8th Sem-assignments-april-sep2021.docx - DSATM

Dayananda Sagar Academy of Technology & ManagementAffiliated to VTU, Belgaum and Approved by AICTE, New Delhi

(6 Engineering Branches Accredited for 3 years by NBA, New Delhi)Udayapura, Kanakapura Main Road, Opp. Art of Living,

Bangalore – 560082

Department of Civil Engineering

Quantity Surveying & Contracts Management

Semester: VIII Sub Code: 17CV81

Course outcomesCO409.

1Apply Estimation principles to arrive at quantities and rates of all civil engineeringstructures

CO409.2

Develop the skill of writing detailed specifications for civil engineering works

CO409.3

Build rates for civil engineering works on prevailing rates of materials in theindustry

CO409.4

Compose a strong contract for any construction activity

CO409.5

Apply the principles of contract management for planning and execution ofconstruction activities

CO409.6

Conduct valuation of buildings based on prevailing conditions

Cognitive Levels: R-Remember, U-Understand, A-Apply, AN-Analyse, D-Design andE-Evaluate.

ASSIGNMENT

Sl.No

Questions Year Marks CO CognitiveLevel

1 Prepare a detailed estimate residential building in the fig. for the

following items of work. Prepare an abstract of estimated cost. (By

Centre Line Method)

a) Earthwork excavation for foundation in hard soil at Rs.125/m3

b) CC 1:4:8 for foundation at Rs.2800/m3

c) BBM for super structure in CM 1:6 at Rs.3200/m3

d) SSM for foundation in CM 1:8 and basement 1:6 at Rs. 2500/m3

and 2800/m3 respectively

e) Internal plastering in CM 1:6 for walls at Rs. 3750/m3

Jan

2019

40

MarksCO 1 A & E




2 The details of residential building is as shown in the fig., workout

the quantities and cost for the following items of work. (By Centre

Line Method)

a) Centerline calculations with line diagram

b) Earthwork excavation for foundation in ordinary soil at Rs.

180/m3

c) Size stone masonry in CM 1:8 for foundation and basement at

Rs.3800/m3

d) First class brick work in super structure in CM 1:6 roof slab at

Rs. 4300/m3

e) Plastering to inside wall in CM 1:3 with lime rendering at Rs.

220/m2

f) Total cost abstract for the above items

Jul

201840 CO 1 A & E




3 The plan and cross section of the wall of the proposed “Office

building” is shown in Fig. work out the quantities and cost of the

following items of work. Thickness of wall = 300mm, Height of

ceiling = 3100mm (By Long Wall – Short Wall Method)

a) Earthwork in excavation for foundation @ 200/m3

b) Plain cement concrete for foundation @ 5500/m3

c) Size stone masonry in CM 1:4 for foundation and plinth at

4500/m3

d) First class brick work in super structure in CM 1:6 @ 7000/m3

Jan

201740 CO 1 A & E




4 Prepare a detailed estimate for a residential building for the

following items of work. Prepare an abstract also. (By Long Wall –

Short Wall Method)

a) Earthwork excavation for foundation in hard soil at Rs 100/m3

b) CC bed 1:4:8 for walls at Rs 2250/m3

c) SSM with CM 1:4 in foundation and basement at Rs 3500/m3

d) CC plinth 1:2:4 at Rs 3900/m3

e) BBM walls with CM 1:6 for superstructure at Rs 4000/m3

Jan

201540 CO 1 A & E




5 The details of a manhole is shown in the fig, Estimate the

quantities of the following items of work

a) Earthwork excavation

b) CC bed with 1:3:6

c) 1st class brick work in CM 1:4

d) 20mm thick cement mortar plaster

Jan

2015

40

MarksCO 1 A & E

6 The details of the septic tank are as shown in the figure. Estimate

the quantities for the following items of work and cost of abstract

i) Earthwork in excavation for foundation in hard soil at Rs. 400/-

per m3

ii) PCC 1:4:8 for bed concrete @ Rs 2500/- per m3

iii) BBM in CM 1:4 for side wall at Rs 2200/- per m3

iv) RCC in 1:1.5:3 for cover slab at Rs 3000/- per m3

Jun

2019

20

MarksCO 1 A & E




7 Prepare a detailed estimate of a septic tank with soak pit in the fig,

for the following items of work

a) Earthwork in excavation

b) 1st class brick work

c) 12mm thick plastering of walls in CM 1:4

Jan

2016,

2014

20

MarksCO 1 A & E

8 The fig shows the details of a 3-roomed building. Prepare a

detailed estimate by center line method for below mentioned items

of work onl. (By Centre Line Method)

a) Center line calculation with line-diagram

b) Earthwork excavation for foundation in ordinary soil at Rs

120/m3

Jan

2015

40

MarksCO 1 A & E




c) Size stone masonry in CM 1:8 for foundation and basement at

Rs 3000/m3

d) First class brick work in super structure in CM 1:6 upto roof

slab at Rs 3500/m3

e) Plastering to inside walls in CM 1:4 with lime rendering at Rs

180/m3

f) Total cost of abstract of above items

9 The details of residential building is shown in the fig. Work out the

quantities and cost of the following items of work. (By Long

Wall – Short Wall Method)

a) Earth work calcuations for foundations in ordinary soils at Rs.

300/m3

b) Cement concrete bed 1:4:8 for wall foundations at Rs. 2500/m3

c) SSM in CM 1:8 for footings and basement foundations at Rs.

1800/m3

d) First class BBM work superstructure in CM 1:6 at Rs.2000/m3

e) RCC 1:1.5:3 roof slab at Rs. 3000/m3

May

2019

20

MarksCO 1 A & E




10 What is an estimate? Explain different types of estimates. Explain

with limitation

Jan

2016,

Dec

2019

20

MarksCO 1 R

11 The details of a septic tank is shown, Estimate the quantities forthe following items of work.

a) Earthwork excavation in foundationb) First class brickwork with CM 1:4c) 20mm cement plaster on wallsd) Floor finish in CC 1:2:4 with water proofing compound

Jan

2010

20

MarksCO 1 A & E




12 The detail of manhole is given in figure. Find the itsquantities of the following items:

i. Earthwork excavation for foundation in hard soil.ii. B.B.M in CM 1:4 for walls

iii. RCC roof covering slab in CC 1:2:4iv. Plastering in CM 1:3 for inside walls.v. Bed concrete in 1:3:6

Aug

2020

16

MarksCO 1 A & E

13 Estimate the quantities and cost of earthwork for a portion of theroad form the following data. Formation width of the road is 10mside slopes are 2:1 in filling and 1.5:1 in cutting. The cost of fillingis Rs.180/- per m3 and cutting is Rs.120/- per m3

Chain 0 40 80 120 160 200G.L 100.60 100.20 99.80 100.20 100.80 101F.L 101.00 Raising Gradient 1 in 4

Jun

2019

20

MarksCO 1 A & E

14 Estimate the quantity of earthwork from chainage 20 to 26measured with a standard 20m chain from the following dataadopting average end area formulaChainage 20 21 22 23 24 25 26G.L 88.10 87.74 87.80 88.20 90.75 90.20 89

90.40

Jul

2018

20

MarksCO 1 A & E




15 Reduced level of ground along the center line of a proposed roadfrom chainage 10th to chainage 20th are given below. Theformation level at the 10th chainage is 107 and the road is indownward gradient of 1in150 upto the chainage 14th and then thegradient changes to 1 in 100 downward. Formation width of rod is10mts and side slopes of banking are 2:1 (horizontal: vertical).Length of the chain is 30mts. Draw longitudinal section of the roadand a typical cross-section and prepare estimate of the earthwork atthe rate of Rs 300/m3

Chainage R.L of ground R.L of format10 105.00 107.0011 105.6012 105.4413 105.9014 105.4215 104.3016 105.0017 104.118 104.6219 104.0020 103.30

Jan

2014

20

MarksCO 1 A & E

16 Estimate the quantity of earthwork from the following data, takeformation width as 10.00m, side slopes as 1:1 for cutting and 1:1.5for banking

Ground level in (m) Formation level (m) Remark251.750

251.000

40mts cthe surv

251.500251.405

Upward Gradient

1 in 200

251.805251.950252.000251.300251.400251.000251.500251.600

May

2010

20

MarksCO 1 A & E

17 Workout from the 1st Principals the rate per unit for the following

items of work

a) Cement concrete in foundation in CC 1:3:6 and 1:1.5:3

b) 12mm thick plastering in CM 1:6

c) Damp proof course 25mm thick in CC 1:2:4

d) Random rubble masonry in CM 1:6 in foundation

Jun12,

Dec11,

Jan14,

Jan15,

Jan 16

Jul 18

20

MarksCO 3 E


items of work

a) 75mm thick cement concrete flooring in CC 1:4:8

b) RCC work with CC 1:1.5:3 including cost of steel

Jun19,

Dec11,

Jan14,

Jul11,

Jun11,

20

MarksCO 3 E




c) Earthwork excavation for foundation ordinary soil

d) Polished Shahabad stone flooring

Dec10,

Jun10


items of work

a) 1st class brick work in CM 1:6;1:5 in superstructure

b) Formwork for RCC beams

c) Nandi/matti wooden frame work for doors

d) Supplying and fixing of Indian water closet type

Jun11,

Dec10,

Jun10

20

MarksCO 3 E

20 Write the detailed specification for the following items

a) Centering and shuttering

b) Earthwork in foundation

c) RCC work in roof slab in CC 1:2:4

d) First class brick work in super structure

Jun12,

Dec11,

Jan14,

Jan15,

Jan 16

Jul 18

20

MarksCO 2 R


a) Distempering for inside walls

b) Damp proof course 25mm thick in CC 1:1.5:3

c) Cement plastering in CM 1:4;1:6

d) 25cm thick cement concrete flooring of 1:2:4

Jun12,

Dec11,

Jan14,

Jan15,

Jan 16

Jul 18

20

MarksCO 2 R


a) Mangalore tiled roof over teakwood battens

b) Size stone masonry in footing and plinth 1:6CM

c) Painting for old and new works

d) PCC 1:4:8 for foundation using 40mm and down size aggregate

Jun12,

Dec11,

Jan14,

Jan15,

Jan 16

Jul 18

20

MarksCO 2 R

23 Explain the procedure for tendering and award of works in civil

engineeringJul 19

16

MarksCO 5 R

24 What are the different types of contract? Explain any three types of

contractJul 19

16

MarksCO 4 R

25 Write a note on the following

a) Administrative sanction and technical sanction

b) Mode of measurements in civil engineering works

Jul11,

Jun10,

Jul10,

20

MarksCO 4 R


a) Types of approximate methods of estimating buildings

b) Termination of contract

Jan15,

Dec11,

Jan16

20

MarksCO 4 R


a) Earnest Money deposit and security depositJan 17

20

MarksCO 4 R




b) Measurement Book


a) Schedule of rates

b) Scrap values, salvage value and technical sanction

Jan 1820

MarksCO 4 R


a) Nominal muster roll

b) Tender and tender notice

Jan14,

Jan 16,

Jan 17

20

MarksCO 4 R


a) Sinking fund

b) Piece work agreement

Jul18,

Jun12,

Jan10

20

MarksCO 5 R


a) Advantages and disadvantages of Lump Sum contract

b) Secured Advance

Dec10,

Jun11

20

MarksCO 5 R

32 What is the difference between the cost, estimate and valueJul 19

10

MarksCO 6 R

33 Explain the methods of valuationJul 19

10

MarksCO 6 R


a) Performance security

b) Mobilization and equipment advances

Jul 1920

MarksCO 6 R


a) Breach of contract,

b) Capitalized value.

c) Claims, Delay’s and Compensation

d) Freehold and lease hold

Jul 1920

MarksCO 6 R


a) Liquidated damages and bonus

b) Outgoings

c) Depreciation–methods of estimating depreciation

d) Additions and alterations or variations and deviations

Jul 1920

MarksCO 6 R

***********ASSIGNMENT QUESTIONS

Subject:Design of Pre-stressed Concrete Elements Subject Code: 17CV82

Session :APRIL– AUGUST 2020 – Even Semester Semester:8thSemester

Course Outcomes: After completion of this course, the student will be able to

CO – 1 Understand the requirement of PSC members for present scenario.CO – 2 Analyse the stresses encountered in PSC element during transfer and at working.CO – 3 Understand the effectiveness of the design of PSC after studying losses




CO – 4 Capable of analyzing the PSC element and finding its efficiencyCO – 5 Design PSC beam for different requirements.

Sl.No

Question Year Marks

Course

Outcome

Bloom’sCognitive

Level

1a Define Pre stressed concrete.Explain the principle ofpre-stressing. Write any three differences betweenpre-tensioning and post-tensioning

Dec2019,Jun

20195 CO 1 R

1b Explain the necessity of using high strength concrete and highstrength steel in pre-stressed concrete structures. Jun 2019 5 CO 1 R

2 Explain with sketchGifford-Udal system of pre-stressing“Hoyer’s long line“ system of pre-stressingFreyssinet system of pre-stressing.

Jun 2019 10 CO 1 R

3 A PSC beam of rectangular section 400mm width and 600mmdeep is provided with a tendon having a parabolic cable with aneccentricity of 100mm at the center. If the total external load onthe beam is 35kN/m on the whole span. Calculate the extremefiber stresses for the mid span section using Load BalancingMethod. The tendon carries a pre-stressing force of 1000kN.

Jun 2018 5 CO 1 R

4 A concrete beam of symmetrical I section of simply supportedspan 10m has a width and thickness of flange 250mm and80mm respectively. The overall depth is 500mm. The beam ispre-stressed by a parabolic cable with an eccentricity of 150mmbelow centroidal axis at mid-span and concentric at supports.The effective pre-stress in the cable is 200kN. The beamsupports a live load of 3kN/m. Calculate the fiber stresses atmid-span under working load. At what eccentricity the fiberstress at bottom becomes zero at working load?

Dec 2017 5 CO 1 R

5 A rectangular concrete beam, 100mm wide by 250mm deepspanning over 8m is pre-stressed by a straight cable carrying aneffective pre-stressing force of 250kN located at an eccentricityof 40mm. The beam supports a live load of 1.2kN/m.(i) Calculate the resultant stress distribution for the central crosssection of the beam. The density of concrete is 24kN/m3.(ii) Find the magnitude of pre-stressing force with aneccentricity of 40mm which can balance the stress due to deadand live load at the bottom fiber of the central section of thebeam.

Jun 2017 10 CO2 AN

6 A beam of symmetrical I section spanning 12m has a flangewidth of 300mm and thickness 80mm. The web depth is 80mm.The overall depth of the beam is 800mm. The parabolic cablehas an eccentricity of 300mm at the center and zero eccentricityat the end and it carries an initial pre-stressing force of 150kN.The live load on the beam is 3.5kN/m. Assuming a loss of 20%by strength concept. Calculate the stress at the mid span sectionduring the transfer of pre-stress and working load condition.Assume density of concrete as 25kN/m3.

Jun 2018 10 CO2 AN




7a Explain the concept of load balancing with different cableprofiles. Jun 2017 6 CO1 R

7bWhat is pressure line / Thrust Line? Explain its significance inexplaining Load carrying Mechanism of PSC elements Jun 2017 4 CO1 R

8a A concrete beam of symmetrical I section of simply supportedspan 10m has width and thickness of flange 250mm and 80mmresp. The thickness of web is 80mm and overall depth of thesection is 500mm. The beam is prestressed by a parabolic cablewith an eccentricity of 150mm below the centroidal axis atmidspan and concentric at the supports. The initial and finalpre-stressing force in the cable is 250kN and 200kN resp. Thelive load on the beam is 3 kN/m. Calculate the fiber stress inconcrete at transfer and at working loads. Sketch the stressdistribution.

Jun 2019 5 CO2 AN

8b What are the advantages of pre stressed concrete structurescompared to R.C.C. structures

Jan 2014 5 CO1 R

9a List and Explain the types of loss in pre-stress. Jun 2019 5 CO3 U9b How do you estimate the loss of prestress due to:

Elastic DeformationShrinkageCreep of ConcreteRelaxation of steel

Jun 2015 5 CO3 U

10 A PSC beam 200mm x 300mm is pre-stressed with wires ofarea 300mm2 located at an eccentricity of 100mm belowcentroidal axis at midspan and zero at supports. Initial pre-stressin the wires is 1kN/mm2 . The span of the beam is 10m.Calculate the loss of pre-stress and total percentage of loss ofpre-stress in wires if

(i) the beam is pre-tensioned(ii) the beam is post-tensioned

Data given: Grade of concrete M40 , Es = 210 kN/mm2 ,Shrinkage limit in concrete for pre-tensioned member = 300 x10-6 , Age of concrete at transfer for post tensioned beam = 8days, Creep coefficient = 1.6, Slip at anchorage = 2mm,Coefficient of friction between concrete and cable duct = 0.55,Friction coefficient for wave effect = 0.0015/m.

Jun 2019 10 CO4 AN

11 A post tensioned concrete beam 250mm x 400mm ispre-stressed by 12 wires of 7mm diameter initially stressed to1200N/mm2. The profile of the cable is parabolic with zeroeccentricity at supports and 120mm at the center. Estimate theloss in pre-stress due to various factors and also the percentageloss for the following data: span=10m, fck=40N/mm2,ES=2x105N/mm2, relaxation of stress in steel=4%, shrinkagestrain=3x10-4, creep co-efficient=1.6, co-efficient of frictionbetween cable and duct=0.55, friction co-efficient for waveeffect, K=0.0015/m length, anchorage slip=3mm,EC=36x103N/mm2. Assume all cables are tensioned andpre-stressed simultaneously.

Jun 2018 10 CO4 AN

12 A pre tensioned beam of rectangular cross section 120 mm wideand 300 mm deep is pre stressed by 8, 7 mmф wires located100mm from the soffit of the beam. If the wires are initially

Jun 2016 10 CO4 AN




tensioned to a stress of 1100 N/mm2, Calculate the effectivestress after all losses, given the following:Relaxation of steel = 70 N/mm2 ; Shrinkage of concrete = 30x10-6

Creep of concrete = 1.6 ; Es = 210 KN/mm2 and Ec = 31.5KN/mm2

13 A PSC beam simply supported over a span of 8m is ofrectangular section of size 150mm x 300 mm. The beam ispre-stressed by a parabolic cable having an eccentricity of80mm below centroidal axis at midspan and 30mm abovecentroidal axis at supports. The initial pre-stressing force in thecable is 350 kN. The beam supports a concentrated load of10kN at midspan and uniformly distributed load of 2kN/m overthe entire span. Grade of concrete is M40 . Estimate thefollowing deflection:

(i) Short term deflection due to pre-stress and self wt(ii) Long-term deflection due to pre-stress, self-weightand imposed loads, allowing 20% loss of pre-stress andtaking creep coefficient is 1.80.

(ii) Check the deflection as per IS 1342-1980 requirements

Jun 2019 10 CO2 AN

14 A pre-stressed concrete beam 120mm x 300mm deep spansover 6m. The beam is pre-stressed by a straight cable carryingan effective force of 180kN at an e=50mm. If the beam supportsan imposed load of 4kN/m and EC=38kN/mm2, compute thedeflection at the following stages and check if they comply withthe IS code specifications.

Upward deflection under (pre-stress + self-weight)ii) Final downward deflection under (pre-stress +self-weight + imposed load) including the effects ofcreep and shrinkage. Assume creep co-efficient=1.8.Take self-weight wg=0.6N/mm.

Jun 2018 10 CO2 AN

15a

List the factors influencing deflections.Jun 2019 4 CO1 R

15b

A concrete beam having rectangular section is 100 mm wideand 300 mm deep is prestressed by a parabolic cable carryingan initial force of 240 KN. The cable has an eccentricity of 50mm at center of span and concentric at supports. If the span ofbeam is 10 m and live load is 2 KN/m, estimate the short termdeflection at center of span. Assume E =38 KN/mm2 ф (creepcoefficient) as 2.0 and loss of prestress is 20% of initial stressafter 6 months. Estimate long term deflection at center of spanat this stage, assuming that dead load and live load aresimultaneously applied after the release of prestress. Density ofconcrete is 24 KN/m3.

Jun 2010 6 CO2 AN

16a

Explain the flexural failure modes in PSC sections withsketches. Jun 2017 4 CO1 U

16b

A post tensioned unbounded beam section 120 x 300 mm isprestressed by 7 wires of 5mm diameter with an effective coverof 50mm and an effective stress of 1200 N/mm2. The beam is of7.5m span. If M40 concrete is used and fp= 1600 MPa, Find theultimate flexural strength of the section.

Jun 2019 10 CO2 AN

17 A post-tensioned bonded PSCT beam has flange width of1500mm and flange thickness 175mm. Thickness of the rib is

Jun 2018 10 CO2 AN




300mm. Area of the steel is 5000mm2, located at an effectivedepth of 1800mm. If fy=1600N/mm2 and fck=40N/mm2,calculate the flexural strength of the section.

18 Design a symmetrical I-section of span 16m to carrysuperimposed load of 18kN/m. Assume compressive stress ofconcrete as 15MPa at transfer and 12MPA at working load. Thepermissible tensile stress in concrete at both the stages ofloading is 1MPa. Assume the loss of pre-stress as 20% and theinitial pre-stress in steel shall not exceed 1000MPa

Jun 2018 10 CO2 AN

19 A post-tensioned beam with unbounded tendons is ofrectangular section 400mm wide with an effective depth of800mm. The cross sectional area of pre-stressing steel is2840mm2. The effective pre-stress in steel after all losses is900N/mm2. The effective span of the beam is 16m. Iffck=40N/mm2, estimate the ultimate moment of resistance of thesection using IS: 1343.

Jun 2018 10 CO2 AN

20 A post-tensioned pre-stressed concrete T-beam with unboundedtendons is made up of a flange 300mm wide and 150mm thickand width of the rib is 150mm. The effective depth of thesection is 320mm. The beam is pre-stresses by 24 wires of 5mmdiameter having a characteristic strength of 1650N/mm2. Theeffective stress after all losses is 900N/mm2. If the cube strengthof concrete is 56N/mm2, estimate the flexural strength of thesection using IS: 1343-1980. Assume (L/δ=20).

Jun 2017 10 CO2 AN

21 A post tensioned bridge girder with unbounded tendons is ofbox section of overall dimensions 1200 mm. width and 1800mm depth, with a wall thickness = 150 mm. The high tensilesteel has c/s = 4000 mm2 and is located at an effective depth of1600 mm from the top. The effective pre stress in steel after alllosses = 1000N/mm2 and the effective span of the girder = 24 mfck = 40 N/mm2, and fy = 1600 N/mm2. Estimate the ultimateflexural strength of the section.

Jun 2010 10 CO2 AN

22 A pre- stressed concrete simply supported beam rectangular insection of 200 mm wide and 500 mm deep is pre stressed bytendons having an area of 600 mm2 located at 100mm from thesoffit of the beam , given fck = 40 N/mm2, fb = 1600 N/mm2

estimate the ultimate flexural strength of the beam for thefollowing cases as per IS-code recommendation.

1] If the beam is pre-tensioned;2] If the beam post-tensioned with effective bond;3] Post-tensioned unbounded tendon.

Jun 2014 10 CO2 AN

23 A pre-stressed concrete beam of rectangular c/sand span = 15 msupports a total load of 272KN excluding the self wt of thebeam. Determine the suitable c/s of the beam and the area oftendons and their position. The permissible stresses are 14N/mm2 in concrete and 1050 N/mm2.

Jun 2016 10 CO2 AN

24 A post tensioned pre stressed concrete beam of rectangularsection 300 mm wide is to be designed to resist a live loadmoment of 360 KN-m on a span of 12 m. Assuming 10% lossand limiting tensile and compressive stress to 1.5 MPa and 18MPa respectively. Calculate the minimum possible depth and

Jun 2016 10 CO2 AN




the pre stressing force and corresponding eccentricity. TakeEc=24kN/m3.

25 A PSC beam having unsymmetrical I-section has a fiber stressdistribution of 13N/mm2 (compression) at the top edge linearlyreducing to zero at the bottom. The top flange width andthickness are 2400mm and 400mm respectively, the bottomflange width and thickness are 1200mm and 900mmrespectively and the depth and thickness of the web are1000mm and 600mm respectively. The total service load shearin the concrete at the section is 2350kN. Compute and comparethe principal stresses at the centroidal axis and at the junction ofthe web with the lower flange. Assume the tendon to be straight

Jun 2018 10 CO2 AN

26a

Explain the types of shear cracks in structural concrete.Jun2018 5 CO1 U

26b

Explain the different methods of improving the shear resistanceof PSC members. Jun2017 5 CO1 R

27 The support section of a Pre-stressed concrete beam of 200mmwide and 240mm deep is required to support an ultimate shearforce of 75 kN. The compressive pre-stress at the centroidalaxis is 5MPa, fck = 40 MPa, fy = 415 MPa. Concrete cover toshear reinforcement is 50mm. Design a suitable shearreinforcement as per IS: 1343 recommendations.

Jun2017,Jun 2019

10 CO2 AN

28 A concrete beam of rectangular section. 200mm wide and 600mm deep is pre-stressed by a parabolic cable located at aneccentricity of 100 mm at mid span and zero at the supports. Ifthe beam has a span of 10 m and carries uniformly distributedlive load of 4 KN/m, find the effective force necessary in thecable for zero shear stress at the support section. For thiscondition calculate the principal stresses. The Density ofconcrete is 24 KN/m3

Jan 2015 10 CO2 AN

29 A concrete beam of rectangular section, 200 mm wide 400 mmdeep, is pre stressed by a parabolic cable located at aneccentricity of 100 mm at mid span and zero at the supports. Ifthe beam has a span of 10 m and carries a uniformlydistributed live load of 4 KN/m, find the effective forcenecessary in the cable for zero shear stress at the supportsection. For this condition calculate the principal stresses.The density of concrete is 24 KN/m3

Jun 2016 10 CO2 AN

30a

Explain the mechanism of shear failure in PSC beamsJun 2019 4 CO1 R

30b

A PSC beam of 300mm x 1000mm is subjected to a shear forceof 5000N under working loads near support section. Theeffective prestressing force in the tendons is 8000N.The cable isparabolic with zero eccentricity at support and 300mm belowcentroidal axis at midspan. The span of the beam is 12m. If M40concrete is used, estimate the principal tension in concrete atsupport section and if required design the shear reinforcement.

Jun 2019 10 CO2 AN

31 Using Fe 415 reinforcements, design the shear reinforcementsusing IS recommendation for the following data. B=200mm;D=300mm; Vu= 180KN; Fck= 40N\mm2 .Effective cover=50mm,compressive stress=5N/mm2.

Jun 2012 10 CO2 AN

32 A T - section has following sectional details, Top flange600x200 mm, web 150mmx800mm, Bottom flange flange

Jun 2013 10 CO2 AN




300x200mm. Shear force across the section is 250 N. Effectiveprestterss in cable is 1500 KN. Inclination of tendon at givensection is Sin-1 (1/20). Fiber stresses in concrete varies linearlyfrom 11 N/mm2 compression at top 1 N/mm2 at the bottom.Determine maximum principal tension developed in the section.If M35 concrete is used.

33a

Write a note on anchorage zone stressesJun 2019 4 CO1 U

33b

Explain end zone reinforcementJun 2019 3 CO1 U

33c

Explain limiting zone for cables in PSC membersJun 2017 3 CO1 U

34 The end block of a post tensioned beam 500mm x 1000mm ispre-stressed by 2 cables each comprising of 5 wires of 7mmdiameter. The cable is an anchor plates 400mm x 400mm withtheir centre located at 250mm from the top and bottom edges ofthe beam. The jacking force in the cable is 3000kN. Design asuitable anchorage zone reinforcement as per IS 1343 codeprovisions

Jun 2019 10 CO5 D

35 The end block of a post tensioned beam 500mm x 1000mm ispre-stressed by 2 cables each comprising of 55 wires of 7mmdiameter carrying a force of 2800kN and are anchored using aplate of 305mm.The anchor plates centres are locatedsymmetrically at 250mm from the top and bottom edges of thebeam. Using Fe415grade yield bars, design a suitablereinforcement in the end block as per IS 1343 code provisions

Jun 2017 10 CO5 D

36 A high tensile cable comprising 12 strands of 15mm diameterwith an effective force of 2500kN is anchored concentrically inan end block of a post-tensioned beam. The end block is400mm wide and 800 mm deep and the anchor plate is 200mmwide by 260 mm deep. Design suitable anchor zonereinforcements using Fe415 grade HYSD bars using IS 1343code provisions

Jun 2016 10 CO2 D

Pavement Design

Semester: VIII Sub Code: 17CV833

Course outcomes

CO411.1 Systematically generate and compile required data’s for design of pavement(Highway & Airfield).

CO411.2 Analyze stress, strain and deflection by boussinesq’s, burmister’s and westergaard’stheory.

CO411.3 Design rigid pavement and flexible pavement conforming to IRC58-2002 andIRC37-2001.

CO411.4 Evaluate the performance of the pavement and also develops maintenancestatement based on site specific requirements.




Cognitive Levels: R-Remember, U-Understand, A-Apply, AN-Analyse, D-Design andE-Evaluate.

ASSIGNMENT

Sl.No

Questions Year & Marks CO CognitiveLevel

1 Draw a neat sketch of cross section of a flexible pavementand describe the functions of layer.

08MJun 2019,04MAug 2020

CO 1 R

2 Compare salient features of flexible and rigid pavements. 08MJun2019,04MAug2020

CO 1 U

3 Explain the procedure for calculating ESWL for dual wheeltandem axel wheel assembly.

08MJun2019,04MAug2020

CO 1 R

4 Bring out the differences between highway pavements andair field pavements.

06M Jun 11,Jan 15, Jun15

CO 1 U

5 Explain what frost action is. What are the factors affectingfrost action and what are the remedial measures?

08M Jun 2019 CO 1 U

6 What are the assumptions and limitations of the followingtheories for determining stresses and displacements? i)Boussinesq’s theory; ii) Burmister’s theory.

10M Jan 11 CO 2 R

7 Calculate the design repetition for 20yeras period for wheel loadequivalent to 2268kg wheel load using the following trafficsurvey data on a four lane road.

Wheel load (kg) Average daily trafficADT in bothdirections

% of toVolume

2268 Total volume 215considering traffic

growth

13.172722 15.303175 11.763629 14.114082 6.214532 5.84

08MAug 2020 CO 2 A

8 Plate bearing tests were conducted with a 75cm diameterplate on soil subgrade and a granular base. The stressnoticed when the deflection was 0.25cm on the subgradesoil, was 0.07 MN/m2. On the base course, the sample plateyielded 0.25cm deflection under a stress of 0.14 MN/m2.Design the pavement for an allowable deflection of 0.5cm.Under a wheel load of 40kN and a type pressure of0.5MN/m2 assume thickness of base course is 15cm.

10M Jun 14 CO 1 AN

9 Determine the ESWL for a dual tandem wheel loadassembly, where, each wheel is 60kN with contact pressureof 0.6Mpa. Centre to centre distance between dual tandem

10M Jan 11 CO 1 A




axle is 1600mm and centre to centre spacing of dual wheelis 800mm. Determine ESWL at 350 mm and 700 mmdepth.

10 Explain briefly the factors affecting pavement design. 08M Jun 15 CO 3 U

11 Explain the Mc Leod method of pavement design andindicate how it is different from triaxial method.

10M Jan 15 CO 3 U

12 Explain Kansas method of pavement design. 10M Jan 11 CO 3 U13 Design the pavement section by triaxial test method using

following data: wheel load=50kN, tyre pressure=0.7N/mm2,traffic coefficient X=1.25, rainfall coefficient Y=0.90,design deflection=2.5mm, E value for subgradesoil=10N/mm2, E value of base course material=40N/mm2,E value of 70mm thick bituminous concrete, surfacecourse=100N/mm2.

12M Jun 10 CO 3 D

14 Design a flexible pavement by CBR method based on IRC:37-2001 recommendations using the following data: i)pavement 2 lane ii) Initial traffic volume 700CV/day iii)Road construction period 3 years iv) Rate of growth oftraffic 8% v) Lane distribution factor 0.75 vi) design size15 years vii) vehicle damage factor 3.5 viii) subgrade 6%

10M Jun 15 CO 3 D

15 Explain briefly with neat sketches, following type offlexible pavement failures by mentioning causes andremedial or maintenance measures. ii) Edge cracking ii)Reflection cracking.

08MJun10 CO 4 U

16 Explain any six types of flexible pavement failures. 06MJun11 CO 4 R17 Briefly explain the various maintenance works of

bituminous surfaces.06MJun11 CO 4 R

18 Explain briefly with neat sketches, following type offlexible pavement failures by mentioning causes andremedial or maintenance measures. i) Alligator or mapcracking ii) Pot holes

08 Jun10 CO 4 U

19 What are the various causes of formation of waves andcorrugations in flexible pavements? Suggest remedialmeasures.

06MJun14 CO 4 U

20 What is the principle involved in overlay design byBenkelman deflection studies? What steps are to be carriedout in the study after marking deflection observationpoints?

08MJun11 CO 4 U

21 What are the various types of pavements distresses?Mention the cause for each one of them.

10MJan 11 CO 4 R

22 Write short note on: i) FWD ii) Portable pendulum skidresistance tester.

08MJan 11 CO 4 R




23 Briefly explain structural evaluation and functionalevaluation of pavements.

08MJun10 CO 4 R

24 Explain briefly how the following factors effect design ofC-C pavements: i) Wheel load and its repetitions ii)Subgrade strength and its properties

08MJun10 CO 3 U

25 Explain the following: i) Modulus of subgrade reaction ii)Relative stiffness of slab to subgrade iii) Equivalent radiusof resisting section

10MJun15 CO 3 U

26 Explain briefly how the following factors effect design ofC-C pavements: ii) Properties of concrete ii) Temperaturevariations

08MJun10 CO 3 U

27 Determine the warping stresses at interior, edge and cornerregion in a 25cm thick concrete pavement with transversejoints at 11 m intervals and longitudinal joints at 3.6 mintervals. The modulus of subgrade reaction (K) is0.069N/mm3. Assume temperature differential for dayconditions to be 0.6ºC per cm slab thickness. Assumeradius of loaded area as 15cm for computing warping stressat the corner. Take e=10X10-6 perºC, E=0.3X105N/mm2

and µ=0.5. use the chart.

10M Jun 15 CO3 A

28 For a cement concrete pavement, find the magnitude ofstresses at 3 regions for the following data by charts: i)Wheel load=5100kg ii) E=3X105kg/cm2 iii) Pavementthickness, h=18cm iv) Poisson’s ratio for concrete =0.15 v)Modulus of subgrade reaction K=6kg/cm3 vi) Radius ofcontact, a =15cm.

10M Jan 15 CO3 A

29 Calculate the stresses at interior, edge and corner regions ofa C.C. pavement using Westergaard’s stress equation usethe following data: i) Wheel load=5100kg, ii) E=3X105kg/cm2, µ=0.5, iii) pavement thickness=18cm, iv)Modulus of subgrade reaction= 6kg/cm3, v) Radius ofcontact area=15cm.

10M Jun 14 CO3 AN

30 A cement concrete pavement slab of thickness 25cm isconstructed over a granular sub base having modulus ofreaction of 12kg/cm3. The temperature differential duringsummer is 15ºC. The spacing of transverse joints is 4.5mand that of longitudinal is 3.5m. the design wheel load is6000kg, radius of contact area is 15cm, E value of cementconcrete is 3X105 kg/cm2, µ=0.25, coefficient of thermalexpansion is 10X10-6 ºC, unit weight of concrete is2400kg/m3 and the frictional coefficient is 1.5. Find theworst combination of stresses at edge, based onWestergaard’s equations. Use charts.

08M Jun 11 CO3 D

31 Design the size and spacing of dowel bars at the expansionjoints of a C-C pavement of thickness 25cm with radius ofrelative stiffness 80cm, for a design wheel load of 50000kg.

14M Jun 15 CO3 D




Assume load capacity of the dowel system as 40% of thedesign wheel load. Joint width is 2cm, permissible shearand flexural stresses in dowel bar are 1000 and 1400kg/cm2respectively and permissible bearing stress in C-C is100kg/cm2.

32 Explain the functioning of dowel bars with neat sketches,the load transfer mechanism.

10M Jan 15 CO3 R

33 Write a short note on combination of stresses for pavementdesign during different seasons.

04M Jan 15 CO3 R

34 Write a short note on spacing of expansion and contractionjoints.

06M Jun 15 CO3 R

35 Explain with a neat sketch, the mechanism of mud pumpingin C-C pavements constructed on clayey strata. Indicate theremedial measures.

10M Jan 15 CO4 U

36 a List the methods available for functional evaluation ofpavement. Briefly explain any one method.

06M Jun 11 CO4 R

36 b Write short notes on any four of the following: i) Rigidpavement failure ii) Maintenance measures in rigidpavements

10M Jun 15 CO4 R

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8th Sem-assignments-april-sep2021.docx - DSATM

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