Mtt Deep Excav 1

Matrik Matriks s GALIA GALIAN N DALAM DALAM “ DeepExcavatio DeepExcavation” n” STANDAR INDONESIA

CODE LUAR NEGERI NO .

EUROCODE EUROCODE 7 Geotechnical design Part 1: General rules

SOILS AND FOUNDATIONS

PERATURAN KEPALA DINAS P2B PROV.DKI-JAKARTA NO. 50 TAHUN 2007 (PERATURAN GUBERNUR DKI-JAKARTA THN 2009)

Klasifikasi Acuan

Code

Code

Guidelines/Peraturan/Pedoman

Aplikasi

Perencanaan geoteknik

BIDANG

IBC 2012 CHAPTER 18

GALIAN DALAM

General Design Section 11 Overall stability

Pedoman Pedoman Perencanaan Perencanaan Struktur Struktur dan Geoteknik Geoteknik Bangunan SECTION 1801 GENERAL

Pasal 12 Perencanaan Perencanaan Galian, Stabilitas Lereng

(1) Perencanaan galian besmen dalam, harus dianalisis secara terinci mengenai keamanan galiannya apabila dijumpai salah satu atau lebih kondisi sebagai berikut : a. Terdapat bangunan di sekitar zona tekanan aktif tanah b.Kondisi tanah adalah lempung lunak dan/atau loose uncemented sand c.Kondisi pelaksanaan pembangunan yang menggunakan open-cut dan/atau ground-anchored wall d. Bila dilakukan penurunan muka air tanah lebih dari 3.00 m 11.2 Limit states (2) Untuk analisa perhitungan keamanan galian, tes tanah harus (1)P (1) P All possible limit states for the particular ground shall be dilakukan dengan memperhatikan hal-hal sebagai berikut berikut : considered consid ered in order order to fulfil fulfil the fundam fundamental ental requirements rements of 1803.5.7 Excavation near foundations. foundations. Where excavation willremove a.Mencakup Tes triaksial CU (Consolidated ( Consolidated Undrained ) dengan stability, limited deformations, durability and limitations in Lateral Lateral support support from any foundation, foundation, an investigati investigation on shallbe conducted conducted pengukuran tekanan air pori, sehingga didapatkan parameter kuat movements of nearby structures or services. T o a ss ss es es s th e p ot ot en ent ia l c on on se se qu qu en en ce ce s a nd nd a dd dd re re ss ss m itig at at io n geser kondisi tegangan total dan tegangan efektif. f. (2) Some possible limit states are listed below: measures. b.Test konsolidasi harus dilakukan dengan memberikan beban — loss of overall stability of the ground and associated structures; minimum sebesar 2 (dua) kali beban maksimum yang akan — excessive movements in the ground due to shear deformations, bekerja dan denganm engakomodasi peninjauanheave peninjauanheave.. SECTION 1804 settlement, vibration or heave; c.Bagian/daerah pengambilan contoh tanah mencakup kedalaman EXCAVATION , GRADING AND FILL — damage or loss of serviceability in neighbouring structures, roads 1.50 kali lebar terkecil tapak besmen. or services due to movements in the ground. d.Apabila pengambilan “contoh tanah tak terganggu” tidak 1804.1 Excavation near foundations. Excavation for any any purpos purpose e memungkinkan, maka dapat dilakukan test lapangan yang sesuai shall not remove lateral support from any foundation without first 11.3 Actions and design situations underpinning or protecting the foundation against settlement or lateral (3) Angka keamanan kemantapan lereng untuk analisis stabilitas galian (1) The list in 2.4.2(4) should be taken into account when selecting the translation. tanah, ditentukan sesuai tabel 1. actions for calculation of limit states. 1804.2 Placement of backfill. The excavation outside outside the foundation foundation (2)P (2) P The effects of the following circumstances shall be taken into shall be backfilled with soil that is free of organic material, construction account, as appropriate: debris, cobbles and boulders or with with a controlled low-strength material — construction processes; (CLSM). The backfill shall be placed in lifts and compacted in a manner — new slopes or structures on or near the particular site; that does not damage the foundatio foundation n or the waterproofin waterproofing g or — previous or continuing ground movements from different dampproofing material. sources; — vibrations; — climatic variations, including temperature change (freezing and CHAPTER 33 thawing), drought and heavy rain; SAFEGUARDS DURING CONSTRUCTION — vegetation or its removal;

11.1 General (1)

Principles (P) The provisions in this Section shall apply to the overall stability of and movements movements in the ground, whether natural or fill, around foundations, retaining structures, natural slopes, embankments or excavations or excavations.. (2) Account should be taken of overall overall stability clauses, related to specific structures, in Sections 6 to 10 and 12.

— human or animal activities; — variations in water content or pore-water pressure; — wave action. (3)P (3) P In ultimate limit states, design free water and ground-water levels, or their combination, shall be selected from available hydrological data and in situ observations to give the most unfavourable conditions that could occur in the design situation being considered. The possibility of failure of drains, filters or seals shall be considered. (4) The possibility of emptying a canal or water reservoir for maintenance, or due to dam failure, should also be considered. For serviceability limit states, less severe, more typical water level evel or pore-water pressure may be used. (5) For slopes along waterfronts, the most unfavourable hydraulic conditions are normally steady seepage for the highest possible

1801.1 Scope. The provisions of this chapter shall apply to building and foundation systems. 1801.2 Design basis. Allowable basis. Allowable bearing pressures, allowable stresses and design formulas provided in this chapter shall be used with the allowable stress design load combinations specified in Section 1605.3. The quality and design of materials used structurally in excavations and foundations shall comply with with the requirements specified in Chapters Chapters 16,19,21,22 16,19,21,22 and 23 of this code. Excavations andfillsshallalso comply comply with Chapt Chapter er 33 33..

SECTION 3304 SITE WORK 3304.1 Excavation and fill. Excavation and fill for buildings and structures shall be constructed or protected so as not to endanger life or property. Stumps and roots shall be removed from the soil to a depth of not less than 12 inches (305 mm) below the surface of the ground in the area to be occupied by the building. Wood forms which have been used in placing concrete, if within the ground or between foundation sills and the ground, shall be removed before a building is occupied or used for any purpose. Before completion, loose or casual wood shall be removed from direct contact with the ground under the building. 3304.1.1 Slope limits. Slopes for permanent fill shall be not steeper than one unit vertical in two units horizontal (50-percent

(4) Analisis struktur dinding penahan tanah dengan anggapan keadaan ekses tekanan air pori terdrainase (drained ) atau keadaan terburuk yang mungkin timbul harus meliputi: iputi: a. Penjelasan sistem yang digunakan b. Pemodelan dari sistem c. Pembeb Pembebana anan n (terma (termasuk suk yang yang berhubu berhubunga ngan n dengan dengan tahapan tahapan galian tanah) d. Deformasi e. Kehandalan strukturnya Dengan FK untuk struktur dinding penahan tanah sementara diambil minimal 1.25 (untuk kondisi terburuk) dan untuk kondisi permanen sebesar = 2.0

STANDAR INDONESIA


BIDANG

EUROCODE 7 Geotechnical design Part 1: General rules (6)P In deriving design distributions of pore-water pressure, account shall be taken of the possible range of permeability anisotropy and variability of the ground.

11.4 Design and construction considerations (1)P The overall stability of a site and movements of natural or made ground shall be checked taking into account comparable experience, according to 1.5.2.2. (2)P The overall stability and movement of ground supporting existing buildings, new structures, slopes or excavations shall be considered. (3) In cases where the stability of the ground cannot be clearly verified prior to design, additional investigations, monitoring and analysis should be specified according to the provisions of 11.7. (4) Typical structures for which an analysis of overall stability should be performed are: — ground retaining structures; — excavations, slopes or embankments; — foundations on sloping ground, natural slopes or embankments; —foundations near an excavation, cut or buried structures, or shore.

IBC 2012 CHAPTER 18



sheet-pile, soldier-pile, diaphragm-wall, strut, tiebacks, rakers dan slope). Cut slopes for permanent excavations shall be not steeper than one unit vertical in two units horizontal (50-percent slope). lain-lain, maka stabilitas galian harus ditinjau baik terhadap bahaya kelongsoran global maupun bahaya heaving, piping dan perubahan Deviation from the foregoing limitations for cut slopes shall be permitted only upon the presentation of a soil investigation report muka air tanah untuk setiap tahapan pekerjaan galian. acceptable to the building official . (6) Kekuatan elemen-elemen dinding dan bagian-bagiannya termasuk strut, raker, atau ground anchor harus mampu menahan tegangan dan deformasi yang terjadi. Nilai Minimum FK dapat diambil sesuai APPENDIX J Tabel 2. GRADING SECTION J101 GENERAL J101.1 Scope. The provisions of this chapter apply to grading, excavation and earthwork construction, inc luding fills and embankments. Where conflic ts Occur between the technical r equ ire men ts o f th is c ha pt er a nd th e g eo te ch nic al re por t, th e geotechnical report shallgovern.

SECTION J106 EXCAVATIONS J106.1 Maximum slope. The slope of cut surfaces shall be no steeper than is safe for the intended use, and shall be no steeper than two units NOTE Stability problems or creep movements occur primarily in horizontal to one unit vertical (50-percent slope) unless the owner or cohesive soils with a sloping ground surface. However, instability authorized agent furnishes a geotechnical report justifying a steeper can also occur in non-cohesive soils and fissured rocks in slopes slope. where the inclination, which may be determined by erosion, is close Exceptions: to the angle of shearing resistance. Increased movements are often 1. A cut surface shall be permitted to be at a slope of 1.5 units (7) Analisis Heave pada galian a. Pada galian dengan dinding penahan tanah, pada dasar galian observed at elevated pore-water pressures or close to the ground horizontal to one unit vertical (67-percent slope) provided that all harus dilakukan analisis Angka Keamanan terhadap heave, yaitu surface during freezing and thawing cycles. of the following are met : sehubungan dengan kemungkinan naiknya dasar galian, akibat 1.1. It is not intended to support structures or surcharges. dilampauinya daya dukung tanah pada taraf dasar galian oleh (5)P If the stability of a site cannot readily be verified or the movements 1.2. It is adequately protected against erosion. bobot sendiri lajur tanah selebar 0,707 B yang berbatasan dengan are found to be not acceptable for the site’s intended use, the site 1.3. It is no more than 8 feet (2438 mm) in height. tepi lubang, ditambah dengan beban atas (surcharge) dan shall be judged to be unsuitable without stabilising measures. 1.4. It is approved by the building code official. dikurangi oleh tahanan geser sepanjang bidang batas lajur tanah, (6)P The design shall ensure that all construction activities in and on the 1.5. Ground water is not encountered. dimana B adalah lebar galian. site can be planned and executed such that the occurrence of an 2. A cut surface in bedrock shall be permitted to be at a slope of one b. Berhubung dasar galian hanya akan terbuka untuk jangka waktu ultimate or serviceability limit state is sufficiently improbable. unit horizontal to one unit vertical (100-percent slope). yang relatif singkat, jika parameter drained digunakan dalam (7)P Slope surfaces exposed to potential erosion shall be protected if perhitungan faktor keamanan, maka FK minimum dapat diambil required, to ensure that the safety level is retained. sebesar 1.25. Untuk analisis undrained FK minimum adalah tetap (8) Slopes should be sealed, planted or protected artificially. For slopes sebesar 1.5 sesuai Tabel 1. with berms, a drainage system within the berm should be (8) Analisis “Blow-In” pada galian Untuk perencanaan galian dengan considered. dinding penahan tanah, pada dasar galian harus dilakukan analisis (9)P Construction processes shall be taken into account as far as they terhadap “blow-in”, dengan FK=1.25. might affect the overall stability or the magnitude of movement. (9) Untuk galian dengan dinding penahan galian berupa dinding (10) Potentially unstable slopes may be stabilised by: sheetpile, soldier piles, atau diaphragm wall yang diperkuat dengan — a concrete cover with or without anchorage; ground anchor , maka perlu dilakukan analisis stabilitas dan — an abutment of gabions, either of steel net or geotextile cages; kekuatan elemen-elemen ini dengan ketentuan FK minimum dan Uji — ground nailing; Pembebanan sesuai Tabel 3. — vegetation; (10) Sistem fondasi dan/atau struktur penahan lateral tidak boleh — a drainage system; mengganggu stabilitas dan deformasi tanah di lokasi bangunan — a combination of the above. dan sekitarnya, baik selama masa pelaksanaan pembangunan (11) The design should follow the general principles of Sections 8 and maupun selama masa layanan. 9. (11) Dampak dari sistem fondasi yang mencakup pekerjaan penggalian, pekerjaan penahan tekanan tanah lateral, 11.5 Ultimate limit state design pemancangan dan pemboran tiang, pemasangan dinding penahan 11.5.1 Stability analysis for slopes tanah beserta angkur dan elemen penahan lateral terkait, dan (1)P The overall stability of slopes including existing, affected or pekerjaan pengeringan air, serta semua elemen yang tercakup planned structures shall be verified in ultimate limit states (GEO and dalam sistem fundasi harus dapat dibatasi sehingga tidak STR) with design values of actions, resistances and strengths, mengakibatkan kegagalan ataupun deformasi di luar batas yang where the partial factors defined in A.3.1(1) P, A.3.2(1)P and diijinkan pada fasilitas bangunan di sekitar lokasi. A.3.3.6(1)P shall be used.

STANDAR INDONESIA


BIDANG

EUROCODE 7 Geotechnical design Part 1: General rules

IBC 2012 CHAPTER 18



NOTE The values of the partial factors may be set by the National annex. The recommended values for persistent and transient situations are given in Tables A.3, A.4 and A.14.

(2)P In analysing the overall stability of the ground, of soil or rock, all relevant modes of failure shall be taken into account. (3) When choosing a calculation method, the following should be considered: — soil layering; — occurrence and inclination of discontinuities; — seepage and pore-water pressure distribution; — short- and long-term stability; — creep deformations due to shear; — type of failure (circular or non-circular surface; toppling; flow); — use of numerical methods. (4) The mass of soil or rock bounded by the failure surface should normally be treated as a rigid body or as several rigid bodies moving simultaneously. Failure surfaces or interfaces between rigid bodies may have a variety of shapes including planar, circular and more complicated shapes. Alternatively, stability may be checked by limit analysis or using the finite element method. (5) Where ground or embankment material is relatively homogeneous and isotropic, circular failure surfaces should normally be assumed. (6) For slopes in layered soils with considerable variations of shear strength, special attention should be paid to the layers with lower shear strength. This may require analysis of non-circular failure surfaces. (7) In jointed materials, including hard rock and layered or fissured soils, the shape of the failure surface can partly or fully be governed by discontinuities. In this case analysis of three dimensional wedges should normally be made. (8) Existing failed slopes, which can po tentially be reactivated should be analysed, considering circular, as well as non-circular failure surfaces. Partial factors normally used for overall stability analyses then need not be appropriate. (9) If the failure surface cannot be assumed to be two-dimensional, the use of threedimensional failuresurfaces should be considered. (10) A slope analysis should verify the overall moment and vertical stability of the sliding mass. If a method of slices is used and horizontal equilibrium is not checked, the inter-slices forces should be assumed to be horizontal. (11)P In cases where a combined failure of structural members and the ground could occur, ground-structure interaction shall be considered by allowing for the difference in their relative stiffnesses. Such cases include failure surfaces intersecting structural members such as piles and flexible walls. (12) Since a distinction between favourable and unfavourable gravity loads is not possible in assessing the most adverse slip surface, any uncertainty about weight density of the ground should be considered by applying upper and lower characteristic values of it. (13)P The design shall show that the deformation of the ground under design actions due to creep or regional settlements will not cause unacceptable damage to structures or infrastructure sited on, in or near the particular ground.

11.5.2 Slopes and cuts in rock masses (Tidak Dipakai)

(12) Beban stabilitas galian dan penahan lateral harus ditinjau terhadap beban yang berada pada jarak dari tepi galian sebesar minimal sama dengan kedalaman galian. (13) Dalam hal pekerjaan penggalian, pekerjaan penahan tanah lateral, pemboran tiang, serta pekerjaan pengeringan air tanah (dewatering ) tidak boleh mengakibatkan terjadinya beban yang melampaui kapasitas semula atau deformasi di luar batas toleransi fasilitas yang ada di sekitar lokasi. (14) Apabila dilakukan penggalian pada lokasi yang sudah ada fondasi tiang bor atau tiang beton bertulangnya, maka tiang yang ada harus ditinjau terhadap beban tarik yang mungkin akan timbul akibat naiknya permukaan tanah sebagai akibat berkurangnya tegangan vertikal efektif. (15) Apabila dilakukan penggalian pada lokasi yang sudah ada fondasi tiangnya, maka beban tambahan akibat galian tersebut harus ditambahkan dalam analisis sistem fondasi terhadap beban lateral. (16) Gambar-gambar perencanaan struktur dinding penahan tanah harus meliputi: 1) Lay-out/denah dan potongan 2) Dimensi-dimensi struktur berikut sambungan batang penopang (struts) atau penopang miring (inclined bracing ), jangkar tanah (ground anchor ) dengan struktur penahan tanah 3) Detail-detail yang diperlukan

STANDAR INDONESIA


EUROCODE 7 Geotechnical design Part 1: General rules

BIDANG

11.5.3 Stability of excavations (1)P The overall stability of the ground close to an excavation, including excavation spoil and existing structures, roads and services shall be checked (see Section 9). (2)P The stability of the bottom of an excavation shall be checked in relation to the design pore-water pressure in the ground. For the analysis of hydraulic failure (see Section 10). (3)P Heave of the bottom of deep excavations due to unloading shall be considered.

11.6 Serviceability limit state design (1)P The design shall show that the deformation of the ground will not cause a serviceability limit state in structures and infrastructure on or near the particular ground. (2) Subsidence of the ground due to the following causes should be considered: — change in ground-water conditions and corresponding porewater pressures; — long-term creep under drained conditions; — volume loss of deep soluble strata; — mining or similar works such as gas ex traction. (3) Since the analytical and numerical methods available at present do not usually provide reliable predictions of the deformation of a natural slope, the occurrence of serviceability limit states should be avoided by one of the following: — limiting the mobilised shear strength; — observing the movements and specifying actions to reduce or stop them, if necessary.

11.7 Monitoring (1)P The ground shall be m onitored using appropriate equipment if: — it is not possible to prove by calculation or by prescriptive measures that the occurrence of the limit states given in 11.2 is sufficiently unlikely; — the assumptions made in the calculations are not based on reliable data. (2) Monitoring should be planned to provide knowledge of: — ground-water levels or pore-water pressures in the ground, so that effective stress analyses can be carried out or checked; — lateral and vertical ground movements, in order to predict further deformations; — the depth and shape of the moving surface in a developed slide, in order to derive the ground strength parameters for the design of remedial works; — rates of movement, in order to give warning of impending danger; in such cases a remote digital readout for the instruments or a remote alarm system may be a ppropriate.

IBC 2012 CHAPTER 18



Mtt Deep Excav 1

Recommend Documents