HomeMy WebLinkAbout09006pORrT°� CITY OF PORT TOWNSEND
y�o DEVELOPMENT SERVICES DEPARTMENT
=4 = INSPECTION REPORT
WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU
WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY.
DATE OF INSPECTION: L PERMIT NUMBER: O9 -ate
SITE ADDRESS:f
CONTACT PERSON: PHONE:
TYPE OF INSPECTION:
❑ APPROVED ElAPPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
\ Date
Inspector ( C_ Y J
Acknowledgement Date
❑ NOT APPROVED
Call for re -inspection before
proceeding.
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
%PERMIT ACTIVITY LOG
PERMIT # L� h% DATE RECEIVED
SCOPE OF WORK:
DATE ACTION INITIALS
1-13 (O ENTERED INTO CHET S --
CHECKED FOR COMPLETENESS
Zoning:
Setbacks OK?
Lot Size:
Building Size:
Lot Coverage:
FAR OK?
Height OK?
Parking OK?
Critical Area?
Demo?
Historic Rev?
Notice to Title?
Lots of Record?
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=777,7-3 7 7
February 5, 2009
Mr. Rick Taylor
Department of Community Development
City of Port Townsend
250 Madison Street
Port Townsend, WA 98368
Re: Golf Course Storage Building
Permit: BLD09-006
Tax Parcel: 001023005
Dear Mr. Taylor,
As a follow up to our telephone discussion of February 2, 2009, we would like to make the
following changcs on Drawing S-1 of the Golf Course Storage Building project:
(1) Revise the note on CONCRETE, to read: "CONCRETE — f c= 2,500 psi, 3/4:" maximum
aggregate. Maximum Slump: 3 -inches. Use 5-1/2 sack concrete mix."
(2) Delete the note entitled "CONCRETE TESTING".
Please contact me if you have any questions.
Sincerely,
Michael W. Biggs, PE
s;a� �F
B E MERrON SPOKANE
4040V.4-1-AVC,N WAY 933W--si TiF4)Am--Ni v
S-n i e202 S.m i_ 214
[3F"4 M=1 tR N. WA 98310 9 -t -KW -*WA SCJ 1
F) 360/40 0
1420 R r � : 59/85332<3F ZE:1
f - nom 3C3D/3/7 X1153 FAX 50 9/74-75876
sThomas L. Aumock
Consulting Fire Code Inspector
2303 Hendricks Street, Port Townsend, WA 98368
(360) 385-3938 Email: taumock@cablespeed.com Fax: (360) 643-0272
PLAN REVIEW MEMORANDUM
To: Scottie Foster, Suzanne Wassmer, City of Port Townsend Development Services Department
Fr: Thomas L. Aumock, Consulting Fire Code Inspector, East Jefferson Fire & Rescue
Dt: 24 January 2009
Re: BLD09-006: PT Golf Course Storage Building
I am in receipt of the set of plans for the above -referenced proposal from your office, have reviewed the
proposal with the International Fire Code [I.F.C.], 2006 Edition and Washington State Amendments, and
applicable N.F.P.A. code sections. The following constitutes this plan examiner's findings and
determinations based upon the plans of record submitted.
Findings & Determinations:
1. The proposal was reviewed as a one-story Group U occupancy with a Type V -B construction
classification, for a 2,400 square foot storage building.
2. Addressing is not required for this building as it is an accessory building to the existing PT Golf
Course address.
3. Key box access to or within the subject structure for emergency services delivery is an owner option.
Contact East Jefferson Fire & Rescue at 385-2626 to obtain the proper forms, should this option be
exercised.
4. Existing access to building opening[s] is found to be consistent with the I.F.C. Section 504, which
requires an approved access walkway leading from fire apparatus access road(s) to exterior openings that
are required by the Fire Code or Building Code.
5. An automatic fire suppression system (sprinklers) is not required under I.F.C. Section 903.
6. An automatic fire detection alarm system is not required for this occupancy under IFC Section 907.
7. Fire extinguisher sizing and placement shall meet or exceed IFC Section 906 and NFPA Standard 10,
which normally requires a 3-A:20-B:C minimum rated fire extinguisher at the main exit door.
Any other applicable or relevant sections of said Code not covered herein shall nonetheless apply to this
proposal.
.75 hours time was logged in the review, reporting, and filing of this proposal.
It is the recommendation of this consulting fire code inspector that the proposal be approved subject to the
aforesaid requirements of the International Fire Code.
1INISTRATIVE CERTIFICATE OF i-EVIEW
For possible
HISTORIC STRUCTURE DEMOLITION
Design Review Application HPC09-005, City of Port Townsend
The Port Townsend Historic Preservation Committee has completed its design review of the:
Partial demolition (15' x 30') of a maintenance shed
Representative: Bob LaCroix
For the building located at: 1945 Blaine Street
The building classification: (highlight one): N/A
Pivotal Primary Secondary Altered Historic/Recent Compatible Intrusion
Review of the project is: Mandatory per Ordinance 2969
Compliance with review is: Mandatory per Ordinance 2969
The review was conducted pursuant to Chapter 17.30 and of the Port Townsend Municipal Code,
and was based on the application submitted on January 8, 2009
HPC Subcommittee: Charlie Paul & DSD staff John McDonagh
Applicable Guidelines: Criteria for determining historical significance per Section 2 of
Ordinance 2969.
After review and analysis of relevant criteria (attached), the Historic Preservation Committee
finds that the proposed partial demolition: (circle one)
DOES NOT INVOLVE A HISTORICALLY SIGNIFICANT STRUCTURE
DOES INVOLVE A HISTORICALLY SIGNIFICANT STRUCTURE
within the City c
Issued this -1
Approved
i proved by
Bcd Perinits: Form Letters2
Page I oft —Revised 12198
iir, Historic Preservation Committee
SD Director (or designee)
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O� VoRT Tp�
ti City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
¢ wns�
(360)379-5095
CITY OF PORT TOWNSEND
250 MADISON ST, STE 1
PORT TOWNSEND WA 98368
Application No BLD09-006
Project: STORAGE BLDG. AT GOLF COURSE
Application Type Commercial - New
Parcel # 001023005
Subdivision: Block/Lot
Site Address 1948 BLAINE STREET
Description
Building Permit Fee
Plan Review Fee
State Building Code Council Fee
Technology Fee for Building Permit
Record Retention Fee for Building Permit
Fee Amount
Paid/Credit
Balance Due
$1161.75
$0.00
$1161.75
$755.14
$0.00
$755.14
$4.50
$0.00
$4.50
$23.24
$0.00
$23.24
$10.00
$0.00
$10.00
Total Fee Amount:
$1954.63
Total Paid/Credits:
S0.00
Balance Due:
$1954.63
Payment due within 30 days
Invoice
Date: 24_FEB_09
Invoice # 671
Page 1
TO
03/23/2009 16:16 3606977316 WIS PAGE 01
WIS
WELDING INSPECTION SERVICES
Ingpe*tlon, KDE, Testing
P. O, BOX 1044
SUQUAMISH, WASHINGTON 98392
(380) 897-1771
FAX (360) 697-7318
Grant Steel Buildings, In --
Ownar-City of Port Townsend
Building Official -City of Port Tcwnsand, WA
DATE 3fz3/D9 No. 827
PROJECT VP Gaff Coome Maintenance Building
LOCATION '1948 Maine 3t. Port Townsend, WA
CONTRACTOR Grant OWNER City P.T.
WEATHER Overcast TEMP. 39 IF
PRESENT AT SITE Grant Steel, bolting crew, owner
PERMIT NO. SLD 0$006 �
SPECIAL CODE REQUIRED HS BOLTING INSPECTION, VP PRE-ENGINEERED BUILDING
Requested by Grant Steel Buildings for third party, independent special HS bolting inspection per IBC 1744
and VP specifications. Arrived at the job site 0930 hours, set up Skidmore -Wilhelm tension unit, SN# 11238,
for bolting crew to demonstrate "turn of the nut" tensioning of HS ,A,32.5 bolts and verify that tested bolts meet
the tension values per RCSC/AISC. Findings:
i. Reviewed VP specifications and drawing notes. Main frames and portal beam. connection bolts to be
fully tensioned using turn of the nut method, minimum tension value, as installed 28kips.
2. Tested two A325 SIS bolts, 3/4x2, manufacture JH, in the Skidmore unit. Bolting crew demonstrated
turn of the nut method, 1/3 rotation beyond snug tight condition, bolts "match marked" for rotation.
3. VP building 40x60, two main frames and two portal frames with critical connections requiring :fully
tensioned bolts. VT (visual) inspected bolted connections, A325 HS bolts installed per specifications
and connection plates tight together. Installed and fully tensioned bolts (3!4x2) match marked for
rotation.
4. Test results, min. tension as tested in Skidmore unit 29kips (5 % above installed value): Bolt 1 tested
35kips, Bolt 2 tested 36kips.
5. HS A325 bolts installed and tightened and CONFORM TO SPECIFICATIONS AND RCSC/AISC.
Ken havens, SelliOt Inspector, AWS1CW1, ASNT 111 SIGN �
PERMIT #
SCOPE OF WORK:
CITY OF PORT TOWNSEND
PERMIT ACTIVITY LOG
DATE RECEIVED
DATE
ACTION
INITIALS
ENTERED INTO CHET
CHECKED FOR COMPLETENESS
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- 11
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Building Size:
'
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FAR OK?
Height OK?
Parking OK?
()A
Critical Area?
Demo?
'
Historic Rev?
Notice to Title?
Lots of Record?
o�PORTTo�ti BUILDING PERMIT
U �O
_ City of Port Townsend
�w
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Project Information Permit # BLD09-006
Permit Type Commercial - New Project Name 40X60 storage building
Site Address 1948 BLAINE STREET Parcel # 001023005
Project Description
Construct a 40X60 Unheated Storage Building
tr
Names Associated with this Project License
Type Name Contact Phone # Type License # Exp Date
Applicant City Of Port Townsend
Owner City Of Port Townsend
Contractor Grant Steel Buildings (360) 379-3236 CITY 5034 01/31/2009
Contractor Grant Steel Buildings (360) 379-3236 STATE GRANTSB9731 12/01/2009
Fee lnformation Project Details
Project Valuation 5130,000.00 Entered Bid Valuation 130.000 DOLL
Building Permit Fee 1.161.75 Units: Heat Type:
Plan Review Fee 755.14 Bedrooms: Construction Type:
State Building Code Council Fee 4.50 Bathrooms: Occupancy Type:
Technology Fee for Building Permit 23.24
Record Retention Fee for Building 10.00
Permit
Total Fees $ 1,954.63
Conditions
10. Special Inspection required for high strength concrete and placement of reinforcing 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.
***SEE ATTACHED CONDITIONS *X*
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. 1 further certify
that 1 am the owner of the property or authorizedagentof the owner.
Print Name/J/�9� k' L'7L7�/r / Date Issued: 01/30/2009
G Issued By: SWASSMER
Signa tUre _�' Date /"?� �/ _. Date Expires: 07/29/2009
of poRr Tod
CONSTRUCTION PROGRESS RECORD
v ysi
CITY OF PORT TOWNSEND
wAs Development Services Department
2.50 Madison Street, Suite 3, Port Townsend, WA 98368
POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF
BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE.
PARCEL NO. 001023005 PERMIT NO. BLD09-006 ISSUED DATE 01/30/2009 EXPIRATION DATE 07/29/2009
ADDRESS 1948 BLAINE STREET CONSTRUCTION TYPE OCCUPANT LOAD
OWNER CITY OF PORT TOWNSEND PROJECT DESCRIPTION Construct a 40X60 Unheated Storage Building
CONTRACTOR GRANT STEEL BUILDINGS LENDER
INSPECTION INSP DATE COMMENTS
TESC
FOOTING
SLAB
FRAMING
STRUCTURALSTEEL
INSULATION
SPECIAL
FINAL BUILDING
FINAL PUBLIC WORKS
GWB
INSPECTION INSP DATE COMMENTS
TO REQUEST AN INSPECTION CALL (360) 385-2294.
INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION.
41
CITY' OF PORT TOWNSEND
GOLF COURSE STORAGE BUILDING
KEY DESIGN STANDARDS
WASHINGTON ENGINEERING
DRAWING SCHEDULE
PLATE
SHEET
DESCRIPTION
T-1
1 OF 3
TITLE SHEET
A-1
2 OF 3
FLOOR PLAN
S-1
3 OF 3
FOUNDATION PLAN
GRANT METAL BUILDING SYSTEMS
COUNCIL
2006
PRE-ENGINEERED METAL BUILDING DRAWINGS
VP -1
1 OF 19
COVER SHEET
VP -2
2 OF 19
ERECTION NOTES
VP -3
3 OF 19
ANCHOR ROD PLAN
VP -4
4 OF 19
PRIMARY AND ROOF BRACING PLAN
VP -5
5 OF 19
FRAME CROSS SECTION AT FRAME LINE 1
VP -6
6 OF 19
FRAME CROSS SECTION AT FRAME LINE 2
VP -7
7 OF 19
FRAME CROSS SECTION AT FRAME LINE 3
VP -8
8 OF 19
FRAME CROSS SECTION AT FRAME LINE 4
VP -9
9 OF 19
ROOF SECONDARY PLAN
VP -10
10 OF 19
SECONDARY ELEVATION AT 1
VP -11
11 OF 19
SECONDARY ELEVATION AT A
VP -12
12 OF 19
SECONDARY ELEVATION AT 4
VP -13
13 OF 19
SECONDARY ELEVATION AT D
VP -14
14 OF 19
ROOF COVERING PLAN
VP -15
15 OF 19
COVERING ELEVATION AT 1
VP-16
16 OF 19
COVER NG
VP -17
17 OF 19
COVERT NG ELEVATION AT 4
VP -18
18 OF 19
COVERING ELEVATION AT D
VP -19
19 OF 19
BUILDING STANDARD ERECTION DETAILS
KEY DESIGN STANDARDS
WASHINGTON ENGINEERING
EDITION/
4040 Wheaton Way, Suite 202
PUBLISHER
DATE
TITLE
INTERNATIONAL CODE
Architecture
Tel: 360-405-1420
COUNCIL
2006
INTERNATIONAL BUILDING CODE
INTERNATIONAL CODE
GRANT METAL BUILDING SYSTEMS
COUNCIL
2006
INTERNATIONAL MECHANICAL CODE
INTERNATIONAL CODE
Metal Building Erection
Contact: Mark Grant
COUNCIL
2006
INTERNATIONAL PLUMBING CODE
INTERNATTONAL CODE
E-mail: grantgc@olympus.net
COUNCIL
2006
INTERNATIONAL FIRE CODE
NATIONAL FIRE
Memphis, TN 38125
PROTECTION
LEAVITT INDUSTRIES
Sitework
ASSOCIATION
2006
NFPA 70 - NATIONAL ELECTRIC CODE
NATIONAL FIRE
Tel: 360-385-4200
PROTECTION
ASSOCIATION
2006
NFPA 101 - LIFE SAFETY CODE
WASHINGTON STATE NON -
WASHINGTON STATE
2006
RESIDENTIAL ENERGY CODE
WASHINGTON STATE INDOOR AIR
WASHINGTON STATE
2006
QUALITY AND VENTILATION CODE
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DESIGN-BUILD TEAM AND KEY VENDORS
WASHINGTON ENGINEERING
Prime Design Firrm
4040 Wheaton Way, Suite 202
Civil Engineering
Bremerton, WA 98310
Structural Engineering
Contact: Michael Biggs, PE
Architecture
Tel: 360-405-1420
Fax 360-377-4153
E-mail: mikebiqqs@wa-eng.net
GRANT METAL BUILDING SYSTEMS
Construction Project Manager
75 Haada Laas Drive
Metal Building Procurement
Port Townsend, WA 98368
Metal Building Erection
Contact: Mark Grant
Concrete Foundations/Slabs
Tel: 360-379-3236
Fax 360-379-6676
E-mail: grantgc@olympus.net
VP BUILDINGS
Metal Building Provider
3200 Players Club Circle
Memphis, TN 38125
LEAVITT INDUSTRIES
Sitework
Port Townsend, WA 98368
Utilities
Contact: Bill Leavitt
Tel: 360-385-4200
PARCEL INFORMATION
TAX PARCEL 001 023 005
LEGAL DESCRIPTION PORTION OF THE SOUTHWEST QUARTER OF
SECTION 2, TOWNSHIP 30N, RANGE 1W, W M
OWNER/APPLICANT CITY OF PORT TOWNSEND
SITE ADDRESS 1948 BLAINE STREET
PORT TOWNSEND, WA 98368
ZONING P/OS EXISTING PARK OR OPEN SPACE
LIMITATIONS ON SCOPE OF WORK:
WASHINGTON ENGINEERING SCOPE LIMITED TO ARCHITECTURAL AND
STRUCTURAL DESIGN, AND DOES NOT INCLUDE OFFSITE UTILITIES,
STORMWATER MANAGEMENT, MECHANICAL SYSTEMS, PLUMBING OR
ELECTRICAL SYSTEMS.
GENERAL CONSTRUCTION NOTES:
1
ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH
JEFFERSON COUNTY
STATE OF WASHINGTON STANDARD
STANDARDS AND THE MOST CURRENT COPY OF THE
SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION.
2. ALL SAFETY STANDARDS AND REQUIREMENTS SHALL BE COMPLIED WITH, AS SET FORTH 8
OSHA. WISHA AND THE WASHINGTON STATE DEPARTMENT OF LABOR AND INDUSTRIES.
3. WHEN NOISE PRODUCING OPERATIONS ARE IN PROGRESS, THE CONTRACTOR'S WORK HO Q
ARE LIMITED TO MONDAY THROUGH SATURDAY, FROM 7:00 AM TO 6:00 PM, UNLESS OTHER��' 1
ARRANGEMENTS ARE MADE THROUGH THE CITY OF PORT TOWNSEND, DEPARTMENT OF I I
COMMUNITY DEVELOPMENT.
CONCURRENCE:
1
L_
BY:
CITY OF PORT TOWNSEND
_ DATE
BUILDING CODE ANALYSIS:
OWNER: CIN OF PORT TOWNSEND
LOCATION: 1948 BLAINE STREET
PORT TOWNSEND, WA 98368
JEFFERSON COUNTY, WASHINGTON
CODE ENFORCEMENT. INTERNATIONAL BUILDING CODE 2006
TYPE OF FACILITY: LOW HAZARD STORAGE BUILDING
PROPOSED BUILDING: A SINGLE STORY PRE-ENGINEERED METAL BUILDING
40 FEET BY 60 FEET WITH AN EAVE HEIGHT OF 12 -FEET,
FOR A TOTAL BUILDING AREA OF 2,400 SF.
CODE ANALYSIS/CHECK:
1. BUILDING OCCUPANCY GROUP U (UTILITY AND MISCELLANEOUS. GROUP)
2. CONSTRUCTION TYPE V -B
3. FIRE SPRINKLERS REQUIRED NO
ALLOWABLE CONSTRUCTION:
CONSTRLr_nON TYPE: ALLOWED V -B
PROPOSED V -B
ALLOWABLE AREA: ALLOWED 9,000 SF
ACTUAL 2,400 SF
MIXED OCCUPANCY ALLOWED NO
ACTUAL NO
MINIMUM EGRESS REQUIREMENTS:
1. OCCUPANT LOAD FACTOR EQUAL TO 100 SNPERSON
OR 24001100 EQUALS 24 PN
24 LESS THAN 50 REQUIRED: ONE 30' EGRESS DOCK
ACTUAL: OTE 30' EGRESS DOOR
2. TOTAL EXITWIDTH REQUIRED: W
ACTUAL: 30
3, TOTAL EXITS REQUIRED: 1
ACTUAL: 1
MI NI MUM DOOR HEIGHT 7FEET
MINIMUM DOOR WIDTH 3 FEET
EROSION CONTROL NOTES:
1. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO BEGINNING
CONSTRUCTION.
2. THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION AND
MAINTENANCE OF ALL EROSION CONTROL MEASURES. THE CONTRACTOR
SHALL TAKE ACTIONS TO PREVENT SILTATION OF EXISTING OR PROPOSED
DRAINAGE FACILITIES.
3, THE CONTRACTOR SHALL MAKE A DAILY SURVEILLANCE OF ALL EROSION
CONTROL MEASURES AND MAKE ANY NECESSARY REPAIRS OR ADDITIONS TO
THE EROSION CONTROL MEASURES.
4. IF CONSTRUCTION OCCURS DURING DRY WEATHER, WATER SHALL BE USED
TO CONTROL DUST.
5. IF TRENCH DEWATERING DEVICES ARE REQUIRED THEY SHALL BE
DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT DRAINAGE
SYSTEMS OR OFF-SITE PROPERTIES.
6. ALL OFF-SITE CATCH BASINS IMMEDIATELY ADJACENT TO THE SITE SHALL BE
PROTECTED FROM SILTATION.
2' 0' 2' 4 6'
S
GALE: 1/4” = V-0"
4' 0' 4' 8' 12'
J
SCALE: 1/8” = T-0"
BURIED UTILITIES IN AREA
JAN 1 3 2009 CALL 2 BUSINESS DAYS
BEFORE YOU DIG
1-800-424-5555
CITY OF PORT TOWNSEND EXISTING UTILITIES SHOWN ARE FROM THE
BEST AVAILABLE INFORMATION AND NO
DSD GUARANTEE IS MADE AS TO THE EXACT
SIZE, TYPE, LOCATION, OR DEPTH.
BLD U 9 ® 0 ® IF SHEET SIZE IS LESS THAN 22x34,
REDUCE SCALE ACCORDINGLY
snEEr.
1 OF 3
T•
60'-0'
20'-0" I 20'-0" I 20'-W
10'-0" DOOR OPENING 5'-0- 1
�I
METAL BUILDING SYSTEM SCHEDULE
BUILDING MANUFACTURER
VP BUILDINGS
SECONDARY FRAMING
SECONDARY FRAMING MEMBERS SHALL BE LIGHT -GAUGE, COLD FORMED MEMBERS
3200 PLAYERS CLUB CIRCLE, MEMPHIS, TN 38125
MATERIALS
WITH A MINIMUM THICKNESS OF 16 -GAUGE AND CONFORMING TO ASTM A-570, GRADE
BUILDING ERECTOR
GRANT STEEL BUILDINGS AND CONCRETE SYSTEMS
55, WITH A MINIMUM YIELD POINT OF 55,000 PSI.
CONTRACTOR LICENSE: GRANTSB973RA
COLOR
ALL WALL PANELS, ROOF PANELS, GUTTERS, DOWNSPOUTS AND TRIM MATERIALS
-
75 HAADA LAAS DRIVE, PORT TOWNSEND. WA 98368
ARE TO BE PROVIDED WITH A KYNAR 500 FINISH. COLORS SHALL MATCH EXISTING
TEL: 360-379-32361 FAX: 360-379-6676/
BUILDINGS AT THE SITE. THE ROOF PANELS SHALL BE'LEAF GREEN', THE WALL
BUILDING CLASSIFICATION
THE BUILDING PROPOSED UNDER THIS PROJECT IS CATEGORIZED AS A -U- (UTILITY AND
PANELS SHALL BE'COOL SIERRA TAN', AND THE TRIM PIECES SHALL MATCH
AND OCCUPANCY
MISCELLANEOUS) OCCUPANCY IN THE 2006 IBC. THE BUILDING IS TO BE TYPE V-8 CONSTRUCTION.
J/
ADJACENT PANELS.
STRUCTURAL DESIGN
THE BUILDING MANUFACTURER IS TO PROVIDE STRUCTURAL CALCULATIONS FOR THE
WALL SHEETING
WALL SHEETS SHALL BE 20 GAUGE MATERIAL. PANEL CONFIGURATION SHALL BE 1-1/8'
PRE-ENGINEERED METAL BUILDING, INCLUDING FRAME BASE REACTIONS, STAMPED
MAJOR RIBS AT 12 -INCHES ON CENTER. WALL SHEETING SHALL BE FURNISHED FULL
BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF
HEIGHT. WALL FASTENERS SHALL BE 1112-14X1" HEX HEAD COLOR MATCH
WASHINGTON. THE CALCULATIONS ARE TO PROVIDE A STRUCTURAL ANALYSIS AND
SELF -DRILLING SCREWS WITH WASHER. WHERE SHOWN ON CONSTRUCTION
DESIGN FOR BOTH VERTICAL AND LATERAL LOADS. THE FOLLOWING DESIGN LOADS
DRAWINGS, WALLITE TRANSLUCENT PANELS SHALL BE INSTALLED.
ARE TO BE USED IN THE BUILDING DESIGN: /
,/
(A) WIND - 85 MPH (3 -SECOND GUST), EXPOSURE C V/
ROOF PITCH
THE DESIGN ROOF PITCH IS 4 INCHES PER FOOT.
(B) WIND UPLIFT -CLASS 90 /
ROOFSHEETING
ROOF SHEETS SHALL BE 20 GAUGE MATERIAL. PANEL CONFIGURATION SHALL BE
(C) SEISMIC - ZONE D2, SS=1.25, S 1.45 ✓
1-1/8' MAJOR RIBS AT 12 -INCHES ON CENTER. PANEL COVERAGE SHALL BE 30' AND
(D) GROUND SNOW LOAD - 25 PSF
SHALL BE FURNISHED FULL LENGTH FROM BUILDING EAVE TO RIDGE PURLIN
FOUNDATION
THE BUILDING SHALL BE ANCHORED TO A CONCRETE FOUNDATION AT THE BASE OF
FRAME COLUMNS USING ANCHOR BOLTS CAST -IN-PLACE AS SPECIFIED BY THE
GUTTERS AND
THE BUILDING IS TO BE PROVIDED WITH GUTTERS AND DOWNSPOUTS. DOWNSPOUTS
BUILDING MANUFACTURER, THE FOUNDATION DESIGN SHALL BE PREPARED BY A
DOWNSPOUTS
ARE TO DISCHARGE TO SPLASH BLOCKS.
REGISTERED ENGINEER LICENSED TO PRACTICE IN THE STATE OF WASHINGTON,
BUILDING TRIM
BUILDING TRIM SHALL INCLUDE EAVE TRIM, GABLE TRIM, AND ROLLUP DOOR TRIM.
SHOWING COMPLIANCE WITH THE BUILDING MANUFACTURER'S FRAME BASE
MATERIALS
ALL TRIM SHALL BE 26 -GAUGE MATERIAL AND MANUFACTURED OF FLAT STOCK
REACTION LOADING. FOUNDATION/FOOTING DESIGN IS BASED ON PRESCRIPTIVE
MATERIAL EQUAL IN QUALITY TO WALL SHEETS WITH COLOR TO MATCH WALL
CRITERIA USING A DESIGN LOAD OF 1,500 POUNDS PER SQUARE FOOT, UNLESS
SHEETING. TRIM PIECES SHALL BE PACKAGED FOR SHIPMENT AT THE FACTORY.
DOCUMENTATION IS PROVIDED BY THE DEVELOPER THAT SUBSTANTIATES USAGE OF
A HIGHER LOADING.
ROOF TRIM
ROOF CAULKING SHALL BE APPLIED AT ALL ROOF SHEET SIDE LAPS. ROOF CAULK
INSTALLA77ON
SHALL BE A TAPE SEALANT TYPE AND SHALL BE PREFORMED BUTYL RUBBER BASE
FLOOR SLAB
THE BUILDING SHALL BE PROVIDED WITH A MINIMUM 4 -INCH THICK CONCRETE FLOOR.
AND SHALL BE SUPPLIED AS A 3(16'X 3/8' EXTRUDED SHAPE.
SLAB, REINFORCED USING 6x6/W8xW8 WELDED WIRE REINFORCEMENT. A &MIL /
VAPOR BARRIER SHALL BE PLACED BETWEEN THE BASE MATERIAL AND THE ✓
FOAM CLOSURES
INSIDE AND OUTSIDE SEMI-RIGID CROSS-LINKED POLYETHYLENE FOAM CLOSURES
CONCRETE SLAB. THE CONCRETE MIX SHALL HAVE A MINIMUM COMPRESSIVE
SHALL BE PROVIDED AS REQUIRED TO PROVIDE WEATHER TIGHTNESS AND
STRENGTH OF 2,5�\I.
BIRD -PROOFING.
PRIMARY FRAMING MATERIALS
ALL MATERIALS USED IN THE CONSTRUCTION OF THE BUILDING ENVELOPE SHALL BE
WALL INSULATION
NO WALL INSULATION IS TO BE PROVIDED (BUILDING IS UNHEATED).
NON-COMBUSTIBLE. ALL PRIMARY STRUCTURAL FRAMING MEMBERS SHALL BE
BUILT-UP OR WIDE FLANGE SECTIONS WITH A MINIMUM WEB THICKNESS OF 118" AND
ROOFINSULA77ON
PROVIDE 2" THICK J-600 INSULATION (VRV) AS VAPOR BARRIER.
A MINIMUM FLANGE THICKNESS OF %".
1 2 3 T
60'-0-
1 20'-0- . 20-0- , 20'-V ,
(eih RIDGE
18' 8"
26GA METAL PANELS, SCREW
DOWN ROOF, COLOR: LEAF GREEN
WALUTE TRANSLUCENT PANELS
EAVE
H
Y 12'-0"
f— 26GA METAL WALL PANELS,
COLOR: COOL SIERRA TAN
kJ \— 10'x10' CHAIN OPERATED DOOR"i.,—
FRONT ELEVATION
SCALE: 1/8" = V-0"
4 3 2 1
60'-0'
20'-0" , 20'-0" , 20'-0' 1
UG
JO 18
777 '•8
"
rI— 26GA METAL PANELS, SCREW
jl DOWN ROOF, COLOR: LEAF GREEN
WALLITE TRANSLUCENT PANELS
EAVE
12'-0"
26GA METAL WALL PANELS,
COLOR: COOL SIERRA TAN
REAR ELEVATION ✓
SCALE: '1/8" = V-0"
23'-0" 8'-6-
I I 1 I
EAVE
12'-0"
26GA METAL WALL
PANELS, COLOR:
COOL SIERRA TAN
LEFT ELEVATION
SCALE: 1/8" = T-0"
D 99
A
23' 9' B't"
I 1 1 I
EAVE
RIGHT ELEVATION
SCALE: 1/8" = V-0"
r
ROOF PANEL
L2' J-800 INSULATION (VRV)
AS VAPOR BARRIER
26GA WALL PANEL
�4-' CONCRETE SLAB
W/ THICKENED EDGE
VAPOR BARRIER
SECTION
A EXTERIOR WALL
1-1 A-1 NOT TO SCALE
2 0' 2' 4- 6'
SCALE: 1/4" = T-0"
4' 0' 4' 8' 17
SCALE: 1/8" = 1'-0"
BLD09®0®
BURIED UTILITIES IN AREA
CALL 2 BUSINESS DAYS
BEFORE YOU DIG
1-800-424-5555
EXISTING UTILITIES SHOWN ARE FROM THE
BEST AVAILABLE INFORMATION AND NO
GUARANTEE IS MADE AS TO THE EXACT
SIZE, TYPE, LOCATION, OR DEPTH.
IF SHEET SIZE IS LESS THAN 22x34,
REDUCE SCALE ACCORDINGLY
6T-0-
1 201-0 1 20'-0• 1 20 -0- 1
10'-0- DOOR OPENING
PER PEMB
MANUF.
PEMB COL
(3) #4 BARS
#5 HAIRPIN 1 OR 2
SECTION
A THICKENED EDGE SLAB
S-1 SCALE: 1/8" = V-0"
tHAIRPIN_2 SECTION
(aD- 1A_1 D, 4A, AND 4D B FOOTING AT GRID 2 & 3
NO SCALE S-1 SCALE: 1/8" = V-0"
RECOMMENDED COMPACTION STANDARD
PER PEMB
LOCATION
MANUF.
qy/�6
STRUCTURAL FILL BENEATH
e
PEMB COL
REBAR CAGE
,HAIRPIN -l-'
(8) #6 BARS E.W.
1 B, 1 C, 4B, AND 4C
STRUCTURAL FILL PLACED MORE
NO SCALE
THAN 2 -FEET BELOW PAVEMENTS
92%
SUBGRADE PRIOR TO FILLING
95%
UTILITY TRENCH BACKFILL FROM
20. b
..� �-ol
SAME AS
ABOVE PIPE CROWN 121
ADJACENTFILL
1'I PERCENTAGE OF MAMMUM DRY DENSITY AS DETERMINED BY
ASTM 01557
3.-4.
SATISFY MANUFACTURERS SPECIFICATIONS
e
tHAIRPIN_2 SECTION
(aD- 1A_1 D, 4A, AND 4D B FOOTING AT GRID 2 & 3
NO SCALE S-1 SCALE: 1/8" = V-0"
RECOMMENDED COMPACTION STANDARD
MINIMUM
LOCATION
COMPACTION I'I
STRUCTURAL FILL BENEATH
FOUNDATIONS, FLOOR SLABS AND
TO A DEPTH OF 2 FEET BENEATH
PAVEMENTS
95%
STRUCTURAL FILL PLACED MORE
THAN 2 -FEET BELOW PAVEMENTS
92%
SUBGRADE PRIOR TO FILLING
95%
UTILITY TRENCH BACKFILL FROM
FINISHED GRADE TO ONE -FOOT
SAME AS
ABOVE PIPE CROWN 121
ADJACENTFILL
1'I PERCENTAGE OF MAMMUM DRY DENSITY AS DETERMINED BY
ASTM 01557
12) PIPE BEDDING AND INITIAL BACKFILL AROUND THE PIPE SHOUL'
SATISFY MANUFACTURERS SPECIFICATIONS
NOTES:
GENERAL: ALL WORK SHALL COMPLY WITH 2006 IBC, STATE, & LOCAL CODES
ANCHOR BOLTSIBEARING PLATES: SEE VARCO PRUDEN COMPANY DRAWINGS.
SUBGRADE: SUBGRADE SHALL BE UNDISTURBED NATIVE SOIL OR WELL
COMPACTED FILL IF FILL, OBTAIN COMPACTION TESTING REPORTS INDICATING
95% COMPACTION. EXCAVATE FOR FOOTINGS AND STEM WALLS FROM THE
PREPARED SUBGRADE. REMOVE ALL LOOSE SOIL FROM EXCAVATIONS.
CONCRETE: 4000 PSI, 3/4" MAXIMUM AGGREGATE. MAXIMUM SLUMP 3". Pr=600
PSI. PLACE USING MECHANICAL VIBRATION. HARD TROWEL FINISH. APPLY
CURE/SEAL WITHIN 4 HOURS OF PLACEMENT, EXTERIOR CONCRETE TO BE LIGHT
BROOM FINISH WITH 5% AIR ENTRAINMENT.
CONCRETE TESTING: ALL TESTING BY INDEPENDENT LABORATORY. PROVIDE
VISUAL INSPECTION OF CONCRETE REINFORCEMENT AND FORMWORK. TEST
FIRST CONCRETE BATCH OF EACH MIX DESIGN FOR SLUMP AND OBTAIN 4
CYLINDERS TO BE CURED FOR STRENGTH TESTS. PROVIDE A MINIMUM OF 1 SET
OF STRENGTH TESTS FOR EACH 70 YARDS PLACED. CONTRACTOR IS TO
ARRANGE AND PAY FOR ALL CONCRETE TESTING SERVICES.
REINFORCEMENT: ALL REINFORCEMENT #4 AND LARGER: GRADE 60. #3
REINFORCEMENT: GRADE 40 OR 60 UNLESS NOTED TO BE GR 60. PROVIDE
CORNER BARS AT ALL CORNERS. LAP REINFORCEMENT - CLASS B. MINIMUM
COVER: 3" TO EARTH FOR FOOTINGS, Q2" TO EARTH FOR SLABS. EXPOSED TO
WEATHER 1Y".
ANCHOR BOLTS: ANCHOR BOLTS SHALL BE DIAM. INDICATED ON DRAWINGS.
CAST IN BOLTS SHALL HAVE 3" HOOK OR STANDARD HEAD. A36 OR A307.
DRILLED IN ADHESIVE ANCHORS EMBEDDED 6" MIN. MAY BE SUBSTITUTED.
ADHESIVE ANCHOR SYSTEM SHALL BE ICBO RECOGNIZED. THE FOLLOWING
BRANDS ARE PREAPPROVED- RAWL CHEM -STUD, HILTI HVA, OR SIMPSON ET.
STUD TO BE A36 OR A307. INSTALL STRICTLY PER MANUFACTURERS
INSTRUCTIONS. CURE ANCHORS A MINIMUM 24 HOURS BEFORE ERECTING
STEEL. INCREASE EMBEDMENT OF BOLTS WHERE INDICATED OR REQUIRED BY
DESIGN.
SOILS & FOUNDATION DESIGN:
ASSUMED 3000 PSF BEARING WITH A MINIMUM EMBEDMENT INTO THE BEARING
STRATA OF 2 FEET, FOR LIGHT FOUNDATIONS FOOTING WIDTHS BETWEEN 12 TO
18 INCHES WIDE MAY BE USED PROVIDED FOOTINGS LESS THAN 18 INCHES WIDE
ARE DESIGNED FOR 1500 PSF BEARING. FOUNDATIONS ARE DESIGNED TO
RESIST UPLIFT, SLIDING AND OVERTURNING WITH A FACTOR OF SAFETY
GREATER THAN 1.5 FOR WIND / SEISMIC LOADS. WHERE DESIGN HAS UPLIFT
DUE TO DEAD OR LIVE LOADS, THE FACTOR OF SAFETY SHALL BE AT LEAST 2.
WHERE DESIGN REQUIRES TENSION TIES, PROVIDE TIE ELEMENT BELOW THE
SLAB ON GRADE WITH ALL TIE REINFORCING HAVING STAGGERED SPLICES SO
NO MORE THAN 33% OF THE TIE IS SPLICED AT ANY LOCATION. COORDINATE TIE
HEIGHTS WITH DRAINS & OTHER UTILITIES. EXCEPT FOR BOTTOM BARS OF
PERIMETER THICKENED EDGES, SLAB REINFORCING SHALL NOT BE USED FOR
CALCULATED FORCES. PERIMETER WALL FOOTINGS MAY BE EITHER A TYPICAL
FOOTING AND STEM WALL OR A THICKENED SLAB EDGE AT THE CONTRACTOR'S
OPTION. THICKENED SLAB EDGES SHALL BE DESIGNED FOR WALL DEAD LOADS,
PROVIDE FOOTINGS AT THE BEARING DEPTH FOR FLOOR AND ROOF LOADS.
STRUCTURAL ENGINEERING:
INDICATED STRUCTURAL INFORMATION IS PROVIDED TO ESTABLISH THE
GENERAL SCOPE OF THE PROJECT TO FACILITATE ESTIMATING THE REQUIRED
WORK EFFORT. THE PRIME CONTRACTOR WOR PRE ENGINEERED METAL
BUILDING CONTRACTOR SHALL PROVIDE SEALED CALCULATIONS AND
INSTALLATION DRAWINGS FOR THIS PRE ENGINEERED METAL BUILDING
COMPLETE AND IN ACCORDANCE WITH THE APPLICABLE INDUSTRY, STATE, AND
LOCAL CODES. THE PEMB DESIGN PACKAGE SHALL PROVIDE CALCULATIONS
AND DRAWINGS OF ALL STRUCT ELEMENTS OF THE BUILDING TO FORM A
COMPLETE SYSTEM IN COMPLIANCE WITH THE CODES, INCLUDING FINAL
FOUNDATION DESIGN, COLUMNS, SEISMIC BRACING, LATERAL LOAD SYSTEM,
CONCRETE FILLED METAL DECK SLABS, ROOF FRAMING, GIRTS, PURLINS, HIGH
BAY DOOR SUPPORT SYSTEM, RIGID FRAMES, TENSION TIES, AND OTHER
STRUCTURAL ITEMS.
SELECT GRANULAR FILL j
US STANDARD PERCENT PASSING B
LESS THAN 5 PERCENT PASSING BASED ON THE '
MINUS 3/4 INCH FRACTION
BLD av9-
20' 2' 4' 6'
SCALE: 1/4" = V-0"
4' 0' 4' 8' 12'
SCALE: 1/8" = 1'-0"
IF SHEET SIZE IS LESS THAN 2204,
REDUCE SCALE ACCORDINGLY
MATERIALS
Cover Sheet PRELIMINARY DRAWINGS 12/06/08 NOT FOR CONSTRUCTION 3 PLATE WELDED SECTIONS
Notes COLD FORMED LIGHT GAGE SHAPES
BRACE RODS
HOT ROLLED MILL SHAPES
\ Anchor Rod Plan HOT ROLLED ANGLES
HOLLOW STRUCTURAL SECTION (HSS)
Primary Structural CLADDING
VP BUILDINGS
VARCO PRUDEN
A BlueScope Steel Company
VP Buildings 3200 Ployers Club Circle Memphis TN 38125
T. ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP
AN, DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE
VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN
OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO
ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP.
GENERAL NOTES
ASTM DESIGNATION
A529, A572, A1011, A1018
A653, MOT
A572
A36, A529, A572, A588, A709, A992
A529, A572, A588, A709, A992
A500 -
A653, A792
A325 & A490 BOLT TIGHTENING REQUIREMENTS
GRADE 55
GRADE 60
GRADE 50
GRADE 36 KSI UNLESS NOTED
GRADE 50
GRADE B
GRADE 50 OR GRADE 80
IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPROPRIATE
REGULATIONS. THE FOLLOWING CRITERIA IS IN COMPLIANCE WITH THE LATEST SPECIFICATIONS, HOWEVER THE ERECTOR
IS RESPONSIBLE TO VERIFY LOCAL AUTHORITY REQUIREMENTS.
ALL CONNECTIONS MADE WITH A325 BOLTS MAY BE TIGHTENED TO THE 'SNUG TIGHT' CONDITION AS PERMITTED
BY THE -SPECIFICATION FOR STRUCTURAL JOINTS USING 4325 OR A490 BOLTS (2004 ED), UNLESS INDICATED AS
'PRE -TENSIONED' ELSEWHERE IN THESE DRAWINGS, OR AS INDICATED BELOW. -
PRE -TENSION BOLTS ON PRIMARY FRAMING, BOLTED BRACING, AND STRUT CONNECTIONS IF LOCATED IN IBC SEISMIC
PERFORMANCE / DESIGN CATEGORY D, E OR F, UBC ZONE 3 OR 4. SEE CODES AND LOADS NOTES BELOW FOR
SEISMIC DESIGN CATEGORY. PRE -TENSION ALL PRIMARY FRAMING CONNECTIONS IN CANADA.
PRE -TENSION BOLTS ON PRIMARY FRAMING, BOLTED BRACING, STRUTS AND CRANE RUNWAY CONNECTIONS IF
BUILDING SUPPORTS A CRANE WITH A CAPACITY GREATER THAN 5 TONS.
CONNECTIONS THAT SUPPORT RUNNING MACHINERY AND OTHER SOURCES OF IMPACT OR STRESS REVERSAL MUST
BE PRE -TENSIONED.
ALL SLIP CRITICAL CONNECTIONS AS INDICATED IN THESE DRAWINGS WITH -SC DESIGNATION MUST BE
PRE -TENSIONED. SC TYPE CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE THE
FRICTION AT CONTACT SURFACES.
CONNECTIONS DESIGNATED AS A325 -X OR A490 -X SHALL BE INSTALLED WITH BOLT HEAD ON SIDE OF THE THINNEST
PLATE BEING CONNECTED.
SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS 'SNUG TIGHTENED', EVEN IF ABOVE CONDITIONS
EXIST, UNLESS SPECIFICALLY NOTED OTHERWISE ON DETAILS.
WASHERS ARE NOT REQUIRED FOR 'SNUG -TIGHT' CONNECTIONS. PRE -TENSIONED A325 OR A490 CONNECTIONS TIGHTENED
USING THE TURN -OF -THE -NUT METHOD DO NOT REQUIRE WASHERS. A490 BOLTS MUST ALWAYS BE PRE -TENSIONED.
CODES AND LOADS
WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS,
HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN
INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS.
Building Code: 2006 International Building Code Z
Fast -Track Building Use:Low Hazard: Ag, Storage, Temp, Collateral Gravity: 0.00 psf (Not Inducting bldq wt)
LIVE LOADS AND RAINFALL
Lire Load 20.00 psf (ReducLk)
Ranfolk 4.00 inches per hour
SNOW LOAD
Roof Snow: 25.00 psi, Flat Roof Snot 25.00 psf
Snow Exposure Category: 3 Sheltered
Snow Importance: 0.800 Thermal Category (Factor): Unheated (1.20)
WIND LOAD
Wnd Speed: 85.00 mph, Wind Exposure: C
Basic Wind Pressure: 11.66 psl
find Imporonce factor: 0.870, Ft= Topographic Factor: 1.0000
Wnd Enclosure: Enclosed, 0.180
Note: Al windows, doss, skylights arld other covered openings
must be designed for the specified obove lend foods
EARTHWAKE DESIGN DATA
Lateral Face Resisting Systems using Equivalent Face Procedure
Mopped Spectral Response - Ss125.00 xg, S1:45.00 Xg
Seismic Hozord / Use Group: Group 1
Seismic Performonce / Design Category D (See Bolt Tightening Note Above)
Seismic Snow Load: 0.00 psl
Seismic Importance: 1.000
Sod Pro IT Type: Still sol (D, 4)
Design Spectral Response - Sds: 0.8333, Shc: 0.4650
Ordinary Sled Moment frames
Frame Redundancy Fador:1.3000
Framing R-Foctor: 3.SD00, Frame Seismic Factor 1%# 0.2381, Design Bose Shear = 0.2381 W
Ordinary Sled Concentric Braced Frames
Brace Redundancy Focla:1.3000
Bracing R-Foctor: 3.2500, Brae Seismic Festa (%s): 0.2564, Design Base Sheor = 0.2564 W
BLD p9 m00e
THIS DRAWING, INCLUDING THE INFORMATION HEREON,
VP REMAINS THE PROPERTY OF BUILDINGS.
1 q \
/P�CSA 66,
COVER SHEET
IT Is PROVIDED SOLELY FOR ERECTING THE BUn.DING
DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND
�) ,�
ButoER
Grant Steel BuOdngs and Concrete Systems, Inc
DIB
SHALL HOT BE MOOIFIED REPRODUCED OR USED FOR
ANY OTHER PURPOSE V;nNhgm PRIOR WRITTEN
`ASAtt ��
G`SfOMER City of Pat Townsend
DATE
12/6/2(108
APPROVAL of w Bu1L111
%
` \TtlfiBd,i�
VP BUILDINGS
THE ERECTOR IS SOLELY
L ouTaN
GENERAL CONTRACTOR ANO/OR
RESPONSIBLE FOR ACCURATE. GOOD ORALITY WORKMANSHIP
-- ACCREDITED
Porf Towruerd, Washington
VARCO PRUDEN
DRAM / CHECK
IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS
DRAWu1G, DETAILS REFERENCED IN THIS DRAWING,
VIM
AC 172
MLG
PROJECT CIL of Port Townsend Golf Course Buil
Y
Blu
A *Scope Sledom
Cpany
w BUILDINGS ERECTION GUIDES
AND INDUSTRY STANDARDS PERTAINING TO PFRWR
7.1c
PAGE
ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY
BRACING.
BU4DER5 PO/2008VPC-26
_.
VPC VERSION:
1
17/A/7MR R•1P15 FILENAME: Pn<i_Yrnr4VPr.
BUILDER/CONTRACTOR RESPONSIBILITIES FIRE CODE COMPLIANCE
VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Produce. thlyResponsibility of the project design professional and builder to comply with local fir
Buildings standard product specifications, design, fabrication, quality criteria shall govern all wivaudlElgssonsideration of, but not limited to, building use and occupancy, all building constr
stipulated otherwise in the contract documents. In case of discrepancies between VP Buildingapstrdoorclt%krasnents, egress requirements, fire protection systems, etc. Builder shall odvi
and plans for other trades, VP Building structural plans shall govern. special requirements to be furnished by VP.
It is the responsibility of the Builder to obtain approvals and SSR ro f fire tested to ASTM E108 -93 -Gloss A rating.
p y pp permits from all governing agere t of
is
ore defined by IBC as Fire Class A roof assemblies (Sec 1505.2).
jurisdictions as required. Approval of VP Building drawings constitutes the builders acceptan o st,$el r of systems are available for FM Class 1 fire rating.
interpretation of the contract purchase order. Unless specific design criteria concerning interRce1 sWr'g0�d fire rated assemblies listed as Design No. P265, P268 and P516.
details ore furnished as part of the contract, VP Buildings design assumptions shall govern. NS
VP engineers are not Project Engineers or Engineer of Record for the overall project. VP e�Ierfsprl --
sealed engineering design data and drawings for VP supplied material as port of the overall Mf7tjilikalknsulo kb4s building from details and instructions contained on these drawings must
others to obtain permits, approvals, and coordinate with other trades. The Builder or A/E fipmtiage bes'pldn@ Wding engineers, or other licensed structural engineer. This includes, but is
for the overall project coordination, including coordination with appropriate inspection and test"oegbrodemofAtir wolf cladding, removing or moving any flonge braces or rod braces, cutti
interface and/or compatibility of any materials not furnished by VP ore to be considered ondJowardiviatBuivsbyor RTU's, correction of fabrication errors, etc. The owner shall not impose I
the builder or A/E firm. structure beyond what is specified for this building in the contract documents. VP Buildings
responsibility for the consequences of any unauthorized additions, alterations, or added loads
VP BUILDINGS CERTIFICATIONS
cooe regulations
PLANT SPECIFIC CERTIFICATIONS
Efecti0 Notes
e VP of an Alobamo
California
Missouri No. Carolin
Wisconsin
IAS FA -377
FA -240
-388 FA -376
FA -378
CSA -A660
VPBULO
PBM00
VPBW19
CWB
Div. 1
iv. 1
Div, 1
Los
Angeles,
Div. 1
- ovide drainage of trapped moisture.
over VP shop coat that the pointing contractor verifies compatibility between his finish coal and VP's shop
Div. 1
be ouston. inApproved
'OLD
A proved
g Weopdei s for
ads(* this
Type 1 Fob
SP02-002
Butyl Sealants - Service Temperature Range (Degrees): Min -60F (-51C); Max 220F (104C)
rtq c no
to-tp� s ru :lure.
Fab ID 24
INDEPENDENT MEZZANINES
s in mess o
o��%i�Ca'ti15 s
0
Fob 10(1 12
isolation from the VP building has been provided to avoid structural damage due to differential movements, or
CONSTRUCTION & ERECTION RESPONSIBILITY Per VP Builder Memo #BM -001, if the builder intends to invoice VP Buildings for modificotio
The Builder is responsible for construction in strict accordance with VP Buildings "FOR CONS111.=Nihe builder must notify VP Buildings immediately, and obtain a Work Authorization frwillo
drawings and all applicable product installation guides. VP is not responsible for work done privE1 tonprotlaedilfg. All final claims must be submitted to VP Buildings with all supporting
drawings that ore not marked "FOR CONSTRUCTION", nor any drawings prepared by others. within 30 days of the building completion. Claims submitted without work authorizations, or
no be a cepted Correction of minor misfits, shimming and plumbing, moderate amount of reaming, drilling,
As erected field assemblies of members shall be as specified in 2006 MBMA Metal Building n
be
minor welding are considered by Code of Standard Practice to be port of erection are
(in Canada - CSA S16-01 Clouse 29.7), which generally require L/500 tolerance of ossembff stb claim reimbursement.
*For buildings with top riding bridge crones see Crone Data drawing for column plumb tolera�,�e,CRETE/MASONRY/CONVENTIONAL STUD WALLS
The building erector shall be properly licensed and experienced in erecting metal building systlWfesengih/el8vddponsible for the design of the wall system is responsible for coordinating wit!riC a�v%Wip n$eRPrts
a responsible for having knowledge of, and shall comply with, all OSHA requirements and all VAh86ipt1gsViegy wall to steel compatibility issues such as drift and deflection compatibility, special ��$e Roof System - #ER -5621
e safety criteria. The builder is responsible for designing, supplying, locating and instollingdbitlyWrprld wall to VP steel connections. All fasteners, sealant and counter flashing of wall systems°QAQI (gib Roof and Wall - #ER- 879
pports and bracing during erection of the building. VP bracing is designed for code requibW Pttaddeditlty contractor. The engineer responsible for the wall shall design the anchorage to VP sY McR(tn§Noll - j)ER-4879
building completion and shall not be considered as adequate erection bracing. See VP BuildeteMerde #&A§i9lGA with Code required forces including ASCE7-05 Sec, 12.11. State of Florida Product Approvals
EXISTING STRUCTURES PANELS a 8245 - VP PR and VR Walls
%% 8043 - VP SSR and PR Roof
VP must be advised of any existing structure that is within 20 ft. of VP's building. Looding®iloE�ptpgtiWidNr9, Snherent characteristic of cold formed steel panels. It is the result of several foc;rd7".11 - VP SSR Tuf-Lite
may be affected when adjacent buildings are within this distance. VP cannot be responsible idorudbeirdRRi00 Otresses in the raw material delivered to VP, fabrication methods, installation procedu a$ 74 - VP PR Roof Tuf-Lit
loading of existing buildings. post installation thermal forces. Thru fastened panels will exhibit some dimpling when instolled, esp oyt
BRACIN insulation is installed between panels and secondary supports. Dimpling can be minimized by carefu 29.1 - VP SLR (Listed as pan -Lok HP)
installation, taking care not to over drive fasteners. M 3741-R1 - VP TextureClod (Li ted as Tronsomerican Strukluroc, Inc.)
Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must a token while D dd Co. Product Approval
is phenomenon that is caused by wind gusts lifting up on the roof panels and°t�en n in
tightening brace rods so as not to cause accidental or misalignment of components. All ro cc4kkt,d9�E'l �8 Panel Rib Roof; Panel ib Wall; and Vee Rib Wall
installed loose and then tightened. Rods should not exhibit excessive sag. For long or he -0 ,°o�IB esAil panels experience this action to some degree, especially with concealed clipp Pa. oborotor Approvals
it may be necessary to support the rod at mid -boy by suspending it from a secondary me 6e . and Roof rumble noise may be m nimized by providing a layer of blanket insu�iflRAi161�fdi ri y PP
Is ponels and any hard support surface such as steel secondary members, substrates such as ply,R§tUL(jTGKX-113; SSR Co posite Roof Class 90-ULffTGKX-113A; SSR Roof w/Super
Bracing for seismic or wind loading of objects or equipment that are not a port of the VP ll�r ANAs dnLAiftoord insulation. A minimum of 3 inch thick blanket is recommended over steel sgbxft�-UL#TGKX-32B;
designed by a qualified professional to deliver lateral loads to primary frames and rod brocingedlfFfB, or 2 inch over substrates. Panel Rib Roof UL Class 60 -UL# GKX-60; Panel Rib Roof UL Class 90-UL#TGKX-64;
Equipment bracing and suspension connections must not impose torsion or minor axis loads, or cause local y P SL Roof Class 90-U #TGKX-90
distortion in any VP components. VP accepts no responsibility for design or installation of b4fi �W � , �a+pling, and roof rumble do not affect the structural integrity or weather tightssM�utuci proved Assemblies
not furnished by VP. on cd ins clot -grounds for rejection of panels. SSR Roof Systems ore approved various type applications and listed in FM Approval Guide
FIELD WELDING The SSR/SLR joint detail is designed with an interlocking feature for ease of installation. However, `44isGo SSR (0.0227" Nominal), is available in Class 1-60, 1-75, 1 -90. 22Go SSR (0.0271
All field welding shall be done at the direction of a design professional, and done in occorddgWrjjh)Se,,�{�p�,.,J"olled SSR/SLR panels be secured to the secondary structural members and propolllprrieal)heiB available in Class 1-75, 1-90-, 1-120.
requirements (AWS in USA, CWB in Canada) by welders qualified to perform the welding as cippefea°bo ure from the job site each day. SLR Roof Systems ore approved i various type applications and listed in FM Approval Guide
applicable welding procedure specification (WPS). A WPS shall be prepared by the contractor Ediftk Bt0welding 24 Go SLR (0.0227" Nominal), is available in Class 1-75 and 1-120.
variation specified. Unless otherwise approved, use E70ksi yield, low hydrogen electrodes. T�r� t t r shnu� Potents
provide for any special welding inspection as required by code. VF'�`°�urft Fe� and- VP's domed skylight hove been tested to support a 300 Ib. load over a 1 sq. ft.. Vpfl EolosTrussed Purlins : pal. 6,M,881 pot. 6,912,787
well as uniform gravity and uplift load test. Local building departments may require added fall restraint due
DELIVERIES to conditions that may affect the skylight structural integrity. It is the responsibility of the builder to
determine and provide any added fall restraint under the skylight as may be required by your building NOT F CONSTRUCTION
It is the responsibility of the builder to hove adequate equipment ovoilobl OLEt�heN 'ahRs ,Aar o d rucks in ns Dile-011 W-LUOw° NE r6010 MM" MOiEm,
p y qpW,Y,t�i q� n¢vub °E amrtnx a w 9Ulnecs. VP Buildings
Efecti0 Notes
T FF ITISPltll mBED w x rdl E E 3200 Players Club Circle Memphis TN 38125
a safe and timely manner. The Builder will be responsible for all retenti nvAbTLtI�dN� 04
1 �twRcode
of job site unloading delays, ft1OUVPENGNEER55EALD�'PPin ge systems must be designed by the prof
ENGINEER
INEE�a
an Gri f SIW W od Concrete m fM ,oa f
NpTEPP ar draino a designs, overflow S
Per VP Builder Memo (JBM-001, claims for damage or losses MUST ben tex�°EOsNEPeNIDl i PBP �rv� 9 9
that °
0WRM dPalI'MiSexi a
X12/6/2006
s�r re nsible to ensure rima
Uniform Commercial Code. It is critical t of damages or loss be noted n t!5@R"yl1� yptfAl akvided as required f r the required i prermet r rid at volt onditi ns
rag—,
°um+ Tons<nd Wosfmgtm VP BUILgNGS
-C0 1_ fora
d Port T°.mmd Cdl Caxx 8sTi
r°
little recourse with the carrier. Immediate upon delivery of material, m teriol !u Ton' fes die eTi tJriDy�Tfi'Ig'ng• mr suo-
Y P ry q .x:E °a R u5E aNis
7.Ic EMGE 1
Builder against quantities billed on the shi in document. Neither the M nufacturer nor the P T ��
419:17
20WOC-Y6 w,c wAsxx'
-TrakVPC
responsible for material shortages against quantities billed on the shipping document if such hort0gees areafn°t , P
POP shop VPs coat i to provide rotectio for the steel mem r n n r n cin
noted on the shipping documents upon d ivery of material and acknowledged by the carriers AY. nq
n— inh �itp storuge and during prp�f;^n Stnni nrd Abo-p-formulation
materials ca eeeied i bu dies, boxes, a erates, sherteges at be reported ;r i
Should products get wet, bundled and crated materials must be unpacked and unbundled im g t�g aEq hen exposed to environmental conditions. Members shall be kept free of the ground and properly
drained 'dur ng job site storage. It is the Builder's responsibility to ensure that if a finish coot is being applied
- ovide drainage of trapped moisture.
over VP shop coat that the pointing contractor verifies compatibility between his finish coal and VP's shop
>LANTS coat. See VP Builder Memo #BM -001 & #BM -002.
'OLD
Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised.
Sealant must be applied in temperatures and weather conditions consistent with labeling.
Butyl Sealants - Service Temperature Range (Degrees): Min -60F (-51C); Max 220F (104C)
Tape seolonts - Service Temperature Range (Degrees): Min -60F (-51C); Max 212F (tOOC)
INDEPENDENT MEZZANINES
Independent mezzanines must be designed by a professional engineer. The engineer must ensure that proper
isolation from the VP building has been provided to avoid structural damage due to differential movements, or
inadvertently apply loads to the VP structure. VP accepts no responsibility for the design of the independent
iJDmm /
`• I/2"DIAMETERIETER 'J
2 1/2" (64mm) CONCRETEETE ANCHORS
i52mm p E N PROJECTION (U.O.N.) (BY BUILDER)
E E 4 N h o
E BOTTOM OF COLUMN o
N F
N _ 1O w in E BASE PLATE ELEV. E
H W
�s
5
I E WTI H LU m
2 1/2' 4' N r 2 1/2"I L �,2 1/2 J 1 1/4' OPENING WIDTH 1 1/4'
61mm F 64mm 102-64mm i—F� 81 .mm 32mm 32mm
L a+ L
NOTE: i' (25mm) PROJECTION ABOVE
BOTTOM OF JAMB CLIP
i(2),3/4'Die. A36A.RDds D2(2),A/4'Ole. ANA.Rafs D3'(4W4'Die. AMA.Rods TYPICAL ANCHOR
raw=6'L'To' Plemw�'L'�o' P1a°eW�'L=+`r ROD PROJECTION FRAMED OPENING DETAIL
O�
Hn
I
00
f
0 0
I I
o M
7 N
to
i
00
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCTOF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
10'-0" - t"I
10'-0" y15-9=
20'-0" 20'-0" 20'-0"
60'-0"
ANCHOR ROD PLAN
RnislW Floor Elewlion = 100'-0' (unless Noted Otherwise)
M
HEREON.
vARIES
BOTTOM OF
'.[j
COLUMN
BASE PLATE �
LSTO = 1/2' (13mm)
FLUSH = 0' (Omm)
TYPICAL COLUMN
BASE PLATE DETAIL
1. CONCRETE. GROUT, ANCHOR ROOS, AND ANT OTHER
EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS,
2. MISS OTHERWISE SPECIFIED, MANUFACTUER ASSUMES
COMO" HAS A COYPRESSVE STRENGTH OF 30DO PSI
3. ANCHOR RDD DIAMETERS WERE DETERMINED BY ALLOWABLE
SHEAR AND TENSOM PER NSC SPEC6IGTIONS (FY-mxsj)
ANCHOR ROD LENGTH, EFFECTS OF EMBEDDED ANCHOR
ROD EDGE ORMENSIONS AND METHOD OF TRANSFERRING
FORCES FROM AMCNOR 005 * TO FOOTINGS ARE TO BE
DETERMINED BY OTHERS.
4. UNLESS OTHERWISE SPECs1ED. ANCHOR RODS ARE
DETAILED WITH A PITCH AND CNZ OF S INCHES
ASSUMING 'CAST -IM -RACE' ANCHOR RODS WITH SMUG
ncHT' CONHECTONS.
a FOUNDATION MUST BE LEVEL, SOLAR AND SMOOTH,
ANCHOR RODS MUST DE ACCURATELY PLACED AS SHOWN
ON THIS DRAWING OR STEEL WILL NOT FIT.
e. THE BUEDER 6 RESPONSIBLE FOR ACCURATE SETTING
OF ANCHOR RODS MTNW INOINOIIAL COLIIYN X00
GROUPS -TOLERANCE a -1/e'. DRENSONS f[TWEEN
ANCHOR Roo GROUPS - TOLERANCE +-1/4-. ERECTION
Or STEEL COMPOHENTS MAT BE AND PLUMB
PER MOM CODE OF STANDARD PRACTICE.
T. DESIGN LOADS AND REACTORS ARE FURNISHED IN THE
REACTIONS REPORT.
VP Buildings
3200 Players Club Circle Memphis TN 38125
iEV I DATE 1 Br 1 DESCRIPTION
NTS
I') /A MAnn 2 -10 -IR
NOT FOR CONSTRUCTION
IN ROD PLAN
Grant Steel Buildings and Concrete
City of Port Townsend
Pal Townsend, Woshington.
City of Port Townsend Golf Course
Pot 2008VPC-16
rn i_T., "
JOB
VVP BUILDINGS
VARIED PRUDE.rAG31
A 81-SCOP.Steel COmpOn
AVC VERSION: 7.1E
i%
3 D
01
6y
!`1
2
I
2
iD
3 D
D1
10'-0" y15-9=
20'-0" 20'-0" 20'-0"
60'-0"
ANCHOR ROD PLAN
RnislW Floor Elewlion = 100'-0' (unless Noted Otherwise)
M
HEREON.
vARIES
BOTTOM OF
'.[j
COLUMN
BASE PLATE �
LSTO = 1/2' (13mm)
FLUSH = 0' (Omm)
TYPICAL COLUMN
BASE PLATE DETAIL
1. CONCRETE. GROUT, ANCHOR ROOS, AND ANT OTHER
EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS,
2. MISS OTHERWISE SPECIFIED, MANUFACTUER ASSUMES
COMO" HAS A COYPRESSVE STRENGTH OF 30DO PSI
3. ANCHOR RDD DIAMETERS WERE DETERMINED BY ALLOWABLE
SHEAR AND TENSOM PER NSC SPEC6IGTIONS (FY-mxsj)
ANCHOR ROD LENGTH, EFFECTS OF EMBEDDED ANCHOR
ROD EDGE ORMENSIONS AND METHOD OF TRANSFERRING
FORCES FROM AMCNOR 005 * TO FOOTINGS ARE TO BE
DETERMINED BY OTHERS.
4. UNLESS OTHERWISE SPECs1ED. ANCHOR RODS ARE
DETAILED WITH A PITCH AND CNZ OF S INCHES
ASSUMING 'CAST -IM -RACE' ANCHOR RODS WITH SMUG
ncHT' CONHECTONS.
a FOUNDATION MUST BE LEVEL, SOLAR AND SMOOTH,
ANCHOR RODS MUST DE ACCURATELY PLACED AS SHOWN
ON THIS DRAWING OR STEEL WILL NOT FIT.
e. THE BUEDER 6 RESPONSIBLE FOR ACCURATE SETTING
OF ANCHOR RODS MTNW INOINOIIAL COLIIYN X00
GROUPS -TOLERANCE a -1/e'. DRENSONS f[TWEEN
ANCHOR Roo GROUPS - TOLERANCE +-1/4-. ERECTION
Or STEEL COMPOHENTS MAT BE AND PLUMB
PER MOM CODE OF STANDARD PRACTICE.
T. DESIGN LOADS AND REACTORS ARE FURNISHED IN THE
REACTIONS REPORT.
VP Buildings
3200 Players Club Circle Memphis TN 38125
iEV I DATE 1 Br 1 DESCRIPTION
NTS
I') /A MAnn 2 -10 -IR
NOT FOR CONSTRUCTION
IN ROD PLAN
Grant Steel Buildings and Concrete
City of Port Townsend
Pal Townsend, Woshington.
City of Port Townsend Golf Course
Pot 2008VPC-16
rn i_T., "
JOB
VVP BUILDINGS
VARIED PRUDE.rAG31
A 81-SCOP.Steel COmpOn
AVC VERSION: 7.1E
O
1 6"
F'Imension Key
I. !2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR PURLIN TO
-WE, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS
UNLESS NOTED OTHERWISE.
2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SIDE OF THE WEB AS THE HILLSIDE WASHER.
0
0
O -I
T r Y
O
0
W
002 CX002 CX001
03Rq.�2o,
03�P220�
03)Yq1300
13,31,
059_1 1
03Rq�300
o3�P2�oo
o3Rg22o,
03�P220�
CGX001
s
x
x
w
w
N
O
x
0
w
CGX001 CX001 CX002 CGX002
20'-0" �— 19'— 6" 1
60'-0"
PRIMARY AND ROOF BRACING PLAN
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
QLD09
® 0
C3
NOT FOR CONSTRUCTION
Shope Nome = Fast -Trak
THIS DRAWING. INCLUDING THE INFORMATION HEREON,
J
REMNNS THE PROPERTY OF VP BUILDINGS.
VP Buildings
-PRIMARY AND ROOF BRACING PLAN
K PROVIDED SOLELY FOR ERECTING THE BUILDING
3200 Plo Players Club Circle
y
Memphis TN 36125
knTNDESCRIBED IN _THE APPLKI�BLE�NASE ORDER AND
ANy THER YODIF YNDIiiOUT DOR N D i0R
APPROVAL OF VP BUILDINGS. MRRTE
REy DATE By
BOLOER
OESCRMICN Gront Steel Builth s and Concrete S tems, Inc
'I°B F
THE GENERAL CONTRACTOR AND/OR ERECTOR 5 SOLELY
cusTO " City of Port Townsend
wTF12 6
/
RE5PON9DLE fOR ACCURATE, GOOD d1ALITY M'ORKNANSHIP
IN ERECTNo THIS BUILDING IN CONFORMANCE WITH THIS
LOCATION pal Townsend, Washington
VP BUILDINGS
IRA a
City of Port Townsend Goll Course Building
vARDO PRUDEH
DRAWING, NLS REFERENCED IN THIS DRAWING,
ALL API'E VP ERECTION GUIDES.PROJE
III
AND INDUSTRY STANMRDS PERTAINING TO PROPER
ERECTgN, IRCLUgNC THE CORRECT USE OF TEMPORARY
NTS
FAALDCRS Po/ 20OW-26
A BlueScopa Steel Ca^PO
VPC vERs*N; 7.IC
PACE
4
BRACING.
17/1;hnFt
A 1419 FLEN"IE' Fast-Trock.VPC
0Frame Member Schedule
WebThk.
Part
Mem
Width
CGX001
1
5"
)01
2-4
5"
BGX002
5-7
5"
CGX002
8
5"
EGX001
9
5"
EGX002
10
5"
Thick
WebThk.
Deptht
Depth2
Approx.Lgth
.0590
2@.0590
8 1/2"
8 1/2"
10'-8 7/16"
.0730
2@.0730
81/2"
81/2"
21'-011/16"
.0730
2@.0730
81/2"
81/2"
21'-31/2"
.0590
2@.0590
8 1/2"
8 1/2"
10'-8 7/16"
.0590
2@.0590
81/2"
81/2"
13'-315/16"
.0590
2@.0590
81/2"
81/2"
13'-315/16"
M
9 18'-8" Ridge Ht.
8 3 1/2"
7 5/8"
6 V-813/16"
5 V-6 3/4"
4 3'-0"
3 3'-51/4"
2 4'-0"
1 1 5/8"
F-'- Imension Key
12 X 1 1/2 A325
—WE. GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS
UNLESS NOTED OTHERWISE.
2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SIDE OF THE WEB AS THE HILLSIDE WASHER.
Detail
BR25C9
BR25C9
Cee Mark No
D
o'
\ 6
4 00Q:12
Frame Clearances
Horiz. Clearance between members l(CGX001) and B(CGX002): 38'-3 3/4"
Vert. Clearance at member l (CGX001): 10'-9 7/16"
Vert. Clearance at member 8(CGX002): 10'-9 7/16"
Vert. Clearance at member9(EGX001): 13-4 1/16"
Vert. Clearance at member 10(EGX002): 13'-4 1/16"
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
A
~o
6
2/',/„
4.000 :12
,00p:'2
4 ® 41-'9
23'-0"
40'-0-
FRAME CROSS SECTION, AT FRAME LINE(S) 1
CBolt Connection
& Plate Schedule
Id Qty
ASTM Bolt
Bolt Plate Rows Rows Tension Washer
Dia.
Length Thick. Out In Bolt
A 4
A325 1/2"
1 1/2" 3/8" 1 1
B 6
A325 1/2"
11/2" 1/4" 1 BLD AV 9 a,
NOT FOR CONSTRUCTION
Shape Nome = Fast -Trak Wall 1, Frorm t
THE VP ENGINEER'S SEAL APPUES
THIS DRAWING. INCLUDING THE INFORMATION HEREON•
REMAINS THE PROPERTY OF VP BUILDINGS.
VP Buildings
_
1
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
IT IS PROWDEO SOLELY FOR ERECTING THE BUILDING
TMHEEWAPPLICABLE PURCHASE ORDER AND
3200 Ployers Club Circle
Memphis TN 38125
FRAME S SECTION AT FRAME LINE(S)
REQUIREMENTS
ENG NEER'SCIFIED BY VR SEALL DOES
SDEHAStCMBNEOD BINE
Atn OTHER PURPOSE wDItHOUT�D R USED FOR
APPROVAL OF VP BUILDINGS. TEN
REVDATE By
�PT�
DESCRIPTION
11R
Grant Steel Build s and Concrete S tems, Inc
doe /
NOT APPLY TO THE PERFORMANCE
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY
pAT
�2�6�2C
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
CUSTOMER City of Part Townsend
�PR.W
LOCATION Port Townsend, Washington
EXCEPT TO ANY DESIGN OR PER-
RESPONSIBLE FOR ACCURATE GOOD DUALITY WORKMANSHIP
IN ERECTING THIS ACCURATE
IN CONFORMANCE WITH THIS
/�O
MLC
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
DRAWING. DETAILS REFERENCED IN THIS DRAWING,
ALL APPLICABLE VP ERECTION GUIDES.
A BiueScope Steer Com
PROJECT City of Part Townsend Golf Course Building
AND INDUSTRY STANpARp$ PERTAINING To ppppER
NTS
BUILDER'S P0/ 2DDB�TT(.-26
MC YERSKW: 7.1c
AGE
P 5
ERECTION. INCLUDING T/IE CORRECT USE OF TEMPORARY
BRACING.
17/F. /?mR
A -10•7n
FILENAME: FR<I-T—kVPr. -
0Frame Member Schedule
WebThk.
Part
Mem
Width
CX001
1
T.
001
2
5"
hbX001
3
5"
CX002
4
5"
Thick
WebThk.
Depthl
Depth2
Approx.Lgth
.3125
.1345
1'-0"
1'-3"
11'-5 3/8"
.1875
.1644
1'-7"
9"
20'-111/16"
.1875
.1644
9"
V-7"
20'-111/16"
.3125
.1345
1'-0"
1'-3"
11'-5 3/8"
10 18'-8" Ridge Ht.
9 3 1/2"
8 5/8"
7 V-813/16"
6 9"
5 9 3/4"
4 3'-0"
3 3'-5 1/4"
2 4'-0"
1 1 5/8"
17171mension Key
1, /2 X 1 1/2 A325 SNUG TIGHTENED BODS FOR PURLIN TO
AE, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS
UNLESS NOTED OTHERWISE.
2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SIDE OF THE WEB AS THE HILLSIDE WASHER.
D
0p0:,2
�o
®a ,9"
-�r
Frame Clearances
Horiz. Clearance between members l(CX001) and 4(CX002): 37'-2 7/16"
Vert. Clearance at member l(CX001): 10'-0 1/16"
Vert. Clearance at member 4(CX002): 10'-0 1/16"
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
A
°/ ?1',,"
4, 000. /?
4 ® 4'-9.
40'-0"
FRAME CROSS SECTION AT FRAME LINE(S) 2
0
N
O
N
LO
O
a_
U
M
ME31
0
0
E
I
CBolt Connection & Plate Schedule
Id Qty
ASTM Bolt Bolt Plate Rows Rows Tension Washer
Dia. Length Thick. Out In Bolt
A 6
A325 3/4" 2" 3/8" 2 1
B 4
A325 3l4" 2" 3I8" 1
NOT FOR CONSTRUCTION \\�
C:
Shape Name =Fast -Trak Wall 4, Frame 2
THE VP ENGINEER'S SEAL APPLIES
THS DRAWING, INCLUDING THE INFORMATION HEREON,
REMAINS THE PROPERTY OF VP BUILDINGS.
VP Buildings
FRAME CROSS SECTION AT FRAME LINE(S) 2
ONLY TO THE WORK PRODUCT OF
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
3200 Pla ers Club Circle
%r
Memphis TN 38125
VPANODESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
DESCRIBED IN THE APPLN:ABLE PURCWASE ORDER ANO
SIULL NOT IE�TRODUCED OR USED FOR
ANY i8 PRN)R WRITTEN
�.
� pTpN BULIER grant Steel Builth and Concrete Systems, Inc
JOB E
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
APPROVK OF VP BIALUNGS.
ATE
T0141 City of Port Townsend
TRE CONTRACTOR AND/OR ERECTOR IS SOLELY
MT(2/6/2t
1
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
GENERAL
RESPONSIBLE FOR ACCURATE GOOD IXIALITY Wg7I(YANSNIP
IN ERECTUN, THIS BUILDING bI CONFORMANCE WRH THISvARca
VP BUILDINGS
PRUDEN
LOCATION Pod Towmend Washington
�'/CNEC
Or
FOR REQUIREMENTS
DRAWING. DETAILS REFERENCED IN TH75 pRAMNC,
ALLAPPLIrABLE W ERECTION GUIDES
LG
City of Pori Townsend Coll Course Building
SPECIFIED BY VP.
SPECIFIED
INDUSTRY STANDARDS PERTAININd TO pRppER
ERECTION INCLUDING THE CORRECT USE OF TEMPORARY
A BIII!$l;o(NI Slod Compo
wt YERsom: 7,1C
PAGE
6
BULOER'S Po/ 20OW-26
BRACING.
NTS
t7/A/7rYN
B 1997 "LE"""E° Fast-Trock.VPC
0Frame Member Schedule
Part
Mem
Width
CX002
1
5"
301
2
5"
RBX001
3
5"
CX001
4
5"
Thick
WebThk.
Depthl
Depth2
Approx.Lgth
.3125
.1345
1'-0"
V-3"
11'-5 3/8"
.1875
.1644
V-7"
9"
20'-1 11/16"
.1875
.1644
9"
1'-7"
20'-111/16"
.3125
.1345
V-0"
V-3"
11'-5 3/8"
10
18'-8" Ridge Ht.
9
3 1/2"
8
5/8"
7
V-8 13/16"
6
9"
5
9 3/4"
4
3'-0"
3
3'-51/4"
2
4'-0"
1
1 5/8"
F'Imension Key
1
/2 X 1 1/2 A325
,,.,ME, GIRT TO FRAME, AND GIRT TO CUP CONNECTIONS
UNLESS NOTED OTHERWISE.
1. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SIDE OF THE WEB AS THE HILLSIDE WASHER.
D
o'
\ 1
4 000.2
2ti ,1"
• 4 ®� �9"
0
0
N
Frame Clearances
Horiz. Clearance between members l(CX002) and 4(CX001): 37'-2 7/16"
Vert. Clearance at member 1(CX002): 10'-0 1/16"
Vert. Clearance at member 4(CX001): 10'-0 1/16"
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
A
�o
/„
9 000.T2
4
® 4'-91
0
0
0
N
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER.
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
40'-0"
FRAME CROSS SECTION AT FRAME LINE(S) 3
Shape Name = Fost-Trock Wan 4, Frame 3
HEREON,
O
LO
O
N
LO
O
a
U
❑h
f
0
03olt Connection & Plate Schedule
Id Oty
ASTM Bolt
Dia.
A 6
A325 3/4"
B 4
A325 3/4" ,
VP Buildings
3200 Players Club Circle Memphis TN 381
EV DATE a DESCRIPTION
I
NTS
Bolt Plate Rows Rows Tension Washer
Length Thick. Out In Bolt
2" 3/8" 2 1 g@
2"— 3 1 BLD Q 9 ®® 0 kV
NOT FOR
FRAME CROSS SECTION AT FRAME LINE(S) 3
Grant Steel Buildings and Concrete Systems, Inc
City of Port Townsend
Port Townsend, Washington
City of Port Townsend Gall Course Building
F LEN E: F-I-T—It VPC
JOB f
VVp CO BUILDINGSPRUDEN
VIJiF31LG7
A &ueSoope Sled Compo
VPc YERs*N: TIC
0Frame Member Schedule
FRAME CROSS SECTION AT FRAME LINE(S) 4
Part
Mem
Width
Thick.
WebThk.
Depthl
Depth2
Approx.Lgth Detail Cee Mark No
CGX002
1
V.
.0590
2@.0590
8 1/2"
8 1/2"
10'-8 7/16"
001
2-4
5"
.0730
2@.0730
81/2"
81/2"
21'-011/16"
b(3XO02
5-7
5"
.0730
2@.0730
81/2"
81/2"
21'-31/2"
CGX001
8
5"
.0590
2@.0590
8 1/2"
8 1/2"
10'-8 7/16"
EGX002
9
5"
.0590
2@.0590
81/2"
81/2"
13'-315/16" BR25C9
EGX001
10
5"
.0590
2@.0590
81/2"
81/2"
13'-315/16" BR25C9
9 18'-8" Ridge Ht
8 3 1/2"
7 5/8"
6 V-8 13/16"
5 V-6 3/4"
4 3'-0"
3 3'-5 1/4"
2 4'-0"
1 1 5/8"
F-I'limension Key
1'. /2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR PURLIN TO
..-DIE, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS
UNLESS NOTED OTHERWISE.
2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME
SIDE OF THE WEB AS THE HILLSIDE WASHER.
D
Or
\ 6
4 OOQ•�2
Frame Clearances
Horiz. Clearance between members l(CGX002) and 8(CGX001): 38'-3 3/4"
Vert. Clearance at member l(CGX002): 10'-9 7/16"
Vert. Clearance at member 8(CGX001): 10'-9 7/16"
Vert. Clearance at member 9(EGX002): 13'-4 1/16"
Vert. Clearance at member 10(EGX001): 13'-4 1/16"
Finished Floor Elevation = 100'-0" (Unless Noted Otherwise)
A
4.000
4 ® 4'-9,
23'-0" 1 8'-6"
40'-0"
FRAME CROSS SECTION AT FRAME LINE(S) 4
molt Connection
& Plate Schedule
Id City
ASTM Bolt Bolt Plate Rows Rows Tension
Washer
Dia. Length Thick. Out In Bolt
A 4
A325 1/2" 11/2" 3/8" 1 1
B 6
,r'n 0
A325 1/2" 1 1/2" 1/4" 1 JBg D®
SDI (1
9
r,
NOT FOR CONSTRUCTION
Shope Nome = Fost-Trak Woll 4, Frame 4
THE VP ENGINEER'S SEAL APPLIES
HEREON,
INCLUDING OF VPIN BUILDINGS.
REMAINS THE ,P
VP Buildings
AT FRAME LINE(S) 4
ONLY TO THE WORK PRODUCT OF
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
3200 Players Club Circle
Memphis TN 38125 FRAME CROSS SECTION
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
DESCRIBED IN IN APPLICABLE PURCNASE ORDER AND
SHALL NOT BE YOgflED RE DOR USED FOR
InR PURPOSE W11TgUT WRITTEN
APPROVAL OF VP BUILDINGS.
REV OATCJay � p7gN BUlOER (�' onl Steel Bulldl and Concrete Systems, Inc�BUILLDINIGS
'�
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
q/5101ER City of Pat Townsend
THE GENERAL COMRACTOR µD/OR ERECTOR 6 SOLELY
OATT12/6/2G
1
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
RESPONSIBLE FOR ACCURATE C000 WALITY WORNMµSINP
W ERELONG IVIS BUILDING IN COHFORUANCE WfTN THIS
�ABIwScope
LOCATION Pat Townsend, WOSITIn9tOrl
FORMANCE REQUIREMENTS
DRAWING DETNLS RE RENCEO IN THIS DRAWING.
ALL APPLICABLE VP ERECTION GUIDES
SININ Com
ms'µ/CNEO
MLG
PROJECT City of Port Townsend Goll Course Build'mg
SPECIFIED BY VP.
µ0 INDUSTRY STµDARDS PERTAINWd TO pRpp[R
IHCLUOWG TME CORRECT Oi TEMPORARY
NTS
BULDEWS POE 2008VPC-26
Vpc VERs*N; 7 I
PAGE B
ERECTION, USE
BRACING.
11101W
R•10d5 FILENAME: FmI-TfrckVPC
0Sag Angle Schedule
Id Qty Mark No
1 3 SA3013
2 24 SA4107
3 6 SA0025
See SED: BR09A4 for installation
Secondary
Part Schedule
1R21311
Mark
Part
Thick.
E1
03EH1911417 •
0.0590
E2
01EH1911417
0.0590
P2
24P2301014
0.0820
P3
40P2202417
0.0590
Spacing
3'-1 1/2"
4'-g"
5/8"
O
1 6"
F-imension Key
V. i NOTED, USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR
.JN LAP, PURLIN TO FRAME, FIANCE BRACE TO FRAME, AND FLANGE
BRACE TO PURUN CONNECTIONS.
2, WIND, FLANGE, AND PURLIN BRACING ARE AN INTEGRAL PART OF THE
ROOF STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR
TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF
ROOF BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.
G>-
0 Sag
/
0
b
a
Depth Lap
8 1/2"
81/2" 2 3 4
8 1/2" 3'-0"
8 1/2" 1'-0"
IR283
1111282
1R21311
BLD 0
�NOTFORONSTRUCTIONb
P (Typ•)
P3( yp•)
P2(Ty •)
P (Typ•)
P3( yp•)
P2(Ty •)
THE VP ENGINEER'S SEAL APPLIES
THIS DRAWNG, INCLUDING THE WFORMATON HEREON,
REMAINS THE PROPERTY OF, VP
BUROOCS.
VP Buildings
1R1B1
1R1B2
1R1B3
1 19'-6" 20'-0" —� 19'-6" 1
60'-0"
ROOF SECONDARY PLAN
BLD 0
�NOTFORONSTRUCTIONb
. ,
snDPe Nome =Fast—Trott
THE VP ENGINEER'S SEAL APPLIES
THIS DRAWNG, INCLUDING THE WFORMATON HEREON,
REMAINS THE PROPERTY OF, VP
BUROOCS.
VP Buildings
ROOF SECONDARY PLAN
ONLY TO THE WORK PRODUCT OF
PERFORMANCE
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
PURCHASE AND
3200 Plo ers Club Circle
Y
Mem hiS TN 38125
P
VP AND DESIGN AND
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
DESCRIBED IN THE APPLI Er ORDER
SHALL TMNOR K EIE"PROOIICED OR UNED FOR
ANY APPROVAL Di BUILDINGS.T PRgR N'RITTE
REV DATE BY
�R
DESCRPTON Grant Steel Build and Concrete Systems, Inc
JOB A
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
CLISIOMER City of Pod Townsend
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY
DAT
�2l
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP
IN ERE"AG THIS BUILDING IN CONFORMANCE WITH THIS
VP BUILDINGS
VARcO PRUDEN
LOCA m Pal TorrnsEnd, WDshington
�'�
MLG
FORMANCE REQUIREMENTS
DRAWING. DETAILS REFERENCED IN TMIS ORAINNG,
ALL APPLIGBLE VP ERECTION GUIDES
City 01 Part TOWtISefld GOB GOUTSe BUIId'Ing
SPECIFIED BY VP.
AN INDUSTRY STANpARDS PERTAININd TO PROPER
E; INCLUDING THE CORRECT USE OF TEMPORARY
A AIueS[ope Steel Compo
TIC
PAGE 9
BIALDCR'S PDA
BRACING.
NTS
20098-26
vPc VERSKW:
»/R/,)Am
A-10.96 nLENANE; Fntl-Trw.k.VPr.
aart Mark Key
Secondary Part Schedule
THIS THEAHEREON.
1 G1(Typ.)
Mark Part
Thick.
Depth
2 G2
G1 05GO703517
0.0590
81/2"
1
G2 05GO603217
0.0590
81/2"
4 GFA106
G3 05G2209417
0.0590
81/2"
5. GFA200
G4 05G1501417
0.0590
81/2"
P1 JCP0521 H 0.0590 81/2"
Lap
8'-6"
1 4'-0"
Dimension Key
S NOTED, USE 1/2 X 1 1/2 A-315 SNUG TIGHTENED BOLTS FOR GIRT LAP,
TO FRAWE, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT,
JAMB AND HEADER CONNECTIONS.
2. WIND AND FIANCE BRACING ARE AN INTEGRAL PART Of THE WALL STRUCTURAL
SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION Of WALL
AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT
PRIOR AUTHORIZATION IS PROHIBITED.
23'-0"
40'-0"
SECONDARY ELEVATION AT 1
Shope Norse = Fost-Trak Woll = 1
THIS THEAHEREON.
THE VP ENGINEER'S SEAL APPLIES
REMAINS THE 'PROPEL OF BUILDINGS.
ONLY TO THE WORK PRODUCT OF
IT IS PROVIDED SOLELY FOR ERECT NG THE BULGING
VP ANDDESIGN AND PERFORMANCE
DESCRIBED BI THE APPLICABLE PURCHASE ORDER AND
CISFI�EDDB�VP.
RT
SFULL 1gR%R WFIDt PTRODUCED OR�USED FOR
PRIOR WRO
HOE VREMENTS P ENGINEER'S
NOT APPLY TO THE PERFORMANCE ES
APPROVAL OF M BInLWNGS.
THE GENERAL CONTRACTOR AND OR ERECTOR 5 SOLELY
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
RESPONSIBLE FOR ACCURATE, D OUALRY WORKMANSHIP
EXCEPT TO ANY DESIGN OR PER-
IN ERECTING THIS SURDWG IN CONFORMANCE WITH TNS
FORMANCE REQUIREMENTS
DRAWING, pETNLS REFERELACED IN 7HS DRAWING,
SPECIFIED BY VP.
ALL APPLIGBLE M ERECE IOM GUIDES
AN INOISTRY STANOAROS PERTNNINd TO PROPER
ERECTION, wICLUDINC THE CORRECT USE OF TEMPORARY
EUtACINC.
8'-6"
101
NOT FOR CONSTRUCTION
VP Buildings SECONDARY ELEVATION AT 1
3200 Ployers Club Circle Memphis TN 36725
IEV OATE BY DESORPTION BUILDER Grant Steel Buildings Ond Concrete
OuST011""City of Port Townsend
LOCATION Port Townsend, Washington
PROJECT City of Port. Townsend Golf Course
NTS BUILOER'S PO/ 2009R_26
t9/R/91YN
R-19:27 "LENA"E: Fast-Trock.VPC
BLD 0- -0 0
110
VBUILDINGS oaAWN/ �
VARCO PRUDEI MILN
A BlueScope SIee1 Compos PACE
YPc vERSION: TIC 10
Bracing Member Schedule
Id Part Description
PPBX001 3P 6"x 3/16" fig -0.1345"x 8" web
65 01 KBD03071 2L 3.0 x 3.0 x 0.1875 - 0.375
x325 Bolt Schedule
Id Qty Bolt Diam Bolt Length Washer
1 4 3/4" 1 1/2"
2 2 3/4" 2"
Length Vert. Clear
20'-6"
3'-7 1/8" 8'-6 1/16"
1
1 W2B2
mart Mark Key
Secondary Part Schedule
Shape Nome = Fost-frock, Wall = 2
1 36(Typ.)
Mark Part
Thick.
Depth Lap
2 GFA106
G5 05(31903417
0.0590
81/2"
ODER Steel r B own and Concrete Systems, Inc
a� �X City
�Ta"ER City of Port Townsend
G6 05G0407417
0.0590
81/2"
H1
G7 05G1909417
0.0590
81/2"
A BlueScope Sint Compo
we VERsiow: 7.1c
H1 D H 1000017
0.0590,
8 1/2"
C'
11 001,11011217
0.0590
8 1/2"
Bracing Member Schedule
Id Part Description
PPBX001 3P 6"x 3/16" fig -0.1345"x 8" web
65 01 KBD03071 2L 3.0 x 3.0 x 0.1875 - 0.375
x325 Bolt Schedule
Id Qty Bolt Diam Bolt Length Washer
1 4 3/4" 1 1/2"
2 2 3/4" 2"
Length Vert. Clear
20'-6"
3'-7 1/8" 8'-6 1/16"
1
19'-6"
6 9"
5 9 3/4"
4 3'-0"
3 3'-51/4"
2 4'-0"
1 6"
F-himension Key
1_ i NOTED, USE 1/1 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR GIRT
TO FRAME, FIANCE BRACE TO FRAME, FIANCE BRACE TO GIRT,
JAMB AND HEADER CONNECTIONS.
2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL
SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL
AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT
PRIOR AUTHORIZATION IS PROHIBITED.
5'-0" —� 10'-0"
20'-0"
60-0
SECONDARY ELEVATION AT A
5'-0"
Ig' -6"
1 W2B2
Shape Nome = Fost-frock, Wall = 2
NOT FOR CONSTRUCTION
2
THE VP ENGINEER'S SEAL APPUES
ONLY TO THE WORK PRODUCT OF
VPANDOESIGNAND PERFORMANCE
REQUIREMENTS
VP ENGINEERS SFIED BY VP. EAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FO REQUIREMENTS
SPECIFIED BY VP.
G7
VP Buildings
3200 Players Club Circle
-
D2
ODER Steel r B own and Concrete Systems, Inc
a� �X City
�Ta"ER City of Port Townsend
VVP BUILDINGS
—RCO PRUDEN
,
THE GENERAL CONTRACTOR ANO/OR ERECTOR IS SOLELY
RESPONSIBLE FOR ACCURATE, GOOD OUALITr WORKMANSHIP
IN ERECTING THIS BUILDING IN CONFORwACE WITH THIS
GRAYING OE�AIIS RErERENCED IN ilAS DRAWING,
ALL APPLIC'ABAI vP ERECTION GUIDES
AND INDUSTRY STANMRDS PERTANINd TO PROPER
IRE ON RICLU THE CORRECT USE OF TEMPORARY
BRACING.
H1
LOCATION Port Townsend, Washington
AIAWN/�E�
MLG
PACE I1
�'kCT City of Port Townsend Goll Course Buildng
A BlueScope Sint Compo
we VERsiow: 7.1c
NTS BUIaR'S Po/ 2OWK-26
2
C'
R -10 -IR FILENAME: F,xl_TNr4 VPr.
2
T—
2 1 W2B1
G5(Typ.)
�`
�
1 W2B3
G5(TYp•)
2
19'-6"
6 9"
5 9 3/4"
4 3'-0"
3 3'-51/4"
2 4'-0"
1 6"
F-himension Key
1_ i NOTED, USE 1/1 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR GIRT
TO FRAME, FIANCE BRACE TO FRAME, FIANCE BRACE TO GIRT,
JAMB AND HEADER CONNECTIONS.
2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL
SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL
AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT
PRIOR AUTHORIZATION IS PROHIBITED.
5'-0" —� 10'-0"
20'-0"
60-0
SECONDARY ELEVATION AT A
5'-0"
Ig' -6"
Shape Nome = Fost-frock, Wall = 2
NOT FOR CONSTRUCTION
THE VP ENGINEER'S SEAL APPUES
ONLY TO THE WORK PRODUCT OF
VPANDOESIGNAND PERFORMANCE
REQUIREMENTS
VP ENGINEERS SFIED BY VP. EAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FO REQUIREMENTS
SPECIFIED BY VP.
THIS DRAWING, INCLUDING THE INFORMATION HEREON.
REMAINS THE PROPERrY OF VP BUILDINGS.
IT 5 PROVIDED SOLELY FDR ERECTING THE BUILDING
DESCLLRIBNNEppD77 IBNE THE APPLICABLE PURCHASE ORDER AND
� OTNER PUR AHt LPRO T pRIpRED rt515ED FOR
APPROVAL OF VP BUILDINGS. to
VP Buildings
3200 Players Club Circle
-
Memphis TN 36125 SECONDARY ELEVATION AT A
ODER Steel r B own and Concrete Systems, Inc
a� �X City
�Ta"ER City of Port Townsend
VVP BUILDINGS
—RCO PRUDEN
,
THE GENERAL CONTRACTOR ANO/OR ERECTOR IS SOLELY
RESPONSIBLE FOR ACCURATE, GOOD OUALITr WORKMANSHIP
IN ERECTING THIS BUILDING IN CONFORwACE WITH THIS
GRAYING OE�AIIS RErERENCED IN ilAS DRAWING,
ALL APPLIC'ABAI vP ERECTION GUIDES
AND INDUSTRY STANMRDS PERTANINd TO PROPER
IRE ON RICLU THE CORRECT USE OF TEMPORARY
BRACING.
OAT
r12/6/20C
LOCATION Port Townsend, Washington
AIAWN/�E�
MLG
PACE I1
�'kCT City of Port Townsend Goll Course Buildng
A BlueScope Sint Compo
we VERsiow: 7.1c
NTS BUIaR'S Po/ 2OWK-26
t7/S /9fVN
R -10 -IR FILENAME: F,xl_TNr4 VPr.
aart Mark Key
Secondary Part Schedule
A 0
1 G1(Typ.)
Mark Part
Thick.
Depth
2 G2
G1 05G0703517
0.0590
81/2"
1
G2 05GO603217
0.0590
81/2"
4 GFA106.
G3 05G2209417
0.0590
81/2"
5 GFA200
G4 05G1501417
0.0590
81/2"
P1 JCP0521 � 0.0590 81/2"
Lap
8'-6-
1 4'-0"
r"imension Key
13 NOTED, USE 1/2 X 1 1/2 A-315 SNUG TIGHTENED BOLTS FOR GIRT LAP,
v.nl TO FRAME, FLANGE BRACE TO FRAME, FIANCE BRACE TO GIRT,
JAMB AND HEADER CONNECTIONS.
2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL
SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL
AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACK WITHOUT
PRIOR AUTHORIZATION IS PROHIBITED.
23'-0"
40'-0"
SECONDARY ELEVATION AT 4
8'-6"
12
A 0
LNOTFOR CONSTRUCTION
Shope Norrie = Fost-Trock, Won = 3
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
TNS DRAWING, INCLUDING THE INFORMATION HEREON,
REIWNS THE PROPERTY OF VP BUILDINGS.
VP Buildings
SECONDARY ELEVATION AT 4
VP AND DESIGN AND PERFORMANCE
IT IS PROVIDED SOLELY FOR ERECTING THE WRONG
THEAPPLICABLEAPPLICABLE PURCHASEORDEROUR5DEER AND
3200 Ployers Club Circle
Memphis TN 38125
REQUIREMENTSIED BY VP.
THE VP ENGINEER'S SEAL DOES
SOEESµC�RI13ED RWM
IORDwRftiEN D F�
ANY O7NER PURPOSEFM1�YIgUT PRO
APPROVAL OF VP BUILDINGS.
�y OTE By
DESMvTKW BLXLOER
Grant Sled Baldi s and Concrete S tems, Irk
JOB
NOT APPLY TO THE PERFORMANCE
ERECT SOLE
THE GENERAL CONTRACTOR ANO/at ERECTOR 5 SOLELY
THE GENERAL
UATI
OR DESIGN OF ANY OTHER PRODUCT
cus'01E1 Gly of Port Townsend
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
OLE FOR ACCURATE, 0000 Y WS SMP
IN ERECnOG TH5 BU40oJG W CONFORMANCE wnH THIS
VP BUILDINGS
LOCAMw1 Port Townsend, Washington
DRA
MI
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
DRAWING, DETNL$ REFERENCED W THIS DRAWING,
M.L APPLICABLE VP EREciION GUIOEs
VARCO vRUDEH
PROJE07 Gly of Pal Townsend Goff Course Building
ANO INOVSTRY STANpARpS pERTAlNRId 70 R
TEYPCI7MY
A BluaScope 51wN Co..._
P�
�S
B ILDERS PO/ 20OW-26
ERECTION,'Z.NC THE CORRECT USE OF
BRACING.
WC VERsow: 7.1C
»/c/1mR
A•10d0 FRENAW: 17—f_LM6VPC
12
Bracing Member Schedule
Id Part Description
PPBX001 3P 6" x 3/16" flg - 0.1345" x 8" web
65 01 KBDO3071 2L 3.0 x 3.0 x 0.1875 - 0.375
a325 Bolt Schedule
Id Qty Bolt Diam Bolt Length Washer
1 4 3/4" 1 1/2"
2 2 3/4" 2"
Length Vert. Clear
20'-6"
3'-71/8" 8'-61/16"
4
1 W4B2
• Q'art Mark Key
Secondary Part Schedule
2
1 G6(Typ.)
Mark Part
Thick.
Depth Lap
2 GFA106
G5 05G1903417
0.0590
81/2"
G6 05G0407417
0.0590
81/2"
THIS DRAWING, INCLUDING THE INFORMATION HEREON.--
REMAINS THE PROPERTY OF VP BUILDINGS.
G7 05G1909417
0.0590
81/2"
r
H1 DH1000017
0.0590
81/2"
3200 Players Club Circle
J1 001J1011217
0.0590
81/2"
Bracing Member Schedule
Id Part Description
PPBX001 3P 6" x 3/16" flg - 0.1345" x 8" web
65 01 KBDO3071 2L 3.0 x 3.0 x 0.1875 - 0.375
a325 Bolt Schedule
Id Qty Bolt Diam Bolt Length Washer
1 4 3/4" 1 1/2"
2 2 3/4" 2"
Length Vert. Clear
20'-6"
3'-71/8" 8'-61/16"
4
19'-6"
6 9"
5 9 3/4"
4 3'-0"
3 3'-5 1/4"
2 4'-0"
1 6"
P— pension Key
1: NOTED, USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR GIRT
M,.I TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT,
JAMB AND HEADER CONNECTIONS.
2. WIND AND RANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL
SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL
AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT
PRIOR AUTHORIZATION IS PROHIBITED.
5'-0"
10'-0" �--- 5'-0"
GV —V
60'-0„
SECONDARY ELEVATION AT D
19'-6"
1 W4B2
�P
2
NOT FOR CONSTRUCTION
G7
2
Shape Nome = Fost-Trock, Wall = 4
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
THIS DRAWING, INCLUDING THE INFORMATION HEREON.--
REMAINS THE PROPERTY OF VP BUILDINGS.
H1
2
r
O —J
I
2
3200 Players Club Circle
'7
r
2 1W4131
G5(Typ.)
1
$iNL` NNppT MODInED REPRODUCED OR U$EO FOR
ANY /STHER PURPOSE Y/I &P PRIOR WR&e.
APPROVAL OF VP BURDINGS.
pLV DATE BY
DESCRIPTION BUEDR Grant Steel Buildings and Concrete S lams, InC
1W4B3 2
G5(Typ.)
'�
19'-6"
6 9"
5 9 3/4"
4 3'-0"
3 3'-5 1/4"
2 4'-0"
1 6"
P— pension Key
1: NOTED, USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR GIRT
M,.I TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT,
JAMB AND HEADER CONNECTIONS.
2. WIND AND RANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL
SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL
AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT
PRIOR AUTHORIZATION IS PROHIBITED.
5'-0"
10'-0" �--- 5'-0"
GV —V
60'-0„
SECONDARY ELEVATION AT D
19'-6"
�P
NOT FOR CONSTRUCTION
Shape Nome = Fost-Trock, Wall = 4
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
THIS DRAWING, INCLUDING THE INFORMATION HEREON.--
REMAINS THE PROPERTY OF VP BUILDINGS.
VP Buildings
SECONDARY ELEVATION AT D
VP AND DESIGN AND PERFORMANCE
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND
3200 Players Club Circle
Memphis TN 38125
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
$iNL` NNppT MODInED REPRODUCED OR U$EO FOR
ANY /STHER PURPOSE Y/I &P PRIOR WR&e.
APPROVAL OF VP BURDINGS.
pLV DATE BY
DESCRIPTION BUEDR Grant Steel Buildings and Concrete S lams, InC
'�
NOT APPLY To THE PERFORMANCE
THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY
RITE 2 N
1 /
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
OUSIO l" City of Pat Townsend
-
EXCEPT TO ANY DESIGN OR PER-
RESPONSIBLE FOR ACCURATE. GODO ODALITY WORKMANSHIP
IN ERECTING THIS BUILDING p CONFORMANCE WITH THIS
VP BUILDINGS
VARGO PRUDfH
LOCATION Port Townsend, Washington
`
FORMANCEREOUIREMENTS
SPECIFIED BY VP.
DRAWING DETAILS IWF[FENCED IN THIS DRAWING,
ALL APPLICABLE W ERECTION CURIES
MLORAG
PROJECT City of Port Townsend Goll Course Bui�rg
µp Wp I151RY STAN PERTNNINd TO PROPER
7HE CORRECT TEMPORARY
A BIueSCope SINN Compo
P AGE
NTS
eufDERs Po/ 2008yf'C-26
ERECDON, INauDI USE OF
BRACING.
veC vERSIOHN: 7.1c
13
II/CIM"
R•ia•V) FILENAW: Fncl–Tmrk VPf.
Covering Schedule
Id Qty Length
#9 20 20'-10 1/2"
20 20'-101/2"
Oper. Code:1=SQ,SQ
Finish:K=KXL
Color:LG=Leaf Green
Type
Gage OP
Fin. Color
Direction
PR
26 1
K LG
Left to Right
PR
26 1
K LG
Right to Left
(H
0
I
0
a
Accessory Schedule
Qty Part U
1 3-0 x 7-0 Door - Advantage
1 3070 Pre -Assembled Door Trim Kit
36 Wallite Kit 5'-3" Panel Rib NR White
OM
Ice Damming Conditions Exist
- (Field Repair Fastener)
(1 bags) #55308 #17-14x1" S.S. Roof Fastener
F'"mension Key
RIWNG 1/8 DIAMETER HOLES FOR ROOF STRUCTURAL FASTENERS
—I BE REQUIRED AT 11 GAGE PURLINS, NESTED PURUNS, PURUN LAP
LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS
2. ROOF SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM,
REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.
3. PANELS SHOWN WITH A LENGTH LESS THAN 1-0, 5-0 FOR SSR, MAY HAVE
TO BE FIELD CUT.
/. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFDTION.
B1
A 1, WA04A2
THE VP ENGINEER'S SEAL APPUES
ONLY TO THE WORK PRODUCT OF
VPAND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
Trim Schedule
Id Parts
T1 (8)HT14,(2)HT05,(6)RGC143
2 T2 RRC40,SPC40 3
(20)#10
T1
(20)#3
ROOF COVERING PLAN
Shape Nome = Fost-Trak
Color
Match Roof Color
T Green
Details
EN52A1,RCOOAI,RC03B 1,RC04B1,RC34D1
RC38C4
C�BLDAV
NOT FOR CONSTRUCTION
VP Buildings ^�
3200 Ployers Club Circle Memphis TN 38125 ROOF COVERING PLAN
In arc By DESCRIPTION "u"O" Grant Steel Buiklings and Concrete Systems, Inc 10B A
04TO"'ER Cly of Port Townsend V2 oATr12/6/20(
LOCATIM Pat Townsend, Washington VP BUILDINGS ORA+vwyo+Ecx
VARCO PRUDEN
°1iC' Gly of Port Townsend Coll Course BOding A Blue rope steel Compa MLG
NTS BULaER's Pot 2008VPC-26 VPc VERS": Tic °� 14
ra re lima 0.10-11 FILENAME: rn I_Tr-6XW
Covering Schedule
Id Qty Type Start Length
#2 7 PR 18'-51/4"
7 PR 18'-51/4"
Oper. Code:K=CR,RT
Oper. Code:J=CR,LF
Finish:K=KXL
Color:ST=Cool Sierra Tan
0
Trim Schedule
Gage OF Fin. Color Increment Direction Id Parts Color
26 K K ST 1'-0" Left to Right From Peak T1 (2)BG2 Cool Sierra Tan
26 J K ST 1'-0" Right to Left From Peak T2 CT12 Match Wall Color
T3 (3)RCHB15,(5)RCL10,(3)RKF16 Leaf Green
A �
Details
EN52A1,RCOOAI,WCOIDI,WC04A1,WS27A2,WS27C2
WC20A1
RC30E1
I MILLING 1/8 DUETER HOLES FOR WALL STRUCTURAL FASTENERS
—I BE REWIRED AT 11 CAGE GIRTS, NESTED GIRTS, GIRT LAP
LOCATIONS, AND/OR SECONDARY STRXFLIRAL BMS
2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM,
REMOVN. OR ALTERATION WITHOUT PRIOR AUTHORIZATION S PROHIBITED.
3, PANELS SHOWN WITH A LENGTH LESS THAN 1-0, 5-0 FOR SSR, MAY HAVE
TO BE FIELD CUT,
4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION.
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
40'-0"
COVERING ELEVATION AT 1
Shape Name = Fast–Trock, Wall = 1
THIS DRAWING. 'INCLUDING THE INFORMATION HEREON,
REMNNS THE PROPERTY OF VP BUILDINGS.
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
SD�ENSSCC�RIBED TBNE Ty14EE APPLICABLE PURCHASE R ORDER AND
ANY OTHER PURPOSE EMDItIq rf PRIOR WRITTEN
FOR
APPROVAL OF VP BURDINGS
NOT FOR CONSTRUCTION
VP Buildings COVERING ELEVATION AT. 1/
3200 Ployers Club Circle Memphis TN 38125 —__. .
EV DATE BY DESCRIPTION BUILDER Grant Sleet Builrfings and Concrete
cus'OMER City of Part Townsend
LOGTIpN Pori Townsend, Washington
PRQJEc' City of Pat Townsend Golf Course
NTS BUAocR'S PoA 2008VPC-26
17 /c /'Imo 9.10.11 FILENAME: ;' of _Tnr Wr'
00-J0
Inc A
VP BUILDINGS DAT�2/6/20(
VANKO PRUDEH MLG 701fDK
A BlueScope Steel Compa PAGf
VPc vmsiow TIC 15
1
4
TC T7
l �#
0
10
Covering Schedule
Trim Schedule
:REON,
IKR
VP Buildings
Id Qty Type Start Length Gage OP Fin. Color Direction
Id Parts
Color
Details
Memphis 38125
#3 18 PR 12'-1 5/8" 26 F K ST Left to Right
T1 DF10,JT10
Cool Sierra Tan
WC24A1
2 PR 1'-11 1/8" 26 1 K ST Left to Right
T2 DF10,HTS10
Cool Sierra Tan
WC24A2
LOCATq" Port Townsend, Washington
VOTH T�HIISNIP
T3 (2.5)BG2
Cool Sierra Tan
EN52A1,RCOOAI,WC01D1,WC04A1,WS27A2,WS27C2
Oper. Code:F=CR,SQ
iPER
EYPORARY
A BlueSCOpe SIeN Compo
WC YERsw: 7.1E
PAGEwGr
PA«
16
T4 DE1,DN1,(2)DS10,(3)DST1
Match Wall Color
RC38F1
R 1935 FILENAME: Fast-Track.VPC
Oper. Code:1=SQ,SQ
T5 CT12
Match Wall Color
WC20A1
Finish:K=KXL
T6(3)EG204,(6)GRA10,(6)PCA10B,(21)STR2
Leaf Green
RC0381,RC04B2,RC32B1,RC39A3,RC6186,WC04A1,W
11A1
Color:ST=Cool Sierra Tan
I
T7 BS1,GGC4,MCCl.PRF1
Leaf Green
RC38A1
(9)#3
1
4
TC T7
25' -0"
1. ALLING 1/8 DIAMETER HOLES FOR WAIL STRUCTURAL FASTENERS
— BE REQUIRED AT 11 CAGE GIRT5, NESTED GIRTS, GIRT LAP
LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS
2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM,
REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.
3. PANELS SHOWN WITH A LENGTH LESS THAN 1-0, 5-0 FOR SSR, MAY CLAVE
TO BE FIELD CUT.
4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION.
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
10'-0"
60'-0"
COVERING ELEVATION AT A
Shape Nome = Fast -Track, Wal = 2
25'-0"
l �#
0
10
,t.
NOT FOR CONSTRUCTION-� "
:REON,
IKR
VP Buildings
(2
12
4
µO
3200 Players Club Circle
Memphis 38125
ED FOR
REV GATE B+'
DES[RIPI%IN BUIL�R Grant Steel Buildingsand Concrete Systems, Inc
JOB /
DATFl2 1
/
IS SOLELYau
UE
sTOR Gly of Port Townsend
LOCATq" Port Townsend, Washington
VOTH T�HIISNIP
VP BUILDINGS
PRUDEN
l
'K•
PROJECTV/UtCO
Cily of Port Townsend Golf Course Budding
iPER
EYPORARY
A BlueSCOpe SIeN Compo
WC YERsw: 7.1E
PAGEwGr
PA«
16
NTS BUILDERS POI 2DOWC-26
»/BhmR
R 1935 FILENAME: Fast-Track.VPC
I
(9)#3
I
(g)#3
F-
H
F
+25'-0"
T3-25'-
"
25' -0"
1. ALLING 1/8 DIAMETER HOLES FOR WAIL STRUCTURAL FASTENERS
— BE REQUIRED AT 11 CAGE GIRT5, NESTED GIRTS, GIRT LAP
LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS
2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM,
REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.
3. PANELS SHOWN WITH A LENGTH LESS THAN 1-0, 5-0 FOR SSR, MAY CLAVE
TO BE FIELD CUT.
4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION.
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
10'-0"
60'-0"
COVERING ELEVATION AT A
Shape Nome = Fast -Track, Wal = 2
25'-0"
l �#
0
10
,t.
NOT FOR CONSTRUCTION-� "
:REON,
IKR
VP Buildings
\ TA ON AT A
EVL I
TN `COVERING ELEVATION
µO
3200 Players Club Circle
Memphis 38125
ED FOR
REV GATE B+'
DES[RIPI%IN BUIL�R Grant Steel Buildingsand Concrete Systems, Inc
JOB /
DATFl2 1
/
IS SOLELYau
UE
sTOR Gly of Port Townsend
LOCATq" Port Townsend, Washington
VOTH T�HIISNIP
VP BUILDINGS
PRUDEN
l
'K•
PROJECTV/UtCO
Cily of Port Townsend Golf Course Budding
iPER
EYPORARY
A BlueSCOpe SIeN Compo
WC YERsw: 7.1E
PAGEwGr
PA«
16
NTS BUILDERS POI 2DOWC-26
»/BhmR
R 1935 FILENAME: Fast-Track.VPC
Covering Schedule
Id Qty Type Start Length
#5 7 PR 18'-5114"
7 PR 18'-5114"
Oper. Code:K=CR,RT
Oper. Code:J=CR,LF
Finish:K=KXL
Color:ST=Cool Sierra Tan
0
Gage OF Fin. Color Increment Direction
26 K K ST 1'-0" Left to Right From Peak
26 J K ST 1'-0" Right to Left From Peak
T5
Trim Schedule
Id Parts
T1 (2)BG2
T2 CT12
T3 (3)RCHB15,(5)RCL10,(3)RKF16
T4 BSI,GGC4,MCCI,PRF1
T5 RRC40,SPC40
Color
Details
Cool Sierra Tan
EN52A1,RCOOA1.WC01D1,WC04A1,WS27A2,WS27C2
Match Wall Color
WC20A1
Leaf Green
RC30E1
Leaf Green
RC38A1
Leaf GreenA RC38C4
1 RILLING 1/8 Dt414DER HOLES FOR WALL STRUCTURAL FASTENERS
BE REQUIRED AT 11 CAGE GIRTS, NESTED GIRTS, GIRT LAP
LOCATIONS, AND/OR SECONDARY STRt1CTURAL BENTS
2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM,
REMOVAL -OR ALTERATION WITHOUT PRIOR AUTWOIRZATION IS PROHIBITED.
3. PANELS SHOWN WITH A LENGTH LESS 1tWI 1-0, 5-0 FOR SSR, MAY PAVE
TO BE FIELD CUT,
4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION.
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
40'-0"
COVERING ELEVATION AT 4
Shope Name = Fast -Track, Wall = 3
REYNNf
TRIS
IT 5P
( NOT FOR CONSTRUCTION
VP Buildings COVERING ELEVATION AT 4
3200 Players Club Circle Memphis TN 38125
TEV DATE BY DESCRonioN BuaDER Grant Steel Buildogs and Concrel
WS'DNE" City of Pat Townsend
LOWm Pod Townsend, Washington
IPR"aT City of Pad Townsend Golf Cours
NTS 1BUILDEWS POI 20OW-26
17/AMnrR rILENAYE: Fnsl-Trnek.VPC
AU".-'qm) �I
v
VVP BUILDINGS t7'
VARCO PRUDEN
A BlueStWe Sleel Can+Da4t"
VPC VERSION: 7.1C
H
THE VP ENGINEER'S SEAL APPLIES
THIS ORAwM' INCLUDING THE INFORMATION HEREON.
REMAINS THE PROPERTY OF VP SUILDe1GS.
Covering Schedule
Trim Schedule
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
VP AND DESIGN AND PERFORMANCE
Id Qty Type Start Length Gage OF Fin. Color Direction
Id Parts
Color
Details
#7 18 PR 12'-1 5/6" 26 F K ST Left to Right
T1 DF10,JT10
Cool Sierra Tan
WC24A1
2 PR 1'-11 1/8" 26 1 K ST Left to Right
T2 DF10,HTS10
Cool Sierra Tan
WC24A2
T3 (2.5)BG2
Cool Sierra Tan
EN52A1,RCOOAI,WC01D1,WC04A1,WS27A2,WS27C2
Oper. Code:F=CR,SQ
IN ERECTYiG TMS BUILDING M CONFORMANCE WITM TH5
DRAwWG, DETAILS RETERENCED M THIS ORAwWG,
ALLAPPL IGIBLE VP ERECTION GUR1F5
SPECIFIED BY VP.
T4 DE1,DN1,(2)DS10,(3)DST1
Match Wall Color
RC38F1
Oper. Code:t=SQ,SQ
T5(3)EG204,(6)GRA10,(6)PCA10B,(21)STR2
Leaf Green
RC03B1,RC04B2,RC32B1,RC39A3,RC61136,WC04A1,W 11A1
Finish:K=KXL
T6 BSI,GGC4,MCCI,PRF1
Leaf Green
RC38A1
Color:ST=Cool Sierra Tan
4
1
TF T6
0
THE VP ENGINEER'S SEAL APPLIES
THIS ORAwM' INCLUDING THE INFORMATION HEREON.
REMAINS THE PROPERTY OF VP SUILDe1GS.
ONLY TO THE WORK PRODUCT OF
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
VP AND DESIGN AND PERFORMANCE
DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND
REQUIREMENTS SPECIFIED BY VP.
SHALL 1qT BEEIEPTROOI EDUSEO FOR
THE VP ENGINEER'S SEAL DOES
THE PU PRKKt EN
APPROVALOFVP BUILDINGS.
NOT APPLY TO THE PERFORMANCE
THE GENERAL CONTRACTOR AND/OR ERECTOR K SOLELY
ERECT
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
RESPGH9&E FOR ACCURATE, GOOD Y WORKMANSHIP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
IN ERECTYiG TMS BUILDING M CONFORMANCE WITM TH5
DRAwWG, DETAILS RETERENCED M THIS ORAwWG,
ALLAPPL IGIBLE VP ERECTION GUR1F5
SPECIFIED BY VP.
AHD INDUSTRY STANDARDS PERTAIMNd 70 R
WIN N, IAICWpNG THE CORRECT USE OF 7EMPORA/fP
aACINc.
&
(2
12
(9)#7
(9)#7
7
r
I—
1=
�
T
-25'-0"
T3-25'-
"
25'-0"
1': RILUNG 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS
,MI BE REQUIRED AT 11 GAGE GIRTS, NESTED GIM, GIRT LAP
LOCATIONS, AND/OR SECONDARY STRUCTURAL BEMIS
2. WALL SHEETS ARE AN INTEGRAL. PART OF THE STRUCTURAL SYSTEM,
REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.
3. PANELS SHOWN WITH A LENGTH LESS THAN 1-0, 5-0 FOR SSR, MAY HAVE
TO BE FIELD CUT.
4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPEOFICATON.
10'-0"
60'-0"
COVERING ELEVATION AT D
Shape Now = Fast -Track, wall = 4
THE VP ENGINEER'S SEAL APPLIES
THIS ORAwM' INCLUDING THE INFORMATION HEREON.
REMAINS THE PROPERTY OF VP SUILDe1GS.
ONLY TO THE WORK PRODUCT OF
IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING
VP AND DESIGN AND PERFORMANCE
DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND
REQUIREMENTS SPECIFIED BY VP.
SHALL 1qT BEEIEPTROOI EDUSEO FOR
THE VP ENGINEER'S SEAL DOES
THE PU PRKKt EN
APPROVALOFVP BUILDINGS.
NOT APPLY TO THE PERFORMANCE
THE GENERAL CONTRACTOR AND/OR ERECTOR K SOLELY
ERECT
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
RESPGH9&E FOR ACCURATE, GOOD Y WORKMANSHIP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
IN ERECTYiG TMS BUILDING M CONFORMANCE WITM TH5
DRAwWG, DETAILS RETERENCED M THIS ORAwWG,
ALLAPPL IGIBLE VP ERECTION GUR1F5
SPECIFIED BY VP.
AHD INDUSTRY STANDARDS PERTAIMNd 70 R
WIN N, IAICWpNG THE CORRECT USE OF 7EMPORA/fP
aACINc.
&
25'-0"
NOT FOR CONSTRUCTION i
VP Buildings COVERING ELEVATION AT D
3200 Players Club Circle Memphis TN 38125
m DATE Br DEscRwaDN BUA�ER Grant Steel Buildings and Concret
uSTaNER Cily of Port Townsend
LOFAIO" Port Townsend, Washington
PROTECT City of Port Townsend Golf Cours
NTS & °ERS Poe 10WK-26
I1/c f91NR A.10•T7 - rILENAWE: Fnel-Trask VP(:
r n � 1)
Incuoa
VP BUILDINGS DAT�2/I
VARCO PRUDEN DI7NALNGT/I
A BlueScope Steel Compa
YPc vERS10N: 7.1c PAGE 18
f
Rr wg
R09A4.dwg
R25C7.dwg
R25C9.dwg
N10A1.dwg
7N10A2.dwg
N20Al.dwg
N30Al.dwg
N50A1.dwq
N51A1.dwg
N52A 1.dwg
N53A 1. dwg
RC00Al.dwg
C0381.dwg
C0481. dwg
C04B2.dwg
C30E 1.dwg
RC32Bl.dwg
RC34DlAwg
RC38Al.dwg
C38C4.dwg
C38F1.dwg
RC39A3.dwg
C61 B6.dwg
SOI A1.dwg
RS02Al.dwg
RS11 A1.dwg
RS11 A2.dwg
NAOlBl.dwg
NA04Al.dwg
WA04A2.dwg -
C01D1.dwg
NC04Al.dwg
C11At.dwg
C20Al.dwg
VC24Al.dwg
C24A2.dwg
tVSOlB2.dwg
NS0402.dwq
NSlOE2.dwg
NS20A2.dwg
NS20A8.dwg
NS20D2,dwg
NS2009.dwg
S27A2.dwg
NS27C2.dwg
A BIMSCope Steel Compo
THE VP ENGINEER'S SEAL APPLIES
ONLY TO THE WORK PRODUCT OF
VP AND DESIGN AND PERFORMANCE
REQUIREMENTS SPECIFIED BY VP.
THE VP ENGINEER'S SEAL DOES
NOT APPLY TO THE PERFORMANCE
OR DESIGN OF ANY OTHER PRODUCT
OR COMPONENT FURNISHED BY VP
EXCEPT TO ANY DESIGN OR PER-
FORMANCE REQUIREMENTS
SPECIFIED BY VP.
NOT FOR CONSTRUCTION)'
THIS ORAVANG, INCLUDING THE INFORMATION HEREON.
REMAINS THE PROPERTY OF VP BUILDINGS.
VP Buildings
SED'S
ITIS PROVIDED SOLELY FOR ERECTING THE BUILDING
DESCRIBED IN THE APPLICABLE PURCHASEORDEROURSDEEpR AND
3200 Players Club Circle
y
Memphis TN 38125
BUILDING
OTM[R PURPOSE EYI &P DNiITTEN FORBUIaER
APPROVAL OF VP BUILDINGS
REV D.TE BY
DESCRVTON
Gront Steel BuNiolls and Concrete Systems, Inc
JOB T
THE GENERAL CONTRACTOR AND/DR ERECTOR IS SOLELY
CUSTOWR City of Port Townsend
MTEZ 1
1 /
RESPONSIBLE FOR ACCURATE. 6000 01yILOY wORNMMISMP
w ERECTING TMS Bunovec IN CONFORMANCE wTTH THIS
CC
LOCATCN Ig
Port Townsend, Wosh' lOn
VP BUILDINGS/t
-MCO PRUOEN
DNUA' OETARS REFERENCED IN TMS ORAwiNG,
ALL APP(IG18LE W ERECTp)N GUIDES
11LG
PRO.lECT Gly of Pat Townsend Goll Course
Building
AND INOUS�RY STANDARDS PERWNINd TO PROPER
A BIMSCope Steel Compo
PACE
NTS
BUA.DER'S PO/ 20t18VP(.-26
ERECDON, INCLUDDNG THE CORRECT USE OF TEMPORARY
vPc VERSION: TIC
19
BRACING.
t1/R/oma
R•1Dd9
FILENNrt Fast-Trock.VPC
Development Services
PORT TOS 250 Madison Street, Suite 3
�mz Port Townsend WA 98368
Phone: 360-379-5095
Fax: 360-344-4619
oFw
www.cityofpt.us
Commercial Building Permit Application
Project Address & Zoning District:
y' 13
Legal Description (or Tax #):
`Office Use Only
1 s` floor 2 400
4_-hW.,yC
2"d floor
Addition:
3`d floor
Storage:
Basement:
Is it finished? Yes No
Other: i1nJ%��7a% ;SP.4Gb�
Block: /V14
❑ Remodel/Repair ❑
'Per i
# <�
Parcel #
92 Pot,
Lot(s): ,UA
bdate(i Permits
W
G
s
Project Description: G`crrzS'rU�:/O�� t�' �✓� �� ��s'9`� S
!
dri7
tt1L41 60�•r iLt.S�
S f6'hACiL
Applications accepted by mail must include a check for initial plan review fee of $150
See the "Commercial Building Permit Application Checklist" for details on
plan submittal requirements.
Property Owner:
Name:
Address: 2''0 ",013Pe �57 ,5 y.° ?-� ! r�
City/St/Zip: )r—L4 a l,4
Phone: �lv�y .�7C7 -- ✓�r?8�1
Email: c 17fe?7cd h� & e:/ US
Contact/Representative:
Name: McirL- & &-
Address: 7r 14,"ll.Y"i
City/St/Zip: Pert �Dic>r%1.QJCI� lLli�Nw
Phone:
Email:
Contractor -
Name: 6 t cz 0Z
Address:�J h%iicrz
City/SUZip:
Phone:%/
Email:y^�>fJ^a.�. �t /v%fi.r1 flr/S : r1lL�
State License #: Exp
City Business License
Lender Information:
Lender information must be provided for projects
over $5,000 in valuation per RCW 19.27.095.
Name: /UA
Project Valuation: $ ! 3�i U0,22
Construction Type:
y' 13
Occupancy Rating:
Building Information (square feet):
1 s` floor 2 400
Restrooms:_
2"d floor
Deck(s):__
3`d floor
Storage:
Basement:
Is it finished? Yes No
Other: i1nJ%��7a% ;SP.4Gb�
NewX Addition
❑ Remodel/Repair ❑
Change of Use ❑
Total Lot Coverage (Building Footprint):
Square feet: 2400 %�_V1 rl fl— �I/�—
� v � U U
Impervious Surface:
Square feet: �400 o non F0
I hereby certify that the information provided is correct, that I am either the owner or authorized to act Pn behalf of the•owner
and that all activities associated with this permit will be in accordance with State Laws and the Port T(fwnserld Municipal Code.
Print Name: /4d�^is /4 CITY Of PORT TOWNSEND
DSD
Signature: Date: ! 7�
ULD 0 ILD 0 (c)
Parcel Details
Home CountyIl;fa Deportments Seordh
Parcel Number: ' 001023005I`SEARCH
Parcel Number: 001023005 PrinterFriendly
Owner Mailing Address:
CITY OF PORT TOWNSEND
250 MADISON ST, STE 1
PORT TOWNSEND WA98368
Site Address:
Section: 2 School District: Port Townsend (50)
Qtr Section: SW 1/4 Fire Dist: Port Townsend (8)
Township: 30N Tax Status: City
Range: 1W Tax Code: 100
Planning area: Port Townsend (1)
Sub Division:
lessor's Land_Use CQcie: 9700 - EXEMPT
Property Description:
S2 T30 R1W I TX 63 1
Click on photo for larger image.
Q r:.
_,--,
No Permit No Assessor
Data Tax A/V, Sales Into Map Parcel Plats & Surveys
Available Data Available
•1 ;JFK -;ti, HOME I COUNTY INFO I DEPARTMENTS I SEARCH _
Best viewed with Microsoft Internet Explorer 6.0 or later
Windows - t,
12/12/08 3:16 PM
http://www.co.jefferson.wa.uslassessors/parcel/parceldetal1.asp Page 1 of 2
Project: City of Port Townsend Golf Course Storage Building
Permit No:
Tax Parcel No: 001 023 005
STRUCTURAL CALCULATIONS
Date: December 12, 2008
W
v
157! 9 �CU4
�ECISTER�� 1�
�SSIONAL
structural calculations conform to the 2006 Interr
and associated manufacturer's design standards.
For comments and/or requests
for additional information
concerning these calculations,
please contact:
Name: IMichael Biggs, PE �
Tel: 360-405-1420`�`_�
Fax: 360-377-4153
WASHINGTON ENGINEERING
4040 Wheaton Way, Suite 202
Bremerton, WA 98310
Tel: 360-405-1420
Fax: 360-377-4153
E-mail: admin@wa-eng.net
DESCRIPTION OF VARIABLES
AS Cross-sectional area in square inches of steel per lineal foot of slab width
fy Yield stress of the reinforcement in psi
fs Allowable stress in reinforcement, Use 0.75 fy
f, compressive strength of concrete (psi)
Mr Modulus of rupture for concrete, (psi)
fr tensile strength of concrete (psi), calculated as 40% of the Modulus of Rupture Mr
F Friction Factor, usually in the range of 1.5 to 2.0
L Distance between joints (the distance between the free ends of the slab that can move d
W Dead weight of the slab, psf, usually assumed to ber 12.5 psf per inch of thickness
t Thickness of the slab in inches
T range of temperature the slab is expected to be subjected to, (°F)
thermal coefficient of concrete (in/in°F)
ES modulus of elasticity for steel, (psi)
SET SLAB PARAMETERS
f c =
2500 psi
fy =
60000 psi
F=
2
L =
15 feet
t =
4 inches
W =
12.5 psf/in
CALCULATE STEEL REINFORCEMENT USING SUBGRADE DRAG PROCEDURE
AS = FLW/2fs
AS = 0.017 in
CALCULATE STEEL REINFORCEMENT USING CONFIRMED CAPACITY PROCEDURE
AS = (14.5*(SQRT(fc) * t))/fy
As = 0.048 in
CALCULATE STEEL REINFORCEMENT USING EQUIVALENT STRENGTH PROCEDURE
As = 36*(SQRT(fc))*t/fs
As = 0.160 in
USE AS = 0.16 in' Select WWR = 6 x 6-W8 x W8
FOOTING CALCULATOR Copyright 2008 12/12/2008
Conc Ftg-Slab v20081211
PROJECT: CITY OF PORT TO. WNSEND = GOLF;(
COLUMN LOCATIONS: END WALL COLUMNS LINES 1'AND
DETERMINE FOOTING DIMENSIONS (UNREINFORCED)
Column/Base Plate Dimensions 8: x 10
Depth to bottom of footing D=24:
inches
Concrete fo
Live Load
3200; lbs
Concrete Unit Wt
Structure Dead Load
800 lbs
Steel Rebar Gr
Soil Above Footing
0 lbs
Allowable Soil Pressure
Ftg/Column Dead Load
500 lbs
Soil Unit Wt
Ultimate Load Pu=1.2DL+1.6LL
6680 lbs
Soil Active Pressure
Maximum Uplift Load
2b00f lbs
Soil Passive Pressure
Maximum Lateral Load
1300. lbs
Sliding Friction Coeff
Rough Foundation Size = Service Load/Soil Bearing Capacity
Minimum Footing Area =
3.00 ft2
Assume a square footing b=
1.73 ft
Minimum b = 22 in
Use b=
22 in
Unreinforced Ftg Thickness t= 8.2 in
Footing Weight = 345 lbs
FIND FOOTING THICKNESS AND REINFORCEMENT
Select trial footing thickness, rebar size and placement
t= 8' in
C=' ......3 in
db= ' 1 in
Calculate distance from extreme compression fiber to centroid of reinforcement d
d=t-c-(.5'db )
d= 4.5 in
Determine Soil Pressure based on factored loads
qs=Pu/Atooting 2227 psf
Check one-way (beam) shear in footing for trial thickness
cpVo=(p2(SQRT(f'o))bd
cpVo= 10644 lbs
Vu=(Pu/b)(0.5(b-t)-d )
Vu= 759 lbs
rpVc»Vu SATISFACTORY
WASHINGTON ENGINEERING
4040 Wheaton Way, Suite 202
Bremerton, WA 98310
Tel: 360-405-1420
Fax: 360-377-4185
psi
pcf
psi
psf
pcf
933 West Third Ave, Suite 214
Spokane, WA 99201
Tel: 509-535-7292
Fax: 509-242-0840
2/r
FOOTING CALCULATOR Copyright 2008
Conc Ftg-Slab v20081211
Check two-way (punching) shear in trial footing
cpV,=cp4(SQRT(f`j)bod
cpVr= 48383lbs
V°=(Pu/b2)(b2-(t+d )2)
Vu= 4523 lbs
cpVc»Vu SATISFACTORY
Determine reinforcement required for footing based on critical moment at edge of column
Mu=gsb(0.5)'(0.5(b-t))2
Mu= 695 ft -lbs
kbar= Mu/cpbd2
kbar= 0.0208 ksl
From Table A8, p= 0.0010
From Table A5, pm,, 0 0033
Use p= 0.0033
Required AS=pbd= 0.33 int
Trial Bar Size 4:
Trial Number of Bars 3
Provided A5= 0.59 int SATISFACTORY
CALCULATE UPLIFT RESISTANCE, Ur
Ur = Weight of Footing + Weight of Soil Volume Above Footing + Structure Dead Load
Ur = 1489 lbs SATISFACTORY WITH USE OF HAIRPINS
12/12/2008
CALCULATE LATERAL RESISTANCE
Lr = ((Weight of Footing and Soil + Structure Dead Load)x( Friction Factor)+ Net Passive Pressure
....................
Lr = 1608 lbs LATERAL RESISTANCE IS SATISFACTORTry b- 22 in
,t\
,fl,
i
t=
d=
8
4.5
FINAL FOOTING CONFIGURATION
r ....._..,.... __. ...... b = 22 Inches ........._......._...._.:
4040 Wheaton Way, Suite 202 933 West Third Ave, Suite 214
WASHINGTON ENGINEERING Bremerton, WA 98310 Spokane, WA 99201
Tel: 360-405-1420 Tel: 509-535-7292
Fax: 360-377-4185 Fax: 509-242-0840
317
FOOTING CALCULATOR Copyright 2008 12/12/2008
Conc Ftg-Slab v20081211
TABLE A-5 Design Constants
TABLE A-8 Coefficient of Resistance (k) Versus Reinforcement Ratio (p)
(f; - 3000 ps'; f'. -= 60,000 psi; t1;u'.s of k Are ksi)
0.0010
3V'f' 200
T-
Recommended des' n values
k 1-n
s
(Psi)
0.0086 0.4638
Pb----
n
-- (ksi)
- --- -- -0.75
f,= 40,000 psi - ----
----
3000
4000
5000
6000
--- -----
0.0050 0.0278 0.0135 0.4828
0.0050 0.0372 0.0180 0.6438
0.0053 0.0436 0.0225 0.8047
0.0058 0.0490 0.0270 _L- 0.9657
f, = 50,000 psi _ _
3000
4000
0.0040
0.0040
0.0206
0.0275
0.0106
0.0144
0.4828
0.6438
5000
0.0042
0.0324
0.0180
1
0.8047
6000
0.0046
0.0364
0.0216
0.9657
f, = 60,000 psi
3000 0.0033 0.0090 _ 0.4828
4000 0.0214 I 0.0120 0.6438
5000 0.0035 0.0252 0.0150 0.8047
6000 0.0039 0.0283 _0.0180 0.9657
-
fy = 75,000 psi
3000
4000
0.0027
0.0027
0.0116
0.0155
0.0072_ 0.4828
0.0096 0.6438
0.8047
5000
0.0028
0.0182
0.0120
6000
0.0031
0.0206
0.0144 0.9657
TABLE A-8 Coefficient of Resistance (k) Versus Reinforcement Ratio (p)
(f; - 3000 ps'; f'. -= 60,000 psi; t1;u'.s of k Are ksi)
0.0010
k
0.0593
...--- k
0.2717
n
k 1-n
k--
0.0086 0.4638
0.0124
-
0.6355
.0049
0.2771
0.0087
0.4686
0.0125
0.6397
0.0012
0.0710
0.0050
0.2824
0.0088
0.4733
0.0126
0.6439
0.0013
0.0768
0.0051
0.2876
0.0089
0.4781
0.0127
0.6482
0.0014
0.0826
0.0052
0.2929
0.0090
0.4828
0.0128
0.6524
0.0015
0.0884
0.0053
0.2982
0.0091
0.4875
I 0.0129
0.6565
0.0016
0.0942
0.0054
0.3034
0.0092
0.4923
0.0130
0.6607
0.0017
0.1000
0.0055
0.3086
0.0093
0.4970
0.0131
0.6649
0.0018
0.1057
0.0056
0.3139
0.0094
0.5016
0.0132
0.6690
0.0019
0.1115
0.0057
0.3191
0.0095
0.5063
0.0133
0.6731
0.0020
0.1172
0.0058
0.3243
0.0096
0.5109
0.0134
0.6773
0.0021
0.1229
0.0059
0.3294
0.0097
0.5156
0.0135
0.6814
0.0022
0.1286
0.0060
0.3346
0.0098
0.5202
0.0136
0.6854
0.0023
0.1343
0.0061
0.3397
0.0099
0.5248
0.0137
0.6895
0.0024
0.1399
0.0062
0.3449
0.0100
0.5294
0.0138
0.6936
0.0025
0.1456
0.0063
0.3500
0.0101
0.5340
0.0139
0.6976
0.0026
0.1512
0.0064
0.3551
0.0102.
0.5386
0.0140
0.7017
0.0027
0.1569
0.0065
0.3602
0.0103
0.5431
0.0141
0.7057
0.0028
0.1625
0.0066
0.3653
0.0104
0.5477
0.0142
0.7097
0.0029
0.1681
0.0067
0.3703
0.0105
0.5522
0.0143
0.7137
0.0030
0.1736
0.0068
0.3754
0.0106
0.5567
0.0144
0.7176
0.0031
0.1792
0.0069
0.3804
0.0107
0.5612
0.0145
0.7216
0.0032
0.1848
0.0070
0.3854
0.0108
0.5657
0.0146
0.7255
0.0033
0.1903
0.0071
0.3904
0.0109
0.5701
0.0147
0.7295
0.0034
0.1958
0.0072
0.3954
0.0110
0.5746
0.0148
0.7334
0.0035
0.2014
0.0073
0.4004
I 0.0111
0.5790
0.0149
0.7373
0.0036
0.2069
0.0074
0.4053
0.0112
0.5835
0.0150
0.7412
0.0037
0.2123
0.0075
0.4103
0.0113
0.5879
0.0151
0.7451
0.0038
0.2178
0.0076
0.4152
0.0114
0.592.3
0.0152
0.7489
0.0039
0.2233
0.0077
0.4202
0.0115
0.5967
1 0.0153
0.7528
0.0040
0.2287
0.0078
0.4251
0.0116
0.6010
0.0154
0.7566
0.0041
0.2341
0.0079
0.4299
1
0.0117
0.6054
0.0155
0.7604
0.0042
0.2.395
0.0080
0.4348
0.0118
0.6097
0.0156
0.7642
0.0043
0.2449
0.0081
0.4397
0.0119
0.6140
0.0157
0.7680
0.0044
0.2503
0.0082
0.4445
0.0120
0.6184
0.0158
0.7718
0.0045
0.2557
0.0083
0.4494
0.0121
0.6227
0.0159
0.7756
0.0046
0.2611
0.0084
0.4542
0.0122
0.6269
0.0160
0.7793
0.0047
0.2664-
0.0085
0.4590 I
0.0123
- 0.6312
0.0161
_ 0.7830
4040 Wheaton Way, Suite 202 933 West Third Ave, Suite 214
WASHINGTON ENGINEERING Bremerton, WA 98310 Spokane, WA 99201
Tel: 360-405-1420 Tel: 509-535-7292
Fax: 360-377-4185 Fax: 509-242-0840
-�-'17
FOOTING CALCULATOR Copyright 2008 12/12/2008
Conc Ftg-Slab v20081211
PROJECT:
COLUMN LOCATIONS:
DETERMINE FOOTING DIMENSIONS (UNREINFORCED)
Column/Base Plate Dimensions
8 x 13
MATERIAL PRO
Depth to bottom of footing D=
36 inches
Concrete f
Live Load
6000 lbs
Concrete Unit Wt
Structure Dead Load
1540lbs
Steel Rebar Gr
Soil Above Footing
01 lbs
Allowable Soil Pressure
Ftg/Column Dead Load
._ O lbs
Soil Unit Wt
Ultimate Load Pu=1.2DL+1.6LL
11448 lbs
Soil Active Pressure
Maximum Uplift Load
4500 lbs
Soil Passive Pressure
Maximum Lateral Load
5400 lbs
Slidinq Friction Coeff
Rough Foundation Size = Service Load/Soil Bearing Capacity
Minimum Footing Area = 5.03 ft'
psi
pcf
psi
pcf
Assume a square footing b= 2.24 ft Minimum b = 28 in
Use b= 40 in WIDTH INCREASED FOR LATERAL STABILITY
Unreinforced Ftg Thickness t= 14.5 in
Footing Weight = 2014 lbs
FIND FOOTING THICKNESS AND REINFORCEMENT
Select trial footing thickness, rebar size and placement
........................
....................... .
t= 1,8 in
.................... .
c=' 3 i
db= .... 1 in
............................
.......................
Calculate distance from extreme compression fiber to centroid of reinforcement d
d=t-c-(.5'd b )
d= 14.5 in
Determine Soil Pressure based on factored loads
qs=Pu/Afooting 2277 psf
Check one-way (beam) shear in footing for trial thickness
cpVo=cp2(SQRT(f' j)bd
(PVC= 49300lbs
Vu=(Pu/b)(0.5(b-t)-d )
Vu= 429 lbs
cpVC»Vu SATISFACTORY
WASHINGTON ENGINEERING
4040 Wheaton Way, Suite 202
Bremerton, WA 98310
Tel: 360-405-1420
Fax: 360-377-4185
933 West Third Ave, Suite 214
Spokane, WA 99201
Tel: 509-535-7292
Fax: 509-242-0840
_5171
FOOTING CALCULATOR Copyright 2008 12/12/2008
Conc Ftg-Slab v20081211
Check two-way (punching) shear in trial footing
TV,=cp4(SQRT(f',))bod
cpV,= 221850 lbs
V,=(P,,/b2 )(b2-(t+d )2 )
V„= 7826 lbs
cpVC>>Vu SATISFACTORY
Determine reinforcement required for footing based on critical moment at edge of column
M,=q,b(0.5)`(0.5(b-t))2
Mu= 6748 ft -lbs
kbar= M„hpbd2
kba 0.0107 ksl
From Table A8, p= q.0011';
From Table A5, pn,;n0.00591.
Use p= 0.00593
Required AS=pbd= 3.44 int
Trial Bar Size 61
Trial Number of Bars 8'
Provided As= 3.53 int SATISFACTORY
CALCULATE UPLIFT RESISTANCE, Ur
U, =.Weight of Footing + Weight of Soil Volume Above Footing + Structure Dead Load
Ur = 5063 lbs UPLIFT RESISTANCE IS SATISFACTORY
CALCULATE LATERAL RESISTANCE
L, = ((Weight of Footing and Soil + Structure Dead Load)x( Friction Factor)+ Net Passive Pressure
Lr = 4200 lbs OK - WITH USE OF SLAB RESTRAINING F Try b= 40' in
E
ft
t=
d=
36
14.5
FINAL FOOTING CONFIGURATION
..........._........... b = 40 Inches .__...
4040 Wheaton Way, Suite 202 933 West Third Ave, Suite 214
WASHINGTON ENGINEERING Bremerton, WA 98310 Spokane, WA 99201
Tel: 360-405-1420 Tel: 509-535-7292
Fax: 360-377-4185 Fax: 509-242-0840
4! 7
FOOTING CALCULATOR Copyright 2008 12/12/2008
Conc Ftg-Slab v20081211
TABLE A-5 Design Constants
(3V/f' 200 Recommended design values
I._(psi) -----.... 0.75 Vn n -- - (ksi)-
kv---
0.0593
fy = 40,000 psi
0.2717
30000.0050
4000
5000
0.0050
0.0053
0.0278
0.0372.
0.0436
0.0135 0.4828
0.0180 0.6438
0.0225 0.8047
0.0124
6000
0.0058
0.0490
0.0270 _L 0.9657
0.2771
0.0087
fy = 50,000 psi
0.0125
_
3000
4000
5000
6000
0.0040 0.0206
0.0040 0.0275
0.0042 0.0324
0.0046 0.0364
0.0108 0.4828
0.0144 0.6438
0.0180 0.8047
0.0216 0.9657
0.2824
0.0088
fy = 60,000 psi
0.0126
0.6439
3000
4000
®D�
0.0033
0.0214
0.2876
0.0090 0.4828
0.0120 0.6438
0.4781
5000
6000
0.0035
0.0039
0.0252
0.0283
0.0826
0.0150 0.8047
0.9657
0.2929
3000
4000
5000
- _010180
fy = 75,000 psi ---
0.0027 0.0116
0.0027 0.0155
0.0182
-- -
0.0072 0.4828
0.0096 0.6438
0.0120 0.8047
0.6524
6000
0.00381 0.0206
0.0144 0.9657
0.2982
TABLE A-8 Coefficient of Resistance (k) Versus Reinforcement Ratio (p)
(f; = 3000 psi; fr 50,000 psi; Uriits of k Are ksi)
0.0010
kv---
0.0593
0.2717
k-
0.0086 0.4638
0.0124
0.6355
0.0049
0.2771
0.0087
0.4686
0.0125
0.6397
0.0012
0.0710
0.0050
0.2824
0.0088
0.4733
0.0126
0.6439
0.0013
0.0768
0.0051
0.2876
0.0089
0.4781
0.0127
0.6482
0.0014
0.0826
0.0052
0.2929
0.0090
0.4828
0.0128
0.6524
0.0015
0.0884
0.0053
0.2982
0.0091
0.4875
i 0.0129
0.6565
0.0016
0.0942
0.0054
0.3034
0.0092
0.4923
0.0130
0.6607
0-0017
0.1000
0.0055
0.3086
0.0093
0.4970
0.0131
0.6649
0.0018
0.1057
0.0056
0.3139
0.0094
0.5016
0.0132
0.6690
0.0019
0.1115
0.0057
0.3191
0.0095
0.5063
0.0133
0.6731
0.0020
0.1172
0.0058
0.3243
0.0096
0.5109
0.0134
0.6773
0.0021
0.1229
0.0059
0.3294
0.0097
0.5156
0.0135
0.6814
0.0022
0.1286
0.0060
0.3346
0.00980.5202
0.0136
0.6854
0.0023
0.1343
0.0061
0.3397
0.0099
0.5248
0.0137
0.6895
0.0024
0.1399
0.0062
0.3449
0.0100
0.5294
0.0138
0.6936
0.0025
0.1456
0.0063
0.3500
0.0101
0,5340
0.0139
0.6976
0.0026
0.1512
0.0064
0.3551
0.0102
0.5386
0.0140
0.7017
0.0027
0.1569
0.0065
0.3602
0.0103
0.5431
0.0141
0.7057
0.0028
0.1625
0.0066
0.3653
0.0104
0.5477
0.0142
0.7097
0.0029
0.1681
0.0067
0.3703
0.0105
0.5522
0.0143
0.7137
0.0030
0.1736
0.0068
0.3754
0.0106
0.5567
0.0144
0.7176
0.0031
0.1792
0.0069
0.3804
0.0107
0.5612
0.0145
0.7216
0.0032
0.1848
0.0070
0.3854
0.0108
0.5657
0.0146
0.7255
0.0033
0.1903
0.0071
0.3904
0.0109
0.5701
0.0147
0.7295
0.0034
0.1958
0.0072
0.3954
0.0110
0.5746
0.0148
0.7334
0.0035
0.2014
0.0073
0.4004
0.0 11 1
0.5790
0.0149
0.7373
0.0036
0.2069
0.0074
0.4053
0.0112
0.5835
0.0150
0.7412
0.0037
0.2123
0.0075
0.4103
0.0113
0.5879
0.0151
0.7451
0.0038
0.2178
0.0076
0.4152
0.0114
0.5923
0.0152
0.7489
0.0039
0.2233
0.0077
0.4202
0.0115
0.5967
i 0.0153
0.7528
0.0040
0.2287
0.0078
0.4251
0.0116
0.6010
0.0154
0.7566
0.0041
0.2341
0.0079
0.4299
0.0117
0.6054
0.0155
0.7604
0.0042
0.2395
0.0080
0.4348
0.0118
0.6097
0.0156
0.7642
0.0043
0.2449
0.0081
0.4397
0.0119
0.6140
0.0157
0.7680
0.0044
0.2503
0.0082
0.4445
0.0120
0.6184
0.0158
0.7718
0.0045
0.2_557
0.0083
0.4494
0.0121
0.6227
0.0159
0.7756
0.0046
0.2611 -
0.0084
0.4542
0.0122
0.6269
0.0160
0.7793
0.0047
0.2664
0.0085
0_4590
0.0123
0.6312
0.0161
0.7830
4040 Wheaton Way, Suite 202 933 West Third Ave, Suite 214
WASHINGTON ENGINEERING Bremerton, WA 98310 Spokane, WA 99201
Tel: 360405-1420 Tel: 509-535-7292
Fax: 360-377-4185 Fax: 509-242-0840
��7
Date: 12/6/2008
ty of Port Townsend Golf Course Building Reactions Package 6.Decernber
Z _..ne: 7:38:01 AM
Page: 1 of 26
VP Buildings
3200 Players Club Circle
Memphis, TN 38125-8843
STRUCTURAL DESIGN DATA
Project: City of Port Townsend Golf Course Building
Name: Fast -Track
Builder PO #:
Jobsite: 1948 Blaine Street
City, State: Port Townsend, Washington 98368
County: Jefferson
Country: United States
TABLE OF CONTENTS
File: Fast -Track Version: 7.1c
Date: 12/6/2008
V,kZ,. tv of'Port Townsend Golf Course Building Reactions Package 6 December
204=90, 1--ne: 7:38:01 AM
Letter of Certification
Contact: Mark Grant
Name:
Address: 75 Haada Laas Road
City, State: Port Townsend, Washington 98368
Country: United States
Page: 2 of 26
Project: City of Port Townsend Golf Course Building
Builder PO #:
Jobsite: 1948 Blaine Street
City, State: Port Townsend, Washington 98368
County, Country: Jefferson, United States
This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the follow ing Building Code and in
accordance with the order documents which have stipulated t he following applied environmental loads and conditions:
Overall Building Description
Shape Overall Overall Floor Area Wall Area Roof Arca Max. Eavc Min. Eave Max. Root' Niin. Roof Peak
Width Len h (s . ft.) (sq. ft. (sq. ftJ Ilei ht Height 2 Pilch Pitch Hei ht
Fast -Track 40/0/0 60/0/0 1 2400 2667 2530 12/0/0 12/0/0 4.000:12 4.000:12 18/8/0
Loads and Codes - Shape: Fast -Track
City: Port Townsend County: Jefferson State: Washington Country: United States
Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour
Building Use: Low Hazard: Ag, Storage, Temp Cold Form: 04AISI - ASD
Dead and Collateral Loads Live Load
Collateral Gravity:0.00 psf Roof Covering + Second. Dead Load: 2.30 psf Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf Frame Weight (assumed for scismic):2.50 psf'
Wind Load
Wind Speed: 85.00 mph
Wind Exposure (Factor): C (0.853)
Parts Wind Exposure Factor: 0.853
Wind Enclosure: Enclosed
Wind Importance Factor: 0.870
Topographic Factor: 1.0000
NOT Windbome Debris Region
Base Elevation: 0/0/0
Primary Zone Strip Width: 8/0/0
Paris / Portions Zone Strip Width: 4/0/0
Basic Wind Pressure: 11.66 psf
Snow Load
Roof Snow Load: 25.00 psf
Design Snow (Sloped): 25.00 psf
Snow Exposure Cal egory (Factor): 3 Sheltered
(1.10)
Snow Importance: 0.800
Thermal Category (Factor): Unheated (1.20)
Ground / Roof Conversion: 0.70
% Snow Used in Seismic: 0.00
Seismic Snow Load: 0.00 psf
Unobstructed, Slippery Roof
Seismic Load
Mapped Spectral Response - Ss: 125.00 %g
Mapped Spectral Response - SI :45.00 %g
Seismic Hazard / Use Group: Group I
Seismic Importance: 1.000
Seismic Performance / Design Category: D
Framing Seismic Period: 0.2044
Bracing Seismic Period: 0.1289
Framing R -Factor: 3.5000
Bracing R -Factor: 3.2500
Soil Profile Type: Stiff soil (D, 4)
Diaphragm Condition: Flexible
Frame Redundancy Factor: 1.3000
Brace Redundancy Factor:1.3000
Frame Seismic Factor (Cs): 0.2381 x W
Brace Seismic Factor (Cs): 0.2564 x W
Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Pro ject Engineer to obtain all code and
loading information for this specific building site.
The steel design is in accordance wi ill VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and
recommendations of the following organizations:
American Institute of Steel Construction (AISC)
American Iron and Steel Institute (AISI)
American Welding Society (AWS)
American Society for Testing and Materials (ASTM)
Canadian Standards Association
CSA W59 -Welded Steel Construction
Limit State Design of Steel Structures
Metal Building Manufacturers Association (MBMA)
VP Buildings is certified by:
CSA A660 Certified (Design and Manufacturing)
IAS Approved Fabricator
Canadian Welding Bureau Div. I Certified
Fife: Fast -Track Version: 7.1c
Date: 12/6/2008
of fort Townsend Golf Course Building Reactions Package 6 December
„.... _..ne:ty
2 7:38:01 AM
Page: 3 of 26
VP Buildings has designed the structural steel components of this building in accordance w ith the Building Code, Steel Spec itications, and
Standards indicated above. Steel components are designed utilizing the following steel grades unless noted otherwise:
3 Plate members fabricated from plate, bar, strip steel or sheets
ASTM A529, A572, A1011 - All Grade 55 ksi
Hot Rolled Shapes (W, S, C, Angles, etc)
ASTM A36, or ASTM A36Mod50, A529, A572, A588, A709, A992 -All Grade 50 ksi
Tube and Pipe Sections ASTM A500, Grade B (Fy - 42 ksi pipe, Fy - 46 ksi tube)
Light Gage Sections ASTM A 101 1 SS Grade .55 ksi, A653 SS Grade 60 ksi
Round Rod Bracing ASTM A572 Grade 50 ksi
This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by VP BUILDINGS, nor does it
apply to unauthorized modifications to framing systems provided by VP BUILDINGS.
Furthennore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS wi II be erected or constructed in
strict compliance with pertinent documents lumished by VP BUILDINGS.
Sincerely,
P.E. Prepared by: Reviewed by:
VP BUILDINGS
3200 Players Club Circle, Memphis TN 38125 -8843
File: Fast -Track Version: 7.1c
Date: 12/6/2008
vlkz. ty of Port Townsend Golf Course Building .Reactions Package 6 December
2111 _..ne: 7:38:01 AM
Page: 4 of 26
Reactions - Expanded Report
Shape: Fast -Track
Builder Contact:
Name:
Address: 75 Haada Laas Road
City, State Zip: Port Townsend, Washington 98368
Country: United States
Loads and Codes - Shape: Fast -Track
Project: City of Port Townsend Golf Course Building
Builder PO 4:
Jobsite: 1948 Blaine Street
City, State Zip: Port Townsend, Washington 98368
County, Country: Jefferson, United States
City: Port Townsend County: Jefferson State: Washington Country: United States
Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour
Building Use: Low Hazard: Ag, Storage, Temp Cold Form: 04AIS1 - ASD
Dead and Collateral Loads Live Load
Collateral Gravity0.00 psf Roof Covering r- Second. Dead Load: 2.30 psf Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf
Wind Load
Wind Speed: 85.00 mph
Wind Exposure (Factor): C(0.853)
Parts Wind Exposure Factor: 0.853
Wind Enclosure: Enclosed
Wind Importance Factor: 0.870
Topographic Factor: 1.0000
NOT Windborne Debris Region
Base Elevation: 0/0/0
Primary Zone Strip Width: 8/0/0
Parts / Portions Zone Strip Width: 4/0/0
Basic Wind Pressure: 11.66 psf
Snow Load
Roof Snow Load: 25.00 psf
Design Snow (Sloped): 25.00 psf
Snow Exposure Category (Factor): 3 Sheltered
(1.10)
Snow Importance: 0.800
Thermal Category (Factor): Unheated (1.20)
Ground/ Roof Conversion: 0.70
% Snow Used in Seismic: 0.00
Seismic Snow Load: 0.00 psl
Unobstructed, Slippery Roof
Seismic Load
Mapped Spectral Response - Ss: 125.00 %g
Mapped Spectral Response - S 1:45.00 %g
Seismic Hazard / Use Group: Group
Seismic Importance: 1.000
Seismic Perfonnance / Design Category: D
Framing Seismic Period: 0.2044
Bracing Seismic Period: 0.1289
Framing R -Factor: 3.5000
Bracing R -Factor: 3.2500
Soil ProtileType: Stiffsoil (D, 4)
Diaphragm Condition: Flexible
Frame Redundancy Factor:1.3000
Brace Redundancy Factor:1.3000
Frarne Seismic Factor (Cs): 0.2381 x W
Brace Seismic Factor (Cs): 0.2564 x W
Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Pro ject Engineer to obtain all code and
loading information for this specific building site.
Load Type Descriptions
D
Material Dead Weight
C
Collateral Load
CG
Collateral Load for Gravity Cases
CU
Collateral Load for Wind Cases
L
Live Load
ASL^
Alternate Span Live Load, Shifted Right
^ASL
Alternate Span Live Load, Shifted Left
PL2
Partial Live, Full, 2 Spans
L>
Live - Notional Right
<L
Live - Notional Left
S
Snow Load
us]*
Unbalanced Snow Load I, Shifted Right
*USI
Unbalanced Snow Load I, Shifted Left
US2*
Unbalanced Snow Load 2, Shifted Right
*US2
Unbalanced Snow Load 2, Shifted Left
SD
Snow Drift Load
SS
Sliding Snow Load
RS
Rain Surcharge Load
PFI
Partial Load, Full, I Span
PHI
Partial Load, Half, I Span
PF2
Partial Load, Full, 2 Spans
PH2
Partial Load, Half, 2 Spans
S>
Snow - Notional Right
<S
Snow - Notional Left
MRS
Minimum Roof Snow
MRS>
Minimum Rool'Snow - Notional Right
<MRS
Minimum Roof Snow -Notional Left
W
Wind Load
W 1>
Wind Load, Case 1, Right
<W I
Wind Load, Case 1, Left
W2>
Wind Load, Case 2, Right
<W2
Wind Load, Case 2, Lett
W3>
Wind Load, Case 3, Right
<W3
Wind Load, Case 3, Left
W4>
Wind Load, Case 4, Right
<W4
Wind Load, Case 4, Left
W5>
Wind Load, Case 5, Right
<W5
Wind Load, Case 5, Left
W6>
Wind Load, Case 6, Right
<W6
Wind Load, Case 6, Left
WP
Wind Load, Parallel to Ridge
WPR
Wind Load, 11 Ridge, Right
WPL
Wind Load, 11 Ridge, Left
WPAI
Wind Parallel - Ref A, Case I
File: Fast -Track Version: 7.1 c
Date: 12/6/2008
ty of Port Townsend Golf Course Building Reactions Package 6 December
7:38:01 AM
Page: 5 of 26
WPA2
Wind Parallel - Ref A, Case 2
WPBI
Wind Parallel - Ref B, Case 1
WPB2
Wind Parallel - Ref B, Case 2
WPCI
Wind Parallel - Ref C, Case 1
WPC2
Wind Parallel - Ref C, Case 2
WPDI
Wind Parallel - Ref D, Case I
WPD2
Wind Parallel - Ref D, Case 2
WBI>
Wind Brace Reaction, Case I, Right
<WBI
Wind Brace Reaction, Case 1, Left
WB2>
Wind Brace Reaction, Case 2, Right
<WB2
Wind Brace Reaction, Case 2, Left
WB3>
Wind Brace Reaction, Case 3, Right
<WB3
Wind Brace Reaction, Case 3, Left
WB4>
Wind Brace Reaction, Case 4, Right
<WB4
Wind Brace Reaction, Case 4, Left
WB5>
Wind Brace Reaction, Case 5, Right
<WB5
Wind Brace Reaction, Case 5, Left
WB6>
Wind Brace Reaction, Case 6, Right
<WB6
Wind Brace Reaction, Case 6, Left
MW
Minimum Wind Load
MWB
Minimum Wind Bracing Reaction
E
Seismic Load
F>
Seismic Load, Right
<E
Seismic Load, Left
EG
Vertical Seismic Effect
EG+
Vertical Seismic Effect, Additive
EG-
Vertical Seismic Effect, Subtractive
EB>
Seismic Brace Reaction, Right
<EB
Seismic Brace Reaction, Left
FL
Floor Live Load
FL*
Alternate Span Floor Live Load, Shifted Right
*FL
Alternate Span Floor Live Load, Shitted Left
FD
Floor Dead Load
AL
Auxiliary Live Load
AL*>
Auxiliary Live Load, Right, Right
*AL>
Auxiliary Live Load, Right, Left
<AL*
Auxiliary Live Load, Left, Right
<*AL
Auxiliary Live Load, Left, Left
AL*
Aux Live, Right
*AL
Aux Live, Left
AL*>(1)
Auxiliary Live Load, Right, Right, Aisle I
*AL>(1)
Auxiliary Live Load, Right, Left, Aisle
<AL*(1)
Auxiliary Live Load, Left, Right, Aisle I
<*AL(l)
Auxiliary Live Load, Left, Left, Aisle I
AL*(1)
Aux Live, Right, Aisle I
*AL(1)
Aux Live, Left, Aisle I
AL*>(2)
Auxiliary Live Load, Right, Right, Aisle 2
*AL>(2)
Auxiliary Live Load, Right, Left, Aisle 2
<AL*(2)
Auxiliary Live Load, Left, Right, Aisle 2
<*AL(2)
Auxiliary Live Load, Left, Left, Aisle 2
AL*(2)
Aux Live, Right, Aisle 2
*AL(2)
Aux Live, Left, Aisle 2
AL*>(3)
Auxiliary Live Load, Right, Right, Aisle 3
*AL>(3)
Auxiliary Live Load, Right, Left, Aisle 3
<AL*(3)
Auxiliary Live Load, Left, Right, Aisle 3
<*AL(3)
Auxiliary Live Load, Left, Left, Aisle 3
AL*(3)
Aux Live, Right, Aisle 3
*AL(3)
Aux Live, Left, Aisle 3
AL*>(4)
Auxiliary Live Load, Right, Right, Aisle 4
*AU(4)
Auxiliary Live Load, Right, Left, Aisle 4
<AL*(4)
Auxiliary Live Load, Left, Right, Aisle 4
<*AL(4)
Auxiliary Live Load, Left, Left, Aisle 4
AL*(4)
Aux Live, Right, Aisle 4
*AL(4)
Aux Live, Left, Aisle 4
AL*>(5)
Auxiliary Live Load, Right, Right, Aisle 5
*AL>(5)
Auxiliary Live Load, Right, Left, Aisle 5
<AL*(5)
Auxiliary Live Load, Left, Right, Aisle 5
<*AL(5)
Auxiliary Live Load, Left, Left, Aisle 5
AL*(5)
Aux Live, Right, Aisle 5
*AL(5)
Aux Live, Left, Aisle 5
ALB
Aux Live Bracing Reaction
ALB>
Aux Live Bracing Reaction, Right
<ALB
Aux Live Bracing Reaction, Left
WALB>
Wind, Aux Live Bracing Reaction, Right
<WALB
Wind, Aux Live Bracing Reaction, Left
ALB>(1)
Aux Live Bracing Reaction, Right, Aisle I
<ALB(I)
Aux Live Bracing Reaction, Left, Aisle I
WALB>(I)
Wind, Aux Live Bracing Reaction, Right, Aisle I
<WALB(I)
Wind, Aux Live Bracing Reaction, Left, Aisle I
ALB>(2)
Aux Live Bracing Reaction, Right, Aisle 2
<ALB(2)
Aux Live Bracing Reaction, Left, Aisle 2
WALB>(2)
Wind, Aux Live Bracing Reaction, Right, Aisle 2
<WALB(2)
Wind, Aux Live Bracing Reaction, Left, Aisle 2
ALB>(3)
Aux Live Bracing Reaction, Right, Aisle 3
<ALB(3)
Aux Live Bracing Reaction, Left, Aisle 3
WALB>(3)
Wind, Aux Live Bracing Reaction, Right, Aisle 3
<WALB(3)
Wind, Aux Live Bracing Reaction, Left, Aisle 3
ALB>(4)
Aux Live Bracing Reaction, Right, Aisle 4
<ALB(4)
Aux Live Bracing Reaction, Left, Aisle 4
WALB>(4)
Wind, Aux Live Bracing Reaction, Right, Ai sle 4
<WALB(4)
Wind, Aux Live Bracing Reaction, Left, Aisle
ALB>(5)
Aux Live Bracing Reaction, Right, Aisle 5
<ALB(5)
Aux Live Bracing Reaction, Left, Aisle 5
WALB>(5)
Wind, Aux Live Bracing Reaction, Right, Aisle 5
<WALB(5)
Wind, Aux Live Bracing Reaction, Left, Aisle 5
WALB
Wind, Aux Live Bracing Reaction
AD
Auxiliary Dead Load
UO
User Defined Load
U 1
User Defined Load - I
U2
User Defined Load - 2
U3
User Defined Load - 3
U4
User Defined Load - 4
U5
User Defined Load - 5
U6
User Defined Load - 6
U7
User Defined Load - 7
U8
User Defined Load - 8
U9
User Defined Load - 9
UB
User Brace Reaction
UBI
User Brace Reaction - I
UB2
User Brace Reaction - 2
UB3
User Brace Reaction - 3
UB4
User Brace Reaction - 4
UB5
User Brace Reaction - 5
UB6
User Brace Reaction - 6
UB7
User Brace Reaction - 7
UB8
User Brace Reaction - 8
UB9
User Brace Reaction - 9
R
Rain Load
T
Temperature Load
V
Shear
File: Fast -Track Version: 7,1 c
Date: 12/6/2008
)1kz,=ty of Port Townsend Golf Course Building Reactions Package 6 December
2 _..ne: 7:38:01 AM
Page: 6 of 26
Overall Building Description
Shape OVCrall
Width
Overall
Len h.)
Floor Are=11 rea
Roof Area
(sq. ft.)
Max. Eave
Height
Min. Eave
Ilei ht 2
Max. Roof
Pitch
Min. Roof
IPitch
Peak
Height
Fast -Track 40/0/0
60/0/0
1 2400 1 2667 1
2530
1 12/0/0
12/0/0
4.000:12
1 4.000:12
18/8/0
Descrintion
Q
1 1
File: Fast -Track Version: 7.1c
Date: 12/6/2008
M.tJ' of Port Townsend Golf Course Building Reactions Package 6 December
2 _..ne: 7:38:01 AM
Page: 7 of 26
Wall: 2 (Grid:A )
NX x
Portal Brace reactions ARE included with frame reactions. See respective frame cross -sections For reactions.
File: Fast -Track Version: 7.1c
%/;7 Date: 12/6/2008
LvAllr tJ' of Port Townsend Golf Course Building Reactions Package 6 December
2..... _..ne: 7:38:01 AM
Page: 8 of 26
Wall: 4 ( Grid:D )
I I 1Q'.fi" 11,_11,
Portal Brace reactions ARE included with frame reactions. See respective (Tame cross -sections for reactions.
File: Fast -Track Version: 7.1c
Date: 12/6/2008
avz,..Mty of'Port Townsend Golf Course Building Reactions Package 6 December
2..ne: 7:38:01 AM
Page: 9 of 26
Wall: 4, Frame at: 0/6/0
I
System
(.000 1.0 D + 1.0 CG + 1.0 L> 1
D + CG + U 'y
2
System
I A00 1.0 D + 1.0 CG + I.0 <L
D + CG + <L
3
System
1.000 1.0 D + 1.0 CG + 1.0 ASL^
D + CG + ASL^
4
System
1.000 I.0 D + 1.0 CG + 1.0 ^ASL
D + CG + ^AS L
7
System
1.000 1.0 D + 1.0 CG + 1.0 S>
D + CG + S>
8
System
1.000 1.0 D + 1.0 CG + LO <S
D + CG + <S
9
System
1.000 1.0 D + 1.0 CG + 1.0 USI *
D + CG + US I
10
System
1.000 1.01)+ 1.0 CG + 1.0 *US I
D + CG + *US 1
I I
System
1.000 1.0 D + 1.0 CG 1 1.0 W I>
D F CG + W l>
12
System
1.000 1.0 D + 1.0 CG + 1.0 <W1
D+ CG + <W]
13
System
1.000 1.0 D + 1.0 CG + 1.0 W2>
D + CG + W2>
14
System
1.000 1.0D+1.0CG+1.0<W2
D-ICG+<W2
15
System
1.000 .600 D + 0.600 CU + 1.0 W I>
D + CU + W I>
16
System
1.000 1.600 D + 0.600 CU + 1.0 <W l
D + CU i- <W 1
17
System
1.000 0.600 D + 0.600 CU + 1.0 W2>
D i- CU + W2>
18
System
1.000 0.600 D + 0.600 CU + 1.0 <W2
D + CU + <W2
19
System
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W I>
D + CG 4- L + WI >
20
System
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W 1
D F CG + L + <W
21
System
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2>
D + CG + L + W2>
22
System
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2
D + CG + L + <W2
23
System
1.000 1.0 D + LO CG 10.750 S + 0.750 W I>
D r CG + S + W I>
24
System
1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1
D + CG + S + <W 1
25
System
1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2=-
D + CG + S + W2>
26
System
1.000 10 D + 1.0 CG + 0.750 S + 0.750 <W2
D -I CG + S + <W2
27
System
1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG I
D + CG + E> + EG F
28
System
1000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EGF
D + CG + <E + EG+
29
System
1.000 0.600 D + 0.600 CU + 0.910 F> + 0.700 EG -
D + CU + E> + EG -
30
System
1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG -
D + CU + <E + EG -
31
System
1.000 1.0 D + 1.0 CG + 0.682 F> + 0.525 EG+
D + CO + E> + EG+
32
System
1.000 1.0 D + 1.0 CG I- 0.682 <E + 0.525 EG+
D F CG + <E + EG+
45
System Derived
1.000 1.0 D + 1.0 CG + 1.0 WPA I
D + CG + WPA 1
46
System Derived
1.000 0.600 D + 0.600 CU i 1.0 WPA I
D + CU + WPA 1
47
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W PAI
D + CG + L + WPA I
48
System Derived
1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA 1
D + CG + S + WPA 1
49
System Derived
1.000 LO D+ 1.0 CG+ 10 WPDI
D+CG+ WPDI
50
System Derived
1.000 0.600 D I- 0.600 CU + 1.0 WPDI
D I- CU + WPDI
51
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDI
D + CG + L +- WPDI
52
System Derived
1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W PD I
D + CG + S + W PD 1
53
System Derived
1.000 1.0 D + 1.0 CG + 1.0 WPA2
D + CG + WPA2
54
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPA2
D + CU + WPA2
55
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2
D + CG + L + WPA2
56
System Derived
1.000 1.0 D + 1.0 CG .. 0.750 S + 0.750 WPA2
D .I. CG + S + WPA2
57
System Derived
1.000 LO D + 1.0 CG + 1.0 WPD2
D + CG + WPD2
58
System Derived
1.000 0.600 D+0.600 CU+ LO WPD2
D+CU+ WPD2
59
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2
D + CG + L + WPD2
60
System Derived
1.000 1.0 D + 10 CG + 0.750 S + 0.750 WPD2
D + CG + 5 + WPD2
61
System Derived
1.000 1.0 D+ 1.0 CG + 1.0 WPB
D+CG + WPBI
62
System Derived
1.000 0.600D+0.600 CU+1.0WPB I
D.FCU+WPBI
63
System Derived
1.000 I.0D4-LO CG+0.750L+0.750WPB I
D+CG+L+WPBI
64
System Derived
1.000 1.0D+I.0CG+0.7505+0.750 WPB
D+CG+S+WPBI
65
System Derived
1.000 LO D + 1.0 CG + 1.0 WPC I
D + CG + WPC
66
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPC I
D + CU + WPC
67
System Derived
1.000 LO D + 1.0 CG + 0.750 L + 0.750 WPC 1
D + CG + L + WPC I
68
System Derived
1.000 1.0 D + LO CG + 0.750 S + 0.750 W PC I
D + CG + S + WPC I
59
System Derived
1.000 1.0 D+ 1.0 CG + 1.0 WPB2
D+CG + WPB2
70
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPB2
D + CU + WPB2
71
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2
D + CG + L + WPB2
72
System Derived
1.000 1.0 D 4- 1.0 CG + 0.750 S + 0.750 WPB2
D + CG + S F WPB2
73
System Derived
1.000 1.0 D + 1.0 CG + 1.0 WPC2
D + CG + WPC2
74
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPC2
D + CU + WPC2
'S
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2
D + CG + L + WPC2
File: Fast -Track Version: 7.1c
VM7Date: 12/6/2008
ty g f'Port Townsend Golf Course .wilding Reactions Package 6 December
2___ _ he: 7:38:01 AM
Page: 10 of 26
76 System Deri ved
1.000
1.0 D + 1.0 CO + 0.750 S + 0.750 W PC2
D + CG + S + W PC2
77 System Deri vcd
1.000
1.0 D + I.0 CG + D-273 E> + 0.700 EG+ + 0.910 EB>
D + CG + F> + EG+ + EB>
78 System Derived
1.000
1.0 D + 1.0 CG + 0.910 E> + 0.700 EGA- 1 0.273 EB>
D + CG + E> + EG+ 1 EB>
79 System Derived
1.000
1.0 D+ 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB>
p + CG + <E + EG+ + EB>
80 System Derived1.000
1.11 + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB>
D + CC; + <E + EG+ + EB>
81 System Deri ved
1.000
0.600 D + 0.600 CU + 0.273 E> + 0.700 EG - + 0.910 EB>
D + CU + E> + EG- + EB>
82 System Derived
1.000
0.600 D + 0.600 CU + 0.910 E> + 0.700 EG - -F 0.273 EB>
D + CU + + EG- + EB>
83 System Derived
1.000
0.600 D + 0.600 CU + 0.273 <E + 0.700 EG -+ 0.910 EB>
%
D + CU + <E + EG- + EB>
84 System De cd
1.000
0.600 D + 0.600 CU + 0.910 <E + 0.700 EG - + 0.273 EB>
D + CU + <E + EG- I FB>
85 System Derivcd
1.000
1.0 D + 1.0 CG + 0.205 E> + 0.525 EG++ 0.682 EB>
D + CG + E> + EG+ A EB>
86 System Derived
1.000
1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ + 0.205 EB>
D + CG + E> + EG+ + EB>
87 System Derived
1.000
1.0 b + 1.0 CG + 0.205 <E + 0.525 FG I A 0.682 EB>
D + CG + <E + EGI- + EB>
88 System Derived
1.000
1.0 D + 1.0 CG + 0.682 <E + 0.525 EG+ + 0.205 EB>D
+ CG + <E + EG+ + EB>
92 System Derived
1.000
1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB
ll + CG + E> + EG+ + <EB
93 System Derived
1.000
1.0 D + 1.0 CG + 0.910 E> + 0.700 FGA- + 0.273 <EB
D +CG + E> + EG I + <EB
94 System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB
D + CG + <E + EGA- + <Eg
95 System Derived
1.000
1.0 D + 1.0 CG -1- 0.910 <E + 0.700 EG+ + 0.273 <EB
D + CG + <E + EG+ + <EB
96 System Derived
l .000
.600 D A- 0.600 CU + 0.273 F> + 0.700 EG - + 0.910 <EB
D + CU + E> + EG- + <EB
97 System Derived
1.000
0.600 D + 0.600 CU + 0.910 E� + 0.700 EG - + 0.273 <EB
D + CU + E> + EG- + <EB
98 System Derived
1.000
0.600 U + (1.600 CU + 0.273 <E + 0.700 EG - + 0.910 <EB
U + CU + <E + EG- + <EB
99 System Derived
1.000
0.600 D + 0.600 CU + 0.910 <E 1 0.700 EG - + 0.273 <EB
D + CU + <E + EG- I <EB
100 System Derived
1.000
1.0 D + 1.0 CG + 0.205 E> + 0.525 EG+ + 0.682 <EB
D + CG + E> + EG+ + <EB
101 System Derived
1.000
LO D + 1.0 CG + 0.682 E> + 0.525 EG+ + 0.205 <EB
ID
D -1. CG + E> + EG+ + <EB
102 System Derived
1.000
1.0 D + 1.0 CG + 0.205 <E + 0.525 EG+ + 0.682 <EB
D + CG + <E + EG+ + <EB
103 S stem Derived
1.000
LO D + 1.0 CG + 0.682 <E + 0.525 EG+ + 0.205 <EB
+ C.C. + <F + Fn+ + FR
File: Fast -Track Version: 7.1c
)Ik Date: 12/6/2008
t1' of Port Townsend Golf Course Building Reactions Package 6 December
2 ne: 7:38:01 AM
Page: 11 of 26
Wall: 4, Frame at: 0/6/0
Frame ID:Post & Beam Frame Type:Post & Beam
Values shown are resisting forces of the foundation.
Reactinns - 1Infarl-A r -1 1 T., n.
Hx
Type
Exterior
0.1
_
0.7
Column
Interior Column
Interior Column
Exterior (.'olumn
v
X -Loc
0/0/0
8/6/0
31/6/0
1 40/0/0
Grid -Grid2
I -D
I -C
I -B
1-A
Base Plate W x L (in.)
8 x 10
8X 10
8 x 10
8x 10
Base Plate Thickness (in.)
0.375
0.375
0375
0.375
Anchor Rod Qty/Dian. (in.)
Column Base Elev.
2-0.750
100'-1"
2-0.750
100'-1"
2 -'0 .750
100'-1"
2 -0.750
100'-I"
D
Fri
0.1
_
0.7
nn
nz
v
CG
Fnn
-
.1
L>
F^ASL
Flm
4.0
<L
Fnn
4.0
ASL^
Fnn
-0.9
3.2
0.9
Fri
0.9
0.9
Y_-
S>
Fri
-0.0
5.2
.9
0.0
<S
Fri
-0.0
5.2
US l *
Fri
-0.6
3.0
.0
*Us I
Fnn
-0.2
-
-
6.0
-
-
.2
Fnn
-0.3
-
L3
-2.4
1.3
.6Wl>
<W I
Fri
0.5
-0.2
-1.2
-1.9
-1.2
-2.4
0.3
.2
W2>
Fill]
-0.6
0.2
-
-1.7
-
-1.2
-0.3
-0.0
<W2
Frill
0.3
-0.0
-1.2
-1.7
0.6
0.2
CU
Fnn
-
-
L
Frm
4.0
4.0
S
Fnn
-
-0.0
5.2
5.2
-
-0.0
F>
Fnn
-0.0
-
0.0
-
0.0
-
-0.0
-
EG+
Frm
-
-
0.2
-
0.2
-
<E
Frm
0.0
-0.0
-
-0.0
-
0.0
EG-
Frm
-
-
-0.2
-
-0.2
-
-
WPA I
Brc
0.4
0.5
-1.9
-1.7
-0.4
-0.3
WPDI
We
0.4
-0.4
-1.4
-1.3
-0.4
-0.3
WPA2
Brc
0.2
-0.3
-1.2
-LO
-0.2
-0.2
WPD2
Brc
0.2
-0.2
-0.7
-0.6
-0.2
-0.1
WPB
Brc
0.4
-0.3
-1.7
-1.9
-0.4
-0.5
WPC1
Brc
0.4
-0.3
-1.3
-1.4
-0.4
-0.4
WPB2
Brc
0.2
-0.2
-1.0
-1.2
-0.2
-0.3
WPC2
Brc
0.2
-0.1
-0.6
-0.7
-0.2
-0.2
EB>
Brc
-
File: Fast -Track
Version: 7.1c
vlkzm. Date: 12/6/2008
ty of Port Townsend Golf Coarse Built-ling Reactions P icka ge 6 December
2., _..ne: 7:38:01 AM
Page: 12 of 26
<EB I Bre I
Frame Reactions - Factored Load Cases at Frame Cross Section: l
Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method
File: Fast -Track Version: 7.1c
X -Loc
0/0/0
8/6/0
31/6/0
40/0/0
Grid -Grid2
1-D
l -C
1-13
1-A
Ld
Descri tion
Hx
Vy
Hx Hz
V
Hx Hz
V
Hx
V
Cs
(a licalion factor not shown)
(k
(k
k (k)
(k)
(k) (k)
(k)
(k)
(k)
I
D+CG+L>
0.1
4.8
4.8
_
0.1
2
D+CG+<L
0.1
4.8
4.8
0.1
3
D + CG + ASL^
-0.83.9
3.9
-0.8
4
D+CG+AASL
0.9
1.6
1.6
0.9
7
D+CG+S>
0.0
5.9
5.9
0,0
8
D+CG+<S
0.0
5.9
5.9
0.0
9
D+CG+US!*
-0.5
3.7
6.7
-0.2
10
D+CG+*USI
-
-0.2
6.7
3.7
-0.5
II
D+CG+WI>
-0.3
0.1
1.3
-1.7
1.3
-1.2
-0.5
-0.2
12
D+CG+<Wl
0.5
-0.2
-1.2
-1.2
-1.2
-1.7
0.3
0.1
13
D + CG + W2>
-0.6
0.2
-
-1.0
-
-0.5
-0.3
0.0
14
D+CG+<W2
0.3
0.0
-
-0.5
-
-1.0
0.6
0.2
15
D+CU+WI>
-0.3
0.0
1.3
-2.0
1.3
-1.5
-0.5
-0.2
16
D+CU+<W1
0.5
-0.2
-1.2
-1.5
-1.2
-2.0
0.3
0.0
17
D+CU+W2>
-0.6
0.2
-
-1.3
-
-0.8
-0.3
-0.0
18
D+CU+<W2
0.3
-0.0
-
-0.8
-
-1.3
0.6
0.2
19
D+CG+L+W1>
-0.3
0.1
1.0
1.9
1.0
2.3
-0.4
-0.1
20
D + CG + L + <W 1
0.4
-0.1
-0.9
2.3
-0.9
1.9
0.3
0.1
21
D + CG + L + W2>
-0.4
0.2
-
2.4
-
2.8
-0.2
0.0
22
D+CG+L+<W2
0.2
0.0
-
2.8
-
2.4
0.4
0.2
23
D+CG+S+WI>
-0.3
0.0
1.0
2.8
1.0
3.2
-0.4
-0.1
24
D+CG+S+<W1
0.4
-0.1
-0.9
3.2
-0.9
2.8
0.3
0.0
25
D + CG + S + W2>
-0.4
0.2
-
3.3
-
3.7
-0.2
0.0
26
D+CG+S+<W2
0.2
0.0
-
3.7
-
3.3
0.4
0.2
27
D + CG + E> + EG+
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0
0.1
28
D + CG + <E + EG+
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
29
D + CU + E> i- EG-
-0.0
0.0
0.0
0.3
0.0
0.3
-0.0
0.0
30
D + CU + <E + EG-
0.0
0.0
-0.0
0.3
-0.0
0.3
0.0
0.0
31
D + CG + F> + EG+
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0
0.1
32
D + CG + <E -+ EG+
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
45
D+CG+ WPAI
0.4
-0.5
-
-1.2
-
-1.0
-0.4
-0.3
46
D+CU+ WPAI
0.4
-0.5
-1.5
-1.3
-0.4
-0.3
47
D+CG+L i- WPAI
0.3
-0.3
2.3
2.5
-0.3
-0.2
48
D + CG + S + W PA 1
0.3
-0.4
3.1
3.3
-0.3
-0.2
49
D + CG + WPDI
0.4
-0.4
-0.6
-0.5
-0.4
-0.2
50
D+CU+ WPDI
0.4
-0.4
-0.9
-0.8
-0.4
-0.3
51
D+CG+L+WPDI
0.3
-0.2
2.7
2.8
-0.3
-0.2
52
D+CG+S+WPDI
0.3
-0.3
3.6
3.7
-0.3
-0.2
53
D + CG + WPA2
0.2
-0.3
-0.5
-0.3
-0.2
-0.1
54
D + CU + WPA2
0.2
-0.3
-0.8
-0.6
-0.2
-0.1
55
D + CG + L + W PA2
0.1
-0.2
2.8
3.0
-0.1
-0.1
56
D + CG + S + WPA2
0.1
-0.2
3.7
3.8
-0.1
-0.1
57
D + CG + WPD2
0.2
-0.2
0.0
0.2
-0.2
-0.1
58
D+CU+ WPD2
0.2
-0.2
-0.2
-0.1
-0.2
-0.1
59
D+CG+L+WPD2
0.1
-0.1
3.2
3.3
-0.1
40
60
D + CG + S + WPD2
0.1
-0.1
4.1
4.2
-0.1
-0.1
61
D+CG+WPBI
0.4
-0.3
-1.0
-1.2
-0.4
-0.5
62
D+CU+ WPBI
0.4
-0.3
-1.3
-1.5
-0.4
-0.5
63
D + CG + I_ + WPBI
0.3
-0.2
2.5
2.3
-0.3
-0.3
64
D+CG+S+WPBI
0.3
-0.2
3.3
3.1
-0.3
-0.4
65
D + CG F WPC 1
0.4
-0.2
-0.5
-0.6
-0.4
-0.4
66
D + CU + WPC 1
0.4
-0.3
-0.8
-0.9
-0.4
-0.4
67
D + CG + L + W PC I
0.3
-0.2
2.8
2.7
-0.3
42
68
D + CG + S + W PC I
0.3
-0.2
3.7
3.6
-0.3
-0.3
69
D + CG + W PB2
0.2
-0.1
-0.3
-0.5
-0.2
-0.3
File: Fast -Track Version: 7.1c
Date: 12/6/2008
vkz�
ty of Port Townsend Golf Course Building Reactions Package 6 December
2 _..ne: 7:38:01 AM
Maximum Combined Reactions Summary with Factored Loads - Framing
Nlme All v-6- V _-A - ')-A -A- ... I. ,;,, . _ �6_ M. -I n....l.,,.:.. nA... _A
Page: 13 of 26
-0.2
-0.3
70
D+CU+WPB2
0.2
-0.1
-0.1
-0.2
-0.6
-0.2
-0.2
-0.8
-0.2
71
D+CG+L+WPB2
0.1
-0.1
Load
-0.1
3.0
(-fix)
-0.0
2.8
Case
72
D+CG+S+WPB2
0.1
-0.1
0.1
Case
3.8
0.1
(-Mzz)
3.7
0.0
73
D + CG + WPC2
0.2
-0.1
0.0
0.0
0.2
0.0
0.0
0.0
-0.0
74
D + CU + W PC2
0.2
-0.1
(in -k)
0.0
-0.1
0.0
-0.2
0.6
75
D+CG+L+WPC2
0.1
-0.0
0.1
-
3.3
0.1
3
3.2
0.1
76
D + CG + S + W PC2
0.1
-0.1
-0.0
0.0
4.2
0.0
0.0
4.1
0.0
77
D + CG + E> + EG+ + EB>
-0.0
0.1
15
0.0
0.8
0.0
0.8
78
D + CO + E> + EG+ + EB>
-0.0
0.1
-
0.0
0.8
12
0.0
0.8
2.0
79
D + CG + <E -1. EG+ + EB>
0.0
0.1
-0.0
0.8
40/0/0
-0.0
0.8
11
80
D + CG + <E + EG+ + EB>
0.0
0.1
-
-0.0
0.8
3
-0.0
0.8
81
D + CU + E> + EG- + EB>
-0.0
0.0
0.0
0.3
0.0
0.3
82
D + CU + E> + EG- + EB>
-0.0
0.0
0.0
0.3
0.0
0.3
83
D + CU + <E + EG- + EB>
0.0
0.0
-0.0
0.3
40
0.3
84
D + CU + <E + EG- + EB>
0.0
0.0
-0.0
0.3
-0.0
0.3
85
D + CG + H> -I EG+ + EB>
-0.0
0.1
0.0
0.8
0.0
0.8
86
D + CG + E> + EG+ + EB>
-0.0
0.1
0.0
0.8
0.0
0.8
87
D+CG+<E+EG++EB>
0.0
0.1
-0.0
0.8
-0.0
0.8
88
D + CG + <E -r EG I- + EB>
0.0
0.1
-0.0
0.8
-0.0
0.8
92
D + CG + E> + EG+ + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
93
D + CG + E> + EG+ + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
94
D + CG + <E + EG -F + <EB
0.0
0.1
-0.0
0.8
-0.0
0.8
95
D + CG + <E + EG+ + <EB
0.0
0.1
-0.0
0.8
-0.0
0.8
96
D + CU + E> + EG- + <EB
-0.0
0.0
0.0
0.3
0.0
0.3
97
D + CU + E> + EG- + <EB
-0.0
0.0
0.0
0.3
0.0
0.3
98
D + CU + <E + EG- + <EB
0.0
0.0
-0.0
OJ
-0.0
0.3
99
D + CU + <E + EG- + <EB
0.0
0.0
-0.0
0.3
-0.0
0.3
100
D + CG + E> I I3G+- + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
101
D + CG + E> + EG+ + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
102
D + CG + <E + EG+ + <EB
0.0
0.1
-0.0
0.8
-0.0
0.8
103
D + CG + <E -1 EG I + <EB
0.0
0.1
-0.0
0.8
40
0.8
Maximum Combined Reactions Summary with Factored Loads - Framing
Nlme All v-6- V _-A - ')-A -A- ... I. ,;,, . _ �6_ M. -I n....l.,,.:.. nA... _A
Page: 13 of 26
-0.2
-0.3
Hrz lett
-0.1
-0.2
Load
-0.1
-0.2
F1rz Out
-0.2
-0.2
Load
-0.2
-0.2
Mom ew
-0.1
-0.1
Load
-0.1
-0.1
(-fix)
-0.0
0.1
Case
-0.0
0.1
(Hz)
0.0
0.1
Case
0.0
0.1
(-Mzz)
-0.0
0.0
Case
-0.0
0.0
(k)
0.0
0.0
0.0
0.0
(k)
-0.0
0.1
-0.0
0.1
(in -k)
0.0
0.1
0.0
0.1
0.6
-0.0
0.1
12
-0.0
0.1
-
0.0
0.1
3
0.0
0.1
-0.0
0.0
-0.0
0.0
-
0.0
0.0
-
0.0
0.0
1.3
-0.0
0.1
15
-0.0
0.1
0.0
0.1
0.0
0.1
-
X -Loc
Grid
Hrz lett
Load
Hrz Right
Load
Hlz In
Load
F1rz Out
Load
Uplift
Load
Vlt Down
Load
Mom ew
Load
Mom cew
Load
(-fix)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
(k)
(k)
(k)
(k)
k
(k)
(in -k)
(in -k)
0/0/0
I -D
0.6
13
0.5
12
-
-
-
0.8
3
0.9
4
8/6/0
I -C
-
-
-
-
1.2
12
1.3
11
2.0
15
6.7
10
31/6/0
I -B
-
-
-
-
1.2
12
1.3
11
2.0
16
6.7
9
40/0/0
]-A
0.5
11
0.6
14
-
-
0.8
3
0.9
4
File: Fast -Track Version: 7.1c
Date: 12/6/2008
ty of Port Townsend Golf Course Building Reactions Package 6 December
2--- _..ne: 7:38:01 AM
Page: 14 of 26
Wall: 4, Frame at: 20/0/0
Design Load Combinations - Framinn
I
System
1.000 1.0 D + 1.0 CC + 1.0 S>
D + CG + S>
2
System
1.000 1.0 D 4- 1.0 CG + 1.0 <S
D + CG F <S
3
System
1.000 1.0 D + 1.0 CC F 1.0 US] *
D + CC + USI
4
System
1.000 1.0 D + 1.0 CC + 1.0 *USI
D + CC + *US)
5
System
1.000 I.0D+I.0CC+I.0W1>
D+CC+WI>
6
System
1.000
LO D + 1.0 CG t LO <W I
D + CC + <W 1
7
System
1.000
1.0 D + 1.0 CG + 1.0 W2>
D + CC + W2>
8
System
1.000
1.0 D + 1.0 CG + 1.0 <W2
D + CC + <W2
9
System
1.000
0.600 D r 0.600 CU + 1.0 W t>
D + CU + W I>
10
System
1.000
.600 D + 0.600 Cu + 1.0 <W 1
D + CU + <W 1
I I
System
1.000
0.600 D + 0.600 CU + 1.0 W2>
D + CU F W2>
12
System
1.000
0.600 D t 0.600 CU + 1.0 <W2
D + CU 4 <W2
13
System
1.000
1.0 D + I.0 CC + 0.750 S + 0.750 W I>
D + CG + S + W 1>
14
System
1.000
1.0 D+ 1.0 CG + 0.750 S + 0.750 <W I
D + CG + S + <W I
15
System
1.000
1.0 D 4 1.0 CG + 0.750 S + 0.750 W2>
D + CC + S + W2>
16
System
1.000
1.0 D+ 1.0 CC + 0.750 S + 0.750 <W2
D + CG + S + <W2
17
System
1.000
1.0 D + 1.0 CC + 0.910 E> + 0.700 EG+
D + CG + E> + EG+
18
System
1.000
1.0 D + 1.0 CC + 0.910 <E + 0.700 EG+
D + CG + <E + EG+
19
System
1.000
0.600 D + 0.600 CU + 0.910 E> + 0.700 EG -
D + CU + E> + EG -
20
System
1.000
0.600 D + 0.600 CU + 0.910 <E + 0.700 EG -
D + CU 4 <E + EG -
21
System
1.000
1.0 D + LO CC + 0.682 E> + 0.525 EG+
D + CG + E> + EG+
22
System
1.000
LO D + 1.0 CC + 0.682 <E + 0.525'EG i-
D + CG + <E + EG+
35
System Derived
1.000
1.0 D 4- 1.0 CG + 1.0 WPA 1
D + CC + WPA 1
36
System Derived
1.000
0.600 D + 0.600 CO + 1.0 WPA I
D + CU + WPA I
37
System Derived
1.000
1.0 D 4- 1.0 CC + 0.750 S + 0.750 WPA I
D + CC + S + WPA 1
38
System Derived
1.000
1.0 D+ 1.0 CG + 1.0 WPDI
D t CG + WPDI
39
System Derived
1.000
0.600D+0,600 CU+1.0WPDI
D+CU+WPDI
40
System Derived
1.000
I.0D+1.0CC4-0.750S+0.750 WPDI
D+CC+S+WPDI
41
System Derived
1.000
1.0 D + 1.0 CC + LO WPA2
D + CC + WPA2
42
System Derived
1.000
0.600 D + 0.600 CU + 1.0 WPA2
D + CU + WPA2
43
System Derived
1.000
1.0 D + 1.0 CC + 0.750 S + 0.750 WPA2
D + CC + S + WPA2
44
System Derived
1.000
1.0 D+ 1.0 CG + lA WPD2
D I CG+ WPD2
45
System Derived
1.000
0.600 D + 0.600 CU + 1.0 WPD2
D + CU + WPD2
46
System Derived
1.000
1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2
D + CC + S + WPD2
47
System Derived
1.000
1.0 D+ 1.0 CG + 1.0 WPB
D+CC + WPB1
48
System Derived
1.000
0.600 D 1 0.600 CU+ 1.0 WPB
D+CU+ WPBI
49
System Derived
1.000
1.0 D + 1.0 CC + 0.750 S + 0.750 WPB 1
D + CC + S + WPB I
50
System Derived
1.000
1.0 D + 1.0 CG + LO WPC
D I CG + WPCI
51
System Derived
1.000
0.600 D + 0.600 CU + 1.0 WPC I
D 4- CU + WPC I
52
System Derived
1.000
1.0 D + 1.0 CC + 0.750 S + 0.750 WPC I
D + CC + S + WPC I
53
System Derived
1.000
1.0 D + 1.0 CC + 1.0 WPB2
D + CC + WPB2
54
System Derived
1.000
0.600 D t 0.600 CU 4- 1.0 WPB2
D+CU+ WPB2
55
System Derived
1.000
1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2
D + CC + S + WPB2
56
System Derived
1.000
1.0 D + 1.0 CG + 1.0 WPC2
D + CC + WPC2
57
System Derived
1.000
0.600 D + 0.600 CU + 1.0 WPC2
D + CU + WPC2
58
System Derived
1.000
1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2
D + CG + S + WPC2
59
System Derived
1-000
1.0 D + 1.0 CC + 0.273 E> + 0.700 EG+ + 0.910 EB>
D + CC 4- E> + EG+ + EB>
60
System Derived
1.000
1.0 D -t I.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB>
D + CC + E> + EG+ + EB>
61
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.700 EG 1 1 0.910 EB>
D + CC + <E + EG+ + EB>
62
System Derived
1.000
1.0 D + 1.0 CC + 0.910 <E + 0.700 EG+ + 0.273 EB>
D + CC + <E + EG+ + EB>
63
System Derived
1.000
0.600 D + 0.600 CU + 0.273 E> + 0.700 EG - + 0.910 EB>
D + CU + E> + EG- t EB>
64
System Derived
1.000
.600 D + 0.600 CU + 0.910 E> -t 0.700 EG - + 0.273 EB> D
+ CU + E> + EG- + EB>
65
System Derived
1.000
0.600 D + 0.600 CU + 0.273 <E + 0.700 EG - + 0.910 EB> D+
CU + <E + EG- + EB>
66
System Derived
1.000
0.600 D+ 0.600 CU + 0.910 <E + 0.700 EG - + 0.273 EB> D
+ CU + <E + EG- + EB>
67
System Derived
1.000
1.0 D + 1.0 CC + 0.205 E> + 0.525 EG r- + 0.682 EB> D
+ CC + E> + EG+ + EB>
68
System Derived
1.000
1.0 D + 1.0 CC + 0.682 E> + 0.525 EG+ + 0.205 EB> D
+ CC + F> + EG+ + EB>
69
System Derived
1.000
1.0 D+ 1.0 CG + 0.205 <E + 0.525 EG+ + 0.682 EB> D
+ CG + <E + EG t + EB>
70
System Derived
1.000
1.0 D+ 1.0 CG + 0.682 <E + 0.525 EG+ + 0.205 EB> D
+ CC + <E + EG+ + EB>
74
System Derived
1.000
1.0 D + 1.0 CG + 0.273 F> + 0.700 EG+ + 0.910 <EB D
+ CG + F> + EG+ + <EB
75
System Derived
1.000
1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D
+ CG + E> + EG+ -t- <EB
76
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.700 EGF + 0.910 <EB D
+ CG + <E + EG+ + <EB
Pile: Fast -Track Version: 7.1c
Date: 12/6/2008
vlkzm.,Vmty of Port Townsend Golf Course Building Reactions Package 6 December
2 "Whe: 7:38:01 AM
Page: 15 of 26
File: Fast -Track Version: 7.1c
77
System Derived
1.000
1.0 D + 1.0 CG 10.910 <E 10.700 EG+ + 0.273 <EB
D + CG + <E + EG+ + <EB
78
System Derived
1.000
0.000 D + 0.600 CU + 0.273 E> + 0.700 EG - + 0.910 <EB
D + CU t E> + EG- + <EB
79
System Derived
1.000
0.600 D + 0.600 CU + 0,910 E> + 0.700 EG - + 0.273 <EB
D + CU + E> i- EG- + <EB
80
System Derived
1.000
0,600 D + 0.600 CU + 0.273 <F 1- 0.700 EG - + 0.910 <EB
p + CU + <E + EG_ + <EB
8)
System Derived
1.000
0.600 D + 0,600 CU + 0.910 <E + 0.700 EG - + 0,273 <EB
D + CU + <E + EG- + <EB
82
System Derived
1.000
LO D + LO CG + 0.205 E> + 0.525 EG+ + 0.682 <EB
D + CG i E> + EG+ + <EB
83
System Derived
1.000
1.0 D + 1.0 CG + 0.682 E> + 0.525 F.G+ + 0.205 <EB
ID
D + CG + E> + EG+ + <EB
84
System Derived
1.000
1.0 D + 1.0 CO + 0,205 <E + 0.525 EG+ + 0.682 <EB
D + CG + <E + EG+ + <E13
85
System Derived
1.000
1.0 D + 1.0 CG + 0.682 <E + 0.525 EG+ + 0,205 <EB
+ CG I- <F + EG+ i <ER
File: Fast -Track Version: 7.1c
Date: 12/6/2008
ILVW�tjl of Port Townsend Golf Course Building Reactions Package 6 December
A � _..ne: 7:38:01 AM
Page: 16 of 26
Wall: 4, Frame at: 20/0/0
Frame ID: Rigid Frame Frame Type:Rigid Frame
e
Values shown are resisting forces of the foundation.
Reactions - Unractored Load Type at Frame Cross Section: 2
Type Exterior Column Exterior Column
X -Loc 0/0/0 40/0/0
Grid -Grid2 2-D 2-A
Base Plate W x L (in.) 8 x 13 8 x 13
Base Plate Thickness (in.) 0.375 0.375
Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750
Column Base Elev. 100'-1" 100'-1"
Load Type
Desc. Fix
I Hz
I Vy Hx
Hz
V
D
Fnn 0.6
1.4 -0.6
1.4
CG
Frm -
- -
-
S>
Frm 4.8
9.9 -4.8
9.9
<S
Fnn 4.8
9.9 -4.8
9.9
us]*
Fnn 4.2
5.8 -4.2
10.0
*USI
Fnn 4.2
10.0 -4.2
5.8
W l>
Fnn -2.7
-4.2 0.3
-3.1
<W 1
Fnn -0.3
-3.1 2.7
-4.2
W2>
Fnn -2.5
-2.5 0.1
-1.4
<W2
Firm -0.1
-1.4 2.5
-2.5
CU
Fnn -
- -
-
S
Fnn 4.8
9.9 -4,8
9.9
F>
Fnn -0.5
-0.4 -0.5
0.4
EG+
Fnn 0.2
0.3 -0.2
0.3
<E
Fnn 0.5
0.4 0.5
-0.4
EG-
Fnn -0.2
-0.3 0.2
-0.3
W PA I
Brc -0.7
-0.8
-5.3 0.9
-0.8
-4.9
WPDI
Brc -0.4
0.8
-2.5 0.6
0.8
-2.3
WPA2
Brc -0.5
-0.8
-3.7 0.7
-0.8
-3.3
WPD2
Brc -0.2
0.8
-0.9 0.4
0.8
-0.6
WPB 1
Brc -0.9
-0.8
-4.9 0.7
-0.8
-5.4
W PC I
Brc -0.6
0.8
-2.3 0.4
0.8
-2.5
WPB2
Bre -0.7
-0.8
-3.3 0.5
-0.8
-3.7
W PC2
Brc -0.4
0.8
-0.7 0.2
0.8
-0.9
EB>
Brc 0.0
-0.9
-1.0 -0.0
-0.9
-1.0
<EB
Brc -0.0
0.9
1.0 0.0
0.9
LO
Frame Reactions - Factored Load Cases at Frame Cross Section: 2
Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method
File: Fast -Track Version: 7.1c
Date: 12/6/2008
tv of Port Townsend Golf C'ou�-se Building Reactions Package 6 December
2 ne: 7:38:01 AM
Page: 17 of 26
X-Luc 0/0/0 40/0/0
Giidl -Grid2 2-D 2-A
Ld Description Hx Hz Vy Hx
Hz V
Cs (application tactor not shown) k) (k) (k)
k) (k)
I
D+CG+-S>
5.4
11.3 -5.4
11.3
2
D+CG+<S
5.4
11.3 -5.4
11.3
3
D+ CG+USI *
4.8
7.2 -4.8
11.4
4
D+CG+*USI
4.8
11.4 -4.8
7.2
5
D+CG+WI>
-2.1
-2.8 -0.3
-1.7
6
D+CG+<Wl
0.3
-1.7 2.1
-2.8
7
D+CG+W2>
-1.9
-1.1 -0.5
0.0
8
D+CG+<W2
0.5
0.0 1.9
-I.1
9
D+CU+W1>
-2.3
-3.3 -0.1
-2.2
10
D+CU+<Wl
0.1
-2.2 2.3
-3.3
11
D+CU+W2>
-2.1
-1.7 -0.3
-0.6
12
D+CU+<W2
0.3
-0.6 2.1
-1.7
13
D+CG+S+WI>
2.2
5.7 -4.0
6.5
14
D+CG+S+<WI
4.0
6.5 -2.2
5.7
15
D+CG+S+W2>
2.3
6.9 -4.1
7.8
16
D+CG+S+<W2
4.1
7.8 -2.3
6.9
17
D+CG+E>+EG+
0.2
1.2 -1.2
2.0
18
D+CG+<E+EG+
1.2
2.0 -0.2
1.2
19
D+CU+E>+EG-
-0.2
0.2 -0.7
1.0
20
D+CU+<E+EG-
0.7
1.0 0.2
0.2
21
D+CG+E>+EG+
0.3
1.3 -LO
1.9
22
D + CG + <E + EG+
H)
1.9 -0.3
1.3
35
D + CG + W PA I
-0.1
-0.8
-3.9 0.3
-0.8
-3.5
36
D + CU + WPA I
-0.3
-0.8
-4.5 0.5
-0.8
-4.1
37
D+CG+S+WPAI
3.7
-0.6
4.8 -3.5
-0.6
5.1
38
D+CG+WPDI
0.2
0.8
-1.1 -0.0
0.8
-0.9
39
D+CU+WPDI
-0.1
0.8
-1.7 0.2
0.8
-1.4
40
D+CG+S+WPDI
3.8
0.6
6.9 -3.7
0.6
7.1
41
D+CG+WPA2
0.1
-0.8
-2.3 0.1
-0.8
-1.9
42
D + CU + WPA2
-0.1
-0.8
-2.8 0.4
-0.8
-2.4
43
D + CG + S I- WPA2
3.8
-0.6
6.1 -3.6
-0.6
6.4
44
D + CG + WPD2
0.3
0.8
0.5 -0.2
0.8
0.8
45
D + CU + WPD2
0.1
0.8
-0.0 0.0
0.8
0.2
46
D+CG+S+WPD2
4.0
0.6
8.2 -3.9
0.6
8.3
47
D+CG+ WPBI
-0.3
-0.8
-3.5 0.1
-0.8
-3.9
48
D + CU +WPB 1
-0.5
-0.8
-4.1 0.3
-0.8
-4.5
49
D+CG+S 4 WPBI
3.5
-0.6
5.1 -3.7
-0.6
4.8
50
D+CG+WPCI
0.0
0.8
-0.9 -0.2
0.8
-1.1
51
D+CU+WPCI
-0.2
0.8
-1.5 0.1
0.8
-1.7
52
D+CG+S+WPCI
3.7
0.6
7.1 -3.8
0.6
6.9
53
D+CG+WPB2
-0.1
-0.8
-1.8 -0.1
-0.8
-2.3
54
D + CU + WPB2
-0.4
-0.8
-2.4 0.1
-0.8
-2.9
55
D + CG + S -t WPB2
3.6
-0.6
6.4 -3.8
-0.6
6.0
56
D + CG + WPC2
0.2
0.8
0.7 -0.3
0.8
0.6
57
D + CU + WPC2
-0.0
0.8
0.2 -0.1
0.8
-0.0
58
D+CG+S+WPC2
3.9
0.6
8.3 -4.0
0.6
8.2
59
D + CG + E> + EG+ + EB>
0.6
-0.8
0.6 -0.9
-0.8
0.8
60
D + CG + E> + EG+ + EB>
0.2
-0.2
1.0 -1.2
-0.2
1.7
61
D + CG + <E + EGF + EB>
0.9
-0.8
0.8 -0.6
-0.8
0.6
62
D + CG + <E + EG++ EB>
1.2
-0.2
1.8 -0.2
-0.2
H)
63
D + CU + E> + EG- + EB>
0.1
-0.8
-0.4 -0.4
-0.8
-0.2
64
D+ CU + E> + EG-+ EB>
-0.2
-0.2
-0.0 -0.8
-0.2
0.7
65
D +- CU + <E + EG- + EB>
0.4
-0.8
-0.2 -0.1
-0.8
-0.4
66
D + CU + <E + EG- + EB>
0.8
-0.2
0.7 0.2
-0.2
-0.0
67
D + CG + E> + EG+ + EB>
0.6
-0.6
0.8 -0.8
-0.6
1.0
68
D + CG + El + EG+ + EB>
0.3
-0.2
LI -1.1
-0.2
1.7
69
D + CG +- <E + EG+ + EB>
0.8
-0.6
1.0 -0.6
-0.6
0.8
70
D + CG + <E F EG I .. EB>
1.1
-0.2
1.7 -0.3
-0.2
1.1
74
D + CG + E> + EG+ + <EB
0.5
0.8
2.4 -0.8
0.8
2.7
75
D+CG+E>+EG++<EB
0.2
0.2
1.5 -1.2 1
0.2
2.3
File: Fast -Track Version: 7.1c
Date: 12/6/2008
ty of Port Townsend Golf Course Building Reactions Package 6 December
2 ne: 7:38:01 AM
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions based on 2nd orders-fi.rat a. I-;� „ :.. .h-
-Loc
-Loc
Grid Ha left Load
Hrz Right
Load Hrz In
Load
Ha Out Load V UpIiR Load Vrt Down Load Man cw Load Mom ccw Load
Page: 18 of 26
76
D + CG + <E + EG+ + <EB
0.8
0.8
2.7
0.5
0.8
2.5
77
D + CG + <E + tG+ + <EB
1.2
0.2
2.3
0.2
0.2
1.5
78
D+CU+E>+EG-+<EB
0.1
0.8
1.4
0.4
0.8
1.7
79
D+CU+E7+EG-+<EB
-0.302
0.5
0.7
0.2
1.3
80
D+CU+<E+EG-+<EB
0.4
0.8
1.7
0.1
0.8
1.5
81
D+CU+<E+EG- i <EB
0.7
0.2
1.3
0.3
0.2
0.5
2L,(
+Fj+EG++<EB
0.5
0.6
2.2
0.8
0.6
2.4
[84
+E> r EG++<EB
0.3
0.2
1.5
-1.0
0.2
2.1
+ <E + EG+ + <EB
0.8
0.6
2.4
-0.5
0.6
2.2
+ <E + EG+ + <EB
1.0
0.2
2.1
-0.3
0.2
1.5
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions based on 2nd orders-fi.rat a. I-;� „ :.. .h-
-Loc
-Loc
Grid Ha left Load
Hrz Right
Load Hrz In
Load
Ha Out Load V UpIiR Load Vrt Down Load Man cw Load Mom ccw Load
(-Hx) Casc
(Hx)
Case (-Hz)
Case
(Hz) Case (V) Case
Y (Vy) Case (-Mzz) Case (Mzz) Case
(k)
2-D 2.3 9
(k)
5.4
k
O
I 0.8
41
k) (k) k (in -k) (m .
0.8
40/0/0
0/00
2-A 5.4 1
2.3
10 0.8
53
44 4.5 36 11.4 4
0.8 56 4.5 48 11.4 3
X -Lac Grid Description
0/0/0 2-D Portal Brace is attached to column. Reactions ARE included with fiame reactions.
40/0/0 2-A Portal Brace is attached to column. Reactions ARE included with Iiame reactions.
File: Fast -Track Version: 7.1c
Date: 12/6/2008
ty of Port Townsend Golf Course Building Reactions Package 6 December
2 __.ne: 7:38:01 AM
Page: 19 of 26
Wall: 4, Frame at: 40/0/0
Frame ID: Rigid Frame Flame Type:Rigid Frame
11
Hx
Values shown arc resisting forces of the foundation.
Reactions - Unfactored Load Type
at Frame Cross
Section:
3
Type
Exterior Column
Exterior Column
X -Loc
0/0/0
40/0/0
Grid -Grid2
3-D
3-A
Base Plate W x L (in.)
8 x 13
8 x 13
Base Plate Thickness (in.)
0.375
0.375
Anchor Rod Qtv/Diam.
(in.)
4 - 0.750
4 - 0.750
Column Base Elev.
100'-1"
100'-1"
Load T e
Desc.
Hx
Hz
V
z
V
D
Fnn
0.6
-
1.4
1.4
CC
Frm
-
S'
Fnn
4.8
99
J
9.9
<S
Frm
4.8
9.9
9.9
USI*
Frm
4.2
5.8
-4.2-
10.0
*USI
Fnn
4.2
10.0
-4.2
5.8
W 1 >
Fnn
-2.7
-4.2
0.3
-3.1
<W I
Frm
-0.3
-3.1
2.7
42
W2'
Frm
-2.5
-2.5
0.1
-1.4
WW2
Fnn
-0.1
-1.4
2.5
-2.5
CU
Frm
-
-
S
Fnn
4.8
9.9
-4.8
9.9
D
Frm
-0.5
-0.4
-0.5
0.4
EG+
Frm
0.2
0.3
-0.2
0.3
<E
Frm
0.5
0.4
0.5
-0.4
EG-
Fi m
-0.2
-0.3
0.2
-0.3
WPA I
Bic
-0.4
-0.8
-2.5
0.6
-0.8
2.3
WPDI
Brc
-0.7
0.8
-5.4
0.9
0.8
-4.9
WPA2
Brc
-0.2
-0.8
-0.9
0.4
-0.8
-0.7
WPD2
Brc
-0.5
0.8
-3.7
0.7
0.8
-3.3
WPBI
Brc
-0.6
-0.8
-2.3
0.4
-0.8
-2.5
W PC I
Brc
-0.9
0.8
-4.9
0.7
0.8
-5.3
WPB2
Brc
-0.4
-0.8
-0.6
0.2
-0.8
-0.9
WPC2
Brc
-0.7
0.8
-3.3
0.5
0.8
-3.7
EB>
Brc
-0.0
-0.9
1.0
0.0
-0.9
1.0
<EB
We
0.0
0.9
-1.0 -0.0
0.9
-1.0
Frame Reactions - Factored Load Cases at Frame Cross Section: 3
Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method
File: Fast -Track Version: 7.1c
%/;7 Date: 12/6/2008
ty of Port Townsend Golf Course Building Reactions Package 6 December
2 _.. le: 7:38:01 AM
Page: 20 of 26
4
4.
4'
51
5
5:
5:
5,
5°
5(
57
58
59
60
61
62
63
64
65
66
67
68
69
70
74
75
File: Fast -Track Version: 7.1c
X -Loc _
0/0/0t.72.1
40/0/0
Gidl - Id
3 -D3
-A
Ld
Descri tion
Elx
Hzx
Hz
V
Cs
a lication factor not shown)
(k)
(k))
(k)
(k)
1
D+CG+S>
5.4
.4
I1.3
---
2
D+CG+<S
5.4
.4
11.33
D+CG+USI
4.8
.8
11.44
D+CG+#USI
4.8
.8
7.25
D + CG + WI>
-2.1
3
-1.76
D+CG+<Wl
0.3
1
-2.87
D+CG+ W2>
-1.9
5
0.08
D+CG+<W2
0.5
9
-I.1
9
D + CU + W 1>
-2.3
-3.3
-0.1
-2.2
10
D+CU+<W1
0.1
-2.2
2.3
-3.3
II
D+CU+W2>
-2.1
-1.7
-0.3
-0.6
12
D+CU+ <W2
0.3
-0.6
2.1
-1.7
13
D+CG+S+WI>
2.2
5.7
-4.0
6.5
14
D-1-CG+S+<W1
4.0
6.5
-2.2
5.7
15
D+CG+S+W2>
2.3
6.9
-4.1
7.8
16
D+CG+S+<W2
4.1
7.8
-2.3
6.9
17
D+CG+E>+EG4-
0.2
1.2
-1.2
2.0
8
D + CG + <E i- EG+
1.2
2.0
-0.2
1.2
19
D+CU+E>+EG-
-0.2
0.2
-0.7
1.0
20
D -1 CU + <E + EG-
0.7
1.0
0.2
0.2
2I
D+CG+E> t EG+
0.3
1.3
-1A
1.9
22
D + CG + <E + EG+
1.0
1.9
-0.3
1.3
S5
D+CG+WPAI
0.2
-0:8
-1.1
-0.0
-0.8
-0.9
t6
D+CU+WPAI
-0.1
-0.8
-1.7
0.2
-0.8
-1.5
17
D+CC, +S+WPAI
3.8
-0.6
6.9
-3.7
-0.6
7.1
18
D + CG + W PD I
-0.1
0.8
-3.9
0.3
0.8
-3.5
�9
D+CU+WPD1
-0.3
0.8
-4.5
0.5
0.8
-4.1
0
D+CG+S+WPDI
3.7
0.6
4.8
-3.5
0.6
5.1
1
D+CG+WPA2
0.3
-0.8
0.6
-0.2
-0.8
0.7
2
D+CU+WPA2
0.1
-0.8
-0.0
0.0
-0.8
0.2
3
D + CG + S + WPA2
4.0
-0.6
8.2
-3.9
-0.6
8.3
4
D+CG+ WPD2
0.1
0.8
-2.3
0.1
0.8
-1.8
5
D + CU + WPD2
-0.I
0.8
-2.9
0.4
0.8
-2.4
6
D+CG+S+WPD2
3.8
0.6
6.0
-3.6
0.6
6.4
7
D+CG+ WPB1
0.0
-0.8
-0.9
-0.2
-0.8
-1.1
R
D + C U + WPBI
-0.2
-0.8
-1.4
0.1
-0.8
-1.7
D+CG+S+WpB1
3.7
-0.6
7.1
-3.8
-0.6
6.9
D, CG + W PC I
-0.3
0.8
-3.5
0.1
0.8
-3.9
D+CU+ WPC1
-0.5
0.8
-4.1
0.3
0.8
-4.5
D+CG+S+WPCI
3.5
0.6
5.1
-3.7
0.6
4.8
D +CG + W PB2
0.2
-0.8
0.8
-0.3
-0.8
0.5
D + CU + WPB2
-0.0
-0.8
0.2
-0.1
-0.8
-0.0
D+ CG + S + W PB2
3.9
-0.6
8.3
-4.0
-0.6
8.2
D + CG + W PC2
-0.1
0.8
-1.9
-0.1
0.8
-2.3
D+CU+ WpC2
-0.4
0.8
-2.4
0.1
0.8
-2.8
D+CG+S+WPC2
3.6
0.6
6.4
-3.8
0.6
6.1
D t CG + E> + EG+ + EB>
0.5
-0.8
2.5
-0.8
-0.8
2.7
D+CG+E>+EG++EB>
0.2
-0.2
1.5
-1.2
-0.2
2.3
D + CG + <E + EG+ i EB>
0.8
48
2.7
-0.5
-0.8
2.4
D -1 CG + <E + EG+ + EB>
1.2 -0.2
2.3
-0.2
.0.2
1.5
D+CU+E>+EG- +EB>
0.1 -0.8
1.5
-0.4
48
1.7
D + CU + E> + EG- + EB>
-0.3 -0.2
0.5
-0.7
-0.2
1.3
D+CU+<E+EG- +EB>
0.4 -0.8
1.7
-0.1
-0.8
1.4
D + CU + <E r EG- + EB>
0.7 -0.2
1.3
0.3
-0.2
0.5
D + CG + E> + EG+ + EB>
0.5 -0.6
2.2
-0.8
-0.6
2.4
D + CG + E> + EG+ + EB>
0.3 -0.2
1.5
-1.0
42
2.1
D + CG + <E t- EG++ EB>
0.8 -0.6
2.4
-0.5
-0.6
2.2
D + CG + <E + EG+ + EB>
1.0 -0.2
2.1
-0.3
-0.2
1.5
D+CG+Ej+EG++<EB
0.6 0.8
0.6
-0.9
0.8
0.8
D+CG+E> i EG++<EB
0.2 0.2
1.0
-1.2
0.2
1.8
File: Fast -Track Version: 7.1c
Date: 12/6/2008
ty of ,Port Townsend Golf Coarse Building Reactions Package 6 December
2 _..ne: 7:38:01 AM
Page: 21 of 26
76 D + CG + <E + F..G+ + <Eg
0.9
O.R
0.8
0.6 0.8
0.6
Load
Hrc Out
Load
77 D + CG + <F + EG,+ <EB
1.2
0.2
1.7
-0.2 0.2
I.0
Mom ccw Load
78 D +CU + E>+ EG -1 <EB
0. I
0.8
-0.4
-0.4 0.8
-0.2
(IIz)
Case
(-Vy)
79 D+CU+E>+EG-+<F.B
-0.2
0.2
0.0
-0.8 0.2
0.7
(k)
ROD+CU+<E+EG- I <EB
0.4
O.R
0.2
-0.1 0.8
-0.4
(k)
81 D+CU I <F+EG- +<EB
0.8
0.2
0.7
0.2 0.2
-0.0
3-D
2.3
9
82 D+ CG + Fj + EG+ + <EB
0.6
0.6
0.8
-0.8 0.6
1.0
4.5
39
11.4
83 D+CG+E>+EG++<EB
1
0.3
0.2
1.1
-1.1 0.2
1.7
5.4
l
2.3
84 D + CG i <E+ EG+ + <EB
0.8
0.6
1.0
-0.6 0.6
0.8
51
11.4
3
85 D+CG+<E+EG++<EB
1.1
0.2
1.7
-0.3 0.2
1.1
Maximum Combined Reactions Summary with Factored Loads - Framing
X -Loc
Grid
Hrz left
Load
-Hr-/ Right
Load
Flrz In
Load
Hrc Out
Load
Uplift
Load
Vrt Down
L,nad
Mom cw
Load
Mom ccw Load
(-Hx)
Case
(Fix)
Case
(-Hz)
Case
(IIz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz) Case
(k)
(k)
(k)
(k)
(k)
(k)
in -k
(in -k)
0/0/0
3-D
2.3
9
5.4
1
0.8
41
0.8
44
4.5
39
11.4
4
_
40/0/0
3-A
5.4
l
2.3
10
0.8
53
0.8
56
4.5
51
11.4
3
oracm
X -Loc Grid _ Description
0/0/0 3-D Podal Brace is attached to column. Reactions ARE included with fiame reactions.
40/0/0 3-A Postal Brace is attached to column. Reactions ARE included with fi-ame reactions.
File: Fast -Track Version: 7.1c
%/;7 Date: 12/6/2008
ty of Port Townsend Golf Course Building Reactions Package 6 December
2� , Mae: 7:38:01 AM
Page: 22 of 26
Wall: 4, Frame at: 59/6/0
File: Fast -Track Version: 7.1 c
Systcm
1.000 I A 1+ 1.0 CC + LO L.,
D -+ CG + L> ��
2
System
1.000 I.0 D + 1.0 CG + 1.0 <L
D + CC A- <L
3
System
1.000 I.0 D + I.0 CG + I.0 ASL^
D + CG +ASL^
4
System
1.000 LO D + I.0 CC + 1.0 ^ASL
D + CC + ^ASL
7
System
1.000 LO D + LO CG + 1.0 S>
D + CC + S>
8
System
1.000 I.0 D + I.0 CG +- 1.0 <S
D + CG + <S
9
Systcm
1.000 LO D + 1.0 CG + 1.0 US I *
D + CG + US I
10
System
1.000 I.0 D + I.0 CC + 1.0 *US I
D + CC + *USI
11
System
1.000 I.OD+I.00C+1.0WI>
D+CC+WI>
12
System
1.000 1.0 D + I.0 CG + 1.0 <W I
D + CG i <W 1
13
System
1.000 1.0 D + 1.0 CC + 1.0 W2>
D + CG + W2>
14
System
1.000 LO D + 1.0 CG r- 1.0 <W2
D + CC + <W2
15
System
1.000 0.600 D+0.600 CU + 1.0 W I >
D+CU + WI>
16
System
1.000 0.600 D + 0.600 CU + 1.0 <W 1
D + CU + <W 1
17
System
1.000 0.600 D + 0.(i00 CU + 1.0 W2>
D + CU + W2>
18
System
1.000 0.600D+0.600 CU+1.0<W2
D+CU+<W2
19
System
1.000 1.0 D + I.0 CC + 0.750 L + 0.750 W1>
D + CG + L + W 1>
20
System
1.000 1.0 D + 1.0 CC, + 0.750 L + 0.750 <W1
D + CG + L + <W1
21
System
1.000 I.0D+I.0CC+0.750L+0.750W2>
D+CG+L+W2>
22
System
1.000 1.0 D + 1.0 CC + 0.750 L + 0.750 <W2
D + CG + L + <W2
23
System
1.000 1.0 D + I.0 CG + 0.750 S + 0.750 W I>
D + CC + S + W ]>
24
System
1.000 I.0D+I.0CC+0.750S+0.750<WI
D+CC+S+<W1
25
System
1.000 1.0 D + 1.0 CC + 0.750 S + 0.750 W2>
D + CC + S + W2>
26
System
1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2
D + CG + S + <W2
27
System
1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+
D + C(; + E> + EG+
28
System
1.000 1.0 D + 1.0 CC + 0.910 <E + 0.700 EG+
D + CG + <E + EGA
29
System
1.000 P.600 D + 0.600 CU + 0.910 E> + 0.700 EG -
D + CU + E> + EG -
30
System
1.0000.600 D + 0.600 CU + 0.910 <E + 0.700 EG •
D + CU + <E + EG -
31
System
1.000 I.0 D -+ 1.0 CG + 0.682 E> + 0.525 EG+
D + CG + E + EG+
32
System
1.000 I.0 D + 1.0 CC + 0.682 <E + 0.525 EG+
D + CG + <E + EG+
45
System Derived
1.000 I.0 D + I.0 CG + I.0 WPA I
D + CC; t- WPA 1
46
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPA I
D i CU + WPA I
47
System Derived
1.000 1.0 ) + I.0 (:G + 0.750 L + 0.750 WPA I
D + CG + L+ WPA I
48
Syslem Derived
1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA 1
D + CG + S + WPA I
49
System Derived
1.000 1.0 D+ 1.0 CG + 1.0 WPDI
D+CG+WPDI
50
System Derived
1.000 0.600 D+0.600 CU+ 1.0 WPDI
D+CU+ WPDI
51
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W PD 1
D + CG + L + W PD 1
52
System Derived
1.000 1.0 D + 1.0 CC + 0.750 S + 0.750 WPD I
D + CC + S + W PD 1
53
System Derived
1.000 1.0 D + 1.0 CC + 1.0 WPA2
D + CG + WPA2
54
System Derived
1.000 .600 D + 0.600 CU + 1.0 WPA2
D + CU i- WPA2
55
System Derived
1.000 1.0 D + 1.0 CC + 0.750 L + 0.750 WPA2
D + CG + L + WPA2
56
System Derived
1.000 1.0 D + 1.0 CC + 0.750 S + 0.750 WPA2
D + CG + S + WPA2
57
System Derived
1.000 1.0 D + 1.0 CC + 1.0 WPD2
D + CC + WPD2
58
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPD2
D + CU + WPD2
59
System Derived
1.000 LO D + 1.0 CC + 0.750 L + 0.750 WPD2
D + CC + L + WPD2
60
System Derived
1.000 1.0 D + 1.0 CG + 0.750 S t- 0.750 WPD2
D + CG + S + WPD2
61
System Derived
1.000 1.0 D + 1.0 CC + 1.0 WPB I
D + CC + WPB 1
62
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPB
D + CU + WPB1
63
System Derived
1.000 1.0 D + LO CG + 0.750 L -r 0.750 WPB 1
D + CG + L + WPB 1
64
System Derived
1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1
D + CG + S + WPB 1
65
System Derived
1.000 1.0 D 1 1.0 CC + 1.0 WPC I
D + CG + WPC 1
66
System Derived
1.000 0.600 D + 0.600 CU r- 1.0 W PC I
D -+ CU + WPC I
67
System Derived
1.000 1.0 D + 1.0 CC + 0.750 L + 0.750 WPC I
D + CG + L + WPC 1
68
System Derived
1.000 1.0 D + 1.0 CC + 0.750 S + 0.750 WPC I
D + CC + S + WPC 1
69
System Derived
1.000 1.0 D + 1.0 CG + LO WPB2
D + CG + WPB2
70
System Derived
1.000 0.600 D + 0.600 CU + 1.0 WPB2
D + CU + WPB2
71
System Derived
1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2
D + CG + L + WPB2
72
System Derived
1.000 1.0 D + 1.0 CC + 0.750 S + 0.750 WPB2
D + CG + S + WPB2
73
System Derived
1.000 1.0 D + 1.0 CG + 1.0 WPC2
D + CG + WPC2
74
System Derived
1.000 .600 D + 0.600 CU + 1.0 WPC2
D + CU + WPC2
75
System Derived
1.000 I.0 D + 1.0 CC + 0.750 L+ 0.750 WPC2
D + CC + L + WPC2
File: Fast -Track Version: 7.1 c
UPF Date: 12/6/2008
tJ' of fort Townsend Golf Course Building Reactions Package 6 December
2 _..ne: 7:38:01 AM
Page: 23 of 26
76
System Derived
1.000
1.0 D + 1.0 CG + 0, 750 S +- 0.750 W PC2
D + ( G + S + W pC2
77
System Derived
1.000
I.0 D + 1.0 CG + 0.273 E> + 0.700 EG -i- + 0.9 ] 0 EB>
D +- CG + E + EG+ -+ F.B>
78
System Derived
1.000
1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB>
D E CG + E> + EG-+- + EB>
79
System Derived
1.000
I.0 D + 1.0 CG .1. 0.273 <E + 0.700 EG+ + 0.910 EB>
D + CG + <E + EG+ + EB>
80
System Deri ved
1.000
I.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0, 273 EB>
D + CG + <E + EG -t + EB>
81
System Deri ved
1.000
Q 600 D + 0.600 CU + 0.273 F> + 0.700 EG - + 0.910 EB>
D + CU + E> + EG- + EB>
82
System Derived
1.000
0.600 D + 0.600 CU + 0.910 E> + 0.700 EG - + 0.273 EB>
D + CU + E> + EG- + EB>
83
System Derived
1.000
0.600 D + 0.600 CU + 0.273 <E + 0.700 EG - + 0,910 EB>
D + CU + <E + EG- i FB>
84
System Derived
1.000
0.600 D + 0.6U0 CU + 0.910 <E + 0.700 EG - + 0.273 EB>
D + CU + <E + EG- + EB>
85
Syslem Derived
1.000
1.0 D + 1.0 CG + 0.205 F> + 0.525 EG+ + 0.682 EB>
D CG + E> _E EG+ + EB>
86Syslem
Derived
1.000
1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ + 0.205 EB>
D + CG + E> + EG t + EB>
87
System Deri ved
1.000
1.0 D + 1.0 CG + 0.205 <E + 0.525 EG+ + 0.682 EB>
D + CG + <E + EG+ + EB>
88
SDerived
1.000
1.0 D + 1.0 CG -i 0.682 <E + 0.525 EG+ + 0.205 EB>
D +- CG + <E + EG+ + EB>
92
Systystemem Derived
1.000
1.0 D+ 1.0 CG +0.273 E> +0.700 EG+ 1-0.910 <EB
D + CG + G + EG+ + <EB
93
System Derived
1.000
1.0 D+ 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB
D + CG + E> + EG+ + <EB
94
System Derived
1.000
1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB
D +- CO + <E + EG+ + <EB
95
System Derived
1.000
1.0 D+ 1.0 CG + 0.910 <E + 0.700 EG+ i 0.273 <EB
D i- CG + <E + EG+ + <EB
96
System Deri ved
1.000
0.600 D + 0.600 CU + 0.273 E> + 0.700 EG - + 0.910 <EB
D + CU + F> + EG- + <EB
97
SyslemDerived
1.000
0.600 D + 0.600 CU + 0.910 E> + 0.700 EG - + 0.273 <EB
D + CU + F> + EG- + <EB
98
System Derived
1.000
0.600 D + 0.600 CU + 0.273 <E + 0.700 F. -G - + 0.910 <EB
D + CU + <E + EG- + <EB
99
System Derived
1.000
0.600 D + 0.600 CU + 0.910 <E + 0.700 EG - + 0.273 <EB
D + CU + <E + EG- + <EB
100
System Derived
1.000
1.0 D + 1.0 CG � 0.205 E> + 0.525 EG+ + 0.682 <EB
D -+ CG + Fj + EG+ + <EB
101
System Derived
1.000
1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ i 0.205 <EB
D + CG + F> +- EG+ + <EB
102
System Derived
1.000 1.0
D + 1.0 CG + 0.205 <E + 0.525 EG+ + 0.682 <EB
D + CG + <E + EG+ + <EB
103
System Derived
1.000 1.0
D + 1.0 CG + 0.682 <E + 0.525 EG+ + 0.205 <EB
U + CG + <F + FG+ + <Fn
File: Fast -Track Version: 7.1c
Date: 12/6/2008
)z,Mty of Port Townsend Golf Course Building Reactions Package 6 December
2Z _ _ _..ne: 7:38:01 AM
Page: 24 of 26
Wall: 4, Frame at: 59/6/0
Frame ID: Post & Beam Frame Type:Post & Beam
Q
Values shown are resisting forces of the foundation.
Reactions - Unfactored Load Tyne at Frame Cr- R-tinn• e
Type
X -Loc
Grid] -Grid2
Base Plate W x L (in.)
Base Plate Thickness (in.)
Anchor Rod Qty/Diam. (in.)
Column Base Elev.
Exterior Column
0/0/0
4-D
8 x 10
0.375
2 -0.750
100'-1"
Interior Column
8/6/0
4-C
8x 10
0.375
2 -0.750
100'-1"
Interior Column
31/6/0
4-B
8x 10
0.375
2 -0.750
100'-1"
Exterior Column
40/0/0
4-A
8x 10
0.375
2 -0.750
100'-1"
LoadType
Hx
V
Hx
Hz
V
Hx
fix
VD
0.1
0.7
0.1CG
7FFnn
-
U
4.0
T-4.0
<L
4.0
-
ASL^
rrn
-0.9
3.2
-0.9
^ASL
Fnn
0.9
0.9
0.9
0.9
S>
Frm
-0.0
5.2
5.2
-0.0
<S
Fnn
40
5.2
5.2
-0.0
USI*
Fnn
-0.6
3.0
6.0
-0.2
*Us 1
Fnn
-0.2
6.0
3.0
-0.6
WI>
Frm
-0.3
-
1.3
-2.4
1.3
-1.9
-0.5
-0.2
<W I
Fnn
0.5
-0.2
-1.2
-1.9
-1.2
-2.4
0.3
-
W2>
Frm
-0.6
0.2
-
-1.7
-
-1.2
-0.3
-0.0
<W2
Fnn
0.3
-0.0
-1.2
-1.7
0.6
0.2
CU
Fnn
-
-
L
Frm
4.0
4.0
S
Frm
-
-0.0
5.2
5.2
-
-0.0
F>
Frm
-0.0
0.0
-
0.0
-
-0.0
-
EG+
Frm
-
-
0.2
-
0.2
-
<E
Fnn
0.0
-0.0
-
-0.0
-
0.0
EG-
Fnn
-
-
-0.2
-
-0.2
-
-
WPAI
Brc
0.4
-0.4
-1.4
-1.3
-0.4
-0.3
WPD1
Brc
0.4
-0.5
-1.9
-1.7
-0.4
-0.3
WPA2
Brc
0.2
-0.2
-0.7
-0.6
-0.2
-0.1
WPD2
Brc
0.2
-0.3
-1.2
-1.0
-0.2
-0.2
WPBI
Brc
0.4
-0.3
-1.3
-1.4
-0.4
-0.4
WPCI
Brc
0.4
-0.3
-1.7
-1.9
-0.4
-0.5
WPB2
Brc
0.2
-0.1
-0.6
-0.7
-0.2
-0.2
WPC2
Bra
0.2
-0.2
-1.0
-1.2
-0.2
-0.3
EB>
Brc
-
-
File: Fast -Track Version: 7.1c
Date: 12/6/2008
t1' of Port Townsend Golf Course Building Reactions Package 6 December
2� Mile: 7:38:01 AM
Page: 25 of 26
<EB I Bre I I I I I I I I I I I i
Frame Reactions - Factored Load Cases at Frame Cross Section: 4
Note: All reactions based on 2nd order structural anal sis usin the Direct Analysis Method
�_-- X -Loc 0/0/0 8/6/0I 'i 116/0 anmm �-
GridI -Grid2 4-D 4-C 4-B 4-A
Ld Description Hx V Hx Hz
V Hx Hz V Hx V
Cs (application factor not shown) (k) (k) (k) (k)
(k) (k) k (k) (k) (k
I
D+CG+L>
0.1
4.8
4.8
0.1
2
D+CG+<L
0.1
4.8
4.8
0.1
3
D + CG + ASL^
-0.8
3.9
3.9
-0.8
4
D+CG+^ASL
0.9
1.6
1.6
0.9
7
D+CG+S>
0.0
5.9
5.9
0.0
8
D+CG+<S
0.0
5.9
5.9
0.0
9
D+CG+USI*
-0,5
3.7
6.7
- -0.2
10
D+CG+*US]
-
-0.2
6.7
3.7
- -0.5
Il
D+CG+WI>
-0.3
0.1
1.3
-1.7
1.3
-1.2
-0.5 -0.2
12
D+CG+<WI
0.5
-0.2
-I.2
-1.2
-1.2
-1.7
0.3 0.1
13
D+CG+W2>
-0.6
0.2
-
-1.0
-
-0.5
-0.3 0.0
14
D+CG+<W2
0.3
0.0
-
-0.5
-
-1.0
0.6 0.2
15
D+CU+WI>
-0.3
0.0
1.3
-2.0
1.3
-1.5
-0.5 -0.2
16
D+CU+<W1
0.5
-0.2
-L2
-1.5
-1.2
-2.0
0.3 0.0
17
D+CU+ W2>
-0.6
0.2
-1.3
-
-0.8
-0.3 -0.0
18
D+CU+<W2
0.3
-0.0
-0.8
-
-1.3
0.6 0.2
19
D+CG+L+WI>
-0.3
0.1
1.0
1.9
1.0
2.3
-0.4 -0.1
20
D + CG + L + <W 1
0.4
-0.1
-0.9
2.3
-0.9
1.9
0.3 0.1
21
D i- CG + L + W2>
-0.4
0.2
-
2.4
-
2.8
-0.2 0.0
22
D+CG+L+<W2
0.2
0.0
-
2.8
-
2.4
0.4 0.2
23
D + CG + S i W 1>
-0.3
0.0
1.0
2.8
1.0
3.2
-0.4 -0.1
24
D+CG+S+<W1
0.4
-0.1
49
3.2
-0.9
2.8
0.3 0.0
25
D+CG+S+W2>
-0.4
0.2
-
3.3
-
3.7
-0.2 0.0
26
D+CG+S+<W2
0.2
0.0
-
3.7
-
3.3
0.4 0.2
27
D+CG+F>+EG+
-0A
0.1
0.0
0.8
0.0
0.8
-0.0 0.1
28
D + CG + <E + EG+
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0 0.1
29
D + CU i- 1> + EG-
-0.0
0.0
0.0
0.3
0.0
0.3
-0.0 0.0
30
D+CU+<E+EG-
0.0
0.0
-0.0
0.3
-0.0
0.3
0.0 0.0
31
D + CG + Ej + EG+
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0 0.1
32
D + CG + <E + EG 1-
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0 0.1
15
D + CG + W PA 1
0.4
-0.4
-
-0.6
-
-0.5
-0.4 -0.2
16
D+CU+WPAI
0.4
-0.4
-0,9
-0.8
-0.4 -0.3
17
D + CG A- L i- W PA 1
0.3
-0.2
2.7
2.8
-0.3 -0.2
18
D + CG + S + W PA l
0.3
-0.3
3.6
3.7
-0.3 -0.2
19
D+CG+WPDI
0.4
-0.5
-1.2
-L0
-0.4 -0.3
10
D+CU I- WPDI
0.4
-0.5
-1.5
-1.3
-0.4 -0.3
;1
D+CG+L+WPDI
0.3
-0.3
2.3
2.5
-0.3 -0.2
;2
D+CG+S+WPDI
0.3
-0.4
3.1
3.3
-0.3 -0.2
i3
D+CG+WPA2
0.2
-0.2
0.0
0.2
-0.2 -0.1
4
D+CU+WPA2
0.2
-0.2
-0.2
-0.1
-0.2 -0.1
5
D+CG+L+WPA2
0.1
-0.1
3.2
3.3
-0.1 -0.0
6
D+CG+S FWPA2
0.1
-0.1
4.1
4.2
-0.1 -0.1
7
D + CG + W PD2
0.2
-0.3
-0.5
-0.3
-0.2 -0.1
8
D + CU + W PD2
0.2
-0.3
-0.8
-0.6
-0.2 -0.1
9
D+CC; 11.+WPD2
0.1
-0.2
2.8
3.0
-0.1 -0.1
0
D + CG + S + W PD2
0.1
-0.2
3.7
3.8
-0.1 -0.1
I
D + CG + WPB 1
0.4
-0.2
-0.5
-0.6
-0.4 -0.4
2
D + CU +- WPB 1
0.4
-0.3
-0.8
-0.9
44 -0.4
3
D+CG+L+WPB I
0.3
-0.2
2.8
2.7
-0.3 -0.2
1
D+CG+S+WPB I
0.3
-0.2
3.7
3.6
-0.3 -0.3
i
D -i CG+WPC I
0.4
-0.3
-1.0
-1.2
-0.4 -0.5
i
D+CU+WPCI
0.4
-0.3
-1.3
-1.5
-0.4 -0.5
7
D + CG + L + WPCI
0.3
-0.2
2.5
2.3
-0.3 -0.3
3
D + CG t S + WPCI
0.3
-0.2
3.3
3.1
-0.3 -0.4
>
D + CG + WPB2
0.2
-0.1
0.2
0.0
-0.2 -0.2
File: Fast -Track Version: 7.1c
Date: 12/6/2008
vkzmmmty of Ronk Townsend Cao f Course Building Reactions Package 6.December
2 _..ne: 7:38:01 AM
Page: 26 of 26
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All rea .f ions ha cert nn Ind --elN &n,t,,r,l ,I , � ; � „� � i6.. n:r .i A,,..I,,..:.. nn.,a,,.a
X -Loc
7'D
+ CU f WPB2
0.2
-0.1
Load
Htz In
-0.1
Hrz Out
Load
-0.2
-0.2
-0.2
Load
Mom ew
71
D+CG+L+WPB2
0.1
-0.0
(-Hx)
3.3
(Hx)
Case
3.2
-0.1
-0.1
Case
(-Vy)
72
D + CG + S + W PB2
0.1
-0.1
Case
(Mzz)
4.2
4.1
-0.1
-0.1
(k
73
D + CG + W PC2
0.2
-0.1
(k)
-0.3
(in -k)
-0.5
-0.2
-0.3
4-D
0.6
74
D + CU + WPC2
0.2
-0.1
-
-
-0.6
0.8
3
-0.8
-0.2
-0.3
75
D + CG + L + W PC2
0.1
-0.1
-
-
3.0
1.2
12
2.8
-0.1
-0.2
15
6.7
76
D + CG I- S + W PC2
0.1
-0.1
31/6/0
3.8
-
-
3.7
-0.1
-0,2
12
1.3
77
D + CG + E> + EG+ + EB>
-0.0
0.1
9
0.0
0.8
0.0
0.8
-0A
0.1
11
0.6
78
D + CG + E> + EG+ + EB>
-0.0
0.1
0.0
0.8
0.9
0.0
0.8
-0.0
0.1
79
D+CGI <f+EG++EB>
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
80
D + CG + <E + EG+ + EB>
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
81
D + CU + E> + EG- + EB>
-QO
0.0
0.0
0.3
0-0
0.3
-0.0
0.0
82
D+CU tG>+EG- +EB>
-0.0
0.0
0.0
0.3
0.0
0.3
-0.0
0.0
83
D + CU + <E + EG- + EB>
0.0
0.0
-0.0
0.3
-0.0
0.3
0.0
OA
84
D+CU+<E+EG- +EB>
0.0
0.0
-0.0
0.3
-0.0
0.3
0.0
0.0
85
D + CG + F> + EG+ + EB>
-0.0
0.1
0.0
0.8
OA
0.8
-0.0
0.1
86
D + CG + F> + EG+ + EB>
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0
0.1
87
D + CG + <E + EG+ + EB>
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
88
D + CG I <E + EG+ + EB>
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
92
D + CG + E> + EG+ + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0
0.1
93
D + CG + F-> + EG+ + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0
0.1
94
D + CG + <E + EG+ + <EB
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
95
D + CG + < E + EG+ + <EB
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
96
D + CU + E> + EG- + <EB
-0.0
0.0
0.0
0.3
0.0
0.3
-0.0
0.0.
97
D+CU+F>+EG- +<EB
-0.0
0.0
0.0
0.3
0.0
0.3
-0.0
0.0
98
D + CU + <E + EG- + <EB
0.0
0.0
-0.0
0.3
-0.0
0.3
0.0
0.0
99
D + CU + <E + EG- + <EB
0.0
0.0
-0.0
0.3
-0.0
0.3
0.0
0.0
100
D F CG + E> + EG+ + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0
0.1
101
D + CG + F> + EG+ + <EB
-0.0
0.1
0.0
0.8
0.0
0.8
-0.0
0.1
102
D + CG + <E + EG++ <EB
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
103
D + CG + <E + EG+ + <EB
0.0
0.1
-0.0
0.8
-0.0
0.8
0.0
0.1
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All rea .f ions ha cert nn Ind --elN &n,t,,r,l ,I , � ; � „� � i6.. n:r .i A,,..I,,..:.. nn.,a,,.a
X -Loc
Grid
Hrz lett
Load
tbz Right
Load
Htz In
Load
Hrz Out
Load
Uplift
Load
Vrt Down
Load
Mom ew
Load
Mom ccw
Load
(-Hx)
Case
(Hx)
Case
(-Hz)
Case
(Hz)
Case
(-Vy)
Case
(Vy)
Case
(-Mzz)
Case
(Mzz)
Case
(k)
k
(k
k)
(k)
(k)
(in -k)
(in -k
0/0/0
4-D
0.6
13
0.5
12
-
-
-
0.8
3
0.9
4
8/6/0
4-C
-
-
-
-
1.2
12
1.3
Il
2.0
15
6.7
10
31/6/0
4-B
-
-
-
-
1.2
12
1.3
II
2.0
16
6.7
9
40/0/0
4-A
0.5
11
0.6
14
-
-
-
0.8
3
0.9
4
File: Fast -Track Version: 7.1c
S— =--S§RM-R60F
Arctic White Cool Regal White I Cool Regal White
Classic Beige
Cool Sierra Tan
Tahoe Blue
Zinc Gray
Matte Black*
Aval as trim color only
Egyptian White
Cool Colonial Red
Regal Blue
Leaf Green
Patrician Bronze
Terra Cotta
Egyptian White
Cool Colonial Red
Regal Blue
Leaf Green
Patrician Bronze
Unpainted Galvalurne*
Also available for Panel Rib Roof
VP's KXLTMT FINISH
on Hot Dipped Galvanized
& Galvalume® Panels
This paint system combines
ceramic pigmentation with
polyvinylidene flouride
for superior, long-lasting
performance. PVDFfinishes
are respected for their
durability, resistance and
color retention. Our KXL
finishes are warranted for up
to 20 years.
Please note: 70% PVDF finishes
meet both Kynar 500 and Hylar
5000 specifications.
KYNAR11 is a registered trademark
ofAtochem North America, Inc.
HYLAR 5000® is a registered
trademark ofAusimont USA, Inc.
Galvalume® is a registered trade-
mark of B.I.E.C. International, Inc.
Note: All panels formed from
light gauge metal may exhibit
waviness, aiso known as "Oil Can-
ning," commonly occurring in, but
not restricted to, flat portions of a
panel. This inherent characteris-
tic is not a defect of material and
is not cause for rejection
Certification of Corp. of Engineers
and AAMA 605.2 available upon
request.
VP's KXL paint finishes are
formulated to meet owners
and specifiers needs for
"Cool Roof" applications
including LEED certified and
Title 24 projects. Please
refer to the information
chart for Solar Reflectivity
Values, Emissivity ratings and
calculated Solar Reflectivity
Index. Low slope values apply
to roof slopes 2:12 or lower;
Steep slope applies to roof
pitches greater than 2:12.
Dry Film Thickness
ASTM' D-1400, D-1005, D-1438 (NCCA' II -13,14,15) 0.2-0.25 mil primer', 0.7-0.8 mil top coat
Specular Gloss (60)
ASTM D-523 10-154
Pencil Hardness
r r
ASTM C-3363 (NCCA II -12) Eagle Turquoise Pencil
HB -H
Flexibility: T -Bend NCCA II -9 (No cracking or tape removal of film)
2T5
Mandrel ASTM D-522 (180° bend around 1/8" mandrel)
No cracking
Adhesion
No effect
ASTM D-3359 (NCCA II -5) Reverse Impact Cross Hatch
No adhesion loss
Reverse Impact
10 cycles'
ASTM D-2749 (NCCA II -6) Impact in. per Ib. - 2000 X metal thickness for steel
No cracking or adhesion loss'
Abrasion Resistance
No effect
Falling Sand ASTM D-968 Litersto expose 5/32" of substrate transit
65 t 15 I/mil of film
Based on topside to backside contact In transit
Acceptable
Mortar Resistance
SRV
AAMA' 605.2 - 24 Hour Pat Test
No effect
Detergent Resistance
r r
ASTM D-2248 - 3% Detergent, 100'F, 72 hrs.
No effect
Acid Pollutants Resistance
2000 Hours10
ASTM D-1308, Proc. 7.2 10% Muriatic Acid (15 min.)
No effect
20% Sulfuric Acid (24 hrs.)
No effect
AAMA 605.2 Test 7.7 3.1- 70% Nitric Acid Vapors (30 min.)
< 5 units color change',
Kestemich SO2 CyclicTest (2 liters)
10 cycles'
Alkali Resistance
Meets or exceeds MCA Premium guidelines
ASTM D-130810%,25% Sodium Hydroxide (1 hr.)
No effect
Salt Spray Resistance
r r
ASTM B-117 - 5% Salt Fog@ 95'F
1000 Hours'
Humidity Resistance
2000 Hours10
ASTM D-2247
(100% Relative Humidity@ 95°F)
Weatherometer Test ASTM G23
2000 Hours
Color Change ASTM D-2244
< 2 units change'
Chalking Resistance ASTM D-4214
Maximum #8
Exterior Weathering Florida Exposure ASTM D-2244 Color
Meets or exceeds MCA Premium guidelines
5 years @ 45°S ASTM D-4214 Chalk
Meets or exceeds MCA Premium guidelines
AAMA 605.2 Film Erosion
Less than 10% film loss
1. AMERICAN SOCIETY FOR TESTING AND MATERIALS. 4. HIGHER AND LOWER GLOSSES AVAILABLE UPON REQUEST. 7. HUNTER AE COLOR DIFFERENCE
2. NATIONAL COIL COATERS ASSOCIATION. 5. FRACTURING OF SUBSTRATE MAY RUPTURE FILM, 8. NO OBJECTIONABLE COLOR CHANGE
3. HIGHER FILM KXL COATINGS AND PERFORMANCE 6. AMERICAN ARCHITECTURAL MANUFACTURERS 9. LESS THAN 1/16" CREEP FROM SCRIBE.
DATA AVAILABLE UPON REQUEST. ASSOCIATION. 10. NO BLISTERS.
wi11 �• r
r r
r
r r -
VP Buildings Solar Reflective Analysis as of August 2007
LEED 2.2
LEED 2.2
Energy Star
Energy Star
ASTM - E-903, C-1549, C-1371, E-1980
Low Slope
Steep Sloe
Low Sloe
Steep Slope
VP's COLOR
Results
Radiative
Results
Minimum
Minimum
Minimum
Minimum
FINISH NAME
SRV
Emissivity
SRI'
.78 SRI
.29 SRI
.65 SRV
.25 SRV
Cool Regal White
72.20
0.86
88
YES
YES
YES
YES
Arctic White
64.10
0.87
77
NO
YES
NO
YES
Egyptian White
60.87
0.84
71
NO
YES
NO
YES
Classic Beige
53.10
0.86
61
NO
YES
NO
YES
Cool Siena Tan
49.10
0.86
56
NO
YES
NO
YES
Cool Zinc Gray
38.60
0.85
41
NO
YES
NO
YES
Terra Cotta
35.50
0.86
38
NO
YES
NO
YES
Cool Colonial Red
30.10
0.85
30
NO
YES
NO
YES
Forest Green
29.50
0.84
29
NO
YES
NO
YES
Regal Blue
26.80
0.85
26
NO
NO
NO
YES
Tahoe Blue
28.94
0.85
25
NO
NO
NO
YES
Leaf Green
25.52
0.84
23
NO
NO
NO
YES
Matte Black (Trim Only)
25.40
0.83
23
NO
NO
NO
YES
Patrician Bronze
25.10
0.84
23
NO
NO
NO
YES
Unpainted Galvalume
1 00.581
0.06
1 32 11
NO
I YES I
I NO
I YES
* Solar Reflectivity Index includes Solar Reflectivty Values and Emissivity calculations.
The Ultimate Building Solution
VP Buildings
3200 Players Club Circle
Memphis, TN 38125
•
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�,,,,�p�
�,r= +-\ O
` ASAR
1-800-238-3246 • vp.comnamti,o"semL�%
6021 Revised 1/08
APPROVED
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