Civil Engineering Formulas Cheat Sheet, Cheat Sheet of Civil Engineering

Download Civil Engineering Formulas Cheat Sheet and more Cheat Sheet Civil Engineering in PDF only on Docsity! Quiz 1 Equation Sheet Quiz 1 Equation Sheet For additional fluids information, see the FLUID MECHANICS section. TRANSPORTATION J.S. Customary Units = deceleration rate (fi/sec* = absolute value of algebraic difference in grades (%) uperelevation (%) ide friction factor ercent grade divided by 100 (uphill grade "+") height of driver’s eyes above the roadway surface (ft) = height of object above the roadway surface (ft) length of curve (ft) piral transition length (ft) radius of curve (ft) stopping sight distance (ft) iriver reaction time (sec) sign speed (mph) vehicle approach speed (fps) = width of intersection, curb-to-curb (ft) = length of vehicle (ft) J length of yellow interval to nearest 0.1 sec (sec) r = length of red clearance interval to nearest 0.1 sec (sec) PWT RDS SHS Ok Vehicle Signal Change Interval en JECh ars WV? -V.) Theoretical Braking Distance = 2g(,U+ f, +G) Vv "= 0.01 1+—— fu [ aw Table 2.4 Typical Values of Coefficients of Road Adhesion Coefficient of road adhesion Pavement Maximum Slide Good, dry 1.00* 0.80 Good, wet 0.90 0.60 Poor, dry 0.80 055 Poor, wet 0.60 030 Packed snow or ice 0.25 0.10 163CIVIL ENGINEERING Transportation Models See INDUSTRIAL ENGINEERING for optimization models and methods, including queueing theory.  >   ]– ’ “_ DENSITY k (veh/mi) SP E E D v ( m ph ) DENSITY k (veh/mi) V O L U M E q ( ve h/ hr ) CAPACITY VOLUME q (veh/hr) S PE E D v ( m ph ) C A PA C IT Y Vertical Curves: Sight Distance Related to Curve Length S ≤ L S > L Crest Vertical Curve General equation: h1 = 3.50 ft and h2 = 2.0 ft: L = 2 2 1 2100( 2 2 ) AS h h+ L = 2 2,158 AS L = 2S − ( )21 2200 h h A + L = 2S − 2,158 A Sag Vertical Curve (based on standard headlight criteria) L = 2 400 3.5 AS S+ L = 2S − 400 3.5S A + Sag Vertical Curve (based on riding comfort) L = 2 46.5 AV L = 2 1 2800 2 AS h hC +− L = 2S − 1 2800 2 h h C 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 ( ) ( ) ( ) Standard Criteria: Horizontal Curves Side friction factor (based on superelevation) 2 0.01 15 Ve f R + = Spiral Transition Length Ls = 33.15V RC 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 ( )[ ] Vertical Curve Offsets Parabolic Equations 2 200 x L AY = y = ax2 + bx +c A = ∣ G1 – G2∣ *A is in percent form. Where y = roadway elevation at distance x from the PVC. K A L= 2 1 2 G Ga L −= ; b = G1; c = ELEVPVC 1GKxhl ×= *keep in mind that you must use either station/% or ft/decimal for x/Gi. Table 3.2 Design Controls for Crest Vertical Curves Based on Stopping Sight Distance U.S, Customary Metric . Rate of vertical Rate of vertical Design —_ Stopping sight curvature, K” Design Stopping sight curvature, K” Sj distance speed distance —_ (mi/h) (ft) Calculated Design (km/n) (m) Calculated _ Design 15 80 3.0 3 20 20 0.6 1 20 115 6.1 7 30 35 19 2 25 155 11.1 12 40 50 3.8 4 30 200 18.5 19 50 65 6.4 1 35 250 29.0 29 60 85 11.0 u 40 305 43.1 44 70 105 16.8 17 45 360 60.1 61 80 130 25.7 26 50 425 83.7 84 90 160 38.9 39 55 495 113.5 114 100 185 52.0 52 60 570 150.6 151 110 220 3.6 4 65 645 192.8 193 120 250 95.0 95 70 730 246.9 247 130 285 123.4 124 75 820 311.6 312 80 910 383.7 384 *Rate of vertical curvature, K, is the length of curve per percent algebraic difference in intersecting grades (A): K=LIA. Source: American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets, Washington, DC, 2001. lable 3.3 Design Controls for Sag Vertical Curves Based on Stopping Sight Distance U.S. Customary Metric Rate of vertic; Rate of vertical Design Stopping sight curvature, Design Stopping sight curvature, speed distance. §=§ —_———__— $I distance. §—§ —————_—___ (mish) (ft) Calculated Design (km/h) (m) Calculated Design 15 80 94 10 20 20 21 3 20 115 16.5 17 30 35 5. 6 25 155 25.5 26 40 50 85 9 30 200 36.4 37 50 65 12.2 13 35 250 49.0 49 60 85 173 18 40 305 63.4 64 70 105 22.6 2B 45 360 78.1 9 80 130 29.4 30 50 425 95.7 96 90 160 37.6 38 55 495 1149 115 100 185 44.6 45 60 570 135.7 136 110 220 544 55 65 645 156.5 157 120 250 62.8 63 70 730 180.3 181 130 285 72.7 B 8 820 205.6 206 80 910 231.0 231 *Rate of vertical curvature, K, is the length of curve per percent algebraic difference in intersecting grades (A): K = LIA. Source: American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets, Washington, DC, 2001. 1 4. Regression Equation? 2. Size within Data Extremes? 3. Number of Data Points? 1. Compatible with ITE Land Use Code? A B C ol le ct L oc al D at a Source: ITE Trip Generation Handbook, 2nd Edition Yes Yes Yes No No 1 or 2 3-5 3-5 6 + No Selection of ITE Rates/Equations, or Collection of Local Data 16 If number of data points between 3 and 5, analysts are encouraged to collect local data, but can proceed to Step 4. 5. Standard Deviation 110 percent?  6. Data Cluster Okay? Use Weighted Average Rate C ol le ct L oc al D at a A Yes No No Yes 17 Figure 3.1 Source: ITE Trip Generation Handbook, 2nd Edition Selection of ITE Rates/ Equations, or Collection of Local Data (cont.)