HomeMy WebLinkAbout1 LEGOLAND DR; ; CB002319; PermitL/[v City of Carlsbad
06/27/2000 Patio/Deck Permit Permit No:CB002319
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Reference #:
Project Title:
1 LEGO DR CBAD
PATIO
2111000900 Lot#: O
$11,100.00 Construction Type: NEW
LEGOLAND SKY CYCLE STATION
1200 SF SHADE CANOPY
LEGOLAND CALIFORNIA INC <LF> LEGOLA~D-ESTATES AG
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
ISSUED
06/19/2000
JM
06/27/2000
06/27/2000
Applicant: ___..Owner:~·
LEGOLAND CALIFORNIA INC <LF> LEGOl:AND ESTA")2ES:AG!\
C/0 PROPERTY TAX SERV co / ( ~ ~QJ>R0'1E~F)TAX SERV ffl1 06/27/00 0001 01
P o Box 543185 /(y~~ p,0-a0x,5t~·~ eys;J ~ c-PRMT
DALLAS TX 75354 \'::::::!) DALL.AS TX 753~~~
Total Fees:
In~ ~/r1/\c-~~ <a~
$217.39 / ~if'ey~}" ~a18i1ljeDue: $132.19
r) -I • ~ ", ~/1/ ,n .~ \
FINAL APPROVAL
Date: 4P~& Clearance: _____ ____
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permitwas issued to ptote§t imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any.subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy
changes, nor planning, zoning, .grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any
fees/exactions of which ou have reviousl oeen iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired.
2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161
02
132-19
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr •• Carlsbad CA 92009
(760) 438-1161
1,
FOR OFFICE USE ONLY .
PLAN CH~K NO. cli ~Z?,£1,
EST. VAL, l ( l ()0
I of Bathrooms
,2.
Telephone, Fax,
·3,
Name
Neme
&. · CONTRACTOR·. COMPANY.-NAMETrt~)t:':.1 !'ti"-lr:. :!":·:.i';;..~1-·· "·:·.
!Sec. 7031.5 Bu1in111 and Prof111iona Code:. Any City or County which r1quir .. a permit to c0n1tOACt, 1iter, -improve, dlmolllh a, repair eny 1tructur1, prior to its
issuance, 1110 r1quirea the applicant for such permit to file a algnad atat~ent that ha ia lictnnd pursuant to tha proviaiona of the Contr1cto,'1 License Law
(Chapter 9, commending with Section 7000 of Dlvillon 3 of the 8ulinlaa and ProfNilona Code) a, that ha la eul'!!Pt lharefrom, and thl bui1 for thl 1U1g1d
exemption. Any violation of Section 7031.6 by.any applicant for,1 permluubjlctl the applicant to a clVil penalty of not more lhln five hundred dollars ft500ll.
N1m1 Addr111 City Stell/Zip Telephone I
Stet• Ucena1 I ________ _ Uc:ena1 Cius __________ _ City lualneu LICIIIII , _____ _
D11ign1r N1m1 Addtua City State/Zip Tll1phon1
State Ucenae I ________ _
·e •.. WORKERS'.COMP&NSATION,.l:i.:,i.'.:!~-:::;,~::~:_ ..• '.' .. :: .. ~: .•. --• ,... .. .... . . .... . . .. . . .
Workers' Compenaation D1clar1tion: I hereby affirm under Plll\eltY of perju,y ona of the following dlclar1tiona:
O I have and will maintain I canlflcete of consent to 11lf•inaure for workers' cornpenaaJion H provided by Section 3700 of the Labor Code, for tha parf01m1nc1
of th• work for which this permit la lsauad.
O I have and will maintain workers' companotlon, u required by Section 3700 of thl Labor Codi, for th1 Plrlorrnanc:e of the work for which this permit is
issued. Mv worker's compensation lnsur1ni:1 cerrier and policy numbe, are:
IMurance Company------------------------Policy No.___________ Expiration D1t1. ______ _
!THIS SECTION NEID NOT IE COM~ETED If THE PERMIT IS FOR ONE HUNDRED DOLLARS 1noo1 OR LESS)
O CERTIFICATE OF EXEMPTION: I certify that In thl performance of the work lor which this Pll'mit la iaaued, I ahell not employ any p1r10n in any menner 10 11
to become eubj1ct to th• Work1re' Compena1tlon,L1ws of C1lif01nia.
WARNING: Fallw1 to HCUfl woril1ta' campanaatlon COVIIIII la Wllawful, and 1111111 IUbjact· an employll' to Cflmlnlll ........... and clvll flnla up to -hundred
thoueand dollar• It 100,000J, In ~ to tha coat of. compenaatlon, dlmegel u Pf~ fo, In Saot1on 370I of tha Labor coda, lnt1t .. 1 and enomey•a fNI.
SIGNATURE.______________________________ DATE ________ _
·1. · OWN!R-IUII.DER'D!CL'ARATION'!'i·w••:: -~\·;: ·::·, .... _. .. • ·· ... , · .. ·-· · '.
I hereby affirm that I 1m exempt from the Contractor's Uc1nn Law for th• following reason:
O I, as owner of tho property or my employ ... with w1g11 11 their 1011 comp1n11tlon, will do the work and the 1tructure 11 not intended or offered for Hla
(Sac. 7044, BusinH1 and Profeuiona Codi: Thi Contrec:~or·a Uc1na1 i..tw doaa not 1pply to an owner of P,GP!N\Y·who !:luilds or lmprov11 thar1on, and who doH
such work himHII or through.Iii• own 1mplo'Vffl,· provided that such lmprov1mant1 are no_t lntandld or ottered fa, aale. II, how1var, the building or improv1m1nt is
i wlthin one y11r of c:ompl1tion, the OWMl'•bui!der wlU have the burden of proving that hi did not build or i~P,l'ove for thl pu,poae of 11111.
I, 11 owner of th1 property, 1m-exc:luslvely contracting with llc:-ld contractors to c0n1truc:t the projact CSac. 7044, lualnaaa and Profuaiona Codi: Thi
tr1ctor'1 Liclnae Law dou not JPIIIY to an owflll' of proPl'tV who builds or lmprovu thereon, and contrac:ts for IUCh projact1 with contractorlal lic:-lld
putauant _to the Contractor'• Ucenae Law),
O I am exempt under Section ______ luilnlsa arid ProfeNlons Codi ior this reason:
1; I p1raon1lly plan to provide the major labor and matorllla for conatructlon of the propoald·prop111y.lmprovemant. 0 YES ONO
2. I lh1v1 / h1v1 not) 1lgn1d an 1ppllcatlon for I! bulldlng permit fo, thl praposad work.
3. I have cont~actld with the followlng.pt1r101:1 lfirml to provide the propo11d c0n1tructlon (Include nam1 / addrua / phone number/ contrec:t911 lic11111 numbarJ:
4. I plan to provide portions of the work, ~ I have hired the following p1r1. to coordinate, supervln·1nd provide tha major work (include name/ addti11 / phone
number/ contractora license numbar): ___ ..,..·_---,4-..,....-,A~-~-------------------------------
5. I will provide some of the work, but I hav1 c:ontr wirig·per1or11 to provide iha work lndlcetad lincludi nam1 / 1ddt111 / phone number / type
of work): ·
PROPERTY OWNER SIGNATURE A,....,...,:::;.;....-y1.~.1:-..,,..~-Dl-:a-,u-Jh:..~-----I-------DATE -~~~...r...~~.!:c):::::..,_
COMPLETE.THIS.SECTION FO ' .ONL;Y,:,:.:,,.;., .. ,::· .... ;·· .--_ .. , .. , : ,, , ·. :·.1 .
Is the 1pplic1nt or future building occupa r•ad to eubin!t it ' tlly hazardous matltiala ·r1glstr1tion ~~ ri1k manag1m1nt and pr1vantion
progrem under Sections 25505, 2653;i 25634 .of th1°Praaley-T1Mer He11rdou1 Sub1tanc1 Account Act? 0 YES lli:r'NO
Is the applicant or future building occ:up t required to obtain• permit from the alt pollutlon·control.dlatrlct or air quality m1nagem1nt diatrict7 0 YES ~
Is the facility to be constructed within 1,000 f11t of the outer boundary of a school aite7 D YES g<o
IF ANY OF THE ANSWERS ARE YES, A ANAL CE!ITlflCATE OF OCCUPANCY MAY NOT IE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
8, ... ,.CONSTRUCTIQN LENDING~GEN~ltt~~:ffiJ·~,;;;;.\'..:J,;J;:,'.Yt.:·;., .. _.,:_',f: ' .'· ,;:: , .. · .'· .:._ .. ,. .• -.:·. .. .. ·-·-:: .. · ...
I horeby affirm that there ia a construction lendlng,agani:y for the p1rform1nc1 of th1 work for.which this permit la i11ued (Sac. 30971il Civil Codel.
LENDER'S NAME--------------,.-LENDER'S ADDRESS ______________________ _
·9. APPLICANT CERTIRCATION,r:,_i:/, ,_l';;:;:1::·.:.:·;(; ;,d.0/:;-:'.:. _·,,_-:•····,: :; ... ' •• .... •• •
I cartify that I have read the 1pplic1tion and state-that the.above Information Ii correct.and that the Information on the plans la accurate. I agrH to comply with 111
City ordin1ncea and State 11w1 relating to building conatruction. I hareby authorize repr111ntatlv11 of the Cltt of Carlabad to enter upon tho above m1nt1on•d
property tor Inspection purp0H1. I ALSO AGREE_ TO SAVE, INl>EMNIFY ANO KEEP HARMLESS THE CITY Of CARLSIAO AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUEAOAINIT IAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is r1quirad for excav1tlona ovar 5•0• dNP and d1molltlon or construction of 1truc:tur11 over 3 1torl11 In height.
EXPIRATION: Every permit l11u1d by the ~llllldlng Off I th1 provlalona of this Codi 111111 expire by·llmltatlon and b1com1 null and void If th• building or
work authorized by euch permit la not °'1min · _ f IUCh permit or If the building or work authorized by auch permit 11 auapendod
or 1bendoned at any tim1 a~?• wor period or 180 dava Ion 108.4,4 Uniform Building Codi). ~ / _ /
APPLICANr·ss,aNATUR~---.....,.~·--4 .,;;.____ oATE G//?/ol:>
L
,.
City of Carlsbad Bldg Inspection Request
For: 8/31/2000
Permit# CB002319 Inspector Assi~nrnent: TP --,---
Title: LEGOLAND SKY CYCLE STATION
Description: 1200 SF SHADE CANOPY
Type:PATIO Sub Type:
Phone; 7605354307
Job Address: 1 LEGO DR
Suite: Lot O -/7
Location: Inspector: ~
APPLICANT LEGOLANb CALIFORNIA INC <LF> LEGOLAND ESTArES AG
Owner: LEGOLAND CALIFORNIA INC <LF> LEGOt.AND ESTATES AG
Remarks:
Total Time:
CD Description
19 Final Structural
Associated PCRs
Inspection Histocy
Date Description
7/21/2000 11 Ftg/Foundation/Piers
7/21/2000 12 Steel/Bond Beam
7/21/2000 72Awning
Act Comments
Requested By: CHRIS ROMERO
Entered By: ROBIN
Al!_ _____________ --'--
Act lnsp Comments
CO TP (2) CAISSONS TO SHALLOW
CO Ti=>
WC TP
r AUG-~3-00 09:09 FRfM-. r-.so P.02/02 F•097
-,
Repo4No..
Ldcdon:
MTWTFSS
a V.,."Rlhlf:
LEIGHTON AND ASSOCIATES, INC.
DAILY FIELD REPORT
I
e·sGU Corporati.on
'l.n ~artnersliip witli (jovernment for '.Buifaing Safetg
DATE: June 23,. 2000
JURISDICTION: Carlsbad
PLAN CHECK NO.: 00-2319
PROJECT ADDRESS: 1 Lego Dr.
PROJECT NAME: Shade Structure
SET:I
Sky Cycle -Stat.on Area
[:8J The plans transmitted herewith have been corrected where .necessary and substantially comply
with the jurisdiction's building codes.
D The plans tra.nsmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are reso!ved and checked by building .department staff.
D The plans transmitted herewith have significant deficiencies identified-on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check _listtransmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck. . . .
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person. ·
D The applicant's copy ofthe check list has been sent to:
[:8J Esgil Corporation staff did not advise the .applicant that the plc;1n check has been completed.
D Esgil Corporation staff did advise the applicant that the .plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by: ) Fax#:
Mail Telephone Fax In Person
[:8J REMARKS: Special inspection will be required for the caissons and field welding.
By: Kurt Culver
Esgil Corporation
0GA 0MB 0EJ 0PC 6/20/00
Enclosures:
trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-}46~ + Fax (858) 560-1576_
~ . ·' Carlsbad 00-2319
June 23, 2000
VALUATION AND-PLAN CHECK FEE
JURISDICTION: Cadsbad
PREPARED BY: Kurt Culver
BUILDING ADDRESS: 1 Lego Dr.
BUILDING OCCUPANCY: A4
BUILDING BUILDING AREA
PORTION (Sq.Ft.)
Shade Canopy 1000
-.
..
Air Conditioning
Fire Sprinklers
TOTAL VALUE
PLAN CHECK NO.: 00-2319 .
DATE: June 23, 2000
TYPE OF CONSTRUCTION: V-N
VALUATION · 1 VALUE' ($) I MULTIPl,.IER
9.25 9,250
-
--
. .
..
9,250
D 199 UBCBuilding Permit Fee [g] Bldg. Permit Fee by ordinance:$ 113.58
. ' '
D 199 UBC Plan Check Fee · ~ Plan Check Fee by ordinance.: $ 73.82
Type of Review: ~ Complete Review D Structural Only D Hourly
D Repetitive Fee Applicable 0. Other:
Esgil Plan Review Fee:
Comments:
$ 59.06
Sheet 1 of 1
macvalue.doc 5100
AUG-02-00 17:16 FROM-
;•
CASTECH CONSULTlNG-ENGINJmRS
445S TORRANCE aLVD •• #414
TOBR.ANCB..CA.,90503
PHONB: {310} 214-3994 ,
STRUC'l'URAL CALCULAUONS
FOR.
T-.449 P.02/04 F-092
LEGO LAND BNOJNBBRlNG FlBLir SUPPORT
SHADE CONCBPTS1 INC.
JOB NO. 00125
....
-·
AUG-02•00 17:16 T-«9 P.03/0.( F-092
. . ..
CASTECH COM;;ULTJNG ENGJNEERS ~ TORRANQE BLVD.,#414
TORRANCE.M.s 90503
!NGINEE~: 0.J.CASTAN PROJECT NO. D0125
PROJECT, I.EGO LAND ENGR-FIELD~UPPORT , DATE~ 07/19JDO
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P'LANNIN.G/ENCINEERINC .APPROVALS
PERMIT NUMBER ==CB::;.._::2;..:,.J...,../_°!..______,._....,......_,_ bATE b ~ 23-ct)
ADDRESS _1_· L£Go (}tf,IL/£
RESIDENTIAL TENANT IMPROVEMENT
RESIDENTIAL ADDITION MINOR
( < $10,000.00)
PLAZA CAMINO REAL
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFlt:E BUILDING
OTHER Sh01.de -S--fo.Jc:fvre -Gr-Sky Cy ck _S~ficn c/mq
PLANNER ~. 7k . DATE .-G2J-00
ENGINEER -----------DATE ___ --~-----
ooes/Mlsforms/Plannlng Engineering AJ>provals
Carlsbad Fire. DeP,artment 002319
1635 Fars3day Ave.
Carlsbad, CA 92008
Fire Prevention
(760) 602-4660
Plan Review Requirements Category: · .Building Piao
Reviewed by: Date of Report: 06/28/2000 ------.....------'---'-----,,--
Name: JIM FEND
Address: 1 LEGO DR
City, State: CARLSBAD CA 92008
Plan Checker: Job#: 002319 -------
Job Name: Legoland California Bldg#: CB002319 --------------------------..,......-
Job Address: 1 Lego Dr Ste; or Bldg. No.
IZI Approved ·
D Approved
Subject to
D Incomplete
Review
FD Job#
The item you have submitted for review has been approved. The approval i~
based on plans, information and / or specifications provided in your .submittal;
therefore any changes to these items after this date,, includin9 field
modifications, must be reviewed by this office to insure continued conformance
with applicable .codes and standards. Please review carefully all comments
attached as failure to comply with instructions in this report can result in
suspension of permit to construct or instaH improvements.
The .item you have submitted for review has been approved subject to the
attached conditions. The approval is based on plans, information and/or
specifications provided in your submittal. Please review carefully all comments
·atti:iched, as failure to comply with instructio't1s in this report can result in
suspension of permit to construct or install improvements. Please resubmit to
this office the necessary plans and I or ~pecifications required to indicate
compliance with applicable codes ahd standards.
The item you have submitted for review is incomplete. At this time, this office
cannot adequately conduct a review to determine compliance with the
applicable 'codes and / or standards. Please review carefully all comments
attached. Please resubmit the necessary plans and/ or specifications to this
office for review and approval.
1st
002319
2nd
FD File#
3rd Other Agency ID
•
•
•
CASTECH CONSULTING ENGINEERS
4455 TORRANCE BLVD,, #41-4
TORRANCE,CA.,90503
PHONE: (310) 214-3994
STRUCTURAL CALCULATIONS
FOR
LEGO LAND MO:OEt # 6 CANOPY
SHADE CONCEPTS, INC.
JOB NO. Ob85
I
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I ~ • ~
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TABLE OF CONTENTS:
'1ODEL 6
~ 80 MPH DESIGNS
GENERAL DIAGRAM ----------. -----------· -··---------_ ----------------------· · -----------------------------------1
WIND I CABLE I MEMBER LOADS ------------------.,.--------------------····------.,.-------------------------2-5.
FINITE ELEMENT MODEL D..il6'JRAM --"'------.,-----------------------··----·--------·---------------------------6
LOAD FILE -------------------------··. -... ------------------.----------------··--------------------------------7
8 FT. MODEL
-----,-----·--'------· .--: •• ·.'.:
0
--. --------------. -----------------------------8-11
EMENT AN AL YSIS ___ ;_ ________________________________________________________________ 12-22
-COL MN BUCKLING----------,-----------------------------··-----··----------··-·---------------23
-F TING DEPTH I FLEXURE -'"--"'-------------,,-----------------------::-::---------------------------24 . ··-· .. ---~. .
-ASE PLATE W / ANCHOR B,Pt-T~-:-----------.,·:~:~--------"' _____ :_ ___ ::;:··------.C.-----· -:-~~---·· 25-26
/ 10 Fr. MODEL . . --
. -BULK DAT A---------.----------------------------------. ----.. -----····----------------... -----------27-30 .. :.· ,.
-FINITE ELEMENT AN Ab YSI~,------.:.;., .. ,.,.----------,-~----··--------::::-:----· ·----------····------··-:;;-=-------3 ! -4:?
r • • • ---• •. • --'~-· . . ~"' ~ -
-COLUMN BUCKLING--... ,.,:... - -.. ------------··------------· .. · · ·---------4?.
··:·.)
-FOOTING DEPTH I FLEXURE ,..,..... _ -~~_-_:::·~-----------------------.,-··------· .. -----· 1t)
-..... .
-BASE PLATE WI ANCHOR--:i30Ll;S --.----z:,-,.~ ..... ---··---------------.. ---------··-45-4'5-. .... ~ --· --
12FT. MODEL
-BULK DAT ---'--------------------,-----------------------------------47-50
EMENT ANALYSIS-.,...--.---------------=---·· 51-61
-cot\J ·N Buct~~.:..:t..,,__.;·:---·-_._.· __ ._. ---,..--·-··--~·-: . .-_:, ..... :_, ··-· ---··-~---·---· .:·-~· -n1 ______ _; __ _;_:. 62
:::,.. . . : .. .
-For NG DEF"tif ttmffiXURE · · ------· ----· -·-· 2.· ·--· __ . -----~·-. '.:... ·---··-·---··----. ----· 63
•I' • •• ·-·· .f. :._
-B. ~E-PLAT}.W/ ANCHO~~TS ---..,--~----~.:---------------· ~----------------------~~---~?~;5
110 M,rH DE8IGNS:.,_ ··:
GENE DIA GRAM.::.: ________ . ---------------------· · :·· ----. . .. ---. -..... --------------------------66 . .
WIND 7 CABLE/ MEMBER LOADS ------------·----·--·~-,:--.. --~!.·, __ ..: .. _.: .. .:. .. .: ___ :_ _________________ -------·------67--70.
... • ' -.,,. ' • ,.. > • .. • • • • --• .•
____ __,.,___. .. --------------------------... --·--------------------·---·------------··--· ---· ·-71
, . .
SFT. MODEL
-BULK DAT A ------------------· ----------------------------· -----------------------------------------72-7 5
-FINITE ELEMENT ANALYSIS ----'-~-----------~-------------------------------------------------76-86
-COLUMN BUCKLING----·----------------·------------------.----------------------------------------------87
-FOOTING DEPTH I FLEXURE ----------------------------------------------·------------------------------88
10 FT. MODEL
-BULK DAT A --------------------------------· · -----------· · -----------------------------------------------89-92
-FINITE ELEMENT ANALYSIS---------------·-----------------·----------------------------------93-103
-COLUMN BUCKLING-----------------·--------------:--.. ----------------------------------------------104
-FOOTING DEPTH/ FLEXURE---"'-----------:------'"---~-----'"-------------------------------------105
12 FT. MODEL
-BULK DAT A --·------------------------------·------------------·---106-109
-FINITE ELEMENT ANALYSIS------------------------------------------110-120
-COLUMN BUCKLING----------------------------------------------·---·-----------------------------121
-FOOTING DEPTH I FLEXURE--------------------------------
GENERAL
---------------------------122
-ROOF BEAMS I COLUMN CONNECTIONS-----------------------------------------------123
-DESIGN DIAGRAMS I DETAILS --------------------------------·-----------------A-E
, >
T
Ht==16'
8'
1 6'
J_
~
(W)
30'
-B. 1
BT
.............. HT
..............
--...;...--
I< B 2 ~
I
. I
. /
I
)-
.,:.,-..,,..
~ MODEL # 6 GENERAL DESCRIPTION
( TRIS -AREAS )
.1
1
D1
D2 40'
, . CASTE CH CONSUL TING c=NG,NE::.RS
4455 TORRANCE BLVD.,# 414
TORRANCE.CA., 90503
ENGINEER: D.J.CASTAN
PROJECTNAME:MODEL#6
REPORT NO : 9773
DA TE: 07-/11197
PAGE :2
AWNING WIND LOADS.PER U.B.C.94
Ce = 1.06 ,.
Ks =.60
Cqy = 1.2
(SHADE FACTOR)
Cqh = 1.3
Cqu = .7
I = 1.0 Qs = l 6.4-lbf 80 MPH
ft2 WIND
Pv = Ks·Ce·Cqv·Qs·I
Ph =Ks-Ce-Cqh·Qs·I
Pv = 12.516.'bf
ft2
Pu =Ks·Cqu·Ce-Qs
Ph= i3.56 • lbf
ft2
Pu= 7.301 • 1bf
ft2
ANALYSIS OF CABLE ON LONG SIDE :
THE CABLE ASSUMES A PAROBOLIC SHAPE,HENCE:
Sl =40,ft
W -30,ft
Y(x) =A-x2
f·=l.5-ft A =-f__ . A =0.004•£1:-1
/s1 )2 .
\ 2
Z:=~
2
Zl =0·ft
,•z
An =2-I Y(x) dx An =20•ft2 Ao =Sl·f-An Ao =40-ft2
w H=-
2
Jz1
FV =Pv·AT
Lr = 8,ft AT·= .S·H·(Sl + Lr)-Ao AT =320•ft2
FV =4005.274•lbf h =4.5,ft
CABLE LIES IN PLANE OF CANVAS.HENCE CAN ONLY TAKE PLANAR COMPONENT OF
VERTICAL LOAD.
. /h \
T ·=atan/-1 \H
T = 16.699 •deg N -= FV,sin(T) N = 143.863 •lbf 8 .
N R = -R = 71.932 •lbf DI = 16-ft D2 =8-ft Q=--N __
2-.5-Dl -r-D2 2
D2 LC =Dl--
2
LCl = 9.333•ft
LC =20-ft D2 DI LC2 =-. LC3 =DI LCl =-;-LC2
2 T 3
M =R-LC-.5·Q·LC3·LC1 -Q· LC M =943.104•lbfft
2
M fa = 1.5.ft H =-H =628.736•lbf
fa
' .
ENGINEER: D.J.CASTAN
PROJECT : MODEL # 6
CABLE-LONG SIDE (CONT'D) :
CASTE CH CONSUL TING ENGiNEERS
4455 TORRANCE BLVD .. # 414
TORRANCE.CA., 90503
REPORT N0.9773.
DATE :07/11/97
, ,
Ta : ·. H--R-Ta = 632.838 •lbf (TENSION IN CABLE)
1/4" DIA. CABLE HAS THE FOLLOWING TENSION ALL:OWABLES :
PAGE 3
, ~ . Aoo Aoo ::.0375-in-Aff ::.15·in'" TAff =28400-lbf "Foo =-· -·TAff Too =7100•lbf
Ta = 632.838 •lbf < Too= 7100•lbf
CABLE ON SHORT SIDE :
SSI = 30-ft fs = l.5.ft · fs AS=--
/SS l \ 2
. ' \ 2 ; .
•ZSI
. Aff
O.K
AS =0.007•ft-1 ZS =0·ft ZSI SSI
2
YS(x) =AS-x2 ASn = 2-YS( x) dx ASn = 15•ft2 H =DI h =4.5-ft
•ZS
ASo .=SSHs-ASn /h TS =atan:-, . \_H/ ASo =30-ft2
HS =DI ATS =.5-SSI·HS-ASo ATS =2I0•ft2
NS = FVS·sin(TS) NS =88.956•lbf
8
QS = RS
.25-SSl
QS =5.93•lbf
ft
LS = SSI
6
RS =NS
2
LS= 5•ft
TS= I5.709•deg
FVS =Pv-ATS
RS = 44.478 •!bf
SSI . M =RS·--.25-SSI·QS-I,,S M =444.778•lbf'ft fs.=l.S·ft
M HS=-
fs
2
HS =296.518•lbf TSS =~HS2 + RS2 TSS =299.836•lbf
1/4" DIA. CABLE 0.K.
TRIBUTARY AREAS ON VARIOUS COMPONENTS:
L =40-ft W = 30-ft Atot =L·W-2-Ao-2-ASo Atot = I 060• fr2
Vtot :: Pv· Atot Vtot = 13267.469•lbf (TOTAL VERTICAL LOAD)
\ .
ENGINEER :D.J.CASTAN
PROJECT: MODEL# 6
TRIS. AREAS (CONT'D) :
1) RIDGE BEAM
WTRlB W
2
Yr =Wv-LR
2) HIP BE.AMS :
CASiECh CONSUL Ti NG ENGINEERS
4455 TORRANCE BLVD. #414
TORRANCE. CA. 9050~
REPORT NO. 9773
DATE: 07/11/97
Wv =Pv·WTRIB Wv=l5.646•lbf
12-~ in
ft
Vr = l50l.978•lbf
Bl =.5-W B2 = B 1-.5 Ht = 16-ft I3T =·B1
AH= 120•ft2
HT =Ht
2
AH = .5-(BI -· B2)·Ht-.S·BT-HT
PHIP =Pv·AH PHIP= I501.978•1bf
PAGE: 4
LR =96-in
3) CABLE-LONG SIDE,TRAPEZOID PORTION OF HIP(NO TRAPEZOID IN THIS CASE):
L =2-Dl -D2 ACl = .S·B2-(L+ D2)-Ao
AC1 =140•t\2 PCI .=Pv·ACI PCI =l752.307~lbf
4) CABLE-TRIANGULAR PORTION OF.HIP:
AC2 .= .5·(2·Bl)·HT ~ ASo AC2 =9()oft2
PC2 ·=Pv·AC2 PC2 = 1126.483•lbf
5) LOAD BALANCE CHECK :
Ptot = Vr 1-4-PHIP + 2-PCI + 2-PC2
Ptot = 13267.469 •lbf = Vtot = 13267.469 •lbf O.K.
ROOF ELEMENT ANALYSIS WILL ·BE PERFORMED,USING AN MSC/PAL2 FINITE ELEMENT
MODEL.THE COMPUTER FILES WILL BE AS SHOWN BELOW. ~
MD7.TXT = BULK DATA DECK MD7L.TI<T = LOAD FILE
MATERIAL ALLOWABLES FOR RO KSI STEEL
FY = 50000.0·psi FB = 1.33· .66· FY FB =43890•psi
' .
ENGINEER: D.J.CASTAN
PROJECT: MODEL# 6
CASTc:CH CONSUL TING ENGINEERS
4455 TORRANCE BLVD.,# 414
TORRANCE.CA .. 90503
PROJECT NO. 9773
DA TE: 07 /11 /97
HORIZONTAL LOAD ON HIPS - Y -DIRECTION:
HW =4.5-ft HW HB =-
2
HB = 2.25•·ft
ATOT .:.S·W.(HW-HB)-ASo·tan(TS) ATOT=25.313•ft2
Pv = Ph·ATOT
• 2 Py= 171.613 •lbf
PAGE:5
LOAD FROM CABLE TO COLUMN : AC =.5·W·HB-ASo·tan(TS) AC =25.313•ft2
Pye = Ph·AC
2
Pye =.17l.613•lbf
HORIZONTAL LOAD - X -DIRECTION :
ATT = .5·(L ..-D2)-HW -.5·HB·(L..,.. D2.) -Ao-tan(T) ATT =42•ft2
Px =Ph·ATT
Phips .-Px
4
Px = 569.5 •!bf
Phips = 142.375 •!bf
LOAD FROM CABLE TO COLUMN :
ACC = .5· HB· ( L -r 02) -Ao· tan( T) ACC = 42•ft2
Pxe =Ph-ACC
2
Px:e = 284.75 •lbf
Pr. -2-Phips Pr=284.75 •lbf
\ .
t •
TYPE MD6L. TXT = So H PH
DISP 1
ALL 0.0,64,65,66,67
1RCES 11
rZ -150.2 , 43 THROUGH 51, STEP 1
FZ -150.2 , 2 THROUGH 10 , STEP 1
FZ -150.2 , 16 THROUGH 24 , STEP 1
FZ -150.2 , 25 rHROUGH 33 , STEP 1
FZ -150.2 , 34 THROUGH 44 ,STEP 1
FORCES 1
FZ -225.30 , 11,15
FZ -1514.5 ,1,12,13,14
FORCES 11
FX -14.2 ,2 THROUGH 10 , STEP 1
FX -14.2 ,34 THROUGH 42 ,STEP 1
FX -28.5 ,43 THROUGH 51 ,STEP 1
FORCES 1
FX -21.4 , 11,15
FX -589.10 ,1,14
FX 297.,12,13
FORCES 1
FY 629,13,14
FY -629,12,1
"''1LVE
JRCES 1
FZ 3317.0,1,12,13,14
FX -589.10,1,14
FX 297.0 ,12,13
FY -629.0,1,12
FY 629.0,13,14
FORCES 11
FX -14.2
FX -14.2
FX -28.5
FORCES 1
-2 THROUGH
34 THROUGH
43 THROUGH
FX -21.4,11,15
SOLVE
C:\PAL2>
10
42
51
STEP 1
STEP 1
STEP 1
I
_J
\. MD 6' A .1)(.T
TITLE MODEL# 6 ,l0FT. COLUMN, 80MPH WIND
NODAL POINT LOCATIONS
1 180. 240. o.o
2 162. 220.8 5.4
3 144. 201.6 10.8
4 126. 182.3999 16.2
5 108. 163.1999 21.6
6 90. 144-27.
7 71.99999 124.7999 32.4
8 53.99999 105.5999 37.8
9 35.99998 86.39998 43.2
10 17.99998 67.19998 48.6
11 o.o 48. 54.
12 -180. 240. -0.0
13 -180. -240. o.o
14 180. -240. o.o
15 o.o -48; 54.
16 -162. 220.8 5.4
17 -144. 201.6 10.8
18 -126. 182 ."3999 16. 2
19 -108. 163.i999 21.6
20 -90. 144 ~ 27.
21 -71.9999 124.7999 32.4
22 -53.9999 105.5999 37.8
23 -35.9999 86.39998 43.2
24 -17.9999 67.19998 48.6
25 -162. -220.8 5.4
26 -144. -201.6 10.8
27 -126. -182.399 16.2
28 -108. -163.199 21~6
29 -90. -144. 27.
30 -71.9999 -124.799 32.4
31 -53.9999 -105.599 37.8
32 -35.9999 -86.3999 43.2
33 -17.9999 -67.1999 48.6
34 162. -220.0 5.4
35 144. -201.6 10.8
36 126. -182.399 16.2
37 108. -163.199· 21.6
38 90. -144. 27.
39 71.99999 -124.799 32.4
40 53.99999 -105.599 37.8
41 35.99998 -86.3999 43.2
42 17.99998 -67.1999 48.6
43 o.o 38.4 54.
44 o.o 28.79999 54.
45 o.o 19.19999 54.
46 o.o 9.599999 54.
47 o.o o.o 54.
48 o.o -9.6 54.
49 o.o -19.2 54.
50 o.o -28.8 54.
51 o.o -38.4 54.
52 o.o 124. 32.4
53 -72. 0.0 32.4
54 o.o -124. 32.4
55 72. o.o 32.4
56 180. 240. -36.
57 -180. 240. -36.
\ .
58 -180. -240. -36.
59 180. -240. -36.
60 162. 220.8 -12.6000
61 -162. 220.8 -12.6000
62 -162. -220.a -12.6000
63 162. -220.8 -12.6000
64 180. 240. -120.
65 -180. 240. -120.
66 -180. -240. -120.
67 180. -240. -120.
--BLANK LINE--
MATERIAL 2.900E7 1.090E7 0.284
C
C
C
ROOF 2.875 11 DIA. X 12 GA.
BEAM 3 2.875
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
,..ONNECT
)NNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
CONNECT
NNECT
.... JNNECT
CONNECT
CONNECT
CONNECT
1 TO
2 TO
3 TO
4 TO
5 TO
6 TO
7 TO
8 TO
9 TO
10 TO
12 TO
16 TO
17 TO
18 TO
19 TO
20 TO
21 TO
22 TO
23 TO
24 TO
13 TO
25 TO
26 TO
27 TO
28 TO
29 TO
30 TO
-31 TO
32 TO
33 TO
14 TO
34 TO
35 TO
36 TO
37 TO
38 TO
39 TO
40 TO
41 TO
42 TO
11 TO
43 TO
44 TO
45 TO
2.657
2
3 ,ANAL
4 ,ANAL
5
6
7
8 ,ANAL
9
10
11 ,ANAL
16
17 ,ANAL
18 ,ANAL
19
20
21 ,ANAL
22
23
24 11 ,ANAL
25
26 ,ANAL
27 ,ANAL
28
29
30 ,ANAL
31
32
33
15 ,AN~
34
35 ,ANAL
36 ,AN~L
37
38
39· ,ANAL
40
41
42
15 ,ANAL
43 ,ANAL
44
45
46
·O. 33 43890. -o.o o.o
l •
CONNECT 46 TO 47
CONNECT 47 TO 48 2.Cf
CONNECT 48 TO 49
CONNECT 49 TO 50
~ONNECT 50 TO 51
~ONNECT 51 TO 15 ,ANAL
C·
C HIP BRACES
C
REL V,W
CONNECT 7 TO 52 ,ANAL
REL V,W
CONNECT 21 TO 52
REL V,W
CONNECT 21 TO 53
REL V,W
CONNECT 30 TO 53
REL V,W
CONNECT 30 TO 54
REL V,W
CONNECT 39 TO 54
REL V,W
CONNECT 7 TO 55
REL V,W
CONNECT 39 TO 55
C
C KICK BRACES
C
REL V,W
~ONNECT 56 TO 60
EL V,W
CONNECT 3 TO 60
REL V,W
CONNECT 57 TO 61 ,ANAL
REL V,W
CONNECT 17 TO 61
REL V,W
CONNEC_T 58 TO 62 ,ANAL.
REL V,W
CONNECT 26 TO 62
REL V,W
CONNECT 59 TO 63
REL V,W
CONNECT 35 TO 63.
C
C CABLES 3/8" DIA.
C
BEAM 1 .0650 .00001 .00001 .00001
CONNECT 1 TO 12,ANAL
CONNECT 12 TO 13 ,ANAL
CONNECT 13 TO 14
CONNECT 14 TO 1
C
C COLUMNS 4.5" DIA. X 7 GA.
C
'AM 3 4.5 4.14
.... .JNNECT 1 TO 56 ,ANAL
CONNECT -56 TO 64 ,ANAL
CONNECT 12 TO 57 ,ANAL
CONNECT 57 TO 65 ,ANAL
'.
CONNECT 13 TO 58 ,ANAL 30
CONNECT 58 TO 66 ,ANAL
CONNECT 14 TO 59 ,ANAL
CONNECT 59 TO 67 ,ANAL
ND DEFINITION
C:\PAL2>
l • .2,i
78 BEAM FORCE RESULTS ( NODE 59 ) ( NODE 67 ELEMENT
AXIAL
TORSION
3.366E+03 V SHEAR -7.834E+Ol V MOMENT
8.782E+02 W SHEAR 3.273E+02 W MOMENT
5.902E+03 V MOMENT 3.340E+04
2.068E+03 W MOMENT -4.512E+03
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
78 l.454E+04 -l.179E+04 7.273E+03 l.454E+04 33.1 67 59 67
07-12-97 13:30 MSC/pai.2 Page 1
MODEL# 6 ,lOFT. COLt.JMN, 80MPH WIND -f)o v,11'/ w-r,t-JD
STATIC ANALYSIS SUBCASE NO. 1 EXTERNAL FORCES
NODE DIR VALUE NODE DIR VALUE NODE DIR VALUE
64 X T -2.450E+02 64 'l T -5.571E+02 64 Z T 3.268E+03
64 X R 2.782E+04 64 y R 5.951E+03 64 Z R 6.249E+02
65 X T 8.145E+02 65 'l T -6.060E+02 65 Z T 3.366E+03
65 X R 3.020E+04 65 y R 5.639E+04 65 Z R 4.022E+02
66 X T 8.145E+02 66 y T 6.060E+02 66 Z T 3.366E+03
66 X R -3.020E+04 66 y R 5.639E+04 66 Z R -4.023E+02
67 X T -2.450E+02 '67 'l T 5.571E+02 67 Z T 3.268E+03
67 X R -2.782E+04 67 y R 5.951E+03 67 Z R -6.250E+02
07-12-97 13:30 MSC/pal 2 Page 2
STATIC ANALYSIS SUBCASE NO. 1 ELEMENT RECOVERY
ELEMENT 2 BEAM FORCE RESULTS ( NODE 2 ) ( NODE 3 )
AXIAL -3.125E+03 V SHEAR -1.73QE+Ol V MOMEN'r 2.486E+03 V MOMENT 1.648E+04
TORSION -7.659E+02.W SHEAR 5.210E+02 W MOMENT -4.551E+02 W MOMENT -9.200E+02
MAXIMUM STRE$SES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
2 2.283E+04 -2.943E+04 l.472E+04 2.944E+04 67.1 3 2 3
ELEMENT 3 BEAM FORCE RESULTS ( NODE 3 ) { NODE 4 )
AXIAL -5.040E+03 V SHEAR -6.932E+OO V MOMENT l.648E+04 V MOMENT 4.410E+03
TORSION -l.012E+03 W SHEAR -4.494E+04 W MOMENT -7.777E+02 W MOMENT -9.640E+02
MAXIMUM STRESSES FOR BEA!'f VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
3 2.083E+04 -3.146E+04 1.574E+04 3.147E+04 71.7 3 3 4
~LEMENT 7 BEAM FORCE RESULTS ( NODE 7 ) ( NODE 8 )
AXIAL -3.957E+03 V SHEAR -7.248E+OO V MOMENT -8.077E+03 V MOMENT -9.647E+03
TORSION -7.326E+02 W SHEAR -5.842E+Ol W MOMENT 2.035E+02 W MOMENT 8.765E+OO
' . 32.
MAXIMUM STRESSES FOR BEAM . VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
7 1.114E+04 -1.948E+04 9.749E+03 1.949E+04 44.4 8 7 8
ELEMENT 10 BEAM FORCE RESULTS ( NODE 10 ) · ( NODE 11 )
9.677E+03
1. 094E+03
AXIAL -3.895E+03 V SHEAR 2!383E+Ol V MOMENT -7.696E+02 V MOMENT
TORSION -7.326E+02 W SHEAR 3.888E+02 W MOMENT 4.540E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STR~SS % YIELD @NODE CONNECTIVITY
10 1.125E+04 -1.946E+04 9.740E+03 1.947E+04 44.4 11 10 11
07-12-97 13:30 MSC/pal 2 Page 3
ELEMENT 12 BEAM FORCE RESULTS ( NODE 16 ) ( NODE 17 )
AXIAL -3.219E+03 V SHEAR -5._553E+OO V MOMENT 4.234E+03 V MOMENT 2.196E+04
TORSION -8.143E+02 W SHEAR 6.597E+02 W MOMFjNT -1.6'77~+02 W MOMENT -3.169E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
12 3 .141E+04 -3. 820E+04 1. 911E+04 · 3. 821E+04 87. 0 17 · 16 17
ELEMENT 13 BEAM FORCE RESULTS ( NODE 17 ·) ( NODE 18 )
AXIAL -5.403E+03 V SHEAR -5.567E+OO V MOMENT 2.196E+04 V MOMENT 9.213E+03
TORSION -1.149E+03 W SHEAR -4.744E+02 W MOMENT -1.235E+02 W MOMENT -2.730E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
13 2.911E+04 -4.052E+04 2.027E+04 4.053E+04 92.3 17 17 18
ELEMENT 16 BEAM FORCE RESULTS ( NODE 20 ) ( NODE 21 )
AXIAL -5.313E+03 V SHEAR -5.552E+OO V MOMENT -4.416E+03 V MOMENT -5.301E+03
TORSION -l.149E+03 W SHEAR -3.295E+Ol W MOMENT -5.710E+02 W MOMENT -7.202E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS -% YIELD @NODE CONNECTIVITY
16 3.061E+03 -1.407E+04 7.063E+03 1.410E+04 32.1 21 20 21
ELEMENT 20 BEAM FORCE RESULTS ( NODE 24 ) ( NODE
AXIAL -4.165E+03 V SHEAR 1.098E+Ol V MOMENT -9.190E+02 V MOMENT
TORSION -8.695E+02 W SHEAR 3.450E+02 W MOMENT 2.231E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
11 )
8.349E+OJ
5.181E+02
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
20 8.884E+03 -1.765E+04 8.840E+03 i.767E+04 40.3 11 24 11
07-12-97 13:30 MSC/pal 2 Page
.c..LEMENT
AXIAL
TORSION
22 BEAM FORCE RESULTS ( NODE 25 ) ( NODE
-3.219E+03 V SHEAR 5.536E+OO V MOMENT 4.234E+03 V MOMENT
8.141E+02 W SHEAR 6.597E+02 W MOMENT· 1.672E+02 W MOMENT
\
4
26 )
2.196E+04
3.159E+02
'.
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
22 3 .141E+04 -;3. 820E+04 1. 911E+0-4: 3.821E+04 87.1 26 25 26
ELEMENT
AXIAL
TORSION
23 BEAM FORCE RESULTS ( NODE
-5.403E+03 V SHEAR 5.671E+OO V MOMENT
1.149E+03 W SHEAR -4.744E+02 W ?-iOMENT
26 ) . ( NODE
2.196E+04 V MOMENT
l.226E+02 W. MOMENT
27 )
9.212E+03
2.749E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
23 2.912E+04 -4.052E+04 2.027E+04 4.053E+04 92.3 26 26 27
ELEMENT
AXIAL
TORSION
26 BEAM FORCE RESULTS ( NODE 29 ) ( NODE 30 )
-5.313E+03 V SHEAR 5.657E+OO V MOMENT -4.4l6E+03 V MOMENT·-5.302E+03
1.149E+03 W SHEAR -3.298E+Ol W MOMENT 5.687E+02 W MOMENT 7.206E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
26 3.062E+03 -1.407E+04 7.064E+03 1.410E+04 32.1 30 29 30
ELEMENT
AXIAL
TORSION
30 BEAM FORCE RESULTS ( NOOE 33 ) ( NODE 15 )
-4.165E+03 V SHEAR -l.097E+Ol V MOMENT -9.189E+02 V MOMENT 8.349E+03
8.696E+02 W SHEAR 3.450E+02 W MOMENT -2.232E+02 W MOMENT -5.178E+02
MAXIMUM STRESSES FOR BEAM · VON MISES .CRITERION .
ELEMENT MAJOR MINOR ~HEAR . STRESS % YIELD @NODE CONNECTIVITY
30 8.885E+03 -l.765E+04 8.840E+03 1.767E+04 40.3 15 33 15
07-12-97 13:30 MSC/pal 2 Page 5
ELEMENT
AXIAL
TORSION
32 BEAM FORCE RESULTS ( NODE 34 ) ( NODE 35 )
1.648E+04
9.209E+02
-3.125E+03 V SHEAR 1.732E+Ol V MOMENT
7.661E+02 W SHEAR 5.210E+02 W MOMENT
2.486E+03 V MOMENT
4.555E+oa W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
32 2.284E+04 -2.943E+04 l.472E+04 2.944E+04 67.1 35 34 35
ELEMENT
AXIAL
TORSION
33 BEAM FORCE RESULTS ( NODE 35 ) ( NODE 36 )
4.409E+03
9.622E+02
-5.040E+03 V SHEAR 6.835E+OO V MOMENT
1.012E+03 W SHEAR -4.494E+02 W MOMENT
1.64aE+04 V MOMENT
7.786E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR . STRESS % YIELD @NODE CONNECTIVITY
33 2.083E+04 -3.146E+04 1.574E+04 3.147E+04 71.7 35 35 36
ELEMENT
AXIAL
')RSION
36 BEAM FORCE RESULTS ( NODE 38 ) ( NODE 39 )
-4.978E+03 V SHEAR -2.424E+Ol V MOMENT -7.722E+03 V MOMENT -7.780E+03
1.012E+03 W SHEAR -2.179E+OO W MOMENT 5.048E+02 W MOMENT -1.465E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NOOE CONNECTIVITY
36 7.162E+03 -1.762E+04 8.828E+03 1.764E+04 40.2 39 38 39
l.
ELEMENT
AXIAL
.,ORSION
40 BEAM FORCE RESULTS ( NODE 42 ) ( NODE 15 )
-3.895E+03 V SHEAR -2.384E+Oi V MOMENT -7.696E+02 V MOMENT 9.677E+03
7.325E+02 W SHEAR 3.888E+0.2 W MOMENT -4.540E+02 W MOMENT -l.095E+03
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
40 l.125E+04 -1.946E+04 9.740E+03 1.947E+04 44.4 15 42 15
07-12-97 13:30 MSC/pal 2. Page 6
ELEMENT
AXIAL
TORSION
41 BEAM FORCE RESULTS ( NODE 11 ) ( NODE 43 )
6.491E+03-
6.703E+02
-5.859E+03 V SHEAR -l.282E+02 V MOMENT
1.019E-03 W SHEAR -6.759E+02 W MOM~NT
l.298E+04 V MOMENT
l.901E+03 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
41 1.438E+04 -2.675E+04 l.338E+04 2. 675E+0.4 61. 0 11 11 43
ELEMENT
AXIAL
TORSION
50 BEAM FORCE RESULTS ( NODE 51 ) ( NODE 15 )
1.298E+04
1.902E+03
-5. 859E+03 V SHEAR L 283E+02 V MOMENT
1.019E-03 W SHEAR 6.759E+02 W MOM~NT
6.491E+03 V MOMENT
6·. 703E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEU STRESS t· YIELD @NODE CONNECTIVITY
50 1.438E+04 -2.675E+04 1.338E+04 2.675E+04 61.0 15 51 15
ELEMENT 51 BEAM FORCE RESULTS ( .NODE 7 ) ( NODE 52 )
4.576E+OO
5.832E+02
AXIAL -7.290E+02 V SHEAR 8.099E+OO V MOMENT -2.241E-15 V MOMENT
TORSION -4.119E+02 W SHEAR 6.355E-02-W MOMENT O.OOOE+OO W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
51 4.125E+02 -1.754E+03 9.075E+02 1.786~+03 4.1 52 7 -52
ELEMENT 61 BEAM FORCE RESULTS ( NODE 57 ) ( NODE 61 )
AXIAL -2.559E+03 V SHEAR -5.457E-i2 V MOMENT
TORSION -3.864E+02 W SHEAR 5.434E-ll W MOMENT
1.940E-14 V MOMENT l.914E-09
2.920E-13 W MOMENT -l.919E-10
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
61 3.425E+Ol -2.736E+03 l.385E+03 2.753E+03 6.3 61 57 61
07-12-97 13:30 MSC/pal 2 Page 7
ELEMENT
AXIAL
1RSION
63 BEAM FORCE RESULTS ( NODE 58 ) ( NODE 62 )
-2.559E+03 V SHEAR -1.273E-11 V MOf,IENT l.941E-14 V MOMENT 2.378E-09
3.864E+02 W SHEAR 6.753E-11 W MOMENT -2.920E-13 W MOMENT -4.487E-10
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
63 3.425E+Ol -2.736E+03 l.385E+O~ 2.753E+03 6.3 62 58 62
t.
ELEMENT
AXIAL
,:'ORSION
67 BEAM FORCE RESULTS ( NODE 1 ) ( NODE 12 )
5.116E-02
1.554E-03
2.447E+03 V SHEAR 9.683E-06 V MOMENT -5.102·E-02 V MOMENT
6.397E-05 W SHEAR 2.838E-04 W MOMENT -1.932E-03 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
67 3.765E+04 O.OOOE+OO 1.883E+04 3.765E+04 85.8 1 1 12
ELEMENT 68 BEAM FORCE RESULTS ( NODE 12. ) ( NODE 13 )
AXIAL 2. 553E+03 V SHEAR -3. 02.JE-10 V MOMENT 1.153E-03 V MOMENT l .152E-03
TORSION -5.531E-09 W SHEAR -3.120E-09 W MOMENT -3~789E-04 W MOMENT -3.790E-04
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
68 3.928E+04 O.OOOE+OO 1.964E+04 3.928E+04 89.5 12 12 13
ELEMENT 71 BEAM FORCE RESULTS ( NODE 1 ) ( NODE 56 )
2.668E+04
1.883E+04
AXIAL -l.783E+03 V SHEAR 6.619E+02 V MOMENT -5.639E+03 V MOMENT
TORSION ~4.362E+02 W SHEAR 8.979E+02 W MOMENT -5.002E+03 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
71 l.195E+04 -l.341E+04 6.707E+03 1~341E+04 ~0.6 56 1 56
07-12-97 13:30 MSC/pal 2 Page 8
ELEMENT 72 BEAM FORCE.RESU~TS ( NODE 56 ) ( NODE 64 )
AXIAL -3.268E+03 V SHEAR -5.571E+02 V MOMENT
TORSION -6.249E+02 W SHEAR -2.450E+02 W MOMENT
2.653E+04 V MOMENT 5.951E+03
l.897E+04 W MOMENT -2.782E+04
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
72 l.134E+04 -l.402E+04 7.-010E+03 1.402E+04 31.9 56 56 64
ELEMENT 7 3 BEAM FORCE RESULTS ( NODE 12 ) ( NODE . 5 7 )
AXIAL -l.665E+03 V SHEAR 7.890E+02 V MOMENT 5.937E+03 V MOMENT -1.182E+04
TORSION -1.455E+02 W SHEAR -4.933E+02 W MOMEN~ -7.505E+03 W MOMENT 2.090E+04
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YrELD @NODE CONNECTIVITY
73 8. 438E+03 -9. 801E+03 4. 901E+0.3 9.801E+03 22.3 57 12 57
ELEMENT 74 BEAM FORCE RESULTS ( NODE 57 ) ( NODE 65 )
AXIAL -3.366E+03 V SHEAR -6.060E+02 V MOMENT -1.203E+04 V MOMENT 5.639E+04
TORSION -4.022E+02 W SHEAR 8.145E+0-2 W MOMENT 2.070E+04 W MOMENT -3.020E+04
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
LEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
74 2.276E+04 -2.551E+04 1.276E+04 2.551E+04 58.1 65 57 65
ELEMENT 75 BEAM FORCE RESULTS ( NODE 13 ) ( NODE 58 )
l •
AXIAL
TORSION
-1.665E+03 V SHEAR -7.890E+02 V MOMENT 5.938E+03 V MOMENT -l.182E+04
L455E+02 W SHEAR -4.933E+02 W MOMENT. 7.505E+03 W MOMENT -2.090E+04
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
~LEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
75 8. 438E+03 -9. 8.Q2E+03 4. 901E+03 9.S02E+03 22.3 58 13 58
07-12-97 13:30 MSC/pal 2 Page 9
ELEMENT
AXIAL
TORSION
76 BEAM FORCE RESULTS ( NODE 58 ) ( NODE
-3. 366E+03 V SHEAR 6. 060E+0·2 V MOMENT -1. 203E+04 V MOMENT
4.023E+02 W SHEAR 8.145t+02 W M01'{ENT -2.070E+04 W MOMENT
MAXIMUM STRESSES FOR B~AM VON MISES CRITERION
66 )
5.639E+04
3.020E+04
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
76 2.275E+04 ~2.551E+04 i.276E+04 2.551E+04 58.l 66 58 66
ELEMENT
AXIAL
TORSION
77 BEAM FORCE RESULTS ( NODE 14 ) ( NODE 59 )
-l.782E+03 V $HEAR -6.619E+02 V MOMENT -5.639E+03 V MOMENT 2.668E+04
4.362E+02 W SHEAR 8.979E+02 W MOMENT 5.003E+03 W MOMENT -1.883E+04
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
77 1.195E+04 -l.341E+04 6.707E+03 1.341E+04 30.6 59 14 59
"'!LEMENT
.XIAL
TORSION
78 BEAM FORCE.RESULTS ( NODE 59 ) ( NODE
-3.268E+03 V SHEAR 5.571E+02 V MOMENT 2.653E+04 V MOMENT
6.250E+02 W SHEAR -2.450E+02 W MOMENT -l.897E+04 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
67 )
5.951E+03
2.782E+04
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
78 l.134E+04 -l.402E+04 7.011E+03 l.402E+04 31.9 59 59 67
07-12-97 13:30 MSC/pal 2 Page 10
STATIC ANALYSIS SUBCASE NO. 2 EXTERNAL FORCES
NODE DIR VALUE NODE DIR VALUE NODE QIR VALUE
64 X T 3.273E+02 ~4 y T 7.834E+Ol 64 Z T -3.366E+03
64 X R -4.512E+03 64 y R 3. 340E+·o4 64 z R 8.782E+02
65 X T 2.422E+02 65 y T 2.942E+Ol 65 z T -3.268E+03
65 X R -2.133E+03 65 y R 2.894E+04 65 z R i.490E+02
66 X T 2.422E+02 · 66 y T -2.941E+Ol 66 z T -3.268E+03
66 X R 2.133E+03 , 66 y R 2.894E+04 66 z R -l.490E+02
67 X T 3.273E+02 67 y T -7.834E+Ol 67 z T -3.366E+03
67 X R 4.512E+03 67 y R 3.340E+04 67 z R -8.782E+02
07-12-97 13:30 MSC/pal 2 Page 11
STATIC ANALYSIS SUBCASE NO. 2 ELEMENT RECOVERY
t •
ELEMENT 2 BEAM FORCE RESULTS ( NODE 2 ) ( NODE 3 )
\XIAL -3.019E+02 V SHEAR -1.945E+Ol V MOMENT -1.495E+03 V MOMENT -5.lOOE+03
TORSION -7.898E+02 W SHEAR -l.342E+02 W MOMENT -3.137E+02 W MOMENT -8.362E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR. MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
2 7.812E+03 -8.446E+03 4.246E+03 8.469E+03 19.3 3 2 3
ELEMENT 3 BEAM FORCE RESULTS ( NODE 3 ) ( NODE 4 )
AXIAL 2. 312E+OO V SHEAR -9 •. 091E+OO V MOMENT -5 .100E+03 V MOMENT -3. 776E+03
TORSION -1.105E+03 W SHEAR 4.926E+Ol W MOMENT -6.538E+02 W MOMENT -8.980E+02
MAXIMUM ST~ESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
3 8.177E+03 -8.172E+03 4.135E+03 8.224E+03 18.7 3 3 4
ELEMENT 7 BEAM FORCE RESULTS ( NODE 7 ) ( NODE 8 )
AXIAL 2.506E+02 V SHEAR -8.807E+OO V MOMENT 2.113E+02 V MOMENT 1.640E+02
9.651E+Ol W MOMENT -l.401E+02 TORSION -8.260E+02 W SHEAR -l.758E+OO W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
7 1.027E+03 -6.958E+02 7.219E+02 l.287E+03 2.9 7 7 8
~LEMENT 10 BEAM FORCE RESULTS ( NODE 10 ) ( NODE 11 )
3.370E+02
8.200E+02
AXIAL 2.221E+02 V SH~ 2.227E+Ol V MOMENT 2.269E+02 V MOMENT
2.217E+02 W MOMENT TORSION -8.260E+02 W SHEAR 4.098E+OO W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MI~OR SHEAR STRESS % YIELD @NODE CONNECTIVITY
10 1.775E+03 -1.376E+03 l.008E+03 i.907E+03 4.3 11 10 11
07-12-97 13:30 J,!SC/pal 2 Page 12
ELEMENT 12 BEAM . FORCE RESULTS ( NODE 16 ) ( NODE 1 7 )
AXIAL -3.952E+02 V SHEAR -3.405E+OO V MOMENT 2.529E+02 V MOMENT 3.734E+02
TORSION -7.905E+02 W SHEAR 4.485E+OO W MOMENT -3.091E+02 W MOMENT -4.006E+02
MAXIMUM STRESSES FOR B~ VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
12 8.904E+02 -1.539E+03 8.970E+oi l.681E+03 3.8 17 16 17
ELEMENT 13 BEAM FORCE RESUL~S ( NODE 17 ) ( NODE 18 )
AXIAL -3.609E+02 V SHEAR -3.406E+OO V MOMENT 3.734E+02 V MOMENT 1.027E+03
TORSION -1.055E+03 W SHEAR 2.432E+Ol W MOMENT -2.474E+02 W MOMENT -3.389E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
~LEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
13 l.666E+03 -2.310E+03 1.307E+03 2.476E+03 5.6 18 17 18
ELEMENT 16 BEAM FORCE RESULTS ( NODE 20 ) ( NODE 21
AXIAL -3 .. 609E+02 V SHEAR -3. 405E+OO V MOMENT 2. 334E+03 V MOMENT 2. 987E+03
TORSION -1.055E+03 W SHEAR 2.432E+Ol W MOMENT -5.219E+02 W MOMENT -6.133E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
~LEMENT MAjOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
16 4.507E+03 -5.247E+03 2.690E+03 5.315E+03 12.1 21 20 21
ELEMENT 20 BEAM FORCE RESULTS ( NODE 24 ) ( NODE 11 )
AXIAL -4.817E+Ol V SHEAR 1.255E+Ol V MOMENT _7 • .754E+Ol V MOMENT -9.914E+02
TORSION -7. 761E+02 W SHEAR -3. 979E+Ol W MOMENT 4. 55:rE+02 W MOMENT 7. 924E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
20 2.126E+03 -2.220E+03 l.195E+03 2.310E+03 5;3 11 24 11
07-12-97 13:30 MSC/pal 2 Page 13
ELEMENT
AXIAL
TORSION
22 BEAM FORCE RESULTS ( NODE. 25 ) ( NODE 26 )
3.734E+02
4.006E+02
-3.952E+02 V SHEAR 3.404E+OO V MOMENT 2.529E+02 V MOMENT
7.905E+02 W SHEAR 4.486E+OO W MOMENT 3.091E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
22 8.904E+02 -1.539E+03 8.970E+02 l.681E+03 3.8 26 25 26
LEMENT
AXIAL
TORSION
23 BEAM FORCE RESULT~ ( NODE 26 ) ( NODE 27 )
1.027E+03
3.391E+02
-3.609E+02 V SHEAR 3.414E+OO V MOMENT
1.055E+03 W SHEAR 2.432E+Ol W MOMENT
3.734E+02 V MOMENT
2.473E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM-VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
23 1.665E+03 -2.310E+03 1.306E+03 2.476E+03 5.6 27 26 27
ELEMENT
AXIAL
TORSION
26 BEAM · FORCE RESULTS ( NODE 29 l ( NODE 30 )
2.987E+03
6.134E+02
-3.609E+02 V SHEAR 3.413E+OO V MOMENT
1.055E+03 W SHEAR 2.432E+Ol W MOMENT
2.334E+03 V MOMENT
5.217E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
26 4.507E+03 -5.247E+03 2.690E+03 S.315E+03 ~2.1 30 29 30
ELEMENT
AXIAL
TORSION
30 BEAM FORCE RESULTS ( NODE 33 ) ( NODE 15 )
-4.817E+Ol V SHEAR -1.255E+Ol V MOMENT 7.754E+Ol V MOMENT -9.914E+02
7.761E+02 W SHEAR -3.979E+Ol W MOMENT -4.553E+02 W MOMENT -7.925E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
30 2.126E+03 -2.220E+03 1.195E+03 2.310E+03 5.3 15 33 15
07-12-97 13:30 MSC/pal 2 Page 14
i. "Yr
ELEMENT 32 BEAM FORCE RESULTS ( NODE 34 ) ( NODE 35 )
AXIAL -3.019E+02 V SHEAR l.945E+Ol V MOMENT -1.495E+03 V MOMENT -5.100E+03
TORSION. 7.897E+02 W SHEAR -l.342E+02 W MOMENT 3.137E+02 W MOMENT 8.362E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
32 7.812E+03 -8.446E+03 4.246E+03 8.469E+03 19.3 35 34 35
ELEMENT
AXIAL
TORSION
33 ~EAM · FORCE RESULTS ( NODE 35 ) ( NODE 36 )
2.313E+OO V SHEAR 9.091E+OO V MOMENT -5.100E+03 V MOMENT -3.776E+03
l .105E+03 W SHEAR 4. 92.6E+Ol W MOMEN'r 6. 538E+02 W MOMENT 8. 980E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
33 8.177E+03 -8.172E+03 4.135E+03 8.224E+03 18.7 35 35 36
ELEMENT
AXIAL
TORSION
36 BEAM FORCE RESULTS ( NODE 38 ) ( NODE 39 )
-2.623E+Ol V SHEAR -2.199E+Ol V MOMENT -9.721E+02 V MOMENT 5.087E+02
l.105E+03 W SHEAR 5.512E+Ol W MOMENT 5.516E+02 W MOMENT -3.919E+Ol
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
. 36 2.053E+03 -2.100E+03 1.233E+03 2.3b4E+03 5.3 38 38 39
ELEMENT
AXIAL
TORSION
40 BEAM FORCE RESULTS ( NODE . 42 ) ( NODE 15 )
2.221E+02 V SHEAR -2.2i7E+Ol V MOMENT 2.269E+02 V MOMENT 3.370E+02
8.260E+02 W SHEAR 4.098E+OO W MOMENT -2.217E+02 W MOMENT -8.200E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
40 1.775E+03 -1~376E+03 1.008E+03 l.907E+03 4.3 15 42 15
07-12-97 13:30 MSC/pal 2 Page 15
ELEMENT
AXIAL
TORSION
41 BEAM FORCE RESULTS ( NODE 11 ) ( NODE 43 ) .
l.362E+02 V SHEAR -l.282E+02 V MOMENT -4.477E+02 V MOMENT -4.477E+02
l.019E-03 W SHEAR 1.529E-05 W MOMENT l.902E+03 W MOMENT 6.703E+02
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
41 3.157E+03 -2.869E+03 1.57aE+03 3.157E+03 _7.2 11 11 43
ELEMENT
AXIAL
TORSION
50 BEAM FORCE RESULTS ( NODE 51 ) ( NODE 15 )
l.362E+02 V SHEAR l.283E+02 V MOMENT -4.477E+02 V MOMENT -4.477E+02
l.019E-03 W SHEAR l.529E-05 W MOMENT 6.704E+02 W MOMENT l.902E+03
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
50 3.157E+03 -2.869E+03 l.578E+03 3.157E+03 7.2 15 51 15
ELEMENT 51 BEAM FORCE RESULTS ( NODE
AXIAL -2.300E+02 V SHEAR 2.555E+OO V MOMENT
TORSION -4.119E+02 W SHEAR 6.355E-02 W MOMENT
7 ) ( NODE
2.937E-16 V MOMENT
o·. OOOE+OO W MOMENT
52 )
4.576E+OO
1.840E+02
~ . 10
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
51 3.516E+02 -6.889E+02 4.217E+02 7.778E+02 1.8 52 7 52
ELEMENT 61 BEAM FORCE RESULTS ( NODE 57 ) ( NODE 61 )
AXIAL 3.961E+Ol V SHE.AR -l.137E-12 V MOMENT 4.444E-14 V MOMENT 8.288E-10
3.972E-13 W MOMENT -3.964E-11 TORSION -3.060E+02 W SHEAR 2.353E-11 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
61 2.642E+02 -2.224E+02 2.433E+02 4.219E+02 1.0 61 57 61
07-12-97 13:30 MSC/pal 2 Page 16
ELEMENT
AXIAL
TORSION
63 BEAM FORCE RESULTS ( NODE 58 ) ( NODE 62 )
3.961E+Ol V SHEAR -l.205E-ll V .MOMENT 4~444E-14 V MOMENT 1.125E-09
3. 060E+02 W SHEAR :,l .195E-11 W MOM.ENT -3. 972E-13 W MOMENT -4. 248E-10
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
63 2.642E+02 -2.224E+02 2.433E+02 4.220E+02 1.0 62 58 62
ELEMENT
AXIAL
-">RSION
67 BEAM FORCE RESULTS ( NODE 1 ) ( NODE
-2.916E+02 V SHEAR 9.682.E-06 V MOMENT -5 •. 136E-02 V MOMENT
6.397E-05 W SHEAR 2.838E-04 W MOMENT -2.JOOE-03 W MOMENT
12 )
5.082E-02
l.185E-03
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
67 O.OOOE+OO -4.486E+03 2.243E+03 4.486~+03 10.2 1 1 12
ELEMENT
AXIAL
TORSION
68 BEAM FORCE RESULT$ ( NODE 12 ) ( NODE 13 )
-3.404E+02 V SHEAR -3.663E-10 V MOMENT -4.656E-04 V MOMENT -4.65QE-04
4.148E-09 W SHEAR 3.647E-11 W MOMENT -1.024E-04 W MOMENT -1.026E-04
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
68 O.OOOE+OO -5.237E+03 2.619E+03 5.237E+03 11.9 12 12 13
ELEMENT 71 BEAM FORCE RESULTS ( NODE i ) ( NODE 56 )
AXIAL 3.125E+03 V SHEAR -1.193E+02 V MOMENT 9.857E+02 V MOMENT 6.100E+03
2.039E+03 W MOMENT -2.255E+03 TORSION -6.360E+02 W SHEAR 1~421E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
71 3.688E+03 -1.139E+03 1.846E+03 3.690E+03 8.4 56 1 5~
07-12-97 13:30 MSC/pal 2 Page 17
ELEMENT 72 BEAM FORCE RESULTS ( NODE 56 ) ( NODE
AXIAL 3.366E+03 V SHEAR 7.834E+Ol V MOM~NT 5.902E+03 V MOMENT
TORSION -8.782E+02 W SHEAR 3.273E+02 W MOMENT -2.068E+03 W MOMENT
64 )
3.340E+04
4.512E+03
' .
MAXIMUM STRESSES FOR BEAM
ELEMENT MAJOR MINOR SHEAR
72 1.454E+04 -1.179E+04 7.273E+03
41
VON MISES CRITER10N
STRESS % YIELD @NODE CONNECTIVITY
l.454E+04 33.1 64 56 64
ELEMENT
AXIAL
TORSION
73 BEAM FORCE RESULTS ( NODE 12 ) ( NODE 57 )
J.242E+03 V SHEAR 7.818E+OO V MOMENT -6.874E+02 V MOMENT 8.761E+03
5.435E+Ol W SHEAR 2.625E+d2 W MOMENT -4.630E+02 W MOMENT -l.815E+02
MAXIMUM STRESS-ES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
73 4.780E+03 -2.126E+03 2.390E+03 4.780E+03 10.9 57 12 57
ELEMENT 74 BEAM FORCE RESULTS ( NODE 57 ) ( NODE 65 )
2.894E+04
2 .1_33E+03
AXIAL 3.268E+03 V SHEAR 2.942E+Oi V MOMENT 8.594E+03 V MOMENT
TORSION -1.490E+o2·w SHEAR 2.422E+02 W MOMENT -3.379E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
74 l.274E+04 -l.007E+04 6.372E+03 1.274E+04 · 29.0 65 57 65
ELEMENT 75 BEAM FORCE RESULTS ( NODE 13 ) ( NODE 58 )
8.761E+03
1.815E+02
AXIAL 3.242E+03 V SHEAR -7.818E+OO V MOMENT -6.874E+02 V MOMENT
TORSION -5.432E+Ol W SHEAR 2.625E+02 W MOMENT 4.630E+02 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
~~EMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
75 4.780E+03 -2.126E+03 2.390E+03 4.780E+03 10.9 58 13 58
07-12-97 13:30 MSC/pal 2 Page 18
ELEMENT
AXIAL .
76 BEAM FORCE RESULTS ( NODE 58 ) ( NODE 66 )
TORSION
3_. 268E+03. V SHEAR -2. 941E+01 V MOMENT
1.490E+02 W SHEAR 2.422E+02 W MOMENT
8.594E+03 V MOMENT 2.894E+04
3.379E+02 W MOMENT -2.133E+03
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % Y:J:ELD @NODE CONNECTIVITY
76 1.274E+04 -1.007E+04 6.372E+03 l.274E+04 29.0 66 58 66
ELEMENT
AXIAL
TORSION
77 BEAM FORCE RESULTS ( NODE 14_ ) ( NODE 59 )
6.100E+03
2.255E+03
3.125E+03 V SHEAR 1.193E+02 V MOMENT 9.858E+02 V MOMENT
6.360E+02 W SHEAA l.421E+02 W MOMENT -2.03~E+03 W MOMENT
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR $TRESS % YIELD @NODE CONNECTIVITY
77 3. 688E+03 -1.139E+03 l •. 846E+03 3.690E+03 8.4 59 14 59 "
ELEMENT
"IAL
.1.IJRSION
78 BEAM FORCE RESULTS ( NODE 59 ) ( NODE 67 )
3.366E+03 V SHEAR -7.834E+Ol V MOMENT
8.782E+02 W SHEAR 3.273E+02 W MOMENT
5.902E+03 V MOMENT 3.340E+04
2.068E+03 W MOMENT -4.512E+03
MAXIMUM STRESSES FOR BEAM VON MISES CRITERION
ELEMENT MAJOR MINOR SHEAR STRESS % YIELD @NODE CONNECTIVITY
Lf 2..
78 l.454E+04 -l.179E+04 7.273E+03 1.454J::+04 33.1 67 59 67
t. • I\
CASTEGH CONSi.JL TiNG ::NGINE:RS
4455 TORRANCE BLVD,# 414
TORRANCE.CA. 90503
ENGINEER: D.J.CASTAN
PROJECT NAME :MODEL# 6
REPORT NO : 9773
DA TE: 07 /12/97
COLUMN BUCKLING: , 10 ft.COLUMN,80 MPH
PAGE.. L/.3
CONSERVATIVELY COMBINING WORST CASE AXIAL AND BENDING MOMENTS
MW = 30200-lbf in MV = 56390-lbfin FB = 39501-psi Pa = 3366--lbf,
4.S"DIA x· 7GA. A = 2.4429-in2 f :: 5. 7087· in 4 S -=2.5372-in~ r =1.5287-in
L -= 120-in K = 1.7 K-L' AK=-·
r
AK =133.447 Fa = 8440-1.33-psi
Pa fa-=-fa=I377.87l•psi
.A
Ra = fa Ra =0.i23
Fa
MW tbw = -tbw = 11902. 885 •psi s
MV tbv = -· -tbv = 22225.288 •psi
/ 2 2 tbt = ,y tbw '!" tbv
RT =Ra-Cm·tbt
( I -Ra)-FB
tbt RT·=Ra+-
FB
tbt = 25211.943 •psi
RT =0.741
RT=0.761
4.5" DIA x 7 GA. COLUMNS 0.K.
s
Cm =.85
< 1.0, O.K.
< 1.0, O.K.
t, • I\
ENGINEER: D.J.CASTAN
CASTECH CONSULTING ENGINEERS ·
4455 TORRANCE BLVD.,# 414
TORRANCE,CA., 90503
PROJECT: LEGO LAND-.MODEL#6
PROJECT NO. 0085
DA TE :06/14/00
COLUMN DESIGN : 4.5" DIA. X 7 GA.
TO :=4.S·in T := .18·in TI :=T0-2·T ._TI=4.14o1n
1!( 2 2) ,2 A :=-· TO -TI . A= 2.443 om . I:= T04
-Tf ·1t
64
I= 5.709oin4
4
·-2·1 S.--TO
,_K-L AK,--
r
s = 2.s31 oin3 . r := 11 ~;: r = 1.529 oi.n K := 1.7
AK= 133.449
FROM AISC,8th ED. · Fa :=8440·psi Faa := 1.33-Fa
FY :=45000-psi FB := .66· l.33·FY FB = 39501. cpsi
LOADS ON COLUMN :
Pa :=3366·lbf
LATERAL LOAD :
V :=533-lbf
NIB :=63968-lbf·in
STRESSES:
~ ,_Pa 1a,--
A
fa= 1377.867cpsi
,_MB fb,--s fb = 25212.02Jcpsi
USING l;Q. 1.6-1 B : Cm :=.85
fa Ra:=-Faa
RT:=Ra+~ FB
RT= 0.761
4.5" DIA . x 7 GA. COLUMN O.K.
Ra=0.123
< 1.0
L := 120-in
Faa = 11225.2 cpsi
O.K.
PAGE :A1
CASTECH CONSUL TING ENGINEERS
ENGINEER: D.J.CASTAN
PROJECT :LEGO LAND -MODEL# 6
PROJECT NO. 0085
DAT!; : 06/14/00 .
FOOTING SIZING :ALLOWABLE PARAMETERS
lbf Qu:=100(}_
ft2
S := JOO·lbf
ft3
Quu := 1.33-Qu
Su :=l.33-S
SECTION PARAMETERS: 2.5' DIA.
W :=2.5·:ft
Ms :=:MB
2 ,_1t·W AF,--
4
Ms = 5330.667°lbf,ft
lbf Quu= 1330°-
ft2
Su= 133 )bf
ti
AF= 4.909 oft2
PAGE:A2
,_ Pa q,--
AF
lbf q = 685.716 o_
ft2
lbf < Quu:;: 1330°-
ft2
O.K.
FOOTING DEPTH: USC 97, 1806.8.2.1
·Pe ,_Ms ,--Pe= 533.067 °lbf
L
d,_A (I·. P¥4.36·L)· ,--· + +--2 A ·
d = 5.73•ft
USE : 2.5 FT. DIA. x6.0 FT, DEEP FOOTING
deff := 1.9-ft
A :=Z.34-Pe
Suu-W
d dq:=-
3
Suu :=Su-deff
dq = 1.91 •ft > deff = 1.9•:ft
O.K.
CASTECH CONSUL TING ENGINEERS
ENGINEER: D.J.CASTAN
PROJECT : LEGO LAND -MODEL# 6
REPORT NO. 0085
DATE : 06/14/00
FOOTING FLEXURE :
fc :=3000·psi fy :=60000-psi
USING # 4 BARS As := .20-irr2 N :=l
FOR 2.5' DIA. FOOTING
As:=N·As
Be := 1.8.0·in Da :=24-in
(Da)· . D :=Da-.5756· 2 -3·m
T :=fy·As
T a:=---.85,fc-Be
T = 12000.018°lbf
a= 0.261 oin
b = 14.09~ oin
Mu= 150790.703 °lbf·in
MT := 1.8·:tvIB
MT= 1 H5142.4°lbf·in < Mu= 150790.703 °lbf.in
2'-6" DIA. x 6' .. 0" DEEP , WITH 4 -# 4 BARS , fc=3000PSI , fy=60000PSI
PAGE: A3
O.K.
CASTECH CONSUL TING ENGINEERS
4455 TORRANCE BLVD.,# 414
TORRANCE.CA., 90503
ENGINEER: D.J.CASTAN
PROJECT NAME :MODEL# 6
REPORT NO :9773
DATE: 07/07/97
FOOTING DEPTH : FOR 10' COLUMN, 80 MPH
TRY 2.5 FT. DIA. FOOTING D = 2.5-ft
1t·IY ~.2 AF = 4 AF =4.909•rr
Pa = 3366-lbf
Qu .= 1330-~
Mw =63968·in·lbf
Pa q =-· AF
B =D S = 199.5·~
(l\
/4.25-MO\ \3/
d = \ B·S } d =3.568•ft.
. lbf
q =685.716• ft2
MIN FTG. DIMENSIONS : 2.5 FT DIA. x 3.6 FT. DEEP
FOOTING FLEXURE :
fc . = 3000-psi fy .=60000-psi M .=Mw
PAGE: 44
MO =5330.667•ft·lbf
lbf < Qu =1330 • ft2
Be·= 19.90·in
TRY#4BARS AS:= .20-in2 AS =0.2•in2 T =fy·AS
T
a : = -.8~5--fc--Bc-a =0;236•in de .=30-in
Mu =322723.027 •lbf ·in
MF = 1.7-M MF =108745.6•lbf·in < Mu ~322723.027 •lbf·in
USE #4 BARS AS SHOWN INDETAIL,fy=60000PSI,fc=3000PSI
SUMMARY:
2.5 FT. DIA. x 3.6 FT. DEEP
4-# 4 BARS IN CIRCULAR ·PATTERN, fy=60000PSI f'c=3000PSI
CASTECH CONSUL TING ENGINEERS
4455 TORRANCE BLVD.,# 414
TORRANCE.CA.. 90503
ENGINEER : D.J.CASTAN
PROJECT NAME :MODEL # 6
REPORT NO : 9773
DATE: 07/12/97
BASE PLATE DESIGN : DOWN WIND
Pa = • 3366-lbf Mb O 63968 in-lbf S = !016·1bf
ANCHOR SOL TS LOAD : Db =9.0-in Pb =Pa_ Mb
4 2-Db
3i4" DIA. x 6" ANCHOR 8OLTS,fc=3000PSI:
Pu = 2700-lbf Puu = l.33· Pu Puu =3591 •lbf
Ps = 4250-lbf
s Rs=-
Pss
5 5
Rs =0.18
Pss = 1.33· Ps Pss = 5652.5 •lbf
Rt = Pb
Puu
Rt =0.755
RT -Rt3 · Rs3 RT =0.684 < 1.0, O.K.
BASE PLATE; W = 12-in DP =4.5-in . ED = 1.5-in
PAGE.· 45
Pb =2712.278•lbf
W DP Dp =-,--ED--Mp =2-Pb-Dp Mp= 12205.25•in·lbf
2 2
Tp = .500-in
FY = 36000· psi
FB = .75· I.33-FY
fp =24410.S•psi
6-Mp fp ·-· ---. 2 WTp
fp =24410.5-psi
FB =35910•psi
< FB =359I0•psi
USE: 12" x 12" x 1/2" A36 PLATE,WITH STIFFNERS
O.K.
DESIGN SKETCHES
f
r
114• /
3/B·,
112·
Stl
Co.lole
30'
15'
Additional
Bro.cing
<See To.lole
when Req'cl)
16'
8' 40'
16'
If
4' 61
_i_
A
B X
!
fD 1
Additiono.l
Bro.cing
<See to.lole
when req'd)
6. -.
_Jj_· .---~-~2 ties
View A-A
(Not to
Seo.le)
o.t 2
places
#4 Reloo.r
Df
:b 0
EMBED .
1'-6'
BELOW
SOIL.
LEVEL
DB ff
A307 SOLT
A 36
PLATE
0
D 0
0 ~. o·
VIEW ( 8 ) .
{ NQT TO SCAL~ )
. VIEW ( C )
· ( NOT TO SCALE )
,
B % POST
E70XX
3/16
·(J 1/2 # 4
REBAR
VIE\./ - F -
C NOT TO SCALE)
TAK
\./ELD
C
Sheecl
DESIGN DETAIL TABLE (NIOD 6)
WI:"lol> SP. H A 8 DP . D.B (A.307) DF (Fr) FD (FT) B.P. SIZE 8.P.BOLT SLEEVE STRL'TS
POST
2 7/8" PIA 4 1/2" DIA · 1/2" DIA 12"X12'' 3/4" DIA AND
8 IT X l2GA. X7GA. 3 318" DIA X 33/4" 2' 6" DIA 3' 6" X 1/2" X 6" NA HIP
BRACES : REQ. -
yi ~ POST
2 7/8" DIA 4 1/2" DIA 1/2" DlA AND
SO MPH lOIT X 12 GA. X7GA. 3 3/8" DIA X J3/4". 21 6" DIA 3' 6" . NA HIP
BRACES
REQ.
1 1 POST
2 7/8" DIA 41/2" DIA 1/2" DIA AND
12 FT X 12 GA. X7GA. 3 3/8" DIA X ·3 3/4" 2' .6" DIA 3' 6" NA HIP ff
BRACES
.
REQ.
POST
4" DIA 6" X 6" 5/8" DIA. AND
SFT X8GA. X3/.16" 3 7/8" DIA X 4 3/4" 3" DIA 4' 6" NA NA NA HIP
BRA-CES
REQ.
POST
4" DIA 6" X 6" 518" DIA AND
llOMPH lOFT X8GA. X 3/16" 3 7/8~ DIA X 4 3/4" 3" DIA 4' 6" NA NA NA HIP
BRACES
REQ.
POST
4" DIA 6" XIS". 5/8" DIA AND
12 FT X8GA. X 3/16" 3 7/8" DIA X 4 3/4" S" DIA 4' 7" NA NA NA HIP
BRACES
REQ.
NOTES: [) SEE DESIGN SKETCHES FOR SYMBOL DEFiNTION.
2) STRUCTURE l)'SES 3/8" PERIMETER CABLE FOR 80 MPH, AND 1/2" FOR 110 MPH.
Pagel
'. '
'. ' I
i'' i .
. '
' . ,-.
' ' ' i •
' l' .... l
'
' .
i'·
I
r
I ,.
i
I.
I
'
:_ ...
,., ..,,
'' ' ' ..
i:
l•:_-.
,.--'. ' . i •'. ~-
1: ,:
f./ ,· --·
' ;.: .
f ,. r .
r·
l ,· lJ, • .
' t-.
' . L-1 r ..
i j .
1 i •
'
---'· ':
'; . ,
... ~ -.
' .. ,.-•·, -
-: ~ '"
y
-~-.
EQUAL' .
. ' '·
26'"-Q" ...
8' -:8" ··:· ·
-,,,,
. '
. ,, '
EQUAL.
. {Of POSf
. . 0
I
. '
r~':-i-i.--·{ Of POSf
' 0
I .
0 '<I'
• 0
. I
<D
0
I .
<Xl
' 0
I ..
<D
-,'1
·-:i. :::)
0 w
-<Xl
I
<Xl
~
---' <(
..
..
' 0
I
0
0
I
0
SECTION X-X
4
:mm•:c•1•··,iN@Himm;m:;mtttk•@ mu::rn:rnrtrliln••rnnm•\ ·<n•n 8
i'ig:@MlIB:@@@lWtE:@EiM?t::t:B@t}B@@t:l ::xrnt&t: Hlli@l:iliu'' 1
([_ Of P0:3i]4.--'--->l.-l.....;..,1-1 ·1-~t-"<--([_ Of POSf
y
?/ 16"
(iYP).
}
X
-'·
PLAN VIEW
"---2 HOLES
1 ·5'-3"
(o--......--<f70XX
0
I
22
. POST BRA.CE · CONNECTION DETAIL N. f. 5.
'
"..---'----· 3/8" LUG
.--i
-•.i :
·,,.;..
_, .. ~ .-·' : -
I '! •.
"'· . '
t CABLE ATTACHMENT
. . -,. ',' . ; . "' '·;' :, .. ' ·,< >' . ' . ~ -. -
CABLE POCKET
" .
FABRIC
' ATTACHMENT
X
....-----, 4
0-n--<f70XX
FP
~----TACK WELD ( ,-YP.)
SECTION Y-Y
' L
?/16" (-rYf')
6"
VfRlf5.-
' 1
I
' I
I
I
<t.. -I--'---,
A HIP RAFTER CONNECTION DETAIL 50J.J ,_____ B N, f. 5.
MULTI-STRUCTURE
INTER-CONNECTOR
N, f.5.
12r---.....
2 BOLTS
?/ 16"
( -rYf'.)
10
'TYPICAL 4 PLACES ' . . .
D HIP BRACE CONNECTION DETAIL 1-----'sc"-'-PJ..-'---r --1 N. f.S. E
3
" ' ~
Q 0
~I I
\!J '<I'
?/16"
3 ,__ _ _,
---\ _,...... . .:.:.:. .. . l
' L --ti--''
( -rYf'.)
OPTIONAL
N. f. 5, C
19
Rebors
2 ea #2 Ties
I
2 ea #2 Ties
4 ea #4 Rebors
VIEW -"y"
REBAR CAGE
FOOTING DETAIL 5CAIX ,__ __ ~ F
N. 1. 5.
GENERAL NOTES:
1. ALL STEEL TO CONFORM TO ASTM SPEC A-36 OR
TO ASTM SPEC A-500 GRADE B (50 KSI) AS NOTED.
2. ALL WELDING TO CONFORM WITH AMERICAN WELDING
SOCIE1Y STANDARDS.
ALL WELDS TO BE 3/16" FILLET E70XX ELECTRODES
UNLESS NOTED OTHERWISE.
3. ALL FOOTING REBAR$ TO BE 60 KSI STEEL
4. CONC. FOOTING TO BE f'c=3000 PSI (IF REQUIRED)
5. ALL CONSTRUCTION SHALL COMPLY WITH THE UNIFORM
BUILDING CODE OF 1997.
6. STRUCTURE IS DESIGNED FOR 80 MPH WIND LOAD
7. ITEMS 1 THRU 5 IN TABLE ARE MADE WITH GALVANIZED
GAT~;J:,IELD T ALLIED TUu;,c---AJ'ID CONDUIT
S flee,;__ ( ~~,0~ f ...,,._u,~!L +eoQ...
C,c.-.. S,So "s. a..-~c {', ~ W 0-e. l d.,"..:)
' _,,...., -x,~ ..
22 PIN 1/2"¢x1 1/8" LONG SOLID ROD (A36)
HEX BOLT, FLAT WASHER, 5/8"¢ x 6" LONG BOLT 21 LOCK WASHER, & HEX NUT (A307) 13 TPI
2 Q ADJUSTABLE LEG BRACE
19 EMBED BAR
18 POST BRACE END PLATE
1 7 FABRIC COVER
16 REBAR CAGE
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
CONNECTOR PLATE
(IF REQUIRED)
PERIMETER CABLE
GUSSET
HEX BOLT, FLAT WASHER,
LOCK WASHER, & HEX NUT
HEX BOLT, FLAT WASHER,
LOCK WASHER, & HEX NUT
TAB CONNECTOR
HIP BRACE END PLATE
POST END PLATE
CABLE CLAMPS
INTERNAL CONNECTOR
POST BRACE
RIDGE
POST
HIP BRACE
HIP RAnER
~~~ NOMENCLATURE
5"¢ x 7 GA. TUBING
1 /2" #4 REBAR
2 7 /8"¢x3/8"THK. STL. PLATE (A36)
FIRE RATED Fl,BRIC COVER
MESH, POLYETHELENE
4 EA #4 REBARS & 2 EA #2 TIES
5 1/2"x10 1 /2"x3/8" THK. S L. [A36) 1
3/8"¢ GALV. CABLE
1 /2"x1 ''THK FLAT BAR (A36)
1 /2"¢x1 1 /2"LONG BOLT
(A307) 13 TPI (8 REQ'D)
1/2"¢ x 3 1/2" LONG BOLT
(A307) 13 TPI
2 1 /2"x3/8''THK. STL. FLAT BAR (A36)
3 3/8"¢x3/8"THK. STL. PLATE (A36)
5"¢x3/8"THK. STL. PLATE (A36)
3/8" CABLE CLAMP (4 PER UNIT)
2 5/8"¢ X11 GA. TUBING
2 3/8"¢ x13 GA GALV. TUBING
2 7/8"¢ x12 GA GALV. TU81NG
4 1 /2"¢ x7 GA GALV. TUBING
2 7 /8"¢ x12 GA GALV. TUBING
2 7 /8"¢ x12 GA GALV. TUBING
DESCRIPTION
80 MPH
.
0
I
z 0 .... E-< <i: u
3
FILE NAME: TOUVER\A12
••
>, = ~ 0 ~ p..
~
>, = z ~ ~
::e <i:
t::i . <i:
O·
0 I
10
0
I co I!: 0
<" i:l
. 0 z
= 0 ...
.'.\.
.,
I
l
~-' .,
--,f .
·,, , ..
''. 'ii
" '.,i<I
l :, ,-i
l
• 1i'
' . 1 ', ' ,, ,, .'., .,
. . ,
j
' .-)
i .•
., •
·1
. ,j . . •
.. . \ ''. , ..
. '·.-~ .
:.. .',. :•.,,· .. ;
", • L~
-•,, •
,. '~'.
l----__:_12:::.:.7.:.::.8:.__--1.::3:::::_5:.:::.81-------.:::.:86:_-__-4,__+·---=-86"-'-.-'--4 ___,_3=-=5-'-. 8.,___1_27_.8_---J 8mm PLATE
250
500
SECTION B-B, 1: 5
l=8mm
a=5mm
0 t')
100
0 0 N
DETAIL 2, 1: 5
250
15mm PLATE 0500
' I
Lfl en N n
0 0 0 ,...,
0 0 t')
0 0 N
~
0 0 0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
11 111 II II
II I 11
II 11 111 I I ii 11 II II
ii II I II II
lLILJIJj
ELEVATION, 1: 20
INT. PIPE:
219,1x6,3 mm
COLLAR 0350x10 mm WELDED ON WITH
5 mm FILLET WELD
PIPE SHOULD BE CHOSEN SO
THAT AS LITTLE SUP AS POSSIBLE
IS ACHIEVED BETWEEN EXT. AND
INT. PIPE WITH REGARD TO TOLLE-
RANCES ALLOWED ON PIPE DIMENSION.
EXT. PIPE:
244,5x10 mm
COLLAR 0350x10 mm WELDED ON WITH
5 mm FILLET WELD
COLLAR <i!470x10 mm i'1UDED ON WITH
5 mm FILLET WELD
GROUTED WITH CEMENT MORTAR
0 ,. rrtn • " ' I II -~
f
350
219.1 dy INT PIPE
-,---·-1---.........
I
I
I
I rrtn .----1-----" ' ;:: = ---1----= II I
~
I
I
I
__ L __
224.5 di EXT. PIPE (THEORETICALLY)
244.5 dy EXT • PIPE
DETAIL 1, 1:5
..-------=2:..:..44-'-".5"-------i dy EXT. PIPE
219· 1 dy INT. PIPE
I
I ---+--BOLT NOS, 6 M12
77 77 77 77
175 175
350
SECTION A-A, 1: 5
• d t It / L:\LEG0\5726\57260001 m I co nsu a s ph.+45 97 22 11 33 Job No.: 5726
NOTE:
STRUCTURAL STEEL: Fy ~ 235 MPa
BOLTS: GRADE 8.8
ALL STEEL TO BE HOT GALVANIZED.
THICKNESS min. 120 µm
SUFFICIENT OPENINGS FOR THE ZINK
INLETS AND OUTLETS IN SOLID ITEMS
MUST BE PROVIDED.
ALL MEASUREMENTS ARE mm
REV.A: 17.04.98
~ [b~@@ [fu
T~TllE:
COLUMN FOR ICONS
ATTIRACT~ON:
Date:
Sca~e:
!By:
Sketch:
LEGOLAND CARLSBAD
21.05.97
1: 20/5
AM
00.01 A
~IHIOW~ & !E\\f!EINl'f~ -~!IL[LIUJINIICJ