Plans (9) s
i.
RECEIVED
MILLER AUG 4 2016
CONSULTING CITY OF TIGARD
ENGINEERS BUILDING DIVISION
STRUCTURAL CALCULATIONS
ESP Properties Pylon Sign
14050 SW Pacific Highway, Tigard, Oregon
Hannah Sign Systems
July 25, 2016
Project No. 160924
3 pages CITY o Principal Checked: ilAil
F TIGARD _
REVIEWED FOR CODE COMPLIANCE
Approved:
OTC: • [
Permit#: T ®O s r 3
Address: r �,, 'UW PR F
Suite#: 1 _ I NOF ss%
7252:
By: , NM Date: re &, PE
7.1, 4411". .N o
OFFICE COPY �Fs, 08 , �a�
JOSEPH MP
EXPIRES:12-31-2016
*** 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
4 is assumed by or is to be assigned to the engineer for items beyond that
shown on these sheets.
Engineering Practical,Diverse Structural Solutions Since 1978
9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412
Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com
Scope of work is for the design of the sign poles,base plates,anchors and the foundation.
LOADING:
DESIGN PER 2012 INTERNATIONAL BUILDING CODE(IBC)
WIND: ASCE7-10 120 MPH,EXP I B
(3 second gust) MAXIMUM HEIGHT,h= 16.58 ft
K1= 0.00 (ASCE 7-10 Figure 26.8-1) Gust Factor,G= 0.85
1 K2= 1.00 ': (ASCE 7-10 Figure 26.8-1) F=qz*G*Cl*0.6:(allowable)
K3= 1,00;:;: (ASCE 7-10 Figure 26.8-1) Kz qz F(psf) h
- Kzt= 1.00 `(ASCE Eqn.26.8-1) 0.57 17.86 = 16.0 0-15 ft
Kd= 0:85'' (ASCE 7-10 Table 26.64) 0.59 18.36 = 16.4 15-17 ft
Cf= 1.75 (ASCE 7-10 Figure 29.4-1)
s= 8.08 ft 6'-01/2'
I I
B= 8.04 ft s/h= 0.49
0.2B= 1.61 ft B/s= 0.99
x= 9.00 ft(c-c dist.btwn.poles)
Fl= 68% of load to single pole due to 20%wind offset - -
FORCES:
Width Height to Height to Area Wind load Force Height to Moment
bottom(ft) top(ft) (sq.ft.) (psf) (lbs) center(ft) (ft-lb)
8.04 15.08 16.58 12.06 16.4 198 15.83 3135
9.38 15.00 15.08 0.78 16.4 13 15.04 196 m
9.38 8.50 15.00 60.94 16.0 973 11.75 11433
1.33 0.00 8.50 11.33 16.0 181 4.25 769
0.00 0.00 0.00 0.00 0.0 0 0.00 0
£= 1365 £= 15533
SIGN POLE: (Double Pole)
Try a HSS Pipe 8X8X3/16 sign pole Fy= 46000 psi
Z= 15.70 in' Mc= 36038 ft-lb .
M= 10562 ft-lb=15533*0.68 36038>10562 OK
Use the HSS 8X8X3/16 sign pole
HSS 8X8X3/16, TIP.
2500 PSI CONCRETE
*==* FOOTING, TYP. _
FOUNDATION CHECK: ��^p�p 9 pT`
Mnet= 4.602 k-ft Applied moment from sign minus M,as. A' ?� 2Ap 9,
P= 0.928 k Applied lateral force .
h(ettective)= 4.96 ft distance from ground surface to P ';
q= 300 psf/ft allowable soil-brg,q=2(150)=300* a
Footing shape: Circular -- _ -
b= 3.5 ft diameter •
L= 3.5 ft diameter is 3'-6"SQ. (OR DIA.) ( I 3'-s°
SO. (OR DIA.)al
b 3.50 ft diameter
d(estimated)= 4.00 ft ESTIMATED embedment,ft 4.00 for pressure
Unconstrained Condition volume of concrete= 1.4 yd
S_1= 400 psf q*d_est/3 footing wt= 5.8 k
A= 1.55 ft 2.34*P*1000/(S_1*b) sign wt= 0.40 k
d= 3.77 ft A/2*(1+(1+4.36*h/A)^.5) Total wt(DL)= 6.17 k
3.77<4'OK eccentricity of load to reaction(e)= 0.97 ft=5.96/6.17
maximum resistive moment available based on soil bearing,M res.= 5.96 ft-k
Use 3'-6"diameter x 4'-0"deep (or square)
2500 psi concrete footing at each pole
9570 SW Barbur Blvd Project Name ESP Properties Pylon Sign Project# 160924
41,4 Suite One Hundred
Portland,OR 97219
11111 Location 14050 SW Pacific Highway, Tigard, Oregon
Client Hannah Sign Systems
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM �o 7/25/16 1 of 3
www.miller-se.com By Ck'd Date Page
ENGINEERS
Base Weld:
Rectangular Weld
Vy= 928 lb
Mx= 10562 ft-lb
Torsion= 0 ft-lb
Utors,on= 0 lb
Weld size,w= 0.2500 in = 1/4 "weld
Effective Throat,E= 0.18 in =0.707*0.25"
Width,b1= 8 in Width of hss member
Depth,dl= 8` in Depth of hss member
Outer width of weld= 8.36 in =8"+(2*0.18")
Outer depth of weld= 8.36 in =8"+(2*0.18")
Atotal= 5.89 in2 =8.36*8.36-8*8
Ay= 2.88 in2
lx= 63.08 in°
Sx= 15.09 in3
Ax= 2.88 in2
ly= 63.93 in4
Sy= 15.29 in3
F= 21000 psi
Vey= 60480 lb =21000*2.88
Mcx= 26408 ft-lb =21000*15.09/12
Vcx= 60480 lb =21000*2.88
Mcy= 26758 ft-lb =21000*15.29/12
Capacity= 0.42 <1.00 OK
Use 0.25"fillet weld
Base Plate Check:
M= 10562 ft-lb
No.of tension bolts= 2
dist.btwn.bolts= 12 in
T= 5281 lb per bolt=10562/(12"/12)/(2 bolts)
arm= 3 in
t= 0.75 in
b= 7 in
Moment= 15843 in-lb=5281"3
Z= 0.98 in^3=0.75^2*7/4
Mc= 21126 in-lb
15843 <21126 OK
Use 0.75"thick plate
9570 SW Barbur Blvd Project Name ESP Properties Pylon Sign Project# 160924
Suite One Hundred
Portland,OR 97219
Location 14050 SW Pacific Highway, Tigard, Oregon
Client Hannah Sign Systems
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM ��w 7/25/16 2 of 3
www.miller-se.com By Ck'd Date Page
ENGINEERS
141L.T"1 M1LT1
www.hilti-us Profis Anchor 2.6.5 www.hilti.us Profis Anchor 2.6.5
Company: Page: 1 Company: Page: 2
Specifier: Project: Specifier: Project:
Address: Sub-Project I Pos.No.: Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 7/24/2016 Phone I Fax: I Date: 7/24/2016
E-Mail: E-Mail:
SpecIfier's comments: 2 Proof I Utilization(Governing Cases)
Design va •s[lb] Utilization
1 Input data Loading Proof Loa. Capacity IalII,("I Status
Tension strength •• 5 14529 56/- OK
Anchor type and diameter: Heavy Square Head ASTM F 1554 GR.38 3/
Shear Steel failure(with lever arm) 371 791 -/47 OK
Effective embedment depth: he=24.000 in.
Material: ASTM F 1554 Loading ,.a Ito { Utilizatioii 0,v[%] Status
Proof: Design method ACI 318-081 CIP Combined tension and shear loads 0.552 0.470 5/3 66 OK
Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;ea=1.501'..;t=0.500 in.
Hilti Grout:CB-G EG,epoxy,f,,a,,,,=14939 psi 3 Warnings
Anchor plate: Ix x Ir x t=15.000 in.x 15.000 in.x 0.500 in.;(Recommended plate thickness:not .. lated
Profile: Square HSS(AISC);(L x W x T)=8.000 in.x 8.000 in.x 0.188 in. •Please consider all details an. Ints/warnings given in the detailed report)
Base material: cracked concrete,2500,f,'=2500 psi;h=36.000 in. Fastening meets the design criteria!
Reinforcement: tension:condition A,shear:condition A;anchor reinforcement:tension,shear
edge reinforcement>No.4 bar with stirrups 4 Remar ., our Cooperation Duties
Seismic loads(cat.C,D,E,or F) no •Any d all Information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
Geometry[In.]&Loading[lb,in.lb] 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
�:' •-.la you put in.Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be
pu .y you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
with re..•to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an
aid to interp- norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a -:cific application.
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the regular backup of pro.- s 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 funs •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 man.. updates via the HIM Website.Hilti will not be liable for consequences,such as the recovery of lost or
G damaged data or programs,arising fr.•a culpable breach of duty by you.
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Input data and recuts must be checked for agreement eIN the existing condilions and for plausibayl Input data and resuha must be checked for agreement with the existing conditions and for plausb9,yi
PRGFIS Antler(c)2003-2009 Hill AG.FL-9494 Schaan N00 15 a registered Trademark or HMI AS.Schaan PROFIS Anchor I c)2003-2009 I-0111AG,FL-9494 Schean Hai is a regurared Trademark of Hilo AG,Sclaen
8'-0 1/2"
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bo NOTES:
1. SCOPE OF WORK IS FOR THE JOSEPH MP'
DESIGN OF THE POLES, BASE
PLATES, ANCHORS AND FOOTINGS.
2. SEE STRUCTURALNNOTES.G ES FOR EXPIRES:12-31-2016
I.
HSS 8X8X3/16, TYP.
TYP
.(.42—
\;)/
N 2500 PSI CONCRETE
FOOTING, TYP. 1'-0"
8 \ moi '"i\\ P\` pw� �-
V ; 4 .I \ ''\i�� �O\ ‘�� °I n Ja '' 0 ® /—k,,,,,,,-
/4 THICCKK BASE
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Li., " 3/4" DIA. HDB BOLT, TYP.
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d
3'-6" SQ. (OR DIA.) 3'-6"SQ. (OR DIA.)
OSIGN ELEVATION ®BASE PLATE DETAIL
1/2.._1._0" 1 1/2..=1._0,.
9570 SW Barbur Blvd Project Name ESP Properties Pylon Sign Project# 160924
Suite One Hundred
- 0 Portland,OR 97219
Location 14050 SW Pacific Highway, Tigard, Oregon
Client Hannah Sign Systems
MILLER
Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJ M ') 7/25/16 Si of 4
WWW.miIler-se.co m By Ckd Date Page
ENGINEERS
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
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.
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.
SPECIAL INSPECTION OF WELDS AND POST INSTALLED ANCHORS ARE TO BE PROVIDED BY A SPECIAL INSPECTION
AGENCY AS REQUIRED BY THE BUILDING OFFICIAL FOR ELEMENTS OF THE PROJECT THAT DO NOT MEET THE
APPROVAL OF CONSTRUCTION OF A MINOR NATURE OR AS WARRANTED BY CONDITIONS IN THE JURISDICTION
(SECTION 1704.2, EXCEPTION 1).
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 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE
2012 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE.
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✓OSEPH MP
EXPIRES:12-31-2016
9570 SW Barbur Blvd Project Name ESP Properties Pylon Sign Project# 160924
Suite One Hundred
•
0 Portland,OR 97219
Location 14050 SW Pacific Highway, Tigard, Oregon
MILLER Client Hannah Sign Systems
Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM -`AJ 7/25/16 S2 of 4
vonwmiller-se.com By Ck d Date Page
ENGINEERS
I t ,
DESIGN LOADS
THE FOLLOWING ARE THE DESIGN REQUIREMENTS:
STRUCTURAL DESIGN CRITERIA
RISK CATEGORY II
WIND DESIGN DATA
BASIC WIND SPEED(3 SEC GUST) 120 MPH
EXPOSURE B
FOOTINGS
FOUNDATION CRITERIA
CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY 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 MATERIALS, ASTM D698 (STANDARD PROCTOR),
OR ASTM D1557 (MODIFIED PROCTOR). THE COMPACTION 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 APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL BEARING PRESSURE
1500 POUNDS PER SQUARE FOOT(PSF).
CONCRETE
CONCRETE
MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE
INSTITUTE, ACI 318 AND IBC CHAPTER 19. CONCRETE SHALL BE 2500 POUNDS PER SQUARE INCH (PSI) MINIMUM AT
28 DAYS.
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s IJOSEPH ,--
EXPIRES:12-31-2016
9570 SW Barbur Blvd Project Name ESP Properties Pylon Sign
Suite One Hundred Project# 160924
0 Portland,OR 97219
Location 14050 SW Pacific Highway, Tigard, Oregon
MILLER Client Hannah Sign Systems
Phone 503.246.1250
CONSULTING Fax 503.246.1395j ,l Page
S3of4
www.miller-se.com By CSM Ck'd Date
ENGINEERS
! 1 .
STRUCTURAL STEEL
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
STAINLESS 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 TYPE 304 STAINLESS STEEL 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.
ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.1 USING E70XX ELECTRODES. WELD
LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL
CONSTRUCTION (AISC). WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS FOR WELD TYPES
SPECIFIED. 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
DRAWINGS.ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED.
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EXPIRES:12-31-2016
9570 SW Barbur Blvd Project Name ESP Properties Pylon Sign Project# 160924
Suite One Hundred
0 Portland,OR 97219
_ Location 14050 SW Pacific Highway, Tigard, Oregon
MILLER Client Hannah Sign Systems
Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJ Ml 7/25/16 S4 of 4
www.miller-se.com By Ck'd Date Page
ENGINEERS