Specifications (6) fit
MILLER
CONSULTING
ENGINEERS
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STRUCTURAL CALCULATIONS
Electric Lettuce Pylon Sign
111642 SW Pacific Highway, Suite 100, Portland, OR
Meyer Sign Company of Oregon
June 3, 2022
Project No. 220811
2 pages
Principal Checked:c�
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PROF�
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F8 'OSEPH NP'
EXPIRES:12-31-2022
*** LIMITATIONS ***
Miller Consulting Engineers, Inc.was retained in a limited capacity for this project. This design is
based upon information provided by the client,who is solely responsible for accuracy of same. No
responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that
shown on these sheets.
9600 SW Oak Street,Suite 4001 Portland,Oregon 97223 1 503.246.1250 1 www.miller-se.com
Scope of work is for the design of the sign pole,splices and the foundation.
LOADING:
Code:ASCE7-16
V„x= 98 mph(3 second gust) F=gz*G*CP0.6:(allowable)
Exposure= B Kz qz F(psf) h
Overall Height,h= 14.13 ft 0.57 11.91 10.7 0-14 ft
Cabinet Area= 69 ft'
Est.Cabinet wt.= 15 psf
Est.Pylon Mass= 1035 lb =69'15psf
Center of mass= 11.38 ft(cabinet)
I,pole 68 in l8•'OCH40l
Roark's Table 16.1,Case 3c
Nat.freq.,n,= 4.41 >1.0,consider rigid
Gf= 0.85
Kzl= 1.00 (Eqn.26.8-1)
Kd= 0.85 (Table 26.6-1)
Cf= 1.76 (Figure 29.3-1)
s= 5.50 ft s/h= 0.39
B= 12.50 ft B/s= 2.27
0.2'B= 2.50 ft(code offset,for wind load)
offset= 0.00 ft(horizontal cabinet offset)
x= 0.00 ft(c-c dist.btwn.poles) 'yb.
F1= 100% %load to pole
Splice: Upper
FORCES: location:I 1.21 Ift
Width Height to Height to Area Wind load'(psf) Force Height to Moment(ft.Ht.(ft) Moment
bottom(ft) top(ft) (sq.ft.) (Ib) center(ft) lb) (ft-lb)
12.50 8.63 ' 14.13 68.8 10.7 736 11.38 8372 10.17 7483
0.55 1.21 8.63 4.1 7.3 30 4.92 148 3.71 111
2.00 0.00 1.21 2.4 10.7 26 0.60 16 F
0.00 0.0 0.0 0 0.00 0
• 0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
_, 0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
L= 792 L= 8536 7594
'Cf adjusted at pole sections at base at Upper
splice
SIGN POLE: Double Staged
Base Post S"O'4 SCH
PIPE
Fy= 35000 psi T= 1980 ft-lb =792'(2.5') /
Zx= 20.80 ins Tc= 34224 ft-lb
Zy= 20.80 inr 0.06<0.2 torsion can be neglected
Mx= 8536 ft-lb
Mcx= 36327 ft-lb =35000'20.8/12/1.67
8536 <36327 OK,23%
My= 0 ft-lb
Mcy= 36327 ft-lb =35000`20.8/12/1.67
Use a PIPE 8"SCH40 sign pole I
Upper Post I®
Fy= 35000 psi T= 1915 ft-lb =766'(2.5') CONCRETE SHROUD PT
Zx= 10.60 inB Tc= 17400 ft-lb or"- AS REQUIRED
Zy= 10.60 ice 0.11<0.2 torsion can be neglected ' ( 'IL 1Y'' -Ban.mu..o PPE
= 7594 ft-lb /
Mcx= 18513 ft-lb =35000'10.6/12/1.67 / /\\ \ \ 1L J)/ \/\/\\/
7594 <18513 OK,41% j'\A�j 1` I j�����
Mcy= 18513 ft-lb =35000`10.6112/1.67 /\\j�\\, '1 ° o k�\\�\
Use a PIPE 6"SCH40 sign pole I \\ o I q \���,
FOUNDATION CHECK: \\ ° I B \,�
Mnet= 5.03 k-ft =(8536)'100%/1000-3.51ft-k ,I " I
P= 0.792 k I n
m
q= 150 psf/ft assumed lateral soil-brg. I
Inv--I °
q'_ 300 psf/ft =150'2(allowable brg.with 1/2"movement) j��
Footing shape:Circulars __ _a_
b= 3.00 ft diameter I. 3v0x. -1
3.00 ft diameter
b'= 3.00 ft diameter
d i,arma„m= 4.50 ft Estimated embedment
Unconstrained Condition volume of concrete= 1.2 yd
S_1= 450 psf q'd est/3 footing wt.= 4.8 k
A= 1.37 ft 2.34'P'1000/(S_1'b) est.sign wt.= 1.34 k(with poles)
d= 3.84 ft Al2'(1+(1+4.36'h/A)".5) Total wt(DL)'0.6= 3.66 k
3.84<4.5'OK eccentricity of load to reaction(e)= 0.96 ft=3.51/3.66
maximum resistive moment available based on soil bearing,Max= 3.51 ft-k
•
Use 3'-0"diameter x 4'-6"deep
concrete footing Single Continuous Footing
Project Name Electric Lettuce Pylon Sign Project# 220811
. at MILLER
1111111 CONSULTING Location 11642 SW Pacific Highway, Suite 100, Portland, OR
ENGINEERS
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250 EPA)
Portland,OR 97223 miller-se.com By CJ M Ck'd l,r�^' Date 6/3/2022 Page 1 of 2
L
Upper Splice Design:
Location: Upper splice
V= 766 lb
Mx= 7594 ft-lb
My= 0 ft-lb
Torsion= 1915 ft-lb
SLEEVE SPLICE DESIGN-circular poles
Cap Plate Bending:
Upper Dia.= 6.625 in
Lower Dia.= 8.625 in
t,lower= 0.3 in(wall thickness)
Gap btwn.Poles= 0.85 in =(8.625"-0.3"-6.625")/2 SIGN POLE PER
Weight on splice= 1301 lb(with pole) ELEVATION. TYP.
Mpe,= 53 in-lb/in =1301/(6.625""3.14)*D.85" 1/2" _ TYP.
t= 0.50 in TYP. lI 1/2" COLLAR
Mc= 1347 in-lb =36000/1.67"0.5""2`1"/4 PLATE. TYP_
1347>53 0K
IUse 0.5"thick plates(min.) I i TYP.
I II II I
Upper Weld Check:(fillet)
diameter=.6.625 in A e
M= 7594 ft-lb N ,a i TYP.
Couple Distance= 1.10 ft(min.)
V= 8205 lb =7594/1.1'+1301 '" 2
Upper Weld Cap.= 77253 lb =6.625""3.14*21000*0.25"".707 1 G.c.
/2" RING
77253>8205 OK PLATE. TYP.
'Use 3/16"fillet all around(min.) I SPLICE DETAIL
Lower Weld Check:(slot/plug weld) N.T.S.
diameter= 8.625 in
slot height= 0.5 in
slot length= 2 in •
Weld spacing= 10 in o.c.(max)
Lower Weld Cap.= 56902 lb =0.5"*2"*21000*8.625"*3.14/10"
56902>8205 OK
IUse 2"long x 1/2"slot welds at 10"o.c.around pipe(min.) 1
Project Name Electric Lettuce Pylon Sign Project# 220811
MILLER
CONSULTING Location 11642 SW Pacific Highway, Suite 100, Portland, OR
ENGINEERS
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250
CJM EPO Portland,OR 97223 miller-se.com By Ck'd Date 6/3/2022 2 of 2
Page
I
e
GENERAL
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK
NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.SHOULD
ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS,THE CONTRACTOR
SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE
PROJECT.THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND
FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION
THEREOF.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS
DURING CONSTRUCTION.
THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS
OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR
CONSTRUCTION LOADS.ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS,DIRECTION AND RELATED as
EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE,WORKMEN AND OTHER PERSONS AND PROPERTY
DURING CONSTRUCTION.DETERMINE
THE CONTRACTOR H STEM AT RY OWE EXPEAUTIONA,ENGAGE PROPERLY SHAL QUALIFIEDEUS ,���p PROF�cs�,
PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED
AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL NOTES: Ilk
INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A 1. SCOPE OF WORK IS FOR THE
WI
WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. DESIGN OF THE SIGN POLES, �S G 1 N O MILLER
ANCHORAGE AND FOUNDATION. (�
THESE PLANS, SPECIFICATIONS,ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE V !V CONSULTING
PROJECT SPECIFIED HEREIN.MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS 7252 E ENGINEERS
AND SPECIFICATIONS OR THE DESIGN,ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON
ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. 125
9570 SW BarCur Blvd
OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL
ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE.
O Suite One Hundred Portland,OR 97219
NON STRUCTURAL PORTIONS OF PROJECT,INCLUDING BUT NOT LIMITED TO PLUMBING,FIRE PROTECTION, I 2 �� wµo`nvener-se.503.246.1250
'ller-sa.com
LAND USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLASHING AND \ SEP /
WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS.EXISTING STRUCTURAL ELEMENTS ARE DESIGNED BY OTHERS.
H MP`�Q Z
IN ACCORDANCE WITH SECTION 1704.2 EXCEPTION 1,NO SPECIAL INSPECTIONS ARE REQUIRED FOR '^
WELDS AS THE LOADING IS A MINOR FRACTION OF THE CAPACITY OF THESE ELEMENTS. V
BUILDING CODE EXPIRES: 12-31-2022
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2019 OSSC,INCLUDING ALL REFERENCE STANDARDS,
UNLESS NOTED OTHERWISE. 7
DESIGN LOADS 16
STRUCTURAL DESIGN CRITERIA:RISK CATEGORY II "' O
WIND DESIGN DATA:BASIC WIND SPEED(3 SEC GUST).98 MPH
EXPOSURES
SNOW LOAD:N/A
FOOTINGS
CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY CL
CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95%OF
MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND 1 1 1
MATERIALS,ASTM D698(STANDARD PROCTOR),OR ASTM D1557(MODIFIED PROCTOR).THE COMPACTION L.LI
SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL.COMPACTED
STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN Z
APPROVED GEOTECHNICAL REPORT.ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE D O
FOOT(PSF).
CONCRETE I�
LLI
MIXING,PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE / \/\ I— L
INSTITUTE,ACI2 318 AND INC CHAPTER C CONCRETE SHALL BE MEN POUNDS PER SQUARE INCH(PSI) ,( -\\��� \ \ w O Ct
MINIMUM AT 26 DAYS, UNO.ALL CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR
CHLORIDES.FOOTING DESIGNED FOR 2,500 PSI,NO SPECIAL INSPECTION REQUIRED. / LL H
/�I( SIGN POLE PER - O I-
WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE,THE EXISTING CONCRETE SURFACE ELEVATION,TYP.
SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4'AMPLITUDE PER ACI 318 11.6.9.SET ALL ANCHOR U
BOLTS AND DOWELS BEFORE POURING CONCRETE. 1/4 - U 12"
1/4 CUED. I
REINFORCING STEEL 6"DIA.SCH. Z O
40 PIPE LL
ALL REINFORCING STEEL SHALL BE DEFORMED EARS PER ASTM A615 OR A706 GRADE 60. ALL TYp I I 1PY'COLLAR I— CJ
EX
REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706.ALL WELDED WIRE FABRIC SHALL CONFORM TO I __/' PLATE,TYP. (n a O
ASTM A185. I U ID
NOTED OTHERWISE,SET MAIN REINFORCING STEEL 3"FROM EARTH AND 2"FROM FORMED / 4-ID
SURFACES.BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR '
BENDS. e I } R a USE MINIMUM 30'LAP FOR#4 BAR AND SMALLER UNLESS NOTED OTHERWISE(UNO).USE MINIMUM 36°LAP W
FOR#5 BAR UNO. l c
ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED 1/4(/ \TYP. G - FL
METALCHAIRS,AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE,MSP-1,AND SHALL BE — ff IT ® , AtA
SECURELY TIED IN PLACE WITH#16 ANNEALED IRON WIRE.REINFORCING STEEL SHALL BE DETAILED IN
ACCORDANCE WITH THE°ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES,'ACI 315. COPYRIGHT DATE ISSUED
Miller Consulting Engineers,Inc.
NON-SHRINK GROUT
ALL NON-SHRINK GROUT SHALL BE NON-METALLIC GROUT CONFORMING TO ASTM C1107,AND SHALL HAVE LINE IS 2INCHES
A SPECIFIED MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI.PRE-GROUTING OF BASE PLATES z AT FULL SCALE
O (IF NOT 2.-SCALE ACCORDINGLY)
IS NOT PERMITTED.
H
STRUCTURAL STEEL 0w DRAWN BY: CJM
ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE ASTM A992 FOR W-SECTIONS AND ASTM A36 FOR CONCRETE SHROUD AT w CHECKED BY:
ALL OTHER SECTIONS,PLATES AND BARS.ALL RECTANGULAR HISS SECTIONS SHALL BE ASTM A500,GRADE f BASE AS REQUIRED w MCE PROJECT NO: 220811
B,FY=46000 PSI AND ALL ROUND HISS SECTIONS SHALL BE ASTM A500,GRADE B,FY=42000 PSI.ALL /� - a
STRUCTURAL STEEL PIPE SHALL BE ASTM A53,GRADE B,TYPE E OR S.FY=35000 PSI. ' I I I�8"DIA SCH.40 PIPE ISSUE DATE: 06-03-22
UNLESS NOTED OTHERWISE,ALL BOLTS TO BE ASTM A307 AND ALL ANCHOR RODS TO BE ASTM F1554 12"INTERIOR
GRADE 36,WITH MATCHING NUTS.ALL FASTENERS IN CONTACT WITH ALUMNIUM TO BE TYPE 304 LI / i RING PLATE
STAINLESS STEEL WITH MATCHING NUTS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. z
NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL -� \��\ �'� ��� 1/4 // O
CONNECTIONS(RCSC)SPECIFICATION FOR STRUCTURAL JOINTS,SECTION 8.1. \� \� \��\�\ 1/4 D <2'
ALL STRUCTURAL STEEL SHALL HAVE ONE COAT OF PRIMER,EXCEPT SURFACES TO BE EMBEDDED IN ,\\\ d d D \� 'E, m
CONCRETE OR MASONRY.EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS.ALL ZINC(GALV.) \\�\ DI ,-1\\ o
COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123.REPAIRS OF GALVANIZED A / — /////////y
COATCOATINGS ARE TO CONFORM OF RUST INHIBITING PAINT,
OLOR BY OWNER.ASTM A780.ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH \\�\\ D- a i\�\ , .
ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY(AWE)D1.1 USING E70XX ELECTRODES. \\� d d I g LJ C SPACED AT w
WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN 14 \\ \10"O.C.,TYP.
INSTITUTE OF STEEL CONSTRUCTION (AISC). WELDING SHALL BE PERFORMED BY AWS CERTIFIED ' I I o
WELDERS FOR WELD TYPES SPECIFIED AND ALL SHOP WELDS TO BE PERFORMED IN AN APPROVED SHOP. D
WHERE WELD LENGTHS ARE NOT SHOWN,THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED.
ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL Dd a I D w
DRAWINGS.ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED. @ I d
Y7.� D `
I
b SHEET CONTENT
•3'-0"DIA.
• SIGN ELEVATION 2 SLEEVE SPLICE SHEET
"Ts S1 of 1
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