201241276 六、發明說明： * 【發明所屬之技術領域】 ， 本發明是有關於一種防波堤結構體，特別是指一種具 圓弧面消波艙之沉箱式防波堤。 【先前技術】 目前台灣地區水深l〇m以内的防波堤或海堤，絕大多 數採用拋石堤型式之結構，必須拋放大量的塊石及混凝土 消波塊，然而，此種作法對海岸景觀及民眾之親水權產生 負面影響’故常遭環保人士詬病。由於台灣本島塊石開採 及運輸之困難度及費用愈來愈高，目前大部分港灣工程之 塊石大多數由中國大陸進口，但是，隨著油價不斷上漲， 海運費用節節高升，加上大陸地區經濟不斷成長與環保意 識逐漸抬頭，未來對塊石開採及出口的管制將愈來愈嚴格 ’導致塊石出口單價勢必愈來愈高，故台灣港灣工程界必 /員針對此點及早提出因應對策。而在較深海域之防波堤目 前絕大多數採用傳統式沉箱複合堤之結構’其中，沉箱由 底板、四周封閉式之直立外壁以及内隔艙壁所形成，沉箱 拖放至定點後打開進水閥門進水，然後逐漸下沉到海床座 底，再於沉箱内部回填砂石，並澆鑄封頂混凝土，接著， • 再施作堤面及胸牆。沉箱複合堤通常藉由其本身的重量及 底板的摩擦力來抵抗波浪以避免發生傾覆及滑動破壞的情 形。但是，強烈的颱風波浪依然會對該沉箱的垂直外壁= 成極大的衝擊波壓，同時造成堤趾之沖刷流失，因此沉= 的尺寸必須大到足以抵抗趟風波浪，且當水深較淺時，該 201241276 沉箱複合堤的造價相對於拋石堤來得高。 雖然，港灣工程無論就設計條件（波浪、潮位、海流、 地質、地震等等）或施工條件（施工材料之取得、施工機具設 備、施工技術等等）均有明顯的地域性，但現有防波堤為了 確保能夠承受颱風等突發狀況的強烈波浪作用力及維持較 長的使用壽命’通常需要設置大尺寸的沉箱並搭配使用消 波塊以減少波能，但如此將使用大量鋼筋與混凝土而會增 加工程費用，而消波塊的使用則有礙景觀美感，因此，目 前仍有開發其他型式的防波堤的需求。 【發明内容】 本發明目的，是在提供一種具有消波艙之沉箱式防波 堤，其能夠有效降低波浪反射率，並能消減波能以減低波 浪對防波堤的作用力。 本發明適合使用在海岸地區作為海堤及防波堤結構， 進而達到保護港口安全的目的，此種具圓弧面消波艙之沉 箱式防波堤包含相結合的一朝向海側的消波主體單元，及 一朝向陸側的沉箱主體單元。 該消波主體單元包括相配合界定出一消波艙的一前壁 、一與該前壁相間隔的隔艙壁，及二連接在該前壁與該隔 艙壁之間的側壁，該前壁具有自一底緣沿一直立方向向上 延伸並終止於一第一轉折界線的直立壁部、一自該直立壁 邛的第一轉折界線朝上並朝向該隔艙壁延伸的圓弧面壁部 ，及多個相間隔地貫設在該圓弧面壁部並與該消波艙相連 通的上開孔，該等上開孔的長度為該圓弧面壁部沿該上下 201241276 方向的長度的50%~60%，每一上開孔的寬度介於in 5公 尺之間，且所有上開孔累積的總寬度為該前壁總寬度的 50%〜60%。 該沉箱主體單元與該消波主體單元以隔艙壁相結合。 本發明的有益效果在於：藉由在該消波主體單元中形 成之消波艙，並於面海前壁設置該等上開孔，而在該前壁 與該隔艙壁之間形成艙室空間，藉此，當波浪抵達該直立 壁部及圓弧面壁部時，部分水體會被壁面反射，部分水體 則經由該等上開孔進入或往下掉落至消波艙内，導致波浪 的波形在該前壁前後產生相位差，並在該消波艙中發生紊 流能損效應，因而能有效減少波能、降低波浪反射率，進 而減低波力對防波堤的作用，由於此種設計能減少鋼筋及 混凝土的用量並能避免使用消波塊，因此，還兼具有能降 低原料成本及避免海岸景觀受到破壞的特性。 【實施方式】 有關本發明之前述及其他技術内容、特點與功效，在 以下配合參考圖式之一個較佳實施例的詳細說明中，將可 清楚的呈現。 參閱圖1、圖2與圖3,本發明具消波艙之防波堤2的 一車父佳實施例適合在海岸施作以提供削減波能與波壓作用 力的作用’進而達到保護港口安全的目的，該具消波艙之 防波堤2包含相結合的一朝向海側的消波主體單元3，及一 朝向陸側的沉箱主體單元4。 該省波主體單元3包括相配合界定出一消波搶30的一 201241276 鄰近該海側的前壁3i、一與該前壁31相間隔的隔艙壁32 '二連接在該前壁31與該隔艙壁32之間的側壁33(在圖工 中為便於觀察該消波主體單元3的内部結構，而以另一側 的側壁33截取掉的形式呈現該較佳實施例，故圖式中的消 波主體單元3只顯示出一側的側壁33)、一與該前壁31、隔 .艙壁32與該二側壁33相配合界定形成該消波搶3〇的底板 34,及多個位於該消波艙3〇並沉積在該底板％用於輔助 增加該防波堤2整體穩定度的增重塊石％。其中，可視該 防波i疋2設置地點的波浪、潮位、海流、地質與地震等環 i兄條件與對該防波堤2穩定度的需求，調整該等增重塊石 35的設置數量。 較佳地，該前壁31具有自一底緣312沿一直立方向z 向上延伸並終止於一第一轉折界線313的直立壁部311、一 自該直立壁部311的第一轉折界線313朝上並朝向該隔艙壁 32延伸的圓弧面壁部314、多個相間隔地貫設在該圓弧面 壁部314並與該消波艙30相連通的上開孔315，及多個相 間隔地貫設在該直立壁部311並與該消波艙3〇相連通的下 開孔316。其中，該等增重塊石35置放在該底板％後的高 度較佳是不高於該等下開孔316的下端緣，以避免該等下 開孔316被阻塞而影響到其功能，並維持預定的消波艙3〇 空間以便能順利產生紊流能損效應達到削減波能的效果。 此外，該等上開孔315為長條狀開孔，並沿一上下方 向I平行設置在該圓孤面壁部314，藉此，當波浪碰及該圓 弧面壁部314時，部分水體由壁面反射，部分水體則經由 201241276 該等長條狀的上料315往下掉落，使其波形在該圓弧面 壁部3M前後發生相位差，並發生紊流能損效應，而有助 於減少波能。此外，該等下開孔316亦為長條狀開孔，並 ^亥直立方向z平行②置在該直立壁部311。藉由設置該等 下開孔M6’使經由該等上開孔315進入該消波搶3〇内的 水體能再流出，而可避免水位壅升的情形發生。 為了能獲得較佳的|流能損效應同時考慮該前壁31的 支樓力與結構強度能夠符合工程實務上的安全規格需求， 該等上開^5㈣圓弧面壁部314上的開孔率較佳為 25%~36%。而該等上開孔315的較佳長度ai為該圓弧面壁 部3U沿該上下方向Σ的長度A1的5G%〜6()%，且累積所有 上開孔315的寬度Μ所獲得的總寬度值（若有^個上開孔 315，則總寬度為nlxbl)較佳為該圓弧面壁部^4的寬度 的5G%〜6〇%。在本實施例中，該圓弧面壁部的上^ 孔315的設計寬度bl介於丨n 5公尺。 較佳地’為了獲得較佳的m損效應及考量該前璧 31的支撐力與結構強度能夠符合工程實務 求，該等下開们16在該直立壁部311上的開孔== 25%〜36%，⑽孔率超出上下限，則可能無法達到預 消波效果。而該等下開孔316的長度a2較佳為該直立 31卜沿該直立方向z的長度A2的鄉〜6〇%，且累積 開孔316的寬度b2所獲得的總寬度值（若有a個 316 ’則總寬度為n2xb2)較佳為該直立壁部Μ〗的开孑1 的娜~祕。該直立壁部311的下開孔316的設計見寬又度^ 201241276 亦是介於1.0〜1.5公尺。 值仔-提的是’該前壁31的圓派面壁部314是終止於 一與該隔搶壁32相間隔的第二轉折界線317,且該前壁η 還具有一自該第：轉折界線317沿該直立方向z朝上延伸 的胸牆部318，該胸牆部318與該隔餘壁32、該二側壁33 相配合界定形成-頂部開α _。藉由設置該頂部開口规 ，即使在頻繁的波浪作用下，進人該消波搶3()内與原本就 存在該消波搶30㈣氣體仍然㈣自該頂部開σ 36〇釋出 ，因而可避免氣體累積在該消波臉3〇内形成較大壓力的情 形發生。 該沉箱主體單元4是與該消波主體單元3的隔艙壁32 相結合’並包括H肖波域單元3的隔搶壁32相間隔 且與該前壁31反向設置的後壁41，及一充填在該隔艙壁 32與該後壁41之間的填充模塊42。其中，該填充模塊42 的重里不丈限，在本實施例中，是藉由該隔艙壁32與該後 壁41之間的空間填滿砂石後形成該填充模塊42，藉此，使 該防波堤2具有足夠的重量而能在波浪作用下保持安定。 較佳地，該消波主體單元3的前壁31的直立壁部311 與隔艙壁32之間間隔一第一距離D1，該消波主體單元3的 前壁31的直立壁部311與該沉箱主體單元4的後壁41之間 間隔一第一距離D2，該第一距離D1是該防波堤2總寬度（ 即，鈾壁31之壁厚+D1 +隔臉壁32之壁厚+D2+後壁41之 壁厚）的35%〜45%。前述的結構比例，使用於提供重量的該 沉箱主體單元4相對佔有較大的體積，藉此，將能確保該201241276 VI. Description of the invention: * [Technical field to which the invention pertains] The present invention relates to a breakwater structure, and more particularly to a caisson type breakwater having a circular arc erasing cabin. [Prior Art] At present, most of the breakwaters or seawalls within the water depth of Taiwan are in the form of a riprap type. It is necessary to throw a magnified block of stone and a concrete wave block. However, this approach is for coastal landscapes. And the people's right to water has a negative impact. It is often criticized by environmentalists. Due to the increasing difficulty and cost of the mining and transportation of the stone in the island of Taiwan, most of the current block stones in the harbor project are imported from mainland China. However, with the rising oil prices, the shipping costs are rising, plus the mainland. The regional economy continues to grow and environmental awareness is gradually rising. In the future, the control of block stone mining and export will become more and more strict. The monopoly of block stone export will become higher and higher. Therefore, the Taiwanese port engineering community must respond to this point early. Countermeasures. In the deeper seas, the majority of the breakwaters currently use the structure of the traditional caisson composite embankment. Among them, the caisson is formed by the bottom plate, the closed upright outer wall and the inner bulkhead. The caisson is dragged and lowered to the fixed point and the inlet valve is opened. After entering the water, it gradually sinks to the bottom of the seabed, backfills the sandstone inside the caisson, and casts the capped concrete, and then, it is applied to the embankment and the chest wall. The caisson composite dyke usually resists the waves by its own weight and the friction of the bottom plate to avoid the occurrence of overturning and sliding damage. However, the strong typhoon wave will still cause a large shock wave pressure on the vertical outer wall of the caisson, and at the same time cause the erosion of the embankment to be lost. Therefore, the size of the sink = must be large enough to resist the hurricane wave, and when the water depth is shallow, The cost of the 201241276 caisson composite levee is higher than that of the riprap. Although the harbor project has obvious regional characteristics regardless of design conditions (waves, tides, currents, geology, earthquakes, etc.) or construction conditions (obtainment of construction materials, construction equipment, construction technology, etc.), the existing breakwaters are Ensure that it can withstand the strong wave forces of sudden events such as typhoons and maintain a long service life. 'It is usually necessary to set a large caisson and use a wave block to reduce the wave energy, but this will increase the amount of steel and concrete. The cost of the project, and the use of the wave block, hinders the aesthetics of the landscape. Therefore, there is still a need to develop other types of breakwaters. SUMMARY OF THE INVENTION An object of the present invention is to provide a caisson type breakwater having a wave eliminator which can effectively reduce wave reflectivity and reduce wave energy to reduce the force of waves on the breakwater. The present invention is suitable for use as a seawall and a breakwater structure in a coastal area, thereby achieving the purpose of protecting a port. The sunken-type breakwater with a circular-faced wave-eliminating cabin includes a combined wave-blocking body unit facing the sea side, and A caisson body unit facing the land side. The wave eliminator body unit includes a front wall defining a anechoic chamber, a bulkhead wall spaced from the front wall, and two side walls connected between the front wall and the bulkhead wall, the front The wall has an upstanding wall portion extending upward from a bottom edge in an upright direction and terminating at a first transition boundary line, a circular arc wall portion extending upward from the vertical transition line of the upright wall and extending toward the partition wall And a plurality of upper openings that are spaced apart from the arcuate wall portion and communicate with the anechoic chamber, and the length of the upper openings is 50 of the length of the arcuate wall portion along the upper and lower sides of 201241276 %~60%, the width of each upper opening is between in 5 meters, and the total width of all upper openings is 50%~60% of the total width of the front wall. The caisson body unit and the wave eliminator body unit are combined by a bulkhead wall. The present invention has the beneficial effects of forming a cabin space between the front wall and the bulkhead wall by providing an evanescent chamber in the wave-eliminating body unit and providing the upper opening in the front wall of the sea surface. Therefore, when the wave reaches the upright wall portion and the arcuate wall portion, part of the water body is reflected by the wall surface, and part of the water body enters or falls down into the anechoic chamber through the upper opening, thereby causing wave wave waveform. A phase difference is generated before and after the front wall, and a turbulent energy loss effect occurs in the anechoic chamber, thereby effectively reducing wave energy, reducing wave reflectivity, and thereby reducing the effect of wave force on the breakwater, since the design can reduce The amount of steel and concrete can be avoided and the use of wave-eliminating blocks can be avoided. Therefore, it also has the characteristics of reducing the cost of raw materials and avoiding damage to the coastal landscape. The above and other technical contents, features, and advantages of the present invention will be apparent from the following detailed description of the preferred embodiments. Referring to Figures 1, 2 and 3, a preferred embodiment of the breakwater 2 of the anechoic cabin of the present invention is suitable for use on the coast to provide the effect of reducing wave energy and wave pressure force, thereby achieving port security protection. The purpose is that the breakwater 2 with the anechoic cabin comprises a combined sea-facing wave-eliminating body unit 3 and a land-facing caisson body unit 4. The main wave main unit 3 includes a front wall 3i adjacent to the sea side, and a partition wall 32' spaced apart from the front wall 31, which is coupled to the front wall 31 and The side wall 33 between the partition walls 32 (in the drawing, in order to facilitate the observation of the internal structure of the wave-eliminating body unit 3, the preferred embodiment is shown in the form of the side wall 33 on the other side, so the drawing The wave-eliminating main unit 3 only shows one side wall 33), a bottom plate 34 which cooperates with the front wall 31, the partition wall 32 and the two side walls 33 to define the bottom plate 34 of the wave-eliminating smashing, and more The % of the weight-increasing block is located in the anechoic chamber and is deposited on the bottom plate % to assist in increasing the overall stability of the breakwater 2. Among them, the number of the weight-increasing stones 35 can be adjusted according to the requirements of the wave, the tide level, the current, the geological and the earthquake, and the stability of the breakwater 2 at the location where the wave is prevented. Preferably, the front wall 31 has an upright wall portion 311 extending upward from the bottom edge 312 in the upright direction z and ending at a first turning boundary line 313, and a first turning boundary line 313 from the upright wall portion 311. An arcuate surface wall portion 314 extending upwardly toward the partition wall 32, a plurality of upper openings 315 extending through the arcuate surface wall portion 314 and communicating with the anechoic chamber 30, and a plurality of spaced intervals A lower opening 316 is formed in the upright wall portion 311 and communicates with the anechoic chamber 3〇. The height of the weight-increasing stone 35 placed on the bottom plate is preferably not higher than the lower edge of the lower opening 316 to prevent the lower opening 316 from being blocked and affecting its function. And the predetermined space of the anechoic chamber is maintained to be able to smoothly generate the turbulent energy loss effect and achieve the effect of reducing the wave energy. In addition, the upper openings 315 are elongated openings and are disposed in parallel in the vertical direction I in the circular orphan wall portion 314, whereby when the wave hits the circular arc wall portion 314, part of the water body is covered by the wall surface. In the reflection, part of the water body falls down through the long strips 315 of 201241276, so that the waveform has a phase difference before and after the arc surface wall portion 3M, and a turbulent energy loss effect occurs, which helps to reduce the wave. can. Further, the lower opening 316 is also an elongated opening, and is disposed in the upright wall portion 311 in parallel with the upright direction z. By providing the lower opening M6', the water body entering the wave-eliminating hole through the upper opening 315 can be re-flowed, thereby avoiding the occurrence of a water level soaring. In order to obtain a better | flow energy loss effect while considering that the strength and structural strength of the front wall 31 can meet the safety specifications of the engineering practice, the opening ratio of the upper opening 5 (four) arc surface wall portion 314 It is preferably 25% to 36%. The preferred length ai of the upper opening 315 is 5 G% to 6 (%) of the length A1 of the circular arc surface portion 3U along the vertical direction, and the total width of all the upper openings 315 is accumulated. The width value (if there is one upper opening 315, the total width is nlxbl) is preferably 5G% to 6〇% of the width of the circular arc wall portion ^4. In this embodiment, the design width bl of the upper hole 315 of the arcuate wall portion is between 丨n 5 meters. Preferably, in order to obtain a better m-loss effect and to consider that the supporting force and structural strength of the front cymbal 31 can meet the engineering practice, the opening of the lower opening 16 on the upright wall portion 311 == 25% ~36%, (10) The hole rate exceeds the upper and lower limits, the pre-canceling effect may not be achieved. The length a2 of the lower opening 316 is preferably the total width value obtained by the length of the vertical axis 31 along the length A2 of the vertical direction z, and the width b2 of the cumulative opening 316 (if a) A 316 'the total width is n2xb2) is preferably the ~ 1 of the upright wall Μ 〗 〖. The design of the lower opening 316 of the upright wall portion 311 is as shown in the width and degree ^ 201241276 is also between 1.0 and 1.5 meters. The value of the circular wall portion 314 of the front wall 31 is terminated by a second turning boundary line 317 spaced from the barrier wall 32, and the front wall η also has a boundary line from the first: turning A chest wall portion 318 extending upward in the upright direction z, the chest wall portion 318 being cooperatively defined with the partition wall 32 and the two side walls 33 to form a top opening α _. By setting the top opening gauge, even under the frequent wave action, the person enters the wave robbing 3 () and the original absorbing wave 30 (four) gas is still (4) released from the top σ 36 ,, thus It is avoided that gas accumulation forms a large pressure in the wave-eliminating face 3〇. The caisson main unit 4 is a rear wall 41 which is combined with the bulkhead 32 of the wave eliminator unit 3 and which is spaced apart from the smashing wall 32 of the H cho field unit 3 and is disposed opposite to the front wall 31, And a filling module 42 that is filled between the bulkhead wall 32 and the rear wall 41. Wherein, the weight of the filling module 42 is not limited. In the embodiment, the filling module 42 is formed by filling the space between the partition wall 32 and the rear wall 41, thereby forming the filling module 42. The breakwater 2 has sufficient weight to remain stable under the action of waves. Preferably, the upright wall portion 311 of the front wall 31 of the wave-eliminating body unit 3 is spaced apart from the bulkhead wall 32 by a first distance D1, and the upright wall portion 311 of the front wall 31 of the wave-eliminating body unit 3 is The rear wall 41 of the caisson main unit 4 is spaced apart by a first distance D2 which is the total width of the breakwater 2 (i.e., the wall thickness of the uranium wall 31 + D1 + the wall thickness of the partition wall 32 + D2+ The wall thickness of the wall 41 is 35% to 45%. The foregoing structural ratio is used to provide a relatively large volume for the caisson body unit 4 for providing weight, thereby ensuring the
S 8 201241276 防波堤2整體結構穩定且更能承受強烈的波力作用，進而 * 有助於提供穩定的消波效果。 . 當將該防波堤2設置於海域時，該防波堤2底部設有 一拋石基礎部5，並分別在該消波主體單元3的前壁31底 部的一前堤趾部319及該沉箱主體單元4的後壁41底部一 後堤趾部411前分別舖設多個併接的護基方塊6，再於該等 護基方塊6前分別沿該抛石基礎部5表面設置二足夠重量 之大塊石覆蓋體7，藉此，使該防波堤2穩固定位在港口或 海岸邊。 參閱圖4，為根據本發明防波堤2利用FLOW-3D數值 模擬波浪入經本發明的防波堤後獲得的結果繪製出的示意 圖，由圖4可看出，當波浪100碰及該消波主體單元3的 前壁31後，其波形在該前壁31的壁前、壁後發生明顯的 相位差，據此說明本發明的結構設計確實能使波浪產生相 位差，藉此，使波能減少與降低波浪反射率。需要補充說 明的是，上述的FLOW-3D係以流體之三維運動方程式為基 礎所發展出的流體動力計算數值模擬系統，係Dr. C. W. Hirt 於1985提出，並由美國Flow Science公司發展而成的先進 軟體。FLOW-3D配合流體體積（VOF，Volume of Fluid)方法 處理自由液面問題，並可利用 FAVOR(Fractional Area-Volume Obstacle Representation)技術來描述流體中的結構物 ，.經由許多相關文獻的驗證，已顯示FLOW-3D模擬系統在 流體與結構物互制問題的解析上確實具有極佳的精確度及 可靠性。因此，透過FLOW-3D模擬的結果足以證實本發明 201241276 的結構設計蜂實能引發奮流能損效應。 參閱圖5’為利用FLQW_3D數值模擬波浪人經本發明 的防波堤後’波形在前壁之壁前 '壁後發生相位差，並發 生紊流能損效應的情形(如圖中區塊K1、區塊K2與區塊K3 所示，其中，ΚΙ、Κ2與Κ3皆為紊流較明顯的區塊，且K1 的紊流_㈣㈣、K2 :欠之），圖中㈣頭符制表示水 體流動方向，箭頭長短表示水分子流速大小，由圖5的結 果同樣能說明本發明的結構設計，能使波浪在入經該防波 埏後產生相位差，並引發紊流能損效應，因而有助於減少 波能與降低波浪反射率。 參閱圖6’為利用FLGW_3D數值模擬波浪人經本發明 的防波堤的波浪反射率的變化情形，#中，縱座標表波浪 反射率，橫座標為入射波尖銳度，圖中右上角的圖例說明 區塊中的B是指自t壁内緣至隔臉壁外緣之消波餘内部的 實際寬度’亦即圖2中的D1 ’在此模擬實驗所用的B值為 7.56公尺。L為波長，係由週期與水深推算，在此模擬實驗 所用的L值分別為38.99公尺及5617公尺兩種。而以％表 示的數值為該前壁31的開孔率，結果顯示，當將開孔率設 定在該本發明所界定的範圍内時，入射波尖銳度越大，波 浪反射率越小，據此說明本發明的設計確實可有效降低波 /良反射率達到削減波能的效果。其中，波浪反射率是指 反射波波间與入射波波高之比例，入射波尖銳度是指外海 入射波浪高度與波長之比例。 參閱圖7，為利用Fl〇W-3D數值分別模擬波浪入經本 10 201241276 發明的具消波艙之防波 ^ y. 疋以及另一個不具消波艙之防波 土疋後’分別在沉箱前壁的直 j直立壁。卩所承度的波壓強度的變 h a .縱座&為兩程，橫座標為作用於該直立壁部的壓 7的結果可看出’本發明具有消波擒的結構 又十可有效降低波浪作用力，使該防波堤較不易損壞並 有助於延長其使用壽命。 歸’、内上述，本發明具消波搶之防波堤2，可獲致下述的 功效及優點，故能達到本發明的目的： ，，二上述數值模擬結果驗證，作用於本發明具消波 艙之防波堤的波力可有效降低，相對於現有防波堤，本發 明的設計可以縮減該防波堤的尺寸及重量，而能達到相同 的防波效果，藉此，可降低鋼筋及混凝土之使用量，除了 能夠降低工程費用外，節省原料用量還有助於減少資源消 耗因而能達到節能減炭的功效。 二、 本發明的防波堤2除了可應用在較深海域消減波 浪衝擊以提供防護功能外’也能適用在水深1〇公尺以内之 海域’並能取代傳統由大量消波塊形成的拋石堤，除了可 有效減少塊石及消波塊的使用量達到資源減量的目的外， 還可大幅提高港灣之景觀美感，而且在該防波堤2的頂部 開口 360後方仍可舖設供觀景及垂釣之休閒遊想輔助設施（ 例如’平台、棧道、及安全保護設施），提供民眾親水遊憩 空間，使本發明的防波堤2除了防波功能外，還能美化景 觀及提供休憩功能而具有多元化的使用特性。 三、 該防波堤2面海側的消波主體單元3的消波驗3 0 11 g 201241276 可作為海洋生物之棲息空間，舖設在該前壁31底部前方的 護基方塊6，可採用生態方塊設計，即在該護基方塊6表面 設置溝紋、凹凸槽或洞孔等結構，讓海藻及海草容易繁殖 ，並提供吸附壁體動物生存空間、或蝦蟹貝及小型海洋生 物藏匿及繁殖空間，藉此，使本發明的防波堤2具有海洋 生態保育之意義-。 四、由於本發明防波堤2位於陸侧的沉箱主體單元4 是在該隔艙壁32與該後壁41之間的空間回填砂石再封頂 而形成，藉此，使整個防波堤2的重心偏向陸側，如果在 該防波堤2㈣側要回填新生地，此種結構型式與傳統沉 箱式的防波堤結構相比更能有效抵抗背填土壓力。 准以上所述者，僅為本發明之較佳實施例而已，當不 月b以此限疋本發明貫施之範圍，即大凡依本發明申請專利 範圍及發明說明内容所作之簡單的等效變化與修飾，皆仍 屬本發明專利涵蓋之範圍内。 【圖式簡單說明】 圖1是一立體示意圖，說明本發明具消波艙之防波堤 的一較佳實施例的其中一側被截取掉的情形； 圖2是一側視剖視圖，說明該較佳實施例的一消波主 體單元的一前壁具有一圓弧面壁部的情形； 圖3是一前視示意圖，說明該較佳實施例的消波主體 單元的一前壁設有多個上開孔與多個下開孔的情形； 圖4是一波浪衝擊結果示意圖，說明波浪在該防波堤 模型的前壁前、後的波形發生相位差的情形；S 8 201241276 The breakwater 2 is structurally stable and more resistant to strong wave forces, and in turn helps to provide a stable wave-eliminating effect. When the breakwater 2 is installed in the sea area, a bottom of the breakwater 2 is provided with a riprap base portion 5, and a front dam portion 319 and a caisson body unit 4 at the bottom of the front wall 31 of the wave eliminator body unit 3, respectively. A plurality of parallel base blocks 6 are respectively laid in front of the bottom of the rear wall 41 and a rear toe portion 411, and two large stones of sufficient weight are respectively disposed along the surface of the stone-removing base portion 5 in front of the base blocks 6. The cover 7 is thereby made to securely fix the breakwater 2 at the port or the coast. Referring to Figure 4, there is shown a schematic diagram of the results obtained by using the FLOW-3D numerical simulation wave into the breakwater of the present invention according to the breakwater 2 of the present invention. As can be seen from Figure 4, when the wave 100 hits the wave-eliminating body unit 3 After the front wall 31, the waveform has a significant phase difference in front of and behind the wall of the front wall 31. It is thus explained that the structural design of the present invention can make the wave phase difference, thereby reducing the wave energy and reducing the wave. Reflectivity. It should be added that the above FLOW-3D is a fluid dynamic calculation numerical simulation system based on the three-dimensional motion equation of fluid. It was developed by Dr. CW Hirt in 1985 and developed by American Flow Science. Advanced software. FLOW-3D works with the Volume of Fluid (VOF) method to deal with free surface problems, and FAVOR (Fractional Area-Volume Obstacle Representation) technology can be used to describe structures in fluids. The FLOW-3D simulation system is shown to have excellent accuracy and reliability in the analysis of fluid and structural interaction problems. Therefore, the results of the FLOW-3D simulation are sufficient to confirm that the structural design of the present invention 201241276 can induce the effect of the energy loss. Referring to FIG. 5', in order to simulate the wave difference between the wavefront and the front wall of the front wall by the FLQW_3D numerical value, the phase difference occurs after the wall of the wave wall is generated, and the turbulent energy loss effect occurs (such as the block K1 and the block in the figure). K2 and block K3 are shown, wherein ΚΙ, Κ2 and Κ3 are all blocks with obvious turbulence, and the turbulence of K1 is _(four)(4), K2: owed), and the head symbol system (4) indicates the direction of water flow. The length of the arrow indicates the flow velocity of the water molecule. The result of Fig. 5 can also explain the structural design of the present invention, which can cause the wave to have a phase difference after entering the anti-wave, and induce a turbulent energy loss effect, thereby contributing to the reduction. Wave energy and reduced wave reflectivity. Refer to FIG. 6' for the variation of the wave reflectivity of the wave bank according to the present invention by using the FLGW_3D value. In #, the wavy reflectance of the ordinate table and the abscissa are the incident wave sharpness, and the legend in the upper right corner of the figure illustrates the block. B in the middle refers to the actual width of the interior of the wave-eliminating space from the inner edge of the t-wall to the outer edge of the partition wall, that is, D1 in Fig. 2, and the B value used in the simulation experiment is 7.56 meters. L is the wavelength, which is calculated from the period and the water depth. The L values used in this simulation experiment are 38.99 meters and 5617 meters, respectively. The value expressed in % is the opening ratio of the front wall 31. The result shows that when the opening ratio is set within the range defined by the present invention, the greater the incident wave sharpness, the smaller the wave reflectance is. This shows that the design of the present invention can effectively reduce the wave/bright reflectance to the effect of reducing the wave energy. Among them, the wave reflectivity refers to the ratio of the reflected wave wave to the incident wave wave height, and the incident wave sharpness refers to the ratio of the incident wave height to the wavelength of the outer sea. Referring to Fig. 7, in order to simulate the wave-proofing wave y. 具 with the wave-eliminating cabin and the other wave-proof soil without the wave-eliminating cabin by using the Fl〇W-3D value respectively, respectively, before the caisson Straight j upright wall of the wall. The variation of the wave pressure intensity that the 卩 is subjected to. The ordinate is equal to two passes, and the abscissa is the result of the pressure 7 acting on the upright wall. It can be seen that the structure of the present invention having the wave-eliminating ridge is effective. Reduce the wave force, making the breakwater less susceptible to damage and helping to extend its service life. In view of the above, the present invention has the wave-breaking breakwater 2, which can achieve the following functions and advantages, so that the object of the present invention can be achieved: 2, the above numerical simulation results verify that the invention has the function of eliminating the wave cabin The wave force of the breakwater can be effectively reduced. Compared with the existing breakwater, the design of the invention can reduce the size and weight of the breakwater, and can achieve the same wave-proof effect, thereby reducing the amount of steel and concrete used, in addition to being able to In addition to reducing engineering costs, saving raw material consumption can also help reduce resource consumption and thus achieve energy saving and carbon reduction. 2. The breakwater 2 of the present invention can be applied to the sea area within 1 metre of water depth in addition to the wave damage in the deep sea to provide a protective function, and can replace the traditional riprap formed by a large number of dampers. In addition to effectively reducing the use of stone and wave block to reduce the amount of resources, it can also greatly enhance the beauty of the harbor, and can still be used for viewing and fishing after the top opening 360 of the breakwater 2. The auxiliary facilities (such as 'platform, plank road, and safety protection facilities) provide the people with a hydrophilic swimming space, so that the breakwater 2 of the present invention can beautify the landscape and provide rest functions in addition to the anti-wave function, and has diversified use characteristics. . 3. The wave elimination test of the wave-eliminating main unit 3 on the sea side of the breakwater 3 0 11 g 201241276 can be used as a habitat for marine life, and the base block 6 is laid in front of the bottom of the front wall 31, and the ecological block design can be adopted. That is, a structure such as a groove, a concave groove or a hole is provided on the surface of the base 6 to facilitate the propagation of seaweed and seaweed, and to provide a living space for adsorbing wall animals, or a space for hiding and breeding of shrimps, crabs and small marine organisms. Thereby, the breakwater 2 of the present invention has the meaning of marine ecological conservation. 4. Since the caisson main body unit 4 on the land side of the breakwater 2 of the present invention is formed by backfilling the sand between the partition wall 32 and the rear wall 41, the center of gravity of the entire breakwater 2 is biased toward the land. On the side, if the new ground is to be backfilled on the side of the breakwater 2 (four), this type of structure is more effective against the backfill pressure than the conventional caisson breakwater structure. The above is only the preferred embodiment of the present invention, and is not limited to the scope of the present invention, that is, the simple equivalent of the patent application scope and the description of the invention according to the present invention. Variations and modifications are still within the scope of the invention. BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view showing a state in which one side of a breakwater having a wave-cancelling cabin of the present invention is cut off; FIG. 2 is a side cross-sectional view showing the preferred A front wall of a wave-eliminating body unit of the embodiment has a circular arc wall portion; FIG. 3 is a front view showing a front wall of the wave-eliminating body unit of the preferred embodiment provided with a plurality of upper openings The case of a hole and a plurality of lower openings; FIG. 4 is a schematic diagram of a wave impact result illustrating a phase difference of waveforms of waves before and after the front wall of the breakwater model;
S 12 201241276 圖5疋利用FLOW-3D數值模擬波浪作用結果的示意 圖，說明波浪波形發生相位差與紊流能損效應的情形； 圖6是一利用FLOW-3D數值模擬波浪作用整理而成的 關係圖，說明波浪入經防波堤後波浪反射率的變化情形； 及 圖7是一利用FLOW-3D數值模擬波浪作用整理而成的 關係圖，說明具消波艙之防波堤，以及不具消波艙之防波 堤所承受的波壓強度的變化情形°S 12 201241276 Fig. 5 示意图 Schematic diagram of the simulation of wave action results using FLOW-3D numerical value, showing the phase difference and turbulent energy loss effect of the wave waveform; Figure 6 is a relationship calculated by FLOW-3D numerical simulation wave action Figure, which shows the change of the wave reflectivity after the wave enters the breakwater; and Figure 7 is a relationship diagram using the FLOW-3D numerical simulation wave action to illustrate the breakwater with the wave-carrying cabin and the breakwater without the wave-carrying cabin. The change in the intensity of the wave pressure that is subjected to °
S 13 201241276 【主要元件符號說明】 2 ....... •…防波堤 3 ....... ..··消波主體單元 30…… •…消波搶 31…… •…前壁 311… •…直立壁部 312… ----底緣 313… •…第一轉折界線 314… •…圓弧面壁部 315… •…上開孔 316… •…下開孔 317… ----弟·一轉折界線 318 ... •…胸牆部 319… .…前堤趾部 32…… •…隔艙壁 33…… •…側壁 34…… —底板 35…… •…增重塊石 360… …·頂部開口 4 ..........沉箱主體單元 41 .........後壁 411 .......後堤趾部 42 .........填充模塊 5 彳勉石基礎部 6 ..........護基方塊 7 ..........塊石覆蓋體 100.......波浪 Z..........直立方向 I...........上下方向 D1 ........第一距離 D2........第二距離 a 1、A1 · ·長度 bl、B1··寬度 a2、A2 · ·長度 b2、B2…寬度 kl、k2 .·區塊 s 14S 13 201241276 [Explanation of main component symbols] 2 ....... •... breakwater 3 .............········································ Wall 311... •...Upright wall portion 312... ----Bottom edge 313... •...First turning boundary line 314... •...Circular wall portion 315... •...Upper opening 316... •...Under opening 317... -- - brother · a turning line 318 ... • ... chest wall 319 ... .... front embankment 32 ... • ... partition wall 33 ... • ... side wall 34 ... - bottom plate 35 ... ... ... weight gain block Stone 360...top opening 4 ..... caisson main unit 41 .... rear wall 411 .... rear embankment 42 .... ..... filling module 5 vermiculite base part 6 .......... base block 7 ..... block stone covering 100....... Wave Z..........Upright direction I...........Up and down direction D1 ........First distance D2........ Two distances a 1 , A1 · length bl, B1 · width a2, A2 · length b2, B2 ... width kl, k2 · block s 14