HomeMy WebLinkAboutPermit D99-0214 - Kenworth Truck Company - Bridge CranesKenworth Truck Co.
d99-0214
8801 east marginal way south
City of Tukwila �.
Parcel No: 542260 -0060
Address: 8801 EAST MARGINAL WY S
Suite No:
Location:
Category: AMFG
Type: DEVPERM
Zoning: MIC /H
Const Type: III
Gas /Elec.:
Units: 001
Setbacks: North:
Water: SEATTLE
Wetlands:
Contractor License No: SKYEII *02000
OCCUPANT
OWNER
CONTACT
CONTRACTOR
Permit Center Authorized Signature:
Signature:_
Print Name:_
lhiect a '�. 9f-41 (206) 431 -3670
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
DEVELOPMENT PERMIT
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
Permit No: 099 -0214
Status: ISSUED
Issued: 08/19/1999
Expires: 02/15/2000
Occupancy: WAREHOUSE
UBC: 1997
Fire Protection: SPRINKLER
.0 South: .0 East: .0 West: .0
Sewer: SEATTLE
Slopes: Y Streams:
Phone: 206 626 -4862
KENWORTH TRUCK COMPANY
8801 E MARGINAL WAY SO, TUKWILA, WA 98108
KENWORTH MOTOR CORP
8801 E MARGINAL WAY, SEATTLE WA 98108
PRATEEB MONYAKULA
1000 DENNY WY, SUITE 800, SEATTLE WA 98109
SKYE INDUSTRIAL INC
PO BOX 631, RAVENSDALE WA 98051
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Permit Description:
INSTALL 3 NEW LIGHT BRIDGE CRANES
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Construction Valuation: $ 20,700.00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr:
Curb Cut /Access /Sidewalk /CSS: N
Fire Loop Hydrant: N No: Size(in): .00
Flood Control Zone: N
Hauling: N Start Time: End Time:
Land Altering: N Cut: Fill:
Landscape Irrigation: N
Moving Oversized Load: N Start Time: End Time:
Sanitary Side Sewer: N No:
Sewer Main Extension: N Private: N Public: N
Storm Drainage: N
Street Use: N
Water Mairi Extension: N Private: N Public: N
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
TOTAL DEVELOPMENT PERMIT FEES: $ 557.66
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Phone: 206 - 494 -9532
Phone: 425 - 413 -4954
F)zc-4 o
I hereby certify that I have read and examined t is permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provi i., any other state or local laws regulating construction
or the perform of work. I am authorized to sign for and obtain this
development
Date: /U • 1
This permit shall become null and void if the work is not commenced within
180 days from the date of issuance, or if the work is suspended or abandoned
For a period of 180 days from the last inspection.
City of Tukwila (206) 431 -3670
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
Parcel No: 542260 -0060
Address: 8801 EAST MARGINAL WY S
Suite No:
Location:
Category: AMFG
Type: DEVPERM
Zoning: MIC /H
Const Type: III
Gas /Elec.:
Units: 001
Setbacks: North: .0 South:
Water: SEATTLE Sewer:
Wetlands: Slopes:
Contractor License No: SKYEII *02000
KENWORTH TRUCK COMPANY
8801 E MARGINAL WAY SO, TUKWILA, WA 98108
KENWORTH MOTOR CORP
8801 E MARGINAL WAY, SEATTLE WA 98108
PRATEEB MONYAKULA
1000 DENNY WY, SUITE 800, SEATTLE WA 98109
SKYE INDUSTRIAL INC
PO BOX 631, RAVENSDALE WA 98051
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Permit Description:
INSTALL 3 NEW LIGHT BRIDGE CRANES
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Construction Valuation: $ 20,700.00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr:
Curb Cut /Access /Sidewalk /CSS: N
Fire Loop Hydrant: N No: Size(in): .00
Flood Control Zone: N
Hauling: N Start Time: Erid Time:
Land Altering: N Cut: Fill:
Landscape Irrigation: N
Moving Oversized Load: N Start Time: End Time:
Sanitary Side Sewer: N No:
Sewer Main Extension: N Private: N Public: N
Storm Drainage: N
Street Use: N
Water Main Extension: N Private: N Public: N
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
TOTAL DEVELOPMENT PERMIT FEES: $ 557.66
***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
OCCUPANT
OWNER
CONTACT
CONTRACTOR
Permit Center Authorized Signature:_
I hereby certify that I have read and examined t s permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provision of any other state or local laws regulating construction
or the performance of work. I am authorized to sign for and obtain this
deve l opment 3ni t.
>a ,
Date : a' L r O L
Si griature:
DEVELOPMENT PERMIT
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
Permit No: D99 -0214
Status: ISSUED
Issued: 08/19/1999
Expires: 02/15/2000
Occupancy: WAREHOUSE
UBC: 1997
Fire Protection: SPRINKLER
.0 East: .0 West: .0
SEATTLE
Y Streams:
Phone: 206 626 -4862
Phone: 206- 494 -9532
Phone: 425 - 413 -4954
B2LAL._ Date: 81R
. I
Print Name: M
�YG` �� C� In G� v �
This permit shall become null and void if the work is not commenced within
180 days from the date of issuance, or if the work is suspended or abandoned
for a period of 180 days from the last inspection.
CITY OF TUKWILA
Address: 8801 EAST MARGINAL WY S
Suite:
Tenant:
Type:...DEVPERM
Paree,l # 542260 -0060 Issued 08/1941999
: * * *44 * * * * * * * * * *. * * * * * * * * * ** ************ * * ** * * * * * * * * * *', *. * *** * * * * * * **
Permit Conditions:
Permit No: D99 -0214
Status: ISSUED
Applied: 06/29/1999
1. No changes will be made to the plans unless approved by the
Engineer and the Tukwila Building-,,Division.
2. All permits, inspection ;.records, .;and 'approved plans shall be
available at the job site }prior. to the start of any con�-
str, ucti on. These.'R documents' are to =be ma i nta i need'`. and avail-
able until f i na T `t=i aspect i on approval is granted.
. :Electrical pOl is steal i:. be° obta'i nedthrough the Washington
State Di vi si on of ° labom:. and Industries and a;.l l ,.e:1 ectr i ca l`
work wi 1 1,, .be inspected by,,•that "agency ; (.248 -6630)
Plumbing permits sha1 l be obtained through' the Seattle -Kii
Count
y : of. ic Nealth..< P1 umbing,Wi l l: -
Inspected " by that • agency; i l ud i ngall gas piping ±:
(296 47 22
5. All mec'hanical work sh0 1 be ' separate permit issued, b
the City =.of c Tukwila.
• Al l i constructi on to be donee in conformance with . approved
p l ans, and 'requirements of the Uniform; Building . Code ':.(1997
Edition) as amended _.Uniform' Mechanical'.Code (1997 Editions,.
and:.Wash,ington State Energy ;. Code' (1997 "Ed i ti on).
• Val i�.dity of: Pe'rm The ,issuance ` of:.;a `permit or approval
plans, specifications, %and Computations shall not be con
strued to be a, permit, -' for, .,or an approval of, any violation
of any of .the prov i si ons of the' bu i l d i n g ng 'code, or of any
other 'ordinance of the jurisdiction. 'No permit presuming to
g i ve author.i ty to violate or cancel the provisions of thiis.
;code shall`: be valid.
8. 'When special inspection is required either the owner,
architect, or engineer shall notify the Tukwila .Building
Division of appointment of the inspection- agencies; prior
the first; building inspection. Copies of all special
inspection reports shall be submitted to' the Building.
Division ina: timely manner. Reports shall contain address,
project name,<'•ipermit number and` type., of inspection 'being
performed.
9. The special inspector shall 'submit a final signed report
stating whether the work requiring special inspection was,
to the best of the inspector's".knowledge,. conformance
with approved plans and specifications and the applicable
workmanship provisions of the UBC.
10. All structural welding shall be done by W.A.B.O. certified .
welders and special inspected (UBC - Sec. 306(a)5).
Project Name/TenantLL 11
1 <evt, W¢� 1 � VUG14 - CU _ Gt1 , k�.}
Value of Const ction:
� +« 5 7
Site Address: `` ,-- 1 City State /Zip:
4Srrv E. � avc1lV16c.\ 41, , 1 rzwi,W A 1O
Tax Parcel Number:
422l;0 . -00,0 -.0 '',
Property Owner:
«ztiwovCL t 0v Lov19,
Phone:
C2 D6) 6 LC, -46Z
Street Address: City State /Zip:
Se e Ain v-e.
Fax #:
Contractor:
Phone:
Street Address: City State /Zip:
Fax #:
Architect: N/ / A
Phone:
Street Address: City State /Zip:
Fax #:
Engineer: I I VVI-5 &VU Tic •
C2._o6) (lc( -94F0
Street Address: t `` City State /Zip:
1 getAv 3v)&i,, Jv AeOV° S-ecc le,WIN.cv -t09j'
Fax #: 1
(7-06) '4 -c15dO
Contact Person: 1 J �, ��
0-0b 4i 4- -9 5 3 2.
Street Add mss: City State/Zip:
Fax #: ■ _
0 ) 4-i 4- —9 o 0
C2 S
1 U-� v WGW 1 � >ut�e �o0 5'cec� e / AA) A- 9S- 10
Description of worts o be done: T, 4,, l \ -5 N v 1:4-ks 1'v 1c, Cvavte 3
Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital
❑ Church Manufacturin ❑ Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital
❑ Church ErManufacturing ❑ Motel /Hotel ❑ Office
❑ School/College/University El Other
Will there be a change of use? yes ( no
If yes, extent of change: (Attach additional sheet if necessary)
Will there be rack storage? ❑ yes .' no
Existing fire protection features: gsprinklers ❑ automatic fire alarm ❑ none ❑ other (specify)
Building Square Feet: Vq7, . 15 U existing
Area of Construction: (sq. ft.) NJ/A
Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no
Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets -
CITY OF TL" WILA
Permit Center
6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188
(206) 431 -3670
I
Commercial / Multi- Family Tenant improvement / Alteration Permit Application
❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk
❑ Fire Loop /Hydrant (main to vault) #: Size(s):
❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds.
❑ Sanitary Side Sewer #: ❑ Sewer Main Extension
❑ Storm Drainage ❑ Street Use ❑ Water Main Extension
❑ Water Meter /Exempt #: Size(s): 0 Deduct
❑ Water Meter /Permanent # Size(s):
❑ Water Meter Temp # Size(s): Est. quantity: gal
❑ Miscellaneous
Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and
is subject to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review - Applications for which no permit Is issued within 180 days following the date of application shall expire by
limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by
the applicant as defined In Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once.
Date appli ton acce
I
q?
PLEASE SIGN BACK OF APPLICATION FORM
CTPERMIT.DOC 1/29/97
Application and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mall or facsimile.
APPLICANT. REQUEST. FOR PUBLIC WORKS:SITE/CIVILPLAN REVIEW OF THE FOLLOWING::
(Additional reviews may be determined bythe:Public Works Department)
Date
4; r
FOR STAFF USE ONLY
At Number::
❑ Flood Control Zone ❑ Hauling
❑ Landscape Irrigation
O Private 0 Public
O Private 0 Public
0 Water Only
1
Permit. Number:
'
Schedule:
Ap tl taken by: (Initials)
BUILDING- 4VOIER OR UTHOR/ZED AG
T:
Signature: f- >/ fT, ILI,
�J 4-l.. ."
,
D ate: ",� �; / �� �� r
�
Print name: ' cA' -��� �'1 G IA t
U1
1 PhorZe4. vC , ") Wili- c1('3 2
FFx #: C 1;0
( rv ) ELI- — 1
Address ,1 \ri
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,�
cwt
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�O S c � z WA 9 5" 161
City /Slate /Zip ' "� c , U c —
� ci ; V �S l 1
ALL COMMERCIAUMULTI-FAIIAY TENANT IMPROVEMENT /ALT TION PERMIT APPLICATIONS
MUE SUBMITTED WITH THE FOLLOWING:
ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT,
STRUCTURAL ENGINEER OR CIVIL ENGINEER
• ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN
➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED
N/A SUBMITTED
❑ ❑ Complete Legal Description
❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures
(Form H -13). Business Declaration required (Form H -10).
Four (4) sets of working drawings (five(5) sets for structural work), which include
❑ ❑ Site Plan (including existing fire hydrant location(s)
1. North arrow and scale
2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements
3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions
4. Location of driveways, parking, loading & service areas
5. Recycle collection location and area calculations (change of use only)
" 6. Location and screening of outdoor storage (change of use only)
7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's
boundaries
8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of
use only)
9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of
those, identify by size and species which are to be removed and saved
10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change
of use only)
11. Location and gross floor area of existing structure with dimensions and setback
12. Lowest finished floor elevation (if in flood control zone)
13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H-
9).
❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled
❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of
any hazardous materials; dimensions of proposed tenant space.
❑ ❑ Vicinity Map showing location of site
❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack
layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of
rack. Structural calculations are required for rack storage eight feet and over.
❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished
❑ ❑ Construction details
❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of
water supply to sprinkler vault with documentation from contractor stating supply line will meet or
exceed sprinkler system design criteria as identified by the Fire Department.
❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings.
❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds).
❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions.
❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County
Department of Public Health prior to submitting for building permit application. The Department of
Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5)
❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no
contractor has been selected at time of application a copy of this license will be required before the
permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ".
Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed
by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and
obtain the permit will be required as part of this submittal
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT.
CTPERMIT.DOC 1/29/97
hA *AkA * * *f. *Ak **Ak•4 *tAAk tk* ,�, k* k* A• hk:t•kA*Akk,k4: \ *k+•h:lkA�kkA* kit
CITY OF TUKWI:LA, WA -"' f� / TRANSMIT ***Akkkkkk * *A /A*A ** *•k:k•kA */ Jr ;l*k *A *A *A kkkk* * A v4•
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TRANSMIT Number: R9800092 Amount:. 557.60 .06/29/.99 11:1.0
Payment Method: CHECK Notation: HARRIS GRUt.IP,INC Init: CAS
Permit, No D99.0214 `ype: DEVPERM DEVELOPMENT PERMIT
Parce•I. No: 542260-0060
Site Address: 8801 EAST MARGINAL WY a
Total Fees: 557.66
This Payment 537„60 Total ALL Putts: 557.60
Balance: .06
* AAAk A* k. kh•A kA* A•: it*A**k... b•k kIF b + *AkA *k ... *k
Account Code Descr iption , •
000/322.100 BUILDING NONRES
000/345.830 PLAN CHECK -. NONR•ES•
000/384.904 STATE BUILDING SURCHARGE
Amount
335.23
217.91.
4.4
4 556 06/30 9717 TOTAL 557.60
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•ITY :pF 1U16 w 7RANSNIT :'
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TR.AH5MT"T. Number a ;:R"9800,0 Amount. .06 06/29/99 11:11
w ; a:yinen.t Method» C( H : : Nottion': HARRIS .GROUP. Snit GAS .
Permit` No99-0214' '. Typea• DF.VPCRM pEVLL0PMh"N•I PERWIr
P4i^cel Na. = '5 - 0060
.S i te; Address« 8d01" .EAST "MARGINAL WY. 6
• Tata Fees: 557.661;
Paymen.1. «06 Total ALL Pmtsi ;37.66
f3alanCe.' :00
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Aeciur t C
c� ode Description Amount
000/3GG.904 STATE" BUILDING SURCHARGE .06
P o ect: /k
MA
Ty of Inspection:
r j F nic f , r 5
Date called:
; 9 95
Special instructions:
`
Date wanted:
f0 / / 9 " p m
R quester:
•
� -. '1C
Phone: / O�
,nG;- ,3/ - 108- 2 3
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6390 Southcenter Blvd, #100, Tukwila, WA 9818
[6 tb
PERMIT NO.
(206)431 -3670
p roved per applicable codes. Corrections required prior to approval.
7z)
Inspe
Dated ! l /
$47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No:
Date:
M1
•
Project Name Ke`11W(? \\
Address c I , rncac5i IN aL ��J -{
Retain current inspection schedule
Needs shift inspec
(INALAPP.FRM
City of Tukwila
Fire Department
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
Approved without correction notice
Approved with correction notice issued
Sprinklers:
Fire Alarm:
Hood & Duct:
Halon:
Monitor:
Pre -Fire:
Permits:
Permit No
Authorized Signature
John W Rants, Mayor
Thomas P. Keefe, Fire Chief
2.te\
Suite #
Date
Rev. 2/19/98 T.F.D. Form F.P. 85
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439
`. `
CASCADE TESTI! -. LABORATORY, INC.
TESTING & INSPECTIOf, .NGINEERS PREVIOUS , 1 0 9
12919 N.E. 126TH PLACE , •" `' REPORT No. ' No.
KIRKLAND; WASHINGTON 9B034 (425) 823 - 9800
EVERETT, (425) 259-0817
DATE
/i - /9 - 99
CERT. NO.
991/
` )
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TO: J■ drei �C - >RG1NTr '` YY1. zLU,i FLap CAST,
PROJECT
12 s.vE - ra,.i Ci?..VT C.e.m�,le.y
LOCATION
Si-14x, 5• / .Sr . 7 uke -=e d
7 S?_ .Pr__ t_ sv Gl¢a,v
BLDG. PERMIT NO.
.09 9 -O 2...1 '-I
OWNER
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WEATHER
( i/rE -
TEMP. AT AM
AT PM
ENGINEER
ATTN•
ARCHITECT
CONTRACTOR
m. L , /1?. ccA. ST- LGr2c J
(2)
INSPECTION PERFORMED
RESTEELJCONCRETE _ RESTEEL ONLY
RESTEELIMASONRY _ STR.ST/WELDING
OTHER — STR.ST/BOLTING
(
ITEMS INSPECTED — FOUNDATIONS
X FOOTINGS SLA B
_ AUGER CAST PILES _ COLUMNS
— DRILLED PIERS — WALLS
— BEAMS
—
( LOCATION
(AREAS) /!! eCAIO�I= T1�/x-cd P i r..2 .-� 7 i€. F G�l�- 145 ! 3414' raid 6 FGve
MA restAPJ (r =n "A •
CONCRETEJMASONRY MIX NO. /9 L is
DESIGN STRENGTH (I'c) c z8 =AV
SUPPLIER 2- Ui4./G6 _
TOTAL CU. YD. PLACED 2.1
SLUMP (INCHES) - "
SPECIMENS CAST 3 4.x 12 cY`•
AIR CONTENT %)
SEE CYLINDER REPORT NO S 7465 -
(
,YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO.
REMARKS:
( ;;Ii <. r t . --- ( ti) S r...�.3 s,.. 10, 3
A t _ t _ l � r i - & S l C L F A I [ � w 1 c° _F t AwJ r cs A S $ e _ _ ccne7c AA/O SP t S
1 B y Punk P e �1 S or na rrn Ay vr•4e_a + -A- ,).J
Al i a tAge..a - ago C:42.)
COPIES TO: ''/
i IJ )
INSPECTOR A ... - = --
FIELD REPORT
i(Wee•
SIGNED:
CYLINDER
NUMBER
DATE
MADE
DATE
TESTED
AGE
DAYS
SIZE
AREA
(SO. IN)
TOTAL
LOAD
STRENGTH
PSI
TYPE
BREAK
3
t1 - let
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DATE
/ / '" /9 -99
CERT. NO.
99 i/.29
SLUMP
ASTM C•143
PROJECT
R.1W.QTe»J r' Car$ r CEALE r
WEIGHT
ASTM C -138
LOCATION
g4'c IS. /vim .$r-• 71.4 ,.x.c_a
CEMENT
FACTOR
BLDG. PERMIT NO.
D,9 —r yty
OWNER
CONC
WEATHER
C.-( �
TEMP. AT
5E AT
AM
PM
ENGINEER
/425
ARCHITECT
CONTRACTOR
01. G . /Y)• e_.n.✓S7V-t,..TI- /
AI
TRUCK SAMPLED /95 TRUCK TICKET NO. 96:06 /D MIX NO. / VAS
TIME
SLUMP
ASTM C•143
% AIR
WEIGHT
ASTM C -138
YIELD
CEMENT
FACTOR
ASTM C-1064
CONC
AIR
CA.
/425
WATER
AI
TOTAL
BATCH DATA FOR 1 CU. YARD
9 CY
DESIGN
WEIGHTS
%
MOIST
ADJUSTED
WEIGHTS
Pt. y
CEMENT
hz S'
AG0,S-
FA.
i '3o4/0
CA.
/425
WATER
/p Z Z,
TOTAL
TO :/'/14'f« s..As _ 7Lci2 C Ft�t/�� ' Ccw) ST.
Z 52 PAe1L O m, r
e_S- 1 PA 4<>'7
ATTN•
THE FOLLOWING WAS NOTED: 1 prti1l015L44
FIELD TEST DATA
AIR TEST METHOD: 0 PRESSURE ASTM C•231 OR 0 VOLUME ASTM C -173
TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar
(b) Cone and Split (d) Shear
SAMPLE P/U DATE 1 I Z 7
CASCADE TESTING LABORATORY, INC. FIELD
TESTING & INSPECTION./ ENGINEERS REPORT No.
12919 N.E. 126TH PLACE �'' " a• �^
KIRKLAND, WASHINGTON 98034 • - (425) 823.9800
EVERETT (425) 259.0817
COMPRESSIVE STRENGTH
. .„.12'1{STM C -1231
TEST METHOD G" 3� 0 ASTM C-617
SAMPLING IN ACCORDANCE W TH
APPLICABLE CODES & SPECS r . ' 31
PRODUCERS: CONCRETE L-L 'J ,733 f& CEMENT 7 = CU. YARDS PLACED Z7
37465
AEA psv2AVA a Z71DL ADMIX CAC12 % DESIGN STRENGTH
PLACEMENT AREA & NOTES / c, P y p / A M P - r . rm /ry t%L e 1„,Z-r1.4r.e /ctzpTTwk-, iS 4
�� •.. (4AuScd -gti / R, 4.J c rp,,,,/. cfl2Z6 . A/GF/,E,c, (q) (o Y tz . G y LS
COPIES TO • h c? n1 . .j4 40
INSPECTOR.
SIGNED '-`J
Information
.To Build On
RECEIVED
MAR, 0 9 2000
REPORT OF INSPECTION ACTIVITIES COMMUNITY
DEVELOPMENT
CLIENT Jeff:Rainer PROJECT: Alignment Building
Sun Innovations Kenworth Seattle Truck Plant
P.O. Box 430 8801 E. Marginal Way S
Milton, WA 98354
PERMIT NO.
DATE; January 21, 2000 JOB NO.: 0-2
Engineering • Consulting • nutting
INSPECTOR::. L. Miller REPORT NO.: FR6170
•
REMARKS.
'A representative of PSI arrived at the above referenced project to perform an inspection of framing
welds for Project #935021, as per AWS bi.1-96 and approved drawings.
He performed an inspection, for Craneway Framing, of two W6x9 (detail 4), five W6x9 (detail 6), and
twenty BM clamps.
He also verified the welder WABO certification for Ian MacDonald (MAC-86-2117).
WORK CONFORMS TO APPROVED PLANS: 1><1 YES Ti NO
Res tfully submitted,
OFESSIONAL SERVICE INDUSTRIES, INC.
Sam Yaghmaie, P.E.
Manager, Seattle Construction Services
•
cc: Sun Innovations; City of Tukwilla
REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC.
Professional Service Industries, Inc. • 3267 16th Avenue, West • Seattle, WA 96119-1706 • Phone 206/282-0666 • Fax 206/282-0710
;^*
Infor ftton
.To Build On
Engineering • Consulting • Testing
October, 22, 1999
File No. 712 - 90280
Building Inspections
City of Tukwila Building Department
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Subject: Project Name Kenworth Truck Plant
Project Address 8801 E. Marginal Way South, Tukwila
Permit No. D9
WORK REQUIRED
We have completed the requested special inspec ions on the subject project. Our final report; dated 10-21 -
1999,.is numbered FR 6310.
Structural steel /welding Structural steel /welding
To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC, and
related codes, and/or verbal or written instructions from the Engineer of Record.
Sincerely,
PROFESSIONAL SERVICE INDUSTRIES, INC.
TE.
Sam Yaghmaie, P. E.,
Manager, Seattle Construction Services Department
cc: Sun innovations, Inc.
WORK INSPECTED
RECEIVED
OCT 2 91999
COMMUNITY
DEVELOPMENT
Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282.0666 • Fax 206/282-0710
am aghmaie, P.E.
Manager, Seattle Construction Services
. . • • - • „ . , ... .. .. . . . , . ‘ , . . . ., „. . ., . , ,
.. ,
REPORT OF IN ACTIVITIES
. . . ..
PLIENT:'1, • Jeff nee'
Ra. ••• •• •:1-.
... .. . • .. , . . .
. .•- PROJECT: . •Kertworth Seattle Truck Plant
Sun Innovations .: • ' ''
. . . • • • . • , • • 8801 Marginal Way S . :. - . ' •• '• -..•
1 .• •
P.0..1 „:; . : TukWilla; WA - . • . : -
. • •.MiltOti,',WA 98354
PERMIT NO.:
DATE: October 21, 1999 JOB NO.: -90280-1
INSPECTOR: L. Miller REPORT NO.: FR6310
REMARKS
A representative of PSI arrived at the above referenced project to perform an inspection of structural
steel, as per AWS D1.1-96
He Performed an inspection, as per drawings 105595-1-55, of the truss fillet weld grids, R-Y at 1-6 and
• •
• • . •.
I,M/erh • •
•
cc: Sun Innovations; City of Tukwilla
, 1
•
REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC.
Professional Service Industries, Inc. 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282-0666' Fax 206/282-0710
WORK CONFORMS TO APPROVED PLANS: YES I I NO
Res ully submitted,
OFESSIO L SERVICE INDUSTRIES, INC.
RECEIVED
DEC 081999
COMMUNITY_
DEVELOPMENT
CUE, / %/%
A�IpR g!�/
/ i /i /7V/
% .
j , ,
/ / �4.
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PF3OJECTNOG/
7/ 702— 'o DATE /e?- z• / 7
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9A. s /rE Fe f< 5 lie 7 K'HL 57E4 /T/- f/ - ,i'2 4 ws U/ /--
11 ---- -''.� `�r'4 I ) / , , , ; fe•7' ,- r ! ,_r i ; ,ter s / . . _ ; ' : 7 2 7 ' , 5 " - / - ` ; C
p � 7 , ? / IS f ;Z Z i tA-9 P 5 ! ie. Pe. K - L.. (' / - t / ," 9 A. - % cz 3 Y. -s
EQUIPMENT IDENTIFICATION AND SIN #: i'//
COPIES TO:
MAILED:
I
INSPECTOR:
1
DATE:
1 . . i ,:. % %
/, %; / : � / /
' �.� i%%�� / /
:ITEM S'IN1S.PEcTgOiT. OY
4 /),;/:";% : •'% ///%,0, ". 1 /� / .
/ %% CO ti / �/
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*,:/ 9 O N (9 M + /;%
:, �'r..i, ; .� • %r, /�u / /, /.•i
~---- ;^ —y- --
OWNER
ENGINEER
ARCHITECT
CONTRACTOR
BUILDING DEPT.
SUPPLIER
FIELD CO NTAC�
DATE:
/
v� J I n ./y 2I'�
J j` � uX�y -� / /
.,vin
`This report is provided for the information of the client only. The reproduction of this report, by any method, and its
transmittal to a third party, by any means, except In lull, without the full permission of Professional Service Industries,
Inc., is prohibited'
This certification attests to the accuracy of the results obtained from the actual lest performed and/or observations
NAME
ON
OFF
ST
OT
MILES
L , 1 i 1 i. GF R.
made within the defined scope of the work. Certilication shall not be construed to represent In Inspection, approval or TOTAL HOURS
- i i Information
LITZ&M To Build On
Enpkvaarfnp • Consulting • Twisting
SEATTLE DIVISION EASTSIDE DIVISION
(206) 282-0666 FAX (206 282 -0710 (425) 485 -12.4 FAX (425) 485.4611
TS • 08.1
TACOMA DIVISION
(253) 589.1804 FAX (253)589 -2136
FIELD REPORT
acceptance of other associated work or a warranty of design or workability of the specification requirements.'
FR 6310
K._,. ........ SPOKANE DIVISION
(5091535.3571 FAX (509)535.1267
PORTLAND DIVISION PENINSULA DIVISION
(503) 254.8418 FAX (503) 252-5608 (360) 297.8821 FAX 360) 297.8828
Certified Report by
Professional Service Industries Data
559CALC
ao
MANUFACTURING ENGINEERING SUPPORT
Bridge Crane Modifications
AREA
KENWORTH TRUCK COMPANY
99 -10559
CIVIL / STRUCTURAL CALCULATIONS
AXLE TACK BRIDGE CRANE
AXLE SET BRIDGE CRANE
APPENDIX - STAAD ANALYSES
A. TRUSS T -1 9 pages
B. TRUSS T -2 14 pages
C. INFLUENCE LINE COEF. 4 pages
RECEIVED
CITY OF TUKWI
JUN 2 9 1999
PERMIT CENTER
PAGES
1 -16
1 -15
D qici••
axle tach bridge crane
calculations
manufacturing engineering support
2 ton crane
built-up section
x
cutoff section properties
z. 19.
=7.
to. Pt-Z
s
gr S 4/23 ILI--
t
15•18 NA•1
SI • 8. e
75
5 [ VI
I sag) ?c 10 69
[ 2 '6 05.1
D.53 fi ( is" Fel
- • • •
I \ () , ,o • t ,
TITLE:
'71"-C, la PC N)
PROJECT:
htr-d c.7%.„0 Supe
Ke" Kiev "
3.
BYP
.
DRvito z/
1 q
21 • 4
12 Y - ibi 5 Cr1 5 . "c) 10 (c
PROJECT NO.
REV.
PAGE
OF
ENG.001.1.97
INPUT LOADIRAIL INFORMATION
Design Cap + Hoist + Impact, P =
Number of Trolley Wheels =
Max Strong -Axis Bending, Mx =
Max Weak -Axis Bending, My =
Rail Type /Size =
Cross Section Area, A =
Member Depth =
Max Unbraced Lngth =
Web Thickness, tw =
Flange Width, bf
Flange Thkness, tf =
r
d /A
Sx
Sy
Ix
Fy
Fbx = 23.97 ksi
Fby = 37.50 ksi
Fv = 20.00 ksi
kips
ftk
ftk
MONORAIL BEAM STRESS CHF( K
REF. AISC ASD, 9th ED. CMAA #74
524MRcalc.xls
INTERMEDIATE CALCULATIONS
Load Per Wheel, P
1= 2a = 0.258
b - tH,
axo = C /tf =
6 = C / tf 2 =
6x1 = Cx1PW /tf =
0'Y1 = CY1PW /tf =
6X2 = —0 'X0 =
6Y2 = —aYp =
Cxo = -1.096 + 1.0951 + 0.192e =
C Y0 = -0.981 - 1.4791 + 1.12e1•3221 =
C = 3.965 - 4.8351 - 3.965e-2.675x =
C = 1.810 - 1.1501 +1.060e - " x _
t = t - (b /24) + (a /6) =
PW/t 2 =
-10.26 ksi
2.83 ksi
9.69 ksi
22.03 ksi
10.26 ksi
-2.83 ksi
1.68 kips
0.355
13.29
,a = b,/8 = 1.500
- 0.7723
0.21289
0.72931
1.65779
RESULTS
STABILITY CHECK
fbx = Mx/Sx =
fbv = My /Sy =
fv = 0.5P/A,„ =
COMBINE STRESSES
5.20 ksi
3.56 ksi
0.71 ksi
AISC (H1 -3) : 0.2168 + 0.0949
Fbx
FbY
Fv
= 0.3116 OK
cont. .
OK
OK
OK
Title:
2 TON RAIL BEAM STRESS CHECK
Project: STRUCTURAL WALLS
Engr By / Date:
Chkd By / Date:
Rev No / Date:
PM 5/27/99
Project No.
99 -10524
Page
OF
Combine stresses, cont.
Pt. 0 Bottom Surface of Bottom Flange, Beneath Web
Longit. Stress, f ong = fbx + (0.5tw / 0.5bf) x fby + 0.75a = 7.43 ksi < 0.6Fy OK
Lateral Stress, flat = axo = -10.26 ksi < 0.6Fy OK
Max Shear Stress, v = 0 . 5 (f , o ng - f = 8.85 ksi < Fv OK
Combined Stresses = SQRT(f + fo ng 2 - f x f f o ng + 3fv = 15.44 ksi < 0.6Fy OK
Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load
Longit. Stress, B ong = fbx + (.375bf / 0.5bf) X f + 0.75a = 24.39 ksi < 0.6Fy OK
Lateral Stress, fiat = axi = 9.69 ksi < 0.6Fy OK
Max Shear Stress, v = 0.5(f - f = 7.35 ksi < Fv OK
Combined Stresses = SQRT(fa + fo ng2 - x f o ng + 3fv = 21.30 ksi < 0.6Fy OK
Pt. 2 Top Surface of Bottom Flange, at Web
Long. Str., fi = (0.5d tf /0.5d)f + (0.5tw /0.5bf) f + 0.750 = 2.67 ksi < 0.6Fy OK
Lateral Stress, fiat = 4 x2 = 10.26 ksi < 0.6Fy OK
Max Shear Stress, v = 0 . 5 (ft ong - fi = - 3.80 ksi < Fv OK
Combined Stresses = SQRT(fa + ft ong2 - x - l o ng + 3fv = 9.31 ksi < 0.6Fy OK
CHECK DEFLECTION
0 = [P x L 48EIx] + [5 x w x L / 384EIx] =
a 43783 4-3786 43.89 10.37
647. 644 644- 9:63
•4 4279883 426663 424446 424990
1•
Project: STRUCTURAL WALLS
0
0
Engr By / Date:
Chkd By / Date:
Rev No / Date:
0.230 in. = L / 1044 < L/660 OK
W12X65 cut off
(Note: Used simple- simple single span)
7-00 7.02 4386
4388 4399 12.08 644
26.8846 24,8962 2679963 2674467
Title:
2 TON RAIL BEAM STRESS CHECK
PM 5/27/99
/ 0114, 44.9
Project No.
99 -10524
Page
OF
7
MONORAIL BEAM STRESS C
REF. AISC ASD, 9th ED. CMAA #74
559MR.xls
INPUT LOAD /RAIL INFORMATION INTERMEDIATE CALCULATIONS
Load =
Lifted Load
Number of
Max Strong
Max Weak
Rail Type /Size
Cross Section
Member Depth
Max Unbraced
Web Thickness,
Flange Width,
Flange Thkness,
Fbx =
Fby =
F„ =
4.0 HoisUBm = 1.7 Impact = 25%
+ Hoist + Impact, P = 6.7 kips
Load Per Wheel, P =
1= 2a =
1.68 kips
0.277 ,a = b118 = 0.500
0.192e 5 * ° " _ -0.76
1.12e1•322X = 0.225
= 0.736
x = 1.617
+ (a /6) = 0.5217
Pw/ta = 6.16
-4.65 ksi
1.38 ksi
4.53 ksi
9.95 ksi
4.65 ksi •
-1.38 ksi
Trolley Wheels =
-Axis Bending, Mx = 33.5 ftk
-Axis Bending, My = 4.0 ftk
b - tw
Cxo = -1.096 + 1.095X +
CYO = -0.981 - 1.4791 +
Cxi = 3.965 - 4.8351 - 3.965e-2•675x
C = 1.810 - 1.1501 + 1.060e'
t = t - (b
axo = CxoPw/ta =
ayo = CyoPw/ta =
axi = Cx1Pw/ta =
ay1 = CyjPw/ta =
axe = - axo =
aye = - ayo =
(due to 200 lb lateral load)
= W12x65
Area, A = 19.1 in2
= 12.12 in.
Lngth = 20.00 ft.
tw = 0.39 in.
bf = 4.00 in.
tf = 0.61 in.
rr = 3.27 in
d /A =
S top = 75.8 in3
S bottom = 38.4 in3
Sy = 15.2 in
Ix = 308.8 In4
Fy = 50.00 ksi
24.53 ksi
37.50 ksi
20.00 ksi
RESULTS
STABILITY CHECK
top f = Mx/Sx = 5.30 ksi < Fbx OK
bottom fbx = Mx/Sx = 10.48 ksi < Fbx OK
fby = My /Sy = 3.16 ksi < F OK
fv = 0.5P /A = 0.71 ksi < Fv OK
COMBINED STRESSES `
AISC (H1 -3) : 0.427 + 0.0842 = 0.5114 • OK
•
cont.
®
_
Title:
Cut -off Beam - Area
559MR.xls
Project No.
99 -10559
Project Manufacturing Engineering Support
Kenworth Truck Company
Tukwila, WA
Engr By / Date:
084 6128/99
Chkd By / Date:
ph( 1d /2.�/�tG
/
Page .
OF
Rev No / Date:
7A-
C.dlt�tJdU.XIS
Combine stresses, cont.
Pt. 0 Bottom Surface of Bottom Flange, Beneath Web
ksi
Longit. Stress, -long = fbx + (0.5tw / 0.5bf) x f + 0.75a = 11.82 < 0.6Fy
Lateral Stress, flat = axo = -4.65 < 0.6Fy
Max Shear Stress, v = 0 .5(fl ong - • = 8.24 < Fv
Combined Stresses = SQRT(fl + fl on9 2 - fi x • lon g + 3fv = 14.77 < 0.6Fy
Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load
Longit. Stress, • long = fbx + (.375bf / 0.5bf) x f + 0.75a =
Lateral Stress, f lat = axt
Max Shear Stress, V = 0. 5 (fl ong - f at)
Combined Stresses = SQRT ( f lat 2 + flon9 - fi x •l + 3 =
Pt. 2 Top Surface of Bottom Flange, at Web
Long. Str., ( long = (0.5d- tf /0.5d)fbx + (0.5tw /0.5bf) fby + 0.75aY2 =
Lateral Stress, f lat = aX2
Max Shear Stress, v = 0 . 5 (f l o ng - fi at)
Combined Stresses = SQRT (fl a t 2 • + fl - f l a t x •fl + 3
CHECK DEFLECTION
A = [P x L 48EIx] + [5 x w x L 384EIx] = 0.242 in. = L / 993
a 13.83 43.86 13.89 10.37
647 6 44 6r44 963
M4 42:0883 410863 42,0440 42,7000
Title:
Cut -off Beam - Area
Project Manufacturing Engineering Support
Kenworth Truck Company ' ' "
Tukwila, WA
a
M,„
Engr By / Date:
Chkd By / Date:
Rev No / Date:
20.31 < 0.6Fy
4.53 < 0.6Fy
7.89 < Fv
18.51 < 0.6Fy
8.70 < 0.6Fy
4.65 < 0.6Fy
2.02 < Fv
7.64 < 0.6Fy
USE W12x65 --- Gr 50
7:-99 7.01 7.02 43-86
43.00 4249 42,98 6;44
26:8840 26.8862 26.9063 20:4467
559MR.xls
,RW.d 60/99
( & /
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
< L/660 OK
Project No.
99 -10559
Page
OF
713
CALCULATE r 1
member d d/6 t,, $ br Iwrs Awls Ir Ar E I E A r r actual
check
W8x31 8 1.333 0.285 0.435 7.995 0.003 0.380 18.525 3.478 18.528 3.858 2.191 2.18
W10x49 9.98 1.663 0.34 0.56 10 0.005 0.566 46.667 5.600 46.672 6.166 2.751 2.74
W12x65 12.12 2.020 0.3900 0.6050 12.00 0.010 0.788 87.120 7.260 87.130 8.048 3.290 3.28
W12x65 w/ trimmed bottom flange
d d' tw b t
Top flange 12.00 0.6050
Web 12.12 10.91 0.3900
Bottom flange
calcpad.xls
Title:
Cut -off Beam - Area
4.00 0.6100
Project Manufacturing Engineering Support
Kenworth Truck Company
Tukwila, WA
1
0.22
42.20
0.08
A y Ay Yo YI A * y1 2 .
Top flange 7.26 0.30 2.20 -3.77 103
Web 4.25 6.06 25.8 1.99 16.8
Bottom flange 2.44 11.82 28.8 7.74 146
Sum = 13.95 56.8 4.07 266
Engr By / Date:
Chkd By / Date:
Rev No / Date:
measure "y" from top of beam
Composite
I = 309
A = 14.0
St = 76
Sb = 38
559MR.xls
0114 6/21/99
Pi. 1-I 672Wgc
r = SQRT(I /A)
r = 4.70
Project No.
99 -10559
Page
OF
7G \
ENG.001.1.97
• . 1 I I I '
• ; • ,
'1;11
• D11 L .
•
k 2 1,2 , rz_ — 7-o e G ( to , c;t 0 - - - - ---- -
. / -2. 10 (
a -------------- ---- r3n3 0 -
.... .
Z 20 (t--"5-■ _ .
vv r 161 ISPIC 0/2- 7
tI
•
HA ts.r5 (••• ..1)0 _ 4_0,5 z _ 14_44_
Do.■\1. Ca 4e 4-1
1 - )
675' — •:' • e . ,
6 .615
2_ g • (3 1
• ! i
- • -
• 1 • - - •
TITLE:
eroN (2.06.N)
PROJECT: e
KPC-1 . rat/N1 vNeeviv F
Ke..3/1Wdv
DAT4/ 4 / 4
Dr
. • .
PROJECT NO.
REV.
PAGE
OF
hanger connection
max vertical load
threaded rod
bottom chord and bracing
bridge crane calculations
lateral load perpendicular to runway
Allowable Axial Load in Kips (cont.)
L4.0x4.0
KL
Grade 36.0 ksi
Grade 50.0
ksi
(ft)
3/4
3
Y
Ms
-
Me
3/4
3/4
1
1 h
7 / a
5/ 4
Y.
27.7
24.9
21.6
38.4
34.4
29.7
26.9
27.3
24.5
21.4
37.6
33.8
29.3
26.4
26.5
23.8
20.8
36.0
32.2
28.3
25.8
25.3
22.7
19.9
33.8
30.4
26.5
24.1
23.9
21.4
18.7
31.3
28.1
24.5
22.3
22.4
'20.0
17.5
28.5
25.4
22.2
20.2
20.7
18.4
16.1
0)
0
(7
0
0)
07
25.2
22.5
19.5
17.7
U)
N
0)
O
0
18.7
16.7
14.4
22.1
19.6
16.9
15.2
16.6
14.8
12.8
19.3
17.1
14.6
13.2
14.9
13.2
11.3
17.0
15.0
12.7
11.4
13.4
11:8
10.1
15.1
13.2
11.2
10.1
12.0
10.5
9.0
13.5
11.7
9.9
8.9
8.1
8.8
7.9
L3.5x3.5
KL
Grade 36.0 ksi
Grade 50.0 ksi
' (ft)
1 /4
1 /2
Me
1 /4
24.3
22.1
23.8
21.7
22.5
20.6
. 20,7
18.9
18.7
17.0
(0
M
0
r
r
(�1
J
0
(0
16.3
14.9
O
0
co
14.0
12.6
12.0
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Grade 50.0 ksi .
(it)
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12.8
11.6
10.1
19.2
17.7
15.9
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10.3
13.5
12.4
11.3
9.9
18.5
17.0
15.4
12.6
10.1
12.8
11.8
10.7
9.4
17.2
15.7
14.3
11.9
9.6
11.8
10.9
9.9
8.7
15.4
14.2
12.8
10.6
8.8
10.8
9.9
8.9
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12.2
11.1
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9.5
8.6
7.8
6.9
11.2
10.2
9.2
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6.3
8.1
7.4
6.7
5.9
9.4
8.6
7.6
6.5
.5.3
7.0
6.4
5.7
4.9
8.0
7.2
6.4
5.4
4.4
6.0
5.5
4.9
4.2
6.8
6.1
5.4
4.6
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14.3
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10.6
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68
ENGINEERING JOURNAL /AMERICAN INSTITUTE OF STEEL CONSTRUCTION
}
. STAAD PLANE TRUSS ANALYSIS
2. INPUT WIDTH 79
S T A A. D - III
Revision 22.3
Proprietary Progra of.
Research Engineers, Inc.
Date JUN 28,:1999
Ti e= 15: 1:57
USER ID: Harris Group, Inc.
TRUSS_T1
4. PAGE LENGTH 70
5. "
6.. "
7. UNIT FEET KIP
8. JOINT COORDINATES
9. 1 .000 .000 .000
10. 2 6.000 .000. .000
11. 3.. 18.000 .000 .000
12. 4 30.000 .000 .000.
13. 5 42.000 .000. .000
14. 6 54.000 .000 .000
15. 7. ..60.000 .000 .000
16. 8 .000 4.375 .000.
17. 9 6.000 5.175 .000
18. 10 12.000 5.975 .000
19. 11 18.000 .6.775 .000
20. ..12 24.000 7.575 .000
21 13 30.000 8.375 .000
22. 14 36.000 . 7.575. .000
23. 15 42.000 6.775. .000
24.. 16 48.000 5.975 .000
25. 17 54.000 5.175 .000
26 18 60.000 4.375 .000
27. 19' 1.2.000 2.587 .000
28. 20 24.000 4.188 .000
29. 21 36.000 4.188 .000
30. 22 48.000 2.587 .000
31. 31 .000 - 14.000. .000
32. 32 60.000. - 14.000 .000
33. 33 18.000 17.119 .000
34. 34 24.000 17.919 .000
35. 35 .30.000 18.719 .000
36. 36 36.000 17.919 .000
37. 37 42.000 17.119 .000
38. 38 ' 24.000 12.747 .000
39. 39 36.000 12.747 .000
40. 40 8.42 0 0
41. 41 25.92 0 0
42. MEMBER INCIDENCES
43. 1 1 2
44. 2 2 40
45. 3 3 41
46. 4 4 5
47. 5 5 6
48. 6 6 7
49. 7 8 9
50. 8 9 10'
51. 9 10 11
52. 10 11 12
53. 11 12 13
.74e,
TRUSS ANALYSIS - KENWORTH
54. 12 13 14
, 55. 13 14 15
56. 14 15 16
57. 15 16 17
58, 16 17 18
59. 17 1 8
60. 18 2 9
61. 19 3 11
62. 20 4 13
63, 21 15 5
64. 22 17 6
65. 23 7 18
66. 24 19 10
67. 25 20 12
68. 26 21 14
69. 27 22 16
70. 28 8 2
71. 29 9 19
72. 30 19 3 •
73. 31 19 11
74. 32 11 20
75. 33 3 20
76. 34 20 13
77. 35 13 21
78. 36 21 5
79. 37 21 15
80. 38 15 22
81. 39 5 22
82. 40 22 17
83. 41 6 18
84. 58 31 1
85. 59 32 7
86. 60 11 33
87. 61 38 34
88. 62 39 36
89. 63 15 37
90. 64 33 34
91. 65 34 35
92. 66 35 36
93. 67 36 37
94. 68 33 38
95. 69 11 38
96, 70 38 35
97. 71 35 39
98. 72 39 15
99. 73 39 37
100. 74. 38 39
101. 75 40 3
102. 76 41 4
103, 77 40 9
104. 78 41 13
105. "
106. •
107. MEMBER PROPERTY AMERICAN
108. 1 TO 6 75 76 TABLE LD L30305 SP .042
109. 7 TO 16 TABLE LD L50305 SP .042
110. 18 19 21 22 TABLE LD L25204 SP .042
111. 20 31 TO 38 TABLE ST L25204
112. 24 TO 27 TABLE ST L25204
113. 68 73 74 TABLE ST L25204
114. 28 41 TABLE LD L30304 SP .042
115. 29 30 39 40 TABLE LD L25254 SP .042
116. 61 62 TABLE ST L30254
117. 60 63 TABLE LD L35254 SP .042
118. 17 23 58 59 PRI AX .067 IX .005 IY 002 YD .667 ZD .661
119. 64 TO 67 TABLE LD L25204 SP .003
120. 69 TO 72 TABLE LD L30254
121. 77 78 TA T W8X18
User ID: Harris Group, Inc.
- - PAGE NO. 2
" .• ,,- • , •
• '2
•
, • , ,,,,•
"..
TRUSS ANALYSIS -
122, •
i 123. * •
124. UNIT . INCHES KAP
125. CONSTANT
126, E 29000, ALL
127. POISSON ALL
128. DENSITY .000283 ALL
129. .ALPHA ..0000065'ALL
131. *ADJUST THE ORIENTATION OF ANGLE MEMBERS TO MATCH THE STRUCTURE-
132. BETA 180, MEMB 1 TO 6 22 .29 3033 TO 36 39.40 63
133,. BETA ANGLE MEMB 20
134. BETA 32,05 MEMB 24 TO 27 31 32 37 38 68 73 74
135. BETA 34.37 MEMB 61 62
136. *
137. •
138. SUPPORT
139: 31 32 PINNED
140. .
141. MEMBER RELEASE, ' "
142. 1 7.12 29 33. 35 39 64,66 69 71 START MX MY MZ
143. '6 11 16 30 34 36 40 65 67 70 72 END MX MY MZ
144.
145. MEMBER TRUSS
146. 18 TO 22 24 TO 28 31 32 37 38 41 60 TO 63 68 73 74
14.7. • -
148. MEMB CABLE
149. 74 TENSION 5.0
150.
151. UNIT FEET KIP
152. LOAD 1 DEAD LOAD - 5 PSF LOAD TO ACCOUNT'FOR STEEL, LAGHTS,- PIPING
153. SELFWEIGHT Y -1..
154. JOINT LOAD
155. '9 10 16 17 34 TO 36 FY -.6'
156. 11 15 FY -.3
157. 33 37 FY -.43
158.
159. LOAD 2 ROOF LIVE LOAD - 25 PSF
160. JOINT LOAD
161. 9 10 16 17 34 TO 36 FY -3.
162. 11 15 FY -1.5
163. 33 37 FY -2.15
164.
165. LOAD 3 CRANE LOAD - DOUBLE ORIGINAL LOADS TO ACCOUNT FOR INCREASED CRANE
166. *NOTE THAT CRANE LOAD IS NOT CONSIDERED CONCURRENTLY WITH ROOF LIVE LOAD
167. JOINT LOAD
168. 2 TO 6 FY -2.
169.
170. LOAD 4 CRANE LOAD
171. •
172. MEMB LOAD
173. 2 CON Y -4.5 2.0
174. •
175. LOAD COMB 10 DL + ROOF LL
176. 1 1. 2 1.
177. LOAD COMB 11 DL + CRANE LL
178. 1 1. 3 1.
179, DRAW MEMB SUPP
• ,
-
truss analysis
..„:
TRUSS ANALYS 16
180 . " DRAW LOAD 1
181. • DRAW LOAD 2 .
182. DRAW LOAD 3 , •
183. PRINT MEMBER INFORMATION ALL
184, PERFORM ANALYSIS
p.ROBLEM STA.T 1`.ST l'CS
........ .... . . ...... .....
•
NUMBER OF JOINTS/ MEMBER+ELEMENTS /SUPPORTS = 33/ 62/
ORIGINAL/FINAL BAND-WIDTH = 30/ 6*
TOTAL PRIMARY LOAD . CASES = 4, TOTAL DEGREES OF FREEDOM = 95
SIZE OF STIFFNESS MATRIX = 1995 DOUBLE PREC. WORDS
REQRD/ AVA I L . DISK SPACE = 12.11/ 298. 9 MB, EXMEM = 1960.6 MB :
++ Process 1119 Element St i f fness .Mat r 1 x 15: 1:58
++ P r o c e s s i n g G l o b a l St I f fness Mat r ix. 15: 1:58
'++ Processing Triangular Faator izat ion. 15: 1:58
++ Ca I cu I at ing Joint -Displacements.. 15: .158
++ .Cal cu I at ing Member Forces. 15: 1:58
•
•
PRINT :MEMBER - .FORCES ALL
-• • • ,,
PRINT J O I N T T:•.,D I SP LAOEMENTS.-AL ALL
187 • PR I NT :SUPPORT REACTIONS
. User ID: Harris Group, Inc.
T1 - KENWORTH - - PAGE. 'NO
SUPPORT REACTIONS U N I T . K I P FEET STRUCTURE TYPE' = PLANE
JOINT LOAD'. FORCE X FORCE Y FORCE'- Z MOM X . MOM -Y ,
11 *: . 74 10:20 00 00
. , ,ND : OF LATEST, ANALYS I S RESULT
190. PARAMETER
•.19.1 I
I T I N C H E S K I P .
193. 'FYLD'.*:•3 2 .. 1 TO 41 -58H TO 7
194. WSTR 12.8 ....MEMB• 1: TO 41 58 TO
195; CHECK CODE: MEMB. 1; TO 4,1 58 TO 78
•.:. ...„ . , ; •
, .
. 00
. 00
TRUSS ANALYSIS - !SS T1 - KENWORTH
MEMBER TABLE RESULT/
FX
STAAD -III CODE CHECKING - (AISC)
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)
CRITICAL CONDI
MY
RATIO/
MZ
User ID: Harris Group, Inc.
-- PAGE NO.
LOADING/
LOCATION
1 LD L30 305 PASS AISC- H1 -3 .123 10
6.11 C .00 -.06 72.00
2 LD L30 305 PASS AISC- H2 -1 .305 10
16.30 T .00 1.81 29.04.
3 LD L30 305 PASS AISC- H2 -1 .544 10
28.97 T .00 3.26 .00
4 LD. L30 305 PASS AISC- H2 -1 .494 10
28.88 T .00 -1.94 .00
5 LD L30 305 PASS AISC -. H2 -1 .309 10
16.35 T 00 -1.91 144.00
6 LD L30 305 PASS AISC- H1 -3 .191 10
6.11 C. 00 -1.91 .00
7 LD L50 305 PASS AISC- H1 -1 .364 10
17.89 C 00 6.23 72.64
8 LD L50 305 PASS AISC- H1 -1 .884 10
39.14 C .00 -18.98 72.64
9 LD L50 305 PASS AISC- H1 1 .882 10
39.05 C .00 -18.98 .00
10 LD L50 305 PASS AISC- H1 1 .652 10
32.39 C .00 -10.31 72.64.
11 LD L50 305 PASS AISC - H1 -1 .652 10
32.36 C .00 - 10.31 .00
12 LD L50 305 PASS AISC- H1 -1 .652 10
32.36 C .00 -10.32 72.64
13 LD L50 305 PASS AISC- H1 -1 .652 10
32.39 C .00 - 10.32 .00
14 LD L50 305 PASS AISC- H1 -1 .870 10
39.13 C .00 -18.06 72.64
15 LD L50 305 PASS AISC- H1 -1 .872 10
39.21 C .00 -18.06 .00
16 LD L50 305 PASS AISC- H1 -1 .420 10
17.93 C .00 10.42 .00
17 PRI SMAT PASS AISC- H1 -3 .258 10
18.85 C .00 244.45 .00
18 LD L25 204 PASS COMPRESSION .538 10
16.19 C .00 .00 .00
19 LD L25 204 PASS COMPRESSION .469 10
11.74 C .00 .00 .00
20 ST L25 204 PASS TENSION .103 11
2.10 T .00 .00 .00
21 LD L25 204 PASS COMPRESSION .468 10
11.72 C .00 .00 .00
22 LD L25 204 PASS COMPRESSION .536 10
16.15 C .00 .00 .00
23 PRI SMAT PASS AISC- H1 -3 .258 10
18.83 C .00 - 244.45 .00
24 ST L25 204 PASS COMPRESSION .221 10
2.93 C .00 .00 .Ob
25 ST L25 204 • PASS TENSION .013 2
.26 T .00 ,00 .00
26 ST L25 204 PASS TENSION .012 2
.25 T .00 .00 .00
27 ST - L25 204 PASS COMPRESSION .228 10
3,02 C .00 .00 .00
•
TRUSS ANALYSIS -
1SS T1 - KENWORTH
ALL' UNITS ARE - KIP "INCH (UNLESS OTHERWISE NOTED)
\ u 19 MEMBER TABLE RESULT/ CRITICAL COND/
FX MY
w. •
RATIO/
MZ
User ID: Harris Group, Inc.
- - PAGE NO.
LOADING /'
LOCATION
28 LD L30 304 PASS TENSION .503 10
27.76 T .00 .00 .00
29 LD L25 254 PASS AISC- H2 -1 .575 10
22.56 T .00 1.21 78.41
30 LD L25 254 PASS AISC- H2 -1 .512 10
19.70 T .00 1.21 .00
31 ST L25 204 FAIL L /R- EXCEEDS 1.037
32 ST L25 204 PASS COMPRESSION .054 2
.25 C .00 .00 .00
33 ST L25 204 FAIL L /R- EXCEEDS 1.037
34 ST L25 204 FAIL L /R- EXCEEDS 1.037
35 ST L25 204 FAIL L /R- EXCEEDS 1.037
36 ST L25 204 FAIL L /R- EXCEEDS 1.037
37 ST L25 204 PASS COMPRESSION .053 2
.25 C .00 .00 .00
38 ST L25 204 FAIL L /R- EXCEEDS 1.037
39 LD L25 254 PASS AISC- H2 -1 ' .519 10
19.95 T .00 1.23 78.41
40 LD L25 254 PASS AISC- H2 -1 .583 10
22.89 T .00 1.23 .00
41 LD L30 304 PASS TENSION .503 10
27.77 T .00 .00 .00
58 PRI SMAT PASS AISC- H1 -3 .290 10
18.89 C .00 244.45 168.00
59 PRI SMAT PASS AISC- H1 -3 .290 10
18.84 C .00 244.45 168.00
60 LD L35 254 PASS COMPRESSION .151 10
4.50 C .00 .00 .00
61 ST L30 254 PASS COMPRESSION .275 10.
3.67 C .00 .00 .00
62 ST L30 254 PASS COMPRESSION .275 10
3.67 C .00 .00 .00
63 LD L35 254 PASS COMPRESSION .151 10
4.50, C .00 .00 .00
64 LD L25 204 PASS AISC- H1 -3 .086 10
2.09 C .00 .14 72.64
65 LD L25 204 PASS AISC- H1 -3 .086 10
2.10 C .00 .14 .00
66 LD L25 204 PASS AISC- H1 -3 .086 10
2.10 C .00 .14 72.64
67 LD L25 204 PASS AISC- H1 -3 .086 10
2.09 C .00 .14 .00
68 ST L25 204 PASS TENSION .126 10
2.58 T .00 .00 .00
69 LD L30 254 PASS AISC- H1 -1 .204 10
5.43 C .00 .47 101.59
70 LD L30 254 PASS AISC- H1 -3 .097 10
2.26 C .00 .47 .00
71 LD L30 254 PASS AISC- H1 3 .097 10
2.26 C .00 .47 101.59
72 LD L30 254 PASS AISC- H1 -1 .204 10
5.43 C .00 .47 .00
73 ST L25 204 • PASS TENSION .126 10
2.56 T .00 .00 .00
74 ST L25 204 FAIL L /R- EXCEEDS 1.133
75 LD .L30 305 PASS AISC- H2 -1 .391 10
16.58 T .00 4.03 .00
76 LD L30 305 PASS AISC- H2 -1 .494 10
28.88 T .00 1.94 48.96
:'-- ,..ALL UNITS ARE ' - , K I P : I NCH.(UNLESS OTHERWISE NOTED)
Nr MEMBER TABLE . : RESULT/ • CRITICAL COND/ . RAT 10/ ' • LOADING/ • ,,
... : . . '
FX • MY •" • : ,: MZ : " LOCATION
. .
';"; : " •, .: , 77 ' T . W8X 1 8 • : ' PASS. _ "A 1 sc -. H2-1
.23 T ' - 8 . 45 68.
•. pASS: A I SC- .H2-1 . .074
• -
.15 T : . 00,
196. FINISH
: : •
* !: DATE= „JUN". 28,1999 T I ME=. 15 • 1:59
• ,
• „
• ' ' •: For - quest ions on STAAD I contact "
• Research Engineers, Inc at .• •.•
*• Wes t. Coast • Ph:- (714) 974-2500 : Fax -,"(714)• 921-2543' -*:
. •
t '•'Coast : Ph (508) 688-3626 ,Fax (508') 6,85-7230•,'
• -.•• ' *, ********* • •• ••• • • ,,• ****** :•*
•
motor driven crane
horizontal load
conservatively sizing rail
•
ENG.001.1.97
. ,1 o to
• r.
2
7_
2 )
L- - T
IL530)c 10 17 ?
1 ` 512,0 `ectb 3( i
16x (too S-)
'3(
ro
> 100.8
1 *2t, 7cQ_75e.tt3)
t .
. .
12S
TITLE:
PROJECT:
vAF6., G- 5ucTov
M_Awovt 5eot e
BY 4:?
DATE
PROJECT NO.
5Ci
REV.
AqUe--
DATE PAGE
6■ 17 OF
INPUT LOAD /RAIL INFORMATION
Design Cap + Hoist + Impact, P =
Number of Trolley Wheels
Max Strong -Axis Bending, Mx
Max Weak -Axis Bending, My
Rail Type /Size
Fbx =
Fby =
Fv =
r
d /A
Sx
Sy
Ix
Fy
23,28 ksi
37.50 ksi
20.00 ksi
Cross Section Area, A =
Member Depth =
Max Unbraced Lngth =
Web Thickness, tw =
Flange Width, bf =
Flange Thkness, tf =
8 +C10x15.3
in
kips
ftk
ftk
RESULTS
STABILITY CHECK
fbx = Mx/Sx =
fbv = My /Sy =
= 0.5P/A„, =
COMBINE STRESSES
AISC (H1 -3) :
8.82 ksi
5.45 ksi
1.17 ksi
FbX
Fby
Fv
0.379 + 0.1455 = 0,5244 OK
cont. •
OK
OK
OK
Title:
3 TON RAIL BEAM
Project:
__. MONORAIL BEAM STRESS CI,...,K
REF. AISC ASD, 9th ED. CMAA #74
524MRcalc.xls .
INTERMEDIATE CALCULATIONS
Load Per Wheel, P
= 2a =
0.269
C = -1.096 + 1.095% + 0.192e" _
C Y0 = -0.981 0.981 - 1.479X. + 1.12e1'322a =
C = 3.965 - 4.835X. - 3.965e 2.675x =
C = 1.810 - 1.150X. + 1.060e =
t = t -(b + (a/6) = 0.439833
Pw/ta = 12.92
axo = Cx0Pw/tf = -9.87 ksi
aYO = CY0Pw /tf = 2.83 ksi
axi = Cx1 Pw /tf = 9.48 ksi
ay, = CY,PW /tf = 21.12 ksi
axe = — axo = 9.87 ksi
aY2 = — ay0 = -2.83 ksi
2.50 kips
,a = br/8 = 0.625
- 0.7634
0.21934
0.73353
1.63463
Engr By / Date:
1�1FG - ''�► v+ C�eY''^g '`" � /Date:
Kevtwpy - _�G' Rev No /Date:
P44 5/27/99
Project No.
99 -10559
Page
OF
5
Combine stresses, cont.
Pt. 0 Bottom Surface of Bottom Flange, Beneath Web
Longit. Stress, fbng = fbx + (0.5tw / 0.5bf) x f + 0.75a =
Lateral Stress, f lat = axo
Max Shear Stress, v = 0.5(f - f _
Combined Stresses = SQRT(f, + fiong - f iat x f bng + 3fv
Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load
Longit. Stress, fiong
Lateral Stress, fiat
Max Shear Stress, v = 0 . 5 (f , o ng - f 1at)
Combined Stresses = SQRT(f + f ong 2 - fi x •f, + 3 fv 2 ) _
Pt. 2 Top Surface of Bottom Flange, at Web
Long. Str., f ong = (0.5d- tf /0.5d) fbx + (0.5tw /0.5bfl fby + 0.75aY2 =
Lateral Stress, flat = 0x2
Max Shear Stress, v = 0.5(f - f iat)
Combined Stresses = SQRT(fiat + f,ong - flat X f ong + 3fv
CHECK DEFLECTION
A = [P x L / 48EIx] + [5 x w x L / 384EIx] =
a 43.83 4386 43.89 4
647. 6:4-4 641- 9763
m4 • 48. 484004 4743761- 48.0663
Title:
= f + (.375bf / 0.5bf) x fby + 0.75a = 28.76 ksi
= 0 x1 = 9.48 ksi
9.64 ksi
25.46 ksi
3 TON RAIL BEAM
r
Project: 0
0
0
a
b
Engr By / Date:
Chkd By / Date:
Rev No / Date:
11.33 ksi
-9.87 ksi
10.60 ksi
18.48 ksi
6.30 ksi
9.87 ksi
-1.79 ksi
8.88 ksi
S1 2x31 .8+C10x1 5.3
(Note: Used simple - simple single span)
X09
13.09 42:99
404363 40.4470
P44 5/27/99
,exec_ ie Yi 7.99
< 0.6Fy
< 0.6Fy
< Fv
< 0.6Fy
< 0.6Fy
< 0.6Fy
< Fv
< 0.6Fy
<0.6Fy
< 0.6Fy
< Fv
< 0.6Fy
7.02 43.86
12.08 6:44
404687 30:9607
Project No.
99 -10559
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
0.333 in. = L / 721 < L1660 OK
Page
OF
MONORAIL BEAM STRESS CH'K
N REF. AISC ASD, 9th ED. CMAA #7
524MRcalc.xls
INPUT LOAD /RAIL INFORMATION INTERMEDIATE CALCULATIONS
Design Cap + Hoist + Impact, P = "` °j kips
Load Per Wheel, P, = 2.50 kips
. = 2a = 0.277 ,a = b = 0.705
Number of Trolley Wheels = -r..' 41
Max Strong -Axis Bending, Mx = Mftk
Max Weak -Axis Bending, My = : ,;r, . 3f50i ftk
b - tw
Cxo = -1.096 + 1.095X. + 0.192e' ° = - 0.7562
CYO = -0.981 - 1.479k + 1.12e1322' = 0.22463
C 3.965 - 4.835x - 3.965e-2.675x _
C = = 0.73579
Cy1 = 1.810 - 1.150? + 1.060e -711 = 1.61702
t = t - (b /24) + (a /6) = 0.5045
P = 9.82
axo = CxoPW /tf = -7.43 ksi
CrY0 = Cy0Pw /tf = 2.21 ksi
axi = Cx1PW /tf = 7.23 ksi
a = C Pw /tf = 15.88 ksi
axe= - axo = 7.43 ksi
a'z = - ayo = -2.21 ksi
Rail Type /Size = J� wr�c.�y �
Cross Section Area, A = WWI in
Member Depth = 1154921 in.
Max Unbraced Lngth = -2 ft.
Web Thickness, tw = in.
Flange Width, bf =6 in.
Flange Thkness, tf =06 in.
rr = -vi1iin in
d /A = M 3
Sx = 8 in
3
S = in
4
Ix = NM In
Fy = �t 5j 0 ksi
Fbx = 11.68 ksi
Fby = 37.50 ksi
Fv = 20.00 ksi
•
RESULTS
STABILITY CHECK
fbx = Mx/Sx = 9.72 ksi < F OK
fby = My /Sy = 7.54 ksi < F OK
fv = 0.5P/A = 0.61 ksi < Fv OK
COMBINE STRESSES
AISC (H1 -3) : 0.8322 + 0.2011 = 1.0333 ,NG
'N9e o K Go t"se. vva-` -i :,e Gt r i vt .. v. s2XC. ∎e cA t 9 ac.- Q p \A E
clvta)le_ load > cont. • SCe Fos\v At, Ack
Title:
3 TON RAIL BEAM
Project No.
99 -10559
Project: ,, (
' u
Engr By / Date:
PM 6/8/99
M h ct Ch i ►� eQ.V1 'A9 k' ?° V 1
l2 Wc+V Vt .- � a , It
Chkd By / Date:
,01,14- 4/7.'9
Page
OF
Rev No / Date:
L5
.;/
C•
Combine stresses, conc.'
Pt. 0 Bottom Surface of Bottom Flange, Beneath Web
Longit. Stress, f
long = fbX + (0.5tw / 0.5bf) x f + 0.75p = 12.11 ksi < 0.6Fy OK
Lateral Stress, fiat = axo = -7.43 ksi < 0.6Fy OK
Max Shear Stress, v = 0. - fiat) = 9.77 ksi < Fv OK
Combined Stresses = SQRT(f f f x f + rAfk/ \
•iat + -iang •iat - •10 ..... = 17.12 ksi < 0.6Fy OK
Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load
Longit. Stress, f
-long = fbx + (.375bf / 0.5bf) x f + 0•75cr = 27.29 ksi < 0.6Fy OK
Lateral Stress, f lat = axi = 7.23 ksi < 0.6Fy OK
Max Shear Stress, v = 0.5(f fa -iong - -lati = 10.03 ksi < Fv OK
Combined Stresses = SQRT(f f f Y f + lki
-lat + -Iong - -lat - .Iong f
--
= 24.51 ksi < 0.6Fy OK
Pt. 2 Top Surface of Bottom Flange, at Web
Long. Str., f long = (0.5d-tf/0.5d)fbx + (0.5tw/0.5bf) f + 0.75ay2= 8.00 ksi < 0.6Fy OK
Lateral Stress, fi = aX2 = 7.43 ksi < 0.6Fy OK
Max Shear Stress, v = 0.5(f fa - . long - lat, = 0.28 ksi < Fv OK
Combined Stresses = SQRT(f f f x f + lv 1 7.80 ksi < 0.6Fy OK
-lat2 + -Iong - dal - •ong f
-- =
CHECK DEFLECTION
A = [P x L / 48Elx] + [5 x w x L / 384Elx] =
fileadiag-alement-far-twe-span-bean*
Max-beadiag-Fnement-at-suppeft
a 13.83 43786 13780 10.37
b 6.17 6744 6-.-14 863
444 44:0422 48,0004 47.0761 444663
0.217 in. = L/ 1105 < L/660 OK
S15X50 Gr 50
(Note: Used simple-simple single span)
a
b
MF0a*
7700 7704-
44700 12.00
404262 40,4420
7.02 4-2m86
42788 6:44
40,-4687 30,0607
Title:
3 TON RAIL BEAM
Project: Engr By / Date:
(‘ el oet10495(A ?toit\''
Chkd By /Date:
KeAlt 0 W c Rev No / Date:
PM 6/8/99
/?/tee-- G • /7. 9,
Project No.
99-10559
Page
OF
ENG,001.1.97
_ 3 "TO�+� �� i
h
3 IoH l � is� W` vio -4-9 r cAv■ v2' - I ( -a W\ to 35
6 00 0
2-15 71
k >6 1 VA Vw) AA-t-1 Fa it/
Vi �
L dv&
•r• •
TITLE: - T . 01•) kA t L
\ PROJECT:
i vee vI v19 t/ Qov }*
—S eee..ttie
l /2.X (6. O
f
DATE 6/F /i
DATZ0 /.99
I , I
I I 1
I I I
REV.
1035 25C .
PROJECT NO.
PAGE
OF
D►8C:.)hv
Ely ?c 4,Q 12: =_.. �._ `��_. _ _�.._ •
• _. :, ,
t
50+1 B i . _ Or1
‘it (4 1
( MONORAIL BEAM STRESS CH IC
- REF. AISC ASD, 9th ED. CMAA #74
524MRcalc.xls
INPUT LOADIRAIL INFORMATION INTERMEDIATE CALCULATIONS
Design Cap + Hoist + Impact, P = ilia kips
Load Per Wheel, P = 1.75 kips
X = 2a = 0.277 ,a = b = 0.705
Number of Trolley Wheels = 4
Max Strong-Axis Bending, Mx = ftk
Max Weak -Axis Bending, My = ` l5:jJftk
bf-tw
Cxo = -1.096 + 1.095X + 0.192e' = - 0.7562
C = -0.981 - 1.479. + 1.12e1'3221= 0.22463
C = 3.965 - 4.835X - 3.965e'2.675'` = 0.73579
C = 1.810 - 1.150, + 1.060e " 711 = 1.61702
t = t - (b, /24) + (a /6) = 0.5045
Pw/ta = 6.88
axo = Cx0Pw /tf = -5.20 ksi
ay = C /tf = 1.54 ksi
6xi = C /tf2 = 5.06 ksi
aye = Cy1PW /tf = 11.12 ksi
6 x2 = — axo = 5.20 ksi
6y2 = — 6yo = -1.54 ksi
Rail Type /Size = °iS 5X50
Cross Section Area, A = no in2
Member Depth = 51,99 in.
Max Unbraced Lngth =
ft.
in.
in.
in.
in
in3
i
in
Web Thickness, tw =
Flange Width, bf = N5a64
:,ea,1
Flange Thkness, tf = Kft0,1621
r = 126
d /A = OLIO
Sx = at6!�
xKfiY.� +J.
S y = 5E1
Ix = K 86`O
Fy = REM ksi
Fbx = 11.68 ksi
Fby = 37.50 ksi
Fv = 20.00 ksi
RESULTS
STABILITY CHECK
fbx = Mx/Sx = 6.57 ksi < Fbx OK
fby = My /Sy = 10.99 ksi < Fby OK
fv = 0.5P/A„, = 0.42 ksi < Fv OK
COMBINE STRESSES
AISC (H1 -3) : 0.5627 + 0.293 = 0.8557 OK `
•
cont. •
•
I
e
Title:
3 TON RAIL BEAM
Project No.
99 -10559
Project:
-- �9l��vl�t
Engr By / Date:
PM 6/8/99
rn / �C�
Ke to WO V a —Se `
'Sc� ��fi ChkdBy
i l T z
/Date:
Ake...._ G.Z/ 17
Page
OF
Rev No / Date:
5
Combine stresses, cont.
Pt. 0 Bottom Surface of Bottom Flange, Beneath Web
Longit. Stress, f tong = fbx + (0.5tw / 0.5bf) x f + 0.75a = 8.80 ksi
Lateral Stress, flat = axo = -5.20 ksi
Max Shear Stress, v = 0 . 5 (f ,ong - f = 7.00 ksi
Combined Stresses = SQRT(f + fi ong 2 - x f + 3fv = 12.28 ksi
Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load
Longit. Stress, f ong
Lateral Stress, flat
Max Shear Stress, v = 0 . 5 (f , o ng - f iat)
Combined Stresses = SQRT(f, + fiong - f iat x f, + 3fv
Pt. 2 Top Surface of Bottom Flange, at Web
Long. Str., f, = (0.5d- tf /0.5d)f + (0.5tw /0.5bf) f + 0.75a = 5.94 ksi
Lateral Stress, fiat = ax2 = 5.20 ksi
Max Shear Stress, v = 0 . 5 (f, ong - fia = 0.37 ksi
Combined Stresses = SQRT(f, + f, ong 2 - x f, + 3fv = 5.66 ksi
CHECK DEFLECTION
O= [PxL /48EIx] + [5xwxL /384EIx] =
a
b
= f + (.375bf / 0.5bf) x f + 0.75a = 23.15 ksi
= axt = 5.06 ksi
9.05 ksi
21.10 ksi
13.83 43786 49 10.37
6 6-1.4 6744 93
124286 424666 42.6833 134687
f i
I S15X50 Gr 50 I
I I
L J
Ug e s 1 L.; )( l vutAway
(Note: Used s si si s p a we-1G I � 4 +
bu l4 up 3 e-e--k oN ,
a
b
M„
< 0.6Fy
< 0.6Fy
< Fv
< 0.6Fy
< 0.6Fy
< 0.6Fy
< Fv
< 0.6Fy
< 0.6Fy
< 0.6Fy
< Fv
< 0.6Fy
0.156 in. = L / 1540 < L/660 OK
7.01 7.02 4386
43.00 12799 12.08 6714
28.0877 284994 28.1111 244488
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Title:
3 TON RAIL BEAM
Project: Engr By / Date:
M F Gt C i vt a e✓e.n9Sup v'
Chkd By / Date:
Rev No / Date:
PM 6/8/99
- G.2/-
Project No.
99 -10559
Page
OF
:..)
ENG.001.1.97
eAA\ v
rCk eU
O3.
. . •
•
(
11/5z_ 1
6Yo ove
PROJECT:
14 F6.1 17_411 vi eebetv9 %I?v1
Ke-v
evt tk e
2 x )( orez,-.7c7,
loim, 9 VC) V+ , It,
u \ ratA-s
104, ee,A,
Li-
4 - '/2 )(e)Z toye2-0 \s."7
— FiaavA F
1 5
: I
TITLE:
- 1 -. 01■3 ( ML- A M
BY
"eyvt.—
DATE e,A
DATE
'
PAGE
!
At \ • qrGe.: .=
-
1LS
•.
•
I +,
• - • • • ; • - -
1 •
1 • 1
T.
PROJECT NO.
REV.
OF
reinforced section for truss top chord
STRUCTURE DATA
TYPE = PLANE
NJ = 39
NM = 74
NE =
NS =
NRJ= 2
NL = IS
XMAX= 82.0
YMAX= 32.7
ZMAX=-- .0
J=3S.M=74
: 470110, .41411 4141 1 11fr igar l 1 G
UNIT FEE KIP
5 T A A D P T - P T (FiEy,1 223 )
TITLE: TRUSS CRANE- KENWORTH-
DATE: JUN 29 1999.
STRUCTURE DATA
TYPE =
NJ =
NM =
NE =
N5 =
NRJ=
NL =
XMAX=
YMAX=
ZMAX=
PLANE
39
74
0
0
2
15
984.0
392.6
.0
J=39.
M=74
connection oreck
STAAD
TITLE: TRUSS
P OS T - P, L 0 T (REV: 22.3 )
ANALYSIS-3TON CRANE- KENWORTH
STAP\ ) Avka
Ave OvITAA aesi,5
1 61 ) \e‘
DATE:
MN/ELEM
UNIT
JUN
INC KIP
1999
one moving concentrated load
max moment
two cranes separation
•
STAAD- ill
Revision 22.3
Proprietary Progra of
Research Engineers, Inc.
Date= JUN 7, 1999
Ti e= 13:30:29
USER ID: Harris Group, Inc.
1. STAAD PLANE TRUSS ANALYSIS 3TON CRANE- KENWORTH
2. •
3. • TRUSS_T2
4. •
5. INPUT WIDTH 79
6. •
• 7. "
• 8. PAGE LENGTH 70
9. •
10. UNIT FEET KIP
11. JOINT COORDINATES
12. 1 .000 .000 .000
13. 2 6.000 .000 .000
14. 3 18.000 .000 .000
15. 4 30.000 .000 .000
16. 5 42.000 .000 .000
17. 6 54.000 .000 .000
18. 7 60.000 .000 .000
19. .8 .000 4.375 .000
20. 9 6.000 5.175 .000
21. 10 12.000 5.975 .000
22. 11 18.000 6.775 .000
23. 12 24.000 7.575 .000
24. 13 30.000 8.375 .000
25. 14 36.000 7.575 .000
26. 15 42.000 6.775 .000
27. 16 48.000 5.975 • .000
28. 17 54.000 5.175 .000
29. 18 60.000 4.375 .000
30. 19 12.000 2.587 .000
31. 20 24.000 4.188 .000
32. 21 36.000 4.188 .000
33. 22 48.000 2.587 .000
34. 23 -6.000 1.455 .000
35. 24 -12.000 2.909 .000
36. 25 -18.000 4.364 .000
37. 26 -22.000 5.330 .000
38. 27 -6.000 4.908 .000
39. 28 -12.000 5.441 .000
40. 29 -18.000 5.975 .000
41. 30 -22.000 6.330 .000
42. 31 .000 14.000 .000
43. 32 60.000 14.000 .000
44. 33 18.000 17.119 .000
45. 34 24.000 17.919 .000
46. 35 30.000 18.719 .000
47. 36 36%000 17.919 .000
48. 37 42.000 17.119 .000
49. 38 24.000 12.747 ..000
50. 4 36,000 12.747 .000
51. MEMBER INCIDENCES
52. 1 1 2
53, 2 2 3
User ID: Harris Group, Inc.
PAGE NO
1
TRUSS ANALYS I S - 3T(' CRANE - KENWORTH
3 3
55. 4 5
5 6
57, 6 6 7
58. 7 8 9
59. 8 9 10 •
60. 9 10 11
61. 10 11 12
62. 11 12 13
63, 12 13 1
64 13 14 15
..: 65. 15 16
15 16 17
16 17 18
17 1 8
69. 18 2 9
70 19 3 11
71. 20 4 13
21 15 5
73. 22 17 6
74. 23 7 18
75. 24 19 10
25 20
26 2.1 14
27 22 16
28 8 2
80. 29 9 19
81. 30 19 3
82. 31 19 11
83. 32 11 20
33 ' 3 '.20
85. 34 20 13
86. 35 13 21
87. 36 21 5
88. 37 21 15
89' 15 22
90. 39 5 22
91. 40 22 17
92. 41 6 18
93. 42 1 23
94, 43 23 24
95. 44 24, 25
96. 45 25 26
97. 46 8 27
98. 47 27 28
99. 48 28 29
100. 49' 29 30
101, 50 23 27
102. 51 24 28
103. 52 25 29
104. 53 26 30
105. 54 ' 23 8
106. 55 24 27
107. 56 '25 28
108. 57 26 29
109, 58 31 1
110. 59 32 7
111, 60 11 33
112. 61 38 34
113. 62 39 36
114, 63 15 37
115, 64 33 34
116. 65 34 35
117, 66 35 36
118. 67 36 37
119. 68 33 38
120, 69 11 38
121. 70 38 35
User ID: Harris Group, Inc.
- - PAGE NO
TRUSS ANALYSIS-3T( '1CRANE- KENWORTH
179. JOINT LOAD
180. 9 10 16 17 27 28 34 TO 36 FY -.6
181. 11 15 FY -.3
182. 29 30 FY -.5
183. 33 37 FY -.43
184.
185. LOAD.2 ROOF LIVE LOAD - 25 PSF
186. JOINT LOAD
187. 9 10 16 17 27 28 34 TO 36 FY -3.
188. 11 15 FY -1.5
189. 29 FY -2.5
User ID: Harris Group, Inc.
-- PAGE NO.
*
122. 71 35 39
123. 72 39 15
124. 73 39 37
125. 74 38 39
126. •
127.
128. MEMBER PROPERTY AMERICAN
129. 1 4 TO 6 28 TABLE LD L40405 SP .042
130. 2 3 TABLE ST W8X24
131. 8 9 TABLE ST W6X25
132. 7 10 11 TABLE SD L35254 SP .042
133. 12 TO 16 TABLE SD L40305 SP .042
134. 18 41 69 TO 72 TABLE LD L30254 SP .042
135. 19 21 22 35 36 39 40 53 54 64 TO 67 TABLE LD L25204 SP .042
136. 20 24 TO 27 31 32 37 38 51 52 57 68 73 74 TABLE ST L25204
137. 29 30 TABLE LD L40305 SP .042
138. 33 34 TABLE SD L30254 SP .042
139. 42 TO 45 TABLE SD L50356 SP .042
140. 46 TO 49 TABLE LD L35255 SP .042
141. 50 56 61 62 TABLE ST L30254
142. 55 TABLE ST L35254
143. 17 23 58 59 PRI AX .067 IX .005 IY .002 YD .667 ZD .661
144. 60 63 TABLE LD L35254 SP .003
145. •
146. •
147. UNIT INCHES KIP
148. CONSTANT
149. E 29000. ALL
150. POISSON .3 ALL
151. DENSITY .000283 ALL
152. ALPHA .0000065 ALL
153. •
154. *ADJUST THE ORIENTATION OF ANGLE MEMBERS TO MATCH THE STRUCTURE
155. BETA 180. MEMB 1 TO 6 21 22 29 30 33 TO 36 39 40 42 TO 45 63
156. BETA ANGLE MEMB 20
157. BETA 32.05 MEMB 24 TO 27 31 32 37 38 51 52 57 68 73 74
158. BETA 34.37 MEMB 50 56 61 62
159. BETA 26.84 MEMB 55
160. •
161.
162. SUPPORT
163. 31 32 PINNED
164. •
165. MEMBER RELEASE
166. 1 7 12 29 33 35 39 42 46 64 66 69 71 START MX MY MZ
167. 6 11 16 30 34 36 40 65 67 70 72 END MX MY MZ
168. •
169. MEMBER TRUSS
170. 18 TO 22 24 TO 28 31 32 37 38 41 50 TO 57 60 TO 63 68 73 74
171. •
1 72 . MEMB TENSION
173. 74
174. •
175. •
176. UNIT FEET KIP
177. LOAD 1 DEAD LOAD - 5 PSF LOAD TO ACCOUNT FOR STEEL, LIGHTS, PIPING
178. SELFWEIGHT Y -1.
TRUSS ANALYSIS -3T ,CRANE- KENWORTH.
User ID: Harris Group, Inc.
- PAGE NO.
190. 30 FY -2.
191. 33 37 FY -2.15
192. '
193. LOAD 3 CRANE LOAD - DOUBLE ORIGINAL LOADS TO ACCOUNT FOR INCREASED CRANE
194. *NOTE THAT CRANE LOAD IS NOT CONSIDERED CONCURRENTLY WITH ROOF LIVE LOAD
195. JOINT LOAD
196. 2 3 4 5 6 FY -2.0
197.
198. LOAD 4 CRANE LOAD POINT LOAD 8.5 KIPS
199. JOINT LOAD
200. • 2 3 5 6.FY -1.0
201. 4 FY -8.5
202. •
203. LOAD 5 CRANE LOAD POINT LOAD 8.5 KIPS
204. JOINT LOAD
205. 2 FY -8.5
206. • 3 TO 6 FY -1.0
207.
208. LOAD 6 0.75 SNOW LOAD (0.75X25= 18.75)
209. JOINT LOAD
210. 9 10 16 17 27 28 34 TO 36 FY -2.25
211. 11 15 FY -1.13
212. 29 FY -1.88
213. 30 FY -1.5
214. 33 37 FY -1.61
215. '
216. •
217. LOAD 7 CRANE LOAD 7.0 KIPS
218. JOINT LOAD
219. 2 FY -7.0
220. '
221. '
222. LOAD 8 CRANE LOAD 7.0 KIPS
223. JOINT LOAD
224. 4 FY -7.0
225. •
226. •
227. LOAD COMB 10 DL + ROOF LL
228.
229. 1 1. 2 1.
230. LOAD COMB 11 DL + CRANE LL
231. 1 1. 3 1.
232. '
233. • LOAD COMB 12 DL + CRANE
234. • 1 1.0 4 1.0
235.
236. LOAD COMB 13 DL + CRANE
237. 1 1.0 5 1.0
238.
239. • LOAD COMB 14 DL + 0.75LL + CRANE
240. • 1 1.0 2 0.75 4 0.75
241.
242. LOAD COMB 15 DL + 0 75LL + CRANE
243. 1 1.0 2 0.75 5 0.75
244.
245. * LOAD COMB 16 DL + 0.75S + CRANE 4
246. * 1 1.0 6 1.0 4 1.0
247.
248. LOAD COMB 17 DL + 0.75S + CRANE 5
249. 1 1.0 6 1.0 5 1.0
250. •
251. LOAD COMB 18 DL + 0.75S + CRANE 7
252. 1 1.0 6 1.0 7 1.0
253. •
254.
255. LOAD COMB 19 DL + 0.75S + CRANE 8
256. 1 1.0 6 1.0 8 1.0
257. * DRAW MEMB SUPP
•• • ..
258; *DRAW LOAD. 1
:
" DRAW LOAD 2
260. DRAW LOAD 3 H.
• PRINT MEMBER INFORMATION LIST 74i
.1 :•-262 PERFORM ANALYSIS
++ Process
—++ Process •
y ++ • Process
• t+.Catcula
++ Process
++ Process
..+4
Calcul.a
++-Calcula
TRUSS ANALYSIS-3TCCRANE KENWRTH
P R O B L E M S T A T I S T I C S
ing Element Stiffness Matrix.
ing Global Stiffness Matrix.
ing Triangular Factorization.
ting Joint Displacements.
ing Element Stiffness Matrix.
ing Global Stiffness Matrix.
ing Triangular Factorization.
ting Joint Displacements.
ting Member Forces.
263.. PRINT MEMB FORCES LIST 7 8 9 1018 74
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 39/ • 74/ 2
ORIGINAL/FINAL BAND-WIDTH = 30/ 7
TOTAL PRIMARY LOAD CASES = 8, TOTAL DEGREES OF FREEDOM = 113
SIZE OF STIFFNESS MATRIX = 2712 DOUBLE PREC. WORDS
REQRD/AVAIL. DISK SPACE = 12.15/ 328.7 MB, EXMEM = 1960.0 MB
13:30:31
13:30:31
13:30:31
13:30 ...
13:30:31
13:30:31
13:30:.31
13:30:31.:
13:30:32
•
TRUSS 'ANALYSIS-37 ':1CRANE- KENWORTH
MEMBER END FORCES STRUCTURE TYPE = PLANE
ALL UNITS ARE -- KIP FEET
MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z
1 8 -1.82
9' 1.82
2 8 -9.20
9 9.20
3 8 4.90
9 -4.90
4 8 3.96
9 -3.96
5 8 8.37
9 -8.37
6 8 -6.92
9 6.92
7 8 6.89
9 -6.89
8 8 3.26
9 -3.26
10 8 -11.02
9 11.03
11 8 3.08
9 -3.07
13 8 6.55
9 -6.54
15 8 -2.44
9 2.45
17 8 -.36
9 .37
18 8 1.84
9 1.85
19 8 5.47
9 5.48
8 1 9 6.17
10 -6.15
2 9 15.93
10 -15.93
3 9 8.85
10 -8.85
4 9 10.38
10 -10.38
5 9 4.88
10 -4.88
6 9 11.95
10 -11.95
7 9 4.02
10 -4.02
8 9 8.55
10 -8.55
10 9 22.11
10 22.09
11 9 15.02
10 15.00
13 9 11.05
10 -11.03
15 9 21.78
10 -21.76
17 9 23.00
10 -22.98
.01
.04
-.03
.03
.00
.00
.00
.00
.01
-.01
-.02
.02
.01
-.01
.00
.00
-.01
.07
.01
.04
.02
.03
.00
.06
.00
.05
.00
.06
-.01
.07
.21
-.06
.46
-.46
.09
-.09
.12
-.12
.00
.00
.34
-.34
.00
.00
.10
-.10
.67
-.52
.30
-.15
.21
-.06
.55
-.40
.55
-.40
.00
.00
.00
.00
.00
.00
.0 0
.0 0
.00
.00
.0 0
.0 0
.00
.0 0
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.0 0
.00
.00
.00
.00
.0 0
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
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User ID: Harris Group, Inc.
-- PAGE. NO.
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.0 0
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-.09
.00
-.16
.00
.00
.00
-.02
.00
.06
.00
-.12
.00
.05
.00
.02
.00
-.25
.00
-.09
.00
-.03
.00
-.17
.00
-.15
.00
-.16
.00
-.23
.09
.75
.16
2.60
.00
.51
.02
.68
-.06
.03
.12
1.95
-.05
.03
.02
.56
.25
3.35
.09
1.27
.03
.78
.17
2.73
.15
2.73
TRUSS ANALYSIS -3T( ;CRANE- KENWORTH
User ID: Harris Group, Inc.
PAGE NO.
MEMBER END FORCES STRUCTURE TYPE = PLANE
ALL UNITS ARE KIP FEET
MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z
18 9 22.14
10 -22.12
19 9 26.67
10 -26.65
1 10 6.14
11. -6.12
2 10 15.82
11 -15.82
3_ 10 8.83
11 -8.83
4 10 10.35
11 -10.35
5 10 4.88
11 -4.88
6 10 11.86
11 - 11.86
7 10 4.02
11 -4.02
8 10 8.52
11 -8.52
10 10 21.95
11 -21.93
11 10 14.96
11 -14.94
13 10 11.02
11 -11.00
15 10 21.66
11 -21.64
17 10 22.88
11 -22.86
18 10 22.01
11 -21.99
19 10 26.52
11 -26.50
.55
-.40
.65
-.50
-.06
.20
-.43
.43
-.09
.09
-.12
.12
-.01
.01
-.32
.32
-.01
.01
-.10
.10
-.49
.64
-.14
.29
-.06
.21
-.38
.53
-.39
.54
-.39
.53
-.48
.62
.00
.00
.00
.00
00
. 00
. 00
. 00
00
. 00
. 00
00
. 00
. 00
. 00
. 00
.00
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• .00
.16
2.73
.23
3.26
-.75
-.04
-2.60
-.02
-.51
-.01
-.68
-.02
-.03
-.01
-1.95
-.01
-.03
-.01
-.56
-.02
-3.35
-.05
-1.27
-.05
-.78
-.05
-2.73
-.06
-2.73
-.06
-2.73
-.06
-3.26
-.07
10 1 11 5.01 .03 .00 .00 .00 .04
12 -5.00 .03 .00 .00 .00 -.02
2 11 11.03 .01 .00 .00 .00 .02
12 -11.03 -.01 .00 .00 .00 .04
3 11 8.99 .01 .00 .00 .00 .01
12 -8.99 -.01 .00 .00 .00 .03
4 11 10.58 .01 .00 .00 .00 .02
12 -10.58 -.01 .00 .00 .00 .03
5 11 4.87 .01 .00 .00 .00 .01
12 -4.87 -.01 .00 .00 .00 .03
6 11 8.27 .01 .00 .00 .00 .01
12 -8.27 -.01 .00 .00 .00 .03
7 11 4.01 .00 .00 .00 .00 .01
12 -4.01 .00 .00 .00 .00 .02
8 11 8.71 .01 .00 .00 .00 .02
12 -8.71 -.01 .00 .00 .00 .02
10 11 16.05 .04 .00 .00 .00 .05
12 -16.04 .02 .00 .00 .00 .02
11 11 14.00 .04 .00 .00 .00 .05
12 -14.00 .02 .00 .00 .00 .02 •
13 11 9.88 .04 .00 .00 .00 .05
12 -9.87 .02 .00 .00 .00 .01
15 11 16.94 .04 .00 .00 .00 .06
12 -16.93 .02 .00 .00 .00 .03
TRUSS ANALYSIS -3TC ':CRANE- KENWORTH
MEMBER END FORCES STRUCTURE TYPE = PLANE
ALL UNITS ARE -- KIP FEET
MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z
17 11 18.16 .04 .00 .00 .00
12 - 18.15 .01 .00 .00 .00
18 11 17.30 .04 .00 .00 .00
12 -17.29 .02 .00 .00 .00
11 22.00 .05 .00 .00 .00
12 -21.99 .01 .00 .00 .00
19
8
10
11
13
15
17
18
19
2 5.42
9 -5.37
2 17.58
9 -17.58
2 2.30
9 -2.30
2 3.72
9 -3.72
2 -1.96
9 1.96
2 13.19
9 -13.19
2 -1.62
9 1.62
2 3.06
9 -3.06
2 22.99
9 -22.95
2 7.72
9 -7.67
2 3.45
9 -3.41
2 17.13
9 17.08
2 16.64
9 16.59
2 16.99
9 16.94
2 21.67
9 21.62
.00
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User ID: Harris Group, Inc.
- - PAGE NO.
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.06
.03
.06
.03
.07
.03
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24 1 19 .49 .00 .00 .00 .00 .00
10 .48 .00 .00 .00 .00 .00
2 19 2.10 .00 .00 .00 .00 .00
10 -2.10 .00 .00 .00 .00 .00
3 19 -.17 .00 .00 .00 .00 .00
10 .17 .00 .00 .00 .00 .00
4 19 -.23 .00 .00 .00 .00 .00
10 .23 .00 .00 .00 .00 .00
5 19 .00 .00 .00 .00 .00 .00
10 .00 .00 .00 .00 .00 .00
6 19 1.58 .00 .00 .00 .00 .00
10 -1.58 .00 .00 .00 .00 .00
7 19 .00 .00 .00 .00 .00 .00
10 .00 .00 .00 .00 .00 .00
8 19 -.19 .00 .00 .00 .00 .00
10 .19 .00 .00 .00 .00 .00
10 19 2.60 .00 .00 .00 .00 .00
10 -2.58 .00 .00 .00 .00 .00
11 19 .32 .00 .00 .00 .00 .00
10 -.31 .00 .00 .00 .00 .00
13 19 .49 .00 .00 .00 .00 .00
10 -.48 .00 .00 .00 .00 .00
29
9 -8.62
19 8.58
9 -27.09
19 27 :09
9 -4.26
19 4.26
9 -6.92
19 6.92
9 3.76
19 -3.76
9 -20.33
19 20.33
9 3.10
19' -3.10
9 -5.70
19 5.70
9 -35.71
19 35.67
9 -12.87
19 12.83
13 9 -4.85
19 4.82
15 9 -26.11
19 26.08
17 ' 9 -25.18
19 25.14
18 9 -25.85
19 25.81
19 9 -34.64
19 34.61
10
CRANE- KENWORTH:
MEMBER END FORCES STRUCTURE TYPE =
ALL UNITS ARE -- KIP FEET
MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z ' TORSION MOM -Y' MOM -Z
15 19 2.07 .00 .00 .00 .00 .00
10 . -2.06 .00 .00 .00. ..00 .00
17 19 2'.07 .00 .00 .00 i ..00 .00
10' -2.05 .00 .00 .00 .00 .00
18 19 2:.07 .00 .00. .00 .00 .00
.10 -2.05 .00 .00 .00 .00 .00
.19 19 1.88 .00 .00 ..00 .00 .00
10 -1.86 .00 .00 ' .00 .00 .00
END OF LATEST ANALYSIS RESULT
264. PRINT JOINT DISPLACEMENTS LIST 4 2
-.05 .00 .00 00 .00
-.04 .00 .00 00 -.04
-.05 .00 .00 00' .00
.05 .00 .00 00 -.34
-.01 .00 .00 00 .00
.01 .00 ' .00 00 -.06
-.01 .00 .00 00 .00
.01 .00 00 00 -.08
.00 .00 00 00 .00
.00 .00 00 00 =.01
-.04 .00 00 00 .00
.04 .00 00 00 -.25
.00 .00 00 00 .00
.00 .00 00 00 .00
-.01 .00 00 00 ' .00
.01 .00 .00 00 -.07
-.10 .00 .00 00 .00
.02 .00 .00 00. -.38
-.06 .00 .00 00 .00
-.03 .00 .00 . '.00 -.10
-.05 .00 .00 .00 .00
-.04 .00 .00 .00 -.05
-.09 .00 .00 .00 .00
.00 .00 .00 .00 -.30
-.09 .00 .00 .00 .00
.00 .00 ' .00 .00 -.30
-.09 .00 .00 .00 .00
.00 .00 .00 .00 -.30
-.10 .00 •.00 .00 .00
.01 .00 .00 .00 ' -.36
JOINT DISPLACEMENT (INCH RADIANS)
ge
JOINT
•,,
•,•,•,•,•
JO*
1 KENWORTH
LOAD
1
2
3.
.5
•
X-TRANS.
-.03132
-,11686
.00443
.00740
• .02577
6 . -.08773
7.. .02122
.00609
-.14819
-.02689
-.00555
-.09964 • -.09328
18 17 - 09783
.11296
19 :.03406
2 . 1
-.00461
-.00504
.01830
-.09080
.01507
-.00415
-.15503
-.03867
-.01576
-.11106
-.10655
-.10978
-.12900
Y-TRANS
-.09579
-.25847
-.12803
-.19773
-.04441
-.19387
-.03657
-.16284
-.35427
-.22383
-.14020
-.32295
-.33408
-.32624
-.45251
-.02478
-.05913
-.04363
-.04441
-.04417
-.04433
-.03638
-.03657
-.08390
-.06840
-.06895
-.10225
-.11328
-.10548
-.10568
Z-TRANS
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
00000
00000
00000
00000
STRUCTURE
END OF LATEST ANALYSIS RESULT
265.
266. PRINT SUPPORT REACTIONS
TYPE
X ROTAN
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
User ID: Harris ine.
PAGE NO . .10
Y,ROTAN
= PLANE
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.b0000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
.00000
2-ROTAN:
-.00001
-.00010
-.00005
-.00039
.00011
-.00008
.00009
.00032
.00011
.00007
.00009
.00001
.00002
.00000
.00040
.00049
.00123
.00053
.00059
.00018
.00092
.00015
.00049
.00171
.00102
.00067
.00154
.00159
.00155
.00190
•
SUPPORT REACTIONS -UNIT kIP FEET STRUCTURE :
JOINT LOAD FORCE-X FORCE-A FORCE-Z MOM-X
31
1
2
3
4.
. 5
6
8
1•
13
15
18.
• 32 .19
2
4
5
6
7
10
• 11
13
15
17
18
19
.14
.29
.35
.37
.19
.22
.16
.31
.43
.49
.33
.54
.51
.66
-.29
-.35
-.37
-.19
-.22
-.31
-.43
-.49'
33'
-.50
-.54
-.66
******** END OF
27.03
5.00,
'4.25
7.65 .
20.28
6.30
3.50
36.33
14.30
16,95
37.23.
35.88
33.08
.4.62
11.77
5.00
4.25
.85
8.83.
.70
3.50
16.39
9.62
5.47
14.08
14.30
14.15
16.95
LATEST
267.
268.
269. PARAMETER
270. CODE AISC
271. UNIT INCHES KIP
272. -FYLD 32. MEMB 1 TO 74
273. WSTR 12.8 MEMB 1 TO 74
274. CHECK CODE MEMB 1 TO 74
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
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.00
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.00
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.00
ANALYSIS
RESULT
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00
• User ID: Harris Group Inc.
- PAGE NO. •11
= PLANE
MOM-Y
• .00
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.00
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'.00
.00
.00
.00
.00
..00
.00
.00.
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
MOM Z
. 00
. 00
..00
.00
.00
.00
.00
.00
.00
.00
.00
.00
•.00
' .00
•.00
.00
.00
.00'
.00
.00
.00
.00
.00
.00
.00'
.00
.00
.00
.00
ALL UNITS ARE -'KIP INCH (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/
FX
TRUSS ANALYSIS -3TC ,CRANE- KENWORTH
STAAD -III CODE CHECKING - '(AISC)
CRITICAL COND/
MY
RATIO /.
MZ
User ID: Harris Group, Inc.
- PAGE NO. 12
LOADING/
LOCATION
1 LD L40 405 PASS AISC- H1 -1 .791 10
43.73 C .00 -8.47 72.00
2 ST W8X 24 PASS AISC- H1 -3 .189 10
11.35 C .00 26.99 144.00
ST W8X 24 PASS AISC- H2 -1 .269 19
28.97 T .00 22.44 .00
LD L40 405 PASS AISC- H2 -1 .351 19
28.97 T .00 -1.85 .00
LD L40 405 PASS AISC - H2 -1 .245 10
16.68 T .00 3.21 .00
6 LD L40 405 PASS AISC- H1 -3 .099 19
2.78 C .00 -3.00 .00
7 SD L35 254 PASS AISC- H2 -1 .390 10
11.03 T .00 3.01 72.64
8 ST W6X 25 PASS AISC- H1 -1 .313 19
26.65 C .00 - 39.16 72.64
9 ST W6X 25 PASS AISC- H1 -1 .312 19
26.52 C .00 -39.16 .00
10 SD L35 254 PASS AISC- H1 -1 .715 19
22.00 C .00 .80 .00
11 SD L35 254 PASS AISC- H1 -1 .668 19
22.00 C .00 -.37 .00
12 SD L40 305 PASS AISC- H1 -1 .610 19
30.76 C .00 -1.83 72.64
13 SD L40 305 PASS AISC- H1 -1 .610 19
30.76 C .00 -1.83 .00
14 SD L40 305 PASS AISC- H1 -1 .852 19
36.20 C .00 -4.69 72.64
15 SD L40 305 PASS AISC- H1 -1 .852 19
36.21 C .00 -4.69 .00
16 SD L40 305 PASS AISC- H1 -1 .427 19
17.26 C .00 3.55 .00
17 PRI SMAT PASS AISC- H1 -1 .211 17
28 57 C .00 91.35 .00
18 LD L30 254 PASS COMPRESSION .580 10
22 99 C .00 .00 .00
19 LD L25 204 PASS COMPRESSION .471 10
11 80 C .00 .00 .00
20 ST L25 204 PASS TENSION .414 4
8.45 T .00 .00 .00
21 LD L25 204 PASS COMPRESSION .468 10
11.74 C .00 .00 .00
22 LD L25 204 PASS COMPRESSION .456 19
13.74 C .00 .00 .00
23 PRI SMAT PASS AISC- H1 -3 .163 19
16.48 C .00 111.35 .00
24 ST L25 204 PASS COMPRESSION .196 10
2.60 C .00 .00 .0'0
25 ST L25 204 PASS COMPRESSION .005 1
.07 C .00 .00 .00
26 ST L25 204 PASS COMPRESSION .006 1
.09 C .00 .00 .00
27 ST 125 204 PASS COMPRESSION .264 10
3.51 C .00 .00 .00
TRUSS ANALYSIS-3T( 'CRANE- KENWORTH
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)
MEMBER TABLE
RESULT/
FX
CRITICAL COND/
MY
RATIO/
MZ
User ID: Harris Group, Inc.
-- PAGE NO. 13
LOADING/
LOCATION
28 LD L40 405 PASS TENSION .471 17
43.56 T .00 .00 .00
29 LD L40 305 PASS AISC- H2 1 .539 10
35.67 T .00 4.53 78.41
30 LD L40 305 PASS AISC- H2 1 .508 10
33.18 T .00 4.53 .00
31 ST L25 204 FAIL L /R- EXCEEDS 1.037
32 ST L25 204 PASS TENSION .008 1
.16 T .00 .00 .00
33 SD L30 254 PASS AISC- H1 -1 .227 19
5.99 C .00 .10 87.80
34 SD L30 254 PASS AISC- H1 -1 .223 19
5.89 C .00 .10 .00
35 LD L25 204 PASS AISC- H2 -1 .300 10
10.91 T .00 .49 87.80
36 LD L25 204 PASS AISC- H2 -1 .299 10
10.85 T .00 .49 .00
37 ST L25 204 PASS COMPRESSION .018 2
.08 C .00 .00 .00
38 ST L25 204 FAIL L /R- EXCEEDS 1.037
39 LD L25 204 PASS AISC- H2 -1 .514 19
17.77 T .00 1.16 78.41
40 LD L25 204 PASS AISC- H2 -1 .580 19
20.44 T .00 1.16 .00
41 LD L30 254 PASS TENSION .472 19
23.79 T .00 .00 .00
42 SD L50 356 PASS AISC- H1 -1 .581 10
43.12 C .00 -4.16 74.09
43 SD L50 356 PASS AISC- H1 -1 .431 10
30.45 C .00 -4.16 .00
44 SD L50 356 PASS AISC- H1 -1 .251 10
18.17 C .00 -2.41 .00
45 SD L50 356 PASS AISC- H1 -3 .096 10
6.71 C .00 1.14 .00
46 LD L35 255 PASS AISC- H2 -1 .503 10
29.69 T .00 2.46 72.28
47 LD L35 255 PASS AISC- H2 -1 .328 10
17.70 T .00 2.46 .00
48 LD L35 255 PASS AISC- H2 -1 .141 10
6.54 T .00 1.61 .00
49 LD L35 255 PASS AISC- H2 -1 .029 2
.00 T .00 -1.04 .00
50 ST L30 254 PASS COMPRESSION .476 10
8.79 C .00 .00 .00
51 ST L25 204 PASS COMPRESSION .429 10
6.70 C .00 .00 .00
52 ST L25 204 PASS COMPRESSION .266 10
4.65 C .00 .00 .00
53 LD L25 204 PASS COMPRESSION .073 10
2.55 C .00 .00 .00
54 LD L25 204 PASS TENSION .337 10
13.74 T .00 .00 .0)
55 ST L35 254 PASS TENSION .456 10
12.58 T .00 .00 .00
56 ST L30 254 PASS TENSION .448 10
11.29 T .00 .00 .00
57 ST L25 204 PASS TENSION .323 10
6.60 T .00 .00 .00
TRUSS ANALYSIS -3T( '?CRANE- KENWORTH
User ID: Harris Group, Inc.
-- PAGE NO. 14
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)
MEMBER
58 PRI SMAT PASS
36.77 C
59 PRI SMAT PASS
16.49 C
60 LD L35 254 PASS
4.61 C
61 ST L30 254 PASS
3.67 C
62 ST L30 254 PASS
3.67 C
63 LD L35 254 PASS
4.61. C
64 LD L25 204 PASS
2.22 C
65 LD L25 204 PASS
2.22 C
66 LD L25 204 PASS
2.22 C
67 LD L25 204 PASS
2.22 C
68 ST L25 204 PASS
2.73 T
69 LD L30 254 PASS
5,28 C
70 LD L30 254 PASS
2.24 C
71 LD L30 254 PASS
2.24 C
72 LD L30 254 PASS
5.28 C
73 ST L25 204 PASS
2.71 T
275. FINISH
TABLE
RESULT/
FX
CRITICAL CONDI
MY
AISC- H1 -1
.00
AISC- H1 -3
.00
COMPRESSION
.00
COMPRESSION
.00
COMPRESSION
.00
COMPRESSION
.00
AISC- H1 -3
.00
AISC - H1 -3
.00
AISC- H1 -3
.00
AISC- H1 -3
.00
TENSION
.00
AISC- H1 -1
.00
AISC- H1 -3
.00
AISC- H1 -3
.00
AISC- H1 1
.00
TENSION
.00
END OF STAAD -III
RATIO/
MZ
.321
91.35
.191
- 111.35
.191
.00
.274
.00
.274
.00
.191
.00
.089
.13
.090
.13
.090
.13
.089
.13
.134
.00
.198
.45
.096
.45
.096
.45
.198
.45
.133
.00
DATE= JUN 7,1999 TIME= 13:30:33 " " ""
For questions on STAAD -III, contact:
Research Engineers, Inc at
West Coast: Ph- (714) 974 -2500 Fax- (714) 921 -2543
East Coast: Ph- (508) 688 -3626 Fax- (508) 685 -7230
LOADING/
LOCATION
17
168.00
19
168.00
10
.00
10
.00
10
.00
10
.00
10
72.64
10
.00
10
72.64
10
.00
10
.00
10
101.59
10
.00
10
101.59
10
.00
10
.00
•
"
STRUCTURE DATA
TYPE = PLANE
NJ = 39
NH = 74
NE = 0
NS = 0
NRJ= 2
NL = 16
XMAX= 994.0
YMAX= 392.6
ZMAX =- .0
DATE: JUN
S T A A D P O S T - . P. L O T_ (REV: 22.3
TITLE: TRUSS ANALYSIS -3TON CRANE- KENWORTH
7; 1999
, • ■ • • ■ . „ „ .• . • „
. • • • , • • . , - • • . •
• • • • , •
„ . • •
STRUCTURE DATA
TYPE = PLANE
NJ = 39
NM = 74
NE = 0
NS = 0
NRJ= 2
NL = 16
XMAx= 92.0
YMAX= 32.7
ZMAx=- .0
J=39.M=74
UNIT'FEE KIP
ST A AD POST (REV:22.3)
TITLE: TRUSS ANALYSIS-3TON CRANE- KENWORTH
. -
DATE JUN - 7 1999
Description
Prob. #1 -114' Crossing
Prob. #2 -240' Crossing
Prob. #3 -360' Crossing
Continuous
Spans
2 -57' Simple
Spans
Continuous
Spans
3 -80' Simple
Spans
Continuous
Spans
4 -90' Simple
Spans
33 WF 141
36 WF 170
36 WF 194 &
36 WF 230
36 WF 280
36 WF 190
+ cov. Pls.
36 WF 280
Wgt. -one line of
beams -Ibs.
16,070
19,380
48,940
67,200
68,520
100,800
Wgt. saving due
to continuity
17%
27%
32%
Req'd No. of
shoes
3
4
4
6
5
8
Req'd No. of
dams
2
4
2
6
2
8
Req'd No. of
field splices
1
0
2
0
3
0
FOR the solution of problems involving loading
patterns other than those normally specified for
highway bridges, Tables A2.0 to A4.7 will be found
helpful. Symmetrical two, three and four -span
structures having the same short -to -long span
length ratios as those included in Tables 2.0 to 4.7
are covered by these tables, the numbering of which
is identical with that of the former, with the prefix
A added.
Given in these tables are coefficients by means
of which the moment (positive or negative) at
any interior support or at any tenth point along
all spans, produced by a unit load P placed at the
same or any other tenth point in the spans, can be
computed. In 'order to list all possible values of
these coefficients a horizontal tabulation is given
opposite all support and tenth points for all
spans. However, due to the symmetry of the struc-
CONTINUOUS HIGHWAY BRIDGE TABLES
I
Problems Involving Special Loading Influence
Line Coefficients
tures, all moment values can be tabulated in a lesser
number of vertical columns.
Values given along any one horizontal line are
ordinates to the bending moment diagram prod
by a unit load placed at the load point, shown at. the_
left of the table, opposite which they are tabulated,
considering the length of the shorter span as equal
to unity and that of the longer spans as equal to N.
Taken vertically, the values in any one column are
ordinates to the influence line for the point under
which they are tabulated.
Values shown in the heavily outlined frames are
the largest possible at the point on the continuous
beam under which they are tabulated and are pro-
duced yvhen the load P is placed at this point. Hence,
these values are ordinates to an envelope of the
maximum positive moments. produced by a single
moving concentrated load.
CONTINUOUS HIGHWAY BRIDGE TABLES
The lowest line in Tables A2.0 to A4.7, designated
"Total Area," gives ordinates to the moment dia-
gram produced by a load, uniformly distributed
along the entire structure and having a value of unity
per unit of shorter span length. The two lines imme-
diately above give, respectively, the largest positive
and negative moments produced by partial distri-
bution of the unit uniform load w.
Also included in Tables A2.0 to A4.7 are influence
. coefficients for all reactions, and shears adjacent to
these reactions.
The following rules for use of these tables are
summarized:
1. Reactions and Shears Due to Concentrated
Load—Multiply the tabulated coefficient
by the weight of the concentrated load.
2. Reactions and Shears Due to Uniform
Load—Multiply the tabulated coefficient
by the product of the weight per unit length
of the uniform load and the length of the
SHORTER span.
3. Moments Due to Concentrated Load—Mul-
tiply the tabulated moment coefficient by
the product of the weight of the concen-
trated load and the length of the
SHORTER span.
4. Moments Due to Uniform Load—Multiply
the tabulated moment area coefficient by
the product of the weight per unit length
of the uniform load and the square of the
length of the SHORTER span.
Special Load Points
In addition to those given at the tenth points of
each span, moment and reaction coefficients are
listed in Tables 2S, 3S and 4S for certain special load
points.
Two of these points, which occur between the
four-tenths and five-tenths points of the shorter
spans, locate, respectively, the maximum positive
moments in that span produced by a single concen-
trated load and by partial uniform loading. The
maximum moment produced by the single concen-
trated load occurs at the special point nearer the
exterior support.
Another special point is.located in all cases in the
shorter span, 0.5774 L from the exterior support. A
load at this point produces the maximum negative
moment at the first interior support due to a con-
centrated load in the shorter span.
Other special points include those in the longer
spans at which a concentrated load will produce the
maximum negative moment at the interior supports.
One such point falls between the three-tenths and
four-tenths points of the longer span for the three-
span and four-span structures. A load at this point
yields the maximum moment value at the first in-
terior support produced by a concentrated load
placed anywhere in the longer spans. It also pro-
duces the maximum negative exterior reaction and
the maximum negative moment at all points in un-
loaded shorter spans. The maximum negative mo-
ment at the second interior support of four-span
structures is produced by a load near the six-tenths
point of the longer spans.
A special point, which applies to the three- and
four-span structures only, occurs less than one-tenth
of the span length from the first interior support.
It is one at which a single concentrated load will pro-
duce the largest reaction at this support. For two
equal spans and for the second interior support of
four-span structures the maximum interior reaction
will occur with the concentrated load directly over
the interior support.
These special points are tabulated for the purpose
of locating precisely the peaks of the various in-
fluence lines, to facilitate the positioning of loads
for absolute maximum effect and to minimize the
possibility of introducing excessive errors in inter-
polating the table due to truncation of the peaks.
his
MOMENTS/Pl.
SPAN 1 I SPAN 2
A
.1
.3
.4
.5
A
.7
.5
.9
s
.1
.4
.5
A
.7
.5
.9
c
A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
•
0 1
.0875
.0751
.0626
.0501
.0376
.0252
.0127
.0002
-.0123
-.0248
-.0223
-.0198
-.0173
-.0149
-.0124
-.0099
-.0074
-.0050
-.0025
0
2
0
.0752
.2004
.105e
.1008
.0760
.0512
.0264
.0016
-.0232
-.0460
-.0432
-.0384
-.0338
-.0266
-.0240
-.0192
-.0144
-.0096
-.0048
0
3
0
.0632
.1264f
.1895
.1527
.1159
.0791
.0422
.0054
-.0314
-.0663
-.0614
-.0546
-.0476
-.0410
-.0341
-.0273
-.0205
-.0137
-.0066
0
.4
0
.0516
.1032
.1548
.2064
.1580
.1096
.0612
.0126
-.0356
-.0840
-.0756
-.0872
-.0566
-.0504
-.0420
-.0338
-.0252
-.0168
-.0064
.5
0
.0406
.0813
.1218
.1625
.2031
.1436
.0844
.0250
-.0344
-.0936
-.0844
-.0750
-.0658
-.0583
-.0489
-.0375
-.0281
-.0186
-.0064
0
A
0
.0304
.0608
.0912
.1216
.1520
.1824
.1128
.0432
-.0264
-.0960
-.0864
-.0768
-.0672
-.0576
-.0480
-.0384
-.0228
-.0162
-.0068
.7
0
.0211
.0422
.0632
.0643
.1054
.1265
.1475
.0886
-.0103
-.0893
-.0603
-.0714
-.0625
-.0536
-.0446
-.0357
-.0268
-.0179
-.0086
0
2
0
.0126
.0256
.0384
.0512
.0640
.0788
.0866
.1024
.0152
-.0720
-.0646
-.0576
-.0504
-.0432
-.0360
-.0288
-.0216
-.0144
-.0072
0
.9
0
.0057
.0115
.0172
.0229
.0226
.0344
.0401
.0458
.0515
-.0428
-.0385
-.0342
-.0299
-.0257
-.0214
-.0171
-.0126
-.0066
-.0043
0
•
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
: Nvn
.1
0
-.0043
-.0066
-.0128
-.0171
-.0214
-.0257
-.0299
-.0342
-.0365
-.0426
.0515
.0458
.0401
.0344
.0228
.0229
.0172
.0115
.0057
0
2
0
-.0072
-.0144
-.0216
-.0286
-.0380
-.0432
-.0504
-.0576
-.0648
-.0720
.0152
.1024
.0898
.0766
.0840
.0512
.0314
.0256
.0128
0
.3
0
-.0069
-.0179
-.0268
-.0357
-.0446
-.0536
-.0625
-.0714
-.0p03
-.0893
.0686
.1475
.1265
.1054
,0843
.0632
.0422
.0211
,
0
.4
0
-.0096
-.0192
-.0288
-.0684
-.0480
-.0576
-.0672
-.0768
-.0884
-.0960
-.0264
.0432
.1122
.1824
.1520
.1216
.0912
.0608
.0304
0
.5
0
-.0094
-.0166
-.0261
-.0375
-.0469
-.0563
-.0656
-.0750
-.0844
-.0938
-.0344
.0250
.0844
.1438
.2031
.1625
.1219
.0613
.0406
0
A
0
-.0064
-.0188
-.0252
-.0336
-.0420
-.0504
-.0566
-.0672
-.0756
-.0840
.0126
.0612
.1096
.1580
.2064
.1548
.1032
.0516
0
.7
0
-.0068
-.0137
-.0205
-.0273
-.0341
-.0410
-.0476
-.0548
-.0614
-.0683
-.0314
.0054
.0422
.0791
.1159
.1527
.1895
.1264
.0632
0
A
0
-.0048
-.0098
-.0144
-.0192
-.0240
-.2068
-.0336
-.0324
-.0432
-.0480
-.0232
.0016
.0264
.0512
.0760
.1008
.1286
.1504
.0752
0
.9
0
-.0025
-.0050
-.0074
-.0099
-.0124
-.0149
-.0173
-.0198
-.0223
-.0248
-.0123
.0002
.0127
.0252
.0376
.0501
.0626
.0751
.0675
0
C
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.
0
0
0
0
0
4.6w,.
0
.0388
.0675
.0663
.0950
.0938
.0625
.0613
.0300
.0061
0
.0061
.0300
.0613
.0625
.0938
.0950
.0663
.0675
.0345
0
- Ares
0
-.0063
-.0125
-.0168
-.0250
-.0313
-.0375
-.0436
-.0500
-.0736
-.1250
-.0736
-.0500
-.0438
-.0375
-.0313
-.0250
-.0186
-.0125
-.0063
0
140411Auve
0
.0325
.0550
.0675
.0700
.0625
.0450
.0175
-.0200
-.0875
-.1250
-.0675
-.0200
.0173
.0450
.0625
.0700
.0675
.0550
.0325
TABLE A2.0
.1 .2 .3 : 4 .5 .6 .7 .8 .9 .1 .3 .4 .3 .6.7 .8
Span 1
A
Span 2
I il•
RRACTIONS/P
SNIAAS/P
114
1.
nt
VAII
INA
he
V.
lNrds. .
A
1.0
0
0
1.0
0
0
0
.1
.6753
.1495
-.0246
.6753
-.1247
.0248
.0248
.2
.7520
.2960
-.0480
.7520
-.2480
.0480
.0480
3
.6318
.4365
-.0683
.6318
-.3682
.0683
.0663
4
.5180
.5680
-.0840
.5160
-.4840
.0840
.0840
3
.4063
.6875
-.0938
.4063
-.5937
.0938
.0936
.3040
.7920
-.0960
.3040
-.6960
.0960
.0260
.7
.2106
.6788
-.0893
.2106
-.7892
.0893
.0893
£
.1280
.9440
-.0720
.1280
-.8720
.0720
.0720
.1
.0573
.9855
-.0428
.0573
-.9427
.0428
.0428
• II
0
1.0
0
0
0
1.0
0
SIAN 2
.1
-.0428
.9855
.0573
-.0428
-.0428
.9427
-.0573
2
-.0720
.9440
.1280
-.0720
-.0720
.8720
-.1280
.3
-.0893
.8765
.2108
-.0893
-.0893
.7892
-.2106
.4
-.0960
.7920
.3040
-.0960
-.0960
.6960
-.3040
i
-.0938
.6675
.4083
-.0938
-.0938
.5937
-.4083
A
-.0840
.5680
.5160
-.0840
-.0840
.4840
-.5160
.7
-.0663
.4365
.6318
-.0683
-.0883
.3882
-.6316
A
-.0480
.2980
.7520
-.0480
-.0480
.2480
-.7520
.4
-.0248
.1495
:6753
-.0248
-.0248
.1247
-.6753
c
0
0
1.0
0
0
0
-1.0
+Ares
.4375
1.2500
*.4375
.4375
0
.6250
.0625
-Arse
-.0625
0
-.0625
-.0625
-.6250
0
-.4375
TetglAnw
.3750
1.2500
.3750
.3750
-.6250
.6250
-.3750
Influence coefficients• Two continuous spans.
L - Length of SHORTER spans; length of LONGER spans = NL.
N=1.0
.n•i: � x: (': ; +l +J 3'�:..... .`kyFr; .!:[3n :.. .. 6 t c
'p1:¢dRt�'d� +;•�::' < ✓+ta ^.��et�..f Mu {r,.�,a...c..rJrkr Y.L�H.+:.?tG.l:d"�P,�w,a.y3
CTIVITYNUMBER D -0214 DATE .6 -29 -99
PROJECT NAME: .KENWORTH.TRUCK COMPANY
X' - Original' Plan Submittal . Response to Incomplete Letter
Response to Correction Letter #
Revision # After Permit Is issued
DEPARTMENTS:
Building Division a
Public Works
Gt,(ti 144!
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
TUES /THURS ROUTING:
Please Route
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS: (ten days)
Approved
WRROUIE.DOC
5/99
PLAN REVIEW /ROUTING SLIP
Incomplete U
Structural Review Required
Approved with Conditions
5ro
Fire Prevention
Structural
REVIEWER'S INITIALS:
CORRECTION DETERMINATION:
Approved n Approved with Conditions E
REVIEWER'S INITIALS:
Planning Division
q 71
Permit Coordinator
DUE DATE: 7 -01 -99
n No further Review Required
DATE:
DUE DATE 7 -29 -99
Not Approved (attach comments) Ti
DATE:
DUE DATE
Not Applicable
Not Approved (attach comments)
a
■
DATE:
City of Tukwila
Fire Department
Fire Department Review
Control #D99 -0214.
(510)
July 1,1999
Thomas P. Keefe, Fin? Chief
Re: Kenworth Truck Company - 8801 East Marginal Way South
Dear Sir:
The attached set of building plans have been reviewed by
The Fire Prevention Bureau and are acceptable with the
following concerns:
John W. Rants, Mayor
1. Fire sprinklers shall not be obstructed by
installation of crane components.
All new sprinkler systems and all modifications to
existing sprinkler systems shall have fire department
review and approval of drawings prior to installation
or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than
50 heads shall have the written approval of the
W.S.R.B., Factory Mutual, Industrial Risk Insurers,
Kemper or any other representative designated and /or
recognized by The City of Tukwila, prior to submittal
to the Tukwila Fire Prevention Bureau. No sprinkler
work shall commence without approved drawings. (City
Ordinance #1742)
Contact The Tukwila Fire Prevention Bureau to witness
all required inspections and tests. (UFC 10.503)
(City Ordinance #1742)
2. All electrical work and equipment shall conform
strictly to the standards of The National Electrical Code.
(NFPA 70)
Any overlooked hazardous condition and /or violation of the
adopted Fire or Building Codes does not imply approval of
such condition or violation.
•,
•
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439
Page':' nu
City of Tukwila
Fire Department
The Tukwila Fire Prevention Bureau
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 57$.4439
08/19/99 THU 13:55 FAX 4254130082
•.t• • - Ana- .nawca„r...�+awean� - -
HAVE A GREAT DAY
Ij,
•
ORGANIZATION- TYPE YPE
DOME SNlt _N3 CORPC3R ?T:OM-
87,+'E INDUSTRIAL INC.
296e8 $E
R?>.V'EN S+DA.4..E: WA. .16051
DOMESTIC PROFIT CORPORATION
E " s ' N F I J :Q S Y AUTHORITY OF SECRETARY OF STATE
`; :?sus a ,7rs Gain#y, "as: ? ri ;s i15ii tin4 06,1" l i I • "
7E ?i Vp . f . 1 . 01 � i §4,1,,BA F �1Gp]$
1 '' :.ri':�3 * SI+ Lrir ,�Si'+ :;;�f`,(T ;,;
REOL:+EKED TRADE MAMC.$:
REGISTERED AS'` ROVIDED; 'BY LAW . AS
'CONST CONT: . '"PENERAI
•
F CMS:
SKYE INDUSTRIAL INC
i?O BOX .631
RAVENSDALE WA': 98051 •
DANZINSES
•
3j:?�tINE81a Tt1.. QOq • `
EXPT -R
!j002
+ +"�i.�'fo`f.'A.'i: a,f- is+ ""�+ �cS��ii `�tA LR•�N�'�� - -
r
1
•
,'!'�'•�l.rY.l� M S•r.CRft IL'.V ' aa:,'t
DRAWING INDEX
DRAWING NO.
DRAWING TITLE
REV
DATE
GENERAL
10559 -G1
COVER SHEET AND DRAWING INDEX
A
6/28/99
STRUCTURAL
10559 -SI
GENERAL NOTES
A
6/28/99
10559 -S2
AREA 1 - PLAN & SECTIONS SHEET I OF 2
A
6/28/99
10559 -S3
AREA 1 - SECTIONS & DETAILS SHEET 2 OF 2
A
6/28/99
6/28/99
NS
10559 -S4
AREA 2 - PLAN, SECTIONS & DETAILS SHEET 1 OF 2
A
10559 -S5
AREA 2 - SECTIONS & DETAILS SHEET 2 OF 2
A
6/28/99
LI
1
l
ESTIMATED CONSTRUCTION COST:
AREA 1: 44444
7► 1 9 p0 P "`
Agq Iy p
errs co TUKWILA
J „ �
AREA 2: $18,800
752r7d
VICINITY MAP
/r
Bangor
APP D DESCRIPnON REV
REVISIONS REVISIONS
DESCRIPTION
CODE SUMMARY
/28/99 DHJ ,Q,SSUED FOR PERMIT
/25/99 DHJ /Q.4 PRELIMINARY
DATE BY APPD 1 PRELIMINARY ISSUE
WN BY
WG CHKD BY
06.01.99
PROJECT
99- -10559
DRAWING NUMBER
10559 —G1
DRAW
Shr
.708th
Jib
I PROJECT
CH
v i
KENWORTH TRUCK COMPANY
8801 EAST MARGINAL WAY SOUTH
TUKWILA, WA 9818
Tel (206) 626 -4862 Fax (206) 767 -8577
AREA 2
KEY PLAN
j/
6
AREA 1
T
24
SCALE: NONE
BUILDING CODE - 1997 UNIFORM BUILDING CODE
OCCUPANCY GROUP F -1
CONSTRUCTION TYPE - - III
FLOOR AREA - - - 197650 SF
BUILDING HEIGHT -- - - - 18 FEET
STORIES ONE ”
ACCESSIBILITY REQUIREMENTS - NOT AFFECTED
FIRE PROTECTION SPRINKLERS
INTERIOR WALLS NONE
STRUCTURAL FRAME - - STEEL
F!OORS - - SLAB ON GRADE
' INDEPENDENT 2- STORY STRUCTURES (OFFICES AND REST ROOMS) ARE LOCATED WITHIN
BUILDING FOOT PRINT. THESE STRUCTURES ARE UNAFFECTED BY 91-1I3 WORK.
SCOPE OF WORK:
AREA 1.
ADD ANOTHER TWO TON CRANE TO EXISTING RAIL AND TWO TON CRANE SYSTEM AND EXTEND EXISTING RAILS
TO COLUMN UNE 5.
ARFA 7:
MODIFY THE EXISTING TWO -TON BRIDGE CRANE AND, RAILS TO ACCOMMODATE TWO ADDITIONAL CRANES. THE
EXISTING TWIG P39 BRIDGE WILL SPAN TWO 24' BAYS AND TRAVEL 40' EAST - WEST. THE NEW TWO -TON AND
THREE TON BRIDGE CRANES WILL SPAN ONLY THE SOUTHERNMOST 24' BAY, BUT 4NLL TRAVEL 30' EAST - WEST.
^ °.,.F d thCit the Plan ' Check r
understand �
4 iter t 10 errors and onitssions
t��t j cote .i€
j ? + eii l b as a
° I Ali 't
PERM a +aL:
Harris Group Inc.
KENWORTH TRUCK COMPANY
MANUFACTURING ENGINEERING SUPPORT
COVER SHEET AND DRAWING INDEX
REVISION
=MEM = DESCRIPTION
-_IN
mum al
--- NI
mumm - '.
mum
au
DATE BY
MEM
B 6/28/99 DHJ
DHJ
ENG CHK'D BY
APPROVED
DHJ 06
DHJ 06
LN
APP'D
REVISIONS
DESCRIPTION
4 6/25/99
ISSUED FOR PE RMIT
PRELIMINARY
FRET. VINA F , SSI:E
DWG CUK 0 BY
ENGINEER BY
DATE
14arris Group inc.
KEN WO T- COMPANY
MANUFACTURING ENGINEERING S'!PPORT
CONSTRUCTION NOTES:
A. CNERAL:
O\ZBB :6C, -9' UNIFORM SOLOING CODE ,U8C!
AEE91T ANAL CODES >NO SPEC3FTCATIONS GOVERNING THIS WORK ARE
INCLUDED IN ..HESE NOTES.
SITE CEC''"RP'T *CAA wILL 60 N AN EXISTING BuILO'eG.
C :ORE- E WORK A oti NGC4NG OPERATIONS TO MINIMIZE
C;,,,T P1T LORI.
FIELD vEA TCAT3#A FIELD vER9FY EXISTING DIMENSIONS,
LEVATICRS, AN4 _'ETA."+LS PRIOR TO FABRICATION OR CONSTRUCTION.
DB E'NS9!ONS. E °L :'A I, NS, A'ND DETAILS OF 'EXISTING STRUCTURES
DESSNATED 05 „REF` ARE ,NCILiCED FOR REFERENCE ONLY AND MAY
NOT REr'"LCT ACT1; =AL FIELD CONDITIONS. NOTIFY OWNER OF
DISORE;PA „NO.ES 2R CAIIISSSONS BEFORE SHOP DRAIMNC SUBMITTALS,
s 0ST , ^DNS ;;SUBLECT TO APPR0v9& BY OWNER!:
SL'�EMIT SL ST71.r7ZvS FOR SPECIFIED PRODUCTS PRIOR TO BID -
N' i OE ^L.f69E'NTA1TA SATISFACTORY TO OWNER THAT SUBSTITUTION
S E'wLAL 1R EE ER MAN E ECIFIED PRODUCT,
V DAB *0I - , TT, SUBMIT ?YO PRINTS OF SHOP DRANnNCS
• cE Te eY BEFORE e 9RIcA`i;B+I
7UPCRAR11 :'NS'?S;;TIION PROTECT EXISTING FACILITIES
A^E ” EE' `a`' T4E A RAC.. PROv0DE TEMPORARY BRACING AND
SHORING o "?FORA1 T 'AORK,
9. DESK+ LOADS:
!B-:.- t. Ar'.? H, EAPGSLRE B `iiRC\
SES00 Z_TNE . e,CS
SNC °re
25 PS*' RDA LOAD
t. S TUC 1JRAI AND UISC FLLANFOUS STFFL:
CONFE?R.M WITH
THE FOLLOWING ADDITIONAL. CODES AND SPECIFICATIONS:
Y s"s' F: AT FOR STRUCTURAL STEEL BUILDINGS, AISC. 1989
• 1« uE :F STANDAR: BRAC,TTCE FOR STEEL BUILDINGS AND
BRI C'OE9 a6S:', +986:
ETALC,IBA.. *E.LDINS CODE - STEEL. A'WS D1.1
A SHAPES PLATES.. A.ND BARS: ASTM A 36 TY?1CAL UNLESS NOTED
, DTHERmIISE. mATERiAL NOTED AS GR. 50 SHALL CONFORM
O AST'AA A5 �2 0R, 50. OR ASTIR A9B2.
P *ES: 5"w A 53. TYPE E 0R S. GRADE 9
�. 'TIJ9E5: .ASTM A 5C5 GRADE 9
BO`T:NG k THREADED = : STEEE s.
A _CATS 05194 A 225 -6 . USE 3/e DIA UNLESS
OTHEAAsE NOTE
5 TIREA €D RODS, AST: A36
AELLNNG:
o ALL AELD+NG SHALL BE PERFORMED BY 'WA80" CERTIFIED 'ALEDERS.
wrLDING ELECTRODES SHALL BE E7OXx, LOW HYDROGEN. UNLESS
NOTED OTHERWISE
„LIT '' iS 9IALL BE INS?ECTED BY v1SUAL INSPECTION.
AIL F LL PENETRATION 'WELDS SHALL BE INSPECTED BY ULTRASONIC MEANS.
SUBMIT ,DETAILED SHOP DRAWINGS TO THE OWNER FOR REv1EW.
FABRICATE US NG REVIEWED SHOP ORAw1NGS.
CDMP!wR JOINT PENETRATION WELDS WILL REQUIRE SPECIAL INSPECTION.
D. ANCHOR eDi TS::
ADHES AR ANCHORS: HAS T-RE ADED RCS. SET IN HIT HY -150
ADHESIVE AS MANUFACTURED BY HILT1-
EXPANSION ANCHORS: KNR!( -BOLT 11 BY HILT]. TTPE 316
STAINLESS STEEL.
.; NNESS OTHER'MSE NOTED ANCHOR BOLT'S SHALL CONFORM
TO A.ST)A A30 GRADE 'A" OR SHALL BE FABRICATED FROM
ASTM A.36 STEEL AND PROVIDED 'NTH HEAVY HEX NUTS AND
HEX HEADS_ 00 1 =0T WELD NUTS TO BOLTS.
NUTS: 0594 A 563, ;BADE A
WASHERS.
a. FLAT 'WASHERS ANSI 618.22.1. ASTM 6 36 MATERIAL.
B.JATE OR CUT 'W ASHERS: ASTM A 36
APR
IP4'OJEv'
99 - 10559
DRAWN° NUMBER
RECEIVED
CITY OF TUKWILA.
GENERAL NOTES
10559 --S1
_V % B
q
GNAW C "m T I TL
T -1
SCALE: 1/4" 0 1' -0"
20' -0"
DOST.G:G BEAM
NOTE 6
T -1
AREA 1 — BRIDGE CRANE EXTENSION PLAN
TDS ELEV TO MATCH EXISTING
REVISIONS
RE'I' DESCRIPTION DATE
MEM
BY
APP'D
R EVISION S
DESCRIPTION
EXIST
CRANE RAIL
e 3/4x6x0' -10" E)
e 5/8x3x0' -10" E)
e 3 /4xlox1' -2' (E)
e 3/4x12x1. -2" (E)
E 3/4x6xO' -10"
E 5/Bx3x0' -10"
e 3/4x10x1' - 2"
DIAG. L4 BRACING
NOT SHOWN FOR
CLARITY
3/4x12x1' -2"
(NOTE 1)
SECTION O A
SCALE:1 /2 " =1' -0"
SEE PLAN
SECTION
SCALE: 1/2 " =1' -0"
ED
ISSUED FOR PERMIT
PRELIMINARY
PREL'MINARY SSUE
3/4" THREADED ROD (E)
4 1/2"
3/4" THREADED ROO
2- 3/4 "®
THRU -BOLTS
MODIFIED W12
CRAIN RAIL
L3x3x3 /8
x0' -6" LG
NS & FS
NOTE 2
W12 (MOD.)
CRANE RAIL
CJP (NOTE 2).
GRINO TOP OF
BOTTOM FLANGE
FLAT FOR
WHEEL TRAVEL
PRO.AECT
99 -10559
DRAWING NUMBER
2. SPECIAL INSPECTION REQUIRED.
1. TORCH CUT AND GRIND ENDS OF EXISTING
CRANE RAIL BEAMS TO PREPARE FOR WELDING.
3. AFTER FINISH PAINT IS APPLIED, PAINT
"3 TON CAPACITY' IN 2" HIGH BLOCK LETTERS
ON BOTH SIDES OF W12 BRIDGE BEAM.
4. NUTS FOR THIS CONNECTION ONLY (3 PLACES)
TO BE TIGHTENED TO "SNUG TIGHT" CONDITION
PER AISC SPECS FOR A325 BOLTS, PARA 8(c).
5. ADD SPACERS (IF REQUIRED) TO END TRUCKS.
6. CRANE SUPPLIER TO PROVIDE 4' OF HOOK TRAVEL
SOUTH OF SOUTHERNMOST RAIL. ON NEW AND
EXISTING BRIDGES.
RECEIVED
CITY OF TUKWI A
Harris Group Inc.
KEI CO17P : Y
MANUFACTURING ENGINEERING SUP''ORT
AXLE TACK BRIDGE CRANE — AREA 1
PLAN & SECTIONS SHEET 1 OF 2
10559 —S2
REV*
DIST
W12
3/4 x 4 1/2 x
ORAwlINIL1 Nu. r
at.
3/4 x 10 x
(4) 3/4 THR
ROD (10 GALI.)
w/ 091. TS 7 et
BOTTOM AS s-Loym
MODIFIED
1/2
DETAIL
SCALE: 1-0*
IE. 9 • MI P.
,
T
*12
CRANE RAIL
EA END
EXIST
J1 1/2x2x1/4,
TP UNO
4
5 SPA 0 6 = 30*-0 (R,F)
L 4 x 4 x 1/4
(ryP.)
25
EXIST JL4x4
1 BOTTOM 0-tORD
,° OF EXIST. TRUSS
SECTION
SCALE 1"=1"-0
REVISIONS
"—TACK WELD SPACER
BAR = TRUSS L
THICKNESS TO
BOTTOM It (TYP.)
DESCRIPTION
EXTEND EXIST.
It AS RECI'D.—\
EXIST. RAIL
REV
DATE
8Y
AT GRID LINE 5
SECTION
SCALE 3/8
APP'D
EXIST
TRUSS
TYPICAL (3) PLACES
(GRID LINES 3, 4 dc 5)
REVISIONS
A
EXIST
JL4x4
10559-52
DESCRIPI1ON
6/28/9S" DHJ
6/25/9.S. DHJ
DATE BY APP'D
A
REV
EXIST. RAIL —'
ISSUED FOR PERMIT
PRELIMINARY
PRELIMINARY ISSUE
A E
DWG CHK'D 8Y
ENGINEER BY
EN CHK BY
SCALE: AS NOTED MO DAT YR
DRAWN BY DHJ 06 02 99
PROJECT
06-02-99
99-10559
NUMBER
DRAWING
RECEIVED
CITY OF TUKWILA
N ! :4 nharrs Group inc.
KEN WO y, PANY
MANUFACTU • AC; SUPPORT
AXLE TACK BRIDGE CRANE — AREA
SECTIONS & DETAILS SHEET 2 OF 2
10559—S3 via\I
R \ i
WI2 'COL
�—, 5
— 14T�
t y1T5x1
r _ i EXTEND GUSSET
R 1/2 FIELD
s EXIST CONN VERIFY
t + � PLATE 1/2"
S hs (FIELD VERIFY),
x2 1 1/4
TYP
WT5x15
I
6
I CRANE
RUNWAY
—515 CRANE RAI
515x50 GR. 50
'TW + PLCS)AI
SS
FIELD MEASURE
& CUT 00 FIT
WTS, TYP
PLAN
DETAIL
SCALE: 1/16
5 SPA 0 6' -0" = 30' -0" (REF)
REINFORCE EXIST
JL4x4 w/ WT5x15
TYP (SEE NOTE 5)
24' -0"
RAIL SPUCE LOCATION
(TYP 4 PLCS)
TYPICAL (6) PLACES
SECTION
SCALE: 3/16 " =1' -0"
EXIST
JL4x4
10' MIN. SEPARATION
WHEN LOADEDI(NOTE 4)
EXIST
TRUSS
REV
DATE
DETAIL
BY
APP'D
CRANE t
RUNWAY
REVISIONS
L I RUNWAY
RAIL
RUNWAY
RAIL
DESCRIPTION
12"
NOTE:
WT5 NOT REQUIRED
THIS PANEL
S15 CRANE
RAIL
EXIST
-IL 3
2 2 1/2
EXIST
JL4x4 ' 1
t CRANE
RUNWAY
1/4
6 -0"
ISSUED FOR PERMIT
PRELIMINARY
DETAIL SIM.
?REL :M :NARY 'ISSUE
SPACER BAR
TACK WELD TO
UPPER PLATE AFTER 1
ASSEMBLY, TYP —
EXIST
JL4x4
DETAIL
SCALE: 3/4 " =1' -0"
TIP. CONNECTION 0 TRUSS
(15) PLACES
EXIST
JL4x4
11"
ELEVATION
EXIST CONN
PLATE 1/2"
(FIELD VERIFY)
FXF RES: E/ OD
ELEVATION
DETAIL
SCALE: 3/4 " =1' -0"
99 -10559
NOTE;
FIELD VERIFY HEIGHT,
THICKNESS OF EXISTING
CONN. PLATE. MATCH
HEIGHT, THICKNESS OF
NEW PLATE TO EXIST
CONN. PLATE.
S15 CRANE RAIL
DRAWING :NUMBER
EXIST L4k4
TRUSS CHORD
Q 5 /8"x1116"
Q SPACER (VERIFY)
t 5/8"x11 x1'-2"
Ft_ SPACERS (VERIFY)
It_ 5/8 "x11x1' -2"
Q. SPACER (VERIFY)
ft 5/8 "x11x1' -2"
� — (4) 3/4`0 THREADED RODS
W /DOUBLE NUTS (NOTE 2)
EXIST
JL3x2 1/2
515
CRANE RAIL
NQTFS:
1. AFTER FINISH PAINT IS APPLIEO, PAINT "3 TON
CAPACITY" IN 2" HIGH BLOCK LETTERS ON BOTH
SIDES OF 515 BRIDGE BEAM.
2. NUTS FOR THESE CONNECTIONS (4 PLACES) TO BE
TIGHTENED TO "SNUG TIGHT" CONDITION PER AISC
SPECS FOR A325 BOLTS, PARA 8(c).
3. FOR GENERAL CONSTRUCTION NOTES SEE
DWG 10559 —S1.
4. ADD SPACERS (IF REQUIRED) TO ENO TRUCKS.
5. OBTAIN PERMISSION FROM PLANT SUPEP`TSOR PRIOR
TO REMOVAL OF UTILITIES THAT INTERFERE WITH
CONSTRUCT0 ORCEMENT
CITY OF TU ILA
ris Group Inc.
JUN
KEN WO a TRUgc Q DYP ANY
MANUFACTURJ 'ENCeffillZiOG SUPPORT
AXLE SET BRIDGE CRANE -" AREA 2
WT5
6.7.99 PLAN, SECTIONS & DETAILS SHEET 1 OF 2
10559 —S4
FOR INFORMATION
NOT SHOWN
SEE DETAIL
COP (NOTE 2).
CG MD TOP OF >
BOTTOM FLANGE
FLAT FAR
W4 Eaa nAVEL
A
- (4) 3/4 ° 0 THREADED
RODS W1TH DOUBLE
NUTS (NOTE 1)
5/8
- 11 SPACER (VERIFY)
r - X 5/8 ° x11x1' -2
�— t SPACERS (VERIFY)
�--
ft 5/8 ° x11x1' -2
t SPACER (VERIFY)
IC 5 /8 ° x11x1' -2"
E'JISICNS
DESCRIP'lON
S15
MONORAIL
REV
DATE
BY
APP'D
(opt
SEE PLAN , %,SEE PLa
REVISIONS
DESCRIPTION
3
515
MONORAIL
'"--2- 3/4 ° 0
THRU -BOLTS
L3x3x3/8
x0' -6" LG
NS & FS
A 6/28/95
REV :;o'E
I? 5/8 "x11x6"
t SPACER (VERIFY)
fL 5/8 "x11x1' -2
t SPACERS (VERIFY)
F.5/8 ° x11x1' -2
t SPACER (VERIFY)
5/8"x11x1' -2"
DHJ
BY
(„ISSUED FOR PERMIT
APP'D PREL INTRY ICSL E
SECTION
SCALE: NOT TO SCALE
WT5
I 2 -4
3/16 2 -4
`p
A Lam
EXIST JL4x4
TRUSS CHORD
STAGGER TO
MIN WARPING
OF EXIST TRUSS
SCALE: AS NOTED
DRAWN BY
DWG CHK'D 9Y
ENGINEER BY
ENG CHKD NY
NTNTO4ED
DATE
D°CuEC
KE
PM
6.07.99
99 -10559
MC DAY YR
6 07 99
6
t
SECTION
SCALE: N0T TO SCALE
RA`MNC NUMBER
TRUSS CHORD
EXIST JL4x4
CIV �
SECTIONS & DETAILS
10559 —S5
STAGGER TO
MIN WARPING
OF EXIST TRUSS
NOTES:
1. AFTER FINISH PAINT IS APPLIED, PAINT "3 TON
2. NUTS FOR THESE CONNECTIONS (4 PLACES) TO 6E
TIGHTENED TO "SNUG TIGHT" CONDITION PER AISC
SPECS FOR A325 BOLTS, PARA 8(c).
3. FOR GENERAL CONSTRUCTION NOTES SEE
DWG 10559 -51.
Harris Group Inc.
KENW• _> ti'EKIVINA',ANY
MANUFACTU I G ENGINEERING SUPPORT
AXLE SET BRIDGE CRANE — AREA 2
SHEET 2 OF 2