ML20211N373
| ML20211N373 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 05/31/1986 |
| From: | Dunlop P, Klause R, Kuo H STONE & WEBSTER ENGINEERING CORP. |
| To: | |
| Shared Package | |
| ML20211M821 | List: |
| References | |
| 15454.05-N(C), 15454.05-N(C)-0, 15454.05-N(C)-002, 15454.05-N(C)-2, NUDOCS 8703020059 | |
| Download: ML20211N373 (51) | |
Text
{{#Wiki_filter:. t ATTACIDfENT D SWEC TECHNICAL REPORT 15454.04-N(C)-002 l 8703020059 870218 PDR
^ ADOCK 05000445 PDR 0657-1545405-HC4 i
CPSES TECHNICAL REPORT 15454.05-N(C)-002
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File R4.14
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INTERACTION RELATION FOR A STRUCTURAL MEMBER OF CIRCUI.AR CROSS SECTION-Prepared for 3 Texas Utilities Generating Company (TUGCO) Comanche Peak Steam Electric Station Units I and 2 by H. H. Kuo , May 1986
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R. R. Wrucke C. A. Fonseca Project ngineer - Unit 1 Project Engineer - Unit 2 7 w 4.~Dunlop A. W. Chan Engineering Manager. CHOC-EMD Manager l t - R.~ P. Klause Project Manager , , e ,. W k q- y - g -e- - - - -
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1.0 INTRODUCTION
1.1 PURPOSE Reference 6 has proposed an interaction relation (Equation 10 in this report) as an acceptance criterion for the evaluation of the Richmond insert bolts subjected to combined action of tension, shear, and bending moment. The purpose of this report is to verify independently the valid-ity of this equation.
1.2 BACKGROUND
The interaction relation between the shear force and the bending moment for a structural member of a rectangular cross section was studied by Drucker (Reference 1) and others. The basic concept embedded in his method is to obtain a stress field satisfying the local equilibrium con-ditions constrained by the yield criterion. The same approach was later extended by Neal (Reference 2) to include the effect of axial force. j These studies showed that for a given cross section, a unique interaction relation does not exist, since not only the sectional properties but also the geometry and loading of the entire beam enter into the analysis. A second approach to this problem is that utilized by Hodge (Reference 3) , and others. Through the use of the generalized stress concept and the l variational principle, Hodge has derived a unique interaction relation for combined bending and shear. This approach was then extended by Ellyin and Deloin (Reference 4) to include the effect of axial force. . / '- 1 -
- The approach employed by Drucker will not be used here since application of this method to a member of a circular cross section would present an extremely complicated boundary value problem, in addition to the diffi-culties inherent in the method itself.
The second approach, although being less stringent than that for a lower bound or an upper bound solution as criticized by Drucker and Neal, is straightforward and capable of achieving a unique and exact solution wit.hin the assumptions inherent in the limit analysis. .As such, this method will be used to derive the interaction relation for a member of a
. circular cross section.
2.0 DESCRIPTION
OF ANALYTICAL METHOD - For. bending moment M, an axial force N,' and a shear force V acting on a circular cross section, the stress components ox and Ixy for a perfectly plastic material must satisfy the yield criterion. - o +a 2 7 2<g g2 (3) Where co is the tensile yield stress and a is a coefficient depending on yield criterion chosen. 0793-1545405-HC4 1
.k l
In a fully plastic section, the resultant moment, shear force, and axial
-)
force will then be given by M = gf o,y a . V = fg I m dA=ff(o A
~
x ) dA (2) N=J# A XdA The problem of finding the interaction surface may be stated as: given values of M and N, find a function a so as to maximize V. Denote p, q as the Euler multipliers, the Euler eqiation can be written as g-[f(ao -ox)b]+hg--(ox)+ig--(o,y)=0 x x (3) X From which we have ox=aco(j+gy)[1+a2 (p , gy)2)4 (4) The resultant forces ' are then obtained by substituting Eq. (4) into
. Eq..(2) as M = ao A (P + gy) [1 + a2 (p ,gy)2] dA
- N = acogf (b + fy) [1 + a* (i + fy) Y dA (5)
V = #E gJ [1 + a (j + gy)2) dA Byeliminatingh,kfromtheaboveequations,theinteractionrelation between M, N, and V can be obtained. l 3.0 LETAILED ANALYSIS The plastic moment, axial, and shear' forces for a mer.ber of circular sec-tion may be found as Mp = A y dA = 4co f r sine dr de
= co R 3 (6)
NP = A a d A=nR co l l.
~
~
Vp = A = nR [ A l I where R is the radius of the section.
]
l l 0793-1545405-HC4 2 I t l l 1
e.
, e After carrying out the integration in Eq. (5) with respect to x and let-
,1 . .
ting p = ap, q = a qR, and y = R sine, we have
.V = #9 f, 2 [1 + 2a (p , ply)2) 4 (R2,y) 2 dy
= [ 2 [1 + (P + q sine)2) 4 c,,20 de (7)
N = 2R co (p + q sin 0) [1 + (p + q sine)2)- c,,20 de 3 ,1,g c,,20de M = 2R co (p + q sine) [1 + (p + q sine)2) Now let a = M/Mp , (8) n = N/Np v = V/Vp From Eq (o), (7), and (8), we have 2 v = f [h2[1 + (P + q sine)2)i cos 0 de 2 2 n = f [(j2(P t q sine) [1 + (p + q sine)2)-\cos 0 de (9) (p a = 53 g 2(P + q sine) [1 + (p + q sine)2) ,g,g c,,2 0 de Although impractical, the interaction relation can be obtained by elimi-nating p, q from the above equations. :However, it can be done indirectly through the use of a digital computer. Before we do so, it is interest-ing, as well as educational, to examine some of the limiting cases. Case (a): for q = 0, Eq (9) reduces to cos2 0 d6 = p (1 + p 2-
~
a=f[2 P (1 + P ) ) v = f [ 2(1 + P ) cos O d6 = (1 + p )'b 2 n= P (1 + P )~ sine cos 0 de = 0 2 from which we have n = pv , o r p = " l Substituting this into the equation for v, we have 2-v = (1 + Eg)
- .\'
0793-1545405-HC4 3 s
b which leads to n +v =1 .
, This is the well-known interaction relation for n and v.
Case (b): for p
- a and q = finite constant, we have from Eq (9) v*0 a
- f[ 2 e s 8 dO = 1 sine e s O de = 0
- m
- f [h2 which gives the solution for axial force acting alone on the cross section.
for p remains constant and q
- a, we have from Eq (9)
~
Casc (c): v*0 2 n
- f[ 2 SGN(0) cos 0 d6 = 0 2
m*f[2 SGN(0) sine cos O de 2
= 3 (2 sine cos 0 de 4 -)
.f =1
, where SGN(0) = 1 for 0>0
- 1 for 0<0 This is the solution for bending moment acting alone.
Case (d): for p = 0, q = 0, we have from Eq (9) v = f[ 2 cos O de = 1 n=0 , m=0 This is the solution for shear force acting alone on the section. l Case (e): for p = 0, we have from Eq (9) 1 2 n = f [ 2 q sine [1 + q2 ,g,2 0]~b cos 0 de = 0 v = f [ 2 [1 + q sin 0]~b cos e de
% e.
0793-1545405-HC4 4 l l
.. e 4
2 q ,g,2 0 cos 2 g [3 ,q2 ,g,2g )4 de m=3 This is the case without axial force acting on the cross section, and the relation between v and a can be obtained from the above equations. 4.0 UTILIZATION OF DIGITAL COMPUTER TO FIND THE INTERACTION RELATION The integrands of v, n, and a as given in Eq. (9) are functions of param- . eters p and q as well as the integral variable O. Since the closed forms of the integration cannot be obtained, direct elimination of the parame-ters p and q from ,the set of equations becomes impractical. However, a digital computer program can be used to perform the integration for any given values of p and q and compute the values of v, n, and m. By chang-ing the values of p and q systematically to cover a sufficiently large range, a great number of data sets on the interaction curves- can be ob- ~ tained, since each set of v, m, and n values calculated from each pair of p, q values represents a data point on the interaction curves. Using the data sets obtained as described above, the interaction curves i are as shown on Figure 1. " a Figure 2, these curves are plotted against those from the following relation (Reference 6) for comparison: 4 m+n +Y3=1 (10) 1-n q We can see from this comparison that the differences between the data
' obtained here and those represented by Eq. (10) are insignificant for v less than 0.5. For example, if we check a structural member with v = 0.5, n = 0.7, and a = 0.42, we will see that this data point is right on the curve plotted from Eq. (9), meaning that the value of the left-hand side of the equation would be 1 if it could be written in a conventional way. If we insert the same values into Eq. (10), we will find that the left-hand side of Eq. (10) is equal to 1.03, representing a 3-percent difference as that predicted by Eq. (9).
For a higher value of v, the difference becomes greater and Eq. (10) [ becomes more conservative. However, this is only a theoretical comparison, as it is very unlikely to have v > 0.5 in the actual design, since for such a high shear value it takes only a little moment arm to l develop the moment to yield a member. Taking a cantilever beam of length , L as an example, we can use Eqs. (6) and (8) to obtain the following relation: L = M/V = (mMp)/(vVp) = 4amR/(3ny) = 0.735(m/v)R For v = 0.75, n = 0, and a = 0.73 as obtained from Figure 2, the length to the radius ratio can be calculated from the above equation to be 0.715, indicating that it is an unrealistic case in the practical design. l 0793-1545405-HC4 5 l %
s
, .. s
5.0 CONCLUSION
S (1) The interaction relation for a structural member of a circular cross section is obtained as shown in Eq. (9), based on a variational approach suggested by Hodge, Ellyin, and Deloin. (2) The interaction relation can be obtained numerically through the use of a computer program. The results are plotted in curves to compare with the curves plotted from the following relation: 4 m+n +- -=1 1-n It is concluded that the difference between these two relations is within 10 percent for v less 0.5. Therefore, Eq. (10) is a good approximation for a circular section for v < 0.5. For v > .5, the use of Eq. (10) is conservative. Thus, for design purposes, Es. (10) can be u:cd for all values of v.
6.0 REFERENCES
(1) D. C. Drucker, The Effect of Shear on the Plastic Bending of Beams, J. of Applied Mechanics, Vol. 23, Trans ASME, Vol. 78, 1956, p. 509. (2) B. G. Neal, The Effect of Shear and Normal Forces on the Fully
-h Plastic Moment of a Beam of Rectangular Cross Section, J. of
.~c' Applied Mechanics, Vol. 28, 1961, p. 269.
l (3) P. G. Hodge, Jr., Interaction Curves for Shear and Bending of j Plastic Beams, J. of Applied Mechanics, Vol. 24, 1957, p. 453. (4) F. Ellyin & R. Deloin, The Effect of Shear on Yielding of Structural Members, Imt. J. of Solids Structures, Vol. 8, 1972,
- p. 297.
i ! (5) SWEC Calculation No. 15454.05-NZ(C)-GENX-004-0, Interaction Relation for a Structural Member of Circular Cross Section, September 27, 1985. , l ! (6) CPSES Project Technical Office Design Criteria, Richmond Inser.t . Bolt Interaction Acceptance Criteria, RLCA Report No. P142-001, Robert L. Cloud and Associates, Inc., August 2, 1985. l l . 0793-1545405-HC4 6 s
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ATTACHMENT E NPSI LETTER NO. NPSI-12-2751 l l l l 0657-1545405-HC4
.. NPS Industn:;1 Inc. ,
300 Harmon M:adow Boulxrd
- P.O. Box 1535
- Sec ucus. NewJersey C7C94 (201)865 6550
- Telex 141435 July 9, 1986 NPSI-12-2751
'D!txas Utilities Generating Co.
P.O. Box 1002 Clen Ibse, TX 76043 Attn: Mr. J. C. Finneran Ref.: Ccmanche Peak Stm. Elec. Sta. P.O. No. CP0046A.1 Subj: PRS & SRC CDRS Ref.: S&W 2 CPO-387 (g, W 9; t:
'4) ,' Gentlemen:
In reply to the above referenced letter, we trust that the following clarifies the situatien. l CDRS SRC Rev. O and PRS Rev. O Note 1 stating that loads in tables are for Spring Applications was intended to cennote that the loads are based on each arm of the clamp carrying 1/2 the total Icad. It was not intended to l limit the clang use to cnly spring hangers.
'Ihis was clarified in later revisions of the CIBS. 1% are fcivarding herewith CDRS PRS Bev. I a and SRC Rev.1 which clarify the note. The load
! capacity given in these revisicns are tha u m as the earlier revisiens and l we suggest you utilize these later revisiens in future design work. 1 In a case where there is an uneven distribution of load between tra two arms, the higher load of the two should be checked against 1/2 of the CDRS value. If the two arms are not of the same length, then each arm load should be checked against 1/2 of the CDRS value for the equivalent cc for that arm length.
. d.
L-ll l.
4 9 Texas Utilities Generating Co.
.n -
NPSI-12-2751 - -- - -
. as Page 2 -
We would also like to clarify that altph these products are called riser , clamps, they may be used in piping other than vertical runs (risers). Please do not hesitate to contact us should further clarification be required. Very truly yours, - A ' [R.'.P. .Deubler\ a Project Manager EPD/caq cc: J.C. Finneran - TUGCO, OL, IL, lA D.W. Lipsocznb - SWEC, IL, lA E. Evans - SWEC/G, IL, lA N. Gaurushenko - SWEC/G, ~1L, lA .< s's . .\ s-' *- w l i 4 Lu.'.eE')) Ir-11
1 hM . N PS INDUSTRIES,INC. COMPONENT SUPPORT CDRS PAGE N{ OF D 18 OATE 11/2/84
. nPs on nps group com pany CERTIFIED DESIGN REPORT
SUMMARY
REV l Mducts covered by this Certified Design Report Summary are included in P Section of NPS Industries' Catalog Product Name/Part Code Load Capacity 0 650 F (lbs) Center-Center (C-C) in. Pipe Clamp Riser Clamps / PRS Size Code gk 12 18 24 . 3/4 006-0208 2xk 460 300 220 006-0312 3 x 3/8 1610 1050 780 3/4 3/4 006-0316 4 x 3/8 2260 1530 1130
- 1) Material Clamp Half - SA-36 .
Bolts and Nuts - SA-307 Gr. B (Per Code Case 1644-5, 1644-6 for addendas prior to W'77) A307 Gr. A (Per Code Case 1644-5, 1644-6, N71-7, N-71-8, N-249, N-249-1,N-249-2). A563 Gr. A (Per Code Case N-249-1, N-249-2) t Thread Rod - SA-36 I 3 Spacers - Carbon Steel (Exempt 1per NF-2121(b[) }
' i i r i jA --{ . C ... -- -
g [ C- -.. . [ - Q ) l- ' H W=6" Y (Direction of t'oading) W-8" over j(Directionof Loading)
- 2) This product is non-welded.
- 3) Loads are applicable for high cycle fatigue up to 20,000 cycles.
- 4) The Level C Load Capacities are 133% of the Design Level A, 8 Load Capacities.
' The Level D Load Capacities are 187% of the Design Level A, B Load Capacities. (Level D Per Appendix F)
- 5) These Load Capacities are based on the pipe load being carried on both arms.
Where it is required that the Load be carried on either arm, the capacities are h of these values. .
.g This Certifiod Design Report Summary has been prepared by NPS of NEg %,, Industries, in accordance with ASME Section 111,Subporograph NC A-
*op 35SI.1, Code Case N 247 and is applicable for Code Clashes 1,2,3
. ,\ ond MC Component supports desig ned by onelysis in compliance with Subsection NF, Article 3000 1974 Edition and also oil addendo t
'ML d
d i
!gt wi thru IS 80 Edition S'80 Addendo. The Applicable Design Specifi-
,( , kd
, / *) cotion (NPSS- 61876 and Design Report (NPS DR. PRS are maintained on file in NPS Industries' Qu it Assurance Records in Secaucus,
, /
New Jersey. Signature,k ,b Reg.istrat. ion o. 53177
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a hQ N PS INDUSTRIES,INC. CORS Na P95 npS a ct nps group com pany COMPONENT SUPPORT PAGE_LoF 6 18 - OAT,11/ 2/64 CERTIFIED DESIGN REPORT
SUMMARY
REV Products covered by this Certified Design Report Summary are included in 9 Section i g; of NPS Industries' Catalog
@i!!%g YoductName/DsrtCode Load Capacity at 650 F (1bs) Center-Center (C-C) in, y Pipe Clamp ~ ~
Riser Clo .ps/ PRS Size Stock Code . Size 12- 18 24 1" 010-0208 2xk 400 260 190 1" 010-0312 3 x 3/8 1400 900 6ii0 - 1" 010-0316 4 x 3/8 2020 1300 950 15 012-0208 2x5 380 240 170 15 012-0312 3 x 3/8 1300 820 600 15 012-0316 4 x 3/8 1850 1170 850 15 012-0424 6 x 1/2 5420 3754 2750 c.:-% i g.-;. 15 015-0208 2xh 370 230 170 ' i 1h 015-0312 3 x 3/8 1270 800 580 1% 015-0316 4 x 3/8 1800 1130 820 15 015-0424 6 x 1/2 5420 3497 2548 , 2 320-0208 2xh 360 220 160 E 1, . 2 020-0312 3 x 3/8 1250 C. 770 560 F b 2 020-0316 4 x 3/8 1770 1080 780 e t, r. 2 020-0424 6 x 1/2 5280 3240 I 2340 E [ E e. 4 s # . l t.' , i P. h 3 Y
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-hgQ COMPONENT SUPPORT PAGE 3 1*
OF 6 OATE 11/2/84 CERTIFIEO DESIGN REPORT
SUMMARY
REV ~~,j .
'. A98 en nps group ?com pony P Section P,rnducts covered by this Certified of NPS Design Report Catalog Ind ustries' Summary are included in
*g ~
Product.%ame/Part Code Load Capacity 9 650 F (lbs) Center-Center (C-C) in. Clamp
. pipe p 21 serf Clamps / PRS bize Code hjf le- 18 24 -
l 2 1/2 025-0208 2xh 370 220 160 e 2 1/2 025-0312 3 x 3/8 1270 760 550 2 1/2 025-0516 4 x 5/8 4850 2910 2080 2 1/2 025-0524 6 x 5/8 5420 4790 3420
# 9 3 030-0208 2x5 390 230 160
- 3 , 030-0312 3 x 3/8 1330 770 550 3 030-0516 4 x 5/8 5010 2910 2050
~l, 6 x 5/8 4750 3350
.-(.. 3 030-0524 5420 3 1/2 035-0208 2 x 1/4 400 230 160 31/2 035-0312 3 x 3/8 >1390 790 550 3 1/2 035-0516 4 x 5/8 5210 2950 2050 3 1/2 035-0524 6 x 5/8 8600 4870 3390
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PRS ggQ N PS INDUSTRIES, INC. CDRS No a COMPONENT SUPr> ORT PAGE 4 OF 6
. rips en nps grcup com pany CERTIFIED DESIGN REPORT
SUMMARY
REV la C, ATE _11/ 2 / 84 P
- ducts covered by this Certified Design Report Summary are included in ,,, $ , c , , , ,
of NPS Industries' Cotolog . . -. . . _ Product Name/Part Code Load Capacity 9 650 F (Ibs) Center-Center (C-C) in. Pire kN$[ - j Riser Clamps / PRS Si:e Code Size IT 18 24 g 30 36 l 4 040-0208 2 x 1/4 430 240 160 3 x 3/8 040-0312 - 810 560 1 4 040-0516 4 x 5/8 - 3010 2070 a 040-0624 6 x 3/4 - 6960 4790 i 050-0208 2 x 1/4 250 170 130 100 l i 050-0312 3 x 3/8 860 580 440 350 l
! 050-0516 4x 5/8 3190 2140 1610 129
.Y - ! 050-0624 6 x 3/4 7330 4900 3680 295:
6 060-0208 2 x 1/4 270 180 130 110 f 060-0312 3 x 3/8 940 610 450 360 f 060-0516 4 x 5/8 3450 2240 1660 1320 f 060-0824 6x1 - 9040 6670 5290 5 080-0416 4 x 1/2 2260 1630 1170 910 5 080-0624 6 x 3/4 - 5680 4060 3160 i 08-0824 6x 1 - 9770 6980 5430
? 08-0832 8x1 - 13890 9900 7640
. l
(; ? 08-1032 Bx 15 - 21390 15240 11940 7
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PRS N PS INDUSTRIES,1NC. CDRS No hM COMPONENT SUPPORT PAGE ; OF A a on nps group com pany CERTIFIED DESIGN REPORT
SUMMARY
REV ADATE 11/2 /84
., nP8 P section 1 J:. oducts covered by this Certified Design Report Summary are included in Q2y of NPS Industries' Cotolog Product Name/Part Code Load Capac'ity 9 650 F (1bs) Center-Center (C-C) in.
Clamp Pipe Stock [ Riser Clamps / PRS Size Code Size 24 30 36 42 48 10 100-0416 4 x 1/2 1900 1100 con ,
~
10 100-0824 6x1 9920 7680 5820 8190 10 100-0832 8x1 ! 15900 10310 10 100-1032 8 x l'. 23260 16580 12560 12 120-0516 4 x 5/8 2200 1630 1290 12 120-0824 6 x 1, F530 6290 4000 12 L2d-0832 8x1 11968 9810 6070 i e _ :- k:.] . 12 l20-1032 8x 18 I?330 13480 10670 12 120-1232 8x 12 ?3260 1RP80 14010 l 14 140-0616 a x 3/4 3310 2a00 13 0' 15 " 14 140-0824 6x 1 9170 6620 5180 4260 1 14 140-1024 6x l'. 13830 9990 7820 6*^^ l 14 140-1032 8x18 19690 14190 11090 91cn i 14 140-1232 8 x 18 : 27680 19940 15580 12 90 16 160-0824 6x1 9920 7280 5570 ac'n l 16 160-0832 8x1 14700 10170 7780 6300 l 3' 16 160-1032 8x l '. 22460 15540 11880 cfic l 16 160-1232 8x l ', -
.21840 16680 I?cnn 16 h60-1240 ! 10 x l'a I - 28640 21850 17 60
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@ k' N P S INDUSTfRIES,*IN@. ' - i@@CDO G3a COMPONENT SUPPORT 'PAGE 6 op 6 MPS en nps grcup C0m pony CERTIFIED DESIGN REPORT
SUMMARY
REV 18 OATE 11/2/84 D Section [ Products covered by this Certified Design Report Summary are included in of NPS Industries' Cotolog
' ~
oduct Name/Part Code Load Capacity 0 650 F (lbs) Center-Center (C-C) in. Pipe Clamp Riser
- lamp / PRS Size Code Stock -
sir. '30 tA a? 48 54 60 - 18 180-O'824 6x1 9920 8080 6030 4810 18 180-1032 8x1h - 16000 12840 10220 18 180-1232 8x15 - 23260 18010 14340 1 18 180-1240 10 x 15 - 31400 23570 16140 F_ 20 200-0824 6x1 6570 5150 4230 3590 200-1032 8 x l'. 13990 10930 8970 7610 20 20 200-12?0 10 x 15 25650 2002G 16410 13910 41400 34190 28020 23740 Y' 20 200-1640 10 x 2 Q'.! ' . 6x1 7220 5540 4490 3730 22 220-0824 22 .220-1024 6 x l'. 10830 8320 6750 5680 28200 21520 17400 14600 22 220-1240 10 x lb 10 x 2 48090 36700 29680 24910 22 220-1640 6x1 8000 5990 4780 3980 24 240-0824 16000 12740 10150 8440 24 240-1032 8 x 1h 31360 23300 18540 15390 24 240-1240 10 x lb 54400 49700 39480 32740 24 240-1648 12 x 2
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N P S INDUSTRIES, INC. CDRS No. E M FJ hQ COMPONENT SUPPORT DAGE I OF 8 dps on nps group com pany CERTIFIED DESIGN REPORT
SUMMARY
REV 1 DAE 8/1/83 Rroducts cov'ered by this Certified Design Report Summary ars *included in S Section of NPS Industries' Catalog I
].'p! .
y Product Name/Part Code Load Capaci'ty 0 650 F (lbs)/ Center-Center (C-C) In. Clamp Strut Riser Pipe Clamp /SRC Size Code 12- 18 24 - l 3/4 06-006 4 x 3/8 2220 1440 1070 \ ' 3/4 08-006 4 x 3/8 2220 1440 1070 4 i 4 A f
- , + i A n A 7 _'. 9 -s (9'g.)
.y
* 'T I
Y V y A v j A v V N i i C-C C-C (Direction of Loading) (Direction of Loading)
- 1) Material' W=6" or Less W=8" or Over Clamp Hal f - SA-36 Bolts and Nuts - SA-307 Cr B (per Code Case 1644-5, 1644-6 for addendas prior to W'77 A307 Gr A (per Code Case 1644-5, 1644-6, N-71-7, N-71-8, N-249, N-249-1,N-249-2)
A563 Gr A (per Code Case N-249-1, N-249-2) Threaded Rod - SA-36, Pin - SA-193 Gr B7 Spacers - Carbon Steel (Exempt per NF-2121(b))
- 2) This product is non-welded
- 3) Loads are applicable for high cycle fatigue up to 20,000 cycles. ,
. 4) The Level C load capacities are 133% of the Design Level A,B load capacities. I The Level 0 load capacities are 187% of the Design Level A,B load capacities. i 5) These load capacities are based on the pipe load being carried on both arms. Where it is reouired that the load be carried on either arm, the capacities are 1/2 of these values. c """""'ri, This Certifie d Design Report Summary has been prepared by NPS DI Industries,in accordance with ASME Section 111, subparagraph NC A-
,,,,h'.
fi',. o Eugj . , 4 3551.1, Code Case N 247 and is applicable for Code Classen 1,2,3
- 4. 1 and MC Component supports designed by onelysis in compliance with i M ! gjg4 / yh Subsection MF, Article 3000 1974 Edition and also all addendo
. .5 i 'g 161 .i s)
. thru 19 80 Edition 5'80 Addendo. The Applicable Design Specifi-
[, s i i g]'. '.! G ! cation (NPSS- 61876 and Design Report (NPS OR SRC are maintained on file in NPS Industrie ' Q e 'ty ssurance Records in Secaucus,
,,s ,3,,g .
SS\0p(/ New Jerse y. 53177
"'a aa a5"",/- Signoture: No.
g,,,, ,9 ' New Yod Registration gc,,, g /f /g $ e. 4
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M FE ggM N PS INDUSTRIES,1NC. COMPONENT SUPPORT CORS No. PAGE 2 SRC OF 8 f)ps an nps group com pany CERTIFIED DESIGN REPORT
SUMMARY
REV 1 OATE 8/1/83 5 Praducts covered by this Certified Design Report Summary are included in 3, g, ; , , psg
,o ..
of NPS Industries' Cotolog 0 Product Name/Part Code Load Capabity @ 650 F (lbs.) Center-Center (C-C) in Clamp Strut Riser Pipe Stock Clamp /SRC Size Code Size 2 18 24 1 06-010 4 x 3/8 1960 1250 920 1 08-010 4 x 3/8 1960 1250 920 1 1/4 06-012 4 x 3/8 1820 1150 840 1 1/4 08-012 4 x 3/8 1820 1150 840 ., 1 1/2 06-015 4 x 3/8 1780 1110 810 1 1/2 08-015 4 x 3/8 1780 1110 810 i, J, . 2 06-020 4 x 5/8 4570 2790 2010 2 08-020 4 x 5/8 4570 2790 2010 2 10-020 6 x 1/2 5280 3240 2340 2 14-020 6 x 1/2 - 3430 2480 l 2 1/2 06-025 4 x 5/8 4660 2780 1980 l 2 1/2 08-025 4 x 5/8 4660 2780 1980 2 1/2 10-025 6 x 5/8 8020 4790 3420 l ! 2 1/2 14-025 6 x 5/8 - 4950 3540 1 :. lQ l l
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.. SRC N P S INDUSTRIES, INC. CORS No.
" gjg g M COMPONENT SUPPORT PAGE 3 or 8 N
nps on nps group company REV 1 OATE 8/1/03 l CERTIFIED DESIGN REPORT
SUMMARY
5 Section 8), ducts covered by this Certified Design Report of NPS Industries' Cotolog Summary are included in
.. Y .
load Capacity 0 650 F (1bs) Center-Center (C-C) in. Product Name/Part Code Strut Riser Pipe Sto - Size Code 12 18 24 Clamp /SRC Size 06-030 4 x 5/8 4870 2810 1980 3 4 x 5/8 4870 2810 1980
. 3 08-030 6 x 5/8 4750 3350
._ 3 10-030 -
E 3 14-030 6 x 5/8 - 4860 3420 6 x 3/4 - 7300 5190 3 20-030 4 x 5/8 2870 2000 31/2 06-035 - 4 x 5/8 2870 2000
..- 3 1/2 08-035 -
Ifkl.-' 6 x 5/8 4790 3330 31E' 3 1/2 10-035 - 6 x 5/8 4870 3390 3 1/2 14-035 - 6 x 3/4 7180 5040 3 1/2 20-035 - 6 x 3/4 5400 4600 4 06-040 - I ' 6720 4600 ! 4 08-040 6 x 3/4 - 6x1 11810 8090 4 10-040 - 6x1 11900 8170 4 14-040 - 6x1 - - 8450 4 20-040 f l G.Rb
jggQ N PS INDUSTRIES, INC. SRC N nps COMPONENT SUPPORT CDRS No. PAGE 4. _OF d I OATE8 /1/83 on npa grcup cem pony CERTIFIED DESIGN REPORT
SUMMARY
REV Products coveired by this Certified Design Report Summary are included in 5 Section
-Cp, of NPS Industries' Cotolog Product Name/Part Code Load Capacity 0 650U F (lbs) Center-Center (C-C) in.
Clamp Strut Riser Pipe Stock Clamp /SRC Size Code Size 13 24 30 36
~
5 06-050 6x1 5400 5400 5400
~
5 08-050 6xI 10000 8290 6200 5 10-050 6x1 12530 8340 6250 _ 5 14-050 8x1 17830 11880 8900 : - 5 20-050 8x1 - 12140 9140 6 06-060 6x1 5400 5400 5400 l 6 08-060 6x1 10000 8690 6400 ('.th 6 10-060 8x1 - 12290 9050 6 14-060 8x1 - 12340 9100 6 20-060 8x1 - 13070 9670 8 06-080 8x1 5400 5400 5400 8 08-080 8x1 10000 9680 7510 8 10-080 8x1 13660 9710 7530 8 14-080 10 x 115 - 27330 21150 8 20-080 12 x 2 - 60490 46760
. 8 24-080 12 x 2 -
60570 46860 Q;:?
N P S INDUSTRIES,INC. CORS No. SRC
" g jggM COMPONENT SUPPORT PAGE 5 OF 8 a
nps en' nps graup com pony CERTIFIED DESIGN REPORT
SUMMARY
REV I DATE 8/1/83 Products cove' red by this Certified Design Report Summary are included in S Section of NPS Industries' Cotolog tsg 2yg . Product Name/Part Code Load Capacity 0 650 F (1bs)/ Center-Center (C-C) in. Strut Riser Pipe f"g3 Clamp /SRC Size Code thzi 30 36 42 - 10 06-100 8x1 5400 5400 5400 10 08-100 8x1 10000 8080 6490 10 10-100 8x1 10690 8090 6500 10 14-100 10 x 1h 30050 22650 18180 10 20-100 12 x 2 65730 49470 39660 10 24-100 12 x 2 65750 49510 39700 12 06-120 8x1 5400 5400 5400 , f,
;S ?.' . , 12 08-120 8x1 10000 8740 6910 12 10-120 8x1 11900 8750 6910 12 14-120 10 x 14 - 24490 19310 12 20-120 12 x 2 - 53060 41780 12 24-120 12 x 2 - 53070 41800 12 36-120 12 x 2 - 53220 42060 m
4
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gva jg M N PS INDUSTRIES,1NC. COMPONENT SUPPORT CDRS No. SRC PAGE 6 op 8 nps on nps group com pony CERTIFIED DESIGN REPORT
SUMMARY
REV I DATE 8/l/83 S Pr3 ducts covered by this Certified Design Report Summary are included in Section of NPS Ind ustries' Catalog f oduct Name/Part Code Load Capacity 0 650 F (1bs)/ Center-Center (C-C) in. Strut Riser Pipe Clamp Clamp /SRC Size Code Stock Size 36 42 48 - 14 06-140 8x1 5400 5400 14 08-140 I8 x 1 9230 7210 14 10-140 8x1 9230 7210 14 14-140 -30 x 1 25850 20130 14 20-140 12 x 2 55820 43400 14 24-140 12 x 2 55820 43410 14 36-140 12 x 2 55810 43560 { '
- . 16 06-160 8x1 5400 5400 5400 l 16 08-160 8x1 10000 7760 6280
~
16 10-160 8x1 10150 7760 6280 16 14-160 10 x lb 28460 21660 17480 16 20-160 12 x 2 - 46480 37470 l
- 16 24-160 12 x 2 - 46480 37480 l
l 16 36-160 12 x 2 - 46470 37560 1 I
=e= ee cee 4 g a gya
*? JggM N PS INDUSTRIES,INC. CDRS No - SDC 7 *
; COMPONENT SUPPORT PAGE OF nps en nps greup com pany CERTIFIED DESIGN REPORT
SUMMARY
REV 1 OATE S'1/91 Pr3 ducts covered by this Certified Design Repcrt Summary are included in 5 Section
. . , of NPS Industries' Cotolog wm
*rroduct Name/Part Code Load Capacity 0 650 F (lbs)/ Center-Center (C-C) in.
Strut Riser Clamp Pipe Clamp /SRC Size Code Stock gg, w 4p ag - 18 06-180 8x1 5400 5400 5400 18 08-180 8x1 10000 8410 6690 I-18 10-180 8x1 11300 8400 6690 . 18 14-180 10 x 1h 31400 23480 18640 18 20-180 12 x 2 - 50220 39820 18 24-180 12 x 2 - 50210 39820 18 36-180 12 x 2 - 50080 39810 l l /(((;) 20 06-200 8x1 5400 5400 5400 k.:- 20 08-200 8x1 10000 9180 7170 20 10-200 8x1 12730 9170 7170 20 14-200 10 x lb 25670 20008 20 20-200 12 x 2 - 54770 42590 20 24-200 12 x 2 - 54750 42580 l 20 36-200 12 x 2 - 54510 42490
\
l : { I : l \ I i
T jggM N PS INDUSTRIES,lNC. CDRS No. SRC PAGE 8 oP 8 4 COMPONENT SUPPORT 1 nps en nps group com pany CERTIFIED DESIGN REPORT
SUMMARY
REV OATE8/1/83 5 Section Products covered by this Certified Design Report Summary are included in of NPS Industries' Catalog Product Name/Part Code Load Capacity 0 650 F (lbs)/ Center-Center (C-C) in. Pipe I"*P Strut Riser Clamp /SRC Size Code 42 48 22 06-220 8x1 5400 5400 22 08-220 8x1 10000 7730 22 10-220 8x1 10100 7720 E 22 14-220 10 x lb 28260 21540 22 20-220 12 x 2 60340 45850 22 24-220 12 x 2 60310 45830 22 36-220 12 x 2 59950 45680 l l
;(. 24 06-240 8x1 5400 5400 24 08-240 8x1 10000 8370 24 10-240 8x1 11230 8370 l
i 24 14-240 10 x 1 31400 23340 24 20-240 12 x 2 - 48720 24 24-240 12 x 2 - 49690 24 36-240 12 x 2 - 49470 e 5 4
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ATTACHMENT F ITT GRINNELL DESIGN REPORT
SUMMARY
DRS 40, REVISION 3 ! 0657-1545405-HC4
-s; 1+% 1g ~w 1
.%i PAGE I CF 10 DRS 40
- i '
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'I PIPE MANGER DIVISION I r' A.S.M.E. NN !!! -
~
F38s' A - 00N NF DESIGN REPCRT
SUMMARY
L GENERAL INPQRMATION Fig. 4CN Heavy Biss: C1 r., - i SUPPORT NAME.* l SUPPORT TYPE: COMPONENT STANDARD l C:l: E Cut.231FICATION : CLASS 1.2.S.MC jg DESIGN BYs ANALYSIS l DESIGN TEMPERATURE 650 4 i
- ' MATERIAL DATA : SEE PAGE 2 iD mtrw.a ' Dt.TA e SEE Pt.GE S-lo
- I l. DAD RATINGS
- SZE PAGE 3- 7 i DESIGN & SERVICE LIMITS : A .R.C.D { .
- 2. CERMFICATION,.
ll _ DATE* ST DATE: CMECKE2 ET
- DE{lGN ;=Y"5 f/P2l
- -_ l: f/8lBf .
LOCATION OF DESIGN REPORT AND PROFEssrONAL ENGINEIR CERTIFICATION d' DESIGN SPECIFICATION : - RESEARCH , DEVELOPMENT AND EN- - GINEERING , PIPE MANG,ER DTV!STON, -. . PROVIDENCE , R. I. p g. m gacg "I THE LOAD CAPACITY OF THIS COM-PCNENT SUPPORT IS RATED IN - y ""' , . g . ACCORDANCE WITH THE REcutRE-MENTS OF A.S.M.E. B. & P.V. CODE, kg 'j SE T10R !!!, SUBSECTIONS N.C.A. AND N.F. AND ITT GRINNELL DE-SIGN SPECIFICATION PE 188-1 9 - - q , DESIGN REPORT NO. DR 40
- 5. REVIS!QN gag QESIG N DESIG N A788t. CASTE DATE REPORT SPE:. C:DE AMD RE:IRTTFICATICN REY.NC. MTV. NC. MTV. NC. ADOENDA o i l isso.wso I + ,. , _ q y ., I,. u ;
1 o -- l I l iea c ano 1 l r l' r- !! 1 i i i i 11980, wso l 1 3/2/131 1 1 t_ J_ 6._ _2 ll 2 1 1 6.1) Ie/,ful 3 1 2 1 1 11oso.wse I h__A - I 1 l
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e m,.,; 1 T ,/ ITT GRINNELL . PAGE 2 0F 10
- PIPE HANGER DIVISION DRs 40 REY 3
~
ASME SECTION 111 SUBSECTION NF-
- 4. COMPONENT SUPPORT INPORMATION ITEN MATERlAL SPEC 1F1CA710N: ITEM TYPE SA-36
- 1. clamp W SA-515 Gr. 65 or 70 Linaa:
) SA-307 Gr. 3 c . .I
- 2. Solts ag:3 3 3o7 gg, g, t4,,,,
SA-36, SA-193 Gz. 37
- 3. Load stud (Alternata) or SiW564 Type 630 Age Linear o
Hardened 9 1075 Y -
- 4. clamp studs (Alternata) SA-36 Linear
' SA-307 G=. 3 o= .
/ 5. 3 ruts . Asnt A-307 Gr. A*c= Linaa: .
- I '
,i N.5 SA-194 G=. 2E . II '
- 6. Spacers and Washers SA-36 o. E-53 G=.3 or W t per j '
SA-106 Gr. 3 EF 2121 b , 1l l
- coda case N-249 l
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PIPE 3DLNGER D::VISICDr QtDLL N PRODUCT . ~ IGLD 3UL*.INGS - F2G. 40N M=v4- Imad Rating (Lbs.) at 6508F size - c to e Design Imading ' I c el c - Level D IN. ' & Imel A & 3
- 2
- PIPE 12 1325 1760
- 2490 4
. 18 825 1100 1550 .
24 600 800 1130' 3* PIPE 12 1325 . 1765 . 2490 .'. j- ,/(' . 18 . 825 1100 1550 g d-d 24, 600 800 1130 . 12. 4' P272 2050 . 2730 - 3050 l 18 1200 1600 2260 24 850 , 1130 1600
. 6* PIPE 18 3700 4930 6960 i
24 2520 3360 4740 .' i ' 30 1925 2570 3620 i 36 1550 , 2070 , 2910 t i 8* P:PE 20 5000 6670 9420 i . i 24 3850 5130 7260 [ 4
; 30 2850 3800 5370 36 2250 3600 .4240
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) T DRS 40 R17. 3 ITT G3 N 1
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PIPE EANGZ2 J.;masmi QUALIr22:D PRODUCT i 10AD RATINGS l FIG. 4CN .' Mas 4mma Lead 1rmH ag' (Lhs.) at 65087 I' Size C to C * ~ gg gy Level C Laval C
, 23. & Laval A & B .- ,
l .- 10" PIPE 24 6150 8200 11560 . 30 4400 5870 8272 l 36 3450 4600 6490 12" PIPE 27 7300 9733 13724 f- 30 6150 8200 11560 l l ( .,, 36 4750 6330 8930 I 42 3850 513tr 7240 . I 14" PIPz 28 10000 , 13331 18800 30 8950 11930 16830 36 6700 8930 12600
- 42 5375 '7170 10100 48 4500 6000 8460 16" PIPE 32 11100 14763 20670
- i. .
36 s100 12130 17110 f 42 7250 9670 13630 I 48 5950 7930 11190 i* l l ., - l ( I 1 O l .
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p, - PAGE 5 OF 10 T&Ji, . 4 DRS.40 REY. 2 -
. 2TT GF."Ftt PIPE BANGER DIVISION QUAL ll:FIED PRODUCT IDAD RATINGS FIG. 40N I'
l Maw 4mma Load Rating C.bs.) at 6500F size c to e Design Imading l, Inval c Inval D
- IN. & Level A & B
!* 18" PIPE 34 133dC 17730 25000 - i 36 11700 15870 22370 l! 42 9200 12270 17300 48 7900 , 10530 14850 20" PZPE
- 37 14600 19467 27448 -
[' , .[ 42 11650 15530 21900 4 48 9400 12530 17670 . 54 7900 10530 14850 l 1 24" PIPE 43 15750 21000 - 29610 48 12600 16800 17770 54 10400 13870 19550 t 60 8800 - 11730 18540 28" PIPE 51 15300 20350 2??*9 13780 18 'i 2e 25005
- ) Sl+
l 60 11500 152e9 _-_ suon
- )
66 9865 13120 # i n st. c j I . p. Il a
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30" PIPE 53 17495 23265 33605 54 16875 22440 31725 , i 60 13925 1 8 5 2 0 ._ 26175 . , l .: i 66 l 11850 15760 22250 36" PIPE 59 19465 25585 _ 36595 j, 60 l 18780 - 24975 1 35305 !!'._. , / 1 66 15510 20625 29160 72 I 13220 17580 24850 42" PIPE 65 21470 28555 l 40360 66 20720 27555 l 38950 72 17135 l-22790 l 32210 78 l 14610 1 19430 1 27465 l l 1 I I 1 I I t i
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. PAGE 7 OF IB
'- DRS 40 REY.3 0- ,
l; LDAD RATINGS NOTES L AT REDUCED SERVICE TEWERATURES THE LDAD RATINGS MAY BE Ih' . BY THE FOLLOWING FACTORS: '. CLAW TEbP. *F LOAD FACTOR . IB2 1.37 298 1.25 . 389 L 22
- 480 L 1R 508 1. II -
888 1 El
) L BB 658 .
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/ 2. IF.THE REQUIRED C TO C IS BETVEEN LISTED ~C'TO C, USE THE LOAD RATING *
- j -
' FOR THE GREATER C TO C. NO INTERPOLATION IS ALLOWED. C TO C' S QUTSIDE THE RANGES SHOWN ARE NOT* ALLOWED.
'a
* . 8
- 3. IF UNEGUAL E DIW NSIONS ARE REQUIRED. USE THE LOAD VALUE LISTED
- I FOR THE EQUIVALENT C TO C CALCULATED BY DOUBLING THE LONGER E
- DITNSION. E DIENSIONS DUTSIDE THE RANGES SHOWN ARE NOT ALLOWED.
SEE NOTE 2. UNEQUAL E DINENSIONS ARE ALLOWED DN VERTICAL PIPING ONLY. .
> 4. THE LOAD RATINGS ARE FOR RIGID HANGERS: FOR SPRING HANGERS THE LOAD RATINGS MAY BE DOUBLED.
- r.
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4
4 7, . .= 1 PAGE 8 DF IB , 3 DRS 48 REY.3 o; - - u .- : 2 BOLT 5 OR STLDS FOR STCCK LEEE THAN P WIDL IIEEE II2E i 4 BOLT 5 OR STLCS FOR STCCX 8 AND WIDER.
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DIMENSIONAL DATA ( INCHES) PIPE PIPE I LDAC STLC PIPE C. I grzg c, g, C TD C A A# B lE 01 STO:X SIZE S 3 Pacs aAcw Las 12 8 19 ,~ 2 V2 L B75 18 1 V4 2 31/4 9 5/8 V2 x 3 V2 1 3/' 25 24 12 PIPE 31 l i 12 6 28 , 3 LW 18 1 V4 2 3 1/2 9 5/8 V2 X 3 V2 1 P' 28 2 24 12 PIPE 32
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v2 x 5 1 V4 PIPE 1 38 24 12 47 ! le 9 78 2 e s.sas j 1 V2 2 V2 s js 1 3/4 x s 1 V2 I/M P 1s9 i 38 18 124 29 18 96 8 LE3 24 g 1 V2 2 V2 7 5/s y 1 1x5 1 WA 1,jg g i = 18 i.S
.- 26 12 189 -
18 18.75 38 1 3/4 3 9 1/18 15 1 3/8 1x7 192 3s le 2 V 2'IPE ll I V 2 215 1 'i 27 13 V2 2E5 ((j ! 12 12.75
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DRS 42 REY.3 i l i
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DIMENSIONAL DATA ( INCHES) l
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C. D. C TO C A A# B F" Nga. STDCX SIZE S E Smos I.as 2B 14 . 273 3 13 *g yao 2M 14 14.88 as 2 3 11 V4 33 g v2 1 V4 X S 2 V2 P1Pt 223
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N0i e FOR DIMENSIONS - i 1. A AND S ARE MODIFIED WHEN USED WITH STRUTS OR SNUSSERS - SEE PAGE 19 l 2. Aa.AND E ARE MODIFIED WHEN THE C-C IS BETWEEN THOSE LISTED. THE OVERALL LENGTH IS FROM THE LARGER C TO C LISTED.
- 3. FOR UNEQUAL E DIMENSIONS THE OVERALL LENGTH IS BASED ON THE EQUIVALENT l
C TO C - CALCULATED BY DOUBLING THE LARGER E DIMENSIONS ( E OFFSET LONO) i . TO ORDER:
- 1. SPECIFY FIO. 40N RISER CLAM'. NCMINAL PIPE SIZE AND C TO C
- 2. FOR UNEOUAL E DIMENSIONS SPECIFY SPECIAL FIO. 42 RISER CLAM *,
N MINAL PIPE SIZE. EQUIVALENT C TO C. E C.FiE"' ";NG. ANO
.. E Or7 SET SHORT d 3. FOR USE WITH STRUTS OR SNUESERS SEE PAGE 10 e 4 e
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(' j PAGE le OF IB DRS 40 REV.3
~
. PROCEDURE FOR ORDERING FIG. 40N JOR.USE WITH STRUTS OR SNUSSERS FIG. 211N/640N ST M S u M Sm(SM N 5 F (HDLE) A SIZE DIA 2 v2-41 6 i e le i 12-2e 1 24-42 "* i aI .372/.374 135/8141/8145/6151/835 5/8i J "8 8 .375/.377 i V 15 l 13/16I 8 I .747/.744 l STD l STD l 6 7/817 3/817 7/8 i ! 3/8 i .75F.7521 1 1 13/8 l C l .747/.749 i STD l 51016 7/8 i 7 V817 7/8 i ! 3/8 i .75F.752 i i 81 FBl I i .957/. M9 i STD I STD I STD l 570 18 7/81 13/811.23F1.8:2;I 5/!6: 17/81 2I . M7/. 9% i STD l STD l STD I STD l 8 7/8l 1 1/8 11.90F1. N2 t l 5/161 1 7/?
3 I .1.247/1.249 l STD l STD I STD I STD I STD 11 1U16il.25W1.2"Zi! V1612 5/16: 4 1 1.247/1.249 l STD I STD l STD l STD I STD 11 1U1611.250/1.252t1 V16i2 5/16: 1 STD i STD i STD I STD I STD 1 2 11.508/1.!il28 2 i23/4 l
. 5 i 1.457/1.4 %
6 l 1.747/1. 749 i STD l STD I STD 1 STD I "D i 2 3/811.756/1.752!2 3/16; 3 3/B .
~
FIG. 200N/20lN l STANDED STl:D PIPE SIZE (5T110 LDGINI g y lesnacci III 4 l r OlA 2 1/ 2 -41 6 I t 18 l 12 25124-42 l ** i
/
11/2, .747/.749 i STD 1 STD l STD I 7 17 t/2 i ! l .75F.752 1 1 11 3/8! 2 1/ 21 . M7/. 9% i STD i STD I STD I STD I 8 7/81 1 3/8 !!.023/1.922:1 1/1611 7/S1 ! 3 U41 1.247/1.249 i STD 1 STD 1 STD I STD I STD 11 11/1611.2"3/1.2'2!! V1512 'J16 .. l 4 l 1.457/1.de i STD I STD I STD I STD i STD 1 2 11.506/1.5EZi 2 l 2 3/4 51 1.747/1.749 i STD l STD i STD i STD l SID i 2 3/811.75W1.752121/16i 3 3rS ' l l FIG. 306N/307N STAIC E3 STUD PIPE SIZE f SM LDGTH) g 7 (g0 ) A unma
$7-:.
DIA 2 1/ 2 -41 8 I t-15 1 12-28124 42 ** ; 1/4 I .372/.374 13 5/8 I J 1/814-S'8151/8 I 5 5/S I 5/! l .37"J.377 8 9/IE i 12/16 U2 I .372/.374 13 "J8 I 41/814 '/8151/8 I 5 5/8 I "/ 6 I .375/.377 i V16 i 12/16 16 447/.4*i i STD l STD I 5 U21 6 161/21 1 I .50F.!E2 1 3/4 113/3 l 3 I .747/.749 l STD I STD I 67/8173/8177/8i!3/8i . 75F752 1 1 l15/8 le i . M7/. *H I STD I STD I STD I 8 3/818 7/8 i ! 3/811.eaW1.822115/16117/3 35 i 1.497/1.4% i STD I STD l STD l STD 1 STD i 2 1 1. 523/1. !221 2 1 3
- t. Mr.TCH THE FIG. NC. TQ THE AP*ROPMIATE PIPE SIZE TO SEE IF THE STUD 15 STANDARD 1STD).
- 2. IF THE STUD IS STANDARC. USE THE FOLLOVING TERMINO CGY: SPECI AL 12' FIG. 40N P.15ER CLAt+. C C = 2' -C' . 5 = 1 3/ S* . Ft HCLE) =1. 023/1. 022.
A=1 5/15'. TO INCLUCE LOAD STUOS k WASHERS FOR USE WITH 2 1/2* CYLINDER
. FIG. 200N . . .
, 2. IF THE STUC 15 NCT STANDARD USE THE FOLLOW't.".i '" EPM!NCLOGY: !*ECIAL r I 04' F IG. 42N RISER CLAte. C-C=2'-O'. S = 1 2/ E' . F( HCLE) = 1. C 3/1. OC2.
../ A=1 5/15'. SA-193 OR. E7. LOAD STUD =. 997/. Ma* X S. 87"' W T-READ SOTH ENDS. W/1 7/ S' Ut("HREADED SECTION. W/ ( 2) MEX NUTS k ( 2) JAM NUTS.
W WASHERS FOR USE w/ 2 1/2' CYLINDEM FIO. 22CN -
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4 ATTACHMENT G JUSTIFICATION FOR THE USE OF NELSON STUD DATA FOR THE BASES OF REDUCED HILTI SHEAR CAPACITY
M: JUSTIFICATION FOR THE USE OF NELSON STUD DATA FOR THE BASES OF REDUCED HILTI SHEAR CAPACITY , l' CYGNA CONCERN CYGNA has raised a concern with the guidance given in PM-099. This PM allows Hilti anchors to be located within three anchor diameters or , 2 1/2 in. of a free concrete edge if the allowables are reduced. Because ! the shear allowable reduction is based on Nelson stud (a cast-in place anchorage) test results, CYGNA is concerned that the concrete stresses
- resulting from setting the Hilti bolt expansion wedges are not adequately
- considered in the design.
l RESPONSE The Comanche Peak Project uses reduced shear capacity for Hilti anchors located near free edges. Reduced shear capacity is calculated for an-chors as close as three anchor diameters (21/2 in. minimum) from the centerline of the anchor to the free edge. The reduced capacity is cal-culated using a method presented by McMackin, Slutter, and Fisher in the ] AISC Engineering Journal in the second quarter 1973 (copy attached). The i reduction equation developed by this method is applied to the allowable shear capacity of the Hilti anchors. j - The method for shear capacity reduction is based on tests performed using
- headed anchors located as close as 2 in. from a free edge. Other an-chors, such as Hilti anchors have the same mechanism of shear load trans-I fer at service (design) levels and the same mode of failure for shear j (Reference 1984 ACI-349, Appendix B Commentary Section B.4.3). When an anchor is located near a free edge, the total shearing force must be developed by tensile stress on a potential failure plane radiating at 45 degrees toward the free edge from the anchor at the surface of the concrete as shown in Figure 1.
When a Hilti anchor is located too close to a free edge, there is another mode of failure which is the result of wedge expansion caused by the ten-sion load needed to set the anchor. The horizontal reaction generated by i the tension load is developed over a concrete failure plane radiating approximately 45 degrees toward the free edge from the ' anchor's wedge as i shown in Figure 2. This type of failure is referred to as a side blow-1 out. This condition is detectable at the time the anchor is installed. l The tension load for setting the anchor occurs only during installation. If side blowout occurs, the anchor is unable to maintain the required t torque and is rejected. l It should be noted that the maximum concrete stress occurs at the top surface of. the concrete for shear and at the wedge for the tension load. l Therefore, these effects are not additive.
- Based on the above information, there is no reason to reduce the shear
- capacity of anchors close to a free edge to account for the setting of the anchor. The reduction presented by McMackin, Slutter, and Fisher provides a reasonable estimate of the reduced shear capacity for anchors
] close to a free edge. 0545-1545405-HC4 i i
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. 1 Headed S:ee Anchor under Combined _oacing PATRICK J. McMACKIN, ROGER G. SLUTTER. AND JOHN W. FISHER Tus incasAstwo use of headed steel anchor studs under combined shear and tension loading has resulted in a In the event that an anchor is located near a free edge, or if the spacing of anchors is less than 21, + 4.,
need for more information on their behavior and strength. a reduction in capacity of the anchor is assumed. It has Some typical situations where this type of loading is been suggested that this capacity is in proportion to the encountered in design are shown schematically in Fig.1. reduction of the surface area of the cone.8 Anchor studs can provide an eHicient method ofjoining When anchors are loaded-in shear towards a free steel and concrete members and can permit greater edge, their shear capacity may also be affected. A rela. flexibility in the design of composite steel-concrete sys- tionship for this condition was previously developed from
- j. tems.
tests on concrete inserts and was suggested for use with i The existing criteria for designing headed steel anchor headed steel anchors.8 8 i studs with partial embedment in concrete is based on I The purpose of this investigation was to develop in. limited test data and various models representing con- teraction relationships and design criteria for headed ,. ' neetor behavior. Several empirical relationships have steel anchor studs subjected to combined shear and ten. been suggested in the literature.8 8 However, a number sion loading. Anchor: M-in. in diameter with full tetisile of factors can affect the ultimate strength of a headed embedment were tested under three different loading steel anchor stud. They include the embedment length, the development of full or partial concrete shear cones l which depends on anchor spacing and boundary condi-tions, concrete shear strength, shear friction, and the at- g', , ,.* tachment plate thickness. , Current design procedures assume that a full con-0 ==We p
*** $Y
- l crete shear cone at ultimate may develop depending on i the embedment length of the anchors and the boundary * '
l conditions. A full shear cone is presently assumed to exist if adjacent anchor center lines are at least a distance of 24, + 4. from the center line of the anchor shear cone, or if no edge boundaries are closer to the cone than L. + (4./2), where L. is the embedment length and 4. is the y N,N;e 4*N' N / head diameter of the anchor. The full concrete shear cone pull-out capacity f,. /* is assumed to be controlled by the embedment length and the diagonal tension strength of the concrete.8 The
.g diagonal tension force is assumed to act perpendicular to the surface of the concrete' cone.
g %' H
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in Fenrien J. McMethin is Design Eqsaner, Cil6dt Anedeter; ,' ' ' formerly Resonrek Anniscent, Frits Emiamig Lahorenery, bhigh */* %. '% . Unioersity, Bethinann, Pa. Roger G. .% ster is Auedene hefener of Ciei! Emineeriq, Frits Engimering Leberenery, bhigh Unieursity. John W. Fisher is hefeuer of Cieil Eqinnerim, Frits Eminerriq
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***'n m ceanut connenen La6eressey, bhigh Unieersity.
Fig.1. Typient appaiennien af Anedad sted emanro.
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conditions; M in. diameter anchors with full tensile tested in both normal weight and lightweight concrete embedment in normal weight concrete made up the re- while anchors with partial embedment were tested in mainder of the primary tests. In addition to these pri- normal weight concrete. Anchors with full and partial mary tests, M in. diameter anchors subjected to pure embedment were also tested at various free edge dis-
' shear and pure tension near a free edge were also tested. tances in normal weight concrete under pure tension The respective minimum embedment lengths for these loading. Anchors with adequate shear embedment were two conditions were used and the tesu were performed also loaded in pure shear with various free edge dis-using normal weight concrete. Finally, M in. diameter tances in normal weight concrete.
anchors with partial embedment in normal weight con. Six M in. anchors with an 8 in. embedment length crete were tested in pure tension in order to examine the were tested in lightweight concrete under both combined development of the full shear cone. and pure tension loading. Finally, three M-in. x 8 in. anchors were tested in normal weight concrete under TEST PROGRAM AND FROCEDURE both combined and pure tension loading. The head l The variables considered were the type of concrete diameter of these anchors was 1M in. Three M-in. x 4-(normal or lightweight), connector length, angle of in. anchors were also tested in normal weight concrete, loading (for the combined shear and tension tests), and under pure tension. the free edge distance. The diameter of the anchors was , Only loading angles of 30' and 60' were used for the held constant at M in with the exception of three tests combined loading conditions. The 30' and 60* angles on M in. diameter anchor studs. were measured from the pure tension position (0*). l The anchors were embedded in, twelve concrete Table 2 shows the type ofleading, location, anchor size j blocks. Figure 2 shows a schematic of three typical test blocks and the anchor test schedule. The combined load. Table 1. Average Concrete Strengths ing anchors were placed along the middle of the con- Testing crete block at 2 ft spacing. No anchor was closer than Day 28 Day Strengths 12 in, to another. In order to facilitate handling and Strength . testing, blocks were cast in 7 ft long pieces. All concrete Beams com . Tensue com . Age used was obtained from a commercial central mix plant. (Pd M (Pd (days) Table 1 summarises the concrete properties. A 4500 359' 5270 87 Anchors M in, in diameter with both full (7.in.) and partial (4.In.) embedment lengths were tested under com- [p. $ 4660 4M 467 - 5300 y 58 bined shear and tension loading. The 7 in, full embed. ment length was developed in earlier pure tension
- D beam was liglitwelght concrete with aversge density of c
studies.8 This length was shown to be adequate to de. .. I2j a 33 days. velop the tensile anchor capacity in 3,000 psi normal e Result suspect due to ncn uniform bearing along cylinder h weight concrete. Anchors with full embedment were length during esedng. 44
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, 1 l Anchors Subjected to Combined Loading-The Fig. J. Apparatus /er cemeined leading. primary objective was the investigation of stud anchors l under combined shear and tension loading. Three and embedment size for all of the anchors tested, as well categories were considered: (1) anchors with full em-as the ultimate load attained and the mode of failure. bedment in normal weight concrete, (2) anchors with The shearload for both the pure shear and combined full embedment in lightweight concrete, and (3) anchors loading cases was applied by a 5,000 kip capacity Bald- with partial embedment in normal weight concrete. win hydraulic testing machine through a loading rig The concrete compreuive strengths were about 5,000 pst lesigned specifically for the test program. The 200 kip in this study. However, since the embedment lengths
' load range was used during the conduct of the test. A used were developed for much lower strength con-hydraulic ram mounted on a jacking frame applied the cretes,8d the applicability of these test results to other.
tension load component. Figure 3 shows the loading ap-paratus. ".-. 75
- c. 9:s w.ru i :.,....",-
Y.3 . d. ,s For the combm.ed shear and tension loadm.g conds.- 1. f. ...:4 y '. . r'7 tion, both load indicating systems were connected to an . . . ' %h.C . . . . (.i .. X-Y recorder. This permitted the desired loading angle to be maintained throughout the test and eliminated the M {8 ' g ;sg.
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need for incrementalloading. Deflections and loads were A '.; monitored and tabulated at intervals. The approximate T
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l time for a test was ten minutes. f !. :.g4 '.' .h}s.,h'fhr'h.f,. $h( . jk l, Since the combined loading tests were of primary concern in the investigation, these tests were performed Yrfk}1
.f
;f
;,g,W 0 g'.'gf,g, .f,f, 5,44hfM..ctw y. P '.;i. a,,s, W :',#.*f ,
.s p .s. . , e Arzt on each beam. The anchors under pure tension near
- , T , syg%g.,s.
, f4.,.gy,,. . .. . .
one free edge were tested next and the anchors under - C ch,, y.(.g 4
- Q MW.t . m.q'.8 nure shear near the other free edge were teste'd last. , %._. . . y;- , ,.
The loading setup and procedure achieved the de. ! ' - i - l i sired combined tension and shear load condition for all L'... - . . _- J p'.' u .. . '. . - 4 l load I,evels. It was possit.de to load the specimens so' that !' the maximum deviation of the load vectors was within pig, s spy,,,, c7 3 ,g,6, ,s., ,,,, g.g., , 4.i., ,br plus or minus two degrees. This permitted the loads at under dirnt sensi . 45 SECON D QU ARTER/1973
_ --.- . . -. . - - - -. -- - . = - . - . . . . T;ble2. Test Results .. f, Stud Anchor Sise & Embedment g Number Type ofImading . Mode of Iacation f9 Uldmate Imad Failure 3 l A1-1 Pure Tension. t
; A1-2 " " 7' x" M 28.3 S 1
A13 ", " 28.5 S
" 28.0 S D3-1 " "
28.7 S A1-4
- Pure Tenalan 2' from edge Al 5 " " 7" x" M' 19.5 C' 18.5 C A2-4 Pure Tenmon A2-5 "
4' from edge
" 7'xM' 31.5 S I " 29.3 S B3-5 " "
C2 4 " " 29.4 S 1 29.4 C A3-4 Pure Tennian 6' from edge A3-5 " " 7' "x M' 29.3 S
,l B3-4 " "
28.8 .S
" 31.5 S i C3-4 " "
" 29.5 C C3-5 " "
27.3 S A21
- Combined-30' A2-2 "
t
" 7'xM' 23.7-13'.6* S A2 3 " "
19.1-11.3 C i l " 23.6-13.75 S'
; D3-2 " " "
25.6-15.4 C A31 Combined-60* L i- A3 2 " " 7' x" M' 12.9-21.3 S
" 11.7-21.2 5 A3-3 ~" "
" 13.4-23.6 S l ,; D3-3 " "
10.8-19.4 S 8 31 1 Pure Tension L 8' x M' 43.0 C i B1-2 Combined-30* t 8' x M' 33.0-19.5 S
! B13 Combined-60* t 8's M' 17.3-30.6 S D1-1 Pure Tension L D1-2 " "
8" x" M' 30.1 C i g 31.5 C-D!3 Combined-30* D2-1 " t 8'a" M' 21.6-12.4 S 4 19.8-11.8 C D2-2 Combined-60* t D23 a " 8' x" M' 12.6-22.0 S
. , 13.3-23.6 C Ii l* I concrete strengths below 5,000 psi is reasonable provid- tion. Since an embedment Icagth of 3 in. (4 diameters) i 1
j ing the embedment length is not less than that used here. was used for these shear tests, the shear values shown are The test data are summarized in Table 2. The failure a conservative estimate for the longer embedment con-
,* modes were basically of three types: failure of the stud dition. It was shown in Ref. 5 that the difference in, shear anchor, severe concrete e acking, and concrete cone capacity was not great for longer embedment lengths.
, pull-out. Figures 4,5, and 6 show examples of the dif- The, concrete strengths in two studies were comparable.
ferent failure modes. The anchors exhibited voy ductile
- behavior for both the full and partial embedment cases. Fall Embeenest, Narmel Wright Cannete.--Figure 7 sum-l Il , Figures 4 and 6 show anchors exhibiting,this ductile marizes the combined load test results for the anchor
, . behavior. studs with full embedment in normal weight concrete. An elliptical interaction curve of the form
'j All of the results obtained for the combined loading l .
specimens indicate that the design formulas suggested in fjj* u gfj*gg i .t. =1 (1)
' .Refs.1 and 2 provide a variable margin of' safety. */d* A/d"}
, Figures 7, 8, and 9 summarize the results of the was found to be the best At to the test data, where combined loading tests plotted with tension as ordinate P = applied tension load -
i ,- and shear as absessa. Since the study did not include any S = applied shearload '!' anchors subjected to pare shear, test data for shear. JB, - tensile capacity of the anchor = r.A. connectors reported in Erf. 5 were used for this condi- A =-shear capacity of the anchor I EhtlNEERINS JOURNAL /AMERICAN INSTITUTE OF STEEL CONSTRUCTION ,
. Tchte 2. Tcs: Results (coet'd)
Anchor Size ac Stud Embedment 'Model of Number Type of Loading Location Length Ultimate Ioad Failure C1 1 Pure Tension C12 "
- t. -
" 4' x" M' 18. 5' . C C13 -" " 18.5 C 17.3 C B15 Pure Tension 2' from edge 4' x M' 11.0 C A2-6 Pure Shear 2' from edge f A3-6 B1-7 4' x" M' 4.35 4.7 -
C C C3-6 " " 2.9 C 3.3 C A17 Pure Shear 4' from edge Al-8 " " 4'x" M' 9.9 C 10.2 C A2-7 Pure Shear 6' from edge A2-8 " " 4' x" M' 20.0 C 19.0 C A37 Pure Shear 8' from edge A3-8 " " 4' x" M' 30.0 f 32.0 i B3-7 Pure Shear 10' from edge B3-8 " " 4'x" M' 28.6 C 28.5 C B21 Combined-30' t. B2 2 " " 4' x" M' 17.7-10.8 C B2 3 " " 17.6-10.8 C C2-1 " " 17.4-10.6 C C2-2 " " 13.8- 8.4 C
. C2 3 " " "
15.5- 9.6 C 16.4- 9.6. C B3-1 Combined-60' t. B3 2 " " 4' x" M' 12.6-22.8 S B3-3 " " 10.4-18.4 C C31 " " 10.0-18.0 C C3-2 " " " 12.6-22.2 S C3-3 " " 13.0-23.6 C 12.0-21.2 S
- The angle is measured from the pure tension position being 0*.
- S Stud failure.
- The first load is alway the tension component. C Concrete failure.
f Imading terminated before complete failure. S. = 1.106 A,f,'* *E,* " $ P. (Ref. 5) (2) combined loading the increased tensile capacity was not a significant factor and only slight increases in the tensile "h* and shear components were observed. ! A, = area of the anchor f,' = 28 day compressive strength of concrete, ksi . MM h* M '$ b h h h h
, E, = c nerete m dulus of elasticity, kai anchors in lightweight concrete exhibited considerably more variability than those of anchors tested in normal The shear connectors reported in Ref. 5 and the weight concrete as illustrated in Fig. 8. Two anchor l anchors used in this study had directly comparable ten-sile strength (s. = 64 ksi) and exceeded the minimum lengths were examined. However, it is apparent from D
the results that the concrete strength was high enough I tensile capacity required by the AWS specifications.' so that no appreciable difference could be attributed Since the compressive strength of the normal weight to the anchor length. It is probable that an increased concrete was 5,000 psi, the shear capacity of the anchors length may be necessary for anchors embedded in light-was taken equal to their tensile capacity. The, values of weight concrete having lower compressive strength. f./A, and S./A, were both taken as 64 ksi when plotted The shear strength of the studs is also decreased when i in Fig. 7. the connector is embedded in lightweight concrete.8 For purposes of comparison, the test results obtained Equation (1) is compared with the test data for em-using M-in. anchors with 8-in. embedment length are bedment in lightweight concrete in Fig. 8. The tensile plotted in Fig. 7 as squares. The M in. anchors had capacity of the anchors was again taken as 64 ksi, since greater tensile strength than the M-in. anchers. Under their full capacity was developed in direct tension. The 47 l _ _ - - _ _ S E C O N @ @@ A R T(f R f_jl079
. . o 5 * ,
5 - *. sYMtoL BEAM '$D E g h;3 #%f 7
, gge Wj g ((
A a %s* a 7* Ss7o hermet i' %% + i . '- e B 7/e'sS* 49oo
- e
'O N *t , X Ref. 5 %e's 3* Soto =
Qn y -
.- .I
?.46 l.N f: 12
'A' h.[),[r N* ,'
l
- l q -
fjirp.{j#,%Fc . [S.
! g' 7- 3 s 1 IfN ,, ,
h*
- L
'I
.. ,gf . - . Ns*2 ,i .
E g % l ,,
"
- soa Fig. 6. Deformation of %.in. x 7.in. anchor under combined f no -
leading (30'). y -
'\
g Es s
\
shear capacity as determined from Eq. (2) was 50 ksi.
"O ~
\ g, 3 It is apparent that Eq. (1) also provides a reasonable - I\
lower bound fit to the test data and accounts for the . , . ,,,\, , , , , reduction observed for lightweight concrete. o ao 40 so-- so ioo Reference 1 suggested a combined tension and shear SHEa8? LDAD /a s (ksi)
, relationship for the following ultimate strength design Fig. 7. StreMth of anchors in normal useight concrete-condition:
full embebnent. (g+(gs, (,) where gy,,og ,g,, sT,uoyze
, g, cogcTc P. - (a.A. - 0.9a.A, a o %'st* ssoo usm w.v.
S. = 0.75a.A. o o %*s:- s3oo . I Ref. S %* a 3* 43oo e Equation 3 is plotted in Figs. 7 and 8. It is readily ap-parent that Eq. (3) does not provide a uniform margin of safety for all conditions of combined tension and shear
. and does not reflect the reduction for lightw ight con- soo -
crete. ' A better design relationship can be obtained from , Eq. (1) by applying an appropriate reduction factor (. so-A uniform ( factor of 0.9 for ultimate strength design j q
. results in -
l
* ~
, P. = 0.9a.A, = 54A, (4a)
S. = 0.9 X 1.106A,f," 8E,* ** 5 54A, (4b) ! ' ESI 50* when Eqs. (4a) and (4b) are substituted into Eq. (1), !* \g the following design equation is obtained pg
- 20- E* *
\ Es 3 (g)M + /S\g$1 (5) g Equation 5 is also plotted in Figs. 7 and 8 and provides a - ' - ' - ' ' ' '
good estimate of the ultimate strength under all condi. 0 * "U 'O 'U ' tions of combined loading for both normal weight and lightweight concrete. Fig. 8. .Srevsk of ancAers in lisArmeisAt coacrete-full embedment. l r N e t N r r D I P ft 8 0 f t D N A f # A P F D f f s N I N S T I T t'T F o r F_T e r t 0 6 N S T D ti r T I O..._N_ _ _ _
- = =o' .E*= '?ftf' '
i,, o *%W' .e
-fi.V-ie,A
. . r , <- e,s, r,9;:g
; q, n. ..
oo ,
;.. ....i.: .+ 3 R. r. .:; -..A X
e Ref. S
- u. . -
h s 3'
,,,o Soto e .;:? U 7. ..>.-; .
f' ,' W .'- Q *. t-
~ '"5 ) ' "
.}
u.
.q:..? . .
21.+s.
,_ , : r,., 4,p.y.;.4. % p%e @.p:.
-Q,g,,f - .,4-l g,y . y soo -
l g cener. L s,. .e .;4.: 4
> Q l, J,;.~.,j%-f(,.;
3 L
. . r ; ,;;dw-ses.ee u- a,r-1 ,.-
~ , .;.,; - w. . , . , .
_ coa. r. w Pi
)@;,. .g.r. a
. ' . ' -er ; . e.
s'- Q ..~g.: 4 ,:.'p t . , . ,. e,m. , < N 3 _ g krfac. area
.. ,7., - 4
, ,o (., .g;. ej. .: n., $-],q:..Q.we- , . , <g ;f . ,, c;.,@ir'.
avV II.v u,+a,,r , e '
;,{
~ "
{g .o :,,.g;kN 45-Hmm.e conc,
~
. .(.~.. / h:9.' .' ,
. . .. . . h hw.g ~
. k. >.').. .g.c .x. . ., . ,
, ,, , c .. . .. .
.s. . .~ . . . . w-5, u Fig.11. Failure done of %.in. x Nn. anchor in direct sention go g 6O*
&40Q located 2in.from beundary. 's
. % ,,, N , ,r .< 't E* 8 to - g was found to best fit the test data where P and Sare the s applied load in kips and where net. A g
. . i\ 1 , . , i P. = 4@A, (Refs.1 and 2) 0 * *0 *0~ 'O 'O SHEAR W /as Ik833
= 0.56C(1, + d.)L,% $ a.A, where Fig. 9. Strength of anchors in normal weight concrete-partial evidedwet. 1, = embedment length
- 4. = head diameter l
C = 0.75 for "alllightweight concrete"
= 0.85 for sanded lightweight concrete Partial Embedment, Normal Wright Concrete-Figure 9 = 1.0 for normal weight concrete summarizes the test results for anchors with partial em-bedment length (4 in.) in normal weight concrete. The full shear cone tensile strength P was taken from I
An ellipticalinteraction curve of the form: the relationships suggested in Refs.1,2, and 7 for the P anchor capacity with partial embedment, providing a [Sp = 1 l [P f
\
/ \S./
(6) full shear cone develops. The shear capacity S. is defmed by Eq. (2). 30 - E Ti o STuo SIZE fe CosecntTE 8 20 - sYM8 L 8E*M D a t, iona l Typt e e team C % a 4* Sito teoranel 5 o' r sa ... w .- sooo - E a e 't 70H b k'a 3% Booo - l:' o. r stH .,n % a e- sooo - o go . e rrom Ref.4 5 Q is 2 l l t t i t i ! O 10 20 30 40" PREDICTED CAPACITY (tipel Fig.10. Comparisen of meanwed andpredicted strength for partial embedment. i O l
t . 9 . 1
= =. sc = 'Wa" J:,i '
TN'
. -4 w,e .3,o ,.
l ,o _ .
. s v. , - .soo .
. a w ,- s,so .. .
,.i___i_______._
ito -
,,/ E ,. , l' " y c - == -
5 . , u. . , b- / g '
,P, lo - M ,, _q ,,an ,, }.
, ' ! H Hin
/ , e e e e i 0 2 4 6 8 to 12 FREE EDGE DtSTaNCE (in.)
Fig.12. Strength in tention of connectors located near a free !-- -_'-- _, -fsdl embedment. Equation 6 is plotted in Fig. 9 and is in reasonable Anchors Subjected to Tension Leading at a Free agreement with the test data. It is again apparent that Edge-The investigation of anchors with full embedment Eq. (2) provides a better estimate of the shear capacity in normal weight concrete and loaded in tension a vari-
- than the value suggested in Ref.1. ou free edge distances was one of the secondary objec .
An ultimate strength design equation can be obtained tives of this program. The test results are summarized from Eq. (6) by applying an appropriate reduction in Table 2. A typical failure mode is shown in Fig.11. factor +. A uniform 4 factor of 0.85 results in the follow- The test data are plotted in Fig.12 as a function of ing equations: the free edge distance. It is apparent that an edge dis-P,. = 0.475C(1, + d.)L,@ $ 0.85a.A, (7a) tance of four or more inches is needed to develop the full capacity of the M-in. x 7-in. anchors. References 1 S. = 0.94AJ/' 8E,* +' $ 0.85a.A. and 2 suggest that for the depth of embedment and con-(7b)
! crete strength of the tests summarized in Fig.12, the When Eqs. (7a) and (7b) are substituted into Eq. (6), Partial shear cone provided by an edge distance of only the following design equation is obtained: one inch should develop the anchor capacity. It is ap-
/s M
.._.1 t *
. .- .t.. /. i - .
s .4 (p \HP,) + (s.$1 (8) ( p 'N S ,1 % g.s , . . .
- .fcd
- ^ :: .N
;; g ; g g; 3 y n;0 ., ,
Equation 8 is also plotted in Fig. 9 and prov: des a reason- N.; ?y.. fy .. N.
.,r, .H. "m - .;
- r. ?. . i
$ d._' -
able design relationship. u Pc .1rv. .4e. 4. s. W.4~',a-i I Comparison of Predicted.and Measured Anchor Capacity in Tension-To permit the development of full shear cones, g %:.. p s g',,:LTp V".;..j .:1,4
- .. ..:c :.
.? 'f
- q.Z hg .y.w MQglWC1-
. s. > %r w +:
'5 M-in. x 4 in, anchors embedded in normal weight d.',h"/
4 M' f' D0 * ' .:..e .
.' M 'r 3).ben C
Uf r,I / concrete were tested in pure tension. The results are d 'hj -8'.k: ;f.,cd.'E.j.b.5.h 8 summarized in Fig.10. The predicted anchor capacity is compared with the test results. Also plotted are the 3,4.- 2 Ild,U
, D .
f)j [ j
- d. . '.f ' . N d:M g.$
results of tests on concrete anchors reported in Ref. 4. / ,
, .Wr.U w g', . .<
The predicted load was determined from Eq. (7a). 1.E,d.{. 7,,!.( ("k <
, !i'.l .
i It is apparent from the results summarized in Figs. 5' M,d (.J.?gt,.yQ Q g . # j I(.h[y.>;, . 5
. ':,. , %h.? '
.hM -
9 and 10 that Eq. (7a) provides a reasonable estimate of c,,'.h f.. . . l the anchor capacity for a full shear cone and partial embedment. This is true for direct tension or for a com- pig, 7,r. pga,, ,f M.in. ,4.i n,A,r i. ,A,,, t ,,,,4 ) bined shear and tension condition. 2 is.frs= beundary. . N ENGINEERING JOURN AL/AMERICAN INSTITUTE OF STEEL CONSTRUCTION _ __
i $
*- 9 l . YM SeAad ,0L (e i a A Ine's 4* st?O le=C 40 e e ade*,4* 4g00 IIWe e e av s e* sieo mac '. . A g 30 -
- j .g Et 11 /" ~ ~~ 8 - """
/
a n - t' \
~
i
/ h 5 / .._ _
E # Es. to
- l0 -
/
l , !.t 4 n sw c aan. I I f I I I o a 4 s a lo la FREE EDGE oisTalCE (In.) Fig.14. .Drengs4 is sAear seemard afm Asiandsy. parent from the test results that this is not true. Only References 1,2 and 8 have suggested that the design about 60 percent of the anchor capacity was developed capacity of anchors subjected to shear loadintr near a
. at an edge distance of 2 in. The model suggested in Refs. free edge is given by 1 and 2 overestimated the anchor capacity.
- A better estimate of anchor capacity is provided by #a - ((2.54, - 3.5) (10) where P,,' = 24' P., f 0.85a A, (9) 9D 4, - edge distance in the direction of load, in.
where S., = ultimate shear capacity, kips Pa is defined by Eq. pa)
. 4, - distance from the center of the anchor to the Equation 10 is compared with the test data in Fig.14.
ree edge, nn. The test resulu indicate that Eq. (10) is conservativtfor D = stud diameter, m. . the high concrete strengths used in the investigation. It was also noted in Ref.1 that Eq. (10) provided a con-In many cases encounteredm , design, anchor center- ,,,.vative estimate. to center spacings or edge boundary conditions will A better estimate of the anchor capacity under this seldom permit development of the full capacity of the type ofloading is given by stud. A similar condition may occur when a cluster of anchors are spaced less than the embedment length of the anchors. The possibility of failing an entire trun-
#"#"#"[d,-1) .85T.A, N) cated pyramid of concrete rather than individual shear
\ 8D /
cones must be considered. This may result in a lower where
, capacity than estimated from individual anchors. The S is given by Eq. Ob) b resistance of the truncated pyramid of concrete can be 4, = distance from the center of the anchor to the estimated from the ACI Code provisions. free edge, in.
D = stud diameter,in.
>- Anchors Subjected to Shear Leading'at a Free The results indicate that an edge distance of about Edge-The other secondary objective of this program 8 in. is required to develop the capacity of the M in.
was the investigation of anchors with adequate shear anchor stud. embedment in normal weight concrete and. loaded in , shear at various free edge distances. The test results are summarized in Table 2. A typical failure mode is illus- sw a m em ums trated in Fig.13. The results are plotted in Fig.14 as a The findings of this program provide an indication of the function of the edge distance. The edge distance was behavior and strength of headed concrete anchor studs measured from the centerline of the anchor to the edge under a variety of loading conditions. The results pro-of the beam. vide reasonable estimates of the capacity of headed con-51
. SECOND QUARTER /1973
.s.
. a
~
l ' crete anchor studs in tension, shear, and combined ten- The test results of anchors with partial embedment sion and shear, and full shear cones in normal weight concrete loaded l The results of the tests on anchors with full embed- in pure tension inflicate that..the capacity predicted by ment in normal weight concrete loaded in combined Eq. (7a) was reasonable. - shear and tension show that the design interaction curve g
'g '
given by Eq. (5) provides a reasonable estimate of anchor capacity. .The results of the tests on the anchors This study was spon'sored by the Nelson Stud Welding
! with full tensile embedment in lightweight concrete Company, A United-Con Division of TRW, Inc. The loaded in combined shear and tension were also de. anchor assemblages used in the test blocks were fabri-I
~
, scribed by Eq. (5). cated by Nelson in Lorain, Ohio. The specimens were The anchor studs with partial embedment in normal cast and the tests carried out by the stas of Fritz Engi-weight concrete tested under combined shear and ten. neering Laboratory, Lehigh University.
sion yielded results that were reasonably described by the interaction curve given by Eq. (8). The margin of a I safety for pure tension and the 30 loading cases was not 1. Pressrmed Cencrase Inssiarse PCI Design Handbook CAicere,
~fyj,,g,,,,.ff__ - - - ~ ~ . .
quite as great as the 60* and pure shear conditions. The 2. PCI Comsnisser esi Censieesses: Desails Summary of Basic Infor- '
, interaction relationship difered from the full embedment inatioin ~on ~PrecaFConcrete Connections PCI Jewmal,
' ~ -"
case only in the tension resistance. A tensile shear cone Decem641969 Vel,.14. Ns. f.
,' was used to describe the tension component. 3- @2 *,"# #i sen,4R. C. Headed Concrete Anchors ACIJewnel, September 1963.
g About 4 m.. of edge distance was required to develop
- 4. Neben .bd Weldy Company Rep .rt No.1966-5, Concrete the capacity of anchors with 7 in. embedment lengths Anchor Tests No. 7, Nehen .b4 Prefect Ne. 802,1966.
loaded in pure tension in normal weight concrete. The 5. Ollgesrd,J.C.,R.C.Sassser,endJ. W. FisArr Shear Strength truncated shear conet .' overestimated the capacity of of Stud Connectors in Lightweight and Normal Weight anchors closer to a free edge. Equation (9) was observed Concrete AIJCEngineeriq Jewnel, Vol. 3, No. 2, April 1971, to provide a more reasonable estimate of the reduced
- 6. 7 iveldig Sociesy Supplement to AWS DI.O.66 Code anchor capacity when anchors are located near a free for Welding in Building Construction and AWS D2.0-66
; edge. SpeAcations for Welded Highway and Railway Bridges The results of tests on anchors with adequate shear on Requirements for Stud Welding Septem6er 1968.
embedment (44) in normal weight concrete loaded in 7 C'"'*i', P. Industrial Research on Connections for Precast and In-Situ Concrete paper Sp22-10, Mechanical Farsenersfor pure shear at a free edge, m. dicate that Eq. (11) provides jcf gg,,,j,,, gg, 7 7~
, a more reasonable estimate of the anchor capacity under g, g,,,,,, c.,,,,,, a,,,,,,,, f,4,, g,,,odbook of Superi this type ofloading. Products for Precast Concrete Aeeklet pr-3,1968.
I i l t t i 52 , _. E N GIN E E R IN G J OU R N A L / Ale E RIC A N IN STIT UT E O F S T E E L C O N ST 8'H CTin N
, __ , _ _}}