This document discusses a marketing solution involving Facebook message marketing. It will utilize Facebook mobile, desktop, and profile data as well as page, company and group information to target potential customers. The solution aims to engage customers through personalized messages.
This document describes Edition 3.1 of the Association of Geotechnical and Geoenvironmental Specialists' (AGS) format for the electronic transfer of geotechnical and geoenvironmental data. The AGS format was created to standardize the electronic transfer of subsurface investigation data between different software programs and users. This updated edition includes new groups, fields, pick lists, and determinand codes added based on user suggestions. It aims to incorporate commonly used additions to the format while maintaining compatibility with previous versions.
This document discusses a marketing solution involving Facebook message marketing. It will utilize Facebook mobile, desktop, and profile data as well as page, company and group information to target potential customers. The solution aims to engage customers through personalized messages.
This document describes Edition 3.1 of the Association of Geotechnical and Geoenvironmental Specialists' (AGS) format for the electronic transfer of geotechnical and geoenvironmental data. The AGS format was created to standardize the electronic transfer of subsurface investigation data between different software programs and users. This updated edition includes new groups, fields, pick lists, and determinand codes added based on user suggestions. It aims to incorporate commonly used additions to the format while maintaining compatibility with previous versions.
This document contains 17 references related to rock mechanics and rock engineering. The references span from 1931 to 1994 and include journal articles, conference proceedings, books, theses, and reports. The references cover topics such as rock mass classification systems, shear strength of rock joints, rockfall analysis, tunnel support, and case histories of rock engineering projects.
The document discusses blasting damage in rock excavations and methods to control it. It begins with a brief history of blasting and how the understanding of its effects on rock stability has lagged behind other areas of rock mechanics. Blasting can damage rock through dynamic stresses, gas pressure, and fracturing from the release of compressed rock. Precisely controlling blasting techniques from the initial cut through the full blast sequence is necessary to minimize damage extending several meters into the surrounding rock. Methods discussed include pre-splitting, smooth blasting, and the use of delays to allow broken rock to clear before subsequent holes detonate. Proper blasting design is crucial for ensuring the stability of underground excavations and rock slopes.
Shotcrete is a cement-based concrete that is pneumatically projected at high velocity onto underground excavation surfaces for rock support. There are two main types - dry mix, where materials are conveyed dry to the nozzle and water added, and wet mix, where materials are pre-mixed with water. Recent developments include adding steel fibers for reinforcement and microsilica for strength. Shotcrete provides effective support in mining when applied correctly using proper equipment and experienced operators. It is increasingly used for permanent openings and offers advantages over traditional rockbolt and mesh support.
This document discusses design considerations for large underground caverns excavated in weak rock at depths of 100-300m below the surface for hydroelectric projects. It addresses the stability of caverns and surrounding rock mass given in situ stress conditions, effects of nearby slopes, and determining appropriate pillar sizes between excavations. The key design factors are the strength of the rock mass, influence of structural features like joints and bedding planes, sequence of excavation and support, and stress changes induced by nearby slopes and excavations. Pillar size between caverns must consider stresses imposed and stability of the rock mass.
The document discusses rock mass properties and the Hoek-Brown failure criterion for estimating the strength of jointed rock masses. It presents the generalized Hoek-Brown criterion equation and describes how to determine the intact rock properties of uniaxial compressive strength (σci) and the Hoek-Brown constant (mi) from triaxial test data or estimates. It also discusses estimating the Geological Strength Index (GSI) of the rock mass.
This document discusses rockfall hazards and analysis. It begins with an introduction noting that rockfalls are a major hazard for mountainous transportation routes and have resulted in numerous deaths. It then discusses the mechanics of rockfalls, noting that slope geometry and surface materials are most important in determining rockfall trajectories. Various measures to reduce rockfall hazards are discussed, including identification of problems, reducing energy from excavation, installing physical barriers like nets and ditches, and the Rockfall Hazard Rating System used to assess slopes.
The document introduces factor of safety and probability of failure in engineering design. It discusses using sensitivity studies to systematically vary parameters over their credible ranges to determine the influence on factor of safety. This allows a more rational assessment of design risks than relying on a single calculated factor of safety. The document then provides an introduction to probability theory and statistical concepts used in probabilistic analyses, including random variables, probability distributions, sampling techniques, and calculating the probability of failure for a slope design example.
The document describes a slope stability analysis of a steep rock slope in Hong Kong located near apartment buildings. Due to heavy rains causing landslides in the 1970s, the stability of this slope was analyzed. A simple limit equilibrium model was used to calculate the factor of safety under normal conditions and during earthquakes or heavy rains. The analysis found that instability could occur if the slope became fully saturated during an earthquake. However, as earthquakes and heavy rains are unlikely to occur simultaneously, it was concluded there was no serious short-term threat to stability. Evacuation of nearby apartments was deemed unnecessary based on this short-term stability assessment.
The Rio Grande project involves a 1000 MW pumped storage hydroelectric plant located in Argentina. It provides electrical storage for the local power grid. The main underground facilities are located within high quality gneiss rock. Support requirements were assessed during excavation and minimal support was needed due to the excellent rock quality. Rockbolts and shotcrete were used as needed based on geotechnical inspection. The UNWEDGE program was utilized to analyze wedge failures and determine support requirements.
The document discusses the shear strength of discontinuities in rock masses. It defines key terms like basic friction angle (φb), residual friction angle (φr), cohesion (c), and introduces Barton's method for estimating shear strength which accounts for joint roughness coefficient (JRC) and joint compressive strength (JCS). Small scale laboratory tests are used to determine φb, while JRC and JCS are estimated visually in the field. The shear strength of rough surfaces is higher than smooth surfaces due to surface asperities. Shear strength decreases if discontinuities are filled with soft materials like clay.
This document discusses when a rock engineering design can be considered acceptable. It notes that there are no universal rules and that each design is unique based on the site conditions, loads, and intended use. Acceptability is based on engineering judgment guided by analyses and studies. Tables provide examples of typical problems, parameters, analysis methods, and acceptability criteria for different rock structures. Case histories are also discussed to illustrate the factors considered and criteria used to determine acceptability, including ensuring stability and reducing deformation. One case examines slope drainage works to improve stability of landslides in a reservoir area. Another evaluates deformation control for a power tunnel by locating a replacement in a zone of small movements.
1. The development of rock engineering began in the late 18th century, but it was not established as a formal discipline until the 1960s after several catastrophic dam failures that demonstrated limitations in predicting rock mass behavior.
2. Early contributors to rock mechanics came from various fields like soil mechanics, mining, and geology. They made important contributions to understanding rock failure even if they did not consider themselves "rock mechanics engineers".
3. Major events like dam failures and mine collapses in the 1950s and 1960s highlighted the need for rock mechanics as a discipline and led to rapid advances in methods for designing rock structures and underground excavations.
This document provides guidance on ensuring geotechnical slope stability for post-mining landforms. It discusses designing stable slopes for landforms such as low wall spoil, out-of-pit dumps, and final void batters. It emphasizes the importance of geotechnical investigations and slope design to prevent issues like lost production, safety risks, and remediation costs. Data collection should consider factors like foundation strength, slope stability, and drainage for dumped materials.
This document summarizes three articles related to previous topics in Geotechnical Instrumentation News (GIN). The first article discusses distributed optical fiber sensing, which allows continuous strain measurement along an optical fiber cable. This is useful for geotechnical applications where soil loading is non-uniform. The second article compares different technologies for strain monitoring, including distributed optical fiber sensing. The third article provides examples of using distributed optical fiber sensing to monitor strain in pile foundations and detect cracks.
This study aimed to map forest fire risk zones in Quang Ninh province, Vietnam using remote sensing and GIS. Forest fire data from MODIS and field surveys were compared to validate the analysis. Factors like forest type, proximity to roads and settlements, slope, and aspect were used as inputs to a weighted overlay analysis. This generated a risk map classifying the area into very low to very high risk zones. Most fire locations fell within high or very high risk areas, validating the model. Improving input data resolution and incorporating additional social and weather factors could enhance future analyses. The study effectively mapped forest fire risk to aid decision-making for forest management in Quang Ninh province.
1. B GIÁO D C VÀ ÀO T O M CL C
TRƯ NG IH CM A CH T Nguyên lý thu nh n hình nh
Ánh sáng và sóng i n t
CHƯƠNG1 Kh năng ph n x ánh sáng c a các i
CƠ S CH P NH VÀ CH P tư ng ch p
NH HÀNG KHÔNG C u t o máy ch p nh quang h c
V t li u ch p nh và quá trình x lý hóa nh
Tr n Trung Anh
B môn o nh và Vi n thám nh s và máy ch p nh s
Ch p nh hàng không
Tran Trung Anh Photogrammetry and Remote Sensing 2
NGUYÊN LÝ THU NH N HÌNH NH ÁNH SÁNG
Thí nghi m c a Isaac
Newton năm 1666
Tran Trung Anh Photogrammetry and Remote Sensing 3 Tran Trung Anh Photogrammetry and Remote Sensing 4
1
3. NĂNG LƯ NG ÁNH SÁNG Các y u t nh hư ng h s ph n x
c
E 0 (λ ) = E r (λ ) + E a (λ ) + E t (λ ) = h
λ 1. Góc chi u t i c a m t tr i ( cao c a
E0(λ) năng lư ng ánh sáng bư c sóng λ m t tr i, chi u th ng, chi u xiên)
Er(λ) năng lư ng ph n x r (%) = E r (λ ) 100%
2. Bư c sóng ánh sáng chi u t i (thành ph n
E 0 (λ )
λ
Ea(λ) năng lư ng h p th quang ph )
Et(λ) năng lư ng xuyên qua
c=3 x 108m/s v n t c ánh sáng
.
3. c tính quang ph c a i tư ng (c u
t o hóa lý, b m t)
h=2,626 x 10-34js h ng s Plăng
.
λ bư c sóng ánh sáng
.
4. S trong su t và tán x khí quy n (thành
rλ h s ph n x c a i tư ng bư c sóng λ
.
ph n khí quy n)
Tran Trung Anh Photogrammetry and Remote Sensing 9 Tran Trung Anh Photogrammetry and Remote Sensing 10
CH P NH
Ch p nh là quá trình ghi nh n năng Máy nh
lư ng ph n x (ho c b c x ) ánh sáng
(sóng i n t ) t i tư ng ch p thông
qua b ph n quang h c (kính v t) và
ư c lưu tr trên v t li u c m quang hay
các b c m s .
M t
Tran Trung Anh Photogrammetry and Remote Sensing 11 Tran Trung Anh Photogrammetry and Remote Sensing 12
3
4. C U T O MÁY CH P NH HÀNG KHÔNG Máy ch p nh hàng không
RMK-TOP
RMK-
RC-30
RC-
Tran Trung Anh Photogrammetry and Remote Sensing 13 Tran Trung Anh Photogrammetry and Remote Sensing 14
H TH NG KÍNH V T T s F/d cho kính v t và vành ch n sáng
F/d=tiêu c / ư ng
kính vành ch n sáng
Năng lư ng ánh sáng
chi u lên phim s là:
i⋅t
E=
4 ⋅ (F / d) 2
i – Cư ng
. ánh sáng
T h p các th u kính h i t và phân (J/m2/s)
kì ư c l p ráp ng tr c v i nhau . t – th i gian l quang (s)
thành m t th u kính h i t t ng h p E – năng lư ng ánh sáng
Tran Trung Anh Photogrammetry and Remote Sensing 15 Tran Trung Anh
(j/s)
Photogrammetry and Remote Sensing 16
4
5. Kính v t góc m h p, góc m trung CƠ S QUANG H C C A CH P NH
bình và góc m r ng
1 1 1
= +
fk a b
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C U T O V T LI U NH T H P C NG MÀU
L p nhũ nh
L pn n
L p ch ng tán x
nh en tr ng nh Màu
(toàn s c, h ng ngo i g n) (vùng nhìn th y, h ng
ngo i g n)
Tran Trung Anh Photogrammetry and Remote Sensing 19 Tran Trung Anh Photogrammetry and Remote Sensing 20
5
6. T H P TR MÀU Phim en tr ng, toàn s c
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Phim en tr ng, h ng ngo i g n Phim màu t nhiên
Tran Trung Anh Photogrammetry and Remote Sensing 23 Tran Trung Anh Photogrammetry and Remote Sensing 24
6
7. Phim màu, h ng ngo i g n Màu t nhiên và màu gi
Tran Trung Anh Photogrammetry and Remote Sensing 25 Tran Trung Anh Photogrammetry and Remote Sensing 26
PHIM NH HÀNG KHÔNG Tính c m quang c a m t ngư i
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7
8. Tính c m quang c a v t li u nh TÍNH CH T NH Y SÁNG C A NHŨ NH
Cư ng nh y (t): là thư c o kh năng
chi u t i Ii c m nh n ánh sáng c a nhũ nh.
m (DO): DO= It/Ii
Nhũ nh
xuyên qua: T=1/DO;
Cư ng
M t en:
xuyên qua It
D=log10(DO)=lg(It/IO)
Lư ng l quang (H):
- là lư ng ánh sáng chi u t i (LUX) trong
th i gian l quang.
- Lư ng l quang o b ng ơn v :LUX.sec
Tran Trung Anh Photogrammetry and Remote Sensing 29 Tran Trung Anh Photogrammetry and Remote Sensing 30
VÍ D V M T EN ư ng cong m t en c a nhũ nh
D=2 -> It/Ii=100 -> It=0,01 x Ii
99% cư ng ánh sáng chi u t i b h p th
b i l p nhũ nh.
D=1 -> It/Ii=10 -> It=0,1 x Ii
90% cư ng ánh sáng chi u t i b h p th
b i l p nhũ nh
D=0 -> It/Ii=1 -> It=Ii
0% cư ng ánh sáng chi u t i b h p th .
L p trong su t. AB- o n m , BC – l quang thi u, CD – l quang
, DE – l quang th a, E – ph n ph n chuy n
Tran Trung Anh Photogrammetry and Remote Sensing 31 Tran Trung Anh Photogrammetry and Remote Sensing 32
8
9. Các c tính c m quang PHÂN BI T C A HÌNH NH
1. c m quang: S=k/H
2. H s tương ph n:
D2 − D1 Dmax − Dmin
γ= ;γ =
lg H 2 − lg H1 lg H cuôi − lg H âu
3. Ph m vi b t ánh sáng h u ích:
L =lgHcu i-lgH u
4. m :
D0=It/Ii 1 1 1
ơn v o: c p = +
ư ng/minimet (lp/mm) R phim Rnhu RKV
anh
Tran Trung Anh Photogrammetry and Remote Sensing 33 Tran Trung Anh Photogrammetry and Remote Sensing 34
TÁC D NG C A ÁNH SÁNG IV I Quá trình x lý hóa nh
HALOZEL B C TRONG NHŨ NH
Br − + h
c
→ Br + e −
âm b n
λ
Ag + + e − → Ag 0
nh ng m Quá trình âm b n
c
AgBr + h → Ag 0 ↓ + Br
λ
Ch p nh nh ng m Dương
Quá trình dương b n
b n
Th c a Phim sau l quang
Tran Trung Anh Photogrammetry and Remote Sensing 35 Tran Trung Anh Photogrammetry and Remote Sensing 36
9
10. QUÁ TRÌNH ÂM B N Thành ph n dung d ch hi n nh
1. Ch t hi n nh
Yêu c u: là ch t kh ch n l c, hòa tan trong dung d ch ki m ho c
nh ng m Âm b n sunfitNatri, oxit không c Hydroquynol
Hi n nh nh nh
C6H4(OH)2 + 2AgBr = C6H4O2 + 2Ag0 + 2HBr
2. Ch t tăng t c ph n ng: tính ki m
Hi n nh: b n ch t là kh Halozel B c ã b tác
d ng ánh sáng nhưng chưa phân h y, giúp tăng Na2B4O7, Na2CO3, Na3PO4, NaOH, KOH
cư ng các trung tâm c m quang làm cho nh 3. Ch t b o t n: b o v thu c hi n
ng m d n hi n lên. 2Na2SO3 + O2 = 2NaSO4
nh nh: b n ch t là hòa tan Halozel B c chưa C6H4O2 + Na2SO3 + H2O = C6H4(OH)2SO3Na + NaOH
b tác d ng ánh sáng giúp cho phim nh có th 4. Ch t ch ng m : KBr, benzotriazol
mang ra ngoài ánh sáng. and Remote Sensing
Tran Trung Anh Photogrammetry 37 Tran Trung Anh Photogrammetry and Remote Sensing 38
Thành ph n dung d ch nh nh QUÁ TRÌNH DƯƠNG B N
1. Ch t hòa tan: Na2S2O3 Âm b n In nh nh ng m Hi n nh nh nh
4Na2S2O3 + 3AgBrdư = 3NaBr + Na5Ag3(S2O3)4
2. Ch t ình ch quá trình hi n: mang tính axit H2SO4
Dương b n
3. Ch t b o v : khôi ph c tính nh nh
Na2S2O3 + H2SO4 = Na2SO4 + SO2 + H2O + S
Na2SO3 + S = Na2S2O3
4. Ch t làm ch c màng: phèn nhôm, phèn crom
Tran Trung Anh Photogrammetry and Remote Sensing 39 Tran Trung Anh Photogrammetry and Remote Sensing 40
10
11. ÂM B N VÀ DƯƠNG B N Ki m tra phim
ch p
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L−u tr÷ t− liÖu phim ¶nh NH S
nh s là m t m ng 2 chi u g m các ph n t nh
có cùng kích thư c g i là pixel (picture element,
picture cell). M i pixel có v trí hàng i, c t j và
xám G (i,j) ư c mã hóa theo ơn v thông
tin (thư ng là bit)
g 0, 0 K g 0, j K g 0,m −1
K K K K K
g i,0 K g i, j K g i ,m −1
K K K K K
g n −1,0 K g n −1, j K g n −1,m −1
n ×m
Tran Trung Anh Photogrammetry and Remote Sensing 43 Tran Trung Anh Photogrammetry and Remote Sensing 44
11
12. NH S VÀ NH TƯƠNG T CÁC M C MÃ HÓA XÁM KHÁC NHAU
¶nh t−¬ng tù ¶nh sè
8bit, 256 b c xám
4bit, 16 b c xám
Mã hóa xám cho pixel:
g(i,j)=2bit b c xám
2bit, 4 b c xám
.
bit=1, có 2 b c xám 0,1
. bit=2, có 4 b c xám 0,1,2,3
. bit=8, có 256 b c xám 0,1,…,255 1bit, 2 b c xám
Tran Trung Anh Photogrammetry and Remote Sensing 45 Tran Trung Anh Photogrammetry and Remote Sensing 46
CÁC M C MÃ HÓA XÁM KHÁC NHAU THU NH N NH S
Th c a
Máy ch p nh
dùng phim nh tương t Máy quét nh
Máy ch p
nh s
B c m v tinh nh
8bit 2bit 1bit s
Tran Trung Anh Photogrammetry and Remote Sensing 47 Tran Trung Anh Photogrammetry and Remote Sensing 48
12
13. NGUYÊN LÝ CH P NH S M¸y chôp ¶nh h ng kh«ng kü thuËt sè
Ultra-CAM
Ultra-CAM
H B B B X lý X lý X lý B
th ng c m khu ch bi n tín nh tín bi n
kính i i hi u hi u i
v t A/D D/A
ADS-40
ADS-40
Starimager
Starimager
Tran Trung Anh Photogrammetry and Remote Sensing 49 Tran Trung Anh Photogrammetry and Remote Sensing 50
MÁY CH P NH HÀNG KHÔNG K THU T S CÁC THI T B PH TR
Máy ch p nh hàng không k thu t s ang phát tri n
GPS
m nh, ây là hư ng phát tri n c a công tác ch p nh
hàng không thương m i.
S khác nhau cơ b n gi a máy ch p nh hàng không k
thu t s và máy ch p nh dùng phim tương t là: phim IMU
và công tác x lý hóa h c phim ư c thay th b ng thi t DMC
b i n t như thi t b tích i n kép (CCD), v i các m ng RTC
g m hàng ngàn nh ng detector nh bé thư ng g i là T-AS Video Camera
ph n t nh (pixel).
Máy ch p nh s dùng k thu t máy tính x lý nhanh
chóng d li u nh và lưu tr trong b nh l n ( c ng,
ĩa CD, DVD…)
Tran Trung Anh Photogrammetry and Remote Sensing 51 Tran Trung Anh Photogrammetry and Remote Sensing 52
13
14. I U KHI N BAY CH P NH MÁY BAY BAY CH P NH
Rockwell
Aero Commander
Twin Beech
Tran Trung Anh Photogrammetry and Remote Sensing 53 Tran Trung Anh Photogrammetry and Remote Sensing 54
MÁY BAY BAY CH P NH KING AIR
B200
Tran Trung Anh Photogrammetry and Remote Sensing 55 Tran Trung Anh Photogrammetry and Remote Sensing 56
14
15. CÁC D NG CH P NH HÀNG KHÔNG Ch p nh b ng và nh lý tư ng
Ch p nh b ng là ch p nh có Góc nghiêng t m
Theo v trí tr c quang nh<3
Ch p nh lý tư ng Ch p nh lý tư ng là ch p nh có góc nghiêng
Ch p nh b ng b ng 0
Ch p nh nghiêng
Theo phương th c ch p
Ch p nh ơn
Ch p nh theo tuy n
Ch p nh theo kh i
Tran Trung Anh Photogrammetry and Remote Sensing 57 Tran Trung Anh Photogrammetry and Remote Sensing 58
nh b ng Ch p nh nghiêng v i góc nghiêng nh
Góc nghiêng tr c quang so v i phương dây d i l n
hơn 3 , và trên nh không có ư ng chân tr i
Tran Trung Anh Photogrammetry and Remote Sensing 59 Tran Trung Anh Photogrammetry and Remote Sensing 60
15
16. Ch p nh nghiêng v i góc nghiêng nh Ch p nh nghiêng v i góc nghiêng l n
trên nh có ư ng
chân tr i
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nh có góc nghiêng l n Ch p nh ơn
ư ng chân tr i i m t chính Ch p theo vùng nh theo t ng t m riêng bi t, không có liên k t
hình h c v i nhau gi a các t m nh, dùng i u tra kh o sát 1
vùng nh t nh, do thám quân s , ch p b sung…
Tran Trung Anh Photogrammetry and Remote Sensing 63 Tran Trung Anh Photogrammetry and Remote Sensing 64
16
17. Ch p nh theo tuy n Ch p nh theo tuy n
Ch p nh theo m t tuy n nh s n, gi a các t m nh li n k có
ch m ph lên nhau. Dùng nghiên c u, o c d c theo các a
v t hình tuy n như: tuy n giao thông, ư ng sông, biên gi i…
Tran Trung Anh Photogrammetry and Remote Sensing 65 Tran Trung Anh Photogrammetry and Remote Sensing 66
Ch p nh theo kh i Ch p nh theo kh i
Kh i ch p nh g m nhi u tuy n bay song song cách u nhau, có
ch m ph gi a các nh li n k trong cùng 1 tuy n và ch m ph
gi a các tuy n li n k . ng d ng a m c ích: o v b n …
Tran Trung Anh Photogrammetry and Remote Sensing 67 Tran Trung Anh Photogrammetry and Remote Sensing 68
17
18. Ch p nh theo kh i T l ch p nh trung bình trên nh b ng
Thi t k t l ch p nh
Ma = C*√Mbd
C=100 n 300
1/Ma = f/H
-Ch p nh t l l n:
Ma <=10.000
-Ch p nh t l TB
30.000<Ma <10.000
-Ch p nh t l nh
70.000>Ma > 30.000
Tran Trung Anh Photogrammetry and Remote Sensing 69 Tran Trung Anh Photogrammetry and Remote Sensing 70
ph d c ph d c
Ph n ch p cùng i tư ng ch p gi a 2 t m nh
li n k trong 1 d i bay
Thi t k ph d c:
P=(62+38*h/H)%
KC gi a 2 tâm ch p li n
k trong 1 d i bay
Dx =V.tgc
Dx = Lx[(100-P)/100]*Ma
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18
19. ph ngang ph ngang
Ph n ch p cùng i tư ng ch p gi a 2 t m nh trong
2 d i bay li n k (trong ch p nh kh i)
Thi t k ph ngang:
Q=(30+70*h/H)%
ph ngang sau khi ch p:
Q = (Py/Ly )100%
Kho ng cách d i bay li n k
Dy = Ly [(100-Q)/100]Ma
Tran Trung Anh Photogrammetry and Remote Sensing 73 Tran Trung Anh Photogrammetry and Remote Sensing 74
ph d c và ngang trong kh i nh Thi t k bay ch p
Dx
TDy
Dy
TDx
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19
20. Tính toán thông s bay ch p Các yêu c u khi bay ch p
Ch m ít nh t 50% d i bay i v i ph n di n tích song song
Di n tích khu ch p S = TDy*TDx v i hư ng tuy n bay.
T l nh ch p trung bình Ma =C * √Mbd Ch m ít nh t 1 n 2 áy nh i v i ph n di n tích vuông
Chi u cao bay ch p trung bình H=f*Ma góc v i hư ng tuy n bay.
Tuy n bay ch p nh th c t không l ch kh i tuy n bay thi t
Chi u cao bay ch p tuy t i Hbc = H+H0 k quá 1,5cm trên nh, tương ương v i Ma*0,015 (m) trên
ph d c P=(62+38*h/H)% th c a
cao tuy n bay ch p nh th c t không ư c chênh v i
ph ngang Q=(30+70*h/H)% cao tuy n bay ch p nh thi t k quá ±5%Hbc.
S tuy n bay Nt = TDy/Dy + 1 cong tuy n bay ≤ 3% chi u dài tuy n bay (∆L/L).
S nh trong tuy n bay th i: Nai=TDxi/Dx+3 Góc xoay κ ≤ 50, cá bi t có th κ ≤ 150.
S vòng lư n: nv = Nt Góc nghiêng α ≤ 30 trong ó s góc nghiêng l n hơn 20
không vư t quá 10% t ng s nh trong khu ch p.
Tran Trung Anh Photogrammetry and Remote Sensing 77 Tran Trung Anh Photogrammetry and Remote Sensing 78
Các yêu c u c a phim nh g c Quy trình ch p nh hàng không
Trên phim g c ph i th hi n y m i thông tin k thu t có I. L p thi t k k thu t bay ch p
thi t k trên phim nh: D u khung, ng h và các s hi u
khác ghi nh n th i i m ch p nh. 1. Nhi m v , ph m vi bay ch p
Không mang d u v t như: , b n, hình nh chưa hi n h t, tróc 2. Thu th p tài li u tr c a, b n khu ch p
màng, r , xư c .v.v. cũng như nh ng nhân t làm gi m 3. c i m a lý, dân cư, th i ti t khu ch p
chính xác cho công tác o v a hình và i u v nh.
Bóng mây, bóng râm, các l i che ph lên các y u t av t
4. Thi t k k thu t bay ch p
không che khu t các khu v c quan tr ng như khu dân cư, ga 5. Tính toán giá thành bay ch p
xe l a, v trí ph 3 c a các t nh.
II. T ch c thi công
M t en D m b o 1.0 < D <1.8
chênh v en ∆D m b o 0.5 < ∆D < 1.3 III. Ki m tra, nghi m thu ánh giá ch t
m D0 m b o D0 < 0.2 lư ng tài li u bay ch p
ép ph ng c a phim g c, th sai còn l i t i i m ki m tra
<0,02mm, cá bi t l n nh t <0,03mm.
Tran Trung Anh Photogrammetry and Remote Sensing 79 Tran Trung Anh Photogrammetry and Remote Sensing 80
20
21. Các v n c nn mb t ư c
Nguyên lý thu nh n hình nh
Nguyên lý cơ b n c a máy ch p nh quang h c
B n ch t c a các quá trình x lý hóa nh, các c
trưng c a v t li u nh, phân bi t c a phim
nh s và máy ch p nh s
Ch p nh hàng không
T l ch p nh
Các d ng ch p nh
ph d c, ph ngang
Tính toán thông s ch p nh
Tran Trung Anh k thu t bay ch and và phim nh g c
Yêu c u Photogrammetry p Remote Sensing 81
21