外文翻譯-高樁碼頭加固方法分析

1、<p><b>　　外文資料及譯文</b></p><p>　　Analysis of Strengthening Method For High-Piled Wharfs</p><p>　　Abstract The main factors which cause the structural disease of high-piled wharfs

2、, and the characteristic of strengthening methods are introduced and analysed taking a high-piled wharf as an example le. Finaly a strengthening and rehabilitation method for the wharf is proposed, which can be used as t

3、he reference for the design of similar structural project subsequently.</p><p>　　KEY WORDS: strengthening, high-piled wharf, structural design</p><p>　　1.Foreword</p><p>　　To guaran

4、tee the safe and normal usage of a wharf, in addition to at design, the construction stage provides the good inborn condition for a wharf, at use the stage to also need to catty on the long-term maintenance to a wharf. W

5、hen a wharf appears the harm, aging etc. phenomenon or suffers the disaster, still need to carry on the check and examine a patient to a wharf, and adopt to correspond of maintain or reinforce the measure.</p><

6、;p>　　The disease of a wharf harms the main performance to become rusty the eclipse, concrete carbonization, concrete corrosion, the concrete piece to cut to face to decrease for the reinforcing bar, the concrete opens

7、 the, water, leaking, the structure spend greatly, the structure tilts to one side to be partial to move etc. But produce the factor that these disease harm contain following several aspectses:</p><p>　　(1)

8、The building design quantity level, design especially medium to the consideration degree of the consideration degree of the durables;</p><p>　　(2) The function that constructs the material satisfies the degr

9、ee of enduring sex request;</p><p>　　(3) The construction quantity level, the craft measure of the exaltation concrete and the structure durable;</p><p>　　(4) Building the environment condition

10、of the place, an atmosphere, groundwater and corrosion factor within the industry environment.</p><p>　　Table 1 introduce in common use reinforce the characteristic of method and apply the circumstance, and

11、combine the solid example of engineering carries on the analysis.</p><p><b>　　Table 1</b></p><p>　　3. solid example of engineerings</p><p>　　3.1 Engineering general situ

12、ation</p><p>　　A wharf (figure 1) of some pose of set up in1960, use up to now already 46 years. Long breadth of×of the whole wharf building flat surface size=the 84m ×5.2m. The close together and

13、horizontal row an of the ash wharf be apart from 4.5ms, account 19 horizontal row. If see the structure part of an of close together and horizontal row make the unit, account 18 units. An of close together and horizontal

14、 row is inclined prop up, the whole wharf is constitute by the corpus structure and the wharf equi</p><p>　　3.2 Engineering structure present condition</p><p>　　According to the spot to the inqu

15、isition and examinations of the ash wharf, the beam of the wharf upper part structure (a structure of), inclined prop up the breakage and cracks of the different from upper part structure etc. have degree, parts of piece

16、s of contain a of reinforcing bar, and become rusty the eclipse severity, causing the upper part structure loading ability lower. Is a wharf to depend the ship piece particularly at anchor the boats and ships to bump the

17、 shot under damaged severit</p><p>　　3.3 The concrete material strength examination circumstance</p><p>　　Line up one set of along shore in the wharf, 11, 17,18 lines of up the difference select

18、ed by examination random 10 measure the area, carrying on the concrete strength´s return to play the value to carry on the correction to the concrete, making sure that the concrete strength assesses the value. Respe

19、ctively at 11 number pillar right sides, upper rights, 17 number pillar right sideses, 17 numberses that the ash wharf upper part structure pulls in to shore the side with 186 with total left side </p><p>&l

20、t;b>　　Table 2</b></p><p>　　Drill a hole to take the concrete strength to experiment the data</p><p>　　The comprehensive consideration drills a hole to take the concrete strength to expe

21、riment the data and return to play to experiment the result, the wharf’s upper part structure concrete strength grade can assess for the C20, satisfying to design the request of the No.200 concrete at first.</p>&

22、lt;p>　　3.4 In the concrete structure reinforcing bar condition</p><p>　　The structure is total to undergo military service already 50years, seeing the solid of the concrete better from the concrete carbon

23、ization on depth of the examination.</p><p>　　A carbonization on of depth of a structure of the wharf is a 2-13 mms, the concrete protects the design thickness of the layer as 25 mms, explain that carbonizat

24、ion didn’t arrive the reinforcing bar surface. But beam, pillar last many places have a of reinforcing bar, and have already take place to become rusty the eclipse phenomenon, causing enduring sex expiration of the concr

25、ete structure easily. Suggest to brush the close-grained cement sand syrup in the concrete outward appearance face powd</p><p>　　3.5 A structure of the wharf row loads the dint analysis and calculations</

26、p><p>　　(1) Cut to face the shape parameter (table 3) and material calculation parameters</p><p><b>　　Table 3</b></p><p>　　Concrete: C15, the strength design be worth 7.5 M

27、Pa; Main reinforcing bar: HPB235, the strength design is worth the 210Ns/mm2;</p><p>　　Hoop reinforcing bar: HPB235, the strength design is worth the 210Ns/mm2；</p><p>　　Protect the layer thickn

28、ess as: 25mm</p><p>　　Heavy degree of material: 25 kN/m3;</p><p>　　Design the ship type presses to load down the 2000 t oil ship consideration. The ships bumps the shot dint to load the control

29、lotus that the dint checks to calculate to carry for the wharf structure.</p><p>　　(2) The total dint inside the effect combination of function wraps the value of (table 4)</p><p>　　(3) The func

30、tion total effect dint inside the combination wraps the value of and loading the ability extreme limit appearance hold out for long time combination check calculate</p><p>　　a. The horizontal beam loading di

31、nt checks to calculate</p><p>　　Just cut to face the curved loading dint of anti- to check to calculate: Max=119.7kN·m＜Mu=249.1kN·m (Satisfy the request)</p><p>　　The inclined piece fa

32、ces the anti- to shear to load the dint to check to calculate: Vmax=146.8kN＜Vu=225.6kN (Satisfy the request)</p><p>　　b. Horizontal beam and length ways the level support outside of an extreme limit of each

33、of the loading dint check to calculate.</p><p>　　In an extreme limit of each loading dint check calculate, will line up a whole calculation. The calculation that considers and takes no account of the benefic

34、ial function that the U form steel protects the as a result compares, the latter number is bigger to have high request to calculate adopt behind a kind of circumstance get of inside the dint is the biggest value in the f

35、unction effect.</p><p>　　From 5 calculation results of table it is thus clear that, under the condition that current lotus carry, depend the dissatisfied foot request of the loading dint of the ship piece. D

36、epend a conduct and actions of the ship acceptance ships bumps the shot dint to mainly be subjected to the dint piece, should raise to cut the safe storage of face the resistance, wanting to raise an anti- for face to sh

37、ear to load the dint particularly. Encrypt the hoop or enlarge the hoop to cut the area towards is</p><p>　　c. Lengthways the level supports the extreme limit loading dint to check to calculate</p>&l

38、t;p>　　Just cut to face the curved loading dint of anti- to check calculate: Mmax=83.9kN·m＜Mu=87.3kN·m (Satisfy the request)</p><p>　　The inclined piece faces the anti- to shear to load the dint

39、to check to calculate: Vmax=63.6kN＜Vu=71.8kN (Satisfy the request)</p><p>　　3.6 The wharf structure reinforces and reforms the project</p><p>　　Wharf of whole check to calculate the enunciation

40、with a loading of dint, anchor the oil ship of the 200t, a whole loading dint of horizontal row can satisfy the norm request; but depend the ship piece and sign the pillar loading dint can’t satisfy the norm request. To

41、depend the ship piece, the anti- bends to shear the all dissatisfied foot request with anti-; opposition pillar, mainly is an anti – to bend the dissatisfied foot request.</p><p>　　Comprehensive above releva

42、nt calculation analytical, to that wharf, can consider to reinforce and reform the project as follows:</p><p>　　Depend the ship piece reinforces the project</p><p>　　Through this front of the lo

43、ading ability the extreme limit appearance check to know on the whole, depend the ship piece become the weak link that bears the ships to bump the shot dint, needing to adopt to reinforce the measure with raise its extre

44、me limit loading dint. Through project of full ratio choose, adopt to move to project the and the U form steel pieces in addition to the existing tie up type rubber, change to use to is protect by better rubber of the di

45、nt function, and enlarge the whi</p><p>　　Follow the wharf to cut to face the width to increase the 300 mms lengthways, a side is each to increase 4＜φ20 reinforcing bars, the hoop diameter enlarge for the 8

46、mms, is apart from to let up for the 100 mms, adding the hoop welding on the original hoop lately. After reinforce of cut and facing to go together with the detailed diagram sees the figure 3. The concrete uses the C30.&

47、lt;/p><p>　　Depend the ship piece in each one up install a the super arch form rubber to protect the, the specification is shield TD an an an an an an a day- The 3500 Ls of B300H+3650Ls.</p><p>　　J

48、ust cut to face the curved loading dint of anti- to check to calculate: Mmax=173.9kN·m＜Mu=219.6kN·m (Satisfy the request)</p><p>　　The inclined piece faces the anti- to shear to load the dint to ch

49、eck to calculate: Vmax=262.5kN＜Vu=307.9kN (Satisfy the request)</p><p>　　In addition, the wharf both ends of is been easily bump by lengthways surprisedly by the ship piece shot. The high scope that suggests

50、 to carry the side at it arranges a rubber to protect the, the length a 1</p><p>　　m, the specification is 200×s of the D200×1000.</p><p>　　(2)Lengthways the level supports to reinforc

51、e the project</p><p>　　In lengthways level support c2 and lengthways contact the beam c1 across its increment perpendicularity in lengthways the level supports and contacts the beam lengthways of level to sh

52、ort pillar, its length for 500 mms (for lengthways the level support and contact the beam lengthways clean be apart from), cut to face the size as 300mm×300mms.</p><p>　　Go together with the satisfies t

53、he structure to go together with request of then. The concrete uses the C30. </p><p>　　Whole is check by the dint function to calculate lengthways the extreme limit that level support loading dint. At length

54、ways the level supports to face the side of water to arrange a rubber to protect the continuously, the specification is 200×s of the D200×1000.(1500)</p><p>　　Just cut to face the curved loading di

55、nt of anti- to check to calculate: Mmax=55.2kN·m＜Mu=87.3kN·m (Satisfy the request)</p><p>　　The inclined piece faces the anti- to shear to load the dint to check to calculate: Vmax=58.3kN＜Vu=71.8kN

56、 (Satisfy the request)</p><p>　　Suggest to across to arrange each time 3.5. A rubber of protects the, in that, can continue to arrange, also can divide the segment to arrange (1m+1.5m+1m).</p><p&g

57、t;　　(3)Followed before to reform the project up the beam</p><p>　　Fore follow to face the side of water to arrange a rubber to protect the continuously up the beam, the specification is 200 s of the D200

58、5;1000(1500). Suggest to across to arrange each time 3.5. A rubber of m protects the, in that, can continue to arrange, also can divide the segment to arrange(1m+1.5m+1m).</p><p>　　(4)Sign the pillar reinfor

59、ces the project</p><p>　　Can consider at sign the pillar to face the water side adoption to glue the steel to reinforce, the steel plate width is a 300 mms, the thickness is above for 4 mms, height for 1800

60、mms (face the side of water to get empty to block clean and high). The experience calculate, pressing this size to reinforce, can satisfy to load the dint request.</p><p>　　(5)The wharf carries a protection&

61、lt;/p><p>　　Wharf of two carry the department, depending the ship side nearly especially damaged severity. Suggest in two front- panel underneath increment structure beams that carry the department, make beam t

62、hick to add up with the front- panel thickness to attain to followed the upper part beam to wait with wharf before thick; then arranged the level toward rubber to protect the in the both ends, bumped the shot with the ac

63、cident of the buffer both ends. In the both ends before close to follow each arran</p><p>　　4. Conclusions</p><p>　　Pass the analysis of the above engineering, we understand the safe and normal

64、usage of to guarantee the building, in addition to at design, construction the stage guards a pass strictly at using the stage to also need to carry on the long-term maintenance to the building, need to carry on the chec

65、k and examine a patient to the building, and adopt to correspond of maintain and reinforce the measure.</p><p><b>　　From:</b></p><p>　　《JOURNAL OF WATERWAY, PORT, COASTAL, AND OCEAN

66、ENGINEERING》</p><p>　　ASCE / MARCH/APRIL 2005</p><p><b>　　譯文</b></p><p>　　高樁碼頭加固方法分析</p><p>　　摘　要　介紹了引起高樁碼頭結(jié)構(gòu)病害的主要因素,以及常用的加固方法的特點(diǎn),并以某高樁碼頭實(shí)際工程為例,針對該工程的結(jié)構(gòu)現(xiàn)狀,提

67、出碼頭結(jié)構(gòu)加固及改造方案,為今后類似工程結(jié)構(gòu)設(shè)計(jì)提供了一定的參考和借鑒。</p><p>　　關(guān)鍵詞　加固, 高樁碼頭, 結(jié)構(gòu)設(shè)計(jì)</p><p><b>　　1、前言</b></p><p>　　要保證高樁碼頭的安全與正常使用,除了在設(shè)計(jì)、施工階段為高樁碼頭提供良好的先天條件,在使用階段也需要對高樁碼頭進(jìn)行長期的維護(hù)。當(dāng)高樁碼頭出現(xiàn)損傷、老化

68、等現(xiàn)象或遭受災(zāi)害時(shí),還需要對高樁碼頭進(jìn)行檢查和診斷,并采取相應(yīng)的維修或加固措施。</p><p>　　2、高樁碼頭加固方法</p><p>　　高樁碼頭的病害主要表現(xiàn)為鋼筋銹蝕、混凝土碳化、混凝土腐蝕、混凝土構(gòu)件截面減損、混凝土開裂、滲水、漏水、結(jié)構(gòu)撓度過大,結(jié)構(gòu)傾斜偏移等。而產(chǎn)生這些病害的因素有以下幾方面:</p><p>　　(1) 建筑設(shè)計(jì)質(zhì)量水平,特別是設(shè)計(jì)

69、中對耐久性的考慮程度；</p><p>　　(2) 建筑材料的性能滿足耐久性要求的程度；</p><p>　　(3) 施工質(zhì)量水平,提高混凝土與結(jié)構(gòu)耐久性的工藝措施；</p><p>　　(4) 建筑物所處的環(huán)境條件,主要指大氣、地下水及工業(yè)環(huán)境中的腐蝕因素。表1介紹了常用加固方法的特點(diǎn)及適用情況,并結(jié)合工程實(shí)例進(jìn)行分析。</p><p>&

70、lt;b>　　表1</b></p><p><b>　　3、工程實(shí)例</b></p><p><b>　　3.1工程概況</b></p><p>　　某桁架式高樁碼頭(圖1)建于1960年,使用至今已46年。整個(gè)高樁碼頭建筑平面尺寸長×寬= 84m×5.2 m?；掖a頭相鄰橫向排架間距4

71、.5m,計(jì)有19榀橫向排架。若把相鄰橫向排架間的結(jié)構(gòu)部分看作單元,計(jì)有18個(gè)單元。相鄰橫向排架間有斜支撐,整個(gè)碼頭由主體結(jié)構(gòu)和碼頭設(shè)備兩部分組成。主體結(jié)構(gòu)下縱梁底面高程為2.0m,頂面高程為2.5m,上縱梁底面高程為5.0m,頂面高程為5.5m,墩臺高程為1.5m。碼頭面板磨耗層厚30mm,用200號(相當(dāng)于C20 )混凝土澆筑。</p><p><b>　　3.2工程結(jié)構(gòu)現(xiàn)狀</b><

72、;/p><p>　　根據(jù)現(xiàn)場對灰碼頭的調(diào)查與檢測,碼頭上部結(jié)構(gòu)(桁架結(jié)構(gòu))的縱梁,斜支撐和上部結(jié)構(gòu)等有不同程度的破損與裂縫,部分構(gòu)件有鋼筋出露,且銹蝕嚴(yán)重,導(dǎo)致上部結(jié)構(gòu)承載能力降低。尤其是碼頭靠船構(gòu)件在靠泊船只撞擊下破損嚴(yán)重,部分構(gòu)件完全破損。碼頭U 形鋼結(jié)構(gòu)靠船構(gòu)件受到船舶撞擊,普遍有凹凸不均勻的變形,部分嚴(yán)重變形,且銹蝕嚴(yán)重。</p><p>　　3.3混凝土材料強(qiáng)度檢測情況</p&

73、gt;<p>　　在碼頭靠岸排架1墩臺,11、17、18排架上分別隨機(jī)選取了10個(gè)測區(qū),進(jìn)行混凝土強(qiáng)度回彈檢測,用碳化深度值對混凝土回彈值進(jìn)行修正,確定混凝土強(qiáng)度評定值。分別在灰碼頭上部結(jié)構(gòu)靠岸側(cè)的11號柱右側(cè)、右上方、17號柱右側(cè)、17號與18號柱之間的臨岸側(cè)縱梁、18號柱的左側(cè)和墩臺共6處,進(jìn)行鉆孔取芯。取芯直徑為8cm;長為12 cm以上。采用酚酞試劑對鉆芯混凝土試塊進(jìn)行碳化深度測試。檢測結(jié)果表明,灰碼頭上部結(jié)構(gòu)混凝

74、土構(gòu)件的碳化深度介于2～13 mm之間,詳細(xì)記錄見表2。對混凝土芯樣進(jìn)行抗壓試驗(yàn),試驗(yàn)結(jié)果見表2。</p><p>　　綜合考慮鉆孔取芯混凝土強(qiáng)度試驗(yàn)數(shù)據(jù)和回彈試驗(yàn)結(jié)果,該碼頭上部結(jié)構(gòu)混凝土強(qiáng)度等級可評定為C20,滿足原設(shè)計(jì)200號混凝土的要求。</p><p>　　表2 鉆孔取芯混凝土強(qiáng)度試驗(yàn)數(shù)據(jù)</p><p>　　3.4混凝土結(jié)構(gòu)中鋼筋狀況</p>

75、<p>　　結(jié)構(gòu)總體服役已近50年,從檢測的混凝土碳化深度看混凝土的密實(shí)性較好。碼頭桁架結(jié)構(gòu)的構(gòu)件碳化深度為2～13mm,混凝土保護(hù)層的設(shè)計(jì)厚度為25mm,說明碳化沒有到達(dá)鋼筋表面。但梁、柱上多處有鋼筋出露,且已發(fā)生銹蝕現(xiàn)象,易引起混凝土結(jié)構(gòu)的耐久性失效。建議在混凝土外表面粉刷密實(shí)的水泥砂漿,加固前對裂縫進(jìn)行灌漿處理。</p><p>　　3.5碼頭排架結(jié)構(gòu)承載力分析和計(jì)算</p>&

76、lt;p>　　(1)截面形狀參數(shù)(表3)及材料計(jì)算參數(shù)</p><p><b>　　表3</b></p><p>　　混凝土:C15,強(qiáng)度設(shè)計(jì)值7.5MPa; 主筋: HPB235,強(qiáng)度設(shè)計(jì)值210N/mm2 ；</p><p>　　箍筋: HPB235,強(qiáng)度設(shè)計(jì)值210N/mm2； 保護(hù)層厚度a:25mm； 材料重度:25kN

77、/m3；</p><p>　　設(shè)計(jì)船型按滿載2000 t油船考慮。船舶撞擊力為碼頭結(jié)構(gòu)承載力驗(yàn)算的控制荷載。</p><p>　　(2)作用總效應(yīng)組合內(nèi)力包絡(luò)值(表4)</p><p><b>　　表4</b></p><p>　　(3)作用總效應(yīng)組合內(nèi)力包絡(luò)值及承載能力極限狀態(tài)持久組合驗(yàn)算</p><

78、;p><b>　　a、橫梁承載力驗(yàn)算</b></p><p>　　正截面抗彎承載力驗(yàn)算:Mmax = 119.7kN·m<Mu = 249.1kN·m（滿足要求)斜截面抗剪承載力驗(yàn)算:Vmax =146.8kN<Vu=225.6kN(滿足要求)</p><p>　　b、橫梁及縱向水平撐以外的桁架各構(gòu)件極限承載力驗(yàn)算(表5)<

79、/p><p>　　在各構(gòu)件極限承載力驗(yàn)算中,將排架整體計(jì)算?？紤]與不考慮U 形鋼護(hù)舷的有利作用的計(jì)算結(jié)果相比,后者數(shù)值較大即對承載力要求高。故進(jìn)行承載力驗(yàn)算時(shí)采用后一種情況得到的內(nèi)力作為作用效應(yīng)最大值。</p><p>　　由表5計(jì)算結(jié)果可見,在目前的荷載條件下,靠船構(gòu)件的承載力不滿足要求。靠船構(gòu)件作為承受船舶撞擊力的主要構(gòu)件,應(yīng)提高截面抗力的安全儲備,尤其要提高斜截面的抗剪承載力。對靠船柱進(jìn)

80、行加固時(shí)應(yīng)加密箍筋或增大箍筋截面積。</p><p>　　c、 縱向水平撐極限承載力驗(yàn)算</p><p>　　正截面抗彎承載力驗(yàn)算:Mmax=83.9kN·m<Mu = 87.3 kN·m(滿足要求)</p><p>　　斜截面抗剪承載力驗(yàn)算: Vmax = 63.6kN<Vu=71.8 kN(滿足要求)</p><

81、;p>　　3. 6　碼頭結(jié)構(gòu)加固及改造方案</p><p>　　碼頭的整體和構(gòu)件承載力驗(yàn)算表明, 靠泊2000 t的油船,橫向排架整體承載力能滿足規(guī)范要求;但靠船構(gòu)件和立柱承載力不能滿足規(guī)范要求,見表5。對靠船構(gòu)件,抗彎和抗剪均不滿足要求;對立柱,主要是抗彎不滿足要求。</p><p>　　綜合以上有關(guān)計(jì)算分析,對該碼頭,可考慮如下的加固及改造方案:</p><p

82、>　　(1) 靠船構(gòu)件加固方案</p><p>　　經(jīng)過此前的承載能力極限狀態(tài)驗(yàn)算得知,靠船構(gòu)件成為承受船舶撞擊力的薄弱環(huán)節(jié),需要采取加固措施以提高其極限承載力。經(jīng)過方案的充分比選,采取移除現(xiàn)有捆式橡膠護(hù)弦和U形鋼構(gòu)件,改用受力性能更好的橡膠護(hù)舷,并增大靠船柱的寬度和加密箍筋。對于縱向水平撐,在其跨中與縱向聯(lián)系梁之間增設(shè)垂直短柱,以提高整體受力性能。</p><p>　　沿碼頭縱向的

83、截面寬度增加300mm,雙側(cè)各增加4φ20鋼筋,箍筋直徑增大為8mm,間距減小為100mm,新加箍筋焊接在原有箍筋上。加固后的截面配筋詳圖見圖3?；炷劣肅30。在每根靠船構(gòu)件上安裝一超級拱形橡膠護(hù)舷,規(guī)格為天盾TD-B300H×3500L+3650L。正截面抗彎承載力驗(yàn)算:Mmax=173.9kN·m<Mu =219.6kN·m(滿足要求)斜截面抗剪承載力驗(yàn)算: Vmax = 262.5kN<

84、Vu= 307.9kN(滿足要求)</p><p>　　此外,碼頭兩端的靠船構(gòu)件易受縱向意外撞擊。建議在其端側(cè)的高度范圍布置D型橡膠護(hù)弦,長度為1m,規(guī)格為D200×200×1000</p><p>　　(2) 縱向水平撐加固方案</p><p>　　在縱向水平撐c2和縱向聯(lián)系梁c1的跨中之間增加垂直于縱向水平撐和縱向聯(lián)系梁的水平向短柱,其長度為

85、500mm(為縱向水平撐和縱向聯(lián)系梁的凈間距) ,截面尺寸為300mm×300mm。配筋滿足構(gòu)造配筋要求即可?；炷劣肅30。按整體受力性能驗(yàn)算縱向水平撐的極限承載力。在縱向水平撐臨水側(cè)連續(xù)布置D型橡膠護(hù)弦,規(guī)格為D200×200×1000(1500) 。正截面抗彎承載力驗(yàn)算:Mmax = 55.2kN·m<Mu = 87.3kN·m(滿足要求)</p><p&

86、gt;　　斜截面抗剪承載力驗(yàn)算:Vmax=58.3kN<Vu= 71.8 kN(滿足要求)建議每跨布置3.5 m長D型橡膠護(hù)舷,在該段內(nèi),可連續(xù)布置,也可分段布置(1m+1.5m+1m) 。</p><p>　　(3) 前沿上縱梁改造方案</p><p>　　在前沿上縱梁臨水側(cè)連續(xù)布置D 型橡膠護(hù)弦,規(guī)格為D200×200×1000 (1500) 。建議每跨布置3

87、.5 m長D型橡膠護(hù)舷,在該段內(nèi),可連續(xù)布置,也可分段布置(1m +1.5 m +1m) 。</p><p>　　(4) 立柱加固方案</p><p>　　可考慮在立柱的臨水側(cè)采用粘鋼加固,鋼板寬度為300 mm,厚度為4 mm以上,高度為1800mm (臨水側(cè)空擋凈高)。經(jīng)驗(yàn)算,按此尺寸加固,可滿足承載力要求。</p><p>　　(5) 碼頭端部防護(hù)</p

88、><p>　　碼頭的兩個(gè)端部,特別是臨近靠船側(cè)破損嚴(yán)重。建議在兩個(gè)端部的面板下面增加構(gòu)造梁,使梁厚與面板厚度合計(jì)達(dá)到與碼頭前沿上部縱梁等厚;然后在兩端布置水平向橡膠護(hù)舷,以緩沖兩端的意外撞擊。在兩端靠近前沿各布置1000mm長護(hù)舷一個(gè)。端部布置護(hù)舷可采用D 型橡膠護(hù)弦,規(guī)格為D200×200×1000。</p><p><b>　　4、結(jié)論</b>&l

89、t;/p><p>　　通過以上工程的分析, 我們了解到要保證建筑物的安全與正常使用,除了在設(shè)計(jì)、施工階段嚴(yán)格把關(guān),在使用階段也需要對建筑物進(jìn)行長期的維護(hù),需要對建筑物進(jìn)行檢查和診斷,并采取相應(yīng)的維修與加固措施。</p><p><b>　　本文摘自：</b></p><p>　　《航道港口海岸與海洋》 ASCE / 3月/4月 2005</