剛性鋪面邊、角破損部分深維修時材料與斷面之研究及補強式維修工法之研發

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黃心華(Xing-Hua Huang) 查詢紙本館藏

畢業系所

土木工程學系

論文名稱

剛性鋪面邊、角破損部分深維修時材料與斷面之研究及補強式維修工法之研發
(Development of Reinforced Repairing Method and Research of Repair Material and Repair Area for Conducting Partial-Depth Repair of Damage to the Corner and Edge of Concrete Paving Slab)

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摘要(中)

剛性鋪面對於重載交通具有較佳的耐受力，在建造的過程中，只要能維持良好的施工品質控管，剛性鋪面將可展現使用壽年長、養護維修成本低等特性。
國內每年花在剛性鋪面的維修經費極多，但維修後發生再破壞的現象層卻出不窮，並造成主管人員極大之困擾。但持平而論，國內早期建造完工之剛性鋪面多已接近使用大限，應予全面翻修或進行加鋪作業來恢復鋪面之服務水準；但對於其他完工年代較晚、仍具使用壽命且結構尚屬健全之剛性鋪面而言，及時、適當的對於初期的破損進行部分深維修，不僅可以防止破損加大、加劇，亦可減少日後維修的支出與延長鋪面使用的年限。
本研究對於維修材料之基本性質、維修材料與混凝土之間的黏結相容性、耐久特性進行試驗，並透過有限元素法對於維修斷面的形狀、尺寸處理與維修材料之搭配進行分析。為了研發新式補強工法，並將之應用於部分深維修中，本研究亦對於植筋基本參數進行試驗，並透過有限元素法對於新工法之施做模式與成效進行模擬。同時，本研究選擇泰山收費站剛性鋪面路段進行現地維修試做，讓新研發之維修工法經歷現場之長期考驗。
由研究結果可知，水泥系材料與混凝土之間具有較佳的相容性，亦可使維修區域內的應力維持在相對較小的狀態；而特殊（聚合物系）維修材料較不適宜使用在溫度變化較為明顯的區域。由植筋試驗亦可得知，當植筋深度達到8㎝時，其抗拉拔成效已幾乎不會受到外界循環的影響而造成折減。針對角隅維修斷面而言，方形維修斷面不適合與環氧樹脂搭配進行維修，且對於較小的破損可採用三角形或球形的斷面。對於邊緣破損而言，維修斷面之寬度建議維持在10～15㎝之間，斷面之長/寬比值則盡可能保持在2以下。
本研究亦將相關之文獻與規範整理成「剛性鋪面部分深維修工程施工手冊」，並將新研發之維修工法撰寫成「剛性鋪面部分深破損之植筋補強工法設計圖說」，期能提供日後研究的參考，並對於維修實務人員有所助益。

摘要(英)

Under excellent quality control during construction period, concrete pavement will have higher capacity for traffic load, lower maintenance cost, and longer service life.
Although considerable expenses spent to maintain the concrete pavement, many repaired cases repeatedly failed. Thus, concrete pavement rehabilitation becomes a difficult task for engineers. Regarding the concrete pavements constructed during early stage, it is nearly out of their service life and should be fully replaced or completely overlaid by topping material. Nonetheless, for other pavements which are still having sound structures, properly perform partial-depth repair for dealing with the initial failures will not only prevent the damage area from expansion, but also reduce the cost from further rehabilitation in the future and extend the service life of the pavement.
The tests for basic engineering properties of repair materials, the evaluation of bonding compatibility of repairing interface between repair materials and original concrete were presented in this study. In addition, 3D finite element models studied how the changes of shape and size of repair area influence the stress distributions on the repaired interface when applying various repair materials. To develop a reinforced repairing method for enhancing the performance of partial-depth repair for corner and side damages of concrete pavement, this investigation also studied the fundamental parameters influencing the performance for anchorage, and simulated the behavior of the repairs conducted by reinforced repairing method. Furthermore, a field practice was conducted in Taishan section of national highway no. 1 to proof the feasibility of the reinforced repairing method.
The results indicate that the cement based materials offered better compatibility with original concrete than the resin based materials, and the stresses in the repaired area were relatively lower when using the cement based materials as repair materials. Besides, resin based repair materials were not suitable for the areas with significant changes in temperature. The durability tests also reveal that the fastening performance of the anchor was not affected by the cycling when the depth of anchor embedment reached 8 cm. For corner damages, epoxy mortar is not suitable in square repair areas; moreover, triangular or spherical repair areas are recommended for small repairs. For edge damages, width of repair area should maintain 10~15 cm, and the length/width ratio of the repair area should possibly approach 2.
Finally, the results of lab tests, the technique reports, the published papers and the airport maintenance specifications were summarized to compose “Guidelines for conducting partial-depth repair in concrete pavement” and “Illustrations of procedures for performing reinforced repairing method in partial-depth repairs of concrete pavement” to improve the effectiveness of concrete pavement rehabilitation.

關鍵字(中)

★ 工法
★ 植筋
★ 有限元素
★ 維修
★ 剛性鋪面

關鍵字(英)

★ rigid pavement
★ anchor
★ finite element
★ repair

論文目次

目錄…………………………………………………………………………….…...…I
圖目錄…………………………………………………………………………...…VIII
表目錄………………………………………………………………………………XV
第一章緒論…………………………………………………………………..……1
1-1 研究背景…………………………………………………………………….……2
1-2 補強式維修工法之研發架構……………………………………………….……2
1-3 研究內容…………………………………………………………………….……2
第二章文獻回顧……………………………………………………...…………..4
2-1 接縫式剛性鋪面邊、角位置常見之破損型態與肇因……………….…….……4
2-2 剛性鋪面邊、角破損部分深維修工程之相關議題探討…………….………….5
2-2-1 國內剛性鋪面維修問題……………………………………………….………6
2-2-1-1特殊背景限制……………………………………………………….………..6
2-2-1-2 環境因素…………………………………………………………….……….7
2-2-1-3 機具設備不良……………………………………………………….……….7
2-2-1-4 維修材料品質……………………………………………………….………7
2-2-2 部分深維修的角色……………………………………………………….…....8
2-2-3 剛性鋪面邊、角破損部分深維修流程之分析討論………………….………9
2-2-3-1 部分深維修之適用範圍……………………………………………….…….9
2-2-3-2 材料………………………………………………………………………....11
2-2-3-3 標定維修範圍………………………………………………………………19
2-2-3-4 維修斷面與接縫處理………………………………………………………22
2-2-3-5 維修斷面清潔………………………………………………………………30
2-2-3-6 襯縫處理……………………………………………………………………32
2-2-3-7 維修材料之澆置……………………………………………………………33
2-2-3-8 填縫…………………………………………………………………………42
2-2-3-9 開放交通……………………………………………….………………….42
2-3 維修材料與舊有混土間之相容性……………………………………….……..48
2-4 植筋工法之介紹………………………………………………………….……..52
2-4-1 植筋工法之特性……………………………………………………….……..53
2-4-2 植筋膠的種類………………………………………………………….……..54
2-4-3 鋼筋之握裹特性與植筋之拉拔破壞…………………….………….……….55
2-4-4　鋼筋握裹與植筋之相關文獻…………………...…………………….…….60
2-5 有限元素法應用於鋪面之分析………………………………………………...65
2-6　剛性鋪面分析模型之組成要素……………………………………………….66
2-6-1 剛性鋪面底層之型式..……………………………………………………….66
2-6-2 剛性鋪面傳力機制之模擬…………………………………..……………….69
2-6-2-1 傳力筋之模擬………………………………………………………………69
2-6-2-2 剛性鋪面之骨材互鎖效應模擬..…………………………………………..71
2-6-2-3 外界影響之加載模擬………………………………………………….…...72
2-6-3 國內、外剛性鋪面三維有限元素分析之發展趨勢….………………….…..74
第三章研究流程與方法……………………………………………………….75
3-1 維修材料基本性質與相容性試驗……………………………………………...75
3-1-1 試驗材料……………………………………………………………………...75
3-1-1-1 混凝土………………………………………………………………………75
3-1-1-2維修材料…………………………………………………………………….75
3-1-2 維修材料試驗之相關設備……………………………………………………77
3-1-3 維修材料相關試驗流程………………………………………………………82
3-1-4 維修材料相關試驗方法……………………………………………………...84
3-1-4-1維修材料基本性質試驗…………………………………………………….84
3-1-4-2 維修界面相容性試驗………………………………………………………84
3-2 植筋試驗………………………………………………………………………...86
3-2-1 試驗流程……………………………………………………………………...86
3-2-1-1 鋼筋埋入維修材料及鋼筋植入混凝土之拉拔試驗……………………..86
3-2-1-2 植筋膠與混凝土黏結之劈張試驗流程…………………………………..88
3-2-2 試驗材料…………………………………………………………………….88
3-2-2-1 混凝土植筋底材…………………………………………………………..88
3-2-2-3 維修材料（供鋼筋埋入）………………………………………………..89
3-2-2-4 鋼筋………………………………………………………………………..91
3-2-2-5 植筋膠……………………………………………………………………..91
3-2-3 植筋相關試驗設備………………………………………………………..92
3-2-4 植筋相關試驗方法………………………………………………………….93
3-2-4-1 確認混凝土及維修材料之抗壓強度………………………………………93
3-2-4-2 試體之製作與拉拔試驗操作………………………………………………93
3-2-4-3 鑽孔植筋操作步驟………………………………………………………..94
3-2-4-5 植筋膠與混凝土之黏結劈張試體………………………………………..96
3-3 有限元素分析模型之建構與驗證……………………………………………...97
3-3-1 分析流程……………………………………………………………………...97
3-3-2 元素簡介…………………………………………………………………….98
3-3-3 界面設定…………………………………………………………………...101
3-3-4 板塊垂直向之元素層數劃分……………………………………………...101
3-3-5 ANSYS單板分析模型建構……………………………………….…….…103
3-3-6 ANSYS單板分析模型驗證……………………………………………..…103
3-3-6-1 輪荷載驗證…………………………………………….………………….103
3-3-6-2 溫度荷載驗證…………………………………………….……………….107
3-3-7 ANSYS多板分析模型建構與驗證………………………………….………109
3-3-7-1 ANSYS多板分析模型建構……………………………………….…….…109
3-3-7-2 ANSYS多板分析模型驗證…………………………………………….…109
3-3-8 ANSYS破損分析模型建立…………………………………………….……111
3-3-8-1 角隅破損模型之構建…………………………………………………..…111
3-3-8-2 邊緣破損模型之建構…………………………………………….……….114
3-3-9 外界影響因素…………………………………………….…………………114
3-3-10 應力評判準則…………………………………………….………………..115
3-3-10-1 第一主應力…………………………………………….………………...115
3-3-10-2 等效應力…………………………………………….…………………...116
3-3-10-3 低應力面積比例…………………………………………….…………...116
第四章維修材料相關試驗結果與分析…………………………………...118
4-1 初、終凝時間…………………………………………….……………………118
4-2 溫度變化…………………………………………….…………………………118
4-3 熱膨脹係數…………………………………………….………………………119
4-4 熱傳導係數…………………………………………….………………………124
4-5 維修材料之強度. …………………………………………….………………..126
4-6 彈性模數與柏松比…………………………………………….………………128
4-7 體積變化評估…………………………………………….……………………129
4-8 維修介面相容性試驗…………………………………………….……………131
4-8-1 劈張試驗…………………………………………….………………………131
4-8-2 剪力試驗…………………………………………….………………………131
4-9 維修試體非破壞性檢測…………………………………………….…………132
4-9-1 目視觀查…………………………………………….………………………132
4-9-2 超音波檢測…………………………………………….……………………133
4-10 維修材料特性之綜合討論…………………………………………….……..135
第五章植筋相關試驗結果與分析…………………………………………139
5-1 確認混凝土與維修材料之實際強度………………………………………..139
5-2 竹節鋼筋埋入維修材料之抗拉拔行為……………………………………...139
5-2-1 竹節鋼筋埋入維修材料之拉拔試驗……………………………………….139
5-2-2 竹節鋼筋埋入維修材料之拉拔破壞模式………………………………….143
5-3 竹節鋼筋植入混凝土之抗拉拔行為………………………………………….145
5-3-1 竹節鋼筋植入混凝土之拉拔試驗………………………………………….145
5-3-2 鋼筋植入混凝土之拉拔破壞模式………………………………………….152
5-3-2-1 混凝土底材強度為350 kg/cm2…………………………………………...152
5-3-2-2 混凝土底材強度為210 kg/cm2…………………………………………...154
5-4 特殊材質桿件之抗拉拔行為………………………………………………….155
5-4-1 光滑鋼筋埋入維修材料之抗拉拔行為…………………………………...155
5-4-2 光滑玻纖棒埋入維修材料之抗拉拔行為………………………………….157
5-4-3 玻纖棒植入混凝土之抗拉拔行為………………………………………….159
5-5 植筋膠與混凝土黏結之劈張試驗……………………………………….…..160
5-5-1 在室溫或乾濕冷熱循環條件下之劈張試驗………………………….…..160
5-5-2 在特定溫度條件下之劈張試驗…………………………………………...162
5-6 植筋試驗結果綜合整理…………………………………………….…….….163
第六章剛性鋪面部分深維修之分析結果………………………………..165
6-1 部分深維修斷面受到車輪荷載之影響……………………………………….165
6-1-1 角隅維修斷面於車輪影響下之單板模型分析結果……………………….165
6-1-1-1 採用水泥系維修材料…………………………………………….……….165
6-1-1-2 採用環氧樹脂系維修材料…………………………………………….….170
6-1-2 角隅破損於車輪影響下之九版模型分析………………………………….172
6-1-3 邊緣維修斷面於車輪影響下之單板模型分析結果……………………….174
6-1-4 邊緣維修斷面於車輪影響下之單板與九板模型分析結果比較………….186
6-1-5 在車輪影響下之維修材料與斷面搭配之處理建議……………………….190
6-2 部分深維修斷面受到溫度荷載之影響……………………………………….190
6-2-1 角隅維修斷面受溫度荷載之影響分析…………………………………….190
6-2-1-1 採用水泥系維修材料……………………………………………………..190
6-2-1-2 採用環氧樹脂做為維修材料……………………………………………..192
6-2-1-3 角隅部分深破損在溫度影響下之維修建議……………………………..195
6-2-2 邊緣維修斷面受溫度荷載之影響分析…………………………………….197
6-2-2-1 維修斷面上之應力極值比較…………………………………………….197
6-2-2-2 維修斷面上之應力分佈趨勢……………………………………………201
6-2-2-3 維修材料內部之應力極值…………………………………………….….203
6-2-2-4 邊緣部分深破損在溫度影響下之維修建議……………………………..206
第七章剛性鋪面邊、角部分深裂損植筋補強維修工法之
模擬分析…………………………………………………...…………..207
7-1 植筋模式之初步研擬與評估…………………………………………….…..207
7-1-1 直接補強法…………………………………………….…………………..210
7-1-1-1 直接補強鑽孔之技術層面探討…………………………………………210
7-1-1-2 採用直接補強後之應力數值變化情形…………………………………210
7-1-1-3 採用直接補強後之應力分佈趨勢………………………………………210
7-1-2 ㄇ字型補強法……………………………………………………………...211
7-1-2-1 ㄇ字型補強鑽孔之技術層面探討………………………………………..211
7-1-2-2 採用ㄇ字型補強後之應力數值變化情形………………………………211
7-1-2-3 採用ㄇ字型補強後應力分佈趨勢………………………………………211
7-2 實施ㄇ字型補強後之參數變換分析……………………………….………..212
7-2-1 角隅破損情形……………………………………………………………...213
7-2-1-1 不同斷面尺寸之植筋影響……………………………………………....213
7-2-1-2 植筋補強桿件E值變化之影響…………………………………………215
7-2-1-3 基礎強弱之影響…………………………………………….…………….217
7-2-1-4 胎壓改變的影響…………………………………………….…………….219
7-2-2 邊緣破損情形…………………………………………….………………….221
7-2-2-1 不同斷面尺寸之植筋影響…………………………………………….…..221
7-2-2-2 植筋補強桿件E值變化之影響…………………………………………..224
7-2-2-3 基礎強弱之影響…………………………………………….…………….227
7-2-2-4 胎壓改變的影響…………………………………………….…………….232
7-2-3 補強分析結果統整…………………………………………….……………236
7-3 植筋補強設計圖說之研擬…………………………………………….………237
第八章現地試做過程介紹………………………………………………....240
8-1 維修工程施做概述…………………………………………………………...240
8-2 進場維修時段…………………………………………….…………………..240
8-3 交通封閉範圍…………………………………………….…………………..240
8-4 使用材料及工法…………………………………………….………………..240
8-5 維修位置及尺寸說明…………………………………………….…………..243
8-6 其他說明…………………………………………….…………………………249
8-7 維修成效監測說明…………………………………………………………….249
第九章研究結果綜合討論……………...………………………………...252
9-1 維修材料性質之相關討論……………………………………………….……252
9-2 有限元素分析之相關討論……………………………………………….……254
9-3 部分深維修之討論……………………………………………….……………255
第十章結論與建議……………………………………………………………257
10-1 結論………..…………………..……………….……………………………..257
10-2 建議………………..………………..………….……………………………..259
參考文獻……….………………………………….……………………………...260
附錄A…………………………………………..…………………………….……268
附錄B…………………………………………….…..……………………………299

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指導教授

李釗(Chau Lee)

審核日期

2004-6-21

推文