111 CIVIL ENGINEERING GEOTECHNICAL Definitions c = cohesion q u = unconfined compressive strength = 2c D r = relative density (%) = [(e max – e)/(e max – e min )] ×100 = [(1/γ min – 1/γ) /(1/γ min – 1/γ max )] × 100 e max = maximum void ratio e min = minimum void ratio γ max = maximum dry unit weight γ min = minimum dry unit weight τ = general shear strength = c + σtan φ φ = angle of internal friction σ = normal stress = P/A P = force A = area σ′ = effective stress = σ – u σ = total normal stress u = pore water pressure C c = coefficient of curvature of gradation = (D 30 ) 2 /[(D 60 )(D 10 )] D 10 , D 30 , D 60 = particle diameters corresponding to 10% 30%, and 60% finer on grain-size curve C u = uniformity coefficient = D 60 /D 10 e = void ratio = V v /V s V v = volume of voids V s = volume of solids w = water content (%) = (W w /W s ) ×100 W w = weight of water W s = weight of solids W t = total weight G s = specific gravity of solids = W s /(V s γ w ) γ w = unit weight of water (62.4 lb/ft 3 or 1,000 kg/m 3 ) PI = plasticity index = LL – PL LL = liquid limit PL = plastic limit S = degree of saturation (%) = (V w /V v ) × 100 V w = volume of water V v = volume of voids V t = total volume γ t = total unit weight of soil = W t /V t γ d = dry unit weight of soil = W s /V t = G s γ w /(1 + e) = γ /(1 + w) G s w = Se γ s = unit weight of solids = W s / V s n = porosity = V v /V t = e/(1 + e) q ult = ultimate bearing capacity = cN c + γD f N q + 0.5γBN γ N c , N q , and N γ = bearing capacity factors B = width of strip footing D f = depth of footing below surface of ground k = coefficient of permeability = hydraulic conductivity = Q/(iA) (from Darcy's equation) Q = discharge flow rate i = hydraulic gradient = dH/dx A = cross-sectional area Q = kH(N f /N d ) (for flow nets, Q per unit width) H = total hydraulic head (potential) N f = number of flow channels N d = number of potential drops C c = compression index = ∆e/∆log p = (e 1 – e 2 )/(log p 2 – log p 1 ) = 0.009 (LL – 10) for normally consolidated clay e 1 and e 2 = void ratios p 1 and p 2 = pressures ∆H = settlement = H [C c /(1 + e 0 )] log [(σ 0 + ∆p)/σ 0 ] = H∆e/(1 + e 0 ) H = thickness of soil layer ∆e, ∆p = change in void ratio, change in pressure e 0 , σ 0 = initial void ratio, initial pressure c v = coefficient of consolidation = TH dr 2 /t T = time factor t = consolidation time H dr = length of drainage path K a = Rankine active lateral pressure coefficient = tan 2 (45 – φ/2) K p = Rankine passive lateral pressure coefficient = tan 2 (45 + φ/2) P a = active resultant force = 0.5γH 2 K a H = height of wall FS = factor of safety against sliding (slope stability) α φ α + = sin tan cos W W cL L = length of slip plane α = slope of slip plane with horizontal φ = angle of internal friction W = total weight of soil above slip plane
32
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111
CIVIL ENGINEERING GEOTECHNICAL Definitions c = cohesion qu = unconfined compressive strength = 2c Dr = relative density (%) = [(emax – e)/(emax – emin)] ×100 = [(1/γmin – 1/γ) /(1/γmin – 1/γmax)] × 100 emax = maximum void ratio emin = minimum void ratio γmax = maximum dry unit weight γmin = minimum dry unit weight τ = general shear strength = c + σtan φ φ = angle of internal friction σ = normal stress = P/A P = force A = area σ′ = effective stress = σ – u σ = total normal stress u = pore water pressure
Cc = coefficient of curvature of gradation = (D30)2/[(D60)(D10)] D10, D30, D60 = particle diameters corresponding to 10%
30%, and 60% finer on grain-size curve Cu = uniformity coefficient = D60 /D10 e = void ratio = Vv/Vs Vv = volume of voids Vs = volume of solids w = water content (%) = (Ww/Ws) ×100 Ww = weight of water Ws = weight of solids Wt = total weight Gs = specific gravity of solids = Ws /(Vsγw) γw = unit weight of water (62.4 lb/ft3 or 1,000 kg/m3) PI = plasticity index = LL – PL LL = liquid limit PL = plastic limit S = degree of saturation (%) = (Vw/Vv) × 100 Vw = volume of water Vv = volume of voids Vt = total volume γt = total unit weight of soil = Wt/Vt γd = dry unit weight of soil = Ws/Vt = Gsγw/(1 + e) = γ /(1 + w) Gsw = Se γs = unit weight of solids = Ws / Vs n = porosity = Vv/Vt = e/(1 + e)
qult = ultimate bearing capacity = cNc + γDf Nq + 0.5γBNγ Nc, Nq, and Nγ = bearing capacity factors B = width of strip footing Df = depth of footing below surface of ground
k = coefficient of permeability = hydraulic conductivity = Q/(iA) (from Darcy's equation)
Q = discharge flow rate i = hydraulic gradient = dH/dx A = cross-sectional area Q = kH(Nf/Nd) (for flow nets, Q per unit width) H = total hydraulic head (potential) Nf = number of flow channels Nd = number of potential drops
Cc = compression index = ∆e/∆log p = (e1 – e2)/(log p2 – log p1) = 0.009 (LL – 10) for normally consolidated clay e1 and e2 = void ratios p1 and p2 = pressures ∆H = settlement = H [Cc /(1 + e0)] log [(σ0 + ∆p)/σ0] = H∆e/(1 + e0) H = thickness of soil layer ∆e, ∆p = change in void ratio, change in pressure e0, σ0 = initial void ratio, initial pressure cv = coefficient of consolidation = THdr
2/t T = time factor t = consolidation time Hdr = length of drainage path
Ka = Rankine active lateral pressure coefficient = tan2(45 – φ/2) Kp = Rankine passive lateral pressure coefficient = tan2(45 + φ/2) Pa = active resultant force = 0.5γH 2Ka H = height of wall
FS = factor of safety against sliding (slope stability)
α
φα+=
sintancos
WWcL
L = length of slip plane α = slope of slip plane with horizontal φ = angle of internal friction W = total weight of soil above slip plane
CIVIL ENGINEERING (continued)
112
SOIL CLASSIFICATION CHART
HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and organic odor PT
GW
GP
GM
GC
SW
SP
SM
SC
CL
Well-graded gravelF
Poorly graded gravelF
Silty gravelF,G,H
Clayey gravelF,G,H
Poorly graded sand I
Silty sand G,H,I
Clayey sand G,H,I
Lean clay K,L,M
Organic clay K,L,M,N
Organic clay K,L,M,PLiquid Limit - oven dried
PI plots below "A" line
PI plots on or above "A" line
Liquid Limit - not dried
Liquid Limit - oven dried
Fines classify as CL or CH
Fines classify as ML or MH
Fines classify as CL or CH
Fines classify as ML or MH
Cu ≥ 4 and 1 ≤ Cc ≤ 3E
Cu < 4 and/or Cc > 3E
Cu ≥ 6 and 1 ≤ Cc ≤ 3E
Cu < 6 and/or 1 > Cc > 3E
Liquid Limit - not dried
Organic silt K,L,M,Q
Organic silt K,L,M,O
Fat clay K,L,M
Elastic silt K,L,M
Silt K,L,M
Well-graded sand I
ML
OL
CH
MH
OH
Peat
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM DESIGNATION D-2487)
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA
Group NameBGroupSymbol
Soil Classification
COARSE-GRAINED SOILSMore than 50%retained on No.200 sieve
FINE-GRAINEDSOILS50% or morepass the No.200 sieve
Silts and ClaysLiquid limit lessthan 50
Silts and ClaysLiquid limit 50 ormore
GravelsMore than 50% ofcoarse fractionretained on No. 4sieveSands50% or more ofcoarse fractionpasses No. 4 sieve
Cleans GravelsLess than 5% fines
c
Gravels with FinesMore than 12% finesc
Cleans SandsLess than 5% finesD
Sands with FinesMore than 12% finesD
inorganic
inorganic
organic
organic
Based on the material passing the 3-in. (75-mm) sieve.
SP-SM poorly graded sand with siltSP-SC poorly graded sand with clay
If soil contains ≥ 15% sand, add "with sand"to group name.
If fines classify as CL-ML, use dual symbolGC-GM, or SC-SM.
If fines are organic, add "with organic fines"to group name.
If soil contains ≥ 15% gravel, add "withgravel" to group name.
If Atterberg limits plot in hatched area, soil isa CL-ML, silty clay.
If soil contains 15 to 29% plus No. 200, add"with sand" or "with gravel, "whichever ispredominant.
If soil contains ≥ 30% plus No. 200,predominantly sand, add "sandy" to groupname.
If soil contains ≥ 30% plus No. 200,predominantly gravel, add "gravelly" togroup name.
PI ≥ 4 and plots on or above "A" line.
PI < 4 or plots below "A" line.
PI plots below "A" line.
PI plots on or above "A" line.
If field sample contained cobbles or boulders,or both, add "with cobbles or boulders, orboth" to group name.
Gravels with 5 to 12% fines require dualsymbols:GW-GM well-graded gravel with siltGW-GC well-graded gravel with clayGP-GM poorly graded gravel with siltGP-GC poorly graded gravel with clay
Sands with 5 to 12% fines require dualsymbols:SW-SM well-graded sand with siltSW-SC well-graded sand with clay
< 0.75
< 0.75
PI < 4 or plots below "A" line J
PI > 7 and plots on or above "A"line J
A
B
C
D
E
F
G
H
I
J
K
1060U L
M
N
O
P
Q
C D D=6010
C
230D
D DX=
( )C/
CL - ML ML or OL
MH or OHCL o
r OL
CH or OH"U
" LIN
E
"A" L
INE
Pla
stic
ity in
dex,
PI
60
50
40
30
20
10740
0 10 16 20 30 40 50 60 70 80 90 100 110
Liquid limit, LL
Notes:
(1) The A-Line separates clayclassifications and siltclassifications.
(2) The U-Line represents anapproximate upper limit of LLand PL combinations for naturalsoils (empirically determined).
CIVIL ENGINEERING (continued)
113
<15% SAND≥15% SAND<15% SAND≥15% SAND
WELL-GRADED GRAVELWELL-GRADED GRAVEL WITH SANDPOORLY-GRADED GRAVELPOORLY-GRADED GRAVEL WITH SAND
WELL-GRADED SANDWELL-GRADED SAND WITH GRAVELPOORLY-GRADED SANDPOORLY-GRADED SAND WITH GRAVEL
WELL-GRADED GRAVEL WITH SILTWELL-GRADED GRAVEL WITH SILT AND SANDWELL-GRADED GRAVEL WITH CLAY (OR SILTY CLAY)WELL-GRADED GRAVEL WITH CLAY AND SAND (OR SILTY CLAY AND SAND)
WELL-GRADED SAND WITH SILTWELL-GRADED SAND WITH SILT AND GRAVELWELL-GRADED SAND WITH CLAY (OR SILTY CLAY)WELL-GRADED SAND WITH CLAY AND GRAVEL (OR SILTY CLAY AND GRAVEL)
POORLY-GRADED SAND WITH SILTPOORLY-GRADED SAND WITH SILT AND GRAVELPOORLY-GRADED SAND WITH CLAY (OR SILTY CLAY)POORLY-GRADED SAND WITH CLAY AND GRAVEL (OR SILTY CLAY AND GRAVEL)
SILTY SANDSILTY SAND WITH GRAVELCLAYEY SANDSLAYEY SAND WITH GRAVELSILTY, CLAYEY SANDSILTY, CLAYEY SAND WITH GRAVEL
POORLY-GRADED GRAVEL WITH SILTPOORLY-GRADED GRAVEL WITH SILT AND SANDPOORLY-GRADED GRAVEL WITH CLAY (OR SILTY CLAY)POORLY-GRADED GRAVEL WITH CLAY AND SAND (OR SILTY CLAY AND SAND)
GROUP NAME
FLOW CHART FOR CLASSIFYING COARSE-GRAINED SOILS (MORE THAN 50 PERCENT RETAINED ON NO. 200 SIEVE)
>12% FINES
Cu < 6 and/or 1 > Cc > 3
Cu < 6 and/or 1 > Cc > 3
Cu < 4 and/or 1 > Cc > 3
Cu < 4 and/or 1 > Cc > 3
Cu ≥ 6 and 1 ≤ Cc ≤ 3
Cu ≥ 6 and 1 ≤ Cc ≤ 3
Cu ≥ 4 and 1 ≤ Cc ≤ 3
Cu ≥ 4 and 1 ≤ Cc ≤ 3
5-12% FINES
5-12% FINES
<5% FINES
<5% FINES
>12% FINES
GROUP SYMBOL
GW
GW-GC
GW-GM
GP-GC
GM
GP-GM
GC-GM
SW
SW-SM
SP-SM
SP-SC
SM
SC
SC-SM
SW-SC
SP
GP
GC
FINES = ML or MH
FINES = ML or MH
FINES =ML or MH
FINES = ML or MH
FINES = CL-ML
FINES = CL or CH
FINES = ML or MH
FINES = CL-ML
FINES = CL or CH
FINES = CL, CH, (or CL-ML)
FINES = CL, CH, (or CL-ML)
FINES = CL, CH, (or CL-ML)
FINES = ML or MH
FINES = CL, CH, (or CL-ML)
CIVIL ENGINEERING (continued)
114
STRUCTURAL ANALYSIS Influence Lines An influence diagram shows the variation of a function (reaction, shear, bending moment) as a single unit load moves across the structure. An influence line is used to (1) determine the position of load where a maximum quantity will occur and (2) determine the maximum value of the quantity. Deflection of Trusses Principle of virtual work as applied to trusses
∆ = ΣfQδL ∆ = deflection at point of interest fQ = member force due to virtual unit load applied at
the point of interest
δL = change in member length
= αL(∆T) for temperature = FpL/AE for external load
α = coefficient of thermal expansion L = member length Fp = member force due to external load A = cross-sectional area of member E = modulus of elasticity ∆T = T–TO; T = final temperature, and TO = initial
temperature Deflection of Frames The principle of virtual work as applied to frames:
⎭⎬⎫
⎩⎨⎧∑=∆ ∫ dx
EImML
O
m = bending moment as a function of x due to virtual unit load applied at the point of interest
M = bending moment as a function of x due to external loads
BEAM FIXED-END MOMENT FORMULAS
2L
2PabABFEM = 2L
b2PaBAFEM =
12
2LowABFEM =
12
2LowBAFEM =
30
2LowABFEM =
20
2LowBAFEM =
Live Load Reduction The live load applied to a structure member can be reduced as the loaded area supported by the member is increased. A typical reduction model (as used in ASCE 7 and in building codes) for a column supporting two or more floors is:
nominalTLL
nominalreduced L Ak
L L 0.4150.25 ≥⎟⎟
⎠
⎞
⎜⎜
⎝
⎛+= Columns: kLL = 4
Beams: kLL = 2
where Lnominal is the nominal live load (as given in a load standard or building code), AT is the cumulative floor tributary area supported by the member, and kLL is the ratio of the area of influence to the tributary area.
CIVIL ENGINEERING (continued)
115
REINFORCED CONCRETE DESIGN ACI 318-02 US Customary units
Definitions a = depth of equivalent rectangular stress block, in Ag = gross area of column, in2
As = area of tension reinforcement, in2
As' = area of compression reinforcement, in2
Ast = total area of longitudinal reinforcement, in2 Av = area of shear reinforcement within a distance s, in b = width of compression face of member, in be = effective compression flange width, in bw = web width, in β1 = ratio of depth of rectangular stress block, a, to depth to neutral axis, c
= 0.85 ≥ 0.85 – 0.05 ⎟⎟⎠
⎞⎜⎜⎝
⎛ −000,1
000,4'cf ≥ 0.65
c = distance from extreme compression fiber to neutral axis, in d = distance from extreme compression fiber to centroid of nonprestressed tension reinforcement, in dt = distance from extreme tension fiber to extreme tension steel, in
Ec = modulus of elasticity = 33 wc1.5 'cf , psi
εt = net tensile strain in extreme tension steel at nominal strength fc' = compressive strength of concrete, psi fy = yield strength of steel reinforcement, psi
hf = T-beam flange thickness, in Mc = factored column moment, including slenderness effect, in-lb Mn = nominal moment strength at section, in-lb φMn = design moment strength at section, in-lb Mu = factored moment at section, in-lb Pn = nominal axial load strength at given eccentricity, lb φPn = design axial load strength at given eccentricity, lb Pu = factored axial force at section, lb ρg = ratio of total reinforcement area to cross-sectional area of column = Ast/Ag s = spacing of shear ties measured along longitudinal axis of member, in Vc = nominal shear strength provided by concrete, lb Vn = nominal shear strength at section, lb φVn = design shear strength at section, lb Vs = nominal shear strength provided by reinforcement,
SELECTED ACI MOMENT COEFFICIENTS Approximate moments in continuous beams of three or more spans, provided: 1. Span lengths approximately equal (length of longer adjacent span within 20% of shorter) 2. Uniformly distributed load 3. Live load not more than three times dead load
Mu = coefficient * wu * Ln2
wu = factored load per unit beam length Ln = clear span for positive moment; average adjacent clear spans for negative moment
Spandrel beam
−241
+141 +
161
−101 −
111 −
111
Column +
161 +
141
−111 −
111 −
101 −
161
Ln
Unrestrainedend
+111 +
161
−101 −
111 −
111
End span Interior span
CIVIL ENGINEERING (continued)
116
RESISTANCE FACTORS, φ
Tension-controlled sections ( εt ≥ 0.005 ): φ = 0.9 Compression-controlled sections ( εt ≤ 0.002 ): Members with spiral reinforcement φ = 0.70 Members with tied reinforcement φ = 0.65 Transition sections ( 0.002 < εt < 0.005 ): Members w/ spiral reinforcement φ = 0.57 + 67εt Members w/ tied reinforcement φ = 0.48 + 83εt Shear and torsion φ = 0.75 Bearing on concrete φ = 0.65
If compression steel does not yield (four steps): 1. Solve for c:
c2 + ⎟⎟⎠
⎞⎜⎜⎝
⎛
β
−−
bffAAf
c
yssc
1'85.0')'85.0000,87(
c
− bfdA
c
s
1'85.0''000,87
β = 0
CIVIL ENGINEERING (continued)
117
Doubly-reinforced beams (continued) Compression steel does not yield (continued)
2. fs'=87,000 ⎟⎠
⎞⎜⎝
⎛ −c
dc '
3. As,max= ⎟⎠⎞
⎜⎝⎛β
73'85.0 1 t
y
c df
bf− As' ⎟
⎟⎠
⎞⎜⎜⎝
⎛
y
sff '
4. bffAfA
ac
ssys
'85.0)''( −
=
Mn = fs' ⎥⎥⎦
⎤
⎢⎢⎣
⎡−+⎟
⎠⎞
⎜⎝⎛ −⎟⎟
⎠
⎞⎜⎜⎝
⎛− )'('
2'
'ddAadA
ffA
sss
ys
T-beams − tension reinforcement in stem Effective flange width:
Design moment strength:
a = ec
ys
bffA
'85.0
If a ≤ hf :
As,max = 10.85 ' 37
c e t
y
f b df
β ⎛ ⎞⎜ ⎟⎝ ⎠
Mn = 0.85 fc' a be (d-2a )
If a > hf :
As,max = ⎟⎠⎞
⎜⎝⎛β
73'85.0 1 t
y
ec df
bf +y
fwec
fhbbf )('85.0 −
Mn = 0.85 fc' [hf (be − bw) (d − 2fh
)
+ a bw (d − 2a )]
BEAMS − FLEXURE: φMn ≥ Mu (CONTINUED)
1/4 • span length be = bw + 16 • hf
smallest beam centerline spacing
Beam width used in shear equations:
Nominal shear strength: Vn = Vc + Vs
Vc = 2 bw d 'cf
Vs = s
dfA yv [may not exceed 8 bw d 'fc ]
Required and maximum-permitted stirrup spacing, s
2
cu
VV φ≤ : No stirrups required
2
cu
VV φ> : Use the following table ( Av given ):
us c
VV V= −
φ
BEAMS − SHEAR: φVn ≥ Vu
b (rectangular beams )
bw (T−beams) bw =
Maximum permitted spacing
Vs > 4 bw d 'cf Smaller of:
s =4d
s =12"
Vs ≤ 4 bw d 'cf Smaller of:
s =2d OR
s =24"
cuc VVV
φ≤<φ
2 Vu > φVc
Smaller of:
s =w
yv
bfA
50
s ='75.0 cw
yv
fb
fA
Smaller of:
s =2d
OR
s =24"
v y
s
A f ds
V=
Required spacing
CIVIL ENGINEERING (continued)
118
SHORT COLUMNS Limits for main reinforcements:
g
stg A
A=ρ
0.01 ≤ ρg ≤ 0.08 Definition of a short column:
2
11234
MM
rKL
−≤
where: KL = Lcol clear height of column [assume K = 1.0] r = 0.288h rectangular column, h is side length perpendicular to buckling axis ( i.e., side length in the plane of buckling ) r = 0.25h circular column, h = diameter
M1 = smaller end moment M2 = larger end moment
2
1
MM
Concentrically-loaded short columns: φPn ≥ Pu M1 = M2 = 0
Mu = M2 or Mu = Pu e Use Load-moment strength interaction diagram to: 1. Obtain φPn at applied moment Mu 2. Obtain φPn at eccentricity e 3. Select As for Pu , Mu
positive if M1, M2 cause single curvature negative if M1, M2 cause reverse curvature
LONG COLUMNS − Braced (non-sway) frames Definition of a long column:
2
11234
MM
rKL
−>
Critical load:
Pc = 2
2π)KL(IE = 2
2π)L(IE
col
where: EI = 0.25 Ec Ig Concentrically-loaded long columns: emin = (0.6 + 0.03h) minimum eccentricity M1 = M2 = Pu emin (positive curvature)
22>r
KL
c
uc
PP
MM
75.01
2
−=
Use Load-moment strength interaction diagram to design/analyze column for Pu , Mu
Long columns with end moments: M1 = smaller end moment M2 = larger end moment
2
1
MM positive if M1 , M2 produce single curvature
4.04.0
6.02
1 ≥+=M
MCm
22
75.01
M
PP
MCM
c
u
mc ≥
−=
Use Load-moment strength interaction diagram to design/analyze column for Pu , Mu
CIVIL ENGINEERING (continued)
119
GRAPH A.11 Column strength interaction diagram for rectangular section with bars on end faces and γ = 0.80 (for instructional use only).
Design of Concrete Structures, 13th ed., Nilson, Darwin, Dolan,
McGraw-Hill ISBN 0-07-248305-9 GRAPH A.11, Page 762
CIVIL ENGINEERING (continued)
120
GRAPH A.15 Column strength interaction diagram for circular section γ = 0.80 (for instructional use only).
Design of Concrete Structures, 13th Edition (2004), Nilson, Darwin, Dolan
McGraw-Hill ISBN 0-07-248305-9 GRAPH A.15, Page 766
CIVIL ENGINEERING (continued)
121
STEEL STRUCTURES LOAD COMBINATIONS (LRFD)
Floor systems: 1.4D 1.2D + 1.6L where: D = dead load due to the weight of the structure and permanent features L = live load due to occupancy and moveable equipment L r = roof live load S = snow load R = load due to initial rainwater (excluding ponding) or ice W = wind load
TENSION MEMBERS: flat plates, angles (bolted or welded) Gross area: Ag = bg t (use tabulated value for angles)
Net area: An = (bg − ΣDh + g
s4
2
) t across critical chain of holes
where: bg = gross width t = thickness
s = longitudinal center-to-center spacing (pitch) of two consecutive holes g = transverse center-to-center spacing (gage) between fastener gage lines
Dh = bolt-hole diameter
Effective area (bolted members): U = 1.0 (flat bars) Ae = UAn U = 0.85 (angles with ≥ 3 bolts in line) U = 0.75 (angles with 2 bolts in line)
Effective area (welded members): U = 1.0 (flat bars, L ≥ 2w) Ae = UAg U = 0.87 (flat bars, 2w > L ≥ 1.5w) U = 0.75 (flat bars, 1.5w > L ≥ w) U = 0.85 (angles) 0
Roof systems: 1.2D + 1.6(Lr or S or R) + 0.8W 1.2D + 0.5(Lr or S or R) + 1.3W 0.9D ± 1.3W
Fracture: φTn = φf Ae Fu = 0.75 Ae Fu Block shear rupture (bolted tension members):
Agt =gross tension area Agv =gross shear area Ant =net tension area Anv=net shear area
When FuAnt ≥ 0.6 FuAnv:
When FuAnt < 0.6 FuAnv:
φRn = 0.75 [0.6 Fy Agv + Fu Ant]
0.75 [0.6 Fu Anv + Fu Ant] smaller
φRn = 0.75 [0.6 Fu Anv + Fy Agt]
0.75 [0.6 Fu Anv + Fu Ant] smaller
ASD
Yielding: Ta = Ag Ft = Ag (0.6 Fy)
Fracture: Ta = Ae Ft = Ae (0.5 Fu) Block shear rupture (bolted tension members):
Ta = (0.30 Fu) Anv + (0.5 Fu) Ant
Ant = net tension area
Anv = net shear area
CIVIL ENGINEERING (continued)
122
BEAMS: homogeneous beams, flexure about x-axis Flexure – local buckling:
No local buckling if section is compact: yf
f
Ftb 652
≤ and yw Ft
h 640≤
where: For rolled sections, use tabulated values of f
f
tb2
and wth
For built-up sections, h is clear distance between flanges
For Fy ≤ 50 ksi, all rolled shapes except W6 × 19 are compact. Flexure – lateral-torsional buckling: Lb = unbraced length
LRFD–compact rolled shapes
y
yp F
rL
300=
22
1 11 LL
yr FX
FXr
L ++=
where: FL = Fy – 10 ksi
21
EGJAS
Xx
π=
2
w2 4 ⎟
⎠⎞
⎜⎝⎛=
GJS
ICX x
y
φ = 0.90 φMp = φ Fy Zx φMr = φ FL Sx
CBAb MMMM
MC
3435.25.12
max
max
+++=
Lb ≤ Lp: φMn = φMp Lp < Lb ≤ Lr:
φMn = ⎥⎥⎦
⎤
⎢⎢⎣
⎡
⎟⎟⎠
⎞⎜⎜⎝
⎛
−
−φ−φ−φ
pr
pbrppb LL
LLMMMC )(
= Cb [φMp − BF (Lb − Lp)] ≤ φMp
See Zx Table for BF Lb > Lr :
( )22
211
21
2
ybyb
xbn
/rL
XX/rLXSC
M +φ
=φ ≤ φMp
See Beam Design Moments curve
ASD–compact rolled shapes
yfy
fc FAd
orF
bL
)/(000,2076
= use smaller
Cb = 1.75 + 1.05(M1 /M2) + 0.3(M1 /M2)2 ≤ 2.3 M1 is smaller end moment M1 /M2 is positive for reverse curvature Ma = S Fb Lb ≤ Lc: Fb = 0.66 Fy Lb > Lc:
Fb = ⎥⎥⎦
⎤
⎢⎢⎣
⎡−
b
Tby
C,,)r/L(F
000530132 2
≤ 0.6 Fy (F1-6)
Fb = 2000170
)r/L(C,
Tb
b ≤ 0.6 Fy (F1-7)
Fb = fb
bA/dLC,00012 ≤ 0.6 Fy (F1-8)
For: y
b
T
b
y
bF
C,rL
FC, 000510000102
≤< :
Use larger of (F1-6) and (F1-8)
For: y
b
T
bF
C,rL 000510
> :
Use larger of (F1-7) and (F1-8) See Allowable Moments in Beams curve
W-Shapes Dimensions and Properties Table
Zx Table
Zx Table
CIVIL ENGINEERING (continued)
123
Shear – unstiffened beams LRFD – E = 29,000 ksi
φ = 0.90 Aw = d tw
yw Ft
h 417≤ φVn = φ (0.6 Fy) Aw
ywy Ft
hF
523417≤<
φVn = φ (0.6 Fy) Aw ⎥⎥
⎦
⎤
⎢⎢
⎣
⎡
yw Fh/t )(417
260523≤<
wy th
F
φVn = φ (0.6 Fy) Aw ⎥⎥⎦
⎤
⎢⎢⎣
⎡
yw Fh/t 2)(000,218
ASD
For yw Ft
h 380≤ : Fv = 0.40 Fy
For yw Ft
h 380> : Fv = )(
89.2 vy C
F ≤ 0.4 Fy
where for unstiffened beams: kv = 5.34
Cv = ywy
v
w Fh/tFk
h/t )(439190
=
COLUMNS Column effective length KL: AISC Table C-C2.1 (LRFD and ASD)− Effective Length Factors (K) for Columns AISC Figure C-C2.2 (LRFD and ASD)− Alignment Chart for Effective Length of Columns in Frames
Column capacities LRFD
Column slenderness parameter:
λc = ⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
π⎟⎠⎞
⎜⎝⎛
EF
rKL y
max
1
Nominal capacity of axially loaded columns (doubly symmetric section, no local buckling): φ = 0.85
λc ≤ 1.5: φFcr = φ yλ Fc ⎟
⎠⎞⎜
⎝⎛ 2
658.0
λc > 1.5: φFcr = φ ⎥⎥⎦
⎤
⎢⎢⎣
⎡2
877.0
cλFy
See Table 3-50: Design Stress for Compression Members (Fy = 50 ksi, φ = 0.85)
ASD Column slenderness parameter:
Cc = yF
E22π
Allowable stress for axially loaded columns (doubly symmetric section, no local buckling):
When max
⎟⎠⎞
⎜⎝⎛
rKL
≤ Cc
Fa =
3
3
2
2
8)r/KL(
8)(3
35
2)(1
cc
yc
CCKL/r
FC
KL/r
−+
⎥⎥⎦
⎤
⎢⎢⎣
⎡−
When max
⎟⎠⎞
⎜⎝⎛
rKL
> Cc: Fa = 2
2
)/(2312
rKLEπ
See Table C-50: Allowable Stress for Compression Members (Fy = 50 ksi)
CIVIL ENGINEERING (continued)
124
BEAM-COLUMNS: Sidesway prevented, x-axis bending, transverse loading between supports (no moments at ends), ends unrestrained against rotation in the plane of bending
LRFD
:2.0≥φ n
uP
P 0.198
≤φ
+φ n
u
n
uM
MP
P
:2.0<φ n
uP
P 0.12
≤φ
+φ n
u
n
uM
MP
P
where: Mu = B1 Mnt
B1 =
xe
u
m
PP
C
−1 ≥ 1.0
Cm = 1.0 for conditions stated above
Pex = ⎟⎟⎠
⎞⎜⎜⎝
⎛ π2
2
)( x
x
KLIE x-axis bending
ASD
15.0>a
aFf : 0.1
1≤
⎟⎟⎠
⎞⎜⎜⎝
⎛′
−+
be
a
bm
a
a
FFf
fCFf
15.0≤a
aFf : 0.1≤+
b
b
a
a
Ff
Ff
where: Cm = 1.0 for conditions stated above
eF ′ = 2
2
)(2312
xx /rKLEπ x-axis bending
BOLTED CONNECTIONS: A325 bolts db = nominal bolt diameter Ab = nominal bolt area s = spacing between centers of bolt holes in direction of force Le = distance between center of bolt hole and edge of member in direction of force t = member thickness
Dh = bolt hole diameter = db + 1/16" [standard holes] Bolt tension and shear strengths:
LRFD Design strength (kips / bolt): Tension: φRt = φ Ft Ab Shear: φRv = φ Fv Ab Design resistance to slip at factored loads ( kips / bolt ): φRn φRv and φRn values are single shear
ASD
Design strength ( kips / bolt ): Tension: Rt = Ft Ab Shear: Rv = Fv Ab Design resistance to slip at service loads (kips / bolt): Rv Rv values are single shear
Bolt size Bolt strength
3/4" 7/8" 1"
φRt 29.8 40.6 53.0
φRv ( A325-N ) 15.9 21.6 28.3
φRn (A325-SC ) 10.4 14.5 19.0
Bolt size Bolt strength
3/4" 7/8" 1"
Rt 19.4 26.5 34.6
Rv ( A325-N ) 9.3 12.6 16.5
Rv ( A325-SC ) 6.63 9.02 11.8
CIVIL ENGINEERING (continued)
125
Bearing strength LRFD Design strength (kips/bolt/inch thickness): φrn = φ 1.2 Lc Fu ≤ φ 2.4 db Fu φ = 0.75 Lc = clear distance between edge of hole and edge of adjacent hole, or edge of member, in direction of force Lc = s – Dh
Lc = Le – 2
Dh
Design bearing strength (kips/bolt/inch thickness) for various bolt spacings, s, and end distances, Le: The bearing resistance of the connection shall be taken as the sum of the bearing resistances of the individual bolts.
ASD Design strength (kips/bolt/inch thickness):
When s ≥ 3 db and Le ≥ 1.5 db
rb = 1.2 Fu db
When Le < 1.5 db : rb = 2
ue FL
When s < 3 db :
rb = 22 ub F
ds ⎟⎟
⎠
⎞⎜⎜⎝
⎛−
≤ 1.2 Fu db
Design bearing strength (kips/bolt/inch thickness) for various bolt spacings, s, and end distances, Le: Bolt size
3/4"
7/8"
1"
s ≥ 3 db and Le ≥ 1.5 db
Fu = 58 ksi Fu = 65 ksi
52.2 58.5
60.9 68.3
69.6 78.0
s = 2 2/3 db (minimum permitted) Fu = 58 ksi Fu = 65 ksi
47.1 52.8
55.0 61.6
62.8 70.4
Le = 1 1/4"
Fu = 58 ksi Fu = 65 ksi
36.3 [all bolt sizes]40.6 [all bolt sizes]
Bearingstrength
rb(k/bolt/in)
Bolt size Bearing strength
φrn (k/bolt/in) 3/4" 7/8" 1"
s = 2 2/3 db ( minimum permitted )
Fu = 58 ksi Fu = 65 ksi
62.0 69.5
72.9 81.7
83.7 93.8
s = 3"
Fu = 58 ksi Fu = 65 ksi
78.3 87.7
91.3 102
101 113
Le = 1 1/4"
Fu = 58 ksi Fu = 65 ksi
44.0 49.4
40.8 45.7
37.5 42.0
Le = 2"
Fu = 58 ksi Fu = 65 ksi
78.3 87.7
79.9 89.6
76.7 85.9
CIVIL ENGINEERING (continued)
126
Area Depth Web Flange Compact X1 X2 rT d/Af Axis X-X Axis Y-Y
Shape A d t w b f t f section x 106 ** ** I S r Z I r
in.2 in. in. in. in. bf/2tf h/tw ksi 1/ksi in. 1/in. in.4 in.3 in. in.3 in.4 in.
Recommended design value when ideal conditions are approximated
0.65 0.80 1.2 1.0 2.10 2.0
Figure C – C.2.2.
ALIGNMENT CHART FOR EFFECTIVE LENGTH OF COLUMNS IN CONTINUOUS FRAMES
♦
The subscripts A and B refer to the joints at the two ends of the column section being considered. G is defined as
( )( )gg
cc
/LI/LI
ΣΣ
=G
in which Σ indicates a summation of all members rigidly connected to that joint and lying on the plane in which buckling of the column is being considered. Ic is the moment of inertia and Lc the unsupported length of a column section, and Ig is the moment of inertia and Lg the unsupported length of a girder or other restraining member. Ic and Ig are taken about axes perpendicular to the plane of buckling being considered. For column ends supported by but not rigidly connected to a footing or foundation, G is theoretically infinity, but, unless actually designed as a true friction-free pin, may be taken as "10" for practical designs. If the column end is rigidly attached to a properly designed footing, G may be taken as 1.0. Smaller values may be used if justified by analysis.
♦ Manual of Steel Construction: Allowable Stress Design, American Institute of Steel Construction, 9th ed., 1989.
CIVIL ENGINEERING (continued)
131
Design Stress, φc Fcr, for Compression Members of 50 ksi Specified Yield Stress Steel, φc = 0.85
a When element width-to-thickness ratio exceeds noncompact section limits of Sect. B5.1, see Appendix B5. b Values also applicable for steel of any yield stress ≥ 39 ksi. Note: Cc = 107.0
CIVIL ENGINEERING (continued)
135
SEWAGE FLOW RATIO CURVES
Population in Thousands (P)
ENVIRONMENTAL ENGINEERING For information about environmental engineering refer to the ENVIRONMENTAL ENGINEERING section. HYDROLOGY NRCS (SCS) Rainfall-Runoff
( )
,10
000,1
,10000,1
,8.0
2.0 2
+=
−=
+−
=
SCN
CNS
SPSPQ
P = precipitation (inches), S = maximum basin retention (inches), Q = runoff (inches), and CN = curve number.
Rational Formula Q = CIA, where
A = watershed area (acres), C = runoff coefficient, I = rainfall intensity (in/hr), and Q = peak discharge (cfs).
DARCY'S LAW Q = –KA(dh/dx), where
Q = Discharge rate (ft3/s or m3/s), K = Hydraulic conductivity (ft/s or m/s), h = Hydraulic head (ft or m), and A = Cross-sectional area of flow (ft2 or m2). q = –K(dh/dx) q = specific discharge or Darcy velocity v = q/n = –K/n(dh/dx) v = average seepage velocity n = effective porosity Unit hydrograph: The direct runoff hydrograph that would
result from one unit of effective rainfall occurring uniformly in space and time over a unit period of time.
Transmissivity, T, is the product of hydraulic conductivity
and thickness, b, of the aquifer (L2T –1). Storativity or storage coefficient, S, of an aquifer is the volume of water
taken into or released from storage per unit surface area per unit change in potentiometric (piezometric) head.
0.2
2: 5
14: 14
18 :4
++
++
PCurveA
Curve BP
PCurveGP
CIVIL ENGINEERING (continued)
136
HYDRAULIC-ELEMENTS GRAPH FOR CIRCULAR SEWERS Open-Channel Flow Specific Energy
ygAQy
gVE +=+= 2
22
22αα , where
E = specific energy, Q = discharge, V = velocity, y = depth of flow, A = cross-sectional area of flow, and α = kinetic energy correction factor, usually 1.0. Critical Depth = that depth in a channel at minimum specific energy
TA
gQ 32
=
where Q and A are as defined above, g = acceleration due to gravity, and T = width of the water surface.
For rectangular channels
312
⎟⎟⎠
⎞⎜⎜⎝
⎛=
gqyc , where
yc = critical depth, q = unit discharge = Q/B, B = channel width, and g = acceleration due to gravity.
Froude Number = ratio of inertial forces to gravity forces
hgyVF = , where
V = velocity, and yh = hydraulic depth = A/T
CIVIL ENGINEERING (continued)
137
Specific Energy Diagram
yg
VE +α
=2
2
Alternate depths: depths with the same specific energy. Uniform flow: a flow condition where depth and velocity
do not change along a channel. Manning's Equation
2132 SARnKQ =
Q = discharge (m3/s or ft3/s), K = 1.486 for USCS units, 1.0 for SI units, A = cross-sectional area of flow (m2 or ft2), R = hydraulic radius = A/P (m or ft), P = wetted perimeter (m or ft), S = slope of hydraulic surface (m/m or ft/ft), and n = Manning’s roughness coefficient. Normal depth (uniform flow depth)
2132
KSQnAR =
Weir Formulas Fully submerged with no side restrictions
Q = CLH3/2
V-Notch Q = CH5/2, where
Q = discharge (cfs or m3/s), C = 3.33 for submerged rectangular weir (USCS units), C = 1.84 for submerged rectangular weir (SI units), C = 2.54 for 90° V-notch weir (USCS units), C = 1.40 for 90° V-notch weir (SI units), L = weir length (ft or m), and H = head (depth of discharge over weir) ft or m. Hazen-Williams Equation
V = k1CR0.63S0.54, where C = roughness coefficient, k1 = 0.849 for SI units, and k1 = 1.318 for USCS units, R = hydraulic radius (ft or m), S = slope of energy grade line, = hf /L (ft/ft or m/m), and V = velocity (ft/s or m/s).
Values of Hazen-Williams Coefficient C
Pipe Material C
Concrete (regardless of age) 130 Cast iron: New 130 5 yr old 120 20 yr old 100 Welded steel, new 120 Wood stave (regardless of age) 120 Vitrified clay 110 Riveted steel, new 110 Brick sewers 100 Asbestos-cement 140 Plastic 150
For additional fluids information, see the FLUID MECHANICS section.
TRANSPORTATION U.S. Customary Units a = deceleration rate (ft/sec2) A = algebraic difference in grades (%) C = vertical clearance for overhead structure (overpass) located within 200 feet of the midpoint of the curve e = superelevation (%) f = side friction factor ± G = percent grade divided by 100 (uphill grade"+") h1 = height of driver's eyes above the roadway surface (ft) h2 = height of object above the roadway surface (ft) L = length of curve (ft) Ls = spiral transition length (ft) R = radius of curve (ft) S = stopping sight distance (ft) t = driver reaction time (sec) V = design speed (mph) Stopping Sight Distance
S = 2
1.4730
32.2
V Vta G
+⎛ ⎞⎛ ⎞ ±⎜ ⎟⎜ ⎟⎝ ⎠⎝ ⎠
1 1
y
CIVIL ENGINEERING (continued)
138
DENSITY k (veh/mi)
SPE
ED v
(mph
)
DENSITY k (veh/mi) V
OLU
ME
q (v
eh/h
r)
CAPACITY
VOLUME q (veh/hr)
SPE
ED v
(mph
)
CA
PAC
ITY
Transportation Models See INDUSTRIAL ENGINEERING for optimization models and methods, including queueing theory. Traffic Flow Relationships (q = kv)
Vertical Curves: Sight Distance Related to Curve Length
S ≤ L S > L
Crest Vertical Curve General equation:
For h1 = 3.50 ft and h2 = 2.0 ft :
L = 2
21 2100( 2 2 )
ASh h+
L = 2
2,158AS
L = 2S − ( )2
1 2200 h h
A
+
L = 2S − 2,158A
Sag Vertical Curve (based on standard headlight criteria)
L = 2
400 3.5AS
S+ L = 2S − 400 3.5S
A+⎛ ⎞
⎜ ⎟⎝ ⎠
Sag Vertical Curve (based on riding comfort) L =
2
46.5AV
L = 2
1 28002
ASh hC +⎛ ⎞−⎜ ⎟⎝ ⎠
L = 2S − 1 28002
h hC
A+⎛ ⎞−⎜ ⎟⎝ ⎠
Sag Vertical Curve (based on adequate sight distance under an overhead structure to see an object beyond a sag vertical curve)
C = vertical clearance for overhead structure (overpass) located within 200 feet of the midpoint of the curve
Horizontal Curves
Side friction factor (based on superelevation)
20.01
15Ve f
R+ =
Spiral Transition Length Ls =
33.15VRC
C = rate of increase of lateral acceleration [use 1 ft/sec3 unless otherwise stated]
Sight Distance (to see around obstruction) HSO = R 28.651 cos S
R⎡ ⎤⎛ ⎞− ⎜ ⎟⎢ ⎥⎝ ⎠⎣ ⎦
HSO = Horizontal sight line offset
CIVIL ENGINEERING (continued)
139
HORIZONTAL CURVE FORMULAS
D = Degree of Curve, Arc Definition P.C. = Point of Curve (also called B.C.) P.T. = Point of Tangent (also called E.C.) P.I. = Point of Intersection I = Intersection Angle (also called ∆) Angle between two tangents L = Length of Curve, from P.C. to P.T. T = Tangent Distance E = External Distance R = Radius L.C. = Length of Long Chord M = Length of Middle Ordinate c = Length of Sub-Chord d = Angle of Sub-Chord
( )
( ) ( )
5729.58
= 2 sin /2
= tan /2 = 2 cos /2
RD
L.C.RI
L.C.T R II
=
100180
IL RID
π= =
( )[ ] I/ M = R 2cos1 −
( )
( )
cos 2
cos 2−
R = I/E + R
R M = I/R
( )2 sin 2c = R d/
I
E = R ⎥⎦
⎤⎢⎣
⎡−1
/2)cos(1
Deflection angle per 100 feet of arc length equals 2D
LATITUDES AND DEPARTURES
+ Latitude
- Latitude
- Departure + Departure
CIVIL ENGINEERING (continued)
140
VERTICAL CURVE FORMULAS
L = Length of Curve (horizontal) g2 = Grade of Forward Tangent PVC = Point of Vertical Curvature a = Parabola Constant PVI = Point of Vertical Intersection y = Tangent Offset PVT = Point of Vertical Tangency E = Tangent Offset at PVI g1 = Grade of Back Tangent r = Rate of Change of Grade x = Horizontal Distance from PVC
to Point on Curve
xm = Horizontal Distance to Min/Max Elevation on Curve = 1 1
CONSTRUCTION Construction project scheduling and analysis questions may be based on either activity-on-node method or on activity-on-arrow method. CPM PRECEDENCE RELATIONSHIPS (ACTIVITY ON NODE)
A
B
Start-to-start: start of B depends on the start of A
A
B
Finish-to-finish: finish of B depends on the finish of A
A B
Finish-to-start: start of B depends on the finish of A
CIVIL ENGINEERING (continued)
141
HIGHWAY PAVEMENT DESIGN AASHTO Structural Number Equation
SN = a1D1 + a2D2 +…+ anDn, where SN = structural number for the pavement
ai = layer coefficient and Di = thickness of layer (inches).
Note: kN converted to lb are within 0.1 percent of lb shown.
CIVIL ENGINEERING (continued)
142
EARTHWORK FORMULAS Average End Area Formula, V = L(A1 + A2)/2 Prismoidal Formula, V = L (A1 + 4Am + A2)/6, where Am = area of mid-section Pyramid or Cone, V = h (Area of Base)/3
where L = distance between A1 and A2
AREA FORMULAS Area by Coordinates: Area = [XA (YB – YN) + XB (YC – YA) + XC (YD – YB) + ... + XN (YA – YN–1)] / 2