Giáo trình bán hàng chuyên nghiệp giới thiệu tổng quan về kỹ năng bán hàng, người bán hàng chuyên nghiệp, nghiệp vụ bán hàng và chăm sóc khách hàng, tổ chức và quản lý lực lượng bán hàng.
(Nguyễn Đỗ Chiến - DoanhNhanViet.org.vn
BỘ TÀI LIỆU QUẢN TRỊ NHÀ HÀNG – KHÁCH SẠN PROSies Elearning
SIESystem --- Smart Internet Education System
HỆ THỐNG ĐÀO TẠO TRỰC TUYẾN THÔNG MINH
VPGD: Số nhà 136 - Tổ 49/389 - Phường Dịch Vọng Hậu - Quận Cầu Giấy - Hà nội
Website: www.siesystem.edu.vn Facebook: www.facebook.com/sies.elearning
Email: Sies.Contact01@yahoo.com Hotline: 0945.062.863
Để có một đội nhóm bán hàng hùng mạnh, bạn cần xác định rõ vai trò, trách nhiệm của từng nhân viên; có các tiêu chí đo lường kết quả làm việc thật cụ thể (S.M.A.R.T): doanh số, số đơn hàng, tỷ lệ bán hàng thành công,…
Xem chi tiết trên slide: Kỹ năng bán hàng chuyên nghiệp của học viện iNET.
Tham khảo khóa đào tạo: Bán hàng trực tuyến thành công http://inet.edu.vn/khoa-hoc/24/ban-hang-truc-tuyen-thanh-cong.html?affid=2394
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.
Giáo trình bán hàng chuyên nghiệp giới thiệu tổng quan về kỹ năng bán hàng, người bán hàng chuyên nghiệp, nghiệp vụ bán hàng và chăm sóc khách hàng, tổ chức và quản lý lực lượng bán hàng.
(Nguyễn Đỗ Chiến - DoanhNhanViet.org.vn
BỘ TÀI LIỆU QUẢN TRỊ NHÀ HÀNG – KHÁCH SẠN PROSies Elearning
SIESystem --- Smart Internet Education System
HỆ THỐNG ĐÀO TẠO TRỰC TUYẾN THÔNG MINH
VPGD: Số nhà 136 - Tổ 49/389 - Phường Dịch Vọng Hậu - Quận Cầu Giấy - Hà nội
Website: www.siesystem.edu.vn Facebook: www.facebook.com/sies.elearning
Email: Sies.Contact01@yahoo.com Hotline: 0945.062.863
Để có một đội nhóm bán hàng hùng mạnh, bạn cần xác định rõ vai trò, trách nhiệm của từng nhân viên; có các tiêu chí đo lường kết quả làm việc thật cụ thể (S.M.A.R.T): doanh số, số đơn hàng, tỷ lệ bán hàng thành công,…
Xem chi tiết trên slide: Kỹ năng bán hàng chuyên nghiệp của học viện iNET.
Tham khảo khóa đào tạo: Bán hàng trực tuyến thành công http://inet.edu.vn/khoa-hoc/24/ban-hang-truc-tuyen-thanh-cong.html?affid=2394
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.
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 Khái ni m v tăng dày kh ng ch nh (KCA)
Khái quát v các phương pháp tăng dày
Thi t k i m KCA ngo i nghi p
CHƯƠNG 4 Thi t k i m tăng dày
CÔNG TÁC TĂNG DÀY Phương pháp o n i KCA và yêu c u v chính xác
KH NG CH NH Nguyên lý cơ b n c a phương pháp tăng dày kh i tam
giác nh không gian (TGAKG) theo chùm tia
Nguyên lý cơ b n c a phương pháp tăng dày kh i
Tr n Trung Anh TGAKG theo mô hình
B môn o nh và Vi n thám Quy trình cơ b n c a phương pháp tăng dày TGAKG
2
Khái ni m Khái quát v các phương pháp tăng dày
Phương pháp tăng dày tam giác nh gi i
Tăng dày kh ng ch nh (hay phương pháp tam
giác nh không gian) là m t phương pháp t ng Phương pháp tăng dày tam giác nh không gian
h p các bài toán o nh thu nh n ư c t a theo d i bay
các i m kh ng ch trên m t t d a vào các liên Phương pháp tăng dày tam giác nh không gian
k t ph gi a các t m nh (Faig, 1985). (TGAKG) theo kh i các d i bay:
Tăng dày kh ng ch nh là phương pháp d a trên Phương pháp tăng dày TGAKG theo chùm tia
các tính ch t hình h c c a nh o và các nguyên Phương pháp tăng dày TGAKG theo mô hình
lý cơ b n v m i quan h gi a nh o, mô hình Phương pháp tăng dày TGAKG v i các tham s b tr
l p th và mi n th c a xây d ng quan h Phương pháp tăng dày TGAKG có t a tâm ch p o
toán h c, o c trong phòng nh m xác nh to b ng GPS
tr c a c a các i m kh ng ch nh (KCA) Công ngh : TGAKG quang cơ, bán gi i tích,
thay cho ph n l n công tác o c ngoài tr i.
3
gi i tích và TGAKG s 4
1
2. TGAKG quang cơ theo d i bay TGAKG theo kh i các d i bay
5 6
Các lo i i m o trong lư i tăng dày TGAKG Thi t k i m KCA ngo i nghi p
+ i m tăng dày a) Các i m KCA ngo i nghi p ph i kh ng ch ư c toàn b
+ + + + + + + + + + + + + + + (chưa bi t t a di n tích o v . i m KCA ngo i nghi p ph i b trí vào các v
tr c a) trí ít nh t có ph 3 v i các i m n m trên m t tuy n bay,
+ + + + + + + + + + + + + + + ph 4 và 6 v i các i m n m trên hai tuy n bay và cách mép nh
i m KCA không nh hơn 1cm.
ngo i nghi p b) M t và v trí c a các i m KCA ngo i nghi p xác nh
+ + + + + + + + + + + + + + +
cao H trên cơ s chương trình tăng dày n i nghi p ư c s d ng ph i
ư c tính toán m chính xác v t a m t ph ng và
+ + + + + + + + + + + + + + + i m KCA
+ +
cao c a i m chi ti t trên b n .
+
ngo i nghi p c) i m ki m tra ngo i nghi p ư c xác nh v i chính
+ + + + + + + + + + + + + + +
+
t ng h p xác tương ương i m KCA ngo i nghi p. i m ki m tra ph i
+ + + + + + + + + + +
+ XYH b trí vào v trí y u nh t và r i u trong kh i tăng dày, m i kh i
ph i có ít nh t m t i m, v i nh ng kh i l n ph i b o m t 40
Sau khi tăng dày TGAKG, i m tăng dày (+) s có t a
n 60 mô hình có 1 i m.
tr c a 7 8
2
3. hình thi t k i m KCA ngo i nghi p khi hình thi t k i m KCA ngo i nghi p khi
không s d ng t a tâm chi u có s d ng t a tâm chi u
+ + + + + + + + + + + + +
+ + + + + + + + + + + + + + +
M t b trí i m KCA m t Trư ng h p có tuy n bay ch n
ph ng, ư c tính n theo: + + + + + + + + + + + + +
+ + + + + + + + + + + + + + +
mS = 0,25 ⋅ m xy n 3 + + + + + + + + + + + + +
+ + + + + + + + + + + + + + +
+ + + + + +
M t b trí i m KCA + + + + + + +
+ + + + + + + + + + + + + + + cao, ư c tính n theo: + + + + + + + + + + + + +
+ + +
+ + + + + + + + + + + + + + +
+ + + + + + + + + + H+ + + + +
+ + + + + +
mh =
+ + + +
⋅ m pq n 3 + 19n + 48
+
+
+ + + + + + + + + + + + + + +
12,5 ⋅ b +
mS, mh – sai s trung phương m t ph ng, cao i m tăng dày
.
+ + + + + + + + + + + + + + +
mxy, mpq – sai s trung phương o t a
. nh, th sai. + + + + + + + + + + + + + + +
H – cao bay ch p Trư ng h p không có
b – ư ng áy nh
.
tuy n bay ch n + + + + + + + + + + + + + + +
n – s ư ng áy nh gi a các i m kh ng ch nh
.
9 10
Chích và tu ch nh m t ph i nh i m KCA
Ch n, chích, tu ch nh i m KCA ngo i nghi p
ngo i nghi p
a) i m KCA ngo i nghi p ư c ch n ph i t n t i th c a và có
F-48-96-A
hình nh rõ nét trên nh, m b o nh n bi t và chích trên nh v i (6551IV)
N1002 - i m kh ng ch nh m t ph ng
chính xác 0,1 mm. N u i m ch n vào v trí giao nhau c a các a v t (vòng tròn màu ư ng kính 1 cm và
hình tuy n thì góc giao nhau ph i n m trong kho ng t 300 n 1500, N1002
s hi u i m màu ).
n u i m ch n vào a v t hình tròn thì ư ng kính ph i nh hơn H309
0,3mm trên nh. i m KCA ngo i nghi p ph i ch n vào v trí thu n H309 - i m kh ng ch nh cao
ti n cho o n i. 11514 (vòng tròn màu xanh ư ng kính 1 cm,
b) i m KCA ng ai nghi p ph i óng c c g ho c dùng sơn ánh 11521 s hi u i m màu xanh).
d u v trí th c a, m b o t n t i n nh trong th i gian thi công I(HN-HP)7LD N1003 - i m kh ng ch nh t ng
và ki m tra, nghi m thu. N1003 h p m t ph ng và cao (vòng tròn
c) Các i m KCA ngo i nghi p, i m ki m tra ph i chích lên nh ngoài màu ư ng kính 1cm, vòng
kh ng ch t i th c a, ư ng kính l chích không vư t quá 0,15 mm tròn trong màu xanh ư ng kính
trên nh. 0,6cm và s hi u i m màu ).
d) T t c các i m chích lên nh kh ng ch ph i ư c tu ch nh lên
11524, 11521 - i m to qu c gia chích chính xác, chích không
m t ph i và m t trái c a nh. Trên m t ph i nh, các i m ư c khoanh chính xác (tam giác màu c nh 1 cm, s hi u i m màu ).
v trí, ghi tên i m; trên m t trái v sơ ghi chú i m g m sơ t ng I(HN-HP)7LD - i m cao qu c gia (vòng tròn màu xanh lá cây
quan và sơ mô t chi ti t v trí i m. ư ng kính 1cm, s hi u i m màu xanh lá cây)
11 12
3
4. Chích và tu ch nh m t trái nh i m KCA
ngo i nghi p Máy châm chích i m PUK4
N1008 i m kh ng ch m t
N1002
ph ng
H234 - i m kh ng ch
cao.
8,35 - Giá tr cao c a i m.
Ngư i chích: Lê Huy
Ngày chích: 23/4/2008
0,6 – t cao ho c t sâu c a
Chích gi a ngã 3 b ru ng i m
( ư ng kính các vòng tròn
u b ng 3 mm, kích thư c ô
vuông 4cm x 4cm; n i dung tu
H309 0,6 Ngư i chích: Lê Huy ch nh v và ghi chú b ng chì
8,35
Ngày chích: 23/4/2008 en).
Chích góc b ru ng
13 14
Công tác làm d u m c cho i m KCA
Công tác làm d u m c trư c khi bay ch p
ngo i nghi p
. d=0,1mm
. v ch d u 0,5mm n 1mm
15 16
4
5. Thi t k i m tăng dày Ví d : Sơ thi t k i m tăng dày
Các i m tăng dày ph i ch n v trí có hi u nh 1 nh 2 nh 3
ng l p th t t và là a v t rõ nét, cách mép phim 1 4 1 4 7 4 7
không ít hơn 1cm. Không ch n i m vào v trí có D i1
2 5 2 5 8 5 8
thay i d c t ng t, các khu v c bóng cây,
bóng c a a v t khác, các khu v c khuy t t t c a 3 6 3 6 9 6 9
phim nh, các a v t di ng th i i m ch p
nh 6 nh 5 nh 4
nh.
S lư ng và v trí i m tăng dày ph thu c 3 6 3 6 9 6 9
vào l n c a kh i nh, chính xác b n c n 10 12 10 12 14 12 14 D i2
thành l p...v trí i m tăng dày ph i ư c ch n
nh ng ch dùng n i mô hình, n i d i bay ( 11 13 11 13 15 13 15
ph 3, 4, 6). 17 18
Yêu c u chính xác kh i nh Yêu c u chính xác kh i nh
a) Sai s trung phương v trí c a i m tăng dày n i nghi p so v i v trí c a i m
kh ng ch tr c a g n nh t tính theo t l b n thành l p không ư c vư t quá
0,35 mm i v i vùng ng b ng và vùng i, 0,5 mm i v i vùng núi, núi cao và
vùng n khu t. c) Sai s trung phương v trí m t ph ng và cao
b) Sai s trung phương v cao c a i m tăng dày n i nghi p so v i cao c a c a các i m kh ng ch nh ngo i nghi p sau bình sai
i m kh ng ch tr c a g n nh t tính theo kho ng cao u ư ng bình cơ b n
không ư c vư t quá các giá tr trong b ng sau: kh i tăng dày ph i b o m v m t ph ng không vư t
Kho ng Sai s trung phương cao c a i m tăng dày n i nghi p quá 0,2 mm tính theo t l b n , v cao không
cao u 1:2000, 1:5000 1:10000 1: 25000 1:50000 vư t quá 1/4 kho ng cao u cơ b n.
d) S chênh gi a to , cao tăng dày và to ,
0,5m và 1m 1/4
cao o ngo i nghi p c a các i m ki m tra không
2,5 m 1/4 1/4 1/4 vư t quá 0,4 mm trên b n v m t ph ng và 1/2
5m 1/4 1/4 1/4 1/4 kho ng cao u cơ b n v cao.
10 m 1/3 1/3
20, 40 m 1/3
19 20
5
6. Yêu c u chính xác kh i nh o n i i m KCA ngo i nghi p
) Sai s gi i h n v trí m t ph ng và cao c a i m tăng dày n i a) i m kh ng ch nh ngo i nghi p ph i ư c o n i v i ít nh t
nghi p quy nh là hai l n các sai s t i kho n b m c này. Sai s l n 2 i m t a và cao qu c gia.
nh t không ư c vư t quá sai s gi i h n và s lư ng các sai s có giá b) Sai s trung phương v trí m t ph ng c a i m kh ng ch nh
tr vư t h n sai nhưng nh hơn sai s gi i h n không ư c vư t quá: ngo i nghi p so v i v trí i m t a qu c gia g n nh t sau bình sai
V m t ph ng: 5% t ng s các trư ng h p; tính theo t l b n thành l p không vư t quá 0,1 mm vùng quang
V cao: 5% t ng s các trư ng h p i v i vùng ng b ng, vùng ãng và 0,15 mm vùng n khu t.
i; 10% t ng s các trư ng h p i v i vùng núi, núi cao và vùng n c) Sai s trung phương cao c a i m kh ng ch nh ngo i
khu t. nghi p sau bình sai so v i i m cao qu c gia g n nh t không vư t
Trong m i trư ng h p, các sai s nêu trên không ư c mang tính h quá 1/10 kho ng cao u ư ng bình cơ b n vùng quang ãng và
th ng. 1/5 kho ng cao u ư ng bình cơ b n vùng n khu t.
Sai s ti p biên kh i d) Vi c o n i i m kh ng ch nh ngo i nghi p b ng máy GPS,
T i các i m tăng dày n i nghi p chung c a hai kh i li n k s chênh máy toàn c i n t , máy kinh vĩ ph i tuân theo quy nh k thu t áp
trung bình không ư c vư t quá 0,4 mm tính theo t l b n v m t d ng i v i t ng lo i thi t b .
ph ng, 1/2 kho ng cao u ư ng bình cơ b n v cao. e) Lư i kh ng ch nh ngo i nghi p ph i ư c tính toán và bình
sai trong h to qu c gia VN-2000, h cao qu c gia Vi t Nam.
21 22
Nguyên lý cơ b n c a phương pháp Nguyên lý cơ b n c a phương pháp
tăng dày TGAKG theo mô hình tăng dày TGAKG theo chùm tia
ơn v hình h c
ơn v hình h c cơ cơ b n là chùm
b n là mô hình l p th tia c a nh ơn
23 24
6
7. Quy trình c a phương pháp tăng dày N i dung c n n m b t ư c
TGAKG
Chu n b tư li u nh
T i sao ph i tăng dày KCA
Nhi m v , s n ph m c a tăng dày KCA
Thi t k i m KCA nh hư ng trong Thông s camera Các phương pháp tăng dày TGAKG
o n i i m KCA o các i m tăng Thi t k i m KCA ngo i nghi p
nh hư ng tương i dày cùng tên
ngo i nghi p Thi t k i m tăng dày
o các i m tăng
Liên k t d i bay dày liên k t d i bay Yêu c u v chính xác trong tăng dày TGAKG
o các i m KCA
Y u t hình h c cơ b n c a phương pháp tăng dày
nh hư ng tuy t i ngo i nghi p TGAKG theo chùm tia và theo mô hình.
Theo chùm tia
Bình sai kh i TGAKG
Quy trình cơ b n c a phương pháp tăng dày
Theo mô hình TGAKG
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