1_AbdulRahman_ruko

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RUKO PERUM CANDRABAGA

BLOK AR 2 NO 5

Perum Candrabaga blok AR

Perum Candrabaga blok AR 2 No. 5 Kel. Bahagia Babelan Bekasi Utara

2 No. 5 Kel. Bahagia Babelan Bekasi Utara

Teguh Santoso SPd Teguh Santoso SPd

Disiapkan oleh :

JANUARI 2012

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LAMPIRAN

LEMBAR PERSETUJUAN

N Na ma ma a PPrro yo ye ke k : R U: R UKKO O PPEERRUUM M CCAANNDDRR AABBAAGGA A BBLLOOK K AAR R 2 2 NNO O 55 L

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Pee mmoo hh oo nn :: --P

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Ah ll i i StSt rukruk tt ur ur

Teguh Santoso S.Pd Teguh Santoso S.Pd

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COVER

DAFTAR ISI DAN LEMBAR PERSETUJUAN

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LAMPIRAN

LEMBAR PERSETUJUAN

N Na ma ma a PPrro yo ye ke k : R U: R UKKO O PPEERRUUM M CCAANNDDRR AABBAAGGA A BBLLOOK K AAR R 2 2 NNO O 55 L

Loo kk aa ss ii ::PPee rruum m CCaa nn ddrraa bbaa gga a bbll ok k AoAR 2 No. R 2 No. 5K5Kelel . . BBaa hahaggii a a BBaa belbel aa n n BBekek aa ss i i UraraUtt aa P

Pee mmoo hh oo nn :: --P

Pee rree nn ccaa nn aa ::--D

Dii ss uuss uun n oo l el ehh 1. Teg1. ::Teguuh Sanh San tt osos o SPo SPdd

T

Te le l a h a h ss e le l e s a i e s a i ddii ss ua n a n duss uun ddii sn ds e te t uujjuui i SSuurra b a ya b a ya aa nn ga ttgggaa l l 77- - 1 1 - - 22 001212

Ah

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LANTAI 1 LANTAI 1

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- Struktur Atas

: K 300 ( fc’ = 25 Mpa )

d. TULANGAN

- Diameter >= 13 mm

: BJTD 35

- Diameter < 13 mm

: BJTP 24

Pembebanan

a. Beban Mati (DL)

Sesuai dengan Peraturan Pembebanan Indonesia dan berat jenis bahan

yang dipakai. (berat sendiri terstruktur)

b. Beban Hidup (LL)

Beban Hidup yang dipakai adalah sebagai berikut :

- Lantai

: 250 kg/m2

- Atap

: 100 kg/m2

- Tangga

: 300 kg/m2

Metode Perhitungan

Pekerjaan portal beton

- Jenis struktur ini adalah struktur gedung beraturan. Gedung terdiri dari 2 lantai.

Selanjutnya bangunan direncanakan sebagai Sisten Rangka Pemikul Momen Biasa

(SRPMB). Artinya gedung ini harus memenuhi pasal sampai 20, pasal 23.2.2.3,

dan pasal 23.10.

- Bangunan diidealisasikan dengan analisa 3 dimensi dengan elemen struktur

balok dan kolom beton.

- Analisa struktur direncanakan terhadap beban vertikal berupa beban yang

terbagi rata dalam tiap-tiap lantai yang didistribusikan dalam balok-balok.

Sedangkan beban merata/terpusat yang bekerja langsung pada balok diterima

oleh balok.

- Analisa struktur memakai program bantu ETABS NonLinier Versi 9.0.5.

* Berat sendiri komponen stuktur (DL) sudah dihitung secara otomatis oleh ETABS

berdasarkan input data dimensi dan karakteristik material yang direncanakan.

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dikalikan dengan 0.7 sesuai pasal 10.5.1, sedangkan untuk plat dikalikan 0.25

sesuai pasal 12.11.1. Dengan selimut beton 50 mm pasal 9.7.

* Reduksi beban hidup untuk perkantoran adalah sebesar 0.3. (pasal 3.5.1)

* Koefisien reduksi beban hidup komulatif kolom sesuai dengan pasal 3.5.4 tabel 3.4.

* Support kolom base menggunakan jenis support jepit.

- Analisa perhitungan pelat memakai koefisien seperti yang dinyatakan pada

PBI '71

Properties

-

Model

: Portal

3D

- Design code

: SNI 03-2847-2002

- Portal kolom dan balok

: beton bertulang

-

Tinggi

Lantai

: 3.5

m

-

Ukuran

kolom

: 40

x

40 cm

15 x 15 cm

-

Ukuran

balok

: 30

x

40 cm

20 x 30 cm

15 x 20 cm

- Ukuran Pelat

Pelat lantai (t)

: 12 cm

- Pondasi

Strouss

: D30

cm

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- Spesi t=20 ( 2 x 21 ) = 42 kg/m2 - Keramik ( 2 x 24 ) = 48 kg/m2 DL = 90 kg/m2 - Spesi t=20 ( 2 x 21 ) = 42 kg/m2 - Plafond ( 1 x 18 ) = 18 kg/m2 DL = 60 kg/m2 - Spesi t=20 ( 2 x 21 ) = 42 kg/m2 - Keramik ( 2 x 24 ) = 48 kg/m2 DL = 90 kg/m2 - Batu bata h=300 ( 0.15 x 3 ) 1700 = 765 kg/m DL = 765 kg/m Beban Dinding Beban Mati (DL)

Beban Pelat Atap

Beban Pelat Tangga Beban Pelat Lantai

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- Beban hidup Ruko LL = 250 kg/m2

- Beban hidup Selasar/tangga LL = 300 kg/m2

Menggunakan program Struktur Analisis Program 2000 (ETABS Nonlinier Versi 9.0.5)

(terlampir) INPUT ETABS2000 Outline fc 30 Mpa fys 300 Mpa DLplat 90 kg/m2 DLatap 60 kg/m2 DLdinding 765 kg/m LLplat 250 kg/m2 LLatap 150 kg/m2 P atap 500 kg Design Kode ACI 318 - 99

Pembebanan

Statika

Beban Hidup (LL)

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Dimensi Balok (cm) Beban hidup plat LL(kg-m2)

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OUTPUT ETABS2000 Statika

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Beban Total (W) W = 1.2*382.5 + 1.6*250 W =859 kg/m2 Statika *Sesuai SNI 03-2847-2002 Data Perencanaan Wu = 859 kg/m2 Ly = 5 m ; Lx = 4 m Perhitungan Mo = (Wu.Lx.Ly^2)/8(Pasal 15.6.2) Mo = (859*4*5^2)/8 Mo = 10738 kgm Mo(-) = 0,65 x Mo(Pasal 15.6.3) Mo(-) = 0,65 x 10738 Mo(-) = 6980 kgm Mo(+) = 0,35 x Mo(Pasal 15.6.3) Mo(+) = 0,35 x 10738 Mo(+) = 3758 kgm Distribusi Moment 75% (Pasal 15.6.4.1) Mr kolom Int. = 75% * 6980 = 5235 kgm Mr kolom eks. = 75% * 3758 = 2819 kgm Mr balok Int. = 85% * 5235 = 4450 kgm Mr balok eks. = 85% * 2819 = 2396 kgm Mr plat Int. = 15% * 5235 = 785 kgm Mr plat eks. = 15% * 2819 = 423 kgm Mr tengah Int. = 6980 - 5235 = 1745 kgm Mr tengah eks. = 3758 - 2819 = 939 kgm Mtx = Mr plat(+) / [0.8.(0.25.Lx)] Mtx = 785/[0.8*(0.25*4)] Mtx = 981 kgm Mty = Mr plat(-) / [0.8.(0.25.Lx)] Mty = 423/[0.8*(0.25*4)]

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Mlx = Mr tengah(+) / [0.8.(0.5.Ly)] Mlx = 1745/[0.8*(0.5*5)]

Mlx = 2181 kgm

Mly = Mr tengah(-) / [0.8.(0.5.Ly)] Mly = 939/[0.8*(0.5*5)]

Mly = 939 kgm Penulangan

Penulangan Tumpuan X Penulangan Tumpuan Y *Sesuai SNI 03-2847-2002 *Sesuai SNI 03-2847-2002 fc' = 30 Mpa; ro = 0.8 fc' = 30 Mpa; ro = 0.8 fy' = 350 Mpa fy' = 350 Mpa

Mu = 981 kgm = 9810000 Nmm Mu = 423 kgm = 4230000 Nmm b = 1000 mm ; h = 120 mm b = 1000 mm ; h = 120 mm d = 0.9 x 120 mm = 108 mm d = 0.9 x 120 mm = 108 mm Direncanakan Direncanakan d10 - 250 (As = 314 mm2) d10 - 250 (As = 314 mm2) a = (As.fy)/(0,85.fc.b) a = (As.fy)/(0,85.fc.b) a = (314*350)/(0.85*30*1000) a = (314*350)/(0.85*30*1000) a=4.31 a=4.31

roMn = ro.As.fy(d-1/2a) dimana d = 0.9*h roMn = ro.As.fy(d-1/2a) dimana d = 0.9*h Mn = 314*350*(108-0.5*4.31) Mn = 314*350*(108-0.5*4.31)

Mn = 11632366 Nmm Mn = 11632366 Nmm

Mn = 1163 kgm > 981 kgm (OK) Mn = 1163 kgm > 423 kgm (OK) Penulangan Lapangan X Penulangan Lapangan Y *Sesuai SNI 03-2847-2002 *Sesuai SNI 03-2847-2002 fc' = 30 Mpa; ro = 0.8 fc' = 30 Mpa; ro = 0.8 fy' = 350 Mpa fy' = 350 Mpa

Mu = 2181 kgm = 21810000 Nmm Mu = 923 kgm = 9230000 Nmm b = 1000 mm ; h = 120 mm b = 1000 mm ; h = 120 mm d = 0.9 x 120 mm = 108 mm d = 0.9 x 120 mm = 108 mm Direncanakan Direncanakan d10 - 100 (As = 785 mm2) d10 - 250 (As = 314 mm2) a = (As.fy)/(0,85.fc.b) a = (As.fy)/(0,85.fc.b) a = (785*350)/(0.85*30*1000) a = (314*350)/(0.85*30*1000) a=10.77 a=4.31

roMn = ro.As.fy(d-1/2a) dimana d = 0.9*h roMn = ro.As.fy(d-1/2a) dimana d = 0.9*h Mn = 785*350*(108-0.5*10.77) Mn = 314*350*(108-0.5*4.31)

Mn = 28193471 Nmm Mn = 11632366 Nmm

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d = 0.9 x 400 mm = 360 mm Direncanakan 8 D13 (As = 1061 mm2) a = (As.fy)/(0,85.fc.b) a = (1061*350)/(0.85*30*300) a = 48.54

roMn = ro.As.fy(d-1/2a) dimana d = 0.9*h Mn = 1061*350*(360-0.5*48.54)

Mn = 124673336 Nmm

Mn = 12467 kgm > 11988 kgm (OK)

Penulangan Tulangan Begel Tumpuan

*Sesuai SNI 03-2847-2002 Data-data : Fc = 30 MPa ; ro = 0.75 ; B48 (ETABS) Fy = 350 MPa bw = 300 mm; h = 400 mm d = 0.9x400 = 360 mm Vu = 11988 kg = 119880 N Mu = 8440 kgm = 84400000 Nmm Tul Utama 4 d12 = 452 mm2 As = 4 x 0.25*3.14 x 12 x 12 As = 452 mm2 Penulangan : Sesuai pasal 13.3.2.1 Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7 Vc = [sqrt(30) + 120 x 452/(300 x 360) x 119880 x 360/84400000] x 300 x 360/7 Vc = 88468 N

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Direnc. begel 3 d10 - 75 Av = 3 x 0.25 x 3.14 x 10 x 10 Av = 236 mm2 Vs = Av x fy x d / s Vs = 236 x 350 x 360 / 75 Vs = 396480 N Vn = ro(Vs+Vc) Vn = 0.75 x (396480 + 88468) Vn = 363711 N > 119880 N (OK) Sesuai pasal 23.10.4.2 s = 1/4 x 400 = 100 s = 8 x 12 = 96 s = 24 x 10 = 240 s = 300

Diambil terkecil 96 mm > 75 mm (OK)

Penulangan Tulangan Utama Lapangan

*Sesuai SNI 03-2847-2002 fc' = 30 Mpa; ro = 0.8 ; B48 (ETABS) fy' = 350 Mpa Mu = 5486 kgm = 54860000 Nmm b = 300 mm ; h = 400 mm d = 0.9 x 400 mm = 360 mm Direncanakan 8 D13 (As = 1061 mm2) a = (As.fy)/(0,85.fc.b) a = (1061*350)/(0.85*30*300) a = 48.54

Mn = 124673336 Nmm

Mn = 12467 kgm > 5486 kgm (OK)

Penulangan Tulangan Begel Lapangan

*Sesuai SNI 03-2847-2002

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BALOK Type B2

Penulangan Tulangan Utama Tumpuan

Mn = 46793313 Nmm

Mn = 4679 kgm > 3557 kgm (OK)

Penulangan Tulangan Begel Tumpuan

*Sesuai SNI 03-2847-2002 Data-data : Fc = 30 MPa ; ro = 0.75 ; B51 (ETABS) Fy = 350 MPa bw = 200 mm; h = 300 mm d = 0.9x300 = 270 mm Vu = 4644 kg = 46440 N Mu = 3557 kgm = 35570000 Nmm Tul Utama 8 D13 = 1061 mm2 As = 8 x 0.25*3.14 x 13 x 13 As = 1061 mm2 Penulangan :

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s = 300

Diambil terkecil 75 mm < 75 mm (OK)

Penulangan Tulangan Utama Lapangan

Mn = 46793313 Nmm

Mn = 4679 kgm > 2120 kgm (OK)

Penulangan Tulangan Begel Lapangan

*Sesuai SNI 03-2847-2002 Data-data : Fc = 30 MPa ; ro = 0.75 ; B51 (ETABS) Fy = 350 MPa bw = 200 mm; h = 300 mm d = 0.9x300 = 270 mm Vu = 989 kg = 9890 N

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Mu = 2120 kgm = 21200000 Nmm Tul Utama 8 D13 = 1061 mm2 As = 8 x 0.25*3.14 x 13 x 13 As = 1061 mm2 Penulangan : Sesuai pasal 13.3.2.1 Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7 Vc = [sqrt(30) + 120 x 1061/(200 x 270) x 9890 x 270/21200000] x 200 x 270/7 Vc = 44544 N Direnc. begel 3 d10 - 75 Av = 3 x 0.25 x 3.14 x 10 x 10 Av = 236 mm2 Vs = Av x fy x d / s Vs = 236 x 350 x 270 / 75 Vs = 297360 N Vn = ro(Vs+Vc) Vn = 0.75 x (297360 + 44544) Vn = 256428 N > 9890 N (OK) Sesuai pasal 23.10.4.2 s = 1/4 x 300 = 75 s = 8 x 13 = 104 s = 24 x 10 = 240 s = 300

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d = 0.9 x 400 mm = 360 mm Direncanakan 4 D13 (As = 531 mm2) a = (As.fy)/(0,85.fc.b) a = (531*350)/(0.85*30*300) a = 24.29

Mn = 64648852 Nmm

Mn = 6465 kgm > 5310 kgm (OK)

Penulangan Tulangan Begel Tumpuan

*Sesuai SNI 03-2847-2002 Data-data : Fc = 30 MPa ; ro = 0.75 ; B50 (ETABS) Fy = 350 MPa bw = 300 mm; h = 400 mm d = 0.9x400 = 360 mm Vu = 6153 kg = 61530 N Mu = 5310 kgm = 53100000 Nmm Tul Utama 4 D13 = 531 mm2 As = 4 x 0.25*3.14 x 13 x 13 As = 531 mm2 Penulangan : Sesuai pasal 13.3.2.1 Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7 Vc = [sqrt(30) + 120 x 531/(300 x 360) x 61530 x 360/53100000] x 300 x 360/7 Vc = 88303 N

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Penulangan Tulangan Utama Lapangan

Mn = 64648852 Nmm

Mn = 6465 kgm > 4467 kgm (OK)

Penulangan Tulangan Begel Lapangan

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SLOOF Type SL2

Penulangan Tulangan Utama Tumpuan

*Sesuai SNI 03-2847-2002 fc' = 30 Mpa; ro = 0.8 fy' = 350 Mpa Mu = 2714 kgm = 27140000 Nmm b = 200 mm ; h = 300 mm d = 0.9 x 300 mm = 270 mm Direncanakan 3 D13 (As = 398 mm2) a = (As.fy)/(0,85.fc.b) a = (398*350)/(0.85*30*200) a = 27.31

Mn = 35708859 Nmm

Mn = 3571 kgm > 2714 kgm (OK)

Penulangan Tulangan Begel Tumpuan

*Sesuai SNI 03-2847-2002 Data-data : Fc = 30 MPa ; ro = 0.75 Fy = 350 MPa bw = 200 mm; h = 300 mm d = 0.9x300 = 270 mm Vu = 3441 kg = 34410 N Mu = 2714 kgm = 27140000 Nmm Tul Utama 4 D13 = 531 mm2 As = 4 x 0.25*3.14 x 13 x 13 As = 531 mm2 Penulangan :

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s = 300

Penulangan Tulangan Utama Lapangan

*Sesuai SNI 03-2847-2002 fc' = 30 Mpa; ro = 0.8 fy' = 350 Mpa Mu = 1986 kgm = 19860000 Nmm b = 200 mm ; h = 300 mm d = 0.9 x 300 mm = 270 mm Direncanakan 3 D13 (As = 398 mm2) a = (As.fy)/(0,85.fc.b) a = (398*350)/(0.85*30*200) a = 27.31

Mn = 35708859 Nmm

Mn = 3571 kgm > 1986 kgm (OK)

Penulangan Tulangan Begel Lapangan

*Sesuai SNI 03-2847-2002 Data-data : Fc = 30 MPa ; ro = 0.75 Fy = 350 MPa bw = 200 mm; h = 300 mm d = 0.9x300 = 270 mm Vu = 565 kg = 5650 N

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Mu = 1986 kgm = 19860000 Nmm Tul Utama 4 D13 = 531 mm2 As = 4 x 0.25*3.14 x 13 x 13 As = 531 mm2 Penulangan : Sesuai pasal 13.3.2.1 Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7 Vc = [sqrt(30) + 120 x 531/(200 x 270) x 5650 x 270/19860000] x 200 x 270/7 Vc = 42952 N Direnc. begel 2 d8 - 75 Av = 2 x 0.25 x 3.14 x 08 x 08 Av = 100 mm2 Vs = Av x fy x d / s Vs = 100 x 350 x 270 / 75 Vs = 126000 N Vn = ro(Vs+Vc) Vn = 0.75 x (126000 + 42952) Vn = 126714 N > 5650 N (OK) Sesuai pasal 23.10.4.2 s = 1/4 x 300 = 75 s = 8 x 13 = 104 s = 24 x 08 = 192 s = 300

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Teg. per kolom

= u mens = .

= t m < t m

Penulangan Tulangan Utama

*Sesuai SNI 03-2847-2002 Data Perencanaan Fc = 30 MPa ; ro = 0.65 ; C28 (ETABS) Fy = 350 MPa Kolom kotak (400 x 400 = 160000 mm2) Pu = 43023 kg = 430.23 kN Perhitungan Dipasang 4 D13 & 8 D13(1592 mm2) 4 D13 & 8 D13(1592 mm2)

Pn (max) = 0,85.ro.[0,85.fc(Ag-Ast)+Ast.fy] (Pasal 12.3)

Pn (max) = 0.85*0.65*(0,85*30*(160000-1592)+1592*350)*0.001 Pn (max) = 2540 kN > 430.23 kN (OK)

As (min) = (sqrt(fc).b.d)/(4.fy) (Pasal 12.5)

As (min) = (sqrt(30).400.360)/(4.350) As (min) = 563 mm2 < 1592 mm2 (OK)

As (min) = (1,4.b.d)/fy (Pasal 12.5)

As (min) = (1,4.400.360)/350

As (min) = 563 mm2 < 1592 mm2 (OK)

Penulangan Tulangan Begel

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Data-data : Fc = 30 MPa ; ro = 0.75 ; C28 (ETABS) Fy = 350 MPa (400 x 400 = 160000 mm2) d = 0.9x400 = 360 mm Vu = 4302 kg = 43020 N Nu = 43023 kg = 430230 N Penulangan : Sesuai pasal 13.3.1.2 Vc = [1+Nu/(14.Ag)][sqrt(fc)/6][b.d] Vc = [1 + 430230 / (14 x 160000)][sqrt(30)/6][400 x 360] Vc = 156701 N Direnc. begel 2 d8 - 100 Av = 2 x 0.25 x 3.14 x 08 x 08 Av = 100.48 mm2 Vs = Av x fy x d / s Vs = 100.48 x 350 x 360 / 100 Vs = 126605 N Vn = ro(Vs+Vc) Vn = 0.75 x (126605 + 156701) Vn = 212480 N > 43020 N (OK) Sesuai pasal 23.10.5.1 s = 1/2 x 400 = 200 s = 8 x 13 = 104 s = 24 x 08 = 192 s = 300

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d = 0.9x250 = 225 mm Vu = 2 x 30000

Vu = 60000 kg = 600 kN > 550 kN (Joint 29 ETABS) Gaya geser 1 arah

Vc = 1/6 x sqrt(fc)x b x d

Vc = 1/6 x sqrt(30) x 1300 x 250 Vc = 296683 N

ro.Vc = 0.75 x 296683 ro.Vc = 222512 N

ro.Vc = 222512 N < 600000 N, --> Tul. geser Vs = Vu / ro - Vc

Vs = 600000 / 0.75 - 296683 Vs = 503317 N

Direnc. tul. geser 3 D16 - 75 Av = 3 x 0.25 x 3.14 x 16 x 16 Av = 602.88 mm2 Vn = Av x fy x d / s Vn = 602.88 x 350 x 225 / 75 Vn = 633024 N > 503317 N (OK)

Penulangan Pur Type P2 (1 buah)

*Sesuai SNI 03-2847-2002

Data-data :

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Fy = 350 MPa;

Poer 1000 x 1000 x 250 mm Hasil hitung bore pile

Pancang D 30 (Pu ijin/tiang = 30000 kg) d = 0.9x250 = 225 mm

Vu = 1 x 30000

Vu = 30000 kg = 300 kN Gaya geser 1 arah

Vc = 1/6 x sqrt(fc)x b x d

Vc = 1/6 x sqrt(30) x 1000 x 250 Vc = 228218 N

ro.Vc = 0.75 x 228218 ro.Vc = 171164 N

ro.Vc = 171164 N < 300000 N, --> Tul. geser Vs = Vu / ro - Vc

Vs = 300000 / 0.75 - 228218 Vs = 171782 N

Direnc. tul. geser 3 D16 - 75 Av = 3 x 0.25 x 3.14 x 16 x 16 Av = 602.88 mm2 Vn = Av x fy x d / s Vn = 602.88 x 350 x 225 / 75 Vn = 633024 N > 171782 N (OK)

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Teg ijin tekan beton = 0.33 x 200

= 66 kg/cm2

Teg ijin tarik baja = 0.58 x 3500

= 2030.00 kg/cm2

P Axial yang dapat dipikul oleh tiang = (66 x 707)+(2030 x 8.0) = 62811.25 kg

= 62.811 ton

Safety Factor = 2.09 P yang diizinkan = 30 ton

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FC (Mpa) 17.875 D(mm) 300 2

FY(Mpa) 350 D(mm) 300

PERHITUNGAN DIAGRAM INTERAKSI KOLOM

ρ 0.01 0.02 0.03 0.04 0.05 ## ## ## Mn 0 0 0 0 0 0 0 0 0.02206447 0.04065125 0.05893337 0.07711824 0.09526743 0 0 0 0.05518672 0.07307206 0.09095741 0.10884275 0.12672809 0 0 0 0.02206447 0.04065125 0.05893337 0.07711824 0.09526743 0 0 0 P 0.38548338 0.45508944 0.52469549 0.59430155 0.66390761 1 1 1 0.3083867 0.36407155 0.41975639 0.47544124 0.53112609 1 1 1 0.17870645 0.17712707 0.17554768 0.17396829 0.17238891 0 0 0 0 0 0 0 0 0 0 0 Type Borpile Lokasi

-No. Joint ETABS

-P(kg) 30000 M(kg-m) 300 Perencanaan Tulangan Mu (kNm) 3 Pu/�(kN) 300 Ag (mm2) 90000 e(mm) 10.00 Pu/(0,85*f'c*Ag*Ø) 0.3134 Øuse 0.7 Pu/(0,85*f'c*Ag*Ø) x (e/h) 0.0104 ρpakai 0.01 A_perlu(mm2) 707 Dipasang 6 d13 Apakai (mm2) 796 atau

Dipasang tul utama 3 d13

Apakai (mm2) 398

Dipasang tul ekstra 3 d13

Apakai (mm2) 398 Atot pakai (mm2) 796

PERHITUNGAN BOORPILE (D30)

Borpile 0 0.2 0.4 0.6 0.8 1 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 Mn (kN-M) P n ( k N )

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Gambar Rencana

863.00 kg/m 1,380.80 kg/m 2 m 1m 3 m q = 1,380.80 kg/m2

Pembebanan

Beban terbagi rata Beban mati pelat = [0.15/cosA + 0.17/2] x 2400 = 636.666 kg/m2 spesi = 2x21 = 42 keramik = 3x24 = 72 plafond = 0 penggantung = 0 AC + pipa = 0 DD = 750.666 kg/m2 Beban hidup air hujan = 0 kg/m2

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DL 300 kg/m2 Beban berfaktor D = 1,2 x 750.67 + 1,6 x 300 = 1380.8 kg/m2

Statika

- Tumpuan jepit-jepit - Beban merata q = 1380.80 kg/m2 L = 3 m

- Beban terpusat plat anak tangga tengah 100 x 100 cm (bordes) P = 1.5 x 0.5 x 1 x 1,380.80 = 1035.60 kg L = 3- 0.5x 100 = 2.5 m Mtangga = 1/10 x 1,380.80 x 3^2 = 1242.72 kgm Mbordes = 0.9 x 1,035.60 x 2.500 = 776.7 kgm 3

Penulangan

Penulangan tangga Mu 1242.72 kgm b 1000 mm fc' (beton) 20 Mpa h 150 mm

fy'(baja) 350 Mpa d' 20 mm

pmin = 1,4 / 350 = 0.0040 pmaks = 0,75 x (0,85 x 20)/350 x 0,85 x [600/(600+350)] = 0.0196 Mu = 1,242.72 kgm = 12.43 kNm d = 150- 20 = 130 mm � = 0.8 Rn = (12.43 x 10^6) = 0.9192 Mpa (0,8 x 1000 x 130^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.9192)/20]} = 0.0473 As (mm2) p = 0.0473 x 20/350 = 0.0027 > 0.0040 520 < 0.0196 2542.33083 ppakai = 0.0040 As = 0.0040 x 1000 x 130 = 520.00 mm2 As' = 0.002 x 1000 x 130 = 260.00 mm2

Tulangan (tul tarik) 520.00 D12 - 175 ( 646 mm2 ) Tulangan (tul tekan 260.00 D8 - 200 ( 251 mm2 ) Penulangan bordes

Mu 776.70 kgm b 1000 mm

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