REAN'S BUILDING 4-21 5/24/2002

Angle plate design:

Framed beam connection

Bearing type

lh

Q

lv

3"spacing

Notes:

Rbs = Resistance to block shear, kips

= 0.03AvFu + 0.50AtFu

= {(0.30lv + 0.50lh)+0.30[(n-1)(s- h)- h/2]- h/4}xFut

= (K1+K2)Fu tw

Where :

Av = Net shear area, sq. in.

At = Net tension area, sq. in.

Fu = Specified min. tensile strength, ksi

dh = dia. of hole ( dia. of fastener + 1/16"), in.

lh = distance center of hole to beam end, in.

lv = distance of center of hole to edge of web , in.

n = number of fasteners

s = Fastener spacing, in.

H = Depth of beam

Q = Coped dist. in.

Given:

Beam = W14 x 38

H = 14.1 in.

tf = 0.515 in.

tw = 0.310 in.

A36, Fy = 36 ksi

A36, Fu = 58 ksi

lv = ? in.

lh = 2 1/2 in.

Q = 3/4 in.

Beam reaction, P = 47.44 kips

A325-X Bolt dia. h = 3/4 in.

Hole dia.,dh = 13/16 in.

n = ? p s

(1.) Bolt Shear :

Area of 3/4 bolt, Ab = 0.442 sq.in.

Fv = 21.6 ksi

Single shear capacity.,Sv = AbFv 9.54 k/bolt

No. of bolt req'd.;r = P/(Sv*2) 2.49 pcs

Use n = 4 pcs

Bolt shear adequacy:

Allowable load for 3/4" A325x = 13.3 k > 9.54 k OK

Bolt strength at bolt holes on beam:

fv act. = (P/2n)/Ab

fv act. = 13.42 > 21.6 ksi OK

(2.) Bolt Spacing:

Minimum spacing = 2 2/3d = 2.00 in.

Prefferd spacing = 3d 2 2/8 in.

To satisfy bearing on web:

Spacing = (2P/Fut)+d/2 1.69 in.

Use standard, s 3.00 in.

(3.) Edge distance :

Minimum distance in the direction of raective force :

lv = 2P/Futw 0.53 in.

Use 1 1/2 in.

(4.) Check Shear & Tension (Block shear)

lv = 1.50 dh/2 = 0.41

lh = 2.50 dh/4 = 0.10

n-1 = 3 Fu = 58

s-dh = 2.19 tw = 0.95

dh = 0.81

0.3lv = 0.45

0.5lh = 1.25

(.3*lv+.5lh) = 1.7

(0.3((n-1)(s-dh)-dh/2))-dh/4= 1.75

Futw = 55.1

Allowable block shear, Rbs = 0.03AvFu + 0.50AtFu

= {(0.30lv + 0.50lh)+0.30[(n-1)(s- dh)- dh/2]- dh/4}xFutw

Rbs = 189.84 kips > P OK

Gross area of web plate = (H-(Q+tf))tw = 3.98 sq.in.

Net area of web plate,Anet = (H-(Q+tf+(dh*n)))tw = 2.97 sq.in.

Shear plate thickness for Block shear (Web):

H' = net length of plate

H' = (H-(Q+tf+(dh*n)) 9.59 in.

fv = 0.4Fy fv = P/Anet Anet=twH'

Required tw due to shear = 0.34 in. < 0.5 " OK

Net tension in web plate,T =

lh

Q

lv

S=3" H' M T

T = Tension in web plate due to Vert. Moment, M

M = from baseframe analysis (staad result)

M = 0.16 k-ft 1.92 k-in.

M = T * H'/2

T = 2M/H'

T = 0.40 kips

ft = 0.5Fy ft =T/(twH') tw =T/(ft*H')

Reqr'd tw due to mom. = 0.002 in. < 0.5" OK

(5.) Connection Angles:

width width thk. length

Try 2L 5 5 1/2 12.32 A36

Allowable bearing :

From Tabl I-F, for Fu = 58 ksi, lv = 1 1/2"

allowble load = 43.5 kips/hole

R = 174 kips > P OK

Shear on plane through fasteners:

allowble shear = 0.40Fy = 14.40 on gross area

0.30Fu = 17.4 on net area

net area governs when (d + 1/16")>L/6n

L = 12.32 in.

n= 4

(d+1/16")= 0.81 in.

L/6n = 0.513 in.

Net area = 2t[L-n(d+1/16)]

Net area, An = 9.07 sq.in.

fv = P/An

fv = 5.23 ksi < 0.3Fu

OK

USE 2L - 5" x 5" x 1/2" x 12.32" Connection angle

REAN'S BUILDING 5/24/2002

Beam bearing plate design:

N+2.5k

k

k1 k1 N

B

AISC - ASD

R = DL + LL = 33.17 k fc = 3 ksi

Fy = 36 ksi

W 14 X 53

k1 = 15/16 k = 1 7/16 tw = 3/8

bf = 8.06 tf = 0.66 h = 13.92

Allowable stresses:

Fb = 0.75fy 27 ksi

Fp = o.35f ' 1.05 ksi

A = R/Fb = 31.59 sq.in.

Let B = bf = 8.06 204.72 mm

N = A / B 3.919 in.

use N = 12 in.

304.8 mm

say 305 mm

Actual bearing pressure :

fp = R/(BxN) 0.343 ksi

n = (B/2)-k1 3.0925 in.

Calculate plate thikness:

t = ((3fpn^2/Fb))^.5

t = 0.604 in.

15.33 mm

say 16 mm

USE BEARING PLATE : 205 x 305 x 16 mm

Check web crippling on Lenght (N+2.5k)

@ Reaction:

R/(N+2.5k)tw < or = .75fy

R = 33.17 in.

N = 12.00 in.

2.5k = 3.59 in.

tw = 0.38 in.

R/(N+2.5k)tw = 5.67 <27 ksi OK

Check web crippling @ interior load:

N = 0.00 in.

Rn = 47.44 k

Rn = (N+5k)(Fyw)(tw)

Fyw = Rn/(N+5k)(tw)

Fyw = 17.60 <27 ksi OK

EUGENIO BUILDING 5/2/2002

Flange Thickness design:

Notation

T = factored applied tension per bolt, excluding initial tightening, kips

B = design tensile strength of bolt

Q = factored prying force per bolt at design load, kips

Fy = yield strength of flange

O = resistance factor

a = dimension shown in figure but to be takenin the analysis at not more than 1.25b

a', b, b' = dimension shown in figure

d = diameter of bolt

d' = width of bolt hole parallel to stem of tee

p = length of flange, parallel to stem, tributary to area of bolt

t = thickness of flange of tee

n = number of bolts

Ft = bolt capacity

A = section area of 1 bolt

M2 M2

M1 M1

2T a b 2T

a' b'

d

T+Q

T+Q T+Q Q

Q Q

Given: For W14 X 53

T = 32.4 kip-ft h = 13.92 in.

V = 0 kip bf = 8.06 in

Fy = 36 ksi tf = 0.66 in

N = 12 in. tw = 0.38 in

SELECTION OF T-STUB

Force in T-STUB, F = T = 32.40

Try n = 4 3/4 dia.Bolt,Ft = 90 kips

O = 0.75 A = 0.442 sq.in.

T = F/n = 8.10 kips

B = OFtA = 29.82 kips

p = N/2 = 6 in.

From equation: t = ((2tb')/(OFyp))^.5 assuming b'= 2.5 in

t = 0.46 in. 11.59 mm

Check Thickness:

1.25b = 3.59375 in.

b' = 2.5 in b = 2.875 in

a' = 3.8425 in >1.25b a = 4.2175 in

= (a'/b')((B/T)-1)

= 4.12 >1

use = 1 d' = 0.81

t^2 = (4.44Tb')/(pFy[1+ (1-(d'/p))])

4.44Tb' = 89.91

pFy = 216.00

1-(d'/p) = 0.87

t = 0.47 in. > 0.66 actual thikness OK

t = 12.00 mm. reqrd. thickness

say 12 mm.

REAN'S BUILDING 5/24/2002

Angle plate design:

Framed beam connection

Notation

T = Applied tension per bolt, excluding initial tightening & prying force, kips

Q = Prying force per bolt at design load, kips

B = Allowable tension per bolt, kips

tc = Flange or angle thickness required to develop B in bolts with no prying action, in.

= 8Bb'

pFy

Fy = Yield strength of flange material, ksi

p = length of flange, parallel to stem or leg, tributary to each bolt, in.

a = Distance from bolt centerline to edge of tee flange or angle leg more than 1.25b , in.

d = Bolt diameter, in.

d' = width of bolt hole parallel to stem tee stem or angle leg, in.

b' = b-(d/2), in.

a' = a+(d/2), in.

= b'/a'

n = number of bolts

Ab = section area of 1 bolt

N = Fitting length, in.

L = Length of angle plate

dx = Bolt location, in.

= (0< <1.0) ratio of moment at bolt line to mement at stem line

= M2/ M1

' = Value of for which required thickness (treq'd) is a minimum or allowable

applied tension per bolt (Tall) is a maximum.

= Ratio of net area (at bolt line) and a gross area (at the face of the stem or angle leg)

= 1-d'/p

M2 M2

M1 M1

2T a b 2T

a' b'

Web member

d

T+Q

T+Q T+Q Q

Q Q

Given:

From block shear calculation:

Connection Angles:

width width thk. length

Try 2L 5 5 1/2 12.32 A36

M = 0.16 kip-ft L = 12.32 in.

V = 47.44 kip dx = 5 in

Fy = 36 ksi tf = 0.5 in

L =N = 12.32 in. tw = 0.5 in

d = 3/4 in.

lh

Q

lv

3"spacing L M

SELECTION OF T-STUB

M = (L/2)*F

Force in T-STUB, F = 0.31 kip

B = 19.4 kips

n = T/B = 0.02 pcs

use n = 4 3/4 Ab = 0.442 sq.in.

T = F/n 0.08 <B OK

Bolt strength at bolt hole for tension:

ftall. = B/Ab ftact. = T/Ab ksi

= 43.91 > 0.2 OK

b = (dx-tw)/2 = 2.25 >1.25 in.

a = [(2w+tw)-dx]/2 2.75 in.

check 1.25b 2.81 > a

use 2.75 in.

b' = (b-d/2) 1.88 in.

a' = (a+d/2) 3.13 in.

p = L/2 = 6.16 in.

d' = d+1/16 0.8125 in.

= 1-d'/2 0.59 in.

= b'/a' 0.60

Calculate = 1/ ((B/T)-1)

if > 1 set ' = 1

if < 1 set ' = lesser of 1/ (( /1- )) and 1

= 413.28

use ' = 0.00

use ' = -1.69

Calculate Thickness, t required =

tc = 8Tb'

pFy(1+ ' )

8Tb' = 1.17

pFy = 221.76

' = 0.00

t = 0.07 < 0.5 OK

t = 1.84

say 2mm

Considering prying force:

tc = 8Tb'

pFy

tc = 0.07 < 0.5 OK

= 1/ [((T/B)/(t/tc)^2)-1]

if < 0 set = 0

1/ = 1.68

T/B = 0.00

(t/tc)^2 = 47.43

= -1.68

use = 0.00

Q = B (t/tc)^2

Q = 0.00 kips