beam splice plate conn calcs

12091 ~ LAKESHORE RES HALL PHASE 2 ~ Beam Splice Plate Connection Calculations

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(REFER TO SECTION A/E15)


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CONNECTION #1 (RE: AISC Manual 13th Ed. & AISC Design Examples II.A-20)

Given:

Design an all-bolted double-plate shear splice between 2B2~W24X62 and 2B3~W12X53.

2B2~W24X62 bears on column, 2B3~W12X53 governs.

Ra=64k, Use 6-¾” A325N bolts in Double Shear @ both beams

Material Properties:

W24X162 ASTM A992 Fy=50ksi Fu=65ksi


Geometric Properties:

Beam W24X162 tw= 0.705 in.

Beam W12X53 tw= 0.345 in.

Horizontal distance between center bolts (e) = 4”

Eccentricity (ex) on each bolt group = e/2 = 4”/2 = 2”

Vertical bolt spacing (s) = 3”

ASD Design:

1. Design Bolts (Ra=64k)

For bolt shear:

Rn/Ω = 21.2 kips/bolt for ¾” A325N bolts in double-shear (From AISC Manual Table 7-1)

For bearing on W24X162 web:

Rn/Ω = (58.5k/in)(0.705 in.) = 41.24 k/bolt (From AISC Manual Table 7-6, SSLT Le>=Le full)


Rn/Ω = (58.5k/in)( 0.345 in.) = 20.18 k/bolt (From AISC Manual Table 7-6, SSLT Le>=Le full)

∴ ∴ ∴ ∴ bearing on W12X53 web (Rn/Ω = 20.18 kips/bolt) governs.

Cmin = (Ra)/( Rn/Ω) = (64k)/(20.18 kips/bolt) = 3.17

(From AISC Manual Table 7-7) With θ = 0°, s = 3”, ex = 2”, & n = 6

a six bolt connection provides C = 5.45 > 3.17 o.k.

2. Design Splice Plate (AISC Spec Part 16):

Try 2-PL3/8X8 1/2X1’-1.

Check plates for bending:

Ma = (Ra/2)(e)/2 = (32k)(4”)/2 = 64 in-k (Note – Ra divided by 2 because there are 2 plates)

Mn/Ω = (Fy)(Zx) /Ω Where: Fy = 50ksi, Zx = bd^2/4, & Ω = 1.67 = (50ksi)[((0.375”)(8.5”^2))/4]/(1.67)

= 202.80 in-k > 64 in-k o.k.

Check plates for gross shear:

Rn/Ω = ((0.6)(Fy)(Ag)(2))/Ω (Note – Ag multiplied by 2 because there are 2 plates)

Where: Fy = 50ksi, Ag = gross area, & Ω = 1.50 = (0.6)(50ksi)(2)[(0.375)(8.5)]/(1.50)

= 127.5 kips > 64 kips o.k.

Check plates for net shear:

Rn/Ω = ((0.6)(Fu)(An)(2))/Ω (Note – An multiplied by 2 because there are 2 plates)

Where: Fu = 65ksi, An = net area, & Ω = 2.00 = (0.6)(65ksi)(2)[(8.5”-(3)(0.8125))(0.375)]/(2.00)

= 88.66 kips > 64 kips o.k.


of 4

(REFER TO SECTION A/E15)


of 4

CONNECTION #2 (RE: AISC Manual 13th Ed. & AISC Design Examples II.A-20)

Given:

Design an all-bolted double-plate shear splice between 3B1~W18X76 and 3B2~W12X53.

3B1~W18X76 bears on column, 3B2~W12X53 governs.

Ra=72k, Use 6-¾” A325N bolts in Double Shear @ both beams

Material Properties:



Geometric Properties:



Horizontal distance between center bolts (e) = 4”

Eccentricity (ex) on each bolt group = e/2 = 4”/2 = 2”

Vertical bolt spacing (s) = 3”

ASD Design:

1. Design Bolts (Ra=72k)

For bolt shear:

Rn/Ω = 21.2 kips/bolt for ¾” A325N bolts in double-shear (From AISC Manual Table 7-1)


Rn/Ω = (58.5k/in)(0.425 in.) = 24.86 k/bolt (From AISC Manual Table 7-6, SSLT Le>=Le full)


Rn/Ω = (58.5k/in)( 0.345 in.) = 20.18 k/bolt (From AISC Manual Table 7-6, SSLT Le>=Le full)

∴ ∴ ∴ ∴ bearing on W12X53 web (Rn/Ω = 20.18 kips/bolt) governs.

Cmin = (Ra)/( Rn/Ω) = (72k)/(20.18 kips/bolt) = 3.57

(From AISC Manual Table 7-7) With θ = 0°, s = 3”, ex = 2”, & n = 6

a six bolt connection provides C = 5.45 > 3.57 o.k.

2. Design Splice Plate (AISC Spec Part 16):

Try 2-PL3/8X8 1/2X1’-1.

Check plates for bending:

Ma = (Ra/2)(e)/2 = (36k)(4”)/2 = 72 in-k (Note – Ra divided by 2 because there are 2 plates)

Mn/Ω = (Fy)(Zx) /Ω Where: Fy = 50ksi, Zx = bd^2/4, & Ω = 1.67 = (50ksi)[((0.375”)(8.5”^2))/4]/(1.67)

= 202.80 in-k > 72 in-k o.k.

Check plates for gross shear:

Rn/Ω = ((0.6)(Fy)(Ag)(2))/Ω (Note – Ag multiplied by 2 because there are 2 plates)

Where: Fy = 50ksi, Ag = gross area, & Ω = 1.50 = (0.6)(50ksi)(2)[(0.375)(8.5)]/(1.50)

= 127.5 kips > 72 kips o.k.

Check plates for net shear:

Rn/Ω = ((0.6)(Fu)(An)(2))/Ω (Note – An multiplied by 2 because there are 2 plates)

Where: Fu = 65ksi, An = net area, & Ω = 2.00 = (0.6)(65ksi)(2)[(8.5”-(3)(0.8125))(0.375)]/(2.00)

= 88.66 kips > 72 kips o.k.

beam splice plate conn calcs

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