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TEHNICAL UNIVERSITY “GH.ASACHI” IASIFACULTY OF CONSTRUCTION AND INSTALATIONS
DIPLOMA PROJECT
ADVISOR:
DR. ING. PETRU MIHAI
GRADUATE: BĂLINIŞTEANU IULIAN
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IASI -2007-
TABLE OF CONTENTS
WRITTEN PARTS:
CHAPTER 1: TECHNICAL REPORTS CHAPTER 2: LOAD COMPUTATION
o DEAD LOADSo LIVE LOADSo SNOW LOADSo SEISMIC LOADS
CHAPTER : STRUCTURAL ANALYSIS !"#$%& ROBOT
MILLENIUM' CHAPTER (: DESIGN OF A STRUCTURAL ELEMENT CHAPTER ): THE COMPUTATION OF A FOUNDATION CHAPTER *: THERMAL DESIGN
o THERMAL DIMENSIONING VERIFICATIONo GLOBAL COEFFICIENT OF THERMAL INSULATION
CHAPTER +: CONCRETE WOR,S CHAPTER -: BILL OF UANTITIES CHAPTER /: BILL OF PRICES
CHAPTER 10: SAFETY IN ECAVATIONS
DRAWN PARTS:
GROUN FLOOR PLAN FIRST FLOOR PLAN SECTION PLAN
MAIN FAADE LATERAL FAADE RIGHT FOUNDATION PLAN ISOLATED FOUNDATION PLAN GIRDER FORMWOR, AND REINFORCEMENT COLLUMN LAYOUT PLAN
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SLAB FORMWOR, AND REINFORCEMENT GIRDER FORMWOR, AND REINFORCEMENT A 23 A 3 A ( GIRDER FORMWOR, AND REINFORCEMENT A 13A )
CHAPTER 1
TECHNICAL REPORT
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1. L4567$4% 8&94;<#$56= 5;6>6579>$#7$5#
The building is designated to an production hall P+1 and is located in the Iassy district.
The district Iassy is situated according to the !ode P100"#2 in the seis$ic co$putation%one ! characteri%ed through & s ' 020 and Tc ' 10 s( the ob)ecti*e is located in the III-rdi$portance class or ,hich ' 10 nor$al i$portance construction/.
According to the geotechnical study the location is stabile and presents the ollo,ingstratiication- dirt illings ,ith the thic&ness o 170 " 1#0$ *ariable " consolidated(- at clay blac& bro,n plastic at an thic&ness o 0 " 0$(- silty dust ,ith sand passing ,ith the thic&ness o 0 " 0$(- based $arny clay situated at o*er 100$.
4or si%ing the oundations the oundation soil carrying capacity is co$puted accordingto the 330052-6 !ode it resulted
- or loads ro$ the unda$ental loads grouping Pli$it '10 &Pa- or loads ro$ the special loads grouping P critical '200 &Pa co$puted or oundations o 100$ ,idth and oundations depths o 200 $ ro$ the !T.
The seasoned subterranean ,ater ,ith an *ariable le*el is situated at the depth o $ro$ the !T.
2. T;9 >9#$#76%59 #7>"57">9
2.1. I%?>6#7>"57">9
At the choosing o the oundation syste$ there ,ere respected the speciications o the !ode P
112-200.8a*ing in sight the oundation soil characteristics and the constructi*e syste$s o theconstruction body it ,as adopted the ollo,ing oundation type-9:I;<I= P+ 14 P>?<:!TI? A< ST?A>=@ SPA!@S isolated oundations type bloc& and pad ,ith the pad height o 0 c$ and the bloc& has the height o 120 c$ $ade ,itht,o steps ,ith the height o 0 c$( the concrete used is !16522. in the pad and !16522. (
2.2. S"9>#7>"57">9
9:I;<I= P+ 14 P>?<:!TI? A< ST?A>=@ SPA!@S reinorced concrete ra$estructure ,ith colu$ns o 0 0 c$ girders o 30 0 c$ and slabs ,ith 1 c$ thic&ness (
the concrete class used is !1520(
. C4@9# "#9@ $% #$$%& 6%@ 6$%& 4? 7;9 #7>"57">6= 9=99%7#
!?<@ 330052-6 The co$putation o the oundation soil in case o direct ooting(P 10-1#6 The code or designing and eecution the ,or&s or direct ootings in
constructions.
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P100-1##2 Anti-earthBua&e designing o social constructions-cultural o lats agro-%ootechnical and industrial co$pleted ,ith the attach$ent = 1##/(
@ 01251### !ode o practice or reinorced concrete ele$ents!?<@ 101075 0-#0 !i*il constructions industrials and agricultural.The co$putation and the $a&ing o concrete structural ele$ents reinorced and
prestressed concrete( P 007-#7 <esigning !ode or reinorced concrete ra$e structures (P6 " 1## !ode o designing or constructions ,ith reinorced concrete structural
,alls.
(. S76%@6>@# 4? 4> >47957$4%
" >epublican standards o ,or& protection elaborated by the Cinistry o Dor& and theCinistry o 8ealth no. 3 and 051#7( no. 110 Ei 3#5 1#77.
" =eneral standards o protection against ire at constructions and installations " <ecreed2#0 - 1#77
" Standard P.S.I. - P.1165 ##. " ;a, #05 # " edited by C.C.P.S.
" =eneral ,or& protection standard - 1##0 - edited by C.C.P.S. and the Cinistry o8ealth.
" Speciic ,or& protection standards edition 1## co$pleted ,ith the >ules regardingthe protection and the hygiene o ,or& in constructions 1##3 C;PAT/.
" Cethodical standards or applying the ,or& protection la, 1##0 - C.C.P.S. ?ther regulations regarding Dor& Protection Dor& 8ealth and PSI in action at this
ti$e are $andatory and replace5co$plete the ones abo*e .
). R9549%@67$4%#It is i$posed the necessity o abiding the eecution speciics technical standards o ,or&
security and protection against ires.Any discrepancy bet,een the dra,ings o the dierent specialties bet,een the dra,ings
and ield ,ill be co$$unicated to the strength designer or chec&ing and sol*ing .Any alteration to,ards the pro)ect ,ithout the consent o the designer clears the
designer o any responsibility.
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CHAPTER 2
LOAD COMPUTATION
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2.1 SNOW LOAD
α
[ο]
k
-
γ
[kN/m3]
b
[m]
ce
-
ct
-
s0,k
[kN/m2]
µ1(α)
-
µ2(α)
-
2 2.50 3.00 2.00 1.00 1.00 2.50 0.80 0.85
Characteristic values artial sa!et" c#e!!icie$ts
sk0,5µ1
[kN/m2]
skµ2
[kN/m2]
skme%
[kN/m2]se
[kN/m]&s
[kN/m]γ &-
ψ 0,i
-
ψ 1,1
-
ψ 2,i
-
1.00 2.13 2.00 3.' 0.15 1.5 0.' 0.5 0.
*#a% t"+e
C#m+utati#$ value *- !u$%ame$tal r#u+i$C#m+utati#$ values *-s+ecial r#u+i$
sk,&0,5µ1
[kN/m2
]
sk,&µ2
[kN/m2
]
sk,&me%
[kN/m
2
]
se,&
[kN/m]
&s,&
[kN/m]
sk,0,5µ1
[kN/m2
]
sk,µ2
[kN/m2
]
sk,me%
[kN/m
2
]
se,
[kN/m]
&s,
[kN/m]re%#mi$a$t l#a% 1.50 3.20 3.00 5. 0.22 - - - - -
imulta$eus l#a% 1.05 2.2 2.10 3.8 0.1 0.0 0.85 0.80 1.52 0.0
*#a% t"+e
+l#itati#$ characteristic r#u+i$ * &reue$t e+l#itati#$ r#u+i$ *
sk,0,5µ1
[kN/m2]
sk,µ2
[kN/m2]
sk,me%
[kN/m2]se,
[kN/m]&s,
[kN/m]sk,!
0,5µ1
[kN/m2]
sk,! µ2
[kN/m2]
sk,! me%
[kN/m2]se,!
[kN/m]&s,!
[kN/m]
re%#mi$a$t l#a% 1.00 2.13 2.00 3.' 0.15 0.50 1.0' 1.00 1.0 0.0'
imulta$e#us l#a% 0.'0 1. 1.0 2.5 0.10 0.0 0.85 0.80 1.52 0.0
*#a% t"+e i+
Cvasi+erma$e$t e+l#itati#$ r#u+i$ *
sk,c0,5µ1
[kN/m2]sk,c
µ2
[kN/m2]sk,c
me%
[kN/m2]se,c
[kN/m]&s,c
[kN/m]
imulta$e#us l#a% 0.0 0.85 0.80 1.52 0.0
2.2 ROOF LOADS
Nr.crt.
*#a% $ameγ
[%aN/m3]
hick$ess[m]
N#rmatvalues
$C#m+utati#$
values
1. recast m#saic +lates 200 0,03 '8,0 1,35 105,32. a$% be% 100 0,02 32,0 1,35 3,2
3. r#tecti#$ c#+i$ 2200 0,05 110,0 1,35 18,5
. 4"%r#-i$sulati#$ - 3C67 1',5 1,35 23,
5. u++#rt c#+i$ 2200 0,03 ,0 1,35 8,1
. 7C therm#-i$sulati#$ '00 0,10 '0,0 1,35 ,5
'. &umes barrier - 1C617 5,0 1,35 ,'5
8. l#+e c#$crete 100 0,10 10,0 1,35 18,0
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. ei$!#rce% c#$crete slab 2500 0,15 3'5,0 1,35 12,5
10. &ake ceili$ - - 50,0 1,35 135
9* :: *9: 3,5 - 102',5
11. *ive l#a% - - '5,0 0,0 1,50 112,5
12. $#; l#a% - - 80 200,0 0,0 1,50 300
9* *9:
BearthBua&e $#rmat
-
c#m+utati#$
8 115 13'.5
2.3 LOADS FROM THE CURENT WARM FLOOR
r.crt.
;oad na$eγ
Fda5$3GThic&ness
F$G or$at *alues n
!o$putation*alues
1.!utting area +support
layer - - #00 13 121.
2.
>einorced concrete
slab 200 010 200 13 337.3. 4a&e ceiling - - 00 13 13. Tearing ,alls - - 100 13 202.
T?TA; <@A< ;?A<S #00 - 7#.
.;IH@ ;?A< - - 2000
00
10 300.0
T?TA; ;?A<SBearthBua&e Bnor$at
-Bco$putation
730 7#0 10#.
2.4 LOADS FROM THE CURENT COLD FLOOR
r.crt.
;oad na$eγ
Fda5$3GThic&nessF$G
or$at *alues n!o$putation*alues
1. Cosaic - - 1000 1.3 13.0
2.>einorced concreteslab 200 010 200 1.3 337.
3. 4a&e ceiling 1#00 001 1#0 1.3 #3.1 T?TA; <@A< ;?A<S 1#0 - .
. ;i*e load - - 3000 0.0 1.0 0.0T?TA; ;?A<S
BearthBua&e Bnor$at
-Bco$putation
2# 71# 101.
6
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CHAPTER 3
STRUCTURAL ANALYSIS
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TITLE PAGE
D$=46 P>4957
A"7;4> : B6=$%$#796%" I"=$6%
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Structure View
X Y
Z
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Diagrams
X Y
Z
FXc FXt 500
FY 100kN
FZ 100kN
X
Y
Z
MX 10kN
MY 100kNMZ 100kN
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10 1 !C' !CC' 1.03 #.66 .03 11.3 1.2 0.0# 1 1 0.00 1.02 777.36 -1.2 0.00 0.00 1 2 0.00 0.11 30.26 -0.1 0.00 0.00 1 0.00 0.2 .# -0.2# 0.00 0.00 1 ( 0.00 -1.2 1##.7# 1. 0.00 -0.00 1 ) 0.00 -0. 76.0 0. 0.00 -0.00 1 + SRSS 7.3 0.00 0.06 0.01 1#2.27 0.02
1 - SRSS 0.01 7.0 21.20 16.3 0.01 0.00 1 / SRSS 0.0 1.16 7.33 1.37 0.07 0.00 1 10 !C' 0.00 -1.01 133.62 1.12 0.00 -0.00 1 11 !C' !CC' 7.36 0.02 110. 1.21 1#2.33 0.02 1 12 !C' !CC' 0.0 7.77 111#.7 1#.6 0.0 0.00 1 1 !C' !CC' .01 .12 10#.61 120.2 13.## 0.02 1* 1 3.22 0.2 3.2 -0.7 3.2 -0.01 1* 2 0.6# 0.07 12.#0 -0.06 1.00 -0.00 1* 1.6# 0.1 27.3 -0.17 2.1 -0.00 1* ( -1.6 -0.77 66. 0.#0 -1#.30 0.00 1* ) -.1 -0.30 3.60 0.3 -7.6 0.00 1* + SRSS 2.1 0.03 2.#1 0.07 17.3 0.03 1* - SRSS 0. 70.2 10.2# 11.13 0.73 0.07
1* / SRSS 2.2# 0.6 27.#0 0.6 2.2 0.01 1* 10 !C' -2.# -0. 707.63 0. -2#.63 -0.02 1* 11 !C' !CC' #.3 0.06 2.6 0.# 10.13 0.02 1* 12 !C' !CC' -12.6 70. 17.1 11.6# -1.11 0.0 1* 1 !C' !CC' 30.7 #.#0 .01 11. 106.1 0.0 1/ 1 -2.#6 -0.00 30.03 0.00 -2.#6 0.00 1/ 2 -0.6 0.00 12.17 -0.00 -0.#7 0.00 1/ -1.62 0.00 2.#7 -0.00 -2.0 0.00 1/ ( 1.13 -0.00 6.60 0.00 16.77 -0.00 1/ ) .3 -0.00 33.32 0.00 7.36 -0.00 1/ + SRSS 2.22 0.01 1.6 0.01 17.77 0.00 1/ - SRSS 0.00 #.73 0.0 10.3 0.01 0.07 1/ / SRSS 1. 0.03 20.33 0.0 1.7 0.00 1/ 10 !C' 2.3 -0.00 7.# 0.00 2#.30 -0.00
1/ 11 !C' !CC' 7#.3 0.03 36.17 0.0 1#.1 0.00 1/ 12 !C' !CC' 17.13 #.#2 6.73 10.3 20.36 0.07 1/ 1 !C' !CC' 0.6 #. 1.6 113.6 13.#3 0.0 22 1 0.00 -0.00 70. 0.00 0.00 0.00 22 2 -0.00 0.00 26.2 -0.00 0.00 0.00 22 -0.00 0.00 1.07 -0.00 -0.00 0.00 22 ( 0.00 -0.00 1#1. 0.00 0.00 -0.00 22 ) 0.00 -0.00 7.23 0.00 0.00 -0.00 22 + SRSS 7.3 0.00 0.07 0.01 1#2. 0.00 22 - SRSS 0.00 7.2 0.10 17.16 0.01 0.00 22 / SRSS 0.02 0.03 6.3 0.0 0.0 0.00 22 10 !C' 0.00 -0.00 12.3 0.00 0.00 -0.00 22 11 !C' !CC' 7. 0.02 103. 0.03 1#2.0 0.00 22 12 !C' !CC' 0.03 7.71 103.0 17. 0.0 0.00
22 1 !C' !CC' .0 3.3 1033.#6 116.3# 13.10 0.00 2) 1 2.#6 0.00 30.03 -0.00 2.#6 0.00 2) 2 0.6 0.00 12.17 -0.00 0.#7 0.00 2) 1.62 0.00 2.#7 -0.00 2.0 0.00 2) ( -1.13 -0.00 6.60 0.00 -16.77 -0.00 2) ) -.3 -0.00 33.32 0.00 -7.36 -0.00 2) + SRSS 2.21 0.00 1. 0.01 17.7 0.00 2) - SRSS 0.01 #.73 0.0 10.3 0.01 0.07 2) / SRSS 1.# 0.01 20.6 0.03 1.61 0.00 2) 10 !C' -2.3 -0.00 7.# 0.00 -2#.30 -0.00
1
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2) 11 !C' !CC' #. 0.02 36.13 0.03 10.31 0.00 2) 12 !C' !CC' -12.77 #.#1 6.73 10.2 -1. 0.07 2) 1 !C' !CC' 30.7 #.3 1.6 113. 106.10 0.0 2- 1 -3.22 -0.2 3.2 0.7 -3.2 -0.01 2- 2 -0.6# -0.07 12.#0 0.06 -1.00 -0.00 2- -1.6# -0.1 27.3 0.17 -2.1 -0.00 2- ( 1.6 0.77 66. -0.#0 1#.30 0.00
2- ) .1 0.30 3.60 -0.3 7.6 0.00 2- + SRSS 2.16 0.03 2.## 0.0 17. 0.03 2- - SRSS 0. 70.1 10.31 11.12 0.73 0.07 2- / SRSS 2.2 0.# 27.7 0.# 2. 0.01 2- 10 !C' 2.# 0. 707.63 -0. 2#.63 -0.02 2- 11 !C' !CC' 7#.7 0.0 2.6 0.17 1#.7 0.02 2- 12 !C' !CC' 17.#0 71.0 17. 11. 21.30 0.0 2- 1 !C' !CC' 1.07 0.31 .02 11.13 1.6 0.0 1 1 -0.00 -1.02 777.36 1.2 -0.00 0.00 1 2 -0.00 -0.11 30.26 0.1 -0.00 0.00 1 -0.00 -0.2 .# 0.2# -0.00 0.00 1 ( 0.00 1.2 1##.7# -1. 0.00 -0.00 1 ) 0.00 0. 76.0 -0. 0.00 -0.00
1 + SRSS 7.3 0.01 0.0 0.01 1#2.26 0.02 1 - SRSS 0.01 7.0 21.2 16.3 0.02 0.00 1 / SRSS 0.03 1.1 7.1 1.3 0.0 0.00 1 10 !C' -0.00 1.01 133.62 -1.12 0.00 -0.00 1 11 !C' !CC' 7.3 1.0 110.2 0.0 1#2.30 0.02 1 12 !C' !CC' 0.02 77.60 111#.6# 16.70 0.03 0.00 1 1 !C' !CC' .00 .1 10#.66 11#.11 13.# 0.02 ( 1 3.22 -0.2 3.2 0.7 3.2 0.01 ( 2 0.6# -0.07 12.#0 0.06 1.00 0.00 ( 1.6# -0.1 27.3 0.17 2.1 0.00 ( ( -1.6 0.77 66. -0.#0 -1#.30 -0.00 ( ) -.1 0.30 3.60 -0.3 -7.6 -0.00 ( + SRSS 2.16 0.03 2.#3 0.0 17. 0.03 ( - SRSS 0. 70.2 10.2# 11.13 0.73 0.07
( / SRSS 2.2 0. 27.6 0. 2. 0.01 ( 10 !C' -2.# 0. 707.63 -0. -2#.63 0.02 ( 11 !C' !CC' #.32 0.6 2.# 0.1 10.06 0.0 ( 12 !C' !CC' -12.2 71.03 17.# 11. -1.16 0.0# ( 1 !C' !CC' 30. 0.31 .06 11.12 106.11 0.06 + 1 -1.2 0. 166.77 -0.# -1.3 -0.11 + 2 -0. 0.27 .7 -0.31 -0.0 -0.01 + -0.# 0.7 12.10 -0. -1.07 -0.01 + ( 7.## -.21 3#.7 .07 #.26 0.01 + ) 3.1 -2.0 1.2 2.36 3. 0.01 + + SRSS 6.07 0.0 0.20 0.3 170.# 0.2# + - SRSS 0.77 7.72 .36 1.1 1.03 0.31 + / SRSS 1.7 0.#0 1.0 1.02 1. 0.02 + 10 !C' 12.00 -6.1 30.11 10.13 1.6 -0.1
+ 11 !C' !CC' . -.2 2#1.11 7.1 160.7 0.21 + 12 !C' !CC' #.1 3.2# 30.16 13.37 11.22 0.23 + 1 !C' !CC' #.7 3.1 31.10 110.72 131.10 0.3 (0 1 -0.00 0.73 371.3 -0.2 -0.00 -0.00 (0 2 -0.00 0. 13.01 -0.1 -0.00 -0.00 (0 -0.00 1.1 27.7 -1.30 -0.00 -0.00 (0 ( -0.00 -11. 66.7 13. -0.00 -0.00 (0 ) -0.00 -.3 3.6 .26 -0.00 -0.00 (0 + SRSS #.17 0.00 0.03 0.01 163.# 0.0 (0 - SRSS 0.01 1.#7 70.26 11.2# 0.02 0.00
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(0 / SRSS 0.03 1.#0 3. 2.16 0.03 0.00 (0 10 !C' -0.00 -1#.6 71.01 23.2# -0.00 -0.00 (0 11 !C' !CC' #.1# -10.63 12.60 1.# 163.72 0.0 (0 12 !C' !CC' 0.03 1.3 62.3 17.1 0.0 0.00 (0 1 !C' !CC' 6.#3 32.7 3.6# 122. 12#.#1 0.0 ( 1 1.2 0. 166.77 -0.# 1.3 0.11 ( 2 0. 0.27 .7 -0.31 0.0 0.01
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P9>6%9%766549>$#
M4@9 S" 4? 6=. 0.00 0.00 ##.3 0.00 0.00 0.00 S" 4? >965. 0.00 0.00 ##.3 31.06 -3#331.77 -0.00 S" 4? ?4>5. 0.0 0.0 -##.3 -31.06 3#331.77 0.0 C;95 6=. 0.00 0.00 -0.00 -0.00 -0.00 -0.00 P>95$#$4% .07726e-
0131.27e-
026 C6#9 2 U7$=6
A549>$# M4@9 S" 4? 6=. 0.00 0.00 213.6 -0.00 0.00 0.00 S" 4? >965. 0.00 0.00 213.6 230#.7 -111.3 -0.00 S" 4? ?4>5. 0.0 0.0 -213.6 -230#.7 111.3 0.0 C;95 6=. 0.00 0.00 -0.00 -0.00 -0.00 -0.00 P>95$#$4% #.76##e-
01.77e-
02# C6#9 66@6
M4@9 S" 4? 6=. 0.00 0.00 .1# -0.00 0.00 0.00 S" 4? >965. 0.00 0.00 .1# #2.67 -3010.67 -0.00 S" 4? ?4>5. 0.0 0.0 -.1# -#2.67 3010.67 0.0 C;95 6=. 0.00 0.00 -0.00 -0.00 -0.00 -0.00 P>95$#$4% 1.772e-
01.23e-
02#
C6#9 ( P9>6%9%76=6%#9"
M4@9 S" 4? 6=. 0.00 -0.00 11.2 0.00 0.00 -0.00 S" 4? >965. 0.00 -0.00 11.2 173.2 -#76.32 -0.00 S" 4? ?4>5. 0.0 0.0 -11.2 -173.2 #76.32 0.0 C;95 6=. 0.00 -0.00 0.00 0.00 -0.00 -0.00 P>95$#$4% 3.0##e-
01#.6#7#3e-
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S" 4? ?4>5. #73.10 0.11 -7337. -7#23.6 030.0 1006.7 C;95 6=. 1#.11 0.22 #6.1 10.0 1602.12 21017. P>95$#$4% .36372e-
0032.22336e+00
0 C6#9 12 S9$# Y
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S" 4? 6=. 22. 101.7 672.2 236.1 2.31 1.77 S" 4? >965. 0.2 1007.3# 630.## ##.#1 -616.61 0.3# S" 4? ?4>5. 0.16 1007.36 -7337.72 -73277.3 612.3# 6.#6 C;95 6=. 0.2 201.77 #6.27 223#2. 3#3.6 132##.3 P>95$#$4% #.70#60e-
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0 C6#9 1 S9$#
() M4@9 S" 4? 6=. 703. 716.6 67#7.# 17. 1#13.2 2.2 S" 4? >965. 67.# 712.2 61.1# #23#1.12 -2.# 12130. S" 4? ?4>5. 66.01 712.2 -77#.26 -7.2 7##0.72 1212#.## C;95 6=. 137.# 12.0 6.#1 163.70 127.2 220.3 P>95$#$4% 7.101#3e-
0032.37#0e+00
0
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orces: values
- Cases: 1to5 7to13
B6>N4@9C6#9M4@9 F !N' FY !N' F !N' M !N' MY !N' M !N'
1 1 1 166.77 -0. 1.2 0.11 -1.3 -0.# 1 1 2 .7 -0.27 0. 0.01 -0.0 -0.31 1 1 12.10 -0.7 0.# 0.01 -1.07 -0. 1 1 ( 3#.7 .21 -7.## -0.01 #.26 .07 1 1 ) 1.2 2.0 -3.1 -0.01 3. 2.36 1 1 + SRSS 0.20 0.1 6.0 0.2# -170.7 0. 1 1 - SRSS .2 7.73 0.7 0.31 -1.02 1.1 1 1 / SRSS 1.6 0.# 1.3 0.02 -1.7 1.10 1 1 10 !C' 30.11 6.1 -12.00 0.1 1.6 10.13 1 1 11 !C' !CC' 2#1.02 .33 1.63 0.1 -12.70 7.#
1 1 12 !C' !CC' 30.12 3.6 -.7 0.3 .61 13. 1 1 1 !C' !CC' 31.0 .#7 3.# 0. -113.06 110.76 1 2 1 171.0 -0. 1.2 0.11 3.#6 1.3# 1 2 2 .7 -0.27 0. 0.01 1.07 0. 1 2 12.10 -0.7 0.# 0.01 2.2# 1.3 1 2 ( 3#.7 .21 -7.## -0.01 -16.7 -12.1 1 2 ) 1.2 2.0 -3.1 -0.01 -7.3 -.76 1 2 + SRSS 0.20 0.1 6.0 0.2# -32.7 0.76 1 2 - SRSS .2 7.73 0.7 0.31 -1.7 .22 1 2 / SRSS 1.6 0.# 1.3 0.02 -3. 2.21 1 2 10 !C' 32.#3 6.1 -12.00 0.1 -27.1 -1#.6 1 2 11 !C' !CC' 273.6 .33 1.63 0.1 -2.13 -#.61 1 2 12 !C' !CC' 266.# 3.6 -.7 0.3 -20.7 .21 1 2 1 !C' !CC' 2#7.6# .#7 3.# 0. -2.71 2#. 2 2 1 12#.7# 23. -3. -0.22 3#.1 2.2# 2 2 2 . 1.0 -1.7 -0.01 1.33 0.#0 2 2 11.6 2.27 -3. -0.02 2.6 1.#2 2 2 ( 0.76 3.3 -.7 -0.00 1.#2 #.#6 2 2 ) 0.31 1.31 -1.67 -0.00 .6 3.#2 2 2 + SRSS 17.#2 0.6 31.6 0.06 -.07 0.# 2 2 - SRSS 22.71 30.3 1.61 0.1 -1.60 1.3 2 2 / SRSS 1.7 3.06 .#0 0.0 -3. 2.7 2 2 10 !C' 1#.1 1.6 -3.66 -0.3 6.0 7.73 2 2 11 !C' !CC' 1.# 31.1 -7. -0.12 6.# 1.2 2 2 12 !C' !CC' 1#.06 1.26 -36. -0.03 3.07 62.3 2 2 1 !C' !CC' 171.#0 1.#7 -17.3# -0.03 21.61 70.1 2 1 112.2 23. -3. -0.22 -66.7 -.10
2 2 . 1.0 -1.7 -0.01 -.1 -2.63 2 11.6 2.27 -3. -0.02 -#.2 -.03 2 ( 0.76 3.3 -.7 -0.00 -1.70 -1.73 2 ) 0.31 1.31 -1.67 -0.00 -0.7 -0.6 2 + SRSS 17.#2 0.6 31.6 0.06 -. 0.#6 2 - SRSS 22.71 30.3 1.61 0.1 -.73 .7# 2 / SRSS 1.7 3.06 .#0 0.0 -13.0 6.31 2 10 !C' 171.33 1.6 -3.66 -0.3 -137. -66.1 2 11 !C' !CC' 17.2 31.1 -7. -0.12 -170.61 -3.21 2 12 !C' !CC' 11.#1 1.26 -36. -0.03 -107.7 11.6
1#
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2 1 !C' !CC' 1.73 1.#7 -17.3# -0.03 -10.1 -6.7 ( 1 371.3 -0.73 -0.00 -0.00 0.00 -0.2 ( 2 13.01 -0. -0.00 -0.00 0.00 -0.1 ( 27.7 -1.1 -0.00 -0.00 0.00 -1.30 ( ( 66.7 11. 0.00 -0.00 -0.00 13. ( ) 3.6 .3 0.00 -0.00 -0.00 .26 ( + SRSS 0.03 0.00 #.1 0.0 -163. 0.01
( - SRSS 70.30 1.#7 0.00 0.00 -0.01 11.2# ( / SRSS 3.37 1.# 0.07 0.00 -0.12 2.2 ( 10 !C' 71.01 1#.6 0.00 -0.00 -0.00 23.2# ( 11 !C' !CC' 12.0 13. #.21 0.0 -163.7 1.## ( 12 !C' !CC' 62.1 7.71 0.0 0.00 -0.10 17. ( 1 !C' !CC' 3.7 7.0# 6.#3 0.0 -12#.#2 122.6 ) 1 3.2 -0.73 -0.00 -0.00 0.00 1.#3 ) 2 13.01 -0. -0.00 -0.00 -0.00 1.2 ) 27.7 -1.1 -0.00 -0.00 -0.00 2.# ) ( 66.7 11. 0.00 -0.00 0.00 -2.# ) ) 3.6 .3 0.00 -0.00 0.00 -10.# ) + SRSS 0.03 0.00 #.1 0.0 -6.3 0.01 ) - SRSS 70.30 1.#7 0.00 0.00 -0.01 .61
) / SRSS 3.37 1.# 0.07 0.00 -0.1 .# ) 10 !C' #1.63 1#.6 0.00 -0.00 0.00 -.1 ) 11 !C' !CC' #.3 13. #.21 0.0 -6.7 -2.# ) 12 !C' !CC' .#6 7.71 0.0 0.00 -0.11 1. ) 1 !C' !CC' 3.6 7.0# 6.#3 0.0 -1.3 21.0 ( ) 1 270.7 #. 0.00 -0.00 -0.00 .#2 ( ) 2 12.#2 2.31 0.00 -0.00 -0.00 2.02 ( ) 27.7 .#2 0.00 0.00 -0.00 .30 ( ) ( 0.# 7.6 0.00 -0.00 -0.00 22. ( ) ) 0.1# 3.0# 0.00 -0.00 -0.00 6.#0 ( ) + SRSS 0.03 0.00 0.7# 0.16 -#2.06 0.01 ( ) - SRSS 2#.66 36.3 0.01 0.00 -0.02 .0 ( ) / SRSS 3.32 7.10 0.06 0.00 -0.10 .6# ( ) 10 !C' 07.6 6#.36 0.00 -0.00 -0.00 12.6
( ) 11 !C' !CC' 30#.6 .01 0.61 0.16 -#2.1 66. ( ) 12 !C' !CC' 337.62 10.73 0.0 0.00 -0.06 1.20 ( ) 1 !C' !CC' 321. #1.76 3.00 0.13 -.1 12.2 ( * 1 23.0 #. 0.00 -0.00 0.00 -117.1 ( * 2 12.#2 2.31 0.00 -0.00 0.00 -.0 ( * 27.7 .#2 0.00 0.00 0.00 -12.#1 ( * ( 0.# 7.6 0.00 -0.00 0.00 -.67 ( * ) 0.1# 3.0# 0.00 -0.00 0.00 -1.#1 ( * + SRSS 0.03 0.00 0.7# 0.16 -120.6 0.01 ( * - SRSS 2#.66 36.3 0.01 0.00 -0.02 60.2# ( * / SRSS 3.32 7.10 0.06 0.00 -0.17 16.#6 ( * 10 !C' 36.3# 6#.36 0.00 -0.00 0.00 -16.#7 ( * 11 !C' !CC' 2#2.# .01 0.61 0.16 -120.72 -113.3 ( * 12 !C' !CC' 320. 10.73 0.0 0.00 -0.0 -33.07
( * 1 !C' !CC' 30.37 #1.76 3.00 0.13 -6.3 -0.6 ) + 1 166.77 -0. -1.2 -0.11 1.3 -0.# ) + 2 .7 -0.27 -0. -0.01 0.0 -0.31 ) + 12.10 -0.7 -0.# -0.01 1.07 -0. ) + ( 3#.7 .21 7.## 0.01 -#.26 .07 ) + ) 1.2 2.0 3.1 0.01 -3. 2.36 ) + + SRSS 0.21 0.0 6.0 0.2# -170. 0. ) + - SRSS .3# 7.73 0.7 0.31 -1.00 1.1 ) + / SRSS 1.0 0.#1 1.0 0.02 -1.71 1.0 ) + 10 !C' 30.11 6.1 12.00 -0.1 -1.6 10.13
20
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) + 11 !C' !CC' 2#1.0 .30 .6 0.21 -160.76 7.3 ) + 12 !C' !CC' 30.11 3.62 #.1 0.23 -11.2 13.3# ) + 1 !C' !CC' 31.07 .# #.7 0.3 -131.10 110.7 ) - 1 171.0 -0. -1.2 -0.11 -3.#6 1.3# ) - 2 .7 -0.27 -0. -0.01 -1.07 0. ) - 12.10 -0.7 -0.# -0.01 -2.2# 1.3 ) - ( 3#.7 .21 7.## 0.01 16.7 -12.1
) - ) 1.2 2.0 3.1 0.01 7.3 -.76 ) - + SRSS 0.21 0.0 6.0 0.2# -32.73 0.77 ) - - SRSS .3# 7.73 0.7 0.31 -1. .22 ) - / SRSS 1.0 0.#1 1.0 0.02 -3. 2.1 ) - 10 !C' 32.#3 6.1 12.00 -0.1 27.1 -1#.6 ) - 11 !C' !CC' 273.6# .30 .6 0.21 -16.61 -#.67 ) - 12 !C' !CC' 266.# 3.62 #.1 0.23 12.# .1 ) - 1 !C' !CC' 2#7.#0 .# #.7 0.3 -#.3 2#.2 * - 1 12#.7# 23. 3. 0.22 -3#.1 2.2# * - 2 . 1.0 1.7 0.01 -1.33 0.#0 * - 11.6 2.27 3. 0.02 -2.6 1.#2 * - ( 0.76 3.3 .7 0.00 -1.#2 #.#6 * - ) 0.31 1.31 1.67 0.00 -.6 3.#2
* - + SRSS 17.# 0.6 31.6 0.06 -.06 0.70 * - - SRSS 22.70 30.2 1.61 0.1 -1.60 1.33 * - / SRSS 1.0 3.0 .#2 0.0 -3.61 2.3 * - 10 !C' 1#.1 1.6 3.66 0.3 -6.0 7.73 * - 11 !C' !CC' 1.# 31.1 7#.32 0.3 -10.77 1.22 * - 12 !C' !CC' 1#.0 1.2 6.2 0.3 -2.20 62.# * - 1 !C' !CC' 171.6# 1.# #.7 0.3 -#3.1 70.13 * / 1 112.2 23. 3. 0.22 66.7 -.10 * / 2 . 1.0 1.7 0.01 .1 -2.63 * / 11.6 2.27 3. 0.02 #.2 -.03 * / ( 0.76 3.3 .7 0.00 1.70 -1.73 * / ) 0.31 1.31 1.67 0.00 0.7 -0.6 * / + SRSS 17.# 0.6 31.6 0.06 -. 0.## * / - SRSS 22.70 30.2 1.61 0.1 -.73 .76
* / / SRSS 1.0 3.0 .#2 0.0 -13.2 6.23 * / 10 !C' 171.33 1.6 3.66 0.3 137. -66.1 * / 11 !C' !CC' 17.2 31.1 7#.32 0.3 16.2 -3.2 * / 12 !C' !CC' 11.67 1.2 6.2 0.3 61.3 11. * / 1 !C' !CC' 1.72 1.# #.7 0.3 36.#3 -6.76 + 2 1 -1#.3 -1.2 2.0 .7# -2.# -0.7 + 2 2 -1.0# -0.07 0.07 0.0 -0.1# -0.03 + 2 -2.32 -0.1 0.1 0.10 -0.1 -0.0 + 2 ( 1.71 0.11 2. .16 -2.0 0.0 + 2 ) 0.7 0.0 #.1 2.0 -#.6 0.02 + 2 + SRSS 1.62 0.3 33.31 3.7 -3.7 0.2 + 2 - SRSS .0# 0.66 .2 11.2 -2.## 0.17 + 2 / SRSS 3.2 0.21 0.17 0.0 -0.1# 0.06 + 2 10 !C' -2.3 -1.70 61.1 1. -6.1 -0.3
+ 2 11 !C' !CC' -1.0 -0.# 6.60 1. -120.10 -0.12 + 2 12 !C' !CC' -11.# -0.0# 6.7 22.0 -#.3 -0.1# + 2 1 !C' !CC' -3.0 -0.11 60.73 21.6 -103. -0.06 + ) 1 -#.7 2.16 -1.23 -.7 -1#.7 -0.73 + ) 2 -0. 0.12 0.13 -0.07 0.1 -0.0 + ) -1.17 0.2 0.27 -0.1 0.31 -0.0# + ) ( 0.76 -0.1 -1.6 -.36 -23. 0.0 + ) ) 0.30 -0.0 -. -1.72 -#.2 0.02 + ) + SRSS 1.72 0.1 3. .33 -. 0.07 + ) - SRSS 0.7 1.01 10. 10.# -.7 0.33
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+ ) / SRSS 1.7# 0.0 0.1 0.13 -0.60 0.13 + ) 10 !C' -13.0 3.03 -2.1 -1.6# -71.67 -1.01 + ) 11 !C' !CC' -.21 2. 2. -.23 -111.6 -0.3 + ) 12 !C' !CC' -7.3 3.7 -23.7 1.1 -3.1 -0.2 + ) 1 !C' !CC' -.7 3.16 -0.77 1.02 -#.66 -0.33 - ) 1 -#.7 -2.16 1.23 .7 -1#.7 -0.73 - ) 2 -0. -0.12 -0.13 0.07 0.1 -0.0
- ) -1.17 -0.2 -0.27 0.1 0.31 -0.0# - ) ( 0.76 0.1 1.6 .36 -23. 0.0 - ) ) 0.30 0.0 . 1.72 -#.2 0.02 - ) + SRSS 1.72 0.1 3. .33 -. 0.07 - ) - SRSS 0.7 1.01 10. 10.# -.7 0.33 - ) / SRSS 1.72 0.3# 0.6 0.1 -0.77 0.13 - ) 10 !C' -13.0 -3.03 2.1 1.6# -71.67 -1.01 - ) 11 !C' !CC' -.2 -1. 71. 1.17 -111.63 -0.3 - ) 12 !C' !CC' -7.6 -0.7 .3 20.3 -3.13 -0.2 - ) 1 !C' !CC' -.7# -1.02 6.07 20.2 -#.67 -0.33 - - 1 -1#.3 1.2 -2.0 -.7# -2.# -0.7 - - 2 -1.0# 0.07 -0.07 -0.0 -0.1# -0.03 - - -2.32 0.1 -0.1 -0.10 -0.1 -0.0
- - ( 1.71 -0.11 -2. -.16 -2.0 0.0 - - ) 0.7 -0.0 -#.1 -2.0 -#.6 0.02 - - + SRSS 1.61 0.3 33.31 3.7 -3.7 0.2 - - - SRSS .10 0.66 .2 11.2 -3.00 0.17 - - / SRSS 3.32 0.21 0.1 0.0 -0.22 0.06 - - 10 !C' -2.3 1.70 -61.1 -1. -6.1 -0.3 - - 11 !C' !CC' -0.# 1.76 -20.06 -7.06 -120.13 -0.12 - - 12 !C' !CC' -11.66 2.26 -6.12 0.67 -#.3# -0.1# - - 1 !C' !CC' -3.3 2.2 -2.13 0.0 -103.0 -0.06 / 1 16.63 1.2# #. 12.6# -.62 0.6 / 2 0.6 0.0 3.6 0.# -3.3 0.02 / 1.63 0.12 7.3 1.6 -7.1 0.0 / ( 2. 0.20 0.# 0.30 -1.26 0.07 / ) 0.# 0.06 0.1# 0.12 -0.0 0.03
/ + SRSS 16.00 0. 27.37 3.0 -2.#1 0.37 / - SRSS 3.77 0.76 .20 6.11 -.1 0.12 / / SRSS 2.3 0.17 #.61 2.21 -#.#3 0.0 / 10 !C' 32.#1 2.30 10.67 20.16 -103.2 0.6 / 11 !C' !CC' 2. 2.3 106.21 16. -131.# 1.00 / 12 !C' !CC' 26.10 2.# 6.#3 23.7 -61.73 0.7 / 1 !C' !CC' 3#.1 2.7 100.7# 22.#6 -11.0 0.#7 / * 1 #. -2.1 -3.6# -#.#0 -72.23 0.72 / * 2 0. -0.10 -2.# -0.2 -3.71 0.03 / * 0.# -0.21 -.7 -1.12 -7.#2 0.07 / * ( 1.37 -0.3 0.6 -0. 0.# 0.11 / * ) 0. -0.13 0.33 -0.16 0.37 0.0 / * + SRSS 1.3 0.73 2#.# 3. -1.72 0.3 / * - SRSS 0. 1. 7.6 7.2 -. 0.2
/ * / SRSS 1.3# 0.31 7.27 1.72 -10.#2 0.10 / * 10 !C' 1.63 -3.66 -7#.73 -1.# -107. 1.2# / * 11 !C' !CC' 26.6 -1. -20.00 -.06 -13.2 1.31 / * 12 !C' !CC' 12.## -0.62 -2.2# -2.26 -67.1 1.6 / * 1 !C' !CC' 2.10 -0.63 -2.06 -2.3 -11#.# 1. 10 * 1 #. 2.1 3.6# #.#0 -72.23 0.72 10 * 2 0. 0.10 2.# 0.2 -3.71 0.03 10 * 0.# 0.21 .7 1.12 -7.#2 0.07 10 * ( 1.37 0.3 -0.6 0. 0.# 0.11 10 * ) 0. 0.13 -0.33 0.16 0.37 0.0
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10 * + SRSS 1.3 0.73 2#.6 3. -1.70 0.3 10 * - SRSS 0. 1. 7.6 7.2 -. 0.2 10 * / SRSS 1.3 0.31 7.17 1.70 -10.60 0.10 10 * 10 !C' 1.63 3.66 7#.73 1.# -107. 1.2# 10 * 11 !C' !CC' 26.6 3.0 #0.3# 1.# -13. 1.30 10 * 12 !C' !CC' 12.# . 6.1 1#.6 -67.13 1.6 10 * 1 !C' !CC' 2.06 .2 6.33 1#.1 -11#.#2 1.
10 / 1 16.63 -1.2# -#. -12.6# -.62 0.6 10 / 2 0.6 -0.0 -3.6 -0.# -3.3 0.02 10 / 1.63 -0.12 -7.3 -1.6 -7.1 0.0 10 / ( 2. -0.20 -0.# -0.30 -1.26 0.07 10 / ) 0.# -0.06 -0.1# -0.12 -0.0 0.03 10 / + SRSS 16.00 0. 27.3# 3.0 -2.#3 0.37 10 / - SRSS 3.76 0.76 .21 6.11 -.17 0.12 10 / / SRSS 2. 0.17 #.7 2.20 -#.66 0.0 10 / 10 !C' 32.#1 -2.30 -10.67 -20.16 -103.2 0.6 10 / 11 !C' !CC' 2.6 -0.76 -37.77 -6.#7 -132.01 1.00 10 / 12 !C' !CC' 26.13 -0. -1.0 -3.#0 -61.76 0.7 10 / 1 !C' !CC' 3#.16 -0. -.1# -. -11.0# 0.#7 11 10 1 3.2 0.2 3.22 0.01 -3.2 0.7
11 10 2 12.#0 0.07 0.6# 0.00 -1.00 0.06 11 10 27.3 0.1 1.6# 0.00 -2.1 0.17 11 10 ( 66. -0.77 -1.6 -0.00 1#.30 -0.#0 11 10 ) 3.60 -0.30 -.1 -0.00 7.6 -0.3 11 10 + SRSS 2.# 0.03 2.1 0.03 -17.2 0.07 11 10 - SRSS 10.30 70.1 0. 0.07 -0.73 11.11 11 10 / SRSS 27.#0 0.7 2.22 0.01 -2.0 0. 11 10 10 !C' 707.63 -0. -2.# 0.02 2#.63 -0. 11 10 11 !C' !CC' 2.6 0.07 #.2# 0.0 -10.02 0.1 11 10 12 !C' !CC' 17.1 70.1 -12. 0.0# 1.22 11.3 11 10 1 !C' !CC' .03 #.66 30.3 0.0# -106.07 11.12 11 11 1 3#.3 0.2 3.22 0.01 6.0 -1.1 11 11 2 12.#0 0.07 0.6# 0.00 2.0# -0.1 11 11 27.3 0.1 1.6# 0.00 .7 -0.32
11 11 ( 66. -0.77 -1.6 -0.00 -36.72 1.7# 11 11 ) 3.60 -0.30 -.1 -0.00 -1.21 0.70 11 11 + SRSS 2.# 0.03 2.1 0.03 -1.# 0.13 11 11 - SRSS 10.30 70.1 0. 0.07 -1.0 6.6 11 11 / SRSS 27.#0 0.7 2.22 0.01 -.26 1.3 11 11 10 !C' 6. -0. -2.# 0.02 -7. 1.06 11 11 11 !C' !CC' .6 0.07 #.2# 0.0 -62.7 1.2 11 11 12 !C' !CC' 00. 70.1 -12. 0.0# -1.2# 6.#6 11 11 1 !C' !CC' 2.6 #.66 30.3 0.0# -#.0# 1.7 12 11 1 27.11 -3.32 -72.00 -0.02 76.21 -3.31 12 11 2 12.61 -0.1 -3.0 -0.00 2.63 -0.12 12 11 27.33 -0.3 -7.2 -0.00 .03 -0.2 12 11 ( 0.1 -0.33 -10.36 0.00 31.0 -1.26 12 11 ) 0.2 -0.13 -.06 0.00 12.36 -0.0
12 11 + SRSS 23.22 0.2# 0.# 0.01 -0.73 0.# 12 11 - SRSS 6.23 .0 2.2 0.1 -2.01 6.#2 12 11 / SRSS 27.72 1.67 6.1 0.02 -.#6 1.6 12 11 10 !C' 02.77 -. -126.22 -0.0 17.72 -7.3 12 11 11 !C' !CC' 331.3 -2.#3 -3.7 -0.01 6.70 -3.# 12 11 12 !C' !CC' 312.3 2.66 -7.6 0.1 106.2 60.73 12 11 1 !C' !CC' 31#.1 3.7 -0.72 0.0# 7.#1 .## 12 12 1 2#.#3 -3.32 -72.00 -0.02 -173.60 6.32 12 12 2 12.61 -0.1 -3.0 -0.00 -#.06 0. 12 12 27.33 -0.3 -7.2 -0.00 -1#.36 0.#
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2/ 2( 2 0.23 0.00 -.2# 0.00 -7.0 -0.00 2/ 2( 0.6 0.00 -13.2 0.00 -1.0 -0.00 2/ 2( ( 0.# 0.00 0.3 0.00 0.# -0.00 2/ 2( ) 0.27 0.00 0.17 0.00 0.36 -0.00 2/ 2( + SRSS 12.# 0.00 7.1 0.00 -7.# 0.00 2/ 2( - SRSS 0.00 1.# 0.02 .7 -0.02 0.2 2/ 2( / SRSS 0. 0.00 10. 0.00 -13.13 0.00
2/ 2( 10 !C' 6.7 0.00 -160.11 0.00 -1#6.76 -0.00 2/ 2( 11 !C' !CC' 1#.3 0.00 -1.71 0.00 -212.6# 0.00 2/ 2( 12 !C' !CC' .36 1.# -10#.1# .77 -1.#7 0.2 2/ 2( 1 !C' !CC' 1.3 1.1# -7#.# .76 -1#0.1 0.37 0 2( 1 .7 -0.00 11#.12 -0.00 -131.#1 -0.00 0 2( 2 0.23 -0.00 .2# -0.00 -7.0 -0.00 0 2( 0.6 -0.00 13.2 -0.00 -1.0 -0.00 0 2( ( 0.# -0.00 -0.3 -0.00 0.# -0.00 0 2( ) 0.27 -0.00 -0.17 -0.00 0.36 -0.00 0 2( + SRSS 12.# 0.00 7.1 0.00 -7.# 0.00 0 2( - SRSS 0.00 1.# 0.01 .7 -0.01 0.2 0 2( / SRSS 0.7 0.00 10.7 0.00 -13.1# 0.00 0 2( 10 !C' 6.7 -0.00 160.11 -0.00 -1#6.76 -0.00
0 2( 11 !C' !CC' 1#.33 0.00 16.27 0.00 -212.66 0.00 0 2( 12 !C' !CC' .37 1.# 136.7# .77 -1.# 0.2 0 2( 1 !C' !CC' 1.3 1.1# 16.03 .76 -1#0.0 0.37 0 2+ 1 23.6# 0.00 -16.2 0.00 -120.7 -0.00 0 2+ 2 1.13 0.00 -7.7 0.00 -.2# -0.00 0 2+ 2.1 0.00 -1.2 0.00 -13.1 -0.00 0 2+ ( 3. -0.00 -2.3 0.00 -3. 0.00 0 2+ ) 1.3 -0.00 -0.## 0.00 -1.3 0.00 0 2+ + SRSS 13.2# 0.00 3.11 0.00 -6.6 0.00 0 2+ - SRSS 0.00 1.2 0.02 7.#1 -0.01 0.30 0 2+ / SRSS 2.2 0.00 1. 0.00 -12.3# 0.00 0 2+ 10 !C' 2.7 0.00 -22#.63 0.00 -16#.63 -0.00 0 2+ 11 !C' !CC' .21 0.00 -#.# 0.00 -20.0 0.00 0 2+ 12 !C' !CC' 31.#3 1.2 -137.76 7.#0 -17.0 0.31
0 2+ 1 !C' !CC' 0.2 0.6# -113.17 .# -163.0 0.22 1 2- 1 3.2 -0.2 3.22 -0.01 -3.2 -0.7 1 2- 2 12.#0 -0.07 0.6# -0.00 -1.00 -0.06 1 2- 27.3 -0.1 1.6# -0.00 -2.1 -0.17 1 2- ( 66. 0.77 -1.6 0.00 1#.30 0.#0 1 2- ) 3.60 0.30 -.1 0.00 7.6 0.3 1 2- + SRSS 2.## 0.03 2.16 0.03 -17. 0.0 1 2- - SRSS 10.31 70.1 0. 0.07 -0.73 11.12 1 2- / SRSS 27.7 0.# 2.2 0.01 -2. 0.# 1 2- 10 !C' 707.63 0. -2.# -0.02 2#.63 0. 1 2- 11 !C' !CC' 2.6 0.0 #.3 0.02 -10.12 0.6 1 2- 12 !C' !CC' 17. 71.0 -12.0 0.0 1.1 11.66 1 2- 1 !C' !CC' .02 0.31 30.7 0.0 -106.13 11. 1 2/ 1 3#.3 -0.2 3.22 -0.01 6.0 1.1
1 2/ 2 12.#0 -0.07 0.6# -0.00 2.0# 0.1 1 2/ 27.3 -0.1 1.6# -0.00 .7 0.32 1 2/ ( 66. 0.77 -1.6 0.00 -36.72 -1.7# 1 2/ ) 3.60 0.30 -.1 0.00 -1.21 -0.70 1 2/ + SRSS 2.## 0.03 2.16 0.03 -1.## 0.1 1 2/ - SRSS 10.31 70.1 0. 0.07 -1.1 6.# 1 2/ / SRSS 27.7 0.# 2.2 0.01 -.33 1.37 1 2/ 10 !C' 6. 0. -2.# -0.02 -7. -1.06 1 2/ 11 !C' !CC' .7 0.0 #.3 0.02 -62.6 0.21 1 2/ 12 !C' !CC' 00.36 71.0 -12.0 0.0 -1.3 6.#
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1 2/ 1 !C' !CC' 2.6 0.31 30.7 0.0 -#.17 0.70 2 2/ 1 27.11 3.32 -72.00 0.02 76.21 3.31 2 2/ 2 12.61 0.1 -3.0 0.00 2.63 0.12 2 2/ 27.33 0.3 -7.2 0.00 .03 0.2 2 2/ ( 0.1 0.33 -10.36 -0.00 31.0 1.26 2 2/ ) 0.2 0.13 -.06 -0.00 12.36 0.0 2 2/ + SRSS 23.22 0.26 0.# 0.01 -0.73 0.7
2 2/ - SRSS 6.27 .0 2.26 0.1 -2.03 6.#3 2 2/ / SRSS 27.0 1.#1 6.# 0.02 -.## 1. 2 2/ 10 !C' 02.77 . -126.22 0.0 17.72 7.3 2 2/ 11 !C' !CC' 331.33 .76 -3.7 0.0 6. .67 2 2/ 12 !C' !CC' 312.2 0.1 -7.7 0.16 106.22 #0.# 2 2/ 1 !C' !CC' 31#.12 .17 -0.71 0.1 7.66 .61 2 0 1 2#.#3 3.32 -72.00 0.02 -173.60 -6.32 2 0 2 12.61 0.1 -3.0 0.00 -#.06 -0. 2 0 27.33 0.3 -7.2 0.00 -1#.36 -0.# 2 0 ( 0.1 0.33 -10.36 -0.00 -.62 0.13 2 0 ) 0.2 0.13 -.06 -0.00 -1.6# 0.0 2 0 + SRSS 23.22 0.26 0.# 0.01 -62.3 0.1 2 0 - SRSS 6.27 .0 2.26 0.1 -.00 111.33
2 0 / SRSS 27.0 1.#1 6.# 0.02 -22.73 .13 2 0 10 !C' 37#.# . -126.22 0.0 -273.0 -12.3 2 0 11 !C' !CC' 31.1 .76 -3.7 0.0 -2#.33 -.2 2 0 12 !C' !CC' 2#. 0.1 -7.7 0.16 -21.2 10.6 2 0 1 !C' !CC' 301.# .17 -0.71 0.1 -2.73 71.7#
32
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CHAPTER 4
DESIGN OF A STRUCTURAL ELEMENT
33
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4.1 GIRDER COMPUTATION
>c'12 da5c$2
>a'3000 da5c$2
4.1.1 On fiel
S95K$"%96 ++.
3
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b'30c$hp'1 c$h'0c$lc'.-0.'$'00c$b'hp'#0c$a b'2. c$φ =2c$a' a b +φ/2=3.5c$h0'h-a'.c$
( ) daNcmh
h Rhb M p
c p
pl
cap 2720.7.121302
0 =−⋅⋅=
−⋅⋅=
bp'b+2b'210c$Cet
c'$aC1 C2/P$a'137#.6 da5$'137#.6J10-2 da5c$2
C1'1511JP$aJlc2'31302.27 daJc$C2'C3'151JP$aJlc2'2101. daJc$Cet
c'C1K pl
cap M
L0' Cetc5 bpJh2
0J>c/'0.00370037.0211 0 =−−= β ξ
2
0 63.1 cm R
Rhb A
a
c
p
c
a =⋅⋅⋅= ξ
4.1.2 On !e"#in$
b'30c$h'0c$h0'h-a'.c$
3
0 h0
30
M cap
bxRc
Aa R
a
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Cet> '$aC9 C!/
cmdaN l P M cext B ⋅=⋅= 7#.201
1
1 2
C!'C2'2101. daJc$
Cet
> ' C9'2. MJ$est
R
pl
cap M M >
L0' Cet> 5 bpJh2
0J>c/'0.00210021.0211 0 =−−= β ξ
2
06.1 cm
R
Rhb A
a
c R
a =⋅⋅⋅= ξ
4.2 COLUMN COMPUTATION
lc'10c$
daN l p
T c
nax
.2062
$aA =⋅
=
b'0c$h'0c$>a'3000 da5c$2
>c'10 da5c$2
Aa'ANa
3
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'bJJ>c
.00
≤=h
xξ
h0'h-a'.c$'0.Jh0'2c$
n'bJJ>c'10#200 daeoc'C5+ea
ea'$a2 c$ h530/'2 c$C'C$a
'1#.6MnJ$'1#.6J10 daJc$eoc'17.c$
2OOO7.
/252
/2525/
2/
2/
22 cm
ah R
xh R xb Ne A Aa
h R Aa
h R A
xhbxRe N
a
coc
aaaaacoc a=
−−⋅⋅−
==⇒−+−+−=⋅
4.3 SLA% COMPUTATION
4.3.1 COMPUTATION OF THE SLA% OF THE INTERMEDIAR& FLOOR
• P>9=$$%6>< @9#$&% 4? 9=99%7#
9ecause the inter$ediary loor is circulated it is i$posed that the $ini$u$ thic&nesso the slab is h p$in 10 c$.
It $ust be ensured a thic&ness o the continuous slab hl
p $in ≥01
it is reco$$ended
≈l 01
3
/ ,here l 01 is the s$allest span o the slab.
• E#76=$#;9%7 4? 7;9 #767$5 @$6&>6
4or unior$ly distributed loads on all the slab surace the continuous slabs are beha*ingas ollo,ing
- on the bearings corresponding to the construction contour the beha*ior is si$ilar to ansi$ply supported one
- on the inter$ediary bearings the beha*ior is si$ilar to an restrained one4or alternating distributed loads in the ad)acent ields the continuity eect is $aniested
through rotations o the bearing sections so as e*ery inter$ediary span can be considered asindependent si$ply supported.
37
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!orner panel " restrains type ( Carginal panel " restrains type )
Static diagra$s
• L46@# 96="67$4% 4% 2 4? #=6
o L'"( f#') *+e ,-##en* "#) fl''#
r.crt.
;oad na$eγ
Fda5$3GThic&nessF$G
or$at *alues n!o$putation*alues
1. !utting area +supportlayer - - #00 13 121.
2.>einorced concreteslab 200 010 200 13 337.
3. 4a&e ceiling - - 00 13 13. Tearing ,alls - - 100 13 202. T?TA; <@A< ;?A<S #00 - 7#.. ;IH@ ;?A< - - 2000 0 1 300.0
36
l 1
c$ ce$ent loor
1c$ rein. concrete slab
@Bui*.,ith type Q1Rrestrain
l
2
Conventional computation diagramsFor alternating loads
l 2
l 1
l 2
l 1
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0 0
T?TA; ;?A<SBearthBua&e Bnor$at
-Bco$putation
730 7#0 10#.
o L'"( f#') *+e ,-##en* ,'l fl''#
r.crt.
;oad na$e
Fda5$3GThic&nessF$G
or$at *alues n!o$putation*alues
1. Cosaic - - 1000 1.3 13.0
2.>einorced concreteslab 200 010 200 1.3 337.
3. 4a&e ceiling 1#00 001 1#0 1.3 #3.1 T?TA; <@A< ;?A<S 1#0 - .. ;i*e load - - 3000 0.0 1.0 0.0
T?TA; ;?A<S BearthBua&e Bnor$at
- Bco$putation
2# 71# 101.
• S767$5 54"767$4%
The static co$putation is done in the elastic do$ain utili%ing the tables $ade ordierent restraining conditions.
4or the e*aluation o the $ai$u$ bending $o$ents in the characteristic sections on bearings an on supports the te$porary loads distribution is ta&en into consideration in the $ostuna*orable hypothesischess distribution or the $ai$u$ bending $o$ents on ields anddistribution on all the surace or the $ai$u$ bending $o$ents on bearings/.The static diagra$ or the co$putation o the $ai$u$ bending $o$ent on ield
3#
p p
+
B ' g + p52
BR ' p52
g
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110.0 da$5$333. da$5$
613.6 da$5$
2. da$5$
4ro$ the tables it results - 0#2.011 =α
- 02.021 =α
- 03.01 =α
- 01#1.02 =α
- 0.01 =β
- 3#.02 =β
2
111
2
111 6003.0VO ××=±= l ql q M α α
C1 '
2
211
2
2
O
22 6001#1.0V ××=±= l ql q M α α
C2 '
C1 ' ( ) mdaNml p g 53.226076.6200.06
1
6
1 22
11 −=×××−=+− β
C2 ' mdaNml p g 5.1610.6203#.06
1/
6
1 22
22 −=×××−=+− β
P6%9= 7<9 )
17.176
0
1
2 ≅==l
l λ
4ro$ the tables it results - 0#2.011 =α
- 02.012 =α
- 027.01 =α
- 012#.02 =α
1
l1
l2
M1
M2
C
2 C1
M1
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#3.da$5$171.6 da$5$
1.6 da$5$73. da$5$
- 767.01 =β
- 212.02 =β
=××±××= 22
1 76.100#2.076.0027.0 M
=××±××= 22
2 0.1002.00.0012#.0 M
C1 ' mdaNm 5.16076.620767.012
1 2 −=×××−
C2 ' mdaNm 5#.10210.620212.0
6
1 2 −=×××−
• C;95$%& 4? 7;9 #=6 ;9$&;7
The plates reinorced on t,o directions are rationally $ade ,hen the reinorce$ent percentage-on each direction ta&en separately is li$ited to 0...0W. In the bearing sections,here the reinorce$ent is don eon one direction perpendicularly on the bearing direction theopti$u$ reinorce$ent percentage goes until 06...10W.
o P#eli)in"#/ e(i$n 'n fiel (e,*i'n( ''Xthe biggest reBuency belongs to the
$o$ent sections
C1' #3. da$5$
C1'#.da$5$ ''X C ' #00 da$5$(
Caterials ?937 ''X > a' 2100 da5c$29c 2 ''X > c' 10 da5c$2.
W0...0≅optim p
4or p ' 0W ''X 00.0= µ ''X 0.010
210000.0 =×=optimξ ( r ' .26
2
b=100cm
h0
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or p ' 0W ''X 00.0= µ ''X Y 07.010
210000.0 =×=optimξ ( r ' 3.6
,here( )ξ ξ .01
1
−=r (
( ) cmbR
M
r h cnec .10...2.#10100
000.#00
26.67.30 =
×÷==
hnec' h0nec U + a ' 10.J U2. ' 13 c$
o P>9=$$%6>< @9#$&% 4% 7;9 96>$%& #957$4%#.
The biggest reBuency belongs to the $o$ent sections C1'Y-160.da$5$ EiC1' -120.2 da$5$( it can be ta&en into consideration the $ediu$ *alue o the design stressC$a ' 1700 da$5$ and an opti$u$ reinorce$ent percentage p ' 0.6W.
4or p ' 0.6W ''X Y 006.0= µ ''X Y 112.010
2100006.0 =×=ξ ''X r '3.07
cmh nec 3.1110100
17000007.30 =
×=
hnec' 11.3 +2. ' 13.60 c$It is adopted + 0 14 ,) and the concrete co*ering ,ill be considered 1. c$.
o D9#$&%$%& 7;9 #957$4%#!o$$on ele$ents ''X section bZh ' 100Z13 c$
h0 ' h - a b " [52 ' 1 - 1 -1052 ' 12 c$ on ield on direction 1 and on bearings/h02 ' h0 " [ ' 12 - 1 ' 11 c$ on ield on direction 2/
Caterials ?937 ''X > a' 2100 da5c$29c 2 ''X >c' 10 da5c$2.
Paneltype
Cai$u$ $o$entsdac$5$/
h0
c$/
B M
bh Rc0
0
=ξ = − −1 1 2
a
c
R
Rhb Aa 0⋅⋅= ξ
c$2/
C1 110.00
C2 61.360
1211
000#002
002#006
732
3
b=100cm
h0
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Paneltype
Cai$u$ $o$entsdac$5$/
h0
c$/
B M
bh Rc
0
0
=ξ = − −1 1 2
a
c
R
Rhb Aa 0⋅⋅= ξ
c$2/
C1 -226.030
C2 -16.10
12
12
012
00#2
0137
00#7
#3
767
C1'#.30C2'.160C1'-16.00C2'-102.1#0
12111212
002000260101003
0030037010720060
2031262
o P=679 >9$%?4>599%7 =6%
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CHAPTER
THE COMPUTATION OF A FOUNDATION
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FOUNDATION DESIGN
A. Gene#"li*ie(
The designing o the reinorced concrete isolated oundations is done according to thecode P1125200.4or deter$ining the illings and *egetal soil layers the studying o the stratiication and
o the subterranean ,ater le*el it is needed an geotechnical study.Ater the researches ,ere done it ,as established the ollo,ing layers successions
• dirt illings ,ith thic&ness o 1.70 " 1.#0$ *ariables " consolidated(• at clay blac& bro,n plastic at an thic&ness o .0-.0(• silty dust ,ith sand passing ,ith thic&ness o .0 " .0$(• based $arny clay situate dat o*er 10.0$.
4or si%ing the oundations the oundation soil carrying capacity $ust be co$putedaccording to STAS 330052-6 and it resulted
• or loads ro$ the unda$ental grouping Pli$it '10 &Pa• or loads ro$ the special grouping Pcritical '200 &Pa co$puted or oundations o 100 $
,idth and oundations depths o 2.00 $ ,idth ro$ the !T.4ro$ this study ,e can dra, the ollo,ing conclusions
a/ The *eriied ground doesnt rise general stability proble$s and it isnt easily looded( b/ The subterranean ,ater le*el ,as intercepted at $ ro$ the !.T.. according to
the anneed analy%e charts(c/ As digging the soil is ra$ed according to the Ts !?<@ as ollo,d/ 4illing " $iddle soil o second category(e/ 4at clay " $iddle soil o second category(
/Sandy silt " $iddle soil o the irst category(g/ Carny clay " $iddle soil o second category (h/ The ro%en depth Iassy district is 0.# $.
%. P#eli)in"#/ e(i$n 'f *+e f'-n"*i'n(
The preli$inary design o oundations ,ill be done according to the speciications o the code P1125200the di$ensions ,ill be established respecting the ollo,ing conditions
− the $ini$u$ ree%ing depth or Iassy area is 0.#0 $ < '0.#0 + 0.2 $/− the $ini$u$ di$ensions or rigid oundations − the $ini$u$ height o the oundation bloc& 0 c$(− the $ini$u$ height o the pad 30 c$.
The di$ensions o the pad ,ill be chosen according to the relation
.0....0== B
b
L
l cc ( or oundation bloc&s ,ith t,o or three steps
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5 L N
M e
t
L
L ≤=
cmcme L
03.36#27
2#6300 ≤== -the condition is ulilled the aial orce is situated in the
central core/
D. C+e,in$( 'n *+e f'-n"*i'n !l',
The oundations chec&ings are $ade or the $ost una*orable hypothesis and loadco$binations. 4or the analy%ed structure the $ost una*orable stresses ha*e resulted ro$ theunda$ental grouping. The eecti*e pressure at the base o the oundation $ust satisy the
ollo,ing conditions pl e"
p p ⋅≤ 2.1$aA 5221
BL
M
L B
!! N p L B#A$ tt ±
×
++=
2
21 5#.15300220
2#6300
300220
1007cmdaN p =
⋅+
×=
25#212.1 cmdaN p pl =⋅ the condition is chec&ed02 ≥ p
2
22 51.15300220
2#6300
300220
1007cmdaN p =
⋅−
×= the condition is chec&ed
E. P" ,')0-*"*i'n
The eecti*e area 2100 cmbl Accc =×=
cml l
l b
cmbb
l l
sc %c
sc xc
2
32
1
1
=−
==
=−
==
The co$putation o the pressures at the base o the pad is done ,ith the relations
5221
cc
L
cc
B#A$ t
l b
M
l b
!! N p ±
×
++= 2
1 5.7 cmdaN p =→
2
2 57. cmdaN p =→
( ) 72120 =−−
+= p pl
l l p p
c
xc da5c$2
6
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( ) 7.2123 =−−
+= p pb
l b p p
c
%c da5c$2
6.=med p da5c$2
The co$putation o stressed is done ,ith the relations
7.6##13
/2
2
101
2
10 =→
−+⋅⋅= & ccc x M
l p p
l pb M dac$
.#70#672
2
1 =→⋅⋅= %c
med c % M b
pl M dac$
The co$putation o the reinorce$ent is done using the relations B Rhb M
c ⋅⋅⋅≤ 2
0 ro$ ,here ,e get
coxc
x x
Rhl
M B
⋅⋅=
2 co%c
%
% Rhb
M B
⋅⋅=
2
The pad ,ill be reinorced at the inerior side ,ith an net o independent bars the$ai$u$ distance bet,een the$ has to beat least 2 c$.
The $ini$u$ reinorce$ent percentage or the pad is 00W the $ini$u$ arearesulting ater the sectional di$ensions .I the eecti*e area resulted ro$ the co$putation islo,er than the $ini$u$ area gi*en by the $ini$u$ reinorce$ent percentage it ,ill be usedthe $ini$u$ area gi*en by the $ini$u$ reinorce$ent percentage.
> c '12 da5c$2
> a'3000da5c$2
]1 ]2/' ]12h0'hc-ab- ]152- ]252'0--0.-0.'3.6c$ h0y'hc-ab- ]252'0--0.'.c$
01.0= x B 02.0= % B
B211 −−=ξ 0hb
R
R A
a
c
a ⋅⋅⋅=→ ξ
01.0= xξ 21.3 cm Aax =→
02.0= %ξ 2#6. cm A
ax =→
#
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CHAPTER
THERMAL DESIGN
0
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6.1 THERMAL DIMENSIONING VERIFICATION
The calculus o the global ther$al insulation coeicient is $ade or the ground loorentresol and or the irst le*el.
According to !10751-#7 this chec&ing is $ade ,ith the ollo,ing relationship N !! ≤
,here − = represents the global rated ther$al insulation coeicient FD5$2MG− = is the ther$al insulation coeicient FD5$2MG
A. The deter$ination o the geo$etric characteristics o the building @terior ,alls area A1
2
1
.11#2/06.1.17
/6.106.1#1.17#.17/06.1#.1776.107.1#
m
A
⋅=××+
×+×+×+×=
Terrace loor area A2 2
2 3.3220.137.32 m A ⋅=×= 4loor o*er the base$ent
2
33.3220.137.32 m A ⋅=×= no losses considered/
The *olu$e o the building 311 m' ⋅= The peri$eter m P ⋅= #2
The reerence te$peratures # T i20+= # T e
16−=
9. <eter$ination o unidirectional speciic ther$al
$ea$ $( R R R R R +++= ∑∑ ,here>- is the speciic unidirectional ther$al strength F$2M5DG
λ
d R = ,here d " is the thic&ness o the ho$ogeneous layer F$G
^ " is the design ther$al conducti*ity FD5$MG > s- represents the speciic ther$al strength o an unior$ layer F$2M5DG > a " represents the ther$al strength o an air layer F$2M5DG> SiSe " is the interior supericial ther$al strength and eterior respecti*ely F$2M5DG
e
$e
i
$i R Rα α
1(
1 ==
ie " is the interior supericial ther$al transer coeicient and eterior respecti*ely FD5$2MGi'6 and e'2 or the ele$ents that are in contact ,ith the eterior/
1
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<N308<98
li.ht ;ei.htc#$crete
c#rru.ate% ir#$
c#rru.ate% ir#$
+#l"uretha$e !#am
0=308<98
E5*e#i'# "ll
1./ @terior corrugated iron o the sand,ich panel
d ' 0.2 c$( _ ' 760 &g5$3( ^ ' 0. D5$&
2./ Polyurethane oa$
d ' c$( _ ' 20 &g5$3( ^ ' 0.0 D5$&
3./ Interior corrugated iron o the sand,ich paneld ' 0.2 c$( _ ' 760 &g5$3( ^ ' 0. D5$&
./ ;ight ,eight concrete ,all
d ' 30 c$( _ ' 200 &g5$3( ^ ' 1.2 D5$&
12.06
11===
i
$i Rα
02.02
11===
e
$e Rα
)allsexternal "or Rnec R
R
R
.1.2
007.02.1007.00.0071.112.0
.0002.0
0.00.0
.0002.0
26.03.0
21
61
=>=
+++++=
+++++=
Infe#i'# 0l"*e
2
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1./ >einorced concrete plate
d ' 0.13 $( _ ' 760 &g5$3( ^ ' 1.7 D5$&
2./ ;e*eling layer
d ' 0.03 $( _ ' 2100 &g5$3( ^ ' 0.#3 D5$&
3./ Ther$al insulation $ade ro$ polystyrene
d ' $( _ ' 20 &g5$3( ^ ' 0.0 D5$&
./ Cortar layer ce$ent/
d ' 0.03 $( _ ' 2100 &g5$3 ( ^ ' 0.#3 D5$&
./ Cosaic layer
d ' 0.02 $( _ ' 2000 &g5$3( ^ ' 1.1 D5$&
∑ ++=n
e
i
*
i)
+ m R
d R R
1
2
GFλ
T;9 ?4==4$%& 54%@$7$4% $# $4#9@ RR %95
cmmd
x x
x
i& ⋅==
⇒=×−=⇒=+
=+
+++++
606.0
07.00.0/261.0200.2261.00.0
26#.002.0#3.0
03.0
1.1
02.0
0.0#3.0
03.0
7.1
13.012.0
GF00.201.200.226#.00.0
06.0 2
)
+ m≥⇒≥+
3
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10. 4a&e ceiling
d ' 0.0 $( _ ' 20 &g5$3( ^ ' 0.0 D5$&
.3GF1
2
=≥++= ∑ nec
n
e
i
*
i R)
+ m
R
d
R R λ
I7 $# 54%#$@9>9@ 7;67 nec R R =
⇒+
++++++++ 02.0
0.0
0.0
#3.0
12.0
#3.0
10.0
0.0#3.0
03.0
#3.0
0.0
6.0
02.0
03.2
03.012.0
,
( ) cmm , ,
100#.00.03.1.3.33.1
21.0
≈=∗−=⇒=+
>⇒≥+
==
)
+ m
cmmd i&
2
.3#0.3.33.10.0
10.0
1010.0
!. The deter$ination o the speciic corrected ther$al strength
It is used the $ethod o the linear and punctual speciic coeicients o the ther$al
transer( the calculus is $ade or the construction ele$ents ,ith ther$al bridges at theeterior ,alls and at the plate o*er the inal loor plate/.
The calculus o the !orrected speciic ther$al strength
( )
A A R R-
∑∑ +×
+=′
=′ λ ψ 111
,here
> is the speciic ther$al strength o a construction ele$ent F$2M5,G
: represents the corrected unidirectional ther$al transer coeicient o an
construction ele$ent F,5$2MG
is the linear coeicient o ther$al transer F,5$&G
^ is the punctual coeicient o ther$al transer F,5MG
A - represents the corresponding area o the construction ele$ent F$2G
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9ecause the ratio A
∑λ is *ery s$all it ,ill be neglected.
A. T;9 56=5"="# 4? 7;9 54>>9579@ #95$?$5 7;9>6= #7>9%&7; 4? 7;9 979>$4> 6= ls
@le$ent Types o bridges
l Jl > : >F,5MG F$G F$,5MG F$2M5,G F,5$2MG F$2M5,G
@terior,alls
!ornercolu$ns
0.02 21 0.2
2.0 0.3 2.2##
!urrentcolu$n
0.02 3# 0.#7
=irders 0.02 11 2.26
At the roo plate
0.016 11 2.02
:nderloor 0.1 11 17.1
!arpentrycontour 0.27 10 2.7
T?TA; 0.03 12 2.27 2.0 0.3 2.2##
G5F3.01#.0#
27.2
0.2
11 2. m) R
- =+=′
=′
G5F2##.23.0
1
O
1O 2 ) + m
- R ===
B. C6=5"="# 4? 7;9 54>>9579@ #95$?$5 7;9>6= #7>9%&7; 4? 7;9 "%@9>?=44>
@le$ent9ridgetype
l Jl > : >
F,5MG F$G F$,5MG F$2M5,G F,5$2MG F$2M5,G
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:nderloor 8ori%ontal )oint-underloor
0.16 11 20.2 2.01 0.70 1.7
G5F70.026
2.20
01.2
11 2. m) R
- =+=′
=′
G5F7.170.0
1
O
1O 2 ) + m
- R ===
C. T;9 56=5"="# 4? 7;9 54>>9579@ #95$?$5 7;9>6= #7>9%&7; 4? 7;9 79>>659
@le$ent9ridgetype
l Jl > : >
F,5MG F$G F$,5MG F$2M5,G F,5$2MG F$2M5,G
Terrace 8ori%ontal )oint-terrace
0.02 11 2.6 3.#0 0.2 3.7
G5F2.0311
6.2
#0.3
11 2. m) R
- =+=′
=′
G5F7.32.0
1
O
1O 2 ) + m
- R ===
D. T;9 56=5"="# 4? 7;9 9??957$ &=46= 7;9>6= $%#"=67$4% 549??$5$9%7
= ∑
*
* *
R
A
' !
O
J1 θ F,5$3MG
,here
H " is the ,or$ed *olu$e o the building F$3G " represints the correction actor o the te$perature dierence
- eterior ,alls ' 1
- underloor 3#.01620
20 =+−=
−−
=ei
si
T T
T T θ
- terrace ' 1
7
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A " is the the area o the considered ele$ents F$2G> " represints the corrected ther$al strength o the considered construction ele$entsF$2M5,G
+++= #ARP/NTR0
#ARP/NTR0
T/RRA#/
T/RRA#/
-N/R1L22R
-N/R1L22R
3ALL$ /,T
3ALL$ /,T
R
A
R
A
R
A
R
A
' !
OOOO
1
.
. θ θ θ
G5F27.0.0
1.10
7.3
3113#.0
7.1
26
2##.2
1#.0#
20#7
1 3. m)! =
+++=
E. T;9 @979>$%67$4% 4? 7;9 &=46= >9?9>9%59 549??$5$9%7
++++=
e
A P d
c
A
b
A
a
A
' !re"
321 J1
F,5$2&G
,here
- A1 " is the area o the opaBue co$ponent suraces o the *ertical ,alls that are in contact,ith the eterior.
- A2 " is the area o the plate ro$ the inal le*el that is in contact ,ith the eterior or ,ith anun,or$ed space(
- A3 " is the area o the inerior plates that are in contact ,ith the eterior or ,ith anun,or$ed space(
- A " is the area o the transparent or translucid ,alls that are in contact ,ith the eterior
ta&in into a count the no$inal di$ensions o holle o the ,all(- P " is the eterior peri$eter o the ,or$ed space corresponding to the building.- H " is the ,or$ed *olu$e o the building F$3G(- a.b.c.de " are the control coeicients or the $entioned construction ele$ents ,hich are in
unction o- building category I category (- cli$atic %one III Iasi/ (- building type (
The coeicients are a'1.10 b'2.70
c'1.10 F$2
M5,G @1.0 90.(
G5F7.03.0
1.1023J3.1
1.1
311
70.2
26
1.1
1#.0#
20#7
1 2 . m)!re" =
++++=
6
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According to the or$ati*e !10751-#7 re" !! ≤
0.27 F,5$2&G K 0.7 F,5$2&G
T;9 >9=67$4% $# 5;959@Q
#
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CHAPTER 7
CONCRETE WOR,S
0
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+.1 P>96>9 4? 54%5>979 ?4"%7The concrete ,or&s can begin only i are satisied net conditions
• It eists technological counter or concrete ele$ents in bring about notice o builder ,hich include
Speciications ob)ects o counter( Preiguring tas& ,hich are enorced( ecessary eBuip$ent the arrearage necessary $aterial( The stage order and the rhyth$ o eecution( Technological detail necessary to assure Buality o ,or& the technological
organi%ation points o thing( Supple$entary technical $easures assured in case o cli$atic dierent
conditions(
Codule o assures the super*ision eecution( Progra$ auditoria o Buality ,or&s on a%e(
• Are de$anded Bualitati*e ,or&s o digging or$,or& and ar$atures thus At the co$pletion o digging eecution or ooting shall dra,n up a
distinct $inute o ascertain$ent currently geotechnical designer andrecei*ing the accept ro$ builders or pouring the concrete in ooting(
To the co$pletion ,or& o or$,or& should be *eriied !onstitutions o ele$ents o sustainers and the prop up( 4inish correct ele$ents or$,or&s and the assurance tightness
these( The internal si%es o or$,or&s ,ith respect to one o ,hat
ele$ents ollo, concrete( Position or$,or&s ,ith respect to ele$ents corresponding to
situate to inerior le*el( Position gaps.
• The surace o erro -concrete and introit are carried out not to get in touch ,iththe resh concrete and they are cleaned o ce$ent grout layer o the concreteinco$pact or segregate assure the necessary o a good rigidity ligature bet,eent,o concretes(
• De established $easure that should be adopted in order to continue concrete,or&s in case o apparition o a accidental situation state o concretes
con*eyances o reser*e sours o energy $aterial or the re*et$ent concreteconditioner o create o a use o thing etc./(• In the case ooting are pro*ided $easures o conduct ,ater co$ing ro$
precipitation in order to a*oid accu$ulations in %one ,hich ollo, concreting(• The appro*al concreting begin $ust be conir$ed on the bases o a ne,
*eriication in the cases in ,hich Interered the e*ent o his nature $odiies situation constitute to the
established date(
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!oncreting began at inter*al o 10 days ro$ the established date.• Ante the ount concrete $ust certiied correct unction o the eBuip$ents or
local transport and or the co$paction concrete.
+.2 C4%5>97$%& >"=9#!oncreting o a construction should be i$$ediate ollo, o useul bias points carried
out by per$anent presence to the place o ount and shall respect ,ith strictest the precautionsnor$ati*e speciy.
The concrete $ust be poured in $ai$u$ 1 $in ro$ bring his to the place o ountor $ai$u$ 30 $inute $erely in the case in ,hich ti$e o transports is dierent the $icacross the concrete $ust respected ollo, general rules
• Doody ,hich or$,or& shall get in touch ,ith the concrete reshly shall besoa&ed ,ith ,ater ,ith 2-3 or,ard the i$$ediate and ante the ount concreteand the ,ater stay in asperity shall be re$o*ed(
• 4ro$ the con*eyance unloading concrete is shall done ,ith bane pu$ps bandscon*eyers troughs or direct in ,or&(• !oncrete cast ree on height hasnt elder than 1. 0 C(• The concrete $ust be responded in lunge ele$ents ollo,ing the reali%ation o
hori%ontal layers o $ai$u$ 0 c$ height and the ount no*el layer ante the beginning concrete pri%e ro$ the layer poured pre*iously(
• In %one ,ith ar$atures oten is shall tail ,ith all attention i$pletion co$pletessectioned through lateral sho*e concrete ,ith lathing or ,ith rods o steelconco$itantly ,ith his *ibrato(
• !irculation hard-,or&ing and transport eBuip$ents in the ti$e concreting is shalldone on loors thus roseate that his donOt $odiied position ar$atures(
• Is orbidden circulation directly on ar$atures or on %one o concrete reshly(• !oncreting is shall done continuously the eather to the uses o thing appointed in
pro)ect(• I he produced an interruption o concreting the big $aul the repetition o casting
concrete is ad$issible ater the preparation o suraces used as per pointsenu$erate ecelsior(
• The installation o the loors or circulation ,or&$an and auto$obiles onconcrete loor and the storage one o a Buantity or$,or& ar$atures is pre$ised $erely ater 2-6 in unction o a*erage te$perature and the guy oused-up ce$ent.
+. C4%5>97$%& 4? 7;9 9>7$56= 9=99%7#In case o ele$ents ,ith $ai$u$ heights o 3.0 $ or ,ho the *ibrato is not
entangle$ent o reduced thic&ness ele$ents o density ar$atures encase is ad$itted to done onall grills and on all o*er height and concreting on to superior part o the ele$ents.
2
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+.( C4%5>97$%& 4? 7;9 96# 6%@ =679#The ount concrete in bea$s and plates shall begin ater 1-2 ro$ the co$pletion bed
pillars or bul&heads ,hich bear on i the technological ile donOt contain another precise. The bea$s and the plates are should be poured o regulars in sa$e ti$e. In the case o a lengthinessrespecti*ely big ete is ad$itted o a creation uses o thing to 13...1 ro$ openings.
9eore ount the bea$s should be *eriied position o the spacers disposed to $ai$u$ 2distant $ bet,een her/ carried by assuring the obser*ance o ele$ent heights itted ,ith in pro)ect.
+.( C4%5>979 54657$%&The $echanical co$paction o concrete should be done through *ibrato. 4or the
$echanical co$paction o concrete ,e should utili%e the $ethod o internal *ibrato. !hoosing the type o *ibrator should be done unction o the si%es o ele$ents and o the
possibility o enter the *ibratory head bet,een ar$atures.
;ength o opti$u$ *ibrato is placed bet,een $ini$u$ $in and the $ai$u$ 30 $inin unction o ,or&ability concrete and o the type o distant *ibrator bet,een t,o successi*e point o enter the indoor *ibrator is o $ai$u$ 1.0 $ ad)usting in unction o characteristicallysection and density ar$atures.
;ayers thic&ness ro$ sub$issi*e concrete *ibration is not allo,ed to eceed -1 c$in the pre*ious co$pacted layer.
4oints )or.s 5at concreting6
As possible as ,e can ,e should a*oid the uses o eBuip$ent or organi%ed eecution sothat the concreting $ust be done ,ithout interruption on the respecti*e le*el or bet,een t,o
uses o dilatation. 4or settle$ent position uses o thing ,e should respect ollo,ing rules• 4or pillars should oresee the use o thing to base the ele$ents(• 4or bea$s i ro$ righteous reason ,e cannot a*oid the interruption this should
be done in a %one o $ini$u$ $o$ent(• In the case in ,hich bea$s concreting separates the use o thing is achie*ed ,ith
3- c$ belo, the inerior le*el o ledge(• 4or plates the use o thing should be placed to 1 - 13 ro$ opening plate.
Treatment o" concrete a"ter casting
Assuring a condition a*orably or bracing and are reduced $odiications ro$contraction should be assured $aintenance o hu$idity concrete ecept 7 days ater ount protecting suraces reely through
• !o*er ,ith $aterial o protection(• Periodic splash ,ith ,ater(• The apposition o pellicle o protection.
3
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!o*er ,ith $aterial o protection is shall achie*e ,ith prelate $atted sandy layer.?peration is done i$$ediately ater the concrete ha*e suicient resistance in order that $aterialdoes not adhere to surace co*ered.
Caterial o protection shall be $entions lastingly capable da$ping. Splash ,ith ,atershall begin ater 2-12 days ro$ the ount concrete in unction o the type o used-up ce$ent
and te$perature o en*iron$ent but i$$ediately ater the concrete is suicient resistant or bracing in order or this operation trained parts o ce$ent. Splash should be repeated to aisle o 2- in this &ind that surace o concrete ound
per$anent ,etness. I te$perature en*iron$ent is else the $ica shouldnt assign the splash ,ith ,ater but
,e shall apply $aterial and pellicle o protection. ?n or plu*ial suraces o concrete reshlyshall be co*ered ,ith prelate or oil o polyethylene.
+.) S7>$$%&The laterally parts o or$,or&s should ablate ater they touched a resistant o $ini$u$
2. 5$$2 thus as the grills and the edges o the ele$ents not deteriorate. 4or$,or& inerior grills to plaBue and bea$s should be ablated $erely ,hen resistance
touch 70 ro$ the brand. Cinting steel parsons o assurance ,agon should be ablated ,henresistant touched # ro$ the brand.
Stri&ing should be done in order to a*oid the ta&ing o*er o suddenly chartings oele$ent stri&er tear the edges o concrete ele$ent or the $aterial degradation or$,or&s or bac&ing.
+.* D9#$&% 7;9 54=9 ?=" 4? $$%& 7>6%#4>7$%& 6%@ =65$%& 7;954%5>979 $% @$??9>9%7 >9#$#76%59 9=99%7#
C6=5"=67$4% #79#:1/ @stablish the concrete $i proportions by ta&ing into consideration @ 012-1###(2/ !oncrete placing in the resistance ele$ents(3/ ?rgani%e the co$ple process o $iing transporting and placing the concrete.
Assignment contains:1/ a. !o$putation notes or concrete $i( b. Technological sheet or concrete $i.
2/ a. !o$putation notes or placing the concrete in the resistance ele$ents o the building( b. Technological sheet or concrete placing in irst le*el loor( c. Technological sheet or concrete placing in diaphrag$s(
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d. Technological sheet or concrete placing in colu$ns.
The technological sheet ,ill contain the co$paction process and the continuity conditiono concrete placing.3/ a. !o$putation notes in order to organi%e the co$ple process o $iing transporting and
placing the concrete( b. Technological sheet ,ith the lo,chart o the process.
Case study:• the concrete class ! 16522.• the ce$ent type I 2
• the aggregates $ai$u$ dia$eter $aA1mmθ =
• the ho$ogeneity degree III
• the ,or&ability 3 5T T
• the producti*ity o the crane3
12ex
m p
h=
• the $ier capacity 3270m• transport distance 2 &$
• Sand hu$idity 2W sand 7 =
• =ra*el hu$idity 1W gra8el 7 =
Establishing the concrete mix proportions:
Standard $i 3 2 5 30 5 2 1# T T ( ((( − − − −
• The ,ater Buantity A'233
l
m or 3 5T T
• The ,ater-ce$ent ratio5 00 A # =
• The ce$ent Buantity 3
J 2373
5 00
A .!#
A # m= = =
• The air *olu$e not eli$inated by co$paction/3
310J 10J2 2 s
dma
mε = = =
• The dry aggregates Buantity
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1000 / (
( (
g ag
c
# A A a ρ
ρ = − − −
3
3
3
3
30
27
20
73271000 23 2/ 27 0233 162
30
c
ag
(
g
.g
dm
.g
dm
.! P
dm
.g A
m
ρ
ρ
=
=
=
= − − − = ∗ =
4or !'73 3
.g
m and 3 5T T III/ the or$ula or dry aggregates on each sort is
100
* i (
gi g
p p A A
−= ×
30(2 3 3
7 33 7 3
1 77 1 3
3 16 66#100 100
316 313
100 100
100 16 702
100 100
( g
(
g
(
g
p .g $ Am
p p .g $ A
m
p p .g ! A
m
−
−
−
= × = × =
− −= × = × =
− −= × = × =
!hec&ing
66# 313 702 162 ?M ( (
g g A A= ⇒ + + =∑
The apparent speciic ,eight beco$es
O J
323 73 16 2 2277
(
b g
.g A # A
m ρ = + + = + + =
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;aboratory $i
A'2303
l m
O
323
b
.g
m ρ = 'X
O
3
2300
5 0
A .g #
A # m= = =
O
O
3233 230 0 1
2
b be"" (
g
.g A A #
m
ρ ρ += − − = − − =
4or3 3
00 5100
* i (
g ag
p p.g # T T A !
m
−≥ => = ×
So it results
30(2 3 3
7 33 7 3
1 77 1 3
7#100
31 331
100 100
100 1 7
100 100
(
g
(
g
(
g
p .g $ A
m
p p .g $ A
m
p p .g ! A
m
−
−
−
= × =
− −= × = × =
− −= × = × =
Dor&ing $i
2W
1W
100
sand
gra8el
i* i*
i*
-
-
7 !!
==
×∆ =
4or each type results
7
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02 3
02 3 3
3 73 7 3
7 17 1 3
2 661
100 100
2 3136
100 100
1 70211
100 100
s
s
s
7 $ l $
m
7 $ l $
m
7 ! l !
m
−−
−−
−−
× ×∆ = = =
× ×∆ = = =
× ×∆ = = =
Total a$ount o ,ater already ound in aggregates
31 6 11 33
i*
l ! !
m∆ = ∆ = + + =∑
The real Buantity o aggregates beco$es
O
3
O
02 3 02 3 02 3 3
O
3 7 3 7 3 7 3
O
7 1 7 1 7 1 3
162 33 1012 and +or each sort
66# 1 26#
313 6 321
70 2 11 71 2
ag .g !m
.g $ $ $
m
.g $ $ $
m
.g ! ! !
m
− − −
− − −
− − −
= + =
= + ∆ = + =
= + ∆ = + =
= + ∆ = + =
The $iing ,ater isO
323 33 203
l A A !
m= − ∆ = − =
The apparent speciic ,eight is
O O O
3203 73 1012 2277b ag
.g A # !
m ρ = + + = + + =
4or the $ier results
Dater BuantityO
3203
l A
m= Aggregates Buantity 1012ag ! =
!e$ent Buantity 373
.g #
m= Sand 02-3 $$ 02 3 26#$ − =
A5!'00 Sand 3-7 $$ 3 7 321$ − =
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Apparent speciic ,eight O 22777b ρ = =ra*el 7-1 $$ 7 1 712! − =
The abo*e speciications are presented or a Buantity o one cubic $eter o concrete. 9ut
in reality ,e can ha*e $ier ,ith dierent capacities. 4or the $ier speciied in the pro)ect 3300dm /
O
02 3 02 3
O
3 7 3 7
O
7 1 7 1
300203 07 273
1000
300 30073 07 ##33 &g
1000 1000
300 30007 26# 07 11620 &g
1000 1000300 300
07 321 07 7 &g1000 1000
30007 712
1000
) l
c # r
n N
n N
g !
− −
− −
− −
= × × =
= × × = × × =
= × × = × × =
= × × = × × =
= × × =300
07 10 1 &g1000
× × =
1. !oncrete placing in the resistance ele$ents2. a/ !o$putation notes or placing the concrete in the resistance ele$ents o the building
• !oncrete placing into loors ,ith girders• !oncrete co$paction
The co$paction o the girders ,ill be $ade using *ibrators H@I 3/ ,ith the ollo,ing para$eters
0 33 the *ibratorOs radius R cm=37 the *ibratorOs lengthb L mm=70 the *ibratorOs dia$eter
bd mm=
The co$paction o the straight plane ,ill be $ade using the *ibrating plate H!20 ,iththe ollo,ing para$eters
20 the *ibrating depth
11 -the plateOs length
10 -the plateOs ,idth
sh cm
L m
l m
= −=
=
#
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Ater ,e deter$ined the apparatus that ,ill be used to *ibrate the concrete *olu$e theollo,ing step that has to be established is to a*oid that in the concrete $ass to appear non-*ibrated areas. So e*ery technological sheet has to contain a co$pacting plane.
The di$ensions o the loor are
• The girder 20 3 g g b h cm× = ו The plate g'1 c$
Its suicient a single ro, o *ibrators placed in the girders ale in order to co$pact theconcrete. There are so$e conditions or the *ibrators place$ent but the $ost i$portant one isgi*en by the ollo,ing relation
22
2
0 2
2 2
g 88
bd R d cm
= − => = ÷ ÷
!oncrete placingIn order to ha*e a $onolith beha*iour o the concrete the continuity condition has to be
satisied. So
$aA
$in
2 1
strip
b b
' 9 c
t t = ≤
−
De cannot pour the ,hole concrete $ass so so$e rules ha*e to be e$phasi%ed
• The concrete has to be poured in strips• The strip edge has to be placed at the lo,est resistance area o the plate at the
position o the inclined reinorce$ent/• The pouring sense has to re$ain un$odiied or the ,hole procedure(• It is proper to sho, the plate in three dierent strips
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1
2
3
2
1 3
2
0
3
0 02 22
2 2 2 3 #
2 2 2 6
L m
L m
L m
L L
L L L m
L L m
===
= + = + =
= + = + × == × = × =
!olu$n0
0
s
s
b
h
= =
( ) 2 1 2
3
3
0 026 3 0 23 3 1
strip( g g g g g g g ' b h L b h L b g L b L b
m
= × × + × × × × − + × × − × × − ÷ ÷
= + × + × × =
( ) ( ) ( ) ( ) 2 2 1 2 1
3
210
0 10 222 0136
strip(( g g g g g g g g
L' b h L b h L b g L b L b g L b
m
= × × + × × × − + × × − × − + × − ×
= + + + =3
1 2
1 1 0 00 07
strip((( g g g g g g
' b h L b h L b L b m = × × + × × × × − × × − = + = ÷ ÷
3 3
$in
11 12 the condition is satis+ied +or air t 20
2 1b b
m m9 c #
h h= = ≤ = ° ≤ °
−
I eterior air te$perature is 30 degrees 'X1
2
07
10
t h
t h
=
=
3 3
$in
11 12 the condition is satis+ied
1 07b b
m m9 c
h h= = ≤ =
−
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Concrete placing into columns
1. !oncrete co$paction
Internal *ibrators
0 3337
70
b
b
R cm L mm
d mm
===
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CHAPTER 8
BILL OF UANTITIES
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2 <iplo$a Pro)ect 9;IIT@A: I:;IA 2007 PA= 1 ''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''' '?. SfC9?; IT@C :ATITI@S :C ' ' A C @ '
' A > T I ! ; @ ' ' ' ''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''' 01 TSA0791CA.<I=.I ;ICIT@< SPA!@S ?4 ?H@> 1C DIT8S:P?>T A< CA. @S!AH. I S?I; DIT8 AT.8:C.<@PT8 00-2CCI<;@ =>?:< :ATITf ' 2.000 C.!.02 !!01A1C?:TI= >@I4?>!@C@TS 4>?C ST@@; !?!>@T@ <K16CC I IS?;AT@< 4?:<ATI?S DIT8 SPA!@>S
CA<@ ?4 P;ASTI! CAS@S:ATITf ' #3.000 M=03 !0301=14A9>!.?4 >@I4.!:T.A< 9@<.9A>SIS?;.!?TI?:S 4?:<.A< >A4TS ID?>MS8?PS ? SIT@ ?9 37 <'-6 CC
:ATITf ' 321.000 M=0 !!02=1C?:TI= >@I4.AT !?ST>:!TI?S 8K3C CA<@ ?4 @TS !:='3-M=5CP I <IAP8>A=C DA;;SDIT8 P;ASTI! SPA!@>S
:ATITf ' 2.000 M=0 2000#7 D@;<@< @TS TfP@ 117 = 263# M=59:!/?; 37-1
:ATITf ' 32.0 M=0 !!02!1C?:T. >@I4.AT !?ST>. 8K3C CA<@ ?4 9A>S I =I><@>S A< !?;:CS <K16CCP;AT@S <K10CC DIT8 P;ASTI! SPA!@>S :ATITf ' 63.000 M=0 !!02<1C?:T. >@I4.AT !?ST>. 8K3C CA<@ ?4 9A>S I =I><@>S A< !?;:CS <X16CCP;AT@S <K12DIT8 P;ASTI! SPA!@>S
:ATITf ' 63.000 M=07 !0302=14A9>I!.>@I4.4?> DA;;S=I><@>S!?;:CS <IAP8>A=CS AT :SS:A; !?ST>.I SIT@
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D?>MS8?PS ?9 37 <'-6CC:ATITf ' 21.000 M=
06 !!02P1C?:T. >@I4.AT !?ST>. 8K60C CA<@ ?4 @TS I P;AT@S DIT8 P;ASTI! SPA!@>S
:ATITf ' 7.000 M=06 2000#7 D@;<@< @TS TfP@ 117 = 263# M=59:!/?; 37-1
:ATITf ' 7.000 M=0# !90A14?>CD?>MS CA<@ 4>?C >@:SSI9;@ PA@;S CA<@?4 D??< 9?A><S !?ST>:!TI?S DIT8 8K20CAT S;A9S A< =I><@>S
:ATITf ' 1.320 CP.
10 !90914?>CD?>MS CA<@ 4>?C >@:SSI9;@ PA@;S CA<@?4 D??< 9?A><S !?ST>:!TI?S DIT8 8K20CAT !?;:CS A< 4>AC@S
:ATITf ' .000 CP.11 !A02!1>@I4. !?!>@T@ P?:>I= I !?TI?:S 4?:<. >A4TS A< DA;;S :<@> T8@ !?ST>.;@H@;@>? DIT8 T8I!M@SS K30!C
:ATITf ' 37.000 C.!.
11 2100#1# !@C@T !?!>@T@ 9 0 STAS 322
:ATITf ' 37.000 C.!.12 !A021>@I4. !?!>@T@ P?:>I= AT !?ST>.DIT8 8K 3CI 4;??>S=I><@>S!?;:CSS;A9S/DIT8 T8@ S;A9 T8I!M@SS X10!C
:ATITf ' 1.200 C.!.12 2100## !@C@T !?!>@T@ 9 20 STAS 322
:ATITf ' 1.#0 C.!.13 !<07!2CAS?@>f CA<@ ?4 9!A 9;?!MS AT !?ST>.8K3C 2!C T8I!M@SSDIT8 =9 9;?!MS 050 P A;;@TI@<
:ATITf ' 26.000 C.!.13 2101171
7
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CAS?@>f C?>TA> C 0 S 1030
:ATITf ' 17.20 C.!.1 !40!1?><IA>f @`T@>I?> P;AST@>SSC??T8@@<
? !?!>@T@ DA;;SI C@<I:C T8I!M@SS ?4 2!C:ATITf ' 236.000 CP.
1 21011# CAS?@>f C?>TA> C 2 S 1030
:ATITf ' .26 C.!.1 !401A1IT@>I?> P;AST@>S SC??T8@@<AT !?;:CS DA;;S @`@!:T@< CA:A;;f ? P;AST@>?42 !C T8I!M@SS
:ATITf ' 272.000 CP.1 21011# CAS?@>f C?>TA> C 2 S 1030
:ATITf ' .6# C.!.1 I40!1DA>C 8I<>?I.;Af@> DIT8 9IT:C@ !;?T8 TfP@...=;:@< DIT8 9IT:C@ CASTI! TfP@... ?H@>;AP@< ?> I!;I@< :TI; :ATITf ' 1#0.000 CP.1 200713
9IT:C@ !;?T8 DIT8?:T !?H@>I= ;Af@> PI 0 100!C`20 C S10:ATITf ' 20#.000 CP.
1 20003 9IT:C@ 4?> CAT.+8f<>?-IS:;ATI? D?>MS; TfP@ 8 657
S70:ATITf ' 26.000 M=
17 !97!1C?:TI= A< <ISC?:TI= ?4 T8@ !A:;A>C@T8A;I! 9>I!MI= S!A44?;< 4?> 4IIS8I=D?>MS AT A;;-!AST@< C?:;<@< DA;;S 8K7C
:ATITf ' 12.000 CP.16 !96A1C?:TI= A< <ISC?:TI= ?4 T8@ S@;4;I4TI= 9>I!MI= S!A44?;< DIT8 2 !AST@;S ;'12C 4?>4A!A<@ 4IIS8@S
:ATITf ' 3.000 CP.1# TS<0191SP>@A<I= T8@ A44I@< <I>T DIT8 T8@ S8?H@;
7
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:I4?>C ;Af@> 10-30!C.T8I!M DIT8 !>:S8I= 9:[email protected]<;@ =>?:<.
:ATITf ' 17#.000 C.!.20 TS<0<1!?S?;I<ATI? DIT8 T8@ 8A< 9@@T;@ ?4 T8@
@`@!:T@< ? ;Af@> DIT8 T8@ DAT@>I= ?4 @A!8 ;Af@> 20 !C T8I!M@SS.!?8@SIH@ =>?:<:ATITf ' 16.000 C.!.
21 TS<1A1<IST>I9:TI? ;Af@> CA<@ ?4 9A;;AST :<@> T8@ 9A;ASTI= P>ISC !4.!?CPA!T@< DIT8 T8@ !?CP>@SS@< >@H?;HI= S8:T@> 10-12T
:ATITf ' .000 C.!.22 !A01<1SICP;@ !?!>@T@ P?:>I= I ;Af@>S ?4 3-20 !C T8I!M !?ST>:!TI? DIT8 8K3C
:ATITf ' .000 C.!.22 2100#1# !@C@T !?!>@T@ 9 0 STAS 322
:ATITf ' .06 C.!.23 T>90A11T8@ CAT@>IA;S T>ASP?>TATI? T8>?:=8 <I>@!T !A>>II= !?H@I@T CAT@>IA;S :<@> 2 M=4?> A <ISTA!@ ?4 10C
:ATITf ' 6#.000 T?@S
2 T>A02A10T8@ T>ASP?>TATI? DIT8 T>:!MS ?4 T8@ CAT.C?:;<@< CAT. DIT8 T8@ 8@AHf-<:Tf T>:!M ? A <ISTA!@'10 MC.
:ATITf ' 7.700 T?@S2 T>A0A10T8@ T>ASP?>TATI? DIT8 T>:!MS ?4 T8@ !?!>@T@C?>TA> DIT8 T8@ C! A=ITATI= T>:!M ? A <ISTA!@'10MC
:ATITf' #6.000 T?@S
CA<@ !8@!M@<
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#:APT/R ;
BILL OF PRICES
76
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2 pa 2
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
004 [email protected]=1 <= 213#000 4.41#00 1921.3
CO"?(C' &)%&' P' P()('I =)I"@I +'ILPI 1909#00 12.
DI&?)&=%( L&CO"+' OBI+ I" &'(LI()( 0#00 0
+&"'I() OB .4 D!375%% 0#00 0 20050
'otal manopera la $%: 0#0 ore#
005 CC02P1 <= 34#000 .01#00 140334%O"'&)( &)%&' L& CO"+') A>50 % DI" PL&+( 1050#00 312.30
I" PL&CI C$ DI+'&"'I()I DI" PL&+'IC 0#00 0
0#00 0 45.024
'otal manopera la $%: 0#02 ore#
005 200094 <= 34#000 9190#00 2104.0
PL&+( +$D&'( 'IP 114 = 25.-3;9 <=6B$C, 0#00 0
OL .471" 0#00 0
0#00 0 2104.0
009 CB0&1 %P# 13#.20 12.#00 21092.
CO?)&*( DI" P&"O$)I )(?OLO+IBIL( DI" ..2#00 2322
+CI"D$)I L& CO"+')$C'II C$ A>20% L& 0#00 0
PL&CI +I =)I"@I 0#00 0 49.415
'otal manopera la $%: 0#52 ore#
010 CB0B1 %P# 3#000 19399#00 110.1CO?)&*( DI" P&"O$)I )(?OLO+IBIL( DI" 4324#00 2334112
+CI"D$)I L& CO"+')$C'II C$ A>20% L& 0#00 0
+'ILPI +I C&D)( 0#00 0 .44023
'otal manopera la $%: 1#10 ore#
011 C&02C1 %#C# .4#000 13#00 442
'$)"&)( B('O" &)%&' I" ?$"D&'II 1404#00 144
CO"'I"$(;)&DI()( +I P()('I +$B CO'& @()O 52.#00 .039
& CO"+') C$ =)O+ >.0C% 0#00 0 4222
'otal manopera la $%: .#33 ore#
011 2100919 %#C# .4#000 3543#00 2.195
B('O" D( CI%("' B 0 +'&+ .322 0#00 0
0#00 0
0#00 0 2.195
012 C&02*1 %#C# 31#200 34#00 2550'$)"&)( B('O" &)%&' L& CO"+')$C'II C$ A 1.00#00 4952925
>.%;I" PL&"+((-=)I"@I;+'ILPI;PL&CI,C$ 90#00 ..955
=)O+#PL&CII10C% 0#00 0 5.493
'otal manopera la $%: .#03 ore#
012 2100939 %#C# 31#390 929013#00 4.10994
B('O" D( CI%("' B 20 +'&+ .322 0#00 0
0#00 0
0#00 0 4.10994
01. CD04C2 %#C# 235#000 110225.#00 29115
@ID&)I( DI" BLOC$)I BC& L& CO"+')#A>.%; 12934#00 .423.2
2C% =)O+I%(; C$ BLOC$)I =B" 0630 0#00 0
P&L('I@&'( 0#00 0 ..01343
'otal manopera la $%: .#20 ore#
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2 pa .
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
01. 2101141 %#C# 14#20 14.5#00 439043
%O)'&) D( @ID&)I( % 0 + 10.0 0#00 0
0#00 0
0#00 0 439043
01 C?03C1 %P# 2.5#000 249.#00 334.
'("C$I(LI ('()IO&)( OBI+"$I'(;D)I+C$I'( 499#00 1.491532P( P()('I B('O";I" =)O+I%( %(DI( D( 2C% 0#00 0
0#00 0 1393
'otal manopera la $%: 1#22 ore#
01 2101139 %#C# #25 13391#00 14510
%O)'&) D( @ID&)I( % 2 + 10.0 0#00 0
0#00 0
0#00 0 14510
01 C?01&1 %P# 242#000 25#00 3435
'("C$I(LI I"'()IO&)(;D)I+C$I'(;L& 0451#00 11092.2
+'ILPI;P()('I ((C$'&'( %&"$&L P( 14#00 01200
@ID&)I(;D( 2C% =)O+I%( 0#00 0 12139250
'otal manopera la $%: 0#9. ore#
01 2101139 %#C# #593 13391#00 200119
%O)'&) D( @ID&)I( % 2 + 10.0 0#00 00#00 0
0#00 0 200119
013 I@?0C1 %P# 190#000 109#00 201210
+')&' AID)OI@ C&LD C$ PI"@& BI' 324#00 5491.0
&COP()I'& 'IP###LIP C$ %&+'IC BI' 'IP### 22#00 950
+$P) O)I@ I"CL PI"& L& 0#00 0 1123.20
'otal manopera la $%: 0#11 ore#
013 230041. %P# 209#000 39420#00 14150
PI"@& BI' ?&)& +') &COP()I)( PI 0 0#00 0
100C%20% +103 0#00 0
0#00 0 14150
013 23000.3 <= 25#000 232#00 199340
BI'$% P'#%&'#L$C)#AID)OI@OL&'II 'IP A 0#00 0
3564 +403 0#00 00#00 0 199340
014 CB4C1 %P# 132#000 2405#00 .5393
%O"'&)(& +I D(%O"'&)( +CA(L(I %(' 14240#00 249440
'$B$L&)( P' L$C)&)I D( ?I"I+&*( L& 0#00 0
'&&"( %O"OLI'I@ P)(? A>4% 0#00 0 .2.3.3
'otal manopera la $%: 0#2 ore#
015 CB5&1 %P# .#000 ..94#00 14439
%O"'&)(& +I D(%O"'&)(& +CA(L(I 12.4#00 .409
&$'O)IDIC&'O&)( C$ 2 C&+'(L( L!12% P' 0#00 0
?I"I+&*( ?&'&D( 0#00 0 35530
'otal manopera la $%: 0#25 ore#
019 '+D01B1 %#C# 149#000 0#00 0
I%P)&+'I()(& C$ LOP&'& & P&%I"'#&?I"&'; 119#00 209.41
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'otal manopera la $%: 0#.1 ore#
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2 pa
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020 '+D0D1 %#C# 153#000 13#00 29013
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20C% =)O+#'#CO(@I 0#00 0 44245
'otal manopera la $%: 0#34 ore#
021 '+D13&1 %#C# 3#000 1.2223#00 49..3
+')&' D( )(P&)'#DI" B&L&+' +$B P)I+%& D( 129#00 .049
B&L&+'&)( C?#CO%P&C'&' C$ )$LO$ CO%P)#D( 234#00 1550
10712' 0#00 0 129400
'otal manopera la $%: 1#23 ore#
022 C&01D1 %#C# 3#000 .11#00 1533
'$)"&)( B('O" +I%PL$ I" +')&'$)I D( .7 130#00 545.0
20C% =)O+I%(L& CO"+')$C'II C$ A>.% .92#00 23.2
0#00 0 90335
'otal manopera la $%: .#34 ore#
022 2100919 %#C# 3#05 3543#00 159.1
B('O" D( CI%("' B 0 +'&+ .322 0#00 0
0#00 0
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02. ')B0&11 'O"& 59#000 0#00 0
')&"+PO)'$L %&'()I&L(LO) P)I" P$)'&' .413#00 ...002
DI)(C'#%&'()I&L( CO%OD( +$B 2 <= 0#00 0
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'otal manopera la $%: 1#00 ore#
02 ')&02&10 'O"& 34#400 0#00 0
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+(%I?&B)IC&'(LO) C$ &$'OC&%IO"$L P( 0#00 0
DI+'#! 10 <%# 1432#00 2209054 2209054
02 ')&03&10 'O"& 95#000 0#00 0
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%O)'&)$L$I C$ &$'OB('O"I()& D( ;%C 0#00 0
DI+'# !10<% 4235#00 424523 424523
C8eltuieli directe din articole:
=)($'&'( %&'()I&L( %&"OP()& $'IL&* ')&"+PO)' 'O'&L
209#110 ..033.5 109319 124.03 .154.1 455130.
Din care:
aloare aferenta utilaje termice ! 0
aloare aferenta utilaje electrice ! 124.03
Detaliere transporturi:
7&rticole ')& .1 54 .1
<e c8eltuieli directe:
7C&+:
- 109319# 124.03# E 0#000
.154.1# E 0#000, E 0#.0000 ! .2 55 .3
7+O%&*:
- 109319# 124.03# E 0#000 .154.1# E 0#000, E 0#00000 ! 0
7)(' %&I+')$
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2 pa
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
- 109319# 124.03# E 0#000
.154.1# E 0#000, E 0#000 ! 9.2 3
'otal c8eltuieli directe:
=)($'&'( %&'()I&L( %&"OP()& $'IL&* ')&"+PO)' 'O'&L
209#110 ..033.5 14.135 124.03 .154.1 31.39532.
C8eltuieli indirecte:
31.39532.# E 0#100 ! 92 0 494
Profit:
404.20# E 0#3000 ! 2. 2 039
'O'&L =("()&L D(I@: 1 129 20 55
P)OI(C'&"' CO"')&C'&"' -O?()'&"',
D(I@I()
63
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CHAPTER 19
SAFETY IN ECAVATIONS
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In*#'-,*i'n
@*ery year people are &illed or seriously in)ured ,hen ,or&ing in eca*ations.@ca*ation ,or& has to be properly planned $anaged super*ised and carried out to pre*entaccidents. This inor$ation sheet pro*ides ad*ice or those in*ol*ed in eca*ation ,or&.
Pl"nnin$
9eore digging any eca*ations it is i$portant to plan against the ollo,ingj collapse o the sides(j $aterials alling onto people ,or&ing in the eca*ation(j people and *ehicles alling into the eca*ation(j people being struc& by plant(j under$ining nearby structures(j contact ,ith underground ser*ices(.j access to the eca*ation(
j u$es( andj accidents to $e$bers o the public.
Ca&e sure the necessary eBuip$ent needed such as trench sheets props baul&s etc isa*ailable on site beore ,or& starts.
E5,""*i'n ,'ll"0(e
j Pre*ent the sides and the ends ro$ collapsing by battering the$ to a sae angle or supportingthe$ ,ith ti$ber sheeting or proprietary support syste$s.j <o not go into unsupported eca*ations.j e*er ,or& ahead o the support.j >e$e$ber that e*en ,or& in shallo, trenches can be dangerous. fou $ay need to pro*idesupport i the ,or& in*ol*es bending or &neeling in the trench.
M"*e#i"l( f"llin$ in*' e5,""*i'n(
j <o not store spoil or other $aterials close to the sides o eca*ations. The spoil $ay all intothe eca*ation and the etra loading ,ill $a&e the sides $ore prone to collapse.j Ca&e sure the edges o the eca*ation are protected against alling $aterials. Pro*ide toe boards ,here necessary.j Dear a hard hat ,hen ,or&ing in eca*ations.
Pe'0le "n e+i,le( f"llin$ in*' e5,""*i'n(
j Ta&e steps to pre*ent people alling into eca*ations. I the eca*ation is 2 $ or $ore deep pro*ide substantial barriers e.g. guard rails and toe boardsj Meep *ehicles a,ay ro$ eca*ations ,here*er possible . :se brightly painted baul&s or barriers ,here necessary.
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j Dhere *ehicles ha*e to tip $aterials into eca*ations use stop bloc&s to pre*ent the$ ro$o*er-running. >e$e$ber that the sides o the eca*ation $ay need etra support
Pe'0le !ein$ (*#-, !/ 0l"n*
j Meep ,or&ers separate ro$ $o*ing plant such as eca*ators. Dhere this is not possible use
sae syste$s o ,or& to pre*ent people being struc&.j Plant operators should be co$petent.
Une#)inin$ ne"#!/ (*#-,*-#e(
j Ca&e sure eca*ations do not aect the ootings o scaolds or the oundations o nearbystructures. Dalls $ay ha*e *ery shallo, oundations ,hich can be under$ined by e*en s$alltrenches.j <ecide i the structure needs te$porary support beore digging starts. Sur*eys o theoundations and the ad*ice o a structural engineer $ay be needed.
A'iin$ -ne#$#'-n (e#i,e(
j ;oo& around or ob*ious signs o underground ser*ices e.g. *al*e co*ers or patching o theroad surace.j :se locators to trace any ser*ices . Car& the ground accordingly.
j Ca&e sure that the person super*ising eca*ation ,or& has ser*ice plans and &no,s ho, touse the$. @*eryone carrying out the ,or& should &no, about sae digging practices ande$ergency procedures.j Pro*ide good ladder access or other sae ,ays o getting in and out o the eca*ation .
j @haust u$es can be dangerous. <o not site petrol or diesel-engined eBuip$ent such asgenerators or co$pressors in or near the edge o an eca*ation unless u$es can be ducteda,ay or the area can be *entilated.
A range o proprietary trench boes and hydraulic ,allings allo, trench supports to be put in place ,ithout reBuiring people to enter the eca*ation<
P#'*e,*in$ *+e 0-!li,
j 4ence o all eca*ations in public places to pre*ent pedestrians and *ehicles alling into the$.j Dhere children $ight get onto a site out o hours ta&e precautions e.g. bac&illing or securelyco*ering eca*ations/ to reduce the chance o the$ being in)ured.
S-0e#i(i'n
j A co$petent person $ust super*ise the installation alteration or re$o*al o eca*ationsupport.j People ,or&ing in eca*ations should be gi*en clear instructions on ho, to ,or& saely.
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In(0e,*in$ e5,""*i'n(
j A co$petent person $ust inspect eca*ations- at the start o each shit beore ,or& begins(- ater any e*ent li&ely to ha*e aected the strength or stability o the eca*ation( and- ater any accidental all o roc& earth or other $aterial.
j A ,ritten report should be $ade ater $ost inspections. Stop ,or& i the inspection sho,s theeca*ation to be unsae.