5. Laporan Perhitungan Struktur

Ch = 12.5 cm 1,200 cmb = 5 cm 420 cmc = 2 cm

ts = 0.23 cm 0.70 berat = 4.51 kg/m1 34.99

Ix = 137 cm4

Iy = 20.6 cm4

Wx = 21.9 cm3

Wy = 6.22 cm3

Kemiringan atap () = 34.99 oJarak antar kuda2 (L) = 250 cm

Jarak antara gording (l) = 100 cmJumlah trekstang (n) = 1 bh

Jarak antara trekstang (a) = 125 cmE baja 2,100,000 kg/cm

2 ijin = 1600 kg/cm2y = 2400 kg/cm2

Beban-beban yang bekerja :A. Beban mati (m)

Berat gording = = 4.51 kg/m1

Berat Genteng = 50 x 1 = 50 kg/m1

Berat Plafond = 11 x 1.00 = 11.00 kg/m1

Berat penambat = 10% x 54 51 = 5 451 kg/m1

Perhitungan Gording C 125 50 20 2.3

Direncanakan pakai profil kanal C tipis dengan ukuran :

bentang kuda-kuda =Tinggi kuda-kuda =

125 50 20 2.3

Kemiringan tangen = =

Berat penambat = 10% x 54.51 = 5.451 kg/mq = 70.961 kg/m1

Mxmax == 4,542 kg cm

Mymax = 1/8 q sin a2= 795 kg cm

B. Beban hidup (h)

Beban orang (P) = = 100 kg

Mxmax == 5,120 kg cm

Mymax = 1/8 P sin a= 1,792 kg cm

C. Beban Air hujan

W = ( 40 - 0.8 )12.01 kg/m2 < menurut PPI 1983 psl 3.2 ==>

ambil W = 12.01 kg/m2

q = W l= 12.01 kg/m1

Mxmax == 768 kg cm

Mymax = 1/8 q sin a2= 134 kg cm

1/8 q cos L2

1/4 P cos L

1/8 q cos L2

D. Beban Angin

1

C1 = 0.30C2 = -0.4

Tekanan tiup q = 25 kg/m2 x C1 x 1.25 = 11.24 kg/m'Mxmax = = 720 kg cm

Mymax = = 126 kg cm

Kombinasi pembebanan.kombinasi pertama = Mati + hidup =====> yang menentukan

Mxmax total = 4,542 + 5,120 = 9,662 kg cmMymax total = 795 + 1,792 = 2,587 kg cm

Kontrol tegangan

Mx My

Wx 0.5 Wy

9,662 2,586.8621.90 3.11

= 441.18 + 831.79 = 1272.97 kg/cm2 < ijinOKE

Kontrol lendutan

f ijin = L / 180 = 1.39 cm

5 1384 48

fx = 0 10 + 0 09 = 0 20 cm

E Ix

=

P cos L3E Ix

q cos L4

=

fx = +

1/8 q cos L21/8 q sin a2

+

+

fx = 0.10 + 0.09 = 0.20 cm

5 1384 48

fy = 0.0299 + 0.05 = 0.0838 cm

f2 = fx2 + fy20.04 + 0.0070 = 0.05

f = 0.21 cm < 1.39 (f ijin)OKE

Kontrol stabilitas terhadap beban lentur

12.50.23

12512.5

Penampang balok berubah bentuk

Penampang Balok Berubah BentukA1 = A sayap + 1/6 A badanA1 = 1.61 + 0.48 = 2.09 cm2

iy2 = 0.5 Iy / A

!= 4.93 cm

2

iy = 2.22 cm

= 56.30 g =g = kg/cm2s =

= ===> 1.298 ijin 1,600 1.298

Mx MyWx Wy

9,662 2,58721 90 6 22

1,232.52857.08

1,232.52

27.17 =

/ g

= kg/cm2

1.25 b/ts

2 Koef diambil = Over 2Dari tabel 1 = 0.125

2 = 0.037 pakai = 0.125M = pakai x q x (1/2 b)M = 0.125 x 6 x 39.0625 = 28.5 kg cm

Wilayah III

hf / b = - Koef diambil = 0.5

Dari tabel 3 = 0.06M = 3 x q x hfM = 0.060 x 5.844 x 0.00 = 0.0 kg cm

ijin-plat ijin-plat

6 Mmax

plattebal plat t = 0.3 cm diambil = 1.0 cm

Perhitungan Plat Dasar Kolom akibat Muatan Eksentris

= P / A + M / W 'ijin-beton = P / A + 6 M / (bplt hplt2) 'ijin-beton

2,630.0 kg 6 x 14500450 cm2 18 x 625

max = 5.84 + 7.73 = 14 kg/cm2 Oke 'ijin-betonmin = 5.84 - 7.73 = -2 kg/cm2

Tegangan pd plat dgn tebal t dan lebar 1 cm

Mmax / Wplat

Mmax / (1/6 1 t2)

Plat yang ke 4 sisinya dikekang dan dimuati dari bawah sebesar q.

tebal plat t

Jadi Momen maksimum Mmax =

Plat yang ke 3 sisinya dikekang dan dimuati dari bawah sebesar q.

28.5 kg cm

=

4128 kg

1667 kgm

x hplt

c = 21.9 cm

hbaut = 5.0 cm2

Jika hplt-hbaut > c, maka ===> Ft Gaya tekan

MA = 0Ft x (hplt-hbaut-c/3 + P x (hplt/2 - c/3 - M =0

14,500 - 2,630 x 5.1825 - 5 - 7.32

Ft = 0.0 kg

0.00 cm21.9 cm

2 A = 5.67 cm2

Tidak Gaya Tarik pd Baut Angker, Shg Ft = 0

max + |min|max

c =

Ft =

Ft =

Dengan jumlah satu sisi =

M - P x (hplt/2 - c/3)(hplt - hbaut - 1/3 c)

Oke

Luas baut angker Abaut yang diperlukan Ft / ijin-tarikFt / (0,7 x ijin-baut)

Dipakai baut =

4 Dp - 22 mm

98.08

-79.73

10391.7 k 13.8 cm

4128 kg

166700

7.5 cm

0 cm

Joint OutputCase CaseType U1 U2 U3 R1 R2 R3Text Text Text Kgf Kgf Kgf Kgfm Kgfm Kgfm

1 KERJA Combination 204.36 897.21 10473.59 448.6 102.18 76.55 1SQ251300cm2 KERJA Combination 633.28 860.58 11434.89 430.29 316.64 85.8 1SQ251300cm3 KERJA Combination 529.74 1,272.05 11,776.24 636.03 264.87 10.47 1SQ251300cm4 KERJA Combination 594.3 681.91 10709.42 340.95 297.15 174.94 1SQ251300cm5 KERJA Combination 515.36 384.04 9922.17 192.02 257.68 99.15 1SQ251300cm6 KERJA Combination 2,303.88 162.05 96,692.49 81.02 1,151.94 18.38 6SQ251300cm7 KERJA Combination 6,298.66 3,954.36 79,207.21 1,977.18 3,149.33 522.83 5SQ251300cm8 KERJA Combination 1,293.42 227.44 66,527.99 113.72 646.71 17.14 5SQ251300cm9 KERJA Combination 976.28 2,197.51 232,766.81 1,098.76 488.14 91.40 15SQ251300cm

10 KERJA Combination 78.91 29.46 11,466.89 14.73 39.45 8.27 1SQ251300cm11 KERJA Combination 786.19 2,055.38 152,161.72 1,027.69 393.09 784.85 12SQ251300cm12 KERJA Combination 4606.76 250.38 40247.23 125.19 2303.38 205.91 3SQ251300cm13 KERJA Combination 1414.87 144.34 77713.36 72.17 707.44 15.32 5SQ251300cm14 KERJA Combination 754.99 71.53 164,639.67 35.76 377.50 85.71 12SQ251300cm15 KERJA Combination 97.9 0.74 3773.8 0.37 48.95 0.4 1SQ251300cm16 KERJA Combination 3259.06 247.72 120600.75 123.86 1629.53 48.33 9SQ251300cm17 KERJA Combination 515.18 38.68 58229.31 19.34 257.59 82.96 4SQ251300cm18 KERJA Combination 271.99 1090.94 53841.93 545.47 136 259.43 4SQ251300cm19 KERJA Combination 1,833.61 151.11 80,579.94 75.55 916.80 14.47 5SQ251300cm20 KERJA Combination 65.82 149.49 173,983.50 74.74 32.91 84.40 12SQ251300cm21 KERJA Combination 134.7 0.1 3925.79 0.05017 67.35 0.82 1SQ251300cm22 KERJA Combination 3353.57 1386.32 138779.64 693.16 1676.78 62.74 9SQ251300cm23 KERJA Combination 443.1 668.78 83493.78 334.39 221.55 12.18 5SQ251300cm24 KERJA Combination 1884.41 71.27 78401.53 35.63 942.21 12.84 5SQ251300cm25 KERJA Combination 364.73 22.26 166,717.60 11.13 182.36 76.37 12SQ251300cm26 KERJA Combination 33.27 0.13 6442.03 0.06423 16.64 0.2 1SQ251300cm27 KERJA Combination 385.43 905.04 170,130.95 452.52 192.72 78.15 12SQ251300cm28 KERJA Combination 2215.54 845.93 103718.62 422.96 1107.77 207.38 7SQ251300cm29 KERJA Combination 29.62 126.29 14248.71 63.15 14.81 14.38 1SQ251300cm30 KERJA Combination 2543.81 512.06 91785.72 256.03 1271.91 16.61 6SQ251300cm31 KERJA Combination 1,146.50 372.37 209,110.18 186.18 573.25 89.74 15SQ251300cm32 KERJA Combination 45.67 0.41 18032.85 0.2 22.83 0.24 1SQ251300cm33 KERJA Combination 2,443.95 394.89 173,510.34 197.44 1,221.97 194.41 12SQ251300cm34 KERJA Combination 1,706.16 180.17 102,273.75 90.09 853.08 110.95 7SQ251300cm35 KERJA Combination 197.25 123.57 10040.35 61.78 98.62 13.97 1SQ251300cm36 KERJA Combination 1842.16 1209.6 59437.08 604.8 921.08 10.17 4SQ251300cm37 KERJA Combination 1056.64 930.14 141142.77 465.07 528.32 78.99 9SQ251300cm38 KERJA Combination 104.08 0.14 17335.37 0.07139 52.04 1.4 1SQ251300cm39 KERJA Combination 3759.92 1077.63 123002.14 538.81 1879.96 73.5 9SQ251300cm40 KERJA Combination 172.06 1,311.48 61,085.45 655.74 86.03 18.52 4SQ251300cm

TABLE:JointReactionsdanjmlTiangPancangSQ25JumlahTP

SAP2000

SAP2000 v9.0.3 - File:STR PABSI H=5 .........REVISI..SLOOF - X-Y Plane @ Z=-0.5 - Kgf, m, C Units

12/20/11 10:35:00

HariText BoxDENAH TIANG PANCANG SQ 25X25 Cm PANJANG 13 Meter

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HariCallout1 SQ25X25 Cm - 13 Mtr

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BERDASARKAN SONDIR : S3Tiang Pancang

Bujur SangkarV = 18,033 kg Ukuran TP : Panjang = 13.00 meter

Mx = 20 kg cm b = h = 25 cmMy = 2,283 kg cm Smin = 0 cm

Smax = 0 cmS = 0 cm

1 St = 32.5 cm1

1 bh

x2 = 0 cm2 y2 = 0 cm2Xmax = 0 cm

2 Ymax = 0 cm2

V My Xmax Mx Ymaxn ny x2 nx y2

18,033 0 01 0 0

Pmax = 18,033 + 0 + 0Pmax = 18,033 kg Pmax ini harus lebih kecil dari daya dukung TP (Qtiang)Pmin = 18,033 kg

Perhitungan Tiang Pancang terhadap Kekuatan Tanah

Atiang x p O JHP3 5

13.00 m adalah p = 70.00 kg/cm213.00 m adalah JHP = 230.00 kg/cm'100 cm'625 cm

2

Qtiang = 14,583 kg + 4,600 kgQtiang = 19,183 kg

Dipakai Qtiang berdasarkan Grafik Sondir sebesar 19183.33 kg

Efisiensi Tiang dalam Kelompok Tiang Pancang

Jadi daya dukung satu Tiang dalam kelompok Tiang PancangQtiang = 19,183 kg > Pmax = 18,033 kg

Okey

Oke

jumlah hambatan pelekat kedalaman =

= 100%Efisiensi =

Keliling Tiang O =Atiang =

Beban yang di terima Tiang maksimal Qtiang adalah

Jenis Tiang Pancang :Beban yang bekerja :

Pmax =

Grafik SondirKemampuan Daya Dukung Tanah Ijin berdasarkan

Jadi jumlah Tiang Pancang per Kelompok =

Tiang Pancang Bujur Sangkar ukuran b = h = 25 - 1300 cm

Perhitungan Pembagian Tekanan Pada Kelompok

Data No : 13Pada Titik : 32

Jumlah baris TP (ny) =Jumlah kolom TP (nx)=

Qtiang =

harga konus pada kedalaman =

Pmax =

+

b = h = 25 - 1300 cmS = 0 cmSt = 32.5 cm

Pmax = 18.033 ton

Qtiang = 19.183 ton

Okey

BERDASARKAN SONDIR : S3


Mx = 12,519 kg cm b = h = 25 cmMy = 230,338 kg cm Smin = 62.5 cm

Smax = 75 cmS = 75 cm

3 St = 32.5 cm

40,247 230,338 12,5193 75 217

Beban yang diterima tiang maksimum adalahPmax = 13,416 + 3,071 + 58

Pmax = 16,545 kg Pmax ini harus lebih kecil dari daya dukung TP (Qtiang)


Atiang x p O JHP3 5

13.00 m adalah p = 70.00 kg/cm213.00 m adalah JHP = 230.00 kg/cm'100 cm'

625 cm2

Qtiang = 19,183 kg

90%

Qtiang = 17,265 kg > Pmax = 16,545 kgOkey

Atiang =

+Qtiang =harga konus pada kedalaman =


Jumlah TP =

Tiang Pancang Kelompok Tiang Pancang diambil


Keliling Tiang O =

Jenis Tiang Pancang :

Grafik Sondir

Pondasi Tiang Pancang Bujur Sangkar ukuran b = h = 25 - 1300 cm

Pmax =

Pada Titik : 12Perhitungan Pembagian Tekanan Pada Kelompok Tiang Pancang

Kemampuan Daya Dukung Tanah Ijin berdasarkan

Beban yang bekerja :

P max = 16.545 ton

Q tiang = 17.265 ton

Okey





2 St = 32.5 cm2

4 bh

x2 = 5,625 cm2 y2 = 5,625 cm2Xmax = 38 cm

2 Ymax = 38 cm2


61,085 322,613 2,459,0254 11,250 11,250



Atiang x p O JHP3 5


2





Okey

Oke


= 85%Efisiensi =




Pmax =







Qtiang =


Pmax =

+

b = h = 25 - 1300 cmS = 75 cmSt = 32.5 cm

Pmax = 15.519 ton

Qtiang = 16.306 ton

Okey

DIMENSI POER = 1.4 x 1.4 m dengan tebal 0.4 m

Data :25 cm Tebal Poer = 0.4 m

2 bh2 bh

15,519 kg0 75

Jml baris TP =Jml kolom TP =

Diameter Bore pile =

P =0.75 m

( P x S/2 ) x brs= ( 15519 x 0.75 / 2 ) x 2= 11639.25 kg m

13967.1 kg m

Momen pada titik Kolom =

Momen ult. pada titik Kolom =

s =

Dipakai Tulangan :B1 =A1 =B2 =A2 = D19 - 200 mm

D19 - 200 mmD19 - 200 mmD19 - 200 mm

HariRectangle

h = 400 mm f'c = 24.61 MPad = 310 mm fy = 400 MPab = 1,400 mm 1 = 0.85d' = 90 mm Tul. = 19 mm

N Tekan = 7 bh N Tarik = 7 bh

N Tekan N Tarik Mu (kg m)2 6 18,107.70 Tinggi dinding : 5 m'2 7 20,396.40 berat q : 1,250.00 kg/m'

qu 1,500.00 kg/m'3 6 18 525 20 L = 5 00 m

TABEL POER TULANGAN RANGKAP 1400 x 400 mm

Data Penampang POER Tulangan Ganda :

3 6 18,525.20 L = 5.00 m3 7 20,769.90 Mu = 4,687.50 kg m'

4 6 18,834.40 Qu = 3,750.00 kg4 7 21,048.80

Digunakan tulangan rangkap5 6 19,076.50 Tumpuan5 7 21,268.10 Tul Utama : 7/7 D16

Begel : 10 - 150 mm6 6 19,273.00 Lapangan6 7 21,446.60 Tul Utama : 7/7 D16

Begel : 10 - 200 mm7 7 21,595.40

HariRectangle





5 St = 32.5 cm

83,494 22,155 33,4395 150 260

Beban yang diterima tiang maksimum adalahPmax = 16,699 + 148 + 129



Atiang x p O JHP3 5


625 cm2

Qtiang = 19,183 kg

90%


Atiang =



Jumlah TP =



Keliling Tiang O =


Grafik Sondir


Pmax =




P max = 16.975 ton


Okey

DIMENSI POER 1.8 x 1.25 m dengan tebal 50 m


5 bhP = 16,975 kg

0 75

Square TP =Jml kolom TP =

s = 0.75 ma = 0.65 m

( 2 x P x a )= ( 2 x 16975 x 0.65 )= 22051.17 kg m


26461.404 kg m

Dipakai Tulangan :B1 =A1 =B2 =A2 =

D19 - 150 mmD19 - 150 mmD19 - 150 mmD19 - 150 mm


A2 D19 150 mm



N Tekan N Tarik Mu (kg m)2 7 26,362.30 Tinggi dinding : 5 m'2 8 29,543.80 berat q : 1,250.00 kg/m'

qu 1,500.00 kg/m'3 7 26 669 80 L = 5 00 m



3 7 26,669.80 L = 5.00 m3 8 29,808.20 Mu = 4,687.50 kg m'

4 7 26,898.30 Qu = 3,750.00 kg4 8 30,006.70

Digunakan tulangan rangkap5 7 27,077.00 Tumpuan5 8 30,162.90 Tul Utama : 8/8 D16

Begel : 10 - 150 mm6 7 27,221.80 Lapangan6 8 30,289.90 Tul Utama : 8/8 D16

Begel : 10 - 200 mm7 7 27,341.907 8 30,395.60

8 8 30,485.10





3 St = 32.5 cm2

6 bh

x2 = 8,438 cm2 y2 = 22,500 cm2Xmax = 38 cm

2 Ymax = 75 cm2


96,692 4,319,775 607,6506 25,313 45,000



Atiang x p O JHP3 5


2





Okey

Oke


= 85%Efisiensi =




Pmax =







Qtiang =


Pmax =

+

b = h = 25 - 1300 cmS = 75 cmSt = 32.5 cm

Pmax = 16.3 ton

Qtiang = 16.306 ton

Okey

DIMENSI POER = 2.15 x 1.4 m dengan tebal 50 m

Data :25 cm Tebal Poer = 50 m

2 bh3 bh

16,300 kg0 75



P =0.75 m

( P x S ) x brs= ( 16300 x 0.75 ) x 2= 24450 kg m

29340 kg m



s =


D19 - 150 mmD19 - 150 mmD19 - 20 mm



N Tekan N Tarik Mu (kg m)2 8 29,946.10 Tinggi dinding : 5 m'

berat q : 1,250.00 kg/m'3 8 30,275.70 qu 1,500.00 kg/m'

L = 5 00 m



L = 5.00 m4 8 30,524.00 Mu = 4,687.50 kg m'

5 8 30,720.40 Qu = 3,750.00 kg

6 8 30,880.70 Digunakan tulangan rangkapTumpuan

7 8 31,014.70 Tul Utama : 8/8 D16Begel : 10 - 150 mm

8 8 31,128.70 LapanganTul Utama : 8/8 D16

Begel : 10 - 200 mm





7 St = 32.5 cm

103,719 110,777 42,2967 820 260

Beban yang diterima tiang maksimum adalahPmax = 14,817 + 135 + 163



Atiang x p O JHP3 5


625 cm2

Qtiang = 19,183 kg

90%


Atiang =



Jumlah TP =



Keliling Tiang O =


Grafik Sondir


Pmax =




P max = 15.115 ton


Okey

DIMENSI POER 2 x 1.8 m dengan tebal 50 m


7 bhP = 15,115 kg

0 75

Square TP =Jml kolom TP =

s = 0.75 ma = 0.65 m

P x ( 2 x S/2 + S)= 15115 x ( 2 x 0.75 / 2 + 0.75 )= 22672.5 kg m


27207 kg m

Dipakai Tulangan :B1 =A1 =B2 =A2 =

D19 - 150 mmD19 - 150 mmD19 - 150 mmD19 - 150 mm


A2 D19 150 mm



N Tekan N Tarik Mu (kg m)2 10 37,341.30 Tinggi dinding : 5 m'

berat q : 1,250.00 kg/m'3 10 37,750.40 qu 1,500.00 kg/m'

L = 5 00 m



L = 5.00 m4 10 38,066.30 Mu = 4,687.50 kg m'

5 10 38,320.90 Qu = 3,750.00 kg

6 10 38,532.20 Digunakan tulangan rangkapTumpuan

7 10 38,711.30 Tul Utama : 10/10 D16Begel : 10 - 150 mm

8 10 38,865.60 LapanganTul Utama : 10/10 D16

9 10 39,000.30 Begel : 10 - 200 mm10 10 39,119.00





3 St = 32.5 cm3

9 bh

x2 = 33,750 cm2 y2 = 33,750 cm2Xmax = 75 cm

2 Ymax = 75 cm2


141,143 3,962,400 3,488,0259 101,250 101,250



Atiang x p O JHP3 5


2





Okey

Oke


= 85%Efisiensi =




Pmax =







Qtiang =


Pmax =

+

b = h = 25 - 1300 cmS = 75 cmSt = 32.5 cm

Pmax = 15.756 ton

Qtiang = 16.306 ton

Okey



3 bh3 bh

15,756 kg0 75



P =0.75 m

( P x S ) x brs= ( 15756 x 0.75 ) x 3= 35451 kg m

42541.2 kg m



s =


D19 - 150 mmD19 - 150 mmD19 - 150 mm



N Tekan N Tarik Mu (kg m)2 11 41,345.60 Tinggi dinding : 5 m'2 12 44,587.90 berat q : 1,250.00 kg/m'2 13 47,827.50 qu 1,500.00 kg/m'

L = 5 00 m



L = 5.00 m3 11 41,848.40 Mu = 4,687.50 kg m'3 12 45,047.103 13 48,244.20 Qu = 3,750.00 kg

4 11 42,241.00 Digunakan tulangan rangkap4 12 45,408.50 Tumpuan4 13 48,574.70 Tul Utama : 13/7 D16

Begel : 10 - 150 mm5 11 42,560.50 Lapangan5 12 45,704.00 Tul Utama : 7/13 D165 13 48,846.40 Begel : 10 - 200 mm6 11 42,828.006 12 45,952.106 13 49,075.30

7 11 43,056.407 12 46,164.607 13 49,271.80





4 St = 32.5 cm3

12 bh

x2 = 45,000 cm2 y2 = 84,375 cm2Xmax = 75 cm

2 Ymax = 113 cm2


173,984 246,825 840,82512 180,000 253,125



Atiang x p O JHP3 5


2





Okey

Oke


= 85%Efisiensi =




Pmax =







Qtiang =


Pmax =

+

b = h = 25 - 1300 cmS = 75 cmSt = 32.5 cm

Pmax = 14.503 ton

Qtiang = 16.306 ton

Okey



3 bh4 bh

14,503 kg0 75



P =0.75 m

P x [ ( S x 3/2 ) + ( S / 2 ) ] x brs= 14503 x [ (0.75 x 3/2 ) + 0.75 / 2 ) ] x 3= 65263.5 kg m

78316.2 kg m



s =


D19 - 100 mmD19 - 100 mmD19 - 150 mm



N Tekan N Tarik Mu (kg m)

5 14 64,694.205 15 68,739.905 16 72 782 30



5 16 72,782.305 17 76,820.505 18 80,853.80

6 14 64,904.106 15 68,931.006 16 72,955.106 17 76,975.506 18 80,991.70

7 14 65,084.707 15 69,096.007 16 73,104.707 17 77,110.207 18 81,111.90

8 14 65,242.308 15 69,240.308 16 73,235.908 17 77,228.608 18 81,217.80

9 14 65,381.309 15 69,367.809 16 73,352.009 17 77,333.509 18 81,311.90





5 St = 32.5 cm3

15 bh

x2 = 56,250 cm2 y2 = 168,750 cm2Xmax = 75 cm

2 Ymax = 150 cm2


232,767 3,661,050 16,481,40015 281,250 506,250



Atiang x p O JHP3 5


2





Okey

Oke


= 85%Efisiensi =




Pmax =







Qtiang =


Pmax =

+

b = h = 25 - 1300 cmS = 75 cmSt = 32.5 cm

Pmax = 15.563 ton

Qtiang = 16.306 ton

Okey



3 bh5 bh

15,563 kg0 75



P =0.75 m

P x ( 2 x S + S ) x brs= 15563 x ( 2 x 0.75 + 0.75 ) x 3= 105050.25 kg m

126060.3 kg m



s =


D25 - 150 mmD25 - 150 mmD19 - 150 mm



N Tekan N Tarik Mu (kg m)

5 10 94,259.905 11 102,720.905 12 111 168 90



5 12 111,168.905 13 119,601.205 14 128,015.00

6 10 94,417.106 11 102,850.106 12 111,271.806 13 119,679.906 14 128,072.00

7 10 94,548.907 11 102,958.807 12 111,358.807 13 119,746.907 14 128,120.80

gordinglantai pabsiPERHITUNGAN STR UTM pabsiSUMARI DATA BAJASTR PABSI SAP.pdf3d3d1frame matiframe hidupgxgyplat matiplat hidupplat hidup lt 2plat hidup lt 3sloofdenah balok el. 2.5denah balok el. 3.3denah balok el. 5denah balok el. 7.5denah balok el. 10denah balok el. 14.5atapkolom lt 1kolom lt 2kolom lt 3portal y = -5.825portal y = -2portal y = 0portal y = 5portal y = 10portal y = 15portal y = 19.1portal y = 24

TANGGA.pdfgordinglantaivolume beban gempaBeban Gempa pabsistr utm sap.pdf3d3d1frame matiframe hidupplat matiplat hidupgxgybalok elev 2.5balok elev 3.3balok elev 5balok elev 7balok elev 10balok elev 14.5balok elev 15.3atapportal as -5.825portal as -2portal as 0portal as 2.5portal as 5portal as 10portal as 15portal as 19.1portal as 24

tangga sap.pdfpropertybeban matirdrhmu.pdftul

tangga sap.pdfpropertybeban matirdrhmu.pdftul

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Beban Gempa pabsi.pdfDATASTATIKBEBAN_STATIK

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5. Laporan Perhitungan Struktur

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