spreadsheet perhitungan strusktur

REKAPITULASI PENULANGAN BALOKProyek :

Tump.Tul Atas Lap.Tul Atas Tump.Tul Atas Tump.Tul Atas Lap.Tul Atas Tump.Tul Atas

No balok No. Btg Mt kgm Ml kgm N kg Tump.Tul Torsi Lap.Tul Torsi Tump.Tul Torsi No balok No. Btg Mt kgm Ml kgm N kg Tump.Tul Torsi Lap.Tul Torsi Tump.Tul Torsi

Dimensi ETABS Tump.Tul Bawah Lap.Tul Bawah Tump.Tul Bawah Dimensi ETABS Tump.Tul Bawah Lap.Tul Bawah Tump.Tul Bawah

Tul Begel Tul Begel Tul Begel Tul Begel Tul Begel Tul Begel

KONTROL LUAS TULANGAN Proyek : Rumah Tinggal Bapak Ronald Manyar Surabaya

Kode KP K1a K1b K1c K1d K2a K2b

b (mm) 130 600 650 300 D 150 150h (mm) 130 150 150 300 300 300 650Ag (mm2) 16900 90000 97500 90000 70714.29 45000 97500jml (bh) 4 8 8 12 6 4 8d (mm) 10 13 13 16 13 13 13A (mm2) 314.2857 1062.286 1062.286 2413.714 796.7143 531.1429 1062.286

% 1.86% 1.18% 1.09% 2.68% 1.13% 1.18% 1.09%

Kode K1d SLOOF B1a B1b B1c B1d B1e

b (mm) D 130 150 150 150 200 200h (mm) 300 400 550 500 500 400 350Ag (mm2) 70714.29 52000 82500 75000 75000 80000 70000jml (bh) 6 6 7 7 6 8 6d (mm) 13 13 16 13 13 13 13A (mm2) 796.7143 796.7143 1408 929.5 796.7143 1062.286 796.7143

% 1.13% 1.53% 1.71% 1.24% 1.06% 1.33% 1.14%

Kode B1f B1g B2a B2b B1c

b (mm) 150 150 150 150 130h (mm) 250 400 400 300 130Ag (mm2) 37500 60000 60000 45000 16900jml (bh) 5 5 5 4 4d (mm) 13 13 12 12 10A (mm2) 663.9286 663.9286 565.7143 452.5714 314.2857

% 1.77% 1.11% 0.94% 1.01% 1.86%

Perhitungan Kolom Dengan Daktilitas Terbatas

Data :* Nama Kolom C4* Dimensi Kolom h : 300 mm

b : 500 mm* Selimut Beton : 65 mm* Kualitas beton K 225 Mpa* fy : 400 Mpa* f'c ( 0.083*K Beton ) : 25 Mpa* Diameter : Tulangan : 22 mm

Sengkang : 10 mm* d' : 86 mm* d : 214 mm* d'/h : 0.28666667* Nu : 800 kN 74535* Mu 240 kNm 122623380* Vu 0 kN* Ag 1500 cm2 150000 mm2

Perhitungan tulangan kolom* 20718.75 0.65

25500 0.8* 478125 0.85* Nu 0.38612368 0.65

* Nu 0.31372549 0.8

* Mu 0.501960784

* r : 0.0175 %( Iterasi Kolom CUR IV )

* b : 1( Iterasi Kolom CUR IV )

* r 0.000175

* As 26.25 mm2

* Atul 380.2857143 mm21/4*22/7*D2

* n Tul 0.069027047 D 22* n Pakai 2 D 25

Perhitungan tulangan geser* Diameter sengkang : 10 mm* fy sengkang 240 Mpa* Vc 89.16666667 kN

* Vn 0 kNVu/0.6

* Vn < Vc0 < 240

Memakai tulangan geser min* S min : 107

f.Ag.0.85.fc’ untuk funtuk f

f.Ag.0.5.fc’.h untuk funtuk f

f.Ag.0.85.fc’untuk f

f.Ag.0.85.fc’

f.Ag.0.5.fc’.h

r*b

r*b*d

1/6*Öfc’*b*d

d/2* S pasang 100 mm

Kesimpulan* Dimensi kolom h : 300 mm

b : 500 mm* Selimut beton 65 mm* Tulangan 2 D 25* Sengkang

Tumpuan 10 - 100 mm 1/4 lLapangan 10 - 150 mm 1/2 l

BAB 3 HAL. 8

3.3 REKAPITULASI PENULANGAN BALOK

Tump.Tul Atas Lap.Tul AtasNo balok No. Btg Mt kgmMl kgm N kg Tump.Tul Torsi Lap.Tul Torsi

Tump.Tul BawahLap.Tul BawahTul Begel Tul Begel

B1 52-55 3200 2305 6403 2 D13 2 D13

(15/40) - -

2 D13 2 D13

d8-100 d8-200

B2 50 8810 6600 8904 4 D13 2 D13

(15/50) 2d8 2d8

2 D13 3 D13

d8-100 d8-200

B3 74 3775 3218 5316 2 D13 2 D13

(15/25) - -

2 D13 2 D13

d8-75 d8-150

B4 88 2657 148 2930 2 D13 2 D13

(10/25) - -

2 D13 2 D13

d8-150 d8-200

B5 56 2458 1720 4674 2 D13 2 D13

(15/30) - -

2 D13 2 D13

d8-200 d8-200

B6 63 16642 15138 18505 7 D13 3 D13

(20/50) 2d8 2d8

3 D13 6 D13

d8-75 d8-100

B7 64,65 14887 9000 7512 6 D13 3 D13

(20/50) - -

3 D13 4 D13

d8-150 d8-200

B8 76 2188 1543 3715 2 D13 2 D13

(20/50)

2 D13 2 D13

d8-200 d8-200

B9 68 1677 6708 5458 2 D13 2 D13

(20/40)

BAB 3 HAL. 9

2 D13 3 D13

d8-200 d8-200

BAB 3 HAL. 10

Tump.Tul AtasTump.Tul Torsi

Tump.Tul BawahTul Begel

2 D13

-

2 D13

d8-100

4 D13

2d8

2 D13

d8-100

2 D13

-

2 D13

d8-75

2 D13

-

2 D13

d8-150

2 D13

-

2 D13

d8-200

7 D13

2d8

3 D13

d8-75

6 D13

-

3 D13

d8-150

2 D13

2 D13

d8-200

2 D13

BAB 3 HAL. 11

2 D13

d8-200

PERHITUNGAN STRUKTURRUMAH TINGGAL - MANYAR SURABAYA

DAFTAR ISI :

I. DATA-DATA BANGUNAN

II. PROSEDUR PERHITUNGAN

III. PERHITUNGAN PELAT

IV. PERHITUNGAN BALOK

V. PERHITUNGAN KOLOM

VI. PERHITUNGAN PONDASI

VII. LAMPIRAN

II. PROSEDUR PERHITUNGAN

Umum :Kombinasi beban berfaktor : U = 1.2D + 1.6LReduksi kekuatan bahan :

- Lentur , Ø = 0.8- Axial bersengkang (Kolom), Ø = 0.65- Geser , Ø = 0.6

Pembebanan :Sesuai Peraturan Pembebanan 1983

Beban pada plat lantai :I. Beban Mati

a) 1. Plat beton = 0.12 m X 2400 kg/m3 = 288 kg/m22. Spesi = 2 cm X 21 kg/m2/cm = 42 kg/m23. keramik = 24 kg/m2 = 24 kg/m24. Rangka plafon = 7 kg/m2 = 7 kg/m25. Penutup plafon = 11 kg/m2 = 11 kg/m2 +

372 kg/m2

b) 4. Dinding bata = 4.27 m X 250 kg/m2 = 1067.5 kg/m'II. Beban Hidup

1. Lantai rumah = 200 kg/m2

Kombinasi pembebanan U = 1.2D + 1.6L

II.A. Perhitungan Pelat :

II.A.1 Data - data :Tebal plat = tPanjang arah x = lxPanjang arah y = lyTebal selimut beton = 20 cm d = t - selimut - 1.2 tulangan b = 1 m

II.A.2 Gaya dalam :Beban-beban yang bekerja :1. Beban mati2. Beban hidupWu = 1.2 * qD + 1.6 * qL lihat tabel PBI 71 :X untuk Mlx X untuk Mly X untuk Mtx X untuk Mty Didapat Momen :

Mlx = 0.001 * Wu * lx2 * X

Mly = 0.001 * Wu * lx2 * X

Mtx = - 0.001 * Wu * lx2 * X

Mty = - 0.001 * Wu * lx2 * X

= 0.8

II.A.3 Desain penulangan :Penulangan Lapangan / Tumpuan : (Momen sesuaikan dengan hasil hitungan PBI 71) Rn perlu = Mn perlu / ( b . d^2 )

0.0025 m = fy/0.85 . fc'

Coba diameter tulangan, didapat As1Jarak tulangan (s cm) = 1000 cm / (Asperlu/As1)

II.B. Perhitungan Balok :

II.B.1 Data - data :Lebar balok = bTinggi balok = hTebal selimut beton = 30 cm d = h - selimut - 1.2 tulangan

II.B.2 Gaya dalam :Beban-beban yang bekerja :1. Beban mati (merata/m2 plat dan berat dinding bata/m'balok)

a. merata/m2 platb. dinding bata /m' balok

2. Beban hidup

Wu = 1.2 * qD + 1.6 * qL

Dengan bantuan program SAP 2000 didapat :1. Gaya dalam : Momen lapangan/tumpuan, Gaya geser tumpuan, Torsi balok, dan axial kolom2. Desain beton bertulang

Untuk desain balok, ambil output : Momen dan geser balok.Mutu beton = fc' (Mpa)Mutu baja = fy (Mpa) = 0.8

II.B.3 Desain penulangan : Lentur Balok :Mu = momen max. di tumpuan/lapangan (sesuai SAP 2000)

dimensi balok = b (lebar), h (tinggi) dan d ( h-0.5tul-cover)E (modulus elastisitas baja tul) = 200 000 Mpa

x max = 0.75 . xb

ρ balance = 0.85 . fc'/fy x 600/(600+fy) ρ max = 0.75 . ρ balance r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR)

ρ min < ρ perlu < ρ max

As perlu = ρ perlu . b . d

Mn perlu = Mu/Ø = Mu / 0.8

xb (garis netral kondisi seimbang) = ( ξcu / ( ξcu + ξy ) ) x d

C max = 0.85 . fc' . b . β1 . xmaxutk fc' < 27.5 Mpa β1 = 0.85 …(C.K.Wang hal 46)

Penulangan Lapangan / Tumpuan : Rn perlu = Mn perlu / ( b . d^2 )

m = fy/0.85 . fc'

Coba diameter tulangan, didapat As1Jumlah tulangan = As / As1

Geser Balok :

Vs min = 1/3 (Mpa) . bw . d

vu = Vu / bd

Øvs = (vu - Øvc)

A sengk = (vu - Øvc) b y / (Øfy)A sengk min = b.y / (3 fy)

II.C. Perhitungan Kolom :Menggunakan program desain beton bertulang dengan SAP 2000berdasarkan desain penulangan ACI dengan modifikasi ke SKSNI(Faktor beban dan reduksi kekuatan disesuaikan dengan SKSNI)

II.D. Perhitungan Pondasi :Data :Allowable soil strength = σ (kg/cm2)Kuat tekan beton = fc' (kg/cm2)Kuat leleh baja tulangan = fy (kg/cm2)

= 2.4 (ton/m3)

Axial load = P (kg)

Moment = M (kg.m)

Try width of found. = B (cm)

Try width of column = b (cm)

Hitung pondasi strous : Coba jumlah pondasi : = n buah

diameter strous = f cm

Mn max = Cmax ( d - β1 . x/2) -----> jika Mn max > Mn perlu, tdk perlu tul tekan

ρ balance = 0.85 . fc'/fy x 600/(600+fy) ρ max = 0.75 . ρ balance r min = 1.4 / fy.



Kuat geser balok beton Vc = 1/6 √ (fc' bw . d)

Reduksi kekuatan terhadap geser Ø = 0.6

jika : Vu < 0.5 ØVc ----> tidak perlu tul geserjika : 0.5 ØVc < Vu < ØVc ----> pakai tul geser minimal

Øvs = vu < Øvc

Øvc = 1/6 √ fc'

Concrete mass/vol.

Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) Kekuatan geser cleaf(lekatan tanah) di kedalaman 5 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf > P max

Hitung pile cap :Thicknes of found. = t cmWeight of foundation = w kg/cm2

2 way shear Chek Vu = P kg

b = 1d = t - selimut

bo = 4 x (d + b )

=

1 way shear Chek =

Reinforcement for bending momentMu = M kg.m

Q pile cap

L1 P

Ltebal pile cap = t (m)Lebar pile cap = B (m)L1 = Jarak strous ke titik pusat (m)L = jarak kantilever total (m)Q (b.s. pile cap) = t.L.B (t/m)P (daya dukung strous)Mu = 1.2 x ( P.L1 - 1/2.Q.L^2)

Rn = Mu / B.d^2m = fy / 0.85 fc'

>

number = As / As1jarak tulangan (s)

Sloof :Beban axial sloof = 10% ax.kolomCoba penampang sloof = b cm

= h cmCek tekan beton = Beban axial sloof /< 75 kg/cm2 ?

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

fVc > Vu ..? If yes, ok tebal pilecap cukup

fVc 0,6 [1/6 Ö fc'. B . D ]

fVc > Vu ..? If yes, ok tebal pilecap cukup

r min. = 1.4/fy

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

As = r.B.d.try f didapat As1

As min. 1% beton ambil n besi = 4 buah

> min 1,2 cm ?f besi sloof f besi begel sloof minimum = 8 mm

PERHITUNGAN STRUKTURRUMAH TINGGAL - MANYAR SURABAYA

I. DATA-DATA BANGUNAN

Data Bangunan :Nama : Rumah Tinggal ManyarAlamat : Kertajaya Indah Timur IX / 06 blok O-361Jumlah Lantai : 2 (dua)Tinggi struktur : 8.77 mLuas Bangunan : 500 m2

Perhitungan Struktur :Sistem struktur : Rangka beton bertulangMetoda analisa : - Analisa statis by SAP 2000

- Gaya dalam pelat by PBI 71Metoda desain : Kekuatan BatasStandard/Ref. : - PBI 71

- PBI 83- SKSNI 90

Data teknis :Tinggi kolom h1 : 4.27 mTinggi kolom h2 : 4.5 mPerletakan kolom : jepitMutu bahan beton fc' : 20 MpaMutu baja deform fy : 400 MpaMutu baja polos fy : 240 Mpa

PERHITUNGAN PLAT PROYEK - RUMAH MANYAR

PERHITUNGAN TANDON AIR BAWAH

1. Plat dinding tandon :Pa (tekanan tanah aktif) = ca .w .h^2/2ca (coefisien tekanan aktif) = 0.3w (berat jenis tanah) = 1800 kg/m3h (kedalaman bangunan) = 2 m

Pa = 1080 kg/mMu = 1,2 x Pa x 1/3h 864 kg.m 8.4672 kN.m

2. Plat lantai tandon : Tebal plat = 0.15 mPanjang arah x (lx) = 2 mPanjang arah y (ly) = 2 mly / lx = 1.00

Berat volume beton = 2400Tebal selimut beton = 20 mm d = t*1000 - 20 - 5 = 125 mm b = 1 m

Beban-beban yang bekerja :1. Beban mati

Plat = 0.15 * 2400 = 360

Finishing lantai (keramik) = 0

Plafond + instalasi = 0

Total = 369

2. Beban hidup

Beban hidup yang bekerja = 2000

Wu = 1.2 * qd + 1.6 * ql = 3642.8lihat tabel PBI 71 :X untuk Mlx = 44X untuk Mly = 44X untuk Mtx = 0X untuk Mty = 0

641.1328 kgm = 6.28 kNm

641.1328 kgm = 6.28 kNm

0 kgm = 0.00 kNm

0 kgm = 0.00 kNm

kg/m3

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

Mlx = 0.001 * Wu * lx2 * X =

Mly = 0.001 * Wu * lx2 * X =

Mtx = - 0.001 * Wu * lx2 * X =

Mty = - 0.001 * Wu * lx2 * X =

Mutu beton = 20 MPaMutu baja = 240 MPa f = 0.8

Rn perlu = Mn perlu / ( b . d^2 ) 0.05059523810.0379464286

0.0025 m = fy/0.85 . fc' = 14.11765

Arah Mu Mn As perlukNm kNm N/mm2 > ρmin mm2

1. Plat vertikal x ( lap ) 8.47 10.584 0.847 0.00353 0.003528 4412. Plat lantai y ( lap ) 6.28 7.8538768 0.503 0.00209 0.0025 313

ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR)



Rn=Mn/bd2 r perlu cek r

tul.pakai As ada As ada>AsperluØ (mm) s (mm)

8 100 502 ok8 100 502 ok


6. TYPE PLAT KANOPI ATAS ( tebal 10 cm )

Tebal plat = 0.12 mPanjang arah x (lx) = 3.3 mPanjang arah y (ly) = 4 mly / lx = 1.21

Berat volume beton = 2400Tebal selimut beton = 20 mm d = 0.12*1000 - 20 - 5 = 95 mm b = 1 m


Plat = 0.12 * 2400 = 288



Total = 369

2. Beban hidup



175.0023 kgm = 1.72 kNm

147.001932 kgm = 1.44 kNm

-413.005428 kgm = -4.05 kNm

-378.004968 kgm = -3.70 kNm



0.0025 m = fy/0.85 . fc' = 14.117647059

kg/m3

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

Mlx = 0.001 * Wu * lx2 * X =

Mly = 0.001 * Wu * lx2 * X =

Mtx = - 0.001 * Wu * lx2 * X =

Mty = - 0.001 * Wu * lx2 * X =

ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =


Arah Mu Mn As perlu tul.pakaikNm kNm N/mm2 > ρmin mm2 Ø (mm)

x ( lap ) 1.72 2.143778175 0.297 0.00124 0.0025 238 8y ( lap ) 1.44 1.800773667 0.200 0.00083 0.0025 238 8x ( tump ) 4.05 5.059316493 0.561 0.00234 0.0025 238 8y ( tump ) 3.70 4.630560858 0.513 0.00214 0.0025 238 8

ket. :s max < 1.5 tebal plat (CUR)s max < 250 mm (CUR)

s min > 40 mm (PBI)



tul.pakai As ada As ada>Asperlus (mm)

175 287 ok175 287 ok175 287 ok175 287 ok

Debit hujan Q = lbr. Eff X pjg.atap X Intensitas hujan Debit hujan Q = 10.08 m3/jam

Tinggi basah H (cm) Area basah A (m2) Keliling bsh S (m') Data :4.1 0.02463075 0.83769 - Panjang atap 30m3.5 0.02087685 0.79983 - Sudut kemiringan atap 3 derajat3 0.017802 0.7683 - Air hujan maks. = 500 mm/jam

2.5 0.014775 0.736751.4 0.00815684 0.6562194 Rumus :1 0.00577736 0.6303

Rumus Kutter A S R (A/S)

0.02463075 0.83769 0.0294031801740501 C = 23 + 1/n + 0.0015/i0.02087685 0.79983 0.026101609091932

0.017802 0.7683 0.02317063647012890.014775 0.73675 0.0200542925008483

0.00815684 0.6562194 0.01243005007166810.00577736 0.6303 0.0091660479136919

sudut i (derajat) kemiringan tgn i3 0.052407779283041

Tinggi basah H (cm) n Kutter i R C-atas C-bwh C V (m/dt) Q (m3/jam)4.1 0.02 0.0524077792830412 0.02940318 73.02862171 3.685968 19.8126 0.77774389 68.9630951653.5 0.02 0.0524077792830412 0.02610161 73.02862171 3.850784 18.96461 0.701415686 52.7160601973 0.02 0.0524077792830412 0.02317064 73.02862171 4.025722 18.1405 0.632144307 40.512358653

2.5 0.02 0.0524077792830412 0.02005429 73.02862171 4.252327 17.1738 0.556759905 29.614059361.4 0.02 0.0524077792830412 0.01243005 73.02862171 5.13106 14.23266 0.363262301 10.6670608741 0.02 0.0524077792830412 0.00916605 73.02862171 5.810685 12.56799 0.275457591 5.7291036091

KESIMPULAN :Ketinggian air di atap U672 akibat hujan 500mm/jam adalah = sekitar 1.35 cm < tinggi gelombang (4.1 cm)

ATAP U672 - tinggi gel. 4.1 cm

V = C Ö (R.i)

1 + ( 23 + 0.0015/I ) n/(Ö R)

0 10 20 30 40 50 60 70 800

0.5

1

1.5

2

2.5

3

3.5

4

4.54.1

3.5

3

2.5

1.41

KAPASITAS DEBIT AIR

tinggi basah

kapasitas debit air

tin

gg

i b

asah

Tinggi air hujan H (cm) Area basah A (m2) Keliling bsh S (m')3.5 0.0078 0.2853.4 0.0076 0.282

A S R (A/S) 0.0078 0.285 0.0273684210526320.0076 0.282 0.026950354609929

sudut (derajat) kemiringan tgn i0.05

Tinggi air hujan H (cm) n Kutter i R3.5 0.02 0.05 0.0273683.4 0.02 0.05 0.02695

ATAP U500 - tinggi gel. 16 cm

C-atas C-bwh C V (m/dt) Q hujan = IA V hujan = Q/A73.03 3.784191 19.29871 0.713901 0.0034375 0.4407051282173.03 3.805703 19.18962 0.704423 0.0034375 0.45230263158

PERHITUNGAN STRUKTUR BAJA KMR SONI

BERHUBUNG SEMUA ANALISA DAN DESIGN RANGKA SUDAH DIHITUNG DENGAN SAP2000,JADI KITA HANYA TINGGAL MENGHITUNG BAUT DAN PONDASI SAJA.

I. DATA-DATA PERENCANAANI.1. DATA UMUM BANGUNAN

NAMA = LUAS LANTAI = 24 m X 41 mJARAK PORTAL = mTINGGI KOLOM = mSUDUT ATAP = degree =

III.2.4. Design of Bolt Connection : Beam to beam connect. :a. Loading :Geser vertical (Pv) = 5184.00 kgMoment (Mu) = 8530.00 kgmfy = 240.00 Mpa = 2400.00Force due to Mu/l = 426.50 kgResultante geser = 5201.51 kg

b. shear check :Resultan of shear = 5201.51 kgAllow. Shear = 0,6 (fy/1.5) = 950.40 kg/cm2

1074.33 kgn = 4.84 pcs.

Allow. Shear Load 1f1,2 =

kg/cm2

PERHITUNGAN STRUKTUR BAJA GUDANG

I. DATA-DATA PERENCANAANI.1. DATA UMUM BANGUNAN

NAMA = LUAS LANTAI = 24 m X 41 mJARAK PORTAL = 6.00 mTINGGI KOLOM = 10.00 mSUDUT ATAP = 25.00 degree = 0.44 radian

II. DESIGN STRUKTUR SKUNDER :2.1. DESIGN GORDING

COBA = C 125x50x20x4,5Wx = 38.00 cm3Wy = 10.10 cm3JARAK GORDING (Jg) = 125.00 cm

a. BEBAN TETAP TEKANAN HUJAN = 20.00 kg/m2t ATAP = 0.40 mm = 3.14 m2BERAT ATAP = 3.93 kg/m'BERAT GORDING = 8.32 kg/m'BERAT HUJAN = 25.00 kg/m' +TOTAL BEBAN TETAP = 37.25 kg/m'

MtetapX =1/8 Q.cos25 L^2 = 151.90 kg.mMtetapY =1/8 Q.sin25 Ly^2 = 17.71 kg.m

b. BEBAN HIDUP = 100.00 kgMhidupX =1/4 P.cos25 Lx = 135.95 kg.mMhidupY =1/4 P.sin25 Ly = 31.70 kg.m

c. BEBAN ANGIN , SUDUT ATAP = 25 derajatTEKANAN ANGIN = 25.00 kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0,4 = 0.10KOF. TEKAN HISAP ATAP = - 0,4 = -0.40KOF. TEKAN ANGIN DINDING = + 0,9 = 0.90KOF. TEKAN HISAP DINDING = - 0,4 = -0.40

UNTUK GORDING, AMBIL TEKAN ATAP :Q angin = [0,02(SUDUT ATAP) - 0,4 ] *P*Jg = 3.12 kg/mM angin= 1/8 * Q*L^2 = 14.06 kg.m

d. TOTAL TEGANGAN :Mx = MtetapX + MhidupX + Mangin = 301.91My = MtetapY + MhidupY = 49.40

TEGANGAN = Mx/Wx + My/Wy = 1283.65 < 1600 ? OK !

GORDING BISA DIPAKAI !

III. DESIGN STRUKTUR UTAMA :

III.1. PEMBEBANAN KUDA-KUDA a. PEMBEBANAN GRAVITASI

BERAT ATAP = 18.84 kg/mBERAT GORDING = 41.60 kg/m +

60.44 kg/mb. BEBAN HIDUP TERPUSAT = 100.00 kgc. BEBAN ANGIN , SUDUT ATAP = 25 derajat

TEKANAN ANGIN = 25.00 kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0,4 = 0.10KOF. TEKAN HISAP ATAP = - 0,4 = -0.40KOF. TEKAN ANGIN DINDING = + 0,9 = 0.90KOF. TEKAN HISAP DINDING = - 0,4 = -0.40

BEBAN AKIBAT ANGIN :Q tekan atap = [0,02(SUDUT ATAP) - 0,4 ] *P*Jk = 15.00 kg/mQ hisap atap = - 0,4 *P*Jk = -60.00 kg/mQ tekan dinding = 0,9 *P*Jk = 135.00 kg/mQ hisap dinding = - 0,4 *P*Jk = -60.00 kg/mBEBAN DI RAK :Q = BETON + HIDUP = 2400 kg/m3 * 12cm*Jk + 400kg/m2 = 4128.00 kg/msehingga :Q di batang kuda2 = GRAV. + ANGIN = 75.44 kg/m + P 100 kg.Q di kolom kiri = ANGIN tekan = 135.00 kg/mQ di kolom kanan = ANGIN hisap = -60.00 kg/mQ di balok rak = 4128.00 kg/m

c. ANALISA STRUKTUR Dengan bantuan program komputer SAP90 didapat :Elemen kuda2 = Moment = 2539.00 kg.m

Axial = 1634.00 kgElemen balok = Moment = 6985.00 kg.m

Axial = 458.00 kgPondasi utama = Fx = 2136.00 kg

Fy = 11690.00 kgMz = 3016.00 kg.m

Pondasi rak = Fx = 1574.00 kgFy = 8094.00 kgMz = 1257.00 kg.m

d. DESIGN ELEMENElemen kuda2 = WF 300x150x9x6.5Elemen kolom = WF 300x150x9x6.5Elemen balok rak = WF 300x150x9x6.5Elemen kokok & cantilever = WF 150x75

III.2. Design Struktur1. Standart and Reference :

- Peraturan Pembebanan Indonesia utk. Gedung 1983- AISC

2. Material - Steel fy = 2400.00 kg/cm2- Concrete fc' = 240.00 kg/cm2

3. Design metode- Elastic design : for steel structure - Ultimate design : for concrete structure

4. Structure analysis- Manual : for structure - SAP 90 : for structure- COSMIC : for roof

III.2.1. Design balok rak :Try :Beam = WF 300x150x6.5x9fy = 240.00 MpaWeight = 36.70 kg/mIx = 7210.00 cm4flens width (bf) = 150.00 mmflens thickness (tf) = 9.00 mmweb deepth (d) = 300.00 mmweb thickness (tw) = 6.50 mmradius of giration ('r) = 12.40 cmSect. Area (A) = 46.78 cm2Span (L) = 600.00 cma. Loading :Roof panel 0.3x0.001x30 m3Roof weight / panel = 141.30 kgnumber of panels = 20.00 panelsRoof length = 30.00 mTotal roof weight = 2826.00 kgTotal Beam weight = 220.20 kgLive load = 25.00 kg/m2

Total Weight = 647.20 kg/mMax. moment = 1/8.Q.L^2

= 6985.00 kg.cm

b. Lateral support check :L < 76. Bf / fy^0.5 (in.)

76.08 (in.)> 193.25 cm

Use Fb = [ 2/3 - ( fy(L/r)^2 )/(1530e3.Cb) ] fyFb = 0.61 fy

= 145.62 Mpac. Compact check :- Flens bf / 2.tf < 65 / fy^0,5

8.33 < 11.02 OK- Web d / tw < 640 / fy^0,5

46.15 < 108.49 OK

d. Stress checkfb = Mu c / I = 14.53 kg/cm2

fb / Fb = 0.01 OK

III.2.2. Design of Column :Try :Column = WF 300x150x6.5x9fy = 240.00 MpaWeight = 36.70 kg/mI = 7210.00 cm4flens width (bf) = 150.00 mmflens thickness (tf) = 9.00 mmweb deepth (d) = 300.00 mmweb thickness (tw) = 6.50 mmradius of giration ('r) = 12.40 cmSect. Area (A) = 46.78 cm2Length (L) = 900.00 cma. Loading :Axial (Pu) = 2009.00 kgMoment (Mu) = 3864.00 kg.m

=b. Beam - column check :b.1. Lateral support check :

L < 76. Bf / fy^0.5 (in.)76.08 (in.)

> 193.25 cmUse Fb = [ 2/3 - ( fy(L/r)^2 )/(1530e3.Cb) ] fy

Fb = 0.54 fy= 129.64 Mpa

b.2. Compact check :- Flens bf / 2.tf < 65 / fy^0,5

8.33 < 11.02 OK- Web d / tw < 640 / fy^0,5

46.15 < 108.49 OK

c. Stress checkfb = Mu c / I = 803.88 kg/cm2

fb / Fb = 0.62 OK

fa = Pu / A = 42.95 kg/cm2k factor = 0.80k l /r = 58.06From tab. AISC , Fa = 17.62 (ksi)

1214.90 kg/cm2fa / Fa = 0.04 < 0.15

OKTotal stress ratio :fa/Fa + fb/Fb = 0.04 + 0.62

= 0.66 OK

III.2.3. Design kuda-kuda :Try :Column = WF 300x150x6.5x9fy = 240.00 MpaWeight = 36.70 kg/mI = 7210.00 cm4flens width (bf) = 150.00 mmflens thickness (tf) = 9.00 mmweb deepth (d) = 300.00 mmweb thickness (tw) = 6.50 mmradius of giration ('r) = 12.40 cmSect. Area (A) = 46.78 cm2Length (L) = 900.00 cma. Loading :Axial (Pu) = 1634.00 kg

Moment (Mu) = 2539.00 kg.m=

b. Beam - column check :b.1. Lateral support check :

L < 76. Bf / fy^0.5 (in.)76.08 (in.)

> 193.25 cmUse Fb = [ 2/3 - ( fy(L/r)^2 )/(1530e3.Cb) ] fy

Fb = 0.54 fy= 129.64 Mpa

b.2. Compact check :- Flens bf / 2.tf < 65 / fy^0,5

8.33 < 11.02 OK- Web d / tw < 640 / fy^0,5

46.15 < 108.49 OK

c. Stress checkfb = Mu c / I = 528.22 kg/cm2

fb / Fb = 0.41 OK

fa = Pu / A = 34.93 kg/cm2k factor = 0.80k l /r = 58.06From tab. AISC , Fa = 17.62 (ksi)

1214.90 kg/cm2fa / Fa = 0.03 < 0.15

OKTotal stress ratio :fa/Fa + fb/Fb = 0.03 + 0.41

= 0.44 OK

III.2.4. Design of Bolt Connection : Beam to beam connect. :a. Loading :Geser vertical (Pv) = 1634.00 kgMoment (Mu) = 2539.00 kgmForce due to Mu/l = 126.95 kgResultante geser = 1638.92 kg

b. shear check :Resultan of shear = 1638.92 kgAllow. Shear = 0,6 (fy/1.5) = 950.40 kg/cm2

1074.33 kgn = 1.53 pcs.

Allow. Shear Load 1f1,2 =

( I M B )

PERHITUNGAN STRUKTUR

JL. BRATANG BINANGUN VI / 49, SURABAYA

RUMAH PONDOK WISATA

A. PERHITUNGAN STRUKTUR BAJA

I. DATA-DATA PERENCANAAN

I.1. DATA UMUM BANGUNANNAMA Rumah & Pondok Wisata ,Jl. Bratang Binangun VI/49, Sby.LUAS LANTAI = JARAK PORTAL = 3.00 mJUMLAH LANTAI = 3TINGGI KOLOM TOTAL = 10.05 mSUDUT ATAP = 30.00 degree = 0.52 radian

II. DESIGN STRUKTUR UTAMA :

II.1. Referensi Analisa & Design Struktur

1. Standart and Reference :- Peraturan Pembebanan Indonesia utk. Gedung 1983- AISC- Peraturan Baja Indonesia- Pedoman Perencanaan Ketahanan Gempa untuk Rumah dan Gedung

2. Material - Steel fy = 2400.00 kg/cm2- Concrete fc' = 240.00 kg/cm2

3. Design metode- Elastic design : for steel structure - Ultimate design : for concrete structure

4. Structure analysis- SAP 2000 : for structure

II.2. PEMBEBANAN

II. 2. 1. GEMPA

S Wi hidimana :V (geser dasar akibat gempa) = Cd. Wt = ( C . I . K ) Wt

T (waktu getar alami) = 0.085 H ^ 3/4 (Baja)H = 10.05 mT = 0.48 detik

Surabaya : zona 4kondisi tanah di lokasi : lunakC = 0.05 (lihat grafik)I (keutamaan struktur) = 1.00K (jenis struktur) = 1.00

Lti. Atap : n panjang (m) lebar (m) berat (kg/m) total (kg)kolom WF 300 15.00 3.35 - 36.70 1,844.18balok WF 250 - 100.00 - 29.60 2,960.00atap 11.70 11.00 65.00 8,365.50kuda2 WF 250 50.00 29.60 1,480.00

14,649.68

Lti. III : n panjang (m) lebar (m) berat (kg/m) total (kg)kolom WF 300 15.00 3.35 - 36.70 1,844.18balok WF 300 - 100.00 - 36.70 3,670.00

Fi (geser tingkat) = Wi hi V

pelat t=0.12 m - 11.70 8.00 2400.00 26,956.80dinding 200.00 3.20 250.00 160,000.00

192,470.98

Lti. II : n panjang (m) lebar (m) berat (kg/m) total (kg)kolom WF 400 15.00 3.35 - 66.00 3,316.50balok WF 300 - 100.00 - 36.70 3,670.00pelat t=0.12 m - 11.70 8.00 2400.00 26,956.80dinding 140.00 3.20 250.00 112,000.00

145,943.30TOTAL = 353,063.95

so : V (gaya geser dasar) = 17,653.20 kgGaya geser tingkat (Fi) :

S Wi hiWi (kg) hi (m) Wi hi Fi (kg)

atap 14,649.68 10.05 147,229.23 1,349.68lti. III 192,470.98 6.70 1,289,555.53 11,821.59lti. II 145,943.30 3.35 488,910.06 4,481.93

S Wi hi = 1,925,694.82 17,653.20

II. 2. 2. BEBAN GRAVITASI LANTAI

BEBAN MATI

Q ekv. Trap = 1/2. Qu. Ly. (1 - 1/3. (Ly/Lx)^2 )

Qu mati lti : plat beton t=12cm = 288.00 kg/m2plafon = 18.00 kg/m2tegel = 24.00 kg/m2adukan semen 2cm = 42.00 kg/m2

372.00 kg/m2Qu dinding bata = 250.00 kg/m2h = 3.1 m, Q dinding = 775.00 kg/m

9.553.18

Qu hidup lti : = 250.00 kg/m2

Ly Lx Qmati Qhidup Q ekv. Mati (kg/ Q ekv. Hidup (kg/m)3.40 1.10 372.00 250.00 -1,379.51 -927.093.75 3.40 372.00 250.00 414.95 278.874.20 3.00 372.00 250.00 271.33 182.343.20 2.45 372.00 250.00 257.08 172.77

(tangga ) 2.00 1.50 372.00 250.00 151.78 102.00

Q mati total balok tengah = 1,604.9 kg/mQ mati total balok pinggir = 1,190.0 kg/mQ mati total balok tangga = 151.8 kg/m

Q hidup total balok tengah = 557.7 kg/mQ hidup total balok pinggir = 278.9 kg/m

II.2.3. BEBAN GRAVITASI PADA ATAP

Beban - beban mati pada atap :1. Genteng, reng, usuk = 50.00 kg/m2 jarak kuda2 = 6.3 m, maka Q = 315.00 kg/m'

2. Gording 7 bh. X 11 kg/m = 77.00 kg/m' + Q mati total = 392.00 kg/m'

Beban hidup pada atap :Beban hidup (hujan) = 25.00 kg/m2 jarak kuda2 = 3 m, maka Q = 157.50 kg/m'

II.3. ANALISA DAN DESAIN STRUKTUR UTAMA

Struktur Baja ini dianalisa dengan bantuan program SAP 2000. Dengan memasukan input data geometry struktur, beban-beban yang terjadi,termasuk kombinasi beban, akan didapat hasil analisa struktur berupa :gaya-gaya dalam, defleksi dan reaksi pada pondasi.Sekaligus bisa diketahui desain penampang elemen-elemen struktur utama :Balok dan kolom.

Fi = Wi hi V

III. DESIGN STRUKTUR SKUNDER :

III..1. DESIGN GORDING COBA = C 150x75x20x4,5Wx = 65.20 cm3Wy = 19.80 cm3JARAK GORDING (Jg) = 125.00 cm

a. BEBAN TETAP TEKANAN HUJAN = 20.00 kg/m2t ATAP = 0.40 mm = 3.14 m2BERAT ATAP = 3.93 kg/m'BERAT GORDING = 8.32 kg/m'BERAT HUJAN = 25.00 kg/m' +TOTAL BEBAN TETAP = 37.25 kg/m'

MtetapX =1/8 Q.cos25 L^2 = 36.29 kg.mMtetapY =1/8 Q.sin25 Ly^2 = 5.24 kg.m

b. BEBAN HIDUP = 100.00 kgMhidupX =1/4 P.cos25 Lx = 64.95 kg.mMhidupY =1/4 P.sin25 Ly = 18.75 kg.m

c. BEBAN ANGIN TEKANAN ANGIN = 25.00 kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0 0.20KOF. TEKAN HISAP ATAP = - 0,4 -0.40KOF. TEKAN ANGIN DINDING = + 0,9 0.90KOF. TEKAN HISAP DINDING = - 0,4 -0.40

UNTUK GORDING, AMBIL TEKAN ATAP :Q angin = [0,02(SUDUT ATAP) - 0,4 ] *P*Jg 6.25 kg/mM angin= 1/8 * Q*L^2 = 7.03 kg.m

d. TOTAL TEGANGAN :Mx = MtetapX + MhidupX + Mangin 108.27My = MtetapY + MhidupY = 23.99

TEGANGAN = Mx/Wx + My/Wy = 287.21 < 1600 ? OK !

GORDING BISA DIPAKAI !

III. 2. PERHITUNGAN BAUT SAMBUNGAN BALOK-KOLOM

SAMBUNGAN - I (WF400X200) alternatif 1

V = 10960.00 kgM= 11850.00 kg.m

no spasi hi hi^2 (cm) (cm) (cm2)

1.00 8.00 6.00 36.002.00 8.00 14.00 196.003.00 8.00 22.00 484.004.00 12.00 34.00 1156.005.00 9.00 43.00 1849.006.00 9.00 52.00 2704.007.00 9.00 61.00 3721.00

sigma = 10146.00

gaya tarik max. akibat M (1 baut atas) = 3562.24 kgcoba baut = 2.00 cmso, luas 1 baut = 3.14 cm2

Tegangan akibat M = 1134.47 kg/cm2

Jumlah baut total = 16.00 buahgaya akibat V ( I baut ) = 685.00 kg

Tegangan akibat V = 218.15 kg/cm2

TEGANGAN KOMB. = 1195.74 kg/cm2 < OK ! 1600.00 kg/cm2

SAMBUNGAN - I (WF 400X200) alternatif 2

h1 h2 h3 h4 h5 h6 h7

V = 10960.00 kgM= 11850.00 kg.m


1.00 10.00 6.00 36.002.00 10.00 16.00 256.003.00 15.00 31.00 961.004.00 10.00 41.00 1681.005.00 10.00 51.00 2601.00

sigma = 5535.00






SAMBUNGAN - II (WF TANGGA)

V = 1500.00 kgM= 800.00 kg.m


1.00 5.00 5.00 25.002.00 10.00 15.00 225.003.00 5.00 20.00 400.004.00 5.00 25.00 625.00

sigma = 1275.00






SAMBUNGAN - III (WF 300X150)

V = 7500.00 kgM= 7300.00 kg.m


1.00 7.00 6.00 36.002.00 7.00 13.00 169.003.00 15.00 28.00 784.004.00 7.00 35.00 1225.005.00 7.00 42.00 1764.00

sigma = 3978.00






C. LAMPIRAN

B . PONDASI

1. Design of Main Foundation I P-1 : Data :Allowable soil strength = 1.00 kg/cm2fc' = 250.00 kg/cm2

fy = 4000.00 kg/cm2

= 2.40 ton/m3

Axial load (P) = 17500.00 kg

Moment (M) = 1531.00 kg.m

Try width of found. (B) = 170.00 cm

Try width of column (b) = 50.00 cm

Try deepth of WF (l) = 40.00 cm

a. Foundation PlanThicknes of found. = 50.00 cmWeight of foundation = 0.12 kg/cm2Allowable soil strength net. = 0.88 kg/cm2

Extrem soil stress = P/A + M / (1/6 B^3)= 0.61 + 0.19= 0.79 kg/cm2

Extrem soil stress < Allw. Soil strength nett. ?= 0.79 < 0.88 ?

...YES

b. 2 way shear Chek Vu = 17500.00 kg

b = 1.00d = 44.00 cm

bo = 4 x (d + b ) = 376.00 cm

=

= 2481600.00 N.= 248160.00 kg.

= 248160.00 > 17500.00 ..?

YESc. 1 way shear Chek

== 374000.00 N.

37400.00 kg.

= 37400.00 > 17500.00 ..?

YES

d. Reinforcement for bending momentMu = 1531.00 kg.m

= 0.0035Rn = Mu / B.d^2 = 0.05m = fy / 0.85 fc' = 18.821/m = 0.05(1-2.m.Rn/fy)^0,5 = 1.00

= 0.0001 < 0.0035Use = 0.0035

= 2618.00 mm2

= 16.00 mmnumber = 20.00

Concrete mass/vol.

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

fVc > Vu ..?

fVc 0,6 [1/6 Ö fc'. B . D ]

fVc > Vu ..?

r min. = 1.4/fy

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

(r min.)

As = r.B.d.

try f

As = 4019.20 > 2618.00

OKUse : B = 170.00 cm

b = 50.00 cmt = 50.00 cm

f = 16.00 mmn = 20.00 pcs

g. Sloof :Beban axial sloof = = 1750.00 kg = 10% ax.kolom ? Ok !Coba penampang sloof = b 20.00 cm

= h 30.00 cmCek tekan beton = 2.92 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 6.00 cm2ambil n besi = 6.00 buah

1.13 cm > min 1,2 cm ? No !

h. Strous :Coba n 4.00 buah

50.00 cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 4375.00 + 900.59

= 5275.59 kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous = Keliling x geser cleaf

= 15700.00 kg > P max ? Ok !

2. Design of Main Foundation II P-2 : Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

= 2.40 ton/m3









...YES


b = 1.00d = 29.00 cm

bo = 4 x (d + b ) = 316.00 cm

=

= 1505798.86 N.= 150579.89 kg.

f besi sloof =f besi begel sloof minimum = 8 mm

f strous =

Concrete mass/vol.

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

= 150579.89 > 26899.00 ..?


== 317679.08 N.

31767.91 kg.

= 31767.91 > 26899.00 ..?

YES



= 0.0005 < 0.0058Use = 0.0058

= 3383.33 mm2

= 18.00 mmnumber = 16.00As = 4069.44 > 3383.33

OKUse : B = 200.00 cm

b = 50.00 cmt = 35.00 cm

f = 18.00 mmn = 16.00 pcs

e. Design of Base Plat :Width of base plat (w) = 50.00 cmCritical cantilv.length (m) = 5.00 cmConc. Bearing stress (fp) = 105.00 kg/cm2Thickness of base plat (t) = 2.m (fp / fy)^0.5

= 2.09 cm

f. Anker Bolt (6 bolt) :Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 20.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 4902.50 kg1 baut memikul (P1 / 2) (tarik) = 2451.25 kgGaya akibat Normal (tekan) = 4483.17 kg

A 1 baut = 4.33 cm2

f = 2.35 cmL = 144.60 cm

g. Sloof :Beban axial sloof = = 3000.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 20.00 cm


1.13 cm > min 1,2 cm ? No !

h. Strous :

fVc > Vu ..?

fVc 0,6 [1/6 Ö fc'. B . D ]

fVc > Vu ..?

r min. = 1.4/fy

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

(r min.)

As = r.B.d.

try f


Coba n 2.00 buah50.00 cm

Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 13449.50 + 980.50= 14430.00 kg

Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous = Keliling x geser cleaf

= 15700.00 kg > P max ? Ok !

3. Design of Main Foundation III (tangga) P-3 : Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

= 2.40 ton/m3









...YES


b = 1.00d = 19.00 cm

bo = 4 x (d + b ) = 196.00 cm

=

= 611915.64 N.= 61191.56 kg.

= 61191.56 > 4832.00 ..?


== 124880.74 N.

12488.07 kg.

= 12488.07 > 4832.00 ..?

YES



f strous =

Concrete mass/vol.

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

fVc > Vu ..?

fVc 0,6 [1/6 Ö fc'. B . D ]

fVc > Vu ..?

r min. = 1.4/fy

= 0.0006 < 0.0058Use = 0.0058

= 1330.00 mm2

= 16.00 mmnumber = 8.00As = 1607.68 > 1330.00

OKUse : B = 120.00 cm

b = 30.00 cmt = 25.00 cm

f = 16.00 mmn = 8.00 pcs


= 2.09 cm


A 1 baut = 1.03 cm2

f = 1.14 cmL = 70.43 cm



0.80 cm > min 1,2 cm ? No !

4. Design of Main Foundation Gabungan P-4 :Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

= 2.40 ton/m3

Axial load (P)kiri = 5476.00 kg

Moment (M)kiri = 1287.00 kg.m

Axial load (P)kanan = 12348.00 kg

Moment (M)kanan = 1355.00 kg.m

P total = 17824.00 kg

Try width of found. (B) = 150.00 cm Try width of found. (L) = 300.00 cm


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

(r min.)

As = r.B.d.

try f


Concrete mass/vol.



Extrem soil stress = P total /A = 0.40= 0.40 kg/cm2


...YES


b = 1.00d = 29.00 cm

bo = 4 x (d + b ) = 276.00 cm

=

= 1315191.41 N.= 131519.14 kg.

= 131519.14 > 5476.00 ..?


== 238259.31 N.

23825.93 kg.

= 23825.93 > 5476.00 ..?

YES

d. Reinforcement for bending momentMu max. (dari SAP2000) = 4000.00 kg.m


= 0.0013 < 0.0058Use = 0.0058

= 2537.50 mm2

= 18.00 mmnumber = 10.00As = 2543.40 > 2537.50

OKUse : B = 150.00 cm

b = 40.00 cmt = 35.00 cm

f = 18.00 mmn = 10.00 pcs


= 2.09 cm

f. Anker Bolt (6 bolt) :

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

fVc > Vu ..?

fVc 0,6 [1/6 Ö fc'. B . d ]

fVc > Vu ..?

r min. = 1.4/fy

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

(r min.)

As = r.B.d.

try f

Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 12.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 5362.50 kg1 baut memikul (P1 / 2) (tarik) = 2681.25 kgGaya akibat Normal (tekan) = 912.67 kg

A 1 baut = 2.25 cm2

f = 1.69 cmL = 104.10 cm



0.98 cm > min 1,2 cm ? No !




= 9420.00 kg > P max ? Ok !14.17

5. Design of Main Foundation Gabungan P-5Data :Allowable soil strength = 1.00 kg/cm2fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

= 2.40 ton/m3

Axial load (P)kiri = 43900.00 kg

Moment (M)kiri = 1235.00 kg.m

Axial load (P)kanan = 38250.00 kg

Moment (M)kanan = 1888.00 kg.m

P total = 82150.00 kg

Try width of found. (B) = 200.00 cm Try width of found. (L) = 490.00 cm




Extrem soil stress = P total /A = 0.84= 0.84 kg/cm2


...YES



f strous =

Concrete mass/vol.

b = 1.00d = 44.00 cm

bo = 4 x (d + b ) = 376.00 cm

=

= 2718456.60 N.= 271845.66 kg.

= 271845.66 > 43900.00 ..?


== 481995.85 N.

48199.59 kg.

= 48199.59 > 43900.00 ..?

YES

d. Reinforcement for bending momentMu max. (dari SAP2000) = 24300.00 kg.m


= 0.0026 < 0.0058Use = 0.0058

= 5133.33 mm2

= 20.00 mmnumber = 18.00As = 5652.00 > 5133.33

OKUse : B = 200.00 cm

b = 50.00 cmt = 50.00 cm

f = 20.00 mmn = 18.00 pcs


= 2.09 cm


A 1 baut = 6.18 cm2

f = 2.81 cmL = 172.68 cm


= h 30.00 cmCek tekan beton = 10.00 kg/cm2 < 75 kg/cm2 ? Ok !As min. 1% beton = 4.50 cm2

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

fVc > Vu ..?

fVc 0,6 [1/6 Ö fc'. B . d ]

fVc > Vu ..?

r min. = 1.4/fy

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

(r min.)

As = r.B.d.

try f

ambil n besi = 6.00 buah0.98 cm > min 1,2 cm ? No !




= 17270.00 kg > P max ? Ok !

KESIMPULAN :


f strous =

NAMA PONDAP(kg) M(kg.m) B(cm) t(cm) n (pcs) t base plat (cmn angker (pcsP-1 17500.00 1531.00 170.00 50.00 16.00 20.00 #REF! #REF! #REF!P-2 26899.00 1961.00 200.00 35.00 18.00 16.00 2.09 6.00 2.35P-3 4832.00 571.00 120.00 25.00 16.00 8.00 2.09 6.00 1.14P-4 150.00 35.00 18.00 10.00 2.09 6.00 1.69P-5 200.00 50.00 20.00 18.00 2.09 6.00 2.81

PERHITUNGAN STRUKTUR BANGUNAN

HOTEL S O N N YJL. BRATANG BINANGUN - SURABAYA

f (mm) f (cm)

AGUSTUS 2003

C . LAMPIRAN

L (cm) n strous#REF! 4.00 50.00144.60 2.00 50.0070.43 -104.10 2.00 30.00172.68 5.00 55.00

PERHITUNGAN STRUKTUR BANGUNAN

HOTEL S O N N YJL. BRATANG BINANGUN - SURABAYA

f beton(cm)

AGUSTUS 2003

I. Design of skunder Foundation :Data :Allowable soil strength = 0.40 kg/cm2fc' = 300.00 kg/cm2

fy = 2400.00 kg/cm2

= 2.40 ton/m3









...YES


b = 1.00d = 19.00 cmbo = 4 x (d + b ) = 236.00 cm

=

= ### N.= 73679.64 kg.

= 73679.64 > 8093.00 ..?


== ### N.

20813.46 kg.

= 20813.46 > 8093.00 ..?

YES


Concrete mass/vol.

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

fVc > Vu ..?

fVc 0,6 [1/6 Ö fc'. B . D ]

fVc > Vu ..?


= 0.0007 < 0.0058Use = 0.0058

= 2216.67 mm2

= 14.00 mmnumber = 16.00As = 2461.76 > 2216.67

OKUse : B = 200.00 cm

b = 40.00 cmt = 25.00 cm

f = 14.00 mmn = 16.00 pcs

II. Design of Base Plat :Width of base plat (w) = 40.00 cmCritical cantilv.length (m) = 5.00 cmConc. Bearing stress (fp) = 105.00 kg/cm2Thickness of base plat (t) = 2.m (fp / fy)^0.5

= 2.09 cm

III. Anker Bolt (6 bolt) :Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 15.00 cmjumlah baut angker (n) = 6.00Gaya akibat Momen (P1) = 4190.00 kg1 baut memikul (P1 / 2) (tarik)= 2095.00 kgGaya akibat Normal (tekan) = 1348.83 kg

A 1 baut = 2.15 cm2

f = 1.66 cmL = 101.90 cm

IV. Sloof :Beban axial sloof = = 2136.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 25.00 cm


1.46 cm > min 1,2 cm ? Ok !

r min. = 1.4/fy

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

(r min.)

As = r.B.d.

try f

f besi sloof =

V. Strous :Coba n 2.00 buah

30.00 cmPmax. = Axial / n + M.X1 /1.(X1^2+X2^2) 4046.50 + 1257.00

= 5303.50 kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous Keliling x geser cleaf

= 9420.00 kg > P max ? Ok !

f besi begel sloof minimum = 8 mm

f strous =


1. TYPE PLAT TANGGA UTAMA-a ( tebal 14 cm )

Tebal plat = 0.14 mPanjang arah x (lx) = 1 mPanjang datar = 4.3 m

Berat volume beton = 2400Tebal selimut beton = 20 mm t bordes = 170 d = 0.14*1000 - 20 - 5 = 115 mm d bordes = 145 b = 1 mL miring = 4.414748011 mBeban-beban yang bekerja :1. Beban mati

Plat = t * 2400 = 336


Anak tgga = 12 = 166.3515

Total = 568

2. Beban hidup


Wu = 1.2 * qd + 1.6 * ql = 1002.02181 (plat tangga)

Wu = 1.2 * qd + 1.6 * ql = 802.4 (plat bordes)

Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga = 3944 kgm = 38.65 kNmMu tump.plat bordes = 8656 kgm = 84.83 kNm

kg/m3

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

Wu bordes kg/m2

Wu plat kg/m2


Rn perlu = Mn perlu / ( b . d^2 ) 0.0255

0.0191250.0025

m = fy/0.85 . fc' = 23.52941176


utama di plat 38.65 48.314 4.567 0.01142 0.011416 1313 16utama di bordes 84.83 106.036 5.043 0.01261 0.012608 1828 19pembagi 263 10pembagi 366 10

tangga pakai t = 140 mmbordes pakai t = 170 mmtulangan utama : Ø 16 - s = 150 mmtulangan bordes : Ø 19 - s = 150 mmtulangan pembagi : Ø 10 - s = 200 mm

PERHITUNGAN GESER PADA PLAT TANGGA

0.6






Vc = 1/6 √ (fc' bw . d)

Ø =

jika : Vu < 0.5 ØVc ----> tidak tul geserjika : 0.5 ØVc < Vu < ØVc ----> pakai tul geser minimal

Øvs = vu < Øvc

vu = Vu / bd

Øvs = (vu - Øvc)


fc' = 20 Mpafy sengk = 240 Mpa

Vu b h d vu Øvc Øvc > vu ?kg mm mm Mpa Mpa

PLAT TANGGA 3,369 1,000 140 105 0.320857 0.447214 ok, tdk perlu tul gsrBORDES 5,963 1,000 170 135 0.441704 0.447214 ok, tdk perlu tul gsr

DESAIN BALOK TANGGA

I. LENTUR :Mu = 1/8 Q . L^2

qU bordes = 802.4 kg/m2qU plat = 1002.0 / 2 = 501 kg/m2

Mu =


Øvc = 1/6 √ fc'



x max = 0.75 . xb

Rn perlu = Mn perlu / ( b . d^2 )

m = fy/0.85 . fc'

E baja = 200,000 Mpafc' = 20 Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs digantify = 400 Mpa

Mu Mu Mn perlu b h d xb.(kg.m) (N.mm) (N.mm) (mm) (mm) (mm) (mm)

La

nta

i -1

B1a lt-1 tumpu 11,727.00 1.17E+08 1.47E+08 150 550 485 #VALUE!lt-1 lap. 9,982.00 9.98E+07 1.25E+08 150 550 485 #VALUE!

B1b lt-1 tumpu 6,590.00 6.59E+07 8.24E+07 150 500 435 #VALUE!lt-1 lap. 2,842.00 2.84E+07 3.55E+07 150 500 435 #VALUE!

B1c lt-1 tumpu 5,375.00 5.38E+07 6.72E+07 150 500 435 #VALUE!lt-1 lap. 3,027.00 3.03E+07 3.78E+07 150 500 435 #VALUE!

Ata

p

B2a atap tumpu 1397 1.40E+07 1.75E+07 150 400 335 #VALUE!atap lap 2860 2.86E+07 3.58E+07 150 400 335 #VALUE!

B2b atap tumpu 681 6.81E+06 8.51E+06 150 300 235 #VALUE!atap lap 346 3.46E+06 4.33E+06 150 300 235 #VALUE!



ρ balance = 0.85 . fc'/fy x 600/(600+fy)ρ max = 0.75 . ρ balance ρ min = 1.4 / fy

ρ perlu = 1/m [ 1-√1- (2.m.Rn perlu)/fy ]



blk.tangga 648 6.48E+06 8.10E+06 150 400 335 #VALUE!blk.tandon 1052 1.05E+07 1.32E+07 150 350 285 #VALUE!

Ga

rasi

B-utamatepi tumpu 2,690.00 2.69E+07 3.36E+07 150 400 335 #VALUE!lap 5,491.00 5.49E+07 6.86E+07 200 400 335 #VALUE!

B-utama-dlm tumpu 400.00 4.00E+06 5.00E+06 200 350 285 #VALUE!lap 2,027.00 2.03E+07 2.53E+07 200 350 285 #VALUE!

B-anak tumpu 400.00 4.00E+06 5.00E+06 150 250 185 #VALUE!lap 1,930.00 1.93E+07 2.41E+07 150 250 185 #VALUE!

macam tul. :polos 6,8,10deform 12,13,16,19,22

mm

Wu bordes kg/m2

Wu plat kg/m2

As ada As ada>Asperlus (mm)

150 1340 ok150 1889 ok200 393 ok 20% tul.utama200 393 ok 20% tul.utama

xmax Cmax Mn max beton Mn max beRn perlu m(mm) (N) (N.mm) > Mn perlu

#VALUE! #VALUE! #VALUE! #VALUE! 4.154533 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 3.53633 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!





ρ balance ρ max ρ min ρ perlu ρ perlu > ρ min

#VALUE! #VALUE! #VALUE! #VALUE! 0.481176 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 1.079306 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 1.997475 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! 3.058031 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!



As perlu tul pakai As ada > As perlumm2 jml Ф (mm) mm2

#VALUE! #VALUE! 5 16 1004.8 #VALUE!#VALUE! #VALUE! 4 16 803.84 #VALUE!





ρ perlu < ρ max

#VALUE! #VALUE! 2 12 226.08 #VALUE!#VALUE! #VALUE! 2 12 226.08 #VALUE!#VALUE! #VALUE! 3 13 397.995 #VALUE!#VALUE! #VALUE! 4 16 803.84 #VALUE!




1. TYPE PLAT TANGGA UTAMA-a bagian atas ( tebal 14 cm )


Berat volume beton = 2400Tebal selimut beton = 20 mm d = 0.14*1000 - 20 - 5 = 115 mm b = 1 mL miring = 4.00679423 mBeban-beban yang bekerja :1. Beban mati

Plat = t * 2400 = 336


Anak tgga 12 = 183.2887

Total = 585

2. Beban hidup



Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga = 869 kgm = 8.52Mu tump.plat tangga = 1800 kgm = 17.64



0.0025 m = fy/0.85 . fc' = 14.11764706

Arah Mu Mn

kg/m3

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2





kNm kNm N/mm2 > ρminlap di plat 8.52 10.64525 1.006 0.00419 0.004192tum di plat 17.64 22.05 2.084 0.00868 0.008684pembagipembagi

tangga pakai t = 140 mmbordes pakai t = 140 mmtulangan utama : Ø 10 - s = 150tulangan bordes : Ø 13 - s = 120tulangan pembagi : Ø 10 - s = 200


0.6


vu = Vu / bd

Øvs = (vu - Øvc)


fc' = 20 Mpafy seng 240 Mpa

Vu b h d vukg mm mm Mpa

PLAT TANGGA 2,596 1,000 140 105 0.247238BORDES 1,000 170 135 0

Vc = 1/6 √ (fc' bw . d)

Ø =


Øvs = vu < Øvc

Øvc = 1/6 √ fc'

t bordes = 140d bordes = 0 mm

(plat tangga)

kNmkNm

As perlu tul.pakai As ada As ada>Asperlu

Wu kg/m2

mm2 Ø (mm) s (mm)482 10 150 523 ok999 13 120 1106 ok

96 10 200 393 ok 20% tul.utama200 10 200 393 ok 20% tul.utama

mmmmmm

Øvc Øvc > vu ?Mpa

0.447214 ok, tdk perlu tul gsr0.447214 ok, tdk perlu tul gsr

20% tul.utama20% tul.utama


1. TYPE PLAT TANGGA BELAKANG ( tebal 12 cm )


Berat volume beton = 2400Tebal selimut beton = 20 mm d = t*1000 - 20 - 5 = 95 mm b = 1 mL miring = 2.125 mBeban-beban yang bekerja :1. Beban mati

Plat = t * 2400 = 288


Anak tgga 5 = 144

Total = 498

2. Beban hidup



Wu = 1.2 * qd + 1.6 * ql = 744.8 (plat bordes)

Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga = 658 kgm = 6.45Mu tump.plat bordes = 1980 kgm = 19.40


Rn perlu = Mn perlu / ( b . d^2 ) 0.0255

0.0191250.0025

m = fy/0.85 . fc' = 23.52941176

Arah Mu MnkNm kNm N/mm2 > ρmin

utama di plat 6.45 8.0605 1.116 0.00279 0.002791utama di bordes 19.40 24.255 2.688 0.00672 0.006719pembagi

kg/m3

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2





Wu bordes kg/m2

pembagi

tangga pakai t = 120 mmbordes pakai t = 120 mmtulangan utama : Ø 10 - s = 120tulangan bordes : Ø 10 - s = 120tulangan pembagi : Ø 8 - s = 200


0.6


vu = Vu / bd

Øvs = (vu - Øvc)


fc' = 20 Mpafy sengk = 240 Mpa

Vu b h d vukg mm mm Mpa

PLAT TANGGA 1,249 1,000 120 85 0.146941BORDES 3,450 1,000 120 85 0.405882

Vc = 1/6 √ (fc' bw . d)

Ø =


Øvs = vu < Øvc

Øvc = 1/6 √ fc'

t bordes = 120d bordes = 95 mm

(plat tangga)

(plat bordes)

kNmkNm

As perlu tul.pakai As ada As ada>Asperlumm2 Ø (mm) s (mm)

265 10 120 654 ok638 10 120 654 ok

53 8 200 251 ok 20% tul.utama

Wu bordes kg/m2

Wu bordes kg/m2

Wu plat kg/m2

128 8 200 251 ok 20% tul.utama

mmmmmm

Øvc Øvc > vu ?Mpa

0.4472135955 ok, tdk perlu tul gsr0.4472135955 ok, tdk perlu tul gsr


1. TYPE PLAT TANGGA BELAKANG ( tebal 12 cm )

Tebal plat = 0.12 mPanjang arah x (lx) = 2 mPanjang arah y (ly) = 2 mly / lx = 1.00

Berat volume beton = 2400Tebal selimut beton = 20 mm d = 0.12*1000 - 20 - 5 = 95 mm b = 1 mL miring = 2.8284271247 mBeban-beban yang bekerja :1. Beban mati

Plat = 0.12 * 2400 = 288


Anak tgga = 6 = 129.8248

Total = 484

2. Beban hidup


Wu = 1.2 * qd + 1.6 * ql = 900.589766031 (pelat)

Wu = 1.2 * qd + 1.6 * ql = 744.8 (bordes)Dari SAP didapat :Mu lap.plat tangga = 260 kgm = 2.55 kNmMu tump.plat tangga = 845 8.28 kNmMu lap. plat bordes = 456 4.47 kNmMu tump. plat bordes = 51 kgm = 0.50 kNm



0.0025 m = fy/0.85 . fc' = 14.117647059


x ( lap ) 2.55 3.185 0.441 0.00184 0.0025 238 8

kg/m3

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2





Wu bordes kg/m2

y ( lap ) 8.28 10.35125 1.147 0.00478 0.004779 454 10x ( tump ) 4.47 5.586 0.619 0.00258 0.002579 245 8y ( tump ) 0.50 0.62475 0.069 0.00029 0.0025 238 8

tangga pakai t=120mm : Ø10 - 150 mm

As ada As ada>Asperlus (mm)

150 335 ok

Wu bordes kg/m2

Wu plat kg/m2

150 523 ok150 335 ok150 335 ok


PERHITUNGAN TANDON AIR BAWAH

1. Plat dinding tandon :Pa (tekanan tanah aktif) = ca .w .h^2/2ca (coefisien tekanan aktif) = 0.3w (berat jenis tanah) = 1800 kg/m3h (kedalaman bangunan) = 2 m

Pa = 1080 kg/mMu = 1,2 x Pa x 1/3h 864 kg.m 8.4672 kN.m

2. Plat lantai tandon : Tebal plat = 0.15 mPanjang arah x (lx) = 2 mPanjang arah y (ly) = 2 mly / lx = 1.00

Berat volume beton = 2400Tebal selimut beton = 20 mm d = t*1000 - 20 - 5 = 125 mm b = 1 m


Plat = 0.15 * 2400 = 360



Total = 369

2. Beban hidup



641.1328 kgm = 6.28 kNm

641.1328 kgm = 6.28 kNm

0 kgm = 0.00 kNm

0 kgm = 0.00 kNm

kg/m3

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

Mlx = 0.001 * Wu * lx2 * X =

Mly = 0.001 * Wu * lx2 * X =

Mtx = - 0.001 * Wu * lx2 * X =

Mty = - 0.001 * Wu * lx2 * X =



0.0025 m = fy/0.85 . fc' = 14.11765

Arah Mu Mn As perlukNm kNm N/mm2 > ρmin mm2

1. Plat vertikal x ( lap ) 8.47 10.584 0.847 0.00353 0.003528 4412. Plat lantai y ( lap ) 6.28 7.8538768 0.503 0.00209 0.0025 313

ρ balance = 0.85 . fc'/fy x 600/(600+fy) = ρ max = 0.75 . ρ balance =r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR)




tul.pakai As ada As ada>AsperluØ (mm) s (mm)

8 100 502 ok8 100 502 ok

PONDASI Proyek Manyar

I. Design of Main Foundation P1 :Data :Allowable soil strength = 0.50 kg/cm2fc' = 200.00 kg/cm2

fy = 3200.00 kg/cm2

= 2.40 ton/m3






V. Strous :Coba n = 2.00 buah



= 9420.00 kg > P max ? Ok !

a. Foundation PlanThicknes of found. = 40.00 cmWeight of foundation = 0.10 kg/cm2


b = 1.00D = 34.00 cm

bo = 4 x (d + b ) = 196.00 cm

=

= 894069.42 N.= 89406.94 kg.

= 89406.94 > 13849.00 ..?


== 152052.62 N.

15205.26 kg.

= 15205.26 > 13849.00 ..?

Concrete mass/vol.

f strous =

fVc 0,6 [ 1/6 (1+2/b) Öfc'. bo . D ]

fVc > Vu ..?

fVc 0,6 [1/6 Ö fc'. B . D ]

fVc > Vu ..?

YES


Q pile cap = 0.96 t/m

L1 P strous

L

t = 0.40 mB = 1.00 mL1 = 0.30 mL = 0.60 mQ (b.s. pile cap) = t.L.B = 0.96 t/mP (daya dukung strous) = 9.42 tMu = 1.2 x ( P.L1 - 1/2.Q.L^2) = 3.18 t.m


= 0.00009 < 0.0044Use = 0.0044

= 1487.50 mm2

= 16.00 mmnumber = 10.00As = 2009.60 > 1487.50

OKUse : B = 100.00 cm

b = 15.00 cmt = 40.00 cm

f = 16.00 mmn = 10.00 pcss jarak tul = 10.00 mm

IV. Sloof :Beban axial sloof = 1384.90 kg ( 10% ax.kolom)Coba penampang sloof = b 15.00 cm


r min. = 1.4/fy

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

(r min.)

As = r.B.d.

try f

1.20 cm > min 1,2 cm ? No !f besi sloof =f besi begel sloof minimum = 8 mm

(r min.)

DESAIN BALOK

I. LENTUR :Mu = momen negatif max. di tumpuan


x max = 0.75 . xb

Rn perlu = Mn perlu / ( b . d^2 )

m = fy/0.85 . fc'

E baja = 200,000 Mpafc' = 20 Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs digantify = 400 Mpa

Mu Mu Mn perlu b h d(kg.m) (N.mm) (N.mm) (mm) (mm) (mm)

La

nta

i -1

B1alt-1 tumpu 3,200.00 3.20E+07 4.00E+07 150 400 380lt-1 lap. 9,982.00 9.98E+07 1.25E+08 150 550 485

B1blt-1 tumpu 6,590.00 6.59E+07 8.24E+07 150 500 435lt-1 lap. 2,842.00 2.84E+07 3.55E+07 150 500 435

B1clt-1 tumpu 5,375.00 5.38E+07 6.72E+07 150 500 435lt-1 lap. 3,027.00 3.03E+07 3.78E+07 150 500 435

Ata

p

B2aatap tumpu 1397 1.40E+07 1.75E+07 150 400 335atap lap 2860 2.86E+07 3.58E+07 150 400 335

B2batap tumpu 681 6.81E+06 8.51E+06 150 300 235atap lap 346 3.46E+06 4.33E+06 150 300 235

blk.tangga 648 6.48E+06 8.10E+06 150 400 335blk.tandon 1052 1.05E+07 1.32E+07 150 350 285

Ga

rasi

B-utamatepi tumpu 2,690.00 2.69E+07 3.36E+07 150 400 335lap 5,491.00 5.49E+07 6.86E+07 200 400 335





ρ balance = 0.85 . fc'/fy x 600/(600+fy)ρ max = 0.75 . ρ balance ρ min = 1.4 / fy

ρ perlu = 1/m [ 1-√1- (2.m.Rn perlu)/fy ]



Ga

rasi B-utama-dlm

tumpu 400.00 4.00E+06 5.00E+06 200 350 285lap 2,027.00 2.03E+07 2.53E+07 200 350 285

B-anaktumpu 400.00 4.00E+06 5.00E+06 150 250 185lap 1,930.00 1.93E+07 2.41E+07 150 250 185

macam tul. :polos 6,8,10deform 12,13,16,19,22

Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs diganti

xb. xmax Cmax Mn max beton Mn max beton Rn perlu(mm) (mm) (N) (N.mm) > Mn perlu

228 171 370,643 113,907,706 Tdk pelu tul tekan 1.846722 0.0255291 218.25 473,057 185,553,603 Tdk pelu tul tekan 3.53633 0.0255

261 195.75 424,288 149,267,214 Tdk pelu tul tekan 2.902189 0.0255261 195.75 424,288 149,267,214 Tdk pelu tul tekan 1.251596 0.0255




201 150.75 326,751 88,526,955 Tdk pelu tul tekan 0.481176 0.0255171 128.25 277,982 64,073,085 Tdk pelu tul tekan 1.079306 0.0255201 150.75 326,751 88,526,955 Tdk pelu tul tekan 1.997475 0.0255201 150.75 435,668 118,035,940 Tdk pelu tul tekan 3.058031 0.0255

ρ balance

m As perlu tul pakaimm2 jml Ф (mm)

0.019125 0.0035 23.52941 0.004899 0.00489918139 ok 279.2533 5 160.019125 0.0035 23.52941 0.010023 0.0100226267 ok 729.1461 4 16

0.019125 0.0035 23.52941 0.00801 0.00801036547 ok 522.6763 4 130.019125 0.0035 23.52941 0.003254 0.0035 ok 228.375 3 13

0.019125 0.0035 23.52941 0.0064 0.00639960092 ok 417.574 4 130.019125 0.0035 23.52941 0.003475 0.0035 ok 228.375 3 13

0.019125 0.0035 23.52941 0.002678 0.0035 ok 175.875 2 120.019125 0.0035 23.52941 0.00569 0.00569019607 ok 285.9324 3 12

0.019125 0.0035 23.52941 0.002652 0.0035 ok 123.375 2 120.019125 0.0035 23.52941 0.001326 0.0035 ok 123.375 2 12

0.019125 0.0035 23.52941 0.00122 0.0035 ok 175.875 2 120.019125 0.0035 23.52941 0.00279 0.0035 ok 149.625 2 120.019125 0.0035 23.52941 0.005328 0.0053276111 ok 267.7125 3 130.019125 0.0035 23.52941 0.008494 0.00849384662 ok 569.0877 4 16

ρ max ρ min ρ perlu ρ perlu > ρ min ρ perlu < ρ max

0.019125 0.0035 23.52941 0.000777 0.0035 ok 199.5 2 130.019125 0.0035 23.52941 0.004097 0.00409672565 ok 233.5134 3 13

0.019125 0.0035 23.52941 0.002509 0.0035 ok 97.125 2 130.019125 0.0035 23.52941 0.014081 0.01408081548 ok 390.7426 3 13

As ada > As perlumm21004.8 ok803.84 ok

530.66 ok398 ok

530.66 ok398 ok

226.08 ok339.12 ok

226.08 ok226.08 ok

226.08 ok226.08 ok

398 ok803.84 ok

265.33 ok398 ok

265.33 ok398 ok

PERHITUNGAN GESER PADA BALOK

0.6


vu = Vu / bd

Øvs = (vu - Øvc)


fc' = 20 Mpafy seng 240 Mpa

Vu b h d y (per 1m) vu Øvc Øvs A sengk A sengk min A sengk > Amin tul pakai As ada > As perlukg mm mm Mpa Mpa Mpa mm2 mm2 jrk (mm) Ф (mm)

lt-1

B1a 12,939 150 550 500 1,000 1.7252 0.447214 1.277986 1,331 208 1331 100 10 1,570 okB1b 7,274 150 500 450 1,000 1.07763 0.447214 0.630416 657 208 657 200 10 785 okB1c 6,228 150 500 450 1,000 0.922667 0.447214 0.475453 495 208 495 200 10 785 ok

atap

B2a 2,842 150 400 350 1,000 0.541333 0.447214 0.09412 98 208 208 200 8 502 okB2b 1,337 150 300 250 1,000 0.356533 0.447214 -0.09068 (94) 208 208 200 8 502 ok

blk. Tangga 2000 150 400 350 1,000 0.380952 0.447214 -0.066261 (69) 208 208 200 8 502 okblk tandon 597 150 400 350 1,000 0.113714 0.447214 -0.333499 (347) 208 208 200 8 502 ok

Gar

asi B-utamatepi 4014 200 400 350 1,000 0.573429 0.447214 0.126215 131 278 278 150 8 670 ok

B-utama-dlm 1796 200 350 300 1,000 0.299333 0.447214 -0.14788 (154) 278 278 150 8 670 okB-anak 858 150 250 200 1,000 0.286 0.447214 -0.161214 (168) 208 208 150 8 670 ok

``

Vc = 1/6 √ (fc' bw . d)

Ø =


Øvs = vu < Øvc

Øvc = 1/6 √ fc'

PERHITUNGAN KOLOM

Penulangan dipasang sama rata di semua sisi kolomDesain menggunakan diagram interaksi P-M terlampir (buku :CUR hal 181)fc' = 20 Mpa (diagram berlaku untk. fc' = 15, 20, 25, 30, 35Mpa)fy = 400 Mpa (diagram berlaku untk. fy = 400 Mpa)d'/h = 0.15 (diagram berlaku untk. d'/h = 0.15 )d' = 50 mm (selimut beton+sengkang+1/2diamter tul)h = tinggi penampang kolom

Sumbu vertikal = Pu / ( Ø. Agr. 0.85. fc')Sumbu horisontal = Pu / ( Ø. Agr. 0.85. fc') . (e/h)e = Mu / PuØ = 0.65 (reduksi kekuatan kolom)ρ = r.β ---> fc' 15 : β =0.6

fc' 20 : β =0.8fc' 25 : β =1.0fc' 30 : β =1.2fc' 35 : β =1.33

type b h Pu Mu Pu Mu e(mm) (mm) kg kg.m N Nmm mm

K1a (Lantai-1) 150 450 24,354 932 243,540 9,320,000 38 K1b (Lantai-1) 150 450K1c (teras) 250 250K1d (garasi) 250 250

K2 (Lantai-2) 150 300

Dari hasil SAP2000 didapat As :

type b h As perlu tul pakai As ada(mm) (mm) mm2 jml D (mm) mm2

K1a (Lantai-1) 150 600 900 8 13 1061.32K1b (Lantai-1) 150 500 900 8 13 1061.32K1c (teras) 250 250 625 8 13 1061.32K1d (garasi) 250 250 2215 12 16 2411.52

K2 (Lantai-2) 150 300 450 4 13 530.66

Sb.ver. Sb.hor. d'/h r As perlu tul pakai As ada > As perlu ≈ 0.15 mm2 jml D (mm) mm2

0.326516 0.03 0.111 900 8 13 1061.32 ok900 8 13 1061.32 ok625 8 13 1061.32 ok

2215 12 16 2411.52 ok

450 4 13 530.66 ok

> As perlu

okokokok

ok

**** D E S I G N M O M E N C A P A C I T Y O F B E A M ****

====> FY [Mpa] 400 BJTD 35====> F'C [Mpa] 20 K225Bar diameter [mm] 12 Width(mm) 150Stirrups dia [mm] 10Cover [mm] 30

Tens. Compr 300 350 400 450 500 550 600 650 700 750 800bar bar Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm) Mn(kgm) Mu(kgm)

2 2 1826 1643 2278 2050 2730 2457 3183 2864 3635 3271 4087 3678 4539 4085 4991 4492 5443 4899 5895 5306 6348 57133 2 2891 2602 3570 3213 4248 3823 4926 4434 5604 5044 6283 5654 6961 6265 7639 6875 8317 7486 8996 8096 9674 87063 3 2739 2465 3417 3075 4095 3686 4774 4296 5452 4907 6130 5517 6808 6127 7487 6738 8165 7348 8843 7959 9521 8569

PERHITUNGAN GESER BALOK

Beton : 20 Mpa Tul utama : 12 mmBaja : 240 Mpa Sengkang : 10 mm

jarak 30 35 40 45 50 55 60mm

75 9729 11572 13414 15257 17099 18942 20785100 7739 9205 10671 12137 13603 15069 16534150 5750 6839 7928 9017 10106 11195 12284200 4755 5656 6556 7457 8358 9258 10159

fVn (kg) fVn (kg) fVn (kg) fVn (kg) fVn (kg) fVn (kg) fVn (kg)

Jumlah kaki 2B ( cm ) 15

65 70 75 80

22627 24470 26312 2815518000 19466 20932 2239813373 14462 15551 1664011059 11960 12861 13761

fVn (kg) fVn (kg) fVn (kg) fVn (kg)

spreadsheet perhitungan strusktur

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