PROJECT:TC_D- Potain MR415 atMeriton Apartments- 52 Walker St Rhodes

TENSION ANCHOR DESIGNVERSION 1.3

JOB No. 10837N 20-Apr-23INPUT DATAWorking (Serviceability) load = 3750 kN. Load Factor = 1.5Ultimate tension load N* t = 5625 KN. (The required load necessary to ensure that the structure behaves in a satisfactory manner)Proof load Tt ( kN) = 4875 2 ( BS 8081-1989 Clause B5.1 proof load = 1.25 * working load for temp anchors, RBP uses 1.3, and 1.5 * (Stressing load) working load for permanent anchors)Lock off load (kN) = 4125 (BS 8081-1989 recommends 1.1* Working load)Long term load in anchorage(kN) = 3750 (Designer to enter value) usually equal to working loadNo. of anchors in group = 4No of Rows of anchors = 2 Horiz. Spacing of anchors = 550 mmNo of Columns of anchors = 2 Vert. Spacing of anchors = 550 mm

Type of Anchor used = 1

Draw in at lock off = 1 mmMinimum extension required = 2 mm

Density of rock = 18 Kn/m^3 Ref: Geotech Report 45298 dated 1-Mar-08Angle of rock cone = 45 Degrees from vertical. By : Douglas PartnersGrout strength = 40 MPA.Shear strength of rock = 0 KPA. (Assume zero KPA. if rock is fractured)Depth of soil over rock = 0 mm.Density of soil = 18 Kn/m^3

CHECKING OF ANCHOR TENSILE STRENGTH

Req'd. CT Stress Bar Dia. = NOT APPLICABLE AS PERMANENT ANCHOR Adopt NOT APPLICABLE.

Req'd. CT Stress Bar Dia. = 56.0 AS TEMPORARY ANCHOR Adopt 56N*/anchor = 1406 KN.UTS/anchor = 2537 KN.Max. Allow anchor load = 1268 KN. (.5* UTS OF CT STRESS BARS, .5*UTS OF STRANDS) (General rule used by VSL that theWorking load = 937.5 Kn/anchor of the ultimate strength of the anchor)Proof (Stressing) load = 1219 KN. /anchorLock off load = 1031 KN. /anchor

CALCULATION OF BOND LENGTH

ANCHORAGE BOND LENGTH OF STEEL TO GROUT

Based on BS 8110 Part 1 1985 Clause 3.12.8.4

Design ultimate anchorage bond stress = beta* (f'c cube)^.5 MPA beta = .40 fc cube =1.25*f'c = 2.8 MPA.

Anchorage bond length required (mm) = 2826

SHEAR STRESS IN GROUT COLUMN

Based on AS 1481-1978 Clause 5.10.4

Design ultimate average shear stress = 1.5 * 2.8 MPA = 4.2 MPA.

Bond length required (mm) = NOT APPLICABLE AS PERMANENT ANCHORBond length required (mm) = 1178 AS TEMPORARY ANCHOR

BOND AT GROUT / GROUND INTERFACE

Based on AS 1481-1978 Clause 5.10.5

Design ultimate shear stress = 0.45 MPA. (=1.5* Working bond stress)Min.drill hole dia.(mm) = 0 125 Adopted drill hole dia.= 150 O.K.Bond length required (mm) = NOT APPLICABLE AS PERMANENT ANCHOR

Bond length required (mm) = 6631 AS TEMPORARY ANCHORor (min) = 3000 Rock type Strength grade Mpa Working bond stress

Basalts, Tuffs 20-80 .57-.85 Mpa.ROCK CONE PULL-OUT RESISTANCE Sandstones, mudstones 20-80 .57-.85

Granite 20-80 1.38-1.55SINGLE ANCHOR Fine grained s'stone 20-80 0.3

Slates, slaty shale 20-80 0.6Based on: 0.8 * Wt. Rock cone = 1.5 * Tension load in the group of anchors. Grey shale 0.32

Phyllite 13-50 0.6Required rock cone length = 4534 mm. overlying soil not taken into accountRequired rock cone length = 5000 mm. overlying soil taken into account y/m dVy/Vc

O.K. 0 10.2 0.80.4 0.65

MULTIPLE ANCHORS 0.6 0.480.8 0.35

Based on: 0.8 * Wt. Rock cone = 1.5 * Tension load in the group of anchors. 1 0.231.2 0.181.4 0.11.6 0.05

1.75 0Required rock cone length = #N/A mm. overlying soil not taken into accountRequired rock cone length = 6000 mm. overlying soil taken into account

O.K. y/m x/n L Vc#DIV/0! #DIV/0! 0 0

1.1 1.1 500 1.884956ANCHOR LENGTH 0.55 0.55 1000 15.07964

0.366667 0.36666666667 1500 50.8938FREE LENGTH 0.275 0.275 2000 120.6372

0.22 0.22 2500 235.61940.183333 0.18333333333 3000 407.1504

AT ANCHOR STRESSING LOAD, EXTENSION >= MIN REQUIRED EXTENSION 0.157143 0.15714285714 3500 646.5398AND/OR >= DRAW IN+REQUIRED EXTENSION AT LOCK OFF N A 0.1375 0.1375 4000 965.0973

OK 0.122222 0.12222222222 4500 1374.133FREE LENGTH REQUIRED = 3000 = 3000 0.11 0.11 5000 1884.956

0.1 0.1 5500 2508.876EXTENSION AT PROOF LOAD (mm) = NOT APPLICABLE AS PERMANENT ANCHOR 0.091667 0.09166666667 6000 3257.203

8 AS TEMPORARY ANCHOR 0.084615 0.08461538462 6500 4141.247EXTENSION AT LOCK OFF LOAD (mm) =NOT APPLICABLE AS PERMANENT ANCHOR 0.078571 0.07857142857 7000 5172.318

7 AS TEMPORARY ANCHOR 0.073333 0.07333333333 7500 6361.725LOCK OFF EXTENSION + DRAW IN EXTENSION = 8 (SHOULD BE LESS THEN 0.06875 0.06875 8000 7720.778

EXT. AT PROOF LOAD) 0.064706 0.06470588235 8500 9260.7870.061111 0.06111111111 9000 10993.06

MIN. REQ'D. EXTENSION = 2 (DEPENDS ON EQUIP. USED) 0.057895 0.05789473684 9500 12928.910.055 0.055 10000 15079.64

0.052381 0.05238095238 10500 17456.57NOT APPLICABLE AS PERMANENT ANCHOR 0.05 0.05 11000 20071.01FREE LENGTH OK AS TEMPORARY ANCHOR 0.047826 0.04782608696 11500 22934.25

0.045833 0.04583333333 12000 26057.630.044 0.044 12500 29452.43

0.042308 0.04230769231 13000 33129.980.040741 0.04074074074 13500 37101.580.039286 0.03928571429 14000 41378.550.037931 0.03793103448 14500 45972.180.036667 0.03666666667 15000 50893.8

TYPE OF ANCHOR USED = CT Stress Bar with no dead end plate NOT APPLICABLE. AS PERMANENT ANCHOR no dead end plate

CT Stress Bar with no dead end plate 56 Dia. no dead end plate

REQUIRED BOND LENGTH (MM) = 6631REQUIRED FREE LENGTH (MM) = 3000REQUIRED ROCK CONE LENGTH = #N/A

La...

TENSION ANCHOR DESIGN JOB NO. 10837N 20-Apr-23VERSION 1.2

PROJECT: TC_D- Potain MR415 at Meriton Apartments- 52 Walker St Rhodes

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DETAIL OF TEMPORARY ANCHOR ANCHOR LOADS AND EXTENSIONS EXTENSION(mm)

(N.T.S) WORKING LOAD (KN) IN EACH ANCHOR 937.5LOAD FACTOR 1.5

TOTAL No. OF ANCHORS ULTIMATE LOAD (KN) IN EACH ANCHOR 1406

IN THE ANCHOR GROUP = 4 ULTIMATE STRENGTH (KN) OF EACH ANCHOR 2537PROOF (STRESSING) LOAD (KN) IN EACH ANCHOR 1219 8

No. of rows of anchors = 2 at 550 mm. LOCK OFF LOAD (KN) IN EACH ANCHOR 1031 7LONG TERM LOAD (KN) IN EACH ANCHOR 937.5

No. of columns of anchors = 2 at 550 mm.MIN ALLOWABLE EXTENSION (mm) 2MAX. ALLOWABLE DRAW IN AT LOCK OFF (mm) 1

ROCK LEVEL

GROUND LEVEL

SOIL

CONC. FOOTINGCONC. FTG.

ROCKSTRATUM

FR

EE

LE

NG

TH

3000

BO

ND

LE

NG

TH

6631

45 45

18 kn/m^3

18 kn/m^3

0R

OC

K C

ON

E L

EN

GT

H

6000

no dead end plate

150

CT Stress Bar with no dead end plate 56 Dia.

AN

CH

OR

LE

NG

TH

96

31

EQ

.E

Q.

Ref: Geotech Report : 45298 dated 1-Mar-08INPUT DATA By : Douglas Partners

ANCHOR GROUP WORKING LOAD = 3750 KN.LONG TERM LOAD IN ANCHOR GROUP = 3750 KN.Grout strength (MPA) = 40

CHECKING OF ANCHOR TENSILE STRENGTH. BOND AT GROUT / GROUND INTERFACE

Req'd. CT Stress Bar Dia. = NOT APPLICABLE AS PERMANENT ANCHOR Design ultimate shear stress = 0.45 MPA.Req'd. CT Stress Bar Dia. = 56 AS TEMPORARY ANCHOR

Bond length required (mm) = NOT APPLICABLE AS PERMANENT ANCHORBond length required (mm) = 6631 AS TEMPORARY ANCHOR

or (min) = 3000CALCULATION OF BOND LENGTH

ANCHORAGE BOND LENGTH OF STEEL TO GROUT

Anchorage bond length required (mm) = 2826

SHEAR STRESS IN GROUT COLUMNROCK CONE PULL-OUT RESISTANCE

Design ultimate average shear stress = 4.2 MPA.Bond length required (mm) = NOT APPLICABLE AS PERMANENT ANCHOR SINGLE ANCHORBond length required (mm) = 1178 AS TEMPORARY ANCHOR

Required rock cone length = 4534 mm. overlying soil not taken into accountRequired rock cone length = 5000 mm. overlying soil taken into account

MULTIPLE ANCHORS

Required rock cone length = #N/A mm. overlying soil not taken into accountRequired rock cone length = 6000 mm. overlying soil taken into account

Total Anchor Length Required = #N/A mm.

FREE LENGTH = 3000 mm.

PROJECT: TC_D- Potain MR415 atMeriton Apartments- 52 Walker St Rhodes

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JOB NO. 10837N 20-Apr-23

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