Loading...
Specifications • 02/01/2007 07 :42 FAX 503 248 9263 VLMK ENGINEERS C7] 001 /007 J SW • •• •• •• • • • • . ••. • . .. .. . •• CONSULTING ; • . ; ;03 :144453; E N G I N E E R S ••• 503.248.9263 • •• vimk @vimk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 www.vimk.com • •.. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • ••• • • • • • FAX TRANSMITTAL (Please call 503 - 222 -4453 if all pages are not receiv4c8 .•• • • •• •• • • • • • • • ••• ••• •• • • AXES • •• TO: Norwest Contractors DATE: V L I ATTN: Dawn Westermark FROM: Kevin Kaplan PROJECT: Portland Vineyard Church PAGES FOLLOWING: 4 FAX NUMBER: (503) 291 - 7036 COPY IN MAIL: NO Dawn, Attached are key plan and sketches outlining proposed modifications per my meeting at the site with Brian Blalock of the City of Tigard. The two areas of concern were: 1. Near the front entry where the tops of the double top plates were removed due to the height of the windows added in the past. A new Simpson CMST16 Coiled Strap is being proposed per Detail A. This strap will need to be bent around the existing scabbed 2x that has been added where the double 2x was removed. 2. Connection angles are proposed as shown in Detail B and Detail C as required to mechanically connect the existing atrium glulam beams to the existing atrium glulam columns. Once the angles are installed, the connection can be dressed up with finish material as required. Let me know if you have any questions, comments, and /or concerns. Thanks, City of Tigard Approx l r 1 Date P204oc - 04 7g Cc: D. Bouska, NW Precision Design (Fax at (360) 838 x.0657) Brian Blalock, City of Tigard (Fax at (503) 624 -3681) A COPY OFFICE .02/01/2007 07:43 FAX 503 248 9263 VLMK ENGINEERS 1 002/007 • .• .. .. • • • • .. CONSULTING `o :• E/tN . eL : Client a - A ~ ... • • • . . E N G I N E E R S ,,..,,// Q /�,� Job N oZ`i�p� Q 3 Py • ": •. • 3933 SW Kelly Avenue • Portland • Oregon 97239 - 4393 ?r"3, •: jNo. 6 • Date i ! i f ll T i S�ieet —�. 1 P 503.222.4453 503.248.9263 U • • • ... . • ... . ---- L N 9 / / / .. .. .. S( r' So, t , �,' -4'-C . ... • • .....5.(_. f snNi Dc=k_.)6c. I ToP P --#- ' (](:\/ 6 11,.E I i 00 lse'I `— 11 r Mr1-)m ti�:-a c Gk 4 Cr 6 '1• 1 1 . - 1 . c Ti e C-C: M N S 1 Cora r� C f c it -da5 Ta 151 & c A^t +S � . 6.4 ) P \-S r 1' Lis, NI q) �. U C T.U0 , (47> *Se PROE � 5 , ` - .f14f1 .r / ‘0 I EXPIRES: 8 -30 -20 c 1 , 02/01/2007 07:43 FAX 503 248 9263 VL14fK ENGINEERS 2003/007 .. • • • • .. � . .. 55 Job . f7:. V i r4 V..A CONSULTING :: ori-vJ W •.. IUIhI ENGJNEERS J Client �� 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 • • •• ,,�;• P 503.222.4453 503.248.9263 oetel Z• Q • �•leet '4t .!v • • • • • • • • • • ••• • ••• • • N ,J • • nn ( c f S �-�,. f c. - Y(`:T)Ci6 : N __ L o r 2_,, oy�= ice- o0 T°P 12 - F (5VriC C -) v"."-= rr-s- L---- NI cc-p-s 7 7 2x ' Pz-.,-T- P-,--S S}- rr oN t Q t -S) ��c�E PR c , t. : W f r 0J ; . .. , : .0 kit g l / 1 EXPIRES: 8-30-2007 1 1\/-71 ( S � ='c/v . D G {t w 7 ( 0 ( -- 5'C' S r- I Ek( ,11 ro - c J(C r .- { )(-) �(i., Gc ear 2. '5� r - P :=. 1 c--`� - -L.. p V ..- r - $ r— 'D 23c c::5V� Ix__ IA t rJ 9 c.. t.J S S Ce-aZz) v I r --� t'. A 3. s lM P S'o nl CD $ K I .2-S Sc.R -e is.r.c'c. - i,L....a I N 1. f EU o 1.c r i —S -,-T' 6o T - tNr C ti eri =") 1 I 244{el , 02/01/2007 07:43 FAX 503 248 9263 VLMK ENGINEERS R 004 /007 • •• •• •• • • • • •• CONSULTING Job hi S 41714144 S ° V( a L E N G I N E E R S C��ent ' te'o f -�•' ' •• 2 °Co4 - � 3 144 3933 SW Kelly Avenue • Portland • Oregon 97239 - 4393 °bN °. qq • ° e • • °• i •L • 9: 4hee:N. i' P 503.222.4453 503.248.9263 Date • • • • • • • ••• • • ••• • • ••• ••• • • •• •• • • • • • • • ••• ••• •• • • • • • • ••• • Low S'Cug-a- p .J! 6a D / / F rJ l s � PA P�T �R -�p4. / 14 I e , ll S ss (/ L ► J \= .. F 1 \2-7c- E-)( S sli r..)c.,, # I ' Mi ; l a riS I L; k3 -/« , EXPIRES:: T' 00 I 1 11231 ()-- Ttc_— I,-T>uaJ M (J . 02/01/2007 07:43 FAX 503 248 9263 VLMK ENGINEERS 2005/007 � • • •• • • • •• • • •• . • • / •• • •• Job �^ • • • ty: V I firV' ;• 'J• - CONSULTING • • • • • : • E N G I N E E R S Die ¢ •• 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 JobNo. • BY • • ••• P 501222.4453 503.248.9263 Date _1 .2.3 • S t l eet+No. • 7 1 • • • • • • • • • C ) � (2 & • • • • • • • • I >io 0 \ 3 L� 1 � I^i rj 15 y =D // — °�' ��� � = N t5Y • f 0 ` '3 u G S` /g 2 t, NAn 1 n - lj , y��p1/4EOPRO 4- O + \- .. - ' . :: 7 s . 9 / 11,J'c, 1 / L 5 --3>e + / 0' 4. `f fft, k.)c 1 SP,J c EXPIRES; 6- 1 -20c`t GL �_� ��1'~� ti I -1-31,=.1 l °1 CoCA.J r L'3x3 >ii W/ [ g) ,r u S t U jr10� . _ C ° L U . M iJ L $c i,.�S, C 1 (4) c= s IDS, U r 1+ AAA SET). D. • 1* F-1 rN G 1.11.-F St - . ,,, i d xt. c_ wsr, rr7, DEC -06 -2006 WED 04:36 PM FAX NO P. 03 L M CONSULTING P 503.222.4453 E N G I N E E R S F 503.248.9263 3933 SW Kelly Avenue • Portland • Ore on 97239 -4393 E vlmk@v1mk.com m g W www.vimk.com RECEIVED DEC 0 7 2006 CITY OF TIGARD STRUCTURAL CALCULATION VISION for PORTLAND VINEYARD CHURCH FOLDING PARTITION DOOR -ev 10795 SW Cascade Avenue C' Tigard, Oregon 97223 0 for ` '' c Norwest Contractors 000 1 Box 25305 9 s . Portland, Oregon 97298 C .. q • f { 2- le ,.EXPIRES: f3- 30 ?cxr • VLMK Job Number: 206483 Issue Date: November 28, 2006 Prepared By: Justin J. Elliott, E.I.T. Includes Pages: DC -7 thru DC-2, S -1 thru S -4, and C-1 thru C-7 I Structural Engineering • Civil Engineering • Industrial Engineering . Planning • Studies / Evaluations • Entitlement DEC -06 -2006 WED 04:36 PM FAX NO. P. 04 Portland Vineyard Church DC -1 Folding Partition Door PROJECT AND STRUCTURAL SYSTEM DESCRIPTION The "Portland Vineyard Church — Folding Partition Door" project consists of the addition of a beam and supporting columns to hold up a new folding partition door to be placed In an existing building located in Tigard, Oregon. DESIGN CRITERIA CODES: 2003 International Building Code with Project State State Amendments GRAVITY DESIGN LOADS; • Dead Loads: Folding Partition Wall Closed (Unfolded Position) 38 plf Open (Folded Position) 1200 lbs LATERAL DESIGN LOADS: Live Loads: Per IBC 1607.13 Interior Walls and Partitions (Out -of- Plane) 5 psf Seismic Loads: Per IBC 1615 (also ref. Section 9 of ASCE 7) Seismic importance factor: I = 1.0 Seismic use group: Mapped spectral response accelerations; Ss = 106.2% S� = 37.2% Site class; p Spectral response coefficients: Sos = 76.5% SD1 ` 41.2% Seismic design category: GMcad DC.doc DEC -06 -2006 WED 04:36 PM FAX N0. P. 05 Portland Vineyard Church DC -2 Folding Partition Door MATERIALS Bolts: Epoxy anchors: Base Material Product I_C.C. No. Concrete Epcon Ceramic 6 Epoxy Anchor by ER-4285 1TW Ramset/Red Head Concrete Simpson SET Epoxy Anchor by ESR -1772 Simpson Strong -Tie Company, Inc. Concrete Hilti HY -150 Adhesive Anchor by ER -5193 Hilts, Inc. Concrete Power -Fast Adhesive Anchor by ER -4514 Powers Fasteners, Inc. Masonry Hilti HY-150 Adhesive Anchor by ER -5193 Hilts, Inc. Expansion anchors; Base Material Product I.C.C. No. Concrete Red Head Trubolt Wedge Anchor by ER -1372 ITW Ramset/Red Head Concrete Simpson Wedge -All Anchor by EsR -1396 Simpson Strong -Tie Company, Inc. Concrete Hilti Kwik -Bolt 3 Anchor by HIM, Inc. ESR -1385 Masonry Hilti Kwik -Bolt 3 Anchor by Hilti, Inc. ESR -1385 Wood Framing: Posts: Douglas Fir #2 Glulam beams: Simple spans 24F -V4 Fb= 2.4ksi, E�1800ksi G:1Acad20612064831CALCS12064B3 PC.doc DEC-06-2006 WED 04:36 PM FAX NO. P. 06 . , illtrod (001,) 'rem Jon lux1 mg 4 1 • ," :L 1 -‘ I 4 Ipm.)A11.■ MO L NOISaci Nols1D3Ild m --A N.14="—',,por--- 11 g ,...._._,._,._____... ___________, h„ ...... _________ ____ ___, ..._......___ 1r 1-- 1 -' - • • ' __11:1jC , ..__ _ 1 .. .,_ • 1 ■ „. 1'1. i • u . xi ! L- r f. . .J . . .. _A _ ' i ' : ..1 z, . 01.34 71 ---- • o ,u, , 0 • ...- a • .e .,,••• • ., ' • ' — , ( * .. 1 I I: ; . ! . , I i ii , , - • • . • vii,1117 _,...,........ .i. o g ............J 11 , il 11 .z a • , 11 `.,• • i: ' 1...—.--1.—j 1 L ' " :. I , 7 J 41 )1 . . .. .. . r z.H:r) 5 ........ tt lir.- A ' g 1 .1i,, I ! L. 4 a ,A .2.... ll t 4 V- 2 J , 1 . 4 a • . [ i [ I:I ..•/ 1/42."4 0). 4, . , Ca, o > r) . 1 . . I . 1 z .. . , . , • , , • ,,• , , • , , 0,. . . F....... 1 2 11 1i .....,\ r r .,... ,,.,.. li i, . • • —7L . _ -,,..,,_ • ,._.. • . 11, , ..; . • DEC -06 -2006 WED 04:37 PM FAX NO. P. 07 IJ � ' xN DF SST TYp } tAc. PARTITION WALL •- .••+mai ti I 5 %x 11. GLI; W • PP -Rttri N WA LL 4101 � I PAiaT/ 44.- 14A44 i t-$C Pi. �u ,, DEC -06 -2006 WED 04 :37 PM FAX N0. P. 08 I= /— BEAM PER PLAN EXISTING BEAM AND JOISTS TO REMAIN, TYPICAL _ - q l O -j 11' �. 4, FikM t FOLDING PARTITION DOOR 111 ' RUNNING TRACK AND ATTACHMENT NNl/ BY OTHERS OM -- NEW COLUMN PER PLAN WIN SIMPSON 'ECC5.25 -4' COLUMN CAP LINI; OF CEILING, TYPICAL (2) SIMPSON 'A35' FRAMING ANGLES, (1) EACH SIDE v EXISTING 2x4 WOOD STUD SIMPSON 'AB44' POST BASE WIN PARTITION WALL TO REMAIN EMBED 1 EPDXY XY x C 1/2" R EME1Ef] EPDXY ANCHOR NO SPECIAL INSPECTION REQ'D CONCRETE SLAB a II II ,. lilt • a 1 v . - • • • 33 FRAMING DETAIL -. S3,dwg 1 " =1' -0" DEC -06 -2006 WED 04:37 PM FAX NO P. 09 EXISTING CMU PATITION WALL NEW BEAM PER PLAN WITH SIMPSON 'LTTT 9' TENSION • TIE WITH 3/4" DIA x 4 1/2" EMBED EPDXY ANCHOR -1,,7, :,. , NM _ i • • LINE OF CEILING, TYPICAL- 0 • V, FOLDING PARTITION DOOR 0 0 ' I • .... ••. 0 RUNNING TRACK AND ATTACHMENT BY OTHERS I - •''' r NEW COLUMN PER PLAN WITH # r SIMPSON 'ECC5.25 -4' COLUMN CAP . SIMPSON 'AB44' POST BASE rl r• WITH 1/2" DIA x 4 1/2" Limn EMBED EPDXY ANCHOR NO SPECIAL INSPECTION REQ'D P EXISTING CONCRETE SLAB 2 i . IMO. 4 FRAMING DETAIL - — 54.dwg 1 " =1' D DEC -06 -2006 WED 04:37 PM FAX NO. P. 10 CE CONSULTING ja,2✓ 071URCf- 1- Pr4Z7i ow E N 111E R S Cher, ,. Nat - i-o : 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. J ..,p 503.222.4453 503,248.9263 II Date II / ° sheet No, G ) i0& t E A-V 1 " 104v , 'n7 Ga /-0 c A s c 1 1//fr /1/ (/ ft !b Itt"2. (Lm 1 % U.300 /� '�` SC=E PR/ wTOHr 1 "tA a J Ppt_ f Fad 5'4.6x It a is 7 r- o.-x16 < a. oc i x si c PP-1 NPotio. DEC -06 -2006 WED 04:37 PM FAX NO. P. 11 Title : Portland Vineyard Church - Folding Job # 206483 Dsgnr: JJE Data: 9:48AM, 28 NOV 06 Description : Scope : Lei- Mr: KW0602744 va c. 580,1 -p 0D3 General 'timber B eam Page 1 1C119832003ENERCALCrn • Ineerin• • .ortlantlVI 0 . cw, Icu a Description NEW BEAM - Gravity Load Case 1 General Information Code Ref: 19 97/2001 NOB, 2000/2003 IBC, 2003 NFPA 5000. Base ailowebles are user defined Section Name 5.125x12 Center Span 31.50 ft I-u 31.50 ft Beam Width 5.125In Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 In Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir. 24F - V4 6m Wt. Added to Loads Fb Base Allow ' 2,400.0 psi Load Dur, Factor 1:000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35•000pcf E 1,800.0 ksl Full Len .. th Uniform Loads . Center DL 38,00 # /ft LL #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL #/ft • 1 Summary 4 1' B eam Design OK Span= 31.50ft. Beam Width = 5.125in x Depth a 12.In, Ends are Pin -Pin Max Stress Ratio 0,300 : Maxim Moment 8.8 k -ft Maximum Shear * 1.5 1.2 k Allowable 21.9 k -ft Allowable 14.8 k Max. Positive Moment 6.57 k -ft at 15.750 ft Shear: @ Left 0.83 k Max. Negative Moment 0.00 k -ft at 31.500 ft @ Right • 0.83 k Max lei Left Support 0.00 k -ft Camber: § Left - . 0,000In Max © Right Support 0.00 k -ft t Center 1.324in Max. M allow 21.85 Reactions.,. @ Right 0.000ln fb 640.70 psi fv 19.20 psi Left DL 0,83 k Max 0.83 k Fb 2,132.13 psi Fv 240.00 psi Right DL 0.83 k Max 0.83 k Elfieflections tr Center Span... Deed_..pad 7o7n7 cad - Left Cantilever.,. .11e30,1520 L oad _ Deflection -0.883 in -0.883 in Deflection 0.000 in 0.000 in ...Location 15.750 ft 15.750 ft ...Length/Deft 0.0 0.0 ..Length/Deft 428.1 428.11 Right Cantilever... Camber ( using 1.5" D.L. Deft) .,, Deflection 0.000 In 0.000 in © Center 1.324 in ...Length /Deft 0.0 0,0 @ Left 0.000 in a Right 0.000 In _ Stress Caics m Bending Analysis Ck 22.210 Le 57.937 ft Sxx 123.0001n3 Area 61.500 in2 Cv 0.960 Rb 17.826 CI 0,925 Max Moment Sax Reed , Allowable fb @ Canter 6,57 k -ft 36.96 in3 2,132,13 psi @ Left Support 0.00 k -ft 0.00 Ina 2,304.63 psi © Right Support 0.00 k -ft 0,00 1n3 2,304.63 psi Shear Analysis tg'� Left Support @ Right Support Design Shear 1.18 k 1.18 k Area Required 4.920 1n2 4.920 in2 Fv: Allowable 240.00 psi 240.00 psi gearing Supports • Max. Left Reaction 0.83 k Bearing Length Req'd 0.250 in Max. Right Reaction 0.83 k Bearing Length Req'd 0.250 in DEC -06 -2006 WED 04:38 PM FAX NO P. 12 Title : Portland Vineyard Church • Folding Job # 206483 Dsgnr: JJE Date: 9:48AM, 28 NOV 06 Description : C AS Scope ; . • Rev: r: Hobos 0v44, ver 6.8.0,1.0K-20M Page 1 /01883 ENERCALC En Hearin Software General Timber Beam ortlana vine 'If artiri4n wall,acw:Calqulat Description NEW SEAM - Gravity Load Case 2 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000, Base allowables are user defined Section Name 5.125x12 Center Span 31.50 ft Lu 31,50 ft Beam Width 6.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 OM Wt Added to Loads Fb Base Allow 2,400,0 psi Load Dur. Factor 1,000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pof E 1,800.0 ksi Point Loads oa• 1, 130 .s . s .. . 5 .s •s s ... • Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 5.000 ft 0.000 ft 0.000 ft 0,000 ft 0.000 ft 0,000 ft 0.000 ft Summary Beam Design OK Span= 31.50ft, Beam Width = 5.125in x Depth = 12,In, Ends are Pin -Pin Max Stress Ratio 0.276: I Maximum Moment 60 k -ft Maximum Shear'` 1,5 1.8 k Allowable 21.9 k -ft Allowable 14.3 k Max. Positive Moment 6,04 k -ft at 5.040 ft Shear: @ Left 1.24 k Max. Negative Moment 0.00 k-ft at 0,000 ft e Right 0.43k Max @ Left Support 0.00 k -ft Camber: r:t Left 0,000in Max (Pa Right Support 0.00 k -ft r! Center 1.085in Max. M allow 21.85 Reactions... Right 0.000 in fb 588.95 psi fv 30,04 psi Left DL 1.24 k Max 1,24 k Fb 2,132,13 psi Fv 240.00 psi Right DL 0.43 k Max 0.43 k Doflectlons Span_ . e ad Loa To . , P �► � Center S Tc nI� Q t h �� l� Cantilever... Deflection -0.724 in -0,724 In Deflection 0.000 in 0.000 In ...Location 14.364 ft 14.364 ft ,.,Length/Defl 0.0 0,0 ...Length/Defl 522.4 522.38 Right Cantilever... Camber ( using 1.5 * R.L. Dell ) ,.. Deflection 0.00) in 0.000 In © Center 1.085 In ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 57,937 ft Sxx 123.000 in3 Area 81.500 1n2 Cv 0.960 Rb 17.828 CI 0.925 Max Moment Sxx Read Allowable ftz @ Center 6.04 k -ft 33.98 in3 2,132.13 psi rr Left Support 0.00 k -ft 0.00 in3 • 2,304.63 psi © Right Support 0.00 k -ft 0.00 in3 2,304.63 psi Shear Analysis 12 Left Support @ Right Support Design Shear 1.85 k 0.62 k Area Required 7.699 in2 2.580 In2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 1,24 k Bearing Length Req'd 0.374 In Max. Right Reaction 0.43 k Rearing Length Rcq'd 0.128 In DEC -06 -2006 WED 04:38 PM FAX NO. P. 13 T i ENGINEERS CONSULTING Jab.f' 6' /luau/ — P /4prrr� r.),xle ,i: Client lNO rzwsr 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 `-101DNQ' ey J • a 1 f G 6 sheet No. •-• i 503.222,.4453 5Q3.248 -92153 0et X -? G J1wN - Co nJ 1 ` D U4-rs( L Lana ' c(4-s6 1-1 C4,vt [-oi - c) W,,,,, = 5 psf Cam+') - `f. p J4' PLlr 1././ r r� rr' / //err I li .c-' - 4 . sve,,t IZ 6 Lt3 , Sy =. ''2. S3 in 4 A 5 — L41 [..oA4 cA- 6 = 2 , C 5 rirw+ L 06, , ) � P ` o.�t� lr ps PP C 1 4- �1C 3/1,)) F . CA.p I, v„ Pa 2• ,,, r p = 1.0) ./11= y' 104 = o.y 5 B /65 r, KC►d)CO3 r p f (ca.417c) C 4 ,) : 0, A t w [ 445^P) 'z -c'//.0 7 0,SC'o. "?c,c CI,0C4 p) 0,1-470 W u 0,1.32 (11..b 0 Zdt C'ASO) P 1 ‘,/ 1 VP A / 314' wt,,, w 20 G C - J ' ) (ZG. ( V,7/. c ') ' Qi61- -4 <, S; ∎ 41-41 ; . L 41 t�� _ L6 # D Cii-r .Z Gov 66 DEC -06 -2006 WED 04:38 PM FAX NO. P. 14 LS-j1 'Portland Vineyard Church - Folding Partition Door Date: 11/28/2O06 MCE Ground Motion » Conterminous 48 States Latitude = 45.4418 Longitude = - 122.7799 Period MCE Se (sec) ( %g) 0.2 106.2 MCE Value of Ss Site Class 8 1 37.2 MCE Value of S1 Site Class 13 Spectral Parameters for Site Class 0 0.2 114.7 Sa = FaSs Fa = 1,08 1 61.8 Sa = FvS1 Fv = 1.66 SEISMIC ANALYSIS Referencing 2003 IBC Section 1615 -1616 Site Class D (ASSUMED) Seismic Use Group I. S 1.062 (106.2 %) = 0.372 (37.2 %) F 1.08 1.66 Sme = Fa *Ss = (1.08) * (1.062) = 1.147 Smi = Fv *S1 - (1.66) * (0.372) = 0,618 Sag = (2/3)5ms = (2/3)*(1.147) = 0.765 (76.5 %) Sni = (2 /3)Sml = (2/3) *(0.618) = 0.412 (41.2 %) [Seismic Design Category D] DEC -06 -2006 WED 04:38 PM FAX NO, P, 15 VLM.K CONSULTING Job./.1.1!. Crktrzc 7'a��r�ncxylkY+a E N G I N E E c�iento (;ST R S Job No, 2 (16 y 4 3 3 _ BY 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 r j 503.222,4 53 503.248.9263 ria ooea _ — O_ ___...Sneer,r�n. -y Ghat-A1 t) — 14-G C4 j3 / Anl Ai , 73E1 a nu ti ----- --- - 0, - gob 4- 4,53 • $ / /. _ FFx Fb.) ---� = o, CAc46 A 1 C 4 vti-► 3GfIz. ut, S &Lis +7N / G,,04 X Ain.) C Qt. it - -1- MS Fv4A►. = t2- tO # 1-‘.= . DEC -06 -2006 WED 04 :38 PM FAX NO. P. 16 Title ; Portland Vineyard Church - Folding Job 0 206483 D sgnr: JJE Date: 10:20AM, 28 NOV 06 Description : _ Scope; )c- 7) • Rev: 580005 USer ;KWOa02744, Ver J.8,01-Dec.2003 Timber Column Design Page 1 101983 -2003 ENEF2CALC Eno Garin Software ortland vine era artitlon wail.ecw :Calculat Description NEW COLUMNS General Information ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Wood Section 4x4 o al Column "eght 9.50 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y -y axis) 3.50 in Fc 1,350.00 psi Width (along x -x axis) 3.50 in Fb 900.00 psi Sawn E - Elastic Modulus 1.600 ksl Douglas Fir - Larch, No.2 Unbraced length for "y4' axis sideways deflection 9.50 ft Unbraced length for "x-x" axis sideways deflection 9.50 ft Lu XX for Bending 9,50 ft Loads f0ead Load Live Load sp �ert Term Load Axial Load 1.240.00113s 0.o0 los 0.00 Ibs Eccentricity 0.000in C mSajr./71Mairettn_ . Column OK Using :4x4, Width= 3,50in, Depth= 3.501n, Total Column Ht= 9.50ft f3L + LL DL +LL +ST DL +$T fc : Compression 101.22 psi 101.22 psi 101.22 psi Fc ; Allowable 421.10 psi 421.10 psi 421.10 psi fbx ; Flexural 0.00 psi 0.00 psi 0.00 psi F'bx: Allowable 1,350.00 ps1 1,350.00 psI 1,350.00 psi Interaction Value 0.2404 9.2404 0.2404 Stress Details Fc : X -X 421.10 psi For Bending Stress Calm... .Fc : Y -Y 421.10 pal Max k'Lu / d 50.00 F'c : Allowable 421.10 psi Le : Sanding 17.48 ft F'c:Allow' Load Dur Factor 421.10 psi (Lu -xx " NOS Table 3.3.3 factor) F'bx 1,350.00 psi RI/ : (Led /1, 4 .5 7.742 F'bx' Load Duration Factor 1,350.00 psi Min. Allow k'Lu / d 11.00 Cf:Bending 1.500 For Axial Stress Gales... CI : Axial 1.150 Axial X -X k Lu / d 32.57 • Axial Y -Y k Lu / d 32.57 DEC -06 -2006 WED 04:39 PM FAX NO. P. 17 CONSULING ; . E N G N E T E R S P 503.222.4453 F 503.248.99263 E vlmk@vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 W www.vlmk.com November 13, 2006 Dawn Westermark Norwest Contractors P.O, Box 25305 Portland, Oregon 97298 - 0305 Re: Portland Vineyard Church — New Window Opening 10795 SW Cascade Avenue, Tigard, Oregon 97223 Dawn: Per your request, on Thursday, November 9, 2006, I visited the above referenced building located at 10795 SW Cascade Avenue in Tigard, Oregon. The purpose of my visit was to review a new window opening being proposed in an existing interior wall. As discussed while on site, plywood sheathing exists on this wall leading one to conclude that this is an existing shearwall. However, the existing connection of the wall framing to the roof above, coupled with the fact that the existing wall is not blocked, makes it difficult to confirm that the existing wall is in fact intended to be a shearwall. No existing drawings from when the building was originally constructed are available. Based on the location of this wall and our review of the existing, it is our professional opinion that this wall should be considered to be an existing shearwall and as such should be modified to be a perforated shearwall with the new window opening as proposed. This will require new plywood sheathing be added on the sanctuary side of this wall in addition to blocking at the new plywood sheathing edges, and (2) 2x blocking at new Simpson MSTC40 straps at the corners of the new window opening. The new plywood sheathing should be installed tight to the underside of the existing roof deck with 10d nails at 4" on center at plywood edges and 12" on center in the field. See attached sketches and calculations for additional information. Feel free to contact me should you have any questions, comments and or cone- • Ci ' , Si c: . ly, : 00 P Rpfi % 68,, • K= . Kaplan, P.E., S.E., Principal 'I VL. onsulting Engineers ,rOfJ Attac ments: Structural Sketches and Calculations • tar rd ItPIHE&; 6 -30 -s bogy I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement DEC -06 -2006 WED 04:39 PM FAX NO. P. 18 1 J ,. I—1 1= J 1.1---i J m- 1 I --- ;r .- 7 7 11 a a 7-5PE Il G IIIII pij fjo AR 4 fk.Wt -: 211" 13 • , PIR• '& 6. 0-20r51 ----, 1 . I 8 181 (NI r Sir:. MST( 4L? 1 -- - -~-- j t a ( ) l3�C- trret • _ i '''—ill • I 2 r l r \ I I - c.P sic, d a II r I1 b p ti II x� I II II (—TAO P(- o 0 - -- \ _ .. I-1 J V - �rn - tom! 14 ( ,, 1 ,4184 [aa 1 PrIL -5 Wr 4. p/2. ' El e , T4'PI s G 2 Neo WINDdW P M z� J fro 6 1...4:::e... t -INa. Il • DEC -06 -2006 WED 04:39 PM FAX NO P. 19 1[ CONSULTING J°uEq cilvz E N G I N E E R S GIcnL N ° � Job Na -o4 l s fit_ 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 [I °a�� I (t�G� SneeeNa. k.i 1 c S L-C ` S - c L(. P1 -(L..a lD •7G / N . V5 G V -u��5 t t- t3L_I=c.t- W lk I S t%1 tsl..c=iC1. --s D - C , T a C . T 1 G/3-2.2 . ‘ ( k-- 1 4 G N b /C, f rr ,-C 11\1 (3M e �--t = ( 2� 5 t F LF C►1" ,6 `) W tTl'r I� 0-ML -S SCI - r-t• 5 l S D GINN' U M Psc3r4 M 4 1-" sl -- ' ft OW ON x{»; 335"' 7 S 4 .7.. o ►►�- ; 04,r1 t,t, 6V EX.- c-4r 4 61 a1 ( 1 P1RES; 6:80.A00 J W IT 1 r=-Awp, PS-rI -`1's l 5, fra A-t-'p -LL t. -trr1 F1 D E T C- ((-.■• era l`rc= D S t =4 a rz: •