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OWNER : ----- Retaining Wall with AnchorsPROVINCE : ----- Analysis & Design

TOWN : ----- IksaPro V1.0 BetaSECTION NO : -----

LOT NO : -----PARCEL NO : -----

Qs= 20 kN/m2

Concrete Class C30Steel Class S420Concrete Cover pp = 5.00 cmPile Diameter Dp = 0.65 mPile Spacing a = 0.85 mAnchor Spacing S = 1.70 m 2.0 x a Ok

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19.08

13.10

11.27

15.24

9.44

12.74

2.00

3.00

3.00

2.00

2.00

Qs= 20 kN/m2

15.0°

15.0°

15.0°

0.15

0.15

0.15

1.94

10.0

0.65

15.5°

0.85

1.70

Sheet 2

3

4

5

6

7

8

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Soil Data :Surcharge Qs = 20.0Unit Weight ɣ = 18.6 kN/m3Slope Angle β° = 15.5°Effective Ground Acceleration Coefficient Ao = 0.4Subgrade modulus Kh = 25000 kN/m3Bearing Capacity 200.0 kN/m2Cohesion C = 25.0 kN/m2Friction Angle ø° = 20.0°Behind the wall friction angle δ° = 13.33Static active pressure coefficient Kas = 0.49Static passive pressure coefficient Kps = 2.04

Ch : 0.24Cv : 0.16λ° : 1.49

Total active pressure coefficient Kat = 0.77Total passive pressure coefficient Kpt = 2.32Dynamic active pressure coefficient Kad = 0.28Dynamic passive pressure coefficient Kpd = 0.28Excavation Heigth H = 10.0 mPile Length Hpile = 12.00 m

Loads :

Pad=3 Kad (1-z/H) ɣ z+ 2 Qs Kad (1-z/H)

Displ. (mm)Ppd=3 Kpd (1-z/H') ɣ z Pps = Kas ɣ H' Pas =k1 (Kas ɣ H Pq = Kas Qs Δ1 = -26.05

+2C√Kps -2C√Kas) Δ2 = -20.81

Δ3 = -17.40Horizontal Forces (Anchor Point) : k1

0.5

Member hi HCALC Ppd Pps Pas Pqs Pad Pi Pn =Pi x SName m m kN/m kN/m kN/m kN/m kN/m kN/m kN

H0 1.94 0.00 27.18 19.04 41.54H1 2.00 2.00 0.00 0.00 97.98 34.32 35.38 217.12 434.25H2 3.00 5.00 0.00 0.00 125.97 44.13 33.87 173.38 346.75H3 3.00 8.00 0.00 0.00 111.98 39.22 19.36 144.97 289.94Hr 2.00 10.00 0.00 0.00 27.99 9.81 7.08 38.14 76.29D 2.00 12.00 -25.18 -109.26 27.99 9.81 0.00 -82.15 -164.30

σz =

Pps

PasPq Pad

Ppd

434.25

346.75

289.94

76.29

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anchor free length, Lu:

SELECT = 7.0 mX = Max(0.2H ;1.5m ; OR SELECT) 7.00 mα = i+45+Ø/2 70.00 °Lu = Hf sin(45-ø/2) / sin α + X

Member hi Hf i° LuName m m m

anchor 1 2.00 10.00 15.0° 13.10anchor 2 5.00 7.00 15.0° 11.27anchor 3 8.00 4.00 15.0° 9.44

anchor bonded length, Lb :

Working bond stress [ T ] kN/m2Clay 100Sand 150Gravel 200 T = 100 kN/m2

Lateral thrust coefficient [K]Clay 0.75Sand 1.40Gravel 1.60 K = 0.75

Lb = P . GS / [K. π . d . T ]

Lb : Bonded LengthP : anchor loadd : anchor diameterT : Working bond stressGs : Safety factor GS = 1.50K : Lateral thrust coefficientπ : 3.14159265358979

Member Pi d LbName Pn/cosi m m

anchor 1 449.56 0.15 19.08anchor 2 358.98 0.15 15.24anchor 3 300.17 0.15 12.74

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Strand Selection :

Strand # section Ultimate Presstressing ForceØ12.7 mm area strength fpr

(0.5'') mm2 kN kN kN kN1 98.5 183 147 128 110

Strand # section Ultimate Presstresing ForceØ15.2 mm area strength fpr

(0.6'') mm2 kN kN kN kN1 141.87 264 211 185 158

ASTM A416, Grade 270 (metric 1860MPa)

Member Nh ØhName Adet mm kN

anchor 1 5 15.20 233anchor 2 4 15.20 233anchor 3 4 15.20 233

Strand Breaking Control :

Member 1.40xPiName Number mm2 kN

anchor 1 5.00 709.35 699.00 629.39 OKanchor 2 4.00 567.48 559.20 502.58 OKanchor 3 4.00 567.48 559.20 420.24 OK

Strand - Concrete Adherence Control :

500 kN/m2

Member Lb 2.00xPiName m mm2 kN kN

anchor 1 19.08 4555.58 2277.79 899.13 OKanchor 2 15.24 2910.15 1455.07 717.96 OKanchor 3 12.74 2433.38 1216.69 600.34 OK

0.8 fpu Aps 0.7 fpu Aps 0.6 fpu Aps

0.8 fpu Aps 0.7 fpu Aps 0.6 fpu Aps

Shkp =

Phalat kp = Strand Tensile Strength (Shkp) x (Total strands area (As_hlt) x strand numbers (Nh)

Nh As_hlt 0.6 Shkp

Phalat em = Unit Bearing Capacity (Sem) x (Total strand surface area (Ahlt) x Strand numbers (Nh)Sem =

Ahlt Phalatem

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Pile height verification of embedded vertical direction:

Push ForcesPile Weigth : = 82.96 kN

Beams Weigth = 15.62 kNPav1 = 58.18 kNPav2 = 46.46 kNPav3 = 38.84 kN

Pvb = 242.05 kN

Meet ForcesPile End Resistance, Uv = 201.73 kN

Friction resistance, Sv = 408.41 kNPvt = max( Uv ; Sv ) = 408.41 kN

Gs = 1.50 1.001.12 OK

Global Stability Control (EUROCODE 7) :

Member Lb LwName m m

anchor 1 19.08 16.54 OK NOanchor 2 15.24 14.62 OK NOanchor 3 12.74 13.37 OK OK

author of the original note*** Lw' yi büyütmek için, Lb'den ziyade Lu'yu büyütmek daha uygun olabilir !--->

Pvt / (Pvb.Gs) >

Lw > 5 ? Lw > Lb ?

select X

G.S =

408.41Pvt =

242.05Pvb =58.18

46.46

38.84

82.96

15.62

408.41

201.73

1.50

2.00

Lw

Lb

45+ø/2

Lw > 5.00 m. andLw > Lb

Lb/2

i

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REINFORCEMENT CONCRETE CALCULATIONS: Concrete : C30Steel : S420

Confronting Beam the Longitudinal Reinforcement Bp = 0.50 mHp = 0.70 m

d = 0.45 mfcd = 20000 kN/m2Md = 211.8 kNm Md=QL^/8*1.35rm = 0.11 Mech.Reinf.Ratiofyd = 420000 kN/m2As = 26.89 cm2

Bar Dia. = Ø18 2.54 cm2/#Bars numbers = 12 30.54 cm2

Total Bars : 12Ø18 OK

Confronting Beam Shear Reinforcement Max. Anchor load Pmax = 434.25 kN

Bw = 0.70 cmd = 0.45 cm

fctd = 1250.00 kN/m2Vr = 255.44 kN

Vcr = 255.94 kNfywd = 365000 kN/m2

Reinf. Dia. = Ø14 1.54 cm2/cmBar spacing = 15 10.78 cm2

min. Shear Reinforcement 0.8fcd/fyd = 8.33 cm2Vcr > Vr min.reinf OK.

Vw = 337.12 kNVcr' = Vcr + Vw = 593.06 Vcr' > Vr

As' = max{minAs';calcAs'} = 10.78 cm2Ø14/15 OK

Anchor cap punching control

anchor cap plate sizes : 25 cm X 25 cmMax. Anchor load Vp = Pmax = 434.2 kNpunching circumference Up = 2.50 mDesign tensile strength of concrete fctd = 1250.0 kN/m2

punching constant ( min : 0.5) ɣz = 0.5 kN/m3 Vpr > VpVpr = 703.1 kN OK

12Ø18

Ø14/15

0.70

0.50

0.05

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Pile section the Longitudinal Reinforcement Concrete : C30Steel : S420

(DBYBHY,2007)

M1 = 209.08 kNm0.05 M2 = 375.65 m

M3 = 314.10 mMr = 36.73 kN/m2

Md = max{M1,2,3,r} *1.35 = 375.6 kNmNd = 326.8 kN

0.0100 0.02720.0400 As= 90.11

m : 0.0805 Reinf. Dia. = Ø20 3.14 cm2/#n : 0.0455 Reinf. Number = 16 50.27 cm2

Ψ( n < 0.35 ) : 0.2183 16Ø20 NO0.0115

Ψ (0.70 < n ) : 0.5255 0.218 stirrup calculation0.98460.8315 Vd = 434.25 kN0.5702 Vcr = 414.38 kN0.0272 Reinf. Dia. = Ø12 1.13 cm2/cm

Bar spacing = 15 7.92 cm2min. Shear Reinforcement 0.8fcd/fyd = 7.90 cm2

Vcr < Vr calculation OK ! ! !Vw = 0.37 kN

Vcr' = Vcr + Vw = 256.31 Vcr' > VrAs' = max{minAs';calcAs'} = 7.92 cm2

Ø12/15 OK

Pile head beam Reinforcement

B = 0.75 mH = 0.60 m

Asmin : 45.00 cm2Reinf. Dia. = Ø18 2.54 cm2/#

Bars numbers = 20 50.89 cm220Ø18 OK

Min stirrup, As/5 = 9.00 cm2Reinf. Dia. = Ø12 1.13 cm2/Adet

Bar spacing = 14 9.05 cm2Ø12/14 OK

ρmin = 0.01 ρmax = 0.04

ρmin : ρb =min{max[ρm;ρmin};ρmax} =ρmax :

Ψ (0.35 < n < 0.7) : Ψ0.8 :

α :k2 :

Ψα (Ψα k2) :ρm :

0.05

0.65

16Ø20

Ø12/15

20Ø18

Ø12/140.60

0.75

0.05

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author of the original recordingYatay Yönde Kazık gömülü boyu tahkikleri (Ard Germe Etkileşimi var) :

Kuvvet Kuvvet kolu MomentPah1 = 217.12 kN 10.00 m 2171.23 kNmPah1 = 173.38 kN 7.00 m 1213.63 kNmPah1 = 144.97 kN 4.00 m 579.88 kNm

Rd = 38.14 kN 2.00 m 76.29 kNmKayma toplam P = 573.61 kN Moment Toplam M = 4041.03 kNm

Kuvvet Kuvvet kolu MomentPpress1 = 217.12 kN 10.00 m 2171.23 kNmPpress2 = 173.38 kN 7.00 m 1213.63 kNmPpress3 = 144.97 kN 4.00 m 579.88 kNm

Pph = 82.15 kN 0.67 m 54.77 kNmKayma toplam P = 617.62 kN Moment Toplam M = 4019.50 kNm

author of the original noteD' SEÇİMİ İÇİN, ANKRAJLI İKSA SİSTEMLERİNDE DÜŞEY STABİLİTE TAHKİKİ GEREKLİDİR. FAKAT ANKRAJSIZ İKSALARDA

Concrete fcd fctd EClass kN/m² kN/m² kN/m²C16 11000 900.0 27000000C18 12000 950.0 27500000C20 13300 1000.0 28000000C25 16700 1150.0 30000000C30 20000 1250.0 32000000C35 23300 1350.0 33000000C40 26700 1450.0 34000000C45 30000 1550.0 36000000C50 33300 1650.0 37000000

Steel fyd fywd EClass kN/m² kN/m² kN/m²S220 220000 191000 210000000S420 420000 365000 210000000S500 500000 435000 210000000

KÖK BOYU TESPİTİ İÇİN, DÜŞEY TAHKİKLE BİRLİKTE, YATAY STABİLİTE TAHKİKİDE GEREKİR. (GS>1.5 ALINARAK)

82.15

217.12

173.38

144.97

38.144.00

7.00

10.00

0.672.00

144.97

173.38

217.12

G.S. = 1.00