Earthwork Engineering
　　I. Site leveling quantity: For buildings (or structures), calculated based on the ground floor construction area; for fences, calculated as centerline length plus 700mm on each side; for roads, outdoor trenches, and pipelines, site leveling is not calculated. II. Excavation of trenches, pits, and earthwork quantities shall be calculated based on the illustrated excavation volume according to the following provisions: 1. Classification of trenches, pits, and earthwork: Trenches with a bottom width within 3m and a length greater than 3 times the width are classified as trenches; pits with a bottom area within 20m2 are classified as pits; those with trench bottom width exceeding 3m or pit bottom area exceeding 20m2 are classified as earthwork. 2. Slope allowance: If specified in the design, follow the design; if not specified and conforming to the table below, calculate the slope allowance using the coefficients in the table; otherwise, no slope allowance is calculated. Slope Coefficient Table Soil Category Slope Starting Point (m) Manual Excavation Mechanical Excavation
　　Operation in Pit Operation on Pit
　　Categories I and II soil 1.20 1:0.50 1:0.33 1:0.75
　　Category III soil 1.50 1:0.33 1:0.25 1:0.67
　　Category IV soil 2.00 1:0.25 1:0.10 1:0.33
　　Note: ① For different soil categories, calculate separately according to their slope starting points and coefficients, and use weighted average based on different soil thicknesses. ② When calculating slope allowance, repeated quantities at junctions shall not be deducted; if a foundation cushion exists, the slope shall be calculated from the upper surface of the cushion. 3. When trench or pit (earthwork) excavation requires retaining boards, the excavation width shall be calculated as the illustrated trench or pit (earthwork) bottom width plus 100mm for single-sided and 200mm for double-sided. The area of retaining boards is calculated as the vertical support area; single-sided retaining board quantity is calculated as single-sided, and double-sided as double-sided. No slope allowance earthwork quantity shall be calculated for retaining boards.
　　5. Trench excavation: ① Trench length: For both internal and external walls, calculated as the illustrated centerline length; the volume of internal and external protruding parts (pilasters, attached wall chimneys, etc.) shall be incorporated into the trench earthwork quantity. ② When trenches connect with independent pits or earthwork (raft foundation), the length shall deduct the bottom width of the independent pit or earthwork (including working face dimensions, without deducting repeated slope junction parts). 6. Pipe trench excavation: Calculated as the illustrated centerline length. Trench bottom width: If specified in the design, calculate according to the design dimensions; if not specified, calculate according to the widths in the table below.
　　III. Backfill engineering, distinguished as compacted backfill and loose backfill, shall be calculated based on the illustrated backfill volume according to the following provisions: 1. Trench and pit backfill: Calculated as the excavation volume minus the volume occupied by buried masonry structures (including cushions, foundations, etc.) below the designed outdoor ground level and pipelines. 2. Indoor backfill soil: Calculated as the net area between main walls multiplied by the backfill thickness; if the design requires a compaction degree greater than 90%, follow the provisions for plain soil cushion in Chapter 6. 3. Surplus soil removal or borrow: The difference between total excavation volume and total backfill volume; if positive, it is the surplus soil removal volume; if negative, it is the borrow volume. 4. If there is no storage space at the construction site, the excavated soil must be transported away and then transported back for backfilling; the cost of such round-trip transportation shall be calculated separately based on the approved construction organization design. IV. Rock excavation and blasting quantities shall be calculated according to the following provisions by rock type: 1. Manual rock excavation: Calculated by the illustrated volume. 2. Blasting rock: Calculated by the illustrated volume. The allowable over-excavation for depth and width of trenches and pits is: 200mm for medium hard rock, 150mm for extra hard rock; the over-excavated rock shall be incorporated into the rock excavation volume. 3. When excavating rock trenches and pits, if manual vertical transportation of rock to the trench (pit) edge is required, no additional labor is counted for depths within 0.5m; for depths exceeding 0.5m, add comprehensive labor days according to the table below: Depth (m, within) 2 3 4
　　Additional labor days 0.25 0.35 0.44
　　V. Mechanical earthwork excavation does not include areas inaccessible to machinery. When preparing the budget, the quantity for mechanical excavation shall be 90% of the total excavation volume, and manual excavation 10%; the manual excavation portion shall be calculated with the corresponding quota labor multiplied by a coefficient of 1.5. When preparing the completion settlement, the quantities of manual and mechanical excavation shall be calculated according to the actual proportion; if the manual excavation quantity exceeds 10% of the total excavation volume, the quota labor for the manual excavation portion shall not be multiplied by the coefficient of 1.5. VI. Mechanical earthwork transportation distance shall be calculated according to the following provisions: 1. Bulldozer push distance: Calculated as the straight-line distance from the center of gravity of the excavation area to the center of gravity of the backfill area. 2. Scraper transport distance: Calculated as the distance from the center of gravity of the excavation area to the center of gravity of the unloading area to the center of gravity of the fill area plus a turning distance of 45m. 3. Dump truck transport distance: Calculated as the shortest distance from the center of gravity of the excavation area to the center of gravity of the fill area (or stockpile location). VII. Dynamic compaction shall be distinguished by compaction energy and number of blows, and calculated based on the designed dynamic compaction area shown on drawings. Low-hammer full tamping shall be calculated based on the actual area.
　　Pile Foundation Engineering
　　I. For hammer-driven and static-pressed reinforced concrete precast square piles and pipe piles, the driving (pressing) quantity shall be calculated as the designed length multiplied by the cross-sectional area of the square pile or the annular area of the pipe pile, in volume, without deducting the virtual volume of the concrete pile tip; the void volume of the pipe core shall be deducted. II. For hammer-driven and static-pressed reinforced concrete precast square piles and pipe piles, the pile follower quantity shall be calculated as the designed pile top elevation to natural ground level plus 0.5m multiplied by the cross-sectional area of the square pile or the annular area of the pipe pile, in volume; welded pile joints shall be counted by number; sulfur mortar pile joints shall be calculated by area. III. For anchor rod static-pressed square piles and pipe piles, the pressing quantity shall be calculated as the actual pressed length multiplied by the cross-sectional area of the square pile or the annular area of the pipe pile, in volume; pile sealing shall be calculated as the concrete volume of the reserved opening in the pile cap (including concrete above and below the cap surface) in volume; pile joints shall be counted by number. IV. Steel sheet piles shall be calculated based on the theoretical weight of the steel dimensions shown on drawings. V. For manually excavated cast-in-place concrete piles, cylindrical piles shall be calculated as the actual pile length multiplied by the cross-sectional area of the pile outer diameter (including protective wall); truncated cone piles shall be calculated as the actual pile length's outer volume (including protective wall) plus the enlarged head, in volume. When applying quotas, the pile diameter shall be the average diameter of the upper and lower openings (including protective wall) of each section above the enlarged head. VI. The earthwork removal quantity for manually excavated cast-in-place concrete piles shall be calculated based on the soil content in the table below: Soil content per cubic meter of manually excavated cast-in-place concrete pile (unit: m3) Pile diameter within 1.10m within 1.50m within 1.90m within 2.30m < within 2.70m
　　Soil content 1.055 1.044 1.034 1.028 1.024
　　VII. For driven and bored cast-in-place concrete piles, the volume shall be calculated as the designed pile top to tip length plus over-cast length multiplied by the designed cross-sectional area, without deducting the virtual volume of the pile tip. VIII. For cast-in-place concrete piles with driven casing, the volume shall be calculated as the designed pile top to tip length plus over-cast length multiplied by the designed cross-sectional area, without deducting the virtual volume of the pile tip. For re-driven piles, calculate as single pile volume multiplied by (1 + number of re-drives). For local re-driving, calculate as single pile volume multiplied by (1 + re-driving length ÷ pile length). IX. The void hole of cast-in-place concrete piles shall be calculated by volume, where: for manually excavated cast-in-place concrete piles, calculated as the designed pile top to natural ground level height multiplied by the cross-sectional area of the pile outer diameter (including protective wall); for bored piles, driven casing piles, and rammed expanded piles, calculated as the designed pile top to natural ground level height minus over-cast length multiplied by the designed cross-sectional area. X. For driven casing sand and sand-gravel piles, the volume shall be calculated as the designed pile top to tip length plus over-cast length multiplied by the designed cross-sectional area, without deducting the virtual volume of the pile tip. XI. For vibro-replacement crushed stone piles, the volume shall be calculated as the designed pile top to tip length multiplied by the designed cross-sectional area. XII. For deep cement-soil mixing piles, the volume shall be calculated as the designed pile top to tip length multiplied by the designed cross-sectional area. XIII. For manually driven round timber piles, pile splicing, and pile following, calculate by the completed timber volume in volume. XIV. Mud removal quantity shall be calculated based on the drilled hole volume. XV. Pile head cutting: For precast pipe piles and square piles, count by number; for cast-in-place concrete piles, calculate as the designed cross-sectional area multiplied by the cut pile length in volume. XVI. High-pressure jet grouting piles shall be calculated based on the designed pile length. XVII. For driven casing expanded base (rammed expanded) cast-in-place concrete piles, calculate as the designed pile volume plus over-cast volume. XVIII. The quantity of reinforcement cages shall be calculated according to the relevant provisions in Chapter 4. XIX. For precast reinforced concrete square piles, the quantity shall be calculated as the total pile length (including pile tip) multiplied by the square pile cross-sectional area, then multiplied by the loss coefficient of 1.02 for component fabrication, site transportation, and driving (pressing) (1.015 for purchased piles), in volume.