Plans TESLA CENTER - TIGARD, OR - MAIN BUILDING OFFICE COP/
S201 EXTERIOR CABINET: T principle 161_-_
GLOBAL BRAND IMPLEMENTATION
RECEIVED
FEB 0 8 2022
* - NOW iE CITY OF TIGARD
800,s3
p 5aA ;NG BUILDING DIVISION
caoea
1 z
OFFICE COPY
Existing Proposed Proposed - Night -
CITY OF TIGARD,
41-21/4 S 2 0 1
ItEVIEVf�bD FOR CODE COMPLIANCE
I
- 31 0 7/811 i EXTERIOR CABINET:T „ ' APP� J I
SP t OTC: ( j
Mate OI �aF~wh '1 :.de
Pctroit#1: Rgj an 12 — col
/ ', PIANO HINGE DISCONNECT SWITCH VI Address:Concrvtsl;cs: FFMM ) Cc,.S csale /-�S
.125"ALUM. SUite
CABINET ' .....i Bolts lbstall r
olr_� & By: Date: , �.�s LOGO� , ,
1 i
I
LED ILLUMINAnON oN 11 CIO Reln$Or�' �+'. ?' ,..a ..t w��:t+
WHITE PRE—PAINT
� ALUMINUM BACK /_
Eq
❑ StCUC`t+
r^ t � �i i31.
MOUNTING HARDWARE Ee r EQ O
PER CONDITIONS 1
•
It' 120V PRIMARY IIIF 011
�iU
,' Ii II■III.IIIII, IUI
IIIII�IIIII'lllll,lllll, HP
1111
.iii ..fin 0
ELECTRICAL GEEDT �
•
_, _ . -.17 L'i,:::: r iy riptE MEM,E FILM Eli:Im , __ _ _ - - 1
mil 1—
I NEN= iimi uaii IUNOMEiU P Um •�•m Elmo ■■M■u ■1I -.
=Sq. Ft. = 25.13
0 Shotcroto , VALIDITY OF PERMIT
I THE ISSUANCE OF A PERMIT
-- Special"� "'0 i BASED ON CONSTRUCTION
I )_ . WEEP HOLE WITH
LIGHTSHIELD 0 Smoke-Con 1 DOCUMENTS AND OTHER
PT1 #2447 TRANSLUC. SEE BRANDBOOK FOR EXACT I i'.
NIP 102550 DIFFUSER 3635-70 POSITIONING ON WALL I ,,. ...... DATA SHALL NOT PREVENT
NEON RED WHITE DIFFUSER Other '1st - _ THE CODE OFFICIAL FROM
SATIN FINISH FLEX VINYL SECTION DETAILS —90 Lbs _ REQUIRING THE CORRECTION
OF ERRORS. OSSC 105.4
0® On ooP:aiceTQlo oeprope, oUPn-F.dr OoPOUeconfidentisl notes:
SAP No: Drawn by: RK
antl are the exclusive property of Principle Group of Companies. Revision nUtC.J.
Nou copy or disclosure oflhisdlscIosoreofthisdraw,og.o y Client:Tesla Checked by: LB
be made without written permission and it is to be returned to
PrincipFe Group of Companies upon request.
Prindple5' S L Project: Tigard,OR Main Building Scale: Noted
2035 Lakeside Centre Dr.Suite 250 T Title: Testa Tigard,_OR BB Revision: 2
Knoxville,TN 37922
T+865 692 4058 F+865 692 4104 Date: 01-07-2022 Page: 6
I
TESLA CENTER — TIGARD, OR — MAIN BUILDING
S301
EXTERIOR MONUMENT principle III_
GLOBAL BRAND IMPLE<`AENTATION
! a at
:� , RECEIVED
s
a
.i ;_ _ 8 2022
•
•
' ,r_
• CITY OF TIGARD
-- = BUILDING DIVISION
I -
Existing Proposed Proposed - Night
4' 4" S301
3-2 /e" 1' 2" 4 EXTERIOR MONUMENT: SALES, SERVICE, DELIVERY
• CAISSON FOUNDATION / T.'t — 1°�::m 1.3 CU.YDS.OF CONC.REQ'D
iiiii I I PUSH-THROUGH '"""m`°�
PLEX COPY&LOGO pM o-m, p«mm L.t
" aN tN r~E oow
.,..,
I SQ FT=43.33 p`
"ore r 7 • /Wa"mg,.. hAM SHOULD STOAT DIAN A FOOT
. .
1O'—O" T == 5 L n j i .. { y� 6'a,b
{pi, #2447 TRANSLUC. ['°W
[,t:Z.] I . 'N"'"].r L'I;4) na> [summ] : m REINFORCING BARS
WELD NvCiFS
c0 MP 102550 DIFFUSER 3635-70 i ...
NEON RED WHITE DIFFUSER { f �� , WHERE MAXIMUM FROST PENETPADON
SATIN FINISH PLEX VINYL ]9S�'° .'
1 I:, 1 , - NE rats vdmwnON DmNN.
1
A i 9a
aK w ur rear
raP OF Ploper CUT , 3
�N. w
po.m 4"CONCRETE PAD
tW MYRs..
Il ` � SPREAD FOUNDATION
a
,�,p , .'- . '�. '�. 1.6 Cu.YDS.OF CONC.REQ'D
{ ITOP OF NC TO I
•�
H TOP OF FOUNDATION IMI
, •
•
mm, tt»o Wm.atan . ALWAYS BE ON THE DOWNHILL N PIPE
N,.,BED
n 6�� , 2; 1/[m..I D I„4., t,D'Wm, 110161
1 61a
,�, -175 Lbs
[,fin. �l:s,..i c.s,..i . n,r xwva.,,Wa tE.a. -.- x„
'm.] Wn"'''''a 5° "t .wD s r xwnox. �� Lccrmvi sc„eDu,c
[1=n] X01 xOF rtN HE BASEPUTE EDGE a mu Y a.fd..' la l leia..l P,u..l [N'mml
FRONT VIEW END VIEW , ._.< _ .4. �:.EN
VERTICAL SLAB FOUNDATION °"m:'' '"""-
1.23 CU.YDS.OF CONC.REQ'D °.X.'", ,:;:L.
rrmru ;aoE
SAP No: Drawn by: RK
V U COPYRIGHT The details shown rnthisdrawing are Companies
-
No are the copy or disclosure
properly of PrinciplesGroup or Companies. Revision notes:
No use,d copy or disclosure of this disclosure of this drawing may
be made without written permission and ilrsto be resumed to Client:Testa Checked y:
LB
Principle Group of Companies upon request.
Principle �[pi6 Poe T —r 5 L n Project:Tigard,OR Main Building Scale: Noted
2035 Lakeside Centre Dr.Suite 250 Title:Testa Tigard, OR BB Revision: 2
Knoxville,TN 37922
1+865 692 4058 F+865 692 4104 Date:01-07-2022 Page: 4
- '•--.,_.:- ---^..-- ...--- ram.,.:: ,,,-:-7.-r:: -�---,,77--.,_•-:.._.::r-^ — ::-„.,.—.„_,, .;
SIGN CABINET DESIGN BY GRAPHICS DEPICTED ON THIS DRAWING ELECTRICAL/ILLUMINATION RECEIVED
OTHERS. ARE FOR ILLUSTRATIVE PURPOSES ONLY! USE DESIGN BY OTHERS.
ONLY APPROVED ARTWORK FOR PRODUCTION. FEB 0 S ZOZZ
CITY OF TIGARD
BUILDING DIVISION
- 4'-2 1/4" - EIFS/EXTERIOR
3'-8" FINISH
(CTR. TO CTR.) DISCONNECT SWITCH (TYP.) ,. : CMU (TYP.)
HILTI ANCHOR SYSTEM TO BE INSTALLED IN
SIGN CABINET 4" STRICT ACCORDANCE WITH MANUFACTURERS
8" --1
SPECIFICATIONS & RECOMMENDATIONS
DESIGN BY OTHERS
SIGN CABINET-
�7/16" DIA. MOUNTING DESIGN BY OTHERS 3/8" DIA. SS THREADED ROD WITH NOTE:ALL WALL PENETRATIONS
HOLE (TYP.) 3/4r, ...._ FLAT WASHER & NUT. EMBEDDED MUST BE PROPERLY SEALED TO
INTO CMU 2" MINIMUM WITH HIT-SC PREVENT WATER INTRUSION.
LOGO- DESIGN SCREENS AND HIT-HY 70 ADHESIVE.
BY OTHERS LOGO- DESIGN-NJ = (TYP.)
2'-4" BY OTHERS
ALUM BACK�_ 2"
(MINIMUM EMBEDMENT
+.A....' .:: EIFS INTO CMU) CMU WALL
6'-0" ° EXTERIOR FINISH 7(FIELD VERIFY)
20'-0" ELECTRICAL ALUM BACK
• •
MAX D - - . FITTING (TYP.)
TO � -- -
GRADE IN•ilIIffl illiiuuin I :. •E•
3/8" DIA. SS THREADED ROD WITH
2' 4" aEE—�` FLAT WASHER & NUT. EMBEDDED
DETAIL A 44 INTO CMU 2" MINIMUM WITH HIT-SC
SCREENS AND HIT-HY 70 ADHESIVE.
.: I.. (TYP.) 1/2" DIA. PIPE SPACER
WEEP HOLE DETAIL A THRU TO CMU (TYP.)
�. 1/2" DIA. PIPE SPACER
° ° (TYP.)
z THRU TO CMU (TYP.)
' SIDE VIEW
z ELEVATION
This item has been electronically signed and sealed by Gregory A. NOTE:All designs depicted on this drawing are the sole property of Gregory A.
Campbell,P.E.using a Tigital Signature. Campbell,P.E.developed specifically for this project.Use of these designs for any TESLA
purpose other than the intended application without written consent of Gregory A.
Printed copies of this document are not considered signed and Campbell,P.E.is prohibited.Oianlos"re mme information presented herein. 10065 CASCADE AVENUE
sealed and the signature must be verified on any electronic copies wthout Owners consent,is a violation of intellectual property and will not be
S tolerated-
TIGARD, OR 97223
3 QED PRCIp Gregory A CLIENT: PRINCIPLE USA INC
�4 S' • 2035 LAKESIDE CENTRE WAY,SUITE 250
��\�� N �� s�Q� 'FDI TJ�eip,® ilii KNOXVILLE,TN 37922
/ Campbell
� � 1623�PE � �
2022.02.07 GREGORY A. CAMPBELL, P.E.
OREGON 4713 OLD NILES FERRY ROAD
1 �� ��, v MARYVILLE TN, 37801
�� `, 1 1� ��� . 865-437-0564
17.43.38
THE SCOPE OF THIS ENGINEERING IS LIMITED TO THE DESIGN OF RY A. (',P
THE ATTACHMENT OF THE SIGN CABINET TO THE WALL. ALL OTHER _0�'00 t 1 RDG 22-0001
SHEET BY PROJECT NO.
ASPECTS OF THIS DESIGN ARE EXPLICITLY EXCLUDED. EXPIRES: 12 /31 /2023
of DATE DRAWING NO.
z 2 02/07/2022 B103303
a
i
z
Notes: RECEIVED
WALL SIGN CALCULATIONS
CLIENT: PRINCIPLE DESIGN WIND SPEED: 110 MPH 1. Design Criteria: FEB 0 $ 2022
END USER: TESLA DESIGN WIND PRESSURE: -19.95 PSF PROJECT#: 22-0001 DESIGN SNOW LOAD: 10 PSF Building Code: ORBC 2019/IBC 2018 CITY OF TIGARD
DRAWING#: B103303 ESTIMATED SIGN WEIGHT: 8 PSF Wind Speed: 110 MPH, EXP C; Category II BUILDING DIVISION
CITY: TIGARD SIGN CABINET DEPTH: 4 IN
STATE: OR FASTENERSPCG-VERT.: 56 IN Design Snow Load: 10 PSF
BLDG.CODE: ORBC 2019/IBC 2018 SPACED OFF WALL: 0 IN
REF.STD.: ASCE 7-16 2. No additional wind catching surfaces are being added to the building structure.
FASTENER FASTENER FASTENER AVERAGE MAXIMUM Determination of the adequacy of the building structure is by others.
SHEAR TENSION TENSION FASTENER FASTENER 3. Sign cabinet design is by others. Electrical design, where applicable, is by others.
HEIGHT LENGTH AREA AREA WIND DEAD SNOW FASTENER D+S D+S WIND SHEAR TENSION 4. Maximum tension per fastener: 87 LB
SECTION (IN) (IN) (IN^2) (FT^2) LOAD(LB) LOAD(LB) LOAD(LB) QTY. (LB) (LB) (LB) (LB) (LB)
SIGN 72 50.25 3618 25.125 501.165 201 13.958 6 35.826 2.559 83.528 35.826 86.087 Maximum shear per fastener: 36 LB
5. All fasteners shall be zinc coated or stainless steel to prevent corrosion.
TENSION PER FASTENER= 86.09 LB 6. Existing site conditions depicted are as reported by THE CLIENT. Should field conditions
SHEAR PER FASTENER= 35.83 LB
differ from those shown on this drawing, cease work and contact THE CLIENT immediately
for direction. The scope of this engineer does not include on-site observations.
7. This engineer will not be responsible for the safety on this job site before, during, or after
Wall Signage-Treated as Components&Cladding installation of the signs. It is the responsibility of the owners, contractors and installers to
ensure that the installation and erection of the signs are performed using methods that fully
Wind Speed 110 mph
tD Exposure C comply with OSHA regulations.
Zone 5 8. Any deviation from this design or from any part of this drawing, including these notes,
Height 20 Ft
Sign Area 25 Ft^z without prior written consent from this engineer voids this drawing in its entirety.
9. The signs depicted on this drawing are intended to be installed at the address shown and
Determine wind pressure from ASCE 7-16 Chapter 30
should not be used at any other location.
I Chapter 30: Wind Loads- Components&Cladding
p=q*(GCp-Gcpi) 0
q-0.00256'Kz*Kzt*Kd'V^2 (eq.26.10-1)
Kz= 0.90 (Table 26.10-1)
Kd= 0.85 (Table 26.6-1)
Kzt= 1 (Section 26.8)
V= 110
q= 23.74628
GCp= -1.4 (From Figure 30.3-1 for h<=60 ft and from Figure 30.5-1 for h>60 ft)
p= -33.24 psf
i
Design Wind Pressure= -19.947 psf
This item has been electronically signed and sealed by Gregory A. NOTE All designs depicted on this drawing are the sole property of Gregory A. TESLA
Campbell,P.E.using a Digital Signature. Campbell,P.E.developed specifically for this project.Use of these designs for any
purpose other than the intended application without written consent of Gregory A.
Printed copies of this document are not considered signed and Campbell.P.E.is prohibited. Disclosure of the information presented herein. 10065 CASCADE AVENUE
sealed and the signature must be verified on any electronic copies wdhout Owner's consent.is a violation of intellectual progeny and will not be
tolerated TIGARD, OR 97223
CLIENT: PRINCIPLE USA INC
(s ..,ckt)QROFS Gregory A o 2035 LAKESIDE CENTRE WAY,SUITE 250
cS/j IFICUP .a _,KNOXVILLE,TN 37922
��G� N ��� °� Campbell
�
16230PE p
2022.02,07 4713 OD A. CAMPBELL, P.E.
OREGON 4713 OLD NILES FERRY ROAD
Q MARYVILLE TN, 37801
C,p C 1 t '\c 17.42•41 865-437-0564
Q
ccGORYA. C �
-O 5'O O' SHEET 2 BY
RDG PROJECT NO.
22-0001
EXPIRES: 12/31 /2023 OF DATE DRAWING NO.
2 02/07/2022 B103303
1
1
R
ED
FEB 0 8 2022
SIGN CABINET ELECTRICAL/ILLUMINATION 9"
_ tv.,--- CITYOF TI aA13D
DESIGN BY OTHERS. DESIGN BY OTHERS. + 1" 7" 5/8" STEEL BASE PLATE BUILDING DIVISION
1" O — (4)3/4" DIA. HOLES (TYP.)
--I 5/8"DIA.
- 4'-4" - \ OVER \ I—
TURN TURN
1 -- 3'-2 1/8" - 1'_2" / — (2)2X2"X3/8" Ilk
i cc z I STEEL GUSSET N�_ 5/8" DIA. HX HD
I O 1 ,I >> 4r, = NUT W/
°~ I ill WASHER
SIGN CABINET
/ / 4X4"X3/16" WALL
/
1 1 'DESIGN BY OTHERS 9" 7" STEEL TUBE
1 I SIGN CABINET-�„. .
3' 2" DESIGN BY OTHERS J / TUBELA TO
. C\
3/16" V (TYP.)
i U //\ GUSSET TO PLATE
a \GUSSET TO TUBE
3'-5 ►3/16" ----I LOGO & LETTERS - — 3/16" t/
10'-0" 9-8 5 3/8" if o E o DESIGN BY OTHERS r• 1
Y 1 4"X4"X3/16"WALL STEEL BASE
1 r STEEL TUBE PLATE DETAIL 2'-0" 5/8" DIA.X24" LONG
. THREADED ROD
1 (4)5/8" DIA. X24" LONG
1 ANCHOR BOLT. SEE DETAIL OVER \
\ TURN
`PRIMARY ELECTRICAL SEE ANCHOR BOLT I 4X4"X3/16"WALL
/ DISCONNECT SWITCH PROJECTION DETAIL I STEEL TUBE
6" f ` 9 X9"X5/8" STEEL BASE PLATE y 1'-8" CONCRETE — (4) 5/8" DIA.X24" LONG
SEE BASE PLATE DETAIL GRADE t PEDESTAL
ry TOP OF 2"PIPE ` ����:�:�`�:� �sl���:��:���:��� 6 ANCHOR BOLT.
SHOULD BE 3" DEEP f CONCRETE CURB y�� i` 3 3/4" - — // 9X9"X5/8" STEEL
1 WHERE IT ENTERS 2'-6" 2 0„ a , o CONCRETE PEDESTAL a• e . - 2'-6" PROJECTION f BASE PLATE
GRAVEL&SHOULD a SEE REBAR 2 0
START WITHIN A I j ,, SCHEDULE < ..q .. j l I / HIGH STRENGTH
s FOOT OF THE 3" MINIMUM CONCRETE 3' 6" �� NON-SHRINK GROUT 5/8" DIA. HX HD
---I i
BASEPLATE EDGE. E 4'-10" COVER REQUIRED I — NUT W/
PVC PIPE TO BE CUT 1.33 CU YD A I 1 1/2" 1.11 WASHER
FLUSH WITH TOP OF ELEVATION CONCRETE SIDE VIEW — (TYP.)
FOUNDATION. REQUIRED ANCHOR BOLT TACK
PROJECTION DETAIL
I SPREAD ANCHOR BOLT
FOUNDATION DETAIL
i
xThis item has been electronically signed and sealed by Gregory A. NOTE All designs depicted on this drawing are the sole property of Gregory A.
Campbell.P.E.on 01/20/2022 using a Digital Signature. Campbell,P E.developed specifically for this project. Use of these designs for any TESLA
purpose other than the intended application without written consent of Gregory A
ti NOTE: Printed copies of this document are not considered signed and Campbell,P.E.is prohibited Disclosure of the information presented herein. 10065 SW CASCADE AVENUE
sealed and the signature must be verified on any electronic copies. without Owner's consent,is a violation of intellectual property and will not be
GRAPHICS DEPICTED ON THIS DRAWINGtolerated
9" DEEP X 4"WIDE ROADSIDE GRAVEL BED1. . ARE FOR ILLUSTRATIVE PURPOSES ONLY! USE TIGARD, OR 97223
GRAVEL BED AND DRAIN PIPE SHALL ONLY APPROVED ARTWORK FOR PRODUCTION.
ALWAYS BE ON THE DOWNHILL SLOPE. !FtE9 PROF Gregory A CLIENT: PRINCIPLE USA INC
�`i tS 2035 LAKESIDE CENTRE WAY,SUITE 250
PARTICULAR CARE SHALL BE ��5 � s/�2 n uu u u-p,`a KNOXVILLE,TN 37922
TAKEN TO PROVIDE SUFFICIENT Campbell L
REBAR SCHEDULE 3"MINIMUM COVER PREHEAT OF THE THICKER 16230PE
SPREAD FOUNDATION DO NOT WELD REBAR ELEMENT FOR THE SOUNDNESS
OF THE WELD. OTHERWISE, USE O •O O GREGORY A. CAMPBELL, P.E.
LOCATION SIZE QTY SPACING 1/4" MIN. WELD. OREGON 4713 OLD NILES FERRY ROAD
BOTTOM OVERTURN STEEL #4 4 16" 0 O� C3 MARYVILLE TN, 37801
C. r 1°� t`� 865-437-0564
I TOP OVERTURN STEEL #4 4 16" THE SCOPE OF THIS ENGINEERING IS FC — Q0
LIMITED TO THE DESIGN OF THE COLUMN OR y A.
c Pk1\
BOTTOM CROSS STEEL #4 3 16" AND FOUNDATION. ALL OTHER ASPECTS OF ` -05'00' SHEET BY PROJECT NO.
TOP CROSS STEEL #4 3 16" THIS DESIGN ARE EXPLICITLY EXCLUDED. 1 RDG 22-0001
EXPIRES: 12 !31 /2023 of DATE DRAWING NO.
i 3 01/20/2022 B103304
1
`'s
1
s
i
OVER \
i 4r-4" TURN V-2r OVER
4'-4" \ TURN 1'-2r'
SIGN CABINET- —H h—
i rDESIGN BY OTHERS I (SIGN CABINET-
SIGN CABINET DESIGN BY OTHERS •
SIGN CABINET
DESIGN BY OTHERS I
DESIGN BY OTHERS
I
4"X4"X3/16"WALL I.
4"X4"X3/16"WALL 4"X4"X3/16"WALL 4"X4"X3/16"WALL
STEEL TUBE ( STEEL TUBE STEEL TUBE i
STEEL TUBE
10'-0" 9'-8" 10'-0'r 9'-8"
1 I ( (4) 5/8" DIA.X24" LONG
ANCHOR BOLT.
(4) 5/8" DIA.X 24" LONG
ANCHOR BOLT. --,.., — 1.-8" 9"X9"X5/8"STEEL
s BASE PLATE
9"X9"X5/8" STEEL HIGH STRENGTH
x BASE PLATE NON SHRINK GROUT PRIMARY ELECTRICAL
PRIMARY ELECTRICAL
DISCONNECT SWITCH HIGH-STRENGTH
i ,e
DISCONNECT SWITCH 'NI CONCRETE CURB l 4'-10" CONCRETE SLABEll NON-SHRINK GROUT
�_►,� GRADE
a GRADEHili ' , :::- F ` �hl�:""GRADE
(6)#4 REBARS ON A 15" ■■■■
I \ (5)#4 VERT. BARS @ �� DIA. PATTERN W/(7)#4 A ���� A
12-1/2" O.C. WITH (5)#4 _STIRRUPS @ 4"O.C.AT ����
4'-0" - — _ HORIZ. BARS @ 10"O.C. 4'_0" TOP 24"THEN, 7" O.C.
ON THE WINDWARD & 5'-6 5'-2" THEREAFTER ;;;; 5'-6"
LEEWARD FACES OF THE ""
FOUNDATION 3" MIN. CONC. COVER
DO NOT WELD ����
1— 4'-10" I 3"MIN. CONC. COVER I—H 1 8 ...__,--, REINFORCING BARS 1 1 11
ELEVATION DO NOT WELD SIDE VIEW ' DIA. 0.72 CU. YD. DIA.
REINFORCING BARSCO
NC.
1.19 CU. YDS. ELEVATION OFN. SIDE VIEW
OF CONC. REQ'D. OPTIONAL CAISSON FOUNDATION
OPTIONAL VERTICAL SLAB FOUNDATION
a
Iz a 5/8" DIA. x 24" —{ 1/2" L.,_ This item has been electronically signed and sealed by Gregory A NOTE All designs depicted on this drawing are the sole property of Gregory A
<2 ANCHOR BOLT Campbell.P E on 01/20/2022 using a Digital Signature Campbell,P E developed specifically for this project Use of these designs for any TES LA
1 purpose other than the intended application without written consent of Gregory A.
/ • (4 REQ'D) , Printed copies of this document are not considered signed and Campbell,P E is prohibited Disclosure of the information presented herein 10065 SW CASCADE AVENUE
sealed and the signature must be verified on any electronic copies. without Owners consent,is a violation of intellectual property and will not be
CL Z 2'-0" c ` c tolerated TIGARD, OR 97223
i I-1-1
> DIA. v•
d 3"STIRRUP
O 1— HOOK TYP. �GUSSET STEEL E F Gregory A CLIENT. PRINCIPLE USA INC
p PRp
/ • n i V� FS o 2035 LAKESIDE CENTRE WAY,SUITE 250
1 . (2 REQ'D) �G� l S/O prIncl��e KNOXVILLE,TN 37922
2r ( 7' 1623oPE� 2 Campbell
P
1
3 2022.01 .20 GREGORY A. CAMPBELL, P.E.
OREGON 4713 OLD NILES FERRY ROAD
C \`o_ 0�' ti MARYVILLE TN, 37801
'P) �` 1, 1 ��/ 16.2 Qo.0� 865-437-0564
2" c MQ
s 3/8"CHAMFER °RY A.
TYP. GUSSET DETAIL _0 rJ�oo� SHEET BY PROJECT NO
(TYP.) 2 RDG 22-0001
EXPIRES: 12/31 /2023 OF 3 DATE
01/20/2022 DRAWING
6103304
1
z
4
4
4
i
! ldnuary 3,2022 OWNER: TESLA REINFORCING STEEL
PROJECT 22-0301 10065 SW CASCADE AVENUE Notes:
DRAWING R B103304 TIGARD,OR 97223 FOR FLEXURE
4 WIND SPEED 110 MPH BOTTOM STEEL REQ'D PER FOOT Of MOTH 0.054 IN^2
C TOP STEEL REM/PER FOOT OF WIDTH Q020 IN^2
= WIND LOAD 17.9 PSF CLIENT: PRINCIPLE GROUP FOR TEMP.&SHRINKAGE 1. Design Criteria:
BUILDING CODE ORBC 2019/IBC 2018 2035 LAKESIDE CENTRE WAY LONGITUDINAL AREA PER FOOT F WIDTH Q5184 IN^2 Building Code:ORBC 2019/IBC 2018
KNOXVILLE,TN 37922 TRANSVERSE AREA PER FOOT OF LENGTH 0.5184 IN^2 9
OVERTURN BOTTOM STEEL REBAR 512E 4 Wind Speed: 110 MPH, Exposure C; Category II
AREA PER EAR 0.20 IN^2 Seismic: Risk Category II: Site Class D;
WT/FT Q668 LB S 0.862; S0.664; C =0.03
Adjusted Adjusted AREAREQ'D/FT 0.054 IN^2 S= DS= S
Height Width Shape Cf Centroid Area Wind Moment Centroid Moment SPACING 16 IN
Description (FT) (FT) Factor Adjust. (FT) (SF) Force(K) (K-FT) (FT) (K-FT) NUMBERREQ'D 4 2. A soil report was not provided for this site. Foundation analysis assumes soil class 5. The allowable bearing
SIGN 9.667 4.333 1.000 1.000 4.833 41.889 0.750 3.624 5.317 3.986 AREA PROVIDED/FT 0.162 IN02
PEDESTAL 0.333 4.833 1.000 1.000 0.167 1.611 0.779 3.879 5.481 4.268 LENGTH 3.003 FT pressure should be verified prior to placement of concrete. In the event that the stated requirements are not
OVERALL HEIGHT 10.000 EDGEHT 50
N met and conditions appear deleterious,cease and secure excavation and immediately contact THE CLIENT.
OVERTURN TOP STEEL REBAR 512E 4 3. Spread foundation is based on a presumptive safe vertical soil bearing pressure minimum of 1200 psf.
COLUMN CALCULATIONS AREA PER BAR 0.20 IN02 Caisson and Vertical Slab foundations are based on a presumptive safe lateral soil bearing pressure minimum
""/" 0.668 LB AREA REQ'D/FT 0.020 IN^2 of 100 psf per foot of depth. Isolated lateral bearing footings subject to short-term lateral loads and not
T=TUBE;P=PIPE;W=WIDE-FLANGE;O=OTHER SPACING 16 IN adversely affected by a 1/2"motion at grade are permitted to be designed using twice the tabulated value of
NOMINAL NUMBER REDO 4
Column Column Wall IXx Sax Zxx DESIGN FLEXURAL AREA PROVIDED/FT 0.162 IN^2 the corresponding soil class.
Description Depth Width Thickness MOMENT STRENGTH UNITY D"III 3.0D0 FT 4. Foundation shall not be placed on,or at the top of a slope exceeding 3:1 without evaluation by a competent
(IN) (IN) (IN) (IN^4) (I103) (IN^3) (K-FT) (K-FT) WEIGHT &o LB
EDGE DIST 5 IN Professional Engineer. Do not place foundation in fill.
T SIGN 4.000 4.000 0.188 6.210 3.100 3.670 3.986 8.424 0.474
P PEDESTAL 4.000 4.000 0.188 6.210 3.100 3.670 4.268 6.410 0.669 TRANSVERSE STEEL REBAR SIZE 4 5. Concrete shall be mixed to attain a minimum 28 day compressive strength of 3000 psi, unless noted
AREA PER BAR 0.20 IN^2 otherwise. Steel reinforcing bars shall conform to ASTM A615,Grade 60 with deformations. in accordance
wT/FT 0.259 `B AREA REQ'0{FT 0.259 IN^2 with ASTM A305. Welding of reinforcement is prohibited.
BOLT CALCULATIONS SPACING 16 IN 6. Anchor bolts shall meet ASTM F1554 Grade 36. Exposed surfaces shall be galvanized or coated to prevent
SOMBER REQ'D 3
AREA PROVIDED/FT 0.168 IN^2 corrosion.
BOLT BOLT COMBINED LENGTH 4.333 FT 7. Void between column base plate and foundation shall be filled with high-strength,non-shrink grout.
BOLT BOLT BOLT BOLT BOLT BOLT TENSION SHEAR UNITY WEIGHT 8.7 LB
Description MOMENT SPACING QTY DIAMETER AREA TENSION SHEAR CAPACITY CAPACITY CHECK EDGEOIST 5 IN 8. All support members shall be free from defects. Steel tubes shall meet ASTM A500 Grade B with a minimum
(K-FT) (IN) (IN) IN^2 (K) (K) (K) (K) TOTAL WEIGHT 33.4 LB yield strength of 46000 psi. Steel pipe shall meet ASTM A53 Grade B with a minimum yield strength of 35000
BASE PLATE 4.268 7.000 4 0.625 0.307 3.658 0.195 6.673 4.142 0.548 psi. Steel angle, channel, and plate shall meet ASTM A36. Column reinforcing plate shall be cut from ASTM
VERTICAL STAB FOUNDATION A572 Grade 50 steel.
MOMENT AT GRADE 4.26E K-FT 9. Steel welds shall be made with E70XX electrodes by persons qualified in accordance with AWS standards
PLATE CALCULATIONS SHEAR AT GRADE 0.779 X within the past two years.
REFERENCE IBC 1907.3.2&TABLE 1806.2 10. Structural bolts shall meet ASTM A325 and be zinc coated unless noted otherwise. Heavy hex nuts shall
CH
TENSION MOMENT PLATE PLATE PLATE PLATE MINIMUMPLATE LATERAALBEA IN SOIL GPRESSURE10-PSF/FT&OF DEPTH 1C0.000 PSF/FT meet ASTM A563 and washers shall meet ASTM F436 when used with high strength bolts. All high strength
Description PER BOLT ARM MOMENT WIDTH DEPTH THICK. THICK. S1 266.667 bolts shall be tightened using the Turn-of-Nut method unless noted otherwise.
(K) IN K-IN IN IN IN IN DEPTH 4.000 FT
BASE PLATE 3.658 2.277 8.330 5.105 9.000 0.625 0.550 WIDTH 4.833 FT 11. Existing site conditions depicted are as reported by THE CLIENT. Should field conditions differ from those
THICKNESS 1.667 5481 FT shown on this drawing, cease work and contact THE CLIENT immediately for direction. The scope of this
A 1.336 engineer does not include on-site observations.
CALCULATED DEPTH 3.572 FT
FOUNDATION CALCULATIONS CONCRETE REQUIRED 1.193 TD^3 12. This engineer will not be responsible for safety on this jobsite before,during,or after the installation of this
structure. It is the responsibility of the owners,contractors, and installers to ensure that the installation of this
SPREAD FOUNDATION structure is completed using methods that fully comply with OSHA regulations.
MOMENT AT GRADE 4.268 K-FT CAISSON FOUNDATION 13. Any deviation from this design or from any part of this drawing without prior written consent of this engineer
SHEAR AT GRADE 0.779 K voids this drawing in its entirety.
DEAD LOAD 0.400 K MDEARATGGT DARE 0
6 K-FT 14. The structure depicted on this drawing is intended to be installed at the address shown and should not be
LENGTH 3.500 FT
WIDTH 4.833 FT REFERENCE IBC 1807.3.2&TABLE 1806,2 used at any other location.
ASSUME SOIL CLASS R5-CL NIL MH,&CH
DEPTH 2.000 FT LATERAL BEARING PRESSURE-PSF/FT OF DEPTH 100.000 PSF/FT
CONCRETE WEIGHT 5.075 K 51 3E6.667
TOTAL WEIGHT 5.475 K DEPTH S.s1D FT
OVERTURNING MOMENT 5.825 K-FT DIAMETER 2000 FT
h 5.461 FT
FACTOR OF SAFETY 1.645 A 2.465
e=OTM/WTI 1.064 FT CALCULATED DEPTH 5.291 FT
L/2-e 0.686 CONCRETE REQUIRED 0610 YD"3
SOIL PRESSURE=rWT/(3`(L/2-e)"WIDTH 1101 PSF
CONCRETE REQUIRED 1.253 YD^3
This Item has been electronically Signed and sealed by Gregory A. NOTE.All designs depicted on this drawing are the sole property of Gregory A.
Campbell,P.E.on 01/20/2022 using a Digital Signature. Campbell,P.E.developed specifically for this project.Use of these designs for any TES LA
purpose other than the intended application without written consent of Gregory A.
Printed copies of this document are not considered signed and Campbell,P.E.is prohibited. Disclosure of the information presented herein, 1 0065 SW CASCADE AVENUE
sealed and the signature must be verified on any electronic copies. without Owners consent is a violation of intellectual property and will not be
tolerated. TIGARD, OR 97223
^ter CLIENT:
� CI PR°Fs, Gregory A o p PRINCIPLE USA INC
(<:,
s I_ 2035 LAKESIDE 3 CENTRE WAY,SUITE 250
KNO
VILLE,TN
922
�' 16230PE "P 7� Campbell
2022.0 1 .20 GREGORY A. CAMPBELL, P.E.
:1_1REGO_N,y 4713 OLD NILES FERRY ROAD
C O v MARYVILLE TN, 37801
�F1F19 � 1 6.2 , 1 1 865-437-0564
0
GORY A. CPMe
-O 5 t O 0 1 SHEET 3 BY
RDG PROJECT NO
22 0001
EXPIRES: 12/31 /2023 OF DATE DRAWING NO
3 01/20/2022 B103304