base plate structural atlalysis system data …
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BASE PLATE STRUCTURAL AtlALYSIS SYSTEM
AflSYS PRE- AtlD POST-PROCESSORS FOR FIllITE ELEMEtiTDATA GEtlERATI0ft AfiD LOAD SUMfMRY
REVISI0fi B
PROJECT 3501
!%Y 2,1979 (0RIGIf1AL)!%Y 16,1979 (REVISI0ft A)
JUtiE 11,1979 (REVISI0ft B)
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Project 3501Revision BJune 11, 1979
ABSTRACT
A series of two computer programs have been developed to function
as a preprocessor and postprocessor to the ANSYS structural analysissystem. The preprocessor performs the finite element data generationfor the baseplate geometry from a minimum amount of input. The post-processor computes and tabulates anchor bolt loads, maximum platedeflection, loads in the concrete elements and shear elements, as wellas average bending stresses across the length and a ross the width ofthe plate.
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TABLE OF C0il,TEf1TS
Pm1.0 IriTRODUCTIO!1
1
2.0 SYSTEM DESCRIPT10il1
3.0BASEPLATE AllSYS PREPROCESSOR-POSTPROCESSOR 3-63.1
IllPUT INSTRUCTI0ris FOR BASEPLATE ANALYSIS PROGRAM7-8
3.2 BASEPLATE MODEL C011FIGURATI0ftS.,
BOX COLUMt1 HALF MODEL9-10
BOX COLUMll FULL MODEL11-12
WIDE FLANGE COLUMN, HALF MODEL13-14
WIDE FLAliGE COLUIC1, FULL MODEL15-16
CilAtit;EL COLUMN, l{ALF MODEL' 17-18
CHANtiEL COLUMN, Fl'LL MODEL19-20
; ANGLE COLUtst, FULL MODEL21-22
4.0 BASEPLATE AtlSYS POSTPROCESSOR23'
5.0 SAPPI E PROBLEM23
5.1LISTING OF SAMPLE PROBLEM IriPUT DATA 24
5.2TYPICAL OUTPUT SUMMARY OF PREPROCESSOR-P0STPROCESSOR
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25-285.3 TYPICAL OUTPUT PLOT
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6.0 SYSTEM JCL FOR ACCESSING THE BASEPLATE PROGRAMS ON THECYBER-76 COMPUTER SYSTEM AT THE CDC TWIN CITIES CYBERNET
30-35CEt4TER
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1.0 ItiTRODUCTI0li
The purpose of these programs is to generate a finite element model
of a typical steel base plate which is secured to a concrete slab throughthe use of anchor bolts. For evaluating a particular design, it is neces-sary to know the anchor bolt tensile and shear load, the load in theconcrete, the maximum plate stress and location, and the maximum platedeflec' tion. A portion of the structural attachment to the plate mustalso be modeled to account for its stiffening effect on the plate.
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2.0 SYSTEM DESCRIPTI0fl
The pre- and poc t-processors are compatible with the ATISYS programand are designed to t perate in sequence with AflSYS in the same job stream.
The preprocessor con .:nicates with AliSYS through a BCD mass storagefile (TAPE 14). From a minimum amount of input, the preprocessor generatesthe entire Af15YS input file. The AflSYS standard input file is redefinedas a file named DATA (TAPE 14 = DATA) and AftSYS procceeds with the problem
solution. The postprocessor retrieves information from an At(SYS binaryoutput file (TAPE 12) and computes and tabulates information critical tothe baseplate. The following flow diagram defines the basic systemcurrently operational in the CYBER-76 computer system at the CDC Twin CitiesCybernet Center.
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CYBER-76 SYSTEM OVERVIEW
V
NiSYSBASE PLATE
PREPROCESSOR- I
TAPE 14(BCD) I
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AflSYSGEllERIC
BASE PLATESTRUCTURAL
AftALYSES
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fTAPE 12 | AtiSYS|
OUTPUT
m1y
NISYSBASE PLATE
POSTPROCESSOR
1. NiCHOR BOLT LOADS2. MAX. PLATE DEFL./t?0DE3. LOAD Ill COI1 CRETE ELEM.4. LOAD Ill SHEAR ELEM.5. PRIlMRY MEMBRNIE/CEllDli1G
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OUTPUT
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3.0 BASEPLATE Af15YS PREPROCESSOR-POSTPROCESSOR
1. The ANSYS STIF63 element is used to modyl the baseplate. It is
also used to model the structural member attached. Th ANSM STIF40element is used to model the anchor bolt (hook-tension orly), the anchorbolt shear (linear), and the concrete (gap-compression only). The struc-tural member attached (box, wide flange, angle, channel) is modeled with asingle layer of elements. Typical baseplate configurations are shown inFigures 3.1 through 3.7. The preprocessor input parameters are definedin Section 3.1. ~
2. The loading is applied to a node on the structural member's cross
section located at the centroid. This cross section is modeled as a rigidbody in accordance with beam theory (i.e., plane sections remain plane).Six degree-of-freedom loading is pennitted. These loads (forces andmoments) have the coordinate system orientation of the baseplate configuration.The preprocessor will prevent execution of ANSYS if anti-symmetric loadsare applied to half models. ~
3. The preprocessor internally divides the half model loads by 2 toaccount for symmetry.
4. Rotational anchor bolt stiffness generally has little influenceupon baseplate anchor bolt response and may generally be neglected.
5. If bi-linear tension-no compression properties are not desired,use the appropriate flag on the B card and enter anchor bolt stiffness K1
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but not anchor bolt stiffness K2.
6. Anchor bolts should be placed at appropriate nodes to assure thatplate element dimensions are square as possible (aspect ratio's > 1/6).
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Anchor bolt patterns must be synmetric with respect to the line of symmetry.I f half models are used bolts may be located on the line of symmetry.
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7. The theory outlined below is used by the preprocessor to computeconcrete spring stiffness. The following equation represents the dis-placement of a half space resulting from a rectangular distribution of load.
2
AVE , mP(1-V )yE /g--
W = deflectionve
m = numerical factor (assumed .95) depending on the ratioof baseplate side lengths.
'P = total load
V = Poisson's ratio
E = modulus of elasticity..
A = surface area of baseplate
K = stif fness
The above equation is transfomed to the following form of baseplatetotal stiffness.
P _E[y' _ W *(l'V2)AVE
This total stiffness is applied to the baseplate by individual springstiffness at nodes. These individual spring stiffness 2s are proportionedaccording to their contribution area. The postprocessor then list eachspring force as well as average concrete stress.
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8. Anchor bolt material laws are shown below.Linear Tension-flo Compression
F
K1
A
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Bi-linear Tension-fio Compression
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F
K2.
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Use of the bilinear option will increase computer cost 2013 183significantly.
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9. Shear and moment anchor bolt stiffnesses are also used torepresent anchor bolts.
Y
A
X
Ks
YalN
~ C ''^ ^k >Zgvvvy# >Km < g#y
7 K1,K2.
$GAP
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O = supported node
Km = rotational stiffness
Ks = shear stiffness
Kl = axial stiffness (linear)
K2 = actual stiffness (bi-linear)
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3.1 INPUT INSTRUCTIONS FOR BASE PLATE ANALYSIS PROGRAM
CARD COLUMN DESCRIPTION
A Title
1-76 Problem TitleB Model Key an( Loading
'2 0-ANSYS output
l-suppress ANSYS output
4 Model type- 1 box column, half model
2 box column, full model3 wide flange column, half model4 wide flange column, full model
. 5 channel column, half model6 channel column, full model7 angle column, full model
6 Plot flag
0-no plot, run1-plot, run2-plot, stop
8 Bolt property flag0-linear tension-no compression1-bi-linear tension-no compression
21-30 FX load31-40 FY load41-50 FZ load51-60 MX load61-70 MY load71- 80 MZ load
C Anchor Bolt and Concrete Parameters1-10 anchor bolt axial stiffness K1
11-20 anchor bolt axial stiffness K221-30 anchor bolt clastic. displacement
- 31-40 anchor bolt shear stiffness l41-50 anchor bolt rotation stiffness51-60 concrete strength (f'c)
Cl 1-3 bol t locations4-6 (specify plate node nunbers in sequence,7-9 snallesttolargest)10-12, etc.
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CARD COLUMN DESCRIPTION?C 2, C1, C4 1-3,4-6,7-9 Concrete springs to be eliminated ,3
10-12, e tc. (specify concrete node numbers insequence, smallest to largest)Dimensions
D l-10 A11-20 B
21-30 C31-40 D
41-50 'E51-60 F61-70 G71-80 H
D1 1-10 I11-20 J21-30 K31-40 L
E Thickness1-10 T1, plate thickness
,11-20 T2, column thickness, web21-30 T3, column thickness, flange
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Code a blank or 0.0 if anchor bolt rotational stiffness is not desired.Integers are right justified in field.
Include cards C3 and C4 even if blank.4Code a blank or 0.0 if dimension is not applicable for particular model type.
5Code a blank or 0.0 if thickness is not applicable for particular model type.
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FIGURE 3.1.1 BOX COLUM1 IIALF MODEL
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FIGURE 3.41 - WIDE FLANGE COLUfW FULL f0 DEL
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FIGURE 3.4.c' - WIDE FLAl1GE COLUMN FULL 10 DELi;0DE flu'4BERIllG
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FIGURE 3.6.1 - CHAtifiEL COLUtfi FULL lDDEL
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FIGilRE 3.7.2 - AfiGLE COLUMN FULL 140 DELliODE flUt3ERiflG
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4.0 BASE PLATE AttSYS POSTPROCESSOR
From the results of the last iteration in the AtiSYS solution, certaininformation is required. The postprocessor reads an ANSYS output file(TAPE 12) in hinary mode and computes and tabulates anchor bolt loads,
nuximum plate deflection and node it occurs 'at, the load in the concreteelements and shear elements, and the average bending stresses across thelength and across the width of the plate. The sample problem included in
this document shows the postprocessor printout for a typical base plate.
G.0 SAMPLE PROBLEM -
Model Description: Channel column half model18" x 18" base plate
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' Loads: M load = 2500. in-lbs.x
6Stiffnesses: K = 0.285 x 10 #/inbolt6K = 30. x 10 #/inshear
F = 4000 Psic
Dimensions: A = 9.0B = 18.0C = 2.25
D = 2.25
E = 3.0F = 4.5G = 2.25
H = 6.75- I = 2.25
Thickness: T1 = 1.5 (Plate)T2 = 0.5 (Column Web)T3 = 1.0 (Column Flange)
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5.1 Listing of Sampic Problem Input Data
CHANNEL COLUMN HALF HnDEL Mr=2500,5 1285000, 2500,
13 63 3oo000 4000,2 4 6 6 to
18 2.25 2,25 3, c.S 2,2S 6.75g
1.5 5 1,
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'5.2 Typical Output Summary of Preprocessor - Postprocessor
......................-.,...................<<...,.......,.....te...res...<sseet<v.,<PRE PROCESSING FOR HASE PLATE ANALYblS*
*.* .........................................---........-~.. t*
a* SUMMARY OF INPUT
. **e
CHANNEL COLUMN HALF HUOLL Mx:2500,*8
*A'
* HODEL TYPE S CHANNEL, HALT HODELie**A
A m e * * * * * . . . . . . . s m . . s . . e . . . . . . . A . . . . . . . . s . . e A s. . . . . . . & . A A A A . A s * A A A i s e . s # A A A i A A 8 8 A t t a
** LOADlhG DATA **FX 0,FY 0FZ 0, '
HX 2500,0HY 0HZ 0
ANCHOR I;0L T P AR ANElrRS a...
BUL 1 511FTN[SS K1 ,2 fl5 0 0 L + 0 6BOLT 511 F F .JE S S K2 0,
BUL T I L AS TIC OISPL 0,BULT SHEAR SIIFfNESS 30000t+06HOTATIONAL STIFFNESS 0
CONCRETE STRENGTH 4000,0
a. DOLT LOCATIONS **15 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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ELIN!NATED CONCREll SPRING LOCATIONS s.***
2 4 6 8 to 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
** D1pENSIUh5 FOR CH A%LL Half M00ll $.
A 9,00000 18.000C 2,2500D 2,2500E 3,0000F a,5000C 2,2500H 6,75001 2,2S00
e* THICKhESSES **PLATL 1.5000 9013 ~703HED 50000 'FLANGE 1,0000
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..............................................................................,.....POST-PROCESSING FOR DASE-PLATE AhALYS!$.
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SUMM ARY OF RESUL TS*,
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CHANNEL COLUNN HALF HDDEL HX 2500,*e*** HODEL TYPE 5 CHANNEL COLUMN, HALF MUDEL oa*e.
...........**....*4..................................................na*4........
** DISPLACLHENT SUMMARY (PLATE ONLY), *A
* X DIRECTION s
HAXIHUNNO. NODE VALUE
1 37 91304E-062 35 55990E-063 33 44921E-064 31 41459E-065 23 32498E-06
HINIMUHNO. h00E VALUE
32 71 ,18878E-0631 73 ..17757E-0630 75 . 14723E-0629 3 .,98038E-0728 5 .93096E-07
* Y. DIRECTION *
HAx!NUMNO. NODE VALUE
1 9 44359E 032 7 ,43504E-033 5 ,39817E-034 19 38611E-035 17 37967E-03
HININUMNO. NODE VALUE40 79 .,31307E-0439 77 .,30460E-0a38 75 ,27095E-04 -
37 73 . 23710E-0436 71 .22554E-04
a 2-DIRECTION *
HAx!NUMNO. NODE VALUE 2013 2041 47 47053E. 06-
2 59 36075E-063 69 33684E-064 49 ,$3396E-065 57 32516E-06* HININUM
NO. AUDE VALUE
PioJec,t 3501 "vPTELEDYNE'
,' Revision B ENGINEERING SERVICES'
-27-June 11, 1979.
q A, { V ',_ st
J 3
40 29 ,54139E-0639 19 .40713E-0638 9 39779E-06.
37 17 .37449E-0636 37 .3662BE-06
** ANCHOR 80LTS **
DOLT fiUDES AxlAL SHEAn sHLARHO,F0HCE L X1 13 14 83.067 *,4111tE.02 ,31096E-01
'2- 63 64 0, 4111tE-02 .ll?93E-01
** CONCRETE SPRINGS - Y DIRECTION **
ELENENT NUDES F0HCE S1HESS5 12 11 0, 0,7 la 13 0, 0,12 16 15 0, 0,14 18 17 0, 0,16 20 19 0, 0,17 22 21 0, 0,19 24 23 0, 0,21 26 25 0, 0,23 28 27 0, 0,25 30 29 0, 0,26 32 31 0, 0,28 34 33 0, 0,30 36 35 0, 0,32 38 37 0, 0,37 40 39 0, 0,38 42 41 0, 0,40 44 43 0, 0,42 46 05 0, 0,44 48 47 0, 0,46 50 49 0, 0,47 52 51 0, 0,49 54 53 0, 0,51' 56 55 0, 0,53 58 57 0, 0,55 60 59 0 O.56 62 61 ,37149 .1467656 64 63 +1.5c60 .2091167 70 69 -5.SM29 -2.635768 72 71 -5.8833 - 4 . / 's 41
-
72 80 79 -6,4511 -6.7024 ,2 0 i 3 .2 0:e)63 66 65 -7.2621 -1,291065 68 67 -!!.866 -2,485969 74 73 -13,067 'i.009771 78 77 -15.190 -6.498270 76 75 -15,829 -5,75'i9
..
WTELEDYNE.
j,,.ojec't dal -2a_ ENGINEERING SERVICES- ,,
Revision BJune 11, 1979
\f h0
** AVERAGE BEido!!4G THROUGH CROSS SECTIONS OF DASE PLATE *a
SECTION MODULUS SXX 3,3750
Z AXIS LOCATION H0HENT A800T X UENDING SynESS
0, 0,o);.q t .o 9{' .151E-08 .
198, 29*3 .
S.82 592, 87,39.15 .go3, ,gg 3I2*4 *813, 120-
14,7 ,, q 3 9 -65 |!!:: Ta- 7: 4
SECTION HDDULUS SZZ 6,7500
x AXIS LOCATION t10HE rli AHOUT Z B L t.p i tiG STRESS
-9,00 0, 0,~7,88 -7,04 *l.04~5,50 63,7 9, tt 3-3,00 190, 28,2,8/5 283, 41,9,875 283, 41,93,00 190, 26,25,50 63,7 9,437,BB -7,04 -1,049,00 0, 0,
***** ANSYS Two DtsEtlSION AL PLOIS AnanaEt40 PLOIS *.********
.
2013 206
.
'7PTELEDYNE.- . ..
Project 3501 ENGINEERING SERVICES,
Revision B -29-June 11, 1979
5.3 Typical Output Plot '.
-) C')8 - 3 S ? 3
,
& 2 3 %
38 13 35 -_ li tt
6 23 33 35
.
Il 23 15 di 23
88 23 22 21
*
31 % 47. - 39_ , _ , ,,,
'.
s
27 'J 9 31 31
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%: 53 5% %1 19_,
.
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is in 15 13 19 f
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.
88
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38
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.
Lt 3nf 1M f D*8'a f's 3 Lf d,r 1.*( y py ,gg q,
2013 207....w.,.,,,,t.....,,...., , , . . . ,
.' , "vPTR FnYNE-
,
Project 3501 ENGINEERING SERVICES_ ,0 -Revision B '
June 11, 1979
6.0 SYSTEM JCL FOR THE CDC CYBERNEf SYSTEM
6.1 CYBER 76 Computer System at the CDC Twin Cities Cybernet Center
operating under SCOPE 2.1.
JOB card
ACCOUNT card
MAP,0FF.
ATTACH , PRE , B AS EPL ATEPRERE VB , I D= G9, MR=1, PW= )PRE.
REWIND, DATA.
ATTACil,REV3, Af15YS37G,I D=APPLIC .
LIBRARY ,REV3.
RFL,150000,L=200.
AtlSYS , DATA ,PL=999999.
REWIllD, TAPE 12.
ATTAC H , POST , B AS E P L ATE POST RE VB , I D = G9 , MR= 1, PW= )POST.
~
REWIf10, TAPE 21.'
ATTACH , D2P LOT , D2 PL OT , I D= APP LI C , MR=1.
REQUIRED D2 PLOT.
PL TItiG <REWIf1D,fiPFILE.
COPE K)DE ATT ACH , UllI POST , UtlI P OST , I D =AP P L I C , MR=1.
OtLY g,.iI POST , D= COPE 0CC ,1.
REWIflD,PLOTF.
, DISPOSE .PLOTF,PT.
HDFILE,2.
EXIT.
NDFILE.2.
/8/ 9
2013 208
.
'
', "& TF1FDYNE-
$"ev. -..
3' I5sion B _ 31 ENGINEERING SERVICES
June ll, 1979
[ BASEPLATE PREPROCESSOR IriPlTT DATA]
7I8I9 ,
U:{IPOSTPLOT I fiC R= . 005 *S CALE= 1. 0 *S CHAR = 1. 0* DRAW $
DIRECTIVES
6j
7I8
I9
~.
6.2 CYBER 17S ECZ Computer System at the ECC in Rockville, MD.operating under SCOPE 3.4.
JOB card
USER card'
PROJECT card (optional)PAP,0FF.
ATTACH, PRE,BASEPLATEPREREVB,ID=G9,MR=1,PW= )PRE.
.
REWIllD , DATA.
AP PLI C , R3AfiSYS , R3STI F, R3ST RS , D2P LOT , U lI P0ST .
RFL,160000.
AfiSYS, DATA,PL=999999.
REWI fiD, TAPE 12.
ATTACH, POST,BASEPLATEPOSTREVB,ID=G9,MR=1,PW= }POST.
-
REWIllD, TAPE 21.
D2 PLOT.
REWIf10,fiPFILE .qUtil POST , D= COPE 0CC ,I .
REWIf1D,PLOTF. -
ROUTE,PLOTF,DEF,DC=PT,U?t=username.
,I. 2013 209
8!9
.
..
' Pro.ibet 3501 W TELEDYNE'
- - '
" - 32 - ENGINEERING SERVICES$n|.'l$"$979
[ BASEPLATE PREPROCESSOR IllPUT DATA]
7I8
79
UNIPOSTPLOT IttCRc.005* SCALE =1.0*SCHAR=1.0* DRAW $
DIRECTIVES
6/
7!8
I9
.
.
2013 210
.-
*-
9PTF1 FTT/NE.[5vNIo'nf ENGINEERING SERVICES
.
3'' '-
_ 33 _June 11, 1979
6.3 For baseplate geometries not compatible with the baseplate pre-processor which may require modifications to the AftSYS input data, other
procedures are required. When processing in a batch mode, a two job stepprocess may be used.
Job Step 1: Execute the preprocessor to obtain a card deck of
the AftSYS input data for the baseplate configurationwhich most closely approximates the baseplate tobe analyzed.
Job Step 2: Incorporate modifications into the card deck ab--
tained in Job Step 1 to meet the modeling require-ments for the baseplate to be analyzed,. and executethe ANSYS program with the modified input data.
It0TE: Modifications to the baseplate finite element model mayrender it incompatible with the postprocessor, thereforethe postprocessor should not be used. The anchor boltleads must be extracted from the AftSYS output of thelast iteration.
.
2013 211
.
.,.
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,'3 I "/PTF1 FnYNE.
[c'vsjo'n B' '
-
- 34 - ENGINEERING SERVICESJune 11, 1979
6.3.1 CYER 76 JCL (Job Control Language)
Job Step 1: Preprocessor execution with card output
JOB card
ACCOU!iT card
!MP(0FF)
AT TACil( P RE , B AS E PL ATE P RE RE VB , I D = G9 , fir = 1, PW= ).
PRE.
REWItiD(DATA)
COPYBF(DATA,PutiCil)''
REWIfiD(DATA)
COPYSBF(DATA,0UTPUT)
fiDFILE(2)E XI T.
liDFILE(2)7/8
/9
[ BASEPLATE PREPROCESSOR I!1PlH DATA]
6f
7|8,9
2013 212~
..
. .
W TF1FDYNEfcv
.-.
ro ta'
9n a - 3s - ENGINEERING SERVICESJune ll,1979
Job Step 2: ANSYS execution with modified input
JOB card
ACCOUNT card
ATTACH ( REV3, Af15YS 37G , I D= APP L I C , MR=1 )
LIB RARY,REV3.
RFL,150000,L=200.
At15YS,PL=999999.
NDFILE(2)
EXIT.
!!DFILE(2)7I8
!9
~
[ MODIFIED BASEPLATE IllPUT DATA CARD 5]
FROM JOB STEP 1
6/7/8I
9
NOTE: A similar procedure may be used for the CYBER 175
operating in batch mode. When operatin9 in aninteractive mode, the input data to ANSYS may beedited, modified on line, and executed. This
'
single job step negates the need for card outputin a batch mode two job step operation.
2013 213
.
. .'e ,
s!a .
f
ATTACHf1ErlT I
CONSERVATIVE PRELIllIflARY CALCULATIONS FOR LOW LOADS Otl BASEPLATE
Hand calculations to be used in lieu of finite-elenent analysis forbaseplate anchor bolt laods: gp
LI
Moment Loadina r]Mhe- L ?NB
4Sc
R f1 Assunes centroid of concrete reaction=B
L is at plate center line.
R is total load for bolt line; if 2 bolts in bolt line, TB B "B etc.)"
2
Tension Loading
Take tensile load and divide it by the number of bolts, then multiply by 1.5
T P x 1.5 n = number of bolts=B
n
Shear
Take total shear load S, divide by number of bolts
S b*B
n
2013 214
- -
.,:m#~/--
.,. 9 q.. :gmn w .: -
. . <
?"ph r FDYNE ENGJNEErd!G SEBACES"U '/
.c/~
ey_ /'JC DArrf ?/-77cM227 Ho. 3 0F TCHKD.BY 06 DATE f*3)~79/
PftOJ. % .- H*|.
/
/2'x /?'" 8ASEfrA75 % '' /%'/Lt tFS SA'dP -OFT W'lX/3
COMPARIS0:10F PRElll1111ARY C0!iSERVATIVE 110 DEL TO TES CURVES FOR PULLOUT (TEllSILE) LOAD
,
TES curves and AflSYS F. E. models were used to evaluate- loads on plates of 3/8" and smaller thickness or large loads.
,
seco-
.
~
'/" ~,
Conservative Model-
c- - .- - - . _ _ _ _ _ _ _C
__ _ _ . _ . . . _ _ _ _.
o.
Es* 3m - *
Do ArtSYS Pre-Processorco
.
K Pa 10000.y x
2 coo -
.
4
Jo n -
_
|0\J ...
'
sa -
-
M W % % % Ig
e
/L'A7E Ti.'KM'EM (iv)
.
'
.! -
"#1 H FnYNE ENG!Ni+PJNG SERVICES-
, ,,..
sy- #7C oArr f-3/-77m m._ Y
'
caiKD. EY_65 oarr S ,'/-77 or frnoa. wo. 2ra/
|2''x /2' S.ailuTi %'' fit 1:u9.s JA%!-OFT M k/3
ti0liEriT LOADIllG C014 PARIS 0ll
0
Geo-
-
~
Sooo ~
_
Conservative tiodel_
X'fooo ~
C-
a -
bg$ 3o* -
,
d AflSYS F. E. 11odelXN liX * Soooo -
_
x
2000-
.
w
.
''
fo o -e
-
2013 216.
I | t i I I3h % % (1 % I
fu175 'nt,ce'.Ess (v..)
ATTACilitEitT II'
T (lension)
Tu/5 Tu = Ultimate TensileCapacity
'
/ Su = Ultimate ShearCapacity
//> S (Shear)
Su/5
.
The equation for the straight enveloping line is:
T + S 51 (II.1)Tu/5 Su/5
where T tensile bolt load=
S shear bolt load=
Every calculation which falls within the shaded area meets the requirementsas specified by the bulletin (i.e., safety factor of five). All calculationsfor shear tension interaction are based on equation (II.1)
J13 217
. . ,\ . ..
,.
,-e
ATTAClli1EtlT III
Ou' )
DYiW11C PERFORIAN!CE EVALUATION OF RED HEAD #:CHORS
.
IffiRODUCTION
HISTORICALLY, PUELISHED DATA CC?!CERflING TFE PERFORl'A!:CE OF EXPNISION
NICHORS HAS EEEN LIfi!TED TO THE EFFECTS OF STATIC LOADS. TIE TESTPROGRN4 REPCRTED HERE IS lHE FIRST EFFORT BY AN N!CHOR IMt!UFACTURER TOC0iPILE DYilNilC LOAD DATA FREQUENTLY SOUGHT BY DESIGilERS. THE TESTS
.WERE Co?! DUCTED FOR ITT PHILLIPS DRILL DIVISION BY f%TERIAL RESEARCHLABORATCRY, INC., GLEf&DOD, ILLINOIS,
~.
0 EJECTIVE & SCOPE
THE OBJECTIVE OF THE TEST PROGP#1 FAS TO DETEPJ4It!E TFE HOLDING ABILITYOF SELECTED RED HEAD EXPMISION N!CHORS WlEtl SUPJECTED TO TENSILE LOADSAPPROXII% TING SEISi4IC CONDITICflS.
_ , THREE T/ PES OF ANCHORS Ill 1/2 It!CH AND 3/4 II.'CH SIZES WERE TESTED:
.
SELF-DRILLIt!G ANCHORS n
N >. m u."- $!iTCATALOG I!U|GERS S-12 NID S-34-
.. ,,
FrSp a- ~ _ _ -
SLEEVE N CHORS
CATALOG t!U GERS HM-1230 F' ~ =r 2 E=='" ' q,AND HN-3440 y j .'__ ] ,8 3 hj
sWEDGE NICHORS
''
CATALC f33ERS WS-1226 f]Q g %,
212tG. In~7IIgg ; d*
-- w V-
-
20l32h8'.
-1-
*,.,.
.. .,
D
TEST APPAF.ATUS
..,]lh. < i.:.l. ' I Ff3.% }? [3.3. 4. M ,a...,e . - . i .a r.
THE TESTS WERE COMDUCTED IN A 50,000 LB. |J;, .]. I'J M, .}a | i, A,s,,T-], . .
.! .
1j$d' %:b d/ :)-~E @Wd.jr.- t 1" L f 'l * ;
'
1SERVO-HYDRAULIC TESTING iMCHINE. THE '
FRCi4 A filMIT'.Uti 0F 300 LES. TO THE PRO- 9 v. i ;' .- , .f! MDYiM 4IC LCADS NERE SINUSOIDAL Ill A RN GE'
GRA'4ED i'AXiiH4. THE filtilini TENSILE LOAD y ;,h)) -' GM!!,
\MS I ECESSARY TO FREVENT SERVO UNIT DN%GE '
. .' ' W. DL. Wil. bl:)E7]SjG,ld[f{g3d|
milch I41GhT CCCUR UNEER ZERO OR CCFPRESSIVE '-
m[QfLOADII'G. THE iMCHIi:E HAS THE CAPABILriY aTO CCNTIf!UOUSLY CCFPEi! SATE FOR ANCHOR DIS- ]iu K i 1 2 % qjf3 @
Jg- M ...
PLACE 1'.EiR. LOADS WERE READ CN NI OSCILLOSCOPE. %*-*; 9 L [,h :.Q .";-'=
:.
- Q_ _.st e ' q%" . , % p[?f.
THE LOAD HAS APPLIED TO INTERNALLY THREADED d, i.ANCHORS BY A SHORT THREADED R0D CONNECTIi!G ;/i ,2 , ,7 . ,j' *. I t :. o
'' '
,.
THE SPECIME!! TO A COU?LER MlICH WAS CROSS- [g : . i %' i '' D- > -2i,-
F %' '
PINNED TO THE HYDRAULIC CYLIllDER. EXTERNALLY'-.
M C f ... d - f } ) M;.t * *i$iTHREADED N!CHORS WERE CCNNECTED DIRECTLY TO , .
k.** ? * k 7' 'THE COUPLER. THE REACTION BASE WAS A 16 INCH
<.
% ]i b:d [] D [-] J \J b*
D
$ U :f; U'
m--
TFE TEST SPECit'E:!S 'eERE li! STALLED BY PHILLl?S DR:LL PERSCi::EL IMTO 16"X 16"X 8"LI?'ESTC::E AGCREEiTE CC? CRETE ELCCKS, HAV!t n AN A.cr?.0XI|%TE CC:'?RESSIVE STRE::GTHOF 6. 000 P.S. I .
THE It!!TIAL |%XIMJ:4 DYi!A'11C LOAD APPROXI|%TED 60% CF THE ULTI ' ATE STATIC LOAD.AFTER THE FIRST 150 CYCLES, THE f%XIt'.U:4 DY 'A111C LCAD FAS It' CREASED If:CRE"Ef TALLY
AT!D TEE 150 CYCLES '<ERE REPEATED AT EACH I!!CR 1'I'lT CF LOAD U :TIL . AILU?.E CCCURRED.
TEST RESULTS-
A SU:'iGRY CF THE TEST RESULTS IS TAEULATED If! TAELE -.
THE ILLUST?ATIC:1 EELC'el SI-D't|S THE PEli PLCT RECCP.EED FCR A TEST SPECit'Ett SUEJECT-T;TO DYt?l41C LCADI::G AT 15 CYCLES / fill.UTE. THE DE:! PLOT IS PICTCRIALLY TYDICAL CFALL id'C:-ORS TESTED. THE LC'/.ER FREOUE:!CY FA3 f!ECESSARY TO PER|ilT T-:E RECCRDEP. FEMTO TPACK THE LCADlis SEOUEl:CE.
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TABLE - 1
STATIC #ID DYNAMIC PERFORtWlCE CCM%91 SON OF 1/2" A!!D 3/4" NICHORSTYPE | SELC-DRIU ] hEGE SLEE\E
CATALCG I4UGER S-12 S-34 'e's-1226 WS-3454 HN-1230 HN-3440
TOTAL EleEE|Ein, IN. 2 3-1/4 2-1/4 4-3/4 3 4
STATIC
LOAD, KIPS 10.4 14.7 6.0 14.0 5.2 12.6.
No. OF TESTS 2 3 3 3 3 3
TY?ICAL FAILURE l'CDE C S C S T P,T,S
DYNAMIC
*
LOAD, KIPS 7.9 16.7 6.0 16.8 5.2 10.3
i0 OF CYCLES 553 676 606 1,402 584 849
i0. OF TESTS 3 3 2 3 5 6
TYPICAL FAILURE FCDE C,T S C, P S T P, f
DYtWi!C LOAD AS A PERCE!ITOF STATIC LCAD 76 114 100 120 100 82
..
KEY - TYPICAL FAILUP.E l'. ODE:
C - CC:: CRETE SPALL
S - CC:' CRETE ELCCK SPLIT
( , P - M'CHOR PULLCUT0132hi
T - At;CHOR TEilSILE
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C;CO?!CLUSIONS
THE PP.0BAELE CAUSE OF THE S-34 /JO WS-3454 At:CHORS SHOWl::G EtticR PER-FORi4Af:CE U:! DER DYtWilC CC?lDITIC:lS TPNI FOR STATIC LOADS IS THE CC:'PARATIVELYSFALL SIZE CF THE CCNCRETE SPECII' ENS. IF llRGER ELCCKS MAD EEEi! AVAILABETHE STATIC CAPACITIES '/0ULD AU'OST CERTAli4LY HAVE BEEi! GREATER.
A CCi4?ARISC?l 0F AVEPAGE ULTI!%TE DYiWilC At!D AVEPAGE STATIC LOADS SHOWSTHAT SHORT DU?ATIC:!, LON FREOUE!!CY DYt%T11C LOADif:G ONLY SLIrHTLY AFFECTSULTIFATE CAPACITY.
THE DATA SUGGESTS TPAT A' SAFETY FACTOR OF FIVE UOULD BE APPRO?Rif.TE FORDETEFJil!!IIG VORXII:G LOADS U:! DER DYtW41C CCiDITIO !S SUCH AS THOSE ASSOCIATEDWITH A SEIS41C EXPERIENCE.
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BY: L/l tu ?' ,tc.u N t /
I!ICHOLAS G. SCHEUFRPRODUCT Ef:Gli'EERITT PHILLIPS DRILL DIVIS10?!{9 .
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wM@iesj ATTACHMENT IV $as
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W'biM600 US HIGNWM 46 g
PIPESUPPORT CORPORA TION CUFTON. H. J. 07015 g )1"** ig'%(AT HA !L STJ wan
03M-!.B&N:fD
j May 23,1979 fgM4i4
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Ad.;. rn w, omaha Public Power District D g. D DJ hi' d-
| 1623 Harney Street h~ d\\d #5'M-! C=aha, Nebraska 68102 ?,%
WM.
i Attention: Mr. Bud Eidem M idManacer GSE Mechanical $FSid'
LWii}. ~
-r h+Jc'Ig;jjSubject: 0:aaha Public Power DistrictMij Fort Calhoun Station Unit i1
Pipe Support Ease Plate Design Using M.E~C;i,
concrete Expansion Anchor Bolts $59US NRC It Bulletin No. 79-02 MNDated March 8, 1979 $s
?.sydd%Ref. E-PPC Job No. 4024/049 229j5M}Gent 3enen f?a Y.g*
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Ar, requested we have reviewed representative hanger and restraint, g.gdfdesian details incorporating concrete f asteners on the subject project jg;g2eud@,
|and our design practices being used during the active design period.The general raethod of analysis used is as follows: ({jj
i ,
Y!NThe distribution of loading on bolts was calculated on the basis '$g'i$j(
f' of a rigid base plate with pure tension and shear loadings dis- flyjgg.
i tributed equally on the bolts and the ef fects of ::.oment loadings q-.Vy.
! treated as follows: g-Qeu
1. Moments in plane perpendicular .to plate were @M.
resolved into pullout forces on bolts by g.*:Qtreating the bolt rows as a couple. gj
g@MNipy;2. Mo:aents in the plane of the plate were resolved; into shear forces on bolts by treating the bolt [ghi3
! pattern as a couple. M i$
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QjThe types of concrete f asteners used on the project are asJil follows: 9W11
,s$w|glj
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G! MAIS STrJsM AND PEEDWATER (ALL APPLICATIONS): ALL CTEER SYSTEv.S (OVERREAD AliD WALLS) Mm
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May 23, 1979 .h ._
Page 2 of 3 7-
WMPhillips " Red Head" self drilling shell type -(chell type as referenced %gin IE79-02) the allowable loads woro established using available lab- g3oratory testing reports which tabula ed average ultimate pullout and gshear loads for the neted f asteners to which we applied an appronmate
eMp->a.t..o 1,s.a. f e ty f actor for both tension and shear. The allowable loads so Y6 z. w- - m
La4cerived are:m
Phillips $E55i
{g| Catalog Bolt Allopable Load .
^j Nunber Dian. Tension Shear psgdEM
| S-3B 3/S" 990) 550) [.$9re9AJ, y an
| g?}s-12 1/2 1470 1090;
Ens!i
| S-58 5/S 1840 1700 MrJs*
i fin! S-34 3/4 2875 2640 Mri G2R
m-!, 5-78 7/8 304,0 3010
XM,Egp
i 3All Other Sys tems (Floors Only) jf=qq
M V-.iPhillips Stud Anchors (my own interpretation is that this type would be N$$classified as a shell type as referenced in IE 79-02. I base this on $ Mil
that it utilizes the sane plug expansion principle as the Qf3!1the factself drilling anchor). The allowable loadswereestablishedinthesameEeEM'E3@;manner as for the self drilling type. The allowable loads used are:, m'
hhy%gpPhillipsCatalog Bolt Allowable Load *
2:urber Dian. Tension Shear Mr
"$$$ d; JS-38 3/8" 715! B609.E3?g.* w- .
JS-12 1/2 935 1450 1%*
4T23: m%-
JS-58 5/8 1540 1970 gp!
! RMEi JS-34 3/4 2110 3000 Mf6*
g[g(d$5I
|We did not use any foraal interaction relation formula between tensionand shear allowable loadings at that time. Where applicable the designetwnm
TM'@would use good engineering judgenent in correlating the tension and
MI'
shear loadings.Ws.;gNhp$j)E Bercen-Pater: son's standard for mini:num spacing between f asteners was
| and'is now 10 times bole diancter f or 1001t capacity and when not3 gg1 specifically directed ca a job specit'1 cation use 61 as the mininu:: 1
I center-line of bolt to edge of concrete distance. 9 )qA h --- (. 4 Iew1 - L Ms
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w1rm =-- 1..a3May 23, 1979 F4*
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Base plate design assumed a rigid plate and was checked for bending.Bending stress due to tensile loading and eroment loading calculated ygindepende.ntly and added to obtain total stress. Allowable stress ;1tr. ~ .ayused = 12000 PSI. Ew
l w&T[5@Should you require any additional information, please contact me
at our Clifton Office. WJM:swmf,iM:rm t
- =I
Very trulv yours , NMh2=N.u. fr.
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BERGEN-PATERSON PIPESUPPORT CQ:ygY$ib2
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:. M EJ... Harold Erir, son m f}Chief Enoineer Mffi
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