELECTR I CAL SYMBOLS
SHEET
OF
SHEETS
653
GENERAL NOTES:
OIUENSIONS & SIZES SHOHN ARE IN FEET AND IT{CHES UNLESSOTHERI{ISE NOTED.
rHE CONTRACTOR SHALL FIELO VERIFY THE EXISTING CONDITIONSAS DEPICTED ON THESE PLANS INcLUoING oUANTITIEs, LocATIoI.Is,RATINGS, ANO FUNCTION OF EXISTING EOUIPHENT, COHOUIT. AHOl{lRE. THE CONTRACTOR SI{ALL FIELD VERIFy lLt_ Ott"tEHStOHS
AI{O SHALL ASSUHE FULL RESPONSIBILITY FOR HEASURED OUANTITIES.
THE CONTRACTOR SHALL COOROINATE POHER. CONTROL, ANO
COI',IMUNICATtONS SYSTEMS SHUTOOI{N I{ITH THE ENGINE€R TO I,lINIMIZE0rsRupTI0N 0F I{oRMAL FActLITy opERATIoN. sEE spEctaL pnoviiion.,BASIC ELECTRICAL REOUIREM€NTS
CONOUIT AND YIRE NOTED FOR DEMOLTTTON SHALL BE REI,IOVED FROMTHEIR POINT OF BEGII.INING TO WHERE THEY TERMINATE UNLESS OTHERHISENOTED. THE CONTRACTOR SHALL NOTIFY THE ENCINEER OF ALL ISINDONiDHIRING ENCOUNTERED.
EOUIPI'IENT OTMENSIONS ANO CONFIGURATION SIIOHN ARE APPROXIMATE.
ACTUAL SIZE ANO LAYOUT SHALL BE PER THE ENGINEER APPROVED
CONTRACTOR'S SHOP DRAUINGS.
ALL PENETRATIONS THROUGH THE TERMINAL BUILDING HALLS, FLOOR,OR CEILING SHALL BE WEATHER SEALED AND FIRE SEALEO AS NTOUINgOPER APPLICABLE CODES AND SPECIFICATIONS.
CONTRACTOR TO PROVIOE AS-BUILT PANELBOARD SCHEOULES FOR NEI{ANO EXISTING PANELS AT THE COMPLETION OF THE PROJECT TO
REFLECT THE DEMOLTTION AND NEI{ IIORK CONDITIOIIS.
REIIR lq THE SPECTAL pROvTSION "MATNTENANCE ANo PROTECTTON OF rRAFFtc"FOR REOUIREI,IENTS OF MAINTAINING TRAFFIC LANES DURING CONSTRUCTION.
ABBREVIATIONS
A, AMP(5'
AB
AF
AFF
AI.{PERE ( S )
ALLEN- ERAOLEY
A|||PERE FRAME
ABOVE FINISH FLOOR
AUXILIARY GUTTER
AI,IPERES INTERRUPTING CAPACITYALARI{
ANNUNCI ATOR
APPROX I MATELY
AIIPERE TRIP
AUTOMATIC TRANSFER st{ITCHAUXI L I ARY
Ai,IERICAN HIRE CAUGE
BREAKER
CONDUIT, CONOUCTOR
CATALOG
CIRCUIT BREAKER
CAELE
CEI{TERL I NE
CONTROLLEO DENSITY FILLCIRCUIT
CONOUIT OI{LY
COiIE I NATI (]N
COI.IMUNICATION
COIITROL PANEL
CONTROL POT{ER IRANSFORMERqENTRAL PROCESSINc UNIT
CONTROL RELAY
CONTROL STATION
CURRENT TRANSFORMER
CONTROL
COPPER
O I RECT CURREI.IT
OI AMETER
DISTRIBUTION
DOIdN
DISCONNECT S}IITCH
DRAI{I NG
EAST
EXISTING
€I'PTY CONDUIT
ELECTR I CAL
ENCLOSEO
EOU I PI{ENT
ELECTRIC TIATER COOLER
ELECTEIEAL METALLIC TUEINGFLEXIELE CONDUIT
FEEOER
FLUORESCENT. COMPACTFIEER OPTIC
FEET
FLOAT SI{I TCH
FUSE
FULL VOLTAGE REVERSING
fuLL voLTAGE NoN-REVERSTNG
GROUND
GAUGE
GALVAN I ZED
GE NERATOR
GROUND FAULT INTERRUPTER
GREEN LIGHT
GYPSUM I{ALL BOARO
HEADFRAI,{E
HANGER
HANOHOLE
HIGTI INTENSITY DISCHARGE
HANO-OFF- AUTO
HORSEPOI{ER
HIGH PRESSURE SODIUMHEAT TRACE
HYORAUL t C
INTERRUPTING CAPACITYINSIDE DIAMETERINVERT ELEVATION
INTERMEDTATE METAL CONOUIT
INFRAREO
JUNCTION BOX
JOYSTI CK
THOUSANO CIRCULAR MILLS
KILOVOLT
KILOVOLT AIIPERE
KI LOVAR( 5
'K I L OI'ATT
LEF T
LIGHTING CONTACTORLIOUIDTIGHT FLEXIBLE
CONDU I T
LIOUIDTIGHT FLEXIELEIIETAL CONDUIT
LOCATED
L I CHTI NG
L I MI T SI{I TCH
MAGNETI C_CoNTACTOR C0tLS,
II'IETERS. MOTOR
MOTOR CONTROL CENTERMASTER CONTROL RELAY
METAL HALIDE: MANHOLE
MI SCELLANEOUS
MAIN LUGS ONLY
MILLIMETER(S)
MOTOR STARTER, MILLISECONDS
MANUAL TRANSFER SI{ITCHMINI POIIER ZONEMAIN CIRCUIT BREAKER
NORTH
il8fiTflhlt cLosED HELD oPEN
NORMALLY OPEN HELO CLOSEDNATIONAL ELECTRICAL CODE
NAMEPL ATE
NOT TO SCALE
ON CENTER
OUTSIDE DIA}IETER
OVERHEAD POHER
POLE
PUBLIC ADDRESS
PUSHBUTTON, PULL BOXPIECE NUMBER
PHOTOELECTRIC SENSOR
( PHOTOCELL )
PHASE
PL ATE
PROGRAMMABLE LOGIC CONTROLLER
PANEL
POINT OF SALE
PAI R
PRESSURE SUITCH
PUGET SOUNO ENERGY
POTENTIAL TRAI{SFORUER
PRESSURE TRANSDUCER
PUSH TO TEST
PoLYVINYL CHL0RIDE CONoUIT
POIIER
RELAY, RIGHT
RIGID METAL CONOUIT (STEEL)
PVC-COATEO RIGID I,IETAL
CONDUIT (STEEL)
RECEPTACLE
REOU I REO
RE},IOTE I NOI CATOR
RED LICHT
ROOM
SOUTH
SH I ELDED
SUPPLY FAN
SHEET
HF
HGR
HH
HIO
HOA
HP
HPS
HT
HYO
P
PA
P8
PCiPE, PC
2
3
4
5
ORAPPROX
AGAtc
ALRM
ANN, ANNC
CAT
CB
CBL
e,
c0F
CKT
c0
COMB
c0Mtt
CP
CPT
CPU
CRcs
CT
CTRL
CU
oc
OIA
DIST
DN
os
PH
PL
PLC
PNL
P0s
PR
PS
PSE
PT
PT
PTT
Pvc
PfR
R
RMC
R11
s(s)
SF
SHT
SOL
5P
500
55ssT.
STP
sr{
sldED
Sf,GR
TDR
TEL
TELE
TL
TS
TSP
TST
TTB
TYP
UG
UH
UL
UPS
UV
V
t{
l1/
I'P
XFMR
P
AT
AT5
AUX
ATIG
BKR
c
DHG
E
EXIST
EC
ELEC, ELECT
ENC
EOUI P
EHC
EMTFC, FLEX
FOR
FLC
FO
FT
FSFU. F
FVR
FVNRG, GND
GA
IC
ID
IE
IMC
IRJ, JB, J-BOX
JS
Kcmi I
KV
KVA
KVAR
KH
L
LC
LFC
LFMC
0
li'lCC
MCR
tqH
MI SC
MLO
MM' mm
MS
HTR
ilTS
MPZ
r.tcE
N
NCHO
NEUT
NOHC
NEC
NP
NTS
0c
OD
OP
Rt{CP
RECPT
REO.O
RI
RL
, RCPT
6
7
LOC
LTG
LS
M
8
SOLENOID
SPARE
SOUARE D
SELECTOR
STAINLESS
5H I ELDED
5Wl TCH
ss SH I TCH
STEEL
T9ISTED PAIR
GALV
GEN
GFI
GL
chr8
5I{I TCHEOARD
SIII TCHGEAR
TIME DELAY RELAY
TELEPHONE
TEL ECOI4MUN I CAT I ONS
TWI STLOCK
TEMPERATURE SI{ITCH
TWISTEO SHIELDEO PAIR
TWISTED SHIELOEO TRIAO
TELEPHONE TERI,IINAL BOARO
TYP I CAL
UNDERGROUND
UNI T HEATER
UNDERHRI TERS
LABORATORIES. INC.
UNINTERRUPTIELE POI{ER SUPPLYUTILITY VAULT
VOLTS
YATTS, IIIRE
YITI{
HEATHERPROOF
TRANSFORHER
AM4 MIIEO I
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KEYSTONE PROJECT
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Washington State
Department of Transportation
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EL
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AN
ABBREVIATIONS
SHEE T
OF
SH€ETS
llomen
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Enirv
Men
UP
Meelr"'les
tlcitinc
="c.0
Y{'c, z.lz, ,lzc
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8/23
T
at?8/2
7i'c, 2.12, .lzc
8/C t24
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Y."c. t l,8/C.24
-tL U
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SEE SHEET A2.1 FORTRENCHING. REMOVAL
CONCRETE SLAB ANO
NETI CONCRETE SLAB
EXTENT
OF EXI
XTENT
NG
ul-
Ltt-
/-\Qq
CONSTRUCTION NOTES:
F exreHo coNDUIT ANo I{IRE FRoM ExrsrrNG
J-BOX TO NET LIGHT FIXTURES AS INDICATED.
lD ltcrr FIxruRE To BE pauLUHN .FRz32 oR
ENGINEER
^PPROVEO
EOUAL
F renurHlrE coul,r cABLEs (a/c .z4t AT ExIsTINc
COI{H RACK. COORDINATE T'ITI{ THE ENGINEER.
RACI(F pnovtoE AoEouarE ExTRA coNoucToR uo') T0- ALLOH FOR TURNSTILE CONNECTION. COORDINATE
INSTALLATION HITH TURNSTILE MFR. DUGS.
p uourur J-Boxgs as HtcH as eRAcTTCABLE
lD nourr 0N ExTERIoR riALL. AND pRovlDE CoNDULET
TO PENETRATE EXTERIOR I{ALL. ROUTE CONOUIT
ANCHORED TO CETLING IN MECH/ELEC ROOM.
lp noure coNourr DouN ExrERr0R uALL To BELor{
GRADE
lDsrun up c0NDUir AND TERMINATE rdlTH FLUSHq couPLING.
L
Qq
aq
o-
cct
I
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o_
CN
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l"
J
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=
I
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=
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ri
ri
LI
h
II
/i'c, tztgrc'za
a/23,
Yt"C,2' 12 ,t l2c
A
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cnJ la"Cl l'll, tll$
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-ul -ul J
Yq"C, l2l 8/C .24
=Ereot5
SCaLE tt" = l'-0"
t 12237248 -PROJ.-NO;'.r3l 9iltm It
lffi *-l{A-**{(
H 4/?5/2001
a7z;nooj
E09.OO
M.) lv{AsH4/25/2001
MAfi PRUJ ENGR;4/25/2001
WASH I NGTON STATE FERRI ES
POST EFS PORT TOTJNSEND /
KEYSTONE PROJECTJS II,ER
07r/20rFM & ENGR MNGR:. NCINTOSH
DATF BY
Washington Etate
Departnent of Tlansportation
^-.
-
un,
-zt'-KEYSTONE EFS ELECTRICAL PLAN
sHE€T
OF
SHEETS
Seller's Acent's
Acent's 0ffice ,!1en Ylomen
Llechoniccl
Breok Roorl
5torcce
TIP , Yi'c,2tt2, 'lzcq{{
Wcitinq
CcrririorVqst.
c
u
|a"C, 3e12, c12g
/a"C. 2t12, :1
Yt"c.o
Y<"c, tlt glc .24
il
SEE SHEET AI. I F
EXTENT OF NEU_
CONCRETE PAD AIDREHOVAL OF EXIS?n
OR
. PAVERS
A
TYP
CONSTRUCTION NOTES:
F etreno coNoutr ANo rrRE FRoM Exrsrlr{c_ LIGHT FIXTUFE TO
'{EI' LIGHT FIXTURES A5 INDICATED.
F r-lonr FIxTuRE ro BE slrlLAR To ExIsrING.
f)> rnovtoE zoA/t? crRcutr BREAKER rN pAl{EL FoRF crRcurr rNDrcArEo. eneAiEii-iii iL' bi"iaueTYPE AS EXISTtNG.
ALLOf FOR TURNSTTLE CONNECTION. COORDIIIATEIIiISTALLATIOII UITH TURNSTII.S HrN. OT'GS.
COMI'I RACK. COOROINATE UITH ENCIiIEER.
>ifilildii'lll,!! FliEilil.#.i,::Tiil,,., F;m ii,3l-33,1l.iND.TER*'.{ATEIilcREASE HEIGHT 0F FURRED spAcE ar lcEessPAI{EL IF REOUIRED.
plgure coNDutrs DouN FURREo our coLUHN T0- COI{CEAL CONDUITS. ANO EXTEND TO TURNSTILES.
--1
--l l-I
&?
Yc"c-o
c34
Fr+==-r-ot 5
scALE
'1"
= l'-0"
5: l7 rilr!E!I
*.t{A-***Eog.0lWASH I NGTON STATE FERR I ES
POST EFS PORT TOI{NSEND ./
KEYSTONE PROJECT
0?Washingtor State
Department of Tlansportalion
^-.
-
uL,
ORT TOWNSEND EFS ELECTRICAL PLAN
SHEET
OF
SHEETS
t
f,OUtlTlilC!
IGIARATII{OI
VOI1AGE:
SURFACE
1
120Ert0v. 1PH.3W Arc
il tilc atEg:
SOIJFCE:
AlcKrBREAIGRutiEStrtDEsCFIPTOilLIcKrEREAKEiDEBCRIPTIOI{
I 20,NlP #12 LruHt tNu l0 -tffit ,20l/lP *12 LI(jIITING. OUTDOOR 7,9
3 154/1P #12 IUILEI EI'IIAUUI FANti z.s lffil +20N1P #12 LIGH]S - ME ROOM '1.7
5 20,NlP #12 HEUEj,IA(;LEti - ()FFICE
s.9 20NlP #12 ll{rtr I tNu - Nl(iFl I 1,7
7 2oNlP *12 FIEUts,I' I A(/TLES . OFFICE s.z ffil a zON1P *12 I EMTEHA]URE CONTROL '''lmI2ON1P#12 HESEPTAq-ES. WAITINGi AREA 6.7 'lffil
'o
20,N2P NANU UftYER-WOMEN
TEMPORARILY SPAREI 0 tg
11 20N1P #12 HEUETIAULts,I'. ME H()()M r.z lffirz #12 FIANI' I'RYER - WOMEN 'olm13fuN1P#12 i{EL;EP I AgLts, . I E,LE EIOARD
& PA SYSTEM 9.3 lffil t 20NzP #12 NANU UTIYEIT - MEN !o
15 4ON1P *12 EFI' KIOSK +.a lffil rs #12 FIANU UTIYEE - MEN
10
17 304/2P #10 WATER HEATER $3 -lEl "4N2P #10 FIEAI I'UMP.OUTDOOR
21.'l
19 #10 YVA I EI{ IIEA I EH re.a lffl zo #10 FIts,AT PUMP. OUTDOOR
21,1
21 20,NlP *12 I{EUEI'I - 9FFIUb,0 -t*t ,,604/2P #6 UX FAN GOIL UNIT.IND()oI_1g
23 2l,,NlP #12 lzr ruFNsTtLEs ea lffil ee #6 DX FAN OOIL UNIT. INFOOF-4lt
2s 154/tP #12 DhWAqE FUMP OONTROL 'lfl .s 2IJ,NlP #12 I'EWAUE PUMP fl 0
27 20N1P #12 HEGEPT. ME ROOM ' lEHl *2ON1P *12 sEWAfib PUMP T2 om
29 SPACE 'lffil 'o
UI'AUE
3t UTAUE l&l .z sr/AoE tffi
3:t 5T'AUE lffil sr I'PA(;E tre
35 5"A(iE lffil g6 ljFAUE
37 5''AUt lffil .'SPACE
39 SPAGE lffil o DI-A(,E
47 SFA(iE lffil l,5'/AUE
li
l.rrFll-l:::':l
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CABLES
]{()TES:
I, AODtsDLOAOTOCKT.23
2.
3.
{.
5.
9:29 t stmtmDsY!FED.AID
PBOJ.NO.
sTAIE
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WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE
PROJECT
Jobilnlf
0''tv20r
PLAN: N.
CEO:
coltTFlcrllo.DATE
Washlngton State
Depterm€nt of Transportatlon
WASHINGTON STATE FEHRIES
G.ufl,
ELECTRICAL PANEL SCHEDULE OF
SHEETS
,t
t
9:28 t sr 98ttflo8y:
FECESSED MANnAflNG: 22SAMLO' UAINcABLEs: TZ-@a;n;;--t*+m:nwmer--W
-
CKT DESCFIPTION crr BFEAKEB OESCRIPTION
BREAKEF
LOCATION:
AIC RATINGS;
MOUNTII{G;
NEMANATNC:
VOLTAGET
I 2ON1P 12 7.5 2 20N1P 12 5
3 20N1P 12 4.6 4 7ON3P 4 56
5 2ON1P 12
1 I 6 56
7 2ON1P 12 1.7 I 56I20N2P010zON1P10HAND DRYER RM #13
16
11 0 12 20N1P 12 5.6t32ON1P120142ON1P1032
15 30A/1 P 10 HAND DRYER ROOM#2
16 16 2ON1P 10 4.7
17 2ON1P 12 11.3 l8 20N1P 10 14
19 20N1P 12 8.3 20 20N1P 10 4.7
2l 2ON1P 12 4.5 22 304/rP U}'AFIE
0
23 20N1P 12 7.5 24 2ON1P 4.5
25 20N1P 12 6 26 20Af3P 16
27 20NlP 12 6 28
16
29 2ON1P 12 6 30 l63lUI'AUE
0 s2 u'I-AUE
0
33 0 34 20N1P 12 (2' TUFNSTTLES
9.8
35 !'PACE
0 36
0
24 31 34 rOTAI 85 103 96
SUB.FEED BREAKER DESCNIPTION
A c
0 0 0
HAXIMUT{ KVA
4a
FED,AID
PROJ.NO,
BY:
srEBY:4t16tO7
E15.01
10E. RTuJAH
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PROJ
WASHINGTON STATE FERRIES
POST EFS PORT TOWNSEND / KEYSTONE PROJ
Job lluhb.r
07w201MGMT&N.4t16t07
BY
coxln^ct tto.
a-zf-o
DAIE
Washington State
Deptarment of Transportation
WASHINGTON STATE FEBRIES
^+,un,
ELECTRICAL PANEL SCHEDULE
SHEET
OF
SHEETS