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VLMK Consulting Engineers yy 0o).31 - — 3933 S.W. KELLY AVENUE, � === PORTLAND, OREGON 97201 -4393 (503) 222 -4453 / FAX (503) 248 -9263 STRUCTURAL CALCULATIONS for Tigard 1 Corporate 1 1 Center TIGARD, OREGON 1 for LRS ARCHITECTS 1121 S.W. SALMON, SUITE 100 PORTLAND, OREGON 97205 P P 5 - < � +OFf fa • • r/ L 30 -99 May 28, 1999 VLMK Job Number 98145 F:\Wordjob \98145 Calc Cover.Doc 1 1� 1 TIGARD CORPORATE CENTER BUILDINGS VLMK JOB NO. 98145 ' STRUCTURAL CALCULATIONS FOR PERMIT May 28, 1995 1 _ 1 TABLE OF CONTENTS ' 1. Design Outline and Criteria DC -1 thru DC - 4 1 2. Roof Framing Design RF - 1 thru RF — 8 ' 3. Floor Framing FL - 1 thru FL - 36 4. Panel Wall Design P — 1 thru P - 5 also see Lateral Design 5. Lateral Design L - 1 thru L - 70 6. Foundation / Column Design F - 1 thru F - 10 1 also see Floor Framing 7. Canopy Framing C - 1 thru C - 5 1 8. Miscellaneous / Anchorage MC — lthru MC - 12 1 1 1 1 1 1 1 1 Tigard Corporate Center DC -1 1 STRUCTURAL SYSTEM ' The Tigard Corporate Center Office Buildings are three indentical, new, two -story office buildings. Each floor, including the roof, will be approximately 20,400 1 square feet. The exterior framing, supporting the 2 " floor and roof, is comprised of concrete tilt up walls. At the second floor, steel open web joists and girders support a non - composite 3" metal deck with 5Y2" concrete deck. Support for the ' deck is at the wall, as well as steel gravity columns in the interior. At the roof, steel, open web joists and girders support a non - composite 1 1 /2" metal deck with ' a flat standard built up asphalt roof system. A combination of spot footings at the interior, and continuous footings along the exterior will be used to support the building. 1 The lateral framing for the building are the concrete tilt shear walls with openings, rigid diaphragms at the second floor, and flexible diaphragms at the ' roof. .1 1 1 1 1 1 1 1 1 1 1 Tigard Corporate Center DC -2 1 1 DESIGN CRITERIA: CODES: I 1998 Oregon Structural Specialty Code (Based on the 1997 Uniform Building 9 P tY ( 9 I Code.) I DESIGN LOADS: Live Loads: Office (Reducible) 50 psf I Corridors and Exits 100 psf Roof (Min. Snow Load) 25 psf Drifting As Req'd I Dead Loads: 1 Building Roof: Roofing 3.5 psf Insulation 1.5 psf 1 '/2" MetalDeck 2.5 psf I Framing 5.0 psf Ceiling 2.0 psf I Miscellaneous (fire,etc.) 2.0 psf Mech. and Elect.. 2.0 psf I Total Roof Load =20.0 psf I Office Floor: 5' /z° concrete 46.5 psf Partitions 20.0 psf 3" Metal Deck 2.5 psf 1 Framing 5.0 psf Mech / Elect 2.0 psf Miscellaneous (fire, etc.) 2.0 psf 1 Ceiling 2.0 psf Total Office Floor Load 80.0 psf I for seismic 70.0 psf 1 1 Tigard Corporate Center DC -3 DESIGN CRITERIA CONTINUED: 1 Seismic: ' Per 1997 UBC, Section 1630 Bearing walls - Concrete E= p * Eh +Ey ' and where applicable, Abld 20 ❑ feet/fir E = Q * Eh CA = 0.36 C, = 0.54 ' p = 2 — 20 /[(rmax )(Abld D = 2.8 Eh = portion of V R = 4.5 ' E, = (.5)(Ca)(I)(D) = 4.0 (flex. diaph.) V = (C,)(I) /[(R)(T)] *W T .48 seconds Soil Type = So V = [(2.5)(C *Wj /(R) Z = Seismic zone 3 ' Wind: Per 1997 UBC, Section 1615 P = C Basic wind speed = 80 MPH 1 Exposure factor = B I = 1.0 (Importance factor) ' q = 16.4 psf (Wind stagnation pressure) Cq = 1.3 (Projected area method) 1 MATERIALS: t Concrete: Normal weight concrete = 150 pcf ' Footings f ' = 3000 psi Slab on grade (exterior) and raised slabs f' = 3000 psi Walls f ' = 4000 psi Columns & pilasters f ' = 3000 psi Reinforcing Steel: ' ASTM A615 Gr.60 F = 60 ksi (Shop Bent) Structural Steel: Plates, rolled Shapes ASTM A36 F = 36 ksi Wide flange beams ASTM 572, GRADE 50 Fy = 50 ksi 1 Tigard Corporate Center DC -4 1 Structural tubes ASTM A500 Gr.B F = 46 ksi Structural bolts ASTM A325 Fy = 44 ksi Anchor bolts ASTM A307 Ft = 20 ksi ASTM A449 Ft = 39.6 ksi 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' Job Al (' ! �� `S) _ VLMK Consulting Engineers I 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client v` \ 'y1) / ? 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L Jri . . .r . } Y.;: • . :: .0 -5(zt''�i ..: ,..7 INPUT PARAMETERS REQUIRED FROM DESIGN PROFESSIONAL ' Weight of concrete and deck = psf Slab thickness above deck = inches !, Compressive strength of concrete = psi 1 Overall depth of system = inches Joist length = feet inches Joist spacing = feet inches 1' Concrete weight = pcf Joist designation = LH / !' *A joist designation such as 28 LH 1000/600 should be given to Vulcraft so other necessary input parameters 411 can be established. An explanation of the designation is presented below: I 28 — stands for the depth of joist in inches. LH — designates longspan series of joist. 1000 — total load in plf on joist. ,' 600 — live load in plf on joist that will limit live load deflection to span in inches divided by 360. • VULCRAFT DEVELOPED INPUT PARAMETERS Joist moment of inertia = inches.' Chord angle areas = inches.' j' Neutral axis location from bottom chord = inches. Joist weight = plf. Dynamic load factor = VIBRATION ANALYSIS OUTPUTS Transformed section moment of inertia = inches.' Half width of the effective floor = feet. Effective number of joists = Frequency = cps. Amplitude = - inches. Damping = %. 4 The outputs from the vibration analysis may be compared with graphs on page 67 to determine if a potential vibration problem exists. j 9 !J 1, ', - 4 4 ^l y ,. , "" ` ' R_7 �s `t ''' A 5n liz' SJI Technical Digest No 5, k ,a ; 22 Reference ; Y o `� � r ?� # - Page it i , `y � ;'; * °; �F�. • ,' �� ' :: "T'''' t' j F , rt ' S F•.''j %Py . 5 { F - xk ;°' '' • 0.050 :;( mss• . \ - ?L e e t +� •: u) \ 0' - 7Th -4• : -: � :n ,, :, _ \ Strongly ,.'ici-'2. ei -_ Z \ , Perceptible { V-; �,. `''' .' .t ,'.:.; •.r , 0 0 N,y,`,• `.air' \ \ • 4. ~� a i ii S -i, n`.t$ J taw , i .. ,; a. :R$' .�r Q \ \ Distinctly �. �'` - L ' `' I— \ . 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' y Z44b X G. zc<G) R410 C J(zS 1(4 071'i IEC 0461 t v\C4 w` - f- 1.14 as" I c ��.ca *33 Decal — � bf T Z.0 G L- "'t.�rOS 13. k (ZX -) - ��� ofc I _ Job 1Cr\ PAID ,-1k I.W ' VLMK Consulting Engineers 1 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client q�j ` {� v _ (503) 222 -4453 / FAX 248 -9263 Job Na `v / ' " By v (M , 1 Date Sheet No.Ft 1 1 FC_R r 1 Ca Gfz. —T 1 (P(G44.. EA (S*vt ) 1 = oc1Rou (X )(c#o iv f �o�� ��ti�� � Go .X � � 1 l.C.c LL0(.25 + .(5 2524 .5IL0 r a(.51) i 1 lYll� '- - - i ;_ -- Y.: . ,-.4._, 1 1 g o =7 23 So FLP 64604 r (.36 )6Go,C, 55) 4 33, Co 1 4&.7;k �,, C� 3 N - �..�a ___..../ 1 - 0 - 3 v 1 3 2" V &I 3N C �!F� lc l o7 -PGT VUF 2.7x o4 ---~_ ` /zs� 1 I Moo Pr 6.oAD 6 (..1*4%. a 52 =-460,?r_Ze 1 k 1 II Job 116 E VLMK Consu lting Engineers I - _ _ \,k. 3933 SW KELLY AVE. / OR 97201 -4393 Client l `S (503) 222 -4453 / FAX 248-9263 Job No. �� By - 'M ` 1 Date Sheet No. FL 2 1 _ f� jock - PA 45 1 1 C. o. C. /7'&c 1 1 GL = ' PSF x R CAL -7coNJ xc,� = (, 2 5 f • , s IGO 1 a . ^ � 5 1 i. 4c3 L H 1(75 375 S . r.01 m s&2 I oR ( ,< &8 filk _ 4- ,(*s v - Z.D4-" r- /(264- 2 Sol sir- : sP4/Q ; 1 0' (U' 0.c. G P /vcC, 1 - ' 60 t20 psF 1.6. = 5b 1f. )GT1oN 1 ?a. c ioJ = 6_ ZS-4- 15 ) ?.S [(11513 9,5 I zi, v . 4 . 4± , 1 / iep ------ - Fa-- %ATV CdCAD . . . ;7 7; l / ; r; .l. ; 1 L OR W 24 M 31dk At/. z 1 • __ VLMK Consulting Engineers Job ��-�� 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client ' `"' / � 1 (503) ( 222 -4453 / FAX 248 -9263 Job No. `v ' By Date Sheet No. �G 1 1 AMV Cn c12- . ( +-2 0 1 sA 2� i f 1 1' ( :)'XY2- tOX3(,5 -t ex) ►o to .. 1 ` k tea, 1 ORti `PL ( t ( ((c.›X 30, 2 fi&o ) e'tr e>7")-. 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KeAd 1 F :->eic utiri P, f P3 , Pg1/4 11 /1: 1 . f s?R(�*■6 g. &c�- I 0-X0x r vL)c . 1 t.04) Z�. , = 2 .3&j 'R= 24-, s K Fr- 32, Z 1 �� 2� le '7 .1' e 1 11=-7;r4 Imo, r 7R,(< W A 1a c = = 843 s ` e,(.6, 1 wt kb ti, - - o \ 1 MR= p+- (b K1 a_ 1 - 1 1 w 0)4 1 1 1 1 1 Tigard Triangle Stair Stringer Support @ 2nd ' 98145 Loads: LC 2 , DL +LL -p tK - • /ft ' S -2 -3: 1111111111111111111111L . --.114mum 11111.1 r 1 1 2 X Member z Bending Moments, K-ft 1 1 1 1 1 1 1 1 1 1 11L -k 7 VLMK Consulting Engineers Job �L�AL) ` & ....ax . = 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client Gt; 1 V ' (503) 222 -4453 / FAX 248 -9263 Job No. ;0/ By -1 A ` f Date Sheet No.FL- 1 1 1 6.1F4 V (gtr FR w1 C. 2 (cj �C ) 1 1 .1 ♦ b ° s 2L - (-CAD TO (-62-1 W( 0 FeAtit, T7 *0 .t. 6,62:)...... ftfiab.„ ->-'56'1, I set- X PG ?IAA' - , ,,rz.u , . 0 ,.. 0 , ' , 1 t,(, , ZL5k4F (...„.7, ��2bOF - 5.'1') 7 DM ZNo 23.( -- - \ - - 2.S 1 -4 2 ' j , ,.,s 1 u.!,.) _ .4.4r 1 -/°' ((< (f 7 2LOsc.i) ' k7(.1 .0 t' (AL-5 1 ©d PeE(C1i0 a,T 4 Z FGA .. • i ` 1 - ( s, K ) 2-60%2 k 1 7 ©K z PRcWT Deli` I 0 TRX T5 aa.umks 1 .-1, : r 695 /2- :-- Co% e 1 r c ? C(�� ?l,r)) c 1o. 1 155 Vi-- I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 10:07AM, 13 MAY 99 Description : Tigard Triangle - Panels 1 Scope : Concrete tilt wall analysis V4 Rev 5 - 510001 Rectangular Concrete Column Page 1 II 1 Description 2' -2" leg @ middle Panel - Gravity - 46' -2" trib - I [ ener n ormation Width 26.000 in rc 4,000.0 psi Unbraced Length 9.000 ft Depth 6.500 in Fy 60,000.0 psi Eff. Length Factor 1.000 I Rebar: Seismic Zone 3 Column is BRACED 3 - # 5 d = 4.813 in LL & ST Loads Act Together 3- # 5 d = 1.688 in Loads I Live Load Short Term Eccentricity Axial Loads 26.200 k k k in I ummaty willemmi Column is OK 26.00 x 6.50in Column, Rebar: 345 @ 4.81 in, 345 @ 1.69in ACI 9 -1 ACI 9 -2 ACI 9 -3 U Applied : Pu : Max Factored 36.68 k 36.68 k 23.58 k , 40 Allowable : Pn * Phi @ Design Ecc. 334.27 k 334.27 k 341.62 k M- critical 2.43 k -ft 2.43 k -ft 1.56 k -ft 4 U Combined Eccentricity 0.795 in 0.795 in 0.795 in Magnification Factor 1.17 1.17 1.10 Design Eccentricity 0.929 in 0.929 in 0.876 in I Magnified Design Moment 2.84 k -ft 2.84 k-ft 1.72 k -ft Po • .80 543.90 k 543.90 k 543.90 k P : Balanced 188.03 k 188.03 k 188.03 k I Ecc : Balanced 3.033 in 3.033 in 3.033 in S lenderness 1 Actual k Lu / r 55.385 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 5.5532 in 5.5532 in 5.6731 in Phi 0.7000 0.7000 0.7000 I Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 1.0000 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El / 1000 429.01 429.01 429.01 I Pc : piA2 E I / (k Lu) "2 363.01 363.01 363.01 alpha: MaxPu / (phi Pc) 0.1443 0.1443 0.0928 Delta 1.1687 1.1687 1.1023 I Ecc: Ecc Loads + Moments 0.7950 0.7950 0.7950 in Design Ecc = Ecc * Delta 0.9291 0.9291 0.8763 in [ACI Factors (per ACI, applied internally to entered loads) I ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9 -2 LL 1.400 ACI 9 -2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 1.700 ACI 9 -3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9 -1 & 9 -2 ST 1.000 ACI 9 -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 1 1 Tc) 58 ENERCA c: enginee enerca c 98 45co .ecw: a cu ation ' 11 - • • , ' er . • . , -' ar- :, 11 in 2-- I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 10:12AM, 13 MAY 99 Description : Tigard Triangle - Panels 1 Scope : Concrete tilt wall analysis R,- Rev. 510001 Rectangular Concrete Column Page 1 i Description 2' -2" leg @ middle Panel - Gravity - 46' -2" trib -full load I Genera n ormation Width 26.000 in fc 4,000.0 psi Unbraced Length 9.000 ft Depth 6.500 in Fy 60,000.0 psi Eff. Length Factor 1.000 I Rebar: Seismic Zone 3 Column is BRACED 3 - # 5 d = 4.813 in LL & ST Loads Act Together 3- # 5 d = 1.688 in CLo s ' dead Load 1 e oa. Short Term Eccentricity Axial L oads 55.000 k 21. k k 760 -in. . r ummary ( rnnOveNtressed! I 26.00 x 6.50in Column, Rebar: 345 @ 4.81 in, 345 @ 1.69in ACI 9 -1 ACI 9 -2 ACI 9 -3 I Applied : Pu : Max Factored 113.72 k 107.24 k 49.50 k Allowable : Pn * Phi © Design Ecc. 30.73 k 31.14 k 36.07 k M- critical 91.19 k -ft 84.94 k -ft 34.22 k -ft I Combined Eccentricity 9.623 in 9.504 in 8.295 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 9.623 in 9.504 in 8.295 in I Magnified Design Moment Po * .80 91.19 k -ft 84.94 k -ft 34.22 k -ft 543.90 k 543.90 k 543.90 k P Balanced 188.03 k 188.03 k 188.03 k I Ecc : Balanced 3.033 in 3.033 in 3.033 in [Slenderness r Actual k Lu / r 55.385 Elastic Modulus 3,605.0 ksi Beta 0.850 I ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 1.4319 in 1.4358 in 1.4844 in Phi 0.8226 0.8215 0.8075 I Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.6771 0.7180 1.0000 Cm 0.6000 0.6000 0.6000 El / 1000 511.61 499.42 429.01 I Pc : piA2 E I / (k Lu) ^2 432.90 422.59 363.01 alpha: MaxPu / (phi Pc) 0.3753 0.3625 0.1948 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 9.6226 9.5041 8.2951 in I Design Ecc = Ecc "Delta 9.6226 9.5041 8.2951 in L ACI - Factors (per ACI, applied internally to entered loads) I ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9-2 LL 1.400 ACI 9 -2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 1.700 ACI 9 -3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9 -1 & 9 -2 ST 1.000 ACI 9 -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 1 I (c) 1983 -98 tNERCALU c:\ engineer\ enercalc \98145col.ecw:Calculation KW- 0602744, Ver 5.0.5, 15- Mar -1998, Win32 I - - _ _ , VLMK Consulting Engineers Job fl f g 9 ( � S '_ : 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client _ _ _ __ _ (503) 222 -4453 / FAX 248 -9263 Job No. C �/` /y�y/ � By ■µR Date Sheet No. g - to 1 1 2 (2K ±°1 ZM° Fc -icz 1 z 1 23. 1 G4)=. 0 ,d5 ,.) = .5os I flk ir 6.`",, ;.., 1 1 (2-K 1 Q TR 6( V)(c' ie AI gor)F . 1 ti tr. to . K- 1 MI. ' (C6g C( 1 � s.- , g a I - L ( 4-( 1 1 . 1 1 1 RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 1 Portland, OR 97201 -4393 Date: 5/27/99 File: 98145WFB I Tigard Triangle Back Window Framin � r( 98145 5 -22 -99 l� ' / -(( 1 Units US Standard I Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes Include Warping Yes I No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% II Vertical Axis Y < Joint Coordinates > I Joint X Y Z Joint No Coordinate Coordinate Coordinate Temperature ft ft ft °F 1 0.000 -2.000 0.000 0.00 I 2 0.000 13.500 0.000 0.00 3 0.000 27.000 0.000 0.00 4 23.333 -2.000 0.000 0.00 I 5 6 23.333 13.500 0.000 0.00 23.333 27.000 0.000 0.00 < Boundary Conditions > I Joint + Translation + + Rotation + No X Y Z Mx My Mz K /in K /in K /in K-ft/rad---K-ft/rad---K-ft/rad--- I 1 Reaction Reaction Fixed Fixed 4 Reaction Reaction Fixed Fixed 6 Fixed Fixed 1 < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress I Ksi Ksi 10"5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 50.00 46 29000.00 11154.00 0.3000 0.65000 0.490 46.00 I < Sections > Section Database Material As As I I Torsion T I Label Shape Label Area in-2 yy zz yy • zz J C in in in"4 - -- COL TU5X5X4 46 4.59 1.2 1.2 16.90 16.90 27.40 RWF W16X26 STL 7.68 1.2 1.2 9.59 301.00 0.26 I SWF W12X19 STL 5.57 1.2 1.2 3.76 130.00 0.18 1 1 II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 2 Portland, OR 97201 -4393 Date: 5/27/99 File: 98145WFB I Tigard Triangle Back Window Framin C/_- �� (1' 98145 5 -22 -99 �`` I < Members > Member Joints x Axis Section End Releases Offsets Inactive? No I J K Rotate Set I: MMM J: MMM I -End J -End Label & Length II 1 1 2 COL xyzxyz- xyzxyz - - -in in ft - -- 15.50 2 2 3 COL 13.50 3 4 5 COL 15.50 I 4 5 6 COL 13.50 5 2 5 SWF BenPIN BenPIN 23.33 6 3 6 RWF BenPIN BenPIN 23.33 II < AISC,NDS Parameters > Section Length Lb -yy Lb -zz Lcomp K K Cmyy Cmzz Cb,B Sway I Member Set le2 lel le -bend yy zz CH y z ft ft ft ft 1 COL 15.50 6.75 6.75 6.75 2 COL 13.50 6.75 6.75 6.75 II 3 COL 15.50 6.75 6.75 6.75 4 COL 13.50 6.75 6.75 6.75 5 SWF 23.33 0.00 I 6 RWF 23.33 0.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals II No. Description Nodal Point Dist. Surface 1 dl 6 1 ' 2 s1 +11 6 1 < Member Point Loads, BLC 1 > I Joints Member I J Direction Magnitude Location K, K -ft ft or o 6 3 6 Y -4.490 2.167 I 6 3 6 Y -4.490 11.667 6 3 6 Y -4.490 21.167 5 2 5 Y - 11.900 0.000 II 5 2 5 Y 0.000 11.417 5 2 5 Y - 11.900 23.333 I < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier I 5 2 5 DL 1.0000 II II 1 RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 3 Portland, OR 97201 -4393 Date: 5/27/99 File: 98145WFB II Tigard Triangle Back Window Framin ' c3 98145 5- 22 -99 I < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location I K, K -ft ft or 6 3 6 Y -5.610 2.167 6 3 6 Y -5.610 11.667 6 3 6 Y -5.610 21.167 II 5 2 5 Y - 24.500 0.000 5 2 5 Y 0.000 11.417 5 2 5 Y - 24.500 23.333 II < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern I Member I J Label Multiplier 5 2 5 LL 1.0000 I < Load Patterns > tudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or a - -- DL Y -0.360 -0.360 0.000 0.000 LL Y -0.225 -0.225 0.000 0.000 I < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 1 dl 1 1 2 dl +sl +11 1 1 2 1 1 Dynamics Input: II Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec - 2 I Convergence Tolerance 0.001 Converge Work Vectors No I < Reactions, LC 2 : dl +sl +11 > rces + + Moments + No. X Y Z . Mx My Mz K K K K -ft K -ft K -ft t 1 0.00 58.37 NC 0.00 NC 0.00 4 0.00 58.38 NC 0.00 NC 0.00 Totals: 0.00 116.75 0.00 II Center of Gravity Coords (X, Y, Z) (ft) : 11.667, 17.004, 0.000 1 II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 4 Portland, OR 97201 -4393 Date: 5/27/99 File: 98145WFB ' Tigard Triangle Back Window Framin 98145 5 -22 -99 G (k I < Member Section Forces, LC 2 : dl +sl +11 > Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z I K K K K -ft K -ft K -ft - -- 1 1- 2 1 58.37 0.00 0.00 0.00 0.00 0.00 2 58.37 0.00 0.00 0.00 0.00 0.00 3 58.37 0.00 0.00 0.00 0.00 0.00 I 4 58.37 0.00 0.00 0.00 0.00 0.00 5 58.37 0.00 0.00 0.00 0.00 0.00 I 2 2- 3 1 15.15 15.15 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 3 15.15 0.00 0.00 0.00 0.00 0.00 I 4 5 15.15 0.00 0.00 0.00 0.00 0.00 15.15 0.00 0.00 0.00 0.00 0.00 3 4- 5 1 58.38 0.00 0.00 0.00 0.00 0.00 I 2 3 58.38 0.00 0.00 0.00 0.00 0.00 58.38 0.00 0.00 0.00 0.00 0.00 4 58.38 0.00 0.00 0.00 0.00 0.00 I 5 58.38 0.00 0.00 0.00 0.00 0.00 4 5- 6 1 15.15 0.00 0.00 0.00 0.00 0.00 2 15.15 0.00 0.00 0.00 0.00 0.00 I 3 15.15 0.00 0.00 0.00 0.00 0.00 4 15.15 0.00 0.00 0.00 0.00 0.00 5 15.15 0.00 0.00 0.00 0.00 0.00 II 5 2- 5 1 0.00 43.22 0.00 0.00 0.00 0.00 2 0.00 3.41 0.00 0.00 0.00 -29.87 I 3 0.00 0.00 0.00 0.00 0.00 -39.82 4 0.00 -3.41 0.00 0.00 0.00 -29.87 5 0.00 -43.22 0.00 0.00 0.00 0.00 I 6 3- 6 1 0.00 15.15 0.00 0.00 0.00 0.00 0.00 -5 2 0.00 5.05 0.00 0.00 -51.34 3 0.00 5.05 0.00 0.00 0.00 -80.79 I 4 5 0.00 -5.05 0.00 0.00 0.00 -51.34 0.00 -15.15 0.00 0.00 0.00 0.00 II < Member AISC Unity Checks, LC 2 : dl +sl +11 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn I Ksi -- -Ksi -- -Ksi 1 1 2 0.537 1 0.000 ly 23.70 30.36 30.36 1.00 0.60 0.60 H1 -1 2 2 3 0.139 1 0.000 ly 23.70 30.36 30.36 1.00 0.60 0.60 H1 -1 I 3 4 5 0.537 1 0.000 ly 23.70 30.36 30.36 1.00 0.60 0.60 H1 -1 4 5 6 0.139 1 0.000 ly 23.70 30.36 30.36 1.00 0.60 0.60 H1 -1 5 2 5 0.677 3 0.908 ly 1.29 37.50 33.00 1.00 0.60 1.00 H1 -1 II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 5 Portland, OR 97201 -4393 Date: 5/27/99 File: 98145WFB II Tigard Triangle Back Window Framin � G.(C 98145 5 -22 -99 II < Member AISC Unity Checks, LC 2 : dl +sl +11 > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn II Ksi -- -Ksi -- -Ksi 6 3 6 0.766 3 0.259 5y 2.38'37.50 33.00 1.00 0.60 1.00 H1 -1 < Material Takeoff, LC 2 : dl +sl +11 > I Section Database Total Total Set Shape Length Weight ft K I COL TU5X5X4 58.00 0.91 RWF W16X26 23.33 0.61 SWF W12X19 23.33 0.44 II Total Wts: 1.96 II II II II II II II II II II 1 111!_ - ' VLMK Consulting Engineers Job -ll � 9 9 _ 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client L� tR S 1Y - (503) 222 -4453 / FAX 248 -9263 Job No. c�/�yn By V �M Date 6 7 . 7 . Sheet No. 1 1 0 UIl t( due vi docc s (ckor4r) Foacr.: 1 c ?V‘a?r __ G • • . 1 A. 0 o 6) I 1 .(.(7 1 7 I.0b 5. 3' Sea to , L Q - _ t;41.:;„ q 1 7,3% i ,4, � K4•r0 �� 14 ,%\1 `.�« ^ s , Alk �� :;". ' r ' K ti; `� I$5 11 --.1 ' 14 .1( i 1' ` . ■ 1 �, 3.314 z 14 ZZ_ fi .,,.. ,- -00,,,,...A.,.....k,. -Il 1: kc. . i0' 7 ' d MAO f cpNoP�t J Z 10(10' F . I Hik .&. 1 OIND LSD FROA Cxi9cf i, 1 Wwiad 'r ()(( ,� l5) � , NUf ilN i I O9` ` goPcx -- (76 - - nt Cr .,(p-) -- 1 = i2&. 3 Pc,F II V4 g t ,` t'?a Fe-c: (66 coliveR/ ./.: ra DacoriieN ) 1 f i V LMK Consulting 9 onsultin Engineers J I 3933 SW KELLY AVE. / PORTLAND, �,(ZS OR 97201 -4393 Client COP; W 1 a (503) 222 -4453 /FAX 248 9263 J ob No. 1 ` By --! 4MR Date Sheet No. UV 1 2 1 0 IR C e t x . ) c C o e 3( E & a 1 4 5 c 2 SPIN s ( -r7' 1 kl otilc z 9....67-2 A C = o 1 1 fi • .(01" o j 33 1 1 G6 3 1 Q rlIPNY -rs, Xk %h- ciz-,ce. . e- 0 ..P gZ (7' 1 F =4 -(x ti K isex .a(b(4) .reAc.E ckLomnal 1 _ W.32 F 1 �A- = ( +6)(y. - 9, ids ) r(2'.4.9' ( L''' 6.ds vi 1 o 1 MUM ------- I i s� 10. 1 4 _ 1 - - _ VLMK Consulting Engineers Job 11C� 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 CliBnt • - V- ?- _-- _ (503) 222 -4453 / FAX 248 -9263 Job No. V ' By ' t /M QQ�� Date Sheet NOFL 1 . . 1 , To GC9c4,c7.- ' tau cF' . t il , 9' vF S(C C.�AO — - 1 w►tv wico 1 046. x / ) Ig K(F 1 l V = R.5 _ ` �((9, s �.( 3,r � ) k COA1 UEC't1GyJ 1 ID 'VAN SFQ2. 4zz . s1)($.5z)C(. 7) 1 1 I r I 1 . 1 1 , 1 Tigard Triangle - Front Window framing for gravity and chord forces Y Gray: -1 g 1 1 , 11111111111111 b .. , 4 1 7 4 1 ` 11 1 i 0 ' '• Z � X 1 1 1 II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 2 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II - Tigard Triangle Front Window framing f4C for gravity and chord forces li II Units US Standard I Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes Include Warping Yes I No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.500 II Vertical Axis Y < Joint Coordinates > I Joint X Coordinate Y Z Joint No inate Coordinate Coordinate Temperature ft ft ft °F 1 0.000 13.500 0.000 0.00 I 2 0.000 27.000 0.000 0.00 3 14.000 13.500 0.000 0.00 4 19.417 -2.000 0.000 0.00 I 5 6 19.417 13.500 0.000 0.00 19.417 27.000 0.000 0.00 7 20.500 27.000 0.000 0.00 8 26.334 27.000 0.000 0.00 I 9 33.667 27.000 0.000 0.00 10 39.500 27.000 0.000 0.00 11 40.583 -2.000 0.000 0.00 I 12 13 40.583 13.500 0.000 0.00 40.583 27.000 0.000 0.00 14 60.000 13.500 0.000 0.00 U 15 16 60.000 27.000 0.000 0.00 19.417 9.500 0.000 0.00 17 40.583 9.500 0.000 0.00 18 7.000 13.500 0.000 0.00 I < Boundary Conditions > Joint + Translation + + Rotation + II No X Y Z Mx My Mz K /in K /in K /in K-ft/rad---K-ft/rad---K-ft/rad- 4 Reaction Reaction Reaction Fixed U 11 Reaction Reaction Reaction Fixed 1 Reaction Reaction Reaction Fixed Fixed Fixed 2 Reaction Reaction Reaction Fixed Fixed Fixed 14 Reaction Reaction Fixed Fixed Fixed I 15 Reaction Reaction Fixed Fixed Fixed 5 12 Reaction I 3 7 Reaction Reaction 8 Reaction II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 3 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing ..-j for gravity and chord forces I < Boundary Conditions > tion + + Rotation + No X Y Z Mx My Mz I K /in K /in K /in K-ft/rad---K-ft/rad---K 9 Reaction 10 Reaction 18 Reaction I < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield I Label Modulus Ksi Modulus Ratio Coef. Density Stress Ksi 105 °F--- -K /ft3 Ksi 46 29000.00 11154.00 0.3000 0.65000 0.490 46.00 I STL 29000.00 11154.00 0.3000 0.65000 0.490 50.00 < Sections > Section Database Material As As I I Torsion T ' Label Shape Label Area yy zz yy zz J C in in -17 4 17 in�4 in"4 - - -- COL TU8X4X4 46 5.59 1.2 1.2 15.30 45.10 37.50 I 2TUBE TU5X5X4 46 4.59 1.2 1.2 16.90 16.90 27.40 2WF W16X31 STL 9.12 1.2 1.2 12.40 375.00 0.46 RWF W12X22 STL 6.48 1.2 1.2 4.66 156.00 0.29 CANOPY TU10X8X4 46 8.59 1.2 1.2 90.20 127.00 166.00 I < Members > Member Joints x Axis Section End Releases Offsets Inactive? II No I J K Rotate Set I: MMM J: MMM I -End J -End Label 4, Length xyzxyz- xyzxyz - - -in in ft - -- 1 4 16 90.0 COL 11.50 I 2 5 6 90.0 COL 13.50 3 11 17 90.0 COL 11.50 4 12 13 90.0 COL 13.50 5 5 12 270.0 2TUBE BenPIN BenPIN 21.17 I 6 1 18 2WF BenPIN 7.00 7 3 5 2WF BenPIN 5.42 8 12 14 2WF BenPIN BenPIN 19.42 I 9 6 7 RWF BenPIN 1.08 10 7 8 RWF 5.83 11 8 9 RWF 7.33 12 9 10 RWF 5.83 I 13 10 13 RWF BenPIN 1.08 14 2 6 RWF BenPIN BenPIN 19.42 15 13 15 RWF BenPIN BenPIN 19.42 I 16 16 5 90.0 COL 4.00 17 17 12 90.0 COL 4.00 18 16 17 CANOPY BenPIN BenPIN 21.17 I 19 18 3 2WF 7.00 II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 4 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing ,( - , for gravity and chord forces II < AISC,NDS Parameters > Section Length Lb -yy Lb -zz Lcomp K K Cmyy Cmzz Cb,B Sway Member Set le2 lel le -bend yy zz CH y z I 1 COL ft 11.50 ft ft ft 2 COL 13.50 3 COL 11.50 I 4 COL 13.50 5 2TUBE 21.17 6 2WF 7.00 0.00 I 7 2WF 5.42 0.00 8 2WF 19.42 0.00 9 RWF 1.08 0.00 I 10 RWF 5.83 0.00 11 RWF 7.33 0.00 12 RWF 5.83 0.00 13 RWF 1.08 0.00 I 14 RWF 19.42 0.00 15 RWF 19.42 0.00 16 COL 4.00 I 17 COL 4.00 18 CANOPY 21.17 19 2WF 7.00 0.00 I < Basic Load Case Data > Case Load Type Totals No. Description Nodal Point Dist. Surface I 1 gravity dl 6 6 2 gravity snow + liveavity) 6 6 I 3 canopy dl 1 4 canopy snow 1 5 canopy wind 1 6 chord forces 4 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction I Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad 7 L Y -3.240 8 L Y -2.040 I 9 L Y -2.040 10 L Y 0.000 3 L Y -6.770 I 12 L Y -1.830 II II 1 RISA -3D (R) Version 3.01 II VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 5 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF 1 Tigard Triangle - Front Window framing 1.\- for gravity and chord forces I < Member Point Loads, BLC 1 > Joints Member I J Direction Magnitude Location I K,K-ft ft or o 14 2 6 Y -4.310 10.000 15 13 15 Y -4.310 9.417 15 13 15 Y -3.018 3.000 I 6 8 1 18 Y - 11.380 -8.370 7.000 12 14 Y 2.417 8 12 14 Y - 13.660 9.417 II < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude I K, K -ft, in, rad 7 L Y -4.056 8 L Y -2.560 I 9 L Y -2.560 10 L Y 0.000 3 L Y -4.230 I 12 L Y -1.467 < Member Point Loads, BLC 2 > Joints 1 Member I J Direction Magnitude Location K,K-ft ft or It 14 2 6 Y -5.390 10.000 1 15 15 13 15 Y -5.390 9.417 13 15 Y -3.778 3.000 6 1 18 Y -7.110 7.000 8 12 14 Y -5.231 2.417 8 12 14 Y -8.540 9.417 < Member Distributed Loads, BLC 3 > I Member I Joints J Load Pattern Pattern Label Multiplier I 18 16 17 DL 1.0000 < Member Distributed Loads, BLC 4 > Joints Load Pattern Pattern 1 Member I J Label Multiplier 18 16 17 SNOW 1.0000 1 1 II 1 RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 6 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing �J �2 for gravity and chord forces �l/ I Joints < Member Distributed Loads, BLC 5 > Load Pattern Pattern Member I J Label Multiplier II 18 16 17 WIND 1.0000 < Joint Loads /Enforced Displacements, BLC 6 > I Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad- I 5 L X 3 0 (, i 4r 12 L X -3 0 -05•4 6 L X 4. 00 & I 13 L X -4 . 00 -82 .1® I < Load Patterns > Pattern Magnitudes Locations I Label Dir Start End Start End K/ft,F K/ft,F ft or It ft or o - -- SNOW Y -0.172 -0.172 0.000 0.000 I DL Y -0.176 -0.176 0.000 0.000 WIND Z 0.188 0.188 0.000 0.000 < Load Combinations > II RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv II 1 self Y -1 y 2 dl +sl +11 Y -1 1 1 2 1 3 1 4 1 yy 3 dead Y -1 1 1 3 1 4 (s1 +11) /2 2 .5 4 .5 5 dl +sl +11+w /2 L2 1 5 .5 yyy 6 dl +wl +(s1 +11)/2 Y -1 1 1 L4 1 5 1 yyy 7 WIND ONLY 5 1 II 8 CHORD FORCES 6 1 yyy < Envelope Reactions > I + Forces Moments + X lc Y lc Z lc Mx lc My lc Mz lc K K K K -ft K -ft K -ft 4 U 0.04 8 36.57 2 0.00 2 0.00 2 NC. 0.00 2 I L 0.00 2 0.00 8 -0.70 6 0.00 2 0.00 2 11 U 0.00 6 47.81 2 0.00 2 0.00 2 NC 0.00 2 L -0.04 8 0.00 8 -0.28 6 0.00 2 0.00 2 I 1 U 0.00 2 15.19 2 0.00 2 NC NC NC L -0.02 8 0.00 8 -0.21 6 2 U 0.01 8 4.92 2 0.00 6 NC NC NC II L 0.00 2 0.00 8 0.00 2 14 U 0.00 2 12.76 2 0.00 2 NC NC NC L 0.00 2 0.00 8 0.00 2 1 RISA -3D (R) Version 3.01 II VLMK Engineers Job 98145 3933 S.W. Kelly Avenue Page: 7 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing for gravity and chord forces -(11/(Q I + Forces < Envelope Reactions > + Moments + Joint X lc Y lc Z lc Mx lc My lc Mz lc I K K K K -ft K -ft K -ft 15 U 0.00 2 5.97 2 0.00 2 NC NC NC L 0.00 2 0.00 8 0.00 6 12 U 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 I L 0.00 2 0.00 2 0.00 2 -1.90 6 0.00 2 0.00 2 0.00 2 3 U 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 L 0.00 2 0.00 2 -2.14 6 0.00 2 0.00 2 0.00 2 I 7 U L 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 -0.25 6 0.00 2 0.00 2 0.00 2 8 U 0.00 2 0.00 2 0.07 6 0.00 2 0.00 2 0.00 2 L 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 II 9 U 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 L 0.00 2 0.00 2 -0.07 6 0.00 2 0.00 2 0.00 2 10 U 0.00 2 0.00 2 0.25 6 0.00 2 0.00 2 0.00 2 L 0.00 2 0.002 0.002 0.002 0.002 0.002 18 U 0.00 2 0.00 2 1.26 6 0.00 2 0.00 2 0.00 2 L 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 Tot: U 0.00 8 123.23 2 0.00 2 L 0.00 2 0.00 8 -3.98 6 < Envelope Section Forces > II Member Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc K K K K -ft K -ft K -ft II 1 1 U 36.572 0.002 0.048 0.002 0.002 0.002 L 0.00 8 -0.82 6 0.00 2 0.00 2 0.00 2 0.00 2 2 U 36.52 2 0.00 2 0.04 8 0.00 2 0.13 8 2.36 6 II L 0.00 8 -0.82 6 0.00 2 0.00 2 0.00 2 0.00 2 3 U 36.46 2 0.00 2 0.04 8 0.00 2 0.26 8 4.73 6 L 0.00 8 -0.82 6 0.00 2 0.00 2• 0.00 2 0.00 2 4 U 36.41 2 0.00 2 0.04 8 0.00 2 0.39 8 7.09 6 I L 0.00 8 -0.82 6 0.00 2 0.00 2 0.00 2 0.00 2 5 U 36.35 2 0.00 2 0.04 8 0.00 2 0.52 8 9.45 6 L 0.00 8 -0.82 6 0.00 2 0.00 2 0.00 2 0.00 2 2 1 U 17.22 2 0.25 6 0.03 8 0.00 2 0.00 2 3.32 6 L 0.00 8 0.00 2 0.00 2 0.00 2 -0.37 8 0.00 2 2 U 17.16 2 0.25 6 0.03 8 0.00 2 0.00 2 2.49 6 I L 0.00 8 0.00 2 0.00 2 0.00 2 0.00 2 -0.27 8 0.00 2 3 U 17.09 2 0.25 6 0.03 8 0.00 2 1.65 6 L 0.00 8 0.00 2 0.00 2 0.00 2 -0.18 8 0.00 2 II 4 U 17.032 0.256 0.038 0.002 0.002 0.826 L 0.00 8 0.00 2 0.00 2 0.00 2 -0.09 8 0.00 2 5 U 16.97 2 0.25 6 0.03 8 0.00 2 0.00 2 0.00 2 L 0.00 8 0.00 2 0.00 2 0.00 2 0.00 8 -0.01 6 II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 8 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing V.- for gravity and chord forces .-1. I < Envelope Section Forces > Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc I K K K K -ft K -ft K -ft 3 1 U 47.81 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 L 0.00 8 -0.30 6 -0.04 8 0.00 2 0.00 2 0.00 2 2 U 47.76 2 0.00 2 0.00 2 0.00 2 0.00 2 0.87 6 I L 0.00 8 -0.30 6 -0.04 8 0.00 2 -0.11 8 0.00 2 3 U 47.70 2 0.00 2 0.00 2 0.00 2 0.00 2 1.73 6 L 0.00 8 -0.30 6 -0.04 8 0.00 2 -0.21 8 0.00 2 I 4 U L 47.65 2 0.00 2 0.00 2 0.00 2 0.00 2 2.60 6 0.00 8 -0.30 6 -0.04 8 0.00 2 -0.32 8 0.00 2 5 U 47.59 2 0.00 2 0.00 2 0.00 2 0.00 2 3.47 6 L 0.00 8 -0.30 6 -0.04 8 0.00 2 -0.42 8 0.00 2 II 4 1 U 16.42 2 0.00 2 0.00 2 0.00 2 0.50 8 0.00 2 L 0.00 8 -0.20 6 -0.04 8 0.00 2 0.00 2 -2.66 6 I 2 U L 16.36 2 0.002 0.002 0.002 0.378 0.002 0.00 8 -0.20 6 -0.04 8 0.00 2 0.00 2 -2.00 6 3 U 16.29 2 0.00 2 0.00 2 0.00 2 0.25 8 0.00 2 I L 0.00 8 -0.20 6 -0.04 8 0.00 2 0.00 2 -1.33 6 4 U 16.23 2 0.00 2 0.00 2 0.00 2 0.12 8 0.00 2 L 0.00 8 -0.20 6 -0.04 8 0.00 2 0.00 2 -0.66 6 5 U 16.16 2 0.00 2 0.00 2 0.00 2 0.00 8 0.01 6 II L 0.00 8 -0.20 6 -0.04 8 0.00 2 0.00 2 0.00 2 5 1 U 35.73 8 0.00 2 0.17 2 0.00 2 0.00 2 0.00 2 I L 0.00 2 0.00 2 0.00 8 -0.06 6 0.00 2 0.00 2 2 U 35.73 8 0.00 2 0.08 2 0.00 2 0.66 2 0.00 2 L 0.00 2 0.00 2 0.00 8 -0.06 6 0.00 8 0.00 2 II 3 U 35.738 0.002 0.002 0.002 0.872 0.002 L 0.00 2 0.00 2 0.00 2 -0.06 6 0.00 8 0.00 2 4 U 35.73 8 0.00 2 0.00 8 0.00 2 0.66 2 0.00 2 L 0.00 2 0.00 2 -0.08 2 -0.06 6 0.00 8 0.00 2 I 5 U 35.73 8 0.00 2 0.00 8 0.00 2 0.00 2 0.00 2 L 0.00 2 0.00 2 -0.17 2 -0.06 6 0.00 8 0.00 2 I 6 1 U L 0.00 2 15.19 2 0.00 2 0.00 6 0.00 2 0.00 2 -0.02 8 0.00 8 -0.21 6 0.00 2 0.00 2 0.00 2 2 U 0.00 2 15.14 2 0.00 2 0.00 6 0.00 2 0.00 8 L -0.02 8 0.00 8 -0.21 6 0.00 2 -0.36 6 -26.54 2 I 3 U 0.002 15.092 0.002 0.006 0.002 0.008 L -0.02 8 0.00 8 -0.21 6 0.00 2 -0.73 6 -52.99 2 4 U 0.00 2 15.03 2 0.00 2 0.00 6 0.00 2 0.00 8 L -0.02 8 0.00 8 -0.21 6 0.00 2 -1.09 6 -79.34 2 5 U 0.00 2 0.008 0.00 2 0.00 6 0.00 2 0.00 8 L -0.02 8 -3.51 2 -0.21 6 0.00 2 -1.46 6- 105.60 2 II 7 1 U 0.00 2 0.00 8 0.00 2 0.00 6 5.89 6 0.00 8 L -0.02 8 -14.73 2 -1.09 6 0.00 2 0.00 2 -80.25 2 II 1 RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 9 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing L is for gravity and chord forces 1 < Envelope Section Forces > Member Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc II K K K K -ft K -ft K -ft 2 U 0.002 0.008 0.002 0.006 4.42 6 0.00 8 L -0.02 8 -14.77 2 -1.09 6 0.00 2 0.00 2 -60.27 2 3 U 0.00 2 0.00 8 0.00 2 0.00 6 2.95 6 0.00 8 I L -0.02 8 -14.81 2 -1.09 6 0.00 2 0.00 2 0.00 2 -40.24 2 4 U 0.00 2 0.00 8 0.00 6 1.47 6 0.00 8 L -0.02 8 -14.86 2 -1.09 6 0.00 2 0.00 2 -20.15 2 I 5 U 0.00 2 0.00 8 0.00 2 0.00 6 0.00 2 0.00 8 L -0.02 8 -14.90 2 -1.09 6 0.00 2 0.00 5 0.00 6 II 8 1 U 0.00 2 23.64 2 0.00 2 0.00 2 0.00 2 0.00 2 L 0.002 0.008 0.002 0.006 0.002 0.002 2 U 0.00 2 9.89 2 0.00 2 0.00 2 0.00 2 0.00 8 L 0.00 2 0.00 8 0.00 2 0.00 6 0.00 2 -81.25 2 1 3 U L 0.00 2 0.00 8 0.00 2 -12.46 2 0.00 2 0.002 0.002 0.008 0.00 2 0.00 6 0.00 2- 122.43 2 4 U 0.00 2 0.00 8 0.00 2 0.00 2 0.00 2 0.00 8 I L 0.00 2 -12.61 2 0.00 2 0.00 6 0.00 2 -61.58 2 5 U 0.00 2 0.00 8 0.00 2 0.00 2 0.00 2 0.00 6 L 0.00 2 -12.76 2 0.00 2 0.00 6 0.00 2 0.00 2 II 9 1 U 45.34 8 11.76 2 0.20 6 0.00 2 0.00 2 0.00 2 L 0.00 2 0.00 8 0.00 2 -0.01 6 0.00 2 0.00 2 2 U 45.34 8 11.75 2 0.20 6 0.00 2 0.05 6 0.00 8 1 L 0.00 2 0.00 8 0.00 2 -0.01 6 0.00 2 -3.18 2 3 U 45.34 8 11.74 2 0.20 6 0.00 2 0.11 6 0.00 8 L 0.00 2 0.00 8 0.00 2 -0.01 6 0.00 2 -6.36 2 I 4 U L 45.34 8 11.74 2 0.20 6 0.00 2 0.16 6 0.00 8 0.00 2 0.00 8 0.00 2 -0.01 6 0.00 2 -9.54 2 5 U 45.34 8 11.73 2 0.20 6 0.00 2 0.22 6 0.00 8 L 0.00 2 0.00 8 0.00 2 -0.01 6 0.00 2 -12.72 2 1 10 1 U 45.34 8 4.44 2 0.00 2 0.00 2 0.22 6 0.00 8 L 0.00 2 0.00 8 -0.05 6 -0.01 6 0.00 2 -12.72 2 I 2 U L 45.34 8 4.40 2 0.00 2 0.00 2 0.15 6 0.00 8 0.00 2 0.00 8 -0.05 6 -0.01 6 0.00 2 -19.16 2 3 U 45.34 8 4.37 2 0.00 2 0.00 2 0.08 6 0.00 8 L 0.00 2 0.00 8 -0.05 6 -0.01 6 0.00 2 -25.56 2 1 4 U 45.34 8 4.34 2 0.00 2 0.00 2 0.00 6 0.00 8 L 0.00 2 0.00 8 -0.05 6 -0.01 6 0.00 2 -31.92 2 5 U 45.34 8 4.31 2 0.00 2 0.00 2 0.00 2 0.00 8 II L 0.00 2 0.00 8 -0.05 6 -0.01 6 -0.07 6 -38.22 2 11 1 U 45.34 8 0.00 8 0.02 6 0.00 2 0.00 2 0.00 8 I L 2 U 0.00 2 -0.29 2 0.00 2 -0.01 6 -0.07 6 -38.22 2 45.34 8 0.00 8 0.02 6 0.00 2 0.00 2 0.00 8 L 0.00 2 -0.33 2 0.00 2 -0.01 6 -0.03 6 -37.65 2 1 1 RISA -3D (R) Version 3.01 II VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 10 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF I Tigard Triangle - Front Window framing ICL4C1 for gravity and chord forces I < Envelope Section Forces Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc I K K K K -ft K -ft K -ft 3 U 45.348 0.008 0.026 0.002 0.005 0.00 8 L 0.00 2 -0.37 2 0.00 2 -0.01 6 0.00 6 -37.00 2 4 U 45.34 8 0.00 8 0.02 6 0.00 2 0.03 6 0.00 8 II L 0.00 2 -0.41 2 0.00 2 -0.01 6 0.00 2 -36.28 2 5 U 45.34 8 0.00 8 0.02 6 0.00 2 0.07 6 0.00 8 L 0.00 2 -0.45 2 0.00 2 -0.01 6 0.00 2 -35.48 2 II 12 1 U 45.34 8 0.00 8 0.00 2 0.00 2 0.07 6 0.00 8 L 0.00 2 -5.05 2 -0.05 6 -0.01 6 0.00 2 -35.48 2 I 2 U 45.348 0.008 0.002 0.002 0.002 0.008 L 0.00 2 -5.09 2 -0.05 6 -0.01 6 0.00 6 -28.09 2 3 U 45.34 8 0.00 8 0.00 2 0.00 2 0.00 2 0.00 8 L 0.00 2 -5.12 2 -0.05 6 -0.01 6 -0.07 6 -20.65 2 II 4 U 45.34 8 0.008 0.002 0.002 0.00 2 0.00 8 L 0.00 2 -5.15 2 -0.05 6 -0.01 6 -0.14 6 -13.16 2 5 U 45.34 8 0.00 8 0.00 2 0.00 2 0.00 2 0.00 8 I L 0.00 2 -5.18 2 -0.05 6 -0.01 6 -0.21 6 -5.63 2 13 1 U 45.34 8 0.00 8 0.20 6 0.00 2 0.00 2 0.00 8 L 0.00 2 -5.18 2 0.00 2 -0.01 6 -0.21 6 -5.63 2 I 2 U 45.34 8 0.00 8 0.20 6 0.00 2 0.00 2 0.00 8 - L 0.00 2 -5.19 2 0.00 2 -0.01 6 -0.16 6 -4.22 2 3 U 45.34 8 0.00 8 0.20 6 0.00 2 0.00 2 0.00 8 L 0.00 2 -5.19 2 0.00 2 -0.01 6 -0.11 6 -2.82 2 4 U 45.34 8 0.00 8 0.20 6 0.00 2 0.00 2 0.00 8 L 0.00 2 -5.20 2 0.00 2 -0.01 6 -0.05 6 -1.41 2 I 5 U L 45.34 8 0.00 8 0.20 6 0.00 2 0.00 6 0.00 8 0.00 2 -5.21 2 0.00 2 -0.01 6 0.00 2 0.00 2 14 1 U 0.01 8 4.92 2 0.00 2 0.01 6 0.00 2 0.00 2 I L 0.00 2 0.00 8 0.00 2 0.00 2 0.01 6 0.00 2 0.00 2 2 U 0.01 8 4.81 2 0.00 2 0.00 2 0.00 8 L 0.00 2 0.00 8 0.00 2 0.00 2 0.00 2 -23.62 2 ' 3 U L 0.01 8 4.70 2 0.00 2 0.01 6 0.00 2 0.00 8 0.00 2 0.00 8 0.00 2 0.00 2 0.00 2 -46.71 2 4 U 0.01 8 0.00 8 0.00 2 0.01 6 0.00 2 0.00 8 L 0.00 2 -5.10 2 0.00 2 0.00 2 0.00 2 -25.03 2 II 5 U 0.018 0.008 0.002 0.016 0.002 0.006 L 0.00 2 -5.21 2 0.00 2 0.00 2 0.00 2 0.00 2 I 15 l U 0.002 10.962 0.002 0.006 0.002 0.002 L 0.00 2 0.00 8 0.00 2 0.00 2 0.00 2 0.00 2 2 U 0.00 2 4.05 2 0.00 2 0.00 6 0.00 2 0.00 8 I L 0.002 0.008 0.002 0.002 0.002 -40.32 2 3 U 0.00 2 0.00 8 0.00 2 0.00 6 0.00 2 0.00 8 L 0.00 2 -5.75 2 0.00 2 0.00 2 0.00 2 -56.91 2 1 II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 11 Portland, OR 97201 -4393 Date: 5/18/99 II Tigard Triangle - File: 98145WFF Front Window framing r ( for gravity and chord forces VV I < Envelope Section Forces > Member Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc I K K K K -ft K -ft K -ft 4 U 0.002 0.008 0.002 0.006 0.002 0.00 8 L 0.00 2 -5.86 2 0.00 2 0.00 2 0.00 2 -28.71 2 S U 0.00 2 0.00 8 0.00 2 0.00 6 0.00 2 0.00 6 II L 0.00 2 -5.97 2 0.00 2 0.00 2 0.00 2 0.00 2 16 1 U 32.36 2 1.31 6 0.00 2 0.00 2 0.52 8 8.50 6 I L 0.00 8 0.00 2 -0.22 8 0.00 2 0.00 2 0.30 8 0.00 2 2 U 32.34 2 1.31 6 0.00 2 0.00 2 7.19 6 L 0.00 8 0.00 2 -0.22 8 0.00 2 0.00 2 0.00 2 II 3 U 32.32 2 1.31 6 0.00 2 0.00 2 0.08 8 5.88 6 L 0.00 8 0.00 2 -0.22 8 0.00 2 0.00 2 0.00 2 4 U 32.30 2 1.31 6 0.00 2 0.00 2 0.00 2 4.56 6 L 0.00 8 0.00 2 -0.22 8 0.00 2 -0.15 8 0.00 2 II 5 U 32.29 2 1.31 6 0.00 2 0.00 2 0.00 2 3.25 6 L 0.00 8 0.00 2 -0.22 8 0.00 2 -0.37 8 0.00 2 I 17 l U 43.602 1.766 0.238 0.002 0.002 -0.42 8 4.426 L 0.00 8 0.00 2 0.00 2 0.00 2 0.00 2 2 U 43.58 2 1.76 6 0.23 8 0.00 2 0.00 2 2.66 6 L 0.00 8 0.00 2 0.00 2 0.00 2 -0.19 8 0.00 2 II 3 U 43.56 2 1.76 6 0.23 8 0.00 2 0.04 8 0.916 L 0.008 0.002 0.002 0.002 0.00 2 0.00 2 4 U 43.54 2 1.76 6 0.23 8 0.00 2 0.27 8 0.00 2 L 0.00 8 0.00 2 0.00 2 0.00 2 0.00 2 -0.85 6 5 U 43.522 1.766 0.238 0.002 0.50 8 0.00 2 L 0.00 8 0.00 2 0.00 2 0.00 2 0.00 2 -2.60 6 II 18 1 U 0.27 8 3.99 2 0.00 2 0.95 6 0.00 2 0.00 2 L 0.00 2 0.00 8 -1.99 6 0.00 2 0.00 2 0.00 2 2 U 0.27 8 2.00 2 0.00 2 0.95 6 0.00 2 0.00 8 II L 0.00 2 0.00 8 -0.99 6 0.00 2 -7.90 6 -15.84 2 3 U 0.27 8 0.00 2 0.00 6 0.95 6 0.00 2 0.00 8 L 0.00 2 0.00 6 0.00 2 0.00 2 -10.53 6 -21.12 2 ' 4 U 0.27 8 0.00 8 0.99 6 0.95 6 0.00 2 0.00 8 L 0.00 2 -2.00 2 0.00 2 0.00 2 -7.90 6 -15.84 2 5 U 0.27 8 0.00 8 1.99 6 0.95 6 0.00 6 0.00 8 I L 0.00 2 -3.99 2 0.00 2 0.00 2 0.00 2 0.00 2 19 1 U 0.00 2 0.00 8 1.05 6 0.00 6 0.00 2 0.00 8 L -0.02 8 -3.51 2 0.00 2 0.00 2 -1.46 6- 105.60 2 II 2 U 0.00 2 0.00 8 1.05 6 0.00 6 0.38 6 0.00 8 L -0.02 8 -3.57 2 0.00 2 0.00 2 0.00 2 -99.40 2 3 U 0.00 2 0.00 8 1.05 6 0.00 6 2.22 6 0.00 8 I L -0.02 8 -3.62 2 0.00 2 0.00 2 0.00 2 -93.11 2 4 U 0.00 2 0.00 8 1.05 6 0.00 6 4.06 6 0.00 8 L -0.02 8 -3.68 2 0.00 2 0.00 2 0.00 2 -86.73 2 II II RISA -3D (R) Version 3.01 II VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 12 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF I Tigard Triangle - Front Window framing 1 for gravity and chord forces ' l I < Envelope Section Forces > Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc I K K K K -ft K -ft K -ft 5 U 0.002 0.008 1.056 0.006 5.896 0.00 8 L -0.02 8 -3.73 2 0.00 2 0.00 2 0.00 2 -80.25 2 II < Envelope Section Deflections > + Translation + Defls as L/n Ratios I Memb Sec x in lc y lc z lc Rot x lc L /n(y) lc L /n(z) lc in in rad rad rad 1 1 U 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 I L 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 2 U 0.000 8 0.224 6 0.000 2 0.00000 2 2139.0 6 NC 2 L -0.008 2 0.000 2 -0.018 8 0.00000 2 NC 2 NC 8 3 U 0.000 8 0.422 6 0.000 2 0.00000 2 1336.9 6 NC 2 L -0.016 2 0.000 2 -0.031 8 0.00000 2 NC 2 8297.7 8 4 U 0.000 8 0.568 6 0.000 2 0.00000 2 1527 6 NC 2 L -0.023 2 0.000 2 -0.036 8 0.00000 2 NC 2 9483.1 8 I 5 U 0.000 8 L -0.031 2 0.638 6 0.000 2 0.00000 2 NC 6 NC 2 0.000 2 -0.029 8 0.00000 2 NC 2 NC 8 2 1 U 0.000 8 0.594 6 0.000 8 0.00000 2 NC 6 NC 8 II L -0.041 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 2 U 0.000 8 0.490 6 0.014 8 0.00000 2 3716.9 6 NC 8 L -0.045 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 I 3 U 0.000 8 0.350 6 0.016 8 0.00000 2 3255.3 6 9972.4 8 L -0.049 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 4 U 0.000 8 0.184 6 0.010 8 0.00000 2 5215.0 6 NC 8 I L U -0.053 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 5 0.000 8 0.006 6 0.000 2 0.00000 2 NC 6 NC 2 L -0.058 2 0.000 2 0.000 8 0.00000 2 NC 2 NC 8 I 3 1 U 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 L 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 2 U 0.000 8 0.041 6 0.001 8 0.00000 2 5832.8 6 NC 8 II 3 L U -0.010 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 0.000 8 0.073 6 0.000 2 0.00000 2 3645.5 6 NC 2 L -0.020 2 0.000 2 -0.001 8 0.00000 2 NC 2 NC 8 I 4 U 0.000 8 L -0.030 2 0.086 6 0.000 2 0.00000 2 4166.3 6 NC 2 0.000 2 -0.010 8 0.00000 2 NC 2 NC 8 5 U 0.000 8 0.070 6 0.000 2 0.00000 2 NC 6 NC 2 L -0.041 2 0.000 2 -0.029 8 0.00000 2 NC 2 4792.0 8 II 4 1 U 0.000 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 L -0.054 2 0.000 2 -0.068 8 0.00000 2 NC 2 NC 8 I 2 U 0.000 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 L -0.058 2 -0.037 6 -0.086 8 0.00000 2 4626.2 6 8411.5 8 II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 13 Portland, OR 97201 -4393 Date: 5/18/99 II - File: 98145WFF Tigard Triangle Front Window framing -J for gravity and chord forces I < Envelope Section Deflections > + Translation + Defls as L/n Ratios Memb Sec x lc y lc z lc Rot x lc L /n(y) lc L /n(z) lc I in in in rad rad rad 3 U 0.000 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 L -0.062 2 -0.043 6 -0.087 8 0.00000 2 4050.6 6 7360.1 8 4 U 0.000 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 I L -0.066 2 -0.030 6 -0.077 8 0.00000 2 6486.8 6 NC 8 5 U 0.000 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 L -0.070 2 -0.006 6 -0.061 8 0.00000 2 NC 6 NC 8 II 5 1 U 0.000 8 0.000 2 0.000 8 0.00000 2 NC 2 NC 8 L 0.000 2 -0.594 6 - 0.041 2- 0.00198 6 NC 6 NC 2 2 U 0.000 2 0.000 2 0.000 8 0.00000 2 NC 2 NC 8 II L -0.017 8 -0.445 6 -0.146 2- 0.00182 6 NC 6 2477.1 2 3 U 0.000 2 0.000 2 0.000 8 0.00000 2 NC 2 NC 8 L -0.034 8 -0.297 6 -0.191 2- 0.00167 6 NC 6 1764.9 2 I 4 U 0.000 2 0.000 2 0.000 8 0.00000 2 NC 2 NC 8 L -0.051 8 -0.148 6 -0.153 2- 0.00152 6 NC 6 2477.1 2 5 U 0.000 2 0.000 2 0.000 8 0.00000 2 NC 2 NC 8 II L -0.068 8 0.000 2 -0.054 2- 0.00136 6 NC 2 NC 2 6 1 U 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 I L 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 U 0.000 8 0.000 8 0.013 6 0.00000 2 NC 8 6262.3 6 L 0.000 2 -0.184 2 0.000 2- 0.00018 6 2606 2 NC 2 3 U 0.000 8 0.000 8 0.021 6 0.00000 2 NC 8 3913.9 6 I L 0.000 2 -0.354 2 0.000 8 0.000 8 0.000 2- 0.00036 6 1629.8 2 NC 2 NC 8 4473 4 U 0.019 6 0.00000 2 4473.1 6 L 0.000 2 -0.499 2 0.000 2- 0.00054 6 1863.6 2 NC 2 I 5 U 0.000 8 0.000 8 0.000 2 -0.605 2 0.000 2 0.00000 2 NC 8 NC 2 L 0.000 2- 0.00071 6 NC 2 NC 2 7 1 U 0.000 8 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 II L 0.000 2 -0.518 2 0.000 2- 0.00143 6 NC 2 NC 2 2 U 0.000 8 0.000 8 0.103 6 0.00000 2 NC 8 631.2 6 L 0.000 2 -0.419 2 0.000 2- 0.00157 6 3170.6 2 NC 2 I 3 U 0.000 8 0.000 8 0.000 2 -0.303 2 0.245 6 0.00000 2 NC 8 265.4 6 L 0.000 2- 0.00170 6 2773.1 2 NC 2 4 U 0.000 8 0.000 8 0.413 6 0.00000 2 NC 8 157.5 6 L 0.000 2 -0.175 2 0.000 2- 0.00184 6 4435.5 2 NC 2 II 5 U 0.000 8 0.000 8 0.000 2 -0.041 2 0.594 6 0.00000 2 NC 8 109.5 6 L 0.000 2- 0.00198 6 NC 2 NC 2 I 8 1 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.068 8 -0.054 2 0.000 2- 0.00136 6 NC 2 NC 2 2 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 II L -0.068 8 -0.523 2 0.000 2- 0.00102 6 482.5 2 NC 2 3 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.068 8 -0.694 2 0.000 2- 0.00068 6 349.4 2 NC 2 II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 14 Portland, OR 97201 -4393 Date: 5/18/99 I Tigard Triangle - Front Window framing for gravity and chord forces File: 98145WFF I < Envelope Section Deflections > + Translation + Defls as Lin Ratios Memb Sec x lc y lc z lc Rot x lc L /n(y) lc L /n(z) lc I in in in rad rad rad 4 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.068 8 -0.462 2 0.000 2- 0.00034 6 519.4 2 NC 2 5 U 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 I L -0.068 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 9 1 U 0.000 2 0.000 8 0.006 6 0.00000 2 NC 8 2106.6 6 I L 0.000 8 -0.058 2 0.000 2 0.000 8 0.000 2- 0.00444 6 NC 2 NC 2 2 U 0.004 6 0.00000 2 NC 8 2888.5 6 L -0.001 8 -0.089 2 0.000 2- 0.00437 6 NC 2 NC 2 3 U 0.000 2 0.000 8 0.003 6 0.00000 2 NC 8 4511.9 6 II L -0.002 8 -0.120 2 0.000 2- 0.00431 6 NC 2 NC 2 4 U 0.000 2 0.000 8 0.001 6 0.00000 2 NC 8 9530.6 6 L -0.002 8 -0.151 2 0.000 2- 0.00424 6 NC 2 NC 2 I 5 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.003 8 -0.181 2 0.000 2- 0.00418 6 NC 2 NC 2 I 10 1 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.003 8 -0.181 2 0.000 2- 0.00418 6 NC 2 NC 2 2 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.007 8 -0.335 2 -0.004 6- 0.00383 6 2452.7 2 NC 6 II 3 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.012 8 -0.472 2 -0.004 6 -0.00348 6 1686.2 2 NC 6 4 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 I L -0.016 8 -0.589 2 -0.002 6- 0.00313 6 2075.9 2 NC 6 5 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.020 8 -0.681 2 0.000 2- 0.00279 6 NC 2 NC 2 11 1 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.020 8 -0.681 2 0.000 2- 0.00279 6 NC 2 NC 2 2 U 0.000 2 0.000 8 0.001 6 0.00000 2 NC 8 NC 6 I L -0.025 8 -0.749 2 0.000 2- 0.00235 6 1228.5 2 NC 2 U 0.000 2 0.000 8 0.000 6 0.00000 2 NC 8 NC 6 L -0.031 8 -0.768 2 0.000 5- 0.00191 6 926.9 2 NC 5 I 4 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.036 8 -0.741 2 -0.001 6- 0.00147 6 1243.8 2 NC 6 5 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.041 8 -0.667 2 0.000 2 6 NC 2 NC 2 I 12 1 U 0.000 2 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L -0.041 8 -0.667 2 0.000 2- 0.00104 6 NC 2 NC 2 I 2 U 0.000 2 0.000 8 L -0.045 8 -0.573 2 0.002 6 0.00000 2 NC 8 NC 6 0.000 2- 0.00069 6 2485.2 2 NC 2 3 U 0.000 2 0.000 8 0.004 6 0.00000 2 NC 8 NC 6 t L -0.050 8 -0.457 2 0.000 2- 0.00034 6 2088.3 2 NC 2 4 U 0.000 2 0.000 8 0.004 6 0.00001 6 NC 8 NC 6 L -0.054 8 -0.324 2 0.000 2 0.00000 5 3166.9 2 NC 2 II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 15 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing%li for gravity and chord forces I < Envelope Section Deflections > + Translation + Defls as Lin Ratios Memb Sec x lc y lc z lc Rot x lc L /n(y) lc L /n(z) lc I in in in rad rad rad 5 U 0.000 2 0.000 8 0.000 2 0.00036 6 NC 8 NC 2 L -0.058 8 -0.180 2 0.000 2 0.00000 2 NC 2 NC 2 I 13 1 U 0.000 2 0.000 8 0.000 2 0.00036 6 NC 8 NC 2 L -0.058 8 -0.180 2 0.000 2 0.00000 2 NC 2 NC 2 2 U 0.000 2 0.000 8 0.000 2 0.00042 6 NC 8 NC 2 II L -0.059 8 -0.153 2 -0.001 6 0.00000 2 NC 2 9685.7 6 3 U 0.000 2 0.000 8 0.000 2 0.00048 6 NC 8 NC 2 L -0.060 8 -0.125 2 -0.003 6 0.00000 2 NC 2 4585.0 6 0 4 U 0.000 2 0.000 8 0.000 2 0.00055 6 NC 8 NC 2 II L -0.061 8 -0.097 2 -0.004 6 0.00000 2 NC 2 2935.1 6 5 U 0.000 2 0.000 8 0.000 2 0.00061 6 NC 8 NC 2 L -0.061 8 -0.070 2 -0.006 6 0.00000 2 NC 2 2140.6 6 II 14 1 U 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 L 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 I 2 U 0.000 2 0.000 8 0.002 6 0.00000 2 NC 8 NC 6 L 0.000 8 -0.410 2 0.000 2- 0.00111 6 588.4 2 NC 2 3 U 0.000 2 0.000 8 0.003 6 0.00000 2 NC 8 NC 6 L 0.000 8 -0.609 2 0.000 2- 0.00222 6 401.8 2 NC 2 I 4 U 0.000 2 0.000 8 0.005 6 0.00000 2 NC 8 NC 6 L 0.000 8 -0.446 2 0.000 2- 0.00333 6 579.1 2 NC 2 5 U 0.000 2 0.000 8 0.006 6 0.00000 2 NC 8 NC 6 II L 0.000 8 -0.058 2 0.000 2- 0.00444 6 NC 2 NC 2 15 1 U 0.000 2 0.000 8 0.000 2 0.00061 6 NC 8 NC 2 II L -0.061 8 -0.070 2 -0.006 6 0.00000 2 NC 2 NC 6 2 U 0.000 2 0.000 8 0.000 2 0.00046 6 NC 8 NC 2 L -0.061 8 -0.607 2 -0.005 6 0.00000 2 420.4 2 NC 6 3 U 0.000 2 0.000 8 0.000 2 0.00031 6 NC 8 NC 2 II L -0.061 8 -0.792 2 -0.003 6 0.00000 2 307.6 2 NC 6 4 U 0.000 2 0.000 8 0.000 2 0.00015 6 NC 8 NC 2 L -0.061 8 -0.525 2 -0.002 6 0.00000 2 458.9 2 NC 6 I 5 U 0.000 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 L -0.061 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 I 16 1 U 0.000 8 L -0.031 2 0.638 6 0.000 2 0.00000 2 NC 6 NC 2 0.000 2 -0.029 8 0.00000 2 NC 2 NC 8 2 U 0.000 8 0.639 6 0.000 2 0.00000 2 3836.8 6 NC 2 L -0.033 2 0.000 2 -0.022 8 0.00000 2 NC 2 NC 8 I 3 U 0.000 8 L -0.036 2 0.631 6 0.000 2 0.00000 2 3091.8 6 NC 2 0.000 2 -0.015 8 0.00000 2 NC 2 NC 8 4 U 0.000 8 0.615 6 0.000 2 0.00000 2 4453.8 6 NC 2 I L -0.038 2 0.000 2 -0.007 8 0.00000 2 NC 2 NC 8 U 0.000 8 0.594 6 0.000 8 0.00000 2 NC 6 NC 8 L -0.041 2 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 II II RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 16 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF II Tigard Triangle - Front Window framing . l - ' for gravity and chord forces I < Envelope Section Deflections > + Translation + Defls as L/n Ratios Memb Sec x lc y lc z lc Rot x lc L /n(y) lc L /n(z) lc I in in in rad rad rad 17 1 U 0.000 8 0.070 6 0.000 2 0.00000 2 NC 6 NC 2 L -0.041 2 0.000 2 -0.029 8 0.00000 2 NC 2 NC 8 I 2 U 0.000 8 0.056 6 0.000 2 0.00000 2 NC 6 NC 2 L -0.044 2 0.000 2 -0.038 8 0.00000 2 NC 2 NC 8 3 U 0.000 8 0.038 6 0.000 2 0.00000 2 NC 6 NC 2 I L -0.047 2 0.000 2 -0.049 8 0.00000 2 NC 2 NC 8 4 U 0.000 8 0.018 6 0.000 2 0.00000 2 NC 6 NC 2 L -0.050 2 0.000 2 -0.059 8 0.00000 2 NC 2 NC 8 5 U 0.000 8 0.000 2 0.000 2 0.00000 2 NC 2 NC 2 II L -0.054 2 0.000 2 -0.068 8 0.00000 2 NC 2 NC 8 18 1 U 0.000 2 0.000 8 0.638 6 0.00061 6 NC 8 NC 6 I L -0.029 8 -0.031 2 0.000 2 0.00000 2 NC 2 NC 2 2 U 0.000 2 0.000 8 0.727 6 0.00022 6 NC 8 1098.4 6 L -0.029 8 -0.363 2 0.000 2 0.00000 2 770.7 2 NC 2 I 3 U 0.000 2 0.000 8 0.679 6 0.00000 2 NC 8 782.6 6 L -0.029 8 -0.498 2 0.000 2- 0.00018 6 549.1 2 NC 2 4 U 0.000 2 0.000 8 0.443 6 0.00000 2 NC 8 1098.4 6 L -0.029 8 -0.368 2 0.000 2- 0.00057 6 770.7 2 NC 2 I 5 U 0.000 2 0.000 8 0.070 6 0.00000 2 NC 8 NC 6 L -0.029 8 -0.041 2 0.000 2- 0.00096 6 NC 2 NC 2 I 19 1 U. 0.000 8 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L 0.000 2 -0.605 2 0.000 2- 0.00071 6 NC 2 NC 2 2 U 0.000 8 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 I L 0.000 2 -0.653 2 -0.035 6- 0.00089 6 1209.0 2 2371.3 6 3 U 0.000 8 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L 0.000 2 -0.652 2 -0.065 6- 0.00107 6 927.2 2 1287.1 6 4 U 0.000 8 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 I L 0.000 2 -0.606 2 -0.062 6- 0.00125 6 1265.1 2 1344.6 6 U 0.000 8 0.000 8 0.000 2 0.00000 2 NC 8 NC 2 L 0.000 2 -0.518 2 0.000 2- 0.00143 6 NC 2 NC 2 I < Envelope AISC Unity Checks > P Y Unity Shear Fb Fb Cm Cm ASD II Memb Chk Loc lc Chk Loc lc Fa yy zz Cb yy zz Eqn Ksi---- Ksi- - - -Ksi 1 0.401 5 6 0.010 1 y 6 23.31 36.79 36.79 1.00 0.60 0.60 H1 -2 I 2 0.208 1 2 0.003 1 y 6 14.80 27.60 27.60 1.00 0.60 0.60 111 -1 3 0.489 1 2 0.004 1 y 6 17.49 27.60 27.60 1.00 0.60 0.60 H1 -1 4 0.199 1 2 0.002 1 y 6 14.80 27.60 27.60 1.00 0.60 0.60 H1 -1 I 5 0.685 1 8 0.006 1 z 6 11.36 36.79 36.79 1.00 0.60 0.60 H1 -1 6 0.813 5 2 0.210 1 y 2 20.56 37.50 33.00 1.00 0.60 1.00 H1 -1 7 0.691 1 6 0.205 5 y 2 31.23 49.99 43.99 1.00 0.60 1.00 H1 -2 II 1 RISA -3D (R) Version 3.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 17 Portland, OR 97201 -4393 Date: 5/18/99 File: 98145WFF 2 1 Tigard Triangle - Front Window framing :L� for gravity and chord forces 1 < r Envelope AISC Unity Checks > Unity Shea Fb Fb Cm Cm ASD Memb Chk Loc lc Chk Loc lc Fa yy zz Cb yy zz Eqn 1 Ksi---- Ksi- ---Ksi 8 0.943 3 2 0.329 1 y 2 3.74 37.50 33.00 1.00 0.60 1.00 H1 -1 9 0.182 5 2 0.220 1 y 2 28.77 37.50 33.00 1.00 0.60 1.00 H1 -1 10 0.548 5 2 0.083 1 y 2 18.50 37.50 33.00 1.00 0.60 0.85 H1 -2 1 11 0.548 1 2 0.009 5 y 2 13.82 37.50 33.00 1.00 0.60 0.85 H1 -2 12 0.509 1 2 0.097 5 y 2 18.50 37.50 33.00 1.00 0.60 0.85 H1 -2 13 0.182 1 8 0.098 5 y 2 38.35 49.99 39.99 1.00 0.60 0.60 H1 -1 1 14 0.670 3 2 0.098 5 y 2 1.98 37.50 33.00 1.00 0.60 1.00 H1 -1 15 0.816 3 2 0.205 1 y 2 1.98 37.50 33.00 1.00 0.60 1.00 H1 -1 16 0.345 1 6 0.016 1 y 6 33.62 36.79 40.47 1.00 0.60 0.75 H1 -2 1 17 0.309 1 2 0.021 1 y 6 25.22 27.60 30.36 1.00 0.60 0.60 H1 -1 18 0.351 3 2 0.052 1 y 2 18.36 27.60 27.60 1.00 0.60 1.00 H1 -1 19 0.813 1 2 0.051 5 y 2 20.56 37.50 33.00 1.00 0.60 0.85 H1 -2 1 Section < Material Takeoff, Envelope Solution > Database Total Total Set Shape Length Weight 1 ft K COL TU8X4X4 58.00 1.10 2TUBE TU5X5X4 21.17 0.33 2WF W16X31 38.83 1.21 1 RWF W12X22 60.00 1.32 CANOPY TU1OX8X4 21.17 0.62 Total Wts: 4.58 1 II 1 1 1 1 1 1 Job 11/ ---- 1 VLMK Consulting Engineers 000 ;FL*" 3933 SW KELLY AVE / PORTLAND OR 972014393 Client 14$ g _ (503) 222-4453 / FAX Job No 955(4 By iti Date Sheet No.?'" c 1 1 • PAweLs /6\ # PcalZS fk)Ccubc-,0 f eCK (Acm.eveAtict. gPan-(CrirQ , , 1 Je =kat, 1 1 PANei Is (Nce_uze-1) 1 • 4,a3t7 y zezEier P-2 1 ? Fre44,( E5 F(-- 7 --• • 7- 4642 • • • C.& 47t Ake,(4 Piva- 4111. sy-Exr 1 ct 47 -5* 1 1 I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 9:55AM, 18 MAY 99 I Description : Tigard Triangle - Panels Scope : Concrete tilt wall analysis 1 7 -3 R ular Concrete Column Page 5, 000, e 1 g g II 1 Description 2' -2" leg @ Panel Leg of "E" General Information U Width 26.000 in ft 4,000.0 psi Unbraced Length 6.000 ft Depth 6.500 in Fy 60,000.0 psi Eff. Length Factor 0.900 Rebar: Seismic Zone 3 Column is BRACED I 5 - # 7 d = 4.688 in 5 - #7d= 1.813 in LL & ST Loads Act Separately Loads I Axial Loads Dead Load Live Load 11.100 k Short Term Eccentricity 57.600 k k 2.500 in Summary II Column is OK I 26.00 x 6.50in Column, Rebar: 547 @ 4.69in, 547 @ 1.81 in ACI 9 -1 ACI 9 -2 ACI 9 -3 I Applied : Pu : Max Factored 99.51 k 80.64 k 51.84 k Allowable : Pn "Phi @ Design Ecc. 105.71 k 106.47 k 108.84 k M- critical 44.50 k -ft 35.77 k -ft 22.46 k -ft I Combined Eccentricity 5.366 in 5.322 in 5.198 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 5.366 in 5.322 in 5.198 in Magnified Design Moment 44.50 k -ft 35.77 k -ft 22.46 k -ft I Po " .80 731.36 k 731.36 k 731.36 k P : Balanced 108.74 k 108.74 k 108.74 k Ecc : Balanced 7.411 in 7.411 in 7.411 in 1 Slenderness 1 Actual k Lu / r 33.231 Elastic Modulus 3,605.0 ksi Beta 0.850 I ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 2.9229 in 2.9269 in 2.9393 in Phi 0.7000 0.7000 0.7000 Max Limit kl /r 34.0000 34.0000 34.0000 I Beta = M:sustained /M:max 0.8104 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : pi ^2 E I / (k Lu) ^2 0.00 0.00 0.00 I alpha: MaxPu / (phi Pc) Delta 0.0000 0.0000 0.0000 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 5.3657 5.3224 5.1982 in I Design Ecc = Ecc * Delta 5.3657 5.3224 5.1982 in ACI Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL 1.400 ACI 9 -2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 I ACI 9 -1 & 9 -2 LL 1.700 ACI 9 -3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9 -1 & 9 -2 ST 1.000 ACI 9 3 Short Term Factor 1.300 ....seismic = ST " : 1.100 1 1 (c) 1953 - 98 ENERCALG c:\ engineer\ enercalc \98145col.ecw:Calculation RVV- 0602744, Ver 5.0.5, 15=Mar -1 VVin32 VLMK Consulting Engineers 3933 SW KELLY AVE. / PORTLAND, OR 97201-4393 (503) 222-4453 / FAX 248-9263 eRo wABAPrRdr E(caN - COQ 4 77, & F 1 a cP Text - - eAci(- Pcce evegJecentats - kowl) oPeApti; Ner Powec... Wow. 04 326 i;g 00 F= (g/5 4- 172. (0,sk Pv •=6443(?) b c• (si)( 7" ) = cnyi& PA (4/7 e'Vr Job a/v.(0 ergsAcTcE Client Job No. Date °/ Ely JiNtg Sheet No. 1:).431r I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 9:33AM, 13 MAY 99 Description : Tigard Triangle - Panels Scope : Concrete tilt wall analysis f ' 6 I Rev. 510001 Rectangular Concrete Column 9 Page 1 1 Description 2' -2" leg @ middle Panel - Gravity only - @ Front General Information 1 Width 26.000 in t'c 4,000.0 psi Unbraced Length 12.500 ft Depth 6.500 in Fy 60,000.0 psi Eff. Length Factor 1.000 Rebar: Seismic Zone 3 Column is BRACED I 4 - # 5 d = 4.813 in 4 -# 5 d= 1.688 in LL & ST Loads Act Separately Loads I Dead Load Live Load Short Term k Eccentricity Axial Loads 22.800 k k 2.000 in 1 Summary 1 Column is OK 1 26.00 x 6.50in Column, Rebar: 445 @ 4.81 in, 445 @ 1.69in ACI 9 -1 ACI 9 -2 ACI 9 -3 Applied : Pu : Max Factored 31.92 k 31.92 k 20.52 k 1 Allowable : Pn * Phi @ Design Ecc. 81.80 k 81.80 k . 89.15 k M- critical 12.34 k -ft 12.34 k -ft 7.47 k -ft Combined Eccentricity 4.640 in 4.640 in 4.369 in I Magnification Factor 1.00 1.00 1.00 Design Eccentricity 4.640 in 4.640 in 4.369 in Magnified Design Moment 12.34 k -ft 12.34 k -ft 7.47 k -ft I Po " .80 571.97 k 571.97 k 571.97 k P : Balanced 179.36 k 179.36 k 179.36 k Ecc : Balanced 3.428 in 3.428 in 3.428 in 1 Slenderness II Actual k Lu / r 76.923 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 I Neutral Axis Distance 2.2450 in 2.2450 in 2.3406 in Phi 0.7000 0.7000 0.7000 Max Limit kl /r 34.0000 34.0000 34.0000 ' Beta = M:sustained/M:max 1.0000 1.0000 0.6000 1.0000 Cm 0.6000 0.6000 El / 1000 429.01 429.01. 429.01 Pc : piA2 E 1/ (k Lu) ^2 188.18 . 188.18 188.18 I alpha: MaxPu / (phi Pc) 0.2423 0.2423 1.0000 0.1558 Delta 1.0000 1.0000 Ecc: Ecc Loads + Moments 4.6396 4.6396 4.3690 in I Design Ecc = Ecc * Delta 4.6396 4.6396 4.3690 in ACI Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL 1.400 ACI 9 -2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 I ACI 9 -1 & 9 -2 LL . 1.700 ACI 9 -3 Dead Load Factor ACI 9 -3 Short Term Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9 -1 & 9 -2 ST 1.000 1.300 ....seismic = ST * : 1.100 1 1 1 (c) 1983 -98 ENERCALC c:\ engineer\ enercalc \98145col.ecw:Calculation KW- 0602744, Ver 5.0.5, 15- Mar -1998, Win32 i >: _ VLMK Consulting Engineers Job «gam 4\ _ _ 3933 SW KELLY AVE. / PORTLAND OR 97201 -4393 Client • -' _� Q (503) 222 4453 / FAX 248 -9263 Job No. T4/4 B g. 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I A-= b.Z5X7,01(2) = qv,. n" 1 IZ = :&e'(58�/r�4 = 222Q Z - I 0,(S5-67i4 1trb�co��u ; C a- - N G (D C,l'R mss �= - a 4- 3:>p 1 11 © L.C., geD(x.7J()U Nis V. ��P -- CkNsCaeUer'G�E' 1 Job ircaoci7. e■. VLMK Consulting Engineers V 3933 SW KELLY AVE. / PORTLAND, OR 97201-4393 Client ---- ir ,_______._....L___ ._. . (503) 222-4453 / FAX 248-9263 Job No ° Ia ' Pe 3 By ` e t/{/ Date 14(1& Sheet No. l--5 I 12; ' 11 1?; r 8" 71 (6' ig" 17"- IV' 'e i 1 1 I *Ze--.._-...--,... 1 ■ ri 1 .:-. 0 4) I - - • . • (2 c CZU)/0 0 - 442 1) g E -- CS .• 1 Fu %.,'2"( < aeb.e._ . ■?.. - 5 - \--- ' . .--';; . [ .'..4 g '. 4±-"': 6 "' . 7.' -,----. - A ..-. • \lb .4.1 5 k . 1 . ToP +.aerr._ • . 113 E if 1 •-•• • ••• Vu Itt.r2.`. __ft _ • _ ._ . • .12-5 . - , €1)'-, • • ,,d1Ell ..;:40 : • PP6'.149.0)< E . - ' . - 4 /4 ,._,_ 0 , - E .",, 0 ',---/ • .---..... ) . .- .3 I • (3 • INKuk. Cowlou • I ) 4,0 - t OD (C4S5 co 24‘.1(i'47Y Zec7havu I - " F.) = 3.,4k.. 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Oow ( -R 1 8.s' , Nor Co' , Fa �,,aPt 61,444 1 1 1 TIGARD TRIANGLE - END WALL ANAYLSIS ' 98115 Rho =1.0 , 12.976 V h — 5.464 I 3 i "vt, 12.566 C i 3.688 —.4155 I - , —rikk05 . 1 L 15.632 t a `.. 1 _363 •2 66 ' 1.052 1 21st .4‘,.41, 1, • : • ` �i- 46.829 { .1 168 3.549 —5.026 I M1 .. 71 1$_ 23 _439 -7 1.1 . 9.812 I 414 * 8.136 171 1 , � 4 Member Axial Forces. K i 1 1 1 1 1 1 1 1 1 1 1 TIGARD TRIANGLE - END WALLANAYLSIS I 98115 Rho =1.0 4. 17_978 / 9 - 24.652` L ��~ 50.446 -7$' 2.283 7 r - 67.809 }, 9.158 .1 : - _ 38.708 I i -73 -393 1;5.281 :Li 1 ; I: 4.866 - 30.354 1 -146.1 - / - 74.346 t 1 i 5.696 1 ` ,.` 28.192 3 21 208 5 03 ' 51.345 1 LI_L..1 �..4 58 -173.98 I - - 214.31 1 . �•i 5.308 -90. . - 79.98 222526 1 1.292 -129. *3.323 1.812 1 -126_ 764 X s Member Bending Moments, K -lt 1 1 1 1 1 1 1 1 1 1 1 TIGARD TRIANGLE - END WALL ANAYLSIS I 98145 Rho =1.0 >Alm ^ 12.976 • 1-5.464 I∎ l "N„,-,„ 12.566 1 3.688 -.4155 1 115.632 1 11 1.678 'r` . 9.727 'O.Q9 ..,.„1 363 .,. - 2.66 11111.052 1H f` • 1 _wc o.s ._...__. . k 3.04 .758 1 H1 J d ' I 4.637 1446 7.845 'J. I {' -1.091 , j 6.113 . Il I 6.129 49717 II 2.6 -1.225 � .. '� 3.295 - 511393 -36. `' " �I 1.225 • - .t .4615 ' 9.155 77 p er -43. •_ 1.091 `G�• J' '" tl L X Member Shear Forces. K - } 39.399 1 1 1 _ 1 1 1 1 1 1 1 II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 II 3933 S.W. Kelly Avenue Page: 1 Portland, OR 97201 -4393 Date: 4/05/99 r 1O File: l-. I TIGARD TRIANGLE - END WALL ANAYLSIS 98145 Rho = 1.0 II Units US Standard Steel Code AISC 9th Edition ASD I Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 7 I Do Redesign Yes P -Delta Analysis Tolerance 0.50% II Joint X < Joint Coordinates > Y Joint No Coordinate Coordinate Temperature ft ft ° F I 1 0.000 0.000 0.00 2 0.000 14.000 0.00 3 0.000 28.000 0.00 U 4 5 8.500 0.000 0.00 8.500 14.000 0.00 6 8.500 28.000 0.00 7 17.500 0.000 0.00 I 8 17.500 14.000 0.00 9 17.500 28.000 0.00 10 26.000 0.000 0.00 I 11 12 26.000 14.000 0.00 26.000 28.000 0.00 < Materials (General) > II Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi I CONC 3372.00 0.3000 0.65000 0.150 3.50 < Sections > II Section Database Material As As Area I I T Label Shape Label 0,2 1,3 1,3 0,2 C in in in TOP CONC 999.00 1.2 1.2 1.00 971028.00 I MID CONC 888.00 1.2 1.2 1.00 681984.00 BOTT CONC 555.00 1.2 1.2 1.00 166500.00 COLO CONC 222.00 1.2 1.2 1.00 10655.00 II COLI CONC 333.00 1.2 1.2 1.00 35964.00 < Members > I Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM Offsets J -End Label 4 Length in in ft 1 1 2 COLO 30.00 36.00 14.00 I 2 2 3 COLO 60.00 36.00 14.00 3 4 5 COLI 30.00 36.00 14.00 II RISA -2D (R) Version 4.01 I VLMK Engineers Job 98145 3933 S.W. Kelly Avenue Page: 2 Portland, OR 97201 -4393 Date: 4/05/99 File: IA I TIGARD TRIANGLE - END WALL ANAYLSIS 98145 Rho = 1.0 I < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in I 4 5 6 COLI 60.00 36.00 14.00 5 7 8 COLI 30.00 36.00 14.00 6 8 9 COLI 60.00 36.00 14.00 II 7 10 11 COLO 30.00 36.00 14.00 8 11 12 COLO 60.00 36.00 14.00 9 1 4 BOTT 12.00 18.00 8.50 I 10 4 7 BOTT 18.00 18.00 9.00 11 7 10 BOTT 18.00 12.00 8.50 12 2 5 MID 12.00 18.00 8.50 13 5 8 MID 18.00 18.00 9.00 I 14 8 11 MID 18.00 12.00 8.50 15 3 6 TOP 12.00 18.00 8.50 16 6 9 TOP 18.00 18.00 9.00 II 17 9 12 TOP 18.00 12.00 8.50 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 MODIFIED LATERAL STRENGTH 6 I 2 3 MODIFIED GRAVITY DEAD 6 MODIFIED GRAVITY LIVE 3 4 MODIFIED GRAVITY SNOW 3 II < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier I 15 3 6 RSTR 1.0000 16 6 9 RSTR 1.0000 II 17 12 9 12 RSTR 1.0000 2 5 SSTR 1.0000 13 5 8 SSTR 1.0000 I 14 8 11 SSTR 1.0000 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern II Member I J Label Multiplier 15 3 6 RDL 1.5556 I 16 17 6 9 RDL 1.5556 9 12 RDL 1.5556 12 2 5 SDL 1.5555 I 13 14 5 8 SDL 1.5555 8 11 SDL 1.5556 II RISA -2D (R) Version 4.01 l VLMK Engineers Job 98145 3933 S.W. Kelly Avenue Page: 3 Portland, OR 97201 -4393 Date: 4/05/99 File: / II TIGARD TRIANGLE - END WALL ANAYLSIS G Z 98145 Rho = 1.0 II Joints < Member Distributed Loads, BLC 3 > Load Pattern Pattern Member I J Label Multiplier I 12 2 5 SLL 1.5556 13 5 8 SLL 1.5556 14 8 11 SLL 1.5556 II < Member Distributed Loads, BLC 4 > Joints Load Pattern Pattern I Member I J Label Multiplier 15 3 6 RSL 1.5556 16 6 9 RSL 1.5555 II 17 9 12 RSL 1.5556 < Load Patterns > I Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or o ft or % - -- RSTR X 3.057 3.057 0.000 0.000 ' RASD X 0.000 0.000 0.000 0.000 SSTR X 3.850 3.850 0.000 0.000 SASD X 0.000 0.000 0.000 0.000 I RDL SDL Y -0.100 -0.100 0.000 0.000 Y -0.350 -0.350 0.000 0.000 RSL Y -0.125 -0.125 0.000 0.000 I SLL Y -0.250 -0.250 0.000 0.000 < Load Combinations > RWPE II No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 SELF APPROXY Y -1.36 Y I 2 DL ONLY Y -1.36 2 1 y 3 .9DL +E)1.1 Y -1.34 1 1.1 2 .99 yy 4 1.2D +E +L +.7SL)1.1 Y -1.78 1 1.10 2 1.32 3 1.1 4 .77 yy I 5 1.4d1 +1.71 +1.761 Y -1.90 2 1.4 3 1.7 4 1.7 yy 6 1.2d +1.61 +.5s Y -1.63 2 1.2 3 1.6 4 .5 y 7 8 OVERTURNING ASD II 9 .9DL +E Y -1.22 2 .9 1 .5580 y 10 OUT OF PLANE LOAD 11 1.2d +1 +.7s1)1.1 Y -1.78 2 1.32 3 1.1 4 .77 y I 12 13 LATERAL ONLY 1 1 y 14 GRAVITY ONLY Y -1.36 2 1 3 1 4 1 y II II II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 II 3933 S.W. Kelly Avenue Page: 4 Portland, OR 97201 -4393 Date: 4/05/99 File: II TIGARD TRIANGLE - END WALL ANAYLSIS C 9-( 98145 Rho = 1.0 I < Envelope Reactions > + X lc Y lc Moment lc K K K -ft I lU 1.09 5 38.00 5 -76.10 3 0.00 3 L -17.92 3 0.00 3 4U 1.22 5 39.17 5 0.00 3 I L -49.72 3 0.00 3 0.00 3 7U -1.22 5 68.02 4 0.00 3 L -51.30 4 39.17 5 0.00 3 II 10U -1.09 5 129.04 4 0.00 3 L -19.01 4 38.00 5 0.00 3 Tot:9U 0.00 5 154.34 5 L - 136.76 3 96.30 3 I < Envelope Section Forces > Section II Memb 4. Axial lc Shear lc Moment lc K K K -ft 1 1 U 31.87 5 17.85 3 77.34 3 L -44.19 3 -1.09 5 -5.07 5 II 2 U 31.25 5 17.85 3 52.06 3 L -44.63 3 -1.09 5 -3.53 5 3 U 30.63 5 17.85 3 26.78 3 L -45.07 3 -1.09 5 -1.98 5 4 U 30.00 5 17.85 3 1.50 3 L -45.51 3 -1.09 5 -0.43 5 I 5 U L 29.38 5 17.85 3 1.11 5 -45.95 3 -1.09 5 -23.79 3 6 U 28.76 5 17.85 3 2.66 5 L -46.39 3 -1.09 5 -49.07 3 I 7 U 28.14 5 17.85 3 -1.09 5 4.20 5 L -46.83 3 -74.35 3 2 1 U 13.69 5 7.82 3 22.28 3 L -3.60 3 -1.45 5 -4.44 5 2 U 13.25 5 7.82 3 14.46 3 L -3.91 3 -1.45 5 -2.99 5 I 3 U 12.81 5 7.82 3 6.64 3 L -4.22 3 -1.45 5 -1.55 5 4 U 12.37 5 7.82 3 -0.10 5 I L -4.53 3 -1.45 5 -1.26 4 5 U 11.93 5 7.82 3 1.34 5 L -4.84 3 -1.45 5 -9.01 3 6 U 11.49 5 7.82 3 2.79 5 L -5.15 3 -1.45 5 -16.83 3 7 U 11.05 5 7.82 3 4.23 5 L -5.46 3 -1.45 5 -24.65 3 1 1 II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 I 3933 S.W. Kelly Avenue Page: 5 Portland, OR 97201 -4393 Date: 4/05/99 File: 1 - 44 - I TIGARD TRIANGLE - END WALL ANAYLSIS 98145 Rho = 1.0 I < Envelope Section Forces > Section Memb .L Axial lc Shear lc Moment lc K K K -ft II 3 1 U 35.41 5 49.72 3 214.56 3 L -1.07 3 -1.22 5 - 5.85,5 2 U 34.48 5 49.72 3 144.13 3 I L -1.73 3 -1.22 5 -4.12 5 3 U 33.55 5 49.72 3 73.69 3 L -2.39 3 -1.22 5 -2.38 5 4 U 32.61 5 49.72 3 3.26 3 L -3.05 3 -1.22 5 -0.65 5 5 U 31.68 5 49.72 3 1.09 5 L -3.71 3 -1.22 5 -67.17 3 I 6 U L 30.75 5 49.72 3 2.82 5 -4.37 3 -1.22 5 - 137.60 3 7 U 29.81 5 49.72 3 4.56 5 II L -5.03 3 -1.22 5 - 208.03 3 4 1 U 15.63 5 21.16 3 59.16 3 L 2.37 3 -1.38 5 -4.21 5 I 2 U 14.97 5 21.16 3 38.00 3 L 1.91 3 -1.38 5 -2.83 5 3 U 14.31 5 21.16 3 16.84 3 I L 1.44 3 -1.38 5 -1.45 5 4 U 13.66 5 21.16 3 -0.07 5 L 0.98 3 -1.38 5 -4.40 4 II 5 U 13.00 5 21.16 3 1.31 5 L 0.51 3 -1.38 5 -25.49 3 6 U 12.34 5 21.16 3 2.69 5 L 0.05 3 -1.38 5 -46.65 3 I 7 U 11.68 5 21.16 3 4.07 5 L -0.42 3 -1.38 5 -67.81 3 I 5 1 U L 58.17 4 51.39 4 222.53 4 35.41 5 1.22 5 5.85 5 2 U 57.30 4 51.39 4 149.72 4 L 34.48 5 1.22 5 4.12 5 II 3 U 56.42 4 51.39 4 76.91 4 L 33.55 5 1.22 5 2.38 5 4 U 55.55 4 51.39 4 4.11 4 L 32.61 5 1.22 5 0.65 5 5 U 54.67 4 51.39 4 -1.09 5 L 31.68 5 1.22 5 -68.70 4 ' 6 U L 53.80 4 51.39 4 -2.82 5 30.75 5 1.22 5 - 141.51 4 7 U 52.92 4 51.39 4 -4.56 5 L 29.81 5 1.22 5 - 214.31 4 II II II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 II 3933 S.W. Kelly Avenue Page: 6 Portland, OR 97201 -4393 Date: 4/05/99 File: •"6.- 98145 TRIANGLE - END WALL ANAYLSIS 98145 Rho = 1.0 II < Envelope Section Forces > Section Memb 4 Axial lc Shear lc Moment lc K K K -ft II 6 1 U 22.66 4 23.04 4 64.87 4 L 15.63 5 1.38 5 4.21 5 2 U 22.04 4 23.04 4 41.82 4 I L 14.97 5 1.38 5 2.83 5 3 U 21.42 4 23.04 4 18.78 4 L 14.31 5 1.38 5 1.45 5 4 U 20.81 4 23.04 4 0.07 5 I L 13.66 5 1.38 5 -4.33 3 5 U 20.19 4 23.04 4 -1.31 5 L 13.00 5 1.38 5 -27.31 4 II 6 U L 19.57 4 23.04 4 -2.69 5 12.34 5 1.38 5 -50.35 4 7 U 18.96 4 23.04 4 -4.07 5 ' L 11.68 5 1.38 5 -73.39 4 7 1 U 89.64 4 19.16 4 83.32 4 L 31.87 5 1.09 5 5.07 5 II 2 U 89.06 4 19.16 4 1.09 5 56.19 4 L 31.25 5 3.53 5 3 U 88.48 4 19.16 4 29.05 4 I L 30.63 5 1.09 5 1.98 5 4 U 87.89 4 19.16 4 1.91 4 L 30.00 5 1.09 5 0.43 5 5 U 87.31 4 19.16 4 -1.11 5 I L 29.38 5 1.09 5 -25.22 4 6 U 86.73 4 19.16 4 -2.66 5 L 28.76 5 1.09 5 -52.36 4 I 7 U 86.14 4 19.16 4 -4.20 5 L 28.14 5 1.09 5 -79.50 4 I 8 1 U L 23.55 4 9.76 4 28.19 4 13.69 5 1.45 5 4.44 5 2 U 23.14 4 9.76 4 18.43 4 L 13.25 5 1.45 5 2.99 5 I 3 U 22.73 4 9.76 4 8.68 4 L 12.81 5 1.45 5 1.55 5 4 U 22.31 4 9.76 4 0.10 5 I L 12.37 5 1.45 5 -1.13 3 5 U 21.90 4 9.76 4 -1.34 5 L 11.93 5 1.45 5 -10.84 4 I 6 U L 21.49 4 9.76 4 -2.79 5 11.49 5 1.45 5 -20.60 4 7 U 21.08 4 9.76 4 -4.23 5 L 11.05 5 1.45 5 -30.35 4 II II II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 I 3933 S.W. Kelly Avenue Page: 7 Portland, OR 97201 -4393 Date: 4/05/99 File: `, _ I TIGARD TRIANGLE - END WALL ANAYLSIS 98145 Rho = 1.0 I < Envelope Section Forces > Section Memb .L Axial lc Shear lc Moment lc K K K -ft I 9 1 U 0.00 3 6.13 5 -31.90 3 1.67 5 L 0.00 3 -90.05 3 2 U 0.00 3 5.03 5 -3.91 5 I L 0.00 3 -32.68 3 -60.25 4 3 U 0.00 3 3.93 5 -8.39 5 L 0.00 3 -33.45 3 -30.51 4 4 U 0.00 3 2.83 5 9.14 3 I L 0.00 3 -34.23 3 -11.77 5 5 U 0.00 3 1.74 5 43.76 3 L 0.00 3 -35.00 3 -14.06 5 I 6 U L 0.00 3 0.64 5 79.15 3 0.00 3 -35.78 3 -15.24 5 7 U 0.00 3 -0.46 5 115.31 3 I L 0.00 3 -36.55 3 -15.33 5 10 1 U 0.00 3 3.30 5 -10.67 5 L 0.00 3 -36.89 4 - 129.38 4 ' 2 U 0.00 3 2.20 5 -13.41 5 L 0.00 3 -37.92 4 -91.98 4 3 U 0.00 3 1.10 5 -15.06 5 I L 0.00 3 -38.95 4 -53.54 4 4 U 0.00 3 0.00 5 -5.59 3 L 0.00 3 -39.98 4 -15.61 5 5 U 0.00 3 -1.10 5 32.59 3 I L 0.00 3 -41.01 4 -15.06 5 6 U 0.00 3 -2.20 5 71.56 3 L 0.00 3 -42.04 4 -13.41 5 I 7 U 0.00 3 -3.30 5 111.29 3 L 0.00 3 -43.07 4 -10.67 5 I 11 1 U L 0.00 3 0.46 5 -15.33 5 0.00 3 -33.32 3 - 126.06 4 2 U 0.00 3 -0.64 5 -15.24 5 L 0.00 3 -34.25 4 -92.32 4 I 3 U 0.00 3 -1.74 5 -14.06 5 L 0.00 3 -35.28 4 -57.55 4 4 U 0.00 3 -2.83 5 -11.77 5 I L 0.00 3 -36.31 4 -21.75 4 5 U 0.00 3 -3.93 5 15.91 3 L 0.00 3 -37.34 4 -8.39 5 I 6 U L 0.00 3 -5.03 5 52.93 4 0.00 3 -38.37 4 -3.91 5 7 U 0.00 3 -6.13 5 91.81 4 L 0.00 3 -39.40 4 1.67 5 II II II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 I 3933 S.W. Kelly Avenue Page: 8 Portland, OR 97201 -4393 Date: 4/05/99 File: I TIGARD TRIANGLE - END WALL ANAYLSIS L- - l? 98145 Rho = 1.0 I < Envelope Section Forces > Section Memb y Axial lc Shear lc Moment lc K K K -ft II 12 1 U -0.35 5 14.45 5 4.70 5 L -10.09 3 -43.22 3 - 146.06,3 2 U -0.35 5 11.27 5 -8.16 5 I L -5.86 3 -45.00 3 - 104.38 4 3 U -0.35 5 8.09 5 -17.84 5 L -1.62 3 -46.78 3 -63.15 4 II 4 U 2.66 4 4.91 5 -8.39 3 L -0.35 5 -48.56 3 -24.33 5 5 U 6.89 4 1.72 5 41.05 3 L -0.35 5 -50.33 3 -27.65 5 I 6 U 11.13 4 -1.46 5 92.28 3 L -0.35 5 -52.11 3 -27.78 5 7 U 15.36 4 -4.64 5 145.28 3 I L -0.35 5 -53.89 3 -24.74 5 13 1 U -0.51 5 9.54 5 -12.75 5 L -13.24 4 -61.29 3 - 214.66 4 I 2 U -0.51 5 6.36 5 -20.70 5 L -9.01 4 -63.07 3 - 153.92 4 3 U -0.51 5 3.18 5 -25.47 5 I L -4.77 4 -64.93 4 -90.38 4 4 U -0.51 5 0.00 5 -12.20 3 L -0.54 4 -67.72 4 -27.06 5 II 5 U L 3.70 3 -3.18 5 55.32 3 - 0.51 5 -70.52 4 -25.47 5 6 U 7.93 3 -6.36 5 124.62 3 L -0.51 5 -73.31 4 -20.70 5 I 7 U 12.17 3 -9.54 5 195.70 3 L -0.51 5 -76.10 4 -12.75 5 I 14 1 U L -0.35 5 4.64 5 -24.74 5 -16.12 4 -46.84 3 - 173.98 4 2 U -0.35 5 1.46 5 -27.78 5 I L -11.89 4 -48.63 4 - 126.74 4 3 U -0.35 5 -1.72 5 -27.65 5 L -7.65 4 -51.43 4 -76.71 4 4 U -0.35 5 -4.91 5 -15.53 3 I L -3.42 4 -54.22 4 -8.09 5 -24.33 5 5 U 0.97 3 37.54 3 L -0.35 5 -57.01 4 -17.84 5 I 6 U L 5.20 3 -11.27 5 92.38 3 - 0.35 5 -59.81 4 -8.16 5 7 U 9.44 3 -14.45 5 151.34 4 II L -0.35 5 -62.60 4 4.70 5 II II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 II 3933 S.W. Kelly Avenue Page: 9 Portland, OR 97201 -4393 Date: 4/05/99 File: C rb I TIGARD TRIANGLE - END WALL ANAYLSIS 98145 Rho = 1.0 I < Envelope Section Forces > Section Memb 4, Axial lc Shear lc Moment lc K K K -ft II 15 1 U 1.45 5 11.05 5 -2.48 5 L -7.83 3 -5.46 3 - 42.83,4 2 U 1.45 5 8.53 5 -12.27 5 I L 3 U -4.47 3 -7.01 3 -40.09 4 1.45 5 6.00 5 -19.53 5 L -1.10 3 -8.56 3 -35.15 4 I 4 U L 2.89 4 3.48 5 -19.31 3 1.45 5 -10.11 3 -27.99 4 5 U 6.25 4 0.95 5 -8.43 3 L 1.45 5 -11.65 3 -26.48 5 I 6 U 9.61 4 -1.58 5 -13.20 3 4.00 3 L 1.45 5 -26.17 5 7 U 12.98 4 -4.10 5 17.98 3 II L 1.45 5 -14.88 4 -23.33 5 16 1 U 2.83 5 7.58 5 -20.33 5 L -8.81 3 -15.17 3 -78.60 4 I 2 U 2.83 5 5.05 5 -26.64 5 L -5.45 3 -16.72 3 -63.95 4 3 U 2.83 5 2.53 5 -30.43 5 I L -2.09 3 -18.27 3 -47.10 4 4 U 2.83 5 0.00 5 -15.96 3 L 1.28 3 -20.17 4 -31.70 5 I 5 U L 5.84 4 -2.53 5 4.63 3 2.83 5 -22.37 4 -30.43 5 6 U 9.20 4 -5.05 5 26.76 3 L 2.83 5 -24.58 4 -26.64 5 II 7 U 12.57 4 -7.58 5 50.45 3 L 2.83 5 -26.79 4 -20.33 5 I 17 1 U L 1.45 5 4.10 5 -23.33 5 -11.00 3 -8.32 3 -48.20 4 2 U 1.45 5 1.58 5 -26.17 5 I L 3 U -7.64 3 -10.04 4 -39.26 4 1.45 5 -0.95 5 -19.34 3 L -4.28 3 -12.25 4 -28.11 4 4 U 1.45 5 -3.48 5 -7.15 3 II L -0.92 3 -14.46 4 -24.27 5 5 U 3.00 4 -6.00 5 6.59 3 L 1.45 5 -16.67 4 -19.53 5 I 6 U L 6.36 4 -8.53 5 21.87 3 1.45 5 -18.87 4 -12.27 5 7 U 9.73 4 -11.05 5 38.71 3 II L 1.45 5 -21.08 4 -2.48 5 II _ -- - - VLMK Consulting Engineers Job �C - 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client GRS V r k = k 1 11 _ _;= __ __._ _ii (503) 222 -4453 / FAX 248 -9263 Job No. % By \/■ Date 1 Sheet No. L A ` 1 ( / f g W 4 - u . £ Z ) —P"-..- r cart (3 e./e") PART o= U�� S C Z�, q vt 0 I oa=k._ e./e") b. c . 1 / - , , p / - , , p ti l4 : e , c o o s v 'v ) ,' c - +oar • ®Ig2i, c,. . 4- v P :21'`‘(I)646ge.)' boa.v` .. Uv (C � ) M`1 3 440.- (1.(3 ,5X247J(c,325) k f= < 1 0,2 < 3Ad .7k ._CI,2X 2) C3K 2463 1 _1 - 1 0 1 . 1 V , . & . 3 % Pt) . 3s Po (3)(7k( L) = � k __ - 1 0 __ A® �� (. lc.._ TO c� V5 44.. �-- C TvFL �. �� -ter. 1 O F NDN'LL c .o rnc7. Zc- cG1,vl tea . I HO 1 1 Recz vc2..00 " °$G Iu(, Ci. 60.69 Alv (14z- )I, - 60'4- -3 - ) _ 11.33 1 C. ......1: 1 11!:. - - -- - -- _ - - -= -_ - -- VLMK Consulting Engineers Job �L� _ = - - = LAS 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client LARS 1 p _ (503) 222 -4453 / FAX 248 -9263 Job No. 's` ` " By v / NA f . Date Sheet No. G-Zo • . 1 0 2'c� V,, . . Vu. c +1.2 . 1 I 2 4 cc.) 46v ' . Ze `�+ ' . SUN — C�)�A ) tr' �� pu k . t oK -ek . 1 . 1t.6 Dto - Q. — 'F Nu (;) . .. = 25.'7 • d ,$), =1 .. rriNc 4#. a ''W s e 4 P - ." C.G. 1 V$ G ZZ , X (1,2 )(s!' . .. . • 1 ! . _ . Om = .8r< X,CP5 . I _ . k 1 ©k. ._.-■ (Je . s 5 a". 1 . 1 P___-__Th- -- VLMK Consulting Engineers Job ('1-Q u _____ , _ 1 T 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 1 f Client /�`�^y�y, 4: - (503) 222 -4453 / FAX 248 -9263 Job No. 1%� By 1:1111 Date Sheet No. G •2 1 1 , 1 6) C4:4•31 * .. A G04 G .. • 1 - _ p c. Es ( 7 =__ 06 k _ _ _ _ _ _ _ _ _ _ _ _ _ • 1 eV :::( 2 ) ( 2 .5 1 'Pc �C7r1)( ) k �(kcZ.)z. ` - 1 . ) . -- -- - -- - -- - - - -- - - - _ po_No .7_ [..0 Mu' ' k '' _ _ __ . _ _ __ . _ z .......... OSE - (k)*S - * .4_044- -7-iike-E- al i - 1 1 - - _ _ __ _ _ ___ _'__ ________Nu. ._.t p -- derc62 .-- tio ' Ok ._ _ 1 1 _ _ _ - ._ 1 1 I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 12:36PM, 5 APR 99 Description : Tigard Triangle - Panels II Scope : Concrete tilt wall analysis 4- Rev 510001 Rectangular Concrete Column Page 1 i I Description 2' LEG - In Plane Loading Tigard Triangle - 9.25" x 28' panel I General Information Width 8.500 in fc 4,000.0 psi Unbraced Length 6.000 ft Depth 24.000 in Fy 60,000.0 psi Eff. Length Factor 1.000 I Rebar: Seismic Zone 3 Column is BRACED 2 - # 5 d = 22.000 in LL & ST Loads Act Together 2 - #5d= 15.333 in , 2- # 5 d = 8.667 in I Loads 2 - # 5 d = 2.000 in II Dead Load Live Load Short Term Eccentr I Axial Loads Summary Y k "- k 94.200 k in Column is OK 8.50 x 24.00in Column, Rebar: 245 @ 22.00in, 2 -#5 @ 15.33in, 245 @ 8.67in, 245 @ 2.00in I ACI 9 -1 ACI 9 -2 ACI 9 -3 Applied : Pu : Max Factored 0.00 k 94.20 k 94.20 k Allowable : Pn * Phi @ Design Ecc. "467:02 k 467.02 k 467.02 k 1 M- critical 0.00 k -ft 10.36 k -ft 10.36 k -ft Combined Eccentricity 1.320 in 1.320 in 1.320 in Magnification Factor 1.00 1.00 1.00 I Design Eccentricity 1.320 in 1.320 in 1.320 in Magnified Design Moment 0.00 k -ft 10.36 k -ft 10.36 k -ft Po * .80 667.17 k 667.17 k 667.17 k I P : Balanced 324.09,k 324.09 k 324.09 k Ecc : Balanced 8.875 in 8.875 in 8.875 in Slenderness 1 Actual k Lu / r 10.000 .Elastic Modulus. 3,605.0 ksi Beta 0.850 • ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 25.9215 in 25.9215 in 25.9215 in I Phi ... 0.7000 ........... .. ... . ..... 0.7000 0.7000 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.0000. 0.0000 0.0000 I Cm El / 1000 1.0000, 1.0000 1.0000 0.00 0.00 0.00 Pc : pi ^2 E I / (k Lu) ^2 . 0.00 0.00 0.00 alpha: MaxPu / (phi Pc) 0.0000. 0.0000 0.0000 I Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 1.3200 1.3200 1.3200 in Design Ecc = Ecc * Delta 1.3200 - 1.3200 1.3200 in I ACI Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL 0.000 ACI 9 -2 Group Factor UBC 1921.2.7 "1.4" Factor 1.000 ACI 9 -1 & 9 -2 LL 0.000 ACI 9-3 Dead Load Factor 0.000 UBC 1921.2.7 "0.9" Factor 0.000 I ACI 9 -1 & 9 -2 ST 0.000 ACI 9 -3 Short Term Factor 0.000 ....seismic = ST " : 0.000 1 I Td) - 1 =9: ' - • c:\ engineer \enercalc \98145col.ecw: alculation 11 -e • 1 2744, Ver 5.0.5T15-Mar-1998, Win32 1 G 3 1 1 1 583.777 1 525.399 467.022 I I - 408.644 1 350.266 1 291.888 1 ~ 233.511 1 175.133 1 116.755 1 • 58.377 1 ts: 8. ..... — ii �— T %.6 Axial : Pn'phi (k) Moment : Mn'pni (k -N) 1 1 1 - —_ VLMK Consulting Engineers Job 1/ (� —, 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client IIP �i r _ _- __ (503) 222 -4453 / FAX 248 -9263 Job No. qt By. liM Date Sheet No. G 24 1 ,- 1 454 2 /6? Our c7;-' illotivt..E e..a:)ff.4&, 1 - - -- _ I.c 6 D - 4 - C - f EV - ---- _ - - - ___ ___ I (0 K K '7- ( 1( 2 0 i , 7f 66 i 402. .''' 22,e0 - , . 4 =60X, OWS) = 0. f ? ( : 1 e = r Z :450 7(2¢fl X1e all) 1 -_ _ - -_- C� =o r,..?1Z`C ') s-E-4F ::_ 1 : : . - - _' 1 i cjsexv, - _ L c Orr - _ c) = g.2� - . /lG c 4 i 14.4 fir? - = .5 Pa) 1 3. : : • . u e Cold C Mosr GoaA .F-RoJI S aF . E AC)" 1 • 1 P.) c46 m‘(1( erTS 7(2'+'�+ , ( kLF +. 25 L 2 I 4 . � 1 • L .2.� F` ,2.iv" 1 __ - c, 724-7 - -woo a b .. _Geeog.s &---,..- 1 • I TILT WALL PANEL W/ OPENING - - -VLMK Engineering Software - -- Client LRS JOB TITLE: Tigard Triangle - 2' Leg - End wall Job No. 98145 By Jim r I Date Sheet No. v 2.1 - Based on 1997 UBC. Software Copyright 1998 VLMK Consulting Engineers. All Rights Reserved. / ' -n INPUT I Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. Mark I h / ` Top of Parapet 2,- LP 1 A Top of Sheathing I GEOMETRY LP = 0.00 feet T L = 14.00 feet WO ED L I WO = 6.00 feet HTO HTO = 9.50 feet / y HBO = 3.50 feet HBO I ED = 2.00 feet h = 9.25 inches Z 1 I SUPERIMPOSED LOADS WIND e = 6.50 inches eccentricity (from CL of wall) Speed = 80 basic wind speed (UBC Figure 16 -1) PD = 2.06 k/foot service dead load Exp.= B wind exposure (UBC 1616) PL = 0.25 PS = 0.13 k/foot service live load Iw = 1.00 importance factor (UBC Table 16 -K) I k/foot service snow load fl = 1.0 load factor (UBC 1612.2.1) SEISMIC f2 = 0.7 load factor (UBC 1612.2.1) Ca = 0.36 seismic coefficient (UBC Table 16 -Q) I Ip = 1.00 importance factor (UBC Table 16 -K) BASE FIXITY AND REINFORCING k = 1.00 (fixed at base)0.75-- >1.0(pinned) LOAD COMBINATIONS I d = 6.81 inches depth to reinforcing 1.4D + 1.7L (9 -1) fc = 4.00 ksi concrete stress 0.75 (1.4D + 1.7L + 1.7W) (9-2) fy = 60.00 ksi steel stress 0.9D + 1.3W (9 -3) I 2 faces? YES yes /no is there steel on two faces? 1.1 (1.2D + 1.0E + (f1L + f2S)) (12 -5) As = 0.613 sq. in. area of steel per running foot of wall 1.1 (0.9D +/- 1.0E) (12 -6) I OUTPUT Total As = 1.225 sq. in.--- >TOTAL AREA OF REINF. REQUIRED EA. SIDE. USE > k used = 1.000 * (4) #5 BARS EACH FACE (As =1.24 sq.in.) I kL/h = 18.162 OK, kL/h <= 50 ❑ (3) #6 BARS EACH FACE (As =1.32 sq.in.) Rho = 0.007 OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) ❑ (3) #7 BARS EACH FACE (As =1.8 sq.in.) DeflS = 0.044 inches -> OK, Service deft. < L /150 (UBC 1914.8.4) ❑ OTHER: I FaMAX = 0.160 ksi >(= 0.04 F'c per UBC 1914.8.2.1) faSVC = 0.069 ksi >OK, Vert. serv. load stress <= 0.04 F'c Ms = 42.302 in -kips I phiMn = 238.439 in -kips +MuMAX = 74.175 in -kips - >OK, Maximum Positive Mu <= phiMn (UBC 1914.8.3) MuBASE = 0.000 in -kips - >OK, Mu @ Slab Level <= phiMn (UBC 1914.8.3) I MuHTO = 78.491 in -kips - >OK, Mu @ Top of Opening <= phiMn (UBC 1914.8.3) MuHBO = 48.526 in -kips - >OK, Mu @ Btm of Opening <= phiMn (UBC 1914.8.3) Mcr = 81.172 in -kips - >OK, Mcr < phiMn (UBC 1914.8.2.3) --- - — -- == _ - VLMK Consulting Engineers Job L A` 9 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client lir ___ - (503) 222 -4453 / FAX 248 -9263 Job No. -` " Sy MA K Date Sheet No. 1 1 l a r •, 1 __ �__. ..oy.._.. _ 64.. e51, U )*: .-.7 rACE 1 -a-*2-ves--c —6t--0.c----u-Nync..--- - I . 1 #_3 7, --- - -- - -r - ' - - cw `''_a,G , _ ENO_ - = 1 1 _ � . 1 _ ___ - _ _ — �, r2� t 1 1 - I - 41,6. - . . 1 _ 1 . 1 - _ - - -_ = -2 VLMK Consulting Engineers Job pp �e�fp 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client {/�� ' =------- ' ---- -= = - q �l 2 (503) 222 -4453 / FAX 248 -9263 Job No. W B " ? �� 11 Date Sheet No. /4 1 .5...VI.T w , , GN? (CR. G 4.E7 -- FR.otik t6-L r G.-4) I . -- -- - - - - `� - - - Lila / /K1 - (7���C4 i i 1 ... . I V r SO 4- A -- - - -,- 1.121:6,6, -3 - - C(X4cj c.)=. - . Po ok _ - - -- -� =,F22.S : T __ -- - _C(5. _o<< . Vo L (0.4) _ . 1 Z____________--- 0 Nr7r qv LE .LcatimAce 62Au-eirr 1'14.10.. CP ... cr 4- e CO d . i -v5 - 6 — ) ,44 () 7- ,5S +- 32),c., = - 24-.4fr c*. I — - _- - - VLMK Consulting Engineers Job �L�PO _ =- -- = 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client / y�y / fl IF_ _ G (503) 222 -4453 / FAX 248 -9263 Job No. 1%( By ` Dete Sheet No. ..4, 1 . - 1 - - -- ` r fib z , g< ,s 2 - - mo Cc )� • . 5:=. °C .s- • _ . . . • Zp�•co . _ . . • -r PG . % ek ;CeL.) (0 z CP( CM-If - - i _ . . . . . . - - ... K . ....,- . IC›< - . . ._ IF , � : _ : L . Cam) . ems. ..54 • _ . 0 . 0, /C) . . . . _ • I . :_ 1 : • . . _ . 1 . 1 - _ __ . 1 - - - • I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 12:42PM, 5 APR 99 Description : Tigard Triangle - Panels I Scope : Concrete tilt wall analysis G-2 q Rev. 510001 Rectangular Concrete Column Page 1 1 I Description 3' LEG - In Plane Loading Tigard Triangle - 9.25" x 28' panel I General Information Width 8.500 in fc 4,000.0 psi Unbraced Length 6.000 ft 1 Depth 36.000 in Fy 60,000.0 psi Eff. Length Factor 1.000 Rebar: Seismic_Zone. ,. • _ . , .. 3 .. Column is BRACED I 2 - # 5 d = 34.000 in 2- # 5 d = 26.000 in LL & ST Loads Act Together 2- # 5 d = 18.000 in 2 - # 5 d = 10.000 in I 2 - # 5 d = 2.000 in Loads Dead Load Live Load Short Term Eccentricity Axial Loads k ,.,.... =.. ....�...- .`....,.. ° 63.400 k in Summary Column is OK I 8.50 x 36.00in Column, Reber: 245 @ 34.00in, 245 @ 26.00in, 245 @ 18.00in, 245 @ 10.00in ACI 9 -1 ACI 9 -2 ACI 9 -3 Applied : Pu : Max Factored - • 63.40 k 63.40 k I Allowable : Pn * Phi @ Design Ecc. 680.88 k 680.88 k 680.88 k M- critical 0.00 k -ft 8.88 k -ft 8.88 k -ft Combined Eccentricity 1.680 in " 1.680 in 1.680 in I Magnification Factor 1.00 1.00 1.680 1.00 Design Eccentricity 1.680 in .680 in 1.680 in Magnified Design Moment 0.00 k -ft 8.88 k -ft 8.88 k -ft I Po * .80 972.69 k 972.69 k 972.69 k P : Balanced 5b�505 k;: ".' -" 505.05 k 505.05 k Ecc : Balanced 12.183 in .. -- - 12.183 in 12.183 in I Slenderness .. ...• . .. Il Actual k Lu / r 6.667 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 I Neutral Axis Distance 39;4465_in ... ,..... . , 39.4465 in 39.4465 in Phi 0.70 0.7000 0.7000 Max Limit kl /r 34.0000` 34.0000 34.0000 Beta = M:sustained /M:max 0.0000: :; 0.0000 0.0000 I Cm 1.0000.,' 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : piA2 E I / (k Lu) ^2 0.00. 0.00 0.00 1 alpha: MaxPu / (phi Pc) Delta 0.0000 0.0000 0.0000 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 1.6800 1.6800 1.6800 in Design Ecc = Ecc * Delta 1.6800 • 1.6800 1.6800 in I ACI Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL 0.000 ACI 9- 2.Group_Factor 0.000 UBC 1921.2.7 "1.4" Factor 1.000 ACI 9 -1 & 9 -2 LL 0.000 ACI 9 -3 Dead Load Factor 0.000 UBC 1921.2.7 "0.9" Factor 0.000 I ACI 9 -1 & 9 -2 ST 0.000 ACI 9 -3 Short Term Factor 0.000 ....seismic = ST * : 0.000 1 (c) 1983 -98 ENERCALC c:\ engineer\ enercalc \98145col.ecw:Calculation KW-060274 Ver 50.5, TS-Mar-1 Win32 1 1 1 851.102- ' 765.991 K 1 680.881 • 595.771 1 1 510.661 I 425.551 1 340.440 ... .. • ..... • . . . 1 255.330 1 170.220 1 85.110 1 Opt 35.7 e .b 101.3 143.0 178.8 214.6 250.4 280.1 321.9 30.7 Axial : Pn'ptti (k) Moment : Mn'pni (k -ft) 1 1 1 - _ _ - _, VLMK Consulting Engineers Job ALA 3933 SW KELLY AVE. / PORTLAND, OR 97201 -439 Client __ = (503) 222 -4453 /FAX 248 -9263 Job No. 4�`5 By it AAR .. _ Date Sheet Na v( 1 -s` (our O e c...,c, fm WO . 1 1 -3s.: : Co._: '(360.5p C.iiseres )(cz(412') . 4::( -+ ,2s 1 _.f-, Il -- -- - P 1 r, ---- - - _ _ _ _ ______ _ 1 I i 1 _ 1 -- - 1 - 1 TILT WALL PANEL W/ OPENING -- -VLMK Engineering Software - -- Client LRS JOB TITLE: Tigard Triangle - 3' Leg - End Wall Job No. 98145 By Jim R I Date Sheet No. v 2.1 - Based on 1997 UBC. Software Copyright 1998 VLMK Consulting Engineers. All Rights Reserved. INPUT I Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. Mark ^ I h V Top of Parapet Ar LP 1 Top of Sheathing GEOMETRY I LP = 0.00 feet T L = 14.00 feet WO ED ' L WO = 12.00 feet HTO 1 HTO = 9.50 feet HBO = 3.50 feet HBO ED = 3.00 feet 1 Top of Slab h = 9.25 inches Z SUPERIMPOSED LOADS WIND I e = 6.50 inches eccentricity (from CL of wall) Speed = 80 basic wind speed (UBC Figure 16 -1) PD = 1.40 k/foot service dead load Exp.= B wind exposure (UBC 1616) PL = 0.25 k/foot service live load lw = 1.00 importance factor (UBC Table 16 -K) I PS = 0.13 fl = 1.0 k/foot service snow load load factor (UBC 1612.2.1) SEISMIC f2 = 0.7 load factor (UBC 1612.2.1) Ca = 0.36 seismic coefficient (UBC Table 16 -Q) I Ip = 1.00 importance factor (UBC Table 16 -K) BASE FIXITY AND REINFORCING k = 1.00 (fixed at base)0.75-- >1.0(pinned) LOAD COMBINATIONS I d = 6.81 inches depth to reinforcing 1.4D + 1.7L (9 -1) fc = 4.00 ksi concrete stress 0.75 (1.4D + 1.7L + 1.7W) (9 -2) fy = 60.00 ksi steel stress 0.9D + 1.3W (9 -3) 2 faces? YES yes /no is there steel on two faces? 1.1 (1.2D + 1.0E + (fl L + f2S)) (12 -5) I As = 0.512 sq. in. area of steel per running foot of wall 1.1 (0.9D +1- 1.0E) (12 -6) OUTPUT 1 Total As = 1.535 sq. in.--- >TOTAL AREA OF REINF. REQUIRED EA. SIDE. USE > k used = 1.000 (5) #5 BARS EACH FACE (As =1.55 sq.in.) I kL/h = 18.162 OK, kL/h <= 50 ❑ (4) #6 BARS EACH FACE (As =1.76 sq.in.) Rho = 0.006 OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) ❑ (3) #7 BARS EACH FACE (As =1.8 sq.in.) DeflS = 0.046 inches -> OK, Service defl. < L /150 (UBC 1914.8.4) ❑ OTHER: I FaMAX = 0.160 ksi >(= 0.04 F'c per UBC 1914.8.2.1) faSVC = 0.065 ksi >OK, Vert. serv. load stress <= 0.04 F'c Ms = 44.252 in -kips • phiMn = 207.251 in -kips +MuMAX = 75.246 in -kips - >OK, Maximum Positive Mu <= phiMn (UBC 1914.8.3) MuBASE = 0.000 in -kips - >OK, Mu @ Slab Level <= phiMn (UBC 1914.8.3) I MuHTO = 77.446 in -kips - >OK, Mu @ Top of Opening <= phiMn (UBC 1914.8.3) MuHBO = 50.350 in -kips - >OK, Mu @ Btm of Opening <= phiMn (UBC 1914.8.3) Mcr = 81.172 in -kips - >OK, Mcr < phiMn (UBC 1914.8.2.3) , — - -- =_ - - -= VLMK C onsu lti ng Engineers Job �L�� _ 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client Ll� IF__- -.,_ • g. — - A (503) 222 -4453 / FAX 248 -9263 Job No. By (,V 1 Date Sheet No. 1 _ Il‘ . ✓ 2 �I le" 0 Cas-,) 1 ! --------- - - - --- - 1 .. - ND -L•CAdR. 1 1 --- _ • - _ • -- -- - -- - mr _ _■••• .a -- .- .. - ---- ...®_...... .......-.... . - - . / - 1 1(Z5 _ 0N 1 _ _ -- 1 - 1 it _____, VLMK Consulting Engineers Job 7(61 k ,„:„ __,___. w - 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client :— = (503) 222 -4453 / FAX 248 -9263 Job No. ` By J l NLg I K / Date Sheet No. 1 1 1 a9rrofrt _‘-&-ze-, _ ... _ _____ _ _______ _ _ 1 (4?:.ar:k..' 51 TAU- 1 _ 1 :. 1'g cf 2) .. 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T L. 1 1 1 _ . _ __ _ 1 1 _ 1 :: 1� _ VLMK Consult ing Engineers Job �C�PK�D Client � !Tett 3933 SW KELLY AVE. / OR 97201 -4393 5 ` (503) 222 -4453 / FAX 248 -9263 Job No. �( By J ( AR Date Sheet No. L_ 3? I • • .._ 1 ---ivIs = 1 .01.0 beico 7: .?&s IC.F { KGNC'1 F .= (wrf'b . • 1 - 6vIxoafp L4)704- 1 ._. . . 1 -'.., * 4 WoRkran A • e- .....rte.....+ .' ."-" ... I U: _ ) #_ 1 - oN_7 4) e?CIE b�7�,1�,-�. u ..7-%- , x :2' f A„ : T �s" 1 Li P= - _- _ _ -_- 1 5-zoki.3 m( _ '64_00_ 1 1/06 = (03,6/ ' =; is kc-_- u I 'Fc,oaD = EOtab / . . 8• o .< 1 -� U 760 / ZeAr() . ,4art/F. 1 1 1 1 VLMK Consulting Engineers Job 1 '.- 7 - =__ - V 3933 SW KELLY AVE. / PORTLAND, OR 97201 4393 Client y � Tk . C/ y �� (503) 222 -4453 / 248 -9263 Job No. Iv/�� By iL M Date Sheet No. L-30 1 1 44 C717 .s o c T 1 7 1 � `U - ?Z /40' ^ - = 1 2t<GNce, I . - - --- .=" 84-- _ _. .. _ (oy) / I 8z. f Nroen (Ms)(4 )CW Ze5 CO II T L v6 ,, , i I : _ _ ______ V - ; 22.5. ? . 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Z t ("DX 2,X ,+) /C (106) -1-(0/4)] I 'moo e ' (9f g 1 U eY. = C: ,05 - ($4 -) 4 . or=c,e l ) ` /2.a 1 1 iv__ - VLMK Consulting Engineers Job (�,6ft ` = 3933 S W KELLY AVE. / PORTLAND, OR 97201 -4393 Client V I f---=M W B y __ ���` (503) 222 -4453 / FAX 248 -9263 Job No. Date Sheet No. 1 .— 1 ( r± -rWAU.s e M 1 - VR = 0:S. k (2/ = ca9.7 V� = 22 ( ) IZ . 3 I< _ 1 . is(ci,_ (Hi c q a .. CP-- SA-0.1■0- Csle2:41X.--2n2.,c.c' ( OVE" Fae,1:ffe-7,44..): . e, • - _ r (..i C p -2) = vi (.`F' (723.58 1 ®o RC� r- � .sc 1 _ i i OP' 44 ( . X / ZO, ? ) r- 2(,(C (, 7i i _ _ _ _ _ - - -- - - -- - ----------- i __ . . II . • 1 Job 1 { eA- D L I _ VLMK Consulting Engineers 3 933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client l�S K 6 6 1 J 11 ` _ _i ( 503 ) 222 - 44 53 / 248 -9263 J o b N o. �j By /� —�.�( Date I l/w Sheet No. v Y 1 1 1 I D(, ,02( *) :.11tc a-- SL :,025(45) 1.(25(.F K .p 1 `� h Cts ,a7(45 = 3,15KCF ` II !L '.05(4 = /.2.5-1(1.F `' % // y /// I V I %J.. ' 0‘ ` G ` f4=( L If; i 6 1 ` 1 (. EX- -* 0 f.( f2- C 34 / / 1 TO? C olWr 4' I ib p u .. I 3 : '1 V, )7b A d+ CO-044u -cam C ue ' A ( cio,tteTia.ce �-: BZin 4 . - ‘51 iiA `f " 1 CaoMN -IN CS i° y v CpCo,eilb 0 '.:- lam,ern 1 - L • - r eDvczav Nevr 95' caus6eVA-771/6- 11 - - n 2-- --- _ - 1 VLMK Consulting Engineers Job 71G�1D Z Li �. C 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client `` (503) 222 -4453 / FAX 248 -9263 Job No. - x ( � I � 4 . J W By J � R ' Date 11 P e e Sheet No. V 1 • ,... • • 1 (Z' a me ... ca-ow La ) \ o2- gfo I 1.)= Ofe.3' tcv 43 ; V a 1 ; o c� �� . p = 0 (X( G9 IL e �� ®� `:/rs I USG ® dr. -1 3`1.ZK 1 (4L f iqt\ e C vMiIU (,eG--) 1 Pu ' ..3 (< ±- Cv I� frvar Cates M�iuL # . 'If , k INbl GtS N* V 0 " `ye),2- - -K 1 �10 _ t�.3 MO99 I- • Pa. _3(. &v( RR- = 441' K - .......,,....„..„, 1 OP ( C P/M C4Sr (D etc: ) 1 '\- /JOT ic<GC ti 1 . • i, • . ..) . . 'o 3 (TOP B` Nu ,3 t Mc) c" t«.' V J — 1 .' 1 ( (QQcF - 136440 � {� I- I'(D 7 1 IV c `F C4.6.-RAc rr 'roll. Wikzot4 Ai ---. 1 4-r- �R ill 8,S', NA . G' FotZ 1/J = ; �''l • I K akt Pura fLtcDe,c NCI - COQ sawn ; 1 TIGARD TRIANGLE - MID WALL ANAYLSIS 30' 98145 45' trib 5/99 3 lmor • :T. 6 !f ��-- _..9. sum w:i 12 1 i it s „Ft 5 IF ,��_ $ �I� ' III _ 2 7 1 1 1 9 4 10 7 11 1 �- 1 2 z x 1 TIGARD TRIANGLE - MID WALL ANAYLSIS 30' I 98145 45'trib 5/99 ‘ Y Gray: -1.24 7.91 _ 9.082 4.861 -feff -1.63 -1.622 -4.676 3. 044 1 .78 I 1.108 [2 Ilr 1 a i I a II 407 L...824 j• • .824 .145 1 I 8.1 5. - 275 -5.271 -8.751 ' im 6.927 r 38. • 79 _ 47. ` : 1 1 z x I Member Axial Forces. K 1 1 1 1 1 1 1 1 1 I I, - MID WALL ANAYLSIS 30 TIGARD TRIANGLE 1 98145 45'trib 5/99 1 Y Gray 17.515 -1.24 8.855 - 9 . .' -1 ! 037 - 8.361 i I I I 632 ! 608 I. 843 4.87 i -2.553 ! -3.298 !< 298 2.553 32.046 24.372 1 i 1. I I ' IR.i, 104 5.688 IIII 1 I I I u 1 1 .289 .r. I 5 104 . _966 I -29.V.? i -3.973 < 973 H 047 • r0:7.. -. 2.365 11.699 -18 -21.456 11-2 X 1 Member Shear Forces. K 1 1 1 1 1 1 1 1 1 1 I rIGARU TRIANGLE - MID WALL ANAYLSIS 30' I 98145 45' trib 5/99 A1 Y Gray: -1.24 _.1233 11.471 11.253 L . ,, `� -40.1. • - 45.122 - 44.504 7.268 1; -30 057 i -42.40 ; -14.832 r 1 1 , -891 g .658 .4.69 " -8.049 I ! 76 4 404 ./ ! A � F &,riu� ` ���. 00�. - 60.381 g •0' I r - 17.797 ,r -93.13 mr 1Uf)S71 , - 28.131 f v r Al 4 11 M. / 1 E, 0.658 :aa iii. 20. . 1 39. , 37 37. 5 1 .039 ■ / 0� I -38.35 x.515 1100."- .323 Z X Member Bending Moments, K-ft 1 1 1 1 1 1 1 1 1 1 II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 �1 I 3933 S.W. Kelly Avenue Page: 2 4- Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' 98145 45' trib 5/99 II Units US Standard Steel Code AISC 9th Edition ASD I Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 7 I Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > I Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F I 1 0.000 0.000 0.00 2 0.000 14.000 0.00 3 0.000 28.000 0.00 I 4 5 9.000 0.000 0.00 9.000 14.000 0.00 6 9.000 28.000 0.00 7 19.000 0.000 0.00 I 8 19.000 14.000 0.00 9 19.000 28.000 0.00 10 28.000 0.000 0.00 I 11 12 28.000 14.000 0.00 28.000 28.000 0.00 II Joint + Translation < Boundary Conditions > + No X Y Rotation K /in K /in K- ft /rad I 1 Reaction S 500 4 Reaction CS 500 7 Reaction S 500 II 10 Reaction S 500 < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield I Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 105 °F--- -K /ft3 Ksi CONC 3372.00 0.3000 0.65000 0.150 3.50 I < Sections > Section Database Material As As I I T II Label Shape Label Area 0,2 1,3 ,2 C in in_ .3 in TOP CONC 783.00 1.2 1.2 1.00 761076.00 MID CONC 696.00 1.2 1.2 1.00 534528.00 II BOTT CONC 435.00 1.2 1.2 1.00 130500.00 COLO CONC 174.00 1.2 1.2 1.00 8352.00 II II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 I 3933 S.W. Kelly Avenue Page: 3 Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' G 98145 45' trib 5/99 < Sections > II Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in in in 1 COLI CONC 348.00 1.2 1.2 1.00 66816.00 < Members > I Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4 Length in in ft - - -- 1 1 2 COLO 30.00 36.00 14.00 I 2 2 3 COLO 60.00 36.00 14.00 3 4 5 COLI 30.00 36.00 14.00 4 5 6 COLI 60.00 36.00 14.00 I 5 7 8 COLI 30.00 36.00 14.00 6 8 9 COLI 60.00 36.00 14.00 7 10 11 COLO 30.00 36.00 14.00 I 8 11 12 9 1 4 COLO 60.00 36.00 14.00 BOTT 12.00 24.00 9.00 10 4 7 BOTT 24.00 24.00 10.00 11 7 10 BOTT 24.00 12.00 9.00 I 12 2 5 MID 12.00 24.00 24.00 9.00 13 5 8 MID 24.00 10.00 14 8 11 MID 24.00 12.00 9.00 I 15 16 3 6 TOP 12.00 24.00 9.00 6 9 TOP 24.00 24.00 10.00 17 9 12 TOP 24.00 12.00 9.00 II < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 1 MODIFIED LATERAL STRENGTH 6 2 MODIFIED GRAVITY DEAD 6 I 3 4 MODIFIED GRAVITY LIVE 3 MODIFIED GRAVITY SNOW 3 < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier I 15 16 3 6 RSTR 1.0000 6 9 RSTR 1.0000 17 9 12 RSTR 1.0000 I 12 13 2 5 SSTR 1.0000 5 8 SSTR 1.0000 14 8 11 SSTR 1.0000 1 1 II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 1 --‘e1-61 L 3933 S.W. Kelly Avenue Page: 4 Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' 98145 45' trib 5/99 < Member Distributed Loads, BLC 2 > II Joints Load Pattern Pattern Member I J Label Multiplier II 15 3 6 RDL 1.6667 16 6 9 RDL 1.6667 17 9 12 RDL 1.6667 I 12 13 2 5 SDL 1.6667 5 8 SDL 1.6667 14 8 11 SDL 1.6667 I < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier II 12 2 5 SLL 1.6667 13 5 8 SLL 1.6667 I 14 8 11 SLL 1.6667 < Member Distributed Loads, BLC 4 > Joints Load Pattern Pattern II Member I J Label Multiplier 15 3 6 RSL 1.6667 I 16 17 6 9 RSL 1.6667 9 12 RSL 1.6667 < Load Patterns > I Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- I RSTR X 1.305 1.305 0.000 0.000 RASD X 0.000 0.000 0.000 0.000 SSTR X 1.639 1.639 0.000 0.000 I SASD X 0.000 0.000 0.000 0.000 RDL Y -0.450 -0.450 0.000 0.000 SDL Y -1.575 -1.575 0.000 0.000 RSL Y -0.562 -0.562 0.000 0.000 II SLL Y -1.125 -1.125 0.000 0.000 < Load Combinations > RWPE I No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv I 1 SELF APPROXY Y -1.24 y 2 DL ONLY Y -1.24 2 1 y 3 .9DL +E)1.1 Y -1.23 1 1.1 2 .99 yy 4 1.2D +E +L +.7SL)1.1 Y -1.64 1 1.10 2 1.32 3 1.1 4 .77 yy II 5 1.4d1 +1.71 +1.7s1 Y -1.74 2 1.4 3 1.7 4 1.7 yy 6 1.2d +1.61 +.5s Y -1.49 2 1.2 3 1.6 4 .5 y 1 I RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 I 3933 S.W. Kelly Avenue Page: 5 Portland, OR 97201 -4393 Date: 5/20/99 -60 File: 98145MFR I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' 98145 45' trib 5/99 I < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv II 7 8 OVERTURNING ASD 9 .9DL +E Y -1.12 2 .9 1 .7143 y I 10 OUT OF PLANE LOAD 11 1.2d +1 +.761)1.1 Y -1.64 2 1.32 3 1.1 4 .77 y 12 13 LATERAL ONLY 1 1 Y II 14 GRAVITY ONLY Y -1.24 2 1 3 1 4 1 y < Envelope Reactions > I Joint + Forces + X lc Y lc Moment lc K K K -ft II 1U 2.05 5 63.72 5 0.00 3 L -4.29 3 -7.07 3 0.00 3 4U 3.97 5 66.76 5 0.00 3 L -22.03 3 18.09 3 0.00 3 II 7U -3.97 5 68.57 4 0.00 3 L -27.17 4 45.19 3 0.00 3 10U -2.05 5 89.79 4 0.00 3 I L -6.93 4 63.72 5 0.00 3 Tot:9U 0.00 5 260.97 5 L -58.29 3 123.68 3 I < Envelope Section Forces > Section Memb 4 Axial lc Shear lc Moment lc I K K K -ft 1 1 U 54.13 5 4.29 3 18.66 3 L 1.28 3 -2.05 5 -9.47 5 I 2 U L 53.69 5 4.29 3 12.58 3 0.97 3 -2.05 5 -6.57 5 3 U 53.24 5 4.29 3 6.51 3 I L 4 U 0.65 3 -2.05 5 -3.67 5 52.79 5 4.29 3 0.43 3 L 0.34 3 -2.05 5 -0.77 5 5 U 52.35 5 4.29 3 2.13 5 I L 6 U 0.02 3 -2.05 5 -5.65 3 51.90 5 4.29 3 5.03 5 L -0.29 3 -2.05 5 -11.72 3 I 7 U L 51.45 5 4.29 3 7.93 5 -0.61 3 -2.05 5 -17.80 3 2 1 U 19.41 5 1.63 3 4.46 3 II L 4.38 3 -2.55 5 -8.05 5 1 II RISA -2D (R) Version 4.01 VLMK Engineers Job : 98145 I 3933 S.W. Kelly Avenue Page: 6 Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR 1 TIGARD TRIANGLE - MID WALL ANAYLSIS 30' _ 98145 45' trib 5/99 1 < Envelope Section Forces > Section Memb y Axial lc Shear lc Moment lc K K K -ft I 2 U 19.09 5 1.63 3 2.83 3 - L 4.16 3 -2.55 5 5.50.5 3 U 18.78 5 1.63 3 1.20 3 1 L 3.94 3 -2.55 5 -2.94 5 4 U 18.46 5 1.63 3 -0.39 5 L 3.71 3 -2.55 5 -0.60 4 5 U 18.15 5 1.63 3 2.16 5 I L 3.49 3 -2.55 5 -2.07 3 6 U 17.83 5 1.63 3 4.72 5 L 3.27 3 -2.55 5 -3.70 3 1 7 U 17.51 5 3.04 3 1.63 3 7.27 5 L -2.55 5 -5.33 3 I 3 1 U 69.26 5 22.05 3 94.26 3 L 20.72 3 -3.97 5 -20.08 5 2 U 68.36 5 22.05 3 63.02 3 L 20.09 3 -3.97 5 -14.45 5 I 3 U 67.47 5 22.05 3 31.79 3 L 19.45 3 -3.97 5 -8.82 5 4 U 66.58 5 22.05 3 0.56 3 1 L 18.82 3 -3.97 5 -3.19 5 5 U 65.68 5 22.05 3 2.44 5 L 18.19 3 -3.97 5 -30.67 3 6 U 64.79 5 22.05 3 8.06 5 I L 17.56 3 -3.97 5 -61.90 3 7 U 63.90 5 22.05 3 13.69 5 L 16.93 3 -3.97 5 -93.13 3 1 4 1 U 22.82 5 8.61 3 21.59 3 L 7.45 3 -3.30 5 -10.15 5 I 2 U L 22.19 5 8.61 3 12.98 3 7.01 3 -3.30 5 -6.85 5 3 U 21.56 5 8.61 3 4.38 3 1 L 6.56 3 -3.30 5 -3.55 5 4 U 20.93 5 8.61 3 -0.25 5 L 6.12 3 -3.30 5 -4.34 4 5 U 20.30 5 8.61 3 3.04 5 I L 5.67 3 -3.30 5 -12.84 3 6 U 19.67 5 8.61 3 6.34 5 L 5.23 3 -3.30 5 -21.45 3 1 7 U L 19.04 5 8.61 3 9.64 5 4.78 3 -3.30 5 -30.06 3 5 1 U 69.26 5 27.20 4 120.33 4 1 L 42.47 3 3.97 5 20.08 5 1 II RISA -2D (R) Version 4.01 I VLMK Engineers Job 98145 3933 S.W. Kelly Avenue Page: 7 Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' -.5 0 98145 45' trib 5/99 U < Envelope Section Forces > Section Memb y Axial lc Shear lc Moment lc K K K -ft II 2 U 68.36 5 27.20 4 81.79 4 L 41.84 3 3.97 5 14.45 5 3 U 67.47 5 27.20 4 43.25 4 I L 41.20 3 3.97 5 27.20 4 8.82 5 4 U 66.58 5 4.71 4 L 40.57 3 3.97 5 3.19 5 I 5 U 65.68 5 27.20 4 -2.44 5 L 39.94 3 3.97 5 -33.83 4 6 U 64.79 5 27.20 4 -8.06 5 L 39.31 3 3.97 5 -72.37 4 I 7 U 63.90 5 27.20 4 -13.69 5 L 38.68 3 3.97 5 - 110.91 4 I 6 1 U 22.82 5 12.84 4 3.30 5 34.66 4 L 13.78 3 10.15 5 2 U 22.19 5 12.84 4 21.81 4 L 13.34 3 3.30 5 6.85 5 I 3 U 21.56 5 12.84 4 8.97 4 L 12.89 3 3.30 5 3.55 5 4 U 20.93 5 12.84 4 0.25 5 I L 12.45 3 3.30 5 -3.98 3 5 U 20.30 5 12.84 4 -3.04 5 L 12.00 3 3.30 5 -16.72 4 I 6 U 19.67 5 12.84 4 -6.34 5 L 11.55 3 3.30 5 -29.56 4 7 U 19.04 5 12.84 4 -9.64 5 L 11.11 3 3.30 5 -42.40 4 U 7 1 U 68.34 4 6.97 4 31.08 4 L 49.18 3 2.05 5 9.47 5 I 2 U 67.92 4 6.97 4 2.05 5 21.21 4 L 48.86 3 6.57 5 3 U 67.50 4 ' 6.97 4 11.34 4 I L 48.55 3 2.05 5 3.67 5 4 U 67.07 4 6.97 4 1.47 4 L 48.23 3 2.05 5 0.77 5 5 U 66.65 4 6.97 4 -2.13 5 I L 47.92 3 2.05 5 -8.39 4 6 U 66.23 4 6.97 4 -5.03 5 L 47.60 3 2.05 5 -18.26 4 I 7 U L 65.81 4 6.97 4 -7.93 5 47.28 3 2.05 5 -28.13 4 I 8 1 U L 20.14 4 4.87 4 14.69 4 13.83 3 2.55 5 8.05 5 1 II RISA -2D (R) Version 4.01 VLMK Engineers Job 98145 I 3933 S.W. Kelly Avenue Page: 8 Portland, OR 97201 - 4393 Date: 5/20/99 File: 98145MFR ^ ._.3 I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' � 98145 45' trib 5/99 I < Envelope Section Forces > Section Memb y Axial lc Shear lc Moment lc K K K -ft II 2 U 19.85 4 4.87 4 9.82 4 L 13.61 3 2.55 5 5.50 , 5 3 U 19.55 4 4.87 4 4.95 4 I L 13.38 3 2.55 5 2.94 5 4 U 19.25 4 4.87 4 0.39 5 L 13.16 3 2.55 5 -0.09 3 I 5 U 18.96 4 4.87 4 -2.16 5 L 12.94 3 2.55 5 -4.79 4 6 U 18.66 4 4.87 4 -4.72 5 L 12.71 3 2.55 5 -9.66 4 I 7 U 18.36 4 4.87 4 -7.27 5 L 12.49 3 2.55 5 -14.53 4 I 9 1 U 0.00 3 0.00 3 9.59 5 5.00 5 L -8.35 3 -21.02 3 2 U 0.00 3 8.80 5 -4.20 5 I L 0.00 3 -8.91 3 -13.51 4 U 0.00 3 8.01 5 -3.20 3 L 0.00 3 -9.47 3 -12.61 5 4 U 0.00 3 7.22 5 6.55 3 I L 5 U .0.00 3 -10.03 3 -20.22 5 0.00 3 6.44 5 16.85 3 L 0.00 3 -10.58 3 -27.06 5 I 6 U L 0.00 3 5.65 5 27.72 3 0.00 3 -11.14 3 -33.10 5 7 U 0.00 3 4.86 5 39.14 3 L 0.00 3 -11.70 3 -38.35 5 I 10 1 U 0.00 3 2.37 5 -22.79 5 L 0.00 3 -14.32 3 -66.51 4 I 2 U L 0.00 3 1.58 5 -24.76 5 0.00 3 -14.88 3 -52.36 4 3 U 0.00 3 0.79 5 -25.94 5 I L 0.00 3 -15.44 3 -37.47 4 4 U 0.00 3 0.00 5 -12.71 3 L 0.00 3 -16.01 4 -26.34 5 5 U 0.00 3 -0.79 5 3.57 3 I L 0.00 3 -16.75 4 -1.58 5 -25.94 5 6 U 0.00 3 20.40 3 L 0.00 3 -17.50 4 -24.76 5 II 7 U 0.00 3 -2.37 5 37.79 3 L 0.00 3 -18.24 4 -22.79 5 II 11 1 U L 0.00 3 -4.86 5 -38.35 5 0.00 3 -17.00 4 -88.32 4 II 1 RISA -2D (R) Version 4.01 I VLMK Engineers Job 98145 3933 S.W. Kelly Avenue Page: 9 Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR / _�- I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' � 98145 45' trib 5/99 I < Envelope Section Forces > Section Memb 4 Axial lc Shear lc Moment lc I K K K -ft 0.00 3 -5.65 5 -33.10 5 0.00 3 17.74 4 -70.95 3 U 0.00 3 -6.44 5 -27.06 5 I L 0.00 3 -18.48 4 -7.22 5 -52.84 4 4 U 0.00 3 -20.22 5 L 0.00 3 -19.23 4 -33.99 4 I 5 U 0.00 3 -8.01 5 -19.97 4 -10.39 3 L 0.00 3 -14.39 4 6 U 0.00 3 -8.80 5 7.06 3 L 0.00 3 -20.71 4 -4.20 5 II 7 U 0.00 3 -9.59 5 27.04 4 L 0.00 3 -21.46 4 5.00 5 II 12 1 U -0.51 5 32.05 5 2.84 5 L -2.86 4 -4.99 3 -38.29 3 2 U -0.51 5 23.92 5 -25.14 5 L -1.05 4 -8.48 3 -41.79 4 II 3 U 0.95 3 15.80 5 -21.33 3 L -0.51 5 -11.97 3 -45.00 5 4 U 2.75 3 7.67 5 -7.61 3 I L 5 U -0.51 5 -15.46 3 -56.74 5 4.55 3 -0.45 5 9.59 3 L -0.51 5 -19.67 4 -60.35 5 I 6 U 6.36 3 -8.57 5 30.29 3 L -0.51 5 -26.39 4 -55.84 5 7 U 8.16 3 -16.70 5 54.48 3 L -0.51 5 -33.11 4 -43.20 5 I 13 1 U 0.17 5 24.37 5 -6.30 5 L -5.27 3 -16.46 3 -85.98 4 I 2 U L 0.17 5 16.25 5 -26.61 5 -3.47 3 -19.95 3 -75.81 4 3 U 0.17 5 8.12 5 -38.80 5 I L -1.66 3 -23.44 3 -58.93 4 4 U 0.17 4 0.00 5 -19.53 3 L 0.14 3 -26.95 4 -42.86 5 5 U 1.98 4 -8.12 5 9.15 3 L 0.17 5 -33.67 4 -38.80 5 6 U 3.78 4 -16.25 5 41.32 3 L 0.17 5 -40.39 4 -26.61 5 I 7 U L 5.58 4 -24.37 5 76.98 3 0.17 5 -47.10 4 -6.30 5 I 14 1 U -0.51 5 16.70 5 -43.20 5 L -8.75 4 -12.51 3 - 110.70 4 1 1 RISA -2D (R) Version 4.01 II VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 10 Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR A I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' v 98145 45' trib 5/99 I < Envelope Section Forces > Section Memb y Axial lc Shear lc Moment lc II K - K K = 2 U -0.51 5 8.57 5 -55.84 5 L 6.95 4 16.00 3 -101.98 3 U -0.51 5 0.45 5 -60.35 5 I L -5.15 4 -19.49 3 -86.53 4 4 U -0.51 5 -7.67 5 -42.66 3 L -3.34 4 -25.52 4 -64.37 4 I 5 U -0.51 5 -15.80 5 -17.93 3 L -1.54 4 -32.23 4 -45.00 5 6 U 0.47 3 -23.92 5 10.29 3 L -0.51 5 -38.95 4 -25.14 5 II 7 U 2.27 3 -32.05 5 42.40 4 L -0.51 5 -45.67 4 2.84 5 I 15 1 U L 2.55 5 17.51 5 -2.59 5 - 1.63 3 3.05 3 -13.76 4 2 U 2.55 5 13.45 5 -15.45 3 I L -0.19 3 1.30 3 -21.14 4 3 U 2.55 5 9.39 5 -15.87 3 L 1.24 3 -0.45 3 -29.49 5 4 U 3.60 4 5.33 5 -14.55 3 I L 2.55 5 -2.19 3 1.27 5 -36.85 5 5 U 5.04 4 -11.49 3 L 2.55 5 -3.94 3 -40.15 5 I 6 U L 6.47 4 -2.79 5 -6.68 3 2.55 5 -6.33 4 -39.39 5 7 U 7.91 4 -6.85 5 -0.12 3 I L 2.55 5 -9.38 4 -34.57 5 16 1 U 5.85 5 12.18 5 -25.69 5 L -1.62 3 -2.65 3 -45.12 4 I 2 U L 5.85 5 8.12 5 -32.33 3 - 0.19 3 -4.39 3 -44.85 4 3 U 5.85 5 4.06 5 -27.06 3 I L 1.25 3 -6.14 3 -41.94 5 4 U 5.85 5 0.00 5 -20.04 3 L 2.68 3 -7.89 4 -43.97 5 5 U 6.21 4 -4.06 5 -11.28 3 II L 4.12 3 -10.94 4 -41.94 5 6 U 7.65 4 -8.12 5 -0.78 3 L 5.56 3 -13.99 4 -35.85 5 I 7 U L 9.08 4 -12.18 5 11.47 3 5.85 5 -17.04 4 -25.69 5 II 17 1 U 2.55 5 6.85 5 -32.27 3 L -4.68 3 -2.02 3 -44.50 4 1 1 RISA -2D (R) Version 4.01 I VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 11 Portland, OR 97201 -4393 Date: 5/20/99 File: 98145MFR I TIGARD TRIANGLE - MID WALL ANAYLSIS 30' G" 98145 45' trib 5/99 I < Envelope Section Forces > Section Memb y Axial lc Shear lc Moment lc I K K - K -ft 2.55 5 2.79 5 -29.38 3 -3.24 3 3.76 3 - 42.914 3 U 2.55 5 -1.27 5 -24.74 3 I L -1.81 3 -6.17 4 -5.33 5 -40.15 5 4 U 2.55 5 -18.36 3 L -0.37 3 -9.21 4 -36.85 5 I 5 U 2.55 5 -9.00 3 -12.26 4 -10.24 3 L 1.07 3 -29.49 5 6 U 3.43 4 -10.75 3 -0.36 3 L 2.50 3 -15.31 4 -18.07 5 I 7 U 4.86 4 -12.49 3 11.25 3 L 2.55 5 -18.36 4 -2.59 5 1 1 1 1 1 1 II 1 1 1 1 - 1 VLMK Consulting Engineers Job . 1 . 16 _ ___:i 3933 SW KELLY AVE. / PORTLAND, OR 97201 - 4393 Client Ih _____;_ 3 __ -' ] (503) 222 -4453 / FAX 248 -9263 Job Na By Date Sheet No. (/ S7 1 S�f WAt.L- lC-�KI 1 . . ,' C-Cc-2 `e; ? (Gi- e' pF) . i 1 ry V o (N aivm-c-��s ... Vu 1 - \L ?. al (< IL`:754. <. 1 Pl o 3 E' ( "_ " 1 (. !1A c,X -Vc.) = 4, 4J` ,�v 1 ..S( CAN ENOkfLc.? zd>.l- . • X U I N v 1� =. , 1 Z 1 = ' >- (17%, 1 . .'Pi) < = .3S (!�70 } . 234,gK . o k, - . . . . , i ... I fr (-e-- is 0{- As .4 -fir(, 1 4 . k N = (/'S 20 ,0 + .3.0k d -.(6)p-"- 1l,2 1 1< N Mw ■5AK I 1 VLMK Consulting Engineers 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 (503) 222 -4453 / FAX 248 -9263 CS 7V • NO Vs Re e D112, (e 2o,4e Crag Client Job No. Date 7 (3) ` S E4C F PP( W r i Z(\Cer/ex) LW,Gf • C = 3(05 >> f, &i Job - 19 Yom) 4-12.5 B Sheet No. 4+ 1 5b , (2.) Oh xmoP/4te\ S our. P(.44 Cu - 2 pv (.:l(I.2n1LL f. /ZC.. 41c, f'• 1..�K .53 » SC.()�) R wA-(h. Reautge ,.ri W (): A4 =(z.4). )( .275-y R�c.z F) ; F _ b)(.3GXi.- I + 3 32 )�P 01847 k.,F . 215 l4. t I PUDC ((.00.45.Z 5J : 3/121 0 s �S = (36 X 1.341` (2. �4:� t . I + '5 2 X3,5 c ,C1( 5 _ C)7 t t (1,12 Xl(x.0181)04 -)1/b Job �& A l_ _ VLMK Consulting Engineers -- - = 3933 SW KELLY AVE. /PORTLAND, OR 97201 -4393 Client laY — (503) 222 -4453 / FAX 248 -9263 Job No. J AR A / Date II / 18 Sheet Not' 1 eP M)PC e Pt) P,, : '.- e Pao e. _ •37; 2 1c 1 • n el °r ' (f ,2'P ` ?, t0 • {'‘ = CtiX g 1 3 : �52s • . k = I. 00 • 1 . '.. Moiseevi 1 • - r7z, () ,CIS 51.x( Gv ( 6 /vi eR4 era 4itet , . . t k I Cpr =. 11 e R, ....._ I , . 4 -, _ens - n Sac D. L. —•z"' rccr!t_{'2` I C �...... i. e- M NO (1) /2P TNkk s 111 IBM i . ..�. i 1 I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 8:50AM, 1 APR 99 Description : Tigard Triangle - Panels I Scope : Concrete tilt wall analysis 1 Rev. 510001 Rectangular Concrete Column Page 1 i 1 - Description 2' LEG - Out of Plane Loading Tigard Triangle 7.25" I General Information Width 24.000 in t'c 3,500.0 psi Unbraced Length 14.000 ft 1 Depth 6.500 in Fy 60,000.0 psi Eff. Length Factor 1.000 I Rebar: Seismic Zone 3 Column is BRACED 3 - # 5 d = 5.000 in LL & ST Loads Act Together 3- # 5 d = 1.500 in Loads I Axial Loads Dead Load Live Load Short Term Eccentricity k k 81.400 k in I I Summary ! Column is OK 24.00 x 6.50in Column, Rebar: 345 @ 5.00in,3#5, @ 1.50in ACI 9-1 ACI 9-2 11 L ..7 AC8I9 -3 �� I Applied : Pu : Max Factored 0.00 k $*:46k J Allowable : Pn * Phi @ Design Ecc. 297.00 k 226.41 k 26.41 k M- critical 0.00 k -ft • 5.39 k -ft 5.39 k -ft I Combined Eccentricity 0.795 in 0.795 in 0.795 in Magnification Factor 1.00 1.81 1.81 Design Eccentricity 0.795 in 1.442 in 1.442 in Magnified Design Moment 0.00 k -ft 9.78 k -ft 9.78 k -ft I Po * .80 456.13 k 456.13 k 456.13 k P : Balanced 160.92 k 160.92 k 160.92 k Ecc : Balanced 3.234 in 3.234 in 3.234 in 1 Slenderness i Actual k Lu / r 86.154 Elastic Modulus 3,372.2 ksi Beta 0.850 I ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 5.9499 in 4.5946 in 4.5946 in Phi 0.7000 0.7000 0.7000 Max Limit kl /r 34.0000 34.0000 34.0000 I Beta = M:sustained /M:max Cm 0.0000 0.0000 0.0000 1.0000 1.0000 1.0000 El / 1000 740.86 740.86 740.86 Pc : pi ^2 E I / (k Lu)^2 259.07 259.07 259.07 alpha: MaxPu / (phi Pc) 0.0000. 0.4489 0.4489 Delta 1.0000 - 1.8144 1.8144 Ecc: Ecc Loads + Moments 0.7950 0.7950 0.7950 in I Design Ecc = Ecc * Delta 0.7950 1.4425 1.4425 in L Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL 0.000 ACI 9 -2 Group Factor 0.000 UBC 1921.2.7 "1.4" Factor 1.000 I ACI 9 -1 & 9 -2 LL 0.000 ACI 9 -3 Dead Load Factor 0.000 UBC 1921.2.7 "0.9" Factor 0.000 ACI 9 -1 & 9 -2 ST 0.000 ACI 9 -3 Short Term Factor 0.000 ....seismic = ST * : 0.000 1 • 1 I c • • - • . ` - • c: \engineer \enerca c 98145col.ecw: alcu ation ' 060244, Ver 5.0.5, T5- Mar -1998, VVin32 1 G *� 1 /A . I 399.116 i I i I 1 1 359.204 i I 1 1 I I 319.293 I 1 I 279.381 1 i 1 1 I , I I I I I 239.469 t 199.558 1 159.646 1 I I I 1 I L 119.734 I j • I 1 79.823 I 1 39.911 I 1 I cot 36 7.6 11.5 15.3 19.2 23.0 2b.9 30.7 34.6 38;4 I Axial : Pn'phl (6) Moment : Mn'pni (it-ft) 1 1 1 I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 8:48AM, 1 APR 99 Description : Tigard Triangle - Panels 1 �D �j Scope : Concrete tilt wall analysis I� `, [Rev 510001 Rectangular Concrete Column Page 1 ` 1 Description 2' LEG - In Plane Loading Tigard Triangle - 7.25" x 30' panel I General Information Width 6.500 in fc 4,000.0 psi Unbraced Length 6.000 ft Depth 24.000 in Fy 60,000.0 psi Eff. Length Factor 1.000 Rebar: Seismic Zone 3 Column is BRACED I 2 - # 5 d = 22.000 in 2 -# 5 d= 12.000 in LL & ST Loads Act Together 2 - # 5 d = 2.000 in I Loads I Dead Load Live Load Short Term Eccentricity Axial Loads k k 102.600 k in I II Summary I Column is OK 6.50 x 24.00in Column, Rebar: 245 @ 22.00in, 245`@ 12.00in, 245 @ 2.00in I ACI 9 -1 ACI 9- ACI 9 -3 Applied : Pu :Max Factored 0.00 k 60 k ' 7 10 k � Allowable : Pn `Phi @Design Ecc. 355.98 k 355.98 k 5.98 k • I M- critical 0.00 k -ft 11.29 k -ft 11.29 k -ft Combined Eccentricity 1.320 in 1.320 in 1.320 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 1.320 in 1.320 in 1.320 in I Magnified Design Moment 0.00 k -ft 11.29 k -ft 11.29 k -ft Po * .80 508.54 k 508.54 k 508.54 k P : Balanced 244.60 k 244.60 k 244.60 k I Ecc : Balanced 9.422 in 9.422 in 9.422 in Slenderness - Actual k Lu / r 10.000 Elastic Modulus 3,605.0 ksi . Beta 0.850 I ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 26.0867 in 26.0867 in 26.0867 in Phi 0.7000 0.7000 0.7000 I Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.0000 0.0000 0.0000 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 I Pc : pi ^2 E I / (k Lu) ^2 0.00: 0.00 0.00 alpha: MaxPu / (phi Pc) 0.0000 ' • 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 I Ecc: Ecc Loads + Moments 1.3200 1.3200 1.3200 in Design Ecc = Ecc * Delta 1.3200 1.3200 1.3200 in ACI Factors (per ACI, applied internally to entered loads) I - ACI 9 -1 & 9 -2 DL 0.000 ACI 9-2 Group Factor 0.000 UBC 1921.2.7 "1.4" Factor 1.000 ACI 9 -1 & 9 -2 LL 0.000 ACI 9 3 Dead Load Factor 0.000 UBC 1921.2.7 "0.9" Factor 0.000 ACI 9 -1 & 9 -2 ST 0.000 ACI 9 -3 Short Term Factor 0.000 I ....seismic = ST * : 0.000 1 I c • • - • • ` - • c: \engineer\enercalc 98145co .ecw:Calcu ation ' " 0 . 6 2744, Ver 5:0.5; 1 1Viar -T998, Win32 1 1 - � 3 1 ,e.. . /L/C& 1 444.973 � 1 1 I 400.475 . I 1 355.978 1 1 i 311.481 • 1 1 268.983 I 1 I 222.486 1 177.989 • I 1 133.491 • � 1 I. 88.994 I . • I 1 I 44.497 1 1 I 00.0 Axial : Pn'phi (k) 13.3 26.6 39.9 53.2 66.5 Moment : Mn'pni (k•ft) 79.8 93.1 106.4 11 13i.0 1 1 1 0 - h---‘ — -- VLMK Consulting Engineers Job r) A'2 A I 3 933 SW KELLY AVE. / PORTLAND OR 97201 -4393 Client %•1/M _ _ (503) 222 -4453 / FAX 248 -9263 Job No. / �/ By O Sheet Date G / ! No. 1 s - eAR wilV... .. t(.7N 1 1 . .4 , - - - . -& .-. ' 214 -ir ' . (CO35 e ) — - . . - 1 • . Q • vu IP R. .. 1 Po vii..( K , r - • (.()C4c.;(4-..k.s;.)- 124: .P : f -., . WE D coosezvA-nv /(_ X , },-- Lt� � 3 — . • _t t,- cowi./ ,.... 4.7s ,,, . 1 . Pv , 3S po ,3S 6/0) " eo' K 1.. , YC' 3.3 ,I (J + 4 � : ' • . . NoM, N 41.61c 52 -1-1.. ( r. b148 = 3 .k = 6 k I n . ( (No = 1 5) 1 16. `1g (600 7�} O l - ce ) merg 1 .w = \ ,A-K >> vo . 1 Ve. -1p, ----K < (2.) (A) ---°� .A612D V$ 1 I - - - _ kt - -- - VLMK Consulting Engineers Job 1 P 4 F== _- 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client (�[/� J (503) 222 -4453 / FAX 248 -9263 Job No. / // (-� d By �1 1 ' ' ` Date it/le Sheet No. • 1 _ L )C-- *S • (2" 0.0 , (-'" i ,,� S o •G , CZ) ifS /Zi 1 . Dvr cF era Po ; ( $ PvoL LAG-, F =- t,r(t.2(- +c +.7s4-) t v CO�. b4 Pop, ' 41. ( 1 . . Mw0 D „ 1 00 J t .46 G = f' . (v -1. . 276 (io• 3 )(4: x 17 lv ) 1 - = 11'4 KLF es = 6 �� 16- I /Cf - f) e1cr 1 ti .N(,, = 0, ix X I x (4- ) , 1 W( /77—)1) D/ 4,LC .. . 1 N = -0d >, PL, D K 1 1 1 1 I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 11:05AM, 1 APR 99 Description : Tigard Triangle - Panels 1 Scope : Concrete tilt wall analysis L - 60 Ram 510001 Rectangular Concrete Column Page 1 i 1 , Description 4' LEG - Out of Plane Loading Tigard Triangle 7.25" I General Information Width ` dth 48.000 in Pc 4,000.0 psi Unbraced Length 14.000 ft 1 Depth 6.500 in Fy 60,000.0 psi Eff. Length Factor 1.000 Rebar: Seismic Zone 3 Column is BRACED I 5 - # 5 d = 5.000 in 5- # 5 d = 1.500 in LL & ST Loads Act Together Loads I Axial Loads Dead Load Live Load Short Term 122 Eccentricity k k 486it in Summary I t 11 r � olumn is Under Reinforce 1 48.00 x 6.50in Column, Reber: 545 @ 5.00in, 545 @ 1.50in ACI 9 -1 ACI 9 -2 ACI 9-3 Applied : Pu : Max Factored 0.00 k9'ir (( (.1( 49"ic till ' Allowable : Pn •Phi @ Design Ecc. 646.59 k 579.96 k - 579.96 k • M- critical 0.00 k -ft 8.09 k -ft 8.09 k -ft I Combined Eccentricity 0.795 in 0.795 in 0.795 in Magnification Factor 1.00 1.46 1.46 Design Eccentricity 0.795 in 1.160 in 1.160 in Magnified Design Moment 0.00 k -ft 11.81 k -ft 11.81 k -ft I Po * .80 989.01 k 989.01 k 989.01 k P : Balanced 378.72 k 378.72 k 378.72 k Ecc : Balanced 2.872 in 2.872 in 2.872 in 1 Slenderness , Actual k Lu / r 86.154 Elastic Modulus 3,605.0 ksi Beta 0.850 II ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 5.9141 in 5.3197 in 5.3197 in Phi 0.7000 0.7000 0.7000 Max Limit kl /r 34.0000 34.0000 34.0000 I Beta = M:sustained /M:max Cm 0.0000 0.0000 0.0000 1.0000 1.0000 1.0000 El / 1000 1,584.04 1,584.04 1,584.04 I Pc : pi "2 E I / (k Lu) "2 553.92 553.92 553.92 alpha: MaxPu / (phi Pc) 0.0000 .. 0.3149 0.3149 Delta 1.0000 1.4596 1.4596 Ecc: Ecc Loads + Moments 0.7950 0.7950 0.7950 in I Design Ecc = Ecc * Delta 0.7950 1.1604 1.1604 in A Factors (per ACI, applied internally to entered loads) 1 ACI 9 -1 & 9 -2 DL 0.000 ACI 9 -2 Group Factor 0.000 UBC 1921.2.7 "1.4" Factor 1.000 I ACI 9 -1 & 9 -2 LL 0.000 ACI 9 -3 Dead Load Factor 0.000 UBC 1921.2.7 "0.9" Factor 0.000 ACI 9 -1 & 9 -2 ST 0.000 ACI 9 -3 Short Term Factor 0.000 ....seismic = ST * : 0.000 1 1 I (c) 1983 -98 ENENCALL: c:\ engineer\ enercalc \98145col.ecw:Calculation KW- 0602744, Ver 5 D.5, 15 Win32 1 G 1 1 e 865.382 ' I ! I 1 -- - I I 778.843 � • • l 692.305 1 605.767 I � 1 I I 519.229 1 432.691 346.152 I � � 259.614 i 1 173.076 1 • 86.538 1 I i I I I I 00.0 6.4 12.8 19.2 25.6 32.0 38.4 44.8 51.3 57.7 61.1 Axial : Pn'phi (k) Moment : Mn•pni (k -ft) 1 .1 1 I ---- - --- VLMK Consulting Engineers Job 3933 SW KELLY AVE. / PORTLAND, OR 972014393 Tk Client L-zs (503) 222 4453 / FAX 248-9263 Job Na 1 By J (14 " , Date !Vie Sheet No. I '( (4 CUS(Cniq co.) = 7 - I el N- P4-45 /lc) 1 PL - . 77( ;(< 1 ITt> z ' W.3. K • 1 - V 0 = . ' 1 1 . 1 - 1 - ?..:c'q, ( • .;7&( P = 4 eZ *)(2) ; - - - - - K • •:100,7& I • we (5) 4s aAc- 0 . • 1 (ormAes-nicl I • :* . os II i' pui., iivi•ab(--7- _ .. . , 1 I • • • . 1 . . . , 1 . . . I Title : Tigard Triangle Job # 98145 Dsgnr: Jim R Date: 11:03AM, 1 APR 99 Description : Tigard Triangle - Panels Scope : Concrete tilt wall analysis t 'CO/ Rev 510001 Rectangular Concrete Column Page 1 1 I Description 4' LEG - In Plane Loading Tigard Triangle 7.25" I General Information ` Width 6.500 in fc 4,000.0 psi Unbraced Length 6.000 ft 1 Depth 48.000 in Fy 60,000.0 psi Eff. Length Factor 1.000 Rebar: Seismic Zone 3 Column is BRACED I 2 - # 5 d = 46.000 in 2 # 5 d = 35.000 in LL & ST Loads Act Together 2 - # 5 d = 24.000 in 2 -# 5 d= 13.000 in I 2- # 5 d= 2.000 in Loads i Dead Load Live Load Short Term Eccentricity I Axial Loads k k 14 k /1 9.. T in I I Summary 1 Column is Under Reinforce I 6.50 x 48.00in Column, Reber: 245 @ 46.00in, 245 @ 35.00in, 245 @ 24.00in, 245 @ 13.00in ACI 9 -1 ACI 9 -2 ACI 9 -3 Applied : Pu : Max Factored 0.00 k .. ...146.:20 k /2 9.5 ,,1449"20' k /299 I Allowable : Pn * Phi @ Design Ecc. 692.31 k 692.31 k 692.31 k M-critical 0.00 k-ft 24.68 k-ft 24.68 k -ft Combined Eccentricity 2.040 in 2.040 in 2.040 in I Magnification Factor 1.00 1.00 1.00 Design Eccentricity 2.040 in 2.040 in 2.040 in Magnified Design Moment 0.00 k -ft 24.68 k -ft 24.68 k -ft I Po ' .80 989.01 k 989.01 k 989.01 k P : Balanced 524.25 k 524.25 k 524.25 k Ecc : Balanced 16.029 in 16.029 in 16.029 in I Slenderness Actual k Lu / r 5.000 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 I Neutral Axis Distance Phi 53.1479 in 53.1479 in 0.7000 53.1479 in 0.7000 0.7000 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.0000 0.0000 0.0000 I Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : piA2 E I / (k Lu) ^2 0.00 0.00 0.00 I alpha: MaxPu / (phi Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 2.0400 2.0400 2.0400 in Design Ecc = Ecc * Delta 2.0400 2.0400 2.0400 in I FA - CI Factors (per ACI, applied internally to entered loads) i ACI 9 -1 & 9 -2 DL 0.000 ACI 9 -2 Group Factor 0.000 UBC 1921.2.7 "1.4" Factor 1.000 ACI 9 -1 & 9 -2 LL 0.000 ACI 9 -3 Dead Load Factor 0.000 UBC 1921.2.7 "0.9" Factor 0.000 I ACI 9 -1 & 9 -2 ST 0.000 ACI 9-3 Short Term Factor 0.000 1 ..seismic = ST' : 0.000 I (c) 1983 -98 bNENCALC c:\ e ngineer\ enercalc \98145col.ecw:Calculation KW-0602T44, Ver 5.0.5, 15- Mar -1998, Win32 1 ‘1(..k 865.382 1 778.843 i ! I � I I I I � 1 � I 692.305 1 605.767 1 519.229 1 432.691 346.152 I i 1 259.614 1 173.076 I � t 86.538 1 C0t1 48.8 97.7 146.6 195.5 244.4 293.3 342.2 391.0 439.9 486.8 Axial : Pn'phi (k) Moment : Mn'pni (k -ft) 1 1 1 1 - _ _ - C__'1 ] VLMK Consulting Engineers Job__________________ _- = 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client � vy/ --_ _ _ _ _ J-' (503) 222 -4453 / FAX 248 -9263 Job No. M(j�{ ` By JO 1 Date Sheet No. F_, 1 1 . 1 (i (S! i` zorl a & (a) Is I ./-- �_7G- e.00 62,5+ 6 d;-X4)4 II. F ( 2SRF 1 (2` •f x, (D(,2, 5) - f - ( t • MI M60 Cc,Rd) I --= (It 4_ 5 42 1 = 2fo k 1 ", q 2 » w/ 0) 7 7()4.41, 1 7 (/� X cor.u,+ Lg zt t3 .5 pii,,,,t,r-dp,c(Ksc;(i3.30") = b9.40 r 1 1 1 1 1 VLMK Consulting Engineers Job r L -� 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client `" S (503) 222 -4453 / FAX 248 -9263 Job Na �W ` 6 By �I M IL_ 2 Date Sheet No. III 1 - , Os ( .5 1 s 2 t32 K 1 - I I g r) t " l♦ I1 1t � 069' // (i e &A. W 1 CO S3 . da()42421 e-c - r . ZS (A K 1 1 rex- = $,3CsiX : o 3.sc 1 1 1 1 1 1 _ -- VLMK Consulting Engineers Job '�a 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client _ . (503) 222 -4453 / FAX 248 -9263 Job No. i VO C By M 2 Date Sheet No. P 1 414- X /412)+- 7+1PX2b■2Y 26,Cib131X' 1 . 4 ( cGX X `() 393. f 46).'? + 130 = s-OQ 1 C L ) 2$,2 S30,z) p%F 1 •70.3a - tom) + C30 X &5 ( '(a cl(40) 1 = tc ct 3-)K 1 = 1,7r 1 I 1 IM II 1 VAr ((-*& &> )A 1 1 • oK e f' lNscenc%► 1 1 1 1 1 L -- _- VLMK Consulting Engineers Job 1Lti =1 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client /�� _ _ - ( 503 ) 222 -4453 / FAX 248 -9263 Job No. 1 01 46 By J l M R Date Sheet No. F 1 • 1 ( 35'.0. f4� X ` 2. )( 3v Va-) - 4 p 1 Z - /, 0 2 = 3( rF 1 - = c4zooi y 2(.0 -e--A2y.ro. 440.0k - 1 • _. ,. i • ,.-_--. -_--- ,c-ot K '' )_k_ ta 10(gbf (7) 44 - 1 - sus, ', caws 4 - =%3, ' • F k,e... " ( I '); lei 1.4-, g,47 1 - ��. yQC 1 K J 1 • 1 1 1- 1 1 1 7 - i - -- = - _ VLMK Consulting Engineers Job `� r_ - 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client ° - - (503) 222 -4453 / FAX 248 -9263 Job No. `O By �1� ME 1 n N Date Sheet o .5 -5 1 . _ I FC Fc:27711Q6) s a - A (CD - A , + = 2.3 + $. 2 = 1 o . 1 fg 4hKl . ?QC. ( -1,D3 - ,� 5 �'. 9)CZ) 1 Jag" 2 N a-RGL K • 1.3 Ps1.4..p „ (t.e; —. ee % 3 9,X %2) +- (i0X3',XVI-)(02) 1 - - G P3 f , kfr '� 1 A pe* r--- o 'X' 4,,, 2. .1:, ■ I 1 I 1 1 1 VLMK Consulting Engineers 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 (503) 222 -4453 / FAX 248 -9263 V)44-a, Fcx,"Thv (s "r rP( C. Cv51.) uOZTlCkc. -0, FtA Sar 6kn ` 1 -0 x t coma N va.)5 t= 5ft/t = 2.3 ( tc V)/ Z b Mit S '0 ©. G .. , LORAL& CotIszzvurld l My = WrAD Wu Cl.4) + -23 +Q.7 )(.c ?5 = 8.b rct-F (ous6zvi-riv6) = o,3 '7R, NO 0)1 - R7P 4- P)C370,44 Job 7 L1fr Z • Client LgS Job No. Date tofee = (.1(A)C. 'i (0oX I4.w 5 - 2) =�b.•7 �� /u.256 ci)k6 2' tb` off/Nacos/ ByJ1Ug Sheet No. 6t--7 251 Z- 423 + 14825 - i =5.1Z ICS Job VLMK Consulting Engineers �'2� T 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client ,/�S n (503) 222 -4453 / FAX 248 -9263 Job No. �T/( -LIAR S� Date Sheet No. F ` 1 • '- 1 EQp WAIL Irv( 1 - ( 64 ? :o( l (Ma) - - /.'----- r 2 2P` + 2.'' / . 1 �a c. t ,./ 21; ; ao 2' 2G' Q i If ' if I #-/ 1 (C11v Fdr776.t1 10, 0, a a Q. Q P, P P2 P R, P, 1 l '` `r 1 _ . - - (g)k60. ) .._Mr • ._ MOT " S5. D` (a‘4.-(C ) i-4/. S`` 6 5) /6 4) . 4 i MR : 91.E ( I x ; (28‘ Viz) _ _ ._ 1 _ 7 f • 1 • f (P1)(_.) -: 1 z� K 1"toer = 3 2.7 (28 . f (, ;) + 52.0 (*f . 51 /. 1 ( 2'/1,4 MR = g` (z( 1 • 1 _ I33S, 1 2 m o F = . :7 _ID K Q ?, V2 " ` � ,Bs K -Pz = - 04-1' 0 . 5 5 - Cp(2 - 47 8 K 1 1 Job T\cclitain VLMK Consulting Engineers ,.- 3933 SW KELLY AVE. / PORTLAND, OR 972014393 '-:-- t FA-17 --,----. r Client C-4 2 15 (503) 222-4453 / FAX 248-9263 Job No. By '...Si PA Date Sheet No._ . .EL_&__ 1 • TR- cc le )( V !" w t fr . cm/ ( -. 1 eel I = 0.15 • tle «. 7 Ov V. 4— b5 ) -(1 4.7' 4- .(,$) - I • 7- 3607ii 7 b?0+4 IT -_ _. _ _ __ 4 Ce_3:1,57 ' • - ( 1 - tie), 43)1.. I ' % . te , AY:::) coevra..4v4061 • I =: 3261,r.?- k • • ,4-2,. = 1 . 0 ( 2., • (X3, 40 )( - e) .......-- 1 1 . 1 1 1 _ - -- f - VLMK Consulting Engineers Job `rla tcaP _ r 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client 1 �,/Q� n _ _ -_ __ _ (503) 222 -4453 / FAX 248 -9263 Job No. e -" By 31 `i Date Sheet No. F - l 1 II Mo = (s e X 1 I 'c -2 6 = 1.74 - 2 -,r, = 2.5F3) K x . 1 k 6,. 1 ---- S --we (5) * stv45744 cov .niQoo c S ).' : _ 1 w/ 6.5 ) 05 OD rDA i • 0.0s otwx 4 - 3.070" 1 e tc/p ee (Ztk = 210.7 1 = .s <�.�x3G� = . o &2 - o wv„ � 3 .........._. 1 _ (2.61)())() C..53 Xr. k� G) 1 o, ,, etz, 1 Vy 61 -X/. 0(1:),- Q ! Pz +a4 4 , `)C. () (Q 1 - 7 1. itle ) 4- 1.5( 0 k ) 1 0 )1(1 c , =-- VV;(X -C 'qk -.2 •) (6 ) I . =.- ea e;' CZ XVI): Al VS Uw� . C° L�VDS 1 :12 T e� �' ps ' GO " O . G . 4 v , �' 1 ff ✓rwcN = Q, l 4'2_ )l 1,,.. e )/l ) ' , 3 ��' p OK. 1 ic. N = _ ,e5 "i /. 7 K ) 1 . 1.--- k """? ....,... 1 1 . -- - - VLMK Consulting Engineers job 1Y-ft -- 3 933 SW KELLY AVE. /PORTLAND, OR 97201 -4393 Client LIZ'S A, Q _ _ ____ __ _- (503) 222 -4453 / FAX 248-9263 Job No. By Date Sheet No. F • 1 `0 1 . 1 C -- n\./5 , t s" c 1 . 0g - - .(2 1 2. ( VAL VI aguf); T • 1 , M �.. 1 _ ) c.0)•)movoas Etcri 1 (5) At t Gnav"¢ -Ifs' .3 cs? - 4 1 ( J I O - + ix.. = C1, Cr � X 1. Z )O c 4-(.1r, su 3, 5 )J � i i . e j ( t . F � - f . 25 2, Rl kc . Lt.-) :--. oil( (df`) 1 • = 52,44-( <. I -- - rr k (3) .4M--. - c ov7NvOvs - -s = . Sgp � . d. = 2.( . Cei " . 1 _ 1 M-) - Ste 2 O I S C.) , C & vous 1 Cis qa x °b` -0" )q(-es" * . , 1 - - `— -- — VLMK Consulting Engineers Job f � . ii k____,- 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 y Client 1( = __ -_ __ _ ___ (503) 222 -4453 / FAX 248 -9263 Job No. 15 By -M12 Date Sheet No. C I I .. CA ( 1 - `t CCas,) 1 tag,(- e _A _ MD ; 1:51 1 k 1) " ( ) , 25 -Lc 1 = 3,2` 31,$ 1�.( Ps 2sA+sa ") = P2. ,? t 4 t ; o.1�\ti�:.,,x���- .���\\\*.4��,, :,�\\. _\�N I ./'TS l2K2- ® -�. 1 ° (65-1=V:= . a • 'CsGK2u 3 / /!p iA4C--- \.• I 2 -( DcG M ©c t I Z- �Gl clt' , _ f, ' PGu4 0 = I 2-2. Ri6VG I , 2.33` 41 5.0 FA N � Q QF Ge' . II `RIOXS ,� 512x2 Pit C� I 145 �Pc3E \ - --- � sGrc . (2� SX.25 " ) -5/f.‘‘ M v i 1 rox2 3 n(' -2" 1 = 5 W , Tie \ay. 00 1 (2x2 rr) \,)t -1 o' f Rang . pit ict, C�� r� co 1 hio ,,,... it 9_0 1 VLMK Consulting Engineers Job '1 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client (503) 222 -4453 / FAX 248 -9263 Job No. l e/4s B J II Date Sheet No. •." 664A stiK) = 15 75' 1- - ) Rc 11;D +*4. �3 37 - - (Co,(Y5') (I60 21.)(s') + , $� ( (C<, (x Y21( + ( X2) (--5-4) 0 3Z o, 4 { - Ile = Ll0(1-t (51 /(2.1 IS ?5 -(2)'' "kW (2 / Gr )( 22- 1 In 4 75 ft" 4 7.59 LCiAA = cANr F = (22,dr 4-co fX.F (o.3. f2,33 )(/2.) (. 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T 1 (503) 222 -4453 / FAX 248 -9263 Job Na _ v � By v(A Date Sheet No. frit' 7 1 1 • s . 4 t (p,10 ww BEt'u J cuR s 7 _ (I,5 )(c) (:� 3) W P 1 CO? - (4 + it )(. ?Go t .(( ,o. F) I. of 1 • .. --- ?i'' 7)6F x(.( c . sTReA4 WW- 1 : - SGN i C) = Ca P,4 -(i c r 4 ( I Q_ =_( . ) 2 . . - f - 2 S - +_ ( 4 9 e ) , 1 4 ° ) v r ) . _ , 2$2 : f<.4, 4z2 . =( 4. : � ( f. 2(20 )+.1(2yt!07., = -22, 3 ( f . 5et,I 1 � 1 `iZ c' L. S a xc.o 1 �'> V.) eMASeD5 C, - C,'' a, C, 1 lift 1 VLMK Consulting Engineers 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 (503) 222 -4453 / FAX 248 -9263 D(- -+ (L /( N( t. ( ,9P22 )lce 0 4 )(6 f, 87 Li_ 6: 4. ClgRAv + F 02Y(z) /2,4iz (r, Ce12.3. 2 () 0 6C....c 5 - Ve z , C,C +_E )((.() V.4-"x(2:5( rz'' (4U '"IA:› 5 Co ` = (c' X X(,1) sc'eE St)zc -�x.s� (6,)(.1z7;((.0 =dit-ho Job_�.�n Client Job No. Date -4%, =( kzO(, f; 4- -.00441 = .2(4(.6401) Itc0,64& (. )((2. 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I Iv .1.&-sxliziz 4 . : . 1 . .. -- w ' ..44-b k� . • U 3 l�" P, �v6 s - - 4 - •/) - E -A4ez-- - -- • - -- 1 5-co" p.c.. 1 . . • : &J Hiv .I & E -N 6,44.,* - ( 1c c 5or -- Sp-7 . - - -- - - - . t...- xGe -*'T' ,7L(2iu� or'. • . . . . . _ _ . . , . _ :._ . 1 • - - • . . 1 • • • • • • i .. • 1 . 1 . • .. • 1 • • • • 1 1 • II T - =_ = - 7 VLMK Consulting Engineers Job 1 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client Q Q __ (503) 222 -4453 / FAX 248 -9263 Job No. 11/( By Date Sheet No. It. 1(/ 1. 1 CCIQQ CX7(3 S d C 20r- _ — 0 tocNa:w - .��'3 - - . - - - - (0 1 fl 6-0,040 y E... ) 52.2 kr, V vd ‹refor.s42) = 05A- 1 1 i • 20 pct wa„), -4 (s( - ep_ ►ivy 1 lt (2 :..... 5. 3 3 . i z ff' w = L ( 133.3 f (( �/ ' ))] '' 1 4 '/ ..4- . G am _r _ _ _ _ _ __ . . =:7 U 4 ,rG r- ze (ate? w F ��3t 3.2(2 I _ 1 1