Report (29) r5UP)4 ? - C)0f7i
e' ao 5b.%) ,ki)--±rr
Scope of work is for the design of the sign pole and the foundation. .`$EO PROs eN
See following pages for structural notes. C.
rG t N E�"J/o
i 4, 7252 -E' di
LOADING:
WIND: ASCE7-10 120 MPH,EXP B MAXIMUM HEIGHT(h)= 7.50 ft Pr t•N o° O
(3 second gust) GUST FACTOR(G)= 0.85 `4�f ry
K1 = 0.00 (ASCE 7-10 Figure 26.8-1) ",.Cr�t' 0% .
���Q
K2= 1.00 (ASCE 7-10 Figure 26.8-1) F=qz*G*Cr0.6:(allowable) JOSEPH
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 = 13.2 0-8 ft EXPIRES:12-31-2018
Kd= 0.85 (ASCE 7-10 Table 26.6-1)
Cf= 1.45 (ASCE 7-10 Figure 29.4-1) 8,-0„
s= 7.50 ft s/h= 1.00
B= 8.00 ft B/s= 1.07
0.2*B= 1.60 ft(code offset,for wind load)
offset= 0.00 ft(horizontal cabinet offset)
FORCES: w/%5*H
Height to Height to Area Wind load Force Height to Moment 10 3" DIA.
Width bottom(ft) top(ft) (sq.ft.) (psf) (lbs) center(ft) (ft-lb) I SCH. 40
I- PIPE
I 8.00 I 0.00 7.50 60.0 13.2 791 4.13 3263
E= 791 E= 3263
SIGN POLE: (Single Pole)
Try a 3"SCH40 sign pole -
Z= 2.19 in3 T= 1266 ft-lb =791*(1.6'+0') I Milt 2,500 PSI
Fy= 35000 psi Tc= 3601 ft-lb 7--) CONCRETE
Mx= 3263 ft-lb 0.35 >0.2 comb.stresses req. FOOTING
My= 0 ft-lb
Mc= 3825 ift-Ib =35000*2.19/12/1.67 2'-6"
3825>3263 OK Comb.= 0.977 <1.00 OK SQ.
I Use a PIPE 3"SCH40 sign pole CSI GN E LE VA TI ON
NTS
FOUNDATION CHECK:
Mnet= 1.07 k-ft =(3263)/1000-2.19ft-k
P= 0.791 k Applied lateral force
h(effective)= 1.36 ft distance from ground surface to P
q= 300 psf/ft allowable soil-brg., q=2(150)=300*
Footing shape: Rectangular *Allowable w/1/2"movement at groundline
b= 2.5 ft (in the plane of the page)
L= 2.5 ft (into the page)
b'= 3.54 ft diagonal dimension of a 2.5'sq.footing
d(estimated)= 3.00 ft Estimated embedment
Unconstrained Condition volume of concrete= 0.7 yd
S_1 = 300 psf q*d_est/3 footing wt= 2.8 k
A= 1.74 ft 2.34*P*1000/(S_1*b) sign wt= 0.50 k
d= 2.7 ft A/2*(1+(1+4.36*h/A)^.5) Total wt(DL)= 3.31 k
2.70<3'OK eccentricity of load to reaction(e)= 0.66 ft=2.19/3.31
maximum resistive moment available based on soil bearing,Mes.= 2.19 ft-k
Use 2'-6"square x 3'-0"deep
2500 psi concrete footing
9570 SW Barbur Blvd Solutions Yes Monument Sign Project Name 9 Project# 170605
Suite One Hundred
- MPS Portland,OR 97219
MkLocation 8300 SW Hunzinker Street, Tigard, Oregon
MILLER Client Security Signs
Phone 503.246.1250
CONSULTING Fax 503.246.1395 SMH5/9/17 1 of 3
www.miller-se.com By Ck'd 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.
DESIGN LOADS
THE FOLLOWING ARE THE DESIGN REQUIREMENTS:
STRUCTURAL DESIGN CRITERIA ,`�ti PRO,e,n
RISK CATEGORYII \S ac, % N FF //
WIND DESIGN DATA ' 7252 E e
BASIC WIND SPEED(3 SEC GUST) 120 MPH
EXPOSURE B ^ • o
/ 11
o
9�lFS 44.
/r os ,
JOSEPH\
EXPIRES:12-31-2018
9570 SW Barbur Blvd Project Name Solutions Yes Monument Sign Project# 170605
Suite One Hundred
Portland,OR 97219
gla Location 8300 SW Hunzinker Street, Tigard, Oregon
MILLER Client Security Signs
Phone 503.246.1250
CONSULTING Fax 503.246.1395 SMH ( 5/9/17 2 of 3
www.miller-se.com By Ck'd Date Page
ENGINEERS
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 3000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT
28 DAYS. (DESIGNED FOR 2,500, NO SPECIAL INSPECTION REQUIRED)
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.
STRUCTURAL APPLICATIONS RETENTION OF 0.60 LBS PER CUBIC FOOT OF ACQ OR 0.31 LBS PER CUBIC FOOT OF CA-
B BASED ON AWPA USE CATEGORY STANDARD UC4B. FOR ABOVE GROUND, CONTINUOUSLY PROTECTED FROM
LIQUID WATER APPLICATIONS (SILL PLATE) RETENTION OF 0.25 LBS PER CUBIC FOOT OF ACQ OR 0.10 LBS PER
CUBIC FOOT OF CA-B OR 0.25 LBS PER CUBIC FOOT BASED ON AWPA USE CATEGORY STANDARDS UC1 UC2.
503) PROFF ,
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'4 7252 'E P e
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Fs"OSEN* ate
EXPIRES:12-31-2018
9570 SW Barbur Blvd Project Name Solutions Yes Monument Sign Project# 170605
' 04
Suite One Hundred
Portland,OR 97219
MkLocation 8300 SW Hunzinker Street, Tigard, Oregon
MILLER Client Security Signs
Phone 503.246.1250
CONSULTING Fax 503.246.1395 SMHOM 5/9/17 3 of 3
www.miller-se.com By Ck'd Date Page
ENGINEERS