CoverPerhitungan StrukturRUKO PERUM CANDRABAGABLOK AR 2 NO 5Perum Candrabaga blok AR 2 No. 5 Kel. Bahagia Babelan Bekasi UtaraTeguh Santoso SPdDisiapkan oleh :JANUARI 2012

DaftarIsiGudangDAFTAR ISICOVERDAFTAR ISI DAN LEMBAR PERSETUJUANDenah Sistem Struktur & GeometriHal. 1Konsep Dasar Perencanaan StrukturHal. 3Input DataHal. 5Plat LantaiHal. 15Penulangan BalokHal. 17Penulangan SloofHal. 23Penulangan KolomHal. 29Penulangan PilecapHal. 31Penulangan Bore pileHal. 33Penulangan TanggaHal. 35LAMPIRANLEMBAR PERSETUJUANNama Proyek:RUKO PERUM CANDRABAGA BLOK AR 2 NO 5Lokasi:Perum Candrabaga blok AR 2 No. 5 Kel. Bahagia Babelan Bekasi UtaraPemohon:-Perencana:-Disusun oleh:1. Teguh Santoso SPdTelah selesai disusun dan disetujui Surabaya tanggal 7 - 1 - 2012Ahli StrukturTeguh Santoso S.Pd

GBRDenah Sistem Struktur & Geometri

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5Dasar Dasar Peraturan Perencanaan

Tata Cara Perhitungan Struktur Beton untuk Bangunan Gedung ( SK-SNI-T-15-1991-03 ) dan revisi Januari 1993 Peraturan Pembebanan Indonesia untuk Gedung - 1983 Peraturan Perencanaan Bangunan Baja Indonesia.

Analisa Struktur

Bangunan diidealisasikan dengan analisa 3 dimensi dengan elemen struktur kolom beton serta konstruksi rangka baja.. Analisa struktur direncanakan terhadap beban vertikal berupa beban yang terbagi rata yang didistribusikan dalam konstruksi rangka baja. Selain itu juga direncanakan beban horisontal akibat gempa pada konstruksi rangka baja tersebut. Analisa struktur memakai program bantu SAP90

Perencanaan Elemen Struktur

Perhitungan elemen struktur berdasarkan pada peraturan yang berlaku.. Prosedur perhitungan elemen struktur seperti flowchart terlampir

Deskripsi Bangunan

Nama Proyek : Pembangunan GudangLokasi : Waru Gunung Surabaya

Type Struktur

a. Kolom : Konstruksi Baja b. Balok : Konstruksi Baja c. Atap : Konstruksi Baja d. Pondasi : Tiang Pancang (20 x 20, P ijin 1 TP = 20 ton)

Denah Sistem Struktur & Geometri

( lihat gambar terlampir )Gambar : Arsitektur & SipilJudul DokumentData Perencanaan KonstruksiLANTAI 1LANTAI 2

databtn04KRITERIA PERENCANAANPeraturan yang digunakan- Tata Cara Perhitungan Struktur Beton untuk Bangunan Gedung (SNI-03-2847-2002)- Tata Cara Perhitungan Struktur Beton untuk Bangunan Gedung (SKSNI T-15-1991-03)- Peraturan Pembebanan Indonesia 2007- Peraturan Beton Indonesia (PBI 1971)Mutu Beton dan Bajac. MUTU BETON- Struktur Atas: K 300 ( fc = 25 Mpa )d. TULANGAN- Diameter >= 13 mm: BJTD 35- Diameter < 13 mm: BJTP 24Pembebanana. Beban Mati (DL)Sesuai dengan Peraturan Pembebanan Indonesia dan berat jenis bahanyang 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/m2Metode PerhitunganPekerjaan 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 strukturbalok dan kolom beton.- Analisa struktur direncanakan terhadap beban vertikal berupa beban yangterbagi rata dalam tiap-tiap lantai yang didistribusikan dalam balok-balok.Sedangkan beban merata/terpusat yang bekerja langsung pada balok diterimaoleh balok.- Analisa struktur memakai program bantu ETABS NonLinier Versi 9.0.5.* Berat sendiri komponen stuktur (DL) sudah dihitung secara otomatis oleh ETABSberdasarkan input data dimensi dan karakteristik material yang direncanakan.* Balok diasumsikan sebagai balok T. Untuk Moment Inersial Balok dan kolom harusdikalikan dengan 0.7 sesuai pasal 10.5.1, sedangkan untuk plat dikalikan 0.25sesuai 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 padaPBI '71Properties- 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 cm15 x 15 cm- Ukuran balok:30 x 40 cm20 x 30 cm15 x 20 cm- Ukuran PelatPelat lantai (t):12 cm- PondasiStrouss:D30 cm

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5Model : Portal 3DPortal : Konstruksi BetonJudul DokumentData Perencanaan Konstruksi

Sheet1PointFZ(kg)PointFZ(kg)PointFZ(kg)PointFZStoryPointLoad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

databtn03_RTINPUT DATAPEMBEBANAN STRUKTUR BETONBeban Mati (DL)Beban Pelat Lantai- Spesi t=20(2x21)=42kg/m2- Keramik(2x24)=48kg/m2DL=90kg/m2Beban Pelat Atap- Spesi t=20(2x21)=42kg/m2- Plafond(1x18)=18kg/m2DL=60kg/m2Beban Pelat Tangga- Spesi t=20(2x21)=42kg/m2- Keramik(2x24)=48kg/m2DL=90kg/m2Beban Dinding- Batu bata h=300(0.15x3)1700=765kg/mDL=765kg/mBeban Hidup (LL)- Beban hidup RukoLL=250kg/m2- Beban hidup Selasar/tanggaLL=300kg/m2PEMBEBANAN ATAPJarak antar kuda-kuda=4mBentang kuda-kuda=7mSudut kemiringan bagian bawah=35oGording=(CNP125-2.1)Berat gording=3.10kg/m'Jarak antar gording=120cmAtap=ondulineBerat penutup atap+plafond=21.5kg/m2Tekanan angin=25kg/m2PEMBEBANANBeban yang diterima gording :- Berat penutup atap= 21.5 x 4=86.00kg/m- Berat gording= (3.10 x 4) / 1.2=10.33kg/mDL96.33kg/mLain-lain 10 %=9.63kg/mDL=105.97kg/m- Berat air hujan= 0.001 x 1000 x 4=4.00kg/m- Beban pekerja= (100x5 /( 3.5/cos35))=117.02kg/mLL=121.02kg/mLL=25kg/mBeban angin bagian bawah :- Beban angin tekanW=(0.02x35-0.4) x 4 x 25=30.0kg/m- Beban angin hisapW=0.4 x 4 x 25=40.0kg/m- Beban dinding tekanW=0.9 x 4 x 25=90.0kg/m- Beban dinding hisapW=0.4 x 4 x 25=40.0kg/mStatikaMenggunakan program Struktur Analisis Program 2000 (ETABS Nonlinier Versi 9.0.5)(terlampir)INPUT ETABS2000Outlinefc30Mpafys300MpaDLplat90kg/m2DLatap60kg/m2DLdinding765kg/mLLplat250kg/m2LLatap150kg/m2P atap500kgDesign KodeACI 318 - 99PembebananOUTPUT ETABS2000StatikaDesign Beton

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5Dasar Dasar Peraturan Perencanaan

Tata Cara Perhitungan Struktur Beton untuk Bangunan Gedung ( SK-SNI-T-15-1991-03 ) dan revisi Januari 1993 Peraturan Pembebanan Indonesia untuk Gedung - 1983 Peraturan Perencanaan Bangunan Baja Indonesia.

Analisa Struktur

Bangunan diidealisasikan dengan analisa 3 dimensi dengan elemen struktur kolom beton serta konstruksi rangka baja.. Analisa struktur direncanakan terhadap beban vertikal berupa beban yang terbagi rata yang didistribusikan dalam konstruksi rangka baja. Selain itu juga direncanakan beban horisontal akibat gempa pada konstruksi rangka baja tersebut. Analisa struktur memakai program bantu SAP90

Perencanaan Elemen Struktur

Perhitungan elemen struktur berdasarkan pada peraturan yang berlaku.. Prosedur perhitungan elemen struktur seperti flowchart terlampir

Deskripsi Bangunan

Nama Proyek : Pembangunan GudangLokasi : Waru Gunung Surabaya

Type Struktur

a. Kolom : Konstruksi Baja b. Balok : Konstruksi Baja c. Atap : Konstruksi Baja d. Pondasi : Tiang Pancang (20 x 20, P ijin 1 TP = 20 ton)

Denah Sistem Struktur & Geometri

( lihat gambar terlampir )Program : ETABS V.9.05Model : Portal 3DJudul DokumentInput dan Output DataPandangan 3DM33 Lt2 (kg-m)Shear Lt2 (kg)Tulangan Longitudinal balok lantai 2 (mm2)Tulangan Longitudinal balok Lantai ATAP (mm2)Shear Atap (kg)Dimensi Balok (cm)Beban mati plat DL(kg-m2)Beban hidup plat LL(kg-m2)Beban atap DL (kg)Beban mati dinding DL (kg-m)Reaction (kg)M33 atap (kg-m)M33 Lt3 (kg-m)Shear Lt3 (kg)

tulplatPENULANGAN PLAT LANTAIPembebanan*Sesuai PPIUG 1983Beban Mati (DL)- Plat = 0.12 * 2400 = 288 kg/m2- Plesteran = 2.5 * 21 = 52.5 kg/m2- Keramik = 24 kg/m2- Plafond = 18 kg/m2---------Total DL = 382.5 kg/m2Beban Hidup (LL)- Beban Hidup = 250 kg/m2---------Total LL = 250 kg/m2Beban Total (W)W = 1.2*382.5 + 1.6*250W = 859 kg/m2Statika*Sesuai SNI 03-2847-2002Data PerencanaanWu = 859 kg/m2Ly = 5 m ; Lx = 4 mPerhitunganMo = (Wu.Lx.Ly^2)/8 (Pasal 15.6.2)Mo = (859*4*5^2)/8Mo = 10738 kgmMo(-) = 0,65 x Mo (Pasal 15.6.3)Mo(-) = 0,65 x 10738Mo(-) = 6980 kgmMo(+) = 0,35 x Mo (Pasal 15.6.3)Mo(+) = 0,35 x 10738Mo(+) = 3758 kgmDistribusi Moment 75%(Pasal 15.6.4.1)Mr kolom Int. = 75% * 6980 = 5235 kgmMr kolom eks. = 75% * 3758 = 2819 kgmMr balok Int. = 85% * 5235 = 4450 kgmMr balok eks. = 85% * 2819 = 2396 kgmMr plat Int. = 15% * 5235 = 785 kgmMr plat eks. = 15% * 2819 = 423 kgmMr tengah Int. = 6980 - 5235 = 1745 kgmMr tengah eks. = 3758 - 2819 = 939 kgmMtx = Mr plat(+) / [0.8.(0.25.Lx)]Mtx = 785/[0.8*(0.25*4)]Mtx = 981 kgmMty = Mr plat(-) / [0.8.(0.25.Lx)]Mty = 423/[0.8*(0.25*4)]Mty = 423 kgmMlx = Mr tengah(+) / [0.8.(0.5.Ly)]Mlx = 1745/[0.8*(0.5*5)]Mlx = 2181 kgmMly = Mr tengah(-) / [0.8.(0.5.Ly)]Mly = 939/[0.8*(0.5*5)]Mly = 939 kgmPenulanganPenulangan Tumpuan XPenulangan Tumpuan Y*Sesuai SNI 03-2847-2002*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8fc' = 30 Mpa; ro = 0.8fy' = 350 Mpafy' = 350 MpaMu = 981 kgm = 9810000 NmmMu = 423 kgm = 4230000 Nmmb = 1000 mm ; h = 120 mmb = 1000 mm ; h = 120 mmd = 0.9 x 120 mm = 108 mmd = 0.9 x 120 mm = 108 mmDirencanakanDirencanakand10 - 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 = 4.31a = 4.31roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hroMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 314*350*(108-0.5*4.31)Mn = 314*350*(108-0.5*4.31)Mn = 11632366 NmmMn = 11632366 NmmMn = 1163 kgm > 981 kgm (OK)Mn = 1163 kgm > 423 kgm (OK)Penulangan Lapangan XPenulangan Lapangan Y*Sesuai SNI 03-2847-2002*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8fc' = 30 Mpa; ro = 0.8fy' = 350 Mpafy' = 350 MpaMu = 2181 kgm = 21810000 NmmMu = 923 kgm = 9230000 Nmmb = 1000 mm ; h = 120 mmb = 1000 mm ; h = 120 mmd = 0.9 x 120 mm = 108 mmd = 0.9 x 120 mm = 108 mmDirencanakanDirencanakand10 - 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 = 10.77a = 4.31roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hroMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 785*350*(108-0.5*10.77)Mn = 314*350*(108-0.5*4.31)Mn = 28193471 NmmMn = 11632366 NmmMn = 2819 kgm > 2181 kgm (OK)Mn = 1163 kgm > 923 kgm (OK)

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5No. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentPenulangan Plat lantai (Tabel CUR)

blkPENULANGAN BALOKBALOK Type B1Penulangan Tulangan Utama Tumpuan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8 ; B48 (ETABS)fy' = 350 MpaMu = 11988 kgm = 119880000 Nmmb = 300 mm ; h = 400 mmd = 0.9 x 400 mm = 360 mmDirencanakan8 D13 (As = 1061 mm2)a = (As.fy)/(0,85.fc.b)a = (1061*350)/(0.85*30*300)a = 48.54roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 1061*350*(360-0.5*48.54)Mn = 124673336 NmmMn = 12467 kgm > 11988 kgm (OK)Penulangan Tulangan Begel Tumpuan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75 ; B48 (ETABS)Fy = 350 MPabw = 300 mm; h = 400 mmd = 0.9x400 = 360 mmVu = 11988 kg = 119880 NMu = 8440 kgm = 84400000 NmmTul Utama 4 d12 = 452 mm2As = 4 x 0.25*3.14 x 12 x 12As = 452 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 452/(300 x 360) x 119880 x 360/84400000] x 300 x 360/7Vc = 88468 NDirenc. begel 3 d10 - 75Av = 3 x 0.25 x 3.14 x 10 x 10Av = 236 mm2Vs = Av x fy x d / sVs = 236 x 350 x 360 / 75Vs = 396480 NVn = ro(Vs+Vc)Vn = 0.75 x (396480 + 88468)Vn = 363711 N > 119880 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 400 = 100s = 8 x 12 = 96s = 24 x 10 = 240s = 300Diambil terkecil 96 mm > 75 mm (OK)Penulangan Tulangan Utama Lapangan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8 ; B48 (ETABS)fy' = 350 MpaMu = 5486 kgm = 54860000 Nmmb = 300 mm ; h = 400 mmd = 0.9 x 400 mm = 360 mmDirencanakan8 D13 (As = 1061 mm2)a = (As.fy)/(0,85.fc.b)a = (1061*350)/(0.85*30*300)a = 48.54roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 1061*350*(360-0.5*48.54)Mn = 124673336 NmmMn = 12467 kgm > 5486 kgm (OK)Penulangan Tulangan Begel Lapangan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75 ; B48Fy = 350 MPabw = 300 mm; h = 400 mmd = 0.9x400 = 360 mmVu = 5486 kg = 54860 NMu = 8969 kgm = 89690000 NmmTul Utama 4 d12 = 452 mm2As = 4 x 0.25*3.14 x 12 x 12As = 452 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 452/(300 x 360) x 54860 x 360/89690000] x 300 x 360/7Vc = 86212 NDirenc. begel 3 d10 - 75Av = 3 x 0.25 x 3.14 x 10 x 10Av = 236 mm2Vs = Av x fy x d / sVs = 236 x 350 x 360 / 75Vs = 396480 NVn = ro(Vs+Vc)Vn = 0.75 x (396480 + 86212)Vn = 362019 N > 54860 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 400 = 100s = 8 x 12 = 96s = 24 x 10 = 240s = 300Diambil terkecil 96 mm > 75 mm (OK)BALOK Type B2Penulangan Tulangan Utama Tumpuan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8 ; B51 (ETABS)fy' = 350 MpaMu = 3557 kgm = 35570000 Nmmb = 200 mm ; h = 300 mmd = 0.9 x 300 mm = 270 mmDirencanakan4 D13 (As = 531 mm2)a = (As.fy)/(0,85.fc.b)a = (531*350)/(0.85*30*200)a = 36.44roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 531*350*(270-0.5*36.44)Mn = 46793313 NmmMn = 4679 kgm > 3557 kgm (OK)Penulangan Tulangan Begel Tumpuan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75 ; B51 (ETABS)Fy = 350 MPabw = 200 mm; h = 300 mmd = 0.9x300 = 270 mmVu = 4644 kg = 46440 NMu = 3557 kgm = 35570000 NmmTul Utama 8 D13 = 1061 mm2As = 8 x 0.25*3.14 x 13 x 13As = 1061 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 1061/(200 x 270) x 46440 x 270/35570000] x 200 x 270/7Vc = 48665 NDirenc. begel 3 d10 - 75Av = 3 x 0.25 x 3.14 x 10 x 10Av = 236 mm2Vs = Av x fy x d / sVs = 236 x 350 x 270 / 75Vs = 297360 NVn = ro(Vs+Vc)Vn = 0.75 x (297360 + 48665)Vn = 259519 N > 46440 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 300 = 75s = 8 x 13 = 104s = 24 x 10 = 240s = 300Diambil terkecil 75 mm < 75 mm (OK)Penulangan Tulangan Utama Lapangan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8 ; B51 (ETABS)fy' = 350 MpaMu = 2120 kgm = 21200000 Nmmb = 200 mm ; h = 300 mmd = 0.9 x 300 mm = 270 mmDirencanakan4 D13 (As = 531 mm2)a = (As.fy)/(0,85.fc.b)a = (531*350)/(0.85*30*200)a = 36.44roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 531*350*(270-0.5*36.44)Mn = 46793313 NmmMn = 4679 kgm > 2120 kgm (OK)Penulangan Tulangan Begel Lapangan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75 ; B51 (ETABS)Fy = 350 MPabw = 200 mm; h = 300 mmd = 0.9x300 = 270 mmVu = 989 kg = 9890 NMu = 2120 kgm = 21200000 NmmTul Utama 8 D13 = 1061 mm2As = 8 x 0.25*3.14 x 13 x 13As = 1061 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 1061/(200 x 270) x 9890 x 270/21200000] x 200 x 270/7Vc = 44544 NDirenc. begel 3 d10 - 75Av = 3 x 0.25 x 3.14 x 10 x 10Av = 236 mm2Vs = Av x fy x d / sVs = 236 x 350 x 270 / 75Vs = 297360 NVn = ro(Vs+Vc)Vn = 0.75 x (297360 + 44544)Vn = 256428 N > 9890 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 300 = 75s = 8 x 13 = 104s = 24 x 10 = 240s = 300Diambil terkecil 75 mm < 75 mm (OK)

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5No. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentPenulangan Balok

sloofPENULANGAN SLOOFSLOOF Type SL1Penulangan Tulangan Utama Tumpuan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8 ; B50 (ETABS)fy' = 350 MpaMu = 5310 kgm = 53100000 Nmmb = 300 mm ; h = 400 mmd = 0.9 x 400 mm = 360 mmDirencanakan4 D13 (As = 531 mm2)a = (As.fy)/(0,85.fc.b)a = (531*350)/(0.85*30*300)a = 24.29roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 531*350*(360-0.5*24.29)Mn = 64648852 NmmMn = 6465 kgm > 5310 kgm (OK)Penulangan Tulangan Begel Tumpuan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75 ; B50 (ETABS)Fy = 350 MPabw = 300 mm; h = 400 mmd = 0.9x400 = 360 mmVu = 6153 kg = 61530 NMu = 5310 kgm = 53100000 NmmTul Utama 4 D13 = 531 mm2As = 4 x 0.25*3.14 x 13 x 13As = 531 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 531/(300 x 360) x 61530 x 360/53100000] x 300 x 360/7Vc = 88303 NDirenc. begel 2 d8 - 100Av = 2 x 0.25 x 3.14 x 08 x 08Av = 100 mm2Vs = Av x fy x d / sVs = 100 x 350 x 360 / 100Vs = 126000 NVn = ro(Vs+Vc)Vn = 0.75 x (126000 + 88303)Vn = 160727 N > 61530 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 400 = 100s = 8 x 13 = 104s = 24 x 08 = 192s = 300Diambil terkecil 100 mm < 100 mm (OK)Penulangan Tulangan Utama Lapangan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8 ; B50 (ETABS)fy' = 350 MpaMu = 4467 kgm = 44670000 Nmmb = 300 mm ; h = 400 mmd = 0.9 x 400 mm = 360 mmDirencanakan4 D13 (As = 531 mm2)a = (As.fy)/(0,85.fc.b)a = (531*350)/(0.85*30*300)a = 24.29roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 531*350*(360-0.5*24.29)Mn = 64648852 NmmMn = 6465 kgm > 4467 kgm (OK)Penulangan Tulangan Begel Lapangan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75 ; B50 (ETABS)Fy = 350 MPabw = 300 mm; h = 400 mmd = 0.9x400 = 360 mmVu = 247 kg = 2470 NMu = 4467 kgm = 44670000 NmmTul Utama 4 D13 = 531 mm2As = 4 x 0.25*3.14 x 13 x 13As = 531 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 531/(300 x 360) x 2470 x 360/44670000] x 300 x 360/7Vc = 84687 NDirenc. begel 2 d8 - 100Av = 2 x 0.25 x 3.14 x 08 x 08Av = 100 mm2Vs = Av x fy x d / sVs = 100 x 350 x 360 / 100Vs = 126000 NVn = ro(Vs+Vc)Vn = 0.75 x (126000 + 84687)Vn = 158015 N > 2470 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 400 = 100s = 8 x 13 = 104s = 24 x 08 = 192s = 300Diambil terkecil 100 mm < 100 mm (OK)SLOOF Type SL2Penulangan Tulangan Utama Tumpuan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8fy' = 350 MpaMu = 2714 kgm = 27140000 Nmmb = 200 mm ; h = 300 mmd = 0.9 x 300 mm = 270 mmDirencanakan3 D13 (As = 398 mm2)a = (As.fy)/(0,85.fc.b)a = (398*350)/(0.85*30*200)a = 27.31roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 398*350*(270-0.5*27.31)Mn = 35708859 NmmMn = 3571 kgm > 2714 kgm (OK)Penulangan Tulangan Begel Tumpuan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75Fy = 350 MPabw = 200 mm; h = 300 mmd = 0.9x300 = 270 mmVu = 3441 kg = 34410 NMu = 2714 kgm = 27140000 NmmTul Utama 4 D13 = 531 mm2As = 4 x 0.25*3.14 x 13 x 13As = 531 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 531/(200 x 270) x 34410 x 270/27140000] x 200 x 270/7Vc = 45369 NDirenc. begel 2 d8 - 75Av = 2 x 0.25 x 3.14 x 08 x 08Av = 100 mm2Vs = Av x fy x d / sVs = 100 x 350 x 270 / 75Vs = 126000 NVn = ro(Vs+Vc)Vn = 0.75 x (126000 + 45369)Vn = 128527 N > 34410 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 300 = 75s = 8 x 13 = 104s = 24 x 08 = 192s = 300Diambil terkecil 75 mm < 75 mm (OK)Penulangan Tulangan Utama Lapangan*Sesuai SNI 03-2847-2002fc' = 30 Mpa; ro = 0.8fy' = 350 MpaMu = 1986 kgm = 19860000 Nmmb = 200 mm ; h = 300 mmd = 0.9 x 300 mm = 270 mmDirencanakan3 D13 (As = 398 mm2)a = (As.fy)/(0,85.fc.b)a = (398*350)/(0.85*30*200)a = 27.31roMn = ro.As.fy(d-1/2a) dimana d = 0.9*hMn = 398*350*(270-0.5*27.31)Mn = 35708859 NmmMn = 3571 kgm > 1986 kgm (OK)Penulangan Tulangan Begel Lapangan*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75Fy = 350 MPabw = 200 mm; h = 300 mmd = 0.9x300 = 270 mmVu = 565 kg = 5650 NMu = 1986 kgm = 19860000 NmmTul Utama 4 D13 = 531 mm2As = 4 x 0.25*3.14 x 13 x 13As = 531 mm2Penulangan :Sesuai pasal 13.3.2.1Vc = [sqrt(fc) + 120 x As/(bw.d) x Vu.d/Mu] x bw.d/7Vc = [sqrt(30) + 120 x 531/(200 x 270) x 5650 x 270/19860000] x 200 x 270/7Vc = 42952 NDirenc. begel 2 d8 - 75Av = 2 x 0.25 x 3.14 x 08 x 08Av = 100 mm2Vs = Av x fy x d / sVs = 100 x 350 x 270 / 75Vs = 126000 NVn = ro(Vs+Vc)Vn = 0.75 x (126000 + 42952)Vn = 126714 N > 5650 N (OK)Sesuai pasal 23.10.4.2s = 1/4 x 300 = 75s = 8 x 13 = 104s = 24 x 08 = 192s = 300Diambil terkecil 75 mm < 75 mm (OK)

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5No. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentPenulangan Sloof

kolPENULANGAN KOLOMKOLOM Type K1*Sesuai PBI 1991Direncanakanp=1% ; Nu=43 ton ; C28 (ETABS)fc=300 kg/cm2 ; fy=3500 kg/cm2;Kolom kotak(40 x 40 = 0.16 m2)Teg. batas rata-ratafu = faktor reduksi x (0,85.fc.(1-p)+p.fy)fu = 0.65(0.85.300.(1-0.01)+0.01.3500)fu = 186.8425 kg/cm2fu = 1868 t/m2Teg. per kolomf = Nu / A dimensif = 43 / 0.16f = 269 t/m2 < 1868 t/m2(OK)Penulangan Tulangan Utama*Sesuai SNI 03-2847-2002Data PerencanaanFc = 30 MPa ; ro = 0.65 ; C28 (ETABS)Fy = 350 MPaKolom kotak (400 x 400 = 160000 mm2)Pu = 43023 kg = 430.23 kNPerhitunganDipasang 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)*0.001Pn (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)/350As (min) = 563 mm2 < 1592 mm2 (OK)Penulangan Tulangan Begel*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa ; ro = 0.75 ; C28 (ETABS)Fy = 350 MPa(400 x 400 = 160000 mm2)d = 0.9x400 = 360 mmVu = 4302 kg = 43020 NNu = 43023 kg = 430230 NPenulangan :Sesuai pasal 13.3.1.2Vc = [1+Nu/(14.Ag)][sqrt(fc)/6][b.d]Vc = [1 + 430230 / (14 x 160000)][sqrt(30)/6][400 x 360]Vc = 156701 NDirenc. begel 2 d8 - 100Av = 2 x 0.25 x 3.14 x 08 x 08Av = 100.48 mm2Vs = Av x fy x d / sVs = 100.48 x 350 x 360 / 100Vs = 126605 NVn = ro(Vs+Vc)Vn = 0.75 x (126605 + 156701)Vn = 212480 N > 43020 N (OK)Sesuai pasal 23.10.5.1s = 1/2 x 400 = 200s = 8 x 13 = 104s = 24 x 08 = 192s = 300Diambil terkecil 104 mm > 100 mm (OK)

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5No. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentPenulangan Kolom

PilecapP1PERHITUNGAN PILE CAPPenulangan Pur Type P1 (2 buah)*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa; ro = 0.75Fy = 350 MPa;Poer 1300 x 1300 x 250 mmHasil hitung bore pilePancang D 30 (Pu ijin/tiang = 30000 kg)d = 0.9x250 = 225 mmVu = 2 x 30000Vu = 60000 kg = 600 kN > 550 kN (Joint 29 ETABS)Gaya geser 1 arahVc = 1/6 x sqrt(fc)x b x dVc = 1/6 x sqrt(30) x 1300 x 250Vc = 296683 Nro.Vc = 0.75 x 296683ro.Vc = 222512 Nro.Vc = 222512 N < 600000 N, --> Tul. geserVs = Vu / ro - VcVs = 600000 / 0.75 - 296683Vs = 503317 NDirenc. tul. geser3 D16 - 75Av = 3 x 0.25 x 3.14 x 16 x 16Av = 602.88 mm2Vn = Av x fy x d / sVn = 602.88 x 350 x 225 / 75Vn = 633024 N > 503317 N (OK)Penulangan Pur Type P2 (1 buah)*Sesuai SNI 03-2847-2002Data-data :Fc = 30 MPa; ro = 0.75;Fy = 350 MPa;Poer 1000 x 1000 x 250 mmHasil hitung bore pilePancang D 30 (Pu ijin/tiang = 30000 kg)d = 0.9x250 = 225 mmVu = 1 x 30000Vu = 30000 kg = 300 kNGaya geser 1 arahVc = 1/6 x sqrt(fc)x b x dVc = 1/6 x sqrt(30) x 1000 x 250Vc = 228218 Nro.Vc = 0.75 x 228218ro.Vc = 171164 Nro.Vc = 171164 N < 300000 N, --> Tul. geserVs = Vu / ro - VcVs = 300000 / 0.75 - 228218Vs = 171782 NDirenc. tul. geser3 D16 - 75Av = 3 x 0.25 x 3.14 x 16 x 16Av = 602.88 mm2Vn = Av x fy x d / sVn = 602.88 x 350 x 225 / 75Vn = 633024 N > 171782 N (OK)

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5No. Doc : BTN/SKSNI/TS/06Rev :Judul DokumentPenulangan Pile Cap

BorePilePENULANGAN Bore Pile(D30)Data - dataMutu beton K-200200kg/cm2200Mutu Baja U-353500kg/cm235Tiang Bulat , panjang sisi (cm)303Ukuran & Jumlah Batang Tulangan (mm)6 d13Abj =8.0cm2Luas penampang Tiang707cm2PerhitunganTeg ijin tekan beton=0.33 x 200=66kg/cm2Teg ijin tarik baja=0.58 x 3500=2030.00kg/cm2P Axial yang dapat dipikul oleh tiang=(66 x 707)+(2030 x 8.0)=62811.25kg=62.811tonSafety Factor=2.09P yang diizinkan=30ton

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5No. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentPenulangan Tiang Pancang

Koom bulatPERHITUNGAN BOORPILE (D30)FC (Mpa)17.875D(mm)3002FY(Mpa)350D(mm)300PERHITUNGAN DIAGRAM INTERAKSI KOLOM0.010.020.030.040.050.060.070.08fy350350350350350350350350f'c17.87517.87517.87517.87517.87517.87517.87517.875Dimensi b300300300300300300300300Dimensi h300300300300300300300300Ag70685.834705770470685.834705770470685.834705770470685.834705770470685.834705770470685.834705770470685.834705770470685.8347057704Ast706.85834705771413.71669411542120.57504117312827.43338823083534.29173528854241.15008234624948.00842940395654.8667764616Ec200000200000200000200000200000200000200000200000d'49.549.549.549.549.549.549.549.5As'353.4291735289706.85834705771060.28752058661413.71669411541767.14586764432120.57504117312474.0042147022827.4333882308As1353.4291735289706.85834705771060.28752058661413.71669411541767.14586764432120.57504117312474.0042147022827.4333882308Kondisi Tekan Konsentris :Po1310.64349352041547.304085981783.96467843962020.62527089922257.28586335872493.94645581832730.60704827792967.2676407375Pnmax1048.51479481631237.8432687841427.17174275161616.50021671931805.8286906871995.15716465472184.48563862232373.81411259Kondisi Balance :y0.001750.001750.001750.001750.001750.001750.001750.00175Cb158.2105263158158.2105263158158.2105263158158.2105263158158.2105263158158.2105263158158.2105263158158.2105263158ab134.4789473684134.4789473684134.4789473684134.4789473684134.4789473684134.4789473684134.4789473684134.4789473684Cek Tulangan (syarat s' >y)s'0.00206137720.00206137720.00206137720.00206137720.00206137720.00206137720.00206137720.0020613772V=0Pnb607.6019374684602.2320229631596.8621084578591.4921939525586.1222794472580.7523649419575.3824504366570.0125359313MA12431871.178877424863742.357754737295613.536632149727484.715509462159355.894386874591227.073264287023098.252141599454969.4310189B11892194.771094323784389.542188635676584.313282947568779.084377259460973.855471671353168.626565983245363.397660295137558.1687545C50729873.086106350729873.086106350729873.086106350729873.086106350729873.086106350729873.086106350729873.086106350729873.0861063Pnb*e (KNm)75.053939036199.378004986123.702070936148.026136886172.350202836196.6742687859220.9983347359245.3224006859e (mm)123.5248513999165.0161419466207.2540192837250.2588172751294.0516149608338.6542710087384.0894600943430.3807113384Momen Murni :Asumsi :Tul tekansyV=0cc= 0.85*f'c**c*b3874.406253874.406253874.406253874.406253874.406253874.406253874.406253874.40625Ts2 =As*fs'212057.504117311424115.008234622636172.512351933848230.0164692441060287.520586561272345.024703871484402.528821181696460.03293849(c-d')/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/cTs1=As1*fy123700.210735098247400.421470196371100.632205294494800.842940392618501.053675491742201.264410589865901.475145687989601.685880785Persamaan :A c^2 +B c + CA3874.406253874.406253874.406253874.406253874.406253874.406253874.406253874.40625B88357.2933822129176714.586764426265071.880146639353429.173528852441786.466911065530143.760293278618501.053675491706858.347057704C-10496846.4538069-20993692.9076138-31490539.3614207-41987385.8152276-52484232.2690345-62981078.7228414-73477925.1766483-83974771.6304552c41.88239437454.257212726462.218217375568.044232412972.589514473876.278166012979.35402784381.970852356a35.600035217946.118630817452.885484769257.83759755161.701087302764.83644111167.450923666569.6752245026Kontrol Asumsis'-0.00054564260.00026303670.00061323920.00081759610.000954250.00105317820.00112863940.0011883804s0.01494310020.01085069310.0090784560.00804428650.00735273490.00685209840.00647021870.006167893Perhitungan Mncc*(d-a/2)37760088.972377947811326.173484154010940.102497258415673.513110661774491.742369364450275.976426666647275.709611368491868.9313203Ts2(d-d')-7752409.158292447474373.4124926526138438.370316346465138.564283667789216.807882989780400.9155831112248798.475329135074673.942138Mn30.007679814155.28569958680.1493784728104.8808120774129.5637085503154.230676892178.8960741849203.5665428735Data Data Diagram00000000Mn30.007679814155.28569958680.1493784728104.8808120774129.5637085503154.230676892178.8960741849203.5665428735Mnb75.053939036199.378004986123.702070936148.026136886172.350202836196.6742687859220.9983347359245.3224006859Mn30.007679814155.28569958680.1493784728104.8808120774129.5637085503154.230676892178.8960741849203.5665428735Po1310.64349352041547.304085981783.96467843962020.62527089922257.28586335872493.94645581832730.60704827792967.2676407375Pnmax1048.51479481631237.8432687841427.17174275161616.50021671931805.8286906871995.15716465472184.48563862232373.81411259Pnb607.6019374684602.2320229631596.8621084578591.4921939525586.1222794472580.7523649419575.3824504366570.012535931300000000Mn000000000.02206447050.04065124970.05893336650.07711824420.09526743280.11340490950.1315412310.14968128150.05518671990.07307206250.09095740510.10884274770.12672809030.14461343290.16249877550.18038411820.02206447050.04065124970.05893336650.07711824420.09526743280.11340490950.1315412310.1496812815P0.38548338040.45508943710.52469549370.59430155030.66390760690.73351366350.80311972010.87272577670.30838670440.36407154960.41975639490.47544124020.53112608550.58681093080.64249577610.69818062140.17870645220.17712706560.1755476790.17396829230.17238890570.17080951910.16923013250.167650745900000000TypeBorpileLokasi-No. Joint ETABS-P(kg)30000M(kg-m)300Perencanaan TulanganMu (kNm)3Pu/f (kN)300Ag (mm2)90000e (mm)10.00Pu/(0,85*f'c*Ag*)0.3134 use0.7Pu/(0,85*f'c*Ag*) x (e/h)0.0104 pakai0.01Aperlu(mm2)707Dipasang6 d13Apakai (mm2)796atauDipasang tul utama3 d13Apakai (mm2)398Dipasang tul ekstra3 d13Apakai (mm2)398Atot pakai (mm2)796Pembesian begel :d6S1288S2208S3300Smin208Spakaid6 - 208

&CHAL. &P dari 37&R&"Arial Narrow,Italic"&11RUKO PERUM CANDRABAGA AR 2/ 5

Koom bulat000

1%2%3%4%5%6%7%8%K1K2K3M (kN-M)P (kN)

tanggaatasbawahPENULANGAN PLAT TANGGA ATAS DAN BAWAHData - data- Balok diambil bentang yang terpanjang- Tumpuan jepit-jepittebal plat0.15mfc' (beton)20Mpatebal spesi2cmfy' (baja)350Mpatebal tegel3cmd'20mmbeban plafond0kg/m2L3mbeban penggantung0kg/m2optred0.3mbeban AC + pipa0kg/m2antrade0.17mtebal air hujan0ma33.7derajatbeban guna300kg/m2Gambar Rencana863.00 kg/m1,380.80 kg/m2m1 m3mq = 1,380.80 kg/m2PembebananBeban terbagi rataBeban matipelat=[0.15/cosA + 0.17/2] x 2400=636.6661530557kg/m2spesi= 2 x 21=42keramik= 3 x 24=72plafond=0penggantung=0AC + pipa=0DD=750.6661530557kg/m2Beban hidupair hujan=0kg/m2guna=300DL300kg/m2Beban berfaktorD = 1,2 x 750.67 + 1,6 x 300=1380.7993836668kg/m2Statika- Tumpuan jepit-jepit- Beban merataq=1380.80kg/m2L=3m- Beban terpusat plat anak tangga tengah 100 x 100 cm (bordes)P=1.5 x 0.5 x 1 x 1,380.80=1035.60kgL=3 - 0.5 x 100=2.5mMtangga=1/10 x 1,380.80 x 3^2=1242.7194453001kgmMbordes=0.9 x 1,035.60 x 2.500=776.6996533126kgm3PenulanganPenulangan tanggaMu1242.72kgmb1000mmfc' (beton)20Mpah150mmfy' (baja)350Mpad'20mmpmin=1,4 / 350=0.0040pmaks=0,75 x (0,85 x 20)/350 x 0,85 x [600/(600+350)]=0.0196Mu=1,242.72 kgm=12.43kNmd=150 - 20=130mmj=0.8Rn=(12.43 x 10^6)=0.9192Mpa(0,8 x 1000 x 130^2)W=0,85 { 1 -sqrt[1 - (2,353 x 0.9192)/20]}=0.0473As (mm2)p = 0.0473 x 20/350=0.0027>0.00405200.0040520