Presentation on theme: "WELCOME TO ALL PRESENTATION ON ESTIMATE BY GROUP-II."— Presentation transcript:
WELCOME TO ALL PRESENTATION ON ESTIMATE BY GROUP-II
ESTIMATE (GROUP -II) CC ROAD & BUILDINGS Sl. No. Name of the OfficialsDesiganationDistrictBlockPhone NoE-mail ID 1 R.K BeheraA.E.KeonjharSaharpada9437793610behera.firstname.lastname@example.org 2 J.K.MisharaJ.E.MayrbhanjBadasahi9937579252jkmishra03@yahoo.co.in 3 Dillip kumar BeheraJ.E.CuttackNarasinghpur9437353342beheradillip2008@gmail.com 4 Damodar SahuJ.E.NayagarhiNuagaon9437145984damodar_1969@rediffmail.com 5 Rakesh SahuC.P.GajapatiNuagarh9439323503 email@example.com 6 Pratap Kumar NayakGPTAGanjamPatrapur9437277498prateeknayak1012524@yahoo.co.in 7 Saroj Kumar PanigrahiA.E.BargarhBheden9861296252psaroj91@yahoo.com 8 Madhumita MishraJEJharsuguda firstname.lastname@example.org 9 Biswa Mohan PatnaikJ.E.PuriDelanga9438662227biswamohan_1968@rediffmail.com 10 Ashok Kumar PanigrahiEstimatorKoraputDRDA9437182070 email@example.com
Process for preparing any estimate in excel sheet: Before going to prepare any estimate on excel sheet, the study of the drawing are very much vital for its visualization as regards to length, breadth and height starting from foundation to finishing work in case of Building work. In case of road work, similar stages needs to be adopted for visualizing length, breadth. Plan & section along with foundation details is required for any kind of work.
Now, in the excel sheet, the estimate needs to be prepared in a sequence manner such as starting from earth work in foundation to finishing work to arrive at the quantities. The total quantity of individual items of work is derived in separate sheet as called as Abstract of estimate.
DETAILED SHEETS 1. COVER PAGE 2. REPORT 3. DATA SHEET / QUARRY CHART 4 ABSTRACT OF ESTIMATE 5. DETAILED ESTIMATE 6. LEAD STATEMENT 7. ANALYSIS OF RATES 8. MATERIALS & LABOUR STATEMENT 9. T.S & FS 10. DRAWING
Building 1.Materials A.Cement (i)Ordinary Portland Cement (IS-269-1976) (ii)Rapid Hardening Portland Cement (IS-8040-1978) (iii)Portland slag Cement (IS-455-1976) (iv)Portland Pozzolana Cement (IS-1489-1976) (v)White Cement (vi)Coloured Cement (vii)Hydrophobic Cement (IS-8043-1978) Setting time of Cement (i)Initial Setting time-Not less than 30 min. (ii)Final setting time- Not more than 600 min.
B. Reinforcement The reinforcement shall be any of the following :- (i)Mild steel & medium tensile steel bars (IS-432-1966) (ii)Hot rolled deformed bars (IS-1139-1966) (iii)Cold twisted bars (IS-1786-1979) (iv)Hard-drawn steel wire fabric (IS-1566-1967) (v)Rolled steel made from structural steel (IS-226-1975)
Permissible stress in steel Reinforcement Sl No Type of stress in steel reinforcement Permissible stress in N/mm2 M.S. bar Grade-I (IS- 432-1966/ Deformed M.S. bar (IS-1139- 1966) Medium Tensile steel (IS-432 part- 1,1966 or Defend medium tensile steel (IS-1139-1966) HYSD bars IS-1139-1966 or IS-1786- 1979 (Grade- Fe-415) 1Tension (6 st) a)Up to 20mm b)Over 20mm 140 130 190 230 2Compression in column bars (sc) 130 190 N.B. We are using HYSD bar of Fe-415 grade & Fe-500 grade of TATA TISCON & SAIL BRAND
R.C. Concrete Grade DesignationSpecified characteristic compressive strength at 28 days (N/mm2 ) M-10 (1:3:6)10 M-15 (1:2:4)15 M-20 (1 :1.5:3)20 M-25 (1:1:2)25 M-30 (1:1:1)30 Note 1- In the designation of concrete mix, letter M refers to the mix & the number to the specified characteristic compressive strength of 15 cm cube at 28 days expressed in N/mm2. Note 2- Grade of concrete lower than M-15 shall not be used in reinforcement concrete.
Requirement of water in concrete per 50 kg of cement Grade of ConcreteQuantity of Water per 50 kg of Cement (max) M 7.5 (1:4:8)45 lit M 10 (1:3:6)34 lit M 15 (1:2:4)32 lit M 20 (1: 1 ½:3)30 lit
Removal of Formworks In normal circumstances & where ordinary Portland Cement is used, forms may generally be removed after the expiry of the following period. Wall, column & vertical faces of all structural members 24 to 48 hrs as may be decided by the Engineer-in-charge Slab (Props left under)3 days Beam soffits (Props left under)7 days Removal of props under slab i.Spanning up to 4.5 m ii.Spanning over 4.5 m 7 days 14 days Removal of props under beams & arches i.Spanning up to 6 m ii.Spanning over 6 m 14 days 21 days
2. General Design Requirements A. Load & Forces In structural design, account shall be taken of dead, live & wind loads & forced such as those causes by earthquake & effects due to shrinkage, creep & temperature etc. where applicable. Unit Weight of some of the Building Materials MaterialsUnit Weight A.C. Sheets137 N/m2 Bricks (broken)14.2 Kn/m3 Bricks (common)16 Kn/m3 Cement (ordinary)14.1/m3 Cement Mortar20 Kn/m3 Cement Concrete (plain)24 Kn/m3 Cement Concrete (reinforced)25 Kn/m3 Stone (granite)24.5 Kn/m3 Stone (marble)26.5 Kn/m3 Timber (Sal)5.1 Kn/m3 Timber (Teak)6.25 Kn/m3
Dead Loads It should be calculated on the basis of unit weight of the materials as specified for construction. Live Loads & Wind Loads It should be assumed in accordance with IS-875-1964. Earthquake Forces It should be calculated in accordance with IS-1893- 1975.
Foundation Types of foundation i. Continuous stepped footing for walls. ii. Isolated footing for columns. iii. Combined footing for walls and columns. iv. Strap footing for columns. v. Mat or raft foundation. vi. Pile foundation for columns in black cotton soils. Now-a-days we are mostly constructing column structure for which we are going for isolated reinforced concrete footing. The size of the footing depends on the height of the buildings, nos of column to be provided in the building & most important for the safe bearing capacity of the soil. So the size of the footing should be found out considering the dead loads, live loads wind and seismic loads & safe bearing capacity of soil. Thickness at the edge of the footing shall not be less than 150 mm.
Column i.Short Column : When the ratio of the effective length to its least lateral dimension in less than or equal to 12 it is called short column. i.Long Column : If the ratio of effective length to its least lateral dimension is more than 12, then it is called long column. Longitudinal Reinforcement i.The cross sectional area of longitudinal reinforcement shall be not less than 0.8% nor more than 6% of the gross cross sectional area of the column, ii.The minimum nos. of longitudinal bars provided in a column shall be 4 in rectangular column & 6 in circular column. iii.The bar shall not be less than 12 mm in dia. iv.Spacing of longitudinal bars measure along the periphery of the column shall not exceed 300mm. v. The min. size of bar of the base jally is to be not less than the min.dia of the longitudinal reinforcement.
Spacing of Transverse Link (Rings or Lateral ties) This shall not exceed the least of the following. a)The least lateral dimension of the column b)Sixteen time the dia of the smallest longitudinal reinforcement in the column. c)48 times the dia of transverse reinforcement. Dia of Transverse Links The dia of transverse links shall not be less than- a)one-forth the dia of the largest longitudinal bar b)5 mm Cover The minimum cover to the column reinforcement shall be 40mm or dia of longitudinal bar which ever is greater. However in case of columns of minimum dimension of 200mm or under whose reinforcement bar does not exceed 12mm, a cover of 25 mm may be used.
T-Beam & L-Beam A)T-Beam : When flange of the beam present on both side of the beam it is called T-Beam. B)L-Beam : When flange of the beam present only on one side it is called L-Beam. C)Depth of the Beam : May betaken as 1/12 to 1/20 of the span or 1” per 1’0” width. D)Width of the Rib : The width is generally between 1/3 & 2/3 of the depth of the rib. E)Maximum Reinforcement : Max. area of tension reinforcement shall not exceed 0.04bd. i.e (4%x breadth x depth) F)Side Face Reinforcement : Where the depth of the web exceeds 750mm, side reinforcement shall be provided along the two faces which shall not be less than 0.1% of the web area.
g) Spacing of Reinforcement The following shall apply for spacing of bar. 1.The horizontal distance between two main reinforcement bars shall be not less than the greatest of the following. i.The dia of bar if the dias are equal. ii.The dia of the larger bar if the dia are un-equal. iii.5mm more than the max. size of the coarse aggregate. 2.Where there are two or more rows of bars, the bar shall be vertically in line & the min vertical gap between the bars shall be greatest of the following. i.15 mm ii.2/3 of max size of the aggregate. iii.The max size of the bar. Cover to Reinforcement Not less than 25 mm nor less than the dia of the longitudinal reinforcement.
Slab a)Thickness of Slab : Minimum thickness of slab is 100mm (80mm in case of inclined slab) The following Table gives the Maximum values of the ratio of the span to depth. Types of SlabRatio of span to depth i) Simple supported & spanning in one direction 30 ii) Continuous & Spanning in one direction 35 iii) Simple supported & spanning in two direction 35 iv) Continuous & spanning in two direction40 v) Cantiliver slabs12 ------------------------------------------------------------------------------------------------- Effective Span: Lesser of the following i.Distance between centre of bearing ii.Clear span + effective depth.
c. Reinforcement i. The min. reinforcement in either direction shall be 0.15% of the total Cross-Sectional Area (0.12% in case of HYSD bars) ii. The reinforcement constituting the main bar shall be based on the max bending moment. iii. The pitch of the main bar shall not exceed a)3 times the effective depth of the slab. b)450mm. iv. The pitch of the distribution bars shall not exceed the following. a)5 times the effective depth of the slab. b)450mm. d. Cover to Reinforcement. The minimum cover to outside of the main bar shall not less than the following. i.15mm ii.Dia of the main bar.
Bar Bending i.Discontinuous edge :- Alternative bars should be bent at 1/7 th of the effective span. ii.Continuous edge :- Alternate bars should be bent at 1/5 th of the effective span & continue up to 1/4 th of the effective span of the next room. iii.The alternative straight bar should continue up to 1/10 th of the effective span of the next room.
Torsion Reinforcement If the corners of the slab held down, then torsion reinforcement is provided in both directions parallel to sides at top & bottom up to distance of 1/5 th of shorter span as follows :- i.Two edge discontinuous -3/4 th of the area of main reinforcement. ii.One edge discontinuous – 3/8 th of the area of main reinforcement.