EQUIPMENT OUTPUT/DAYBASIC 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 For clearing & grubbing a. Road Grader b, Payloader c. Dumptruck (min. of 2 units) 6. Average output of one gang 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 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 9. Average output of one gang For Sub-grade preparation a. Road Grader b. Vibratory Roller c. Water Truck 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 2,400 m2/day 300-400 m3/day (emb. from road cut) add dozer base from HD (if embankment from other source) no bulldozer 400-500 m3/day (full excavation) 100-200 m2/day 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 11. Average output of one gang For Agg. Base course a. Road Grader b. Road Roller c. Water Truck 12. Average output of one gang For Bituminous Conc. Surface course a. Asphalt Paver b. Steel Roller c. Pneumatic Roller 13. Average output of one gang For PCCP (transit mixer) a. Transit Mixer (3 units) b. Payloader c. Concrete Vibrator d. Batching Plant e. Water Truck with pump For PCCP (1 – bagger mixer) 14. Average output of one gang For Structural Conc. Class A a. Transit Mixer (3 units) b, Payloader c. Concrete Vibrator d. Batching Plant e. Water Truck w/ pump Using 1 – Bagger Mixer 15. Average output of Backhoe 16. Average output of Crane Clamshell 17. Average output of Bulldozer 18. Average output of Dredger 6 – 8 m3/day 150 m3/day 150 m3/day (with back-up equip’t. Below) 350 m3/day (D6) 500 m3/day (D7) 80 m3/day (10”) 200 m3/day (12”) 27 m3/day 8 – 10 m3/day 90 m3/day (0.20 thk.) 90 m3/day (0.23 thk.) 2,249 m2/d (0.05 thk.) verify maintenance 1,500 m2/day (0.075 thk.) verify maintenance flat rolling mountainous 300-400 m3/day = = = 400 m3/day 350 m3/day 300 m3/day 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 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.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. 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. 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. INSTALLATION OF FORMS) ITEM – 405: STRUCTURAL CONCRETE CLASS “A” (CF = 9. INSTALLATION OF FORMS) . OF DAYS IN HAULING AGG.COMPOSITION OF ONE GANG PER ITEM OF WORK (IF BY ADMINISTRATION. Excise Tax (3.05/m3 P 37.23/m3 P 3. capacity = 500 m3/day use: 1 – Payloader.00 ------------------------------------------------250. Coarse Aggregate Screening = = = = = = P 18.00 m3/truck = = P 27.00 KPH 2.00 kph Loading.82/m3 Washing FA 2.) ------------------------------------------44.198.024.258. Tax Hauling Cost B. Sub – base course Screening = = = = = P 18.662. ============ 44.00 + P 304.198.00/day -----------------------------------------9.FURNISHING OF AGGREGATES A. P 6.00 m3/day P 112.00 m3/day = P 14.84/m3 = = 24.82/m3 Blending = = P 12. Fine Aggregates Screening = P 3. Average truck speed per day = 25.00 mins.00 x 10.198.00 m3/day 2.00 mins.00% of items 1 & 2) 4.198.90 + P 220.00 m3/day P 3.00 m3/day P 3.198.90 + P 220.43/m3 P 156. 20. 9.00 + P 304.00 m3/day P 112.00 (83.09 say 9.00 + P 304.41/m3 ========== . Stockpiling and loading use: 1 – 7 Bulldozer.00 X 60.93/m3 3.90 + P 220.00/day + P 4.33% eff. of trips/day = 8.90 + P 220.89/m3 Screening = = P 24.198. & Brgy.00 ------------------------------------------------150 m3/day P 3. HAULING: 1.62/m3 = P 24. Hauling Cost Average Haul Distance = 5.43/m3 P 2.00/day Unit Cost = -----------------------------------------------500. Royalty access road Prov’l.84/m3 P 15.00 KM. unloading & shifting time Total cycle time No.00 m3/day P 3. capacity = 500 m3/day P 9.00 ------------------------------------------------200.00 ------------------------------------------------150.46/m3 P 3.198. PROCESSING: 1.00 x 60.00 + P 304.62/m3 + P 55.00 + P 304.00/m3 ========== P 112.90 + P 220.00 mins.00 + P 304.84/m3 P 168.00 ------------------------------------------------300.61/m3 ========== P 43.00 mins.00 + P 304.61/m3 ========== P 55.90 + P 220.00 x 5.62/m3 + P 43.00 ------------------------------------------------100.00 trips Unit Cost = = = = P 66.00 ------------------------------------------------200.90 + P 220.84/m3 Washing CA 3.00 kph Travel time = ------------------------------------------------25. 00 m3/day P 3.00 + P 304.00% of items 1 & 2) 4.00 + P 304. capacity = 500.00 m3/day use: 1 – Payloader. 20.00 m3/day P 3. Fine Aggregates Screening = P 3.00 ------------------------------------------------200.89 37. ============ 44.00 + P 304.23/m3 127.00 KPH 2. 9. & Brgy.43/m3 P 156.00 m3/day P 112.84/m3 = = 24.00 mins.00 m3/day 2. HAULING: 1.00 + P 304. Tax Hauling Cost B.89/m3 Screening = = P 24.84/m3 P 168.00 m3/day P 112. Excise Tax (3.024.00 X 60.00 ------------------------------------------------200.62 + 112.23/m3 P 3.43/m3 P 2.00 x 60.62/m3 + P 43. Hauling Cost (Source = unknown) Average Haul Distance = 5. capacity = 500.00 m3/truck = = P 27.198.62/m3 + P 55.85/m3 FURNISHING OF AGGREGATES A.00 x 5.90 + P 220.90 + P 220.33% eff.00/day -----------------------------------------9.00 trips Unit Cost = = = = P 66.00 ------------------------------------------------150.00 + P 304.00 m3/day P 3.258.51/m3 149.662.00 KM.00 m3/day P 9.00 ------------------------------------------------100.23 ) ) m3/day= m3/day= P P 37.198.90 + P 220.00 kph Loading.61/m3 ========== P 43.198. Average truck speed per day = 25.90 + P 220. Stockpiling and loading use: 1 – 7 Bulldozer.90 + P 220.46/m3 P 3.00/m3 ========== P 112.00 + P 304.00 ------------------------------------------------250.00 mins. Royalty access road Prov’l.00 x 10.84/m3 P 15. of trips/day = 8.62/m3 = P 24.84/m3 Washing CA 3.00/day + P 4. PROCESSING: 1.198.P 200 (Processed) 201 (Processed) = = P P ( ( 112.00/day Unit Cost = -----------------------------------------------500. P 6.09 say 9.05/m3 P 37.00 ------------------------------------------------150 m3/day = P 14. Coarse Aggregate Screening = = = = = = P 18. unloading & shifting time Total cycle time No.00 kph Travel time = ------------------------------------------------25.00 mins.00 mins.) ------------------------------------------44.62 + 14.61/m3 ========== P 55.00 (83.198.82/m3 .90 + P 220.82/m3 Washing FA 2.198. Sub – base course Screening = = = = = P 18.93/m3 3. 00 m3/day P 78. capacity = 500.37/m3 P 57.00 mins.00/day Unit Cost = -----------------------------------------------= P 27. 30.41/m3 ========== P 37.00+ P 377.90 + P 220.88/m3 = P 38.00+ P 377. Royalty access rd. HAULING: 1.62 + 14.00)(1.00)(1.00 m3/truck = 21.00 X 60.622.00+P 220.70/m3 P 5.00/m3 ========== P 78.88/m3 + P 67.75/m3 Foundation Fill or Embankment Item 200 – Agg.024.10) ------------------------------------------------200.662.00 m3/day (P 4.00+ P 377.49/m3 P 146.622.88/m3 + P 96.00 m3/day P 78. of trips/day = 8.00 kph Loading.88 + 57.00 mins. and Brgy.23 ) ) = P 12.10) ------------------------------------------------200.23/m3 P P 127.00 trips Unit Cost = = = = = P 28.85/m3 200 (Processed) 201 (Processed) = = m3/day= m3/day= FURNISHING OF AGGREGATES A.00 m3/day 2.00+ P 377.00 + P 304. Isabela Magat River)) Average truck speed per day = 30. Fine Aggregates Screening = (P 4.198. Stockpiling and loading use: 1 – 7 Bulldozer.622. ============ Total cycle time 23.00/day/truck -----------------------------------------21.00+P 220.258. Prov’l.622.00% of items 1 & 2) 4. Coarse Aggregate Screening = = = = = = P 28. Tax Hauling Cost B.00 x 60.57/m3 Washing FA 2.00 kph Travel time = ------------------------------------------------= 16.00/day + P 4.00 KPH 2.88/m3 136. No. Hauling Cost (AHD = 4.57/m3 ========== P 96.00 m3/day (P 4.00 x 10.69/m3 3.00 ------------------------------------------------300.49/m3 P 1.51/m3 149.00 mins.Blending = P 3.30/m3 P P 78.65/m3 P 15.42/m3 P 175.85 ) m3/day = .00 x 4.89 37.00)(1. PROCESSING: 1. capacity = 500.10) ------------------------------------------------150.00 mins. Sub base Course = = P ( 78. P 6.10) ------------------------------------------------100.00 m3/day P P ( ( 112.00+P 220.00 ------------------------------------------23. (source = L allog Pit.92/m3 ========== P 67.42/m3 Washing CA = = = = P 38.85/m3 (P 4. Luna.62 + 112.00+P 220.00 m3/day use: 1 – Payloader.00 m3/day P 9.00 Km. VAT (10% of items 1 & 2) 5.84/m3 500. Excise Tax (3.00)(1. unloading & shifting time = 7. 00 6. 71 – 80 tons 9.00 /day 373.396.00 12. CRANE. M. 21 – 25 tons 10.85 + 38.00 /day 29. M.740.744.00/ton/km./DAY 34.618.808.548.328. 5 TONS.246.0 BAGGER 20.528.00 /day 600.00 7. GRADER 4.00 /day 23.488. 4. PILE VIBRA.00 /day 11.00 /day 3.714.00 5.00 3.178.00 9.P.00 /day 7.264. HYD.00 6. CRANE./LOAD (AVE. M33 14.635.00 /day 6. 45.656.00 /day 10.388.186.384. L.00 /day 3.M.808. TRUCK MTD. SHEEPFOOT ROLLER 8. 2 – 5 TONS 30.00 /day 349. BED 4/TON/KM L. CRANE.00 /day 231.00 305. PNEUMATIC ROLLER. ASPHALT PAVER 18.00 10.571.00 /day 265.472. m.00 3. CONCRETE TRANSIT MIXER.032.5 – 2. CONCRETE BATCH PLANT (40 1PH) 27.776. TRUCK MTD.) 22.00 /day 199.00 /day 6.00 /day 9. 5.00 /day 280.258.972.848.00 16.464. CRAWLER TYPE.25/TON/KM 33. CONCRETE MIXER.00 5.00 450. 400 AMP. 1.00 /day 3. 3000 USG 17.024.00 /day 1.328. BACKHOE.00 7.P.00 /day 12.376.00 3. YDS. CRAWLER TYPE. 100 TPIL 28.198.00 /day 240.038.00 /day /day /day /day /day 465.00 /day 308.00 /day 4.00 4. CONCRETE CUTTER 32. VIBRATORY ROLLER . BULLDOZER D–9 D–8 D–7 D–6 D–4 2. DUMPTRUCK 5 CU.344.368.216. 8.00 8.235.00 8. 1 cu. 400 AMP.00 /day . 2 TONS 15. 18” BAR LENGTH. DRIVEN.296. 8.00 /day /day /day /day /day D 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 P P P P P P P P P P P P P A Y 75% 15. 21 – 25 tons 11. WATER PUMP ( 4” DIA.00 6. 5 – 8 CU./LOAD (AVE.809.57)m3/day = P 175. 3.TRAILER.162.00 /day 4.662.320.00 3.) 24. ELECTRIC DRIVEN.694. Base Course = P(78. 21.00 3.00 18.00 7.P.00 5.00 4. AGGREGATE CRUSHER.216.00 /day 195. 100 TPH 29.88 + 57.00 2.25/ton/km. CHAINSAW. LOADER 3 cu.176.00 4.00 /day 4. TYPE.064.00 /day 4.00 /day 6.00 /day 146.184.000 KG – M 16.00 /day 4.00 229.866.) 25.P. STAKE TRUCK. 2 – 5 tons 12.00 3. CONCRETE PAVER 19.248. ½ CU.0 H.632.00 /day 39. 350 – 450 KG.090.00 /day 9.426. WELDING MACHINE GAS DRIVEN. WATER TRUCK (500 – 1000 GALS.00 /day 4. 105 H.09/ton/km.476. 6. ASPHALT DISTRIBUTOR.824.00 7. 200. ASPHALT BATCH PLANT.00 /day 180.00 /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day /day 1.00 5.) 10 CU. 13. 7.808.664.00 1. BAR CUTTER.30/m3 ASSOCIATION OF CARRIERS & EQUIPMENT LESSORS INCORPORATED D E S C R I P T I O TYPE OF EQUIPMENT N R 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 P P P P P P P P P P P P P P A T E / As of 1998 20.00 6. AIR COMPRESSOR 23. 26.00 /day 6.552.00 1.120.242. 2 cu.00 /day 10. m.00 14.106. ROAD ROLLER. DROP HAMMER. 3. 107 H.00 /day 16.00 5.19/ton/km.996.00 7.00 /day 22.00 /day 8.106.592.354. BED 4. PILE HAMMER. TYPE. m.952. 100 H.106. 150.Item 201 – Agg. CONCRETE VIBRATOR 31.00 /day 2. CRANE. 1 Tree per man-day b. m.00 sq.1 Air Comp./man-day a. Equipment B.904.25 sq. Dense . 65 sq. Medium 3. DRILLING RIG HYD CRAWLER.520 sq. 2. 0.) Rock Common Earth 300 430 270 390 230 330 200 280 180 260 160 230 150 220 140 210 130 190 120 170 1.200 sq.) a. 2000 mm dia.50 sq. Labor/MD B.00 /day 27. Daily Output Conc. Removal of Slides Using Payloader: Disposable Distance (meter) 7. ITEM 102 : EXCAVATION .982.00 cu. ITEM 101 : REMOVAL OF STRUCTURES AND OBSTRUCTIONS Reinf.554. 37. m. Asp.976./man-day b. For A and B consider cost of waste disposal.00 /day 64. m. dia. 8. Open refers to traffickless working condition. Conc. ROTARY. Beyond 60 meters use dumptruck for disposal of waste.400 sq. A.50 cu.00 /day DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS COST ESTIMATE GUIDELINES ITEM 100 : CLEARING AND GRUBBING 1. m./man-gang/day 4. 1800 mm dia. m. DRILLING RIG MECH. m. 50. 2.00 /day 20.35. 3.600-2000 MM P P P 91. Individual removal of trees up (Up to max. m. m.00 /day P P P 68. Open – 2.00 /day 86. With Chainsaw – 200 sq. w/ Jackleg B. 2. DRILLING RIG HYD CRAWLER. With Chainsaw – 10 trees/2-man gang/day Note: The above outputs are up to maximum disposal site distance of 10 meters.2 Road Grader C. Light 2.25 m. Pvmnt./man-day . Limited – 1. m. m. m.00 sq. Pvmnt. of 0. 36.928. m.5 10 20 25 30 40 45 50 55 60 Note: Capacity per day (cu.072. Above labor outputs are based on a maximum depth of 2. 0.50 B.2 Blasting requirement per cu. add provisions for hoisting for handling. safety fuse per cu. Labor Common Excavation 3. 1. 0.00 meters. double/multiple . of dynamite stick per case = 330 C.00 80.1 Particulars: Cap.410 C. 3.A.00 Daily Output in cubic meter Unclassified Exc.50 120.25 m3 Backhoe Note: 1.5 Blasting Crew Composition: (Capacity of Crew – 100 holes/day) Note: 1 – License Blaster 2 – Skilled Laborers 2 – Laborers 1.50 A. Consider reduction of manpower and equipment output for heights of more than 1. of solid rock 4 m. deep) Average no. Solid Rock C. D4 --------------.R. 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.00 meters. computations for such waste disposal shall be considered. ITEM 103 : STRUCTURE EXCAVATION Common Exc. Labor B. of solid rock C.50 meters. 0.250 D8 --------------.3 Clearing provisions: Refer to Item 101. 1. m.00 Daily Output in cubic meter Unclassified Exc. Equipment (Bulldozer) Based on a maximum disposal distance of 30 m. m. 1. blasting cap per cu. 2. Provide provision for scaffolds and incidental expenses for heights of more than 1. solid rock = 2 holes (1 m. m.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. For instances where the excavated materials is to be disposed to a specified place.210 D6 --------------. Road Roller and Air Compressor to be assisted by a helper or laborer. All equipments except Dump Trucks.50 S.00 S. m.C : Removal of Slides C. of solid rock: 3 – 4 sticks of dynamite per borehole 2 pcs. 2. For depths exceeding 2.50 meters.R. Labor (Tamping): 2 cu./day 300 cu. Screening and Stockpiling: (Refer to the following formula) General Formula: For Wheel Loaders: Q = q x ( 60/CM ) x E . Shrinkage/Swell factor – 20% (for common borrow only) B. Labor: Daily output in cu. C./day) C.500 sq. m. B. 2. Compaction: C./day # Preparation of gravel road for the construction of Asphalt Concrete Pavement = 9./man-day Equipment: Output of 1 unit Road Grader – 600 cu. m. I TEM 105 : SUBGRADE PREPARATION A.000 sq.2. Number of Dump Trucks per day depends on capacity of Road Grader per day. m./day.1.1 Reshaping and Grading Grader = Roller = 2./man-day for common earth and unclassified material = 4. m. m. m./man-day (applicable to backfills for cross drain or Retaining walls). m. Item 200 or Item 201 or 300 = 12. Quarrying: Output of one (1) D4 Bulldozer 210 cu./day of unprocessed material B. Placing B. 3. Equipment (using motorized Road Grader) A. AGGREGATE HAULING/TIMESPOTTING A. m. SPL./day (400 cu. m. Ratio of one (1) Road Grader to two (2) Road Rollers.ITEM 104 : EMBANKMENT A. A./day # Preparation of dirth/earth road or application of gravel. m. m.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. : : : 50 cu.1. m. Duration for the Water Truck is equal of the duration of the Road Roller.500 sq.2.0 cu./day (400 cu./day) Equipment: Portable plate compactor 1 Tonner Road Roller 9 -11 Tonner Road Roller Note: 1./day 100 cu.500 sq. m./day 2. m. cycle time in minutes job efficiency ql x k heaped capacity of loader bucket factor Cycle time for Loader (cm) 1./hr. Loading. Quarry productivity: F. For screening coarse aggregates Q = 49. = 60% arrive azt . m.20 0.m. 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. production per cycle in cu.30 Torque Flow Drive 0.8 qFc (cu. 1.8 qFc (cu. turning and waiting time FIXED TIME: V – Shaped Cross Load and Loading Loading Carry Direct Drive 0.20 0.83 (83%) Cm = 1.3 km/hr) R1 = (0 – 7.8 km/hr) Computation for screening and stockpiling for wheel loaders (articulated) Use job efficiency ( E ) of 0. For a V – shaped loading Cm = D/F + 2 + D/R + 2 + Z 3. introduce (f) quarry factors to the general formula.30 0. in the screening process of fine and coarse aggregates. use q Q x (60/1) x (0.) Moreover. * Q Where q is the struck bucket capacity However.A. (cycle time for screening 1 bucket of unprocessed material) = q x (60/cm) x E./hr.50 cu.35 Hydraulic Drive 0. Screening fine aggregates Q = 49.) 2.35 Travel Speed: F1 = (0 – 7. for screening fine and course aggregates. m. Materials which needs to be determined as a factor of cycle time to be multiplied to the above formula to the output capacity.00 min. Q./hr.83) = use truck bucket capacity = 49.Where: Q = q = CM = E = q = ql = k = hourly production in cu.23 0. In a cross loading Cm = D/F + D/R + Z 2.8 q cm/hr. Sample Problem: Given: q = 1. therefore. m. m. there is extra time required for stockpiling and screened waste. 96 22. + 4. m. 11. Total = 6. after screening for the fine aggregates proceeds to screen the waste to produce coarse In so doing. in one hour = 4. Total time to produce 7 cu.5 = = = = = 12. m. Where volume of coarse aggregate to be extracted from waste material = 11. m. of fine aggregates from 11.60 mon.50 = = 3.38 min. = 1. fine agg. Total Cycle = Screening Time 4. 67 cu. Approximate time to transfer 7 cu. of unprocessed material from the given source id: = 7.0 min. m. m.50 cu.85 (7 cu.67 . m.78 Screening Time = 7. aggregates. = 12.A.22 cu./12.17 min Should only be 1. Total Waste = 11.17 cu. fine aggregates Total time to produce 3.5 cu. fine aggregates Volume of unprocessed material to produce 7 cu. m.113 min.78 cycles x 1 min.67 cu./day with the fine aggregates treated as waste.7 = 4. m.78 min.78 min. of cycles = 11.17 cu. To summarize. greater than 1.. m.96 x 3. m. screening and stockpiling output of 1 payloader and 2 screens from the given source. Total Minutes In one hour.30 min. m. m.) = 34 cu. per cycle = 7. In one day. = 30% Waste = 10% For 7 cu. production is 67 cu.11 cu.50 = 7.6 minutes Then the total time to produce and stockpile 7 cu. m. = 4. m.0 60/18. screened material to stockpile = 4. because the loader capacity considered is 1. Stockpiling Time = 3. No. m. m.5/7. production is.38 minutes The number of cycle in 1 hr.6 = 2.38 6. The preceding computation takes into consideration further processing of waste materials to produce coarse aggregates.58 min.e. m.85 Production of F. combining the production of fine and coarse aggregate From the given source. In this condition there are two screens. coarse agg.C.11 (6) = = 133 cu.113 3. For fine aggregates = For coarse aggregates = 22. x 1.96 x 7.22 (6) 11. Cycle time: . = 60 min. For fine aggregates = For coarse aggregates = 60/18. m.60 = 11.67 x 0. (V) V = 7/0.58 18.67 cu.67/1.30 = 3.0 min.0 x 4. m. one for fine aggregates and one for coarse aggregates and the loader. Removal of Waste = 1.67 cu. m. In cases where there is a need for coarse aggregate only. i.5 cu.A.67/1. Compacting capacity of 1 unit road roller – 300 cu. m. Daily production = 24. Slack Time = 5 mins.6 min. = 2 mins. m. Loading and Unloading C.2 Capacity of 1 unit dumptruck: D. Manual Loading (crew of 6 Laborers to fill 1 unit) C. Spreading capacity of 1 unit road grader – 600 cu. Stockpiling of Boulders: E.67 min. Using payloader and dumptrucks: 1.) Removal of Waste = 4.78 min. Loaded Trip W/o Load E. = 4. m.00 cu. hnce it works only for 6 hours in a day.From side slope: (Barring down and stockpiling) Labor Capacity – 2. = 17. C. Equiment proportion is 1 unit road grader to 2 units road roller.2.63 cu. m. In one hour. of cycle in one hour = 60/17. m./day Duration of water truck is equal to the duration of road grader. = 4./day C. m.Screening time = 11.3. Depending on the availability on location of maneuvering area: 2. D Labor/Supervision ./MD ITEM 200 : AGGREGATE SUB-BASE COARSE ITEM 201 : AGGREGATE BASE COARSE A.05 min. Boulders – 6 minutes b. Stockpiling time (for 7 cu. m.00 cu.63 x 6 hrs.1 Loading and Unloading Time: a. x 1.1. = 7.0 min.1 hr.1.52 = 24.05 Hourly production = 3.67/1.52 x 7 cu.Picking and stockpiling from riverbed Labor Capacity – 2. = 148. = 3. Aggregates: a. Shrinkage Factor – 15% B. Speed of Dumptruck: Below 7% Grade Dirt Road Paved 15 25 20 30 Speed in KPH 7 -12% Dirt Road Paved 10 15 15 20 Above 12% Paved 5 10 -5 cu. m. m. = 1 min. m./MD E.2 Unloading time a. the equipment is assumed to work only for 45 minutes.50 x 1.0 min. . Loading Time a.00 cu.67 cu. Total time per cycle Total no. – 6 mins. m.1. Crew at batching plant 4 – Laborers 1 – Materials Lab. B. m. Tech. of trips/day.2. Materials: A. apply time spotting (maximum distance of batching plant) 2. m. 90 bags per 1 bagger concrete mixer) (70 bags : presently being adopted) b.50 cu. m. 2 – portable concrete vibrator c.e. PCCP) 1 – Civil Engineer 1 – Material Engineer 1 – Laboratory Technician 1 – Foreman 4 – Masons 2 – Carpenters 24 – Laborers c. m. 1 – bar cutter c.3. Using Transit Mixer (3. A. 10 – Laborers . For no. of concrete 0. m. Batching and Casting in – place: B.1 – Civil Engineer 1 – Foreman 2 – Flagmen (Optional) 1 – Lab. 3.1 Using 2 units 1 -= bagger mixer (minimum) a. joint fillers.80 cu. m.80 – 0. per cu. Capacity = 180 bags/day (i. dowel bars. 1 – concrete cutter B.) Fine Aggregates: Coarse Aggregates: Include other miscellaneous accessories e. etc. Crew at project site: 1 – Civil Engineer 1 – Foreman 2 – Masons 2 – Carpenters 4. of concrete Aggregates: Loose Volume Qty. 9 -10 bags of cement per cu. Tech.90 cu.2. (0.1. Equipment Requirement: 1 – Material Engineer 1 – Material Lab.6 cu.4. Crew members: (for 20 cu.2. (0.) 0. 1 – Helper/Laborer for every equipment except for Dumptrucks and Rollers ITEM 311 : PORTLAND CEMENT CONCRETE PAVEMENT (PCCP) A. Consider water provision c. m.g. Tech.50 cu. Equipment support for 2 units 1 – bagger mixer c.45 – 0.) 1. Combination of the above or any method specified under the 1995 DPWH Std Specs D.) 0. Crew Composition. Hammer – TDH – 22 2.2. Capacity of gang = 750 kg.4.85 .) 0./cu. Labor: (Cutting. bending. m.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. Curing Compound./day C. installation & other miscellaneous works) B.2.2 Forms are expected to be re – used for a minimum of five (5) times D. m. Per ton of steel bar B.3 Consider provisions for used oil ITEM 400 : PILING Conditions: 1.1. (Minimum composition) 1 – Civil Engineer 1 – Construction Foreman 2 – Steelman B. Equipment required per gang 1 – unit Bar Cutter ITEM 405 : STRUCTURAL CONCRETE A.45 GRAVEL FACTOR (loose vol.50 0.1. Materials 2 – Skilled Laborers 6 – Laborers CLASS A (1) B (2) CEMENT FACTOR (bags/cu. fabrication.1 Estimate forms for 3 days operation D.1. Ponding C.80 0. Materials: A.10 8. m.00 SAND FACTOR (loose vol. specify C./cu. Tie Wires: 15 kgs. Piles are spotted Capacity = 6 to 8 meter/hour depending on type of foundation ITEM 404 : REINFORCING STEEL BAR A. OTHERS: D.) 9. Cutting Provisions: C. 1. 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.C (3) D (4) 9.2. m. Fabrication and Installation = 2.4. D. Curing: C.75 0.50 11. Scaffolds for Bridges: Materials: 27 bd./day 2 – Carpenters 4 – Laborers section ITEM 500 : PIPE CULVERTS AND STORM DRAINS A. Batching and Casting in – place B.44 0. Capacity of crew per day 24 pcs. per meter height per meter span 35 sq. Scope of Works: . The duration for 1 – bagger or 2 – bagger mixer depends on equipment utilization schedule as reflected in the PERT/CPM./day 60 sq. 8 pcs. B.55 0.2. Backfilling shall be Item 104. B.) C. 12 pcs.1.00 0. m..1.73 B. Formworks: D. (See B. Formworks: Minimum Crew Composition: 1 – Civil Engineer 1 – Construction Foreman Capacity: 1. Stripping = D. 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. Size of RCCP 300 mm 450 mm 610 mm Crew Composition: 1 – Civil Engineer 1 – Foreman 1 – Mason 6 – Laborers Laying and Collaring. DPWH Specs. B. Duration of transit mixer is dependent on the speed setting forms and type and size of structures.3. ft.1. Scope of Works: B. Supporting equipment for batching plant same as Item 311. Either ponding or use of curing compound or combination or both as specified in the Std. Tech. Foundation preparation and excavation A. Boulders C.) C. Double or multiple handling. D. Labor: Laying of boulders./man-day Capacity of Laborers – 0.2. m. ITEM 505 : STONE MASONRY (Proportion of mortar mixture – 1 part cement to 2 parts and by volume) A.2. m. m. per man-day. grouting./man – day (this capacity is based on the assumption that all materials are within reach of the laborers. if necessary should be derived B. m.3 Sand – – – equal to volume of grouted riprap 2. Cement C.75 cu. Curing A.1.4. Materials: C.25/cu. Portland Cement: 5 bags per cu. Scope of Work: The same as Item 504.5 bags per volume of grouted riprap 25% 0f volume of grouted riprap – 0. Materials: C. Water provisions: Consider source or availability of water at site. Tech.3.5 cu.50 to 1. Crew Composition: 1 – Civil Engineer 1 – Foeman 10 – Laborers Capacity of gang = 18 cu. of stone masonry .1.e. Labor: Crew Composition: (minimum) 1 – Civil Engineer 2 – Skilled Laborer 1 – Foreman 6 – Laborers 1 – Materials Lab. B.00 cu. Grouted Riprap B. C.5.2. Preparation of foundation i.A. 6 – Skilled Laborers 12 – Laborers Capacity of Gang – 13. m. m. excavation: Labor capacity – See Item 103: Structure Excavation For capacity of laborers. Minimum Crew Composition: 1 – Civil Engineer 1 – Construction Foreman 1 – Materials Lab. curing and installation of weepholes. per man-day or an average of 0. Laying of boulders and grouting A.1. Provision of weepholes A. 57 . M. D.00 PER/DAY 500.258. M.00 PER/DAY 500.662./DAY 4.3. Grouted Riprap Note: For Stone Masonry. of stone masonry was based on minimum mortar bedding and joint thickness of 35 mm.C.00 PER/DAY 150. Sand: 30% volume of stone masonry C. Boulders: Equal to volume of stone masonry C. DERIVATION FOR STOCKPILING COST: FOR D7 BULLDOZER RATE CAPACITY FOR PAYLOADER (2 M3 CAP) RATE CAPACITY UNIT COST UNIT COST = = = = = = P P 9.662.85 DERIVATION FOR PROCESSING COST (COARSE AGGREGATES) FOR PAYLOADER (2 M3 CAP) RATE OUTPUT/DAY FOREMAN LABORER UNIT COST UNIT COST = = = = = = P P P 4. the cement factor of 5 bags per cu./DAY 377.00 CU. Water and equipment provision: Refer to Item 504.00 CU. M.4.00 PER DAY 220.2. m.662. M.00 PER/DAY 100.84 DERIVATION FOR PROCESSING COST (FINE AGGREGATES & EMBANKMENT) FOR PAYLOADER (2 M3 CAP) RATE OUTPUT/DAY FOREMAN LABORER UNIT COST UNIT COST = = = = = = P P P 4. Weepholes: As indicated in the plans.00 PER DAY 4662 + 377 + 220 --------------------------150 P 38.00 PER DAY 4662 + 377 + 220 --------------------------100 P 57.00 PER DAY 220.00 CU./DAY 9258 + 4663 ----------------------------500 P 27.00 CU./DAY 377. 375 1.750 2.500 0.375 0.188 % of TEPC Rolling Terrain Mountainous New Rehab New Rehab 1.250 1.250 0.500 2. 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.750 0.500 0.625 0.000 0.750 0.3 M 0.500 1.500 0.O. No.000 0. Contingency.625 2. January 30.250 1.000 1.000 0.75 M 0.500 Flat Terrain New Rehab 1.750 0.75 M ~ 2.0 M ~ % of TEPC 1. 30 Series of 1991.000 0.875 0.375 0.1 M ~ 0.0 M 5.3 M ~ 0.1 M 0.125 1.750 0.250 1. Miscellaneous (7) Contract Tax (VA) Ten percent (10%) of Estimated Direct Cost (EDC) (8) Around 0 ~ 10% of Total Direct Cost .GUIDELINES FOR INDIRECT COST (1) Pre – Construction Engineering (PCE) PROJECT COST 0 ~ 1M 1M ~ 2M 2M ~ 5M 5M ~ (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 ~ 0.875 TEPC: Total Estimated Project Cost (6) Contractor’s Overhead/Profits (Refer to D.0 M ~ 5.250 0.0 M 2. /DEMOB. 29 27 26 24 23 21 ESTIMATED DIECT COST (EDC) 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. PROFIT AND MOB./ DEMOB. 57 Series of 2002 TOTAL MAXIMUM INDIRECT COST % FOR OCM. (maximum) 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 1 1 1 1 1 1 .DEPARTMENT ORDER NO.