Specifications of Special shear walls • 1- to form a plastic hinge and wall work in the plastic area distracting section of the quake, where increasing energy transfer and nonlinear distortions With firmness despite rising resistance section loads base shear forces Detailed plastically shaped at the bottom of the wall up the foundation base point Where the forces of bending moment and shear baseband is greatest • 2 - have a long high hinge plastically area along the height of the wall And almost equal to the rise in the wall / 6, H / 6 or along the plan length L • 3 - the region where the plastic hinge cracked consider (cracked section) and the reduction of inertia (Ig) = (0.35 - 0.5) according to the local code But after the hinge ductile shear wall treats ordinary wall area (un cracked section) = (0.7 - 0.8) • 4 - neglecting the resistance of concrete to resist shear forces and reinforcing longitudinal and horizontal In the area and the plastic hinge along only

1. 1

2. 2

3. 3
Walls should be proportioned to satisfy strength and drift limit
requirements of ASCE 7, unless an alternative approach is approved.
According to ASCE 7, walls are designed for load combinations in which
seismic forces, E, are determined using a force reduction factor, R. The
value of R depends on whether the wall is part of a Dual System (R = 7),
a Building Frame System (R = 6), or a Bearing Wall System (R = 5).
To qualify as a Dual System, the special structural walls must be
combined with special moment frames capable of resisting at least 25 %
of prescribed seismic forces.
If it does not qualify as a Dual System, then it can qualify as a Building
Frame System if it has an essentially complete space frame providing
support for vertical loads, with structural walls providing seismic force-
resistance.
If there is not a complete space frame providing support for vertical
loads, the system must be designed as a Bearing Wall System.

4. 4

5. 5
-Shear walls in buildings must be symmetrically
located in plan to reduce ill-effects of twist in buildings
They could be placed symmetrically along
one or both directions in plan.
-Shear walls are more
effective when located along exterior perimeter of the
building – such a layout increases resistance of the
building to twisting.

6. 6
‫اﻟﺨﺎﺻﺔ‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪران‬ ‫ﻓﻲ‬ ‫واﻟﻤﻤﻄﻮﻟﯿﺔ‬ ‫اﻟﻤﻄﺎوﻋﺔ‬
‫اﻟﻲ‬ ‫ﺗﺼﻞ‬ ‫وﻗﺪ‬ ‫ﻋﺎﻟﻲ‬ ‫ﻣﺤﻮري‬ ‫ﺑﺤﻤﻞ‬ ‫اﻟﻤﺤﻤﻠﺔ‬ ‫ﻟﻠﺠﺪران‬ ‫اﻟﻤﻄﺎوﻋﺔ‬ ‫اﻧﺨﻔﺎض‬
‫و‬ ‫ﺻﻔﺮ‬‫اﻟﺨﻀﻮع‬ ‫اﻧﺤﻨﺎء‬ ‫ﻓﻲ‬ ‫اﻟﺬﻳﺎدة‬ ‫ﺑﺴﺒﺐ‬ ‫اﻟﺮاﺳﻲ‬ ‫اﻟﺤﻤﻞ‬ ‫ﺑﺬﻳﺎدة‬ ‫اﻟﻤﻄﺎوﻋﺔ‬ ‫ﺗﻨﺨﻔﺾ‬
‫اﻟﻤﻄﺎوﻋﺔ‬ ‫ﻣﻤﺎﻳﻘﻠﻞ‬ield curvature
1-‫ﺘﻨﻌدم‬ ‫وﺘﻜﺎد‬ ‫اﻟﻘص‬ ‫ﺠدران‬ ‫ﻋﻠﻰ‬ ‫اﻟﻤطﺒﻘﺔ‬ ‫اﻟﻨﺎظﻤﯿﺔ‬ ‫اﻟﻘوة‬ ‫زﯿﺎدة‬ ‫ﻤﻊ‬
‫ﺠدران‬ ‫ﺘﻌرض‬ ‫ﻋﻨد‬،‫ﺘﻘ‬‫ل‬% ‫ﻤطﺎوﻋﺘﮫﺎ‬50‫ﺘﺼ‬ ‫ﻨﺎظﻤﯿﺔ‬ ‫ﻀﻐط‬ ‫ﻟﻘوة‬ ‫اﻟﻘص‬‫ل‬
‫اﻟﻤ‬ ‫اﻟﻌظﻤﻰ‬ ‫اﻟﻨﺎظﻤﯿﺔ‬ ‫اﻟﻘوة‬ ‫ﻤن‬ ‫إﻟﻰ‬.‫اﻟﺠدار‬ ‫ﻋﻠﻰ‬ ‫ﺘطﺒﯿﻘﮫﺎ‬ ‫ﺴﻤوح‬
2-‫ﺘﻘ‬ ‫اﻟﻤﻨﺘظم‬ ‫اﻟﺘﺴﻠﯿﺢ‬ ‫ذات‬ ‫اﻟﻘص‬ ‫ﺠدران‬ ‫ﻘﺎطﻊ‬ ‫ﻓﻲ‬ ‫ﻤ‬‫ل‬‫ﻤﻊ‬ ‫اﻟﻤطﺎوﻋﺔ‬
‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﻨﺴﺒﺔ‬ ‫زﯿﺎدة‬.
3-‫ﺘﺒﻘﻰ‬،‫اﻟﻤطﺎوﻋﺔ‬ ‫اﻟﻤﺨﻔﯿﺔ‬ ‫اﻷﻋﻤدة‬ ‫ذات‬ ‫اﻟﻘص‬ ‫ﺠدران‬ ‫ﻤﻘﺎطﻊ‬ ‫ﻓﻲ‬
.‫اﻷﻋﻤدة‬ ‫ھذه‬ ‫ﻓﻲ‬ ‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﻨﺴﺒﺔ‬ ‫زﯿﺎدة‬ ‫ﻤﻊ‬ ‫ﻤﺴﺘﻘرة‬
4-‫ﺘﻘ‬‫ل‬‫ﺒﺸﻜ‬ ‫اﻟﻤطﺎوﻋﺔ‬‫ل‬‫طو‬ ‫زﯿﺎدة‬ ‫ﻤﻊ‬ ‫واﻀﺢ‬‫ل‬‫ﯿﻔﻀ‬ ‫ﻟذﻟك‬ ‫ﺠدران‬‫ل‬
‫ﻗﺼﯿرة‬ ‫ﻤﺘﻌددة‬ ‫ﺠدران‬ ‫اﺴﺘﺨدام‬،‫ﻜ‬ ‫ﻓﻲ‬ ‫اﻟﻘص‬‫ل‬‫اﻟرﺌﯿﺴﯿﯿن‬ ‫اﻻﺘﺠﺎھﯿن‬ ‫ﻤن‬
.‫ذﻟك‬ ‫ﯿﻤﻜن‬ ‫ﺤﯿث‬ ‫ﻟﻠﺒﻨﺎﺀ‬
5-‫ﺠدران‬ ‫ﻋﻠﻰ‬ ‫ﺘطﺒﯿﻘﮫﺎ‬ ‫اﻟﻤﺴﻤوﺤﺔ‬ ‫اﻟﻨﺎظﻤﯿﺔ‬ ‫اﻟﻘوة‬ ‫ﺒﻤراﺠﻌﺔ‬ ‫ﯿوﺼﻰ‬
‫اﻷﺤﻤﺎ‬ ‫ﻤﻘﺎوﻤﺔ‬ ‫ﻓﻲ‬ ‫ﺘﺴﮫم‬ ‫اﻟﺘﻲ‬ ‫اﻟﻘص‬، ‫ل‬‫اﻟﻌرﺒﻲ‬ ‫اﻟﻜود‬ ‫ﻓﻲ‬ ‫اﻟزﻟزاﻟﯿﺔ‬
‫ﺘﺠﻌ‬ ‫ﻨﺎظﻤﯿﺔ‬ ‫ﺒﻘوة‬ ‫اﻟﺴﻤﺎح‬ ‫وﻋدم‬ ‫اﻟﺴوري‬‫ل‬‫إﻟﻰ‬ ‫ﻗﻠﯿﻠﺔ‬ ‫اﻟﺠداران‬ ‫ﻤطﺎوﻋﺔ‬
‫ﻤﻘﺒو‬ ‫ﻏﯿر‬ ‫ﺤد‬.‫ل‬
6-‫اﻟﻌواﻤ‬ ‫اﺴﺔ‬ ‫ﺒد‬ ‫ر‬ ‫أﯿﻀﺎ‬ ‫ﯿوﺼﻰ‬ ‫ﹰ‬‫ل‬‫اﻟد‬ ‫ﻤطﺎوﻋﺔ‬ ‫ﻓﻲ‬ ‫ﺘؤﺜر‬ ‫اﻟﺘﻲ‬‫وران‬
‫واﻻﻨﺘﻘﺎ‬‫ل‬‫اﻟﻘص‬ ‫ﻟﺠدران‬.
‫ﻋﻨﺪ‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬ ‫وﺗﺸﻜﻞ‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪران‬ ‫ﻣﻄﺎوﻋﺔ‬ ‫ﻋﻠﻰ‬ ‫ﺗﺆﺛﺮ‬ ‫اﻟﺘﻲ‬ ‫اﻟﻌﻮاﻣﻞ‬
‫اﻷﺳﺎس‬ ‫ﻗﺎﻋﺪة‬
‫اﻟﻀﺎﻏﻄﺔ‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﻘﻮة‬ ‫زادت‬ ‫ﻛﻠﻤﺎ‬ ‫اﻟﻤﻄﺎوﻋﺔ‬ ‫ﺗﺘﻨﺎﻗﺺ‬--1-‫اﻹﻧﮫﯿﺎر‬ ‫ﻳﺤﺼﻞ‬ ‫ﺣﯿﺚ‬
‫ﻟﺘﺸﻜﻞ‬ ‫اﻟﻼزﻣﺔ‬ ‫اﻟﻠﺪوﻧﺔ‬ ‫ﻣﺮﺣﻠﺔ‬ ‫ﻓﻲ‬ ‫اﻟﺪﺧﻮل‬ ‫ﻗﺒﻞ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻓﻲ‬ ‫اﻟﻤﻔﺎﺟﺊ‬ ‫اﻟﮫﺶ‬
‫وﻧﻘﺺ‬ ‫اﻟﻄﻮﻟﻲ‬ ‫ﻟﻠﺘﺴﻠﯿﺢ‬ ‫اﻟﺠﺎﻧﺒﻲ‬ ‫اﻟﺘﺤﻨﯿﺐ‬ ‫ﻋﺎﻣﻞ‬ ‫وزﻳﺎدة‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬
Confinement

7. 7
2-‫اﻟﻨﮫﺎﻳﺎت‬ ‫ﻓﻲ‬ ‫اﻋﻤﺪة‬ ‫واﺿﺎﻓﺔ‬ ‫اﻟﻤﻄﺎوﻋﺔ‬ ‫ﻟﺰﻳﺎدة‬ ‫اﻹﺟﺮاءت‬ ‫اﺗﺨﺎذ‬ ‫وﻳﺠﺐ‬
‫ﻓﻲ‬ ‫اﻟﻀﺎﻏﻄﺔ‬ ‫اﻟﺸﺎدة‬ ‫اﻟﻘﻮى‬ ‫ﻟﻤﻘﺎوﻣﺔ‬‫ﻓﻲ‬ ‫ﺣﺘﻰ‬ ‫اﻟﻤﻘﺎوﻣﺔ‬ ‫اﺳﺘﻤﺮار‬ ‫واﻣﻜﺎﻧﯿﺔ‬ ‫اﻟﻨﮫﺎﻳﺎت‬
‫اﻟﻠﺪو‬ ‫ﻣﺮﺣﻠﺔ‬‫ﻧﺔ‬
3-‫اﻟﺘﻮازﻧﯿﺔ‬ ‫اﻟﻨﺴﺒﺔ‬ ‫ﻋﻠﻰ‬ ‫اﻟﻤﺤﺎﻓﻈﺔ‬ ‫ﻳﺠﺐ‬ ‫اﻟﻤﻄﺎوﻋﺔ‬ ‫ﻋﻠﻰ‬ ‫ﻟﻠﻤﺤﺎﻓﻈﺔ‬ ‫ھﺬا‬ ‫وﻋﻠﻰ‬
‫اﻟﻀﻌﻂ‬ ‫ﻓﻲ‬
‫ﺑﯿﻦ‬PU & P0----0,50P0-pu= 0.35‫ﻓﻲ‬ ‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﺗﺮﻛﯿﺰ‬ ‫ﻳﺠﺐ‬ ‫ذﻟﻚ‬ ‫ﻋﻦ‬ ‫زادت‬ ‫واذا‬
‫ﺿﺎﻏﻄﺔ‬ ‫ﺷﺎدة‬ ‫ﻗﻮى‬ ‫اﺳﺎس‬ ‫ﻋﻠﻰ‬ ‫اﻟﺠﺪار‬ ‫ﻧﮫﺎﻳﺎت‬
walls Plasticityshear
The reason is the low plasticity walls loaded with high axial load and up to
zero and plasticity decreases with increasing vertical load due to the
increase in the curvature of the yield, which reduces plasticit
1 - with increased axial loads applied to the shear walls and virtually no
exposure at the walls, at least 50% - plasticity shear strength pressure up
to the Great axial force allowed applied to the wall.
2 - in the boycotted shear walls with regular reinforcement less plasticity
with an increase rate of reinforcement.
3 - remain, in excerpts of shear walls with hidden columns plasticity
stable with the increase in the proportion of armament in these columns.
4 - plasticity less clearly with the increase in the length of the walls so it
prefers to use multiple short walls, snipping at each of the main directions
of the building where it can.
1. 5- it recommended a review of the force applied to the permitted
2. shear walls that contribute to resist loads, seismic in the Syrian Arab
code and do not let axial strongly make compliant few wlls
unacceptably.
6 - ً◌ also recommended must take factors that affect the compliance of
rotation and move to shear walls.

8. 8

9. 9

10. 10

11. 11

12. 12
Modeling Beam and Wall Properties Elastic analysis is sufficient to
determine a theoretical degree of coupling for a coupled wall structure
and thus the distribution of internal forces in the walls and beams. Local
inelasticities at the beam-wall interfaces, redistribution of forces between
coupling beams and from the tension wall to the compression wall and
strain hardening effects all contribute to reducing the theoretical degrees
of coupling.
Reduced section properties, accounting for cracking and loss of stiffness
due to cycling can be used to determine a more appropriate value for the
theoretical degree of coupling. Table 2 shows the reduced stiffness values
suggested by the current ACI, CSA and NZS standards. ACI 318-99
recommends the use

13. 13

14. 14

15. 15

16. 16
lingkShear walls buc
Figure 6: Details of the compression failure in the walls of the
Building, including buckling of the longitudinal rebar
Figure 3: Buckled longitudinal rebar in structural wall of building

17. 17
an outer wall of the BuildingFigure 7: Tension failure in

18. 18
Figure 7: Buckled longitudinal reinforcement in shear wall,
Central Park building basemen
Figure 9: Complete shear failure of this shear. wall

19. 19
coupled shear wall-
-‫ﺑﯿﻨﮫﻤﺎ‬ ‫ﺗﺼﻞ‬ ‫اﻟﻤﺼﺎﻋﺪ‬ ‫واﺑﻮاب‬ ‫ﻟﻠﻨﻮاﻓﺬ‬ ‫ﻓﺘﺤﺎت‬ ‫ذو‬ ‫ﻗﺼﻲ‬ ‫ﺟﺪار‬
-‫ﻛﻤﺮة‬coupled bea‫ﺟﺪارﻳﻦ‬ ‫ﺑﯿﻦ‬ ‫ﺗﺼﻞ‬ ‫اﻟﻜﻤﺮة‬ ‫ھﺬه‬
-‫ﻣ‬‫زﻟﺰاﻟﯿﺔ‬ ‫ﻟﻘﻮى‬ ‫وﺗﺨﻀﻊ‬ ‫اﻹطﺎر‬ ‫ﺎﻳﺸﺒﻪ‬‫ﻛﺒﯿﺮ‬‫وﻣﺘﻌﺎﻛﺴﺔ‬ ‫ﻣﺘﻨﺎوﺑﺔ‬
‫اﻻﺗﺠﺎه‬ ‫ﻓﻲ‬‫ﻟﺪن‬ ‫ﻣﻔﺼﻞ‬ ‫اﻟﻜﻤﺮة‬ ‫ﻣﻦ‬ ‫طﺮف‬ ‫ﻛﻞ‬ ‫ﻋﻨﺪ‬ ‫ﻳﺘﺸﻜﻞ‬ ‫ﺑﺤﯿﺚ‬
1.‫ﻳﺠﺐ‬ ‫اﻟﻤﺮﻧﺔ‬ ‫ﻣﺎﺑﻌﺪ‬ ‫اﻟﻤﻨﻄﻘﺔ‬ ‫ﻓﻲ‬ ‫ﻣﻘﺎوﻣﺘﮫﺎ‬ ‫ﺗﺴﺘﻤﺮ‬ ‫وﻟﻜﻲ‬‫و‬ ‫ﻣﻄﺎوﻋﺘﮫﺎ‬ ‫زﻳﺎدة‬
confinement
‫ﻣﻦ‬ ‫اﻟﺰﻟﺰاﻟﯿﺔ‬ ‫اﻟﻘﻮى‬ ‫ﺟﻤﯿﻊ‬ ‫وﻳﻘﺎوم‬ ‫ﻳﻤﺘﺺ‬ ‫ﻗﻄﺮي‬ ‫ﺗﺴﻠﯿﺢ‬ ‫وﺿﻊ‬ ‫طﺮﻳﻖ‬ ‫ﻋﻦ‬ ‫وذﻟﻚ‬
‫اﻻﻧﺤﻨﺎء‬ ‫ﻋﺰم‬
2.‫اﻟﻘﺺ‬ ‫وﻗﻮى‬‫اﻵﻧﺤﻨﺎء‬ ‫ﻋﺰم‬ ‫ﻣﺰدوﺟﺔ‬ ‫ﻧﺤﻮل‬ ‫ﺑﺤﯿﺚ‬Mu‫ﺷﺎدة‬ ‫اﻓﻘﯿﺔ‬ ‫ﻗﻮى‬ ‫اﻟﻰ‬
‫وﺿﺎﻏﻄﺔ‬C–T
3.‫اﻟﻘﻄﺮي‬ ‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﻓﻲ‬‫اﻟﺸﺎﻗﻮﻟﯿﺔ‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮى‬ ‫اﻟﻰ‬ ‫ﺑﺎﻻﺿﺎﻓﺔ‬Vu
‫ﺣﯿﺚ‬T= C = M/d‫ﻧﺴﻘﻂ‬ ‫ﺛﻢ‬‫اﻟﻤﯿﻞ‬ ‫ﺧﻂ‬ ‫ﻋﻠﻰ‬ ‫اﻟﻘﻮى‬
-‫زﻳﺎدة‬ ‫اﻟﻰ‬ ‫ﺑﺎﻻﺿﺎﻓﺔ‬ ‫ﺑﺄطﻮاق‬ ‫واﺣﺎطﺘﻪ‬ ‫اﻟﻘﻄﺮي‬ ‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﻣﻄﺎوﻋﺔ‬ ‫زﻳﺎدة‬ ‫ﻳﺠﺐ‬ ‫ﻛﺬﻟﻚ‬
‫اﻟﺒﯿﺘﻮﻧﻲ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﻣﻄﺎوﻋﺔ‬‫ﻧﺴﺒﺔ‬ ‫ﻳﺤﻘﻘﺎن‬ ‫وﺳﻔﻠﻲ‬ ‫ﻋﻠﻮي‬ ‫طﻮﻟﻲ‬ ‫وﺗﺴﻠﯿﺢ‬ ‫ﺑﺄﺗﺎري‬
‫اﻟﻌﻤﯿﻘﺔ‬ ‫اﻟﻜﻤﺮة‬ ‫ﻟﻠﻤﻘﻄﻊ‬ ‫اﻷﺻﻐﺮي‬ ‫اﻟﺘﺴﻠﯿﺢ‬
-‫اﻟﻨﮫﺎﻳﺎت‬ ‫ﺑﺘﺴﻠﯿﺢ‬ ‫ﻟﻠﺠﺪار‬ ‫اﻟﻔﺘﺤﺎت‬ ‫ﺟﻮاﻧﺐ‬ ‫ﺗﺴﻠﯿﺢ‬ ‫ﻳﺠﺐ‬ ‫ﻛﺬﻟﻚ‬‫رأﻳﻨﺎ‬ ‫ﻛﻤﺎ‬ ‫اﻟﻤﺮﻛﺰ‬
‫اﻟﻘﺼﻲ‬ ‫اﻟﺠﺪار‬ ‫ﻧﮫﺎﻳﺎت‬ ‫ﺗﺴﻠﯿﺢ‬ ‫ﻓﻲ‬ ‫ﺳﺎﺑﻘﺎ‬

20. 20
of Walls–Code ACI 318

21. 21

22. 22
‫ﻋﺎﻣﻞ‬)‫اﻟﻤﻘﺎوﻣﺔ‬ ‫زﻳﺎدة‬R(-‫ﻣﺴﻠﺤﺔ‬ ‫ﻗﺼﯿﺔ‬ ‫ﺟﺪران‬
‫ﻋﺎدﻳﺔ‬-‫وﺧﺎﺻﺔ‬
‫ﻋﺎدﻳﺔ‬ ‫اﻟﺼﻨﻊ‬ ‫ﻣﺴﯿﻘﺔ‬ ‫وﺟﺪران‬-‫ﻣﺘﻮﺳﻄﺔ‬

23. 23
‫اﻟﻤﻘﺎوﻣﺔ‬ ‫ﺗﺼﻌﯿﺪ‬ ‫ﻋﺎﻣﻞ‬R)(‫ﻋﺎدﻳﺔ‬ ‫اطﺎران‬ ‫ھﯿﻜﻠﻲ‬ ‫ﺑﻨﺎء‬
‫ﻋﺎدﻳﺔ‬ ‫ﺧﺮﺳﺎﻧﺔ‬ ‫ﺟﺪران‬–‫ﺧﺎﺻﺔ‬ ‫ﺣﺪران‬
‫ﻋﺎدي‬ ‫ﺟﺪار‬ ‫اﻟﺼﻨﻊ‬ ‫ﻣﺴﺒﻖ‬-‫ﻣﺘﻮﺳﻂ‬

24. 24
) ‫ﻋﺎﻣﻞ‬R‫اﻟﻤﺸﺘﺮك‬ ‫اﻟﺘﻔﺎﻋﻞ‬ ‫ﻧﻈﺎم‬ ()‫ﺧﺎﺻﺔ‬ ‫اطﺎرات‬ ‫ﺑﯿﻦ‬(
‫و‬‫اﻟﻘﺼﯿﺔ‬ ‫اﻟﺠﺪران‬–)‫ﺧﺎص‬ ‫ﺟﺪار‬–‫ﻋﺎدي‬ ‫ﺟﺪار‬(

25. 25
) ‫اﻟﺰﻟﺰاﻟﯿﺔ‬ ‫اﻟﻤﻨﺎطﻖ‬B C D E F(-‫اﻟﺠﺪران‬ ‫واﻧﻮاع‬
‫اﻟﻘﺼﯿﺔ‬‫اﻟﺨﺮﺳﺎﻧﯿﺔ‬‫اﻟﻤﺴﻤﻮﺣﺔ‬

26. 26
) ‫اﻟﺰﻟﺰاﻟﯿﺔ‬ ‫اﻟﻤﻨﺎطﻖ‬B C D E F(-‫اﻟﺠﺪران‬ ‫واﻧﻮاع‬
‫اﻟﻘﺼﯿﺔ‬‫اﻟﺼﻨﻊ‬ ‫ﻣﺴﺒﻘﺔ‬‫اﻟﻤﺴﻤﻮﺣﺔ‬

27. 27
318 Special Walls–Code ACI

28. 28

29. 29

30. 30

31. 31

32. 32

33. 33

34. 34

35. 35

36. 36

37. 37
Figure :1 Schematic elevations and plans for structural systems
in reinforced concrete: a) moment-resisting frame; b) bearing-
wall system; c) frame/shear-wall hybrid system.
Bearing Wall System
Figure :3 Bearing Wall System/ shear wall system

38. 38
Figure :4 Frame/Shear Wall Hybrid System
A frame/shear-wall hybrid system utilizes a complete 3-D space frame to
support gravity loads and shear walls to resist lateral loads (see Figure
1c).

39. 39
Use of a dual system has the advantage of providing the structure with
an
independent vertical load carrying system capable of resisting 25 percent
of the
design base shear while at the same time the primary system, either
shear wall orbraced frame, carries its proportional share of the design
base shear. For this
configuration, the code permits use of a larger R value for the primary
system hanwould be permitted without the 25 percent frame system

40. 40
.
The G1 reinforcement consists of the clearly defined
reinforcement of the three members that comprise the
compound element, the two orthogonal columns and the shear
wall’s main body.

41. 41
-‫ھﻲ‬ ‫ﻟﺪن‬ ‫ﻣﻔﺼﻞ‬ ‫ﺗﺸﻜﻞ‬ ‫ﻣﻨﮫﺎ‬ ‫ﻳﺘﻄﻠﺐ‬ ‫اﻟﺘﻲ‬ ‫اﻟﻘﺼﯿﺔ‬ ‫اﻟﺠﺪران‬ ‫ﻛﺬﻟﻚ‬(‫ﺧﺎﺻﺔ‬ ‫ﺟﺪران‬
‫ﻋﺎﻟﯿﺔ‬ ‫وﻣﻄﺎوﻋﺔ‬ ‫ﻣﻤﻄﻮﻟﯿﺔ‬ ‫ذات‬
-‫ﻟﻠﺤﺼﻮل‬ ‫ﺧﺎﺻﺔ‬ ‫وﺟﺪران‬ ‫ﺧﺎﺻﺔ‬ ‫اطﺎرات‬ ‫ﺗﻨﺪﻣﺞ‬ ‫وﻗﺪ‬
‫ﻟﻠﻌﺎﻣﻞ‬ ‫ﻗﯿﻤﺔ‬ ‫اﻛﺒﺮ‬ ‫ﻋﻠﻰ‬R= ‫ﺗﻘﺮﺑﯿﺎ‬8-8.5
-‫ﺣﯿﺚ‬ ‫ﻋﺎدﻳﺔ‬ ‫وﺟﺪران‬ ‫ﺧﺎﺻﺔ‬ ‫اطﺎرات‬ ‫ﺗﺠﺘﻤﻊ‬ ‫وﻗﺪ‬
7-R=6.5
-‫ﺗﺠﺘﻤﻊ‬ ‫وﻗﺪ‬‫ﺟﺪران‬ ‫ﻣﻊ‬ ‫ﻋﺎدﻳﺔ‬ ‫او‬ ‫ﻣﺘﻮﺳﻄﺔ‬ ‫اطﺎرات‬
‫ﺣﯿﺚ‬ ‫ﻋﺎدﻳﺔ‬5.5-R=5
-‫اﻟﺠﺪران‬ ‫ذﻛﺮ‬ ‫ﻋﻠﻰ‬ ‫ﺗﺄﺗﻲ‬ ‫ﻟﻢ‬ ‫اﻟﻌﺮﺑﯿﺔ‬ ‫اﻟﻜﻮدات‬ ‫ﺑﻌﺾ‬
‫ﺧﺎﺻﺔ‬ ‫وﺗﻨﻔﯿﺬﻳﺔ‬ ‫ﻓﻨﯿﺔ‬ ‫اﺷﺘﺮاطﺎت‬ ‫ﻣﻦ‬ ‫ﺗﺘﻄﻠﺒﻪ‬ ‫ﻟﻤﺎ‬ ‫اﻟﺨﺎﺻﺔ‬
-‫ﺗﺸﻜﻞ‬ ‫ﻣﻨﮫﺎ‬ ‫واﻟﻤﻄﻠﻮب‬ ‫ﻟﻠﺰﻻزل‬ ‫اﻟﻤﻘﺎوﻣﺔ‬ ‫اﻟﺠﻤﻞ‬ ‫ان‬
‫ﻟﻠﺰﻻزل‬ ‫ﻣﻘﺎوﻣﺘﮫﺎ‬ ‫ﺗﺴﺘﻤﺮ‬ ‫ان‬ ‫ﻳﺠﺐ‬ ‫ﻳﻌﻨﻲ‬ ‫اﻟﻠﺪﻧﺔ‬ ‫اﻟﻤﻔﺎﺻﻞ‬
‫اﻟﺰﻟﺰال‬ ‫طﺎﻗﺔ‬ ‫ﻣﻦ‬ ‫ﻗﺴﻢ‬ ‫واﻣﺘﺼﺎص‬ ‫ﻟﺘﺸﺘﯿﺖ‬ ‫اﻟﻤﺮﻧﺔ‬ ‫اﻟﻌﺘﺒﺔ‬ ‫ﻣﺎﺑﻌﺪ‬ ‫اﻟﻰ‬
‫ﺑﺎﻟﻌﺎﻣﻞ‬ ‫اﻟﻜﻠﻲ‬ ‫اﻟﻘﺎﻋﺪي‬ ‫اﻟﻘﺺ‬ ‫ﻗﯿﻤﺔ‬ ‫ﻣﻦ‬ ‫ﺧﻔﻀﻨﺎھﺎ‬ ‫اﻟﺘﻲ‬(R)‫ﺑﻤﻮﺟﺒﮫﺎ‬ ‫اﻟﺤﺴﺎب‬ ‫وﺗﻢ‬
-ً‫ﻧﻈﺮا‬‫اﻋﺘﻤﺪت‬ ‫ﻓﻘﺪ‬ ‫ﻟﻠﺘﺼﻤﯿﻢ‬ ‫اﻹﻗﺘﺼﺎدﻳﺔ‬ ‫اﻟﻤﺘﻄﻠﺒﺎت‬ ‫و‬ ‫اﻟﺰﻻزل‬ ‫ﺣﺪوث‬ ‫ﻟﻄﺒﯿﻌﺔ‬
‫ﻟﻠﺰﻻزل‬ ‫اﻟﻤﻘﺎوﻣﺔ‬ ‫ﻟﻠﻤﻨﺸﺂت‬ ‫اﻟﺘﺎﻟﯿﺔ‬ ‫اﻟﻤﻌﺎﻳﯿﺮ‬‫ﺣﺎل‬ ‫ﻓﻲ‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬ ‫واﺣﺘﻤﺎﻻﺗﺘﺸﻜﻞ‬
‫اﻟﺰﻻزل‬ ‫ﻗﻮة‬***‫اﺻﻐﺮ‬-‫ﺗﺴﺎوي‬ ‫او‬-‫اﻛﺒﺮ‬ ‫او‬
‫اﻟﻤﻨﺸﺄ‬ ‫ﻋﻠﯿﮫﺎ‬ ‫اﻟﻤﺼﻤﻢ‬ ‫اﻟﻘﻮة‬ ‫ﻣﻦ‬
.-(A)‫اﻟﺰﻻزل‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫اﻟﺒﻨﺎء‬ ‫ﻳﺴﺘﻄﯿﻊ‬ ‫ﺣﯿﺚ‬‫اﻟﺸـﺪة‬ ‫ﻣﺘﻮﺳﻄﺔ‬‫ﺗﺘﺠﺎوز‬ ‫أن‬ ‫دون‬
‫اﻹﺟﮫﺎدات‬

42. 42
‫ﺣـﺪ‬ ‫ﻋﻨﺎﺻﺮه‬ ‫ﻓﻲ‬‫اﻟﻤﺮوﻧﺔ‬fy‫ﻻ‬ ‫أن‬ ‫ﻳﺠﺐ‬ ‫ﻟﻠﺰﻻزل‬ ‫اﻟﻤﻘﺎوﻣﺔ‬ ‫اﻟﺠﻤﻠﺔ‬ ‫أن‬ ‫ذﻟﻚ‬ ‫ﻣﻌﻨﻰ‬
‫ﺗﺘـﺄﺛﺮ‬
‫زﻻزل‬ ‫إﻟﻰ‬ ‫اﻟﻤﻨﺸـﺄ‬ ‫ﺗﻌﺮض‬ ‫ﻋﻨﺪ‬‫اﻟﺸـﺪة‬ ‫ﻣﺘﻮﺳـﻄﺔ‬‫ﺑﻌﺾ‬ ‫ﺣﺪوث‬ ‫ﺑﺈﻣﻜﺎﻧﯿﺔ‬ ‫اﻟﺴﻤﺎح‬ ‫ﻣﻊ‬
‫اﻷﺿﺮار‬
‫اﻹﺻﻼح‬ ‫اﻟﺴـﮫﻠﺔ‬ ‫و‬ ‫اﻹﻧﺸﺎﺋﯿﺔ‬ ‫ﻏﯿﺮ‬
.-.B‫ﻋﻨﺪ‬ (‫اﻟﻠﺪن‬ ) ‫اﻟﻼﻣﺮن‬ ‫اﻟﻤﺠﺎل‬ ‫ﻓﻲ‬ ‫ﻟﻠﺰﻻزل‬ ‫اﻟﻤﻘﺎوم‬ ‫اﻟﻤﻨﺸـﺄ‬ ‫ﻳﺪﺧﻞ‬ ‫أن‬ ‫ﻳﻨﺒﻐﻲ‬
‫ﺗﻌﺮﺿﻪ‬
‫ﻗﻮﻳﺔ‬ ‫ﻟـﺰﻻزل‬‫و‬ ‫اﻹﻧﺸـﺎﺋﯿﺔ‬ ‫اﻷﺿﺮار‬ ‫ﺑﻌﺾ‬ ‫ﺣـﺪوث‬ ‫ﻳﻌﻨﻲ‬ ‫ﻣﻤﺎ‬ ،‫اﻹﻧﺸـﺎﺋﯿﺔ‬ ‫ﻏﯿﺮ‬‫اﻟﻘـﺎﺑـﻠـﺔ‬
‫ﻟﻺﺻﻼح‬‫اﻟﻤﺒﻨﻰ‬ ‫ﻓﻲ‬ ‫ﺟـﺰﺋﻲ‬ ‫إﻧﮫﯿـﺎر‬ ّ‫ي‬‫أ‬ ‫ﺣـﺪوث‬ ‫دون‬
C.‫إﻟﻰ‬ ‫ﺗﻌﺮﺿﻪ‬ ‫ﺣﺎﻟﺔ‬ ‫ﻓﻲ‬ ‫اﻟﺼﻤﻮد‬ ‫ﻣﻦ‬ ‫ﻟﻠﺰﻻزل‬ ‫اﻟﻤﻘﺎوم‬ ‫اﻟﻤﻨﺸـﺄ‬ ‫ﻳﺘﻤﻜﻦ‬ ‫أن‬ ‫ﻳﺠﺐ‬
‫زﻻزل‬‫ﻗﻮﻳﺔ‬
‫ﻣﺪﻣﺮة‬ ‫و‬‫أﺿﺮار‬ ‫ﺣﺪوث‬ ‫إﻣﻜﺎﻧﯿﺔ‬ ‫ﻣﻦ‬ ‫ﺑﺎﻟﺮﻏﻢ‬ ‫ﻟﻠﻤﻨﺸـﺄ‬ ‫اﻟﻜﻠﻲ‬ ‫اﻻﻧﮫﯿﺎر‬ ‫ﻋـﺪم‬ ‫ﻳﻌﻨﻲ‬ ‫ﻣﻤﺎ‬
‫ﻓﻲ‬ ‫ﺷـﺪﻳﺪة‬
‫اﻟﻤﺒﻨﯩ‬‫ﻗـﺎﺑﻠـﺔ‬ ‫ﻐﯿﺮ‬‫ﻟﻺﺻﻼح‬.‫ﺗﻘـﻠﯿﻞ‬ ‫و‬ ‫اﻟﺴـﻜﺎن‬ ‫ﺳـﻼﻣﺔ‬ ‫ﺿﻤﺎﻧﺔ‬ ‫إﻟﻰ‬ ‫ھـﺬا‬ ‫ﻳﮫﺪف‬ ‫و‬
‫اﻟﺨﺴﺎﺋﺮ‬
‫اﻟﺸﺎﻏﻠﯿﻦ‬ ‫اﺧﻼء‬ ‫ﺣﺘﻰ‬ ‫ﻣﻤﻜﻦ‬ ‫ﺣﺪ‬ ‫أدﻧﻰ‬ ‫إﻟﻰ‬ ‫اﻟﺒﺸـﺮﻳﺔ‬
-‫اﻟﻤﺸﺪودة‬ ‫اﻟﻌﻨﺎﺻﺮ‬ ‫ﻓﻲ‬ ‫ﻟﻠﻘﺺ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫اھﻤﺎل‬ ‫ﻳﺠﺐ‬ ‫ﺳﺎﺑﻘﺎ‬ ‫رأﻳﻨﺎ‬
‫ﻣﺘﺸﻘﻖ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﺣﯿﺚ‬ ‫ﻓﻘﻂ‬ ‫اﻷﺗﺎري‬ ‫ﺑﺘﺴﻠﯿﺢ‬ ‫اﻟﻘﺺ‬ ‫اﺟﮫﺎد‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫وﻳﺠﺐ‬
-‫اﻟﻤﻀﻐﻮطﺔ‬ ‫ﻟﻠﻌﻨﺎﺻﺮ‬ ‫ﺑﺎﻟﻨﺴﺒﺔ‬ ‫ﻛﺬﻟﻠﻚ‬‫واﻟﺠﺪران‬‫ﻓﻲ‬ ‫ﺗﺸﻘﻘﺎت‬ ‫وظﮫﻮر‬
‫ﺗﺒﻘﻰ‬ ‫ﺣﯿﺚ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻣﻨﻄﻘﺔ‬‫اﻟﺤﻤﻮﻟﺔ‬ ‫زوال‬ ‫ﺑﻌﺪ‬ ‫ﻣﻐﻠﻘﺔ‬ ‫ﻏﯿﺮ‬ ‫اﻟﺸﻘﻮق‬ ‫ھﺬه‬
--‫اﻟﻤﻀﻐﻮطﺔ‬ ‫ﻟﻠﻌﻨﺎﺻﺮ‬ ‫ﺣﺘﻰ‬ ‫ﻟﻠﻘﺺ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫اھﻤﺎل‬ ‫ﻳﺠﺐ‬ ‫ﻟﺬﻟﻚ‬
‫واطﻮاق‬ ‫اﺗﺎري‬ ‫ﺑﺘﺴﻠﯿﺢ‬ ‫ﻛﻠﻪ‬ ‫اﻟﻘﺺ‬ ‫اﺟﮫﺎد‬ ‫وﻣﻘﺎوﻣﺔ‬
-‫اﻟﻌﻨﺼﺮ‬ ‫اﺗﺼﺎل‬ ‫ﻣﻨﻄﻘﺔ‬ ‫ﻓﻲ‬ ‫وﻛﺬﻟﻚ‬‫اﻟﺘﺸﺎرﻳﻚ‬ ‫ﻗﻀﺒﺎن‬ ‫ﻋﻠﻰ‬ ‫ﻳﺠﺐ‬ ‫ﺑﺎﻟﻘﺎﻋﺪة‬
‫ﻟﻠﻘﺺ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫واھﻤﺎل‬ ‫ﻛﻠﮫﺎ‬ ‫اﻟﻘﺎﻋﺪي‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮى‬ ‫ﻣﻘﺎوﻣﺔ‬

43. 43

44. 44

45. 45
Conclusions and Recommendations
‫واﻟﺘﻮﺻﯿﺎت‬ ‫اﻟﺨﻼﺻﺔ‬

46. 46
1-‫ﺣﯿﺚ‬ ‫ﻟﺪن‬ ‫ﻣﻔﺼﻞ‬ ‫ﺗﺸﻜﻞ‬ ‫ﻣﻨﮫﺎ‬ ‫ﻳﺘﻄﻠﺐ‬ ‫ﻻ‬ ‫اﻟﺘﻲ‬ ‫اﻟﻘﺼﯿﺔ‬ ‫اﻟﺠﺪران‬ ‫ھﻲ‬
‫ﺗﻘﺎوم‬‫ﻣﻨﻄ‬ ‫ﻓﻲ‬ ‫اﻟﻘﺎﻋﺪي‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮة‬ ‫ﻛﺎﻣﻞ‬‫اﻟﻠﺪوﻧﺔ‬ ‫اﻟﻤﺮوﻧﺔ‬ ‫ﻣﺠﺎل‬ ‫ﻘﺔ‬
2-‫واﻟﻌﺎﻣﻞ‬)R(‫ﻟﻠ‬‫ﻤ‬‫اﻟﻤﻤﻄﻮﻟﯿﺔ‬ ‫اﺳﺎس‬ ‫ﻋﻠﻰ‬ ‫ﻟﮫﺎ‬ ‫ﻳﻌﻄﻰ‬ ‫اﻟﺰاﺋﺪة‬ ‫ﻘﺎوﻣﺔ‬
‫واﻟﻤﻄﺎوﻋﺔ‬‫اﻟﻘﺺ‬ ‫ﻗﻮة‬ ‫ﻛﺎﻣﻞ‬ ‫ﺗﻘﺎوم‬ ‫ﺣﯿﺚ‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﺮن‬ ‫اﻟﻤﺠﺎل‬ ‫ﻓﻲ‬
‫ﺗﺸﻜﻞ‬ ‫دون‬ ‫اﻟﻘﺎﻋﺪي‬‫واﻟﻌﺎﻣﻞ‬ ‫ﻟﻠﻄﺎﻗﺔ‬ ‫ﺗﺸﺘﯿﺖ‬ ‫او‬ ‫ﻟﺪن‬ ‫ﻣﻔﺼﻞ‬)R(
‫ﻳﺘﺮاوح‬) ‫ﻣﻦ‬4–4.5(
3-‫ﻣﻦ‬ ‫ﺗﻌﺘﺒﺮ‬ ‫اﻟﻠﺪﻧﺔ‬ ‫اﻟﻤﺮﻧﺔ‬ ‫اﻟﻤﻨﻄﻘﺔ‬ ‫ﻓﻲ‬ ‫ﻣﻘﺎوﻣﺘﮫﺎ‬ ‫ﻟﻤﺠﺎل‬ ‫وﻧﻈﺮا‬
‫ﻣﺘﺸﻘﻖ‬ ‫اﻟﻐﯿﺮ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﺧﺎﺻﯿﺔ‬uncracked section
‫ﻣﺤﺪودة‬ ‫اﻟﺸﻘﻮق‬ ‫ﺗﻜﻮن‬ ‫ﺣﯿﺚ‬‫وﻳﻤﻜﻦ‬ ‫اﻻﻧﺸﺎﺋﯿﺔ‬ ‫ﻟﻠﻌﻨﺎﺻﺮ‬
‫اﻟﺴﻜﺎن‬ ‫ﻹﺧﻼء‬ ‫اﻟﺤﺎﺟﺔ‬ ‫دون‬ ‫ﻣﻌﺎﻟﺠﺘﮫﺎ‬‫ﻣﻘﺪار‬ ‫وﻳﺘﺮواح‬
‫اﻟﻌﻄﺎﻟﺔ‬ ‫ﺗﺨﻔﯿﺾ‬Ig)(‫ﻣﻦ‬)0.7–0.8(‫ﻟﻠﺠﺪران‬
4-‫ﺑﻤ‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮى‬ ‫ﺗﻘﺎوم‬‫ﻘ‬‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻄﻊ‬-(‫اﻟﻤﺴﻠﺢ‬ ‫)اﻟﺒﯿﺘﻮن‬
‫اﻟﻄﻮﻟﻲ‬ ‫واﻟﺘﺴﻠﯿﺢ‬‫اﻷﻓﻘﻲ‬
5-‫اﻟﻜﺎﻓﯿﺔ‬ ‫واﻟﻤﻤﻄﻮﻟﯿﺔ‬ ‫اﻟﻤﻄﺎوﻋﺔ‬ ‫ﺗﺄﻣﯿﻦ‬ ‫ﻳﺠﺐ‬‫ﻣﻦ‬‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﻧﺴﺐ‬
‫اﻷﺻﻐﺮﻳﺔ‬‫واﻟﺘﻮازﻧﯿﺔ‬‫اطﺮاف‬ ‫ﻓﻲ‬ ‫اﻟﻨﮫﺎﻳﺎت‬ ‫اﻋﻤﺪة‬ ‫ﺗﻮاﺟﺪ‬ ‫اﻟﻰ‬
‫اﻟﺠﺪران‬
6-‫اﻟﻤﺮن‬ ‫اﻻﻧﮫﯿﺎر‬ ‫وﺗﺤﻘﯿﻖ‬ ‫اﻷﻋﻤﺪة‬ ‫ﺗﺤﺴﺐ‬ ‫ﻛﻤﺎ‬ ‫اﻟﻌﺎدﻳﺔ‬ ‫اﻟﺠﺪران‬ ‫ﺗﺤﺴﺐ‬
‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﺣﯿﺚ‬ ‫اﻟﺘﺮاﺑﻂ‬ ‫ﻣﻨﺤﻨﯿﺎت‬ ‫وﻓﻖ‬ ‫وذﻟﻚ‬ ‫واﻟﻤﻔﺎﺟﺊ‬ ‫اﻟﮫﺶ‬ ‫وﻟﯿﺲ‬
‫اﻷﻓﻘﻲ‬‫ﻳﻘﺎوم‬ ‫واﻟﺸﺎﻗﻮﻟﻲ‬ ‫اﻷﻓﻘﯿﺔ‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮى‬ ‫ﻳﻘﺎوم‬ ‫واﻟﻌﺮﺿﻲ‬
‫اﻟﺮأﺳﯿﺔ‬ ‫اﻟﺤﻤﻮﻻت‬
7-‫ﻣﺮﻛﺰة‬ ‫ﻗﻮى‬ ‫ﻟﺘﻮاﺟﺪ‬ ‫ﻓﻘﻂ‬ ‫اﻟﻨﮫﺎﻳﺎت‬ ‫اﻋﻤﺪة‬ ‫ﻓﻲ‬ ‫اﻟﺘﺤﻨﯿﺐ‬ ‫ﺣﺴﺎب‬ ‫ﻳﺘﻄﻠﺐ‬
‫ﺿﺎﻏﻄ‬‫ﺷﺎدة‬ ‫ﺔ‬
8-‫ﻣﻦ‬ ‫اﺻﻐﺮ‬ ‫طﻮﻟﻪ‬ ‫اﻟﺠﺪار‬ ‫ﺣﺎل‬ ‫ﻓﻲ‬5‫ﻛﻌﺎﻣﻮد‬ ‫ﻳﺤﺴﺐ‬ ‫اﻟﻌﺮض‬ ‫ﻣﺮات‬

47. 47
1• shear walls that do not requir to form elastic hinges ,
where the entire resist base shear force in the field of flexibility plasticity
zone
2• - factor (R) in excess of the resistance gives her on the basis of
elasticity And plasticity in the flexible deformation field where the entire
resist shear strength
Baseband without detailed born constitutes or dissipating energy factor
(R) range (4 - 4.5)
3• - Due to the field of resistance in the elastic plastic regions is one of
the sulfides Section property of others cracked uncracked section where
the cracks are limited to the elements of structural and can be processed
without the need to evacuate the population .
to reduce the amount of inertia (Ig) and range from
(0.7 - 0.8) for Walls
4• - resist shear forces by concrete section and the longitudinal,
horizontal reinforcement
5• must be secured plasticity plasticity adequate reinforcement ratios
Minimal equilibrium to the presence of columns endings on the outskirts
of the walls
6• calculated as regular columns and walls collapse achieve elastic
counted Rather fragile and sudden curves, according to curved
interaction curve where the horizontal and transverse reinforcement to
resist shear forces horizontal and vertical resist vertical loads.

48. 48
7• Requires buckling calculating in columns endings presence only
concentrated loads In compression and tensile
8• If the length of the wall is smaller than five times the width of column.
2-‫اﻟﺠﺪار‬ ‫ارﺗﻔﺎع‬ ‫اﻣﺘﺪاد‬ ‫ﻋﻠﻰ‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬ ‫ﻣﻨﻄﻘﺔ‬ ‫ارﺗﻔﺎع‬ ‫او‬ ‫طﻮل‬ ‫ﻳﻜﻮن‬
‫اﻟﺠﺪار‬ ‫اﻟﺮﺗﻔﺎع‬ ‫ﺗﻘﺮﻳﺒﺎ‬ ‫وﻳﺴﺎوي‬/6,H/6‫اﻟﺤﺪار‬ ‫ﻣﺴﻘﻂ‬ ‫طﻮل‬ ‫او‬L
3-‫ﻣﺘﺸﻘﻖ‬ ‫ﻣﻘﻄﻊ‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬ ‫ﻧﺸﻜﻞ‬ ‫ﻣﻨﻄﻔﺔ‬ ‫ﺗﻌﺘﺒﺮ‬)cracked section(
‫اﻟﻌﻄﺎﻟﺔ‬ ‫وﺗﺨﻔﯿﺾ‬)Ig(=)0.35–0.5‫اﻟﻤﺤﻠﻲ‬ ‫اﻟﻜﻮد‬ ‫وﻓﻖ‬ (
‫اﻟﻘﺼﻲ‬ ‫اﻟﺠﺪار‬ ‫ﻳﻌﺎﻣﻞ‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬ ‫ﻣﻨﻄﻘﺔ‬ ‫ﺑﻌﺪ‬ ‫ﻣﺎ‬ ‫اﻣﺎ‬
‫ﻋﺎدي‬ ‫ﺟﺪار‬)un cracked section() =0.7–0.8(
4-‫اﻷﻓﻘﻲ‬ ‫اﻟﻄﻮﻟﻲ‬ ‫ﺑﺎﻟﺘﺴﻠﯿﺢ‬ ‫وﺗﻘﺎوم‬ ‫اﻟﻘﺺ‬ ‫ﻟﻘﻮى‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﻔﺎوﻣﺔ‬ ‫ﺗﮫﻤﻞ‬
‫اﻟﻤﻔﺼﻞ‬ ‫ﻣﻨﻈﻘﺔ‬ ‫ﺑﻌﺪ‬ ‫ﻣﺎ‬ ‫وﺗﺤﺴﺐ‬ ‫ﻓﻘﻂ‬ ‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬ ‫واﻣﺘﺪاد‬ ‫ﻣﻨﻈﻘﺔ‬ ‫ﻓﻲ‬
5-‫ﻣﻦ‬ ‫اﻟﻜﺎﻓﯿﺔ‬ ‫واﻟﻤﻤﻄﻮﻟﯿﺔ‬ ‫اﻟﻤﻄﺎوﻋﺔ‬ ‫ﺗﺄﻣﯿﻦ‬ ‫ﻳﺠﺐ‬‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﻧﺴﺐ‬
‫اﻋﻤﺪة‬ ‫ﺗﻮاﺟﺪ‬ ‫اﻟﻰ‬ ‫واﻟﺘﻮازﻧﯿﺔ‬ ‫اﻷﺻﻐﺮﻳﺔ‬‫ﺧﺎﺻﺔ‬‫ﻓﻲ‬‫اﻟﻨﮫﺎﻳﺎت‬‫ﻋﻨﺪ‬‫اطﺮاف‬‫اﻟﺠﺪران‬
)Boundary condition(‫اﻟﻜﻮد‬ ‫اﺷﺘﺮاطﺎت‬ ‫وﺗﺤﻘﯿﻖ‬
‫وﻛﺬﻟﻚ‬‫واﻷﺑﻌﺎد‬ ‫اﻟﻤﻘﺎوﻣﺔ‬ ‫ﻓﻲ‬
6-‫اﻟﺠﺪران‬ ‫ﺗﺤﺴﺐ‬‫اﻟ‬‫اﻟﻤﺮن‬ ‫اﻻﻧﮫﯿﺎر‬ ‫وﺗﺤﻘﯿﻖ‬ ‫اﻷﻋﻤﺪة‬ ‫ﺗﺤﺴﺐ‬ ‫ﻛﻤﺎ‬ ‫ﺨﺎﺻﺔ‬
‫اﻟﺘﺮاﺑﻂ‬ ‫ﻣﻨﺤﻨﯿﺎت‬ ‫وﻓﻖ‬ ‫وذﻟﻚ‬ ‫واﻟﻤﻔﺎﺟﺊ‬ ‫اﻟﮫﺶ‬ ‫وﻟﯿﺲ‬
7-‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﺣﯿﺚ‬‫واﻟﺸﺎﻗﻮﻟﻲ‬ ‫اﻷﻓﻘﯿﺔ‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮى‬ ‫ﻳﻘﺎوم‬ ‫واﻟﻌﺮﺿﻲ‬ ‫اﻷﻓﻘﻲ‬
‫ﻳﻘﺎوم‬‫اﻟﻨﮫﺎﻳﺎت‬ ‫واﻋﻤﺪة‬ ‫اﻟﺠﺪار‬ ‫ﻟﻮﺳﻂ‬ ‫اﻟﺮأﺳﯿﺔ‬ ‫اﻟﺤﻤﻮﻻت‬‫اﻟﺨﺎﺻﺔ‬special
)Boundary Elements(‫اﺳﺘﻤﺮار‬ ‫واﻣﻜﺎﻧﯿﺔ‬‫اﻟﻠﺪو‬ ‫ﻣﻨﻄﻘﺔ‬ ‫ﻣﺎﺑﻌﺪ‬ ‫اﻟﻰ‬‫ﻧﺔ‬
8-) ‫اﻟﺘﺤﻨﯿﺐ‬ ‫ﺣﺴﺎب‬ ‫ﻳﺘﻄﻠﺐ‬Buckling‫اﻟﻨﮫﺎﻳﺎت‬ ‫اﻋﻤﺪة‬ ‫ﻓﻲ‬ (‫اﻟﺨﺎﺻﺔ‬

49. 49
‫ﺷﺎدة‬ ‫ﺿﺎﻏﻄﺔ‬ ‫ﻣﺮﻛﺰة‬ ‫ﻗﻮى‬ ‫ﻟﺘﻮاﺟﺪ‬ ‫ﻓﻘﻂ‬‫اﻟﺠﺪار‬ ‫اطﺮاف‬ ‫ﻋﻠﻰ‬
9–‫اﻟﻠﺪن‬ ‫اﻟﻤﻔﺼﻞ‬ ‫ﻣﻨﻄﻘﺔ‬ ‫ﻓﻲ‬ ‫واﻟﻌﺮﺿﻲ‬ ‫اﻟﻄﻮﻟﻲ‬ ‫اﻟﺘﺴﻠﯿﺢ‬ ‫ﺗﺼﻤﯿﻢ‬ ‫ﻳﻨﻢ‬
‫واﻟﺘﺸﺎرﻳﻚ‬ ‫اﻟﺘﺜﺒﯿﺖ‬ ‫واطﻮال‬ ‫اﻟﻘﺺ‬ ‫وﻗﻮى‬ ‫اﻟﻌﺰوم‬ ‫ﺗﺼﻌﯿﺪ‬ ‫ﺑﻌﺪ‬ ‫اﻟﺨﺎﺻﺔ‬ ‫واﻟﻨﮫﺎﻳﺎت‬
‫ﻳﻤﻘﺪار‬ ‫اﻟﻤﻘﺎوﻣﺔ‬ ‫ﺑﻌﺎﻣﻞ‬1.25‫اﻟﺘﺼﻤﯿﻢ‬ ‫ﻛﻮد‬ ‫وﻓﻖ‬

50. 50

51. 51

52. 52
walls bucklingShear
Figure 6: Details of the compression failure in the walls of the
Building, including buckling of the longitudinal rebar

53. 53
 1- to form a plastic hinge and wall work in the plastic area
distracting section of the quake, where increasing energy
transfer and nonlinear distortions
With firmness despite rising resistance section loads base
shear forces
Detailed plastically shaped at the bottom of the wall up the
foundation base point
Where the forces of bending moment and shear baseband is
greatest
 2 - have a long high hinge plastically area along the height of
the wall
And almost equal to the rise in the wall / 6, H / 6 or along the
plan length L
 3 - the region where the plastic hinge cracked consider
(cracked section) and the reduction of inertia (Ig) = (0.35 -
0.5) according to the local code
But after the hinge ductile shear wall treats ordinary wall
area (un cracked section) = (0.7 - 0.8)
 4 - neglecting the resistance of concrete to resist shear
forces
and reinforcing longitudinal and horizontal
In the area and the plastic hinge along only

54. 54
calculated resistance after the plastic hinge area
 5 - Provide plasticity. Elacticity of sufficient reinforcing ratios
Minimal and equilibrium to the presence of special columns in
the endings the edges of the walls (Boundary condition) and
achieve the requirements of the code as well as the
resistance and dimensions
 6 - calculated walls and columns and to achieve flexible
collapse calculated rather fragile and sudden, according to a
curved interaction
 7- preferred calculate (Buckling) in columns endings special
presence compression tension on the edge of the wall

55. 55

56. 56

57. 57

58. 58

59. 59
Dr youssef Hmmida