Annex G
(Informative)
Dynamic probing test (DP)
G.1 Examples for correlations between number of blows and density index
(1) These are examples of the density index (I_{D}) from the dynamic probing DP test, for different values of the uniformity coefficient (C_{U}) (range of validity 3 ≤ N_{10} ≤ 50):
poorlygraded sand (C_{U} ≤ 3) above groundwater
I_{D} = 0,15 + 0,260 lgN_{10L} (DPL)
I_{D} = 0,10 + 0,435 lgN_{10H} (DPH)
poorlygraded sand (C_{U} ≤ 3) below groundwater
I_{D} = 0,21 + 0,230 lgN_{10L} (DPL)
I_{D} = 0,23 + 0,380 lgN_{10H} (DPH)
wellgraded sandgravel (C_{U} ≥ 6) above groundwater
I_{D} = –0,14 + 0,550 lgN_{10H} (DPH).
NOTE These examples were published by Stenzel et al. (1978) and in DIN 40943. For additional information and examples, see X.3.4.
G.2 Example of a correlation between the effective angle of shearing resistance and the density index
(1) This is an example of deriving the effective angle of shearing resistance (φ') from the density index (I_{D}), for bearing capacity calculations of coarse soil (see Table G.1).
Soil type  Grading  Range of I_{D} % 
Effective angle of shearing resistance (φ') º 

Slightly finegrained sand. Sand, sandgravel  Poorly graded, (C_{U} < 6) 
15–35  (loose)  30 
35–65  (medium dense)  32,5  
> 65  (dense)  35  
Sand, sandgravel, gravel  Wellgraded, (6 ≤ C_{U} ≤ 15)  15–35  (loose)  30 
35–65  (medium dense)  34  
> 65  (dense)  38 
NOTE This example was published in DIN 1054100. For additional information and examples, see X.3.4.
G.3 Example of establishing the stressdependent oedometer modulus from DP results
(1) This is an example of the derivation of the vertical stress dependent oedometer settlement modulus (E_{oed}), frequently recommended for settlement calculation of spread foundations, defined as follows:
where
for sands with a uniformity coefficient C_{U} ≤ 3: w_{2} = 0,5;
for days of low plasticity (I_{p} ≤ 10; w_{L} ≤ 35); w_{2} = 0,6;
(2) Values for the stiffness coefficient (w_{1})can be derived from DP tests using for example the following equations, depending on the soil type:
poorlygraded sands (C_{U} ≤ 3) above groundwater
w_{1} = 214 lgN_{10L} + 71 (DPL; range of validity: 4 ≤ N_{10L} ≤ 50)
w_{1} = 249lgN_{10H} + 161 (DPH; range of validity: 3 ≤ N_{10H} ≤ 10)
lowplasticity clays of at least stiff consistency (0,75 ≤ I_{c} ≤ 1,30) and above groundwater (I_{c} is the consistency index)
w_{1} = 4N_{10L} + 30 (DPL; range of validity: 6 ≤ N_{10L} ≤ 19)
w_{1} = 6N_{10H} + 50 (DPH; range of validity: 3 ≤ N_{10H} ≤ 13).
NOTE These examples were published by Stenzel et al. (1978) and Biedermann (1984) and in DIN 40943:2002. For additional information and examples, see X.3.4.
G.4 Example of correlations between the cone penetration resistance and the number of blows
(1) This is an example of estimating the cone penetration resistance (q_{c}) in sands and sandgravel mixtures from results with the dynamic probing test DPH to derive ultimate bearing capacities of piles from corresponding correlations established from static pile load rests (see Figure G.1, 4.3.4.2 (1)P and D.6).
Key
 (x) Number of blows, (y) Cone penetration resistance (q_{c}),
 1 Poorlygraded sand above groundwater,
 2 Poorlygraded sand below groundwater,
 3 Wellgraded sand and gravel above groundwater,
 4 Wellgraded sand and gravel below groundwater.
NOTE This example was published by Stenzel et al. (1978) and in DIN 40943. For additional information and examples, see X.3.4.
G.5 Example of a correlation between number of blows of different dynamic penetrometers
(1) This is an example for correlations between the number of blows N_{10L} of the dynamic probing test DPL and the number of blows N_{10H} of the dynamic probing test DPH for poorlygraded sands (C_{U} < 3) above the groundwater level:
a) Input: DPH results;
N_{10L} = 3N_{10H};
Range of validity: 3 ≤ N_{10H} ≤ 20.
b) Input: DPL results;
N_{10H} = 0,34N_{10L};
Range of validity: 3 ≤ N_{10L} ≤ 50.
NOTE These examples were published by Stenzel (1978) and Biedermann (1984) and in DIN 40943:2002. For clays, see Butcher, A.P. McElmeel, K., Powell, J.J.M. (1995). For additional information and examples, see X.3.4.