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Title:
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Issuance of permits for sign(s)/signboard(s) at 7601 S Cicero Ave - 834 sq. ft.
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CITY COUNCIL
COMMITTEE ON ZONING, LANDMARKS AND BUILDING STANDARDS
COUNCIL ORDER
RE: Approval of sign over 100 square feet in area or over 24 feet above grade ORDERED, that the City Council hereby approves the following sign application submitted by:
Applicant*:_ frnrri D'fu Mali - PraAJ£ ucon
(* The Applicant is the owner of the real property or the business tenant of the real property. Do not list the sign contractor, sign erector, sign company or advertising entity in the above space.)
This Order approves the following sign in accordance with Municipal Code of Chicago Section 13-20-680:
Address of Sign: 1LqO\ S, ClCCrQ (jg 0 (#5^ Chicago, IL 606
Zoning District:
DOB Sign Permit Application #:.
Sign Details:
On-premise X OR Off-premise
Static sign OR Dynamic-image display sign ^
Number of sign faces
Projecting over the public way N (Yes or No) If yes. Public Way Use #:
Dimensions: Length feet G? inches Height 93 feet Cg? inches
Total square feet in area:(9t^~/ feet inches "^gj? C\jtjtc\X2^C?_ci
Height above grade: feet inches
successors to comply shall be grour V_ TMderman
Corner of itf^l
Elevation (side of building or lot where the sign will be erected): tA&CXG
Name of Sign Contractor/Erector: ftli Igx^hf Sign mc
To be legal, such sign shall comply with all provisions of Title 17 of the Chicago Municipal Code ("Zoning Ordinance") and all other provisions of the Municipal Code governing the permitting, construction and maintenance and removal of signs and sign structures. Failure of the applicant and the applicant's successors to comply shall be grounds for invalidation or revocation of the sign permit.
Ward
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-¦EM3EDCED IN rOL'NuATIOh TO WITHIN 5* Clf BOTTOM TO CREAT; CONCRETE Cj'/ES UNDER fOlt.
'5-0'
:.E:ri(i;AL
-'-o'
3ASE I 1
.5-0' 9EL0W GRADE
10-6" BE'TH "JiOE'i
3'-S" DEPTH C0NCBE7E
! -2 EXISTING 5LA9
I
C T3 : •LEVATIOin VIEW
rejNOAnw moits
1. Concrete snaii nave a minimum comoressive
strength of 3.000 PSI at 28 days. 2 Caisson footing designed jsing a sol' oeanng
force of 250 ?sr per fooi Lateral.
DESIGN WIND LOfrD: 50.0 PSF
Based on the Chicago Building Code 16 (13-52-310) (f) to for sc-fid s*gns.
j Ford City vial!
¦ 750! Sr>uth Cicsro Avsnus
aJm tot tr
j Chicago, Illinois 50552
leased ;3R =ESjirn-iG
EZY) J«I
Robert-James & Associates, Inc.
12255 Wesi 187ih Street, Mokena Illinois 60448-9737 pnone: 7C8-479-B335 (ox. 708-479-8395 email: r;a379comcosl.net
SHEET ) OF !
FOUR 31'-6" OAH DIRECT BURY POLES FOR REPLACEMENT ID & TENANT SIGNS
rrS« | DRAWING NUMBER
1705040
5-05-17 ROBERT-JAMES & ASSOCIATES, hu- Sht. !
i 2255 VVijMS7th Srrsei >joki-ra, Mnci3 6044* [7 05) 479-8.335
ie " Qu^at':n.3a?.iriibOl 2a mod
Site Ford dry Mail
"5DJ Souiii Cn5fv Avenue Chicago, ukiiois o0652
Project Design of direct bury pole structures and caisson footings for replacement signage an 3 base tnm. caisson footings will bs sec placed in cored holes thro existing 1 '-2" thick slab footing where top of slab is 3'-0" below grade This will bs dons fo.- both the South and North elevation sign pylons Drawing No. ! 705040 rev. A
Design Wind Load : (PSF } WL :== 30.0 Based on the Chicago Building Cods 16 (13-52-3 i 0) (t> 1 a
Xs&ranee Manual of Steel Construction. Ai3C J 3th Edition.
Tubs. ASTM A-500 Gr 3 Fy =46 0 tel., ?b =30.56 !si . Fv = 18.40 ksi
Reference: Amen can Concrete institute, Cods 318.10 Rebar • ASTM A-515 Grade 50 Fy =50 0 tel. Concrete ' 3,000 psi. compressive strength a: li days.
Design LoaJs hi Too of!:ootin2 for the 1o'-0" s
signage
\ 2
j f 17.0^
SgnTrm .= («T0-25.S7-WL)-J { — - |
+ 3.0 Base = 38793.3 ft.Ibs. 'X 2 J J
(laciudinj l.'-O" of ?>ase tnrn and 3" of side *r;fi> } Base: Base:= (7 0-28 42-WL) ' '
Moment ( ft.Ibs. ) MtTOF := SgnTrm +¦ Base MtTOF = 280989.75
Shear : (lbs.) ShrTOF := (17 0-25.67-WL) + (7.0-28.42-WL) ShrTOF = 19059.9
''3IJIH'
;;(PlRES. 11-30-18
Design, of Pole Siruciures at Tod of Footina for ihe 16'-D" k 25'-0" Sign. Sectio.cu Section Modulus of Tube : (m>) HSS 10" x 10" s 3/3" wall - TubeSM := 40.4
MtTOF
Moment per Pole : (ft.Ibs.) MtPoIeTOF .- — MtPoIeTOF = 93663 25
-> . ~ MtPoIeTOF-12
Bending Stress : ( os*. ) fj. ¦= % = 27820.767
TubeSM
Area of Tube : (in.2 ) HSS ! 0" x; 10" k 3/8" wail - TubeArea := 13.2 Shear per Pole :( lbs.) ShrPoleTOF := ^12^ ShrPoIeTOF = 6353 3
Shear Stress ( psi. ) f ;-_
«OBERT-I\MES & ASSOCIATES, hit
•JCPoiss = 0 943
Design of Ca isson Footings Overtiming Moment • (tubs ) Shear (lbs.)
Applied Lateral Force : f lbs.)
Allowable Lateral Soil Pressure : f lbs./ft1 per ft )
Diameter of Round Footing : (ft.)
Distance in Feet from Ground Surface to Point or Aoolication of
Depth of Footing Below the Top of the Existing Slab : (ft ) { y-0* below grade.)
Ma = 93663 25 Va= 6353.3 ? = S353.3 LP := 250
bl := 3.0
a = 14.742
ill := 3.5
Allowable Lateral Sou 'aearing Pressure Pursuant to the 2012 International Building Cods Sec-don 1307J 2.2 and Table 1306 2.
Required Depth : ( ft.)
Check Tensile Stress ia Footing :
OverturningMoment About Heel Point: (ft.Ibs.) Mh Ma + (Va dl) Treat as a cantilever at bottom.
7t (bt-12)"
Compressive Strength of Concrete : ( psi.) Yield Strength of Rsbar : ( psi.)
0.S5-(5-Vfc)
Section Modulus of Footing: (in.3) Sw :=
(Mh-12)
I Sw
Allowable Concrete Stress . ( psi ) $Ft :=
Tensile Stress in Concrete ¦( psi.) ft
I (b! 1.2) - 10.0 j
Design of Reinforcing -Steel in Caisson .
Moment for USD Design : Mn := 1.7 -Mh
coeff = 0.112
coeff := ¦
d := [(bl-12)- .80) - i Mu-12
To Plot for "ju"
Mh= ! 47565.3
fc := 3000 fy -.= 60000
Sw = 45S0.442
$Ft = 178.01
ft = 386 861 > ij>Ft= 178.01 RESAR REQUIRED FOR STRESS
Mu = 251032.71 d = 15.8
ju := 0.38
fc-bl-I2d
JROBERT-JAM1S & ASSOCIATES, Inc.
Jw i'-'-M 0; aiiec-. bury ¦¦'j'^b -o c^i-:.\:.
Yield Strength of Tube • ( pst.)
iu-fy d-0.90
Reinforcement Requirmem
¦> 1
0.83"-(di - 0.25)
As = 5 233 < TubeArea = 13.2 Mo rsbar required with the direct bury tube
CY = 2 0! 'i Each
f 7i-bl2-dil
Quantity of Concrete . yds.3 "1 CY :
V 4-27 J
Hots Keep bottom of tube 3" from bottom of footing to create concrete cover for water exclusion.
Design Loads M. Tod of Footing for the 23'-6'- ;t9'-10,!| Section . (3*-0" Below Grade }
>.gaa3» • Sgnfxrn - (24.5 5 -13-tt'L) \ \ —— i +• 10 0; Sjnl'rm = 150757 363 t-os.
(Including V-O''of base ir-:rn ) IA 2 / j
Base = 15538.3 ft.Ibs.
"7 ?.rA
3ase • Base r~ H.Q-11 42-WL)-j I — ! +30
' Uj
Moment: (Itlbs.) MtTOF .= SgnTrm + Bass MtTOF = i75345 553
Shear - (lbs.) ShrTOF .= (24.5-9 33-WL) + O 0-1 • 42-WL) ShrTO? = 9523.25
Design of Pole Structures at Top of Footiiin to r the _3'-6" x 9'-i 0" Sec-ion Section Modulus of Tube . (in.3 ) HSS 14" x 14" x 3/8" wall - TubeSM := &2 5
M*TO^-12
Bending Stress . (psi.) fb -= _: — fi = 25650.278
TubeSM
Area of Tube • (m 2 ) HSS 14" x 14" x 3/8" wail - TubeArea .= 13.7
Shear stress . {ps> ) —. fy = 5] 4 .512
TubeArea
Unity Checlr. - Poles UCPolss := —— - —^— UCPoiss = 0 373 < 1 -00 OK
30360 13400
Design of Caisson Footing
Overturning Moment ¦ (ft lbs. ) Ma := MtTOF Ma = 175345.663
Shear (lbs.) Va := ShrTOF Va = 9623 25
Applied Lateral Force ¦ (lbs.) P := Va P = 9623.25
Allowable Lateral Soil Pressure . (lbs /ft.2 per ft. ) LP := 250
RDBKR I-.IWU' n & AS.SOClAl KS, Inc.
Diameter or Rjund Fooc.ria. ( ft.}
Distance \n Feet From Ground Su.-race :o Point of Application of "p"
¦ |910|^53-bty
Deoth :>f Footing Beioiv rfcs Top oc&e Existing Slaij ( ft. i (3'-0" below grade )
d2:= 4.25-
Allowable Latere.] Soil BeanngPressure Pursuant to she 2012 Intematiooal 3uildina Cods Section 1307.3.2.2 and Table 1335 2
Required Depth . { ft )
Cnsck Tensile Stress m footing ¦
bl := 3 0 ••• ¦= 13.32.:
j: 10 5 S3 = 2625
di = 10.5 OK
Overturning Moment About Heel Point. ( ft lbs. ) Treat as a cantilever at bottom.
Compressive Strength of Concrete : i psi ) field Strsngth ofRebar { osi )
Section Modulus of Foo-'.ng (;n ¦ ¦ Allowable Concrete Stress . ( psi.) Tensile Stress in Concrete . (psi >
Design of Reinforcing Steel in Caisson :
Moment for USD Design . Mu := 1.7-Mh
coeff :=
d := [(bl-12)-.80j Mu-12
To Plot for" iu"
fcbi 12 d2
Use yield strength of direct bury tube to check
Mh = 277389.737
& := 3000 fy .= 60000
Sv = 4580 442
cpFfc = 173.01
ft = 726 715 > ij).Fi --- 1 73 01 REBAR REQUIRED FDR STRESS
Mu - 471562.639 d = 17.3
ju := 0 65
Yield Strength of Tube ¦ ( psi ) Required Area 1 (in.2 )
Reinforcement Requirmcnt
Mu-12
As ¦-.
ju fy-d-0 90
As = 11.814 < TubeArea = 18.7 No rebar required with the direct bury tube
fy := 46000 As = ! 1.314
5-05-17 ROBERT-JAMES & ASSOCIATES, Inc, Slit, 5 of 5
i'iais . Kssp bo'co;^ 3i";'jbs j" rom bottom of cbolsng '.o -j.^.'.i oog:;:?;3 ~o--'5r for water exclusion
ii ¦ ) v.;;.! -- — - —
5'-r
3i -r _¦
CONCRETE
PUS VIEW PLAH VIEW
¦-5--5"
-¦j-'.-r -i-y -
aSTM J-5CB Cr. 9 " "EHIBESOED !M rOMMTQtf TO whin 5' or m~on to ;-REir; S3W«£R C9VE1 'JSBH -5LE
«W 4-3S0 Or 3
" EH3EDQED is EIUNCATiO'i "0
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|109|
s' -o"
3iL0W '
EXISTING 3i>8
a'-s"
DEPTH CONCRETE
r
ILIVATiOfi VIEW
FOUNDATION NOTES: !. Concrete shall have
force of
strength of 3.000 PSI ai 23 days. 2 Caisson looting designed using a soil bearing 250 PSr
PSF per foot Lateral.
DESIGN WIND lOAO: 30.0 PSF
Based in the Chicago Huiidirg Code IS (13-52-3:0) V. to for soli
SITE:
Ford City Mai! j 7501 SDjfh Cicero A/snue I Ohicago, Illinois 50552
> 106 Hoy P | RELEASED FOB PERUITTIHC
LL
Robert-James & Associates, Inc. j
12255 West 187th Street, Mokena Illinois 60U8-9737 i p'none: 708-179-8385 tax 708-479-83S5 email: rju37*comcast.nel
FOUR 31'-6" OAH DIRECT 8URY POLES f fOR REPLACEMENT ID & TENANT SIGNS j
CB Uov 17 5011 DRAWING NUMBER ! SHEET | REV i
08 Z i7 r"E (705040 [ I OF 1 i A !