臺灣博碩士論文加值系統

正高為一般工程、地形圖、物理大地等所使用之高程，傳統上使用水準測量獲得，費時費力。隨著全球定位系統(GPS)的發展成熟，使用GPS聯合區域性大地起伏模型測量正高較有效率，稱為GPS正高測量。GPS正高測量一般使用GPS靜態測量來獲得橢球高及位置資訊。近年來，使用GPS的網路RTK技術已成為趨勢，具有即時之優勢，且台灣已有網路RTK系統，簡稱為e-GPS。利用e-GPS進行GPS正高測量可進一步提升效率，因此，本研究的主軸為探討e-GPS觀測量用於GPS正高測量之方法與精度分析。
將e-GPS觀測量用於GPS正高測量中，本研究分別使用差分法及修正面法兩種方法，並且在恆春半島區域進行測試。在差分法方面，為了瞭解差分效果和距離的關係，本研究選擇離各測點平均距離最近及最遠的兩個測點，分別作為差分點，其成果精度說明差分距離越遠，精度越低，且差分距離在50公里內的成果精度約為7~8公分。而在修正面法方面，利用e-GPS基準站所建置之GPS正高測量修正面與e-GPS正高測量修正面，其精度分別為8.2公分與6.0公分，而造成上述結果是因e-GPS坐標框架有較佳之相對精度，此也說明了e-GPS正高測量修正面之精度不劣於GPS正高測量修正面之精度，足以因應製圖需求。當使用e-GPS得到正高資訊時，本研究推薦使用修正面法，一方面精度較高，另一方面沒有精度隨差分距離下降的問題。

Orthometric height is an elevation which is generally applyied in engineering, topographic maps, physical earth, etc. Traditionally, we can obtain orthometric height from spirit leveling. However, spirit leveling is a very time-consuming operation. Along with the growing of Global Positioning System (GPS), we can obtain orthometric height from GPS measurement with local geoidal model which called GPS leveling. By using this method, it will be more efficient. GPS leveling mostly use static GPS measurements to obtain ellipsoidal height and location information. In recent years, network-RTK is an efficient method of obtaining ellipsoidal height and location information. Taiwan has built up a network-RTK system, which is called e-GPS. GPS leveling derived from e-GPS measurement can be further improved with efficiency; however, its accuracy is slightly lower than static GPS measurement. Therefore, this study aim at accuracy analysis of orthometric height derived from e-GPS.
Differential method and corrector surface method are adopted to GPS leveling, which is derived from e-GPS measurement. Study area is located on Hengchun Peninsula. In differential method, this study chooses average nearest and farthest point as two differential points in order to understand the relationship between efficiency and differential distance. The results show that we have lower accuracy as differential distance is further. When differential distance is within 50 km, the accuracy is about 7-8 cm. In corrector surface method, we use GPS and e-GPS leveling corrector surface, individually, which are established based on e-GPS reference stations. Because e-GPS coordinate frame can provide better relative positioning accuracy, the accuracy of GPS and e-GPS leveling corrector surface is 8.2 and 6.0 cm, respectively. The results show that using e-GPS leveling corrector surface can provide the accuracy no worse than using GPS leveling corrector surface. Thus, e-GPS leveling corrector surface is sufficient for mapping requirements. If applying e-GPS measurement in GPS leveling, the study recommends using corrector surface method. This method has higher accuracy, besides, there is no accuracy trouble in differential distance.

摘要 I
Abstract II
致謝 IV
目錄 VI
表目錄 IX
圖目錄 X
第一章 緒論 1
1.1 前言 1
1.2 文獻回顧 1
1.3 研究動機與目的 4
1.4 研究方法 4
第二章 高程系統 6
2.1 大地位數與高程系統定義 6
2.1.1 大地位數概念 6
2.1.2 正高系統 7
2.1.3 橢球高系統 9
2.2 台灣坐標基準 9
2.2.1 台灣大地基準 10
2.2.2 台灣高程基準 11
2.3 水準測量 13
2.4 台灣重力法大地起伏模型 14
2.4.1 重力法大地起伏模型使用之資料 14
2.4.1.1 陸測重力資料 14
2.4.1.2 船載重力資料 15
2.4.1.3 測高重力資料 16
2.4.1.4 空載重力資料 17
2.4.1.5 全球重力模型 18
2.4.1.6 台灣DEM模型 19
2.4.2 重力法大地起伏模型之計算概念及性質 19
第三章 全球定位系統即時動態定位 21
3.1 GPS基本定位原理 21
3.1.1 GPS觀測量 21
3.1.2 GPS誤差來源 22
3.1.2.1和衛星有關的誤差 22
3.1.2.2和訊號有關的誤差 23
3.1.2.3和接收儀有關的誤差 25
3.1.3 GPS定位方法 25
3.1.3.1 絕對定位 25
3.1.3.2 相對定位 26
3.2 單一基準站即時動態定位 27
3.3 多基準站即時動態定位 27
3.4 台灣網路RTK系統 (e-GPS) 29
3.4.1 台灣網路RTK系統(e-GPS)的組成架構 30
3.4.1.1衛星定位基準網 30
3.4.1.2控制計算中心 31
3.4.1.3移動站使用者 32
3.4.2 VRS-RTK原理 33
3.4.3 台灣網路RTK坐標系統(e-GPS坐標系統) 35
3.5 GPS正高測量 38
第四章 GPS正高測量方法 40
4.1 GPS正高測量的問題 40
4.1 e-GPS坐標轉換至TWD97坐標之必要性 42
4.2 差分法 45
4.3 修正面法 47
4.3.1修正面之建置 48
4.3.2修正面之使用 50
第五章 實驗與成果分析 52
5.1 實驗資料 52
5.2 實驗設計 53
5.2.1 實驗一：利用差分法進行e-GPS正高測量 54
5.2.2 實驗二：利用修正面法進行e-GPS正高測量 56
5.3 實驗成果與分析 58
5.3.1實驗一 58
5.3.2實驗二 62
5.3.2.1 e-GPS與GPS觀測量建置修正面之比較 62
5.3.2.2 e-GPS正高測量修正面法的誤差來源影響量分析 64
5.3.2.3 e-GPS觀測量建置修正面之特性與建議 65
5.3.2.3.1大地起伏模型的變化率 66
5.3.2.3.2比較d_ex2^eGPS與大地起伏模型變化率之關係 68
5.3.2.3.3修正面的特質與建議 70
第六章 結論與建議 72
參考文獻 74
附錄一：一千分之一數值航測地形圖測製作業規定 81
附錄二：高精度及高解析度數值地形模型測製規範(草案) 82
附錄三：LiDAR測製數值高程模型及數值地表模型標準作業程序(草案) 83

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