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NIA jJ l4- �© LtoL • . tya�l�l sw wau., S9 VLMKCONSULTING P 503.222.4453 ENGINEERS F503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • OR • 97239-4393 W www.vlmk.com BENCB°.- STRUCTURAL CALCULATIONS'- 4 u for 9004GDIVISIM PIEOLOGY WASHINGTON SQUARE 10108 Southwest Washington Square Road Tigard, OR 97223 for Western Design Group 2300 East Third Loop, Suite 110 Vancouver, WA 98661 CavcTufi �0 c.O PROFFSSi ct- Y" Ar. 9r 1, OR' ON 'S r�°� �11 !EXPIRES: 6-30-201S r r Prepared By: Stephen Stenberg, E.I.T. VLMK Job Number: 20140387 June 27, 2014 'Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement VLMK Consulting Engineers, Inc. Structural Calculations DC-1 Pieology - Washington Square Pieology Washington Square 10108 Southwest Washington Square Road Tigard, OR 97223 VLMK JOB NO. 20140387 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Details S-1 thru S-2 Structural Calculations C-1 thru C-7 Reference Sheets (FOR REFERENCE ONLY) R-1 thru R-5 DESCRIPTION OF STRUCTURAL SYSTEM The 'Pieology - Washington Square' project consists of the addition of mechanical equipment on the roof of an existing building located on 10108 SW Washington Square Road, Tigard OR. This package includes structural calculations that verify the adequacy of the existing roof framing, as well as details for the anchorage of unit to resist wind/seismic forces. The mechanical equipment includes (1) kitchen hood and (1) exhaust fan. ***LIMITATIONS*** VLMK Consulting Engineers was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Consulting Engineers for items beyond that shown in this Structural Calculation Package. File:G:lAcad2 01 412 01 4 03 8 7 1Celculations120140387-Design Cnteria.docx Page 1 Printed:June 26,2014 Structural Calculations DC-2 Pieology - Washington Square DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load 25.0 psf Dead Loads: Roof Roofing (new and future) 4.0 psf Insulation 1.8 psf Sheathing (5/8" plywood) 1.8 psf 2x6 Sub-Purlins at 24" O.C. 1.1 psf GL Purlins at 8'-0" O.C. 2.5 psf 2x4 Parapet Braces at 16" O.C. 1.1 psf Mechanical and Electrical 1.0 psf Miscellaneous 1.7 psf Total Roof Load 15.0 psf Mechanical Unit Information Kitchen Hood 257 lbs Exhaust Fan (w/wood frame included) 175 lbs Wind: Basic Wind Speed (3-second gust) 95 mph Wind Importance Factor, Ir IW = 1.0 Occupancy Category II Wind Exposure Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations Ss = 94.8% S1 = 34.0% Site Class D Spectral Response Coefficients Sds = 70.8% Shc = 39.0% Seismic Design Category D Component Anchorage Factors ao Ro In HVAC Equip 2.5 6.0 1.0 File:G:1Arad2 01 412 01 4 0 3 671Calcvlatianst20140387-Design Criteria.docx Page 2 Printed:June 26,2014 Structural Calculations DC-3 Pieology - Washington Square MATERIALS Wood Framing: Headers, Blocking Douglas Fir #2 File:G:1Acad2014 1201403871Calailations&20140387-Design Criteria.docx Page 3 Printed:June 28,2014 ' l.,€yam AREA OF WORK sN w ` Oj or r NI at' 1 . tv � ' 4:414 i t :' ar ?- w bit \J ..4L.z f N s ' �J •- III So .� " . y W ,,,III PIEOLOGY 1 , E (1 )_ S NEW EXHAUST FAN TO BE - SUPPORTED ON ALL SIDES WITH NEW OR EXISTING FRAMING(WT= 175 LBS) I. • NOTE: SEE ATTACHED STRUCTURAL DETAIL FOR KITCHEN HOOD LOCATION AND CONNECTION INFORMATION(WT=257 LBS) ,,,� 2 AREA OF WORK W , Ihm E S-1 1 s V L MK CONSULTING PIEOLOGY - WASHINGTON SQUARE 2014087 osA a E N G I N E E R S 10108 SW WASHINGTON SQUARE ROAD SMS KMK 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD, OR 11503.222.4453 vlmk @vlmk.com AREA OF WORK S-1 503.248.9263 www.vlmk.com SHEET„a I __--__-___� f EXHAUST FAN BY OTHERS f r--, I i I' O EXISTING PARAPET ►— ____ STUDS AT 16"O.C. ,\\;I • 2x4 STUDS EXISTING PARAPET „, ,., BRACE AT 16”O.C.,CUT ,. -+ -1/2"THICK BACK AND SECURE WITH `,. PLYWOOD SIMPSON'LU24'FACE SHEATHING MOUNT HANGER,TYP " " O A i 2x4 HEADER WITH 1 SIMPSON'LU24'FACE 2x SILL PLATE WITH MOUNT HANGER EACH SIMPSON'A34'CLIPS AT END,TYPICAL EACH VERTICAL STUD rrrrrrr#� --- EXISTING GLB ----.- ( v ---- �� G era= :IM �r�i UNISTRUT'P1843' lour ADJUSTABLE HINGE, I TYPICAL - 1/8"DIA 7x7 AIRCRAFT CABLE, UNISTRUT'P1000',ATTACH TO TENSION TIGHT AND SECURE EXISTING FRAMING WITH WITH(2)SWAGE OR FERULE #12x2'LONG WOOD SCREWS, O FITTINGS EACH END,TYPICAL PREDRILL UNISTRUT,TYPICAL I AT EACH CORNER 3/8"DIA x REQ'D r i THREADED ROD - - u u - - -KITCHEN HOOD BY OTHERS A NOTE: CONTRACTOR TO VERIFY EXISTING FRAMING O WITH CONDITIONS SHOWN OR NOTED PRIOR TO BEGINNING WORK. iA∎ PARTIAL BUILDING SECTION CONSULTING PIEOLOGY - WASHINGTON SQUARE 201.40387 06/14 E N G I N E E R S 10108 SW WASHINGTON SQUARE ROAD SMS KMK � 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD, OR 97223 _ 8503.222.4453 Bvlmk @vimk.com PARTIAL BUILDING SECTION S-2 503.248.9263 www.vlmk.com „ S CONSULTING Job Prom..-1-'‘-1 E N G I N E E R S client WOC- Job No. Z01Y 0 3d By -3,"'S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 w P 503.222.4453 503.248.9263 © Date 0O°//Y l Sheet No. 4 " r '::i r aiwiki�" 'IIT.PW.. ,5.-..:.+ai..4.*. .....1°r+« - - .. 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L.._i -4 1 1 - l - -. 1 I . ii --.- 1- •-1..4. i. --.4--1--- 4--.._ - '- - 1 .- -,-.4--:--i, ..__ j C _1 _ _ _..._ _. -i. •, %;.wra ll,iil A., 1 sew, .".UC..•:.I .ilmi r,ov ill.;Y-, ail :intle,er,ar 'I II.PI.PIe.41F. ,1t•tiik jt,4. 9Y:411WINYIMAINOI MairsW4∎04...1.J.3`'Ok:#3 leIWk:i11gNw'i1 .. 1111, ' �YY-�•'A'f�.: e -2 Wood Beam ,i?it i;� 't ,dxa i,, .uN:!si'N _..`° EIJERCALC 1 B3?DA B�Id661`4u1.8 Ve403B 1.28 Lie.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)2x6 Sub-Purin CODE REFERENCES,..Ll„,l * rtq4}r: „ ,,, Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 •- Load Combination Set:ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1,300.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1000 psi Ebend-xx 1700ksi Fc-Pill 1500 psi Eminbend-xx 620ksi Wood Species : Douglas Fir- Larch Fc-P&p 625 psi Wood Grade :No.1 Fv 180 psi Ft 675 psi Density 32.21 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase oho o'3i°s60".os) i i i i , _ t r t 11 r r 4 ez'�x:.'�'R.i+• !: !.zR a,=3•. "s� t i 7 �.F :i • r t`t 3 r urur "^44 , �ay z ' rr Gr�.um -.xxsw - yw�HY tf x • mo Rti iiii z� moasa 3 r - y...z�' .,511)IIPYiwzaw yJ YJ� ^`-t;E r �1' ax to f Ixr�� rttz.��f • _ A 2x6 A Span=8.0 ft Applied Loads , Service loads entered.Load Factors will be applied for calculations. Un'rform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft,(Dead,Snow Point Load: D=0.0650 k i 4.0 ft,(Hood) _ fl�l��i' !`' DEA !1S M . _. ., 1,t;it 1#1 ..-- Desi•n OK rMaximum Bending Stress Ratio = 0-547 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 2x6 Section used for this span 2x6 fb :Actual = 1,221.82 psi fv:Actual = 57.72 psi FB:Allowable = 2,235.03 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4,000ft Location of maximum on span = 7.562ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.131 in Ratio= 732 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.244 in Ratio= 393 Max Upward Total Deflection 0.000 in Ratio= 0 <180 ■ Overall Maximum Deflections-.Unfactored Loads:,r, r+;,;;;°; Load Combination Span Max."-'Del Location In Span Load Combination Max."+'Defl Location in Span D+S 1 0.2438 4.029 — 0.0000 0.000 1 ertical Reactioll5='tinfaCtored Support notation:Far left is#1 Values in KIPS _ Load Combination Support 1 Support 2 • ' Overall MAXimum 0,353 0.353 Overall MINimum 0.153 0.153 D Only 0.153 0.153 S Only 0.200 0.200 D+S 0.353 0.353 C.-3 ' — • -R87,C atrn\2a1402e7 Wood Beam 4 oai2o . !r� Lk.# KW 460002728 Licensee:VLMK iCONSULTINCa E $;, _ Description: E)2x4 Brace CODE REFERENCES - ' . Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 - Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,300.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 180.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase 05 cm) + + + V otoo4±sro.os7) + + + + i '7i t:1 2t • • I • • 2x4 u _ Span-5.0 ft Aia yi iiinii - Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.040, S=0.0670, Tributary Width=1.0 ft,(Dead,Snow . Uniform Load: D=0.0440 klft, Extent=1.50—>>3.50 ft, Tributary Width=1.0 f t _-,_--' M l ' := a4itl P II 33 t,.. Design OK Maximum Bending Stress Ratio = 0.64t. 1 Maximum Shear Stress Ratio = 0.393 : 1 Section used for this span 2x4 Section used for this span 2x4 fb:Actual = 1,669.40 psi fv:Actual = 81.38 psi FB:Allowable = 2,578.88 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.104 in Ratio= 576 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.209 in Ratio= 287 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-'Dell Location in Span Load Combination Max.'+'Dell Location in Span D+S 1 0.2085 2.518 0.0000 0.000 Mull':. ical-Reactions:• Unfactored 41,1, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.314 0.314 Overall MINimum 0.147 0.147 D Only 0.147 0.147 S Only 0.168 0.168 D'S 0.314 0.314 VLMKCONSULTING 503.222.4453 Job Pieology E N G I N E E R S 503.248.9263 Job No. 20140387 3933 SW Kelly Avenue Portland Oregon 97239-4393 vlmk @vlmk.com www.vlmk.com Date 06/14 v2.00-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C y Wind Loads On Parapets Based on the 2009 International Building Code and ASCE 7-05, 6.5.12.4.4 (+) WALL EN/ (—) EDGE OR 01.11 CORNER ZONE (—) WALL /� (+) WALL h PRESSURE �� h PRESSURE 0111.1 PRESSURE IMO ROOF PRESSURE z z A LOAD CASE A LOAD CASE B Exposure Category [Section 6.5.6.3] Krt = ' r``<."_ .`_ Topographic Factor [Figure 6-4] I = Importance Factor [Table 6-1] V = Basic Wind Speed 3-Second Gust [Figure 6-1] z = :....._,_r<<.. ,�w Height Above Ground Level h = 5rc,,H a .,fir Height of Parapet 6 = Roof Slope Aef = t;f=i; j '.rifl}k{ Effective Wind Area �v °. i"li: Parapet Zone Location (Worst Case) _1' n"Jp ; Enclosure Classification Based on the Porosity of the Parapet Envelope zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 6-2] a = 7.0 3-second Gust-Speed Power Law Coefficient [Table 6-2] Kz = 0.701 Velocity Pressure Exposure Coefficient [Table 6-3] Kd = 0.85 Wind Directionality Factor [Table 6-4] qp = 0.00256KzKnKdV2I [Equation 6-15] qp = 13.8 psf Velocity Pressure Evaluated at the Top of the Parapet p = gp(GC p - GCp;) [Equation 6-24] Load Case A (+) GCp = 0.90 (+) Wall External Pressure Coefficient [Figure 6-11 thru 6-17] (-) GCp = -1.80 (-) Wall External Pressure Coefficient [Figure 6-11 thru 6-17] (+) GCpi = 0.18 (+) Internal Pressure Coefficient [Figure 6-5] (-) GCpi = -0.18 (-) Internal Pressure Coefficient [Figure 6-5] p(front) = 14.9 psf Design Wind Pressure Toward Front Surface of Parapet (±) GCpi p(back) = -27.2 psf Design Wind Pressure Away From Back Surface of Parapet (±) GCpi p = 42.1 psf Design Wind Pressure (Load Case A) Load Case B (+) GCp = 0.90 (+) Wall External Pressure Coefficient [Figure 6-11 thru 6-17] (-) GCp = -0.99 (-) Wall External Pressure Coefficient [Figure 6-11 thru 6-17] (+) GCpi = 0.18 (+) Internal Pressure Coefficient [Figure 6-5] (-) GCpi = -0.18 (-) Internal Pressure Coefficient [Figure 6-5] p(front) = -16.1 psf Design Wind Pressure Toward Front Surface of Parapet (±) GCpi p(back) = 14.9 psf Design Wind Pressure Away From Back Surface of Parapet (±) GCpi p = -31.0 psf Design Wind Pressure (Load Case B) J�� P.xr_otovy VLMK E N G I N E T E R S Client 1./DC- . 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No.?Cl yo' 7 By SMS P 503.222.4453 503.248.9263 © oata 0eri/Y shat No. C- S 411.14r714 •1. 164. o.y �. i 4,07.i a 1, a, tara, i ,..t : ; 4 Jr :_,_i_ i., - = s rm.. +a4r++s�+�• , ;_ � s a +Fxz�s���; FIZ7� � ,, i I r . le____ '} ._r k o-. ;. 1 { L . i.- 1 I ' ; i 1 1 1 ,_...r I i • , , ;- ill t_ 1 a 1 F 1 , 1 ; lent eil! { ir-e 1 -er - 1 1 , j . 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I I , 1 _,. , t` • . r. - --.._ _ - - - L 1-14 't I _ �.. - I 7 ; ' i I 1 ; , I 1 , i F'• 1 _ j I }.. _�- -- __t... I i__r ., ,,. �. _.1........1 I 1 i a 1 I 1 ; T 4--1--1- L.; ' 1 : ' 11 1. Ci... -1 -r 7 t,..! 1 . ... 1 _ ;. t._:, L_ ,i , ! 1.. , +__ ._L.1 ._ 1 I ' ,. i . ,. . .,. .1 I, 1 ---1---1---1--t- T 1 j I r • i I l- i L I i 1 '- 1-4'4 ---4-- -i 3 __1k__ IT .r a- .4+ 1 _ _ __ L-_ �y. _ ._y }__ R 1 I , 1 -1-2, -1-.;----1-•1-t- .--"I -i - r -_.! }_• r•- ''1 `' 1'_- -- - - - _... ?._ ..I I - -- -�--I 1-• r_. ,._.i,...,. L-__-1 .,_ _. 1 L--t-..:__L_._� _ I '- I _._, - - --. ......._ _ _.. .. _-- _. _-_-• _ i"1 '�- 1 ! i :91RFt.Jil' . '06 !ffi -S4M�V�M'_.r LM''1Fd.iYF-a !41@S4 Qhi14 KS✓•.!/li e-` Wood Column #; 24:4 ntigr 1u�alxxwfottp67e9s .*:KW-06002728 . Licensee:VLMK CONSULTING ENGINEERS Des7i t'cn 2x4 E-a:-.e Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 • Load Combinations Used :ASCE 7-05 gken E 1 .r'trrair,4:ffi li t Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 5.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 1.50 p d 1 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No. Fb Tension 1,300.0 psi Fv 180 psi Area 5.250 W2 Cf or Cv for Compression 1.150 bc 5.359 inm Cf or Cv for Tension 1.50 Fb-Compr 1000 psi Ft 675 psi ly 0 9844 iMq Cm:Wet Use Factor 1.0 Fc-Prll 1500 psi Density 32.21 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 fans 15.3.2 Basic 1700 1700 1700 ksi Use Cr:Repetitive 7 No fnni97 ontyl Minimum 620 620 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0 .A't (i `•nods i Ili `N ii ,1`1 01` , ,a „i,!l.r{ Service loads entered.Load Factors will be applied for calculations �.�. Y..-_,.,i,tl�,tl 1, :::�'% .......:_€i`e.� ...... .........•,t:,.�:�i,; • Column self weight included: 5.872 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 5.0 ft,W=0.5550 k Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5439 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.5609 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 310.645 psi Applied Ma, 0.5 p for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +D+W+H Cf or Cv:Size based factors 1.500 1,150 Location of max.above base 5.0 ft Applied Design Shear 0.0 psi - Allowable Shear {p 288.0 psi �� i aiti 1 i au•,• AII,� a Maximum Axial+Bending Stress Ratios Maximum Shear Ratios - Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+W+H 1.600 0.113 0.3439 PASS 0.0 ft 0.0 PASS 5.0 ft '•r :'i4US2, i1 2 i t iri i.,. , +..r,i II( M�,$ 5 ktfA4r'O " . !1 Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @Top @Base @ Top @ Base W Only k k 0.555 k 1SA':s••=-z;- h i6'" N!Fti' 1.1'[("11 -,/.;' 3' -^-'c B S'i''::H',yj]��},[.f[l�R Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L - y Fite i��'20„1441.t l38acio�I 01 14Q387 46 Wood Column ^�_��ER 4J!" lcni4 4.BcIdGaf 1 I :,141 s: #:KW-Ot32728., licensee:VLMK CONSULTING ENGINEERS Desc ption 2x4 Brace Sketches 2f °. , ' v 0.5550k c x 'n C csi Y(1 I I = F" 1.50 In Loads are total entered value.Arrows do not reflect absolute direction.