CE 208 Quantity Surveying Department of Civil Engineering Ahsanullah University of Science, Study Guides, Projects, Research of Civil Engineering

Download CE 208 Quantity Surveying Department of Civil Engineering Ahsanullah University of Science and more Study Guides, Projects, Research Civil Engineering in PDF only on Docsity! CE 208 Department of Civil Engineering Ahsanullah University of Science and Technology November, 2017 Department of Civil Engineering AUST Preface Quantity surveying refers to the estimation of materials as well as the final cost estimation for any project. Cost estimating is one of the most important steps in project management. Cost estimation establishes the base line of the predicted project cost at different stages of development of the project. This lab manual intends to introduce the students with the estimation of the moderate size structures, i.e. residential building, culvert, underground water reservoir, retaining wall as well as estimation for excavation. The examples are imaginary structures but the basic process of the calculations will pave the way to estimate real structures. The authors highly indebted to their colleagues for their constant support and guidance during the course of preparing this manual. In addition, estimation concepts were taken from Estimating Building Costs for the Residential and Light Commercial Construction Professional, by Wayne J. el. Pico, Estimating for Residential Construction by David Pratt. Besides, practical estimating aspects were studied from Consultants Estimating Manual, Division of Capital Asset Management, Commonwealth of M: chusetts (2006) while the pictures, where referenced, were collected from the internet. Nafis Anwari, Lecturer Lecturer Department of Civil Engineering Ahsanullah University of Science and Technology Md. Hossain Nadim, Lecturer Lecturer Department of Civil Engineering Ahsanullah University of Science and Technology Part 1: Introduction to Quantity Surveying Quantity surveying is an assessment of the cost based on certain rates of materials and labour. An estimate should be realistic assessment should be made on actual conditions of market. Estimation is undoubtedly one or the most important aspects of a construction project. A good estimation saves the expenditure to a great extent and ensures optimum use of materials. Estimation is very much technical. It requires good knowledge on structural design, properly or engineering materials and essentially practical experience. Essentials in a good Quantity Surveyor: What are the essentials in a good Quantity Surveyor? He must be able to describe clearly in proper unambiguous language the requirement of the Architect and so arrange his bill of quantities (BoQ) that the Builder can quickly, easily and accurately arrive at the estimated cost or the work. The Quantity Surveyor must have a sound knowledge or building materials and construction and or customs prevailing in the trade. He must be accurate in his work and calculations. 1.1 Study of Drawings It would be extremely premature if an attempt were to be made at the taking on: immediately on receipt of the drawings. Much has to be accomplished before proceeding to take out quantities from the drawings. Many errors can be avoided if the following steps are taken before entertaining any thought of taking off: (1) Look over the drawings and attempt to visualize the work entitled. (2) Study the, are in agreement with one another. (3) Check drawings carefully to see that plans, elevations, sections and details, if any the dimensions on the drawings to make sure that each overall dimension agrees with the total room dimensions. If serious errors arc discovered, the architect should be informed; but if the discrepancy is due to the result of slight arithmetical error, the drawings should be corrected. (4) If the dimensions do not exist in some places, then it is always better to write them in. These missing dimensions should be worked out from other dimensions, as far as possible, scaling them from the drawing being the last resort. 1.2 Bill of Quantities (BoQ) When one wants to buy a table, he ask the cabinet maker as to what is would cost. The cabinet maker before giving the cost would like to know the detailed specification of the table, i.e., its size length, breadth, height, design, type of timber and the finish required. Once the specification is known the cabinet maker will give the value of the table by working out cost of materials and labour required and adding his overhead and profit. Similarly, a prospective building owner wants to know before placing the order that what the cost or his building would be. In order to work out the east of a building, detailed quantities have to be worked out in accordance with the requirement CE 208: Quantity Surveying Page 1 of 83 Department of Civil Engineerin, AUSTS of the Standard Method of measurement and price by the Builder. These quantities when collected together into a bill, form a bill of quantities. The advantages of a_ bill or quantities are as follows: (1) It forms a common basis for competitive tendering which is necessary to obtain a reasonable value tor consideration. (2) It forms in itself a basis of rates for measured work which can be used in the contract for valuation of variations and final account. (3) It is used in building operations for the completion of interim payments. The following points are essential in the production of good bill of quantities: (1) A good knowledge of building construction as without this the correct interpretation of the drawings would not be possible. (2) Accuracy and neatness in measuring and setting out. (3) A thorough knowledge of writing descriptions in concise and clear language which will translate the drawings into words. 1.3 What is Specification? A Specification is a special description or a particular subject. An engineering specification contains detailed description or all workmanship and materials which are required to complete an engineering project in accordance with its drawings and details. The technical drawings of a _ structure will show, the proportions and relative positions of the various components of the structure. It is not often possible to furnish the information on the drawings, regarding the quality or materials to be used and the quality of workmanship to be achieved during construction, due to shortage of space. This data regarding the materials and workmanship is conveyed in a separate contract document, which is known as the "specifications" for the work. Thus the drawings with the specifications “will completely define the structure”. The “specification” is furnished separately along with the drawings and is an essential part of all engineering contracts. 1.4 Necessity of Specifications The necessities of specifications are as follows:- (a) The cost of unit quantity of work is governed by its specification. (b) Specifications of a work are required to describe the quality and quantity or different materials required for a construction work and is one of the essential contract documents. Thus a contractor can make a programme to procure the materials required for a project and the owner can check the quality of materials conforming to the specification avoiding dispute with the contractor. (c) This also specifies the workmanship and the method of doing the work. Thus specification of a work serves as a guide to the supervising staff of the contractor as well as to the owner to execute the work to their satisfaction. (d) A work is carried according to its specification and the contractor is paid for the same. Any change in specification changes the tendered rate. CE 208: Quantity Surveying Page 2 of 83 ——_— Department of Civil Engineering) AUSTS (e) As the rate or a work is based on specification, a contractor can calculate the rates of various items of works in a tender with his procurement rates of materials and labour. Thus tender paper without specifications of works is baseless, incomplete and invalid. (f) Specification is necessary to specify equipment, tools and plants to be engaged for a work and thus enables to procure them beforehand. (g) The necessity of specification is to verify and check the strength of materials for a work involved in a project. (h) Specification is an essential contract document and required for arbitration of court cases 1.5 Main Items of Works of Building: As per ASTM UNIFORMAT II Classification for Building Elements (ASTM E1557-09, 2015), the main items of works of building are: 1. Earthwork: Earthwork in excavation and earthwork taken out accurately under different items 2. Concrete in Foundation: Foundation concrete consists of lime concrete or weak/lean cement concrete. The proportion of cement concrete In foundation may be 1: 4: 8 or 1: 5: 10. 3. Brick Flat Soling: When the soil is soil or bad.' one layer of dry brick or stone soling is applied below the foundation concrete. This soling layer is computed in square units specifying the thickness. 4. Damp Proof Course: DPC usually of 2.5 cm (1 inch) thick rich cement concrete 1: 1.5:3 or 2cm (.75 inch) thick rich cement mortar | :2, mixed with standard water proofing material, is provided at the plinth level to full width of plinth wall and the quantities are computed in square units. It is not provided at veranda openings. 5. Masonry: Foundation and plinth masonry is taken under one item, and masonry in superstructure is taken under a separate item. In storied building, the masonry in each storey is tabulated separately. Proper deductions arc made for openings as doors, windows, lintels etc. Arch masonry work is taken out separately. 6. Arch Masonry Works: Masonry work in arches is calculated in cubic units separately by multiplying the mean length of the arch by the thickness of the: arch and by the breadth of the wall. 7. Lintels over Openings: Length of lintel is equal to the clear span plus two i hearings. If the dimension of bearing is not given, the bearing may be taken as | same as the thickness of lintel with a minimum of 12 cm. (4.50 inch). 8. RCC & RB Work: The quantities in roof or floor slab, in beams, lintels, columns, foundations are calculated in cubic units exclusive of steel: reinforcements and its bending but inclusive of centering and shuttering and fixing and binding reinforcement in position. The reinforcement including its bending is taken up separately under steel works. For this purpose, 0.6% to 1 % of RCC by volume may be taken for steel. 9. Flooring and Roofing: (i) Ground Floor: The base lime concrete and floor finishing of CC or stone or marble or mosaic etc. are usually taken as one job or one item and the quantity is ‘calculated in square CE 208: Quantity Surveying Page 3 of 83 ——_— Department of Civil Enginee ring) Part 2: Reinforcement Estimation of a RCC Slab 2.1 Reinforcement used in the RCC Orr FF Two types of steel are used in RCC work. They are Co ESAAEZE 1. Plain round mild steel bar oC CICILY) 2. Deformed bar DEFORMED Figure 2.1: Typical Reinforcement Designation and cross-section area of ASTM standard reinforcing bars are given below: Table 2.1: Diameter and Nominal Cross-Section Area of ASTM Standard Reinforcing Bars Bar No. Diameter (in) Nominal Area (in?) #3 3/8 0.11 #4 4/8 0.20 #5 5/8 0.31 #6 6/8 0.44 #7 18 0.60 #8 8/8 0.79 #9 9/8 1.00 #10 10/8 1.27 #11 11/8 1.56 2.2 Cover and Clear Cover in RCC Cover: Refers to distance of outer concrete surface from C.G. of steel. Clear cover: Refers to distance of outer concrete surface from edge of steel. S 2 3 » [F a} g g 3 5 < o | {5 3 2 pe 84 *#2 32 oe ~ 4a ga aa 4 \ Clear cover | Figure 2.2: Cover and Clear cover in RCC Cover CE 208: Quantity Surveying Page 6 of 83 Department of Civil Enginee ring) Reinforcement covering is necessary for the following reasons: 1. To protect reinforcement/steel from weathering effect i.e. corrosion 2. To protect from fire. 3. The need for adequate adhesion between the steel and concrete. —— AUSTS 4. The need to create cable and pipe channels without harming the reinforcement According to the ACI code minimum cover should be maintained in all kind of RCC works. ACI code provisions are given in the following table. Table 2.2: ACI Code Provisions for Minimum Cover and Clear Cover Beam/Column Slab Clear cover 1.5 inch 0.75 inch Cover 2.5 inch 1 inch 2.3 Reinforcement Hooks In RCC work reinforcements are used in concrete to take tension. To achieve the good performance i.e. strong bond between concrete and steel, hooks are provided at the ends of the all reinforcing bars (especially in plain bars). Typical length of one hook is 9dp to 12dp, where dp is the diameter of the hook bar. 12d, Figure 2.3: Typical 90° hook CE 208: Quantity Surveying Page 7 of 83 ee Department of Civil Enginee ring) AUSTS 2.4 Type of Reinforcement Used in Slab 1. Straight bar [lies at bottom] 2. Cranked bar [lies top and bottom depending on cranking] 3. Extra top [lies at top] Figure 2.4: Typical Slab Reinforcement Pattern (straight & cranked bar). Rules for slab reinforcement distribution 1. Start with a straight bar and end with a straight bar 2. Cranked bars are in between straight bars. 3. Extra tops are in between cranked bar. 2.5 Meaning of Legends > #3@ 6” c/c alternately cranked: #3 bars are distributed at bottom with a spacing 6”. First bar should be straight and next bar should be cranked. > 2#3 extra top in between cranked: 2#3 bars are placed in between cranked bars at top position on one side. CE 208: Quantity Surveying Page 8 of 83 Department of Civil Engineering) 2. 2#3 extra top in between cranked 4 76" 4 y \ 2" lI MH I i a N bare Figure 2.9: Straight, Cranked and Extra Top Distribution No of extra top (one side) = Space available for extra top x No of extra top = (No of cranked bar -1) x 2 = (6-1) x 2= 10 Nos. Table 2.3: Nominal Weight of the ASTM standard Reinforcing Bar US. rebar size chart . . es Mass per unit length Imperial Bar Size Metric Size (mm) Ib/ft (kg/m) #3 10 0.376 0.561 #4 13 0.668 0.996 #5 16 1.043 1.556 #6 19 1.502 2.24 #7 22 2.044 3.049 #8 25 2.670 3.982 #9 29 3.400 5.071 #10 32 4.303 6.418 #11 36 5.313 7.924 #14 43 7.650 11.41 #18 57 13.60 20.284 CE 208: Quantity Surveying Page 11 of 83 G 2.8 Worked Out Problem ‘i 10° ag i se i 2 Hepeg iu — a 14 Bw 6} @ I, QQ, @ Lys ) t L4y3 L2y3 t I 12/3 20° - 4) t @ uy | ti k u 1k i ¢ {5} : +r QS i a : a a | - | S = Legends: Slab Thickness= 5" (1) #4 @ 6" dc alt. ckd (2) 2#4 extra top in between ckd. bars (3) 1#3 extra top in between ckd. bars Cover= 1" (4) #3 @ 4" dcalt. ckd (5) 1#4 extra top in between ckd. bars » (6) 1#3 extra top in between ckd. bars Figure 2.10: Reinforcement Detailing for a 5 inch Slab Supported on Masonry Wall CE 208: Quantity Surveying Page 12 of 83 — Department of Civil Engineering} er AUST Reinforcement Estimation Table 2.4: Calculation of Reinforcement Estimation for the Workout Problem Total Bar No. Length on Bar . . Length Designation | [rounded to upper 1] (ft) (ft) #4 Straight | 24 a ep eg5 | 50'-2"- 2" = 49.67' 1738.33 , 4 #4Cranked | 35-1 = 34 49.67 + 4x0.42x (5) = 50.23’ | 1707.70 g i 3 #3 Extra top | (34— 1)x2 = 66 1'9"— 2"+10" ty? = 9.75' 643.50 I a 22' 22' pe | #4 Extra top | (34— 1)x2 = 66 >t 10" +5 15.5' 1023 e I 3 1 #3 Hook 66x 2= 132 10 x2 x5 = 0.3125 55.04 35 + 34 + 66)x2 #4 Hook — | C9 +344 66)x 10x4x4+=0.417 112.59 = 270 8 12 #3 Straight ene 1= 76 | 34’2" —2"— 2" = 33.83’ 2571.33 3 #3 Cranked | 76-1 = 75 33.83’ + 4x0.42x (=) = 34,13’ | 2558.49 5 20" 3 #3 Extratop | 75-1 = 74 1/9" — 2"+10" +> = 9.08’ 672.16 o 5 vor pono a 2 ¢ | #4 Extratop | 75-1 = 74 7 a 1338.16 z = 18.08" 76+ 75 + 74)x2 Hook | 76475 +74) 10x2x4=03125 140.62 = 450 8° 12 #4Hook =| 74x 2 = 148 10x5x— = 0417 61.716 Table 2.5: Calculation of Weight of Reinforcement Bars for the Workout Problem . . Total Length Weight per unit Weight Bar Di ti ar Designation (ft) length (lb/ft) (Ib) #3 6642 0.376 2498 #4 5982 0.668 3996 CE 208: Quantity Surveying Page 13 of 83 Department of Civil Engineering AUST: Ground Level Ground Level 10" diameter circular column |p 6 ee Footing 7 3" CC layer CIT TT TT TT Tt TT TT ——_ 3 prs layer Elevation 14" (>) “” 10" diameter circular column Figure 3.1: Plan and Elevation of Foundation for Question 7 of Assignment CE 208: Quantity Surveying Page 16 of 83 Department of Civil Engineering) AUST 3.4 Worked Out Problem Estimate the materials required for the following residential building. Also find out the cost of all materials. o—t— 9 4 — 9) er Hoe 1 : J J ] | | W1 wW1 | | | ; | | Z | | Z | | & oom Z kon | 20-10" | | | J % | | | Z I Ly Z | 1 rN rm~ | ! wi wt iY wt wi | | i ot rn | bert 8 oa | 10" 18" — 10° The | s | Verancan 9 | bo | oF 10" | a g | 10° | ol | wa LoS _-4 * = PLAN cane Figure 3.2: Building Plan L 40° | mac" | 4 (22'-10" T 22-10" 7 20-10" | Room | Room | f—# p a BH = FOUNDATION PLAN Figure 3.3: Foundation Plan CE 208: Quantity Surveying Page 17 of 83 remy Department of Civil Engineering} AUST PL PL. 1o-wiath a 40x10" Ie 1212" a "CC . —=—3BFS 44" walated column tating Figure 3.4: Cross Sections of Foundations 1 10° 10° 4 2-6" +} — 6 —+— 5 +4 & { 2-6 ih ze }-—s—+—5—4 &—_42-0 Hac rr = SDT LJ [| | wi wi | | | | | | | | | | | | Room Room | 20-10" | | | | | | | | | | | | | wit wit wi | | VA D4 ot Ao nw | bar _ & Th & rt ar | 10" 8 10" Lie | g | Verandah te | Hoo | es PB Bot ! ws ok we J 7 PLAN ‘Comice Kore ——__+_| __ 4 Figure 3.5: Building Plan with Section Lines CE 208: Quantity Surveying Page 18 of 83 Department of Civil Engineering AUST Here, V= Volume L= Length along center line B= Thickness/ Width H= Height Earthwork excavation: (Volume) For 25” wall foundation- Length= 20710°x2+22’10"x4 = 133’ Width= 2’1”+3”x2 (extra in both side) = 31” Height= 3’3” Volume= LxWxH= 1116.65 ft® For 30” wall foundation- Length= 20710”-31” = 1873” Width= 2’6”+3”x2 (extra in both side) = 36” Height= 3’3” Volume= L x W x H= 177.94 ft Column foundation- Volume= LxWxH= (4’6”x4’6"’x4’3”) x3= 258.19 f3 For 20” wall foundation- Length= (9’-317/2-4’6”/2(column footing)) x2+ (22’10”-4’6”) x2 = 477” Width= 20”+3”x2 (extra in both side) = 26” Height= 2’3” Volume= L x W x H= 231.97 ft? Total volume= (1116.65+177.94+258.19+231.97) = 1784.75 ft CE 208: Quantity Surveying Page 21 of 83 Department of Civil Engineering AUST BES (one layer below foundation): (Area) For 25” wall foundation- Length= 20710°x2+22’10"x4 = 133’ Width= 2’1°= 25” Area= LxW= 277.08 ft? For 30” wall foundation- Length= 20710”-2’1” = 1879” Width= 2’6"= 30” Area= LxW= 46.875 ft? For column foundation- Length= 4’ Width= 4” Area= LxW= 3x (4’x4’)= 48 ft? For 20” wall foundation- Length= (9’-1°3”/2 (due to 25” wall foundation)-17/2(due to column footing)) x2+ (22’10”-17/2- 17/2) x2= 59°5” Width= 1°8°= 20” Area= LxW= 99.03 ft? Total Area of BFS= (277.08+46.875+48+99.03) = 470.985 ft? Cement concrete in foundation: (Volume) To find volume of CC, multiply by the total area of BFS with thickness (3”). Total volume of CC= 470.985 ft?x3”/12= 117.75 £8 Brickwork in foundation (up to GL): (Volume) For 25” wall foundation- CE 208: Quantity Surveying Page 22 of 83 Department of Civil Engineering AUST 20” width: 133°x20”/12x6"/12= 110.83 ft 15” width: 133’x15”/12x6”/12= 83.12 ft 10” width: 133’x10”/12x217/12= 193.95 ft Total= 387.9 f° For 30” wall foundation- 25” width: (18°9’+2.5°x2)x25°/12x6"/12= 19.97 f° 20” width: (19°2”+2.5°x2)x20°/12x6"/12= 16.32 ft* 15” width: (19°7°+2.5"x2)°x15°/12x6"/12= 12.5 ft 10” width: (19°7”+2.5"x2)’x10”/12x15"/12= 20.83 ft Total= 69.62 ft* For 20” wall foundation- 15” width: (59°5”+2.5"x2)x15°/12x6"/12= 37.4 fF 10” width: (59°5”+2.5"x2)x10°/12x15”/12= 62.33 ft Total= 99.73 ft* Brickwork in foundation from GL to PL: (volume) 25” wall foundation= 133’x10”x2’= 221.67 ft? 30” wall foundation= 20’x10”x2’= 33.33 ft? 20” wall foundation= ((9’-5”-5”+22’10”-5”-5”) x2) x10°x2’= 100.56 f° Total= 355.56 ft RCC in footing up to GL: (Volume) Base slab of footing= 3x (4’x4’x1’) = 48 ft Column up to GL= 3x (1’x1’x2’9”) = 8.25 fP Total= 56.25 ft* CE 208: Quantity Surveying Page 23 of 83 —— ont Department of Civil Engineering? AUST 3. 3rd step: 23°8"x30"x6” =29.58ft3 4. Ath step: 23°8°x40"x6” =39.44 ft Total= 98.6 ft? R.C.C. in drop wall: (Volume) Length= (9’-10”) x2+ (22710”-10”) x2= 60°4” Width= 5” Height= 2’6” Volume= 62.85 ft? R.C.C. in sunshade: (Volume) RCC Volume= 4x ((3”x6”) + (0.5x (3°+4”) x15”) X7°= 13.71 £2 Inside Plastering (thickness 0.25”): (Volume) Mix ratio- C:S= 1:6 1. Inside wall a) Mainroom= 2x84’x (10°7”-10”skirting) x0.25”= 34.125 ft Deduct, Door= 4x3’4”x (7’-10”skirting) x0.25”= 2.18 ft Window= 8x6’x4’6"x0.25"= 4.5 ft Total= 27.45 ft b) Verandah= (22’10”x2+10”) x (10°7”-10”skirting) x0.25°= 9.45 f° Deduct, Door= 4x34”x (7°-10”skirting) x0.25”= 2.18 ft? Window= 4x6’x4’6"x0.25°= 2.25 ft Droop wall= 2x5”’x2’6"x0.25"= 0.043 ft? Total= 4.98 ft? 2. Ceiling a) Mainroom= 2x22’x20’x0.25"= 18.33 ft? CE 208: Quantity Surveying Page 26 of 83 b) Verandah= 46°6”x9’x0.25"= 8.72 ft? Deduct, Column= 3x10”x10"x0.25”= 0.0434 ft? Drop wall= 6074’x5”x0.25"= 0.524 f° Total= 26.48ft? 3. Edges a) Door edges= 4x (6’2”+3°4”+6°2”) x10”x0.25°= 1.09 ft? b) Window edges= 8x (6’x2+4’6"x2) x10”x0.25°= 2.92 ft® Total= 4.01 ft? 4. Drop wall (inside face) a) Inside face= 60°4”’x2’6"x0.25"= 3.14 ft? b) Bottom edge= 604"x5”x0.25’= 0.524 fF Total= 3.66 ft? Total volume of inside plastering= 66.58 ft? Outside plastering (thickness 0.5”): (Volume) Mix ratio- C:S= 1:4 1. GL to PL= (46°6”x2+30°8"’x2) x2’x0.5°= 12.86 ft Deduct, Stair= 23°8x2’x0.5°= 1.97 ft? Total= 10.89 f° 2. Outside wall= (46’6”+21°8"x2) x10°7”x0.5"= 39.61 ft® Deduct, Window= 4x6’x4’6"x0.5"= 4.5 fF Sunshade= 4x7’x4”x0.5"= 0.39 ft° Total= 34.72 ft* 3. Columns= 3x (10’x4) x (10°7”-10”) x0.5"= 4.06 ft? Deduct, Drop wall= 6x (2’6°x5”’x0.5”) = 0.26 ft* Department of Civil Engineering AUST CE 208: Quantity Surveying Page 27 of 83 Department of Civil Engineering AUST Total= 3.8 ft? 4. Stairs Ist step= 2x10°x6"x0.5”= 60 in3= 0.035 ft, 2nd step= 2x60 in*= 0.07 ft*, 3rd step= 3x60 in*= 0.1 ft?, 4th step= 4x60 in?= 0.14 ft? Total= 0.345 ft? 5. Parapet a) Inside= (49°2”°x2+33’ 4x2) x2’x0.5°= 13.75 fi b) Outside= (50’x2+34’2x2) x2°x0.5°= 14.03 ft? c) Top= (49°7"x2+33°9"x2) x5”x0.5"= 2.9 £3 Total= 30.68 ft? 6. Sunshade a) Bottom face= 4x (7’x1’6”x0.5”) = 1.75 #8 b) Side edge= 4x [{((67x3740.5x (3°+4”) x15”)} x2x0.5"] = 0.16 ft c) Front face= 4x (7°x6x0.5”) = 0.58 ft? d) Top face= 4x {7°x (3°+3”+15.04”) x0.5”} =2.05 ft? e) Inside face= 4x (3”x7°x0.5”) = 0.29 ft? Total= 4.83 ft 7. Cornice a) Side edge= (50’x2+34’2"x2) x5”x0.5"= 2.92 f° b) Bottom edge= {(30°8”+1’9”) x2+ (46°6+179”) x2} x 1°9°x0.5= 11.76 ft3 Total= 14.68 ft 8. Drop wall Outside face= 604”x26”x0.5"= 6.28 ft? Total volume= 106.23 ft? CE 208: Quantity Surveying Page 28 of 83 ei Department of Civil Enginee ring) AUSTS 4.3 Different Types of Culvert 1. Arch Culvert: An arch culvert is normally a low profile culvert. It can be installed without disturbing the causeway as it will span over the entire drainage width. They are normally made of metal, stone masonry or RCC. They are installed easily, and you don't need to use expensive water diversion structures to install it. Common shapes include semicircular arch, elliptical arch, and concrete box culverts. Another benefit of these type of structure is that the installation process will not take a lot of time, compared to traditional box culverts. Figure 4.2: Arch Culverts (http://www.conteches.com, https://qph.ec.quoracdn.net) 2. Slab Culvert: A slab culvert is made of RCC slab. Masonry arches in culverts have numerous problems, including difficulty in centering, shuttering, less life, more chance of cracks and more dead load. Thus they have been replaced by simple RCC slab construction. Slab in these culverts may be RCC or stone. Figure 4.3: Slab Culverts (http://www.lefiltredumonde.com) 3. Pipe culvert: Pipes culverts are available in different shapes such as circular, elliptical and pipe arches. Although circular pipes are the most common, other shapes might be used depending on site conditions and constraints at the job site. Their prices are very competitive, and they are very easy to install. As with other culvert types, the selection of the culvert will depend on hydraulic design and other factors that might affect their performance and CE 208: Quantity Surveying Page 31 of 83 Department of Civil Engineering AUST: suitability. It is the preferred one on urbanized areas and is the one usually used to manage storm sewer systems. pe Figure 4.3: Pipe Culverts (https://www.civilgeo.com) 4. Box culvert: Box culverts have a concrete (sometimes other materials can be used too) floor allowing the water to flow smoothly through it. Box culverts are usually made up of Reinforced Concrete (RCC). Some box culverts can be built using composite structures and are great when water needs to change direction or when a large flow of water is expected. Box culverts can also be installed in such way that the top of the culvert is also the roadway surface. Figure 4.4: Box Culverts (http://www.hudsoncivil.com.au) 5. Steel girder culvert: A steel girder culvert has two (2) steel girders running side-by-side to support the main rail path. This type of culvert can only be seen in railways. Two main girders are laid just below the rails. Wooden sleepers are provided between these girders and the rails. Therefore sometimes these culverts are also called open deck culverts. CE 208: Quantity Surveying Page 32 of 83 ei Department of Civil Enginee ring) AUSTS Figure 4.5: Steel Girder Culverts (http://2.bp.blogspot.com) 6. Scupper: A scupper is an opening in the side walls of an open-air structure, for purposes of draining water. They are usually placed at or near ground level, and allow rain or liquids to flow off the side of the open-air structure, instead of pooling within the walls. * S > Figure 4.6: Scuppers (http://www.nzdl.org, https://i.ytimg.com) 4.4 Slab Culvert Slab culvert is one of the most commonly used culvert in Bangladesh. A total of 18257 culverts have been constructed in Bangladesh until 2017 out of which 3991 culverts (22%) are box culverts (http://www.rthd.gov.bd/bridge_maintenance.php). Advantages of Slab Culvert a) Simple in construction b) Suitable for weak sub grade. c) Uniform load distribution over a wide area. 4.5 Components of a typical RCC Slab Culvert 1. Abutment a) Support bridge deck. b) Retain embankment. c) Connect approach road to bridge deck. CE 208: Quantity Surveying Page 33 of 83 Department of Civil Enginee ring Aust» 150mm 300mm Ho 225 mm RC Slab Legends: (1) 19 mm @ 125 mm C/C 3600 mm (2) 12 mm @ 150 mm C/C (3) 10 mm @ 150 mm C/C (4) 16 mm @ 150mm C/C (5) 10 mm @ 150mm C/C 375 mm 1200 mm 75 mm (one layer) Brick Flat Soling 675mm 450mm Figure 4.9: Sectional Elevation through Abutment 150mm 300mm Ho 225mm Legends: (1) 19 mm @ 125 mm C/C 2000 mim (2) 12 mm @ 150mm C/C (3) 10 mm @ 150 mm C/C (4) 16 mm @ 150mm C/C (5) 10 mm @ 150 mm C/C 375 mm 75 mm (one layer) Brick Flat Soling 675mm = 450mm _= 1200 mm Figure 4.10: Sectional Elevation through Wing Wall CE 208: Quantity Surveying Page 36 of 83 Department of Civil Enginee ring) AUSTS Concrete Estimation Table 4.1: Calculation of Estimation of Concrete for the Workout Problem of Slab Culvert . Height/ Item Description | No | Length(m) Width thickness Area Volume (m) ‘no (m2) (m}) Remarks (1)75mm brick flat soling in foundation Abutment 2 7.80 2.325 o-- 36.27 --- Wing wall 4 2.85 2.325 o-- 26.51 --- Total= 62.78 (2) Reinforced cement concrete in foundation (including reinforcement); 1:2:4 abutment 2 7.80 2.325 0.375 --- 13.60 Wing wall 4 2.85 2.325 0.375 -- 9.94 Total= 23.54 (3) Reinforced cement concrete in superstructure (including reinforcement); 1:2:4 Abutment 2 7.80 0.45 3.825 o- 26.8515 Deduction due to | 2 7.80 0.30 0.225 - -1.053 slab bearing Wing wall 4 2.85 0.45 3.825 - 19.6223 Total= | 45.4208 (4) RCC in slab; | 1 7.80 3.60 0.225 - 6.318 1:1.5:3 Total= 6.318 CE 208: Quantity Surveying Page 37 of 83 1. 75mm BES [one layer] Size of one brick =240 mm x1 15mm x 70 mm Area of one brick =0.24 m x0.115 m = 0.0276 sqm No of bricks = = = 2275 Nos. 0.0276 Sand volume required per 10 sqm area of BFS = 0.1 cum Volume of sand = — = 0.628 cum 2. Reinforced cement concrete in Foundation (1:2:4) Final volume (hard concrete) = 23.54 cum Initial volume (before mixing) = 23.54 x1.5 = 35.31 cum Mix ratio = 1:2:4 Cement = set =5.044 cum =143 bags [One bag cement = 50 kg = 112Ib. = 1.25 cft = 0.035423256 cum] _ 35.31x2 Sand =10.1 cum 35.31x4 _ Brick chips/ Khoa = <== 20.2 cum No. of bricks = 20.2 x 300 = 6060 Nos. [One cum brick chips required 300 Nos. of full size brick] 3. Reinforced Cement Concrete in Superstructure (1:2: 4) Final volume (hard concrete) = 45.42 cum Initial volume (before mixing) = 45.42 x 1.5 = 68.13 cum Mix ratio = 1:2:4 68.13x1 Cement = — = 9.7 cum = 275 bags [One bag cement = 50 kg = 112Ib. = 1.25 cft = 0.035423256 cum] ——_— Department of Civil Enginee ring) AUSTS CE 208: Quantity Surveying Page 38 of 83 —— Reinforcement in one abutment: (1) Vertical rod in wall (outside face) 19 mm dia @ 125mm C/C 7800 = [FE + 1) x [3600 + 225 4375 -75 -75 + (12425) + (10*19*2)} (2) Vertical rod in wall (inside face) 12mm dia @ 150mm C/C = (2° + 1] x [3600 +375 -75 -75 + (12*25) + (10*12*2)] (3) Horizontal rod in wall (outside face) 10mm dia @ 150mm C/C 3600+225-75 150 =[ + 1] x [7800] (4) Horizontal rod in wall (inside face) 10mm dia @ 150 mm C/C = pee + 1] x [7800] (5) Horizontal rod in footing (both layer) 16 mm dia @ 150mm C/C 7800 = [Fe + 1] x [1200 + 450 +675 -75 -75 + (10*16*2)] x 2 [two layer] (6) Horizontal rod in footing (both face) 10 mm dia @150 mm C/C 120044504675 -75-75 [——— +1] 150 x [7800] x 2 (two face) CE 208: Quantity Surveying Page 41 of 83 ——_— Department of Civil Engineering) AUSTS Table 4.3: Calculation of Reinforcement in Two Abutments Total Length | [For one Weight per : Bar No abutment] meter (kg/m) Weight (kg) (m) 19mm 2 16mm 2 12mm 2 10mm 2 Table 4.4: Calculation of Reinforcement in Four Wing Walls Total Length | [For one wing Weight per : Bar No wall] meter (kg/m) Weight (kg) (m) 19mm 4 16mm 4 12mm 4 10mm 4 Table 4.5: Calculation of Reinforcement in two Abutments and Four Wing Walls Reinforcement Bar Total (kg) Two abutments (kg) | Four wing walls (kg) 19mm 16mm 12mm 10mm CE 208: Quantity Surveying Page 42 of 83 ——_— Department of Civil Enginee ring) Part 5: Estimation of an Underground Water Reservoir 5.1 Worked Out Problem 16' A ag —! Figure 5.1: Plan of the Underground Water Reservoir CE 208: Quantity Surveying Page 43 of 83 Department of Civil Engineering AUST Reinforcement estimation: Table 5.3: Calculation for Reinforcement Estimation Bar Total Item designation No. Length (ft) “t, ” 2x[(16x12-2x3)/5+1]= | (11x12-2x3+2x10.5x6/8)/12= Base #6@5"c/e 77 11.813 909.601 slab ” 2x[(11x12-2x3)/6+1]= | (16x12-2x3+2x10.5x5/8)/12= #5@6"c/ce 44 16.594 730.136 B@5"cle GIRS 23)h SHE | 46 2392 , #4@5"cle _ (11x12-5-2- Wall (outside) 46x 12/541= 112 344+42x 10.5x4/8)/12= 11.375 1274 #4@5"cle _ (11x12-5-2- (inside) 46x 12/541= 112 346+2x 10.5x4/8)/12= 11.542 1292.704 #6@5"c/e _ (10x 12-2x3+2x 10.5x6/8)/12= Cover (bottom) (15x12-2x3)/5+1= 36 10.813 389.268 slab #6@5"c/e _ (15x 12-2x3+2x 10.5x6/8)/12= (top) (10x12-2x3)/5+1= 24 15.813 379.512 Table 5.4: Calculation for Weight of Reinforcement Additional | Final Length | Weight/length | Total weight Bar Length (ft) (2%) (ft) (Ib/ft) (lb) #3 2392 47.84 2440 0.376 918 Ht 2566.704 51.32 1619 0.668 1082 #5 730.136 14.603 745 1.043 718 #6 1678.381 33.568 1712 1.502 2572 CE 208: Quantity Surveying Page 46 of 83 x Department of Civil Engineer lepartment of Civil Engineering aust BM Part 6: Estimation of a Retaining Wall 6.1 Retaining wall A retaining wall is a structure designed and constructed to resist the lateral pressure of soil. Generally used to protect embankment of roads, hills etc. 6.2 Types of Retaining wall Gravity Cantilever Sheet piling Anchored Counterfort yk YN Figure 6.1: Typical Retaining wall Reinforcement Reinforcement {b) Semigravity wall ic) Cantilever wall fa) Gravity wall Counterfort (d} Countertort wall Figure 6.2: Different Types of Retaining Wall CE 208: Quantity Surveying Page 47 of 83 ——_— Department of Civil Enginee ring) DIFFERENT TYPES OF RETAINING WALL Gravity wall iT Piling wall Cantilever wall LT Anchored wall GRAVITY PILING CANTILEVER ANCHORED Figure 6.3: Different Types of Retaining Wall 6.3 Components of a typical RCC retaining wall Surcharge Pl Backfill Am or stem Heel Y key Retaining Wall Figure 6.4: Components of a Typical Cantilever Retaining Wall CE 208: Quantity Surveying Page 48 of 83 Department of Civil Engineerin, j Aust Estimation of Reinforcement a) Reinforcement in wall Inside vertical reinforcement (# 6 @ 5"c/c) 300'x12-3"-3" as reinforcement (#4 @ 7"c/c) 6 +1) x (20'x12+2'x12-3"-3"42 x9.5x 8 ")/12 = 16330.5 fOutside vertical From figure 20.05' L No = Spon > 1L=218' 20 21.75 } / 2 Lo \ JAS KIS \ Figure 6.6: Calculation of Inclined Length of Outside Vertical Reinforcement 300'x12-3"-3" 4 = (SH) x 2.812 3D 9. |") /D= 1493.2 fh Inside horizontal reinforcement (# 5 @ 6"c/c) 22'x12-3"-3" 5 =( a 41) X (300'x12 -3"-3"+2 x 9.5 xe ")/12 = 13221.5 ft Outside horizontal reinforcement (# 4 @ 8"c/c) 21.8'x12-3" 4 =( art) x BOO'K12 -3"-3"42 x 9.5 x5") /12 = 10007.2 ft b) Reinforcement in base Along length of wall (Top) (# 6 @ 6"c/c) 8'x12-3"-3" 6 =( a) X (300'x12 -3"-3"+2 x 9.5 xe ")/12 = 4811 ft CE 208: Quantity Surveying Page 51 of 83 Department of Civil Engineering AUST Along length of wall (Bottom) (#5 @ 7"c/c) 8'x12+-3"-3" 5 =( SHH) X (300'x12 -3"-3"+2 x 9.5 x8 ")/12 = 4163.9 ft Along width of wall (Top) (#5 @ 6"c/c) 300'x12 -3"-3" 5 =( eH) X (8x12 -3"-3"42 x 9.5 xe ")/12 = 5093.8 ft Along width of wall (Bottom) (# 6 @ 7"c/c) 300'x12 -3"-3" 6 = 7" +1) x (8'x12 -3"-3"42 X9.5x-9") /12 = 4469.1 ft c) Reinforcement in key From figure 3. xX , Fp = gD XH375 Along length of wall (2#8 bar) { J/ 8 46" =2 x (300'x12 -3"-3"42 x 9.5x 9 ")/12=602.2 ft | | A~—12"— + Figure 6.7: Reinforcement in Key Dowel bar (# 6 @ 7"c/c) =2x a +1) x (V (15°43.752) "342 x 9.5 x ") /12 =2290.2 ft Table 6.2: Calculation of Weight of Reinforcement Bar Total length (ft) Weight/ length (1b/ft) Weight (Ib) #4 bar__| 11493.2 +10007.2 = 21501 0.668 14363 #5 bar | 13221.5+4163.94+5093.8=22480 1.043 23447 #6 bar__| 16330.54+48114+4469.1+2290.2=27901 1.502 41908 #8 bar | 603 2.670 1611 CE 208: Quantity Surveying Page 52 of 83 Department of Civil Engineering AUST: Part 7: Estimation of a Septic Tank 7.1 Definition of Septic Tank A septic tank is a watertight chamber made of concrete, fiberglass, PVC or plastic, through which domestic wastewater (sewage) flows for primary treatment.'! Settling and anaerobic processes reduce solids and organics, but the treatment is only moderate.''! Septic tank systems are a type of onsite sewage facility (OSSF). They can be used in areas that are not connected to a sewerage system, such as rural areas. The treated liquid effluent is commonly disposed in a septic drain field which provides further treatment. 7.2 Components of Septic Tank 1. Inspection Pit: A hole in the ground, lined with site built or manufactured sides that receive wastewater from house or building. The wastewater then flows from inspection pit to septic tank. 2. Septic Tank: The septic tank is buried, watertight container typically made of concrete, fiberglass, or polyethylene. It holds the wastewater long enough to allow solids to settle out, forming sludge, and oil and grease to float to the surface as scum. It also allows partial decompositions of the solid materials. Compartments and a T-shaped outlet in the septic tank prevent the sludge and scum from leaving the tank and traveling into the soak pit. 3. Soak Pit: A soak pit, also known as a soak away or leach pit, is a covered, porous-walled chamber that allows water to slowly soak into the ground. Pre-settled effluent from a collection and storage/treatment or (semi-) centralized treatment technology is discharged to the underground chamber from which it infiltrates into the surrounding soil. EFFLUENT TREATED SEWARE) wer BAPrLEs, (WASTE WATER) WATER LEVEL}: DRAIN FIELD (CRUSHED ROCK) Figure 7.1: Components of a Septic Tank (http://www.natureclean.com) CE 208: Quantity Surveying Page 53 of 83 Rost Department of Civil Engineering? g AUST eat ‘em Height’ . Item Description No.| Length (ft) | Width(ft)|Depth(ft)| Quantity [Remarks 2 inch size Brick Aggregate at 2 7 Bottom of Soak Pit -- | ™(3.5)7/4 —- 1.0 9.62 sft 8 vanese Sand at Bottom of Soak | (3.5)24 _ 15 14.43 sft Table 7.2: Cost Estimation of Septic Tank Item | Item Description Quantity times price | Total Price (Taka) No. per quantity 1 Earthwork Excavation 1631.53 cft @ 1475.00 2406.50 per cft 2 Cement Concrete (1 :3:6) on cft @ 8991.00 per 6268.52 3 Precast RC Work 149.25 cft @ 15073.53 22497.24 per cft 4 1st Class Brickwork with 1:4 Cement Mortar in 346.51 cft @ 5629.40 i 19506.43 septic tank per cft 5 1/2 inch Cement Plaster 1 :3 with Standard Water 391.67 sft @ 882.00 per 3454.53 Proofing Compound in Septic Tank sft ° 6 3/4 inch Cement Plaster 1:3 with Standard Water | 65.02 sft @ 1323.00 per 860.21 Proofing Compound Floor of in Septic Tank sft " 7 [_ Aggregate at Bottom of Soak Pit [9.62 cft @ 33.50 per cft | 322.27 8 | Coarse Sand at Bottom of Soak Pit | 14.43 cft @ 33.50 per cft | 483.40 9 [ Zinch dis Ventilating Pipe fitted position [1 No. @ Tk 15.00 each | 15 10 | 6 inch diameter Pipe [5.25 ft @ Tk 30 per ft | 157.50 11 Cc. 1 (cast iron) Manhole Cover 18 inch diameter over 2 No. @Tk. 300.00 each 600 Septic Tank 12] RCC Tees [| 2.No. @Tk. 150.00 each | 300 CE 208: Quantity Surveying Page 56 of 83 ——_— Department of Civil Engineering) AUST Part 8: Earthwork Excavation for Roadway 8.1 Calculation of Volume There are three methods generally adopted for computation of earthwork volume (according to the formation of the solid). They are: 1) From cross sections: Measurement from cross section is a universally applicable method. 2) From spot levels: measurement from spot levels are applied sometime for large excavation. 3) From contours: Rough estimates of volume may be made by treatment of the contour line and not much used in practice. 8.2 Measurement from Cross Sections The cross sectional area along the line is first calculated by standard formulae and the volumes of the prismoids between successive cross-sections are then calculated by following methods: 1) Formulae of Mid-section method/ Average height method. 2) Formulae of Trapezoidal method/ Average end area method/ mean-sectional area method. 3) Formulae of prismoidal method according to Simpson’s one-third rule. 8.3 Terms and Abbreviations EGL (Existing Ground Level) or GL (Ground Level): The existing earth surface FL (Formation Level): The proposed level of roadway. RL (Road Level): A level stated in relation to a known bench mark or datum. Longitudinal Slope/ Gradient: Gradient may be defined as the rate of rise or fall along the length of highway. Side Slope: Side slope is defined as the rate of rise or fall of the shoulders of the pavement. It depends on the soil characteristics and geographic location of the highway. CE 208: Quantity Surveying Page 57 of 83 —— 8.4 Mid-section formulae (Average Height Method) Figure 8.1: Cross Section of a Trapezoidal Section for Average Height Method Depth section (1) = di (note that dj is the difference between GL & FL) Depth section (2) = d2 (note that d2 is the difference between GL & FL) Average depth, davg = (di + d2)/2 Width of section = b Side slope = 1: s (vertical: horizontal) Area of mid-section, A mid = bdayg + (1/2) sdavg” + (1/2) sdavg2 A mid = (b+8davg) X davg Length between two consecutive sections (between section (1) & (2)) = Li-2 Volume of earthwork between these two consecutive sections (between section (1) & (2)), Vi-2= Aavg X L Vi.2 = (b+sdavg) X davg X L (may be cut or fill) 8.5 Trapezoidal Formula/ Average End Area Method / Mean-Sectional Area Method Depth section (1) = di (note that dj is the difference between GL & FL) Depth section (2) = d2 (note that d2 is the difference between GL & FL) Area at end 1, Ai = (b+sd1) x di Area at end 2, A2 = (b+sd2) x d2 Mean sectional area, A mean = (A1+A2)/2 Width of section = b Side slope = 1: s (vertical: horizontal) CE 208: Quantity Surveying Page 58 of 83 Department of Civil Engineering4 AUST. Table 8.1: Earthwork Computation Table (Mid-section / average height method) Depth, | Average Vol Station | FL | EGL | ¢=EGL | depth, Area, Length, | 7 ony T.| Remark (m) | (m) | “FL dave | A=(b+sdavg)davg (m?) | L (m) ‘im (m) (m) 1 |55.0] 541] 09 1 Bsxxt 100 | 1100.00 | Fil 2 |549/ 538] 11 = ° (8+3 X 1.2) X 1.2 1392.00 . 12 oko 100 ; Fill 3 |s4s] 535] 13 a 125 | OX x 125.) 00 | 1468.00 | Fill 4 |547| 535] 12 = as | S83 xox 75) 100 | 768.00 | Fill 5 |546] 543] 03 at 0.15 (8+3 X 0.15) X 0.15 715% 95.06 Fill o {xi * ° 8 2X05) X00 oos | SF oo ; 25" | 10.18 | Cut 6 |54.5] 546] 0.1 =* ois | 6% es 15} too | 12450 | cut 7 154.4] 546] 0.2 == o4 | CX pox 4°) 100 | 35200 | cut 8 |543] 549] 0.6 => oas | 8? xoe X045 | 100 | 40050 | cut 9 |54.2] 545] 03 =*. oas | 8? xoe X045 | 100 | 40050 | cut 10 [54.1] 547] 0.6 =* oas | 8? xoe X045 | 100 | 40050 | cut i | 540] 543] 03 Volume of total cutting = 1688.18 m* Volume of total filling = 4824.56 m* CE 208: Quantity Surveying Page 61 of 83 Department of Civil Engineering 1 AUST Bes Assignment 1: Calculate the volume of cutting and filling for the previous worked out problem using the trapezoidal method. Hints Table 8.2: Earthwork Computation Table (Trapezoidal formula/Average End Area Method) = = I z= 3 S y gz |@ 222/27 |B ae |3 |244 |f = Ss = S g/2 (8 |fe "£2 joe € FRE |E & aa <=ot = 5 > 4 = 1 | 55 | 54.1 0.9 3 54.8 | 53.5 1.3 4 54.7 | 53.5 1.2 5 54.6 | 54.3 0.3 6 54.5 | 54.6 0.1 7 54.4 | 54.6 0.2 8 54.3 | 54.9 0.6 9 54.2 | 54.5 0.3 10 | 54.1 | 54.7 0.6 1 54 | 54.3 0.3 CE 208: Quantity Surveying Page 62 of 83 ——_— Department of Civil Engineering) AUST Assignment 2: Calculate the volume of cutting and filling for the previous worked out problem using the prismoidal method. Hints Table 8.3: Earthwork Computation Table (Prismoidal formula) a ee 2 Volume g = 5 é v=(Ai +4 | & s = = a =a > 2 = =(Ar + a4 3 £ £ 23 a Bq z < 2 Amia +A2 | 3 Sj/2e io /e= 52 |35 2422/8 | yxtw | a aI gy = a sb T 4 2 > g 4 3 a < a (m*) 1 55 | 54.1 0.9 Al Al2 2 | 54.9 | 53.8 1.1 Ad A23 3 | 54.8 | 53.5 1.3 A3 A34 4 | 54.7 | 53.5 1.2 Ag Ags 5 | 54.6 | 54.3 0.3 As Aso 0 - - 0 0 Ao-~ 6 | 54.5 | 54.6 0.1 Ao Ao7 7 | 544 | 54.6 0.2 Ay Avs 8 | 54.3 | 54.9 0.6 As Aso g | 54.2 | 54.5 0.3 Ao Ao.10 10 | 54.1 | 54.7 0.6 Alo Auo-l 11 54 | 54.3 0.3 Au CE 208: Quantity Surveying Page 63 of 83 Department of Civil Engineering Aust & Part 9: Estimation of a Roof Truss A truss structure composed of slender members joined together at their end points. Planar trusses lie in a single plane. Typically, the joint connections are formed by bolting or welding the end members together to a common plate, called a gusset plate. The basic building block of a truss is a triangle. Large truss are constructed by attaching several triangles together. A new triangle can be added truss by adding two members and a joint. A truss constructed in this fashion is known as a simple truss. 9.1 Types of Truss Various types of trusses are used around the world. Some of them are shown below: Bowstring Truss Towne Lattice Truss Pratt Truss Truss with monitor CE 208: Quantity Surveying Page 66 of 83 Department of Civil Engineering Aust & Pratt Truss -— — b Pratt Truss ~ /|\/IN ty | Howe Truss oe Warren Truss ohn Figure 9.1: Different Types of Truss 9.2 Basic Terminologies of a truss Bay: Bay is the distance between two main trusses. Span: Span is the distance between supports of a truss. Rise: The rise of a truss is vertical distance between apex and line joining the supports. Pitch: The ratio of the rise to the span is called the pitch. Top Chord: The uppermost line of members which extend from one support to the other through the apex is called the upper chord. Bottom Chord: The bottom chord consists of the lowermost line of members extending from one support to other. Vertical: Vertical members connecting top and bottom chords. Diagonal: Inclined members connecting top and bottom chords. CE 208: Quantity Surveying Page 67 of 83 Department of Civil Engineering} AUST Bs Rise Ey pai Figure 9.2: Dimensions of a Truss System Sagrod Purlin Bottom Chord: Diagonal: Figure 9.3: Components of a Truss CE 208: Quantity Surveying Page 68 of 83 — Department of Civil Engineeringjp ee AUST Solution: The various members of the truss network are designed as follows: Table: Calculation of total weight of the truss members Unit Total ee we a Design section Quantity “ae Weight | Weight YP. " (Ib/ft) (Ib) 1 1 Top chord Angle L 35 x3x 4 12 7.453 5.40 40.246 Bottom Angle L 4.3% 2 6.667 7.20 | 48.002 chord 16 Angle 113 4 3.333 3.10 | 10.332 Verticals Angle L 2=x2=x— 4 6.667 3.10 20.668 Angle 2 2 10 3.10 31 Web Angle 1 3 4 7454 3.39 | 25.269 member / L 3x2=x— Diagonals Angle 2°16 4 9.429 3.39 | 31.964 ice 1 11 Vertical Angle L l=xlex= 2 26.926 | 2.34 | 63.007 bracing 2°24 Top chord 3.,3 1 : Angle L 1l=xl=x- 4 29.107 2.77 80.626 bracing 4 4 4 Bottom Angle L2x2x> 7 25 3.92 98 chord strut 16 Purlin Channel C7x9.8 5 25 9.8 245 Sagrod | Cylindrical #83 bar 2 22.361 0.38 8.497 Total weight = 702.611 (Ib) Total weight of steel members = 702.611 1b Unit Price = A tk/Ib Total Cost= 702.611 x A= Xi tk Erection and Welding Cost = 10% of total cost= X2 Estimated cost=X1+X2 tk CE 208: Quantity Surveying Page 71 of 83 ——_— Department of Civil Engineering) AUST Part 10: Uses of Software in Construction Estimation 10.1 Introduction Measurement software applications, as a useful IT tool, can help a quantity surveyor to speed up the measurement works. Studies have shown that workers (quantity surveyors) spent up to 80% of their working time on measurement of quantities to produce bills of quantities (Keng & Ching, 2011). The benefits of using measurement software in the preparation of Bill of Quantity (BoQ) are high accuracy, easy to edit the BoQ, speed up measurement works, high traceability, user friendly, and reduction of workforce to do measurement works. These indicate that the adoption and the use of measurement software can bring improvement in editing BoQ, accuracy, traceability, and timeliness. By using measurement software, it can enhance the service quality of quantity surveying firms and enabled them to meet the high expectations of the clients. 10.2 Software Used in Quantity Surveying A large number of software is available to the quantity surveyors. The two main functions of these software include taking off measurement and preparing the BoQ. A few prominent software are listed below: QuickMeasure OS PriMus-To PlanSwift On Center Takeoff Bluebeam Revu Vu360 Easy-Pro Builders Estimator iScope . Estimate 10. PlanViewer eC rrIawerYN This manual discusses briefly on the usage of QuickMeasure OS. 10.3 QuickMeasure OS QuickMeasure OS is one of the most popular software because of its user-friendliness, strong support system and most importantly, its integration with a widely-used and available software Microsoft Excel. A brief discussion on the use of this is provided below using the example, where it is shown how to calculate volume of brick masonry. Step One: Open Excel file. Create a new list identifying all the items of measurement and include the additional columns required for complete calculations along with their formulae. CE 208: Quantity Surveying Page 72 of 83 AUST 03 a- 3 t ay Lee a ee QuickMeasure eS singjet Mingdtaneger < t QuickMentuee® = Toolbar Menu Commands _Tooibar Commands L = = ieee l SiwsluG 0 oa u WallHt. DbISided Surface Area Cost/St Total $ $ $ <—_—_—_____, $ $ List of all items of ; measurements along $ with cells reserved $ for subsequent > . $ calculations Figure 10.1: Listing Items In this case, for each room, the columns created are: Length, Wall Height, Single/ double sided, surface area, cost per unit surface area and total. Step Two: The QuickMeasure Onscreen (QuickMeasure OS) loads automatically as an add-in in excel. This add-in can be used in the form of OnScreen as well as Digitizer, as shown in Figure 10.2. In this case we are using OnScreen version. Step Three: Click on “Set Description Column Row”. This will open up a window (Figure 10.3) where you need to enter the column or row number that includes your primary product description. In this case, it is the Identity of the Rooms, so use column A. CE 208: Quantity Surveying Page 73 of 83 ei Department of Civil Engineering AUST ft Pagetayout —Fowmelas ata Renew View | Adan fe < NALSRe Toolbar Commande Cuttam Tooinart SS é 6 ok u Wall Ht. Obi sided surface Area Cost/sf Total |C:\Documerks and Setanta Ove ahtopghan tcalNew RalderWOO31 ALO3 Overal F D1 c:\pocummres nd Satin eti Oot/\Dedkteplchn fed\ponw Feder ALO Overall EAC:\Documents and Sattings|\Phd Cgiby\Deditep\plan Mex\New Folder\O039 Ai 10 Moor Fla... Oic:toocuments ond Setunga\ihd OiryiDesktoplplan lites |New Pulder\O024 ALL Plow Ply. 1c toocumeres ane Settings OoibyDedktoolghen le\jine heiderO5 A120 Cleresto. Fle irwmante and Zartnnd\tht Codiu/ANadtoninian Rad\Mau FriAaAlNV. B11 Carastn Figure 10.6: Managing Plans Step five: In this example we are going to find the length (linear footage) of wall by take-off and then the surface area and cost of wall for each room mentioned in different rows. Select the Linear Footage column (Column B), because this is the column that we will populate with values from take- off. This is shown in figure 10.7. ki A i. ©. E F SG H 2 u Wall Ht. ObiSided Surtace Area Cost/St Total Room #103 Room #104 o Room #105 Room #106 Room #107 Room #108 Room #109 Room #110 Room #111 Room #112 Room #113 Room #116 Room #115 ; Room #116 : Room #117 . Room #118 é Room #119 3 Room #120 : Room #121 E 22 : 23 OEE EOHYEYYEYYEYYYVVHYVYYY Figure 10.7: Selecting Linear Footage Column CE 208: Quantity Surveying Page 76 of 83 Department of Civil Engineering Aust & In the custom toolbar, you can work with linear distances using either polyline or segments. In this example, we will select polyline, as shown by the mouse cursor in Figure 10.8. 4) Wo-o Book - Microsoft Exel Home Inset Pagetayout —formular —Data Review View = Aga int BE ingyet Mngmtenager < HKALTRs QuidMeasures * Selecting Polyline option ‘Menu Commanat Tooter Commande Cuttom Tootnert _ from the a -@ fe . 2 SR eS Se ee QuickMeasure 1 Toolbar 2 u Wall Ht. DbISided Surtace Area Cost /St Total A =e Room #103 Room #10% Room #105 Room #106 Room #107 Room #108 Room #109 Room #220 Room #133 Room #122 beveovunn Figure 10.8: Selecting Polyline option from the QuickMeasure Toolbar Selecting the polyline, then pressing enter will open up the QuickMeasure OnScreen Window, as shown in Figure 10.9. a oF 29) =| = =) = Figure 10.9: QuickMeasure OnScreen Window CE 208: Quantity Surveying Page 77 of 83 Department of Civil Engineering4 Aust & Step six: In figure 10.9, the Scale Line is deselected by default. We now select it to set the scale of the diagram, as shown in Figure 10.10. i i i fn 1A hme The scale line is [A] Scale Line tah check marked. [A] Room #103 Blue line used to draw line for scaling. eaten koe #907 howe #08 owe #9 rae oom #90 mone 108 xe 108 Mone £110 Figure 10.11: Scaling the Plan CE 208: Quantity Surveying Page 78 of 83 Department of Civil Engineering Aust & Once you are finished with your digitizing, click “OK Done”. The Linear Footage (Column B) of the excel file will be populated with the digitized measurements. Fill up the remaining columns manually and finally get the total cost of materials for the walls as shown in figure 10.16. | Manis Commanst —_aemit Commanct _ Curtdin bocibars 2 . eas A 3 ¢ ° a u i 2 u Wall lit, Obi Sided Surtace Ares Cot /St_ Total Room #i0) 3s* o MOTS 45015 4 Room sie » ‘ ar}s asols Room eics o 6 MOTs 45015 +4 ax e]s 4so]s »* ‘ 2s [s_asols s $ $ 18 foomealis $ 19 Room #119 $ 20 Room #120 $ 21 Room #123 : $ : 2 2,520 $ 11,908.96 2 En Figure 10.16: Automatic Transfer of Measurements to Excel CE 208: Quantity Surveying Page 81 of 83 —— References 1. Wayne. J. Del Pico, 2012, Estimating Building Costs for the Residential and Light Commercial Construction Professional-Second Edition, John Wiley & Sons, ISBN: 978-1- 118-09941-4., from http://engineeringbookspdf.com/download/2017/1 1/231117/Estimating% 20Building%20C osts %20for%20the% 20Residential% 20and% 20Light%20Commercial % 20Construction%2 OProfessional%20By%20 W ayne%20J %20Delpico.pdf, Accessed on 16 November 2016 2. Calin M. Popescu, Kan Phaobunjong, Nuntapong Ovararin, 2003, Estimating Building Costs, CRC Press, ISBN 9780824740863 - CAT# DK2807. 3. theconstructor.org 4. ASTM, 2015, Standard Classification for Building Elements and Related Sitework— UNIFORMAT II, E1557-09 5. Division of Capital Asset Management, 2006, Consultants Estimating Manual, Commonwealth of Massachusetts 6. T. C. Keng & Y.K. Ching, 2011, A Study on the Use of Measurement Software in the Preparation of Bills of Quantities among Malaysian Quantity Surveying Firms, paper submitted to 2011 Ninth International Conference on ICT and Knowledge Engineering, Kuala Lumpur, Malaysia. 7. David Pratt, 2011, Estimating for Residential Construction, from http://engineeringbookspdf.com/download/2017/1 1/231 117/Estimating%20For%20Reside ntial%20Construction%20Second %20Edition%20B y %20David% 20J %20Pratt. pdf, Accessed on 14 November 2016 8. http://www.hudsoncivil.com.au/assets/images/box -culverts/._mini800x600/_DSC0245.jpg, Accessed on 12 January 2016. 9. http://www.conteches.com/portals/0/Images/PDH% 20Credits/Inspection, %20Evaluation% 20and%20Load%20Rating% 200f% 20Installed%20Culverts/photol.jpg, Accessed on 12 January 2016 10. https://qph.ec.quoracdn.net/main-qimg-1587ff336e1995ee882b8be58040e158, Accessed on 12 January 2016 11. http://www. lefiltredumonde.com/upload/2017/12/13/pin-reinforced-concrete-box-culvert- design-on-pinterest-concrete-box-culvert-design-l-dfc6df80 14e0fa7f.JPG, 12. https://www.civilgeo.com/wp-content/uploads/sites/3/20 15/04/xculverts-for-stream- crossing.jpg.pagespeed.ic.Na4RlHecrXK. jpg, 13. http://2.bp.blogspot.com/- O7LuiAFY Apg/UiO_YiUuWPI/AAAAAAAAJXM/BPadBB9gdMk/s1600/IMG_0026.JP G, Accessed on 12 January 2016. 14. http://www.nzdl.org/gsdl/collect/cdl/archives/HA SH0159/039aacbe.dir/p040.jpg, Accessed on 12 January 2016. CE 208: Quantity Surveying Page 82 of 83 —— 15. https://i.ytimg.com/vi/PA4ZtEc8 1J0/maxresdefault.jpg, Accessed on 12 January 2016. 16. Roads and Highways Department, Bangladesh, Basic Information on the RHD Bridge Network, at http://www.rthd.gov.bd/bridge_maintenance.php, Accessed on 11 December 2017. 17. http://www.natureclean.com/picts/Seppic1.jpg, Accessed on | December 2016. 18. https://oldcastleprecast-yut3re 1 sojoa.netdna-ssl.com/wp-content/uploads/product-image- media/5193_BG_LEX_BoxCulvert-Varies_01.jpg, Accessed on 1 December 2016. CE 208: Quantity Surveying Page 83 of 83