سؤال عن طول رجل العمود

2011-09-27, 05:27 PM #1
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2011-09-27, 08:25 PM #3
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2011-09-29, 12:19 AM #4
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قد اكون فهمت منك المقصود بالرجل الثنيه في تسليح العمود داخل الاساس والذي اعرفه انها تمتد فوق قضيبان من قضبان تسليح شيكه الاساس على الاقل وعلى حد علمي لاتوجد مواصفه محدده...............
ارجو من باقي الزملاء ابداء ارائهم

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2011-09-29, 08:51 AM #6
الصورة الرمزية nazarassem
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2011-09-29, 01:24 PM #7
جديد

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السلام عليكم ورحمة الله وبركاته

بالنسبه لطول رجل العمود تحسب عادى ك طرف رباط اى 65 او 60 القطر
ويكون هذا الطول هو الجزء المدفون داخل القاعده المسلحه شامل الجز الراسى والجزاء الافقى المرتكز على حديد القاعده السفلى

فمثلا
قاعده بسمك 60 سم
واشاير العمود قطر 18
اذا طول الجزء المدفون داخل القاعده 60 * 18 = 1080 مم = 1.08 م
فيكون الجزء الراسى 50 سم (60 سمك القاعده - 10 سم cover فوق وتحت)
وبذلك يكون طول الرجل (الجزء الافقى) 50 سم

اما بالنسبه لاشارة العمود تحسب طول الوصله على حسب مواصفات المشروع وعادة 60 او 65 القطر
اما اذا كانت سمك القاعده اكبر من 1 متر
فياخذ الجزء الافقى 20 الى 30 سم

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2011-09-29, 05:20 PM #8
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Joint Details – Joint Details – Scanfibre SFRC Ground Slabs ––
INTRODUCTION – The drying shrinkage that occurs in freshly placed concrete takes place over time (Fig. 1). If
restrained this shrinkage generates tensile stresses in the concrete and if this tensile stress is higher than the tensile strength
of the concrete the result is cracking
Reinforcement (fibre, mesh or rod) at the dosage
rates typically used does little to prevent this
cracking, realistically only working after cracking has
occurred to limit the width of any cracks. The
incorporation of strategically placed, well detailed,
joints can effectively eliminate unplanned cracking
when accompanied by good work practices that
include correct placing, finishing and curing
techniques.
The following details are offered to assist in the
preparation of suitable engineering drawings for
Scanfibre reinforced slabs on grade, although the
information offered is of relevance when detailing
any concrete ground slabs. It should be borne in mind
that the details are prepared on the basic assumption that
cracking will occur at all provided joints with the
resulting individual uncracked slab panels then shrinking back
from perimeter joints toward the centre of a panel. With this
concept in mind it makes absolutely no sense to
thicken the slab at edges or at joints if shrinkage
restraint is to be avoided and where thickenings are
essential the joint pattern should incorporate
thickenings by assuming they offer full shrinkage
restraint to the slab.
CRACK CONTROL JOINTS
The most common method of slab on ground
construction is to place a long strip that is typically 6-
10 metres in width. The length is then determined by
the building plan or selected by the concretor to give
an area that can be placed and finished in one day.
The finished strip is then cut into square to
rectangular panels (maximum aspect ratio 1.5) using
transverse saw cuts, typically of 3mm width, to
provide crack control.. The timing of saw cutting is
critical. Sawing should occur as late as possible in
order to minimise damage to the concrete surface,
but must go in prior to cracking taking place. A
typical saw cut detail is shown in Fig. 2.
Internal and perimeter columns when tied into the
slab offer restraint and hence give rise to cracking if
they are not isolated from the main slab. This can be
done using sawn or boxed out isolation joints Fig. 3.
Where the column needs to be tied to the slab
selecting an appropriate joint layout can overcome
many problems (Fig. 4).
Fig. 1 Drying in Laboratory Air from PCA Dev. Dept. Bulletin 103
0
20
40
60
80
100
0 3 6 9 12 15 18 21 24
50mm
100mm
150mm
200mm
250mm
300mm
Slab
Thickness
% Of Ultimate
Shrinkage
Age (months)
Fig.2 Saw cut joint details
1/3rd slab depth
Internal 3mm saw cut -unfilled
(Suitable for pneumatic tyres)
External 6mm saw cut -sealed
(Suitable for pneumatic tyres)
Internal 3mm saw cut -filled
(Suitable for solid tyres)
MM80 semi
rigid epoxy filler
Flexible sealant
Fig. 3 Isolation Joint Options
Saw cut
10-20mm compressible
filler
Re-entrant bar
Products For ConcreteCONSTRUCTION JOINTS
Load transfer between slabs poured at different
times can be achieved using either dowels or keys.
Both types of joints have plusses and minuses:-
Key Joints Have the advantage of permitting
slip along the line of the joint but lose the snug fit as
shrinkage takes place (Fig. 5). It is recommended the
taper on the top and bottom of the male section be
kept to a minimum to minimise the vertical
movement and hence potential for joint damage as
the slabs shrink apart. Proprietary metal key joint
profiles can incorporate dowels also to overcome
this problem, but Scancem do not recommend key
joints in slabs under 150mm thick. Where a key joint
is to be formed in the concrete using removed
timber side forms we recommend a minimum slab
thickness of 200mm.
Dowel Joints Have the advantage of maintaining
the top faces of adjacent slabs level as the slabs move
apart. The main problem with dowels is that they
must be properly aligned if they are to permit
shrinkage to take place. The use of proprietary
plastic sheathes that are fixed to the side forms can
overcome any alignment problems. Conventional
round dowels only permit movement normal to the
joint and not parallel to it, giving the potential to
cause cracking especially at corners dowelled to both
sides (Fig.5). Proprietary square dowels overcome
this problem by allowing lateral movement also.
EXPANSION JOINTS
Expansion joints are not normally required inside a
building due to the expected expansion usually being
less than the drying shrinkage. Where they are
provided load transfer is typically provided with
dowels and the slabs are separated with a
compressible material. Consideration to joint corner
protection needs to be given depending on the wheel
loadings (Fig. 6).
SPECIAL DETAILS
To prevent drying shrinkage cracking standard details
should avoid incorporating thickenings. Some typical
special details are shown in Fig. 7.
Fig. 4 Tied Perimeter Columns
Untied Column Joint Layout Tied Column Joint Layout
Saw cut Construction Joint
Fig. 5 Construction Joints
Typical dowel is a 16 dia.
rod at 300 c/c debonded
to one side for most
applications
For 2-3 metres from corner
use square dowels to avoid
locking up the joint
MM80 semi rigid epoxy
Detailing Dowel Joints Opening Dowel Joint
Damage site
Opening Key Joint
Potential crack
Square dowel
Fig. 6 Expansion Joint details
Without corner protection
16 Dia. rod at 300c/c (Typ.)
PVC sheath & plug
With corner protection
50 x 50 x 5 angle with fixing
clamps
Fig. 7 Special Details
Mesh top for increased moment capacity
(Typ. 2.0-2.4 metres wide)
With edge thickening halve joint spacing
Trafficked Doorways
4 No. re-entrant bars to perimeter
Wall
4 No. re-entrant bars to perimeter
Asphalt felt
compressible layer Wall
Wall reinforcement
continued
Flexure saw
cut
Penetrations
Kerbs - Precast and Cast insitu
Reinforcement for
cast insitu kerb
Reinforcement for
cast insitu slab
THE INFORMATION GIVEN IS BASED ON KNOWLEDGE AND PERFORMANCE OF THE MATERIAL EVERY PRECAUTION IS TAKEN IN THE MANUFACTURE OF THE PRODUCT AND THE RESPONSIBILITY IS
LIMITED TO THE QUALITY OF SUPPLIES, WITH NO GUARANTY OF RESULTS IN THE FIELD AS SCANCEM MATERIALS HAS NO CONTROL OVER SITE CONDITIONS OR EXECUTION OF WORKS
PRODUCTS FOR ENGINEERED CONCRETE
S’pore : 2 Kallang Pudding Rd, #06-10, Mactech Ind. Bldg, S349307 Tel: +(65) 6255 8737 Fax: +(65) 6255 8713 email info@scancemmaterials.com
M’sia : A-4-9, Plaza Dwi Tasik, Jln Sri Permaisuri, Bandar Sri Permaisuri 56000 Kuala Lumpur, Tel: +(60) 3 9171 2110 Fax: + (60) 3 9171 5110

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2011-09-29, 09:23 PM #9
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بسم الله الرحمن الرحيم
رجل العمود يكون طولها 10 فاى القطر المستخدم للاشاير ولاكنها تكون غير محببه اذا قلت عن 300 مم وعندها تكون 300 مم الطول المستخدم كحد ادنى
والله اعلى واعلم

من مواضيع alielmalt :

2011-09-29, 10:04 PM #10
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اخواني الاعزاء
انا سألت السؤال والاخوة ردوا بطريقة ممتازة اشكرهم عليها
وانا اقصد رجل العمود هو الجزء الافقي المرتبط مع القاعدة
انا اعرف انه المواصفات المصرية بتقول انه الطول الاكبر من ( 20سم او 15 قطر سيخ العمود او عرض العمود الاصغر )
وكنت اريد التاكد من المعلومة
وايضا كان ييهمني لو حد درس الكود الامريكي او بيستعمله في التصميم او عنده خلفية عن هذه المعلومة التي يتجادل الكثيرون فيها يعرفها لنا
علي فكرة انا شغال 8 سنوات انشاء بنفذها علي الطبيعة 20 قطر سيخ العمود
اخيرا اشكر كل اخوتي المهندسين لاهتمامهم بالموضوع

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