The URL can be used to link to this page

Specifications ,Th _ ocous --v- \c-)(- 00001 OFFICt 0,.".t t. -0--' ,, su (3,c --‘\ ewe_ _ - ,-.. „?--- REGtivt D JAN 30 2019 CITY OF FIGARO COMPASS ONCOLOGY BUILDING DIVISION X PACKAGE 12123 SW 69th Ave(Bldg A) Tigard, OR STRUCTURAL CALCULATIONS VLMK Project Number:20180259.2 (organ 20 E Greenway Plaza,Ste 410 Houston, TX 77046 c,.;k_rT R: pper;)s; 4 10/19/18 G i Ne.4., /po, -4tiel:f 6 551:P .6-7 •Iumas 1, )-E e ,/ 0 7. ,p H 13 1 EXPIRES: 12/31/2018 IJI— , No October 19,2018 ENGINEERING + DESIGN Structural Calculations:Compass Oncology—X Package DC-1 Project: Compass Oncology—X Package Projed Number: 20180259.2 Projed Address: 12123 SW 69th Ave (Bldg A) Document: Structural Calculations for Tigard, OR Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-4 Structural Calculations C-1 thru C-32 Retaining Walls and Concrete Pads C-1 thru C-5 Enlarged Openings in Existing Building C-6 thru C-27 Canopy Extension C-28 thru C-34 Addition Weight and Seismic C-35 thru C-40 Addition Wall and Roof Reinforcing C-41 thru C-47 Addition Mat Slab Design C-48 thru C-69 Screen Wall C-70 Thru C-78 DESCRIPTION OF PROJECT This 'Compass Oncology—X Package' project consists of preparing structural drawings and associated calculations for the following items located at 12123 SW 69th Ave (Bldg A), Tigard, OR. i. New Cast-in-place concrete addition which is pile supported. ii. Site mechanical equipment concrete pad and screen walls. iii. PET trailer parking pad. iv. Enlarged openings in existing tilt building to access addition. v. Extension of the existing entry canopy. G*AD2018\2O180259\Calculatons\Structural\02 Site and Vault Phase\0180259.2 DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Compass Oncology—X Package DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pr 25 psf Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, I. 1 .0 Thermal Factor, Ct 1 .0 Snow Drift As Required Dead Loads New Cast-In-Place Addition(Roof and Walls)—Thickness Varies Normal Density Concrete 147 pcf New and Existing Canopy Roofing (new and future) 4.0 psf Metal Deck 2.2 psf Steel Framing 2.5 psf 5/8" Gypsum Board Ceiling 2.8 psf Mechanical and Electrical 2.0 psf Miscellaneous 1.5 psf Total Roof Load 15.0 psf Wall Weights 7 1/2" Concrete Tilt Panel (Existing) 94 psf Wind Ultimate Design Wind Speed, Veit 120 mph Nominal Design Wind Speed, Vasa 93 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCP; = +/-0.18 GNACAD2018\20180259\Calculations\StructurrA02 Site and Vault Phase\20180259.2 DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Compass Oncology—X Package DC-3 Seismic Location Latitude 45.494448 Longitude -122.675257.0 Seismic Importance Factor, Ie 1.0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.980 S, = 0.423 Site Class D (Assumed) Spectral Response Coefficients Sds = 0.724 Sd, = 0.445 Seismic Design Category D Basic Seismic force resisting system(s) Special Reinforced Concrete Shear Walls Design Base Shear (Vault) V = 350 kips Seismic Response Coefficient(s) Cs = 0.145 Response Modification Factor R = 5.0 Overstrength Factor S2o = 2.5 Deflection Amplification Factor Cd = 5.00 Analysis Procedure Used Equivalent Static G*AD2018\2018025?Calculations'Structurai\02 Site and Vault Phase\0180259.2 DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 v .vlmk.com 6/13/2018 Design Maps Summary Report USGS Design Maps Summary Report User-Specified Input DC-4 Report Title Compass Oncology TI Thu June 14,2018 00:59:48 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43241°N, 122.74784°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ,� l sloro •Portl an d Beaverton Gresha 10 Tigard,, • Lake Oswego 99 ' latin { O ee Sherwood dits 'Oregon City USGS-Provided Output SS = 0.980 g SMS = 1.086 g Sus = 0.724 g Si = 0.423 g SNI = 0.668 g SD1 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum I.i" 11f8i I f4 CI 11ff, ILS 4! 11.55 I a •,-11 1,.41 F 114: 8141 u.31 jr. II Ilfe{ 11.101 _ 81101 1 1131 ''4' nlar 11}91 Idol L31 1,4.1 1fe1 1441 :101 n1a1 1131 n,y1 ufsl 11}41 Ile1 L], I,Y1 Ifa1 Iys1 2.g Period,1 ISM) Period,T dsee) Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.43240614089203&longitude=-122.74783819044708&siteclass=3 i , 1 i 1 1 V L M K Project:Co,„„176,55 oric,s;4.e.„, Job#:"Z,f)teo-is-re,2_ By: pfri 9... Date: ckAg Sheet#:C-1 ENGINEERING•DESIGN I . e._ • _ •_„.._,........y...J...... i' .,4 iY,..,. i..;. .... :-... . • )1 I. : 424?-*0-40>wi' 41 441 ' :pe. ; • -.L.. 4. i i ... ''.........i.--4 ----I..' .., i -. ------ - :. W4,11 - ki''"1 11 i: 1; 171,1-4-,d fe ----4 + -,-- ---+-- ----------1-1-----t-----1-- . .;;;; it • ; ; 4 4-----4---; ------ -.:. • 1: 1 - t , + • : . . eie.1,..t .....,... , , : f ,tw..f.:, ,.. i : :) I, i! !, •. / • : a P . : , : : i • • I 4 : 1 ; ; . • I i i : ; I -L'l: i -. ; 4 t ' • • t , , 4- 4 1: 1' ` + : i. ittfnive_ Iret-tf.:;0.441, . -0.'i . is ,-- li.. .; ... , t ! - -t--i-- • +1_1 1,;:, , L.L. _,_, io....1.-;_im/4 ---r --; IT -I , : -i : „ : , 4)'• 4z: 4'H: -1-- i 1,---""7-, ' , ; , ; , i , , i 1- ; ; ; -;T-1,-- ; ; : : ; _ : i ' • 1-4-- l' 1 4 4 ' ' "" 4 -4-, • 1 1 r -,. 4 ; ' ,i ; -,. ; - ; -; ; t '.---------"*-4-÷""4-4-.--. 1 ....____.....„.. • c : ; : .1 i : ; In 1 ti'reat.! . : : _ i • ..- , - .. • . ; . ' ":" 4 e-1-3 ' -•- 41. 1 4 4 i: : • : : ' : 1 1 „ ! I ' ', ; ; : : 1 ; - , 4 . ''1*,11.11iiiid. -' lac 4 - 40-- rt.: 4. - .:- i .., ..- 4- 4- I : I . , . . • : i_... ,.,. .,. re t.,. ; lf-i4k,- 11 .'' t14' j. ' •' t;"•21ft $e(Wrillf. l'ifee i 1 ."."4 i . . : : ii ii,d.,,-el 1 411._i25!...p • ,, • ; : 4 ' ' 1 ati,e4' • c ls ),: _(#,111-.) ' +-1)....ek-o.'felY te5Ler-'hj4:( 16::‘;'-o-12:44 t•44.4 i .4...4. , -1,- It t- - i .; r -i -:-- .,- : 1 ; , : , • , ,- ,,i,H• ,.. i i • , •:- : i- i + : i , i - 4- 1 ! ; . 4. . I .. . ,;ec,i,,,, ,(4.04 ,,refeti,, t.i.? t ,;,--1' ,4--i "r6tr Iiip..4.. , ule5 b, , k/Ors-r-- C.214-e- , 4 1 ' I. T • . . • ; ; : , I.'S 1- 1 ; / ' • i,,,....p24 ) ,..1 ! :, II , , 1, ; • 11 i • 1 _.1, . ' ' ell _Lrid-4:,,,, ,,' : ' i r4,1 mot).e..,1. i,ttf...t ' 1 'I r7f; 0271 n.g4A1- 1.— pm.4•.;_1„,14.:,' ..".,._, ,. ._ .1 .i. . rali4tki,„.] ! , , i- : • "t k -1 i' .' .; j'.. --------------------------------------------------- ----- - ----------------------------------------- ------------------------------ -- - ------------------------------- -- -- - - --------------------------------------------------I---:----7.------ [1- i,- i , - i 4 4 4 1 4 4 f . ft .; ; ! --.-- • I• C-i..- ' ' ' 1 ' 'C CI : !C ' the-1014 14'; . . ..i.v.,, . 4 F'"7- • • - ' i + 4 1444.4 ' .1,s 14g111 1'...-. 4'4/ . (leg, .5. 8/4,4 k . 144444' (114- ) • 1 re . 40 _._ [ ,t 1 ; i 1 .4 4 ; 4 4 - 7 . 4 . -1, 1 ,- i : f ; i 4 4 : i• : : c)114;i •.4-ii.4:1-4.-J.-4-;1 1-- , • •' : /-; 4- • Ti . t .',. • ,i__ 4 - ti : : i _/, i -C\i/41-5 1 C,,te,-:: 4iir 10114';44 ) L--/: ', /46,irto -lat,f T o '.1t 0,4 , i. ' :. . 1-1-- .. ,- ...„ 1 f -4. rsts,t„.•-e_: ••10...,s,0„.., i . . . -, -,, g• 14 4 4 4 4 -4 i 1;..11€51.r.jr4 . „ ; ; 1 • . • 7 : : .4 • : 4- 7 f I ; . 4- . ,±'' _ 1 7-`7"-;-•-:----1-4-11...i... _ : I .f,- " •011,11411111=SC I 111:011=1111 CCOMniiiiiii 0iiii EOM iiiiiiiiiiiiiig ffgaiifai ii,:er' • ____ - ,- ' - .7--.....ge 11.t i 0 i 1..4e. ' i 1 • : 1.1•• ,,or,,.0,-; , . .....--... . •--.. . , : --- 4. . • 1 ' 't : ,I. .,. " i 1 7 1 : ' -.1 i- : ,- -;••4- : i i i : --. - '- ' -1- : ; 1 ,- e 1 '1 -I---- i-4 -- i , : ; i : - -1- : : ' ! • : : 5 4, I --: I ! ! ... 1 ! i 1 ' i 1 : ! I , . 1 ' ! 4 - 4 4 ▪ '•4 I- '1, ! ; i. ; : i ! + 4 i i 1 . ; . t i T • T t . . , 1. 1 ' ; 1 --- 1-' : , : .,. ---- ,„_ •--4 , , t t • , . , 41 i 1 ' 4 4 1- _ A-4 - 1 i - : - .7.1‘ ,11't. .....--- -1.--- ± : • I ---- : '10\1‘.............-, ; . : T -:- 4- : 1 : 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com _1 VV L M K Project: Compass Site Job#: 20180259.2 By: PMR Date: 9118 Sheet#: C-2 ENGINEERING•DESIGN 22 20psf (Strength-Level) 200 00 ' JV •vos^.arr �.•.1.1.11.f•. Pp= 375.00€ dc3�+ a 0 hJ rt t• 3933 SW Kelly Avenue Portland,OR 91239 tel:503.222.4453 fax:503.248.9263 www.vimk.com Use menu item Settings>Printing&Title Block Title Compass Onc Site(TCN) Page: C-3 to set these five lines of information Job#: Dsgnr: PMR Date: 19 SEP 2018 for your program. Description.... 20180259.2 This Wall in File:G:ACAD2018\20180259\Calculations\Structural\02 Site and Vault Phase\01 Ret Walls RetalnPro(c)1987-2018, Build 11.18.06.30 License:KW-06056924 Cantilevered Retaining Wall Code:IBC 2012,ACI 318-11,ACI 530-11 License To:VLMK CONSULTING ENGINEERS Criteria r _Soil Data I Retained Height = 3.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 6.25 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore - for passive pressure = 12.00 in Surcharge Loads r Lateral Load Applied to Stem 0 Adjacent Footing Load r Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 7.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 200.0 ...Height to Bottom = 6.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Strength Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 22.2 psf at Back of Wall Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I _Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftf ft= 0.00 Overturning = 3.74 OK Wall Material Above"Ht" = Concrete Sliding = 2.66 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,541 lbs Rebar Size = # 5 ...resultant ecc. = 4.98 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 1,243 psf OK Rebar Placed at = Center Design Data Soil Pressure©Heel = 209 psf OK fb/FB+fa/Fa = 0.312 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,740 psf Service Level lbs= ACI Factored @ Heel = 293 psf Strength Level lbs= 390.8 Footing Shear @ Toe = 1.1 psi OK Moment...Actual Footing Shear @ Heel = 0.6 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Level ft-#= 1,101.8 Sliding Calcs Moment Allowable = 3,531.0 Lateral Sliding Force = 437.6 lbs Shear Actual less 100%Passive Force= - 375.0 lbs Service Level psi= less 100%Friction Force = - 790.3 lbs Strength Level psi= 8.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Met(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 1 Use menu item Settings>Printing&Title Block Title Compass Onc Site(TCN) Page: C-4 to set these five lines of information Job#: Dsgnr: PMR Date: 19 SEP 2018 for your program. Description.... 20180259.2 This Wall in File:G:\ACAD2018\20180259\Calculations\Structural\02 Site and Vault Phase\01 Ret Walls RetainPro(c)1987-2018, Build 11.18.06.30 License:KW-06056924 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:VLMK CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0665 in2/ft (4/3)*As: 0.0887 in2/ft Min Stem T&S Reinf Area 1.776 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2067 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.42 ft Toe Hee Heel Width = 2.08 Factored Pressure = 1,740 293 psf Total Footing Width = 3.50 Mu':Upward = 1,550 490 ft-# Footing Thickness = 18.00 in Mu':Downward = 658 668 ft-# Mu: Design = 892 179 ft-# Key Width = 0.00 in Actual 1-Way Shear = 1.11 0.59 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 1.08 ft Toe Reinforcing = #5 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As°la = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.36 in2 Min footing T&S reinf Area per foot 0.39 in2 Ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning&Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 467.5 2.79 1,305.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 83.3 7.63 634.8 *Axial Live Load on Stem = = Soil Over Toe = 77.9 0.71 55.2 Surcharge Over Toe = Total 437.6 O.T.M. 1,166.3 Stem Weight(s) = 925.0 1.75 1,618.8 Earth @ Stem Transitions= = Footing Weight = 787.5 1.75 1,378.1 Resisting/Overturning Ratio = 3.74 Key Weight = 1.08 Vertical Loads used for Soil Pressure= 2,541.3 lbs Vert.Component = Total= 2,257.9 lbs R.M.= 4,357.2 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Compass Onc Site(TCN) Page: C-5 to set these five lines of information Job#: Dsgnr: PMR Date: 19 SEP 2018 for your program. Description.... 20180259.2 This Wall in File:G:\ACAD2018\20180259\Calculations\Structural\02 Site and Vault Phase\01 Ret Walls RetainPro(c)1987-2018, Build 11.18.06.30 License:KW-06056924 Cantilevered Retaining Wall Code:IBC 2012,ACI 318-11,ACI 530-11 License To:VLMK CONSULTING ENGINEERS Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.091 in The above calculation is not valid if the heel soil bearing'pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 VV L M K Project: Compass Onc Site Job#: 20180259.2 By: PMR Date: 9/18 Sheet U: C-6 ENGINEERING♦DESIGN £n -'e c O ;,, • (6 ) v- ? e,1 PARAPET CAP• SEE( (I)#5 CONTINUOUS ji WITH.135'STANDARD - 6• HOOKS AT ENDS ve,-LJ cJ,s4. S�QA.ds d�.c...-�- For se.,s c vs4C. (C70.04,- c! 4- / i __..._..__._.,._. .._., „.._, ,,.........„ .,....a,._._.,.... _•_ V,fIJO� (/..� I.V r- -,-,,,K,/2_l G`-'i/ REINF. OE�� _� ��. / - / OECK 0 OM OF ...... rYPICu it SEE Q _._`wsom! ,�- -- -- --"�^ 7 =--P -.1 ..,.,._ ._. .. . �' /,, — M1TH 1 5'STAND 1 .� .�. S 5. ., __. : 1,--,;--144'.7,-- ,....., .,,. ///M3ram= �r ` Olgil, S S — %%�\y"A HOOKS AT ENDS J - 551 -I \^-i' Maar- (.P01e1 10 VIP41,`-� ) = II K = — a= ,'�� SECOND FLOOR )-t _• 5ee— Mo - ech. PA.t�( //,,0ec k 4s y 'Ss am ■ , \ _.._.. 56.1` " l'--" -- •-'y 7 � i___, --- FMISH FLOOR EX;s)i.�) ' V ' 0. /T 4 w' ( �Fwe�;- 1 0 SIM. . ,. .. � -......�.__ SIM. my �� (t)g6 CONTINUOUS WITH 135'STANDARD HOOKS AT ENDS All 'IA-Fo Foe vai.at 4(o. ( /r.... 7)J 6 PANEL A E ETH CATI ON (4 t0 wlo,1,•{j'a J�/E7\ . /JNTS See next page for loading conditions for panel #10. Conditions are based off of originally #3 TIES x 1•s .,...m z - - d - REMAINDER,15"O.C. designed conditions (including snow drift) and :t. remain unchanged -_',--..,,,,,,,,_u---.-,.,---,,--- COrsDrrro»ABOVE 2nd FLOOR* _.. 1'CLR. TYPICAL TO TIES AT O.C. 24 TO 26'ABOVE 2rd FLOOR -. ....xt>aRui"kms '- . a 'NllrAIPII/PP- EACH FACE ....._.__........ .. .. OONDfON BELOW 2nd FLOOR± .............._.........._......................_. _. . (I) PANEL SECTION (7 1/4" THICK) " ___ E Etta F r t fir, 10- i� 3933 SW Kelly Avenue Portland,OR 97239 Id:503.222.4453 fox:503.248.9263 WWWvIink.c,m vvr1 VL M K Project Compass One Site Job u: 20180259.2 By: PMR Date: 9/18 Sheet#: C-7 ENGINEERING♦DESIGN LE-0a1� q),�, (t;) 11-- 1�o,,.2.f, e�„+, -- - . _ �{ 30'-0" L //{� I �J W or E "10 '�4n.21: *-/0 :—Aat;Gt.' i D (out-of-plane) . -DRIFT l.__-Ex 7555TTT111i16-zeta .....Cen ,44,,,,---,'-315,„,----,--4-,X.1±2.4-. ...._.-_ _ VVRO .O �_ �._ _- _ t_LWIDT WIDTH_ J i • ( n oas4 -r�yye ;n l 0 12-,,,,4- (7-) . - o� • S ' v., �a j aC ems- n a e axe Q Z Q °'0o I aSc. Yen, s) s-s i: c�s ; ( � 1 1 Q (L _ ' -) I I _. t' 0 J PARTIAL PLAN VIEW (ROOF) I ' W �r�,�! L) F--- 1`-i'[Si l S I SCALE :I/16' = 1-0. (.✓ = P=3K w,.-(450/200) w,j w. w. -$r l b -6ff v I'LN s- NYSP = w.-0260/430) ,4, hrmrmm I n B w._(205/205) ,o-G's 7t 9-8'3 Qy ' Existing Joist Loading Diagram 'o-J-. 10.4 . 0a..,x.( � 1v, 3(ts.‘�.)_ 'I�; K = (w4sly4t ) -0- fins,- n co", 4;en w,„`0, iI4, 8 K/.30 = 1. _‘._ _ ,� ' - 6 �f ' -'b rP el r,�- Ax;Eltt E/-0,-.41 s ea,d.� lt-�- „ (2 ` Z6 K- //' 0 ` 0- d ) 1 ,A et.. . c.L„_.clk . F-voi rX r► 4ro>M of 1 WzV, - (`15 ) •r tiise_ 2 Sbp � =l 1,DZ. -if ,' x� r1'' -6 X't'c P 1z = (12.6 /q ') i >W=sL_ = 1(1S(-)19 If 1p, -- 530f1f �, ► -x=o' -b 'c.z l _I 1 . ('?°s/za5) ,if -----> 4„. je7 if___mIdr,_f.Ie,.src,) 2.' 9' -1v, x—. _. 1 P---3K Q---x ,----to' . . l 'cert a-1 . -+v-' , rico. c.,hcs =-7. IZ� 2,;:I, (k1.;� ...... 6.4151k (Gt(i-) . vim: s 1._.W (. �-_.. - _ _ _ _... _M._. ��--ice p _--� 3c ,51_ / - t^/S tr-f -3 sf+ . 1 __ ...._.- Pla.,�e c .._...:. (ireii-,)fi\.k .... 0; S kt-F .3o _ 3933 SW Koh k'aenue Portland,OR 97239 tot:503.222.4453 fax:503.248.9263 www.vimk.com Project Title: Compass Oncology Site and Vault Engineer: PMR Project ID: C-8 Project Descr:20180259.2 Printed:12 SEP 2018, 4:26PM General Beam Analysis FIe=G:V1CAD20181201802591CalculationslSbodura1102Site and Vault PhaselCompassVaulted. Lic.#:KW-06D02728 Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Licensee:VLMK CONSULTING ENGINEERS Description: Joist 11 analysis General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 39.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(I3) S.0.0.205 X v D(0.83)5(0.43) D 0.2 S 0. -_� :- !: O b X Span=39.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.830, S=0.430 k/ft,Extent=0.0->>17.0 ft, Tributary Width=1.0 ft,(W2) Uniform Load: D=0.20, S=0.250 k/ft,Extent=17.0->>39.0 ft, Tributary Width=1.0 ft,(W1) Point Load: D=3.0 k @ 10.0 ft,(P) Varying Uniform Load: S=0.0->0.2050 k/ft,Extent=29.330->>39.0 ft, Trib Width=1.0 ft,(wDR) DESIGN SUMMARY Maximum Bending= 171.097 k-ft Maximum Shear= 21.857 k Load Combination +D+S+H Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 15.015 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 6.002 in 77 Max Upward Transient Deflection 0.096 in 4854 Max Downward Total Deflection 15.770 in 29 Max Upward Total Deflection 0.094 in 4969 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 21.857 13.455 Overall MINimum 7.350 4.202 +D+H 14.507 7.003 +D+L+H 14.507 7.003 +D+Lr+H 14.507 7.003 +D+S+H 21.857 13.455 +D+0.750Lr+0.750L+H 14.507 7.003 +D+0.750L+0.7505+H 20.019 11.842 +D+0.60W+H 14.507 7.003 +D+0.70E+H 14.507 7.003 +D+0.750Lr+0.750L+0.450W+H 14.507 7.003 +D+0.750L+0.7505+0.450W+H 20.019 11.842 +D+0.750L+0.750S+0.5250E+H 20.019 11.842 +0.600+0.60W+0.60H 8.704 4.202 +0.600+0.70E+0.60H 8.704 4.202 D Only 14.507 7.003 Lr Only , L Only S Only 7.350 6.451 W Only E Only H Only 1 vLmKProject:C(2145s a,, -.)..i..e., Job#:101501.9 1,2_ By pig Date: 4;1/18 Sheet#:C-9 ENGINEERING.DESIGN , , , , . • : II 1-- ' ' •,-. , ,, -j: : : ..4-. 4---f4 1 -i--.i 4 i , L --- --.• l :..._irri, kl h'rt-iyeteil- Ciool41. i : :1 . . IIt. 1 ; - • IC--Tr-1-- -1-,,, 1 ! i i i , ,..4- \i ! : • 4.- ----V- '7r..---.'6F-'°' 04i-Z- 0"O'C't 15 : k?ek- -v---i-f -1. , . ..., r , ,--•-, -, . , .i, , : , . • I- --4 :': IMINEUMEINIIIIIIIMIN 4.1 ji i ' ; .. -'-',- 4•:" -4-- t T i 1- 1- ... 4 . lei 4 : - q ! r 4' •.1..! ; liC.1 : 0.z.2. •,.4. , ; i 0 : , : I . . , . 1 . . 1,: : ; ----:-------1 , - - - ----fy•------I- 1--- i • • ...... .1 i--.,. 4 1.--4- , a . err5 • r: ' 9 i ta64•11". Is Wat i Ce ,- -f , v, , p4.01,1 44 PP ' .---1 i ----!------ ------ , ; ; ---1------1--------.--- --: -- 1--- -0--------r--- - ! . 4 .4.1.i.ir6„...tom.„1.+_....ox—......i.T,„e:,_ ; . __ , -,-- . -i•-------i• _4 i• _, : i : Lii i i ---- : etr i; i; : 11.1; ' " : 1 ! 1 ; " 4.•+--- T.--14---4---4 - - - 4 .:orc.„ , : ---+--------------e-- ' .64' T i i ----a..-„ • . I ; 1 f- -4-- : • ! : : + ' %. %---%--T + 4 ' --.:- --i t + • 4- i ; t - i ---4 • • L -.• • -1----!-- 1 r ; ff ; I ; ------ + . 4.A.A ii ' is i .;...1 L... !. i „ , A -.,.. . .. . .'''1 I r, Y"1 qi•rcii Tr, •sk,efsei i reo ,• 014144-t -. 4?- i, i (--. ) , ----------------- ---:----:--...... ; J'"Ax::' sit • ' rr_4t1. :-. . 'A.4..41).i0C: ..i.....C......;.......',.. _! , : : : : •i•- ; : 4 4- 4 ; : - i 1 A 4 • ." i •' : . . . , 1 , : 1 icir- P : : ----F---i . . . , • -, so----' 1- ail*--, ; ' , . 1 - .L..i. .i... .. i. . i i ;•• • , i ,--4' i i- -- -4- --------1--- • .0....., 4 4. 1 4 i 4 a.; 4-- 4'' ..,',. 4 • --4- ' -', ; 04 0...4r•-; : I 11„ii CI _...K Ni ica-( i12/44.-: 4- ------ ,, . 17 ,. .i.,,kti . 6-a_ce F ifce.-(1 -1- 4 -...4. .... , 4 ' ; T-- I--- 4 -i- -i-- i + • , --i- ! i ; , i- :r-ITY,41 4- ,-- _ .,(.. ..„ 1 -_..... . . . I de-4c Lr' 1 - -I ip-r 1 •7.r.....4 ,iX : 4 -14, t 4. , ,,...,,au . , c,--- , .,,,..• qr ; ,i ---4 -...y.a..! : ! : ! ;- -. . , k.-: ' .4 V-ii:.# 1 4,c1 '-- 1- .,) 1-0'6-4.-1. I. ;C A t•i C-• ' i.c--44- • 5•4--:[ fel, - kr ?-e- , 4 i 4,4-0., . , , . • , : : . . , , . . /..),(1 , '?'-/4 ; . . - 1.‘'' - 12f 55 70 .. . . ._ ..-.g.._ • .4. ,- , Sq. 0(4 -- 6 _ . , vcp. , 4 . (,, i i.t.-4, A, i • .. r f : • , a,. , : ;so.... ' ' 1-aa•%•---, ' , ia : 4 4- + ' ',. Ifeff ' + -44 . 4 4- 4 I :- : 1 ; • i 1 • • ' 44,4^' ; J: t . 'VI 4 : 1 1 7 ?f.- -1,4- : ifai,iii ----r - ro, -01. -EL-- '1..) . --- , 1 .H ,i•LeH .,,- : , -- j t j 1 4 i. : ' ‘!'.-02:-- 4- 1 i- -i- SW-- i • '-' t I. • . i + i , —•' , e441- 14t.i..-4-- 1,.+... i_... .__ e21.(4t.• l, . . ,- k 0 • (c . : !_,p,•i !., 1,.L .:•, 0 , ,A... ..:,..___, . , ,! 4....i.i....4..,...a......4._,._.4.....4... ..,,..., .,...: _ -;• ! l••••••i• ., 4.... i. . . , I ; : = $-.' -1,4 - -i- APT1T-14,1 1 ar 0.40-/...-. 1-1----t' - ', .'64416`'''7:. ''>C<'-' 4744 ill' ' .i..- ' ' ' • . _ . ' : : ; , . . „ , 1 -- -- -- -- -- I : /11 : --•- ; ; , . . , i ; ; • -----1- ', 6t--' - -4-if:c..6,-,1.0 ; , 1---i i -- -- -- -- : 1,4-4 cti-rep;lo.44 ,...; - --,- pec, ; : <4,64.0, • , , 4.--- -',- , 4 ; ! : -------- : : . : -- . !---i : ! : •:- : : 4- -I -I-- : -4- , ,,, 0 . [--.?,:e* 4, . Jo..447 i 4. :. --------- ".•• - . .i:0A- is ki ,r. re. ' 0-1=lant ' (Ls. 40,. ' ' li le-it ; . -----,.-- 44 . . I MEM - ; ....,.....,.....,.........,.......,_ . , I.-4 ---1----'---''---'-...—-------- ---1:----r-------7--I----4--1---•---:4---1---44 , t , - - - - : ; I : .: t.....>": i0t40:. ti L 1 fl:Allii. . • ,-- : : :. T -- i 1 % + 1 1 ---- 'i- 4 - 1 ; : —i; ,1;44111 ! 3933 SIN Kelly Avenue PortInnd,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com 1 14:fr V I All VV R Project: Compass Onc Job#: 20180259.2 BY: PMR Date: 82018 Sheet#: C-10 ENGINEERING♦DESIGN V1.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. 1 Vertical Distribution Based on 2012 International Building Code I DESIGN INPUT Level Weights Wall Openings Net Elevation Height Width Area Area Area I Thick Weight (ftA2) ftA2) (ftA2) (in) (kips) Roof North _ 21.75 85 1848.8 332 1516.75 9.25 175 East 21.75 244 5307 1005.0 4302.0 7.25 390 South 21.75 N- �85 _�'M 1848.8 332 ___ 1516.75' R 9.25 p ._� 175 e T 21.75 m 252 5481 1057.0 4424.0 mm+ L~T R` 7.25 401 W West 2nd Floor 11428 North ..____. 15.5 85 1317.5 348 969.5 9.25 112 East 15.5 244 3782 1110.0 2672.0 7.25 242 South 15.5 851317 5 348 969.5 9.25 112 West 15.5 252 3906 1057.0 2849.0 7.25 258 __._._�...__._._. _____�_m.__ .__.._ 725 _ •tl Floor Floor Mech Perimeter Total Area Weight Weight Weight Weight ' (ftA2) (psf) (kips) (kips) (kips) Roof 20952 20.0 1• 1142 1561 2nd Floor 20952 65.0 725 2086 1362 3647 Vertical Distribution of Seismic Load R= 5.0 Sps= 0.724 I = 1.00 Special Reinforced Concrete Shear Walls Cs= 0 145 (USD) Rho= 1 Level Weight Height WI x Hi ratio Vi V total Fpx (kips) (feet) (kips) (kips) (kips) Roof 1561 35 00 54620.4 0.628 332 332 62.8% 332 2nd 2086 15 50 32339.5 0.372 196 528 100.0% 302 3647 86959.85 1.00 V=Cs*W*rho= 528 (kips) 1 VVLMK Project: Compass Onc Job#: 20180259 By: PMR Date: 8/2018 Sheet#: C-11 ENGINEERING+DESIGN v2.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Center of Rigidity BUILDING RIDGITIES AND SHEAR DISTRIBUTION Based on the 2012 International Building Code Wall Types (Parallel to X-Direction) Panel Weight Rc Opening Voids Type (pcf) [actual] Factor [ft^2] A 150 1.535 0.79 216 B 150 1.454 0.77 240 C 150 0.945 0.75 261 D 150 1.166 0.81 216 E 150 0.359 0.75 168 F 150 0.118 0.65 326 G 150 0.040 0.48 483 H 150 0.104 1.00 0 X 150 3.483 0.87 144 Y 150 0.897 0.78 249 Center of Rigidity Analysis (Ywr) Wall Wall Wall Wall Height Coordinates Center Of Rigidity Center of Mass Mark Type Thickness Height Length for Mass X Y Rc RC*Y Weight W*X W*Y (in)* (ft) (ft) (ft) (ft) (ft) (kip) 1 D 7.25 15.5 30 15.101 47.367 152.323 1.166 177.6 41.06 1944.742 6253.9 2 D 7.25 15.5 30 15.101 77.367 152.323 1.166 177.61 41.06 3176.445 6253.9 3 D 7.25 15.5 30 15.101 107.52 152.323 1.166 177.61 41.06 4414.349 6253.9 5 E 7.25 15.5 18 14.02 131.02 156.323 0.359 56.12 22.87 2996.458 3575.2 6 G 7.25 15.5 25 8.9595 152.37 156.323 0.040 6.25 20.30 3092.866 3173.2 7 E 7.25 15.5 18 14.02 173.72 156.323 0.359 56.12 22.87 3972.983 3575.2 9 D 7.25 15.5 30 15.101 197.22 152.323 1.166 177.61 41.06 8097.058 6253.9 10 Y 7.25 15.5 30 14.544 227.37 152.323 0.897 136.63 39.54 8990.386 6023 11 D 7.25 15.5 30 15.101 257.22 152.323 1.166 177.61 41.06 10560.47 6253.9 15 D 7.25 15.5 30 15.101 257.22 67.9272 1.166 79.20 41.06 10560.47 2788.9 ' 16 D 7.25 15.5 30 15.101 227.37 67.9272 1.166 79.20 41.06 9334.965 2788.9 17 D 7.25 15.5 30 15.101 197.37 67.9272 1.166 79.20 41.06 8103.261 2788.9 18 E 7.25 15.5 18 14.02 173.87 67.9272 0.359 24.39 22.87 3976.439 1553.5 19 F 7.25 15.5 25 12.152 152.37 67.9272 0.760 51.62 27.53 4194.961 1870.2 20 E 7.25 15.5 18 14.02 130.87 67.9272 0.359 24.39 22.87 2993.005 1553.5 21 D 7.25 15.5 30 15.101 107.37 67.9272 1.166 79.20 41.06 4408.149 2788.9 22 D 7.25 15.5 30 15.101 77.367 67.9272 1.166 79.20 41.06 3176.445 2788.9. 23 D 7.25 15.5 30 15.101 47.518 67.9272 1.166 79.20 41.06 1950.941 2788.9 15.959 1718.78 630 95944 69327 1 J Center of Rigidty Yon. = 107.70 ft Values used for Center of Mass Analysis *Wall thickness column requires manual input for solid panels 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222A453 fax:503.248.9263 www.vlmk.com VLMKProject: Compass Onc Job#: 201 80259 By PMR Date: 08/2018 Sheet#: C-12 ENGINEERING+DESIGN v2.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Center of Rigidity BUILDING RIDGITIES AND SHEAR DISTRIBUTION Based on the 2012 International Building Code Wall Types Parallel to (Y-Direction) Panel Weight Rc Opening Type (pcf) [actual] Factor A 150 1.535 0.79 B 150 1.454 0.77 D 150 1.166 0.81 E 150 0.359 0.75 F 150 0.118 0.65 G 150 0.040 0.48 H 150 0.104 1.00 X 150 3.483 0.87 Y 150 0.897 0.78 Center of Rigidity Analysis (Xror) Wall Wall Wall Wall Height Coordinates Center Of Rigidity Center of Mass Mark Type Thickness Height Length for Mass X Y Rr Ro*X Weight W*X W*Y (in)* (ft) (ft) (ft) (ft) (ft) (kip) 24 A 9.25 15.5 28.333 14.887 32.67 81.943 1.535 50.147 48.77 1593.2 3996.3 25 C 9.25 15.5 28.333 14.457 32.67 110.13 1.454 47.501 47.36 1547.3 5215.8 26 A 9.25 15.5 28.333 14.887 32.67 138.16 1.535 50.147 48.77 1593.2 6737.7 4 H 7.25 15.5 4 18.75 122.7 154.32 0.104 12.758 6.797 833.77 1048.9 8 H 7.25 15.5 4 18.75 182.1 154.32 0.104 18.935 6.797 1237.5 1048.9 12 A 9.25 15.5 28.333 14.887 272.1 138.31 1.535 417.62 48.77 13268 6745.1 13 B 9.25 15.5 28.333 14.457 272.1 110.13 1.454 395.58 47.36 12886 5215.8 14 A 9.25 15.5 28.333 14.887 272,1 81.943 1.535 417.62 48.77 13268 3996.3 9.256 1410.3 303 46227 34005 Center of Rigidty Xeon = 152.4 ft Values used for Center of Mass Analysis *Wall thickness colu requires manual input for solid panels 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com VL MK Project: Compass One Job u: 20180259 Sy: PMR Date: 08/2018 Sheet It C-13 ENGINEERING+DESIGN v2.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Center of Mass and Torsional Eccentricity BUILDING RIDGITIES AND SHEAR DISTRIBUTION Based on the 2012 International Building Code Center of Mass Analysis (X„m &Ywm) Center of Mass Center of Mass Weight X Y Weight W*X W*Y Additional Weight Elements (kip) (ft) (ft) (kip) Floor 1346.02 152.4 110.1 1346.02 205089 148231 Floor North Area 15.86 152.4 156.3 15.86 2416.54 2479.24 € Miscellaneous - Partitions 0 110.1 156.3 0 0 0 Total Additional Weight 1362 207506 150710 Values from Rigidity Analysis--> X-direction Walls 630 95944 69327 Values from Rigidity Analysis--> Y-direction Walls 303 46227 34005 TOTAL 2296 349677 254041 Center of Mass Xcom = 152.31 ft Center of Mass Ycwm = 110.66 ft Torsional Eccentricity Load Direction X Y i (ft) (ft) ei = 0.05217 2.95696 Inherent Eccentricity ea = 12.15 4.25 Accidental Eccentricity et = 12.20 7.21 Total Torsional Eccentricity 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com 1 VV L MK Project: Compass Onc Site Job#: 201802592 By: PMR Date: 9/18 Sheet#: C-14 ENGINEERING+DESIGN v2.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Distribution of Lateral Forces BUILDING RIDGITIES AND SHEAR DISTRIBUTION Based on the 2012 International Building Code X-direction Forces Vi = 196 kip (from Vertical Distribution) Eccentricity Center of Rigidity R*dx2 Mx = 2392 ft-k Torsional Moment e t x = 12.202 ;or = 152.37 129819.6 My = 1413 ft-k Torsional Moment et,y = 7.207 Ycor = 107.70 I i Walls Parallel to X-Direction Load Applied in X-dir Load Applied in Y-dir MAXIMUM Lateral Torsion Shear Lateral Torsion Shear TOTAL Mark Rigidity Y dy R*dy R*dye V, Vt V„+VL V„ Vt V„+VL SHEAR Rc (ft) (ft) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 1 1.166 152.32 -44.62 -52.03 2321.8 14.32 -0.464 14.32 -- -0.7855 0 14.3 2 1.166 152.32 -44.62 -52.03 2321.8 14.32 -0,464 14.32 -- -0.7855 0 14.3 3 1.166 152.32 -44.62 -52.03 2321.8 14.32 -0.464 14.32 -- -0.7855 0 14.3 5 0.359 156.32 -48.62 -17.46 848.75 4.409 -0.1557 4.409 -- -0.2635 0 4.4 6 0.04 156.32 -48.62 -1.945 94.568 0.4913 -0.0173 0.4913 -- -0.0294 0 0.5 7 0.359 156.32 -48.62 -17.46 848.75 4.409 -0.1557 4.409 -- -0.2635 0 4.4 9 1.166 152.32 -44.62 -52.03 2321.8 14.32 -0.464 14.32 -- -0.7855 0 14.3 10 0.897 152.32 -44.62 -40.03 1786.1 11.016 -0.3569 11.016 -- -0.6043 0 11.0 11 1.166 152.32 -44.62 -52.03 2321.8 14.32 -0.464 14.32 -- -0.7855 0 14.3 15 1.166 67.927 39.773 46.375 1844.5 14.32 0.4135 14.734 -- 0.7002 0.7002 14.7 j 16 1.166 67.927 39.773 46.375 1844.5 14.32 0.4135 14.734 -- 0,7002 0.7002 14.7 17 1.166 67.927 39.773 46.375 1844.5 14.32 0.4135 14.734 -- 0.7002 0.7002 14.7 18 0.359 67.927 39.773 14.278 567.89 4.409 0.1273 4.5364 -- 0.2156 0.2156 4.5 19 0.76 67.927 39.773 30.227 1202.2 9.3339 0.2695 9.6035 -- 0.4564 0.4564 9.6 20 0.359 67.927 39.773 14.278 567.89 4.409 0.1273 4.5364 -- 0.2156 0.2156 4.5 21 1.166 67.927 39.773 46.375 1844.5 14.32 0.4135 14.734 -- 0.7002 0.7002 14.7 22 1.166 67.927 39.773 46.375 1844.5 14.32 0.4135 14.734 -- 0.7002 0.7002 14.7 23 1.166 67.927 39.773 46.375 1844.5 14.32 0.4135 14.734 -- 0.7002 0.7002 14.7 15.959 28592 196 0 0 199.0 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com 1 VL M K Project: Compass Onc Job#: 20180259 By: PMR Date: 08/2018 Sheet#: C-15 ENGINEERING+DESIGN v2.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Distribution of Lateral Forces BUILDING RIDGITIES AND SHEAR DISTRIBUTION Based on the 2012 International Building Code V-direction Forces VI = 196 kip (from Vertical Distribution) Eccentricity Center of Rigidity R*dy2 Mx = 2392 ft-k Torsional Moment et,x = 12.202 Xcor = 152.37 28591.8 My = 1413 ft-k Torsional Moment et,y = 7.207 Ycor = 107.70 Walls Parallel to If-Direction Load Applied in X-dir Load Applied in Y-dir MAXIMUM Lateral Torsion Shear Lateral Torsion Shear TOTAL Mark Rigidity X dx R*dx R*dx2 Vv Vt Vv+Vt Vv Vt Vv+Vt SHEAR Rc (ft) (ft) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 24 1.535 32.669 119.7 183.74 21993 -- 1.64 1.64 32.5 2.8 35.3 35.3 25 1.454 32.669 119.7 174.04 20832 -- 1.55 1.55 30.8 2.6 33.4 33.4 26 1.535 32.669 119.7 183.74 21993 -- 1.64 1.64 32.5 2.8 35.3 35.3 4 0.104 122.67 29.698 3.0886 91.725 -- 0.03 0.03 2.2 0.0 2.2 2.2 8 0.104 182.07 -29.7 -3.089 91.725 -- -0.03 0.00 2.2 0.0 2.2 2.2 12 1.535 272.07 -119.7 -183.7 21993 -- -1.64 0.00 32.5 -2.8 32.5 32.5 13 1.454 272.07 -119.7 -174 20832 -- -1.55 0.00 30.8 -2.6 30.8 30.8 14 1.535 272.07 -119.7 -183.7 21993 -- -1.64 0.00 32.5 -2.8 32.5 32.5 9.256 129820 0 196 0 204.2 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com , 1 VV L M K Project: Compass Onc.Site Job#: 20180259.2 By: PMR Date: 9/18 sheet#: C-16 ENGINEERING a DESIGN Panel In-Plane Shear/Moment Analysis - Type 'D' (Panel #10) - Modified Based on the 2012 International Building Code and ASCE 7-10 VRDDF= 0.6917 klf(1.0E) (See roof calcs for flexible diaphragm loads) VRooF= 19.4 kips (See floor calcs for rigidity load distribution) VFLODR= 11.0 kips(1.0E) LPANEL= 28 ft WPIER L= 3 ft WPIER R= 3 ft twANEL= 7.25 in(use in weight talcs) SDs= 0.724 Reveal= 1 in R= 5.0 b= 6.25 in I= 1.00 WCONC= 150 psf(1.OD) Cs= 0.145 (USD) r= 4000 psi Ec= 3605 ksi fys= 60 ksi Panel Load Distribution Pier Label w h h/w R Wpier VTOP 6TOP VB07 aBOT Mu,PIER [ft] [ft] 1-] 1-1 [kip] [KIP] [Psi] [kip] fpsi] [kip-ft] A 3.0 6.0 2.00 1.867 1.6 13.6 60.2 13.8 61.3 40.7 F i B 3.0 6.0 2.00 1.867 1.6 13.6 60.2 13.8 61.3 40.7 F C 2.0 9.0 4.50 0.069 2.0 0.5 3.3 0.8 5.3 2.3 C D 12.0 3.0 0.25 32.17 5.4 27.6 30.6 28.4 31.5 40.7 C E 20.0 2.5 0.13 0.905 4.5 26.9 18.0 27.6 18.4 41.8 C F 2.0 11.5 5.75 0.126 2.4 9.0 59.9 9.3 62.2 51.7 F G 28.0 5.0 0.18 46.8 12.7 23.1 11.0 35.9 17.1 80.2 C H 2.0 6.0 3.00 0.726 1.1 3.12 20.8 3.3 21.9 9.36856 F I 3.0 6.0 2.00 1.867 1.6 8.03 35.7 8.3 36.7 24.0906 F 3 3.0 6.0 2.00 1.867 1.6 8.03 35.7 8.3 36.7 24.0906 F 1 K 2.0 6.0 3.00 0.726 1.1 3.12 20.8 3.3 21.9 9.36856 F L 28.0 4.5 0.16 52.4 20.3 19.37 9.2 22.3 10.6 33.4592 C VRoo. a Roof b MI CO <) Mc v VT., VroP \\ EEE�� V,.3 VTOP io `"`' v W (61><I MN MI MMK o o .FLOOR mi 2nd Fir in MG COG IEIII:im ME © V _ VTC VTOP o © i to MP MB Ma Mc hlk F, mD C /*) MG -._.,__. 1st Fir 0 rq 2' 6.0' 3' 6' 3' 6' 2' 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com VVLMK l Project Compass Onc.Site Job#: 20180259.2 By: PMR Date: 9/18 Sheet#: C-17 ENGINEERING a DESIGN tl V1.01-Software Copyright 2009 VLMK Consulting Engineers. All Rights Reserved. Panel Pier Axial Loads - Type 'D' (Panel #10) - Modified Based on the 2012 International Building Code and ASCE 7-10 MAX MIN Roof Dead Load= 0.7 0.7 klf Roof Snow Load= 0.65 0 klf A A C C E E G Roof Snow Drift(N/S)= 0 0 klf Roof Snow Drift(E/W)= 0 0 klf Floor Dead Load= 1.6 1.6 klf Floor Live Load= 0.867 0 klf B B D D F F H , Concrete Weight= 150 150 pcf Max Vertical Load Panel Thickness: 7.25 in Trib Height Panel Roof Loads Floor Loads Total Load Section Area DL Width Trib DL SL Width Trib DL LL Dead Snow Live [ft2] [ft] [kips] [ft] [ft] [kips] [kips] [ft] [ft] [kips] [kips] [kips] [kips] [kips] A-A 94.5 8.56 9 1 6.30 5.85 9 1 14.9 5.9 B-B 189 17.13 9 1 6.30 5.85 9 1 14.40 7.80 37.8 5.9 7.8 C-C 48.5 94.5 4.40 5 1 3.50 3.25 5 1 7.9 3.3 D-D 89 189 8.07 5 1 3.50 3.25 5 1 8.00 4.34 19.6 3.3 4.3 E-E 94.5 8.56 9 1 6.30 5.85 9 1 14.9 5.9 F-F 189 17.13 9 1 6.30 5.85 9 1 14.40 7.80 37.8 5.9 7.8 G-G 48.5 4.40 5 1 3.50 3.25 5 1 7.9 3.3 H-H 104 9.43 5 1 3.50 3.25 5 1 8.00 4.34 20.9 3.3 4.3 _1 VVL MK Project: Compass Onc.Site lot,#: 20180259.2 By: PMR Date: 9/18 Sheet#: C-18 ENGINEERING+DESIGN V1.01-Software Copyright 2009 VLMK Consulting Engineers. All Rights Reserved. Panel Pier Analysis - PIER 'F' Based on the 2012 International Building Code and ASCE 7-10 Pu hPIER= 11.5' ft VPIER �/ LPIER= 2.0' ft lw/bw= 5.75 VPIER=Vu= 9.0 kips Mu= 51.8 kip-ft tPANEL = 7.25 in / Reveal Depth = 1 in to= 6.25 in I, 2.0' I, SxGROSS- 600 in3 �( ��((( Ag= 150 in2 f'c = 4.0 ksi SDs = 0.724 Factored Axial Loads Load Combo: (1.2+0.2SDS)D+ 1.0E+ 1.OL+0.2S PDL= 37.8 kips x 1.34 = 50.9 kips PLL= 7.8 kips x 1.00 = 7.8 kips PSL= 5.9 kips x 0.20 = 1.2 kips --> PD= 59.8 kips Check 21.9.6.3(Method'2'Boundary Element Check) a = P" + Mu < 0.2 *f = 59.8 + 52(12) = 1434 psi S Sx 150 600 a= 1434 psi = 0.358 *fc >0.2*fc --> BOUNDARY ELEMENTS REQ'D-SEE 21.9.6.4 Check 21.9.4.1 (Shear Check) Eqn. (21-7) OV„ = OAcv (acf 7c + /Or fy ) a = 150 in` a�= 2.0 (see 21.9.4.1) Ve= smaller of: Horiz. Steel Area = 0.11 = 23 kips (CONTROLS) #Horiz. Legs= 2 Ve per 21.9.8.1(a)= 33 kips Hoop Tie Spacing = 5 in O.C. Pt= 0.00782 = 53.6 kips > Ve= 22.5 kips fy= 60 ksi (SHEAR CAPACITY ADEQUATE) 4)= 0.6 S2 = 2.5 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com _1 VV L M K Project: Compass Onc.Site job#: 20180259.2 By: PMR Date: 9/18 Sheet#: C-19 ENGINEERING a DESIGN Panel Pier Analysis - PIER 'F' (PANEL #10) c = 5.0 in (initial guess) Lw = 24 in As (sqr As*fy Arm Moment (K- Bar group in) Fy (KSI) (kips) in) C or T - 1 0.62 60 -37.2 1.00 -37.2 + 2 0.62 60 37.2 12.00 446.4 + 3 0.62 60 37.2 22.50 837 + 4 0 60 0 0.00 0 + 5 0 0 0 0.00 0 0 0 0 0.00 0 0 0 0 0.00 0 1 1 Pu= 59.8 kips P„ * arm= 797.9235 P„ Arm= 12 in P„= 66.49 1 4) = 0.9 1 f = 2044.1235 b = 6.25 in C, = 103.69 1 a= Cc + (0.85*fc*b) = 4.88 in c = 5.74 in re, intial guess -- QK therefore, Mn = 2044.12 [kip-in] Et = 0.00850 > 0.005, so 4) = 0.9 Mn = 2044 [kip-in] MPR = 1.25*MI, = 2555 [kip-in] 4) MPR = 2299.6 [kip-in] = 191.6 [kip-ft] 4) MPR = 191.6 [kip-ft] > Mu,max = 52 [kip-ft] (PIER OK) Calculate Ve per 21.9.8.1(a) _ MPR(TOP) +MPR(BOT) __ 191.6 + 191.6 Ve Z 11.5' =33.3 [kip-ft] V Ve= 33.3 [kip-ft] 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax: 503.248.9263 www.vlmk.com VLMK Project: Compass Onc.Site Job#: 20180259.2 By: PMR Dare: 9/18 Sheet#: C-20 ENGINEERING♦DESIGN Boundary Element Checks - ACI 318-11 - 21.9.6.4 *Boundary Elements Required per 21.9.6.3 21.9.6.4(a) Boundary Element to extend Horizontally at least: c-0.1*IW= 5.7" - 2.4" =3.3" > Boundary Element 24"Long (Whole Member Width), OK 21.9.6.4(b) No Flanged Sections, OK 21.9.6.4(c) Transverse Reinf.To satisfy 21.6.4.2-21.6.4.4, except NOT(21-4) SmAx= 3 * 6.3" =2.1" MAX-See Below 21.6.4.2 - Use Rectangular Hoops - Hoops Engage Middle Bar, no crossties needed 21.6.4.3 (a) .25* 7.3 = 1.81" <3", OK-See 4"Spacing Requirement Below (b) 6* 0.625 =3.75" REQ'D SPACING (14(c) SG,M —8 AX =4+ 3 )= 6" — > OK (21-2) so shall not exceed 6", but need not be less than 4" —> so= 4.0" O.C. 21.6.4.4 s*b f' (b) ASh,REQ el) = 0.09 * C C = 0.150 int(21-5) be= 6.3 in fyt Ash= 0.75 in Shear Reinforcing Adequate 21.9.6.4(d) Extend ties above and below openings by at least the compression development length. 0.02*f lde = f l y *d b= 11.9 in Bar Size: #5 Check: 0.0003*fy)*db = 11.25 in Extend 12" above/below openings 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com I VVLMKENGINEERING•DESIGN Project: Compass Onc. Site jab#: 20180259.2 By: PMR Date: 9/18 sheet it: C-21 , • ; , ; C.g.....). " : : • 4 , '.... , r . , . . , i : --) . -.• ^.5 . ' r- - - - , • ----,-------i---,........i-- .-• . • . -..:------ _i...,--,--. --.:--.,..,.. ,...i._.,.. ..i... ; .,.. , ., .... . . .:, . . i -,- • 1 .:- i ; •:, 1:).. ! :. lit ••,..__ i..1,1.:* : :k, Isi..•1 : „....4.__„..4.,.,mi__ v. i : . 1.., : :: . : • -.."-`4.-4.-----4-.^,-1,- . -.-f...... i . . : 6 )10,2:ir' ti' i< > ii: ; :- : : ; : ..........._., .. ... ....._. 1 1-. ,r. ; . 1 : . . , it ... ,. .. :: ...._ . ....... ......... ...,..... tit . ; res4.' 14v4kr- ftlroz-sL4o .1 ; : , . ; , , .... II ; ; • ; -4 -4 -4,--* Fj (4F1 14r1 o . . .• . . : : : : , ,. i ! ...._„.„. , , . ;„. ........_ . . . . . . . . •;,----. , , . . i.- ' i iii4_ (V. f "Titer ; .., • r' „ cr-,' I ; cr,re ; ` 1 .11- -4/ 1 i 1 4 ?• f 4 : ! : :• : ; ; ; : •! i i : ; ; ; . !. 7 40, • I : : : . ` I .- V : ! • 4, ' , H.7- '' I. r: . -. Vri, (-„ox' --=-4-14)1 i wvt/ ree: la •.'4' LS/7_ , 4:j.,4,!,41,/ ACT ) ..4:1 r_Eri-AiLq—i) . - : 1 - - ..... • -t- I 4 ; ; • 14 -1!' .-4:kt,i; AP) iii,6(0,,. k ) : . -, 1,..6_ : i 31 Kt . ! , 4 i• 4. - , i , , : .i : ---t.--4- 1 i -! 4 1 t 4 i : ` `” 1 , i i i : : : ; .- , ; 1 , . - T i IC.:4:11-4. ' ; i Tz!...! •:- '' 4, ',/,_ : oi. t. •!, ' i -- -----.1-: --i- : a 7 ! : .,--4-1-+-4-4_4 " , .',Ih„4„ --.-- (5I-(-- --4; • 1 . , . ;J ! ! I ! 4 .F li4 iil! i •• ! ! ...i i!......_...... ..... ..;..1 i if i • ; 4 ; 1 ; ! 01 ' -1.2-S---'.- * .! ; • - •. . , i 1 ' t • . , :,.05! !- ! .. I. --ii4;': /,' i 1›* k2*51 i • -; . , --......:,......4...4--•-•`*; 1: i i + itL--) - .-it6 eive , : , rtioi-f.at .... i• '-4^.; . , . i 0" 4i',.1 .-rad.,,,014--i4 4..... '4, . ... _... .. ._........ .0... ,.......:?.... . ...i.......L;.5-1 , , . -re..A. ii -1— i ! : , , . , ; :• .„... ..,. . , . .. . : , -4- , •- . ••• , •„ . . 7 . ....,....,.._,....... ...,... .., • • i : 1 1 '• : i !: .: , ,..---H—t-71- ..—.... ...._..... .._... 71...-4:1........... ..1 ... •,. . . , . . . _ . .......... ..._.. .; , , .. ., ..J.,. )214 4 - c-3' 641 H . -. . .,..... fr,.,•-___ , . . , 1 : .--,--..,.., ... -.---•_______ _ ,...._,........ ._.._ .__ _ ..../.1A....-_- ---- --i --L-- I , • • I : , - : } . i--- - :•:: 1 , • , • , : . n 1 iiiiii , . •-•!...;44,5. ' • I i : i ; : 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com VVLRIK 1 Project: Compass Onc.Site Jobs): 20180259.2 ay: PMR Date: 9/18 sheet#: C-22 ENGINEERING♦DESIGN Panel Pier Analysis - PIER 'G' Beam Bending Analysis c = 2.0 in (initial guess) Lw = 52 in As As*fy Arm Moment (K- Bar group (sqr in) Fy (KSI) (kips) in) C or T - 1 0.88 60 -52.8 1.00 -52.8 + 2 0.31 60 18.6 13.00 241.8 + 3 0.31 60 18.6 25.00 465 + 4 0.31 60 18.6 37.00 688.2 + 5 0.31 60 18.6 49.00 911.4 I 0 0 0 0.00 0 0 0 0 0.00 0 1 1 Pu= . kips Pn * arm= 0 Pa Arm= in Pn= 0.00 1 • = 0.9 1 1 = 2253.6 I b = 6.25 in C, = 21.60 1 a= Cc _ (0.85*f'c*b) = 1.02 in c = 1.2 in intial guess -- DK therefore, Mn = 2253.60 [kip-in] Et = 0.12243 > 0.005, so 4) = 0.9 Mn = 2254 [kip-in] MPR = 1.25*Mn = 2817 [kip-in] 4) MPR = 2535.3 [kip-in] = 211.3 [kip-ft] 4) MPR = 211.3 [kip-ft] > Mu,max = 15 [kip-ft] (PIER OK) Check Minimum Reinforcement Per Section 10.5 3 ;' As min = b,N,d = 1.02774 sqin Y i I i Not less than: 2D0b,,,d/fy. = 1.083333 sqin <--CONTROLS AS(provided) = 2.12 sqin REINFORCING OK 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com „vvri, project:62.16,5,O , 5;4.e, Job#:1.0( By: 9/VI Date: 7i Sheet*:3C-23 ENGINEERING.1.DESIGN : . , . . . . . . . . . . . „ . . . . .:t . / ;.4.. *I. . teo ; T : I • ! , • . . . •... .. ci, ; ? , • : ; ; • .. ............. 4 aliC)41 , . ; . . 4-te( 54,441704 7Pitce ($1/14"..., ej143. 44-4N. va' • •ior- • :#6)... . : : ; • ; : , • „ • ! Atr .. f • t .. .. • ..... 1=4{ 4- -4•44,p . • ep.., • : OM. Vo. V.G4-Vs I cit. 10 1714g+s"r /174-5:51.011. Abet itFr. --16) Lill Vc„,.. 1 I w . . • :/=i6;IS • 4 4 , . . . . : I . .. ... : vt9 cC( 4e) • ' (4;rtic7,44.3 k. LV c- —Ht.t K. . , . (o1, 4 , — '2;-- _ 6 . ;PrIp. . . - : 1.4:;4144. ; • tktk- ; iirt 51104044.7r! •I'S ;v1 4 4 ; • 4 4 I .• : 4- • ; ! . . ” . . • K . „ . . . • • • • • • =, , • + . . . 1 ! ! t 4 . . ; I , . , I , I • r i ... . 1 4 4 • .. ....... . • .... ... 1 . . .... ........ : ; 1 4 [ 71i ... •• ... 4 :- . ; 1 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com 1 vv,LNIK 17 Project:Ccuya s 51...k Job#: Zoiwz,97,-2, By: PM re. Date: i 63 Sheet It:C-24 ENGINEERING 4-DESIGN 1 ..t,ILL ....in...,....r_1......1.....r.....1...i...I.......,._._..•...... . ...},. ! , __...ne,ti_1.., __..i.TT_____9e4,.......: ...t... _tie?, 4, i ..i ±...i.....,......._;.....4...._...... .....-.-7),#.4 4. J ; . 4 -:- ,.. ..._..,..........i.....;._.......... .............i..... i . ! : 1 ii..._..011. 4;i.rt.e,..T...i. _.44.xa.:.. .0, g.,,.. pe,.. 4.4„,out _....._..... .... ._.._.... ,.......---- ....:. ----4-- I , , i I 4, 4, I : i , , •.,.j : , -:. ......_...4.. ...I. 1 .. . .. , „...410.4.f 31 4424, , i ; ................4_, __........".f.4...... __.77.. ..i i sit...11,1.T: ,,„. 4,60,e. cAL 1 **.,4,. 1-76.1 - 1 i• --- • i r 51 iii i' i i ': i i - *.... :. .i.......i...,..........._. ... .. ..*................ ..... .... ...._..... .........:... ........ +......--i - - ' 'f..;;,ile.:: 549.- 51-, i I . r 4 ,44,0 ! , , . , 7. 4 i•---......7...4....7.- ---- -_.- . 4.....L. ---• , 4 : .. : ....,.. , ,. . . , , :, • ! :, 4 - -:r...! -.... - 4 •"", •: i 1 . : -!. .- .. :••4 .. (C6,1.5agtik.4.1i ) ! , , 1L,,, . . ; . 4 ,• ---1---f--- ---• -rwo- .0,-4,r- )4---.64-4.k ...-F. ........ .-7 .:; , . :44elt- i ' --4--' 1..) ! . , , ...........„. _. . .,• ....4..•,4 .4, ,. 4 , .. , 4 i 1 . i i . . -i• i. i I 1 7 •: : , ...,...., _... f ' . . /7 (70,s4- a4,).4. j , -- itio.i. -CC-gi--0.5 c --ii.i-ire.k-,- v ,-- .0 6s4 ci 4, 111 _, Madv-ej " .... • '-4- : •4 . ! .: .....L_,.• ; :• . • I i , iI . , 1 IL.41.• ;.-: '•;14.ktrt, IA1-' 1'.K ''.4.-it- 1 kc- , 1 . ; ; ; --t 6 - 1 i -7- 7 ! 7 :- . . , , 4 .7 r . 4 tikk 5 _9 r bbt,-1- 411 • I, f ; ; Or 1?-tY1, 40fe:is- ; i' : . . . , , 4 , ; .4. . . , . I '• I-;ti ( : . , . . . i •,,.. , ,• i , . , i . , •, , . r----,-- : ,;..i. 1.41- : ; i ,,,` iii„or • 1 L 1 : ; .1 1- 5' t Ao__ $t 451 -4' aiiil Yej ci e4,..,.4 14-.1. i 1: 'r119 it-4,i , . !' 1 : 1 1 ,.' , : . , . *1.;••••••I ; . : : •. . , . . ; I 4 4- . . 1 -,-, -.1 1 4 t4 7--- r.___ ; . . i.:;1 4. , . ...... i i. ._ .... ................4.... : ; . . . . , , . 1 1 / 4 1 I -4 i .: I ; 1 1 , , 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vimk.com Project Title: Compass Oncology Site and Vault Engineer: PMR Project ID: C-25 Project Descr:20180259.2 Printed:12 OCT 2018, 3:22PM Steel Beam File=G:IACAD20181201802591Cda/etions\Strudure1102 Site end Vault PhaselCompess Vaulted. Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30. Lie.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Channel Above New Opening CODE REFERENCES Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.3)L(0.48) b o o > i C6x10.5 Span=9.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0=0.30, L=0.480 k/ft, Tributary Width=1.0 ft,(2nd floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.721: 1 Maximum Shear Stress Ratio= 0.146 :1 Section used for this span C6x10.5 Section used for this span C6x10.5 Ma:Applied 8.004 k-ft Va:Applied 3.557 k Mn/Omega:Allowable 11.102 k-ft Vn/Omega:Allowable 24.368 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.162 in Ratio= 664>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.268 in Ratio= 403>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier Project: Compass Site C-26 Address: Sub-Project I Pos.No.: 20180259.2 Phone I Fax: Date: 10/12/2018 E-Mail: Specifler's comments:Anchorage for header above utility opening 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 5/8(3 1/8) 111=1111 " w Effective embedment depth: her,act=3.125 in.,hnom=3.563 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 SAFE- - Issued I Valid: 5/1/201715/1/2019 Proof: Design method ACI 318-11/Mech. Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=7.250 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,in.ib] z 0 co o _..10 • o ss X Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan HIS is a registered Trademark of HIS AG,Schaan 1 17 :12ZEI a www.hilti.us Profis Anchor 2.7.5 Company: Page: 2 Specifier. Project: Compass Site C-27 Address: Sub-Project I Pos.No.: 20180259.2 Phone I Fax: ( Date: 10/12/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/f [%] Status Tension Shear Steel Strength 3160 5259 -/61 OK Loading PN Dv Utilization tN,V[%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be 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 data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs 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 function 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 manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan Hlltl Is a registered Trademark of HIS AG,Schwan 1 VI V LMK Project Coa„ pix, .1,e., Job tt:-2..0(t)02,31.-2.... By:?mg_ Date: crib Sheet#: C-28 ENGINEERING•DESIGN ' • 1, ' , I I : . , . I ! ! ! I ii I- , I I I I I ' r . . . , , , ---. 4, 4,9.0y-f)-44$44/ : , : : : ; . • : 4 1 4 4 4 • ! : : ! ! r .• : . , ..._•.....c...:---------.. --.4,---- --t 4 i :-..-. - -- '.. 4 4 „ 1 1. ! f 4 4 i I 4- : ' 4 : , . , • • 4- ' : , + i 4- 4-4. ',- ' 1. , 4 4 : 4 ir 1 I ---- ; -4----:----i----t---4-------4------- ----------4---------1---r--"------i- i ; ; „I t* ; , . , . " • - ',--- b? 3i--- : 451-5-4, ---5e.:-t-t0--- 1'q--V, 40' 1-5‘Gt14413- !‘t>4141 '4 '1 i i 1 1 :- -------- +----- ------I-- ! ; -:-- ------I- -:, ---- : : , ' 1 '; 4 .: -I- * : ; -; * ' : ri , , , •-! -!! . -, . :- ; • C A' . , ! ,..i., .4 ',. • • , iio.A.,4,,i !c,0 Jot., . . i ; i. i 44-. _' : I i i ! ii ; i Pfigew : 07',4441 i '4".' (141..51_0",. 0 w..-• .:/lik..ICke-:.._r-P2•16,--1.---1-j--- --T. ': „ Tr--:-------1,---t-- _; ! if ic.A.,444fi.;11_ . . .10-i.p.s.ey t. --.3---.i.._,.._____,.._... -----_----4____[.... , . ,. i s-t-i-- -4 1 !5 -IP „ _4. U 0S. : • 5-L '7.- TO 11;ii-.F --ri-- ' I I -1 t ÷ C..&,,,, ,kntjui ; L,I. : ! ; . 4- 4. ' i •-+ -- ,. -....- , I -i 1 r I , . • . „ . . : : '- , C4tH 4,H r'i kE i •V(34M-41ZIg.e.t1091 : 4 i i 1. • • i , .. , -- --------------------- ; i .: ; • i ; i- i t . • !- „ ' ; ! i : 1 F4!)thwity . . ' -- - -10At-F*- li f , . : •,-)- , ecreoL.. -..! . . •,L/i-yr,1---(61- 1 ; , .1. ... . I. 4.. , i , ; ; : ... „ ; .... • ' !: . ! I' l : : : : : : : ! 4 4: 4 4- 1 I I' . i i : I I . : ; ; di)1C.A,,,j0 U LI 1 , ...1/ t._i ef -!1-4 'i 4 -reek-r2:211: I bail+ Tr:Tose-4 „ . ..• ,I : : • . „ -1 : - -:, : • . . . • : : ( I I F) 6JR.4.14t ii-ii)sf'• icaAf14- t•- 1$14)ci-, 1Pc--r?v4. 4- 4 44 ,. 4 • i ' . : . ; : • • I , I i ; ! * i : t 4 i : • .ii,tF • 10d$14' '*eit5t#: 1:---eili:j (0)--- - , , „ -, , T 1 . 1. ' ' i' . I 4:- ; oaxii v-r-> ft; 4 -r .4‘...s. -0 =-11 LOTn.; 04) . _ 4 ; t : : 4: i •,..1 ': . . , • . . , i : : ,, ; I • i I ; ! , • - i,t• i; i +' 1.!- 2••6,• r36fA. cl , . O -:- . i : 1,.-- '::- -3, •! 1(t) !t>7 • 1 , : ., , : t 1- •; i; i kr-4". lc; -I ci 61i X 1 4„,.111- 1. . v,-.04, i,friel I:. 24 6. ci„,_- -f-_ 1 C (-e-#'00 ! , ± • - : • - , • 1 1- ; ; -I- i ,- ; -:- 4- • : • -; , ? 1‘• '- i - ) .4 'Ft+ ; j 40:c•-07*-7; +2-1:.0 c.,,: 4.--'-. I-Sc. - c.f:L ; -(eGoc, ki.447H)Lt4+) .14-;1 fib* ...i (6") ) 141 • '.4- 4p- ,....' ,.- iq . ! . . I 4.b - ;ii.-:.51-0:- )4 Is r i -.,-,--) -vlei.44-4-;- * /. 6- -.4---1 , . , 4 i •: , . ' , , i • : ; i- ; - i :(E.0. 1 44- ) 61 -1-- --isi -F. it ;-- ! • . Pt..' , - 1-a. lIo -AI 4, +-C141 - , ! IL.. • i :- . _,. , „.. \z=15(r! ! ! • poi,t-cj.,4 )T=pp(ccioi )4- Fl . R.) , . )c,,,,,,, )7 ti .15,4, , ,...4. 4. • J - t . : : ; ; • • I g!I : : 1 . . : : ; : 1 i . . ; : . , ( 04''2 'c )---i qI:- iii-i-i-rr- 4; 1:!, *): 4-! (,I.:/4-;M );.-44.1.-I1- ..:, *.. -,t* : - i".' . ,_ • "' 4'4- i;-- -i 1' i i i .' ; i 1 ' ,_41 of101 C- .0 " 2 ( / r-jS60 i..F (ye k7e " • 1 - - , .. . : -"-,•,' :! -e›:.-4-.ek; f 4-- 4-- 1 - .. 1,:Plir ; ; -,--- ; ,. 1• ; ; 31 ' :•• i + , r . .. ....., ; .-- tYr2- 1-,$. . i 4 7- cP-Pi+ -,- • -: ' ': t - ;! 1 I ; ; -: , : ; " 4* i H I : ' • 4 t :- , : • : • : ' ; , - • ' ' : ; • i , : : : , " ' • • . I : 1 : : ! ' : : :----',..---..----------'------------4----i---ir-----------14---1,------------- ------L-i------4-tit4t-r--- : •; -- - -- -- . * „--cOL:Ottt , , . • : : ; ;. , t i ----, . - 4. :- I, ' ! "1 . , . 4- • . , . . -. 4 . , ;- 4 , i ;- 4 , „ - -• - ------ --- ----- -- - t. 4 - : : (tir ' ri,-- - , , • •• ! ; . •;,,!, itr . !,. , , , ! , !.. :. ! -,----,----; " , .1-8 , ! , I- , ! , . . ' " . -------, -: i , --• i „ . i t i ! ! ! ; 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com , V L M K Project6,,,i,a5s.05;4_ Job#:20(00-zs -2_ By: 17/11g_ Date: 'V IS Sheet#: C-29• ENGINEERING.4 DESIGN 1 ; 1; • ; I 1 ' ' i 1 : ! ; ; ftkilli efoo ,' -i- gs,,4•41.4.4. ,;• 4- i. i i, 1_ : , ! ; I ; • 1 ; ; ; : . , ; ,i • _Ii. 4 eill : , :, 'Si 7 : ' • ' :a41.0' '' IA-% 4 -4 i- -i- j 7 7 i 4. --1-7-"•---r-''1----r----.-----1----1--1-1-1-1 •--- -----F----------1----i----!-------1--------,---4 . --+--t , i : 4---1.--- 4 ' i 4, , : • ; i „ r--- i ; ' f,. ... TA4, . -1 ; T : --,-- -i- i ; : -i , .----,-- 4-- -- - -4. ---1-----4-elf , 4. -- -, -4- •---i- -4--- '.:,--', : : ..... , 0 ' ,: -S- 0,01.01! e : e.fow : r i ! i ,., ir 1 00 !..4.-; 'WI.' • : : ; ; 1 ; ; , - - - - - - - i i i . • ; : . ; : ; : .: : , 1.,;' . . . • - ; -1------- ---±. .. . „2;/.. ,..i.„..,, u.„.cii- to.4 6A2i(f) .2-....4.- . 0.• , ; sp tfi rt h : ; •••-: - ' : . ! • I ._1._.:,.....1../ .....4...........4... _------.---------.4...„. i : , ; ; ; • ; , ; •• . i. i. • • i--: -... + -4- 1 -+--- ; .:' ;....i._.1 .4.'..... 4...... --i---;____i___.: i.-.-`;--- : 4-1-1" • : • : ; ; , . . , . • ; , •, ci. _!4;----•'- 044- biz , - tka ' . is -1-44X-i •.4/ i - - - - - - I rrX,----,- • i Vim, "4.4 : : : , . • ; : 1 : ! ! . •7 I .-!---7-- - ,-1--,- I i 1 , : --1-• 4; 4 4 ! . : 4----4---4-4- i--- --t ••.' -:- , . . + I --i-- „- \l --It ,--t- -, t,4:3-44 i 4- ```I-i- ' f.- : i• eg ---Le's{ „. ..rf--- . , - .... ; i--1 ; ; I" : ;;' i;" +-4. .I" ":" . t . : . --1-- 4- 4----,-- i-• i- , • ! . F----> - A.0-.0 ; te44. , ,---/- T ; • 4 i .'- -: ' 7--47-11--;.'. d?"-r-4----7 . --;qt.-l'5.-'-'51-- . -----4. 4'liz-----.i_ i;_;-11-- --4-.' , • -5." +117( 'IJ-Ci :77. ' ., $s,...tc_i • : ......, : ... r_t t a-*Iii;rZil 1 i , . 1 - -i--- -4- —- : ..,- --_•_._- -i- .I- I; -4-- t• '-`". . ' : / ...i .4_4_ i_: ---,.. I. , ' 4.- --t- i 4- : ---,-- ;• : : -;- L- -4-'- t- 4,-'-- -4. : . Tir'12,1 • .2,1-. ' 47) t (1 ) .corA. -11,4;‘, -Tit 4,,, , i )----epoiy' ,,... ... -------1-1--IW "-- 4•••,., ---` 1• Co,,e1 4-serf-4-4- __,_. .10,3__.4._,, ! VP$. • '010,i, " • !--1-- i ? , ; ; ; . . , . ; , • • ..... , , , --:---•;• ., 4,4 I• •;• _4-- -4••• 44 ••••• 4,. .....[.----..1....E,i .i...,..• ..,, .,0,,,,•.,.._. .!.. r.,„, .,...., .0. 4.. ,...... •., ,,,—i*... 1....LN.1 , , .f.tiA, ..,.. . , . 4 4' ' — 1 T'er :, : kr;`‘.4) . 4 4- + i .,_ ;-• 1- i ; _i• ! ; : ; ; , ---:- •t i .,....,---- ...tp e'0,4;' .....1... 4.... .f---i---t ! ! 1, : • ; -4- , . . .i.. + : 4 ; • t---- - ti i i /I .; ) 9'. '-iiii 1' ?' i ! : : 4 --.1---+------1----------4--------i , -.- . . , . ';- .:. , 1 t- -F- . . . . ; LA 1.1-441n , For, :, W ,•_1 i, Ecs,...!VI.':1- 1 g ,,, . 1---4-- f•-•- I-4--- .: - T ....-- ' : • , 4- -, -I- •-' i- 4- -4, -4 :, .,. ..! --.3. . , . .; ,. . , .. : , : _ ; ! ,i : ! ; • ,.. • • • ; , : ; . i . . : : ;--- :Fr ,It. . ! AO' ' 1 •... - I OW IIP! i r : i : IVII. ; i -.1 i i Adir hl..'il : ; „ , --- T ; --4c:- 1? 1 `Z:r-' h ` : : ; . •`. ' : -÷ : $. L . --• - i ---1-• s----1.-- --- --!----i---:- : . - fr-f- ' c) 4 ,. , . `1 1 •I : itill f 1 : • : i-r• 1 i i : . 1 I -- -I-[--T i • :, i. : ,,,i : : I ; i ti—i:-tr: s --,,,,,444.... t ,-- i f .4-- 4- „ ... - i *. ot• _[ 1 °S i i-...• aslo b. ..1---1--- 7— • -----•-i----•-_-i_______i___--•-'-------__----- .,.. _ • , - - L___1 1 f ft, ; ; . : -----i------ -.- -i-- 1.. :. ' : -i- i--- : - -------+---i----- -;- i- 7- 1-------- ; t "1-1-F=--: --:0 , .. . ; ' -- ;.--1- --- 4. -4- ---,- , -4--t-T------ . „ : 1 1 ' : ; • - : - : 4 . .; "1 1 •4 --- -- ---f---'------4-1-------t---1--- ,,,.. •---s,----,---- ; '1,0 it i . • . . : : ! .4)11•Atdo... 4... --.„-•• •-:- -, -- ----;„ , . : . -- T ----- ----i 1 : I ; 4... r _ •-3, : .. " i. 4.. 4...T -i---T ,..--; 4 ; • ; --- a .lir r; ir, --- i ; --i--I.-- ----- -I,-- ------,'- ----- t------ -------1--------------I--- --- --% 7 if- i---- ; : ; • ; , , . : - -;: i , ; ; ; I i • : : 4t I 3933 SW Kelly Avenue Portland,OR 91239 tel:503.222.4453 fax:503.248.9263 www.vIrnk.com , 1 1 1 * VLMK1 ENGINEERING...DESIGN PrOjeCt(hyvvess ac,5;4e. Job#:1...D 1 to e SI 2._ By: ?Al it Date: 41-Xto Sheet*: C-30 1 : . . . . : : i . : " I : : : I ! ' • : : • i I• 4 : : : : ! ' ' r t T , i t • 1 t •I•4 a I ' ; • i ; : t i I I , • • - , 1 V : ; : : : i ; ; „ : i : : : I ; • : : 1 , I- •1- ; ' : ' • : i .4. i- ; — • , . • : 1 i i I ; I • [,--Ci 1;. • ! ...., ! j ii '.... 6„.;i4' ! ,•1 ....i. ..r.... 'I. ; ; ; i ... •,- • - 4, 4- -,;- , I 1 . • -1 -i f -- .., ..._.....l_X.1.___ . il . .) , .C) 41 i A190.r4._ 1 :V! .4., 1,0.„. ;.' if ATt' ' ' IDC.-- ."--T 41106- & I oiiti-ti;:--'--'-' i-i-a-,- ----V- , ;.- : . --i--- . ---- -1 --i v ..; . ..L.....4_4....,..i... I LI .;.V. ti .. . ' •" --4.- '7,-.1)46 , : , i I" ; . ,. ..: :. ., '---4 --'- ,--.-- e- -,- ,,- -.• - ,.......1 i f---+-. • , . : I ,...-.111 • . t I trp, : ---1 i ...) ., -•:.wir • ,-1 , A ! le,... ...i: +-- . - 51 1: --t 47*!"4,-5r----ef-,--- : . --- i- il -1-4-44-_. ; 1 , •.r, - oi.,;',..i..._p!,g4......_p_ to ,,,,kre.,,,,,,'1, •-„,s.,„.e.w it- l i_ ...... ; T t T------ —1--—1-- , . --t-- ---t---4. 1 • •4.= -----i 4"'••----t-- : ; 1 414-.44----4-4--I. • 1--- ! . I I I , ....'_4 _4.... !, • f : ! 11—,re. ., ,, 1 ---4-- -4- , 1 1 + --i- -- + i ------ % • . 4-- .,- %. • i I--1----i ! % -, -% . : : -1--4f-1 • I.- : 3 I ; i 3 i -3-' -I --,- - • 3 ; : . , , , ,„ 1- - 3- * , i ,.; , , • :A* ;ft ro,,,A : '..lik ' f ffIr*.a 1 .1 i ': Si 2„.. 0,s t•----- , a i5ZI'',--t• I. 4. t : , ; • • 4 ; : 4 -;- -. -.. -- -4 ; -:- -4 :• .: --r--- • --TI-1 1 ........_1 I ...I ; _I...1.....I 1 ; 1 : : , . • iti_i : i _ :_eki...! ! jiys • ' ' - . vivt-s—r1-; i •- le', • • ; , i : : --4-- 1 4. --1-. ! T 1 • I I k,-- i i. , . . , , • ; : . • , ; • : ; : --- 1/11-44- 1-1';°1(. .f'ff -, f„:„......-2_ 6 • ---..,.-- .., • „ ...e.dit ?P(.4.-i , ' .• , :' , . .Lit; ,• • : 04 6 .1.4-0e i . .c- i4I;,:, , 1!, ,ii, .,„. i 11•. i _ , .,•I.... t,:, =1.,I t 4 1 4- -I:- 4 1 .0L 0- --- • ; ; . . Not, ; : $ ; - - - - • 1 I ; —4-4-------'-----i--=-”' 4---------1--------F------ : . . , . '-----1-•-•'--------. --i-.-- '-------i----.1----—----1--- ---1----"r---1-------i------÷—---+-------h---1--t—t--— ---4,-----------t----—1---- ._„_..T.T---- -1 1 1 , ------ --:- _1,-ir,l-iir . . . 1 .4. •4, , . ; -Ir ' IA/...." (4°W 4 •I •'• ; ; r .-4 j...- i ; , ; -4 i i- -i. -*/ 1 •i.- 4 :--.- -i „ , . „ ; l'• I t -F-- 4-. 4. f ; t re14.=:::',L., ,,,"•cti- ' ; ! ': ! . . • . • : :- ± H----4.------ --- : ; ; ; ----t-------i----4,------Ii- : ,,i-cf-----4------4---,- ', ; , : , . : -4, -4--- 4 --:,-- -!- , • : 1 4 --------------------------------- 4. .... .i. .i.- ,i.--.--.....___i_..f.....4_I 4- •--:- ; ! ; . . „ /---- 2,,_ ,, :> A ge.. , ----•--------...----------.1----,--- 4 -= •4 • = 4 _ -•-----4.4-=----=- I ; ' : • i ---.........:. _, ; ---,---.....,------- .......; 1, i , - ' - • : : :A, ; f i ' : i ; ; . , : 4 . ; ; i 1 i- : 4 ;:- 4 --..- i --- I- i_ _ .i / • ..:,-....: Li C i i i , , . , „ , -4 • ' ; ,--'1 -------,----i',-- , , _____--:------ „ --, ; • ; ••• } I- - 1 I. ; 1 f -4 i I -' . ' . , 1 . . I 4 I i , . : ; ! i 7 -----:- - -}----1 1. 4 ; 1 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com 1 VL M K Project: Compass Site Job#: 20180259.2 By: PMR Date: 9/18 Sheet#: C-31 ENGINEERING+DESIGN Column Flexure Analysis c = 1.0 in (initial guess) Lw = 20 in As As*fy Arm Moment (K- Bar group (sqr in) Fy (KSI) (kips) in) C or T - 1 0.466 60 -2796 2.00 -55.92 + 2 0.466 60 27.96 18.00 503.28 + 3 0 60 0 29.50 0 + 4 0 60 0 43.50 0 + 5 0 60 0 57.00 0 0 0 0 0.00 0 0 0 0 0.00 0 1 1 Pu= 2.4 kips Pn * arm= 26.4 P„Arm= 10 in Pn= 2.64 1 $ = 0.9 1 f = 473.76 b = 20.00 in C, = 2.64 1 a= Cc - (0.85*fc*b) = .04 in c = .05 in fr. intial guess -- QK therefore, Mn = 473.76 [kip-in] Et = 1.17927 > 0.005, so $ = 0.9 Mn = 474 [kip-in] MPR = 1.25*Mn = 592 [kip-in] I $ MPR = 533.0 [kip-in] = 44.4 [kip-ft] $ MPR = 44.4 kip-ft > Mu,max = 6.6 [kip-ft] PIER OK Minimum Flexural Reinforcing Check: As, req'd=0.002*Ag= 0.8 sqin ISatisfied with above reinf.? Reinforcing OK I 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com ,I VVLMKENGINEERING.o.DESIGN ProjeCt:(4916t,s1 .41e.,‘ Job#:1,0 iftoisiz By: ?pig_ Date: 4Y/f3 Sheet#: C-32 014,,,,,—: 61_,,,,,,,: , :,t• ttk 46,1 3 3, ,..,,3 4 60Ai : 3 : , , , , • : -: :- 1 :- : i i- -; i , ,,,• . 1 ---- ------------4-------4--------L-------',-_._ i • : : ! ! It + ":' "!' , 4. 4 - 4 ; 1,• 4 ; •• : : i [ 4, ; : ; • • - : ; • ; ; . . . 4 .: :. .;. • ... 4 •,. ...ik : i • 4 i 4. i 4 , ; , , ; -I-- ' ; . ii, 1014.• .....,r_e ; ! • i : : ; • i ; . . ! : 4 I 44 ' 1 I. .1 H : . , ; t ' i It , . , . . ; : : • • t -4- VII : , ---4---1-4 -.1. ..-- . 't L- i :4 : t., ; i------4-- -I-- -- 1)I-- .i. -•i--.I. .: --i--- ...-...., 4....4.__4.... ..4.' 1 i , . -. . i 1, --i it5- 7 I( L ii' ,!- -- , . ! : H 1 ..... • ' ' ;= ;*412; ecg,k- • : I•;;Or r .,44,...i.- -, t i - , ,, ---4- -.7...s- . ' • • •Ii f., ; 7 , .10 ; '-' 1ZPW7HL r.', 410 1--tf 1.-- --i.:- • • p ii : ... j„__ i• i ..-47- ris-frif • 4'Ni-- , 4.__.„. .4. 1 :4 4 _ : - T: L.:, ; ; i- • : : ( 4., 1 4 4- -I- : - : 4 i . • .,.. • 54 i i : 7 • . . 3 . 41 : r 45 o : + , , . . . }! 1 it' . , , u ii --r- .... .... . • : , ....• - - i 4 ... , . ; I r x 'V/ r-4)--fr-51(4,47' . i : ; : • 1 ' 1 • , 4 ' .,/_ ; ; • • • : : 4 4 4 i 1 _ .; E :,,:k/Ar- • ; 4. . -: ! .kk‘671- - r4• - . "-i . • • 1-11-f 40410IF :Ok . . : t• -r . ---• 1 ""i --- I t ; :. .1 ; • t; .- 4 ; 4 ' ... I i i ; : . ! • ! ' ' • ! ' 1 t 1" , 1' 1 4 1 I 4. : 4 ; fl , ': 4. 4 .: I. 4,- : . '. t 4 4 4- 4 - 4 1 • t! ! ; t : : i.--' -1,.... i i i /4 . 3._i -:.. , 4 -I , : 4 J`51eCci°"-- 09(46L-e.,;,....„7 ql : : — id (• JI ... . ' 19'7; i L' 4:i'l;--- • -L'-77 4.-G.. -;z.. . Q i7i4 -1.- E ..-;teetki,) co.4,1 el i i ' • , -•- ---r- .: •-: ;1 tlt-t— . 1 I, . :•)-11; 7 ;(0 4,--..4) --: - i i ' ' ' ' • : : : L...4_i I; i ; : 4-4- 4- 4 4 .I. ; ; ' • ; 1 • ; ! ' ; ; , ! . • j , -4 - 1 .... i• , . , , --., ; ; ,j, , --4....4 .,- .- "...4."." ----;;_l. 7-'' ;••• f.efr---,1 --i- ,:p• 4-- r 4- 4. 4-- i; ,...„.. A _,, C 5 4f--) ii.--1- -v.i Ai .s , r • . - ; f '--i-- --1 . ' j i : . ! ; : t i -: ' -4- 4--- ; - 444-- 4- 4 r. • ; ' ! ! I '1,1_1. i- r. j I ; ; i^'11 ' -,• - ' t \ . ; i AAA: i • : ' - -i I - , f , • -4 4 , , 4. , • I tt ; 1 . , I t t ' ; ' 4444 ; ; T - •••:- t •., . •.. :- 1- 4-; --3:Pelf4 1091elf-i rt.- ; . 4--- • ; .. . - 4 + . : : • 4-4- -----4-4. ; . , -r-- . . . ---------;---------1.-------• • ; • ; - t - ' ' , - i I D.t"' ; ky ! : :011.,5 i s.g. 8,1,...H, i -- (A5e. ,., i 0-K.7k vt-0,-- - -- ' • r 7- , , '',--'''' !- t,-,-4," , W4 : -----; -t 4---- ji: ' ,..4..dte• • 1 _. ,,,_._ . .._.„,. _ ,i;,... ...tc.,....". •---...,....__..._„2.4.,,,.._.,._----:..-------:---------i------_----.1-..____..,.i.._----i._ •, t---I--- '-- --i P4:14"' 4:'''.: ICI .- : 4- : . .: • i • • . . - R --I- 4---4 ..- , :: -1-- --- --- ; • 1 , + . , '--- - -1---------------7- .' 4 - . 4 „ 4 - , ; : 7 - - : I • I • 1..... ._ ..! 4,',e4;',".',,'...,4 ,74,,,_I__ i 4 :. ---4 4, --------------4 - -.. - • - .1 4: 4 . 4 - -: : -------1--;--!------ -------4: ---T------- 1 - - -.; : 1 ; 4- 1- 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com i I , VVLMK project: o,,,.54, Job tt:2,0tfioss--i,2, By: Sheet tt: C-33 .• : ENGINEERING DESIGN Date: 4Ytis 1: ; ! . N+ r, : : ; 4 i -; • ti," , '•'..i. / ; i , : , ; , ; 4,,, 4 I,...i. i .f. 4 4 • •: 4 4 4 1 • : , • : . ; : : ; ; . i I ; : f : • • 4 f -; 4 • 4---4 ' : : ; - 1 ' 1 , . • • „ • 1 'y 1 T ; : : • 4 ! ! f ' ' 4- . , • 1 I -:- ,,-4 I' 4 ,--r- , . . . : ; . : -4 'i }- 4- 7-1----'-------- 4 4 4-- -4---- i -.'--- . .... . /.., ; 24l'i7,44 -ov--I *-- , .1- 4.- 1- • I-1- 1-•..-- . ..- . ---.. ; f,,i r , , , - fir 11."" 4-1 q-Pf'n , ,LA.., • , : , -.5- ;-.5 -4-- 4 -4.-- .--..; -4-- i ; • 4-- i- : .• ; . : . .,...,.5.1,i..."( • Ili h 4- . ; • . L { t .: i-- 4 i : _ --4.- 4--- • -f--.• -f----i--- 4 4-- -i. -4-- 4- 4 h."" . .1 . 4- ?. ' '---- 1- -!-'7 5- !,. 'r:--- I1 5 -ti.....t,l'-.1.-- --1 itil • . • Ad5 CF'Lt 'i6L-F, ..1,:--!--- 4----i---! .;. ; ; .......L._.1.Ft4, i... ., FT y e , , : 1 1 I------------ 4 'P 46 , -0-,..-1.-1- -4,- rtr I - • ilt, '' .*-'.:11 f t 15-$"‘ 14';'''': 1 di -I 1.-41-1.--t- ii -4---: • -4----- -i :• •;- -4-- , . • : : / ! T: 1111111M11111110.1- ' . 1111111111.1111111111111111M11111.11111111111111Millall 1 1 4-41 . ; . ----r----.----1---- . „ --:-t------tt3i ---ifSiS-6*-4- . 14-F 5 5 ,,•14 i ! ; ,• • . •-1 ri...:,, ' : ,':ii.+51 1 I 1 1 : ;• • • , + 1 ;-- -S• 4 . ! 4-- /.41-04111 - --• :„----1-- - x.,:-..i •,, 1- eb.,---4Ni :-- t"---' -1 , . A. , . -;--- •-1-- --f -1 . , ; , . . , , . ; : ; , ; , , . • . ; ; ; 11111111111111111111111 - - - -- : : 4 _;_.• :. 4 : , 4 ! '4 It i --- • :- , ' ".-liArIS 4.. ! (6`4.-•--- - - ------1- • --- ll"' , : . . . • --li-i.."'"' . iciocl___4,1 , . i , • iter-' ; T , . . . 1 .-t1-4415'. i -;- t-- i ---!- ; : ..........----..... 4. -:- ,- • , ---1-----i--.-i----h-i----t--- ---• : . „ _,• , 4 -I : 4 --4' 4 4 4--- :- 4 -1-• . "4 4 i •tf /I: , e,i .-9! :---- , • ; ; : " i : ; : f : ; ; . . , . . ; 1 . . „ I : : . , : 5 , r '' '.-01------ 4;).-i L ' --5.--4 5 t'itirtHl. 4 ;• L4-1;11+ - ; i , , - t t :- 4--4-4-- -4 . • ; .......i..._ .: ,,..._., ni., •'. k-te • 4 • 4 1 ; ' F i f i 1 1 ; r : --;- --: i - f ' : ',- i 1 f I: ,,,; t --- , 1.4:•.:-- ' ' •r-- --- i -1 -41- • . ; ; 4, 1- . -4--i----4 ----f --i----i--- --- -4- -i--- i---i---- 4-4 , . . . , • . ' 4.--5:,• ! i : -1- -4- i-- -4-- 4 : ---;• ' 1 _,_ 2..- , • ! : ; ; I + . -I....TT' ..t.a? i 1-501.inw. iez t•s)i .4 --:-- : , • 5 : ---5- -4. 7-- -1--- -4 I ,----- --- ----- ' 4- -4. • ; •---- : : r ; • • • 1 ; : : . t - --- -4-:--!--- ! 0 115 °' r ^ 1135' St -1--- -------i 4-----4'-'-::--t75]A; ,\r•' ! . -1--..-4- -} :! i :. 4 4; 4: 41 :• : • ' :; ;; f: •f i 5 ) 4 . • , __i____• _i I i ; ---- ,_. • i 6.44,: i .....f). ....., dor, -1-Pi 45'- U1- 550- ---- . . . -i- . -- -4 1,-- 4--- • ' ' : 1 • -4. : ` : -4 1 -I • ! 1 ' ' : 11---- ---;"------'1'---4.- 4 4 • •---.1- 1 •-i- 4.- , ir 1 ; ; 1 • ; - - ! - ; - ,--7... !. .,%. -- -•i•• i,ii, !,-- „ , --•----:----,---i•-,_--- i ----- 1-- i 4. i i : i 1 i----4....-_... __J ;. • ,,.. 4- 1....;.....---------------------,... ... ...1.... ,..;_$.- ,-..,....1„. .,,... I ----------- -------. ti 1_,_-..., , . ' : . , /(44- ; .1.1...7.-------- ----__.i.----..,.. .t .i - --i- . i"--- , -i--- -;- ,- -,.. ... T . :. i ; ; L I 5 : : ; , . ; : I ; f i ' ; i i 1 • • ; I" • ; i ÷ ! 4 4-.. i.----1'. 1-----.+. 4 I. 1 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vIrnIccorn i I 1 Project Title: Compass Oncology Site and Vault Engineer: PMR Project ID: Project Descr:20180259.2 C-34 Printed:20 SEP 2018, 9:09AM Steel Beam Ale=6:IACAD20181201802591Calculations\Structurall02 Site and Vault PheselCompass VauftecS Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (N)Canopy Joists CODE REFERENCES Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.181,S(0.3) b o e o HSS6x4x5/16 Span=18.750 ft Ii Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.180, S=0.30 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK_ Maximum Bending Stress Ratio = 0.595: 1 Maximum Shear Stress Ratio= 0.091 : 1 Section used for this span HSS6x4x5/16 Section used for this span HSS6x4x5/16 Ma:Applied 14.062 k-ft Va:Applied 4.50 k Mn/Omega:Allowable 23.643 k-ft Vn/Omega:Allowable 49.315 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.232 in Ratio= 969>=360 Max Upward Transient Deflection 0.000 in Ratio= C <360 Max Downward Total Deflection 0.371 in Ratio= 606>=180 Max Upward Total Deflection 0.000 in Ratio= <180 VVLIV1K Project: Compass Onc.Site Job#: 20180259.2 By: PMR Date: 10/18 Sheet#: C-35 ENGINEERING.DESIGN .....---...... Addition Weight 1 . 12.02 klf • 1f,?::::... :.:: ::. ..:;.:..-•,.2i(:::.i,,.iir,. :..:..i...::;:.:. -:•,:.;-'-:.:I,'';•:,:ici.,...:::-:,. .-y:I;`,...,..-,--:,;::,.;.;..-...--;::,-;.:.;:,':..!";.... I kr-,.•:::..:.- t ,-'.1. :,1-. - .: -.'.,'' -........••-:'t-'•st.. -... --- '. % ...--'• l• 1— ..,....., D3-: . :B1 ... , 13 s 13 sf -,;-..-:',-., ;..„!.;-.• 234-sf- ..1.:..... ,....:. - -, . • . , ,: ;.•-.'.',,!...:.;•-•:r::.".-, -.,;•.,- ...,.-:;:-.,.:.---: ,.•...-.:,.,-::,......-:=.•I, •: ::..,..'..;:.. ':..3::.•„!! ,--- --4-,B2•:::--:•:: c‘i ,— .. , ••••• . • , 178 sf 178 sf ...:-....•,:!...,::-?-.7,-.:-:;,-.e.. •Tt •.k:-.-:::; .-.::::,;,:...,...,.:L_,Q -:....."-:f•''.'...-,f , ::j..::.::::.i.;..::s.::.:.:•.'ii, -`.-•::-::,..1 [ , •:: ,,_ :::ff,:s.•:1,- 44 sf .;',:i•.--,.., 1!.67 klf • •.,-.*--.:!' : 87 sf : _.....: -D1 / — , .-..,-..--.,-.::-.::,:,..',"',.,t1-:....,-.*..:-.:":.:-,E "7•:1;:1:7:-:.1:-...;-';', i.'l -;-;•::::; . B3 — f .-.. ..,. :!:..7.:::.1:`.A 2 sf •t• ..:. —.- ....:,i. , .;%.::,_:,---.:-.:::: . . . --.-:-:- ,..-',.!.,..•-;-.s...-.1-..f,-.,-,,.....1.,:,--....- ,:f%T.•-•."'''": *:::'.----;'..--":- -,!-. :;',: -:.,-...,..."-:::''',-.:.' '..!'1::C ';'•'„',;:-.-:..---.*::;:,-::.: ,,-;-: ft 7 .-;:...-st '...:7:?-1' '.?;-,..... -;..f.i:!.;:f. ..-j:'....':.:.:..:::-*..'.7.::.;'-'--'-.:c:::'...f.:.!;:-.-:,.:,.:.::::.:.:.:•::,.,i," ....-:::..-,::-;";.. . 10.44 klf • ' Addition Weight Plan SCALE: 1/8" = 1'-0" 3933 SW Kelly Avenue Portland,OR 91239 tel:503.222.4453 fax:503.248.9263 www.vImk.com VV L M K Project: Compass Onc Site Job#: 20180259.2 By: PMR Date: 10/18 Sheet#: C-36 ENGINEERING+DESIGN Addition Weight Design WALL A Length= 38 150 pcf Height= 14 ft Conc.Weight Width= 3 ft Wall Dist Load 7.425 klf <-includes roof above wall Roof trib.area 100 sqft 130 sqft Roof thickness 30 in 60 in Roof dist Load 0.986842 klf 2.565789 klf Snow Load Tot 0.151316 klf Total DL 11.12895 klf With slab= 12.02895 klf WALL B1 Length= 15.33 Height= 14 Width= 3 ft Wall Dist Load 7.425 klf <-includes roof above wall Roof trib.area 13 sqft Roof thickness 30 in Roof dist Load 0.318004 klf Snow Load Tot 0.0212 klf Total DL 7.764204 klf With slab= 8.664204 klf WALL B2 Length= 17.75 Height= 11.5 Width= 6 ft Wall Dist Load 14.85 klf <-includes roof above wall Roof trib.area 178 sqft Roof thickness 60 in Roof dist Load 7.521127 klf Snow Load Tot 0.250704 klf Total DL 22.62183 klf With slab= 24.42183 klf 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com VL MK Project: Compass Onc Site Job#: 20180259.2 By: PMR Date: 10/18 Sheet it: C-37 ENGINEERING r DESIGN C-28 WALL B3 Length= 22 Height= 11.5 Width= 3 ft Wall Dist Load 6.3 klf <-includes roof above wall Roof trib.area 87 sqft Roof thickness 30 in Roof dist Load 1.482955 klf Snow Load Tot 0.098864 klf Total DL 7.881818 klf With slab= 8.781818 klf WALL C Length= 38 Height= 11.5 Width= 3.5 ft Wall Dist Load 7.35 klf <-includes roof above wall Roof trib.area 194 sqft Roof thickness 30 in Roof dist Load 1.914474 klf <-includes roof overhang Snow Load Tot 0.127632 klf Total DL 9.392105 klf With slab= 10.44211 klf WALL Dl Length= 22 Height= 11.5 Width= 3 ft Wall Dist Load 6.3 klf <-includes roof above wall Roof trib.area 56 sqft Roof thickness 30 in Roof dist Load 0.954545 klf Snow Load Tot 0.063636 klf Total DL 7.318182 klf With slab= 8.218182 klf .......... .._.......... ...... 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com VL M K Project: Compass Onc Site Job#: 20180259.2 By: PMR Date: 10/18 Sheet#: C-38 ENGINEERING♦DESIGN WALL D2 Length= 15.33 Height= 11.5 Width= 6.5 ft Wall Dist Load 16.0875 klf <-includes roof above wall Roof trib.area 178 sqft Roof thickness 60 in Roof dist Load 8.708415 klf Snow Load Tot 0.29028 klf Total DL 25.0862 klf With slab= 27.0362 klf WALL D3 Length= 8 Height= 14 Width= 3 ft Wall Dist Load 7.425 klf <-includes roof above wall Roof trib.area 13 sqft Roof thickness 30 in Roof dist Load 0.609375 klf Snow Load Tot 0.040625 klf Total DL 8.075 klf With slab= 8.975 klf 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com VVLMK Project: Compass Onc Site Ion#: 20180259.2 By: PMR Date: 10/18 Sheet#: C-39 ENGINEERING+DESIGN WALL E Length= 22 Height= 11.5 Width= 2.5 ft Wall Dist Load 5.25 klf <-includes roof above wall Roof trib.area 264 sqft 53 sqft Roof thickness 30 in 60 in Roof dist Load 4.5 klf 1.806818 klf Snow Load Tot 0.360227 klf Total DL 11.91705 klf With slab= 12.66705 klf LINAC PIT Linac Weight= 27 k Linac Pit Area= 88.8489 sqft Dist. Load= 0.303887 klf MAT SLAB Depth= 12 in Area = 1180 sqft Load= 177 K TOTAL LOAD Area Weight Walls/Roof 2559.15 K Area 5'roof 686 514.5 K Linac 27 K Area 3'roof 300 135 K Mat Slab 177 K Area 2.5'roof 800 300 K Area 12"slab 1180 177 K Total 2763.15 K wall area at(11.5'+2')tall 465 941.625 K wall area at(11.5'+2.5'+2') 144 345.6 K Seismic Weight > Total 2413.725 K 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com VVL MK Project:Cb 43 5 Job tt:Z',IIA,L By --TN Date: �i •-- /L�//J Sheet e C-40- ENGINEERING.DESIGNu Srn t= 2,014-06 v 4,7zqOa))W ® p-r5 iv r i j Wr — / 7i77177 = 74,1pew/Roof 4L44,c13. fit. bt_ U= (zy.917) = 71 " y0,... L2--) =Q" Th/ -44 wA-c...lcj &e-4 ,es.cvm--1 x � 14i-44 - 11, r Ad„) \� .� �v (1,;)4-7176,7 5'y,$ o; > I1, (1- ©,K-, 'T1) . 1 0f4p..) 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox: 503.248.9263 www.vlmk.com yvImK1 Project:e o7 Jobu: By ' eer .7 Sheet#C41 : �N Date: ENGINEERING+DESIGN { Y 1 j /ViiAJ/mv-�.. 72C2r�i...4$,d w..i'�" F• oeri' { I f t. 1 __ll - h'17N7+"'►u . T ' F,Q#T7_+ ' N x 1 I 1 GXIO,.., 7/Z Z, I 1 ./414-1-1.-4 -I Ajoev i III 1 .. ...._� i- -- Z/ 4,04 - ( G am,n-,. �� 01-Q w ...-s s I 1 qty . 1 1- I ThT"4 A)/-7-7./- 'Aro .T/N76 l a /,/f1-1-1..., A4-., 5 sA o I �_ Co-'51 P , -17;03L-c- 7 tz.Z ,i '"v ' I . 4 v' m � , 3v' k_... ?�,-pr f t7r0' IDEsrs►+E +-a Z:D_a.pJRS �"-` G DD D _ , r fa-k-x> 4.w .iv R '-›, D.00 I i C t7 b tir5. Ge-r tirsa " 24/4 . ' MI....$. ' j t*.+'F, Q P D r 1 . Concrete Reinforcing Ratios Thickness 0.0020 0.0025 0.0030 0.0040 , 0.0050 (ft) (int) .- _ - (int)- ._.. _ (in2) (in2) .. _ 2.00 0.576 0.72 0.864 1.152 1.44 2.50 0.72 0.9 1.08 1.44 1.8 3.00 0.864 ! 1.08 I 1.296 I 1.728 2.16 4.00 1.152 1.44 1.728 2.304 2.88 5.00 1.44 1.8 I 2.16 r-2.88 3.6 ._�., _�..1 _ _ __. 6.00 1.728 2.16 2.592 3.456 4.32 6.50 1.872 2.34 2.808 1 3.744 4.68 , i 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com I VV L M I< Project ...p.,„,„, 12 fle717 Job#: By 77./ Date , ....„,- 1 g, Sheet U.C-42 ENGINEERING 44 DESIGN 4 I . ! 4 ..., ri p.p......,,,,,,, rPe.4t.seliadoa,444Esalr— PIVIll 0 fo : Cp,--rrio-10 1 ; ' -- ------ -÷ .5 1PK 'it411040. , I f . . . I , 1 #7 csi 2‘0.^ 0.c.... ,c Z • #0-- 4.-/z,- ,.4 : •=--; .0', i t/i , , i ll 147- j fRral,VIT340.-C) , ; I I 4 1 i I Or' 6,00 > -P'•- ?',/4p j AZ- 1 *,:t_f e,11 ! 0,,,K . - ,, --i - - -- ----- -L---------- V , 1 ioi4fric-n-t.. 1 1 1 i' ? i i 1 I i ! 1 ; /1401 ?At. pbtaxVicie-is: 1 < I 4 I 4.1-e.e- k)Art-4- 1 _ - 2,7 *in' i D.C. x c I . . . t ---P. , , t 3.43 Rile— , *7i ...- A6. __, ......_T ......__ . .. . .. .... .. _. # e ix- ov c>pl21 1:::. .... . s.,, et.-171-.....) 1 G9 peraa 1 .c‘ 6,11_ ,b, 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com _1 VV L M K Project job 0• By r7XJ Date: .r /9 Sheet st C-43 ENGINEERING�DESIGN - ' iz" D c _ - Dt3( 05E7 lz` o,c . = p. n D.ODy .. /,d71,-/ inz < AP/ 1n L 'fir, -4V . 7 ,0,91D i1=' X Z lI 0 j nZ X Z DMZ P*7 e [z xZ = 1,z4 et), 4,0 Z 7 +reo„r 3, n7~ pawl r Or PO3. SV z,7 l ►r,l .k 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlrnk.com VLMK Engineering+Design Project Title: Compass Oncology-Tigard Engineer: Project ID: 20180259 Project Descr: C-44 Printed:19 OCT 2018,10.19AM Fde=G:IACAD20181201802591Caiculations\StruduralWaultec6 Concrete BeaIn ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Vault Roof(30"thick) CODE REFERENCES Calculations per ACI 318-14, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties fc112 = 3.0 ksi 6 Phi Values Flexure: 0.90 ' * fr= fc *7.50 = 410.792 psi Shear: 0.750 yl Density = 145.0 pcf (3i = 0.850 A, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi * E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 1 • x 1(0 1)S(0 05) e b --44c 32.250 ft 24"w A 30"'1, - Cross Section&Reinforcing Details Rectangular Section, Width=24.0 in, Height=30.0 in Span#1 Reinforcing.... 347 at 3.0 in from Bottom,from 0.0 to 32.250 ft in this span 247 at 2.0 in from Top,from 0.0 to 32.250 ft in this span 245 at 14.90 in from Bottom,from 0.0 to 32.250 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: L=0.10, S=0.050 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Desi•nOK Maximum Bending Stress Ratio = 0.553 : 1a)M-tirtiOftf Defteditin Section used for this span Typical Section Max Downward Transient Deflection 0.014 in Ratio= 26814>=48 Ratio= 0<480 Max Upward Transient Deflection 0.000 in Mu:Applied 137.158 k-ft p >=36 Max Downward Total Deflection 0.121 in Ratio= 3201 Mn*Phi:Allowable 248.216 k-ft Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 16.154 ft Span#where maximum occurs Span#1 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 13.505 13.505 Overall MINimum 0.806 0.806 D Only 11.691 11.691 +D+L 13.303 13.303 +D+S 12.497 12.497 +D+0.750L 12.900 12.900 +D+0.750L+0.750S 13.505 13.505 +0.60D 7.014 7.014 L Only 1.612 1.613 S Only 0.806 0.806 VLMK Engineering+Design Project Title: Compass Oncology-Tigard Engineer: Project ID: 20180259 Project Descr: C-45 Pnnted:19 OCT 2018,1019A Concrete Beam File=G:ACAD20181201802591CalaletionslSWcturenvaulLec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Vault Roof(30'thick) Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 32.250 137.16 248.22 0.55 +1.40D Span#1 1 32.250 131.96 248.22 0.53 +1.20D+1.60L Span#1 1 32.250 133.91 248.22 0.54 +1.20D+1.60L+0.50S Span#1 1 32.250 137.16 248.22 0.55 +1.20D+0.50L Span#1 1 32.250 119.61 248.22 0.48 +1.20D Span#1 1 32.250 113.11 248.22 0.46 +1.20D+0.50L+1.60S Span#1 1 32.250 130.01 248.22 0.52 +1.20D+1.60S Span#1 1 32.250 123.51 248.22 0.50 +1.20D+0.50L+0.50S Span#1 1 32.250 122.86 248.22 0.49 +1.20D+0.50L+0.205 Span#1 1 32.250 120.91 248.22 0.49 +0.90D Span#1 1 32.250 84.83 248.22 0.34 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S 1 0.1209 16.125 0.0000 0.000 VLMK Engineering+Design Project Title: Compass Oncology-Tigard Engineer: Project ID: 20180259 Project Descr. C-46 Printed:19 OCT 2018,10:19AM File=G:IACAD2018120180259\CalculetlonstStructurallVaultec6 Concrete Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Vault Roof(60'thick) CODE REFERENCES Calculations per ACI 318-14, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _ t pc 1n 3.0 ksi 4) Phi Values Flexure: 0.90 fr= fc * 7.50 = 410.792 psi Shear: 0.750 V Density = 145.0 pcf R 1 = 0.850 X, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi iy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi r - E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 1 • I . {� Jam: 143 WZX p bO h Cross Section &Reinforcing Details Rectangular Section, Width=24.0 in, Height=60.0 in Span#1 Reinforcing.... 347 at 3.0 in from Bottom,from 0.0 to 32.250 ft in this span 347 at 2.0 in from Top,from 0.0 to 32.250 ft in this span 247 at 29.90 in from Bottom,from 0.0 to 32.250 ft in this span 245 at 15.0 in from Bottom,from 0.0 to 32.250 ft in this span 245 at 15.0 in from Top,from 0.0 to 32.250 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: L=0.10, S=0.050 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.347 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio= 214519>=48 Mu:Applied 263.915 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<480 Mn*Phi:Allowable 760.05 k-ft Max Downward Total Deflection 0.028 in Ratio= 13729>=36 Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 16.096 ft Span#where maximum occurs Span#1 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 25.195 25.195 Overall MINimum 0.806 0.806 D Only 23.381 23.381 +D+L 24.994 24.994 +D+S 24.187 24.187 +D+0.750L 24.591 24.591 +D+0.750L+0.750S 25.195 25.195 +0.60D 14.029 14.029 LOnly 1.612 1.612 VLMK Engineering+Design Project Title: Compass Oncology-Tigard Engineer: Project ID: 20180259 Project Descr: C-47 Printed:19 OCT 2018,10:19AM Concrete Beam File=G:1ACAD20181201802591CalculationslSWduranvaultec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Vault Roof(60'thick) Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 S Only 0.806 0.806 Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 32.250 263.91 760.05 0.35 +1.40D Span#1 1 32.250 263.91 760.05 0.35 +1.20D+1.60L Span#1 1 32.250 247.01 760.05 0.32 +1.20D+1.60L+0.50S Span#1 1 32.250 250.26 760.05 0.33 +1.20D+0.50L Span#1 1 32.250 232.71 760.05 0.31 +1.20D Span#1 1 32.250 226.21 760.05 0.30 +1.20D+0.50L+1.60S Span#1 1 32.250 243.11 760.05 0.32 +1.20D+1.60S Span#1 1 32.250 236.61 760.05 0.31 +1.20D+0.50L+0.50S Span#1 1 32.250 235.96 760.05 0.31 +1.20D+0.50L+0.20S Span#1 1 32.250 234.01 760.05 0.31 +0.90D Span#1 1 32.250 169.66 760.05 0.22 Overall Maximum Deflections Load Combination Span Max'-'Dell Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S 1 0.0282 16.125 0.0000 0.000 C-48 Compass Oncology - Tigard MAT SLAB DESIGN s 4. r't.,ti 4.....).,-3...,1.,...f. lea ...0..0.....„.0,,..,....0..,.,.........._- . i* ......N.,..... .._._.„..........4.......,...,,.......... .......,......,...... „........ ..4. ... , .4... 4. , i.„).,..„- ,,, , ........4.,...„. i. ID,.,,,,„: , „tr.:4:1pp rt.,„. 44o,000i 7. Vault-v5 for final dwgs 10-19-18.cpt1027M 10/18/2018 RAM Concept©2017 Bentley Systems,Inc. RAM Concept.is a trademark of Bentley Systems 6.4 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Load Combinations C-49 All Dead LC Active Design Criteria: <none> Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Dead Load 1 Dead Load(transfer) 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1.13 Construction Dead Load 1 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Live Load Reducible 1 Live Load Reducible(transfer) 1 Live Load Unreducible 1 Partition Load 1 Live Load Unreducible(transfer) 1 Live Load Storage 1 Live Load Storage(transfer) 1 Load Combinations-2 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Load Combinations (2) C-50 Service LC: D Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Live Load Roof 1 Live Load Roof(transfer) 1 Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Service LC: D + 0.75L + 0.75Lr Active Design Criteria: User Minimum Design, code Minimum Design, Service Design, Soil Bearirry Desiyrr Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Live Load Reducible 0.75 Live Load Reducible(transfer) 0.75 Live Load Unreducible 0.75 Partition Load 0.75 Live Load Unreducible(transfer) 0.75 Live Load Storage 0.75 Live Load Storage(transfer) 0.75 Live Load Roof 0.75 Live Load Roof(transfer) 0.75 Load Combinations-3 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Load Combinations (3) C-51 Service LC: D + 0.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Live Load Reducible 0.75 Live Load Reducible(transfer) 0.75 Live Load Unreducible 0.75 Partition Load 0.75 Live Load Unreducible(transfer) 0.75 Live Load Storage 0.75 Live Load Storage(transfer) 0.75 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Balanced Load(transfer) 1 Dead Load 1 Dead Load(transfer) 1 Live Load Reducible 0.5 Live Load Reducible(transfer) 0.5 Live Load Unreducible 0.5 Partition Load 0.5 Live Load Unreducible(transfer) 0.5 Live Load Storage 1 Live Load Storage(transfer) 1 Live Load Roof 0.5 Live Load Roof(transfer) 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1.4 Hyperstatic Loading 1 Dead Load 1.4 Dead Load(transfer) 1.4 Load Combinations-4 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Load Combinations (4) C-52 Factored LC: 0.9D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Dead Load 0.9 Dead Load(transfer) 0.9 Factored LC: 1.2D + 1.6L + 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Dead Load 1.2 Dead Load(transfer) 1.2 Live Load Reducible 1.6 Live Load Reducible(transfer) 1.6 Live Load Unreducible 1.6 Partition Load 1.6 Live Load Unreducible(transfer) 1.6 Live Load Storage 1.6 Live Load Storage(transfer) 1.6 Live Load Roof 0.5 Live Load Roof(transfer) 0.5 Factored LC: 1.2D + 1.6L + 0.55 Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Dead Load 1.2 Dead Load(transfer) 1.2 Live Load Reducible 1.6 Live Load Reducible(transfer) 1.6 Live Load Unreducible 1.6 Partition Load 1.6 Live Load Unreducible(transfer) 1.6 Live Load Storage 1.6 Live Load Storage(transfer) 1.6 Load Combinations-5 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Load Combinations (5) C-53 Factored LC: 0.9D + 1.6L + 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Dead Load 0.9 Dead Load(transfer) 0.9 Live Load Reducible 1.6 Live Load Reducible(transfer) 1.6 Live Load Unreducible 1.6 Partition Load 1.6 Live Load Unreducible(transfer) 1.6 Live Load Storage 1.6 Live Load Storage(transfer) 1.6 Live Load Roof 0.5 Live Load Roof(transfer) 0.5 Factored LC: 0.9D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Dead Load 0.9 Dead Load(transfer) 0.9 Live Load Reducible 1.6 Live Load Reducible(transfer) 1.6 Live Load Unreducible 1.6 Partition Load 1.6 Live Load Unreducible(transfer) 1.6 Live Load Storage 1.6 Live Load Storage(transfer) 1.6 Load Combinations-6 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Load Combinations (6) C-54 Factored LC: 1.2D + f1L + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Dead Load 1.2 Dead Load(transfer) 1.2 Live Load Reducible 0.5 Live Load Reducible(transfer) 0.5 Live Load Unreducible 1 Partition Load 1 Live Load Unreducible(transfer) 1 Live Load Storage 1 Live Load Storage(transfer) 1 Live Load Roof 1.6 Live Load Roof(transfer) 1.6 Factored LC: 1.2D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Dead Load 1.2 Dead Load(transfer) 1.2 Live Load Reducible 0.5 Live Load Reducible(transfer) 0.5 Live Load Unreducible 1 Partition Load 1 Live Load Unreducible(transfer) 1 Live Load Storage 1 Live Load Storage(transfer) 1 Load Combinations-7 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Load Combinations (7) C-55 Factored LC: O.9D + fiL + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Dead Load 0.9 Dead Load(transfer) 0.9 Live Load Reducible 0.5 Live Load Reducible(transfer) 0.5 Live Load Unreducible 1 Partition Load 1 Live Load Unreducible(transfer) 1 Live Load Storage 1 Live Load Storage(transfer) 1 Live Load Roof 1.6 Live Load Roof(transfer) 1.6 Factored LC: O.9D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Dead Load 0.9 Dead Load(transfer) 0.9 Live Load Reducible 0.5 Live Load Reducible(transfer) 0.5 Live Load Unreducible 1 Partition Load 1 Live Load Unreducible(transfer) 1 Live Load Storage 1 Live Load Storage(transfer) 1 Load Combinations-8 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Design Rules -56 Code Minimum Desig 318-11 Min. Reinforcement User Minimum Desig Specified Min. Reinforcement Initial Service Desigi 318-11 Initial Service Design Service Design 318-11 Service Design Include detailed section analysis Sustained Service Desigr 318-11 Sustained Service Design Strength Design 318-11 Strength Design Punching Shear Design Ductility Design 318-11 Ductility Design Soil Bearing Desigi None Design Rules-9 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Mesh Input: Standard Plan C-57 Mesh Input: User Lines; User Notes; User Dimensions; Point Supports; Point Support Icons; Line Supports; L Drawing Import: User Lines; User Notes; User Dimensions; Scale = 1:80 O O O O O 0 O 0 O O O O O 0 O O Priority=0 �� O O O O 0 O 0 0 0 0 O O O O Mesh Input: Standard Plan-10 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Dead Load (transfer): All Loads Plan C-59 Dead Load (transfer): User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load VV Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 Fz=14.8 Fz=15.4 Ifi=1B19e-16 Mx=-2.73e-16 L M1t=3.68 O i4rMy=-4.45 Fz=13. Mx=5.65 Fz=M8.99 Fz49z096.5 - ::>> 4E6-161 >- . 4.3e696-15 Pd . � �ffi.57 �►:�wt,i�� - 7 7.7 I Fz- Fz= Mx=7.33 Mx=8.09 O r E1II O Fz1.8 LFz ; .2 1 015-16 ;, - Y e696-15 Pe I.►• -o r O ..69 \ = P� 7.7 O _J Fz w"' Mx= ! Mx=-3.53 z O Iibc=112191e-16 Fz=13,8 MlC--831119 3.4‘(-Y x Fz ®Q C... Mx=-3.59 Mx=-3.07 Fz=4.56 F =11 Fz=11.2 a-17 Fz 11.7 Mx=-2.12e-16 If W:29 a-16 to-17 ®Mx=-5.88 c��My=-3.46 04=41136i y=1.7) Fz=13.1 Fz=1 z=6.1 �' Mx--2.2 Mx--5.8: Mx=-1.36 Dead Load(transfer):All Loads Plan-12 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Live Load Unreducible: All Loads Plan C-60 Live Load Unreducible: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; C( Scale = 1:80 _ O O 0 O ' Fz-100 Fz=100 O ®Fz=15 O O CD O ®Fz=15 O Fz=100 0 Fz=100 Fz Fz 100 O� CD , 0 Fz=15 Fz=100 Fz=100 Fz=100 Fz=100 C>) O O 0 0 O Live Load Unreducible:All Loads Plan-13 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Sustained Service LC: Std Deflection Plan C-61 Sustained Service LC: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale= 1:80 Sustained Service LC -Vertical Deflection Plot 111111.111111L :' - ME Ma -0.01 -0.005 0 0.005 0.01 0.015 0.02 0.025 0.03 Min Value = -0.01309 inches @ (28.43,-3.667) Max Value = 0.0352 inches @(41.5,18.92) 0.00 , 1.00 ,1pill 0.0 0.01 0.011.1.110.01 0.011. � 0.01 0.0 0.0 05 rii . ' 0.00. -----)°.°1 111 0 G 0 n 5 0.015.1 . . .ill , , 1.0'55 0 , 1 '� 0.005- _410.005- -0.005 I I 0.01 mom - m 111 _ ,.�- 0.01- - 0.01-I\ 0.012'' 0.01 1111. 0.0 5 )- ... A !IMMO =-0.015 MAW �,,, ., 0.01 r.I • !_" Ir __ 00.005 ----- 1.01 Sustained Service LC:Rd Deflection Plan-14 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Design Strip: Latitude Design Spans Plan C-62 Design Strip: Latitude Span Boundaries; Latitude SSs; SS Numbers; Latitude DSs; Latitude Strip Boundaries; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Cc Scale = 1:80 I r I I I I .1 • it ii lim 1. • 1 err _.-1.. ..id__51.161u, 1,..,..=...,=== gaill --"ilailM1=11 II .1•11111.li MEIIIIMIIIIIIIMMININIIIMIIII irlIIMMI11111 - al . IIIIIII uulIlIlIHIHhlIl 111111111111 81111 1 IIIIIIIIIIIIIIIIH111 ' Ll 11111111, NIII, 1 ki• , ... b.. •II\ \riw 0 \ \ ,,,,,, N lrk. N Ir°11, tit14. 1PuilLi %,-_ , ,_ _,-ksl, ' %IAN% NAINdi-- 16 '-1 \ : LS. * -k L ktik. 1,:.-.4.._6m& -- S, U. *,,iuii 1 1 P// / Apo 411 ' 4.1 14 /e "0 /11 1 L Design Strip: Latitude Design Spans Plan-15 I Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Design Strip: Longitude Design Spans Plan C-63 Design Strip: User Lines; User Notes; User Dimensions; Longitude SSs; Longitude SSSs; SSS Hatching; Loin Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 W:74,141M, _-_21.0.0:0-P.WIIII. EWA MINItarl irauluuuilU A /lppi1 EN uuup i.i.....1,,. ., A AAA A OM �� %' i/ POPF \\\\\\IF'� ,l[III� //�� / 1 / l �[BI] �i Alma /. NIU1111• •iI1 - rifat__riiii rg&' vriil��\\%iii%iravir „�i �� iol�:\ // / / //// �, / i / JillA ,� lAk lmo Cm\\,i'00%i%1-7rI.Ir,--lo.r/,ewAR\l\\\\\\►zal s._%"=.1..AP--_...6wierirmit•Atiopprim us !IIIIIII11it\i ! Aibb.., _1 m . 1%-AI I ArAtra” i 1\ i IIBIZIMIIIIMIUI.AININIML1" IIIIIIMMIIIIIIMM.1 Design Strip: Longitude Design Spans Plan- 16 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Design Strip: Punching Checks Plan C-64 Design Strip: User Lines; User Notes; User Dimensions; Punching Checks; Punching Check Sections; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 0 0 0 - 0 I 1 0 00- O 11111 O O 0 O I 1 O 0 ® O A04 _ ---l"\\)C t ' o r O (D-) 11, CC . 0C - Design Strip: Punching Checks Plan-17 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Reinforcement: Top Bars Plan C-65 Reinforcement: User Lines; User Notes; User Dimensions; Latitude User Concentrated Reinf.; Latitude Progra Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 O O O 0 0 1)#5x13.5T 00 OO C � 0 O \ ' #512 o - -s (1)#5x14.5T A ED O N CD CD 0 O O O O O O --O O O Reinforcement:Top Bars Plan- 18 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Reinforcement: Bottom Bars Plan C-66 Reinforcement: User Lines; User Notes; User Dimensions; Latitude User Concentrated Reinf.; Latitude Progra Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 J O S 0 0 O N ED #5@i m3 CD O O O 0 O CD O O O O O 00 0 (1)#5x98$ Er ') C ) Reinforcement: Bottom Bars Plan- 19 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Reinforcement: Shear Bars Plan C-67 Reinforcement: User Lines; User Notes; User Dimensions; Latitude User Transverse Reinf.; Latitude Program Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 1 0 0 . O O (2-Leg) ' c.ra.5(4 spaces) C % O 4(2-Leg)@8.65(4 spaces) O ID 1 C) EII O U O 1 1 N CO ID U C U U CC 00- 0. C. 0. U) U) N U) w, CI Co) CI 6 M M M � CDC C) I I Cao (e)) CY J N N N CV Reinforcement: Shear Bars Plan-20 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Design Status: Status Plan C-68 Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Si Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 5C-1 __ 5C-2 5C-3 5C-4 0 OK O OK OK O OK J o0 Z 0O (0 4t-9c M x M x 4 M M 4L-3 r O alp aVaO O�oO �ilj � 0 � 0 OK cn os o) ri 4C-1 4C-2 4C-3 ti 0 `? 0 OK 4 OK (5 OK 0 e, ��OKOK t? 4R-1 4R-2 4R-3 ti O OK OK 3E-18 NY NY OK NY NY 3L3 `? C MK c O 03 O CO IC Ch O °' O OK N OPO 3C-1 3C-2 3C-3 o 0 O OK (2) OK (31 OK OK OK 3R-1 3R-2 3R-3 a 0 OK OK OK 0 0 0 2C-1 2C-2 2C-3 ,_ 2C-4 2C-5 m0 CK : O ) 8 „ „ 7 (,.., Q1( (1) OK6O oo 00 oo Q) co OK ti 0 ' 1 L-4 v6 OK v0 O I 1C-1 1C-2 1C-3 1C-4 I.- C>) C>) OK C) OK C ) OK C ) OK C Design Status:Status Plan-21 Compass Oncology-Tigard-Vault-v5 for final dwgs 10-19-18.cpt1027M-10/18/2018 Design Status: Punching Shear Status Plan C-69 Design Status: User Lines; User Notes; User Dimensions; PC Designs; PC Design Numbers; PC Design Status Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:80 0 0 0 �0) USR=0.381 USR=0.299 0 O O 0 c(OK) f3 )K USR=0.273 USR=0.261 COK USR=0.362---- - L INIMMIIMW/1111=111111MININIMINIIMMIFAINIMMINIMEI L IMMIIMINIMLwAmmimmirwimmummir Design Status: Punching Shear Status Plan-22 VVL M K Project: Compass OncologyJob#: 20180259 By LSP Date: 10/2018 Sheet#: C-70 ENGINEERING-,DESIGN v4.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Solid Freestanding Walls and Solid Signs (CONCRETE WALL) Based on the 2012 International Building Code and ASCE 7-10 Section 29.4.1 I. B I< , >�< s >�< s >l�alen'e>I E. • F 1 • 1 t 1 SOLID SIGN OR S FREESTANDING WALL CASE A WIND F F F F 'N' I CASE C GROUND SURFACE I ELEVATION VIEWW IND F Balance s s s ' I ,E-0.28 j< >I< 'l ��< >I RANCE s/2 i F CASE B R 5 . F t F vNC h s!2 F 4, o.O5n F h/2 F h/2 1' + Is F T. -L/i, PLAN VIEWARETUOF WRNALLCORNER OR SIGN WITH ,� �tias. ..& aze-�! E- ..// y±INb RANGE GROUND SURFACE s/h<1 s!h=1 /// I< B > CROSS-SECTION VIEW PLAN VIEWS """ DESIGN INPUT Exposure B Exposure category [Section 26.7.3] Kzt = 1.00 Topographic factor [Section 26.8] V = 120 mph Ultimate wind speed (3-second gust) [Figures 26.5-1A, B, and C] h = 8.6667 ft Height from ground level to top of sign [Figure 29.4-1] s = 8.6667 ft Vertical dimension of sign [Figure 29.4-1] B = 13 ft Horizontal dimension of sign [Figure 29.4-1] Lr = 0 ft Horizontal dimension of return corner [Figure 29.4-1] Ao = 0 ft Total area of openings [Figure 29.4-1] Wall Wall or Sign type Bpost = 0 in NA, no supporting posts for walls or side supported signs Load Factor = 1.0 Ultimate = 1.0W loads, ASD = 0.6W loads ANALYSIS Asign = 112.6671 ft gross area of wall or sign normal to wind direction Apost = 0 ft area of post(s) E = 1.00 ratio of solid area to gross area [Figure 29.4-1] R.F. = 1.00 reduction factor for openings Reduction Factor= 1-(1-E)1.5 [Figure 29.4-1] K = h 0.57 velocity pressure exposure coefficient [Section Kd = 0.85 wind directionality factor [Table 26.6-1] qh = 18.0 psf velocity pressure qh = 0.00256KhKnKdV2 [Equation 29.3-1] G = 0.85 gust effect factor, 0.85 for rigid structure [Section 26.9] Cf = 1.43 sign force coefficient for Cases A&B [Figure 29.4-1] Cf = 0.00 average sign force coefficient for Case C [Figure 29.4-1] (1.0W ULTIMATE LEVEL ) Cases A & B Case C Max. Case C Avg. NOTE:B/s<2 therefore Case C need NOT be considered. p = 21.81 psf .0 psf .0 psf p = ghGCf F = 2458 lbs 0 lbs 0 lbs F= q h GC fA 5 [Equation 29.4-1] Finax = 2458 lbs maximum total lateral force at base Mmax = 11715 lb-ft maximum total moment at base Tmax = 6390 lb-ft maximum total torsion of system about base center 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.cam Project Name/Number:concrete wall Title 20180259 Page: 1 V Dsgnr: Leandro Pimenta Date: 18 OCT 2018 i fVi};; Description.... C-71 This Wall in File:g:\acad2018\20180259\calculations\structural\03 concrete wall and fence post foun RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06056924 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:VLMK CONSULTING ENGINEERS {Criteria 0 Soil Data Retained Height = 1.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 8.67 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 350.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) g Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 21.8 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I 2nd Bottom > > Stem OK Stem OK Wall Stability Ratios Design Height Above Ftf ft= 9.67 0.00 Overturning = 3.20 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 7.70 OK Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 1,770 lbs Rebar Size = # 5 # 5 ...resultant ecc. = 5.08 in Rebar Spacing = 18.00 18.00 Soil Pressure @ Toe = 1,090 psf OK Rebar Placed at = Center Center Design Data Soil Pressure @ Heel = 91 psf OK fb/FB+fa/Fa = - o.000 0.288 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,526 psf ACI Factored @ Heel = 127 psf Strength Level lbs= 217.1 Footing Shear @ Toe = 0.1 psi OK Moment....Actual Footing Shear @ Heel = 0.0 psi OK Service Level ft-#= Strength Level ft-#= 1,018.1 Allowable = 75.0 psi Sliding Calcs Moment Allowable ft-#= 3,531.0 3,531.0 Lateral Sliding Force = 222.8 lbs Shear Actual less 100%Passive Force= - 918.8 lbs Service Level psi= less 100%Friction Force = - 796.6 lbs Strength Level psi= 4.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 82.2 ....for 1.5 Stability = 0.0 lbs OK Met(Masonry) in2= Rebar Depth 'd' in= 4.00 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 100.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 f'c psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 Project Name/Number:concrete wall Title 2018Q259 Page: 2 V Dsgnr: Leandro Pimenta Date: 18 OCT 2018 VLMK Description.... C-72 This Wall in File:g:\acad2018\20180259\calculations\structural\03 concrete wall and fence post foun RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06056924 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:VLMK CONSULTING ENGINEERS Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.000 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area: 0.2067 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.6503 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0615 in2/ft (4/3)*As: 0.0819 in2/ft Min Stem T&S Reinf Area 1.857 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2067 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths i Footing Design Results 1 Toe Width = 1.17 ft Toe Heel Heel Width = 1.83_ Factored Pressure = 1,526 127 psf Total Footing Width = 3.00 Mu':Upward = 914 210 ft-# Footing Thickness = 18.00 in Mu':Downward = 273 273 ft-# Mu: Design = 641 64 ft-# Key Width = 12.00 in Actual 1-Way Shear = 0.10 0.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 1.17 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4©12.35 in #5@ 9.57 in #5©19.14 in #6@ 13.58 in #6@ 27.16 in V Project Name/Number:concrete wall Title 20189259 Page: 3 V Dsgnr: Leandro Pimenta Date: 18 OCT 2018 M K Description.... C-73 This Wall in File:g:\acad2018\20180259\calculations\structural\03 concrete wall and fence post foun RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06056924 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:VLMK CONSULTING ENGINEERS Summary of Overturning &Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 109.4 0.83 91.1 Soil Over Heel = 128.3 2.42 310.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 113.5 6.84 775.5 *Axial Live Load on Stem = = Soil Over Toe = 0.58 Surcharge Over Toe = Total 222.8 O.T.M. 866.6 Stem Weight(s) = 967.0 1.50 1,450.3 Earth @ Stem Transitions= = = Footing Weight = 674.9 1.50 1,012.2 Resisting/Overturning Ratio = 3.20 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,770.2 lbs Vert.Component = _ Total= 1,770.2 lbs R.M.= 2,772.4 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. L Tilt1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.098 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Project Name/Number:concrete wall Title 20189259 Page: 4 Dsgnr: Leandro Pimenta Date: 18 OCT 2018 Description.... C-74 This Wall in File:g:\acad2018\20180259\calculations\structural\03 concrete wall and fence post foun RetainPro(e)1987-2018, Build 11.18.09.29 License:KW-06056924 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:VLMK CONSULTING ENGINEERS 8"w!#5@18" Jt 1 r1 • • • • • • • •:•:•:••••••••:0, - I MW • • • • ■ r #5@18 in • @ Toe 1.2" 1-1i1 4 — 3-0" #5@18" 4 r. ©Heel Project Name/Number:concrete wall i Title 20180259 Page: 5 V Dsgnr: Leandro Pimenta Date: 18 OCT 2018 V I 'K Description.... C-75 This Wall in File:g:\acad2018\20180259\calculations\structural\03 concrete wall and fence post foun RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06056924 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:VLMK CONSULTING ENGINEERS r 21.81psf (Strength-Level 044444+ P.:,•.= 916 PliPr -23# w ) h . Q. a t. li. (O tL O) C. 8 m 89"tILMK Project Compass OncologyJab o: 20180259 By: LSP Date: 10/2018 sheet#: C-76 ENGINEERING+DESIGN v4.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Solid Freestanding Walls and Solid Signs (FENCE) I Based on the 2012 International Building Code and ASCE 7-10 Section 29.4.1 i le B s BIaI,G -- F 1 f SOLID SIGN OR S Ai FREESTANDING WALL 7 li CASE A ,-,,IN' L, � F F F F NO I CASE C GROUND SURFACE I ELEVATION VIEW ." t F i WIND I<b*I.m e>k S >I s 5 -p -0.28 < .- l< >I RANGE CASE B \ st2- F s ._ _ � F F� , WING n s.2 n12F o.osn F F :Z.:,,�---_ s=h h,2 k TF t.>, PLAN VIEW OF WALL OR SIGN WITH liESSICtiViNKS. L,� ' t- t A RETURN CORNER Sln< GROUND SURFACE 5/n= D 2B�, �'` rzAN�>v,wDr. ,I< B >I CROSS-SECTION VIEW PLAN VIEWS DESIGN INPUT Exposure B Exposure category [Section 26.7.3] KZt = 1.00 Topographic factor [Section 26.8] V = 120 mph Ultimate wind speed (3-second gust) [Figures 26.5-1A, B, and C] h = 8 ft Height from ground level to top of sign [Figure 29.4-1] s = 8 ft Vertical dimension of sign [Figure 29.4-1] B = 8 ft Horizontal dimension of sign [Figure 29.4-1] Lr = 0 ft Horizontal dimension of return corner [Figure 29.4-1] A0 = 0 ft Total area of openings [Figure 29.4-1] Single Post CHANGE to Wall or Side Support because s = h B005t = 2.75 in Width of supporting post Load Factor = 1.0 Ultimate = 1.0W loads, ASD = 0.6W loads ANALYSIS Asign = 64 ft gross area of wall or sign normal to wind direction Apost = 0 ft area of post(s) e = L00 ratio of solid area to gross area [Figure 29.4-1] R.F. = 1.00 reduction factor for openings Reduction Factor = 1-(1-E)1.5 [Figure 29.4-1] Kh = 0.57 velocity pressure exposure coefficient [Section 29.3.1] Kd = 0.85 wind directionality factor [Table 26.6-1] qh = 18.0 psf velocity pressure qt, = 0.00256KhKZfKdV2 [Equation 29.3-1] G = 0.85 gust effect factor, 0.85 for rigid structure [Section 26.9] Cf = 1.45 sign force coefficient for Cases A & B [Figure 29.4-1] Cf = 0.00 average sign force coefficient for Case C [Figure 29.4-1] (1.0W ULTIMATE LEVEL) Cases A& B Case C Max. Case C Avg. NOTE:B/s<2 therefore Case C need NOT be considered. p = 22.20 psf .0 psf .0 psf p = g h GC f F = 1421 lbs 0 lbs 0 lbs F= ghGCfA5 [Equation 29.4-1] Finax = 1421 lbs maximum total lateral force at base Mmax = 5682 lb-ft maximum total moment at base Tmax = 2273 lb-ft maximum total torsion of system about base center 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com r V. V L M K trn ect.CoiPASS ov�aoc lob u ZO1 0 2 S _.._.Ay L...s.. P............ ...___.D...ate: ,.__o.._/tv.. 1;e!4 C-7 . ._.... .... . _ENGINEERING.DfSIGN • r.6-0.4 et °c:'s r 'Ga✓,ti-v,0r .� f a. .._ .. . j Are-. t.A---e 0 I"so' . t 0 1 ; l (r p rf ,„1-- rim- (4?1 '3 006—.!"-! / i /T c� 744-x s—c• t2 i' X02 c-9 `[1J+✓S CSC(//-1 7?"1.-r ) . 1 *?/G'-4L P0 4-'-- • cN� G 0^-,---70,6 JAG►.• p ? , 3 , ie-/ fV(n!- } ,,� q11 /z ?y' /nom 369�'44 -_ 1 ,3 9--74 DA-t, -o F GArLt _ /0Q -7-.' 2.0 Pct sem; sf--r e......- ,1 uw = /Vet y .—'2 ,i L, e_-_ /'a%'00 d7 '6 , // / 69-3 ' 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Project Title: Compass Oncology V Engineer: Leandro Pimenta, PE Project ID: 20180259 Project Descr:Fence Post Foundation C-78 VLMK Printed:18 OCT 2018, 4:47PM Pole FootingEmbedded in Soil 18t201802591Calc latons\Structura1103Concretewallandfencepostfoundation10-18-18\compassoncology.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Fence Post Foundation Code References Calculations per IBC 2012 1807.3,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Pole Footing Shape Circular Pole Footing Diameter 12.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 350.0 pc Max Passive 1,500.0 psf Controlling Values Point Load Governing Load Combination: +0.60W Lateral Load 0.5508 k o Moment 2.203 k-ft -v Restraint @ Ground Surface Soil Surface S,rface$Lateral Restraint Pressure at Depth9 Actual 1,040.40 psf " Allowable 1,050.0 Psf Surface Retraint Force 2,111.40 lbs Minimum Required Depth 3.0 ft Footing Base Area 0.7854 ftA2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Applied Moment (kft) Vertical Load (k) D:Dead Load k k/ft k-ft k Lr:Roof Live k k/ft k-ft k L:Live k k/ft k-ft k S:Snow k k/ft k-ft k W:Wind 0 9180 k k/ft k-ft k E:Earthquake k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 4 ti ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor 0.000 0.000 0,13 0.0 43.8 1.000 +0.60W 0.551 2.203 3.00 1,040.4 1,050.0 1.000 +0.450W 0.413 1.652 2.75 928.6 962.5 1.000