Lihat Laporan - einrip

Eastern Indonesia National Road Improvement Project 

Cardno Emerging Markets (Australia) 

Pty Ltd 

In Association with 

KAP Bayu Susilo 

PT Dacrea Mitrayasa 

PT Soilens 

Technical and Financial Audit Consultant 

LAPORAN AUDIT LENGKAP 

Paket EKS 02 

Banjarmasin – Batas Kalteng 

Laporan No. B033 

Oktober 2012 

Funded by the Australian 

Government

SINGKATAN DAN AKRONIM 

Technical and Financial Audit Consultant (TFAC) 

AIP Australian Indonesia Partnership for Reconstruction and Development 

AF Audit Form 

AusAID Australian Agency for International Development 

CWC Civil Works Contractor 

EINRIP Eastern Indonesia National Road Improvement Project 

EMU EINRIP Monitoring Unit 

GoI Government of Indonesia 

GCC General Conditions of Contract 

GS General Specification 

PMSC Project Management Support Consultant 

PMU Project Monitoring Unit 

QAP Quality Assurance Plan (managed by RSC) 

QCP Quality Control Plan (managed by CWC) 

RSC Regional Supervision Consultant 

TFAC Technical and Financial Audit Consultant 

TOR Terms of Reference (EINRIP-TFAC) 

Doc. ID: B033 – Laporan Audit Lengkap Paket EKS-02 i

DAFTAR ISI 


SINGKATAN DAN AKRONIM ............................................................................................... i 

DAFTAR ISI ...........................................................................................................................ii 

RINGKASAN AUDIT ............................................................................................................ 1 

Audit ............................................................................................................................... 1 

Temuan-temuan Umum ...................................................................................................... 1 

1 PENDAHULUAN ...................................................................................................... 3 

1.1 Tjujan dari Program Audit .......................................................................................... 3 

1.2 Gambaran Umum Desain Proyek .............................................................................. 3 

1.3 Sejarah Audit yang Sebelumnya ................................................................................ 3 

1.4 Tujuan-tujuan dari Audit Kali Ini ................................................................................. 3 

1.5 Area-area Khusus untuk Penyelidikan ....................................................................... 4 

1.6 Pelaksanaan Audit ..................................................................................................... 4 

2 TEMUAN-TEMUAN AUDIT....................................................................................... 5 

3 PENGUJIAN MATERIAL ........................................................................................ 11 

3.1 Job Mix untuk Aspal ................................................................................................. 11 

3.2 Pengujian Geo-grid .................................................................................................. 11 

DAFTAR LAPORAN........................................................................................................... 60 

LAMPIRAN-LAMPIRAN 

Lampiran-1 Audit Forms 

Lampiran-2 Hasil-hasil Pengujian 

Lampiran-3 Rekaman Daftar Hadir Rapat Penutupan 

Lampiran-4 Daftar Laporan TFAC 

TABEL-TABEL 

Tabel 2.1 Ringkasan Temuan-Temuan Audit 5 

Doc. ID: B033 – Laporan Audit Lengkap Paket EKS-02 ii

Audit 

RINGKASAN AUDIT 


Audit lengkap sudah dilakukan. Tujuan dari Audit ini adalah untuk mengidentifikasi semua 

ketidaksesuaian yang signifikan terhadap Spesifikasi dan Gambar-Gambar dan 

menyarankan tindakan-tindakan perbaikan. Metode Kerja juga dikaji bila memungkinkan. 

Sampel-sampel terpilih diambil untuk pengujian independen guna memverifikasi 

pemenuhannya terhadap Spesifikasi Kontrak. 

Temuan-temuan Umum 

Secara umum pekaksanaan pekerjaan fisi. Hanya ada sedikit ketidaksesuaian signifikan 

yang teridentifikasi yang berkaitan dengan pelaksanaan pekerjaan hingga saat ini. Ada 

beberapa hal yang berhubungan dengan variasi yang telah dirancanakan terhadap gambar 

desain asli yang masih memerlukan persetujuan. Kegagalan dalam menyelesaikan hal-hal 

berikut ini mungkin menyebabkan penundaan lebih lanjut: 

a) Usulan / proposal untuk merevisi tikungan di Sta. 0+000 sampai dengan Sta. 0+200 dari 

100m menjadi 65 m. Alasan yang diberikan untuk usulan perubahan tersebut adalah 

bahwa lokasinya yang berada di dekat abutment jembatan Barito telah menghalangi 

pembuatan bagian spiral dari tikungan tersebut. Sebagian dari hal ini memang benar, 

tetepai dengan membuat beberapa overlap masih memungkinkan. Pemeriksaan dengan 

komputer di lapangan terhadap jari-jari tikungan yang memungkinkan menunjukkan 

bahwa tikungan 90m masih dapat dibuat (dibangun) di dalam keterbatasan fisik lapangan 

tersebut. Hal ini agar diverifikasi dan gambar kerja (shop drawing) agar dibuat. Solusi ini 

memperhatikan keterbatasan keadaan lapangan dan di saat yang sama juga tetap 

menjaga kecepatan rencana yang memuaskan (kecepatan rencana desain 60 km/jam 

diturunkan menjadi 55 km/jam diusulkan untuk jari-jari 90m); 

b) Proposal untuk meninggikan badan jalan dari Sta. 0+200 sampai dengan Sta. 1+350. Hal 

ini dipertimbamgkan sebagai penting bukan karena seringnya terjadi pelimpasan air 

(banjir) melewati atas permukaan jalan, bukan karena itu, melainkan karena ketinggian 

permanen air tanah sangat dekat dengan elevasi permukaan jalan eksisting. Peninggian 

badan jalan atau bagian (segmen) jalan dengan perkerasan beton, adalah penting untuk 

menyelesaikan permasalahan ini. 

Permasalahan paling besar yang berhubungan dengan proyek ini mungkin adalah bahwa 

penyelesaian hal-hal/permasalahan variasi yang terlalu lama. Saat ini keadaan pekerjaan 

sudah mulai agak berbeda dari desain asli selain dari pada untuk penggunaan geotextil 

yang cukup banyak sebagai tambahan dari geogrid yang telah ditentukan 1 . Terlihat adanya 

sedkit manfaat bagi pihak manapun dari penundaan/keterlambatan ini. Ada kebutuhan yang 

nyata untuk perbaikan/peningkatan dalam proses penyelesaian untuk perubahan desain 

yang diusulkan antara Engineer dan Kontraktor dan antara Engineer dan Pemilik. Engineer 

(CSE Proyek) pada saat ini mengambil suatu kepemimpinan yang sangat dibutuhkan dalam 

1 Fungsi dari geo-grid adalah untuk meningkatkan pondasi struktur perkerasan pada tanah lunak jauh lebih positif dari pada 

yang mungkin diberikan oleh geotektil. Fungsi utama dari geotekstil adalah untuk berperan sebagai separator antara tanah 

lunak dan material timbunan. Selama sebagian besar dari timbunan pelebaran jalan dibangun di atas perbaikan tanah dasar, 

geotekstil nampaknya hanya akan memberikan manfaat yang terbatas. Namun saat ini geotekstil ini telah dipasang maka tidak 

ada gunanya untuk memperdebatkan hal ini lebih lanjut. 

Doc. ID: B033–Laporan Audit Lengkap Paket EKS-02 1


penyelesaian perselisihan review desain. Diharapkan bahwa pihak-pihak dalam kontrak 

untuk dapat memperoleh peyelesaian untuk permasalahan variasi. 

Kemajuan Proyek ini benar-benar jauh terlambat (behind schedule), tetapi sekarang ini 

sedang mengalami peningkatan seara memuaskan. Untuk waktu-waktu mendatang, 

kincinya adalah segera menyelesaikan permasalahan variasi. 


1 PENDAHULUAN 

1.1 Tjujan dari Program Audit 


Tjuan umum dari program audit adalah untuk menilai pemenuhan terhadap standardstandar 

mutu dari pelaksanaan proyek-proyek Eastern Indonesia National Roads 

Improvement Projects (EINRIP) yang didanai AusAID. Konsultan Audit Tekns dan 

Keuangan (Technical and Financial Audit Consultant / (TFAC) melaporkan kepada 

AusAID sesuai dengan ketentuan-ketentuan kesepakatan antar kedua pemerintahan 

yaitu antara Pemerintah Indonesia dan Australia. 

Tujuan-tujuan dari audit dalam bentuknya saat ini adalah: 

a) Untuk mengidentifikasi pekerjaan-pekerjaan proyek dan ketidaksesuaian 

manajemen. 

b) Untuk menginformasikan kepada AusAID mengenai standard-standar mutu dan 

tingkat pemenuhan terhadap kontrak yang dicapai dalam pelaksanaan proyek. 

c) Untuk membawa/menginformasikan kekurangan-kekurangan mutu proyek dan 

manajemen proyek agar menjadi perhatian Direktorat Jenderal Bina Marga 

(DJBM). (AusAID membagikan Laporan-Laporan Audit kepada DJBM). 

d) Untuk memberikan saran-saran tindakan perbaikan untuk audit, terutama kepaa 

Kontraktor dan Tim-tim Supervisi Lapangan. 

1.2 Gambaran Umum Desain Proyek 

Proyek ini secara keseluruhan berada pada area tanah lunak alluvial yang dalam 

yang terendam secara permanen. Seluruh alinyemen jalan eksisting dipertahankan 

kecuali untuk lokasi usulan perbaikan jari-jari tikungan awal yang berada di 

Jembatan Barito. Pendekatan ini mengambil keuntungan dari (memanfaatkan) 

konsolidasi jangka panjang dari timbunan eksisting pada waktu-waktu sebelumnya. 

Suatu perubahan alinyemen akan memerlukan periode pra-konsolidasi timbunan 

nyang cukup lama. Desain (perencanaan) telah memperhatikan/memperhitungkan 

stabilitas yang buruk dari zona bahu jalan dari timbunan asli dan ketidakcukupan 

struktur perkerasan eksisting secara umum. 

Panjang proyek ini adalah 12.8 Km. 

1.3 Sejarah Audit yang Sebelumnya 

Audit kali ini merupakan audit lengkap yang pertama untuk proyek ini. Pada waktu 

sebelumnya suatu evaluasi lapangan secara singkat telah dilakukan pada tanggal 17 

Mei 2012. Hasil dari evaluasi tersebut telah dilaporkan oleh TFAC kepada EMU 

melalui e-mail tertanggal 2 Juni 2012. 

1.4 Tujuan-tujuan dari Audit Kali Ini 

Tujuan utama dari audit kali ini adalah untuk: 

a) Menilai permasalahan variasi yang melibatkan perubahan lingkup pekerjaanpekerjaan 

permanen. 



b) Mengidentifikasi permasalahan-permasalahan utama yang mempengaruhi 

pemenuhan terhadap Spesifikasi, Persyaratan Kontrak dan lingkup pekerjaan 

kontrak. 

1.5 Area-area Khusus untuk Penyelidikan 

a) Permasalahan Variasi: 

i) Masalah jari-jari tikungan dari Sta. 0+000 ke Sta. 0+200 melibatkan 

ketidaksesuaian jari-jari tikungan; 

ii) Peninggian badan jalan dari Sta. 0+200 sampai Sta. 1+350, perubahan dalam 

hal lingkup pekrjaan; 

b) Permasalahan lain yang mungkin menghambat kemajuan pekerjaan seperti 

persiapan untuk pekerjaan aspal. 

1.6 Pelaksanaan Audit 

Audit ini telah dilaksanakan di lapangan sejak tanggal 30 Oktober sampai dengan 

tanggal 3 November 2012. Audit ini dilaksanakan oleh: 

E.M. James, Team Leader TFAC 

Sirojudin Abas Pavement and Materials Engineer, TFAC 

Anang Rukadjat Materials Testing Engineer 

Rapat Penutupan Audit telah dilaksanakan di Banjarmasin pada tanggal 3 November 

2012. 


2 TEMUAN-TEMUAN AUDIT 


Tabel 2.1 menyajikan ringkasan temuan-temuan audit. Untuk informasi lebih lanjut, jendaknya merujuk ke Audit Forms (Lampiran 1). 

Audit Forms menggunakan sistem penomoran yang sama seperti pada Tabel 2.1. 

Tabel 2.1 Ringkasan Temuan-Temuan Audit 

Ref. Uraian Temuan dan Dampak yang Potensial Tindakan-tindakan Perbaikan 

AF-01 Temuan 

Drainase sementara dan saluran samping permanen tidak selesai 

di sepanjang proyek. 

Dampak 

Hal ini akan sangat mempengaruhi struktur perkerasan maupun 

kemampuan kontraktor untuk melakukan pekerjaan selama musim 

hujan. 

AF 02 Temuan 

Beberapa saluran-U tidak ditempatkan pada posisi yang optimum. 

Dampak 

Pekerjaan-pekerjaan terbangun tidak memberikan hasil terbaik 

untuk baiaya yang telah dikeluarkan. Selama panjang saluran-U 

telah dikurangi lokasi-lokasi drainase tersebut seharusnya sudah 

dioptimalkan kembali melalui proses rekayasa lapangan (field 

engineering). 

Tindakan yang Disepakati 

Saluran samping akan segera diselesaikan. 


Tidak ada. 

Lain-lain: 

Baik SSE maupun Kontraktor percaya bahwa semua saluran-U 

ditempatkan secara optimal. 

Auditor percaya bahwa saluran-saluran pendekat tidak diperlukan pada 

pendekat-pendekat ke gorong-gorong melintang bilamana jalan berada 

pada/di atas timbunan. Posisi saluran-saluran U yang masih akan dipasang 

hendaknya ditinjau ulang oleh Engineer untuk memastikan nilai yang 

optimum dari unit-unit yang tersedia. 



AF-03 Temuan 

Di beberapa lokasi, platform timbunan dimana geogrid dipasang di 

atasnya berada pada elevasi yang tidak cukup. 

Dampak 

Berfungsinya geogrid secara benar tergantung pada penempatan 

elevasi sehingga interlocking (keadaan saling mengunci) dari 

lapisan granular yang dipasang di atasnya dapat bekerja dengan 

baik. 

AF-04 Temuan 

Material timbunan pilihan yang tidak sesuai telah ditempatkan di 

atas geogrid. Unsuitable selected embankment has been used over 

geogrid. Material yang digunakan ini berbeda dengan material yang 

telah disetujui. 

Dampak 

Material timbunan pilihan yang digunakan banyak mengandung 

banyak sekali batu karang (rock) yang kemungkinan dapat merusak 

geogrid. 

AF-05 Temuan 

Geogrid yang disuplai ke proyek tidak memenuhi ketentuan 

spesifikasi mengenai metode pembuatan ataupun kekakuan radial. 

Dampak 

Geogrid yang disuplai adalah sesuai untuk tujuan yang 

dimaksudkan (maksud pembuatannya) dan dipasang dengan hatihati. 

Geogrid yang ditentukan/ dispesifikasikan telah ditemukan 

dalam percobaan-percobaan pihak ketiga untuk menyediakan 

kekakuan lapisan granular yang lebih besar dari pada jenis yang 

telah disuplai ke proyek, sehingga perubahan tersebut akan 

mengurangi umur potensial proyek. 



Pada area-area yang terpengaruh, Geo-grid akan dibongkar dan timbunan 

akan dilevel kembali dan dipadatkan. Area-area yang nantinya akan 

dipasang geogrid di atasnya akan diperiksa dan disetujui sebelum 

pemasangan geogrid. Holding Point tambahan ini akan diinstruksikan oleh 

Engineer. 


Material-material yang tidak sesuai akan diganti. Untuk selanjutnya hanya 

material yang sesuai yang akan digunakan. 


Tidak ada. 

Kontraktor dan SSE menyatakan bahwa hasil-hasil pengujian yang ada 

adalah valid/sah. 

Lainnya: 

Material yang disuplai dan digunakan adalah “sesuai untuk tujuannya’ dan 

telah disetujui oleh Engineer. Oleh karenanya penerimaan atas semua 

geogrid yang telah disuplai adalah direkomendasikan. Jika geogrid 

tambahan akan dibeli untuk proyek maka harus memenuhi persyaratan 

spesifikasi. 



AF-06 Temuan 

Elevasi tanah dasar proprti (lahan) milik pribadi di beberapa lokasi 

berada di bawah elevasi bagian atas saluran-U. Desain asli telah 

menyertakan/menyediakan saluran-U dengan bentukj yang tidak 

simetris untuk menyesuaikan dengan keadaan/masalah ini. 

Dampak 

Pembuatan saluran-U pra-cetak secara simetris telah 

memunculkan potensi terjadinya drainase yang buruk untuk lahan 

milik pribadi. 

AF-07 Finding 

Ketinggian dinding parapet gorong-gorong terhadap permukaan 

jalan yang sudah selesai terlihat tidak benar. 

Dampak 

Ketinggian yang bervariasi terhadap elevasi final permukaan jalan 

akan tidak enak dipandang dan mungkin juga merupakan bahaya 

bagi keselamatan lalu lintas. 


Pengujian kekuatan regangan yang telah dilaksanakan secara jelas tidak 

radial selama material yang diajukan tidak mempunyai kekuatan pada 

perpanjangan 0.5% dalam arah radial (diagonal) manapun. Geogrid yang 

disuplai juga tidak memenuhi ketentuan metode pembuatan ataupun dalam 

hal ukuran (dimensional) yang diuraikan di dalam Spesifikasi. 

Engineer hendaknya memastikan bahwa material-material tersebut 

memenuhi syarat sebelum menyetujuinya. Spesifikasi Khusus untuk Geogrid 

hendaknya ditinjau ulang dan mungkin harus menyertakan ketentuanketentuan 

mengenai sifat-sifat untuk beberapa jenis geo-grid. Harga satuan 

BOQ hendaknya diperluas untuk memasukkan beberapa jenis geo-grid. 


Titik-titik akses drainase untuk lahan-lahan milik pribadi (masyarakat) akan 

disediakan dimana diperlukan tanpa biaya tambahan. 


Dinding parapets akan dicor kembali jika elevasi bagian atasnya tidak 

konsisten. 

Lainnya 

• Kontraktor percaya bahwa elevasi bagian atas parapet adalah 

benar. 

• Parapet-parapet tersebut memiliki tipe yang tidak standar tetapi 

sudah disetujui oleh PPK. 



AF-08 Temuan 

Perubahan jari-jari tikungan dari 100m menjadi 65m pada bagian 

awal proyek yang diuusulkkan oleh Kontraktor dan SSE adalah 

tidak bisa diterima. Jari-jari tikungan 90m masih dapat disediakan 

(dibuat) dan hendaknya digunakan untuk peninjauan ulang 

berdasarkan gambar kerja final (shop drawing). 

Dampak 

Usulan jari-jari tikungan 65m akan memunculkan resiko yang tidak 

perlu bagi keselamatan lalu lintas. Dengan meninggikan badan 

jalan sampai gradien yang benar, kecepatan natural (asli) yang 

membatasi faktor-faktor yang berhubungan dengan jarak 

pandangan yang buruk dan gradien vertikal yang buruk seperti 

yang ada pada saat ini akan dihilangkan, dengan demikian hal ini 

memunculkan suatu ketentuan perubahan kecepatan yang tidak 

dapat diterima di dalam alinyemen yang diusulkan. 

AF-09 Temuan 

Beberapa jenis peralatan yang disyaratkan di dalam spesifikasi 

harus disediakan sebelum memulai pekerjaan-pekerjaan yang 

terkait: a) bitumen distributer, b) power broom, dan c) bin dingin 

pengumpan ke-5 untuk AMP. 

Dampak 

Peralatan tersebut akan memperbaiki/meningkatkan mutu 

penyiapan Base A untuk pelapisan aspal dan memperbaiki/ 

meningkatkan kontrol terhadap gradasi agregat aspal. 

AF-10 Temuan 

Peralatan tambahan berikut ini direkomendasikan untuk 

meningkatkan pemadatan: sebuah pneumatic roller untuk 

penyelesaian Agregat Base A dan sebuah mesin gilas berukuran 

medium (intermediate) untuk memadatkan zona bahu jalan yang 

lebarnya 1m. 



Agar merevisi gambar-gambar untuk menyediakan jari-jari tikungan 90m. 

Lainnya 

Diperlukan Guardrail. Rambu-rambu peringatan tambahan juga diperlukan 

(untuk detailnya, lihat AF-08). Drainase (saluran) yang akan disediakan 

diantara dinding penahan tanah yang diusulkan dan garis pagar lahan hak 

milik (PDAM) hendaknya dengan ukuran yang layak – bukan saluran-U 

pracetak standar. 

Disepakati 

Semua item peralatan akan disediakan. 

Tindakan 

Pneumatic roller akan digunakan untuk pemadatan Base A. 

Kontraktor juga menyatakan telah memobilisasi mesin gilas berukuran 

medium untuk pemadatan bahu jalan (tidak terlihat oleh auditor) 



Dampak 

Pemadatan yang seragam untuk bagian atas agregat base A 

adalah sangat sulit tanpa menggunakan pneumatic tyred roller. 

Konsekuensi dari tidak diguankannya pneumatic roller adalah 

meningkatnya kerusakan permukaan yang sudah dilapis prime coat 

akibat lintasan lalu litas dan lain-lain. Mesin gilas dengan ukuran 

lebar yang lebih kecil adalah penting untuk pemadatan bahu jalan 

pada proyek ini. 

AF-11 Temuan 

Unit pemecah batu yang ada tidak memenuhi ketentuan. Unit ini 

memiliki jaw 2 tahap untuk pemecah tipe jaw. 

Dampak 

Konfigurasi ini menghasilkan agregat yang pipih (flaky). 

AF-12 Temuan 

Kalibrasi peralatan laboratorium sudah kadaluwarsa. 

Dampak 

Minor 

AF-13 Temuan 

Ketentuan/perlengkapan untuk lalu lintas tidak memuaskan. 

Dampak 

Dampak yang negative bagi keselamatan publik/masyarakat. 



Kontraktor akan mengoptimalkan setting (penyetelan) dari unit pemecah ini, 

dan akan mencoba suatu perubahan ukuran saringan (screen). Jika bentuk 

agregat masih tidak memuaskan maka akan ditambahkan kerucut ketiga 

atau unit pemecah tipe impact. 


Kontraktor akan mengadakan kalibrasi. 


Kontraktor akan memperbaiki/meningkatkan rambu-rambu dan 

pengendalian lalu lintas. 

Posisi / Sikap Auditor 

Ini merupakan permasalahan yang sedang berlangsung pada semua 

proyek. Ada riwayat janji-janji yang tidak dipenuhi pada proyek-proyek 

lainnya 

. 



AF-14 Temuan 

Ketetapan-ketetapan untuk pemeliharaan jalan perlu ditinjau ulang 

sebelum datangnya musim hujan. 

Dampak 

Jika tidak dipelihara dengan baik selama musim hujan akan 

meningkatkan ongkos bagi oenggunajalan. 

AF-15 Temuan 

Segmen jalan di antara Sta. 0+330 sampai dengan Sta. 1+120 

(perkiraan) perlku nditinggikan untuk meningkatkan tinggi bebas 

(clearance) elevasi permukaan jalan final di atas elevasi air banjir 

dan di atas tanah yang terendam. 

Dampak 

Kerusakan/kegagalan dini pada perkerasan jalan sehubungan 

dengan dekatnya dengan air tanah, jika tidak dilakukan. 

AF-16 Temuan 

Sesuatu untuk memperkecil kemungkinan lalu lintas menggunakan 

bahu jalan aspal perlu dibuat/dipasang.. 

Dampak 

Berlalu lalangnya kendaraan (lalu lintas) pada bahu jalan tanpa 

pengendalian mungkin menyebabkan kerusakan dini. 

AF-17 Temuan 

Direkomendasikan penggunaan bahan anti pengelupasan untuk 

semua campuran aspal. 

Dampak 

Ketinggian elevasi air tanah di sepanjang proyek akan 

meningkatkan kadar air di dalam lapis-lapis aspal dan dapat 

menyebabkan pengelupasan aspal. 



Persyaratan/ketentuan mengenai pemeliharaan akan disediakan di dalam 

Kontrak. 


Usulan (proposal) variasi akan memmasukkan peninggian jalan pada 

segmen ini. Saluran samping pada segmen ini dan sepanjang 200m pada 

setiap sisinya akan disediakan dan dibuat cukup dalam untuk 

memungkinkan air mengalir bebas menuju ke saluran-saluran melintang 

(cross drains). 


Memasang rumble strips jika disetujui secara resmi oleh Pemilik melalui 

Variasi Kontrak. 


Kontraktor mengusulkan bahwa bahan anti pengelupasan akan digunakan 

jika stabilitas sisa dari Job Mix kurang dari 95%. 


3 PENGUJIAN MATERIAL 


Temuan-temuan audit telah dipresentasikan/disamoaikan pada Rapat Penutupan 

dan disetujui atau setidaknya dipahami oleh yang hadir dalam rapat tersebut. Hasilhasil 

pengujian lapangan tidak sepenuhnya dianalisa dan pengujian laboratorium 

belum dimulai (dilaksanakan) pada waktu RapatPenutupan tersebut. Oleh karena itu 

pengujain-pengujian material dan lapangan kemungkinan menghasilkan temuantemuan 

tambahan. Temuan-temuan Tambahan ini telah dimasukkan di dalam Tabel 

2.1 dan telah diberi nomor urut referensi. 

Hasil-hasil pengujian lapangan secara umum memuaskan (Lampiran 2). Kekuatan 

beton untuk bangunan-bangunan struktur lebih baik dari pada yang ada pada 

sebagian besar proyek lainnya. Kekuatan beton untuk dinding parapet goronggorong 

cenderung rendah (Audit Tambahan 18). Ada yang perlu diperhatikan 

mengenai masalah ini untuk pekerjaan dinding parapet sisanya. Pemadatan 

timbunan biasa dan timbunan pilihan cukup memuaskan. 

Sampel-sampel diambil untuk memverifikasi mutu dari material timbunan pilihan dan 

batu (rock) serta material filler yang diusulkan untuk aspal. Hasil-hasil ini akan 

ditambahkan ke dalam laporan jika sudah tersedia. 

3.1 Job Mix untuk Aspal 

Kontraktor belum melengkapi/menyelesaikan job mix untuk aspal. Oleh karenya tidak 

ada ketidaksesuaian yang dapat dicatat sehubungan dengan Job Mix untuk aspal 

(selain dari pada keadaan yang sudah jauh terlambat namun dapat dibantah 

terhadap rencana dimulainya pekerjaan-pekerjaanaspal). Namun beberapa hal 

penting telah dicatat: Hal ini hendaknya diperhatikan selama pelaksanaan 

percobaan-percobaan campuran aspal (asphalt job mix trials) 

a) Beberapa bahan mengisi (fillers) dalam pembahasan termasuk kapur pecahan 

(crushed lime) (yang sesuai) dan material yang dinyatakan sebagai abu terbang 

namun terlihat seperti abu batu (fine crushed coal). Pada akhirnya tidak boleh 

digunakan; 

b) Agregat aspal belum tersedia tetapi agregat lain yang diproduksi oleh pemasok 

yang diusulkan ternyata sangat pipih (flaky) terutama dalam kisaran 5-10 mm. 

Permasalahan ini harus dikoreksi (merujuk ke AF 11); 

c) Selama volume lalu lintas memerlukan campuran asphalt wearing dan ashaplt 

binder bergradasi kasar dan tanah dasar jalan dalam kondisi basah secara 

permanen, perhatian perlu diberikan untuk mencegah masalah pengelupasan di 

dalam aspal. Penggunaan bahan anti pengelupasan direkomendasikan karena 

disediakan (diakomodasi) di dalam Spesifikasi. Spesifikasi menyatakan tidak ada 

ketentuan untuk pembayaran tambahan untuk bahan anti pengelupasan (hal ini 

mungkin perlu untuk disediakan tanpa biaya tambahan jika stabilitas yang tersisa 

dari aspal tidak sesuai/tidak memenuhi ketentuan). Untuk proyek ini disarankan 

bahwa bahan anti pengelupasan dapat digunakan tanpa tergantung pada 

apakah kaidah/aturan stabilitas yang tersisa dipenuhi. Oleh sebab itu 

pembayaran tambahan hendaknya dipertimbangkan (merujuk ke AF 17). 

3.2 Pengujian Geo-grid 

Engineer seharusnya sudah menguji material geo-grid sebelum menyetujui untuk 

penggunaannya. 


Doc. ID: B033–EKS 02 Full Audit Report 


LAMPIRAN 1 

Audit Forms 

(seluruh form sudah ditandatangani oleh PPK, CWC, SSE dan TFAC. 

Form-form asli yang sudah ditandatangani dipegang oleh TFAC)



Project: EKS 02 

Location: Banjarmasin – Bts. Kalteng 

Non conformity 

Date of Audit: 30 October – 2 November 2012 

Closing Meeting: 3 November 2012 

Audit Finding 

Temporary drainage and side drains incomplete 

AF 01 

(of 17) 

Evidence and Extent 

The existing earth side drains are blocked in many places. In some locations the blockage is by 

waste dumped from the project 

Contract Document Reference 

General Specification 

Additional Investigation Required: 

none 

Problem impact: 

Potential impact on finished quality 

The problem will cause ground water levels to 

be higher than necessary during the wet 

season. That in turn will increase traffic 

damage to the pavement 

Cost implication 

Immediate and long term pavement 

maintenance costs may be significant 

Other 

Nuisance to property owners 

Signed 

Engineer or Authorised Assistant 

Signed 

TFAC 

Signed 

Quality Manager CWC 

Signed 

PMSC 

Signed 

General Superintendant, CWC 

Signed 

PPK




Date of Audit: 30 Oct – 3 Nov 2012 



AF 01 

(of 17 ) 

TFAC suggested corrective actions 

Construct new and/or clean all existing earth drains before the wet season (ie immediately). 

Remove all excavated material from the table drain zone 

Recommended adjustment to Payment Certificate 

None - 

Audit Finding Agreement Yes / No 

Proposed actions by Engineer 

If Yes, state corrective action. If NO, give reason. 

Will instruct to the Contractor : 

- to remove the disposal material 

- to clear the material on side ditch 

Proposed actions by Employer 



Will Instruct to RSC/SSE That the disposal material should be removed as soon as 

Response by CWC 



The excavated material is placed temporary on the edge of the Shoulder, because after the 

widening work is done, the excavated material (from the existing widening) will be used as 

common embankment. 

Solution: 

1. We will finish the work of widening immediately so that the excavated material can 

be used as common embankment and the work of natural side drains can begin. 

2. For the next work, we will maintain the existing side drains and not placing the 

excavated material in the existing side drains. 

Comments by PMSC 


If Yes, state corrective action. If NO, give reason.



suggestion 



Audit Finding 

Some U ditches are not located in optimum positions 


Visual – several locations 


Not applicable – a design review issue 



AF 02 

(of 17) 


.. 

Review U ditch locations. Avoid use in open field areas with good natural drainage (field 

lower than the road) 

Problem 

impact: 

Potential impact on 

finished quality 

none 


Uditches wasted 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

Signed 


Signed 

PPK 

Original 

ground free 

draining to 

culvert. 

Therefore U 

ditch primarily

suggestion 



Date of Audit: 30/11 to 3/12/2012 



AF 02 

(of 17) 


None for completed work. Review proposed remaining u ditch locations and ensure best 

use is made of available u ditches 


none 




The side ditch In that location is need to continue the drainage until the box culvert, and it is 

provided in the original drawing. 


Agree with the Engineer proposed action 






Actually, we already review and the location of U-Ditch in original drainage so that the U- 

Ditch can accommodate the water from local residence and public facility, but are not 

shifted all, because we maintenance the water from the road/existing ground can flow into 

the culvert. 




Non 

conformity 







Audit Finding 

The platform for geogrid is not sufficiently level 


Several locations 


SS 3.5.1.3 Construction 

The surface on which the geotextile or geogrid is to be placed shall be as flat 

and smooth as possible. All 


. 

none 


Potential impact on 

finished quality 

The geogrid will not be 

effective at locations 

where its support 

platform is not level 


Increased future 

maintenance cost 

Signed 

Engineer or 

Authorised 

Assistant 

Signed 

TFAC 

Signed 


Signed 

PMSC 

Selected 

embankment 

rutted and 

contains oversize. 

Geogrid cannot 

li fl t l tf 

Signed 


Signed 

PPK 

AF 03 

(of 17)







AF 03 

(of 17) 


The platform should be re-leveled at places where the grogrid cannot lie flush with the 

support platform. The Engineer should make any platform on which geogrid is to be placed 

a Holding Point, An Engineers instruction is required for this. 


none 




Will instruct to the contractor to repair the granular selected embankment, reshaping, recompacting 

and place the geogrid. 








In several location, especially in location without geotextile in widening, the result of GSE 

(after compacted) cannot lie flat so that we use the Motor Grader to make the GSE become 

flat. However, we will rework the compacted and after compaction we will make the GSE flat 

with Motor Grader. 

We already assigned two workers to remove the oversize material, even in quarry. 

However, we will check again to avoid the same thing happens. 




Non 

conformity 





Audit Finding 

Unsuitable selected embankment used over geo-grid 


Seen at sta ……. 


Engineers instruction re source of selected embankment? 


.. 

none 


Potential impact on finished 

quality 

Geogrid may be damaged. 

Selected embankment will not 

perform well if in swampy 

area. Geogrid not required if 

not swampy 


Unnecessary use of geogrid 

cost about Rp30000/m2 

Oversize in selected 

embankment likely to rupture 

geogrid 

Signed 

Engineer or Authorised 

Assistant 

Signed 

TFAC 

Signed 


Signed 

PMSC 



Signed 

AF 04 

(of 17) 


Signed 

PPK






AF 04 

(of 17 ) 


Use the approved selected embankment or base B or Base A over geogrid only. The 

approved selected embankment should not contain material exceeding say 50mm. A grizzly 

may be needed at the quarry to remove oversize. Unsuitable selected embankment should 

be removed from swampy areas. Geogrid should not be used over areas that are not 

swampy (eg sta 8+500 to 12+400) 


None. But geogrid should only be measured for payment when placed correctly. 




- We did the geogrid work at that location is according with the design drawing. 

- If decrease will become the problem. 

- Will instruct to the contractor to repair and remove the oversize materials by 

manually. 







We agree to repair and remove the oversize material of GSE from the beginning of widening 

work, we already assigned two workers to remove the oversize material even in quarry. 

The placement of geogrid, we follow the original contract, we never change and review the 

location of geogrid.. so, the location of geogrid where the original contract is indicated, we 

will install it. 











AF 05 

(of 17) 

Audit Finding 

Geogrid type and strength does not comply with the intended Specification. The specification 

requires a radial stiffness of 390 kN/m at a strain of 0.5%. The test data is inconclusive but it 

would appear that the test was longitudinal rather than radial a specified. 


Visual on site – test report ……… 


SS 3.5.1.2 


Determine if the Special Specification for geogrid was included in the contract documents. Note that 

the Bill of Quantities refers to the Special Specification Pay Item SS 3.5.1 (as above) and Drawing 

EKS 02 – R – 1006 and other refers to the special specification SS 3.5.1 for geogrid 



Reduced strength of geogrid. Potential for rupture 


Geogrid provided is lower cost than the specified geogrid 

. 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

Signed 


Signed 

PPK







AF 05 

(of 17 ) 


Any new purchase should be the specified strength. The contractor should request to provide a 

manufacturers guarantee that the geogrid is fit for purpose and will not rupture. 


A reduced price should be determined for the lower grade geogrid provided based on the material 

supply price difference. 




The geogrid already carried out test in Puslitbang Bandung with the test result is in the 

specification required. 


Already instruct to the SSE to distribute the geogrid test result. 






Reffering to the document of geogrid test result from Puslitbang Bandung, our geogrid is 

qualifying the specification requirement. The test on Puslitbang is attended by Contractor, 

Engineer and Representative of geogrid fabricator. So thers are no reason to reject our 

geogrid material. 











Audit Finding 

Private property ground levels are below the u ditch top at some locations. 


Several locations 


Drawings 


Identify locations. 



Some potential for unnecessary flooding of 

private property 


minor 

Original asymmetrical design matching 

adjoining property 

Signed 


Assistant 

Signed 

TFAC 

Signed 


Signed 

PMSC 

AF 06 

(of 17) 

As built symmetrical U ditch with wall height 

above adjoining ground 

Signed 


Signed 

PPK







AF 06 

(of 17) 


Assess each situation. Where benefit could be gained and there is no risk of back flow., 

propose a discharge opening into U ditches from adjoining property. 


None, no additional payment because as built is a simplification of the original design 




Will instruct to the contractor : 

- to make hole on the out side U-Ditch 

- to make the little side ditch on the out side U-ditch for the water flow direct to U-ditch 




Will instruct to the SSE to make the side ditch access to the U-ditch and set the U-ditch 

below position then the side ditch. 




From the results of Field Engineering was obtained that the existing ground elevation in the 

design are not the same as the existing condition, and the U-Ditch dimensions in the Cross 

Section (not typical) at some locations that are impossible to be implemented, so in the field, 

we adjusting the conditions of the field so that the function U-Ditch as well as a retaining 

wall duct can be met. However for the location where there is a U-Ditch wall higher than 

existing ground around it, then we will undertake improvement / action so that water can 

flow into the U-Ditch based on in site conditions. 









Audit Finding 

Culvert parapet heights may be incorrect 



AF 07 

(of 17) 


Visual. Culvert parapets must be a fixed height above the finished surface level. It appears 

that parapets have been cast to a fixed height. 


Drawing 


Surveyor to check all parapets 



None 


None 

Other 

Appearance and safety issues 

Standard drawing 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

As built culvert parapet must be a uniform 

height above finished surface level – safety 

auditor will require guardrail for both options. 

Signed 


Signed 

PPK







AF 07 

(of 17 ) 


If heights of already cast culverts are incorrect they will have to be recast. It is noted that the 

parapets are a non-standard type. It is likely that the safety auditor will require guardrail at 

all culverts in which case the recast parapets should allow for culverts should provide for 

guardrail connection points. As built levels may vary from original design levels so it is 

always preferable to finish casting parapet walls after the final pavement height is known. 


none 




Yes 


Yes 






Our parapets is following the standard drawing. Our design of parapets have bean 

discussed with the SSE (previous SSE before Mr.Ardis) and PPK almost one year ago and 

they agree with the design of our parapet. 

For the high of parapet, we already calculated from top of elevation of surface design. We 

plotted on Autocad drawing, so the top elevation of existing surface road as vertical 

alignment. Than if any different between top elevation and the surface asphalt level is not 

problem and not see the paraper is not uniform. 











AF 08 

(of 18) 

Audit Finding 

The proposed curve radius design change at sta 0+050 to 0+200 from 100 m to 65 m is 

unacceptable because it reduces the curve design speed from 60 kph to about 45kph and increases 

the accident risk. A 90m radius solution is possible within existing site constraints, allowing a 55 kph 

operating speed, and is recommended. 


Shop drawings – one location 


Drawings 


.a detailed shop drawing must be prepared showing a retaining wall and v drain (or other drain type) 

treatment on the right side adjacent to the PADM fence, guard rail on both sides, a 90 m radius curve, at least 

10 chevron signs type W 1, two advisory speed limit signs 55 km / h type W26, curve widening at least 90cm 

and super elevation 10 %. Signs size 90 cm?. 



5 

none 


Additional cost for warning signs and guardrail not provided by 

the original contract 

Other 

Accident risk if proposed solution adopted 

. 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

Adjoining property fence line showing 

adequate space for curve 

improvement provided a retaining 

wall is used 

Signed 


Signed 

PPK

Non-conformity 



Date of Audit: 



AF 08 

(of 18) 


Adopt a 90 m radius solution, commence super elevation transition at bridge abutment (sta 

0+059 approx), provide a 10 % super elevation, 90 cm curve widening, guardrail from the 

bridge abutment both sides to the end of the ST point at about sta 200, at least 10 chevron 

signs type W1 (5 left and 5 right) placed on the outside of the curve), two advisory speed 

signs type W26. A retaining wall plus V or other drain type if necessary adjacent to the 

existing PADM property fence line. 


A variation may be required for the recommended additional safety equipment. 




1. Agree with the last discussion in Base camp with TFAC Team Leader, That the R = 

90 m and will prepare the drawing. 

2. The u-ditch still can install at that location according the result of land use survey on 

30 October 2012. 

3. Wll instruct to the contractor for place the u-ditch follow the original design drawing 


Agree with the Engineer proposed actions 






The Calculation of change in radius has been discussed between the Contractor, Engineer, 

and Mr.Ted James, which acquired 90m radius decisions most likely to use. 

For the proposed addition of Retaining wall for drainage will we review again based on field 

conditions. 











AF 09 

(of 17) 

Audit Finding 

Some items of specified equipment have not been provided: 5 th cold feed bin for AMP, rotary 

broom (road work type), bitumen distributer with spray bar complying to GS 6.1.3.2 


Equipment not on site. Contractor will mobilise before commencement of asphalt work 



.. 

Off site application rate rrial for bitumen distributer including lateral distribution test




Significant negative if not provided 


None 

Signed 


Signed 

TFAC 




Signed 



Signed 

PMSC 


Signed 

AF 09 

(of 17) 


Signed 

PPK







AF 09 

(of 17 ) 


Each of the listed equipment items should be provided before the commencement of 

asphalt works. The substitution of AC BC for AC Base is permitted by GS…… at the same 

unit price as AC BC at contractors option if a fifth bin is not provided. 

Note that few bitumen distributers in Indonesia comply with GS 6.1.3.2. A conforming 

bitumen distributer should be provided for this project. The traffic level on the road is quite 

high so prime coat will be easily damaged if the Base A is not properly prepared including 

removal of segregation, uniform compaction, rotary brooming and uniform application of the 

correct prime application rate (probably about 0.7 l/m2 but subject to Engineers instruction 

or approval) 


None – AC work should not proceed until equipment is provided 




Yes 


Yes 






We will check and re-evaluation, so that what is required in the specifications can be met. 




Suggestion 







AF 10 

(of 17) 

Audit Finding 

The following additional equipment is suggested to improve methods of work and outcomes: 

Pneumatic tyred roller for Base A preparation and a Intermediate sized smooth drum or 

intermediate combination steel pneumatic roller (+/-1.0 to 1.2m drum width) for optimum 

compaction of the shoulder zone 


Not applicable 


GS 5.1.3.3 . 


.not applicable 



significant 


Some cost to contractor but a potential cost saving in terms 

of the time required to achieve the specified compaction 

and surface preparation of aggregate base before priming 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

Signed 


Signed 

PPK

suggestion 






AF 10 

(of 17 ) 


The Engineer should instruct the use of a pneumatic tyred roller to finish all base A before 

priming as allowed by GS 5.1.3 to get optimum compaction uniformity in the base A surface. 

It is usually not satisfactory to use the asphalt roller because work scheduling is then 

difficult. He should also instruct an intermediate sized roller to allow compaction of the final 

shoulder layer and compaction of the shoulder asphalt layer. 


none 




Yes 


yes 






We already mobilize the Pneumatic Tyre Roller for Aggregate class-A work 

We already mobilize also for Intermediate Sized Roller for compaction of the final shoulder 

layer (Aggregate class-A) and Asphalt Layer. 











AF 11 

(of 17) 

Audit Finding 

The available aggregate is too flaky for use in asphalt. The crushing plant does not comply 

with Drawing General Note requirements (2 stage jaw to jaw) 


Visual – small samples at the contractors base camp laboratory. Conflicting information on 

site that a) a new crushing plant would be provided and b) the existing crushing plant will be 

adjusted to improve aggregate shape, 



Test for aggregate shape after improvement of crushing plant 



Reduced performance of asphalt 


Potential cost increase to contractor if flaky aggregate is 

used 

other 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

Signed 


Signed 

PPK






AF 11 

(of 17) 


Drawing…. General Notes require a three stage crushing plant with an impact third stage. 

At least the crushing plant should be adjusted to deliver better shaped aggregate before the 

asphalt job mix is produced and during production of asphalt aggregates 


none 




Agree with TFAC suggested 


Agree with TFAC suggested 






1. The Flakiness is just occurred for the screen 10mm, but for screen 20mm and 30mm 

flakiness is not occurred. 

2. Solution: we will change the screen 10mm, if the flakiness is still occurred, we will 

add the cone crusher to solve this issued. 











Audit Finding 

All laboratory equipment calibration was out of date 


Inspection of calibration certificates at Contractors Base Camp laboratory 


: 


none 



Can be significant 


none 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

Signed 

AF 12 

(of 17) 


Signed 

PPK







AF 12 

(of 17) 


Arrange for calibration of all proving rings. Replace proving rings with calibrated rings to 

avoid delay 


none 




No not all – if any we must do recalibration 


Agree with engineer 






The last calibration for all of our laboratory equipment is conducted on September 11, 2011 

so we will arrange for calibration of all laboratory equipment. (especially for Proving Rings). 









Audit Finding 

Inadequate provision for traffic 


throughout 


various 


..none 



none 


none 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 



Signed 

AF 13 

(of 17 ) 


Signed 

PPK







AF 13 

(of 17 ) 


Additional traffic safety provision needs to be made at locations where equipment is working 

and where there are large level differences between the shoulder and the pavement 


None at this stage but the CSE might consider an djustment to the Provision for Traffic pay 

item if there is no improvement 




Yes the contractor must add traffic signs. They are sometimes lost or broken. 


Yes 






We will improve the traffic sign, barrier and traffic warning. 

Actually, for each of our equipment there are 2 workers (one for flagman and one for helper) 

to follow the equipment to arrange the traffic. However, we will check and improve it. 











Audit Finding 

Maintenance of the existing road may need to be improved before the wet season 


Many areas of broken asphalt that are likely to be difficult to maintain through the wet 

season. 



.. 

none 

AF 14 

(of 17)



quality 

none 


Significant cost to contractor 

Signed 


Signed 

TFAC 


Signed 


Signed 

PMSC 


Signed 


Signed 

PPK







AF 14 

(of 17) 


Consideration should be given, subject to employer approval, to remove asphalt from 

severely broken areas and maintain as a gravel road until the new pavement is placed 

because re-asphalting now within months of construction of the new pavement would be 

wasteful and prohibitively expensive. 

Note tjhat maintenance costs including materials are fully covered by GS 10.1.2. Therefore 

low cost solutions are needed 


None. But non-payment of Pay Item 10.1.1 and 10.1.2 might be considered if the pavement 

is not maintained. Note that pay items 10.1,1-5 include supply of materials (see 10.1.7.2) 


Contractors need funds to maintain roads with aggregate A 

OK. the 10.1.4. item number is canceled. 






- Maintenance of the road is still needed to cover lubang2 although until aggregate 

- Pay of the small maintenance items, should be paid only 




Maintenance and repairs to roads and road shoulders are approximately 8 times we did, 

even now remains the maintenance and repair we do. But up to now we have not been paid 

for the job, because maintenance and repair items are not in the BOQ and was proposed in 

Variation Order, so that we do not agree when Routing Maintenance mentioned that we did 

not. 




Design review 







AF 15 

(of 17) 

Audit Finding 

The original design finished pavement levels sta 200 to 1300 may be satisfactory if the 

designed earth drains and outlet drain paths are constructed except that between stations 

0+430 and 0+850 the clearance above ground water is insufficient. 


The drawings show drainage system inverts nominally 1.6 meters below the finished surface 

level. If the designed drains are cut and discharge paths are provided, the ground water level 

should be satisfactory except between the stations noted above. The original design also 

allows for a grade raise of typically 600 mm. therefore there should be no flooding problem 

relative to the current occasional flood level of between 200 and 500 mm below the existing 

pavement 


Drawings 


Check that cross drains have discharge paths and that all of the section other than 0+430 to 

0+850 can be made free draining to 1.6m below the finished surface level. 



quality 

No impact if constructed as 

designed except for 

pavement structure 0+430 to 

0+850 


Variation for JRCP to 

replace flexible 

Other 

none 

Signed 


Assistant 

Signed 

TFAC 

Original design Sta 0+975 (example) FSL 5.254, Grade Raise 

600 mm, Drain invert below FSL 1.96 clearance above grond 

water and flood – adequate 

Signed 


Signed 

PMSC 

Signed 


Signed 

PPK 

Sta 

0+97

Design review 






AF 15 

(of 17 ) 


Immediately construct side drains. Adjust if necessary for the actual cross drain invert 

levels, allowing for side friction constraints (new building), and with side drain extensions if 

necessary to ensure that the whole area is drained. 

Do not alter original design grade raise proposal unless justified by drainage path proposal 

(ie unless a free draining invert of ≥1.6 m below the FSL centre line is not possible. 

Propose rigid reinforced pavement (JRCP) from station 0+430 to 0+850 OR grade rais to a 

minimum of 1.6 m above drain invert (approx. an extra 60cm over this section relative to 

original design) 


None – a variation will be required 




At The Sta 0 +300 - 1 +300. 

- In the dry season it does not matter, but the tied in the rainy season would be 

problematic, and this can lead to water across the road /flood. 

- We propose to increase the height by a dipasan GSE under Aggregate B. 22 cm thick. 


Agree with Engineer Proposed actions 






We've been designing in accordance with the original contract considering the field 

conditions, so that the water being stored in the channel (from the road or home residents) 

can flow to the outlet (Box Culvert). 






Design Review 



Audit Finding 

The sealed shoulder may be at risk of damage if poorly constructed 


na 


Not applicable 


None 



Significant shoulder maintenance if poorly 

constructed and/or heavily trafficked 


small 

other 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 



AF 16 

(of 17) 

Milled type rumble strip (raised type better for tropics?) 

Signed 


Signed 

PPK

Recommendation 






AF 16 

(of 17) 


1) Replace 50 mm AC BC with 50 mm AC WC f – reason – higher bitumen content 

provides improved performance as thin layer 

2) Provide rumble strips in shoulder zone at say 50m centres either of painted asphalt 

or thermoplastic depending on cost. 


None – a variation required 




No. The AC-BC has a value of structure better than AC-WC. So don’t change. 

The Rumble strips is OK 


Agree with Engineer proposed actions 






Replacement AC-Binder material into AC-WC could we do as long as the replacement is 

also paid as an AC-WC. 

Rumble strips is not accommodated in the BOQ and need to be proposed and the price of 

new items first. Basically we did not mind. 




Suggestion 







AF 17 

(of 17 ) 

Audit Finding 

The high water table increases the potential for stripping. Therefore a chemical anti stripping 

agent or a hydrated lime filler is recommended in all asphalt mixes 


visual 



Retained stability tests 



Significant if any of the asphalt mix types is prone to stripping 


A small cost to contractor – no separate pay item for anti 

stripping agent 

other 

Signed 


Signed 

TFAC 

Signed 


Signed 

PMSC 

Signed 


Signed 

PPK

Recommendation 






AF 17 

(of 17) 


Include hydrated lime or a chemical anti strip agent in all coarse graded asphalt job mixes. 

Provide an approved anti strip blender at the AMP. 


None – no separate pay item for additive. 




Yes. 


Yes 






Anti-stripping agent is used only when the asphalt aggregate adhesion is less than 95%, 

If the adhesion of the asphalt aggregate less than 95% of the anti-stripping agent shall be 

added up to 2% by weight of the asphalt. So the use of anti-stripping agent will depend on 

conditions on the ground later. Moreover, the price for this material as well not exist and 

have not been accommodated in the BOQ and the unit price of asphalt, so the price and 

items needed. 




Doc. ID: B033–Laporan Audit Lengkap Paket EKS-02 


LAMPIRAN 2 

Hasil-hasil Pengujian

Doc. ID: B033–EKS 02 FullAudit Report 

TFAC TEST REPORT 


Project Name : EKS-02. BANJARMASIN - BTS. KALTENG 

Period /Date : 31/10/2012 - 02/11/2012 

No. Description 

No. 

Test 

Fail 

No % 

Remarks 

1 Grade Preparation Density 

2 Subgrade CBR - DCP 

Subgrade CBR 4 days soaked 

3 Subgrade (Embankment) Density 

4 Aggregate Base B Grading 2 0,06 3% 1 of 16 Fractions is NC 

5 Density 3 0 0% 

6 CBR 

7 Thickness 3 0 0% 

8 Fracture Face (? 60%) 

9 Aggregate Base A Grading 3 fractions NC 

10 Density 

11 CBR 

12 Thickness 

13 Fracture Face (? 100%) 

14 AC-WC Grading ex extraction 

15 Bitumen Content 

16 Bitumen Effective 

17 Retained Marshall Stability 

18 Field Density 

19 Thickness 

20 AC-BC Aggregate grading after extraction 





25 Thickness 

26 Los Angeles Abrasion of Coarse Aggr. 

27 Sand Equivalent of FA 

28 AC-BC JMF review 

29 AC-Base Aggregate grading after extraction 





34 Thickness 

35 Los Angeles Abrasion of CA 

36 Sand Equivalent of Natural Sand 

37 Flakiness of MA 

38 AC-Base JMF review 

39 Concrete Strength K 350 Box/RCP 16 3 19% 6% Below 80% (242 kg/cm2) 

40 

Box Culvert 

Concrete 

U Ditch 

Strength 

RCP 

K250 

Total K250 

14 

14 

3 

3 

21% 

21% 

7% 

7% 

Below 80% (178,4 kg/cm2) 

Below 80% (178,4 kg/cm2) 

41 K 300 

42 Gabion 

Weight of Coating (gr/m2) 

Wire Tensile Strength (kg/mm2)

A. IN SITU TEST RESULTS 



1. In Situ Compressive Strength Test of Box Culvert (By Schmidt Hammers Test Method - ASTM C 805 - 85) 

No 

Location 

Surface Location 

Age 

Comp. 

Strength 

Estimate Comp. Str. @ 28 days 

Value GS. Sect. 

Age Correction 

individual 7.1.1.2 Remarks 

Sta 

RHS/LH 

S (day) (kg/sqcm) (kg/sqcm) (kg/sqcm) 

a b c d e f g h=f/g i j 

SH-01 0+250 LHS Box Culvert (wall) >28 531,8 1,0 531,8 OK 

SH-02 LHS Box Culvert (parapet) 6 256,4 0,6 407,0 OK 

SH-03 RHS Box Culvert (wall) >28 484,6 1,0 484,6 OK 

SH-04 RHS Box Culvert (wall) >28 318,7 1,0 318,7 NC 

SH-05 0+450 RHS Box Culvert (parapet) >28 473,9 1,0 473,9 OK 

SH-06 RHS Box Culvert (wall) >28 563,3 1,0 563,3 OK 

SH-07 LHS Box Culvert (parapet) >28 533,5 1,0 533,5 OK 

SH-08 

SH-09 0+875 

LHS 

LHS 

Box Culvert (wall) 

Box Culvert (wall) 

>28 

>28 

563,3 

459,0 

1,0 

1,0 

563,3 

459,0 

350 

OK 

OK 

SH-10 LHS Box Culvert (wall) >28 574,2 1,0 574,2 OK 

SH-11 RHS Box Culvert (parapet) >28 433,3 1,0 433,3 OK 

SH-12 RHS Box Culvert (parapet) >28 492,4 1,0 492,4 OK 

SH-15 1+250 RHS Box Culvert (cover) >28 401,6 1,0 401,6 OK 

SH-16 RHS Box Culvert (wall) >28 242,6 1,0 242,6 NC 

SH-17 LHS Box Culvert (cover) >28 397,7 1,0 397,7 OK 

SH-18 LHS Box Culvert (wall) >28 308,4 1,0 308,4 NC 

Number of Test 

Mean/Average Value 

Max. Value 

Min. Value 

Standard Deviation 

Constanta 

Characteristic Strength 

Characteristic Strength 

n 16 

σbm, (R) 449,1 

σb. min 574,2 

σb.max 242,6 

S 98,6 

K 1,64 

σbk= σbm-KS 412,5 OK 

Min . G.Spec 350,0 

OK 81,3% 

NC 18,8% 

2. In Situ Compressive Strength Test of Box Culvert (By Schmidt Hammers Test Method - ASTM C 805 - 85) 

No 

Location 

Surface Location 

Age 

Comp. 

Strength 

Estimate Comp. Str. @ 28 days 

Value GS. Sect. 

Age Correction 

individual 7.1.1.2 

Remarks 

Sta 

RHS/LH 

S (day) (kg/sqcm) (kg/sqcm) (kg/sqcm) 

a b c d e f g h=f/g i j 

II. Reinforce Concrete Pipe K-350 

Before corrected 

Age Coeff 

After 

Corrected 

SH-13 1+250 R U-Ditch (wall) >28 360,5 1,0 360,5 OK 

SH-14 3+400 L U-Ditch (wall) >28 264,5 1,0 264,5 OK 




SH-22 5+500 L U-Ditch (floor) >28 299,6 1,0 299,6 OK 

SH-23 

SH-24 

7+900 

9+200 

L 

R 

U-Ditch (wall) 

U-Ditch (cover) 

>28 

>28 

304,0 

209,6 

1,0 

1,0 

304,0 

209,6 

250 

OK 

NC 

SH-25 9+200 R U-Ditch (wall) >28 311,4 1,0 311,4 OK 

SH-26 9+200 R U-Ditch (floor) >28 270,3 1,0 270,3 OK 

SH-27 12+725 R U-Ditch (wall) ? 178,4 1,0 178,4 NC 

SH-28 12+725 R U-Ditch (wall) ? 213,6 1,0 213,6 NC 



Number of Test n 14 

Mean/Average Value σbm, (R) 268,5 

Max. Value σb. min 360,5 

Min. Value σb.max 178,4 

Standard Deviation S 46,4 

Constanta 

K 1,64 

Characteristic Strength σbk= σbm-KS 284,4 OK 

Characteristic Strength Min . G.Spec 250,0 

OK 78,6% 

NC 21,4%



3 Density of Aggregate Base Class B by Sand Cone Method 

( ASTM D 1556 - 90 ) 

Location 

Sta L/R 

Insitu Dry Density 

Before After 

Corrected 

Laboratory 

Mdd 

% Density Remarks 

7+400 L 2,288 2,161 2,145 101% OK 

12+200 R 2,283 2,249 105% OK 

11+750 L 2,261 2,193 102% OK 

4 Thickness of Aggregate Base Class B by Test-Pit 

Location Thickness 

Sta L/R Actual Design 

Remarks 

7+400 L 20 OK 

12+200 R 20 20 ± 1 OK 

11+750 L 20 OK 

5 Ground Water Level (GWL) 

By Manual Mesurement (Use The Hand digital laser with waterpass) 

Location 

Sta L/R 

Datum 

Refernece 

GWL from surface ( cm) 

Existing Design Finish grade 

Surface Description 

Defference 

F. Grade - Exist. G 

Edge CL CL 

0+125 R Ex. Asphalt 94 150 Asphalt existing 56 

0+250 L Box Surface 176 214 Box surface 38 


0+450 R Box Surface 63 101 Box surface 38 

0+550 L Ex. Asphalt 57 91 Asphalt existing 34 



0+750 R Box Surface 65 103 Asphalt existing 38 

0+895 L Ex. Asphalt 111 157 Box surface 46 

1+025 R Box Surface 72 110 Asphalt existing 38 


1+200 R Box Surface 227 265 Box surface 38 

1+350 L Ex. Asphalt 161 191 Asphalt existing 30 

Measurement: Date 01/11/2013 

Time 10.00 - 11.00 WITA

B. LABORATORY TEST RESULTS 



1. Gradation Test of Aggregate Base Class B (Wet Method - ASTM C 136 - 84) 

Percent Passing (%) 

Sieve Size 

Sampling Location 

Gen. 

Specification 

Remarks 

Sta Sta Section/ 

ASTM mm 7+400 L 12+200 L Table 5.1.2.1 

2" 50,8 100 100 100 

1 1/2" 38,1 94 93 88 - 95 

1" 25,4 78 80 70 - 85 

3/8" 9,50 49 68 30 - 65 

No.4 4,75 35 52 25 - 55 

No.10 2,00 23 36 15 - 40 

No.40 0,425 8 13 8 - 20 

No.200 0,075 

N 

1,2 2,1 2 - 8 NC 

2.a Gradation Test of Aggregate for Asphalt Mixture from Base Camp Plaihari 

ASTM C 136 - 84 

Percent Passing (%) By Weigth 

Sieve Size 

CA 

Kind of Materials 

MA FA 

Gen. Specification 

Table. 

6.3.2.1(a)&6.3.2.2(a) 

ASTM mm < 3/4" < 1/2" CA Sand/FA 

2" 50,8 

1 1/2" 38,1 

1" 25,4 100,0 

3/4" 19,0 80,6 

1/2" 12,7 8,2 

3/8" 9,50 4,6 

4 4,75 4,3 

8 2,36 4,3 

16 1,18 4,2 

30 0,600 4,2 

50 0,300 4,2 

100 0,150 4,2 

200 0,075 4,1 

100,0 

99,5 

96,8 

95,6 

18,9 

7,7 

7,4 

7,3 

7,3 

7,3 

7,2 

100,0 

99,9 

52,4 

28,5 

17,0 

12,0 

9,2 

7,8 

Remarks 

Max. 1% Max. 8% NC 

Note: The Coarse Aggregate and Medium Aggregate are dirty, so the row 

material (boulder stone) should be clean and screened by grizzly 

before entering to the stone crusher.

2" 50,8 

1 1/2" 38,1 

1" 25,4 

3/4" 19,0 

1/2" 12,7 

3/8" 9,50 100,0 

4 4,75 99,9 

8 2,36 99,7 

16 1,18 98,6 

30 0,600 89,4 

50 0,300 13,6 

100 0,150 1,6 

200 0,075 0,4 


100,0 

100,0 

99,5 

88,0 

76,5 

55,4 

43,3 


2.b Gradation Test of Aggregate for Asphalt Mixture from Base Camp -Plaihari 

ASTM C 136 - 84 

Percent Passing (%) By Weigth 

Sieve Size Natural 

Sand 

Lime Stone Flyash 

Gen. Specification 

Table. 

6.3.2.1(a)&6.3.2.2(a) 

ASTM mm ex-Barito Base Camp Ex.Paiton CA Sand/FA 

100,0 

100,0 

94,7 

3. Abrasion Test Results of Aggregate for Asphalt Mixture EX- Plaihari 

ASTM C 131 - 89 

Type of 

material 

TFAC 

Test Value 

GS.Requirement 

Sect. Table 6.3.2.1.(a) 

Remarks 

CA 10-20 mm 15,45 Max 30% OK 

Max. 1% Max. 8% 

4. Sand Equivalent test of Fine Aggregate for Asphalt and Concrete Mix 

ASTM C 2419 - 91 

Type of Sand equivalent Value (%) GS.Requirement 

material 1 2 Average Sect. Table 6.3.2.2 (a) 

Remarks 

FA 0-5mm 83,75 85,68 84,7 Min 75% OK 

Remarks



5. Flat and Elongated Particles (Flakiness) of Aggregate for Asphalt Mixtures 

ASTM D 4791 - 05 

Type of 

material 

Flat (ratio 1:3) GS.Requirement 

Sect. Table 6.3.2.1 (a) 

Remarks 

CA 10-20 mm 4,28 

Max OK 

MA 5-10mm 9,83 

Max OK 

Type of 

material 

Elongated (ratio 1:3) GS.Requirement 

Section 6.3.4 

Remarks 

CA 10-20 mm 12,39 

Max OK 

MA 5-10mm 

Ratio 1:5 Max. 10% 

14,38 

Max OK 

Type of 

material 

Flat (ratio 1:5) 

GS.Requirement 


Remarks 

CA 10-20 mm 0 

Max 10% OK 

MA 5-10mm 0 

Max 10% OK 

Type of 

material 

Elongated (ratio 1:5) GS.Requirement 

Section 6.3.4 

Remarks 

CA 10-20 mm 0 

Max 10% OK 

MA 5-10mm 

Ratio 1:5 Max. 10% 

0 

Max 10% OK 

6. Coating and Stripping of Aggregate fornAsphalt mixture 

ASTM D 4791 - 05 ( SNI 03-2439-1991) 

Type of 

material 

Flat (ratio 1:3) GS.Requirement 


Remarks 

CA 10-20 mm 95+ 

Min 95% OK 

MA 5-10mm 95+ 

Min 95% OK 

7. Specific Gravity and Absorption Test of Aggregate for Asphalt Mixtures 

ASTM C 127 - 88 ASTM C 128 - 93 

No. 

Sampling 

Location 

Material Fraction 

Specific Gravity and 

absorption 

Type Value 

1 Crusher CA 10 -20 Bulk SG 2,861 

Plan SSD 2,888 

Plaihari Apparent 2,938 

Absorption 0,91% 

2 Crusher 

MA 5 -10 

Plan Bulk SG 2,857 

Plaihari SSD 2,885 

Apparent 2,941 


3 Crusher FA Pass # No.4 Bulk SG 2,799 

Plan SSD 2,849 

Plaihari Apparent 2,947 


Remarks

LAMPIRAN 3 

Daftar Hadir 

Rapat Penutupan 


Technical and Financial Audit Consultant (TFAC)







LAMPIRAN 4 

Daftar Laporan TFAC


DAFTAR LAPORAN 

No. Laporan Judul Laporan 

A001 Laporan Pendahuluan 

A002 Rencana Audit Umum 

B001 Laporan Audit Final – Paket EBL-01, Tohpati – Kusamba 


B002 Laporan Audit Final – Paket ENB-01AB, Sumbawa Besar Bypass 

B003 Laporan Audit Final – Paket EKB-01, Pontianak - Tayan 

B004 Laporan Audit Final – Paket ESR-01, Tinanggea – Kasipute 

B005 Laporan Audit Final – Paket ESS-02, Bantaeng - Bulukumba 

B006 Laporan Audit Final – Paket EBL- 02, Tohpati – Kusamba, Stage 2 

B007 Laporan Audit Final – Paket ENB-01C, Pal IV – KM 70, Sumbawa 

B008 Laporan Audit Final – Paket ENB-02, KM 70 – Cabdin Dompu, Sumbawa 

B009 Laporan Audit Final – Paket ENB-03, Cabdin Dompu - Banggo, Sumbawa 

B010 Laporan Audit Final – Paket ESR-02, Bambaea – Sp. Kasipute 

B011 Laporan Audit Final – Paket ESS-01, Sengkang – Impaimpa - Tarumpakkae 

B012 Laporan Audit Final – Paket ESH-01, Lakuan - Buol 

B013 Laporan Audit Final – Paket ESS-02, Bantaeng - Bulukumba 

B014 Laporan Audit Final – Paket EKB-01, Pontianak - Tayan 

S001 Laporan Audit Khusus – Aspal Wearing Course (AC-WC 1) pada 

Paket EBL-01, Tohpati – Kusamba, Stage 1 

S002 Laporan Audit Keuangan Khusus – Audit Remunerasi Personil RSC 

B015 Laporan Monitoring Audit Final – Paket ESS-01, Sengkang – Impaimpa – 

Tarumpakkae 

B016 Laporan Monitoring Audit Final – Paket ESH-01, Lakuan – Buol 

B017 Laporan Monitoring Audit Final – Paket ESR-02, Bambaea - Sp. Kasipute 

B018 Laporan Audit Pra-Serah Terima (PHO) – Paket ESS-02, Bantaeng- 

Bulukumba 

B019 Laporan Audit Pra-Serah Terima – Paket ESR-01, Tinanggea – Kasipute 

B020 Laporan Audit Monitoring – Paket ESS-01, Sengkang – Impaimpa – 

Tarumpakkae 

B021 Laporan Audit Pra-Serah Terima – Paket EBL-02, Tohpati-Kusamba, Stage 2 

B022 Laporan Audit Lengkap Kedua – Paket ENB-03, Cabdin Dompu - Banggo 

B023 Laporan Audit Pra-SerahTerima - Paket ENB-02, KM70 (Sec 2) - Cabdin 

Dompu 

B024 Laporan Monitoring Audit Final – Paket ESU-01 Molibagu-Mamalia-Taludaa 

B025 Laporan Audit Lengkap – Paket EKS-01 Martapura – Ds. Tungkap

No. Laporan Judul Laporan 



B026 Laporan Audit Lengkap – Paket ESS-03 Jeneponto – Bantaeng 

B027 Laporan Audit Lengkap – Paket ENT-01 Ende – Aegela 

B028 Laporan Audit Lengkap – Paket ESS-04 Bulukumba – Tondong (1) 

B029 Laporan Audit Monitoring– Paket ESS-03 Jeneponto - Bantaeng 

B030 Laporan Penilaian Pra-PHO - Paket ENB-01C 

B031 Penilaian Serah Terima - Paket ENB-02 KM70 (Sec 2) – Cabdin-Dompu 

S003 Laporan Evaluasi Penyelesaian Proyek (Penilaian Singkat Independen) – 

Kontrak Berbasis Kinerja Percontohan, Paket Ciasem - Pamanukan 

S004 Proyek-proyek Percontohan dengan Kontrak Berbasis Kinerja – Rekomendasi 

untuk Perubahan untuk Proyek-proyek PBC di masa Mendatang 

B032 Laporan Audit Monitoring Paket EKS-01 Martapura - Ds. Tungkap 

B033 Laporan Audit Lengkap Paket EKS-02 Banjarmasin – Batas Kalteng

Lihat Laporan - einrip

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