HomeMy WebLinkAboutENGINEERINGEYANT & ASSOCIATES, INC.
Consulting Engineers
30 N. Congress Avenue Suite 104
:ST PALM BEACH, FLORIDA 33409
(407) 683-6333
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SHEET NO F OF
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PROGIC MI eBs Int, Gf" Nm 01471.
F_1iRO,3ECT-.
BEAM__ F.'1
-------------------------- — — - - - - - - - - - - - -
R_ E�_- I N 0 R C'. E—_D C:'. D.- 1\1 C_ R' E--..T" E--'-' 13 E.
4,
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T- Nil, P U T Y- A T -A
i.7
-
ROOF.LEA
CRO c_'SL..0PE_-.-41. /.12
S�.AI-,I'C.1 N�Tl NUOUS BEAM
DISCON-FINUOUS ENDS UNRESTRAI'NIED
SEAM CLE., R' SPAN LEINGTH 24 F _r..
"'ROJECT. "NDRWS
BEAM RI
17; E 1 .114 0 R C E D C'ONCRETE B E A M D' E S I G 1\1
4**— 1 N1 P U "T D A T A
ROOF
ROOF CF,O 3-S SLOPE 4 /12
I SPAN C IL�) 1\1 T I N U OU S) BEAM
BEAM CLE FSP(V--,I LENG"I'l-I 24 F]".
i
UN I FOR'M A D L 'I'.) A 1) -q 15 P S F
6 N I F 0 FJli J("LU.. Ll 0 A D F LF
111 N 1 F. 13 F: m IVE L DAD 11 6 F S F
'DAD L14 LL F'DR AF:`EH" PER Cf DDE SIECT'1.01N 12(-_:,�
1--i-. X T E". R 10 R B F': A M C.)NE ]RIBUTARY DE-11--:: SPAN WITH OVERHANG
I LEI TREq!FI_ARY TO BEAN
I I.-.
AI%..ID C., H. IN "I V I I-
)ECI-- I
.DECK S A I
c A H T L E
CONICFZE-IE U L T i 1%1 T E S TR E N 3 C) 0 C.) P S 3:
STEEL YIIELD c:!FI:-`EI\IGrH = 60000 PSI
tIE REIN' C)RCING STEEL Y:IELD STRENGTH = PSI
STEEL T* I - S A F" E 1) E S i G N E_ D AS S H I --"A R REM N F 0 R C E 111 E N'T_
B E 1'-) 1,1 1 rE3 C)C A T* F.- D D Ll TS I D E D F B [..11 L 71", 1 N G A I-- I D IS EXPOSE D TO TFIE W*E.,:Ar'H1EF:N1
-PROJECT. DEEMS"
- - - - - - - - - - - - - - - - - - - - - - - -
7—C-7
R� E--.,_1-.W RE
- - - - - - - - - - - - - - - - - - - -
-k
I. H. Aw�
A—
Q.
'BLA .-R )OffF_.,'BEA
SPAN BE AK C Nt'INLj_OUS _
P C-OF -r'I docis ENDS' UNRESTR A I NE D,_ - s -1
BEAM.'CLN- LNGTH.=�24FT E,,R-. SPAE"_ . '.
F-L
..PROJE
BEAM iR1
- - - - - - - - - --- - - - - - - - - - - - - - - - -
0 R C E D - . C 0 N C' R E T E B E A M D' E `4__
E'. I S I G I
- - - - - - - - - - - - -- - - - - - - - -
U-
A
F OOF- BEA
F,,00p, CF,,O S;'SLOPE-' = ' 4 V12
SPAN C I I)NTINLJOUS BEAM
SEAM CLEI R-SPAN LENGTH = 24 FT.
ON I FORM EATN LOAD = A-5 PSF
UNIFFOR,'M FJALL LOAD 5 P L F
R UNIFOM IVE LOAD = 16 PS F'
LIVL LOAD WILL BE -REDUCED FOR AREA'PER CODE S 1: C T 10 11 12(-.-:,.
EXTERIOR BEAM --ONE TR I BUTARY DECK SPAN W',I.* TH OVERHANG
Dr.:-'C[-' SP' J AND, CANTILEVER TRIBUTARY TO BEAM
DP_'.:Ck.' SP lo FT.
CP1,41-I1 EV R - 3 - F-F.
CONCRET -ULTIMATE STRENGTH 3 C-) 0 PSI:
MAIN 1:-zENFORCING STEEL YIELD S]"RENGTH = 6i. -000 PSI
TIE REIIN. ORCING STEEL_YTELD STRENGTH = fit )000 PSI
STEEL- T iES ARE -.DESIGNED AS SHI-"-"A'R REINFORCEMENT
BEAM IS jLOCATED OUTSIDE OF BUILE: ING AND IS EXPOSED TO TVIE WEATHER
D E I G N 0 Y B E A M
=nSXZE,_OE; AM- 16 -IN.- 2 0 IN
.—Toplyalm4REINFORCING _.STEEL__:.._
ZANTIQW M IN REINFORCING STEEL Y470'=--4 6`77t"- _1
_TUES Y"wilAT 9 IN. _SPACING ,FOR,l IN. FROM END, THEN WIN. SPACING
jkEFFECT IV DEFT q TO. PE- NT991 QE,TOR,sTE9Q 18.
EFFEC
T IV -DEPTH TO-CENTER_OF'BOTTOM'STEEL-h 18.757
�-
ATEEPRETOPTBOTTOM MINIMUM' MAXIMUM WFORCEMENT/CONCRETE AREA RATIOS (PERCENT) -_
4 -
J:- -
�: 1
333, '1.603
441EOAD.NSS
FACTME * N D UIFORM LOADS (PLF)
TRAM.. 4-90
PECK 532.35 2
WALL - 469
------------
TOTAL AD 1491.35
TOTAL LI 229. 84 TRIBUTARY AREA 192 SO. FT.
GRAND. T;IAL 1721.19
REA 11TIONS (POUNDS)
p* FACT AD ** -
DEAD = 11=96
LIVE =12753
NOTAL 7120654
ACTUN
MEAD 112793
ILIVE =11622
I -- -------
,TOTAL 1114405 -
MAXIMUM ULTIMATE MOMENTS (FT -KIPS)
'DES ISM- STRENGTH
:NESATIVI I - S2.617 138.77
; POSITIQ_: = 41=1 138.77
M M L I m , I, ..-
A LJL. I I:i,,,ATE SHEARS (KIPSI
DESIGh-i SIRENGTH ----- =NIRETE STEEL)
AUPPONJ 17. 96z:i. 51.402 27.333 2 3. 4 0:4,'
REDUCE" 17.821 27.933 27..983 0
EXF_ SURE LOADS ON REINFORCEMENT (KLI)
TOP f? * DESIGN = 110.404 STRENGTH = 145
BOTTOM:j DESIGN = 55.202 STRENGTH = 145,
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!THIS DJ I SIGN COMPLIES WITH AMERICAN CONCRETE INSTITUTE 318-83.
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17-1 -----------------------------------------------
�llllL$JMMARY OF DESISNj;**4jrt_0_'_
BEAM-S TISFIES-ALL CODE REQUIREMENTS.
z %
_
D E iS I G N O F 9 E. A ivi
TOF'.__I''IAIIV'iEAM.:.. Y ib TIC >; 21- IN -
54T ZE -OF--
�E I NFORC I NG'=: STEEL'_; 4 lk b-
,: �� ,. _ ... .�
_.. -
_ ... Ih�' REII�FORCII�G`STEEL = 4.. # br s
EbTTO -I I
TIES_ # _, FAT,.'9 IN SPACING FOR 1 _ IN. FR011- END, _ Tl...IEN 12 IN. SPACING
_ �EE.1IE=FFEECC"IFI V DEPTH. TO CrNTER--0F -TOP STEEL �— 1 S7 .I N
IJEPTH- 0 CENT STEEL 1S.75.ID".C.Ltf
M
.ATEEt , _ RE i NFORCEMF_NT/CONCRETE AREA FiA-F I OS _ (PERCEI\IT) :- -- -
BOTTOM. MINIMUl'T _' -. MAXItIIUI`9. -
LOAD- NOS
F ACTOF ED UN I F= O FZl'l LCiADS (F LF) # �
LiEAM .
5 h "T5 g .
b'JALL
OTAL DE iD =` 14.91 _:5
TOTAL LI'1E-'_ _ 229.84 TRIBUTARY AREA - 192 SG!.FT.-
_.__...----- --------•-••----••-
GRAND TO AL = 1 `2 1 , 19 -
F REACI'" IONS (POL. ND5
3� FACTO PED .. .
DEAD = 17C" b
LIVE = ''758
I ,
u ACTUAG
LIVE
TOTAL 1I.4.4(--)5
° z MA. X, I. ILIM ULTIMATE MOMENTS (FT -•I : I PS )
r '
DESIGN*_
NEGATIVE = 52.61.7 B.
C'OS:I:TIV - 41 C:C
A X 141 U i i Li L.'71111 i"I'T E S';--I E';:'; F? S (I<::1: ! '' S F: •>;..:;:.
RL_DU(= ED 17.: S21 27. 9
EXPlp�
JRELOADS OI�E RE I I'�!FORCEMENT (I:::L I')
z:LESTON -• :I. 1.C}. 4•04 ' : -_:. _- S'i"f;Eh!GTI-1 - = 145
I DT-FOM.. DES I ON - vC.•..�5 . 202 ^T REI'',!GTH = 1.11-5
TH I S 1) -i T G r, COMP"L I ES W I TF; Ai"IEF:'t I CAl,4 CONCRETE B' .
---- ---------_ __------------------------- - - - - - - - - - -- - - - - - - - - - - -
- *-W.' SU MARY- OF DESIGN
'BEAM SA* I SF I ES ALL 'CC))*yE REQUIREMENTS. y
::r
G N 0 F 13 E A 11
,J7-
,fOR MA 1114 'RE I NFORC I NG,_' _STEEl�f-7#
-_ =1_4�7�_
OTTOy M IN R' E I 1\1 F 0 R C I. 1\1 St' #
A 1 9- IN.. SPACING FOR:
ES. # I I N.'_, FRO111,,END, Tl--lEN 12 -1 N.�': SPAGING
. . .........
v DEPTH _T
-EF-FECTI O'CENTER OF -TOP-- S"QEEL�- 18.-75.-.-, N.�`
EFFECT I DEPTH 'TO CENTER-._OF',-BOT-rom, STEEL: I e. 7 57 1 N Z'
STEEL RE NFORCEMENT/CONCRETE, AREARATIOS (PER-1
-El-,IT)
TOP BO T T 0 M M I ryaI M U lyl A X I twi Ull
.589-
FACTMED UNIFORM LOADS (PLF)
490
DECK
WALL 416 9
JOTAL D D = 1491.315
TOTAL L I I E 2"29. 84 - .'TRIBUTARY AREA'- 192 SO. FT
I 1v
GRAND TO AL. 1721. 19
REA 1IOl`,lS (POUNDS)
FACTORED
DEAD
LIVE
TOTAL
DEAD 2 7 8
L I V J 6�2'2
TOTAL = 14 5
*41-* MAXI IUM ULTIMATE MOMENTS (FT--l< I PS)
DESIGW STRENG-11-1-
NEGATIVE = 82.617 138.77
Pos -I'VE, = 4. 1 138.77
MP; T E S! 1 EE; Ff S G,':IP1,33)
M Al"I'Llil L.IL-I.1 i� , X.
C TEE
ES'lit..* ki . .. .....
3 2 2 .....3 23,.469
R'!': I D L i C " E Al1021 27.9_3-�:' 2-,*,',
EXPC URE Ln A D 1-:3 ON REINFORCEMENT (1.-**Ll)
I W, DESIGN = 110 . 4 C-)4 'S T R E N 6 T 1-1, = 1.45
F30TTOrl- DESGN = 55. 2(--)2 STRENGTH = 1-1.5
H I S DEE COMPL I ES VJ I TH AMER I CAN CONCRETE 1 37"1 TUTE 3 1 8--e3.
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
SUr vlARY OF DES I GN___?�_,_*�,�
13 E A M SA_IiIEMFIES ALL CODE -R EOU -1 REME Nf s-:
A
7.