Save time and money for your business. The Eco Anchor system allows our Eco Tents to be installed with ease in remote, undulating environments, where glamping tents otherwise would not have worked. It works by driving the four drive rods of the Eco Anchor into the ground using a pneumatic hammer. This forms a structurally stable and level foundation system in a fraction of the time and a third of the cost of conventional concrete foundations.
The Earth Anchor connects to the adjustable base plates of the Eco Tent steel floor frame, allowing for 100mm of adjustment for ease of obtaining final level on site. If the ground is undulating, 1-metre long sleeve extensions are utilised that simply slip onto the Eco Anchor steel stumps and columns during install, and if needed, cut to the required length on site.
With minimal impact to the ground surface combined with an extremely small footprint, the Eco Anchor is the environmentally friendly alternative to the conventional foundation systems.
The Eco Anchor system allows our cabins to be installed with ease in remote, undulating environments, without the use of concrete. It works by driving the four drive rods into the ground using a pneumatic hammer. The Eco Anchor system has the following advantages:
Quick installation. No requirement for excavation plant or concrete materials.
The Eco Anchor system can be installed in a range of ground conditions without ground levelling. Horizontal and vertical adjustment ensures buildings are installed level.
Minimal impact to the ground surface combined with a relatively small footprint makes this an environmentally friendly foundation system.
Eco anchors can be installed at a fraction of the cost of conventional footings.
LOAD TEST – Start Height: 2006 mm
|
Time
|
Load (kgs)
|
PSI
|
Deflection (mm)
|
|---|---|---|---|
|
8.06
|
0
|
0
|
2006
|
|
8.17
|
348
|
400
|
2006
|
|
8.27
|
1740
|
2000
|
2005
|
|
12.01
|
1740
|
2000
|
2005
|
|
12.06
|
2610
|
3000
|
2005
|
|
15.35
|
2610
|
3000
|
2004.5
|
|
15.41
|
3480
|
4000
|
2004.5
|
SERVICEABILITY LOAD TEST – Start 1669 mm = 0
|
Time
|
Time
|
Load (kgs)
|
PSI
|
KPA
|
Deflection (mm)
|
|---|---|---|---|---|---|
|
10
|
11:30am
|
476
|
549
|
3789.489
|
1668
|
|
10
|
11:40am
|
952
|
1099
|
7578.978
|
1667.5
|
|
200
|
2.50pm
|
952
|
1099
|
7578.978
|
1667.5
|
|
210
|
3.00pm
|
0
|
0
|
0
|
1669
|
UPLIFT LOAD TEST
|
Test
|
Load (kg) Move
|
Load (kg) Fail
|
|---|---|---|
|
1
|
1450
|
2170
|
|
2
|
1470
|
2170
|
|
3
|
1420
|
2150
|
|
4
|
1450
|
2160
|
ULTIMATE UPLIFT LOAD TEST LOAD RESULTS
|
Time
|
Load (kgs)
|
PSI
|
|---|---|---|
|
4:20pm
|
11.0
|
0
|
|
4:30pm
|
11.5
|
0
|
|
4:40pm
|
12.0
|
1
|
|
5:00pm
|
13.0
|
1
|
|
5:10pm
|
13.7
|
2
|
|
5:20pm
|
13.5
|
2
|
|
5:30pm
|
12.1
|
2
|
|
5:40pm
|
12.0
|
2.5
|
ULTIMATE LATERAL LOAD TESTS
|
Test Pile 1
|
Time
|
Load (kN)
|
Deflection (mm)
|
|---|---|---|---|
|
Stage 1 Loading to Ps (6.7kN)
|
10:40am
|
7.3
|
0
|
|
10:50am
|
7.3
|
0
|
|
|
11:00am
|
7.3
|
0
|
|
|
11:10am
|
7.3
|
0
|
|
|
11:20am
|
7.3
|
0
|
|
|
11:30am
|
7.3
|
0
|
|
|
11:40pm
|
7.3
|
0
|
|
|
Stage 2 Unloading from PS
|
Skipped
|
||
|
Stage 3 Loading to Pg 12.0kN
|
11:40am
|
13.4
|
3
|
|
11:50am
|
13.3
|
3
|
|
|
12:00pm
|
13.1
|
4
|
|
|
12:10pm
|
13.5
|
4
|
|
|
12:20pm
|
13.4
|
4
|
|
|
12:30pm
|
13.1
|
4
|
|
|
12:40pm
|
12.8
|
4
|
|
|
Stage 4 Loading from Pg
|
12:50pm
|
0
|
2
|
|
Test Pile 2
|
Time
|
Load (kN)
|
Deflection (mm)
|
|---|---|---|---|
|
Stage 1 Loading to Ps (6.7kN)
|
1:20pm
|
8.6
|
0
|
|
1:30pm
|
8.5
|
0
|
|
|
1:40pm
|
8.0
|
0
|
|
|
1:50pm
|
9.9
|
0
|
|
|
2:00pm
|
9.7
|
0
|
|
|
2:10pm
|
9.2
|
0
|
|
|
2:20pm
|
8.0
|
0
|
|
|
Stage 2 Unloading from PS
|
Skipped
|
||
|
Stage 3 Loading to Pg 12.0kN
|
2:20pm
|
12.8
|
0
|
|
2:30pm
|
12.5
|
0
|
|
|
2:40pm
|
12.5
|
0
|
|
|
2:50pm
|
12.3
|
1
|
|
|
3:00pm
|
13.0
|
2
|
|
|
3:10pm
|
13.0
|
2
|
|
|
3:20pm
|
12.8
|
2
|
|
|
Stage 4 Loading from Pg
|
3:30pm
|
0
|
2
|
MEDIUM DENSE SANDY SOIL. 40X3 CHS G250 ANCHORS
To determine the design geotechnical strength in uplift, Rd,ug will be multiplied by the geotechnical strength reduction factor (φg) as outlined in AS 2159-2009 Section 4.3.1. and 4.3.2.
For the expected use of these anchors, an average risk rating (ARR) of 3.0 would be reasonable. Based on this ARR value, and considering that this is for the calculated design geotechnical strength in uplift, the intrinsic test factor will not be added. With this, the the geotechnical strength reduction factor (φg) would be equal to 0.60.
The calculated design geotechnical strenght in uplift therefore will be:
φg Rd,ug = 51.8 * 0.60
As shown in the tabulated summary in Section H, the lowest pull-out test reading is 3615 kgs which is equivalent to 35.46 kN. This test value is higher than the calculated design geotechnical strength in uplift of 31.08kN. We therefore recommend that for this Eco anchor type, the limit state uplift capacity will be 31 kN.
Similarly, the recommended limit state compression/bearing capacity will also be 31 kN.
|
Results (kg)
|
|||||||
|---|---|---|---|---|---|---|---|
|
Test No.
|
1st Move
|
2nd Move
|
3rd Move
|
4th Move
|
5th Move
|
6th Move
|
Pull out
|
|
1
|
3615
|
|
|
|
|
|
4070
|
|
2
|
3750
|
3830
|
4095
|
4280
|
4360
|
4450
|
6600
|
|
3
|
|
|
|
|
|
|
6290
|
