Specifications . Zv? 2O22 -Ooall
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Scope of work is for the design of the sign pole,splices and the foundation. • • CO •• • So -Q • • • •
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LOADING: • • • • • •.i._ • ••
4 Code ASCE7-16
Vv.= 97 mph(3 second gust) F=gz•G•C110.6:(allowable)
Exposure= B Kz .z F(•sf) h • • •• •••
Overall Height,h= 20.00 ft 0.57 11.87 10.5 0-15ft •• •• • + • • • •
Cabinet Area= 70 0' 0.62 12.69 11.4 15-20ft • •• • I.
• ••• •
t •
Est.Cabinet wt.= 15 psf ; •• •
bi
Est.Pylon Mass= 1050 lb =70'15psf ••�'I✓ ••
Center of mass= 15.63 ft(cabinet)
I,pole= 68 in la'sct14o1 CO
Roark's Table 16.1,Case 3c
Nat.freq.,nt= 2.60 >1.0,consider 401ngidRECEIVED .;. .;. . . .. ..
Gf= 0.85 • •• ••
Kzt= 1.00 (Ego.26.0-1) • • ••• ••• "• • •
• • • • • • i,
Kd• 0.85 (Table 261)0-
Cf= 1.77 (Figure 2B.3-1J NOV 1 0 ` • ••• • • •
ar • •
s= 8.75 ft s/h= 0.44 O
02 e= 8.00 n(cedaa sexro windload) CITY OF TIGARD I 6" DIA.
offsetx= 0.00 ft(ho dist.bcabinMs) BUILDING DIVISION o SCH. 40
x= 0.00 ft(o-adist.bkn.poles) PIPE
Fl= 100% %bad to pole
Splice.
S P E
FORCES: location:1 11 25 Ift
SPLICE
VNdth Height to Heigh to Area Wind load'(psf) Force Height to Moment(ft-Ht.(tt) Moment
bottom(0) top(ft) (sq.ft.) (lb) center(II) lb) (ft-lb) DETAIL
8.00 15.00 20.00 40.0 11.4 456 17.50 7980 8.25 2850
8.00 11.25 15.00 30.0 10.5 315 13.13 4134 1.88 591 s 8"
0.72 0.00 11.25 8.1 0.0 0 0.0 1910 ,., � DIA.
0.00 3.0 0.0 0 0.00 a `.' iI _.l:
0.00 0.0 0.0 0 0.00 0 i' � I SCH. 40
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0 ®/V 11 4 fi PIPE
0.00 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0
olio 0.0 0.0 0 0.00 0
0.00 0.0 0.0 0 0.00 0 _
I 0.00 0.0 0.0 0 0.00 0 "-I
L= 805 5 -'�
. 12305 3441 t II
'Cf adjusted at pole sections at base at Upper
splice - "
SIGN POLE: Double Staged 0
Base Post I "
Fy= 35000 psi T= 1288 fl-lb =80511.6') SIGN POLE PER CO -
zx= 20.80 •in Tc= 34224 fldb ELEVATION, TYP. ..
Zy= 20.80 ins 0.04<0.2 torsion can be neglected 1/2" H TYP 1
Mx= 12305 ft-lb
-
Mot= 36327 ft-lb =35000'20.8/12/1.67 TYP- II 1/2" COLLAR 1 ----,
12305 <36327 OK,34% PLATE, TYP.
My= 0 ft-lb
)dry= 36327 ft-lb =35000'20.8/12/1.67 ,p TYP. 3 -�
Use a PIPE 8"SCHae sign pole j DIA.
Upper Post
ZxFy= 0 psi o= , 4 ft-lb =771'(1.8] // SIGN -L E V A T 0�
Zx= 10.60 ins To= 17400 ft-lb 1/4 TYP. /
Zy= 10.80 is, 0.07<02 torsion can be neglected IL__ __
Mx= 3441ft-Ito \ /
Moo= 1851513 ft-Ito =35000'10.6/12/1.67 ,fie 10c
3441 <18513 OK,19% 0"O.C.
My= 0 ft-lb1/2" RING Mcy= 18513 ft-lb =35000'10.6/12/1.67 n T PLATE, TYP �' ROFF�,
Use a PIPE 6"SCH40 sign pale I SPLICE DETAIL
c'\PPa p
FOUNDATION CHECK: - J N.T.S. G I N .O
Son Depth 1.00 ft(to ignore) Lr�� � f�
Mn t= Uli
0.805 k� -(12305)'100%/1000-3.6711-k'e(0.805k'1') cc's`./ `` 725 5PE /1
N./c.c.)= 11.73 i ft
q= 150 psf/ft assumed lateral soil-brg.
q'= 300 psfft =150'2(allowable big.with//2"movement) . ' I,• ON O
Footing shape:Circular O
b= 3.00 ft diameter R' Q
3.00 ft diameter • , , �'Y 08 , ��P
b'= 3.00 ft diameter ✓OSEPH���d t•m„„„4l= 5.00 ft Estimated embedment
Unconstrained Condition volume of concrete= 1.3 yd EXPIRES:12-31-2022
s_1= 500 psf q'd_est/3 fooling w4= 5.3 k
A= 1.26 ft 2.34•P•1000/(S l'b) est,sign wl.= 1.56 k(with poles)
d= 4.68 fl N2'(1+(1t4.36'h/A)..5) Total wd(DI)'0.6= 4.12 k
4.68<5'OK eccentricity of load to reaction(e)= 0.89 ft=3.67/4.12
maximum resistive moment available based on soil bearing,M„,= 3.67 ft-k
Use 3'.0"diameter x 6'.0"deep
concrete footing Single Continuous Footint1
allProject Name After 5 LLC Pylon Sign Project# 221219
MILLER_ ENGINGINEEEERSRS Location 12995 SW Pacific Highway, Tigard OR
EN
Client Meyer Sign Company of Oregon
9600 SW Oak St#400 503.246.1250 p�� 8/12/2022 1 of 3
Portland,OR 97223 miller-se.com By GSD Ck'd (..lr1 Date Page
„ ,, , ,• ,• , , , , •, •
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:c I-RACTDR 'SIciALLMEQLIEST
INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNIND THr'PROJtCT.THEA$$ENGJ OF
SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED ANJx fAfQIJ,IARUP NIMSELINVIjy.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 SrRUCTURe LINCEIS:OZ'HtRWISE
SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION 3DR (:JN$tQUMYOQI'LOQD$. 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. 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.
GINS 4.
444
-725 5PE
100 V. o ON ti
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' RY 0a rypP
✓OSEPH M”
EXPIRES:12-31-2022
it
Project NameAfter 5 LLC Pylon Sign Project# 221219
MILLER
_ ENGINELERS Location 12995 SW Pacific Highway, Tigard OR
NSUIG E
Client Meyer Sign Company of Oregon
9600 SW Oak Sc P400 503.246.1250 /'`�y 8/12/2022 2 of 3
Portland,OR 97223 miner-se.com By GSD Ck'd H/� ` Date Page
• • • . • . •
DESIGN LOADS • •• �� t ;� •• • •� ' • •
•
THE FOLLOWING ARE THE DESIGN REQUIREMENTS: : �4 �6 � tv - /0 ' .•
STRUCTURAL DESIGN CRITERIA - 4' 725 5PE 4 fili
RISK CATEGORY II •: , •: A ': :'• •'•
WIND DESIGN DATA �'. � "1 ! 1. O~ ::• •••
BASIC WIND SPEED(3 SEC GUST) 98 MPH j Ea ow, 4- "' "'
EXPOSURE B ✓OSEPH\t`l
FOOTINGS •• •
:EXPIQES231t0 2• : : :
FOUNDATION CRITERIA : •
CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE AIQY INAGESSAF:' CCIRI:ECI?JNS 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
MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE
INSTITUTE, ACI 318 AND IBC CHAPTER 19. CONCRETE SHALL BE 3,000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT
28 DAYS. DESIGNED FOR 2,500 PSI, NO SPECIAL INSPECTION IS REQUIRED.
ALL CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR CHLORIDES. WHERE NEW CONCRETE IS
PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED
TO A MINIMUM 1/4" AMPLITUDE PER ACI 318 11.6.9. SET ALL ANCHOR BOLTS AND DOWELS BEFORE POURING
CONCRETE.
REINFORCING STEEL
ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706 GRADE 60.ALL REINFORCING STEEL
TO BE WELDED SHALL BE ASTM A706.ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
UNLESS NOTED OTHERWISE, SET MAIN REINFORCING STEEL 3" FROM EARTH AND 2"FROM FORMED SURFACES. BAR
LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS.
USE MINIMUM 30" LAP FOR#4 BAR AND SMALLER UNLESS NOTED OTHERWISE (UNO). USE MINIMUM 36" LAP FOR #5
BAR UNO.
ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED METAL
CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1, AND SHALL BE 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.
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.
Project Name After 5 LLC Pylon Sign Project# 221219
-t MILLER
CONSULTING 12995 SW Pacific Highway, Tigard OR
ENGINEERS Location
Client Meyer Sign Company of Oregon
9600 SW Oak St 11400 503.246.1250 8/12
Portland,OR 97223 miler-se.com By GSD Ck'd Date �2D22 Page 3 of 3