Analisis dan Desain Balok Transfer Beton Prategang Pada Bangunan 9 Lantai Tahan Gempa.
vii
ANALISIS DAN DESAIN BALOK TRANSFER BETON PRATEGANG
PADA BANGUNAN 9 LANTAI TAHAN GEMPA
Dani Firmansyah
NRP : 0321034
Pembimbing : Ir. Winarni Hadipratomo.
FAKULTAS TEKNIK JURUSAN TEKNIK SIPIL
UNIVERSITAS KRISTEN MARANATHA
BANDUNG
ABSTRAK
Perkembangan pesat teknologi dan ilmu pengetahuan dalam bidang teknik
sipil, membuat manusia dapat mewujudkan bangunan dari berbagai macam bahan.
Analisis dan desain struktur sekarang dipermudah dengan bantuan perangkat
lunak bidang struktur. Desain struktur dapat dengan mudah disesuaikan dengan
kebutuhan dan fungsi bangunan. Kadang-kadang diperlukan ruang bebas tanpa
kolom yang lebih besar dibagian bawah bangunan, sehingga diperlukan balok
transfer dari beton prategang, karena terdapat momen lentur dan gaya lintang yang
besar akibat dari bentang dan ukuran balok yang lebih besar.
Balok transfer adalah balok yang menerima beban dari kolom di atasnya
karena kolom berhenti di atas balok tersebut. Pada dasarnya balok transfer
memiliki tugas yang sama dengan balok yang lainnya, yakni menerima beban
kerja yang berasal dari pelat. Akan tetapi, kolom terhenti pada balok, maka balok
juga menerima beban yang berasal dari kolom tersebut, sehingga balok transfer
menerima beban dari pelat dan kolom di atasnya. Hal ini mengakibatkan balok
transfer memiliki besaran momen lentur dan gaya geser yang besar dibandingkan
momen lentur dan gaya geser yang dimiliki balok lainnya sehingga digunakan
beton prategang.
Program yang digunakan untuk mendapatkan jumlah tendon dari beton
prategang menggunakan program ADAPT-PT, sedangkan untuk pengecekan
gempa menggunakan program ETABS versi 8.46.
(2)
ANALYSIS AND DESIGN OF EARTHQUAKE RESISTANCE
PRESSTRESSED CONCRETE TRANSFER BEAM ON 9 STORIES
BUILDING
Dani Firmansyah
NRP : 0321034
Advisor : Ir. Winarni Hadipratomo.
UNIVERSITAS KRISTEN MARANATHA
DEPARTMENT OF CIVIL ENGINERING
BANDUNG
ABSTRACT
The rapid development of technology and knowledge in civil engineering,
gives people the opportunity to choose many kind of building material. Recently
structural analysis and design is simplified by the aid of structural design
software. We can easily adjust the structural design to the need and function of
the building. Sometimes we need a larger space without columns underneath the
building, so that presstressed concrete transfer beam is a demand, for larger span
and beam size result in larger flexible moment and shear forces.
The transfer beam is a beam receiving a lad from the column over its
because the column stopped over the lock. Basicly the transfer beam has a duty
equal to other beam, receiving a work load originating from the plate. However,
the column stopped at the beam, then the beam also receives originating from the
column such that the transfer beam receives a load from the plate and the column
over its. This leads to the transfer beam has a magnitude of flexible moment and
shear force that are lager than the flexible moment and shear force owned by other
beam such that it is used a prestressed concrete.
The program used to get the number of tendons from the prestressed
concrete uses software ADAPT-PT, while for the earthquake checking use
software ETABS version 8.46.
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ix
DAFTAR ISI
Halaman Judul
Surat Keterangan Tugas Akhir
i
Surat Keterangan Selesai Tugas Akhir
ii
Lembar pengesahan
iii
Pernyataan Orisinalitas Laporan Tugas Akhir
iv
Abstrak
vi
Prakata
vii
Daftar Isi
ix
Daftar Gambar
xi
Daftar Tabel
xiii
Daftar Notasi
xiv
Daftar Lampiran
xv
BAB I PENDAHULUAN
1
1.1 Latar Belakang Masalah
1
1.2 Maksud dan Tujuan Penulisan
1
1.3 Ruang Lingkup Permasalahan
1
1.4 Sistematika Pembahasan
2
BAB II TINJAUAN PUSTAKA
3
2.1 Sistem Struktur Gedung
3
2.2 Beton Prategang
3
2.2.1 Cara Penegangan
3
2.2.2 Sistem Tendon
4
2.3 Balok Transfer
4
2.4 Pembebanan
5
2.5 Struktur Bangunan Tahan Gempa
6
2.5.1 Gempa Rencana dan Struktur Gedung
6
2.5.2 Faktor Reduksi Gempa
7
2.5.3 Wilayah Gempa
9
2.5.4 Analisis Respons Spektra
10
2.5.5 Syarat Kinerja Struktur Gedung
11
2.6 Analisis Gaya-Gaya Menggunakan Program ETABS
12
2.7 Desain Balok Transfer
12
BAB III STUDI KASUS DAN PEMBAHASAN
13
3.1 Data Struktur
13
3.2 Data Komponen Model Struktur
15
3.3 Data Material
15
3.4 Data Pembebanan
16
3.5 Pemodelan Struktur Pada Program ETABS
17
3.5.1 Analisis Modal
32
3.5.2 Partisipasi massa
32
3.5.3 Perhitungan Eksentrisitas Rencana
35
3.5.4 Kontrol Batas Drift
36
3.5.5 Batas Ultimit
37
3.6 Hasil Desain Pada Program ETABS
38
3.6.1 Diagram Momen Pada Balok As 3
39
(4)
3.6.2 Diagram Gaya Geser Pada Balok As 3
43
3.7 Analisis dan Desain Balok Transfer
47
3.8 Pembahasan
64
3.8.1 Hasil Analisis Balok Transfer dengan menggunakan
ETABS
64
3.8.2 Hasil Analisis dan Desain Balok Transfer Dengan Program
ADAPT-PT
65
BAB IV KESIMPULAN DAN SARAN
71
4.1 Kesimpulan
71
4.2 Saran
71
Daftar Pustaka
72
(5)
xi
DAFTAR GAMBAR
Gambar 3.1 Denah Story 1 Pada ETABS
13
Gambar 3.2 Denah Story 2 Pada ETABS
14
Gambar 3.3 Struktur Bangunan 3 Dimensi
14
Gambar 3.4 Input Data Struktur
17
Gambar 3.5 Edit Grid Data
18
Gambar 3.6 Input Data Material
18
Gambar 3.7 Input Dimensi Balok Induk 300x600 mm
19
Gambar 3.8 Reinforcement Data Untuk Balok Induk
19
Gambar 3.9 Input Persentase Efektifitas Penampang
20
Gambar 3.10 Input Dimensi Balok Transfer 600x1200 mm
20
Gambar 3.11 Reinforcement Data Untuk Balok Transfer
21
Gambar 3.12 Input Dimensi Kolom 600x600 mm
21
Gambar 3.13 Reinforcement Data Kolom
22
Gambar 3.14 Input Data Pelat
22
Gambar 3.15 Input Response Spectrum Function
23
Gambar 3.16 Response Spectrum Case 1
23
Gambar 3.17 Response Spectrum Case 2
24
Gambar 3.18 Input Mass Source
24
Gambar 3.19 Input Special Seismic Load Effect
25
Gambar 3.20 Kriteria Desain
25
Gambar 3.21 Input Perletakan
26
Gambar 3.22 Rigid Diaphragm
26
Gambar 3.23 Response Spectrum Base Reaction
27
Gambar 3.24 Modal Participacing Mass Ratios
28
Gambar 3.25 Assembled Point Masses
28
Gambar 3.26 Response Spectrum Case 1
30
Gambar 3.27 Response Spectrum Case 2
30
Gambar 3.28 Response Spectrum Base Reaction
31
Gambar 3.29 Load Combination Data
33
Gambar 3.30 Load Combination Data
33
Gambar 3.31 Load Combination Data
34
Gambar 3.32 Load Combination Data
34
Gambar 3.33 Response Spectrum Case Data
35
Gambar 3.34 Bidang Momen Balok As 3 Kombinasi 1
39
Gambar 3.35 Bidang Momen Balok As 3 Kombinasi 2
40
Gambar 3.36 Bidang Momen Balok As 3 Kombinasi 3
41
Gambar 3.37 Bidang Momen Balok As 3 Kombinasi 4
42
Gambar 3.38 Bidang Gaya Geser Balok As 3 Kombinasi 1
43
Gambar 3.39 Bidang Gaya Geser Balok As 3 Kombinasi 2
44
Gambar 3.40 Bidang Gaya Geser Balok As 3 Kombinasi 3
45
Gambar 3.41 Bidang Gaya Geser Balok As 3 Kombinasi 4
46
Gambar 3.42 Kotak Dialog untuk Pengisian General Setting
47
Gambar 3.43 Kotak Dialog untuk Pengisian Design Setting
48
Gambar 3.44 Kotak Dialog untuk Pengisian Span Geometry
48
Gambar 3.45 Kotak Dialog untuk Pengisian Lebar Efektif Flens
49
(6)
Gambar 3.46 Kotak Dialog untuk Pengisian Support-Geometry
50
Gambar 3.47 Kotak Dialog untuk Pengisian Support-Boundary Condition
50
Gambar 3.48 Kotak Dialog untuk Pengisian Pembebanan
51
Gambar 3.49 Kotak Dialog untuk Pengisian Material Beton
52
Gambar 3.50 Kotak Dialog Untuk Pengisian Material Tulangan
53
Gambar 3.51 Kotak Dialog Untuk Pengisian Material Paska-Tarik
53
Gambar 3.52 Kotak Dialog Untuk Pengisian Kriteria Tegangan Yang
Diizinkan
54
Gambar 3.53 Kotak Dialog Untuk Pengisian Kriteria Nilai Paska-Tarik yang
Direkomendasikan
55
Gambar 3.54 Kotak Dialog Untuk Pengisian Kriteria Opsi Perhitungan
56
Gambar 3.55 Kotak Dialog Untuk Pengisian Kriteria Profil Tendon
56
Gambar 3.56 Kotak Dialog Untuk Pengisian Tebal Minimum Selimut Beton
57
Gambar 3.57 Kotak Dialog Untuk Pengisian Kriteria Panjang Lewatan
Minimum
58
Gambar 3.58 Kotak Dialog Untuk Pengisian Kombinasi Pembebanan
59
Gambar 3.59 Kotak Dialog Untuk Pengisian Menetapkan Kriteria Kode
Desain
59
Gambar 3.60 Mengubah Posisi Tendon
60
Gambar 3.61 Memilih Tendon Selection
60
Gambar 3.62 Memilih Tipe Tendon
61
Gambar 3.63 Mengecek Hasil Recycle
61
Gambar 3.64 Diagram cgs
63
Gambar 3.65 Diagram Tendon Height
64
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xiii
DAFTAR TABEL
Tabel 2.1 Ketentuan Beban Hidup
5
Tabel 2.2 Faktor Keutamaan I Untuk Berbagai Kategori Gedung dan
Bangunan
7
Tabel 2.3 Faktor daktilitas maksimum, faktor reduksi maksimum, faktor
tahanan lebih struktur dan faktor tahanan lebih total beberapa
jenis sistem dan subsistem struktur
8
Tabel 2.4 Percepatan puncak batuan dasar dan pecepatan puncak muka
tanah untuk masing-masing Wilayah Gempa Indonesia
9
Tabel 2.5 Spectrum Respon Gempa Rencana
9
Tabel 3.1 Analisis Modal Struktur
32
Tabel 3.2 Respon Total Partisipasi Massa
32
Tabel 3.3 Eksentrisitas Rencana
36
Tabel 3.4 Eksentrisitas Rencana
36
Tabel 3.5 Kondisi Batas Layan
37
Tabel 3.6 Kondisi Batas Ultimit
38
Tabel 3.7 Momen Lentur dan Gaya Geser pada balok transfer As 3 Lt 1
47
(8)
DAFTAR NOTASI
A
ps= Luas Penampang Tendon, mm
2b
= Lebar Balok
C
= Faktor Respons Gempa
D
= Dead Load
d
p= Jarak dari Serat Tepi Kepusat Tendon, mm
d
= Jarak dari Serat Tepi Kepusat Tulangan Tarik, mm
E
= Beban Gempa
E
c= Modulus Elastisitas Beton, MPa
E
s= Modulus Elastisitas Baja, MPa
E
ps= Modulus Elastisitas Baja Prategang, MPa
f
= Faktor Skala
f
c’= Kuat Tekan Beton yang diisyaratkan, MPa
f
ps= Penentuan Tegangan Runtuh Nominal Baja Prategang
f
pu= Tegangan Putus Prategang, MPa
f
y= Tegangan Leleh, MPa
f
ys= Tegangan Leleh Sengkang, MPa
g
= Gaya Gravitasi
h
= Tinggi Bangunan, mm
I
= Faktor Keutamaan Gedung
L
= Panjang Bentang, m
L
= Live Load
M
n= Momen Nominal
n
ps= Jumlah Tendon
R
= Faktor Reduksi Gempa
T
= Waktu Getar Alami Struktur Gedung
V
d= Gaya Geser Dinamik
V
s= Gaya Geser Dasar Desain
W
t= Berat Total Gedung
= Sumbu Utama Gedung
c= Berat Jenis Beton
p= Koefisien
(9)
xv
DAFTAR LAMPIRAN
Lampiran 1 Gambar Denah dan Potongan
74
(10)
LAMPIRAN 1
(11)
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a
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K
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M
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74
D
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1
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Denah Lantai Tipikal Lantai 2,3,4,5,6,7,8,9
U
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K
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M
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Universitas Kristen Maranatha
77
Potongan memanjang As 3
(14)
(15)
Universitas Kristen Maranatha
79
LAMPIRAN 2
(16)
---
| ADAPT CORPORATION |
| STRUCTURAL CONCRETE SOFTWARE SYSTEM |
| 1733 Woodside Road, Suite 220, Redwood City, California 94061 | ---
| ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN | | Version 7.00 AMERICAN (ACI 318-02/IBC-03) |
| ADAPT CORPORATION - Structural Concrete Software System |
| 1733 Woodside Road, Suite 220, Redwood City, California 94061 | | Phone: (650)306-2400, Fax: (650)364-4678 |
| Email: Support@AdaptSoft.com, Web site: http://www.AdaptSoft.com |
---
DATE AND TIME OF PROGRAM EXECUTION: Aug 1,2009 At Time: :59 PROJECT FILE: adapt pt
P R O J E C T T I T L E: balok Transfer
prategang
1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S ================================================================== ============
CONCRETE:
STRENGTH at 28 days, for BEAMS/SLABS ... 40.00 N/mm^2 for COLUMNS ... 40.00 N/mm^2
MODULUS OF ELASTICITY for BEAMS/SLABS ... 29725.00 N/mm^2 for COLUMNS ... 29725.00 N/mm^2
CREEP factor for deflections for BEAMS/SLABS ... 2.00 CONCRETE WEIGHT ... NORMAL
SELF WEIGHT ... 2400.00 Kg/m^3 TENSION STRESS limits (multiple of (f'c)1/2)
At Top ... 1.200 At Bottom ... 1.200 COMPRESSION STRESS limits (multiple of (f'c))
At all locations ... .450 REINFORCEMENT:
YIELD Strength ... 400.00 N/mm^2 Minimum Cover at TOP ... 45.00 mm Minimum Cover at BOTTOM ... 45.00 mm POST-TENSIONING:
SYSTEM ... BONDED
Ultimate strength of strand ... 1860.00 N/mm^2 Average effective stress in strand (final) ... 1200.00 N/mm^2 Strand area... 98.700 mm^2 Min CGS of tendon from TOP... 120.00 mm Min CGS of tendon from BOTTOM for INTERIOR spans.. 120.00 mm Min CGS of tendon from BOTTOM for EXTERIOR spans.. 120.00 mm Min average precompression ... .85 N/mm^2
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Universitas Kristen Maranatha
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Page 2 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
Max spacing between strands (factor of slab depth) 8.00
Tendon profile type and support widths... (see section 9) ANALYSIS OPTIONS USED:
Structural system ... BEAM
Moment of Inertia over support is ... NOT INCREASED Moments REDUCED to face of support ... YES
Effective flange width consideration ... YES Effective flange width implementation method ... ACI-318 2 - I N P U T G E O M E T R Y
================================================================== ============
2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS
---
S F| | | TOP |BOTTOM/MIDDLE| |
P O| | | FLANGE | FLANGE | REF | MULTIPLIER
A R| LENGTH| WIDTH DEPTH| width thick.| width thick.|HEIGHT| left right
N M| m | mm mm | mm mm | mm mm | mm |
-1---3----4---5---6---7---8---9---10----11---12----13-
1 1 25.00 600 1200 1200 .50 .50
---
LEGEND:
1 - SPAN 3 - FORM
C = Cantilever 1 = Rectangular section 2 = T or Inverted L section
3 = I section
4 = Extended T or L section 7 = Joist
8 = Waffle
11 - Top surface to reference line
2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A
SUPPORT <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC*
JOINT mm m mm mm m mm mm
--1---2---3---4---5---6---7---8---9----10---
1 600 4.00 600 600 (1) 3.60 600 600 (1) 2 600 4.00 600 600 (1) 3.60 600 600 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC)
Fixed at both ends ...(STANDARD) ... = 1 Hinged at near end, fixed at far end ... = 2 Fixed at near end, hinged at far end ... = 3 Fixed at near end, roller with rotational fixity at far end .. = 4
(18)
Page 3 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
3 - I N P U T A P P L I E D L O A D I N G
================================================================== ============
<---CLASS---> <---TYPE---> D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM
L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD
SW= SELF WEIGHT Computed from geometry input and treated as dead loading
Unit selfweight W = 2400.0 Kg/m^3
Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE kN/m^2 ( m m ) (kN-m or kN...m ) kN/m
-1---2---3---4---5---6---7---8---9---
1 L C -418.19 5.00 1 L C 166.96 10.00 1 L C 141.62 15.00 1 L C 116.28 20.00 1 L M 846.17 5.00 1 L M 570.83 10.00 1 L M 670.95 15.00 1 L M 926.95 20.00 1 SW U .00 25.00 16.952
3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING
================================================================== ============
UNIFORM
(kN/m^2), ( CON. or PART. ) ( M O M E N T )
SPAN CLASS TYPE LINE(kN/m) ( kN@m or m-m ) ( kN-m @ m )
-1---2---3---4---5---6---7---8---
1 L C -418.19 5.00 1 L C 166.96 10.00 1 L C 141.62 15.00 1 L C 116.28 20.00 1 L M 846.17 5.00 1 L M 570.83 10.00 1 L M 670.95 15.00 1 L M 926.95 20.00
NOTE: SELFWEIGHT INCLUSION REQUIRED
4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S
================================================================== ============
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Universitas Kristen Maranatha
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Page 4 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
4.1 For Uniform Spans and Cantilevers only
< Tributary Width > <---- Effective Width --->
SPAN AREA Yb Yt b_eff I Yb Yt mm^2 mm mm mm mm^4 mm mm
--1---2---3---4---5---6---7---8---
1 720000.00 600.00 600.00 .00 .8640E+11 600.00 600.00 Note:
--- = Span/Cantilever is Nonuniform, see block 4.2
5 - D E A D L O A D M O M E N T S, S H E A R S & R E A C T I O N S ================================================================== ============
< 5.1 S P A N M O M E N T S (kNm) > < 5.2 SPAN SHEARS (kN) > SPAN M(l)* Midspan M(r)* SH(l) SH(r)
--1---2---3---4---5---6---
1 -677.11 647.28 -677.03 -211.90 211.89 Note:
* = Centerline moments
JOINT < 5.3 REACTIONS (kN) > <- 5.4 COLUMN MOMENTS (kNm) ->
--1---2---Lower ---Upper columns---
1 211.90 -320.73 -356.36 2 211.89 320.69 356.32
6 - L I V E L O A D M O M E N T S, S H E A R S & R E A C T I O N S ================================================================== ============
< 6.1 L I V E L O A D SPAN MOMENTS (kNm) and SHEAR FORCES (kN) -->
<--- left* ---> <--- midspan ---> <---- right* ---> <--SHEAR FORCE-->
SPAN max min max min max min left right
-1---2---3---4---5---6---7---8---9--
1 -21.83 -21.83 601.80 601.80 -531.71 -531.71 54.27 60.94 Note:
* = Centerline moments
<- 6.2 REACTIONS (kN) -> <-- 6.3 COLUMN MOMENTS (kNm) --->
<--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min
--1---2---3---4---5---6---7----
1 .00 -54.27 .00 -10.34 .00 -11.49 2 60.94 .00 251.86 .00 279.84 .00
(20)
Page 5 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases
7 - M O M E N T S REDUCED TO FACE-OF-SUPPORT
================================================================== ============
7.1 R E D U C E D DEAD LOAD MOMENTS (kNm) SPAN <- left* -> <- midspan -> <- right* ->
--1---2---3---4---
1 -614.30 647.30 -614.20 Note:
* = face-of-support
7.2 R E D U C E D LIVE LOAD MOMENTS (kNm)
<--- left* ---> <---- midspan ----> <--- right* ---> SPAN max min max min max min
-1---2---3---4---5---6---7---
1 -38.12 -38.12 601.80 601.80 -513.40 -513.40 Note:
* = face-of-support
8 - SUM OF DEAD AND LIVE MOMENTS (kNm)
================================================================== ============
Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL )
<--- left* ---> <---- midspan ----> <--- right* ---> SPAN max min max min max min
-1---2---3---4---5---6---7---
1 -652.42 -652.42 1249.10 1249.10 -1127.60 -1127.60 Note:
* = face-of-support
9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES
================================================================== ============
9.1 PROFILE TYPES AND PARAMETERS LEGEND:
For Span:
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Universitas Kristen Maranatha
85
Page 6 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
2 = simple parabola with straight portion over support 3 = harped tendon
For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon
9.2 T E N D O N P R O F I L E TYPE X1/L X2/L X3/L A/L
---1---2---3---4---5--- 1 1 .100 .500 .100 .000
9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE
================================================================== ============
Tendon editing mode selected: TENDON SELECTION
<--- SELECTED VALUES ---> <--- CALCULATED VALUES ---> FORCE <- DISTANCE OF CGS (mm) -> P/A Wbal Wbal
SPAN (kN/-) Left Center Right (N/mm^2) (kN/-) (%DL)
--1---2---3---4---5---6---7---8--
1 1383.017 600.00 120.00 600.00 1.92 8.497 50
Approximate weight of strand ... 221.6 Kg 9.35 - TENDON SELECTION DATA:
TYPE SEL. FORCE <--- TENDON EXTENTS --->
(kN) <1>
--1----2---3---|---|---|---|---|---|---|---|---|---|---|
B 5 123.02 <=====> C 6 123.02 <=====>
9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kN )
<- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT
--1---2---3---4---5---6---7----
1 .00 340.33 78.84 612.00 612.00 612.00 Note:
* = face-of-support
9.6 S E R V I C E S T R E S S E S (N/mm^2) (tension shown positive)
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Page 7 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM
-1---2---3---4---5---6---7----
1 .67 -4.18 -8.11 4.27 3.97 -7.48 Note:
* = face-of-support
9.7 POST-TENSIONING B A L A N C E D M O M E N T S, SHEARS & REACTIONS
<-- S P A N M O M E N T S (kNm ) --> <-- SPAN SHEARS (kN) --> SPAN left* midspan right* SH(l) SH(r)
--1---2---3---4---5---6---
1 303.70 -358.20 303.70 .00 .00 Note:
* = face-of-support
<--REACTIONS (kN)--> <-- COLUMN MOMENTS (kNm ) -->
-joint---2---Lower columns---Upper columns---
1 -.001 144.800 160.900 2 .001 -144.800 -160.900
10 - F A C T O R E D M O M E N T S & R E A C T I O N S
================================================================== ============
Calculated as ( 1.20D + 1.00L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (kNm)
<--- left* ---> <---- midspan ----> <--- right* ---> SPAN max min max min max min
-1---2---3---4---5---6---7---
1 -469.58 -469.58 1684.24 1684.24 -944.74 -944.74 Note:
* = face-of-support
10.2 SECONDARY MOMENTS (kNm)
SPAN <-- left* --> <- midspan -> <-- right* -->
-1---2---3---4--- 1 305.70 305.70 305.70
Note:
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10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (kNm) (kN) <-- LOWER column --> <-- UPPER column -->
JOINT max min max min max min
-1---2---3---4---5---6---7---
1 254.28 200.01 -240.04 -250.38 -266.78 -278.27 2 315.22 254.28 491.94 240.04 546.46 266.66 11 - M I L D S T E E L
================================================================== ============
SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM
- Minimum steel ... 0.004A - Moment capacity > factored (design) moment
Support cut-off length for minimum steel(length/span) ... .17 Span cut-off length for minimum steel(length/span) ... .33 Top bar extension beyond where required ... 300.00 mm Bottom bar extension beyond where required ... 300.00 mm REINFORCEMENT based on NO REDISTRIBUTION of factored moments
---
11.1 TOTAL WEIGHT OF REBAR = 123.8 Kg AVERAGE = 8.3 Kg/m^2 TOTAL AREA COVERED = 15.00 m^2
11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M
As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA
SPAN (mm^2) D+.25L-> (mm^2) <---ULT---MIN--D+.25L->
--1---2---3---4---5---6---7---8---9----
1 454 ( 454 0 0) 993 ( 993 0 0) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M
As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA
JOINT (mm^2) D+.25L-> (mm^2) <---ULT---MIN--D+.25L->
--1---2---3---4---5---6---7---8---9----
1 0 ( 0 0 0) 0 ( 0 0 0) 2 69 ( 69 0 0) 0 ( 0 0 0)
11.2.2 & 11.3.2 LISTING OF THE ENTIRE PROVIDED REBAR --- SPAN ID LOCATION NUM BAR LENGTH [mm] AREA [mm^2]
--1----2---3---4----5---6---7--- 1 1 T 1 # 25 x 20600 510
1 2 B 1 # 25 x 10600 510 1 3 B 1 # 25 x 600 510
--- Notes:
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Bar location - T = Top, B = Bottom. NUM - Number of bars.
Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars.
11.5.1 ARRANGEMENT OF TOP BARS
---|--- TOP STEEL ---| SPAN | ID LOCATION | NUM BAR LENGTH [mm]|
--1----|--2---3---|---4----5---6---| 1 | 1 RIGHT | 1 # 25 x 20600 |
---|---|---| 11.5.2 ARRANGEMENT OF BOTTOM BARS
---|--- BOTTOM STEEL ---| SPAN | ID LOCATION | NUM BAR LENGTH [mm]|
--1----|--2---3---|---4----5---6---| 1 | 2 CENTER | 1 # 25 x 10600 |
1 | 3 CENTER | 1 # 25 x 600 |
---|---|---|
12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS ================================================================== ============
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13 - MAXIMUM S P A N D E F L E C T I O N S
================================================================== ============
Concrete`s modulus of elasticity ... Ec = 29725 N/mm^2 Creep factor ... K = 2.00
Ieffective/Igross...(due to cracking)... K = 1.00
Where stresses exceed 0.5(fc`)^1/2 cracking of section is allowed for.
Values in parentheses are (span/max deflection) ratios
<...DEFLECTION ARE ALL IN mm , DOWNWARD POSITIVE...> SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP
-1---2---3---4---5---6---
1 12.9 6.2 18.6( 1340) 9.5( 2628) 28.2( 887) NOTE: Tensile stresses calculated exceeded the
limit for which a bilinear elastic modulus for reduction of gross moment of inertia due to cracking is valid. Hence, no reduction in moment of inertia is implemented
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14 - I N I T I A L CONDITION STRESS CHECK & REINFORCEMENT REQUIREMENTS
================================================================== ============
14.1 Parameters specified as input for initial stress checks: Tensile stresses divided by (f`c)^1/2
Concrete f`c (initial/final) .75 Top fiber ... .50 PT force (initial/final) ... 1.15 Bottom fiber ... .50 Dead loading (initial/final) 1.00
Live loading (initial/final) 1.00 Compression as ratio of f`c .... .60
Note: Reinforcement reported in this data block is in addition to that reported in data block 11 for
minimum strength reinforcement required by code.
14.2.1 SELECTION OF REBAR G R O U P 1 (REFER TO 14.2.3 FOR POSITION)
<--- TOP STEEL ---> <--- BOTTOM STEEL ---> SPAN (mm^2) <-- SELECTION --> (mm^2) <-- SELECTION -->
--1---2---3---4---5---6---7---8---9---
1 2739 6 #25 x 3100 mm 3672 8 #25 x10600 mm
14.2.2 SELECTION OF REBAR G R O U P 2 (REFER TO 14.2.3 FOR POSITION)
<--- TOP STEEL ---> <--- BOTTOM STEEL ---> JOINT (mm^2) <-- SELECTION --> (mm^2) <-- SELECTION -->
--1---2---3---4---5---6---7---8---9---
1 0 0
2 2271 5 #25 x 1850 mm 0 14.3 Compressive stresses
COMPRESSIVE stresses are within allowable limit ( .60 * f`ci ) MAXIMUM stress... = .38 * f`ci (f`ci = initial concrete strength)
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15 - REINFORCEMENT DUE TO MOMENTS FROM LATERAL FORCES
================================================================== ============
o Lateral moments are considered with positive and reversed directions
o Percentage of post-tensioning considered in resisting lateral moments= 25 %
o Factored moments calculated are the larger from the followings equations
i ) Mu = (1.20Md + 1.60Ml + 1.00Msec + 1.00Mlat) ii ) Mu = ( .90Md + .00Ml + 1.00Msec + 1.00Mlat) Where, Md = dead load moments;
Ml = live load moments;
Msec = secondary moments; and Mlat = lateral moments.
15.1 INPUTTED LATERAL MOMENTS AND THE RESULTING COMBINED MOMENTS kNm
<- I N P U T -> <-- CALCULATED FACTORED SPAN MOMENTS Mu --->
LATERAL MOMENTS LEFT MID-SPAN RIGHT
span left right neg---pos neg---pos neg---pos
-1---2---3---4---5---6---7---8---9--
1 .00 .00 -492.45 .00 .00 2045.32 -1252.78 .00
Note: Moments listed under 4,5,8,9 are reduced to face-of-support, if applicable.
For distribution of moments see file LATBM.DAT
15.2 COLUMN MOMENTS AND MOMENTS TO BE TRANSFERRED AT SUPPORT MAX COLUMN MU
JNT neg---pos
-1---2---3---4---5---6---7---8---9--
1 -492.45 .00 2 .00 1252.78
15.3 LEGENDS AND NOTES FOR MILD STEEL
Columns 2 and the like in following block list total rebar due to lateral forces. These are not in addition to other considerations reported in preceding blocks.
For details of rebar reinforcement refer to file LATSTL.DAT 15.4 SELECTION OF REBAR A T M I D - S P A N
<--- T O P S T E E L ----> <--- B O T T O M S T E E L ---> SPAN (mm^2) Ult SELECTION (mm^2) Ult SELECTION
-1----2---3----4---5---6---7---8---9---
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15.5 SELECTION OF REBAR AT S U P P O R T S
<--- T O P S T E E L ----> <--- B O T T O M S T E E L ---> JNT (mm^2) Ult SELECTION (mm^2) Ult SELECTION
-1---2----3----4---5---6----7---8---9---
1 605( 605 ) 2 #25 x 3100 mm 2 2564( 2564 ) 6 #25 x 5600 mm
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16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES
================================================================== ============
16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.1 INPUT PARAMETERS :
Type of strand ... LOW LAX Modulus of elasticity of strand ...
195000.00 N/mm^2
Average weight of concrete ... NORMAL Estimate age of concrete at stressing ... 5 days Modulus of elasticity of concrete at stressing ...
21647.00 N/mm^2
Modulus of elasticity of concrete at 28 days ... 29725.00 N/mm^2
Estimate of average relative humidity ... 80.00 % Volume to surface ratio of member ... 200.00 mm
16.6.2 CALCULATED LONG-TERM STRESS LOSS(average of all tendons) : <--- STRESS (N/mm^2) --->
SPAN start center right
-1---2---3---4---- 1 58.56 49.54 58.56
16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS :
Coefficient of angular friction (meu) ... .250 /rad
Coefficient of wobble friction (K) ... .0066 /m
Ultimate strength of strand ... 1860.0 N/mm^2
Ratio of jacking stress to strand's ultimate strength .... .800 Anchor set ... 6.000 mm
Cross-sectional area of strand ... 98.700 mm^2
16.7.2 CALCULATED STRESSES(average of all tendons) :
LENGTH <TENDON HEIGHT(mm )> Horizontal ratios <-- STRESS(N/mm^2)-->
SPAN m P start center right X1/L X2/L X3/L start center right -1---2----3---4---5---6---7---8---9---10---11---12--
1 25.00 1 600. 120. 600. .10 .50 .10 1164.28 1273.85 1164.28 ---
Note: P= tendon profile (refer to legend of data block 9)
Stresses at each location are the average of strands after anchor set,
and after long-term losses 16.8 TENDON SELECTION AND DATA:
<--- TENDON EXTENTS ---> ELONGATION Stress ratios
TYPE OFF FORCE CAN<--- S P A N S --->CAN LEFT RIGHT Anch. Max.
<1> (mm) (mm)
-1----2----3---4---5---6---7---8---
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B 5 123.02 <===> 164. 3. .66 .73 C 6 123.02 <===> 164. 3. .66 .73
Note: Force is the average value per strand (kN)
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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: LTLOSS.DAT
================================================================== ============
SUMMARY OF LONG TERM STRESS LOSS AT 1/20TH POINTS - fpi = stress in tendon at transfer
- LT Loss = Long Term Stress Loss SPAN = 1 LENGTH = 25.00 meter X/L X fpi LT Loss Final Stress m N/mm^2 N/mm^2 N/mm^2
---
.00 .00 1222.84 58.56 1164.28 .05 1.25 1242.13 60.78 1181.35 .10 2.50 1268.09 63.98 1204.11 .15 3.75 1285.07 64.25 1220.82 .20 5.00 1300.15 61.55 1238.60 .25 6.25 1315.09 59.83 1255.26 .30 7.50 1329.87 58.02 1271.85 .35 8.75 1344.49 56.58 1287.91 .40 10.00 1351.88 54.07 1297.80 .45 11.25 1337.56 50.43 1287.13 .50 12.50 1323.39 49.54 1273.85 .55 13.75 1337.56 50.43 1287.13 .60 15.00 1351.88 54.07 1297.80 .65 16.25 1344.49 56.58 1287.91 .70 17.50 1329.87 58.02 1271.85 .75 18.75 1315.09 59.83 1255.26 .80 20.00 1300.15 61.55 1238.60 .85 21.25 1285.07 64.24 1220.82 .90 22.50 1268.09 63.98 1204.11 .95 23.75 1242.13 60.78 1181.35 1.00 25.00 1222.84 58.56 1164.28
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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: WBAL.DAT POST-TENSIONING BALANCED LOADING
================================================================== ============
<---TYPE---> 1 = UNIFORM 3 = PARTIAL UNIFORM
2 = CONCENTRATED 4 = APPLIED MOMENT (Uniform) (Con. or part.) ( M o m e n t)
SPAN CLASS TYPE (kN/m) (kN@m or m-m ) ( kN-m @ m )
-1---2---3---4---5---6---7---8---
1 1 3 42.486 .00 2.50 1 1 3 42.486 22.50 25.00 1 1 3 -10.622 2.50 12.50 1 1 3 -10.622 12.50 22.50
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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: PTCGS.DAT
================================================================== ============
SUMMARY OF TENDON HEIGHTS AT 1/20TH POINTS. Heights in each span are measured
from the reference point. Negative number = below reference point CGS = Centroid of tendon
SPAN = 1 LENGTH = 25.00 meter X/L X CGS
m mm
--- .00 .00 600.00
.05 1.25 576.00 .10 2.50 504.00 .15 3.75 414.00 .20 5.00 336.00 .25 6.25 270.00 .30 7.50 216.00 .35 8.75 174.00 .40 10.00 144.00 .45 11.25 126.00 .50 12.50 120.00 .55 13.75 126.00 .60 15.00 144.00 .65 16.25 174.00 .70 17.50 216.00 .75 18.75 270.00 .80 20.00 336.00 .85 21.25 414.00 .90 22.50 504.00 .95 23.75 576.00 1.00 25.00 600.00
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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: MOMENTS.DAT
================================================================== ============
SUMMARY OF BENDING SPAN MOMENTS AT 1/20TH POINTS UNITS ARE ALL IN (kNm)
Note: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of cantilever,
and X/L= 1.00 is at first support SPAN = 1 LENGTH = 25.00 meter
X/L X DL LL(min) LL(max) PT SECONDARY
---
.00 .00 -.67711E+03 -.21834E+02 -.21834E+02 .30566E+03 .30570E+03 .05 1.25 -.42548E+03 -.89673E+02 -.89673E+02 .27247E+03 .30570E+03 .10 2.50 -.20033E+03 -.15751E+03 -.15751E+03 .17289E+03 .30570E+03 .15 3.75 -.16783E+01 -.22535E+03 -.22535E+03 .48413E+02 .30570E+03 .20 5.00 .17049E+03 -.11394E+04 -.11394E+04 -.59464E+02 .30570E+03 .25 6.25 .31617E+03 -.68446E+03 -.68446E+03 -.15074E+03 .30570E+03 .30 7.50 .43537E+03 -.22956E+03 -.22956E+03 -.22543E+03 .30570E+03 .35 8.75 .52808E+03 .22534E+03 .22534E+03 -.28352E+03 .30570E+03 .40 10.00 .59430E+03 .10940E+03 .10940E+03 -.32501E+03 .30570E+03 .45 11.25 .63403E+03 .35560E+03 .35560E+03 -.34991E+03 .30570E+03 .50 12.50 .64728E+03 .60180E+03 .60180E+03 -.35821E+03 .30570E+03 .55 13.75 .63404E+03 .84800E+03 .84800E+03 -.34991E+03 .30570E+03 .60 15.00 .59431E+03 .10942E+04 .10942E+04 -.32502E+03 .30570E+03 .65 16.25 .52810E+03 .49242E+03 .49242E+03 -.28353E+03 .30570E+03 .70 17.50 .43540E+03 .56159E+03 .56159E+03 -.22544E+03 .30570E+03 .75 18.75 .31621E+03 .63077E+03 .63077E+03 -.15076E+03 .30570E+03 .80 20.00 .17054E+03 .69994E+03 .69994E+03 -.59485E+02 .30570E+03 .85 21.25 -.16249E+01 -.30318E+03 -.30318E+03 .48389E+02
.30570E+03
.90 22.50 -.20027E+03 -.37936E+03 -.37936E+03 .17286E+03 .30570E+03
.95 23.75 -.42541E+03 -.45554E+03 -.45554E+03 .27243E+03 .30570E+03
1.00 25.00 -.67703E+03 -.53171E+03 -.53171E+03 .30562E+03 .30570E+03
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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: SHEARS.DAT
================================================================== ============
SUMMARY OF SHEAR FORCES ALONG SPANS AT 1/20TH POINTS UNITS ARE ALL IN (kN)
Note: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of cantilever,
and X/L= 1.00 is at first support SPAN = 1 LENGTH = 25.00 meter
X/L X DL LL(pos) LL(neg) PT SECONDARY
---
.00 .00
.05 1.25 -.19071E+03 .54271E+02 .00000E+00 .53109E+02 .00000E+00 .10 2.50 -.16952E+03 .54271E+02 .00000E+00 .10622E+03 .00000E+00 .15 3.75 -.14833E+03 .54271E+02 .00000E+00 .92940E+02 .00000E+00 .20 5.00 -.12714E+03 .00000E+00 -.36392E+03 .79663E+02 .00000E+00 .25 6.25 -.10595E+03 .00000E+00 -.36392E+03 .66386E+02 .00000E+00 .30 7.50 -.84761E+02 .00000E+00 -.36392E+03 .53109E+02 .00000E+00 .35 8.75 -.63572E+02 .00000E+00 -.36392E+03 .39832E+02 .00000E+00 .40 10.00 -.42382E+02 .00000E+00 -.19696E+03 .26555E+02 .00000E+00 .45 11.25 -.21193E+02 .00000E+00 -.19696E+03 .13278E+02 .00000E+00 .50 12.50 -.30404E-02 .00000E+00 -.19696E+03 .13868E-02 .00000E+00 .55 13.75 .21187E+02 .00000E+00 -.19696E+03 -.13276E+02 .00000E+00 .60 15.00 .42376E+02 .00000E+00 -.55339E+02 -.26553E+02 .00000E+00 .65 16.25 .63566E+02 .00000E+00 -.55339E+02 -.39829E+02 .00000E+00 .70 17.50 .84755E+02 .00000E+00 -.55339E+02 -.53106E+02 .00000E+00 .75 18.75 .10594E+03 .00000E+00 -.55339E+02 -.66383E+02 .00000E+00 .80 20.00 .12713E+03 .60941E+02 .00000E+00 -.79660E+02 .00000E+00 .85 21.25 .14832E+03 .60941E+02 .00000E+00 -.92937E+02 .00000E+00 .90 22.50 .16951E+03 .60941E+02 .00000E+00 -.10621E+03 .00000E+00 .95 23.75 .19070E+03 .60941E+02 .00000E+00 -.53106E+02 .00000E+00 1.00 25.00
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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: STRESSES.DAT
================================================================== ============
SUMMARY OF BENDING STRESSES AT 1/20TH POINTS UNITS ARE ALL IN (N/mm^2)
NOTE: stresses at centerlines, or next to centerline points may not be of
practical significance if these points fall over the supports. Use the
stresses which fall within the net span length as given at top of each
table below. Where applicable, reduced moments are used.
If live load (LL) is included, its maximum value at any point is used.
Tension is shown positive.
Stress COMBINATION used is .... ( 1.00DL + 1.00LL + 1.00PT) SPAN = 1 LENGTH = 25.00 meter (Net span from .30 to 24.70 m ) <--- L L --->
<--- D L ---> top bottom <--- P T -->
X/L X top bottom max-T max-C max-T max-C top bottom
---
.00 .00
.05 1.25 2.95 -2.95 .62 .62 -.62 -.62 -3.67 .11 .10 2.50 1.39 -1.39 1.09 1.09 -1.09 -1.09 -3.02 -.62 .15 3.75 .01 -.01 1.56 1.56 -1.56 -1.56 -2.18 -1.50 .20 5.00 -1.18 1.18 7.91 7.91 -7.91 -7.91 -1.45 -2.28 .25 6.25 -2.20 2.20 4.75 4.75 -4.75 -4.75 -.85 -2.94 .30 7.50 -3.02 3.02 1.59 1.59 -1.59 -1.59 -.35 -3.48 .35 8.75 -3.67 3.67 -1.56 -1.56 1.56 1.56 .03 -3.91 .40 10.00 -4.13 4.13 -.76 -.76 .76 .76 .30 -4.21 .45 11.25 -4.40 4.40 -2.47 -2.47 2.47 2.47 .49 -4.37 .50 12.50 -4.49 4.49 -4.18 -4.18 4.18 4.18 .57 -4.41 .55 13.75 -4.40 4.40 -5.89 -5.89 5.89 5.89 .49 -4.37 .60 15.00 -4.13 4.13 -7.60 -7.60 7.60 7.60 .30 -4.21 .65 16.25 -3.67 3.67 -3.42 -3.42 3.42 3.42 .03 -3.91 .70 17.50 -3.02 3.02 -3.90 -3.90 3.90 3.90 -.35 -3.48 .75 18.75 -2.20 2.20 -4.38 -4.38 4.38 4.38 -.85 -2.94 .80 20.00 -1.18 1.18 -4.86 -4.86 4.86 4.86 -1.45 -2.28 .85 21.25 .01 -.01 2.11 2.11 -2.11 -2.11 -2.18 -1.50 .90 22.50 1.39 -1.39 2.63 2.63 -2.63 -2.63 -3.02 -.62 .95 23.75 2.95 -2.95 3.16 3.16 -3.16 -3.16 -3.67 .11 1.00 25.00
SPAN = 1 LENGTH = 25.00 meter (Net span from .30 to 24.70 m ) <--- COMBINED --->
top bottom
X/L X max-T max-C max-T max-C
---
.00 .00
.05 1.25 --- -.10 --- -3.47 .10 2.50 --- -.53 --- -3.10 .15 3.75 --- -.60 --- -3.08 .20 5.00 5.27 --- --- -9.01
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.25 6.25 1.71 --- --- -5.50 .30 7.50 --- -1.78 --- -2.05 .35 8.75 --- -5.21 1.32 --- .40 10.00 --- -4.59 .67 --- .45 11.25 --- -6.38 2.50 --- .50 12.50 --- -8.11 4.27 --- .55 13.75 --- -9.80 5.92 --- .60 15.00 --- -11.43 7.51 --- .65 16.25 --- -7.06 3.18 --- .70 17.50 --- -7.28 3.44 --- .75 18.75 --- -7.42 3.64 --- .80 20.00 --- -7.50 3.76 --- .85 21.25 --- -.06 --- -3.62 .90 22.50 1.01 --- --- -4.64 .95 23.75 2.44 --- --- -6.01 1.00 25.00
STRESSES AT FACES OF SUPPORTS
================================================================== ============
SPAN = 1 LENGTH = 25.00 meter (Net span from .30 to 24.70 m ) <--- L L --->
<--- D L ---> top bottom <--- P T -->
X/L X top bottom max-T max-C max-T max-C top bottom
---
face of support at left
.01 .30 4.27 -4.27 .26 .26 -.26 -.26 -3.86 .35 face of support at right
.99 24.70 4.27 -4.27 3.57 3.57 -3.57 -3.57 -3.86 .35 <--- COMBINED --->
top bottom
X/L X max-T max-C max-T max-C
--- face of support at left
.01 .30 .67 --- --- -4.18 face of support at right
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ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: PTREQ.DAT
================================================================== ============
SUMMARY OF POST-TENSIONING REQUIRED AT 1/20TH POINTS FOR THE ENTIRE TRIBUTARY
UNITS ARE ALL IN (kN )
Note: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of cantilever,
and X/L= 1.00 is at first support SPAN = 1 LENGTH = 25.00 meter X/L X PT
---
.00 .00
.05 1.25 .0000E+00 .10 2.50 .0000E+00 .15 3.75 .0000E+00 .20 5.00 .0000E+00 .25 6.25 .0000E+00 .30 7.50 .0000E+00 .35 8.75 .0000E+00 .40 10.00 .0000E+00 .45 11.25 .0000E+00 .50 12.50 .3403E+03 .55 13.75 .8639E+03 .60 15.00 .1383E+04 .65 16.25 .0000E+00 .70 17.50 .0000E+00 .75 18.75 .0000E+00 .80 20.00 .0000E+00 .85 21.25 .0000E+00 .90 22.50 .0000E+00 .95 23.75 .0000E+00 1.00 25.00
SUMMARY OF POST-TENSIONING REQUIRED AT FACES OF SUPPORTS
================================================================== ============
SPAN = 1 LENGTH = 25.00 meter X/L X PT
---
face of support at left .01 .30 .0000E+00
face of support at right .99 24.70 .7884E+02
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Universitas Kristen Maranatha
103
Page 24 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: REBAR.DAT
================================================================== ============
SUMMARY OF REBAR REQUIRED AT 1/20TH POINTS
Note: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of cantilever,
and X/L= 1.00 is at first support
SPAN = 1 LENGTH = 25.00 meter; CLEAR from .30 to 24.70 m
X/L X <--Factored moments (kNm )--> <--Reinforcement (mm^2)--> m MAXIMUM MINIMUM TOP BOTTOM
---
.00 .00
.05 1.25 -294.549 -294.549 .00 .00 .10 2.50 -92.206 -92.206 .00 .00 .15 3.75 78.336 78.336 .00 .00
.20 5.00 -629.112 -629.112 454.45 .01 .25 6.25 .644 .644 .00 .00
.30 7.50 598.584 598.584 .00 .00 .35 8.75 1164.736 1164.736 .00 .00 .40 10.00 1128.260 1128.260 .00 .00 .45 11.25 1422.136 1422.136 .00 .00 .50 12.50 1684.236 1684.236 .00 .00 .55 13.75 1914.548 1914.548 .00 348.03 .60 15.00 2113.072 2113.072 .00 993.15 .65 16.25 1431.840 1431.840 .00 .00 .70 17.50 1389.770 1389.770 .00 .00 .75 18.75 1315.922 1315.922 .00 .00 .80 20.00 1210.288 1210.288 .00 .00 .85 21.25 .570 .570 .00 .00
.90 22.50 -313.984 -313.984 .00 .00 .95 23.75 -660.332 -660.332 .00 .00 1.00 25.00
REBAR REQUIRED AT FACES OF SUPPORTS
================================================================== ============
SPAN = 1 LENGTH = 25.00 meter; CLEAR from .30 to 24.70 m
X/L X <--Factored moments (kNm )--> <--Reinforcement (mm^2)--> m MAXIMUM MINIMUM TOP BOTTOM
---
face of support at left
.01 .30 -472.478 -472.478 .00 .00 face of support at right
(40)
Page 25 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
(41)
Universitas Kristen Maranatha
1
BAB I
PENDAHULUAN
1.1 Latar Belakang Masalah
Pada jaman sekarang ini kemajuan teknologi dan ilmu pengetahuan dalam
bidang teknik sipil memungkinkan manusia untuk mewujudkan berbagai macam
tipe bangunan, dengan ketinggian sesuai kebutuhan ruang yang besar, yang bebas
dari kolom. Kebutuhan desain dalam bangunan menyebabkan adanya balok
transfer pada struktur bangunan. Balok transfer ini memikul kolom yang berhenti
diatasnya karena bentang bawah lebih besar dari bentang diatasnya. Hal ini
mengakibatkan balok transfer mengalami momen lentur dan gaya geser yang
besar, memikul momen lentur dan gaya geser tersebut mengakibatkan dimensi
balok transfer menjadi lebih besar dari balok induk biasa, sehingga balok transfer
perlu didesain dengan beton prategang yang dapat memenuhi kebutuhan balok
transfer tersebut.
1.2 Maksud dan Tujuan Penulisan
Tujuan penulisan Tugas Akhir ini adalah untuk mendesain balok transfer
struktur dari beton prategang pada bangunan 9 lantai.
1.3 Ruang Lingkup Permasalahan
Ruang lingkup dalam penulisan ini dibatasi sebagai berikut:
1.
Bangunan yang akan ditinjau pada Tugas Akhir ini ialah bangunan
menengah 9 lantai dengan fungsi bangunan sebagai perkantoran
2.
Luas dan denah bangunan tipikal pada tiap lantai seperti gambar pada
lampiran 1 halaman 75 dan 76.
3.
Beban yang diperhitungkan hanya terbatas pada :
a.
Beban gravitasi yang terdiri dari beban berat sendiri, beban
mati tambahan dan beban hidup.
(42)
c.
Beban angin diabaikan.
4.
Wilayah gempa yang dipakai ialah wilayah 4 (Bandung).
5.
Tanah diasumsikan termasuk tanah lunak.
6.
Balok transfer akan didesain sebagai balok beton prategang.
7.
Komponen struktur yang lain dari beton bertulang dan tidak didesain
secara khusus.
8.
Perhitungan pondasi tidak ditinjau.
9.
Beban gempa mengacu pada peraturan SNI-03-1726-2002 Standar
Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Gedung.
10. Analisis dan desain permodelan bangunan menggunakan program
ETABS versi 8.4.6.
11. Desain balok transfer dengan menggunakan program ADAPT-PT.
1.4 Sistematika Pembahasan
Sistematika pembahasan tugas akhir ini adalah sebagai berikut:
Bab 1 Pendahuluan
Bab ini menguraikan latar belakang masalah, maksud dan tujuan
penulisan, ruang lingkup pembahasan, serta sistematika penulisan.
Bab 2 Tinjauan Literatur
Bab ini menguraikan struktur bangunan menengah dengan balok transfer,
beban-beban yang akan dipakai, serta teori-teori yang akan dipakai pada
Tugas Akhir ini.
Bab 3 Studi Kasus dan Pembahasan
Bab ini membahas data struktur dan data material, langkah-langkah
permodelan struktur, desain balok transfer, serta pembahasannya.
Bab 4 Kesimpulan dan Saran
Bab ini menguraikan tentang kesimpulan dari penulisan tugas akhir ini dan
saran yang perlu diperhatikan untuk penelitian selanjutnya yang lebih baik.
(43)
Universitas Kristen Maranatha
71
BAB IV
KESIMPULAN DAN SARAN
4.1 Kesimpulan
Kesimpulan yang dapat dipaparkan pada tugas akhir ini adalah sebagai
berikut:
1. Gaya-gaya dalam ( momen lentur dan gaya geser) yang diterima balok transfer
cukup besar hal ini dapat dilihat pada tabel 3.7 hal 47.
2. Bentang pada balok transfer adalah 25 m sehingga balok transfer membutuhkan
dimensi yang cukup besar dibanding dengan balok biasa. Ukuran dimensi
balok transfer adalah 600 x 1200 mm
3. Pemodelan menunjukan bahwa nilai persen partisipasi massa terbesar untuk
mode 1 dominan pada arah y dan mode 2 pada arah x. Hal ini sesuai dengan
persyaratan SNI 03-1726-2002.
4. Hasil dari program ADAPT-PT menunjukan bahwa jumlah tendon yang
dipakai sebanyak 11 buah.
5. Berdasar hasil kontrol drift, gedung memenuhi syarat yang ditetapkan oleh
SNI-03-1726-2002, Standar Perencanaan Ketahanan gempa Untuk Struktur
Bangunan Gedung.
4.2 Saran
Dalam melakukan analisis dan desain, lakukan dahulu analisis dan desain
dengan mengabaikan adanya balok prategang untuk mendapatkan dimensi elemen
struktur non-prategang yang memadai untuk menghindari proses pengulangan
langkah pengerjaan yang banyak.
(44)
DAFTAR PUSTAKA
1. McCormac, Jack C., 2004, Design of Reinforced Concrete 5
thedition.
2. SNI-2847-2002., 2002, Tata Cara Perencanaan Struktur Beton untuk
Bangunan Gedung, Badan Standardisasi Nasional, Jakarta.
3. SNI 03-1726-2002., 2002, Standar Perencanaan Ketahanan Gempa untuk
Struktur Bangunan Gedung, Departemen Permukiman dan Prasarana
Wilayah.
4. Departemen Pekerjaan Umum., 1987, Pedoman Perencanaan Pembebanan
untuk Rumah dan Gedung, SKBI-1.3.53.1987.
5. Edward G Nawy., 2000, Prestressed Concrete 3th.
6. Hadipratomo, W., 2008, Analisis Dan Desain Struktur Beton Prategang,
PT.Danamartha Sejahtera Utama.
(1)
Page 24 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
ADAPT STRUCTURAL CONCRETE SOFTWARE SYSTEM DATE: Aug 1,2009 TIME: 00:49
Data ID: adapt pt Output File ID: REBAR.DAT
================================================================== ============
SUMMARY OF REBAR REQUIRED AT 1/20TH POINTS
Note: for LEFT CANTILEVER (if any) X/L= 0.00 is at tip of cantilever,
and X/L= 1.00 is at first support
SPAN = 1 LENGTH = 25.00 meter; CLEAR from .30 to 24.70 m
X/L X <--Factored moments (kNm )--> <--Reinforcement (mm^2)--> m MAXIMUM MINIMUM TOP BOTTOM
---
.00 .00
.05 1.25 -294.549 -294.549 .00 .00 .10 2.50 -92.206 -92.206 .00 .00 .15 3.75 78.336 78.336 .00 .00
.20 5.00 -629.112 -629.112 454.45 .01 .25 6.25 .644 .644 .00 .00
.30 7.50 598.584 598.584 .00 .00 .35 8.75 1164.736 1164.736 .00 .00 .40 10.00 1128.260 1128.260 .00 .00 .45 11.25 1422.136 1422.136 .00 .00 .50 12.50 1684.236 1684.236 .00 .00 .55 13.75 1914.548 1914.548 .00 348.03 .60 15.00 2113.072 2113.072 .00 993.15 .65 16.25 1431.840 1431.840 .00 .00 .70 17.50 1389.770 1389.770 .00 .00 .75 18.75 1315.922 1315.922 .00 .00 .80 20.00 1210.288 1210.288 .00 .00 .85 21.25 .570 .570 .00 .00
.90 22.50 -313.984 -313.984 .00 .00 .95 23.75 -660.332 -660.332 .00 .00 1.00 25.00
REBAR REQUIRED AT FACES OF SUPPORTS
================================================================== ============
SPAN = 1 LENGTH = 25.00 meter; CLEAR from .30 to 24.70 m
X/L X <--Factored moments (kNm )--> <--Reinforcement (mm^2)--> m MAXIMUM MINIMUM TOP BOTTOM
---
face of support at left
(2)
Page 25 (adapt pt) ADAPT-PT V- 7.00 ACI-02
---
(3)
BAB I
PENDAHULUAN
1.1 Latar Belakang Masalah
Pada jaman sekarang ini kemajuan teknologi dan ilmu pengetahuan dalam bidang teknik sipil memungkinkan manusia untuk mewujudkan berbagai macam tipe bangunan, dengan ketinggian sesuai kebutuhan ruang yang besar, yang bebas dari kolom. Kebutuhan desain dalam bangunan menyebabkan adanya balok transfer pada struktur bangunan. Balok transfer ini memikul kolom yang berhenti diatasnya karena bentang bawah lebih besar dari bentang diatasnya. Hal ini mengakibatkan balok transfer mengalami momen lentur dan gaya geser yang besar, memikul momen lentur dan gaya geser tersebut mengakibatkan dimensi balok transfer menjadi lebih besar dari balok induk biasa, sehingga balok transfer perlu didesain dengan beton prategang yang dapat memenuhi kebutuhan balok transfer tersebut.
1.2 Maksud dan Tujuan Penulisan
Tujuan penulisan Tugas Akhir ini adalah untuk mendesain balok transfer struktur dari beton prategang pada bangunan 9 lantai.
1.3 Ruang Lingkup Permasalahan
Ruang lingkup dalam penulisan ini dibatasi sebagai berikut:
1. Bangunan yang akan ditinjau pada Tugas Akhir ini ialah bangunan menengah 9 lantai dengan fungsi bangunan sebagai perkantoran
(4)
c. Beban angin diabaikan.
4. Wilayah gempa yang dipakai ialah wilayah 4 (Bandung). 5. Tanah diasumsikan termasuk tanah lunak.
6. Balok transfer akan didesain sebagai balok beton prategang.
7. Komponen struktur yang lain dari beton bertulang dan tidak didesain secara khusus.
8. Perhitungan pondasi tidak ditinjau.
9. Beban gempa mengacu pada peraturan SNI-03-1726-2002 Standar Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Gedung. 10. Analisis dan desain permodelan bangunan menggunakan program
ETABS versi 8.4.6.
11. Desain balok transfer dengan menggunakan program ADAPT-PT.
1.4 Sistematika Pembahasan
Sistematika pembahasan tugas akhir ini adalah sebagai berikut: Bab 1 Pendahuluan
Bab ini menguraikan latar belakang masalah, maksud dan tujuan penulisan, ruang lingkup pembahasan, serta sistematika penulisan.
Bab 2 Tinjauan Literatur
Bab ini menguraikan struktur bangunan menengah dengan balok transfer, beban-beban yang akan dipakai, serta teori-teori yang akan dipakai pada Tugas Akhir ini.
Bab 3 Studi Kasus dan Pembahasan
Bab ini membahas data struktur dan data material, langkah-langkah permodelan struktur, desain balok transfer, serta pembahasannya.
Bab 4 Kesimpulan dan Saran
Bab ini menguraikan tentang kesimpulan dari penulisan tugas akhir ini dan saran yang perlu diperhatikan untuk penelitian selanjutnya yang lebih baik.
(5)
BAB IV
KESIMPULAN DAN SARAN
4.1 Kesimpulan
Kesimpulan yang dapat dipaparkan pada tugas akhir ini adalah sebagai berikut:
1. Gaya-gaya dalam ( momen lentur dan gaya geser) yang diterima balok transfer cukup besar hal ini dapat dilihat pada tabel 3.7 hal 47.
2. Bentang pada balok transfer adalah 25 m sehingga balok transfer membutuhkan dimensi yang cukup besar dibanding dengan balok biasa. Ukuran dimensi balok transfer adalah 600 x 1200 mm
3. Pemodelan menunjukan bahwa nilai persen partisipasi massa terbesar untuk mode 1 dominan pada arah y dan mode 2 pada arah x. Hal ini sesuai dengan persyaratan SNI 03-1726-2002.
4. Hasil dari program ADAPT-PT menunjukan bahwa jumlah tendon yang dipakai sebanyak 11 buah.
5. Berdasar hasil kontrol drift, gedung memenuhi syarat yang ditetapkan oleh SNI-03-1726-2002, Standar Perencanaan Ketahanan gempa Untuk Struktur Bangunan Gedung.
4.2 Saran
Dalam melakukan analisis dan desain, lakukan dahulu analisis dan desain dengan mengabaikan adanya balok prategang untuk mendapatkan dimensi elemen struktur non-prategang yang memadai untuk menghindari proses pengulangan
(6)
DAFTAR PUSTAKA
1. McCormac, Jack C., 2004, Design of Reinforced Concrete 5th edition.
2. SNI-2847-2002., 2002, Tata Cara Perencanaan Struktur Beton untuk
Bangunan Gedung, Badan Standardisasi Nasional, Jakarta.
3. SNI 03-1726-2002., 2002, Standar Perencanaan Ketahanan Gempa untuk
Struktur Bangunan Gedung, Departemen Permukiman dan Prasarana
Wilayah.
4. Departemen Pekerjaan Umum., 1987, Pedoman Perencanaan Pembebanan
untuk Rumah dan Gedung, SKBI-1.3.53.1987.
5. Edward G Nawy., 2000, Prestressed Concrete 3th.
6. Hadipratomo, W., 2008, Analisis Dan Desain Struktur Beton Prategang, PT.Danamartha Sejahtera Utama.