CoverPerhitungan StrukturPEMBANGUNAN SEKOLAH TERPADUSD SANGATTAKUTAI - KALIMANTAN TIMUR - INDONESIADESEMBER 2008Teguh Santoso SPdDisiapkan oleh :

DINAS PENDIDIKANPEMERINTAH KABUPATEN KUTAI TIMURJl. Sidosermo PDK VA Kav 45 Surabaya 60239 Jawa TimurTelp : 031-8470138, Fax : 8414549Email : alco_sby@yahoo.comPT. ALCO ART STUDIO CONSULTANT

LPersetujuanLEMBAR PERSETUJUANNama Proyek:Pembangunan Sekolah Terpadu SD SangattaKutai Kalimantan TimurLokasi:Jln Wahab Syahrani SengattaPemilik:Dinas Pendidikan Pemerintah Kabupaten Kutai TimurPerencana:PT. Alco art Studio ConsultantDisusun oleh:1. Ir. Ali Hidayat2. Teguh Santoso S.PdTelah selesai disusun dan disetujui tanggal 16 - 6 - 2013Direktur,PT. Alco Art ConsultantIr. Gunawan, MT, IAIAhli StrukturAsistent Ahli StrukturIr. Ali HidayatTeguh Santoso S.Pd

DaftarIsiDAFTAR 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-18C.Lampiran

CoverAA. KONSEP DASAR PERENCANAANPembangunan Sekolah Terpadu SD SangattaKutai Kalimantan Timur

databtn01KONSEP DASAR PERENCANAAN STRUKTURDasar-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 IndonesiaMutu Bahana. MUTU BETON- Dipakai mutu beton: K225b. TULANGAN- Diameter >= 13 mm: BJTD 32- Diameter < 13 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 sebagai berikut :- Sekolahan:250 kg/m2- Selasar/tangga:300 kg/m2c. Kombinasi Pembebanan- Beban Tetap:U = 1.2 DL + 1.6 LLAnalisa Struktur- 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 9.0.4.- Analisa struktur memakai program bantu SAP NonLinier Versi 9.0.3.- Analisa perhitungan pelat memakai koefisien seperti yang dinyatakan padaPBI '71Perencanaan Elemen Struktur- Perhitungan elemen struktur berdasarkan pada peraturan yang berlakuData Perencanaan- Jarak antar kolom:max 7 meter- Tinggi kolom:3.6 meter- Bahan atap:Metal Roof- Kemiringan atap:25 derajat dan 60 derajat- Mutu beton:K225- Mutu baja:D < 13 mm U24D >= 13 mm U32- Tegangan tanah:0.42 kg/cm2- Pondasi:Menerus 120 cmProperties- Model:Portal 3D- Design code:SKSNI- Portal kolom dan balok:beton bertulang- Tinggi Lantai:3.6 m- Ukuran kolom:30 x 30 cm15 x 35 cm15 x 30 cm15 x 15 cm- Ukuran balok:30 x 60 cm30 x 40 cm20 x 30 cm15 x 30 cm30 x 50 cm- Mutu baja:D < 13 mm U24D >= 13 mm U32Fy:320 MpaFys:240 MpaFc:22.5 Mpa

&CHAL A-&P&R&"Arial Narrow,Italic"&9SD SANGATTA KUTAI KALTIMALCO - TS/&DDasar 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 )No. Doc : NOTE/TS/01Rev :Judul DokumentData Perencanaan Konstruksi

CoverBB. PEKERJAAN KAYUPembangunan Sekolah Terpadu SD SangattaKutai Kalimantan Timur

GordingKYPERHITUNGAN GORDING 06/12Perhitungan GordingData-dataKesimpulan :- Jarak kuda-kuda max=250cm- teganganOK- Bentang kuda-kuda=600cm- lendutan :- Jarak gording=80cmOK- Berat penutup atap=10kg/m2- Berat angin=40kg/m2- Kemiringan kuda-kuda=30derajatKelas kuat kayu 1/2/3/4 ?=2Ukuran gording 06/12 cm kayu Merbau Bj = 0,80Peninjauan Searah Sumbu Y - Y1. Bs. Gording =0,06x0,12x0,80x1000xcos 30=4.99kgM1 =1/8 x 4,99 x 2,5^2=3.90kgm2. Bs. Atap = 0,8 x 10 x cos 30=6.93kgM2 =1/8 x 6,93 x 2,5^2=5.41kgm3. Muatan AnginW =0.02 x 30 - 0.4=0.20W1 =0,2 x 0,8 x 40=6.40kg/m'M3 =1/8 x 6,4 x 2,5^2=5.00kgmW2 =- 0.4 x 0,8 x 40=-12.80kg/m'M4 =1/8 x -12,8 x 2,5^2=-10.00kgm3. Beban Berguna ( P )=100.00kgM5 =1/4 x cos 30 x 100 x 2,5=54.13kgm4. Kombinasi MuatanM1 + M2 + M3=14.31kgm14.31M1 + M2 + M5=63.44kgmPeninjauan Searah Sumbu X - X1. Bs Gording =0,06x0,12x0,80x1000xsin 30=2.88kg/m'M1 =1/8 x 2,88 x 2,5^2=2.25kgm2. Bs Atap = 0,8 x 10 x sin 30=4.00kg/m'M2 =1/8 x 4,00 x 2,5^2=3.13kgm3. Beban Berguna ( P )=100kgM5 =1/4 x sin 30 x 100 x 2,5=31.25kgm4. Kombinasi MuatanM1 + M2=5.38kgmM1 + M2 + M5=36.63kgmIx=1/12 x 06x12^3=864cm4Iy=1/12 x 12x06^3216cm4Wx=864 / (0.5 x 12)=144cm3Wy=216 / (0.5 x 06)=648cm3Kontrol TeganganWx=144cm3Kelas kuat kayu 1/2/3/4 ?2Wy=648cm3s (ijin)100kg/cm2Mx=3663kgcmModulus elastis (E)100000kg/cmMy=6344kgcms=3.663 / 648 + 6.344 / 144=49.71kg/cm2< 100kg/cm2OKKontrol LendutanL=250cmf=1/200 x 250=1.25cmqx=4,99 + 6,93 + 6,40=18.32kg/m'qy=2,88 + 4,00=6.88kg/m'Px=100 x cos 30=86.60kg/m'Py=100 x sin 30=50.00kg/m'fx=5 x 1832 x 250^4+86,6025403784439 x 250^3384 x 100000 x 86448 x 100000 x 864=0.1078270662+0.3262839249=0.434cmfy=5 x 0,07 x 250^4+50,00 x 250^3384 x 100000 x 21648 x 100000 x 216=0.1620068962+0.7535204475=0.916cmft=sqrt( 0,434^2 + 0,916^2 )=1.01cm< 1,25 cmOK

&CHAL B-&P&R&"Arial Narrow,Italic"&9SD SANGATTA KUTAI KALTIMALCO - TS/&DNo. Doc : KY/PKKI/TS/01Rev :Judul DokumentPerhitungan Gording Kayu

dataKYINPUT DATAData-data- Jarak kuda-kuda max=250cm- Bentang kuda-kuda=600cm- Jarak gording=80cm- Berat penutup atap=10kg/m2- Berat angin=40kg/m2- Kemiringan kuda-kuda=30derajatKelas kuat kayu 1/2/3/4 ?=2Ukuran gording 06/12 cm kayu merbau Bj = 0,80Pembebanan Kuda-kuda Type 1=> Joint P1 = 68,80 kgData-dataUkuran gording 06/12 cm kayu merbau Bj = 0,80- Jarak kuda-kuda max=250cm- Jarak gording=80cm- Berat penutup atap=10kg/m2- Berat Plafon=11kg/m2- Berat Penggantung=7kg/m2- L kanan=0.8m- L kiri=0.8mBeban mati1. Bs Gording =0,06x0,12x0,80x1000 x 2,5=14.40kg2. Bs. Atap = 0,8 x 10=8kg/m'3. Bs. Kuda-kuda L =6m6 x 2,5=15kg/m'4. Bs. Plafon = 2,5 x 11=27.5kg/m'5. Bs. Penggantung = 2,5 x 7=17.5kg/m'rP1=14,40 + (8,00 + 15 + 27,5 + 17,5) x 1/2 x (0,8 + 0,8)=68.80kgP2=1/2 x 68,80=34.40kg=> Joint W1 = 6,40 kg/mBeban angin- Berat angin=40kg/m2- Jarak kuda-kuda max=250cm- Kemiringan kuda-kuda=30derajat- Jarak gording=80cm- L kanan=0.8m- L kiri=0.8mW =0.02 x 30 - 0.4=0.20W1 =0,2 x 0,8 x 40=6.40kg/m'W2 =- 0.4 x 0,8 x 40=12.8kg/m'W1=6.40kg/m'=> Joint W2 = 12,80 kg/mW2=12.80kg/m'Pembebanan Kuda-kuda Type 2=> Joint P1 = 128,56 kgData-dataUkuran gording 08/12 cm kayu kruwing Bj = 0,79- Jarak kuda-kuda max=250cm- Jarak gording=160cm- Berat penutup atap=10kg/m2- Berat Eternit=11kg/m2- Berat Penggantung=7kg/m2- L kanan=1.6m- L kiri=1.6mBeban mati1. Bs Gording =0,08x0,12x0,79x1000 x 2,5=18.96kg2. Bs. Atap = 1,6 x 10=16kg/m'3. Bs. Kuda-kuda L =3m3 x 2,5=7.5kg/m'4. Bs. Eternit = 2,5 x 11=27.5kg/m'5. Bs. Penggantung = 2,5 x 8=17.5kg/m'P1=18,96 + (16,00 + 7,5 + 27,5 + 17,5) x 1/2 x (1,6 + 1,6)=128.56kgP2=1/2 x 128,56=64.28kg=> Joint W = -12,80 kg/mBeban angin- Berat angin=40kg/m2- Jarak kuda-kuda max=250cm- Kemiringan kuda-kuda=30derajat- Jarak gording=160cm- L kanan=1.6m- L kiri=1.6mW =0.02 x 30 - 0.4=0.20W1 =0,2 x 1,6 x 40=12.80kg/m'W2 =- 0.4 x 1,6 x 40=-25.6kg/m'-12.80kg/m'W=-12.80kg/m'StatikaMenggunakan program Struktur Analisis Program 2000 (ETABS Nonlinier Versi 9.0.4)(terlampir)INPUT SAP2000Kuda-kuda Type 1OutlineBeban mati (DL) dan beban angin (W)Beban hidup (LL)OUTPUT SAP2000StatikaKuda-kuda Type 2OutlineBeban mati (DL)Beban hidup (LL)Beban angin (W)OUTPUT SAP2000Statika

&CHAL B-&P&R&"Arial Narrow,Italic"&9SD SANGATTA KUTAI KALTIMALCO - TS/&DNo. Doc : NOTE/TS/04Rev :Judul DokumentInput dan Output DataDimensiBeban hidup (LL) kgBeban mati (DL) dan beban angin (W) - kg-mAxial Forces (kg)Reaction (kg)Lendutan (cm)DimensiBeban hidup (LL) kgBeban mati (DL) - kgAxial Forces (kg)Reaction (kg)Lendutan (cm)Beban angin (W) - kg-m

kk1TABLE: Element Forces - FramesFramePFramePTextKgfTextKgf1-181.049-25.362-1534.4410127.513-268.5211-1393.384-221.4912-1303.485-1520.0113-1032.586160.2214-166.337-62.981576.7889.416-193.02TABLE: Element Forces - FramesFramePTextKgf1-215.992-0.833-161.324-5.415-218.87

TYPE 1-2TABEL PERHITUNGAN KEAMANAN KAYU (GANDA) TYPE 1Angka keamanan0%lamdaalfaIIIIIIIV0113085604511.0112984604521.0112884594531.0212783594441.0312683584451.0312682584461.0412582584471.0512481574381.0612380574391.06122805743101.07121795642111.08120795642121.09119785541131.09119785541141.1118775541151.11117775441161.12116765440171.13115755340181.14114755340191.15113745239201.15113745239211.16112735239221.17111735138231.18110725138241.19109715038251.2108715038261.21107705037271.22107704937281.23106694937291.24105694836301.25104684836311.26103674836321.27102674735331.28102664735341.29101664735351.3100654635361.3299644634371.3398644534381.3497634534391.3596634433401.3695624433411.3894624433421.3994614332431.493614332441.4292604232451.4391594231461.4490594231471.4689584131481.4788584131491.4987574030501.586574030511.5285563930521.5385563929531.5584553929541.5683553828551.5882543828561.681533828571.6181533728581.6380523728591.6579523627601.6778513627611.6977503627621.777503526631.7276493526641.7475493526651.7674483426661.7973483425671.8172473325681.8371463325691.8570463224701.8770453224711.969453224721.9268443123731.9567443123741.976643302375265433023762.0364423022772.0563422922782.0863412922792.1162402821802.1461402821812.1760392821822.2159392720832.2458382720842.2757372620852.3156372620862.3456362619872.3855362519882.4254352519892.4653352418902.552342418912.5451332418922.5850332317932.6349322217942.6849322217952.7348312217962.7847312216972.8346302116982.8845302116992.94442920151003432820151013.07422820151023.14412719141033.21412619141043.28402618141053.35392518131063.43382518131073.5372417131083.57362417131093.65362316121103.73352316121113.81342216121123.89332215121133.97332115111144.05322115111154.13322115111164.21312014111174.29302014111184.38301914101194.46291913101204.55291913101214.64281813101224.73281813101234.8427181291244.912717129125526171291265.0926171291275.1925161291285.2825161191295.3824161181305.4824151181315.5723151181325.6723151181335.7723151081345.8822151081355.9822141081366.0821141071376.1921141071386.2921141071396.42013971406.512013971416.622013971426.731913971436.841912961446.951912961457.071812961467.181812861477.31812861487.411811861497.531711861507.65171186KELAS KUAT KAYU(1/2/3/4) ?2No. BatangP (kg)Lk (cm)Kayu Pinggir(cm)Kayu Tengah(cm)It =2.(1/12).bp^3.hp+IgIyiyiminipakai *lamdaWtabeltegpakai imin---->imin

&CHAL B-&P&R&"Arial Narrow,Italic"&9SD SANGATTA KUTAI KALTIMALCO - TS/&DNo. Doc : KY/PKKI/TS/02-02Rev :Judul DokumentKontrol Dimensi Kayu Ganda

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)lamdaWtabeltegpakai447,86 kg > 268,52 kg(aman)Titik Tumpu No. 9/10 batang 14/6326.55kgtarikGol1Tampang2plat (y/t)ya =60b (cm) =4f (cm) =1.2Jumlah baut1buahf1/2"P1 =125 x4 x 1,2 x ( 1 - 0,6.Sin(60))=288.2308546376kgP2 =250 x4 x 1,2 x ( 1 - 0,6.Sin(60))=576.4617092752kgP2 =480 x1,2 x 1,2 x ( 1 - 0,35.Sin(60))=481.6911343165kgdiambil terkecilPs=288.2308546376kgPs =1 x 288,23=288.2308546376kgPp =1 x 1,25 x 288,23=360.288568297kg--->360,29 kg > 326,55 kg(aman)Titik Tumpu No. 9 batang 812.7kgtarikGol1Tampang2plat (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 > 12,7 kg(aman)Kuda-kuda Type 2Titik Tumpu No. 5 batang 45.41kgtekanGol1Tampang2plat (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 > 5,41 kg(aman)

&CHAL B-&P&R&"Arial Narrow,Italic"&9SD SANGATTA KUTAI KALTIMALCO - TS/&DNo. Doc : KY/PKKI/TS/03Rev :Judul DokumentSambungan Baut dan Plat181.04181.04268.52160.221393.381534.44268.52166.331032.5862.98160.221393.3876.71303.481303.4889.4215.99215.99218.875.41

samb gigiSAMBUNGAN GIGIKuda-kuda Type 1Titik Tumpu No. 11 batang 16V (cm)50a25P (kg)193.02tekanKls kayu (1-4)2s ijin //85b (cm) =8Gigi (1/2)1t ijin //12h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(193,02 x cos 25)=10.93kg/cm2< 85 kg/cm2 (aman)8 x 2t =(193,02 x cos 25)=0.44kg/cm2< 12 kg/cm2 (aman)50 x 8Titik Tumpu No. 3 batang 7V (cm)10a25P (kg)62.98tekanKls kayu (1-4)2s ijin //85b (cm) =8Gigi (1/2)1t ijin //12h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(62,98 x cos 25)=3.57kg/cm2< 85 kg/cm2 (aman)8 x 2t =(62,98 x cos 25)=0.71kg/cm2< 12 kg/cm2 (aman)10 x 8Titik Tumpu No. 1/5 batang 2V (cm)10a25P (kg)1534.44tekanKls kayu (1-4)1s ijin //130b (cm) =8Gigi (1/2)1t ijin //20h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(1534,44 x cos 25)=86.92kg/cm2< 130 kg/cm2 (aman)8 x 2t =(1534,44 x cos 25)=17.38kg/cm2< 20 kg/cm2 (aman)10 x 8Kuda-kuda Type 2Titik Tumpu No. 2 batang 1V (cm)30a25P (kg)215.99tekanKls kayu (1-4)1s ijin //130b (cm) =8Gigi (1/2)1t ijin //20h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(215,99 x cos 25)=12.23kg/cm2< 130 kg/cm2 (aman)8 x 2t =(215,99 x cos 25)=0.82kg/cm2< 20 kg/cm2 (aman)30 x 8Titik Tumpu No. 3 batang 5V (cm)30a25P (kg)218.87tekanKls kayu (1-4)1s ijin //130b (cm) =8Gigi (1/2)1t ijin //20h (cm) =12d' = 1/6 x 12=2cm0000d=2cmsh =(218,87 x cos 25)=12.40kg/cm2< 130 kg/cm2 (aman)8 x 2t =(218,87 x cos 25)=0.83kg/cm2< 20 kg/cm2 (aman)30 x 8

&CHAL B-&P&R&"Arial Narrow,Italic"&9SD SANGATTA KUTAI KALTIMALCO - TS/&DNo. Doc : KY/PKKI/TS/04Rev :Judul DokumentSambungan Gigi76.7193.02166.3325.3689.462.98181.04181.041534.44181.0412345215.990.830.83218.87161.32

DDkudakudaKONTROL BERAT SENDIRI 1 KUDA-KUDANo.TampangUkuran (cm)VolumeKeteranganBatang( 1/2)lbh(cm3)312032015609004120381524360512038152436061203815243607120381524360822032015609001511922015576001411928152304013119281523040121192815230401111928152304010119220155760093672015201002516781580402416781580402616781580402716781580402816781580402916781580401936720152010020219261517280212192615172802221926151728023219261517280112038152436021117815140401612338152796017120381524360674880Total Volume = 674880 x 0.000001 = 0,67488 m3Bj Kayu Kruwing rata-rata =0.75gram/cm3Berat sendiri = 674880 x 0,75 = 506160 gram= 506,16kg

&CHAL B-&P&R&"Arial Narrow,Italic"&9SD SANGATTA KUTAI KALTIMALCO - TS/&DNo. Doc : KY/PKKI/TS/05Rev :Judul DokumentKontrol Berat Kuda-kuda

reactionPointFZ (kg)PointFZ (kg)PointFZ (kg)27017.94635705.51121165.42418263.36645887.63122170.7966149.31656865.04123489.7493995.51665822.39124417.75108472.456718537.69125435.36114300.567028182.58126435.36123625.717318535.79127417.75133977.377514326.61128489.74147196.347913739.04129170.79153711.858614197.261305598.18163074.079012327.511319453.2417166.79913841.451327876.3318167.15923658.891336784.38194299.3934351.331347059.272011526.119411018.011359372.89219920.579518265.351366907.11225932.089618842.541376251.02235460.879717914.411387902245489.59811561.651437542.28258023.179918338.281446308.67263623.4310016787.71456486.55286995.6410126624.61469599.742917091.9710626441.871477451.933018144.4710716777.741487225.293117066.9310819504.031498071.613210491.3510911395.9815010043.833317565.6811017349.621516060.133417213.3311118292.171665547.583515407.4111217718.4916710081.583915725.1411310566.7416810052.314016034.691144212.931695526.01418419.5115191.32172548.01427392.65116364.76173368.954315118.9117739.72174380.014416265.56118759.41175564.94515568.84119284.27466452.09120522.4

sectionSectionNameDepthWidthTopSectionNameDepthWidthTopSectionNameDepthWidthTopSB16030TB15030K13030SB43015TB24020K23515SB24030TB33020K33015SB1A6030TB43015KP1515SB33020SL3020SB55030SB2A3020

ClampD. LAMPIRANPembangunan Sekolah Terpadu SD SangattaKutai Kalimantan Timur

Sheet150seng + gording kuda-kuda2.5beban yang dipikul 1 kuda-kuda9total panjang sisi miring kuda-kuda6panjang bentang kuda-kudabebanbeban hidupPhidup100kg/m2beban mati50*2.5*9Pmati225kg/m25penggantung2.5*6*43645P1161.25mekanikal7P280.625elektrikal11plafond2543TABEL GAYA-GAYA DALAManalisa menggunakan SAP 2000 v.7.40No BatangGaya Yang BekerjaTEKAN (-)TARIK (+)a1324.56a2122.34a3441.43a4200.79b1270.68b2184.74b3184.06b4205.77d168.50d299.18h10.40v1136.93V127.20v3144.57hitungan menggunakan metode ultimate (1.2 DL+1.6 LL +W)Tabel Panjang BatangNo BatangPanjang Batang(lk)a1181.64a2181.64a3181.64a4181.64b1150.00b2150.00b3150.00b4150.00d1181.64d2181.64Ha299.53v1100.31V200.00v3100.31

Sheet2REKAPITULASI PROFIL BATANGPERENCANAAN PROFIL KUDA-KUDANama BatangDimensi/Profil1.PROFIL BATANG TEKANbha.PROFIL BATANG TEKANa15/10P=441.43Kga25/10Panjang Tekuk (lk)=181.64cma35/10batang paling kritis dari batang a1 s/d a4a45/10Dicoba dengan Dimensi5/10b15/10b25/10Abr=5.10=50cmb35/10b45/10Ix=1b.h3=15.103=416.67cm4d15/101212d25/10Ha5/10Iy=1b3.h=153.10=104.17cm4v15/101212V5/10imin =ly=104.17=1.44cmAbr50Kelangsingan batangl=lk=181.64=125.8imin1.44Dari Lampiran III berdasarkanl=125.8didapatw=5.082tegangan ijin tekuk=17kg/cm2Sehingga :stk||=Pw=441.43.5.082=44.87kg/cm2441.43kg(aman)b.Batang v1 = v2P=144.57KgPanjang Tekuk (lk)=100.31cmDicoba dengan Dimensi5/10Abr=5.10=50cmIx=1b.h3=15.103=416.67cm41212Iy=1b3.h=153.10=104.17cm43.26423076921212imin =ly=104.17=1.44cmAbr50Kelangsingan batangl=lk=100.31=69.5imin1.44Dari Lampiran III berdasarkanl=69.5didapatw=1.86tegangan ijin tekuk=45kg/cm2Sehingga :stk||=Pw=144.57.1.86=5.38kg/cm2144.57kg(aman)c.Batang VP=127.20KgPanjang Tekuk (lk)=200.00cmDicoba dengan Dimensi5/10Abr=5.10=50cmIx=1b.h3=15.103=416.67cm41212Iy=1b3.h=153.10=104.17cm46.38158273381212imin =ly=104.17=1.44cmAbr50Kelangsingan batangl=lk=200.00=138.6imin1.44Dari Lampiran III berdasarkanl=138.6didapatw=6.3815827338tegangan ijin tekuk=20kg/cm2Sehingga :stk||=Pw=127.20.6.3815827338=16.23kg/cm2127.20kg(aman)2PROFIL BATANG TARIKa.Beban Paling Kritis dari Batang b1 s/d b4P=270.68Asumsi awalb=5Sambungan menggunakan BAUTAnet=P=270.68=3.18str||85Abr=Anet.Fp=3.18.1.25=3.98Sehingga tinggi balok yang dibutuhkanh=3.98=0.8~10cm5Dipakai ukuran batang5cmx10cmKontrol Teganganstr||=PFp=