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25/5/2009

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:- ( Q=336.1 KW) (double glassing) kw 222.6 = . Q (heat loss) = Area U TQ(infiltration) = 0.34nVTQ(total) = Q (heat loss) + Q(infiltration)

_ Project description: The project was divided into two parts:

Part oneStructural analysis:We use sap for the analysis of this block.

Design of Block B:

Structural system:

Ln = 410 30 = 380.Then the min thickness that used:h = 380 / 18.5 = 20.5 cm.The slab thickness is taken to be 25 cm.

In this block we use one way ribbed slab with 25 cm depth.

From sap 2000(12)

The maximum positive moment = 1.167 t. m\rib the maximum negative moments = 2.314 t. m\rib

USE(210) bottom steel.

USE(312) top steel

Beams

Hand calculation check of the beamsVu = 33.02 tonVc = 15.59 tonVs min = 3.5 3567 =8.2 tonvc(15.59 ton) < Vu 33.02ton) < Vc + Vs min(15.59+8.2 ton) (in category 3) (use minimum shear reinforcement)S >Smax110mm@20cmShear designCheck Torsion for beam:

Since Tu max < Tu so Design for Tu max .Vu =38 t Ph =61*2+26*2=174cm.Aoh= 61*26 =1580 cm2.Check section dimensions Number of stirrups = 100 / 17.8 = 5.6 (stirrups/m).Shear design ..Okay.Longitudinal reinforcementSince (AL min< AL) use AL Use 225mm

Beam(As) top cm2(As) bot. cm2# of bars top# of bars bot.Mu +Mu -Mu+ (h.c)Mu - (h.c)120 18.23 6 254 2534.5453335211.657.766 164 1627282424323.4928.656 206 2546.761.755452414.3126 186 1622323030522.625.36 206 2045525252615.514.126 20618213320.520sec9.177.084 164 166.057.1Girder7.477.854 164 1618.1612.7

Column dimension:

Group 3 Critical col 25*55Group 1 Critical col 30*60Group 2 Critical col 35*85

TypePuPnDimLong. steelStirrupsGroup 118027730*6010168\20cmGroup 229445235*8512188\20cmGroup 312018525*558148\20cmTie beam

B=25cm , h=50cmFor interior beam Mu=3.78t.mFor interior beam use min = 0.0018 Use 3 bars 12mm (Top and bottom) As=0.0018*25*47=2.1

For exterior beam Mu=10.2 t.m = 0.00425Ast=0.00425*25*47=5 Use 5 bars 14mm (Top and bottom)For shear reinforcementUse 1 8mm/20cm

Footings

In this project the footing type used as isolated footing under individual columns.

The max. load column was 164.44 , but we will design for 180 ton .Ps = D.L + L.L = 81.2+56.3=123.2 Area = 3.92 mAssume the dimention of the footing(1.92.2) A=4.18

So d = 32 cm h = 40 cm

reinforcement:-long direction

USE(1216) in long direction.

Short direction

USE(1316) in short directionNum of bars in long directionNum of bars in short directionAs mincm2As in long direction(cm2)As mincm2As in short direction(cm2)Depth(cm)Diminutions(cm)Area of footing(m2)Num of footing1216131613.8622.3415.8425.86401.9 *2.24.18Col30*601516191615.830.917.338.4302.2 * 2.45.28Col35*8591612168.6517.59.7222301.7 * 1.83.03Col25*50

design of wall footings

Name of footingWidth(m)Depth(cm)Stress (Vu) VCAsAs minUseCorner shear wall23010.513.85.15.45 12/mEdge shear wall24017.5205.97.27 12/m Stairs25022285.696 14/mElevator2259.510.56.14.57 12/mDesign of stairs

Use 16 bars@ 20cmIn short directionUse 16 bars@ 25cmIn the other direction

Part two

Block description:- This block 16m 22m theatre the structural system that used in this block steel truss and we use arch truss.

FrameSection2L 80X80X8Group12L 80X80X6Group2L 80X80X6Group3L 80X80X8Group4Design of column (4020) USE(614)So use 8mm\20cm

Beam designBeam(As) top cm2(As) bot. cm2# of bars top# of bars bot.Mu +Mu -sec9.66.724 183 185.110.45main14.310.16 184 1812.3214.3Slab designUSE(210) bottom steel. USE(210) top steelUse 110mm@10cm footing design (piles)

CV : Seismic Zone Factor, Z (Zone 2A) (Z = 0.15). CV = 0.32

V = CS*W = 0.064*6370= 407.68 ton.V < Vmax = 2.5 CaIWRV > Vmin = 0.11 CaIW

LevelD.L (ton)Wx (ton)Hx(m)Wx . hx(Wx . hx) ( Wx .Hx)Fi +Ft(Ton)Vx (ton)Mx (ton.m)41592.51592.516254800.422078178.47178.4731592.51592.512191100.316558125.5330421592.51592.58127400.21103983.68387.6811592.51592.5463700.10551941.83407637001088 e3 =0 , e2 = 0 , -Assume e1 =0Design shear wall vi =407.86 ton Mi=1088 ton.m Ni=216 tonF max f c all So this dimension is ok

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TPTPswattPsFNnLamp TypeEmLuxArea (m)List of interior (areas) tasks or activitiesFirst floor105688185400124Philips IMPALA TBS160 4xTL-D18W/830 CON C650050National Industry 10568818540012450074National Industry 184888185400204500107 cafeteria15848818540015450088Conference14968818540015450073internet 7048818540084150corridors, hall352881854003430016Information17688185400243007security480606073081Incandescent lamp20030W.C1 48060607308120030W.C2480606073041200strain Second floor105688185400124Philips IMPALA TBS160 4xTL-D18W/830 CON C650050Accountant10568818540012450055department chief110568818540012430055Personnel Dept13208818540015450062revision528881854006450022Treasure10568818540012450056Internal Relations Department10568818540012420050Foreign Relations10568818540012450051MULTI PURPOSE10568818540012450044pray hall105688185400124150corridors480606073081Incandescent lamp20030W.C148060607308120030W.C2240606073041200strainThird floor105688185400124Philips IMPALA TBS160 4xTL-D18W/830 CON C650051Manager office528881854006450022Secretary14968818540017430075Quality Affairs176088185400204500108Meetings hall10568818540012450043Informative brunch10568818540012450043Archives10568818540012420050Economical studies brunch10568818540012450044Project brunch10568818540012450050Informative brunch10568818540012450050Computer brunch105688185400124150corridors480606073081Incandescent lamp20030W.C148060607308120030W.C2240606073041200strairs (80 Amp) Dialux .

For AuditoriumRecommended RT60 is between (1.2-1.4) second.nameisiisiwalls(plaster)0.0344013.2Ceiling(fall Ceiling)0.023807.6floor0.0338011.4seats (300 seats)0.88120105.6Doors0.0480.321328145.7 Not OK.(2.1 (1.2-1.4)) .nameiSiisiwalls(plaster)0.0344013.2ceiling(fall ceiling)0.023807.6floor(Tiles)0.0338011.4seats (300 seats)0.88120105.6Doors0.0480.32Absorptive material0.90100901428250.53 :

. : ( ) Water Systems designF.U's:In one floorwater closet = 100Pedestal urinal = 80lavatories (with 1.25 inch waste) = 20Total F.Us (for office building) = 100 + 80 + 20 = 200D.F.U's.From figure 10.27 page 414 the water flow for this floor =93 gpm.The possible diameter of water Meter and these losses.The possible diameters of vertical pipes for water net work.The possible diameters of pipes for water net work.The pressure of water pumped from ground level with Po= 23 psi before the water meter.Available pressure at the fixtures:(Up ward pumping) P = Po 0.433HMeter diameter5 inches4 inches3 1/2 inches3 inches2 1/2 inches2 inchesFriction loss (psi)0.130.40.71.6412Pipe diameter6 inches4 inches3 inchesLoss /100 ft1411Loss /60 ft0.62.46.6 . ( Soil ) (Waste) .

D.F.U's:water closet = 60 Pedestal urinal = 20lavatories = 13kitchen sink = 12Total D.F.Us (for first floor in the building) =60+20+13+16 = 105D.F.U's.The diameter of the main stack =4inch.The size of the vent = 2 inch.For water closets the diameter of pipe = 1.5 inch. But , we must use diameter of pipe = 4 inch.Design of septic tankMaximum fixture units served = 100Minimum septic tank capacity in Gallons=2250 Gallons.1gal=3.8leter.Septic tank capacity = 2.25 m3.Elevator design

Total height of building =16 m =52.5 ftFour floor in the buildingNet area = 413225 =52900 ft2 Rt (second)Speed (ft/min)90350 fpm86400 fpm

Use one elevatorSuggested elevator interval (I) from table 23.3 of American code (25-30) second

From the above solution try elevator of 350 fpm and 2500 lb Boiler Capacity after insulating:Burner capacity = 655.5/[1/3600]6 = 721.2210000 KJ/day.Diesel fuel-Assume we use heating for 60 day:Fuel consumption = 228.9660safety factor = 228.96601.2 = 16485.12 litter/day.Fuel cost = 16485.124 = 65940.5 shekels.LPG gas-Assume use it 60 day:Consumption = 147.860safety factor = 147.8601.2 = 10641.6 kg.Assume each kg cost = 3 shekels:Total cost = 10641.63 = 31924.8 shekels after insulating.-We save 34015.7 shekels when we used gas instead of diesel.So we will use the LPG Gas System.HVAC design: Qs)condQs)ventQs)totalVcircCFM6060 difuser # usedConference8286.815788864.8738.7886.4818Cafa8678.585789256.6771.4925.6588Internet Hall18650.25781922816021922.8217National Industry7337.685787915.7659.6791.5687Internal Relations Department4582.255785160.2430516.0255Foreign Relations3115.65783693.6307.8369.363Maintenance and Purchase3029.535783607.5300.6360.7533Mosque5525.285786103.3508.6610.3286Personnel Dept5247.355785825.3485.4582.5355Accountant5596.765786174.8514.6617.4766Treaure2408.55782986.5248.9298.653The Head Of Department3671.995784250354.2424.9994The Head Of Department3202.385783780.4315378.0383Revision3980.335784558.3379.9455.8334Meeting Hall6878.265787456.3621.4745.6266Computer and Information4402.725784980.7415.1498.0725Project Section3068.35783646.3303.9364.633Economic Studies3369.955783947.9329394.7954Service Information3044.025783622301.8362.2023Archive4921.735785499.7458.3549.9735Quality Affairs5180.755785758.7479.9575.8755Managers Office4409.545784987.5415.6498.7545Reception2032.815782610.8217.6261.0812Presidents Office3671.995784250354.2424.9994 :