Content-Type: multipart/related; start=; boundary=----------nhEp5x4FVCuUKej1M2K2rC Content-Location: http://www.msuee.ru/kmirz/Htmls/med_osush/osushenie.html Subject: =?utf-8?Q?=D0=9C=D0=98=D0=9D=D0=98=D0=A1=D0=A2=D0=95=D0=A0=D0=A1=D0=A2=D0=92=D0=9E=20=D0=A1=D0=95=D0=9B=D0=AC=D0=A1=D0=9A=D0=9E=D0=93=D0=9E=20=D0=A5=D0=9E=D0=97=D0=AF=D0=99=D0=A1=D0=A2=D0=92=D0=90?= MIME-Version: 1.0 ------------nhEp5x4FVCuUKej1M2K2rC Content-Disposition: inline; filename=osushenie.html Content-Type: text/html; charset=windows-1251; name=osushenie.html Content-ID: Content-Location: http://www.msuee.ru/kmirz/Htmls/med_osush/osushenie.html Content-Transfer-Encoding: 8bit МИНИСТЕРСТВО СЕЛЬСКОГО ХОЗЯЙСТВА

МИНИСТЕРСТВО СЕЛЬСКОГО ХОЗЯЙСТВА

РОССИЙСКОЙ ФЕДЕРАЦИИ

 

ФЕДЕРАЛЬНОЕ ГОСУДАРСТВЕННОЕ ОБРАЗОВАТЕЛЬНОЕ УЧРЕЖДЕНИЕ ВЫСШЕГО ПРОФЕССИОНАЛЬНОГО ОБРАЗОВАНИЯ

 

МОСКОВСКИЙ ГОСУДАРСТВЕННЫЙ

УНИВЕРСИТЕТ ПРИРОДООБУСТРОЙСТВА

 

 

 

 

 

 

 

 

 

УЧЕБНО-МЕТОДИЧЕСКОЕ ПОСОБИЕ

 

 

по выполнению курсового проекта

по осушению сельскохозяйственных земель

в Нечерноземной зоне РФ

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Москва 2005

 

Составитель А.П.Аверьянов.

 

 

Содержание

Исходные данные и состав курсового проекта ……………………………………………....3

Природно-климатическая характеристика объекта осушения ……………………………...4

Причины переувлажнения и тип водного питания осушаемых земель …………………....4

Требования растений и с/х. производства к осушительным системам ………………….....5

Метод и схема осушения ……………………………………………………………………...6

Расположение элементов осушительной сети в вертикальной плоскости ………………...9

Гидрологические расчеты ……………………………………………………………….........16

Гидравлический расчет …………………………………………………………………….....21

Сооружения на сети и дорожная сеть ………………………………………………………..24

Кулътуртехнические работы и первичное окульту­ривание осушаемых земель ……….....24

Организация и сметная стоимость строительства осушительной системы …………….....25

Экономическая эффективность запроектированных мероприятий ……………………......26

Оформление курсового проекта …………………………………………………………...…27

Библиографический список  ……………………………………………………………….....27

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

ИСХОДНЫЕ ДАННЫЕ И СОСТАВ КУРСОВОГО ПРОЕКТА.

 

Исходные данные для курсового проектирования приводятся на бланке заданий, выдаваемого студенту вместе с топографичес­ким планом местности в масштабе 1:5000 или 1:10000. Отметки горизонталей условные через 0,25,..0,50 м.

Проект состоит из пояснительной записки, включающей план осушительной системы, таблиц, графиков и чертежей.

Пояснительная записка начинается о введения и должна вклю­чать в себя следующие разделы:

1) Природно-климатическая характеристика объекта осушения.

2) Причины заболачивания и тип водного питания осушаемых земель.

3) Требования растений и сельскохозяйственного производства к осушительным системам.

4) Метод и схема осушения.

5) Расположение элементов осушительной сети в вертикальной плоскости.

6) Гидрологический расчет.

7) Гидравлический расчет.

8) Сооружения на сети и дорожная сеть.

9) Культуртехнические работы и окультуривание осушаемых земель.

10) Организация и сметная стоимость строительства осуши­тельной системы.

11) Экономическая эффективность запроектированных мероприя­тий.

 

Литература.

 

 

Рассмотрим более подробно содержание каждого раздела пояс­нительной записки на конкретном примере по Рязанской области.

Во введении кратко отмечаются задачи осушительных мелиора­ций в решении Продовольственной Программы СССР. Указывается местоположение осушаемого участка. Отмечается, что до проведе­ния мелиорации земли использовались под естественные сенокосы с урожайностью сена от 10 до 15 ц/га.

Цель проекта осушения - повышение эффективности сельскохо­зяйственного производства на переувлажненных землях.

После осушения участок будет использоваться под культуры овоще-кормового или полевого (указывается в задании) севооборота. Проценты площадей, отведенных под культуры и проектная урожайность, указаны в разделе экономической эффективности за­проектированных мероприятий.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

1. ПРИРОДНО-КЛИМАТИЧЕСКАЯ ХАРАКТЕРИСТИКА ОБЪЕКТА ОСУШЕНИЯ

 

В разделе дается краткое описание климатических условий, рельефа местности, гидрогеологии, почвенного и растительного покрова. При этом можно использовать различную литературу, например /3/ на стр.4...9, а также исходные данные из зада­ния применительно к топографическому плану осушаемой террито­рии (рис 1).

 

 

2. ПРИЧИНЫ ПЕРЕУВЛАЖНЕНИЯ И ТИП ВОДНОГО ПИТАНИЯ

ОСУШАЕМЫХ ЗЕМЕЛЬ

 

На основании анализирующих причин заболачивания или пере­увлажнения земель определяется тип водного питания. Для пра­вильного определения его необходимо изучить данный вопрос, ис­пользуя литературу /3/ на стр.12…13, уделив особенное вни­мание гидрогеологическим разрезам.

В рассматриваемом примере среднемноголетняя сумма осадков за год составляет 583 мм, а испарение за тот же период 447 мм. Разница 136 мм представляет собой сток, за счет которого про­исходит пополнение водоносного горизонта, сложенного песками, обладающими высокими фильтрационными свойствами (K2=3,0 м/сут) и расположенного на водоупоре. В результате грунтовые воды располагаются близко к поверхности земли и находятся на глуби­не до 0,5 м. На гидрогеологическом разрезе горизонт  грун­товых вод отмечен пунктирной линией.

Уклоны составляют от 0,0004 до 0,0025. Рельеф спокойный. Наиболее пониженная часть находится в центре осушаемого масси­ва. В периферийной части имеются пологие склоны, с которых воз­можен дополнительный приток грунтовых и поверхностных (делю­виальных) вод. Площадь внешнего водосбора составляет 2,5 Foc (задается).

На основании проведенного анализа можно сделать вывод, что для рассматриваемой территории характерен грунтовый тип водно­го питания.

 

 

Если, например, вместо песка имеются грунты, обладающие слабой фильтрацией (суглинки, глины) и грунтовые воды нахо­дятся на большой глубине, т.е. не участвуют в процессе забо­лачивания, то тип водного питания становится иным. Например, на водоразделах преобладает атмосферный тип, а в понижениях - делювиальный, смешанный.

В каждом конкретном случае для определения типа водного питания необходимо иметь план осушаемой территории в горизон­талях, карту водосборной площади, гидрогеологические разрезы, гидрогеологические карты с гидро - и пъезоизогипсами при наличии грунтовых и груктово-напорных вод.

 

3. ТРЕБОВАНИЯ РАСТЕНИЙ И СЕЛЬСКОХОЗЯЙСТВЕННОГО ПРОИЗВОДСТВА К ОСУШИТЕНЬНМЛ СИСТЕМАМ

 

Для нормального роста и развития сельскохозяйственных культур необходимо оптимальное сочетание влаги, тепла, воздуха, света и питательных веществ. Однако наличие в почве избы точной влаги отрицательно сказывается на урожаях сельскохо­зяйственных культур, даже если остальные факторы жизни расте­ний находятся в оптимальных пределах.

По данным СНиП /2/, влажность корнеобитаемого слоя почвы в период вегетации должна поддерживаться: для зерновых куль­тур 55...75$ полной влагоемкости; для овощей, картофеля и кор­неплодов 60...80$; для трав 65...85$ или 0,6...1,0 предельной полевой влагоемкости (ППВ). Такая влажность обеспечивает необ­ходимый водно-воздушный режим почвы и получение высоких уро­жаев сельскохозяйственных культур.

С этой целью при близком залегании грунтовых вод к поверх­ности земли их необходимо понизить до оптимальной глубины, ко­торая называется нормой осушения.

В таблице I приведены нормы осушения в зависимости от сельскохозяйственного использования земель и периода развития культур.

Допустимая продолжительность весеннего затопления осушае­мых земель при использовании их в севооборотах устанавливается, исходя из обеспечения оптимальных сроков сева. При этом, земли с озимыми культурами затапливать водами весенних павод­ков не рекомендуется во избежание гибели культур.

 

Примечание: Меньшие значения норм осушения принимаются для песчаных и супесчаных почв, большие - для связных минеральных почв и торфяников.

В период летне-осенних дождей отвод поверхностных вод с осушаемых земель должен обеспечиваться для зерновых культур за 0,5 суток, для овощей, силосных культур, корнеплодов за 0,8 и для многолетних трав за I сутки.

Нормативные сроки отвода избыточных вод из пахотного и корнеобитаемого слоев почвы в период выпадения летне-осенних осадков приводятся в таблице 2.

Затопление на более длительные сроки не допускается, пос­кольку это приводит к резкому угнетению растений из-за недос­татка кислорода в почве и снижению урожаев.

Приведенные даяние отражают требования сельскохозяйствен­ных культур к водному режиму на осушительных системах и учиты­ваются при проектировании.

Наряду с этим на осушаемых землях необходимо создать усло­вия для своевременного и качественного проведения сельскохозяй­ственных работ, правильной организации территории. Каналы осушитёльной сети следует проводить по границам полей севооборо­тов, которые по возможности имеют прямоугольную форму с соот­ношением сторон 1:3 или 1:4. Для экономичной и производитель­ной работы сельскохозяйственных машин длина гона составит не менее 400 м.

Несущая способность почвы, прежде всего весной к моменту начала полевых работ, должна быть не менее (1,4...1,5)105 Па, что считается достаточным при проведении механизированных ра­бот с помощью гусеничных тракторов. Задачей осушительной системы является обеспечение требуемой несущей способности в те­чение примерно двух недель после схода снежного покрова. В этом случае не будет задержки с началом весенних полевых работ, и грунтовые воды понизятся на достаточную глубину, состав­ляющую примерно 50...60 см.

Несущая способность почвы обеспечивается и в период убор­ки урожая осенью, часто совпадающей с дождливой погодой. Счи­тается, что глубина залегания уровня грунтовых вод в этот пе­риод соответствует не менее 70 см.

 

4. МЕТОД И СХЕМА ОСУШЕНИЯ

 

Метод осушения - это принцип воздействия на факторы пере­увлажнения корнеобитаемого слоя почвы с целью преобразования его в оптимальный для сельскохозяйственного использования. Он устанавливается в соответствии с типом водного питания осушае­мых земель /2, стр.237...246; 4, стр.60..,66/.

В таблице 3 приведены рекомендуемые методы осушения земель применительно к трем типам водного питания, наиболее часто встречающихся в курсовых проектах.

Для рассматриваемого примера по Рязанской области при грунтовом типе водного питания основным методом осушения яв­ляется понижение уровня грунтовых вод; в качестве дополнитель­ного метода-перехват потока грунтовых вод, поступающих на осу­шаемую территорию с внешнего водосбора.

Схемой осушения называется расположение и увязка элемен­тов осушительной сети в плане и вертикальной плоскости. Выбор схемы осушения заключается в установлении типа регулирующей сета, выборе водоприемника, расположении в плане основных эле­ментов осушительной системы.

 

Примечание:

 I) При смешанном типе водного питания могут однов­ременно применяться несколько методов осушения.

 2) Открытая регулирующая осушительная сеть применяется главным образом для осушения лугов, лесов, болот, для добычи торфа.

В состав осушительной системы входят: осушаемая территория, осушительная сеть (регулирующая, проводящая, оградительная), водоприемник, гидротехнические сооружения на сети, дороги и сооружения на них.

Тип регулирующей сети зависят от типа водного питания, ме­тода осушения и сельскохозяйственного использования осушаемых земель.

Поскольку на осушаемом участке методом осушения является понижение уровня грунтовых вод и земли проектируется использо­вать под культуры овоще-кормового иди полевого (по заданию) севооборота, то пользуясь, данными табл.3 с учетом примечания 2, в качестве регулирующей сети принимаем закрытый горизонтальный дренаж, задачей которого является регулирование уровня грунто­вых вод и отвод воды в проводящую сеть.

В случае, если тип водного питания иной, например, атмос­ферный, то в качестве метода осушения принимается ускорение стока поверхностных и почвенных вод, а регулирующая сеть пред­ставляется закрытыми собирателями.

Схемы поступления воду в дрену и в закрытый собиратель показаны на рис.2.

 

Защита осушаемых земель от притока вод со стороны внешне­го водосбора осуществляется с помощью оградительной сети. Для перехвата грунтовых вод применяются ловчие каналы, поверхност­ных вод - нагорные каналы. Могут применяться и нагорно-ловчие каналы, выполняющие обе функции (при смешанном типе водного питания). В рассматриваемом варианте применены ловчие каналы.

В задачу проводящей сети входит прием воды из регулирую­щей и оградительной сети и отвод ее за пределы осушаемой тер­ритории в водоприемник. Она бывает открытой, в виде каналов и закрытой, в виде подземных трубопроводов различного диаметра.

Открытая проводящая сеть может быть представлена магист­ральным каналом и открытыми коллекторами (транспортирующими собирателями), впадающими в него.

В открытую сеть впадают подземные трубопроводы - закрытые коллекторы, которые принимают воду из дрен или закрытых соби­рателей.

Водоприемником может служить река, море, озеро, овраг и т.д. Он должен находиться в удовлетворительном состоянии и принимать воду из осушительной сети без образования в ней под­пора воды.

Проектирование осушительной сети в плане начинается с трассы магистрального канала, впадающего непосредственно в во­доприемник. Магистральный канал должен проходить кратчайшим путем по наиболее пониженным местам осушаемой территории, иметь минимальное число поворотов. При осушении болот трасса канала проходит по наибольшей залежи торфа, что связано с его способ­ностью давать осадку после осушения, на безуклонной террито­рии - по середине участка. На рис.3 показана схема расположе­ния канала, проходящего по тальвегу и впадающего в реку.

Ловчие каналы проектируются в местах выклинивания грунто­вых вод в виде родничков,  а при наличии напорных грунтовых вол - вдоль линии наибольших пьезометрических напоров. Для речных долин это чаще всего будет линия перехода коренного берега к пойме.

Нагорные каналы располагают вдоль верхней границы осушаемой территории /2,  стр.290/.  

 

 

Поперечные сечения ловчих каналов глубиной до 2 м во всех грунтах, а в устойчивых и более 2 м, обычно выполняются в фор­ме трапеции. Если глубина ловчего канала превышает 2...2,5 м и канал проходит в неустойчивых грунтах форма его сечения де­лается криволинейной, чаще всего в виде параболы.

По данным СНиП 2.06.03.-85 минимальную глубину ловчих кана­лов следует назначать из условия их вреза под уровень грунто­вых вод или в напорный водоносный пласт не менее, чем на 0,3.. 0,5 м. Максимальную глубину необходимо определять с учетом влияния на прилегающую к осушаемому массиву территорию.

Нагорные каналы выполняют трапецеидального профиля с несимметричным сечением. Верховой откос делается в 2...5 раз положе низового и с целью предотвращения размыва засевают травами. Заложение низового откоса принимают в зависимости от характера грунта. Глубина нагорных каналов не более I...I.2 м,    причем грунт выемки следует размещать только на низовой стороне, как это показано на рис.4.

Расположение в плане открытых и закрытых коллекторов зависит от схемы расположения элементов регулирующей сети (за­крытых дрен, собирателей).

Дрены могут располагаться по поперечной схеме (под остры углом к горизонталям) и по продольной схеме - вдоль склона. Поперечная схема применяется при уклонах местности не менее 0,005, а продольная при уклонах менее 0,005. Оба варианта показаны на рис.5.

Закрытые собиратели проектируются по поперечной схеме.

Подключение закрытой регулирующей сети к закрытым коллек­торам осуществляется внахлестку или впритык с помощью соеди­нительной арматуры. Угол сопряжения (по течению воды) составляет 60...90°.

В таблице 4 приведены примерные нормативы для проектирования осушительной системы с закрытой регулирующей сетью диаметром 50 мм.

На безуклонной местности сопряжение элементов регулирую­щей и проводящей сети целесообразно проводить под углом 90° при двустороннем впадении (рис.6). Длина элементов регулирую­щей сети не должна превышать 100 м.

На рисунке 7 показан план осушительной системы с площадью осушения 330 га.

 

 

 

5. РАСПОЛОЖЕНИЕ ЭЛЕМЕНТОВ ОСУШТЕЛЬНОЙ СЕТИ В ВЕРТИКАЛЬНОЙ ПЛОСКОСТИ

 

Элементы осушительной системы располагаются в вертикальной плоскости таким образом, чтобы своевременно осуществить сброс избыточных вод с осушаемых земель без образования подпора. В связи с этим проектирование осушительной сети в вертикальной плоскости сводится к обеспечению необходимых сопряжений эле­ментов системы и их продольных уклонов. Оно проводится путем построения продольных профилей по каждому из элементов систе­мы, находящихся во взаимной связи друг с другом. Работа про­водится в направлении от младших элементов (дрен, закрытых собирателей) к старшим.

 

Для сокращения объема работ выбирается вариант с самыми невыгодными условиями,  к которым относятся:

1) Малые уклоны поверхности земли,

2) Наибольшая длина элемента,

3) Наибольшее удаление от устья водоприемника.

Согласно рис.7 таким вариантом в виде расчетной "цепочки" элементов может быть принят: K-I,    K-I-7,    K-I-7-3,    Д-51. На плане по каждому из перечисленных элементов через 100 м раз­бит пикетаж.

 

 

 

 

Выбор уклона дна проводится следующим образом. На участках с безуклонной или малоуклонной поверхностью уклон дна, как правило, не превышает минимально допустимых значений, приве­денных в табл.4. Если средний уклон поверхности земли вдоль трассы элемента больше минимально допустимого уклона дна, то уклон дна принимается равным среднему уклону поверхности зем­ли и глубина выемки по всей длине элемента примерно одинакова. В случаях резкого изменения уклонов поверхности земли ук­лон дна. соответственно изменяется. Обратные уклоны не допус­каются.

Правильность выбора уклона дна обычно проверяется гидрав­лическими расчетами из условий недопущения размыва и заиления.

Согласно СНиП 2.06.03-85 гидравлический расчет каналов следует проводить при расходах воды более 0,5 м3/с, а также при меньших расходах, когда уклон канала превышает 0,0005 для песчаных; 0,003 для суглинистых и 0,005 для глинистых грунтов. Расчет проводится по формулам равномерного движения.

Сопряжение каналов, закрытых коллекторов и дрен в верти­кальной плоскости осуществляется по определенным правилам.

Проводящие каналы сопрягаются между собой и с водоприемни­ком с учетом следующих условий:

а) если каналы гидравлически рассчитываемы, то расчетные бытовые* уровни воды в них должны совпадать, т.е. каналы со­прягают по правилу "уровень в уровень";

б) при впадении гидравлически нерассчитываемого канала (например, открытого коллектора) в рассчитываемый (магистраль­ный канал) дно впадающего канала совпадает с бытовым уровнем в принимающем канале или может быть заглублено под этот уровень не более, чем на 0,1 м;

в) если оба канала гидравлически нерассчитываемые, то глу­бина принимающего канала назначается на 0,1...0,2 м больше впадающего (мелкие каналы иногда сопрягаются непосредственно "дно в дно").

Закрытые коллекторы сопрягаются с открытыми проводящими каналами таким образом, чтобы низ трубы в устье находился не , менее, чем на 0,1 м выше бытового уровня воды в принимающем канале (водоприемнике), но не менее 0,5 м выше дна канала.

 

* Бытовые уровни воды соответствуют бытовым расходам, т.е. расходам наибольшей повторяемости в течение периода сельскохозяй­ственных работ.

 

 

Сопряжение регулирующей сети из гончарных труб с закрытым коллектором осуществляется внахлестку. В этом случае дно тран­шей закрытого коллектора находится ниже дна траншеи дрены на величину диаметра трубы коллектора.

На рисунке 8 приведена расчетная схема расположения эле­ментов осушительной сети в вертикальной плоскости, на которой указано примерное положение дна в местах сопряжения элементов сети.

Буквой " hрс" на схеме обозначена глубина расположения дна соответствующего элемента регулирующей сети в его истоке.

Глубина заложения регулирующей сети hрс  принимается из примечания 2 табл.4.

Построение продольных профилей начинается с выбора наибо­лее удобных вертикального и горизонтального масштабов. Верти­кальный масштаб может быть принят равным 1:50 (или 1:100), горизонтальный - 1:5000 или 1:10000. При построении профиля по дрене (или закрытому собирателю), длина которых незначительна, горизонтальный масштаб целесообразно принять равным 1:1000 или 1:2000.

Первым строится продольный профиль по дрене. Для этого по трассе дрены вычерчивается разрез поверхности земли с указа­нием отметок местности, принимаемых с плана. При наличии тор­фа в дополнительной строке таблицы указывается его мощность.

На последнем пикете, который соответствует истоку дрены, от поверхности земли откладывается глубина дна траншеи, в ко­торую будет уложена дрена или закрытый собиратель. Через полу­ченную отметку в направлении устья проводится линия дна тран­шеи. Уклон дна принимается с учетом уклона поверхности земли по трассе дрены, о чем отмечалось выше, и с учетом минимально допустимых уклонов дна, принимаемых по табл.4.

Продольный профиль дрены Д-51 и поперечное сечение на пикете 0+50 показаны на рис.9.

На основе профиля дрены строится продольный профиль по зак­рытому коллектору     К-1-7-3. Для этого, как и в предыдущем случае вычерчивается разрез поверхности земли по, трассе коллектора и указываются пикеты.

Согласно плану рис.7 дрена № 51 впадает в закрытый коллек­тор на последнем пикете 9+50, На продольном профиле коллектора

 

 

 

 

 

это изображено вертикальной линией с флажком. Горизонтальная черта с отметкой 19,4, взятой с предыдущего профиля, указы­вает положение дна дрены в ее устье, т.е. в том месте, где дрена сопрягается с закрытым коллектором.

Дно коллектора K-I-7-3, согласно схеме рис.8, принято на 0,1м ниже дна дрены (отметка 19,3). Уклон дна выбран уже из­вестным способом.

В данном примере в виду того, что поверхность земли резких переломов не имеет, уклон дна на всей длине закрытого коллекто­ра принят постоянным 0,0011.

Вдоль трассы коллектора показаны места впадения некоторых других дрен. Направление флажка соответствует местоположению впадающего элемента. Если смотреть по течению воды в коллек­торе, то дрена № 51 впадает в него с левой стороны, а дрена №52 справой. На профиле это соответствует левому и правому флажкам.

Имея продольный профиль закрытого коллектора K-I-7-3, со­ответственно строится профиль открытого коллектора K-I-7. Ис­ходной отметкой в данном случае будет отметка дна устья зак­рытого коллектора - 18,3 (см. рис.9 строку "отметка проектного дна"), которая использована на рис.10.

При построении продольного профиля магистрального канала K-I исходной отметкой служит отметка проектного дна устья от­крытого коллектора K-I-7, равная 17,25.

Принципы построения продольных профилей во всех случаях одинаковы и основаны на сравнении уклонов поверхности земли вдоль трассы рассматриваемого элемента осушительной системы и минимально допустимых уклонов дна, приведенных в табл.4.

Наряду с продольными профилями на рис.9...II показаны осредненные поперечные сечения элементов сети, использованные при определении объемов выемки грунта.

Для устройства закрытой сети применены траншеи. Для откры­той сети в курсовом проекте можно ограничиться одной формой поперечного сечения - трапецеидальной. Величина заложения от­косов " m " принимается из таблицы 5.

 

 

 

Примечание: Если откосы сложены двухслойными грунтами, то при мощности верхнего слоя  коэффициент " m " назначают по грунту нижнего слоя, а при его принимают одина­ковым по всей высоте, как для менее устойчивого грунта.

Ширина дна каналов принимается порядка 0,5...0,6 м, что не меньше ширины ковша экскаватора. Кроме того, ширина дна магис­трального канала проверяется гидравлическим расчетом. Так же расчетом определяется глубина воды в канале, после чего она наносится на продольный профиль и поперечные сечения рис.11.

 

 

 

 

6. ГИДРОЛОГИЧЕСКИЕ РАСЧЕТЫ

 

Цель гидрологических расчетов - определение расчетных рас­ходов проводящей сети осушительной системы за критические пе­риоды, которые принимаются за расчетные и устанавливаются в зависимости от характера использования осушаемых земель (табл.6).

Для рассматриваемого примера с овоще-кормовым севооборотом расчетным расходом будет предпосевной.

Согласно СНиП 11-52-74 при площади осушаемых земель до 2 тыс. га допускается проводить расчет осушительной сети на пропуск расходов 10%-ной обеспеченности.

 

Расчетные расходы изменяются по длине проводящих каналов, увеличиваясь от истока к устью. Следовательно, должны изме­няться и размеры поперечных сечений каналов.

Для определения расчетных расходов по длине каналов назна­чают расчетные створы в устье канала, выше впадения каждого гидравлически рассчитываемого (см.раздел 5) канала, в местах изменения уклона дна (для обоих уклонов), на участках с пос­тоянными уклонами при изменении площади водосбора более, чем на 20 %. Каждому расчетному створу соответствует определенная площадь водосбора.

В целях сокращения объема работ в курсовом проекте в ка­честве примера разрешается выполнить расчеты только для пер­вого створа, расположенного на нулевом пикете магистрального канала. Рассмотрим порядок расчета.

Расчетный расход в каждом створе Qр  для любого периода работы осушительной системы определяется по зависимости

 

 

              ( I )

где: q  - модуль стока, ;

 F - площадь водосбора, юг;

        ( 2 )

где: Fос - площадь осушения, с которой осуществляется приток воды к данному створу;

 Fвн -  соответственно, площадь внешнего водосбора.

В задании к курсовому проекту Fвн   дается в зависимости от Fос.

 

Для рассматриваемого объекта Fос = 330 га. По заданию Fвн = 2,5 Fос, тогда по зависимости (2) получаем F=1155 га или 11,55 км2.

Необходимо помнить, что если на осушаемой территории имеет­ся несколько магистральных каналов, то каждому из них присуща своя площадь водосбора.

Определяем максимальный модуль стока весеннего половодья qmax

         (3)

где:   - параметр, характеризующий дружность половодья (табл.6);

 - расчетный слой суммарного весеннего стока вероятности

превышения Р = 10%, мм;

 - коэффициент, учитывающий неравенство статистических параметров слоя стока и максимальных расходов;

  - коэффициент, учитывающий снижение максимального рас­хода воды рек, зарегулированных озерами (1)  и во­дохранилищами (1);

 - коэффициент, учитывающий снижение максимального рас­хода воды в залесенных и заболоченных бассейнах;

n   - показатель степени редукции;

F   - площадь водосбора, .

 

Расчетный слой суммарного весеннего стока   определяет­ся в зависимости от среднемноголетнего слоя стока , коэффи­циента вариации слоя Cv   и коэффициента асимметрии Сs  .

 

 

 

 

Величины и Cv принимаются по картам приложений СНиП 2.01.14-83. Их значения для условий Нечерноземной зоны РСФСР приведены в табл.7.         

Для перехода от среднего многолетнего слоя стока  к рас­четному слою суммарного стока  обеспеченности Р =10% вво­дится модульный коэффициент перехода К, зависящий от Р% и Cs.

Для условий Нечерноземной зоны РСФСР принимается Cs =2Сv . Исключение составляет Северо-запад, где в формировании макси­мального стока половодья в значительной мере участвуют дожде­вые осадки. В этом случае Cs = З Сv . Однако при значениях Cv от 0,1 до 0,5 величины "К" при Р = 10% в обоих случаях практи­чески не отличаются и могут быть приняты из табл.8.     

 

Значения коэффициента "К" при Cs =2 Сv  и Р = 10%

Сv

0,1

0,2

0,3

0,4

0,5

К

1,13

1,26

1,4

1,5

1,67

 

В рассматриваемом примере при площади водосбора 11,55  поправочный коэффициент к Сv равен 1,25; соответственно уве­личивается и "К", тогда при  (см.табл.7)

При определении коэффициента полагаем, что на террито­рии водосбора водохранилищ не имеется, т.е.. В этом слу­чае коэффициент  будет учитывать только заозеренность терри­тории бассейна -1.

 

 

 

Коэффициент 1 определяется по формуле

      ( 4 )

где:    С - параметр, зависящий от ; при   100 мм, С=0,2; при  = 100..50 мм, С=0,2...0,3; при  =50... 20 мм, С=0,3...0,4; при  <20 мм, С=0,4;

- относительная озерность, выраженная в долях.

 

Озерность в % приведена в табл.7. При степени озерности до 2% (=0,02) влияние озер не учитывается, т.е.1= I,

Коэффициентопределяется по зависимости

       ( 5 )

где:- степень залесенности бассейна, %;

- степень заболоченности бассейна, %.      

 

Приняв их значения из табл.7 и подставив в формулу (5), полу­чим =0,58.

Подставив в формулу (3) соответствующие значения параметров:  получим:

Если расчетным расходом является максимальный расход ве­сеннего половодья, то по зависимости (I)  .

В нашем примере расчетным является предпосевной расход. Для его определения предварительно рассчитывается модуль пред­посевного расхода – qпп:

,         ( 6 )

где: К - коэффициент редукции (уменьшения) максимального рас­хода весеннего половодья: для водосборов с пологими склонами с преобладанием песчаных и песчано-болотных почв, заболоченных

 ,       (7)

для водосборов с холмистым рельефом с преобладанием глинистых почв, слабо заболоченных           

, ( 8 )

Т - допустимая продолжительность весеннего затопления осу­шаемой территории, сут. (принимается из табл.9).

 

При К> I расчет проводится при его значении, равном еди­нице.

По формуле (7) при Т= 11 сут. получим К= 0,60  после его подстановки в формулу (6) будем иметь qпп  =0,23  Предпосевной расход определится по формуле (I) Qпп =2,65 м3/с.

Окончательно расчетный расход выбирается после сопоставле­ния полученных данных (в данном случае Qпп ) с максимальным расходом летне-осенних паводков (Qло). В итоге принимается больший из двух.

Для определения Qло необходимо знать модуль летне-осенне­го паводкового стока – qло . Определение его осуществляется по формулам СНиП 2.01.14-83. Однако, учитывая большую трудоем­кость расчетов по этим формулам, в курсовом проекте допускает­ся использовать формулу Д.Л.Соколовского

 ,      (9)

где: В -районный параметр. При обеспеченности расходов Р=10% и В=4...6;

,,,- поправочные коэффициенты на влияние озерности и заболоченности, лесистости, проницаемости почв и топографических параметров площади водосбора.

                   (10)

где: и - озерность и заболоченность водосборной площа­ди, %  (из табл.7).

Для примера при = 1,4% и = 5%  = 0,63.

Не провода расчетов, условно примем значения остальных ко­эффициентов в следующих пределах: = 0,5...0,6;  = 0,3... 0,6; = 0,6...0,7.

После подстановки в формулу (9) и решения получаем , расход воды по формуле.

Сравнения  и Qпп показывают, что наибольшим из двух является расход Qпп=2,65м3/с, который принимается в расчет.

Бытовые расходы являются расходами наибольшей повторяемо­сти в течение периода сельскохозяйственных работ. Бытовой сток формируется главным образом за счет поступления грунтовых вод.

Независимо от площади водосбора модуль бытового стока из­меняется в пределах 0,002...0,005 м3/с с I км2. Если принять qб=0,005 м3/с с I км2 ,то

 

Гидрологический расчет закрытого коллектора K-I-7-3

Расчет сводится к определению расхода воды, поступающей в коллектор из дрен или закрытых собирателей.

Расчетный расход в устье, коллектора определится по зависи­мости

 

,    л/с            (11)

 

где: q- расчетный модуль дренажного стока, л/с с I га. Для закрытых собирателей приближенно примем в пределах 0,5...0,7 л/(с га), для дрен - 0,6...1,0 л/(с га);

Fк - водосборная площадь закрытого коллектора, га.

 

Согласно рис.7 водосборная площадь закрытого коллектора K-I-7-3 составляет 19,5 га. Тогда расход воды в устье коллек­тора при q= 0,8 л/(с-га) составит 15,6 л/с.  

 

7. ГИДРАВЛИЧЕСКИЙ РАСЧЕТ

 

С помощью гидравлического расчета определяются размеры по­перечных сечений элементов осушительной сети, глубина и ско­рость течения воды, которые должны находиться в пределах до­пустимых значений. Расчет проводится для тех же элементов про­водящей сети, для которых определены расходы и построены про­дольные профили.

Форма и размеры поперечного сечения каналов должны обеспе­чивать устойчивость каналов против деформации, а также бесподпорную работу впадающих элементов осушительной сети, своевре­менный отвод воды в водоприемник. Условия пропуска, расчетных расходов принимаются из табл.6.

Средняя глубина канала на рассматриваемом участке (между створами) и продольные уклоны дна принимаются с продольных профилей, заложения откосов - из табл.5. Коэффициент шерохо­ватости n для вновь строящихся каналов можно принять равным

0,03.

Скорости течения воды в каналах не должны быть менее 0,2 м/с, и более допустимых скоростей на размыв, отмеченных в табл.10.

Гидравлический расчет проводится по формулам равномерного движения для каждого расчетного створа (в курсовом проекте только для первого створа). Могут быть использованы различные способы, например способ И.И.Агроскина, линейка Пояркова, раз­личные номограммы и графики.

Проведем расчет канала K-I по способу И.И.Агроскина. Исхо­дные данные: Qпп=2,65м3/с, Qб  = 0,058 м3/с,  m = 2,5;
уклон дна J=0,0007,
n = 0,03; средняя, глубина канала в районе первого створа Нср=2,32м (см продольный профиль ка­нала K-I рис.11).           

Определяется функция =              , где

. Для указанных расходов значения функции будут равны 8,67 и 0,19 м3/с.

По таблицам для гидравлических расчетов каналов (6,7) оп­ределяются и. При первом значении функции= 23,1 и =0,61 м, при втором значении, соответственно 7,60 и.0,16 м.

Определяя глубину наполнения канала hр, условно можно принять hр = 2. Эта глубина не должна быть больше средней глубины какала за минусом запаса от бровки, принимаемого по табл.6. При Qпп = 2,65 м3hр=1,22 м, при Qб =0,058 м3  hр = 0,32 м. Отсюда видно, что наполнение канала не превышает допустимой величины, т.е.

( Нср - 0,5) = 1,82 м.

Для определения ширины канала по дну применяем отношение hр /=2, после чего по гидравлическим таблицам определяем отношение  /=0,77, откуда  = 0,47 м. Эта величина получилась меньше ширины ковша экскаватора (0,5...0,6 м), по­
этому принимаем
= 0,5 м.

В этом случае требуется пересчет гидравлических парамет­ров канала. Однако, учитывая, что результаты изменятся незна­чительно, эту работу можно не проводить.

После определения ширины канала по дну строятся попереч­ные сечения, показанные на рис.11.

Ширина канала по верху и по урезу воды определится по за­висимостям: В=+2mH,    By=+2mhр, где Н   - глубина канала в выбранном створе.

Расчетная скорость течения воды в канале - V. определит­ся из соотношения V/Vгн, принимаемое из гидравлических таблиц. Как частный случай при hр=2, . В итоге при расходе Qпп=2,65м3/с и V= 0,61 м/c, что до­пустимо, так как она меньше размывающей скорости 0,7 м/с при­нятой для средних песков по табл.10.

При расходе Qб =0,058 м3/с и V= 0,20 м/с, что соответ­ствует условиям незаиления каналов. В противном случае тре­буется увеличение уклона дна или необходимо предусмотреть ре­гулярную очистку канала.

Гидравлический расчет закрытого коллектора K-I-7-3 Расчет сводится к определению диаметров труб и длин участ­ков с различными диаметрами. Расчет проводится графическим способом с использованием табл.11.

В истоке коллектора расход воды минимальный, соответствен­но этому и диаметр труб принимается минимальный, но не менее 7,5 см. В расчетах можно принять его равным 10 см. В направле­нии к устью расход увеличивается, в связи, с чем диаметры труб также увеличиваются.

Полагаем, что изменение расхода по длине закрытого коллек­тора происходит линейно.

Исходные данные: длина коллектора составляет 950 м, расход в устье – 15,6 л/с; уклон проектного дна - 0,0011.

На рисунке 12 по вертикальной оси отложен расход, а по го­ризонтальной - длина коллектора. Точки соединены прямой.

По таблице 11 при заданном уклоне ищем расход 15,6 л/с. По­скольку такого расхода нет, принимаем ближайший больший 20,3 л/с и отмечаем на графике в виде горизонтальной линии. Этому расходу соответствует диаметр трубы 25 см и скорость течения воды 0,41 м/с.

Следующий за ним меньший стандартный диаметр равен 20 см. Ему соответствует расход 11,24 л/с и скорость 0,36 м/с. На графике это отражено в виде следующей горизонтальной линии.

Таким же образом из табл.11 выписываются остальные данные, включая диаметр 10 см. На графике получится шесть горизонталь­ных линий, т.е. шесть участков труб различного диаметра. Одна­ко в целях облегчения технологии производства работ следует ограничить число переходных сечений и. принять не более трех...четырех, оставляя неизменными минимальный и максимальный диаметры труб.

На графике показана четырехступенчатая фигура, которой со­ответствуют диаметры труб 25, 20, 15, 10 см. Им соответствуют (с графика) длины участков 270, 370, 210, 100м, которые в сумме дают полную длину коллектора – 950 м.

 

8. СООРУЖЕНИЯ НА СЕТИ И ДОРОЖНАЯ СЕТЬ

 

Осушительная система должна быть оборудована достаточным количеством различных сооружений и устройств, предназначенных для проведения эксплуатационных работ на системе.

На открытой проводящей сети запроектированы шлюзы-регуля­торы, предназначенные для регулирования уровней воды в кана­лах с целью использования ее в засушливые периоды для увлаж­нения корнеобитаемого слоя почвы путем шлюзования; для защи­ты от возможного затопления со стороны водоприемника, для борьбы с пожарами при осушении болот.

В местах впадения закрытых коллекторов в каналы предусмот­рены устьевые сооружения типовых конструкций.

На коллекторах имеются смотровые колодцы, которые устанав­ливаются в истоках, в местах сопряжения закрытых коллекторов различных порядков, в местах поворота трасс и изменения укло­на дна. В других случаях они устанавливаются не реже, чем че­рез 400...500 м. Смотровые колодцы служат для контроля над ра­ботой закрытой регулирующей сети, для очистки и ремонта кол­лекторов, устройства запорной арматуры, осаждения взвешенных наносов и их удаления. Они бывают потайные (заглубленные в грунт) и открытие.

Для наблюдения за грунтовыми водами на системе устраивают­ся скважины, расположенные равномерно по территории из расче­та одна скважина на 100...150 га.

Для контроля над расходами воды в каналах у шлюзов-регуля­торов имеются гидрометрические посты.

В целях нормальной эксплуатации осушительной системы, заездов на поля запроектирована дорожная сеть. Вдоль магист­рального канала дороги выполнены с твердым покрытием. В ос­тальных случаях предусмотрены полевые дороги с песчано-гравийным покрытием.

В местах пересечения дорог с каналами устраиваются мосты (при ) и трубчатые переезды (если ).

 

9. КУЛЬТУРТЕХНИЧЕСКИЕ РАБОТЫ И ПЕРВИЧНОЕ ОКУЛЬТУРИВАНИЕ ОСУШАЕМЫХ ЗЕМЕЛЬ.

 

Кулътуртехнические работы проводятся с целью подготовки осушаемых земель к их сельскохозяйственному освоению. С этой целью проводится расчистка площади от древесной и кустарнико­вой растительности, пней, камней, кочек, мохового очеса и старой дернины. Затем проводится планировка поверхности с за­сыпкой ям и срезкой бугров.

Дальнейшие работы на осушаемых землях направлены на окуль­туривание земель, т.е. на улучшение водно-физических, биологи­ческих, агрохимических и тепловых свойств почвы, на повышение ее плодородия с помощью первичной и последующих обработок, внесений извести на кислых почвах и гипсования засоленных почв. В итоге почвенный покров должен обладать нейтральной или близкой к ней реакцией почвенной среды, не иметь на по­верхности или в пахотном слое включений, препятствующих рабо­те сельскохозяйственной техники.

На торфяных почвах под пропашные и другие культуры с более глубокой корневой системой выполняется отвальная вспашка на глубину 30...35 см, на минеральных - на глубину гумусового слоя, что составляет не менее 18 см.

На минеральных почвах с маломощным гумусовым слоем прово­дится пропахивание подстилающего горизонта с обязательным вне­сением органических удобрений повышенными нормами.

При пахоте маломощных торфяников происходит перемешивание торфа с подстилающим минеральным грунтом, что улучшает возду­хообмен в корнеобитаемом слое почвы.

На сильнозадерненных участках или с наличием кочек под все сельскохозяйственные культуры обязательно применяется фрезерование или дискование целины перед вспашкой, что улуч­шает качество пахоты и разделки пласта.

В зависимости от местных условий и специализации хозяйств вводятся полевые, кормовые, овощные и лугопастбищные севообо­роты. Для посева используются районированные высокоурожайные сорта сельскохозяйственных культур.

 

10. ОРГАНИЗАЦИЯ И СМЕТНАЯ СТОИМОСТЬ СТРОИТЕЛЬСТВА ОСУШИТЕЛЬНОЙ СИСТЕМЫ.

 

Строительство осушительной системы рассчитано на один год. На второй год намечено первичное сельскохозяйственное освое­ние осушенных земель. Строительство проводится в направлении от крупных каналов к мелким, т.е. снизу вверх, что обеспечит быстрый сброс воды с осушаемой территории и отвод ее от забоя землеройной машины. Параллельно проводятся кулътуртехнические работы по очистке трасс каналов и других элементов осушительной сети.

Вынутый из каналов грунт разравнивается вдаль трасс и используется для устройства дорог вдоль каналов. На грунтах с малой несущей способностью и заболоченных участках в строите­льстве каналов применяются землеройные машины с уширенными гусеницами.

В таблице 12 приводятся укрупненные показатели удельных ка­питальных вложений в мелиоративное строительство /2/, по кото­рым определяется сметная стоимость строительства и первоначаль­ного освоения осушаемых земель.

Более подробно с наименованием и составом работ, типом ма­шин и механизмов, применяемых в строительстве осушительных систем, можно ознакомиться из литературы /2/.

Накладные расходы 14,8 %

Итого:

Плановые накопления   8 %

ВСЕГО:

Затраты на I га составляют:

 

 

11. ЭКОНОМИЧЕСКАЯ ЭФФЕКТИВНОСТЬ ЗАПРОЕКТИРОВАННЫХ МЕРОПРИЯТИЙ.

 

До проведения осушительных работ участок использовался, как естественный заболоченный луг для производства сена. После осушения и проведения культуртехнических работ на этих землях будут возделываться сельскохозяйственные культуры овоще-кормового или полевого севооборотов (по заданию), которые будут да­вать значительный объем валовой продукции и чистый доход.

Порядок расчета экономической эффективности для вариантов полевого и овоще-кормового севооборотов и исходные данные при­ведены в табл.13.

 

При строительстве осушительной системы в течение одного го­да срок возмещения капитальных вложений определяется по зависи­мости

где: продолжительность строительства (Тс )  и освоения (Те). Учитывая, что площадь осушения менее I тыс.га можно принять Тс=1год, То= 1 год;

,-капитальные вложения, соответственно, на строитель­ство и на освоение мелиорированных земель, руб.

Для овощекормовых севооборотов с техническими культурами Косв = 34 т. р/га, для полевых - Косв = 25,0 т. р/га;

 - ущерб от "замораживания" капитальных вложений в период строительства системы, руб. При Тс  = 1 году  =0,1;

- сумма прироста чистого дохода на год полного освое­ния, т.е. когда достигается проектная величина чис­того дохода. Определяется из табл.13, как разность между чистыми доходами, полученными после проведе­ния мелиорации и до проведения мелиорации.

 

В итоге необходимо сделать вывод о сроке окупаемости ка­питальных вложений и сравнить их с нормативными сроками, от­метить целесообразность и эффективность запроектированных мероприятий.

 

Оформление курсового проекта

 

Курсовой проект оформляется в виде пояснительной записки, написанной чернилами на стандартных листах. Записка начинает­ся с задания, полученного студентом на занятиях.

Каждый чертеж и график располагаются в тех местах записки, где они необходимы по ходу расчетов и изложения текста.

Все страницы должны быть пронумерованы.

В конце указывается литература, использованная студентом в процессе его работы над курсовым проектом.

 

Библиографический список

 

1.       Алексанкин А.В., Дружинин Н.И. Мелиорация земель в Нечерноземной зоне РСФСР. М.: Колос, 1980.

2.       Сельскохозяйственные гидротехнические мелиорации. Учеб­ник. Под ред. Е.С.Маркова. М.: Колос, 1981.

3.       СНиП 2.06.03-85. Мелиоративные система и сооружения. М.: Госкомстрой СССР, 1986.

4.       Справочник. Осушение. Под ред. Б.С.Маслова М.: Агропромиздат, 1985.

5.       СНиП-2.01.14-83. Определение расчетных гидрологических характеристик. М.: Госкомстрой СССР, 1985.

6.       Агроскин И.И. Гидравлический расчет каналов. M-I.: Госэнаргоиздат,  1958.

7.       Андреевская А.В., Кременецкий Н.Н., Панова М.В. Задачник по гидравлике. М.: Энергия, 1970.

8.       Справочник. Мелиорация и водное хозяйство. Том I. Экономика. П.: Колос,  1984.

9.       Практикум по сельскохозяйственным гидротехническим мелиорациям. Под ред. Е.С.Маркова М.: Агропромиздат,  1986.

 

 

 

 
 
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