**2. Seismic hazard**

### **2.1. Historical seismicity**

Egypt possesses a rich earthquake catalogue that goes back to the ancient Egyptian times. Some earthquakes are reported almost 4000 years ago. Figure 1 shows the most important historical events affecting ElSakakini palace. We can see that the Faiyum area as well as the Gulf of Suez is the most important earthquake zones affecting the place.

### **2.2. Maximum intensity**

Historical seismicity and maximum reported intensity is a good preliminary index of the expected severity of a damaging earthquake. Available isoseismal maps in the time period 2200 B.C. to 1995 were digitized and re-contoured to determine the maximum intensity affecting the place. This was done using a cells value of equal area 0.1 lat. × 0.1 long. Figure 2 present the produced IMM intensity showing that a maximum IMM of VII is good design value.

2 0 2 2 2 4 2 6 2 8 3 0 3 2 3 4 3 6 3 8

**1195,1481**

**2000 B.C. 1778 B.C. 27 B.C.**

**& 96 A.D. 967 A.D.**

**Figure 1.** Important and historical earthquakes occurred in and around El Sakakini Palace area in the period 2200 B.C

**Qena**

**Sharm**

1995

**Sinai**

1969

2200 B.C. 1111

**Abu-Debab**

1955

**Luxor**

**Aswan**

**Abu-Simble**

1981

**SUDAN**

**Asuit**

**Cairo**

754 1303

1992

1847

1955

1698

1870

**Tahta**

2 0

2 2

2 4

2 6

2 8

3 0

3 2

3 4

3 6

3 8

5

http://dx.doi.org/10.5772/54395

2 0

to1995.

2 2

2 4

4 < M < 6 6 < M < 7 7 < M < 8 8 < M

2 6

2 8

3 0

3 2

3 4

3 6

3 8

2 0 2 2 2 4 2 6 2 8 3 0 3 2 3 4 3 6 3 8

Seismic Hazard Analysis for Archaeological Structures — A Case Study for EL Sakakini Palace Cairo, Egypt

**Siwa Faiyum**

221 B.C.

1978

**EL Sakakini Palace**

1811

## **2.3. Probabilistic hazard assessment**

An improved earthquake catalogue for Egypt and surrounding areas affecting El Sakakini Palace has been prepared for the purposed of this study partially based on recent work of Gamal and Noufal, 2006. The catalogue is using the following sources:


Seismic Hazard Analysis for Archaeological Structures — A Case Study for EL Sakakini Palace Cairo, Egypt http://dx.doi.org/10.5772/54395 5

Sakakini palace is 3.0Hz very close to the fundamental frequency of the underlying soil, which

Some floors are considered dangerous since it show several resonance peaks and high amplification factors (4th and 5th floors) these floors are made of wood so, warnings to decision

The seismic design and risk assessment of El Sakakini palace is performed in two steps. In the first one we perform all necessary geotechnical and geophysical investigation together with seismic surveys and seismic hazard analysis in order to evaluate the foundation soil properties, the fundamental frequency of the site and the structure, and to determine the design input motion according to Egyptian regulations. The second phase comprises the detailed analysis of the palace and the design of the necessary remediation measures. IN the present pare we

Egypt possesses a rich earthquake catalogue that goes back to the ancient Egyptian times. Some earthquakes are reported almost 4000 years ago. Figure 1 shows the most important historical events affecting ElSakakini palace. We can see that the Faiyum area as well as the Gulf of Suez

Historical seismicity and maximum reported intensity is a good preliminary index of the expected severity of a damaging earthquake. Available isoseismal maps in the time period 2200 B.C. to 1995 were digitized and re-contoured to determine the maximum intensity affecting the place. This was done using a cells value of equal area 0.1 lat. × 0.1 long. Figure 2 present the produced IMM intensity showing that a maximum IMM of VII is good design

An improved earthquake catalogue for Egypt and surrounding areas affecting El Sakakini Palace has been prepared for the purposed of this study partially based on recent work of

**•** For the period 2200 B.C to1900: Maamoun,1979; Maamoun et al., 1984 ; Ben-Menahem

**•** For the period 1900 to 2006: Makropoulos and Burton, 1981; Maamoun et al., 1984 ; Ben-Menahem 1979; Woodward-Clyde consultants, 1985; Riad and Meyers, 1985; Shapira,

Gamal and Noufal, 2006. The catalogue is using the following sources:

1994 and NEIC, 2006; Jordan seismological observatory 1998-2000.

makes the resonance effect highly prominent.

present the results of the first phase.

**2. Seismic hazard**

**2.1. Historical seismicity**

**2.2. Maximum intensity**

**2.3. Probabilistic hazard assessment**

1979 and Woodward-Clyde consultants, 1985.

value.

makers are given for the importance of such valuable structures.

4 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

is the most important earthquake zones affecting the place.

**Figure 1.** Important and historical earthquakes occurred in and around El Sakakini Palace area in the period 2200 B.C to1995.

**2.3. Probabilistic hazard assessment Figure 2.** Maximum intensity zonation map based on the historical seismicity reported in the time period 2200 BC to1995

Figure 2. Maximum intensity zonation map based on the historical seismicity reported in the time period 2200 BC to1995

An improved earthquake catalogue for Egypt and surrounding areas affecting El Sakakini Palace has been prepared for the purposed of this study partially based on recent work of Gamal and Noufal, 2006. The catalogue is using the following sources: - For the period 2200 B.C to1900: Maamoun ,1979; Maamoun et al., 1984 ; Ben-Menahem 1979 and Woodward-Clyde consultants, 1985. - For the period 1900 to 2006: Makropoulos and Burton, 1981; Maamoun et al., 1984 ; Ben-Menahem 1979; Woodward-Clyde consultants, 1985; Riad and Meyers, 1985; Shapira, 1994 and NEIC, 2006; Jordan seismological observatory 1998-2000. The horizontal peak ground acceleration over the bedrock of El Sakakini area was estimated using Mcguire program 1993. 37 seismic source zones were used to determine the horizontal PGA over the bedrock (Figure 3), while PGA attenuation formula of Joyner and Boore, 1981 was used because of its good fitting to real earthquake data in Egypt. A complete analysis for the input parameters to estimate the PGA values over the bedrock can be found in Gamal and Noufal, 2006.

$$\mathbf{P}\left(\text{PGA}\right) = 2.14 \text{ e} \mathbf{1}.13^{\text{M}} \mathbf{D}^{-1} \mathbf{e}^{-0.00590} \text{ D} \mathbf{w}\left(\mathbf{R}^{2} + \mathbf{4}.0^{2}\right)^{0.5} \tag{1}$$

II

20 22 24 26 28 30 32 34 36 38

17 Dead Sea 18 Central Sinai 19 Yagur-Tirtza 20 Jordan-Valley 21 Galilee 22 Hula-Kineret 23 Roum 24 Tzor

**Figure 3.** Seismic source regionalization using 37 seismic source zone (except greece zones) adopted for Egypt and

9 Northern Arava 10 Thamad 11 East Sinai 12 Barak 13 Paran 14 Arif 15 Sa'ad Nafha 16 N. Negev

**Dakhla Basin**

Line

Bardawil-Temsah

**31**

Seismic Hazard Analysis for Archaeological Structures — A Case Study for EL Sakakini Palace Cairo, Egypt

Qattara

**Siwa**

**Crete**

**34 35**

**Aegean Sea**

Pelusium **Faiyum**

**4**

**30**

**Aswan**

**37**

**Abu Debbab**

Cities

Greece zones

33 Fethyie 34 S. Crete 35 N. Libya 36 Red Sea 37 Aswan

**Sharm**

**36**

**9**

**25**

http://dx.doi.org/10.5772/54395

7

**28**

**26**

**27**

**Jord**

**a**

**n**

**G.Aqaba**

**7 8**

**5**

**<sup>14</sup> <sup>15</sup>**

**1 2**

**Qena Luxor**

**Tahta**

**32**

**G.Suez**

**3**

**Sinai**

**Turkey**

**Cyprus**

**6**

**Cairo**

**29**

**33**

**Asuit**

**River Nile**

**Abu Simble**

20

22

**AL**

**Kufrah**

**Basin**

1 N. Red Sea 2 Shadwan 3 Gulf of Suez 4 Southern Pelusium 5 Northern Pelusium 6 Cyprus 7 Aqaba 8 Southern Arava

surrounding areas (Gamal and Noufal, 2006).

24

26

28

30

32

34

36

38

The probabilistic analysis provided the following results: The peak horizontal acceleration in gals with 10 % probability of exceedance over 50 years is 144cm/sec2 (or 0.147g) For 10% probability in 100 years the estimated PGA for rock conditions is 186 (cm/sec2 ) (or 0.19g) (Figures 3 and 4). These values are quite high and considering the local amplification they may affect seriously the seismic design and stability of El. Sakakini Palace.

Seismic Hazard Analysis for Archaeological Structures — A Case Study for EL Sakakini Palace Cairo, Egypt http://dx.doi.org/10.5772/54395 7

Figure 2. Maximum intensity zonation map based on the historical seismicity reported in the time period 2200 BC to1995

28 29 29 30 30 31 31 32 32 33 33

**EL Sakakini Palace**

28 29 29 30 30 31 31 32 32 33 33

6 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

An improved earthquake catalogue for Egypt and surrounding areas affecting El Sakakini Palace has been prepared for the purposed of this study partially based on recent work of Gamal and Noufal, 2006. The catalogue is using the following sources:

The horizontal peak ground acceleration over the bedrock of El Sakakini area was estimated using Mcguire program 1993. 37 seismic source zones were used to determine the horizontal PGA over the bedrock (Figure 3), while PGA attenuation formula of Joyner and Boore, 1981 was used because of its good fitting to real earthquake data in Egypt. A complete analysis for the input parameters to estimate the PGA values over the bedrock can be found in Gamal and

**Figure 2.** Maximum intensity zonation map based on the historical seismicity reported in the time period 2200 BC

**AQABA**

II

(or 0.147g) For 10%

) (or 0.19g)

28

29

29

30

30

31

31

32

32

IV

V

VI

VII

VIII



The probabilistic analysis provided the following results: The peak horizontal acceleration in

(Figures 3 and 4). These values are quite high and considering the local amplification they may

0.5 M -1 -0.00590 2 2 PGA = 2.14 e1.13 D e D= R + 4.0 (1)

consultants, 1985; Riad and Meyers, 1985; Shapira, 1994 and NEIC, 2006; Jordan seismological observatory 1998-2000.

( ) ( )

probability in 100 years the estimated PGA for rock conditions is 186 (cm/sec2

gals with 10 % probability of exceedance over 50 years is 144cm/sec2

affect seriously the seismic design and stability of El. Sakakini Palace.

**2.3. Probabilistic hazard assessment** 

consultants, 1985.

Noufal, 2006.

to1995

28

29

29

30

30

31

31

32

**Figure 3.** Seismic source regionalization using 37 seismic source zone (except greece zones) adopted for Egypt and surrounding areas (Gamal and Noufal, 2006).

mm (2 1/8"). The drilling often has multiplier purposes, of which the following are in most

Seismic Hazard Analysis for Archaeological Structures — A Case Study for EL Sakakini Palace Cairo, Egypt

http://dx.doi.org/10.5772/54395

9

Verification of the geological interpretation. Detailed engineering geological description of rock strata. To obtain more information on rock type boundaries and degree of weathering. To supplement information on orientation and character of weakness zones. To provide samples for laboratory analyses. Hydro geological and geophysical testing. Input data for

The geotechnical investigation, six geotechnical boreholes with Standard Penetration Test (SPT) measurements have been carried out in the archaeological site included the drilling of three geotechnical boreholes with integral sampling to a depth 20 meters, one borehole to depth 15 meters and two boreholes to depth 10 meters at six locations in the site. The geotechnical data also indicated the ground water level at the archaeological site. We did all the boreholes

The results of laboratory tests which have been carried out on the extracted soil samples from the boreholes, which include specific gravity (Gs), water content (Wn), saturated unit weight (γsat), unsaturated unit weight (γunsat), Atterberg limits and uniaxial compressive strength

The shear wave profile obtained by using ReMi compared very well to geotechnical boreholes and geophysical survey data. In addition, the shear wave profile obtained by using ReMi Performed much better than commonly used surface shear-wave velocity measurements.

Filling of Fill (silty clay and limestone fragments, calc, dark brown) From ground surface 0.00m to 3.50m depth. Sand Fill (silty clay, medium, traces of limestone& red brick fragments, calc, dark brown) From 3.50m to 5.00m depth. Silty clay, stiff, calc, dark brown From 5.00m to 6.50m depth. Clayey silt, traces of fine sand & mica, yellowish dark brown From 6.50m to 8.50m depth. Silty sand, fine, traces of clay & mica. Dark brown. From 8.50m to 11.00m depth. Sand, fine, some silt, traces of mica, yellowish dark brown. From 11.00m to 14.00m depth. Sand, fine to medium, traces of silt& mica, tracesof fine to medium gravel, traces of marine shells, yellowish dark brown. From 14.00m to 16.00m depth. Sand, fine, traces of silt & mica, yellowish dark brown. From 16.00m to 18.00m depth. Sand & Gravel, medium sand, graded gravel, traces

of silt, yellow darkbrown. From 18.00m to 20.00m depth. End of drilling at 20.00m.

Fill (silt, clay and fragments of limestone and crushed brick, from ground surface 0.00m to 4m depth. Fill (silty cal with medium pottery and brick fragments, calc dark brown) from 4 to 5 m depth. Brown stiff silty clay and traces of limestone gravels, from 5.00m to 7.50m depth. silt, traces of brown fine sand & traces of clay from 12.00m to 14.00m depth. Dark brown clay silt

(UCS), in addition to the ground water table (GWT), are shown in the figures (7a,7b).

cases the most important:

engineering classification of rock masses.

inside the site with hand boring machine.

Geotechnical boreholes (1) through (3) indicated that:

Geotechnical boreholes (4) through (6) indicated that:

with traces of fine sand. from 14.00m to 15.00m depth.

**Figure 4.** a: Peak Horizontal Acceleration in gals (cm/sec2) for the seismic bedrock with10 % probability of exceedance in 50 years. b: Peak Horizontal Acceleration in gals (cm/sec2) for the seismic bedrock with 10 % probability of exceed‐ ance over 100years

#### **3. Geotechnical investigation**

Core drilling is among the routine methods for subsurface exploration. Most commonly, NXsize core drill is used, representing a hole diameter of 76 mm (3") and a core diameter of 54 mm (2 1/8"). The drilling often has multiplier purposes, of which the following are in most cases the most important:

Verification of the geological interpretation. Detailed engineering geological description of rock strata. To obtain more information on rock type boundaries and degree of weathering. To supplement information on orientation and character of weakness zones. To provide samples for laboratory analyses. Hydro geological and geophysical testing. Input data for engineering classification of rock masses.

The geotechnical investigation, six geotechnical boreholes with Standard Penetration Test (SPT) measurements have been carried out in the archaeological site included the drilling of three geotechnical boreholes with integral sampling to a depth 20 meters, one borehole to depth 15 meters and two boreholes to depth 10 meters at six locations in the site. The geotechnical data also indicated the ground water level at the archaeological site. We did all the boreholes inside the site with hand boring machine.

The results of laboratory tests which have been carried out on the extracted soil samples from the boreholes, which include specific gravity (Gs), water content (Wn), saturated unit weight (γsat), unsaturated unit weight (γunsat), Atterberg limits and uniaxial compressive strength (UCS), in addition to the ground water table (GWT), are shown in the figures (7a,7b).

The shear wave profile obtained by using ReMi compared very well to geotechnical boreholes and geophysical survey data. In addition, the shear wave profile obtained by using ReMi Performed much better than commonly used surface shear-wave velocity measurements.

Geotechnical boreholes (1) through (3) indicated that:

(a)

30.068

**6 October Bride**

(b)

30.068

**6 October Bride**

**3. Geotechnical investigation**

30.062

ance over 100years

30.064

30.066

30.062

30.064

30.066

31.258 31.26 31.262 31.264 31.266 31.268 31.27 31.272 31.274

31.258 31.26 31.262 31.264 31.266 31.268 31.27 31.272 31.274

**Figure 4.** a: Peak Horizontal Acceleration in gals (cm/sec2) for the seismic bedrock with10 % probability of exceedance in 50 years. b: Peak Horizontal Acceleration in gals (cm/sec2) for the seismic bedrock with 10 % probability of exceed‐

Core drilling is among the routine methods for subsurface exploration. Most commonly, NXsize core drill is used, representing a hole diameter of 76 mm (3") and a core diameter of 54

**EL Sakakini**

**Palace**

**Sabel Al Khazndara**

**EL Sakakini**

**Palace**

**Sabel Al Khazndara** **Ahmed Saeed St.**

**Ahmed Saeed St.**

**Port Saeed St.**

**EL ZaherSquare**

**Port Saeed St.**

**EL ZaherSquare**

**Ramsees Street**

**Ramsees Street**

**6 October Bride**

**6 October Bride**

8 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

Filling of Fill (silty clay and limestone fragments, calc, dark brown) From ground surface 0.00m to 3.50m depth. Sand Fill (silty clay, medium, traces of limestone& red brick fragments, calc, dark brown) From 3.50m to 5.00m depth. Silty clay, stiff, calc, dark brown From 5.00m to 6.50m depth. Clayey silt, traces of fine sand & mica, yellowish dark brown From 6.50m to 8.50m depth. Silty sand, fine, traces of clay & mica. Dark brown. From 8.50m to 11.00m depth. Sand, fine, some silt, traces of mica, yellowish dark brown. From 11.00m to 14.00m depth. Sand, fine to medium, traces of silt& mica, tracesof fine to medium gravel, traces of marine shells, yellowish dark brown. From 14.00m to 16.00m depth. Sand, fine, traces of silt & mica, yellowish dark brown. From 16.00m to 18.00m depth. Sand & Gravel, medium sand, graded gravel, traces of silt, yellow darkbrown. From 18.00m to 20.00m depth. End of drilling at 20.00m.

Geotechnical boreholes (4) through (6) indicated that:

Fill (silt, clay and fragments of limestone and crushed brick, from ground surface 0.00m to 4m depth. Fill (silty cal with medium pottery and brick fragments, calc dark brown) from 4 to 5 m depth. Brown stiff silty clay and traces of limestone gravels, from 5.00m to 7.50m depth. silt, traces of brown fine sand & traces of clay from 12.00m to 14.00m depth. Dark brown clay silt with traces of fine sand. from 14.00m to 15.00m depth.

**Figure 5.** El- Sakakini palace and the Geotechnical investigations. Figure 5. El- Sakakini palace and the Geotechnical investigations.

Figure 7. a. Geotechnical Borehole\_1, El Sakakini Palace. b. Geotechnical Borehole\_4, El Sakakini Palace.

project : existing . habib pasha elsakakeeny palace

classification

fill( silty clay and limestone fragments . calc dark brown

silty clay stiff calc dark browen

clayey silt . traces of fine sand & mica yellowsh dark brown

silty sand fine traces of clay &mica

sand fine some silt traces of mica yellowish dark brown

sand fine to med u of silty clay dark brown sand fine to medum traces of silt & mica of fine to medum gravel u of marine shells

sand fine traces of silt & mica yellowish

sand & gravel medum sand graded gravel u of silt yell dark brown

yellowish dark brown

end of drilling at 20.00m

dark brown

dark brown

fill( silty clay .medum u of limestone &red bock fragments .calc dark browen )

> more sand more silt

file no : sakakeeny feb10 date commenced : jan . 15- 2012 datecompleted : jan . 18- 2012 weather : cold ground level :

Seismic Hazard Analysis for Archaeological Structures — A Case Study for EL Sakakini Palace Cairo, Egypt

initial / final gwd : 2.30/1.20

spt n/30 cm

yb ( um3)

f.s. ( %)

wL ( %)

wP ( %)

39.8221 42

RECOVERY ( %)

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11

R.Q.D. ( %)

end of layer (m)

3.40

4.80

6.30

8.00 8.50 9.50

11.00

13.00 14.00

16.00

18.00

20.00

qu (kg/ cm2)

1.10 1.00

1.80 1.80

0.80

21

28

33

DRILL METHOD : MANUAL DRILLING

driller : alaa amin drilling co

drill fluid :none

Boring. no : 1 location :eldaher-cairo

legend

depth ( m)

A total of 10 seismic profiles are conducted at El Sakakini palace area (Figure 8). All profiles are carried out using 12 receivers, Ptype geophones with 5m intervals and 2 shots. The forward and reverse shots were carried at a distance of 1 m at both ends. The

**4. Geophysical campaign** 

seismic shots layouts are described in Table 1.

**4.1. P-wave refraction** 

Figure 6. General layout & boreholes locations. **Figure 6.** General layout & boreholes locations.


A total of 10 seismic profiles are conducted at El Sakakini palace area (Figure 8). All profiles are carried out using 12 receivers, Ptype geophones with 5m intervals and 2 shots. The forward and reverse shots were carried at a distance of 1 m at both ends. The

Figure 7. a. Geotechnical Borehole\_1, El Sakakini Palace. b. Geotechnical Borehole\_4, El Sakakini Palace.

**4. Geophysical campaign** 

seismic shots layouts are described in Table 1.

**4.1. P-wave refraction** 

**Figure 5.** El- Sakakini palace and the Geotechnical investigations. Figure 5. El- Sakakini palace and the Geotechnical investigations.

10 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

Metallic Wall

BH2

BH3 BH1

Sakakini palace

Metallic Wall

BH4

BH5 BH6

borehole pizometer Metallic Wall

Metallic Wall

Figure 6. General layout & boreholes locations.

**Figure 6.** General layout & boreholes locations.


**4. Geophysical campaign**

**P1**

ReM i-1

ReM i-3

S2 Forward -1 S4 Reverse 56

**P3**

**Shot # Name**

**Table 1.** Seismic shots.

A total of 10 seismic profiles are conducted at El Sakakini palace area (Figure 8). All profiles are carried out using 12 receivers, P-type geophones with 5m intervals and 2 shots. The forward and reverse shots were carried at a distance of 1 m at both ends. The seismic shots layouts are

Seismic Hazard Analysis for Archaeological Structures — A Case Study for EL Sakakini Palace Cairo, Egypt

**P1**

**P4 P4 P5**

ReM i-4

**Figure 8.** Location of the P-wave seismic refraction, S-wave refraction and ReMiprofiles conducted at ElSakakini Palace.

**P2**

**Offset X (m) (relative to R1)**

**P3**

**P5**

ReM i-2

ReMi-5

**P2**

**P-wave seismic Refraction profiles S-wave Refraction Microtremors profiles**

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13

**4.1. P-wave refraction**

described in Table 1.

**Figure 7.** a. Geotechnical Borehole\_1, El Sakakini Palace. b. Geotechnical Borehole\_4, El Sakakini Palace.

Figure 7b. Geotechnical Borehole\_4, El Sakakini Palace.
