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Specifications (3) I Structural Calculations DC-1 IFanno Creek Place - Building B R p li L lifIn t,T g j 2006 I Fanno Creek Commons,, ° '' `'__7 . Building B 4 I Upper Boones Ferry Road Tigard, Oregon 1 I VLMK JOB NO. 205497 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT ,1 October 12, 2006 I pi I TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-5 Framing Design IRoof F-1 thru F-23 Third F-24 thru F-35 ISecond F-36 thru F-53 Rigidities and Weight Accumulations R-1 thru R-26 ILateral Load Analysis L-1 thru . L-18 Tilt-wall Panel Design 1 Out-of-plane P-1 thru P-21 In-plane Analysis Q-1 thru Q-13 IColumn and Foundation Design C-1 thru C-32 IMisc. Architectural Items (canopies, screen walls, etc) A-1 thru A-12 I, G:\Acad205\205497\CALCS\Fanno Creek Bldg B-DC.doc 1 I Structural Calculations DC-3 Fanno Creek Place - Building B DESIGN CRITERIA: CODES: 2004 Oregon Structural Specialty Code (Based on the 2003 International Building Code.) DESIGN LOADS: Live Loads: Roof Snow Load: Flat Roof Snow Load, Pf 25.0 psf ' Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, Is 1.1 Thermal Factor, Ct 1.0 Snow drift As Req'd Floor Loads Floor (office) 50 psf 01 Partitions 20 psf Dead Loads: Roof Roofing (new and future) 4.0 psf Insulation 1.5 psf Metal Deck 2.3 psf Framing 5.0 psf Suspended Ceiling 2.0 psf Mech. and electrical 3.0 psf Misc. 2.2 psf Total Roof Load 20.0 psf Floor W3 deck with concrete (5-1/2" total) 48.3 psf Metal deck (20 gauge) 2.3 psf Framing 5.0 psf Mech. and electrical 1.5 psf Suspended ceiling 2.0 psf Misc. 0.9 psf Total Floor Load 60.0 psf Additional Loads Roof mounted mechanical units As noted G:1Acad205\205497\CALCS\Fanno Creek Bldg B-DC.doc 3 111 Structural Calculations DC-4 IFanno Creek Place - Building B I Wall Weights 8" Concrete tilt panel 100.0 psf Normal weight concrete 150.0 pcf I Wind Basic Wind Speed (3-second gust) 100 mph I Wind Importance Factor, Iw Iw = 1.0 Building Category II Wind Exposure B IInternal Pressure Coefficient Gcpi = +1- 0.18 ISeismic Seismic Importance Factor 1.0 I Seismic Use Group I Mapped Spectral Response Accelerations Ss = 105.8% S1 = 36.7% Site Class C r: Spectral Response Coefficients Sds = 70.5% Sd1 = 35.0% Seismic Design Category D PI Basic Seismic force resisting system(s) Special Reinf. Conc. Shear Wall I Design Base Shear V = 572 kips Seismic response coefficient(s) Cs = 0.141 Response modification factor R= 5 IAnalysis procedure used Equivalent Static MATERIALS I Concrete: Footings f 'c = 3,000 psi Slab-on-grade (interior) f `c = 3,500 psi I Slab-on-grade (exterior) f `c = 3,000 psi Slab on Metal Deck f 'c = 3,500 psi Tilt panels f `c = 4,000 psi 1 Reinforcing Steel: ASTM A615, Gr.60 Fy = 60 ksi ASTM A706, Gr.60 (If rebar is to be welded) Fy = 60 ksi 1 Structural Steel: Wide Flange Beams ASTM A992 .Fy = 50 ksi Plates, Shapes ASTM A36 Fy = 36 ksi I Structural Tubes ASTM A500 Gr.B Fy = 46 ksi Structural Pipes ASTM A53 Gr.B Fy = 35 ksi IG:\Acad20512054971CALCS\Fanno Creek Bldg B-DC.doc 4 I Structural Calculations DC-5 IFanno Creek Place - Building B Metal Studs 18 and 20 Gauge ASTM A653 SS Gr.33 111 Fy = 33 ksi 16 Gauge and heavier ASTM A653 SS Gr.50 II Fy = 50 ksi IBolts and Anchors: Structural Bolts ASTM A325 Ft= 44 ksi Shear Studs ASTM A108, Type B Anchor Bolts ASTM A307 (typical Ft = 20 ksi U.O.N.) 111 ASTM A449 Ft= 40 ksi Anchor Rods (foundation) F1554 Gr. 55 Weldable Fy = 55 ksi F1554 Gr. 105 Fy = 105 ksi IThreaded Rods ASTM A36 (typical Fy = 36 ksi U.O.N.) ll ASTM A572 Gr. 50 Fy = 50 ksi Drilled Anchors: Concrete Drilled Anchors ITW/Ramset— Red ICC ER-1372 I: HeadTrubolt Simpson Wedge-All . ICC ER-3631 Anchor Hilti - Kwik-Bolt II ICC ER-4627 I Concrete Epoxy Anchors, ITW/Ramset- Epcon ICC ER-4285 Ceramic 6 Power-Fast Adhesive ICC ER-4514 I Anchor Simpson — ET Epoxy Tie ICC ER-4945 Hilti — HY150 Adhesive ICC ER-5193 IAnchor Masonry Drilled Anchors Hilti - Kwik-Bolt II ICC ER-4627 I Hilti — HY 150 Adhesive ICC ER-5193 Anchor I Concrete Screw Anchors Titen HD by Simpson ICC ER-1056 Strong-tie Company Wedge Bolt by Powers ICC ER-5788 IFasteners IG:\Acad205\205497\CALCS\Fanno Creek Bldg B-DC.doc 5 El General Criteria RAM Manager v11.0 I to RAM DataBase: Fanno BldgB 50psf 8-28-06 F l 09/13/06 10:58:38 Building Code: IBC 1 BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General ROOF LOADS: Consider Snow Loads, Ignore Roof Live Loads ' DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION: Include Roof Levels: No Include Unreducible Levels: Yes Include Storage Levels: Yes SELF-WEIGHT: Automatically calculate and include Self-Weight for Member Dead Loads: Beams: No Columns: No Walls: No Slabs/Decks: No Automatically calculate and include Self-Weight for Story Masses: Beams: No Columns: No Walls: No Slabs'/Decks: No I I I 1 t 1 I I IBeam Design Criteria . RAM Steel v11.0 r-2-- RAM DataBase: Fanno BldgB 50psf 8-28-06 09/13/06 10:58:38 INTERNATCNAL Building Code: IBC Steel Code: ASD 9th Ed. TABLES SELECTED: Master Steel Table: ramaisc IDefault Steel Table: ramaisc Alternate Steel Table: ramaisc I UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point 1 Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange ICalculate Cb for all Simple Span.Beams Use Cb=1 for all Cantilevers I SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio.(ft/ft): 0.00 2 DEFLECTION CRITERIA: Default Criteria L/d delta(in) Unshored pi Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 I Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 240.0 2.0 Shored I Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 2.0 INoncomposite Dead Load: 0.0 0.0 I Live Load:- 360.0 0.0 Total Load: 240.0 2.0 I Alternate Criteria L/d delta(in) Unshored Initial (Construction Load): 0.0 0.0 I Post Composite Live Load: 0.0 0.0 Total Superimposed: 0.0 0.0 ITotal (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 ILive Load: 0.0 0.0 Total Load: 0.0 0.0 I Noncomposite Dead Load: 0.0 0.0 Beam Design Criteria, RAM Steel v11.0 Pa 12 ' to F" 3 RAN DataBase: Fanno BldgB 50psf 8-28-06 09/13/06 10:58:38 A Building Code: IBC Steel Code: ASD 9th Ed. Live Load: 240.0 0.0 Total Load: 180.0 2.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span<25.0 ft Do not Camber Beams with Weight< 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth< 14.0 in Do not Camber Beams with Depth> 100.0 in Percent of Dead Load used for Camber: 80.00 (For Unshored Composite the specified % of Construction DL is used) Camber Increment(in): 0.500 Minimum Camber(in): 1.000 Maximum Camber(in): 4.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span<25.0 ft Do not Camber Beams with Weight< 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth< 14.0 in Do not Camber Beams with Depth> 100.0 in 1 Percent of Dead Load used for Camber: 80.00 Camber Increment(in): 0.500 Minimum Camber(in): 1.000 Maximum Camber(in): 4.000 STUD CRITERIA: Stud Distribution: Use Uniform Maximum %of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed: 25.00 ' Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 jMaximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy(ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width(in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web IJoist Design Criteria 1 RAFO RAM Steel v11.0 r--zif ,NTENATICNAL DataBase: Fanno BldgB 50psf 8-28-06 09/13/06 10:58:38 1 DEFAULT JOIST CRITERIA: Joists with Uniform Loads: I Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non-uniform Loads: IUse Equivalent Uniform Load Method Maximum concentrated Loads(kips): 0.20 Tolerance for Variation of Loads: 5.00 % IALTERNATE JOIST CRITERIA: Joists with Uniform Loads: 1 Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non-uniform Loads: IUse Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % IJOIST GIRDERS: Tolerance for Variation of Point Loads: 5.00 % Tolerance for Spacing of Point Loads (in): 3.00 Maximum Uniform Load to Lump (k/ft): 0.10 JOIST SELECTION: I Allowable Stress Ratio: 1.00 DEFLECTION CRITERIA: I Default Criteria L/d delta(in) Dead Load: 0.0 0.0 Live Load: 360.0 0.0 ITotal Load: 240.0 2.0 I Alternate Criteria Dead Load: L/d delta(in) 0.0 0.0 Live Load: 240.0 0.0 ITotal Load: 180.0 2.0 Note: 0.0 indicates No Limit I 1 I I I ...._., „_.._... 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Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf _ _ Roof 20.0 0.0 20.0 Roof 20.0 0.0 Roof Top Mechanical 75.0 0.0 25.0 Unreducible 0.0 0.0 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P3 Mechanical-Roof 2.250 0.000 2.250 Unreducible 0.000 0.000 --mss O r all OM OM M 1111111 ill all MI MI MI MID Mil r 7 il RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/13/06 10:58:38 INTERNATIONAL Building Code: IBC Steel Code: ASD 9th Ed. Snow Loads Label Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf Uniform Snow Constant 25.000 - -- - -- ................. Snow plus 25psf Surcharge Constant 50.000 - -- - -- Snow plus 25psf Surcharge Constant 50.000 - -- - -- Snow plus 25psf Surcharge Constant 50.000 - -- - -- Snow plus 25psf Surcharge Constant 50.000 - -- - -- O NIB —IM NM IIIIII Mil 1111111 OM 11111 l IR NIB Ell SIM NIB Ili INII SIB 11 Al tn RAM Steel v11.0 RAM DataBase: Fanno BldgB 50psf 8-28-06 09/13/06 10:58:38 INfrE Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Roof 2 ' f 3 \ ( 4 \I 6 7 1 5 ) ( 6 ' ( 1 ) ( 8 9 ) ( 10 ) ' ' / \ i ir) co N. 10 \ , , . -4 c) In csi co , 0) (0 N tO 0) N1 - r- I '- 1 D ' 1 ■ 1-0 U) CO (0 CO CO a) a) ca '- - - N1 a-- a— a— v— a— CO T IN— ■ , I.-- V 't 0 'Cti CO N. N Cr) ■ . 1 MCN ' 22 c., 18 1., • 1 4 4 4 4 1 , Lo N a) Cc) N- CO N- N- . N. 0) •st 0 LI a— (NI Ir) at LO Cr) CD 0) Cc) 1106 11 .4- , NJ 0 ,-- a- a-- a- a- a- a-- a- CO 2 . 31 36 42 0:18 MO 8 93 98 104. 111 " co 22 30 35 41 47 lib co N I-0 86 92 97 .103 i) co r.- r- 1--- 107 -z-1- ---.--oui F ) m ..., 4 CJ - 0 • • `...-_ -0 to, cv 20 In 1 N Cc) a -- a - 00 N •zt CO co a) co c» 1-- '''' ( re a) Tr c) in iT) I - S '&9 (7, u) ''- it) ,r- H ') 0 : I 1 1 ' '50f4ank .i.,,_-_,, CALCU t Fo a ti\Aitait.E_C> \ aek"kc-, FiZDV =C ( .'S) ( , 4 Pew:, 1 11b1...)Prc- CAL,C.44.4 4 ) 0 4 1 L4411>l.g.. 9 201,) F,...c..0s._47-: -1-■ .__. FR Load Diagram RAM Steel v11.0 r �Z RANI DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 i Building Code: IBC Floor Type: Roof Beam Number = 2 Span information (ft): I -End (8.75,35.00) J -End (26.75,35.00) r P2 Pl I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 6.000 2.104 2.630 0.000 4.733 pi P2 12.000 3.034 3.792 0.000 6.826 I 1 I I I i I 1 I ro Load Diagram RAM Steel v11.0 F I to RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 Building Code: IBC Floor Type: Roof Beam Number = 46 Span information (ft): I -End (84.83,35.00) J -End (113.33,35.00) I I P 1 I 1 P2 P3 I 4 Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips P1. 7.125 10.144 10.588 0.000 20.732 0 P2 14.250 4.987 6.337 0.000 11.325 P3 21.375 4.987 6.440 0.000 11.428 I I I I I I I I I 1 la Load Diagram RAM Steel v11.0 f -/y RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 INTRNAThcNkt Building Code: IBC Floor Type: Roof Beam Number = 64 Span information (ft): I -End (113.33,46.75) J -End (146.33,46.75) I -P1 12 I -P4 P i . jr immim i mmmEmilm ....L.m..12 6 ' . , ' , . -/ i Load Dist DL LL+ LL- Max Tot 1 ft kips kips kips kips p 1 8.250 3.403 4.254 0.000 7.657 p P2 16.500 3.335 4.169 0.000 7.505 P3 24.000 1.485 1.856 0.000 3.341 P4 24.750 1.918 2.398 0.000 4.316 I I I 1 I I I I I I , ; . Gravity Beam Design ri i v RAM Steel v11.0 r -/ -- I to RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 MERNAMINAL Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Roof Beam Number = 64 I SPAN INFORMATION (ft): I -End (113.33,46.75) J -End (146.33,46.75) Beam Size (Optimum) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 111 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.250 3.40 0.00 0.0 0.00 0.00 0.0 4.25 Snow I 16.500 3.34 0.00 0.0 0.00 0.00 0.0 4.17 Snow 24.000 1.48 0.00 0.0 0.00 0.00 0.0 1.86 Snow 0 24.750 1.92 0.00 0.0 0.00 0.00 0.0 2.40 Snow I I I SHEAR: Max V (DL +LL) = 11.49 kips fv = 2.27 ksi Fir = 19.13 ksi I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb I Center Max + 126.3 16.5 8.3 1.13 26.32 30.00 26.32 26.97 Controlling 126.3 16.5 8.3 1.13 26.32 26.97 10 REACTIONS (kips): Left Right DL reaction 5.10 5.04 Max +LL reaction 6.38 6.30 I Max +total reaction 11.49 11.33 DEFLECTIONS: I Dead load (in) at 16.50 ft = -0.707 L/D = 560 Live load (in) at 16.50 ft = -0.884 L/D = 448 Net Total load (in) at 16.50 ft = -1.592 L/D = 249 III I I I I I III ' Load Diagram v . i v RAM Steel v11.0 � I to RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 iNfrENATIoNAL Building Code: IBC Floor Type: Roof Beam Number = 107 Span information (ft): I -End (181.08,35.00) J -End (203.33,35.00) I P1 P2 I I IP3 I . I alb A Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips 0.875 11.615 11.257 0.000 22.872 p P2 8.000 10.144 10.588 0.000 20.732 P3 15.125 4.987 6.234 0.000 11.222 I I I I I I I I I I E. Load Diagram RAM Steel v11.0 F-17 to RANI DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 NrEzNATIoNAL Building Code: IBC I Floor Type: Roof Beam Number = 123 Span information (ft): I -End (203.33,35.00) J -End (224.83,35.00) I 14 1 P2 -P1 I P3 1 I Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips P1 5.000 1.300 3.250 0.000 4.550 p P2 7.167 2.508 3.135 0.000 5.644 P3 10.000 1.074 2.497 0.000 3.571 P4 14.333 3.083 3.886 0.000 6.970 I 1 I I I I I I I I ill Load Diagram v RAM Steel v11.0 -18 RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 wrENA Building Code: IBC Floor Type: Roof Beam Number = 125 Span information (ft): I -End (203.33,70.00) J -End (224.83,70.00) I P4 P2 P1 P3 1 Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips P1 5.000 1.050 2.625 0.000 3.675 P2 7.167 2.508 3.135 0.000 5.644 Oil P3 10.000 0.807 2.018 0.000 2.825 P4 14.333 2.796 3.630 0.000 6.426 I I I I I I I 1 I r-/1 C C O N S U L T I N G JOB NAME: Fanno Creek ! : E N G I N E E R S JOB No: , 204597 VI SHEET. No: 933 SW Kelly Avenue • Portland • Oregon 97201 -4393 DATE: 9/14/2006 503.222.4453 ®503.248.9263 ®vlmk @vlmk.com ® www.ylmk.com I DRIFTED SNOW CALCULATION - 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF TYPE OF PROJECTION = 2 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF I 4 = CANOPY OR LOW ROOF lu I I.B.C. REFERENCES SECTION 7 OF ASCE 7 Surcharge Load j Due to Drifting i u Balanced Snow r / Load . a , 1111111111111111111111111111•11111111 W Location => East and West Parapets I 1= 1.00 importance factor P 25: ; (PSF) ground snow l„ = 100. (FEET) roof associated with projection I h 1.45 (FEET) height of balanced snow h 2.75 (FEET) height of roof projection C 1.00 snow thermal factor I C 1.00 snow exposure factor Pt 17.5 (PSF) (Eq.7 -1) snow roof load I Pf(design) ° 25 (PSF) minimum snow roof load h 1.30 (FEET) height of drifted snow y = 17.25 (PCF) (Eq.7 -4) density of drifted snow ( h r h /h 0.90 P y(h +h 47.44 (PSF) max drift load + roof snow load I W= 5.20 (FEET) length of drifted snow slope of drift= 1: 4.0 I max drift load, p = 22.44 (PSF) peak of drifted snow only limited by (P P or ( ha )*( y ) I\ 1 :I V 111.4 CONSULTING JOB NAME: Fanno Creek J E N G I N E E R S JOB No: 204597 SHEET. No: 933 SW Kelly Avenue • Portland .• Oregon 97201 -4393 DATE: 9/14/2006 503.222.4453 ®503.248.9263 ®vlmk @vlmk.com ® www.vlmk.com I DRIFTED SNOW CALCULATION- 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF I TYPE OF PROJECTION = 2 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF I 4 = CANOPY OR LOW ROOF / f l u I I.B.C. REFERENCES SECTION 7 OF ASCE 7 Surcharge Load j. Due to Drifting / u Balanced Snow I ,_ s t /. • Load -o -ta i 1 /,),/,/, ,,,/,////,.// W I II Location => North and South Parapets I 1= 1.00 importance factor P 25. (PSF) grround'snow 1,= ' 265-. (FEET) .. roof associated with projection I h 1.45 (FEET) height of balanced snow h 2.75 (FEET) height of roof projection C 1.00 snow thermal factor I Ce= 1.00 snow exposure factor Pt 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load I hd— 1.30 (FEET) height of drifted snow I 7 = 17.25 (PCF) (Eq.7 -4) density of drifted snow (hr hb) /hb= 0.90 P 7(h +h 47.44 (PSF) max drift load + roof snow load I W= 5.20 (FEET) length of drifted snow slope of drift= 1: 4.0 I max drift load, P = 22.44 (PSF) peak of drifted snow only limited by (P -P or ( h ) *( 7 ) 1 N I -rikAr . 1- E N G I N E T E R S c �5 I I� Job No. L7 By 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 // J r� ' P 503.222.4453 503.248.9263 0 Date Sheet No. t I I f /AJ4 YYIeAMi'-iIc tt. 4.)Airr . ,Pr21 I 4 Ci- 9U i UN. ) 7" r wT = /4 460 I /'/o 90 e C x /47) 4 7 1 /Z .Z.,° I ,D .39 I Got.+�r (....):57. ° 1. YLo I .. DI f-ls.Se: E..= Zy 0 1 31 VS I S G° I 75 I.A.,n rvT _/00 I 3.36 x l /(Q " = 4 47 ry 1 30, Z5' x 9 = Z9Z.N //l -- -= 3g., l I z.y Goers of wr. . = 1710 °� 1 1 r ,..) Goy wr _ 82.e) e- la FF _ 53 7 I I I .. ' CONSULTING Job /1d �6rL V E N G I N E E R S Client L !/( g<7 I _ . - Job No. o f 7 By 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 0 Date Sheet No, . F - ZZ I I Roof x,.4, oFF C 11 LJ �1T' a��'� 6 00--t I kA k I ex b` 6 E LM I '&' Rt- ']etc = /0,.13. P I +.J / . Cewkac.. c- S -!:�: 75 :. tFot ,.a-7 L t4i : r L7 -A O -C-= NAM() A --7-- ) z 3C0 .fie 4 - - ' 2 1 . > S a ( 1 1 ' z r) = - - Use, 1 L'ADe.., ep c:-> '5 (f = ebb 1: - 300 +29Z- = £"Qz P I c jz / 7, 5' _ 4/11/171k I -s. vim- }-f, !"` * e 3I'l l Sr I I I I c' L 1 CONSULTING R 503.222.4453 V : �1 V ENGINEERS F 503.248.9263 Job Name Fanno Creek E vimk @vlmk.com Job No. 205497 I 3933 SW Kelly Avenue • Portland • Oreaon 97239 -4314 W www.vlmk.com Sheet No. F--2 Seismic Anchorage Calculations Software v1.0. Copyright VLMK Consulting Engineers 2005 ,,1 Calculations based on the 2004 Oregon Structural Specialty Code (2003 IBC). Title: Mechanical Unit - Bldg B DESIGN INPUT I X I Seismic Parameters — Ss = 105.8% Portland, OR 97070 • s CG a • Site Class = D (assumed) — II Sds = 70.5% tcR Y Ap = 1.0 (Table 9.6.3.2 ASCE7 -02) Ycg Rp = 2.5 (Table 9.6.3.2 ASCE7 -02) — • 1 2 • — 1 Ip = 1.0 Importance Factor I Xcg Machine Data (approximate) PLAN VIEW Wp = 11,160 Machine Weight (lbs.) X = 363.0 Base Dimension (inches) Y = 116.0 Base Dimension (inches) Xcg = 201.0 Center of Gravity (inches) I Ycg = 56.0 Center of Gravity (inches) G cC Zcg = 35.0 Center of Gravity (inches) C i Zcg z = 42 Attachment height from base of structure (feet) I ' h = 42 Average roof height of structure from base (feet) SIDE VIEW ,• ANALYSIS Base Shear 0.4a S p z < _ 1.6S p W p = 12588 lbs. OK I F P = R I 1 + 2 h = 3777 lbs. _> 0.35 I W - 2360 lbs. OK P l P 1 DS p p . Base Shear,. V = 3777 Vtotal = V/1.4 = 2698 lbs. ASD Anchor Shear I Anchor dx dx ^2 dy dy ^2 1 201 40401 56 3136 Minimum eccentricity = 5% ex = -9.45 ey = 4.8 2 162 26244 56 3136 Mx -x = -25492 My -y = 12948 I 3 201 40401 60 3600 4 162 26244 60 3600 Y Direction X Direction 133290 13472 V1 = 636 V1,2 = 728 ' V2 = 643 V3 = 732 Overturning Vmax = 732 lbs. Mot = 94414 lb-in. Anchor Mres -x = 2E +06 lb -in. Mres -y = 562464 lb -in. Net Bolt Tension Required for 1.5 Factor of Safety Tmax* = -1814 lbs. I X Direction Y Direction Each Anchor Tx* _ -2046 Ty* _ -1814 *negative ( -) values indicate there is no net uplift I , ,,....._.„ . 71 ' ' , M ) P r: '• 2 ; ', co ;i , :L-.. S . , ,. -.. ' .,-- © irow -._._"......• „...,...„ . ■• ;Mr _ . . W12x16 . ; • . "0 . . CD • 5 2 E 1 . • . . • i. ._: xxGSP 20LH 10 . Mr a bl . •... '—' • )----- -.. : 2. (7 q . cp Cn 1, );:xSJxxSP xxS.1xx • 0 0 :: C 'Ti CD < p. I I xxSJxx 24LH11 ' 24LH10 . . . . 5 ° n cci tr,... •c=> xxSJxx . . ' sli I 28LH12 P • , I , ,,......„ / \ >ocSJxr Wpfl CI Vlj 0 20L H06 W8x I ' ',, ! co ) '"C; I cn W24x55 : .-- 00 . 1 xxSJxx 6.... .W8x1 16------ : 00 W8x10 g W16)26 ' g .• . 6 g : 0, 03 xxSJo W12x14 ' . : W24x55 ' r Elc . ciL in f :,....., ,. ., >ocSJ>x .. ..... c),Gsp W18x35 I . . . . . - : xxSJxx . ; ; ; mcSJloc - XxSJ•lx .: - xxS..boc 1 . 0 : )ocSJ)oc xxSJxx W24x55 .: W24x76 >z<SJ)o(SP 18LH09 18LH09 20LH09 18L H09 1 1 1111 • W12x19 g 16LH08 g 20LH09 W12x26 g : g 18LH09 W12x19 20LH09 18LH09 ,;.---, : W24x55 . W24x76 ' .0 xxSJ>o(SP xxSJxx . - 0 m(SJ)c< uS,boc I t xxSJxx : xxSJxx xxSJ:a ! I xxSJxx : xxGSP • xxSJ)a : IFV121x50 ...._.„ ' >c<SJ)3( 11...7 xxSJxx W8x10 g W16x26 .—p- cD : xxS.hoc -Icr' W21x50 . xxSJxx ' ....--- O < 1/4E . . xxS.1)06 P n ,. W21x44 )0(SJxx.SP : › . c xxGSP : xxSJxx xxGSP I C4 CJ■ : 0 172-J . . . . W8x10 ! 24L H09 W8x1) I I ] . ; '-----s E. ::=:. m 4 P- .0 I I *A ;011%—llii ...._..- -- ‘,._....„/ 0-3 M 9k W12x1 9k ....,,, ; . 0 , • . r Co E . . . • ' . . •k xxGSP 12k i14k 20LH10 13k . : ig ■5 NJ , . ,,,i„,-,"'<'15 A• . q E = cn c. . ,—, 16 kt . xxS.1x)(SP 20k ' [ 17k xxSJxx 16k ,•-■ :: L'j ••■•• ' N) Cl. < 1 22k ' xxSJxx • 22k 16k 24LH11 15k . 5 0 g 15k ; 24LH10 14k 22k xxSJxx 22k -a ' acl I 17k , 28LH12 . 17.1( • 22k xxSJxx 22111k '1 kr 1k 20LH06 11k W3k • ' . ' • CII Clk W24x55 21k . ; 00 23k ' xxSJxx 23k st2 yp .71,11x1k , . 00 11 kW io 514k W16x26 14k 6 I I . & 23k : xxSJxx 23k . r n ' . 11 k/12x149k 26k ,W24x55 21k • . ! 4 - 23k ! xxSJxx- 23 k j211 .x)cGSP 20k55k W18x35 19k 22k -; xxSJxx • . •22k 22k : xxSJxx • " 22k 0 :19k xxSJxx '19k g - , 13 . 22k ! xx&xxSJxx 22k ,: 2k ; xxSJxx 22k 9k xxSJxx 19k 23k ! W24x55 46k 43k W24x76 32 kT17k xxSJxxSP 14k : . „ 1 , 11k 18LH0911k 10k18LH0S10k 13k 20LH09 13k 12k 18LH09 12k , . : . . . 11kW12x1911k 10k18LH0610k 1113k 20LH09 13k ,& W12x26 12k . g 83 18 . • R . . 1 11k 18LH0911k 13kN12x1E13k 13k 201H09 13k .12k 18LH09 12k — 23k---- .47k 43k . 24x76 • LnJ 33k4 xxSJxxSP --141c 4 - --- '1 0) ■ , • 22k ; xxSJxx 22k 22k : xxSJxx 22k 19k xxSJxx 19k • 5 5 . 22k : xxSJxx 22k 22k : xxSJxx 22k 5:19k xxSJxx ; 19k . I 22k ; xxSJxx 22k 19k : xxGSP 19419k xxSJxx ! 19k .... ) 1 :5 IS = 0 23k 1 19k ' I 22k ; xxSJxx 22k Op ts. 19k xxSJxx ! 19k • 11 MA !..9 3k W16x26 13k § CA 22k xxSJxx ; xxSJ)cc 22k F t gi 9k xxSJxx 19k cr) n I 9k KV21x50 20k c , . , 2 . .0 19k ; xxSJxxSP 22k 119k ; W21x44 19k xxabcxSP ; 16k' • 4.-- ---, . Cx) ; CD --■ ----.. 51 I . C0 C4 ON 11k xxGSP 13k gok ,: xxSJxx 20k COk )ccGSP 9k 4Ic3x4k 14k : 24LH09 14k W2k1) ' tri :4, I r as 1.0 um imm an, mori MI IMP MI MI MB MIN I= i RAM Steel v11.0 Page 2/2 09/14/06 14:02:49 to RAM DataBase: Fanno BldgB 50psf 8 -28 -06 ME Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Floor Load 60.0 60.0 70.0 Reducible 20.0 0.0 Egress 60.0 0.0 100.0 Unreducible 0.0 0.0 Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft , Type k/ft k/ft L2 Shaft/Elevator Wall 0.250 0.000 0.000 Reducible 0.000 0.000 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stair 1.000 0.000 4.000 Unreducible 0.000 0.000 1'1 N -4 INN _Alit NM MN SI* NIB MIK ME ap am MIN INN 1111111 OM MIN pm is rim RAM Steel v11.0 tn RANI Data Base: Fanno BldgB 50psf 8-28-06 09/14/06 14:02:49 IN Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third ,...„, ... . „ , - -, /V ...-. 1 ‘ '. :, 2 , ( 3 ) f 4 1 ,, 6 ( 5 ) (6 (., 14 ) r 8 ') ( 9 ) ( 10 ) I ' ) . „ ... Lo r-- 10 1L- \ ..1 . I CO CD c9 , ,... - ,, ‘) OD C \I GO I c 5 co '- : co 1 22 , • 'I- • Inor- . 40 69 82 dirt 81 • 4 ' 0 4 4 4 — ..._ .. . • N . if) 01 co 81 to to co cd C` r. N in o co 2 83 c O l L cg ...k co . . ■ 34 ' k°1 j 4_23 33 .ci- . . r Tr co 1■: . n. j. IZ: 8 0 2 79 85 l• T csi s• , . 38 ° U3 ZE; 0 67 tlitp • 0 oil 0-04-113 n cirirr F-84— n . ---,-, • c„, , N 0 N if) 0 CO to 12 F2 (g) 12 o 20 .4- co N. co Fr, \ 8 9' -0 • - - - - cn 16 1 3 1 . • . , . --C) Fal Load Diagram i RAM Steel v11.0 0-1 F---- I � DataBase: Fat= BldgB 50psf 8 -28 -06 09/14/06 14:02:49 Building Code: IBC I Floor Type: Third Beam Number = 9 Span information (ft): I -End (26.75,35.00) J -End (54.83,35.00) I P1 I P3 I P4 I T 1 I Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips P1 9.361 16.965 12.989 0.000 29.953 0 P2 14.583 6.512 4.986 0.000 11.497 P3 18.722 9.829 7.525 0.000 17.354 P4 21.583 7.592 5.813 0.000 13.404 I I I I I 1 I I I Load Diagram i Fl RAM Steel v11.0 I to F-5° ' RAIN DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 Building Code: IBC I Floor Type: Third Beam Number = 15 Span information (ft): I -End (48.33,72.50) J -End (84.83,72.50) 1 -P6 P2 1 11 I t3 1 P4 i PS I I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 6.500 6.125 4.818 0.000 10.943 Ii P2 12.500 9.034 8.910 0.000 17.944 P3 16.500 3.027 2.381 0.000 5.408 P P4 20.500 6.180 4.862 0.000 11.041 P5 26.500 4.666 3.671 0.000 8.337 P6 28.500 10.364 8.272 0.000 18.636 I I I 1 I I 1 . 1 Gravity Beam Design a RAM Steel v11.0 3 I to RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 INfrERNAMNAL Building Code: IBC Steel Code: ASD 9th Ed. • Floor Type: Third Beam Number = 15 I SPAN INFORMATION (ft): I -End (48.33,72.50) J -End (84.83,72.50) Beam Size (Optimum) = W24X68 Fy = 50.0 ksi Total Beam Length (ft) = 36.50 I POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% I 6.500 6.12 7.15 32.6 0.00 0.00 0.0 0.00 Snow 12.500 9.03 9.61 32.6 2.43 0.00 0.0 0.00 Snow 16.500 3.03 3.53 32.6 0.00 0.00 0.0 0.00 Snow I 20.500 6.18 7.21 32.6 0.00 0.00 0.0 0.00 Snow 26.500 4.67 5.44 32.6 0.00 0.00 0.0 0.00 Snow 28.500 10.36 10.80 ' 32.6 0.99 0.00 0.0. 0.00 Snow 1 SHEAR: Max V (DL +LL) = 37.34 kips fv = 3.99 ksi Fv = 19.79 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb fb Fb 0 Center Max + 398.4 20.5 6.0 1.08 31.04 33.00 31.04 33.00 Controlling 398.4 20.5 6.0 1.08 31.04 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 18.89 20.50 Max +LL reaction 16.07 16.84 i Max +total reaction 34.97 37.34 DEFLECTIONS: Dead load (in) at 18.43 ft = -0.984 L/D = 445 I Live load (in) at 18.25 ft = -0.828 L/D = 529 Net Total load (in) at 18.25 ft = -1.812 L/D = 242 I I 1 I 1 I Load Fil Diagram RAM Steel v11.0 to -� z RAM DataBase: Fanno BldgB 50psf 8-28-06 09/14/06 14:02:49 INFENADDN Building Code: IBC I Floor Type: Third Beam Number = 31 Span information (ft): I -End (76.83,35.00) J -End (76.83,72.50) I -P2 I wl w2 pi W3 W4 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 1.750 2.433 3.368 0.000 5.801 P2 11.750 5.313 6.307 0.000 11.621 ft k/ft k/ft k/ft k/ft W1 0.000 0.480 0.490 0.000 0.970 1 W2 1.750 0.480 0.490 0.000 0.970 0.250 0.000 0.000 0.250 W3 11.750 0.250 0.000 0.000 0.250 1 0.480 0.490 0.000 0.970 W4 37.500 0.480 0.490 0.000 0.970 I I I I 1 I . 1 I Gravity Beam Design RAM Steel v11.0 tn F33 RAM DataBase: Fanno BldgB 50psf 8 -28 - 06 09/14/06 14:02:49 NrENAlioNA Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Third Beam Number = 31 I SPAN INFORMATION (ft): I -End (76.83,35.00) J -End (76.83,72.50) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 37.50 I POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% I 1.750 1.30 0.18 12.5 0.00 0.00 0.0 0.00 Snow 1.750 1.14 0.52 12.5 2.75 0.00 0.0 0.00 Snow 11.750 1.30 0.18 12.5 0.00 0.00 0.0 0.00 Snow I 11.750 4.02 3.88 12.5 2.75 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type I 1 1.750. 0.250 0.000 0.0% Red 11.750 0.250 0.000 2 0.000 0.480 0.560 12.5% Red 1.750 0.480 0.560 3 11.750 0.480 0.560 12.5% Red NI 37.500 0.480 0.560 S HEAR: Max V (DL +LL) = 25.79 kips fv = 2.89 ksi Fir = 18.78 ksi a MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb. Fb I Center Max + 223.1 16.1 0.0 1.00 23.28 33.00 23.28 33.00 Controlling 214.1 11.8 10.0 1.55 22.34 27.97 REACTIONS (kips): Left Right DL reaction 13.08 10.36 I Max +LL reaction 12.71 10.44 Max +total reaction 25.79 20.80 DEFLECTIONS: I Dead load (in) at 18.38 ft = -0.711 L/D = 633 Live load (in) at 18.38 ft = -0.705 L/D = 638 Net Total load (in) at 18.38 ft = -1.416 L/D = 318 I I I I El Load Diagram RAM Steel v11.0 RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 Building Code: IBC Floor Type: Third Beam Number = 97 Span information (ft): I -End (203.33,35.00) J -End (224.83,35.00) P1 I -P2 t I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 10.000 15.126 13.995 0.000 29.121 01 P2 17.500 7.762 7.182 0.000 14.944 .1 1 1 1 1 1 1 I 1 I Load Diagram ri RAM Steel v11.0 _ ii ®� � DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 RANI Code: IBC I Floor Type: Third Beam Number = 99 Span information (ft): I -End (203.33,70.00) J -End (224.83,70.00) I I P 1 I 1 P2 I I II Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips P1 10.000 13.602 13.073 0.000 26.675 01 P2 17.500 6.900 6.631 0.000 13.531 I I I I I I I I I 1 It ......._."._..... •..._...,. ........„. i-i • W12x16 t...e , . , 1:1 , . . . . . xxGSP 20Lk 10 . , CA • '-' • m 6. • n .- • • • /----, : Crq (4 iii Il a xxSJxxSP xxSJxx l . ! ) 1 = 6 n n co < 0 ' xxSJxx !24LH11 • f g . 24LH10 xxSJxx t : • , ' . n tz (xi a II 28LH12 CO : • , VI ! I ,/-* ---- ,. • CD ; xxSJxx W10 W10 20LH06 , W8x 0 I i'l ! - W24x55 . xxSJxx ..... 1 ..W8x10 ! 9 W8x10 W16x26 .6a ! • 0, 6 I g , . CN xxSJxx W12x14 ; . W24x55 P 9 E ALL' 8 2_.( 10 EW18x50 • xxSJxx W18x35 - 0 ;, . •41. ) I , . ...- . ! --: • ::- . .. . , • xxSJxx : -xxSJiix . . . ' . xxSJxx : - • --. i . li , ! xxSJxx : xxSJxx xxSJxx W24x55 D : W24x76 xxSJxxSP ! , : LP 18LH09 2OLH10 20LH09 18LH09 • 18LH09 g xxSJxx - g 20LH09 18LH09 g & : .. . • 18LH09 W14x22 . :20LH09 • 18LH09 . ' I W24x55 W24x76 xxSJxxSr ■ , . xxSJxx : xxSJxx xxSJxx ; xxSJxx : xxSJxx xxSJxx : . i , . xxSJxx . W18x50 xxSJxx ! .Q 1,f, V2'1 x50 1 xxSJxx 1 _... xxSJxx W8x10 W16x26 g FD I xxSJxx F : xxSJxx W21x50 ' n 0 0:) xxSJxxSP ! W21x44 xxSJxxSP ' CZ. ---.. Ea CI ': a, ) xxGSP ! xxSJxx xxGSP ._ ._ .. co •,1 C4 cA - 0 W8x10 ! 24LH09 W8x1 3 ! I 1 8 , 1 ti p- ---,' I : ..,..."""• • , \ *21 4 „ ....-., , ......_,- ,....._:,-/ ,„74- lEm...---,. . , ___... 9k W12x16 9k f.... " 0 . . • ' • o k xxGSP 12k ?2 20LH 10 13k . . et ra: ICONI 4 ' N) et ,---, 16 ki.> xxSJxxSP 20k 217k xxSJxx 16k , ' CD 1 • r....1 22k ' xxSJxx 22k 16k '24LH11 15k . . . e d 15k ! 24LH10 14k n w I . i . 22k : xxSJxx 22k C r:J 17k 26LH12 17k • / „ ,.......'. 22k xxSJxx 221 t1 k '1,911k 20LH06 11 W3k 0 • . . • . . ' ' . cn 1 `,.,,,_,./ •—y 0 k W24x55 21k •—■ . , 0 23k " xxSJxx 23k e $F , .7k8r6k I It, ■ . I, xi ktx11 114k W16x26 14k g Ei • cn . 23k : xxSJxx 23k ,"!. 1 11W12x149k ' ch 6k ,W24x55 21k 0 1 . 23k xxSJxx 23k 211C .k/18x50 20k m i 55k W18x35 19k r ' 0 W 1 .. 22k ;. . xxSJxx 22k 0. 22k .: xxSJxx 22k 19k . xxSJxx ; •: 19k .11 fl= • , 22k : xxSJxx 22k 2k : xxSJxx 22k )19k xxSJxx ; 19k 23k : W24x55 48k 5k ! W24x76 33k417k xxSJxxSP : 14k" , OI 7 .--. ; 0 0 • , ......._..-: 11k 18LHO9 11k 11k2OLH1011k 13k 20LH09 13k 12k 18LH09 12k . . 11k 18LHO9 11k F12kxx SJxx 12k 13k 20LH09 13k t 2k 18LH09 12k • ■ .. R . 11k 18LHO9 11k 10i/14)2214k .13k 20LH09 13k 12k 18LH09 12k i . 2 ; — '2 - 4 - k — • W24x55 , 49k,' 44k tj /24x76 33k 17k xxSJxxSP ----1 1 CD ) • 22k : xxSJxx 22k 0 22k : xxSJxx 22k 1 9k xxSJxx ! 19k 5 5 , 22k : xxSJxx 22k 92k : xxSJxx 22k 19k xxSJxx ; 19k I 22k " xxSJxx 22k 19k W18x50 19419k xxSJxx ! 19V '• / 23k Fis N 2 1 x 5 0 19k ' ! ,.......— 22k : xxSJxx 22k le , 19k xxSJxx ' 19k 1l41� 1 W16x26 13k C4 22k " xxSJxx 22k c4 g t19k xxSJxx ' 19k EtT CD ,.., 9k KA/21x50 20k „..,...... n ,..., . . \ 0 c) 19k " xxSJxxSP 22k 119k ' W21x44 19k19k xxSJxxSP ' 16k 5? 0 I . . . )------ , 111k xxGSP 13k 0k ; xxSJxx 20k g'l Ok xxGSP 9k Er . • 4k3x4k 14k " 24LH09 14k W2kd J 5' : L .") 0 lq ; P- ,--, II 111111 111111 gall alli 111111 1141 IIIII ali tIoltar ISM 1111/ MIS ISM IIIII 111. MIS 11. RAM Steel v11.0 Page 2/2 to 'r 1 DataBase: Fanno BldgB 50psf 10 -11 -06 10/11/06 16:24:11 INTE9ATIIXJAI Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Floor Load 60.0 60.0 70.0 Reducible 20.0 0.0 Egress 60.0 0.0 100.0 Unreducible 0.0 0.0 Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator Wall 0.250 0.000 0.000 Reducible 0.000 0.000 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stair 1.000 0.000 4.000 Unreducible 0.000 0.000 41 MI , • OM IIIIIII MI ell MIN 111111111h 11111 NM 1111111 III SIM WI li UN MI RAM Steel v11.0 1 DataBase: Fanno BldgB 50psf 10-11-06 10/11/06 16:24:11 INTERNATICNAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second , • I. , 2 , 3 ) f 4 ) 6 t 5 1 ( 6 1 ; ( 1 ) ( 8 ) ( 9 ' ( 10 ) . A . ■ , \ ,,,, 1 / \ / , N. , _, ei) ,, ), , 10 — 1( 1 1 8 B ') , , , . 4 C') co CV tf) CO `5 I , v v Lo N. N- CO ' `0 m ,_;..7. - 2 N- ci c co , N- C O' ) In Co ,_ ■ (0 CV 1 CV - 22 AO 2 • ....- 1 72 85 C 1 40 4 0 0 4 - .....-- . , (7,.) co CV CV 2 Z ai cp : 1 3r):r 2 8 8 N-1.- ( D 0 CO .-- ,-- 1- c•I — v 0 1 I ... J 38 70 — s cr) 83 (.4:,! co cn 40 8 a cc:_ ' 82 88, F ; 4 1 CV 0 D 0-0 o) 1 49 6" c.) .4.0 ' NI Cc) 'I' 4 (0 CD CD C CO lf) 0) , COC, c... — •• co C') co cm [ CD N- CV CV ,— ,-- ' 4 . 11 r- a co N, N- N- CD crI \i- 8 3 I 1 71 'I) I FR Load Diagram RAM Steel v11.0 e1' I to R DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 Building Code: IBC 1 Floor Type: Second Beam Number = 9 Span information (ft): I -End (26.75,35.00) J -End (54.83,35.00) I P1 I P3 1 f „,,, P2 I i. I 1 I 411' A Load Dist DL LL+ LL- Max Tot I ft kips kips kips .1 16.965 12.989 0.000 29.953 0 P2 14.583 6.512 4.986 0.000 11.497 P3 18.722 9.829 7.525 0.000 17.354 P4 21.583 7.592 5.813 0.000 13.404 I I I I I I I I I Load Diagram F RAM Steel v11.0 I tn ® DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 I Building Code: IBC I Floor Type: Second Beam Number = 15 Span information (ft): I -End (48.33,72.50) J -End (84.83,72.50) I 16 -P2 I 1 P4 i P5 P3 I Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips P1 6.500 6.125 4.818 0.000 10.943 P2 12.500 9.034 8.910 0.000 17.944 P3 16.500 3.027 2.381 0.000 5.408 P P4 20.500 6.180 4.862 0.000 11.041 P5 26.500 4.666 3.671 0.000 8.337 I P6 28.500 10.364 8.272 0.000 18.636 I I I I I I I I I Gravity Beam Design El , RAM Steel v11.0 to - q 3 � � DataBase: Fanno B1dgB 5opsf 8 -28 06 09/14/06 14:02:49 INTERNATKJNA1 Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Second Beam Number = 15 I SPAN INFORMATION (ft): I -End (48.33,72.50) J -End (84.83,72.50) Beam Size (Optimum) = W24X68 Fy = 50.0 ksi Total Beam Length (ft) = 36.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.500 6.12 7.15 32.6 0.00 0.00 0.0 0.00 Snow I 12.500 9.03 9.61 32.6 2.43 0.00 0.0 0.00 Snow 16.500 3.03 3.53 32.6 0.00 0.00 0.0 0.00 Snow I 20.500 6.18 7.21 32.6 0.00 0.00 0.0 0.00 Snow 26.500 4.67 5.44 32.6 0.00 0.00 0.0 0.00 Snow 28.500 10.36 10.80 32.6 0.99 0.00 0.0 0.00 Snow I SHEAR: Max V (DL +LL) = 37.34 kips fv = 3.99 ksi Fv = 19.79 ksi MOMENTS: 1 Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center Max + 398.4 20.5 6.0 1.08 31.04 33.00 31.04 33.00 N Controlling 398.4 20.5 6.0 1.08 31.04 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 18.89 20.50 Max +LL reaction 16.07 16.84 I Max +total reaction 34.97 37.34 DEFLECTIONS: Dead load (in) at 18.43 ft = -0.984 L/D = 445 I Live load (in) at 18.25 ft = -0.828 L/D = 529 Net Total load (in) at 18.25 ft = -1.812 L/D = 242 I 1 I I I I I Load Diagram RAM Steel v11.0 to F Y ' DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 INFERNATICNAL Building Code: IBC I Floor Type: Second Beam Number = 22 Span information (ft): I -End (60.83,35.00) J -End (60.83,72.50) I -P2 I W1 W2 P1 1 W3 W4 1 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 1.750 1.762 5.726 0.000 7.489 P2 11.750 4.642 8.774 0.000 13.417 III ft k/ft k/ft k/ft k/ft W1 0.000 0.420 0.445 0.000 0.865 W2 1.750 0.420 '0.445 0.000 0.865 0.210 0.332 0.000 0.542 W3 11.750 0.210 0.332 0.000 0.542 1 0.420 0.445 0.000 0.865 W4 37.500 0.420 0.445 0.000 0.865 I I I I I I I I Gravity Beam Design RAM Steel v11.0 I DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 22 I SPAN INFORMATION (ft): I -End (60.83,35.00) J -End (60.83,72.50) Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 37.50 I POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% I 1.750 0.76 0.52 9.3 1.25 0.00 0.0 0.00 Snow 11.750 3.64 3.88 9.3 1.25 0.00 0.0 0.00 Snow 11.750 1.00 0.00 0.0 4.00 0.00 0.0 0.00 Snow I 1.750 1.00 0.00 0.0 4.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type I 1 0.000 0.420 0.490 9.3% Red 1.750 0.420 0.490 1 2 1.750 0.180 0.300 - -- NonR 11.750 0.180 0.300 3 11.750 0.420 0.490 9.3% Red P 37.500 0.420 0.490 4 1.750 0.030 0.035 9.3% Red 11.750 0.030 0.035 SHEAR: Max V (DL +LL) = 29.91 kips fv = 3.35 ksi Fv = 18.78 ksi MOMENTS: I Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 235.6 14.2 0.0 1.00 24.58 33.00 24.58 33.00 I Controlling 235.6 14.2 0.0 1.00 24.58 33.00 - -- - -- REACTIONS (kips): I Left Right DL reaction 11.02 9.03 Max +LL reaction 18.89 11.15 I Max +total reaction 29.91 20.18 DEFLECTIONS: Dead load (in) at 18.38 ft = -0.618 L/D = 729 I Live load (in) at 18.19 ft = -0.859 L/D = 524 Net Total load (in) at 18.19 ft = -1.477 L/D = 305 I I I Load Diagram RAM Steel v11.0 _ I RAM DataBase: Fanno BldgB 50psf 8-28-06 09/14/06 14:02:49 Building Code: IBC g = Floor Type: Second Beam Number = 85 Span information (ft): I -End (174.83,70.00) J -End (203.33,70.00) I 15 Pl P2 P4 3 ! H [ 1j A Load Dist DL LL+ LL- Max Tot 1 ft kips kips kips kips P1 6.250 8.857 7.170 0.000 16.027 p P2 9.500 8.550 6.682 0.000 15.232 P3 14.375 5.667 4.429 0.000 10.096 P4 19.000 8.550 6.682 0.000 15.232 P5 22.500 8.563 8.623 0.000 17.187 I I I I I I I I I ii- Gravity Beam Design RAM Steel v11.0 I F ® DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 II[!� Building Code: IBC Steel Code: ASD 9th Ed. I Floor Type: Second Beam Number = 85 I SPAN INFORMATION (ft): I -End (174.83,70.00) J -End (203.33,70.00) Beam Size (User Selected) = W24X68 Fy = 50.0 ksi Total Beam Length (ft) = 28.50 I POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% I 6.250 8.86 9.11 33.0 1.07 0.00 0.0 0.00 Snow 9.500 8.55 9.97 33.0 0.00 0.00 0.0 0.00 Snow 14.375 5.67 6.61 33.0 0.00 0.00 0.0 0.00 Snow I 19.000 22.500 8.55 9.97 33.0 0.00 0.00 0.0 0.00 Snow 8.56 9.00 33.0 2.60 0.00 0.0 0.00 Snow SHEAR: Max V (DL +LL) = 37.41 kips fv = 4.00 ksi Fy = 19.79 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange I kip -ft ft ft fb Fb fb Fb Center Max + 318.3 14.4 4.9 1.04 24.80 33.00 24.80 33.00 p Controlling 318.3 14.4 4.9 1.04 24.80 33.00 - -- - -- REACTIONS (kips): Left Right I DL reaction 20.08 20.11 Max +LL reaction 16.29 17.30 Max +total reaction 36.37 37.41 I DEFLECTIONS: Dead load (in) at 14.25 ft = -0.483 L/D = 708 I Live load (in) at 14.25 ft = -0.398 L/D = 859 Net Total load (in) at 14.25 ft = -0.881 L/D = 388 I I I I I I I Load Diagram F RAM Steel v11.0 tn I DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 I Building Code: IBC I Floor Type: Second Beam Number =100 Span information (ft): I -End (203.33,35.00) J -End (224.83,35.00) I P1 I I P2 I A Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips PI 10.000 15.126 13.995 0.000 29.121 P2 17.500 7.762 7.182 0.000 14.944 0 I I I I I I I I U Load Diagram li RAM Steel v11.0 7 I to 7 RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/14/06 14:02:49 INTERNATCNAL Building Code: IBC I Floor Type: Second Beam Number = 102 Span information (ft): I -End (203.33,70.00) J -End (224.83,70.00) I P1 1 I -P2 I I Load Dist DL LL+ LL- Max Tot I ft kips kips kips kips P.0 13.602 13.073 0.000 26.675 p P2 17.500 6.900 6.631 0.000 13.531 I I I I I I I II I 7Tr )f.I7. CONSULTING Job ENGINEERS cent 143 Job No ' Za 5 B R-b 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 gl Date Jot-I F QU Sheet No. F I - fge 5 rtitA i l:)E.S1v0 . I 77Pi LA.l, G I R-b 12- c c,t_Jfro to. C..DN Ni�crloN I P p � 6qps 4f . = /5 " (3 'x ) = 11,t5k r (. i i 1 Dq YW 9 5 '4 At-) 1J C m. ,I��r w VW t. L I U` 3 /y ,e co x CdG. ,: ,,.) . ,c 1-+} . „, Fr_,IJEa. (,,,,, x „, X \ III � _ g (Co e -- 2 L: A4 5> (C. (3) -- 2( Zo")) L r3 on V ET v s7 ff N k Z . ; .. i 2 z y D. � ... a • 5a ,. (55) g L s 3(0 ((0 ) 5,i, (90) o 1 c / . 7S I. / - d ©,s -, -. es_ - 57.7 77.S 2(L)(1) + 9 -2 7 I 3 K,- 2, 'I + 2.1yv 3. 'i,,, I �E - 3:2q _ Z D ' S 0 � „.36 Si /('0.70 -n(c) (� 3) (-7,,) p, c).-e-- / Z USE . > / x `” 3 - I VSO 'At 1(451- 1 " /ovIc_At, I CONSULTING Job 1-A'NtJI c� vEm E N G I N E E R S Client ` Job No 2- By 12-&;"'l I 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Date 7" E' OW Sheet No. F-5-1 P 503.222.4453 503.248.9263 I T VA, m lIac , 1a si V1J I T1P►cAt- Tb0:r C°L.wil'- eoglu C,T/o, ?S ; E,FA /iW SEAT _ ( s %y x Co.' k Ca (' , v4Ir r") I ‘.YsG /y x co x- d 'rrr� 01 , I .6-s-nrF d ¶ s /12" (3..is " /„... 37. > 1.2 . all a c v.) _ ,� / iz /I) /. /,./ %,., . . (2-(C.0-)C1) - 171 1 � / k 4 = V /,33 /,1yZ = /.75 / 1 y ,7.5 tA) FI.D Sia-E _ (0,7o7)('')(0. -)(7o = 0.12 Z co. 0)e %" & " x9 " srf -p €rz USE 1/4-C w E Cc. T yP e-A4- I ' . ' GANNC� A CONSULTING Job t g CONSULTING ��" ENGINEERS O11ent L"`45" I Job No. � By r_ 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 N_ P 503.222.4453 503.248.9263 TvE C(O Date � Sheet No, . 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E N G I N E E R S Client 1 I Job No. 7 05 7 By 1 CA) 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 2 P 503.222.4453 503.248.9263 ® Date T�'` ( NP sheet No, F 53 I I�v 1 A14 ()L. ( FU°OR— F w4 ) 0R .. fir,` '715' •feT 0 2.15 K m _ . Ill - . . _ :: A1JC1... � .. S eEe -� / • t o r !N 3 j, 1 5 ( C' : . 3 LPDt f2� - ,A4Gl; ... , E ' Ind _ '' I,.SoN STtins USE- /z Pv�E / (z7 /H >< � rJ E I cH - FA2 -A-PA{ t7 _ /I ,coS ySTUfa I . I . I ........ . .....,._ ,. • , . ......... . • ..... _ - as a a am sat - - -. W at ice- a - =a M r MN - WALL QA►•*'-t- c.oa ►r1/4.Nk1 S • 84' -9" y 30' -0" , j 20' -0" 30' -0' 213'-0 - 7 � Y 95.24940 ei n \ 111 I X 159.8123 10 O \ Y 99.5000 % 204.3041 g •_ 6 - % 85.3041 X 145 X 189.8150 Y 95.9187 O Y 98. X 129.8038 % 99.8150 B Y 952494 Y 99.5000 Q Y 90.9993 Y 99.5000 O _O 17 % 80.4949 i „.1 '. • V 90.7914 O '� .i N. X 61.3842 Y 60.8215 O . 1 3 1 X Y 2 74. 4 500 9 u / � ;1,1110 _ - -_ 14 Y fiJ O I .1=. %6.6178 O _ - .� �j Y 51.6723 X 224.30!1 II Y J6. 3041 \ X 3.9636 N. Y 42.1750 I 15 i . ,.. 26 Y 22.6 Y 41.4135 Q 21 < 0> X Y 25.5000 - - I 0 Y 12 . Y 4.75.0041 20 X 114.3041 ' Y 4.7500 I X 159.8096 0 17 OX 69.7987 Y.0.5017 X 204.3041 9 / O 0 X 47.3041 Y 4.0833 Y 0.500 Y 0.5000 • % 99.7933 Y 0. 5000 X 09815 co 18 Y 1 0.503 . 4 0 n m 7 / • (1) . (!) I 26' - , 15' - , 30' -0' 30' -0" 1 20' -0' l 30' -0' 30' -0' 1 OM • N � / I MI M i I -. w am 111111 MI E MS MI - - NI E N G 5 NELTING E R ' S 503.222.4453 503.248.9263 vlmk@vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 www.vlmk.com Center of Rigidity & Mass. Tabulation - Fanno Creek Bldg B Wall Coordinates ' CENTER OF RIGIDITY CENTER OF MASS Direction Mark/Grid Width Height Thick. X Y Rigidity Rigidity . Rx *Y -Ry *X Weight T otal.Wt Wt *X Wt *Y type (ft) (ft) (in) (ft) (ft) Rx Ry ' (kif) (kips), 5 I 5.64 14.5 725 85.304 96.827 - ' 0.350. 30 1.400 ` 7.90' 674 ' 765 2nd 7 D 8.5 14.5 1125 114.3 95.249 1.536 .. 176 <' 2..100 17.85 2040 1700 Y 9 D 8.5 14.5 11.25: _ 145.3 95.249 1.536 223 • .2.100 17.85 2594 1700 12 F 8.17 14.5 " 7.25: 204.3 95.91.7 0.420 86 "" 1:143 9.34 1908 896 14 H 22.25 14.5 7.25. 224.3 63.875 1.500 .336 , . 1.022 22.74 5101 1452 15 H 22.25 14.5 7.25 224.3 36.125. 1.500 336 1.022 22.74 5101 821 17 F 8.17 14.5 7.25 204.3 4.0833 0.420 86 . ' 1.143 9.34 1908 38 20 D 8.5 14.5 11.25: ` 145.3 4.75 1.536 223 2.100 17:85 2594 85 22 D 8.5 14.5 11.25 .114.3 4.75 ' 1.536 176 2.100 17.85 2040 85 26 A2 25.5 14.5 7.25 14.6 22.18 1.150 1.7 0.933 23.79 347 528 27 Al 12.75 14.5 7.25 3.96 42.18 0.330 1 0.933 11.90 47 502 28 M 11 14.5 8 . 54.969 41.414 ," ' 1.600 88 1.531 16.84 926 698 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 13.415 1778 1 L 11.5 14.5 7.25 6.8118 51.612 0.880 45 1.136 13.06 89 674 2nd 2 K 32.75 14.5 7.25 27.378 62.604 '1.830 115 0.976 31.96 875 2001 X 3 K 32.75 14.5 7.25 61,384 80.622 : 1.830 148 0.976 31.96 1962 2577 4 J 11.78 14.5 7.25 80.495 90.791 1.440 131 1.400 16.49 1328 1497 6 C 30 14.5 7.25 99.8.15 99.5 ' 1.590 158 0:933 27.99 2794 2785 8 E 20 14.5 7.25 129.8 90.999 1.260 115 ..0.825 16.50 2142 1501 10 C 30 14.5 7.25 159.81 99.5 " " 1.590 158 0.933 27.99 4473 2785 11 C 30 14.5 7.25 1.89.82 99.5 , 1.590 158 0.933 27.99 5313 2785 13 G 9.67 14.5 7.25 219.47 74:5 ' 0.440 33 '1.038 10.04 2203 748 16 G 9.67 14.5 725 .21.9.47 25.5 ' 0:440 11 1.038 10.04 2203 256 18 C 30 14.5 7.25 ' 189.82 0.5 1:590 1 0.933 27.99 5313 14 19 C 30 14.5 7.25 159.81 0.5 1.590 1 0.933 27.99 4473 14 21 E 20 14.5 7.25 - 129.8 9 1.260 11 0.825 16.50 2142 149 23 C 30 14.5 7.25 99.793 0.5 ' 1.590 1 . ' 0.933 27.99 2793 14 24 C 30 14.5 7.25 69.799 0.5 1.590 1 0.933 27.99 1954 14 25 B 15 14.5 7.25 ' 47.304 0.5 . 0:500 0 " 0.933 14.00 662 7 na na 0 0 100 0 0 0.000 0 . 1.259 0.00 0 0 na na 0 0 100 0 0 . 0:000 0 1.259 0.00 0 0 na na 0 0 100 0 0 "0.000 0 ' 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 21.010 1086 552.47 65997 27091 P k Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 1 of 4 N .. aim _- -- vim -. IN al .E.._ Nut -- NIB Wall • Coordinates CENTER OF'RIGIDITY CENTER OF MASS Direction Mark/Grid Width Height Thick. X Y Rigidity Rigidity Rx *Y Ry*X Weight Total Wt Wt *X Wt *Y type (ft) (ft) (in) (ft) (ft) Rx Ry (klf) (kips) 5 I 5.64 13.5 7.25 .85.304 96.827 - 0.420 36 1:375 7.76 662 751 3rd 7 D 8.5 13.5 11.25 . 114.3 95.249 1.769 202 2.063 17.53 2004 1670 Y 9 D 8.5 13.5 11.25 145.3 95.249 1.769 257 2.063 17.53 2547 1670 12 F 8.17 13.5 7.25 204.3 95.917 . 0.440 90 1.090 8.91 1819 854 14 H 22.25 13.5 7.25 224.3 63.875 1.540 345 0.957 21.29 4776 1360 15 H 22.25 13.5 7.25 224.3 36.125 1.540 345 • 0.957 21.29 4776 769 17 F 8.17 13.5 7.25 204.3 4.0833 0.440 90 1.090 8.91 1819 36 20 D 8.5 13.5 11.25 145.3 4.75 1.769 257 2.063 17.53 2547 83 22 D 8.5 13.5 11.25 114.3 4.75 1.769 202 2.063 17.53 2004 83 26 A2 25.5 13.5 7.25 14.6 22.18 1.170 • 17. 0.858 21.88 319 485 27 Al 12.75 13.5 7.25 3.96 42.18 0.340 1 0.858 10.94 43 461 • 28 M 11 13.5 8 54.969 41.414 1.843 101 1.504 16.54 909 685 na na 0 13.5 100 0 0 0.000 0 1.259 0.00 0 0 14.809 1945 1 L 11.5 13.5 7.25 6.8118 51.612 0.940 49 1.083 12.45 85 643 3rd 2 K 32.75 13.5 7.25 27.378 62.604 1.870 117 0:905 29.64 811 1855 X 3 K 32.75 13.5 7.25 61.384 80.622 1.870 151 0.905 29.64 1819 2390 4 J 11.78 13.5 7.25 80.495 90.791 1.640 149 1.375 16.20 1304 1471 6 C 30 13.5 7.25 99.815 99.5 1.630 162 0.858 25.74 2569 2561 8 E 20 13.5 7.25 129.8 90.999 1.960 178 1.025 20.50 2661 1865 10 C 30 13.5 7.25 159.81 99.5 1.630 162 0.858 25.74 4114 2561 11 C 30 13.5 7.25 189.82 99.5 1.630 162 0.858 25.74 4886 2561 13 G 9.67 13.5 7.25 219.47 74.5 0.460 34 0.974 9.42 2067 702 16 G 9.67 13.5 7.25 219.47 25.5 : 0.460 12 0.974 9.42 2067 240 18 C 30 13.5 7.25 189.82 0.5 1.630 1 0.858 25.74 4886 13 19 C 30 13.5 7.25 159.81 0.5 1.630 1 0.858 25.74 4113 13 21 E 20 13.5 7.25 129.8 9 1.960 18 1.025 20.50 2661 185 23 C 30 13.5 7.25 99.793 0.5 1.630 1 0.858 25.74 2569 13 24 C 30 13.5 7.25 69.799 0.5 1.630 1 0.858 25.74 1797 13 25 B 15 13.5 7.25 47.304 0.5 0.500 0 0.858 12.87 609 6 na na 0 0 100 0 0 .0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 .0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 ' 23.070 1197 528.46 63245 26000 t VI Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 2 of 4 • MN MS - NM r - ON .. - w - IIIIIII -, - MA - ow - m Wall • . - Coordinates CENTER OF RIGIDITY CENTER OF MASS Direction , Mark/Grid Width Height Thick.: • X Y "% . Rigidity Rigidity Rx *Y •Ry *X Weight Total Wt Wt * X Wt *Y type (ft) (ft) (in) (ft) (ft) • Rx Ry (klf) (kips) s 5 I 5.64 14 7.25 85.304 96.827 0.120 10 •. 0.700 3.95 337 382 Roof 7 D 8.5 14 11.25 114.3 95.249 0.683 78 - 1.050 8.93 1020 850 Y 9 D 8.5 14 11.25 - 145.3 95.249 . 0.683 99 " 1.050 8.93 1297 850 12 F 8.17 14 7.25 204.3 95.917 0.260 53 - . 0.590 4.82 985 462 14 H 22.25 14 7.25 . 224.3 63.875 1.370 307 • 0.538 11.97 2685 765 15 H 22.25 14 7.25 224.3 36.125 1.370 307. 0.538 11.97 2685 432 17 F 8.17 14 7.25 204.3 4.0833, 0.260 53 '0.590 4.82 985 20 20 D 8.5 14 11.25 145.3 4.75 0.683 - 99 1.050 8.93 1297 42 22 D 8.5 14 11.25 114.3 4.75 ' 0.683 78 ' 1:050 8.93 1020 42 26 A2 25.5 14 7.25 14.6 22.18 1.090 16 0.500 12.75 186 283 27 Al 12.75 14 . 7.25 3.96 42.18 • 0.300 1 " • 0.500 6.38 25 269 28 M 11 14 8 54.969 41.414 0.817 45 0.766 8.42 463 349 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 8.318 1148 • . Roof 1 L 11.5 14 7.25 6.8118 51.612 0.640 33 0.600 6.90 47 356 X 2 K 32.75 14 7.25 27.378 62:604 1.770 111 0:518 16.96 464 1062 3 K 32.75 14 7.25 61.384 80:622 1.770 143 • 0.518 16.96 1041 1368 4 J 11.78 14 7.25 80.495 90.791 . 0.790 72 0.700 8.25 664 749 6 C 30 14 7.25 99.815 99.5 1.530 152 0.500 15.00 1497 1493 8 E 20 15.5 7.25 129.8 90.999 . .1.440 131 0.663 13.26 1721 1207 10 C 30 14 7.25 159.81 99.5 ' 1.530 152 .0.500 15.00 2397 1493 1 1 C 30 14 7.25 189.82 99.5- : , 1.530 152 0.500 15.00 2847 1493 13 G 9.67 14 7.25 219:47 74.5 0.320 24 0.545 5.27 1157 393 16 G 9.67 14 7.25 21 9.47 25.5 . ' 0.320 8 - 0.545 5.27 1157 134 18 C 30 14 7.25 189.82 0.5 1.530 1 ..0.500 15.00 2847 8 19 C 30 14 7.25 159.81 0.5 1.530 1 0.500 15.00 2397 8 21 E 20 15.5 7.25 129.8 9 1.440 13 ' - 0.663 13.26 1721 119 23 C 30 14 7.25' 99.793 0.5 1.530 1 0.500 15.00 1497 8 24 C 30 14 7.25 69.799 0.5 1.530 1 0.500 15.00 1047 8 25 B 15 14 7.25 47.304 0.5 _ 0.450 0 0.500 7.50 355 4 na na 0 0 100 . 0 0 0.000 0 .1 .259 0.00 0 0 na na 0 0 100 0 0 ' 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 . 1.259 0.00 0 0 _ na na 0 0 100 0 0. .0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 na na 0 0 100 0 0 0.000 0 1.259 0.00 0 0 19.650 994 299.41 35842 14646 P. 1 Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 3 of 4 'S as i o r am s ow — ism llr — No . I as am um on i= we Wall Coordinates CENTER OF RIGIDITY CENTER OF MASS Direction Mark/Grid Width Height Thick. X Y Rigidity Rigidity Rx *Y Ry *X Weight Total Wt Wt *X Wt *Y type (ft) (ft) (in) (ft) (ft) Rx Ry (klf) (kips) Width Length (ft) (ft) X -bar Y -bar Wt. 2nd Floor 0 0 122.83 46.25 1125.28 138218 52044 3rd Floor 0 0 122.83 46.25 1125.28 138218 52044 Roof 0 0 122.83 46.2.5. 346.24 42529 16014 Mechanical 11.2k / ea. 55 50 ' 40.70 2239 2035 (plus 6" conc. pad and curb) 174 50 40.70 7082 2035 (Flexible Diaphragm - modeled rigid for conveinience) 2nd Xcr = 132.5 Xm = 121.7 Total Level Wt. = 1678 Ycr = 51.7 Ym = 47.2 3rd Xcr = 131.3 Xm = 121.8 Total Level Wt. = 1654 Ycr = 51.9 Ym = 47.2 Roof Xcr = 138.0 Xm = 107.8 Total Level Wt. = 727 • Ycr = 50.6 Ym = 42.2 4059 ` 1 � Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 4 of 4 V 1 .. },a1, = (I�'6) ,2 ® _,_<cto)• Qi ) , /_.°)*, . a g ,S2'elh -- I-,san = ( H i L2 = C Ab ), gZ .0 _L(` � ; )t-.hZ (l )I • L1 , .) , ('1 , /Nil N � Q 3 141 = Z / 51-7 ).,' i,8 Q 0,c = Z /cLe11-47),Z Q :v3-,v r Q m o 1== = m ,.,..\ i x I1 I i q L . . . i , ,, r+. ,alZ A a 0 ...,_ i bk = I, , L�'Z0) :I. ' .X •fib =x ' , °5 � L _ 10 -A ,� Gf !x Q / i� -f ` 'Q ' • � Q = 1 (3 jr am so I N — — MI M i MOO MI I MI •! 01111 MI — 1 Q--1 CONSULTIN P,503.222.4453 V < L,1VI ; K EN GINEERS F' 503.248.9263 ‘i E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Slab Center of Gravity y I Section Area X A *X Y A *Y 1 589 16.67 9818.63 31.45 18524.05 2 1901 56.33 107083.3 62.17 118185.2 I 3 2449 54.75 134082.8 23.58 57747.42 4 2744 98.5 270284 49 134456 Center of Gravity 5 2592 128.5 333072 49 127008 x = 122.8281 I 6 5684 173.5 986174 889 207.8 184734.2 49 49 278516 y = 46.2531 7 43561 8 464 218 101152 49 22736 1 17312 2126401 800733.6 I I 10 1 I I I I I I I I Job CONSULTING RilNNO C. t.f E :L 1 . ` K ,' E N G I N E E R S 0,ent 1.-72" `C.L. L i� Job No. iDS By ED If') 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 1 P 503.222.4453 503.248.9263 ® Date -5 /7'5l 0(c Sheet No Qsr13 1 - Erz4vie >.JE A '3vLF D TA ■/A1" Fe(-AL- (o/✓'>` 2I 2UT/OPJS -P4IJrLS �Co 2 ( 2Et5� 1„p(Tr- - 4,4 - `f - DrcEC,T 2 5 , I I Cos ( = 0.V I 2' 1-1/.I(,7- PAN AyoN� 2,5-' (04cS = 7.1x5- ' © �1CT*1 = 15'(t,ss)= r7--7 S I 7H �y vJAL� / ' 5' (p,KC) ' -1,Zs ' R . 1, = 30' OAS) = 25.5" III fo, (0,Kc) _ ,5 I QANEL,S I , 2, 3 4, `-I (ZEsvST tf- TEX-A- X - olecc7;oAJ P i!Ly yiA 6- I i s \I yc, cns ( z ) - 0' u I gN,`5" O Wr b TH /b .24/ (a,gb = q.ac 0 , . D 4 - o'(e,a1} = 3.5z' I 6.o (0.te) : 1-r•v TezAt, vJ( taTH = Z Y,o y C .LD VI iDT TbTAL. WIDTH= I x . 25 - ( 0 . t6) - 3. 1'x ' I v ,-� T �.i`t4, -r-O, � - ESL C. �� P ANFL, 1 -77/i �/Iv ._.4.2-E- c L i • •, . _.. _ K C O N S U L T I N G Job E N G I N E E R S Client L- (LS ,4 N ' Job No. ZD 5 `l a -7 By go i..J 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 .3/ Q 1 P 503.222.4453 503.248.9263 ® Date_ / /L^ »^ Sheet No. 1 I � po , JFt- wE lc HT�, (AS A. Fu�C,7?o o f AP-r4 PANC1 -ripe "AC d, ,1 /13 „ I -T - 17_,E,, TO ROOF ; - 3 -- I y, goof A I ( - 7 ) 15 - 3 ( 75 - T — • 3r .I — � � - (1 3 • - 15 1 (,30) — Iy, 5 ((d) (Z.) - 3.25 (1o.�(Z) = Z57•5, f' 'N S � I �+ce S. SS /-* $0 /3 :0 . (19. ') 1 - 4- j•.ZC((o) ('') ('') - 2.75 (,o )( Z.` . 0 . l �Zs. 9.33 l's � ' N� �. Z PAN -ivr " ., • 7 (2..0F : ii-...:1 2.1 , L - f ( 7 ) ( 1 5 5 ) - 3' ((off _ 75 1IS - • O r i l 1 3 1 5 - ( t 5 - ' ) • - .y 5 . ( /o) - 3 (/d) _ 58 '1 2 I i 4 ' (./ - 1 7 - ( ! ° ) ) - Z . 7S (lo) : _9.33 I 1 I Job } 4Ntio C L. C O N S U L T I N G / n p ,f rr TV E N G I N E E R S Client !iW S A n Job No. 7a rjJ..I 1 7 By po -"_) 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 1 Date ...// 7 /0C sheet No. f — J 0 P 503.222.4453 503.248.9263 I I D A E . L tA) E I L-HTS C D m , C,„ I g-°°f . -1 ') (30') - 3.0 ' (in (Z) - 15a i - S'�- d 3 /3./5' ( - . 5: (/ °) ( . ; - 3.z. = 15 -7.5 = 7.c3g J / (3 0 .-1 , 5 -0C) ( - Z .-, (, D) (ti) _ %0 9. 3 PI , PMNIFL 7yrE D „ „ J „ .. p_elDF . (9,5) - = • `P‘ s _ -7.0 I ,,a ' _ - 0 .?S � .1• S) - 13 0 (o /,,, i ) - /'-f PANE T7PF F I door= t3Z S (5.5 2.0 ? )(-u) - ;.2.5”( /o) 7.- 7L } o (9.C,3- 111 3c' � °s pi- S (y0) - 5 ( /p) - 3 .25 (.Jo) = 40 _ 7 D•2S I � y J ; H ' 2(0 - H . 2-c (lo) - (Z ,-iS+H, )0°) ws ?„ - 0.25 I ' Job FA7fi.10 C4EE VLMK ' E N G I N E E R S cent L„ / ' Job No. .. C 7 2 4 1 0y F-6 W 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date 3 / Sheet No. R. I I Tr'Af i - L vi HT; CD T. I CA NI E t, -F\-(PE „ F ' Rood 1 7.0 ( 3 -0 () = / 1 i3.iS ($.I=-1) - y.s (3) -3L) (3) = / ,t _ 1D. � 1O __ -- I ,1 ; r- /3 _ 7 y- (4,r7) - y,zs(3) - Z -7S(3) :: �T - U I 3 ?A-m �Z- ¶ FL. � C7 eoF 5 ;41 -7, o (7.vb - 3. o (5) - " = 5 - y 5 I / 3 :-) s (9.6 -, - "1.5" ( - 5. is _ /y, 1.17 = 1 / / - ` I'S - (g) - 7.75(5) - /7.(;`1 ' /D, 33 I -ri F , - 7. o ( 33 ) - 3.a (/ r_ / = 5 -/8 II 3 ; 2-16. ) .'7S ( 33 ) - `i (70)(27) - x,250e) e) 'b 33 I �) 322.-o _ �/ .7 co I / 4 / ( .” ) - < /.2s ( /o )(z) - 2 7S ( ' i(z) --- Jab I VL E N G I N E T E R S Client 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. By �f - / R P 503.222.4453 503.248.9263 ® Date Sheet No. l —- I PA-NE !JE1 Nis CoNir. ( F I :179.0 / - _ _ (p•b 13. ( i3.ZS) — `l. y; (5 - 3. z - (5•°N' ' / )•z5 _ 1(3.' I Z e • 6o-5 I 1 1.3(. I / ( ) 3 - 'I,tS'(S.o) - Z -7 7O•)) = / 1.z , s = 0 ,AQF -r-/PE- -, „ R-ooF: 1 7.0 (Z7.7s) - .. ° ((c. C2) .7- + � � 7 - 5.3$ ;4 Z1Z.qii — 9 s7 g y• 1 ( � )r2) - .z 5 (6)( . �z 13 � ' - I )• 7- _ R-1 (i./- 4(.zs (,)(z) - z.75(c,)(Z) = A ?..z _ /°' zz I I I I 1 (2,._...„.3 _ _ 1 MK CONSULTING P 503.222.4453 'i' L ENGINEERS F 503.248.9263 Job Name: E. vlmk @vlmk.com Job Number: 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "Al" I Roof h d + total Section 14 12.8 delta C = 0.85897 - mid segment 7.5 12.8 delta F = - 0.196825 I + piers 7.5 2.13 Rf = 0.183307 7.5 2.13 Rf = 0.183307 0 0 Rf= 0 I delta F = 2.727661 3.390 R= 0.30 I 3rd Floor h d + total Section 13.5 12.8 delta F = 0.436353 - mid segment 7.5 12.8 delta F = -0.196825 I + piers 7.5 2.13 Rf = 0.183307 7.5 2.13 Rf = 0.183307 Pi 0 0 Rf = 0 delta F = 2.727661 2.967 R = 0.34 • 1 2nd Floor h d + total. Section 14.5 12.8 delta F = 0.488263' I - mid segment 7.5 12.8 delta F = - 0.196825 + piers 7.5 2.13 Rf = 0.183307 7.5 2.13 Rf = 0.183307 0 0 Rf = 0 delta F = 2.727661 3.019 R = 0.33 I I I I I 1 I T CONSULTING P- 503.222.4453 1.r 11 � ENGINEERS F.; 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: ' 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "AT' I Roof h d + total Section 14 25.5 delta C = 0.230901 - mid segment 7.5 25.5 delta F = - 0.09078 I + piers 7.5 4.25 Rf = 0.926806 7.5 2.13 Rf = 0.183307 7.5 2.13 Rf = 0.183307 I delta F = 0.773144 0.913 R = 1.09 I 3rd Floor h d` + total Section 13.5 25.5 delta F = 0.173662 - mid segment 7.5 25.5 delta F = 0.09078 + piers 7.5 4.25 Rf = 0.926806 7.5 2.13 Rf = 0.183307 IIII 7.5 2.13 Rf = 0.183307 delta F = 0.773144 0.856 R = 1.17 I 2nd Floor, h . + total Section 14.5 25.5.. delta ,F = 0.188974 I - mid segment 7.5 25.5 delta F'= - 0.09078 + piers 7.5 4.25 Rf = 0.926806 7.5 2.13 Rf = 0.183307 7.5 2.13. Rf = 0.183307 I delta F = 0.773144 0.871 R = 1.15 I I I I I I CONSULTING P 503.222.4453 VIM K ENGINEERS F 503.248.9263 ` Job Name: E ylmk @vlmk.com Job Number: 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "B" I Roof h d + total Section 14 15 delta C = 0.605215 - mid segment 7.5 15 delta F = - 0.1625 I + piers 7.5 2.5 Rf = 0.277778 7.5 2.5 Rf = 0.277778 delta F = 1.8 2.243 R = 0.45 I 3rd Floor h d + total Section 13.5 15 delta F = 0.3429 - mid segment 7.5 15 delta F = - 0.1625 I + piers 7.5 2.5 7.5 2.5 Rf = 0.277778 = Rf = 0.277778 delta F 1.8 1.980 R = 0.50 2nd Floor h d + total Section 14.5 15 delta F = 0.38033 - mid segment 7.5 15 delta F = - 0.1625. + piers 7.5 2.5 Rf = 0.277778 I 7.5 2.5 Rf = 0.277778 delta F = 1.8 2.018 R = 0.50 I I I I I I 1 -119 1 CONSULTING R 503.222.4453 L I . . ENGINEERS F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: I 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W . www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PA NEL "C" I Roof h d + total Section 14 30 delta C = 0.180652 - mid segment 7.5 30 delta F = - 0.076563 1 + piers 7.5 2.5 Rf = 0.277778 7.5 2.5 Rf = 0.277778 7.5 5 Rf = 1.269841 I delta F = 0.547826 0.652 R = 1.53 1 3rd Floor h d + total Section 13.5 30 delta F = 0.144113 1 - mid segment 7.5 30 delta F = - 0.076563 + piers 7.5 2.5 Rf = 0.277778 7.5 2.5 Rf = 0.277778 PI 7.5 5 Rf = 1.269841 delta F = 0.547826 0.615 R = 1.63 1 2nd Floor h d + total Section 14.5 30 delta F = 0.156291 1 - mid segment 7.5 30 delta F = - 0.076563 + piers 7.5 2.5 Rf = 0.277778 7.5 2.5 Rf = 0.277778 7.5 5 Rf = 1.269841 I delta F = 0.547826 0.628 R = 1.59 I PANEL "D" Roof h d I + total Section 14 8.5 delta C = 2.281376 R = 0.44 I 3rd Floor h d + total Section 13.5 8.5 delta F = 0.877102 R = 1.14 1 2nd Floor h d + total Section 14.5 8.5 delta F = 1.008182 R = 0.99 I 1 I `'1 I , VI M K P 503.222.4453 CONSULTING Job Name: ENGINEERS F 503.248.9263 E vlmk @vlmk.com Job Number: 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis PANEL E I Roof h d + total Section 15.5 20 delta C = 0.418694 - mid segment 7.5 20 delta F = - 0.117773 I + piers 7.5 5 Rf = 1.269841 7.5 5 Rf = 1.269841 0 0 Rf= 0 I delta F = 0.39375. 0.695 R = 1.44 I 3rd Floor h d + total Section 13.5 20 delta F = 0.233255 - mid segment 7.5 20 delta F = - 0.117773 1 + piers 7.5 5 Rf = 1.269841 7.5 5 Rf = 1.269841 0 0 Rf = 0 delta F = 0.39375 0.509 R = 1.96 1 2nd Floor h + total Section 14.5 20 delta F = 0.255608 I - mid. segment 10 ' 20 delta F = - 0.1625 + piers 10 5 Rf = 0.714286 10. 5 Rf = 0.714286 0 . 0 Rf = 0 delta F = 0.7 0.793 R = 1.26 I I I I I I 1 CONSULTING 503.222.4453 ENGINEER F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: I 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "F" I Roof h d + total Section 14 8.17 delta C = 2.529178 - mid segment 7.5 8.17 delta F = - 0.352944 I + piers 7.5 2.67 Rf = 0.326893 7.5 2.5 Rf = 0.277778 0 0 Rf = 0 I delta F = 1.653793 3.830 R = 0.26 I 3rd Floor h d + total Section 13.5 8.17 delta F = 0.94756 I - mid segment 7.5 8.17 delta F = - 0.352944 + piers 7.5 2.67 Rf = 0.326893 7.5 2.5 Rf = 0.277778 0 0 Rf= 0 delta F = 1.653793 2.248 R = 0.44 2nd Floor h d + total Section 14.5 8.17 delta F = 1.092281 I - mid segment 7.5 8.17 delta F = -0.352944 + piers 7.5 2.67 Rf = 0.326893 7.5 2.5 Rf = 0.277778 I 0 0 Rf =0 delta F = 1.653793 2.393 R = 0.42 I I I I I L � CONSULTING P 503.222.4453 :l�i ENGINEERS F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis PANEL "G" I Roof h d + total Section 14 9.67 delta C = 1.648182 - mid segment 7.5 9.67 delta F = - 0.279334 + piers 7.5 3.17 Rf = 0.490538 7.5 1.5 Rf = 0.071429 0 0 Rf = 0 • delta F = 1.779466 3.148 R = 0.32 I . 3rd Floor . h d + total Section 13.5 9.67 delta F = 0.690917 I - mid segment 7.5 9.67 delta F = - 0.279334 + piers 7.5 3.17 Rf = 0.490538 7.5 1.5 Rf = 0.071429 0 0 Rf = 0 delta F = 1.779466 2.191 R= 0.46 2nd Floor. h . d + total Section 14.5 9.67. delta F = 0.786996 I - mid segment 7.5 9.67 delta F = - 0.279334 + piers 7.5 3.17 Rf = 0.490538 7.5 1.5 Rf = 0.071429 I 0 0 Rf= 0 delta F = 1.779466 2.287 R = 0.44 I I 1 I I I 1 ilk CONSULTING 503.222.4453 V L K ' ENGINEERS F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: I 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis 1 PANEL "H" I Roof h d + total Section 14 22.3 delta C = 0.288409 - mid segment 7.5 22.3 delta F = - 0.104954 I + piers 7.5 4.33 Rf = 0.962194 7.5 2.5 Rf = 0.277778 7.5 3.42 Rf = 0.582672 I delta F = 0.548654 0. R = 1.37 I 3rd Floor h d + total Section 13.5 22.3 delta F = 0.204359 I - mid segment 7.5 22.3 delta F = - 0.104954 + piers 7.5 4.33 Rf = 0.962194 7.5 2.5 Rf = 0.277778 7.5 3.42 Rf = 0.582672 delta F = 0.548654 0.648 R = 1.54 2nd Floor h d' . + total Section 14.5 22.3 delta F = 0.223182 I - mid segment 7.5 22.3 delta F -0.104954 + piers 7.5 4.33 Rf = 0.962194 7.5 2.5 Rf = 0.277778 I 7.5 3.42 Rf = 0.582672 delta F = 0.548654 0.667 R = 1.50 I I I I I I VLMK CONSULTING P 503.222.4453 ENGINEERS F 503.248.9263 Job Name: E vimk ©vlmk.com Job Number. 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis ' PANEL "I" Roof h d + total Section 14 5.33 delta C = 8.036732 R = 0.12 3rd Floor h d + total Section 13.5. 5.33 delta F = 2.384724 R = 0.42 1 2nd Floor h d + total Section 14.5 5.33. delta F = 2.829499 R = 0.35 PANEL "J" Roof h d Pi + total Section 13.5 9.06 delta C = 1.770376 R = 0.56 3rd. Floor h d + total Section 13.5 9.06 delta F = 0.777859 R = 1.29 2nd Floor h d + total Section 14.5 9.06 delta F = 0.890072 R = 1.12 1 1 1 1 1 VLMK CONSULTING P 503.222.4453 .ENGINEER F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number. 3933 SW Kelly Avenue • Portland - Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis I PANEL "K I Roof h d + total Section 13.5 29 delta C = 0.179649 - mid segment 7.5 28.9 delta F = - 0.079718 I + piers 7.5 3.52 7.5 4.4 Rf = 0.622474 Rf = 0.993428 7.5 3.52 Rf = 0.622474 I delta F = 0.446752 0.547 R = 1.83 I 3rd Floor h, d + total Section 13.5 29 delta F = 0.149509 - mid segment 7.5 28.9 delta F = - 0.079718 + piers 7.5 3.52 Rf = 0.622474 7.5 4.4 Rf = 0.993428 7.5 3.52 Rf = 0.622474 OP delta F = 0.446752 0.517 R= 1.94 I 2nd Floor h . d + total Section. 14.5 29 ° delta F = 0.162242 I - mid segment 7.5 28.9 delta F = - 0.079718 + piers 7.5 3.52 Rf = 0.622474 7.5 4.4 Rf = 0.993428 I 7.5 3.52 Rf = 0.622474 delta F = 0.446752 0.529 R = 1.89 I I I I I I g'- - z - ii _ CONSULTING P 503.222.4453 VL AIK ENGINEERS F 503.248.9263 Job Name: . E vlmk @vlmk.com Job Number: 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis PANEL "L" I Roof h d + total Section 13.5 11.7 delta C = 0.968161 - mid segment 7.5 11.5 , delta F = - 0.223391 I + piers 7.5 3.52 Rf = 0.622474 7.5 3.74 Rf = 0.710208 0 0 Rf = 0 I delta F = 0.750367 1.495 R = 0.67 3rd Floor h d + total Section 13.5 11.7 delta F = 0.502546 I - mid segment 7.5 11.5 delta F = - 0.223391 + piers 7.5 3.52 Rf = 0.622474 7.5 3.74 Rf = 0.710208 01 0 0 Rf = 0 delta F = 0.750367 1.030 R = 0.97 I 2nd Floor h, d + total Section 14.5 11.7 delta F = 0.565383 I - mid segment 7.5 11.5 delta F = - 0.223391 + piers 7.5 3.52 • Rf = 0.622474 7.5 3.74 Rf = 0.710208 I 0 0 Rf =0 delta F = 0.750367 1.092 R = 0.92 I I I I I VLMK CONSULTI NG P 503.222.4453 ENGINEERS F 503.248.9263 Job Name: E vlmk @vlmk.com Job Number: 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com Page Number: Wall Panel - Relative Rigidity Analysis PANEL M Roof h d + total Section 14 10.5 delta C = 1.348148 R = 0.74 3rd Floor h d + total Section 13.5 10.5 delta F = 0.598251 R = 1.67 I 2nd. Floor h d 1 + total Section 14.5 10.5: delta F = 0.677637. R = 1.48 L I .r I i I I I i V M CONSULTING 503.222.4453 ' ENGINEERS 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 www.vlmk.com I Panel Type Summary - Fanno Creek Bldg B I Wall Rigidity •e Roof 3rd 2nd Thick.(net) - 3/4" is added by sheet for weight calculation Al 0.3 0.34 0.33 7.25 A2 1.09 1.17 1.15 7.25 B 0.45 0.5 0.5 7.25 C 1.53 1.63 1.59 7.25 1 D 0.44 1.14 0.99 11.25 E 1.44 1.96 1.26 7.25 F 0.26 0.44 0.42 7.25 G 0.32 0.46 0.44 7.25 I H 1.37 1.54 1.5 7.25 I 0.12. 0.42 0.35 7.25 J 0.79 1.64 1.44 7.25 1 K L 1.77 1.87 1.83 7.25 0.64 0.94 0.88 7.25 M 0.74 1.67 1.45 8 na 0 0 0 100 1 Tributary Wall Area - For weight calculation 0 •e Roof 3rd 2nd Al 5 8.58 9.33 A2 5 8.58 9.33 le B 5 8.58 9.33 C 5 8.58. 9.33` . D . 7 13.75 14 E 6.63 10.25 8.25 I F 5.9 10.9 11.43 G 5.45 9.74 10.38 H 5.38 9.57 10.22 II 7 13.75 14 J . 7 13.75 14 K 5.18 9.05 9.76 L 6 10.83 11.36 I M 7 13.75 14 na 1 1 1 I I I I Page 1 • type Pier Width •e Roof 3rd 2nd Al 4.25 4.25 4.25 A2 8.5 8.5 8.5 B 5 5 5 C 10 10 10 D 8.5 8.5 8.5 E 10 10 10 F 5.167 5.167 5.167 G 4.67 4.67 4.67 ' H 10.25 10.25 10.25 I 5.33 5.33 5.33 J 10.37 10.37 10.37 K 11.22 11.22 11.22 L 7.15 7.15 7.15 M 10.5 10.5 10.5 na 1 1 1 :I I I I I 1 Page 2 I �' .. • . Job T/T /� / "� (j FG CC ��/�1b/ �s E N G I L T l N G /�0 1 _ V LA K . ENGINEERS C{ient �� ckt Job No ,V By 7 Sy C 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 / P 503.222.4453 503.248.9263 ® Date /e� Sheet No. L — i II iEeAt- AA1-y515 I ' - la/N1) Lo4D5 - ?E - . M1-7 C- • • W I NT) 5?56D = 30 m toil ...)<e; S �� 72 - C el. 7 �' _ l .3 -r = /, o 1. II - • ' • _ q ET:- •; • r FIDF ' ..o - ZS 6, (5,,35 c, . i N . 1 r ? . rd. pl.... . 36 - /o (9 .V 17, 1 r P 3 1 �Q to © o S P , 2-5 .... i';'7, , — (L 2.• ? ; i,5 _> 4 • 1 - 2 ©,7--.5 (z') -+ i7,9) ((.6.2-5? _ ' i2. y ' i- . 1 i! 3,-75 + i6.Z- ') + r5 - ss - �5) = ZZi, i 1i= ii 2 r- , P = le), 3S f5f (0,1-s i- i h1. Z ( 5)4 13.27- (!,: - - I I I Job. FA AND CE,� G rta�U CONSULTING �s AP ~L ENGINEERS Job L Job No. y11 By r "' Ll) 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 /Z' Sheet No. �-� 503 222.4453 503.248.9263 ® Date I Co . 1 ►s m i - : /,0A3)S ' F P- 2 ac)" / 6C To ' 0 '7 5 `' i /5„) --' 0- ( 6.- . V 0 .--lbc) = ©. o q67 '- I b SC 51 -IFAe-- N/" C os Zb3 .. o I . y �( _ _ Cy [ Lew c 't )' b `/ Sys' Z 0. OW -M �3 Q ' bo` 3' , V = o: a. y L ►A/ . i _ ©, a o l vii A 5D . C � I I 1 1 L. -t/ 1 V LAI K CONSULTING P 503.222.4453 ENGINEERS F 503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 W www.vlmk.com I Vertical Distribution of Lateral Forces (5' I Diaphragm L evel Height Weight w x h ratio Fx V Shear h (ft) w (kips) (kips) (kips) (kips) Roof 42 727 30536 0.301836 173 173 173 3rd 28 1654 46305 0.4577 262 435 302 2nd 14.5 1678 24327 0.240464 138 572 237 1 4059 101168 1 V = 572 (kips) 1 I IP I i I 1 I I 1 I I Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 6/26/2006 C V L 1 �1:Jd1 E N G CONSULTING N EE R S 503.222.4453 503.248.9263 ill vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 www.vImk.com 1 Distribution of Lateral Forces - Fanno Creek Bldg B 2nd FLOOR Accidental Total Shear V = 572 (kips) Xcr = 132.54 (ft) ex= 11.2 22.02 (ft) Tor. Mx : 12603 Ycr = 51.70 (ft) ey= 5 9.54 (ft) Tor. My : 5457.5 Y DIRECTION LOAD X DIRECTION LOAD Rigidity Lat. Tor. Shear Lat. Tor. Shear Dir Mark Rc x (ft) dx (ft) R * dx R * dx ^2 Fv Ft Fv +Ft Fv Ft Fv +Ft (kips) (kips) (kips) (kips) (kips) (kips) 5 I 0.350 85.304 47.2 17 781 14.9 2.1 17.0 0.9 0.9 Y 7 D 1.536 114.3 18.2 28 511 65.5 3.5 69.0 -- 1.5 1.5 9 D 1.536 145.3 12.8 20 250 65.5 2.5 68.0 -- 1.1 1.1 I 12 F 0.420 204.3 71.8 30 2163 17.9 3.8 21.7 - 1.6 1.6 14 H 1.500 224.3 91.8 138 12630 64.0 17.2 81.2 7.5 7.5 15 H 1.500 224.3 91.8 138 12630 64.0 17.2 81.2 - -- 7.5 7.5 17 F 0.420 204.3 71.8 30 2163 17.9 3.8 21 -- 1.6 1.6 111i 20: D 1.536 145.3 12.8 20. 250.. 65:5 2.5 68.0 . -- 1.1 1.1 22 D' 1.536 114.3 18.2 28 511 655 3.5 69:0. 1.5 1.5 26 A2 1.150- 14.6 117.9 136 15997 49:1 17.0 66.1 -- 7.4 7.4 `1 27 Al 0.330 3.96. 128.6 42 5456 14.1 5.3 19:4 - - 2.3 2.3 28 M 1.600 54.969 77.6 124 9629 68.3 15.6 83.8 6.7 6.7 na na 0.000 0 132.5 0 0 0.0 0.0 0.0 0.0 0.0 13.415 666.2 y (ft) dy (ft) R * dy R * dy ^2 1 L 0.880 51.612 0.1 0 0 0.0 0.0 24.0 0.0 24.0 X 2 K 1.830 62.604 10.9 20 217 -- 1.1 1.1 49.8 1.1 50.9 P 3 K 1.830 80.622 28.9 53 1530 -- 2.9 2.9 49.8 2.9 52.7 4 J 1.440 90.791 39.1 56 2200 --- 3.1 3.1 39.2 3.1 42.3 6 C 1.590 99.5 47.8 76 3632 4.1 4.1 43.3 4.1 47.4 8 E 1.260. 90.999 39.3 50 1946 - -- 2.7 2.7 34.3 2.7 37.0 10 C 1.590 99.5 47.8 76. 3632 - -- 4.1 4.1 43.3; 4.1 47.4 11. C ' 1.590 „ 99.5. 47.8 76 3632; . _ _ • 4.1' 4.1 43.3. 4.1 47.4 13 G 0.440`° 74.5 22.8 10 229 0.5 0.5 12.0 0.5 12.5 16 G 0.440 25.5 26.2 12 - 302 - -- 0.6 0.6 12.0 0.6 12.6 18:' C 1.590 0.5 51.2' 81 4169 - -- . 4.4 4.4 43.3 4.4 47.7 19 C 1.590 0.5 51.2 81 4169 4.4 4.4 43.3 4.4 47.7 21 E 1.260 9 42.7 54 2298 2.9 2.9 34.3 2.9 37.2 23 C 1.590 0.5 51.2. 81 4169 ' - -- 4.4 4.4 43.3 4.4 47.7 I 24 C 1.590. 0.5 51.2 81 4169 - -- 4.4 4.4 43.3 4.4 47.7 25 3 0.500 0.5 51.2 26 1311 --- 1.4 1.4 13.6 1.4 15.0 na na 0.000 0 51.7. 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.7 0' 0 - -- 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.7 0 0 - -- 0.0 0.0 0.0 0.0 0.0 I na na 0.000 0 51.7 0 0 - -- 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.7 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.7 0 0 - -- 0.0 0.0 0.0 0.0 0.0 21.010 1.01E +05 1 1 I ' 1 ' Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 1 of 3 I 6/26/2006 ►- - e Distribution of Lateral Forces - Fanno Creek Bldg B 3rd FLOOR Accidental Total Shear V = 435 (kips) Xcr = 131.32 (ft) ex= 11.2 20.70 Tor. Mx : 8995.9 Ycr = 51.90 (ft) ey= 5 9.71 Tor. My : 4218.7 ' Rigidity ' Lat. Tor. Shear Lat. Tor. Shear Dir Grid Rc x (ft) dx (ft) R * dx R " dx ^2 Fv Ft Fv +Ft Fv Ft Fv +Ft (kips) (kips) (kips) (kips) (kips) (kips) I 5 I 0.420 85.304 46.0 19 889 12.3 1.6 14.0 -- 0.8 0.8 Y 7 D 1.769 114.3 17.0 30 512 51.9 2.5 54.4 1.2 1.2 9 D 1.769 145.3 14.0 25 346 51.9 2.1 54.0 -- 1.0 1.0 12 F 0.440 204.3 73.0 32 2344 12.9 2.7 15.6 -- 1.3 1.3 14 H 1.540 224.3 93.0 143 13315 45.2 12.0 57.2 5.6 5.6 I 15 H 1.540 224.3 93.0 143 13315 45.2 12.0 57.2 - 5.6 5.6 17 F 0.440 204.3 73.0 32 2344 12.9 2.7 15.6 - -- 1.3 1.3 20 D 1.769 145.3 14.0 25 346 51.9 2.1 54.0 - -- 1.0 1.0 I. 22 D 1.769 114.3 17.0 30 512 51.9 2.5 54.4 -- 1.2 1.2 26 A2 1.170 14.6 116.7 137 15940 34.3 11.5 45.8 5.4 5.4 27 Al 0.340 3.96 127.4 43 5515 10.0 3.6 13.6 - -- 1.7 1.7 28 M 1.843 54.969 76.4 141 10742 54.1 11.8 65.9 -- 5.5 5.5 na na 0.000 0 131.3 0 0 0.0 0.0 0.0 - 0.0 0.0 14.809 501.8 Y (ft) dY (ft) R * dy R * dY ^ 2 _- 1 L 0.940 51.612 0.3 0 0 0.0 0.0 17.7 0.0 17.7 X 2 K 1.870 62.604 10.7 20 214 -- 1.7 1.7 35.2 0.8 36.0 3 K 1.870 80.622 28.7 54 1543 - -- 4.5 4.5 35.2 2.1 37.3 I 4 J 1.640 90.791 38.9 64 2481 - -- 5.4 5.4 30.9 2.5 33.4 6 C 1.630 99.5 47.6 78 3693 6.5 6.5 30.7 3.1 33.8 8 E 1.960 90.999 39.1 77 2997 -- 6.4 6.4 36.9 3.0 39.9 pi- 10 C 1.630 99.5 47.6 78 3693 - -- 6.5 6.5 30.7 3.1 33.8 11 C 1.630 99.5 47.6 78 3693 --- 6.5 6.5 30.7 3.1 33.8 13 G 0.460 74.5 22.6 10 235 0.9 0.9 8.7 0.4 9.1 16 G 0.460 25.5 26.4 12 321 - -- 1.0 1.0 8.7 0.5 9.1 18 C 1.630 0.5 51.4 84 4306 - -- 7.0 7.0 30.7 3.3 34.0 19 C 1.630 0.5 51.4 84 4306 --- ' 7.0 7.0 30.7 3.3 34.0 21 E 1.960 9 42.9 84 3607 7.1 7.1 36.9 3.3 40.2 23 C 1.630 0.5 51.4 84 4306 -- 7.0 7.0 30.7 3.3 34.0 II 24 C 1.630 0.5 51.4 84 4306 - -- 7.0 7.0 30.7 3.3 34.0 25 B 0.500 0.5 51.4 26 1321 2.2 2.2 9.4 1.0 10.4 na na 0.000 0 51.9 0 0 -- 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.9 0 0 - -- 0.0 0.0 0.0 0.0 0.0 I na na 0.000 0 51.9 0 0 - -- 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.9 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.9 0 0 - -- 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 51.9 0 0 - -- 0.0 0.0 0.0 0.0 0.0 23.070 1.07E +05 I ,r i Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 2 of 3 6/26/2006 Distribution of Lateral Forces - Fanno Creek Bldg B ; ROOF Accidental Total Shear V = 173 (kips) Xcr = 137.97 (ft) ex= 11.2 41.38 Tor. Mx :7146.6 Ycr = 50.60 (ft) ey= 5 13.43 Tor. My _ 2319.5 11 Y DIRECTION LOAD X DIRECTION LOAD Rigidity Lat. Tor. Shear Lat. Tor. Shear Dir Grid Rc x (ft) dx (ft) R* dx R * dx ^2 Fv Ft Fv +Ft Fv Ft Fv +Ft (kips) (kips) (kips) (kips) (kips) (kips) 5 I 0.120 85.304 52.7 6 333 2.5 0.5 3.0 0.2 0.2 Y 7 D 0.683 114.3 23.7 16 382 14.2 1.3 15.5 - 0.4 0.4 9 D 0.683 145.3 7.3 5 37 14.2 0.4 14.6 - 0.1 0.1 12 F 0.260 204.3 66.3 17 1144 5.4 1.4 6.8 0.5 0.5 14 H 1.370 224.3 86.3 118 10212 28.5 9.7 38.1 3.1 3.1 15 H 1.370 224.3 86.3 118 10212 28.5 9.7 38.1 - 3.1 3.1 17 F 0.260 204.3 66.3 17 1144 5.4 1.4 6.8 - = 0.5 0.5 I 20 D 0.683 145.3 7.3 5 37 14.2 0.4 14.6 0.1 0.1 22 D 0.683 114.3 23.7 16 382 14.2 1.3 15.5 0.4 0.4 26 A2 1.090 14.6 123.4 134 16589 22.6 11.0 33.6 -- 3.6 3.6 I 27 Al 0 :300 3.96 134.0. 40 5387 . 6.2 3.3 9.5 - -- 1.1 1.1 28 M 0.817 54.969 83.0 68 5625 17.0 5.5 22.5 - 1.8 1.8 na na 0.000 ' 0 138.0.. 0 0 0.0 0.0 0.0 -- 0.0 0.0 8.318 218.7 y (ft) dy (ft) R* dy R * dy ^2 1 L 0.640 51.612 1.0 1 1 -- 0.1 0.1 5.6 0.0 5.6 X 2 K 1.770 62.604 12.0 21 255 1.7 1.7 15.6 0.6 16.1 -_ 3 K 1.770 80.622 30.0 53 1595 4.4 4.4 15.6 1.4 17.0 4 J 0.790 90.791 40.2 32 1276 - -- 2.6 2.6 6.9 0.8 7.8 PI 6 C 1.530. 99.5 48.9 75 8 E 1.440 90.999 40.4 58 3659 6.1 6.1 13.4 2.0 15.4 2350 - 4.8 4.8 12.7 1.5 14.2 10 C 1.530 99.5 48.9 75 3659 6.1 6.1 13.4 2.0 15.4 11 C 1.530 99.5 48.9 75 3659 - -- 6.1 6.1 13.4 2.0 15.4 13 G 0.320 74.5 23.9 8. 183 - -- 0.6 0.6, .2.8 0.2 3.0 I 16 , G 0.320 25.5 25.1. 8 202 0.7 0.7 2.8 0.2 3.0 18 C 1.530: 0.5' ' 50.1 77 3840 ' - -- 6.3 6.3 13.4 2.0 15.5 19- C 1.530. 0.5 50.1 77 3840 -- 6.3 6.3 13.4 2.0 15.5 21 E 1.440 9 41.6 60 2492 - -- 4.9 4.9 12.7 1.6 14.2 23 C 1.530. 0.5 50.1 77 3840. 6.3 6.3 13.4 2.0 15.5 24 C 1.530 0.5 50.1 77 3840 , - -- 6.3 6.3 13.4 2.0 15.5 25 B 0.450 0.5 50.1 23 1129 - -- 1.8 .1.8 ' 4.0 0.6 4.6 na na 0:000. 0 50.6 0 0 - -- 0.0 0.0 0.0 0.0 0.0 na na 0.000: 0 50.6 ' 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000. 0 50.6 0 0 - -- 0.0 0.0 0.0 0.0 0.0 I na na 0.000 0 50.6 0 0 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 50.6 .0 0 __= 0.0 0.0 0.0 0.0 0.0 na na 0.000 0 50.6 0 0 0.0 0.0 0.0 0.0 0.0 19.650 8.73E +04 • I • Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.x!s 6/26/2006 Page 3 of 3 CONSULTING 503.222.4453 V : I M K ENGINEERS 503.248.9263 Use: II vlmk@vlmk.com Max ri x = 0.36 => 1.00 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 www.vImk.com Max ri y = 0.97 => 1.00 Unit Shear - Fanno Creek Bldg B Building Area (per level) = 17312 Panel Shear Shear Shear Redundancy Shear Shear Dir Grid Width Width Height Thick. Fv +Ft Vwi*10 ri F *ri v'ri (ft) (ft) (ft) (in) (kips) (klf) Vi•Lw (kips) (klf) 2nd FLOOR Vi = 572 5 I 5.64 5.33 14.5 7.25 17.0 3.2 0.055743 - 0.726865 17.0 3.2 Y 7 D 8.5 8.5 14.5 11.25 69.0 8.1 0.141943 0.929116 69.0 8.1 9 D 8.5 8.5 14.5 11.25 68.0 8.0 0.139774 0.9125 68.0 8.0 12 F 8.17 5.167 14.5 7.25 21.7 4.2 0.073367 - 0.071844 21.7 4.2 14 H 22.25 10.25 14.5 7.25 81.2 7.9 0.138495 0.902455 81.2 7.9 15 H 22.25 10.25 14.5 7.25 81.2 7.9 0.138495 0.902455 81.2 7.9 17 F 8.17 5.167 14.5 7.25 21.7 4.2 0.073367 - 0.071844 21.7 4.2 1 20 D 8.5 8.5 14.5 11.25 68.0 8.0 0.139774 0.9125 68.0 8.0 22 D 8.5 8.5 14.5 11.25 69.0 8.1 0.141943 0.929116 69.0 8.1 26 A2 25.5 8.5 14.5 7.25 66.1 7.8 0.135797 0.880653 66.1 7.8 27 Al 12.75 4.25 14.5 7.25 19.4 4.6 0.079745 0.093871 19.4 4.6 28 M 11 10.5 14.5 8 83.8 8.0 0.139477 0.910185 83.8 8.0 na na 0 1. 0 100 0.0 0.0 0 0 0.0 0.0 1 L 11.5 7.15 14.5 7.25 24.0 3.4 0.058591 - 0.594337 . 24.0 3.4 X 2 K 32.75 11.22. 14.5 7.25 50.9 4.5 0.079316 0.083562 ' 50.9 4.5 • 3 K 32.75 11.22 14.5 7.25 52.7 4.7 0.082103 0.148606 ' 52.7 4.7 4 J 11.78 10.37 14.5 7.25 42.3 4.1 0.07124 - 0.133695 42.3 4.1 6 C 30 10 14.5 7.25 47.4 4.7 0.082884 0.166064 47.4 4.7 8 E 20 10 14.5 7.25 37.0 3.7 0.064666 - 0.350599 37.0 3.7 10 C 30 10 14.5 7.25 47.4 4.7 0.082884 0.166064 47.4 4.7 11 C 30 10 14.5 7.25 47.4 4.7 0.082884 0.166064 " 47.4 4.7 13 G 9.67 4.67 14.5 7.25 12.5 2.7 0.046881 - 1.242338 12.5 2.7 16 G 9.67 4.67 14.5 7.25 12.6 2.7 0.047186 - 1.221414 12.6 2.7 p. 18 C 30 10 14.5 7.25 47.7 4.8 0.083398 0.177364 47.7 4.8 19 C 30 10 14.5 7.25 47.7 4.8 0.083398 0.177364 47.7 4.8 21 E 20 10 14.5 7.25 37.2 3.7 0.065074 - 0.335887 37.2 3.7 23 C 30 10 14.5 7.25 47.7 4.8 0.083398 0.177364 47.7 4.8 24 C 30 10 14.5 7.25 47.7 4.8 0.083398 0.177364 47.7 4.8 II 25 B 15 5 14.5 7.25 15.0 3.0 0.052452 - 0.897991 15.0 3.0 na na 0 1 . 0 100 0.0 0.0 0 0 0.0 0.0 na na ' 0 1 0 • 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0.0 0.0 .1 1 I . 1 I I Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 1 of 3 Panel Shear Shear Shear Redundancy Shear Shear Dir Grid Width Width Height Thick. Fv +Ft Vwi *10 ri F *ri v *ri I (ft) (ft) (ft) (in) (kips) (klf) Vi *Lw (kips) (klf) 3rd FLOOR Vi = 435 5 1 5.64 5.33 13.5 7.25 14.0 2.6 0.060216 - 0.524309 14.0 2.6 Y 7 D 8.5 8.5 13.5 11.25 54.4 6.4 0.147376 0.968596 54.4 6.4 9 D 8.5 8.5 13.5 11.25 54.0 6.4 0.146157 0.959994 54.0 6.4 12 F 8.17 5.167 13.5 7.25 15.6 3.0 0.06951 - 0.186802 15.6 3.0 14 H 22.25 10.25 13.5 7.25 57.2 5.6 0.128444 0.816569 57.2 5.6 15 H 22.25 10.25 13.5 7.25 57.2 5.6 0.128444 0.816569 57.2 5.6 I 17 F 8.17 5.167 13.5 7.25 15.6 3.0 0.06951 - 0.186802 15.6 3.0 20 D 8.5 8.5 13.5 11.25 54.0 6.4 0.146157 0.959994 54.0 6.4 22 D 8.5 8.5 13.5 11.25 54.4 6.4 0.147376 0.968596 54.4 6.4 26 A2 25.5 8.5 13.5 7.25 45.8 5.4 0.123986 0.774022 45.8 5.4 27 Al 12.75 4.25 13.5 7.25 13.6 3.2 0.073705 - 0.062345 13.6 3.2 II 28 M 11 10.5 13.5 8 65.9 6.3 0.144397 0.947318 65.9 6.3 na na 0 1 13.5 100 0.0 0.0 0 0 0.0 0.0 1 L 11.5 7.15 13.5 7.25 17.7 2.5 0.057021 - 0.665766 17.7 2.5 X 2 K 32.75 11.22 13.5 7.25 36.0 3.2 0.07386 - 0.058004 36.0 3.2 3 K 32.75 11.22 13.5 7.25 37.3 3.3 0.076581 0.015103 37.3 3.3 4 J 11.78 10.37 13.5 7.25 33.4 3.2 0.074124 - 0.05069 33.4 3.2 6 C 30 10 13.5 7.25 33.8 3.4 0.077683 0.043282 33.8 3.4 8 E 20 10 13.5 7.25 39.9 4.0 0.091901 0.346004. 39.9 4.0 I 10 C 30 10 13.5 7.25 33.8 3.4 0.077683 0.043282 33.8 3.4 11 C 30 10 13.5 7.25 33.8 3.4 0.077683 0.043282 33.8 3.4 13. G 9.67 4.67 13.5 7.25 9.1 1.9 0.044713 - 1.399532 9.1 1.9 16 G 9.67 4.67 13.5 7.25 9.1 2.0 0.045052 - 1.373961 9.1 2.0 II 18 C 30 10 13.5 7.25 34.0 3.4 0.078244 0.057306 34.0 3.4 19 C 30 10 13.5 7.25 34.0 3.4 0.078244 0.057306 34.0 3.4 21 E 20 10 13.5 7.25 40.2 4.0 0.092576 0.358054 40.2 4.0 I 23 C 30 10 13.5 7.25 34.0 3.4 0.078244 0.057306 34.0 3.4 24 C 30 10 13.5 7.25 34.0 3.4 0.078244 0.057306 34.0 3.4 25 B 15 5 13.5 7.25 10.4 2.1 0.048003 - 1.166591 10.4 2.1 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 PI na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 I ,1 I I I Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 2 of 3 I L - /D Panel Shear Shear Shear Redundancy Shear Shear Dir Grid Width Width Height Thick. Fv +Ft Vwi'10 ri F'ri v'ri a (ft) (ft) (ft) (in) (kips) (klf) Vi*Lw (kips) (kit) Roof 5 I 5.64 5.33 14 7.25 3.0 0.6 3.0 0.6 Y 7 D 8.5 8.5 14 11.25 15.5 1.8 15.5 1.8 9 D 8.5 8.5 14 11.25 14.6 1.7 14.6 1.7 12 F 8.17 5.167 14 7.25 6.8 1.3 6.8 1.3 14 H 22.25 10.25 14 7.25 38.1 3.7 38.1 3.7 • 15 H 22.25 10.25 14 7.25 38.1 3.7 38.1 3.7 17 F 8.17 5.167 14 7.25 6.8 1.3 6.8 1.3 20 D 8.5 8.5 14 11.25 14.6 1.7 14.6 1.7 22 D 8.5 8.5 14 11.25 15.5 1.8 15.5 1.8. 26 A2 25.5 8.5 14 7.25 33.6 4.0 33.6 4.0 27 Al 12.75 4.25 14 7.25 9.5 2.2 9.5 2.2 28 M 11 10.5 14 8 22.5 2.1 22.5 2.1 na na 0 1 0 100 0.0 0.0 0.0 0.0 1 1 L 11.5 7.15 14 7.25 5.6 0.8 5.6 0.8 X 2 K 32.75 11.22 14 7.25 16.1 1.4 16.1 1.4 3 K 32.75 11.22 14 7.25 17.0 1.5 17.0 1.5 4 J 11.78 10.37 14 7.25 7.8 0.8 7.8 0.8 • 6 C • 30 10 14. 7.25 15.4 1.5 15.4 1.5 8 E . 20 10 15.5 7.25 14.2 1.4 14.2 1.4 10 C . 30- 10 14 7.25 15.4 1.5_ 15.4 1.5 11 C 30 10 14 7.25 15.4 1.5 • • 15.4 1.5 • 13, G 9.67 4.67 14 7.25. 3.0 0.6 • 3.0 . 0.6 16 G 9.67 4.67 • 14 7.25 , 3.0 0.6 3.0 0.6 • 18 C 30 10 14 7.25 15.5 1.5 15.5 1.5 19 C 30 10 14 7.25 15.5 1.5 15.5 1.5 21 E 20 10 15.5 7.25 14.2 1.4 14.2 1.4 23 C 30 10 14 7.25 15.5 1.5 15.5 1.5 I 24 C 30 10 14 7.25 15.5 1.5 15.5 1.5 25 B 15 5 14 7.25 4.6 0.9 4.6 0.9 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 I I 1 • I 1111. l i I . Fanno Rigid Analysis (BLDG B) thick walls 6- 26- 06.xls 6/26/2006 Page 3 of 3 V �/� L _ . E CON NSULTING G I N E E R S Client _ Cr" Job No. ZosY97 By ' ?DV 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 , ��11 42 II P 503.222.4453 503.248.9263 ® Date 4 Sheet No. e-AL P3 . 1jiApc w. C-4 1 �z A /®° • I II p 11 25 Leo a ' a_ CAD h l I : IZ,S . 17•(03 742 Zo. (07 1 2 tr.4�, iZe-Pt 7 30 7 Y 1 .r •1 . I FrX = z14 iI 13 ZS Z'l.G( ZI.G o ie.z21 izz,aa yo . B 14- 4 � /&) t 1 1, i i L -1Z I 1 I 1 / 58.1 { �V1 _ /' "'•�J2 �/ 'vim % �IJS� .16 47 Zg.• 1 �!� � { 1 35 1.1 I I 1 .1 Results for LC 1, Diaphragm Load Member y Shear Forces (k) Reaction units are k and k -ft Fanno Creek Building B 2 AO - � June 23, 2006 at 3:41 PM Diaph Bldg B- 2nd.r3d I _ Y I L I I it I I I I 1565.3 N2 • N3 . 4 . N5 'N6 7 PI I 1.1 I III I I ' Results for LC 1, Diaphragm Load Member z Bending Moments (k -ft) Reaction units are k and k -ft' Fanno Creek Building B Z oo _ r14 6.. -.1 # -4 June 23, 2006 at 3:41 PM .! Diaph Bldg B- 2nd.r3d — I 12-1- x I . 1 I 1 I • _ 69.2 3 t ( '' ' �j / —'� ✓/ 1 i Tj_______-- - 1:_________-- -- 0 - --------1 -- Tl5 — 1 16 7 P J� .m q p.2 - 1 I • I 11 I I Results for LC 1, Diaphragm Load Member y Shear Forces (k) Reaction units are k and k -ft 1 Fanno Creek Building B 2� -, 1-f-efitz... June 23, 2006 at 3:34 PM Diaph Bldg B- 3rd.r3d 1 I - I • 1 I !. -.9 1791.5 -.2 2 3 4 5 6 41 .7 p 1 1 I I I Results for LC 1, Diaphragm Load Member z Bending Moments (k -ft) Reaction units are k and k -ft Fanno Creek Building B 2 - .Q."nr June 23, 2006 at 3:34 PM Diaph Bldg B- 3rd.r3d i Job iJ1'/t e• �i ' �d� - s, CONSULING L.,1V L I E N G I N E R S Client E—s O Job No. 705'1 '[ 7 BY 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Date " 3 � 4 't Sheet No 1•":147 P 503.222.4453 503.248.9263 I l -ikt- 0--s- jSL - trkrdw. Ces?s P 1 kiN Iii LA r ya _ _ °. Zp A 14 -5 r Id 3,A 1)q2 .Pi 113.9' t." z2 i3mbz . I 3 K: 15 z, 25 Z3"` Ii k 600 el = I gR7 k- -r- -c- 1q17 = zy (i)42--) z ' �7� (t�5.1 Pi a2 = C7 = 0,71;0 Z atkb =/ - 1 /4 371 I V I ON 1 12- -t), �StG+�tT--( �►e" r. .2 c..+) '.v) zzs .--------- __--, I ..F.0 3 . - Y. 3! � l5 /;3 1 -12-7 sSzt ee2o I 1,! - I 1 I I I • I -.3 1997.5 2 1 13 `N4 . N5 6 \ 7 i 0.3 • • Zg 3° i t I I I I I Results for LC 1, Diaphragm Load Member z Bending Moments (k -ft) Reaction units are k and k -ft I Fanno Creek Building B June 23, 2006 at 3:22 PM I Diaph Bldg B- Roof.r3d I 1�! - I I I . I I I I -.3 li 1 60.3 IP 2 .q J . 6 4', 7 3.,,_ 3. ', , -35.1 I 0.3 I t . 1 ktb C74 10 6/ t ecl' . I I I I I Results for LC 1, Diaphragm Load Member y Shear Forces (k) Reaction units are k and k -ft Fanno Creek Building B June 23, 2006 at 3:22 PM 1 Diaph Bldg B- Roof.r3d I PIE S . Lr /,?-3 a A - 7 F Act Lf J F L o ht.S A ►4 Ac c,Uwi ur,,-rED A_ t ?' - sic- 'f S 5F ,E foL/_ovo rr3L Pkt,F5 F- I e A N � v 1- PA1:' s - _ - , ,N3 FE -r 111 I A ' , p n V -y. I - - 'p - V I I =f. I g g E 0 -` :r _ • I I 4- i 4 2-c, 4 I I RA\PL Al I I I Q- .3 r t N f . N h 0 _t b ,AL (, t ,,, , \\- t ____I `I) W ,s ,,_ L 7 -,, Q n_ -. I L T _ 0 J Or r- OM M r- r il ow us as r me RE as am ea - - MI I .■ OM r r- U - - In I I MI • OM MI Precast Wall Panel Loads -- )I`'1INv rte' Loads and eccentricity are for Gravity and Out -of -plane Roof DL = 20 (psf) Floor DL = 65 (psf) Fp = 0.564 x Wp @ Roof Roof LL = 25 (psf) Floor LL = 70 (psf) 15' -0" Panel with 10' -0" base window Ledger Load I Type Al I Panel Thickness = 8 (in) Tributary Panel Roof Load - 3rd Floor 2nd Floor ' Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 48.75 14 4.88 7.5 4 0.60 0175 5.48 0.75 1.52 196.4 B -B 112.5 13.5 11.25 7.5 4 0.60 0.75 7.5 4 0.00 1.95 2.10 13.80 2.85 2.27 470 C -C 183.75 14.5 18.38 7.5 4 0.60 0.75 7.5 4 0.00 1.95 2.10 7.5 4 0.00 1.95 2.10 22.88 4.95 2.38 714.7 D -D 48.75 14 4.88 7.5 4 0.60 0.75 5.48 0.75 1.52 196.4 E -E 112.5 13.5 11.25 7.5 4 0.60 0.75 7.5 4 0.00 1.95 2.10 13.80 2.85 2.27 470 F -F 183.75 14.5 18.38 7.5 4 0.60 0.75 7.5 4 0.00 1.95 2.10 7.5 4 0.00 1.95 2.10 22.88 4.95 2.38 1.20. 3:90 3.90 49.5 cj ,Y 30' -0" Panel with 10' -0" base window Joist Load I Type . A2 I Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd :floor Total Load Avg. Section Area Height DL w d DL LL w d R, DL LL "w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 48.75 14 4.88 7.5 6 0.90 '1,13 5.78 1.13 2.05 196.4 B -B 112.5 13.5 11.25 7.5 6 0.90 1.13 7.5 6 0.00 2.93 3.15 15.08 4.28 2.93 470 C -C 183.75 14.5 18.38 7.5 6 0.90 1.13 7.5 6 0.00 2.93 3.15 7.5 6 0.00 2.93 3.15 25.13 7.43 3.05 714.7 D -D 97.5 14 9.75 15 6 1.80 2.25 11.55 2.25 2.05 392.8 E -E 225 13.5 22.50 15 6 1.80 2,,25 15 6 0.00 5.85 6.30 30.15 8.55 2.93 940 F -F 367.5 14.5 36.75 15 6 1.80 2.25 15 6 0.00 5.85 6.30 15 6 0.02 5.85 6.15 50.25 14.70 3.04 1429 G -G 48.75 14 4.88 7.5 6 0.90 1.13 5.78 1.13 2.05 196.4 H -H 112.5 13.5 11.25 7.5 6 0.90 1.13 7.5 6 0.00 2.93 3.15 15.08 4.28 2.93 470 I -I 183.75 14.5 18.38 7.5 6 0.90 1.13 7.5 6 0.00 2.93 3.15 7.5 6 0.00 2.93 3.15 25.13 7.43 3.05 714.7 3.60 11.70 11.70 100,5 2.9,lo 1 ` LJ Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 9:22AM, 26 JUN 06 Description : I Scope : Rev: 580003 I User KW -0602744 Ver580 1-Dec-2003 Rectar (c)1983-2003 ENERCALC Engineering Software ngular Concrete Column zY Page 1 € concrete panel analysis ecw BUILDING B Description Panel A1. Section C C & F F I General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width 29.000 in fc 4,000.0 psi Total Height 14.500 ft Depth 7.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft Rebar: Seismic Zone 3 Eff. Length Factor 1.000 4- # 5 d = 1.500 in LL & ST Loads Act Together Column is BRACED 4- # 5 d = 5.750 in Loads I Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity I Axial Loads 22.880 k 4.950 k k 2.380 in Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 0.715 k/ft 14.500 ft # 2 k/ft k/ft k/ft ft 0 Summary Column is OK I 29.00 x 7.25in Column, Rebar: 4 @ 1.50in, 4 - #5 @ 5.75in ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 40.45 k 38.96 k 20.59 k Allowable : Pn * Phi @ Design Ecc. 238.97 k 50.53 k 25.76 k Pill M- critical 8.02 k -ft 22.58 k -ft 24.31 k -ft Combined Eccentricity 2.380 in 6.956 in 14.164 in Magnification Factor 1.00 1.28 1.15 I Design Eccentricity 2.380 in 8.902 in 16.221 in. Magnified Design Moment 8.02 k-ft 28.90 k -ft 27.84 k -ft Po * .80 • 684.17 k- 684.17 k 684.17 k I P : Balanced 266.92 k 266.92 k 266.92 k Ecc : Balanced 3.367 in 3.367 in 3.367 in Slenderness. 318 - 95 Section 10.12 & 10.13 Actual k Lu / r 80.000 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. C-1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 4.1250 in 1.6050 in 1.3700 in Phi 0.6500 0.8027 0.8533 I Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.7919 0.8221 1.0000 Cm 0.6000 1.0000 1.0000 El /1000 741.09 728.81 664.00 I Pc : piA2 E I / (k Lu) ^2 241.59 237.58 216.45 alpha: MaxPu / (.75 Pc) 0.2232 0.2187 0.1268 Delta 1.0000 1.2798 1.1453 Ecc: Ecc Loads + Moments 2.380 6.956 14.164 in I ACI Design Ecc = Ecc * Delta 2.380 8.902 16.221 in Factors (per ACI 318-02, applied internally to entered loads) ,+xswtv., z : ,, : n, say.as:rsc% e. a=a -s a=ra :a;+? r wr ,,,,:.. zaa .,ax: ors a ez.:zaa? ?;,t ,,?.cse,,, :V sa^^sr€r€..s4 .y..aa n,: ,ss; ,?uw., - r ,. .4.1,4,0 , 4 , , ,,, .,-zr ;-axi .av , t ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "l "1.4" Factor for Seismic 1.400 I ACI C-1 & C -2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"! "0.9" Factor for Seismic 0.900 ACI C -1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 I ....seismic = ST * : 1.100 Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 9:22AM, 26 JUN 06 Description : I Scope : Rev: 580003 Page 2 • r II User KW- 0602744 Ver680 :I-Dec-2003 Rectangular Concrete Column (c)1983 -2003 ENERCALC Englneenng Software concrete panel analysis ecw BUILDING B Description Panel Al : Section C -C & F -F Sketch & Diagram etc - - Dial : Pn phl (k) . • •8 . : DL =22.9, LL =5.05, ST =0.Ok PuPu,MU Mu (E(Ep Q 9-1) 9-2) 239 0k 8 0k-ft 50.5k, 22.4-ft ® �% . 58.8 _ . - -_ % `y . _Pu.M v (E093)_.25-8-3kft 6 24 • . - . —. -_ - — __....___. • • • • • • • • • • 83.8 . :.:•1:•.-.-: ' . • ...:: l' ... :: :: --.:-: : : Y O 725n O .10.9 i , : ; : ' l • • • I • ' • _ yr a .+.va 37 .9 - h -. .: n.,- .9- — -- - - --- --I :; 29w . • —._ l-4.14 1r 14.Sft t i p ,."4; 91.9 • • • 18.8 • - � — _.— __ - • �, . .ms s: • • • • • • • • • • IP _,.. as ae.o • • .. • • • • • ■ L 3.0 - .,_,.. „..... _... • • N • ' x� 0.0 6.4 12.7 19.1 25.5 91.8 38.2 44.8 50.9 57.3 83.7 • ?. ' 7.3 '• MomerR: Mn'pni (k -ft) (1): Dot Ltl #1: DL =0.0 CT -n 7,,,,, g r -i14 I 1. I 1 1 I I I I P _ e Title : Fann Creek Job # 205497 Dsgnr: ROW Date: 9 :23AM, 26 JUN 06 Description : Scope : Rev. 1 User KW-06 KW -0602744 Ver56D 1 Dec2003 Rectangular Concrete Column Page 1 z (c)1983 -2003 ENERCALC Engmeenng Software 9 concrete panel analysts ecw BUILDING B . ,..,- •.- f..- .r,,,< :. ...a emu+.. ,cr.:.:,: - e.,.- re�.c-,.,�r. :ux:..: -s w. ,_ -:. ..< ,�. -,.. :.,.r -.. k ..ur.�,a..o .r,.....n. -m. „. �..:.,,...wa.- �;.... -: ,. ... _<_r �„ - :.s - �_.�.:.a .<. .ts >_:� �_..,. .... .�.�.,:«_.af .e.rx ,. Description Panel A2: Section C -C & I -I I General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Y Width 29.000 in fc 4,000.0 psi Total Height 14.500 ft I Depth 7.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft Rebar: Seismic Zone 3 Eff. Length Factor 1.000 4- # 5 d = 1.500 in LL & ST Loads Act Together Column is BRACED 4- # 5 d = 5.750 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 in Dead Load Live Load . Short Term Eccentricity Axial Loads 25.130 k 7.430 k k 3.050 in 111 Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 0.715 k/ft 14.500 ft I # 2 k/ft k/ft k/ft ft 4 S ummary Column is OK I 29.00 x 7.25in Column, Rebar: 4 - #5 @ 1.50in, 4 - #5 @ 5.75in ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 47.81 k 45.58 k 22.62 k Pil Allowable : Pn * Phi @ Design Ecc. 190.99 k 63.91 k 29.13 k M-critical 12.15 k -ft 20.83 k -ft 23.51 k -ft Combined Eccentricity 3.050 in 5.484 in 12.472 in Magnification Factor 1.00 1.33 1.16 Design Eccentricity 3.050 in . 7.300 in 14.491 in Magnified Design Moment 12.15 k -ft 27.73 k -ft 27.31 k -ft Po * .80• 684.17 k 684.17 k 684.17 k I P: Balanced 266.92 k 266.92 k 266.92 k Ecc : Balanced 3.367 in 3.367 in 3.367 in Slenderness per ACI 318 - 95 Section 10.12 & 10.13 ... ;�. Actual k Lu / rx 80.000 Elastic Modulus 3,605.0 ksl Beta 0.850 ACI Eq. C -1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 3.5850 in 1.7450 in 1.3950 in I Phi 0.6500 0.7720 0.8468 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.7358 0.7718 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 765.05 749.51 664.00 I Pc : pi ^2 E I / (k Lu) ^2 249.40 244.33 216.45 alpha: MaxPu / (.75 Pc) 0.2556 0.2488 0.1393 Delta 1.0000 1.3311 1.1619 Ecc: Ecc Loads + Moments 3.050 5.484 12.472 in I Design Ecc = Ecc * Delta 3.050 7.300 14.491 in ACI Fact (per ACI 318 -02, applied internally to entered loads) • -.: _ ..- , . � , W�.:V, ,,,, :, -,. , -,«,, {,l ,4 5e : ",_„ : , . M,k.. .:,, < ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 I ACI C -1 & C-2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add"! "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 I ....seismic = ST * : 1.100 I II Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 9:23AM, 26 JUN 06 Description : I Scope : Rev 580003 Page 2 i User KW -0602744 Ver580 1 Dec2003 Rectangular Concrete Column (c)1983-2003 ENERCALC Engineering Software concrete panel ana ecw BUILDING B Description Panel A2: Section C -C & I -I Sketch & Diagram • in Axial : Pn phi (k) I DL =25.1, LL =7.45, ST =0.Ok 51.8 fik . _ 4.2 - • • Pu (Eq 9-2) : 63.9k, 20.8k k R `4 - • Pnu�E ;Mg9.3) 23.5 • ' . 7.25; 79.4 • • • ~ l O . O . - -:_ • -. 07.0 • : _._.. _.... ._ . ...: 34.5 1---:-..- IIII„. ilk • • 29in 62.1 - . • a`.t,, - - '89.7 —_ —.— 1] : . : • • • 17.3 • • • • 44.8 2A •.; • • • • • a0 6.3 12.6 19.0 25.3 31.6 37.9 442 soft 56.9 63.2 • (1): Dst Ltl #1: DL =0.0, 1L =0.05, ST =0.7kH1,: From O.Y}> 145OR Moment : Mn'pni (k -ft) I 1, 1 1 I I I I I P -b Title : Fanno Creek Job # 205497 Dsgnr: ROW Date: 9:23AM, 26 JUN 06 I D escription : Sc ope : Rev 580003 Page 1 User. KW 0602744 Ver580 1 Dec2003 Rectangular Concrete Column (c)1983-2003 ENERCALC Engineenng Software concrete panel analysis ecw •BUILDING 3 s c�.z: r..n . - -i:n „.a.nN.„..a.,, •n dn.:.. - ...,. t.�... > -, ru,•,�, -;:.. ++. .«s ... z...K.w. ,_.sss .:r a r,z,n^�k -.... „.., w.,so.: .n....,..xs ... .,*. «:n .._.� «s.::. - x:.: ar .: ..a_n -:�_ < . ,r_...... :._ .. >3,:�.:.,• - .: Description Panel A2: Section F - General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 , :.. .� ✓a.. -:'.i. F - <tai., .v . �3..i - £tt�T€,..R« .w 3%..::.1 >, yL...::.e3....YYS .av ..'+i...: 'w'a.w::...x..d ri - .m•.•v::ttt .s. _,,. i:.:- #-v _V.w:...i.i ..., .i iv'. »..:.�M #., a« ; "- ?.lm�t .,.:.:ti ., cavtF. - .',:t21:F.... S x..r -!,NK ..:=.w r..:.. �u Width 59.000 in fc 4,000.0 psi Total Height 14.500 ft I Depth 7.250 in Fy 60,000.0 psi Unbraced Length 14.500 ft Rebar: Seismic Zone 3 Eff. Length Factor 1.000 7- # 5 d = 1.500 in LL & ST Loads Act Together Column is BRACED 7- # 5 d = 5.750 in I Loads { Note: Load factoring. supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity I Axial Loads 50.250 k 14.700 k k 3.040 in Lateral. Uniform Loads Start Loc End Loc # 1 k/ft k/ft 1.429 k/ft 14.500 ft I # 2 . k/ft k/ft k/ft ft Summary Column is OK ,I 59.00 x 7.25in Column, Rebar: 7 - #5 @ 1.50in, 7 - #5 @ 5.75in ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 95.34 k 90.93 k 45.23 k P Allowable : Pn * Phi @ Design Ecc. 374.35 k 118.74 k 53.22 k M- critical 24.15 k -ft 41.69 k -ft 46.99 k -ft Combined Eccentricity 3.040 in 5.501 in 12.470 in Magnification Factor 1.00 1.32 1.16. I Design Eccentricity 3.040. in 7.278 in 14.448 in Magnified Design Moment 24.15 k -ft 55.15 k -ft 54.45 k -ft Po' .80 1,360.00 k 1,360.00 k 1,360.00 k I P : Balanced 548.25 k 548.25 k 548.25 k Ecc : Balanced 3.191 in 3.191 in 3.191 in Slenderness per ACI 318 - 95 Section 10.12 & 10.13 c III Actual k Lu/ r 80.000 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Eq. C-1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 3.5000 in 1.6150 in 1.3000 in I Phi 0.6500. 0.7851 0.8526 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.7379 0.7737 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 1,554.64 1,523.27 1,350.89 I Pc : pi ^2 E I / (k Lu) ^2 506.79 496.57 440.37 alpha: MaxPu / (.75 Pc) 0.2508 0.2442 0.1369 Delta 1.0000 1.3230 1.1587 Ecc: Ecc Loads + Moments 3.040 5.501 12.470 in i Design Ecc = Ecc * Delta 3.040 7.278 14.448 in ACI Factors (per ACI 318 -02, applied internally to entered loads) •. r•'6A 'w V 4.,,,,.."- 'k`Y. F..44 :- %si61,, • ' . c' S+` Ws. av a7i'A- _ 'a tr. - n..,:-.?.; .- .1.....KW. cra ,-.1.- y+X»en.... A.... :....' -- „Sit -,"3.6 '.: Wt! , ...rP.,,,,,, .�HESS:: , W'''.'aa - t$4 , ',n , ■ ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add"! "1.4" Factor for Seismic 1.400 I ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 I I 1 P - Ti tle : Fann Creek Job # 205497 I Dsgnr: ROW Date: 9:23AM, 26 JUN 06 Description : Scope 0 - . . • ' Rev: 580003 Page 2 I User KW -0602744 ^ Ver580 1 Dec2003 Jar Concrete Column (c)1983,22003 ENERCALC Engineering Software concrete panel analysis.ecw:BUILDING'8" Description x Panel A2. Sect I 'L . Sketch & Diagram ,,n_ 119410 Axial : Pn'ptti (k) 49 4 —..... ,- . DL =50.3, LL=14 75, 5T =0 .0k Pu Mu (Eq 9-1) : 374.3k, 24.2k-ft i Pu,MU (Eq 9-2) : 118 7k 41.7k R :% __._. ._ —_ =- PU:Mu (Eq 93)- 53 .2k — 47 - Ok-ft 304.4 • .' 1595 W O O • n _ __... __.. ,0148 ." r a :69.8 n e 59 i n 24.7 I t7. a 14.Sft _ ∎ I 79.7 T 1 y r 34.8 '89.9 ,.. ,.._.... :__,... L._, . 0.:_,:::,..• ilk __:••.,..,., ••.:. _,_,._,.. ., . : • ' 44.9 . : . 1 • : ,. »Z 1, • , : . . . : 1 Ds t Ld #1: DL =0.0 LL 00T /ft rom 0 LE- Olt 0.0 124 24.9 37.3 ‘ 49.8 82.2 ' 74.8 1 87.1 99.5 1120 124.4 1 O' 6 S =1 4k F 14 Moment : Mdpni (k -ft) V I ilk:A?. III '1 .; . I . 0 I . I I 1 • I A; w ." ICI > M , J� Q_ i i i N ..9 [ --, r 6 i, A N 0 a_ ti ,, __I ,, IC Q o IL ..< nA r J 1 ,. r p J — — — _ — — — ! iv . — — — I. — — r ... .... IMO ___ w .. -__- _ EMI .. 14' -8" Panel with 10 -0" base window Joist Load I Type B Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) -kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 48.75 14 4.88 7.5 17.5 2:63 .3.28 7.50 3.28 3.83 1 96.4 B -B 112.5 13.5 11.25 7.5 17.5 2.63 3.28 7.5 17.5 0.00 8.53 9.19 22.41 12.47 4.74 470 C -C 183.75 14.5 18.38 7.5 17.5 2.63 3.28 7.5 17.5 0.00 8.53 9.19 7.5 17.5 0.09 8.53 8.36 38.06 20.83 4.82 714.7 D -D 48.75 14 4.88 7.5 17.5 2.63 3.28 7.50 3.28 3.83 196.4 E -E 112.5 13.5 11.25 7.5 17.5 2.63 3.28 7.5 17.5 0.00 8.53 9.19 22.41 12.47 4.74 470 F -F _ 183.75 14.5 18.38 7.5 17.5 2.63 3.28 7.5 17.5 0.00 8.53 9.19 7.5. 17.5 0.09 8.53 8.36 38.06 20.83 4.82 714.7 5.25 17.06 17.06 7G, .1 N ( ' 1 30' -0" Panel with 10' -0" base window Joist Load I Type C I - Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips,) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 48.75 14 4.88 7.5 17.5 2.63 3.28 7.50 3.28 3.83 196.4 B -B 112.5 13.5 11.25 7.5 17.5 2.63 3.28 17.5 17.5 0.13 19.91 18.76 33.78 22.04 5.59 470 C -C 183.75 14.5 18.38 7.5 17.5 2.63 3.28 7.5 1.7.5 0.00 8.53 9.19 7.5 17.5 0.23 8.53 7.07 38.06 19.54 4.77 714.7 D -D 97.5 14 9.75 15 17.5 5.25 6.56 15.00 6.56 3.83 392.8 E -E 225 13.5 22.50 15 17.5 5.25 6.56 15 17.5 0.09 17.06 16.72 44.81 23.28 4.69 940 F -F 367.5 14.5 36.75 15 17.5 5.25 6.56 15 17.5 0.09 17.06 16.72 15 17.5 0.30 17.06 12.86 76.13 36.15 4.71 1429 G -G 48.75 14 4.88 7.5 17.5 2.63 3.28 7.50 3.28 3.83 196.4 H -H 112.5 13.5 11.25 7.5 17.5 2.63 3.28 7.5 17.5 0.00 8.53 9.19 22.41 12.47 4.74 470 I -I 183.75 14.5 18.38 7.5 17.5 2.63 3.28 7.5 17.5 0.00 8.53 9.19 7.5 17.5 0.09 8.53 8.36 38.06 20.83 4.82 714.7 10.50 34.13 34.13 15z.3 7c,•S • N ■ 4.. ■1_ Ii.. 1 1 -,tt. A J r Q a_ IMP N M MI 11111 MI I- M K MN i - N MN ' MN Ma e 1 1 r 1 A- A b v V Y I vl I �I 1 3 F I; I Y Y 1 C.. s 5 ' ' 2 I 1 PA\FL F I t E a as i an au ma ow we w an - o Ea an pit a N it 15' -0" Panel with 10' -0" base window Joist Load I Type E Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 77.5 15.5 7.75 10 10.5 2.10 2.63 9.85 2.63 2.65 282 B -B 175 13.5 17.50 10 10.5 2.10 2.63 10 10.5 0.00 6.83 7.35 26.43 9.98 3.63 731.1 C -C 260 14.5 26.00 10 10.5 2.10 2.63 10 10.5 0.00 6.83 7.35 10 10.5 0.05 6.83 7.00 41.75 16.97 3.90 1011 D -D 77.5 15.5 7.75 10 10.5 2.10 2.63 9.85 2.63 2.65 282 E -E 175 13.5 17.50 10 10.5 2.10 2.63 10 10.5 0.00 6.83 7.35 26.43 9.98 3.63 731.1 F -F 260 14.5 26.00 10 10.5 2.10 2.63 10 10.5 0.00 6.83 7.35 10 10.5 0.05 6.83 7.00 41.75 16.97 3.90 1011 4.20 13.65 13.65 g ;,5 33.9 8' -2" Panel with 3' -0" base window Joist Load Type F Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd .Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ftA2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 34.75 14 3.48 4 5 0.40 0:50 3.88 0.50 1.44 140 B -B 77.5 13.5 7.75 4 5 0.40 0.50 4 5 0.00 1.30 1.40 9.45 1.90 2.22 323.8 C -C 124.25 14.5 12.43 4 5 0.40 0.50 4 5 0.00 1.30 1.40 4 5 0.00 1.30 1.40 15.43 3.30 2.36 483.3 D -D 45.05 14 4.51 4.17 5 0.42 0.52 4.92 0.52 1.21 181.5 E -E 90.09 13.5 9.01 4.17 5 0.42 0.52 4.17 5 0.00 1.36 1.46 10.78 1.98 2.06 376.4 F -F 139.31 14.5 13.93 4.17 5 0.42 0.52 4.17 5 0.00 1.36 1.46 4.17 5 0.00 1.36 1.46 17.06 3.44 2.24 541.9 0.82 2.66 2.66 32.5 47.1 a- .rte ern am as am NM NO on am K ••• as am •• me um P -1-1 1 I 1 A a a G V B E t r► �f I F r x i I 24:55 G ? S 3 „, I I PA \FL - I 1 Ir: pis MS N Mr illi - M Ili U MI O r or ER EN s a. mil • 9' -8" Panel with 5' -0" base window Ledger Load I Type G I Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd. Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 27.25 14 2.73 4 5 0.40 0.50 3.13 0.50 1.74 109.8 B -B 62.5 13.5 6.25 4 5 0.40 0.50 4 5 0.00 1.30 1.40 7.95 1.90 2.56 261.1 C -C 101.75 14.5 10.18 4 5 0.40 0.50 4 5 0.00 1.30 1.40 4 5 0.00 1.30 1.40 13.18 3.30 _2.68 395.8 D -D 46.42 14 4.64 5.67 5 0.57 0.71 5.21 0.71 1.51 187 E -E 104.18 13.5 10.42 5.67 5 0.57. 0.71 5.67 5 0.00 1.84 1.98 12.83 2.69 2.30 435.2 F -F 167.6 14.5 16.76 5.67 5 0.57 0.71 5.67 5 0.00 1.84 1.98 5.67 5 0.00 1.84 1.98 21.01 4.68 2.43 651.9 0.97' • 3.14 3.14 22' -3" Panel with 6' -0" base window Girder Load I Type H I Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ftA2) (ft) (kips) (ft) (ft) (kips) • (kips) (ft) (ft) % (kips) kips) (ft) (ft) (1 /0 (kips) kips) (kips) (kips) (in) (plf) A -A 83.81 14 8.38 7.3 5 0.73 0.91 9.11 0.91 1.15 337.6 B -B 160.26 13.5 16.03 7.3 5 0.73 0.91 7.3 4 0.00 1.90 2.04 18.65 2.96 1.81 669.5 C -C 244.09 14.5 24.41 7.3 5 0.73 0.91 7.3 4 0.00 1.90 2.04 7.3 4 0.00 1.90 2.04 28.94 5.00 1.97 949.4 D -D 52.75 14 5.28 8.5 5 0.85 1.06 6.13 1.06 1.86 212.5 E -E 122.5 13.5 12.25 8.5 5 0.85 1.06 8.5 4 0.00 2.21 2.38 15.31 3.44 2.43 511.8 F -F 200.75 14.5 20.08 8.5 5 0.85 1.06 8.5 4 0.00 2.21 2.38 8.5 4 0.00 2.21 2.38 25.35 5.82 2.49 780.8 G -G 51.33 14 5.13 6.42 5 0.64 0.80 5.78 0.80 1.54 206.8 H -H 115.5 13.5 11.55 6.42 5 0.64 0.80 6.42 4 0.00 1.67 1.80 13.86 2.60 2.09 482.5 I -I 186.09 14.5 18.61 6.42 5 0.64 0.80 6.42 4 0.00 1.67 1.80 6.42 4 0.00 1.67 1.80 22.59 4.40 2.17 723.8 2.22 5.78 5.78 767.1 1 -Z 4�- 1 0 Q ' d NM ■ r � r - 111111 r all —, at M — I r r— MI III all ( r J� / um am r— m um s am a ow um m- 11111111 UM IMO AN • • as rr - no sm. .. l - U - - .. .. am • or s 33' -0" Panel with 10' -0" base window Joist Load Type K 1 Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) (kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) °A) (kips) kips) (kips) (kips) (in) (plf) A -A 66 14 6.60 9 16 2.88. 3.60 9.48 3.60 3.47 265.9 B -B 150 13.5 15.00 9 16 2.88 3.60 9 16 0.00 9.36 10.08 27.24 13.68 4.43 626.7 C -C 243 14.5 24.30 9 16 2.88 3.60 9 16 0.00 9.36 10.08 9 16 0.11 9.36 8.97 45.90 22.65 4.52 945.2 D -D 97.5 14 9.75 15 16 4.80 6.00 14.55 6.00 3.68 392.8 E -E 225 13.5 22.50 15 16 4.80 6.00 15 16 0.07 15.60 15.59 42.90 21.59 4.56 940 F -F 367.5 14.5 36.75 15 16 4.80 6.00 15 16 0.07 15.60 15.59 15 16 0.19 15.60 13.66 72.75 35.25 4.62 1429 G -G 66 14 6.60 9 16 2.88 3.60 9.48 3.60 3.47 265.9 H -H 150 13.5 15.00 9 16 2.88 3.60 9 16 0.00 9.36 10.08 27.24 13.68 4.43 626.7 I -I 243 14.5 24.30 9 16 2.88 3.60 9 16 0.00 9.36 10.08 9 16 0.11 9.36 8.97 45.90 22.65 4.52 945.2 10.56 - 34.32 34.32 tby. < •C" 13' -3" Panel with 5' -0" base window Ledger Load ( Type L Panel Thickness = 8 (in) Tributary Panel Roof Load 3rd Floor 2nd Floor Total Load Avg. Section Area Height s DL w d DL LL w d R DL LL w d R DL LL Dead Live e Fp (ft ^2) (ft) '(kips) (ft) (ft) (kips) (kips) (ft) (ft) % (kips) kips) (ft) (ft) % (kips) kips) (kips) (kips) (in) (plf) A -A 58.88 14 5.89 6.75 8 1.08 1.35 6.97 1.35 2.04 237.2 B -B 131.25 13.5 13.13 6.75 8 1.08 1.35 6.75 . 8 0.00 3.51 3.78 17.72 5.13 2.98 548.3 C -C 210.38 14.5 21.04 6.75 8 1.08 1.35 6.75 8 0.00 3.51 3.78 6.75 8 0.00 3.51 3.78 29.14 8.91 3.13 818.3 D -D 56 14 5.60 6.5 8 1.04 1.30 6.64 1.30 2.06 225.6 E -E 125 13.5 12.50 6.5 8 1.04 1.30 6.5 8 0.00 3.38 3.64 16.92 4.94 3.00 522.2 F -F 200.5 14.5 20.05 6.5 8 1.04 1.30 6.5 8 0.00 3.38 3.64 6.5 8 0.00 3.38 3.64 27.85 8.58 3.15 779.9 2.12 6.89 6.89 5"7. t7,S L-ATE At, L-bAbS - //J PL,4IJF_ q ,5. 14 it It 8 3 (0 ' PA \FL Al 2.5 y ' BLDG, '{ , i 7.5 7' ? -71 F-LL „ $ 1 ( -10 I V —1 --= \ V CI I , 5 / 5'Z I t- f f f d Q, ..I.- ' 5 -rL , ' SF °ob \ 06 ) \ 5 � ') 5E j,L1 S S I si'o 4b• o aro /' L5 zsl ) it S 1, -zi ( ) -`43-- Li " ■-,Z i-, Z l C. ( (. I Zl ° fbo 9) 1 1 h� z� 2e- as 1 ,� �— 1 I C goi \ ) A SI7 I 5 � b al c I 8i•Q b v ',, o — �— x I �h BI -�Z tiZ 7N —,�l' C 2 Th I I I & -3 1 I I 41 , to 11----4.- C. q 2.. Z3 o•tb 0. I ) D a 9 I Z1 I D , y °` --- C Z S•L 21 5.7,!` D,zfr 6,74 I ) ) ,2 0 20 p So IC co F 0 .2,e 0,28 I --) 30 3e I 30 C 30 f 1 1 1 PA \LL R 1 111 (iA---c_,) (6 --ait04- 1 L Ai L 2,4 F 20 I 1 v.- 9 _.p. 0.71 ]) 9 ' /) yp 0.74 ) 9 S .1-`` ( 2.3J4� 2 5 Z'` 41.7g D 2 0 0,2d ) 1 -) sisi 71 ill III 4/. 1.1 3 5. 7 oat 2 1 111 13i 644 Z C ( ), L.� xi 1 1 � PA \EL C 1 c .5 .y14 —� 9 a. FE 7a PAr j c iL (# (.o, lo U, ft, 23 ,2-4} I 1 k ' ) I 1 \ d d I I I 5 ,C11 ,5 t t 1 1 43.1 . 0). r bg b°? (.. I , h>TI II cII_ L I ici c ( LZ. I -� oZ 2o( �QZ (5) ) e be I Zot LZ L1 I i 4,1- C C. L 2.1 Lt. I I . L i . L -cis Li I �— � hl L Z� I I I in 0_11_ .,, LI "zi I A - 1 _d \ V d I I , 1..M' 'Z' , E , i 1/4 . 1‘ f` I x bh a£ I Fit $4. I 1 111 91 IL �< Q ...71 IZ I S -Lc. jL�z fc' $L'0 -tr— Q- -41-o Z 7h 1 —� I I C 4rc.'0 53v Q _ --4 I'i 1-11 ) ---ii ' . Z\ I L X0 °1 0•1P 2,te 0,0 2 0 I0 l 0.0 I 7 — 0,11 30 to 6.0 (p c. > 0,19 HN to C� ,�, ) 1 1 r f 1 1 1 3,0 3 .1G'1 PA\ 11 - 1[Hux- -L G I -,fl I {-I i ,, 9 r I \L+ /Zl tr) H -1J\Vd 1 I 1 ,21.,'4 0) ,S,Z ,a) ,4c..h H 1- 1.- - 1 t (8) c b hi' h I11 I Bb Lh 0 I 9 G' 0 9Z' 0 '/I0' 4 v— ,io'�Z a n•z► "71 CI' e ) 4 )i aH c2 ( a _.1- - r ' I a OH 171---t I C C C. $S'0 12'0 14'0 I -4 Ili 5_ +i -,ia'b.. ai ...,,S () ) =4. — LS 1 aZ $ g1 5 h zZ SL 1 \ C. 95'O Ot-' 11, ' I -.cc— .q-- ,, ►'zi 11:55 „ 1 QZ () (. k . 222- I �+ 51. I I I -71-l __I_. ,i C Z I > I I I , , a/ I s ,Q ,I/ - ■ ti I 65 � ( Lb I 65 4 b 105 C. ( I �o a ( P 2 I _,a'S1 -71 to' tiz -7, e'lrSI 8 b &L (■ ) fi. hi- /b 2 z b� I C 2.4'0 67' fl 2 I .wt--- '._ =q—_ ( ) "d— 2 ' ' 4 I )h L 11 lo 20 I C. z.o•o Lb • Q 2 v.9 1 � R- "-- 9 � " L S� 7 , L-' ii I 5 ii l I b -0 ---) 01 4-t c -.4 i �I �l - \dd 1 1 1 4 g2 1 }Cj Sty I G _ ; L 1 - q — �' 5Z cc. L . L.I d r i, t 1 - to). 9 J1,"0 eci Ol be -71 1 I -// I Fanno Creek - Bldg 'B' fc = 4000 .ff1GA-1- BEN = (.2) *.S Panel Section Moment Capacity fy = 60000 I m = 17.64706 A S = D.to2 /N z Panel Level Mu max b d R Check rho As Type (kip -ft) (in) (in) (psi) <1.0 (sq -in) I Base 37 7.25 45 33.6 0.9802 0.0006 0.2448 Al 2nd 63 7.25 81 17.7 0.9896 0.0003 0.2311 3rd 44 7.25 69 17.0 0.9900 0.0003 0.1894 I Roof 18 7.25 45 16.3 0.9904 0.0003 0.1188 Base 90 7.25 45 81.7 0.9519 0.0014 0.5999 I A2 2nd 3rd 152 7.25 81 42.6 0.9749 0.0007 0.5595 108 7.25 69 41.7 0.9755 0.0007 0.4666 Roof 48 7.25 45 43.6 0.9744 0.0007 0.3181 I B Base 30 7.25 45 27.2 0.9840 0.0005 0.1983 2nd 50 7.25 81 14.0 0.9918 0.0002 0.1833 3rd. 29 7.25 69 11.2 0.9934 0.0002 0.1247 I . Roof 9 7.25 45 8.2 0.9952 0.0001 0.0593 Base 66 7.25 45 59.9 0.9647 0.0010 0.4385 C 2nd 111 7.25 81 31.1 0.9817 0.0005 0.4079 I 3rd Roof 65 7.25 69 25.1 0.9852 0.0004 0.2802 20 7.25 45 18.2 0.9893 0.0003 0.1320 P Base 69 7.25 15 564.0 0.6682 0.0103 1.1249 C�) 1` (O E 2nd 144 7.25 81 40.4 0.9763 0.0007 0.5299 3rd 102 7.25 69 39.4 0.9768 0.0007 0.4406 Roof 27 7.25 63 12.5 0.9926 0.0002 0.1272 I Base 44 7.25 45. 40:0 0.9765' 0.0007 0.2914 F 2nd 76 7.25 81 21.3 ' 0.9875 0.0004. 0.2789 I 3rd Roof 46 7.25 69 17.8 0.9895 0.0003 0.1980 14 7.25 45 12.7 0.9925 0.0002 0.0924 Base 44 7.25 45 40.0 0.9765 0.0007 0.2914 I G 2nd 74 7.25 81' 20.7 0.9878. 0.0003 0.2715 3rd 40 7.25 69 15.5 0.9909 0.0003 0.1722 Roof 10 7.25 45 9.1 0.9947 0.0002 0.0659 I Base 161 7.25 45 146.2 0.9140 0.0025 1.0839 C3\ 4.-C H 2nd 274 7.25 81 76.8 0.9548 0.0013 1.0139 C;" ( O I 3rd 188 7.25 69 72.6 0.9573 0.0012 0.8161 (') s- 5 Roof 75 7.25 45 68.1 0.9599 0.0011 0.4989 Base 59 7.25 45 53.6 0.9685 0.0009 0.3916 I K 2nd 3rd 98 7.25 81 27.5 0.9838 0.0005 0.3599 57 7.25 69 22.0 0.9870 0.0004 0.2456 Roof 18 7.25 45 16.3 0.9904 0.0003 0.1188 I Base 51 7.25 45 46.3 0.9728 0.0008 0.3381 L 2nd 86 7.25 81 24.1 0.9858 0.0004 0.3157 3rd 46 7.25 69 17.8 0.9895 0.0003 0.1980 I Roof 11 7.25 45 10.0 0.9941 0.0002 0.0725 I BLDG B PanelFlexure.xls 6/26/2006 4 C fri 1 we w c.Acf: Q J z Precast Wall Panel - Pier Check 47), 5 ' ' "`'' I Check shear and flexural capacity of individual piers ..€Q -'t '-O Fork- . a ' 1, 1 F L0,4CA>. fc (psi) = 4000 fy (psi) = 60000 I Panel: G Pier: 18" w/ (3) #5 Vu = 1.7 kips Section and Material Shear Capacity, Vn I width, b (in) = 7.25 Bar # 3 pn = 0.007586 total depth (in) = 18 Spacing (in) = 4 phi Vn = 64.5 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 I Shear Capacity, Vm, based on flexural capacity Qty. Bars 2 2 a (in) =. 3.018 Bar # 5 5 Mn (k -ft) = 69.7 depth, d (in) = 16.5 9 Mu = 62.7 I As (inA2) = 0.62 0.62 0 0 0 0 phi Vm = 15.8 < -- Controls Total As (inA2) = 1.24 ( OK I Panel:. H; Pier: 30" w/ (4) #5 .. vu = 12.6 kips Section and Material. Shear Capacity, Vn I width, b (in) = 7.25 Bar # 3 pn = 0.007586 total depth (in) = 30 Spacing (in) = 4 phi Vn = 107.5 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 II Shear Capacity, Vm, based on flexural capacity II Qty. Bars 2 2 a (in) = 3.018 Bar # 5 5 Mn (k -ft) = 146.4 depth, d (in) = 28.5 21.75 Mu = 131.8 P As (inA2) = 0.62 0.62 0 0 0 0 phi Vm = 33.2 < -- Controls Total As (inA2) = 1.24 I OK I Il Panel: H .: Pier: 41 w/ (5) #5 . Vu =. 26 kips Section and Material . Shear Capacity, Vn . width, b (in) = 7.25 Bar # 3 pn = 0.007586 total depth (in) = 41 Spacing (in) = 4 phi Vn = 147.0 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 Shear Capacity, Vm, based on flexural capacity I Qty. Bars 2 2 2 a (in) = 4.527 Bar # 5 5 5 Mn (k -ft) = 257.9 depth, d (in) = 39.5 30 20.5 Mu = 232.2 I As (inA2) = 0.62 0.62 0.62 0 0 0 Total As (inA2) = 1.86 phi Vm = 58.5 < -- Controls I OK , 1 Panel: H Pier: 52" w/ (6) #5 Vu = 43 kips Section and Material Shear Capacity, Vn width, b (in) = 7.25 Bar # 3 pn = 0.007586 total depth (in) = 52 Spacing (in) = 4 phi Vn = 186.4 pier height, h (ft) = 7.5 As ties (inA2) = 0.22 Shear Capacity, Vm, based on flexural capacity I Qty. Bars 2 2 2 a (in) = 4.527 Bar # 5 5 5 Mn (k -ft) = 372.6 depth, d (in) = 50.5 42.3 34.2 Mu = 335.4 As (inA2) = 0.62 0.62 0.62 0 0 0 phi Vm = 84.5 < -- Controls I Total As (inA2) = 1.86 ( OK 1 lI a -13 I Panel: A2 . Pier: 60" w/ (7) #5 Vu = 47.8 kips Section and Material Shear Capacity, Vn width, b (in) = 7.25 Bar # 3 pn = 0.007586 total depth (in) = 60 Spacing (in) = 4 phi Vn = 215.1 pier height, h (ft) = 7.5 As ties (in ^2) = 0.22 Shear Capacity, Vm, based on flexural capacity Qty. Bars 2 2 2 2 a (in) = 6.037 Bar # 5 5 5 5 Mn (k -ft) = 511.3 depth, d (in) = 58.5 49 39.5 30 Mu = 460.1 As (in ^2) = 0.62 0.62 0.62 0.62 0 0 phi Vm = 115.9 < -- Controls Total As (inA2) = 2.48 OK I I I I I I I I I INN _ Ell MN EMI MO OM INI mi In am EN Ns Ea we im. Nia RAM Steel v11.0 tn RAM Data Base: Fanno BldgB 50psf 8-28-06 09/14/06 14:02:49 IMENAT1ONAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second , , ,__., , , , ,, /- N . , 2 1 ( 3 , ( 4 1 I 5 1 ( 6 ) ( 7 ') f 8 1 k 9 ( 10 \ i A F/ \ \ i , B 1 ■ , C i 4 i d Y1 Y3 Y5 Y8 I , D F • ri 9 YO Y2 Y7 1 ; G ',, H , ) a = EN Om Ow i No m= MOM II Mil E MO i OM - MN MEN ON Gravity Column Design Summary RAM Steel v11.0 to DataBase: Fanno BldgB 50psf 8 -28 -06 Building Code: IBC Steel Code: ASD 9th Ed. 9/11/2006 12:03 Base PI Footing tp Col# P Size Dead +Live MaxTot (in) Column Line 8.75ft - 35.00ft 1 41.3 HSS6X6X3 /16 .. 22.3 19 41.3 0.75 5' -0" x 5' -0" x 16" Deep Column Line 26.75ft - 1.50ft 2 36 HSS6X6X3 /16 19.4 16.6 36 0.75 5' -0" x 5' -0" x 16" Deep Column Line 2 - F 3 158.4 HSS8X8X5 /16 97.2 61.2 158.4 1 8' -0" x 8' -0" x 20" Deep Column Line 48.33ft - 72.50ft 4 109.6 HSS8X8X1 /4 63.3 46.3 109.6 1 7' -0" x 7' -0" x 20" Deep Column Line 3 - F 5 200.7 HSS8X8X3 /8 114.8 85.9 200.7 1.25 8' -6" x 8' -6" x 24" Deep Column Line 3 - D 6 24.2 HSS6X6X3 /16 11.9 12.3 24.2 0.5 5' -0" x 5' -0" x 16" Deep Column Line 76.83ft - 35.00ft 7 152.9 HSS8X8X5 /16 85.2 67.8 152.9 1 8' -0" x 8' -0" x 20" Deep Column Line 4 - F 8 172.4 HSS8X8X5 /16 106.4 66 - 172.4 1.25 8' -0" x 8' -0" x 20" Deep Column Line 4 - C 9 208.8 HSS8X8X3 /8 128.6 80.2 208.8 1.25 8' -6" x 8' -6" x 24" Deep Column Line 5 - F 10 241.4 HSS10X10X5/16 146 95.4 241.4 1.25 9' -0" x 9' -0" x 24" Deep Column Line 5 - C 11 217 HSS8X8X3 /8 134.3 82.7 217 1.25 9' -0" x 9' -0" x 24" Deep Column Line 6 - F 12' 269.1 HSS10X10X3/8 167.2 101.9 269.1 1.25 Too Big Column Line 6 - C 13 - 223 HSS10X10X5 /16 138.6 84.4 223 1.25 9' -0" x 9' -0" x 24" Deep Column Line 7 - F 14 176.4 HSS8X8X5 /16 108.6 67.8 176.4 1.25 8' -0" x 8' -0" x 20" Deep Column Line 7 - C 15 219.2 HSS8X8X3 /8 135.5 83.8 219.2 1.25 9' -0" x 9' -0" x 24" Deep Column Line 181.08ft - 35.00ft 16 134.1 HSS8X8X1 /4 73.1 61 134.1 1 7' -0" x 7' -0" x 20" Deep Column Line 8 - F 17 187.4 HSS8X8X3 /8 102.2 85.2 187.4 1.25 8' -0" x 8' -0" x 20" Deep Column Line 8 - C 18 181.8 HSS8X8X5 /16 107.4 74.3 181.8 1.25 8' -0" x 8' -0" x 20" Deep Column Line 9 - G 19 24.5 HSS6X6X3 /16 11.2 13.3 24.5 0.5 5' -0" x 5'-07x 16" Deep Column Line 9 - B 20 19.8 HSS6X6X3 /16 8.7 11.1 19.8 0.5 5' -0" x 5' -0" x 16" Deep r Bldg B- Columns.xls 9/11/2006 (1 Column Load Summary RAM Steel v11.0 C .3 1 to RAM DataBase: Fanno BldgB 5Opsf 8 -28 -06 09/11/06 11:58:28 INTEaNAMNAL Building Code: IBC Steel Code: ASD 9th Ed. i Units: kips ,1 Column Line 8.75ft - 35.00ft Level Col# Height Dead Self +Live -Live MinTot MaxTot II Roof 1 13.50 3.4 0.0 4.2 0.0 3.4 7.6 ll Third 1 13.50 12.8 0.0 13.6 0.0 12.8 26.4 Second 1 14.50 22.3 0.0 19.0 0.0 22.3 41.3 I Column Line 26.75ft - 1.50ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 2 13.50 2.1 0.0 2.6 0.0 2.1 4.8 I Third 2 13.50 10.8 0.0 11.5 0.0 10.8 22.2 Second 2 14.50 19.4 0.0 16.6 0.0 19.4 36.0 1 Column Line 2 - F ii Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 3 13.50 13.9 0.0 17.4 0.0 13.9 31.3 Third 3 13.50 55.6 0.0 43.4 0.0 55.6 98.9 0 Second 3 14.50. 97.2 0.0 61.2 0.0 97.2 158.4 Column Line 48.33ft - 72.50ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 4 13.50 10.5 0.0 12.4 0.0 10.5 22.9 Third 4 13.50 36.9 0.0 32.5 0.0 36.9 69.4 Second 4 14.50 63.3 0.0 46.3 0.0 63.3 109.6 i Column Line 3 - F 1 Level CoI# Height Dead Self +Live -Live MinTot MaxTot Roof 5 13.50 21.5 0.0 24.1 0.0 21.5 45.6 I Third 5 13.50 68.2 0.0 59.2 0.0 68.2 127.3 Second 5 14.50 114.8 0.0 85.9 0.0 114.8 200.7 I Column Line 3 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 6 13.50 1.9 0.0 2.4 0.0 1.9 4.2 Third 6 13.50 6.9 0.0 8.3 0.0 6.9 15.2 Second 6 14.50 11.9 0.0 12.3 0.0 11.9 24.2 I Column Load Summary RAM Steel v11.0 -Rage -27 RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 11:58:28 Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 76.83ft - 35.00ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 7 13.50 23.8 0.0 23.3 0.0 23.8 47.1 Third 7 13.50 54.5 0.0 48.7 0.0 54.5 103.1 1 Second 7 14.50 85.2 0.0 67.8 0.0 85.2 152.9 I Column Line 4 - F Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 8 13.50 23.9 0.0 24.9 0.0 23.9 48.9 Third 8 13.50 65.2 0.0 49.3 0.0 65.2 114.5 Second 8 14.50 106.4 0.0 66.0 0.0 106.4 172.4 t Column Line 4 - C 1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 9 13.50 22.1 0.0 25.6 0.0 22.1 47.7 pi Third 9 13.50 75.4 0.0 57.4 0.0 75.4 132.7 Second 9 14.50 128.6 0.0 80.2 0.0 128.6 208.8 1 Column Line 5 -F I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 10 13.50 22.7 0.0 26.4 0.0 22.7 49.1 Third 10 13.50 83.7 0.0 61.8 0.0 83.7 145.5 I Second 10 14.50 146.0 0.0 95.4 0.0 146.0 241.4 Column Line 5 - C Level Col# Height Dead Self +Live -Live MinTot MaxTot 1 Roof 11 13.50 19.6 0.0 24.0 0.0 19.6 43.7 Third 11 13.50 77.0 0.0 57.2 0.0 77.0 134.2 Second 11 14.50 134.3 0.0 82.7 0.0 134.3 217.0 I Column Line 6 - F I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 12 13.50 36.6 0.0 31.7 0.0 36.6 68.3 I Third 12 13.50 101.2 0.0 67.7 0.0 101.2 168.9 Second 12 14.50 167.2 0.0 101.9 0.0 167.2 269.1 I I Fo Column Load Summary C--3" RAM Steel v11.0 I to RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 11:58:28 KrEZNAMINAL Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 6 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 13 13.50 22.4 0.0 25.2 0.0 22.4 47.5 Third 13 13.50 80.5 0.0 58.6 0.0 80.5 139.1 I Second 13 14.50 138.6 0.0 84.4 0.0 138.6 223.0 I Column Line 7 - F Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 14 13.50 27.9 0.0 27.7 0.0 27.9 55.6 Third 14 13.50 68.2 0.0 51.6 0.0 68.2 119.8 Second 14 14.50 108.6 0.0 67.8 0.0 108.6 176.4 I Column Line 7 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 15 13.50 23.6 0.0 27.1 0.0 23.6 50.7 pi Third 15 13.50 79.5 0.0 60.1 0.0 79.5 139.6 Second 15 14.50 135.5 0.0 83.8 0.0 135.5 219.2 I Column Line 181.08ft - 35.00ft I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 16 13.50 19.3 0.0 19.6 0.0 19.3 38.8 Third 16 13.50 46.2 0.0 43.2 0.0 46.2 89.4 I Second 16 14.50 73.1 0.0 61.0 0.0 73.1 134.1 I ColumnLine8 -F Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 17 13.50 16.6 0.0 23.0 0.0 16.6 39.5 Third 17 13.50 59.4 0.0 58.0 0.0 59.4 117.4 Second 17 14.50 102.2 0.0 85.2 0.0 102.2 187.4 I Column Line 8 - C I Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 18 13.50 ' 16.2 0.0 22.5 0.0 16.2 38.7 I Third 18 13.50 61.8 0.0 52.6 0.0 61.8 114.4 Second 18 14.50 107.4 0.0 74.3 0.0 107.4 181.8 1 w i Column Load Summary G -C F M RAM Steel v11.0 X4/4 1 to Rim DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 11:58:28 I Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 9 - G II Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 19 13.50 1.5 0.0 3.8 0.0 1.5 5.4 Third 19 13.50 6.4 0.0 9.5 0.0 6.4 15.8 I Second 19 14.50 11.2 0.0 13.3 0.0 11.2 24.5 1 Column Line 9 - B Level Col# Height Dead Self +Live -Live MinTot MaxTot I Roof 20 13.50 1.2 0.0 3.1 0.0 1.2 4.3 Third 20 13.50 5.0 0.0 7.4 0.0 5.0 12.4 Second 20 14.50 8.7 0.0 11.1 0.0 8.7 19.8 I ill I I I I I I I I I E l Gravity Column Design Summary ri 1 v RAM Steel v11.0 _ C 7 i RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 11:59:02 KrERNATr Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 8.75ft - 35.00ft Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 7.6 1.0 0.7 1 0.20 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 26.4 0.9 0.6 3 0.38 Eq H1 -1 0.0 46 HSS6X6X3 /16 Second 41.3 0.8 0.5 1 0.62 Eq H1 -1 0.0 46 HSS6X6X3 /16 1 Column Line 26.75ft - 1.50ft I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.8 0.0 1.6 1 0.15 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 22.2 0.0 1.5 2 0.32 Eq H1 -1 0.0 46 HSS6X6X3 /16 I Second 36.0 0.0 1.3 1 0.54 Eq H1 -1 0.0 46 HSS6X6X3 /16 a Column Line 2 - F Level P Mx My LC Interaction Eq. Angle Fy Size Roof 28.6 3.0 1.0 10 0.22 Eq H1 -3 0.0 46 HSS8X8X5 /16 I Third 98.9 1.9 0.6 3 0.53 Eq H1 -1 0.0 46 HSS8X8X5 /16 Second 158.4 1.7 0.1 1 0.86 Eq H1 -1 0.0 46 HSS8X8X5 /16 pi Column Line 48.33ft - 72.50ft Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 22.9 3.5 1.4 1 0.26 Eq H1 -3 0.0 46 HSS8X8X1 /4 Third 69.4 2.8 1.1 4 0.48 Eq Hi -i 0.0 46 HSS8X8X1 /4 Second 109.6 2.5 1.0 1 0.78 Eq H1 -1 0.0 46 HSS8X8X1 /4 Column Line 3 - F I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 45.6 2.6 1.8 3 0.24 Eq H1 -1 0.0 46 HSS8X8X3 /8 Third 127.3 1.7 1.3 4 0.57 Eq H1 -1 0.0 46 HSS8X8X3 /8 Second 200.7 0.3 1.2 1 0.91 Eq H1 -1 0.0 46 HSS8X8X3 /8 Column Line 3 - D I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.2 0.0 0.9 4 0.10 Eq H1 -3 0.0 46 HSS6X6X3 /16 I Third 15.2 0.0 0.8 2 0.21 Eq H1 -1 0.0 46 HSS6X6X3 /16 Second 24.2 0.0 0.7 1 0.35 Eq H1 -1 0.0 46 HSS6X6X3 /16 I Column Line 76.83ft - 35.00ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 47.1 3.3 2.2 1 0.31 Eq H1 -1 0.0 46 HSS8X8X5 /16 I Third 103.1 2.7 2.0 2 0.57 Eq H1 -1 0.0 46 HSS8X8X5 /16 Second 152.9 2.5 1.8 1 0.87 Eq H1 -1 0.0 46 HSS8X8X5 /16 I 1 Gravity Column Design Summary G g 7 i v RAM Steel v11.0 Page -213 to Rim DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 11:59:02 INT Building Code: IBC Steel Code: ASD 9th Ed. • Column Line 4 - F Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 48.9 3.8 2.0 3 0.31 Eq H1 -1 0.0 46 HSS8X8X5 /16 Third 114.5 2.7 0.5 4 0.61 Eq H1 -1 0.0 46 HSS8X8X5 /16 Second 172.4 2.5 0.0 1 0.95 Eq H1 -1 0.0 46 HSS8X8X5 /16 I Column Line 4 - C I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 47.7 3.3 3.7 5 0.28 Eq H1 -2 0.0 46 HSS8X8X3 /8 Third 132.7 2.5 2.1 3 0.61 Eq H1 -1 0.0 46 HSS8X8X3 /8 I Second 208.8 2.2 2.0 1 0.99 Eq H1 -1 0.0 46 HSS8X8X3 /8 ; 2 Column Line 5 - F Level P Mx My LC Interaction Eq. Angle Fy Size Roof 49.1 3.6 2.1 3 0.23 Eq H1 -2 0.0 46 HSS10X10X5 /16 I Third 145.5 2.6 1.6 2 0.58 Eq H1 -1 0.0 46 HSS10X10X5 /16 Second 241.4 2.4 0.3 1 0.96 Eq H1 -1 0.0 46 HSS10X10X5 /16 pp Column Line 5 - C Level P Mx My LC Interaction Eq. Angle Fy Size I Roof Third 43.7 1.4 2.0, 2 0.22 Eq H1 -1 1.5 3' 0.60 Eq H1 -1 0.0 46 HSS8X8X3 /8 134.2 1.1 0.0 46 HSS8X8X3 /8 Second 217.0 0.3 1.0 1 0.98 Eq H1 -1 0.0 46 HSS8X8X3 /8 I Column Line 6 - F Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 68.3 5.1 2.1 2 0.26 Eq H1 -2 0.0 46 HSS10X10X3ItC Third 168.9 2.6 1.6 3 0.56 Eq H1 -1 0.0 46 HSS10X10X37$ Second 269.1 2.4 0.4 1 0.89 Eq H1 -1 0.0 46 HSS10X10X3L8 Column Line 6 - C I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 47.5 1.4 2.0 3 0.21 Eq H1 -1 0.0 46 HSS10X10X5 /16 Third 139.1 1.1 1.6 2 0.54 Eq H1 -1 0.0 46 HSS10X10X5 /16 I Second 223.0 0.3 1.1 1 0.87 Eq H1 -1 0.0 46 HSS10X10X5 /16 I Column Line 7 - F Level P Mx My LC Interaction Eq. Angle Fy Size Roof 55.6 5.5 1.9 2 0.37 Eq H1 -1 0.0 46 HSS8X8X5 /16 I Third 119.8 2.7 0.4 5 0.64 Eq H1 -1 0.0 46 HSS8X8X5 /16 Second 176.4 2.5 0.1 1 0.97 Eq H1 -1 0.0 46 HSS8X8X5 /16 I 1 ,. Gravity Column Design Summary G-1 F RAM Steel v11.0 .age -3/3 1 to NI DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 11:59:02 WE 44 Building Code: IBC Steel Code: ASD 9th Ed. I Column Line 7 - C Level P Mx My LC Interaction Eq. Angle Fy Size I Roof 50.7 2.1 0.8 5 0.25 Eq H1 -1 0.0 46 HSS8X8X3 /8 Third 139.6 1.2 0.4 2 0.62 Eq Hl -1 0.0 46 HSS8X8X3 /8 Second 219.2 0.3 0.0 1 0.97 Eq H1 -1 0.0 46 HSS8X8X3 /8 I Column Line 181.08ft - 35.00ft I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 38.8 6.5 1.9 1 0.41 Eq H1 -2 0.0 46 HSS8X8X1 /4 Third 89.4 2.5 1.7 3 0.61 Eq H1 -1 0.0 46 HSS8X8X1 /4 I . Second 134.1 2.2 1.6 1 0.95 Eq H1 -1 0.0 46 HSS8X8X1 /4 a Column Line 8 - F Level P Mx My LC Interaction Eq. Angle Fy Size Roof 39.5 2.3 1.1 3 0.20 Eq H1 -1 0.0 46 HSS8X8X3 /8 Third 117.4 1.2 0.7 2 0.53 Eq H1-1 0.0 46 HSS8X8X3 /8 Second 187.4 1.2 0.1 1 0.84 Eq H1 -1 0.0 46 HSS8X8X3 /8 pi Column Line 8 - C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 38.7 3.0 0.8 4 0.23 Eq H1 -1 0.0 46 HSS8X8X5 /16 Third 114.4 1.7 0.5 5 0.61 Eq H1 -1 0.0 46 HSS8X8X5 /16 Second 181.8 1.6 0.0 1 0.98 Eq H1 -1 0.0 46 HSS8X8X5 /16 Column Line 9 - G I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 5.4 0.4 0.9 1 0.14 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 15.8 0.0 0.9 2 0.22 Eq H1 -1 0.0 46 HSS6X6X3 /16 Second 24.5 0.0 0.8 1 0.36 Eq H1 -1 0.0 46 HSS6X6X3 /16 Column Line 9 - B I Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.3 0.3 0.7 1 0.11 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 12.4 0.0 0.7 4 0.17 Eq H1 -1 0.0 46 HSS6X6X3 /16 I Second 19.8 0.0 0.6 1 0.29 Eq H1 -1 0.0 46 HSS6X6X3 /16 I I I Base Plate Design RAM Steel v11.0 C-10 1 ri to m DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 11:59:51 NENATioNit Building Code: IBC Steel Code: ASD 9th Ed. I Base Plate level Second, Column Line 7 - C 1 BASEPLATE DIMENSIONS: N (parallel to web) (in) 14.00 I B (perpendicular to web) (in) 14.00 Plate Thickness (in) 1.250 Plate (ksi) 36.0 I COLUMN DATA I Column Size HSS8X8X3 /8 Dead Load (kips) 135.47 I Live Load (kips) 60.63 Roof Load (kips) 23.16 1 Total Load (kips) 219.25 Ultimate Load (kips) 332.08 BEARING: Concrete fc (ksi) 3.00 I Size of concrete support (ft x ft) 10.00 x 10.00 Area of concrete support (sq in) 14400.00 Eff Area of support (A2) (sq in) 14400.00 I Area Required for Bearing (sq in) 93.02 Area of Plate (Al) (sq in) 196.00 Square Root of (A2 /A1) 8.57 Use 2.0 I Allow. Factored Bearing Stress (ksi) 3.57 (per AC1) Actual Factored Bearing Stress (ksi) 1.69 I Actual Bearing Stress (ksi) 1.12 I CALCULATED DIMENSIONS: m [N- 0.95d]/2.0 (in) 3.200 n [B- 0.95b]/2.0 (in) 3.200 I Thickness Required (in) 1.128 Checked for cantilever portion only I I I xi Base Plate Design Summary r i v RAM Steel v11.0 G- it 1 RAM DataBase: Fanno BldgB 50psf 8 -28 -06 09/11/06 12:00:13 Building Code: IBC Steel Code: ASD 9th Ed. Column Line Column Size N B tP (ksi) (in) (n) (in) 8.75ft - 35.00ft HSS6X6X3 /16 36 12.00 12.00 0.750 I 26.75ft - 1.50ft HSS6X6X3 /16 36 12.00 12.00 0.750 2 - F HSS8X8X5 /16 36 14.00 14.00 1.000 a 48.33f1 - 72.50ft HSS8X8X1 /4 36 14.00 14.00 1.000 - 3 - F HSS8X8X3 /8 36 14.00 14.00 1.250 3 - D HSS6X6X3 /16 36 12.00 12.00 0.500 I 76.83ft - 35.00ft HSS8X8X5 /16 36 14.00 14.00 1.000 4 - F HSS8X8X5 /16 36 14.00 14.00 1.250 4 - C HSS8X8X3 /8 36 14.00 14.00 1.250 I 5 - F HSS10X10X5 /16 36 16.00 16.00 1.250 5 - C HSS8X8X3 /8 36 14.00 14.00 1.250 I 6 - F HSS10X10X3 /8 36 16.00 16.00 1.250 6 - C HSS10X10X5 /16 36 16.00 16.00 1.250 7 - F HSS8X8X5 /16 36 14.00 14.00 1.250 II 7 - C HSS8X8X3 /8 36 14.00 14.00 1.250 181.08ft - 35.00ft HSS8X8X1 /4 36 14.00 14.00 1.000 8 - F HSS8X8X3 /8 36 14.00 14.00 1.250 8 - C HSS8X8X5 /16 36 14:00 14.00 1.250 9 - G HSS6X6X3 /16 36 12.00 12.00 0.500 9 - B HSS6X6X3 /16 36 12.00 12.00 0.500 I I I I I I I I I MI 111111 WI MB MI ON 1 N N w 1 MI 1011 0 i WI 1111 NM MB Sow wt 444 OF PArJC: v e L ,IFr (; i).4.c) ID.1 �w v, 3 \ 0 i P � 1 '''— 1`i" 2R 0 P \ ,......- • ' . i V 5 •9 1,14' ,.. Ni I ��,X ' L 7 A. \ . - I 0 ti-Ds i z V y- Bbl - ..- I = z4 }'` - 'S , 1� , � t �D � �� •�/ lye .. - � � % \ ,,,,...._.._w nj �.q k.1.F 7� (o k-I.F 5 . to-1:- � �. e o 0 \.; ix ,t.. 1 N CONSULTING Job T- CAF V ENGINEERS Client ` a s • 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No 2- 5 `l/? e Q 503.222.4453 503.248.9263 ® Date / "114- V e )6, Sheet No. 6 -1 3 PN I., . • OVEiE? - 'N IJ.r Co : ,r- P�u1l.�i (, ' P' . .17 .: Y 317 , -- (s/ (2 .. - .. .. . .. . . P r 3 Op� ( • G /'t!lEr 44 1e-E ... l'4 L__...._._.] , . . • GH�� PA-mu (-S F, 4 . _ . tt s„ i:JA' -1 : 1f4 ,. FO J = O. - sr - ,lZ Ge _7 ...(.D '3. 1 y . 5 /.5s- : I PA-- F JPL-IFT = yo. t ' I 74-Ns F1- N " 7- — • i • ' . 1 No as am as ow I I MI w - r N IIIIII am as Precast Wall Panel Overturning Loads -- ?),o∎L_Di Nc, ' � In -plane lateral loads and overturning analysis fc = 4000 Ev = 0.18 Panel 27 Type Al Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr L Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 9.5 128 92 • 9.75 7.5 1.20_ 7.5 74 15.0 1 A -A 5/5 0.71 1.2 0.65 3rd 13.5 13.6 312 223 22.50 7.5 4.06 7.5 179 15.0 2.9 B -B 13.28 3.01 2.9 1.10 2nd 14.5 19.5 595 425 36.75 7.5 6.92 7.5 295 15.0 8.7 C -C 21.68 5.31 8.7 1.04 D -D 5.75 0.71 1.2 0.65 E -E 13.28 3.01 2.9 1.10 F -F 21.68 5.31 8.7 1.04 Panel 26 Type A2 Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird'DL Arm Mr Lw Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 33.6 454 324 19.50 15.0 - 3.60 15.0 312 30 0.4 A -A 5.75 1.06 0.4 1.03 3rd 13.5 45.8 1072 766 45.00. 15.0 12.18 15.0 772 30 -0.2 • B -B 13.28 4.51 -0.2 1.80 2nd 14.5 66.4 2035 1453 55.13 15.0 20.76 15.0 1024 30 14.3 C -C 21.68 7.97 14.3 1.27 D -D 11.51 2.12 0.4 1.06 E -E 26.55 9.03 -0.2 1.79 F -F 43.37 15.93 14.3 1.52 F -F 11.51 2.12 0.4 1.06 G -G 26.55 9.03 -0.2 1.79 H -H 21.68 7.97 14.3 1.27 MI MINI .. ! .. MINI .. NIB MINI S s - - - - .. r. INN Panel 25 Type B Panel and Joist/Girder Loads Ult. Lateral Mot. Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL. Arm Mr . Lw Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 4.6 62 44 9.75 7.3 5 :25 7.3 99 14.7 -3:T; A -A 5.75 3.10 -3.7 423 3rd 13.5 10.4 203 145 22.50 ` 7.3 17.76 7.3 266 14.7 -8.2 B -B 13.28 13.16 -8.2 . 5.07 2nd 14.5 16 _ 435 310 36.75 7.3 30.28 7.3 442 14.7 -9.0 C -C 21.68 23.23 -9.0 4.53 D -D 5.75 3.10 -3.7 4.23. E -E 13.28 13.16 -8.2 5.07 F -F 21.68 23.23 -9.0 4.53 Panel 6, 10, 11, 18, 23, 24 Type C Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm. Jst/Gird DL Arm Mr Lw - Section ` Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) ' , - (kips) (kips) (kips) (in) Roof 13.5 15.5 209 149 19.50 15.0 10.50 15.0 405 30 -8.5 ' A -A _. 5.75 , 3.10 -8.5 65.28 3rd 13.5 34 668 477 45.00 15.0 35.53 MINI - 15.0 1087 " 30 -20.3 B -B 13.28 26.59 -20.3 9.53 2nd _ 14.5 50.8 1405 1003 73.50 15.0 60.55 15.0 1810 30 -26.9 , ' C -C 21.68 23.23 -26.9 9.01 D -D 11.51 6.20 -8.5 4.72 E -E 26.55 26.33 -20.3 5.66 F -F 43.37 46.46 -26.9 5.17 G -G 5.75 3.10 -8.5 65.28 H - 13.28 13.16 -20.3 15.07 I -I 21.68 23.23 -26.9 9.01 Panel 8, 21 Type E Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height . Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips)' (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 14.2 192 137 33.75 7.5 4.20 7.5 256 15 " =7' 9 A -A 9.15 2.48 -7.9 4.72 3rd 13.5 39.9 730 522 17.50 7.5 14.21. 7.5 214 15 20.5 B -B 20.65 10.53 20.5 1.43 2nd 14.5 18.8 1003 716 26.00 7.5 24.22 7.5 339 15 25.2 C -C 30.68 18.59 25.2 1.75 D -D 9.15 2.48 -7.9 4.72 E - E 20.65 10.53 20.5 1.43 F -F 30.68 18.59 25.2 1.75 N MI MN MI MI r MI NM 11111 w UM 1 M- MI 1111 MS MOI 11111 - Panel 12, 17 Type F Panel and Joist/Girder Loads Ult. Lateral Mot - Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw - Section Panel Jst/Gird Ovtrn .ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 6.8 92 66 7.98. 4.1 0.82 4.1 32 8.17 ',4.1 ` A -A 4.10 0.47 4.1 0.38 3rd 13.5 15.6 302 216 16:76 4.1 2.76 4.1 72 8.17 17.7 B -B 9.15 2.01 17.7 0.49 2nd 14.5 21.8 619 442 26.36 4.1 4.71 4.1 114 8.17 40.1 C -C 14.66 3.54 40.1 0.42 D -D 5.32 0.49 4.1 0.35 E -E 10.63 2.09 17.7 0.48 F -F 16.44 3.69 40.1 0.43 Panel 13, 16 Type G Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 3 41 29 7.37 4.8 0.97 4.8 36 9.67 40.8 • A -A 3.22 0.47 -0:8 1.13 3rd 13.5 9.1 163 117 16.67 4.8 .3.27` 4.8 87 9.67 3.1 B -B 7.38 2.01 3.1 1.13 2nd 14.5 13.4 358 255 26.94 4.8 5.58 4.8 141 9.67 11.8 C -C 12.01 3.54 11.8 0.91 D -D 5.48 0.67 -0.8 0.87 E -E 12.29 2.84 3.1 1.09 F -F 19.78 5.02 11.8 0.96 Panel 12, 17 Type H Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr •Lw ' Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 38.1 514 367 18.79 11.1 2.22 11.1 210 22.3 ' 7'.1= A -A 9.89 0.86 7.1 0.34 3rd 13.5 57.2 1287 919 39.83 11.1 6.46 11.1 463 22.3 20.5 B -B 18.91 3.10 20.5 0.51 2nd 14.5 81.6 2470 1764 _ 63.09 11.1 , 10.70 11.1 739 22.3 46.1 C -C 28.80 5.34 46.1 0.47 D -D 6.22 1.00 7.1 0.49 E -E 14.46 3.61 20.5 0.66 F -F 23.69 6.22 46.1 0.57 G - G 6.06 0.76 7.1 0.38 H -H 13.63 2.73 20.5 0.52_ I-1 21.96 4.70 46.1 0.45 1 • - NIB - W-- IMO •.... MIN .1. Panel 2, 3 Type K Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw Section Panel Jst/Gird Ovtrn ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 17 230 164 22.95 16.5 10.56 16.5 498 33 ; -10:1 A -A . 7.79 3.40 -10.1 22.14 3rd 13.5 37.3 733 524 52.50 16.5 35.73 16.5 1 33 -23.8 .B -B 17.70 14.44 -23.8 12.17 2nd 14.5 56.1 1547 1105 85.35 16.5 60.90 16.5 2172 _ 33 -32.3 C -C 28.67 25.49. -32.3 :.8.17 D -D 11.51 5.66 -10.1 5.62 E -E • 26.55 24.07 -23.8 6.29 F -F 43.37 42.48 -32.3 5.56 G -G 7.79 3.40 -10.1 22.14 H -H 17.70 14.44 -23.8 12.17 I-1 28.67 25.49 -32.3 8.17 Panel 1 Type L Panel and Joist/Girder Loads Ult. Lateral Mot Mres Tens /Comp Dead Load Level Height Load to Level Ult. Serv. Panel DL Arm Jst/Gird DL Arm Mr Lw Section Panel Jst/Gird Ovtrn - ecc. (ft) (kips) (kip -ft) (kip -ft) (kips) (ft) (kips) (ft) (kip -ft) (ft) (kips) (kips) (kips) (kips) (in) Roof 13.5 5.6 76 54 11.49 6.6 2.12 6.6 81 13.3': L2.0 A -A 6.95 1.27 -2.0 n 1.44 3rd 13.5 17.7 315 225 25.63 6.6 7.17 6.6 196 13.3 2.2 ' . B -B 15.49 5.42 2.2 ' 1.64 2nd 14.5 25.6 686 490 41.09 6.6 12.23 6.6 318 13.3 13.0 C -C 24.82 9.56 13.0 1.41 D -D 6.61 1.23 -2.0 1.48. E -E 14.75 5.22 2.2 1.65 F -F 23.66 9.20 13.0 1.41 I CONSULTING Job r L E / .1 1 E N G I N E E R S Client L-1 I Job No. ZO "97 By 12_et.J 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 Date j r °(!) Sheet No. C c � t∎.� 1 /J( ' g ' . FDt}DL1'TI6 7E.IC2I � PA'tJeC. t ,o4S 1 . . TYPE "Ai" TYrE „ G „ . DI— _ `1 5'.x/ S = 3 ..6G. ,��-,_ LP = c, T - k-LF • 3H �9 3 5 �r -r /E A z . r . E .. „ H I /:do, S � 3 . 4- t , . 9/z = 3 .'1 co )41....F • Du - - _ 3 5 t '-� ' z.ii 00: 15-.2 d. (0 5 k_,.., Lc, = 29,(i/ _ 0• 6 P °I l� LI' LL = /? ?.2S i . . "Iv/Pe- " a Ty „��, . . .. _ ._. .. . . . _ - •/3 3 I LL.. - A3 Z. yZ — Nr6 L i YPE L D � = I I 5Z.3/�6 = S. DYE F /- 5-7 �/13:z1- kir I 1--1 _ �� r -50 _ 2- 55 k -i--F t 7 %� L � � �3•zS" _ i3? emu ' 7:: (�' k L i= $ 1O' H- F I IL _ g3'. 5/ _ .y . / 8 r G• . 3. 41 A® 7- / . 70 K-t-p= I 5,e k--/- r I Di, _ ; 2.5/ t . I-1 = 3 , g k4-1= LL , 6 -. 7, Q 2 k-{- • I ,. X 1 i 1 1 • 1 1 - 10.01k 10.5 I -2 .58k1 ft -6.091 -2.58k/ft � � . 4.5 3.2 3.5 4.1 4.7 5 2 5.4 5• 4,4.8 3.8 4.1 4.5 4.8 5 5.1 5 4.9 4.9 5 5.4 6.3 7,9 6.09k -6,5 10 10.01k 12.6 • 1 1 1 1 I Loads: LC 5, 0.6DL + 0.7E Results for LC 5, 0.6DL + 0.7E S� Member z Bending Moments (k -ft) Reaction units are k and k -ft VLMK Engineers Building 'B' - Grid 0.9 Foundation ROW June 21, 2006 at 4:19 PM 1 205497 _ Gr 0.9.r3d I Y e zp I I Lx I I I I I I __ 6. 11111 — ii. II' ,p: iiii it r yr INV ! -8.6 1 I I I I I I I Results for LC 5, 0.6DL + 0.7E Member y Shear Forces (k) Reaction units are k and k -ft VLMK Engineers Building 'B' - Grid 0.9 Foundation ROW Sept 12, 2006 at 10:36 AM I 205497 Shear (ASD) Grid 0.9.r3d I - . _ f,41.9.30 car CONSULTING Job LN ENINEERS Client ��s I Job No. �u�H17 By ° " J Kelly 3933 SW Kell Avenue • Portland • Oregon 97239 -4393 cji 503.222.4453 503.248.9263 ® Date Sheet No. 6. rbtat".- i?a g-01 Hut - '{ � . - _ . GP-t...• D..°.I .. • S. 5t _ . V . I y `(8. .g;)' 1Z. a t. • . . p10 SICa► -). Foil- worst, /J e _ 34, . . M . y( 2,5 (, s1 Z _- - III g.g ,�. ��.2050)... R _ _ 2. 3 0..._ . .. . o j.q � 7) � (�zjz . . .. . /A D t (362)Cl?_) =_.: t 'l -I�. ,` - .•o•sE• c( 5 ? -5 � : apt' ! (AAA T6r�.p . . . .1 t Cox), F-=61/4 • 5 Ftp -. .`t ic- r *- i000 3, . f- `o• -- lc- �, b C C _ = zo It' > V • • • 0 III wD T N% fl-Y%!- 1 I . I 1 I -. . I IL 1 X -zz 1 I I I 1 1 - 32.27k 61.2 - 32.27k 1 -2.076k/ft _ ..- - - -- / - - \f r! r 0.31 .62.94.25.46.67.5'$.28.37.25.33 0.8 0.4 1.63.35.4 8 . 2 1 20.37k \ i 11.8 1 S.2 1 ,,62.4 32.27k 20.9 1 I 1 1 1 1 Loads: LC 5, 0.6DL + 0.7E 4 _ �� Results for LC 5, 0.6DL + 0.7E Member z Bending Moments (k -ft) 1 Reaction units are k and k -ft VLMK Engineers Building 'B' - Grid 10.1 Foundation ROW June 21, 2006 at 4:24 PM 1 205497 Grid 10.1.r3d al - . I I I • I I 1 I 2 2.4 .__ .... _ slim:. _ _ - -_ :.: - �. :�— . :�.�� -_ G_:. :. IIII I .. . . 7 spa. :..: 18.1 11 1 i 1 : I I I I I I Results for LC 5, 0.6DL + 0.7E I Member y Shear Forces (k) Reaction units are k and k -ft VLMK Engineers Building 'B' - Grid 10.1 Foundation ROW Sept 12, 2006 at 10:38 AM I 205497 Shear (ASD) Grid 10.1.r3d Job PAIJPt" C.fP.a E N G I N E T E R S v-EmK. CONSULING Client L(LS. I By 3933 SW Kelly Aven • Portland • Oregon 97239 -4393 Job No. 2 5` i ° +"1 ° '-� I Y P 503.222.4453 503.248.9263 ® Date Sheet No. �. - Zy puNbAT7 o,N.. .1- )c, � J[L D1 ' � I . .C a-11> r 0: :.1 . _ . 87. K" 7;= s I V k) ' . rl Ok EJ 31-` . 1- 1':". :-- Z ti 1V z . g7.36 7 D oo). _ ooi y. e''9 (7>(0)(70)' AS o, °« r( = /,yS _�,' , 0 (6) 5: I _ .. ....._. _ _... . _ 75 E s (. N o . s 4FA+e- • pi p, ,c" (Z� 3tsea (3(.,) (7,6) = 6-7 v 3 S _k > y;, °E i . ' . No 'nFS ,s Fi b I I I I I I Job (►C -�E+tL • . V L MK - E N G I N E R 5 Client 6-12*, 1 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 7.4:6 By TK.1 P 503.222.4453 503.248.9263 Fi Date sheet No. 6 .7 • 1 LS7Ce . U • TP A 7 Y e--t.F • I : ..:' • :. • . .. : - - •.. ' • :-; -... :': -• ..: • i -- .: ..' • : -. - ' . . . _ 14(- .. (:_- St f was. e_� . • . 2;7 1 ` 61- 5 S kj 1 .. r • i T 01 . . ' . . .. ' . . .. • • . .. - - 4 (-1 J ):Z:.. . • ./4> ; • gO ZC `k) (i3UY 1 ) ' . /. Z.C vsSL (�7s 7 - ?P 3047 1 I , 1 1 -1 . 1 I Job r noo aece` N T L E N G CONSULTING N EE R S Client 6 ,4) • 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 7b 7 B �`' • P 503.222.4453 503.248.9263 ® Date sheet No. a I s 3 � Q • • - JJRus -7 ( 9, z, ,,,o az 1 - /mac 35,9c y , .. .. c �./ • - , _ (a, (c(z� + 39.1 ( + 147 (t'f•S� 17 r / 3 _ �c a [ /5st(_ o, 4 (zss"). 7,4 , (.g;X40e„..p,) y - o z 7 Os =1/S,n _' 1 ' I I I II I I I CONSULTING 503.222.4453 Job Name Fanno Creek V L M K ENGINEERS 503.248.9263 N0. 205497 Job vlmk @vimk.com 3933 SW Kelly Avenue • Portland - Oregon 97239 -4314 www. vimk.com Sheet No. ( -z7 I DATE: 6/8/2006 1 FOOTING OVERTURNING CHECK: 1997 UBC Load Combination (12 -10) I WALL: Bldg B - Walls 7, 9, 20 and 22 SOIL INFORMATION: ASSUMPTIONS: I 1.) Wall centered on footing in trans direction qallowable = 3 ( ksf) 2.) All applied loads are service loads. allowable increase = 1.33 3.) Resisting loads from ftg. self wgt., w applied Mot= 1396 ( kip -ft ) @ bottom of footing and offset PT. load. I approx. soil desity. = 120 (pcf 4) W applied is along ' width of wall ' dimension. depth of top of ftg: = 1.5 (ft ) 5) Wall self weight is to be entered with W applied. . 6.) Mu neg based on soil and fig. I . FOOTING PROPERTIES weights above footing cant. B = 8 width of footing (ft ) L1 = 8 length of left cantilever portion of ftg. (ft ) I L2 = 8 length of right cantilever portion of ftg. (ft ) L TOTAL 25 total length of ftg. (ft) t = 32 thickness ( in. ) III 9 conc. dens = 0.15 (kcf ) w applied = 6.30 (klf) footing wgt = 80.00 (kips) 19.8 cu.yd's w idth of wall = (ft ) overburden = 36.00 (kips) P offset = 0.00 (kips) P applied = 56.70 (kips) L3 = 0.1 (ft) P total = 172.70. (kips)' 3.200 (klt) ftg self Mr applied loads = 708:75 ( kip -ft) . P total = 155.43 (kips) Mr ftg = 1000.0. ( kip -ft ) Mr soil overburden = 450.0 ( kip -ft ) I Total Mr = 2158.8 ( kip -ft ) 0.9*Mr = 1942.9 ( kip -ft ) Therefore, M = - 546.9 ( kip -ft) P offset L3 I • O.K. . e= 8.98 (ft) U6= 4.17 (ft) if e < LJ6, then if e > LJ6, then /// I q+ = 2.45 ( ksf) q = 3.68 ( ksf) / a Mot q - = 0.898 ( ksf) L' = 10.56 (ft) - `� I Therefore, q = 3.68 ( ksf) L1 Width of L2 O.K. I FOOTING LOADS: AC/ 9.2.3 Mu + cantilever = 1.4 x q over cantilever lenth FOOTING 986.05 (K -FT) over full width of footing Mu - cantilever = 1.4 x soil & self wgt. over cantilever lenth o = - 207.87 (K -FT) over full width of footing L TOTAL Vu + cantilever = 1.4 x q over cantilever lenth = 204.85 ( KIPS ) over full width of footing I t - _ • . r I N G Job ��0 l 1�t'c�i� VLiiI CON SUL ��l ENGINEERS Client Job No. e- 7 BY 77-) - 3933 SW' Kelly Avenue • Portland • Oregon 97239 -4393 Sheet No 6, . !-2,61. (] 503.222.4453 503.248.9263 ® Date ,ACC .-- W m- f, 1?— p wA rt .1 G, 1i- l ;r V- • . . r 5.z: ' �..� t . .. , .. .._:....- :.....: - - • - ••: • ' ..• Qt.,,,F.A.1.4.4.:..f) 1 , . ______L.,.... ._ _ . ; • . II .- .-, • • . • - l4,S! - '•• - • • •• I.- • . . 1° . _._ - -- 7S _ - - ' ... - • PI ,,. ,,L, kl ' - • - . • .. " ' ' ;,. = ,_ti-ra.,.) 4 . g3.E50.4ai) ..)... 4 , z. 6y,$): =. 40 22' - / ,4 i = 1 7/7 -7 fzi FZ 5 (7� /)' 1Zz' � y — B,' lei /. `�Z 'r A a 1 I I I I I I • VL T M u CONSULTING 503.222.4453 Job Name Fanno Creek M K ENGINEERS 503.248.9263 Job NO. 205497 vlmkwlmk.com 3933 SW Kelly Avenue - Portland • Oregon 97239 -4314 www.vlmk.com Sheet No. G- 2 DATE: 6/8/2006 I FOOTING OVERTURNING CHECK: 1997 UBC Load Combination (12 -10) I WALL: Bldg B - Walls 12 and 17 SOIL INFORMATION: ASSUMPTIONS: ' gallowable = 3 (ksf) Wall centered on footing in trans direction 2.) All applied loads are service loads. allowable increase = 1.33 3.) Resisting loads from ftg. self wgt., w applied Mot = 444 ( kip - ft) @ bottom of footing and offset PT. load. I approx. soil desity = 120 (pcf) 4) W applied is along ' width of wall ' dimension. depth of top of ftg. = 1.5 (ft) 5) Wall self weight is to be entered with W applied. . 6.) Mu neg based on soil and ftg. I FOOTING PROPERTIES: - weights above footing cant. B = 5 width of footing ( ft ) L1 = 5 length of left cantilever portion of ftg. ( ft ) I L2 = 5 length of right cantilever portion of ftg. (ft ) L T OTAL - 17.5 total length of ftg. (ft) t = 26 thickness ( in. ) P conc. dens = w applied = 4.33 (klf )) footing wgt = 28.44 (kips) 7.0 cu. yd's w idth of wall = 7.5 (ft ) overburden = 15.75 (kips) P offset = 0.00 (kips) P applied = 32.48 (kips) I L3 = 0.1 (ft) ., P total= 76.66 (kips) 1.625 (k/fl ftg self Mr applied loads = 284.15625 ( kip - ft) P total = 69.00 • (kips) Mr ftg =' 248.8 ( kip ): , Mr soil overburden = 137.8 -. ( kip - ft ). I Total Mr = 670.8 ( kip -ft ) 0.9 *Mr = 603.7 ( kip -ft) Therefore, M = -159.7 ( kip -ft ) P offset O.K. e= 6.44 (ft) U6= 2.92 (ft) if e < L/6, then if e > L/6, then q+ = 2.53 ( ksf) q = 3.97 ( ksf) ^ Mot I q - = -0.951 ( ksf) L' = 6.94 (ft) - ` I Therefore, q = 3.97 ( ksf) L1 Widta f O.K. FOOTING LOADS: • AC! 9.2.3 Mu + cantilever = 1.4 x q over cantilever tenth F O O TING 264.28 (K - FT) over full width of footing I Mu - cantilever = 1.4 x soil & self wgt. over cantilever tenth - o = -44.19 (K - FT) over full width of footing L TOTAL I Vu + cantilever = 1.4 x q over cantilever tenth = 89.02 ( KIPS ) over full width of footing 1 Job r11- t° C J E N G I N ETE R S Client �1 1 Job No. 20644'7, J k•- 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 ��..�� _ Date ..* fr c: ::460 ' Sheet No. `- I P 503 222.4453 503 248.9263 la w : 1 r ids :. �_ t 4 1al rTT Ea(1.1„e1 2,76 1 i I L. 44V-0 o ll - - cat. I r . de', a �- I 1r=a, /4id g 6 io= �. . 2 ., 7 ,x.,... I , / ) ' t ) 0-cm, ..--- 1,4 c.0 se c-1409j/ 4- 4s , : 1 )61,1 C/g 425 (/< a ::: 8,,;,... 2- 1 . 0PQ -- - (2- l .4.4 y B?)/ l 2 '16 ( i 'C? 1 //' .. . a c9019( )(/ ) M � �. � 8 �,�_� � , . � V:4-7-zy _ ; �� fir- = 6!� 6-1, M =J`l, tat t r'1- I ► r y ! (54 56.7 11 5 /t `;'- " fie' e'er" �`� �,° • 7 ' x Q4- ' '4-j' fci7 '' g ,m, _..- ,- C , , 4- -r- S &--- -/- I I , ) -- / E5' -5 g , M., :-_.- (q•eLo-i—'-• / (-z,,,,,r/z.,,,) .r. ...4t3/ / 11-, a‘ \ ) 4 - Vf Ci Zle "4' g o (/24a t G6 7` l/ So/2) b • -qq c -;-5 qq'— lq2 -5 'a,�, / a K -.. — (1 9 2 -,S)/ s (.. - -)(3) .....--- 4. -----i_ \T LNL 1(" E N I G NI ETE R Job Client ' 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No By I P 503.222.4453 503.248.9263 ® Date Sheet No. e- f :: i . vif. _4-04.— , .r2.r : fo -.-,, . - . - -=:-; 41 -/--...t. 6" 1 . P. _ . X4-1. -4 4Q -�47 = 4 • , .e1.. p .�` . t;4. ,( II - - - • eer . 2.- - ....(1,-.44?.1). - _..,,., .../2 c ..) ---.. 4, . 7--. -.- -) - e - - - e.e �-z . . >. q 5:� ._ 1 1 = tea'.. A ,• 9 ( ( e) - -7 i. („.., .././.. _ . II i . .: . : i : : i ... H, , . , ,,,_, , : „. ,,. , . 1 ... . I I I I I 1 I • I 0 -5z T CONSULTING Job: Fanno Creek Commons y L I m[K. E N G I N E E R S Job No.: 205492 Wall Mark: Bldg. B - -Wall 28 DATE: 5/17/2006 I I FOOTING OVERTURNING CHECK: I 2003 IBC Load Combnation 16-18 I SOIL INFORMATION: ASSUMPTIONS: I qallowable = 3 (ksf) 1.) Wall centered on footing in trans direction 2.) All applied loads are service loads. allowable increase = 1.33 3.) Resisting loads from ftg. self wgt., w applied Mot = 1888 ( kip -ft) @ bottom of footing and offset PT. load. I approx. soil desity = 120, (pcf) 4) W applied is along' width of wall ' dimension. depth of top of ftg. = 125 (ft) 5) Wall self weight is to be entered with W applied. 6.) Mu neg based on soil and ftg. e FOOTING PROPERTIES: weights above footing cant. B = 7 width of footing ( ) L1 = 8 length of left cantilever portion of ftg. ( ) I L2 = 8 length of right cantilever portion of ftg. (ft ) L TOTAL 28.75 total length of ftg. (ft) t = 32 thickness ( in. ) conc. dens = 0.15 (kcf ) w applied = 9.09 (klf) footing wgt = 80.50 (kips) 19.9 cu.yd's width of wall = 12.75 (ft ) overburden = 30.19 (kips) P offset 0.00 (kips) P applied 115.90 (kips) L3 = 0.1 (ft) P total = 226.59 (kips) 2.800 (Mt) ftg self I Mr applied loads = 1666.026563 ( kip -ft) P total ,= 203.93 (kips) Mr ftg = 1157.2_ ( kip - ), Mr soil overburden = 433.9 ( kip-ft )' ' Total Mr = 3257:2 ( kip -ft ) 0.9 *Mr = 2931.4 ( kip -ft) Therefore, M = - 1043.4 ( kip -ft) P offset O.K. I e = 9.26 (ft) U6= 4.79 (ft ) if e < U6, then if e > U6, then q+ = 2.97 ( ksf) q= 3.80 ( ksf) Mot I q -= -0.945 ( ksf) L'= 15.35 (ft) Therefore, q= 3.80 ( ksf) L1 Width, I of i O.K• FOOTING LOADS: AC/ 9.2.3 I Mu + cantilever= 1.4 x q over cantilever lenth x ;L z '� FOOTING 983.54 (K - FT) over full width of footing 10 '. II M u - cantilever = 1.4 x soil & self wgt. over cantilever lenth o I = - 172.48 (K - FT) over full width of footing L TOTAL VU + cantilever = 1.4 x q over cantilever lenth I = 220.04 ( KIPS) over full width of footing I vi CONSULTING Job (10 k E N G I N E E R S Client 'r7 I 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 7' By Thi�^} P 503.222.4453 503.248.9263 Date 411)6 1 04' Sheet No. ^' _I « . I nwo DL.. = /d F .rn02 4-,�cHi" I .s A 5 M.t : ' ..v . .H .- . . - , . : H . z"-y•= _ I �) = 4 Z 33 ,pt� J-i7 (7)4')- )1z10* Q D - ?� , Sas 70 5 � 1 . - Z,° q E. 7-et ... S i 4'''"'- t� 7 ( .. o;! (,7,s �. = o�9 d. g : 347 � �, �) _ . (9,1y, 5 / - z) _ < — D. ///7 Comet - � ► - . i_: a,i /7 (/ z 2y' x Z1-33) = 49*-- . ■ Lam 1-0a4 ?b e_„,,.,,,,,.., l I Z9 j = ZB I 1 9/ F irl 611 Z` 4' (L06/D fi /o .) _ (N7)= t P c = 7,Z-#- (l 3 "7- 78 Q.> = 739$ Z I ,. ,.. .. , . _., . I CONSULTING Job nb L i „ L . , _ E N G I N E E R S Client ' R 5 2'5417 III 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. / By y P 503.222.4453 503.248.9263 ® Date /44. d4' Sheet No. A - Z- C.R� -rc) Qt Yom. - ('+ 1 3r �/ /!mod I C-c 2 roe Cl ;iiz i-3' 7) _ ilei , , /533 . 3 ,� Z , = L `. X33 y33 � � 13 . 1 X19 ; 2a.,--- Sr .Q 5' I ... . - + Z � l , gi _ 7,9' P g R = z e _ 7 z � _ i = 73 / ma y ) e / e m i . I rG 9, Sal VM,< 7348 ' fir = iz V ' 4le ) c /y I repn 1N4 I r- �l'b g.,4,4....v✓ - 3.0(/33) .: xi ,rayF , it . 1 m = 7-3729`" rel fz" seb.i i Fre wr. : _ ,i;P(z *7) ='/4 4c l ,.„.‘,,:e,6 -,Z .9'$1'--t 46 e) . 4.1,Z.- bF A-44. 3 (Z. Z ,$ I ti �,�„� 3,&7 ��- r-fr ter- ./5 (T-6. ) Z A x'47 , . _ I CONSULT 1 N G JOB NAME: Fanno Creek 3 . � 1� I E N G I N E E R S JOB No: 204597 SHEET. No: 933 SW Kelly Avenue • Portland • Oregon 97201 -4393 DATE: 8/23/2006 Itil 503.222.4453 ® 503.248.9263 ® vlmk @vlmk.com ® www.vlmk.com I DRIFTED SNOW CALCULATION - 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF 1 TYPE OF PROJECTION = 4 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF I 4 = CANOPY OR LOW ROOF r---f I u I.B.C. REFERENCES SECTION 7 OF ASCE 7 I /i ' „1"7 - /, /i %. ,i '. Surcharge Load j Due to Drifting / Balanced Snow I L L Load i Ilia 111110, I L smIIIII :II w P I Location => Entry Canopies I 1= 1.00 importance factor P 25 (PSF) ground snow: I„= 100 (FEET) roof associated with projection I h 1.45 (FEET) h 30.00 (FEET) height of balanced snow height of roof projection C 1.00 snow thermal factor I C8 1.00 snow exposure factor Pf= 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load I (FEET) = 3.35 ( ) hei ht of drifted snow height y = 17.25 (PCF) (Eq.7 -4) density of drifted snow ( h r h /h 19.70 P 7(hd +hb)= 82.87 (PSF) max drift load + roof snow load I W= 13.42 (FEET) length of drifted snow slope of drift= , 1: 4.0 I max drift load, p = 57.87 (PSF) peak of drifted snow only limited by (P P or ( h )*( y ) I I I CONSULTING Job FAn�/o C k" . VLM1‘.. E N G I N E E R S Client Job No. 0494 7 By �-1 • 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 '/ P 503.222.4453 503.248.9263 ® Date Sheet No. a- - I I wt I P . . 1 1 F= is G Cc A ( 4.47)3) . g-O I 4g 4•101 a, - i. d,a 0,s too z . I 1 F= _ i z. Lf (, s sTX j) 1 z4 . . PI rvto. = 2. 0 �� -_-__ o Z __ I •--:- -__.,-._ ei, 1 ,( 7 /.0;7D5)- )- i: • ; : . Cil.. = fe a V1/4y+, : - 7a r ,..,:. - 6•Y'nt f r - ' • 0 +- z(t.;)'' ,;. : : , 2 05 1 . o 70r5Cp I Per aA i % P-0 I Ff = d 1 )3 W I . P 670S 0) _ i, r z g W o,3 (,76511,6) = ©,21ZW = 1Lr,s t hi o- = 739 % = 5z ( i I o '. ,rlel le- Cok.)7724e -5 I I VLMK C ONSULTING Job noCe .kc E N G I N E E R S Client I 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No 7 By TN P 503.222.4453 503.248.9263 Date Sheet No. F I � I i e..xe -.- t,J kw-. (�i r1LwE) F I 1 4 t o-r = 731 4.. /.01-. /» -s C n) 1 free , 7724.1 Z " )4 1 Z• , . _ / z:s,Ci = 37 S 1 ,"-u__ ti ?B (g) = 4 ?Y P I H'is 4./ (tezte z Z I Z�'. � - 7. 37 oAc. gait) .L .. . Z c F i _ z' - '- - A 0 7L.. G >Z � ._ /y d.tg �. IP 7711 1 . 1 --0` x_ ■?...' Fat . _ WT , /5 = 3 T=c-F =. 0, 4 (6z- t Sod y)..= 83a I Tr= - ; - -=- • e'* ..-7- 407 Ode, e-- 6 4i -8 ; z _ - .455 et.., 3 0 )6 1 ` 1 .... wow � ,.�., 141 C ve * 1 nit - 73/':j = Syo A, Z9 o_es 75;7g 75a 0m0') I b = )1 et r- 7 3.0! _ i z ( g bz ' _ /3.7V =? n(�- 1�,p //f I �(Z) APB zs��s C k z = 0, 0 ;91 n f - o, a t/z7 I 1 - 2-/3.91) 1 (v000) A = ,01' 0yz / Y \ = 0 ►A 1 D,1Vn/ I A -4. I I I 8.00005n Cone w/ #5 15.in o/c 40 j . � 1'-0" y + , V y -: �1J :: { h : :: k ' q iw] ::::: : wok 13/4" 11 I .7 l 9'-0" h IP : ' ) ,1 i 6" ,. s'i .: 3" ; 4.7.40. °• r-= ✓a 3" V #O0O.in A I eToe + v Designer select #0@O.in all horiz. reinf. I @ Heel 1'-0" E" 1'-4" ■■4-11- I 1, -4" 1.8., • 3'-0" - I I I • VLMK Consulting Engineers Title : Job # - ,© 3933 SW Kelly Avenue Dsgnr: Date: Description : Portland, Oregon 97201 A -7 I 503.222.4453 / 503.248.9263 fax Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: kW -0602728, Ver 5.8.0 Page 1 1- Dec -2003 Cantilevered Retaining Wall Design fanno creek.ecw:Retai Page Walls i I _(c 1983 -2003 ENERCALC Engineering Software Description 8' -0" Wall - no slab I Criteria Soil Data Footing Strengths & Dimen aaal MIliMl1iMiMism f�aM++� M Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft ' _ Equivalent Fluid Pressure Method Min. As % = 0.0014 = Slope Behind Wall 0.00:1 Heel Active Pressure Toe Active Pressure 35.0 psf /ft Toe Width 0.0 psf /ft Heel Width = 1.33 ft 1.67 Height of Soil over Toe = 6.00 in Passive Pressure 300.0 psf /ft Total Footing Width = 3.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in I _ FootingllSoil Friction = 0.350 - Key Width 8.00 in Wind on Stem 0.0 psf Soil height to ignore Key Depth 14.00 in for passive pressure = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 111 Design Summary j Stem Construction Top Stem Stem OK Total Bearing Load = 3,249 lbs Design height, ft = 0.00 ...resultant ecc. = 7.48 in Wall Material Above "Ht" = Concrete I Soil Pressure @ Toe = 2,470 psf OK Thickness = 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size # 5 3,000 Rebar Spacing = 15.00 Allowable = psf Rebar Placed at = Edge I Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,546 psf + fa/Fa 0.765 ACI Factored @Heel 0 psf Total Force @ Section lbs = 1,904.0 Footing Shear @ Toe = 11.9 psi OK Moment....Actual ft-#= 5,077.3 P Footing Shear @ Heel = 28.5 psi OK Moment Allowable = 6,633.1 Allowable 93.1 psi Shear Actual psi = 25.6 W all Stability Ratios Shear Allowable psi 93.1 Overturning = 1.67 OK Sliding = 1.55 (Vertical Co Bar Develop ABOVE Ht in.= 21.36 I Sliding Caics (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 7.26 Lateral Sliding Force; = 1,417.5 lbs Wall Weight 96.7 less 100% Passive Force= - 1,066.7 lbs Rebar Depth 'd' in = 6.19 less 100% Friction Force= 1,137.3 lbs Masonry Data si Added Force Req'd = 0.0 lbs OK p = fm ....for 1.5 : 1 Stability 0.0 lbs OK Fs psi = Solid Grouting [Footing Design Results 0 . Special Inspection = II - Modular Ratio 'n' = Toe Heel Short Term Factor Factored Pressure 2,546 0 psf Equiv. Solid Thick. Mu' : Upward = 1,873 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 254 2,187 ft-# Concrete Data I Mu: Design = 1,619 2,187 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 11.94 28.46 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr I Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: #4@ 28.75 in, #5© 44.50 in, #6@ 48. I I I 1 VLMK Consulting Engineers Title : Job # - © 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description : • 1 503.222.4453 / 503.248.9263 fax Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: sxooaa C antilevered Retaining Wall Design Page 2 1 User: 3-2-0 EN x, Ver Eng a Dec -2003 9 9 fanno creek.ecw:Retalning walls (cJ19x3-2003 ENERCALC Engineering Software Description 8' -0" Wall - no slab I Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment I Item - Ibs ft ft- = lbs ft ft-# Heel Active Pressure 1,417.5 3.00 4,252.5 Soil Over Heel 882.9 2.50 2,205.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load Axial Dead Load on Stem = 0.00 Load © Stem Above Soil = Soil Over Toe = 73.2 0.67 48.6 1 SeismicLoad Surcharge Over Toe Stem Weight(s) 870.0 1.66 1,447.1 Total 1,417.5 O.T.M. = 4,252.5 Earth @ Stem. Transitions= Resisting/Overturning Ratio = ' 1.67 Footing Weight = 450.0 1.50 675.0 1 Vertical Loads used for Soil Pressure = 3,249.4 lbs Key Weight 116.7 1.33 155.6 Vert Component 856.7 3.00 2,570.1 Vertical component of active pressure used for soil pressure Total = 3,249.4 lbs R.M.= 7,102.2 I N 1 1 I I I I I I I I VLMK Consulting Engineers Title : Job # - @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description fq I 503.222.4453 / 503.248.9263 fax Scope : 9 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: saoolo _!01 200033 ENoRC. Enginee ring so Cantilevered Retaining 9 Wall Design 9 fanno creek.ecw:Reta wa ' Description 6' -0" Wall - no slab I Criteria Soil Data J Footing Strengt 8► D imensions Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft I _ Equivalent Fluid Pressure Method Min. As % = 0.0014 Slope Behind Wall 0.00:1 Heel Active Pressure Toe Active Pressure 35.0 psf /ft Toe Width 0.0 psf /ft = Heel Width = 0.83 ft 1.67 Height of Soil over Toe = 6.00 in Passive Pressure 300.0 psf /ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 In I - FootingllSoil Friction 0.350 Key Width 8.00 in Wind on Stem 0.0 psf Soil height to Ignore Key Depth - 6.00 in for passive pressure = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in I Desiign Summary Stem Construction Top Stern Total Bearing Load = • 2,269 lbs Design height ft= 0.00 ...resultant ecc. = 5.08 in Wall Material Above "Ht" = Concrete • Soil Pressure @ Toe = 1,829 psf OK Thickness 6.00 Rebar Size # 4 Soil Pressure © Heel 0 psf OK Rebar Spacing = 12.00 • Allowable = 3,000 psf Rebar Placed at = Edge I Soil Pressure Less Than Allowable Design Data = ACI Factored @ Toe 1,976 psf fb /FB + fa/Fa 0.587 ACI Factored @ Heel 0 psf Total Force @ Section lbs = 1,071.0 Footing Shear @ Toe = 2.0 psi OK Moment....Actual ft-# = 2,142.0 III Footing Shear @ Heel = 21.6 psi OK Moment Allowable = 3,648.0 Allowable = 93.1 psi Shear Actual psi = 21.0 93.1 Ov Ratios = Shear Allowable psi = 9 1.94 OK Sliding = 1.63 (Vertical Co Bar Develop ABOVE Ht. in 17.09 I Sliding Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force 852.5 lbs a Wall Weight 72.5 less 100% Passive Force= - 600.0 lbs Rebar Depth 'd' in = 4.25 less 100% Friction Force= - 794.0 lbs Masonry onry Data ' 111 0.0 lbs OK Added Force Req'd p sl psi = fm 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = I Toe . - Modular Ratio n Heel Short Term Factor Factored Pressure 1,976 0 psf Equiv. Solid Thick. Mu' : Upward = 605 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 99 1,807 ft-# Concrete Data I Mu: Design = 506 1,807 ft -# fc psi = 3,000.0 Actual 1 -Way Shear = 1.96 21.65 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr I Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S " Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S " Fr I I I I I VLMK Consulting Engineers Title : Job # @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description 1 503.222.4453 / 503.248.9263 fax Scope : —r0 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 U sers Page 2 User: KW-0602728, W -06 w -0602728, Ver 5.8.0 1 -Dec -2003 Cantilevered Retaining Wall Design I (01983 -2003 ENERCALC Engi g neering Software Description 6' -0" Wall - no slab fanno Creek ecw:Retaining vans I Summary of Overt & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment I Item = lbs ft ft-# - lbs ft ft-# Heel Active Pressure 857.5 2.33 2,000.8 Soil Over Heel 772.2 1.92 1,478.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe Surcharge Over Heel = I Adjacent Footing Load = Adjacent Footing Load Added Lateral Load Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 45.7 0.42 18.9 I SeismicLoad = Surcharge Over Toe = Stem Weight(s) 507.5 1.08 548.1 Total 857.5 O.T.M. = 2,000.8 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.94 . Footing Weight = 375.0 1.25 468.7 I Vertical Loads used for Soil Pressure = 2,268.6 lbs Key Weight 1.33 66.7 1 Vert. Component 518.2 2.50 1,295.6 Vertical component of active pressure used for soil pressure Total = 2,268.6 lbs R.M.= 3,876.8 I p I I I I I I I I I VLMK Consulting Engineers Title : Job # @ 3933 SW Kelly Avenue Dsgnr: Date: Description : Portland, Oregon 97201 4-11 I 503.222.4453 / 503.248.9263 fax Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 58014 _(C)198 2 03 ENERCALC Engineering Software Cantilevered Retaining Wall Design fanno creek.ecw:Rete Wa Walls I Description 4' -0" Wall - no slab I Criteria , Soil Data Footing Strength 8 Di mensions Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 0.67 ft Slope Behind Wall 0.00:1 Toe Active Pressure 0.0 psf /ft Heel Width 1.33 Height of Soil over Toe = 6.00 in Passive Pressure 300.0 psf /ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in I _ FootingilSoil Friction = 0.350 = Key Width 0.00 in 0.00 in Wind on Stem 0.0 psf Soil height to ignore Key Depth for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in I Design Summary. ` Stem Construction Top Stem Stem OK Total Bearing Load = 1263 lbs Design height ft= 0.00 ...resultant ecc., = 2.40 in Wall Materiel Above "Ht" Concrete I Soil Pressure @ Toe = 1,010 psf OK Thickness 6.00 Soil Pressure @ Heel 253 psf OK Rebar Size # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable I Design Data ACI Factored © Toe 1,137 psf ffi/ + fa/Fa 0.257 ACI Factored @Heel 285 psf Total Force @ Section lbs = 476.0 Footing Shear. © Toe = 1.4 psi. OK Moment....Actual ft-# = 634.7 IP Footing Shear © Heel = 13.8 psi OK Moment Allowable = 2,471.3 Allowable = 93.1 psi Shear Actual psi = 9.3 Overturning Stability Ratios = Shear Allowable psi = 9 2,53 OK Sliding = 1.73 (Vertical Co Bar Develop ABOVE Ht. in= 17.09 I Sliding Calcs (Vertical Component Used); Bar Lap /Hook BELOW Ht. in = Lateral Sliding Force 408.8 lbs Wall Weight ;' = 72.5.° less 100% Passive Force= - 266.7 lbs ' Rebar Depth 'd' in = 4.25 less 100% Friction Force= - 442.0 lbs Masonry Data I Added Force Req'd = 0.0 lbs OK fm Fs psi = for 1.5 : 1 Stability 0.0 lbs OK Solid Grouting psi = Footing Design Result Special Inspection = I Modular Ratio 'n' The Heel Short Term Factor Factored Pressure 1,137 285 psf Equiv. Solid Thick. Mu' : Upward = 232 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 56 625 ft-# Concrete Data ill Mu: Design = 176 625 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 1.38 13.84 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr I Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined I I I I I VLMK Consulting Engineers Title : Job # - @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description 4— ' 503.222.4453 / 503.248.9263 fax Scope : f 1 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - Rev: 580014 Page 2 1 User: KW.0602728,ver5.8.01- Dec -2003 Cantilevered Retaining Wall Design I (c 1983 -2003 ENERCALC Engtneering Software Description 4' -0" Wall - no slab fanno creek.ecw:Retalning Wa115 I LSummary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment I Item = lbs ft ft-# = lbs ft ft-# Heel Active Pressure 408.8 1.61 658.7 Soil Over Heel 366.7 1.58 580.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = Added Lateral Load Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 36.7 0.33 12.2 I SeismicLoad Surcharge Over Toe Stem Weight(s) 362.5 0.92 332.3 Total 408.8 O.T.M. = 658.7 Earth @ Stem Transitions= . Resisting/Overturning Ratio = 2.53 Footing Weight = 250.0 1.00 250.0 I Vertical Loads used for Soil Pressure = 1,262.9 lbs Key Weight Vert. Component 247.1 2.00 494.2 Vertical component of active pressure used for soli pressure Total = 1,262.9 lbs R.M. = 1,669.2 I I I I I I 1 I