موسوعة الصرف الصحي والمعالجة - Sewage & Treatment

موسوعة الصرف الصحي والمعالجة - Sewage & Treatment

[b]
إخوانى
المهندسين الميكانيكين الأعزاء ، قررت بعون الله أن أعمل موسوعات كاملة فى
كل فروع الميكانيكا والباب مفتوح للجميع للمشاركات ، وستكون الموسوعات
كالتالى :-

موسوعة الهيدروليك وميكانيكا الموائع - Hydraulics & Fluid Mechanic

موسوعة الضواغط - Compressors

موسوعة الطلمبات - Pumps

موسوعة السيارات والمحركات - Vehicles & Engines

موسوعة مكافحة الحريق - Fire Fighting

موسوعة خدمات المياة والسباكة - Water Services & Plumbing

موسوعة الصرف الصحي والمعالجة - Sewage & Treatment

موسوعة الديناميكا الحرارية وإنتقال الحرارة - Thermodynamics & Heat Transfer

موسوعة التصميم الميكانيكى والرسم - Mechanical Design & Drawing

موسوعة المعلومات العامة - General Knowledge

موسوعة التوربينات والغلايات - Turbines & Boilers

موسوعة الطيرات والمحركات النفاثة - Jet Engines

موسوعة التحكم الآلي - Automatic Control

موسوعة علم المعادن ومقاومة المواد - Metallurgy & Strength of Materials

إذا رأيتم أن هناك موضوع فى الميكانيكا لم أكتبه أرجو الإقتراح وشكرا

وعلى بركة الله نبدأ والله ولى التوفيق ،

[/b]

Sewer Design

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Sanitary sewers are designed primarily to carry to a satisfactory point
of treatment and ultimate disposal the spent water supply of a
community, industrial wastes and unavoidable amounts of ground water
infiltration. All waters not containing impurities which are actually
or potentially objectionable should be excluded as far as possible from
the sanitary sewer system. The flow rates of sewage for which sewer
capacity should be provided must be determined from careful
considerations of the present and probable future quantities of
domestic sewage and commercial and industrial wastes.

1. SIZING

Since the quantity of domestic sewage is a function of the population
and of water consumption, lateral and sub main sewers should be
designed for the saturation density of population expected
in the areas served. The sewer system should be designed for tributary
areas, land use and population estimated based on the Anaheim General
Plan and Master Plan of Sanitary Sewers.
All sewers shall be designed based on the peak flow rate and the following criteria.

A minimum pipe size of 8" shall be used for all public sewers and private sewers within street.

Design flows:-

The average daily flow of sewage and ground water is the average
24-hour discharge during a period of a year. The peak flow determines
the hydraulic capacity of sewers.

Residential:-

Average flow: 105 gpcd (gallons per capita per day) Per capita factor: 3.3 people per household Peak factor: 3.25

Non-Residential:-

Commercial: ------------------------ 2,262 gpd/acre
Industrial: ---------------------------- 3,167 gpd/acre
Institutional: ------------------------- 2,715 gpd/acre
Peak factor: -------------------------- 1.7

Lot coverage varies from 40 to 70% depending upon location.

Roughness coefficient (n):-

R.C.P., A.C.P., V.C.P., A.B.S., D.I.P.: --------------------- 0.013
P.V.C.: ------------------------------------------------------------ 0.010

Velocity (Average flow):-

Minimum: ------------------------------------------- 2 fps
Maximum: ------------------------------------------ 10 fps

Maximum depth of flow (at peak flow condition):-

10" and smaller: ----------- 2/3 D, d/D = 0.67 (d: depth of flow)
12" and larger: ------------- 3/4 D, d/D = 0.75 (D: diameter of sewer pipe)

Lateral sizes:-

Minimum lateral pipe size is 4".

2. MODELING

Modeling of the sewer system is required when proposed development
intensifies the land use from the existing development on the site or
proposed development requires a general plan amendment to a more
intense use.

The following three scenarios must be modeled:-

• Existing Condition – to identify existing deficiencies in the system
• Existing Condition with Proposed Development – to identify additional deficiencies created by the proposed development
• General Plan Build Out Condition – to identify the ultimate pipe size for improvements

Sewer modeling shall be performed by the City’s on-call consultant for
Sewer Studies for Private Development where available at the cost of
the Developer. Developer will deposit the estimated
amount for the proposed sewer study and City will contract the consultant to perform the study.

City’s consultant will input the developer’s project parameters into
the Master Sewer Study to identify the project’s impact to the sewer
system.

Development in areas with a downstream deficient sewer will be
restricted. Where uses are discontinued on a property to allow for new
development, new development up to the sewer generation rate of the
previous use on the property will be allowed in sewer deficient areas.

Developer may make the needed improvements to the sewer system at
his/her own cost and request a reimbursement agreement to recover a
portion of the costs from other developments that tie into the system
and benefit from the improvements. Reimbursement agreements run a
term of twenty years and are not guaranteed to be paid in full.

3. ALIGNMENT

Sewer shall be located in the street, not in the parkway. Sewer trench shall not extend under edge of gutter.

A minimum radius of 150' shall be used for any horizontal bend. Maximum
deflection at any joint shall not exceed two (2) degrees.

Connection:-

4” to main line (8" or larger): ------------------------------ saddle
6” to main line (8" or larger): ------------------------------- snap-in wye
8” to main line (8" or larger): ------------------------------ manhole

When jacking is required, details to be shown on plans. 18" minimum
diameter C.I.P. with 3/8" wall thickness required for 8" V.C.P. Jacking
may be required by the City Engineer when crossing arterial highways.
Minimum horizontal spacing between sewer line and water line is 11'.
Provide lateral for each lot per Standard Detail No's. 222-1 and 223-1.

4. GRADE

Sewer shall be normally 7' to 8' deep (to soffit of pipe).
Mainline minimum depth at manhole shall be 5.67 ft (5'- 8").

Minimum slope:-

d= 8” ------------------------------ s = 0.0036
d= 10” ----------------------------- s = 0.0030
d= 12” ----------------------------- s = 0.0024
d= 15” ------------------------------ s = 0.0020

Indicate slope in terms of s = 0.002, not s = 0.2%.

Avoid vertical curves. Straight grade from manhole to manhole. Use of
vertical curve must be approved by the Development Services Manager.

Elevation drop thru manhole:-

Straight thru: ------- no change in pipe size,
Match soffit: -------- right angle turns and change in pipe size,
0.10' drop: ------------ turns and no change in pipe size,
0.20' drop: ------------- right angle turns and no change in pipe size.

Avoid drop manholes. Use of drop manholes to be approved by the Development Services Manager.

Encasement is required when clearance between pipes is less than 18"
and where required per Water Engineering Standard No. W-130 (See
Exhibit “A”) and No. W-131 (See Exhibit “B”).

Encase sewer line per Standard Detail No. 225-1 when:-

• Top of bell of sewer is less than 3' from bottom of water line,
• Storm drain is within 1.5' (18") above sewer line, or
• Sewer line is above water line.

Slope anchors and backfill stabilizers are required where pipe slope
exceeds 30%. Slope anchors shall be placed per Standard Detail No.
221-1.

5. MATERIALS

Main line sewer pipe shall be V.C.P.

Sewer pipe under median to be D.I.P. epoxy lined, polylined D.I.P. or V.C.P. encased.

A.B.S. and P.V.C. solid wall pipe and A.B.S. composite pipe may be used
as an alternate to V.C.P. as approved by the City Engineer. Use shall
be limited to local interior streets and private streets tributary to
residential flows only. Sizes shall not exceed 10" in diameter. Pipe
characteristics and installation shall be per the Standard
Specifications for Public Works Construction and a Bedding Detail shall
be provided.

V.C.P. joints shall be mechanical compression or Band seal type.

6. BEDDING

V.C.P. and D.I.P.
– Per Standard Specifications for Public Works Construction
(“Greenbook”) for cover between 3' and 15', for cover less than 3' and
greater than 15' special bedding is
required. Calculations and supporting soils reports to be provided by
the Design Engineer. Use a soil weight of 130 lbs/cf (unless soils
reports state otherwise) and a safety factor of 1.5.
Details of bedding shall be shown on plan.

A.B.S. and P.V.C. - Details of bedding shall be shown on plan. Supporting calculations are required.

7. MANHOLES

Manholes to be constructed at intersecting mains, B.C., E.C., angle
points and change in pipe size or grade. Only one manhole at B.C. or
E.C. is acceptable for a short length curve (Maximum 100’) with a
central angle less than 45 degrees.

Maximum manhole spacing is 300'.

Manhole shall be constructed at the end of construction with 4' stub out for future connection.

Stub shall be plugged with brick and mortar.

In unpaved areas where there is a danger of the manhole becoming lost,
set the top of cover elevation so as not to be less than 1' above
existing ground.

8. EASEMENTS

When sewer cannot be located within the street, it shall be located in an approved easement.

Easements parallel to lot line shall be on one lot only.

Sewer easement shall be a minimum 15 ft. in width. For deep pipe the easement shall be 2 x depth - O.D. to a maximum 25 ft.

Access for maintenance of a public sewer shall be 12' wide and must be paved with 0.25' of A.C.

over 0.35' of B.M. Location of access to be approved by the Streets and Sanitation Division.

Easement for public sewers shall be dedicated to the City on a recorded
map or by a separate deed with the approved easement sketch and the
legal description (including closure
calculations).

9. PRIVATE SEWER

Private on-site sewers designed to meet the California Plumbing Code
will be reviewed, permitted and inspected by the Building Division.
These plans will not be reviewed by the Public Works Department, but
must meet all requirements of the California Plumbing Code and
the Building Division. Contact the City of Anaheim Building Division at (714) 765-5153 for plumbing plan check requirements.

Engineered Sewers (i.e. those within a private street or on-site
systems that do not meet Plumbing Code) may be drawn in plan view only,
however they must show rates of grade,

direction of flow, size of pipe, invert and finish surface elevations
at cleanouts, manholes and grade breaks, location and elevation of all
adjacent or crossing underground facilities, sufficient
horizontal controls to permit the system to be located in the field,
and any other information which may be required to adequately check,
construct and inspect the system.

A. The size of all
sewers shall be designed based on the following desirable engineering
considerations, peak rate of flow with a minimum velocity of 2 fps, a
minimum depth of flow
of 1 inch and a maximum ratio of depth of flow to the diameter of pipe of 0.75. In addition, the minimum sizes shall be used:

a. Mains:-

Residential development: -------------------- 6" min.
Commercial development: -------------------- 6" min.
Industrial development: ---------------------- 4" min.

b. Laterals:-

4" min. when serving 1 thru 6 living units in a single building,

6" min. when serving more than 6 living units in a single building or more than one (1) building.

B. Cleanouts may be
provided in lieu of manholes at a maximum spacing of 100 feet. They
shall also be provided at vertical grade break of more than one-half
percent (1/2%) or for horizontal deflection angle of more than forty
five (45) degrees. All cleanouts shall be brought to finished
grade.

Standard manholes may be required when deemed necessary by the City Engineer.

C. Add note to each sheet:

تابعونى

__________________

[center]Exhibit A
--------------
هذه الصورة تم تصغيرها تلقائياً. اضغط على هذا الشريط لعرض الصورة بكامل حجمها. أبعاد الصورة الأصلية 1247x794.

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Parallel Construction

Notes : -

1 - If A main sewer must be located within any of the zones depicted in
the diagram above, special construction will be Required as shown
above.
2- Force sewer mains are not permitted in zone A or B.
3- Horizontal distance between water main and sewer main shall be a minimum of 10 FT, outside to outside.

Notes :-

1- If A main sewer must cross A pressure water main within zones C or
D, or if A house lateral must cross in zone C, special construction
will be required as shown above.
2 Force sewer mains are not permitted in zone C, and in zone D only with approval of the water utility.

[center] -------------

هذه الصورة تم تصغيرها تلقائياً. اضغط على هذا الشريط لعرض الصورة بكامل حجمها. أبعاد الصورة الأصلية 1247x794.

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هذه الصورة تم تصغيرها تلقائياً. اضغط على هذا الشريط لعرض الصورة بكامل حجمها. أبعاد الصورة الأصلية 1247x794.

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تابعونى

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م شبكات الصرف الصحى

[center]تصميم شبكات الصرف الصحى

[/center]

[b]التحضير للمشروع[/b]

تحضير الخرائط المساحية والكنتورية وتحديد مساحة المنطقة
معرفة تعداد وتوزيع السكان والكثافة السكانية
دراسة المستويات السكانية ومعدلات إستهلاك المياه
دراسة المناخ ومعدلات سقوط الأمطار وإتجاه الرياح ودرجات الحرارة المختلفةعلى مدار العام
دراسة المخلفات الصناعية وتصرفاتها - النوعية والتصرف
تجهيز أعمال الرفع المساحى وتحديد مناسيب الشوارع والترع والمصارف والسكك الحديدية
دراسة طبقات التربة ومنسوب المياه الجوفية
تحديد نقطة التخلص النهائى من مياه الصرف الصحى .
تحديد محطات المعالجة – المصارف – إعادة إستخدام المياه بعد المعالجة

[b]التخطيط الإبتدائى وأسس التصميم للمشروع[/b]

تحديد الفترة الزمنية للمشروع ( 30 – 50 ) سنة
تحديد تصرف الفرد اليومى وتصرفات الوحدات المختلفة
مستشفيات – مدارس – مبانى عامة
تحديد تصرف المناطق الصناعية
تحديد التصرف من مياه الرشح
تحديد تصرف مياه الأمطار
حساب أقطار المواسير وحساب الميول ورسم القطاعات الطولية
تحديد أنواع المواسير المستخدمة
تحديد ملحقات شبكة الصرف الصحى - مطابق – غرف
عمل المواصفات الفنية وجداول الكميات لشبكة الإنحدار وملحقاتها ومحطات الرفع وخطوط الطرد وملحقاتها

[b]تحديد أسس التصميم لشبكات الإنحدار[/b]

السرعة فى المواسير
التصرف الأقصى
التصرف الأدنى
المسافات بين المطابق
يتم تحديد أقطار وميول الخطوط

[b]أسس التصميم لمحطات الرفع وخطوط الطرد[/b]

تحديد أنسب مكان لمحطة الرفع
تحديد نوع المحطة – مبتله wet – جافة مبتلة drywet
تحديد مناسيب خط الطرد لمعرفة الرافع المانومترى المطلوب
تحديد قطر البيارة
تحديد قطر خط الطرد ونوع المواسير المستخدمة
رسم المخطط العام للمحطة وغرف الصمامات والمبانى الملحقة بالمحطة
مبنى توليد – مبنى - محولات – مبنى إدارى – مبنى أمن – مبنى مخزن ورشة
تحديد مسارات خط الطرد والمجارى المائية والسكك الحديدية التى تعترض المسار إن
وجدت
تحديد أماكن المحابس المطلوبة على خط الطرد - هواء – حاجز – مرتد – غسيل

تابعونى --------------------->

هناك فرق بين cpv وبين pvc

[b]هناك فرق بين cpv وبين pvc

cpv - تعنى

Corrugated Poly-Vinyl Chloride Pipe

وهناك أنواع أخري مثل

Reinforced Concrete
Pipe - C

Non-reinforced Concrete
Pipe - D

Corrugated and Spiral Ribbed
Al-Alloy Pipe - E

Corrugated and Spiral Ribbed
Steel Pipe - F - K

Smooth-Lined Corrugated Plastic Pipe - CPE

وإليك هذا المقطع من مواصفات عقد صرف صحي بأمريكا

a. Cover, including the pavement structure is defined as the height of fill above the top of the pipe.

b. Class E sewer applies
when the sewer is beneath the influence of proposed pavement and the
depth of cover is 3 feet or less (measured from top of pipe to final
grade).

c. Roman numerals refer to class of reinforced concrete pipe, AASHTO M 170.

d. Arabic numerals refer to the class of nonreinforced concrete pipe, AASHTO M 86.

e. Permitted for 12 to 66-inch spiral ribbed and 12 to 18-inch helically corrugated 2 2/3 x ½-inch aluminum alloy pipe only. Minimum cover 3 feet (measured from top of pipe to final grade).

f. Permitted for 12 to 84-inch spiral ribbed and 12 to 18-inch helically corrugated 2 2/3 x ½-inch steel pipe only. Minimum cover 3 feet (measured from top of pipe to final grade).

g. CPE must conform to AASHTO M 294, Type S polyethylene pipe.

h. Permitted only for 36-inch diameter pipe and under for CPE and CPV pipes. Minimum cover 3 feet (measured from top of pipe to final grade).

i. Permitted only for 12 to 24-inch diameter CPE and CPV pipes. Refer to the Class B Plastic Pipe Qualified Products List for approved manufacturers and products.

j. CPV must conform to AASHTO M 304.

k. Refer to Frequently Used Special Provision 03SP402(A).

l. Class A sewer applies when the sewer is
outside the influence of proposed pavement or is beneath the influence
of proposed pavement and the depth of cover is greater than 3 feet, but
less than or equal to 10 feet.
m. Special design is required for depths of cover greater than 33 feet.

وكلمة AASHTO تعنى

American Association of State Highway and Transportation Officials

أما بالنسبة للمسافة بين المانهولات ففى المدن الأمريكية والأوربية تصل إلى أكثر من ذلك أحيانا

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» مصر رفضت عرضا اسرائيليا لشراء مياه الصرف
» بالصور..محطة مترو فيصل تغرق فى مياه الصرف الصحى
» "الصرف الصحى" لا خطورة من مياه المجارى على الصحة
» موسوعة التصميم الميكانيكى والرسم - Mechanical Design & Drawing
» اكبر موسوعة مراجع لمادة نظرية ماكينات(theory of machines