大地測量學(xué)課程設(shè)計-

應(yīng)用大地測量課程設(shè)計燈湖礦區(qū)控制網(wǎng)設(shè)計班級：測繪12—1姓名：王亞亞學(xué)號：071228252014-6-5目錄TOC\o"1-5"\h\z\o"CurrentDocument"一、目的要求及任務(wù)范圍 2\o"CurrentDocument"二、測區(qū)的自然地理條件 3\o"CurrentDocument"三、測區(qū)有關(guān)測繪資料 3\o"CurrentDocument"四、測區(qū)已有地形圖 4五、平面坐標(biāo)系統(tǒng)和高程系統(tǒng) 5\o"CurrentDocument"六、導(dǎo)線網(wǎng)的建立 6\o"CurrentDocument"七、高程控制測量 8\o"CurrentDocument"八、埋標(biāo)與經(jīng)費(fèi)預(yù)算 11\o"CurrentDocument"九、工作量綜合計算及工作進(jìn)程計劃表 12\o"CurrentDocument"十、控制網(wǎng)相關(guān)參數(shù)與平差結(jié)果 13\o"CurrentDocument"十一、水準(zhǔn)高程控制網(wǎng)布設(shè)方案 40\o"CurrentDocument"十二、上交資料清單 46應(yīng)用大地測量學(xué)課程設(shè)計、目的要求及任務(wù)范圍1、目的：.總結(jié)和檢驗大地測量學(xué)基礎(chǔ)基本知識的學(xué)習(xí)情況。工程控制網(wǎng)分測圖控制網(wǎng)、施工控制網(wǎng)、變形監(jiān)測控制網(wǎng)等。通過設(shè)計控制網(wǎng)的技術(shù)實踐，深化已有知識，拓寬新的知識，掌握控制網(wǎng)設(shè)計的方法。.將大地測量學(xué)基礎(chǔ)課程中涉及到的大量的、零散的、獨立的觀點和資料，按照設(shè)計任務(wù)通知書的要求，進(jìn)行分析歸納綜合，完成技術(shù)設(shè)計任務(wù)，達(dá)到培養(yǎng)和提高學(xué)生的邏輯思維和創(chuàng)造性思維能力的目的。.技術(shù)設(shè)計說明書是對工程設(shè)計進(jìn)行解釋與說明的書面材料，是一種技術(shù)性文件。設(shè)計者通過技術(shù)設(shè)計，編寫技術(shù)設(shè)計書，是進(jìn)行科技寫作的鍛煉，培養(yǎng)科技寫作的實際能力。2、目的要求：.設(shè)計的項目和內(nèi)容應(yīng)該齊全并符合大綱和規(guī)范的要求。設(shè)計分為幾個步驟：學(xué)習(xí)領(lǐng)會技術(shù)任務(wù)書、圖上設(shè)計構(gòu)網(wǎng)、做出精度估算、制定觀測方案、繪制控制網(wǎng)圖、編寫技術(shù)設(shè)計說明書。.設(shè)計的論點應(yīng)該正確，明確表達(dá)設(shè)計者的主張、意見和看法。論據(jù)力求做到真實、充分、新穎。公式推導(dǎo)正確，推理符合邏輯。.認(rèn)真編寫技術(shù)設(shè)計說明書。在使用專業(yè)詞語、布局、謀篇及至行款格式等方面，都要加強(qiáng)訓(xùn)練。3、任務(wù)要求：.閱讀領(lǐng)會任務(wù)通知書.熟悉測區(qū)地理環(huán)境及原有測繪成果等情況；對原有控制測量成果進(jìn)行分析和評定，確定其利用程度。.根據(jù)任務(wù)書要求，選擇平面坐標(biāo)系統(tǒng)和高程系統(tǒng)，擬定起始數(shù)據(jù)的配置和處理方案。.根據(jù)任務(wù)書要求和測區(qū)面積，確定首級控制網(wǎng)的等級和布網(wǎng)層次，確定作業(yè)的技術(shù)依據(jù)。.在地形圖上進(jìn)行首級平面控制網(wǎng)的選點設(shè)計，作出精度估算；平面控制網(wǎng)一般應(yīng)設(shè)計兩個方案，以便用人機(jī)對話方式進(jìn)行優(yōu)化，選出最佳方案。.在地形圖上進(jìn)行高程控制網(wǎng)的選線設(shè)計，確定水準(zhǔn)網(wǎng)或測距三角高程網(wǎng)布設(shè)方案，并進(jìn)行待定點高程精度估算；注意平面網(wǎng)點的高程聯(lián)測方案。.在首級控制網(wǎng)的基礎(chǔ)上，再作出加密控制網(wǎng)布設(shè)方案。.確定控制點標(biāo)石規(guī)格。.制定觀測綱要；編制建網(wǎng)進(jìn)度計劃表。.編制經(jīng)費(fèi)預(yù)算表。.編寫技術(shù)設(shè)計說明書。.繪制所設(shè)計的平面和高程控制網(wǎng)圖64圖紙，著墨成圖）。二、測區(qū)的自然地理條件.地理概況本測區(qū)中心位置為東經(jīng)117°13',北緯34°12′。測區(qū)地面高程為+30?+244m。位于XX省XX縣境內(nèi)，屬于華東丘陵地帶，南部及中部為山地。其上林木繁茂，不利通視，其余為平原，密布村莊和廠礦，建筑群遍地，影響觀測。燈湖位于測區(qū)東部，湖面開闊，中有大堤。.交通情況測區(qū)內(nèi)有鐵路支線通過，公路四通八達(dá)，村間大道可行汽車，交通方便。.氣候情況測區(qū)地處華東近海地區(qū)，氣候宜人。全年平均降雨量為1040mm，雨量集中于6、7、8三個月份。全年平均氣溫+15℃,夏季氣溫較高，一般為30℃左右，冬季有雪，但不寒冷，最低溫度為-5℃,凍土線深度為0.1m。全年平均風(fēng)力為2?3級，夏季略受臺風(fēng)影響。宜于野外作業(yè)時間為3?11月份，年平均作業(yè)時間利用率為21天/月。.居民及居民點測區(qū)內(nèi)地少人多，人口稠密，多為漢族，少數(shù)為回族。測量作業(yè)所需人力、物力、財料及食宿均可就地解決。三、測區(qū)有關(guān)測繪資料.三角網(wǎng)成果及其精度測區(qū)內(nèi)及附近有國家二等網(wǎng)點三個：玉山、太山、廣具山。系1959年由XX測繪隊施測，作業(yè)所依據(jù)的規(guī)范為《一、二、三、四等三角測量細(xì)則》（1958年）。三點標(biāo)石保存完好。坐標(biāo)系統(tǒng)為1954年北京坐標(biāo)系，三度分帶，中央子午線為117°。.高程網(wǎng)成果及其精度國家II等水準(zhǔn)路線由西向東橫穿測區(qū)北部。根據(jù)二等水準(zhǔn)路線圖，本測區(qū)內(nèi)及附近應(yīng)有三個二等水準(zhǔn)點，依點之記只找到其中兩個：II-2,II-4,標(biāo)石保存完好。該二等水準(zhǔn)路線系國家測繪隊于1979年施測。施測精度及埋石質(zhì)量均符合規(guī)范要求。高程為1956年黃海高程系統(tǒng)。3.地形圖資料1984年XX航測隊航測本地區(qū)1:50000地形圖，成圖質(zhì)量良好，可供技術(shù)設(shè)計圖上選點之用。二等三角點、水準(zhǔn)點坐標(biāo)和高程：點名等級x(m)y(m)H(m)玉山二379340020506000195.4廣具山二379072520515900135.0太山二378680020510250244.0I-4二35.000I-2二46.000四、測區(qū)已有地形圖

XX礦區(qū)地形圖2XX礦區(qū)地形圖2解算、無約束平差、約束平差，經(jīng)坐標(biāo)轉(zhuǎn)換最后得到GPS點的1954年北京坐標(biāo)」;系坐標(biāo)。GPS點的水準(zhǔn)高程通過已知水準(zhǔn)高程公共點采用多項式擬合法求得。在圖上設(shè)計時我們則暫時取圖紙的西南角為坐標(biāo)原點，定出測區(qū)內(nèi)兩個假定控制點的坐標(biāo)，并以此為依據(jù)進(jìn)行水準(zhǔn)及高程控制網(wǎng)的設(shè)計，及精度估計。待對該測區(qū)進(jìn)行實測和進(jìn)行工程建設(shè)時，只需確定原點在國家80西安坐標(biāo)系中坐標(biāo)，即可延展出所需點坐標(biāo)。六、導(dǎo)線網(wǎng)的建立1、1選點（1）相鄰點之間應(yīng)通視良好，其視線距障礙物的距離不宜小于1.5m（2）遠(yuǎn)離大功率無線電發(fā)射源（如電視臺、微波站等），其距離不小于400米，遠(yuǎn)離高壓輸電線200米以上；（3）為避免多路徑效應(yīng)，點位附近不應(yīng)有強(qiáng)烈干擾衛(wèi)星信號接收的物體，并盡量避開大面積水域；（4）交通方便，有利于其它測量手段擴(kuò)展和聯(lián)測；基礎(chǔ)穩(wěn)固，便于點的保存。1、2埋石與點之記三角點標(biāo)石應(yīng)用混凝土灌制，或用相同規(guī)格的花崗石、青石等堅硬石料代替1、3使用儀器；拓普康GTS-225全站儀設(shè)備1套，腳架3個，反射棱鏡2套，噴漆兩瓶，鋼釘若干。DS3自動安平水準(zhǔn)儀1臺，腳架1個，黑紅雙面尺1對1、4線路布設(shè)路線圖方案一：\白吃。工西廣諾￡方案二:\白吃。工西廣諾￡方案二:紅色為首級E級GPS網(wǎng)，綠色為水準(zhǔn)網(wǎng)（四等），藍(lán)色為一級附和導(dǎo)線。2、布網(wǎng)依據(jù)的原則（1）全球定位系統(tǒng)（GPS）測量規(guī)范，GB/T18314-2009。（2）全球定位系統(tǒng)城市測量技術(shù)規(guī)程，CJJ73-97。（3）工程測量規(guī)范，GB50026-2007。（4）城市測量規(guī)范，CJJ8-99。（5）國家一、二等水準(zhǔn)測量規(guī)范，GB12897-91。（6）國家三、四等水準(zhǔn)測量規(guī)范。GB12898-91（7）《1:5001:10001:2000地形圖圖式》GB/T20257.1-2007；3、外業(yè)觀測A、控制點布設(shè)要求（1）點位選在質(zhì)地堅硬、穩(wěn)固可靠、便于保存的地方，視野應(yīng)相對開闊，便于加密、擴(kuò)展和尋找，并按照要求繪制點之記；（2）相鄰點之間應(yīng)通視良好，其視線距障礙物的距離，三、四等不宜小于1.5巾；四等以下宜保證便于觀測，以不受旁折光的影響為原則；（3）當(dāng)采用電磁波測距時，相鄰點之間視線應(yīng)避開煙囪、散熱塔、散熱池等發(fā)熱體及強(qiáng)電磁場；（4）相鄰兩點之間的視線傾角不宜太大;（5）充分利用舊有控制點。B、觀測的基本技術(shù)要求(1)導(dǎo)線測量技術(shù)要求等級導(dǎo)線長平均邊長每邊測距中誤差測角中二口￥誤差水平角測回數(shù)導(dǎo)線全長閉合差導(dǎo)線全長相對閉合差四等9km1.5Km±18mm±2.5〃J26一廠〃5、n1/35000(2)光電測距的技術(shù)要求:觀測要求往返測較差測回數(shù)一測回讀數(shù)較差測回較差一測回讀數(shù)次數(shù)往、返15mm210mm15mm3C、觀測過程(1)、觀測路線：玉山-廣具山-太山-玉山(2)人員安排：兩人負(fù)責(zé)棱鏡與配套腳架，一人為觀測員，一人為記錄員，一人為協(xié)調(diào)員。(3)觀測方法：在組織組員對測區(qū)進(jìn)行了勘察情況下選定了控制點，在確定已知點坐標(biāo)和正北方向后，按照三聯(lián)腳架法對導(dǎo)線進(jìn)行觀測，具體步驟如下：1)將全站儀安置整平對中在BM2點，棱鏡分別安置在后視點BM1和前視點A的基座中，進(jìn)行導(dǎo)線測量。2)采用兩個測回觀測數(shù)據(jù)，分別置為0°0,0〃和90°0,0〃，讀取水平角0,和距離S。3)遷站時，BM2點和A點上的腳架和基座不移動，將全站儀安置在A點的基座上，BM2點上則安置棱鏡，再將BM1點的儀器遷到B點，隨后再如前一站進(jìn)行觀測，直到導(dǎo)線測量完畢。4、內(nèi)業(yè)計算使用控制測量優(yōu)化與平差軟件進(jìn)行數(shù)據(jù)計算，最后得出網(wǎng)形與精度統(tǒng)計、導(dǎo)線閉合差、控制點成果表、方向平差成果表、邊長成果表、高差平差成果表、點位誤差、點間誤差。七、高程控制測量1、水準(zhǔn)觀測(一)、水準(zhǔn)測量的主要技術(shù)要求，應(yīng)符合有關(guān)的規(guī)定。(二)、水準(zhǔn)測量所使用的儀器及水準(zhǔn)尺，應(yīng)符合下列規(guī)定：(1)、水準(zhǔn)儀視準(zhǔn)軸與水準(zhǔn)管軸的夾角，DS1型不應(yīng)超過15〃；，DS3型不應(yīng)超過20〃；(2)、水準(zhǔn)尺上的米間隔平均長與名義長之差，對于因瓦水準(zhǔn)尺，不應(yīng)超過0.15mm,對于雙面水準(zhǔn)尺，不應(yīng)超過0.5mm;(3)、水準(zhǔn)點應(yīng)選在土質(zhì)堅硬、便于長期保存和使用方便的地點。點位應(yīng)便于尋找、保存和引測。2、水準(zhǔn)控制的一般規(guī)定(一)測區(qū)的高程系統(tǒng)，采用1985國家高程基準(zhǔn)。在已有高程控制網(wǎng)的地區(qū)進(jìn)行測量時，可沿用原高程系統(tǒng)；當(dāng)小測區(qū)聯(lián)測有困難時，亦可采用假定高程系統(tǒng)。(二)高程控制測量，可采用水準(zhǔn)測量和電磁波測距三角高程測量。高程控制測量等級的劃分，應(yīng)依次為二、三、四等。(三)首級網(wǎng)應(yīng)布設(shè)成環(huán)形網(wǎng)。當(dāng)加密時，宣布設(shè)成附合路線或結(jié)點網(wǎng)。(四)高程控制點間的距離，一般地區(qū)應(yīng)為1?3^,了業(yè)廠區(qū)、城鎮(zhèn)建筑區(qū)宜小于lkm。但一個測區(qū)及周圍至少應(yīng)有3個高程控制點。應(yīng)布設(shè)成環(huán)形網(wǎng)。當(dāng)加密時，宣布設(shè)成附合路線或結(jié)點網(wǎng)。3、布網(wǎng)形式和要求(1)本測區(qū)以國家高等級水準(zhǔn)點作為高程控制起算點，布設(shè)三等水準(zhǔn)網(wǎng)，作為高程控制，以滿足測區(qū)高程控制發(fā)展的需要。(2)等外水準(zhǔn)、測距高程導(dǎo)線，自三等水準(zhǔn)聯(lián)測點起發(fā)展不得超過2次。(3)三等水準(zhǔn)觀測采用DS3型號的水準(zhǔn)儀，中絲法讀數(shù)，各測段測站為偶數(shù)。作業(yè)前須對水準(zhǔn)儀和水準(zhǔn)尺進(jìn)行檢校。（4）控制網(wǎng)與水準(zhǔn)網(wǎng)的連測由相應(yīng)水準(zhǔn)點處采用三角測量的方法傳遞。4、實測方法及過程（一）儀器：三等水準(zhǔn)測量中使用DS3自動安平水準(zhǔn)儀1臺，腳架1個，黑紅雙面尺1對，記錄板1個。（二）三等水準(zhǔn)測量技術(shù)要求前后視距較差前后視距累計差K+黑一紅黑紅面高差之差視線最長距離往返較差、閉合差W5mW10mW3mmW5mmW75m12<mm注：表中L為閉合導(dǎo)線長度，以km為單位。（三）、儀器檢校水準(zhǔn)儀i角檢驗（1）在比較平坦的地面上選取距離為30米的A、B兩點，然后在BA延長線上選取一點1，使1到A的距離等于30米，最后在AB延長線上選取2點，使2點到B點的距離也等于20.6米。（2）在A、B兩點放上尺墊并在尺墊上豎立水準(zhǔn)尺，在1點架設(shè)水準(zhǔn)儀分別讀取在A、B兩點所豎立的水準(zhǔn)尺上的中絲讀數(shù)a1、b1（為了提高a1、b1的精度，可在A、B兩點水準(zhǔn)尺上讀中絲讀數(shù)3至4次，然后取其平均值）；（3）將水準(zhǔn)儀搬至2點，以同樣的方法分別獲取A、B兩點所豎立的水準(zhǔn)尺上的中絲讀數(shù)a1、b1；（4）根據(jù)下式即可計算出水準(zhǔn)軸與視準(zhǔn)軸之間的夾角i角：Jt1!1：hAB=ci2-b2,hAB=/一［如下圖所示:（2）人員安排：兩人為跑尺員，一人為觀測員，一人為記錄員，一人為計算員。（3）觀測方法：在選取了合適的路線中點之后進(jìn)行觀測，具體步驟如下：1）安置整平儀器，照準(zhǔn)后尺黑面，依次讀取上、下絲及中絲讀數(shù)。2）轉(zhuǎn)動儀器，照準(zhǔn)前尺黑面，依次讀取上、下絲及中絲讀數(shù)。3）前尺變紅面朝向儀器，讀取中絲讀數(shù)。4）后尺變紅面，儀器照準(zhǔn)后尺紅面，讀取中絲讀數(shù)。（五）注意事項：1）前后視距相等（在限差內(nèi)）。2）從后視轉(zhuǎn)為前視時，望遠(yuǎn)鏡不得從新調(diào)焦。3）讀數(shù)前應(yīng)消除視差。4）當(dāng)用水準(zhǔn)儀瞄準(zhǔn)、讀數(shù)時，水準(zhǔn)尺必須立直。5）每站觀測完畢后，必須及時進(jìn)行計算，檢核滿足限差要求后才能搬站。注：當(dāng)水準(zhǔn)線路較長時，可設(shè)置轉(zhuǎn)站，水準(zhǔn)尺立于尺墊之上，并保證最后測站總數(shù)為偶數(shù)。八、埋標(biāo)與經(jīng)費(fèi)預(yù)算標(biāo)石埋設(shè)要求：（1）、鹽堿地區(qū)埋設(shè)混凝土標(biāo)石，須加涂瀝青，以防腐蝕。（2）、在泥土松軟、地下水位較高的地區(qū)或沼澤地區(qū)埋設(shè)標(biāo)石時，除應(yīng)

盡量選擇好埋石地點以外，應(yīng)在盤石下邊澆灌混凝土底層。（3）、埋石時，須使各層標(biāo)石的標(biāo)志中心嚴(yán)格在同一鉛垂線上，其偏差不大于3mm。并用鋼尺量取各層標(biāo)石面間的垂直距離，填記于點之記的標(biāo)石斷面圖中，結(jié)果取至厘米。裝備：運(yùn)送人員車輛一輛、運(yùn)送材料卡車一輛；儀器：選擇3臺GPS單頻接收機(jī)（配帶腳架、卷尺），2臺D3水準(zhǔn)儀（配帶腳架、標(biāo)尺、尺墊）、全站儀一臺（配帶腳架、棱鏡、氣溫氣壓計、卷尺）；器材：草帽、對講機(jī)、標(biāo)石、混凝土、重力計等經(jīng)費(fèi)預(yù)算：.工資：工程師：3000元/人?月*1人技術(shù)員：2000元/人?月*1人測工：1200元/人?月*3人臨時工：800元/人?月*2人.儀器費(fèi)用：單頻接收機(jī)：每臺15000元*3臺全站儀每臺：20000元*1臺DS3水準(zhǔn)儀：每臺2000元*1標(biāo)石：每座100元*73座.生活補(bǔ)貼費(fèi)：每人/每天100元*30天*7人.交通住宿費(fèi)：每人/每天100元*30天*7人總費(fèi)用=126000元九、工作量綜合計算及工作進(jìn)程計劃表九、工作量綜合計算及工作進(jìn)程計劃表外業(yè)計算：用全站儀進(jìn)行導(dǎo)線網(wǎng)觀測時，應(yīng)及時計算出每測回的2c值、2c互差值（一級導(dǎo)線小于13〃），多測回方向角（方向角互差小于9〃）；水準(zhǔn)儀觀測時應(yīng)及時計算出前后視距差（小于1米）、累計視距差（小于3米）；內(nèi)業(yè)計算：概算和平差（見前述）。

工作進(jìn)程計劃表:時間任務(wù)備注1天踏勘找點（已知點）查看標(biāo)石情況7天選位和造標(biāo)埋石GPS點、水準(zhǔn)點、導(dǎo)線點需待標(biāo)石凝固符合要求后方可觀測，導(dǎo)線點需要通視1天GPS網(wǎng)觀測每時段觀測時間不少于45分鐘1天GPS網(wǎng)數(shù)據(jù)解算及結(jié)果精度分析確保精度達(dá)標(biāo)7天水準(zhǔn)儀檢校水準(zhǔn)網(wǎng)施測水準(zhǔn)路線需要往返觀測，且路線要至少經(jīng)過4個GPS點3天水準(zhǔn)網(wǎng)高程計算和GPS網(wǎng)高程擬合（包括錯誤測站重測時間和休息時間）確保精度達(dá)標(biāo)3天全站儀檢校導(dǎo)線網(wǎng)施測及時計算發(fā)現(xiàn)改正錯誤1天導(dǎo)線網(wǎng)計算及錯誤測站復(fù)測確保精度2天休息1天GPS網(wǎng)、水準(zhǔn)網(wǎng)、導(dǎo)線網(wǎng)全面檢查查看標(biāo)石情況2天整理資料及結(jié)果、上交圖紙1天單位檢驗驗收十、控制網(wǎng)相關(guān)參數(shù)與平差結(jié)果第一種方案【GPS網(wǎng)】

該網(wǎng)的邊長由MAPINFO估算得到，mapinfo測量數(shù)據(jù)起點終點八、、距離km-113.904-143.904212.110252.110323.112363.376-232.321-263.270621.952652.532413.061452.638843.482853.270-381.108-352.954-363.904-392.638962.2169101.477763.8517-22.4791062.479102.37410平均邊長 2.771750KM基線向量的觀測中誤差：o=\a2+b2=\,102+(10*10-6*D)2(mm)所以該網(wǎng)的觀測值中誤差為：O:22+b2=.102+(10*10-6義2771750)2: 29.4662(mm)從每個觀測時段選取兩條獨立基線，最好各時段選取的獨立基線不重復(fù)，將未知點坐標(biāo)設(shè)為未知數(shù)，列出用未知數(shù)表示觀測值的方程組，從而可以得出未知數(shù)的系數(shù)矩陣，即B矩陣。(計算過程由Matlab完成:)B=zeros(48,20);JK=[1,99;4,99;1,2;2,5;3,2;3,6;3,99;6,99;6,2;6,5;4,1;4,5;8,4;8,5;8,99;5,99;6,99;9,99;9,6;9,10;7,6;7,99;10,6;10,7];i=1;while1ifi==25;break;endj=JK(i,1);k=JK(i,2);ifj==99;B((i-1)*2+1,(k-1)*2+1)=-1;B((i-1)*2+2,(k-1)*2+2)=-1;elseB((i-1)*2+1,(j-1)*2+1)=1;B((i-1)*2+2,(j-1)*2+2)=1;endifk==99;a=1;elsewhilej~=99B((i-1)*2+1,(k-1)*2+1)=-1;B((i-1)*2+2,(k-1)*2+2)=-1;break;endendi=i+1;endi=1;s=0;D=blkdiag(3.904,3.904,2.110,2.110,3.112,3.376,2.321,3.270,1.952,2.532,3.061,2.638,3.482,3.270,1.108,2.954,3.904,2.638,2.216,1.477,3.851,2.479,2.479,2.37);while1ifi==25;break;ends=s+D(i,i);i=i+1;endq=100+(10+10*s/24)人2;C=zeros(48,48);i=1;while1ifi==25;break;endC((i-1)*2+1,(i-1)*2+1)=100+(10+10*D(i,i))人2;C((i-1)*2+2,(i-1)*2+2)=100+(10+10*D(i,i))人2;i=i+1;endQ=C/q;P=inv(Q);BTPB=B'*P*B;QXX=inv(BTPB);B矩陣Q：田Q<48x48double>123456789101112131415161711.64530000000000000000201.64530000000000000003001.64530000000000000040001.64530000000000000500000.70100000000000006000000.70100000000000070000000.70100000000000800000000.70100000000009000000001.176300000000100000000001.176300000001100000000001.323500000012000000000001.323500000130000000000000.790100001400000000000000.790100015000000000000001.263300160000000000000001.263301700000000000000000.63811800000000000000000190000000000000000020000000000000000002100000000000000000220000000000000000023000000000000000002400000000000000000250000000000000000026000000000000000002700000000000000000

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=o2Q =434.649(mm2)GPS1 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