PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
7th Edition
ISBN: 9781119610526
Author: Mannering
Publisher: WILEY
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Chapter 4, Problem 30P
To determine
The number of years for which the flexible pavement will last.
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7. Match the given strand profiles with the corresponding loading conditions for a prestressed concrete (PSC) beam.
Strand profile
(b)
(d)
(c)
(a)
Ꮎ
Load on a beam
4. For serviceability considerations, the effective moment of inertia (Ie) is calculated using the following
formula:
le
1
-
1cr
((2/3) Mcr)
Ma
2
-
وا ≥
Note that the upper bound was previously set as Iut in the earlier ACI equation.
(a) Arrange the following moment of inertia values in ascending order (from smallest to largest):
le, Ier, Ig and lut
(b) Mer is the cracking moment. Choose the cross-section that should be used to compute Mcr.
NA.
h
5. Identify and circle the figure that represents the scenario in which the torsional effect is permitted to be reduced
according to the ACI code provisions. (3 pts)
mt
mi
B
(b)
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Chapter 4 Solutions
PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
Ch. 4 - Prob. 1PCh. 4 - Prob. 2PCh. 4 - Prob. 3PCh. 4 - Prob. 4PCh. 4 - Prob. 5PCh. 4 - Prob. 6PCh. 4 - Prob. 7PCh. 4 - Prob. 8PCh. 4 - Prob. 9PCh. 4 - Prob. 10P
Ch. 4 - Prob. 11PCh. 4 - Prob. 12PCh. 4 - Prob. 13PCh. 4 - Prob. 14PCh. 4 - Prob. 15PCh. 4 - Prob. 16PCh. 4 - Prob. 17PCh. 4 - Prob. 18PCh. 4 - Prob. 19PCh. 4 - Prob. 20PCh. 4 - Prob. 21PCh. 4 - Prob. 22PCh. 4 - Prob. 23PCh. 4 - Prob. 24PCh. 4 - Prob. 25PCh. 4 - Prob. 26PCh. 4 - Prob. 27PCh. 4 - Prob. 28PCh. 4 - Prob. 29PCh. 4 - Prob. 30PCh. 4 - Prob. 31PCh. 4 - Prob. 32P
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- . 9. A reinforced concrete beam is subjected to V/ = 40 kips and Tu/ = 12 ft kips at the critical section. Given conditions: ⚫ Longitudinal reinforcements use No. 8 grade 60 steel with an effective depth d = 20 in. For shear capacity, V = 18 kips and V₂ = 22 kips • For transverse reinforcements, use No. 3 bars with grade 60. • The effective torsional area of A. = 150 in². • Crack angle = 45° ⚫ The minimum stirrup spacing is Smin = 4" and the maximum stirrup spacing is Smax = Find the required stirrup spacing at the critical section. 8".arrow_forward3. The beam shown on the right uses three No. 8 bars made of Grade 60 steel as longitudinal reinforcement. The allowable maximum center-to-center spacing of the longitudinal rebars has been determined to be 10 inches. Now assume that Grade 80 steel will be used instead. Determine whether the beam satisfies the rebar spacing requirements according to the ACI Code. Additional assumptions: • Estimate fs = fy • 20" Clear cover: ? 12" Clear side cover: 1.5" The clear cover depth cc and the clear side cover remain unchanged, regardless of the change in material.arrow_forward6. For the slender columns shown below: a) Determine the effective buckling length factor (k) for each column. b) Circle the column with the largest buckling capacity, assuming all columns have the same length (f) and the same flexural rigidity (E+I) k = (a) (b) (c) (d)arrow_forward
- 5. Identify and circle the figure that represents the scenario in which the torsional effect is permitted to be reduced according to the ACI code provisions. mi (a) V7+ B (b)arrow_forward5. Identify and circle the figure that represents the scenario in which the torsional effect is permitted to be reduced according to the ACI code provisions. (3 pts) mi (a) V7+ B (b)arrow_forwardIf you can briefly answer each of the given questions I will rate, thanks.arrow_forward
- handwritten solution only. pls provide instructionsarrow_forwardhandwritten. pls provide instructionsarrow_forward2: Determine the vertical displacement, in millimeters, at H for the following truss. Assume A = 400 mm2 and E = 200,000 MPa for each member. A 5 kN B 5 kN 5 kN D I H G 2 m 2 m 2 m 2 m 1.0 m 1.0 m Earrow_forward
- 1: Determine the vertical deflection at joint E and the horizontal displacement at joint C for the following truss. Assume Area = 400 mm2 and E = 200000 MPa 30 m B с 30 kN A E D 25, KN -5 m- -5 m- -5 m- -5 m- -20 m-arrow_forwardA cantilever beam ABC is loaded as shown in Figure 1. A is a fixed support. Assume E= 200 GPa and I = 200 x 10^6 mm^4. (a) Using the moment area method, determine the slope at B. (b) Using the conjugate beam method, determine the vertical deflection at B. (c) Using the virtual work method, determine the vertical deflection at C.arrow_forwardCompute for the stresses (initial, const and final stage) and check for compliance in NSCP provisions. Also compute the following: 1. Compute and check if the section is Uncracked, Transition or Cracked as per NSCP. 2. Compute for its flexural capacity and check if it could carry the given load. BEAM SECTION NOT TO SCALE 1400mm 300 $1098 400 */ 400*300* 300 200 300 100 ORIGINAL SECTION/PRECA CAST-IN-PLACE (CIP) PART PRECAST LOADING AT SERVICE M • 21 KN (DEAD LOAD ONLY) 21KN 4.75m 9.25m CIVEN DATA STRANDS: 12-02 AT 120KN/STRAND (GOMM FROM BOTTOM) 8-2 AT 120HN/STRAND (120mm FROM BOTTOM) fc 42.5 MPa (BEAM) fc 38 MPa (CIP) f'a = 80% or fa fp-1860 MPa ESTRANDS 1976Pa OONG 23.6/m³ LOES 1-8% Loss 18% APPLY 3M LIVE LOAD AT CONST. PHASEarrow_forward
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