perhitungan struktur.xls

REKAPITULASI PENULANGAN BALOK Proyek

:

No balok No. Btg t kgm "!me#s! ETABS

l kgm

N kg

Tump.Tul Atas Tump.Tul Tors! Tump.Tul Ba$a% Tul Begel

Lap.Tul Atas Lap.Tul Tors! Lap.Tul Ba$a% Tul Begel


No balok "!me#s!

No. Btg ETABS

t kgm

l kgm

N kg


Lap.Tul Atas Lap.Tul Tors! Lap.Tul Ba$a% Tul Begel


KONTROL LUAS TULANGAN Proyek : Rumah Tinggal Bapak Ronald Manyar Surabaya

Ko&e

b (mm) h (mm) Ag (mm2) jml (bh) d (mm) A (mm2) (mm2)

KP

K'b

K '(

K'&

K )a

K)b

130 600 650 300 D 150 150 130 150 150 300 300 300 650 16900 90000 97500 90000 70714.29 45000 97500 4 8 8 12 6 4 8 10 13 13 16 13 13 13 314.2857 1062.286 1062.286 2413.714 796.7143 531.1429 1062.286

%

1.86%

Ko&e

b (mm) h (mm)

K'a

K'&

D 300

1.18%

SLOO*

130 400

1.09%

B'a

150 550

2.68%

B'b

150 500

1.13%

B '(

150 500

1.18%

B'&

200 400

1.09%

B'e

200 350


Ko&e


KP

K'b

K '(

K'&

K )a

K)b

130 600 650 300 D 150 150 130 150 150 300 300 300 650 16900 90000 97500 90000 70714.29 45000 97500 4 8 8 12 6 4 8 10 13 13 16 13 13 13 314.2857 1062.286 1062.286 2413.714 796.7143 531.1429 1062.286

%

1.86%

Ko&e

b (mm) h (mm)

K'a

K'&

D 300

1.18%

SLOO*

130 400

1.09%

B'a

150 550

2.68%

B'b

150 500

1.13%

B '(

150 500

1.18%

B'&

200 400

1.09%

B'e

200 350


Ko&e


KP

1.86%

Ko&e

%

Ko&e

b (mm) h (mm) Ag (mm2) jml (bh) d (mm) A (mm2) (mm2) %

K'b

K '(

K'&

K )a

K)b

130 600 650 300 D 150 150 130 150 150 300 300 300 650 16900 90000 97500 90000 70714.29 45000 97500 4 8 8 12 6 4 8 10 13 13 16 13 13 13 314.2857 1062.286 1062.286 2413.714 796.7143 531.1429 1062.286

%


K'a

1.18%

1.09%

300 70714.29 6 13 796.7143

150 550 82500 7 16 1408

150 150 200 200 500 500 400 350 75000 75000 80000 70000 7 6 8 6 13 13 13 13 929.5 796.7143 1062.286 796.7143

1.13%

1.53%

1.71%

1.24%

B)a

B)b

1.06%

B '(

150 150 150 150 130 250 400 400 300 130 37500 60000 60000 45000 16900 5 5 5 4 4 13 13 12 12 10 663.9286 663.9286 565.7143 452.5714 314.2857 1.77%

1.11%

0.94%

1.01%

1.86%

B'&

1.09%

130 400 52000 6 13 796.7143

B'g

B '(

1.18%

SLOO*

B'+

B'b

1.13%

K'&

D

B'a

2.68%

1.33%

B'e

1.14%

Per%!tu#ga# Kolom "e#ga# "akt!l!tas Terbatas "ata : , Nama Kolom , Dime!i Kolom , , , , ,

#elim$ &eo K$alia! beo * +, ( 0.083-K &eo ) Diamee "

, , , , , , ,

d+ d d+h N$ " '$ $ Ag

, f.Ag.0.5.,.h , N$

f.Ag.0.85., N$ f.Ag.0.85., '$ f.Ag.0.5.,.h

,

h" b" "

/$laga #egag

800 240 0 1500

Per%!tu#ga# tula#ga# kolom , f.Ag.0.85.,

,

C4

-  " ( ea!i Kolom C  ) - b : ( ea!i Kolom C  ) - r r* b - A! r *b*d - A$l

" " " " " " " N Nm N ,m2

300 mm 500 mm 65 mm K 225 'a 400 'a 25 'a 22 mm 10 mm 86 mm 214 mm 0.28666667 74535 122623380 150000 mm2

$$ f $$ f $$ f $$ f

0.65 0.8 0.85 0.65

0.31372549 $$ f

0.8

20718.75 25500 478125 0.38612368

0.501960784 0.0175 % 1 0.000175 26.25 mm2 380.2857143 mm2

1/4*22/7*D2

-  /$l -  aai

0.069027047 2

D D

Per%!tu#ga# tula#ga# geser

- Diamee !egag " - * !egag - , 1/#* Ö$%&*b*d - 

10 mm 240 'a 89.16666667 N 0 N

u/!"#

-





,

22 25

0 'emaai $laga ge!e mi - # mi "



240 107

d/2

- # a!ag

100 mm

Kes!mpula#

- Dime!i olom - #elim$ beo - /$laga - #egag /$m$a :aaga

h" b"

300 mm 500 mm 65 mm D 25

2 10 10

 

100 150

mm mm

14 l 12 l

3.3 REKAPITULASI PENULANGAN BALOK No. Btg

B1 (15/40)

52-55

3200

2305

6403

2 D13 2 D13 d8-100

2 D13 2 D13 d8-200

B2 (15/50)

50

8810

6600

8904

4 D13 2d8 2 D13 d8-100

2 D13 2d8 3 D13 d8-200

B3 (15/25)

74

3775

3218

5316

2 D13 2 D13 d8-75

2 D13 2 D13 d8-150

B4 (10/25)

88

2657

148

2930

2 D13 2 D13 d8-150

2 D13 2 D13 d8-200

B5 (15/30)

56

2458

1720

4674

2 D13 2 D13 d8-200

2 D13 2 D13 d8-200

B6 (20/50)

63

16642

15138

18505

7 D13 2d8 3 D13 d8-75

3 D13 2d8 6 D13 d8-100

B7 (20/50)

64,65

14887

9000

7512

6 D13 3 D13 d8-150

3 D13 4 D13 d8-200

B8 (20/50)

76

2188

1543

3715

2 D13

2 D13

2 D13 d8-200

2 D13 d8-200

2 D13

2 D13

68

1677

6708

N kg

Lap.Tul Atas Lap.Tul Torsi Lap.Tul Baa! Tul B"g"l

No balok

B9 (20/40)

Mt kgm Ml kgm

Tump.Tul Atas Tump.Tul Torsi Tump.Tul Baa! Tul B"g"l

5458

2 D13 d8-200

3 D13 d8-200

Tump.Tul Atas Tump.Tul Torsi Tump.Tul Baa! Tul B"g"l 2 D13 2 D13 d8-100 4 D13 2d8 2 D13 d8-100 2 D13 2 D13 d8-75 2 D13 2 D13 d8-150 2 D13 2 D13 d8-200 7 D13 2d8 3 D13 d8-75 6 D13 3 D13 d8-150 2 D13 2 D13 d8-200 2 D13

2 D13 d8-200

PER-ITUNGAN STRUKTUR RUA- TINGGAL  AN/AR SURABA/A

"A*TAR ISI : I.

"ATA"ATA BANGUNAN

II. PROSE"UR PER-ITUNGAN III. PER-ITUNGAN PELAT I0. PER-ITUNGAN BALOK 0. PER-ITUNGAN KOLO 0I. PER-ITUNGAN PON"ASI 0II. LAPIRAN

II. PROSE"UR PER-ITUNGAN Umum :

Kombia!i beba beao "  ; 1.2D < 1.6: ed$!i e$aa baha "  :e$ =  A?ial be!egag (Kolom)=  @e!e =

> ; 0.8 > ; 0.65 > ; 0.6

Pembeba#a# :

#e!$ai ea$a embebaa 1983 &eba ada la laai " . &eba 'ai a) 1. la beo 2. #e!i 3. eami 4. aga lao 5. e$$ lao b) 4. Didig baa . &eba Bid$ 1. :aai $mah ; 200

; ; ; ; ;

0.12 m  2 ,m 

;

4.27 m 

Kombinasi pembebanan U = 1.2D + 1.6L

II.A. Per%!tu#ga# Pelat : II.A.' "ata  &ata :

/ebal la ; ajag aah ? ; l? ajag aah * ; l* /ebal !elim$ beo ; 20 ,m d ;   !elim$  1.2 $laga b; 1 m II.A.) Gaya &alam :

&ebabeba *ag beeja " 1. &eba mai 2. &eba hid$ $ ; 1.2 - D < 1.6 - : liha abel & 71 "  $$ 'l?  $$ 'l*  $$ '?  $$ '* Didaa 'ome " 'l? ; 0.001 - $ - l? 2 -  'l* ; 0.001 - $ - l? 2 -  '? ;  0.001 - $ - l? 2 -  '* ;  0.001 - $ - l? 2 - 

gm2

2400 21 24 7 11

gm3 ; gm2,m ; gm2 ; gm2 ; gm2 ;

250 gm2

;

288 42 24 7 11 372

gm2 gm2 gm2 gm2 gm2 < gm2

1067.5 gm+

f

; 0.8

II.A.1 "esa!# pe#ula#ga# :

e$laga :aaga  /$m$a " ('ome !e!$aia dega ha!il hi$ga & 71)  el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) I ma? ; 0.75 . I bala,e r mi $ la dg./$l.*240'a (al #K#N da C) 0.0025 m ; *0.85 . ,+ I mi  I el$  I ma? A! el$ ; I el$ . b . d Coba diamee $laga= didaa A!1 Faa $laga (! ,m) ; 1000 ,m  (A!el$A!1) II.B. Per%!tu#ga# Balok : II.B.' "ata  &ata :

:eba balo ;b /iggi balo ;h /ebal !elim$ beo ; 30 ,m d ; h  !elim$  1.2 $laga II.B.) Gaya &alam :

&ebabeba *ag beeja " 1. &eba mai (meaam2 la da bea didig baam+balo) a. meaam2 la b. didig baa m+ balo 2. &eba hid$ $ ; 1.2 - D < 1.6 - : Dega ba$a ogam #A 2000 didaa " 1. @a*a dalam " 'ome laaga$m$a= @a*a ge!e $m$a= /o!i balo= da a?ial olom 2. De!ai beo be$lag $ de!ai balo= ambil o$$ " 'ome da ge!e balo. '$$ beo ; ,+ ('a) '$$ baja ; * ('a) ; 0.8 f II.B.1 "esa!# pe#ula#ga# : Le#tur Balok :

'$ ; mome ma?. di $m$alaaga (!e!$ai #A 2000) ' el$ ; '$> ; '$  0.8 dime!i balo ; b (leba)= h (iggi) da d ( h0.5$l,oGe) H (mod$l$! ela!i!ia! baja $l) ; 200 000 'a ?b (gai! eal odi!i !eimbag) ; ( J,$  ( J,$ < J* ) ) ? d ? ma? ; 0.75 . ?b C ma? ; 0.85 . ,+ . b . 1 . ?ma? $ ,+  27.5 'a 1 ; 0.85 L(C.K.ag hal 46)

' ma? ; Cma? ( d  1 . ?2) O jia ' ma? O ' el$= d el$ $l ea e$laga :aaga  /$m$a "  el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) I ma? ; 0.75 . I bala,e r mi ; 1.4  *. m ; *0.85 . ,+ I mi  I el$  I ma? A! el$ ; I el$ . b . d Coba diamee $laga= didaa A!1 F$mlah $laga ; A!  A!1 Geser Balok :

P(

K$a ge!e balo beo , ; 16 ,+ bM . d) ed$!i e$aa ehada ge!e > ; 0.6 jia " $  0.5 >, O ida el$ $l ge!e jia " 0.5 >,  $  >, O aai $l ge!e miimal ! mi ; 13 ('a) . bM . d >G! ; G$  >G, G$ ; $  bd

P

>G, ; 16 ,+ >G! ; (G$  >G,) A !eg ; (G$  >G,) b *  (>*) A !eg mi ; b.*  (3 *) II.2. Per%!tu#ga# Kolom :

Mengguna an program esa n eton ertu ang engan SAP 2000 er asar an esa n penu angan ACI engan mo as e SKSNI Fa tor e an an re u s e uatan sesua an engan SKSNI) II.". Per%!tu#ga# Po#&as! :

ata : A oa e so strengt Kuat te an eton Kuat e e a a tu angan Co$rete ma!!Gol.

" " " " " " " "

A?ial load 'ome /* Midh o o$d. /* Midh o ,ol$m Hitung pondasi strous : Coba j$mlah oda!i " diamee !o$!

; ;

 $% ' 2.4  ' & b

g $m2) g $m2) g $m2) (om3) (g) (g.m) (,m) (,m)

 f

b$ah ,m

ma?. ; A?ial   < '.1  2.(1E2<2E2) Ke$aa ge!e ,lea(leaa aah) di edalama 5 m diambil 100 g,m 'aa e$aa iji !o$! ;Kelilig ? ge!e ,lea O  ma? Hitung pile cap : /hi,e! o o$d. eigh o o$daio 2 way shear Chek $

b

; ;

 M

,m g,m2

; ; ;

 g 1   !elim$

d bo ; 4 ? (d < b ) f, 0,6 [ 16 (1<2b) Öf ,+. bo . D S ; f, O $ ..R  *e!= o ebal ile,a ,$$ 1 way shear Chek f, 0=6 T16 Ö f ,+. & . D S ; f, O $ ..R  *e!= o ebal ile,a ,$$ Reinforcement for bending moment '$ ; ' g.m Q ile ,a

:1

 :

ebal ile ,a ;  (m) :eba ile ,a ; & (m) :1 ; Faa !o$! e ii $!a (m) : ; jaa aileGe oal (m) Q (b.!. ile ,a) ; .:.& (m)  (da*a d$$g !o$!) '$ ; 1.2 ? ( .:1  12.Q.:E2) r mi. ; 1.4*  ; '$  &.dE2 m ; *  0.85 ,+ r = *m T 1(12.m.)* SE0.5 O

(

r mi.)

A! ; r.&.d. * f didaa A!1 $mbe ; A!  A!1 jaa $laga (!) Sloof : eban aial sloof Coba eamag !loo

Ce ea beo

; ; b ; h ;

10% a?.olom ,m ,m &eba a?ial !loo  75 g,m2 R

A! mi. 1% beo ambil  be!i ; 4 O mi 1=2 ,m R f be!i !loo f be!i begel !loo miim$m ; 8 mm

b$ah

PER-ITUNGAN STRUKTUR RUA- TINGGAL  AN/AR SURABA/A

I. "ATA"ATA BANGUNAN "ata Ba#gu#a# :

Nama " Alama " F$mlah :aai " /iggi !$$ " :$a! &ag$a "

$mah /iggal 'a*a Keaja*a dah /im$   06 blo U361 2 (d$a) 8.77 m 500 m2

Per%!tu#ga# Struktur :

#i!em !$$ " 'eoda aali!a " 'eoda de!ai " #adade. "

aga beo be$lag  Aali!a !ai! b* #A 2000  @a*a dalam ela b* & 71 Ke$aa &aa!  & 71  & 83  #K#N 90

"ata tek#!s :

/iggi olom h1 " /iggi olom h2 " eleaa olom " '$$ baha beo ,+ " '$$ baja deom * " '$$ baja olo! * "

4.27 4.5 jei 20 400 240

m m 'a 'a 'a

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR

PER-ITUNGAN TAN"ON AIR BA3A'. Plat &!#&!#g ta#&o# :

a (eaa aah ai) ; ,a .M .hE22 ,a (,oei!ie eaa ai) ; M (bea jei! aah) ; h (edalama bag$a) ;

0.3 1800 gm3 2m

a ; 1080 gm '$ ; 1=2 ? a ? 13h 864 g.m

8.4672 N.m

). Plat la#ta! ta#&o# :

/ebal la ; ajag aah ? (l?) ; ajag aah * (l*) ; l*  l? ;

0.15 2 2 1.00

&ea Gol$me beo ; 2400 /ebal !elim$ beo ; d ; -1000  20  5 ; b; 1 m

m m m

gm3 20 125

mm mm

&ebabeba *ag beeja " 1. &eba mai la ; 0.15 - 2400 ; Vii!hig laai (eami) ; laod < i!ala!i ; /oal ; 2. &eba hid$ &eba hid$ *ag beeja $ ; 1.2 - d < 1.6 - l ; liha abel & 71 "  $$ 'l? ; 44  $$ 'l* ; 44  $$ '? ; 0  $$ '* ; 0 'l? ; 0.001 - $ - l? 2 -  ; 'l* ; 0.001 - $ - l? 2 -  ; 2 '? ;  0.001 - $ - l? -  ; '* ;  0.001 - $ - l? 2 -  ;

; 3642.8

641.1328 641.1328 0 0

360 0 0 369

gm2 gm2 gm2 gm2

2000

gm2

gm2

gm gm gm gm

; ; ; ;

6.28 6.28 0.00 0.00

Nm Nm Nm Nm

'$$ beo '$$ baja f

; ; ;

20 240 0.8

'a 'a

 el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) ; 0.0505952381 I ma? ; 0.75 . I bala,e ; 0.0379464286 r mi $ la dg./$l.*240'a (al #K#N da C 0.0025 m ; *0.85 . ,+ ; 14.11765 I mi  I el$  I ma? A! el$ ; I el$ . b . d Ara%

1. la Geial 2. la laai

? ( la ) * ( la )

u kNm

8.47 6.28

' R#8#4b&) Nm N4mm) 10.584 0.847 7.8538768 0.503

(ek 5 6m!#

As perlu mm) 0.00353 0.003528 77' 0.00209 0.0025 1'1 perlu

tul.paka! 9 mm; s mm;

8 8

100 100

As a&a

As a&a5Asperlu

502 502

o o

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR <. T/PE PLAT KANOPI ATAS  tebal '= (m ;


0.12 3.3 4 1.21

m m m

&ea Gol$me beo ; 2400 /ebal !elim$ beo ; d ; 0.12-1000  20  5 ; b; 1 m &ebabeba *ag beeja " 1. &eba mai la ; 0.12 - 2400 Vii!hig laai (eami) laod < i!ala!i

gm3 20 95

; ; /oal

2. &eba hid$ &eba hid$ *ag beeja $ ; 1.2 - d < 1.6 - l ; liha abel & 71 "  $$ 'l? ;  $$ 'l* ;  $$ '? ;  $$ '* ;

; ; ;

; ;

; 642.8

288 0 15 369

gm2 gm2 gm2 gm2

125

gm2

gm2

25 21 59 54

'l? ; 0.001 - $ - l? 2 -  ; 2 'l* ; 0.001 - $ - l? -  ; 2 '? ;  0.001 - $ - l? -  ; '* ;  0.001 - $ - l? 2 -  ; '$$ beo '$$ baja f

mm mm

175.0023 147.001932 413.005428 378.004968 20 240 0.8


; ; ; ;

'a 'a

 el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) ; 0.050595 I ma? ; 0.75 . I bala,e ; 0.037946 r mi $ la dg./$l.*240'a (al #K#N da C) = 0.0025 m ; *0.85 . ,+ ; 14.117647059 I mi  I el$  I ma?

1.72 1.44 4.05 3.70


A! el$ ; I el$ . b . d Ara%

? ( la ) * ( la ) ? ( $m ) * ( $m )

u kNm

1.72 1.44 4.05 3.70

' Nm 2.143778175 1.800773667 5.059316493 4.630560858

e. " ! ma?  1.5 ebal la (C) ! ma?  250 mm (C) ! mi O 40 mm (&)

R#8#4b&) N4mm)

perlu

0.297 0.200 0.561 0.513

0.00124 0.00083 0.00234 0.00214

(ek 5 6m!#

0.0025 0.0025 0.0025 0.0025

As perlu tul.p mm) 9 mm; )1> 8 )1> 8 )1> 8 )1> 8

aka! s mm;

175 175 175 175

As a&a

As a&a5Asperlu

287 287 287 287

o o o o

ATAP U
lb. H  jg.aa  e!ia! h$ja

T!#gg! basa% - (m;

Area basa% A m);

'=.=> m14?am Kel!l!#g bs% S m;

4.1 3.5 3 2.5 1.4 1

0.02463075 0.02087685 0.017802 0.014775 0.00815684 0.00577736

0.83769 0.79983 0.7683 0.73675 0.6562194 0.6303

A

S

R A4S;

0.02463075 0.02087685 0.017802 0.014775 0.00815684 0.00577736

0.83769 0.79983 0.7683 0.73675 0.6562194 0.6303

0.0294031802 0.0261016091 0.0231706365 0.0200542925 0.0124300501 0.0091660479

"ata :

 ajag aa 30m  #$d$ emiiga aa 3 deaja  Ai h$ja ma!. ; 500 mmjam Rumus :

$m$! K$e

!$d$ i (deaja) 3

0 8 2 R.!; 2 8 )1  '4#  =.=='C4! '   )1  =.=='C4I ; #4 R;

emiiga g i 0.0524077793

T!#gg! basa% - (m;

# Kutter

!

R

2atas

0.02 0.02 0.02 0.02 0.02 0.02

0.0524077793 0.0524077793 0.0524077793 0.0524077793 0.0524077793 0.0524077793

0.02940318 0.02610161 0.02317064 0.02005429 0.01243005 0.00916605

73.02862171 73.02862171 73.02862171 73.02862171 73.02862171 73.02862171

4.1 3.5 3 2.5 1.4 1

2b

%$KH#':AN " Keiggia ai di aa 672 aiba h$ja 500mmjam adalah ; !eia 1.35 ,m  iggi gelombag (4.1 ,m)

KAPASITAS "EBIT AIR

% a s a b ! g g # ! t

4.5 4 3.5 3 2.5 2 1.5 1 0.5 0

4.1 3.5 3 2.5 iggi ba!ah 1.4 1

0

10

20

30

40

50

kapas!tas &eb!t a!r

60

70

80

2

0 m4&t;

@ m14?am;

3.685968 19.8126 0.77774389 68.963095165 3.850784 18.96461 0.701415686 52.716060197 4.025722 18.1405 0.632144307 40.512358653 4.252327 17.1738 0.556759905 29.61405936 5.13106 14.23266 0.363262301 10.667060874 5.810685 12.56799 0.275457591 5.7291036091

KAPASITAS "EBIT AIR

% a s a b ! g g # ! t

4.5 4 3.5 3 2.5 2 1.5 1 0.5 0

4.1 3.5 3 2.5 iggi ba!ah 1.4 1

0

10

20

30

40

50

60

70

80

kapas!tas &eb!t a!r

ATAP UC==  t!#gg! gel. '< (m T!#gg! a!r %u?a# - (m;

Area basa% A m);

3.5 3.4

0.0078 0.0076

A

S

R A4S;

0.0078 0.0076

0.285 0.282

0.0273684211 0.0269503546

!$d$ (deaja)

Kel!l!#g bs% S m;

0.285 0.282

emiiga g i 0.05

ATAP UC==  t!#gg! gel. '< (m T!#gg! a!r %u?a# - (m;

Area basa% A m);

3.5 3.4

0.0078 0.0076

A

S

R A4S;

0.0078 0.0076

0.285 0.282

0.0273684211 0.0269503546

!$d$ (deaja)

Kel!l!#g bs% S m;

0.285 0.282

emiiga g i 0.05

T!#gg! a!r %u?a# - (m;

3.5 3.4

# Kutter

!

R

0.02 0.02

0.05 0.05

0.027368 0.02695

2atas

2b

%$2

0 m4&t;

73.03 3.784191 19.29871 0.713901 73.03 3.805703 19.18962 0.704423

@ %u?a# 8 IA

0.0034375 0.0034375

0 %u?a# 8 @4A

0.4407051282 0.4523026316

PER-ITUNGAN STRUKTUR BAA KR SONI &HB&N@ #H'A ANA:#A DAN DH#@N AN@KA #DAB DB/N@ DHN@AN #A2000= FAD K/A BANWA BANWA /N@@A: 'HN@B/N@ &A/ DAN UNDA# #AFA.

I D!"!#D!" D!"!#D!"! ! $%R%&C!&!! $%R%& C!&!!& & .1. DA/A DA/A '' &AN@NAN NA'A ; :A# :AN/A ; 24 m  41 m FAAK U/A: ; /N@@ KU:U' ; #D/ A/A ;

m m degee ;

III2' Design of (olt Connection : (eam to beam connect : a )oading : +eser ,erti$al (P,) Moment (Mu) f' For$e due to Mu#l 3esultante geser b shear check : 3esultan of s!ear Allo S!ear " 04 (f'#*-) " Allo Allo S!ear 7oad *f1,2 " n

" " " " "

"

"

-*./00 kg .-1000 kg k gm 2/000 Mpa " /2-0 kg -20*-* kg

-20*-* 5-0/0 *06/ *06/1 11 1 /./

kg kg#$m2 kg p$s

2400.00

g,m2

PER-ITUNGAN STRUKTUR BAA GU"ANG I D!"!#D!"! $%R%&C!&!!& .1. DA/A '' &AN@NAN NA'A ; :A# :AN/A ; 24 m  41 m FAAK U/A: ; /N@@ KU:U' ; #D/ A/A ;

6.00 10.00 25.00

m m degee ;

0.44 adia

II D%SI*& S"R+,"+R S,+&D%R : 2.1. DH#@N @UDN@ CU&A ? * FAAK @UDN@ (Fg) a. &H&AN /H/A /HKANAN BFAN ;  A/A ; &HA/ A/A ; &HA/ @UDN@ ; &HA/ BFAN ; /U/A: &H&AN /H/A ;

; ; ;

2 ')CFC=F)=F7C

;

'ea ;18 Q.,o!25 :E2 ; 'eaW ;18 Q.!i25 :*E2 ; b. &H&AN BD ; 'hid$ ;14 .,o!25 :? ; 'hid$W ;14 .!i25 :* ;

38.00 10.10 125.00

,m3 ,m3 ,m

20.00 0.40 3.93 8.32 25.00 37.25

gm2 mm ; gm+ gm+ gm+ < gm+

151.90 17.71

g.m g.m

100.00 135.95 31.70

g g.m g.m

,. &H&AN AN@N = #D/ A/A ; 25 deaja /HKANAN AN@N ; 25.00 KUV. /HKAN AN@N A/A ; 0=02(#D/ A/A)  0=4 ; KUV. /HKAN B#A A/A ;  0=4 ; KUV. /HKAN AN@N DNDN@ ; < 0=9 ; KUV. /HKAN B#A DNDN@ ;  0=4 ; N/K @UDN@= A'&: /HKAN A/A " Q agi ; T0=02(#D/ A/A)  0=4 S --Fg ' agi; 18 - Q-:E2 ; 14.06 d. /U/A: /H@AN@AN " '? ; 'ea < 'hid$ < 'agi '* ; 'eaW < 'hid$W /H@AN@AN ; '?? < '** ; GOR"ING BISA "IPAKAI H

3.14 m2

gm2 0.10 0.40 0.90 0.40

;

3.13 gm g.m

; ;

301.91 49.40 1283.65  1600 R

UK X

III D%SI*& S"R+,"+R +"!-! : .1. H'&H&ANAN KDAKDA a. H'&H&ANAN @A/A# &HA/ A/A ; &HA/ @UDN@ ;

18.84 41.60 60.44 100.00

b. &H&AN BD /H#A/ ; ,. &H&AN AN@N = #D/ A/A ; 25 deaja /HKANAN AN@N ; 25.00 KUV. /HKAN AN@N A/A ; 0=02(#D/ A/A)  0=4 ; KUV. /HKAN B#A A/A ;  0=4 ; KUV. /HKAN AN@N DNDN@ ; < 0=9 ; KUV. /HKAN B#A DNDN@ ;  0=4 ;

gm gm < gm g gm2 0.10 0.40 0.90 0.40

&H&AN AK&A/ AN@N " Q ea aa ; T0=02(#D/ A/A)  0=4 S --F ; 15.00 gm Q hi!a aa ;  0=4 --F ; 60.00 gm Q ea didig ; 0=9 --F ; 135.00 gm Q hi!a didig ;  0=4 --F ; 60.00 gm &H&AN D AK " Q ; &H/UN < BD ; 2400 gm3 - 12,m-F < 400gm2 ; 4128.00 gm !ehigga " Q di baag $da2 ; @A. < AN@N ; 75.44 gm Q di olom ii ; AN@N ea ; 135.00 gm Q di olom aa ; AN@N hi!a ; 60.00 gm Q di balo a ; 4128.00 gm ,. ANA:#A #/K/ Dega ba$a ogam om$e #A90 didaa " Hleme $da2 ; 'ome ; 2539.00 g.m A?ial ; 1634.00 g Hleme balo ; 'ome ; 6985.00 g.m A?ial ; 458.00 g oda!i $ama ; V? ; 2136.00 g V* ; 11690.00 g 'Y ; 3016.00 g.m oda!i a ; V? ; 1574.00 g V* ; 8094.00 g 'Y ; 1257.00 g.m d. DH#@N H:H'HN Hleme $da2 ; V 300?150?9?6.5 Hleme olom ; V 300?150?9?6.5 Hleme balo a ; V 300?150?9?6.5 Hleme oo Z ,aileGe ; V 150?75

<  100 g.

III2 Design Struktur * Standart and 3eferen$e 8 9 Peraturan Pembebanan Indonesia utk +edung *5.1 9 AISC 2 Material 9 Steel f' " 9 Con$rete f$% " 1 :esign metode 9 ;lasti$ design 8 9
2/0000 kg#$m2 2/000 kg#$m2 for steel stru$ture for $on$rete stru$ture for stru$ture for stru$ture for roof

III21 Design balok rak : >r' 8 eam f' ?eig!t I flens idt! (bf) flens t!i$kness (tf) eb deept! (d) eb t!i$kness (t) radius of giration (%r) Se$t Area (A) Span (7) a )oading : 3oof panel 01000*10 m1 3oof eig!t # panel number of panels 3oof lengt! >otal roof eig!t >otal eam eig!t 7i,e load >otal ?eig!t Ma moment

" " " " " " " " " " "

?F 100*-0-5 2/000 Mpa 160 kg#m 62*000 $m/ *-000 mm 500 mm 10000 mm -0 mm *2/0 $m /6. $m2 0000 $m

" " " " " "

*/*10 2000 1000 2.200 22020 2-00

" "

/620 *#.@72

kg panels m kg kg kg#m2 kg#m

" b )ateral support check : 7

B


" "

5.-00 kg$m

6 f # f'060. (in) *512- $m

(in)

0* f' */-2 Mpa - # f'04**02 /0 # f'04*0./5

=K =K

*/-1 kg#$m2 00* =K

III22 Design of Column : >r' 8 Column f' ?eig!t I flens idt! (bf) flens t!i$kness (tf) eb deept! (d) eb t!i$kness (t) radius of giration (%r) Se$t Area (A) 7engt! (7) a )oading : Aial (Pu) Moment (Mu) b (eam # column check : b1 )ateral support check : 7

" " " " " " " " " " " " " "

B 

?F 100*-0-5 2/000 Mpa 160 kg#m 62*000 $m/ *-000 mm 500 mm 10000 mm -0 mm *2/0 $m /6. $m2 50000 $m 200500 1./00

kg kgm

6 f # f'060. (in) *512- $m

(in)

9 ?eb

d # t

B .11 B B /*- B

0-/ f' *25/ Mpa - # f'04**02 /0 # f'04*0./5

=K =K

c Stress check fb " Mu $ # I fb # Fb

" "

.01.. kg#$m2 02 =K

fa " Pu # A k fa$tor k l #r From tab AISC 4 Fa

" " " "

fa # Fa

"

/25- kg#$m2 0.0 -.0 *62 (ksi) *2*/50 kg#$m2 00/ B =K

>otal stress ratio 8 fa#Fa  fb#Fb

" "

00/ 0

 =K

" " " " " " " " " " "

?F 100*-0-5 2/000 Mpa 160 kg#m 62*000 $m/ *-000 mm 500 mm 10000 mm -0 mm *2/0 $m /6. $m2 50000 $m

III2. Design kuda#kuda : >r' 8 Column f' ?eig!t I flens idt! (bf) flens t!i$kness (tf) eb deept! (d) eb t!i$kness (t) radius of giration (%r) Se$t Area (A) 7engt! (7) a )oading : Aial (Pu) Moment (Mu)

" " "

*1/00 2-1500

kg kgm

0*-

02

b (eam # column check : b1 )ateral support check : 7

B


6 f # f'060. (in) *512- $m 0-/ f' *25/ Mpa - # f'04**02 /0 # f'04*0./5

=K =K

c Stress check fb " Mu $ # I fb # Fb

" "

-2.22 kg#$m2 0/* =K

fa " Pu # A k fa$tor k l #r From tab AISC 4 Fa

" " " "

fa # Fa

"

1/51 kg#$m2 0.0 -.0 *62 (ksi) *2*/50 kg#$m2 001 B =K

>otal stress ratio 8 fa#Fa  fb#Fb

" "

001 0//

 =K

III2' Design of (olt Connection : (eam to beam connect : a )oading : +eser ,erti$al (P,) Moment (Mu) For$e due to Mu#l 3esultante geser b shear check : 3esultan of s!ear Allo S!ear " 04 (f'#*-) "

" " " "

"

(in)

*1/00 kg 2-1500 kgm *25- kg *1.52 kg

*1.52 kg 5-0/0 kg#$m2

0*-

0/*

Allo S!ear 7oad *f1,2 n

" "

*06/11 kg *-1 p$s

(IMB)

PER-ITUNGAN STRUKTUR RUAPON"OK 3ISATA L. BRATANG BINANGUN 0I 4 7 SURABA/A

A. PER-ITUNGAN STRUKTUR BAA

I. "ATA"ATA PEREN2ANAAN I.'. "ATA UU BANGUNAN NA'A :A# :AN/A FAAK U/A: F':AB :AN/A /N@@ KU:U' /U/A: #D/ A/A

$mah Z odo i!aa =Fl. &aag &iag$ 49= #b*. ; ; ; ; ;

3.00 3 10.05 30.00

m m degee ;

0.52 adia

II. "ESIGN STRUKTUR UTAA : II.'. Re+ere#s! A#al!sa J "es!g# Struktur 1. #ada ad eee,e "  ea$a embebaa doe!ia $. @ed$g 1983  A#C  ea$a &aja doe!ia  edoma ee,aaa Keahaa @ema $$ $mah da @ed$g 2. 'aeial  #eel *  Co,ee ,+ 3. De!ig meode  Hla!i, de!ig "  limae de!ig " 4. #$,$e aal*!i!  #A 2000 "

; ;

2400.00 g,m2 240.00 g,m2

o !eel !$,$e o ,o,ee !$,$e o !$,$e

II.). PEBEBANAN II. ). '. GEPA

Vi (ge!e iga) ; i hi  # i hi dimaa "  (ge!e da!a aiba gema) ; Cd.  ; ( C .  . K )  / (Ma$ gea alami) ; 0.085 B E 34 (&aja) B ; 10.05 / ; 0.48 #$aba*a " Yoa 4 odi!i aah di loa!i " l$a C ; 0.05  (e$amaa !$$) ; 1.00 K (jei! !$$) ; 1.00 :i. Aa " olom V 300 balo V 250 aa $da2 V 250

 15.00 

ajag (m) 3.35 100.00 11.70 50.00

m dei (liha gai)

leba (m)   11.00

bea (gm) 36.70 29.60 65.00 29.60

oal (g) 1=844.18 2=960.00 8=365.50 1=480.00 '7<7.<>

:i.  " olom V 300 balo V 300

 15.00 

ajag (m) 3.35 100.00

leba (m)  

bea (gm) 36.70 36.70

oal (g) 1=844.18 3=670.00

ela ;0.12 m didig



11.70 200.00

8.00 3.20

2400.00 250.00

26=956.80 160=000.00 ')7D=.>

:i.  " olom V 400 balo V 300 ela ;0.12 m didig

 15.00  

ajag (m) 3.35 100.00 11.70 140.00

leba (m)   8.00 3.20

bea (gm) 66.00 36.70 2400.00 250.00

oal (g) 3=316.50 3=670.00 26=956.80 112=000.00 '7C71.1=

/U/A: ; !o "  (ga*a ge!e da!a) ; @a*a ge!e iga (Vi) " Vi ; i hi  # i hi

17=653.20

i (g) aa li.  li. 

g

hi (m) 14=649.68 192=470.98 145=943.30

353=063.95

10.05 6.70 3.35 # i hi ;

i hi 147=229.23 1=289=555.53 488=910.06 1=925=694.82

Vi (g) 1=349.68 11=821.59 4=481.93 17=653.20

II. ). ). BEBAN GRA0ITASI LANTAI BEBAN ATI

Q eG. /a ; 12. Q$. :*. (1  13. (:*:?)E2 ) Q$ mai li " la beo ;12,m ; lao ; egel ; ad$a !eme 2,m ; Q$ didig baa h ; 3.1 m= Q didig

288.00 18.00 24.00 42.00 372.00 250.00 775.00

; ;

gm2 gm2 gm2 gm2 gm2 gm2 gm 9.55 3.18

@u %!&up lt!

:

(agga )

:* 3.40 3.75 4.20 3.20 2.00

Q mai oal balo egah ; Q mai oal balo iggi ; Q mai oal balo agga ;

;

250.00

:? 1.10 3.40 3.00 2.45 1.50

Qmai 372.00 372.00 372.00 372.00 372.00 1=604.9 1=190.0 151.8

gm gm gm

557.7 278.9

gm gm

Q hid$ oal balo egah ; Q hid$ oal balo iggi ;

gm2 Qhid$ Q eG. 'ai (g Q eG. Bid$ (gm) 250.00 1=379.51 927.09 250.00 414.95 278.87 250.00 271.33 182.34 250.00 257.08 172.77 250.00 151.78 102.00

II.).1. BEBAN GRA0ITASI PA"A ATAP Beba#  beba# mat! pa&a atap :

1. @eeg= eg= $!$ jaa $da2 ; 6.3 m= maa

; ;

Q

2. @odig 7 bh.  11 gm Q mai oal

50.00 gm2 315.00 gm+

; ;

77.00 gm+ 1).== gm+

Beba# %!&up pa&a atap :

&eba hid$ (h$ja) jaa $da2 ; 3 m= maa

; Q

;

25.00 gm2 'CD.C= gm+

II.1. ANALISA "AN "ESAIN STRUKTUR UTAA #$$ &aja ii diaali!a dega ba$a ogam #A 2000. Dega mema!$a i$ daa geome* !$$= bebabeba *ag ejadi= ema!$ ombia!i beba= aa didaa ha!il aali !a !$$ be$a " ga*aga*a dalam= dele!i da ea!i ada oda!i. #ealig$! bi!a dieah$i de!ai eamag elemeeleme !$$ $ama " &alo da olom.

<

III. "ESIGN STRUKTUR SKUN"ER : ..1. DH#@N @UDN@ CU&A ? * FAAK @UDN@ (Fg) a. &H&AN /H/A /HKANAN BFAN ;  A/A ; &HA/ A/A ; &HA/ @UDN@ ; &HA/ BFAN ; /U/A: &H&AN /H/A ;

; 2 'C=FDCF)=F7C ; 65.20 ; 19.80 ; 125.00

'ea ;18 Q.,o!25 :E2 ; 'eaW ;18 Q.!i25 :*E2 ; b. &H&AN BD ; 'hid$ ;14 .,o!25 :? ; 'hid$W ;14 .!i25 :* ;

,m3 ,m3 ,m

20.00 0.40 3.93 8.32 25.00 37.25

gm2 mm ; gm+ gm+ gm+ < gm+

36.29 5.24

g.m g.m

100.00 64.95 18.75

g g.m g.m

3.14 m2

,. &H&AN AN@N /HKANAN AN@N ; 25.00 gm2 KUV. /HKAN AN@N A/A ; 0=02(#D/ A/A)  0= 0.20 KUV. /HKAN B#A A/A ;  0=4 0.40 KUV. /HKAN AN@N DNDN@ ; < 0=9 0.90 KUV. /HKAN B#A DNDN@ ;  0=4 0.40 N/K @UDN@= A'&: /HKAN A/A " Q agi ; T0=02(#D/ A/A)  0=4 S --Fg ' agi; 18 - Q-:E2 ; 7.03 d. /U/A: /H@AN@AN " '? ; 'ea < 'hid$ < 'agi '* ; 'eaW < 'hid$W

6.25 gm g.m 108.27 23.99

;

/H@AN@AN ; '?? < '** ;

287.21  1600 R

UK X

GOR"ING BISA "IPAKAI H

III. ). PER-ITUNGAN BAUT SABUNGAN BALOKKOLO

SABUNGAN  I

3*7==)==; alter#at!+ '

 ; ';

10960.00 g 11850.00 g.m o

!a!i (,m) 8.00 8.00 8.00 12.00 9.00 9.00 9.00

1.00 2.00 3.00 4.00 5.00 6.00 7.00

hi (,m) 6.00 14.00 22.00 34.00 43.00 52.00 61.00 !igma ;

ga*a ai ma?. aiba ' (1 ba$ aa!) ; ,oba ba$ ; !o= l$a! 1 ba$ ; /egaga aiba ' ;

3562.24 2.00 3.14 1134.47

g ,m ,m2 g,m2

F$mlah ba$ oal ga*a aiba  (  ba$ ) /egaga aiba 

16.00 685.00 218.15

b$ah g g,m2

1195.74

g,m2

/H@AN@AN KU'&.

SABUNGAN  I

; ; ; ;

3* 7==)==; alter#at!+ )

hiE2 (,m2) 36.00 196.00 484.00 1156.00 1849.00 2704.00 3721.00 10146.00

 UK X

h1 h2 h3 h4 h5 h6 h7

1600.00 g,m2

 ; ';

10960.00 g 11850.00 g.m o

!a!i (,m) 10.00 10.00 15.00 10.00 10.00

1.00 2.00 3.00 4.00 5.00

hi (,m) 6.00 16.00 31.00 41.00 51.00 !igma ;


5459.35 2.40 4.52 1207.39

g ,m ,m2 g,m2


12.00 913.33 201.99


1257.06

g,m2

/H@AN@AN KU'&.

; ; ; ;

hiE2 (,m2) 36.00 256.00 961.00 1681.00 2601.00 5535.00

 UK X

1600.00 g,m2

SABUNGAN  II 3* TANGGA;  ; ';

1500.00 g 800.00 g.m o

!a!i (,m)

hi (,m)

hiE2 (,m2)

1.00 2.00 3.00 4.00

5.00 10.00 5.00 5.00

5.00 15.00 20.00 25.00 !igma ;

25.00 225.00 400.00 625.00 1275.00


784.31 1.20 1.13 693.84

g ,m ,m2 g,m2


10.00 150.00 132.70


730.91

g,m2

/H@AN@AN KU'&.

SABUNGAN  III

; ; ; ;

 UK X

1600.00 g,m2

3* 1=='C=;

 ; ';

7500.00 g 7300.00 g.m o

!a!i (,m) 7.00 7.00 15.00 7.00 7.00

1.00 2.00 3.00 4.00 5.00

hi (,m) 6.00 13.00 28.00 35.00 42.00 !igma ;


3853.70 2.00 3.14 1227.29

g ,m ,m2 g,m2


12.00 625.00 199.04


1274.79

g,m2

/H@AN@AN KU'&.

; ; ; ;

hiE2 (,m2) 36.00 169.00 784.00 1225.00 1764.00 3978.00

 UK X

1600.00 g,m2

2. LAPIRAN

(  $/&D!SI 1 Design of -ain 0oundation I $#1 : Data : Alloable soil strengt! f$% f' Co$rete ma!!Gol.

A?ial load () 'ome (') /* Midh o o$d. (&) /* Midh o ,ol$m (b) /* deeh o V (l)

" " " " " " " " "

a 0oundation $lan /hi,e! o o$d. eigh o o$daio AlloMable !oil !egh e.

; ; ;

H?em !oil !e!!

; ; ;

1.00 kg#$m2 250.00 g,m2 4000.00 g,m2 2.40 om3 17500.00 g 1531.00 g.m 170.00 ,m 50.00 ,m 40.00 ,m

50.00 ,m 0.12 g,m2 0.88 g,m2 A

H?em !oil !e!!  AllM. #oil !egh e. R ;

< 0.61 < 0.79 g,m2 0.79



'  (16 &E3) 0.19

0.88

R

G;S b 2 way shear Chek $

b d bo ; 4 ? (d < b ) f,

f, O $ ..R c 1 way shear Chek f,

f, O $ ..R

17500.00 g 1.00 44.00 ,m 376.00 ,m 0,6 [ 16 (1<2b) Öf ,+. bo . D S 2481600.00 N. 248160.00 g. 248160.00 O 17500.00 G;S

; ;

0=6 T16 Ö f ,+. & . D S 374000.00 N. 37400.00 g. 37400.00 O G;S

;

d Reinforcement for bending '$ r mi. ; 1.4*  ; '$  &.dE2 m ; *  0.85 ,+ 1m (12.m.*)E0=5 r = *m T 1(12.m.)* SE0.5

!e A! ; r.&.d. * f $mbe

; ; ; ; ; ; ; ;

moment ; ; ; ; ; ;

; ; ; ; ;

17500.00

..R

..R

1531.00 g.m 0.0035 0.05 18.82 0.05 1.00 0.0001  0.0035 2618.00 mm2 16.00 mm 20 00

0.0035

(r mi.)

A! !e "

; & b 

; ; ; ; ;

f  g Sloof : eban aial sloof Coba eamag !loo

"

; ; b ; h

Ce ea beo ; A! mi. 1% beo ; ambil  be!i ; f be!i !loo ; f be!i begel !loo miim$m ; 8 mm

4019.20 =K 170.00 50.00 50.00 16.00 20.00

1750.00 20.00 30.00 2.92 6.00 6.00 1.13

O

2618.00

,m ,m ,m mm ,!

g ,m ,m g,m2 ,m2 b$ah ,m

; 10% a?.olom R U X  75 g,m2 R

U X

O mi 1=2 ,m R

No X

h Strous : Coba

 f !o$! ma?. ; A?ial   < '.1  2.(1E2<2E2) ;

4.00 b$ah 50.00 ,m 4375.00 < 900.59 ; 5275.59 g Ke$aa ge!e ,lea(leaa aah) di edalama 6 m diambil 100 g,m 'aa e$aa iji !o$! ; Kelilig ? ge!e ,lea ; 15700.00 g O  ma? R

U X

2 Design of -ain 0oundation II $#2 : Data : Alloable soil strengt! f$% f' Co$rete ma!!Gol. A?ial load () 'ome (') /* Midh o o$d. (&) /* Midh o ,ol$m (b) /* deeh o V (l)

" " " " " " " " "


; ; ;

H?em !oil !e!!

; ; ;


35.00 ,m 0.08 g,m2 0.92 g,m2 A


< 0.67 < 0.82 g,m2 0.82

'  (16 &E3)




b d bo ; 4 ? (d < b ) f,

; ; ; ; ; ; ;

26899.00 g 1.00 29.00 ,m 316.00 ,m 0,6 [ 16 (1<2b) Öf ,+. bo . D S 1505798.86 N. 150579.89 g.

0.15

0.92

R


f, O $ ..R

150579.89 G;S

; ;

0=6 T16 Ö f ,+. & . D S 317679.08 N. 31767.91 g. 31767.91 O G;S

;

d Reinforcement for bending '$ r mi. ; 1.4*  ; '$  &.dE2 m ; *  0.85 ,+ 1m (12.m.*)E0=5 r = *m T 1(12.m.)* SE0.5

A! ; r.&.d. * f $mbe A! & b 

; ; ; ; ;

f 

e Design of (ase $lat : idh o ba!e la (M) Cii,al ,ailG.legh (m) Co,. &eaig !e!! () /hi,e!! o ba!e la ()

f !nker (olt  bolt3 : +eser i&in beton K100 Faa ba$ eja$h dai a! j$mlah ba$ age () @a*a aiba 'ome (1) 1 ba$ memi$l (1  2) (ai) @a*a aiba Nomal (ea)

A 1 ba$ :

"

0.0005 0.0058 3383.33 18.00 16.00 4069.44 =K 200.00 50.00 35.00 18.00 16.00



..R

26899.00

..R

0.0058

(r mi.)

mm2 mm O

3383.33

,m ,m ,m mm ,!

; ; ; ; ; ;

6.50 g,m2 20.00 ,m 6.00 4902.50 g 2451.25 g 4483.17 g

; ; b ; h

26899.00

1961.00 g.m 0.01 0.12 9.41 0.11 1.00

50.00 ,m 5.00 ,m 105.00 g,m2 2.m (  *)E0.5 2.09 ,m

Ce ea beo ; A! mi. 1% beo ; ambil  be!i ; f be!i !loo ; f be!i begel !loo miim$m ; 8 mm h Strous :

O

; ; ; ; ;

; ; ;

f g Sloof : eban aial sloof Coba eamag !loo

moment ; ; ; ; ; ;

; ; ; ; ; ;

!e

!e "

;

4.33 ,m2 2.35 ,m 144.60 ,m

3000.00 20.00 30.00 5.00 6.00 6.00 1.13

g ,m ,m g,m2 ,m2 b$ah ,m

O 10% a?.olom R U X  75 g,m2 R

U X

O mi 1=2 ,m R

No X

Coba

 f !o$! ma?. ; A?ial   < '.1  2.(1E2<2E2) ;


U X

. Design of -ain 0oundation III tangga3 $#. : Data : Alloable soil strengt! f$% f' Co$rete ma!!Gol. A?ial load () 'ome (') /* Midh o o$d. (&) /* Midh o ,ol$m (b) /* deeh o V (l)

" " " " " " " " "


; ; ;

H?em !oil !e!!

; ; ;


25.00 ,m 0.06 g,m2 0.94 g,m2 A


< 0.34 < 0.53 g,m2 0.53



'  (16 &E3) 0.20

0.94

R


b d bo ; 4 ? (d < b ) f,


f, O $ ..R

; ; ; ; ; ; ; ;


; ;

0=6 T16 Ö f ,+. & . D S 124880.74 N. 12488.07 g. 12488.07 O G;S

;

d Reinforcement for bending moment '$ ; r mi. ; 1.4* ;  ; '$  &.dE2 ; m ; *  0.85 ,+ ; 1m ; (12.m.*)E0=5 ;

571.00 g.m 0.01 0.13 9.41 0.11 0.99

4832.00

..R

..R

r = *m T 1(12.m.)* SE0.5 ; ; ; ; ; ;

!e A! ; r.&.d. * f $mbe A! !e "

& b 

; ; ; ; ;

f  e Design of (ase $lat : idh o ba!e la (M) Cii,al ,ailG.legh (m) Co,. &eaig !e!! () /hi,e!! o ba!e la ()


A 1 ba$

f : g Sloof : eban aial sloof Coba eamag !loo

"

0.0006 0.0058 1330.00 16.00 8.00 1607.68 =K 120.00 30.00 25.00 16.00 8.00



O

1330.00

,m ,m ,m mm ,!

30.00 ,m 5.00 ,m 105.00 g,m2 2.m (  *)E0.5 2.09 ,m

; ; ; ; ; ;

6.50 g,m2 17.00 ,m 6.00 1679.41 g 839.71 g 805.33 g

; ; ;

1.03 ,m2 1.14 ,m 70.43 ,m


(r mi.)

mm2 mm

; ; ; ; ;

; ; b ; h

0.0058

3000.00 g 15.00 ,m 20.00 ,m 10.00 g,m2 3.00 ,m2 6.00 b$ah 0.80 ,m

O 10% a?.olom R U X  75 g,m2 R

U X

O mi 1=2 ,m R

No X

' Design of -ain 0oundation *abungan $#' : Data : Alloable soil strengt! f$% f' Co$rete ma!!Gol. A?ial load ()ii 'ome (')ii A?ial load ()aa 'ome (')aa  oal

" " " " " " " " "

/* Midh o o$d. (&) /* Midh o ,ol$m (b)

" "

1.00 kg#$m2 300.00 g,m2 2400.00 g,m2 2.40 om3 5476.00 g 1287.00 g.m 12348.00 g 1355.00 g.m 17824.00 g 150.00 ,m 40.00 ,m

/* Midh o o$d. (:) ;

300.00 ,m

/* deeh o V (l)

"

30.00 ,m


; ; ;

35.00 ,m 0.08 g,m2 0.92 g,m2

H?em !oil !e!!

; ; ;

 oal A 0.40 0.40


g,m2 0.40



0.92

R


b d bo ; 4 ? (d < b ) f,


f, O $ ..R


; ;

0=6 T16 Ö f ,+. & . d S 238259.31 N. 23825.93 g. 23825.93 O G;S

;

d Reinforcement for bending '$ ma?. (dai #A2000) r mi. ; 1.4*  ; '$  &.dE2 m ; *  0.85 ,+ 1m (12.m.*)E0=5 r = *m T 1(12.m.)* SE0.5

!e A! ; r.&.d. * f $mbe A! !e "

; ; ; ; ; ; ; ;

& b 


f !nker (olt  bolt3 :

moment ; ; ; ; ; ;

; ; ; ; ; ; ; ; ; ; ;

; ; ; ; ;

5476.00

..R

..R

4000.00 g.m 0.01 0.32 9.41 0.11 0.99 0.0013 0.0058 2537.50 18.00 10.00 2543.40 =K 150.00 40.00 35.00 18.00 10.00



0.0058

mm2 mm O ,m ,m ,m mm ,!

40.00 ,m 5.00 ,m 105.00 g,m2 2.m (  *)E0.5 2.09 ,m

2537.50

(r mi.)

+eser i&in beton K100 Faa ba$ eja$h dai a! j$mlah ba$ age () @a*a aiba 'ome (1) 1 ba$ memi$l (1  2) (ai) @a*a aiba Nomal (ea)

A 1 ba$

6.50 12.00 6.00 5362.50 2681.25 912.67

; ; ;


; ; ; ; ; ;

"

; ; b ; h


g,m2 ,m g g g

2.25 ,m2 1.69 ,m 104.10 ,m

1500.00 15.00 30.00 3.33 4.50 6.00 0.98

g ,m ,m g,m2 ,m2 b$ah ,m

O 10% a?.olom R U X  75 g,m2 R

U X

O mi 1=2 ,m R

No X

h Strous : Coba

 f !o$! ma?. ; A?ial   < '.1  2.(1E2<2E2) ;


U X 14.17

4 Design of -ain 0oundation *abungan $#4 Data : Alloable soil strengt! f$% f' Co$rete ma!!Gol.

A?ial load ()ii 'ome (')ii A?ial load ()aa 'ome (')aa  oal

" " " " " " " " "

/* Midh o o$d. (&) /* Midh o ,ol$m (b) /* deeh o V (l)

" " "


; ; ;

H?em !oil !e!!

; ; ;

1.00 kg#$m2 300.00 g,m2 2400.00 g,m2 2.40 om3 43900.00 g 1235.00 g.m 38250.00 g 1888.00 g.m 82150.00 g 200.00 ,m 50.00 ,m 40.00 ,m

50.00 ,m 0.12 g,m2 0.88 g,m2  oal A 0.84 0.84


g,m2 0.84


;

/* Midh o o$d. (:) ;

43900.00 g



0.88

R

490.00 ,m

b d bo ; 4 ? (d < b ) f,


f, O $ ..R

1.00 44.00 ,m 376.00 ,m 0,6 [ 16 (1<2b) Öf ,+. bo . D S 2718456.60 N. 271845.66 g. 271845.66 O 43900.00 G;S

; ;

0=6 T16 Ö f ,+. & . d S 481995.85 N. 48199.59 g. 48199.59 O G;S

;

d Reinforcement for bending '$ ma?. (dai #A2000) r mi. ; 1.4*  ; '$  &.dE2 m ; *  0.85 ,+ 1m (12.m.*)E0=5 r = *m T 1(12.m.)* SE0.5

moment ; ; ; ; ; ;

; ; ; ; ; ;

!e A! ; r.&.d. * f $mbe A! !e "

; ; ; ; ; ; ;

& b 

; ; ; ; ;



A 1 ba$


Ce ea beo A! mi. 1% beo

; ;

0.0026 0.0058 5133.33 20.00 18.00 5652.00 =K 200.00 50.00 50.00 20.00 18.00



0.0058

(r mi.)

mm2 mm O

5133.33

,m ,m ,m mm ,!

50.00 ,m 5.00 ,m 105.00 g,m2 2.m (  *)E0.5 2.09 ,m

; ; ; ; ; ;

6.50 g,m2 12.00 ,m 6.00 5145.83 g 2572.92 g 7316.67 g

; ; b ; h

"

..R

24300.00 g.m 0.01 0.63 9.41 0.11 0.98

; ; ; ; ;

; ; ;

43900.00

..R

6.18 ,m2 2.81 ,m 172.68 ,m

4500.00 g 15.00 ,m 30.00 ,m 10.00 g,m2 4.50 ,m2

O 10% a?.olom R U X  75 g,m2 R

U X

f be!i !loo ; f be!i begel !loo miim$m ; 8 mm

0.98 ,m

O mi 1=2 ,m R

No X

h Strous : Coba

 f !o$! ma?. ; A?ial   < '.1  2.(1E2<2E2) ;


U X

KH#':AN " NA'A UNDA(g)

'(g.m)

&(,m)

(,m)

f (mm)

 (,!)

 ba!e la (,  age (,!

f ($m)

2 3 4 5

26899.00 4832.00

1961.00 571.00

200.00 120.00 150.00 200.00

35.00 25.00 35.00 50.00

18.00 16.00 18.00 20.00

16.00 8.00 10.00 18.00

2.09 2.09 2.09 2.09

6.00 6.00 6.00 6.00

2.35 1.14 1.69 2.81

PER-ITUNGAN STRUKTUR BAN

HOTEL S O N N L. BRATANG BINANGUN  SURABA/A

AGUSTUS )==1

C  )!-$IR!&

: (,m)

 !o$!

f beton($m)

144.60 70.43 104.10 172.68

2.00  2.00 5.00

UNAN

50.00 30.00 55.00

I Design of skunder 0oundation : Data : Alloable soil strengt! f$% f' Co$rete ma!!Gol.


" " " " " " " " "


; ; ;

H?em !oil !e!!

; ; ;

0.40 300.00 2400.00 2.40 8093.00 1257.00 200.00 40.00 30.00

25.00 ,m 0.06 g,m2 0.34 g,m2 A

< 0.20 < 0.30 g,m2

H?em !oil !e!!  AllM. #oil !egh e. R ; 0.30 G;S b 2 way shear Chek $

b d bo ; 4 ? (d < b ) f,


f, O $ ..R

kg#$m2 g,m2 g,m2 om3 g g.m ,m ,m ,m



'  (16 &E3) 0.09

0.34

; ; ; ; ; ; ; ;

8093.00 g 1.00 19.00 ,m 236.00 ,m 0,6 [ 16 (1<2b) Öf ,+. bo . D S [[[ N. 73679.64 g. 73679.64 O 8093.00 G;S

; ;

0=6 T16 Ö f ,+. & . D S [[[ N. 20813.46 g. 20813.46 O G;S

;

d Reinforcement for bending moment '$ ; 1257.00 g.m

8093.00

R

..R

..R

r mi. ; 1.4*

;  ; '$  &.dE2 ; m ; *  0.85 ,+ ; 1m ; (12.m.*)E0=5 ; r = *m T 1(12.m.)* SE0.5 ; !e ; A! ; r.&.d. ; * f ; $mbe ; A! ; !e "

& b 

0.01 0.17 9.41 0.11 0.99 0.0007 0.0058 2216.67 14.00 16.00 2461.76 =K 200.00 40.00 25.00 14.00 16.00

; ; ; ; ;

f 



0.0058

(r mi.)

mm2 mm O

2216.67

,m ,m ,m mm ,!

II Design of (ase $lat : idh o ba!e la (M) Cii,al ,ailG.legh (m) Co,. &eaig !e!! () /hi,e!! o ba!e la ()

; ; ; ; ;

40.00 ,m 5.00 ,m 105.00 g,m2 2.m (  *)E0.5 2.09 ,m

III !nker (olt  bolt3 : +eser i&in beton K100 Faa ba$ eja$h dai a! j$mlah ba$ age () @a*a aiba 'ome (1) 1 ba$ memi$l (1  2) (ai @a*a aiba Nomal (ea)

A 1 ba$

f :

; ; ; ; ; ;

6.50 15.00 6.00 4190.00 2095.00 1348.83

; ; ;

g,m2 ,m g g g

2.15 ,m2 1.66 ,m 101.90 ,m

I5 Sloof : eban aial sloof Coba eamag !loo

Ce ea beo A! mi. 1% beo ambil  be!i f be!i !loo

"; ; b ; h ; ;

; ;

2136.00 g 25.00 ,m 40.00 ,m 2.14 g,m2 10.00 ,m2 6.00 b$ah 1.46 ,m

O 10% a?.olom R U X  75 g,m2 R

U X

O mi 1=2 ,m R

U X

f be!i begel !loo miim$m ; 8 mm

5 Strous : Coba

 2.00 b$ah 30.00 ,m f !o$! ma?. ; A?ial   < '.1 1.(1E2<2E2) 4046.50 < 1257.00 ; 5303.50 g Ke$aa ge!e ,lea(leaa aah) di edalama 6 m diambil 100 g,m 'aa e$aa iji !o$! Kelilig ? ge!e ,lea ; 9420.00 g O  ma? R

U X

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR '. T/PE PLAT TANGGA UTAAa  tebal '7 (m ;

/ebal la ; ajag aah ? (l?) ; ajag daa ;

0.14 1 4.3

m m m

&ea Gol$me beo ; 2400 gm3 /ebal !elim$ beo ; 20 mm d ; 0.14-1000  20  5 ; 115 mm b; 1 m : miig ; 4.414748011 m &ebabeba *ag beeja " 1. &eba mai la ;  - 2400 ; 336 Vii!hig laai (eami) ; 66 Aa gga ; 12 ; 166.3515 /oal ; 568

 bode! ; d bode! ;

gm2 gm2 gm2 gm2 $ bode! gm2

2. &eba hid$ &eba hid$ *ag beeja $ ; 1.2 - d < 1.6 - l ; $ ; 1.2 - d < 1.6 - l ;

;

200

1002.02181 802.4

Dai #A (diaali!a !ebagai balo) didaa " '$ la.la agga ; '$ $m.la bode! ;

'$$ beo '$$ baja f

170 145

; ;

20 400 0.8

;

3944 gm 8656 gm

gm2 (la agga) (la bode!)

; ;

38.65 84.83

Nm Nm

'a 'a

 el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) ; I ma? ; 0.75 . I bala,e ; r mi $ la dg./$l.*240'a (al #K#N da C) = m ; *0.85 . ,+ ; I mi  I el$  I ma?

gm2 gm2



0.0255 0.019125 0.0025

23.52941176

A! el$ ; I el$ . b . d Ara%

$ama di la $ama di bode! embagi embagi

u kNm

38.65 84.83

R#8#4b&) ' N4mm) Nm 48.314 4.567 106.036 5.043

agga aai  ; bode! aai  ; $laga $ama " > $laga bode! " > $laga embagi " >

140 170 16 19 10

(ek 5 6m!#

As perlu mm) '1'1 0.01142 0.011416 '>)> 0.01261 0.012608 )<1 1<< perlu

mm mm  !;  !;  !;

150 150 200

mm mm mm

tul.paka! 9 mm;

16 19 10 10

'$$ beo '$$ baja f

; ;

20 400 0.8

;

'a 'a


0.0255 0.019125 0.0025

23.52941176

A! el$ ; I el$ . b . d Ara%

u kNm


38.65 84.83

R#8#4b&) ' N4mm) Nm 48.314 4.567 106.036 5.043


140 170 16 19 10

(ek 5 6m!#

As perlu mm) '1'1 0.01142 0.011416 '>)> 0.01261 0.012608 )<1 1<< perlu

mm mm  !;  !;  !;

150 150 200

tul.paka! 9 mm;

16 19 10 10

mm mm mm

PER-ITUNGAN GESER PA"A PLAT TANGGA

, ; 16 > ;

P (,+ bM . d) 0.6

jia " $  0.5 >, O ida $l ge!e jia " 0.5 >,  $  >, O aai $l ge!e miimal ! mi ; 13 ('a) . bM . d >G! ; G$  >G,

G$ ; $  bd

P

>G, ; 16 ,+ >G! ; (G$  >G,) A !eg ; (G$  >G,) b *  (>*) A !eg mi ; b.*  (3 *) !"# = !% sen&' =

2$ Mpa 2$ Mpa

:A/ /AN@@A &UDH#

* '& ,-,6 /-6,

"ESAIN BALOK TANGGA I. LENTUR :

'$ ; 18 Q . :E2 ' el$ ; '$> ; '$  0.8  bode! ;

802 4 gm2

b mm 1-$$$ 1-$$$

 mm 1$ 10$

d

G$ >G, >G, O G$ R 'a 'a 105 0.320857 0.447214 o= d el$ $l g! 135 0.441704 0.447214 o= d el$ $l g!

G$ ; $  bd

P

>G, ; 16 ,+ >G! ; (G$  >G,) A !eg ; (G$  >G,) b *  (>*) A !eg mi ; b.*  (3 *) !"# = !% sen&' =

2$ Mpa 2$ Mpa

* '& ,-,6 /-6,

:A/ /AN@@A &UDH#

b mm 1-$$$ 1-$$$

 mm 1$ 10$

d

G$ >G, >G, O G$ R 'a 'a 105 0.320857 0.447214 o= d el$ $l g! 135 0.441704 0.447214 o= d el$ $l g!

"ESAIN BALOK TANGGA I. LENTUR :

'$ ; 18 Q . :E2 ' el$ ; '$> ; '$  0.8  bode! ;  la ;

802.4 gm2 1002.0  2 ;

501 gm2

'$ ;

dime!i balo ; b (leba)= h (iggi) da d ( h0.5$l,oGe) H (mod$l$! ela!i!ia! baja $l) ; 200 000 'a ?b (gai! eal odi!i !eimbag) ; ( J,$  ( J,$ < J* ) ) ? d

? ma? ; 0.75 . ?b C ma? ; 0.85 . ,+ . b . 1 . ?ma? $ ,+  27.5 'a 1 ; 0.85 L(C.K.ag hal 46) ' ma? ; Cma? ( d  1 . ?2) O jia ' ma? O ' el$= d el$ $l ea  el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) I ma? ; 0.75 . I bala,e I mi ; 1.4  *

P

I el$ ; 1m T 1 1 (2.m. el$)* S m ; *0.85 . ,+ I mi  I el$  I ma? A! el$ ; I el$ . b . d E baa = !"# = !% =

a % 

2$$-$$$ Mpa 2$ Mpa pei3*n&an ini an%a be4a'* *3*' !"# 5 20./ Mpa- ia3as i3* ni4ai 71 s i&an3i $$ Mpa

&1a

lt' tumpu lt' lap.

'$ ' el$ d ?b. M* b  (N.mm) (N.mm) (mm) (mm) ('&.m) (mm) (mm) 1.17H<08 1.47H<08 485 11-020.$$ 1/$ //$ 9.98H<07 1.25H<08 485 -82.$$ 1/$ //$

&1b

lt' tumpu

6-/$.$$

6.59H<07

8.24H<07

1/$

/$$

435

[A:HX [A:HX [A:HX

? ma? ; 0.75 . ?b C ma? ; 0.85 . ,+ . b . 1 . ?ma? $ ,+  27.5 'a 1 ; 0.85 L(C.K.ag hal 46) ' ma? ; Cma? ( d  1 . ?2) O jia ' ma? O ' el$= d el$ $l ea  el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) I ma? ; 0.75 . I bala,e I mi ; 1.4  *

P


a % 

a %

a . a

2$$-$$$ Mpa 2$ Mpa pei3*n&an ini an%a be4a'* *3*' !"# 5 20./ Mpa- ia3as i3* ni4ai 71 s i&an3i $$ Mpa

&1a


'$ ' el$ d ?b. M* b  (N.mm) (N.mm) (mm) (mm) ('&.m) (mm) (mm) 1.17H<08 1.47H<08 485 11-020.$$ 1/$ //$ 9.98H<07 1.25H<08 485 -82.$$ 1/$ //$

&1b


6-/$.$$ 2-82.$$

6.59H<07 2.84H<07

8.24H<07 3.55H<07

1/$ 1/$

/$$ /$$

435 435

[A:HX [A:HX

&1,


/-,0/.$$ ,-$20.$$

5.38H<07 3.03H<07

6.72H<07 3.78H<07

1/$ 1/$

/$$ /$$

435 435


&2a

atap tumpu atap lap

1397 2860

1.40H<07 2.86H<07

1.75H<07 3.58H<07

1/$ 1/$

$$ $$

335 335


&2b

atap tumpu atap lap

681 346

6.81H<06 3.46H<06

8.51H<06 4.33H<06

1/$ 1/$

,$$ ,$$

235 235


blk.ta#gga blk.ta#&o# &$amaei tumpu lap

648 1052

8.10H<06 1.32H<07 3.36H<07 6.86H<07

1/$ 1/$ 1/$ 2$$

$$ ,/$ $$ $$

335 285 335 335

[A:HX [A:HX [A:HX [A:HX

2-6$.$$ /-1.$$

6.48H<06 1.05H<07 2.69H<07 5.49H<07

lap

$$.$$ 2-$20.$$

4.00H<06 2.03H<07

5.00H<06 2.53H<07

2$$ 2$$

,/$ ,/$

285 285


tumpu lap

$$.$$ 1-,$.$$

4.00H<06 1.93H<07

5.00H<06 2.41H<07

1/$ 1/$

2/$ 2/$

185 185


&$amadlm tumpu &aa


ma,am $l. " olo! deom

6=8=10 12=13=16=19=22

a . a

2-6$.$$ /-1.$$

6.48H<06 1.05H<07 2.69H<07 5.49H<07

lap

$$.$$ 2-$20.$$

4.00H<06 2.03H<07

5.00H<06 2.53H<07

2$$ 2$$

,/$ ,/$

285 285


tumpu lap

$$.$$ 1-,$.$$

4.00H<06 1.93H<07

5.00H<06 2.41H<07

1/$ 1/$

2/$ 2/$

185 185


blk.ta#gga blk.ta#&o# &$amaei tumpu lap

&$amadlm tumpu &aa

648 1052


mm

$ la gm2

6=8=10 12=13=16=19=22

8.10H<06 1.32H<07 3.36H<07 6.86H<07

1/$ 1/$ 1/$ 2$$

$$ ,/$ $$ $$

335 285 335 335

[A:HX [A:HX [A:HX [A:HX

mm

$ la gm2 $ bode! gm2

As a&a

As a&a5Asperlu

1340 1889 393 393

o o o o

s mm;

150 150 200 200

20% $l.$ama 20% $l.$ama

As a&a

As a&a5Asperlu

1340 1889 393 393

o o o o

s mm;

150 150 200 200

?ma? (mm)

Cma? ' ma? beo (N) (N.mm) [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX

20% $l.$ama 20% $l.$ama

' ma? be el$ I bala,e I ma? I mi m I el$ I el$ O I O ' el$ [A:HX 4.154533 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX 3.53633 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX 2.902189 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX

?ma? (mm)

Cma? ' ma? beo (N) (N.mm) [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX

' ma? be el$ I bala,e I ma? I mi m I el$ I el$ O I O ' el$ [A:HX 4.154533 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX 3.53633 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX 2.902189 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX 1.251596 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX


[A:HX [A:HX [A:HX [A:HX


[A:HX [A:HX [A:HX [A:HX


[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

0.481176 1.079306 1.997475 3.058031

[A:HX [A:HX [A:HX [A:HX

[A: A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A: A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX 0.307787 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX 1.559711 [A:HX [A: A:HX [A:HX [A: A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX


[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

0.481176 1.079306 1.997475 3.058031

[A:HX [A:HX [A:HX [A:HX

[A: A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A: A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX 0.307787 [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX [A:HX 1.559711 [A:HX [A: A:HX [A:HX [A: A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX


I el$  I A! el$ 3*4 pa'ai A! ada O A! el$ el$ mm2 m4 9 (mm) mm2 [A:HX [A:HX 1004.8 [A:HX / 16 [A:HX [A:HX 803.84 [A:HX  16 [A:HX

[A:HX



1,

530.66 [A:HX

I el$  I A! el$ 3*4 pa'ai A! ada O A! el$ el$ mm2 m4 9 (mm) mm2 [A:HX [A:HX 1004.8 [A:HX / 16 [A:HX [A:HX 803.84 [A:HX  16 [A:HX [A:HX


 ,

1, 1,

530.66 [A:HX 397.995 [A:HX



 ,

1, 1,

530.66 [A:HX 397.995 [A:HX



2 ,

12 12

226.08 [A:HX 339.12 [A:HX



2 2

12 12

226.08 [A:HX 226.08 [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

2 2 , 

12 12 1, 16

226.08 226.08 397.995 803.84



2 ,

1, 1,

265.33 [A:HX 397.995 [A:HX



2 ,

1, 1,

265.33 [A:HX 397.995 [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

[A:HX [A:HX [A:HX [A:HX

2 2 , 

12 12 1, 16

226.08 226.08 397.995 803.84

[A:HX [A:HX [A:HX [A:HX



2 ,

1, 1,

265.33 [A:HX 397.995 [A:HX



2 ,

1, 1,

265.33 [A:HX 397.995 [A:HX

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR '. T/PE PLAT TANGGA UTAAa bag!a# atas  tebal '7 (m ;


0.14 1 3.88

&ea Gol$me beo ; 2400 /ebal !elim$ beo ; d ; 0.14-1000  20  5 ; b; 1 m : miig ; 4.00679423 &ebabeba *ag beeja " 1. &eba mai la ;  - 2400 ;

m m m gm3 20 115

mm mm

m 336

gm2

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR '. T/PE PLAT TANGGA UTAAa bag!a# atas  tebal '7 (m ;


0.14 1 3.88

m m m

&ea Gol$me beo ; 2400 gm3 /ebal !elim$ beo ; 20 mm d ; 0.14-1000  20  5 ; 115 mm b; 1 m : miig ; 4.00679423 m &ebabeba *ag beeja " 1. &eba mai la ;  - 2400 ; 336 Vii!hig laai (eami) ; 66 Aa gga 12 ; 183.2887 /oal ; 585

gm2 gm2 gm2 gm2

2. &eba hid$ &eba hid$ *ag beeja $ ; 1.2 - d < 1.6 - l ;

; 1022.3464084

Dai #A (diaali!a !ebagai balo) didaa " '$ la.la agga ; '$ $m.la agga ;

'$$ beo '$$ baja f

; ;

200

20 240 0.8

;

869 gm 1800 gm

(la agg

; ;

8.52 17.64

'a 'a


gm2

gm2

0.050595 0.037946 0.0025

14.11764706

A! el$ ; I el$ . b . d Ara%

u

'

R#8#4b&)

perlu

(ek

kNm

la di la $m di la embagi embagi

8.52 17.64

Nm 10.64525 22.05


N4mm)

1.006 2.084

5 6m!#

0.00419 0.004192 0.00868 0.008684

140 140 10 13 10

mm mm  !;  !;  !;

150 120 200


P(

, ; 16 ,+ bM . d) > ; 0.6 jia " $  0.5 >, O ida $l ge!e jia " 0.5 >,  $  >, O aai $l ge!e miimal ! mi ; 13 ('a) . bM . d >G! ; G$  >G, G$ ; $  bd

P

>G, ; 16 ,+ >G! ; (G$  >G,) A !eg ; (G$  >G,) b *  (>*) A !eg mi ; b.*  (3 *) !"# = !% sen&

2$ Mpa 2$ Mpa

:A/ /AN@@A &UDH#

* '& 2-/6

b mm 1-$$$ 1-$$$

d

 mm 1$ 10$

G$ 'a 105 0.247238 135 0


140 0 mm

)

Nm Nm $ gm2

As perlu

tul.paka!

As a&a

As a&a5Asperlu

mm) 7>)  < )==

9 mm;

s mm;

10 13 10 10

150 120 200 200

mm mm mm

>G, 'a 0.447214 0.447214

>G, O G$ R o= d el$ $l g! o= d el$ $l g!

523 1106 393 393

o o o o

20% $l.$a 20% $l.$a

ma ma

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR '. T/PE PLAT TANGGA BELAKANG  tebal ') (m ;


0.12 1 1.875

m m m

&ea Gol$me beo ; 2400 gm3 /ebal !elim$ beo ; 20 d ; -1000  20  5 ; 95 b; 1 m : miig ; 2.125 m &ebabeba *ag beeja " 1. &eba mai la ;  - 2400 ; Vii!hig laai (eami) ; Aa gga 5 ; /oal ;

mm mm

288 66 144 498

gm2 gm2 gm2 gm2

200

gm2

2. &eba hid$ &eba hid$ *ag beeja $ ; 1.2 - d < 1.6 - l ; $ ; 1.2 - d < 1.6 - l ;

917.6 744.8

Dai #A (diaali!a !ebagai balo) didaa " '$ la.la agga ; '$ $m.la bode! ;

'$$ beo '$$ baja f

; ;

;

20 400 0.8

;

658 gm 1980 gm

(la agg (la bode

; ;

6.45 19.40



'a 'a


gm2 gm2

0.0255 0.019125 0.0025

23.52941176

A! el$ ; I el$ . b . d Ara%

u

'

R#8#4b&)

perlu

(ek

kNm


6.45 19.40

Nm 8.0605 24.255


N4mm)

1.116 2.688

120 120 10 10 8

5 6m!#

0.00279 0.002791 0.00672 0.006719

mm mm  !;  !;  !;

120 120 200


, ; 16 > ;

P (,+ bM . d) 0.6

jia " $  0.5 >, O ida $l ge!e jia " 0.5 >,  $  >, O aai $l ge!e miimal ! mi ; 13 ('a) . bM . d >G! ; G$  >G, G$ ; $  bd

P

>G, ; 16 ,+ >G! ; (G$  >G,) A !eg ; (G$  >G,) b *  (>*) A !eg mi ; b.*  (3 *) !"# = !% sen&'

2$ Mpa 2$ Mpa

:A/ /AN@@A &UDH#

* '& 1-2 ,-/$

b mm 1-$$$ 1-$$$

d

 mm 12$ 12$

G$ 'a 85 0.146941 85 0.405882


120 95 mm

) !)

Nm Nm $ bode! m2

$ la gm2 $ bode! gm2

As perlu

tul.paka!

As a&a

As a&a5Asperlu

mm) ) C1 ')>

9 mm;

s mm;

10 10 8 8

120 120 200 200

mm mm mm

>G, 'a 0.4472135955 0.4472135955

>G, O G$ R o= d el$ $l g! o= d el$ $l g!

654 654 251 251

o o o o

20% $l.$ama 20% $l.$ama

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR '. T/PE PLAT TANGGA BELAKANG  tebal ') (m ;


0.12 2 2 1.00

m m m

&ea Gol$me beo ; 2400 /ebal !elim$ beo ; d ; 0.12-1000  20  5 ; b; 1 m : miig ; 2.8284271247 &ebabeba *ag beeja " 1. &eba mai la ; 0.12 - 2400 Vii!hig laai (eami) Aa gga ; 6

gm3 20 95 m ; ; /oal

2. &eba hid$ &eba hid$ *ag beeja $ ; 1.2 - d < 1.6 - l ; $ ; 1.2 - d < 1.6 - l ; Dai #A didaa " '$ la.la agga ; '$ $m.la agga ; '$ la. la bode! ; '$ $m. la bode! ; '$$ beo '$$ baja f

; ; ;

mm mm

; ;

288 66 129.8248 484

gm2 gm2 gm2 gm2

200

gm2

; 900.589766031 744.8

gm2 gm2

260 gm 845 456 51 gm 20 240 0.8

$ bode! gm2

(ela) (bode!) ; ;

2.55 8.28 4.47 0.50


'a 'a

 el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) ; I ma? ; 0.75 . I bala,e ; r mi $ la dg./$l.*240'a (al #K#N da C) =

0.050595 0.037946 0.0025

m ; *0.85 . ,+ ; 14.117647059 I mi  I el$  I ma? A! el$ ; I el$ . b . d Ara%

? ( la )

u kNm

2.55

' Nm 3.185

R#8#4b&) N4mm)

perlu

0.441

0.00184

(ek 5 6m!#

As perlu tul.paka! mm) 9 mm; 0.0025 )1> 8

* ( la ) ? ( $m ) * ( $m )

8.28 4.47 0.50

10.35125 5.586 0.62475

1.147 0.619 0.069

agga aai ;120mm " >10  150 mm

0.00478 0.004779 0.00258 0.002579 0.00029 0.0025

7C7 )7C )1>

10 8 8

$ la gm2 $ bode! gm2

As a&a

As a&a5Asperlu

335

o

s mm;

150

150 150 150

523 335 335

o o o

PER-ITUNGAN PLAT PRO/EK  RUA- AN/AR

PER-ITUNGAN TAN"ON AIR BA3A'. Plat &!#&!#g ta#&o# :

a (eaa aah ai) ; ,a .M .hE22 ,a (,oei!ie eaa ai) ; M (bea jei! aah) ; h (edalama bag$a) ;

0.3 1800 gm3 2m

a ; 1080 gm '$ ; 1=2 ? a ? 13h 864 g.m

8.4672 N.m

). Plat la#ta! ta#&o# :


0.15 2 2 1.00

&ea Gol$me beo ; 2400 /ebal !elim$ beo ; d ; -1000  20  5 ; b; 1 m

m m m

gm3 20 125

mm mm

&ebabeba *ag beeja " 1. &eba mai la ; 0.15 - 2400 ; Vii!hig laai (eami) ; laod < i!ala!i ; /oal ; 2. &eba hid$ &eba hid$ *ag beeja $ ; 1.2 - d < 1.6 - l ; liha abel & 71 "  $$ 'l? ; 44  $$ 'l* ; 44  $$ '? ; 0  $$ '* ; 0 'l? ; 0.001 - $ - l? 2 -  ; 'l* ; 0.001 - $ - l? 2 -  ; 2 '? ;  0.001 - $ - l? -  ; '* ;  0.001 - $ - l? 2 -  ;

; 3642.8

641.1328 641.1328 0 0

360 0 0 369

gm2 gm2 gm2 gm2

2000

gm2

gm2


; ; ; ;

6.28 6.28 0.00 0.00


'$$ beo '$$ baja f

; ; ;

20 240 0.8

'a 'a

 el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) ; 0.0505952381 I ma? ; 0.75 . I bala,e ; 0.0379464286 r mi $ la dg./$l.*240'a (al #K#N da C 0.0025 m ; *0.85 . ,+ ; 14.11765 I mi  I el$  I ma? A! el$ ; I el$ . b . d Ara%

1. la Geial 2. la laai

? ( la ) * ( la )

u kNm

8.47 6.28

' R#8#4b&) Nm N4mm) 10.584 0.847 7.8538768 0.503

(ek 5 6m!#

As perlu mm) 0.00353 0.003528 77' 0.00209 0.0025 1'1 perlu

tul.paka! 9 mm; s mm;

8 8

100 100

As a&a

As a&a5Asperlu

502 502

o o

$/&D!SI $royek -anyar I Design of -ain 0oundation $1 : Data : Alloable soil strengt! f$% f' Co$rete ma!!Gol.


0.50 200.00 3200.00 2.40 13849.00 534.00 100.00 15.00 15.00

" " " " " " " " "

kg#$m2 g,m2 g,m2 om3 g g.m ,m ,m ,m

5 Strous : Coba

 ; f !o$! ma?. ; A?ial   < '.1  2.(1E2<2E2) ;

2.00 b$ah 30.00 ,m 6924.50 < ; 7458.50 g Ke$aa ge!e ,lea(leaa aah) di edalama 6 m diambil 100 g,m 'aa e$aa iji !o$! ; Kelilig ? ge!e ,lea ; 9420.00 g a 0oundation $lan /hi,e! o o$d. ; 40.00 ,m eigh o o$daio ; 0.10 g,m2 b 2 way shear Chek $

b D bo ; 4 ? (d < b ) f,


f, O $ ..R

;

534.00

O  ma? R

; ; ; ; ; ; ; ;

13849.00 g 1.00 34.00 ,m 196.00 ,m 0,6 [ 16 (1<2b) Öf ,+. bo . D S 894069.42 N. 89406.94 g. 89406.94 O G;S

; ;

0=6 T16 Ö f ,+. & . D S 152052.62 N. 15205.26 g. 15205.26 O

;

U X

13849.00

..R

13849.00

..R

G;S d Reinforcement for bending moment '$ ;

534.00 g.m Q ile ,a ;

:1

0.96

m

 !o$! :

; 0.40 m &; 1.00 m :1 ; 0.30 m :; 0.60 m Q (b.!. ile ,a) ; .:.& ;  (da*a d$$g !o$!) ; '$ ; 1.2 ? ( .:1  12.Q.:E2) ; r mi. ; 1.4* ;  ; '$  &.dE2 ; m ; *  0.85 ,+ ; 1m ; (12.m.*)E0=5 ; r = *m T 1(12.m.)* SE0.5 ; !e ; A! ; r.&.d. ; * f ; $mbe ; A! ; !e "

& b 

; ; ; ; ; ;

f  ! jaa $l

0.96 m 9.42  3.18 .m 0.0044 0.0275 18.82 0.05 1.00 0.00009 0.0044 1487.50 16.00 10.00 2009.60 =K 100.00 15.00 40.00 16.00 10.00 10.00



0.0044

(r mi.)

mm2 mm O

1487.50

,m ,m ,m mm ,! mm

I5 Sloof : ; ; b ; h

eban aial sloof Coba eamag !loo

Ce ea beo A! mi. 1% beo ambil  be!i

; ; ;

1384.90 15.00 30.00 3.08 4.50 4.00

g ,m ,m g,m2 ,m2 b$ah

( 10% a?.olom)  75 g,m2 R

U X

; f be!i !loo f be!i begel !loo miim$m ; 8 mm

1.20 ,m

O mi 1=2 ,m R

No X

"ESAIN BALOK I. LENTUR :

'$ ; mome egai ma?. di $m$a ' el$ ; '$> ; '$  0.8 dime!i balo ; b (leba)= h (iggi) da d ( h0.5$l,oGe) H (mod$l$! ela!i!ia! baja $l) ; 200 000 'a ?b (gai! eal odi!i !eimbag) ; ( J,$  ( J,$ < J* ) ) ? d ? ma? ; 0.75 . ?b C ma? ; 0.85 . ,+ . b . 1 . ?ma? $ ,+  27.5 'a 1 ; 0.85 L(C.K.ag hal 46) ' ma? ; Cma? ( d  1 . ?2) O jia ' ma? O ' el$= d el$ $l ea  el$ ; ' el$  ( b . dE2 ) I bala,e ; 0.85 . ,+* ? 600(600<*) I ma? ; 0.75 . I bala,e I mi ; 1.4  *

P


1 9 i a %  a :

2$$-$$$ Mpa 2$ Mpa pei3*n&an ini an%a be4a'* *3*' !"# 5 20./ Mpa- ia3as i3* ni4ai $$ Mpa

&1a


M*  '$ ' el$ b d (N.mm) (N.mm) (mm) ('&.m) (mm) (mm) 3.20H<07 4.00H<07 380 ,-2$$.$$ 1/$ $$ 9.98H<07 1.25H<08 485 -82.$$ 1/$ //$

&1b


6-/$.$$ 2-82.$$

6.59H<07 8.24H<07 2.84H<07 3.55H<07

1/$ 1/$

/$$ /$$

435 435

&1,


/-,0/.$$ ,-$20.$$

5.38H<07 6.72H<07 3.03H<07 3.78H<07

1/$ 1/$

/$$ /$$

435 435

&2a

atap tumpu atap lap

1397 2860

1.40H<07 1.75H<07 2.86H<07 3.58H<07

1/$ 1/$

$$ $$

335 335

&2b

atap tumpu atap lap

681 346

6.81H<06 8.51H<06 3.46H<06 4.33H<06

1/$ 1/$

,$$ ,$$

235 235

6.48H<06 1.05H<07 2.69H<07 5.49H<07

1/$ 1/$ 1/$ 2$$

$$ ,/$ $$ $$

335 285 335 335

( a % A

blk.ta#gga blk.ta#&o# tumpu &$amaei lap

648 1052

2-6$.$$ /-1.$$

8.10H<06 1.32H<07 3.36H<07 6.86H<07

i ! a . a @

tumpu

$$.$$ 2-$20.$$

4.00H<06 5.00H<06 2.03H<07 2.53H<07

2$$ 2$$

,/$ ,/$

285 285

tumpu lap

$$.$$ 1-,$.$$

4.00H<06 5.00H<06 1.93H<07 2.41H<07

1/$ 1/$

2/$ 2/$

185 185

&$amadlm lap &aa


6=8=10 12=13=16=19=22

1 s i&an3i

?b. (mm)

?ma? (mm)

Cma? (N)

228 291

171 218.25

' ma? beo (N.mm) 370=643 113=907=706 473=057 185=553=603

261 261

195.75 195.75

424=288 424=288

261 261

195.75 195.75

201 201

' ma? beo O ' el$ /d el$ $l ea /d el$ $l ea

 el$

I bala,e

1.846722 3.53633

0.0255 0.0255

149=267=214 /d el$ $l ea 149=267=214 /d el$ $l ea

2.902189 1.251596

0.0255 0.0255

424=288 424=288

149=267=214 /d el$ $l ea 149=267=214 /d el$ $l ea

2.367111 1.333069

0.0255 0.0255

150.75 150.75

326=751 326=751

88=526=955 /d el$ $l ea 88=526=955 /d el$ $l ea

1.037351 2.12371

0.0255 0.0255

141 141

105.75 105.75

229=213 229=213

43=563=387 /d el$ $l ea 43=563=387 /d el$ $l ea

1.027614 0.522107

0.0255 0.0255

201 171 201 201

150.75 128.25 150.75 150.75

326=751 277=982 326=751 435=668

0.481176 1.079306 1.997475 3.058031

0.0255 0.0255 0.0255 0.0255

88=526=955 64=073=085 88=526=955 118=035=940

/d el$ $l ea /d el$ $l ea /d el$ $l ea /d el$ $l ea

171 171

128.25 128.25

370=643 370=643

85=430=780 /d el$ $l ea 85=430=780 /d el$ $l ea

0.307787 1.559711

0.0255 0.0255

111 111

83.25 83.25

180=444 180=444

26=997=862 /d el$ $l ea 26=997=862 /d el$ $l ea

0.973947 4.699294

0.0255 0.0255

I ma?

I mi

m

I el$

3*4 pa'ai I el$ O I mi I el$  I ma? A! el$ mm2 m4 9 (mm) 0.019125 0.0035 23.52941 0.004899 0.0048991814 o 279.2533 / 16 0.019125 0.0035 23.52941 0.010023 0.0100226267 o 729.1461  16

0.019125 0.0035 23.52941 0.00801 0.0080103655 0.019125 0.0035 23.52941 0.003254 0.0035

o o

522.6763 228.375

 ,

1, 1,

0.019125 0.0035 23.52941 0.0064 0.0063996009 0.019125 0.0035 23.52941 0.003475 0.0035

o o

417.574 228.375

 ,

1, 1,

0.019125 0.0035 23.52941 0.002678 0.0035 0.019125 0.0035 23.52941 0.00569 0.0056901961

o o

175.875 285.9324

2 ,

12 12

0.019125 0.0035 23.52941 0.002652 0.019125 0.0035 23.52941 0.001326

o o

123.375 123.375

2 2

12 12

o o o o

175.875 149.625 267.7125 569.0877

2 2 , 

12 12 1, 16

0.019125 0.019125 0.019125 0.019125

0.0035 0.0035 0.0035 0.0035

0.0035 0.0035

23.52941 0.00122 0.0035 23.52941 0.00279 0.0035 23.52941 0.005328 0.0053276111 23.52941 0.008494 0.0084938466

0.019125 0.0035 23.52941 0.000777 0.0035 0.019125 0.0035 23.52941 0.004097 0.0040967257

o o

199.5 233.5134

2 ,

1, 1,

0.019125 0.0035 23.52941 0.002509 0.0035 0.019125 0.0035 23.52941 0.014081 0.0140808155

o o

97.125 390.7426

2 ,

1, 1,

A! ada O A! el$ mm2 1004.8 o 803.84 o 530.66 398

o o

530.66 398

o o

226.08 339.12

o o

226.08 226.08

o o

226.08 226.08 398 803.84

o o o o

265.33 398

o o

265.33 398

o o

PER-ITUNGAN GESER PA"A BALOK

P(

, ; 16 ,+ bM . d) > ; 0.6 jia " $  0.5 >, O ida $l ge!e jia " 0.5 >,  $  >, O aai $l ge!e miimal ! mi ; 13 ('a) . bM . d >G! ; G$  >G, G$ ; $  bd

P

>G, ; 16 ,+ >G! ; (G$  >G,) A !eg ; (G$  >G,) b *  (>*) A !eg mi ; b.*  (3 *) !"# = !% sen&

1 9 % l ( a % a

i ! a . a @

2$ Mpa 2$ Mpa

&1a &1b &1, &2a &2b bl. /agga bl ado &$amaei &$amadlm &aa

* '& 12-, 0-20 6-228 2-82 1-,,0

b mm

2000 597 7='7 'D< >C>

d

 mm 1/$ 1/$ 1/$ 1/$ 1/$ 1/$ 1/$ 2$$ 2$$ 1/$

//$ /$$ /$$ $$ ,$$ $$ $$ $$ ,/$ 2/$

500 450 450 350 250 350 350 350 300 200

* (e 1m) 1=000 1=000 1=000 1=000 1=000 1=000 1=000 1=000 1=000 1=000

G$ 'a 1.7252 1.07763 0.922667 0.541333 0.356533 0.380952 0.113714 0.573429 0.299333 0.286

>G, 'a 0.447214 0.447214 0.447214 0.447214 0.447214 0.447214 0.447214 0.447214 0.447214 0.447214

>G! 'a 1.277986 0.630416 0.475453 0.09412 0.09068 0.066261 0.333499 0.126215 0.14788 0.161214

A !eg mm2 1=331 657 495 98 (94) (69) (347) 131 (154) (168)

A !eg mi mm2 208 208 208 208 208 208 208 278 278 208

A !eg O Ami 1331 657 495 208 208 208 208 278 278 208

3*4 pa'ai ' (mm) 9 (mm) 1$$ 1$ 2$$ 1$ 2$$ 1$ 2$$ 8 2$$ 8 2$$ 8 2$$ 8 1/$ 8 1/$ 8 1/$ 8

\\

PER-ITUNGAN KOLO

e$laga dia!ag !ama aa di !em$a !i!i olom De!ai megg$aa diagam iea!i ' elami (b$$ "C hal 181) ,+ ; 20 'a (diagam bela$ $. ,+ ; 15= 20= 25= 30= 35'a) * ; 400 'a (diagam bela$ $. * ; 400 'a) d+h ; 0.15 (diagam bela$ $. d+h ; 0.15 ) d+ ; 50 mm (!elim$ beo. Ag. 0.85. ,+) #$mb$ hoi!oal ; $  ( >. Ag. 0.85. ,+) . (eh) e ; '$  $ > ; 0.65 (ed$!i e$aa olom) I ; . O ,+ 15 "  ;0.6 ,+ 20 "  ;0.8 ,+ 25 "  ;1.0 ,+ 30 "  ;1.2 ,+ 35 "  ;1.33

type

b

%

Pu

u

Pu

u

e

A! ada

1=570 785 785 502 502 502 502 670 670 670

O A! el$ o o o o o o o o o o

PER-ITUNGAN KOLO

e$laga dia!ag !ama aa di !em$a !i!i olom De!ai megg$aa diagam iea!i ' elami (b$$ "C hal 181) ,+ ; 20 'a (diagam bela$ $. ,+ ; 15= 20= 25= 30= 35'a) * ; 400 'a (diagam bela$ $. * ; 400 'a) d+h ; 0.15 (diagam bela$ $. d+h ; 0.15 ) d+ ; 50 mm (!elim$ beo. Ag. 0.85. ,+) #$mb$ hoi!oal ; $  ( >. Ag. 0.85. ,+) . (eh) e ; '$  $ > ; 0.65 (ed$!i e$aa olom) I ; . O ,+ 15 "  ;0.6 ,+ 20 "  ;0.8 ,+ 25 "  ;1.0 ,+ 30 "  ;1.2 ,+ 35 "  ;1.33

type

b mm;

% mm;

K1a (:aai1) K1b (:aai1) K1, (ea!) K1d (gaa!i)

150 150 250 250

450 450 250 250

K2 (:aai2)

150

300

Pu

g 24=354

u kg.m

Pu N

932

u Nmm

243=540

9=320=000

Dai asi4 S:;2$$$ iapa3 :s <

type

b mm;

% mm;

As perlu mm)

K1a (:aai1) K1b (:aai1) K1, (ea!) K1d (gaa!i)

150 150 250 250

600 500 250 250

900 900 625 2215

K2 (:aai2)

150

300

450

3*4 pa'ai As a&a m4 D (mm) mm) ' 1( 1061.32 1061.32 ' 1( ' 1( 1061.32 2411.52 12 1# 4

1(

530.66

e mm

38

Sb.er.

0.326516

5 As perlu

o o o o o

Sb.%or.

&4%

] 0.15 0.03 0.111

r

As perlu mm)

900 900 625 2215

3*4 pa'ai m4 ' ' ' 12

D (mm) 1( 1( 1( 1#

450

4

1(

As a&a mm)

5 As perlu

1061.32 1061.32 1061.32 2411.52

o o o o

530.66

o

, " E S I G N  O  E N 2 AP A 2 I T / O * B E A  ,

;;;;O VW T'aS ;;;;O V+C T'aS &a diamee TmmS #i$! dia TmmS CoGe TmmS

&F/D 35 K225 idh(mm)

7== )= ') '= 1=

'C=

Te#s. 2ompr 1== 1C= 7== 7C= C== CC= <== == bar bar #kgm; ukgm; #kgm; ukgm; #kgm; ukgm; #kgm; u kgm; #kgm; ukgm; #kgm; ukgm; #kgm; u kgm; #kgm; ukgm; #kgm; ukgm; #kgm; u kgm; #kgm; ukgm;

2 3 3

2 2 3

1826 2891 2739

1643 2602 2465

2278 3570 3417

2050 3213 3075

2730 4248 4095

2457 3823 3686

3183 4926 4774

2864 4434 4296

3635 5604 5452

3271 5044 4907

4087 6283 6130

3678 5654 5517

4539 6961 6808

4085 6265 6127

4991 7639 7487

4492 6875 6738

5443 8317 8165

4899 7486 7348

5895 8996 8843

PER-ITUNGAN GESER BALOK &eo " &aja " ?arak mm DC '== 'C= )==

)= 'a )7= 'a 1= 0# kg;

9729 7739 5750 4755

/$l $ama " #egag "

1C 0# kg;

11572 9205 6839 5656

7= 0# kg;

13414 10671 7928 6556

7C 0# kg;

15257 12137 9017 7457

') mm '= mm C= 0# kg;

17099 13603 10106 8358

CC 0# kg;

18942 15069 11195 9258

<= 0# kg;

20785 16534 12284 10159

5306 8096 7959

6348 9674 9521

5713 8706 8569

PER-ITUNGAN GESER BALOK &eo " &aja " ?arak mm DC '== 'C= )==

)= 'a )7= 'a 1= 0# kg;

9729 7739 5750 4755

/$l $ama " #egag "

1C 0# kg;

11572 9205 6839 5656

7= 0# kg;

13414 10671 7928 6556

7C 0# kg;

15257 12137 9017 7457

') mm '= mm C= 0# kg;

17099 13603 10106 8358

CC 0# kg;

18942 15069 11195 9258

<= 0# kg;

20785 16534 12284 10159

perhitungan struktur.xls

Recommend Documents