Hit. Struktur

CoverB (3)B. PERHITUNGAN STRUKTUR BETONPembangunan Gedung KantorPengadilan Agama Bangkalan

CoverBKONSTRUKSI ATAP KAYUGedung Kantor Dinas Kesehatan Balai Material Medica BatuBatu - Jawa Timur

DaftarIsiRTDAFTAR ISICOVERLEMBAR PERSETUJUANDAFTAR ISIA.Konsep Dasar Perencanaan StrukturKonsep Dasar Perencanaan StrukturHal. A-1B.Pekerjaan KayuPerhitungan GordingHal. B-1Input DataHal. B-3Kontrol Keamanan KayuHal. B-11Sambungan Baut dan PlatHal. B-15Sambungan GigiHal. B-18B.Pekerjaan AtapPerhitungan GordingHal. 3StatikaHal. 6Kontrol Kekuatan ProfilHal. 13Sambungan BalokHal. 16Perhitungan Plat KakiHal. 17C.Pekerjaan BetonInput DataHal. C-1Plat LantaiHal. C-9Tabel Penulangan PlatHal. C-12Tabel Penulangan Longitudinal BalokHal. C-13Tabel Penulangan Geser BalokHal. C-17Penulangan KolomHal. C-18Tabel Penulangan KolomHal. C-20Penulangan Pondasi LajurHal. C-23Penulangan TanggaHal. C-26D.Lampiran

CoverPerhitungan StrukturPERENCANAAN PENGADAAN KONSTRUKSIBANGUNAN GEDUNG KANTORPENGADILAN AGAMA BANGKALANBangkalan - MaduraTeguh Santoso SPd

LPersetujuanLEMBAR PERSETUJUANNama Proyek:Perencanaan Pengadaan KonstruksiBangunan Gedung KantorPengadilan Agama BangkalanLokasi:Bangkalan - MaduraPemilik:Pengadilan Agama BangkalanKonsultan:-Disusun oleh:1. Ir. Ali Hidayat2. Teguh Santoso S.PdTelah selesai disusun dan disetujui tanggal - -Ahli StrukturAsistent Ahli StrukturIr. Ali HidayatTeguh Santoso S.Pd

DaftarIsiRT (2)DAFTAR ISICOVERLEMBAR PERSETUJUANDAFTAR ISIA.Konsep Dasar Perencanaan StrukturKonsep Dasar Perencanaan StrukturHal. 1B.Pekerjaan AtapPerhitungan GordingHal. 6StatikaHal. 9Kontrol Kekuatan ProfilHal. 13SambunganHal. 16Perhitungan Plat KakiHal. 21C.Pekerjaan BetonInput DataHal. 25Plat LantaiHal. 31Tabel Penulangan Longitudinal BalokHal. 34Tabel Penulangan Geser BalokHal. 37Penulangan KolomHal. 38Penulangan Pile CapHal. 42Penulangan Bore pileHal. 54Penulangan TanggaHal. 55D.Lampiran

GBRDenah Sistem Struktur & Geometri

&CHAL. &P dari 62&R&"Arial Narrow,Italic"&9Kantor Pengadilan Agama BangkalanDasar 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 Konstruksi

CoverAA. PEKERJAAN ATAPPembangunan Gedung KantorPengadilan Agama Bangkalan

databtn05KRITERIA PERENCANAANPeraturan yang digunakan- Tata Cara Perhitungan Struktur Baja untuk Bangunan Gedung (SNI-03-1729-2002)- Peraturan Pembebanan Indonesia 2007Mutu Beton dan Bajaa. MUTU BETON- Dipakai mutu beton: K225 (fc' = 22.5 Mpa)b. TULANGAN- Diameter polos: BJTP 24 (fys' = 240 Mpa)c. BAJA PROFIL- Dipakai mutu: Fe360 (BJ 37)d. BAUT- HTB: F 10 T- Angker: BJTD 40 ( fy = 400 Mpa )Pembebanana. 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 :- Orang:100 kgc. Beban Angin (W)d. Kombinasi PembebananPekerjaan atap baja- CombCon11.2 DL + 0.5 LL- CombCon21.2 DL + 0.5 LL- CombCon31.2 DL + 1.6 LL + 0.8 W- CombCon41.2 DL + 1.6 LL - 0.8 W- CombCon5DL + LLMetode PerhitunganPekerjaan atap baja- Bangunan diidealisasikan dengan analisa 2 dimensi dengan elemen strukturkolom beton serta konstruksi rangka baja..- Analisa struktur direncanakan terhadap beban vertikal berupa beban yang terbagirata yang didistribusikan dalam konstruksi rangka baja.- Analisa struktur memakai program bantu SAP 2000 NonLinier Versi 11.0.0.secara 2D.- Kemungkinan pengembangan dan perubahan Tidak diperhitungkan- Beban Angin, gempa dan pengaruh lingkungan Tidak diperhitungkan.- Kondisi tanah Tidak Ada.Deskripsi Bangunan- Bangunan ini diperuntukkan sebagai Gedung Gudang.- Bangunan ini memakai konstruksi baja.Properties- Model:Portal 2D- Design code:SNI 03-1729-2002Pekerjaan atap baja- Bentang kuda-kuda:6 & 8 m- Kuda-kuda:WF 150.75- Sudut kemiringan:30o- Penutup atap:genteng- Tumpuan:Terjepit pada pangkal kolomPekerjaan lantai baja- Tinggi Lantai:4.5 m- Ukuran kolom:WF 250.125.6.9- Ukuran balok:WF 250.125.6.9

&CHAL. &P dari 62&R&"Arial Narrow,Italic"Kantor Pengadilan Agama BangkalanModel : Portal 2DPortal : Konstruksi BajaJudul DokumentData Perencanaan KonstruksiDasar Dasar Peraturan Perencanaan


Analisa Struktur




Deskripsi Bangunan


Type Struktur



( lihat gambar terlampir )

GordingLRFDPERHITUNGAN GORDINGData-data- Jarak antar gording=1.2m- Jarak antar kuda-kuda=4m- Sudut kemiringan atap=30derajat- Berat penutup atap=25kg/m2- Tekanan angin=40kg/m2DCNP 150DluarCNP150.50.20.2,8t (mm)2.8- Direncanakan :17CNP 150 t=2.8 mm(CNP150.50.20.2,8)Zx (cm3)=25.671Zy (cm3)=5.5694Ix (cm4)=192.5328Iy (cm4)=19.507A (cm2)=6.0181g (kg/m')=4.72Beban mati:Berat gording=4.72kg/mBerat atap = 1.2(25)=30kg/mq=34.72kg/mBeban hidup:Ditengah-tengah gording P=100kgBeban angin:Tekanan angin=40kg/m2Koefisien angin tekan=0.02 x 30 - 0.4=0.2Koefisien angin hisap=-0.4wtekan=0.2(40)(1.2)=9.6kg/mwhisap=-0.4(40)(1.2)=-19.2kg/mMencari momen-momen pada gording:Pada arah sumbu lemah dipasang trekstang pada tengah bentangn=1maka Ly = 1/2 x jarak kuda-kudaLx=1/2 x (4)=2.00mAkibat beban mati:q=34.72kg/mqx=34.72(cos 30)=30.07kg/mqy=34.72(sin 30)=17.36kg/mMx=1/8 (30.07)(2.00)^2=15.034kg/mMy=1/8 (17.36)(1.20)^2=3.125kg/mAkibat beban hidup:P=100kgMx=1/4 (100)(cos 30)(2)=43.301kg/mMy=1/4 (100)(sin 30)(2.00)=25.000kg/mAkibat angin:Karena beban angin bekerja tegak lurus sumbu x sehingga hanya ada Mxangin tekan:Mx=1/8 (9.6)(2)^2=4.8kg.mangin hisap:Mx=1/8 (-19.2)(2)^2=-9.6kg.mKombinasi Beban:Kombinasi BebanArah x (kg.m)Arah y (kg.m)1. U = 1,4 D1.4(15.03)1.4(3.12)21.04788141364.3752. U = 1,2 D + 0,5 La1.2(15.03)+0.5(43.30)1.2(3.12)+0.5(25.00)39.691676306216.2503. U = 1,2 D + 1,6 La1.2(15.03)+1.6(43.30)1.2(3.12)+1.6(25.00)87.323073514443.750U = 1,2 D + 1,6 La + 0,8 W1.2(15.03)+1.6(43.30)+0.8(4.80)1.2(3.12)+1.6(25.00)+0.8(0)91.163073514443.7504. U = 1,2 D + 1,3 W + 0,5 La1.2(15.03)+1.3(4.80)+0.5(43.30)1.2(3.12)+1.3(0)+0.5(25.00)45.931676306216.2505. U = 0,9 D + 1,3 W0.9(15.03)+1.3(4.80)0.9(3.12)+1.3(0)19.77078090872.812U = 0,9 D - 1,3 W0.9(15.03)-1.3(4.80)0.9(3.12)-1.3(0)7.29078090872.812JadiMux=91.163kg.m=911630.735143925N.mmMuy=43.750kg.m=437497.6N.mmBatas kelangsingan penampang:Sayap:lp=170/sqrt(fy) = 170/sqrt(240)=10.97(kompak)lr=370/sqrt(fy-fr) ---> fr = 70 MPa=370/sqrt(240-70)=28.38(tak kompak)Badan:lp=1680/sqrt(fy) = 1680/sqrt(240)=108.44(kompak)lr=2250/sqrt(fy) = 2250/sqrt(240)=145.24(tak kompak)Kelangsingan komponen penampang:(CNP150.50.20.2,8)b=65mmh=150mmtf=3.2mmtw=3.2mmSayap:l=b/tf = 65/3.2=20.31lp < l < lr------>10.97 < 20.31 < 28.38(tak kompak)Badan:l=(h-2*tf)/tw = (150-2*3.2)/3.2=44.88l < lp------>44.88 < 108.44(kompak)Asumsi penampang kompak:Mnx=Zx.fy = 25.67110.^3 (240)=6161040N.mmMny=Zy.fy = 5.569410.^3 (240)=1336656N.mmUntuk mengantisipasi masalah puntir maka Mny dapat dibagi 2 sehingga:Mux / (0.9*Mnx) + Muy/(1/2*Mny)354.16(OK)Perhitungan dimensi ikatan angin:tg a=120=1.00120a=45.0R=1/2 x 354.16=177.08kgPu=177.08=250.43kgsin 45.00Dipasang1 d12=113.0mm2fPn=f(0.75)(fu)(Ag)=0.75(0.75)(370)(113.04)=23526N =2353kgfPn>Pu2353>250.43(OK)maka gording CNP 150 t=2.8 mm aman dipakai, dengan trekstang d10 dan ikatan angin d12.

&CHAL. &P dari 62&R&"Arial Narrow,Italic"&9Kantor Pengadilan Agama BangkalanMetode : LRFDSesuai : SNI 03-1729-2002Judul DokumentPerhitungan Gording Struktur BajaqxqyqP.sin aPP.cos a

databtn03PROFIL KUDA-KUDA 1 (42 m)Jarak antar kuda-kuda=6mBentang kuda-kuda=42mSudut kemiringan bagian bawah=15oGording=(CNP125-2.1)Berat gording=3.10kg/m'Jarak antar gording=126cmAtap=Zincoated 0.35mmBerat penutup atap=3kg/m2Tekanan angin=15kg/m2PEMBEBANANBeban yang diterima gording :- Berat penutup atap= 3 x 6=18.00kg/m- Berat gording= (3.10 x 6) / 1.26=14.76kg/m32.76kg/mLain-lain 10 %=3.28kg/mDL=36.04kg/mL43.4815995772jml34.3333333333qDL28.46- Berat air hujan= 0.001 x 1000 x 6=6.00kg/m- Beban pekerja= (100x19 /( 21/cos15))=87.39kg/mLL=93.39kg/mBeban angin bagian bawah :- Beban angin tekanW=(0.02x15-0.4) x 6 x 15=-9.0kg/m- Beban angin hisapW=0.4 x 6 x 15=36.0kg/m- Beban dinding tekanW=0.9 x 6 x 15=81.0kg/m- Beban dinding hisapW=0.4 x 6 x 15=36.0kg/mPROFIL KUDA-KUDA KD1 (6 m)Jarak antar kuda-kuda=4.00mBentang kuda-kuda=6mSudut kemiringan bagian bawah=30oGording=(CNP150-2.8)Berat gording=3.10kg/m'Jarak antar gording=104cmAtap=gentengBerat penutup atap=50kg/m2Tekanan angin=40kg/m2DirencanakanWF 150.75.5.7PEMBEBANANBeban yang diterima gording :- Berat penutup atap= 50 x 4 x 1.04=208.00kg- Berat gording= (3.10 x 4)=12.40kgDL220.40kgLain-lain 10 %=22.04kg/mDL=242.44kg/m- Berat air hujan= 0.001 x 1000 x 4=4.00kg/m- Beban pekerja= (100x5 /( 3/cos30))=144.34kg/mLL=148.34kg/mLL=$100kgBeban angin bagian bawah :- Beban angin tekanW=(0.02x30-0.4) x 4 x 40 x 1.04=33.3kg- Beban angin hisapW=0.4 x 4 x 40 x 1.04=66.6kg- Beban dinding tekanW=0.9 x 4 x 40=144.0kg/m- Beban dinding hisapW=0.4 x 4 x 40=64.0kg/mBerat sendiri kuda-kuda akan dihitung otomatis oleh program SAP-2000Selanjutnya untuk mencari gaya-gaya dalam dari rangka batang, digunakan program SAP2000INPUT SAP2000OUTPUT SAP2000Bentang kuda-kuda=6mfijin=1/240 x 600=2.50cmf sap=(point 3)=0.14cmf=0.14cm< 2.50 cmOK

&CHAL. &P dari 62&R&"Arial Narrow,Italic"&9Kantor Pengadilan Agama BangkalanNo. Doc : NOTE/TS/03Rev :Judul DokumentInput dan Output DataOutlineBeban hidup (LL) kgBidang Axial Force (kg)Bidang Shear (kg)Reaction (kg)Lendutan (cm)Bidang Moment (kg-M)Beban angin (W) kg-mBeban mati (DL) kg

databtn03 (2)PROFIL KUDA-KUDA 1 (42 m)Jarak antar kuda-kuda=6mBentang kuda-kuda=42mSudut kemiringan bagian bawah=15oGording=(CNP125-2.1)Berat gording=3.10kg/m'Jarak antar gording=126cmAtap=Zincoated 0.35mmBerat penutup atap=3kg/m2Tekanan angin=15kg/m2PEMBEBANANBeban yang diterima gording :- Berat penutup atap= 3 x 6=18.00kg/m- Berat gording= (3.10 x 6) / 1.26=14.76kg/m32.76kg/mLain-lain 10 %=3.28kg/mDL=36.04kg/mL43.4815995772jml34.3333333333qDL28.46- Berat air hujan= 0.001 x 1000 x 6=6.00kg/m- Beban pekerja= (100x19 /( 21/cos15))=87.39kg/mLL=93.39kg/mBeban angin bagian bawah :- Beban angin tekanW=(0.02x15-0.4) x 6 x 15=-9.0kg/m- Beban angin hisapW=0.4 x 6 x 15=36.0kg/m- Beban dinding tekanW=0.9 x 6 x 15=81.0kg/m- Beban dinding hisapW=0.4 x 6 x 15=36.0kg/mPROFIL KUDA-KUDA KD2 (8 m)Jarak antar kuda-kuda=4.00mBentang kuda-kuda=8mSudut kemiringan bagian bawah=30oGording=(CNP150-2.8)Berat gording=3.10kg/m'Jarak antar gording=104cmAtap=gentengBerat penutup atap=50kg/m2Tekanan angin=40kg/m2DirencanakanWF 150.75.5.7PEMBEBANANBeban yang diterima gording :- Berat penutup atap= 50 x 4 x 1.04=208.00kg- Berat gording= (3.10 x 4)=12.40kgDL220.40kgLain-lain 10 %=22.04kg/mDL=242.44kg/m- Berat air hujan= 0.001 x 1000 x 4=4.00kg/m- Beban pekerja= (100x6 /( 4/cos30))=129.90kg/mLL=133.90kg/mLL=$100kgBeban angin bagian bawah :- Beban angin tekanW=(0.02x30-0.4) x 4 x 40 x 1.04=33.3kg- Beban angin hisapW=0.4 x 4 x 40 x 1.04=66.6kg- Beban dinding tekanW=0.9 x 4 x 40=144.0kg/m- Beban dinding hisapW=0.4 x 4 x 40=64.0kg/mBerat sendiri kuda-kuda akan dihitung otomatis oleh program SAP-2000Selanjutnya untuk mencari gaya-gaya dalam dari rangka batang, digunakan program SAP2000INPUT SAP2000OUTPUT SAP2000Bentang kuda-kuda=6mfijin=1/240 x 600=2.50cmf sap=(point 3)=0.34cmf=0.34cm< 2.50 cmOK

&CHAL. &P dari 62&R&"Arial Narrow,Italic"&9Kantor Pengadilan Agama BangkalanNo. Doc : NOTE/TS/03Rev :Judul DokumentInput dan Output DataOutlineBeban hidup (LL) kgBidang Axial Force (kg)Bidang Shear (kg)Reaction (kg)Lendutan (cm)Bidang Moment (kg-M)Beban angin (W) kg-mBeban mati (DL) kg

NomBlkSNIBATANG NOMINAL (LRFD - SNI 03-1729-2002)Data-data- DirencanakanWF 150.75.5.7Wx88.8cm3h15cmWy13.2cm3b7.5cmIx666cm4ts0.70cmIy49.5cm4tb0.50cmA17.85cm2COD1g14kg/m'rx6.11cmL=1146mmfy=240MpaLk=1146mmfr=70MpaMu (M33)=2431250Nmm=243.125kgmVu (shear)=280.57N=28.057kgNu (axial)=5894.75N=589.475kgKontrol penampang terhadap tekuk lokalSayapl=75/2=5.367lp=170=10.97sqrt (240)lr=370=28.38sqrt (240 - 70)Karena5.36 < 10.97 < 28.38 ---> penampang kompakBadanl=150=30.005lp=1680=108.44sqrt (240)lr=2250=145.24sqrt (240)Karena30.00 < 108.44 < 145.24 ---> penampang kompakJadipenampang kompakUntukl < lp ------> untuk penampang kompakf Mux=0,9 x240 x 88800=19180800Nmmlc=1146 x sqrt(240x200000)=0.2073,14 x 61.1Untuk lc 1.2w=1,25 x 0.207^2=0.054w pakai=1f Nn=0,85x1785x(240/1.000)=364140NNu=5894.75=0.02f Nn364140Untuk Nu / f Nn > 0.25894.75+8/9 x(2431250/19180800)364140=0.13< 1,0Untuk Nu / f Nn < 0.25894.75+(2431250/19180800)=0.13< 1,02x364140Untuk 0.02 < 0.20.13< 1 (OK)Kontrol penampang terhadap tekuk lateralLp=1,76xsqrt(49.5/17.85)x10xsqrt(200000/240)=846mmUntuk Lk < Lpf Mp=0,9 x 240 x 88800=19180800Nmm > 2431250 (OK)Kontrol Geserkn=5+(5/(1146/(150-2x7)))=5.59hw/tw=(150-2x7)=27.251,1sqrt(kn.E/fy)= 1.1xSQRT(5.59x200000/240)=75.101,37sqrt(kn.E/fy)= 1.37xSQRT(5.59x200000/240)=93.53Untuk 27.2 < 75.10Vn=0.6x240x((150-2x7)x5)=97920NUntuk 75.10 < 27.2 < 93.53Vn=0.6x240x((150-2x7)x75.10=270359.272313073N27.2Untuk 93.53 < 27.20Vn=0,9x[(150-2x7)x5]x5.59x200000=925373.421619957N27.2^2Jadi Vn=97920N > 280.57 (OK)0.003Perencanaan Pengekang LateralL=1000mm(jarak antara pengekang lateral)Lk=1146mm(panjang tekuk batang pengekang lateral)Nu=0.01x(75x7)x240x(1146/1000)=1443.96N < 364140 (OK)Untuk batang yang lain menggunakan tabel sebagai berikut :

&CHAL. &P dari 62&R&"Arial Narrow,Italic"&8Kantor Pengadilan Agama BangkalanMetode : LRFDSesuai : SNI 03-1729-2002Judul DokumentKontrol Batang Nominal

TblNomBlkSNIKONTROL BATANG NOMINAL KD1TypeFrame 17 (balok)Frame 12 (Kolom)Frame 21 (balok)DirencanakanWF 150.75.5.71WF 150.75.5.71WF 150.75.5.71h cm151515b cm7.57.57.5ts cm0.700.700.70tb cm0.500.500.50Wx cm388.888.888.8Ix cm4666666666Iy cm449.549.549.5A cm217.8517.8517.85rx cm6.116.116.11L mm11466001146Lk mm11466001146Mu kgm (M33)243.125503435.907Vu kg (shear)28.057782245.488Nu kg (axial)589.4751077917.297Mu Nmm243125050300004359070Vu N280.5778202454.88Nu N5894.75107709172.97fy (Mpa)240240240fr (Mpa)707070Hasil EtabsFrame 17 (balok)Frame 12 (Kolom)Frame 21 (balok)Design StrukturAISC_LRFD93Design StrukturLRFDSNI 03-1729-2002Kontrol penampang terhadap tekuk lokalSayap5.4Mukat(ETABS)Mlu (kgm)(mm)(mm)(mm2)(mm2)(mm2)(mm2)D10D12D13D16D19D22D25(mm2)(kgm)(kgm)LantaiduaB1(30x70)dB58111093007008301%0,1.fc'.Ag =337.5kNf =0.65No. BarisJumlahAs (mm2)Kolom K1Factored Loads13 f16603Pu (KN)Mu (kNm)22 f16402C5457.1621.7633 f16603C5452.0418.254C5446.9214.755C5458.9322.976C5458.0522.367C5457.1621.768C54319.8031.919C54313.358.20Total Bars1608C54306.9048.31Begel :d8S1384S2256S3300Smin256Spakaid8 - 256

&CHAL. &P dari 62&R&"Arial Narrow,Italic"Kantor Pengadilan Agama Bangkalan

Kolom2 I K1

1%1.07%M (kN-M)P (kN)INTERACTION DIAGRAM

Kolom2 I K2PERHITUNGAN KOLOM K2 (30/30)PERHITUNGAN DIAGRAM INTERAKSI KOLOMFC (Mpa)22.5FY(Mpa)240h (mm)3001b (mm)3001%1.79%fy240240f'c22.522.5Dimensi b300300Dimensi h300300Ag9000090000Ast9001607.68Ec200000200000d'49.549.5As'450803.84As1450803.84Kondisi Tekan Konsentris :Po1920.03752076.34632Pnmax1536.031661.077056Kondisi Balance :y0.00120.0012Cb178.9285714286178.9285714286ab152.0892857143152.0892857143Cek Tulangan (syarat s' >y)s'0.00217005990.0021700599V=0Pnb864.0060267857857.2388367857MA1085400019388620.8B9989071.87517843590.08C64534352.576929264534352.5769292Pnb*e (KNm)85.3774244519101.7665634569e (mm)98.8157742019118.7143641771Momen Murni :Asumsi :Tul tekansyV=0cc= 0.85*f'c**c*b4876.8754876.875Ts2 =As*fs'270000482304(c-d')/c(c-49.5)/c(c-49.5)/cTs1=As1*fy108000192921.6Persamaan :A c^2 +B c + CA4876.8754876.875B162000289382.4C-13365000-23874048c38.312248849646.3285172555a32.565411522239.3792396672Kontrol Asumsis'-0.000876045-0.0002053692s0.01661513670.0132211105Perhitungan Mncc*(d-a/2)43762107.509729452148925.1339297Ts2(d-d')-15847653.7703113-6636374.30567309Mn27.914453739445.5125508283Data Data Diagram00Mn27.914453739445.5125508283Mnb85.3774244519101.7665634569Mn27.914453739445.5125508283Po1920.03752076.34632Pnmax1536.031661.077056Pnb864.0060267857857.238836785700TULANGAN LENTUR KOLOM KOTAKK2fc' (Mpa)fy (MPa)Es (MPa)eyb (mm)h (mm)Ag (mm)Cover (mm)22.52402000002.000E-0330030090000201As tot (mm2)r pakair minMAX PU =1080kN16081.79%>1%0,1.fc'.Ag =202.5kNf =0.65No. BarisJumlahAs (mm2)Kolom K2Factored Loads13 f16603Pu (KN)Mu (kNm)22 f16402C151.060.0033 f16603C150.530.004C150.000.005C15243.443.686C15239.732.777C15236.021.8789Total Bars1608Begel :d8S1384S2256S3300Smin256Spakaid8 - 256

Metode : Kekuatan BatasSesuai : SKSNI T-15-1991-03Judul DokumentDiagram Interaksi Kolom&CHAL. &P dari 62&R&"Arial Narrow,Italic"Kantor Pengadilan Agama Bangkalan

Kolom2 I K2


Kolom2 I K3PERHITUNGAN KOLOM K4 (15/50)PERHITUNGAN DIAGRAM INTERAKSI KOLOMFC (Mpa)22.5FY(Mpa)240h (mm)5001b (mm)1501%1.42%fy240240f'c22.522.5Dimensi b500500Dimensi h150150Ag7500075000Ast7501061.32Ec200000200000d'49.549.5As'375530.66As1375530.66Kondisi Tekan Konsentris :Po1600.031251668.794055Pnmax1280.0251335.035244Kondisi Balance :y0.00120.0012Cb71.785714285771.7857142857ab61.017857142961.0178571429Cek Tulangan (syarat s' >y)s'0.00093134330.0009313433V=0Pnb576.3113839286573.3343864286MA1804500025535359.2B16607039.062523500510.26375C128069365.662867128069365.662867Pnb*e (KNm)162.7214047254177.1052351266e (mm)282.3498012761308.9039124791Momen Murni :Asumsi :Tul tekansyV=0cc= 0.85*f'c**c*b8128.1258128.125Ts2 =As*fs'225000318396(c-d')/c(c-49.5)/c(c-49.5)/cTs1=As1*fy90000127358.4Persamaan :A c^2 +B c + CA8128.1258128.125B135000191037.6C-11137500-15760602c29.632382282533.8238101477a25.187524940128.7502386255Kontrol Asumsis'-0.0020114094-0.0013903983s0.00717467980.0059138391Perhitungan Mncc*(d-a/2)21172719.011082223677810.2073166Ts2(d-d')-7693641.0692416-7525853.59968861Mn13.479077941816.1519566076Data Data Diagram00Mn13.479077941816.1519566076Mnb162.7214047254177.1052351266Mn13.479077941816.1519566076Po1600.031251668.794055Pnmax1280.0251335.035244Pnb576.3113839286573.334386428600TULANGAN LENTUR KOLOM KOTAKK4fc' (Mpa)fy (MPa)Es (MPa)eyb (mm)h (mm)Ag (mm)Cover (mm)22.52402000002.000E-0315050075000201As tot (mm2)r pakair minMAX PU =868kN10611.42%>1%0,1.fc'.Ag =168.75kNf =0.65No. BarisJumlahAs (mm2)Kolom K4Factored Loads12 D13265Pu (KN)Mu (kNm)22 D13265C191.812.0632 D13265C186.912.9742 D13265C182.013.895C193.701.716C192.751.897C191.812.068C1109.531.249C1101.610.24Total Bars1061C193.701.71Begel :d8S1384S2208S3150Smin150Spakaid8 - 150

Metode : Kekuatan BatasSesuai : SKSNI T-15-1991-03Judul DokumentDiagram Interaksi Kolom&CHAL. &P dari 62&R&"Arial Narrow,Italic"Kantor Pengadilan Agama Bangkalan

Kolom2 I K3


PilecapPC2PERHITUNGAN PILE CAP TYPE PC1Pile Cap Type PC1 (2 tiang ) Arah X ( 600x1200x400 mm2)Data - dataArah Xfc'22.5MpaTypePC1P34777kgJumlah2tiangSelimut beton60mmLx600mmHt400mmLy1200mmd340mmbc1bklm200mmhklm500mmbo = bklm + 2*0.5*Ht600mmho = hklm + 2*0.5*Ht900mmCek Geser PonsA=2*(bo+ho)*d=2*(600+900)*340=1020000mm2Vc1=(1+2/bc) x (fc'0.5 /6) x A=(1+2/1) x (22.5^0.5 /6) x 1020000=2419142N ~241914.241002881kgVc2=(fc'0.5 /3) x A=(22.5^0.5 /3) x 1020000=1612762N ~161276.160668587kgDiambil yang terkecil ---> Vc=161276.160668587kgCek :Vc>P / f161276>57961.6666666667(ok)Berarti dimensi pile cap bisa dipakai.Penulangan Pile CapData-datafc' (beton)22.50MpaHt400mmfy' (baja)240.00Mpab1200mmd' (1)60mmALTERNATIVE 1Q pile cap =1152kg/m0 m0P0.3 mL1 =0.00m 0P =0kgL =0.30mMu=1.2 x ( 0P.L1 - 1/2.Q.L^2)=1.2 x (0x0-1/2x1152x0.3^2)=-62.21kgmALTERNATIVE 2Q pile cap =1152>0.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =17389kgL2 =0.20m 2P =34777kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (17388.5x0.1+34777x0.2-1/2x1152x0.55^2)=10224.01kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =17389kgL2 =0.20m 2P =34777kgL3 =0.30m 3P =52166kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (17388.5x0.1+34777x0.2+52165.5x0.3-1/2x1152x0.55^2)=29003.59kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =17389kgL2 =0.20m 2P =34777kgL3 =0.30m 3P =52166kgL4 =0.40m 4P =69554kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (17388.5x0.1+34777x0.2+52165.5x0.3+69554x0.4-1/2x1152x0.55^2)=62389.51kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.4 x 1.2 x 2400=1152kg/mpmin==0.0025pmaks=0,75 x (0,85 x 22.5)/240 x 0,85 x [600/(600+240)]=0.0363Mu=-62.208 kgm=-0.62kNmd=400 - 60=340.00mmj=0.80Rn=(-0.62 x 10^6)=-0.0056Mpa(0,8 x 1200 x 340^2)W=0,85 { 1 -sqrt[1 - (2,353 x -0.0056)/22.5]}=-0.0002p = -0.0002 x 22.5/240=-0.0000>0.00250.00250.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =11731kgL2 =0.20m 2P =23462kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (11731x0.1+23462x0.2-1/2x576x0.55^2)=6934.06kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =11731kgL2 =0.20m 2P =23462kgL3 =0.30m 3P =35193kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (11731x0.1+23462x0.2+35193x0.3-1/2x576x0.55^2)=19603.54kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =11731kgL2 =0.20m 2P =23462kgL3 =0.30m 3P =35193kgL4 =0.40m 4P =46924kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (11731x0.1+23462x0.2+35193x0.3+46924x0.4-1/2x576x0.55^2)=42127.06kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.4 x 0.6 x 2400=576kg/mpmin==0.0025pmaks=0,75 x (0,85 x 25)/240 x 0,85 x [600/(600+240)]=0.0403Mu=-31.104 kgm=-0.31kNmd=400 - 60=340.00mmj=0.80Rn=(-0.31 x 10^6)=-0.0056Mpa(0,8 x 600 x 340^2)W=0,85 { 1 -sqrt[1 - (2,353 x -0.0056)/25]}=-0.0002p = -0.0002 x 25/240=-0.0000>0.00250.00250.0047606.66666666670.0047606.6666666667 Joint P1 = 121.80 kgData-dataUkuran gording 08/12 cm kayu kruwing Bj = 1.00- Jarak kuda-kuda max=350cm- Jarak gording=120cm- Berat penutup atap=50kg/m2Beban mati1. Bs Gording =0.08x0.12x1.00x1000 x 3.5=33.60kg2. Bs. Atap = 1.2 x 50 x 3.5=210kgP1=(33.6+210)/2=121.80kgP2=1/2 x 121.80=60.90kg=> Joint W1 = 8.75 kg/mBeban angin- Berat angin=25kg/m2- Jarak kuda-kuda max=350cm- Kemiringan kuda-kuda=25derajat- Jarak gording=120cmW =0.02 x 25 - 0.4=0.10W1 =0.1 x 3.5 x 25=8.75kg/m'W2 =- 0.4 x 3.5 x 25=35kg/m'W1=8.75kg/m'=> Joint W2 = 35.00 kg/mW2=35.00kg/m'StatikaMenggunakan program Struktur Analisis Program 2000 (SAP Nonlinier Versi 9.0.3)(terlampir)INPUT SAP2000Kuda-kuda Type 1OutlineBeban mati (DL)Beban angin (W)Beban hidup (LL)OUTPUT SAP2000StatikaKuda-kuda Type 2OutlineBeban mati (DL)Beban hidup (LL)Beban angin (W)OUTPUT SAP2000Statika

&CHAL. &P dari 42No. Doc : NOTE/TS/04Rev :Judul DokumentInput dan Output DataDimensi (cm)Beban hidup (LL) kgBeban angin (W) - kg-mAxial Forces (kg)DimensiBeban mati (DL) - kgBeban angin (W) - kg-mBeban mati (DL)- kgReaction (kg)Lendutan (cm)Beban hidup (LL) kgReaction (kg)Axial Forces (kg)

TYPE 1-1TABEL PERHITUNGAN KEAMANAN KAYU (TUNGGAL) TYPE 1Angka keamanan0%0113085604511.0112984604521.0112884594531.0212783594441.0312683584451.0312682584461.0412582584471.0512481574381.0612380574391.06122805743101.07121795642111.08120795642121.09119785541131.09119785541141.1118775541151.11117775441161.12116765440171.13115755340181.14114755340191.15113745239201.15113745239211.16112735239221.17111735138231.18110725138241.19109715038251.2108715038261.21107705037271.22107704937281.23106694937291.24105694836301.25104684836311.26103674836321.27102674735331.28102664735341.29101664735351.3100654635361.3299644634371.3398644534381.3497634534391.3596634433401.3695624433411.3894624433421.3994614332431.493614332441.4292604232451.4391594231461.4490594231471.4689584131481.4788584131491.4987574030501.586574030511.5285563930521.5385563929531.5584553929541.5683553828551.5882543828561.681533828571.6181533728581.6380523728591.6579523627601.6778513627611.6977503627621.777503526631.7276493526641.7475493526651.7674483426661.7973483425671.8172473325681.8371463325691.8570463224701.8770453224711.969453224721.9268443123731.9567443123741.976643302375265433023762.0364423022772.0563422922782.0863412922792.1162402821802.1461402821812.1760392821822.2159392720832.2458382720842.2757372620852.3156372620862.3456362619872.3855362519882.4254352519892.4653352418902.552342418912.5451332418922.5850332317932.6349322217942.6849322217952.7348312217962.7847312216972.8346302116982.8845302116992.94442920151003432820151013.07422820151023.14412719141033.21412619141043.28402618141053.35392518131063.43382518131073.5372417131083.57362417131093.65362316121103.73352316121113.81342216121123.89332215121133.97332115111144.05322115111154.13322115111164.21312014111174.29302014111184.38301914101194.46291913101204.55291913101214.64281813101224.73281813101234.8427181291244.912717129125526171291265.0926171291275.1925161291285.2825161191295.3824161181305.4824151181315.5723151181325.6723151181335.7723151081345.8822151081355.9822141081366.0821141071376.1921141071386.2921141071396.42013971406.512013971416.622013971426.731913971436.841912961446.951912961457.071812961467.181812861477.31812861487.411811861497.531711861507.65171186Kelas kuat kayu (1/2/3/4) ?2No. BatangP (kg)Lk (cm)b (cm)h (cm)JmlFbr (cm2)I (cm4)I (cm3)lamdaWtabeltegpakaiimin

&CHAL. &P dari 42No. Doc : KY/PKKI/TS/02-02Rev :Judul DokumentKontrol Dimensi Kayu Ganda

samb baut+plat30SAMBUNGAN BAUT DAN PLATKuda-kuda Type 1Titik Tumpu No. 2/4 batang 6P =22.99kgtarikGol1Tampang2plat (y/t)ta =25b (cm) =4f (cm) =1.2Jumlah baut1buahf1/2"P1 =125 x4 x 1.2 x ( 1 - 0,6.Sin(25))=447.8574257733kgP2 =250 x4 x 1.2 x ( 1 - 0,6.Sin(25))=895.7148515467kgP2 =480 x1.2 x 1.2 x ( 1 - 0,35.Sin(25))=588.9601901197kgdiambil terkecilPs=447.8574257733kgPs =1 x 447.86=447.8574257733kg--->447.86 kg > 22.99 kg(aman)Titik Tumpu No. 6/7 batang 6P =22.9kgtekanGol1Tampang2plat (y/t)ta =25b (cm) =4f (cm) =1.2Jumlah baut1buahf1/2"P1 =125 x4 x 1.2 x ( 1 - 0,6.Sin(25))=447.8574257733kgP2 =250 x4 x 1.2 x ( 1 - 0,6.Sin(25))=895.7148515467kgP2 =480 x1.2 x 1.2 x ( 1 - 0,35.Sin(25))=588.9601901197kgdiambil terkecilPs=447.8574257733kgPs =1 x 447.86=447.8574257733kg--->447.86 kg > 22.9 kg(aman)Titik Tumpu No. 9 batang 14582.71kgtekanGol1Tampang2plat (y/t)ta =25b (cm) =4f (cm) =1.2Jumlah baut2buahf1/2"P1 =125 x4 x 1.2 x ( 1 - 0,6.Sin(25))=447.8574257733kgP2 =250 x4 x 1.2 x ( 1 - 0,6.Sin(25))=895.7148515467kgP2 =480 x1.2 x 1.2 x ( 1 - 0,35.Sin(25))=588.9601901197kgdiambil terkecilPs=447.8574257733kgPs =2 x 447.86=895.7148515467kg--->895.71 kg > 582.71 kg(aman)Kuda-kuda Type 2Titik Tumpu No. 2 batang 6P =18.66kgtarikGol1Tampang2plat (y/t)ta =25b (cm) =4f (cm) =1.2Jumlah baut1buahf1/2"P1 =125 x4 x 1.2 x ( 1 - 0,6.Sin(25))=447.8574257733kgP2 =250 x4 x 1.2 x ( 1 - 0,6.Sin(25))=895.7148515467kgP2 =480 x1.2 x 1.2 x ( 1 - 0,35.Sin(25))=588.9601901197kgdiambil terkecilPs=447.8574257733kgPs =1 x 447.86=447.8574257733kg--->447.86 kg > 18.66 kg(aman)Titik Tumpu No. 5 batang 877.41kgtekanGol1Tampang2plat (y/t)ta =25b (cm) =4f (cm) =1.2Jumlah baut1buahf1/2"P1 =125 x4 x 1.2 x ( 1 - 0,6.Sin(25))=447.8574257733kgP2 =250 x4 x 1.2 x ( 1 - 0,6.Sin(25))=895.7148515467kgP2 =480 x1.2 x 1.2 x ( 1 - 0,35.Sin(25))=588.9601901197kgdiambil terkecilPs=447.8574257733kgPs =1 x 447.86=447.8574257733kg--->447.86 kg > 77.41 kg(aman)

&CHAL. &P dari 42No. Doc : KY/PKKI/TS/03Rev :Judul DokumentSambungan Baut dan Plat45.9648.522.991090.551401.37323.0422.9914.3677.4167.6570.1268.41425.5582.7117.818.38.318.66

samb gigiSAMBUNGAN GIGIKuda-kuda Type 1Titik Tumpu No. 12 batang 19V (cm)20a3572.83115tekanKls kayu (1-4)1s ijin //130b (cm) =8Gigi (1/2)1t ijin //20h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(115 x cos 35)=5.89kg/cm2< 130 kg/cm2 (aman)8 x 2t =(115 x cos 35)=0.59kg/cm2< 20 kg/cm2 (aman)20 x 8Titik Tumpu No. 3 batang 7V (cm)10a25P (kg)323.04tekanKls kayu (1-4)1s ijin //130b (cm) =8Gigi (1/2)1t ijin //20h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(323.04 x cos 25)=18.30kg/cm2< 130 kg/cm2 (aman)8 x 2t =(323.04 x cos 25)=3.66kg/cm2< 20 kg/cm2 (aman)10 x 8Titik Tumpu No. 1/5 batang 1V (cm)10a25P (kg)1401.37tekanKls kayu (1-4)1s ijin //130b (cm) =8Gigi (1/2)1t ijin //20h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(1401.37 x cos 25)=79.38kg/cm2< 130 kg/cm2 (aman)8 x 2t =(1401.37 x cos 25)=15.88kg/cm2< 20 kg/cm2 (aman)10 x 8Kuda-kuda Type 2Titik Tumpu No. 1 batang 3V (cm)30a25P (kg)409.32tekanKls kayu (1-4)1s ijin //130b (cm) =8Gigi (1/2)1t ijin //20h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(409.32 x cos 25)=23.19kg/cm2< 130 kg/cm2 (aman)8 x 2t =(409.32 x cos 25)=1.55kg/cm2< 20 kg/cm2 (aman)30 x 8

&CHAL. &P dari 42No. Doc : KY/PKKI/TS/04Rev :Judul DokumentSambungan Gigi68.41128.5772.83225.1293.48323.0440.948.51401.3745.96409.328.3

MBlkOUTPUT GAYA DALAM BALOK B0StoryBeamLocV2ABS V22M33M33(+)M33(-)ATAPB230.1-4770.624770.62-933.286933.286ATAPB230.6-4441.554441.551374.161374.16ATAPB230.6-4180.564180.56-4742.3964742.396ATAPB231.82-2663.982663.98-482.61482.61ATAPB233.54-434.61434.612006.0912006.091ATAPB57V224770.62ATAPB44M33 (+)2006.091ATAPB44M33 (-)4742.396KESIMPULAN : * diambil nilai terbesar

&CHAL. &P dari 33&R&"Arial Narrow,Italic"&9Rumah Tinggal Citraland SurabayaNo. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentOutput Gaya Dalam

MKlmOUTPUT GAYA DALAM KOLOM K1StoryColLocPAbs (P)ATAPC330-89858985ATAPC331.05-88488848StoryColLocPATAPC332.1-87128712ATAPC160-9917ATAPC333.15-85768576ATAPC334.2-84408440LT2C330-3444234442LT2C330.075-3442334423LT2C330.15-3440334403LT2C330.225-3438434384LT2C330.3-3436434364LT2-1C330-3522135221LT2-1C330.75-3502635026LT2-1C331.5-3483234832LT2-1C332.25-3463734637ATAPC684.2-558.84558.84ATAPC33P35220.77KESIMPULAN : * diambil nilai terbesarOUTPUT GAYA DALAM KOLOM K4StoryColLocPAbs (P)ATAPC160-99179917ATAPC160.975-97069706ATAPC161.95-94959495ATAPC162.925-92859285ATAPC163.9-90749074LT2C160-2302023020LT2C160.1-22998.5522999LT2C160.2-22976.9222977LT2C160.3-22955.322955LT2C160.4-22933.6722934LT2-1C160-23668.8823669LT2-1C160.75-23506.723507LT2-1C161.5-23344.5223345LT2-1C162.25-23182.3523182ATAPC523.9-4353.94354LT2-1C16P23669KESIMPULAN : * diambil nilai terbesar

&CHAL. &P dari 33&R&"Arial Narrow,Italic"&9Rumah Tinggal Citraland SurabayaNo. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentOutput Gaya Dalam

MBlkSAPOUTPUT GAYA DALAM BALOKTABLE: Element Forces - FramesFrameStationPV2M3M33(+)M33(-)TextmKgfKgfKgf-mKgf-mKgf-m10-5715715165162575257512.5-6426425165161285128515-714714516516-4.6254.62520-23682368-157157-1009100920.45954-23672367-144144-94094020.91909-23662366-131131-87787721.37863-23652365-117117-82082021.83818-23642364-104104-76976922.29772-23632363-9191-72472422.75726-23622362-7878-68568523.21681-23612361-6565-65265223.67635-23602360-5252-62562524.13589-23592359-3939-60460424.59544-23582358-2626-59059025.05498-23572357-1212-58158125.51453-235723570.73780.7378-57857825.514533232-186186-58458425.974073333-173173-50250226.433613434-159159-42542526.893163535-146146-35535527.35273636-133133-29129127.812253737-120120-23323328.271793838-107107-18018028.731333939-9494-13413429.190884040-8181-949429.650424141-6868-6060210.109964242-5454-3232210.569514343-4141-1010211.029054343-28285.7435.7433019361936-8.1248.124-7.6187.61832.75556193519350.013560.013563.5563.55635.51113193519358.1518.151-7.6937.69340-233233192019201576157640.75-2122121920192013613640.75-7777128128484841.5-5656128128-48482P23684V2219201M33 (+)25752M33 (-)1009KESIMPULAN :

&CHAL. &P dari 21&R&"Arial Narrow,Italic"&9Loading DockNo. Doc : BTN/SKSNI/TS/02-2Rev :Judul DokumentOutput Gaya Dalam

Kolom LPERHITUNGAN KOLOMTypeK1LokasiLt. 1No. frame ETABSC40P(kg)14793M(kg-m)148Perencanaan Tulangan (ETABS)Aperlu(mm2)$675Dipasang8 d12Apakai (mm2)904atauDipasang tul utama4 d13Apakai (mm2)531Dipasang tul ekstra4 d13Apakai (mm2)531Atot pakai (mm2)1061Pembesian begel :d8S1384S2192S3150Smin150Spakaid8 - 150

&CHAL. &P dari 29No. Doc : BTN/SKSNI/ALDO/05-2Rev :Judul DokumentDiagram Interaksi Kolom

Kolom TPERHITUNGAN KOLOMTypeK2LokasiLt. 1No. frame ETABSC33P(kg)9624M(kg-m)96Perencanaan Tulangan (ETABS)Aperlu(mm2)$900Dipasang10 d12Apakai (mm2)1130atauDipasang tul utama4 d13Apakai (mm2)531Dipasang tul ekstra4 d13Apakai (mm2)531Atot pakai (mm2)gantiPembesian begel :d8S1384S2192S3150Smin150Spakaid8 - 150

&CHAL. &P dari 29No. Doc : BTN/SKSNI/ALDO/05-2Rev :Judul DokumentDiagram Interaksi Kolom

Koom bulatDIAGRAM INTERAKSI KOLOM (D30)FC (Mpa)20D(mm)3002FY(Mpa)320D(mm)300PERHITUNGAN DIAGRAM INTERAKSI KOLOM0.010.020.030.040.050.060.070.08fy320320320320320320320320f'c2020202020202020Dimensi 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 :Po1415.83726915661630.01534831511844.19342747362058.3715066322272.54958579052486.7276649492700.90574410752915.083823266Pnmax1132.66981532531304.0122786521475.35474197881646.69720530561818.03966863241989.38213195922160.7245952862332.0670586128Kondisi Balance :y0.00160.00160.00160.00160.00160.00160.00160.0016Cb163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174ab138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348Cek Tulangan (syarat s' >y)s'0.0020910180.0020910180.0020910180.0020910180.0020910180.0020910180.0020910180.002091018V=0Pnb702.1987692674696.1904733174690.1821773674684.1738814174678.1655854674672.1572895174666.1489935675660.1406976175MA11366282.220687922732564.441375734098846.662063645465128.882751556831411.103439468197693.324127279563975.544815190930257.765503B10762448.477713821524896.955427732287345.433141543049793.910855353812242.388569264574690.86628375337139.343996886099587.8217106C57058780.643017557058780.643017557058780.643017557058780.643017557058780.643017557058780.643017557058780.643017557058780.6430175Pnb*e (KNm)79.1875113414101.3162420398123.4449727382145.5737034366167.702434135189.8311648334211.9598955318234.0886262302e (mm)112.7707919853145.5294864307178.8585344366212.7729622403247.2883285863282.420748527318.1869185101354.6041428367Momen Murni :Asumsi :Tul tekansyV=0cc= 0.85*f'c**c*b43354335433543354335433543354335Ts2 =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*fy113097.335529233226194.671058465339292.006587698452389.34211693565486.677646163678584.013175395791681.348704628904778.684233861Persamaan :A c^2 +B c + CA43354335433543354335433543354335B98960.1685880785197920.337176157296880.505764236395840.674352314494800.842940392593761.011528471692721.180116549791681.348704628C-10496846.4538069-20993692.9076138-31490539.3614207-41987385.8152276-52484232.2690345-62981078.7228414-73477925.1766483-83974771.6304552c39.100256901250.410889788757.609710520762.834073662466.881657522570.146764606372.855143015375.1485506339a33.23521836642.849256320448.968253942653.40896261356.849408894159.624749915361.92687156363.8762680388Kontrol Asumsis'-0.0007979290.00005420790.00042230960.00063663260.00077966030.000883010.00096170880.001023914s0.01621982260.01190749330.01004467590.00896007130.00823626460.00771325250.0073149890.0070001929Perhitungan Mncc*(d-a/2)39642974.886934750060117.555759456444773.594170660958701.103410664386731.339066567108066.708027869335584.34031371200673.3056501Ts2(d-d')-11336857.90564081540356.2286888518000336.207589236180730.190881655386493.149525675274055.510065195646715.0503647116380953.16441Mn28.306116981351.600473784474.445109801897.1394312943119.7732244886142.3821222181164.9822993907187.5816264701Data Data Diagram00000000Mn28.306116981351.600473784474.445109801897.1394312943119.7732244886142.3821222181164.9822993907187.5816264701Mnb79.1875113414101.3162420398123.4449727382145.5737034366167.702434135189.8311648334211.9598955318234.0886262302Mn28.306116981351.600473784474.445109801897.1394312943119.7732244886142.3821222181164.9822993907187.5816264701Po1415.83726915661630.01534831511844.19342747362058.3715066322272.54958579052486.7276649492700.90574410752915.083823266Pnmax1132.66981532531304.0122786521475.35474197881646.69720530561818.03966863241989.38213195922160.7245952862332.0670586128Pnb702.1987692674696.1904733174690.1821773674684.1738814174678.1655854674672.1572895174666.1489935675660.140697617500000000Mn000000000.02081332130.03794152480.05473905130.07142605240.08806854740.10469273690.12131051430.13792766650.05822611130.07449723680.09076836230.10703948780.12331061330.13958173880.15585286440.17212398990.02081332130.03794152480.05473905130.07142605240.08806854740.10469273690.12131051430.1379276665P0.41642272620.47941627890.54240983160.60540338430.6683969370.73139048970.79438404240.85737759510.3331381810.38353302310.43392786530.48432270740.53471754960.58511239180.63550723390.68590207610.20652904980.20476190390.2029947580.20122761220.19946046630.19769332040.19592617460.194159028700000000TypeK4LokasiLt. 1No. frame ETABSC37P(kg)534M(kg-m)5Perencanaan TulanganMu (kNm)0.0534Pu/f (kN)5.34Ag (mm2)90000e (mm)10.00Pu/(0,85*f'c*Ag*)0.0050 use0.7Pu/(0,85*f'c*Ag*) x (e/h)0.0002 pakai0.01Aperlu(mm2)$900Dipasang8 d12Apakai (mm2)904atauDipasang tul utama4 d12Apakai (mm2)452Dipasang tul ekstra4 d12Apakai (mm2)452Atot pakai (mm2)904Pembesian begel :d8S1384S2192S3300Smin192Spakaid8 - 192

&CHAL. &P dari 29

Koom bulat111

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

FootplatPERHITUNGAN PONDASI FOOTPLAT TYPE P1Pile Cap Type P1 (1 tiang ) Arah X ( 750x750x600 mm2)Data - dataArah Xfc'22.5MpaTypeP1P12365kgJumlah1tiangSelimut beton60mmLx750mmHt600mmLy750mmd540mmbc1bklm300mmhklm300mmbo = bklm + 2*0.5*Ht900mmho = hklm + 2*0.5*Ht900mmCek Geser PonsA=2*(bo+ho)*d=2*(900+900)*540=1944000mm2Vc1=(1+2/bc) x (fc'0.5 /6) x A=(1+2/1) x (22.5^0.5 /6) x 1944000=4610601N ~461060.08285255kgVc2=(fc'0.5 /3) x A=(22.5^0.5 /3) x 1944000=3073734N ~307373.388568367kgDiambil yang terkecil ---> Vc=307373.388568367kgCek :Vc>P / f307373>20608.3333333333(ok)Berarti dimensi pile cap bisa dipakai.Penulangan Pile CapData-datafc' (beton)22.50MpaHt600mmfy' (baja)240.00Mpab750mmd' (1)60mmALTERNATIVE 1q pile cap =1080kg/m0.15 m0P0.375 mL1 =0.15m 0P =0kgL =0.38mMu=1.2 x ( 0P.L1 - 1/2.Q.L^2)=1.2 x (0x0.15-1/2x1080x0.375^2)=-91.13kgmALTERNATIVE 2Q pile cap =1080>0.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =12365kgL2 =0.20m 2P =24730kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (12365x0.1+24730x0.2-1/2x1080x0.55^2)=7222.98kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =12365kgL2 =0.20m 2P =24730kgL3 =0.30m 3P =37095kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (12365x0.1+24730x0.2+37095x0.3-1/2x1080x0.55^2)=20577.18kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =12365kgL2 =0.20m 2P =24730kgL3 =0.30m 3P =37095kgL4 =0.40m 4P =49460kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (12365x0.1+24730x0.2+37095x0.3+49460x0.4-1/2x1080x0.55^2)=44317.98kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.6 x 0.75 x 2400=1080kg/mpmin==0.0025pmaks=0,75 x (0,85 x 22.5)/240 x 0,85 x [600/(600+240)]=0.0363Mu=-91.125 kgm=-0.91kNmd=600 - 60=540.00mmj=0.80Rn=(-0.91 x 10^6)=-0.0052Mpa(0,8 x 750 x 540^2)W=0,85 { 1 -sqrt[1 - (2,353 x -0.0052)/22.5]}=-0.0002p = -0.0002 x 22.5/240=-0.0000>0.00250.002569550.6583721535NOKf maks=150.41+30.150.8 x 0.81/6 x 0.8 x 0.8^2=235.02+353.37=588.38kN/m2>30kN/m2geserStatikaMu=3015.4kgmfc' (beton)20MpaPu=15041kgfy' (baja)320Mpab=0.8md'30mmh=0.8mtpond150mmkolom150 /150mms tanah0.3kg/cm2bc=150=1150Vu=150.41kNMu=30.15kNms tanah=0.3 x 100=30kNm2d=150 - 30=120mmbo=4 x (120 + 150)=1080mmf Vmin=0.6 x 1/3 x sqrt(20) x 1080 x 120=69550.6583721535Nf Vc=0.6 x (1 + 1/1) x 1/6 x sqrt(20) x 1080 x 120=115917.763953589N>69550.6583721535NOKf maks=150.41+30.150.8 x 0.81/6 x 0.8 x 0.8^2=235.02+353.37=588.38kN/m2>30kN/m2geserf min=235.02 - 353.37=-118.35kN/m2Diambil q =588.38kN/m2Mu=1/2 x 588.38 x (0.5x0.8)^2=47.07kNmPenulanganPenulangan lapanganMu4707.06kgmb1000mmfc' (beton)20Mpah150mmfy' (baja)320Mpad'30mmpmin=1,4 / 320=0.0044pmaks=0,75 x (0,85 x 20)/320 x 0,85 x [600/(600+320)]=0.0221Mu=4,707.06 kgm=47.07kNmd=150 - 30=120mmj=0.8Rn=(47.07 x 10^6)=4.0860Mpa(0,8 x 1000 x 120^2)W=0,85 { 1 -sqrt[1 - (2,353 x 4.0860)/20]}=0.2375p = 0.2375 x 20/320=0.0148>0.0044 Vc=1042863.74948984kgCek :Vc>P / f1042864>963683.333333333(ok)Berarti dimensi pile cap bisa dipakai.Penulangan Pile CapData-datafc' (beton)30.00MpaHt900mmfy' (baja)400.00Mpab2500mmd' (1)60mmALTERNATIVE 1Q pile cap =5400kg/m0.75 m1P1.25 mL1 =0.75m 1P =115642kgL =1.25mMu=1.2 x ( 1P.L1 - 1/2.Q.L^2)=1.2 x (115642x0.75-1/2x5400x1.25^2)=99015.30kgmALTERNATIVE 2Q pile cap =5400>0.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =115642kgL2 =0.20m 2P =231284kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (115642x0.1+231284x0.2-1/2x5400x0.55^2)=68405.10kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =115642kgL2 =0.20m 2P =231284kgL3 =0.30m 3P =346926kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (115642x0.1+231284x0.2+346926x0.3-1/2x5400x0.55^2)=193298.46kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =115642kgL2 =0.20m 2P =231284kgL3 =0.30m 3P =346926kgL4 =0.40m 4P =462568kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (115642x0.1+231284x0.2+346926x0.3+462568x0.4-1/2x5400x0.55^2)=415331.10kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.9 x 2.5 x 2400=5400kg/mpmin==0.0025pmaks=0,75 x (0,85 x 30)/400 x 0,85 x [600/(600+400)]=0.0244Mu=99015.3 kgm=990.15kNmd=900 - 60=840.00mmj=0.80Rn=(990.15 x 10^6)=0.7016Mpa(0,8 x 2500 x 840^2)W=0,85 { 1 -sqrt[1 - (2,353 x 0.7016)/30]}=0.0237p = 0.0237 x 30/400=0.0018>0.00250.00250.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =3913kgL2 =0.20m 2P =7827kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (3913.25x0.1+7826.5x0.2-1/2x2880x0.55^2)=1825.23kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =3913kgL2 =0.20m 2P =7827kgL3 =0.30m 3P =11740kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (3913.25x0.1+7826.5x0.2+11739.75x0.3-1/2x2880x0.55^2)=6051.54kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =3913kgL2 =0.20m 2P =7827kgL3 =0.30m 3P =11740kgL4 =0.40m 4P =15653kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (3913.25x0.1+7826.5x0.2+11739.75x0.3+15653x0.4-1/2x2880x0.55^2)=13564.98kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.8 x 1.5 x 2400=2880kg/mpmin==0.0025pmaks=0,75 x (0,85 x 25)/350 x 0,85 x [600/(600+350)]=0.0244Mu=788.9625 kgm=7.89kNmd=800 - 60=740.00mmj=0.80Rn=(7.89 x 10^6)=0.0120Mpa(0,8 x 1500 x 740^2)W=0,85 { 1 -sqrt[1 - (2,353 x 0.0120)/25]}=0.0005p = 0.0005 x 25/350=0.0000>0.00250.00250.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =42667kgL2 =0.20m 2P =85333kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (42666.6666666667x0.1+85333.3333333333x0.2-1/2x1218x0.55^2)=25378.93kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =42667kgL2 =0.20m 2P =85333kgL3 =0.30m 3P =128000kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (42666.6666666667x0.1+85333.3333333333x0.2+128000x0.3-1/2x1218x0.55^2)=71458.93kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =42667kgL2 =0.20m 2P =85333kgL3 =0.30m 3P =128000kgL4 =0.40m 4P =170667kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (42666.6666666667x0.1+85333.3333333333x0.2+128000x0.3+170666.666666667x0.4-1/2x1218x0.55^2)=153378.93kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.35 x 1.45 x 2400=1218kg/mpmin==0.0025pmaks=0,75 x (0,85 x 25)/350 x 0,85 x [600/(600+350)]=0.0244Mu=43135.87325 kgm=431.36kNmd=350 - 60=290.00mmj=0.80Rn=(431.36 x 10^6)=4.4217Mpa(0,8 x 1450 x 290^2)W=0,85 { 1 -sqrt[1 - (2,353 x 4.4217)/25]}=0.2005p = 0.2005 x 25/350=0.0143>0.00250.00250.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =2502kgL2 =0.20m 2P =5004kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (2502x0.1+5004x0.2-1/2x2160x0.55^2)=1109.16kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =2502kgL2 =0.20m 2P =5004kgL3 =0.30m 3P =7506kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (2502x0.1+5004x0.2+7506x0.3-1/2x2160x0.55^2)=3811.32kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =2502kgL2 =0.20m 2P =5004kgL3 =0.30m 3P =7506kgL4 =0.40m 4P =10008kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (2502x0.1+5004x0.2+7506x0.3+10008x0.4-1/2x2160x0.55^2)=8615.16kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.6 x 1.5 x 2400=2160kg/mpmin==0.0025pmaks=0,75 x (0,85 x 25)/350 x 0,85 x [600/(600+350)]=0.0244Mu=411.912 kgm=4.12kNmd=600 - 60=540.00mmj=0.80Rn=(4.12 x 10^6)=0.0118Mpa(0,8 x 1500 x 540^2)W=0,85 { 1 -sqrt[1 - (2,353 x 0.0118)/25]}=0.0005p = 0.0005 x 25/350=0.0000>0.00250.00250.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =136050kgL2 =0.20m 2P =272100kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (136050x0.1+272100x0.2-1/2x1200x0.55^2)=81412.20kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =136050kgL2 =0.20m 2P =272100kgL3 =0.30m 3P =408150kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (136050x0.1+272100x0.2+408150x0.3-1/2x1200x0.55^2)=228346.20kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =136050kgL2 =0.20m 2P =272100kgL3 =0.30m 3P =408150kgL4 =0.40m 4P =544200kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (136050x0.1+272100x0.2+408150x0.3+544200x0.4-1/2x1200x0.55^2)=489562.20kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.5 x 1 x 2400=1200kg/mpmin==0.0025pmaks=0,75 x (0,85 x 30)/400 x 0,85 x [600/(600+400)]=0.0244Mu=-180 kgm=-1.80kNmd=500 - 60=440.00mmj=0.80Rn=(-1.80 x 10^6)=-0.0116Mpa(0,8 x 1000 x 440^2)W=0,85 { 1 -sqrt[1 - (2,353 x -0.0116)/30]}=-0.0004p = -0.0004 x 30/400=-0.0000>0.00250.00250.32kg/cm2(not ok)Direncanakan memakai gabungan pondasi pelat + pondasi strauss :L =120cmP1=22451kg10201201000Kekurangan daya dukung sebesar == 1.56 - 0.32 =1.24kg/cm2atau = 1.24 kg/cm2 x 120cm x 120cm =17,843.00kgKekurangan tersebut akan dibebankan pada pondasi tiang sebagai berikut :PONDASI TIANG DIA = 30 - 10m' :Dipakai :- diameter =30cm1- panjang =1000cm- Luas penampang tiang (A)=706.86cm2- Keliling tiang (K)=94.25cm- Dari hasil test tanah , diperoleh :(Sondir S3)- Cn=55kg/cm2- JHP=550kg/cm- Daya dukung 1 bh pondasi Tiang :P =A. Cn+K. JHP35=38877.2090881737+51836.278784231635=12959.0696960579+10367.2557568463=23,326.33kg=23.33tonJUMLAH TIANG PANCANGP =$18/23.33=0.8buah~1buah

&CHAL. 38.&P dari 42No. Doc : BTN/SKSNI/TS/08-2Rev :Judul DokumentDaya Dukung Tanah

effisiensipilePERHITUNGAN PONDASITypeDimensin - pileD ( m )S ( m )mnEffP ijinPijin X Eff X n>Axialpancang( ton )( ton )( ton )P125x25 - 18m20.51.5210.95136.05258.50>177P225x25 - 18m10.50111.00136.05136.05>130Eff = 1- (arc tg (D/S)*((n-1).2+(m-1).2)/(90.m.n))( Converse - Labarre equation )Keterangan :D: dimensi tiangS: jarak antar tiangm: jumlah baris tiang arah - xn: jumlah baris tiang arah - y

&CHAL. &P dari 42&R&"Arial Narrow,Italic"&9PEMBANGUNAN GUDANG BAHAN JADINo. Doc : BTN/SKSNI/Erlan/01Rev :Judul DokumentPerhitungan daya dukung pondasi

CoverTowerD. TOWERPembangunan Gedung Optik dan TokoJl. Sriwijaya No. 2 Jombang

dataBjKONSEP DASAR PERENCANAAN STRUKTURDasar-Dasar Peraturan Perencanaan- Peraturan Pembebanan Indonesia untuk Gedung - 1983- Peraturan Perencanaan Bangunan Baja IndonesiaMutu Bahana. BAJA PROFIL- Dipakai mutu: Fe360 (BJ 37)b. BAUT- HTB: F 10 T- Angker:BJTD 40 ( fy = 400 Mpa )c. MUTU BETON- Dipakai mutu beton: K225d. TULANGAN- Diameter >= 12 mm: BJTD 35- Diameter < 12 mm: BJTP 24Penyelidikan Tanah- Perencanaan pondasi didasarkan atas hasil penyelidikan untuk mengetahuikondisi lapisan tanah pendukung dan menentukan type pondasi yang tepat.Pembebanana. Beban Mati (DL)Sesuai dengan Peraturan Pembebanan Indonesia dan berat jenis bahanyang dipakai.b. Beban Hidup (LL)Beban hidup yang dipakai adalah berdasarkan Peraturan PembebananIndonesia,c. Beban Angin (W)d. Kombinasi Pembebanan- Comb11.2 DL + 1.6 LL- Comb21 DL + 1 LLAnalisa Struktur- Bangunan diidealisasikan dengan analisa 3 dimensi.- Analisa struktur memakai program bantu SAP NonLinier Versi 9.0.3.Perencanaan Elemen Struktur- Perhitungan elemen struktur berdasarkan pada peraturan yang berlakuData Perencanaan- Tinggi tower:16, 24 dan 32 meter- Mutu beton:K225- Mutu baja:D < 13 mm U24D >= 13 mm U32- Pondasi:Strouss D30Properties- Model:Portal 3D- Design code:SKSNI- Portal Pedestal:beton bertulang- Tinggi tower:16, 24 dan 32 meter- Ukuran pedestal:30 x 30 cm- Mutu baja:D < 13 mm U24D >= 13 mm U32Fy:320 MpaFys:240 MpaFc:22.5 Mpa

&CHAL. &P dari 16&R&"Arial Narrow,Italic"&8Konsep Dasar Perencanaan StrukturDasar Dasar Peraturan Perencanaan


Analisa Struktur




Deskripsi Bangunan


Type Struktur



( lihat gambar terlampir )No. Doc : STRNOTE/TS/01Rev :Judul DokumentData Perencanaan Konstruksi Baja

databtn03APROFIL TOWER TINGGI 16 MTinggi Tower=16mTekanan angin=25kg/m2PEMBEBANAN- Beban pekerja= 60 / 3=20.00kg- Beban angin0.4W=1.6 x 0.4 x 25=16.0kg/mBerat sendiri rangka akan dihitung otomatis oleh program SAP-2000Selanjutnya untuk mencari gaya-gaya dalam dari rangka batang, digunakan program SAP2000INPUT SAP2000Dimensifc25Mpafy350Mpafys240MpaLL20kgW16kg/mDesign KodeASCI - LRFD93PembebananOUTPUT SAP2000MekanikaDesignKarena nilai < 1, maka struktur tower dengan tinggi 16 m tersebut diatas aman

&CHAL. &P dari 32&R&"Arial Narrow,Italic"&8Tower Tinggi 16 MNo. Doc : NOTE/TS/03Rev :Judul DokumentInput dan Output DataBeban Hidup (LL) kgOutlineBeban Angin (W) kg/mBidang P kgReaction kgCek struktur (AISC-RFD93)

tegtrussKONTROL TEGANGAN BATANG TEKAN DAN BATANG TARIK RANGKA BAJAMacam Baja Fe 360kode baja2No.GayaGayalk (cm)Frofild frofil ,Moment inersiaD Alat sambungLubangFbrTebal PlatFpakai,FnettoJari-jari inersiaLamdaWtabelTegangan tekanTegangan tarikBtgTarikTekandipakaidIxIysDiameter, DAlat sambung,LbFtabeltitk buhul,tFpk(cm2)ix (cm)iy (cm)teg.tk 1,780N (OK)Perhitungan Panjang AngkerMutu betonK175Bj. 33/37/41/44/50//52 ?37s b175kg/cm2s a1600kg/cm2s m2080kg/cm2D1.2cm1.13cm2Ln=0.14 x 1.13 x 2080>=0.013 x 1.2 x 2080(PBI '71 : 74)sqrt( 175 )=24.900.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =178kgL2 =0.20m 2P =356kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (178x0.1+356x0.2-1/2x768x0.55^2)=-32.59kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =178kgL2 =0.20m 2P =356kgL3 =0.30m 3P =534kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (178x0.1+356x0.2+534x0.3-1/2x768x0.55^2)=159.65kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =178kgL2 =0.20m 2P =356kgL3 =0.30m 3P =534kgL4 =0.40m 4P =712kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (178x0.1+356x0.2+534x0.3+712x0.4-1/2x768x0.55^2)=501.41kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.4 x 0.8 x 2400=768kg/mpmin==0.0025pmaks=0,75 x (0,85 x 30)/240 x 0,85 x [600/(600+240)]=0.0484Mu=-28.8 kgm=-0.29kNmd=400 - 60=340.00mmj=0.80Rn=(-0.29 x 10^6)=-0.0039Mpa(0,8 x 800 x 340^2)W=0,85 { 1 -sqrt[1 - (2,353 x -0.0039)/30]}=-0.0001p = -0.0001 x 30/240=-0.0000>0.00250.1 m1P2P0.2 m0.55 mL1 =0.10m 1P =686kgL2 =0.20m 2P =1372kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2)=1.2 x (686x0.1+1372x0.2-1/2x384x0.55^2)=341.90kgmALTERNATIVE 30.1 m1P2P3P0.2 m0.3 m0.55 mL1 =0.10m 1P =686kgL2 =0.20m 2P =1372kgL3 =0.30m 3P =2058kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2)=1.2 x (686x0.1+1372x0.2+2058x0.3-1/2x384x0.55^2)=1082.78kgmALTERNATIVE 40.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 mL1 =0.10m 1P =686kgL2 =0.20m 2P =1372kgL3 =0.30m 3P =2058kgL4 =0.40m 4P =2744kgL =0.55mMu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2)=1.2 x (686x0.1+1372x0.2+2058x0.3+2744x0.4-1/2x384x0.55^2)=2399.90kgmPilih [1/2/3/4]=1Qpile cap = Ht x B x 2400=0.2 x 0.8 x 2400=384kg/mpmin==0.0025pmaks=0,75 x (0,85 x 30)/240 x 0,85 x [600/(600+240)]=0.0484Mu=-14.4 kgm=-0.14kNmd=200 - 60=140.00mmj=0.80Rn=(-0.14 x 10^6)=-0.0115Mpa(0,8 x 800 x 140^2)W=0,85 { 1 -sqrt[1 - (2,353 x -0.0115)/30]}=-0.0004p = -0.0004 x 30/240=-0.0000>0.00251 D16mm0.1x1.6x1.2x1600Perhitungan Panjang AngkerMutu betonK175Bj. 33/37/41/44/50//52 ?37s b175kg/cm2s a1600kg/cm2s m2080kg/cm2D1.6cm2.01cm2Ln=0.14 x 2.01 x 2080>=0.013 x 1.6 x 2080(PBI '71 : 74)sqrt( 175 )=44.26>43.264( OK )~60cmSehingga dipakai angker D1.6 - 60 cm

&CHAL. &P dari 16&R&"Arial Narrow,Italic"&9Kantor Pengadilan Agama Sumeneps3s3s1s2No. Doc : BJ/PPBBI/TS/05-2Rev :Judul DokumentPerhitungan Plat Kaki Kolom WF

tandonBAWAHPERHITUNGAN TANDON AIR BAWAH1. Plat dinding tandon :Pa (tekanan tanah aktif) = ca .w .h^2/2ca (coefisien tekanan aktif) =0.3w (berat jenis tanah) =1800kg/m3h (kedalaman bangunan) =1.25mPa =421.875kg/mMu = 1,2 x Pa x 1/3h =210.9375kg.m2.0671875kN.m2. Plat lantai tandon :Tebal plat =0.1mPanjang arah x (lx) =2.2mPanjang arah y (ly) =2.2mly / lx =1.00Berat volume beton =2400kg/m3Tebal selimut beton =20mmd = t*1000 - 20 - 5 =75mmb =1mBeban-beban yang bekerja :1. Beban matiPlat =0.10 * 2400 =240kg/m2Finishing lantai (keramik) =0kg/m2Plafond + instalasi=0kg/m2Total =369kg/m22. Beban hidupBeban hidup yang bekerja =2000kg/m2Wu = 1.2 * qd + 1.6 * ql =3642.8kg/m2lihat tabel PBI 71 :X untuk Mlx =44X untuk Mly =44X untuk Mtx =0X untuk Mty =0Mlx = 0.001 * Wu * lx2 * X =775.770688kgm =7.60kNmMly = 0.001 * Wu * lx2 * X =775.770688kgm =7.60kNmMtx = - 0.001 * Wu * lx2 * X =0kgm =0.00kNmMty = - 0.001 * Wu * lx2 * X =0kgm =0.00kNmMutu beton =22.5MPaMutu baja =240MPaf=0.8Rn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) =0.0569196429 max = 0.75 . balance =0.0426897321r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =0.0025m = fy/0.85 . fc' =12.5490196078 min < perlu < maxAs perlu = perlu . b . dArahMuMnRn=Mn/bd2r perlucek rAs perlutul.pakaiAs adakNmkNmN/mm2> minmm2 (mm)1. Plat vertikalx ( lap )2.072.5839843750.5740.002390.0025188f10 - 2003932. Plat lantaiy ( lap )7.609.5031909281.6890.007040.0070394007528f10 - 100785

&CHAL. &P dari 16&R&"Arial Narrow,Italic"&9Kantor Pengadilan Agama SumenepNo. Doc : BJ/PPBBI/Ys/04Rev :Judul DokumentTandon

Jembatan1APERENCANAAN BALOK GELAGAR JEMBATANPotongan :DenahPembebanan :Beban Mati :- Berat sendiri pelat 20cm= 0.2*2400*2=960kg/m'- Berat aspal= 0.07*2300*2=322kg/m'- Berat air hujan= 0,01 * 1000 *2=20kg/m'1302kg/m'Beban Hidup :- Beban Hidup= 400 *2=800kg/m'Kombinasi pembebanan = 1.2 B.Mati + 1.6 B.HidupQ=1.21302+1.6800=2842.4kg/m'Berat sendiri balok = 0.4 * (0.8 - 0.2)*2400=576kg/m'Beban Merata pada balok Gelagar :3418.4kg/m'Beban Kendaraan :- Berat kendaraan Truck= 10000 / 2=$5,000kg- Beban kejut roda belakang 20% = 0,2 * 5000=$1,000kg$6,000kgMomen pada Balok Gelagar :P =$6,000kgw =3418.4kg/m'l =10.5mM max =1/8 w l2 + 1/4 P l=1/83418.410.52 +1/4$6,00010.5=47,109.83+$15,750=62,859.83kg.m=62,859.83E4N.mmData balok :- lebar b=400mm- tinggi h=800mm- beton decking =25mm- tebal efektif d =775mm- Mutu beton fc' =K-300 =24.61Mpa- Mutu baja fy =U-39 =390MPaCek Ukuran Balok0.003Cca=b1.xbxbdTb=As.fyes=eybLetak garis netral pada regangan berimbang :xb=ecudecu + (fy/Es)xb=ecu.decu + (fy/Es)=0.0037750,003 +390200000=469.70mmxmax=0,75 . Xb=0,75469.70=352.2727272727a=bxmax=0,85352.2727272727=299.43mmCc=0,85.fc.b.a=0.8524.61400299.43=$2,505,466NMn=Cc . (d - (a/2))=$2,505,466(775-299.4318181818/ 2)=$1,566,627,902Nmm >$628,598,250NmmMomen kapasitas balok > Momen yang terjadi OKPembesian Lentur Balok :m= fy / (0,85 .fc')=3900.8524.61=18.64Rn= M / (f b d2)=628,598,250.000.854007752=3.0782r=(1/m) * (1 - ( 1 - ((2 Rn m)/fy)) )=1( 1 -1 -23.078218.6418.64390=0.00857876r b=0,85*f'c'*b1600fy600 + fy=0.8524.610.85600$390600+$390=0.02763127r max=0,75r b=0,750.02763127=0.02072346> r =0.00857876r min=1,4 / fy=0.00359< r =0.00857876Aperlu = r .b .d=0.00858400775=2,659.41mm2Dipasang tulangan :A=7D25( Aact =3,436.12mm2)A'=4D25( Aact =1,963.50mm2)Gaya Geser pada Balok Gelagar :kondisi Geser max terjadi saat :P1 =$6,000kgP2 =$1,500kgw =3418.4kg/m'l =10.5mV max =1/2 w l + P1 + P2=1/23418.410.5+$6,000+$1,500=17,946.60+$6,000+$1,500=25,446.60kg=254,466.00NPembesian Geser Balok :Kekuatan Geser Beton :f Vc=f .1/6. pbfc'. bw .d=0.6.1/6.pb24.61400775=153,786.25NGaya Geser yang harus diterima oleh Tulangan Geser :f Vs=Vu - f Vc=254,466.00-153,786.25=100,679.75NDipakai Tulangan Geser :f=12Av ada=2p/4122=226.19mm2f Vs=Av .fy .d / ss=f Av .fy .df Vs=0.6226.19240775100,679.75=25,243,325.29100,679.75=250.73mmdipasang tulangan geser dia.12 mm - jarak 150 mmBPERHITUNGAN PONDASI TIANG PANCANGBerat Jembatan :- Berat pelat beton= 0,2*15*10,5*2400=75,600.00kg- Berat Aspal= 0,2*15*10,5*2300=72,450.00kg- Berat Balok 40x80= 0,4*0,6*8*10,5*2400=48,384.00kg- Berat Balok 30x50= 0,3*0,3*7*15*2400=22,680.00kg- Berat air hujan= 0,01*15*10,5*1000=1,575.00kg- Berat railing=1,500.00kg- Berat abutment (2bh)= 2,2*16*0,75*2*2400=126,720.00kg- Beban Hidup= 400*15*10,5=63,000.00kg- Berat Kendaraan= 10000*2=20,000.00kg=431,909.00kgRencana Pondasi :Dipakai pondasi TIANG PANCANG dia.40 - 19m'- A=0.25*3.14*40*40=1256cm2- K=3.14*40=125.6cm- Nilai Conus dan JHP pada kedalaman 19 m' sebesar :- Cn=100kg/cm2- JHP=1000kg/cm- Daya dukung 1 tiang pondasi :P =A. Cn+K. JHP35=125600+12560035=41,866.67+$25,120=66,986.67kg- 1 tiang menerima beban :=431,909.00=$21,595kg < P=$66,987kg .. (OK)20DPERENCANAAN ABUTMENT JEMBATANDenahTampak SampingTampak DepanPembebananPembebanan pada 1 Balok Gelagar (l=10.5m)kondisi Beban max terjadi saat :P1 =$6,000kgP2 =$1,500kgw =0kg/m'l =10.5mP max =1/2 w l + P1 + P2=1/23418.410.5+$6,000+$1,500=17,946.60+$6,000+$1,500=25,446.60kgW=berat sendiri balok=0.6022400=$2,880kg/m'P=25,446.60kgw =$2,880kg/m'untuk balok menerus tumpuan sendi :M max =1/12 w l2 + 1/8 P l=1/12$2,8803.52 +1/8$25,4473.5=2,940.00+$11,133=14,072.89kg.m=14,072.89E4N.mmData Abutment :- lebar b=1200mm- tinggi h=600mm- beton decking =25mm- tebal efektif d =575mm- Mutu beton fc' =K-300 =24.61Mpa- Mutu baja fy =U-32 =320MPaCek Ukuran Abutment :0.003Cca=b1.xbxbdTb=As.fyes=eybLetak garis netral pada regangan berimbang :xb=ecudecu + (fy/Es)xb=ecu.decu + (fy/Es)=0.0035750,003 +320200000=375.00mmxmax=0,75 . Xb=0,75375.00=281.25a=bxmax=0,85281.25=239.06mmCc=0,85.fc.b.a=0.8524.611200239.06=$6,000,995NMn=Cc . (d - (a/2))=$6,000,995(575-239.0625/ 2)=$2,733,265,549Nmm >$140,728,875NmmMomen kapasitas balok > Momen yang terjadi OKPembesian Lentur Arah Memanjang :m= fy / (0,85 .fc')=3200.8524.61=15.30Rn= M / (f b d2)=140,728,875.000.8512005752=0.4173r=(1/m) * (1 - ( 1 - ((2 Rn m)/fy)) )=1( 1 -1 -20.417315.3015.30320=0.00131733r b=0,85*f'c'*b1600fy600 + fy=0.8524.610.85600$320600+$320=0.03623789r max=0,75r b=0,750.03623789=0.02717842> r =0.00131733r min=1,4 / fy=0.00438> r =0.00131733Aperlu = r min .b .d=0.004381200575=3,018.75mm2Dipasang tulangan :A=10D22( Aact =3,801.33mm2)A'=10D22( Aact =3,801.33mm2)380.133A=D22-125( Aact =3,041.06mm2)Pembesian Lentur Arah Melintang :P=25,446.60kgw =$2,880kg/m'M max =1/8 w l2 + 1/4 P l=1/8$2,8801.22 +1/4$25,4471.2=518.40+$7,634=8,152.38kg.m=8,152.38E4N.mmm= fy / (0,85 .fc')=3200.8524.61=15.30Rn= M / (f b d2)=81,523,800.000.8510005752=0.2901r=(1/m) * (1 - ( 1 - ((2 Rn m)/fy)) )=1( 1 -1 -20.290115.3015.30320=0.00091290r b=0,85*f'c'*b1600fy600 + fy=0.8524.610.85600$320600+$320=0.03623789r max=0,75r b=0,750.03623789=0.02717842> r =0.00091290r min=1,4 / fy=0.00438> r =0.00091290Aperlu = r .b .d=0.000911000575=524.92mm2Dipasang tulangan :A=10D22( Aact =3,801.33mm2)A'=10D22( Aact =3,801.33mm2)201.062A=D16-125( Aact =1,608.50mm2)Gaya Geser pada Balok Abutment :kondisi Geser max terjadi saat :P1 =$2,880kgP2 =$720kgw =0kg/m'l =10.5mV max =1/2 w l + P1 + P2=1/23418.410.5+$2,880+$720=17,946.60+$2,880+$720=21,546.60kg=215,466.00NKekuatan Geser Beton :f Vc=f .1/6. pbfc'. bw .d=0.6.1/6.pb24.611200575=342,298.42NGaya Geser yang harus diterima oleh Tulangan Geser :f Vs=Vu - f Vc=215,466.00-342,298.42=(126,832.42)N---->Balok tanpa tulangan geser mampu untuk menahan geserDipakai Tulangan Geser praktis :dipasang tulangan geser dia.16 mm - jarak 125 mm600

&R&P / &N10,5P = 10000 kg15,0010,52,002,00350350350350505012020020060350350350350505060200200200200200200200BALOK GELAGAR 40x80Tiang Pancang d.40-19mABUTMENT350602000D22 - 125D22 - 125D16 - 125D16 - 125120601500D16 - 125D16 - 125D22- 125D22 - 125600No. Doc : BJ/PPBBI/Tbr/02Rev :Judul DokumentJembatan Jalan

KolamrenangPERENCANAAN STRUKTUR KOLAM RENANGDATA - DATA :- panjang kolam =7m- lebar kolam =3m- tinggi kolam =1.5m- tebal dinding =15cm- tebal pelat dasar =15cm- g tanah=1.6t/m3- g tanah=1t/m3APERENCANAAN DINDING KOLAMA.1Gaya yang bekerja pada dindingA.2Pada dasar kolam bekerja tekanan sebesar :- P akibat tanah =1/2 g tanah h2 ka=1/2 (1.6) . 1.5^2 . 0,333=0.5994t/m2- P akibat air =1/2 g air h2=1/2 (1) . 1.5^2=1.125t/m2A.3Momen yang terjadi pada dinding bagian bawahM = (Ptanah + Pair) . 1/3 h= (0.5994 + 1.125) . 1/3 . 1.5=0.8622t.mA.4Pembesian dinding kolam :- tebal dinding =150mm- beton decking =20mm- tebal efektif d =130mm- Mutu beton fc' =K-225 =17.89Mpa- Mutu baja fy =U-24 =240MPam = fc / (0,85 .fy)= 240 / (0.85 . 17.89)=15.78Rn = M / (f b d2)= ( 0.8622.10^7) / (0,85 1000 . 130^2)=0.6002088409r = (1/m) * (1 - ( 1 - ((2 Rn m)/fy)) )= (1/15.78) * (1 - 1 - ((2 0.60 . 15.78)/240))=0.00255Aperlu = r .b .d =331.80mm2Menurut PBI-71 psl 9.1(2) , tulangan minimum untuk pelat adalah 0,25% dariluas beton yang ada, atau :Amin = 0,25% . 1000 . 150 =375mm2Apakai =375mm2Dipasang tulanganf10 - 200393mm2(ok)Tulangan pembagi = 20% A = 20% 393 =78.6mm2Dipasang tulanganf8 - 200251mm2(ok)BPERENCANAAN PELAT DASAR KOLAMB.1Gaya yang bekerja pada pelat, ketika kolam dalam keadaan kosongB.2Pada pelat dasar bekerja tekanan sebesar :- P akibat air =g air h=1 . 1.5=1.5t/m2B.3Momen yang terjadi pada dinding bagian bawahly/lx = 3,5/3,0 = 1,167Berdasarkan tabel 13.3.2 PBI-71 , diperoleh momen :lx3.00mly3.50mly/lx1.17Jepit penuh/elastis {1/2]2wlx (tabel setelah interpolasi)44.6711.11.21.31.41.51.61.71.81.922.12.22.32.42.5>2.521252531343637384040414141424242422121211918171614131212111111101085259596973767981828383838383838383525454575757575757575757575757575711.11.21.31.41.51.61.71.81.922.12.22.32.42.5>2.53642465053565659606162626363636363363738383837363635353534343434341336424650535656596061626263636363633637383838373636353535343434343438wly (tabel setelah interpolasi)37.67Mlx = -Mtx = 0.0447 . Q .lx2 = 0.0447 . 1500 . 3^2 =603kg.mMly = -Mty = 0.0000 . Q .lx2 = 0.0377 . 1500 . 3^2 =508.50kg.mB.4Pembesian pelat dasar kolam :- tebal pelat =150mm- beton decking =20mm- tebal efektif d =130mm- Mutu beton fc' =K-225 =17.89Mpa- Mutu baja fy =U-24 =240MPam = fc / (0,85 .fy)= / (0.85 . 240)=15.78Rn = M / (f b d2)= ( 603.10^4) / (0,85 1000 . 130^2)=0.42r = (1/m) * (1 - ( 1 - ((2 Rn m)/fy)) )= (1/15.78) * (1 - 1 - ((2 0.42 . 15.78)/240))=0.00177Aperlu = r .b .d =230.60mm2Menurut PBI-71 psl 9.1(2) , tulangan minimum untuk pelat adalah 0,25% dariluas beton yang ada, atau :Amin = 0,25% . 1000 . 150 =375mm2Apakai =375mm2Dipasang tulanganf10 - 200393mm2(ok)CGAMBAR PENULANGANf10 - 200f8 - 200f10 - 2003 f 12f 8 - 1503 f 12SLOFF 15x25

&R&P / &Ntekanan tanahtekanan air tanah++7.003.001.50ly = 3,5lx = 3,07.003.00balok sloof 15x25No. Doc : BJ/PPBBI/Tbr/03Rev :Judul DokumentKolam Renang

RangkaSikuTabel Analisa Rangka Atap terhadap Tegangan Tekan & TarikData ProfilAksiallws = w * N/A

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