QP-ESEM-24-CIVIL-ENGINEERING-PAPER-I-240624

ngineering Services (Main) SGSE-0-CVL Examination, 2024 CIVIL ENGINEERING Paper - I Time Allowed : Three Hours Maximum Marks : 300 Question Paper Specific Instructions Please read each of the following instructions carefully before attempting questions : There are EIGHT questions divided in TWO sections. Candidate has to attempt FIVE questions in all. Questions No. 1 and 5 are compulsory and out of the remaining, any THREE are to be attempted choosing at least ONE question from each section. The number of marks carried by a question/part is indicated against it. Wherever any assumptions are made for answering a question, they must be clearly indicated. Diagrams/ Figures, wherever required, shall be drawn in the space provided for answering the question itself. Unless otherwise mentioned, symbols and notations have their usual standard meanings. Attempts of questions shall be counted in sequential order. Unless struck off, attempt of a question shall be counted even if attempted partly. Any page or portion of the page left blank in the Question-cum-Answer ( QCA) Booklet must be clearly struck off. Answers must be written in ENGLISH only. SGSE-0-CVL 1 Ql. (a) (b) (c) (d) SGSE-0-CVL SECTION A (i) Describe how stones are preserved. (ii) | What are the advantages and disadvantages of fibre reinforced concrete ? A factory shed of size 40 m x 18 m is to be constructed at New Delhi with roof trusses. Calculate the nodal wind force on a roof truss of span 18 m and central rise of 3 m. The spacing of roof truss is 4 m, basic wind speed = 50 m/s, K, = 1, Ky = 0-9 (up to 10 m ht and category-ID, K; = 1, K, = 1, K, = 0-9, K, = 0-9, Ky = 0:9. For wind angle 0°, take Cpe = — 1:2 (windward side), Cpe = — 0-4 (leeward side). Assume wall opening is less than 5%. Purlins are located at the node points. Show the forces in a sketch of truss for wind angle 0° only. 98% | : 3m 6m a: Ay 4 A simply supported prestressed concrete beam of span 12 m and size 300 x 700 mm carries uniformly distributed load of 20 kN/m. Suggest a suitable cable profile and the prestressing force so that no tension is developed in the beam. Assume density of concrete to be 24 kN/m3, Maximum eccentricity for the cable to be provided is 200 mm. A metallic rod 6-25 m long and 35 mm in diameter is subjected to an axial tensile load of 65 kN. Determine the change in dimension and volume of the rod. Assume modulus of elasticity of metal as E = 2-10 x 10° N/mm? and Poisson’s ratio = 0-26. 12 12 12 (fe) @ Explain the split tensile test of concrete. How is it related to compressive strength and flexure strength of concrete ? 6 (ii) What are the effects of air-entraining admixtures on the properties of concrete ? 6 Q2. (a) A circular hollow section of outside diameter 101-6 mm and thickness 4:05 mm is connected to a plate of thickness 16 mm as shown in the figure, by welding of weld size 4 mm. Determine the maximum load ‘P’ that can be applied for the weld. The hollow section is safe. Assume shop weld to be made. Apply limit state method. Assume E 250 grade of steel. Given f, = J i, 3 q” . Assume partial load factor as 1:5. 20 4 mm weld 16 mm plate ae waaee 0-5 m 3 e E P PLAN 101-6 mm View A-A (b) Discuss the mechanisms that are used to enhance the performance characteristics of the concrete. 20 (c) (i) Two rectangular plates, one of steel and another of brass, each 50 mm wide and 8 mm deep are placed together to form a beam 50 mm wide and 16 mm deep, on two supports (simply supported) 1 m apart, the brass plate being on the top. Determine the maximum load which can be applied at the centre of the bean, if the plates are separate and can bend independently. Maximum allowable stress in steel = 120 N/mm? and in brass = 80 N/mm?. Take E, = 2 x 10° N/mm? and Ey = 8 x 104 N/émm2. 10 SGSE-0-CVL 3 Q3. SGSE-0-CVL (a) (b) (ii) For the cantilever beam shown in the figure with the co-ordinates, obtain the stiffness matrix. Take EI to be constant. Hence, find the flexibility matrix using their relationship. @ = SON. x e. 10m 16) What is quality management system in concrete construction ? (ii) | What is cement grout ? How does it differ from cement mortar ? Design a reinforced concrete isolated square footing for a column of size 500 mm x 500 mm subjected to an axial load of 1500 KN under dead and live load condition. The safe bearing capacity of the soil is 120 kN/m?. Apply limit state method of design and use M25 and Fe500. Assume uniform thickness of footing as 600 mm. Nominal cover = 50 mm. No pedestal is to be provided. Given : 100 Ay ao hee <0:15,|-0:25. | 0:50° | 0-75 44/400) E2bis)1-50° | 1-75 t, : 0:29 | 0:36 | 0:49 | 0-57 | 0-64 | 0-70 | 0-74 | 0-78 N/mm2 Use table 3 of SP — 16. Show reinforcement details. The column is reinforced with 8 nos. of 20 bars. 10 10 10 20 TABLE 3 FLEXURE — REINFORCEMENT PERCENTAGE, .بد‎ FOR SINGLY REINFORCED SECTIONS ६५ = தரம்‌ ৪ ਸਜ਼ਾ, ×» ମା رر‎ Mlb, × 00606 പാ ଓ ન + ॐ سس‎ ~ நி ୨୭ ଓ 415 480 500 | N/mm 20 45 480 500 030 0145 014 004 003 000 | 255 1415 98 ૦088 078 069 0:35 0:11 0164 0085 0082 | 25 148 1390 287 ૦9724 ०४ 0195 0188 0০113 0094 | دید‎ 1482 1422 0857 078 0711 کیج‎ 0220 0211 0137 010 0106 270 155 145 086 078 १ 050 0245 ૦26 042 ୧122 0148 | 275 159 . 1487 089 915 ટ્રુ 055 0271 0260 0156 0135 ০130 | 280 1584 1-520 096 0७2 0760 ളേ 029 024 07] 018 ০142 | 285 1-618 15 82६ 0-777 O65 0321 0309 01% ০16 0154 | 290 1653 1587 026 29827 টান 070 09347 033 0201 0174 016 ¦ 295 1689 டை 9977 0811 075 0373 ૦358 026 ୧186 079 | 300 14234 ` 165 097 688 080 0399 0383 0231 0199 0191 | 305 1460 1690 108 0୫୦ ૦0845 085 9425 0408 0246 0212 0204 | 310 10979 1325 189 0863 990 945 043 0261 0225 0216 | بیو‎ 184 பால 100 29. १६६ 09 0477 048 0276 ০239 سج‎ 320 187] 1796 1082 0898 100 0504 0483 025 022 022 | 325 19೫ 182 1104 92 १६ 195 050 0309 ০% 0265 0255 | 330 197 189 1:26 ০913 0535 119 037 955 0322 029 0257 | 332 192 1585 1435 580; 633 1145 0384 ` 051 0338 022 0280 | 334 1978; 1899 118 6998 120 0:61 987 0353 0306 0293 | 336 1993 131. 14 135 988 3 0319 0306 | 338 209 199 ویر‎ 130 9666 . 0639 03385 ০333 0320 | 340 1944 1417} 135 9693 0666 0401 0347 033 | 342 200 19559 பல 140 97241 982 0417 0360 0346 | 344 2056 1594 118 145 9749 079 0433 034 0359 | 345 202 128 ॐ 077 96 ୧44୨ 0388 ୧373 | 348 2088 उ 135 080; 0773 ಚ 0403 0387 | 350 2104 2:020 160 0884 0800 0482 047 0400 35 212 28% 165 0862 0828 0431 0414 | 3:54 217 25 120 0891 0856 0515 0446 0428 | 38 215 296 175 9920 088 052 0460 042 | 338 24130 2৬8 180 0949 0911 0549 9475 0456 | 360 2486 2 185 9979 0340 936 048 0470 | 362 2200 وا‎ 190 1009 0368 0583 0504 0484 | بیو‎ 223 243) 195 108 ০% ૦60 059 366 2236 21387 200 1068 1026 90618 0534 ૦053 | 368 228 318 205 1099 1055 985 بیج‎ 0:27 | 370. 2270 2479 210 1129 1 0653 0565 0542 | دہز‎ 2287 2196 215 1160 1114 என்‌ 0580 039 | 3:74 2304 220 119 1453 0689 ૦596 052 225 1222 1473; 077 ° 0611 ಊಟಿ 230 12544 1204 0725 0627 235 125 124 0743 0643 867 24 1317 1265 ` 0762 065 245 130 1296 ૦78 ૦૦5 8६8 250 132 بھی‎ ০ 061 0653 SGSE-0-CVL 5 ). 0 (ii) ©) SGSE-0-CVL Draw the influence line diagram for reaction Ra for the continuous beam shown in the figure at 1 m interval. Assume flexural rigidity is constant throughout. Use Muller-Breslau Principle. A B EI EI (|| | 6000 mm 5000 mm Draw the influence line diagram for member ID of the truss shown in the figure. Assume that the load moves along the bottom chord. H I J K L ). B 0 D E 7 (` Pane ee | | | | 1 } :9 1 : © 29 1 A single storey building is idealised as a rigid bar supported by weightless columns as shown in the figure. For dynamic response, using jack, a displacement of 5 mm of the girder was observed for a force of 10 kN. After instantaneous release of this initial displacement, the maximum displacement on the return swing was only 4 mm and the period of displacement cycle was 1:5 sec. Find approximately, the effective weight of the girder, damping factor and damping coefficient. Displacement A Jacking force 10 10 12 (b) SGSE-0-CVL (ii) (i) (ii) A cantilever beam AB is fixed at B and is supported at A by the bar AC which serves as a yielding prop. Determine the tensile force in the bar if it is extensible, and if it is inextensible. EI is same for the beam and the bar. For the beam, take moment of inertia I = 0-05 m‘ and for the bar take L = 5 m and area of cross-section A = 1500 mm2. (Refer the following figure for loading) C _ Ah hhhs Bm (Bar ee kN/m geo 8 k 10m NNSA SANA on, A small maintenance project consisting of jobs given in the following table, with normal time and crash time are given in days. (I) What is the normal length and its cost ? (II) If the project duration is to be crashed by 2 days, what is the total project cost ? Overhead costs are = 2,000 per day. Activity Duration (days) Cost (=) Normal Crash Normal Crash 1-2 4 2 4,000 12,000 2-3 5 2 3,000 6,000 2-4 7 5 4,000 6,000 3-4 4 2 8,000 12,000 10 Write a note on resources smoothing and resources levelling. 10 (c) Analyse the portal frame shown in the figure by using slope-deflection method. Take EI as constant and draw the bending moment diagram. Supports A and D are fixed. 20 B Cc 4kN * 3m r7T7T rar & A D kk 4m | SGSE-0-CVL 8 SECTION B Q5. (a) What is the difference between soft wood and hard wood ? 6 (ii) | What are the different phases of a project ? 6 (b) A suspension bridge of 116 m span has three-hinged stiffening girder, and is subjected to two concentrated loads of 250 kN and 340 KN ata distance of 30 m and 58 m respectively from the left support. Determine the shear force and bending moment for the girder at a distance of 35 m from the left end. The supporting cable has a central dip of 12 m. Also determine maximum tension and its slope in the cable. 12 (c) What are the four classes of steel sections as per IS : 800 — 2007 ? Explain with a moment-rotation diagram and a stress diagram. 12 (d) Find the development length for a reinforcement bar of diameter 20 mm under tension and compression embedded in concrete of M30 grade. The design bond stress 1g in limit state method for plain bar in tension is 1:5 MPa for M30. The grade of reinforcement bars is Fe500. Also find the corresponding anchorage lengths of the bar for 90° bend. 12 (e) The maximum allowable shear stress in a hollow shaft of external diameter equal to twice the internal diameter is 120 N/mm?. Determine the diameter of the shaft if it is subjected to a torque of 12 kNm and a bending moment of 5 kNm. 12 Q6. (a) Wi Using the unit load method, determine the horizontal deflection of the free end (Point A) of the frame shown in the figure below. Support D is fixed, C and B are rigid joints. Assume flexural rigidity EI as constant. 10 Cc B EI toa El EI 3m acd A 15 kN D Dr x 10m SGSE-0-CVL 9 (b) SGSE-0-CVL (ii) | Use Castigliano’s theorem and determine vertical displacement of point C of the beam shown in the figure. Assume E = 210 GPa and I = 150 x 10° mm4. 10 25 kN 10 kN/m p Q 4m B fo | — 3m % EI same for AC and CB The member A-B-C in a truss consists of two angles 775 x 75 x 8 back to back on both sides of the gusset of thickness 10 mm. The length of members AB and BC is 1:5 m each. Find the maximum (factored) compressive load carrying capacity of the member A-B—C. Assume E250 grade of steel and all joints are welded. Properties of 775 x 75 x 8 are: A= 1140 mm?, C, = C, = 21-4 mm, ly = I, = 59 x 104 mm4, 20 10 (c) Qi. (a) SGSE-0-CVL KL fod = (MPa) 20 224 30 211 40 198 50 183 60 168 70 152 80 136 90 121 100 107 110 94-6 120 83-7 130 74:3 140 66-2 150 59-2 160 53:3 170 48-1 180 43-6 The cost of a machine required at the construction site is = 1,20,000 and its salvage value is = 20,000. The expected life of the machine is 5 years only. It is also expected to work 2000 hours in a year. Compute the yearly depreciation for the machine by using the following methods : 20 ° Straight line method e Sinking fund method A cylindrical shell of mild steel sheet and 1250 mm diameter is to be subjected to an internal pressure of 1:55 MN/mm2. If the mild steel yields at 225 MN/m2, determine the thickness of the mild steel sheet on the basis of the following theories of failure. Assume a F.O.S. = 3. (i) Maximum principal stress theory (ii) | Maximum shear stress theory (iii) Maximum shear strain energy theory 6+7+7=20 11 (b) A dog-legged stair is to be constructed in a building resting on beams and columns as shown in the figure. The floor to floor height of the building is 3 m. The cross-sectional dimensions of beams including half landing beams are 250 mm x 400 mm. Intensity of live load is 3 kN/m?2. Design and detail the reinforcement (with sketches) of a typical flight of the stair, applying ‘limit state method’ of design. Use M25 and Fe500. Deflection check is not needed. Assume the depth of waist slab as 20 landing beam 150 mm. a Floor beam bd Li €: 5 of IE | nd S Pet S half UP UP S.. > Floor beam VW “ 1250mm “! 9@250mm 7 1250mm = 2250 mm PLAN SGSE-0-CVL 12 TABLE 3 FLEXURE — REINFORCEMENT PERCENTAGE, ౨ FOR SINGLY REINFORCED SECTIONS fee આ 25 Nimm* 2 க்வி, ಸ ஆத்த कः लि ला ` இ +مووسور..۔حسوسرت ت سیسات دص‎ "తు 415 480 500 | ك۸‎ 250 बाउ 480 5০০ 930 0146 0149 0084 0073 0070 | 255 1415 1358 ૦88 0708 049 935 0171 016 009 0085 0082 | ல 1445 1390 0855 २५ 1१8 040 06195 ০185 013 265 1482 142 0857 218 છ O45 0220 0211 0127 940 6106 | 270 155 تیر‎ ॐ 98 2 050 ૦25 ০ 0142 01 0118 | 275 159 187 096 075 073 935 0271 മേള 016 ୧135 0130 | 280 1584 1420 2216 ૦૭2 0780 060 0284 0171 ०14 0142 | 285 द; 1288 0-809 ളേ 032 0309 O18 ભાઠા 0154 | 290 1653 1587 095 0827 91791 O70 97 ૦333 6201 06174 017 | 295 क ன હ দঃ दा 075 9373 ૦358 926 0186 ০05 | 300 1724 1655 1 १४ 980 0399 0383 023 019 ০191 | 305 பல 1690 108 0880 یہوج‎ 083 0425 0408 0246 0242 0204 | 340 1257 17 189 ० १ 090 0451 043 026 ૦225 926 | 315 184 1760 छि छ ன்‌ O95 0477 0458 0276 0239 0229 | 320 1871 1 18 نون‎ 989 10 95% 048 0291 0252 022 | 325 19% 182 চাটি 95% 1१६ 105 0330 0307 ૦265 0255 | 330 1947 1869 1126 093 0935 110 337 9885 ૦0322 929 ০2৮ | 332 1362 1886 1੫4੩ 9 ಜಿಕ 115 0561 938 0292 0280 | 334 1978 19 114 998 120 0611 ০% 6353 0306 ૦0293 | 335 ~ پر‎ 14 125 008 063 039 039 0306 | 338 29 13} 118 130 ` 0666 ૦69 0385 0333 0320 | 340 2025 194 1:71 135 0693 ০৩৬ 040 0347 033 | 342 2040 18%; 118 140 0721 0692 947 ०3 0346 | 344 205 ક 118 145 9249 09719 0433 0374 03% | 34 202 1438 [50 977 0746 0% 0388 0373 | 348 2088 उ 135 085 0773 پیم‎ 0387 | 350 2104 2020 169 0834 0800 0482 047 0400 35 212 ಸಿಸಿ 165 0862 0828 0499 0-431 0414 3:54 2137 2051 1-70 ৮৪91 ০856 ০515 0-446 01428 3:56 2153 21067 175 0883 0532 0460 0442 | 338 27 కట్ట 180 099 0911 0549 9475 046 | 360 2186 2099 1:85 0979 0940 0566 9489 0470 3-62 2203 2115 190 1009 0968 0383 ૦54 084 | 364 225 ક 195 1038 ૦0597 6604 0519 ویج‎ | 3€8 226 2 200 198 1026 068 ૦54 ૦053 | 28 کیو‎ 24 295 1099 1055 ০535 9549 ০327 | 379. 2270 2179 210 1129 1084 ૦653 036 9342 | 222 2387 उद 215 1460 114 _ 067 0580 0557 | 374 239; 220 1491 1443 0596 0572 225 1 13173 0707 6611 ૦587 230 1 124 0 0627 ০৩০2 235 1 1234 073 ன تی‎ 240 1317 1265 975 98 టీ 245 1350 1296 0788 9975 १६8 250 1382 1327 079 968 98 Nore — Blanks indicate inadmissible reinforcement percentage (see Table E). SGSE-0-CVL 13 (c) Q8. (a) SGSE-0-CVL 10 (i) A batch of concrete consists of the following ingredients : I ee Batch Mass | Specific heat Initial ngredien wn (kg) cal/gm/°C Temperature (°C) Cement 86 0-27 44 Sand 320 0-25 26-0 Coane 1498 0-23 42 Aggregate Water 85 1:00 1:8 Free Moisture 9-0 1-00 26-0 in Sand (8%) Free Moisture in Coarse 14:5 1-00 4-2 Aggregate (1%) Ice D.4 0-50 -40 If the desired placement temperature is 11°C and concrete gains 4°C after cooling has occurred, find the quantity of ice to be added for the given set of materials. (ii) | What are the causes of accidents in the construction industry ? How can they be reduced ? Draw the shear force and bending moment diagrams for the beam loaded, as shown in the figure below. There is an internal hinge at C. Determine the values of maximum bending moment and maximum shearing force. 20 KN 5 KN/m An ee Ay er ad 4m 14 ei % f— 2m —>fe~ 2m —>e— 2m—>k—_— 10 20 (b) (c) SGSE-0-CVL (i) (ii) (i) (ii) A welded plate girder is made of a web 2000 mm deep and 20 mm thick and flange 500 mm wide and 40 mm thick. Design a suitable welded connection between the flange and web. The span of the girder is 30 m (simply supported) and the total load (udl) including its self weight is 160 kN/m. Assume E250 grade of steel. Assume field weld. Find the moment of resistance of reinforced concrete beam of size 250 mm x 500 mm. The beam is reinforced with 3 Nos. 20 9 bar at bottom and 2 Nos. 12 ¢ bar at top. The beam is simply supported and under vertical load. Assume effective cover to bar at the top and the bottom is 50 mm. Use M25 and Fe415. Apply limit state method. Assume the stress strain values of a steel bar from the table. Strain Stress (MPa) 0-00174 347:8 0-00195 369°6 0-00226 391:3 0-00277 413-0 0-00312 423:9 0-00417 434:8 What is a sheep’s foot roller ? How does it compact the earth ? Explain the following terms : e —- Total float ° Free float e Independent float e Interfering float 15 10 10 10 10