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&[DATE] &[TIME] - &[FILENAME]

Example 13.1 : Page 400
Reinforced Concrete - Design Theory and Examples
Second Edition
T.J. Macginley & B.S. Choo

4 - appVersion 0.99.7822.147

4 appVersion 0.99.7822.147

t.0 0 time :

https://www.academia.edu/34894173/Reinforced_Concrete_Design_Theory_and_Examples

Example 13.1 Simplified analysis of concrete framed building—vertical load

The application of the various simplified methods of analysis given in section 3.2 of the code is shown in the following example.
(a) Specification
The cross-section of a reinforced concrete building is shown in Fig. 13.5(a). The frames are at 4.5 m centres, the length of the building is 36 m and the column bases are fixed. Preliminary sections for the beams and columns are shown in Fig. 13.5(b). The floor and roof slabs are designed to span one way between the frames. Longitudinal beams are provided between external columns of the roof and floor levels only. :

Frames are spaced at 4.5 m

This worked example shows only the analysis of the sub-frame shown. Hence, only Dead & Imposed loads on Beams BF & FK are considered.

S.frame 4.5 m * : L.building 36 m * : γ.cu 24 kN m 3^/ * : 31 line

More Iterations -----> more accuracy

For column GF

Number of iterations for Moment Iterations N.Iter1 3 :

col.FE_b 400 mm * : col.FE_h 500 mm * : 12 mat col.GF_b 300 mm * : col.GF_h 400 mm * : beam.FK_b 400 mm * : beam.FK_h 600 mm * : 22 mat 21 line

L.BF 6 m * : L.FK 8 m * : 21 line

Loadings

Following load cases are required for the beam BFK for the braced frame.
But, only Case 1 is shown in this example.

For the floors

Floors D/L g.k_floor 6.2 kN m 2^/ * :

Case 1

1.4 G.k * 1.6 Q.k * +

on the whole beam

Case 2

1.4 G.k * 1.6 Q.k * +

on BF and

1.6 G.k *

on FK

Floors I/L q.k_floor 3.0 kN m 2^/ * :

Case 3

1.0 G.k *

on BF and

1.4 G.k * 1.6 Q.k * +

on FK

Loads on Beans

Dead loads on Beams

Imposed loads on Beams

G.k_floor g.k_floor S.frame * : kN m / 27.9

Q.k_floor q.k_floor S.frame * : kN m / 13.5

Calculation of Moments of Inertia

I.Col_FE 112 / col.FE_b * col.FE_h (3^* : mm 4^4.1667 109^*

I.Col_FG 112 / col.GF_b * col.GF_h (3^* : mm 4^1.6 109^*

I.beam_FK 112 / beam.FK_b * beam.FK_h (3^* : mm 4^7.2 109^*

I.beam_FB I.beam_FK : mm 4^7.2 109^*

Beam BF and FK : same cross section

Moment of Inertia I I.Col_FE I.Col_FG I.beam_FK I.beam_FB 41 mat : mm 4^4.1667 109^* 1.6 109^* 7.2 109^* 7.2 109^* 41 mat

LengthCols & Beams L 550040008000600041 mat mm * :

Stiffness K.FE K.FG K.FK K.FB 41 mat I L / vectorize : 105^mm 3^* 7.5758 491241 mat

(d) : Subframe analysis for braced frames

The subframe consists of the beams at first floor level and the columns above and below that level with ends fixed. The frame is analysed for the dead and imposed load cases given in above.
The distribution factors at the joints of the subframe are, for joint B, F, K are as follows

Distribution Factors at the joints of the subframe for

Joint B

Joint F

Joint K

K.B K.FG K.FB K.FE 31 mat : mm 3^105^* 412 7.5758 31 mat

K.F K.FE K.FG K.FK K.FB 41 mat : mm 3^105^* 7.5758 491241 mat

K.K K.FG K.FK K.FE 31 mat : mm 3^105^* 49 7.5758 31 mat

K.B_tot K.B sum : mm 3^2.36 106^*

K.F_tot K.F sum : 105^mm 3^* 32.58

K.KF_tot K.K sum : 105^mm 3^* 20.58

D.BC K.FG K.B_tot / : 0.17

D.FE K.FE K.F_tot / : 0.23

D.KL K.FG K.KF_tot / : 0.19

D.BF K.FB K.B_tot / : 0.51

D.FG K.FG K.F_tot / : 0.12

D.KF K.FK K.KF_tot / : 0.44

D.BA K.FE K.B_tot / : 0.32

D.FK K.FK K.F_tot / : 0.28

D.KJ K.FE K.KF_tot / : 0.37

D.FB K.FB K.F_tot / : 0.37

Sanity check D.BC D.BF + D.BA + 1

Sanity check D.FE D.FG + D.FK + D.FB + 1

Sanity check D.KL D.KF + D.KJ + 1

Fixed End Moments

Case I

Case II (Not considered in this example)

The FEMs are for case1 (F1) fon both beams

F1 1.4 G.k_floor * 1.6 Q.k_floor * + : kN m / 60.66

F2 1.0 G.k_floor * : kN m / 27.9

FEM for span BF: Case I FEM.BF F1 L.BF 2^12 / * - : kN m * 181.98 -

FEM for span FK: Case I FEM.FK F1 L.FK 2^12 / * - : kN m * 323.52 -

FEM for FB: Case I FEM.FB FEM.BF - : kN m * 181.98

FEM for span KF: Case I FEM.KF FEM.FK - : kN m * 323.52

These programs in Yellow Color) are applicable to any Moment Distribution Method used below

To find column totals M# tot_BMM j 1 M# cols range : A# j el M# j col sum : 21 line :

To stack nested matrix M Stack_M A M 1 el : j 2 M rows range A A M j el stack : 11 line for A 31 line :

N.Iter1 3

N.Iter2 6 :

Arrange result matrix for Table d fem# df Arrange d d Stack_M kN m * / : A1 d 1 d rows 1 - (range 1 d cols range el : A2 fem# kN m * / A1 stack : A3 A2 tot_BMM transpose : A4 df transpose A2 A3 stack : 51 line :

To replace zeros with blank space. (To improve readability in Table). M# format j 1 M# rows range k 1 M# cols range M# j k el 0 ≡ (BB j k el : BB j k el M# j k el : if 11 line for for BB 21 line :

Create Left Stub for Table n Create_LS B P1 : j 1 n 2 - (range B B P1 stack : 11 line for B B 1 B rows 1 - (range 1 B cols range el : P2 B P3 stack 41 line :

P1 Bal CO 21 mat :

P2 DF FEM 21 mat :

P3 Final BM 11 mat :

1. METHOD 1 : Solution : With Far End Column Moments

Number of members N.members1 16 :

Moment Carry Over M BL CO_M1 M 1 el 0.5 BL 2 el * : M 3 el 0.5 BL 8 el * : M 5 el 0.5 BL 4 el * : M 6 el 0.5 BL 7 el * : M 8 el 0.5 BL 3 el * : M 10 el 0.5 BL 14 el * : M 11 el 0.5 BL 9 el * : M 12 el 0.5 BL 13 el * : M 14 el 0.5 BL 10 el * : M 16 el 0.5 BL 15 el * : 101 line :

PROGRAM : Moment Balancing M Bal_M1 dM1 0 : dM5 0 : dM6 0 : dM11 0 : dM12 0 : dM16 0 : 61 mat dM2 M 1 el D.BA D.BF D.BC 13 mat * - : dM7 M 2 el M 3 el + (D.FE D.FB D.FG D.FK 14 mat * - : dM13 M 4 el (D.KJ D.KF D.KL 13 mat * - : A dM1 dM2 dM5 dM6 dM7 augment : A A dM11 dM12 dM13 dM16 augment : 61 line :

A B C E F G J K L
AB BA BF BC CB EF FE FB FG FK GF JK KJ KF KL LK

Moment Distribution for METHOD 1 iter = Iterations , mem = Number of Elements iter mem Find_BMM1 Initialize all row vector fem 1 mem el 0 : ba 1 mem el 0 : co 1 mem el 0 : 31 mat fem 3 el FEM.BF : fem 8 el fem 3 el - : fem 10 el FEM.FK : fem 14 el fem 10 el - : j 1 iter range j 1 ≡ ba j el fem 3 el fem 8 el fem 10 el fem 14 el 41 mat Bal_M1 : co1 j el co ba j el CO_M1 : 21 line ba j el co 3 el co 8 el co 10 el co 14 el 41 mat Bal_M1 : co1 j el co ba j el CO_M1 : 21 line if D j el ba j el co1 j el stack : 21 line for D fem DF1 Arrange 81 line :

DF for METHOD 1 DF1 0 D.BA D.BF D.BC 00 D.FE D.FB D.FG D.FK 00 D.KJ D.KF D.KL 0161 mat : 0 0.32 0.51 0.17 00 0.23 0.37 0.12 0.28 00 0.37 0.44 0.19 0161 mat

LH1 N.Iter1 1 + Create_LS :

LH1 DF FEM Bal CO Bal CO Bal Final BM 81 mat

N.Iter1 3

N.members1 16

LH1 rows 8

MD1 N.Iter1 N.members1 Find_BMM1 :

16 members in Methd 1

MD1 cols 16

MD1 0 0.32 0.51 0.17 00 0.23 0.37 0.12 0.28 00 0.37 0.44 00 181.98 - 0000 181.98 0 323.52 - 000 323.52 0 58.48 92.63 30.88 00 32.92 52.14 17.38 39.1 00 119.12 - 141.51 - 29.24 0 26.07 0 15.44 16.46 0 46.31 0 70.76 - 8.69 59.56 - 0 19.55 0 8.38 - 13.27 - 4.42 - 00 5.68 93 6.75 00 7.2 - 8.55 - 4.19 - 0 4.5 0 2.21 - 2.84 0 6.63 - 0 4.28 - 1.5 3.6 - 0 3.38 0 1.45 - 2.29 - 0.76 - 00 2.54 4.02 1.34 3.01 00 1.24 - 1.48 - 25.05 48.65 74.34 - 25.69 13.23 19.3 41.14 286.82 21.72 349.68 - 10.19 63.16 - 127.56 - 194.91 814 mat

Format results. (replace zeros with blanks C1 MD1 format :

Heading for Results Table Hd1 AB BA BF BC CB EF FE FB FG FK GF JK KJ KF KL LK 116 mat :

Hd1 C1 MD1 LH1 Find_BMM1 Bal_M1 CO_M1 P3 Create_LS format Arrange Stack_M tot_BMM FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.FB K.FK K.FG K.FE I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0 Hd1 C1 MD1 LH1 DF1 Find_BMM1 Bal_M1 CO_M1 P3 P2 P1 Create_LS format Arrange Stack_M tot_BMM FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.K K.F K.B K.FB K.FK K.FG K.FE L I I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0 FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.FB K.FK K.FG K.FE I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0

C1
	0.32	0.51	0.17			0.23	0.37	0.12	0.28			0.37	0.44	0.19
		-181.98					181.98		-323.52				323.52
	58.48	92.63	30.88			32.92	52.14	17.38	39.1			-119.12	-141.51	-62.89
29.24		26.07		15.44	16.46		46.31		-70.76	8.69	-59.56		19.55		-31.45
	-8.38	-13.27	-4.42			5.68	9	3	6.75			-7.2	-8.55	-3.8
-4.19		4.5		-2.21	2.84		-6.63		-4.28	1.5	-3.6		3.38		-1.9
	-1.45	-2.29	-0.76			2.54	4.02	1.34	3.01			-1.24	-1.48	-0.66
25.05	48.65	-74.34	25.69	13.23	19.3	41.14	286.82	21.72	-349.68	10.19	-63.16	-127.56	194.91	-67.35	-33.35
#
AB	BA	BF	BC	CB	EF	FE	FB	FG	FK	GF	JK	KJ	KF	KL	LK
DF
FEM
Bal
CO
Bal
CO
Bal
Final BM
#
#

0 time t.0 - 0.12 s *

2. METHOD 1 : With More Iterations

N.Iter2 6

N.members1 16

LH2 N.Iter2 1 + Create_LS :

MD2 N.Iter2 N.members1 Find_BMM1 :

LH2 DF FEM Bal CO Bal CO Bal CO Bal CO Bal CO Bal Final BM 141 mat

C2 MD2 format :

Header same as in Method 1 Hd1

Dist Factors same as in Method1 DF1

MD2 0 0.32 0.51 0.17 00 0.23 0.37 0.12 0.28 00 0.37 0.44 00 181.98 - 0000 181.98 0 323.52 - 000 323.52 0 58.48 92.63 30.88 00 32.92 52.14 17.38 39.1 00 119.12 - 141.51 - 29.24 0 26.07 0 15.44 16.46 0 46.31 0 70.76 - 8.69 59.56 - 0 19.55 0 8.38 - 13.27 - 4.42 - 00 5.68 93 6.75 00 7.2 - 8.55 - 4.19 - 0 4.5 0 2.21 - 2.84 0 6.63 - 0 4.28 - 1.5 3.6 - 0 3.38 0 1.45 - 2.29 - 0.76 - 00 2.54 4.02 1.34 3.01 00 1.24 - 1.48 - 0.72 - 0 2.01 0 0.38 - 1.27 0 1.15 - 0 0.74 - 0.67 0.62 - 0 1.51 0 0.65 - 1.02 - 0.34 - 00 0.44 0.69 0.23 0.52 00 0.55 - 0.66 - 0.32 - 0 0.35 0 0.17 - 0.22 0 0.51 - 0 0.33 - 0.12 0.28 - 0 0.26 0 0.11 - 0.18 - 0.06 - 00 0.2 0.31 0.1 0.23 00 0.1 - 0.11 - 0.06 - 0 0.15 0 0.03 - 0.1 0 0.09 - 0 0.06 - 0.05 0.05 - 0 0.12 0 0.05 - 0.08 - 0.03 - 00 0.03 0.05 0.02 0.04 00 0.04 - 0.05 - 23.95 47.85 73.11 - 25.26 12.64 20.89 41.81 286.13 22.07 350.01 - 11.03 64.1 - 128.25 - 195.97 1414 mat

C2 MD2 LH2 Hd1 Find_BMM1 Bal_M1 CO_M1 P3 Create_LS format Arrange Stack_M tot_BMM FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.FB K.FK K.FG K.FE I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0 C2 MD2 LH2 Hd1 C1 MD1 LH1 DF1 Find_BMM1 Bal_M1 CO_M1 P3 P2 P1 Create_LS format Arrange Stack_M tot_BMM FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.K K.F K.B K.FB K.FK K.FG K.FE L I I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0 FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.FB K.FK K.FG K.FE I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0

C2
	0.32	0.51	0.17			0.23	0.37	0.12	0.28			0.37	0.44	0.19
		-181.98					181.98		-323.52				323.52
	58.48	92.63	30.88			32.92	52.14	17.38	39.1			-119.12	-141.51	-62.89
29.24		26.07		15.44	16.46		46.31		-70.76	8.69	-59.56		19.55		-31.45
	-8.38	-13.27	-4.42			5.68	9	3	6.75			-7.2	-8.55	-3.8
-4.19		4.5		-2.21	2.84		-6.63		-4.28	1.5	-3.6		3.38		-1.9
	-1.45	-2.29	-0.76			2.54	4.02	1.34	3.01			-1.24	-1.48	-0.66
-0.72		2.01		-0.38	1.27		-1.15		-0.74	0.67	-0.62		1.51		-0.33
	-0.65	-1.02	-0.34			0.44	0.69	0.23	0.52			-0.55	-0.66	-0.29
-0.32		0.35		-0.17	0.22		-0.51		-0.33	0.12	-0.28		0.26		-0.15
	-0.11	-0.18	-0.06			0.2	0.31	0.1	0.23			-0.1	-0.11	-0.05
-0.06		0.15		-0.03	0.1		-0.09		-0.06	0.05	-0.05		0.12		-0.03
	-0.05	-0.08	-0.03			0.03	0.05	0.02	0.04			-0.04	-0.05	-0.02
23.95	47.85	-73.11	25.26	12.64	20.89	41.81	286.13	22.07	-350.01	11.03	-64.1	-128.25	195.97	-67.72	-33.85
#
AB	BA	BF	BC	CB	EF	FE	FB	FG	FK	GF	JK	KJ	KF	KL	LK
DF
FEM
Bal
CO
Bal
CO
Bal
CO
Bal
CO
Bal
CO
Bal
Final BM
#
#

3. METHOD 2 : Without Far End Column Moments

DF for METHOD 2 DF2 D.BA D.BC D.BF D.FB D.FE D.FG D.FK D.KF D.KJ D.KL 101 mat : 0.32 0.17 0.51 0.37 0.23 0.12 0.28 0.44 0.37 0.19 101 mat

PROGRAM : Moment Balancing M Bal_M2 dM1 M 1 el D.BA D.BC D.BF 13 mat * - : dM2 M 2 el M 3 el + (- (D.FB D.FE D.FG D.FK 14 mat * : dM3 M 4 el D.KF D.KJ D.KL 13 mat * - : dM1 dM2 dM3 augment 41 line :

Carry Over Moment M BL CO_M2 M 3 el 0.5 BL 4 el * : M 4 el 0.5 BL 3 el * : M 7 el 0.5 BL 8 el * : M 8 el 0.5 BL 7 el * : 41 line :

Moment Distribution for METHOD 2iter = Iterations , mem = Number of Elements iter mem Find_BMM2 Initialize all row vector fem 1 mem el 0 : ba 1 mem el 0 : co 1 mem el 0 : 31 mat fem 3 el FEM.BF : fem 4 el fem 3 el - : fem 7 el FEM.FK : fem 8 el fem 7 el - : j 1 iter range j 1 ≡ ba j el fem 3 el fem 4 el fem 7 el fem 8 el 41 mat Bal_M2 : co1 j el co ba j el CO_M2 : 21 line ba j el co 3 el co 4 el co 7 el co 8 el 41 mat Bal_M2 : co1 j el co ba j el CO_M2 : 21 line if D j el ba j el co1 j el stack : 21 line for D fem DF2 Arrange 81 line :

LH3 N.Iter2 1 + Create_LS :

LH3 DF FEM Bal CO Bal CO Bal CO Bal CO Bal CO Bal Final BM 141 mat

LH3 rows 14

N.Iter2 6

N.members1 10 :

10 members in Method 2

MD3 N.Iter2 N.members1 Find_BMM2 :

MD3 0.32 0.17 0.51 0.37 0.23 0.12 0.28 0.44 0.37 0.19 00 181.98 - 181.98 00 323.52 - 323.52 00 58.48 30.88 92.63 52.14 32.92 17.38 39.1 141.51 - 119.12 - 62.89 - 00 26.07 46.31 00 70.76 - 19.55 00 8.38 - 4.42 - 13.27 - 9 5.68 3 6.75 8.55 - 7.2 - 3.8 - 00 4.5 6.63 - 00 4.28 - 3.38 00 1.45 - 0.76 - 2.29 - 4.02 2.54 1.34 3.01 1.48 - 1.24 - 0.66 - 00 2.01 1.15 - 00 0.74 - 1.51 00 0.65 - 0.34 - 1.02 - 0.69 0.44 0.23 0.52 0.66 - 0.55 - 0.29 - 00 0.35 0.51 - 00 0.33 - 0.26 00 0.11 - 0.06 - 0.18 - 0.31 0.2 0.1 0.23 0.11 - 0.1 - 0.05 - 00 0.15 0.09 - 00 0.06 - 0.12 00 0.05 - 0.03 - 0.08 - 0.05 0.03 0.02 0.04 0.05 - 0.04 - 0.02 - 47.85 25.26 73.11 - 286.13 41.81 22.07 350.01 - 195.97 128.25 - 67.72 - 1410 mat

Heading for Results Table Hd3 BA BC BF FB FE FG FK KF KJ KL augment :

Format results. (replace zeros with blanks C3 MD3 format :

C3 Hd3 MD3 LH3 Find_BMM2 CO_M2 Bal_M2 C2 MD2 LH2 Hd1 Find_BMM1 Bal_M1 CO_M1 P3 Create_LS format Arrange Stack_M tot_BMM FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.FB K.FK K.FG K.FE I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0 C3 Hd3 MD3 LH3 Find_BMM2 CO_M2 Bal_M2 DF2 LH2 LH1 DF1 Find_BMM1 Bal_M1 CO_M1 P3 P2 P1 Create_LS format Arrange Stack_M tot_BMM FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.K K.F K.B K.FB K.FK K.FG K.FE L I I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0 FEM.KF FEM.FB FEM.FK FEM.BF F2 F1 D.FB D.KJ D.FK D.BA D.KF D.FG D.BF D.KL D.FE D.BC K.KF_tot K.F_tot K.B_tot K.FB K.FK K.FG K.FE I.beam_FB I.beam_FK I.Col_FG I.Col_FE Q.k_floor G.k_floor q.k_floor g.k_floor L.FK L.BF beam.FK_h beam.FK_b col.GF_h col.GF_b col.FE_h col.FE_b γ.cu L.building S.frame t.0

C3
0.32	0.17	0.51	0.37	0.23	0.12	0.28	0.44	0.37	0.19
		-181.98	181.98			-323.52	323.52
58.48	30.88	92.63	52.14	32.92	17.38	39.1	-141.51	-119.12	-62.89
		26.07	46.31			-70.76	19.55
-8.38	-4.42	-13.27	9	5.68	3	6.75	-8.55	-7.2	-3.8
		4.5	-6.63			-4.28	3.38
-1.45	-0.76	-2.29	4.02	2.54	1.34	3.01	-1.48	-1.24	-0.66
		2.01	-1.15			-0.74	1.51
-0.65	-0.34	-1.02	0.69	0.44	0.23	0.52	-0.66	-0.55	-0.29
		0.35	-0.51			-0.33	0.26
-0.11	-0.06	-0.18	0.31	0.2	0.1	0.23	-0.11	-0.1	-0.05
		0.15	-0.09			-0.06	0.12
-0.05	-0.03	-0.08	0.05	0.03	0.02	0.04	-0.05	-0.04	-0.02
47.85	25.26	-73.11	286.13	41.81	22.07	-350.01	195.97	-128.25	-67.72
#
BA	BC	BF	FB	FE	FG	FK	KF	KJ	KL
DF
FEM
Bal
CO
Bal
CO
Bal
CO
Bal
CO
Bal
CO
Bal
Final BM
#
#

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