EQUIPMENT OUTPUT/DAY BASIC ASSUMPTIONS: 1. Average output of Road Roller (12 passes) (Vibratory Roller) 2. Average output of Road Grader 3. Average output of Asphalt Distributor 4. Average output of Transit Mixer 5. Average output of one gang
360 m3/day (FLAT) 300 m3/day (ROLLING & MOUNTANOUS) 400-500 m2/day 2,400 m2/day 30 m3/day (8 trips – 4 cu. m. cap) 4,000 m2/day
For clearing & grubbing a. Road Grader b, Payloader c. Dumptruck (min. of 2 units) 6. Average output of one gang
100-200 m2/day
For Removal of Dilapidated PCCP OPTION NO. 1 (USE 100 M2/DAY) a. Jackhammer b, Payloader c. Dumptruck OPTION NO. 2 (USE 200 M2/DAY)
a. Backhoe with Concrete Breaker or Pencil Hammer b. Payloader c. Dumptruck (min. of 2 units) 7. Average output of one gang For surplus common excavation
400-500 m3/day (full excavation)
a. Bulldozer D7 b. Payloader c. Dumptruck (min. of 2 units) 8. Average output of one gang For Embankment a. Road Grader b. Payloader c. Dumptruck d. Road Roller e. Water Truck
300-400 m3/day (emb. from road cut) add dozer base from HD (if embankment from other source) no bulldozer
9. Average output of one gang For Sub-grade preparation a. Road Grader b. Vibratory Roller c. Water Truck
2,400 m2/day
10. Average output of one gang For Agg. Sub-base course a. Road Grader b. Road Roller c. Water Truck
300-400 m3/day flat rolling mountainous
= = =
400 m3/day 350 m3/day 300 m3/day
11. Average output of one gang 300-400 m3/day
For Agg. Base course a. Road Grader b. Road Roller c. Water Truck
flat rolling mountainous
= = =
400 m3/day 350 m3/day 300 m3/day
12. Average output of one gang 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 Paver b. Steel Roller c. Pneumatic Roller 13. Average output of one gang For PCCP (transit mixer)
90 m3/day (0.20 thk.) 90 m3/day (0.23 thk.)
a. Transit Mixer (3 units) b. Payloader c. Concrete Vibrator d. Batching Plant e. Water Truck with pump For PCCP (1 – bagger mixer)
8 – 10 m3/day
14. Average output of one gang For Structural Conc. Class A
27 m3/day
a. Transit Mixer (3 units) b, Payloader c. Concrete Vibrator d. Batching Plant e. 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) 80 m3/day (10”) 200 m3/day (12”)
18. Average output of Dredger
HAULING OF AGGREGATES DATA FLAT ROLLING MOUNTAINOUS SPEED (KPH) W/ LOAD 30.00 20.00 15.00 W/O LOAD 30.00 30.00 25.00 5.00 4.00 3.50 CAPACITY (M3) 10.00 6.00 4.50 NO. OF DT 1.00 1.00 1.00 ITEM 202: Flat = 12.00 m3 Rolling = 8.00 m3 Mountainous = 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 1 Foreman 1 Laboratory Technician 2 Laborers ITEM – 200: AGGREGATE SUB – BASE COURSE 1 Foreman 1 Laboratory Technician 4 Laborers (NOTE: NO. OF DAYS IN HAULING AGG. NOT INCLUDED) ITEM – 201: AGGREGATE BASE COURSE (ATTAIN BLUE TOP) 1 Foreman 1 Laboratory Technician 8 Laborers ITEM – 311: PORTLAND CEMENT CONCRETE PAVEMENT (CF = 9.08) USING 1 – BAGGER MIXER 1 Foreman 2 Mason/Carpenter 15 Laborers (NOTE: INCLUDES INSTALLATION OF FORMS) USING TRANSIT MIXER 1 1 6 10
Foreman Laboratory Technician Skilled Workers 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/Carpenter 15 Laborers (NOTE: INCLUDES INSTALLATION OF FORMS) USING TRANSIT MIXER 1 1 6 10
Foreman Laboratory Technician Skilled Workers 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/day use: 1 – Payloader, capacity = 500 m3/day P 9,258.00/day + P 4,662.00/day Unit Cost = -----------------------------------------------500.00 m3/day 2. Hauling Cost Average Haul Distance = 5.00 KM. Average truck speed per day = 25.00 KPH 2.00 x 5.00 x 60.00 kph Travel time = ------------------------------------------------25.00 kph Loading, unloading & shifting time
=
Unit Cost
=
27.84/m3
=
24.00 mins.
=
20.00 mins. ============ 44.00 mins.
Total cycle time No. of trips/day =
P
8.00 X 60.00 (83.33% eff.) ------------------------------------------44.00 mins.
=
P 6,024.00/day -----------------------------------------9.00 x 10.00 m3/truck
=
P
= =
P 2.84/m3 P 15.00/m3 ========== P 112.62/m3
3. Excise Tax (3.00% of items 1 & 2) 4. Royalty access road Prov’l. & Brgy. Tax Hauling Cost
9.09 say 9.00 trips
66.93/m3
B. PROCESSING: 1. Fine Aggregates Screening
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------150.00 m3/day
=
P
Washing
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------200.00 m3/day
=
=
P
=
P 18.61/m3 ========== P 43.43/m3 P 156.05/m3
Screening
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------100.00 m3/day
=
P
Washing
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------200.00 m3/day
=
=
P
=
P 18.61/m3 ========== P 55.84/m3 P 168.46/m3
FA 2. Coarse Aggregate
CA
112.62/m3 +
112.62/m3 +
P
P
43.43/m3
55.84/m3
24.82/m3
37.23/m3
3. Sub – base course Screening =
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------250.00 m3/day
=
P
14.89/m3
Screening =
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------150 m3/day
=
P
24.82/m3
Blending
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------300.00 m3/day
=
P 12.41/m3 ==========
=
200 (Processed) 201 (Processed)
= =
P P
( (
112.62 + 112.62 +
14.89 37.23
) )
m3/day= m3/day=
P
37.23/m3
P P
127.51/m3 149.85/m3
=
P
FURNISHING OF AGGREGATES A. HAULING: 1. Stockpiling and loading use: 1 – 7 Bulldozer, capacity = 500.00 m3/day use: 1 – Payloader, capacity = 500.00 m3/day P 9,258.00/day + P 4,662.00/day Unit Cost = -----------------------------------------------500.00 m3/day 2. 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 kph Travel time = ------------------------------------------------25.00 kph Loading, unloading & shifting time
=
24.00 mins.
=
20.00 mins. ============ 44.00 mins.
Total cycle time No. of trips/day =
Unit Cost
=
27.84/m3
8.00 X 60.00 (83.33% eff.) ------------------------------------------44.00 mins.
=
P 6,024.00/day -----------------------------------------9.00 x 10.00 m3/truck
=
P
= =
P 2.84/m3 P 15.00/m3 ========== P 112.62/m3
3. Excise Tax (3.00% of items 1 & 2) 4. Royalty access road Prov’l. & Brgy. Tax Hauling Cost
9.09 say 9.00 trips
66.93/m3
B. PROCESSING: 1. Fine Aggregates Screening
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------150.00 m3/day
=
P
Washing
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------200.00 m3/day
=
=
P
=
P 18.61/m3 ========== P 43.43/m3 P 156.05/m3
Screening
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------100.00 m3/day
=
P
Washing
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------200.00 m3/day
=
=
P
=
P 18.61/m3 ========== P 55.84/m3 P 168.46/m3
FA 2. Coarse Aggregate
CA
112.62/m3 +
112.62/m3 +
P
P
43.43/m3
55.84/m3
24.82/m3
37.23/m3
3. Sub – base course Screening =
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------250.00 m3/day
=
P
14.89/m3
Screening =
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------150 m3/day
=
P
24.82/m3
Blending
=
P 3,198.00 + P 304.90 + P 220.00 ------------------------------------------------300.00 m3/day
200 (Processed) 201 (Processed)
= =
P P
( (
112.62 + 112.62 +
14.89 37.23
) )
=
m3/day= m3/day=
P 12.41/m3 ========== P 37.23/m3 P P
127.51/m3 149.85/m3
FURNISHING OF AGGREGATES A. HAULING: 1. Stockpiling and loading use: 1 – 7 Bulldozer, capacity = 500.00 m3/day use: 1 – Payloader, capacity = 500.00 m3/day P 9,258.00/day + P 4,662.00/day Unit Cost = -----------------------------------------------= P 27.84/m3 500.00 m3/day 2. 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. No. of trips/day =
Unit Cost
=
8.00 X 60.00 ------------------------------------------23.00 mins.
=
P 6,024.00/day/truck -----------------------------------------21.00 x 10.00 m3/truck
=
P
= = =
P 1.70/m3 P 5.65/m3 P 15.00/m3 ========== P 78.88/m3
3. Excise Tax (3.00% of items 1 & 2) 4. VAT (10% of items 1 & 2) 5. Royalty access rd. Prov’l. and Brgy. Tax Hauling Cost
21.00 trips
28.69/m3
B. PROCESSING: 1. Fine Aggregates Screening
=
(P 4,622.00+ P 377.00+P 220.00)(1.10) ------------------------------------------------150.00 m3/day
=
P
Washing
=
(P 4,622.00+ P 377.00+P 220.00)(1.10) ------------------------------------------------200.00 m3/day
= =
P 28.92/m3 ========== P 67.49/m3 P 146.37/m3
FA 2. Coarse Aggregate
=
P
78.88/m3 +
P
67.49/m3
38.57/m3
Screening
=
(P 4,622.00+ P 377.00+P 220.00)(1.10) ------------------------------------------------100.00 m3/day
=
P
Washing
=
(P 4,622.00+ P 377.00+P 220.00)(1.10) ------------------------------------------------200.00 m3/day
=
P 38.57/m3 ========== P 96.42/m3 P 175.30/m3
CA
=
P
Foundation Fill or Embankment Item 200 – Agg. Sub base Course
78.88/m3 +
=
P
96.42/m3
=
= P ( 78.88 + 57.85 ) m3/day =
P P
57.85/m3
78.88/m3 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 TYPE OF EQUIPMENT
N
1. BULLDOZER D–9 D–8 D–7 D–6 D–4 2. LOADER 3 cu. m. 2 cu. m. 1 cu. m. 3. GRADER 4. ROAD ROLLER, 105 H.P. 5. PNEUMATIC ROLLER, 107 H.P. 6. VIBRATORY ROLLER , 100 H.P. 7. SHEEPFOOT ROLLER 8. CRANE, CRAWLER TYPE, 71 – 80 tons 9. CRANE, CRAWLER TYPE, 21 – 25 tons 10. CRANE, TRUCK MTD. TYPE, 21 – 25 tons 11. CRANE, TRUCK MTD. TYPE, 2 – 5 tons 12. BACKHOE, ½ CU. M. 13. PILE HAMMER, M33 14. DROP HAMMER, 2 TONS 15. PILE VIBRA. HYD. DRIVEN, 45,000 KG – M 16. ASPHALT DISTRIBUTOR, 5 TONS, 3000 USG 17. ASPHALT PAVER 18. CONCRETE PAVER 19. CONCRETE MIXER, 1.5 – 2.0 BAGGER 20. CONCRETE TRANSIT MIXER, 5 – 8 CU. YDS. 21. DUMPTRUCK 5 CU. M./LOAD (AVE.) 10 CU.M./LOAD (AVE.) 22. AIR COMPRESSOR 23. 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 TPIL 28. ASPHALT BATCH PLANT, 100 TPH 29. STAKE TRUCK, 2 – 5 TONS 30. CONCRETE VIBRATOR 31. CONCRETE CUTTER 32.TRAILER, L. BED 4/TON/KM L. BED 4.25/TON/KM 33. BAR CUTTER, 350 – 450 KG./DAY 34. CHAINSAW, 18” BAR LENGTH, 8.0 H.P.
R
A T E / As of 1998
D
A
Y 75%
P P P P P
20,248.00 18,809.00 12,344.00 10,176.00 5,328.00
/day /day /day /day /day
P P P P P
15,186.00 14,106.00 9,258.00 7,632.00 3,996.00
/day /day /day /day /day
P P P P P P P P P P P P P P P P P P P P P
8,328.00 /day 6,216.00 /day 4,264.00 /day 6,368.00 /day 4,120.00 /day 4,216.00 /day 11,184.00 /day 2,488.00 /day 23,376.00 /day 10,064.00 /day 9,296.00 /day 3,552.00 /day 9,656.00 /day 7,592.00 /day 600.00 /day 22,320.00 /day 6,808.00 /day 6,808.00 /day 10,464.00 /day 1,384.00 /day 8,528.00 /day
P P P P P P P P
6,246.00 4,662.00 3,198.00 4,776.00 3,090.00 3,162.00 8,388.00 1,866.00
/day /day /day /day /day /day /day /day
P P P P P P P P P P P P
7,548.00 6,972.00 2,664.00 7,242.00 5,694.00 450.00 16,740.00 5,106.00 5,106.00 7,848.00 1,038.00 6,396.00
/day /day /day /day /day /day /day /day /day /day /day /day
/day /day /day /day /day
P P P P P
3,714.00 6,024.00 3,354.00 229.00 5,808.00
/day /day /day /day /day
465.00 /day 240.00 /day 16,635.00 /day 373,571.00 /day 39,235.00 /day 4,824.00 /day 265.00 /day 308.00 /day 4.00/ton/km. 4.25/ton/km. 200.00 /day 195.00 /day
P P P P P P P P P P P P
P P P P P P P P P P P P P P P P P
4,952.00 8,032.00 4,472.00 305.00 7,744.00
349.00 /day 180.00 /day 12,476.00 /day 280,178.00 /day 29,426.00 /day 3,618.00 /day 199.00 /day 231.00 /day 3.09/ton/km. 3.19/ton/km. 150.00 /day 146.00 /day
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 P P
91,904.00 /day 86,072.00 /day 27,976.00 /day
P P P
68,928.00 /day 64,554.00 /day 20,982.00 /day
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS COST ESTIMATE GUIDELINES ITEM 100 : CLEARING AND GRUBBING 1. Light 2. Medium 3. Dense
- 50 sq. m,/man-day - 25 sq. m./man-day a. 65 sq. m./man-day b. With Chainsaw – 200 sq. m./man-gang/day 4. Individual removal of trees up (Up to max. of 0.25 m. dia.) a. 1 Tree per man-day b. 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
A. Labor/MD B. Equipment B.1 Air Comp. w/ Jackleg
Reinf. Conc. 0.50 cu. m.
Daily Output Conc. Pvmnt. 2.520 sq. m.
2.00 cu. m.
50.00 sq. m.
Asp. Pvmnt. 8.00 sq. m.
Open – 2,400 sq. m. Limited – 1,200 sq. m.
B.2 Road Grader C. Removal of Slides Using Payloader: Disposable Distance (meter) 7.5 10 20 25 30 40 45 50 55 60 Note:
ITEM 102 : EXCAVATION
Capacity per day (cu. m.) Rock Common Earth 300 430 270 390 230 330 200 280 180 260 160 230 150 220 140 210 130 190 120 170
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.
A. Labor Common Excavation 3.00
Daily Output in cubic meter Unclassified Exc. 1.50
S.R. 0.50
B. Equipment (Bulldozer) Based on a maximum disposal distance of 30 m. D4 --------------- 210 D6 --------------- 250 D8 --------------- 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 1 – Construction Foreman 2 – Skilled Laborers
-
2 – Skilled Laborers 2 – Laborers
C.5 Blasting Crew Composition: (Capacity of Crew – 100 holes/day) Note:
1 – License Blaster 2 – Skilled Laborers 2 – Laborers 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
A. Labor B. 0.25 m3 Backhoe Note:
double/multiple
Common Exc. 1.50 120.00
Daily Output in cubic meter Unclassified Exc. 1.00 80.00
S.R. 0.50
1. For instances where the excavated materials is to be disposed to a specified 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 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 Equipment: Output of 1 unit Road Grader – 600 cu. m./day (400 cu. m./day)
B.2.
C. Compaction: C.1.
Labor (Tamping):
C.2.
Equipment: Portable plate compactor 1 Tonner Road Roller 9 -11 Tonner Road Roller
Note:
2 cu. m./man-day (applicable to backfills for cross drain or Retaining walls). : : :
50 cu. m./day 100 cu. m./day 300 cu. m./day (400 cu. m./day)
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 = Roller =
2,500 sq. m./day 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 = q = CM = E = q = ql = k =
hourly production in cu. m./hr. production per cycle in cu. m. cycle time in minutes job efficiency ql x k heaped capacity of loader 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 Where:
=
D/F x 2 Cm D F R Z
= = = = =
cycle time in minutes hauling distance forward speed in meters/minute reverse speed in meters/minute fixed time (minutes) – sum of gear shifting, Loading, turning and waiting time
FIXED TIME:
*
Q
V – Shaped Cross Load and Loading Loading Carry Direct Drive 0.23 0.35 Hydraulic Drive 0.20 0.30 Torque 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 x (60/cm) x E; use q Q x (60/1) x (0.83)
= use truck bucket capacity = 49.8 q cm/hr.
Where q is the struck bucket capacity However, for screening fine and course aggregates, introduce (f) quarry factors to the general 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.)
arrive azt
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 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 = 7.78 Screening 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 aggregates from 11.67 cu. m. of unprocessed material from the given source id: = 7.78 min. + 4.60 mon. = 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 waste material = 11.67 x 0.30 = 3.50 cu. m.
aggregates.
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 In so doing. Total Cycle =
4.67/1.50
Screening Time
=
3.113
=
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 min Should 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 aggregate From the given source, Total time to produce 7 cu. m. fine aggregates Total time to produce 3.5 cu. m. coarse agg. Total Minutes In one hour, production is, For fine aggregates = For coarse aggregates =
60/18.96 x 7.0 60/18.96 x 3.5
= = =
12.38 6.58 18.96
= =
22.22 cu. m. 11.11 cu. m.
In one day, screening and stockpiling output of 1 payloader and 2 screens from the given source. For fine aggregates = For coarse aggregates =
22.22 (6) 11.11 (6)
= =
133 cu. m. 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. Stockpiling time (for 7 cu. m.) Removal of Waste = 4.67 cu. m. x 1.0 min. Total time per cycle Total no. of cycle in one hour = 60/17.05 Hourly production = 3.52 x 7 cu. m. Daily production = 24.63 x 6 hrs.
= 7.78 min. = 4.6 min. = 4.67 min. = 17.05 min. = 3.52 = 24.63 cu. m. = 148.00 cu. m.
In one hour, the equipment is assumed to work only for 45 minutes, hnce 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 a.2 Unloading time a.3. Slack Time
= 5 mins. = 1 min. = 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:
Loaded Trip W/o Load
Below 7% Grade Dirt Road Paved 15 25 20 30
Speed in KPH 7 -12% Dirt Road Paved 10 15 15 20
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
Above 12% Paved 5 10
1 – Civil Engineer 1 – Foreman 2 – Flagmen (Optional)
1 – Lab. Tech. 1 – Helper/Laborer for every equipment except for 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:
Fine Aggregates: Coarse Aggregates:
Loose Volume Qty. per cu. m. of concrete 0.50 cu. m. (0.45 – 0.50 cu. m.) 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 1 – Material Engineer 1 – Laboratory Technician 1 – Foreman
c.
4 – Masons 2 – Carpenters 24 – Laborers
Equipment support for 2 units 1 – bagger mixer c.1. Consider water provision c.2. 2 – portable concrete vibrator c.3. 1 – bar cutter c.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 – Foreman 2 – Masons 2 – Carpenters 4. Equipment Requirement:
1 – Material Engineer 1 – Material Lab. Tech. 10 – Laborers
2 – Transit Mixer 1 – Payloader 2 – Portable Concrete Vibrator 1 – Water Tank 1 – Concrete Batching Plant (include labor for assembly of batching plant and lease of batching area) 1 – Bar Cutter 1 – Portable Concrete Cutter
C. Cutting Provisions: C.1. Curing Compound, specify C.2. Ponding C.4. Combination of the above or any method specified under the 1995 DPWH Std Specs D. OTHERS: D.1 Estimate forms for 3 days operation D.2 Forms are expected to be re – used for a minimum of five (5) times D.3 Consider provisions for used oil ITEM 400 : PILING Conditions: 1. Hammer – TDH – 22 2. 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 1 – Construction Foreman 2 – Steelman
2 – Skilled Laborers 6 – Laborers
B.2. Capacity of gang = 750 kg,/day C. Equipment required per gang 1 – unit Bar Cutter ITEM 405 : STRUCTURAL CONCRETE A. Materials
CLASS A (1) B (2)
CEMENT FACTOR (bags/cu. m.) 9.10 8.00
SAND FACTOR (loose vol./cu. m.) 0.50 0.45
GRAVEL FACTOR (loose vol./cu. m.) 0.80 0.85
C (3) D (4)
9.50 11.00
0.55 0.44
0.75 0.73
B. Batching and Casting in – place
section
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 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 1 – Construction Foreman
2 – Carpenters 4 – Laborers
Capacity: 1. Fabrication and Installation = 2. Stripping =
35 sq. m./day 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 300 mm 450 mm 610 mm
Capacity of crew per day 24 pcs. 12 pcs. 8 pcs.
Crew Composition: 1 – Civil Engineer 1 – Foreman
1 – Mason 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 grouting A.2. Curing A.3. Foundation preparation and excavation A.4. Provision of weepholes A.5. Double or multiple handling, if necessary should be derived
B. Labor: Crew Composition: (minimum) 1 – Civil Engineer 2 – Skilled Laborer 1 – Foreman 6 – Laborers 1 – 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 Engineer 1 – Foeman 10 – 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 C.2. Cement C.3 Sand
– – –
equal to volume of grouted riprap 2.5 bags per volume of grouted riprap 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 1 – Construction Foreman 1 – Materials Lab. Tech.
6 – Skilled Laborers 12 – Laborers
Capacity of Gang – 13.5 cu. m./man-day Capacity 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 masonry
C.2. Sand: 30% volume of stone masonry C.3. Boulders: Equal to volume of stone masonry C.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 CAPACITY FOR PAYLOADER (2 M3 CAP) RATE CAPACITY
= = = =
P P
9,258.00 PER/DAY 500.00 CU. M./DAY 4,662.00 PER/DAY 500.00 CU. M./DAY
UNIT COST
=
9258 + 4663 ----------------------------500
UNIT COST
=
P
27.84
DERIVATION FOR PROCESSING COST (FINE AGGREGATES & EMBANKMENT) FOR PAYLOADER (2 M3 CAP) RATE OUTPUT/DAY FOREMAN LABORER
= = = =
P P P
4,662.00 PER/DAY 100.00 CU. M./DAY 377.00 PER DAY 220.00 PER DAY
UNIT COST
=
4662 + 377 + 220 --------------------------100
UNIT COST
=
P
57.85
DERIVATION FOR PROCESSING COST (COARSE AGGREGATES) FOR PAYLOADER (2 M3 CAP) RATE OUTPUT/DAY FOREMAN LABORER
= = = =
P P P
4,662.00 PER/DAY 150.00 CU. M./DAY 377.00 PER DAY 220.00 PER DAY
UNIT COST
=
4662 + 377 + 220 --------------------------150
UNIT COST
=
P
38.57
GUIDELINES FOR INDIRECT COST (1) Pre – Construction Engineering (PCE) PROJECT COST 0 ~ 1M 1M ~ 2M 2M ~ 5M 5M ~
Flat Terrain New Rehab 1.000 0.500 0.750 0.375 0.500 0.250 0.375 0.188
% of TEPC Rolling Terrain Mountainous New Rehab New Rehab 1.500 0.750 2.500 1.250 1.250 0.625 2.250 1.125 1.000 0.500 2.000 1.000 0.750 0.375 1.750 0.875 TEPC: 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 0 ~ 0.1 M 0.1 M ~ 0.3 M 0.3 M ~ 0.75 M 0.75 M ~ 2.0 M 2.0 M ~ 5.0 M 5.0 M ~
% of TEPC 1.250 1.000 0.875 0.750 0.625 0.500
(6) Contractor’s Overhead/Profits (Refer to D.O. No. 30 Series of 1991, January 30, 1991) % of Construction Cost Project Cost OCM Profit Mob/Demob Total 0 ~ 1M 13 15 2 30 2M ~ 5M 12 14 2 28 5 M ~ 10 M 12 13 2 27 10 M ~ 20 M 11 12 (separate) 23 20 M ~ 50 M 11 11 (separate) 22 50 M ~ 10 10 (separate) 20 OCM: 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. 57 Series of 2002
ESTIMATED DIECT COST (EDC)
Up to P 1 Million Above 1 M to 5 M Above 5 to 10 M Above 10 M to 20 M Above 20 M to 50 M Above 50 M
INDIRECT COST % FOR OCM AND PROFIT (maximum ranges) OCM (% of EDC) 13 12 12 11 11 10
PROFIT (% of EDC) 15 14 13 12 11 10
% COST FOR MOB./DEMOB. (maximum)
TOTAL MAXIMUM INDIRECT COST % FOR OCM, PROFIT AND MOB./ DEMOB.
1 1 1 1 1 1
29 27 26 24 23 21
