Stressing wires – W 6.35 mm
Stressing strands – T 1/2”, T3/8”
Own weight
246 kg/m²
296 kg/m²
Geometric data and positioning of stressing stran
Positioning of stressing strands – fire resistance 120 min.
| Type of PHC slab | Distance from bottom – h (in cm) | Distance from bottom h1 (in cm) | Distance from bottom (in cm) |
|---|---|---|---|
| 4.5 | 7.7 | 13.5 | |
| 16066 | 6T 3/8” | – | 2W 6.35 |
| 16076 | 7T 3/8” | – | 2W 6.35 |
| 16086 | 8T 3/8” | – | 2W 6.35 |
| 16096 | 9T 3/8” | – | 2W 6.35 |
Geometric data
| Composite w/5 cm topping | Precast Amount | Precast Unit |
|---|---|---|
| 1712 | 1232 | A(cm2) |
| 75812 | 35971 | I(cm4) |
| 10.13 | 8.10 | Y*(cm) |
| 10.87 | 7.90 | Yb(cm) |
| 33.9 | 33.9 | bw(cm) |
| 5094 | 3064 | Sx(cm3) |
Useful loads table
| Key | 6.19 tm/m Type PHC slab 16066T |
7.06 tm/m Type PHC slab 16076T |
7.90 tm/m Type PHC slab 16086T |
8.70 tm/m Type PHC slab 16096T |
|---|---|---|---|---|
| 350 | 2220 | 2340 | 2400 | 2470 |
| 375 | 1890 | 2160 | 2220 | 2280 |
| 400 | 1630 | 1900 | 2060 | 2120 |
| 425 | 1410 | 1650 | 1880 | 1980 |
| 450 | 1220 | 1440 | 1640 | 1840 |
| 475 | 1060 | 1260 | 1440 | 1620 |
| 500 | 930 | 1100 | 1270 | 1430 |
| 525 | 810 | 960 | 1110 | 1250 |
| 550 | 680 | 820 | 960 | 1090 |
| 575 | 580 | 710 | 830 | 950 |
| 600 | 490 | 600 | 720 | 830 |
| 625 | 400 | 510 | 620 | 720 |
| 650 | 330 | 430 | 530 | 620 |
| 675 | 270 | 360 | 450 | 540 |
| 700 | 210 | 300 | 380 | 460 |
| 725 | 160 | 240 | 320 | 390 |
| 750 | 190 | 260 | 330 | |
| 775 | 210 | 280 | ||
| 800 | 150 | |||
| 825 | ||||
| 850 | ||||
| 875 | ||||
| 900 | ||||
| 925 | ||||
| 950 | ||||
| 975 |
Notes:
- The loads specified in the table consist of a constant 150 kg/m2 load + usage load
- The load specified in the table is the load beyond the PHC slab’s own weight and that of the complementary casting
- In the table, loads that are not in bold refer to PHC slabs whose total sinking from the topping date to the end of the crawl and contraction process is less than 350/L.
- The loads in bold refer to PHC slabs whose deflection from support level is less than 250/L
- Loads that are left of a thick line are based on the slabs’ shear strength
