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Plans ✓ REC EIVED CONSULTING 5O3.222,4453 E N G I N E E R S nEc 2 2013 vImk $.9 Uldri O FTI vlmkQflvlm GARD 3933 SW Kelly Avenua • Portland • OR • 97239 -4393 www.vImk :Wrrtl!NG DIVISION STRUCTURAL CALCULATIONS . for • : WES TERN PARTITIONS • PANEL OPENING ENLARGEMENT • • SPECIAL INSPECTICa4 . ,...r ;. i) 8 :30 SW Hunziker Road State of Oregon Structural Specialty Code gard, Oregon, 97223 ❑ Co rete and Reinforcing Steel for olts Installed in Concrete • ❑ Special Moment - Resisting Concrete F VY es Partitions, Inc, ❑ Reinforcing Steel & Prestressing Steel Tendons g 00 SW Hunziker Road ❑ Structural Welding igard, Oregon 97223 ❑ High- Strenght Bolting , I CI O • ❑ Structural Masonry ,, _ ,r!f Approved �lLsl:-A. [g.--1" ❑ Reinforced Gypsum Concrete p P ".a' Conditionally Approved [ ] be „ 1.9 ' See Letter to: Follow [ ] ❑ Insulating Concrete Fill • 9 A h I I s Permit Number: i V �� - a ❑ Spray Applied Fire- Resistive Materials fit, • El PIlrt s Drilled Piers I ,a.., 1 Address: !+ !!1 V s g , and Caissons � ` % * By: ��'i��li Date: IN ❑ Shotcrete s �N i s " P' � c ❑ Special Grading, Excavation and Fin Approved plans Filling — a»Es: s � 31r;zo�, shall be, on job site. 1.3 Smoke-Control Systems ❑ Other Inspections • :. .red By: Collin Bundy, E.I.T. OFFICE COPY . VLMK Job Number: 20.130589 • . October 29, 2013 • 'Structural Englneering.Clvil Englnesring•lndustrla Englneering• Planning• StudlaslEvaluations.Entltlement VLMK C ron .u E Ina r. ud • • Structural Calculations DC -1 Western Partitions - Panel Opening Enlargement • Western Partitions • Panel Opening Enlargement • • 8330 SW Hunziker Road Tigard, Oregon 97223 • • • VLMK JOB NO. 20130589 • STRUCTURAL CALCULATIONS FOR BUILDING PERMIT • TABLE OF CONTENTS Design Outline and Criteria DC -1 thru DC -3 • • • Structural Drawings S-1 thru 5-4 Structural Calculations C -1 thru •C -10 DESCRIPTION OF STRUCTURAL•SYSTEM Western Partitions, Inc. plans to expand the door opening located In the northeast region of the building at 8330 SW Hunziker Road, Tigard Oregon, The existing . dimensions are 8.5' x 9', and the new dimensions will be 12' x 14`. This package includes calculations verifying the capacity of the existing tilt -up panels' to accommodate both gravity loads and out -of -plane forces on the wall as well as calculations and structural details for the new HSS strongbacics which are to be installed on both sides of the enlarged opening. • • • • • • • • • • File' 0: Wwd20131201308891Celculadane120130S OC.doex Page I Printed: OCIODOr 2B, 2013 Page 2 of 17 Structural Calculations DC -2 Western Partitions - Panel Opening Enlargement 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, Pr 25,0 psf Snow Exposure Factor, C 1,0 Snow Load Importance Factor, I • 1,0 Thermal Factor, C 1.0 • • Snow Drift As Required • Dead Loads: 'Roof Roofing (new and future) 4,0 psf • Insulation 1.5 psf Sheathing (5/8" plywood) 1.8 psf Sub- purlins (max 3x6 at 24 ") 1.2 psf Joists . 3,0 psf Girders 1.0 psf • Mechanical and Electrical 1.0 psf Miscellaneous • 1.5_,psf • • TotaI'Roof Load 15,0 psf • Wall Weights • 5 -1/2" Concrete tilt panel • 70,0 psf • Wind: Basle Wind Speed (3- second gust) 95 mph Wind Importance Factor, I„, I = 1.0 Occupancy Category II • Wind Exposure B • Internal Pressure Coefficient GCp; _ +/- 0.18 • • Seismic: • Location (Lat /Long) • 45.42942 • - 122.76273 Seismic Importance Factor 1,0 Occupancy Category . II • Mapped Spectral Response Accelerations S = 94.4% S = 33.9% Site Class D • • Fitt G cad201312013059B1CdIeWatlone12D130du9 OC.doea :u Page Printed: QGt3b.r 16, 2013 • • Page 3of17 r. ub • • Structural Calculations DC -3 Western Partitions - Panel Opening Enlargement Spectral Response Coefficients Sds = 70.6% Sal = 38.9% Seismic Design Category D • • MATERIALS Concrete: • Tilt panels f 3,500 psi • Reinforcing Steel: ASTM A615, Gr.60 F = 60 ksi • ASTM A706, Gr.60 (If rebar Is to be welded) Fy = 60 ksl Structural Steel; . • Plates, Shapes ASTM A36 F = 36 ksi StructuralTubes ASTM A500 Gr,B F = 46 ksi • Drilled Anchors; Concrete Adhesive Simpson SET -XP Adhesive Anchor ICC ESR -2508 Anchors Hilts HIT -RE 500 -SD Epoxy • ICC ESR -2322 Adhesive Anchor Powers PE1000+ ICC ESR -2583 Concrete Drilled Simpson .Strong-Bolt Wedge ICC ESR -1771 Anchors Anchor Hilts Kwik -Bolt TZ Anchor ICC ESR -1917 • • • • • • • • • • Fla GMaid2013t201305861Cu1wWQtI %2x130566 DC.Oaas . 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'IMI• CONSULTING WESTERN PARTITION - PANEL OPENING 20 ohs a 11.1: ENGINEERS 8330 SW HUNZIKER ROAD CNB JCS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 TIGARD, OR 97223 OMNI MUM M 503,222.4453 I vimiceivImk.com _... ,.....-- AREA OF WORK S-1 III 501243.9263 www,v1mk,com . MIRO Page 5 of 17 • •.•• ..... vvvvc.iu1o1 P. 07 . J 0 —_ . j l .. ( I F1 . ;r !{ • . , • g* o N. age ® M L Eel § N • �Nli • • ��iiii a li M . ii i��i \I r,;1 • • a :1i� • l _ • 0 NIA rii, • Lxi . • © k i F1 -+ • i Wt L�I r 1 O rrs - O • • jI t I 2 C O N S U L T I N G WESTERN PARTITIONS - PANEL OPENING 201 10/13 t I VI U ' ENGINEERS 8330 SW HUNZIKER ROAD CN8 JCS 3933 SW Kelly Avenue • Portland • Orogen 97239 -4393 TIGARD, OREGON 97233 503 2Z2 4453 vlmk @vimkcom KEY PLAN S -2 503248 ww .9263 01,,k.ctim wnw ""1∎111∎.w.•■- .■.r■ Page 6 of 17 - r. utt • . • • . • 4 • . . • ID 3: . • • • W. • °a • za . T.! z M. .- • C O • " • a . s • . 0 U • • F- W J o. x •a z �< z \ \ \ .9-,I., .• ' . t •' .. • • E • . to r�' "WOIdu� o o z c� an o 0 az w z a O 0.i O Ix cn EXTERIOR PANEL OPENING ELEVATION ' I 114° = 1' -o • • V r a y '" C 0 N 5 U I. T t N G WESTERN PARTITIONS - PANEL OPENING 20 13, 89 10/13. t I "' I - -1 Ja r . ENGINEERS 9330 SW HUNZIKER ROAD CNB JCS 3933 SW Kelly Avenue • Portland • Oregon. 97239.4393 TIGARD, OREGON 97233 I S03.22z4453 'ivimk@vlmkcom PANEL OPENING ELEV $ -3 5032Q8.9763 WIAWAnk.com mum Page 7 of 17 .. vv • • COLUMN PER PLAN • • C 112" DIA x 3" EMBED EXPANSION • ANCHOR • • • • 0 TUBE PLATE ELEVATION • • • EXISTING CONCRETE • TILT PANEL CORE 2" DIA. HOLE FOR • BOLT INSERTION • TUBE PLATE SECTION 6-1 sue`-= rr;'r`� -i` it • i • 1l4 V. Q C7 • I I BASE PL 1 /2xREO'D WITH • - -' © (2) 3/4" DIA x4 1/2" EMBED EXPANSION ANCHORS • 1 1 12" ! 1 1/2" PS REQUIRED, • 0 BASE PLATE PLAN • / 7\ STRONGBACK DETAILS • 1" � 1 � - • I s' T I �Z w �; -�+ �. 20130598 10/13 CONSULTING WESTERN PARTITIONS - PANEL OPENING . 13Q am �Jt E N G I N E E R S 8330 SW HUNZIKER ROAD • C•A ; JCS 3933 3933 SW Kelly. Avenue • Portland • Oregon 97739 -4393 TIGARD, OREGON 97233 • 1 503122,4453 vlmkevlmk•tom STRONGBACK DETAILS • S-4 503248.9263 www.vimk.tom Page 8 of 17 . Design Maps Summary Repast http: / /geoha•cards.usgs. goy /designmaps /us/ same >:try.php?templata-- minttna_, • C -1 ISUSGS Design Maps Summary Report User - Specified Input Report Title Pane) Opening Enlargement Tu0 October 15, 2013 20155:31 UTC Building Code Reference Document ASCE 7 - Standard (which utilizes USGS hazard data available In 2002) Site Coordinates 45.42942 °N, 122.76273 °W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category I/I.1 /111 - - rff,: Liiliii c. •: .r1.p sue, *.i3`� ,,.i•:::_u' � Ft p r. , is90lOi. J "! -. De4v�rt01 a�rr�.,-*N �� ' c' s " ' m"�� a ,, 1• ,, .4. t�e•;.•r.`T�ilt7�s a ?'S = - `t - : 'ii:^ g �� t�i ..�i :• 1':J�+� z s ' ' f � ,i1 � 1�� �1 Sr "t , ,tf� � • xxp. a :: A r ; :1:4 .i _`~ S ' s ue' t. -f; : r= ti's '''-} " 1 T _•.•6`.: �.:.wr� F � ., :1 ^_ ' •'Y .'.. C .�1rl ^1:=:! = 534:\e '�: ;� F'�`: �: ti.., _� °'.A t {_ �:�:' 1 7: - :'�F.. ' • ' ^ ^ •ir r• '. . Si4r � �. 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U5G5- Provided Output S T 0.944 g S = 1.059 g Sas = .706 g S = 0.339 g SKI = 0.584 g S = 0.389 g ' MCE Response Spectrum Design, Response Spectrum 1.10 .0.72 0.W'S 0,64 \ \N.,.........................,„......._. a.rrs D.SG 0.77 a o.,55 I 7, 0,40• • 0 0.32 .41 033 0.34 0.32 0.1 R 0.11 0.00 0.00 I i i I i I i I I 1 0.00 - - I 1 I I I• I I I 1 --I . 0.00 0.20 0.40 0.00 0.00 1.00 1.70 1.40 1.00 1.00 7,00 0.00 0.20 0.10 0.00 0.00 1.00 1.20 1,10 1.00 1.00 2.00 period, T t etpe) • Period. T (cat) • • Although this information Is a product of the U.S. Geological Survey, vie provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technienl subject-matter knowledge. • • d of I 10/15/2013 1:57I Page 9 of 17 . • f i r m EC N G 5 N L R S - 55003:224282:491E533 03 22482 ..9163 Job Western Partitions Job No, 20130589.,_ 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com pate 10 2013 www.vimk.com .._l v2,00 - Software Copyright 2010 VI-MK Consultin En All Rf 9hts Resorvetl. Sh ee t No. C • 2 Wind Loads - Components and Cladding - Based on the 2009 International Building Code and ASCE 7 -05, 6.4 (Method 1 - Simplified Procedure) • { ?�s dkmv Exposure Category [Section 5.5.6,3] Kzt =�;s` #41 Topographic Factor [Figure 6 -4] 1 = 0: rT. l lmportance Factor [Table 6 -1] Roof Slope =t.s Degrees • V =`^ b ri., Basic Wind Speed 3- Second Gust [Figure 6 -1 Effective Area „4.4,...17,7.,-ft lA ^ 'Span Length x Effective Width (Not Less Than Span Length /3) Per ASCE 7 -05, 6.4.2.2 and Figure 6 -3 • Horizontal Loads Height Adjustment Wail - Interior Zone 4 Wall - End Zone 5 (ft) A (Psf (Ps?) 15 1.0a 13.9 -15.2 13.9 ...._ - -- -16,9 ._ 2 0_. . - -..._ 1 . -^ 00 ...__....__ 13.9 --••- -- 15.2,...._ ,13.9 .._..,.._16.9+ _- 7..5 1.00 13,9 -15.2 13.9.._. -16.9 30 . _ A 1.00 _ �,_ 13.9 - • -15.2 - 13.9 - -16.9 _ 35 1.05 _ 14.5_ _ -16.0 _ 14.5 _ _ -17.7_ �..4 - - 1.09 _...__ 15:1 ��-16.6_. _�� ., _ - -18, 4 45 1.12 15.5 -17.0 15.5 -18.9 50 1.16 - ^ -16.1 M -17.6 _. 16.1. -19.6 . _ _ 5 ..... 1,19 -- _16.5 _..___.. ___ 18.1 ._..,._ _ _ 16.5 .. __ -Z0.1... -- _ fiQ .__._ 1.22 _ 16.9 -18.5 16.9 �. -20.6 Vertical Loads Height Adjustment Roof - Interior Zone 1 Roof - End Zone 2 Roof - Corner Zone 3 (ft) . A . • (Psf) (psf) _ (psi') is 1.00 __ �� N 5.3 - -14.9 5.3 -17.7 5.3 -17.7 20 ^- 1,00 5,3 - -14.9 5,3 -17.7 5.3 � -17.7 . 25 V � .. 100 • 5.3 ..- ......:14.9. 5.3 _ -17.7 _ 5.3 •..........6............................."."1 -17.7 �_ - . _ �^ "�- 30 1,00 5.3 -14.9 5.3 -17.7 . -17.7 5.3 35....._. 1.05 .._ 1`.... 5.5' ..._- -15.6 5.5 -18.5 ___ 5.5 . _....__ -18,5 _�. . 40 1.09 __ __ -. 5.7 -16.2 �5.7 -19.2 5.7 -19.2 45 1.12 5.9 -16.7 5.9 -19.8 5.9 -19.8 50 1.16 6.1 -17.3 6.1 -20.5 6.1 -20.5 . _ . 55 1.19 6.2 - 17.7 .. 6.2 - • _ x21.0 - - - 6.2 ... _- ___ -21.0 • 60 1.22 6.4 -18.2 6.4 -21.5 6.4 -21.5 Page 10 of 1,7 . 7 ?- I -FP J ° 5l - : � ('i5 a�° . s;2121 9 5'0)(9 /..w 710 • sd(.>I 5'L9. (,7,I IAA 'S)' c . c4 - 6. 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(L ga) . , . • . 13FaYn/w6 • 10/4/4 . i b :: i 9 Psr � S7fev✓6A4ck A .Ssi‘ s 5Kfiu tEL4 .TM) Sag sgl6b R&FFR - r, 0 ROM N41 cn G3 • . LA 5: ti F ((vNS RvATIV can/ Sµ0RrSN TV al. !' 6" f lip) . ; . . . ..: M,,/c= (7-6 P (7 4,5'r) _ 72:,, A`Fr, .7RY Al,s.s =LiXmi rdf =`i5•1 _I1C45(.T /QN :)\ :. ; • • 384 x. .. ..,.. • A1;c-c'4L 1 -n •2 'i2. E /,vy - 2 C — . t. ( 2 Y O, "2•Z + b.2 )(2Y " -4 42 7 2..V, Py 1N 4 Zltleiti 'T` rrbtk Z� L.r., ON bdC41. ; m 4 4'i ZIN r,Z9,Qe ngs4(224� ti . a / 6-4.09' /,r D J : (Zga • ) .. X50. =. 45)T cF "� =' J qi' ./.- 3. . NssgxliNA....is ?vbs. y - .`4c) - 51% - ly.$) . • .. • • • ... • • �' . ; . .. j, .. . • ... . .. . . ... .. .. • • Page 12 of 17 SEMMMEIIIMEle........ I E C O N S U L T I N G w "' 3RrirDiv s— PANE?... E cr,,„c �� A/ Pf9RriD -rte iai�. 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Jab No. s By GNP P 503.222,4453 503.248.9263 IN Date / eheetNo. C ~.4 .12V P4 S 6 1 cM cic aRFD . i 1._....._______ 4.)161117..7- Itl t( y 1 • \fu /1"\\ I Z ` 7 a s PY"�Z'i� 5 ��OA +'26bPr� ,S.- . . OsF.5ta anFr = 12. toPS . • 1 . q i aFix..• • • ..... .... ... ...... l �r� V,, - O. L.f S T- t .'0,040,- 70gYi. oY Ko s) - aKiP.S• jvltil 11M ‘ : ! Uk = z(i.5 S ktFS) m ,...? K14 . a aJT . .. • 1 44 I,'/'17'4— oPFJ`U vaS 22 ia?'' (L5`4333'4-Vi- 2.4 1Zfiailf --333` +$. 5' • 1-3,64 11.3' et -, .0t4 (a,"]5)(Z)1) 13 st l / ,)(3,51NXt2,4F`ry1, ) 5133..K\t",s ' :. . r ' v n > V im , ' . P A N & Z . g AaEc?!> 4.r • .. •. • •- :... - • .... • _.- - -- Axi{4L 1.oAD c V P4NE1, 5 i ,14 Ezi eE 7M■f5 .' • .. . , : ..... ' ... ... : .... . ... • " 1 . \ . 4; ;= 215 6': -- ysoPc - c6.�, . • P6 ..:.. • •: / �r r-j- • ~ ` 015 4P 0 ' . ° z.?...6 s ., .. • .. • • ' • .,I - . • . /0,,,-96/3:;c:•••/57)./51,4"...5•11/ S ' �� 7 " u" .�- - • .,. • . ...... • 1 � • 0P7Q 45 .. T7412,.' k/PS • R..eoy4Q .Ed *SkMrr/6 f kN .: . 1 . : 993 7 7 4 k o.22 k .. : • . .-• • -.,_. .. ' ...L : .f 04s ki14i , • 1.5,.6 k > >. 07-2.k • . D .' . WNFokC y0/vT •. pAc! :RiPFI,G%F ,T . • . yissfatilic, 1,1.4 sym CON nh1‘ .'. : '..: .. .. .. • r . : . P 4/v t : . _ 1 . - F - 6 5 4 « , • . Page 13 of 17 t C -7 ': SIMPSON Anchor DesignerTM Company: VLMtc I pate; jloJ4I2Ol3 Saxon ;Tie S oftware P roe.ot: ^ Penal Opehing,Enlargement Version 2.0-4888.14 'Address: e Phone= E-mail: • f.ProleetInfont en - - Customer company: Western Partitions. Inc. Project description: Customer contact name: Location: Customer a -mail: Fastening description: Comment: 7. JMaUt , are & Anehgr Parameters General Base Malarial Design method :ACI 318 -05 Concrete: Nannal- weight Units: Imperial units Concrete Ihicivtess, h (inch): 5.50 Slate: Cracked Anchor Information: Compressive strength, To (psi): 3000 Anchor type: Torque controlled expansion anchor 4 1.0 Material• Carbon Steel Reinforcement condition; B tension, B shear Diameter (Inch): 0.500 • Supplemental reinforcement: Not applicable Nominal Embedment depth (Inch): 3,000 Do not evaluate concrete breakout In tension No Effective Erhbadment dopth, h,r(Inch): 2.500 Do not evaluate concrete breakout In shear. No Code report: ICC-ES ESR -3037 Ignore Edo requirement: Not applicable Anchor category: 1 Buildup grout pad: No Anchor ductility: Yes ham (inch): 4,83 Bose Plate Ow (inch): 6.72 Length x Width x Thickness (Inch): 6.00 x 4.00 x1123 Cm, (inch): 4.33 Sinn (Inch): 4.33 nr/D TR;b A/ {og sPr Load and Geometry I I Load factor saunas: AC: 318 Section 9.2 1/ Load combination: not set ?96 ib 1, 6(03,q PS)(I.9zFr 3 ) • Seismic design: Yos Anchors subjected to sustained tension: Not applicable I I Strength reduction factor for brittle failure, gig 1.0 Apply entire shear load at front row: No (5• G -5 >r RG.FrR C.e) Anchors only resisting wind endfar salami ...7.- ;: - . CFigura 1> • - - . ' ' • • 0 l • O ft „ lb X D ft•ib trj Input data on9 results must bo checked for opresmen' valets extsUnn circumstance., the standards and guidelines must be chocked for pioualbillty. Simpson strong -no Company Inc. 5959 W. Les Posltae Boulevard Meats ton, CA 94558 Phone: 925,500.9500 Fax 825.847.3871 www,;Wnello.com Page 14 of 17 C -8 !SIMPSON Anchor Designer m . Company: I VLMK Deter 1 10124/2013 Software jinoer_ CNG , Pane: S r ' ong it Version afe OAt3ee.14 Project Panel °Panta Ea n1,nament Address: Photo: • E -mail: <Figure 2� • • • • • • • • • • • • • • • • • • • • Q rJ 12.0D 12.00 Recommended Anchor Anchor Name: Slrong•Boltlia 2.1 z CS SUonp•Solt 2, hnorn:$ (76mm) Approval No: ICC -ES ESP-3037 • • • • triple data and results must be chocked for agreement whit the existing cirwmatencos, Ina etanrlerde and guidelines nut be checked for plead: lily. Simpson Strong -4'1e company Inc. 5955 W. Loa Pesetas Boulevard Pluotenlon, CA 84588 Phone: 925.580.9000 Fax; 825.847.0871 www.:kengita.com Page 15 of 17 C.9 ISHII/PSON Anchor DesgnerTM co 'any: mate: 110124/2013 � b -Je Software F En.Ineer•, ONE Fa! e: o1l Version 20.896.14 • oct: Panel Cr. ening Enter, ement 0 Address: Phone: _ E-ntall: 1 agsultIn Forces, Anchor ' Tension load, Shear load x, Shear load y, Shear load combined. No (Ib) Vua. (Ib) Vuy (lb) 4( (Ib) 1 796.0 0.0 0.0 0.0 Sum 796.0 0,0 0.0 0.0 Maximum concrete compression strain (%.): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 • Reartllant tension force (Ib): 796 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x -axis, e'rr. inch): 0.00 forces Eccentricity of resultant tension foes In y -axis, e'e (in 0.00 tii a.• X • • 9tee1 Strenath of Anchor fn Tanslo fse D 11 N.• (lb) id fNa (lb) • 12100 0.76 9075 • • §. Connie% Breakpptstrenat er Anghor In Te .ton rsne Na n krill r hd (Eq. 0.7) kr A Pc (pal) ha (m) Ne (Ib) 17.0 1.00 3000 2.500 '3661 0.75ddpfka a 0.7500 (Ark /Arr<m)V'a <NSrlc.O'so,rtNt. (Sec. 0.3.3.3, 0.4.1 & Eq. 0-4) Axe Crta) Arta (In 'f'r4N Km '!'stn+ Na pb) t6 . 0.75Or¢f4, (tb) 66.25 •55.28 1.000 1.00 1.000 3681 0.65 1794 §. PUllogt Stronnt(} of Anther in Tpnslon (S c. A.9 3) 0.750 NNa = 0.75¢4¢iF'r,NMNN(Po /2,500)^ (Sec. 0.3.3.3, 0.4.1, Eq. D.14 & Code Report) Va . A NA (Ib) rd (pal) it 0 0.7540N (Ib) 1.0 1.00 3062 3000 0.50 • 0.65 1935 . • Input data and ruts mura be checked for agreement whit the existing cln:umstenru$. the atandarda and guidelines moat be checked for plausibility. . simpaan Strong-Tie Company Ina, 8858 W. Las POsilee Boulevard Plunsanton, CA 94535 Phone: 929,50.9000 Fax: 925.547.3571 wuw.strongUo.com ' Page 16 of 17 • C -10 ' SIMPSON Anchor DesignerT' company: VLMK _ Date: 00/24/2013 Software Engineer: CN9 Page: _ i$ 41:11 /g- Version 2.0.4896.14 Addre k Panel4�ianing Enlargement Address: Phone: E -mail: 11. interaction of Tonsils. and Rheat!orce6 (Soc, Tension Factored Load, NW (Ib) Design Strength, eNn (Ib) Ratio Status Steel 796 9075 0.09 Pass Concrete broakout 798 1794 0.44 Pass Pullout 796 1636 0.49 Pose i (Governs) 112 "0 CS Strong•Boft 2, hnom:3" (76mm) masts the satected design criteria. 12 WaftllnpU - Minimum spacing and edge distance requirement of Oda par ACl 318 Sections D.8.1 And D.8.2 for torqued cast- In•piece anchor Is waived per designer option. - Designer must exercise own Judgement to determine if thin design Ic suitable. • Refer to manufacturer's product literature for hots cleaning and installation in5tructiona. • • • Input data and rosulla must be checked for aaraementwith the Waling dreunrulances, Ina standards and Guidelines must be chat) a I for pIouaII:ley. 5trnpeon Siran9•Tio Company Ins. 5955 W. Lag ?Was Boulevard Pleasanton. CA 94589 Phone: 925.550.9000 Fat 925.647.5871 viww.olydngtle,com Page 17 of 17