MH TEST FILLER FORCE LIMITATIONS Keith A. Primdahl
Transcript of MH TEST FILLER FORCE LIMITATIONS Keith A. Primdahl
-
MH TEST FILLER FORCE LIMITATIONS
Keith A Primdahl
10 I 2 I 90
D-Zero Engineering Note
3740225-EN-261
-- ~ - ---- ~-- ---
- The OH modules for the DO end calorimeter are being tested by supporting a load to simulate the MH IH and EM modules This test structure the MH filler is inserted into the previously assembled OH modules and then loaded with hydraulic jacks
The maximum test load applied by the jacks is 78600 lb which is via the two downstream jacks at 130 of the nominal load Bill Coopers memo of 91090 is include as appendix C
This note presents calculations for the AISC maximum allowable stressesloads of the various parts of the testing assembly Furthermore calculations show that the actual test load is less than the AISC allowable The limiting cases for each assembly component are summarized in Table 1 The calculations are included in appendix A related drawings can be found in appendix B
374022S-EN-261 Page 1
Table One
- Critical Stress Limitjnl Cases
-
Maximum AISC Actual test Page ELEMENT LIMITING CASE Allowable Maximum force Apx A
Bridge Beam Bending 161000 Ibjack 78600 Ibjack 2 Shear 312000 Ibjack 78600 Ibjack 2
Bridge to beam Tension 210000 Ibjack 78600 Ibjack 3 connector-plate Bearing on pin 189000 Ibjack 78600 Ibjack 3
Shear on weld 89000 Ibjack 78600 Ibjack 3
Bridge bar Tension 207000 Ibjack 78600 Ibjack 4 Bearing on pin 189000 Ibjack 78600 Ibjack 4
ObI shear on pin 98000 Ibjack 78600 Ibjack 4 Shear on weld 174000 Ibjack 78600 Ibjack 4
Filler beam Bending 150000 Ibjack 78600 Ibjack 6 Shear 312000 Ibjack 78600 Ibjack 6
Bridge weld Shear ampbending 174000 Ibjack 78600 Ibjack 1 5
Bridge plate Tension ampbending 333000 Ibjack 78600 Ibjack 13
Beam brace Buckling 105000 Ib 2370 Ib 5 Tension 24000 Ib 2370 Ib 5
ObI shear on bolt 9000 Ib 2370 lb 5 Bearing on bolt 5000 Ib 2370 Ib 5 Shear on weld 8000 Ib 2370 Ib 5
K-
DU Glacier Compression 67500 Ibpad 27600 Ibpad 7
Half Moon plate Buckling 89413 psi 4500 psi 8
MH filler lifting Shear on bolts 37000 Ib 7300 Ib 1 0 beams Shear on weld 155000 Ib 7300 Ib 10
Bending of welds 71000 Ib 7300 lb 10 Bending of beams 157000 Ib 7300 Ib 10
3740225-EN-261 Page 2
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Appendix A
Force Calculations
Note 3740225-EN-261-
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Appendix B
Drawings
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Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
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PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
- The OH modules for the DO end calorimeter are being tested by supporting a load to simulate the MH IH and EM modules This test structure the MH filler is inserted into the previously assembled OH modules and then loaded with hydraulic jacks
The maximum test load applied by the jacks is 78600 lb which is via the two downstream jacks at 130 of the nominal load Bill Coopers memo of 91090 is include as appendix C
This note presents calculations for the AISC maximum allowable stressesloads of the various parts of the testing assembly Furthermore calculations show that the actual test load is less than the AISC allowable The limiting cases for each assembly component are summarized in Table 1 The calculations are included in appendix A related drawings can be found in appendix B
374022S-EN-261 Page 1
Table One
- Critical Stress Limitjnl Cases
-
Maximum AISC Actual test Page ELEMENT LIMITING CASE Allowable Maximum force Apx A
Bridge Beam Bending 161000 Ibjack 78600 Ibjack 2 Shear 312000 Ibjack 78600 Ibjack 2
Bridge to beam Tension 210000 Ibjack 78600 Ibjack 3 connector-plate Bearing on pin 189000 Ibjack 78600 Ibjack 3
Shear on weld 89000 Ibjack 78600 Ibjack 3
Bridge bar Tension 207000 Ibjack 78600 Ibjack 4 Bearing on pin 189000 Ibjack 78600 Ibjack 4
ObI shear on pin 98000 Ibjack 78600 Ibjack 4 Shear on weld 174000 Ibjack 78600 Ibjack 4
Filler beam Bending 150000 Ibjack 78600 Ibjack 6 Shear 312000 Ibjack 78600 Ibjack 6
Bridge weld Shear ampbending 174000 Ibjack 78600 Ibjack 1 5
Bridge plate Tension ampbending 333000 Ibjack 78600 Ibjack 13
Beam brace Buckling 105000 Ib 2370 Ib 5 Tension 24000 Ib 2370 Ib 5
ObI shear on bolt 9000 Ib 2370 lb 5 Bearing on bolt 5000 Ib 2370 Ib 5 Shear on weld 8000 Ib 2370 Ib 5
K-
DU Glacier Compression 67500 Ibpad 27600 Ibpad 7
Half Moon plate Buckling 89413 psi 4500 psi 8
MH filler lifting Shear on bolts 37000 Ib 7300 Ib 1 0 beams Shear on weld 155000 Ib 7300 Ib 10
Bending of welds 71000 Ib 7300 lb 10 Bending of beams 157000 Ib 7300 Ib 10
3740225-EN-261 Page 2
--
Appendix A
Force Calculations
Note 3740225-EN-261-
-
A G-rvLrll Tagt r Jbull t7f t 8 s
-
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-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
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r===d=-- shy I 1shy
1
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XISTING W24 REf OWG
fJlf~1T
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REf
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i c
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X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
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DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
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181 -~2o-EZ78961-
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r---z4 I
ibull
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------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
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r-------iii4000 I
12000 I t also~A~d g 4J 0+
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lIf
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- - shy( ( (
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bull I I bull
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t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
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n w n bullbullbull 1 s ttj- J
44 diUb
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r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
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2500
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
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H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
Table One
- Critical Stress Limitjnl Cases
-
Maximum AISC Actual test Page ELEMENT LIMITING CASE Allowable Maximum force Apx A
Bridge Beam Bending 161000 Ibjack 78600 Ibjack 2 Shear 312000 Ibjack 78600 Ibjack 2
Bridge to beam Tension 210000 Ibjack 78600 Ibjack 3 connector-plate Bearing on pin 189000 Ibjack 78600 Ibjack 3
Shear on weld 89000 Ibjack 78600 Ibjack 3
Bridge bar Tension 207000 Ibjack 78600 Ibjack 4 Bearing on pin 189000 Ibjack 78600 Ibjack 4
ObI shear on pin 98000 Ibjack 78600 Ibjack 4 Shear on weld 174000 Ibjack 78600 Ibjack 4
Filler beam Bending 150000 Ibjack 78600 Ibjack 6 Shear 312000 Ibjack 78600 Ibjack 6
Bridge weld Shear ampbending 174000 Ibjack 78600 Ibjack 1 5
Bridge plate Tension ampbending 333000 Ibjack 78600 Ibjack 13
Beam brace Buckling 105000 Ib 2370 Ib 5 Tension 24000 Ib 2370 Ib 5
ObI shear on bolt 9000 Ib 2370 lb 5 Bearing on bolt 5000 Ib 2370 Ib 5 Shear on weld 8000 Ib 2370 Ib 5
K-
DU Glacier Compression 67500 Ibpad 27600 Ibpad 7
Half Moon plate Buckling 89413 psi 4500 psi 8
MH filler lifting Shear on bolts 37000 Ib 7300 Ib 1 0 beams Shear on weld 155000 Ib 7300 Ib 10
Bending of welds 71000 Ib 7300 lb 10 Bending of beams 157000 Ib 7300 Ib 10
3740225-EN-261 Page 2
--
Appendix A
Force Calculations
Note 3740225-EN-261-
-
A G-rvLrll Tagt r Jbull t7f t 8 s
-
- (Ip)($73 ) 0
IRi= ~ I S~ I CP (z TMIcamp)
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P IfP 11 r poundJ S IIt () O~ 11- 11- P0
J
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--
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r = 1lZJM-
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(1- I k)2 0 I cS SliD
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f4amp TN r- IC J Jp r
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(90 7 ~-3~-)(F)P~ )
( r7 )
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v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
I I~ iitIT
1-_I~-1====
l I~=~
-=~===4
-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
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( (
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N
~ ltgt 51
N
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i
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shy-0
ii=
~
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_
i
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i=
~~
i er U
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
--
Appendix A
Force Calculations
Note 3740225-EN-261-
-
A G-rvLrll Tagt r Jbull t7f t 8 s
-
- (Ip)($73 ) 0
IRi= ~ I S~ I CP (z TMIcamp)
lt2 Fy - 12 ~ () ttJ e if ltJ I ~- ~ 2 GO ~ e - r11 e t)-t - Jtp )
Ie I ~ ~4 D a I (~ loW
ifF J p AlJfIpound IIUtryen~4~ f1iTfcramppv tf)TC8sshy
egt l e r- -PIT h~F r1 ampIampI S
P IfP 11 r poundJ S IIt () O~ 11- 11- P0
J
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--
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r = 1lZJM-
p C6)Ctr )~ 1t4f~ -G
r 6 ) (Js IfJDt)11 ) (13jt1~ -t ) _ It OPO 1-17 ( ~I I A)( jfl~ ) -
I
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-- --------shy
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a - r v H bull J II Ii 4-e~dT- ~~4iIe-rrD ~ 1191
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rr (0 ltIr It )1) ( 101A )
(1- I k)2 0 I cS SliD
-
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-
V1 H ()1 gt U~IJc I -9- 12 -tJIOJ7~rS
bull
C- 0 o71 $Sr f) - 0 ~ s re-Gt c5 c -FA-p t f-
A- t-1Jrs s- 6 t IF~ 11 lt X rr67 frI
t C H t- r CC P r I J - J - 8Pshy~ 1-14t- = h tJc1
(fJ-t 6P~F$ JirlgtJ htfI _ IT (T)~v - k - - $~ lt1111 rr)
_ Ii a
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1ftttft cr
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Sl1-1 19JjF S
bull _~ sS3
r () J P or - (r ( Ishy
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e l1fmiddot (~ 2 82 tgtyenJ~-6r-r
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(3 JMc) ( 16~)
fd re r IV tgt tI + tr~r V 1poundJt P IrP or~ ~rJIfJ r
f4amp TN r- IC J Jp r
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r 1330~
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(I) (2 gtc-O 4r~) (IJ30emiddot) (72 3~)
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12
Bshy
rlrPtrlT 110 v(fJcis- III Q
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0
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(-1)(9~08-~) =(-F)( 22~8middotmiddot)
f C907~p-3~)(F)
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( r7 )
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Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
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17
II I 15000
000 STOCK
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r-------iii4000 I
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- - shy( ( (
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t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
A G-rvLrll Tagt r Jbull t7f t 8 s
-
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v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
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r===d=-- shy I 1shy
1
6625
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F= shy
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II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
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r---z4 I
ibull
20S04
34204
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JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
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UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
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H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
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H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
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~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
--
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Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
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REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
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bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
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+ f- ~-
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Imiddot 9000 1ITmiddotOOO
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~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
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lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
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f4amp TN r- IC J Jp r
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I 1YrampP6lti1i e-vettgt amp6 1gt SII~ 4 6spr- 9- ~- Pzgt
I
T r
J lt
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-Jgt-1
(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
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v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
I I~ iitIT
1-_I~-1====
l I~=~
-=~===4
-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
QpoundTAIL nA SCAJpound 14
( (
~ ~ ~ ~
N
~ ltgt 51
N
~
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rl II
ocgt
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i
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li
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ii=
~
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Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
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H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
BU-~ 61laquon(~ ~
a - r v H bull J II Ii 4-e~dT- ~~4iIe-rrD ~ 1191
J 7 )3hi
rr (0 ltIr It )1) ( 101A )
(1- I k)2 0 I cS SliD
-
-
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c~~ ) (r)r - c
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-
V1 H ()1 gt U~IJc I -9- 12 -tJIOJ7~rS
bull
C- 0 o71 $Sr f) - 0 ~ s re-Gt c5 c -FA-p t f-
A- t-1Jrs s- 6 t IF~ 11 lt X rr67 frI
t C H t- r CC P r I J - J - 8Pshy~ 1-14t- = h tJc1
(fJ-t 6P~F$ JirlgtJ htfI _ IT (T)~v - k - - $~ lt1111 rr)
_ Ii a
4 3Y (1A~ NGrampr p~rli7)
6 If --( 11IHPr ITrF TPflf eF p~r)
wE k(-t eA ~N ~ ~lIe ~~ rJtlampr
$TIIPrsS Fe-liT ~ ND~ SU1rhl r--rs
yen- ~~ IIIVS Fj4rJ-~1IT It (p-oif lITsr1 r I-t tJ 1- FPf1 IIMAf1 It- z~
1ftttft cr
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Sl1-1 19JjF S
bull _~ sS3
r () J P or - (r ( Ishy
t tgtV pJil e
LweI fP
W~g~ (f~)( 7fJ7) 2 If
I (IfP)(2~fw)~ i - 12 - t62-
ISO
$trJ F8~ rDJr~tP rD QCt-N(
HAt-F AlHtrr e~ AS-~Zgt
plaquo-r IPc rill vJvre-4J MAtlT
e l1fmiddot (~ 2 82 tgtyenJ~-6r-r
PPP )-4 rogrTP) rIr ss D eIJIIrT p- eD ilIfFs
J f
w = 7JOD Jbgt
gtNeAy ~ -1TtP roBe t 68A
PAgt (2)(J )(rgpprr ) (nr)( 7b7)(fi) 5S b~b~ I
J9A1If~ ( t)CIfY)~ t-c
(~ ) ($$egtIgt$ )(~ 7~ yen)-=-__-------00 PlA -shy
(3 JMc) ( 16~)
fd re r IV tgt tI + tr~r V 1poundJt P IrP or~ ~rJIfJ r
f4amp TN r- IC J Jp r
II BT~ LP - tA e c eN~1 if
r$ r-e -- lt e IT p rshy
~Ilt----L ------~------------~~ r4 1
L 72J~
r 1330~
cO 2YP~$middot
lt9 (- r)(227 ) (72bull3 -32 7~)a
(I) (2 gtc-O 4r~) (IJ30emiddot) (72 3~)
rhz-S t9 amp$ e-tfiJNA ID 6J r-P~ r~~e
~ eGA II - V p-oIf -r~ ~ ~4 rGr
12
Bshy
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r IIA~r IJ ~ BIT-IgtT 9-Iyenshy
Q FTgt or ~e4rFI
r~ V6v~rGltAL
Uflyen pPIIpkS r1P~e3 c~sE 3-- J ~
0
1iTJ gtt~~~s
$ = (2 A- )3(8~) 5 JA~ I 7
(-1)(9~08-~) =(-F)( 22~8middotmiddot)
f C907~p-3~)(F)
(90 7 ~-3~-)(F)P~ )
( r7 )
3 8 If T P Ii1 11t--+ rGi Co 0 rl-tJ F tgt
1e4 $amp p r t1e-Oamp- P - yen - $ID
+ L 10
( r~2 -~ ) F ~
( 6 )(JS PQl)S)
(jOJ(o-~-z)F J 0
IF J ~3- (U)O L- B I
I 1YrampP6lti1i e-vettgt amp6 1gt SII~ 4 6spr- 9- ~- Pzgt
I
T r
J lt
-10 ft- 8
-Jgt-1
(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
5r-t-GE rurF~ nlrslIc rvr Y~A-vIrS t)e ~4-+rH-
~I1IAt IrV rt L 49 r elfJ ()~re-~ITampgt r He-- fl~P
v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
I I~ iitIT
1-_I~-1====
l I~=~
-=~===4
-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
QpoundTAIL nA SCAJpound 14
( (
~ ~ ~ ~
N
~ ltgt 51
N
~
e~
rl II
ocgt
~
Z
0
i
Cltv
0
shy
li
shy-0
ii=
~
-ri
_
i
~~
i=
~~
i er U
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
__--+-_F_F_t_l-B_~__t_G_A_I_____L-I_middot__-__-_9_tP___---__1lt_4_~_-_____-1-__ 6__
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(fJ-t 6P~F$ JirlgtJ htfI _ IT (T)~v - k - - $~ lt1111 rr)
_ Ii a
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HAt-F AlHtrr e~ AS-~Zgt
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e l1fmiddot (~ 2 82 tgtyenJ~-6r-r
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J f
w = 7JOD Jbgt
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PAgt (2)(J )(rgpprr ) (nr)( 7b7)(fi) 5S b~b~ I
J9A1If~ ( t)CIfY)~ t-c
(~ ) ($$egtIgt$ )(~ 7~ yen)-=-__-------00 PlA -shy
(3 JMc) ( 16~)
fd re r IV tgt tI + tr~r V 1poundJt P IrP or~ ~rJIfJ r
f4amp TN r- IC J Jp r
II BT~ LP - tA e c eN~1 if
r$ r-e -- lt e IT p rshy
~Ilt----L ------~------------~~ r4 1
L 72J~
r 1330~
cO 2YP~$middot
lt9 (- r)(227 ) (72bull3 -32 7~)a
(I) (2 gtc-O 4r~) (IJ30emiddot) (72 3~)
rhz-S t9 amp$ e-tfiJNA ID 6J r-P~ r~~e
~ eGA II - V p-oIf -r~ ~ ~4 rGr
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Bshy
rlrPtrlT 110 v(fJcis- III Q
r IIA~r IJ ~ BIT-IgtT 9-Iyenshy
Q FTgt or ~e4rFI
r~ V6v~rGltAL
Uflyen pPIIpkS r1P~e3 c~sE 3-- J ~
0
1iTJ gtt~~~s
$ = (2 A- )3(8~) 5 JA~ I 7
(-1)(9~08-~) =(-F)( 22~8middotmiddot)
f C907~p-3~)(F)
(90 7 ~-3~-)(F)P~ )
( r7 )
3 8 If T P Ii1 11t--+ rGi Co 0 rl-tJ F tgt
1e4 $amp p r t1e-Oamp- P - yen - $ID
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( r~2 -~ ) F ~
( 6 )(JS PQl)S)
(jOJ(o-~-z)F J 0
IF J ~3- (U)O L- B I
I 1YrampP6lti1i e-vettgt amp6 1gt SII~ 4 6spr- 9- ~- Pzgt
I
T r
J lt
-10 ft- 8
-Jgt-1
(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
5r-t-GE rurF~ nlrslIc rvr Y~A-vIrS t)e ~4-+rH-
~I1IAt IrV rt L 49 r elfJ ()~re-~ITampgt r He-- fl~P
v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
I I~ iitIT
1-_I~-1====
l I~=~
-=~===4
-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
QpoundTAIL nA SCAJpound 14
( (
~ ~ ~ ~
N
~ ltgt 51
N
~
e~
rl II
ocgt
~
Z
0
i
Cltv
0
shy
li
shy-0
ii=
~
-ri
_
i
~~
i=
~~
i er U
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
V1 H ()1 gt U~IJc I -9- 12 -tJIOJ7~rS
bull
C- 0 o71 $Sr f) - 0 ~ s re-Gt c5 c -FA-p t f-
A- t-1Jrs s- 6 t IF~ 11 lt X rr67 frI
t C H t- r CC P r I J - J - 8Pshy~ 1-14t- = h tJc1
(fJ-t 6P~F$ JirlgtJ htfI _ IT (T)~v - k - - $~ lt1111 rr)
_ Ii a
4 3Y (1A~ NGrampr p~rli7)
6 If --( 11IHPr ITrF TPflf eF p~r)
wE k(-t eA ~N ~ ~lIe ~~ rJtlampr
$TIIPrsS Fe-liT ~ ND~ SU1rhl r--rs
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1ftttft cr
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Sl1-1 19JjF S
bull _~ sS3
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LweI fP
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I (IfP)(2~fw)~ i - 12 - t62-
ISO
$trJ F8~ rDJr~tP rD QCt-N(
HAt-F AlHtrr e~ AS-~Zgt
plaquo-r IPc rill vJvre-4J MAtlT
e l1fmiddot (~ 2 82 tgtyenJ~-6r-r
PPP )-4 rogrTP) rIr ss D eIJIIrT p- eD ilIfFs
J f
w = 7JOD Jbgt
gtNeAy ~ -1TtP roBe t 68A
PAgt (2)(J )(rgpprr ) (nr)( 7b7)(fi) 5S b~b~ I
J9A1If~ ( t)CIfY)~ t-c
(~ ) ($$egtIgt$ )(~ 7~ yen)-=-__-------00 PlA -shy
(3 JMc) ( 16~)
fd re r IV tgt tI + tr~r V 1poundJt P IrP or~ ~rJIfJ r
f4amp TN r- IC J Jp r
II BT~ LP - tA e c eN~1 if
r$ r-e -- lt e IT p rshy
~Ilt----L ------~------------~~ r4 1
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r 1330~
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(I) (2 gtc-O 4r~) (IJ30emiddot) (72 3~)
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Q FTgt or ~e4rFI
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0
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$ = (2 A- )3(8~) 5 JA~ I 7
(-1)(9~08-~) =(-F)( 22~8middotmiddot)
f C907~p-3~)(F)
(90 7 ~-3~-)(F)P~ )
( r7 )
3 8 If T P Ii1 11t--+ rGi Co 0 rl-tJ F tgt
1e4 $amp p r t1e-Oamp- P - yen - $ID
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I
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(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
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r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
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-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
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DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
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r---z4 I
ibull
20S04
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-4690 I 0) Imiddot SS390
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------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
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+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
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bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
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3 I iii iliU IIII 1111I I I I I I I I I I I I
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5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
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(fJ-t 6P~F$ JirlgtJ htfI _ IT (T)~v - k - - $~ lt1111 rr)
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1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
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v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
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l I~=~
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-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
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II I U25000 I I ~Er---==r==--
1 I
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X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
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~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
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10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
bull _~ sS3
r () J P or - (r ( Ishy
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$trJ F8~ rDJr~tP rD QCt-N(
HAt-F AlHtrr e~ AS-~Zgt
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e l1fmiddot (~ 2 82 tgtyenJ~-6r-r
PPP )-4 rogrTP) rIr ss D eIJIIrT p- eD ilIfFs
J f
w = 7JOD Jbgt
gtNeAy ~ -1TtP roBe t 68A
PAgt (2)(J )(rgpprr ) (nr)( 7b7)(fi) 5S b~b~ I
J9A1If~ ( t)CIfY)~ t-c
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(3 JMc) ( 16~)
fd re r IV tgt tI + tr~r V 1poundJt P IrP or~ ~rJIfJ r
f4amp TN r- IC J Jp r
II BT~ LP - tA e c eN~1 if
r$ r-e -- lt e IT p rshy
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L 72J~
r 1330~
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lt9 (- r)(227 ) (72bull3 -32 7~)a
(I) (2 gtc-O 4r~) (IJ30emiddot) (72 3~)
rhz-S t9 amp$ e-tfiJNA ID 6J r-P~ r~~e
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0
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$ = (2 A- )3(8~) 5 JA~ I 7
(-1)(9~08-~) =(-F)( 22~8middotmiddot)
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(90 7 ~-3~-)(F)P~ )
( r7 )
3 8 If T P Ii1 11t--+ rGi Co 0 rl-tJ F tgt
1e4 $amp p r t1e-Oamp- P - yen - $ID
+ L 10
( r~2 -~ ) F ~
( 6 )(JS PQl)S)
(jOJ(o-~-z)F J 0
IF J ~3- (U)O L- B I
I 1YrampP6lti1i e-vettgt amp6 1gt SII~ 4 6spr- 9- ~- Pzgt
I
T r
J lt
-10 ft- 8
-Jgt-1
(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
5r-t-GE rurF~ nlrslIc rvr Y~A-vIrS t)e ~4-+rH-
~I1IAt IrV rt L 49 r elfJ ()~re-~ITampgt r He-- fl~P
v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
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1-_I~-1====
l I~=~
-=~===4
-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
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X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
QpoundTAIL nA SCAJpound 14
( (
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N
~ ltgt 51
N
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shy
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i er U
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
J f
w = 7JOD Jbgt
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f4amp TN r- IC J Jp r
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$ = (2 A- )3(8~) 5 JA~ I 7
(-1)(9~08-~) =(-F)( 22~8middotmiddot)
f C907~p-3~)(F)
(90 7 ~-3~-)(F)P~ )
( r7 )
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I
T r
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-Jgt-1
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1 shyIr r--------plusmn
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() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
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~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
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-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
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r===d=-- shy I 1shy
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XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
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i c
107813
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II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
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DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
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r---z4 I
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JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
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bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
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I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
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poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
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H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
II BT~ LP - tA e c eN~1 if
r$ r-e -- lt e IT p rshy
~Ilt----L ------~------------~~ r4 1
L 72J~
r 1330~
cO 2YP~$middot
lt9 (- r)(227 ) (72bull3 -32 7~)a
(I) (2 gtc-O 4r~) (IJ30emiddot) (72 3~)
rhz-S t9 amp$ e-tfiJNA ID 6J r-P~ r~~e
~ eGA II - V p-oIf -r~ ~ ~4 rGr
12
Bshy
rlrPtrlT 110 v(fJcis- III Q
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Q FTgt or ~e4rFI
r~ V6v~rGltAL
Uflyen pPIIpkS r1P~e3 c~sE 3-- J ~
0
1iTJ gtt~~~s
$ = (2 A- )3(8~) 5 JA~ I 7
(-1)(9~08-~) =(-F)( 22~8middotmiddot)
f C907~p-3~)(F)
(90 7 ~-3~-)(F)P~ )
( r7 )
3 8 If T P Ii1 11t--+ rGi Co 0 rl-tJ F tgt
1e4 $amp p r t1e-Oamp- P - yen - $ID
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IF J ~3- (U)O L- B I
I 1YrampP6lti1i e-vettgt amp6 1gt SII~ 4 6spr- 9- ~- Pzgt
I
T r
J lt
-10 ft- 8
-Jgt-1
(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
5r-t-GE rurF~ nlrslIc rvr Y~A-vIrS t)e ~4-+rH-
~I1IAt IrV rt L 49 r elfJ ()~re-~ITampgt r He-- fl~P
v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
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17
II I 15000
000 STOCK
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l1S781 t
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- - shy( ( (
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PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
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r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
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3740220-MO-279951 __ It - bull TO
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
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H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
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~--~--~~~
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Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
12
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Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
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XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
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l I~=~
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X 162 BEAM 3740220-tlE-273862
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~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
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JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
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lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
3 8 If T P Ii1 11t--+ rGi Co 0 rl-tJ F tgt
1e4 $amp p r t1e-Oamp- P - yen - $ID
+ L 10
( r~2 -~ ) F ~
( 6 )(JS PQl)S)
(jOJ(o-~-z)F J 0
IF J ~3- (U)O L- B I
I 1YrampP6lti1i e-vettgt amp6 1gt SII~ 4 6spr- 9- ~- Pzgt
I
T r
J lt
-10 ft- 8
-Jgt-1
(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
5r-t-GE rurF~ nlrslIc rvr Y~A-vIrS t)e ~4-+rH-
~I1IAt IrV rt L 49 r elfJ ()~re-~ITampgt r He-- fl~P
v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
I I~ iitIT
1-_I~-1====
l I~=~
-=~===4
-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
QpoundTAIL nA SCAJpound 14
( (
~ ~ ~ ~
N
~ ltgt 51
N
~
e~
rl II
ocgt
~
Z
0
i
Cltv
0
shy
li
shy-0
ii=
~
-ri
_
i
~~
i=
~~
i er U
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
I 1YrampP6lti1i e-vettgt amp6 1gt SII~ 4 6spr- 9- ~- Pzgt
I
T r
J lt
-10 ft- 8
-Jgt-1
(7f)6)
1 shyIr r--------plusmn
8 ---1middot1
12
() IIJ JI fJ t ( 7) (21) r 2 ~3) z
~ Ygt t J
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
5r-t-GE rurF~ nlrslIc rvr Y~A-vIrS t)e ~4-+rH-
~I1IAt IrV rt L 49 r elfJ ()~re-~ITampgt r He-- fl~P
v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
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r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
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i c
107813
- - bullbull-I t71)1
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1 I
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X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
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r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
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Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
(i1rT-PCV -P ce relA p
Ifsfferf~ ~ r7e~rAJt=- - ~-9ltgt
VIc tr~ shyr
M - ( i~ 7 V Omiddot_t ~ ) Cp)
~ Y 3~C
r)
r p()$rV1-t-A-re- TN rlVrS llepr~ r6HCt
r5 frT A A sHeAIf rIYI1tgtUfFH rwe- tviTJp
1 rl~rJ_ r~~ egtJiA(gt 70 e-tf)~~- rlr Be
r- 5HGrlf lvP 6Gpr-v(f SNI1I1E I T4L Fr-~r
StJIltf 1Neuro rampV( AesJrs rHsSrS ampO_seerr~
5r-t-GE rurF~ nlrslIc rvr Y~A-vIrS t)e ~4-+rH-
~I1IAt IrV rt L 49 r elfJ ()~re-~ITampgt r He-- fl~P
v
rlll~_ st-nT~
--
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
~295 i REf
XISTING W24 REf OWG
fJlf~1T
4- n tc== Illy
OWG
REf
F= shy
I ~
I I~ iitIT
1-_I~-1====
l I~=~
-=~===4
-1- ___ I i lit = ___ fi- ---=- f4=r~~-
i c
107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
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~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
QpoundTAIL nA SCAJpound 14
( (
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10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
-
Appendix B
Drawings
Note 3740225-EN-261
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
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r===d=-- shy I 1shy
1
6625
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fJlf~1T
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REf
F= shy
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1 I
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X 162 BEAM 3740220-tlE-273862
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DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
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r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
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+ f- ~-
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N
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Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
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15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
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poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
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ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
erJshy 11IF~t1 r IJI~ F If It t J -shy
L 2 r -
Fr- Co Jt 1tV r (fAP r r 1(1 r 1 ) rAmiddot Ie P-IJ If e E
ra~ eA~ ( l C4-v r~ IFI ) Sgt1 tt ( ~ ( h-
FltF - P If )111 rpM r IF If 17 ItrrJJ tU Ir ~ jshy
f8 ~ el~ -J f r d Jr 6 lt-- rG- ()~e amp--shy
I 1FF
_ F--rI bulli I I i_-- I
r===d=-- shy I 1shy
1
6625
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XISTING W24 REf OWG
fJlf~1T
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OWG
REf
F= shy
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107813
- - bullbull-I t71)1
II I U25000 I I ~Er---==r==--
1 I
14625 1amp 8997
X 162 BEAM 3740220-tlE-273862
It MampflDW
( t
-===
I I bull 1662s-1I
~TCJIIl LAII)IlampttJilfV amp_ 1III1IIIIM bull
DO DtTEClDR bull ENO CALDRltlETE~ IAOOIApound CRAOIpound ASS TES r IXl
It4IA TQR ASSpoundM6LY
181 -~2o-EZ78961-
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
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+ f- ~-
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~ ~ ~ ~
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+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
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bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
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I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
1 j i
~ TfPr-~~ 38
r---z4 I
ibull
20S04
34204
-4690 I 0) Imiddot SS390
JI~1r
------1--------1080001500 I
39015
REF
17
II I 15000
000 STOCK
1813
A
l1S781 t
r-------iii4000 I
12000 I t also~A~d g 4J 0+
I L-29I-1 - + ----1 1110000I
19_415t-7S3amp-J
bull975 CIA CRILL T 8 HOLES AS SHOWN
IIIOElll
I -t-I
S1Mbull
+ f- ~-
QpoundTAIL nA SCAJpound 14
( (
~ ~ ~ ~
N
~ ltgt 51
N
~
e~
rl II
ocgt
~
Z
0
i
Cltv
0
shy
li
shy-0
ii=
~
-ri
_
i
~~
i=
~~
i er U
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
~ ~ ~ ~
N
~ ltgt 51
N
~
e~
rl II
ocgt
~
Z
0
i
Cltv
0
shy
li
shy-0
ii=
~
-ri
_
i
~~
i=
~~
i er U
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
- --1shy~I
Imiddot 9000 1ITmiddotOOO
10500
~
+031 ~ 3000_ 000 OIA THRU ~Iii 031 I
5IiIS r- 3
lIf
15M Ian-IW _n
bull375 X 45 CHAMFER TWO SIDES AS SHOWN
- - shy( ( (
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
I- 6500 -I
I +063750- -I- 5000_ 000 -
bull I I bull
I I I I I I I IIII I I I I I I I I I-ttt----------M--r r
3 I iii iliU IIII 1111I I I I I I I I I I I I
00 JIA STOCK
RU
5g-e ~A etshy
poundESCRlflTlON Of ZE QTY
PARTS LIST lA II()AH 82589 MA1ESIlt I 82S89 ~ II r~
t~t-- APIACIIIEJ) III MIT -II _
UED 01 DIMIJt8tCINt M ACOCIIIID 3740220-Mt-27B946ttlNCI Y4_ sm-bull ~O--- - Ii
IIUAL 3- DII CRS2STrNa-shy AISltOt8 - ~ STlC bullbull1530-5230
H flEAM I NAT IONAL AcCeIEAATOA LAIORATDRY -wshy IMTED STATES DEJiAIIIIeIT Q DERIn
DO DETECTOR - END CALORIMEtER MH SIMULATOR ASSEMBLY
BRIDGE TO BEAM CONNECTOR PIN -II MY
FULL 3740220-MC-278950 -77S
266 DIA DRILL T125 X 45deg CHAMFER TYP BOTH ENDS AS SHOWN 2 HOLES AS SHOW
~ IImiddotIlilliPT~------( 1
2 013908 lIS75 tNlusu+ shy
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
-bullbullIi I
n w n bullbullbull 1 s ttj- J
44 diUb
1amp 15
r 2500 REF
8125 OIA DRILL THAU 2 HOLES AS SHOWN
I
i r j i I
j
--~--- -- tt III -bullbull l1li
I I
$trl$ pA~ If S
flAlfIIIOIJl Ie MYr1KOI
fllfUoMt IUJ
~ 1I4bullbulllJct
o DETECTOR - END CALOAIMETE MH SIMULATOR ASSEMaLY BRIDGE TO BEAM BRACE
3740220-MO-279951 __ It - bull TO
(( ( 1
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
406
1 000
5000
I
L bull rfTTTTTJT~FT
u bullbullbull ~ bull bull bull
I -I 812
-I
2500
~
Ishy 1 1375
ITEM DESCIII PT I CI4 CA SIZE QTY
PARTS LIST PRIMOIIH SIZS99 1oIATpoundSK I
t ~t - - r-~===-I-----------t110 -c _ UIIED ON
~=W1L~~ 3740220-ME-78946
~I__ t
f2lr-iN HL _shy MATS1- 112 X 2 froiii X 114 ANGtpound V - ASTN II 36 -~ STK bullbull1536-1170
H rEAM I NAT IONAL ACCELERATOR LABORATORY yen IMITED STATES DEPAIITM5NT OF fHMt
DO DETECTOR - END CALORIMETER MH SIMULATOR ASSEMBLY
BRACE BLOCK -c
FULL Sl5775
t II tSO
~--~--~~~
FULL R TYP
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
Appendix C
Memo
Note 3740225-EN-261
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
bull t
From FNAL COOPER 11-SEP-1990 19125061 To ANDREWS
A COOPER bj OH Test Ring
shy
PRELIMINARY
September 10 1990
TO R ANDREWS FROM W COOPER SUBJECT OH TEST RING
The assembly of the OH modules into a test ring has been completed in IB4 The last module was installed without interference with its neighbors The effective mean inner surface ring radius is 60 mils larger than design at the upstream end and 48 mils larger than design at the downstream end The modules have an RMS deviation from a circle of 40 mils All of these values are conshysistent with the departure of actual module dimensions from design dimensions and with the module-to-module shims Studs and shear keys have been installed at all module-to-module interfaces
The equipment to apply a load to the OH test ring simulating the load of the EM IH and MH modules has been installed Shims between the fixturingand the OH modules have been adjusted so that the effective shape of the
~ixture conforms to that of the OH ring at the 5 mil level
We are prepared to carry out the OH test ring load test and request the Panels agreement to proceed
Following the Panels verbal suggestion dial indicators will be installed to measure the lateral motion of the two support posts which have DU glacierplate below them
Measurements of the loading fixturing have been made The hydraulic jacks to load the structure are at z = -21251 and z = +6881 where z is defined as before from the upstream inner radius corner of OH plate 1 Because of imperfections in the I-beams of the loading structure the zs of individual jacks differ from the values given by as much as 25 the values given are the averages of two jacks
Using these z-positions the following hydraulic pressures to be applied to each jack and jack forces have been calculated
Load of nominal Upstream jack Downstream jack Total force step load (per jack) (per jack) (4 jacks)
pepsi) F(lb) pepsi) F(lb) (Ib)
0 0 0 0 0 0 0 1 50 2495 24950 3025 30250 110400 2 80 3990 39900 4840 48400 176600 100 4990 49900 6050 60500 220800
~ 110 5490 54900 6655 66550 242900 5 120 5990 59900 7260 72600 265000 6 125 6240 62400 7560 75600 276000 7 130 6490 64900 7860 78600 287000
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
Our present intent is to increase the applied load in the steps indicated through step 6 We plan to limit the maximum applied load to values between ~ose listed for step 6 and those listed for step 7 ie we will really
crease the load to middotstep 65ft bull At this time the load will be decreased to r- zero i n the same steps
Three cycles will be made from step 0 through step 65 and back to step O On the last of the 3 cycles a pause will be made at lOOK load as loading is being increased a survey will be made of the ring at l00~ load and then the loading cycle will be continued to completion A survey has already been made at zero load A third survey will be made at zero load at the end of the test shying
Strain gages and dial indicators will be recorded at each load step Our knowledge of initial strains is limited because of the substantial time that has elapsed between initial strain gage readings and the present time a number of the original strain gages were damaged and have been replaced also For these reasons strain gages will be seroedat the beginning of the load test sequence
The Panel has been supplied with calculations of beam and strap stresses and of forces transmitted from the beam and strap assembly at 1001 load hence no further analysis of the beam and strap assembly should be needed The load transfers from the OH modules to the beam and strap assembly have been calculated under the assumptions that friction is negligible and that the beam and strap assembly complies with the contour of the OH modules Load transfers from the MH filler to the OH modules has been calculated with the following assumptions
I 1) Friction is negligible 2) The MH filler is rigid within a plane of fixed z 3) The OH modules can be characterized with a radial compliance ie
(change in module radial dimension) = (constant) x (radial load carried through module)
4) The MH filler and OH module contours match at zero MH filler load
To first order the addition of the MH filler load affects module-toshymodule loads only at the module 3l-2L connection and below Using the equations from earlier notes the load transfers from the beam and strapassembly into the number 1 2 and 3 modules at 1001 load are
F1B 68803 I b F2B = 68803 Ib F3B =149961 lb
Each of thes forces acts inward toward the center of the ring
Assume that the MH filler moves downward an amount (delta y) under load The forces exerted upon the number 1 2 and 3 modules are
FlY = (delta y) (k) (cos(1125 degreesraquo F2M =(delta y)(k)(cos(3375 degreesraquoF3M = (delta y)(K)(cos(5625 degreesraquo
where k is a constant Each of these forces points radially outward The sum of the vertical components of the forces must equal half of the l00~ load Therefore
(delta y)(k) = (220779 Ib)(2laquocos(1125 degreesraquo bullbull2 + (cos(3375 degreesraquo bullbull2 + (cos(5625 degreesraquo bullbull2)
en- FlY =55184 Ib F2M = 46783 I b FaY =31259 lb
These are the MH filler loads transmitted radially through the modules to the
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
beam and strap assembly
The net forces acting radially inward on the three modules are F1 = 68803 - 55184 = 13619 Ib F2 =68803 - 46783 =22020 Ib F3 =149961 - 31259 =118702 lb
These forces can be plugged into the equations used for OH module-to-module loads with OH only the results are
Location F outer F inner F shear (Ib) (Ib) (Ib)
1L-1R +104011 -217599 o 2L-1L +83913 -186842 -41383 3L-2L +32666 -107590 -64654
Separating these into upstream and downstream portions by scaling from ANSYS results (as in the last analysis provided to the panel) gives
Location Upstream Downstream Total Shear Shear Shear
1L-1R 0 0 0 2L-1L -17431 -23952 -41383 3L-2L -27329 -37325 -64654
The shear loads are shared by the friction connections at the studs and by the ~ear keys Although the shear key design loads would be exceeded if the shear
e carried only by the shear keys the shear keys plus the friction connecshyIons are more than sufficient to carry the shear loads This will be discussed later
Locat i on Upstream Downstream Stud Upstream Downstream Inner Studs Stud Sum Inner Inner Sum
1L-1R 40356 63655 104011 -140569 -77030 -217599 2L-1L 32390 51523 83913 -120700 -66142 -186842 3L-2L 12380 20286 32666 -68750 -38849 -107590
The most highly loaded upstream studs are at the 1L-1R location Four small Inconel studs are used The load per stud is 10089 Ib which is 393 x design load and about 123 x ultimate load The most highly loaded downstream stud is at the 1L-1R location A large Inconel stud is used The load of 63655 Ib is 341 x design load and 106 x ultimate load
AISC appears to address allowable ahear in friction type connections only in material specific ways for each of the AISC permitted bolting materials
and for each type of friction connection allowable shear forces are given Because these allowable forces are given absolutely rather than relative to yield or ultimate strengths of the materials in use it isnt clear to me how to apply the AISC criteria to other materials The AISC criteria are given in Table 1521 Appendix E and Commentary 1521
~ Although the holes in the ears roughly correspond to standard sized holes - used upon the stud thread diameter the main portions of the studs are reduced
in diameter Accordingly the holes for the friction connections will be considered to be oversized holes Because the ear-to-ear interface contains no stud threads AISC values with threads excluded from the shear plane will be used AISC allowable stresse relative to yield and ultimate stresses are
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
compared with the OH connection stresses in the table which follows The load carrying capacity of the shear keys is ignored
Stress Shearultimate Shearyield Tensionultimate Tensionyield
AISC A325 143 185 419 543 AISC A490 127 146 360 415 Upstreamstud
lL-lR 000 000 131 157 2L-IL 057 068 105 126 3L-21 089 106 040 048
Downstream stud
1L-1R 000 000 114 137 2L-IL 043 051 092 111 3L-2L 067 080 036 044
Each of the ratios for the actual connections is substantially lower than the corresponding AISC ratio for either A325 or A490 bolts
The table which follows compares loads with minimum preloads
Location Shearpreload Tensionpreload
AISC A325 204 599 AISC A490 181 514
-~stream _iud lL-lR 000 390 2L-L 168 313 3l-2L 264 119
Downstream stud
lL-lR 000 330 2L-IL 124 267 3L-2L 193 105
The ratios of actual tension to preload are substantially lower than the corresshyponding AISC ratio The ratios of shear to preload exceed the AISC ratios in some cases however if the shear capacity of the shear keys is subtracted from the shear load the ratios are acceptable as shown below
location Shearpreload
Upstreamstud
lL-lR 000 2L-IL 033 3L-2L 129
Downstream stud
lL-lR 000 ~2L-IL 020
-- 3L-2L 090
The ring loads have been calculated assuming no connection between the 8L and 8R modules In reality the ring closed well and the stud and shear k~ connections were made at this location Because this could be done
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream
without distorting the ring the ring loads calculated should be correct in the absense of MH filler load
- The radial spring constant of an OH module has been measured to be
~100000 Ib)(064 inch) at the downstream end and (100000 Ib)(l00 inch) at the downstream end where the 100000 Ib is appropriately distributed to match the MH filler z distribution This means that outer OH module surface should move radially inward (31259)(064)(100000) = 020 at the downstream end and (31259)(100)(100000) = 031 at the downstream end as the result of the application of 1~ MH filler load The overlap that would occur at the 8L-8R module interface if the modules were free to overlap is 2(020)cos(3375 degrees) =033 at the downstream end and 2(031)cos(3375 degrees) =052 at the upstream end If the modules are constrained not to overlap at their inner contact points the gaps at the studs are 013 at the downstream end and 020 at the upstream end The strain from closing this gap is evenlydistributed over 16 module-to-module interfaces so it is 000SI per interface at the downstream end and 00125 per interface at the upstream end
The downstream ear connection has been modelled by R Wands (Analysis of Bolted Ear Connection 3740-222-EN-133) His results assume a bolt stress area of 356 sq in and are summarized at three bolt preloads 30 ksi 60 ksi and 90 ksi The actual tensile area of the large studs is 3108 sq in and the minimum preload is 193000 lb These correspond to a preload stress of 64213 ksi for the bolt Bob modelled Scaling Table III of the note to 64213 ksi gives a boltmember sharing such that the stud sees 391 of the external load An increase in stud elongation of 000SI corresponds to an increase in stud load of 7800 Ib or an increase in connection load of 20000 lb This is an overestimate since elastic deformation of the module plate accomodates a porshy
rion of the oooSI a I so In any case a 20000 I b increase takes the 1L-1R ad from 64000 Ib to 84000 Ib (stud design load = IS6000 Ib ear design load
= 130000 Ib) which is sti II acceptable A 20000 Ib increase takes the most highly loaded SS stud from 15000 Ib to 35000 Ib (stud design load =62000 Ib ear design load =130000 Ib) Hence the downstream loads with an SL-SR connection are satisfactory
The design of the downstream ear was scaled from the design of the upstream ears Although the upstream ears were not specifically modelled they were designed for a load of 30000 Ib per ear and should be 43 times as compliant as the downstream ear Hence their load is expected to increase by (20000 Ib) x (001250008)43 or 3900 lb Then the 1L-1R connection load increases from 10089 Ibplate to 14000 Ibplate (ear design load =30000 Ibplate stud design load =26000 Ibstud) which is satisfactory
The expected lateral motion of the feet can be calculated from the elongation of the straps of the beam and strap assembly At 1001 MH filler load the upstream strap tension increases by 20782 Ib and the downstream strap tension increase by 71004 lb The strap cross-section is 12 sq in and the elastic modulus is taken to be 2S3 x 10bullbull6 psi Then the unit changes in strap length are 612 x 10 bullbull-5 and 209 x 10 bullbull-4 respectively The expected lateral motion of the feet is OOS upstream and 029 downstream