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Dpwh cost estimate guidelines
Bachelor of Science in Civil Engineering
Mindanao State University
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EQUIPMENT OUTPUT/DAY
BASIC ASSUMPTIONS:
- Average output of Road Roller (12 passes) 360 m 3 /day (FLAT) (Vibratory Roller) 300 m 3 /day (ROLLING & MOUNTANOUS)
- Average output of Road Grader 400-500 m 2 /day
- Average output of Asphalt Distributor 2,400 m 2 /day
- Average output of Transit Mixer 30 m 3 /day (8 trips – 4 cu. m. cap)
- Average output of one gang
For clearing & grubbing 4,000 m 2 /day
a. Road Grader b, Payloader c. Dumptruck (min. of 2 units)
- Average output of one gang
For Removal of Dilapidated PCCP 100-200 m 2 /day
OPTION NO. 1 (USE 100 M 2 /DAY)
a. Jackhammer b, Payloader c. Dumptruck
OPTION NO. 2 (USE 200 M 2 /DAY)
a. Backhoe with Concrete Breaker or Pencil Hammer b. Payloader c. Dumptruck (min. of 2 units)
- Average output of one gang
For surplus common excavation 400-500 m 3 /day (full excavation)
a. Bulldozer D b. Payloader c. Dumptruck (min. of 2 units)
- Average output of one gang
For Embankment 300-400 m 3 /day (emb. from road cut) add dozer
a. Road Grader base from HD (if embankment from other source) no b. Payloader bulldozer c. Dumptruck d. Road Roller e. Water Truck
- Average output of one gang
For Sub-grade preparation 2,400 m 2 /day a. Road Grader b. Vibratory Roller c. Water Truck
- Average output of one gang
For Agg. Sub-base course 300-400 m 3 /day
a. Road Grader flat = 400 m 3 /day b. Road Roller rolling = 350 m 3 /day c. Water Truck mountainous = 300 m 3 /day
- Average output of one gang
For Agg. Base course 300-400 m 3 /day
a. Road Grader flat = 400 m 3 /day b. Road Roller rolling = 350 m 3 /day c. Water Truck mountainous = 300 m 3 /day
- Average output of one gang
For Bituminous Conc. Surface course 2,249 m 2 /d (0 thk.) verify maintenance 1,500 m 2 /day (0 thk.) verify maintenance
a. Asphalt Paver b. Steel Roller c. Pneumatic Roller
- Average output of one gang
For PCCP (transit mixer) 90 m 3 /day (0 thk.) 90 m 3 /day (0 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 m 3 /day
- Average output of one gang
For Structural Conc. Class A 27 m 3 /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 m 3 /day
Average output of Backhoe 150 m 3 /day
Average output of Crane Clamshell 150 m 3 /day (with back-up equip’t. Below)
Average output of Bulldozer 350 m 3 /day (D6) 500 m 3 /day (D7)
Average output of Dredger 80 m 3 /day (10”) 200 m 3 /day (12”)
HAULING OF AGGREGATES DATA
FLAT ROLLING MOUNTAINOUS
SPEED (KPH)
W/ LOAD
W/O LOAD
30.
30.
20.
30.
15.
25.
CAPACITY (M 3 )
5.
10.
4.
6.
3.
4.
NO. OF DT 1 1 1.
ITEM 202: Flat = 12 m Rolling = 8 m Mountainous = 6 m
FURNISHING OF AGGREGATES
A. HAULING:
- Stockpiling and loading use: 1 – 7 Bulldozer, capacity = 500 m 3 /day use: 1 – Payloader, capacity = 500 m 3 /day P 9,258/day + P 4,662/day Unit Cost = ------------------------------------------------ = P 27/m 3 500 m 3 /day
- Hauling Cost Average Haul Distance = 5 KM. Average truck speed per day = 25 KPH 2 x 5 x 60 kph Travel time = ------------------------------------------------- = 24 mins. 25 kphLoading, unloading & shifting time = 20 mins.Total cycle time 44 mins.
8 X 60 (83% eff.) No. of trips/day = ------------------------------------------- = 9 say 9 trips 44 mins.
P 6,024/day Unit Cost = ------------------------------------------ = P 66/m 3 9 x 10 m 3 /truck
- Excise Tax (3% of items 1 & 2) = P 2/m 3
- Royalty access road Prov’l. & Brgy. Tax = P 15/m 3Hauling Cost P 112/m 3
B. PROCESSING: 1. Fine Aggregates P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 24/m 3 150 m 3 /day
P 3,198 + P 304 + P 220. Washing = ------------------------------------------------- = P 18/m 3 200 m 3 /day ========== P 43/m 3 FA = P 112/m 3 + P 43/m 3 = P 156/m 3 2. Coarse Aggregate P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 37/m 3 100 m 3 /day
P 3,198 + P 304 + P 220. Washing = ------------------------------------------------- = P 18/m 3 200 m 3 /day ========== P 55/m 3 CA = P 112/m 3 + P 55/m 3 = P 168/m 3
- Sub – base course P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 14/m 3 250 m 3 /day P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 24/m 3 150 m 3 /day
P 3,198 + P 304 + P 220. Blending = ------------------------------------------------- = P 12/m 3 300 m 3 /day ==========
P 37/m 3
200 (Processed) = P ( 112 + 14 ) m 3 /day= P 127/m 3 201 (Processed) = P ( 112 + 37 ) m 3 /day= P 149/m 3
FURNISHING OF AGGREGATES
A. HAULING:
- Stockpiling and loading use: 1 – 7 Bulldozer, capacity = 500 m 3 /day use: 1 – Payloader, capacity = 500 m 3 /day P 9,258/day + P 4,662/day Unit Cost = ------------------------------------------------ = P 27/m 3 500 m 3 /day
- Hauling Cost (Source = unknown) Average Haul Distance = 5 KM. Average truck speed per day = 25 KPH 2 x 5 x 60 kph Travel time = ------------------------------------------------- = 24 mins. 25 kphLoading, unloading & shifting time = 20 mins.Total cycle time 44 mins.
8 X 60 (83% eff.) No. of trips/day = ------------------------------------------- = 9 say 9 trips 44 mins.
P 6,024/day Unit Cost = ------------------------------------------ = P 66/m 3 9 x 10 m 3 /truck
- Excise Tax (3% of items 1 & 2) = P 2/m 3
- Royalty access road Prov’l. & Brgy. Tax = P 15/m 3Hauling Cost P 112/m 3
B. PROCESSING: 1. Fine Aggregates P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 24/m 3 150 m 3 /day
P 3,198 + P 304 + P 220. Washing = ------------------------------------------------- = P 18/m 3 200 m 3 /day ========== P 43/m 3 FA = P 112/m 3 + P 43/m 3 = P 156/m 3 2. Coarse Aggregate P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 37/m 3 100 m 3 /day
P 3,198 + P 304 + P 220. Washing = ------------------------------------------------- = P 18/m 3 200 m 3 /day ========== P 55/m 3 CA = P 112/m 3 + P 55/m 3 = P 168/m 3
- Sub – base course P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 14/m 3 250 m 3 /day P 3,198 + P 304 + P 220. Screening = ------------------------------------------------- = P 24/m 3 150 m 3 /day
Item 201 – Agg. Base Course = P(78 + 57 + 38)m 3 /day = P 175/m 3
ASSOCIATION OF CARRIERS & EQUIPMENT LESSORS INCORPORATED
D E S C R I P T I O N R A T E / D A Y
TYPE OF EQUIPMENT As of 1998 75%
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. 5. PNEUMATIC ROLLER, 107 H. 6. VIBRATORY ROLLER , 100 H. 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, M 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 – 2 BAGGER 20. CONCRETE TRANSIT MIXER, 5 – 8 CU. YDS. 21. DUMPTRUCK 5 CU. M./LOAD (AVE.) 10 CU./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, L. BED 4/TON/KM L. BED 4/TON/KM 33. BAR CUTTER, 350 – 450 KG./DAY 34. CHAINSAW, 18” BAR LENGTH, 8 H.
P 20,248 /day P 18,809 /day P 12,344 /day P 10,176 /day P 5,328 /day
P 8,328 /day P 6,216 /day P 4,264 /day P 6,368 /day P 4,120 /day P 4,216 /day P 11,184 /day P 2,488 /day P 23,376 /day P 10,064 /day P 9,296 /day P 3,552 /day P 9,656 /day P 7,592 /day P 600 /day P 22,320 /day P 6,808 /day P 6,808 /day P 10,464 /day P 1,384 /day P 8,528 /day
P 4,952 /day P 8,032 /day P 4,472 /day P 305 /day P 7,744 /day
P 465 /day P 240 /day P 16,635 /day P 373,571 /day P 39,235 /day P 4,824 /day P 265 /day P 308 /day P 4/ton/km. P 4/ton/km. P 200 /day P 195 /day
P 15,186 /day P 14,106 /day P 9,258 /day P 7,632 /day P 3,996 /day
P 6,246 /day P 4,662 /day P 3,198 /day P 4,776 /day P 3,090 /day P 3,162 /day P 8,388 /day P 1,866 /day
P 7,548 /day P 6,972 /day P 2,664 /day P 7,242 /day P 5,694 /day P 450 /day P 16,740 /day P 5,106 /day P 5,106 /day P 7,848 /day P 1,038 /day P 6,396 /day
P 3,714 /day P 6,024 /day P 3,354 /day P 229 /day P 5,808 /day
P 349 /day P 180 /day P 12,476 /day P 280,178 /day P 29,426 /day P 3,618 /day P 199 /day P 231 /day P 3/ton/km. P 3/ton/km. P 150 /day P 146 /day
- DRILLING RIG HYD CRAWLER, 2000 mm dia.
- DRILLING RIG HYD CRAWLER, 1800 mm dia.
- DRILLING RIG MECH. ROTARY,600-2000 MM
P 91,904 /day P 86,072 /day P 27,976 /day
P 68,928 /day P 64,554 /day P 20,982 /day
DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS
COST ESTIMATE GUIDELINES
ITEM 100 : CLEARING AND GRUBBING
- Light - 50 sq. m,/man-day
- Medium - 25 sq. m./man-day
- Dense a. 65 sq. m./man-day b. With Chainsaw – 200 sq. m./man-gang/day
- Individual removal of trees up (Up to max. of 0 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
Daily Output Reinf. Conc. Conc. Pvmnt. Asp. Pvmnt. A. Labor/MD 0 cu. m. 2 sq. m. 8 sq. m. B. Equipment
2 cu. m. 50 sq. m.
B Air Comp. w/ Jackleg B Road Grader Open – 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 7 300 430 10 270 390 20 230 330 25 200 280 30 180 260 40 160 230 45 150 220 50 140 210 55 130 190 60 120 170
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
ITEM 104 : EMBANKMENT
A. Shrinkage/Swell factor – 20% (for common borrow only)
B. Placing
B. Labor: Daily output in cu. m./man-day for common earth and unclassified material = 4 cu. m./man-day B. Equipment: Output of 1 unit Road Grader – 600 cu. m./day (400 cu. m./day)
C. Compaction:
C. Labor (Tamping): 2 cu. m./man-day (applicable to backfills for cross drain or Retaining walls).
C. Equipment: Portable plate compactor : 50 cu. m./day 1 Tonner Road Roller : 100 cu. m./day 9 -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 Reshaping and Grading
Grader = 2,500 sq. m./day Roller = 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 ofAsphalt Concrete Pavement = 9,000 sq. m./day.
A Compaction
Required duration for road Roller is the same that of the Road Grader and theduration 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 minutes E = job efficiency q = ql x k ql = heaped capacity of loader k = bucket factor
Cycle time for Loader (cm)
- In a cross loading
Cm = D/F + D/R + Z
- For a V – shaped loading
Cm = D/F + 2 + D/R + 2 + Z
- In load and carry
Cm = D/F x 2
Where: Cm = cycle time in minutes D = hauling distance F = forward speed in meters/minute R = reverse speed in meters/minute Z = fixed time (minutes) – sum of gear shifting, Loading, turning and waiting time
FIXED TIME: V – Shaped Loading
Cross Loading
Load and Carry Direct Drive 0 0. Hydraulic Drive 0 0. Torque Flow Drive 0 0 0. Travel Speed: F1 = (0 – 7 km/hr) R1 = (0 – 7 km/hr)
- Computation for screening and stockpiling for wheel loaders (articulated) Use job efficiency ( E ) of 0 (83%) Cm = 1 min. (cycle time for screening 1 bucket of unprocessed material)
Q = q x (60/cm) x E; use q = use truck bucket capacity Q x (60/1) x (0) = 49 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.
- Screening fine aggregates Q = 49 qFc (cu./hr.)
- For screening coarse aggregates Q = 49 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 azt the output capacity, Q.
Sample Problem:
Given: q = 1 cu. m. Quarry productivity: F. = 60%
Screening time = 11.67/1 x 1 min. = 7 min. Stockpiling time (for 7 cu. m.) = 4 min. Removal of Waste = 4 cu. m. x 1 min. = 4 min. Total time per cycle = 17 min. Total no. of cycle in one hour = 60/17 = 3. Hourly production = 3 x 7 cu. m. = 24 cu. m. Daily production = 24 x 6 hrs. = 148 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 Loading and Unloading Time:
a. Using payloader and dumptrucks:
- Aggregates: a. Loading Time = 5 mins. a Unloading time = 1 min. a. Slack Time = 2 mins. – 6 mins.
Depending on the availability on location of maneuvering area:
- Boulders – 6 minutes
b. Manual Loading (crew of 6 Laborers to fill 1 unit)
C Capacity of 1 unit dumptruck: -5 cu. m. - 1 hr.
D. Speed of Dumptruck:
Speed in KPH Below 7% Grade 7 -12% Above 12% Dirt Road Paved Dirt Road Paved Paved Loaded Trip 15 25 10 15 5 W/o Load 20 30 15 20 10
E. Stockpiling of Boulders:
E.1 side slope: (Barring down and stockpiling)
Labor Capacity – 2 cu. m./MD
E.2 and stockpiling from riverbed
Labor Capacity – 2 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 for 2 – Flagmen (Optional) Dumptrucks and Rollers
ITEM 311 : PORTLAND CEMENT CONCRETE PAVEMENT (PCCP)
A. Materials:
A. 9 -10 bags of cement per cu. m. of concrete
A. Aggregates:
Loose Volume Qty. per cu. m. of concrete Fine Aggregates: 0 cu. m. (0 – 0 cu. m.) Coarse Aggregates: 0 cu. m. (0 – 0 cu. m.)
Include other miscellaneous accessories e. dowel bars, joint fillers, etc.
B. Batching and Casting in – place:
B Using 2 units 1 -= bagger mixer (minimum)
a. Capacity = 180 bags/day (i. 90 bags per 1 bagger concrete mixer) (70 bags : presently being adopted)
b. Crew members: (for 20 cu. m. PCCP)
1 – Civil Engineer 4 – Masons 1 – Material Engineer 2 – Carpenters 1 – Laboratory Technician 24 – Laborers 1 – Foreman
c. Equipment support for 2 units 1 – bagger mixer
c. Consider water provision c. 2 – portable concrete vibrator c. 1 – bar cutter c. 1 – concrete cutter
B. Using Transit Mixer (3 cu. m.)
For no. of trips/day, apply time spotting (maximum distance of batching plant)
Crew at batching plant
4 – Laborers 1 – Materials Lab. Tech.
- Crew at project site:
1 – Civil Engineer 1 – Material Engineer 1 – Foreman 1 – Material Lab. Tech. 2 – Masons 10 – Laborers 2 – Carpenters
- Equipment Requirement:
C ( 3 ) 9 0 0.
D ( 4 ) 11 0 0.
B. Batching and Casting in – place
B. The duration for 1 – bagger or 2 – bagger mixer depends on equipment utilization schedule as reflected in the PERT/CPM. B.. 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. Supporting equipment for batching plant same as Item 311. B. Duration of transit mixer is dependent on the speed setting forms and type and size of structures. (See B.)
C. Curing:
C. Either ponding or use of curing compound or combination or both as specified in the Std. DPWH Specs.
D. Formworks:
D. Formworks:
Minimum Crew Composition:
1 – Civil Engineer 2 – Carpenters 1 – Construction Foreman 4 – Laborers
Capacity:
- Fabrication and Installation = 35 sq. m./day
- Stripping = 60 sq. m./day
D. 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. Laying of boulders and grouting A. Curing A. Foundation preparation and excavation A. Provision of weepholes A. 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. Preparation of foundation i. 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. Boulders – equal to volume of grouted riprap C. Cement – 2 bags per volume of grouted riprap C Sand – 25% 0f volume of grouted riprap – 0/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 Laborers 1 – Construction Foreman 12 – Laborers 1 – Materials Lab. Tech.
Capacity of Gang – 13 cu. m./man-day Capacity of Laborers – 0 to 1 cu. m. per man-day or an average of 0. cu. m. per man-day.
C. Materials:
C. Portland Cement: 5 bags per cu. m. of stone masonry
GUIDELINES FOR INDIRECT COST
(1) Pre – Construction Engineering (PCE)
PROJECT
COST
% of TEPC Flat Terrain Rolling Terrain Mountainous New Rehab New Rehab New Rehab 0 ~ 1 M 1 0 1 0 2 1. 1 M ~ 2 M 0 0 1 0 2 1. 2 M ~ 5 M 0 0 1 0 2 1. 5 M ~ 0 0 0 0 1 0. 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 % of TEPC 0 ~ 0 M 1. 0 M ~ 0 M 1. 0 M ~ 0 M 0. 0 M ~ 2 M 0. 2 M ~ 5 M 0. 5 M ~ 0.
(6) Contractor’s Overhead/Profits (Refer to D. No. 30 Series of 1991, January 30, 1991) Project Cost
% of Construction Cost OCM Profit Mob/Demob Total 0 ~ 1 M 13 15 2 30 2 M ~ 5 M 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)
INDIRECT COST %
FOR OCM AND PROFIT
(maximum ranges)
% COST FOR
MOB./DEMOB.
(maximum)
TOTAL
MAXIMUM
INDIRECT
COST % FOR
OCM, PROFIT
AND MOB./
OCM DEMOB.
(% of EDC)
PROFIT
(% of EDC) Up to P 1 Million 13 15 1 29 Above 1 M to 5 M 12 14 1 27 Above 5 to 10 M 12 13 1 26 Above 10 M to 20 M 11 12 1 24 Above 20 M to 50 M 11 11 1 23 Above 50 M 10 10 1 21
Dpwh cost estimate guidelines
Course: Bachelor of Science in Civil Engineering
University: Mindanao State University
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