RCC42 Post Tensioned Analysis & Design

Project Client Location

Spreadsheets to BS 8110Advisory Group Level 2 - Beam on Grid 7POST-TENSIONED ANALYSIS & DESIGN to BS 8110:1997Originated from RCC42.xls v2.1 on CD 1999-2003 BCA for RCC

REINFORCED CONCRETE COUNCILMade by Date Page

RMWChecked

09-Jun-2011Revision

70Job No

chg

-

R68

POST-TENSIONED ANALYSIS & DESIGN to BS 8110:1997 - GENERAL DATALOAD COMBINATIONS INITIALSLS 1 SLS 2 SLS 3 SLS 4 SLS 5 SLS 6 ULS 1 ULS 2 ULS 3 SLS 7

FINAL

ULTIMATE DEFLECTION LOAD FACTORS

NOTES Initial prestress + OW + construction load on all spans INPUT IS UNDERLINED. Initial prestress + OW + construction load on odd spans FRAMES ARE ASSUMED TO BE BRACED Initial prestress + OW + construction load on even spans Final prestress + dead + imposed load on all spans Final prestress + dead + imposed load on odd spans Final prestress + dead + imposed load on even spans Final prestress + factored dead and imposed load on all spans Final prestress + factored dead + factored imposed load on odd spans Final prestress + factored dead + factored imposed load on even spans Err:504min max

DEAD IMPOSED OPTIONS Stressing EndsJacking F/strength

1 0 B 0.7 B

1.4 1.6 (L, R, B)

VIBRATION Limiting reponse factor = 8

Prestress system U (U, B) Assume 20% max redistribution BS 8110 Class 3 (Clause 4.1.3) . Slab or beam (B or S) Limiting crack width 0.2 mm . In slabs, nominal top bonded reinforcement in span? (Y or N;Yuse Y for dissimilar spans) Damping, (2% to 8%) 5% (S)olid, (R)ibbed or (W)affle, supported by beam Slab type S c = 19.80 t = 5.80 Ec28 = 32 ic = 15.91 it = 4.97 Eci = 25.53 W/C ratio 0.55 OPC or RHPC ? OPC m = 1.50 Longterm R/H % 50 Ap, mm = 100 Rel % = 2 = 0.140 Draw in= 6COVERS

MATERIALS

CONCRETE

fcu = 60 At days 4.80 fci = 39.78 Cement content 330 Ave ambient during curing = 15C fpu = 1860 Ep = 195 fy = 460 m = 1.05

unmodified unmodified.

STRAND

K = 0.0010 Depth to strand centre = 40 Top 25 Bottom 25 Sides 25

REBAR

to links

LOADING SEQUENCE

Permanent loads for assessmentLoadkN/m

30% of Imposed is permanentEtkN/mm

@ Agedays

fcutN/mm

Creep

EckN/mm

Own weight Applied dead Quasi-Permanent Imposed COMBINED NOTES on MATERIALS

13.81 42.00 9.60 65.41

4.80 60 -=-

39.78 64.80 -

25.53 33.54 30.80

3.64 2.14 2.45

5.51 10.69 8.92

BRITISH LOW RELAXATION STRANDType Dia Area Breaking Weight

Standard Super Compact

15.2 12.5 15.7 12.9 15.2 12.7

139 93 150 100 165 112

1670 1770 1770 1860 1820 1860

1.090 0.730 1.180 0.785 1.295 0.890

RELAXATION at 0.7fpu Ambient C 20 Relaxation 1.8

40 3.5

60 5.1

80 7.5

100 10.7




RMWChecked

09-Jun-2011Revision

74Job No

SUMMARY iv (e) SHEAR

chg

-

R68

Link = 10Span 1 Span 2 Span 3

Left V 636.2 cracked? N Vc 1629.0 No of legs 8 Link spacing 375

Right 881.9 Y 738.9 8 375

Left 919.1 Y 759.6 8 375

Right 678.1 N 1629.0 8 375

Left 0.0 N 0.0 8 0

Right 0.0 N 0.0 8 0

ULS SHEAR ENVELOPE

1500 1000 500 0 -500 -1000 -1500(f) VIBRATION

650.6

938.5 0.0 -901.3 -678.1

Span 1

Span 2

Span 3

Response factor

0.60 OK

0.61 OK

0.00 OK

(g) DEFLECTIONMAX DEFLECTIONS

15 10 5 0 -5 -10 -15 -20Row 285 Row 147

Span 1 = 8.6mm < 48

OK

Span 2 = 14mm < 50

OK -

SUPPORT REACTIONS ULS 4 ULS 5 ULS 6 DEAD IMPOSED COLUMN MOMENTS ULS 4 ULS 5 ULS 6

Supt 1

Supt 2

Supt 3

Supt 4

650.6 655.6 199.2 274.6 147.0Supt 1

1839.8 1361.7 1409.0 803.5 484.4Supt 2

678.1 232.2 678.1 289.2 152.6Supt 3

0.0 0.0 0.0 0.0 0.0Supt 4

kN kN kN kN kN

Above Below Above Below Above Below

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

kNm kNm kNm kNm kNm kNm


Spreadsheets to BS 8110Advisory Group Level 2 - Beam on Grid 7POST-TENSIONED ANALYSIS & DESIGN to BS 8110:1997Originated from RCC42.xls v2.1 on CD

REINFORCED CONCRETE COUNCIL Made by Date Page

RMWChecked 1999-2003 BCA for RCC

9-Jun-11Revision

75Job No

chg

-

R68BS 8110 Reference

TYPICAL CALCULATION for Span 1 at 3.60 m from C/L of LH support Class 3 Tee section, h = 525 mm, bw = 1800 mm hf = 200 mm, bf =3000 mm. Ac = 1185000mm2, Z top = 120.0E6 mm, and Z bottom = 93.3E6 mm Tendons are unbonded, Ap = 100mm2, fpu = 1,860 N/mm2 and 75.9 mm from soffite There are 24 tendons, jacked to 1,302 N/mm or 70.0% fpu Prestress losses at this section are -2,504.4 kN at transfer and -2,256.6 kN longterm (b) Stresses at transfer M = 395.0 kNm hogging, and prestressing force = 2,764.8 kN

4.3.5

Max compression (bottom) = M/Z + P/A = 395.0E3 / 93.3 + 2,764.8 / 1185 = 6.57 N/mm < 15.91 N/mm allowed Max tension (bottom) = M/Z - P/A = -159.0E3 / 93.3 - 2,764.8 / 1185 = 0.96 N/mm < 4.66 N/mm allowed (c) Stresses in service M = 397.1 kNm sagging, and prestressing force = 2,517.0 kN Max compression (top) = 397.12E6 / 120.0E6 + 2,517.0E3 / 1185E3 = 5.43 N/mm < 20.00 N/mm allowed Max tension (bottom) = 397.12 / 93.3 - 2,517.0 / 1185 = 2.13 N/mm < 5.49 N/mm allowed (d) MOR at ultimate limit state M = 1,383.7 kNm sagging, and prestressing force = 2,517.0 kN fpe = 1000 x 2,517.0 / 24 / 100 = 1,048.8 N/mm Reinforcement d = 480 mm Rp = 1860 x 100 x 24 / 60 / 3000 / (525 - 75.86) = 0.055 fpe/fpu = 1,048.8 / 1860 x 1.05 = 0.592 Lte = 12,250 mm fpb (unbonded) = 1,048.8 + 7000 x (525 - 75.86) / 12,250 (1 - 1.7 x 0.055) = 1,281.3 N/mm Tendon force = 1,281.3 x 24 x 100 / 1000 = 3,075.2 kN Rebar force = 460 / 1.05 x 6,283 / 1000 = 2,752.6 kN Total tensile force = 3,075.2 + 2,752.6 = 5,827.8 kN Compression block depth, dn = 1000 / 5,827.8 / 0.45 / 60 / 3000 = 71.95 mm MOR = (3,075.2 ( 525 - 75.9 - 71.95 / 2) + 2,752.6 x (480 - 71.95 / 2)) / 1000 = 2,492.8 kNm > 1,383.7 okEq 51 Eq 52 4.3.7 4.3.4

Project Client

Spreadsheets to BS 8110Advisory GroupPOST-TENSIONED ANALYSIS & DESIGN TO BS 8110Originated from RCC42.xls v2.1 on CD 1999-2003 BCA for RCC


Location Level 2 - Beam on Grid 7

RMWChecked

09-Jun-2011Revision Job No

84 R680

chgSpan 2 Supt 3

Date0

DETAILED CALCULATIONS ix (d) ULS MOMENT CHECKS 1 Supt

DESIGN MOMENT TENDON HEIGHT fpe Hinges Lt Lte dt dr Rp fpe/fpu TABLE 4.4 1a 1b 2a 2b fpb bonded fpb unbonded TENDON FORCE As REBAR FORCE TOTAL TENSION dn Steel stress Zt Zr MOR (e) SHEAR V Mu M0 Cracked ? UNCRACKED

Right 42.2 300.0 1050

Span 1

Supt 2

300.0 482.0 0.138 0.593 1.00 1 0.97 0.99 1756 1182 2836 4021 1761.7 4597 94.6 438 252.7 434.7 1482.4

1523.2 40.7 1048 2 24.50 12250 484.3 480.0 0.051 0.592 1.00 1.00 1.00 1.00 1771 1301 3122 6283 2752.6 5874 72.5 438 448.0 443.7 2620.1Span 1

Left 1529.6 480.0 1047

Right 1500.1 480.0 1047

480.0 480.0 480.0 480.0 0.086 0.086 0.591 0.591 1.00 1.00 1 1 1 1 1 1 1771 1771 1281 1281 3075 3075 6283 2752.6 2752.6 5827 5827 119.9 119.9 438 438 420.0 420.0 420.0 420.0 2447.8 2447.8Span 2

1766.0 40.7 1048 2 24.50 12250 484.3 484.0 0.051 0.592 1.00 1.00 1.00 1.00 1771 1301 3122 2262 990.9 4113 50.8 438 458.9 458.6 1887.2

Left 11.5 300.0 1050

Right 0.0 0.0 0

300.0 0.0 480.0 0.0 0.138 0.000 0.593 0.000 1.00 0.00 1 0 0.97 0 0.99 0 1756 0 1182 0 2836 0 6283 2752.6 2752.6 5588 2753 115.0 0.0 438 0 242.5 0.0 422.5 0.0 1850.7 0.00

0.0 0.0 0 0 0.00 0 0.0 0.0 0.000 0.000 0.00 0.00 0.00 0.00 0 0 0 0 0.0 0 0.0 0 0.0 0.0 0.0

Left 0.0 0.0 0

0.0 0.0 0.000 0.000 0.00 0 0 0 0 0 0 0 0.0 0 0.0 0 0.0 0.0 0.0 ft = 1.859

fcp Vco CRACKED Aps As d As% fpe/fpu vc Vcr Vc Asv/Sv Sv

Left 636.2 42.2 213.5 N 2.127 1629.0 2400 6421 414.0 0.862 0.419 0.558 3537.8 1629.0 1.643 375

Right 881.9 1529.6 574.7 Y 2.120 1627.8 2400 8683 480.0 1.005 0.359 0.588 738.9 738.9 1.643 375

Left 919.1 1500.1 574.7 Y 2.120 1627.8 2600 8883 480.0 1.028 0.370 0.592 759.6 759.6 1.643 375

Right 678.1 11.5 213.5 N 2.127 1629.0 2600 8883 210.0 2.350 0.371 0.916 12819.5 1629.0 1.643 375

Left 0.0 0.0 0.0 N 0.000 0.0 0 0 0.0 0.000 0.000 0.000 0.0 0.0 0.000 0

Right 0.0 0.0 0.0 N 0.000 0.0 0 0 0.0 0.000 0.000 0.000 0.0 0.0 0.000 0

Links required

(f) VIBRATION ny : ly Ix : Iy x : y kx : ky x : y f'x : f'y fbx : fby fx : fy Nx : Ny Cx : Cy Rx : Ry R

nx = 2Span 1 Span 2 0

5 6.000 ### ### 1.934 5.170 1.267 1.037 65.41 54.51 8.56 13.69 6.11 6.32 6.11 6.32 6.11 6.32 1.388 2.036 246.7 243.4 0.36 0.25 0.60

5 6.000 ### ### 2.015 4.963 1.246 1.041 65.41 54.51 13.99 13.69 6.01 4.96 6.01 4.96 6.01 4.96 1.404 1.995 248.3 275.3 0.35 0.26 0.61

0 0.000 0 0 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.000 1.000 0.0 0.0 0.00 0.00 0.00

Khan/Williams Ref (Concrete Society Method)(9.8) (9.9, 9.10)

(9.11) (9.12, 9.13) (9.14) (9.17, 9.18) (9.19) (9.20) (9.21)




DEFLECTION CALCULATIONS (ii)

RMWChecked

09-Jun-2011Revision Job No

86 R68

chg ### 8600 625 45 6283.19 ### ### 226.38 298.62 ### ### ### 220.44 304.56 ### ### ### 227.23 297.77 ### -420.4 0 0 -2.95 -6.91 -14.71-6.91

9850 625 45 6283 10475 625 45 6283 ### ### 226.38 298.62 ### ### ### 220.44 304.56 ### ### ### 227.23 297.77 ### -188.4 0 0 -1.61 -3.87 -7.77-3.87

d = 484 h = 525 bw = 1800 bf = 3000 hf = 200 bd3/12 = 0 1725 2350 2975 3600 4225 4850 5475 6100 6725 7350 7975 275 625 625 625 625 625 625 625 625 625 625 625 45 45 45 45 45 45 45 45 45 45 45 45 6283 6283 6283 6283 6283.19 6283.19 6283.19 6283.19 6283.19 6283.19 6283.19 6283.19 E = 25.53 m = 7.83 m - 1 = 6.83 TRANFORMED SECTION PROPERTIES at TRANSFER A ### ### ### ### ### ### ### ### ### ### ### ### ### ### A.Yt ### ### ### ### ### ### ### ### ### ### ### ### ### ### Yt 226.38 226.38 226.38 226.38 226.38 226.38 226.38 226.38 226.38 226.38 226.38 226.38 226.38 226.38 Yb 298.62 298.62 298.62 298.62 298.62 298.62 298.62 298.62 298.62 298.62 298.62 298.62 298.62 298.62 Ixx ### ### ### ### ### ### ### ### ### ### ### ### ### ### E = 8.92 m = 22.43 m - 1 = 21.43 TRANFORMED SECTION PROPERTIES - LONGTERM A ### ### ### ### ### ### ### ### ### ### ### ### ### ### A.Yt ### ### ### ### ### ### ### ### ### ### ### ### ### ### Yt 220.44 220.44 220.44 220.44 220.44 220.44 220.44 220.44 220.44 220.44 220.44 220.44 220.44 220.44 Yb 304.56 304.56 304.56 304.56 304.56 304.56 304.56 304.56 304.56 304.56 304.56 304.56 304.56 304.56 Ixx ### ### ### ### ### ### ### ### ### ### ### ### ### ### E = 33.54 m = 5.96 m - 1 = 4.96 TRANFORMED SECTION PROPERTIES - IMPOSED A ### ### ### ### ### ### ### ### ### ### ### ### ### ### A.Yt ### ### ### ### ### ### ### ### ### ### ### ### ### ### Yt 227.23 227.23 227.23 227.23 227.23 227.23 227.23 227.23 227.23 227.23 227.23 227.23 227.23 227.23 Yb 297.77 297.77 297.77 297.77 297.77 297.77 297.77 297.77 297.77 297.77 297.77 297.77 297.77 297.77 Ixx ### ### ### ### ### ### ### ### ### ### ### ### ### ###DEFLECTIONS at TRANSFER

SPAN 2 Distance Element b d' As(t)

As(b) = 2262 550 1100 550 588 45 45 6283 6283

9225 625 45 6283 ### ### 226.38 298.62 ### ### ### 220.44 304.56 ### ### ### 227.23 297.77 ### -361.8 0 0 -2.72 -6.06 -12.57-6.06

11100 625 45 6283 ### ### 226.38 298.62 ### ### ### 220.44 304.56 ### ### ### 227.23 297.77 ### -73.8 0 0 -0.67 -2.60 -5.20-2.60

11725 625 45 6283 ### ### 226.38 298.62 ### ### ### 220.44 304.56 ### ### ### 227.23 297.77 ### 6.7 0 0 0.06 -1.30 -2.60-1.30

12350 313 45 6283 ### ### 226.38 298.62 ### ### ### 220.44 304.56 ### ### ### 227.23 297.77 ### 0.0 0 0 0 0 0 00

### ### 226.38 298.62 ### ### ### 220.44 304.56 ### ### ### 227.23 297.77 ### -284.4 0 0 -2.29 -5.04 -10.24-5.04

M (SLS 2) 1/R Load Load x dist End slope Span Cant M (SLS 7) 1/R Load Load x dist End slope Span Cant M(SLS 4-7) 1/R Load Load x dist End slope Span Cant

437.0 0 0 0.02 0 0 00

435.7 0 0 0.17 -0.53 -25.08-0.53

332.7 0 0 0.28 -1.25 -24.66-1.25

167.2 0 0 0.24 -2.23 -24.34-2.23

20.4 0 0 0.04 -3.30 -24.10-3.30

-107.7 0 0 -0.26 -4.38 -23.88-4.38

-217.1 0 0 -0.64 -5.40 -23.60-5.40

-307.9 0 0 -1.06 -6.31 -23.21-6.31

-380.0 0 0 -1.5 -7.07 -22.67-7.07

-433.4 0 0 -1.94 -7.63 -21.93-7.63

-468.2 0 0 -2.33 -7.97 -20.97-7.97

-484.3 0 0 -2.66 -8.07 -19.77-8.07

-481.6 0 0 -2.89 -7.92 -18.32-7.92

-460.4 0 0 -2.99 -7.53 -16.63-7.53

DEFLECTIONS - LONGTERM

-327.0 0 0 -0.04 0 0 00.0

-124.4 0 0 -0.12 1.10 46.061.1

-30.4 0 0 -0.06 2.37 45.232.4

12.9 0 0 0.04 3.84 44.323.8

52.5 0 0 0.25 5.29 43.395.3

88.6 0 0 0.53 6.68 42.406.7

121.0 0 0 0.87 7.96 41.308.0

149.7 0 0 1.26 9.09 40.059.1

174.9 0 0 1.69 10.04 38.6110.0

196.3 0 0 2.14 10.76 36.9510.8

214.2 0 0 2.6 11.24 35.0511.2

228.4 0 0 3.06 11.45 32.8811.5

239.0 0 0 3.5 11.38 30.4311.4

245.9 0 0 3.91 11.01 27.6811.0

249.2 0 0 4.27 10.34 24.6210.3

248.9 0 0 4.58 9.35 21.269.4

244.9 0 0 4.81 8.06 17.588.1

237.3 0 0 4.95 6.46 13.606.5

226.0 0 0 5 4.56 9.324.6

163.0 0 0 3.81 2.38 4.762.4

0.0 0 0 0 0 0 00.0

DEFLECTIONS - IMPOSED

-460.7 0 0 -0.02 0 0 00

-367.5 0 0 -0.11 -0.03 9.64-0.03

-281.0 0 0 -0.18 0.08 9.290.08

-191.1 0 0 -0.21 0.30 9.000.30

-109.8 0 0 -0.16 0.60 8.790.60

-37.3 0 0 -0.07 0.94 8.620.94

26.4 0 0 0.06 1.30 8.461.30

81.4 0 0 0.22 1.64 8.301.64

127.6 0 0 0.39 1.96 8.101.96

165.1 0 0 0.57 2.22 7.852.22

193.9 0 0 0.75 2.42 7.542.42

213.9 0 0 0.91 2.54 7.152.54

225.1 0 0 1.05 2.57 6.672.57

227.6 0 0 1.15 2.52 6.112.52

221.3 0 0 1.21 2.38 5.452.38

206.3 0 0 1.21 2.15 4.712.15

182.5 0 0 1.14 1.83 3.881.83

150.0 0 0 1 1.45 2.981.45

108.8 0 0 0.77 1.00 2.021.00

58.8 0 0 0.44 0.51 1.020.51

0.0 0 0 0 0 0 00

Project Location

Spreadsheets to BS 8110Level 2 - Beam on Grid 7POST-TENSIONED ANALYSIS & DESIGN to BS 8110:1997 Originated from RCC42.xls v2.1 on CD 1999-2003 BCA for RCC

GRAPH DATA I

Made by RMW Job No R68 Date 9-Jun-11 REINFORCED CONCRETE COUNCIL

GEOMETRYBEAM X BEAM Y C SECa X C SECa Y C SECb X C SECb Y B SEC X B SEC Y

0 ### 0 500 -150 ### 4500 -1500

0 0 0 500 150 ### 7500 -1500

-1395.15 0 12000 12000 12000 12000 24500 0 0 -1395.15 0 0 0 0 0 0 12000 12000 500 500 500 500 500 150 -150 -150 11850 12150 ### -2495.15 -1895.15 -1895.15 -1895.15 7500 6900 6900 5100 5100 4500 -1700 -1700 -2025 -2025 -1700 -1700

24500 24500 24500 -1395.15 0 0 12000 12000 12000 500 500 500 12150 11850 11850 -2495.15 -2495.15 -1895.15 4500 16750 -1500 -1500

24500 24500 24500 0 -1395.15 0 24500 24500 24500 24500 24500 500 500 500 500 500 24500 24500 24500 24500 24500 -1895.15 -1895.15 -1895.15 -1895.15 -1895.15 19750 19750 19150 19150 17350 17350 -1500 -1700 -1700 -2025 -2025 -1700

24500 24500 24500 24500 24500 500 500 500 500 500 24500 24500 24500 24500 24500 -1895.15 -1895.15 -1895.15 -1895.15 -1895.15 16750 16750 24500 24500 24500 24500 -1700 -1500 -1500 -1500 -1500 -1500

24500 -1500

24500 -1500

24500 -1500

24500 -1500

24500 -1500

LOADINGUDL X DEAD IMPOSED PUD X PUD D PUD L PL X PLs D PLs L

scaling factor 8.54 0 0 12000 0 476.67 476.67 476.67 750 750 0 0 0 750 750 750 750 750 750 0 0 750 750 750 750

12000 0 476.67 0 750 750 0 750 750

12000 0 476.67

12000 476.67 750 12000 750 750

0 750 750

24500 476.67 750 12000 750 750 12000 750 750 X Top n/a

24500 0 476.67 12000 750 750 12000 750 750 -0.30 525 295.41W1

24500 0 0 12000 750 750

24500 0 0

12000 750 750 12.00 525 295.41we

24500 0 0 24500 0 0 12000 750 750 24.50 525 295.41Vl

24500 0 0 24500 0 0

24500 0 0 24500 0 0 24.50 525 0.00W1

24500 0 0 24500 0 0 24.50 525 0.00we

24500 0 0 0 577.50 16 354.59

24500 0 0 0 -52.5 0 -93.89 12 577.5 16 354.59 12 -52.5 0 -93.89 24.5 577.5 16 354.59 24.5 -52.5 0 -93.89 24.5 577.5 16 354.59 24.5 -52.5 0 -93.89

STRESS DIAGRAMSBalance scaling =Vl Vr W1

1we

x profileVl S P A N 2

12.00 525 295.41

24.50 525 0.00Vr

Vr

S 181.14 200.53 P A N 1

166.12 215.55 278.41 278.41 68.41 97.26 278.41 421.59 632.08 253.45 448.29 605.38 253.45 247.88 421.79 253.45 326.69 458.18 253.45 650.63 901.31 253.45 655.58 896.36 253.45 199.25 470.43 253.45

-67.73 -67.73 -67.73 -61.66 -61.66 -61.66 -61.66 -61.66 -61.66 -61.66 0.6 0.15 0 300.0 241.38 0 -52.38 -41.11 -77.53 -2.3 17.73 -47 -13.56 30.68 29.93 -68.32 2768.6 2520.6 2.982 1.896 0.000 0.000 2.519 2.317 0.000 0.000 2.696 2.456 0.000 0.000 24.00

220.54 92.21 209.70 655.81 427.67 636.54 476.83 938.53 465.38 938.53

177.03 80.36 187.87 441.76 269.91 461.04 340.74 678.07 232.19 678.07 Btm 1.2 1.05 247.1 -61.66 0 -58.1 -62.61 6.59 -249.67 -257.68 -134.66 -177.18 -427.77 -433.7 -104.92 2767.5 2519.6 2.857 2.406 0.000 0.000 4.273 0.683 0.000 2.544 5.739 1.002 0.000 10.091 19.80

354.66 354.66 354.66 322.87 322.87 322.87 322.87 322.87 322.87 322.87 0 1.8 1.65 191.1 -61.66 0 25.7 12.18 132.82 -282.62 -306.66 -92.19 -173.36 -560.78 -569.68 -33.27 2766.8 2518.9 2.233 3.759 0.000 0.000 4.680 1.137 0.000 4.646 6.871 1.769 0.000 15.923 19.80

-61.62 -61.62 -61.62 -56.09 -56.09 -56.09 -56.09 -56.09 -56.09 -56.09 0 2.4 2.25 143.8 -61.66 0 96.58 74.04 239.64 -306.17 -346.22 -51.83 -168.19 -669.43 -681.3 36.27 2766.1 2518.3 1.717 4.903 0.000 0.000 5.009 1.570 0.000 6.344 7.801 2.514 0.000 20.711 19.80

0.00 0.00 0.00 P 0.00 A 0.00 N 0.00 0.00 3 0.00 0.00 0.00 TypiCalc!S

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4.2 4.05 55.1 -61.66 0 231.6 182.03 443.62 -320.32 -408.44 56.62 -144.59 -849.22 -869.99 232.25 2764.2 2516.4 0.816 7.088 5.452 0.000 5.526 2.730 0.000 9.018 9.371 4.613 0.000 28.807 19.80

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4.8 4.65 43.2 -61.66 0 250.74 192.16 472.79 -306.21 -410.35 88.55 -134.02 -860.43 -884.16 293.37 2763.5 2515.8 0.731 7.400 6.426 0.000 5.542 3.072 0.000 9.102 9.489 5.268 1.284 29.417 19.80

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5.4 5.25 40.1 -61.66 0 256.95 189.35 482.55 -282.69 -402.85 118.38 -122.11 -847.27 -873.97 352.38 2762.9 2515.2 0.754 7.504 6.754 0.000 5.479 3.391 0.000 8.783 9.403 5.900 3.252 28.982 19.80

LOAD COMBINATIONSSLS 1

INITIAL

SLS 2 SLS 3 SLS 4

FINAL

SLS 5 SLS 6

Initial prestress + OW + construction load on all spans Initial prestress + OW + construction load on odd spans Initial prestress + OW + construction load on even spans Final prestress + dead + imposed load on all spans Final prestress + dead + imposed load on odd spans Final prestress + dead + imposed load on even spans

ULS 1

ULTIMATE DEFLECTION

ULS 2 ULS 3 SLS 7

Final prestress + factored dead and imposed load on all spans Final prestress + factored dead + factored imp load on odd spans Final prestress + factored dead + factored imp load on even spans Err:504

SPAN 1X

-0.15 300.0 0.00 0 0 0 0 0 0 0 0 0 0 0

-0.15 300.0 0.00 0 -52.38 -41.11 -77.53 -2.3 17.73 -47 -13.56 30.68 29.93 -68.32

0.15 300.0 0.00 0 -52.38 -41.11 -77.53 -2.3 17.73 -47 -13.56 30.68 29.93 -68.32

profile X PROFILE BALANCEBeam

M-SLS 1 M-SLS 2 M-SLS 3 M-SLS 4 M-SLS 5 M-SLS 6 M-SLS 7 M-ULS 1 M-ULS 2 M-ULS 3 Pi Pf C top @ trans 0 C btm @ trans 0 T top @ trans 0 T btm @ trans 0 C top, final 0 C btm, final 0 T top, final 0 T btm, final 0 C top, ULS 0 C btm, ULS 0 T top, ULS 0 T btm, ULS 0 c final 24.00

2.982 1.896 0.000 0.000 2.519 2.317 0.000 0.000 2.696 2.456 0.000 0.000 24.00

2.982 1.896 0.000 0.000 2.519 2.317 0.000 0.000 2.696 2.456 0.000 0.000 24.00

0.68 0.53 286.8 241.38 0 -96.16 -92.78 -73.91 -171.35 -165.34 -131.79 -137.65 -249.63 -252.97 -127.58 2768.1 2520.1 3.137 1.544 0.000 0.000 3.554 0.714 0.000 0.000 4.234 0.759 0.000 2.340 19.80

1.2 1.05 247.1 241.38 0 -58.1 -62.61 6.59 -249.67 -257.68 -134.66 -177.18 -427.77 -433.7 -104.92 2767.5 2519.6 2.857 2.406 0.000 0.000 4.273 0.683 0.000 2.544 5.739 1.002 0.000 10.091 19.80

0 3 2.85 105.4 -61.66 0 154.52 122.97 327.05 -320.3 -376.38 -13.57 -161.67 -753.72 -768.55 103.71 2765.5 2517.7 1.309 5.839 1.563 0.000 5.260 1.979 0.000 7.639 8.527 3.236 0.000 24.454 19.80

0 3.60 3.45 75.9 -61.66 0 199.52 158.97 395.04 -325.01 -397.12 22.58 -153.8 -813.65 -831.45 169.03 2764.8 2517.0 1.009 6.568 3.831 0.000 5.432 2.366 0.000 8.530 9.051 3.936 0.000 27.153 19.80

20 0 20 0 20 0 20 0 6 6.6 7.2 7.8 8.4 9 9.6 10.2 10.8 10.8 11.33 11.85 5.85 6.45 7.05 7.65 8.25 8.85 9.45 10.05 10.65 10.65 11.18 11.7 45.8 60.4 83.8 116.0 157.0 206.8 265.5 333.0 409.4 409.4 462.3 480.0 -61.66 -61.66 -61.66 -61.66 -61.66 -61.66 -61.66 -61.66 -61.66 322.35 322.35 322.35 0 0 0 0 0 0 0 0 0 0 0 0 250.22 230.57 197.98 152.46 94.01 22.62 -61.7 -158.95 -269.13 -269.13 -318.02 -260.54 173.62 144.95 103.35 48.82 -18.65 -99.05 -192.38 -298.64 -417.84 -417.84 -474.61 -425.02 472.89 443.82 395.34 327.45 240.14 133.42 7.29 -138.26 -303.21 -303.21 -405.34 -406.07 -249.75 -207.4 -155.64 -94.46 -23.88 56.13 145.54 244.37 352.61 352.61 507.96 776.37 -385.94 -359.61 -323.87 -278.72 -224.15 -160.17 -86.78 -3.98 88.24 88.24 229.58 483.96 146.1 171.72 195.22 216.62 235.92 253.1 268.18 281.16 292.02 292.02 352.73 517.66 -108.84 -94.23 -78.27 -60.96 -42.3 -22.29 -0.93 21.78 45.83 45.83 120.91 302.86 -809.76 -747.88 -661.64 -551.05 -416.09 -256.77 -73.08 134.96 367.36 367.36 643.62 1044.38 -839.42 -780.51 -697.24 -589.61 -457.62 -301.26 -120.54 84.53 313.97 313.97 587.63 985.79 409.28 464.07 516.76 567.34 615.81 662.18 706.43 748.59 788.63 788.63 874.87 1065.33 2762.7 2762.4 2762.2 2761.9 2761.7 2761.4 2761.2 2761.0 2760.7 2760.7 2760.5 2760.3 2515.0 2514.8 2514.5 2514.3 2514.1 2513.9 2513.6 2513.4 2513.2 2513.2 2513.0 2512.8 0.885 1.124 1.470 1.924 2.486 3.155 3.933 4.818 5.811 5.811 6.283 5.870 7.400 7.089 6.569 5.841 4.905 3.760 2.408 0.848 0.000 0.000 0.000 0.000 6.433 5.465 3.850 1.588 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.485 8.597 8.597 11.031 8.906 5.337 5.118 4.820 4.444 3.989 3.456 2.844 2.154 1.386 1.386 0.208 0.000 3.688 3.963 4.215 4.444 4.650 4.834 4.996 5.135 5.900 5.900 7.566 10.442 0.000 0.000 0.000 0.000 0.000 0.000 0.452 0.885 3.267 3.267 8.444 17.389 8.058 6.930 5.399 3.463 1.125 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.115 8.624 7.930 7.034 5.934 4.631 3.125 1.417 0.000 0.000 0.000 0.000 6.509 7.097 7.661 8.203 8.722 9.219 9.694 10.145 10.574 10.574 11.498 13.540 5.149 6.975 8.732 10.418 12.034 13.580 15.055 16.461 17.796 17.796 20.670 27.018 27.502 24.977 21.407 16.793 11.134 4.431 0.000 0.000 0.000 0.000 0.000 0.000 19.80 19.80 19.80 19.80 19.80 19.80 19.80 24.00 24.00 24.00 24.00 24.00

11.85 11.7 480.0 0.00 0

0

12

5.695 5.545 41.8

4.955 4.805 41.5

5.105 4.955 40.5

4.442 4.292 49.3

5.069 4.919 40.7

3.570 3.420 77.1

-27.82 -14.30 -67.42 59.96 83.99 -10.45 34.71 126.82 126.82 -39.07

-228.57 -395.30 -391.63 870.19 573.78 580.30 370.85 1178.12 1118.79 1135.26

255.26 183.23 480.22

253.58 192.67 477.17 -295.41 -315.76 -407.71 -410.34 104 69.74 -857.54 -811.26 -882.6 -828.91 320.09 165.85 2763.2 2764.9 2515.5 2517.1

2762.8 2515.1 0.805 7.479 1.669 0.000

2763.3 2515.6 0.727 7.447 1.643 0.000

2763.2 2515.5

2763.9 2516.2

5.519 3.238 0.000 2.248

5.542 2.871 0.000 2.275 9.475 5.554 0.544 7.338 9.030 3.902 0.000 6.761

Disclaimer All advice or information from the British Cement Association and/or Reinforced Concrete Cou is intended for those who will evaluate the significance and limitations of its contents and t responsibility for its use and application. No liability (including that for negligence) for any resulting from such advice or information is accepted by the BCA, RCC or their subcontract suppliers or advisors. Users should note that all BCA software and publications are subjec revision from time to time and should therefore ensure that they are in possession of the la version.

This spreadsheet should be used in compliance with the accompanying publication 'Spreadsh for concrete design to BS 8110 and EC2' available from British Cement Association, Tel Avenue, Crowthorne, Berkshire RG45 6YS. Status of spreadsheet Public release version. Revision history RCC42 Post tensioned Analysis & Design

Date22-Jan-03 11-Oct-02 1-Nov-99 06-Aug-99

VersionRCC42 v2.1 RCC42 v2.0 RCC42 v1.1 RCC42 v1.0

ormation from the British Cement Association and/or Reinforced Concrete Council hose who will evaluate the significance and limitations of its contents and take r its use and application. No liability (including that for negligence) for any loss uch advice or information is accepted by the BCA, RCC or their subcontractors, isors. Users should note that all BCA software and publications are subject to me to time and should therefore ensure that they are in possession of the latest

t should be used in compliance with the accompanying publication 'Spreadsheets sign to BS 8110 and EC2' available from British Cement Association, Telford orne, Berkshire RG45 6YS.

y RCC42 Post tensioned Analysis & Design

This spreadsheet is shareware. It may be distributed freely, but may not be used for commercial purposes until the user has registered ActionDETR logo replaced by DTI. Version 2 enhancements Grade 60 concrete bug fixed First public release. Includes version comments

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RCC42 Post Tensioned Analysis & Design