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CITY OF TIGARD
Approved ....Ler
Conditionally Approved [ ]
See Letter to: Follow [ ]
Attached
[
Permit N mber: i .cam i! �► �
0
Add - ss: IM 1 I _
B : 4 - Date: C" •
Approved p lans
shall be on job site.
OFFICE COPY
CITY OF TIGARD - SITE PLAN REVIEW Amb
BUILDING PERMIT NO.: ire 0(0 /
PLANNING DIVISION:
Required Setba5ks: O'Approved 0 Not Approved
41 Side: Street Side:
Front. /.5 Rt:ar:
Visual Clearance N' Approved
Maximum Buildi. I-1:. ' 3 5. .4;tt
CWS Service Provider Loic. 0 No
4, 4 „ d-ft.fa 77 qived
B : Datelnifit)
ENGINEERING D PARTMEN :
Actual S : 1 - 4 Y0 Approved 0 Not Approved
Site Plan El-Approved 0 ot pproved.
By U-t Date: e 0
Notes: lort ry-t
CITY OF 1RD SITE PLAN .
EitiiLDING PERMIT NO:
Street Trees: 67,pproved Not Approved
Protected Trees. 0 7,,pproved
az: io id P7.7 Date:
Notes:
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fij 56423P i, REOUIRSIENTS. ro _
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64
PRE -Df9LL POST
1 4' PRLOT HOLES MID
T4RFi1D4 TD FAKE POST
INSTALLATION. MOUNTING PULE 2X9 BLOCKING (MIN)
EXPOSURE R. DECK TOP
80 MPH MAX WIND.
ENO 39' BGDG HEIOHT. _ DECK TIP 801. NUTS. AND WASHFR9
_.. III _1
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2%8 91.0lXONO (I/IN) EACH RNA JOIST (4X) 6 % 2 3/9 % 3/9 (48) #14 Oa SIDE a B EA C H RUIN ANGLE 3/8 (MIN)
IN SIMPSON LUS28 CAP
3/4' 1 1/Y RMI JOL4f
(OR EQUAL) OPRONAL
4X8 (MIN) X 24' LONG ELKO W/ 5
(10 1Bd GALA. 00x EACH END OR
(B) #14 X 3 ' SCREWS EACH ENO OFACE MOUNT PARALLEL TO JOISTS
CD TOP MOUNT PARALLEL TO JOISTS 1 I /2' 1 -0'
1 1/2'•1'-0'
•
Thew d&TMn9e are the property W Sapp, Na. and ens ,alb be mprod*W In e,y mama, except Mtb Hie m.T Mn of Saps, Na. C. /14//r) 1 nr )
S A
p l� p° CAROL LOOP I °��° 999 SERIES GLASS OR
13714 SW HILLSHIRE DR, TIGARD, OR 97223 PICKET RAILING
FABRICATED COMPONENTS Q CONTRACTOR
I SC AS NOTED 1
7320 NE 55TH AVE PORTLAND OR 97218 WA
PHONE 288
(809) 818 • (50.3) 285 -0928 1 KV kW. I BY / CATE I I °ROM EN I SHEET No. Cc
ROWELL LOLL IER11§OH.EIEQDL® 10570 SE Washington St.
Suite 212
CIVIL - STRUCTURAL ENGINEERS Portland, OR 97216
Tel. 503 - 254 -6292
Fax 503 -254 -6761
LATERAL ANALYSIS
September 24, 2010
Residential Deck
13714 SW Hillshire Dr.
Tigard, OR 97223
2009 IBC /2007 OSSC
100mph / Exposure B / Seismic Cat D
Walter Bros Construction LLC
11795 SW Tualatin Rd. Suite 67
Tualatin, OR 97062
503- 332 -5076
Pip PRQFF
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►
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FXCi IISION OF UAW
I. DISCLAIMER ANT) RELEASE
BUYER HEREBY WAIVES, RELEASES AND RENOUNCES ALL WARRAFITIES (EXPRESS OR IMPLIED), OBLIGATIONS, AND
LIABILITIES OF ROWELL ENGINEERING & DESIGN, INC. AND ALL OTHER RIGHTS, CLAIMS AND REMEDIES AGAINST ROWELL
ENGINEERING & DESIGN, INC. (EXPRESS OR IMPLIED) WITH RESPECT TO ANY NONCONFORMITY, IMPROPER INSTALLATION,
WORKMANSHIP OR MATERIALS.
JI_ EXCLUSION OF CONSF()I IFNT IAI. AND OTHER DATvMAOFS
ROWELL ENGINEERING & DESIGN, INC. SHALL HAVE NO OBLIGATION OF LIABILITY, WHETHER ARISING IN CONTRACT
(INCLUDING WARRANTY), TORT (INCLUDING ACTIVE, PASSIVE OR IMPUTED NEGLIGENCE) OR OTHERWISE, FOR LOSS OF
USE, REVENUE OR PROFIT, OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES.
III. THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION.
ED
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ROWELL ENGINEERING & DESIGN By Date
Project Sheet of
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ROWELL ENGINEERING & DESIGN By Date
Project Sheet of
. .
II AA shiminsaglatk .kL
ENGINEERING. AUG 26 2010
STRUCTURAL CALCULATIONS
PROJECT: SAPA - One & Two Family
Dwelling Railings
CAROL LOOP
ADDRESS: 13714 SW Hillshire Dr
Tigard, OR 97223
PROJECT No.: A07210.05
DATE: August 24, 2010
PERMIT SUBMITTAL
55:423f'E 3
o REG v Contents:
„.../7 ‘ t i . � 9 �� c,'� ` r Design Criteria 1 —2
Design 3 —10
.r Appendix Al —A5
F.F 9 4_ ,I
4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005
503.620.3030 I tel 503.620.5539 I fax w w w, a a i e n g. c o m
.
Ilk I afghan associates, Inc.
ENGINEERING
SAPA — RESIDENTIAL RAILINGS
Tigard, OR
DESIGN CRITERIA
Loading
Wind: 2007 OSSC Sec. 1609.1.1.2 => 1998 OSSC Sec. 1620
80 mph (fastest) Exp 'B' Bldg Ht = 35 ft
P = 0.8(1.5)16.4psf(1.0) = 19.7 psf — 20psf
Railing: 2007 OSSC Sec. 1607.7
Top/Posts 200# point load
Components 50# over 1 foot square
Material
Aluminum design is based on material values shown in Table 2 -20 from
the 2000 Aluminum Design Manual for 6005 -T5. See attached.
Fb = 19 ksi(1,33) = 25.2 ksi (rectangular sections)
Fb= 24 ksi(1.33) = 31.9 ksi (elliptical sections)
Fb = 28 ksi(1.33) = 37.2 ksi (plates)
E = 10.1E6 psi
Tempered Glass Fb = 24 ksi /4 = 6 ksi
E = 10.4E6 psi
1/8" Cables Minimum Break = 1566 lbs
E = 26E6 psi
4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005
503,620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m
. .
f
y MA
1 1
IS fe
1 i YP
36" Railing System .
42" Railing System 1 1
TOP RAIL 1 R Rk r f°'z- 3 t'
IL 1 foR YZ
Series 100
Series 375
Series 200 5 o" il AY
Series 999
INFILL CHOICES I ' '
1
1
Glass o
Limit post spacing M
. to 4' -0" with Series 100 *-
assemblies.
Picket
Cable
—
Use Series 200 bottom
rail only. R. RDsr TO'
BOTTOM RAIL
Series 100 , Co o� MAX
Series 375
Series 200
•
Series 999 1 1
DECK MOUNTING o2
i ,
BIZ"
Top Mount
Side Mount – __ —
. 1Z F'aw 'OP
AAI afghan associates, inc. S P A - RS 11*— / 7 L Ii l L /A/G, By: VS Date: l" 07
ill
ENGINEERING / 0
4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97006 Project No.: _ /10 � �
503.620.3030 I tel 503.620.5539Itax
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.�K'I By: DS Date:
ENGINEERING A07Z /
4875 SW Griffith Drive I Suite 300 1 Beaverton, OR 197005
Project ND.:
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ENGINEERING
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ENGINEERING
4875 SW Griffith Drive I Butte 3001 Beaverton, OR 197005 Project No /�
10'7 2-/Q
503.820.3030Itel 503.820.55391 fax /
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ENGINEERING
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4875 SW Griffith Drive 1 Suite 300 Beaverton, OR 1 97005 Project No.:
503.820.30301 tel 503.620.5539 I fax
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ENGINEERING
4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 Project No.: v 7Z
503.820.303011e! 503.820.5539 I fax
www.aaieng.com Sheet: /Q of: /
Sec. Table 2 -20
Type of Stress Type of Member or Component
3.4. Allowable Stress
.�
Allowable Stresses for BUILDING
' '''` and Similar Type Structures
TENSION, axial Any tension member 1 19 ` ,- °r
'V 6005 —T5 Extrusions
--i-` , Thicknesses lip Through 1.00 in
Rectangular tubes, structural p g
shapes bent around strong axis o-� �� 2 19 , °
TENSION IN 6105 —T5 Extrusions
3
BEAMS, :.
extreme fiber, Round or oval tubes
0 _ 3 24 Thicknesses Up Through 0.50 iR.
net section , , 4 WHITE BARS
Shapes bent about weak axis, 1 — I --i apply to nonwelded members and to welded • bars, plates 4 2 ';'1 members at locations farther than 1:0 in from a weld.
A
.:1-� - -: apply within 1.0 in. of a weld.
On rivets and bolts 5 39
Equations that straddle the shaded and unshaded areas apply to both.
BEARING p
On flat surfaces and pins and on bolts in slotted 6 26 "For tubes with circumferential welds, equations of Sections 3.4.10,
F
holes 3 3.4.12, and 3.4.16.1 apply I for R R _ 20.
Allowable Allowable Stress
Sec. Slenderness Slenderness Allowable Stress
Type of Stress Type of Member or Component 3.4. SI demes s s Limit S Slenderness Limit Slenderness a S2
Between S, and S
COMPRESSION
IN COLUMNS, kUr = 0 20.2 0.126 (kUr) lcL/r= 66 51 000 /(kL/r)
axial, gross All columns 7 „ ,' '' :r�- � � 4A -'��� s " -° why
Section i 'Y sz��� '1 /..'"..
Flat plates supported along one BM bit = 2.7 23.1 0.79 (b/t) bit = 10 154/(b/r)
edge - columns buckling about a - I
symmetry axis .r , x r = ,e5 ,, ,. a x� 'h f. - :g t' s
N
Flat plates supported along one 23.1 0.79 (bh) MI= 1970 /(b /0
edge - columns not buckling about - L- ±I - - -1 8.1 3. r ,. �r
3 4 ? 1$? .:' ' i > s , , g '�
T a . ^r .{� C , r az�s' zu ` `" fi.�s � �
2.:', , # ^ r , , - ^- � �` ; p -p.- -4� t
a symmetry axis ,,'..--"-4,-;:-' � � "'__�r. S tu *" � -
'� �... �� � � �Y '� � �� "� �Y ' ' ri '
COMPRESSION Flat plates with both 1 23 1 025 (b /t) 490 /(b /r)
IN edges supported -i b l- � - ' . , T � g � � ' �x ' � z � t r - r �� x
COMPONENTS , °'' , b,. �u ms i s F a� u
::s s he e 2 ,�, fa sr
OF COLUMNS Flat plates with one edge — I
gross supported and other edge with 9.1 See Section 3.4.9.1
section stiffener J
C
Co Flat plates with both
ID
e supported and with I I I 9 See Section 3.4.92
an intermediate stiffener
'AI- N
o Curved plates supported Rb R Rb 21 R /t 12 22.2 0.80 R /t R /t = 141 3200
0 on both edges, walls of en () 10* :- ,, ,
",r - :� fi ; 1 � � t � � 4 (R /t) (1 + R /t /35)
round or oval tubes
y$ R a a mt .3 .
LA
CD Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress
ur Type of Stress Type of Member or Component Stress Slenderness
c 3.4. •Ienderness s S Limit S, Between 3, and S, Limit S, Slenderness a S .
m
iv web beams bent about _ _ _ _ 11 23 9 0 124L ✓T 87,000
cD
o strong axis L S� JAS (L b /r y )
COMPRESSION R R, R 12* 39 3 2 70 R
Round or oval tubes Same as
IN BEAMS, ` :c:: s ,., ." ' ay. -4,
„ = � t�fi � ,� � �� �' Section 3.4.10
extreme fiber u
40.5 0 93 d/r IL -- /
gross Solid rectangular and 1- - I I— ao
13 1 " 11,400
section round section beams -, - Id . : 4 's . -s � �yyg , (dlt) (L,1 d)
........t..2.. -�:... � ......�F,....,... • ' f "�" i 'fit Lw.J. 2„ �— ,..;ad3t��."v'Yl+i'x.X.:i:V.
, 3
-
g 23 9 0 24t/L S / 5,i L S I I 1700
uiar tubes and 14 b I S ,/. 1� 24,000
Rectangular box sections , L i l ._ , a 1 g �" ', J n x .r T i a� `✓.k4 L .5V9)
.I
,n '3,_. e „ pe rt t �@ - p,
ee .. ...,... .m�....u.in.u� ...... ..c c.,..........5.1..... +A A . x h 4,6L..._,K - : . �d %�� ( 17,5c/ � �)
Flat plates supported on b1 r -I r �I�I1 b/r= 6 8 27 0 93 b/t b/r 10
r b/ r 15 ' I ' 1f '' ' fi A 1 - Lod y f § K
one edge I L 6 ak C YK ? V jg IMI
COMPRESSION Flat plates with both
T 1 b ~ H b 27.3 019 b/r 580 /(b /t)
IN edges supported /-\-/- 16
t. i ! m — bE ,, �.k. � ��% �N� .„.,,....1, ' ,�� �Xa�°s ,,,,,,#,,,,,,,, "�'t� 6 s.,....„.:,,„„,,,, �� s s
COMPONENTS . - ' ��sw axe ' ,� l < ; ,
.,.x... .. .�,..i�„ .t.. ;,.,. i � . , .,_a _. :. ... .w::J: . '. S' _. !�f � : z ,.. & . -?? , 3' �..? �^.s w .,tee ....,
OF BEAMS, Curved plates supported Rb * R,/r = L6 262-094 3800
on both edges
16.1 s
(component 9 �s ;� : . (R /0(1 + R /t /35)2
under uniform z x 3a J .ra - ? 31 Y .z, . , b b
compression),
Flat plates with one edge —i.
16.2 See Section 3.4.16
gross section
supported and the other 3.4.162
edge with stiffener __I
Flat plates with both
edges supported and with r —\/- 1 - 16.3 See Section 3.4.16.3
an intermediate stiffener
Flat plates with _ — 40.5 -141 b/t bit = 19 4 900 /(bh)�
COMPRESSION
IN compression edge free, 17 k ' -•,• ; , - € t pa,
_ w aj a. ,�• �r ^-, .:,. ,-, i.- .x:i td` ' . „ � '” , 1 � �c -r ,h. .r '�
COMPONENTS tension edge supported � v . .. .. h.. „ ., - �; ''....L:14`17,... r � » , r - ., ' .L � 4 ; `�,.
OF BEAMS, Flat plate with both edges 1- 18 40.5 0 27 Wr hit 75 1520I(Wr)
Fai III S, , 3 y ,, t y , ...1 ,. ..* , . ,. : 3Y wfi mow„ :' e� J y
(component supported I ,- x� z g 7 � r e '� � X T 4 *f '
under bending in _.� ..:: .. _.,:.... _t.M wbw..� .:., Wit, _r�.�_yu,�s�_y
Rat plate with horizontal load, hit I07 40.5 0.117 h/t � 3500!()t/r)
own plane)
stiffener, both edges
gross section I T d - ' 19
L k x , , i ' -'' , x s � . E. ii � X :•' � fa k
. .
y;r .. . 3 .x; n , s ,
supported
x.ds.a-<.a- , z l �, -..,f"..1.=2:.,1.<—. x x.....�cf Ys� �, yaXa r ° ‘ z „ P. m t 5.m.:. i, L i
Unstiffened
SHEAR Wt 36 15.6 -0.099 hit hit = 65 39 000 /(Wt)
1— I h 20 -. x 4 , - ., T
flat webs I � - $ ` , ', 3 v � a � , . 1 t z
. 1.. m IN WEBS, yz a
� 4 h ' �ia
gross Stiffened flat webs T l "a I. -4 "= 53 000 /(a /r)
cn
(,%� section
a, / 4- 0.7(a,/a2) 2 1_l1 I � 21 ,„ it, .d.. a 'rxc,Fg � s , ''E "c� :w °rLsy s's ass $ G P` � i - 'r, i4,°"; \ =a, /V1 ' -.." a s - s rv r a g 7t,
If: s : ,e' „ `,' fiat .--„, g v� x" Y , , ,„
�. s:. r.. �.. aJ,..., a,. H.,.: � o-.. v......<.»_ s :. �.. L`...,.,, .c yy.. � .�dN r — ^i - as Y. S " . - �"`.�,,, .��,.,�� s ���Ywa�sts�itL�2a'F;:,c:
19. FASTENER LOAD TABLES
B, Unified Coarse Threads
TABLE 5
SAE Grads 2 Steel for Diameters Up due 9/16' i
_ ASTM A 307 Steal for Diameter. 6/8' and Over
D Minimum Material Thickness to
•
Nominal Nominal A(S) A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Tensile Stress Thread Tension (In.)
Diameter b Diameter Area Root Area (Pounds) Single Double 1/8' St. 1/8' Al. 1/8• Al.
Thread/Inch (Inch) (Sq. in.) (Sq. In.) (Pounds) (Pounds) A36 6063 -T5 606346 A36 6063 -T5 6063 -T6
46.32 0,1380 0.0091 0.0078 269 133 267 1201 276 414 0,101 0.211 0.154
# 8.32 0.1640 0.0140 0.0124 414 212 424 1427 328 492 0,128 0.280 0,202
#10.24 0.1900 0.0175 0.0152 518 260 520 1653 380 570 0.136 0.286 0.209
#12.24 0.2160 0.0242 0.0214 716 366 731 1879 432 648 0.159 0.344 0,248
1/4.20 0.2500 0.0318 0.0280 941 479 957 2175 500 750 0.180 0.385 0.279
5/16.18 0.3125 0.0524 0,0469 1551 802 1603 2719 625 938 0.225 0.492 0.354
3/8-16 0.3750 0,0775 0.0699 2294 1195 2389 3262 750 1125 0.268 0.637 0.425
7/16.14 0.4375 0,1063 0.0961 3146 1642 3285 3806 875 1313 0.311 0,740 0.494
1/2 -13 0.5000 0.1419 0.1292 4200 2208 4416 4350 1000 1500 0.357 0.860 0.571
9/16 -12 0.5625 0.1819 0.1664 5384 2844 5687 4894 1125 1688 0.399 0,965 0.640
5/8.11 0.6250 0.3068 0.2071 6136 3068 6136 5437 1250 1875 0.411 0.985 0.655
3/4.10 0.7500 0.4418 0.3091 8836 4418 8836 6525 1500 2250 0,484 1.170 0.766
7/8 -9 0.8750 0.6013 0.4286 12026 6013 12026 7612 1750 2625 0.555 1.348 0.892
1-8 1.0000 0.7854 0.5630 15708 7854 15708 8700 2000 3000 0.627 1.526 1,010
SAE GRADE•2 ` 'ASTM A 307. For Diameters up thru 9/16 ": F, = 0.40F,
F (Min. Ultimate Tensile Strength) 74,000 psi: :• `.,.•
' 5 80,000 psi` Allowable tension - 0 40F (A(S)) •
F . (Allowable Tensile Stress) 29,600 psi . 20.000,psl* A(R) = 0.7854(D - 1.2288 0.40
F (Allowable Shear Stress) 17,090 psi :'' • ';10,000 psi' ` N F = F
A(S) = 0.7854(D - o.9 040
( JJ Allowable shear (Single) - f F„(A(R))
TABLE 6
SAE Grade 5 Steel for Diameters Up 1hry 9/16'
ASTM A 449 Steel for Diameters WB• and Over
D Minimum Material Thickness to
Nominal Nominal A(S) A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Tensile Stress Thread Tension (In.)
Diameter & Diameter Area Root Area (Pounds) Single Double 1/8' St. -1/8• Al. 1 /8' Al.
Thread /Inch (Inch) (Sq. In.) (Sq. In.) . (Pounds) (Pounds) A36 6063 -T5 6063 - A36 6063.76
#6 -32 0.1380 0.0091 0.0078 437 216 432 1201 276 414 0.144 0.231
#8 -32 0.1640 0.0140 0.0124 672 3.44 687 1427 328 492 0.188 0.308
#10-24 0.1900 0.0175 0.0152 840 421 842 1653 380 570 0.195 0.313
#12 -24 0.2160 0.0242 0.0214 1162 593 1186 1879 432 648 0.232 0.377
1/4.20 0.2500 0.0318 0.0280 1526 776 1552 2175 500 750 0.261 0.422
5/16.18 0.3125 0,0524 0.0469 2515 1300 2599 2719 625 938 0.330 0.539
3/8 -16 0.3750 0.0775 0.0699 3720 1937 3874 3262 750 1125 0.396 0.651
7/16.14 0.4375 0.1063 0.0961 5102 2663 5326 3806 875 1313 0.460 0.756
1/2 -13 0.5000 0.1419 0.1292 6811 3580 7161 4350 1000 1500 0.532 0.878
9/16.12 0.5625 0.1819 0.1664 8731 4611 9223 4894 1125 1688 0.596 0.986
•
5/8.11 0.6250 0.3068 0.2071 12149 6259 12517 5437 1250 1875 0.732 1.220
3/4 -10 0.7500 0.4418 0.3091 17495 9013 18025 6525 1500 2250 0.867 1.452
7/8-9 0.8750 0.6013 0.4286 23811 12267 24533 7612 1750 2625 0,998 1.674
1.8 1.0000 0.7854 0.5630 31102 16022 32044 8700 2000 3000 1,129 1.894
SAE GRADE 5 . ' ASTM A 449. For Diameters up thru 9/16 ": F, = 0.40F
F (Min. Ultimate Tensile Strength) . .120,000 psi 120,000.psi• Allowable tension - 0.40E [A(S))
F (Allowable Tensile Stress) .•48,000 psi 39.600 psi' A(R) = 0.7854(D - 1.228 0.40
F (Allowable Shear Stress) :27,713. psi 20,400 psi' 1 N J F,,, = F
A(S) = 0.7854(0 _ 0.9N43)2 Allowable s ( - f Fu[A(R))
For Diameters 5/8" and over: A(S) = 0.7858D J
For fasteners 5/8" diameter and greater, values, formulas and procedures used are taken from the AISC, "Manual of Steel Construction," 9th Edition.
(See page #24 for additional notes.)
25
, s ,
. t. .
19. FASTENER LOAD TABLES
B. Unified Coarse Threads
TABLE 1
STAINLESS STEEL - Alloy Groups 1, 2 and 3, Condition A •
0 Minimum Material Thickness lo
Nominal Nominal A(S) A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Tensile Stress Thread Tension (In.)
Diameter & Diameter Area Root Area (Pounds) Single Double 1/8- Si, 1/8' Al. 1/8' Al.
Thread /Inch (Inch) (Sq. In.) (Sq. In.) (Pounds) (Pounds) A36 606345 6063 -T6 A36 6063 -T5 6063 - T6
#6 -32 0.1380 0.0091 0.0078 205 101 203 1201 276 414 0.084 0.168 0,125
#6 -32 0.1640 0.0140 0.0124 315 161 322 1427 328 492 0.105 0.221 0,161
#10 -24 0.1900 0,0175 0.0152 394 , 197 395 1653 380 570 0.114 0,227 0.169
#12.24 0.2160 0.0242 0.0214 544 278 556 1879 432 648 0.131 0.271 0.199
1/4 -20 0,2500 0.0318 0.0280 716 364 727 2175 500 750 0.149 0.305 0,224
5/16 -18 0,3125 0.0524 0.0469 1179 609 1218 2719 625 938 0.184 0,387 0.282
3/8 -16 0.3750 0.0775 0.0699 1744 908 1816 3262 750 1125 0.219 0.466 0.338
7/16-14 0,4375 0.1063 0,0961 2392 1248 2497 3806 875 1313 0.254 0,580 0.392
1/2-13 0.5000 0,1419 0.1292 3193 1678 3357 4350 1000 1500 0.290 0.672 0,453
9/16 -12 0.5625 0.1819 0.1664 4093 2162 4323 4894 1125 1688 0.324 0.754 0.507
5/8 -11 0.6250 0.2260 0.2071 5085 2690 5381 5437 1250 1875 0.356 0.832 0.559
3/4.10 0.7500 0.3345 0.3091 7526 4015 8031 6525 1500 2250 0.427 1.011 0.676
718 -9 0.8750 0.4617 0.4286 10388 5568 11135 7612 1750 2625 0.494 1.180 0.786
1 -8 1.0000 0.6057 0.5630 13628 7314 14627 8700 2000 3000 0.561 1.340 0.892
• F, = 0.75F
.'F„ (Min. Ultimate Tensile Strength) 75,000 psi A(R) = 0.7854(0 - 1 '� 8 I
F Yield (Min. Tensile Strength) 30,000 psi 1 N / Allowable tension - 0.76F fA(S)]
F (Allowable Tensile Stress) 22,500. 0.9743� F • 0.75 F
F (Allowable Shear Stress) 12,990. psi A(S) = 0.7854(0 - N 1 " _ Y
l Allowable shear (Single) - - F
• TABLE 11
'STAINLESS STEEL - Alloy Groups 1, 2 and 3, Condition CW
D Minimum Material Thickness to
Nominal Nominal A(S) A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Tensile Stress Thread Tension (in.)
Diameter & Diameter Area Root Area (Pounds) Single Double 1/8' St. 1/8' Al. 1/8' Al.
Thread /Inch (Inch) (Sq. In.) (Sq. In.) (Pounds) (Pounds) A36 6063 - T5 6063 - T6 A36 6063 - T5 6063 - T6
#6-32 0.1380 0.0091 0.0078 364 180 360 1201 276 414 0.126 0.274 0.198
#8.32 0.1640 0.0140 0.0124 560 286 573 1427 328 492 0.162 0.368 0.261
#10 -24 0.1900 0.0175 0.0152 703 351 702 1653 380 570 0.170 0.372 0.267
#12-24 0.2160 0.0242 0.0214 968 494 988 1879 432 648 0.200 0.450 0,321
1/4 -20 0.2500 0.0318 0.0280 1272 647 1293 2175 500 750 0.226 0.541 0.360
5/16 -18 0.3125 0.0524 0.0469 2096 1083 2166 2719 625 938 0.284 - - - 0.459
3/8 -16 0.3750 0.0775 0.0699 3100 1614 3229 3262 750 1125 0.341 - - • 0.553
7/16-14 0.4375 0.1063 0.0961 4252 2219 4439 3806 875 1313 0.395 • - • 0.642
1/2.13 0.5000 0.1419 0.1292 5676 2984 5967 4350 1000 1500 0.456 - - • 0.745
9/16 -12 0.5625 0.1819 0.1664 7276 3843 7686 4894 1125 1688 0.510 • • - 0.636
5/8.11 0.6250 0,2260 0.2071 9040 4783 9566 5437 1250 1875 0.563 - - • 0.923
3/4.10 0.7500 0.3345 0.3091 11289 6023 12046 6525 1500 2250 0.590 - • • 0.963
7/8 -9 0.8750 0.4617 0.4286 15582 8352 16703 7612 1750 2625 0.686 - • • 1.123
1 -8 1.0000 0.6057 0.5630 20442 10970 21941 8700 2000 3000 0.778 - - • 1.276
' ' • : - ' DIAMETER . :.
4p Thri1 5/8' . 3/4 =.and Over A(R) = 0.7854(0 - 1.22692 For Diameters 3/4 and Over:
F a (Min: Ultimate Tensile Strength) '110.000 psi 85,000 psi F, = 0.75F
. F (Min. Tensile Yield Strength) 65000 psi psi A(S) = 0.7854 ( D -
0.9743
Ft. Tensile Stress) . , :40,000 psi 33,750 psi... N Allowable tension - 0.75F [A(S))
'f (Allowable Shear Stress) 23 094 psi :.•.19466 psi . : - For Diameters U p Thru 5/8': 0.75
} F, • 0.40F5 4 F _ Fy
Allowable tension - 0.40FJA(S)) 0.75
Allowable shear (Single) - - =- F
F F
040 4
. il3 s
A owable shear (single) -
0 F (A(R) ]
In Tables 9 thru 15, for Group Type and Condition Definitions see pages 22 and 23.
27 1 or A- S'
4
F,
19. FASTENER LOAD TABLES
B. Unified Coarse Threads
TABLE 1
STAINLESS STEEL - Alloy Group 5, Condition H .
D Minimum Material Thickness to
Nominal Nominal A(S) A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Tensile Stress Thread Tenalon (In.)
Diameter & Diameter Area Root Area (Pounds) - -
Single Double 1/ 8' St. 1/8' Al, 1/8= AI.
Thread /Inch (Inch) (Sq,ln,) (Sq,ln.) (Pounds) (Pounds) A38 8063 -T5 6083 -T6 A36 8063 -T5 8083 -T6
•
#6-32 0.1380 0.0091 0.0078 400 198 396 1201 276 414 0.135 0,299 0.214
#8 -32 0.1640 0.0140 0.0124 616 315 630 1427 328 492 0.175 0.401 0.284
*10-24 0.1900 0.0175 0.0152 770 386 772 1653 380 570 0.183 0.405 0.290
#12-24 0.2160 0.0242 0.0214 1065 544 1087 1879 432 648 0.216 0.349
1/4-20 0.2500 acme 0.0280 1399 711 1423 2175 500 750 0.243 • • • 0.391
5/16 -18 0.3125 0.0524 0.0489 2306 1191 2383 2719 625 938 0.307 - - - 0.499
3/8-16 0.3750 0,0775 0.0699 3410 1776 3551 3262 750 1125 0.368 - • • 0.602
7/16 -14 0,4375 0.1063 0.0961 4677 24-41 4883 3806 875 1313 0.428 • • - 0.699
1/2.13 0,5000 0.1419 0.1292 6244 3282 6564 4350 1000 1500 0.494 • • - 0.812
9/16-12 0.5625 0.1819 0.1664 8004 4227 8454 4894 1125 1688 0.553 - - • 0.911
5/8 -11 0.6250 0.2260 0,2071 9944 5261 10522 5437 1250 1875 0.610 - - • 1.016
3/4 -10 0.7500 0.3345 0.3091 14718 7852 15704 6525 1500 2250 0.739 - • • 1.226
7/8-9 0.8750 0.4617 0.4286 20315 10888 21776 7612 1750 2625 0.860 - - - 1.431
1.8 1.0000 0.6057 0.5630 26651 14302 28604 8700 2000 3000 0.977 - - - 1.626
•
F 0.40F
Fe (Min- Ultimate Tensile Strength) 110,000 psi A(R) = 0.7854(0 - 1'2289 1 =
F r (Min. Tensile Yteld'Strength) 90,000 psi 1 N Allowable tension - 0.40F (A(S))
F (Allowable Tensile Stress) 44,000 psi . 0.40
F. (Allowable Shear Stress) 25,403 psi A(S) = 0.7854(0 - 0 9743 N ; F , v = 4 F
Allowable shear (Single) - - F
'See Note. 1
TABLE 15
STAINLESS STEEL - Alloy Group 5, Condition HT
D Minimum Material Thickness to
Nominal Nominal A(S) A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Tensile Stress Thread Tension (In.)
Diameter & Diameter Area Root Area (Pounds) Single Double 1/8' St. 1/8' Al. 1/8' Al.
Thread /Inch (Inch) (Sq. In.) (Sq. In.) (Pounds) (Pounds) A36 6063 -T5 6063 -T6 A36 6063 -T6
#6 -32 0,1380 0.0091 0.0078 582 288 576 1201 276 414 0.182 0.297
#8-32 0,1640 0.0140 0.0124 896 548 916 1427 328 492 0.240 - -
# 10-24 0.1900 0.0175 0.0152 1120 562 1123 1653 380 570 0.247 0.403
#12-24 02160 0.0242 0.0214 1549 791 1581 1879 432 648 0.295 - • -
1/4.20 0.2500 0.0318 0.0280 2035 1035 2069 2175 500 750 0.331 0.546
5/16 -18 0.3125 0.0524 0.0469 3354 1733 3466 2719 625 938 0.422 - - •
3/8 -16 0.3750 0.0775 0.0699 4960 2583 5166 3262 750 1125 0.508 • - -
7/16 -14 0.4375 0.1063 0.0961 6803 3551 7102 3806 875 1313 0.590 •
1/2 -13 0,5000 0.1419 0.1292 9082 4774 9548 4350 1000 1500 0.683 • - -
9/16 -12 0.5625 0.1819 0.1664 11642 6149 12297 4894 1125 1 688 0.767 • - -
5/8 -11 0.6250 0.2260 0.2071 14464 7652 15305 5437 1250 1875 0.846 - -
3/4 -10 0.7500 0.3345 0.3091 21408 11421 22843 6525 1500 2250 1.029 - - •
7/8 -9 0.8750 0,4617 0.4266 29549 15837 31674 7612 1750 2625 1.201 • - -
1 -8 1.0000 0.6057 0.5630 38765 20803 41606 8700 2000 3000 1.364 • - •
( 1.2269 F = 0.40F.
F (Mini. UNimale'Tensile Strength) 160,000 :psi A(R) = 0.7654D -
F (Min, Tensile Yield Strength) • '120,000 psi N Allowable tension - 0.40F. (A(S))
F (Allowable Tensile Stress) .64,000 psi
F,, (Allowable Shear Stress) :36,950 psi A(S) = 0.7554(D - 0'971 F _ - F„
"See Note- l Allowable shear (Single) - - F.(A(RU
In Tables 9 thru 15, for Group Type and Condition Definitions see pages 22 and 23.
Z,
29