i
SIX FLOOR AND ONE BASEMENT HOTEL DESIGN
WITH THE INTERMEDIATE REINFORCED CONCRETE MOMENT FRAMES IN SURAKARTA
Final Project
To complete the requirements of
Acheaving S-1 graduate degree of civil engineering
Submitted by :
YUSRON ABDULLATIF RABBANI D 100 110 029
To :
CIVIL ENGINEERING DEPARTMENT ENGINEERING FACULTY
ii
CERTIFICATION SHEET
SIX FLOOR AND ONE BASEMENT HOTEL DESIGN
WITH THE INTERMEDIATE REINFORCED CONCRETE MOMENT FRAMES IN SURAKARTA
Final Project
Submitted and maintain in final project exam in the presence of the examiners
At Date , 2016
This final project is accepted as a requirements of
Acheaving S-1 graduate degree of Civil Engineering
iii
FINAL PROJECT STATEMENT OF AUTHENTICITY
I, the undersigned below:
Name : Yusron Abdullatif Rabbani
NIM : D100 110 029
Faculty/Major : Enginering /Civil Enginering
Title : SIX FLOOR AND ONE BASEMENT HOTEL DESIGN
WITH THE INTERMEDIATE REINFORCED CONCRETE MOMENT
FRAMES IN SURAKARTA
Stating that the final project I create and submit this is the result of my own work, except for quotations and
summaries everything I've described where the source. If in the future it can be proved that this thesis traced,
then I am willing to accept sanctions in accordance with the rules that have been created.
Surakarta, 2016
That state,
iv
Al Quran Tells Stories About Building
He said, "O my Lord! Forgive me, and grant me a kingdom which, (it may be), suits not
another after me: for Thou art the Grantor of Bounties (without measure).Then We subjected the wind
to his power, to flow gently to his order, Whithersoever he willed,As also the evil ones, (including)
every kind of builder and diver. (Q.S. Saad : 35-37)
They worked for him as he desired, (making) arches, images, basons as large as reservoirs,
and (cooking) cauldrons fixed (in their places): "Work ye, sons of David, with thanks! but few of My
servants are grateful!"(Q.S. Saba’ : 13)
[Solomon] said, "O assembly [of jinn], which of you will bring me her throne before they
come to me in submission?".A powerful one from among the jinn said, "I will bring it to you before
you rise from your place, and indeed, I am for this [task] strong and trustworthy."Said one who had
knowledge from the Scripture, "I will bring it to you before your glance returns to you." And when
[Solomon] saw it placed before him, he said, "This is from the favor of my Lord to test me whether I
will be grateful or ungrateful. And whoever is grateful - his gratitude is only for [the benefit of]
himself. And whoever is ungrateful - then indeed, my Lord is Free of need and Generous."
(Q.S. Naml : 38-40)
She was asked to enter the lofty Palace: but when she saw it, she thought it was a lake of
water, and she (tucked up her skirts), uncovering her legs. He said: "This is but a palace paved smooth
with slabs of glass." She said: "O my Lord! I have indeed wronged my soul: I do (now) submit (in
v
Dedication for
Parents (Alm. Abi) and Ummi, and wish we could be kids who are always devoted in the world and the hereafter.
For my brother and sisters thoriq abdul azziz rabbani,hafshah intifadhoh rabbaniyah,hanna muffidah rabbaniyah,munna munirah rabbaniyah,ieffah aniefah rabbaniyah.
My friends Burhan, Hasan, Pras, Kikit & Tika, Anan, Andi, Harun,Nuzul , and classmates of 2011 and the entire senior civil engineering which I can not mention one by one.
Jazakallohu khoiron khatsiro thanks for all the prayers, encouragement, motivation, spirit, love and
everything you give. Hopefully this knowledge that we have learned to be a blessing and beneficial for
vi Preface
Assalamu’alaikum Warahmatullohi Wabarokatuh.
Praise gratitude we pray to Allah Subhanahu wataa'la, thanks to the abundance of grace, Taufik and his
guidance we were able to complete the preparation of this Final easily and smoothly. Solawat and greetings
remain devoted to the Messenger Muhammad solaullohu alaihi wa salam. This final project with title “Six Floor
And One Basement Hotel Design With The Intermediate Reinforced Concrete Moment Frames In Surakarta”prepared to complete the requirements for completing the study program S-1 at the Department of Civil Engineering, Faculty of Engineering, Universitas Muhammadiyah Surakarta. Together these authors would
like to thank all those who have provided support, so the compiler can resolve this Final and gain knowledge as
stock later
With the completion of this final project authors say many many thanks especially to:
1). Mr. Ir. Sri Sunarjono, M.T., PhD. as Dean of the Faculty of Engineering, Universitas Muhammadiyah
Surakarta.
2). Mr Mochamad Solikin, S.T., M.T., PhD. as Chairman of Civil Engineering,Universitas Muhammadiyah
Surakarta.
3). Mrs. Yenny Nurchasanah, S.T., M.T. as Supervisor Final project as well as the Chairman of the Board of
Examiners who have provided motivation, direction and guidance.
4). Mr. Budi Setiawan, S.T., M.T. as Co-Supervisor Final project as well as Secretary of the Board of
Examiners, which has provided motivation, direction and guidance.
5). Mr Mochamad Solikin, S.T., M.T., PhD. As examiners final project, which has provided motivation,
direction and guidance
3). Mr. Agus Susanto, S.T., M.T., as Academic Advisors who have provided motivation and advice to always
passion to finish this Final.
6). Fathers and mothers lecturer of the Department of Civil Engineering, Universitas Muhammadiyah Surakarta
thanks for the guidance and knowledge that has been taught to us.
7). Beloved extended family, thank you for the prayers and affection that has been given so far, may Allah
subhanahu wataa'la gathered us in paradise soon. Ameen.
8). All those who have helped in completing this final report.
The author, aware that the preparation of the final report is still far from perfect, because the criticism
and constructive suggestions are expected and hopefully this report is useful for us all.Ameen.
Wassalamu’alaikum Warahmatullohi Wabarokatuh.
Surakarta, 2016
vii
B. Characteristic 4 star hotel ... 4
C. The concept of earthquake resistant building structure... 5
1. Moment resisting frame system ... 5
2. Concept design capacity ... 5
3. Plastic hinge ... 5
D. Structure loading ... 7
1. Load factor ... 7
E. Quake load ... 8
1. Quake load coefficient ... 8
2. Factors primacy of the building ... 8
3. Coefficient of modification response ... 9
4. Total weight of seismic efective structure ... 9
CHAPTER III. THEORITICAL BASIS ... 10
A. Planning Roof Steel Frame ... 10
B. Slab Stair And Basement Planning ... 11
viii
CHAPTER V. ROOF PLANNING ... 20
A. Plan Roof Construction ... 20
B. Determning Length Of Profile Frame... 20
C. Gording Plan ... 22
4.Control of strength and gording safety ... 27
a. control tension ... 27
b. control deflection ... 28
D. Steel frame planning ... 28
1. Data planning ... 28
a. analysis using sap2000 v.15 softwere ... 34
b. stick force validation using cremona diagram ... 38
4.Profil and dimension fram planning ... 40
a. pressure profil plan ... 41
b. pull profile plan... 47
5.Yield connection plan ... 50
a. Data plan ... 50
b. determining thick of yield... 50
6. Planning gusset plates ... 52
a. gusset A plan ... 53
CHAPTER VI. PLATE DESIGN FLOOR, STAIRS, AND BASEMENT WALL ... 66
A. Plat Planning Floor ... 66
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2. Data Planning ... 66
3. Slab load analysis ... 67
4. Calculation of Moment slab Floor ... 67
5. Reinforcement Slab Floor ... 68
B. Roof slab planning ... 77
1. Roof slab plan ... 77
2. Data Planning ... 77
3. Roof slab loading analysis ... 78
4. Moment calculation Slab Roofs ... 78
5. Roof slab reinforcement ... 79
C. Slab Planning Floor And Wall Basement ... 87
1. Planning Slab Floor And Wall Basement ... 88
2. Basement Floor Plan ... 91
D. Stairs planning ... 94
1. Stairs calculation ... 94
2. Data Planning ... 95
3. Load analysis ... 96
4. Mechanics analysis (Momentat stairs) ... 96
5. Calculation of stairs reinforcement ... 97
CHAPTER VII. LOAD ANALYSIS OF PORTAL.. ... ...109
A. Data planning ... 109
1. Plan And Sizes ... 109
2. Dimensi Structure elements early ... 110
3. Quality material ... 110
4. Additional loading area for 1-6 floor... 110
5. Additional loading area for roof slab... 110
B. Equivalent static analysis ... 111
1. Quake area ... 111
2. Soil type ... 111
3. Seismic coefficient... 112
4. Factors primacy of buildings ... 113
5. Quake reduction factor ... 114
C. Dinamik time history analysis ... 115
1. Imput Akselerogram ... 116
2. Factors primacy of buildings ... 117
3. Reduction Factor ... 117
4. Structure mass ... 117
5. Scala input... 117
6. Terms of shear force base ... 118
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1. Control requirements shear force base ... 119
2. Control of equivalent static base shear force ... 120
CHAPTER VIII. MAIN STRUCTURE PLANNING... ... 121
A. Beam planning ... 121
1. Beam longitudinal reinforcement ... ... 121
1.1. Bending moment of beam ... 121
1.2. Beam Longitudinal Reinforcement Calculation ... 123
1.3. Design moment control of beam ... 125
2. Shear beam reinforcement... ... 127
2.1. shear beam reinforcement on left end ... 129
2.2. shear beam reinforcement right end ... 130
3. Torsion beam reinforcement... ... 131
B. column biaxial planning ... 132
1. Determination of the long or short column ... 132
1.1. Determining the type of column K-160 x direction ... 132
1.2. Determining the type of column K- 160 y direction ... 133
2. Calculation of moment magnification Factor ... 133
2.1. Calculation of moment magnification factor K-160 column direction x ... 134
2.2. Calculation of moment magnification factor K-160 column direction y ... 135
3. Column Calculation of longitudinal reinforcement column ... 136
3.1. Reinforcement ratio calculation K-160 column x direction ... 136
3.2. The calculation of column reinforcement ratio of K-160 direction y ... 137
4. Control the power of a column by Bresler ... 140
4.1. Making a strong interaction diagram plan column direction x ... 140
4.2. Making a strong interaction diagram plan column direction y ... 144
5. Calculation of shear reinforcement column ... 150
CHAPTER IX. PLANNING FOUNDATIONS AND BEAMS SLOOF... ... 153
A. Pile planning ... 153
1. Prediction pile bearing capacity using SPT data... ... 153
1.1. SPT value for calculation (Qfriction) ... 153
1.2. SPT value for calculation QEnd ... 153
2. Control over the strength of the pile... ... 154
3. The number of poles needed... ... 154
4. Column load distribution to each pole ... 155
5. Final calculation Set for termination pole erection ... 155
5.1. Final Set calculation ... 156
6. Calculating High Pile Cap and reinforcement ... 156
B. Sloof beam planning ... 160
1. Beam sloof loading ... ... 160
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3. Beam sloof reinforcement... ... 162
3.1. Longitudinal sloof reinforcement ... 162
3.2. Shear sloof reinforcement ... 164
CHAPTER IX CONCLUSION AND RECOMENDATION ... 166
A. Concusion... ... 166
B. Recomendation... ... 167
LITERATURE REVIEW
xii
Table VI.6. Moment slab reinforcement and design basement walls ... 90
Table VI.7. Moment need basement floor slabs ... 93
Table VI.8. Reinforcement slab basement ... 94
Table VI.9. Moment in the construction of of stairs ... 97
Table VI.10. Reinforcement and construction design moment of stairs ... 108
Table VII.1. specify a category of land based (SNI 03-1726-2002) ... 111
Table VII.2. the results of the determination of land categories ... 112
Table VII.3. bedrock peak acceleration and peak acceleration of ground surface (SNI 03-1726-2002) ... 112
Table VII.4. Earthquake response spectrum value plans ... 113
Table VII.5. value of primacy factor (SNI 03-1726-2002) ... 114
Table VII.6. reduction factor (SNI 03-1726-2002) ... 115
Table VII.7. output table shear force base ... 119
Table VIII.1. The combination of bending moment beam B-25 ... 122
Table VIII.2. Bending moment aplied to the planing of beam B-25 ... 122
Table VIII.3. Shear force combination on beam B-25... 128
Table VIII.4. The combination of shear force column ... 134
Table VIII.5. The combination of axial force column ... 134
Table VIII.6. Combination moments column K-160 ... 136
Table VIII.7. The combination of axial force K-160 column ... 136
Table VIII.8. The shear force combination of column K-160 ... 151
Table VIII.9. The combination of axial force K-160 column ... 151
Table IX.1. SPT value for calculation (Qfriction) ... 153
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Table IX.3. Calculation of moments of need sloof combination as-4 ... 161
Table IX.4. Bending moment applied to the sloop number 2 in the as-4 ... 161
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Figure III.2. Floor plate reinforcement calculation scheme... 11
Figure III.3. Beam reinforcement calculation scheme ... 12
Figure III.4. Calculation scheme shear beam ... 13
Figure III.5. Column reinforcement calculation scheme ... 14
Figure III.6. Calculation scheme of shear reinforcement column ... 15
Figure III.7. Foundation bearing capacity calculation scheme ... 16
Figure VI.1. Scheme planning methods ... 19
Figure VI.3. Soil and water pressure on the walls and basement floors ... 87
Figure VI.4. Plan construction ladder ... 95
Figure VI.5. System placement on the ladder structure below ... 97
Figure VII.1. Size and blueprints ... 109
Figure VII.2. 3D view of the building structure ... 109
Figure VII.3. Bedrock peak acceleration for a return period of 500 years ( SNI 03-1726-2002) ... 111
Figure VII.4. Graph response spectrum earthquake area 3 (SNI 03-1726-2002)... 113
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Figure VII.6. The north-south component of horizontal ground acceleration El-Centro
California, May 18, 1940 (Chopra,1995) ... 117
Figure VIII.1. Portal framework As-4 ... 121
Figure VIII.2. The bending moment on beam B-25 ... 122
Figure VIII.3. Plot the value of Q and R column K-160 direction x ... 138
Figure VIII.4. Plot the value of Q and R column K-160 direction y ... 139
Figure VIII.5. Strong interaction diagram plan K-160 column x direction ... 144
Figure VIII.6. Strong interaction diagram plan K-160 column direction y ... 149
Figure IX.1. The bending moment beam combination sloop as-4 ... 160
xvi Appendix
Appendix VIII.1. Calculation of moments need to beam combination as-4 due to load combination
Appendix VIII.2. Calculation of longitudinal reinforcement and beam design moment as-4
Appendix VIII.3. Calculation of the shear force combination as necessary beam-4 due to load combination
Appendix VIII.4. Calculation of shear reinforcement beams as-4
Appendix VIII.5. Calculation of torque necessary combination column as-4 due to load combination
Appendix VIII.6. Calculation of axial force necessary combination of columns as-4 due to load combination
Appendix VIII.7. Calculation of longitudinal reinforcement biaxial column as-4
Appendix VIII.8. Calculation of the shear force necessary combination of columns as-4 due to load
combination
Appendix VIII.9. Calculation of shear reinforcement as-4 column
Appendix VIII.10. The calculation of the AS-E beam combination necessary moment due to the load
combination
Appendix VIII.11. Calculation of longitudinal reinforcement and beam design moment as-E
Appendix VIII.12. Calculation of the shear force necessary combination of the AS-E beam due to load
combination
Appendix VIII.13. Calculation of shear beam as-E
Appendix VIII.14. Calculation of torque necessary combination the AS-E column due to load combination
Appendix VIII.15. Calculation of axial force necessary combination of the AS-E column due to load
combination
Appendix VIII.16. Calculation of longitudinal reinforcement biaxial column as-E
Appendix VIII.17. Calculation of the shear force necessary combination of the AS-E column due to load
combination
xvii NOTATION
Acp = area bounded by the outer edges of the cross section (including cavity),mm2.
A0 = area bounded by the center line (centerline) of the pipe wall, mm2.
A0h = Restricted area begel outer line, mm2.
As = longitudinal tensile reinforcement area (on the beam), mm
2
.
= Broad principal reinforcement (the plate),mm2.
A’s = extensive longitudinal reinforcement press (on beam),mm2.
Asb = comprehensive reinforcement for (at plate), mm2.
Ast = As+ A’s = total area of longitudinal reinforcement (on the beam), mm2.
As,b = tensile reinforcement area in balanced condition (balance),mm2.
As,maks = wide limit on tensile reinforcement in reinforced concrete, mm2.
As,min = wide minimum limit tensile reinforcement in reinforced concrete, mm2.
As,u = Area of reinforcement required, mm2.
Av,u = wide shear / begel necessary, mm2.
a = High square concrete block compressive stress equivalent, mm.
ab = High square concrete block compressive stress equivalent balance condition, mm.
b = the width of the beam section, mm.
Cd = deflection amplification factor
Cu = coefficient upper limit period vibrating structure
Cc = concrete compressive force, N.
Ci = moment coefficient of the plate in the direction of the axis - I.
Clx = moment coefficient field plate on the x-axis direction (short span).
Cly = moment coefficient field plate on the y-axis direction (long span).
Ctx = moment coefficients pedestal plate on the x-axis direction (short span).
Cty = moment coefficients pedestal plate on the y-axis direction (long span).
Crs = the risk coefficient mapped short period of acceleration response
Cr1 = the risk coefficient mapped response acceleration of a long period
D = dead load, N, N/mm, atau Nmm.
= the symbol of reinforcement stem deform (tulangan ulir).
d = distance between the centers of gravity and the tensile reinforcement fiber concrete edge press, mm.
db = diameter reinforcement stem, mm.
dd = the distance between the centers of gravity of reinforcement pull on the inside and edge line
fiber concrete press, mm.
d’d = the distance between the centers of gravity of reinforcing pressure on the inside and edge line
fiber concrete press, mm.
ds = the distance between the center and the edges pull heavy reinforcement fiber tensile concrete, mm.
ds1 = the distance between the centers of gravity of reinforcement pull the first line and the edge of the fiber
xviii
ds2 = the distance between the centers of gravity of reinforcement pull the first line and second line, mm.
d’s = the distance between the centers of gravity and edge fiber reinforced concrete press press, mm.
E = the load caused by the earthquake (eartquake load), N atau Nmm.
Ec = modulus of elasticity of concrete, MPa.
Es = modulus of elasticity of reinforcing steel, MPa.
fct = tensile strength of concrete, MPa.
f’c = concrete strength and quality of concrete required on concrete 28 days, MPa.
Fa = acceleration coefficient website a short period
Fv = coefficients site acceleration period 1 second
fy = longitudinal reinforcement yield strength steel, MPa.
fyt = yield strength of the transverse reinforcement steel, MPa.
h = High-sectional structure, mm.
I = momen inersia, mm4.
K = factors moments pikul, MPa.
Kmaks = maximum torque factor pikul, MPa.
L = (life load), N, N/mm, atau Nmm.
Mi = torque plate on the I-axis direction, Nmm.
Mn = The actual structure of the nominal moment, Nmm.
Mn,maks = The actual moment of maximum nominal structure, Nmm
Mlx = field moments plates on the x-axis direction (short span), Nmm.
Mly = moments field plate on the y-axis direction (long spans), Nmm.
Mtx = momen tumpuan pelat pada arah sumbu-x (bentang pendek), Nmm.
Mty = moments pedestal plate on the y-axis direction (long spans), Nmm.
MU = moment of need or factored moments, Nmm.
Mr = moment of the structure plan, Nmm.
m = the maximum amount per line reinforcement beam width.
N = standard penetration test
n = the total amount of reinforcement stem in the beams count.
= begel foot on count number begel.
Pcp = circumference bounded by the outer edges of the cross section (including cavity), mm.
Ph = Restricted line around the outer begel, mm.
qD = dead load evenly split, N/mm.
qL = live load evenly split, N/mm.
qu = factored load evenly split, N/mm.
r = radius of inertia, mm.
SDS = short period response acceleration parameter
SD1 = acceleration response parameter period 1 second
S = a distance of 1 meter or 1000 mm.
s = begel spaces or spaces beam reinforcement plate, mm.
Tn = torque (torque) nominal, Nmm.
Tu = torque (torque) necessary or torque factored, Nmm.
U = strong need or expense factored, N, N/mm, atau Nmm.
xix
Vn = nominal shear force of reinforced concrete structures, N.
Vs = shear force that can be retained by the reinforcement stirrup / begel, N.
Vu = the shear force or shear force needs to be factored, N.
Vud = factored shear force at a distance d from the face of the pedestal, N.
α = reinforcement location factor.
= reinforcement coatings factor.
1 = square concrete forming factors voltage equivalent valuedepending on the quality of concrete.
= reinforcement stem size factor.
c = heavy concrete, kN/m3.
t = weight of soil above the foundation, kN/m3.
λ = lightweight aggregate load factor.
= span, m.
λd = Long-voltage distribution of tensile reinforcement or press, mm.
λdb = Long-voltage distribution base, mm.
λdh = Long distribution reinforcement hooks, mm.
λhb = Long distribution of basic hook, mm.
λn = net spans columns or beams, m.
= the symbol of dimensional plain reinforcement stem, mm.
= strength reduction factor.
ρ = redundancy factor
Ω0 = more powerful factor structure
xx
SIX FLOOR AND ONE BASEMENT HOTEL DESIGN
WITH THE INTERMEDIATE REINFORCED CONCRETE MOMENT FRAMES IN SURAKARTA
In 2011, the Indonesian government set Wonderful Indonesia as the Indonesian tourism brand management. Based on data from 2014, the number of foreign tourists coming to Indonesia by 9.4 million, or grew by 7:05% compared to the previous year.The number of foreign tourists coming to Indonesia, urging local government to pay attention to supporting facilities to provide comfort to the tourists during the tour. one of the supporting facilities are hotel.Therefore, it will be planned a six floors and one basement with intermediate reinforced concrete moment frames in surakarta. Which should be considered in the plan for an building structure including safety aspects, architectural and economic.The hotel building planning refers to the Indonesian regulatory standards (SNI), hat is SNI-1726:2002 (Earthquake Resilience Planning Procedures for Building Structures and Non-Building) and SNI-2847:2013 (Requirements for Structural Concrete Building). The building plan includes the main structure (the structure of columns and beams under the structure) as well as a steel roof truss structure and a plate structure (slabs, stairs and basement). With the location of the building in Surakarta and the calculation of land sites including category classification SD (soil medium) and included into the earthquake
zone 3, the obtained values of Ca and Cv seismic coefficient is 0.23 and 0.33.For planning needs of earthquake
loads on buildings SRPMM.Ie buildings used primacy factor with a value of 1 (including residential buildings)
response modification factor (R) 5.5, seismic load analysis method using Time History analysis using data akselerogram Earthquake El Centro N-S which had been recorded on May 15, 1940 in California. Quality of the
concrete used fc '30 MPa, and the quality of threaded steel reinforcement fy 400 MPa and plain reinforcement fy
240 MPa. 300/500 dimensional beam structure is planned for the 1st floor to the roof. While for column with the dimensions 500/700 planned for the basement floor up to the 6th floor.Under the planned structure wearing pile foundation with specifications Prestressed Concrete Piles Spun Ex- WIKA Class-C diameter of 400 mm and Qijin material = 111.5 Ton, at a depth of 9m, with dimensions poer 1800x1800x650mm to 4 poles and poer 2000x2000x1050 mm to 4 poles. And the plan of slof dimensio is 300/500.
