Plans RECEIVED
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i FOUNDATION DETAIL
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?J�p:RES. 12-31-20151
. 2.7: SW.e-:-= ?.ti,, Foundation for Sculpture _ "50585
. S- o.ocCt Name P•oiec• j
9040 SW Burnham Street. Tigard. Oregon
.2'.. ,. 272.3.".2 Location
MILLER Clint Hudson Plaza LLC
°Ns-="\= (503)246-1250 MC 7/14/15 of t}
=_vG,ve_as Fax: 245-1395 By Ck'c .f Date Page 51
SCOPE OF WORK
.
SCOPE OF WORK IS FOR THE DESIGN OF THE SCUL U'RE ANCHORAGE AND THE FOUNDATION
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 SUPPRESSION, ELECTRICAL.MECHANICAL.
LAND USE, SITE PLANNING. EROSION CONTROL FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND
• ARE PROVIDED BY OTHERS.
BUILDING CODE
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2012
INTERNATIONAL BUILDING CODE(IBC).INCLUDING ALL REFERENCE STANDARDS.UNLESS NOTED OTHERWISE.
SPECIAL INSPECTION
SPECIAL INSPECTION IS REQUIRED ON EPDXY ANCHORS. IN ACCORDANCE WITH IBC SECTION 1704. THE CONTRACTOR SHALL PROVIDE
SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL INSPECTION. IT IS THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL
INSPECTION AND TESTING BY A QUALIFIED THIRD PARTY.SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER.
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. =--_ V..---.-. r Foundation for S�r:i ,'.�t.+rrP � ... 150686
7();91C: \aMe �a ec 1!
- ; 9040 SW Burnham Street. T card. Oregon
M I L LNik Hudson P'aza LLC
::7";- " (533)216--250 MC �� 7/14/15 C y
♦ C'\__=S '2x: 2LS--325 By CK'd �V'� Date Pece Ss
DESIGN LOADS
THE FOLLOWING ARE THE DESIGN REQU:REMENTS: .
STRUCTURAL DESIGN CRITERIA
RISK CATEGORY II
( -
WIND DESIGN DATA
- BASIC WIND SPEED(3 SEC GUST) 120 MPH
EXPOSURE B
WIND PRESSURE F=25.8 PSF
SEISMIC DESIGN DATA
IMPORTANCE FACTOR Is= 1.0
SPECTRAL RESPONSE ACCELERATIONS Ss=0.97 S.=0.42
SITE CLASS D
SPECTRAL RESPONSE COEFFICIENTS Sz.s=0.72.S_.=0.44
SEISMIC DESIGN CATEGORY D
DESIGN BASE SHEAR • 0.3 KIPS
SEISMIC RESPONSE COEFFICIENT OMEGA=1.75:R=3.0
ANALYSIS PROCEDURE USED ASCE 7-10 NONBUILDING STRUCTURE
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 D598 (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 2500 POUNDS PER SQUARE INCH(PSI)MINIMUM AT 28 DAYS. ALL CONCRETE SHALL HAVE A MAXIMUM W/C RATIO=
0.45. EXCEPT FOOTINGS SHALL BE A MAXIMUM OF 0.50.ALL EXTERIOR CONCRETE SLABS SHALL HAVE 5%4./4%AIR ENTRAINMENT.ALL
CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR CHLORIDES.
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_ ..e-_. _ ::72"2-=4-2 ; oca'�c� 9040 SW Burnham Street. Tigard. Oregon
MIL L ER C;,..,- Hudson P!az2 LLC
::''\5-:- 's- 1:03126-"25fl
\ . c =ax: 246-"396 By MC C<'d ' J De1e 7/14/15 pace 53 of Li
SLEEVES. OPENINGS. CONDUIT. AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE REVIEWED BY
THE STRUCTURAL ENGINEER BEFORE PACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE
DIMENSION THEN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON
CENTER,
REINFORCING STEEL
ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A6-.5 OR A706 GRADE 60.
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 t.tt BAR AND SMALLER UNLESS NOTED OTHERWISE(UNO).
ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS.PLASTIC CHAIRS OR APPROVED METAL CHAIRS.
AS SPECIFIED BY THE CRS! MANUAL OF STANDARD PRACTICE. MSP-1, AND SHALL BE SECURELY TIED IN PLACE WITH x16 ANNEALED
IRON WIRE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE'ACI MANUAL OF STANDARD PRACTICE FOR DETAILING
REINFORCED CONCRETE STRUCTURES."ACI 315.
CONCRETE ANCHORS
ALL CAST IN PLACE ANCHOR BOLTS SHALL BE SECURELY TIED IN THEIR FINAL POSITION PRIOR TO PLACING CONCRETE (WET-SETTING
OF ANCHOR BOLTS IS NOT PERMITTED).
POST INSTALLED CONCRETE ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED OTHERWISE:
ADHESIVE ANCHORS: HILTI HIT-HY 200
ALL POST INSTALLED CONCRETE ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTALLATION
CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT.
NON-SHRINK GROUT
ALL NON-SHRINK GROUT SHALL BE NON-METALLIC GROUT CONFORMING TO ASTM C1107. AND SHALL HAVE A SPECIFIED MINIMUM
COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI.PRE-GROUTING OF BASE PLATES IS NOT PERMITTED.
•
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EXP! .' 12-31-20451
Foundation for SCu,p`.ure 150686
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:772-3-54'2
V 9040 SW Bumhar'. S`eet. T(C2.'C. Oregon
Vi I L L E - Hudson Plaza LLC
Cie
MC J 7/14/15 , of
`2X: Zt�_'395 • By C<'d Pa2e
MILLER
STRUCTURAL CALCULATIONS
Foundation for Sculpture
9040 SW Burnham Street, Tigard, Oregon
Hudson Plaza LLC
July 14, 2015
Project No. 150686
9 pages
Principal Checked: ./V"
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I EX= RES. 12-31-2001
*** 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
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
Building Code: 2C-A OOegon S ctra'S`ecla ty Cade
Soils Report No Soils Report by VA Dated: N/A
Soil Bearing: r5^0 RS= Retaining Wa!Is: \c
Equivalent Fluid Pressure(active): 1/A - Passive bearing: 200 °C= Friction: VIA
Structural System:Corrrdonent Foundation for Statue
Vertical System: Other: Lateral Sys: Other::
Element I I 1 i
Load Type I
Basic Design Value(PSF) I
Loads: Load Type I I I
Value(PSF) I
Deflection Criteria : I
Lateral Design Parameters:
Wind Desion: ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH
Exposure S
aorta c-s = •.CC = 1.00 !s= 1.00 .= 1.00 Risk Cat: 0
('Ce w.'wind` 'se s•••:c) (Snow) (ice)
Seismic Design CSCS-Provi ere outt)ut
S,a 2.97:; S.. 4 :'799 S..a ..7:94
Se smic design pa lm eters are based o^Published s,a 2.422; s.,= 2.S56 9 S.,= eeet e ,
values from the USGS web site. .••-•re�e^e--e...r SS s-s 5:Weft'Nave...e re-,'once•m+.o-•yi°s^c(.=-lr;ese`re
,r.--..•a7[a-e_-.0,^e7o•w-ev a•era-e•-.u.-•r^b•20^7,•arse.Owe*-ex"S:^e aeVee•io-re
Wee en•2NY rp.mr Y.•'e••q:pee•..rex!e.,,t-^'
User-Specified Input
auit6..q Cole Re•ere'a Decu.wee.t 22:2:•••••-v..ra'9tree"9 Code VICE.Response Spectrum Design Rrspa+se Spectrum
Sib,Ceemenaees 45427!9•.4,:22.77::3•w arl -u-f
siteso:t Van:M OW See Cant-'Stn Sae' E ,x-I!
Risk Csteipav :in= an: _.
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Design Summary:
The following engineering is limited to the foundation and concrete anchorage of a steel 4a^ed sculpture. he sculpture information and base plate Pattern were provided
by our client see attached sheet marked For Reference Only'.The sculpture and base oats are des'cned by others.
at sw sr!.:rye. a•oer Name: Foundation for Sc:'oture p e 150686
• > =0.-A,-d.oe 972.9 Location: 90'0 SW Burnham Street.7ca-d.Oregon
=? C'ie^t.• 'Hudson F'aza LLC
(503)245 1250
FAX:246-1395 �✓^- .
- - BY: MC C<'� J) Date: 0114/15 mace 1 of 9
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LOADING:
DESIGN PER 2012 INTERNATIONAL BUILDING CODE (IBC)
WIND: ASCE7-10 120 MPH. EXPI B I MAXIMUM HEIGHT(h)= 8.00. ft
(3 second gust) GUST FACTOR(G)= 0.85 2
' K1 = 0.00 (ASCE 7-10 Figure 26.8-1)
, K2= 1.00 (ASCE 7-10 Figure 26.8-1) . F=qz*G*Cf"0.6:
K3= 1.00 (ASCE 7-10 Figure 26.8-1) Kz qz F(psf) h
Kzt= 1.00 (ASCE Eqn. 268-1) 0.57 17.85 = 15.5 0-8 ft
Kd= 0.85 (ASCE 7-10 Table 26.6-1)
Cf= 1.70 (ASCE 7-10 Figure 29.5)
s= 4.00 ft s/h= 0.50
B= 9.00 ft B/s= 2.25
0.2B=I 1.80 ft
FORCES: r i2 E.Cm oU L9 �
Width Height to Height to Area Wind load Force Height to , ment
bottom(ft) top(ft) (sq.ft.) (psf) (lbs) center(ft) (ft-ib)
9.00 8.00 8.00 0.0 15.49 0 8.00 0
9.00 4.00 8.00 36.0 15.49 557 5.00 3342
0.50 2.00 4.00 1.0 15.49 15.00 3.00 45
4.00 0.00 2.00 8.0 15.49 124 1.00 124 r
E= 696 E= 3511 > 9o,4g :. w'r-f) Cx Ns
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Pr
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M0- Jl**rA` = S:Si.a-pr
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= Saco'4' -PI-
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. 7:7 a Foundation for Sculpture 150686
rr 72'.. 7.v. D.oiect Name D-oject #•' 9040 SW Burnham Street Tigard. Oregon
Project
272 . 5� 2 Location
Hudson Plaza LLC
MILLER
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Specifier.'comottente, 2 Proof I Utilization(Governing Cases)
Design yaws phi UIOlaallon
1 Input data loading proof Load Capacity p 0 31 1-1pv 1x1 slates
tension l.onu°le Breakout Strength 1.343 4352 11K
Anchor typo and diameter: 110"(lead M!M P 1154 OR.14 Wt
® shot Conoblo edyn Lehi/opt h/0x21.s• 1291 2202 .111 010 tlmhadnnnl/neon net•d/Y4 h q0 '.) to"
Mammal. ASIMI 155.1
Loading pa p. S ulsu.elen pe,v(xl Slau11
Prat Unslgn•nnitooI AC1 310.11/CIO 100hlno,l tons,.and shoat loads 0.109 0541 513 50 1)K
Slam/oil urlehmion ••,•0 000 1n no stand-off).I•0.0001.,
An0h01 pl,lln 10 1,11.it 000 M.a 1r 000 in it 0 5001n.p70conNnondnJ plat°0,1010050'not calculated)
Pr,u0 no;nutria 3 Warnings
Bain•na1a.A_ u.mkal concrete.2500.I,'a 2500 ye,0 A 24.000 h, •Ploam confider dl'101 45 and hhl11w.0nhlys doom in Ow dn1alWJ,.2"011
llehidcn.nnm. Ia,•w.,..0,010a.u,sheaf condition 11, Fastening moots tho design criteria!
edge r°inrn,co,nonl•ate°01<Na.a bat
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canjllf.I with by tho user.AO Mimes contain./Moulin.aro avor:Mo Odom1,aa1 Iherolo,o 050 Synodic tests aro to ho co ducdd now to uo of
the relevant 11411 product the moults o11110 calculations carded out by numb,of Iho Softwa,o am based essentially on the.1.11.1 you pad on
Ihorerote,you ben the solo responsibility for the absence of bads.the compinlnnnss and the relevance of Ore data In ha put in by you
Moron,.,,you bear sole,osp0n•ibdily lot having Iho r°sulls of the calculation checked and domed by an.,yolk p.ulkletrly 0,111 regard 10
•may 6.1(12,uo 4 1 compliance with applicable name and pounds,polo/W min,)them for your spoci(k fac6ly. NV Sulhva 0101001 day as an alit to mlunuul mwn s
1 dal pounds willroul any puaranl0°as to too absnncb 01 bad",1110 cal,c0,u14 and lho rnl°vancn 01 010 1050114 Of ludabllly der a spa..fo:
,- nppllcallon.
I,4 •You must lake all necessary 00.1 reasoOM40 slops to p•0ron1 or bind d.l•nade causal by Iho Snllwaro.In padwular,yon nerd.u,aa(o t."11.0
O {( t 1 rmjWar hackle of programs and d.0.1 and,it apt/"•Ihln,carry out Ma updates of rho Snln"ann Oflo,.1 by 11411 on.1 regular hams If you to all ern
��il �U 5," /I (1,15 t .141 the AuloUpd.le fnnclkn ul!tin SWIw.uo,you must ammo that you are u11a)1110 clmunl,,ro111ms up-10-dam volition of the Sulhvatn h 0.0,11.../•1
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A Q / {r' by cnrying out.100001 updalas via the 11111 Wnbsdn,I 44t1 w1 not Mt name for cdro9mnrns,such of m.1 fa:ovary M Intl nr d•anagal.mt.1,0
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www.hlntus Prolls Anchor 2.5.1 www.lritd, Prole Anchor 2.5.)
Gnnyany
Comp... PAO*, 1 Company. Patio: _ 2
Somali Protecl. Wind tSr l•090•W Spnafor 1'r eel:
9WId•rujnnl l Poe.No: A.boil 01 WOwI INr I.0911.00
Phone l I'.rr. I Oohs: //1M2015 Dud*.mpcl I lbs.Nn
c-MaJ I'M• 1 Fan: Ord*. //1412015 l',51.1
spanner,comnsntso 2 Proof 1 Utilization(GovornlnUU Casos)
l input data 1 7, Design values Obi Wwiaanon
Al w-1, Ai Loading Proof Load Capacity •0pv(X) Stare.
Anchor type and dlameier: 141.11112N•HAS 8/Nl
Shoal Poll Strength 1745 2416 5d/ u0
l:rtacllvo enhodrnunl depth. b.,"•4/24 in(barn,,,•-N.) is 6hedr C,s,rcrere ndtm Colo ii In.We,luur v• 1;91 1;0; -!59 r IN
Malnrlal AMIM A 197 tya•e U/ V o ta Loading 11n IN S UIIIIaallon p.,(%) el.11r,,
EynInalho,Sohu:m•lry:•nl 1;914.31l/ Combined tension and shear lads 0 5.11 0.50/ S7 /e uM
Winn.]I Valid 1/1114 1 5 1.1/1/2016
1'roo1• Nasky.,molrod ACI 114-11/Chem
SIan.)ref installation oy•0400 ht.Ina starts anti.4:500 n Warnings
Anchor pule. I.I I,a t■11.1100 in.a 41.000 In a 0 50 wt,)tl000.n rrneded plain Ihicknoss,not calculated) I'IOasn consider;61 dolals and hinIsAeasning,Oran bt Ih0 dotn�lo)rofnnp
•nruae. rn„pool Fastonlng moots tho dosign critorial
11x50 rnalorl.l cracked conlrelo.2500,I,'•2500 psi;It•24 0001n.,Temp,ehortyonq:32132'F
in1GMn11•url h-kmnen dried Morin,sui.o.ttimtcondition Ihy 4 Roinarks;Your Cooporallon Dulles
Hainforcened tonslun cmet.lon n.Shoat condition U;00 supplemental earning rolnWrrco•noat pmsunt •Any and all Inform^Ikslt and data conlab,orl in Ilto Software concern solely ea use at Ile prudrels and nlu base'on Iho ing er s,knelt..,wl o
ow
ceps nvnGvcnrnnni£warn Of<No.4 bar cocunty regulation,In acimdanee Willi 1,111 le•Iunr:nl ern...ruin,nod npnranngr me,nhnr tort al,enl1y ll...11.ts,ON.Mal nwph rn silkily
complied with by Iho user,All Mures contained thereto dra.•mraq•1 hgures,and lhemrora use SpeuAC lulls are In MI ceudutled pew to wool
Geometry(ln.1 6 Loading[lb.flab) the relevant INN product The result,of the c•lcolallons earned Out by means of*to Software am based essentially on Iho data you pro h,
rhornfern you bear the solo amour',tbety for rho ahsoncn of errors,rho colnplolnnnss and en minvanr.n of Ma data to he pad In by yon.
Moenrer,you bear sole responslb4Iry for having the resr/lt of the calculation£.Pecked all cleated by an 01 pod,pdrlkWarly wan retard to
urnpibfrto with neer:able noon and pounds.orlon to uslo.)tlunn for your spaubc Trebly Ilrn Solemn,&onus n)1 1.1 h,oiler
and ernes without any only u put onions
^ P y gudr:Nnleo:11 In M0 ah5ontn of mmr1,en cU.rnclnbli and Iho rel£lvnnrn of Iha retrrlll or snnl.,hidy for a y,orrf;
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•You roust lake all recoil any and reasonable Copt,In proved on Wir M d.nn4gn cable!by Inn SOM... . In pant.,•l.n,you moll•••arNa for tins
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rogular backup of protf-uns and data:out If applicable.carry out rho u•latns of Iho Snflwaro offered by Illl,on a repent h.nls II yolks out 11,11
the Aulollpfate Iuncllon of Ilse Sullivan),you must unsure'hal you:0u using;Ifu,cinr^n1 and thus°plead a.°vaster of Pro Sollw,r•o In n.0 lr..nu
4� by carrying od manual uplalet vl4 Ihn IOU)Wnhsde. 11411 son not be labia for copse!ono es.sra:h a1 Ma rn..00nry M lust or•ranragel•rat.!ru
3prhams.mrseiy hen.a cwpable breach of duly by yaw.
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11.*sena I s/Net/an r.s se,rl.MN a•Aa.r s',arpree.(•Mawr&d an en.l,are nndlisOe.h•tt 111Vt Nara,AO,.1.1414 1[..,lnuU•. uuou,fr.lw.M all.An.1£w..• •-- .___._._. _.
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9ub4'rolod 1 Poe.Nn. Addret4.
I'h.lno 11:to. 1 IMO: I/11R015 Phone I fw.. I Utile.JM.I l Pnt NO (11.112015
C Mel I'A1ad Uoln:
Speed let's comments.: 2 Proof I Utilization(Governing Casos) _—____
Goalgn values(Ibl 1111114+I1oll
1 input data Loading Proof Load Capacity P'17;.151.) SINus
Anchor type and dlanlele,: IN*Ilead AS M I,1514 OR.711112 -- IonvoA Pullout Strength 44') 40(4 17K
hnecllvo embahnenl.Ieplh h.,•4/24 in
Shear Cortrrom oilye l.olur•1 in.hro..11nn.• /50
7224 ./24 0K
Mala1. AS 484 11 1554
Loading
P.rxd Unip,method AC1 310.11/CIP Canbinat tonsiM,noel shear mans 011d 0 P. 511 UIUU01112 Pte,{%1 Math.11K
51an.1 MI i nr.nl.nla, ,•0 000 in(nu,I.Nrl on l.0 500...
Anchor plata I,,1,•1•41 0001n a 4e 000 n 0 0 500 In,plocnnu.oalaf w•10 1004,000:non e.vculalodl
Porno no prole.
3 Warnings
Halo mammal utackal ce,luMU,2500.I,'.2500 Vv,11•24 000 of •Mango c0ns0Or at dola4l and htnls/n.vni,gs given.,lhs d0lnrlod repwil
nn4m,c.nn.ld. tension:condole.u.shear....00hurnlII, Fastening moots the design critorlal
edge rolnface.nonl:noon of t No.4 bar
Geometry 11n.1 A Loading(lb,It lot
4 Roinarks;Your Cooperation Dutlos
•Any and NI Inlo,m.dron 00.1410 codalno,0 the Soltwmo concern Solely MO.10 0111111 pnoiw.1,and.un bated on Iho pine 0.1.v,I.n•tile..anal
[ snowily rO5.daiklns In accooltn00 wall 1111,1 technical den.lthol.01•10per.Ib.2.F110.100,1 and asSmnily mtun..lirint,O1.; 111.1111111,1 hi/Silkily
compiled wish by the tone.All adorn,cnnlalnod Ihnrom am avorm30 lyures and illendmn us..p.cip.;I nls.u.le nn.:nnducro.l pru,r m u,.•l
Ills relevant 11411 product Iho tet141101100 c•alculaton,corned out by mean,of Iho S011walo no based O,tenllauy on the data you pol m
therefore,nn.l bop the solo rnaponvbdrty for Ill.absence of noon.the canpintnno„awl the nmvnnce ul Ow rbna In Oa pad In by y n.
Q M1mloover,yon bear Sole fespons.b ley IM hewing 11•0 reads,of the calculation checked awl dewed by an e.ped,pale4l oily with lny.wd t.7
.(_L compliance well appluaWO 00.101 014 pormd,,100010 usM.them For your.p.uhc factly. Iho S.1bv.ru town,only at an all 10.nt•wut•vnni
Q 12x2 .uxl puma.wdh art any guarantee a,10 Inn abtnnc0 of ones,1110 cMm..lcOl,011.11110 relnvar,.0,1111w/0,111 nr vnlaWly for a Spethlx:
.application.
1 I •ya,mind 1040 ad.000se.ny awl,na,Mma.,lop,0, rove.!Or teal d..n.I.a[.01,0.1 o um iollw..e In n
fi V I Y pa.Irr.d.Ir,you mud.l,Iy.o,for 11.1
slag/ /II\ regular backup of 0.N2r.un1 and data and,If.,,hu Caton,carry.al lhn update.of Ito,Sullw.ol ilttoted I,y 11111,10 4 n,ul I..Isle II you du.w1 010
'2� < / the AuluUwlale lua.11un ul the Software,you own(ensure Ih.O you aro olio]the wnnnl and Ihut up n dant vcrmon of WU 501tnu,n..ca.Ith al.
�.s• �� t V by cnrryin,1101 01.0,111.01 total..,vN the Hill Wobvm.11411 w41 not b,Rath.,fin cnntogancns,nod,a,Iho l..uyery of 1.1511.•alnay..t.Ia1.,..
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Ia011.•..rh.Irr1,00100.rwAn II NM0,0.•I.tu•n...„MIw 1,01.......dnwwl Sr..,. PpA vM,Wnwnnl.,nOlIli.H.1151NN.nl,w•••.4,,ino,e4 n,Nr..0l101 nr. - - .. - ..
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1 11001]OOf the AO,rl-5001 hNr ••y N Fr•aa•a.A W alp Mi 1.0.0
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= 1.2 kps .1411111/1 Concrete"ickness= 24 in
s.tc,, o`oet s.= '2 in
Conc etc wt= 100 De
• Sal w:= 0 pd
\M road inv 'nor n`ooing= 2.80 kips j
= S.00 kips •
V= 5.523
r 1►11 4II��"'
Case 2 e 1
'4417 7 oar
3.19 It
Added so'tiering due to a ce•&ity on DL in Direction 2 ( Lk 95 F 114:05-9 c `' •1 i`-v^
Sc !nanny= 1500 pf` 1.°�C•°
lnCease'or wind or earl'•euake= '.00
Voltone o`conCe'e'ooling= '.2 cu yds
A!!owab!e sO bearing= '500 psi>1417 OK
Use 411 x 4 t x 2 It dee:1ooting
To DL 720 It's
Base DL 480!bs
• M wind 4903'tbs
M DL(2-2) 720't-lbs
Wind load in Direction 2 n
D-0.5W !
•
v= 1.2 kips
Bot o n f Foo inc= 24 in _/
Depth 10 Bo1bn+O`PodinS= 12 n
Concrete w'= 100 pc' j
Soil w.= 0 od j Y%
Net load inc'eese from rooting= 4.80 kips
P= 5.00 kips
• V= 4.008 11 kips
e=M/p= 0.57 11
WCh(9): 4
Case 2 e
= 1193 asr
.r_= 0 ost
4.00
Added soi'beams^o due 10 eccentrity on DL in Direction 1 ti14?)("S i }rDpc) 501„
Soil bearin = 1500 psi ,j
'nceease'o•vend r ea•"+ouake= 1.00
Vo:un•e or co^ce'e'ooting= 1.2 CU yds
A°owa7e so':^ea^g= 1500 psi,'193 OK
Jse4'x4•x21ldeep`Doting 1
.co DL 720'Ps
Base DL 480:is
V wind 2928 1t.lbs
V1-1 DL= '080•!bs
Foundation for Sculpture 150585
= SW.7' s Br t.• v= Pro'ec Name Proiec,
9040 SW Burnham Street.Ti52 c. C.egon
372•2-5c•2 Locator
MILLER . Hudson Plaza LLC
Ce
_D\s�_-•\0 (533)245-'253 MC `�" 7/14/15 _ of 9
_-\= '3 E e s Fax: 246-7395 By Cz'(!C "w' Date Pace
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Foundation for Sculpture 150686
:72 SW 3z-.': 3' u
P•o;ect Marne Proiect .
• S' 9040 SW Burnham Street, Tigard.Oregon
z°=• =� 72"2-5v2 L ocatio'
V I L L E R Hudson Plaza LLC
C''ent
" (503)2L5-1250 MC 7114115 of 9
=_.c .=_:R s Fax: 246-1325 By Ck'd ‘A/■ Date Page
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\0 - leg* 4-"- + 2,_7 .3. f :mac' _ -533 2-"'r 4'
t%-kv'j .= C Jr.i Le ?cf- (.4)11-7-7)(2-') + iWI( )
+ -÷1,0 6Z'—c , ] = r-1'‘; = -91-.
5335=-'7 •
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r = -411 1 —'- .7 L4!R 3 _..-,
t.:IND L.0)9)S r•+ `J}rc/Ct.-T ..■ -
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( -2 = Lido C.Le);:.3)//{ = !pct=
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3a•._ 3'v. Foundation for Sculpture 150686
A r 57;5vr -.�. P•oect Name Project -Li
. t ,S.'*.e. 7.-e 9040 SW Burnham Street. Tigard. Oregon
c••.a-c. 972-a-5`•2 Location.
MILLER Hudson Plaza LLC
Client
c.vs..:--•Ns (503)215•725O MC .4i 7114/15 of9
N c•.e_a s Fax: 246-1395 By Cled Date
IL
•
•
SURL
IRON
Inc
503.914.9335
1803 N Killingsworth Street Portland,OR 97217
www.suriiron.com
Base Plate
47"x 0.25"round base plate
-yr Sculpture title 3/4"ID holes to receive 1/2 x 4"titer self threading conctrete anchors
C) Perch Holes are 46"and 18"on center from each other
;YJ
Dimensions Red lind indicates long dimension of sculpture
" 1 60"wide
96"tall
108"long
Base of"stem"roughly at 24" C\,
0 0 length of" stem"roughly 24" 1
r*
``g weight
1200 Ibs
roughly even between top and bottom
0
FOR REFERENCE ONLY