Report1 Vk.
OFFICE COPY L2 9 5-0�'PA
RBUILD ECING EIVESDIV
Scope of work is for the verification of the existing pole and foundation for the new cabinet configuration. DEC 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. DEC
Verify existing elements do not show signs of deterioration or damage 6'-1" CITY OF TIGARDISION
LOADING: r �
Code:ASCE7-16 l
V,,,t= 96 mph(3 second gust) F=qz*G*Cf*0.6:(allowable)
Exposure= C Kz qz F(psf) h 4" DIA.
Overall Height,h= 18.67 ft 0.85 17.05 15.2 0-156 SCH. 40
Cabinet Area= 59 ft' 0.89 17.78 15.8 15-19 ft /// PIPE
Est.Cabinet wt.= 15 psf
00
Est.Pylon Mass= 885 lb =59*15psf I
I
Center of mass= 13.83 ft(cabinet) oC O1
I,pole= 27 in4 (6"scH40) I z MATCH
Roark's Table 16.1,Case 3c CO PLATE,
Nat.freq.,n1= 2.19 >1.0,consider rigid SEE
Gf= 0.85 DETAIL
Kzt= 1.00 (Eqn.26.8-1)
Kd= 0.85 (Table 26.6-1)
Cf= 1.74 (Figure 29-3-1) 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 Hl.(ft)
bottom(ft) top(ft) (sq.ft.) (psf) (lb) center(ft) (ft-lb) t(ft-lb) 1 _
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 a -i (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
L= 1363 I.= 14637 4422
at base at Upper , -4
splice
SIGN POLE: Double StagedC SIGN ELEVATION
Base Post
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 OK,79% 1'-0"
My= 0 ft-lb ..-
Mcy= 18513 ft-lb =35000`10.6/12/1.67 L 9 1/2"
Use a PIPE 6"SCH40 sign pole (existing)) �` 1/2" DIA. HDG
Upper Post I A325 BOLT, TYP.
Fy= 35000 psi T= 1107 ft-lb =907*(1.22') : , o
5/8" PLATE,
Zx= 4.05 in3 Tc= 6661 ft-lb _ % f TYP.
Zy= 4.05 in3 0.17<02 torsion can be neglected
u7 „
Mx= 4422 ft-lb I O
Mcx= 7073 ft-lb =35000*4.05/12/1.67 _ o a 5/16 V <YP.
4422 <7073 OK,63%
My= 0 ft-lb
Mcy= 7073 ft-lb =35000*4.05/12/1.67 MATCH PLATE DETAIL ��ED PRkC
Use a PIPE 4"SCH40 sign pole ‘4
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✓OSEPH Mp`
EXPIRES:12-31-2022
Project Name Hudson Plaza Signage Project# 211654
et MILLER
116 CONSULTING Location 12950 SW Pacific Hwy,Tigard,OR
ENGINEERS
..... ..:..:... .. Client Ramsay Signs
•
•
9600 SW Oak Si$1400 1 503.246.1250 GSD 04 11/29/2021 1 of 5
Portland,OR 97223 1 miller-se.com By Ck'd Date Page
Upper Splice Design:
Location: Upper splice
= 422
ft-lblb ,� gp PRacjc
My= 0 ft-lb IC��J G t N F �O
Torsion= 1107 ft-lb do_ti a F
725 >PE
MATCH PLATE SPLICE DESIGN
Circluar Weld:
= 5904 lb =1107/((4.5"/12)/2) W g' !•N
Weld size,w= 0.3125 in y / L� Q
Eft,Throat,E= 0.22 in =0.707*0.3125" 4?( 'RY 0 6 ,,
Diameter,d1= 4.50 in Outside Diameter of pipe or rod F /✓OSEPH , co.
Outer dia.of weld= 4.94 in =4.5"+2*0.22"
A= 3.26 in2 =3.14*(4.94^2-4.5^2)/4
I= 9.10 in° =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 =4.4221(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
Sl- 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
ft/(Fnt*0.5)= 0.29
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
1 Project Name Hudson Plaza Signage Project# 211654
MILLER
CONSULTING Location 12950 SW Pacific Hwy,Tigard, OR
ENGINEERS
Client Ramsay Signs•
9600 SW Oak St#400` 503.246. /�'�j 1250 GSD 11/29/2021 2 of 5
Portland,OR 97223 l miller-se.com By Ck'd Date _ Page
1
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 footi .are not required.
Verify existing elements do not show signs of deterioration or damage
LOADING:
Code:ASCE7-16
V,,,,= 96 mph(3 second gust) F=qz*G*Cr0.6:(allowable)
Exposure= C Kz qz F(psf) h
Overall Height,h= 10.42 ft 0.85 17.05 13.0 0-10 ft 8'-0 1/4"
Cabinet Area= 84 ft' 1
Est.Cabinet wt.= 15 psf
Est.Pylon Mass= 1260 lb =84'15psf /
Center of mass= 5.21 ft(cabinet)
I,pole= 7 in4 (4"SCH40)
Roark's Table 16.1,Case 3c
Nat.freq.,n,= 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) 1
s= 10.42 ft s/h= 1.00 SCH. 40
B= 8.02 ft B/s= 0.77 - PIPE
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) 1--7:-., a 11�
8.02 0.00 10.42 83.6 13.0 1087 5.73 6228
0.00 0.0 13.0 0 0.52 0
E= 1087 E= 6228 . a
at base (E) FIG
SIGN POLE: Single Stage <
Base Post
. Fy= 35000 psi T= 1739 ft-lb =1087'(1.6')
Zx= 4.05 in3 Tc= 6661 ft-lb S I 1 N ELEVATION
Zy= 4.05 in3 0.26>0.2 comb.stresses req.
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)
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✓OSEPH NAP�Q
EX"IRES: 12-31-2022
Project Name Hudson Plaza Signage Project# 211654
04 MILLER
CONSULTING ENGINEERS Location 12950 SW Pacific Hwy,Tigard, OR
. . .. __ Client Ramsay Signs p �
9600 SW Oak St#400' 503.246.1250 GSD WI"` 11/29/2 1 21 3 of 5
Portland,OR 97223 ! miller-se.com By Ck'd Date Page
GENERAL
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF LL ITEMS AND WORK NECESSARY
FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUME TS. SHOULD ANY QUESTION ARISE
REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST
INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNIN THE PROJECT. THE ABSENCE OF
SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED ANI FAMILIARIZED HIMSELF WITH ALL
ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THERE•F. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CON TRUCTION.
THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE
SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTIO OR CONSTRUCTION LOADS. ONLY
THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQ IPMENT NECESSARY TO PROTECT
THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING •ONSTRUCTION. THE CONTRACTOR
SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS • DETERMINE WHERE AND HOW
TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME I THE FIELD.ANY MATERIAL NOT AS
SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL :E REMOVED AND REPLACED WITH
SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPE SE.
THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTE DED SOLELY FOR THE PROJECT
SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL L ABILITY IF THESE PLANS AND
SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THE-ETO ARE USED ON ANY PROJECT
OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HE EIN. OBSERVATION VISITS TO THE
JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL EN INEER'S RESPONSIBILITY UNLESS
THE CONTRACT DOCUMENTS SPECIFY OTHERWISE.
NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO P; UMBING, FIRE PROTECTION, LAND
USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLAS ING AND WATER-PROOFING ARE
BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. EXI'TING STRUCTURAL ELEMENTS ARE
DESIGNED BY OTHERS. ANALYSIS FOR MOVEMENT DUE TO VORTEX SHEDDING •F WIND FORCES IS NOT INCLUDED
IN THE SCOPE OF WORK. IF MOVEMENT CAUSED BY VORTEX SHEDDING IS A CO CERN, WIND TUNNEL TESTING OR
OTHER ANALYTICAL MODELS SHALL BE UTILIZED TO EVALUATE THE STRUCTURE.
CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR INSTAL 'TION. ENGINEER OF RECORD FOR
THE PROJECT IS TO BE NOTIFIED IF CONDITIONS DIFFER FROM WHAT IS SHOWN •N THE DRAWINGS.
BUILDING CODE
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2019 OREGON STRUCTURA SPECIALTY CODE, BASED ON THE
2018 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, NLESS NOTED OTHERWISE.
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EXPIRES:12-31-2022
Project Name Hudson Plaza Signage Project# 211654
MILLER
_ CONSULTING Location 12950 SW Pacific Hwy,Tigard, OR
ENGINEERS
Client Ramsay Signs
9600 SW Oak St#400 I 503.246.1250 GSD 11/29/.021 4 of 5
Portland,OR 97223 I miller-se.com By Ck'd Date Page
DESIGN LOADS
THE FOLLOWING ARE THE DESIGN REQUIREMENTS:
STRUCTURAL DESIGN CRITERIA
RISK CATEGORY II
WIND DESIGN DATA
BASIC WIND SPEED(3 SEC GUST) 96 MPH
EXPOSURE C
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
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
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.
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✓OSEPH MPs
EXPIRES:12-31-2022
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 I 503.246.1250 GSD (..Jr` 11/29/2021 5 of 5
Portland,OR 97223 miller-se.com By Ck'd. Date Page