Laporan Struktur GPI 04.04.2016
March 21, 2019 | Author: harislee | Category: N/A
Short Description
struktur...
Description
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
Job Title
2016
GPI KRISTUS MANDALA
Job Number Engginer Approved
16/03/2016
Date Qodri
Address Project
Time
Job Code
CIBUBUR, JAKARTA TIMUR
Revision
Description Project
-
DESIGN AND STRUCTUR ANALYSISI
GENERAL DATA
Foundation ID :
3
CODE DESIGN :
SNI 2847:2013
Kontruksi Gedung [c] 2016 Ristanto
1
Kapsitas Struktur Pondasi Telapak b
GPI KRISTUS MANDALA
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
2016
Data Fondations Foot Plat (Data Fondasi Telapak) Soil Data (Data Tanah)
Df =
2.50
m
g= f=
17.60
kN/m
22.00
c= qc =
0.30
kPa
48.00
kg/cm
Width Fondations Directions X (Lebar Pondasi Arah X)
Bx =
2.50
m
Width Fondations Directions Y (Lebar Pondasi Arah Y)
By =
2.50
m
Thick Foundation (Ketebalan Pondasi)
0.50
m
Width Column Directions X (Lebar Kolom Arah X)
h= bx =
0.30
m
Width Column Directions Y (Lebar Kolom Arah Y)
by =
0.30
m
Position Column (Posisi Kolom)
as =
Depth Of Foundations (Kedalaman Pondasi) Heavy Volume Land (Berat Volume Tanah) In the Corner Swipe (Sudut Gesek Dalam) Cohesion (Kohesi) Prisoners Konus Average (Tahanan Konus Rerata)
3
2
Dimensions Fondations (Dimensi Pondasi)
Contruction Materials (Bahan Kontruksi) Kuat tekan beton,
f c' =
25.0
MPa
Kuat leleh baja tulangan,
f y =
390
MPa
Berat beton bertulang,
gc =
24
kN/m
3
Expense Plan (Beban Rencana)
Pu = 737.123 kN
Aksial Load (Gaya Aksial Beban Terfaktor) Moment Direction X (Momen Arah X Beban Terfaktor)
Mux =
1.426
kNm
Moment Direction Y (Momen Arah Y Beban Terfaktor)
Muy =
65.477
kNm
Carrying Capacity of Land (Kapasitas Daya Dukung Tanah) TERZAGHI And PECK (1943) Soil Bearing Capacity According Theory Terzaghi (1943)
qu = c * Nc * (1 + 0.3 * B / L) + Df * g * Nq + 0.5 * B * N g * (1 - 0.2 * B / L)
Kontruksi Gedung [c] 2016 Ristanto
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2 c = Soil Cohession (kN/m ) Df = Depth Fondations (m)
2016
c= Df =
0.30
2.50
m
g =
17.60
kN/m
B = Width Fondations (m)
B = By =
2.50
m
L = Long fondations (m)
L = By =
2.50
m
f= f = f / 180 * p =
22.00
g =
3
Heavy Voulume Land (kN/m )
In the Corner Swipe (Sudut Gesek Dalam)
3
0.383972 rad
(3*p / 4 - f/2)*tan f
a=e = 2.397429 2 Kpg = 3 * tan [ 45 + 1/2*( f + 33) ] = 30.17704 Soil Bearing According Theory Of Terzagi 2
2
Nc = 1/ tan f * [ a / (2 * cos (45 + f/2) - 1 ] = 2
20.272
2
Nq = a / [ (2 * cos (45 + f/2) ] = Nc * tan f + 1 = Ng = 1/2 * tan f * [ Kpg / cos
2
9.190
f - 1 ] =
6.889
Ultimate bearing capacity of the soil by Terzaghi : 2
qu = c*Nc*(1+0.3*B/L) + Df *g*Nq + 0.5*B*Ng*(1-0.2*B/L) =
419.18
kN/m
qa = qu / 3 =
139.73
kN/m
Land carrying capacity
2
MEYERHOF (1956) Soil bearing capacity according to Meyerhof (1956 ) 2
2
( in kg/cm )
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd With;
Must 1.33
Kd = 1 + 0.33 * D f / B
2 qc = Conus detainee average yield on a foundation sondir ( kg/cm )
B = Width Fondations (m)
B = By =
2.50
m
Df = Depth Fondationts (m)
Df =
2.50
m
Kd = 1 + 0.33 * D f / B =
1.33
< 1.33
Kd =
1.33
qc =
48.00
kg/cm
2
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd =
2.427
kg/cm
2
242.67
kN/m
Taken, Prisoners Conus average yield on a foundation sondir, 2
qa =
Permit the carrying capacity of the land,
Kontruksi Gedung [c] 2016 Ristanto
3
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Support Capascity of Land Use (Kapasitas Daya Dukung Tanah Yang Dipakai) 2
Soil Bearing Capacity According Theory Terzaghi (1943)
qa =
139.73
kN/m
Soil bearing capacity according to Meyerhof (1956 )
qa =
242.67
kN/m
Support Soil Bearing oF Use
qa =
242.67
kN/m
2 2
Voltage Soil Control (Kontrol Tegangan Tanah)
A = Bx * By =
Basic Size foot plat (Luas Dasar Telapak)
2
Prisoners Moment X (Tahanan Momen X) W x = 1/6 * By * Bx = 2
Prisoners Moment Y (Tahanan Momen Y) W y = 1/6 * Bx * By = Soil High Above foot plat (Tinggi Tanah diatas Telapak) Pressure Against weight (Tekanan Terhadap Berat) q
6.2500
m
2
2.6042
m
3
2.6042
m
3
2.00
m
z = Df - h =
= h * gc + z * g =
47.200
2
kN/m
Eksentrisitas on fondasi :
< <
ex = Mux / Pu = 0.0019 m ey = Muy / Pu = 0.0888 m
Bx / 6 = 0.4167 m
(OK)
By / 6 = 0.4167 m
(OK)
Maximum ground voltage that occurs at the base of the foundation : Tegangan tanah maksimum yang terjadi pada dasar fondasi 2 qmax = Pu / A + Mux / W x + Muy / W y + q = 190.831 kN/m
qmax
Kontruksi Gedung [c] 2016 Ristanto
<
qa
SAFE (OK)
4
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Minimum ground voltage that occurs at the base of the foundation Tegangan tanah minimum yang terjadi pada dasar fondasi 2 qmin = Pu / A - Mux / W x - Muy / W y + q = 139.449 kN/m
qmin
>
0
Voltage Happend Pull (OK)
Force Slide On Foot Plate (Gaya Geser Pada Telapak) Overview Slide Directions X (Tinjauan Geser Arah X)
d' =
0.075
m
d = h - d' =
0.425
m
ax = ( Bx - bx - d ) / 2 =
0.888
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide X (Tegangan Tanah pada Bidang Kritis G eser X) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 172.590 kN/m
Shear Force Direction X (Gaya Geser Arah X)
Vux = [ qx + ( qmax - qx ) / 2 - q ] * ax * By = 298.445 kN Field Width Slide X (Lebar Bidang Geser Arah X) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
b = By =
2500
mm
d= bc = bx / by =
425
mm
1.0000
Strong foot plate sliding direction x (Kuat Ge ser Telapak Arah X ) -3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 2656.250 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 885.417 kN
Kontruksi Gedung [c] 2016 Ristanto
5
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = 1 / 3 * √ f c' * b * d * 10 = 1770.833 kN Vc = 885.417 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 664.063 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc
≥
664.063
>
Vux 298.445
SAFE (OK)
Overview Slide Directions Y (Tinjauan Geser Arah Y)
d' =
0.085
m
d = h - d' =
0.415
m
ay = ( By - by - d ) / 2 =
0.893
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide Y (Tegangan Tanah pada Bidang Kritis G eser Y) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 172.487 kN/m
Shear Force Direction Y (Gaya Geser Arah Y)
Vuy = [ qy + ( qmax - qy ) / 2 - q ] * ay * Bx = 300.012 kN Field Width Slide Y (Lebar Bidang Geser Arah Y) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
b = Bx =
2500
mm
d= bc = bx / by =
415
mm
1.0000
Strong foot plate sliding direction Y (Kuat Geser Telapak Arah Y )
Kontruksi Gedung [c] 2016 Ristanto
6
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 2593.750 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 864.583 kN -3
Vc = 1 / 3 * √ f c' * b * d * 10 = 1729.167 kN Vc = 864.583 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 648.438 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc
≥
648.438
>
Vux 300.012
SAFE (OK)
Overview Slide Two Directions (Tinjau Geser Dua Arah)
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
0.085
m
Effective Thickness foot plat (Tebal efektif Telapak)
0.42
m
Slide Area Width X (Lebar Bidang Geser X)
d = h - d' = cx = bx + 2 * d =
0.715
m
Slide Area Width Y (Lebar Bidang Geser Y)
cy = by + 2 * d =
0.715
m
Slide Force Pons Happens (Gaya Geser Pons Yang Terjadi)
Vup = ( Bx * By - cx * cy ) * [ ( qmax + qmin ) / 2 - q ] = 676.829 kN 2
Ap = 2 * ( c x + cy ) * d =
1.187
m
Slide Area Width Pons (Lebar Geser Pons) bp = 2 * ( c x + cy ) =
2.860
m
Slide Area Wide Pons (Luas Geser Pons)
bc = bx / by =
Ratio Column (Rasio Kolom)
Kontruksi Gedung [c] 2016 Ristanto
7
1.0000
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Strong foot plate sliding Pons(Kuat Geser Telapak Pons )
f p = [ 1 + 2 / bc ] * √ f c' / 6 =
2.500
MPa
f p = [ as * d / bp + 2 ] * √ f c' / 12 =
0.833
MPa
f p = 1 / 3 * √ f c' =
1.667
MPa
Then Strong Slide (maka, Kuat Geser)
f p =
0.833
MPa
Reduction Factor (Faktor Reduksi)
f =
0.75
3
f * Vnp = f * Ap * f p * 10 =
Strong Slide (Kuat Geser)
741.81
kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vnp
≥
741.813
>
f * Vnp
≥
741.813
>
Vup 676.829
SAFE (OK)
Pu 737.123
SAFE (OK)
Rainforcment Foot Plat (Penulangan Telapak) Bending Reinforcment Directions X (Tulangan Lentur Arah X)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ax = ( Bx - bx ) / 2 =
1.100
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 168.223 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Mux = 1/2 * ax * [ qx + 2/3 * ( qmax - qx ) - q ] * By = 205.843 kNm
Kontruksi Gedung [c] 2016 Ristanto
8
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
b = By =
2500
mm
Thicnrss foot plat (Tebal Telapak)
h=
500
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
75
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
425
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Mux / f = 6
0.85 0.028069 0.80 6.624 257.304 kNm
2
Rn = Mn * 10 / ( b * d ) = 0.56981 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin = r= Ratio Reinforcment (Rasio Tulangan) Rainforcment Area (Luas Tulangan) As = r * b * d =
0.0015 0.0025 0.0025 2656.25 mm
D 16 2 Distance Reinforcment (Jarak Tulangan) s = p / 4 * D * b / As = 189 Diameter Reinforcmen (Diameter Tulangan)
Distence Minimum Rainforcment (Jarak Tulangan Minimu Distance Reinforcment (Jarak Tulangan) Used Reinforcment (Tulangan yang Digunakan)
D 16
-
2
mm mm
smax =
200
mm
s=
189
mm
180
Use Area Reinforcment (Luas Tulangan Yang digunakan) 2 2 As = p / 4 * D * b / s = 2792.53 mm
Kontruksi Gedung [c] 2016 Ristanto
9
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Bending Reinforcment Directions Y (Tulangan Lentur Arah Y)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ay = ( By - by ) / 2 =
1.100
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 168.223 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Muy = 1/2 * ay * [ qy + 2/3 * ( qmax - qy ) - q ] * Bx = 205.843 kNm b = Bx =
2500
mm
Thicnrss foot plat (Tebal Telapak)
h=
500
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
85
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
415
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Muy / f = 6
0.85 0.028069 0.80 6.624 257.304 kNm
2
Rn = Mn * 10 / ( b * d ) = 0.59760 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin =
Kontruksi Gedung [c] 2016 Ristanto
10
0.0016 0.0025
Kapsitas Struktur Pondasi Telapak b
GPI KRISTUS MANDALA
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
2016
r=
Ratio Reinforcment (Rasio Tulangan)
0.0025
2 As = r * b * d = 2593.75 mm
Rainforcment Area (Luas Tulangan)
D 16 2 Distance Reinforcment (Jarak Tulangan) s = p / 4 * D * b / As = 194 Diameter Reinforcmen (Diameter Tulangan)
Distence Minimum Rainforcment (Jarak Tulangan Minimu Distance Reinforcment (Jarak Tulangan)
D 16
Used Reinforcment (Tulangan yang Digunakan)
mm mm
smax =
200
mm
s=
194
mm
190
-
Use Area Reinforcment (Luas Tulangan Yang digunakan) 2 2 As = p / 4 * D * b / s = 2645.55 mm
Reinforcment Losses (Tulangan Susut)
rsmin =
Ratio Minimum Reinforcment Losses (Rasio Tulangan Minimum)
0.0014
Area Reinforcment Losses Direction X
2 Asx = rsmin* d * Bx = 1487.500 mm
Area Reinforcment Losses Direction Y
2 Asy = rsmin* d * By = 1452.500 mm
Diameter Reinforcmen (Diameter Tulangan)
12
Distence Reinforcment Losses Min X sx = p / 4 *
2
* By / Asx =
190
mm
sx,max =
200
mm
sx =
190
mm
2 * Bx / Asy =
195
mm
sy,max =
200
mm
sy =
195
mm
Distence Reinforcment Losses Direction X Use Distence Reinforcment Losses Direction X Distence Reinforcment Losses Min Y sy = p / 4 * Distence Reinforcment Losses Direction Y Use Distence Reinforcment Losses Direction Y Use Reinforcment Losses X Use Reinforcment Losses Y
Kontruksi Gedung [c] 2016 Ristanto
mm
12 12
11
-
190
-
190
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
Job Title
2016
GPI KRISTUS MANDALA
Job Number Engginer Approved
16/03/2016
Date Qodri
Address Project
Time
Job Code
CIBUBUR, JAKARTA TIMUR
Revision
Description Project
-
DESIGN AND STRUCTUR ANALYSISI
GENERAL DATA
Foundation ID :
4
CODE DESIGN :
SNI 2847:2013
Kontruksi Gedung [c] 2016 Ristanto
1
Kapsitas Struktur Pondasi Telapak b
GPI KRISTUS MANDALA
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
2016
Data Fondations Foot Plat (Data Fondasi Telapak) Soil Data (Data Tanah)
Df =
2.50
m
g= f=
17.60
kN/m
22.00
c= qc =
0.30
kPa
48.00
kg/cm
Width Fondations Directions X (Lebar Pondasi Arah X)
Bx =
2.50
m
Width Fondations Directions Y (Lebar Pondasi Arah Y)
By =
2.50
m
Thick Foundation (Ketebalan Pondasi)
0.50
m
Width Column Directions X (Lebar Kolom Arah X)
h= bx =
0.30
m
Width Column Directions Y (Lebar Kolom Arah Y)
by =
0.30
m
Position Column (Posisi Kolom)
as =
Depth Of Foundations (Kedalaman Pondasi) Heavy Volume Land (Berat Volume Tanah) In the Corner Swipe (Sudut Gesek Dalam) Cohesion (Kohesi) Prisoners Konus Average (Tahanan Konus Rerata)
3
2
Dimensions Fondations (Dimensi Pondasi)
Contruction Materials (Bahan Kontruksi) Kuat tekan beton,
f c' =
25.0
MPa
Kuat leleh baja tulangan,
f y =
390
MPa
Berat beton bertulang,
gc =
24
kN/m
3
Expense Plan (Beban Rencana)
Pu = 620.168 kN
Aksial Load (Gaya Aksial Beban Terfaktor) Moment Direction X (Momen Arah X Beban Terfaktor)
Mux =
63.075
kNm
Moment Direction Y (Momen Arah Y Beban Terfaktor)
Muy =
2.515
kNm
Carrying Capacity of Land (Kapasitas Daya Dukung Tanah) TERZAGHI And PECK (1943) Soil Bearing Capacity According Theory Terzaghi (1943)
qu = c * Nc * (1 + 0.3 * B / L) + Df * g * Nq + 0.5 * B * N g * (1 - 0.2 * B / L)
Kontruksi Gedung [c] 2016 Ristanto
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2 c = Soil Cohession (kN/m ) Df = Depth Fondations (m)
2016
c= Df =
0.30
2.50
m
g =
17.60
kN/m
B = Width Fondations (m)
B = By =
2.50
m
L = Long fondations (m)
L = By =
2.50
m
f= f = f / 180 * p =
22.00
g =
3
Heavy Voulume Land (kN/m )
In the Corner Swipe (Sudut Gesek Dalam)
3
0.383972 rad
(3*p / 4 - f/2)*tan f
a=e = 2.397429 2 Kpg = 3 * tan [ 45 + 1/2*( f + 33) ] = 30.17704 Soil Bearing According Theory Of Terzagi 2
2
Nc = 1/ tan f * [ a / (2 * cos (45 + f/2) - 1 ] = 2
20.272
2
Nq = a / [ (2 * cos (45 + f/2) ] = Nc * tan f + 1 = Ng = 1/2 * tan f * [ Kpg / cos
2
9.190
f - 1 ] =
6.889
Ultimate bearing capacity of the soil by Terzaghi : 2
qu = c*Nc*(1+0.3*B/L) + Df *g*Nq + 0.5*B*Ng*(1-0.2*B/L) =
419.18
kN/m
qa = qu / 3 =
139.73
kN/m
Land carrying capacity
2
MEYERHOF (1956) Soil bearing capacity according to Meyerhof (1956 ) 2
2
( in kg/cm )
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd With;
Must 1.33
Kd = 1 + 0.33 * D f / B
2 qc = Conus detainee average yield on a foundation sondir ( kg/cm )
B = Width Fondations (m)
B = By =
2.50
m
Df = Depth Fondationts (m)
Df =
2.50
m
Kd = 1 + 0.33 * D f / B =
1.33
< 1.33
Kd =
1.33
qc =
48.00
kg/cm
2
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd =
2.427
kg/cm
2
242.67
kN/m
Taken, Prisoners Conus average yield on a foundation sondir, 2
qa =
Permit the carrying capacity of the land,
Kontruksi Gedung [c] 2016 Ristanto
3
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Support Capascity of Land Use (Kapasitas Daya Dukung Tanah Yang Dipakai) 2
Soil Bearing Capacity According Theory Terzaghi (1943)
qa =
139.73
kN/m
Soil bearing capacity according to Meyerhof (1956 )
qa =
242.67
kN/m
Support Soil Bearing oF Use
qa =
242.67
kN/m
2 2
Voltage Soil Control (Kontrol Tegangan Tanah)
A = Bx * By =
Basic Size foot plat (Luas Dasar Telapak)
2
Prisoners Moment X (Tahanan Momen X) W x = 1/6 * By * Bx = 2
Prisoners Moment Y (Tahanan Momen Y) W y = 1/6 * Bx * By = Soil High Above foot plat (Tinggi Tanah diatas Telapak) Pressure Against weight (Tekanan Terhadap Berat) q
6.2500
m
2
2.6042
m
3
2.6042
m
3
2.00
m
z = Df - h =
= h * gc + z * g =
47.200
2
kN/m
Eksentrisitas on fondasi :
< <
ex = Mux / Pu = 0.1017 m ey = Muy / Pu = 0.0041 m
Bx / 6 = 0.4167 m
(OK)
By / 6 = 0.4167 m
(OK)
Maximum ground voltage that occurs at the base of the foundation : Tegangan tanah maksimum yang terjadi pada dasar fondasi 2 qmax = Pu / A + Mux / W x + Muy / W y + q = 171.614 kN/m
qmax
Kontruksi Gedung [c] 2016 Ristanto
<
qa
SAFE (OK)
4
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Minimum ground voltage that occurs at the base of the foundation Tegangan tanah minimum yang terjadi pada dasar fondasi 2 qmin = Pu / A - Mux / W x - Muy / W y + q = 121.240 kN/m
qmin
>
0
Voltage Happend Pull (OK)
Force Slide On Foot Plate (Gaya Geser Pada Telapak) Overview Slide Directions X (Tinjauan Geser Arah X)
d' =
0.075
m
d = h - d' =
0.425
m
ax = ( Bx - bx - d ) / 2 =
0.888
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide X (Tegangan Tanah pada Bidang Kritis G eser X) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 153.731 kN/m
Shear Force Direction X (Gaya Geser Arah X)
Vux = [ qx + ( qmax - qx ) / 2 - q ] * ax * By = 256.204 kN Field Width Slide X (Lebar Bidang Geser Arah X) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
b = By =
2500
mm
d= bc = bx / by =
425
mm
1.0000
Strong foot plate sliding direction x (Kuat Ge ser Telapak Arah X ) -3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 2656.250 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 885.417 kN
Kontruksi Gedung [c] 2016 Ristanto
5
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = 1 / 3 * √ f c' * b * d * 10 = 1770.833 kN Vc = 885.417 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 664.063 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc
≥
664.063
>
Vux 256.204
SAFE (OK)
Overview Slide Directions Y (Tinjauan Geser Arah Y)
d' =
0.085
m
d = h - d' =
0.415
m
ay = ( By - by - d ) / 2 =
0.893
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide Y (Tegangan Tanah pada Bidang Kritis G eser Y) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 153.630 kN/m
Shear Force Direction Y (Gaya Geser Arah Y)
Vuy = [ qy + ( qmax - qy ) / 2 - q ] * ay * Bx = 257.535 kN Field Width Slide Y (Lebar Bidang Geser Arah Y) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
b = Bx =
2500
mm
d= bc = bx / by =
415
mm
1.0000
Strong foot plate sliding direction Y (Kuat Geser Telapak Arah Y )
Kontruksi Gedung [c] 2016 Ristanto
6
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 2593.750 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 864.583 kN -3
Vc = 1 / 3 * √ f c' * b * d * 10 = 1729.167 kN Vc = 864.583 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 648.438 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc
≥
648.438
>
Vux 257.535
SAFE (OK)
Overview Slide Two Directions (Tinjau Geser Dua Arah)
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
0.085
m
Effective Thickness foot plat (Tebal efektif Telapak)
0.42
m
Slide Area Width X (Lebar Bidang Geser X)
d = h - d' = cx = bx + 2 * d =
0.715
m
Slide Area Width Y (Lebar Bidang Geser Y)
cy = by + 2 * d =
0.715
m
Slide Force Pons Happens (Gaya Geser Pons Yang Terjadi)
Vup = ( Bx * By - cx * cy ) * [ ( qmax + qmin ) / 2 - q ] = 569.441 kN 2
Ap = 2 * ( c x + cy ) * d =
1.187
m
Slide Area Width Pons (Lebar Geser Pons) bp = 2 * ( c x + cy ) =
2.860
m
Slide Area Wide Pons (Luas Geser Pons)
bc = bx / by =
Ratio Column (Rasio Kolom)
Kontruksi Gedung [c] 2016 Ristanto
7
1.0000
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Strong foot plate sliding Pons(Kuat Geser Telapak Pons )
f p = [ 1 + 2 / bc ] * √ f c' / 6 =
2.500
MPa
f p = [ as * d / bp + 2 ] * √ f c' / 12 =
0.833
MPa
f p = 1 / 3 * √ f c' =
1.667
MPa
Then Strong Slide (maka, Kuat Geser)
f p =
0.833
MPa
Reduction Factor (Faktor Reduksi)
f =
0.75
3
f * Vnp = f * Ap * f p * 10 =
Strong Slide (Kuat Geser)
741.81
kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vnp
≥
741.813
>
f * Vnp
≥
741.813
>
Vup 569.441
SAFE (OK)
Pu 620.168
SAFE (OK)
Rainforcment Foot Plat (Penulangan Telapak) Bending Reinforcment Directions X (Tulangan Lentur Arah X)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ax = ( Bx - bx ) / 2 =
1.100
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 149.449 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Mux = 1/2 * ax * [ qx + 2/3 * ( qmax - qx ) - q ] * By = 177.001 kNm
Kontruksi Gedung [c] 2016 Ristanto
8
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
b = By =
2500
mm
Thicnrss foot plat (Tebal Telapak)
h=
500
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
75
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
425
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Mux / f = 6
0.85 0.028069 0.80 6.624 221.251 kNm
2
Rn = Mn * 10 / ( b * d ) = 0.48997 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin = r= Ratio Reinforcment (Rasio Tulangan) Rainforcment Area (Luas Tulangan) As = r * b * d =
0.0013 0.0025 0.0025 2656.25 mm
D 16 2 Distance Reinforcment (Jarak Tulangan) s = p / 4 * D * b / As = 189 Diameter Reinforcmen (Diameter Tulangan)
Distence Minimum Rainforcment (Jarak Tulangan Minimu Distance Reinforcment (Jarak Tulangan) Used Reinforcment (Tulangan yang Digunakan)
D 16
-
2
mm mm
smax =
200
mm
s=
189
mm
180
Use Area Reinforcment (Luas Tulangan Yang digunakan) 2 2 As = p / 4 * D * b / s = 2792.53 mm
Kontruksi Gedung [c] 2016 Ristanto
9
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Bending Reinforcment Directions Y (Tulangan Lentur Arah Y)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ay = ( By - by ) / 2 =
1.100
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 149.449 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Muy = 1/2 * ay * [ qy + 2/3 * ( qmax - qy ) - q ] * Bx = 177.001 kNm b = Bx =
2500
mm
Thicnrss foot plat (Tebal Telapak)
h=
500
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
85
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
415
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Muy / f = 6
0.85 0.028069 0.80 6.624 221.251 kNm
2
Rn = Mn * 10 / ( b * d ) = 0.51387 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin =
Kontruksi Gedung [c] 2016 Ristanto
10
0.0013 0.0025
Kapsitas Struktur Pondasi Telapak b
GPI KRISTUS MANDALA
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
2016
r=
Ratio Reinforcment (Rasio Tulangan)
0.0025
2 As = r * b * d = 2593.75 mm
Rainforcment Area (Luas Tulangan)
D 16 2 Distance Reinforcment (Jarak Tulangan) s = p / 4 * D * b / As = 194 Diameter Reinforcmen (Diameter Tulangan)
Distence Minimum Rainforcment (Jarak Tulangan Minimu Distance Reinforcment (Jarak Tulangan)
D 16
Used Reinforcment (Tulangan yang Digunakan)
mm mm
smax =
200
mm
s=
194
mm
190
-
Use Area Reinforcment (Luas Tulangan Yang digunakan) 2 2 As = p / 4 * D * b / s = 2645.55 mm
Reinforcment Losses (Tulangan Susut)
rsmin =
Ratio Minimum Reinforcment Losses (Rasio Tulangan Minimum)
0.0014
Area Reinforcment Losses Direction X
2 Asx = rsmin* d * Bx = 1487.500 mm
Area Reinforcment Losses Direction Y
2 Asy = rsmin* d * By = 1452.500 mm
Diameter Reinforcmen (Diameter Tulangan)
12
Distence Reinforcment Losses Min X sx = p / 4 *
2
* By / Asx =
190
mm
sx,max =
200
mm
sx =
190
mm
2 * Bx / Asy =
195
mm
sy,max =
200
mm
sy =
195
mm
Distence Reinforcment Losses Direction X Use Distence Reinforcment Losses Direction X Distence Reinforcment Losses Min Y sy = p / 4 * Distence Reinforcment Losses Direction Y Use Distence Reinforcment Losses Direction Y Use Reinforcment Losses X Use Reinforcment Losses Y
Kontruksi Gedung [c] 2016 Ristanto
mm
12 12
11
-
190
-
190
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
Job Title
2016
GPI KRISTUS MANDALA
Job Number Engginer Approved
16/03/2016
Date Qodri
Address Project
Time
Job Code
CIBUBUR, JAKARTA TIMUR
Revision
Description Project
-
DESIGN AND STRUCTUR ANALYSISI
GENERAL DATA
Foundation ID :
5
CODE DESIGN :
SNI 2847:2013
Kontruksi Gedung [c] 2016 Ristanto
1
Kapsitas Struktur Pondasi Telapak b
GPI KRISTUS MANDALA
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
2016
Data Fondations Foot Plat (Data Fondasi Telapak) Soil Data (Data Tanah)
Df =
2.50
m
g= f=
17.60
kN/m
22.00
c= qc =
0.30
kPa
48.00
kg/cm
Width Fondations Directions X (Lebar Pondasi Arah X)
Bx =
2.50
m
Width Fondations Directions Y (Lebar Pondasi Arah Y)
By =
2.50
m
Thick Foundation (Ketebalan Pondasi)
0.50
m
Width Column Directions X (Lebar Kolom Arah X)
h= bx =
0.30
m
Width Column Directions Y (Lebar Kolom Arah Y)
by =
0.30
m
Position Column (Posisi Kolom)
as =
Depth Of Foundations (Kedalaman Pondasi) Heavy Volume Land (Berat Volume Tanah) In the Corner Swipe (Sudut Gesek Dalam) Cohesion (Kohesi) Prisoners Konus Average (Tahanan Konus Rerata)
3
2
Dimensions Fondations (Dimensi Pondasi)
Contruction Materials (Bahan Kontruksi) Kuat tekan beton,
f c' =
25.0
MPa
Kuat leleh baja tulangan,
f y =
390
MPa
Berat beton bertulang,
gc =
24
kN/m
3
Expense Plan (Beban Rencana)
Pu = 598.183 kN
Aksial Load (Gaya Aksial Beban Terfaktor) Moment Direction X (Momen Arah X Beban Terfaktor)
Mux =
3.833
kNm
Moment Direction Y (Momen Arah Y Beban Terfaktor)
Muy =
44.913
kNm
Carrying Capacity of Land (Kapasitas Daya Dukung Tanah) TERZAGHI And PECK (1943) Soil Bearing Capacity According Theory Terzaghi (1943)
qu = c * Nc * (1 + 0.3 * B / L) + Df * g * Nq + 0.5 * B * N g * (1 - 0.2 * B / L)
Kontruksi Gedung [c] 2016 Ristanto
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2 c = Soil Cohession (kN/m ) Df = Depth Fondations (m)
2016
c= Df =
0.30
2.50
m
g =
17.60
kN/m
B = Width Fondations (m)
B = By =
2.50
m
L = Long fondations (m)
L = By =
2.50
m
f= f = f / 180 * p =
22.00
g =
3
Heavy Voulume Land (kN/m )
In the Corner Swipe (Sudut Gesek Dalam)
3
0.383972 rad
(3*p / 4 - f/2)*tan f
a=e = 2.397429 2 Kpg = 3 * tan [ 45 + 1/2*( f + 33) ] = 30.17704 Soil Bearing According Theory Of Terzagi 2
2
Nc = 1/ tan f * [ a / (2 * cos (45 + f/2) - 1 ] = 2
20.272
2
Nq = a / [ (2 * cos (45 + f/2) ] = Nc * tan f + 1 = Ng = 1/2 * tan f * [ Kpg / cos
2
9.190
f - 1 ] =
6.889
Ultimate bearing capacity of the soil by Terzaghi : 2
qu = c*Nc*(1+0.3*B/L) + Df *g*Nq + 0.5*B*Ng*(1-0.2*B/L) =
419.18
kN/m
qa = qu / 3 =
139.73
kN/m
Land carrying capacity
2
MEYERHOF (1956) Soil bearing capacity according to Meyerhof (1956 ) 2
2
( in kg/cm )
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd With;
Must 1.33
Kd = 1 + 0.33 * D f / B
2 qc = Conus detainee average yield on a foundation sondir ( kg/cm )
B = Width Fondations (m)
B = By =
2.50
m
Df = Depth Fondationts (m)
Df =
2.50
m
Kd = 1 + 0.33 * D f / B =
1.33
< 1.33
Kd =
1.33
qc =
48.00
kg/cm
2
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd =
2.427
kg/cm
2
242.67
kN/m
Taken, Prisoners Conus average yield on a foundation sondir, 2
qa =
Permit the carrying capacity of the land,
Kontruksi Gedung [c] 2016 Ristanto
3
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Support Capascity of Land Use (Kapasitas Daya Dukung Tanah Yang Dipakai) 2
Soil Bearing Capacity According Theory Terzaghi (1943)
qa =
139.73
kN/m
Soil bearing capacity according to Meyerhof (1956 )
qa =
242.67
kN/m
Support Soil Bearing oF Use
qa =
242.67
kN/m
2 2
Voltage Soil Control (Kontrol Tegangan Tanah)
A = Bx * By =
Basic Size foot plat (Luas Dasar Telapak)
2
Prisoners Moment X (Tahanan Momen X) W x = 1/6 * By * Bx = 2
Prisoners Moment Y (Tahanan Momen Y) W y = 1/6 * Bx * By = Soil High Above foot plat (Tinggi Tanah diatas Telapak) Pressure Against weight (Tekanan Terhadap Berat) q
6.2500
m
2
2.6042
m
3
2.6042
m
3
2.00
m
z = Df - h =
= h * gc + z * g =
47.200
2
kN/m
Eksentrisitas on fondasi :
< <
ex = Mux / Pu = 0.0064 m ey = Muy / Pu = 0.0751 m
Bx / 6 = 0.4167 m
(OK)
By / 6 = 0.4167 m
(OK)
Maximum ground voltage that occurs at the base of the foundation : Tegangan tanah maksimum yang terjadi pada dasar fondasi 2 qmax = Pu / A + Mux / W x + Muy / W y + q = 161.628 kN/m
qmax
Kontruksi Gedung [c] 2016 Ristanto
<
qa
SAFE (OK)
4
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Minimum ground voltage that occurs at the base of the foundation Tegangan tanah minimum yang terjadi pada dasar fondasi 2 qmin = Pu / A - Mux / W x - Muy / W y + q = 124.191 kN/m
qmin
>
0
Voltage Happend Pull (OK)
Force Slide On Foot Plate (Gaya Geser Pada Telapak) Overview Slide Directions X (Tinjauan Geser Arah X)
d' =
0.075
m
d = h - d' =
0.425
m
ax = ( Bx - bx - d ) / 2 =
0.888
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide X (Tegangan Tanah pada Bidang Kritis G eser X) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 148.338 kN/m
Shear Force Direction X (Gaya Geser Arah X)
Vux = [ qx + ( qmax - qx ) / 2 - q ] * ax * By = 239.143 kN Field Width Slide X (Lebar Bidang Geser Arah X) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
b = By =
2500
mm
d= bc = bx / by =
425
mm
1.0000
Strong foot plate sliding direction x (Kuat Ge ser Telapak Arah X ) -3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 2656.250 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 885.417 kN
Kontruksi Gedung [c] 2016 Ristanto
5
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = 1 / 3 * √ f c' * b * d * 10 = 1770.833 kN Vc = 885.417 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 664.063 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc
≥
664.063
>
Vux 239.143
SAFE (OK)
Overview Slide Directions Y (Tinjauan Geser Arah Y)
d' =
0.085
m
d = h - d' =
0.415
m
ay = ( By - by - d ) / 2 =
0.893
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide Y (Tegangan Tanah pada Bidang Kritis G eser Y) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 148.263 kN/m
Shear Force Direction Y (Gaya Geser Arah Y)
Vuy = [ qy + ( qmax - qy ) / 2 - q ] * ay * Bx = 240.407 kN Field Width Slide Y (Lebar Bidang Geser Arah Y) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
b = Bx =
2500
mm
d= bc = bx / by =
415
mm
1.0000
Strong foot plate sliding direction Y (Kuat Geser Telapak Arah Y )
Kontruksi Gedung [c] 2016 Ristanto
6
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 2593.750 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 864.583 kN -3
Vc = 1 / 3 * √ f c' * b * d * 10 = 1729.167 kN Vc = 864.583 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 648.438 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc
≥
648.438
>
Vux 240.407
SAFE (OK)
Overview Slide Two Directions (Tinjau Geser Dua Arah)
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
0.085
m
Effective Thickness foot plat (Tebal efektif Telapak)
0.42
m
Slide Area Width X (Lebar Bidang Geser X)
d = h - d' = cx = bx + 2 * d =
0.715
m
Slide Area Width Y (Lebar Bidang Geser Y)
cy = by + 2 * d =
0.715
m
Slide Force Pons Happens (Gaya Geser Pons Yang Terjadi)
Vup = ( Bx * By - cx * cy ) * [ ( qmax + qmin ) / 2 - q ] = 549.254 kN 2
Ap = 2 * ( c x + cy ) * d =
1.187
m
Slide Area Width Pons (Lebar Geser Pons) bp = 2 * ( c x + cy ) =
2.860
m
Slide Area Wide Pons (Luas Geser Pons)
bc = bx / by =
Ratio Column (Rasio Kolom)
Kontruksi Gedung [c] 2016 Ristanto
7
1.0000
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Strong foot plate sliding Pons(Kuat Geser Telapak Pons )
f p = [ 1 + 2 / bc ] * √ f c' / 6 =
2.500
MPa
f p = [ as * d / bp + 2 ] * √ f c' / 12 =
0.833
MPa
f p = 1 / 3 * √ f c' =
1.667
MPa
Then Strong Slide (maka, Kuat Geser)
f p =
0.833
MPa
Reduction Factor (Faktor Reduksi)
f =
0.75
3
f * Vnp = f * Ap * f p * 10 =
Strong Slide (Kuat Geser)
741.81
kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vnp
≥
741.813
>
f * Vnp
≥
741.813
>
Vup 549.254
SAFE (OK)
Pu 598.183
SAFE (OK)
Rainforcment Foot Plat (Penulangan Telapak) Bending Reinforcment Directions X (Tulangan Lentur Arah X)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ax = ( Bx - bx ) / 2 =
1.100
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 145.155 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Mux = 1/2 * ax * [ qx + 2/3 * ( qmax - qx ) - q ] * By = 164.767 kNm
Kontruksi Gedung [c] 2016 Ristanto
8
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
b = By =
2500
mm
Thicnrss foot plat (Tebal Telapak)
h=
500
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
75
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
425
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Mux / f = 6
0.85 0.028069 0.80 6.624 205.959 kNm
2
Rn = Mn * 10 / ( b * d ) = 0.45610 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin = r= Ratio Reinforcment (Rasio Tulangan) Rainforcment Area (Luas Tulangan) As = r * b * d =
0.0012 0.0025 0.0025 2656.25 mm
D 16 2 Distance Reinforcment (Jarak Tulangan) s = p / 4 * D * b / As = 189 Diameter Reinforcmen (Diameter Tulangan)
Distence Minimum Rainforcment (Jarak Tulangan Minimu Distance Reinforcment (Jarak Tulangan) Used Reinforcment (Tulangan yang Digunakan)
D 16
-
2
mm mm
smax =
200
mm
s=
189
mm
180
Use Area Reinforcment (Luas Tulangan Yang digunakan) 2 2 As = p / 4 * D * b / s = 2792.53 mm
Kontruksi Gedung [c] 2016 Ristanto
9
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Bending Reinforcment Directions Y (Tulangan Lentur Arah Y)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ay = ( By - by ) / 2 =
1.100
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 145.155 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Muy = 1/2 * ay * [ qy + 2/3 * ( qmax - qy ) - q ] * Bx = 164.767 kNm b = Bx =
2500
mm
Thicnrss foot plat (Tebal Telapak)
h=
500
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
85
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
415
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Muy / f = 6
0.85 0.028069 0.80 6.624 205.959 kNm
2
Rn = Mn * 10 / ( b * d ) = 0.47835 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin =
Kontruksi Gedung [c] 2016 Ristanto
10
0.0012 0.0025
Kapsitas Struktur Pondasi Telapak b
GPI KRISTUS MANDALA
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
2016
r=
Ratio Reinforcment (Rasio Tulangan)
0.0025
2 As = r * b * d = 2593.75 mm
Rainforcment Area (Luas Tulangan)
D 16 2 Distance Reinforcment (Jarak Tulangan) s = p / 4 * D * b / As = 194 Diameter Reinforcmen (Diameter Tulangan)
Distence Minimum Rainforcment (Jarak Tulangan Minimu Distance Reinforcment (Jarak Tulangan)
D 16
Used Reinforcment (Tulangan yang Digunakan)
mm mm
smax =
200
mm
s=
194
mm
190
-
Use Area Reinforcment (Luas Tulangan Yang digunakan) 2 2 As = p / 4 * D * b / s = 2645.55 mm
Reinforcment Losses (Tulangan Susut)
rsmin =
Ratio Minimum Reinforcment Losses (Rasio Tulangan Minimum)
0.0014
Area Reinforcment Losses Direction X
2 Asx = rsmin* d * Bx = 1487.500 mm
Area Reinforcment Losses Direction Y
2 Asy = rsmin* d * By = 1452.500 mm
Diameter Reinforcmen (Diameter Tulangan)
12
Distence Reinforcment Losses Min X sx = p / 4 *
2
* By / Asx =
190
mm
sx,max =
200
mm
sx =
190
mm
2 * Bx / Asy =
195
mm
sy,max =
200
mm
sy =
195
mm
Distence Reinforcment Losses Direction X Use Distence Reinforcment Losses Direction X Distence Reinforcment Losses Min Y sy = p / 4 * Distence Reinforcment Losses Direction Y Use Distence Reinforcment Losses Direction Y Use Reinforcment Losses X Use Reinforcment Losses Y
Kontruksi Gedung [c] 2016 Ristanto
mm
12 12
11
-
190
-
190
Kapsitas Struktur Pondasi Telapak b
LAMPIRAN 3
QIES NUSANTARA CONSULTANTS OWNERSHIPMULTIDICIPLINARY CONSULTANTS
JL.SWADAYA NO 13 RT 02 RW 06 KELAPA DUA WETAN, CIBUBUR JAKARTA TIMUR
NO LEMBAR
JUDUL GAMBAR
SKALA
NO LEMBAR
GAMBAR STRUKTUR
JUDUL GAMBAR
SKALA
GAMBAR STRUKTUR
Daftar Isi Standar Pekerjaan Struktur I
15
Detail Sambungan Balok Lantai Atap
Standar Pekerjaan Struktur II
16
Detail Sambungan Balok Kolom
1 : 10 1 : 10
Standar Pekerjaan Struktur III
17
Denah Plat Lantai Dasar
1 : 100
Standar Pekerjaan Struktur IV
18
Denah Plat Lantai 1
1 : 100
Halaman Sela
19
Denah Plat Lantai 2
1 : 100
01
Denah Titik Pondasi
1 : 100
20
Denah Plat Lantai Atap
1 : 100
02
Detail Pondasi
1 : 20
21
Detail Citicon
1 : 10
03
Resume Profil
22
Denah Rencana Atap
1 : 100
04
Denah Kolom Lantai Dasar
1 : 100
23
RangkaKuda-Kuda
1 : 25
05
Denah Kolom Lantai 1
1 : 100
24
Re sum e Ra ng ka At ap
06
Denah Kolom Lantai 2
1 : 100
25
Detail Rangka Kuda-Kuda
1 : 20
07
Detail Kolom Lantai Dasar
1 : 20
26
Denah Tangga
1 : 100
08
Detail Kolom Lantai 1
1 : 20
27
Detail Tangga
1 : 10
09
Detail Kolom Lantai 2
1 : 20
10
Denah Balok Lantai 1
1 : 100
11
Denah Balok Lantai 2
1 : 100
12
Denah Balok Lantai Atap
1 : 100
13
Detail Sambungan Balok Lantai 1
1 : 10
14
Detail Sambungan Balok Lantai 2
1 : 10
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
BENTUK PROFIL
KODE
KETERANGAN
CT 75
C TRUSS 75 mm
RT 15
R TRUSS 15 mm
35
5 7
1
2
3
4
5
H
H
G
G
F
F
E
E
D
D
C
C
B
B
A
A
1
2
3
4
5
LAMPIRAN PERHITUNGAN PONDASI GEREJA KRISTUS GEMBALA
QIES NUSANTARA CONSULTANTS MULTIDISCIPLINARY CONSULTANTS
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
Job Title
GPI KRISTUS
2016
GEMB ALA
Job Number Engginer Approved
25/03/2016
Date Qodri
Address Project
Job Code
Time
CIBUBUR, JAKARTA TIMUR
Description Project
Revision
-
DESIGN AND STRUCTUR E ANALYSIS
GENERAL DATA
Foundation ID :
5
CODE DESIGN :
SNI 2847:2013
Kontruksi Gedung [c] 2016 Ristanto
1
Kapsitas Struktur Pondasi Telapak b
GPI KRISTUS MANDALA
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
2016
Data Fondations Foot Plat (Data Fondasi Telapak) Soil Data (Data Tanah)
Df =
2.50
m
g= f=
17.60
kN/m
22.00
c= qc =
0.30
kPa
48.00
kg/cm
Width Fondations Directions X (Lebar Pondasi Arah X)
Bx =
1.20
m
Width Fondations Directions Y (Lebar Pondasi Arah Y)
By =
3.75
m
Thick Foundation (Ketebalan Pondasi)
0.80
m
Width Column Directions X (Lebar Kolom Arah X)
h= bx =
0.30
m
Width Column Directions Y (Lebar Kolom Arah Y)
by =
0.30
m
Position Column (Posisi Kolom)
as =
Depth Of Foundations (Kedalaman Pondasi) Heavy Volume Land (Berat Volume Tanah) In the Corner Swipe (Sudut Gesek Dalam) Cohesion (Kohesi) Prisoners Konus Average (Tahanan Konus Rerata)
3
2
Dimensions Fondations (Dimensi Pondasi)
Contruction Materials (Bahan Kontruksi) Kuat tekan beton,
f c' =
25.0
MPa
Kuat leleh baja tulangan,
f y =
390
MPa
Berat beton bertulang,
gc =
24
kN/m
3
Expense Plan (Beban Rencana)
Pu = 598.183 kN
Aksial Load (Gaya Aksial Beban Terfaktor) Moment Direction X (Momen Arah X Beban Terfaktor)
Mux =
3.833
kNm
Moment Direction Y (Momen Arah Y Beban Terfaktor)
Muy =
44.913
kNm
Carrying Capacity of Land (Kapasitas Daya Dukung Tanah) TERZAGHI And PECK (1943) Soil Bearing Capacity According Theory Terzaghi (1943)
qu = c * Nc * (1 + 0.3 * B / L) + Df * g * Nq + 0.5 * B * N g * (1 - 0.2 * B / L)
Kontruksi Gedung [c] 2016 Ristanto
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2 c = Soil Cohession (kN/m ) Df = Depth Fondations (m)
2016
c= Df =
0.30
2.50
m
g =
17.60
kN/m
B = Width Fondations (m)
B = By =
3.75
m
L = Long fondations (m)
L = By =
1.20
m
f= f = f / 180 * p =
22.00
g =
3
Heavy Voulume Land (kN/m )
In the Corner Swipe (Sudut Gesek Dalam)
3
0.383972 rad
(3*p / 4 - f/2)*tan f
a=e = 2.397429 2 Kpg = 3 * tan [ 45 + 1/2*( f + 33) ] = 30.17704 Soil Bearing According Theory Of Terzagi 2
2
Nc = 1/ tan f * [ a / (2 * cos (45 + f/2) - 1 ] = 2
20.272
2
Nq = a / [ (2 * cos (45 + f/2) ] = Nc * tan f + 1 = 2
Ng = 1/2 * tan f * [ Kpg / cos
9.190
f - 1 ] =
6.889
Ultimate bearing capacity of the soil by Terzaghi :
qu = c*Nc*(1+0.3*B/L) + Df *g*Nq + 0.5*B*Ng*(1-0.2*B/L) =
421.01
kN/m
2
qa = qu / 3 =
140.34
kN/m
2
Land carrying capacity
MEYERHOF (1956) Soil bearing capacity according to Meyerhof (1956 ) 2
2
( in kg/cm )
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd With;
Must 1.33
Kd = 1 + 0.33 * D f / B
2 qc = Conus detainee average yield on a foundation sondir ( kg/cm )
B = Width Fondations (m)
B = By =
3.75
m
Df = Depth Fondationts (m)
Df =
2.50
m
Kd = 1 + 0.33 * Df / B =
1.22
< 1.33
Kd =
1.22
qc =
48.00
kg/cm
2
qa = qc / 33 * [ ( B + 0.3 ) / B ] * Kd =
2.070
kg/cm
2
206.98
kN/m
Taken, Prisoners Conus average yield on a foundation sondir, 2
qa =
Permit the carrying capacity of the land,
Kontruksi Gedung [c] 2016 Ristanto
3
2
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Support Capascity of Land Use (Kapasitas Daya Dukung Tanah Yang Dipakai) Soil Bearing Capacity According Theory Terzaghi (1943)
qa =
140.34
kN/m
2
Soil bearing capacity according to Meyerhof (1956 )
qa =
206.98
kN/m
2
Support Soil Bearing oF Use
qa =
206.98
kN/m
2
Voltage Soil Control (Kontrol Tegangan Tanah)
4.5000
m
2
0.9000
m
3
2.8125
m
3
z = Df - h =
1.70
m
gc + z * g =
49.120
A = Bx * By =
Basic Size foot plat (Luas Dasar Telapak)
2
Prisoners Moment X (Tahanan Momen X) W x = 1/6 * By * Bx = 2
Prisoners Moment Y (Tahanan Momen Y) W y = 1/6 * Bx * By = Soil High Above foot plat (Tinggi Tanah diatas Telapak) Pressure Against weight (Tekanan Terhadap Berat) q
=h*
kN/m
2
Eksentrisitas on fondasi :
ex = Mux / Pu =
0.0064
m
ey = Muy / Pu =
0.0751
m
< <
Bx / 6 = 0.2000 m
(OK)
By / 6 = 0.6250 m
(OK)
Maximum ground voltage that occurs at the base of the foundation : Tegangan tanah maksimum yang terjadi pada dasar fondasi 2 qmax = Pu / A + Mux / Wx + Muy / W y + q = 202.278 kN/m
qmax
Kontruksi Gedung [c] 2016 Ristanto
<
qa
SAFE (OK)
4
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Minimum ground voltage that occurs at the base of the foundation Tegangan tanah minimum yang terjadi pada dasar fondasi 2 qmin = Pu / A - Mux / W x - Muy / W y + q = 161.822 kN/m
qmin
>
0
Voltage Happend Pull (OK)
Force Slide On Foot Plate (Gaya Geser Pada Telapak) Overview Slide Directions X (Tinjauan Geser Arah X)
d' =
0.075
m
d = h - d' =
0.725
m
ax = ( Bx - bx - d ) / 2 =
0.087
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide X (Tegangan Tanah pada Bidang Kritis G eser X) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 199.328 kN/m
Shear Force Direction X (Gaya Geser Arah X)
Vux = [ qx + ( qmax - qx ) / 2 - q ] * ax * By = Field Width Slide X (Lebar Bidang Geser Arah X) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
49.771
kN
b = By =
3750
mm
d= bc = bx / by =
725
mm
1.0000
Strong foot plate sliding direction x (Kuat Ge ser Telapak Arah X ) -3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 6796.875 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 2265.625 kN
Kontruksi Gedung [c] 2016 Ristanto
5
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = 1 / 3 * √ f c' * b * d * 10 = 4531.250 kN Vc = 2265.625 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 1699.219 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc
≥
1699.219
>
Vux 49.771
SAFE (OK)
Overview Slide Directions Y (Tinjauan Geser Arah Y)
d' =
0.085
m
d = h - d' =
0.715
m
ay = ( By - by - d ) / 2 =
1.368
m
Distance Center Reinforcment (Jarak Pusat T ulangan) Effective Thickness foot plat (Tebal efektif Telapak) Distance Field Critical (Jarak Bidang Kritis Telapak)
Soil in Sector Critical Voltage Slide Y (Tegangan Tanah pada Bidang Kritis G eser Y) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 187.525 kN/m
Shear Force Direction Y (Gaya Geser Arah Y)
Vuy = [ qy + ( qmax - qy ) / 2 - q ] * ay * Bx = 239.227 kN Field Width Slide Y (Lebar Bidang Geser Arah Y) Effective Thickness footpla (Tebal Efektif Telapak) Ratio Column (Rasio Kolom)
b = Bx =
1200
mm
d= bc = bx / by =
715
mm
1.0000
Strong foot plate sliding direction Y (Kuat Geser Telapak Arah Y )
Kontruksi Gedung [c] 2016 Ristanto
6
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
-3
Vc = [ 1 + 2 / bc ] * √ f c' * b * d / 6 * 10 = 2145.000 kN -3
Vc = [ as * d / b + 2 ] * √ f c' * b * d / 12 * 10 = 715.000 kN -3
Vc = 1 / 3 * √ f c' * b * d * 10 = 1430.000 kN Vc = 715.000 kN
Then Strong Slide (maka, Kuat Geser)
f =
Reduction Factor (Faktor Reduksi)
f * Vc =
Strong Slide (Kuat Geser)
0.75 536.250 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vc 536.250
≥
>
Vux 239.227
SAFE (OK)
Overview Slide Two Directions (Tinjau Geser Dua Arah)
d' =
0.085
m
Effective Thickness foot plat (Tebal efektif Telapak)
0.72
m
Slide Area Width X (Lebar Bidang Geser X)
d = h - d' = cx = bx + 2 * d =
1.015
m
Slide Area Width Y (Lebar Bidang Geser Y)
cy = by + 2 * d =
1.015
m
Distance Center Reinforcment (Jarak Pusat T ulangan)
Slide Force Pons Happens (Gaya Geser Pons Yang Terjadi)
Vup = ( Bx * By - cx * cy ) * [ ( qmax + qmin ) / 2 - q ] = 461.236 kN 2
Ap = 2 * ( cx + cy ) * d =
2.903
m
Slide Area Width Pons (Lebar Geser Pons) bp = 2 * ( cx + cy ) =
4.060
m
Slide Area Wide Pons (Luas Geser Pons)
bc = bx / by =
Ratio Column (Rasio Kolom)
Kontruksi Gedung [c] 2016 Ristanto
7
1.0000
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Strong foot plate sliding Pons(Kuat Geser Telapak Pons )
f p = [ 1 + 2 / bc ] * √ f c' / 6 =
2.500
MPa
f p = [ as * d / bp + 2 ] * √ f c' / 12 =
0.833
MPa
f p = 1 / 3 * √ f c' =
1.667
MPa
Then Strong Slide (maka, Kuat Geser)
f p =
0.833
MPa
Reduction Factor (Faktor Reduksi)
f =
0.75
3
f * Vnp = f * Ap * f p * 10 =
Strong Slide (Kuat Geser)
1814.31 kN
Conditions to be met (Syarat yang harus dipenuhi)
f * Vnp
≥
1814.313
>
f * Vnp
≥
1814.313
>
Vup 461.236
SAFE (OK)
Pu 598.183
SAFE (OK)
Rainforcment Foot Plat (Penulangan Telapak) Bending Reinforcment Directions X (Tulangan Lentur Arah X)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ax = ( Bx - bx ) / 2 =
0.450
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 187.107 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Mux = 1/2 * ax * [ qx + 2/3 * ( qmax - qx ) - q ] * By =
Kontruksi Gedung [c] 2016 Ristanto
8
56.232
kNm
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
b = By =
3750
mm
Thicnrss foot plat (Tebal Telapak)
h=
800
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
75
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
725
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg)
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Mux / f = 6
0.85 0.028069 0.80 6.624 70.290
kNm
2
Rn = Mn * 10 / ( b * d ) = 0.03566 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin = r= Ratio Reinforcment (Rasio Tulangan) Rainforcment Area (Luas Tulangan) As = r * b * d =
0.0001 0.0025 0.0025 6796.88 mm
D 16 2 Distance Reinforcment (Jarak Tulangan) s = p / 4 * D * b / As = 111 Diameter Reinforcmen (Diameter Tulangan)
Distence Minimum Rainforcment (Jarak Tulangan Minimu Distance Reinforcment (Jarak Tulangan) Used Reinforcment (Tulangan yang Digunakan)
D 16
-
2
mm mm
smax =
200
mm
s=
111
mm
110
Use Area Reinforcment (Luas Tulangan Yang digunakan) 2 2 As = p / 4 * D * b / s = 6854.38 mm
Kontruksi Gedung [c] 2016 Ristanto
9
Kapsitas Struktur Pondasi Telapak b
STRUKTUR PONDASI TELAPAK REVIEW ANALISIS STRUCTURE
GPI KRISTUS MANDALA
2016
Bending Reinforcment Directions Y (Tulangan Lentur Arah Y)
Distance to the edge of the column to the outside foot plate (Jarak tepi kolom terhadap sisi luar Telapak)
ay = ( By - by ) / 2 =
1.725
m
Voltage ground on the edge of the column (Tegangan tanah pada tepi kolom) 2 qy = qmin + (By - ay) / By * (qmax - qmin) = 183.668 kN/m
Moments that occur in the foundation plate due to ground voltage (Momen yang terjadi pada plat fondasi akibat tegangan tanah) 2
Muy = 1/2 * ay * [ qy + 2/3 * ( qmax - qy ) - q ] * Bx = 262.368 kNm b = Bx =
1200
mm
Thicnrss foot plat (Tebal Telapak)
h=
800
mm
Distance Center Reinforcment (Jarak Pusat T ulangan)
d' =
85
mm
d = h - d' = Concrete Compressive Strength (Kuat Tekan Beton) f c' =
715
mm
25
MPa
f y =
390
MPa
Width Fondation Plate (Lebar Plat Pondasi)
Effective Thickness foot plat (Tebal efektif Telapak)
Strong Yield Reinforcing (Kuat Leleh Baja Tulangan) Elastic Modulus Steel (Modulus Elastis Baja)
Es = 2.00E+05 MPa
Concrate Voltage Distribution Factor (Faktor Distribusi teg)
b1 =
rb = b1* 0.85 * f c’/ f y * 600 / ( 600 + f y ) = Reduction Factor (Faktor Reduksi) f = Rmax = 0.75 * rb * f y * [1-½*0.75* rb * f y / ( 0.85 * f c’ ) ] = Mn = Muy / f = 6
0.85 0.028069 0.80 6.624 327.961 kNm
2
Rn = Mn * 10 / ( b * d ) = 0.53460 Rn
<
Rmax
(OK)
Ratio Reinforcment (Rasio Tulangan)
r = 0.85 * f c’ / f y * [ 1 - {1 – 2 * Rn / ( 0.85 * f c’ ) } ] = Ratio Minimum Reinforcment (Rasio Tulangan Minimum) rmin =
Kontruksi Gedung [c] 2016 Ristanto
10
0.0014 0.0025
Kapsitas Struktur Pondasi Telapak b
View more...
Comments
