Mortars, used mostly in masonry construction, are similar to concrete mixes but without the coarse aggregate fraction with sand-cement ratio are usually around 3. Cements used for masonry purposes are being produced by partial replacement of OPC with pozzolan and/or lime materials as in     , and  . Reference  investigated the utilization of volcanic scoria from “Djoungo” (Cameroon) as cement and fine aggregate replacement in Portland cement masonry mortar. The study was carried out on two groups of mortars samples, mortars containing NPs as cement replacement by 25% and 45% by mass (OPC/NPs mortars) and mortars containing VSA as sand substitution at level of 25%, 50%, 75% and 100% by mass (VS mortars). Flow value, fresh and dry density, dynamic modulus and mechanical strengths of mortars at 28, 56 and 90 days were evaluated. Based on the results, they found that adding “Djoungo” volcanic scoria as cement replacement or by sand substitution in the appropriate ratio in mortar can be applicable for masonry. Reference  studied the prospect of recycling dredged sediments in self-compacting mortars (SCM) and their impact on the fresh and hardened properties of SCC pastes/mortars. Fifteen mortars/paste mixes were prepared using the response surface methodology. The responses were the workability and fluidity of the self-compacting pastes, and the mechanical properties of the self-compacting mortars (compressive, bending strength, and dynamic modulus of elasticity). A numerical optimization was used to select the optimal mixture with the maximum amount of treated sediments while maintaining self-compactibility properties. Thus, cement pastes or mortars made with such cements would have better strength and durability properties than those made with conventional cements. Very limited studies were performed to study the performance of these pastes in Jordan. Reference  has studied different aspects of a masonry cement produced by the Jordanian Cement Manufacturing Company (Lafarge). In a previous paper  , we discussed the compressive strength of cements. Here, we are going to study the dynamic modulus of elasticity DME of the previously mentioned six cement brands.
Two kg of each cement type were used by the senior author to prepare the different mixes and conduct the following tests: fineness, consistency or flow, and compressive strength (for details see  ), according  to the European Standard EN 196, 2005 at the laboratories of University of Bologna, Italy during the summer of 2012. The proportions of the mix used were as follows: water 225 g, cement 450 g and 2 mm sand 1350 g.
Dynamic modulus of elasticity, was measured by using ultrasonic measurement device to measure the speed rate in the concrete specimen. The following formula was used to determine the modulus:
Ed = Dynamic modulus of elasticity.
ρ = Mass density (g/cm3).
µ = Poisson ratio of concrete, assumed 0.17.
V = Speed rate of wave in specimen m/micro sec.
Following is an example of Calculation of Ed for Thabet cement:
Table 1 of  summarizes the results of the physical properties and compressive strength and Table 2 measurements on propagation time of longitudinal ultrasonic waves from which values of the dynamic modulus of elasticity calculated.
Figure 1 shows the dynamic moduli of elasticity for the studied mortar types at 2, 7, and 28 day ages. At the age of 28 days the highest dynamic modulus of elasticity was recorded by Rasikh and the lowest by Shamaliyya cements.
Figure 3 shows an inverse linear relationship between the modulus of elasticity and water absorption. This relationship was referred to the decrease in the required stresses to obtain certain strains while increasing the water ratio. Despite a general weak positive relation between density and strength, it is evident in Figure 4 that it is difficult to predict the dynamic modulus from density alone. Figure 5 reveals that there is an inverse relation between consistency and dynamic modulus of elasticity with a ridge around the 50 consistency value separating high dynamic values to the right from low dynamic values to the left.
Plotting the less than 63 micron percentage against dynamic modulus (Figures 6), it is evidenced that there are inverse relations between the less than 63 microns size and dynamic modulus of elasticity, and positive relations with >63 microns size range (Figure 7 and Figure 8), it is evidenced that the higher the percentage of the finer portion, the less the value of the modulus is.
Figure 9 shows that apart from 2 odd points there is almost perfect inverse relation with travel time of sonic waves. This is because dynamic modulus has been derived from travel time. The following polynomial equation can be used to derive dynamic modulus of elasticity (y) from the travel time (x) with r = 0.992
As seen in Figure 10 there are strong positive relations between the dynamic modulus of elasticity and compressive strength.
4. Conclusions and Recommendations
The following conclusions can be drawn out from the present work:
1) There are some variations in the dynamic modulus of elasticity between the different brands of mortars prepared from the six Jordanian cements.
Table 1. Properties of the cements and their pastes  .
Table 2. Sonic travel time and dynamic modulus of elasticity values.
Table 3. Increase of the modulus (in MPa) with mortars age.
Figure 1. Changes in dynamic modulus of elasticity (in MPa) in mortars with time.
Figure 2. Deriving the 28 day dynamic modulus of elasticity from that of the 2 day.
Figure 3. Inverse linear relationships between dynamic modulus of elasticity and water absorption.
Figure 4. A positive weak linear relationship between dynamic modulus of elasticity and density.
Figure 5. There is an inverse relation between consistency and dynamic modulus of elasticity with a ridge around the 50 consistency value separating high dynamic values to the right from low dynamic values to the left.
Figure 6. Inverse linear relations between less than 63 microns and dynamic modulus of elasticity.
Figure 7. Positive relations between dynamic modulus of elasticity and 63 - 125 size portion.
Figure 8. Some curvilinear relations between dynamic modulus of elasticity and coarse cement size portion. Maximum values of elasticity modulus correspond with 8% coarse size.
Figure 9. If the two odd points are excluded, it can be clearly seen that there is a perfect negative relationship between travel time of longitudinal sonic waves and dynamic modulus of elasticity. See text for fitting equation.
Figure 10. A curvilinear positive relation between UCS and dynamic modulus of elasticity. See conclusions for fitting equation.
2) The 28 day dynamic modulus of elasticity of mortars can be derived from 2 day modulus.
3) An inverse linear relationship exists between dynamic modulus of elasticity and water absorption.
4) There is an inverse relation between consistency and dynamic modulus of elasticity with a ridge around the 50 consistency value separating high dynamic values to the right from low dynamic values to the left.
5) Positive weak linear relationship exists between dynamic modulus of elasticity and density.
6) Dynamic modulus of elasticity has inverse relation with the fine cement size portion (<63 microns), positive relation with the intermediate size (63 - 125), and curvilinear relation with the >125 microns (with maximum values of the modulus corresponding to 8% of the coarse portion).
7) There is almost a perfect power relation with compressive strength for all ages. Thus compressive strength can be easily derived from dynamic modulus of elasticity using the following equation:
From a practical point of view, dynamic modulus of elasticity, can be estimated from sonic time of propagation using the equation mentioned in the text. Consequently, uniaxial compressive strength can be derived using the equation in 7 above.
As the cements used here have less CaO content than standard OPC cements, their cement mineral phases cannot be derived by Bogue equation. Microscopy (SEM) and X-ray diffraction may be used to identify the type and amount of cement mineral phases. Poisson ratio was assumed to be 0.17 in the present work. It is highly recommended to measure the actual Poisson ratio and repeat this work including more cement types and mixes with different water cement ratios.