Concrete Batch Plant operation

Concrete Batch Plant operation videos
By request of some blog viewers,

 

Loading materials in Hoper`s

 

 

Operating Cabin

 

 

Loading in Concrete Mixer

Calculating The Weight of Iron

Practical formulation to calculate the weight of iron
In general formulation to calculate the weight of iron is :
Vb x Bjb = … .. Kg
where: Vb = volume of iron (m3)
Bjb = density of iron = 7850 (kg/m3)
Example:
1. Iron plate with a size (1m x 1m) with 1 mm thick plate, calculate the weight?
weight of iron = (1 x 1 x 0001) m3 x 7850 kg/m3 = 7.85 kg
(Note: 1 mm = 0.001 m)
2. Base plate with size (25 cm x 30cm) with 12 mm thick plate, calculate the weight?
heavy base plate = (0.25 x 0:30 x 0012) m3 x 7850 kg/m3 = 7065 kg
Up here is quite easy to understand right? … .. Well now how its formulation to calculate the weight of steel reinforcement for concrete?.
The answer:
Same way there is no difference, the point is the volume multiplied by the weight of iron.
Example:

1. Calculate the weight of steel reinforcement diameter 16 with a length of 12 meters?
Ø16-sectional area = 1 / 4 (π) d2 = 1 / 4 (3.14) (0,016) 2 = 0.00020096 m2
Ø16 volume = trunk cross-sectional area x length = 0.00020096 m 2 x 12 m = 0.002411 m3
iron weight Ø16 x 7850 kg/m3 = Volume m3 x 0.002411 = 7850 kg/m3 = 18.93 kg
easy enough right?, from the way I have described above, there is again a faster way to calculate the weight of steel reinforcement, namely by using the formulation:
Heavy iron bars = 0.006165 x d2 x L … (Kg)
where: d = diameter of reinforcement (mm)
L = length of reinforcing rod (m)
Example:

2. Calculate the weight of iron from the sample questions # 1, with the formulation of the above?
heavy iron Ø16 = 0.006165 x 162 x 12 = 18.93 kg
same right result, .. please you count yourself by trial and error is another measure of iron reinforcement, and I make sure that the two ways above will produce the same results, see for yourself … brow, God willing, must be the same.
Well … now the question is “where the origin of the formulation above number 0.006165?”.
The following are penjabarannya:
As I’ve described above, the formula to find the weight of iron is: Vb x Bjb
where Vb = Volume of iron and iron Bjb = density = 7850 kg/m3
So the heavy iron bars (round cross-section):
= Vb x 7850 kg/m3
= (1 / 4 x π x d2 x L) x 7850 kg/m3
= 1 / 4 x 3.1415 x d2 x L x 7850 kg/m3
because d = diameter of reinforcement specified in millimeters (mm), then we had the conversion to meters (m),
d2 = (d x d) … … … … … … … …. … … mm2
converted to meters (1 mm = 0.001 m)
= (X 0.001d 0.001d)
= (1x 10-6) d2 … … … … … … … m2
Thus,
= 1 / 4 x 3.1415 x (1x 10-6) d2 x L x 7850
D2 = 0.006165 x L
So the formulation to calculate the weight of iron is d2 = 0.006165 x L

Concrete Core Correction Factor Chart

Hi friends,
I was search in the web for correction factors chart for Obtaining and testing drilled cores of concrete (see my previous post Click Here),
But unfortunately i did not found it. So, i decided to create an Interpolation chart to determine correction factors for L/D ratio.
I hope it will help you guys...

   

Obtaining And Testing Drilled Cores of Concrete

Obtaining And Testing Drilled Cores of Concrete

ASTM Designation : C42 / C 42M

AASHTO Designation : T 24

Scope: 

This test method covers obtaining, preparing and testing core drilled from concrete for length or compressive or splitting strength.

Apparatus: 

Core Drill, for obtaining cylindrical core specimens with diamond impregnated bits attached to core barrel.

Sampling:

Samples of hardened concrete for use in the preparation of strength test specimens shall not be taken until the concrete strong enough to permit sample removal without disturbing the bond between the mortar and the coarse aggregate. when preparing strength test specimens from samples of hardened concrete, samples that show defects or samples that have been damaged in the process of removal shall not be used.

specimens containing embedded reinforcement shall not be used for determining splitting tensile strength and specimens for determining flexural strength shall not be used if reinforcement is embedded in the tensile portion of the specimen.

Core Drilling: 

A core specimen taken perpendicular to horizontal surface shall be located, when possible, so that its axis is perpendicular to the bed of the concrete as originally placed and not near formed joints or obvious edges of a unit of deposit. A specimen taken perpendicular to vertical surface with a batter, shall be taken from near the middle of a unit of deposit when possible and not near formed joints or obvious edges of a unit of deposit.

Length of Drilled Cores:

Core specimens drilled through a structure for the purpose of measuring structural dimensions shall have a

diameter of at least 3.75 in. [95 mm]. For cores which are not intended for measuring structural

dimensions, measure the longest and shortest lengths on the cut surface along lines parallel to the core axis. Record the average length to the nearest 1⁄4 in. [5 mm].

Cores for Compressive Strength:

Test Specimen—The nominal diameter of core specimens for the determination of compressive strength shall be at least 3.75 in. [95 mm]. Core diameters less than 3.75 in.[95mm] are permitted when it is impossible to obtain cores with length to diameter (L/D) ratio > 1 for compressive strength evaluations in cases other than load bearing situations. For concrete with nominal maximum aggregate size greater

than 11⁄2 in. [37.5 mm], the nominal diameter should preferably be at least three times the nominal maximum size of the coarse aggregate and must be at least twice the nominal maximum size of the coarse aggregate. The preferred length of the capped specimen is between 1.9 and 2.1 times the diameter. If the ratio

of the length to the diameter of the core specimen exceeds 2.1, reduce the length of the specimen so that the ratio is between 2.1 and 1.9. Core specimens with length-to-diameter ratios less than 1.8 require corrections to the measured compressive strength. A core having a maximum length of less than 95 % of its diameter before capping or a length less than its diameter after capping shall not be tested.

End Preparation:

The ends of core specimens to be tested in compression shall be essentially smooth, perpendicular

to the longitudinal axis, and of the same diameter as the body of the specimen. If necessary, saw the ends of the specimens until the following requirements are met:

Projections:

 if any, shall not extend more than 0.2 in.[5 mm] above the end surfaces,

The end surfaces shall not depart from perpendicularity to the longitudinal axis by more than 0.5°, and

The diameters of the ends shall not depart more than 0.1 in. [2.5 mm] from the mean diameter of the specimen.

Moisture Conditioning:

Test specimens shall be tested in a moisture condition representative of the in-place concrete or as directed by the specifying authority.

Compressive strength test results are usually used for the evaluation of the in-place concrete strength; therefore, the cores shall be conditioned in a moisture condition most representative of the in-place strength. If the concrete service condition is dry, the cores can be tested in either an “as received condition” after allowing the drilling moisture to evaporate or tested in a “dry condition” where the cores are air dried in a temperature range of 60 to 80°F [16 to 27°C] at a relative humidity less than 60 % for seven days, as directed by the specifying authority.

The following procedure is used to bring the cores to the “as received condition.” After drilling, transport the cores to the testing laboratory within 24 h. Dry the cores for 12 to 24 h in air at a temperature between 60 and 80° [16 to 27°C] and at less than 50 % relative humidity. Cap or grind the cores, and

test them within 48 h of receipt.

Capping:

The ends of the cores shall conform to the tolerance requirements of Test Method C 39. The ends shall be

sawed or ground to tolerance or capped in accordance with capping procedures for hardened concrete specimens of Practice C 617.

Calculation:

Calculate the compressive strength of each specimen using the computed cross-sectional area based

on the average diameter of the specimen.

If the ratio of length to diameter (L/D) of the specimen is 1.75 or less, correct the result obtained in 7.7 by multiplying by the appropriate correction factors shown in the following

       Ratio of Length to Diameter (L/D)                          Strength Correction Factor

                            1.75                                                                 0.98

                            1.50                                                                 0.96

                            1.25                                                                 0.93

                            1.00                                                                 0.87

Use interpolation to determine correction factors for L/D values not given in the table.

Drilling Core at R.C. Box Culvert Bottom Slab

                                           

                                             Drilling Core at R.C. Box Culvert Bottom Slab

Drilling Core at R.C. Box Culvert Bottom Slab

Drilling Core at R.C. Box Culvert Bottom Slab

Drilling Core at R.C. Box Culvert Bottom Slab

For clear reference please see AASHTO - T24 and ASTM - C42

Rock fill Settlement Test

Material.
The material used for rockfill embankments shall consist predominantly of rock fragments of such size that the material can be placed in layers of the thickness prescribed, conforming to the following requirements:

Maximum particle size….. 2/3 loose layer thickness
Passing 0.6 mm (No. 30 Sieve)….25% maximum
Uniformity coefficient, Cu 5 minimum, where
Cu = D60/D10
*D60 = the particle size at which 60% passes
*D10 = the particle size at which 1 0% passes

Maximum Thickness of Layer                        Minimum Roller Mass on Drum
(Loose Measurement)                                                (kilogram/unit width,)
Centimeters
                40                                                                  2300-2900
                60                                                                  2900-3600
                 80                                                                 3600-4300
                100                                                                4300-5000

** For multiple roller, this shall be assessed on the high axle load.

Compaction:-

The test section shall be of sufficient dimensions to permit the establishment of at least twenty (20) leveling points on a five (5) meters square (5 sq.m.) grid, and no fewer than three (3) points on any line and no point less than three (3) meters from the edge of the layer.
Compaction shall then commence with a minimum of three passes of a vibratory roller. 
Short lengths of painted steel bars hammered flush with the surface of the rockfill have been found suitable for this purpose. A level reading is taken at each leveling point on top of a movable thirty (30) centimeters square flat steel plate. A hole drilled in the center of the plate will enable a visual check to be made that the plate is located centrally over the bar each time.
Further readings are then taken at the leveling points. After two (2) additional passes with the roller, if the average settlement is less than one percent (1 %) of the average compacted layer thickness, or as determined by the Engineer, the rockfill compaction test is completed.
If the average settlement is more than one percent (1 %), two (2) additional passes of the roller are required and the leveling procedure is repeated. If the average settlement is now less than one percent (1 %), the test is completed. If not, this step is then repeated.

Some picture shows the ROCK FILL SETTLEMENT TEST.

Initial reading of 5 squire m. with 20 test points

Initial reading of 5 squire m. with 20 test points

Initial reading of 5 squire m. with 20 test points

Initial reading of 5 squire m. with 20 test points

Initial reading of 5 squire m. with 20 test points

After initial reading made 3 passes with roller

After initial reading made 3 passes with roller

After initial reading made 3 passes with roller

Final reading after 3 passes

Report Sheet :-

Jaw Crusher

Jaw Crusher details

Video from Zenithcrusher

Minimum Tests and Equipments

	Soil
	Test Name	Test Method			Description		Unit
	Sieve analysis of fine and coarse aggregates	AASHTO T27			Sieves Set 8” and 12” dia		1
					Washing Sieve 8”dia #200		2
					Mechanical Sieve Shaker		1
					Electronic balance, 15kg		1
					Lab. Oven 200 Lt`s Capacity		1
	Plasticity Index of Soils	AASHTO T89 & T90			Liquid Limit Device Manual With Counter		2
					Grooving tool		2
					Shrinkage limit set		1
					Plastic limit set		2
					Container with lid		48
	Moisture density relations of soils using a 4.54kg(10lb`s) rammer and a 457mm(18”)drop	AASHTO T180			Modified Proctor mould		2
					Rammer 4.54kg(10lbs)		2
					Electronic balance, 15kg		1
					Lab. Oven 200 Lt`s Capacity		1
					Straight Edge		3
					Sieve Set  8”dia		1
					Mixing Tools		2
					Container for Moisture content		24
	The California Bearing Ratio	ASTM D1883			CBR Moulds		12
					Rammer 4.54kg(10lbs) and a 457mm(18”)drop		2
					Spacer Disk and surcharge weight(Slotted & Annular		24
					Tripod with dial gauge		6
					Perforated swell plates		6
					CBR test machine, complete		1
					Electronic balance, 15kg		1
					Lab. Oven 200 Lt`s Capacity		1
					Straight Edge		3
					Sieve Set  8”dia		1
					Mixing Tools		2
					Container for Moisture content		24
	Density of soil In-place by the sand cone method	AASHTO T191			Sand Cone Density Set, Complete		4
					Sand(Cleaned, sieve#16 to #30)		250kg
					Electronic balance, 15kg		1
					Calibrated Measure		1
					Steel Straight Edge		3
					Lab. Oven 200 Lt`s Capacity		1
					Miscellaneous Equipment (Hammer, Chisel, Spoon, plastic bags etc…)
	Aggregates
	Test Name	Test Method			Description		Unit
	Reducing field samples of aggregate to testing size	AASHTO T248			Sample splitter  2 ½ ‘’		1
					Sample splitter  2 ‘’		1
					Sample splitter  1½ ‘’		1
					Sample splitter  1 ‘’		1
					Sample splitter  ¾  ‘’		1
					Sample splitter   ½ ‘’		1
	Total moisture content of aggregate by drying	AASHTO T255			Electronic balance, 6kg X 0.1g		1
					Lab. Oven 100 Lt`s Capacity		2
					Containers(Aluminum Pans)		24
	Specific gravity and absorption of coarse aggregate	AASHTO T85			Electronic balance, 15kg		1
					Lab. Oven 100 Lt`s Capacity		2
					Containers(Wire Basket)		2
	Specific gravity and absorption of coarse aggregate	AASHTO T84			Electronic balance, 6kg X 0.1g		1
					Lab. Oven 100 Lt`s Capacity		2
					Pycnometer  500ml		3
					Mold & Tamper		2
	Unit mass and voids in aggregates	AASHTO T19 &T20			Electronic balance, 30kg		1
					Tampering Rod		4
					Unit measure 14Lt`s		1
					Unit measure 28 Lt`s		1
	Abrasion of Coarse aggregate by use of the Los ageless machine	AASHTO T96			Loss Angeles Abrasion Machine		1
	Soundness of Aggregate by use of Sodium Sulfate	AASHTO T104			Sieve set , 8” dia		1
					Electronic balance, 6kg X 0.1g		1
					Lab. Oven 100 Lt`s Capacity		2
					Sodium sulfate (NA2SO4)		10
					Container Glazed		24
					Baskets Wire mesh		1
					Mechanical Sieve Shaker		1
	Clay Lumps and Friable particles in Aggregate	AASHTO T112			Sieve set , 8” dia		1
					Electronic balance, 6kg X 0.1g		1
					Lab. Oven 100 Lt`s Capacity		2
					Rust Resistant Container		24
					Mechanical Sieve Shaker		1
	Sand Equivalent Test	AASHTO T176			Sand Equivalent Test Set, Complete		2
					Graduated Plastic Cylinder		8
					Mechanical Sand Equivalent Shaker		2
					Stock Solution, (1 Gallon)		6
	Organic Impurities in Sands for Concrete	AASHTO T21			Color reference chart organic Impurities		1
					Sodium Hydroxide bottle		1
					Impurities Test bottle		6
	Plasticity Index	AASHTO T90 & T89			Liquid Limit Device Manual With Counter		2
					Grooving tool		2
					Shrinkage limit set		1
					Plastic limit set		2
					Container with lid		48
Asphalt
Test Name		Test Method		Description		Unit
Resistance to Plastic Flow of Bituminous Mixtures		AASHTO 245		Marshall   Machine		1
				Electronic  Load  Cell		1
				Marshall  Ring  Dynamometer		1
				Marshall  Specimen  Mold  Assembly		-
				Marshall  Specimen  Extractor		-
				Marshall  Compaction  Hammer		-
				Marshall  Specimen  Mold  Holder		-
				Marshall  Breaking  Head		1
				Marshall  Flow meter		1
				Marshall  Mixing  Apparatus		1
				Water   Bath. Thermostatically  controlled  to 60 ± 1C		2
Gyratory  Compactor Troxler (Super pave)				Super pave  mix  design  properties  Machine		1
				Pressure  Load  Cell		1
				Angle  Calibrator		1
				Digital  Tachometer		1
Rotational  Viscometer (Super pave)		AASHTO  T 316		Rotational  Viscometer		1
				Temperature  Calibrator		1
RTFO  Machine  (Super pave)		AASHTO  T 240		Rolling Thin  Film  Oven Machine		1
Fine  Aggregate  Angularity(FAA) (Super pave)		AASHTO  T 304		Fine  Aggregate  Angularity  Test  Equipment		1
Coarse  Aggregate Angularity (CAA) (Super pave)		AASHTO  T 326		Coarse  Aggregate  Angularity Test  Equipment		-
DSR  Machine  (Super pave)		AASHTO  T 313		DSR  Machine		1
Moisture sensitivity test(Super pave)		AASHTO  T 283		Crushing  Head  for  Moisture  Sensitivity Test		1
Ignition  Oven (NTO) (Super pave)		AASHTO  T 308		Ignition  Oven  (NOT) (Super  paver)		1
Effect  Of  Water  on Cohesion		AASHTO  T 165		Glass Plates.  15 X 15 X 0.5 cm		-
Quantitative Extraction Of Bitumen From Bituminous Paving (Mixtures)		AASHTO  T 164		Bituminous  Extraction  Apparatus  complete		1
	Concrete
	Test Name	Test Method	Description			Unit
	Slump test of fresh concrete	AASHTO T119-74	Mold(Slump Cone)			6
			Tampering rod			6
			Straight edge			3
	Making and curing compressive test specimen	AASHTO T23-80	Cylinder Molds (150 X 300mm)			50
			Tampering rod			6
			Small Tools- shovels, pails, trowels, wood float, scoops, and rulers.			set
			Curing Tanks (inside shed 1mX6m)			2
	Capping cylindrical concrete specimen	AASHTO T231-74	Vertical cylinder Capper			4
			Melting pot			2
			Capping compound			25kg
	Compressive strength of cylindrical concrete specimen	AASHTO T22-74	Compressive Strength machine(Digital)			1