Pipe Mech Design-AWWA M45
Short Description
Download Pipe Mech Design-AWWA M45...
Description
STRESS DESIGN CALCULATIONS FOR FRP UNDERGROUND PIPING TO AWWA M45
1. INPUTS 1.1 Design Conditions Amiantit Calculations as Senario 1 Submitted
Senario 2
Senario 3
Senario 4
Nominal pipe diameter, mm
3700
3700
3700
3700
3700
3700
Working pressure Pw, Kpa
511
511
511
511
511
511
Surge pressure Ps, Kpa
146
146
146
146
146
146
Vacuum Pu, Kpa
50
50
50
50
50
50
Maximum deflection permitted, dd/D
0.05
0.05
0.05
0.05
0.05
0.05
Cover depth Hmin, m
1.2
1.2
1.2
1.2
1.2
1.2
Cover depth Hmax, m
5.7
5.7
5.7
5.7
5.7
5.7
159838
159838
159838
159838
159838
159838
17
17
17
17
17
17
20700
20700
20700
30000
30000
10350
Maximum hw, m
5.2
5.2
1.4
1.4
1.4
1.4
Minimum hw, m
0.7
0.7
0
0
0
0
1000
1000
1000
1000
1000
1000
Wheel load P, N Soil specific weight gs, KN/m3 Service temperature, C0 Native soil conditions at pipe depth Native soil modulus E'n, KPa Ground water location M
gw = specific weight of water, Kg/m3
1.2 Pipe Properties Trial pressure class Pc, Kpa
511
511
511
511
511
511
Reinforced wall thickness t, mm
31
31
31
31
31
31
Linear thickness tL mm
1.25
1.25
1.25
1.25
1.25
1.25
Total wall thickness tt, mm
32.25
32.25
32.25
32.25
32.25
32.25
Mimimum pipe stiffness F/Dy, Pa
62000
62000
62000
62000
62000
62000
Hoop tensile modulus EH, KPa
27390000
27390000
27390000
27390000
27390000
27390000
Hoop flexural modulus E, KPa
26000000
26000000
26000000
26000000
26000000
26000000
HDB
0.0065
0.0065
0.0065
0.0065
0.0065
0.0065
Sb
0.013
0.013
0.013
0.013
0.013
0.013
Distance betrween joins L, mm
12000
12000
12000
12000
12000
12000
Poisson's ratio uhl
0.3
0.3
0.3
0.3
0.3
0.3
Poisson's ratio ulhl,
0.28
0.28
0.28
0.28
0.28
0.28
1.3 Installation Parameters Trench width, mm
5600
5600
5600
5600
5600
5600
7
7
7
7
7
7
Backfill soil modulus E'b, Kpa
20700
6900
6900
13800
6900
6900
Deflection coefficient Kx
0.083
0.083
0.083
0.083
0.083
0.083
Defection lag factor DL
1.5
1.5
1.5
1.5
1.5
1.5
Shape factor Df
1.4 Required System Parameters & Safety Factors HDB minimum design factor FS
2
2
2
2
2
2
Bending design factor FSb
1.5
1.5
1.5
1.5
1.5
1.5
Deflection lag factor DL
1.5
1.5
1.5
1.5
1.5
1.5
Buckling minimum design factor FS
2.5
2.5
2.5
2.5
2.5
2.5
Pressure design factor FSpr
1.8
1.8
1.8
1.8
1.8
1.8
1
1
1.1
1.1
1.1
1.15
IF = impact factor
2. CALCULATIONS D = ID + 2tL+t, mm
3733.5
3733.5
3733.5
3733.5
3733.5
3733.5
1
3
3
2.173913
4.3478261
1.5
1.499933
1.499933
1.499933
1.54
1.91
1.3
E’n / E’b where E’n = modulus of soil reaction of the native soil at pipe elevation (Table 5 - 6 of AWWA M45 Manual) and E’b = modulus of soil rection of the pipe zone embedment (Table 5 - 5 of AWWA M45 Manual) Bd / D
1.499933039 1.499933 1.49993304
Soil support combining factor Sc (Table 5 4 of AWWA M45 Manual)
1 2.1
Pc < ( HDB / FS )( 2EHt / D)
1.75
1.75
Pressure Class
1478.260346
1478.26
1478.26035 1478.2603 1478.2603 1478.2603
2.2 Maximum Allowable Deflection tt = t + tL, mm
32.25
32.25
32.25
32.25
32.25
32.25
Dya = SbD2 / FS Df tt = maximum allowable deflection,mm
535.1267309 535.1267 535.126731 535.12673 535.12673 535.12673
Dya/D
0.143331118 0.143331 0.14333112 0.1433311 0.1433311 0.1433311 2.3
Predicted Deflection with Minimum Burial Depth
W c =gsHmin = vertical soil load, KPa
20.4
20.4
20.4
20.4
20.4
20.4
L1 = 0.253 + 1.75H min, m L2 = ( 13.31 + 1.75Hmin ) / 8, m - if Hmin > 0.75 m W L = PIF / L1L2 = Live load, Kpa
2.353
2.353
2.353
2.353
2.353
2.353
1.92625
1.92625
1.92625
1.92625
1.92625
1.92625
38.79164
38.79164
40.554897
21252
13179
8970
35.26512746 35.26513 38.7916402
E' = ScE’b, Kpa
20700
Predicted deflection for minimum cover Dy / 0.004298013 D = (DLWc + WL)KX / 0.149PS + 0.061 E' 2.4
12075
0.00733
12075
0.00772245 0.0044114 0.0070829 0.0106143
Predicted Deflection with Maximum Burial Depth
W c = gsHmax , KPa L1 = 0.253 + 1.75Hmax, m L2 = ( 13.31 + 1.75Hmax ) / 8, m - if Hmax > 0.75 m
96.9
96.9
96.9
96.9
96.9
96.9
10.228
10.228
10.228
10.228
10.228
10.228
2.910625
2.910625
2.910625
2.910625
2.910625
2.910625
W L = PIF/1000*L1L2, KPa
5.369119401 5.369119 5.90603134 5.9060313 5.9060313 6.1744873
Predicted deflection for maximum cover Dy / D = (DLWc + W L)KX x100% / 0.149PS +
0.009835139 0.016773 0.01683297 0.0096156 0.0154389 0.0226031
9
0.061 E
2.5
Compined Loading Values
Working strain epr = PwD/2tEH ,in./in.
0.001123449 0.001123 0.00112345 0.0011234 0.0011234 0.0011234
Bending strain due to maximum permitted deflection eb = Df(dd/D)(tt/D),
0.003023303 0.003023
Rerounding coefficient rc = 1 – 0.145*Pw / 435
0.829666667 0.829667 0.82966667 0.8296667 0.8296667 0.8296667
epr /
0.172838297 0.172838
HDB
0.0030233
0.1728383
0.0030233 0.0030233 0.0030233
0.1728383 0.1728383 0.1728383
(1 - ebrc / Sb) / FSpr
0.448361823 0.448362 0.44836182 0.4483618 0.4483618 0.4483618
ebrc
0.192948718 0.192949 0.19294872 0.1929487 0.1929487 0.1929487
/Sb
(1 - (epr / HDB)) / FSb
0.551441136 0.551441 0.55144114 0.5514411 0.5514411 0.5514411 2.6
Buckling Values with Minimum Burial Depth
Water buoyancy factor Rw = 1 – 0.33(hw min / Hmin) Empirical coefficient of elastic support B' = 1 / (1 + 4e-0.213Hmin)
0.8075
0.24407726
0.8075
1
1
1
1
0.244077 0.24407726 0.2440773 0.2440773 0.2440773
With internal vacuum and 1.2 m < Hmin < 24m -allowable buckling pressure qa=(1 / FS)* (32Rw B'E'E I / D3) 0.5 KPa
160.960546
Buckling pressure = 0.0098*gwhw + RwW c + Pu, KPa
73.333
Buckling pressure = 0.0098*gwhw + RwW c + W L, KPa 2.7
122.9356 136.806448 181.49426 142.92369 117.91233
73.333
70.4
58.59812746 58.59813 59.1916402
70.4
70.4
70.4
59.19164
59.19164
60.954897
Buckling Values with Maximum Burial Depth
Rw = 1 – 0.33(hw max / Hmax)
0.698947368 0.698947 0.91894737 0.9189474 0.9189474 0.9189474
B' = 1 / (1 + 4e-0.213Hmax)
0.457057464 0.457057 0.45705746 0.4570575 0.4570575 0.4570575
With internal vacuum and 1.2 m < Hmax < 24 m - allowable buckling pressure qa = (1 / 204.9236824 FS)* (32Rw B'E'E I / D3) 0.5, KPa
156.513
Buckling pressure = 0.0098gwhw + RwW c + Pu, KPa
168.688
168.688
Buckling pressure = 0.0098*gwhw + RwW c + W L, KPa 3.
179.462466 238.08387 187.48706 154.67719
152.766
152.766
152.766
152.766
124.0571194 124.0571 108.672031 108.67203 108.67203 108.94049
Fulfilment of Acceptance Criteria
Pc < ( HDB / FS )( 2EHt / D)
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
Pc > Pw
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
Pc > ( Pw + Ps ) / 1.4
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
Dy / D < dd /D < Dya / D for minimum cover depth
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
Dy / D < dd /D < Dya / D for maximum cover depth
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
epr / HDB < (1 - ebrc / Sb) / FSpr
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
ebrc /Sb < (1 - epr / HDB) / FSb
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
qa > gwhw + RwW c + Pu for minimum cover depth
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
qa > gwhw + RwW c + Pu for maximum cover depth
O.K.
FALSE
O.K.
O.K.
O.K.
O.K.
qa > gwhw + RwW c + W L for minimum cover depth
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
qa > gwhw + RwW c + W L for maximum cover depth
O.K.
O.K.
O.K.
O.K.
O.K.
O.K.
View more...
Comments
