HomeMy WebLinkAboutB16-0977 000-000-000ik
TECTONICS'',—
DESIGN GROUP.
., Reno, NV 775.824.9988`
STRUCTURAL CALCULATIONS.-
PARKS
AND REC SIGN FOUNDATION
•f PROJECT: ,
DOLLAR GENERAL - DURHAM
DURHAM, CA .
! , •. PERMIT
' BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
` coE C�IVihLIAiVC •'
r, .} • t. . - ; DATE _� BY
CLIENT: .
` F .CROSS AR HIT
{ 1255 W. 15T" STREET, SUITE 125:
PLANO, TX 75075 �.
Y �F
RECEIVED <'-
i TDG #:.15061 ; - APRIL 2016
MAY .,,1 0.2016
BUTTE COUNTY DD$ r. ,
' , 1 BUILDING • PLANNING
r
DRAWN: STC
DATE: 4/20/2016
::DESCRIPTION'. " ^ ''
SUBMITTAL•: „
7--8..
(+)12'-0,.
MAX. 1
60 (E) SIGN
[ (E) POST
'
1'-4" +
4000 psi AIR ENTRAINED#4
HOOPS'
CONCRETE. (NO SPECIAL
"
(E) BASE PLATE -
INSPECTION SINCE 2500 psi
° DESIGN STRESS USED.)
0 e. VERIFY DIMS :.i.
A
rl
•(4)
2 1 1/2" DIA. F1554
•
FIN. GRADE GROUT PAD
GR. 36 ANCHORS
MIN. EMBED 16" MIN. INTO
FTG.
-
SECTION ,
A
• `. + -I 11 tl � 16" EMBED
'
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(8) #5 VERTS WITH
` fE�S�p
" • 8" HOOKED ENDS
SPACED EVENLY
n L�Clb/\�*�V\
(4) #4 TIES AT 3" o.c.
AT TOP=
o AND 12" o.c. AFTER
tDr -P
i3,•s 1 '
3"
I. 890. ll
'.
+ CLR. TYP.
'
EX7. 0=30
+
v C f I!.-
OF
30" DIA.
1
e
PROJECT/CLI'ENT " +.
JOB #:•15061
DOLLAR GENERAL'' •
'
DURHAM, CA
T E C T O N I C'S
CROSS ARCHITECTS; LLC
f
111 DESIGN GROUP.
1255 W. 15TH STREET, SUITE .125, PLANO, TX
10451 Double R Boulevard; Reno, NV 89521 tel 775-824-9988
• "'
- •�; ,F
www.tecton1mcfeslgngroup.corn , 1 fax 775-824-9986 '
untitled
Existing Baseplate Dimensions:
• 16"x14" (looks to be %Z" thick)
Existing Bolt Locations:
• Approx. 2" x 2" in from the corners
• Bolts look to be 1 %2 " bolts
Current Colum size
• 6 Y?" x 8"
• Currently stands over 12' tall, but we are talking about cutting it down 'to
meet the reqquirement that the top of the sign be no taller than 12'
• z do not know the column weight.
sign Dimensions:
• 92" x 56" x 11"
sign weight:
• 248'lbs.
Control box dimensions:
• 24".x 20" x 9"
Control box weight:
• 60 lbs.
Control will likely be mounted so that the top of the control box is 7' off the
ground.
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'TECTONICS
DESIGN GROUP
Reno, Nevada 775.824.9988
pt, -Fo q- i - j ,Embe.dd%jws(
1.11 11
Project Title:
Engineer: Project ID:
Protect Descr:
; ++ 4'" ' , File T:LJitis115f150611Calcslparkstand rep s4d.ec6�f,+f
Y _i <.s.�r1[oe1r.'f1n1r'ioa��n�s:$„aa•a�coei v .•kecori3 6
Description : Sign Footing (4'-8" x T-8" sign at (+)12')
is°CFO e References77 7F 77 77 7,%
Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10
Load Combinations Used : IBC 2012
Generallnformatlon;� 7777
Pole Footing Shape Circular
Footing Diameter 30.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface ,
Allow Passive .................. 350.0 pct »
Max Passive ........... F ........ 1,500.0 psf
- owwwm,oe" Soil Surface No lateral restraint
, , illll.=11111111....-11111111..=III -- � �IIIIIIII�IIIIIIII=1111111 ,
• Alll=IIIIIIII=IIIIIIII=III 11111111=11111111=1111111
' Footing Diameter= 7-6" • `
7
Load _CombinationkReSultsa17777.77T!".
Forces @ Ground Surface- , . Required Pressure at 1l3 DepthSoil Increase
Load Combination(psf)r Loads - (k) ;Moments ; (ft -k) Depth - (ft) Actual';' , Allow - (psf) Factor
+U+H
0.000
0.000
` +D+L+H
• 1Ajp1►ed Loads �,, : , ,�,t
11: ,,,
. 7. ,r.''""a;�>
,
Lateral Concentrated Load
it
Lateral Distributed Load,
Vertical Load
ti D: Dead Load r
k
k/ft
w 0.250 k '
Lr: Roof Live )
k
k/ft
k '
L: Live
k
klft
, . k
S: Snow `'
k
klft
k r I"
W: Wind q;
1.505 k
0.020 klft
k t
i E : Earthquake-
0.1350 k
0.0210 klft
k '
' H : Lateral Earth
k
4 klft
k
Load distance above
TOP of Load above ground surface
ground surface
9.670 ft
, 7.333 ft
BOTTOM of Load above ground surface
Load _CombinationkReSultsa17777.77T!".
Forces @ Ground Surface- , . Required Pressure at 1l3 DepthSoil Increase
Load Combination(psf)r Loads - (k) ;Moments ; (ft -k) Depth - (ft) Actual';' , Allow - (psf) Factor
+U+H
0.000
0.000
` +D+L+H
0.000
0.000
+D+Lr+H i •
0.000
0.000
it
0.0 ,
1.000
+D+S+H
0.000
0.000
'+D+0.750Lr+0.750L+H
0.000
0.000
+D+0.750L+0.750S+H ".
I
0.000
0.000
,. +D+0.60W+H .
0.991
9.055
+D+0.70E+H
0.202
1.309
+D+0.750Lr+0.750L+0.450W+H
0.743.
6.791 '
291.5
1.000
4.50.
513.0
515.1
1.000
0.13
0.0
0.0
1.000 •
0.13
0.0
0.0
1.000 J
0.13
0.0
0.0 ,
1.000
0.13
0.0
0.0
1.000
0.13
0.0
0.0
1.000' ;
0.13
0.0
0.0
1.000 ,
5.00
571.5
573.2
1.000
2.50
289.6
291.5
1.000
4.50.
513.0
515.1
1.000
Project Title:
TECTONICS
Engineer:
Project Descr:
Proiect ID: t ; ,.' ;
.
;a
1 f DESIGN GROUP
Reno, Nevada 775.824.9988
ul '
= a ti a'i ti ':i a"a ' .: fir= rl ,, � r .}may „� s. -'+, j �;. r , y • , u,., ,F,.ile T LJotis1151150611Calcslparks and rec,sigii.'
.Po.IeFootingEmb.eddedinS,o:il+lr k _+�.
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WG_;1983-2015; Build 615:2:17 Ver 61,5'217
1.11 115
Licensee: TECTONICS DESIGN GROUU.-
Description : Sign Footing (4'-8" x T-8" sign at (+)12)
` +D+0.750L+0.750S+0.450W+H '
0.743
6.791 4.50
513.0 515.1 1.000
52-+-H0.152f
0.982 .
260.5 262.8 1.000+D+0.750L+0.750S+0.
+0.60D+0.60W+0.60H.
0.991 R t
9.055 5.00 '.,
571.5 573.2 • 1.000
+0.60D+0.70E+0.60H
0.202,
1.309 2.50
289.6 291.5 1.000
t'
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www.hiltims Profis Anchor 2.6.1
Company: Page: 1 ;
Specifier: Project:. DG Durham - Sign
Address: Sub -Project I Pos. No.: 15061
Phone I Fax: Date: 4/20/2016
E -Mail:
Specifier's comments: Parks and Rec Sign Anchorage
1 Input data
' Anchor type and diameter: ' Hex Head ASTM F 1554 GR. 36 1 1/2
Effective embedment depth: hef = 16.000 in.
Material: ASTM F 1554
Proof: - Design method ACI 318-08 / CIP
Stand-off installation: " eb = 0.000 in. (no stand-off); t = 0.500 in. +
* Anchor plate: I, x ly x t = 17.000 in. x 15.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile: Rectangular HSS (AISC); (L x W x T) = 9.000 in. x 7.000 in. x 0.375 in.
+ -Base material: uncracked concrete, , fc = 2500 psi; h = 60.000 in.
Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension '
edge reinforcement: none or < No. 4 bar
Corner reinforcement acc. to ACI 318-08 Part D.6.2.3 (c) present F
r
Seismic loads (cat. C, D, E, or F) no
Geometry [in.] & Loading [lb, in.lb] s
Z;
f 1 S 10 �3� _X .
ti i�ar 0.5
.. `}'S � �' ,,..i' � 811 •� -
w X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor( c) 2003-2009 Kill AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
r y, T 4)
www.hilti.us
Profis Anchor 2.6.1
Company:
Page:
2
Specifier:
Project:
DG Durham - Sign
Address:
Sub -Project I Pos. No.:
15061
Phone I Fax:
Date:
4/20/2016
E -Mail:
2 Proof I Utilization (Governing Cases)
Design values [lb]
Utilization
Loading Proof
Load Capacity
ON / OV Ml Status
Tension Pullout Strength
8174 51293
16/- OK
Shear Concrete edge failure in direction y- , 1750 10068 418 18 OK
Loading ON Sv Utilization PN,y [%] Status
Combined tension and shear loads 0.241 0.174 5/3 15 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilli's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
"Input data and results must be checked for agreement with the existing conditions and for plausibilityl
PROFIS Anchor (c) 2003-2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan