HomeMy WebLinkAbout10180434_1943 E. 17TH - Plan (2)CIT¥OF SANTA-
1
ANA
Planning & Building Agency
Building Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
PL.1.\.\I.\G Santa Ana, CA 92702
& 8[ILDI\6 (714) 647-5800
16[\CY www.santa-ana.org
REVISION/SUPPLEMENTAL
PLAN CHECK REQUEST
Project Address: 9 3 8- / 7 44 Suite#
PCC-13 CBC 2013
New Plan Check No.60135 4 34
Original Plan Check No.: /O/798 27_Permit Issuance Date:7-2 9-/3
Original Plan Checker: <4 7401 9 A-p 9 &0,62-
Amount paid: $ , Misc. Receipt #:(01%97
Processed by:V 01 C A..A L Date:l-1-)4
Plan Checker Approval:Date:
Additional Hours: @ $191.62 = $
print Name: RAT-*4LK--4§41z-.NA -4 Signatu
Representing: NAT 1€NZY- 4 1601 2 MA-H<rn
Telephone:11) 94 I-4442--*A-71.7,1/ FAX: 14 ·02:1|1912/
Contact Person:[34-82*z.£-4*FA144 L Telephone: (11) 3,59.-- 939-0
E-Mail (Strongly Recommended): --5101 na < 2-1/15 #16- t<:44
PLANS PREPARED BY AN ARCHITECT OR ENGINEER MUST BE SIGNED BY THE PROFESSIONAL
WHO PREPARES THEM.
PLEASE WRITE A BRIEF DESCRIPTION OF THE REVISION/SUPPLEMENT AND IF POSSIBLE AREA
OF WORK. ALL REVISIONS ARE TO BE CLOUDED AND PROPERLY IDENTIFIED: (i.e. Deltas,
Sheet Numbers, etc.).
Electrical, Plumbing and/or Mechanical plans - stamped job set shall accompany revised
plans.
14€NVY,MUEW P %61 6 AA M-E 1,4W}146 7142 5,A*11.TA-E F:A/15,1041 i 6
To OMA,666 -[WE MAAM REF- &5 ¥2-r lu&$ ffal -0,10 (11)4 AVE (,1 -
PCC-13 Rev. 06-24-2013 White-Plan Check Yellow-Applicant
*ECTQR UTAH OFFICES
Sandy
Layton
St. George
STRUCTURAL CALCULATIONS
for ECEIVE
MONUMENT SIGN2!=29-1-EC PLBG |at
MECH GRADING 1»43 E. 17th ST., SANTA ANA, CA JAN 0 2 2014
for'ERMIT# 1,\ 20 4 31*.....UL----N-*T]NAL SIGN & MARKETING CORP.City of Santa Ana
R D
OCC. GROU4-1 1
nONSTR. TYP
.ODIE EDiTiON
FLOOD ZONF----__-:-__1-
FLOOD ZONE GERTIE REQ'D YES <
MICROFILM -ZELf-
,t!EE.*!BlEENE.-322
RESIDENTIAL DEV. FEE YE4 l2.--2Eh.=152:.'+0SCHOOL DISTRICT
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DATE:
Natky
/5220FESsio,4
11 k
NO e i 740 C60433
NO
" EXP. 06/ UN
-
A,CHITECTURAL STRUCTURAL
ACCEPTED FOR CONSTRUCTION
SEFARATE PERMITS ARE REQUIRED FOR;P' 1 ELECT* ICAL, PLUMBING & MECHANICAL PLANS
I This @81 c d plans and specifications must be kept on the jo[r 11-17-0 at all tin es and it is unlawful to make any changes r
VALID WET SIGNATURE IN RED 2!teranorls Oil same without written permission from th.Gity of eanta Ana.
DAVID H. FOTHERINGHAM, P.E.
PRINCIPAL Tne acceptance of thi; plan and specifications SHALL NO-f
be held to permit nor be an approval of the violation of an>
provisions of ANY City Ordinance or State Law.
L0053-075-131 ,--2 3-3 7 Accepted By p / nata
December 17, 2013
CITY OF S*NTAANA
Date ket,•,1 1 -,52 \-1 - lut JThe calculations present 30=,n=thlspar.Kagp are
intended for a single use at the location indicated
above, for the client listed above. These calculations
shall not be reproduced, reused, "card filed", sold to a
third party, or altered in any way without the written
authorization of Vector Structural Engineers, PC.
P.O. BOX. 160204 P Clearfield, UT 84016 / T [801] 927-2054 / F [801] 660-4160 / www.vectorse.com
.
E n
JOB NO.: L0053-075-131 DESIGNED: DHF
DATE: 12/17/13 CHECKED:
L
G 1 SHEET J OFn E ERS
PROJECT: MONUMENT SIGN SUBJECT: DESIGN CRITERIA
1 Structural Design is based on the 2010 edition of the California Building Code.
Wind Design is per ASCE7-05, Section 6.5
2 Structural Aluminum:
All structural aluminum to be 6061-T6 alloy per ASTM B-308
Fb = 19,000 psi
3 Foundation design is based on presumptive load-bearing values, as shown in IBC Table 1806.2:
Vertical bearing pressure = 1500 psf.Lateral bearing pressure = 200pcf
4 Nuts and bolts in structural steel connections shall be per ASTM A307, and galvanized, U.N.O.
All connections are bearing type with threads not excluded U.N.O., no special inspection is required.
5 All aluminum welds to be done in accordance with AWS Dl.2. All welding shall be performed in a shop
approved by the building official.
6 Conditions of existing structures pertinent to design to be verified prior to construction. Engineer
of Record to be notified if discrepancies are found between existing conditions and plans.
7 Concrete:Minimum compressive strength of 4500 psi
Type V Cement
w/c ratio = 0.45
1
.
Loo53-015- (3 1
61+BET 1
0 0
11-0. I 6'-0.
- CABINET FRAME (3BEYOND ¥
1-===aF I - CURVED ALUMINUM FRAME
(Llt,xllix'4) u,/
PERFORATED ALUM. SKIN
r,1.-COLUMN-
j===42
7.-= W-1
CABINET FRAME
BEYOND
- 4" (ID.) STD.
-0.0809"-t>[ IKUDED
ALUMINUM E w/ 14'
RETURNS ALL AROLIND,
TYP. OF 3 CABINETS
EACH SIGN FACE
C3 \ rrp. TOP 4 BOTT.
1 EA CABINET i
[1!i!#Tty %76
-11 leill
EllE
411
.
.
11 11
F- FINISHED GRADE
1
1
NOTE5:
1) SIGN DIMEN5IONS ARE APPROXIMATE
2) SEE SHEET 51 FOR ADD'L NOTES
- 1'-6" * CONC. PER
11 11 FRONT ELEVATI·ON
5'-00 MIN. EMBED.
5'-lin
1
1 ,
1'-5"
111
1'-5"
111
2'.liP '
//
E J 1" = 1'-0"
&00 53-075 - IM
614·EST 3
, 0 00
6'.0.
F- (B) 44 MACNINE
BOLT5
BOLT 1/
L2x2x'4 STEEL ANGLE-j -CURVED ALUMINUM
TYP 3/16 1/ k-RAME (LIP,xlk,x'4) w/
PERRDRATED
- - e ----7 ALUMINUM 51<IN
PLAN VIEW ,
10
6'.0"
SECTION
- LIvix]Vix'4 1\
-0080.EXTRUDED
ALUMINUM E u,/ 1'4.
RETU»15 ALL AROUND,
TYP. OF 3 CABINETS
EACW SIGN FACE
, 10.
/ 81,
1
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feet 1000
tersi 600
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4,= 1 1,1 36 5, : 0 .9 9 7
LATE?-AL DESIGN 6 8.11-0 1 A
+- 1_
ECTOR
InEERS
JOB NO.: L0053-075-131 DESIGNED: DHF
DATE: 12/17/13 CHECKED:
SHEET 5 OF
PROJECT: MONUMENT SIGN SUBJECT: LATERAL LOAD SHEET
Occupancy Category; * 11
LATERAL LOADS FOR DESIGN OF CANTILEVERED Seismic Design Category: ' D , See below
COLUMN SIGN STRUCTURES Wind Speed Vas (mph): 60 ;
Internal Press. Coeff.=1.00 Exposure: C :
Seismic :(Equivalent static force method)
Site Class: D
R=; 1.25
1.386 '
Sl=0.497
Fa=1.00
FV= 1.50
- SMS= 1.39
...Sw== r. 0.75__-
SDS 0.924
Sm= 0.498
Determination of Seismic Design Category per:
D
D
Is = 1.00
N= 1
CT 0.02
hn (ft)= 15 (to highest level)
x= - 0.75
T= 0.18
To= 0.11
TS= 0.54 -
CUE 1.20 --·
TJ 8
Sa= 0.924 |E = 1.00
CSMAX= 2.178
Cs= 0.739 CSCONTROL= 0·739
CSMINI 0·010 CSCONTROL/1.4= 0.528
DESIGN WIND PRESSURES FOR PARAPETS:(Per ASCE7-05, Section 6.5)
t.o. parapet elev = . -24 ft. a
Zg
P = qp(GCp- GCpi)(Eq. 6-24) Kz
qp = 0.002561<zlit'<\/21 Kzt
qp =16.5 psf K
P=14.9 W Gep
Gepi
= 9.5 (exposure constant)
= 900 ft (exposure constant)
= 0.94 (velocity pressure exposure coefficient)
= 1.00 (topographic factor)
= l.0.85 (wind directionality factor)
= 1.00 (importance factor)
= 0.90 (external pressure coefficient)
=; .0.00 (internal pressure coefficient)
SIGN DEAD LOAD: 7 10 - psf
SEISMIC PRESSURE:5.3 psf
WIND PRESSURE:14.9 psf WIND CONTROLS
D:\Server\Projects 2013\L0053 National Sign\L0053-075-131 Santa Ana\calcs\10WINDSEISMICLat Load Sheet
'ECTOE
nein EERS
JOB NO.: L0053-075-131 DESIGNED: DHF
DATE: 12/17/13 CHECKED:
SHEET 12 OF
PROJECT: MONUMENT SIGN
DESIGN WIND PRESSURES FOR SOLID FREESTANDING WALLS & SOLID SIGNS:
SUBJECT: DESIGN WIND PRESSURES
0 . 0
LOCATION: rMON¢tMENT'SIGN '7 1 ---
h = 1- 7 ·ft (wall/sign height)a = 9.5 (exposure constant)
s =; 7 n (vertical dimension of wall/sign)ze= 900 n (exposure constant)
Kz = 0.85 (velocity pressure exposure coemdent)
V = 90 mph (wind speed)Ka = 1.0 (topographic factor)
Exposure = C (wind directionality factor)Kd = 0.85
1 = 0.87 (importance)
C=Ll.00.(ratio of solid area to gross area)9..13.0 psT (velodty pressure)
6- 1.0 (reduction factor for openings)G = 0.85 (gust-effect factor)
sm=1.00 (clearance ratio)
0.8 (reduction factor for s/11> 0.8)
Wall Label: -2 1
Wail Length, Return Comer- B (ft)'-- -Length,-17(ft) =I
7.5 ,2.5
_B/s_ Lds
1.07 0.4
Cases A&B -
Force Design Wind . Consider_| Return Corner
-Coefficlent,-C, 1 'Pressure,-p-(paf)-- - Case-C-1--Reduction,·rF
I 1.45 I . 17.6 NO I 1.00
CaS3 C
Region._ Stan B (ft). _End B.(ft)
Region 1
Region 2
Region 3
Region 4
Region 5
Region 6
Region 7
Force Design Wind
-Coefficlent, C, -Pressure, p (psn -
4- I .·
E
E
n
CIGR
JOB NO.: L0053-075-131 DESIGNED: DHF
DATE: 12/17/13 CHECKED:
SHEET -7 OF '
PROJECT: MONUMENT SIGN
LOCATION:IMQNUM¢813'*N.212iabliNE
WIND PRESSURE 17.6 psf
CABINET INFORMATION
SUBJECT: POLE DESIGN
Cabinet 1 Cabinet 2 Cabinet 3 Cabinet 4
Top of Cabinet Height (ft) g:57!4}¥AfNE219€73'*Na. -4*264Cabinet Height (ft) *fi.96*1.',,4-.94*td, ',¢' '-".--Cabinet Width (ft) ;t:M·7.54®:.·A<J.- t*45/4.,v·¢f·t::,03 ,•,42-**-Cabinet-Depth®)-*·392.520'02%1+4,1.,.,AMsuu;wa:.3:61.649:,1
*Use Cabinet 1 input for the highest cabinet
CABINET INFORMATION
Stem Width (in)19?*
Top of Sign Height (ft) -7,™*.4¥.. m
DESIGN
Moment - x direction(k-ft) 3.235
Moment - y direction (k-ft) 1.078
*Max Moments are at the base of column
Deflection - x direction (in) 0.29
Deflection - y direction (in) 0.10
1.5%H Deflection (in) 1.26
*Max Deflection is taken at the top of the sign
0.34% deflection
SELECT[QTD:PIRE
E (ksi) 29000
Ix, ly (14 6.82
Sx, Sy (14 3.03
Fy (ksi) 35
- Wrk1.33 increase,STN639
Sreq'd (int 1.68
AXIAL LOAD AT BASE OF COLUMN
DL(psf) 15,0
LL(psf) 20.0
Pa (lb) 2831.9
TRANSITION
Consider Transition ",NON,Zm'Ri67=EEN¥f;t9- 4Height (ft) 14:15*+42§8'107:,?4402510,=.,41€2'22 39
Axial (lb)N/A N/A N/A N/A
Shear (lb)N/A N/A N/A N/A
Moment (k-ft)NA N/A N/A NA
1
1
Vector Strudural Engineers Project Title:MONUMENT SIGN - SANTA ANA
PO Box 160204 Engineer:DHF Proiect ID: L0053-075-131
Olearfield, UT 84016 Project Descr:
61*Er b
Printed 17 DEC 2013. 4.·21PM
*.lf¢-F€bt'Fg,1 EM#-4832dfiWt-di ly, -i-,- - --- f -i_·. ' . j --,t. {1:(2· " -f--7-i 4 ./'- -EN@CA'LC-:INC. 1-983-26¥3, BJITd 6-1 j 6.30/Ver-6-6 2*··;File = D:\ServeAPRDD21 91\L0053N-,1\L0E4DA-1\chlcs\signs--ec6
•
Description :MONUMENT SIGN FOOTING
.r"-mr - I.%.I5%38¢j@ferendes, 6.Ir lifi,T.1,1.f .111 - - -41- 12 1.--1 .L---1 1. 0 0
Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-10
Load Combinations Used ,ASCE 7-05
1 1 1- - 1.1 1.- -1--*111- 1 -1 1- % 1ING@nG//nfdtmation
Pole Footing·Shape Circular
Footing Diameter 180 in
Calculate Min. Depth for Allowable Pressures
ENENo Lateral Restraint at Ground Surface *
Allow Passive.............
Max Passive .............1
200.0 pcf flf·
1,000,Opsf -- ---
Controlling Values
Governing Load Combination : +D+W+H
Lateral Load 0.4620 k
Moment 3.234 k-ft Soil Surface
CNO Ground Surface Restraint ,
11 1 -- 1 11 j ;1
Pressures at 1/3 Depth
Actual 410.896 PSI r '-3 --- 6 - cf-*
Allowable 411.322 psf
f No lateral restraint
1 i. - 11 1
1-2 - c -1
- t - t- -29=n -
=- 32- 1 =2-ilim¢ri 1eq°frdbepth:.·' 0„i..; ; .„'-, 4,f50._ft· .- --
Footing Base Area 1.767 fr2 @
Maximum Soil Pressure .0.05659 ksf ·Footing Diameter = 106-
Lateral Concentrated Load Lateral Distributed Load Vertical Load
D : Dead Load k Idft 0.10 k
Lr : Roof Live k Wft k
L:Live k km k
S:Snow k Wft k
W: Wind 0.4620 k Wft k
E : Earthquake k Idft k
H : Lateral Earth k Wft k
Load distance above TOP of Load above ground surface
ground surface 7.0 R ft
BOTTOM of Load above ground surface
R
,g'-Load'Comblriatian-Re'gultil --:_-= E.. :',-
,.- -,i - - -, -- -- i.-: -* '- ... i' ... .. Forces@,Ground Surface..,-, 1 i.tRequired- c.' -' Presiure atl/3·Depth j..Soil.lA*ase'.
L644-'Combination - 10 ,loads:'(k)-, .1 1. ,'Moments =.(ff-k) i -D-epth - (ft)'- .- '. Actual - (pst)· ' : ':Allow- (psf), i -,-- FaEtor '- 4
D Only 0.000 0.000 0.13 0.0 · 0.0 1.000
+D+L+H 0.000 0 000 0.13 0.0 , 0.0 1.000
+D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000
+C)+S+H 0.000 0.000 0.13. 0.0 0.0 1.000
+040.750Lr-,0.750L+H 0.000 0.000 0.13 0.0 · 0.0 1.000
+D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+W+H 0.462 3.234 4.75 410.9 411.3 1.330
+D40.70E+H 0.000 .0.000 0.13 0.0 0.0 1.000
+040.7501-r+0.7501.+0.750W+H 0.347 2.426 4.75 307.9 309.5 1.000
Vector Structural Engineers Projed Title:MONUMENT SIGN - SANTA ANA
PO Box 160204 Engineer:DHF Proied ID: L0053-075-131
Project Descr:Clearfield. UT 84016
6 HEET 9
Pole Footing Embedded in Soil
Lic. # :*W-06004714
Description :MONUMENT SIGN FOOTING
Printed: 17 DEC 2013, 4:21PM
File =D:\Senver\PRDD21-1\10053N-1\L0E4D4-1\calcs\signs.ec6
ENERCALC, INC. 1983:2013, Build:6.13.6.30, Ver:6.0.25
Licensee : vector structural enaineen
+D+0.7501-+0.750S40.750W+H 0.347 2.426 '4.75 307.9 309,5 1.000
+D-,0.750Lr-,0.7501-40.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750L+0.750S+0.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000
+0.60D+W+H 0.462 3.234 4.75 410.9 411.3 1.330
+0.60D+0.70E+H 0.000 0.000 0.13 0.0 0.0 1.000
QESIGN CRITERIA:
Code:Structural design is based on the Ca lifornia Building Code, 2010 Edition,
which adopts the 2009 1BC and 2008 NEC.
Loads:Dead Load: Signs = 10 ps[ Parapets = 10 psf Awnings = 5 ps[
Live load: Signs = 20 ps[ Parapets = 20 psf Awnings = 10 psf
FOUNDATION 4 CONCRETE:
Foundations are designed based on presumptive
bearing capacities per IBC Table 18062.
(Allowable vertical bearing pressure = 1500ps[,
lateral bearing pressure = 200pcf)
SHEET SHEET NAME '
61 STRUCTURAL GENERAL NOTES
52 FRONT ELEVATION
53 PLAN VIEL,U / SECTION
Wind:Wind loads are based on ASCE1-05, Section 6.5
Basic wind speed = 90 mph (3-second gust), Exposure: 'C'
Wind importance factor, 1 = 1.0 Occupancy category: 11
Interna I Pressure Coefficient: 0.18
Components and Cladding: 20.0 ps[ in any direction
Seismic:Seismic loads are based on ASCE1-05, Section 15.4
Seismic importance factor, 1 = 1.0 Occupancy category: 11
Site class: 'D'Seismic design category: ID'
Ss = 1.386 Si = 0.491 505 = 0.924 6 = 0.498
GENERAL NOTES:
1 The contractor sha 11 verify dimensions, conditions and elevations before starting
work The eng ineer sha 11 be notified immediately if any discrepancies are found.
2 Structural information shown in these plans take precedence over structural
information shown on architectura I or other sheets.
3 The typical notes and details shall apply in all cases unless specifically detailed
elsewhere. UJhere rio detail is shown, the construction shall be as shown for other
similar work and as required by the building code.
DESIGNED BY: DHF
DATE: 12-17-13
CHECKED 3Y:
DRAWN BY: DHF
DESCRIPTION:
BY:
DATE
REV. 9
2 Concrete design and construction to be per the
requirements of ACI -318. Concrete mixing shall
conform to the requirements of ASTM C-94.
3 Concrete to achieve 28-day compressive strength -
of F'c=4500 ps i (Design based on F'c=2500 psi)47 m .
0,0-,2 eval4 Concrete mix design to conform to the following:Ato.'
m-
f{pe v Portland Cement, w/c ratio = 0.454" maximum hard-rock aggregate (per ASTM C-33),
E-Ii ; U
5 Clear coverage of rejnforcing bars sha I I be 3" UN.O.SEP; ; IATilt?R}ki i RE W
6 Reinforcing bars shall conform to ASTM-615, Grade 60.(hts est 0, tan:.ii, 9)910/ Ons rn,f all Um 3 CTI Ilille u,2161 1 to memgon: on iMME withoat irmon
1 Anchor bolts shall be per ASTM A301, with size and embedment as shown on plans.4 01 Ser B An,E
8 Retrofit anchors sha 11 be threaded rod per ASTM A36, with diameter and embedment j acce 820imi,#pl€ Did spotheld t permit nor 63 all-R )provalto match that shown on plans for cast-in-place anchors. Epoxy shall be either Ni Iti
HIT-RE 500 or Simpson SET-XP.uvision of ANY City Ord¢*jce or S
Accenter NSTRUCTURAL STEEL:ECEIVE Z1 All structural steel code checks based on the AISC 13th Edition.1 ITYOF $ ANTA,
4 These ca Iculations are limited to the structural members shown in these ca Iculations
only. The connection of the members shown in these calculations to the existing
structure shall be by others.
5 The contractor sha 11 be responsible for compliance with local construction safety
o r d er s . A p p r o v a 1 0 f s ho p drawings by the architect or structura I engineer shall
not be construed as accepting this responsibility.
I ---
6 All structural framing members shall be adequately shored and braced during
erection and until full lateral and vertical support is provided by adjoining
members.
R
2 Steel pipe shall be per ASTM A53 Gr. B (35 lei), UN.O.JAN 0 2 2014 1 0
3 Steel tubes shall be per ASTM A500 Gr. B (46 ksi), UN.O.City of Santa Ana
4 All wide flange beams shall be per ASTM A992 (30 keil UN.O.
5 All other structural steel shapes 4. plates shallbe per ASTM A36 (36 ksi), UN.O.
6 All bolts shall be per ASTM A301, UN.O. Bolts, nuts and washers shall be ga Ivanized,
or otherwise zinc coated for protection from corrosion.
D 0
ate Iss"}des
IiI
1 CE
-I.Ir
STRUCTURAL ALUMINUM: 1 All bolted connections shall be tightened to "snug tight" condition as defined by AISC1 All structural aluminum to be 6061-T6 (Fb = 19,000 psi) per ASTM 8-308.:/
2 All structural welding of aluminum to be performed by certified welders in
accordance with the latest edition of AUS Dll
B All welding shall be E10xx (low hydrogen electrodes), performed by
certified welders in accordance with the latest edition of the American
Welding Society (AWS) DI.1
. 0,
9 All steel surfaces shall be galvanized in accordance with the ASTM AI23
and ASTM AI53 standards, UN.O.
ESS/0/14\
o. C60433
EXP. 06/20100,/4 1% REG/,55\0053-075-131 C,
STRUCTURAL GENERAL NOTES A N>«7 61
N TS 17 -I I2-Il-20I3
1012.
..
- CABINET FRAME
BEYOND ¥
- i----
1
PIPE COLUMN '0'1- 0080" EXTRUDED
/1' ALUMINUM E w/ 114"
1 / 1 RETURNS ALL AROUND
TYR OF 3 CABINETS
EACH SIGN FACE
1
1
m
DESCRIPHON:
BY:
--CURVED ALUMINUM FRAME 1
(Llhx|'/2*4) w/9 /5
2. o .
PERFORATED ALUM. SKIN ZE
- CABINET FRAME
BEYOND Z r9
- 4" ( ID.) STD.
3 -
, 1 jefjil
' 4L.• i hi{ hlOW
r- c &:S
- 00.20 FQ0 WAN CAL 1
c 09 mt enu, ake·-1 ly §11#perm!: lon M8/
r
Z-
ge
•10{01§ SHA
01 44@ 1101*110;
10"V 644#,
(371 TYP. TOP 4 BOTT.11 EA CABINET <
1
-1 CE <
1 L.2
o CE ,NA
1 4 l/3 1
-
----- --- - -- ---- 1 - E- FINISWED GRADE.
1-»Um=
=11E1 11f i
-W[[fU]fi-·'
11'Ell'r
Eli E
{.[p' NOTES:
1) SIGN DIMENSIONS ARE APPROXIMATE
2) SEE SNEET 91 FOR ADD'L NOTES
- 1'-6" 0 CONC. PIER /RA105-Ta20
0053-075-131
S2
I2-Il-20I3
1 1 1
5'-0" MIN. EMBED.
t,
1"
1'-5"
\ 1
2'-11"
1
U
1 1 1
1
1 1 1
1
1
1
,1 1
1
--
6'-0"
---------------
N
D
Q
11
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