Sambungan Baja

E.2 PLAT DAN JUMLAH ALAT SAMBUNG Kontrol Profil Data-data P diameter alat sambung (d) Dicoba Profil L70.70.7 Fperlu = 18297.2344 1600 F perlu untuk 1 profil

18,297 kg 1 cm F(cm2) = = = = = =

F netto profil

Perhitungan Plat Penyambung Data-data P diameter alat sambung (d) Tebal Plat Penyambung Fperlu = 18297.2344 1600 d

s (tp) t (baut) s (t)

= = =

1.5 x 1600 0.58 x 1600 0.7 x 1600

Jumlah baut Ngs = 2x0.25x3.14x1.6^2x928 Ntp = 1.6 x 1 x 2400 Nmax n = 18297.2344 3840

Mr. Erdin Odang

37 1600

9. 4 > 5.71788575 cm2 (Ok) 11.43577 cm2 (untuk 2 penampang profil)

11.43577 2 5.72 cm2 9.4 - 2 x 0.7 x 1 8.00 cm2 > 5.72 cm2 (Aman)

18,297 kg 1 cm L(cm) = = = =

Perhitungan baut Data-data P tebal plat sambung (d) diameter alat sambung (d)

Bj. 33/37/41/44/50//52 ? s (ijin)

Bj. 33/37/41/44/50//52 ? s (ijin)

50.00 11.436 cm2 (untuk 2 penampang profil) 11.436 ( 50-1 ) 0.23 cm cm

18,297 kg 1.00 cm 1.6 cm

~

0.30 cm cm

Bj. 33/37/41/44/50//52 ? s (ijin) - sambungan iris g a n d a

= = =

2400 kg/cm2 928 kg/cm2 1120 kg/cm2

= = = =

3730 3840 3840 5.96

E2.1 of 46

37 1600

kg kg kg buah ~~~

37 1600

6 buah

Okey's Food Court Hotel Project

Judul Dokument

No. Doc

Kontrol tegangan tarik baut

: STRBJ/TS/04

PENGARUH LUBANG BAUT Dasar-Dasar Peraturan Perencanaan - Peraturan Perencanaan Bangunan Baja Indonesia (PPBBI) , Penerbit Yayasan Lembaga Penyelidikan Masalah Bangunan, Bandung, 1984 - Ir. Oengtoeng, Konstruksi Baja , LPPM Universitas Kristen PETRA Surabaya, Penerbit Ansi Yogyakarta, 1999 - Teguh Santoso, Catatan Kuliah , Universitas Negeri Malang, Malang, 1992-1998 - Teguh Santoso SPd, Perhitungan Struktur OPTIMALISASI KEBUN-KEBUN BENIH DI BBI HORTIKULTURA SE - JAWA TIMUR Desa Jebeen Kec Jaboan Kab Sampang , Desa Kincang Wetan Kec Jiwan Kab Madiun, Desa Lebo Kec Pudjon Kab Malang, Surabaya, Februari 2008 engaru garu

enem nempata patan n u ang er a ap ua uas etto etto

Menurut PPBBI pasal 3.3.1 : " Tegangan rata-rata pada batang tarik didapat dari gaya tarik yang bekerja dibagi dengan luas penampang bersih. Tegangan tersebut harus tidak boleh lebih besar dari tegangan dasar untuk penampang tidak berlubang, dan tidak boleh lebih besar dari 0,75 kali tegangan dasa r untuk penampang berlubang." Kontrol Tegangan Sambungan Baut a. Data-data 1 - Lokasi Desa Kincang Wetan Kec Jiwan Madiun - Type Kuda-kuda A (Rev) - Nilai D, N, M diambil dari hasil perhitungan software SAP2000 NonLinier Versi 9.0.3 M = 932.00 kgm D = 1711.53 kg N = 243.16 kg = 20 derajat a Dipakai D19 Moment Inersia - h dihitung dari tepi plat diameter alat sambung (d) h h1 1.1 cm h2 2.4 cm h3 4.3 cm h4 4.3 cm h5 4.3 cm h6 5.3 cm htot = 21.7 cm F

=

h^2

A=

1/4 x 3.14 x 1.9^2

Tegangan tarik max untuk satu baut N = 93200 x 5.3 2 x 90.53 s

=

2728 2.83

1.9 cm 1.21 cm2 5.76 cm2 18.49 cm2 18.49 cm2 18.49 cm2 28.09 cm2 90.53 cm2 =

2.83 cm2 pengurangan tegangan karena

=

2728.16 kg

=

962.70 kg kg/cm2 < 0.75 x 1600 = 1200 kg/cm2 ( OK ) (PPBBI pasal

Akibat gaya lintang lintang dan gaya normal normal a N = 243.16 kg Q = 1711.53 kg D = 1,711.53 x cos 20 + 243.16 sin 20

=

20

OPTIMALISASI KEBUN-KEBUN BENIH DI BBI HORTIKULTURA SE - JAWA TIMUR HAL B-1 of 46

ALCO - TS/5/23/2 TS/5/23/201311 01311:39 :39 PM

Judul Dokument

No. Doc


: STRBJ/TS/04

PENGARUH LUBANG BAUT Dasar-Dasar Peraturan Perencanaan - Peraturan Perencanaan Bangunan Baja Indonesia (PPBBI) , Penerbit Yayasan Lembaga Penyelidikan Masalah Bangunan, Bandung, 1984 - Ir. Oengtoeng, Konstruksi Baja , LPPM Universitas Kristen PETRA Surabaya, Penerbit Ansi Yogyakarta, 1999 - Teguh Santoso, Catatan Kuliah , Universitas Negeri Malang, Malang, 1992-1998 - Teguh Santoso SPd, Perhitungan Struktur OPTIMALISASI KEBUN-KEBUN BENIH DI BBI HORTIKULTURA SE - JAWA TIMUR Desa Jebeen Kec Jaboan Kab Sampang , Desa Kincang Wetan Kec Jiwan Kab Madiun, Desa Lebo Kec Pudjon Kab Malang, Surabaya, Februari 2008 engaru garu

enem nempata patan n u ang er a ap ua uas etto etto

Menurut PPBBI pasal 3.3.1 : " Tegangan rata-rata pada batang tarik didapat dari gaya tarik yang bekerja dibagi dengan luas penampang bersih. Tegangan tersebut harus tidak boleh lebih besar dari tegangan dasar untuk penampang tidak berlubang, dan tidak boleh lebih besar dari 0,75 kali tegangan dasa r untuk penampang berlubang." Kontrol Tegangan Sambungan Baut a. Data-data 1 - Lokasi Desa Kincang Wetan Kec Jiwan Madiun - Type Kuda-kuda A (Rev) - Nilai D, N, M diambil dari hasil perhitungan software SAP2000 NonLinier Versi 9.0.3 M = 932.00 kgm D = 1711.53 kg N = 243.16 kg = 20 derajat a Dipakai D19 Moment Inersia - h dihitung dari tepi plat diameter alat sambung (d) h h1 1.1 cm h2 2.4 cm h3 4.3 cm h4 4.3 cm h5 4.3 cm h6 5.3 cm htot = 21.7 cm F

=

h^2

A=

1/4 x 3.14 x 1.9^2


=

2728 2.83

1.9 cm 1.21 cm2 5.76 cm2 18.49 cm2 18.49 cm2 18.49 cm2 28.09 cm2 90.53 cm2 =

2.83 cm2 pengurangan tegangan karena

=

2728.16 kg

=

962.70 kg kg/cm2 < 0.75 x 1600 = 1200 kg/cm2 ( OK ) (PPBBI pasal

Akibat gaya lintang lintang dan gaya normal normal a N = 243.16 kg Q = 1711.53 kg D = 1,711.53 x cos 20 + 243.16 sin 20

=

20


ALCO - TS/5/23/2 TS/5/23/201311 01311:39 :39 PM

Judul Dokument

= t

si

D jml baut x F

=

1691.48 12 x 2.83

= =

: STRBJ/TS/04

1691.48 kg

=

Tegangan Idiil s (ijin) =

No. Doc


1600

=

49.74 kg/cm 2

kg/cm 2

(PPBBI Tabel 1)

s + 1,56 . t

(PPBBI pasal 8.2.1)

sqrt( sqrt(962 962.70 .70^^2 + 1.56 1.56 x 49.74^ 49.74^2) 2) =

964.71 kg/cm 2 < 1600 kg/cm2

(OK)

b. Data-data 2 - Lokasi Desa Lebo Kec Pudjon Kab Malang - Type Kuda-kuda B - Nilai D, N, M diambil dari hasil perhitungan software SAP2000 NonLinier Versi 9.0.3 M = 188.00 kgm D = 715.32 kg N = 239.99 kg = 15 derajat a Dipakai D16 Moment Inersia - h dihitung dari tepi plat diameter alat sambung (d) h h1 0.7 cm h2 1.6 cm h3 2.6 cm h4 3.8 cm h5 4.7 cm h6 5.6 cm htot = 19 cm F

=

A=

1/4 x 3.14 x 1.6^2


=

1.6 cm 0.49 cm2 2.56 cm2 6.76 cm2 14.44 cm2 22.09 cm2 31.36 cm2 77.7 cm2

h^2

677 2.01

=

2.01 cm 2 pengurangan tegangan karena

=

677.48 kg

=

337.12 kg kg/cm 2 < 0.75 x 1600 = 1200 kg/cm 2 ( OK ) (PPBBI pasal

Akibat gaya lintang dan gaya normal a N = 239.99 kg Q = 715.32 kg D = 715.32 x cos 15 + 239.99 sin 15 = 753.06 kg t

=

D jml baut x F

=

753.06 12 x 2.01

=

=

15

31.23 kg/cm 2

Tegangan Idiil


ALCO - TS/5/23/201311:39 TS/5/23/201311:39 PM

Judul Dokument

s (ijin)

=

1600

si

=

s + 1,56 . t

=

No. Doc


kg/cm 2

: STRBJ/TS/04

(PPBBI Tabel 1) (PPBBI pasal 8.2.1)

sqrt sqrt(3 (337. 37.12^ 12^2 2 + 1.56 1.56 x 31.23^ 31.23^2) 2) =

339.37 kg/cm2 < 1600 kg/cm2

(OK)

c. Data-data 3 - Lokasi Desa Lebo Kec Pudjon Kab Malang - Type Kuda-kuda B - Nilai D, N, M diambil dari hasil perhitungan software SAP2000 NonLinier Versi 9.0.3 M = 36.77 kgm D = 181.73 kg N = 130 kg = 15 derajat a Dipakai D16 Moment Inersia - h dihitung dari tepi plat diameter alat sambung (d) h h1 0.7 cm h2 1.8 cm h3 3 cm h4 4.6 cm h5 5.5 cm htot = 15.6 cm F

=

A=

1/4 x 3.14 x 1.6^2


=

1.6 cm 0.49 cm 2 3.24 cm 2 9 cm 2 21.16 cm 2 30.25 cm 2 64.14 cm 2

h^2

158 2.01

=

2.01 cm 2 pengurangan tegangan karena

=

157.65 kg

=

78.45 kg kg/cm2 < 0.75 x 1600 = 1200 kg/cm 2 ( OK ) (PPBBI pasal


=

D jml baut x F

=

209.18 10 x 2.01

Tegangan Idiil s (ijin) = si

= =

1600

=

=

15

10.41 kg/cm2

kg/cm 2

(PPBBI Tabel 1)

s + 1,56 . t

sqrt sqrt(7 (78.4 8.45^ 5^2 2 + 1.56 1.56 x 10.41^ 10.41^2) 2) =

(PPBBI pasal 8.2.1)

79.52 kg/cm2 < 1600 kg/cm2

(OK)


ALCO - TS/5/23/201311:39 TS/5/23/201311:39 PM

3.3.1)


ALCO - TS/5/23/201311:39 PM

3.3.1)


ALCO - TS/5/23/201311:39 PM

3.3.1)


ALCO - TS/5/23/201311:39 PM

E. KONSOL WF I 150.75.5,7 ( L = 1.15 M) E.1. Perhitungan Dimensi Konsol Data-data - Jarak kuda-kuda max - Bentang konsol (Ls) - Berat penutup atap - Berat angin - Kemiringan kuda-kuda - Direncanakan gording g - Direncanakan konsol Wx Wy Ix Iy A g

88.8 13.2 666 49.5 17.85 14

Pembebanan - Bs. Konsol - Bs. Gording = (5 x 7.51 x 3)/6.7 - Bs. Atap = 75 x 3 - Bs. Orang = (5 x 100)/6.7 - Bs. Plafond+penggantung = 18 x 3

= 300 = 115 = 75 = 30 = 30 C.150.65.20.3,2 = 7.51 WF I 150.75.5,7 cm3 h cm3 b cm4 ts cm4 tb cm2 kg/m'

Moment q Ls MA VA NA DA

= = = = = = =

Akibat angin - Lkd = - Ls = wt = N = D =

kg/m' kg/m' kg/m' kg/m'

=

54 384.44 38.44 422.88


30 kg/m2 3 m 1.15 m 0.2 x 30 x 3 = 1/2 x 18 x 1.15^2 = 18 x 1.15 =

Kombinasi Pembebanan Mmax = 243.16 + 11.90 Nmax = Dmax = 421.16 + 20.70 Kontrol Tegangan Wx = A = N = M = s

=

88.8 17.85 243 25506

15 7.5 0.7 0.5

14 16.81 225 74.63

422.88 kg/m' 1.15 m 1/2 x 422.88 x 1.0 x 1.15 243.16 kgm 422.88 x 1.15 = 486.32 x sin 30 = 486.32 x cos 30 =

= = =

cm3 cm3 kgcm kgcm

- Tegangan - KIP - Geser - Lipat

kg/m'

= = = =

lain-lain 10% q total

Kesimpu lan : ( OK ) (OK) ( OK ) ( OK )

cm cm kg/m2 kg/m2 derajat

cm cm cm cm

30

a=

486.32 kg 243.16 kg 421.16 kg

18 kg/m' 11.90 kgm' 20.7 kg

255.06 kgm 243.16 kg 441.86 kg

Bj. 33/37/41/44/50//52 ? s (ijin) 1600

243 / 17.85 + 25,506 / 88.8

AQ - E.7 of 46

37 kg/cm2

=

300.85 kg/cm2

Kontrol Stabilitas KIP h 15 cm tb 0.5 cm Ls 115 cm Fe 310/360/430/510 ? s (ijin) 1600

b ts Iy 360 kg/cm2

=

30.00

<=

1150 150

=

7.67

<

A' iy ly

= = =

s kip

=

75 1.25 x 75 7

b ts Iy

(15 x 0.7) + (1/6 x 13.6 x 0.5) sqrt(0.5 x 49.5/11.63) 115 1.459 1600 1.599

= = =

11.63 cm2 1.459 78.84 ===>

=

1000.63 kg/cm2

640 x 24.8 12.4 x 0.8

=

1600

C2

=

0.63 x 2100000 1600

=

826.88

250

s kip

1600

1600

<

1600

>

wy=

250

=

= =

berubah bentuk

12.4 cm 0.8 cm 49.5 cm4

=

s kip

13.39

360 kg/cm2

C1

=<

=

7.5 cm 0.7 cm 49.5 cm4

Balok tidak berubah bentuk (KIP) - Badan balok diberi pengkau samping - Statis tertentu h 24.8 cm b tb 0.5 cm ts Ls 640 cm Iy Fe 310/360/430/510 ? 360 s (ijin) 1600 kg/cm2

1600

( OK )

7.5 cm 0.7 cm 49.5 cm4

150 5

Balok berubah bentuk (KIP) h 15 cm tb 0.5 cm Ls 115 cm Fe 310/360/430/510 ? s (ijin) 1600

< 1600kg/cm2

kg/cm2 <

826.88

1600 - ((1600 - 250) / (826.875 - 250) x 0.3 x 1600 476.71 kg/cm2 826.88

s kip

=

826.88 x 0.7 x 1600 1600

Jadi s kip

=

578.81

=

kg/cm2

578.81 kg/cm2

<

AQ - E.8 of 46

1600 kg/cm2

(OK)

1.599

- Badan balok tidak diberi pengkau samping s kip = 0.042 x 1600 x 826.88 x ( 0.5 / 24.8 )^3 x 1600 = 728.59 kg/cm2 > Balok tidak berubah bentuk (KIP) - Badan balok diberi pengkau samping - Statis tak tertentu h 24.8 cm b tb 0.5 cm ts Ls 640 cm Iy Fe 310/360/430/510 ? 360 s (ijin) 1600 kg/cm2 C1

=

C3

=

b*

=

1600

s kip 250

s kip

1600

=<

640 x 24.8 12.4 x 0.8

<

1600

s kip

=

Jadi s kip

=

=

=

D t

Kontrol Lipat s r = sd =

640.26

2.30

kg/cm2 <

640.26

1600 - ((1600 - 250) / (640.26 - 250) x 0.3 x 1600 -60.42 kg/cm2 640.26

640.26 x 0.7 x 1600 1600 448.18

Kontrol Geser h 15 cm tb 0.5 cm Ls 115 cm Fe 310/360/430/510 ? s (ijin) 1600 = = = =

1250 kgm 1325 kgm 1122 kgm

1600

=

448.18 kg/cm2

kg/cm2

<

- Badan balok tidak diberi pengkau samping s kip = 0.042 x 1600 x 640.26 x ( 0.5 / 24.8 )^3 x 1600 = 564.16 kg/cm2 >

dx

Mki Mka Mjep

(OK)

250

1600

>

12.4 cm 0.8 cm 0 cm4

0.21(1+2.30)(3 - 2 x 2.30) x 210000 1600 ( 1250 + 1325 ) = 2 x 1122

=

= =

578.81 kg/cm2

b ts Ix

1600 kg/cm2

(OK)

448.18 kg/cm2

(OK)

7.5 cm 0.7 cm 666 cm4

360 kg/cm2

(7.5 x 0.7){0.5 x (15-0.7)} + (0.5 x 6.8) x 3.4 49.10 cm3 441.86 kg (441.86 x 49.10) = 65.15 kg/cm2 < 0.5 x 1600 = 928 kg/cm2 0.5 x 666 ( OK )

3267 kg/cm2 1000.63 kg/cm2

bp = tp =

AQ - E.9 of 46

3.75 0.7

cm cm

3.75 0.7

=

5.357

<

10 x sqrt(3267/1,000.63) = 18.07

( OK )

E.2. Perhitungan Sambungan Data-data M = 255.06 kgm Dipakai D16 Fe 310/360/430/510 ? 360 s (ijin) 1600 kg/cm2 Moment Inersia - h dihitung dari jarak alat sambung pertama (h0) diameter alat sambung (d) 1.6 cm h h^2 h1 25 cm 625 cm2 h2 14 cm 196 cm2 h3 3 cm 9 cm2 htot = 42 cm A= 830 cm2 F Ix

= =

1/4 x 3.14 x 1.6^2 2 x 2.01 x 830

Tegangan tarik max untuk satu baut N = 25506 x 25 2 x 830 s

=

384 2.01

= =

2.01 cm2 3335.936 cm4

=

384.13 kg

=

191.15 kg/cm2 < 0.7 x 1600 = 1120 kg/cm2 ( OK )


=

504.24 6 x 2.01

=

Tegangan Idiil Fe 310/360/430/510 ? s (ijin) 1600 si

=

30

41.82 kg/cm2

360 kg/cm2

sqrt(191.15^2 + 1.56 x 41.82^2) =

Perhitungan Kekuatan Las - Tebal plat - ts - tb

=

0.6 cm 0.7 cm 0.5 cm

Tebal las badan = 1/2 x sqrt(2) x 0.5 Tebal las sayab = 1/2 x sqrt(2) x 0.7

198.15 kg/cm2 < 1600 kg/cm2

-b -h a

7.5 cm 15 cm 30 = =

s8 s7

0.7 s7 15.9

AQ - E.10 of 46

0.35 cm 0.49 cm

(OK)

s

s s5

s5 0.7

s4 s3 s2

s4 s3

10 0.7

s2

7.5 Statis Moment las terhadap las bagian bawah s2 = 2(3.5x0.49)1.4 s3 = 2(9.3x0.35)5.8 s4 = 2(3.5x0.49)10.2 s5 = 2(3.5x0.49)11.4 s6 = 2(15.2x0.35)18.7 s7 = 2(3.5x0.49)26.3 s8 = (7.5x0.49)27.3

= = = = = = =

A = =

4.71 cm3 38.44 cm3 35.22 cm3 39.36 cm3 201.29 cm3 90.95 cm3 101.27 cm3 511.24 cm3 3.71 + 3.46 + 6.58 + 3.46 + 3.46 + 10.76 + 3.46 + 3.71 38.62 cm2

Yb = Ya =

511.24/38.62 28.02 - 13.24

= =

13.24 cm 14.78 cm

Inersia Las Ix1 = (1/12 x 7.5 x 0.49^3) + (3.71 x 12.91^2) = Ix2 = 2(1/12 x 3.5 x 0.49^3) + (3.46 x 11.88^2) = Ix3 = 2(1/12 x 0.35 x 9.30^3) + (6.58 x 7.19^2) = Ix4 = 2(1/12 x 3.50 x 0.49^3) + (3.46 x 2.91^2) = Ix5 = 2(1/12 x 3.50 x 0.49^3) + (3.46 x 1.88^2) = Ix6 = 2(1/12 x 0.35 x 15.22^3) + (10.76 x 5.33^2) = Ix7 = 2(1/12 x 3.50 x 0.49^3) + (3.46 x 13.42^2) = Ix8 = (1/12 x 7.5 x 0.49^3) + (3.71 x 14.45^2) = Ix = Momen Tahanan Ix = ya = yb = =

3449.95 13.24

=

260.63

Wa

=

3449.95 14.78

=

233.36

Kontrol Tegangan M = W = P(N) = F = D =

sn

cm4 cm4 cm4 cm4 cm4 cm4 cm4 cm4 cm4

3449.95 cm4 14.78 cm 13.24 cm

Wb

sa

618.51 488.83 387.07 29.35 12.28 513.91 624.41 775.60 3449.95

= =

255 / 233.36

= =

243 / 38.62

255 233.36 243 38.62 442

kgcm cm3 kg cm2 kg

Bj. 33/37/41/44/50//52 ? s (ijin) 1600

1.09 kg/cm2

6.30 kg/cm2

AQ - E.11 of 46

37 kg/cm2

t

sb

si

= =

442 / 38.62

= =

6.30 + 11.44

= =

sqrt( 1.09^2 + 3 x 17.74^2 ) 30.74 kg/cm2

11.44 kg/cm2

17.74 kg/cm2

<

1600kg/cm2

AQ - E.12 of 46

( OK )

C1. SAMBUNGAN BALOK ANAK DAN BALOK INDUK C.1. Data-data M = P = d (baut) = (tebal plat) #REF!

1039994 718.98 1.58 1

kgcm kg cm cm

Hub. Balok anak dengan baja siku adalah samb. Iris ganda (Baut A) Data-data P 718.98 kg Bj. 33/37/41/44/50//52 ? s (ijin) tebal plat sambung (d) 1.00 cm diameter alat sambung (d) - sambungan iris ganda 1.58 cm s (tp) t (baut) s (t)

= = =

1.5 x 1600 0.58 x 1600 0.7 x 1600

Jumlah alat sambung Ngs = 2x0.25x3.14x1.58^2x928 Ntp = 1.58 x 1 x 2400 Nmax n = 718.98 3792

= = =

2400 kg/cm2 928 kg/cm2 1120 kg/cm2

= = = =

3637 3792 3792 0.18

kg kg kg buah ~~~

37 1600

2 buah

Hub. Balok induk dengan baja siku adalah samb. Iris tunggal (Baut B) Data-data P 718.98 kg Bj. 33/37/41/44/50//52 ? s (ijin) tebal plat sambung (d) 1.00 cm diameter alat sambung (d) - sambungan iris tunggal 1.58 cm s (tp) t (baut) s (t)

= = =

1.5 x 1600 0.58 x 1600 0.7 x 1600

Jumlah alat sambung Ngs = 1x0.25x3.14x1.58^2x928 Ntp = 1.58 x 1 x 2400 Nmax n = 718.98 3792

= = =

2400 kg/cm2 928 kg/cm2 1120 kg/cm2

= = = =

1819 3792 3792 0.18

Baut b hanya menerima gaya lintang Data-data P 718.98 kg tebal plat sambung (d) 1.00 cm diameter alat sambung (d) 1.58 cm n 2 buah s (tp)

=

D (R)

=

1.5 x 1600

718.98 2x2

=

=

kg kg kg buah ~~~

2 buah

Bj. 33/37/41/44/50//52 ? s (ijin) - sambungan iris tunggal

2400 kg/cm2

179.745 kg

AQ - C.13 of 46

37 1600

37 1600

s (tv)

=

179.75 1 x 1.58

=

113.8 kg/cm2 <

s (t)

=

179.75 0.25x3.14x1.58^2x1

=

91.72 kg/cm2

Baut a hanya menerima gaya moment penuh Data-data

No. X Y X^2 Y^2

AQ - C.14 of 46

2400 ( OK )

Cdesign Consultant

Beban Terpusat Atap

Pekerjaan Structure

BEBAN TERPUSAT ATAP Nama Proyek : ________________ Jenis Kegiatan : __________________ Beban orang (kg) Beban mati (kg) Jarak kuda-kuda (m) Jarak antar gording (m) Sudut kuda-kuda (derajat) Tekanan angin (kg/m2)

100 50 3 1.9 38 73

Beban mati Ptengah = (orang+mati).Skuda-kuda.Sgording Ppinggir = Ptengah/2

855 427.5

Beban angin derajat<=65 = (0,02.sudut-0,4).Skuda-kuda.Sgording.Tangin 65<=derajat<=90 = (0,9).Skuda-kuda.Sgording.Tangin Pangintekan txt=Panginkiri.sin(derajat) tyt=Panginkiri.cos(derajat) Pangintarik=0,4.Skuda-kuda.Sgording.Tangin hxt=Panginkiri.sin(derajat) hyt=Panginkiri.cos(derajat)

149.796 374.49 149.796 92.22363 118.0409 166.44 102.4707 131.1565

Titik kordinat beban terpusat rangka atap beban mati (L=1) Psendiri pinggir = Ppinggir Psendiri tengah = Ptengah Psendiri pinggir = Ppinggir beban angin (L=2) Pangin tekan tumpuan (x,y) = (txt/2 , -tyt/2) Pangin tekan tengah (x , y) = ( txt,-tyt) Pangin ujung (x,y) = (hxt+txt , hyt+tyt) Pangin tarik tengah (x , y) = (hxt,hyt) Pangin tarik tumpuan (x,y) = (hxt/2 , hyt/2)

Version 5/23/2013, 11:39 PM

0 , 0 , 0 , 46.11181 92.22363 194.6943 102.4707 51.23535

, , , , ,

-427.5 855 -427.5 -59.0204294 -118.040859 13.11565098 131.1565098 65.57825492

Design by Teguh Santoso SPd

Cdesign Consultant

Version 5/23/2013, 11:39 PM

Beban Terpusat Atap

Pekerjaan Structure

Design by Teguh Santoso SPd

Las Anak Tangga Page 1 of 2

LAS ANAK TANGGA Proyek : Cameron K o n t r o l K o n s o l P l a t A n a k T an g g a

Py (kg) Mz (kgm) Tegangan ijin baja Dimensi plat (b xh cm)

933.9 560.4 1600 0.4 x

A1plat = b.h Jumlah plat tegplat = Py/(jmlplat.Aplat) tegplat < tegijin

30

12 3 25.94 Luas plat Ok

Menentukan ukuran plat penyangga 20 cm

10 cm

10 cm x

x = (10.10)/30

3.3

cm

30 60 OK

cm cm

280.2

kgm

Kontrol jarak e

eplat eijin =M/Py eplat < eijin jika eplat = 30 cm Mplat = Py. eplat

K o n t r o l l a s b a l o k u t a m a d e n g a n l as p l a t k o n s o l 6 4

4

3

3

1,05

5

5 1

1

2

1

1

2 8,94

7

0,75

0,4

7

7 6,65

0,4

6,65

0,4

0,75

S t a ti s m o m e n t

Tebal las badan = 1/2.sqrt(2).0,75 Tebal las sayap = 1/2.sqrt(2).1.05

0.53 dipakai 0.74 dipakai

Cameron_Cdesign@2001

0.6 0.8

Las Anak Tangga Page 1 of 2

No.

Jumlah

Las 1 2 3 4 5 6 7

4 2 2 2 2 1 3

y 5.425

b

h

A=b.h

teglas = sqrt(teggeser^2 + 3.(tegtekan)^2)

teglas < tegijin

sy=yb-y -5.425

jml(1/12.b.h^3+A.sy^2)

0.6

9.25

5.55

30.109

5.27

0.6

8.94

5.364

28.268

-5.27

369.3993696

9.25

6.65

0.8

5.32

49.21

-9.25

910.9524667

10.79

0.6

1.05

0.63

6.7977

-10.79

146.8101285

9.201

0.75

0.8

0.6

5.5206

-9.201

101.6540812 1566.424747

11.06

16

0.8

12.8

141.57

-11.06

0.53

0.4

0.8

0.32

0.1696

-0.53

30.58

yb = Jml(A.y)/Jml(A) Wp=JmlIy/yb tegtekan= P/jmlA teggeser = Mplat/wp tegijin = 0,75.tegijinbj

A.y

8.55 457 30.54 61.35 1200 81 Kontrol las OK

Cameron_Cdesign@2001

261.64 Jml(Iy)

811.6505

0.320864 3907.212157

C.2

KONSOL WF 75.150.5.7

C.2.1 Pembebanan Data-data

Direncanakan memakai Konsol WF 75.150.5.7 h = 15 cm Jarak kuda2 max b = 7.5 cm Bentang kuda-kuda tb = 0.5 cm Berat penutup atap ts = 0.7 cm Kemiringan atap Wx = 88.8 cm3 Gording A = 17.85 cm2 Jarak gording Ix = 666 cm4 Berat gording Iy = 49.5 cm4 Berat plafond G = 14 kg/m'

= = = =

3 6.7 75 20

meter meter kg/m2 derajat

= = =

1.6 meter 7.5 kg/m' 18 kg/m2

Pembebanan

- Berat sendiri konsol

14

kg/m'

n=

- Berat sendiri gording {5x(7.5)x3}/6.7 = - Berat atap

6.7

+1

cos 20 x1.6 75x3

16.791 kg/m'

=

n=

5 buah

225 kg/m'

- Berat muatan hidup (5x100)/6.7

74.627 kg/m'

- Berat plafond + penggantung 3 x 18

54 kg/m' 384.42 kg/m'

Lain-lain 10%

38.442 422.86 kg/m'

C.2.2 Statika - Balok Tumpuan jepit-jepit P q L induk L anak

= = = =

0.00 422.86 6.7 3

kg kg/m' m m

(1)

Mlap = (0.041x422.9x6.7^2) = Mtump = (0.083x422.9x6.7^2) =

max (3)

778.27 kgm

D = (1/2x422.86x6.7)

1575.52 kgm 1416.58 kg

=

Statika Dari hasil SAP 2000 D = N = Mtum = Mlap = f

=

441.87 243.16 255.06 255.06

kg kg kgm kgm

1.024 cm

C.2.3 Kontrol Balok dipakai WF 150.75.5.7 Data-data Dipakai h b tb ts Wx A Ix Iy

Mr. Erdin Odang

Kesimpulan

WF 150.75.5.7 = = = = = = = =

15 7.5 0.5 0.7 88.8 17.85 666 49.5

cm cm cm cm cm3 cm2 cm4 cm4

Tegangan Lendutan Geser Lipat balok KIP

Konsol - C2.19 of 46

OK melendut ( OK ) ( OK ) (OK)

Okey's Food Cout And Hotel Project

Kontrol Tegangan Wx = A = P = M =

= =

s

88.8 17.85 243 25506

=

qx

=

f

= = =

= = = =

D t

37 kg/cm2

1600kg/cm2

OK

=

1.86 cm

422.86 kg/m' 5 x 42286 x 670^4 384 x 2100000 x 666 7.933060489 7.933 cm

> 1.86 cm

15 cm 0.5 cm 670 cm

melendut

b ts Ix

7.5 cm 0.7 cm 666 cm4

360 kg/cm2

1600

(7.5 x 0.7){0.5 x (15-0.7)} + (0.5 x 6.8) x 3.4 49.10 cm3 441.87 kg (441.87 x 49.10) = 0.5 x 666


7.5 0.7

1600

670 cm 666 cm4

1/360 x 670

Kontrol Geser h tb Ls Fe 310/360/430/510 ? s (ijin) dx

Bj. 33/37/41/44/50//52 ? s (ijin)

243 / 17.85 + 25,506 / 88.8 300.85 kg/cm2 <

Kontrol Lendutan L = Ix =

f ijin

cm3 cm3 kgcm kgcm

65.15 kg/cm2 < 0.5 x 1600 = 928 kg/cm2 ( OK )

3267 kg/cm2 bp = 300.85 kg/cm2 tp =

=

10.714

Kontrol Stabilitas KIP 15 cm h 0.5 cm tb 670 cm Ls Fe 310/360/430/510 ? s (ijin)

<

7.5 0.7

cm cm

10 x sqrt( 3267 / 300.85 ) = 32.95

b ts Iy

( OK )

7.5 cm 0.7 cm 666 cm4

1600

360 kg/cm2

150 5

=

30.00

<=

6700 150

=

44.67

>=

75

1.25 x 75

=

13.39

tidak berubah

7

Balok tid ak berubah ben tuk (KIP) ---> Statis tertentu

- Badan balok diberi pengkau samping - Statis tertentu 15 cm h 0.5 cm tb 670 cm Ls Fe 310/360/430/510 ? s (ijin) 1600

Mr. Erdin Odang

C1

=

C2

=

670 x 15 7.5 x 0.7 0.63 x (2100000) 1600

b ts Iy

7.5 cm 0.7 cm 49.5 cm4

360 kg/cm2

=

1914.285714

=

826.88


Mki Mka Mjep E

255.06 255.06 255.06 2100000

kgm kgm kgm kg/cm2


1914.3

=<

s kip 250

s kip

250

=

1600

kg/cm2

<

1914

<

= =

1914.3

=

Jadi s kip

=

1600 - ((1,914.29 - 250) / (826.88 - 250) x 0.3 x 1600 215.20 kg/cm2

>

s kip

826.88

826.88

826.88 x 0.7 x 1600 1914.285714

=

483.78

483.78 kg/cm2

kg/cm2

<

1600 kg/cm2

(OK)

C.2.4 Sambungan M = P = Dipakai 10 D16

25506.00 kgcm 441.87 kg


1 cm 1.3 cm 0.9 cm

-b -h a


15 cm 30 cm 20 = =

0.64 cm 0.92 cm

s5

1.3

s4

s4

29.3 s3

s3

s2

s2

1.3

s1

15 Moment Inersia las terhadap las bagian bawah - 2 x 0.92 x 15 x 16.91^2 - 4 x 0.92 x 5.78 x 13.09^2 - 2 x 0.64 x 25.56^3 : 12 Ix

= = = =

7888.27 3638.30 1771.48063 13298.05

cm4 cm4 cm4 cm4

F

= = = =

27.58 21.24 32.53 81.35

cm2 cm2 cm2 cm2

Luas Penampang Las - 2 x 0.92 x 15 - 4 x 0.92 x 5.78 - 2 x 0.64 x 25.56 Moment Tahanan Wx =

13298.05 15.64

Kontrol Tegangan M = W = P = F = sm

tm

Mr. Erdin Odang

=

25506 850.45 442 81.35

= =

25,506 / 850.45

= =

442 / 81.35

kgcm cm3 kg cm2

850.45 cm3

Bj. 33/37/41/44/50//52 ? s (ijin)

1600

37 kg/cm2

29.99 kg/cm2

5.43 kg/cm2



si

= =

sqrt( 29.99^2 + 3 x 5.43^2 ) 31.43 kg/cm2 <

Perhitungan Kekuatan Baut Data-data M = P = Dipakai 5 D16

1600kg/cm2

( OK )

255.06 kg/m 441.87 kg

h = D = n =

Moment Inersia - h dihitung dari jarak alat sambung pertama (h0) diameter alat sambung (d) 1.6 cm h h^2 h1 9.7 cm 94.09 cm2 h2 23.4 cm 547.56 cm2 h3 36.9 cm 1361.6 cm2 h4 48.2 cm 2323.2 cm2 h5 58.1 cm 3375.6 cm2 htot = 176 cm A= 7702.1 cm2 F Ix

= =

1/4 x 3.14 x 1.6^2 2 x 2.01 x 7702.11

Moment tahanan Wx =

30956 58.1

sa t (ijin) s sm t

= = =

0.7 x 1600 0.6 x 1600 0.00 1/4 x 3.14 x 1.6^2 x 6 = 255.06 x 100 532.81 = 7,056 2 x 1/4 x 3.14 x 1.6^2 x 6

2.01 cm2 30956.32051 cm4

=

532.81 cm3

Bj. 33/37/41/44/50//52 ? s (ijin) Wx

1600 532.81

5.9

37 kg/cm2 cm3

= = =

1120 kg/cm2 960 kg/cm2 0.00 kg/cm2 < 1120 kg/cm2 (OK)

=

47.87 kg/cm2

=

Tegangan Idiil si = sqrt(47.87^2 + 3 x 292.61^2) =

Mr. Erdin Odang

h1

= =

Kontrol tegangan sambungan baut D (H) 7,056.34 kg P (V) 0.00 kg M 255.06 kgm Dipakai 6 D16

30 cm 1.6 cm 5 s = (30 - 2 x 2 x 1.6) (5 - 1) = 5.9 cm


292.61 kg/cm2 > 960 kg/cm2 (OK)

509.07 kg/cm2 < 1600 kg/cm2 (OK)


TABLE:

Element Forces - Frames

Frame

Loc

Comb

P

V2

V3

T

M2

M3

Text

m

Text

kg

kg

kg

kg

kg-m

kg-m

DESA KINCANG WETAN KEC JIWAN KAB MADIUN

HAL. B-1 of 46

ALCO - TS/5/23/201311:39 PM

C.3

KUDA-KUDA WF 75.150.5.7

C.3.1 Pembebanan Data-data

Direncanakan memakai Konsol WF 75.150.5.7 h = 15 cm Jarak kuda2 max b = 7.5 cm Bentang kuda-kuda tb = 0.5 cm Berat penutup atap ts = 0.7 cm Kemiringan atap Wx = 88.8 cm3 Gording A = 17.85 cm2 Jarak gording Ix = 666 cm4 Berat gording Iy = 49.5 cm4 Berat plafond G = 14 kg/m'

= = = =

3 6.7 75 20


= = =

1.6 meter 7.5 kg/m' 18 kg/m2

Pembebanan

- Berat sendiri konsol

14

kg/m'

n=

- Berat sendiri gording {5x(7.5)x3}/6.7 = - Berat atap

6.7

+1

cos 20 x1.6 75x3

16.791 kg/m'

=

n=

5 buah

225 kg/m'

- Berat muatan hidup (5x100)/6.7

74.627 kg/m'

- Berat plafond + penggantung 3 x 18

54 kg/m' 384.42 kg/m'

Lain-lain 10%

38.442 422.86 kg/m'

C.3.2 Statika - Balok Tumpuan jepit-jepit P q L induk L anak

= = = =

0.00 422.86 6.7 3

kg kg/m' m m

(1)

Mlap = (0.041x422.9x6.7^2) = Mtump = (0.083x422.9x6.7^2) =

max (3)

778.27 kgm

D = (1/2x422.86x6.7)

1575.52 kgm 1416.58 kg

=

Statika Dari hasil SAP 2000 D = N = Mtum = Mlap = f

=

441.87 243.16 255.06 255.06

kg kg kgm kgm

1.024 cm

C.3.3 Kontrol Balok dipakai WF 150.75.5.7 Data-data Dipakai h b tb ts Wx A Ix Iy

Mr. Erdin Odang

Kesimpulan

WF 150.75.5.7 = = = = = = = =

15 7.5 0.5 0.7 88.8 17.85 666 49.5



Kuda-kuda - C3.2 of 46

OK melendut ( OK ) ( OK ) (OK)


Kontrol Tegangan Wx = A = P = M =

= =

s

88.8 17.85 243 25506

=

qx

=

f

= = =

= = = =

D t

37 kg/cm2

1600kg/cm2

OK

=

1.86 cm

422.86 kg/m' 5 x 42286 x 670^4 384 x 2100000 x 666 7.933060489 7.933 cm

> 1.86 cm

15 cm 0.5 cm 670 cm

melendut

b ts Ix

7.5 cm 0.7 cm 666 cm4

360 kg/cm2

1600

(7.5 x 0.7){0.5 x (15-0.7)} + (0.5 x 6.8) x 3.4 49.10 cm3 441.87 kg (441.87 x 49.10) = 0.5 x 666


7.5 0.7

1600

670 cm 666 cm4

1/360 x 670


Bj. 33/37/41/44/50//52 ? s (ijin)

243 / 17.85 + 25,506 / 88.8 300.85 kg/cm2 <

Kontrol Lendutan L = Ix =

f ijin

cm3 cm3 kgcm kgcm

65.15 kg/cm2 < 0.5 x 1600 = 928 kg/cm2 ( OK )

3267 kg/cm2 bp = 300.85 kg/cm2 tp =

=

10.714

Kontrol Stabilitas KIP 15 cm h 0.5 cm tb 670 cm Ls Fe 310/360/430/510 ? s (ijin)

<

7.5 0.7

cm cm

10 x sqrt( 3267 / 300.85 ) = 32.95

b ts Iy

( OK )

7.5 cm 0.7 cm 666 cm4

1600

360 kg/cm2

150 5

=

30.00

<=

6700 150

=

44.67

>=

75

1.25 x 75

=

13.39 tidak berubah

7

Balok tidak b erubah bentuk (KIP) ---> Statis tertentu

- Badan balok diberi pengkau samping - Statis tertentu 15 cm h 0.5 cm tb Ls 670 cm Fe 310/360/430/510 ? s (ijin) 1600

Mr. Erdin Odang

C1

=

C2

=

670 x 15 7.5 x 0.7 0.63 x (2100000) 1600

b ts Iy

7.5 cm 0.7 cm 49.5 cm4

360 kg/cm2

=

1914.285714

=

826.88


Mki Mka Mjep E

255.06 255.06 255.06 2100000

kgm kgm kgm kg/cm2


1914.3

=<

s kip 250

s kip

250

=

1600

kg/cm2

<

1914

<

= =

1914.3

=

Jadi s kip

=

1600 - ((1,914.29 - 250) / (826.88 - 250) x 0.3 x 1600 215.20 kg/cm2

>

s kip

826.88

826.88

826.88 x 0.7 x 1600 1914.285714

=

483.78 kg/cm2

kg/cm2

483.78

<

1600 kg/cm2

(OK)

C.3.4 Sambungan M = P = Dipakai 10 D16

25506.00 kgcm 441.87 kg


1 cm 1.3 cm 0.9 cm

-b -h a


15 cm 30 cm 20 = =

0.64 cm 0.92 cm

s5

1.3

s4

s4

29.3 s3

s3

s2

s2

1.3

s1


= = = =

7888.27 3638.30 1771.48063 13298.05

cm4 cm4 cm4 cm4

F

= = = =

27.58 21.24 32.53 81.35

cm2 cm2 cm2 cm2


13298.05 15.64

Kontrol Tegangan M = W = P = F = sm

tm

Mr. Erdin Odang

=

25506 850.45 442 81.35

= =

25,506 / 850. 45

= =

442 / 81.35

kgcm cm3 kg cm2

850.45 cm3

Bj. 33/37/41/44/50//52 ? s (ijin)

1600

37 kg/cm2

29.99 kg/cm2

5.43 kg/cm2



si

= =

sqrt( 29.99^2 + 3 x 5.43^2 ) 31.43 kg/cm2 <

Perhitungan Kekuatan Baut Data-data M = P = Dipakai 5 D16

1600kg/cm2

( OK )

255.06 kg/m 441.87 kg

h = D = n =

Moment Inersia - h dihitung dari jarak alat sambung pertama (h0) diameter alat sambung (d) 1.6 cm h h^2 h1 9.7 cm 94.09 cm2 h2 23.4 cm 547.56 cm2 h3 36.9 cm 1361.6 cm2 h4 48.2 cm 2323.2 cm2 h5 58.1 cm 3375.6 cm2 htot = 176 cm A= 7702.1 cm2 F Ix

= =

1/4 x 3.14 x 1.6^2 2 x 2.01 x 7702.11

Moment tahanan Wx =

30956 58.1

sa t (ijin) s sm t

= = =

0.7 x 1600 0.6 x 1600 0.00 1/4 x 3.14 x 1.6^2 x 6 = 255.06 x 100 532.81 = 7,056 2 x 1/4 x 3.14 x 1.6^2 x 6

2.01 cm2 30956.32051 cm4

=

532.81 cm3

Bj. 33/37/41/44/50//52 ? s (ijin) Wx

1600 532.81

5.9

37 kg/cm2 cm3

= = =

1120 kg/cm2 960 kg/cm2 0.00 kg/cm2 < 1120 kg/cm2 (OK)

=

47.87 kg/cm2

=

Tegangan Idiil si = sqrt(47.87^2 + 3 x 292.61^2) =

Mr. Erdin Odang

h1

= =


30 cm 1.6 cm 5 s = (30 - 2 x 2 x 1.6) (5 - 1) = 5.9 cm


292.61 kg/cm2 > 960 kg/cm2 (OK)

509.07 kg/cm2 < 1600 kg/cm2 (OK)


Judul Dokument

No. Doc

Perhitungan Gording/Balok Anak

: STRBJ/TS/01

GORDING (CNP 125 t=3 mm) Perhitungan Gording Data-data - Jarak kuda-kuda max - Bentang kuda-kuda - Jarak Gording - Berat penutup atap - Berat angin - Kemiringan kuda-kuda - Direncanakan Gording

= 500 = 600 = 190 = 5 = 25 = 26 CNP 100 t=1.8 mm Wx Wy Ix Iy A g

= = = = = =

11.6635 4.2945 58.32 13.64 3.9 3.03

cm - kode(1-17) cm - Gording cm kg/m2 kg/m2 derajat (CNP100.50.20.1,8)

12 1

cm3 cm3 cm4 cm4 cm2 kg/m'

Peninjauan Searah Sumbu Y - Y

qx = q cos a qy = q sin a

1. Berat sendiri = 3.03 x cos 26 M1 = 1/8 x 2.72 x 5^2 2. Bs. Atap = 1.9 x 5 x cos 26 M2 = 1/8 x 8.54 x 5^2 3. Muatan Angin W = 0.02 x 26 - 0.4 W1 = 0.12 x 1.9 x 25 M3 = 1/8 x 5.7 x 5^2 W2 = - 0.4 x 1.9 x 25 M4 = 1/8 x -19 x 5^2 3. Beban Berguna ( P ) M5 = 1/4 x cos 26 x 100 x 5 4. Kombinasi Muatan M1 + M2 + M3 M1 + M2 + M5 Peninjauan Searah Sumbu X - X 1. Berat sendiri = 3.03 x sin 26 M1 = 1/8 x 1.33 x 5^2 2. Bs Atap = 5 x sin 26 M2 = 1/8 x 2.19 x 5^2 3. Beban Berguna ( P ) M5 = 1/4 x sin 26 x 100 x 5 4. Kombinasi Muatan M1 + M2 M1 + M2 + M5 Kontrol Tegangan Wx = Wy = Mx =

= = = =

2.72 k g 8.50 kgm 8.54 kgm 26.68 kgm

= = = = = = =

0.12 5.7 kg/m' 17.81 kgm -19 kg/m' -59.38 kgm 100 kg 112.35 kgm

= =

52.99 kgm 147.53 kgm

= = = = = =

1.33 k g/m' 4.14 kgm 2.19 kg/m' 6.85 kgm 100 kg 54.80 kgm

= =

10.99 kgm 65.79 kgm

11.6635 cm3 4.2945 cm3 6579 kgcm

Bj. 33/37/41/44/50//52 ? s (ijin) 1600

37 kg/cm2

DESA KINCANG WETAN KEC JIWAN KAB MADIUN SHADING NET

HAL A-1

ALCO - TS/5/23/201311:39 PM

My

=

s

= =

14753 kgcm 6,579 / 4.2945 + 14,753 / 11.6635 2796.84 kg/cm2 > 1.3 x 1600 = 2080kg/cm2

not

Karena tegangan tidak memenuhi syarat maka dicoba lagi pakai CNP 125 t=3 mm

Perhitungan Gording Ulang - Dicoba Gording Wx Wy Ix Iy A g Peninjauan Searah Sumbu Y - Y 1. Berat sendiri = 5.49 x cos 26 M1 = 1/8 x 4.94 x 5^2 2. Bs. Atap = 1.9 x 5 x cos 26 M2 = 1/8 x 8.54 x 5^2 3. Muatan Angin W = 0.02 x 26 - 0.4 W1 = 0.12 x 1.9 x 25 M3 = 1/8 x 5.7 x 5^2 W2 = - 0.4 x 1.9 x 25 M4 = 1/8 x -19 x 5^2 3. Beban Berguna ( P ) M5 = 1/4 x cos 26 x 100 x 5 4. Kombinasi Muatan M1 + M2 + M3 M1 + M2 + M5 Peninjauan Searah Sumbu X - X 1. Berat sendiri = 5.49 x sin 26 M1 = 1/8 x 2.41 x 5^2 2. Bs Atap = 5 x sin 26 M2 = 1/8 x 2.19 x 5^2 3. Beban Berguna ( P ) M5 = 1/4 x sin 26 x 100 x 5 4. Kombinasi Muatan M1 + M2 M1 + M2 + M5 Kontrol Tegangan Wx = Wy = Mx = My = s

= =

25.1254 6.748 6917 15446

CNP 125 t=3 mm = 25.1254 = 6.748 = 157.03 = 22.65 = 7.0 = 5.49

cm3 cm3 cm4 cm4 cm2 kg/m'

= = = =

4.94 k g 15.43 kgm 8.54 kgm 26.68 kgm

= = = = = = =

0.12 5.7 kg/m' 17.81 kgm -19 kg/m' -59.38 kgm 100 kg 112.35 kgm

= =

59.92 kgm 154.46 kgm

= = = = = =

2.41 kg/m' 7.53 kgm 2.19 kg/m' 6.85 kgm 100 kg 54.80 kgm

= =

14.37 kgm 69.17 kgm

cm3 cm3 kgcm kgcm

Bj. 33/37/41/44/50//52 ? s (ijin) 1600

- kode(1-17)

16

37 kg/cm2

6,917 / 6.748 + 15,446 / 25.1254 1639.82 kg/cm2 < 1.3 x 1600 = 2080kg/cm2

OK

Jadi Gording CNP 125 t=3 mm Aman dipakai.

Kontrol Lendutan n = L =

2 ( trestang 1 kolom antar gording ) 250 cm


HAL A-2

ALCO - TS/5/23/201311:39 PM

Ix Iy

= =

f

=

1/250 x 250

=

qx qy Px Py

= = = =

2.72 + 8.54 + 5.7 1.33 + 2.19 100 x cos 26 100 x sin 26

= = = =

fx

=

5 x 1696 x 250^4 + 384 x 2100000 x 157.0335 0.026154601 + 0.115 cm

89.88 x 250^3 48 x 2100000 x 157.0335 0.088721

= =

5 x 0.04 x 250^4 + 384 x 2100000 x 22.6485 0.037621074 + 0.338 cm

43.84 x 250^3 48 x 2100000 x 22.6485 0.300028

= =

sqrt( 0.115^2 + 0.338^2 ) 0.36 cm

= = fy

ft

=

157.03 cm4 22.65 cm4 1 cm 16.96 3.52 89.88 43.84


< 1 cm

OK

Perhitungan Trestang qy Py

=

3.52 x 2.5

= = Q

=

8.79 43.84 52.63 92.46

kg kg kg x 1.76 kg

Dimensi trestang yang diperlukan Bj. 33/37/41/44/50//52 ? 37 s (ijin) 1600 kg/cm2 ss F

= =

1.3 x 1600 92.46 2080 d = sqrt( 4 x 0.04/3.14 ) dipasang trestang tg a = 1.9 2.5 = 37.2 a R = 1/2 x 92.46 R = 46.23 sin 37.23 F = 76.40 2080 d = sqrt( 4 x 0.04/3.14 )

= = = n=2 =

= =

2080 kg/cm2 0.04 cm2 0.24 cm 0.76

46.23 kg 76.40 kg

=

0.04 cm2

=

0.22 cm

~

D = 1.0 cm

maka dipasang trestang sebanyak 1 kolom antar gording dengan diameter 10 mm.


HAL A-3

ALCO - TS/5/23/201311:39 PM

KUDA-KUDA JOINT ATAS WF 125.250.6.9 Pembebanan Data-data

Direncanakan memakai h = b = tb = ts = Wx = A = Ix = Iy = G =

25 12.5 0.6 0.9 324 37.66 4050 294 29.6

WF 125.250.6.9 cm Jarak kuda2 max cm Bentang kuda-kuda cm Berat penutup atap cm Kemiringan atap cm3 Gording cm2 Jarak gording cm4 Berat gording cm4 Berat plafond kg/m' Tekanan angin

= = = =

3.25 13 50 20


= = = =

1.5 3.03 0 40

meter kg/m' kg/m2 kg/m2

Pembebanan

- Berat sendiri

0

kg/m'

n=

13

- Berat sendiri gording {10x(3.03)x3.25}/13 = - Berat atap

+1

cos 20 x1.5

50x3.25

=

7.575 kg/m'

n=

10 buah

150 kg/m' 157.58 kg/m'

Lain-lain 10% DL

15.758 173.33 kg/m'

- Berat muatan hidup (10x100)/13 LL - Beban angin kiri W = - Beban angin kanan W =

76.923 kg/m' 76.923 kg/m'

0.9 x 3.25 x 40

=

117 kg/m

0.4 x 3.25 x 40

=

52 kg/m

Berat sendiri kuda-kuda akan dihitung otomatis oleh program SAP-2000 Selanjutnya untuk mencari gaya-gaya dalam dari rangka batang, digunakan program SAP2000

INPUT SAP2000 Beban mati (DL)

DESA KINCANG WETAN KEC JIWAN KAB MADIUN GUEST HOUSE

HAL B-4

ALCO - TS/5/23/201311:39 PM

Beban hidup (LL)

Beban Angin (W)

OUTPUT SAP2000 Dari hasil SAP 2000 D = N = Mtum = Mlap = f

=

1711.53 243.16 932.36 725.09

kg kg kgm kgm

0.1356 cm

Kontrol Balok dipakai WF 250.125.6.9 Data-data Dipakai h b tb ts Wx A Ix Iy

Kesimpulan

WF 250.125.6.9 = = = = = = = =

Kontrol Tegangan Wx = A =

25 12.5 0.6 0.9 324 37.66 4050 294


324 cm3 37.66 cm3


Bj. 33/37/41/44/50//52 ? s (ijin)

OK OK ( OK ) ( OK ) (OK)

1600

37 kg/cm2 DESA KINCANG WETAN KEC JIWAN KAB MADIUN GUEST HOUSE

HAL B-5

ALCO - TS/5/23/201311:39 PM

P M

= =

s

= =

243 kgcm 72509 kgcm 243 / 37.66 + 72,509 / 324 230.25 kg/cm2 <

Kontrol Lendutan L = Ix = f ijin

=

f

=

= = = =

D t

1/360 x 1300

=

3.61 cm

0.136 cm

< 3.61 cm

25 cm 0.6 cm 1300 cm

b ts Ix

OK

12.5 cm 0.9 cm 4050 cm4

360 kg/cm2

1600

(12.5 x 0.9){0.5 x (25-0.9)} + (0.6 x 11.6) x 5.8 175.93 cm3 1711.53 kg (1,711.53 x 175.93) = 0.6 x 4050

Kontrol Lipat s r = sd = 12.5 0.9

OK

1300 cm 4050 cm4


1600kg/cm2

123.91 kg/cm2 < 0.5 x 1600 = 928 kg/cm2 ( OK )

3267 kg/cm2 bp = 230.25 kg/cm2 tp =

=

13.889

Kontrol Stabilitas KIP h 25 cm tb 0.6 cm Ls 1300 cm Fe 310/360/430/510 ? s (ijin)

<

12.5 0.9

cm cm

10 x sqrt( 3267 / 230.25 ) = 37.67

b ts Iy

( OK )

12.5 cm 0.9 cm 4050 cm4

1600

360 kg/cm2

250 6

=

41.67

<=

13000 250

=

52.00

>=

75

1.25 x 125

=

17.36 tidak berubah

9

Balok tidak b erubah bentuk (KIP) ---> Statis tertentu

- Badan balok diberi pengkau samping - Statis tertentu h 25 cm tb 0.6 cm Ls 1300 cm Fe 310/360/430/510 ? 1600 s (ijin)

b ts Iy

12.5 cm 0.9 cm 294 cm4

360 kg/cm2

C1

=

1300 x 25 12.5 x 0.9

=

2888.888889

C2

=

0.63 x (2100000) 1600

=

826.88

2888.9

s kip 250

s kip

=<

932.36 932.36 725.09 2100000

kgm kgm kgm kg/cm2

250

=

1600

kg/cm2

<

2889

<

= =

Mki Mka Mjep E

826.88

1600 - ((2,888.89 - 250) / (826.88 - 250) x 0.3 x 1600 -595.74 kg/cm2 DESA KINCANG WETAN KEC JIWAN KAB MADIUN GUEST HOUSE

HAL B-6

ALCO - TS/5/23/201311:39 PM

2888.9

>

s kip

=

Jadi s kip

=

826.88

826.88 x 0.7 x 1600 2888.888889

=

320.57

320.57 kg/cm2

kg/cm2

<

1600 kg/cm2

(OK)

Sambungan M = P = Dipakai 4 D16

93236.00 kgcm 1711.53 kg


1 cm 1.3 cm 0.9 cm

-b -h a


15 cm 30 cm 20 = =

0.64 cm 0.92 cm

s5

1.3

s4

s4

29.3 s3

s3

s2

s2

1.3

s1


= = = =

7888.27 3638.30 1771.48063 13298.05

cm4 cm4 cm4 cm4

F

= = = =

27.58 21.24 32.53 81.35

cm2 cm2 cm2 cm2


13298.05 15.64

Kontrol Tegangan M = W = P = F =

=

93236 850.45 1712 81.35

kgcm cm3 kg cm2

850.45 cm3

Bj. 33/37/41/44/50//52 ? s (ijin)

sm

= =

93, 236 / 850.45 109.63 kg/cm2

tm

= =

1,712 / 81.35

= =

sqrt( 109.63^2 + 3 x 21.04^2 ) 115.53 kg/cm2 <

si

1600

37 kg/cm2

21.04 kg/cm2

Perhitungan Kekuatan Baut Data-data M = P =

932.36 kg/m 1711.53 kg

1600kg/cm2

( OK )

h = D =

30 1.6

cm cm


HAL B-7

ALCO - TS/5/23/201311:39 PM

Dipakai 2 D16

n =

Moment Inersia - h dihitung dari jarak alat sambung pertama (h0) diameter alat sambung (d) 1.6 cm h h^2 h1 4 cm 16 cm2 h2 0 cm 0 cm2 h3 0 cm2 0 cm h4 0 cm 0 cm2 h5 0 cm 0 cm2 htot = 4 cm A= 16 cm2 F Ix

= =

2 x 1/4 x 3.14 x 1.6^2 2 x 4.02 x 16

Moment tahanan Wx =

129 4

sa t (ijin) s sm t

= = =

0.7 x 1600 0.6 x 1600 0.00 1/4 x 3.14 x 1.6^2 x 6 = 932.36 x 100 32.15 = 7,056 2 x 1/4 x 3.14 x 1.6^2 x 6

h1

= =

4.02 cm2 128.6144 cm4

=

32.15 cm3


Bj. 33/37/41/44/50//52 ? s (ijin) Wx

= = = = =

Tegangan Idiil si = sqrt(2,899.71^2 + 3 x 292.61^2) =

2 s = (30 - 2 x 2 x 1.6) (2 - 1) = 23.6 cm

1600 32.15

23.6

37 kg/cm2 cm3

1120 kg/cm2 960 kg/cm2 0.00 kg/cm2 < 1120 kg/cm2 (OK) 2899.71 kg/cm2 292.61 kg/cm2 > 960 kg/cm2 (OK)

2943.67 kg/cm2 > 1600 kg/cm2 (control lagi)


HAL B-8

ALCO - TS/5/23/201311:39 PM

PROFIL KUDA-KUDA Jarak antar kuda-kuda Bentang kuda-kuda Sudut kemiringan Balok anak. Berat Balok Anak Jarak antar Balok anak Atap Berat atap Tekanan angin

= = = = = = = = =

3.5 m 3 m o 26 D 3" t=3 mm 6.34 kg/m' 190 cm Galvalum 7.5 kg/m2 40 kg/m2

PEMBEBANAN Beban yang diterima gording : - Berat atap - Berat balok anak

= 7.5 x 1.9 x 3 = 6.34 x 3

= =

Lain-lain 10 %

- Berat air hujan - Beban pekerja

- Beban angin W1 = W2 = W3 = W4 = W5 = W6 =

kg kg kg kg kg

DL

= =

LL

= = =

28.50 kg 40.00 kg 136.45 kg

= = = = = =

126 70 84 56 28 56

= 0.005 x 1000 x 3 x 1.9 = 2/5 x 100

0.9 x 3.5 x 40 0.5 x 3.5 x 40 0.6 x 3.5 x 40 0.4 x 3.5 x 40 0.2 x 3.5 x 40 0.4 x 3.5 x 40

42.75 19.02 61.77 6.18 67.95

kg/m kg/m kg/m kg/m kg/m kg/m

Berat sendiri kuda-kuda akan dihitung otomatis oleh program SAP-2000 Selanjutnya untuk mencari gaya-gaya dalam dari rangka batang, digunakan program SAP2000

INPUT SAP2000 Beban mati (DL)


HAL A-5

ALCO - TS/5/23/201311:39 PM

Beban hidup (LL)

Beban Angin (W)

Check bahan

OUTPUT SAP2000 DESA KINCANG WETAN KEC JIWAN KAB MADIUN SHADING NET

HAL A-6

ALCO - TS/5/23/201311:39 PM

Bentang kuda-kuda

=

fijin f sap

= =

1/400 x 600 (point 1)

= =

f

=

0.01 cm

6 m 1.5 cm 0.0107 cm

< 1.5 cm

OK

KONTROL KEKUATAN PROFIL KOLOM Dari hasil Output SAP-90 didapat : Momen max terjadi pada element no. 3 : - Momen max (M) = - Gaya Tekan (P) = - panjang tekuk (lk) = - D 3" t=3 mm A = w = ix = iy = Cek tekuk : l x = lk / ix terhadap sumbu x : = terhadap sumbu x :

214.04 kg.m 248.92 kg 325.00 cm 8.1 16.7402 3.0318 3.0318

cm2 cm3 cm cm

325.00 3.0318

=

107.2

325.00 3.0318

=

107.2

l x = lk / ix

=

Cek terhadap syarat PPBBI ps 4.9.1 utk portal dimana ujungnya bergoyang P M nx (1) s = wx 0.85 q A w nx - 1 P M nx (2) s = wy 0.85 q A w nx - 1 P M (3) s = q A w karena sumbu lentur (sb x) tegak lurus thd sumbu tekuk (sb y) maka faktor amplifikasi nx =1 nx - 1 q = ambil 1 1.13 lx= ---> wx = 107.2 4.01 ly= ---> wy = 107.2

… (menekuk pada sumbu y)

< s < s < s

syarat PPBBI : (1)

248.92 + 0.85 1 8.1 34.73 + 1,086.81 1,121.53 kg/cm2 < 1600 kg/cm2 (ok)

21,404 16.7402

21,404 16.7402

= =

248.92 + 0.85 1 8.1 123.23 + 1,086.81 1,210.04 kg/cm2 < 1600 kg/cm2 (ok)

21,404 16.7402

= =

248.92 + 1 8.1 30.73 + 1,278.60 1,309.33 kg/cm2 < 1600 kg/cm2 (ok)

1.13

s =

= = (2)

(3)

4.01

s =

s =

KONTROL KEKUATAN PROFIL KUDA-KUDA


HAL A-7

ALCO - TS/5/23/201311:39 PM

Dari hasil Output SAP-2000 didapat : Momen max terjadi pada element no. 13 : - Momen max (M) = - Gaya Tekan (P) = - D 3" t=3 mm = luas (A) = w

129.99 507.68

kg.m kg 8.1 16.7402

=

cm2 cm3

+ s =

P A 507.68 8.1

=

62.68

=

839.19

M w

+

12,999 16.7402

+ + kg/cm2

776.51 <

1600 kg/cm2

OK!

maka digunakan profil D 3" t=3 mm untuk kuda-kuda


HAL A-8

ALCO - TS/5/23/201311:39 PM

DUDUKAN KOLOM Data-data D = N (P) = L = D kolom = WF 250.125.6.9 Wx = F = ix = iy = G =

Kesimpulan Tegangan ( OK )

1423 1232 0.3 0.15

kg kg m m

324 37.66 10.4 2.79 29.6

cm3 cm2 cm cm kg/m

Kontrol Kekuatan Las plat kaki Perhitungan Kekuatan Las - Tebal plat - ts - tb

1 cm 1.3 cm 0.9 cm

-b -h a


15 cm 30 cm 20 = =

0.64 cm 0.92 cm

s5 1.3

s4

s4

29.3 s3

s3

s2

s2

1.3

s1 15 Moment Inersia las terhadap las bagian bawah - 2 x 0.92 x 15 x 16.91^2 - 4 x 0.92 x 5.78 x 13.09^2 - 2 x 0.64 x 25.56^3 : 12 Ix

= = = =

7888.27 3638.30 1771.4806 13298.05

cm4 cm4 c m4 cm4

F

= = = =

27.58 21.24 32.53 81.35

cm2 cm2 cm2 cm2

Luas Penampang Las - 2 x 0.92 x 15 - 4 x 0.92 x 5.78 - 2 x 0.64 x 25.56 Moment Tahanan Wx = Kontrol Tegangan M =

13298.05 15.64

=

427 kgcm

850.45 cm3

Bj. 33/37/41/44/50//52 ?

37 DESA KINCANG WETAN KEC JIWAN KAB MADIUN GUEST HOUSE

HAL B-12

ALCO - TS/5/23/201311:39 PM

W P F

= = =

sm

= =

427 / 850.45

= =

1,274 / 37.66

= =

sqrt( 0.50^2 + 3 x 33.84^2 ) 58.61 kg/cm2

tm

si

850.45 cm3 1274 kg 37.66 cm2

s (ijin)

1600

kg/cm2

0.50 kg/cm2

33.84 kg/cm2

<

1600kg/cm2

( OK )

Kontrol Kekuatan Plat Kaki Dimensi Plat h = b = tb = ts =

Kesimpulan

24.8 12.4 0.5 0.8

cm cm cm cm

Tegangan ( OK ) Dimensi plat 15 x 15 x 0.5 cm Angker 2 D22 Panjang angker 60 cm

B L

= =

2 x 5 + 12.4 2 x 5 + 24.8

= =

W A

= =

1/6 x 15 x 15^2 15 x 15

= =

Kontrol Tegangan Wx = A = N = M =

s max

= =

562.50 225.00 1274 42690

cm3 cm2 kg kgcm

1,274 / 225 + 42,690 / 562.50 81.56 kg/cm2

22.4 cm ~ 34.8 cm ~ 562.50 225.00

15 15

cm3 cm2

Mutu beton K300 s (tekan) = 0.33 x 300 = 99 Bj. 33/37/41/44/50//52 ? s (ijin) 1600

<

cm cm

kg/cm2 37 kg/cm2

99 kg/cm2

( OK )

s min

= 1,274 / 225 - 42,690 / 562.50 = -70.23 kg/cm2 tegangan min harus ditahan oleh angker Statika D =

2.2 cm

x 15 - x

=

70.23 42,690 / 562.50

x 15 - x

=

70.23 75.89

x

=

x

=

(70.23 x 15) (75.89 + 70.23) 7.21

cm


HAL B-13

ALCO - TS/5/23/201311:39 PM

T

= =

7.21 x 15 x (1/2 x 70.23) 3797.34 kg

Perhitungan Plat Penyambung T diameter alat sambung (d)

3,797 kg 2.2 cm

Tebal Plat Penyambung Fperlu = 3797.336266 1600 d

L(cm) = = = =

Perhitungan baut angker T tebal plat sambung (d) diameter alat sambung (d)

Ln

=

37 1600

14.00 2.373 cm2 (untuk 2 penampang profil) 2.373 ( 14-2.2 ) 0.20 cm

3,797 kg 0.50 cm 2.2 cm

Jumlah baut angker 1/4 x 3.14 x 2.2 n = 3797.336266 0.5x2.2x1.2x1600 Perhitungan Panjang Angker Mutu beton K300 sb 300 kg/cm2 sm 2080 kg/cm2 D 2.2 cm

Bj. 33/37/41/44/50//52 ? s (ijin)

= =

~

0.50 cm

Bj. 33/37/41/44/50//52 ? s (ijin) - sambungan iris g a n d a

37 1600

1.73 cm > 0.5 cm (tumpu menentukan) 1.80 -----> 2 D22 mm

Bj. 33/37/41/44/50//52 sa 1600 kg/cm2

37

3.80 cm2

0.14 x 3.80 x 2080 sqrt( 300 ) = 63.91 ~ 60 Sehingga dipakai angker D2.2 - 60 cm

>= > cm

0.013 x 2.2 x 2080 59.488

(PBI '71 : 74) ( OK )


HAL B-14

ALCO - TS/5/23/201311:39 PM

PENGARUH LUBANG Dasar-Dasar Peraturan Perencanaan - Peraturan Perencanaan Bangunan Baja Indonesia (PPBBI) , Penerbit Yayasan Lembaga Penyelidikan Masalah Bangunan, Bandung, 1984 - Ir. Oengtoeng, Konstruksi Baja , LPPM Universitas Kristen PETRA Surabaya, Penerbit Ansi Yogyakarta, 1999 - Teguh Santoso SPd, Perhitungan Struktur OPTIMALISASI KEBUN-KEBUN BENIH DI BBI HORTIKULTURA SE - JAWA TIMUR Desa Jebeen Kec Jaboan Kab Sampang , Desa Kincang Wetan Kec Jiwan Kab Madiun, Desa Lebo Kec Pudjon Kab Malang, Surabaya, Februari 2008 Pengaruh Penempatan Lubang Terhadap Luas Netto Menurut PPBBI pasal 3.3.1 : " Tegangan rata-rata pada batang tarik didapat dari gaya tarik yang bekerja dibagi dengan luas penampang bersih. Tegangan tersebut harus tidak boleh lebih besar dari tegangan dasar untuk penampang tidak berlubang, dan tidak boleh lebih besar dari 0,75 kali tegangan dasa r untuk penampang berlubang."

Baut ASTM HTB A325 N Ft 44 Ksi Fv 21 Ksi Baut Angker ASTM A307 U-7/8" Ft 20 Ksi Fv 10 Ksi

(Allowable Tension) (Allowable Shear) (Allowable Tension) (Allowable Shear)

Pembebanan a. Beban Mati (DL) Sesuai dengan Peraturan Pembebanan Indonesia dan berat jenis bahan yang dipakai. b. Beban Hidup (LL) Ir. Oengtoeng, Konstruksi Baja, LPPM Universitas Kristen PETRA Surabaya, Penerbit Ansi Yogyakarta, 1999 Peraturan Perencanaan Bangunan Baja Indonesia (PPBBI), Penerbit Yayasan Lembaga Penyelidikan Masalah Bangunan, Bandung,

c. Beban Angin (W) d. Kombinasi Pembebanan 1.4 DL 1.2 DL + 0.5 LL 1.2 DL + 1.6 LL + 0.8 W 1.2 DL + 1.6 LL - 0.8 W

Analisa Struktur

DDESA KINCANG WETAN KEC JIWAN KAB MADIUN GUEST HOUSE

HAL B-15

ALCO - TS/5/23/201311:39 PM

- Analisa struktur memakai program bantu SAP NonLinier Versi 9.0.3. Perencanaan Elemen Struktur - Perhitungan elemen struktur berdasarkan pada peraturan yang berlaku

DDESA KINCANG WETAN KEC JIWAN KAB MADIUN GUEST HOUSE

HAL B-16

ALCO - TS/5/23/201311:39 PM

Sambungan Baja

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