Hitung Struktur Baja Beton 1

GUDANG JOS - 12 M

dag 488 kg/m2 sloof 240 kg/mtembok : 250 kg/m2 t.pancang 96 kg/matap : 50 kg/m2 POER 600 /titik

no no. kolom TEMBOK ATAParah x tinggi arah y tinggi berat span lebar berat

1 1 tepi 3 7.5 3 7.5 11250 3 3 4501 1 tengah 6 7.5 3 7.5 16875 3 6 9001 2 tepi 6 7.5 0 7.5 11250 6 6 18001 2 6 7.5 0 7.5 11250 6 12 3600

GUDANG JOS - 12 M

DAG sloof tiang pancang TOTALspan lebar berat panjang berat panjang berat

0 3 0 6 1440 18 1728 148680 0 0 9 2160 18 1728 216630 0 0 6 1440 18 1728 162180 0 0 6 1440 18 1728 18018

PERHITUNGAN PEMBEBANAN

PROYEK : BANGUNAN SEKOLAHLOKASI : SURABAYA

Beban Plat Portal GempaNo Lokasi Jenis Beban & Balok Lr1=0,90 Lr2=0,5

( kg/m2) ( kg/m2) ( kg/m2) ( kg/m2)

01 * RUANG KELAS Finishing 90Plafond 20

110Plat beton t=120 mm 288Beban Mati = 398 398.0 398.0 398.0

Beban Hidup = 250 250.0 225.0 125.0 648.0 623.0 523.0

02 * R. SERBAGUNA Finishing 90* R. OLAH RAGA Plafond 20* HALL 110* R. PERTEMUAN Plat beton t=120 mm 288

Beban Mati = 398 398.0 398.0 398.0 Beban Hidup = 400 400.0 360.0 200.0

798.0 758.0 598.0

03 * LOBBY Finishing 90* KORIDOR Plafond 20* TANGGA 110

Plat beton t=120 mm 288Beban Mati = 398 398.0 398.0 398.0

Beban Hidup = 300 300.0 270.0 150.0 698.0 668.0 548.0

04 * KM/WC Finishing ( keramik )+ mortar 90Waterproofing 15Concrete prot. t=50 120Plafond 20


Beban Hidup = 250 250.0 225.0 125.0 783.0 758.0 658.0

Beban Plat Portal Gempa

No Lokasi Jenis Beban & Balok Lr1=0,90 Lr2=0,5( kg/m2) ( kg/m2) ( kg/m2) ( kg/m2)

5 * DAPUR/ PANTRY Finishing 90Plafond 20


Beban Hidup = 250 250.0 225.0 125.0 648.0 623.0 523.0

6 * GUDANG Finishing 90Plafond 20


Beban Hidup = 400 400.0 360.0 200.0 798.0 758.0 598.0

7 * PLAT ATAP Finishing 90Plafond 20


Beban Hidup = 100 100.0 90.0 50.0 498.0 488.0 448.0

TRIBUTARY AREA(cooling machine room)

g.beam : 300 kg/mroof : 37 kg/m2wall : 800 kg/m

No roof Wall G.Beam Q total Footing SizeP(m) L(m) kg L(m) Q(kg) L(m) Q(kg) kg B(m) L(m) kg/m2

1 2.2 2.8 227.9 4.5 3600 2 600 4427.9 1.4 1.4 2259.143

2 4.3 2.8 445.5 5.8 4640 5 1500 6585.5 1.4 1.4 3359.939

s footing

TRIBUTARY AREA(cooling tower)

q (u1) slab = 980 kg/m2q (u2) slab = 1640 kg/m2q (l) slab = 4060 kg/m2q beam = 450 kg/m'q wall = 2160 kg/m'

No Upper Slab (1) Upper Slab (2) Lower Slab Wall Beam Q totalP(m) L(m) kg P(m) L(m) kg P(m) L(m) kg L(m) Q(kg) L(m) Q(kg) kg

1 3.5 1 3430.0 0.0 0.0 0 0.0 0.0 0.0 4.5 9720 2 4320 17470.0

2 3.5 2 6860.0 0.0 0.0 0 0.0 0.0 0.0 5.8 12528 5 10800 30188.0

4 0 0 0 3.5 1.0 5740 0.0 0.0 0.0 0 0 1 2160 7900.0

TRIBUTARY AREA(cool water tank)

q (u) slab = 830 kg/m2q (l) slab = 4060 kg/m2q wall = 2160 kg/m'

No Area Upper Slab Lower Slab Wall Q totalP(m) L(m) kg kg L(m) Q(kg) kg

1 1.75 1.5 2178.8 10657.5 3.25 7020 19856.3

2 3.5 1 2905.0 14210.0 4.5 9720 26835.0

4 1.75 3 4357.5 21315.0 3 6480 32152.5

BEAM CALCULATION

cooling tower

Type Size L (m) q (kg/m') Mu=1.5M(cmxcm) kgm kgm

B1 30/60 3.5 1940 2970.63 4455.94

B2 30/70 3 1310 1473.75 2210.63

B4 25/50 3.5 2570 3935.31 5902.97

M=1/8ql2

EQUIVALEN LOAD

add - officeCode q Dimensions p q-seg q-trp

of lx ly ly/lxslab (kg/m2) (m) (m) (kg/m') (kg/m')

bmA 510.00 2.50 8.00 3.20 637.50 425.00 616.75

B 510.00 3.00 8.00 2.67 765.00 510.00 729.14

G 510.00 1.50 2.00 1.33 382.50 255.00 310.78

EQUIVALEN LOAD

add - officeCode q Dimensions p q-seg q-trp

of lx lyslab (kg/m2) (m) (m) ly/lx (kg/m') (kg/m')

bhA 300.00 2.50 8.00 3.20 375.00 250.00 362.79

B 400.00 3.00 8.00 2.67 600.00 400.00 571.88

G 400.00 1.50 2.00 1.33 300.00 200.00 243.75

PERHITUNGAN PEMBEBANAN


( kg/m2) ( kg/m2) ( kg/m2) ( kg/m2)

1 * HALL UTAMA Finishing 100Plafond 20


Beban Hidup = 400 400.0 300.0 120.0 808.0 708.0 528.0

2 KM/WC Finishing ( keramik )+ mortar 100Waterproofing 15Concrete prot. t=50 120Plafond 20


Beban Hidup = 250 250.0 187.5 75.0

3 * LOBBY Finishing 100* KORIDOR Plafond 20* TANGGA 120


Beban Hidup = 300 300.0 225.0 90.0 708.0 633.0 498.0

4 * HALL UTAMA Finishing 100Plafond 20


Beban Hidup = 400 400.0 300.0 120.0 808.0 708.0 528.0

5 * MULTIPURPOSE Finishing 100* PANGGUNG Plafond 20


Beban Hidup = 400 400.0 300.0 120.0


( kg/m2) ( kg/m2) ( kg/m2) ( kg/m2)

6 * DAPUR/ PANTRY Finishing 100

Plafond 20120


Beban Hidup = 250 250.0 187.5 75.0 658.0 595.5 483.0

7 * GUDANG Finishing 100Plafond 20


Beban Hidup = 400 400.0 300.0 120.0

8 * RUANG M/E Finishing 100Plafond 20

120 Plat beton t=120 mm 288 Beban Mati = 408 408.0 408.0 408.0 Beban Hidup = 800 800.0 600.0 240.0

1,208.0 1,008.0 648.0

9 * PARKIR BASEMENT Finishing 100Plafond 20


Beban Hidup = 800 800.0 600.0 240.0 1,280.0 1,080.0 720.0

PEMBEBANAN PELAT LANTAI

Proyek : Slipi View Gedung : ApartemenLokasi : Jakarta - Indonesia

No Jenis B.J. Tebal B. Mati B. Hidup Beban Total

Lokasi Pembebanan cm

Pelat Balok Gempa1 R. Apartment Partisi - - -

Finishing 2.1 5 105Ceil/ducting/p.rack - - 50B.S. Pelat 2.4 12 288 0.75 0.3

443 200 643 482.25 192.92 Balkon Partisi - - -


423 300 723 542.25 216.93 Corridor/Lobby/Ent.Hall Partisi - - -


515 300 815 611.25 244.54 R. Mesin Lift Partisi - - -


465 400 865 648.75 259.55 R. M/E Partisi - - -


465 400 865 648.75 259.56 Fire Tank/Substation/ Partisi - - -

Pump Station Finishing 2.1 5 105Ceil/ducting/p.rack - - 0B.S. Pelat 2.4 20 480 0.75 0.3

585 800 1385 1038.75 415.57 R. Generator Partisi - - -


480 2000 2480 1860 7448 R. STP Partisi - - -


1200 4000 5200 3900 15609 Atap Beton Waterprofing - - 15


443 100 543 407.25 162.9

t/m3 kg/m2 kg/m2 kg/m2

PEMBEBANAN PELAT LANTAI

Proyek : Slipi View Gedung : ApartemenLokasi : Jakarta - Indonesia

No Jenis B.J. Tebal B. Mati B. Hidup Beban Total

Lokasi Pembebanan cm

Pelat Balok Gempa10 Carpark/driveway (atas) Partisi - - -


490 400 890 667.5 26711 Carpark/driveway (base) Partisi - - -


610 800 1410 1057.5 42312 R. Olah Raga Partisi - - -


515 400 915 686.25 274.513 Storage Partisi - - -


515 400 915 686.25 274.514 Service Yard Partisi - - -


610 800 1410 1057.5 423

t/m3 kg/m2 kg/m2 kg/m2

U24 BRC U50 PILE(cm) L (m) P (ton)

M8-150 15X15 4,6 25M7-150 20X20 4,6,8 45M6-150 25X25 4,6,8 70M5-150 30X30 4,6,8,12 105

M10-150 35X35 4,6,8,10,12 145M9-150 40X40 4,6,8,10,12 180

f8-75f8-100f8-150f8-200f10-75f10-100

PERHITUNGAN PERBANDINGAN TULANGAN LUNAK U24 DENGAN BRC

Tulangan lunak U-24 BRC U-50

1400 kg/cm2 2900 kg/cm2f = 10 mm ---------> konversi ke BRC Luas tul = 1400 x Luas Tulangan Lunak

jarak = 150 mm 2900Luas = 5.23 cm2

= 1400 x 5.232900

= 2.53 cm2

Dipakai BRC 8-150 = 3.35 cm2

Tulangan lunak U-24 BRC U-50

1400 kg/cm2 2900 kg/cm2f = 10 mm ---------> konversi ke BRC Luas tul = 1400 x Luas Tulangan Lunak

jarak = 200 mm 2900Luas = 3.93 cm2

= 1400 x3.932900

= 1.89 cm2

Dipakai BRC 7-150 = 2.57 cm2

A. TUL. PLAT f10 -150

s = s =

B. TUL. PLAT f10 -200

s = s =

Project : Slipimas ProjectLocation : Jakarta - Indonesia

TENSION LOAD

Location Area n-pile Uplift Found Slab 2nd - Base 1st- Base 1st- Floor Ret. Wall Pilecap Pile Tension Tension 1Pilem2 kg/m2 kg/m2 kg/m2 kg/m2 kg/m2 kg kg kg kg

(11,C) 64 8500 1200 1500 1000 1000 0 12902 43353 186945 186945

( 13,A) 32 8500 1200 1500 1000 1000 51840 9878 15680 44202 44202

(23,E) 44 8500 1200 1500 1000 1000 0 26812 31364 109024 54512

1f 100

1f 80

2f 80

PERENCANAAN PELAT DASAR

Beban yang bekerja :

1. Beban Statik ( Beban yang bersifat tetap/ diam ) 2. Beban Dinamik ( beban yang bergerak/ dinamis )

Pada perencanaan ini beban bergerak ( forklift ) lebih menentukan karena adanya beban terpusat yang besar pada suatu titik yang menyebabkan terjadinya konsentrasi tegangan pada titik tersebut yang dapat menimbulkan terjadinya pumping pada pelat lantai.

Data Perencanaan :

P = 3 ton = 6744 lb : P = besarnya gaya pada roda forkliftK = 225 : Mutu beton

74 kg/cm2 = 1073.24 psi : Tegangan lentur beton536.62 psi : Tegangan lentur beton ijin

tb pelat ( h ) = 20 cm 7.87 in : tebal pelata = 50 cm 19.69 in : jari2 beban kontakb = 50 cm 19.69 in : jari2 penyebaran tekanan yang ekivalentE beton = 2.10E+05 kg/cm2 = 3045671.33 psi : Modulus elastisitas betonu = 0.2 : poison ratio betonCBR = 85% .-----> k = 700 lb/m3 = 0.0114709 lb/cu.in : modulus subgrade

: jari2 kekenyalan relatif = 325.7

RUMUS WESTERGAARD

1. Tegangan yang terjadi akibat beban roda pada tepi pelat

= 384.21 psi < 536.62 psi

2. Tegangan yang terjadi akibat beban roda pada tengah2 pelat

= 204.51 psi < 536.62 psi

3. Tegangan yang terjadi akibat beban roda pada ujung pelat

= 513.82 psi < 536.62 psi

sb =50 % sb =

L = E.h3 / ( 12 ( 1 - u2 ). k )

s = 0.572.P / h2 . ( 4log( L/b ) + log b )

s = 0.316.P / h2 . ( 4log( L/b ) + 1.069 )

s = 4.3P / h2 . ( 1- aV2/L).1.2

TABEL PENULANGAN PLAT

NO KODETEBAL PLAT TULANGAN ARAH ( X ) TULANGAN ARAH ( Y )

( mm ) ( BENTANG PENDEK ) ( BENTANG PANJANG)

1 S1 12 Ø8-100 Ø8-100 Ø8-200

2 S2 12 Ø8-100 Ø8-150 Ø8-200

6 S6 12 Ø8-100 Ø8-200 Ø8-200

TULANGAN BAGI

KONTROL LENDUTAN PELAT( PBBI 1971 Pasal 10.5)

300

750

Mutu Bahan :Beton : 250 kg/cm2Tulangan : 2900 kg/cm2

4350 kg/cm2Dimensi Plat:Bentang Plat ( lo ) = 300 cmTebal plat ( h ) = 10 cm ( tebal efektif)

Penulangan Plat:Diameter tulangan = 0.6 cmJarak tulangan = 15 cm

Beban Yang Bekerja : g = 408 kg/m2 ( beban mati terbagi rata per m2) p = 250 kg/m2 ( beban hidup terbagi rata per m2)g' = 508 kg/m2 ( beban mati + sebagian beban hidup yg bersifat tetap per m2)p' = 250 kg/m2 ( beban hidup sementara yang kontinu per m2 )

Lendutan f = g+p

k1 = 2 ( balok persegi )k2 = 1 --------> A'/A = 1

1 + A'/A

k2 = 0.5

x = 0.02732

a = 20.8 ( batang polos)

fe = 1E-07 = 1.290

f = 1.486 cm < f ijin = lo250

1.486 cm < 1.200 cm ( OK )

K 250 ----> s'bk = U 50 ----> sa =

s*au =

fe g'.k1.k2+p'

2.5.A.s*aub.h.s'bk

sa.lo2

a.(1-x) h

Tabel koefisien plat lantai

ly/lx Ctx Cty Clx Cly

1.00 51.00 51.00 25.00 25.001.01 51.60 51.15 25.45 24.851.02 52.20 51.30 25.90 24.701.03 52.80 51.45 26.35 24.551.04 53.40 51.60 26.80 24.401.05 54.00 51.75 27.25 24.251.06 54.60 51.90 27.70 24.101.07 55.20 52.05 28.15 23.951.08 55.80 52.20 28.60 23.801.09 56.40 52.35 29.05 23.651.10 57.00 52.50 29.50 23.501.11 57.60 52.65 29.95 23.351.12 58.20 52.80 30.40 23.201.13 58.80 52.95 30.85 23.051.14 59.40 53.10 31.30 22.901.15 60.00 53.25 31.75 22.751.16 60.60 53.40 32.20 22.601.17 61.20 53.55 32.65 22.451.18 61.80 53.70 33.10 22.301.19 62.40 53.85 33.55 22.151.20 63.00 54.00 34.00 22.001.21 63.45 54.05 34.40 21.801.22 63.90 54.10 34.80 21.601.23 64.35 54.15 35.20 21.401.24 64.80 54.20 35.60 21.201.25 65.25 54.25 36.00 21.001.26 65.70 54.30 36.40 20.801.27 66.15 54.35 36.80 20.601.28 66.60 54.40 37.20 20.401.29 67.05 54.45 37.60 20.201.30 67.50 54.50 38.00 20.001.31 67.95 54.55 38.40 19.801.32 68.40 54.60 38.80 19.601.33 68.85 54.65 39.20 19.401.34 69.30 54.70 39.60 19.201.35 69.75 54.75 40.00 19.001.36 70.20 54.80 40.40 18.801.37 70.65 54.85 40.80 18.601.38 71.10 54.90 41.20 18.401.39 71.55 54.95 41.60 18.201.40 72.00 55.00 42.00 18.001.41 72.30 54.95 42.35 17.851.42 72.60 54.90 42.70 17.701.43 72.90 54.85 43.05 17.551.44 73.20 54.80 43.40 17.401.45 73.50 54.75 43.75 17.251.46 73.80 54.70 44.10 17.101.47 74.10 54.65 44.45 16.951.48 74.40 54.60 44.80 16.801.49 74.70 54.55 45.15 16.65

1.50 75.00 54.50 45.50 16.501.51 75.30 54.45 45.85 16.351.52 75.60 54.40 46.20 16.201.53 75.90 54.35 46.55 16.051.54 76.20 54.30 46.90 15.901.55 76.50 54.25 47.25 15.751.56 76.80 54.20 47.60 15.601.57 77.10 54.15 47.95 15.451.58 77.40 54.10 48.30 15.301.59 77.70 54.05 48.65 15.151.60 78.00 54.00 49.00 15.001.61 78.15 54.00 49.20 15.001.62 78.30 54.00 49.40 15.001.63 78.45 54.00 49.60 15.001.64 78.60 54.00 49.80 15.001.65 78.75 54.00 50.00 15.001.66 78.90 54.00 50.20 15.001.67 79.05 54.00 50.40 15.001.68 79.20 54.00 50.60 15.001.69 79.35 54.00 50.80 15.001.70 79.50 54.00 51.00 15.001.71 79.65 54.00 51.20 15.001.72 79.80 54.00 51.40 15.001.73 79.95 54.00 51.60 15.001.74 80.10 54.00 51.80 15.001.75 80.25 54.00 52.00 15.001.76 80.40 54.00 52.20 15.001.77 80.55 54.00 52.40 15.001.78 80.70 54.00 52.60 15.001.79 80.85 54.00 52.80 15.001.80 81.00 54.00 53.00 15.001.81 81.05 53.95 53.25 15.001.82 81.10 53.90 53.50 15.001.83 81.15 53.85 53.75 15.001.84 81.20 53.80 54.00 15.001.85 81.25 53.75 54.25 15.001.86 81.30 53.70 54.50 15.001.87 81.35 53.65 54.75 15.001.88 81.40 53.60 55.00 15.001.89 81.45 53.55 55.25 15.001.90 81.50 53.50 55.50 15.001.91 81.55 53.45 55.75 15.001.92 81.60 53.40 56.00 15.001.93 81.65 53.35 56.25 15.001.94 81.70 53.30 56.50 15.001.95 81.75 53.25 56.75 15.001.96 81.80 53.20 57.00 15.001.97 81.85 53.15 57.25 15.001.98 81.90 53.10 57.50 15.001.99 81.95 53.05 57.75 15.002.00 82.00 53.00 58.00 15.002.01 82.02 52.96 58.08 14.982.02 82.04 52.92 58.16 14.962.03 82.06 52.88 58.24 14.94

2.04 82.08 52.84 58.32 14.922.05 82.10 52.80 58.40 14.902.06 82.12 52.76 58.48 14.882.07 82.14 52.72 58.56 14.862.08 82.16 52.68 58.64 14.842.09 82.18 52.64 58.72 14.822.10 82.20 52.60 58.80 14.802.11 82.22 52.56 58.88 14.782.12 82.24 52.52 58.96 14.762.13 82.26 52.48 59.04 14.742.14 82.28 52.44 59.12 14.722.15 82.30 52.40 59.20 14.702.16 82.32 52.36 59.28 14.682.17 82.34 52.32 59.36 14.662.18 82.36 52.28 59.44 14.642.19 82.38 52.24 59.52 14.622.20 82.40 52.20 59.60 14.602.21 82.42 52.16 59.68 14.582.22 82.44 52.12 59.76 14.562.23 82.46 52.08 59.84 14.542.24 82.48 52.04 59.92 14.522.25 82.50 52.00 60.00 14.502.26 82.52 51.96 60.08 14.482.27 82.54 51.92 60.16 14.462.28 82.56 51.88 60.24 14.442.29 82.58 51.84 60.32 14.422.30 82.60 51.80 60.40 14.402.31 82.62 51.76 60.48 14.382.32 82.64 51.72 60.56 14.362.33 82.66 51.68 60.64 14.342.34 82.68 51.64 60.72 14.322.35 82.70 51.60 60.80 14.302.36 82.72 51.56 60.88 14.282.37 82.74 51.52 60.96 14.262.38 82.76 51.48 61.04 14.242.39 82.78 51.44 61.12 14.222.40 82.80 51.40 61.20 14.202.41 82.82 51.36 61.28 14.182.42 82.84 51.32 61.36 14.162.43 82.86 51.28 61.44 14.142.44 82.88 51.24 61.52 14.122.45 82.90 51.20 61.60 14.102.46 82.92 51.16 61.68 14.082.47 82.94 51.12 61.76 14.062.48 82.96 51.08 61.84 14.042.49 82.98 51.04 61.92 14.022.50 83.00 51.00 62.00 14.002.51 83.00 50.96 62.06 14.002.52 83.00 50.92 62.12 14.002.53 83.00 50.88 62.18 14.002.54 83.00 50.84 62.24 14.002.55 83.00 50.80 62.30 14.002.56 83.00 50.76 62.36 14.002.57 83.00 50.72 62.42 14.00

2.58 83.00 50.68 62.48 14.002.59 83.00 50.64 62.54 14.002.60 83.00 50.60 62.60 14.002.61 83.00 50.56 62.66 14.002.62 83.00 50.52 62.72 14.002.63 83.00 50.48 62.78 14.002.64 83.00 50.44 62.84 14.002.65 83.00 50.40 62.90 14.002.66 83.00 50.36 62.96 14.002.67 83.00 50.32 63.02 14.002.68 83.00 50.28 63.08 14.002.69 83.00 50.24 63.14 14.002.70 83.00 50.20 63.20 14.002.71 83.00 50.16 63.26 14.002.72 83.00 50.12 63.32 14.002.73 83.00 50.08 63.38 14.002.74 83.00 50.04 63.44 14.002.75 83.00 50.00 63.50 14.002.76 83.00 49.96 63.56 14.002.77 83.00 49.92 63.62 14.002.78 83.00 49.88 63.68 14.002.79 83.00 49.84 63.74 14.002.80 83.00 49.80 63.80 14.002.81 83.00 49.76 63.86 14.002.82 83.00 49.72 63.92 14.002.83 83.00 49.68 63.98 14.002.84 83.00 49.64 64.04 14.002.85 83.00 49.60 64.10 14.002.86 83.00 49.56 64.16 14.002.87 83.00 49.52 64.22 14.002.88 83.00 49.48 64.28 14.002.89 83.00 49.44 64.34 14.002.90 83.00 49.40 64.40 14.002.91 83.00 49.36 64.46 14.002.92 83.00 49.32 64.52 14.002.93 83.00 49.28 64.58 14.002.94 83.00 49.24 64.64 14.002.95 83.00 49.20 64.70 14.002.96 83.00 49.16 64.76 14.002.97 83.00 49.12 64.82 14.002.98 83.00 49.08 64.88 14.002.99 83.00 49.04 64.94 14.003.00 83.00 49.00 65.00 14.00

Pengecekan saat kondisi tandon kosong Gaya keatas tekanan air :

Berat sendiri Konstruksi Beton kolam renang : plt lt = 6*10*0.25*2.4 t = 38.4 ton =3,6*1*4,5*8,75dinding 45.6tutup 0

Berat urugan :urugan atas tandon 0.000

84 128

BERAT YANG DIPERLUKAN AGAR TIDAK MELAYANG 44

PELAT DIPERLEBAR 0,5 M KELILING + URUGAN

TAMBAHAN PELAT BETON = TAMBAHAN TEKANAN AIR =(0,5*9,75+0,5*4,5)*2*0,25*2,4 8.55 =(0,5*9,75+0,5*4,5)*2*0,25*2,4TAMBAHAN URUGAN = 49.875=(0,5*9,75+0,5*4,5)*2*1,6*3,25 74.1

166.65 177.875

perhitungan Tekanan air & tanah kedinding :

Tanah : 1.546875 ton-m Tebal dinding = 25 cmAir=3,5*1*0,5*3,5*1/3*3,5 2.60416666667 CU =

4.15104166667 q =

A =dipakai D-13 jarak =

Momen ke pelat dasar Momen ke pelat tutup tekanan kepelat dasar = Berat kepelat tutup =

2.5 urugan = 0,5*1800beban parkir 400berat sendiri tutup

lx/ly = 1.666667

Momen = 5310 Momen = 1157.445

Tebal lantai= 25 cm Tebal lantai= 25 cm

CU = 3.361463 CU = 5.399912

q = 0.09583 q = 0.049

A = 15.901 A = 6.504425dia 13 8.345389 dia 13 20.4015

Gaya keatas tekanan air :

=3,6*1*4,5*8,75

TAMBAHAN TEKANAN AIR =(0,5*9,75+0,5*4,5)*2*0,25*2,4

Tebal dinding = 25 cm Tebal dinding = 30 cm

3.801868 CU = 4.752335

0.075 q = 0.13125

9.955752 A = 21.7782113.32898 d13 6.093247

Dia 16 9.183492

900400480

1780

PERENCANAAN DINDING STRUKTURAL

Data Perencanaan :Panjang ( B ) = 350 mm

tebal ( h ) = 6700 mmfc' = 30 Mpafy = 420 Mpa

Gaya dalam pada Dinding StrukturalBeban Beban Aksial Momen Gaya Geser

kN kNm kNMati ( D ) 3401.41 0 0

Hidup ( L ) 999 0 0Gempa (E) 0 34341 4148.95

1.4D 4761.974 0 01.2D+1.6L 5680.092 0 0

1.2D+0.5L+1E 4581.192 34341 4148.951.2D+0.5L-1E 4581.192 -34341 -4148.95

0.9D+1E 3061.269 34341 4148.950.9D-1E 3061.269 34341 4148.95

Tulangan HorisontalGeser Rencana

Vu = 4148.95 > 1/6.Acv.fc'^22140.68 kN

Sehingga diperlukan 2 lapis tulangan Dipakai : 12 mm

Jarak = 100 mm

Kuat Geser Dinding Struktural batas = dimana : = 4709.50 > Vu

0.00646

4676.42 > Vu (ok)

Tulangan VertikalTulangan vertikal DS harus--------------->

Dipakai : 12 mmJarak = 250 mm

0.00258 > 0.0025 ( ok )

f Tulangan =

f. 2/3.Acv.fc'^0.5 f = 0.55

r n =

f Vn = f.Acv [ 1/6.fc'^0.5+ rn.fy ]

r v > 0.0025

f Tulangan =

r v =

PERHITUNGAN PENULANGAN DINDING BETON

Fy = 4000 kg/cm2 = 400.00 MPaFc' = 210 kg/cm2 = 21.00 MPa

Diameter tulangan 1.30 cm LxTebal selimut 4.00 cm

LyType qbm Wu ht hx (m) Dimensions Koefisien Momen (kNm) Rn (MPa) r r X- direc. reinforcement Y- direc. reinforcementPelat qbh (cm) hy (m) lx ly ly/lx Ctx Cty Mtx Mty t-x t-y max t-x t-y At-x(cm2) Dia(mm) jrk(cm) At-y(cm2) Dia(mm) jrk(cm)

(kg/m2) (kN/m2) (m) (m) Clx Cly Mlx Mly l-x l-y min l-x l-y Al-x(cm2) Dia(mm) jrk(cm) Al-y(cm2) Dia(mm) jrk(cm)

W1 3606 54.09 20 0.154 3 3.4 1.13 42.00 37.00 20.45 18.01 1.08 1.14 0.0171 0.0028 0.0029 4.30 13.00 30.87 4.14 13.00 32.020.141 42.00 37.00 20.45 18.01 1.08 1.14 0.0018 0.0028 0.0029 4.30 13.00 30.87 4.14 13.00 32.02

PERHITUNGAN MOMEN NOMINAL BALOK

Type balok : B9

Fy : 350 Mpa cover : 40 mm d' : 53 mmFc' : 15 Mpa b : 130 mmTul utama : 12 mm h : 250 mmSengkang : 7 mm d : 186 mm

Tul tarik : 2 As : 226.08 mm2Tultekan : 2 As' : 226.08 mm2

T = 79128 NCs = 76245 NCc = 1657.5 aa = 1.73907692 mm

Mn = 10674291 Nmm1067 kgm

Type balok : B2

Fy : 400 Mpa cover : 40 mm d' : 56 mmFc' : 18.6 Mpa b : 200 mmTul utama : 16 mm h : 450 mmSengkang : 8 mm d : 378 mm


T = 226080 NCs = 130287 NCc = 3162 aa = 30.2952205 mm

Mn = 76711153 Nmm7671 kgm

LENDUTAN TIE BEAM

tinggi dinding : 9 mq : 2250 kg/mE beton : 210000 kg/cm2

f = 5/384*(q.L^4)/EI

Type Dimensi Q tb Q tot I L fb (cm) d (cm ) kg/m kg/m cm4 ( m ) cm

TB1 30 80 576 2826 1280000 10 1.37

TB1A 30 70 504 2754 857500 10 1.99

TB2A 30 70 504 2754 857500 10 1.99

PERHITUNGAN SLOOF

fy = 4000 Kg/cm2fc' = 210 kg/cm2TYPE Dimensi Mu As required As min Dia Tul jumlah As design a M cap M cap > Mu

B (cm) D(cm) kgm cm2 cm2 mm mm cm2 cm kgm kgm

GB1 30 65 28000 12.67 0.68 16 8 16.08 12.01 34145 okGB2 30 50 7800 4.59 0.53 16 4 8.04 6.00 13600 ok

GB5a 30 80 15000 5.51 0.84 16 8 16.08 12.01 42826 ok

BEAM CAPACITY ANALYSIS

Material properties :Fc = 200 kg/cm2 2400 kg/cm2 As 1-D19 = 2.84 cm2

4000 kg/cm2 dc 4 cm 1.57 cm2

beam axis A,5-7Beam used Earthquake motion 200 gal M u Qsu under 200 gal

Storey Dimension Reinforcement Bar Moment (M2) Shear ( Q2) kgm kg earthquake motionB ( cm ) D ( cm ) Tens. Bar Stirrups kg.m kg

2 20 60 4D19 19895 20654 22901.76 18242.99 shear failure

3 20 60 4D19 20440 22356 22901.76 18466.23 shear failure

PENT 20 60 4D19 185 287 22901.76 20304.11 safe

( JCI - 1982 )

( JCI - 1982 Appendix 2.14 )

Pt = At/b.d

Pw = Aw/b.x

swy sy = As 2f10 =

f10-75

f10-75

f10-75

Mu = 0.9 x At x sy x d

Qsu={ 0.053 x Pt0.23(Fc+180) / ( M/Q x d + 0.12) + 2.7VPw x swy } x b x j

PERHITUNGAN TULANGAN BALOK

fc' = 21 Mpafy = 400 Mpa

Lokasi : Lt1Type Mu B D d Rn mbalok kgm cm cm cm

B1 16000 20 40 38 0.0035 6.925208 22.40896 0.0235

B2 16000 20 40 38 0.0035 6.925208 22.40896 0.0235

B5 16000 20 40 38 0.0035 6.925208 22.40896 0.0235

r min r perlu

As perlu Jumlah Jumlahcm2 pakai ( perlu) ( disain )

0.0235 17.86 16 8.89 6

0.0235 17.86 16 8.89 6

0.0235 17.86 16 8.89 6

r pakai f Tulangan

PERHITUNGAN GAYA DALAM GROUND BEAM

P1 = 38 tonP2 = 76 tonP3 = 114 tonTYPE q dinding q sloof q total L koef Mu 10% P1 10% P2 10% P3

kg/m2 kg/m kg/m kgm kg kg kg

1 1000 250 1250 2 0.1 750 3800 7600 11400

2 1000 250 1250 3 0.1 1688 3800 7600 11400

6 1000 250 1250 7 0.1 9188 3800 7600 11400

Selanjutnya perencanaan ground beam dilakukan dengan menggunakan diagram interaksi M-N

PERHITUNGAN GESER BALOK

Beban Mati* Plat : 288 kg/m2* plafond : 20 kg/m2* finishing : 100 kg/m2

408 kg/m2

Beban Hidup* B. Hidup : 400 kg/m2

q eqivalent BM : 300 kg/mq eqivalent BH : 275 kg/m

575 kg/m

Tabel perhitungan Momen Lentur Mungkin ( Mpr )Jumlah As fy fc' B H L a Mpr

Tulangan mm (mm2) N/mm2 N/mm2 mm mm mm mm kNm

4 19 1133.54 420 30 500 700 6000 46.68 384.83

5 19 1416.93 420 30 500 700 6000 58.34 476.70

6 19 1700.31 420 30 500 700 6000 70.01 566.84

Perhitungan Tulangan Geser

f Tulangan

Daerah sendi plastis dujung balok ( 2xH)Karena Geser akibat Gempa ( Mpr) > 0.5 ( Mpr + M Grav ) maka = Vc = 0

B = 500 mm Tulangan utama = 19 mmH = 700 mm Sengkang = 10 mm

fc' = 30 Mpa cover = 30 mmfy = 420 Mpad = 641.0 mm

Vu = 290.54 kN387.39 kN

S

Sengkang ---------> Jumlah kaki : 3 bh10 mm

Av : 235.5 mm2

S perlu = 165.96 mm Vs

Kontrol S maxS max1 = d/4 = 160.25 mmS max2 = 8.db tul = 152 mmS max3 =24 db hoop = 240 mmS max 4 = 300 mm Sehingga S pakai = 150 mm

Kontrol Vs maxVs max1 = 2/3xbwxd.fc'^0.5 = 1170.3 kNVs max2 = 1/3xbwxd.fc'^0.5 = 585.2 kN

Vs ada = 422.68 kN < Vs Max1,2……. (OK)

Daerah diluar sendi plastis ( diluar H )

Vu = 204.97 kN

273.29 kN

Vc diluar sendi plastis ( 2H) Vc =1/6*bw*d*fc'^0.5 = 292.58 kN

karena Vn < Vc, maka tulangan geser dapat dipakai praktis

Kontrol Smax = 1/2 x d= 320.5 mm

jarak Tulangan geser = 300 mm

Vs = Vu/f =Vu/0.75 =

Vs = Av x fy x d

f sengkang :

Av x fy x d =

Vn = Vu/f =

Perhitungan Tulangan Geser Balok

Balok : B30(elemen no.74&75)Bangunan : Multi Purpose

Data Perencanaan :fc = 21 MPafy = 240 MPadc = 4 cm ( selimut beton )

Lokasi Vu bw h d Vc 0.5Vc Vs Tulangan Geser s max ( d/2 ) s pakai kN mm mm mm kN kN kN dia s ( mm ) (mm) ( mm )

Tumpuan 114 200 600 542 82.79 41.40 107.21 10 182.87 271 100

Keterangan :

Jika Vc > Vu/f > 0.5Vc………………dipakai tulangan geser minimum ( Av = bw.s/3.fy )

Jika Vu/f > Vc……….…….……..…dipakai tulangan geser perlu ( Av = Vs.s/fy.d )

Vs = Vu/f - Vc

Vu diperoleh dari hasil 9 kombinasi pembebanan yang paling besar nilainya.

Vc = ( fc'^2/6).bw*d

PERHITUNGAN GAYA DALAM SLOOF

Type L ( m ) q dinding qs sloof q total M Mu 10% Aksial( kg/m') ( kg/m' ) ( kg/m' ) kgm kgm kg

GB1 9.5 1000 576 1576 18000 27000 17500

GB2 4.8 1000 300 1300 2995 4493 17500

GB6 3 1000 300 1300 1170 1755 0

keterangan :selanjutnya dilakukan analisa dengan diagram M-N

PERHITUNGAN TULANGAN GESER BALOK

A. TUMPUANMutu Bahan :


Tulangan Balok :tulangan utama = 16 mmsengkang = 10 mmcover = 30 mm

Dimensi Balok :bw = 300 mm

H = 700 mmd = 652 mm

Hasil Analisa :Vu = 120 kN

Perhitungan Tulangan Geser Balok :Vc = 1/6*Vfc'*bw*dVc = 149391.97 NVc = 149.39 kN

Vc = 0.5Vc = 74.70 kNVs =Vs = 120 - 74.70

0.6

Vs = 125.30 kN

S


Av : 157 mm2


Kontrol S maxS max1 = d/4 = 163 mmS max2 = 8.db tul = 128 mmS max3 =24 db hoop = 240 mmS max 4 = 300 mm

Sehingga S pakai = 125 mm

Vu/f -Vc

Vs = Av x fy x d

f sengkang :

Av x fy x d =

PERHITUNGAN TULANGAN GESER BALOK

B. LAPANGANMutu Bahan :



Dimensi Balok :bw = 300 mm

H = 700 mmd = 652 mm

Hasil Analisa :Vu = 120 kN

Perhitungan Tulangan Geser Balok :Vc = 1/6*Vfc'*bw*dVc = 149391.97 NVc = 149.39 kN

Vs =Vs = 120 - 149.39

0.6

Vs = 50.61 kN

S


Av : 157 mm2


Kontrol S maxS max1 = d/2 = 326 mmS max 4 = 600 mm


Vu/f -Vc

Vs = Av x fy x d

f sengkang :

Av x fy x d =

c:\qpro4\b-kurita

TABEL PERHITUNGAN GESER & TORSI BALOK======== = ========= = ========== = ===== = =

GRAVITY STATIC LOAD : 1.5 x ( M + H )SEISMIC LOADING : 1.05 x (M+Hr+Ex) : 1.05 x (M+Hr+Ey)

MUTU BAJA : U24 SIGMAAU* = 202080 kg/cm2 T*bu = 12.0 kg/cm2MUTU BETON: K175 SIGMABK = 175 kg/cm2 T*bmu = 30.0 kg/cm2

T*bu,s= 13.0 kg/cm2= ======== = ========= = ========== = ===== = ====== = ====== = ===== = ======= =| BEAM | SHEAR | TORQUE | MAT. PROPERTY | Tbu | koef. | Tbu' || NUMBER | | | ----- - ------ | | | || | (kg) | (kgcm) | b(cm) | ht(cm) | kg/cm2 | | kg/cm2 |= ======== = ========= = ========== = ===== = ====== = ====== = ===== = ======= =| | | | | | | | || 33 | 10462.00 | 0.00 | 30 | 50 | 8.61 | 4.23 | 0.00 || 24 | 23300.00 | 0.00 | 30 | 80 | 11.51 | 3.83 | 0.00 || 108 | 8500.00 | 150000.00 | 30 | 50 | 7.00 | 4.23 | 14.09 |= ======== = ========= = ========== = ===== = ====== = ====== = ===== = ======= =

] CHOOSE ] THE MAXIMUM ] RESULT

kg/cm2 kg/cm2 kg/cm2======= = ====== = ====== = ===== = ====== =Tbsum | Tbu'' | Ts | STRIRRUPS |

| | | ----- - ------ |kg/cm2 | kg/cm2 | kg/cm2 | d(mm) | as(cm) |======= = ====== = ====== = ===== = ====== =

| | | | |8.61 | 0.00 | 8.61 | 10 | 12.6 | 30 ||| 50

11.51 | 0.00 | 11.51 | 12 | 13.6 | 30 ||| 50 21.09 | 4.73 | 11.73 | 10 | 15.0 | 30 ||| 50

======= = ====== = ====== = ===== = ====== =

20 | 50 20 | 50

PERENCANAAN SLOOF

TYPE DIMENSI TULANGAN Mu N cm Atas Bawah Kgm Kg

GB1 200X500 3D16 3D16 1800 8500

GB2 250X500 3D16 3D16 1400 9250

GB8 200X500 5D16 5D16 2100 8000

keterangan : -N adalah aksial tarik yang diperoleh dari 10% aksial kolom akibat kombinasi beban gempa

-Selanjutnya perhitungan sloof dilakukan dengan menggunakan -Diagram DINT

BEAM CALCULATION

cooling tower

Type Size L (m) q (kg/m') Mu=1.5M(cmxcm) kgm kgm

B1 30/60 3.5 1940 2970.63 4455.94

B2 30/70 3 1310 1473.75 2210.63

B4 25/50 3.5 2570 3935.31 5902.97

M=1/8ql2

PERHITUNGAN TULANGAN LENTUR BALOK

DATA PERENCANAAN :Mutu Bahan :

fy = 400 Mpa fc' = 21 Mpa

Dimensi Balok :bw = 600 mmH = 1000 mmd = 949

Tulangan :Tul. Utama = 22 mmSengkang = 10 mm

As = 379.94 mm2Hasil Analisa :

Mu = 1500 kN

Perhitungan Tulangan Balok :

1.4/fy 0.85*fc'/fy*0.85*(600/(600+fy))

0.0035 0.02276

f = 0.8 = 0.01707

Mn = 1500 Mn = 1875 kNm0.8

Mn = 1875000000 Nmm

Rn = 1875000000

600 x 949 2

Rn = 3.469905

m = fy/ (0.85*fc')

m = 4000.85 x 21

m = 22.40896

r = 1/m( 1- (1-2.m.Rn/fy)^0.5

r = 0.0097

0.009737

As perlu=

= 5544.284 mm2

Tulangan Perlu = 14.59253 D 22

Tulangan Pakai = 8 D 22

Rn = Mn / bw.d2 r min = r b =

Mn = Mu / f r min = r b =

r max = 0.75rb

r pakai =

r.bw.d

TABEL PENULANGAN LENTUR BALOK Balok Mu fc' fy B H Rn m r As perlu Jumlah Tul a

kgm kg/cm2 kg/cm2 cm cm mm2 mm pakai kNm

220000 210 4000 70 100 4.1753 22.41 0.0121 0.0035 0.0121 0.0228 0.0171 8196.1 25 16.7 14 0.0101 0.0090 2132.05

r min r pakai r b r maks f tul r ada fMn0.75 rb

Perencanaan Penulangan Lentur Balok

Balok : B30 (elemen no. 74 & 75)Bangunan : Multi Purpose

Data Perencanaan :fy = 400 MPafc = 21 MPadc = 4 cm ( selimut beton )

Letak Mu bw h d m Rn As perlu Penulangan As adakgm cm cm cm cm2 dia ( mm ) jumlah cm2

Tumpuan kiri - 13259.00 20 60 54.2 22.41 2.655 0.00722 0.00350 0.01707 0.00722 7.83 16 4 8.04

Lapangan + 6879.00 20 60 54.2 22.41 1.377 0.00359 0.00350 0.01707 0.00359 3.89 16 4 8.04

Tumpuan kanan - 13500.00 20 60 54.2 22.41 2.703 0.00737 0.00350 0.01707 0.00737 7.98 16 4 8.04

Keterangan :

m = fy / 0.85.fc'

Mu diperoleh dari hasil 9 kombinasi pembebanan yang paling besar nilainya.

r perlu r min r max r pakai

Rn = Mu/f.bw.d2

r perlu = 1/m { 1 - [ 1- ( 2.m.Rn / fy )]^0.5 }

r min = 1.4/ fy

r max = 0.75 rb = 0.75 * 0.85.b.fc'/ fy *(600/(600+fy))

As perlu = r.bw.d

PERHITUNGAN GESER BALOK

Mutu Bahan :Beton : 15 MpaBaja : 240 Mpa

Tul utama : 13 mmSengkang : 8 mm

No Dimensi Balok D Jumlah kaki jarak Vc VsB ( cm ) H ( cm ) cm mm kg kg kg

1 13 35 30.55 2 75 2564 9823 74322 13 35 30.55 2 100 2564 7367 59583 13 35 30.55 2 150 2564 4911 44854 13 35 30.55 2 200 2564 3684 3748

5 13 40 35.55 2 75 2983 11431 86486 13 40 35.55 2 100 2983 8573 69347 13 40 35.55 2 150 2983 5715 52198 13 40 35.55 2 200 2983 4286 4362

9 13 45 40.55 2 75 3403 13038 986510 13 45 40.55 2 100 3403 9779 790911 13 45 40.55 2 150 3403 6519 595312 13 45 40.55 2 200 3403 4889 4975

13 13 50 45.55 2 75 3822 14646 1108114 13 50 45.55 2 100 3822 10984 888415 13 50 45.55 2 150 3822 7323 668716 13 50 45.55 2 200 3822 5492 5589

17 13 55 50.55 2 75 4242 16254 1229718 13 55 50.55 2 100 4242 12190 985919 13 55 50.55 2 150 4242 8127 742120 13 55 50.55 2 200 4242 6095 6202

21 13 60 55.55 2 75 4661 17861 1351422 13 60 55.55 2 100 4661 13396 1083423 13 60 55.55 2 150 4661 8931 815524 13 60 55.55 2 200 4661 6698 6816

fVn

TABEL PENULANGAN BALOK SLOOF

Kode UKURAN PENULANGAN UTAMA TULANGAN PENULANGAN SENGKANG Catatan Lebar ( B ) Tinggi ( H ) TUMPUAN LAPANGAN TUMPUAN SAMPING TUMPUAN LAPANGAN TUMPUAN

( mm ) ( mm )3 3 3

GB1 300 500 ------ - Ø12 ------ - Ø12 ------ - Ø12 - Dia 8-100 Dia 8-150 Dia 8-1003 3 3

2 2 2GB2 200 500 ------ - Ø12 ------ - Ø12 ------ - Ø12 - Dia 8-100 Dia 8-150 Dia 8-100

2 2 23 3 3

GB3 300 500 ------ - Ø12 ------ - Ø12 ------ - Ø12 - Dia 8-100 Dia 8-100 Dia 8-1003 5 3

2 2 2

------ - Ø12 ------ - Ø12 ------ - Ø12

TABEL PENULANGAN BALOK

Kode UKURAN PENULANGAN UTAMA TULANGAN PENULANGAN SENGKANG Catatan Lebar ( B ) Tinggi ( H ) TUMPUAN LAPANGAN TUMPUAN SAMPING TUMPUAN LAPANGAN TUMPUAN

( mm ) ( mm )

B10 ------ - D16 ------ - D16 ------ - D16 - Dia 10- . Dia 10- . Dia 10- .

B11 ------ - D16 ------ - D16 ------ - D16 - Dia 10- . Dia 10- . Dia 10- .

B18 ------ - D16 ------ - D16 ------ - D16 - Dia 10- . Dia 10- . Dia 10- .

PERHITUNGAN GROUND BEAMGB 1

Data Bahan :fc' = 21 Mpafy = 400 Mpa

Ukuran Penampang :B = 30 cmH = 90 cm d = 88 cm

Beban Pelat = Bs Plat ( t=20 cm ) : 480 kg/m2Finishing : 100 kg/m2

( DL) 580 kg/m2

Live Load (LL) 2000 kg/m2

qu: ( 1.2DL+1.6LL) : 3896 kg/m2

Plat 2 arah ---------> luas plat yang masuk sloof (b ) = 1.75 m

qu plat = 6818 kg/m'qu sloof = 777.6 kg/m'q dinding = 1500 kg/m'qu tot = 9095.6 kg/m'

Momen Sloof ===> Mu =Mu = 14552.96

1.4/fy= 0.0035

Rn = 0.783023m = 22.40896

r = 1/m(1-V(1-2mRn/fy)= 0.002002

0.0035

As perlu = 9.24 cm2

As pakai---> dia = 16 mmjumlah = 5 mmAs ada = 10.048 cm2

1/10*qu tot*L2

r min =

r pakai =

PERHITUNGAN TULANGAN GESER KOLOM

A. TUMPUANMutu Bahan :



Dimensi kolom :B = 400 mm 1/2 b = 200H = 500 mm 1/2h = 250d = 452 mm

Ag = 200000 mm2Hasil Analisa :

Vu = 120 kNNu = 200 kN

Perhitungan Tulangan Geser Kolom :

Vc = (1+Nu/14.Ag)*(1/6*Vfc'*bw*d

(1+Nu/14Ag) = 1.071428571431/6*Vfc'.B.d = 138088.28 N1/6*Vfc'.B.d = 138.09 kN

Vc = 147951.73 NVc = 147.95 kN

Vc pakai = 0.5 Vc = 73.98 kN

Vs =Vs = 120 - 73.98

0.6Vs = 126.02 kN

S


Av : 157 mm2S perlu = 225.24 mm

VsKontrol S maxS max1 = 1/2 B atau H= 200 mm ( yang terkecil)S max2 = 10.db tul = 160 mmS max 3 = 200 mm


Vu/f -Vc

Vs = Av x fy x d

f sengkang :

Av x fy x d =

PERHITUNGAN TULANGAN GESER KOLOM

B. LAPANGANMutu Bahan :



Dimensi kolom :B = 400 mm 1/2 b = 200H = 500 mm 1/2h = 250d = 452 mm

Ag = 200000 mm2Hasil Analisa :

Vu = 120 kNNu = 200 kN

Perhitungan Tulangan Geser Kolom :

Vc = (1+Nu/14.Ag)*(1/6*Vfc'*bw*d

(1+Nu/14Ag) = 1.071428571431/6*Vfc'.B.d = 138088.28 N1/6*Vfc'.B.d = 138.09 kN

Vc = 147951.73 NVc = 147.95 kN

Vs =Vs = 120 - 147.95

0.6Vs = 52.05 kN

S


Av : 157 mm2S perlu = 545.37 mm

VsKontrol S maxS max1 = 1/2 B atau H= 200 mm ( yang terkecil)S max2 = 10.db tul = 160 mmS max 3 = 200 mm


Vu/f -Vc

Vs = Av x fy x d

f sengkang :

Av x fy x d =

TABEL REAKSI GAYA KOLOMq tembok : 200 kg/m2 q sloof : 432 kg/mColumn Axis Output SAP L H P Dinding L P Sloof Jumlah Qall 1pile

kg m m kg m kg kgkg

C1 A1 8700 4.75 7.2 6840 4.75 2052 17592 30000C1 A2 19000 4.5 7.4 6660 4.5 1944 27604 30000C1 F4 400 4.5 7.2 6480 4.5 1944 8824 30000

f 30,L=30

PERHITUNGAN TULANGAN LENTUR KOLOM

DATA PERENCANAAN :Mutu Bahan :

fy = 400 Mpa fc' = 21 Mpa

Dimensi Balok :B = 600 mmH = 600 mmd = 549

Tulangan :Tul. Utama = 22 mmSengkang = 10 mm

As = 379.94 mm2Hasil Analisa :

Mu = 1500 kNNu = 1500 kN

Perhitungan Tulangan Lentur Kolom :

Perencanaan kolom dilakukan dengan diagram Interaksi M-N

project :Slipimas-Projectlocation :Jakarta - Indonesia

office areaaxis C1 DIM

storey LUAS Q MATI Q HIDUP L1 DIND.1 L2 DIND.2 H KOL Q KOL L BAL Q BAL Q LT - i Q KUM KOLOM

B3F 20.76 560 800 5.5 600 4.5 1100 4 1940 15 700 44778.8 139541 34.1B2F 20.76 560 800 5.5 600 4.5 1100 4 1940 15 700 44778.8 94762 28.1PH 20.76 560 800 5.5 600 4.5 1100 5 600 15 700 49983.6 49984 20.4

axis C2 DIMstorey LUAS Q MATI Q HIDUP L1 DIND.1 L2 DIND.2 H KOL Q KOL L BAL Q BAL Q LT - i Q KUM KOLOM

B3F 34.7 560 800 0 600 8 1100 4 1940 12 700 55496 178384 38.6B2F 34.7 560 800 0 600 8 1100 4 1940 12 700 55496 122888 32.0PH 34.7 560 800 0 600 8 1100 5 600 12 700 67392 67392 23.7

Project : Sakura Residence - Myanmar

A. COLUMN AXIAL LOADArea Load Nu

Code Floor lx ly A Storey D.L. L.L. ( kg ) ( m ) ( m ) ( m2 ) ( kg/m2 ) ( kg/m2 )

C48 6 6 6.15 36.9 1 950 250 64759.5

C44 5 6 6.15 36.9 2 950 250 129519.0

C1 base 6 6.15 36.9 7 950 250 453316.5

B. COLUMN AXIAL LOAD CAPACITYNu Mu Nu allow Description

Code ( kg ) ( kgm ) ( kg )

C48 64759.5 5600 100000 OK

C44 129519.0 11500 70000 not OK

C1 453316.5 7000 520000 OK

Project : Sakura Residence - Myanmar

A. COLUMN AXIAL LOADArea Load Nu

Code Floor lx ly A Storey D.L. L.L. ( kg ) ( m ) ( m ) ( m2 ) ( kg/m2 ) ( kg/m2 )

C48 6 7.2 6.55 47.16 1 950 250 82765.8

C45 5 7.2 6.55 47.16 2 950 250 165531.6

C5 base 7.2 6.55 47.16 7 950 250 579360.6

B. COLUMN AXIAL LOAD CAPACITYNu Mu Nu allow Description

Code ( kg ) ( kgm ) ( kg )

C48 82765.8 2900 130000 OK

C45 165531.6 9600 140000 not OK

C5 579360.6 1500 600000 OK

PERHITUNGAN GESER KOLOM

Mutu Beton : 25 MpaMutu Tulangan : 240 Mpa

Type Dimensi Kolom jumlah jarak Vc VsB ( cm ) H ( cm ) mm ( kaki ) ( mm ) kg kg kg

1 50 50 12 3 100 7825.4 37764.4 27353.88

2 50 50 12 3 100 7825.4 37764.4 27353.88

3 50 60 12 3 100 9511.9 45903.3 33249.11

4 60 50 12 3 100 9390.5 37764.4 28292.93

5 40 40 12 2 100 4911.1 19750.3 14796.88

6 40 50 12 2 100 6260.3 25176.3 18861.95

7 25 60 12 2 100 4756.0 30602.2 21214.88

8 60 25 12 3 100 4331.0 17417.2 13048.89

9 20 50 12 2 100 3130.2 25176.3 16983.86

10 50 20 12 3 100 2765.9 13347.8 9668.182

11 20 40 12 2 100 2455.6 19750.3 13323.54

12 40 20 12 2 100 2212.7 8898.5 6666.724

f sengkang f Vn

Tabel Ukuran Kolom

Lt. 1 Lt. 2 Lt. 3 Lt. 4 Lt. 5 Lt. 6 Lt. 7

C1 500 x 500 500 x 500 450 x 450 450 x 450 - - -

C2 500 x 500 500 x 500 450 x 450 450 x 450 400 x 400 400 x 400 -

C15 - - - - - - 600 x 200600 x 200

Kode Kolom

PENULANGAN PILE CAP

type Mu fy fc' b d As required As min f spacing As design a M cap Mu

kgm kg/cm2 kg/cm2 cm cm cm2 cm2 mm mm cm2 cm kgm kgm

P1 0 4000 210 70 50 0.00 6.30 16 200 7.03 2.25 12375 0 ok

P1a 0 4000 210 70 50 0.00 6.30 16 200 7.03 2.25 12375 0 ok

P3 23712 4000 210 160 70 9.96 20.16 16 150 21.44 3.00 52860 23712 ok

Calculation sheet : Foundation Pile

Sample : Building : Station APile cap : P4a ( axis C,7)

Reaction Force :Data : Fx = 1500 kg

Fy = 5000 kgFz = 30500 kgMx = 27000 kgmMz = 7500 kgm

A. AXIAL LOADFz = 30500 kg Mx = 27000 kgmR/C column = 53460 kg My = 7500 kgmPilecap = 47376 kg x max = 1.585 m

V total = 131336 kg

= 10.048y max = 1 m

(4x1^2)

= 4

Case I : P all = 131336/4+27000*1.585/10.048+7500*1/4= 32834 + 4259.05 + 1875= 38968.05 kgm < Bearing Capacity Pile = 95130 kg (ok)

Case II : P all = 131336/4-27000*1.585/10.048-7500*1/4= 32834 - 4259.05 - 1875= 26699.95 kgm < Bearing Capacity Pile = 95130 kg ( ok )

B. LATERAL LOAD

F allowable = 2200 kg ( Lateral Load Capacity = 2200 kg )for lateral displacement max = 1/4"

Fix = Fx/n = 1500/4 = 375 kg < F all =2200 kg ( ok )

Fiy = Fy/n = 5000/4 = 1250 kg < F all =2200 kg ( ok )

where : Fx = Lateral Load x-directionFy = Lateral Load y-directionFix = Lateral Load each pile x-directionFiy = Lateral Load each pile y-directionn = number of pile

S x2 = ( 4X1.5852)

m2

S y2 =

m2

P all = V/n + Mx.xmax/Sx2+My.ymax/Sy2

C. PILE MOMENT REACTION

Data : cu = 0.01 kg/cm2 = 100 kg/m2

cr = 0.5*cu= 50 kg/m2

Ho = 1250 kg ( Lateral load max each pile )D = 0.4 m ( Diameter of pile )e = 0 mL = 24 m ( length of pile )

e/L = 0 m

Ho/cr*D = 1250/50*0.4 ^------------>= 62.5

M =

== 1200 kgm

Mu = 1.5*1200 kgm1800 kgm < Pile Moment Capacity = 10600 kgm ( ok )

M = Factor*cr*D2

from atached table M/cr*D2 = 150

150*cr*D2

150*50*0.42

Type Pu Vu Mu Panjang Tinggi Tebal f'c (Mu/Vu-lw/2) Vc1 Vc2 VcNewton Newton Newton mm lw hw h Mpa Newton mm Newton Newton Newton Newton Newton

mm mm mm

S1 13412200 3656200 64152900000 9000 4000 250 29 21101850 13046 5105764 44337390 5105764 3063458 592741.5

S1 13412200 3656200 64152900000 9000 4000 250 29 21101850 13046 5105764 44337390 5105764 3063458 592741.5

S1 13412200 3656200 64152900000 9000 4000 250 29 21101850 13046 5105764 44337390 5105764 3063458 592741.5

fPnw fVc fVs

oknot

Sh max Tul h pakai Sv max Tul v pakailw/5 3h 500 Dia Jarak Newton lw/3 3h 500 Dia Jarakmm mm mm mm mm mm mm mm mm mm

0.0025 1800 750 500 12 200 1904498 0.0045 ok 0.004578 3000 750 500 16 150 0.010718 ok

0.0025 1800 750 500 12 200 1904498 0.0045 0 0.004578 3000 750 500 16 150 0.010718 0

0.0025 1800 750 500 12 200 1904498 0.0045 #REF! 0.004578 3000 750 500 16 150 0.010718 #REF!

rh min fVs ada rh rh min < rh rv min rv rv min < rv

PROYEK : SHOWROOM GRESIK

PERHITUNGAN MOMEN NOMINAL PILE CAP

Type PILECAP BORE PILE 2 P 40 @ 35 TON

GAYA REAKSI BOREPILE : 40 tonJARAK AS KOLOM-AS BORE PILE: 0.6 mMOMEN ULTIMATE YG TERJADI : 36 tm



T = 643072 NCs = 308827 NCc = 12648 aa = 26.4266849 mm

Mn = 371075269 Nmm37108 kgm lebih besar dari M ultimate = 36000 kgm

DIPAKAI TUL. UTAMA D16 - 100 MM

Type PILECAP BORE PILE 3 P 40 @ 40 TON

GAYA REAKSI BOREPILE : 42.5 tonJARAK AS KOLOM-AS BORE PILE: 0.6 mMOMEN ULTIMATE YG TERJADI : 38.25 tm



T = 643072 NCs = 308827 NCc = 12648 aa = 26.4266849 mm



Type PILECAP BORE PILE 1 BP' @ 35 TON

GAYA REAKSI BOREPILE : 42.5 tonJARAK AS KOLOM-AS BORE PILE: 0.7 m ( jarak existing )MOMEN ULTIMATE YG TERJADI : 44.625 tm



T = 803840 NCs = 308827 NCc = 12648 aa = 39.1376273 mm



KONTROL PENULANGAN PILE CAP EXISTING

Data Pilecap existing :

Live Load Lt1 = 600 kg/2Live Load Lt Dasar = 600 kg/2 ( asumsi live load yang bekerja = 50% )

Beban : * aksial kolom ( b. lt 2 ) : = 25.00 ton* beban pelat lt 1 : ( 780*4.7*5.4 ) = 19.79 ton* bs pile cap : (0.5*1.1*0.4*2400)-(0.5*1.1*0.2*2400) = 0.26 ton

P total = 45.05 ton

M = (22525*0.35)-(1/8*(780*4.7)*2.7^2-(0.5*(0.5*0.2*2400)*0.55^2M = 6552 - 3340 - 36.3 = 3175.7 kgm

Mu = 1.5*3175.7 kgmMu = 4763.55 kgm

Rn = 1.4/fy

Rn = 1.4/400Rn = 1.32 0.0035 (menentukan)

m = fy/(0.85*fc')m = 400/(0.85*18.6)m = 25.3

1/m(1-V(1-2mRn/fy)1/25.3(1-V(1-2.25.3*1.32/400)0.00345

As perlu = 0.0035*500*300

As perlu = 525

Dipakai tul D13 ( as = 132.73mm2--------> Tulangan =pakai = 525/132.73= 3.95 ( 4D13)

Tulangan ada ( existing ) = 3D13

Kesimpulan : -Penulangan pilecap existing kurang memenuhi syarat

Mu/fb.d2 r min =

47635500/(0.8*500*3002) r min = r min =

r =r =r =

mm2

q all = q dyn/ SF

SF = 2.1

A. Pile Data : C1=L/E*Fwhere :

L = Length of Pile ( cm ) Grade Concrete Eb(t/cm2)F = Cross section Area ( cm2) K-100 220E = Modulus Elasticity (t/cm2) K-150 260E steel = Ee = 2100 t/cm2 K-250 300E concrete=Eb ( tabel ) K-350 340

K-450 370K-550 390

For Concrete Pile :F = Fb + m x FcFb = Cross section Aream = Fc/FbFc = Area of Reinforced Pile ( ignored, very small )

Driving Machine Data :A = R x h ( t.cm )R = Hammer weight (t)h = ramstroke (cm)

Err:522 h

q dyn = S/C1*(-1+V1+2C1xCA)

S2

EFFISIENSI PILE GROUPDaya Dukung Tiang = 37.5 ton

Type n - pile D ( m ) S ( m ) m n D/S arc tg(D/S) m-1 n-1 Eff P ijin Pijin X Eff( ton ) ( ton )

P1 1 0.25 0.75 - - 0.333333 18.43 - - 1.00 37.5 37.50P2 2 0.25 0.75 2 1 0.333333 18.43 1 0 0.90 75 67.32

P12 12 0.25 0.75 4 3 0.333333 18.43 3 2 0.78 450 351.00

Eff = 1- (arc tg (D/S)*((n-1).2+(m-1).2)/(90.m.n)) ( Converse - Labarre equation )

Keterangan :D : dimensi tiangS : jarak antar tiangm : jumlah baris tiang arah - xn : jumlah baris tiang arah - y

EFFISIENSI PILE GROUP

Type n - pile D ( m ) S ( m ) m n Eff

P2 2 0.2 0.8 2 1 1P3 3 0.2 0.8 - - 1P6 6 0.2 0.8 3 2 1

Ket :D : dimensi tiangS : jarak antar tiangm : jumlah baris tiang arah - xn : jumlah baris tiang arah - y

Eff = 2(m+n-2)S + 4D m.n.p.D

EFFISIENSI PILE GRUP

Type n-pile Lr Br Luas Kel qc fs.L Qfb Qcb Tahanan Eff( m ) ( m ) ( m 2 ) ( m ) t/m2 t/m ( ton ) ( ton ) ijin blok ijin tiang tunggal

( ton ) ( ton )

P2 2 0.80 1.50 1.20 4.60 57.5 25.8 119 69 188 46 1.0P3 3 1.39 1.50 1.31 5.16 57.5 25.8 133 75 208 69 1.0P6 6 2.30 1.50 3.45 7.60 57.5 25.8 196 198 394 138 1.0

Ket :

Tahanan Ijin Blok = Qcb + Qfb

Qcb : Luas x qc

Qfb : Keliling x L x fs

S tahanan

Eff = Tahanan Ijin Blok / S Tahanan Ijin Tiang Tunggal

KONTROL GESER PONS

Perumusan yang dipakai untuk kontrol geser pons :

tetapi tidak lebih dari :1/3Vfc'.bo.ddimana:

: rasio sisi panjang terhadap sisi pendek dari daerah beban terpusat atau reaksibo : keliling / perimeter penampang yang terdapat tegangan geser sehingga menurut

pasal 3.4.11.1.2 SKSNI T15-1991 boleh dianggap terletak pada jarak d/2 terhadap sisi kolomd : tebal effektif poer

Data pilecap existing :b = 500 mmh = 400 mmd = 300 mm

fc' = 18.6 Mpa ( mutu pengecoran lama K225 )

bo = 2*390+2*250+4*300bo = 2480 mm

250/3900.64

Vc1 = ( 1+2/0.64)*(1/6V18.6)*2480*300Vc1 = 2205.98 kN

Vc2 = 1/3V18.6*2480*300Vc2 = 1069.56 kN ( menentukan )

0.6*1069.56641 kN = 64.173 ton > Vu=36 ton

Kontrol Geser Pons ………………..( ok )

Vc = ( 1 + 2/bc).(1/6 V fc' ).bo.d

bc

bc =bc =

fVc =fVc =

Type fc' dimensi kolom d bo Vu( Mpa ) A ( mm ) B ( mm ) ( mm ) ( cm ) kN kN kN kN

P2 21 390 250 350 0.641026 2680 1771 860 860 200

keterangan:Vc1Vc2 : 1/3Vfc'.bo.d

bc fVc1 fVc2 fVc

: ( 1 + 2/bc).(1/6 V fc' ).bo.d

KONTROL GESER PONS

oknot

ok

fVc > Vu

KONTROL GESER PONS( blk-d )

Perumusan yang dipakai untuk kontrol geser pons :

tetapi tidak lebih dari :1/3Vfc'.bo.ddimana:

: rasio sisi panjang terhadap sisi pendek dari daerah beban terpusat atau reaksibo : keliling / perimeter penampang yang terdapat tegangan geser sehingga menurut

pasal 3.4.11.1.2 SKSNI T15-1991 boleh dianggap terletak pada jarak d/2 terhadap sisi kolomd : tebal effektif poer

Type fc' dimensi kolom d bo( Mpa ) A ( mm ) B ( mm ) ( mm ) ( cm ) kN kN

P2 25 370 370 492 1 3448 2545 1696

P3 20 370 370 492 1 2464 1626 1084

P4 20 370 370 592 1 2664 2116 1411

keterangan:Vc1Vc2 : 1/3Vfc'.bo.d

Vc = ( 1 + 2/bc).(1/6 V fc' ).bo.d

bc

bc fVc1 fVc2

: ( 1 + 2/bc).(1/6 V fc' ).bo.d

KONTROL GESER PONS

pasal 3.4.11.1.2 SKSNI T15-1991 boleh dianggap terletak pada jarak d/2 terhadap sisi kolom oknot

VukN kN

1696 671.33 ok

1084 811.97 ok

1411 863.86 ok

fVc fVc > Vu

PERHITUNGAN DAYA DUKUNG TIANG PANCANG

Proyek : KANWIL XII DJP Daya dukung ijin 1 tiang = 37500 kg

Type jumlah ukuran jarak jarak jarak jarak jarak jarak P Effisiensi P Ijin KetLokasi poer tiang tiang X1 X2 Y1 Y2 terjauh terjauh P total Mx My 1 Tiang Pile Grup 1 tiang( Axis ) pancang pancang (m) (m) (m) (m) X Y (kg) (kgm) (kgm) (kg) kg

A,4 P2 2.0 0.250 0.000 0.000 0.375 0.375 0.000 0.375 51292.4 296.0 0.0 26040.9 0.9 33750 ok

B,4 P3 3.0 0.250 0.375 0.375 0.200 0.450 0.375 0.450 81024.6 114.0 106.0 27331.1 0.85 31875 ok

I,1b P1 1.0 0.250 0.300 0.300 0.300 0.300 0.300 0.300 6359.7 172.0 67.0 6558.9 1 37500 ok

BEARING CAPACITY OF PILE PONDATIONCALCULATION

Soil Data : BH-1 ( STATION A AREA)

DEPTH N-SPT VALUE1.5 193 07 2

10 112 613 8

14.5 1816.5 3418 12

19.5 1121 14

22.5 2024 50 ( must be taken 40 )

N-SPT average = 14

Pile Data :

Size : cmLength : 24 m ( from existing ground level)

Bearing Capacity Calculation :

Q ult = 40.Nb.Ab + 0.2N ave.As ( Meyyerhof Formula )

Q all = (40.Nb.Ab + 0.2N ave.As)/SF

where :Nb = N-SPT value at bottompileAb = area of pile tip ( m2)N ave = N-SPT value average as long pileAs = are of pile shaft ( m2)SF = safety factor ( this case is taken 3 )Q all = allowable capacity of pileQ ult = ultimate pile capacity

Ab = 0.25*3.14*0.4*0.4 = 0.1256 m2As = 3.14*0.4*24 = 30.16 m2

Q ult = ( 40*40*0.1256)+(0.2*14*30.16) = 285.4 tonQ all = 285.4/3 = 95.13 ton

f 40

PERHITUNGAN DAYA DUKUNG PONDASI( MEYERHOF )

Section Pondasi L Ab As Nb 0.2N 40.Nb.Ab 0.2N.As P ult P allm m2 m2 <40 <10 ton ton ton ton

I 0.3 18 0.07065 16.96 40 0 113.04 0.00 113.04 37.68

II 0.3 19 0.07065 17.90 40 0 113.04 0.00 113.04 37.68

II 0.3 12 0.07065 11.30 40 0 113.04 0.00 113.04 37.68

Pult = 40.Nb.Ab + 0,2N.As

dimana : Ab = luas penampang dasar tiangAs = luas selimut tiangNb = nilai N-SPT pada dasar tiangN = nilai N-SPT rata2 sepanjang tiang

P all = P ult / SF ( diambil SF = 3 )

Dalam perhitungan daya dukung ini lekatan diabaikan

Section 1 : Multipurpose,Office,Canteen,ClassroomSection 2 : Power house,Guest House,GM houseSection 3 : Apartment, Trainee Dormitory

BLKG-89

PERHITUNGAN GAYA PONDASI ( CANTEEN & MUSHOLLA )

Daya dukung 1 tiang = 38000 kg ( BEBAN GRAVITASI ) Type jumlah ukuran jarak jarak jarak jarak jarak jarak P

Axis poer tiang tiang X1 X2 Y1 Y2 terjauh terjauh P* P dinding P total Mx My 1 TIANGpancang pancang (m) (m) (m) (m) X Y (kg) (kg) (kg) (kgm) (kgm) (kg)

A-10 P1 1.0 0.300 0.000 0.000 0.000 0.000 0.000 0.000 15691.0 5000.0 20691.0 0.0 0.0 20691.0

B-10 P2 2.0 0.300 0.000 0.000 0.450 0.000 0.000 0.450 26543.0 0.0 26543.0 23.0 191.0 13483.7

H-10 P1 1.0 0.300 0.000 0.000 0.000 0.000 0.000 0.000 9674.0 5000.0 14674.0 0.0 0.0 14674.0

Daya dukung 1 tiang = 57000 kg ( BEBAN GEMPA ) Type jumlah ukuran jarak jarak jarak jarak jarak jarak P

Axis poer tiang tiang X1 X2 Y1 Y2 terjauh terjauh P* P dinding P total Mx My 1 TIANGpancang pancang (m) (m) (m) (m) X Y (kg) (kg) (kg) (kgm) (kgm) (kg)

A-10 P1 1.0 0.300 0.000 0.000 0.000 0.000 0.000 0.000 16505.0 5000.0 21505.0 0.0 0.0 21505.0

B-10 P2 2.0 0.300 0.000 0.000 0.450 0.000 0.000 0.450 27000.0 0.0 27000.0 2299.0 5378.0 19475.6

H-10 P1 1.0 0.300 0.000 0.000 0.000 0.000 0.000 0.000 7295.0 5000.0 12295.0 0.0 0.0 12295.0

P* Aksial hasil output Etabs belum termasuk dinding lt bawah ( output terlampir )

Proyek : Ruko Pengampon PermaiBlok C

GAYA LATERAL TIANG

No. Type jumlah H H poer tiang ( kg ) 1 tiang

pancang ( kg )

502 P2 2.0 4297.0 2148.5

503 P3 3.0 3910.0 1303.3

51 P3 3.0 4290.0 1430.0

PERHITUNGAN DAYA DUKUNG TIANG PANCANG

Office Type n- pile P eff- pile Pall

kg kg

P3 3 70000 0.93 25090P5 5 99000 0.90 22000

factoryType n- pile P eff- pile Pall

kg kg

P2 ( tepi ) 2 25000 0.95 13158P2 ( tengah ) 2 18000 0.95 9474

P1 1 13000 1.00 13000

electric roomType n- pile P eff- pile Pall

kg kg

P2 2 35000 0.95 18421P3 3 60000 0.93 21505P4 4 77000 0.92 20924

Bending Moment of Pile

BH1 : Cu = 0.01 kg/cm2= 100 kg/m2

Cr = 0.5 x 100 kg/cm2= 50 kg/m2

F max = 1250 kgD = 0.4 m

F/Cr.D = 62.5

140e/D = 0

M = 140*Cr*D^2

M = 140*50*0.4^2

M = 1120 kgm

Mu = 1.5*1120

Mu = 1680 kgm

Mu = 1.680 tm < 10.6 tm ( ok )

from tabel = M/Cr.D2 =

Project : Buiding : Location :

TABEL PERHITUNGAN REAKSI KOLOM & JUMLAH TIANG PANCANG===================================================== PRELIMINARY BERDASARKAN TRIBUTARY AREA

= ====== = ===== = ===== = ======= = ===== = ===== = ======= = ===== = ===== =| | Basement | PH floor | Typical floor | Column | q = 1623 kg/m2 | q = 1113 kg/m2 | q = 1263 kg/m2| code | ----- - ----- - ------- | ----- -.----- - ------- | ----- - ----- -| | lx | ly | Pcolumn | lx | ly | Pcolumn | lx | ly || ====== = ===== = ===== = ======= = ===== = ===== = ======= | ===== = ===== =| | | | | | | | | || C100 | 6.0 | 8.0 | 77904 | 6.0 | 8.0 | 53424 | 6.0 | 8.0 || | | | | | | | | || C101 | 6.0 | 10.3 | 100301 | 6.0 | 10.0 | 66780 | 6.0 | 10.0 || | | | | | | | | || C121 | 8.0 | 10.3 | 133086 | 8.0 | 10.3 | 91266 | 8.0 | 10.3 || | | | | | | | | || | | | | | | | | |= ====== = ===== = ===== = ======= = ===== = ===== = ======= = ===== = ===== =

TABEL PERHITUNGAN REAKSI KOLOM & JUMLAH TIANG PANCANG===================================================== PRELIMINARY BERDASARKAN TRIBUTARY AREA

========= = ===== = ========= = ============ = ========= = ========= = Typical floor no. of| | | | |

kg/m2 storeys| special | | | |--------- - ----- | loading | TOTAL | Piling | Column BF |Pcolumn | n | | [kg] | | |

========= | ===== | ========= | ============ | ========= | ========= || | | | | |

53904 | 10 | 0 | 670,368.0 | 7.4 | 77.0 || | | | | |

67380 | 10 | 0 | 840,881.4 | 9.3 | 86.1 || | | | | |

92086 | 10 | 0 | 1,145,212.0 | 12.7 | 100.6 || | | | | || | | | | |

========= = ===== = ========= = ============ = ========= = ========= =

================ ======== ========= = ========= = ========= =| | | || | | |

Column 1st | Col.3rd | Col. 4st | Col. 5st | | | | |================ | ========= | ========= | ========= |

| | | |69.7 | 61.4 | 51.9 | 40.2 |

| 0.0 | 0.0 | 0.0 |77.9 | 68.7 | 58.0 | 45.0 |

| 0.0 | 0.0 | 0.0 |91.0 | 80.3 | 67.9 | 52.6 |

| | | || | | |

================ ======== = = =

= =

Project : PT YASUNAGA INDONESIA, CIKANDE - SERANG Client : KUMAGAII KADII JOINT OPERATION

PERHITUNGAN DAYA DUKUNG PONDASI STRAUSS

No. Diameter Panjang penamp. SPT end Daya dukung SPT rata2 selimut Daya dukung Daya dukung Safety Daya Dukung

Strauss Ab Nb Pend Navg As Pskin Pultimate SF P ijin(m) (m) (m2) ( ton ) (m2) ( ton ) ( ton )

BORE HOLE B3

1 0.3 3 0.07065 7 19.782 6.66667 2.826 3.768 23.55 3 7.85

2 0.3 4 0.07065 8 22.608 7 3.768 5.2752 27.8832 3 9.2944

1 0.3 3 0.07065 25 70.65 25 2.826 14.13 84.78 3 28.26

Project : Rumah Tinggal Jalan Raffles Garden Blok TB 9 - 5

safety factor end bearing : 3safety factor friction : 6

PERHITUNGAN DAYA DUKUNG PONDASI TIANG No. dimensi Panjang penamp. qc Daya dukung JHP selimut Daya dukung Daya Dukung

Ab qonus As Pskin P ijin(m) (m) (m2) ( ton ) (m2) ( ton )

berdasarkan S11 0.25 6 0.0491 16 2.617 300 0.785 3.925 6.5422 0.25 7 0.0491 22 3.598 380 0.785 4.972 8.5705 0.25 10 0.0491 40 6.542 1000 0.785 13.083 19.625

PROYEK : GEDUNG CRITICAL & MEDICAL CENTER, RSUD DOK II, JAYAPURAGEDUNG : BLOK E

PERHITUNGAN PONDASI

PERUMUSAN : MEMAKAI METODA MEYERHOF

FORMULA : Pult = 40.Nb.Ab + 0,2.Navg. As

Pijin = Pult / SF

dimana :

Pult = Daya Dukung Batas Pondasi Borepile ( ton )Nb = Nilai N-SPT pada elevasi dasar tiang Ab = Luas penampang dasar tiang ( m2 )Navg = Nilai N-SPT rata-rataAs = Luas selimut tiang ( m2 )Nilai batas untuk Nb = 40 dan nilai batas untuk 0,2 Navg = 10 ton/m2SF = SAFE FACTOR ( DIAMBIL= 4 )

PERHITUNGAN DAYA DUKUNG PONDASI BOREPILE No. Diameter Panjang penamp. Daya dukung selimut Daya dukung Daya Dukung

Ab Nb end bearing Navg As Pskin P ijin(m) (m) (m2) ( ton ) (m2) ( ton )

berdasarkan borehole 1 :

1 0.8 6 0.5024 40 803.840 26.8 15.072 80.786 221.156

berdasarkan borehole 2 :

1 0.8 7 0.5024 40 803.840 17.8 17.584 62.599 216.610

PERHITUNGAN DAYA DUKUNG TIANG PANCANG HASIL KALENDERING( RUMUS HILEY )

Data Alat Pancang :Jenis : Drop hammer Berat Hammer : 1.9 ton

Effisiensi Hammer : 0.6

Data Tiang Pancang : Dimensi tiang : 20 x 20 cm2Luas tiang : 0.04 m2Kedalaman tiang : 11 mkoefisien restitusi (n) : 0.5Berat total tiang : 1.056 tonEffisiensi pukulan : 0.732

Ram ( cm ) 20 30 40 50 60 70 80 90 100 110 120 130stroke (inch) 7.874 11.811 15.748 19.685 23.622 27.559 31.496 35.433 39.370 43.307 47.244 51.181

s/blow+c/2 DRIVING RESISTANCE/ DAYA DUKUNG ULTIMATE

( cm) ( inch) ( ton ) ( ton ) ( ton ) ( ton ) ( ton ) ( ton ) ( ton ) ( ton ) ( ton ) ( ton ) ( ton ) ( ton )0.1 0.039 166.9 250.4 333.8 417.3 500.7 584.2 667.6 751.1 834.6 918.0 1001.5 1084.90.2 0.079 83.5 125.2 166.9 208.6 250.4 292.1 333.8 375.6 417.3 459.0 500.7 542.50.3 0.118 55.6 83.5 111.3 139.1 166.9 194.7 222.5 250.4 278.2 306.0 333.8 361.60.4 0.157 41.7 62.6 83.5 104.3 125.2 146.0 166.9 187.8 208.6 229.5 250.4 271.20.5 0.197 33.4 50.1 66.8 83.5 100.1 116.8 133.5 150.2 166.9 183.6 200.3 217.00.6 0.236 27.8 41.7 55.6 69.5 83.5 97.4 111.3 125.2 139.1 153.0 166.9 180.80.7 0.276 23.8 35.8 47.7 59.6 71.5 83.5 95.4 107.3 119.2 131.1 143.1 155.00.8 0.315 20.9 31.3 41.7 52.2 62.6 73.0 83.5 93.9 104.3 114.8 125.2 135.60.9 0.354 18.5 27.8 37.1 46.4 55.6 64.9 74.2 83.5 92.7 102.0 111.3 120.51 0.394 16.7 25.0 33.4 41.7 50.1 58.4 66.8 75.1 83.5 91.8 100.1 108.5

1.1 0.433 15.2 22.8 30.3 37.9 45.5 53.1 60.7 68.3 75.9 83.5 91.0 98.61.2 0.472 13.9 20.9 27.8 34.8 41.7 48.7 55.6 62.6 69.5 76.5 83.5 90.41.3 0.512 12.8 19.3 25.7 32.1 38.5 44.9 51.4 57.8 64.2 70.6 77.0 83.51.4 0.551 11.9 17.9 23.8 29.8 35.8 41.7 47.7 53.7 59.6 65.6 71.5 77.51.5 0.591 11.1 16.7 22.3 27.8 33.4 38.9 44.5 50.1 55.6 61.2 66.8 72.31.6 0.630 10.4 15.6 20.9 26.1 31.3 36.5 41.7 46.9 52.2 57.4 62.6 67.81.7 0.669 9.8 14.7 19.6 24.5 29.5 34.4 39.3 44.2 49.1 54.0 58.9 63.81.8 0.709 9.3 13.9 18.5 23.2 27.8 32.5 37.1 41.7 46.4 51.0 55.6 60.31.9 0.748 8.8 13.2 17.6 22.0 26.4 30.7 35.1 39.5 43.9 48.3 52.7 57.12 0.787 8.3 12.5 16.7 20.9 25.0 29.2 33.4 37.6 41.7 45.9 50.1 54.2

2.1 0.827 7.9 11.9 15.9 19.9 23.8 27.8 31.8 35.8 39.7 43.7 47.7 51.72.2 0.866 7.6 11.4 15.2 19.0 22.8 26.6 30.3 34.1 37.9 41.7 45.5 49.32.3 0.906 7.3 10.9 14.5 18.1 21.8 25.4 29.0 32.7 36.3 39.9 43.5 47.22.4 0.945 7.0 10.4 13.9 17.4 20.9 24.3 27.8 31.3 34.8 38.3 41.7 45.22.5 0.984 6.7 10.0 13.4 16.7 20.0 23.4 26.7 30.0 33.4 36.7 40.1 43.42.6 1.024 6.4 9.6 12.8 16.0 19.3 22.5 25.7 28.9 32.1 35.3 38.5 41.72.7 1.063 6.2 9.3 12.4 15.5 18.5 21.6 24.7 27.8 30.9 34.0 37.1 40.22.8 1.102 6.0 8.9 11.9 14.9 17.9 20.9 23.8 26.8 29.8 32.8 35.8 38.72.9 1.142 5.8 8.6 11.5 14.4 17.3 20.1 23.0 25.9 28.8 31.7 34.5 37.43 1.181 5.6 8.3 11.1 13.9 16.7 19.5 22.3 25.0 27.8 30.6 33.4 36.2

3.1 1.220 5.4 8.1 10.8 13.5 16.2 18.8 21.5 24.2 26.9 29.6 32.3 35.03.2 1.260 5.2 7.8 10.4 13.0 15.6 18.3 20.9 23.5 26.1 28.7 31.3 33.93.3 1.299 5.1 7.6 10.1 12.6 15.2 17.7 20.2 22.8 25.3 27.8 30.3 32.93.4 1.339 4.9 7.4 9.8 12.3 14.7 17.2 19.6 22.1 24.5 27.0 29.5 31.93.5 1.378 4.8 7.2 9.5 11.9 14.3 16.7 19.1 21.5 23.8 26.2 28.6 31.03.6 1.417 4.6 7.0 9.3 11.6 13.9 16.2 18.5 20.9 23.2 25.5 27.8 30.13.7 1.457 4.5 6.8 9.0 11.3 13.5 15.8 18.0 20.3 22.6 24.8 27.1 29.33.8 1.496 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0 24.2 26.4 28.63.9 1.535 4.3 6.4 8.6 10.7 12.8 15.0 17.1 19.3 21.4 23.5 25.7 27.84 1.575 4.2 6.3 8.3 10.4 12.5 14.6 16.7 18.8 20.9 23.0 25.0 27.1

4.1 1.614 4.1 6.1 8.1 10.2 12.2 14.2 16.3 18.3 20.4 22.4 24.4 26.54.2 1.654 4.0 6.0 7.9 9.9 11.9 13.9 15.9 17.9 19.9 21.9 23.8 25.84.3 1.693 3.9 5.8 7.8 9.7 11.6 13.6 15.5 17.5 19.4 21.3 23.3 25.24.4 1.732 3.8 5.7 7.6 9.5 11.4 13.3 15.2 17.1 19.0 20.9 22.8 24.74.5 1.772 3.7 5.6 7.4 9.3 11.1 13.0 14.8 16.7 18.5 20.4 22.3 24.14.6 1.811 3.6 5.4 7.3 9.1 10.9 12.7 14.5 16.3 18.1 20.0 21.8 23.64.7 1.850 3.6 5.3 7.1 8.9 10.7 12.4 14.2 16.0 17.8 19.5 21.3 23.14.8 1.890 3.5 5.2 7.0 8.7 10.4 12.2 13.9 15.6 17.4 19.1 20.9 22.64.9 1.929 3.4 5.1 6.8 8.5 10.2 11.9 13.6 15.3 17.0 18.7 20.4 22.15 1.969 3.3 5.0 6.7 8.3 10.0 11.7 13.4 15.0 16.7 18.4 20.0 21.7

PERHITUNGAN GESER TIANG PANCANG

Mutu Beton : K250Sengkang :Tul utama : D22Decking : 35 mmd : 246 mm

Kuat geser beton :

1. Untuk komponen yang dibebani aksial tekan : SKSNI 3.4.3-1.2

Vc = (1 +Nu/14.Ag).(Vfc'/6).bw.d

2. Untuk komponen yang dibebani aksial tarik : SKSNI 3.4.3-1.3

Vc = 0

Karena Nu = 0, maka untuk mutu beton K250 :

Vc = 1/6(vfc')bw.d

Vc = 1/6*V21.300.246

Vc = 56365 N = 5636 kg

Vs = Av.fy.d/s

Vs = 59353 N = 5935 kg

f8-100

Vu = fVn

Vu = fVc + fVs

Vs = 2.0,25.p.8.8.240.246/100

fVn = 0,6*5636 + 0,6*5935 = 6943 kg

Daya dukung pondasi berdasrakan Kalendering

Pile = 0.4 m W = 3.5 tonPi = 199 kg/m H = 176.6 cm

No Pile L ( m ) P ( ton ) S ( cm ) K ( cm ) R ( ton ) P kerja Ket( ton )

1 36.5 7.2635 0.25 2.5 48.72 20 ok2 37 7.363 0.25 1.3 85.66 24 ok

61 36.25 7.21375 0.24 1.2 93.48 27 ok

GAYA GESER DASAR & GESER TINGKATLOCKER

A. METODE STATIK EKIVALEN( Arah - X )

JUMLAH LANTAI = 2PERIODE BANGUNAN = 0.86KOEFISIEN GEMPA DASAR = 0.05FAKTOR KEUTAMAAN = 1TIPE STRUKTUR = 1

234205 kg1237040 kgm

GAYA GESER DASAR = 11710.25 kg0.9*GAYA GESER DASAR = 10539.225 kg

LANTAI TINGGI LANTAI ( hi ) BERAT LANTAI ( Wi ) Wi x hi Fi F Kumulatifm kg kg.m kg kg

ATAP 8 75055 600440 5115.58 5115.58LT1 4 159150 636600 5423.65 10539.22

A. METODE STATIK EKIVALEN( Arah - Y )

JUMLAH LANTAI = 2PERIODE BANGUNAN = 0.91KOEFISIEN GEMPA DASAR = 0.05FAKTOR KEUTAMAAN = 1TIPE STRUKTUR = 1

234205 kg1237040 kgm

GAYA GESER DASAR = 11710.25 kg0.9*GAYA GESER DASAR = 10539.225 kg

LANTAI TINGGI LANTAI ( hi ) BERAT LANTAI ( Wi ) Wi x hi Fi F Kumulatifm kg kg.m kg kg

ATAP 8 75055 600440 5115.58 5115.58LT1 4 159150 636600 5423.65 10539.22

S Wi =S Wi x hi =

S Wi =S Wi x hi =

IV. PERHITUNGAN GAYA LATERAL

DATA GEMPA : WG 6, pakai SNI 1726 gambar 2, Tanah LunakFaktor keutamaan (I) : 1Nilai R : untuk arah U-S, Sistem Ganda ( SG ) : 8.5 untuk arah B-T, Sistem Ganda ( SG ) : 8.5

BEBAN TINGKAT LANTAILantai Balok Plat Reduksi 30% Komponen Vertikal Jumlah

Tingkat ( N ) ( N ) B Hidup ( N ) ( N )

8 2973600 2891700 283500 2021880 81706807 2973600 3316950 708750 2077320 90766206 2973600 3316950 708750 2077320 90766205 2973600 3316950 708750 2077320 90766204 2973600 3316950 708750 2077320 90766203 2973600 3316950 708750 2077320 90766202 2973600 3316950 708750 2077320 90766201 2973600 3316950 708750 2298120 9297420

Jumlah ( W) : 71927820

WAKTU GETAR ALAMI ( T ) EMPIRIS

Rumus T Empiris pakai Method A dari UBC 1997 section 1630.2.2Tinggi gedung ( hn) = 29 m

Cc = 0.0488 T = 0.610 detik

Cc = 0.0488 T = 0.610 detik

Kontrol Pembatasan T sesuai Ps. 5.6z = 0.15

n = 8n = 1.2 detik > T empiris ( OK )

PERHITUNGAN GAYA GESER DASAR (V)WG 6, Tanah Lunak dari gbr 2 SNI 1726 diperoleh :

Arah U-S : 0.61 0.95

Arah B-T : 0.61 0.95

Gaya Geser Dasar :

Arah U-S ……………. 8038991.6 N R

Gaya Geser Dasar :

Pada arah U-S untuk SG……T=Cc*(hn)3/4 =

Pada arah B-T untuk SG……T=Cc*(hn)3/4 =

z x n =

T1 = C1 =

T1 = C1 =

V = C 1x I x W =

Arah B-T ……………. 8038991.6 N R

DISTRIBUSI GAYA GESER TINGKAT ( Fi )

Gaya Fi dan Vi untuk Arah U-STingkat Tinggi Berat Tingkat Wi.hi Gaya Fi Gaya geser Vi

( m) ( N ) ( N.m) (N) ( N )

LT-8 29 8170680 236949720 1599374.76 1599374.76LT-7 25.5 9076620 231453810 1562278.20 3161652.96LT-6 22 9076620 199685640 1347847.86 4509500.82LT-5 18.5 9076620 167917470 1133417.52 5642918.34LT-4 15 9076620 136149300 918987.18 6561905.51LT-3 11.5 9076620 104381130 704556.84 7266462.35LT-2 8 9076620 72612960 490126.49 7756588.84LT-1 4.5 9297420 41838390 282402.80 8038991.65

Jumlah 71927820 1190988420

Gaya Fi dan Vi untuk Arah B-TTingkat Tinggi Berat Tingkat Wi.hi Gaya Fi Gaya geser Vi

( m) ( N ) ( N.m) (N) ( N )

LT-8 29 8170680 236949720 1599374.76 1599374.76LT-7 25.5 9076620 231453810 1562278.20 3161652.96LT-6 22 9076620 199685640 1347847.86 4509500.82LT-5 18.5 9076620 167917470 1133417.52 5642918.34LT-4 15 9076620 136149300 918987.18 6561905.51LT-3 11.5 9076620 104381130 704556.84 7266462.35LT-2 8 9076620 72612960 490126.49 7756588.84LT-1 4.5 9297420 41838390 282402.80 8038991.65

Jumlah 71927820 1190988420

V = C 1x I x W =

IV. PERHITUNGAN GAYA LATERAL

PERHITUNGAN GAYA LATERAL

1. BEBAN RENCANA

PERENCANAANPERENCANAANPERENCANAANPLAT PORTAL GEMPAkg/m2 kg/m2 kg/m2

BEBAN MATI

Slab self-weight t= 120 288.00 288.00 288.00

Finishing,ceiling 110.00 110.00 110.00

BEBAN HIDUP 250.00 187.50 75.00

TOTAL LOAD 648 585.5 473


A. BERAT LANTAI

LANTAI BERAT ( KG )

ATAP 165539.79 5TH 699083.19 4TH 1098799.07 3RD 1439006.60 2ND 1499221.62 1ST 1312481.43 GRD 2054554.32

TOTAL 2054554.32

B. GAYA GEMPA DASAR ( V )

JUMLAH LANTAI = 7FAKTOR KEUTAMAAN STRUKTUR ( I ) = 1FAKTOR TYPE STRUKTUR ( K ) = 1BERAT TOTAL ( Wt ) = 2054554.32 kg

V = C X I X K X Wt

ARAH - XPERIODE GETAR BANGUNAN - X = 1.930 KOEFISIEN GEMPA DASAR ( C ) = 0.030 GAYA GEMPA DASAR ( V ) = 61636.63 kgREDUKSI 10% ( 0.9 V ) = 55472.97 kg

ARAH - YPERIODE GETAR BANGUNAN - Y = 1.860 KOEFISIEN GEMPA DASAR ( C ) = 0.030 GAYA GEMPA DASAR ( V ) = 61636.63 kgREDUKSI 10% ( 0.9 V ) = 55472.97 kg

C. GAYA GESER TINGKAT RENCANA

LANTAI ARAH - X ARAH - Y

GEMPA GEMPA GEMPA GEMPA DINAMIS STATIK DINAMIS STATIK

ATAP 8030.00 2186.22 8286.00 2504.94 5TH 30449.00 8289.92 29128.00 8805.68 4TH 38525.00 10488.66 35897.00 10852.02

3RD 40345.00 10984.17 35354.00 10687.87 2ND 34127.00 9291.28 29052.00 8782.71 1ST 24971.00 6798.50 20970.00 6339.44 GRD 27306.00 7434.22 24810.00 7500.31

TOTAL 203753.00 55472.97 183497.00 55472.97

B. ANALISA DINAMIK( STAFF APARTMENT - A )

Lantai Geser Tingkat Geser Tingkat Geser Tingkat Rencana Geser Tingkat Beban Gempa ( Fi )Analisa Dinamik dengan Faktor Koreksi 0.9 * V ( Final ) ( Final )

kg kg kg kg kgX - dir Y - dir X - dir Y - dir X - dir Y - dir X - dir Y - dir X - dir Y - dir

ROOF 10839 10577 10839 11391 8385 8385 10839 11391 10839 113911ST-FL 48674 41012 48674 44169 44169 44169 48674 44169 37835 32778

Faktor Koreksi : Gaya Geser Dasar Analisa Statik = 44169 = 0.91 dipakai 1( X - dir ) Gaya Geser Dasar Analisa Dinamik 48674

Faktor Koreksi : Gaya Geser Dasar Analisa Statik = 44169 = 1.08( Y - dir ) Gaya Geser Dasar Analisa Dinamik 41012


1. BEBAN RENCANA

PERENCANAANPERENCANAANPERENCANAANPLAT PORTAL GEMPAkg/m2 kg/m2 kg/m2

BEBAN MATI

Slab self-weight t= 120 288.00 288.00 288.00

Finishing,ceiling 110.00 110.00 110.00

BEBAN HIDUP 250.00 187.50 75.00

TOTAL LOAD 648 585.5 473

PERHITUNGAN GAYA LATERAL( BAGIAN 2 )

A. BERAT LANTAI

LANTAI BERAT ( KG )

LT-8 1632823.40 LT-7 1748198.72 LT-6 1748198.72 LT-5 1748208.54 LT-4 1716339.23 LT-3 1716339.23 LT-2 1697906.66

TOTAL 12008014.52

B. GAYA GEMPA DASAR ( V )

JUMLAH LANTAI = 7FAKTOR KEUTAMAAN STRUKTUR ( I ) = 1FAKTOR TYPE STRUKTUR ( K ) = 1BERAT TOTAL ( Wt ) = 12008014.52 kg

V = C X I X K X Wt

ARAH - XPERIODE GETAR BANGUNAN - X = 1.187 KOEFISIEN GEMPA DASAR ( C ) = 0.045 GAYA GEMPA DASAR ( V ) = 540360.65 kgREDUKSI 10% ( 0.9 V ) = 486324.59 kg

ARAH - YPERIODE GETAR BANGUNAN - Y = 1.202 KOEFISIEN GEMPA DASAR ( C ) = 0.045 GAYA GEMPA DASAR ( V ) = 540360.65 kgREDUKSI 10% ( 0.9 V ) = 486324.59 kg

C. GAYA GESER TINGKAT RENCANA

LANTAI ARAH - X ARAH - Y

GEMPA GEMPA GEMPA GEMPA DINAMIS STATIK DINAMIS STATIK

LT-8 102943.00 97202.41 103478.00 97847.02 LT-7 97909.00 92449.13 97590.00 92279.43 LT-6 88569.00 83629.97 87992.00 83203.72 LT-5 78354.00 73984.61 77815.00 73580.53 LT-4 65599.00 61940.89 65445.00 61883.67 LT-3 52571.00 49639.39 52790.00 49917.32 LT-2 29101.00 27478.19 29202.00 27612.91

TOTAL 515046.00 486324.59 514312.00 486324.59

KONTROL DRIFT RATIO & DISPLACEMENT

DRIFT RATIO Lantai Drift Ratio Drift Ratio Drift Ratio Drift Control

x Faktor koreksi IjinX - dir Y - dir X - dir Y - dir X - dir Y - dir

ROOF 0.00045 0.00029 0.000450 0.000312 0.00500 ok ok1ST-FL 0.00199 0.0006 0.001990 0.000646 0.00500 ok ok

DISPLACEMENTLantai Displacement Displacement Tinggi Lantai Displacement Displacement

x Factor koreksi m IjinX - dir Y - dir X - dir Y - dir X - dir Y - dir

ROOF 0.00980 0.00360 0.00980 0.00388 4 0.02000 ok ok1ST-FL 0.00800 0.00240 0.00800 0.00258 4 0.02000 ok ok

Faktor Koreksi : Gaya Geser Dasar Analisa Statik = 44169 = 1.00( X - dir ) Gaya Geser Dasar Analisa Dinamik 48674 ( harus > 1)

Faktor Koreksi : Gaya Geser Dasar Analisa Statik = 44169 = 1.08( Y - dir ) Gaya Geser Dasar Analisa Dinamik 41012

( harus > 1)

SIMPANGAN TINGKAT & DRIFT RATIO

DRIFT RATIO Lantai Drift Ratio Drift Ratio Drift Ratio Kontrol Drift

x Faktor Koreksi Ijinarah - X arah - Y arah - X arah - Y arah - X arah - Y

ATAP 0.00034 0.00036 0.00036 0.00038 0.005 ok okLT2 0.00038 0.00046 0.00041 0.00049 0.005 ok okLT1 0.00033 0.00038 0.00035 0.00041 0.005 ok ok

Faktor Koreksi : Gaya Geser Dasar Statik = 22500 = 1.07( arah - x ) Gaya Geser Dasar Dinamis 20978

Faktor Koreksi : Gaya Geser Dasar Statik = 22500 = 1.07( arah - y ) Gaya Geser Dasar Dinamis 21073

SIMPANGAN TINGKATLantai Simpangan Simpangan Tinggi Lantai Simpangan Simpangan

x Faktor Koreksi m Ijinarah - X arah - Y arah - X arah - Y arah - X arah - Y

ATAP 0.00410 0.00470 0.00440 0.00502 12.000000 0.060 ok okLT2 0.00280 0.00330 0.00300 0.00352 8.000000 0.040 ok okLT1 0.00130 0.00150 0.00139 0.00160 4.000000 0.020 ok ok

Faktor Koreksi : Gaya Geser Dasar Statik = 22500 = 1.07( arah - x ) Gaya Geser Dasar Dinamis 20978

Faktor Koreksi : Gaya Geser Dasar Statik = 22500 = 1.07( arah - y ) Gaya Geser Dasar Dinamis 21073

EKSENTRISITAS

POSISI BEBAN

es

I GL1L2

ebAebB

TITIK REFERENSI

ebA = es - 0.05bebB = 1.5es + 0.05b

DIMANA : G = PUSAT MASSAI = PUSAT KEKAKUANes = JARAK EKSENTRISITASb = LEBAR BANGUNAN

a. ARAH - XLANTAI b G I es ebA ebB L1 L2

( m ) ( m ) ( m ) ( m ) ( m ) ( m ) ( m ) ( m )

ATAP 15.3 7.502 7.510 -0.01 -0.77 0.75 6.74 8.26LT2 15.3 7.627 7.500 0.13 -0.64 0.96 6.86 8.46LT1 15.3 7.646 7.492 0.15 -0.61 1.00 6.88 8.49

b. ARAH - YLANTAI b G I es ebA ebB L1 L2

( m ) ( m ) ( m ) ( m ) ( m ) ( m ) ( m ) ( m )

ATAP 9.47 5.000 4.993 0.01 -0.47 0.48 4.53 5.48LT2 9.47 4.944 4.991 -0.05 -0.52 0.40 4.47 5.39LT1 9.47 4.926 4.995 -0.07 -0.54 0.37 4.45 5.37

Project : SURABAYA CONSULATE GENERAL OFFICELokation : SURABAYA

DRIFT RATIO CONTROL

Story Drift Ratio Drift Ratio Drift Ratio Drift Controlx Corection Factor Allowable

X - dir Y - dir X - dir Y - dir X - dir Y - dir

Roof 0.0078 0.00028 0.011188 0.000487 0.005 ok ok4th 0.00088 0.00038 0.001262 0.000661 0.005 ok ok1st 0.00013 0.00005 0.000186 0.000087 0.005 ok ok

Corection Factor : Base Shear Static Analysis = 414756.9 = 1.43( X - dir ) Base Shear Dynamic Analysis 289162

Corection Factor : Base Shear Static Analysis = 414756.9 = 1.74( Y - dir ) Base Shear Dynamic Analysis 238336

LATERAL DISPLACEMENTS AND INTERSTORY DRIFTS

Drifts max = 0.02 x 4 = 0.08m

Gempa Arah - X Gempa Arah - YLANTAI Drifts Drifts Drifts Drifts

( m ) ( m ) ( m ) ( m ) ( m ) ( m ) ( m ) ( m )LT ATAP 0.0611 0.001800 0.1796 0.005292 0.0618 0.002100 0.18169 0.006174

LT10 0.0593 0.003000 0.1743 0.008820 0.0597 0.003400 0.17552 0.009996LT9 0.0563 0.050800 0.1655 0.149352 0.0563 0.051000 0.16552 0.149940LT2 0.0055 0.005500 0.0162 0.016170 0.0053 0.005300 0.01558 0.015582

Dm = 0.7RDs

Ds Dm Ds Dm

STOREY EXIST BRACE S.WALL1 79.253 81.201 83.2872 73.549 75.316 77.1083 64.089 65.305 66.7754 50.046 50.535 51.6045 29.315 29.1 29.548

1 1.5 2 2.5 3 3.5 4 4.5 5

015

3045

6075

90

EXISTBRACES.WALL

STOREYS

HE

AR

ST

OR

EY

FO

RC

Eto

n

1 1.5 2 2.5 3 3.5 4 4.5 5

015

3045

6075

90

EXISTBRACES.WALL

STOREY

SH

EA

R S

TO

RE

Y F

OR

CE

ton

STOREY EXIST BRACE S.WALL1 1070 1090 11202 840 855 8743 560 566 5784 312 313 3195 116 115 117

1 1.5 2 2.5 3 3.5 4 4.5 5

0250

500750

1000

EXISTBRACES.WALL

STOREY

OV

ER

TU

RN

ING

MO

ME

Nt.m

.

1 1.5 2 2.5 3 3.5 4 4.5 5

0250

500750

1000

EXISTBRACES.WALL

STOREY

OV

ER

TU

RN

ING

MO

ME

Nt.m

.

STOREY EXIST BRACE S.WALL1 0.0019 0.001 0.00092 0.0024 0.0014 0.00123 0.0026 0.0013 0.00114 0.0026 0.0012 0.0015 0.0023 0.001 0.0009

1 1.5 2 2.5 3 3.5 4 4.5 5

00.001

0.0020.003

0.0040.005 EXIST

BRACES.WALL

STOREY

storey d

eform

ation

ang

lerad

1 1.5 2 2.5 3 3.5 4 4.5 5

00.001

0.0020.003

0.0040.005 EXIST

BRACES.WALL

STOREY

storey d

eform

ation

ang

lerad

TEGANGAN PONDASI PLAT SETEMPAT

NO KOLOM Aksial Kolom Aksial Kolom Ukuran Pondasi Luas Pondasi Tegangan Pondasi( output ETABS ) ( 0.80 X OUTPUT ETABS ) L ( m ) B ( m ) m2 kg/m2

1 25553 20442.4 2 2 4 5110.602 43054 34443.20 2 2.3 4.6 7487.6530 21632 17305.60 1.6 1.6 2.56 6760.00

BAB IXPERHITUNGAN PONDASI

Jenis Pondasi : Plat lajur

Lebar Pondasi : 0.6,0.7,1 m

Daya Dukung : 2500 kg/m2 ( asumsi tanah sedang )

Perhitungan Momen Pondasi Lajur :

a. Lebar 0.6 m :Mu = 1/2*2500*0.3^2*1.5Mu = 169 kgm

b. Lebar 0.7 m :Mu = 1/2*2500*0.35^2*1.5Mu = 230 kgm

c. Lebar 1 m (tengah) :Mu = 1/2*2500*0.5^2*1.5Mu = 469 kgm

d. Lebar 1 m (tepi) :Mu = 1/2*2500*1^2*1.5Mu = 1875 kgm

PERHITUNGAN PONDASI PELAT LAJUR

Type pelat lajur lebar 1.500 m [ simetris, tumpuan tengah ]

Tegangan tanah yang terjadi = 3500 kg/m2Lebar kantilever pelat = 0.75 mMomen yang tejadi = 984.375 kgmMomen ultimate = 1476.563 kgm


Tul tarik : 10 As : 785 mm2Tultekan : 0 As' : 0 mm2

T = 188400 NCs = 0 NCc = 12750 aa = 14.7764706 mm

Mn = 18390056 Nmm 1839 kgm > 1476.563 kgm [ O.K ]

JADI DIPAKAI TULANGAN UTAMA DIAMETER 10 mm JARAK 100 mm

Type pelat lajur lebar 1.200 m [ simetris, tumpuan tengah ]

Tegangan tanah yang terjadi = 3500 kg/m2Lebar kantilever pelat = 0.6 mMomen yang tejadi = 630 kgmMomen ultimate = 945 kgm


Tul tarik : 6 As : 471 mm2Tultekan : 0 As' : 0 mm2

T = 113040 NCs = 0 NCc = 12750 aa = 8.86588235 mm

Mn = 11368100 Nmm 1137 kgm > 945 kgm [ O.K ]

JADI DIPAKAI TULANGAN UTAMA DIAMETER 10 mm JARAK 150 mm

PROYEK : JEMBATAN WISATA BUKIT EMAS

PERHITUNGAN DINDING PENAHAN

GAYA GULING :

A. AKIBAT TEKANAN TANAH :

TINGGI : 2.5 meterkedalaman dasar pondasi : 0 meterBerat Jenis Tanah : 1800 kg/m3Ka : 0.333

Gaya Tekan ( 1 ) = 1873.13 kgTinggi Guling (1 ) = 0.83333 meterMomen Guling (1 ) = 1560.94 kg-m

Gaya Tekan ( 2 ) = 0 kgTinggi Guling (2 ) = 0 meterMomen Guling (2 ) = 0 kg-m

B. AKIBAT TEKANAN AIR

TINGGI : 2.5 meterkedalaman dasar pondasi : 0 meterBerat Jenis Air : 1000 kg/m3

Gaya Tekan ( 3 ) = 3125 kgTinggi Guling (3 ) = 0.83333 meterGaya Guling (3 ) = 2604.17 kg-m

Gaya Tekan ( 4 ) = 0 kgTinggi Guling ( 4 ) = 0 meterMomen Guling ( 4 ) = 0 kg-m

C. AKIBAT BEBAN DIATAS TANAH --------> TIDAK ADA

TINGGI : 2.5 meterkedalaman dasar pondasi : 0 meterBerat Jenis Tanah : 1800 kg/m3Ka : 0.333BEBAN DIATAS TANAH : 1080 kg/m2


Gaya Tekan ( 2 ) = 0 kgTinggi Guling (2 ) = 0 meterMomen Guling (2 ) = 0 kg-m

TOTAL MOMEN GULING = 1560.94 + 0 + 2604.167 + 0 +

= 6038.23 kgm

Fy : 400 Mpa cover : 70 mm d' 86.5 mmFc' : 18.6 Mpa b : 1000 mmTul utama : 13 mm h : 300 mmSengkang : 10 mm d : 204 mm


T = 424528 NCs = 203874 NCc = 15810 aa = 13.95659 mm

Mn 67428801 Nmm6743 kgm > 6038.23 kgm [ ok ]

Dipakai tulangan D-13 jarak 12.5 cm

1873.125

PERHITUNGAN DINDING PENAHAN

KONDISI :

- BEBAN AIR TIDAK ADA - ADA BEBAN KENDARAAN DI ENTRANCE

GAYA GULING :


TINGGI : 3 meterkedalaman dasar pondasi : 1.5 meterBerat Jenis Tanah : 1800 kg/m3

Gaya Tekan ( 1 ) = 2700 kgTinggi Guling (1 ) = 2.5 meterMomen Guling (1 ) = 6750 kg-m

Gaya Tekan ( 2 ) = 2700 kgTinggi Guling (2 ) = 0.75 meterMomen Guling (2 ) = 2025 kg-m


TINGGI : 0 meterkedalaman dasar pondasi : 0.6 meterBerat Jenis Air : 1000 kg/m3

Gaya Tekan ( 3 ) = 0 kgTinggi Guling (3 ) = 0.6 meterGaya Guling (3 ) = 0 kg-m

Gaya Tekan ( 4 ) = 0 kgTinggi Guling ( 4 ) = 0.3 meterMomen Guling ( 4 ) = 0 kg-m

C. AKIBAT BEBAN KENDARAAN

TINGGI : 4.5 meterkedalaman dasar pondasi : 0 meterBeban Kendaraan : 800 kg/m2


TOTAL MOMEN GULING = 6750 + 2025 + 0 + 0 +

= 11472.3 kgm

COUNTER LOAD :

TINGGI : 3 meterkedalaman dasar pondasi : 1.5 meterlebar batu kali atas : 0.5 meterlebar batu kali bawah : 2.5 meterBerat Jenis Batu : 2000 kg/m3

Berat Batu kali(1) = 4500 kgJarak lengan (1 ) = 0.25 meterMomen Counter (1 ) = 1125 kg-m



TOTAL MOMEN COUNTER = 17125

SAFETY FACTOR ( SF ) : 1.49273 harus lebih besar dari 1, minimal 1,5

2697.3

KONTROL RETAINING WALL

Penggerak

No f c q Ka Kp H tanah TINGGI H air q3 = Ka.q M1 M2 M3 M. Guling F geserkg/cm2 kg/m3 kg/m3 kg/m2 (m) c ( m) kg/m kg/m kg/m kgm kgm kgm M1+M2+M3 kg

kgm

1 40 0.17 1600 1000 400 0.22 4.5989 9 8 0 3131.17678 0 86.98 42270.9 0.0 3522.6 45793.5 14873.1

PenahanL.Ret. H tanah W tanah W kend. Kohesi M(a) M(b) M(c) M(d) M.penahan F.penahan

(m) (m) kg/m kg kg 2cVKa kgm kgm kgm kgm M(a+b+c+d) kgkg/m2 kgm

2.6 0 0.00 37440 1040 1585.4 0.00 48672 1352 50734.27 100758.27 34209.27084

SF Guling = M.Guling/M.Penahan = 2.20

SF Geser = F Penahan/F geser = 2.30

gt gw q1=gt.H.Ka q2=gw.H

qa=Kp.gt.H

PERHITUNGAN DINDING PENAHAN TANAH W1

KONDISI :- BEBAN AIR SETINGGI 2 METER - DIAREA TAMAN ADA BEBAN TAMBAHAN 100 kg/m2

GAYA GULING :


TINGGI : 2.9 meterkedalaman dasar pondasi : 0 meterBerat Jenis Tanah : 1800 kg/m3

Gaya Tekan ( 1 ) = 2523 kgTinggi Guling (1 ) = 0.966667 meterMomen Guling (1 ) = 2438.9 kg-m


TINGGI : 2 meterkedalaman dasar pondasi : 0 meterBerat Jenis Air : 1000 kg/m3

Gaya Tekan ( 3 ) = 2000 kgTinggi Guling (3 ) = 0.666667 meterGaya Guling (3 ) = 1333.333 kg-m

C. AKIBAT BEBAN DIATAS TANAH

TINGGI : 2.9 meterkedalaman dasar pondasi : 0 meterBeban diatas tanah : 200 kg/m2


TOTAL MOMEN GULING = 2438.9 + 280.053 + 1333.333 = 4052.286 kgm

Momen Ultimate = 6078.43 kgm

PENULANGAN DINDING PENAHAN

Fy : 350 Mpa cover : 25 mm d' : 41.5 mmFc' : 18.6 Mpa b : 1000 mmTul utama : 13 mm h : 250 mmSengkang : 10 mm d : 199 mm


T = 464328 NCs = 221677 NCc = 15810 aa = 15.3479392 mm

Mn = 81339499 Nmm8134 kgm

DIPAKAI DINDING PENAHAN TEBAL 250 mm dengan tulangan utama Dia 13-100

PENULANGAN TANGGA ( MULTI PURPOSE )

Material Properties :fy = 400 Mpafc' = 21 Mpa

Mu b d m Rn r As required As min Reinforcement As designkgm cm cm cm2 f spacing cm2

6280.00 120 18.00 22.41 1.900 0.00503 10.9 3.888 13 125 12.74

Proyek : Office Buliding ( Slipi Mas )

document.xls

ECCENTRICITY DESIGN

LEVEL DIRN FORCE A FORCE B CORy CORx COMy COMx ecY ecX edY edX COMy Dsg COMx Dsg

PH X 43803.31 0 38.4 26PH Y 0 47289.32 22.87 1.90 -10.24 19.00 28.52 16.20PH ROT -553235.81 808647.37 12.63 17.10 26.6 17.5 13.97 0.40 12.05 -0.90 0.58 16.20

ROOF X 168004.94 0 38.4 26ROOF Y 0 170215.17 20.84 1.99 -8.18 19.03 -8.18 16.20ROOF ROT -2126870.5 2900845.34 12.66 17.04 25.27 17.5 12.61 0.46 10.69 -0.84 1.97 16.20

GENSET X 853884.73 0 44 35GENSET Y 0 828669.34 6.78 11.73 19.15 29.37 19.15 29.37GENSET ROT -22145240 14615604 25.93 17.64 22.88 24.29 3.05 6.65 0.85 4.90 25.08 22.54

PERHITUNGAN PONDASI

Beban Axial (P) :

*). Beban reaksi 1565 kg

*). Berat sendiri pondasi : 600 kg

*). Berat balok rip pondasi : 480 kg

*). Berat sendiri kolom beton : 1267.2 kg+

3912.2 kg

Beban Momen (M) :

M = H x d

Gaya reaksi horisontal (H) : 661 kgJaraknya (d) 4.4 m

Momen (M) 2908.4 kgm

Ukuran Pondasi :

B = 1 mH = 2 mJarak as - kolom ke tepi pondasi (1) : ### mJarak as - kolom ke tepi pondasi (2) : ### mJarak eksentrisitas (e) ### m

Tegangan tanah yang terjadi :

s1 = ### kg/m2234 kg/m2

Perhitungan Balok Rib Pondasi :

M = 1/2.q.l.l

q = ### kg/m'

Tegangan tanah yang terjadi : s = (P/A ) + ((M - P.e) / W)

s2 =

l = 1.45 m

M = ### kgmMu = ### kgm

PERHITUNGAN PEMBEBANAN :

BEBAN MATI :

Berat Sendiri Pelat = 0,15*2400 360Finishing 10 cm 200

560BEBAN HIDUP :

Beban merata D 2200 800 0.933333

Beban garis P 4363.6363636keof kejut 1.3614479605

momen akibat beban merata

q = 1463.47 + ( bs ) 396 2090.667 = 3950.13 P = 15525.5

M = 14080.1 + 20726.48572234806.5

Mu = 52209.8

Fy 390 Mpa cover 100 mm d' 121 mmFc' 18.6 Mpa b : 300 mmTul u 22 mm h : 700 mmSeng 10 mm d : 556 mm

Tul ta 8 As 3039.52 mm2Tulte 4 As' 1519.76 mm2

T 1185413 NCs 568679 NCc 4743 aa 130.03 mm

Mn 5.5E+08 Nmm55018 kgm > 52209.808 kgm [ ok ]

FLOW CHART - BEAM REINFORCEMENT

(BENDING MOMENT)

Start

Size Estimation : b, d, d'

Load, Mu

C max = 0,75 . d. 600 / (600 + fy)

Cc max = 0,85. Fc' .a max .b

Mn1 = Cc max . (d - a max / 2)

yes Beam with

Mn < Mn1 single

reinforced

No analysis

Mn2 = Mn - Mn1

CS requirred = Mn2 / (d - d')

yes no

AS1 = Cc max / fy

AS' = CS required / (f s' - 0,85.f c')

AS = AS1 + AS' .f s' / fy

S t o p

Mn = Mu / f

es' = 0,003. [ (C max - d' ) / C max

es' < ey

f s' = es'.Es f s' = fy

FLOW CHART - BEAM With T-SECTION

Start

Size Estimation hf, bf, bw, d

Load, Mu

0,85.f c'.600

fy. (600 + fy)

Assume c < hf Cc = 0,85.f c'. bf.a Mu = Cc. (d - a/2)

Calculate c

c > hf

No Cc1 = 0,85. f c'. hf. (bf - bw)Cc2 = 0,85. f c' a.bwMn = Cc1. (d - hf/2) + Cc2. (d - a/2)

f c' bf a Calculate a ---.---.---fy bw d Cc1 + Cc2

fy.bw.d

No

YesNo

Yes

S t o p

(BENDING MOMENT)

r min = 1,4/fy

r max = 0,75.b2.

rw = 0,85.b1

r w =

r w < r max

r w > r min

r w = r min

As = r w.bw.d

Nama File : Yuliaw/d/Adm/Konjen/document.xls

FLOW CHART SEISMIC DESIGN - LIMITED DUCTILITY

Start

GeneralInformation

Preliminary DesignSize Estimation

Dynamic AnalysisTime Period

Seismic load

Gravity load

Beam Reinforcement (bending)

Column Reinforcement

Beam Reinforcement (shear)

Columns Hoops

STOP

(K >= 2)

VE

NE

VD, VL, (Vg)

Ng

MD, ML

NE

MU, Beam

= 1,2 MD, b + 1,6 ML, b Mu, Column

= 1,05 (MD, b + ML, b + ME, b) = 1,05 (MD, K + ML, K +

= 0,9 MD, b + ME, b WdME, K)

NU, Column

= 1.05 (Ng, K + Wd NE, K)

AS dan AS'

VU, Beam

VU, Column

= 1,05 (VD, b + VL, b + 4/KVE, b) = 1,05 (VD, K + VL, K + Wd VE, K)


FLOW CHART SHEAR REINFORCEMENT OF BEAM

Start

Data " fc' , fy, bw, d, Mu, Vu, Nu, As yes no

Vu/d < 5/6 fc.bw.d no yes

Data : Complete

Vc = 1/6. fc .bw.d (shear & bending) Vc = (shear & bending) Vc = [1+(Nu/14.Ag)].1/6. fc'.bw.d (shear & compression axial load) Vc = 0 (shear & tension axial load) Vc = (shear & compression axial load)

Mm = Mu-Nu [(4.h - d) / 8] Vc = (1-0,3.Nu/Ag).1/6. fc'.bw.d (shear & tension axial)

yes no no

Shear reinforcement : No required yes

S = Av.fy.d/Vs S = 3.Av.fy/bw

yes no

S max = d/4 < 300 mm S max = d/2 < 600 mm

Determine S

Stop

1/7 ( fc' + 120. r w.Vu.d/Mu)bw.d < 0,3 fc.bw.dVu.d/Mu < 11/7 ( fc' + 120.rw.Vu.d/Mu)bw.d < 0,3 fc.bw.d 1+0,3.Nu/Ag

Vu/f > Vc Vu/f > 1/2.Vc

Vu/f - Vc > ( fc'/3).bw.d


FLOW CHART TORSION REINFORCEMENT OF BEAM

Start

A Dimension Estimation : h,bw,d,da,fc',fy, Bar Diameter

undetermined static torsion B

No

Calculate Tu, Vu at the critical section

Tc =

1/6. fc'.bw.d Vc =

yes

no

Only shear reinforcement

yes no

Only torsion reinforcement

yes

no Av/S = bw/(3.fy)

yes

Av/S =

fy.d no Av/S + 2.At/S = bw/ (3.fy)

yes

1

1/15. fc'.Ex2y

1 + (0,4.Vn/Ct.Tu)2

1 + (2,5.Ct.Tu/Vu)2

Tu/f > 5.Tc

Tu/f > 1/24. fc'.Ex2y

Vu/ f < Vc/2

Vu/ f > Vc

(Vu/f - Vc)

Tu/f > Tc


1

---- = ----------------

S

2,8.x Tu 2.At

fy Tu + Vu / (3.Ct) S

2,8.x Tu bw

fy Tu + Vu / (3.Ct) 3.fy

Stop

8

Tc =

1/6. fc'.bw.d Vc =

no A

yes 2

At (Tu / f - Tc)

fy.st.x2.y2

Avt = 2.At / StAv / S > bw / (3.fy)

Al = 2.At / S. (x2 + y2)

Al = [ ------- ( ---------- ---- -------- ) - ----- ] (x2 + y2)

Al < [ ------- ( ---------- ---- -------- ) - ----- ] (x2 + y2)

S < (x2 + y2) / 4 < 300 mm Bar Spacing < 300 mm

Calculate Tu = f[( fc'/9). EX2y/3]

1/15. fc'.Ex2y

1 + (0,4.Vu/Ct.Tu)2

1 + (2,5.Ct.Tu/Vu)2

Tu / f < 5.Tc

Nama File : Yuliaw/d/Adm/Konje/document.xls

2

noShear reinforcement not required

yes no

yes

Av/S =

fy.d

yes

no

Torsion reinforcement not required

no Av/S + 2.At/S = bw / (3.fy)

yes

---- = ----------------

S

Avt = 2.At / S + Av / S

2,8.x Tu 2.At

fy Tu + Vu / (3.Ct) S

2,8.x Tu bw

fy Tu + Vu / (3.Ct) 3.fy

Stop

Vu / f > Vc/2

Vu / f > Vc Av / S = bw / (3.fy)

(Vu/f - Vc)

Tu / f > 1/24. fc' bw. d

Tu / f < 5.Tc

At (Tu / f - Tc)

fy.st.x2.y2

Al = 2.At / S. (x2 + y2)

Al = [ ------- ( ------------------------- ) - -----] (x2 + y2)

Al < [ ------- ( ------------------------ ) - ----- ] (x2 + y2)

S < (x2 + y2) / 4 < 300 mm Bar Spacing < 300 mm


FLOW CHART COLUMN REINFORCEMENT

Start

Size Estimation : b, h, Ag = b.h

Load : Pu = 1,2.Pd + 1,6.Pl Mu = 1,2.Md + 1,6.Ml

e = Mn / Pu

no e > 0,1.h concentric column

yes

no yes

yes no Tension failure Pn < Pbal Compression failure

Pn = 0,85.fc'a.b + As' (fs - 0,85.fc') - As.fy) Pn = 0,85.fc'a.b + As' (fc' - 0,85.fc') - As.fs)Pn.e = 0,85.(c'.a.b.(d - a/2 -d") + As.fy.d" + Pn.e = 0,85.(c'.a.b.(d - a/2 -d") + As.fy.d" +

As'(fs - 0,85.fc') (d - d' - d") As'(fc' - 0,85.fc') (d - d" - d")

AS

no

yes

Stop

Es' = Ecu. (C bal - d') / C bal

Es' Es' < Ey Es' = Ey

Pbal = 0,85.fc'.b1.Cba1.b + As' (fs' - 0,85.fc') - As.fy

r = As / (b.h)

0,001 < r < 0,008

2

EI diambil nilai terkecil

ya Kolom dengan tidak pengaku samping

ada momen pada tidak

ujung kolom Cm = 1

ya

tidak

ya

Hitung tulangan kolom untuk Pu dan Mc

1 Selesai

bd = 1,2.Pd/(1,2.Pd + 1,6.Pl

EI = Ec.lg/5 + Es.Ise/(1 + bd) EI = Ec.lg/2,5/(1 + bd)

Pc = x2.EI/(k.ln)2

M1/M2b = 1

(M1b dan M2b)

ds = Cm/ (1 - EPu / f.EPc)

Cm = 0,6 + 0,4.M1b/M2b > 0,4

ds = 1 db = Cm/ (1 - Epu / fPc) > 1

M2b = Pu.e min M2b/Pu > e min = (15+0,03.h)mm

Mc = db.M2b + ds.M2a

DIAGRAM ALIR PERENCANAAN KOLOM

Mulai

Tentukan dimensi Agr = b.d untuk penampang persegi

Hitung beban yang bekerja Pu = 1,2.Pd + 1,6.Pl Mu = 1,2.Md + 1,6.Ml

ya tidakkolom dengan pengaku

dari nomogram IV.1 dari nomogram IV.1 diperoleh K diperoleh K K < 1 K < 1

k.ln/r < 22

Kolom pendek : tidak Hitung tulangan kolom tidak

untuk Pu dan Mu

1

ya Direncanakan menurut k.ln/r > 100 SKSNI 3.3.10-1

tidak 1

Analisa kolom panjang dengan faktor pembesaran dinamis

2

Agr = 1/4.x.d2 untuk penampang bulat

Hitung mA, mB Hitung mA, mB

k.ln/r < 34-12.M1b/M2b

Direncanakan menurut

Nama File : Yuliaw/d/adm/Konjen/document.xls

FLOW CHART SEISMIC CAPACITY DESIGN (FULL DUCTILITY)

Start

GeneralInformation

Preliminary DesignSize Estimation

Time Period

Seismic load

Gravity load

Beam Reinforcement (bending)

Column Reinforcement

For Base Column

Column

Stirrups

Base : Beam-Column Join

Upper : Stop

Beam Reinforcement (shear)

VE, 4,0 VE

ME, 4,0 ME

VD, VL, (Vg)

Ng

MD, ML

ME, 4,0 ME

MU, Beam

= 1,2 MD, b + 1,6 ML, b Mu, Column

= 1,05 (MD, b + ML, b + ME, b) = 0,7.Ev.EM kap, b/lb) + 1.05 Ng, k

= 0,9 MD, b + ME, b > 1,05 (Ng, k A 4/K NE, k

MU, Column

= 0,7.wd.ak. EM kap, b

AS dan AS' > 1,05 (MD, k + ML, k + 4/K ME, k

M kap, b = fo M nak, b

M kap, k = fo M nak

VU, Beam

= 0.7/ln (Mkap + M' kap) + 1,05 Vg VU, Column

= 1,05 (VD, b + VL, b + 4/KVE, b)= (Mu, k, a + M kap, k, b) / Ln

= (Mu, k, a + M kap, k, b) / Ln

= 1,05 (VD, k + VL, k A 4 / K.VE, k

Nama File : Yuliaw/d/adm/Konjen/document.xls

PERHITUNGAN ATAP :( ATAP BANGUNAN MULTIPURPOSE)

Kuda - kuda atap : WF Cas 600 x 200 x 8 x 13 Kuda - kuda atap : WF 250 x 125 x 6 x 9

Pembebanan : Pembebanan :

Beban pada atap Q = 57 kg/m2 Beban pada atap Q = 57 kg/m2

Jarak Kuda - kuda = 2.5 m Jarak Gording = 1.5 mJarak Kuda - kuda = 2 m Jarak Kuda - kuda = 2.5 m

Beban pada Kuda - kuda WF : Beban pada Kuda - kuda WF :

Beban terbagi rata q = Q x L = 57 x 2,5 Beban terbagi rata q = Q x L = 57 x 1,5

q = 142.5 kg/m' q = 85.5 kg/m'

Beban terpusat P1 = (57 x 2,5) x (4 + 3,25) Beban terpusat P1 = (57 x 2,5) x (4 + 3,25)

P1 = 1033.125 kg P1 = 1033.125 kg

Beban terpusat P2 = (57 x 2,0) x (3,25 + 2,75)

P2 = 684 kg

Kuda - kuda atap : WF 200 x 100 x 5,5 x 7 Kuda - kuda atap : WF 350 x 175 x 7 x 11

Pembebanan : Pembebanan :

Beban pada atap Q = 57 kg/m2 Beban pada atap Q = 57 kg/m2

Jarak Kuda - kuda = 2.5 m Jarak Kuda - kuda = 3.3 m

Beban pada Kuda - kuda WF : Beban pada Kuda - kuda WF :

Beban terbagi rata q = Q x L = 57 x 2,5 Beban terbagi rata q = Q x L = 57 x 3,3

q = 142.5 kg/m' q = 188.1 kg/m'

Kuda - kuda atap : WF 250 x 125 x 6 x 9

Beban terpusat P1 = (57 x 2,5) x (4 + 3,25)

Kuda - kuda atap : WF 350 x 175 x 7 x 11

PERHITUNGAN IKATAN ANGIN ATAP

b = arc tan ( 5.75 / 6 ) = 43.76 0

PEMBEBANANA. Beban Tetap (N) = = 1175.46 /cos 43.76 = 1628.09 kgB. Beban Sementara (N) = = 1944.60 /cos 43.76 = 2693.39 kg

PERHITUNGAN BATANG TARIKf > L/500 = 600 / cos 43.76 / 500 = 1.6621 cmA. Beban Tetap

1628.09 / 1600 = 1.02 cm^2d = (4*A/3.14)^0.5 = 1.14 cm

B. Beban SementaraA = N/s = 2693.39 / 2080 = 1.29 cm^2d = (4*A/3.14)^0.5 = 1.28 cm

16 mm

KONTROL TERHADAP SYARAT PPBBI (pasal 7.4.2)h/L >= (0.25*Q/(E*Atepi))^0.5h = 6 mL = ( 40 + 2* 1.5 ) / cos 15 = 44.518 mQ = n*q*L*dk = 2 * 30.33 * 44.518 * 6 = 16200.311 kgAtepi = b * ts = 125 * 9 = 1125 mm^2 = 11.25 cm^26 / 44.518 >= (0.25* 16200.311 / (2.1*10^6* 11.25 ))^0.5

0.13 >= 0.01 .... OK

N/cos bN/cos b

A = N/s =

Jadi dipakai besi beton f

PERHITUNGAN GORDING

DATA : GORDING : 125.50.20.2,3

KEMIRINGAN ATAP (a) = 15 0 h = 125 mm ts = 2.3 mmJARAK GORDING (Lg) = 1.5 m b = 50 mm tb = 2.3 mmJARAK SAGROD (Ls) = 2 m A = 5.747 cm^2 ix = 4.88 cmJARAK KAP (L) = 6 m W = 4.51 kg/m iy = 1.89 cmBERAT ATAP = 7 kg/m^2 Ix = 137 cm^4 Wx = 21.9 cm^3LEBAR BENTANG = 40 m Iy = 20.6 cm^4 Wy = 6.22 cm^3JARAK GRID VERTIKAL PERTAMA (KANOPI) (L1) = 1.5 mJARAK VERTIKAL KEDUA (L2) = 5.75 mJARAK ANTAR GRID VERTIKAL (L3) = 5.75 mJUMLAH GORDING PADA L1 = 2 buahJUMLAH GODING PADA L2 = 5 buahJUMLAH GORDING PADA L3 = 5 buahTINGGI KOLOM (hk) = 6 m

PEMBEBANAN :A. Beban Mati :

- Beban Atap = 7 * 1.5 = 10.5 kg/m- Berat Sendiri Gording = = 4.51 kg/m- Berat Alat Penyambung = 0.1*( 10.5 + 4.51 ) = 1.50 kg/m +

Qm = 16.51 kg/mB. Beban Hidup

- Beban Air Hujan (Qh) = 40-0.8* a = 28 kg/m^2 ..harus<=20 kg/m^2= 20 * 1.5 * cos a = 28.98 kg/m

- Beban Terpusat (P) = = 100 kgC. Beban Angin

Angin dari sampin kiri = kanan- Di pihak angin = (0.02*a-0.4) * 25 * Lg = -3.75 kg/m- Di belakang angin = - 0.4 * 25 * Lg = -15 kg/mAngin dari depan = - 0.4 * 25 * Lg = -15 kg/m

PERHITUNGAN MOMENA. Akibat Beban Mati

= 71.77 kg m= 2.14 kg m

B. Akibat Beban Hidup- Beban Air Hujan

= 125.95 kg m= 3.75 kg m

- Beban Pekerja= 144.88 kg m= 12.95 kg m

C. Akibat Beban Angin- Di Pihak Angin : Max = 1/8 * Qa * L^2 = -16.88 kg m- Di Belakang Angin : Max = 1/8 * Qa * L^2 = -67.5 kg m- Angin dari depan : Max = 1/8 * Qa * L^2 = -67.5 kg m

Mmx = 1/8 * Qm * cosa * L^2Mmy = 1/8 * Qm * sina * Ls^2

Mhhx = 1/8 * Qh * cosa * L^2Mhhy = 1/8 * Qh * sina * Ls^2

Mhpx = 1/4 * P * cos a * LMhpy = 1/4 * P * sin a * Ls

Kombinasi Pembebanan :A. Pembebanan Tetap (Beban Mati + Hidup)

Mx = 71.77 + 144.88 = 216.65 kg mMy = 2.14 + 12.95 = 15.088 kg m

B. Pembebanan Sementara (Beban Tetap + Angin Samping)Mx = 71.77 + 0 = 71.77 kg mMy = 2.14 + 0 = 2.14 kg m

c. Pembebanan Sementara (Beban Tetap + Angin Depan)Mx = 71.77 + -67.5 = 4.27 kg mMy = 2.14 + 0 = 2.14 kg m

Kontrol Tegangan :1231.81 kg/cm^2 ... Harus <= 1600 kg/cm^2

Kontrol Lendutan :- Akibat Beban Terpusat terhadap Sumbu Y

f = 3.3 cmfy = Py*Ls^3/(48*E*Iy) = 0.0998 cm .... < 3.3 cm

- Akibat Beban Mati + Hidupf = 1/180 * L = 3.33 cm- Beban Mati + Air Hujan

fx = 5*Qx*L^4/(384*E*Ix) = 2.67 cm .... < 3.33 cmfy = 5*Qy*Ls^4/(384*E*Iy) = 0.56 cm .... < 3.33 cm

- Beban Mati + Pekerjafx = 5*Qx*L^4/(384*E*Ix) + Px*L^3/(48*E*Ix) = 2.45 cm .... < 3.33fy = 5*Qy*Ls^4/(384*E*Iy) + Py*Ls^3/(48*E*Iy) = 0.12 cm .... < 3.33

PERHITUNGAN GAYA NORMAL TEKAN PADA GORDINGHubungan Gording dengan RafterDirencanakan rafter CASTELLA 375.125

h = 375 mm tb = 6 mmb = 125 mm ts = 9 mm

18000 kgP' = 0.01*Pkuda-kuda = 180 kg

Hubungan Gording dengan Ikatan AnginP" = P'+0.005*n*dk*dq*q .... q = 16.51 / 1.5 + 20 * cos 15 = 30.33 kg/m^2

= 180 + 0.005*2* 6 * 1.5 * 30.33= 182.73 kg

Pengaruh Angin Pada GordingR1' = 0 kgR2' =

= 206.53 kgR3' =

= 487.83 kgR4' =

= 281.31 kg

Kombinasi Pembebanan- Akibat Beban Tetap

R1 = P' = 180.00 kgR2 = 1.5 * P' + P" = 452.73 kgR3 = 3 * P' + P" = 722.73 kgR4 = 1.5 * P' + P" = 452.73 kg +

smax = Mx/Wx + My/ Wy =

Pkuda-kuda = Asayap *s = (b*ts)*1600 =

0.5*0.5*L2/2*(2*hk+L2/2*tana)*0.9*25

0.5*0.5*(L2+L3)/2*(2*hk+L2/2*tana+(L2+L3/2)*tana)*0.9*25

0.5*0.5*L3/2*(2*hk+(L2+L3/2)*tana+(L2+L3)tana)*0.9*25

RA = 1808.19 kgGaya batang maximum (N) = RA-R1-R2 = 1175.46 kg

- Akibat Beban SementaraR1 = R1 + R1' = 180.00 kgR2 = R2 + R2' = 659.26 kgR3 = R3 + R3' = 1210.56 kgR4 = R4 + R4' = 734.04 kg +

RA = 2783.85Gaya batang maximum (N) = RA-R1-R2 = 1944.60 kg

PERSAMAAN INTERAKSIh/tb = 54.35 < 75 .. PenampangL/h = 16.00 < 1.25 * b/ts = 27.17 berubah bentukA' = Asayap + 1/6 Abadan = 1.62 cm^2

= 2.52 cm79.33 ... wy = 1.6046

997.13 kg/cm^21.00 .... harus >=1. 1

= 600 / 4.88 = 122.95 ...... 1371.2 kg/cm^2 wmax = 2.9177= 200 / 1.89 = 105.82 .... 1851.3 kg/cm^2

- Untuk Beban Tetap= 5.747 * 1371.2 / 1175.46 = 6.70= 5.747 * 1851.3 / 1175.46 = 9.05

861.22 kg/cm^2 .... harus <=1600 kg/cm^2

904.12 kg/cm^2 .... harus <= 1600 kg/cm^2- Untuk Beban Sementara

= 5.747 * 1371.2 / 1944.60 = 4.05= 5.747 * 1851.3 / 1944.60 = 5.47

966.09 kg/cm^2 .... harus <=2080 kg/cm^2

1231.81 kg/cm^2 .... harus <= 2080 kg/cm^2

Jadi profil gording CNP 125.50.20.2,3 Aman digunakan

liy tepi = (Iy/(2*A')^(1/2)ly = Lky/liytepi =skip = s/wy =q = 5*s/(skip*(8-3*Mx1/Mx2)) = Jadi q =lx = Lkx/ix sEx =ly = Lky/iy sEy =

nx = A*sEx/N ny = A*sEy/Nwmax*N/A+q*nx/(nx-1)*bx*Mx/Wx+by*ny/(ny-1)*My/Wy =

N/A+q*Mx/Wx+My/Wy =


N/A+q*Mx/Wx+My/Wy =

..harus<=20 kg/m^2

PERHITUNGAN SAGRODPEMBEBANANA Beban Mati = Rx1 = = 16.51 * sin 15 * 2 =B Beban Hidup

- Beban Air Hujan = Rx2 = 29.0 * * Ls = 29.0 * sin 15 * 2 =

- Beban Terpusat = Rx3 = = 100 * sin 15 =Pada satu sisi ada 17 gording dan dianggap ada 3 pekerjaRx = 17 * ( 8.55 + 15.01 ) = 400.44 kg Rx max = 554.84 kgRx = 17 * 8.55 + 3 * 25.89 = 223.03 kg

PERHITUNGAN BATANG TARIKf > Lg/500 .... f > 150 / 500 = 0.30 cm

= 554.84 / 1600 = 0.35 cm^2d = (4*A/3.14)^0.5 = 0.66 cm .... 8 mm

PEMERIKSAAN GORDING PADA PUNCAK RAFTER AKIBAT SAGRODBebanPy = = 554.84 * tan 15 = 148.73 kgMsagrod x = 148.73 * 2 = 297.46 kg m

Kombinasi BebanA. Beban Tetap

Mx = 21664.58 + 29746.319 = 51410.90 kg cmMy = 15.087521 kg cmNt =

B. Beban SementaraMx = My =Nt =

Kontrol TeganganA. Terhadap Beban Tetap

= #REF! * 0 / 0.00 = #REF!= #REF! * 0 / 0.00 = #REF!

#REF! kg/cm^2 ....1600 kg/cm^2

### kg/cm^2 .... harus <= 1600 kg/cm^2B. Terhadap Beban Sementara

= 5.747 * 1371.2 / 0.00 = ###= 5.747 * 1851.3 / 0.00 = ###

#REF! kg/cm^2 ....1600 kg/cm^2

### kg/cm^2 .... harus <= 1600 kg/cm^2

Qm * sin a * Ls

sin aP* sin a

Ateras = F/sdipakai besi beton polos f

Rx * tan a


N/A+q*Mx/Wx+My/Wy =


N/A+q*Mx/Wx+My/Wy =

8.55 kg

15.01 kg25.89 kg

kg

harus <=1600 kg/cm^2

harus <=1600 kg/cm^2

PERHITUNGAN BAUT

TRUSS10Nomor Gaya Normal Profil Terpakai Jumlah baut P geser baut N < P ges bautBatang N, ( kg ) cm kg

16 + 5 H70~0.55 3.00 0.40 904.3 ok17 + 202 H70~0.55 3.00 0.40 904.3 ok18 - 270 H70~0.55 3.00 0.40 904.3 ok19 + 36 H70~0.55 3.00 0.40 904.3 ok20 - 36 H70~0.55 3.00 0.40 904.3 ok

4000 kg/cm2

A = Luas bautn = jumlah baut

f baut

s ijin baut = P geser baut = 0.6 x A x s x n

DESAIN KEKUATAN SAMBUNGAN

Mutu Baja : Fe 360 Ty = 2400

Tijin = 1600

Mutu Baut : Fe 360 Ttarik = 1120

Tshear= 960

Kode Profil Sambungan Geser Momen Lentur Baut jarak baut[cm] Total Teg. geser Teg.tarik

BALOK [kg] [kgcm] jumlah d1 d2 d3 d4 d5 d6 d7 d8 d9 d10 d11 ( T shear ) (T tarik) Teg.idiil KET

PORTAL :

B223 WF 346X174X6X9 9720 1250000 16 12 55.2 43.9 32.6 20.6 10.3 0.0 0.0 0.0 0.0 0.0 0.0 13134.92 403.065 3734.34 3799

B110 WF 250X125X6X9 4870 470000 16 6 36.0 17.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3170.00 403.895 3794.32 3858

B157 WF 396X199X7X11 13620 2152100 16 12 65.2 51.4 37.6 26.6 12.8 0.0 0.0 0.0 0.0 0.0 0.0 18356.32 564.789 5433.96 5521

B222 WF 298X149X5,5X8 8730 834100 16 10 45.6 36.7 27.8 15.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8897.46 434.415 3038.85 3131

B333 WF 582X300X12X17 33398 5291700 16 18 102.2 90.7 79.2 67.7 56.2 44.0 33.0 22.0 0.0 0.0 0.0 72389.40 923.290 5310.84 5546

B170 WF 446X199X8X12 15711 2302100 16 16 75.1 64.3 53.5 42.7 30.6 20.4 10.2 0.0 0.0 0.0 0.0 31833.20 488.623 3860.79 3952

B200 WF 500X200X10X16 17571 3876100 16 18 86.0 76.5 67.0 57.5 48.0 36.0 24.0 12.0 0.0 0.0 0.0 50727.00 485.752 4671.39 4747

B184 WF 600X200X11X17 22845 4232200 16 20 106.0 94.0 82.0 70.0 58.0 46.0 34.5 23.0 11.5 0.0 0.0 78055.00 568.397 4085.67 4203

kg/cm2

kg/cm2

kg/cm2

kg/cm2

f baut d2

PERHITUNGAN SAMBUNGANSAMBUNGAN RAFTER DAN KOLOMM = -797646 kg cmD = -1893.05 kg N = -893.05 kgV = -2059.723 kgH = -1352.746 kg

18 mm .... A = 2.5434 cm^2Jumlah baut yang digunakan (n) = 12 buahJarak antar baut : 2.5 d <= s <=7 d

2.5 * 18 <= s <= 7 * 1845 mm <= s <= 126 mm

Jarak antar baut = 100 mmh1^2 = 100 cm^2h2^2 = 400 cm^2h3^2 = 900 cm^2h4^2 = 1600 cm^2h5^2 = 2500 cm^2 +

= 5500 cm^2Tmax = = -3625.66 kg

= Tmax/A = -1425.52 kg/cm^2= D/(n*A) = -62.02 kg/cm^2= = 1429.56 kg/cm^2 .... <= 1600 kg/cm^2... OK

SAMBUNGAN PUNCAK RAFTERM = -797646 kg cmD = -1893.05 kg N = -893.05 kgV = -2059.723 kgH = -1352.746 kg


2.5 * 18 <= s <= 7 * 1845 mm <= s <= 126 mm


= 5500 cm^2Tmax = = -3625.66 kg


SAMBUNGAN KOLOM DAN CRANE

D*cosa + N*sina =D*sina + N*cosa =

Dipakai diameter baut f

Sh^2M*h5/(2*Sh^2)

smaxt si (smax^2+3*t^2)^0.5



Sh^2M*h5/(2*Sh^2)


M = -797646 kg cmD = -1893.05 kg N = -893.05 kgV = -2059.723 kgH = -1352.746 kg


2.5 * 18 <= s <= 7 * 1845 mm <= s <= 126 mm


= 5500 cm^2Tmax = = -3625.66 kg


SAMBUNGAN ANTAR RAFTERM = -797646 kg cmD = -1893.05 kg N = -893.05 kgV = -2059.723 kgH = -1352.746 kg


2.5 * 18 <= s <= 7 * 1845 mm <= s <= 126 mm


= 5500 cm^2Tmax = = -3625.66 kg




Sh^2M*h5/(2*Sh^2)




Sh^2M*h5/(2*Sh^2)


PERHITUNGAN SAMBUNGANSAMBUNGAN RAFTER DAN KOLOM ( c10 dengan b11 )M = 68829 kg cmD = 602 kg N = 151 kgV = 614 kgH = 210 kg

16 mm .... A = 2.0096 cm^2Jumlah baut yang digunakan (n) = 10 buahJarak antar baut : 2.5 d <= s <= 7 d

2.5 * 16 <= s <= 7 * 1640 mm <= s <= 112 mm

Jarak antar baut = 90 mmh1^2 = 81 cm^2h2^2 = 324 cm^2h3^2 = 729 cm^2h4^2 = 1296 cm^2 +

= 2430 cm^2Tmax = = 637.31 kg

= Tmax/A = 317.13 kg/cm^2= D/(n*A) = 29.96 kg/cm^2= = 321.35 kg/cm^2 .... <= 1600 kg/cm^2... OK

SAMBUNGAN BADAN RAFTER ( B 11 )M = 68800 kg cmD = 602 kg

16 mm .... A = 2.0096 cm^2Jumlah baut yang digunakan (n) = 9 buahJarak antar baut : 2.5 d <= s <= 7 d

2.5 * 16 <= s <= 7 * 1640 mm <= s <= 112 mm

Jarak antar baut = 70 mm

no x y x2 y2cm cm cm2 cm2

1 0 0 0 02 7 0 49 03 0 7 0 494 7 7 49 49

98 98= 4(98+98) = 784 cm2

Kx = M x y max = 68800 x 7 = 614 kg784

Ky1 = M x x max = 68800 x 7 = 614 kg784



Sh^2M*h5/(2*Sh^2)



S(x2+y2)

S(x2+y2)

S(x2+y2)

Ky2 = D = 602 = 66.9 kg

n baut 9

Ky = Ky1 + Ky2 = 614 + 66.9 = 681 kg

K = ( Kx2 + Ky2)^0.5 = ( 614^2 + 681^2 )^0.5 = 917 kg < 2329 kg

= 2573 kg

ns = t x d x 1,4 x 1600= 2329 kg ( menentukan )

ng = 0.25 x 3.14 x d2 x 0.6 x 1600

<= 1600 kg/cm^2... OK

PERHITUNGAN SAMBUNGAN BAUT ( PIN JOINT )

5000 kg/cm2 (HTB)No Type Balok Profil Gaya geser Dia Baut Jumlah Luas t KET

( kg ) (cm) ( cm2) (kg/cm2)( kg/cm2)

1 SB1 WF 250.125 4350 1.9 2 5.67 767.51 3000 ok

2 SB2 WF 300.150 5566 2.2 3 11.40 488.32 3000 ok

3 SB3 WF 450.200 7164 2.2 4 15.20 471.39 3000 ok

4 SB4 WF 350.175 3670 2.2 3 11.40 321.98 3000 ok

5 SB5 WF 400.200 4274 2.2 3 11.40 374.97 3000 ok

sijin=t ijin

0.6* sijin

PERHITUNGAN RAFTER

Dipakai profil : WF 400.200.8.13

A = 84.1 cm2Zx = 1190 cm3ix = 16.8 cm

Gaya Dalam ( Output SAP'90 )M = 1550600 kgcmN = 6469 kg

Tegangan Rafter

Lk = 18.5 m110.119048 ^-----------> w = 2.34

s = 1483.01879 kg/cm2 < 1600 kg/cm2 ( ok )

PERHITUNGAN KOLOM BAJA

Dipakai profil : WF 400.200.8.13

A = 84.1 cm2Zx = 1190 cm3ix = 16.8 cm

Gaya Dalam ( Output SAP'90 )M = 1703200 kgcm

s = w.N/A + M/Zx

l = Lk/ ix =

N = 5102 kg

Tegangan Rafter

Lk = 6 m35.7142857 ^-----------> w = 1.11

s = 1498.59962 kg/cm2 < 1600 kg/cm2 ( ok )

PERHITUNGAN ANGKER PERLETAKAN KOLOM

direncanakan plat baja : 500 x 300 x 10

= 5102/(50x30) + 1703200x6/(30x50^2) = 139 kg

= 5102/(50x30) - 1703200x6/(30x50^2) = -132 kg

Tegangan minimum harus dipikul angker

x / 45 - x = 132 / 139

s = w.N/A + M/Zx

l = Lk/ ix =

s = N/A + M/W

s max = N/A + M/W

s min = N/A + M/W

x = 24.3 cmI = 24.3 x 30 x 132 x 0.5

= 48144 kg

F =48144/1600 = 30 cm2

Dipakai ( F = 30.4 cm2 )

PERHITUNGAN PONDASI

Direncanakan dengan 2 macam pondasi, yaitu :

1. Pondasi Footing ( pondasi dangkal ) :2. Pondasi Srauss ( pondasi dalam ) :

Kondisi tanah dianggap cukup baik Direncanakan :

P allow = 10 ton1. Pondasi Footing Tegangan ijin tanah = 2500 kg/m2

Beban yang bekerja diterima oleh pondasi dangkal sampai tegangan 2500kg/m2 sisanya diterima strauss

I / s

8 f 22

1. Strauss f 30 cm , L = - 13.5 m

PERHITUNGAN KOLOM

WF 250 X 125 X 6 X 9

h = 25.0 cm tb = 0.60 cm

b = 12.5 cm ts = 0.90 cm

A = 37.66 cm2 iy = 2.79 cm

Ix = 4050.00 cm4 Zx = 324.00 cm3

Iy = 294.00 cm4 Zy = 47.00 cm3

ix = 10.40 cm 1600 kg/cm2

KIP :

-----

L = 900 cm

h/tb < 75 ---------------------- h/tb = 41.67

L/h > 1.25 b/ts --------------- L/h = 36.00

1.25 b/ts = 17.36

Penampang berubah bentuk ? --------- ya

A' = A sayap + 1/6 A badan

A' = 13.570 cm2

iA' = (1/2 Iy)/A = 3.291 cm

500 cm

151.92 1.35

1184.3 kg/cm2

mx1 = 0 kgm

mx2 = 4104 kgm

0.84 --> 1.00

^-------------> Lkx = 500 cm

48.08 ^--------- 1.07

23029 kg/cm2

179.2 ^--------- 1.45

4353 kg/cm2

nx = 8867 kg

nx = 97.81

nx / (nx - 1) = 1.010

b = 0.60

ny = 8867 kg

ny = 18.49

ny / (ny - 1) = 1.057

Mx = 4104 kgm

1109.5 kg/cm2 <

s =

l = Lky/iA' --------> Lky =

l = ------------> w =

kip = s /w =

q =

lx = Lkx / ix =

lx = wx =

sEX =

ly = Lky / iy

ly = wy =

sEy =

(A .sEX )/ N --------------> N =

(A .sEy )/ N -------------> N =

s

WF 350 X 175 X 7 X 11

h = 35.0 cm tb = 0.70 cm

b = 17.5 cm ts = 1.10 cm

A = 63.14 cm2 iy = 3.95 cm

Ix = 13600.00 cm4 Zx = 775.00 cm3

Iy = 984.00 cm4 Zy = 112.00 cm3

ix = 14.70 cm 1600 kg/cm2

KIP :

-----

L = 600 cm

h/tb < 75 ---------------------- h/tb = 50.00

L/h > 1.25 b/ts --------------- L/h = 17.14

1.25 b/ts = 19.89

Penampang berubah bentuk ? ------ ya


A' = 23.077 cm2

iA' = (1/2 Iy)/A = 4.617 cm

600 cm

129.94 3.26

490.5 kg/cm2

mx1 = 8639 kgm

mx2 = -11575 kgm

1.59 ambil 1.59

Faktor tekuk :

--------------

Gb = 1 (jepit)

Ga = (Ic/Lc) / (Ib/Lb)

Lb = 3000 cm

Ga = 5.000

k = 1.70

--------> Lkx = 600 cm

40.82 --- 1.15

-----> 4.46

-----> 12330 kg/cm2

151.9 --- 897 kg/cm2

nx = 3836 kg

nx = 202.95

nx / (nx - 1) = 1.005

b = 0.85

ny = 3836 kg

ny = 14.76

ny / (ny - 1) = 1.073

Mx = 11575 kgm

My = 0 kgm

2299.4 kg/cm2 <

s =

l = Lky/iA' --------> Lky =

l = ------------> w =

kip = s /w =

q =

lx = Lkx / ix =

lx = wx =

wy =

ly = Lky / iy sEX =

ly = sEy =

(A .sEX )/ N ---> N =

(A .sEy )/ N ---> N =

s = 1600 kg/cm2

office areaCOLUMN B2 - 1ST 2ND - 5TH 6TH - 9TH 10TH - 13TH 14TH - 17TH 18TH - 21TH 22TH - 28TH

C1 1200 X 1200 1100 X 1100 1000 X 1000 900 X 900 800 X 800 700 X 700 600 X 600

C2 1000 X 1000 900 X 900 850 X 850 800 X 800 750 X 750 700 X 700 600 X 600

C3 800 X 800 700 X 700 600 X 600 - - - -

C4 700 x 700 - - - - - -

C5 2(300 X 1200) - - - - - -

C6 700 X 700 600 X 600 - - - - -

apartment areaCOLUMN B2 - 1ST 2ND - 5TH 6TH - 9TH 10TH - 13TH 14TH - 17TH 18TH - 20TH 21TH - 22TH

C7 1000 X 1000 900 X 900 850 X 850 800 X 800 750 X 750 700 X 700 600 X 600

C8 1200 X 1200 1100 X 1100 1000 X 1000 900 X 900 800 X 800 700 X 700 600 X 600

C9 1000 X 1000 900 X 900 850 X 850 800 X 800 750 X 750 700 X 700 600 X 600

C10 900 x 900 850 x 850 800 x 800 750 x 750 700 x 700 650 x 650 600 X 600

C11 700 X 700 - - - - - -

C12 350 X 600 - - - - - -

hotel areaCOLUMN B2 - 1ST 2ND - 4TH 5TH -7TH 8TH - 10TH 11TH - 13TH 14TH - 16TH

C13 1000 X 1000 900 X 900 850 X 850 800 X 800 700 x 700 600 x 600

C14 300 X 1200 300 X 1100 300 X 1000 300 X 950 300 X 900 300 X 850

C14A 300 X 800 300 X 800 300 X 750 300 X 700 300 X 650 300 X 600

C15 900 x 900 850 x 850 800 x 800 750 X 750 700 X 700 600 X 600

C16 400 X 1200 400 X 1100 400 X 1000 400 X 950 400 X 900 400 X 850

C16A 400 X 800 400 X 800 400 X 750 400 X 700 400 X 650 400 X 600

C16B (400X800)+(400X1200) 400 X 1100 400 X 1000 400 X 950 400 X 900 400 X 850

C17 200 X 1200 200 X 1100 - - - -

C18 700 X700 600 X 600 - - - -

C19 700 X700 - - - - -

swimming,driveway,gymnasium areaCOLUMN B2 - 1ST 2ND - 5TH

C20 800 X 800 600 x 600

C21 700 x 700 -

PERHITUNGAN KOLOM BAJA

SC

Profil = WF 300150.6,5.9

Zx = 481 cm3A = 46.78 cm2I = 3.29 cmLk = 400 cm

Momen = 495 kgm ( elemen 48)P = 10245 kg ( elemen 48)

s

l Lk/I = 121.5805 >>>>> w = 2.8126

s 718.88 < 1600 kg/cm2 (OK)

M/Zx + w.P/A

TABEL PERHITUNGAN TEGANGAN KOLOM BAJA

gen-hou as C,D,EElement Profil A ix wx Lk l w M N nx nx-1 nx/nx-1 s1 s2 s3 s

cm2 cm cm3 cm kgcm kg kg/cm2 kg/cm2 kg/cm2 kg/cm2

1 WF 350.175.7.11 63.14 14.7 775 650 44 1.178 10706 132100 3610 187 186 1.005 0.6 170 67 228 1600

CALCULATION OF STEEL COLUMN

generator houseElement Profil A ix wx Lk l w M N nx nx-1 nx/nx-1 s1 s2 s3 s

cm2 cm cm3 cm kgcm kg kg/cm2 kg/cm2 kg/cm2 kg/cm2

C1( 3 ) WF 350.175.7.11 63.14 14.7 775 350 24 1.024 35983 415200 18416 123 122 1.008 0.6 623 299 827 1600C2 ( 11 ) WF 200.100.5.5.8 27.16 8.24 184 350 42 1.161 11750 298200 200 1596 1595 1.001 0.6 982 9 1628 1600

sEx bx

sEx bx

TEGANGAN BALOK BAJA

Tegangan ijin = 1.30*1600= 2080 kg/cm2 ( beban sementara )

Lt. 2No Element Profil Zx Momen Tegangan Ket

cm3 kgcm kg/cm2

2&3 WF.300.150.6.5.9 481 652800 1357 OK4&5 WF.300.150.6.5.9 481 700700 1457 OK6&7 WF.300.150.6.5.9 481 735000 1528 OK8&9 WF.300.150.6.5.9 481 738300 1535 OK

10&11 WF.400.150.6.5.9 625 975000 1560 OK12&13 WF.400.150.6.5.9 625 722900 1157 OK14&15 WF.400.150.6.5.9 625 813100 1301 OK16&17 WF.400.150.6.5.9 625 856600 1371 OK

18 WF.300.150.6.5.9 481 436700 908 OK19&20 WF.400.150.6.5.9 625 832600 1332 OK21&22 WF.400.150.6.5.9 625 898700 1438 OK

23,24,25 WF.450.200.9.14 1490 1732500 1163 OK26,27,28 WF.450.200.9.14 1490 1369400 919 OK

29 WF.400.200.8.13 1190 1523600 1280 OK30,31,32 WF.450.200.9.14 1490 1611000 1081 OK

33 WF.300.150.6.5.9 481 180200 375 OK34 WF.400.200.8.13 1190 1247000 1048 OK35 WF.400.200.8.13 1190 1737600 1460 OK37 WF.300.150.6.5.9 625 749900 1200 OK38 WF.400.200.8.13 1190 979500 823 OK40 WF.300.150.6.5.9 481 515200 1071 OK41 WF.450.200.9.14 1490 2138600 1435 OK42 WF.400.200.8.13 1190 1768800 1486 OK44 WF.300.150.6.5.9 481 515200 1071 OK45 WF.450.200.9.14 1490 2206400 1481 OK46 WF.400.200.8.13 1190 1832400 1540 OK48 WF.300.150.6.5.9 481 525300 1092 OK49 WF.400.150.6.5.9 625 793100 1269 OK50 WF.450.200.9.14 1490 2240300 1504 OK51 WF.400.200.8.13 1190 1936000 1627 OK52 WF.400.200.8.13 1190 1163300 978 OK53 WF.400.200.8.13 1190 1156100 972 OK55 WF.300.150.6.5.9 481 525300 1092 OK56 WF.400.150.6.5.9 625 844900 1352 OK57 WF.400.200.8.13 1190 1227800 1032 OK58 WF.400.150.6.5.9 625 1011200 1618 OK59 WF.400.150.6.5.9 625 700000 1120 OK60 WF.300.150.6.5.9 481 646800 1345 OK61 WF.400.200.8.13 1190 2348800 1974 OK

note : Untuk tumpuan " rigid joint " hounc belum diperhitungkan.

PROYEK : RIKEN ASAHI PLASTICS INDONESIA

SUBYEK : WARE HOUSE

RAFTER : SB1 ( elemen 4-10, file : ASAHI2.F3F )

PROFIL PAKAI : WF 375 X 125 X 6 X 9 DATA PROFILtinggi tampang ( h ) = 37.5 cm tebal badan ( tb ) = 0.60

lebar sayap ( b ) = 12.5 cm tebal sayap ( ts ) = 0.90

luas tampang ( A ) = 28.92 cm2 3.18

momen inertia sb. x ( Ix ) = 9030.26 cm4 modulus tampang sb.x ( Zx ) = 481.61

momen inertia sb. y ( Iy ) = 293.16 cm4 modulus tampang sb.y ( Zy ) = 46.91

17.67 cm 1600

PERSYARATAN KIP ( PPBB1 5.1.1 ) :panjang penjepitan ( L ) = 150 cm

h/tb < 75 ---------------------- h/tb =

L/h > 1.25 b/ts --------------- L/h =

1.25 b/ts =

Penampang berubah bentuk ? --------- ya


A' = 14.820 cm2

iA' = (1/2 Iy)/A = 3.145 cm

150 cm : ( panjang tekuk arah tegak lurus sb y )

47.70 1.22

1311.5 kg/cm2

Mx1 = 2105 kgm : ( mx1 & mx2 = momen pada ujung kolom )

Mx2 = 6498 kgm : ( syarat : | Mx1| < | Mx2 | )

0.87 --> diambil ----------> 1.00

^---> pj. tekuk tegak lurus sb.x (Lkx) = 1200

67.91 ^------> 1.44

4482

47.2 ^-----> 1.21

9383

nx = 2398

nx = 54.05

nx / (nx - 1) = 1.019

0.60 0.6

ny = 2398

ny = 113.16

ny / (ny - 1) = 1.009

Mx= 6498 kgm

My= 0 kgm

= 925.1 kg/cm2 <

= 1432.1 kg/cm2 <

PERHITUNGAN RAFTER

jari2 inertia sb.y ( iy ) =

jari2 inertia sb x ( ix ) = tegangan dasar baja BJ37 (s) =

l = Lky/iA' --------> Lky =

l = ----------> faktor tekuk Fe 360 (w) =

tegangan kip = s /w =

q =

lx = Lkx / ix =

lx = faktor tekuk Fe 360 ( wx ) =

tegangan Euler (sEx) =

ly = Lky / iy

ly = faktor tekuk Fe 360 ( wy ) =

tegangan Euler (sEy) =

(A .sEx )/ N --> gaya aksial ( N ) =

bx = by =(A .sEy )/ N --> gaya aksial ( N ) =

s1 = wmax.N/A + bx.q.nx/(nx-1).Mx/Zx + by.ny/(ny-1).My/Zy ……PPBBI 4.8.4 (31a)

s

s2 = N/A + q.Mx/Zx + My/Zy……………PPBBI 4.8.4 (31b)

s

cm

cm

cm

cm3

cm3

kg/cm2

62.50

4.00

17.36

cm

kg/cm2

kg/cm2

kg

kg

TABEL PERHITUNGAN TEGANGAN BAJA

BALOK BAJA

Nomor Momen Profil Terpakai Luas M. Tampang s Keterangan

Batang ( kg cm )

1,2 561000 WF.350.175.7.11 63.14 775 723.87 ok39,40 1026400 WF.350.175.7.11 63.14 775 1324.39 ok68,69 1110100 WF.350.175.7.11 63.14 775 1432.39 ok66,67 845100 WF.350.175.7.11 63.14 775 1090.45 ok

61,62,63 942700 WF.400.200.8.13 84.12 1190 792.18 ok64,65 854200 WF.350.175.7.11 63.14 775 1102.19 ok

52,53,54 1620300 WF.400.200.8.13 84.12 1190 1361.60 ok55,56 1047700 WF.350.175.7.11 63.14 775 1351.87 ok

72,73,100,101 1156700 WF.400.200.8.13 84.12 1190 972.02 ok102,103 610300 WF.350.175.7.11 63.14 775 787.48 ok

74,75 1034100 WF.400.200.8.13 84.12 1190 868.99 ok76,77 442500 WF.350.175.7.11 63.14 775 570.97 ok82,83 1240200 WF.400.200.8.13 84.12 1190 1042.18 ok84,85 731700 WF.350.175.7.11 63.14 775 944.13 ok87,88 710700 WF.400.200.8.13 84.12 1190 597.23 ok89,90 490300 WF.350.175.7.11 63.14 775 632.65 ok

4 656300 WF.375.125.6.9 30.16 502 1307.37 ok5,6,7 400100 WF.375.125.6.9 30.16 502 797.01 ok129,8 314100 WF.375.125.6.9 30.16 502 625.70 ok

19 650700 WF.375.125.6.9 30.16 502 1296.22 ok20,128 650700 WF.375.125.6.9 30.16 502 1296.22 ok22,107 647400 WF.375.125.6.9 30.16 502 944.13 ok

23 547700 WF.375.125.6.9 30.16 502 917.03 ok130,48 647700 WF.375.125.6.9 30.16 502 632.65 ok

131,26 656300 WF.375.125.6.9 30.16 502 1307.37 ok24,25 692400 WF.375.125.6.9 30.16 502 944.13 ok50,51 681200 WF.375.125.6.9 30.16 502 917.03 ok

12,125 529400 WF.375.125.6.9 30.16 502 632.65 ok

104,124 647700 WF.375.125.6.9 30.16 502 1290.24 ok30,10 656300 WF.375.125.6.9 30.16 502 632.65 ok

94 415100 WF.375.125.6.9 30.16 502 826.89 ok112 415100 WF.375.125.6.9 30.16 502 826.89 ok

`

s ijin = 1600 kg/cm2

A, ( cm2) Z, ( cm3) ( kg/cm2)

TABEL PERHITUNGAN TEGANGAN BAJA

`

PERHITUNGAN TEGANGAN STRUKTUR BALOK CRANE( DISAIN AWAL )

Posisi No elemen Momen Profil Zx Tegangan keteranganBeban kgm cm3 kg/cm2

1 ( titik 16 ) 11& 12 6405 WF 350.175.7.11 775 826 OK

2 ( titik 24 ) 13 & 29 6280 WF 350.175.7.11 775 810 OK

3 ( titik 25 ) 14 & 30 6325 WF 350.175.7.11 775 816 OK

1600 kg/cm2s ijin =

PERHITUNGAN DEFLEKSI STRUKTUR BALOK CRANE( DISAIN AWAL )

Posisi Bentang Defleksi Profil Zx defleksi ijin KeteranganBeban cm cm cm3 ( cm )

1 ( titik 16 ) 250 1.4 WF 350.175.7.11 775 2.00 2xL/250( cantilever)

2 ( titik 24 ) 600 0.69 WF 350.175.7.11 775 2.40 L/250

3 ( titik 25 ) 600 0.72 WF 350.175.7.11 775 2.40 L/250

Syarat Lendutan tsb Berdasarkan Peraturan Perencanaan Bangunan Baja Untuk Gedung 1987Bab XV Psl. 15.1

KONTROL LENDUTAN

Joint Bentang defleksi ratio( m ) m

52 4.375 0.00397 1/ 1102.053 4.375 0.00645 1/ 678.377 6.000 0.01231 1/ 487.478 6.000 0.01203 1/ 498.879 6.000 0.01203 1/ 498.880 6.000 0.01034 1/ 580.381 6.000 0.01375 1/ 436.482 6.000 0.01271 1/ 472.183 6.000 0.00618 1/ 970.984 6.000 0.01333 1/ 450.185 6.000 0.01237 1/ 485.065 4.150 0.00668 1/ 621.366 4.150 0.00504 1/ 823.439 5.475 0.00701 1/ 781.0

defleksi ijin = 1/250 L

PROYEK : SUMI RUBBER INDONESIA

SUBYEK : GOLFBALL FACTORY

TRUSS : as X7 ( elemen 29 )

PROFIL PAKAI : 2L 60 X 60 X 6 DATA PROFIL

luas tampang ( A ) = 11.80 cm2

1.82 cm

1600 kg/cm2

gaya aksial ( N ) = 10500 kg ( tekan )

panjang span ( L ) = 150.00 cm

L / ix

= 82.4

=

PERHITUNGAN ELEMEN TRUSS

jari2 inertia sb x ( ix ) =

tegangan dasar baja BJ37 (s) =

l =^--------> faktor tekuk ( w ) = 1.65 ( PPBBI )

s =N.w / A

TABEL PERHITUNGAN TEGANGAN KONSTRUKSI ATAP

Nomor Panjang Gaya Normal Momen Profil Terpakai Luas M. Tampan l w Keterangan

Batang ( cm ) N, ( kg ) ( kg cm ) i, ( cm )

TRUSS

506X 100 - 28894 0 T(149.299.9.14) 55.40 0 3.59 27.9 1.05 547.63 tekan506Y 300 - 28894 0 T(149.299.9.14) 55.40 0 7.51 39.9 1.14 594.57 tekan547 100 + 3836 0 T(149.299.9.14) 55.40 0 0.00 0.0 0.00 69.24 tarik

596X 100 - 3661 0 T(149.299.9.14) 55.40 0 3.59 27.9 1.05 69.39 tekan596Y 300 - 3661 0 T(149.299.9.14) 55.40 0 7.51 39.9 1.14 75.33 tekan615X 100 - 37675 0 T(149.299.9.14) 55.40 0 3.59 27.9 1.05 714.06 tekan615Y 300 - 37675 0 T(149.299.9.14) 55.40 0 7.51 39.9 1.14 775.26 tekan682X 100 - 25523 0 T(149.299.9.14) 55.40 0 3.59 27.9 1.05 483.74 tekan682Y 300 - 25523 0 T(149.299.9.14) 55.40 0 7.51 39.9 1.14 525.20 tekan700X 100 - 23957 0 T(149.299.9.14) 55.40 0 3.59 27.9 1.05 454.06 tekan700Y 300 - 23957 0 T(149.299.9.14) 55.40 0 7.51 39.9 1.14 492.98 tekan528 200 + 22400 0 T(150.150.6,5.9) 23.39 0 0.00 0.0 0.00 957.67 tarik

525X 100 - 11993 0 T(147.200.8.12) 36.19 0 3.97 25.2 1.03 341.33 tekan525Y 300 - 11933 0 T(147.200.8.12) 36.19 0 4.71 63.7 1.39 458.33 tekan619X 100 - 7278 0 T(147.200.8.12) 36.19 0 3.97 25.2 1.03 207.14 tekan619Y 300 - 7278 0 T(147.200.8.12) 36.19 0 4.71 63.7 1.39 279.54 tekan637 200 + 32447 0 T(150.150.6,5.9) 23.39 0 0.00 0.0 0.00 1387.22 tarik707 200 + 19577 0 T(150.150.6,5.9) 23.39 0 0.00 0.0 0.00 836.98 tarik726 200 + 18095 0 T(150.150.6,5.9) 23.39 0 0.00 0.0 0.00 773.62 tarik

630X 200 - 4091 0 T(147.200.8.12) 36.19 0 3.97 50.4 1.23 139.04 tekan630Y 300 - 4091 0 T(147.200.8.12) 36.19 0 4.71 63.7 1.39 157.13 tekan601 200 + 14714 0 T(150.150.6,5.9) 23.39 0 0.00 0.0 0.00 629.07 tarik690 200 + 15937 0 T(150.150.6,5.9) 23.39 0 0.00 0.0 0.00 681.36 tarik

717X 100 - 6498 0 T(147.200.8.12) 36.19 0 3.97 25.2 1.03 184.94 tekan717Y 200 - 6498 0 T(147.200.8.12) 36.19 0 4.71 42.5 1.17 210.08 tekan516 200 + 16453 0 T(150.150.6,5.9) 23.39 0 0.00 0.0 0.00 703.42 tarik

538X 100 - 18088 0 T(147.200.8.12) 36.19 0 3.97 25.2 1.03 514.80 tekan538Y 200 - 18088 0 T(147.200.8.12) 36.19 0 4.71 42.5 1.17 584.77 tekan

Jari2 Girasi N.w/ A

A, ( cm2) Z, ( cm3) ( kg/cm2)

TABEL PERHITUNGAN TEGANGAN ATAP

TR-14

Nomor Panjang Gaya Normal Profil Terpakai Luas l w s Keterangan

Batang ( cm ) N, ( kg ) i, ( cm )

1 127.5 - 498 U75~0.55 1.10 2.78 45.9 1.20 541.5 tekan2 127.5 - 79 U75~0.55 1.10 2.78 45.9 1.20 85.9 tekan3 127.5 + 292 U75~0.55 1.10 2.78 0.0 1.00 265.5 tarik4 127.5 + 460 U75~0.55 1.10 2.78 0.0 1.00 418.2 tarik9 79.4 + 18 U75~0.55 1.10 2.78 0.0 1.00 16.4 tarik

10 70.5 - 908 U75~0.55 1.10 2.78 25.4 1.03 851.0 tekan11 70.5 - 868 U75~0.55 1.10 2.78 25.4 1.03 813.6 tekan12 80 - 797 U75~0.55 1.10 2.78 28.8 1.06 767.3 tekan13 127.5 - 1333 U75~0.55 1.10 2.78 45.9 1.20 1449.3 tekan14 127.5 - 1600 U75~0.55 1.10 2.78 45.9 1.20 1739.6 tekan15 127.5 - 1669 U75~0.55 1.10 2.78 45.9 1.20 1814.7 tekan22 77 - 16 H70~0.55 1.20 2.40 32.0 1.08 14.4 tekan23 86.6 + 432 H70~0.55 1.20 2.40 0.0 1.00 360.0 tarik24 96.9 - 551 H70~0.55 1.20 2.40 40.3 1.14 525.3 tekan25 99.4 + 292 H70~0.55 1.20 2.40 0.0 1.00 243.3 tarik26 99.4 - 296 H70~0.55 1.20 2.40 41.3 1.15 284.2 tekan27 99.4 + 129 H70~0.55 1.20 2.40 0.0 1.00 107.5 tarik28 99.4 - 136 H70~0.55 1.20 2.40 41.3 1.15 130.3 tekan29 99.4 - 26 H70~0.55 1.20 2.40 41.3 1.15 24.9 tekan

Jari2 Girasi

A, ( cm2) ( kg/cm2)

s ijin = 6000 kg/cm2

TABEL PERHITUNGAN TEGANGAN ATAP

TABEL PERHITUNGAN TEGANGAN TRUSS

Akibat Beban Tambahan M/E

Nomor Panjang Gaya Normal Profil Terpakai Luas l w Keterangan

Batang ( cm ) N, ( kg ) i, ( cm )73 150 - 34891 T 100.200.8.12 31.77 2.41 62.2 1.363 1496.90 OK74 150 - 37697 T 100.200.8.12 31.77 2.41 62.2 1.363 1617.28 NOT OK75 150 - 39529 T 100.200.8.12 31.77 2.41 62.2 1.363 1695.88 NOT OK76 150 - 39452 T 100.200.8.12 31.77 2.41 62.2 1.363 1692.57 NOT OK77 150 - 40083 T 100.200.8.12 31.77 2.41 62.2 1.363 1719.65 NOT OK78 150 - 39664 T 100.200.8.12 31.77 2.41 62.2 1.363 1701.67 NOT OK79 150 - 37969 T 100.200.8.12 31.77 2.41 62.2 1.363 1628.95 NOT OK

catatan :

OK =NOT OK =

Jari2 Girasi s = N.w/ A

A, ( cm2) ( kg/cm2)

s < s ijin s > s ijin

s ijin = s leleh / SF

s ijin = 2400/1.5

s ijin = 1600 kg/m2

PERHITUNGAN TEGANGAN TRUSS ATAP TR1

Nomer Batang : 23Profil : T 75X150X7X10L : 140 cm

Data Profil :h = 7.5 cm tb = 0.70 cmb = 15.0 cm ts = 1.00 cmA = 15.75 cm2 iy = 3.75 cmIx = 66.00 cm4 Zx = 10.80 cm3Iy = 282.00 cm4 Zy = 37.60 cm3

ix = 1.81 cm 1600 kg/cm2

Lkx = 140 cmN = 1631 kg ( tarik )M = 47 kgml L / ix = 0.0 -------------> dari tabel PPBBI --->

w.N/A = 103.56 kg/cm2



ix = 1.81 cm 1600 kg/cm2

Lkx = 140 cmN = 10313 kg ( tekan )M = 24 kgml L / iy = 37.3 -------------> dari tabel PPBBI --->

w.N/A = 732.71 kg/cm2Nomer Batang : 29Profil : T 75X150X7X10L : 140 cm

Data Profil :h = 7.5 cm tb = 0.70 cmb = 15.0 cm ts = 1.00 cmA = 15.75 cm2 iy = 3.75 cmIx = 66.00 cm4 Zx = 10.80 cm3

s =

w

s =

s =

w

s =

Iy = 282.00 cm4 Zy = 37.60 cm3

ix = 1.81 cm 1600 kg/cm2


w.N/A = 996.23 kg/cm2



ix = 1.81 cm 1600 kg/cm2


w.N/A = 513.03 kg/cm2



ix = 1.81 cm 1600 kg/cm2

Lkx = 140 cmN = 12885 kg ( tarik )M = 1033 kgml L / iy = 0.0 -------------> dari tabel PPBBI --->

s =

w

s =

s =

w

s =

s =

w

w.N/A = 818.10 kg/cm2



ix = 1.81 cm 1600 kg/cm2


w.N/A = 443.75 kg/cm2

Nomer Batang : 44Profil : 2L 50.50.5L : 120 cm


ix = 1.51 cm 1600 kg/cm2


w.N/A = 420.66 kg/cm2

Nomer Batang : 61Profil : 2L 50.50.5L : 170 cm

Data Profil :h = 5.0 cm tb = 0.50 cm

s =

s =

w

s =

s =

w

s =

b = 5.0 cm ts = 0.50 cmA = 4.80 cm2 iy = 1.51 cmIx = 11.00 cm4 Zx = 3.05 cm3Iy = 11.00 cm4 Zy = 3.05 cm3

ix = 1.51 cm 1600 kg/cm2


w.N/A = 521.77 kg/cm2

s =

w

s =

PERHITUNGAN TEGANGAN TRUSS ATAP TR1

1 ( tarik )

1.119

1.119

1.119

1 ( tarik )

1

1.135

TABEL PIPA ( Pipa Baja Hitam & Pipa Baja Digalvanis merk SIO)

Diameter Lubang Diameter Tebal Diameter A Berat Ix ZxNominal Luar Bersih

inch mm mm mm mm cm3 Kg/m cm4 cm3

1/2" 15 21.4 2.00 17.40 1.22 0.957 0.58 0.543/4" 20 26.9 2.00 22.90 1.57 1.228 1.22 0.91

1 25 34.1 2.00 30.10 2.02 1.583 2.61 1.531 1/4 32 42.5 2.00 38.50 2.55 1.997 5.23 2.461 1/2 40 48.4 2.00 44.40 2.92 2.288 7.86 3.25

2 50 60.8 2.00 56.80 3.70 2.900 15.99 5.262 1/2 65 76.0 2.00 72.00 4.65 3.650 31.86 8.38

3 80 88.7 2.90 82.90 7.82 6.136 72.04 16.244 100 113.9 2.90 108.10 10.12 7.938 155.92 27.385 125 140.6 2.90 134.80 12.55 9.847 297.60 42.336 150 166.1 2.90 160.30 14.87 11.671 495.37 59.658 200 219.1 5.00 209.10 33.64 26.399 1928.82 176.07

10 250 273.0 5.00 263.00 42.11 33.044 3782.34 277.0912 300 323.8 6.35 311.10 63.35 49.710 7983.77 493.1314 355 355.6 6.35 342.90 69.70 54.689 10630.68 597.9016 400 406.4 6.35 393.70 79.84 62.644 15975.73 786.2118 400 457.4 9.00 439.40 126.83 62.644 31889.59 1394.39

Note :

Ix = p/64.D4

Zx = p/32.D3

PERHITUNGAN SAMBUNGAN

Sambungan pada detail D

D V

H1 H2

D = 455 kgV = 268 kgH1 = 3159 kgH2 = 2757 kg

Dimensi Kayu :

D = 80/120V = 80/150H1 = 2x60/150H2 = 2x60/150 H=H1-H2 = 402 kg

Alat sambungan : BautJenis sambungan : Golongan II tampang 2

A. Akibat Beban Vertikal ( V )Batang Vertikal :

100x1,6x8 = 1280 kg

= 1100 kg

Batang Horisontal :

200x1,6x6x(1-0.6) = 768 kg

= 715 kg

B. Akibat Beban Horisontal ( H )Batang Vertikal :

100x1,6x8(1-0.6) = 512 kg

= 715 kg

Batang Horisontal :

200x1,6x6 = 1920 kg

= 1100 kg

S diambil 512 x 1,25 = 640 kg ( muatan tetap )Jumlah baut yang dibutuhkan = H/S = 402/640 = 1 bh

a = 0S = 100.d.b3.( 1-0.6sina ) =

S = 430.d2.( 1-0.35sina ) = 430x1,62

a = 90S = 200.d.b1.( 1-0.6sina ) =

S = 430.d2.( 1-0.35sina ) = 430x1,62(1-0.35)

a = 90S = 100.d.b3.( 1-0.6sina ) =

S = 430.d2.( 1-0.35sina ) = 430x1,62(1-0.35)

a = 0S = 200.d.b1.( 1-0.6sina ) =

S = 430.d2.( 1-0.35sina ) = 430x1,62

PERHITUNGAN TEGANGAN PAPAN KAYU

towerNo Lebar Tebal Momen W Tegangan Keterangan

cm cm kgcm cm3 kg/cm2

1 15 5 4961.25 62.50 79.38 ok

2 20 3 1050 30.00 35.00 ok

s tk, s tr sejajar serat = 130 kg/cm2

PERHITUNGAN MOMEN PELAT KAYU

bridgeNo Lebar beban q L M Mu

cm kg/m2 kg/m1 m kgcm kgcm

1 15 400 60 2.10 3307.50 4961.25

2 20 280 56 1.00 700.00 1050

PERHITUNGAN TEGANGAN BALOK KAYU

bridgeNo Lebar Tinggi Panjang q Momen W Tegangan Keterangan

cm cm cm kg/cm kgcm cm3 kg/cm2

1 20 30 3.5 420 96468.75 3000.00 32.16 ok

2 30 30 3.5 490 112546.88 4500.00 25.01 ok


Keterangan

PERHITUNGAN TEGANGAN KOLOM KAYU

towerTYPE Lebar Panjang Tinggi Aksial A I i min l

cm cm cm kg cm2 cm4 cm

TEPI 20 20 300 2000 400 13333.33 5.77 51.96

TENGAH 30 30 300 4700 900 67500.00 8.66 34.64


w Tegangan ketkg/cm2

1.53 7.65 ok

1.30 6.79 ok

TABEL PERHITUNGAN TEGANGAN KONSTRUKSI ATAP KAYU

Nomor Panjang Gaya Normal Ukuran Kayu Luas l w Keterangan

Batang ( cm ) N, ( kg ) i, ( cm )

1 150 - 0 75 x 150 112.50 4.30 34.9 1.30 0.00 ok2 150 - 0 75 x 150 112.50 4.30 34.9 1.30 0.00 ok5 170 - 1643 75 x 150 112.50 4.30 39.5 1.35 14.60 ok6 170 - 1102 75 x 150 112.50 4.30 39.5 1.35 9.80 ok9 70 + 21 75 x 150 112.50 4.30 0.0 1.00 0.19 ok

12 170 - 541 75 x 150 112.50 4.30 39.5 1.35 6.49 ok

Jari2 Girasi N.w/ A

A, ( cm2) ( kg/cm2)


TABEL PERHITUNGAN TEGANGAN KONSTRUKSI ATAP KAYU

Hitung Struktur Baja Beton 1

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