MATERIAL TESTING AND GEOTECHNICAL EQUIPMENT

Portable Drilling Machine - 200+

Portable Drilling Machine - 200

Portable Drilling Machine - 175

Portable Drilling Machine - 150

Portable Drilling Machine - 50

Standard Test Procedures Manual - WET TRACK ABRASION TEST

Standard Test Procedures Manual - MOISTURE BY REFLUX

Standard Test Procedures Manual - SAMPLING FINE AND COARSE AGGREGATES

Cara Uji Penetrasi Lapangan Dengan SPT - SPT Test - SNI 4153:2008

Standard Test Procedures Manual - ASPHALT CONTENT BY REFLUX EXTRACTION

Standard Test Procedures Manual - ASPHALT FILM THICKNESS DETERMINATION

Standard Test Procedures Manual - SAMPLING FINE AND COARSE AGGREGATES TEST

Standard Test Procedures Manual - Standard Test Procedures Manual Section: ASPHALT MIXES Subject: MARSHALL MIX DESIGN

Standard Test Procedures Manual - SODIUM CHLORIDE GRANULAR

Standard Test Procedures Manual - SAMPLING FRESH CONCRETE

Standard Test Procedures Manual - THE SIEVE TEST

Standard Test Procedures Manual - SAYBOLT VISCOSITY

Standard Test Procedures Manual - SIEVE ANALYSIS

Standard Test Procedures Manual - PENETRATION OF RESIDUE

Standard Test Procedures Manual - MOISTURE CONTENT BY OVEN DRYING

Standard Test Procedures Manual - SAMPLING ASPHALT MATERIALS

Standard Test Procedures Manual - MARSHALL STABILITY AND FLOW

Standard Test Procedures Manual - CALIFORNIA BEARING RATIO SAMPLING

ASTM

British Standards - BSI

Charpy Impact Test

DIGITAL COMPRESSION MACHINE

Charpy Impact Test

Sondir / Dutch Cone Penetrometer Testing Procedure

PERALATAN LABORATORIUM TEKNIK SIPIL, PERTAMBANGAN DAN UMUM

ELECTRIC COMPRESSION MACHINE

COMPACTING FACTOR APPARATUS

HYDRAULIC CONCRETE BEAM

LABORATORY CONCRETE MIXER

CONCRETE BEAM MOLD

CONCRETE CUBE MOLD

CONCRETE CYLINDER MOLD

SPECIFIC GRAVITY OF HYDRAULIC CEMENT TEST

COMPRESSIVE STRENGHT OF HYDRAULIC CEMENT MORTAR

TIME OF SETTING OF HYDRAULIC CEMENT BY VICAT NEEDLE

LE CHATELIER FLASK

AIR PARMEABILITY OF PORLAND CEMENT FINENESS DEVICE

DIGITAL CONE PENETROMETER TEST 20 TON CAPACITY - SONDIR DIGITAL

DIGITAL CONE PENETROMETER TEST 10 TON CAPACITY - SONDIR DIGITAL

DIGITAL CONE PENETROMETER TEST 5 TON CAPACITY - SONDIR DIGITAL

DIGITAL CONE PENETROMETER TEST - SONDIR DIGITAL 2.5 TON CAP

SOUNDNESS TEST SET

ORGANIC IMPURITIES TEST SET

SPECIFIC GRAVITY & ABSORPTION OF COARSE AGGREGATE TEST SET

SPECIFIC GRAVITY & ABSORPTION OF COARSE AGGREGATE TEST SET

ABSORPTION OF FINE

BULK DENSITY TEST SET

AGGREGATE CRUSHING VALUE (ACV) & TEN PERCENT FINES VALUE (TVF)

AGGREGATE IMPACT TEST

LOS ANGELES ABRASSION MACHINE

LOS ANGELES ABRASSION MACHINE

SAND EQUIVALENT TEST SET

ELECTRIC SIEVE SHAKER

THICKNES GAUGE

LENGTH GAUGE

PRECISSION SAMPLE SPLITER

GILSON SAMPLE SPLITER

SAMPLE SPLITER

WET WASHING SIEVE

WOODEN SIEVE

How British Standards are made

The standards

History

Examples of British Standards

Publicly Available Specifications

Examples

2010-11-03T00:11:00.000-07:00

PORTABLE DRILLING MACHINE 200+

Part Name : Specification
Drilling Performance : HQ 100 Meter, NQ 200 Meter (Depend on Soil Condition)
Engine : Kubota 4 Cylinder V1505
Power : 32 HP / 3000 Rpm
Model : PDM 400+CH Stroke 2000 MM
Tonnage Fulldown : 320 NM
Speed Rotary : 700 - 1200 Rpm
Torque : 375 NM
Fed : Hydraulic Motor Driven
Fed Speed : 0 - 5 Meter / Minute
Hydraulic Tank : 80 Liter

2010-11-03T00:08:00.000-07:00

PORTABLE DRILLING MACHINE 200

Part Name : Specification
Drilling Performance : HQ 100 Meter , NQ 200 Meter , PQ 50 Meter (Depend on Soil Condition) Engine : Kubota 4 Cylinder V1505 BBEC
Power : 32 HP / 3000 Rpm
Model : PDM 120+CH Stroke 2000 MM
Tonnage Fulldown : 320 NM
Speed Rotary : 700 - 1200 Rpm
Torque : 375 NM
Fed : Hydraulic Motor Driven
Fed Speed : 0 - 5 Meter / Minute
Hydraulic Tank : 80 Liter

2010-11-03T00:05:00.001-07:00

PORTABLE DRILLING MACHINE 175

Part Name : Specification
Drilling Performance : HQ3 50 Meter, NQ3 80 Meter, NMLC 100 Meter, HMLC 80 Meter (Depend on Soil Condition)
Engine : Kubota 3 Cylinder D1005 BBEC
Power : 32 HP / 3000 Rpm
Model : PDM 170+CH Stroke 2000 MM
Tonnage Fulldown : 200 NM
Speed Rotary : 700 - 1000 Rpm
Torque : 310 NM
Fed : Hydraulic Motor Driven
Fed Speed : 0 - 5 Meter / Minute
Hydraulic Tank : 60 Liter

2010-11-03T00:01:00.001-07:00

PORTABLE DRILLING MACHINE 150

Part Name : Specification
Drilling Performance : HQ3 50 Meter NQ3 80 Meter NMLC 100 Meter HMLC 80 Meter (Depend on Soil Condition)
Engine : Greaves 1510
Power : 15 HP / 3000 Rpm
Model : PDM 150+CH Stroke 1800 MM
Tonnage : Fulldown 160 NM
Speed Rotary : 400 - 800 Rpm
Torque : 270 NM
Fed : Hydraulic Motor Driven
Fed Speed : 0 - 5 Meter / Minute
Hydraulic : Tank 60 Liter

2010-11-02T23:57:00.001-07:00

PORTABLE DRILLING MACHINE 400

PORTABLE DRILLING MACHINE 50

Part Name : Specification
Drilling Performance : NMLC Touch Coring 45 Meter HMLC Touch Coring 30 Meter
Engine : Yamaha MT110
Power : 5 HP Ratio
Gear Box 1:10
Sprocket : RS 50 Single
Accessories Water Swivel 1 Inch
Frame : Plate Steel ( Light n Weight)

2010-10-11T23:14:00.000-07:00

Standard Test Procedures Manual
Section: ASPHALT MIXES
Subject: WET TRACK ABRASION TEST

1. SCOPE

1.1. Description of Test
This method covers measurement of the wearing qualities of slurry seal, hot sand asphaltmix and sulphur mixes under wet abrasion conditions.

2. APPARATUS AND MATERIALS

2.1. Equipment Required

Balance 5000 g ± 1 g.
Sieves - Canadian Metric Standard square mesh of size numbers as required by the specifications for the materials being tested. Oven - thermostatically controlled at 60oC ± 1o.
Model C-100 Hobart mixer or equivalent. Metal tray 264 mm by 267 mm by 57 mm deep fitted with four vertical pins near the corners for holding template, sample and distilled water. Template 6 mm thick by 241 mm square with a centre hole 216 mm in diameter complete with four holes in corners to match pins in container tray. 22 to 27 kg grade asphalt roll roofing paper, 240 mm square with four holes to fit pins in metal tray. Water bath thermostatically controlled at 25o C ± 1o.

Abrasive head weighing 2.27 kg coupled to the Hobart mixer with approximately 14 mm free up and down movement in the shaft sleeve. A section of 300 psi reinforced rubber hose 14 mm ID by 31 mm OD and 127 mm in length shall be mounted horizontally on the abrasive head as shown in ASTM Method D3910. Plywood base 305 mm square for transporting and drying of sample in template in the oven.

Suitable prop block and spacers for supporting platform assembly in position during testing. Mixing pan, soft brush, spatula, graduated cylinder, 1800 ml beaker and distilled water. Squeegee or straight edge 305 mm in length. Fumehood, hot plate. Hydraulic press. Steel plate 255 mm square and a 215 mm diameter steel disk, both about 10 mm thick to hold sample while forming in press.

3. PROCEDURE

3.1. Sample Preparation
3.1.1. Slurry

Air dry aggregate similar to stockpile average to be used on job. Riffle carefully and complete sieve analysis as per STP 206-1. Place template on roofing paper and tack coat opening with SS1 emulsion. Quarter sufficient amount of dry aggregate required. Weigh approximately 80 gm of aggregate into mixing bowl making sure it is uniformly distributed. Add the predetermined amount of water and mix until particles are uniformly wetted. Finally, add the predetermined amount of emulsion and mix for a period of not less than 1 minute and not more than 3 minutes.

Note: the required water and emulsion content are determined by the consistency test method described in ASTM method paragraph 5.1. A flow of 2 to 3 cm is normally required. Immediately pour sample into template containing smooth roofing paper. Squeegee or straight edge slurry level with the top of the template with minimum amount of manipulation and scrape off excess material and discard

Place specimen in oven at 60o C and dry to constant weight. This usually requires a minimum of 15 hours. Remove sample from oven and allow to cool at room temperature and remove template and weigh. After weighing, place sample in 25o C water bath for 60 to 75 minutes before doing abrasion test.

3.1.2. Hot Sand Asphalt Mix

Dry aggregate and adjust gradation with filler as necessary. Heat aggregate and asphalt cement to desired temperature required and mix at the asphalt content required by the engineer (usually 8 to 12%). Cut square of roofing paper, place on steel plate. Apply tack coat of asphalt to roofing paper and place two template molds on top. Spread 800 g of mix in mold and strike off level with straight edge. Place steel disk over centre of template and place in hydraulic press under 4545 kg for 5 minutes. Weigh mold, mix and paper. Place in oven at 60o C for 4 1/2 hours.
After removing specimen from oven, place in water bath at 25o C for 1 1/2 hours.

3.1.3. Sulphur Mixes

Dry aggregate and riffle sample to approximately 800 g required for testing. Select grade of asphalt cement and heat to approximately 135o C. Heat aggregate and asphalt to 135o C and mix at required asphalt content (usually 8%). Add pelletized sulphur to asphalt mixture based on weight of total mix. This usually requires 16-17% sulphur when the asphalt used is 8 to 8.5 percent range.

Mix well under fume hood until the mixture becomes sloppy. Do not allow the temperature to exceed 150o C as the sulphur will combine with hydrogen to give off sulphur oxide gas. Cut square of roofing paper and place on steel plate. Apply tack coat of asphalt to roofing paper and place two mold plates on top. Spread sulphur mix in mold and strike off level with straight edge. Allow to cool at room temperature for 24 hours and weigh. After curing, place in water bath for 1 1/2 hours

3.2. Test Procedure
Remove specimen, template and roofing paper from water bath and place in metal tray with four pins to secure sample in bottom of tray. Cover sample with 6 mm distilled water at room temperature. Secure metal tray on the Hobart mixer by means of clamps provided and attach the rubber hose abrasion head. Elevate the platform until the rubber hose contacts the surface of sample. This usually requires sufficient pressure for the pin to be at the midpoint of the slotted sleeve. Use prop block to support platform assembly during testing. Operate mixer for exactly 5 minutes ± 2 seconds, at low speed. Remove sample from metal tray and wash off debris using soft brush. Place washed sample at 60o C in oven and dry to constant weight. Remove from oven and allow to cool at room temperature and weigh.

4. RESULTS AND CALCULATIONS

4.1. Collection of Test Results

Record original sample weight after molding and drying to constant weight.

4.2. Calculations

Weigh sample after abrasion and dry to constant weight. Original sample weight minus final abraded weight multiplied by 32.9 expresses the loss in grams per meter square.
(W1 - W2) x 32.9 = g/m2

4.3. Reporting Results

Report the loss in g/m2.

5. ADDED INFORMATION

5.1. References
A.S.T.M. D3910
Saskatchewan Highway Technical Report #29.

5.2. General

Slurry showing a loss of more than 800 g/m2 is not acceptable. For asphalt mixes, a loss of 400 g/m2 should not be exceeded. For sulphur mixes no values are available. When pouring sample into template, care should be taken to mix the material uniformly to avoid segregation. Rotate hose after completion of each test and replace if badly worn.

Source : Saskatchewan Highways and Transportation

2010-10-11T22:41:00.000-07:00

Standard Test Procedures Manual
Section : ASPHALT MIXES
Subject : MOISTURE BY REFLUX

SCOPE

1.1. Description of Test
This method determines the direct measurement of moisture fractions in a bituminous mix.

APPARATUS AND MATERIALS

2.1. Equipment Required

Metal Still - a vertical metal still complete with a paper gasket to which the head can be tightly attached by means of a metal clamp. The head will be of metal, preferably copper or brass, and will be equipped with a 25.4 mm tubulation inside diameter. A suitable still is described in ASTM Method D244 or AASHTO T59. Condenser glass tube type having a condenser jacket not less than 400 mm long with an inner tube 9.5 to 12.7 mm in outside diameter. The end of the condenser inserted in the trap will be ground off at an angle of 30 degrees from the vertical axis of the condenser.

Trap - a well annealed glass trap of 10 or 25 ml capacity graduated in 0.1 ml divisions with 0.05 ml maximum error below 1 ml and in 0.2 ml divisions with a 0.1 maximum error above 1 ml as shown in ASTM Spec E123. Solvent - Xylene. Heat Device - any satisfactory source of heat that is capable of maintaining a distillation rate of 85 to 95 drops per minute. A ring burner of hot plate has been found to be satisfactory. Chemicals - wetting agent such as household detergent. Balance - sensitive to 0.1 g.

PROCEDURE

3.1. Sample Preparation
Thoroughly mix the sample to be tested and break up any large lumps. Weigh 500 g of the mixed sample and place in the metal still. Keep the remainder of the sample in a tightly covered container for possibly future use.

3.2. Test Procedure

After placing the sample in the metal still, add 200 ml of xylene and quickly stir into the sample.
Firmly attach the still cover along with the paper gasket and assemble the trap and condenser.
Apply heat using the ringer burner or hot plate at a rate that refluxing will start within 5 to 10 minutes. Regulate the heat so that the condensed solvent will drop into the trap at a rate of 85 to 90 drops per minute. Continue the refluxing until three successive readings of the trap at 15 minute intervals show no increase. Do not continue the distillation for more than 1 1/2 hours under any circumstances. Allow the contents of the trap to reach room temperature before taking final H20 readings. Read to the nearest scale division.

RESULTS AND CALCULATIONS

4.1. Calculation
% water = (Volume of Water in Trap : Weight of Sample) x 100

4.2 Reporting Results
Report the percent moisture by reflux on form MR 70.

ADDED INFORMATION

5.1. References
A.S.T.M. D-1461, D-244 and E-123.
A.A.S.H.T.O. T-59 and T-110.

5.2. General

Care should be taken to avoid overheating of the sample and the test must be completed within the 1 1/2 hour time limit. Stills should be cleaned out with solvent and rinsed with chlorothene after using.

Source : Saskatchewan Highways and Transportation

2010-10-11T22:38:00.000-07:00

Sampling pan.
Sample scoop.
Sample splitter and receptacles.
Sample bags or containers.
Sample identification tags.

2.2 Number and Masses of Field Samples

The required sample size is based on the type and number of tests to which the material is to be subjected. Amounts specified in Table No. 1 will provide adequate material for routine testing and quality analysis. For routine control, take one sample for every 2 hours of plant production.

TABLE 1
GUIDE FOR SAMPLE SIZE

Samples will be reduced at the laboratory to testing size with the use of a sample splitter or by the quartering method

2.3 Shipping Samples

Transport aggregates in bags or containers that are constructed to prevent loss or contamination of any part of the sample, or damage to the contents from mishandling during shipment.

Enclose complete identification with the sample to facilitate reporting of test results.

3. PROCEDURE 3.1 Sampling from the Conveyor Belt

Obtain at least three approximately equal increments selected at random from the unit or lot being sampled and combine to form a field sample whose mass equals or exceeds the minimum recommended in Table No. 1.

Stop the conveyor belt while the sample increments are being obtained.

Select a representative section in the middle of the belt. Remove enough material from within the selected section such that the material contained will yield the required weight. Carefully place all material into a container.

3.2 Sampling from a Flowing Aggregate Stream (Bins or Belt Discharge)

Select samples by random method from the production.

Sample from belt discharge only when plant is operating at normal capacity.

Sample from bin discharge only when bins are nearly full in order to minimize change of obtaining segregated material.

Obtain at least three approximately equal increments, at random and combine to form a field sample whose mass equals or exceeds the minimum recommended in Table No. 1.

Take each increment from the entire cross section of the material as it is being discharged.

For larger plants, a special sampling device may have to be constructed on site in order to accomplish the above requirement. A rail or pivot system should be constructed to convey a sampling pan through the discharge stream at a uniform rate. The pan must be large enough to intercept the entire flow and hold the required amount of sample without over flowing.

3.3 Sampling from Stockpiles

Avoid sampling from stockpiles whenever possible particularly when the sampling is done for the purpose of determining aggregate properties depending upon the gradation.

When sampling from stockpiles is unavoidable, design a sampling plan for the specific case. Take samples from many locations in the stockpile and combine them to form a field sample of sufficient size to conform to Table 1.

3.4 Sampling In Place On Road (Bases and Subbases)

Select sample blocks or areas from completed construction work representing 500 t of production, or in accordance with respective contact specifications.

Use a random method to select a representative sample from at least 3 sites within the area to be tested. Combine all 3 samples to form a single field sample that can be reduced as required to the specified size in accordance with the respective contract specifications and test procedures.

Clearly mark the specific areas from which the increment is removed. A metal template placed over the area is a definite aid in securing approximately equal increment weights. Take all samples from the roadway for the full depth of the material, taking care to exclude any underlying material.

3.5 Sampling From Windrow

Select sample blocks or areas from completed construction work representing 500 t of production, or in accordance with respective contract specification.

Use a random method to select a representative sample from at least 3 sites within the areas to be tested. Combine all 3 samples to form a single field sample that can be reduced as required to the specified size in accordance with the respective contract specifications and test procedures.

4. ADDITIONAL INFORMATION

Aggregate samples may be taken for one of several reasons such as preliminary investigation of the source of supply, to control the product at the source of supply or to control operations at the site and to accept or reject material.

Sampling is equally as important as the testing and the sampler must use every precaution to obtain samples which will show the true nature and condition of the materials which they represent. Sampling from the initial or final material discharge from a conveyor belt or a bin increases the chances of segregation and should be avoided. The samples are to be taken while the plant is in full operation.

Samples for preliminary investigation testing are obtained by the party responsible for the development of the potential source (e.g. Gravel Investigation).

Where practical, samples to be tested for quality should be obtained from the finished product.

5. References

ASTM C702 and ASTM D75

2010-10-11T00:28:00.000-07:00

Prakata

Standar tentang ‘Cara uji penetrasi lapangan dengan SPT’ merupakan revisi dari SNI 03- 4153-1996), Metode Pengujian Penetrasi Dengan Alat SPT, yang mengacu pada ASTM D 1586-84 “Standard penetration test and split barrel sampling of soils” dengan perubahan pada judul, penambahan acuan normatif, penambahan istilah dan definisi, penambahan dan revisi beberapa materi mengenai persyaratan dan ketentuan serta cara pengujian, penjelasan rumus, pembuatan bagan alir, perbaikan gambar dan pembuatan contoh formulir.

Standar ini disusun oleh Panitia Teknis Bahan Konstruksi Bangunan dan Rekayasa Sipil pada Sub Panitia Teknk Bidang Sumber Daya Air.

Tata cara penulisan disusun mengikuti Pedoman Standardisasi Nasional 08:2007 dan dibahas pada forum rapat konsensus pada tanggal 16 November 2006 di Bandung dengan melibatkan para nara sumber, pakar dan lembaga terkait.

Pendahuluan

Dalam desain struktur tanah fondasi sering dilakukan analisis stabilitas dan perhitungan desain fondasi suatu bangunan dengan menggunakan parameter tanah baik tegangan total maupun tegangan efektif, dan identifikasi tanah. Dalam melakukan uji penetrasi lapangan dengan SPT ini digunakan metode pengujian penetrasi dengan SPT (SNI 03-4153-1996) yang dapat berlaku untuk tanah. Peralatan uji penetrasi ini antara lain terdiri atas peralatan penetrasi dengan SPT, bahan penunjang uji, dan perlengkapan lainnya. Mengingat diperlukannya parameter perlawanan penetrasi lapisan tanah di lapangan untuk keperluan identifikasi perlapisan tanah yang merupakan bagian dari desain fondasi suatu bangunan, perlu disusun revisi standar berjudul “Cara uji penetrasi lapangan dengan SPT”.

Cara uji ini dimaksudkan sebagai pegangan dan acuan dalam uj i penetrasi dengan SPT di lapangan pada benda uji tanah. Tujuannya adalah untuk memperoleh parameter perlawanan penetrasi lapisan tanah di lapangan dengan SPT, yang dapat dipergunakan untuk identifikasi perlapisan tanah yang merupakan bagian dari desain fondasi.

Standar ini diharapkan bermanfaat bagi para laboran atau tenaga teknisi yang berhubungan
dengan penyelidikan geoteknik, para pendesain bangunan dan pihak-pihak terkait lainnya.

Cara Uji Penetrasi Lapangan Dengan SPT

1 Ruang lingkup

Standar ini menetapkan cara uji penetrasi lapangan dengan SPT, untuk memperoleh parameter perlawanan penetrasi lapisan tanah di lapangan dengan SPT. Parameter tersebut diperoleh dari jumlah pukulan terhadap penetrasi konus, yang dapat dipergunakan untuk mengidentifikasi perlapisan tanah yang merupakan bagian dari desain fondasi. Standar ini menguraikan tentang prinsip-prinsip cara uji penetrasi lapangan dengan SPT meliputi: sistem peralatan uji penetrasi di lapangan yang terdiri atas peralatan penetrasi konus dengan SPT dan perlengkapan lainnya; persyaratan peralatan dan pengujian; cara uji; laporan uji; dan contoh uji. Cara uji ini berlaku untuk jenis tanah pada umumnya.

2 Acuan normatif
SNI 03-2436, Metode pencatatan dan interpretasi hasil pemboran inti

3 Istilah dan definisi
Istilah dan definisi yang berkaitan dengan standar ini adalah sebagai berikut.

3.1
jumlah tumbukan atau pukulan
banyaknya pukulan palu setinggi 76 cm pada setiap penetrasi 15 cm.

3.2 Konus
Ujung alat penetrasi yang berbentuk kerucut (terbuka dan tertutup) untuk menahan perlawanan tanah.

3.3 Palu
Besi atau baja masif berbentuk silinder dan di tengahnya berlubang lebih besar sedikit daripada diameter pipa bor.

3.4 Split barrel sampler
Alat berupa tabung yang dibelah dua dan ke dua ujungnya dipegang dengan mur dan dipasang pada ujung pipa bor pada waktu pelaksanaan pengujian SPT (lihat Gambar 1).

3.5 Standard Penetration Test (SPT)

Suatu metode uji yang dilaksanakan bersamaan dengan pengeboran untuk mengetahui, baik perlawanan dinamik tanah maupun pengambilan contoh terganggu dengan teknik penumbukan. Uji SPT terdiri atas uji pemukulan tabung belah dinding tebal ke dalam tanah, disertai pengukuran jumlah pukulan untuk memasukkan tabung belah sedalam 300 mm vertikal. Dalam sistem beban jatuh ini digunakan palu dengan berat 63,5 kg, yang dijatuhkan secara berulang dengan tinggi jatuh 0,76 m. Pelaksanaan pengujian dibagi dalam tiga tahap, yaitu berturut-turut setebal 150 mm untuk masing-masing tahap. Tahap pertama dicatat sebagai dudukan, sementara jumlah pukulan untuk memasukkan tahap ke-dua dan ke-tiga dijumlahkan untuk memperoleh nilai pukulan N atau perlawanan SPT (dinyatakan dalam pukulan/0,3 m).

3.6
tinggi jatuh
jarak yang dihitung dari penahan setinggi kira-kira 75 cm dari tempat palu dijatuhkan.

4 Ketentuan dan persyaratan

4.1 Peralatan

Peralatan yang diperlukan dalam uji penetrasi dengan SPT adalah sebagai berikut:
a) Mesin bor yang dilengkapi dengan peralatannya;
b) Mesin pompa yang dilengkapi dengan peralatannya;
c) Split barrel sampler yang dilengkapi dengan dimensi seperti diperlihatkan pada Gambar
1 (ASTM D 1586-84);
d) Palu dengan berat 63,5 kg dengan toleransi meleset ± 1%.
e) Alat penahan (tripod);
f) Rol meter;
g) Alat penyipat datar;
h) Kerekan;
i) Kunci-kunci pipa;
j) Tali yang cukup kuat untuk menarik palu;
k) Perlengkapan lain.

Gambar 1 Alat pengambilan contoh tabung belah

4.2 Bahan dan perlengkapan

Bahan penunjang pengujian yang dipergunakan adalah:
a) bahan bakar (bensin, solar);
b) bahan pelumas;
c) balok dan papan;
d) tali atau selang;
e) kawat;
f) kantong plastik;
g) formulir untuk pengujian;
h) perlengkapan lain.

4.3 Pengujian 4.3.1 Pengujian penetrasi dengan SPT

Hal-hal yang perlu diperhatikan dalam pengujian penetrasi dengan SPT adalah:

Peralatan harus lengkap dan laik pakai;
Pengujian dilakukan dalam lubang bor;
Interval pengujian dilakukan pada kedalaman antara 1,50 m s.d 2,00 m (untuk lapisan tanah tidak seragam) dan pada kedalaman 4,00 m kalau lapisan seragam;
Pada tanah berbutir halus, digunakan ujung split barrel berbentuk konus terbuka (open cone); dan pada lapisan pasir dan kerikil, digunakan ujung split barrel berbentuk konus tertutup (close cone);
Contoh tanah tidak asli diambil dari split barrel sampler;
Sebelum pengujian dilakukan, dasar lubang bor harus dibersihkan terlebih dahulu;
Jika ada air tanah, harus dicatat;
Pipa untuk jalur palu harus berdiri tegak lurus untuk menghindari terjadinya gesekan antara palu dengan pipa;
Formulir-formulir isian hasil pengujian.

4.3.2 Kalibrasi
Semua alat ukur harus dikalibrasi minimum 1 kali dalam 3 tahun dan pada saat diperlukan,
sesuai dengan persyaratan kalibrasi yang berlaku.

4.3.3 Petugas
Petugas pengujian ini adalah laboran atau teknisi yang memenuhi persyaratan kompetensi
yang berlaku dalam pengujian penetrasi lapangan dengan SPT, dan diawasi oleh tenaga ahli
geoteknik.

4.3.4 Penanggung jawab pengujian
Nama dan tanda tangan penanggung jawab pekerjaan harus ditulis dengan jelas pada
formulir kerja. Nama petugas, nama pengawas dan nama penyellia pengujian ini harus ditulis
dan disertai tanda tangan serta tanggal yang jelas.

5 Cara pengujian

5.1 Persiapan pengujian

Lakukan persiapan pengujian SPT di lapangan dengan tahapan sebagai berikut (Gambar 2):
Pasang blok penahan (knocking block) pada pipa bor;
Beri tanda pada ketinggian sekitar 75 cm pada pipa bor yang berada di atas penahan;
Bersihkan lubang bor pada kedalaman yang akan dilakukan pengujian dari bekas-bekas
pengeboran;
Pasang split barrel sampler pada pipa bor, dan pada ujung lainnya disambungkan dengan pipa bor yang telah dipasangi blok penahan;
Masukkan peralatan uji SPT ke dalam dasar lubang bor atau sampai kedalaman
pengujian yang diinginkan;
Beri tanda pada batang bor mulai dari muka tanah sampai ketinggian 15 cm, 30 cm dan 45 cm.

Gambar 2 Penetrasi dengan SPT

5.2 Prosedur pengujian

Lakukan pengujian dengan tahapan sebagai berikut:

Lakukan pengujian pada setiap perubahan lapisan tanah atau pada interval sekitar 1,50 m s.d 2,00 m atau sesuai keperluan;
Tarik tali pengikat palu (hammer) sampai pada tanda yang telah dibuat sebelumnya (kira-kira 75 cm);
Lepaskan tali sehingga palu jatuh bebas menimpa penahan (Gambar 3);
Ulangi 2) dan 3) berkali-kali sampai mencapai penetrasi 15 cm;
Hitung jumlah pukulan atau tumbukan N pada penetrasi 15 cm yang pertama;
Ulangi 2), 3), 4) dan 5) sampai pada penetrasi 15 cm yang ke-dua dan ke-tiga;
Catat jumlah pukulan N pada setiap penetrasi 15 cm:
- 15 cm pertama dicatat N1;
- 15 cm ke-dua dicatat N2;
- 15 cm ke-tiga dicatat N3;
Jumlah pukulan yang dihitung adalah N2 + N3. Nilai N1 tidak diperhitungkan karena
masih kotor bekas pengeboran;
Bila nilai N lebih besar daripada 50 pukulan, hentikan pengujian dan tambah pengujian
sampai minimum 6 meter;
Catat jumlah pukulan pada setiap penetrasi 5 cm untuk jenis tanah batuan.

Gambar 3 Skema urutan uji penetrasi standar (SPT)

5.3 Koreksi hasil uji SPT

Dalam pelaksanaan uji SPT di berbagai negara, digunakan tiga jenis palu (donut hammer, safety hammer, dan otomatik, periksa Gambar 4) dan empat jenis batang bor (N, NW, A, dan AW), lihat Pedoman penyelidikan geoteknik untuk fondasi bangunan air”, Vol.1 (Pd.T-03.1-2005-A).
Ternyata uji ini sangat bergantung pada alat yang digunakan dan operator pelaksana uji. Faktor yang terpenting adalah efisiensi tenaga dari sistem yang digunakan. Secara teoritis tenaga sistem jatuh bebas dengan massa dan tinggi jatuh tertentu adalah 48 kg-m (350 ft-lb), tetapi besar tenaga sebenarnya lebih kecil karena pengaruh friksi dan eksentrisitas beban. Adapun koreksi hasil uji SPT adalah sebagai berikut :

Gambar 4 Contoh palu yang biasa digunakan dalam uji SPT

a) Menurut ASTM D-4633 setiap alat uji SPT yang digunakan harus dikalibrasi tingkat efisiensi tenaganya dengan menggunakan alat ukur strain gauges dan aselerometer, untuk memperoleh standar efisiensi tenaga yang lebih teliti. Di dalam praktek, efisiensi tenaga sistem balok derek dengan palu donat (donut hammer) dan palu pengaman (safety hammer) berkisar antara 35% sampai 85%, sementara efisiensi tenaga palu otomatik (automatic hammer) berkisar antara 80% sampai 100%. Jika efisiensi yang diukur (Ef) diperoleh dari kalibrasi alat, nilai N terukur harus dikoreksi terhadap efisiensi sebesar 60%, dan dinyatakan dalam rumus :

N60 = ( Ef /60 ) NM ...................................................................

dengan :
N60 : efisiensi 60% ; Ef : efisiensi yang terukur ; NM : nilai N terukur yang harus dikoreksi.

Nilai N terukur harus dikoreksi pada N60 untuk semua jenis tanah. Besaran koreksi pengaruh efisiensi tenaga biasanya bergantung pada lining tabung, panjang batang, dan diameter lubang bor (Skempton (1986) dan Kulhawy & Mayne (1990)). Oleh karena itu, untuk mendapatkan koreksi yang lebih teliti dan memadai terhadap N60, harus dilakukan uji tenaga Ef.

b) Efisiensi dapat diperoleh dengan membandingkan pekerjaan yang telah dilakukan :

W = Fxd = gaya x alihan ;
tenaga kinetik (KE = ½ mv2)
tenaga potensial : PE = mgh ;

dengan :
m : massa (g) ;
v : kecepatan tumbukan (m/s);
g : konstanta gravitasi (= 9,8 m/s2 = 32,2 ft/s2 );
h : tinggi jatuh (m)

Jadi rasio tenaga (ER) ditentukan sebagai rasio ER= W/PE atau ER = KE/PE. Semua korelasi empirik yang menggunakan nilai NSPT untuk keperluan interpretasi karakteristik tanah, didasarkan pada rasio tenaga rata-rata ER ~ 60%.

c) Dalam beberapa hubungan korelatif, nilai tenaga terkoreksi N60 yang dinormalisasi terhadap pengaruh tegangan efektif vertikal (overburden), dinyatakan dengan (N1)60, seperti dijelaskan dalam persamaan (2), (3) dan Tabel 1. Nilai (N1)60 menggambarkan evaluasi pasir murni untuk interpretasi kepadatan relatif, sudut geser, dan potensi likuifaksi.

(N1)60 = NM x CN x CE x CB X CR X CS ........................................... (2) CN = 2,2/ (1,2 + (σ’vo/Pa)) ........................................................... (3)

dengan :
(N1 )60 : nilai SPT yang dikoreksi terhadap pengaruh efisiensi tenaga 60%;
NM : hasil uji SPT di lapangan;
CN : faktor koreksi terhadap tegangan vertikal efektif (nilainya ≤ 1,70);
CE : faktor koreksi terhadap rasio tenaga palu (Tabel 1);
CB : faktor koreksi terhadap diameter bor (Tabel 1);
CR : faktor koreksi untuk panjang batang SPT (Tabel 1);
CS : koreksi terhadap tabung contoh (samplers) dengan atau tanpa pelapis (liner)
(Tabel 1);
σ’vo : tegangan vertikal efektif (kPa);
Pa : 100 kPa.

Tabel 1 Koreksi-koreksi yang digunakan dalam uji SPT (Youd, T.L. & Idriss, I.M., 2001)

6 Laporan uji

Hasil uji penetrasi lapangan dengan SPT dilaporkan menjadi satu dengan log bor dari hasil pengeboran dalam bentuk formulir seperti diperlihatkan dalam Lampiran B, yang antara lain memuat hal-hal sebagai berikut:

Nama pekerjaan dan lokasi pekerjaan, dan tanggal pengujian;
Nama penguji, nama pengawas, dan nama penanggung jawab hasil uji dengan disertai
tanda tangan (paraf) yang jelas;
Nomor lubang bor, kedalaman pengeboran, muka air tanah elevasi titik bor dan hasil
pengujian SPT;
Tipe ujung split barrel yang digunakan, apakah berbentuk konus terbuka atau konus
tertutup;
Catatan setiap penyimpangan pada waktu pengujian.

Source : ICS 93.020 Badan Standardisasi Nasional

2010-10-06T23:02:00.000-07:00

Standard Test Procedures Manual
Section: ASPHALT MIXES
Subject: ASPHALT CONTENT BY REFLUX EXTRACTION

1. SCOPE

1.1. Description of Test
This method covers the quantitative determination of bitumen in hot-mixed paving mixtures
and pavement samples.

1.2. Application of Test
This method can be used for quantitative determination of bitumen on hot-mixed paving
mixtures and pavement samples for specification acceptance, service evaluation, control and
research.

1.3. Units of Measure
The bitumen content is expressed as mass percent of moisture-free mixtures.

2. APPARATUS AND MATERIALS

2.1. Equipment Required

Oven capable of maintaining the temperature of 110 ± 5° C. Balance, accuracy of 0.1g. Extraction apparatus, similar to that shown in Figure 1. Glass jar, cylindrical, plain, made of heat resistant glass. Cylindrical metal frames, one or two. The lower frame shall have legs of sufficient length to support the frame above the solvent level. The legs of the upper frame shall fit securely in the top rim of the lower frame. The metal used in the frames shall be inactive to the solvents used in the test. Condenser, hemispherical condensing surface. The material used shall be unreactive to water and to the solvent used and shall be provided with suitable water inlet and outlet. Filter paper, medium grade, fast-filtering with diameter such that it will completely line the metal cones in the frames. Electric hot plate, thermostatically controlled, of sufficient dimensions and heat capacity to permit refluxing of the solvent.

2.2 Materials Required
1,1,1 – Trichloroethane

2.3 Sample to be Tested
Obtain samples to be tested as per STP 103.

3. PROCEDURE

3.1 Sample Preparation
If the mixture is not soft enough to separate with a spatula or trowel, place it in a large, flat pan and warm to 110° C only until it can be handled or mixed. Split or quarter the material until the mass of material required for the test is obtained. A test specimen for moisture determination should be obtained in this same manner from the remaining sample.

3.2 Test Procedure

Determine the moisture content of the mixture in accordance with the test method STP 204-1. Dry and determine the mass of one sheet of filter paper for each frame to be used. Fold
each paper on its diameter, fold the ends over and spread it open to form a proper size to fit inside the metal cones. Determine the mass of each frame with its filter paper liner to the nearest 0.5 g. Record the mass, identifying each frame by number. Place the test portion in the frame. If two frames are used distribute the test portion equally between the two. The top of the test portion must be below the upper edge of the paper liner. Determine the mass of each loaded frame separately to the nearest 0.5 g. Again, record the mass.

Pour the solvent into the glass cylinder and place the bottom frame into it. The solvent level should be below the apex of the one in the lower frame. If two frames are used, place the upper frame in the lower frame, fitting its legs into the holes in the upper rim of the lower frame. Place the glass cylinder on the hot plate. Cover the condenser. Circulate a gentle steady stream of cool water through the condenser. Adjust the temperature of the hot plate so that the solvent will boil gently and a steady stream of condensed solvent flows into the cone. If necessary, adjust the temperature of the hot plate to maintain the solvent stream at a rate necessary to keep the test portions in the cones completely covered with condensed solvent. Take care not to allow condensed solvent to overflow the filter cones. Continue the refluxing until the solvent flowing from the lower cones is light straw colour. At this point, turn off the hot plate and allow the apparatus to cool with the water running the condenser. When boiling has ceased and the cylinder is coolenough to handle, turn off the condenser and remove from the cylinder.

Remove the frame assembly from the cylinder. Allow to dry in air and dry to constant mass in an oven at 110° C. Determine the amount of mineral matter in the extract by any of the following test methods:

Ashing Method – record the volume of the total extract. Determine the mass of an ignition dish. Agitate the extract thoroughly and immediately measure 100 ml into the ignition dish. Evaporate to dryness on a steam bath or hot plate. Ash residue at a dull red heat (500 to 600° C), cool and add 5 ml of saturated ammonium carbonate solution per gram of ash. Digest at room temperature for 1 hour. Dry in an oven at 100° C to constant mass, cool in a desiccator, and determine the mass. Calculate the mass of mineral matter in the total volume of extract, W4, as follows:

W4 = G [V1 / (V1 – V2)]
Where: G = ash in aliquot, g
V1 = total volume, ml
V2 = volume after removing aliquot, ml

Centrifuging Method – determine the mass of a clean empty centrifuge cup to 0.01 g and place in the centrifuge. Position a container at the appropriate spout to catch the effluent from the centrifuging operation. Transfer all of the extract to an appropriate feed container. To ensure quantitative transfer of the extract to the fee container, the receptacle containing the extract should be washed several times. Start the centrifuge and allow to reach a constant operational speed. Open the fee line and feed the extract into the centrifuge at a rate of 100 to 150 ml/minute. After all the extract has passed through the centrifuge, wash the feed mechanism (with centrifuge still running) with several increments of clean solvent. Allow the centrifuge to stop and remove the cup. Clean the outside. Allow the residual solvent to evaporate and then dry the container in an oven controlled at 110° C. Cool the container and redetermine the mass immediately. The increase in mass is the mass of mineral matter, W4, in the extract.

Volumetric Method – place the extract in a previously tared and calibrated flask. Place the flask in a controlled temperature bath controlled to ± 0.1° C and allow to come to the temperature at which the flask was calibrated. When the desired temperature has been reached, fill the flask with solvent that has been kept at the same temperature. Bring the level of the fluid in the flask up to the neck, insert the stopper, making sure the liquid overflows the capillary, and remove from the bath. Wipe the flask dry, determine the mass to the nearest 0.1 g and record this mass as the mass of flask plus extract. Calculate the volume of asphalt and fines in the extract as follows:

V =
Where: V1 = volume of asphalt and fines in the extract
V2 = volume of the flask
M1 = mass of the contents of the flask
M2 = mass of the asphalt and fines in the extract
= mass of the total samples minus the mass of the extracted aggregate
G1 = specific gravity of the solvent

CALIBRATIONS, CORRECTIONS, REPEATABILITY
5.1 The amount of asphalt extracted must be adjusted for the following items:
Extraction error required because of the loss of fines through the filter and for asphalt absorbed
into the aggregate.
Moisture correction required because the moisture in the mix is extracted as bituminous binder.
5.2 The single laboratory standard deviation has been found to be 0.18%. Therefore, results of two properly conducted tests by the same operator should not differ by more than 0.52%. The multi-laboratory standard deviation has been found to be 0.29%. Therefore, the results of two properly conducted tests from two different laboratories on samples from the same batch should not differ by more than 0.81%.
5.3 All equipment should be cleaned frequently to prevent testing errors.

Source : Saskatchewan Highways and Transportation

2010-10-06T19:15:00.000-07:00

Standard Test Procedures Manual Section : ASPHALT MIXES Subject : ASPHALT FILM THICKNESS DETERMINATION

1. SCOPE

This method is to obtain the asphalt thickness coating the aggregate particles in asphalt mixes.

2. APPARATUS AND MATERIALS

Not applicable.

3. PROCEDURE
3.1 Data Required

The following asphalt mix properties are needed for calculations:

a) Percent asphalt in mix
b) Theoretical maximum theoretical specific gravity
c) Bulk specific gravity of aggregate
d) Gradation of the designated sieves
e) Asphalt specific gravity

3.2 Test Procedure

Using the following surface area characteristics for the specified sieve sizes, calculate
the total surface area of the aggregate in your mix;

Sieve Size (mm) Area Factor (m2
/kg)
+4.75 mm (0.41x1.00)
4.75mm 0.41
2.36 mm 0.82
1.18 mm 1.64
600 µm 2.87
300 µm 6.14
150 µm 12.29
75 µm 32.77

If your gradation analysis is reported in sieve sizes other than those shown, interpolate to
estimate the percent passing on the above noted sieves.

Multiply each sieve passing percentage by its appropriate area factor.

e.g. if 5% passes 75 µm sieve, the calculation is 0.05 x 32.77 = 1.64 m2
/kg

Be sure to account for the material above 4.75 mm by using 100% times the factor, i.e. 1
x 0.41.

Sum all the above calculated areas. This equals the total surface area (SST) in m2
/kg for
the mix.

Calculate the Absorbed Asphalt using the formula:
Asphalt Absorbed : ((ASP x BSG - ( (BSG(100+ASP) : TMSG)) x ASG )) : BSG

Where:

ASP = Asphalt content of the mix by dry weight of aggregate
BSG = Bulk specific gravity of the aggregates in the asphalt mix
TMSG = Theoretical maximum specific gravity of the asphalt mix
ASG = Specific gravity of the asphalt cement in the mix

Convert percent absorbed asphalt to percent absorbed by total mix basis (Pba)

2010-10-04T23:46:00.000-07:00

Standard Test Procedures Manual
Section : SAMPLING
Subject : SAMPLING FINE AND COARSE AGGREGATES

1. SCOPE
1.1 Description of Test

This method covers the sampling of coarse and fine aggregates for further testing as required.

2. APPARATUS AND MATERIALS
2.1 Equipment Required

Sampling pan.

Sample scoop.

Sample splitter and receptacles.

Sample bags or containers.

Sample identification tags.

2.2 Number and Masses of Field Samples

The required sample size is based on the type and number of tests to which the material is to be subjected. Amounts specified in Table No. 1 will provide adequate material for routine testing and quality analysis. For routine control, take one sample for every 2 hours of plant production.

Shipping Samples

Transport aggregates in bags or containers that are constructed to prevent loss or contamination of any part of the sample, or damage to the contents from mishandling during shipment. Enclose complete identification with the sample to facilitate reporting of test results.

3. PROCEDURE
3.1 Sampling from the Conveyor Belt

Obtain at least three approximately equal increments selected at random from the unit or
lot being sampled and combine to form a field sample whose mass equals or exceeds the
minimum recommended in Table No. 1.

Stop the conveyor belt while the sample increments are being obtained.

Select a representative section in the middle of the belt. Remove enough material from within the selected section such that the material contained will yield the required weight. Carefully place all material into a container.

3.2 Sampling from a Flowing Aggregate Stream (Bins or Belt Discharge)

Select samples by random method from the production.

Sample from belt discharge only when plant is operating at normal capacity.

Sample from bin discharge only when bins are nearly full in order to minimize change
of obtaining segregated material.

Obtain at least three approximately equal increments, at random and combine to form a
field sample whose mass equals or exceeds the minimum recommended in Table No. 1.

Take each increment from the entire cross section of the material as it is being
discharged.

For larger plants, a special sampling device may have to be constructed on site in order
to accomplish the above requirement. A rail or pivot system should be constructed to
convey a sampling pan through the discharge stream at a uniform rate. The pan must be
large enough to intercept the entire flow and hold the required amount of sample without
over flowing.

3.3 Sampling from Stockpiles

Avoid sampling from stockpiles whenever possible particularly when the sampling is done for the purpose of determining aggregate properties depending upon the gradation.

When sampling from stockpiles is unavoidable, design a sampling plan for the specific case. Take samples from many locations in the stockpile and combine them to form a field sample of sufficient size to conform to Table 1.

3.4 Sampling In Place On Road (Bases and Subbases)

Select sample blocks or areas from completed construction work representing 500 t of production, or in accordance with respective contact specifications.

Use a random method to select a representative sample from at least 3 sites within the area to be tested. Combine all 3 samples to form a single field sample that can be reduced as required to the specified size in accordance with the respective contract specifications and test procedures.

Clearly mark the specific areas from which the increment is removed. A metal template placed over the area is a definite aid in securing approximately equal increment weights. Take all samples from the roadway for the full depth of the material, taking care to exclude any underlying material.

Sampling From Windrow

Select sample blocks or areas from completed construction work representing 500 t of production, or in accordance with respective contract specification.

Use a random method to select a representative sample from at least 3 sites within the reas to be tested. Combine all 3 samples to form a single field sample that can be reduced as required to the specified size in accordance with the respective contract specifications and test procedures.

ADDITIONAL INFORMATION

Aggregate samples may be taken for one of several reasons such as preliminary investigation of
the source of supply, to control the product at the source of supply or to control operations at the
site and to accept or reject material.

Sampling is equally as important as the testing and the sampler must use every precaution to
obtain samples which will show the true nature and condition of the materials which they represent. Sampling from the initial or final material discharge from a conveyor belt or a bin
increases the chances of segregation and should be avoided. The samples are to be taken while the plant is in full operation.

Samples for preliminary investigation testing are obtained by the party responsible for the development of the potential source (e.g. Gravel Investigation).

Where practical, samples to be tested for quality should be obtained from the finished product

Source : Saskatchewan Highways and Transportation.

2010-10-04T23:32:00.000-07:00

Standard Test Procedures Manual
Section: ASPHALT MIXES
Subject: MARSHALL MIX DESIGN

1. SCOPE

1.1. Description of Test
The Marshall Method for hot-mix asphalt concrete mix design is a rational approach to selecting and proportioning two materials, asphalt cement and mineral aggregates to obtain the specified properties in the finished asphalt concrete surfacing structure. The method is intended for laboratory design of asphalt hot-mix paving mixtures.

1.2. Application of the Test
The objective to be achieved using the Marshall Method for hot-mix asphalt concrete mix design is to determine an economical blend and gradation of aggregates (within the limits of project specifications) and asphalt that yields a mix having;

Sufficient asphalt cement to ensure a durable asphalt concrete surface course.
Sufficient mix stability to satisfy the demands of traffic without distortion or displacement.
Sufficient voids in the total compacted mix to allow for a slight amount of additional compaction under traffic loading without flushing, bleeding and loss of stability, yet low enough to keep out harmful air and moisture.
Sufficient workability to permit efficient placement of the mix without segregation.
Characteristics which allow normal construction operating variations without falling outside of the specified requirements.

1.3. Units of Measure
The units of measure will be as specified in the individual procedures that are used in the Marshall Mix Design analysis.

2.3. Sample to be Tested
Representative samples of all aggregate components to be used on the project and asphalt
cement of the same grade and from the same manufacturer as will be used for the field
work.
2.3.1. Obtaining Required Gradation For Each Aggregate Component
Dry the samples of aggregate in the oven for approximately 18 hours at 105o C to 110o C. Separate aggregate into individual sieve sizes by dry sieving. Select the sieve sizes corresponding to the specifications for the "type" of Recombine individual aggregate fractions in correct proportions to obtain the average stockpile gradation which is submitted from the field along with the sample. Use a trial and error method as described in the following paragraph. Combine trial percentages of each size, then run a wet sieve and compare the result to the stockpile average. Adjust the proportions of each size and repeat the procedure until the desired gradation is achieved. Use the final percentages of each size to produce specimens as required later in the procedure.

2.4. Data Required
The following data is required for each proposed aggregate gradation when preparing a
Marshall Mix Design;
Lightweight Pieces in Aggregate
Plasticity Index of the Aggregate
and Equivalent of the Aggregate
Percent Fractured Faces in the Aggregate
Clay Lumps and Friable Particles in Aggregate
Theoretical Maximum Specific Gravity for each asphalt/aggregate combination
Specific gravities for all aggregate fractions
Density, air voids and voids in mineral aggregate determination for each asphalt/aggregate
combination
Marshall stability and flow for each asphalt/aggregate combination
Stripping Potential Analysis on the recommended mix design
Hveem stability on the recommended mix design
Retained stability for the recommended mix design
Asphalt film thickness determination for the design aggregate gradation at each asphalt
content evaluated.

3. PROCEDURE
3.1. Test Procedure
Prepare two or more initial trial specimens as described in STP 204-8 at an estimatedoptimum asphalt content. Use the combined stockpile gradation of the natural split for
one set of molds. Determine the Marshall Mix Design characteristics using STP 206-7, 204-21, 204-9 and 204-11.

Compare the Marshall properties for the trial molds with SHT specified properties for that
aggregate type and asphalt type. If the Marshall properties for one of the chosen gradations are satisfactory, proceed with the full design procedure. If the properties are obviously outside the range, make further adjustments by changing split combinations or adding blenders/fillers. Estimate by plotting the gradation on an e.45 graph and comparing to the theoretical maximum density line (a line drawn between the origin and the point where the gradation line crosses 90%
passing). Continue until the properties are satisfactory.

Using the procedures previously described, prepare a series of Marshall specimens in triplicate at four asphalt contents (by weight of dry aggregate) to bracket optimum. Determine the Marshall properties for each specimen and average the results of the triplicates at each asphalt content. On a graph MR-71 or EPS-71, plot the Marshall properties (density, air voids, VMA and Marshall stability) as a function of asphalt content. Select optimum asphalt for each property; for density and stability use the peak of the curves and for VMA use the low point. For air voids, select the optimum asphalt content where air voids are 0.5 to 0.75% above the minimum specified value for that particular asphalt type. After selecting optimum asphalt from each graph average the values and use this new asphalt content for further design requirements (Stripping Potential, Hveem stability, Retained Stability, Asphalt Film Thickness).

4. RESULTS AND CALCULATIONS

4.1. Reporting Results
Marshall Mix Designs shall be reported on Form MR-71 or Form EPS-71 whichever is
applicable. Additional information on other options evaluated should be attached to the
formal design as an Appendix.

5. ADDITIONAL INFORMATION

5.1. Asphalt Cement Content
5.1.1. Design AC Content
Type 1 and Type 2 extraction corrections must be determined for the design
asphalt cement content (refer to STP 204-23, Extractions and Moisture
Corrections).
5.1.2. Mix Design
Mix design properties are to be based on the percentage asphalt cement added.

Source : Saskatchewan Highways and Transportation

2010-10-04T23:27:00.000-07:00

Standard Test Procedures Manual
Section: SAMPLING
Subject: SODIUM CHLORIDE GRANULAR

1. SCOPE

1.1 Description of Test
This method describes the sampling of sodium chloride granular, i.e.: road salt, at the suppliers manufacturing facility.

1.2 Application of the Test
The sample will be used to determine whether or not the material meets the Specification for Manufactured Materials SMM 602-1.

1.3 Method of Sampling

The Salt Supplier will keep a cumulative total of the number of tonnes they supply to the Department. For every 500 tonnes of salt delivered, one representative sample from the 500 tonne lot will be randomly taken. The Department shall be permitted, upon request, to take samples from the suppliers production line or truck loading facility. The sample will be subdivided into three representative smaller samples, one for the Department, one for the supplier, and one referee sample. The department will hold the referee sample. Subsequent pay adjustments are entirely dependent on the sample being representative of the entire 500 tonnes delivery. The sample must be taken from the 500 tonne lot being delivered to the department. The department in co-operation with the supplier will ensure one representative sample is taken for each 500 tonne lot.

.
2 APPARATUS AND MATERIALS

2.1 Equipment
Sample template
Sample splitter
Sample Pans
Sample scoop
Standard plastic bags approximately 250 mm x 420 mm high
Sample submission form as shown on Figure 112-1

Stapler and staples Shipping Tags, Saskatchewan Highways Form 207 Sample bags, submission forms and shipping tags are available from each Testing Services lab. If not, contact Testing Services, Central Laboratory, 1610 Park Street, Regina.

2.2 Size of Sample
For each sample, representing 500 tonnes of salt, three samples will be taken each filling
approximately one-half to two-thirds of the sample bag.

3. PROCEDURE

3.1 Sampling from the Conveyor Belt
Obtain at least three approximately equal increments selected at random from the unit or lot being sampled and combine to form a field sample whose mass equals or exceeds the minimum large sample. The large sample should be sufficient to fill four sample bags approximately one-half to two-thirds full. Stop the conveyor belt while the sample increments are being obtained. Insert the two templates, the shape of which conforms to the shape of the belt in the salt stream on the belt and space them such that the material contained between will yield the required weight. Carefully scoop all material between the template into a suitable container and collect the fines on the belt with a brush and dust pan and add to the container.

3.2 Sampling from a Flowing Aggregate Stream (Bins or Belt Discharge)
Select at least three random samples by random sample method from the production. Samples from belt discharge only when plant or belt is operating at normal capacity. Sample from bin discharge only when bins are nearly full in order to minimize the chance of obtaining segregated material. Obtain at least three approximately equal increments, at random, and combine to form a field sample whose mass equals or exceeds the minimum large sample. The large sample should be sufficient to fill four sample bags approximately one-half to two-thirds full.

Take each increment from the entire cross section of the material as it is being discharged.
For larger plants, a special sampling device may have been constructed on site in order to accomplish the above requirement. A rail or pivot system should be constructed to convey a sampling pan through the discharge stream at a uniform rate. The pan must be large enough to intercept the entire flow and hold the required amount of sample without over flowing.

3.3 Dividing and Recording the Samples
The large sample obtained by either of the above two methods will be subdivided using a sample splitter to obtain three smaller samples for testing purposes. Note, using a sample splitter will divide the larger sample into four smaller samples. The testing procedure only requires three; therefore, the fourth sample would be disposed of. The three samples will be distributed as follows: one for the department, one for the supplier, and one referee sample. The department will be responsible for holding the referee sample. The sample submission form should be filled out completely and placed inside the sample bag on top of the sampled material.

The top of the sample bag should be folded over several times and stapled closed. Use four or five staples to ensure the sample bag does not open during shipment. The shipping tag should be filled out and stapled to the outside of the sample bag along the folded edge. Use several staples to ensure the shipping tag does not get lost during shipment. The sample should be shipped by bus or designated courier to the appropriate Testing Service Lab for analysis.

Source : Saskatchewan Highways and Transportation

2010-10-04T23:20:00.000-07:00

Standard Test Procedures Manual
Section: SAMPLING
Subject: SAMPLING FRESH CONCRETE

1. SCOPE

1.1. Description of Test

This test method covers procedures for obtaining representative samples of fresh concrete as delivered to the project site. Samples will be used to determine compliance with quality requirements.

1.2. Application of Test

The elapsed time between obtaining the first and final portions of the composite samples will be as short as possible, but in no instance shall it exceed 15 minutes. Transport samples to the place where fresh concrete tests are to be performed or where test specimens are to be molded. Combine and remix with a shovel the minimum amount necessary to ensure uniformity. Start tests for slump or air content, or both, within 5 minutes after the sampling is completed. Start molding specimens for strength tests within 15 minutes after obtaiing the composite sample. Keep the elapsed time between obtaining and using the sample as short as possible and
protect the sample from the sun, wind and other sources of rapid evaporation, and from
contamination.

2. PROCEDURE

2.1. Sample Preparation

Size of Sample The sample to be used for strength tests will be a minimum of 30 litres but small samples may be permitted for air content and slump tests.

Concrete from the slump test may be reused for other tests providing that it is thoroughly recombined with the whole sample. Sampling from Stationary Mixers, Conveyor Belts and Pump Lines Sample the concrete at two or more regular spaced intervals during discharge of the middle portion of the batch and remix the portions within 15 minutes. Do not obtain samples from the very first or last portions of the batch discharge. Sample by passing a receptacle completely through the discharge stream, or by completely diverting the discharge into a sample container. Take care not to restrict the flow of concrete from the mixer, container, or transportation unit so as not to cause segregation. These requirements apply to both tilting and non-tilting mixers. Sampling should normally be performed as the concrete is delivered from the mixer to the equipment that is used to convey the concrete to the forms. However, specifications may require other points of sampling, e.g.: at the discharge of a concrete pump.

Sampling from Revolving Drum Truck Mixer or Agitator Sample the concrete at two or more regularly spaced intervals during discharge of the middle portion of the batch and remix the portions within 15 minutes. Do not obtain samples from the very first or last portions of the batch discharge or before all re-tempering water has been added and thoroughly mixed. Sample by repeated passing of a receptacle through the entire discharge stream or by completely diverting the discharge into a sample container. Regulate the rate of discharge of the batch by the rate of revolution of the drum and not by the size of the gate opening.

3. ADDED INFORMATION

3.1. References
A.S.T.M. C-172 and C.S.A. A23.3-1C

3.2. General
Composite samples are required by this test method, unless specifically excepted by procedures governing the test to be performed. Tests to determine uniformity of consistency and mixer efficiency require a series of individual samples. Procedures used to select the specific test batches are not described in this test method, but it is recommended over-all specification compliance

Source : Saskatchewan Highways and Transportation

2010-10-04T23:18:00.000-07:00

Standard Test Procedures Manual
Section: EMULSIFIED ASPHALT
Subject: THE SIEVE TEST

1. SCOPE

1.1 Description of Test
The sieve test is required to ensure that asphalt particles are free from aggregations and that they are sufficiently dispersed.

2. APPARATUS AND MATERIALS

2.1 Equipment Required
See ASTM D244 except that a 1000 mm sieve shall be used instead of the 850 mm sieve
specified.

3. PROCEDURE

3.1 Test Procedure
See ASTM D244.

4. ADDED INFORMATION

4.1 References
See ASTM D244, Volume 04.03.
ASTM D2397, Volume 04.03.

4.2 General
Use distilled water instead of the sodium oleate solution for wetting and washing operations when testing cationic emulsions

Source: Saskatchewan Highways and Transportation

2010-10-04T23:14:00.000-07:00

Standard Test Procedures Manual
Subject: SAYBOLT VISCOSITY
Section: EMULSIFIED ASPHALT

1. SCOPE

1.1 Description of Test
This method is a consistency test for asphalt emulsions.

1.2 Application of Test
A given volume of emulsified asphalt is heated in a standard tube. The small orifice at the bottom of the tube is kept closed with a cork stopper until the testing temperature is obtained. When the orifice is opened the time taken for 60 ml of asphalt emulsion to flow out is recorded.

1.3 Units of Measure
The saybolt viscosity is expressed in units of furol seconds at a specified temperature.

2. APPARATUS AND MATERIALS
2.1 Equipment
Saybolt Furol viscometer, sieve, thermometers, water bath.
See ASTM D88.

3. PROCEDURE
3.1 Test Procedure
See ASTM D88.

4. ADDED INFORMATION

4.1 References
ASTM D88, Volume 4.04
ASTM D244, Volume 4.03

4.2 General

Saybolt Furol viscometers should be calibrated at periodic intervals. This is done using an appropriate viscosity standard oil at the prescribed temperature. If the obtained time differs from the certified value by more than 0.2 percent, a correction factor must be calculated for the viscometer. All tests done with any viscometer should be reported as corrected values.

Source : Saskatchewan Highways and Transportation

2010-10-04T23:09:00.000-07:00

Standard Test Procedures Manual
Subject : SIEVE ANALYSIS
Section : ASPHALT MIXES

1. SCOPE

1.1. Description of Test
This method describes the procedure for determining the particle size from recovered aggregate after the extraction test.

2. APPARATUS

2.1. Equipment Required
Balance - sensitive to 0.1 g Sieves - Canadian metric standard square mesh sieves of size as required for the type of material being tested. Mechanical sieve shaker. Containers - pans suitable for handling and washing the samples. Gas or electric stove. Chemicals - wetting agent such as household detergent.

3. PROCEDURE

3.1. Test Procedure
Dry the aggregate recovered from the extraction test to a constant weight and record weight to nearest 1.0 g as dry weight of sample. Add 30 ml of wetting agent to the dry aggregate and add water to just cover the sample and boil for a few minutes. Cool the contents of the container by adding more water and agitate vigorously. Agitation should be sufficiently vigorous to separate all particles finer than the 71 mm sieve from the coarse particles and to bring all fine material into suspension in the wash water. Slowly pour the wash water over the 71 mm sieve taking care to avoid spilling coarse particles on the wash sieve. Repeat until the wash water is clear.
Return material retained on the 71 mm sieve to the washed sample. Dry washed sample to constant weight at temperature not exceeding 110o C and record as dry weight after washing.
Nest the sieves with the finest sieve above the bottom pan and the coarsest sieve at the top. Place the dried sample on the top sieve, put sieves in mechanical sieve shaker, and shake
for five minutes. Weigh material in the pan below the 71 mm sieve and record as the weight passing this sieve. Add the material resting on the 71 mm sieve to the material on the balance pan and record the total as the weight passing the next larger sieve. Repeat the procedure until all the material from each larger sieve has been weighed.

4. RESULTS AND CALCULATIONS

4.1. Collection of Test Results
The collection of test results should be recorded on the required department form.

4.2. Calculations
Calculate the sieve analysis as shown in the following example:

4.2.1. Wash Sieving
Dry Weight of Sample 1000.0 g
Dry Weight After Washing 950.0 g
Weight of Material Washed Through 71 mm Sieve 50.0 g

4.2.2. Dry Sieving

Weight Passing :
18.0 mm 950.0 g
12.5 mm 800.0 g
5.0 mm 550.0 g
2.0 mm 350.0 g
900 um 200.0 g
400 um 150.0 g
160 um 50.0 g
71 um 5.0 g

4.2.3. Adjusted Weight & Percent Passing
Add weight of material washed through the 71 mm sieve to the weight passing each sieve before calculating percentages.

Sieve :
18.0 mm 950.0 + 50.0 = 1000.0 g = 100%
12.5 mm 800.0 + 50.0 = 850.0 g = 85%
5.0 mm 550.0 + 50.0 = 600.0 g = 60%
2.0 mm 350.0 + 50.0 = 400.0 g = 40%
900 um 200.0 + 50.0 = 250.0 g = 25%
400 um 150.0 + 50.0 = 200.0 g = 20%
160 um 50.0 + 50.0 = 100.0 g = 10%
71 um 5.0 + 50.0 = 55.0 g = 5.5%

4.3. Report of Results
Report the percent passing each sieve on the required department form

Source : Saskatchewan Highways and Transportation

2010-10-04T23:05:00.000-07:00

Standard Test Procedures Manual
Subject : PENETRATION OF RESIDUE
Section: EMULSIFIED ASPHALT

1. SCOPE

1.1 Description of Test
This test method covers the determination of penetration of emulsion residues. Residue from the distillation of emulsion is allowed to cool under controlled conditions. The penetration is measured with a penetrometer, in which a standard needle is applied to the sample under specific conditions.

2. APPARATUS AND MATERIALS

2.1 Equipment Required

See ASTM D5, except that the sample container shall be approximately 53 mm in diameter by 70 mm deep. For penetrations above 300, a special penetration needle with an exposed length of approximately 50 mm is required.

3. PROCEDURE

3.1 Test Procedure
See ASTM D5, except for the following. As soon as possible after the distillation test, pour residual asphalt into the penetration container until it is approximately half full. Pour an Additional 25 ml of residue into a preheated container with a pouring spout and set this on a hot plate at 260o C for viscosity and float tests. Pour the remaining residue into the penetration container to a depth of approximately 60 mm. Do not pour residual asphalt through a sieve. The container shall be cooled for 1.5 hours in air and 1.5 hours in water before testing.

4. ADDED INFORMATION

4.1 References
See ASTM D5, Volume 04.03.
ASTM D244, Volume 04.03.
N.S.C. CAN 2-16.5-M84.

4.2 General
For penetrations exceeding 500 at 25o C, 100 g, 5s, the penetration shall be estimated
using the formula: Pen @ 25o C, 100 g, 5s = (1.75)x(Pen @ 25o C, 50 g, 5s) + 15.0

Source : Saskatchewan Highways and Transportation

2010-10-04T22:59:00.000-07:00

Standard Test Procedures Manual
Subject : MOISTURE CONTENT BY OVEN DRYING
Section : ASPHALT MIXES

1. SCOPE

1.1. Description of Test
This method describes the procedure for determining the moisture content of an asphalt mix.

1.2. Units of Measure
The moisture content will be expressed as a percent by dry weight of asphalt mix.

2. APPARATUS AND MATERIALS

2.1. Equipment Required
- Scale capable of measuring to 0.1 g accuracy
- An oven with a temperature range of 50oC to 150o C
- Pans - one suitable for obtaining a bulk sample and one approximately 140 mm x 280 mm for the moisture test.
- Thermometer with a minimum range of 50o C to 150o C
- Hand tools - scoop, spatula

2.2. Materials Required
A representative sample of asphalt mix.

2.3. Sample To Be Tested
Obtain a sample of the asphalt mix as described in STP 103, Sampling Asphalt Mixes.The sample should be mixed well making sure to break up lumps but not fracturing aggregate.

2.4. Data Required
Sample documentation including the following items; SHT Contract No., Control Section(s), Date, Sample No./Test No.

3. PROCEDURE

3.1. Description of Equipment Preparation Ensure the equipment is clean and dry.
3.2. Test Procedure
- Preheat oven to 120oC
- Weigh approximately 300 grams of the prepared sample to the nearest 0.1 g. Record as the "weight of wet sample".
- Place the sample evenly in the pan and place in the oven for approximately 45 minutes. Check the oven temperature with a thermometer.
- Remove the sample from the oven and weigh immediately to 0.1 grams and record as the "weight of dry sample".

4. RESULTS AND CALCULATIONS

4.1. Collection of Test Results
Record the test data directly on SHT Form MR-70 or EPS-70.

4.2. Calculations
The "weight of wet sample" minus the "weight of dry sample" is the "weight of water". The moisture content will be calculated using the following formula:
Percent Moisture = Weight of Water x 100
Weight of Dry Sample

4.3. Reporting Results
Report the percent moisture on SHT Form MR-70 or EPS-70.

5. CALIBRATIONS, CORRECTIONS, REPEATABILITY

5.1. Equipment Calibration
Ensure that the oven temperature is at 120oC by checking with a calibrated thermometer.
5.2. Sources of Error
Ensure that the sample is completely dry when removed from the oven. To ensure that
the sample is dry, replace in the oven and weigh again. The sample weight should not
change if drying is complete.

6. ADDED INFORMATION

6.1. Safety
Use protective gloves when handling hot sample.

6.2. Licenses/Regulations
Users of this test procedure must adhere to all federal and provincial regulations with respect to the materials and procedures used in this test procedure

Source : Saskatchewan Highways and Transportation

2010-10-04T22:52:00.000-07:00

Standard Test Procedures Manual
Subject : SAMPLING ASPHALT MATERIALS
Section : SAMPLING

1. SCOPE

1.1. General

This method applies to the sampling of asphalt materials at points of supply, storage or delivery to determine whether the material meets specifications.

Whenever possible samples will be taken from the sampling device of the delivery unit immediately before or during unloading.

1.2. Size of Sample

For routine laboratory examinations take a one litre sample for asphalt cements and cutbacks, and for emulsions take a four litre sample. From bulk storage take a four litre sample.

2. APPARATUS AND MATERIALS

2.1. Containers

Containers for cutback asphalts or asphalt cements will be wide-mouth cans with lined screw caps or triple seal friction-top cans.

Containers for emulsified asphalt materials will be wide-mouth jars or bottles made of
plastic, or wide-mouth plastic lined cans with lined screw caps, or plastic lined triple-seal
friction-top cans.

The size of the containers shall correspond to the amount of sample so that the container is full.

Sample containers for End Product Specification (EPS) contracts will be supplied by the Department.

2.2. Sampling Devices

2.2.1. Tank Truck Submerged Sampling Device

All tank trucks delivering asphalt materials to the department must be equipped with a
submerged asphalt sampling device in proper operating condition. The device shall
conform with the requirements of Table 1, except that devices similar in principal may
be approved by the Department.

2.2.2. In Line Sampling Device

To take a sample from a discharge line, a detachable fitting with a valve that can be
used to bleed off the sample must be used.

2.3. Other Equipment

Clean cloths or towels are required to wipe container clean. A container larger than five litres is required to collect material drawn off from sampling device prior to taking sample. Proper labels and markers are required to ensure the samples are adequately marked. A pair of insulated gloves or mitts is required for handling most samples.

3. PROCEDURE

3.1. General

Sampling is as important as testing, and every precaution must be taken to obtain samples that show the true nature and condition of the materials. Samples should be taken to epresent as nearly as possible an average of the bulk of the materials and to ascertain the variation in characteristics.

Sampling of asphalt materials should be done as soon as practicable after the material has arrived at plant site, storage site, job destination, or at the time of unloading.

3.2. Sampling from Sampling Device

Take the sample by bleeding through the sample valve during the unloading of the approximate middle third of the load. Before the sample is taken, draw off a minimum of five litres from the sample valve and discard it or dump into storage tank. Ensure the material is flowing freely then collect the sample directly into the sample container.

3.3. Duplicate Samples

If two or more samples are to be taken from a sampling device, fill one half of each container in sequence. Complete filling each container in the same sequence.

If duplicate samples are required for lab exchange, obtain five 4-litre samples. The amples should be combined and thoroughly mixed by stirring.

4. RESULTS AND CALCULATIONS

Immediately after filling, sealing and cleaning, mark the sampling containers for identification
with a suitable marking pencil on the container itself, not on the lid. Tags may also be used for
identification if they can be securely fastened to the containers in such a manner that they will not
be lost in transit. Do not attach tags to containers by using the lids to secure them.

5. REPEATABILITY

5.1. Preventing Contamination

Because of the numerous types and grades of asphalt materials that are alternately shipped and stored in the same or similar container, the opportunity for contamination with residual materials or cleaning solvents is always present. Use new containers, do not wash, rinse or wipe with an oil cloth. If they contain evidence of solder flux, or if they are not clean and dry, do not use them. Make sure top and container fit together tightly.

Take care to prevent the sample from becoming contaminated. Immediately after filling the container tightly and positively, seal it. The filled sample container will not be submerged in solvent, nor will it be wiped with a solvent saturated cloth. If cleaning is necessary, use a dry clean cloth. Do not transfer samples from one container to another except where required by the sampling procedure

6. ADDED INFORMATION

6.1. Protection of Samples

Emulsion samples can be damaged by freezing. Samples should be stored and shipped in
such a way to prevent freezing.

6.2. Proper Sample Identification

The samples will be used for specification enforcement and pay adjustments if required. It is essential that the samples be properly identified. The required identification details are:

Project : The Contract Number where applicable.
Location : The 10 digits road name, storage tank site,
Department yard site or the nearest town.
Type of Asphalt : e.g. MC30, HF-150S, AC200-300A, etc.
Asphalt Supplier : The asphalt supplier’s name.
Delivery No. or
The number found on the supplier’s bill
of lading.
Location to be laid Indicate the From km-To km location or
the road name where the material will be
applied if possible.
Date Sampled : The date the shipment was sampled.
Sampled by :The person that took the sample.
Report to : The name of the supervisor responsible
for the material.
Remarks : Describe any special testing required,
problems with the material or any
concerns.

6.3. Safety

Care should be taken in handling hot asphalt materials to prevent serious burns. Fumes from asphalt materials could be explosive or dangerous if inhaled. Sampler should be aware of the Workplace Hazardous Materials Information System (WHMIS) and Dangerous Goods regulations for handling and shipping of the material.

6.4. Sampler
The sample should be taken or the sampling procedure supervised by department personnel or designates.

6.5. References
ASTM D140

Source : Saskatchewan Highways and Transportation

2010-10-04T22:38:00.000-07:00

Standard Test Procedures Manual
Subject : MARSHALL STABILITY AND FLOW
Section: ASPHALT MIXES

1. SCOPE

1.1. Description of Test
This method covers the measurement of resistance to plastic flow of cylindrical specimens
of asphalt mixtures loaded on the lateral surface by means of the Marshall apparatus. This
method is for use with mixtures containing asphalt cement, asphalt cutback, and aggregate
up to 25.4 mm maximum size.

1.2. Application of Test
The testing section of this method can also be used to obtain maximum load and flow for
asphalt concrete specimens cored from pavements or prepared by STP 204-8, Preparation
of Marshall Compaction Specimens.

1.3. Units of Measure
Stability is measured in Newtons. Flow is measured in mm.

2. APPARATUS AND MATERIALS

2.1. Equipment Required

Breaking Head - the breaking head shall consist of upper and lower cylindrical segments or test heads having an inside radius of curvature of 50.8 mm accurately machined. The lower segment shall be mounted on a base having two perpendicular guide rods or posts extending upward. Guide sleeves in the upper segment shall be in such a position as to direct the two segments together without appreciable binding or lose motion on the guide rods. Loading Jack - the loading jack shall consist of a screw jack mounted in a testing frame and shall produce a uniform vertical movement of 50.8 mm/minute.

An electric motor may be attached to the jacking mechanism. Ring Dynamometer Assembly or Electronic Equivalent - one ring dynamometer of 2267 kg capacity and sensitivity of 4.536 kg up to 453.6 kg and 11.34 kg between 453.6 and 2267 kg shall be equipped with a micrometer dial. The micrometer dial shall be graduated in 0.0025 mm. Upper and lower ring dynamometer attachments are required for fastening the ring dynamometer to the testing frame and transmitting the load to the breaking head. Flowmeter - the flowmeter shall consist of a guide sleeve and a gauge. The activating pin of the gauge shall slide inside the guide sleeve with a slight amount of frictional resistance. The guide sleeve shall slide freely over the guide rod of the breaking head. The flowmeter gauge shall be adjusted to zero when placed in position on the breaking head when each individual test specimen is inserted between the breaking head segments. Water Bath - the water bath shall be at least 152 mm deep and shall be thermostatically controlled so as to maintain the bath at 60 ± 1o C. The tank shall have a perforated false bottom or be equipped with a shelf for supporting specimens 51 mm above the bottom of the bath. Air Bath - the air bath for asphalt cutback mixtures shall be thermostatically controlled and shall maintain the air temperature at 25 ± 1o C.

2.2. Materials Required
Samples may include cored specimens, field or lab prepared specimens.

2.3. Sample to be Tested
Density of the specimen is required to obtain the volume for a correlation ratio. Density
can be determined as outlined in STP 204-21, DENSITY AND VOID CHARACTERISTICS.

3. PROCEDURE

3.1. Equipment Preparation
Thoroughly clean the guide rods and the inside surfaces of the test heads prior to making
the test, and lubricate the guide rods so that the upper test head slides freely over them.

3.2. Sample Preparation
Samples will be prepared in accordance with STP 204-8, Preparation of Marshall
Compaction Specimens or collected in accordance with STP 204-5, Asphalt Concrete
Samples Obtained by Coring.

3.3. Test Procedure

Bring the specimens prepared with asphalt cement to the specified temperature by
mmersing in a water bath 30 minutes. Maintain the bath or oven temperature at 60 ± 1o C for asphalt cement specimens. Bring the specimens prepared with asphalt cutback to the specified temperature by placing them in the air bath for a minimum of 2 hours.

Maintain the air bath temperature at 25 ± 1o C. The testing head temperature shall be maintained between 20 to 38o C. Remove the specimen from the water bath, oven or air bath and place in the lower segment at the breaking head. Place the upper segment of the breaking head on the specimen and place the complete assembly in position on the testing machine. Place the flowmeter, where used, in position over one of the guide rods and adjust the flowmeter to zero while holding the sleeve firmly against the upper segment of the breaking head. Hold the
flowmeter sleeve firmly against the upper segment of the breaking head while the test load is being applied.

Apply the load to the specimen by means of the constant rate of movement of the load jack or testing machine head of 50.8 mm/minute until the maximum load is reached and the load decreases as indicated by the dial. Record the maximum load noted on the testing machine or converted from the maximum micrometer dial reading. Release the flowmeter sleeve or note the micrometer dial reading, where used, the instant the maximum load begins to decrease. Note and record the indicated flow value or equivalent units in mm if a micrometer dial is used to measure the flow. The elapsed time for the test from removal of the test specimen from the water bath to the maximum load determinations shall not exceed 30 seconds.

4. RESULTS & CALCULATIONS

4.1. Collection of Test Results
For specimens other than 63.5 mm in thickness correct the load by using the proper
multiplying factor from Table 1.

The reports shall include the following information:

Type of sample tested (lab sample or pavement core specimen). For core specimens the height of each test specimen in mm shall be reported.
Average maximum load in newtons, corrected when required.
Average flow value in millimetres.
Test temperature

TABLE 1 - Stability Correlation Ratios*

Volume of Specimen Thickness of Specimen Correlation Ratio
(cm3) (mm)

200 to 213 25.4 5.56
214 to 225 27.0 5.00
225 to 237 28.6 4.55
238 to 250 30.2 4.17
251 to 264 31.8 3.85
265 to 276 33.3 3.57
277 to 289 34.9 3.33
290 to 301 36.5 3.03
302 to 316 38.1 2.78
317 to 328 39.7 2.50
329 to 340 41.3 2.27
341 to 353 42.9 2.08
354 to 367 44.4 1.92
368 to 379 46.0 1.79
380 to 392 47.6 1.67
393 to 405 49.2 1.56
406 to 420 50.8 1.47
421 to 431 52.4 1.39
432 to 443 54.0 1.32
444 to 456 55.6 1.25
457 to 470 57.2 1.19
471 to 482 58.7 1.14

* The measured stability of a specimen multiplied by the ratio for the thickness of the
specimen equals the corrected stability for a 63.5 mm specimen

5. REPEATABILITY
At least 3 test specimens should be used and the individual results averaged. Repeatability shall
be as outlined in ASTM D1559, Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus.

Source : Saskatchewan Highways and Transportation

2010-10-04T22:32:00.000-07:00

Standard Test Procedures Manual
Subject : CALIFORNIA BEARING RATIO SAMPLING
Section : SOILS

1. SCOPE
1.1 Description of Test
This method describes the sampling of the subgrade for California Bearing Ratio
(C.B.R.). The resulting information is used for pavement design thickness.

2. APPARATUS AND MATERIALS
2.1 Equipment Required
A suitable rig equipped with a 150 mm auger.
Large cotton bags (with tags).

3. PROCEDURE - CALIFORNIA BEARING RATIO SAMPLING
3.1 Test Procedure

Take a 35 kg sample at every third group index sample location, spacing may be increased on projects where the material is found to be very uniform. The district materials engineer or his designate will advise on the spacing of sampling. Extreme care must be taken to ensure the sample is not contaminated with prepared Subgrade material (top 5 - 15 cm). Take a group index sample and C.B.R. sample from the same hole. The group index sample is taken first, then enlarge the hole to obtain the C.B.R. sample. Ensure neither sample is contaminated from loose surface materials. Record control section, station and offset at which the sample was taken on two tags. Place one tag inside the bag and attach the other to the outside of the bag. Keep samples dry while stored in the field and transport to the district lab at earliest opportune time. A special trip is not required.

4. RESULTS AND CALCULATIONS

4.1 Reporting Results
Record control section, hole number, stationing and offset for further testing as proctor density is completed in the district lab and the C.B.R. testing is completed at the central lab in Regina.

5. ADDED INFORMATION
5.1 General
Refer to diagram in STP 104-5 for sampling procedure. C.B.R. sampling is required on all subgrade types with the exception of clean sands.

Source : Saskatchewan Highways and Transportation

2010-10-04T22:26:00.000-07:00

ASTM International (ASTM), originally known as the American Society for Testing and Materials, is an international standards organization that develops and publishes voluntary consensus technical standards for a wide range of materials, products, systems, and services. The organization's headquarters is in West Conshohocken, Pennsylvania, about 5 miles northwest of Philadelphia.

ASTM predates other standards organizations such as BSI (1901), DIN (1917) and AFNOR (1926), but differs from these in that it is not a national standards body, that role being taken in the USA by ANSI. However, ASTM has a dominant role among standards developers in the USA, and claims to be the world's largest developer of standards. Using a consensus process, ASTM supports thousands of volunteer technical committees, which draw their members from around the world and collectively develop and maintain more than 12,000 standards.

The standards produced by ASTM International fall into six categories:

the Standard Specification, that defines the requirements to be satisfied by subject of the standard.
the Standard Test Method, that defines the way a test is performed and the precision of the result. The result of the test may be used to assess compliance with a Standard Specification.
the Standard Practice, that defines a sequence of operations that, unlike a Standard Test Method, does not produce a result.
the Standard Guide, that provides an organized collection of information or series of options that does not recommend a specific course of action.
the Standard Classification, that provides an arrangement or division of materials, products, systems, or services into groups based on similar characteristics such as origin, composition, properties, or use.
the Terminology Standard, that provides agreed definitions of terms used in the other standards.

The quality of the standards is such that they are frequently used worldwide.

The Annual Book of ASTM Standards covers 15 sections of interest plus a master index:

Iron and Steel Products
Nonferrous Metal Products
Metals Test Methods and Analytical Procedures
Construction
Petroleum Products, Lubricants, and Fossil Fuels
Paints, Related Coatings, and Aromatics
Textiles
Plastics
Rubber
Electrical Insulation and Electronics
Water and Environmental Technology
Nuclear, Solar, and Geothermal Energy
Medical Devices and Services
General Methods and Instrumentation
General Products, Chemical Specialties, and End Use Products
Index to all sections and volumes

ASTM Standards can be purchased as a digital library subscription or individually from ASTM and other qualified ^[6] standards providers. When maintaining a large standards library, often digital subscriptions are used to simplify staying current on standards and to remain in compliance with all copyright laws. A technical library at a university may also have copies of standards to review.

ASTM International has no role in requiring or enforcing compliance with its standards. The standards, however, may become mandatory when referenced by an external contract, corporation, or government.

In the United States, ASTM standards have been adopted, by incorporation or by reference, in many federal, state, and municipal government regulations. The National Technology Transfer and Advancement Act, passed in 1995, requires the federal government to use privately developed consensus standards whenever possible. The Act reflects what had long been recommended as best practice within the federal government.
Other governments (local and worldwide) also have referenced ASTM standards ^[11]
Corporations doing international business may choose to reference an ASTM standard.

Source : http://en.wikipedia.org/wiki/International_standards

2010-10-03T20:14:00.000-07:00

British Standards are the standards produced by BSI Group which is incorporated under a Royal Charter (and which is formally designated as the National Standards Body (NSB) for the UK).^[1] The BSI Group produces British Standards under the authority of the Charter, which lays down as one of the BSI's objectives to:

(2) Set up standards of quality for goods and services, and prepare and promote the general adoption of British Standards and schedules in connection therewith and from time to time to revise, alter and amend such standards and schedules as experience and circumstances require

—BSI Royal Charter, Faller and Graham

Formally, as per the 2002 Memorandum of Understanding between the BSI and the United Kingdom Government, British Standards are defined as:

"British Standards" means formal consensus standards as set out in BS 0-1 paragraph 3.2 and based upon the principles of standardisation recognised inter alia in European standardisation policy.

—MEMORANDUM OF UNDERSTANDING BETWEEN THE UNITED KINGDOM GOVERNMENT AND THE BRITISH STANDARDS INSTITUTION IN RESPECT OF ITS ACTIVITIES AS THE UNITED KINGDOM'S NATIONAL STANDARDS BODY, United Kingdom Department for Business, Innovation, and Skills

Products and services which BSI certifies as having met the requirements of specific standards within designated schemes are awarded the Kitemark.

British Standards are one of the formal exceptions made to the Restrictive Trade Practices Act. §18(5) of the Act specifies that agreements to comply with British Standards should be disregarded when deciding whether an agreement is a restriction upon trade.

The BSI Group as a whole does not produce British Standards, as standards work within the BSI is decentralized. The governing Board of BSI establishes a Standards Board. The Standards Board does little apart from setting up Sector Boards (a Sector in BSI parlance being a field of standardization such as ICT, Quality, Agriculture, Manufacturing, or Fire). Each Sector Board in turn constitutes several Technical Committees. It is the Technical Committees that, formally, approve a British Standard, which is then presented to the Secretary of the supervisory Sector Board for endorsement of the fact that the Technical Committee has indeed completed a task for which it was constituted.

The standards produced are titled British Standard XXXX[-P]:YYYY where XXXX is the number of the standard, P is the number of the part of the standard (where the standard is split into multiple parts) and YYYY is the year in which the standard came into effect. BSI Group currently has over 27,000 active standards. Products are commonly specified as meeting a particular British Standard, and in general this can be done without any certification or independent testing. The standard simply provides a shorthand way of claiming that certain specifications are met, while encouraging manufacturers to adhere to a common method for such a specification.

The Kitemark can be used to indicate certification by BSI, but only where a Kitemark scheme has been set up around a particular standard. It is mainly applicable to safety and quality management standards. There is a common misunderstanding that Kitemarks are necessary to prove compliance with any BS standard, but in general it is neither desirable nor possible that every standard be 'policed' in this way.

Following the move on harmonisation of the standard in Europe, some British Standards are gradually superseded or replaced by the relevant European Standards (EN).

BSI Group began in 1901 as the Engineering Standards Committee, led by James Mansergh, to standardise the number and type of steel sections, in order to make British manufacturers more efficient and competitive.

Over time the standards developed to cover many aspects of tangible engineering, and then engineering methodologies including quality systems, safety and security.

BS 0 A standard for standards specifies Development, Structure and Drafting of British Standards themselves.

BS 9 - for bullhead steel rail sections in various weights.
BS 11 - for flat bottom steel rail sections in various weights

BS 31 for steel conduit and fittings for electrical wiring
BS 88 a specification for cartridge fuses for voltages up to and including 1000 V a.c. and 1500 V d.c.
BS 196 for protected-type non-reversible plugs, socket-outlets cable-couplers and appliance-couplers with earthing contacts for single phase a.c. circuits up to 250 volts
BS 308 a now deleted standard for engineering drawing conventions, having been absorbed into BS 8888.
BS 336 for fire hose couplings and ancillary equipment
BS 381 for colours used in identification, coding and other special purposes
BS 476 for fire resistance of building materials / elements
BS 499-1 welding terms and symbols. Glossary for welding, brazing and thermal cutting
BS 546 for mains power plugs and sockets (older standard)
BS 857 for safety glass for land transport
BS 1088 for marine plywood
BS 1192 for Construction Drawing Practice. Part 5 (BS1192-5:1998) concerns Guide for structuring and exchange of CAD data.
BS 1361 for cartridge fuses for a.c. circuits in domestic and similar premises
BS 1363 for mains power plugs and sockets
BS 1377-9:1990 The standard penetration test (SPT) is an in-situ dynamic penetration test designed to provide information on the geotechnical engineering properties of soil.
BS 1881:201 Methods of Testing Concrete Part 201: Guide to the Use of Non-Destructive Methods of Test for Hardened Concrete
BS 1881:204 Testing concrete. Recommendations on the use of electromagnetic covermeters.
BS 1852 resistor and capacitor value coding
BS 2660 for colours for building and decorative paints^[7]
BS 3506 for unplasticized PVC pipe for industrial uses
BS 3621 for thief resistant lock assembly. Key egress.
BS 3943 for plastic waste traps
BS 4293 for residual current-operated circuit-breakers
BS 4343 for industrial electrical power connectors
BS 4573 a specification for 2-pin reversible plugs and shaver socket-outlets
BS 4800 for paint colours used in building construction
BS 4900 for vitreous enamel colours used in building construction
BS 4901 for plastic colours used in building construction
BS 4902 for sheet / tile floor covering colours used in building construction
BS 4960 for weighing instruments for domestic cookery
BS 4962 for plastics pipes and fittings for use as subsoil field drains
BS 5252 for colour-coordination in building construction
BS 5400 for steel, concrete and composite bridges.
BS 5499 for graphical symbols and signs in building construction; including shape, colour and layout
BS 5544 for anti-bandit glazing (glazing resistant to manual attack)
BS 5750 for quality management, the source for ISO 9000
BS 5759 Specification for webbing load restraint assemblies for use in surface transport
BS 5837 for protection of trees during construction work
BS 5930 for site investigations
BS 5950 for structural steel
BS 6312 for telephone plugs and sockets
BS 6651 code of practice for protection of structures against lightning
BS 6701 installation, operation and maintenance of telecommunications equipment and telecommunications cabling
BS 6879 for British geocodes, a superset of ISO 3166-2:GB
BS 7430 code of practice for earthing
BS 7671 Requirements for Electrical Installations, The IEE Wiring Regulations, produced by the IET.
BS 7799 for information security, the source for ISO/IEC 27001, 27002 (former 17799), and 27005
BS 7901 for recovery vehicles and vehicle recovery equipment
BS 7925-1 vocabulary of terms in software testing
BS 7925-2 software component testing
BS 8110 for structural concrete
BS 8485 for the characterization and remediation from ground gas in affected developments
BS 8494 for detecting and measuring carbon dioxide in ambient air or extraction systems
BS 15000 for IT Service Management, (ITIL), now ISO/IEC 20000
BS 3G 101 for general requirements for mechanical and electromechanical aircraft indicators
BSEN12195-2-2001 Load restraint assemblies on road vehicles. Safety. Web lashing made from man-made fibres
BS EN 60204-1:2009 Safety of machinery - Electrical equipment of machines

BSI also publishes a series of Publicly Available Specification (PAS) documents.

Publicly Available Specifications (PAS) are a flexible and rapid standards development model that is open to all organizations. A PAS is a sponsored piece of work allowing organizations flexibility in the rapid creation of a standard while also allowing for a greater degree of control over the document's development. A typical development time frame for a PAS is around 6–9 months. Once published by BSI a PAS has all the functionality of a British Standard for the purposes of creating schemes such as management systems and product benchmarks as well as codes of practice. A PAS is a living document and after two years the document will be reviewed and a decision made with the client as to whether or not this should be taken forward to become a formal British standard.

BSI PAS 100 Composting specification
BSI PAS 101 Specification for recovered container glass
BSI PAS 102 Specification for processed glass for selected secondary end markets
BSI PAS 103 Specification for quality and guidance for good practice in collection and preparation for recycling
BSI PAS 104 Specification for quality and guidance for good practice for the supply of post consumer wood for consumption in the manufacture of panel board products
BSI PAS 105 Specification for paper waste

Source : http://en.wikipedia.org

2010-09-29T23:27:00.000-07:00

Charpy Impact Test.

A test of the impact strength of a material, used to determine its relative ductility or brittleness. The test is executed by swinging a large, heavy hammer on a pendulum from a predetermined height. The hammer fractures the material sample, usually a block of a certain size with a notch cut in it. The height to which the pendulum swings is used to calculate the energy necessary to fracture the sample.

The tester is equipped with a falling pendulum hammer, able to break, with a single blow, a sample carved in the middle and positioned on two supports.
The test is carried out on a CHARPY sample in order to check the energy absorbed during the impact, which is measured in JOULE.
The value stands for the impact strenght of the material ( resilience) .
- Cast iron frame
- Pendulum with hardened knife
- Brake device to stop the pendulum
- Impact energy 300J with 2J graduation
- Falling angle: 140°
- Pendulum mass Kg. 21, 300
- Impact speed: 5, 187 m/ s

2010-09-29T22:59:00.000-07:00

DIGITAL COMPRESSION MACHINE
For Determining compressive strength of concrete sample ASTM C-39

Specification :

Frame >
* The Frame is strong welded steel construction double plate with many steel square pillars between
* Designed for heavy continue work
* The frame with safety front door for care or avoiding of eyes from the fowder of the broken specimen/sample

Dim & Weight
Dimension : 125 x 90 x 80 cm (LxWxH)
Weight : 600 Kg

Display Indicator >
Display Indicator , steel plate box, soft touch keyboard
Range in kN, 1 kN Accuracy
1. Simple Operation System
2. Keyboard calibration and configuration
3. Excitation voltage, DC 5V ; up to 4, 350
4. Manual or Automatic memory accumulation facility
5. High resolution (x10) Display
6. Selectable digital filtering
7. Selectable automatic Power off
8. 6-bit display resolution
9. Selectable Display resolution
10. RS-232C The Interface 1200, 2400, 4800, 9600, Baud Rate continous ASCII data Output
11. External Power Supply 220 VAC, External rechargeable 6V DC Battery

Hydraulic Pump
Electromotor, Hydraulic Oil Injector 10.000 psi cap, 220 VAC, 50 Hz, 1000 Watt, maximum working pressure 50.000 kPa, output oil pressure minimum ml/minute variable speed

Hydraulic System
Mild-steel cylinder, piston 230 mm diameter, Dimension 300 mm dia. X 320 mm height gravity return piston

Pressure Transducer
Stainless steel, 10.000 Psi

Platen
Flexible upper steel platent, rebound base platen for concrete cube sample Rebound base plates for concrete cube mold

Sample size for :
Concrete Cube 15 x 15 x 15 cm
Concrete Cylinder Mold 15 cm dia. X 30 cm height

Accessories
1. Base separately distance for cube testing
2. AC Automatic Voltage Regulator 1.500 watt 220 VAC
3. Tranducers Cable
4. Power cable digital indicator
5. Power cable hydraulic pump

DIGITAL COMPRESSION MACHINE

2010-09-29T22:56:00.000-07:00

Charpy Impact Test.

Charpy Impact Test. A test of the impact strength of a material, used to determine its relative ductility or brittleness. The test is executed by swinging a large, heavy hammer on a pendulum from a predetermined height. The hammer fractures the material sample, usually a block of a certain size with a notch cut in it. The height to which the pendulum swings is used to calculate the energy necessary to fracture the sample.

The tester is equipped with a falling pendulum hammer, able to break, with a single blow, a sample carved in the middle and positioned on two supports.
The test is carried out on a CHARPY sample in order to check the energy absorbed during the impact, which is measured in JOULE.
The value stands for the impact strenght of the material ( resilience) .
- Cast iron frame
- Pendulum with hardened knife
- Brake device to stop the pendulum
- Impact energy 300J with 2J graduation
- Falling angle: 140°
- Pendulum mass Kg. 21, 300
- Impact speed: 5, 187 m/ s

2010-06-01T00:57:00.000-07:00

The purpose of the experiment by using sondir / Dutch Cone Penetrometer namely:

To find out the hard soil layer depth and nature of the carrying capacity of each depth. Penetration resistance is the resistance conical conical tip of land on which are stated in broad unity of style. Constraints are attached to the sheathing shear resistance BJ conical in style length unity.

The equipment under construction digunaan sondir / Dutch Cone Penetrometer:

1. Sondir engine with a maximum capacity 250kg/cm2
2. One set of rods complete with handlebar handlebar sondir in the length of each one m.
3. Manometer two units with capacity 0 - 50kg/cm2
4. A set of anchor
5. One fruit and one patent bikonis conical
6. Equipment: wrench, plunger lock, hammer, key manometer, and Purifier
7. Hydraulic oil (Castrol Olie, SAE 10)

Experimental Procedure sondir / Dutch Cone Penetrometer:

1. Sondir engine mounted vertically in place that will be investigated by using the armature which is planted into the ground.
2. Charging the hydraulic oil must be free of air bubbles.
3. Put trakor, press the handlebar in, at first the emphasis will move to the end of the conical bottom 4cm, then read stating opposition tip manometer. In the subsequent suppression mansolnya conical and moves down 4cm. Manometer reads the value at which is the value of end bearing and resistance bonding.
4. Press the outer handlebar to new depths, the emphasis handlebar is done until every additional depth of 20 cm.

Jobs sondir dismissed if the circumstances are as follows:

1. If the manometer readings at three consecutive shows 150kg/cm2 value
2. If the appliance sondir upward while the manometer readings at the maximum rate and has not shown sondir tool given a weight.

Gain tools sondir / Dutch Cone Penetrometer:

1. Can quickly determine the bonding layer of hard soil
2. Can be estimated difference layer
3. Good enough to be used in layers of fine-grained
4. With the results of empirical formula can be used to calculate pile resistance

Perluh things considered / examined in the use of tools sondir:

1. Manometer to be used is still in good condition in accordance with established standards.
2. Conical size to be used must be compatible with standard size.
3. Each stage of the examination, the stem will begin, must be of the manometer should indicate zero.

Conclusion:

1.For know the depth of the hard soil at a location to be determined how deeply the foundation to be used on a building structure by looking at the conical tip resistance and shear resistance of the land price.

CV. Duta Buana Abadi.
Jl. Mr. AMPI No.20B / 9 Baros - Cimahi 40 172, Bandung.
West Java - Indonesia.
Phone: 022-70054009
Fax: 022-86619166
Mobile: 081910255009
Home Page: www.dutabuanaabadi.com

2010-05-19T23:23:00.000-07:00

Kami CV. Duta Buana Abadi, Adalah produsen dan supplier peralatan Laboratorium teknik Sipil, Pertambangan dan Umum lainnya. Untuk informasi lebih lanjut kunjungi web kami di www.dutabuanaabadi.com.

2010-03-17T21:47:00.000-07:00

ELECTRIC COMPRESSION MACHINE

ASTM C-39
For determining compressive strenght of concrete cube 15 x 15 x 15 cm of concrete cylinder 15 cm dia,
X 30 cm height.
Type	Part Name	Specification	Qty
	Frame	Heavy duty welded steel construction,
		30 cm [-profile steel columns
	Hydraulic System	Mild-Steel cylinder, piston, 230 mm diameter
		Maximum working pressure 50.000 kPa
		Overall dimension 300 mm dia. x 320 mm height.
		Single action,
	Hydraulic Pump	Electric, 220 V AC, 50-60 Hz, 1000 Waft, 1 Phase
		Single action, variable speed
		6,000 ml reservoir capacity
		Maximum working pressure 50.000 kPa.
		Single action, gravity return.
	Force Guge	Bourdon tube manometer, 280 mm dial diameter
		With maximum load pointer. Steel box housing.
		Calibrated
	Compressive Platen	Upper: 180 x 180 mm, ball seating
		Lower: 250 mm diameter
	Clearance	Horizontal: 290 mm
		Vertical: 310 mm
Weight : 500 Kg

COE-180A	ECM 1.000 kN Cap, 5 kN Increment
COE-180B	ECM 1.500 kN Cap, 5 kN Increment
COE-180C	ECM 2.000 kN Cap, 10 kN Increment
COE-180D	ECM 3.000 kN Cap, 10 kN Increment

2010-03-17T21:44:00.000-07:00

COMPACTING FACTOR APPARATUS

2010-03-17T21:43:00.000-07:00

HYDRAULIC CONCRETE BEAM

For determining the flexural strenght of concrete beam by using a sample beam with third point
loading.100 kN capacity, hydraulic hard pump, manometer reading,
sample size 15 x 15 x 60 cm welded steel contruction

weight : 100 Kg

2010-03-17T21:42:00.000-07:00

LABORATORY CONCRETE MIXER

2010-03-17T21:40:00.000-07:00

CONCRETE BEAM MOLD

Cast iron, for forming concrete beam sample

Type	Part Name	Specification	Qty
COE-120	Concrete Beam Mold	15 x 15 x 60 cm weight : 40 Kg	1 Pc
COE-121	Concrete Beam Mold	20 x 20 x 80 cm weight : 60 Kg	1 Pc

2010-03-17T21:39:00.000-07:00

CONCRETE CUBE MOLD

Cast iron, for forming concrete cube sample

Type	Part Name	Specification	Qty
COE-110	Concrete Cube Mold	10 x 10 x 10 cm weight : 14 Kg	1 Pc
COE-111	Concrete Cube Mold	15 x 15 x 15 cm weight : 19 Kg	1 Pc

2010-03-17T20:48:00.000-07:00

CONCRETE CYLINDER MOLD

Cast iron, for forming concrete cylinder sample

Type	Part Name	Specification	Qty
COE-100	Concrete Cylinder Mold	10 cm dia. X 20 cm height weight : 12 Kg	1 Pc
COE-101	Concrete Cylinder Mold	15 cm dia. X 30 cm height weight : 17 Kg	1 Pc

2010-03-17T20:42:00.000-07:00

SPECIFIC GRAVITY OF HYDRAULIC CEMENT TEST

For determining specific gravity of hydraulic cement
ASTM C-187/C-191 AASTHO T-129/T-131
Type	Part Name	Specification	Qty
	Le Chatelier Flask	250 ml cap, the neck graduated, 0-1 ml and 15-24 ml	1 Pc
	Kerosene	Deaired kerosene	1 Ltr
	Funnel	Glass narrow mouth	1 Pc
	Wash bottle	Plastic, 200 ml capacity	1 Pc
	Pipette	Glass, 5 ml capacity	1 Pc
	Thermometer	Glass, 0-50 deg. C	1 Pc
	Spatula	150 mm blade length	1 Pc
	Soft Brush	Round type	1 Pc

2010-03-17T20:40:00.000-07:00

COMPRESSIVE STRENGHT OF HYDRAULIC CEMENT MORTAR

ASTM C-109 AASTHO T-105
COMPRESSIVE STRENGHT OF HYDRAULIC CEMENT MORTAR :For determining compressive strenght of hydraulic cement mortar by using 2" cube speciment

Type	Part Name	Specification	Qty
CTE-161	Cement cube mold	Hand operated,	1 Pc
CTE-162	Flow Table, consist of
	Frame	Welded steel, 10" dia, W drop, brass table.	1 Pc
CTE-162	Flow Mold	Brass, base dia, top dia, in height	1 Pc
CTE-164	Tamper	Plastic or steel, ^lA x 1" face	1 Pc
GTE-661	Vernier Caliper	300 mm capacity	1 Pc
GTE-485	Glass Plate	10 mm thick, 30 x 30 cm	1 Pc
GTE-353	Graduated Cylinder	250 ml capacity	1 Pc
GTE-561	Scraper	Wood or plastic handle	1 Pc
Weight : 50 Kg

2010-03-17T20:38:00.000-07:00

TIME OF SETTING OF HYDRAULIC CEMENT BY VICAT NEEDLE

ASTM C-187/C1 AASTHO T-129/T-131
For determining normal consistency and time of setting of hydraulic cement
Type	Part Name	Specification	Qty
CTE-151	Vicat Apparatus	Cats allumumium frame stainless steel rod,	1 Pc
		0-50 mm scale
CTE-152	Initial Needle	Stainless steel needle, 1 mm dia, with footing, brass thread	1 Pc
CTE-153	Final Needle	Stainless steel needle, 1 mm dia, brass thread	1 Pc
CTE-154	Conical Ring Mold	70 mm base dia, 60 mm top dia 40 mm in lenght	1 Pc
CTE-155	Glass Plate	10 mm thick, 12 cm x 12 cm	1 Pc
Weight : 7 Kg

2010-03-17T19:08:00.000-07:00

LE CHATELIER FLASK

ASTM C-88 AASTHO T-133
For determining specific gravity of hydraulic cement 220 ml capacity, the neck graduated
0 -1 ml and 15 - 24 ml

2010-03-17T19:07:00.000-07:00

AIR PARMEABILITY OF PORLAND CEMENT FINENESS DEVICE

ASTM D-204 AASTHO T-153
For determining fineness of porland cement by air permeability
Type	Part Name	Specification	Qty
CTE - 101	Stand	Polished wood	1 Pc
CTE - 102	U - Tube Manometer	Glass tubing with valve	1 Pc
CTE - 103	Permeability Cell	Glass	1 Pc
CTE - 104	Perforated Disc	Non corroding metal	1 Pc
CTE - 105	Plunger	Stainless steel	1 Pc
CTE - 106	Stock Solution	Dibutylphalate	1 Btl
CTE - 107	Filter Paper	Type 1, grade B	1 Box
GTE - 322	Funnel	Glass	1 Pc
Weight : 10 Kg

2010-03-10T21:19:00.000-08:00

DIGITAL CONE PENETROMETER TEST 20 TON CAPACITY - SONDIR DIGITAL - DUTCH CONE PENETROMETER DIGITAL

The Dutch cone penetration test (DCP), is a versatile sounding method than can be used to estimate soil
properties and determine the type of materials.This is also known as the static penetration test.
The cone penetration measures the cone resistance (qc) and the frictional resistance (fc) incrementally.

Digital Cone Penetrometer Test - Sondir Digital 2.5 Ton Cap additional part:
1. Digital Read Out
2. Pressure Tranducer
3. Data Acquisition Software
4. USB Adapter
5.Laptop

2010-03-10T21:17:00.000-08:00

DIGITAL CONE PENETROMETER TEST 10 TON CAPACITY - SONDIR DIGITAL - DUTCH CONE PENETROMETER DIGITAL

The Dutch cone penetration test (DCP), is a versatile sounding method than can be used to estimate soil
properties and determine the type of materials.This is also known as the static penetration test.
The cone penetration measures the cone resistance (qc) and the frictional resistance (fc) incrementally.

Type	Part Name	Specification	Qty
STE-811	Dutch cone	Steel construction, hydraulic operated 10 Ton Cap	1 Unit
STE-152	Sounding Rod	Machined steel, 36 mm od.,	20 Pcs
		1 mtr length tappered thread
STE-153	Plunger Rod	Round bar, 15 mm dia, 1 mtr length	20 Pcs
STE-154	Push Adaptor	Machined steel	1 Pc
STE-155	Pull Adaptor	Machined steel	1 Pc
STE-156	Spiral Anchor	Machined steel, welded 1.5 mtr length	4 Pcs
STE-157	Handle And T-Piece	Machined steel, welded	1 Pc
STE-158	Mantle Cone	Precision machined steel, hardened tip,	1 Pc
		tapered thread, 60 angle 35.7 mm dia.
STE-159	Friction Cone	Precision machined steel, hardened tip,	1 Pc
		tapered thread , 60 angle 35.7 mm dia.
STE-160	Wrenches	Steel box case, complete with accesories	1 Set
STE-161	Fasten Press - Consist of :	Beam cannal
STE-161.1	Long Fasten Press	1.5 mtr length, 8 cm width	2 Pcs
STE-161.2	Short Fasten Press	1 mtr length, 12 cm width	2 Pcs
GTE-110	Pressure Gauge	60 kg/cm capacity, Calibrated	1 Pc
GTE-112	Pressure Gauge	1000 kg/cm capacity, Calibrated	1 Pc
Weight : 570 kg

Digital Cone Penetrometer Test - Sondir Digital 2.5 Ton Cap additional part:
1. Digital Read Out
2. Pressure Tranducer
3. Data Acquisition Software
4. USB Adapter
5. Laptop

2010-03-10T21:16:00.000-08:00

DIGITAL CONE PENETROMETER TEST 5 TON CAPACITY - SONDIR DIGITAL - DUTCH CONE PENETROMETER DIGITAL

ASTMD D-3441
For determining cone resistance and friction resistance of soil layers. ( 5 Ton Capacity )
Type	Part Name	Specification	Qty
STE-831	Dutch cone	Steel construction,manually operated 5 Ton Cap	1 Unit
STE-152	Sounding Rod	Machined steel, 36 mm od.,	20 Pcs
		1 mtr length tappered thread
STE-153	Plunger Rod	Round bar, 15 mm dia, 1 mtr length	20 Pcs
STE-154	Push Adaptor	Machined steel	1 Pc
STE-155	Pull Adaptor	Machined steel	1 Pc
STE-156	Spiral Anchor	Machined steel, welded 1.5 mtr length	4 Pcs
STE-157	Handle And T-Piece	Machined steel, welded	1 Pc
STE-158	Mantle Cone	Precision machined steel, hardened tip,	1 Pc
		tapered thread, 60 angle 35.7 mm dia.
STE-159	Friction Cone	Precision machined steel, hardened tip,	1 Pc
		tapered thread , 60 angle 35.7 mm dia.
STE-160	Wrenches	Steel box case, complete with accesories	1 Set
STE-161	Fasten Press - Consist of :	Beam cannal
STE-161.1	Long Fasten Press	1.5 mtr length, 8 cm width	2 Pcs
STE-161.2	Short Fasten Press	1 mtr length, 12 cm width	2 Pcs
GTE-110	Pressure Gauge	60 kg/cm capacity, Calibrated	1 Pc
GTE-112	Pressure Gauge	500 kg/cm capacity, Calibrated	1 Pc

Digital Cone Penetrometer Test - Sondir Digital 2.5 Ton Cap additional part:
1. Digital Read Out
2. Pressure Tranducer
3. Data Acquisition Software
4. USB Adapter
5. Laptop

2010-03-10T21:13:00.000-08:00

DIGITAL CONE PENETROMETER TEST - SONDIR DIGITAL 2.5 TON CAP - DUTCH CONE PENETROMETER DIGITAL 2.5 TON CAP

The Dutch cone penetration test (DCP), is a versatile sounding method than can be used to estimate soil
properties and determine the type of materials.This is also known as the static penetration test.
The cone penetration measures the cone resistance (qc) and the frictional resistance (fc) incrementally.

Type	Part Name	Specification	Qty
STE-801	Dutch cone	Steel construction, hydraulic operated 2.5 Ton Cap	1 Unit
STE-152	Sounding Rod	Machined steel, 36 mm od.,	20 Pcs
		1 mtr length tappered thread
STE-153	Plunger Rod	Round bar, 15 mm dia, 1 mtr length	20 Pcs
STE-154	Push Adaptor	Machined steel	1 Pc
STE-155	Pull Adaptor	Machined steel	1 Pc
STE-156	Spiral Anchor	Machined steel, welded 1.5 mtr length	4 Pcs
STE-157	Handle And T-Piece	Machined steel, welded	1 Pc
STE-158	Mantle Cone	Precision machined steel, hardened tip,	1 Pc
		tapered thread, 60 angle 35.7 mm dia.
STE-159	Friction Cone	Precision machined steel, hardened tip,	1 Pc
		tapered thread , 60 angle 35.7 mm dia.
STE-160	Wrenches	Steel box case, complete with accesories	1 Set
STE-161	Fasten Press - Consist of :	Beam cannal
STE-161.1	Long Fasten Press	1.5 mtr length, 8 cm width	2 Pcs
STE-161.2	Short Fasten Press	1 mtr length, 12 cm width	2 Pcs
GTE-110	Pressure Gauge	60 kg/cm capacity, Calibrated	1 Pc
GTE-112	Pressure Gauge	250 kg/cm capacity, Calibrated	1 Pc

Digital Cone Penetrometer Test - Sondir Digital 2.5 Ton Cap additional part:
1. Digital Read Out
2. Pressure Tranducer
3. Data Acquisition Software
4. USB Adapter
5. Laptop

2010-03-08T22:31:00.000-08:00

SOUNDNESS TEST SET

ASTM C-40 AASTHO T-21
For an Approximate dtermination of organic compound an sand
Type	Part Name	Specification	Qty
ATE-370	Stock Solution	Sodium Hydroxide solution (Na2SO4),1Itr	1 Btl
GTE-523	Mixing Bowl	Stainless steel, 24 cm diameter	1 Pc
	Beaker Glass	1000 ml capacity	1 Pc
GTE-281	Thermometer	Range 0 - 100 C	1 Pc

Weight : 8 kg

2010-03-08T22:30:00.000-08:00

ORGANIC IMPURITIES TEST SET

ASTM C-40 AASTHO T-21
For an Approximate dtermination of organic compound an sand

Type	Part Name	Specification	Qty
ATE-362	Glass Bottle	350 ml cap., Graduated glass with stopper	1 Pc
ATE-363	Stock Solution	Sodium Hydroxide solution (NaOH),1Itr	1 Btl
ATE-361	Standard Color Chart	5 standard colour	1 Pc
GTE-215	Electronic Balance	7.5 Kg capacity, 0.5 gr sensitivity	1 Unit
Weight : 8 kg

2010-03-08T22:28:00.000-08:00

SPECIFIC GRAVITY & ABSORPTION OF COARSE AGGREGATE TEST SET

ASTM C-127 AASTHO T-85
For determining specific gravity and water absorption of coarse aggregate

Type	Part Name	Specification	Qty
ATE-351	Mounting Table	Welded steel table, elevated container support	1 Pc
ATE-352	Water Container	Galvanized container, 20 Itr capacity	1 Pc
ATE-354	Sample Basket	# 8 mesh, 200 mm dia 200 mm height	1 Pc
GTE-190	Heavy Duty Solution Balance	20 kg capacity, 1 gr sensitivity supplied complete	1 Unit
		with weights
Weight : 70 kg

2010-03-08T22:25:00.000-08:00

SPECIFIC GRAVITY & ABSORPTION OF COARSE AGGREGATE TEST SET

ASTM C-127 AASTHO T-85
For determining specific gravity and water absorption of coarse aggregate
Type	Part Name	Specification	Qty
ATE-351	Mounting Table	Welded steel table, elevated container support	1 Pc
ATE-352	Water Container	Galvanized container, 20 Itr capacity	1 Pc
ATE-354	Sample Basket	# 8 mesh, 200 mm dia 200 mm height	1 Pc
GTE-215	Electronic Balance	Digital balance, 220 V, 6100 gr x 0.1 gr capacity	1 Unit
Dimension (I x w x h) : 85 x 50 x 130 cm
Weight . 70 kg

2010-03-08T22:22:00.002-08:00

ABSORPTION OF FINE AGGREGATE TEST SET

ASTM D-128 AASTHO T-84
For determining the water absorption of fine aggregate to salurated surface dry
Type	Part Name	Specification	Qty
ATE-301	Cone	Brass, 40 mm i.d. at the top 90 mm i.d. at the	1 Pc
		bottom,75 mm height
ATE-302	Tamper	Machine steel, 25 cm dia	1 Pc
GTE-363	Mixing Bowl	Stainless steel, 25 cm dia	1 Pc
GTE-485	Glass Plate	10 mm thick, 30 x 30 cm	1 Pc
GTE-523	Volumetric Flask	500 ml capacity	1 Pc
GTE-581	Scraper	Plastic Handle	1 Pc
Dimension (I x w x h) : 40 x 40 x 30 cm
Gross Weight : 7 kg

2010-03-08T22:22:00.001-08:00

BULK DENSITY TEST SET

ASTM D-29 AASTHO T-19
For determining bulk density of fine, coarse or mix aggregate
Type	Part Name	Specification	Qty
ATE-281	Vibrating Table	Variable speed up to 3600 rpm, separate	1 Set
		control box, 50 x 50 cm table
ATE-282	Container	Machined steel, galvanized, 3 Itr capacity	1 Pc
ATE-283	Container	Machined steel, galvanized, 10 Itr capacity	1 Pc
ATE-284	Container	Machined steel, galvanized, 15 Itr capacity	1 Pc
ATE-285	Container	Machined steel, galvanized, 30 Itr capacity	1 Pc
Dimension (I x w x h) : 60 x 60 x 100 cm Gross Weight : 150 kg

2010-03-08T22:20:00.000-08:00

AGGREGATE CRUSHING VALUE (ACV) & TEN PERCENT FINES VALUE (TVF)

BS-812
These test are measure of the crushing properties of aggregate and use the same basic equipmnet
The ACV test requires a standard load of 400 kN tobe applied over a period of 10 minutes while
the TFV test measures the force required the to produce a specificied depth of plunger penetration
Type	Part Name	Specification	Qty
ATE-271	Cylinder	Machine steel, 154 mm dia.,	1 Pc
ATE-272	Plunger	Machine steel	1 Pc
ATE-273	Base Plate	Machine steel	1 Pc
ATE-274	Metal Measure	115 mm dia., 180 mm deep.	1 Pc
ATE-275	Tamping Rod	Galvanized steel, 16 mm dia., 500 mm length,	1 Pc
		hemispherical at both ends.
Dimension (I x w x h) : 30 x 30 x 55 cm
Gross Weight : 30 kg

2010-03-08T22:19:00.001-08:00

AGGREGATE IMPACT TEST

Aggregate Impact Test : For determining the aggregate impact value and resistance of aggregate to sudden shock or impact
BS-812

Type	Part Name	Specification	Qty
ATE-261	Impact Machine	Heavy-duty steel construction, safety locking bar,	1 Unit
		built in counter
ATE-262	Cylindrical Measure	Machine steel, 75 mm dia 50 mm deep	1 Pc
ATE-263	Tamping Rod	Galvanized steel, 3/8" dia, 8" length	1 Pc
Dimension (I x w x h) : 50 x 30 x 90 cm
Gross Weight : 80 kg

2010-03-08T22:18:00.001-08:00

LOS ANGELES ABRASSION MACHINE

For measuring degradation of mineral aggregates from abrassion, impact and grinding
ASTM C-131 AASHTO T-96

Type	Part Name	Specification	Qty
ATE-25	Los Angeles Abrasion Machine	Welded steel frame, 8 and 12 cm [-steel profile	1 Unit
	Frame
	Drum	1/2" thick steel plate,28" inner diameter,
		20" inner width
	Automatic Counter	Digital, module system for easy maintenance
	Power	Panel bullon : ON-OFF-RUN-STOP,
		JOG- RESET-500-1000 Electromotor,
		dual voltage 110-220V, 750 Watt, 1 Phase
	Drum Speed	Heavy duty speed reducer
ATE-252	Steel Ball	30 - 33 RPM.	1 Pc
ATE-253	Cathing Pan	Steel 1 7/8" diameter	1 Pc
		Galvanized steel
Dimension (I x w x h) : 50 x 50 x 100 cm
Weight : 450 kg

2010-03-08T22:18:00.000-08:00

LOS ANGELES ABRASSION MACHINE

For measuring degradation of mineral aggregates from abrassion, impact and grinding
ASTM C-131 AASHTO T-96

Type	Part Name	Specification	Qty
ATE-25	Los Angeles Abrasion Machine	Welded steel frame, 8 and 12 cm [-steel profile	1 Unit
	Frame
	Drum	1/2" thick steel plate,28" inner diameter,
		20" inner width
	Automatic Counter	Digital, module system for easy maintenance
	Power	Panel bullon : ON-OFF-RUN-STOP,
		JOG- RESET-500-1000 Electromotor,
		dual voltage 110-220V, 750 Watt, 1 Phase
	Drum Speed	Heavy duty speed reducer
ATE-252	Steel Ball	30 - 33 RPM.	1 Pc
ATE-253	Cathing Pan	Steel 1 7/8" diameter	1 Pc
		Galvanized steel
Dimension (I x w x h) : 50 x 50 x 100 cm
Weight : 450 kg

2010-03-08T22:17:00.000-08:00

SAND EQUIVALENT TEST SET

For Indicating relative proportion clay like material and fine dust in granural soil of graded aggregate
ASTM0-2419 AASHTOT-176

Type	Part Name	Specification	Qty
ATE-221	Graduated Cylinder	Transparent fibre glass, 1 1/4" i.d, 1 y," o.d	2 Pc
		17" height, with scale
ATE-222	Stopper Assembly	Rubber stoper, irrigation tube, hose, sypon	1 Pc
ATE-223	Weight foot	Machine steel, galvanized, 1000 gr weight, sand	1 Pc
		reading indicator
ATE-225	Carrying Case	Wooden case with handle	1 Pc
GTE-480	Thin Box	Alumunium 60 gr capacity	2 Pc
ATE-226	Funnel	Plastic, narrow mouth
Dimension (I x w x h) : 70 x 50 x 20 cm
Gross Weight : 20 kg

2010-03-08T22:15:00.000-08:00

ELECTRIC SIEVE SHAKER

2010-03-08T22:14:00.001-08:00

THICKNES GAUGE : For determining the flakiness index of coarse aggregate.
Galvanized metal sheet, holes size :
100 x 33.9
90 x 26.3
80 x 19.7
60 x 14.4

Weight : 3 Kg

2010-01-05T22:48:00.000-08:00

BS-812

For rafid measuring the length of aggregates Steel base palte ,

distance : 80.0, 62.86, 39.9, 20.1, 14.2 mm

Weight : 4 Kg

2010-01-05T22:47:00.001-08:00

Precission Sample Splitter :

Type	Part Name	Specification	Qty
ATE-185	Precission Sample Splitter	Stainless steel, shute width 1/4" x 32 holes,	1 Unit
		supplied complete with scoop and pans

Dimension (I x w x h) : 50 x 50 x 50 cm
Gross Weight : 10 kg

2010-01-05T22:44:00.001-08:00

Gilson Sample Splitter :

Type	Part Name	Specification	Qty
ATE-180	Gilson Sample Splitter	Painted plate frame, alumunium chute variable	1 Unit
		chute width, 1/2" increment
		(1/2", 1", 1 1/2", 2) supplied with pans


Dimension (I x w x h) : 65 x 40 x 40 cm
Gross Weight : 15 kg

2010-01-05T22:43:00.001-08:00

Sample Splitter : For dividing dry material such as gravel and sand Dimension (I x w x h) : 65 x 40 x 40 cm
Type	Part Name	Specification	Qty
ATE-170	Sample spliter	Stainless steel, chute width )1/2,"	1 Unit
		12 holes supplied complete with scoop and pans.
ATE-171	Sample spliter	Stainless steel, chute width 3/4"	1 Unit
		12 holes supplied complete with scoop and pans.
ATE-172	Sample spliter	Stainless steel, chute width 1"	1 Unit
		12 holes supplied complete with scoop and pans.
ATE-173	Sample spliter	Stainless steel, chute width 1 1/2"	1 Unit
		8 holes supplied complete with scoop and pans.
ATE-174	Sample spliter	Stainless steel, chute width 2"	1 Unit
		8 holes supplied complete with scoop and pans.
ATE-175	Sample spliter	Stainless steel, chute width 2 1/2,"	1 Unit
		8 holes supplied complete with scoop and pans.
ATE-176	Sample spliter	Stainless steel, chute width 3"	1 Unit
		8 holes supplied complete with scoop and pans.

2010-01-05T22:41:00.001-08:00

Wet Washing Sieve : For wet sieving of soil, cement and fine aggregate
Type	Part Name	Specification	Qty
ATE-168	Wet washing sieve	#200, 8" dia., 4" depth	1 Pc
ATE-169	Wet washing sieve	#200, 8" dia., 8" depth	1 Pc

Weight : 1 Kg

For determining workability a compacting a factor concrete of low, medium and hard workability ,

Specification

Compacting Factor Apparatus

welded steel frame construction, two conical

mold one cylinder mold

weight : 80 Kg

2010-01-05T22:39:00.001-08:00

Wooden Sieve : For determining grain size distribution of soil particles or sand/gravel. Wooden frame: 60 x 40 x 7 cm
Type	Part Name	Specification	Qty
ATE-150	Wooden Sieve 4"	Mesh 101.6 mm Opening	1 Pc
ATE-151	Wooden Sieve 31/2"	Mesh 88.9 mm Opening	1 Pc
ATE-152	Wooden Sieve 3"	Mesh 76.2 mm Opening	1 Pc
ATE-153	Wooden Sieve 2 1/2"	Mesh 62.5 mm Opening	1 Pc
ATE-154	Wooden Sieve 2"	Mesh 50.8 mm Opening	1 Pc
ATE-155	Wooden Sieve 1 3/4"	Mesh 44.4 mm Opening	1 Pc
ATE-156	Wooden Sieve 1 1/2"	Mesh 38.1 mm Opening	1 Pc
ATE-157	Wooden Sieve 1 1/4"	Mesh 31.7 mm Opening	1 Pc
ATE-158	Wooden Sieve 1"	Mesh 25.4 mm Opening	1 Pc
ATE-159	Wooden Sieve 7/8"	Mesh 22.2 mm Opening	1 Pc
ATE-160	Wooden Sieve 3/4"	Mesh 19.0 mm Opening	1 Pc
ATE-161	Wooden Sieve 5/8"	Mesh 15.8 mm Opening	1 Pc
ATE-162	Wooden Sieve 1/2"	Mesh 12.7 mm Opening	1 Pc
ATE-163	Wooden Sieve 7/16"	Mesh 11.1 mm Opening	1 Pc
ATE-164	Wooden Sieve 3/8"	Mesh 9.5 mm Opening	1 Pc
ATE-165	Wooden Sieve 5/16"	Mesh 7.9 mm Opening	1 Pc
ATE-166	Wooden Sieve 1/4"	Mesh 6.3 mm Opening	1 Pc
ATE-167	Wooden Sieve # 4	4Mesh 4.75 mm Opening	1 Pc
Dimension (I x w x h) : 130 x 65 x 70 cm - Gross Weight : 6 kg