HomeMy WebLinkAboutPS 06-198; Hoehn Honda; Sign Permits/Programs (PS)City of Carlsbad
1635 Faraday Avenue
Carlsbad, CA 92008
(760) 602-4610
PLANNING APPLICATION #
REC'DDATE
SIGN FEE
SIGN PROG
RECEIPT NO.
cS
REVIEW FOR SIGN PERMIT
Planning Department
All plans submitted for sign permits/sign programs shall consist of a minimum of a site plan and sign
elevations containing the following information:
1. North arrow and scale.
2. Location of existing buildings or structures, parking areas, and vehicular access points to the
property.
3. Location of all existing and proposed signs for the property.
4. Distance to the property line(s) for all proposed freestanding sign(s).
5. Provide an elevation for all proposed sign(s) which specifies the following:
A. Dimensions and area for all existing and proposed sign(s).
B. Materials the sign(s) will be constructed of.
C. Source of Illumination.
D. Proposed sign copy.
APPLICANT MUST SUBMIT THREE (3) SETS OF SIGN/SITE PLANS, A COMPLETED
APPLICATION FORM, AND THE APPLICATION FEE.
The application must be submitted prior to 4:00 p.m. Average processing time: 2 weeks
NAME OF PROJECT: z^--Kl .rfrQ^ D> As _
ADDRESS OF PROJECT:
ASSESSOR PARCEL NUMBER:V 00
RELATED PLANNING CASE NUMBER(S):
TYPE OF DEVELOPMENT:
(a) Residential
/{rJp Commercial
(c) Office/Industrial
(d) Hotel/Motel
SIGN PROGRAM AND/OR
SPECIFIC PLAN CRITERIA Yes D
VILLAGE REDEVELOPMENT AREA YesQ
SIGN ORDINANCE: YesQ
COASTAL ZONE: YesQ
(e)
(f)
(g)
(h)
Service Station
Prof. Care
Theater
Govt/Church
(if Public Park
(j) Produce Stand
(k) Nursery
(1) P-U/OSZone
No
No
No
No
Specific Plan Number .
Requires VR Approval
»•«»«»
Form 10 Revised 12/04 Page 1 of 4
EXISTING SIGNS:
TYPE ;r
.Pole
Monument
Wall
Suspended
Directional
Canopy
Freestanding (Project Identity)
NUMBER
3
2.
SIGN AREA
! -
^,-7^ tzf
\\ tf A %i
!
§IGN HEIGHT
5" */ ^vA t ^(
> ,i f^-L, .3
PERMITS ISSUED FOR EXISTING SIGNS: Yes
PROPOSED PERMANENT SIGNS:
NoQ Date
TYPE
Pole**
Monument**
Wall
Suspended
Directional
Canopy
Freestanding**
(Project
Identity)
MAXIMUM
NUMBER
ALLOWED
NUMBER
PROPOSED
1
MAXIMUM
SIGN
AREA
PROPOSED
SIGN
AREA
&.2&jtf
MAXIMUM
SIGN
HEIGHT
PROPOSED
SIGN
HEIGHT
t «r
ff-«
PROPOSED TEMPORARY SIGNS:
TYPE
Construction**
For Sale**
Banner
MAXIMUM
NUMBER
ALLOWED
NUMBER
PROPOSED
MAXIMUM
SIGN
AREA
PROPOSED
SIGN
AREA
MAXIMUM
SIGN
HEIGHT
t
PROPOSED
SIGN
HEIGHT
**Prior to approval, all proposed pole, monument, and freestanding sighs must be reviewed for
potential sight distance and visibility issues. Additional information must supplement this application
showing how the proposed signage will not encroach into the public right-of-way or present a traffic
hazard. Page 3 of 4 illustrates an example for what would be required for such proposed signs.
Form 10 Revised 12/04 Page 2 of 4
SITE PLAN REQUIREMENT FOR POLE, MONUMENT, AND FREESTANDING SIGN
APPLICATIONS
The following example illustrates the information that is required for all pole, monument, and
freestanding sign permit applications. Prior to approval, all such proposed signs must be reviewed
for potential issues by the Traffic Engineering Department, which will not allow signs to be
approved over the counter. Additional time will be required for on-site inspection.
Show building /s
P/L
\-J.i ;i •
Show all property lines j J
i •
i •
•
•••
S
curb line •*
•
Sight Visibility
1
i
Sight Distance Requires
1
1
1
how setbacks from all cv
l
1
1
1
Street Name(s)
1
i
ent
irbs
North
21.41.080 Sign design standards
Relationship to Streets: Signs shall be designed and located so as not to interfere with the
unobstructed clear view of the public right-of-way and nearby traffic regulatory signs of any •„-
pedestrian, bicyclist or motor vehicle driver
Sight Distance: No sign or sign structure shall be placed or constructed so that it impairs the sight
distance requirements at any public or private street intersection or driveway.
-*s**-
« « •
Form 10 Revised 12/04 Page 3 of 4
EXISTING SIGN PROGRAMS OR SPECIFIC PLAN SIGN CRITERIA
TOTAL BUILDING STREET FRONTAGE
TOTAL SIGNAGE ALLOWANCE ''
EXISTING SIGNAGE (SQ. FT.)
REMAINING SIGN ALLOWANCE AT PRESENT
PROPOSED SIGNAGE (SQ. FT.)
REMAINING SIGN ALLOWANCE AFTER PROPOSED SIGN
ft.
. sq. ft.
. sq. ft.
. sq. ft.
. sq. ft.
. sq. ft.
OWNER
NAME (PRINT OR TYPE)
e^B \(\e^^^c^,
MAILING ADDRESS
CITY AND STATE ZIP TELEPHONE
^y^i^'L^'^^O ^*4c <st/2j5>£><!p>
I CERTIFY THAT 1 AM THE LEGAL OWNER AND THAT
ALL THE ABOVE INFORMATION IS TRUE AND
CORRECT TO THE BEST OF MY KNOWLEDGE.
SIGNATURE DATE
APPLICANT
NAME (PRINT OR TYPE)
-^p=^^\ fx3^VTT'
MAILING ADDRESS
CITY AND STATE ZIP TELEPHONE
^ -izi-^biz.
I CERTIFY THAT I AM THE REPRESENTATIVE OF THE
LEGAL OWNER AND THAT ALL THE ABOVE INFORMA-
TION IS TRUE AND CORRECT TO THE BEST OF MY
KNOWLEDGE.
SIGNATURE DATE '
PLANNER CHECK LIST:
1. Field check by planner.
2. Within maximum length, area.
3. Style consistent with Sign Program and/or Specific Plan criteria, if applicable.
4. Location: <• In right-of-way
<• In visibility triangle at corner
5. Pole and monument signs to be checked by Traffic Engineering, for visibility issues.
67 When approved route copy to Data Entry
APPROVED: Planner:Dates-
Form 10 Revised 12/04 Page 4 of 4
19. 2pp6JK 1:58PM,. PETROLEUM 3 SOUTH373; SEP-16-06 10:53;No. 0434 :P. 1 1/1
o. 2ui/D o:j5flM rtiKULtUM 3 SjQUIH No. 0256 P. 2
Sept 6,2006
Hoehn Honda
Bob Hoehn
5454 Paseo Del Norte
Carlsbad, CA 92008
To whom it may concern,
This letter authorizes Certified Sign, of Homeland, CA,, to be Hoohn
Honda's contractor for its upcoming purchase and installation of a new
exterior Certified Used Cars pole sign.
Sincerely,
Bob Hoehn
Principal Owner - Hoehn Honda
! I
Non-illuminated "Entance Signs"
1 _115'
loehn Honda
36" Dealer Name Letters
SIGN PEIXMIT NO. PS
Account Honda
Pre/ectT7tfe HO Hoehn Elevation
Scale Site Plan 1:750
Sign 1:48
Date Created 08 June 06
Drawn By J. Allington
IP Rep. D. Wares
Approved By
Date Revised
06-0600 Pglofl
All ideas, plans or arrangements
indicated in this drawing are
copyrighted and owned by
ImagePoint and shall not be
reproduced, used by or disclosed
to any person, firm or corporation
for any purpose whatsoever
without written permission of
ImagePoint.
ImagePoint,
PO Box 59043
KnoxvilleJN 37950-9043
1-800-444-7446
www.imagepoint.com
• CONTRACTOR - IMA6EPOINT
• CA. STATE BUILDING CODE
« 1O MPH WIND SPEED
• Cq = I.4
• (2) POLES (2) FOUNDATIONS
SI6N CABINET
AND CONNECTION
BY OTHERS
6'-0"
NOTE:
SEE SIGN DRAWINGS FOR
ADDITIONAL DIMENSIONS
AND DETAILS. VERIFY ALL
DIMENSIONS.
Job Information
o
ih
OPEN
rV n fi
•HSS b 5/&" DIA.
x .2&0" WALL
«5 BAR Vt3?T. AS REQ'D
(6) «5 SK T-«
(4) «5 LK T+B
•CONCRETE PEDESTAL
I2"xl2"xq"
C-RADE
3'-0"
FRONT VIEH
3'-O"
LOUIS J. CORTINA, P.E.
•SIGN ENGINEERING
•CIVIL *STRUCTURAL
299 WEISGARBER RD.
KNOXVILLE. TENNESSEE
37919
PHONE
FAX
665-584-0999
865-584-5213
FRONT VIEH
SPREAD FOUNDATION
PROJECT:
Carlsbad, CA
Comm *
Name
Location
Date
Designer
Code
06001.119
Hoehn Honda
Carlsbad. CA
4/11/2006
F.C.M.(Approvad by |
California Slate Building Code
Input Parameters Louis J. Cortina, P.E.
299 N. Weisgarber Road
Knoxville, TN 37909
Phone: (865) 584-0999
Fax: (865)584-5213
wftW.sign-engineer.com
www.michaeifaradyinc.com
Wind Load Calculations (per 1997 Uniform Building Code)
Section/
Sign Face"
1 P;
2 P,
3 H
4 W:
S W.
e W.
7 p
e f7
9 P,
10 P,
Width ((9
2.60 f
. 4.00
' .3.75 „:
0.60 •(.
0.50
0.00 '
, 0.00 i
. 9.00 :
0.00 "
~ 0.00~ „
Height (ft)
,.0.60v
^. J-67
, :0.50
-- 8 JO '
OJ>0
. 0.00
.,0.00
, 0.00
0.00 ;
•::<• 0.00 „.
Area (sq ft)
1.25
10.68
1.88
4.00
0.00
0.00
0.00
0.00
0.00
0.00
Sectbn
Weight (kips)
0.01
0.11
0.00
0.04
0.00
0.00
0.00
0.00
0.00
0.00
Height Above
Grade (ft)
11.67
11.17
8.50
8.00
0.00
0.00
0.00
0.00
0.00
0.00
C.
1.06
1.06
1.06
1.06
1.06
1.06
1.06
1.06
1.06
1.06
c,
1.40
1.40
1.40
1.40
1.40
1.40
1.40
1.40
1.40
1.40
qs(psf)
12.6
12.6
12.6
12.6
12.6
12.6
12.6
12.6
12.6
12.6
P(psf)*
18.70
18.70
18.70
18.70
18.70
18.70
18.70
18.70
18.70
18.70
F(kips)
0.02
0.20
0.04
0.07
0.00
0.00
0.00
0.00
0.00
0.00
Centroid (ft)
11.42
9.84
8.25
4.00
0.00
0.00
0.00
0.00
0.00
0.00
M(k-fl)
0.27
1.96
0.29
0.30
0.00
0.00
0.00
0.00
000
0.00
* Uncheck box if section is pole only
Pole Size Calculations
* Far (2) pole signs, Cq is reduced by 1/2 to account for wind load applied to (2) poles.
Augered Footing Calculations
Diameter <
Allow. Press.j
V of Poles
0 ,. ft
JOO ' psf/ft
. 1
; Augered Footing Design
Moment
Force
AH
S1
A
Req'd Depth
2.82
0.33
8.47
0.00
SDIVAJ!
SOMO!
k-ft
kips
ft
Stiffness Analysis
CBnping Ratio 0.035 Steel
Base Pole I, 26.4 in4
Natural Freq. 6.8 cycles/second
Stiffness OK
Spread Footing Calculations
Assumed Cap. mUgM psf
El:l E 1.5:1 E2:l
Spread Footingjpesign
pj Manual Design Values
Depth '"* V"" "ft
Length | 6 ft
VWdth ___ J v>ft
Footing Weight
Sign Weight
VRM
HRM
RM
OTM
8.10
0.37
25.40
2.40
27.80
3.82
e 0.45
Maximum SoilPressun
I™, 0.68
Overtiming Ratios
Volume 7.28
Shallow 6.65
kips
kips
k-fi
k-fl
k-ft
k-ft
ft
<1ksf
>1S
>1.5
Augered Footing Size
Diameter
Depth
Volume cu.yds.
Spread Footing Size
Depth
Length
Width
N&lume
3
6
3
2.00
ft
ft
ft
cu.yds.
Sign Specifications
Refer to Sign Company's drawing(s) for more details.
designs .detailing,fabrication and construction shall conform to:
California State Building Code
AC 1301-89
AISC
American Welding Society
Local Building Codes & Ordinances
Concrete: 3000PSI@28days
HSS Round Section: ASTM A500 Grade B (Fy=42 ksi)
HSS Square/Rectangular Section: ASTM A500 Grade B(Fy=46ksi)
Anchor Bolts: F1554 Grade 36 U.N.O. (alternates Grade 55 and 105)
Connection Bolts: A325
Steel Angles .Channels, Structural Shapes and Plates ASTM A36
Reinforcing Grade 60
Provide a minimum of three inches of concrete cover over embedded steel.
The contractor (Installer) is responsible for the means & methods of
construction in regards to jobsite safety.
No field heating to bend steel shall be allowed without the Engineer's approval.
Voiding Electrodes E70XX
Calculated Soil Bearing Pressure 682 psf
Assumed Horizontal (Passive Pressure) assumed at 200 PSF/Footof Depth.
All footings shall bear on firm undisturbed residual soil and/or engineered earth
fillcommpacted to 98% of its maximum dry density as per ASTM D 698-70 (standard
proctor) unless noted otherwise. The soil bearing capacity is to be verified by a geo-
technical engineer prior to construction, if allowable bearing and/or lateral pressure is
less than the above assumed and/or calculated pressures, the engineer should be
contacted for re-evaluation.
Excavation shall be free of loose soil before pouring concrete.
Welders shall be certified for type of welding.
Adequately brace pole(s) until concrete has set up for 14 days.
Grout under base plates with non-shrink grout.
This Engineer does not warrant the accuracy of dimensions furnished by
others.
All exposed steel shall be painted with an enamel paint to inhibit corrosion.
This design is for the indicated address only, and should not be used at other
locations withoutwritten permission of the engineer.
Design of details and structural members notshown, byothers.
I COMM. NO.
\O6OO\.\\e\
I DATE:
O4/I4/O6
DRAWING TITLE:
Hoehn Honda
DRAWING NO.
EDO Version: 1.2
2'-8"
3"
WHITE COPY BLUE BACKGROUND
CUSTOM, FONT/-PMS 285C
-4 1/2"
WHITE COPY
GILL SANS BOLD
7'-6"
PAINT WHITE IN FIELD
1'-5"
3'-Q"
-3"
3"0 HAND HOLE
ELECTRICAL BOX
'BY INSTALLER
PLASTI-LINEJNC
623 E. EMORY ROAD, P.O.BOX 59043,KNOXVILLEJN 37950
FOUNDATION SPECIFICATION FOR:
USE OR REUSE OF THIS DOCUMENT FOR OTHER LOCATIONS IS
STRICTLY PROHIBITED WITHOUT APPROVAL OF ENGINEER.
SIGN: 3x8 HONDA PYLONS
HEIGHT: 1 1'8"
WINDLOAD: 80 & 1 10 MPH
1.
2.
CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS.
CONCRETE SHALL BE READY MIXED AND DESIGNED TO DEVELOP
A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS.
3. REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60
WITH DEFORMATIONS IN CONFORMING WITH ASTM A-305.
4. THE ENGINEER HAS NOT INSPECTED THE SITE. IT SHALL BE THE
OWNER'S OR HIS AGENT'S RESPONSIBILTY.
5. SOIL CAPACITY:
A. A MINIMUM SOIL CAPACITY OF 2000 PSF (VERTICAL)
HAS BEEN USED IN THE FOUNDATION DESIGN.
B. A LATERAL SOIL RESISTANCE OF 150 PSF/FT
OF DEPTH HAS BEEN USED IN THE FOUNDATION DESIGN.
6. THESE DRAWINGS CONTAIN INSTALLS FOR BLOCK, VERTICAL
SLAB & CAISSON FOUNDATIONS.
1
SIGN SPECFICATIONS
LAMPS: (8) F36T12/CW/HO P/N: 067407
2. BALLASTS: (2) JEFFERSON 256-448-100 P/N:00-10-002-4296
3. VOLTAGE: 120 V, 60 HZ
4. FACE: BLUE ACRYSTEEL
5. SERVICE: REMOVE TOP CAP
P/N: 00-00-005-0741
PLASTI-LI
P.O. BOX 59043
KNOXVILLE, TN 37950-9043
D 4/3/03 DJB Dl: UPDATED GRAPHICS PER ECN 7161 02: ADDED FONT NOTE D3: ADDED PMS COLOR DSGNR: JHP DWG.BY: JHP CH'K BY:
C 2/20/0 DJB 8567 C-ADDED NOTE: PAINT COLUMNS WITH SUPPLIED PAINT.SCALE: NONE DATE: 5-28-97 DATE:
B 2-17-99 VAL 7326 B1-ADDED VARIABLE DIMENSION "D". B2-PART WAS 11-33-992-0440 DESCRIPTION:
A 2-13-98 VAL 6653 UPDATED GRAPHICS TO ADD SPACE BETWEEN UNDERSCORE LINE AND LETTERS TO ALLOW ROOM FOR DECAL.3X8 INSTALLS
CUSTOMER:
REV DATE INIT ECN DESCRIPTION OE CHANGE HONDA
PROPERTY OF PLASTI-LINEJNC
NOT TO BE DUPLICATED.
UNSPECIFIED RADII
= .015 R
TOLERANCES: ALL DIMENSIONS ARE IN INCHES UNLESS OTHERWISE SPECIFIED
.XX = ±.03 .XXX = ±.015 ANGLES = ±r SHT OF
DRAWING NUMBER:
EDO Version: 1.2
GRADE
6" PIPE
W/ .28 WALL
-5'
-5'-6 5/8"
PEDESTAL
\
T
:_ i.
TOP OF
COLUMN
ELEC.
ACCESS
r
Y
ELEC. BOX
BY
INSTALLER
WELD DETAIL
FRONT VIEW SIDE VIEW
NSTALLATION TRUCTION
SEE "INSTALLATION FIELD MANUAL'
INSTALLATION STANDARDS.
#A15552 FOR FOUNDATION AND
1.
2.
3.
4.
5.
6.
7.
8.
9.
10
EXCAVATE FOR FOUNDATION AND ELECT,LEVEL,AND PLUMB COLUMN.
POUR CONCRETE AND ALLOW 7 DAYS FOR CONCRETE TO CURE.
BE SURE THE CONDUIT IS IN PLACE BEFORE POURING CONCRETE.
REMOVE ALL EXCAVATED FILL FROM SITE.
UNCRATE THE SIGN AND TEST LIGHT.
LIFT THE SIGN IN PLACE AND WELD TO COLUMN (SEE WELD DETAIL).
REPLACE EYEBOLTS WITH BOLTS
MAKE FINAL ELECTRICAL CONNECTION & TEST LIGHT.
PAINT COLUMNS WITH SUPPLIED PAINT.
CLEAN SITE OF ALL DEBRIS.
, INSTALLATION TO CONFORM TO N.E.C. AND ANY OTHER
APPLICABLE LOCAL CODES.
PLUG WELD
PLATE TO COLUMN
(FILL IN COMPLETE
TYP 4 SIDES k:
uTYP CLEARANCE
WELD DETAIL
(FACES & FACE MOUNTING
HARDWARE REMOVED FOR CLARITY)
PEDESTAL WIDTH
PEDESTAL LENGTH
PEDESTAL THICKNESS
I'O"
I'D"
0'9"
BLOCK FOUNDATION
80 MPH COLUMN SET: 11-33-992-0430
110 MPH COLUMN SET: 11-33-992-0430
SLAB WIDTH DIM A
SLAB LENGTH DIM B
SLAB DEPTH DIM C
CONCRETE EACH EDUNDATIDN
EXCAVATION EACH EDUNDATIDN
80 MPH
2'6"
3'9"
3'0"
1,048 YDS
1,215 YDS
110 MPH
2'6"
5'0"
3'0"
1,395 YDS
1,620 YDS
pi A c T i i I M rr LMO II LI IN L_
P.O. BOX 59043
KNOXVILLE, TN 37950-9043
DSGNR:JHP DWG.BY: JHP
SCALE: NONE DATE: 5-28-97 DATE
CH'K BY:
DESCRIPTION:3X8 INSTALLS
CUSTOMER:HONDA
PROPERTY OF PLASTI-LINE, INC.
NOT TO BE DUPLICATED.
UNSPECIFIED RADII
= .015 R TOLERANCES: ALL DIMENSIONS ARE IN INCHES UNLESS OTHERWISE SPECIFIED
.XX = ±.03 .XXX = ±.015 ANGLES = ±T SHT OF
DRAWING NUMBER:
EDO Version: 1.2
1'
GRADE
PEDESTAL
J.
c
-A
FRONT VIEW SIDE VIEW
VERTICAL SLAB
2X2 ANGLES
TO SUPPORT
110 MPH COLUMN
IF REQUIRED.
(BY INSTALLER)
GRADE
T
A
JPEDESTAL
.i
FRONT VIEW SIDE VIEW
CAISSON
80 MPH COLUMN SET: 11-33-992-0430
110 MPH COLUMN SET: 11-33-992-0430
SLAB WIDTH DIM A
SLAB THICKNESS DIM B
SLAB DEPTH DIM C
CONCRETE (TOTAL)
EXCAVATION (TOTAL)
80 MPH
9'0"
2'0"
3'0"
0'3"
2,006 YDS
2,333 YDS
110 MPH
9'0"
2'0"
3'9"
I'O"
2,506 YDS
2,833 YDS
PEDESTAL WIDTH
PEDESTAL LENGTH
PEDESTAL THICKNESS 0'9"
80 MPH COLUMN SET: 11-33-992-0440
110 MPH COLUMN SET: 11-33-992-0440
" CAISSON^EPTH' "' DIM A
CAISSON DIAMETER DIM B
CONCRETE EACH
EXCAVATION EACH
DIM C
CASSION
CASSION
80 MPH
, , , :,3,g,. , .
2'0"
0'3"
0,415 YDS
0.436 YDS
110 MPH
4'9" '
2'0"
1'3*
0.531 YDS
0,553 YDS
TIMI I LI
P.O. BOX 59043
KNOXVILLE, TN 57950-9045
DSGNR: JHP DWG.BY: JHP
SCALE: NONE DATE: 5-28-97 DATE
CH'K BY:
DESCRIPTION:3X8 INSTALLS
CUSTOMER:
PROPERTY OF PLASTI-LINE, INC.
NOT TO BE DUPLICATED.
UNSPECIFIED RADII
= .015 R TOLERANCES:ALL DIMENSIONS ARE IN INCHES UNLESS OTHERWISE SPECIFIED
.XX = ±.03 .XXX = ±.015 ANGLES = ±T SHT 5 OF 5
DRAWING NUMBER:1740
EDO Version: 1.2
-* ENGINEER: Matt Snith
CUSTOMER: Honda
PROJECT: 3' 8' x 8' 0' Used Car
COLUMN P/N:WIND SPEED (70-no) ================ gg MPH
11' 8' oah
ND. COL.
ITEM HEIGHT
2.000
WIDTH
SHAPE
FACTOR O.A.H.
sign head
columns
D.A.H.
3,670 8.000
8.000 1.000
11.670
1,000 11,670
0,670 8.000
Vind Load
24.3
24.3
CENTRDID
HEIGHT AREA
TOTAL
FORCE MOMENT
1.835 29.360
4.000 5.360
0,715 1.311
0.845 7.549
ITEM
COLUMN STRESSES (CODES P=PIPE;0=DTHER)
COLUMN COLUMN Ixx Sxx ALLOW. ACTUAL
MOMENT DEPTH WALL COLUMN COLUMN STRESS STRESS
t sign head
p colunns
ITEM
1.311 4x4
7.549 6.625
0.188
0.280
6.590
28.142
3.300 27,600
8.496 23,100 3,999
7. detfection
deflection W*L"3A8*E*I)
W Ibs 779.777
L in 140.040
0.044
0.061
BOLT CALCULATIONS
BOLT BOLTS/ TENSION/ BOLT ALLOW. ALLOWABLE
MOMENT SPACING PLATE BOLT DIAMETER STRESS TENSION
sign head
cotunns
ITEM
sign head
colunns
ITEM
sign head
colunns "'•"-•"'-••
0.000
0.000
0.000
0.000
0,000
0.000
1.311
7.549
9.000
0.000
4.000
0.000
0.328
ttDIV/0!
0.500
0,000
20,000
0.000
3.927
0.000
PLATE CALCULATIONS
TENSION/ 1*
BOLT (
0.328
ttDIV/0!
10MENT
SRM
2.500
0.000
MOMENT
PLATE
1.639
ttDIV/0!
PLATE f
WIDTH ]
12.000
0,000
3LATE
DEPTH
12,000
0,000
PLATE
THICK.
0,375
0.000
MIN.
THICK
0.174
ttDIV/0!
WELD CALCULATIONS
XXXXXXXXXXiOXSSXXSO
LENGTH GUSSET THICKNESS
GUSSET ANGLE GUSSET In Sw
WELD ACTUAL
REQ'D WELD
0,000 0,000 0.000 1111 33.250 0.012 0.187
0.000' ' 0.000 "O'.OOO'- ••*-*'•"- 0.000 " "T36.000 0.017" "V-"0'1'88 • add "gussetts
0.000 0,000 0.000 1111 1111 ttDIV/0! 0.000 tube size
0.000 0.000 0.000 1111 1111 ttDIV/0! 0.000 I gussets
0.000 0.000 0.000 1111 nn ftDIV/0! 0.000 I tube
0.000 0.000 0,000 1111 111! ttDIV/0! O.OOO I totalo.ooo o.ooo o.ooo nn nn ttoiv/0! o.ooo swo.ooo o.ooo o.ooo nn nn ttmv/O! o.ooo
-85 one per side
423
337
ttDIV/0!
MOMENT AT GRADE
TOTAL FORCE
DIAMETER DE EMBEDDED PIPE
DEPTH DF EMBEDMENT
foundation size is per poleBLOCK FOUNDATION
WEIGHT OF SIGN
PEDESTAL WIDTH
PEDESTAL LENGTH
PEDESTAL THICKNESS
PEDESTAL WEIGHT
SLAB WIDTH
SLAB LENGTH
SLAB DEPTH
SLAB WEIGHT
TOTAL WEIGHT
OVERTURNING MOMENT
FACTOR OF SAFETY
e = OTM/WT
L/2 -e
SOIL PRESSURE 2*WT/(3*(L/2-e)*WIDTH
CONCRETE
EXCAVATION
MIN. THICKNESS w/o REBAR
SQRT(M*12*6*1.7*.75A.178*12*WIDTH)
ACTUAL THICKNESS
VERTICAL SLAB foundation size is for both poles
MOMENT
FORCE
REFERENCE UBC 2907 8, TABLE 29-B
ASSUME SOIL CLASS ft4 SW,SP,SM,SC,GM,8, GC
LATERIAL BEARING PRESSURE PSF/FT.DEPTH
SI
SLAB DEPTH (d)
SLAB WIDTH <b>
SLAB THICKNESS
AVERAGE HEIGHT (h)
A = 2.34*FORCEASl*b)
CALC. DEPTH
MIN, THICKNESS w/o REBAR
SQRT<M*12*6*1.7*.75A.178*i2*WIDTH)
ACTUAL THICKNESS
CONCRETE
EXCAVATION
CAISSON foundation size is per pole
MOMENT
FORCE "-'"-:« - • - '" • - •'.• ••--
REFERENCE UBC 2907 8, TABLE 29-B
ASSUME SOIL CLASS It4 SW,SP,SM,SC,GM,8, GC
LATERIAL BEARING PRESSURE PSF/FT.DEPTH
SI
CAISSON DEPTH (d)
CAISSON DIAMETER (b)
AVERAGE HEIGHT (h)
A = 2.34*FORCE/(Sl*b)
3.775
0.423
6.625
3.000
0.375
1.000
1.000
0.750
0.113
2.500
3.750
3.000
4.219
4.706
5.359
1.647
1.139
0.736
1.705
1.048
1.215
8.055
36.000
7.549
0.845
150.000
399.900
3.000
9.000
2.000
8.934
0.549
2.604
6.004
24.000
2.006
2,333
3,775
-0,423"
150.000
499.875
3.750
2.000
8.934
KIP-FT.
KIP
IN.
FT.
KIP
FT,
FT.
FT.
KIP
FT.
FT.
FT.
KIP
KIP
FT.-KIP
FT,
FT,
KSF
YDS
YDS
IN.
IN.
FT.-KIP
KIP
PSF/FT.
PSF
FT.
FT.
FT.
FT.
FT.
IN.
IN.
YDS
YDS
FT.-KIP
KIP ' •
PSF/FT.
PSF
FT.
FT.
FT.
DESCRIPTION:
LINE
P.O. BOX 59043
KNOXVILLE, TN 57950-9045
DSGNR: JHP DWG.BY: JHP
SCALE: NONE DATE: 5-28-97 DATE
CH'K BY:
3X8 INSTALLS
CUSTOMER:HONDA
PROPERTY OF PLASTI-LINE, INC.
NOT TO BE DUPLICATED.
UNSPECIFIED
= .015 R
RADII TOLERANCES: ALL DIMENSIONS ARE IN INCHES UNLESS OTHERWISE SPECIFIED
.XX = ±.03 ,XXX = ±.015 ANGLES = ±r SHT OF DRAWING NUMBER:
EDO Version: 1.2
*•' >
ENGINEER: Mutt Snith
CUSTOMER; Honda
PROJECT: 3' 8' x 8' 0' Used Cor 5 11' 8' ooh
COLUMN P/N:
SHAPE CENTRDID TOTAL
[TEM HEIGHT VIDTH FACTOR D.A.H. Vind Lood HEIGHT AREA FORCE MOMENT
sign head 3.670 8.000 1.000 11.670 46.0 1.835 29.360 1.351 2.478
colunns 8.000 1.000 0.670 8.000 46.0 4.000 5.360 1.597 14.270
D.A.H. 11.670
C COLUMN STRESSES (CODES P=PIPEiD=DTHER)
0
D COLUMN COLUMN Ixx Sxx ALLOW. ACTUAL
E ITEM MOMENT DEPTH WALL COLUMN COLUMN STRESS STRESS 7. defection
= ======== ==== ==== ==== -= = = ===== ==== ==== deflection W*LA3/(
t sign head 2.478 4x4 0.188 6.590 3.300 27.600 3.380 W Ibs 14
p colunns 14.270 6.625 0.280 28.142 8.496 23.100 7.559 L in 1
BOLT CALCULATIONS
XXKXXXXXKXXX**XXX
BOLT BOLTS/ TENSION/ BOLT ALLOW. ALLOWABLE
ITEM MOMENT SPACING PLATE BOLT DIAMETER STRESS TENSION
sign head 2.478 9.000 4.000 0.620 0.500 20.000 3.927
colunns 14.270 0.000 0.000 DDIV/0! 0.000 0.000 0.000
PLATE CALCULATIONS
TENSION/ MOMENT MOMENT PLATE PLATE PLATE MIN.
ITEM BOLT ARM PLATE WIDTH DEPTH THICK. THICK
sign head 0.620 2.500 3.098 12.000 12.000 0.375 0.240
colunns ttDIV/0! 0.000 KDIV/0! 0.000 0.000 0.000 SDIV/0!
WELO CALCULATIONS
LENGTH GUSSET THICKNESS VELD ACTUAL
ITEM GUSSET ANGLE GUSSET Iw Sw REQ'D WELD
sign head 0.000 0.000 0.000 ???? 33.250 0.023 0.187
cotunns 0.000 0.000 0.000 0.000 136.000 0.032 0.188 odd gussetts
0.000 0.000 0.000 0.000 ?? HIV/0! 0.000 tube size
0.000 0.000 0.000 0.000 ?? KDIV/0! 0.000 I gussets
0.000 0.000 0.000 0.000 ?? KDIV/0! 0.000 I tubeo.ooo o.ooo o.ooo a.ooo n m\in\ o.ooa i -totalo.ooo o.ooo o.ooo o.ooo n KDIV/OI o.ooo s« »DI\
0.000 0.000 0.000 0.000 ?? IDIV/0! 0.000
PROPERTY OF PLASTI-LINE, INC. UNSPECIFIE
NOT TO BE DUPLICATED. =-015 R
MOMENT AT GRADE 7.135 KIP-FT.
TOTAL FORCE 0.799 KIP
DIAMETER OF EMBEDDED PIPE 6.625 IN.
DEPTH OF EMBEDMENT 3.000 FT,
BLOCK FOUNDATION Foundation size is per pole
WEIGHT OF SIGN 0.375 KIP
PEDESTAL WIDTH 1.000 FT.
PEDESTAL LENGTH 1.000 FT,
PEDESTAL THICKNESS 0.750 FT.
PEDESTAL WEIGHT O.U3 KIP
SLAB WIDTH 2.500 FT.
SLAB LENGTH 5.000 FT.
SLAB DEPTH 3.000 FT.
SLAB WEIGHT 5,625 KIP
TOTAL WEIGHT 6.113 KIP
OVERTURNING MOMENT 10.130 FT.-KIP
0.083 FACTOR OF SAFETY 1.509
3"E»I) 0.116 e = DTM/WT 1.657 FT.
403094608 L/2 -e °'843 FL
SOIL PRESSURE 2*WT/(3*(L/2-e)*WIDTH 1.934 KSF
CONCRETE 1.395 YDS
EXCAVATION 1.620 YDS
MIN. THICKNESS w/o REBAR 11.075 IN.
SQRKM*12*6*l.7*.75/U78*12*W[DTH)
ACTUAL THICKNESS 36.000 IN.
VERTICAL SLAB foundation size is for both poles
MOMENT 14.270 FT.-KIP
FORCE 1.597 KIP
REFERENCE UBC 2907 8, TABLE 29-B
ASSUME SOIL CLASS #4 SW,SP,SM,SC,GM,8, GC
LATERIAL BEARING PRESSURE PSF/FT. DEPTH 150.000 PSF/FT,
SI 466.550 PSF
SLAB DEPTH (cO 3.500 FT.
SLAB WIDTH (b) 9.000 FT.
SLAB THICKNESS 2.000 FT.
AVERAGE HEIGHT (h) 8.934 FT.
A = 2.34*FORCEASl*lo) 0,890
8 CALC. DEPTH 3.423 FT,
423 orle per 5I* MIN. THICKNESS w/o REBAR 8.255 IN.
337 SQRT(M*12*6*1.7*.75/U78*12*WIDTH)
//O! ACTUAL THICKNESS 24.000 IN.
CONCRETE 2,339 YDS
EXCAVATION 2.667 YDS
CAISSON foundation size is per pole
, • , .-,»;,. .•.-.••.- . • • MOMENT « .,,-,= .... .,,. .,-.„ ,!;W; . ..,, 7.135 •• P-T-.-KIP ..•.-•«-.• . •-• -,, &... . , , ,- . .. ,,--s,, ..,.-,
FORCE ' 0.799 KIP
REFERENCE UBC 2907 8, TABLE 29-B
ASSUME SOIL CLASS tt4 SW,SP,SM,SC,GM,i GC
LATERIAL BEARING PRESSURE PSF/FT.DEPTH 150.000 PSF/FT.
SI 633.175 PSF
CAISSON DEPTH (d) 4.750 FT.
CAISSON DIAMETER (b) 2.000 FT.
AVERAGE HEIGHT (h) 8.934 FT.
A = 2.34*FQRCEASl*b) 1.476
FLASH-LINE INC1 lL=r^ ^=} 11 L= II 1 1 L= 5 111 \=/ •
P.O. BOX 59043
KNOXVILLE, TN 37950-9043
DSGNR: JHP DWG. BY: JHP CH'K BY:
SCALE: NONE DATE: 5-28-97 DATE:
°E5CR™: 3 X 8 INSTALLS
CU5T°"ERi HONDA
n RADII r~ r= DRAWING NUMBER: n— » A —7 * /=•* t=*u I^MUII TOLERANCES- ALL DIMENSIONS ARE IN INCHES UNLESS OTHERWISE SPECIFIED ^UT ^\ OF" ^ W 1 / /I 1 1 Vs,
.XX=±.03 .XXX = ±.015 ANGLES = ±T -> ' ' ' ^J ^ " ^J LJ / ^-f \J CJ