太陽能光電板研究

一、支架研究

1. 太陽能板扣件(Laurence Claus)，

該研究針對一種特別有挑戰性的屋頂，採用不規則形狀或不平坦的 磚瓦或木板，以一種有鈎形的設計可用於西班牙式（或黏土的）磚瓦、

混凝土瓦與木板式屋頂。這些鈎子可以牢固鎖入瓦片上的屋頂次層結構，

而留在該瓦片上，然後再蓋上另一層瓦片結果，可提供一個牢固的鎖固 點給光電板或其安裝架。

圖 2-24 常見屋頂支架型

（資料來源：文獻）

另一為金屬屋頂結構用的鎖固裝置。一個扣件系統直接連接進入次 層結構。顯示連接梯形屋頂彎樑的系統，利用其強度來支撐鎖固地點。

對於有接縫的金屬屋頂，其外形更為長方形，廠商也有各種有效的鎖緊 裝置，利用屋頂的缝或突出的外形做支撐。隨著太陽能系統的成本持續 降低，對於可更新能源的興趣越來越高，這些安裝將會變得更常見。研 究中也提醒，由於鎖固要求的獨特性質與需求，先進扣件系統之使用與 發展將持續其重要性。系統設計師與安裝人員充分了解可選擇的產品，

小心且適當的設計並應用它們，是非常重要的。

2. 一般型結晶矽太陽光電單元模組之抗風壓檢測研究分析（陳烜睿、徐春 明、張貴維、江哲銘等，2012）

該研究針對國際太陽光電模組檢測認證規範IEC-61215之機械荷重 測試為受力檢測範圍，採用中央標準檢驗局CNS-13972風壓試驗為研究 方法、蒲福風級表為對照基準，以及參照營建法中建築物設計風力之計 算，進行該一般型結晶矽太陽光電模組於台灣建築的適用性能評估研究。

該研究設計與實驗規劃包含抗風壓研究之實驗探討因子、太陽光電單元 實驗模組設計與製作、實驗設備分析及流程設計。

該研究係以「帷幕牆及其附屬門、窗與天窗正負風壓結構性能試驗

法」來量測光電板本身的變位，且對於與實務上光電板架設後的情形差 異頗大。

圖 2-25 三點式變位量測之定位基準

（資料來源：文獻）

3. Wind Loading on Full-scale Solar Panels (Zeinab Samani,2016). Wind load governs the design of supporting structures of solar panels and constitutes approximately fifty percent of the total cost. There are various test scale related issues while testing solar panels (small structures) in boundary layer wind tunnel laboratories meant for tall buildings (large structures).

Emergence of large testing facilities, however, is enabling testing full-scale solar panels. In this thesis an extensive experimental program is conducted at WindEEE Dome using full-scale solar panels and finite element modeling.

The experimental program includes: (i) high resolution pressure tests to understand the sensitivity of pressure taps density and distribution; (ii) force balance test to determine the reactions of the solar panel under wind loading accounting for aeroelastic effects and validate pressure test results; (iii) finite element modeling to assess the internal stress of the solar rack elements and improvement of the rack cross section. The results of this comparison is shown in Table 3.3 which indicates that ASCE-7 offersa good estimation for the drag force applied on a solar panel which is conservative if theparameter are correctly chosen.

該研究係以全尺寸的光電板進行風洞吹試，並且與ASCE-7進行比對，所 得結果相當具有參考性，尤其又加上電腦模擬，是目前少見的風洞設備 與試驗論證。而對於陣列型與單片型的風力風壓分佈考量，值得本研究 參考應用。

圖 2-26 文獻-風壓風力論述參考圖

（資料來源：文獻）

圖 2-27 文獻-結果與 ASCE-7 比對

（資料來源：文獻）

4. Wind Load Calculations for PV Arrays (Stephen Barkaszi, P.E. , Colleen O’

Brien, P.E., 2010). In this report, we provide sample calculations for determining wind loads on PV arrays based on ASCE Standard 7-05. We focus on applying the existing codes and standards to the typical residential application of PV arrays mounted parallel to the roof slope and relatively close (3 to 6 inches) to the roof surface. We do not address other array configurations or building-integrated PV.It will require much more work to gather information and develop standards specific to wind loading on rooftop PV installations. Although the information in this report does not completely solve the problem, it does provide initial guidance to designers and code officials. In this paper, we recommend an approach for the structural design of roof-mounted PV systems based on ASCE Standard 7-05. We provide examples that demonstrate a stepby-step procedure for calculating wind loads on PV arrays. The approach is applicable to PV modules mounted on rooftops that are no more than 60 feet high, when the PV array is oriented parallel to the roof surface, and when the mounting structure is sufficiently rigid. The PV array should be mounted a maximum of six inches above the roof surface. This distance is measured from the bottom of the PV frame to the roof surface, and is based on assumptions about typical mounting system configurations. The building should meet all requirements listed in Section 6.4.1.1 of ASCE Standard 7-05. It is important that design professionals read and understand the appropriate codes and standards when designing rooftop PV systems. This report is not meant to be a substitute for existing codes and standards. It is also important for design professionals to stay current with existing codes and standards, because we expect the body of information about designing PV systems to withstand local wind loading to grow rapidly in the near future.

該報告係以屋頂陣列型為標的物，並特別針對示範案例進行簡易計算，

值得本研究參考應用。

圖 2-28 文獻-屋頂陣列型光電板風力計算

（資料來源：文獻）

5. AREA-AVERAGED CHARACTERISTICS OF WIND LOADS

ONROOF-MOUNTED SOLAR ARRAYS. (Jinxin Cao, Yukio Tamura, Akihito Yoshida, Shuyang Cao, 2013). With the increasing use of solar photovoltaics, wind-induced loads on rooftop solar arrays have become a problem. A series of wind tunnel experiments have been performed to evaluate wind loads on solar panels on flat roofs, mainly focusing on their area-averaged characteristics such as mean and negative peak force coefficients, and peak factors. Solar array models were fabricated with pressure taps installed as densely as possible to identify the area-averaged characteristics. Design parameters of solar arrays including panel position, tilt angle and distance between arrays have been considered. Although values for unfavorable mean and peak differ for different tilt angles, the variation tendencies and peak factors are similar. The results were also compared to Japanese Standard (JIS C 8955) which correctly estimates negative mean module force coefficients but not peak values.

該研究亦以屋頂型陣列光電板為研究主體，並探討正反面風壓影響，

計算風力值後與JIS C8955進行比對。

圖 2-29 文獻-屋頂陣列型風力風壓計算

（資料來源：文獻）

6. Forces and Moments on Flat Plates of Small Aspect Ratio withApplication to PV Wind Loads and Small Wind Turbine Blades. (Xavier Ortiz , David Rival and David Wood，2015). To improve knowledge of the wind loads on photovoltaic structures mounted on flat roofs at the high angles required in high latitudes, and to study starting flow on low aspect ratio wind turbine blades, a series of wind tunnel tests were undertaken. Thin flat plates of aspect ratios between 0.4 and 9.0 were mounted on a sensitive three-component instantaneous force and moment sensor. The Reynolds numbers varied from 6 × 104 to 2 × 105. Measurements were made for angles of attack between 0° and 90° both in the free stream and in wall proximity with increased turbulence and mean shear. The ratio of drag to lift closely follows the inverse tangent of the angle of incidence for virtually all measurements. This implies that the forces of interest are due largely to the instantaneous pressure distribution around the plate and are not significantly influenced by shear stresses. The instantaneous forces appear most complex for the smaller aspect ratios but the intensity of the normal force fluctuations is between 10% and 20% in the free-steam but can exceed 30% near the wall. As the wind tunnel floor is approached, the lift and drag reduce with increasing aspect ratio, and there is a reduction in the high frequency components of the forces. It is shown that the centre of pressure

is closer to the centre of the plates than the quarter-chord position for nearly all cases.

該研究透過風洞試驗，進行光電板力量與彎矩的量測，得到相當多值得 參考之結果。

圖 2-30 風洞試驗各項風力、風壓係數整理與計算

（資料來源：文獻）

7. Wind Load Acting on PV Panels and support sturctures with various layouts (Daisuke Somekawa, Tetsuro Taniguchi, Yoshihito Taniike，2013). This study investigates the wind loads acting on ground mounted photovoltaic panels and the support structures thereof with wind tunnel experiments. As a result, observed at the northernmost panel is the minimum wind force

coefficient to which the corresponding wind load exceeds the wind load specified in IEC 61215. On the other hands, the maximum and minimum wind force coefficients for the support structures have almost same values in various layouts of PV arrays. This means that the design wind loads for support structures can be determined independent on the array arrangements.

The maximum peak wind force coefficients take almost constant value at each panel slope among the various layout patterns. The minimum peak wind force coefficients have also similar tendency, except in Pattern C in

=10°, which is slightly lower than those in the other layout patterns.

Consequently, it can be concluded that the array arrangements does not significantly affect to the design wind force coefficients for the support structures.

該研究以陣列型光電板，依照各風壓風力係數，計算支架分佈應力，

並採均佈與非均佈方式評估，本篇內容也相當值得本研究參考。

圖 2-31 文獻-支架分佈應力計算

（資料來源：文獻）

8. Evaluating the safety of Photovoltaic Panel mounting structure under high wind load,Hsing-han Yen 等人，2011。

該研究以CFD模擬風攻角0°、90°、180°下，最大風速60m/s時，PV Panel 與支架結構的耐風能力。

圖 2-32 以 CFD 模擬不同風攻角下支架的耐風能力

（資料來源：P1.145-148, Minamata International symposlum on

Environment and Energy Technology (Mission 2011) .6-8 December, 2011, Kumamoto, Japan）

二、建物附屬設施相關研究

1. 建物附屬設施及臨時構造物耐風設計準則之探討（陳若華、方富民、鍾 政洋，2006 年），蒐集國內外建築物附屬設施或臨時結構物的耐風設計 方法，並進行水塔構造物氣動力試驗，提出設計準則草案與設計範例（獨 立招牌設計風載重計算示範例）供參。

圖 2-33 水塔構造物氣動力試驗

（資料來源：建物附屬設施及臨時構造物耐風設計準則之探討）

2. Aerodynamic Loading of Solar Trackers on Flat-Roofed Buildings（曹盛哲，

蔡易廷，朱佳仁，2014 年）

This study uses wind tunnel experiments to investigate the aerodynamic loading on the solar tracker installed on a flat-roof building. The pressure distributions of a flat, rectangular solar tracker are measured for different wind directions,azimuth angles, inclined angles and pedestal heights. The experimental results reveal that the maximum wind load occurs when the relative wind direction is 0∘, while the maximum suction (negative net pressure)occurs when the relative wind direction is 180∘, and theabsolute value of the maximum suction is greater than the maximum positive pressure for the same tracker heightand inclined angle. In addition, due to the separation shear layer on the building roof, the wind load decreases as the tracker height decreases.

研究採用屋頂型的太陽能板追蹤器進行不同風向角模擬量測，發現 風向角 0∘時有最大風載重，而 180∘有最大吸力（負風壓）。

圖 2-34 屋頂型太陽能追蹤器

（資料來源：Aerodynamic Loading of Solar Trackers on Flat-Roofed Buildings）

3. 斜屋頂上太陽能光電板陣列之氣動力特性研究（陳若華、鍾光民、陳建 忠，2013，科技部專題研究計畫）。

研究將針對太陽能板陣列進行氣動力載重試驗並推估整體風荷載，

同時透過 CFD 進行比較驗證。預計採地況 C 大氣邊界層流場，邊界層厚 度約為 1.5 公尺，對應的長度縮尺為 1/200。由於市售太陽能光電板常 見的尺寸，如採用 1/200 等長度縮尺進行試驗，則太陽能板模型過小，

難以量測其局部風壓分佈情形，因此本研究採用部分邊界層模擬技術，

在考量雙斜屋頂低層建築物使模型縮尺控制在 1/20，而流場縮尺亦以此 為目標進行部分邊界層模擬。

圖 2-35 斜屋頂上太陽能光電板陣列

（資料來源：斜屋頂上太陽能光電板陣列之氣動力特性研究）

4. 風力負載下太陽能板之結構分析與改善，許育銘，2013。

該研究利用有限元素分析軟體 ANSYS 14.0 對風力負載下之太陽能 板進行結構應力分析。結果發現風速 60 m/s、風向角 135 度時太陽能板 會因局部強烈負壓造成不銹鋼外殼產生極大應力而造成損壞，本研究利 用改變不銹鋼外殼與玻璃的厚度以及加裝支架來降低太陽能板之最大應 力值以增強耐風性能。不銹鋼外殼厚度增為 1.4 mm 後，在風速 60m/s、

風向角 135 度之負載條件下其最大應力可由降伏強度之 100.5%降為 45%。

玻璃之厚度減少為 2.4 mm 後在風速 80m/s、風向角 180 度之負載條件下 應力值約為 66.7%的拉伸強度，安全性還是足夠，因此最佳之厚度配置 為不銹鋼外殼 1.4 mm、玻璃 2.4 mm。市面上有廠商在集熱板下面中間 處安裝補強支架，但分析結果發現此安裝方式無法改善太陽能板上之最

玻璃之厚度減少為 2.4 mm 後在風速 80m/s、風向角 180 度之負載條件下 應力值約為 66.7%的拉伸強度，安全性還是足夠，因此最佳之厚度配置 為不銹鋼外殼 1.4 mm、玻璃 2.4 mm。市面上有廠商在集熱板下面中間 處安裝補強支架，但分析結果發現此安裝方式無法改善太陽能板上之最