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Final

# CribSheet_Final.docx

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McGill University

Civil Engineering

CIVE 462

Colin A Rogers

Fall

Description

MEMBER FAILURE
FAILURE IN AXIAL TENSION (T ≥ T) r f 1 in. = 25.4 mm
Tr=ϕ AgFy
1. Gross cross-section yielding: [Cl. 12 & 13.2 – HB 1-27 & 1- 30]
2. Net cross-section fracture
a. Bolt connection shear lag [Cl. 12.3.3.2 – HB 1-28 ] (A =ne.80 A ) n
b. Weld connection shear lag (1-11) [Cl. 12.3.3.3 – HB 1-28]
3. Block Shear Failure (Bolts) (1-3) [Cl. 13.11 – HB 1-42]
4. Plug shear failure (1-6)
L
≤300 r= I
+ Check slenderness ratio r where √ A (1-10)
FAILURE IN AXIAL COMPRESSION (C ≥ C) r f
1. Axial compressive resistance (Considering squash and Euler Buckling) (1-12) [Cl. 13.3] -> Get C fromr[HB 4-24]
2. Check slenderness limits
kL ≤200
a. Member r , where k is found (Figure F.1 – 1-13) [HB 1-149]
3. Check width to thickness ratios
a. Flange local buckling [Table 1, HB 1-126]
b. Web local buckling [Table 1, HB 1-126]
4. Torsional or Torsional-Flexural Buckling (if not I, cruciform or Z section) (2-52) [HB 1-31]
FAILURE IN FLEXURE
1. Determine class of beam (Check slenderness limit for web and flanges)
a. Lookup class in [HB 5-5] where b/h is in fact b el (bel b/2)
b. Calculate manually using [HB 1-127]
2. Check moment resistance (M ≥ Mr f
a. If laterally supported [Cl. 13.5 – HB 1-36]. If Grade 350W, can find M from [Table HB 5-86]
b. If NOT laterally supported [Cl. 13.6 – HB 1-37]. If Grade 350W, can find M frrm [Table HB 5-86]
3. Check shear resistance (V ≥rV) f
a. If Grade 50 or 350W, Check shear resistance in V [HBr5-86]
√ kv/Fy
b. V r φ Aw F wsere φ = 0.90, (F = 0s66F for 9y% of I-beams if h/w≤4.39 kv=5.34) ,
where A =wd w (for rolled shapes) and A = w w (for plate girders) (1-19)
c. May calculate F bs checking h/w [Cl. 13.4 – HB 1-34]
4. Check deflexion (Δ beam ≤Δ allow using specified loads (1-19)
a. Get Δ allowrom (1-20) [Table D-1 HB 1-146]
b. Get Δ beamfrom [HB 5-146]
COMBINED AXIAL AND BENDING
1. Axial tension and bending [Cl. 13.9 – HB 1-42] (4-1)
2. Axial compression and bending [Cl. 13.8 – HB 1-40] (4-3)
a. Check Cross-Section Strength (4-10)
b. Check Overall In-Plane Member Strength (4-19)
c. Check Flexural or Lateral-Torsional Buckling Stability (4-22)
STABILITY BRACES: PΔ EFFECTS
1. Calculate ∑lateral loads
a. Calculate Factored wind load
i. Pf= 1.4 W = 1.4 A Itw 1/50Ce(C p )g- Half goes into the roof (2-21 & 2-31)
ii. Treat roof as deep beam (2-24)
b. Calculate Notional load = 0.005 x gravity loads (for whole roof area/number of braces) (2-35)
2. Check slenderness (L ie half if cross-braced)
3. GO TO PAGE 2-35 FROM NOTES
3
Δ= ∑V L f
4. Check lateral deflection a EA < h/400 (2-33 & 2-43) BEARING PLATE DESIGN
BEAM BEARING PLATES [HB 5-165] (3-3)
1. Get ‘k’ and ‘b’ from table of beam [HB 6-40] (do not use k ) 1
2. Find max bearing stress that concrete can take: B =0.85 φ f’ whrre φ = 0.6c c c
3. Choose a B approx.. 20-25mm larger than b and solve for C: A plate B x C = P loadBr
4. Determine B and solve for C
5. Find n = B/2 - k , where k can be found in [HB 6-40] (do not use k )
1
6. Determine t frop [HB 5-167], and must be in [HB 6-145]
7. Check for deflection t > (B – b) / 10
p
BEARING PLATES FOR COLUMNS
1. Concentric axial load (3-6)
2. Small eccentricity ( e ≤ C/6 ) (3-8)
3. Moderate eccentricity ( C/6 < e < C/2) (3-9)
4. Large eccentricity ( e ≥ C/2 ) (3-10)
5. Lightly loaded (3-16)
CONNECTIONS
BOLTED CONNECTION [Can get V and T from [Tablr 3-4 – Hr 3-8]]
1. Bolt Spacing requirements
a. Minimum c/c spacing (pitch) = 2.7 d b
b. Maximum edge distance = 150mm OR 12t, where t = thickness of outside connected plate
c. Min. edge dist. = [Table 6 – HB 1-129]
d. Min. end dist
i. If more than 2 bolts in line parallel to load, = Min. edge dist
ii. If 1 or 2 bolts, =1.5 d b
2. Determine bolt connection capacity (V and T ) (rse resisrance per bolt (n=1) for eccentric loadings)
a. Bolts in Shear (V andrB ≥ V) r f
i. Shear capacity (ULS) [Table 3-4 – HB 3-8] [Cl. 13.12.1.2 – HB 1-43] (1-27)`
1. Thread NOT intercepted V = 0.6 φ r n m A F where φ = 0b8,uget V from [Table 3-4 – HB r-8]
2. Threds INTERCEPTED V = 0.7 0.6 φrb n m A F where φ = 0.8, betuV from [Table 3-4 – HB 3-8r
3. If L ≥ 15d ,bmultiply V by r1.075 – 0.005L/d ) ≥ 0.75 b
ii. Be

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