dpwh - cost estimate guidelines

EQUIPMENT OUTPUT/DAY

BASIC ASSUMPTIONS:

1. Average output of Road Roller (12 passes) 360 m3/day (FLAT) (Vibratory Roller) 300 m3/day (ROLLING & MOUNTANOUS)

2. Average output of Road Grader 400-500 m2/day3. Average output of Asphalt Distributor 2,400 m2/day4. Average output of Transit Mixer 30 m3/day (8 trips – 4 cu. m. cap)5. Average output of one gang

For clearing & grubbing 4,000 m2/day

a. Road Graderb, Payloaderc. Dumptruck (min. of 2 units)

6. Average output of one gang

For Removal of Dilapidated PCCP 100-200 m2/day

OPTION NO. 1 (USE 100 M2/DAY)

a. Jackhammerb, Payloaderc. Dumptruck

OPTION NO. 2 (USE 200 M2/DAY)

a. Backhoe with Concrete Breaker or Pencil Hammerb. Payloaderc. Dumptruck (min. of 2 units)


For surplus common excavation 400-500 m3/day (full excavation)

a. Bulldozer D7b. Payloaderc. Dumptruck (min. of 2 units)


For Embankment 300-400 m3/day (emb. from road cut) add dozer

a. Road Grader base from HD (if embankment from other source) no b. Payloader bulldozerc. Dumptruckd. Road Rollere. Water Truck


For Sub-grade preparation 2,400 m2/daya. Road Graderb. Vibratory Rollerc. Water Truck


For Agg. Sub-base course 300-400 m3/day

a. Road Grader flat = 400 m3/dayb. Road Roller rolling = 350 m3/dayc. Water Truck mountainous = 300 m3/day


For Agg. Base course 300-400 m3/day

a. Road Grader flat = 400 m3/dayb. Road Roller rolling = 350 m3/dayc. Water Truck mountainous = 300 m3/day


For Bituminous Conc. Surface course 2,249 m2/d (0.05 thk.) verify maintenance 1,500 m2/day (0.075 thk.) verify maintenance

a. Asphalt Paverb. Steel Rollerc. Pneumatic Roller


For PCCP (transit mixer) 90 m3/day (0.20 thk.)90 m3/day (0.23 thk.)

a. Transit Mixer (3 units)b. Payloaderc. Concrete Vibratord. Batching Plante. Water Truck with pump

For PCCP (1 – bagger mixer) 8 – 10 m3/day


For Structural Conc. Class A 27 m3/day

a. Transit Mixer (3 units)b, Payloaderc. Concrete Vibratord. Batching Plante. Water Truck w/ pump

Using 1 – Bagger Mixer 6 – 8 m3/day

15. Average output of Backhoe 150 m3/day

16. Average output of Crane Clamshell 150 m3/day (with back-up equip’t. Below)

17. Average output of Bulldozer 350 m3/day (D6)500 m3/day (D7)

18. Average output of Dredger 80 m3/day (10”)200 m3/day (12”)

HAULING OF AGGREGATES DATAFLAT ROLLING MOUNTAINOUS

SPEED (KPH)W/ LOAD

W/O LOAD30.0030.00

20.0030.00

15.0025.00

CAPACITY (M3)5.0010.00

4.006.00

3.504.50

NO. OF DT 1.00 1.00 1.00ITEM 202: Flat = 12.00 m3

Rolling = 8.00 m3Mountainous = 6.00 m3

COMPOSITION OF ONE GANG PER ITEM OF WORK(IF BY ADMINISTRATION, WITH ENGINEERING ASSISTANT)

ITEM – 104: EMBANKMENT

1 Foreman 1 Laboratory Technician 4 Laborers

ITEM – 105: SUB – GRADE PREPARATION


ITEM – 200: AGGREGATE SUB – BASE COURSE


(NOTE: NO. OF DAYS IN HAULING AGG. NOT INCLUDED)

ITEM – 201: AGGREGATE BASE COURSE (ATTAIN BLUE TOP)


ITEM – 311: PORTLAND CEMENT CONCRETE PAVEMENT (CF = 9.08)

USING 1 – BAGGER MIXER 1 Foreman 2 Mason/Carpenter15 Laborers

(NOTE: INCLUDES INSTALLATION OF FORMS)

USING TRANSIT MIXER 1 Foreman 1 Laboratory Technician 6 Skilled Workers10 Laborers

(NOTE: INCLUDES WORKFORCE BOTH AT BATCHING PLANT & SITE, INSTALLATION OF FORMS)

ITEM – 405: STRUCTURAL CONCRETE CLASS “A” (CF = 9.08)

USING 1 – BAGGER MIXER 1 Foreman 2 Mason/Carpenter15 Laborers

(NOTE: INCLUDES INSTALLATION OF FORMS)

USING TRANSIT MIXER 1 Foreman 1 Laboratory Technician 6 Skilled Workers10 Laborers

(NOTE: INCLUDES WORKFORCE BOTH AT BATCHING PLANT & SITE, INSTALLATION OF FORMS)

FURNISHING OF AGGREGATES

A. HAULING:1. Stockpiling and loading

use: 1 – 7 Bulldozer, capacity = 500 m3/dayuse: 1 – Payloader, capacity = 500 m3/day

P 9,258.00/day + P 4,662.00/dayUnit Cost = ------------------------------------------------ = P 27.84/m3

500.00 m3/day2. Hauling Cost

Average Haul Distance = 5.00 KM.Average truck speed per day = 25.00 KPH

2.00 x 5.00 x 60.00 kphTravel time = ------------------------------------------------- = 24.00 mins.

25.00 kphLoading, unloading & shifting time = 20.00 mins.

============Total cycle time 44.00 mins.

8.00 X 60.00 (83.33% eff.)No. of trips/day = ------------------------------------------- = 9.09 say 9.00 trips

44.00 mins.

P 6,024.00/dayUnit Cost = ------------------------------------------ = P 66.93/m3

9.00 x 10.00 m3/truck

3. Excise Tax (3.00% of items 1 & 2) = P 2.84/m3

4. Royalty access road Prov’l. & Brgy. Tax = P 15.00/m3

==========Hauling Cost P 112.62/m3

B. PROCESSING:1. Fine Aggregates

P 3,198.00 + P 304.90 + P 220.00Screening = ------------------------------------------------- = P 24.82/m3

150.00 m3/day

P 3,198.00 + P 304.90 + P 220.00Washing = ------------------------------------------------- = P 18.61/m3

200.00 m3/day ==========P 43.43/m3

FA = P 112.62/m3 + P 43.43/m3 = P 156.05/m3

2. Coarse AggregateP 3,198.00 + P 304.90 + P 220.00

Screening = ------------------------------------------------- = P 37.23/m3

100.00 m3/day

P 3,198.00 + P 304.90 + P 220.00Washing = ------------------------------------------------- = P 18.61/m3

200.00 m3/day ==========P 55.84/m3

CA = P 112.62/m3 + P 55.84/m3 = P 168.46/m3

3. Sub – base courseP 3,198.00 + P 304.90 + P 220.00

Screening = ------------------------------------------------- = P 14.89/m3

250.00 m3/day

P 3,198.00 + P 304.90 + P 220.00Screening = ------------------------------------------------- = P 24.82/m3

150 m3/day

P 3,198.00 + P 304.90 + P 220.00

Blending = ------------------------------------------------- = P 12.41/m3

300.00 m3/day ==========P 37.23/m3

200 (Processed) = P ( 112.62 + 14.89 ) m3/day= P 127.51/m3




use: 1 – 7 Bulldozer, capacity = 500.00 m3/dayuse: 1 – Payloader, capacity = 500.00 m3/day


500.00 m3/day2. Hauling Cost (Source = unknown)

Average Haul Distance = 5.00 KM.Average truck speed per day = 25.00 KPH

2.00 x 5.00 x 60.00 kphTravel time = ------------------------------------------------- = 24.00 mins.

25.00 kphLoading, unloading & shifting time = 20.00 mins.

============Total cycle time 44.00 mins.

8.00 X 60.00 (83.33% eff.)No. of trips/day = ------------------------------------------- = 9.09 say 9.00 trips

44.00 mins.

P 6,024.00/dayUnit Cost = ------------------------------------------ = P 66.93/m3

9.00 x 10.00 m3/truck


4. Royalty access road Prov’l. & Brgy. Tax = P 15.00/m3

==========Hauling Cost P 112.62/m3


P 3,198.00 + P 304.90 + P 220.00Screening = ------------------------------------------------- = P 24.82/m3

150.00 m3/day

P 3,198.00 + P 304.90 + P 220.00Washing = ------------------------------------------------- = P 18.61/m3

200.00 m3/day ==========P 43.43/m3

FA = P 112.62/m3 + P 43.43/m3 = P 156.05/m3

2. Coarse AggregateP 3,198.00 + P 304.90 + P 220.00

Screening = ------------------------------------------------- = P 37.23/m3

100.00 m3/day

P 3,198.00 + P 304.90 + P 220.00Washing = ------------------------------------------------- = P 18.61/m3

200.00 m3/day ==========P 55.84/m3

CA = P 112.62/m3 + P 55.84/m3 = P 168.46/m3

3. Sub – base courseP 3,198.00 + P 304.90 + P 220.00

Screening = ------------------------------------------------- = P 14.89/m3

250.00 m3/day

P 3,198.00 + P 304.90 + P 220.00

Screening = ------------------------------------------------- = P 24.82/m3

150 m3/day

P 3,198.00 + P 304.90 + P 220.00Blending = ------------------------------------------------- = P 12.41/m3

300.00 m3/day ==========P 37.23/m3





use: 1 – 7 Bulldozer, capacity = 500.00 m3/dayuse: 1 – Payloader, capacity = 500.00 m3/day


500.00 m3/day2. Hauling Cost (AHD = 4.00 Km. (source = L allog Pit, Luna, Isabela Magat River))

Average truck speed per day = 30.00 KPH 2.00 x 4.00 x 60.00 kph

Travel time = ------------------------------------------------- = 16.00 mins. 30.00 kph

Loading, unloading & shifting time = 7.00 mins.============

Total cycle time 23.00 mins.

8.00 X 60.00 No. of trips/day = ------------------------------------------- = 21.00 trips

23.00 mins.

P 6,024.00/day/truckUnit Cost = ------------------------------------------ = P 28.69/m3

21.00 x 10.00 m3/truck


4. VAT (10% of items 1 & 2) = P 5.65/m3

5. Royalty access rd. Prov’l. and Brgy. Tax = P 15.00/m3

==========Hauling Cost P 78.88/m3


(P 4,622.00+ P 377.00+P 220.00)(1.10)Screening = ------------------------------------------------- = P 38.57/m3

150.00 m3/day

(P 4,622.00+ P 377.00+P 220.00)(1.10)Washing = ------------------------------------------------- = P 28.92/m3

200.00 m3/day ==========P 67.49/m3

FA = P 78.88/m3 + P 67.49/m3 = P 146.37/m3

2. Coarse Aggregate (P 4,622.00+ P 377.00+P 220.00)(1.10)

Screening = ------------------------------------------------- = P 57.85/m3

100.00 m3/day

(P 4,622.00+ P 377.00+P 220.00)(1.10)Washing = ------------------------------------------------- = P 38.57/m3

200.00 m3/day ==========P 96.42/m3

CA = P 78.88/m3 + P 96.42/m3 = P 175.30/m3

Foundation Fill or Embankment = P 78.88/m3

Item 200 – Agg. Sub base Course = P ( 78.88 + 57.85 ) m3/day = P 136.75/m3

Item 201 – Agg. Base Course = P(78.88 + 57.85 + 38.57)m3/day = P 175.30/m3

ASSOCIATION OF CARRIERS & EQUIPMENT LESSORS INCORPORATED

D E S C R I P T I O N R A T E / D A YTYPE OF EQUIPMENT As of 1998 75%

1. BULLDOZER D – 9 D – 8 D – 7 D – 6 D – 42. LOADER 3 cu. m. 2 cu. m. 1 cu. m.3. GRADER4. ROAD ROLLER, 105 H.P.5. PNEUMATIC ROLLER, 107 H.P.6. VIBRATORY ROLLER , 100 H.P.7. SHEEPFOOT ROLLER8. CRANE, CRAWLER TYPE, 71 – 80 tons9. CRANE, CRAWLER TYPE, 21 – 25 tons10. CRANE, TRUCK MTD. TYPE, 21 – 25 tons11. CRANE, TRUCK MTD. TYPE, 2 – 5 tons12. BACKHOE, ½ CU. M.13. PILE HAMMER, M3314. DROP HAMMER, 2 TONS15. PILE VIBRA. HYD. DRIVEN, 45,000 KG – M16. ASPHALT DISTRIBUTOR, 5 TONS, 3000 USG17. ASPHALT PAVER18. CONCRETE PAVER19. CONCRETE MIXER, 1.5 – 2.0 BAGGER20. CONCRETE TRANSIT MIXER, 5 – 8 CU. YDS.21. DUMPTRUCK 5 CU. M./LOAD (AVE.) 10 CU.M./LOAD (AVE.)22. AIR COMPRESSOR23. WATER PUMP ( 4” DIA.)24. WATER TRUCK (500 – 1000 GALS.)25. WELDING MACHINE GAS DRIVEN, 400 AMP. ELECTRIC DRIVEN, 400 AMP.26. CONCRETE BATCH PLANT (40 1PH)27. AGGREGATE CRUSHER, 100 TPIL28. ASPHALT BATCH PLANT, 100 TPH29. STAKE TRUCK, 2 – 5 TONS30. CONCRETE VIBRATOR31. CONCRETE CUTTER

P 20,248.00 /dayP 18,809.00 /dayP 12,344.00 /dayP 10,176.00 /dayP 5,328.00 /day

P 8,328.00 /dayP 6,216.00 /dayP 4,264.00 /dayP 6,368.00 /dayP 4,120.00 /dayP 4,216.00 /dayP 11,184.00 /dayP 2,488.00 /dayP 23,376.00 /dayP 10,064.00 /dayP 9,296.00 /day P 3,552.00 /dayP 9,656.00 /dayP 7,592.00 /dayP 600.00 /dayP 22,320.00 /dayP 6,808.00 /dayP 6,808.00 /dayP 10,464.00 /dayP 1,384.00 /dayP 8,528.00 /day

P 4,952.00 /dayP 8,032.00 /dayP 4,472.00 /dayP 305.00 /dayP 7,744.00 /day

P 465.00 /dayP 240.00 /dayP 16,635.00 /dayP 373,571.00 /dayP 39,235.00 /dayP 4,824.00 /dayP 265.00 /dayP 308.00 /dayP 4.00/ton/km.

P 15,186.00 /dayP 14,106.00 /dayP 9,258.00 /dayP 7,632.00 /dayP 3,996.00 /day

P 6,246.00 /dayP 4,662.00 /dayP 3,198.00 /dayP 4,776.00 /dayP 3,090.00 /dayP 3,162.00 /dayP 8,388.00 /dayP 1,866.00 /day

P 7,548.00 /dayP 6,972.00 /dayP 2,664.00 /dayP 7,242.00 /dayP 5,694.00 /dayP 450.00 /dayP 16,740.00 /dayP 5,106.00 /dayP 5,106.00 /dayP 7,848.00 /dayP 1,038.00 /dayP 6,396.00 /day

P 3,714.00 /dayP 6,024.00 /dayP 3,354.00 /dayP 229.00 /dayP 5,808.00 /day

P 349.00 /dayP 180.00 /dayP 12,476.00 /dayP 280,178.00 /dayP 29,426.00 /dayP 3,618.00 /dayP 199.00 /dayP 231.00 /dayP 3.09/ton/km.P 3.19/ton/km.

32.TRAILER, L. BED 4/TON/KM L. BED 4.25/TON/KM33. BAR CUTTER, 350 – 450 KG./DAY34. CHAINSAW, 18” BAR LENGTH, 8.0 H.P.35. DRILLING RIG HYD CRAWLER, 2000 mm dia.36. DRILLING RIG HYD CRAWLER, 1800 mm dia.37. DRILLING RIG MECH. ROTARY,600-2000 MM

P 4.25/ton/km.P 200.00 /dayP 195.00 /dayP 91,904.00 /dayP 86,072.00 /dayP 27,976.00 /day

P 150.00 /dayP 146.00 /dayP 68,928.00 /dayP 64,554.00 /dayP 20,982.00 /day

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

COST ESTIMATE GUIDELINES

ITEM 100 : CLEARING AND GRUBBING

1. Light - 50 sq. m,/man-day2. Medium - 25 sq. m./man-day3. Dense a. 65 sq. m./man-day

b. With Chainsaw – 200 sq. m./man-gang/day4. Individual removal of trees up (Up to max. of 0.25 m. dia.)

a. 1 Tree per man-dayb. With Chainsaw – 10 trees/2-man gang/day

Note: The above outputs are up to maximum disposal site distance of 10 meters.

ITEM 101 : REMOVAL OF STRUCTURES AND OBSTRUCTIONS

Daily OutputReinf. Conc. Conc. Pvmnt. Asp. Pvmnt.

A. Labor/MD 0.50 cu. m. 2.520 sq. m. 8.00 sq. m.B. Equipment

2.00 cu. m. 50.00 sq. m. B.1 Air Comp. w/ Jackleg

B.2 Road GraderOpen – 2,400 sq. m.Limited – 1,200 sq. m.

C. Removal of Slides

Using Payloader:

Disposable Distance (meter)

Capacity per day (cu. m.)Rock Common Earth

7.5 300 43010 270 39020 230 33025 200 28030 180 26040 160 23045 150 22050 140 21055 130 19060 120 170

Note: 1. Open refers to traffickless working condition.2. Beyond 60 meters use dumptruck for disposal of waste.3. For A and B consider cost of waste disposal.

ITEM 102 : EXCAVATION

A. LaborDaily Output in cubic meter

Common Excavation Unclassified Exc. S.R.3.00 1.50 0.50

B. Equipment (Bulldozer) Based on a maximum disposal distance of 30 m.

D4 --------------- 210D6 --------------- 250D8 --------------- 410

C. Solid Rock

C.1 Particulars:

- Cap. of 1 unit Air Compressor with 2 Jackhammers/day based on perpendicular boring at a maximum height of

150 meters = 100 boreholes- Holes required for 1 cu. m. solid rock = 2 holes (1 m. deep)- Average no. of dynamite stick per case = 330

C.2 Blasting requirement per cu. m. of solid rock:

- 3 – 4 sticks of dynamite per borehole- 2 pcs. blasting cap per cu. m. of solid rock- 4 m. safety fuse per cu. m. of solid rock

C.3 Clearing provisions:

- Refer to Item 101.C : Removal of Slides

C.4 Boring Crew Composition: (Capacity of Crew – 100 holes/day)

- 1 – Civil Engineer - 2 – Skilled Laborers- 1 – Construction Foreman - 2 – Laborers- 2 – Skilled Laborers

C.5 Blasting Crew Composition: (Capacity of Crew – 100 holes/day)

- 1 – License Blaster- 2 – Skilled Laborers- 2 – Laborers

Note: 1. Consider reduction of manpower and equipment output for heights of more than 1.50 meters.2. All equipments except Dump Trucks, Road Roller and Air Compressor to be assisted by a helper or laborer.3. Provide provision for scaffolds and incidental expenses for heights of more than 1.50 meters.

ITEM 103 : STRUCTURE EXCAVATION

Daily Output in cubic meterCommon Exc. Unclassified Exc. S.R.

A. Labor 1.50 1.00 0.50B. 0.25 m3 120.00 80.00

Backhoe

Note: 1. For instances where the excavated materials is to be disposed to aspecified place, computations for such waste disposal shall be considered.

2. Above labor outputs are based on a maximum depth of 2.00 meters. For depths exceeding 2.00 meters, add provisions for hoisting for

double/multiple handling.

ITEM 104 : EMBANKMENT

A. Shrinkage/Swell factor – 20% (for common borrow only)

B. Placing

B.1. Labor:Daily output in cu. m./man-day for common earth and unclassified material = 4.0 cu. m./man-day

B.2. Equipment:Output of 1 unit Road Grader – 600 cu. m./day (400 cu. m./day)

C. Compaction:

C.1. Labor (Tamping): 2 cu. m./man-day (applicable to backfills for cross drain orRetaining walls).

C.2. Equipment:Portable plate compactor : 50 cu. m./day1 Tonner Road Roller : 100 cu. m./day9 -11 Tonner Road Roller : 300 cu. m./day (400 cu. m./day)

Note: 1. Duration for the Water Truck is equal of the duration of the Road Roller.2. Ratio of one (1) Road Grader to two (2) Road Rollers.3. Number of Dump Trucks per day depends on capacity of Road Grader per

day.I

TEM 105 : SUBGRADE PREPARATION

A. Equipment (using motorized Road Grader)

A.1 Reshaping and Grading

Grader = 2,500 sq. m./dayRoller = 2,500 sq. m./day

# Preparation of dirth/earth road or application of gravel. Item 200 or Item 201 or 300 = 12,500 sq. m./day

# Preparation of gravel road for the construction of Asphalt Concrete Pavement = 9,000 sq. m./day.

A.2 Compaction

# Required duration for road Roller is the same that of the Road Grader and the duration of Water Truck is half the duration for the Roller.

SPL. AGGREGATE HAULING/TIMESPOTTING

A. Quarrying:

Output of one (1) D4 Bulldozer - 210 cu. m./day of unprocessed material

B. Screening and Stockpiling: (Refer to the following formula)

General Formula:

For Wheel Loaders:

Q = q x ( 60/CM ) x E

Where:Q = hourly production in cu. m./hr.q = production per cycle in cu. m.CM = cycle time in minutesE = job efficiencyq = ql x kql = heaped capacity of loader k = bucket factor

Cycle time for Loader (cm)

1. In a cross loading

Cm = D/F + D/R + Z

2. For a V – shaped loading

Cm = D/F + 2 + D/R + 2 + Z

3. In load and carry

Cm = D/F x 2

Where: Cm = cycle time in minutesD = hauling distanceF = forward speed in meters/minuteR = reverse speed in meters/minuteZ = fixed time (minutes) – sum of gear shifting,

Loading, turning and waiting time

FIXED TIME:V – Shaped

LoadingCross

LoadingLoad and

CarryDirect Drive 0.23 0.35Hydraulic Drive 0.20 0.30Torque Flow Drive 0.20 0.30 0.35

Travel Speed: F1 = (0 – 7.3 km/hr)R1 = (0 – 7.8 km/hr)

* Computation for screening and stockpiling for wheel loaders (articulated)Use job efficiency ( E ) of 0.83 (83%)Cm = 1.00 min. (cycle time for screening 1 bucket of unprocessed material)

Q = q x (60/cm) x E; use q = use truck bucket capacityQ x (60/1) x (0.83) = 49.8 q cm/hr.

Where q is the struck bucket capacity

However, for screening fine and course aggregates, introduce (f) quarry factors to thegeneral formula, therefore.

1. Screening fine aggregates Q = 49.8 qFc (cu.m./hr.)2. For screening coarse aggregates Q = 49.8 qFc (cu. m./hr.)

Moreover, in the screening process of fine and coarse aggregates, there is extra time

required for stockpiling and screened waste. Materials which needs to be determined as a factor of cycle time to be multiplied to the above formula to

arrive at the output capacity, Q.

Sample Problem:

Given: q = 1.50 cu. m.Quarry productivity:

F.A. = 60%C.A. = 30%Waste = 10%

For 7 cu. m. fine aggregates

Volume of unprocessed material to produce 7 cu. m. fine agg. (V)

V = 7/0.60 = 11.67 cu. m.,No. of cycles = 11.67/1.50 = 7.78Screening Time = 7.78 cycles x 1 min. per cycle = 7.78 min.Approximate time to transfer 7 cu. m. screened material to stockpile= 4.6 minutes

Then the total time to produce and stockpile 7 cu. m. of fine aggregatesfrom 11.67 cu. m. of unprocessed material from the given source is:

= 7.78 min. + 4.60 min. = 12.38 minutes

The number of cycle in 1 hr. = 60 min./12.38 min. = 4.85

Production of F.A. in one hour = 4.85 (7 cu. m.) = 34 cu. m.

The preceding computation takes into consideration further processing of waste materials to produce coarse aggregates.

Total Waste = 11.67 - 7 = 4.67 cu. m,

Where volume of coarse aggregate to be extracted from wastematerial = 11.67 x 0.30 = 3.50 cu. m.

In this condition there are two screens, i.e. one for fine aggregates and one for coarse aggregates and the loader, after screening for the fine aggregates proceeds to screen the waste to produce coarse

aggregates. In so doing.

Total Cycle = 4.67/1.50 = 3.113

Screening Time = 3.113 min.

Stockpiling Time = 3.5/7.0 x 4.6 = 2.30 min.Removal of Waste = 1.17 cu. m. x 1.0 min. = 1.17 minShould only be 1.0 min. because the loader capacity considered is 1.5

cu. m. greater than 1.17 cu. m.

Total = 6.58 min.

To summarize, combining the production of fine and coarse aggregateFrom the given source,

Total time to produce 7 cu. m. fine aggregates = 12.38Total time to produce 3.5 cu. m. coarse agg. = 6.58

Total Minutes = 18.96In one hour, production is,

For fine aggregates = 60/18.96 x 7.0 = 22.22 cu. m.For coarse aggregates = 60/18.96 x 3.5 = 11.11 cu. m.

In one day, screening and stockpiling output of 1 payloader and 2 screens from the given source.

For fine aggregates = 22.22 (6) = 133 cu. m.For coarse aggregates = 11.11 (6) = 67 cu. m.

In cases where there is a need for coarse aggregate only, production is 67 cu. m./day with the fine aggregates treated as waste.

Cycle time:

Screening time = 11.67/1.50 x 1.0 min. = 7.78 min.Stockpiling time (for 7 cu. m.) = 4.6 min.Removal of Waste = 4.67 cu. m. x 1.0 min. = 4.67 min.Total time per cycle = 17.05 min.Total no. of cycle in one hour = 60/17.05 = 3.52Hourly production = 3.52 x 7 cu. m. = 24.63 cu. m.Daily production = 24.63 x 6 hrs. = 148.00 cu. m.

In one hour, the equipment is assumed to work only for 45 minutes, hence it works only for 6 hours in a day.

C. Loading and Unloading

C.1 Loading and Unloading Time:

a. Using payloader and dumptrucks:

1. Aggregates: a.1.Loading Time = 5 mins.a.2 Unloading time = 1 min.a.3. Slack Time = 2 mins. – 6 mins.

Depending on the availability on location of maneuvering area:

2. Boulders – 6 minutes

b. Manual Loading (crew of 6 Laborers to fill 1 unit)

C.2 Capacity of 1 unit dumptruck: -5 cu. m. - 1 hr.

D. Speed of Dumptruck:

Speed in KPHBelow 7% Grade 7 -12% Above

12%Dirt Road Paved Dirt Road Paved Paved

Loaded Trip 15 25 10 15 5W/o Load 20 30 15 20 10

E. Stockpiling of Boulders:

E.1.From side slope: (Barring down and stockpiling)

Labor Capacity – 2.00 cu. m./MD

E.2.Picking and stockpiling from riverbed

Labor Capacity – 2.00 cu. m./MD

ITEM 200 : AGGREGATE SUB-BASE COARSE

ITEM 201 : AGGREGATE BASE COARSE

A. Shrinkage Factor – 15%

B. Spreading capacity of 1 unit road grader – 600 cu. m./day

C. Compacting capacity of 1 unit road roller – 300 cu. m./day

Duration of water truck is equal to the duration of road grader.Equiment proportion is 1 unit road grader to 2 units road roller.

D Labor/Supervision

1 – Civil Engineer 1 – Lab. Tech.1 – Foreman 1 – Helper/Laborer for every equipment except for2 – Flagmen (Optional) Dumptrucks and Rollers

ITEM 311 : PORTLAND CEMENT CONCRETE PAVEMENT (PCCP)

A. Materials:

A.1. 9 -10 bags of cement per cu. m. of concrete

A.2. Aggregates:

Loose Volume Qty. per cu. m. of concrete

Fine Aggregates: 0.50 cu. m. (0.45 – 0.50 cu. m.)Coarse Aggregates: 0.80 cu. m. (0.80 – 0.90 cu. m.)

Include other miscellaneous accessories e.g. dowel bars, joint fillers, etc.

B. Batching and Casting in – place:

B.1 Using 2 units 1 -= bagger mixer (minimum)

a. Capacity = 180 bags/day (i.e. 90 bags per 1 bagger concrete mixer)(70 bags : presently being adopted)

b. Crew members: (for 20 cu. m. PCCP)

1 – Civil Engineer 4 – Masons1 – Material Engineer 2 – Carpenters1 – Laboratory Technician 24 – Laborers1 – Foreman

c. Equipment support for 2 units 1 – bagger mixer

c.1. Consider water provisionc.2. 2 – portable concrete vibratorc.3. 1 – bar cutterc.4. 1 – concrete cutter

B.2. Using Transit Mixer (3.6 cu. m.)

1. For no. of trips/day, apply time spotting(maximum distance of batching plant)

2. Crew at batching plant

4 – Laborers

1 – Materials Lab. Tech.

3. Crew at project site:

1 – Civil Engineer 1 – Material Engineer1 – Foreman 1 – Material Lab. Tech.2 – Masons 10 – Laborers2 – Carpenters

4. Equipment Requirement:

2 – Transit Mixer1 – Payloader2 – Portable Concrete Vibrator1 – Water Tank1 – Concrete Batching Plant (include labor for assembly of batching plant and

lease of batching area)1 – Bar Cutter1 – Portable Concrete Cutter

C. Cutting Provisions:

C.1. Curing Compound, specifyC.2. PondingC.4. Combination of the above or any method specified under the 1995 DPWH Std Specs

D. OTHERS:

D.1 Estimate forms for 3 days operationD.2 Forms are expected to be re – used for a minimum of five (5) timesD.3 Consider provisions for used oil

ITEM 400 : PILING

Conditions:

1. Hammer – TDH – 222. Piles are spotted

Capacity = 6 to 8 meter/hour depending on type of foundation

ITEM 404 : REINFORCING STEEL BAR

A. Materials:

A.1. Tie Wires: 15 kgs. Per ton of steel bar

B. Labor: (Cutting, bending, fabrication, installation & other miscellaneous works)

B.1. Crew Composition; (Minimum composition)

1 – Civil Engineer 2 – Skilled Laborers1 – Construction Foreman 6 – Laborers2 – Steelman

B.2. Capacity of gang = 750 kg,/day

C. Equipment required per gang

1 – unit Bar Cutter

ITEM 405 : STRUCTURAL CONCRETE

A. Materials

CLASSCEMENT FACTOR SAND FACTOR GRAVEL FACTOR

(bags/cu. m.) (loose vol./cu. m.) (loose vol./cu. m.)A ( 1 ) 9.10 0.50 0.80B ( 2 ) 8.00 0.45 0.85C ( 3 ) 9.50 0.55 0.75D ( 4 ) 11.00 0.44 0.73

B. Batching and Casting in – place

B.1. The duration for 1 – bagger or 2 – bagger mixer depends on equipment utilization schedule as reflected in the PERT/CPM.

B.2.. Crew for 1 – bagger mixer and transit mixer is the same as Item 311 except for steelman which is included in Item 404 and carpenters which is revised per

section D of this item.B.3. Supporting equipment for batching plant same as Item 311.B.4. Duration of transit mixer is dependent on the speed setting forms and type and size

of structures. (See B.1.)

C. Curing:

C.1. Either ponding or use of curing compound or combination or both as specified in the Std. DPWH Specs.

D. Formworks:

D.1. Formworks:

Minimum Crew Composition:

1 – Civil Engineer 2 – Carpenters1 – Construction Foreman 4 – Laborers

Capacity:

1. Fabrication and Installation = 35 sq. m./day2. Stripping = 60 sq. m./day

D.2. Scaffolds for Bridges:

Materials:

27 bd. ft. per meter height per meter span

ITEM 500 : PIPE CULVERTS AND STORM DRAINS

A. Scope of Works: Laying and Collaring. Backfilling shall be Item 104.

B. Size of RCCP Capacity of crew per day

300 mm 24 pcs.450 mm 12 pcs.610 mm 8 pcs.

Crew Composition:

1 – Civil Engineer 1 – Mason

1 – Foreman 6 – Laborers

With equipment support 1 unit chain block with stand

ITEM 504 : GROUTED RIPRAP

(Proportion of grout mix = 1 part cement to 3 parts sand)

A. Scope of Works:

A.1. Laying of boulders and groutingA.2. CuringA.3. Foundation preparation and excavationA.4. Provision of weepholesA.5. Double or multiple handling, if necessary should be derived

B. Labor:

Crew Composition: (minimum)

1 – Civil Engineer 2 – Skilled Laborer1 – Foreman 6 – Laborers1 – Materials Lab. Tech.B.2. Preparation of foundation i.e. excavation:

Labor capacity – See Item 103: Structure Excavation For capacity of laborers.

Crew Composition:

1 – Civil Engineer1 – Foeman10 – Laborers

Capacity of gang = 18 cu. m./man – day (this capacity is based on the assumption that all materials are within reach of the laborers.)

C. Materials:

C.1. Boulders – equal to volume of grouted riprapC.2. Cement – 2.5 bags per volume of grouted riprapC.3 Sand – 25% 0f volume of grouted riprap – 0.25/cu. m.

D. Water provisions:

Consider source or availability of water at site.

ITEM 505 : STONE MASONRY

(Proportion of mortar mixture – 1 part cement to 2 parts and by volume)

A. Scope of Work:

The same as Item 504, Grouted Riprap

B. Labor: Laying of boulders, grouting, curing and installation of weepholes.Minimum Crew Composition:

1 – Civil Engineer 6 – Skilled Laborers1 – Construction Foreman 12 – Laborers1 – Materials Lab. Tech.

Capacity of Gang – 13.5 cu. m./man-dayCapacity of Laborers – 0.50 to 1.00 cu. m. per man-day or an average of 0.75

cu. m. per man-day.

C. Materials:

C.1. Portland Cement: 5 bags per cu. m. of stone masonryC.2. Sand: 30% volume of stone masonryC.3. Boulders: Equal to volume of stone masonryC.4. Weepholes: As indicated in the plans.

D. Water and equipment provision:

Refer to Item 504, Grouted Riprap

Note: For Stone Masonry, the cement factor of 5 bags per cu. m. of stone masonry was based on minimum mortar bedding and joint thickness of 35 mm.

DERIVATION FOR STOCKPILING COST:

FOR D7 BULLDOZER RATE = P 9,258.00 PER/DAYCAPACITY = 500.00 CU. M./DAY

FOR PAYLOADER (2 M3 CAP) RATE = P 4,662.00 PER/DAYCAPACITY = 500.00 CU. M./DAY

9258 + 4663UNIT COST = -----------------------------

500

UNIT COST = P 27.84

DERIVATION FOR PROCESSING COST (FINE AGGREGATES & EMBANKMENT)

FOR PAYLOADER (2 M3 CAP) RATE = P 4,662.00 PER/DAYOUTPUT/DAY = 100.00 CU. M./DAYFOREMAN = P 377.00 PER DAYLABORER = P 220.00 PER DAY

4662 + 377 + 220UNIT COST = ---------------------------

100

UNIT COST = P 57.85

DERIVATION FOR PROCESSING COST (COARSE AGGREGATES)

FOR PAYLOADER (2 M3 CAP) RATE = P 4,662.00 PER/DAYOUTPUT/DAY = 150.00 CU. M./DAYFOREMAN = P 377.00 PER DAYLABORER = P 220.00 PER DAY

4662 + 377 + 220UNIT COST = ---------------------------

150

UNIT COST = P 38.57

GUIDELINES FOR INDIRECT COST

(1) Pre – Construction Engineering (PCE)

PROJECT COST

% of TEPCFlat Terrain Rolling Terrain Mountainous

New Rehab New Rehab New Rehab0 ~ 1 M 1.000 0.500 1.500 0.750 2.500 1.250

1 M ~ 2 M 0.750 0.375 1.250 0.625 2.250 1.1252 M ~ 5 M 0.500 0.250 1.000 0.500 2.000 1.000

5 M ~ 0.375 0.188 0.750 0.375 1.750 0.875TEPC: Total Estimated Project Cost

(2) Tool

Not to exceed five percent (5%) of TEPC

(3) Project Superintendence

Not to exceed five percent (5%) of TEPC

(4) Engineering and Administrative Overheads

Three percent of TEPC

(5) Material Testing Cost (Quality Control)

Project Cost % of TEPC 0 ~ 0.1 M 1.250 0.1 M ~ 0.3 M 1.000

0.3 M ~ 0.75 M 0.8750.75 M ~ 2.0 M 0.750 2.0 M ~ 5.0 M 0.625

5.0 M ~ 0.500

(6) Contractor’s Overhead/Profits(Refer to D.O. No. 30 Series of 1991, January 30, 1991)

Project Cost

% of Construction CostOCM Profit Mob/Demob Total

0 ~ 1 M 13 15 2 302 M ~ 5 M 12 14 2 28

5 M ~ 10 M 12 13 2 2710 M ~ 20 M 11 12 (separate) 2320 M ~ 50 M 11 11 (separate) 22

50 M ~ 10 10 (separate) 20OCM: Overhead, Contingency, Miscellaneous

(7) Contract Tax (VA)

Ten percent (10%) of Estimated Direct Cost (EDC)

(8) Around 0 ~ 10% of Total Direct Cost

DEPARTMENT ORDER NO. 57Series of 2002

ESTIMATEDDIECT COST (EDC)

INDIRECT COST %FOR OCM AND PROFIT

(maximum ranges)% COST FOR MOB./DEMOB.

(maximum)

TOTAL MAXIMUM INDIRECT

COST % FOR OCM, PROFIT

AND MOB./ DEMOB.OCM

(% of EDC)PROFIT

(% of EDC)Up to P 1 Million 13 15 1 29Above 1 M to 5 M 12 14 1 27Above 5 to 10 M 12 13 1 26

Above 10 M to 20 M 11 12 1 24Above 20 M to 50 M 11 11 1 23

Above 50 M 10 10 1 21

dpwh - cost estimate guidelines

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