Principles of Highway Engineering and Traffic Analysi (NEW!!)
6th Edition
ISBN: 9781119305026
Author: Fred L. Mannering, Scott S. Washburn
Publisher: WILEY
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Chapter 2, Problem 3P
To determine
The final weight of the car to achieve the top speed.
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QUANTITY SURVEYING
Hi Bartleby, I need assistance with computing the following civil works data:
Foundation Excavation:
Compute the excavation volume for F1, F2, F3, F4 footings.
Provide the total excavation volume for all foundations.
Tie Beam:
Compute the volume for the tie beam using the provided dimensions (length = 10m, width = 0.4m, depth = 0.5m).
Septic Tank:
Compute the volume of the septic tank with dimensions (length = 2m, width = 1.5m, depth = 2m).
Wall Footing:
Compute the volume of the wall footing using (length = 10m, width = 0.4m, depth = 0.5m).
Total Excavated Volume:
Compute the total excavation volume from the sum of F1, F2, F3, F4, tie beam, septic tank, and wall footing.
Backfill Volume:
Calculate the backfill volume needed for all footings based on dimensions (length = 1.9m, width = 1.9m, thickness = 0.3m).
Compute the labor and total unit cost for backfilling.
Compaction:
Calculate the total compaction volume required…
P12.11. For problem 12.11, use the force method (method of consistent distortions) to find the value of the redundant force indicated for each truss. E is constant for all members.
=
4. For the frame below, only consider flexural (i.e., bending) behavior and ignore axial and
shear deformations. Points C and D are fixed connections. Use a = 12 ft, b = 10 ft, P
1 kip, and f = 50 lb/ft. All members are W14x34 (I = 340 in) and steel (E
29,000 ksi).
a. Determine the horizontal displacement of support B
b. Determine the rotation of support A
=
a
1
b
P
B
D
Bonus (up to 5 Pts): consider both axial and flexural deformations in problem 4. For
W14x34, A = 10 in². Hint: 1.8g = Σmembers (So
(√(x)M(x) dx + NL)
ΕΙ
AE
This optional question has up to 5 Pts, but the overall grade for the HW cannot be more
than 100.
Chapter 2 Solutions
Principles of Highway Engineering and Traffic Analysi (NEW!!)
Ch. 2 - Prob. 1PCh. 2 - Prob. 2PCh. 2 - Prob. 3PCh. 2 - Prob. 4PCh. 2 - Prob. 5PCh. 2 - Prob. 6PCh. 2 - Prob. 7PCh. 2 - Prob. 8PCh. 2 - Prob. 9PCh. 2 - Prob. 10P
Ch. 2 - Prob. 11PCh. 2 - Prob. 12PCh. 2 - Prob. 13PCh. 2 - Prob. 14PCh. 2 - Prob. 15PCh. 2 - Prob. 16PCh. 2 - Prob. 17PCh. 2 - Prob. 18PCh. 2 - Prob. 19PCh. 2 - Prob. 20PCh. 2 - Prob. 21PCh. 2 - Prob. 22PCh. 2 - Prob. 23PCh. 2 - Prob. 24PCh. 2 - Prob. 25PCh. 2 - Prob. 26PCh. 2 - Prob. 27PCh. 2 - Prob. 28PCh. 2 - Prob. 29PCh. 2 - Prob. 30PCh. 2 - Prob. 31PCh. 2 - Prob. 32PCh. 2 - Prob. 33PCh. 2 - Prob. 34PCh. 2 - Prob. 35PCh. 2 - Prob. 36PCh. 2 - Prob. 37PCh. 2 - Prob. 38PCh. 2 - Prob. 39PCh. 2 - Prob. 40P
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- P12.9 For problem 12.9, use the force method (method of consistent distortions) to find the value of the redundant force indicated for each truss. E is constant for all members.arrow_forward2. Determine the horizontal displacement at C. Assume all members are pin connected (i.e., this is a truss). P₁ = 5 kip and P₂ = 3 kip. Member AB and BC experience a temperature increase of ATAB = 150°F and ATBC = 200°F, respectively. Member CD is fabricated 0.05" short, and member DE is fabricated 0.1" long. For all members, cross section is 1 in², E = 29,000 ksi, and α = 6 × 10−6/°F. Use the tables below for your calculations. B 4ft C D A 4ft B 3ft + 3ft For loads: Member n N L A E nNL/AE AB AD BC BD CD DE For thermal effect: Sum Member n α AT L naATL AB AD BC BD CD DE Sum For fabrication errors: Member n δ ηδ AB AD BC BD CD DE Sumarrow_forward= 4. For the frame below, only consider flexural (i.e., bending) behavior and ignore axial and shear deformations. Points C and D are fixed connections. Use a = 12 ft, b = 10 ft, P 1 kip, and f = 50 lb/ft. All members are W14x34 (I = 340 in) and steel (E 29,000 ksi). a. Determine the horizontal displacement of support B b. Determine the rotation of support A = a 1 b P B D Bonus (up to 5 Pts): consider both axial and flexural deformations in problem 4. For W14x34, A = 10 in². Hint: 1.8g = Σmembers (So (√(x)M(x) dx + NL) ΕΙ AE This optional question has up to 5 Pts, but the overall grade for the HW cannot be more than 100.arrow_forward
- 2. Determine the horizontal displacement at C. Assume all members are pin connected (i.e., this is a truss). P₁ = 5 kip and P₂ = 3 kip. Member AB and BC experience a temperature increase of ATAB = 150°F and ATBC = 200°F, respectively. Member CD is fabricated 0.05" short, and member DE is fabricated 0.1" long. For all members, cross section is 1 in², E = 29,000 ksi, and α = 6 × 10−6/°F. Use the tables below for your calculations. B 4ft C D A 4ft B 3ft + 3ft For loads: Member n N L A E nNL/AE AB AD BC BD CD DE For thermal effect: Sum Member n α AT L naATL AB AD BC BD CD DE Sum For fabrication errors: Member n δ ηδ AB AD BC BD CD DE Sumarrow_forward1. For the braced frame shown below, determine the horizontal deflection at C. Assume all members are pin connected at their end points and treat the structure as a truss. A₁ = 2 in², A₂ = 5 in², E = 29,000 ksi, P₁ = 5 kip and P₂ = 10 kip. Use the table below for your calculations. The same table is also included as an Excel file. B 000 000 4 ft A2 A₁ A₂ 3 ft D Member n N L A E nNL/AE AB BC BD CD Sumarrow_forward3. For the beam below, determine the slope (in radians) at point C. Use a = 12 ft, b = 5 ft, E = 29,000 ksi, I = 800 in (W18x50), P = 2 kip (only consider flexural (i.e., bending) behavior and ignore axial and shear deformations). Hint 1: you may compare your answers with HW 5. Hint 2: pay attention to unit conversion between in and ft. A a B b Carrow_forward
- The problem is attached below. Please look at the attached picture and show the steps of the solution. Please I need an accurate solution step by step with final results.arrow_forwardSCHEDULE OF COLUMNS SCHEDULE OF FOOTINGS SCHEDULE OF BEAMS ZND SIDE SECTION VERTICAL LATERAL SPACING MARK BAR SECTION (Meters) (mm) BARS TIES (m) MARK 250 x CO 6-12 mm 10 mm 0.2 none LENGTH WIDTH 250 250 x C1 4-16 mm 10 mm 0.2 2-12 mm FO 1.20 1.20 300 250 x C2 4-16 mm 10 mm 0.2 2-12 mm F1 1.50 1.50 400 DEPTH MINIMUM 1.20 x 1.20 1.50 x 1.50 BAR (mm) TRANSVERSE LONGITUDINA L BARS SPACE (m) MARK L (mm) S (mm) @ SUPPORT @ MIDSPAN TOP BAR BOT. BAR | TOP BAR BOT. BAR @ @ STIRRUP @ 6-16 mm 6-16 mm Ø @ 0.206 MTS BO 200 350 3-16 mm |2-16 mm 2-16 mm 2-16 mm 9-16 mm 9-16 mm0 @ 0.166 MTS B1 250 350 2-16 mm 2-16 mm 2-16 mm 2-16 mm 10 mm0 Steel Ties 250 x 1.50 x C3 6-16 mm 10 mm 0.2 none F2 1.70 1.70 11-16 mm 11-16 mm0 @ 0.153 MTS B2 200 400 2-16 mm 2-16 mm 400 250 x F3 C4 8-16 mm 10 mm 0.2 none 0.70 0.70 400 (FENCE) 1.50 0.70 x 0.90 5-12 mm |5-12 mm @ 0.134 MTS B3 200 400 3-16 mm 2-16 mm 2-16 mm 2-16 mm 2-16 mm 2-16 mm SP, AS 1 @ 50, 10 @ 100, REST @200 O.C 250 x 10-16 C5 10 mm 0.2 none B4 200 450…arrow_forwardQUANTITY SURVEYING Please compute the detailed steel works for the following structural elements based on the attached schedules. For each element, calculate the following: Columns: Compute the total quantity of longitudinal reinforcement bars (type, size, and number of bars). Calculate the total quantity of ties or stirrups (size, spacing, and number of stirrups). Calculate the weight of reinforcement for the column section. Footings: Calculate the total quantity of longitudinal and transverse reinforcement bars (type, size, and number of bars). Compute the weight of reinforcement for the footing section. Beams: Calculate the total quantity of longitudinal reinforcement bars (top and bottom bars). Compute the total quantity of stirrups (size, spacing, and number of stirrups). Calculate the weight of reinforcement for the beam section. R.C. Slabs: Compute the quantity of top and bottom reinforcement bars (size, number of bars, and spacing). Calculate…arrow_forward
- Please compute the detailed steel works based on the following schedules provided: Columns: Reference the section dimensions and reinforcement details (e.g., size and type of bars, spacing, etc.) Footings: Use the specified dimensions, depth, and bar size and spacing for transverse and longitudinal bars. Beams: Incorporate the size of beams, bar quantities, and stirrup requirements (both at support and midspan). R.C. Slabs: Calculate the reinforcement for short and long spans with the provided bar details for each category. Ensure that you factor in all the bar sizes, spacing, and quantities as listed in the schedules for each structure type. Please provide a breakdown of the total steel required per component (columns, beams, footings, and slabs).arrow_forwardHi Bartleby, I would like to request assistance with the computation of the steelwork, specifically the reinforcement, tie wires, and stirrups. Additionally, I need to determine whether the steel is categorised as high or mild and the required minimum hook length for the computation. I will provide the concrete works computation as a reference. Can you assist with the steel computation based on this? Thank you so much!arrow_forwardHi Bartleby, I need help calculating the concrete volume and reinforcement requirements for my construction project using Class A concrete (40 kg). Below you can refer to the attached plan to verify the details: Questions: Can you help me calculate the total volume of concrete required for the columns, footings, beams, slabs, and stairs? What is the reinforcement calculation (in kg) needed for these concrete elements? For Class A concrete (40 kg), what mix ratio should I use to ensure proper strength and durability? Thank you for your assistance! You may refer to the attached plan to verify the details.arrow_forward
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