PRYING9 --- AISC 9th ED. PRYING ACTION ANALYSIS PROGRAM.xls

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"PRYING9" --- AISC 9th ED. PRYING ACTION ANALYSIS PROGRAM

Program Description:

"PRYING9" is a spreadsheet program written in MS-Excel for the purpose of analysis for prying action in

structural steel connections per the AISC 9th Edition (ASD) Code, pages 4-89 to 4-95. Specifically, bolt tension and bolt shear are checked, and the prying force and required thickness are determined.

This program is a workbook consisting of three (3) worksheets, described as follows:

Worksheet Name

Description

Doc This documentation sheet

Prying Action Prying action analysis for connections per AISC 9th Edition (ASD) Manual Allowable Tension Force Allowable axial tension force at beam connection from bending due to prying

Program Assumptions and Limitations:

1. The Prying Action worksheet is valid for connections subjected to tension only, or to a combination of tension and shear.

2. The Prying Action worksheet is only applicable for connection bolt diameters from 1/2” to 1-1/2 “ 3. The Prying Action worksheet is only applicable for ASTM A325 or A490 high-strength connection bolts. 4. The Prying Action worksheet is applicable to connection bolts in bearing with threads included in shear plane (N) or threads excluded from shear plane (X), as well as bolts in a slip critical connection (SC).

5. The Prying Action worksheet is applicable to connections with either standard or oversized bolt holes.

6. The Prying Action worksheet also takes fatigue effects into account when required to reduce the allowable bolt tension stress.

7. The Allowable Tension Force worksheet has any applicable assumptions and limitations listed directly below the tables of values.

8. This program contains numerous “comment boxes” which contain a wide variety of information including explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box” is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the desired cell to view the contents of that particular "comment box".)

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"PRYING9.xls" Program

Version 1.9

PRYING ACTION ANALYSIS

For Structural Steel Connections

Per AISC 9th Edition Manual (ASD) - Pages 4-89 to 4-95

Job Name:

Subject:

Job Number:

Originator:

Checker:

Input Data:

Total Tension Load, Tt =

53.70

kips bf/2=4.25

Total Shear Load, Vt =

26.80

kips g/2=2.75

Steel Yield, Fy =

36

ksi db=0.75 Q=2.94

Bolt Diameter, db =

0.750

in.

ASTM Bolt Desig. =

A325

t=0.625

Bolt Type (N, X, or SC) =

N

Bolt Hole Type =

Standard

T+Q=11.89

Tributary Length/Bolt, p =

4.500

in. tw=1.75 b'=1.5 a'=1.875

Total No. of Bolts, Nb =

6

bolts

Width, bf =

8.5000

in. b=1.875 a=1.5

Thickness, t =

0.6250

in.

Thickness, tw =

1.7500

in.

Bolt Gage, g =

5.500

in.

No. of Loading Cycles =

20000

(for 25 years)

Results:

2*T=17.9

Check Bolt Tension and Shear:

Ab =

0.4418

in.^2

Ab =

p

*db^2/4

Nomenclature

vb =

4.47

kips/bolt

vb = Vt/Nb

fv =

10.11

ksi

fv = vb/Ab

T =

8.95

kips/bolt

T = Tt/Nb

ft =

20.26

ksi

ft = T/Ab

Tb =

28.00

kips

Tb = Tb from AISC Table J3.7 (for A325 bolts)

Fv =

21.00

ksi

Fv = Fv from AISC Table J3.2 (for N, X bolts)

Vb =

9.30

kips/bolt

Vb = Fv*Ab

Vb >= vb, O.K.

Ft(w/o Shr.) =

44.00

ksi

Ft = (Ft from Table J3.2, fatigue is not considered)

Ft =

38.56

ksi

Ft = SQRT(Ft^2-(Ft/Fv)^2*fv^2) (for N, X bolts)

B =

17.00

kips/bolt

B = Ft*Ab (for N, X bolts)

B >= T, O.K.

Calculate Required Thickness:

b =

1.8750

in.

b = (g-tw)/2

b' =

1.5000

in.

b' = b-db/2

a =

1.5000

in.

a = minimum of: (bf-g)/2 or 1.25*b

a' =

1.8750

in.

a' = a+db/2

r

=

0.8000

r

= b'/a'

d' =

0.8125

in.

d' = dh = db+1/16 (for Standard holes)

d

=

0.8194

d

= 1-d'/p

b

=

1.124 b

= (1/

r

)*(B/T-1)

a

' =

1.0000

If

b

>= 1:

a

' = 1, If

b

< 1:

a

' = lesser of 1 or (1/

d

)*(

b

/(1-

b

))

t(req'd) =

0.604

in.

t(req'd) = SQRT(8Tb'/(pFy(1+

d

*

a

')))

t >= t(req'd), O.K.

(continued) M2

M1

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"PRYING9.xls" Program

Version 1.9

Calculate Prying Force, Q:

tc

=

1.122

in.

tc = SQRT(8Bb'/(p*Fy)) (to develop 'B' in bolts/no prying)

a

=

0.851 a

= 1/

d

*((T/B)/(t/tc)^2-1) (Note: 0 <= a <= 1.0)

Q =

2.94

kips

Q = B*

d

*

a

*

r

*(t/tc)^2 (prying force per bolt at design load)

Check Allowable Bolt Tension with Prying Action:

a

' =

1.5076

a

' = 1/(

d

*(1+

r

))*((tc/t)^2-1)

Ta =

9.59

kips

If

a

' >1: Ta = B(t/tc)^2(1+

d

) , If

a

' < 0: Ta = B

If 0 <=

a

' <= 1: Ta = B(t/tc)^2(1+

d

*

a

')

Ta >= T, O.K.

Calculate Required Thickness to Eliminate Prying Action:

t(req'd) =

0.814

in.

t(req'd) = SQRT(8Tb'/(p*Fy))

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"PRYING9.xls" Program Version 1.9

PRYING ACTION ANALYSIS

Allowable Axial Tension Force at Beam End Connection Based on Bending in Clip Angles or End Plate Due to Prying Action

Job Name: Subject:

Job Number: Originator: Checker:

Input Data:

bf=8+tw bf=8

Steel Yield (Clips/Plate), Fy = 36 ksi g=5.5 g=5.5

Bolt Diameter, db = 0.750 in. t t

ASTM Bolt Desig. = A325 Nr Nr

Bolt Type (N, X, or SC) = N 3 T 3 T

Bolt Hole Type = Standard 3 3

Tributary Length/Bolt, p = 2.750 in.

Bolt Gage, g = 5.500 in. Lc=4 tw tw

For Clip Angles For End Plate

5/16 3/8 1/2 5/8 3/4 1/2 5/8 3/4 1

ALLOWABLE AXIAL TENSION FORCE AT BEAM END CONNECTION (kips) ALLOWABLE AXIAL TENSION FORCE AT BEAM END CONNECTION (kips)

Beam Beam # Bolt t = 5/16'' t = 3/8" t = 1/2" t = 5/8" t = 3/4" t = 1/2" t = 5/8" t = 3/4" t = 1"

Size Web, tw Rows Clip Clip Clip Clip Clip End End End End

(Depth) (in.) (Nr) Angles Angles Angles Angles Angles Plate Plate Plate Plate W6 0.170 1 2.1 3.1 5.9 9.9 15.4 4.6 7.2 10.4 18.4 W8 0.170 2 4.2 6.2 11.8 19.8 30.8 9.2 14.4 20.7 36.8 W10 0.190 2 4.2 6.2 11.9 19.9 31.0 9.3 14.5 20.8 37.0 2 4.2 6.2 11.9 20.0 31.1 8.9 14.5 20.9 37.1 3 6.3 9.4 17.8 30.0 46.7 13.9 21.7 31.3 55.6 W14 0.230 3 6.3 9.4 18.0 30.2 47.1 14.0 21.9 31.5 56.0 3 6.4 9.5 18.1 30.4 47.5 14.1 22.0 31.6 56.3 4 8.5 12.7 24.1 40.6 63.3 18.8 29.3 42.2 75.0 3 6.5 9.6 18.3 30.9 48.3 14.2 22.2 32.0 56.9 4 8.6 12.8 24.5 41.2 64.4 19.0 29.6 42.7 75.8 5 10.8 16.0 30.6 51.5 80.4 23.7 37.0 53.3 94.8 4 8.7 13.0 24.8 41.9 65.5 19.2 30.0 43.1 76.7 5 10.9 16.3 31.0 52.3 81.8 24.0 37.5 53.9 95.9 6 13.1 19.5 37.2 62.8 98.2 28.8 44.9 64.7 115.1 5 11.0 16.5 31.4 53.1 83.1 24.2 37.8 54.5 96.9 6 13.3 19.7 37.7 63.7 99.7 29.1 45.4 65.4 116.2 7 15.5 23.0 44.0 74.3 116.4 33.9 53.0 76.3 135.6 5 11.2 16.8 32.1 54.2 85.1 24.6 38.4 55.3 98.3 6 13.5 20.1 38.5 65.1 102.1 29.5 46.1 66.4 118.0 7 15.7 23.5 44.9 75.9 119.1 34.4 53.8 77.4 137.7 8 18.0 26.8 51.3 86.7 136.1 39.3 61.5 88.5 157.3 6 13.5 20.2 38.6 65.3 102.4 29.6 46.2 66.5 118.3 7 15.8 23.5 45.0 76.1 119.5 34.5 53.9 77.6 138.0 8 18.0 26.9 51.4 87.0 136.6 39.4 61.6 88.7 157.7 9 20.3 30.3 57.9 97.9 153.7 44.4 69.3 99.8 177.4 6 13.8 20.6 39.6 67.0 105.5 30.1 47.1 67.8 120.5 7 16.1 24.1 46.1 78.2 123.0 35.2 54.9 79.1 140.6 8 18.4 27.5 52.7 89.4 140.6 40.2 62.8 90.4 160.7 9 20.7 31.0 59.3 100.6 158.2 45.2 70.6 101.7 180.8 10 23.0 34.4 65.9 111.7 175.8 50.2 78.5 113.0 200.9 6 14.0 20.9 40.2 68.2 107.5 30.5 47.7 68.6 122.0 7 16.4 24.4 46.9 79.6 125.4 35.6 55.6 80.1 142.3 8 18.7 27.9 53.6 90.9 143.3 40.7 63.5 91.5 162.7 9 21.0 31.4 60.3 102.3 161.2 45.7 71.5 102.9 183.0 10 23.4 34.9 67.0 113.7 179.1 50.8 79.4 114.4 203.3 W12 0.200 W16 0.250 W18 0.300 W21 0.350 W24 W33 0.550 W36 0.600 0.395 W27 0.460 W30 0.470 4 of 5 6/3/2014 10:36 PM

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"PRYING9.xls" Program Version 1.9

Notes:

1. Primary use of this table is to quickly determine if clip angles or end plate connection should be used. 2. For double-angle clips, this table assumes 2-L4x3-1/2 angles with long outstanding legs (OSL). 3. Total width for double-angle clip connection, bf = 2*4" + min. beam web thickness (tw) = 8"+tw. 4. Total width of end plate is assumed to be bf = 8".

5. This table is for axial tension force (transfer force at joint) only. Beam end shear is not considered. 6. Check of combined stresses on connection bolts must be done independently.

7. Forces shown in table are conservative, when based on use of minimum web thickness for given beam size (depth). 8. Forces shown in table are "unfactored", i.e., allowable stress increases for wind or seismic are not included. Prying Action Analysis Formulas:

Nb = 2*Nr

bf = 2*(4" OSL)+tw , for clip angles bf = 8" , for end plate

b = (g-(2*ta+tw))/2 , for clip angles b = (g-tw)/2 , for end plate b' = b-db/2

a = minimum of: (bf-g)/2 or 1.25*b a' = a+db/2

r = b'/a'

B = 19.44 kips/bolt (for 0.75" A325N bolts) d' = dh = 0.8125 (for Standard bolt holes)

d = 1-d'/p

tc = SQRT(8*B*b'/(p*Fy))

a' = 1/(d*(1+r))*((tc/t)^2-1) Allowable axial tension force, T: If a' > 1 , T = Nb*(B*(t/tc)^2*(1+d))

If 0 <= a' <= 1 , T = Nb*(B*(t/tc)^2*(1+d*a')) If a' < 0 , T = Nb*B