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# Cost Estimating CMET 3123

UNCC

GPA 3.57

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This 12 page Class Notes was uploaded by Kali Hand on Sunday October 25, 2015. The Class Notes belongs to CMET 3123 at University of North Carolina - Charlotte taught by Staff in Fall. Since its upload, it has received 25 views. For similar materials see /class/228957/cmet-3123-university-of-north-carolina-charlotte in Construction Management at University of North Carolina - Charlotte.

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Date Created: 10/25/15

Assignment 4 1 Formwork 3 Columns 1 6quot1 6quot2 sides4 columns height15152412 288 sf b Walls Walls A total length 1 6quot2height2 sides 2 walls 151521222 15 1 6quot212 22 576 sf Walls B total length 1 6quot2height2 sides 2 walls 151521222 15 1 6quot212 22 576 sf Wall in the middle total length thickness of wall2 sidesheight2 sides 15 9quot212 2 324 sf Total 288576576324 1764 sf quot Calculation of concrete in stairs a Stair landing lengthwidththickness 10 5 6quot 10505 25 cf b Stairs 7 s40 XthicknessXZ sides length of one side X co 7 x14 8 Xl X28376 077 2 12quot Total 258376 108764 cf 4028 cy SvX 3 Calculation of concrete and formwork a Concrete i Slab total engthcoumn length total widthcolumn lengththickness 60 133 22 1336quot 71541 cf Columns column lengthcolumn widthheight10 columns 13313395 10 16805 cf Beams 1 Short beams 15 coumn lengthbeam length beam height 8 beams 151331 1 2quot8 12759 cf 2 Long beams 22 coumn length beam length beam height 5 beams 221331 1 2quot5 12058 cf Total 71541 16805 12759 12058 113163 cf 4191 cy b Formwork i Slab lengthwidth2 sidesheight lengthwidth 60 133 22 133 26quot6013322133 8466143083 151549 sf Columns lengthwidth2height10 13313329510 5054 sf Beams 1 Short beams lengthcolumn lengthbeam height2 sides8 beams 151331 2quot28 25517 sf 2 Long beams lengthcolumn lengthbeam height2 sides5 beams 221331 2quot25 24115 sf Total 15154950542551724115 251721 sf 4 Rebar calculation a Foundation i 3 total engthspacing13 4quot 50010 1333 200133 ft i 4 total length 3 bars 5003 1500 it b Wall 3 total length spacing 11 2quot3 8quot1 base 2 50010quot175 5003910quot11392quot339squot139 3394quot2 4507539 4 total length3 bars 5003 1500 ft 3 20013345075 650883 ft 244732 lbs 4 15001500 3000 ft 2004 lbs Total weight 445132 lbs 5 Rebar foundation calculation a Foundation 39 horizontal 6 10 bars length of foundation 108 2 8167 vertical 6 10 bars length of foundation 108 2 8167 diagonal 6 6 bars X 8392quot28392quot2 693 ft b Column 6 total height base2 8 bars 6 4quot2 2 8 5864 4 hoop 1 column length column length27 hoops 3 2 3 2quot27 8876 4 hoop 2 column length column length23 3 2quot3 2quot233804 Total 6 81678167693 5864 29128 ft 43750 lbs 4 88763804 1268 ft 8470 lbs Total weight 52220 lbs Assignment 3 1 Calculation of Earth Excavation Concrete a Total excavation total length of the foundationh0rizontal walls vertical walls 38 l4 l4 38 24 24 10 24 l86 total excavation bmtompxheightx total length of foundationW gtlt xno of repeats 3 4quot5 3 4quot5 l X4 X l86 gtlt gtlt6 2 2 2 289059 cf10706 cy b Concrete i Sub base concrete its length gtlt height gtlt total length of walls wxno of repeats 3l4ll 2 9964 cf 369 cy ii Foundation 3394quot X 2quotgtlt 186 gtlt6 its length gtlt height gtlt total length of walls wxno of repeats 2 8quot X 6quotgtlt l 86 g X 6 23762 cf 880 cy iii Walls its length X height x total length of walls Xno of repeats 6n 6quot X 4 2quotgtlt 186 x 6 38468 cf 1425 cy Total 369880 1425 2675 cy 2 Calculation of Concrete Formwork a Concrete i Concrete bottom lengthwidthheight 26 24 11 6864 cf 25422 cy ii Concrete top F x2xa agtltb 2gtltaa gtltb X2x26 1439x24392gtlt1439 26 x12 5952 cf 22044 cy Total 2542222044 47466 cy Formwork i Bottom length lheight2 sides length 2height2 sides 263911392 243911392 1100 sf ii Top 1 16 0 tan g 6944 The Sldes need the formwork XheightXZ sides bottom 1t0p bottom 2t0p 2 2 XheightXZ sides 26 14 24 1239 2 x1 16262x2 2 x l16262X2 129869 sf Total 1100129869 239869 sf Assignment 5 1 Equot Main rebar 1 7 4bars height 25 1032d 4gtlt 10 251032gtlt7quot8 533 feet 2 6 8 bars height25103 2 d 8 gtlt102510 32gtlt gtltL I 8H 12 1028 feet 3 Stirrup o Stirrup on edge WU sides stirrup spacing1 gtlt column lengthcolumn Width X 2 sides x2 8quot 1gtlt 3 3 gtlt2 X2 i 1gtlt 3 3 gtlt2 4 4 12 102 feet 0 Stirrup on center W stirrup spacing1 gtlt column lengthcolumn Width X 2 sides 10 7 10quot1gtlt33gtlt2 84 feet Total 7 5332044 10895 lbs 6 1028 1502 15441 lbs 4 10284 0668 12425 lbs Total in pounds 108951544112425 38761 lbs Top main 7 inside 1ength40103gtlt dxx2 sides X 2 bars 7 1 15 40103 gtlt gtlt gtlt2 gtlt2 8 12 4467feet Bottom main bar 7 inside length25103 gtlt dx sides X 2 bars 7 1 15 25103 gtlt gtlt gtlt2 gtlt2 8 12 4030feet Bent bars 7 x2l4u2u2vv2v 2 J22 083 inside 1ength40103gtlt 7 Xix2 sides 15 083 2 sides 40103 X g gtlt X 2 2400 242 bars 48 feet Stirrup 3 inside length inside length beam lengthbeam Width X 2 X 1 9 g 2394quot1392quot X 2 X 1 16436 feet 7 44674030482044 lbft 23598 lb 3 16436 feet 0376 lb 6180 lb Total 23598 lb 6180 lb 29778 lb Assignment 1 1 a Option 1 Daily rate is 8 windows So the average total cost is 4003008 2800 Mark up 10 is 280011 3080 Average price per window is 30808 windows 385 The margin per window is 385300 85 The number of windows required to the BEP is 40085 47 windows The difference between average rate and BEP is 847 windows 33 windows Expected profit 33385 12705 b Option 2 Total fixed cost 600 per day Average daily cost 60030012 4200 10 margin 420011 4620 Average price per window 462012 385 The margin per window is 385300 85 The number of windows required to the BEP is 60085 705 windows Difference between average rate and BEP is 12705 495 Expected profit 495385 190575 Therefore second crew and equipment combination is more profitable as it gives more profit per day Pure cost gives you the highest unit cost In the year 2006 economy was thriving and there were plenty ofjobs in the market Then it is a good strategy to raise the bidding price since the competition is expected to be very low llPure costingquot would provide you with the most profit when you don t expect much competition 10 391 expected cost 79 x106 gtlt y 75 934 x106 8 m11es Location Size Ceiling height Adjust factor Volume basement 50397039 7839 075 20475 floor 1 50397039 939 1 31500 floor 2 50397039 939 1 31500 floor 3 50397039 8539 1 29750 Attic 50397039 7239 075 18900 151100 Cost per cublc feet 114ft3 132125ft3 Practice 9 amount of rebar l J v V Top main bar 7 inside 1ength40103x dX XZ sidesx 2 has 7 1 2039 40103 gtlt7gtltigtlt2 x2 8 12 5467 feet Bottom main bar 7 inside 1ength25103x dX XZ sidesx 2 has 7 1 20 25103 Xixixz x2 8 12 5030 feet Bentbar7 x 1398 Z1398 Z23639 2363971398 06939 u 1 inside length40103 x 7E X i X 2 sides 2039069392 sides 40103 x x x 2 2872 feet Stirrup 3 inside length inside length beam lengthbeam Width X 2 X 1 amp amp 239139 X 2 X 1 186 feet 7 5467503014392044 lbft 24397 lb 3 186 feet 0376 lb 6944 lb Total 24397 lb 6944 lb 31341 lb Assignment 2 1 CubicFootOf Volume Method Iquot A building is 50 70 with basement 1 2nd 3rd and attic Total cost is 115100 Basement height 85 151 floor height 10 2nd floor height 9 3rd floor height 9 Attic height 75 Solution Basement 50 70 85 075 223125 1 1 floor 5039 7039 1039 35000 2quotd floor 5039 7039 939 31500 3rd floor 5039 7039 939 31500 Attic 5039 7039 7539 075 196875 Total 140000 cf Cost of cubic feet 115100 140000 0822 cf SquareFoot OfFloor Area Method Total cost 165000 Basement 2000 SF 075 1500 SF 123 Floors 2700 SF 3 8100 SF Attic 1500 SF 075 1125 SF Total equivalent area 10725 SF 16500010725 SF 1538 SF Basement attic unfinished 1538075 1154 SF for each Gross estimating City Concrete Labor Structure Price A 60 20 230000 B 90 25 350000 C 70 18 60X 20Y 230000 90X 25Y 350000 x 416667 Y 1000 For the city of c 70x 18Y 70416667 181000 273667 m E 9 Index number 1966 1019 2009 85638 L r 43 1x1005075 1019 I 1019gtlt15iz5139 702534 UnweightedWeighted Methods Unweighted method E X 20833 2 0 3 100 Weighted method based on base year quantities 051bSX2000 B99995x150ton 250x100 100xr t0 1 l pounds ton J 03 lbsX2000 X150 ton100 X 100 2100 gtlt051bsX300000250 X 100 03 lbsX300000100 X100 175 Weighted method based on current year quantities poundsx100tony250x50 ton 1 05 lbsX2000 100 Xl pounds J 031bSX2000 X100t0n 100x50 ton 05 IbSX200000250 X 100 03 IbSX200000100 X 100 17308 100x Break Even Analysis a You furnishinstall Daily rate is 10 windows per day So the average total cost is 500 10300 3500 markup 100 3500 Average price per window 7000 10 700 Margin per window is 700 300 400 Break Even Point 500400 125 windows or 2 windows b You install Fixed cost 500 Markup 100 500 Total bid price for 10 windows 1000 N 9 5 Bid price per window 100010 100 Break even point 500100 5 windows Average total cost 5008300 2900 Markup 10 290011 3190 Average price per window 31908 39875 Margin 39875 300 9875 BEP 5009875 506 windows Total revenue per day 5003007 markup 10 2600260 2860 With 300 bonus the total revenue is 5003007300 2900 No it is not advantageous Total excavation 5 1 gtlt 2X138 gtlt13 2X813 x8 gtlt 6 27 208 cy Volume of substructure 1 625gtlt2gtlt62gtlt62gtlt26gtlt22gtlt2gtlt15 2 17gtlt7gtlt7X17gtlt7gtlt0256gtlt6gtlt1 463 cy Volume to be backfilled V 208 463 1617 cy Remaining volume 46312 556 cy Total excavation 5 1 gtlt 2gtltll8 gtlt15 2X811gtlt12 gtlt 6 27 2389 cy Volume of substructure gtlt7gtlt11gtlt17gtlt11x0256gtlt10x1x2x102x62gtlt210gtlt22gtlt2gtlt15 724 cy Volume to be backfilled V 2389 724 1665 cy Remaining volume 72412 869 cy

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