Report . 1FFiCERECEIVED
Scope of work is for the verification of the existing pole and foundation for the new cabinet configuration. 0 2 2021
The new cabinet configuration is the same as the original,therefore evaluation of the existing pole and existing footing are not required. DECC 1
Verify existing elements do not show signs of deterioration or damage 6'-1" CITY OF TIGARD
LOADING: r I BUILDING DIVISION
Code:ASCE7-16 (
IIII
Vd,= 96 mph(3 second gust) F=qz*G*Ct*0.6:(allowable)
Exposure= C Kz qz F(psf) h 4" DIA.
Overall Height,h= 18.67 ft 0.85 17.05 15.2 0-15 ft SCH. 40
Cabinet Area= 59 ft' 0.89 17.78 15.8 15-19 ft PIPE
Est.Cabinet wt.= 15 psf
Est.Pylon Mass= 885 lb =59*15psf I
Center of mass= 13.83 ft(cabinet)
I,pole= 27 in4 (6"SCH40) I MATCH
Co
Roark's Table 16.1,Case 3c - PLATE,
Nat.freq.,n1= 2.19 >1.0,consider rigid SEE
Gf= 0.85 DETAIL
Kzt 1.85 (Eqn. 1)
Kd26.6
= 0.85 (Table 26.6-1)
Cf= 1.74 (Figure 29.3-1) III 3'-4"
s= 9.67 ft s/h= 0.52
B= 6.08 ft B/s= 0.63
0.2*B= 1.22 ft(code offset,for wind load) EXISTING
offset= 0.00 ft(horizontal cabinet offset)
x= 0.00 ft(c-c dist.btwn.poles) 6" DIA.
F1= 100% %load to pole SCH. 40
Splice: Upper PIPE
FORCES: location:I 9.00 Ift
Height to Height to Area Wind load* Force Height to Moment Momen
Width bottom(ft) top(ft) (sq.ft.) (psf) (lb) center(ft) (ft-lb) Ht'(ft) t(ft-lb)
6.08 15.00 18.67 22.3 15.8 352 16.83 5925 7.83 2757
6.08 9.00 15.00 36.5 15.2 555 12.00 6660 3.00 1665 E FTG
3.33 0.00 9.00 30.0 15.2 456 4.50 2052
0.00 0.0 0.0 0 0.00 0
E= 1363 E= 14637 4422
at base at Upper
splice
SIGN POLE: Double Staged S G N E E\/^ T O V
N
Base Post LV 1
Fy= 35000 psi T= 1663 ft-lb =1363*(1.22') NTS
Zx= 10.60 in3 Tc= 17400 ft-lb
Zy= 10.60 in3 0.10<0.2 torsion can be neglected
Mx= 14637 ft-lb
Mcx= 18513 ft-lb =35000*10.6/12/1.67
14637 <18513 0K,79% 1'-0"
My= 0 ft-lb
Mcy= 18513 ft-lb =35000*10.6/12/1.67 9 1/2"
•
Use a PIPE 6"SCH40 sign pole (existing)) arima 1/2" DIA. HDG
Upper Post A325 BOLT, TYP.
Fy= 35000 psi T= 1107 ft-lb =907*(1.22') - I l /8"
a
Zx= 4.05 in3 Tc= 6661 ft-lb \ SYP. PLATE,
Zy= 4.05 in3 0.17<0.2 torsion can be neglected Mx= 4422 ft-lb I� 0Mcx= 7073 ft-lb =35000*4.05/12/1.67 s 15/16 TYP.
4422 <7073 OK,63%
My= 0 ft-lb ,` tp PROF
Mcy= 7073 ft-lb =35000*a.o5nz/1s7 MATCH PLATE DETAIL
Use a PIPE 4"SCH40 sign pole I �S G 1 N F 0 ,
ak
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>uf 202 '00 3o 1 ✓OSEPH M
EXPIRES:12-31-2022
Project Name Hudson Plaza Signage
ell Project# 211654
MILLER CONSULTING ENGINEERS Location 12950 SW Pacific Hwy,Tigard,OR
Client Ramsay Signs
9600 SW Oak St#400 1 503.246.1250 GSA �-�y� 1 of 5
• Portland,OR 97223 miller-se.com By Ck'd �"�t Date 11/29/2021 Page
I
Upper Splice Design:
Location: Upper splice
= (0 PROP
Mxx= 4422 ft-lb
My= 0 ft-lb 5 GI N F
Torsion= 1107 ft-lb V1
725 .PE
MATCH PLATE SPLICE DESIGN
Circluar Weld:
Vto,";o„= 5904 lb =1107/((4.5"/12)/2) W S •N
Weld size,w= 0.3125 in
Eff.Throat,E= 0.22 in =0.707*0.3125" 'P��. •/* 0 5 • Q�P�
Diameter,d1= 4.50 in Outside Diameter of pipe or rod
Outer dia.of weld= 4.94 in =4.5"+2*0.22" JOSEPH MP
A= 3.26 in2 =3.14*(4.94^2-4.5^2)/4
I= 9.10 in4 =3.14*(4.94^4-4.5^4)/64 EXPIRES:12-31-2022
S= 3.68 in3 =9.1/(4.94/2)
F= 21000 psi
Vc= 68460 lb =21000*3.26
Mc= 6440 ft-lb =21000*3.68/12
Capacity= 0.79 <1.00 OK
Use 0.3125"fillet weld
Upper Match Plate Bolt Check:
Steel Bolt/Rod Design-AISC 13th Addition
Type: Bolt
Grade: A325
Threads are included in the shear plane
Diameter: 0.5 in
Loading: ASD
No.of bolts= 4
in tension= 2
Dist.btwn.bolts= 10.50 in
! Horiz.dist.btwn.bolts= 9.50 in
Couple Distance= 10.50 in
T= 2.53 k =4.422/(10.5"/12)/(2 bolts)
V= 0.89 k =(907+1107/(SQRT((9.5"/2)/12*(10.5"/2)/12)))/1000/(4 bolts)
A= 0.196 in2
dr= 0.417 in
ft= 12.9 ksi=2.53/0.196
fv= 4.5 ksi=0.89/0.196
f2_ 0.5
Bolt Capacity Summary:
Fnt= 90 ksi,Table J3.2
Fnv= 48 ksi,Table J3.2
Tc= 8.82 k=90*0.196*0.5
Vc= 4.70 k=48*0.196*0.5
fv/(Fnv"0.5)= 0.19 <20%,effects of combined stresses need not be investigated
Effects on tension capacity due to combined stresses:
F'nt= 90 ksi,Eq.J3-3,page 16.1-109
T'c= N/A k,reduced tension capacity
Use 0.5"diameter A325 bolt
Upper Match Plate Check:
arm= 5 in
t= 0.625 in
b= 8 in
Moment= 12650 in-lb =2.53k*5"*1000
Z= 0.78 in3 =0.625"^2*8'/4
Mc= 16814 in-lb
12650 <16814 OK
Use 0.625"thick plate
dr Project Name Hudson Plaza Signage Project# 211654
MILLER
CONSULTING
ENGINEERS Location 12950 SW Pacific Hwy,Tigard,OR
Client Ramsay Signs
9600 SW Oak St#400 503.246.1250 2 of 5
• Portland,OR 97223 miller-se.com By GSD Ck'd wrt Date 11i29i2021 Page
•
•
Scope of work is for the verification of the existing pole and foundation for the new cabinet configuration.
See following pages for structural notes.
The new cabinet configuration is the same as the original,therefore evaluation of the existing pole and existing footing are not required.
Verify existing elements do not show signs of deterioration or damage
LOADING:
Code:ASCE7-16
V„11= 96 mph(3 second gust) F=qz*G*Cf*0.6:(allowable)
Exposure= C Kz qz F(psf) h
Overall Height,h= 10.42 ft 0.85 17.05 13.0 0-10 ft 8'-O 1/4"
Cabinet Area= 84 ft2
Est.Cabinet wt.= 15 psf
Est.Pylon Mass= 1260 lb =84*15psf
Center of mass= 5.21 ft(cabinet)
I,pole= 7 in° (4"scH40)
Roark's Table 16.1,Case 3c
Nat.freq.,n1= 4.07 >1.0,consider rigid
Gf= 0.85
Kzt= 1.00 (Eqn.26.8-1)
Kd= 0.85 (Table 26.6-1) 4" DIA.
Cf= 1.50 (Figure 29.3-1) I SCH. 40
s= 10.42 ft s/h= 1.00 0 PIPE
B= 8.02 ft B/s= 0.77 r
0.2*B= 1.60 ft(code offset,for wind load)
offset= 0.00 ft(horizontal cabinet offset)
x= 0.00 ft(c-c dist.btwn.poles)
F1= 100% %load to pole
FORCES: w/%5*H
Width Height to Height to Area Wind load* Force Height to Moment
bottom(ft) top(ft) (sq.ft.) (psf) (lb) center(ft) (ft-lb)
8.02 0.00 10.42 83.6 13.0 1087 0.52 6228
0.00 0.0 13.0 0 0.52 0
E= 1087 E= 6228
at base •
(E) FTG
SIGN POLE: Single Stage
Base Post
Fy= 35000 psi T= 1739 ft-lb =1087*(1.6')
Zx= 4.05 in' Tc= 6661 ft-lb
Zy= 4.05 in3 0.26>0.2 comb.stresses req. S I G N EL E V A T I ON
Mx= 6228 ft-lb Comb.= 0.95 <1.00 OK NTS
Mcx= 7073 ft-lb =35000*4.05/12/1.67
6228 <7073 OK,88%
My= 0 ft-lb
Mcy= 7073 ft-lb =35000*4.05/12/1.67
Use a PIPE 4"SCH40 sign pole (existing))
PRO
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✓OSEPH NO.'‘'
EXPIRES:12-31-2022
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Hudson Plaza Si na e
MILLER Project Name 9 9 Project# 211654
CONSULTING ENGINEERS Location 12950 SW Pacific Hwy,Tigard, OR
Client Ramsay Signs
9600 SW Oak St#400' 503.246.1250 3 of 5
' Portland,OR 97223 i miller-se.com By GSD Ck'd Date 11/29/2021 Page
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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 EQUIPMENT NECESSARY TO PROTECT
� THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR
't SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED 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 INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH
SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE.
THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT
SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS 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. OBSERVATION VISITS TO THE
JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS
THE CONTRACT DOCUMENTS SPECIFY OTHERWISE.
II NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE PROTECTION, LAND
USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLASHING AND WATER-PROOFING ARE
BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. EXISTING STRUCTURAL ELEMENTS ARE
DESIGNED BY OTHERS. ANALYSIS FOR MOVEMENT DUE TO VORTEX SHEDDING OF WIND FORCES IS NOT INCLUDED
IN THE SCOPE OF WORK. IF MOVEMENT CAUSED BY VORTEX SHEDDING IS A CONCERN, WIND TUNNEL TESTING OR
OTHER ANALYTICAL MODELS SHALL BE UTILIZED TO EVALUATE THE STRUCTURE.
CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR INSTALLATION. ENGINEER OF RECORD FOR
THE PROJECT IS TO BE NOTIFIED IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON THE DRAWINGS.
BUILDING CODE
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2019 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE
2018 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE.
1 oD PROFF,
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EXPIRES: 12-31-2022
Ar
Project Name Hudson Plaza Signage Project# 211654
MILLER
_ CONSULTING ENGINEERS Location 12950 SW Pacific Hwy,Tigard, OR
Client _ Ramsay Signs
9600 SW Oak St#400 1 503.246.1250 GSD P 11/29/2021 4 of 5
Portland,OR 97223 miller-se.com By Ck'd Date Page
i
DESIGN LOADS
THE FOLLOWING ARE THE DESIGN REQUIREMENTS:
STRUCTURAL DESIGN CRITERIA
RISK CATEGORY II
1 WIND DESIGN DATA
1 BASIC WIND SPEED(3 SEC GUST) 96 MPH
EXPOSURE C
1
STRUCTURAL STEEL
ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE ASTM A992 FOR W-SECTIONS AND ASTM A36 FOR ALL
OTHER SECTIONS, PLATES AND BARS. ALL RECTANGULAR HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY=46000
PSI AND ALL ROUND HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY = 42000 PSI. ALL STRUCTURAL STEEL PIPE
SHALL BE ASTM A53, GRADE B, TYPE E OR S, FY= 35000 PSI. ALL STEEL IN CONTACT WITH ALUMINUM TO BE HOT
I DIPPED GALVANIZED OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION.
UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM A307 AND ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36,
) WITH MATCHING NUTS. ALL FASTENERS IN CONTACT WITH ALUMINUM TO BE BE HOT DIPPED GALVANIZED WITH
I MATCHING NUTS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. NUTS SHALL BE TIGHTENED TO A
SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR
STRUCTURAL JOINTS, SECTION 8.1.
ALL STRUCTURAL STEEL SHALL HAVE ONE COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE
OR MASONRY. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL ZINC (GALV.) COATINGS ON IRON
AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF GALVANIZED COATINGS ARE TO CONFORM TO
ASTM A780. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT OF RUST INHIBITING PAINT, COLOR BY
OWNER.
QED PROF(�f
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oa
• tiQ�co
✓OSEPH MPS
EXPIRES: 12-31-2022
i
Project Name Hudson Plaza Signage Project# 211654
Ali MILLER
CONSULTING Location 12950 SW Pacific Hwy,Tigard, OR
ENGINEERS
Client Ramsay Signs
9600 SW Oak St#400 503.246 1250 GSD 04 11/29/2021 5 of 5
' Portland,OR 97223 miller-se.com By _ Ck'd Date Page