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Specifications 7650 SW Beveland St '_ TM RIPPEY Suite 100 Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: (503) 443 -3900 Fax: (503) 443 -3700 STRUCTURAL CALCULATIONS FOR THE KNOLL AT TIGARD RECEIVED Portland, Oregon TMR #9244 FEB 2 4 2010 CITY OF TIGARD January 28, 2010 BUILDING DIVISION CALCULATIONS PAGE DEAD LOADS 1.1 FOOTINGS 2.1 thru 2.4 LATERAL LOADS 3.1 thru 3.14 COLUMNS 4.1 — 4.2 FRAMING 5.1 thru 5.7 JOISTS 6.1 thru 6.5 HEADERS 7.1 RAFTERS 8.1 LIVING COLUMN 9.0 thru 9.23 RETAINING WALLS 10.1 thru 10.6 STUDS 11.1 thru 11.3 %P13UFj f OFFICE COPY 7 grLn (4 13629 p ice. ..,,.- __ - . - - .r...»,...• 1 . • 1 1 GSA' rlI L,' -.:1 - 6)4 (k4c_ • 1 - -3 like 4 . '2,. . . . )Ae-11-4 ' ° G. 'k.6 (11, I, , G- .{Anne∎ - .s I.0 :141z 414.4.1-. e o,4 2-. ,L -7 1-1 V-01, 4- I-A/ G kuk iZe°r Gl .?46-t . • (4 LA 1JOz r: .) ittorr l Ai ! rt - i 1, �� iT/y 2 3 Z I N( .� `l 1 2.'i NS.wt- I, v IfG Ids 41 )5 a, I, o 1 2. t irvt criS 2 , - 4 ref- -6 L 1 ts' r1L � P\i., CONSULTING ENGINEERS CHK BY DATE. 7650 S.W. Beveland St, Suite 100 SOB NO / , TE Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET / •/ of 1 d: �. Title : Job # Dsgnr: Date: 11:13AM, 8 DEC 09 Description : Scope : Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1- Dec -2003 Combined Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 i ...,.: Allow Soil Bearing ...��,..�, 2,000.0 psf fc »..- , 3.000.0 : psi Seismic Zone 4 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 0.25 ft #1 : Square Dimension 6.00 in Dist. Betwn Cols 4.00 ft ...Height 6.00 in Distance Right 3.00 ft #2 : Square Dimension 6.00 in Footing Length 7.25 ft ...Height 6.00 in Width 5.00 ft Thickness 14.00 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 Vertical Loads... a Left Column @ Right Column Dead Load 3.000 k 16.300 k Live Load 1.200 k 13.000 k Short Term Load k k Summary Footing Design OK Length = 7.25ft, Width = 5.00ft, Thickness = 14.00in, Dist. Left = 0.25ft, Btwn. = 4.00ft, Dist. Right = 3.00ft Maximum Soil Pressure 1,187.76 psf Allowable 2,000.00 psf Steel Req'd @ Left 0.302 in2/ft Max Shear Stress 60.82 psi Steel Req'd @ Center 0.302 in2/ft Allowable 186.23 psi Steel Req'd @ Right 0.302 in2 /ft Min. Overturning Stability 999.000 :1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 998.8 2,000.0 psf Eq. C -1 1,505.7 psf 0.104 ft Dead +Live +Short Term 998.8 2,660.0 psf Eq. C -2 1,398.4 psf 0.104 ft Soil Pressure @ Right End Eq. C -3 576.9 psf Dead + Live 1,187.8 2,000.0 psf Eq. C -1 1,790.5 psf 0.104 ft Dead +Live +Short Term 1,187.8 2,660.0 psf Eq. C -2 1,662.9 psf 0.104 ft Stability Ratio 999.0 :1 Eq. C -3 686.0 psf Moment & Shear Summary ( values for moment are given per unit width of footing ) .�. ,. � Moments... ACI C -1 ACI C -2 ACI C- 3 ...,.,,.�>.,.r_. Mu @ Col #1 0.00 k -ft/ft 0.00 k -ft/ft 0.00 k -ft/ft Mu Btwn Cols 5.35 k-ft/ft 4.92 k -ft/ft 1.85 k -ft/ft Mu @ Col #2 5.47 k -ft/ft 5.01 k -ft/ft 1.86 k -ft/ft One Way Shears... Vn : Allow' 0.85 93.113 psi 93.113 psi 93.113 psi Vu © Col #1 0.000 psi 0.000 psi 0.000 psi Vu Btwn Cols 21.873 psi 20.088 psi 7.556 psi Vu © Col #2 22.573 psi 20.712 psi 7.732 psi Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 5.492 psi 5.269 psi 3.153 psi Vu @ Col #2 60.815 psi 55.519 psi 19.803 psi 2'/ Title : Job # Dsgnr: Date: 11:13AM, 8 DEC 09 Description : Scope : Rev: 580000 User: KW-0602562, Ver5.8.0, 1- Dec -2003 Combined Footing Design Page 2 (c)1983 -2003 ENERCALC Engineering Software Description Reinforcing ( values given per unit width of fooling ) Ca/ Left Edge of Col #1 Between Columns Cad Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 0.00 psi 0.302 in2 /ft @ Bottom 53.96 psi 0.302 in2 /ft @ Bottom 55.09 psi 0.302 in2/ft @ Bottom ACI C -2 0.00 psi 0.302 in2/ft @ Bottom 49.57 psi 0.302 in2 /ft @ Bottom 50.52 psi 0.302 in2/ft @ Bottom ACI C -3 0.00 psi 0.302 in2 /ft @ Bottom 18.68 psi 0.302 in2 /ft @ Bottom 18.76 psi 0.302 in2/ft @ Bottom ACI Factors (per ACI, applied internally to entered loads) • .. � ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST' : 1.100 • • 2 .2 r, .a, Title : Job # Dsgnr: Date: 11:19AM, 8 DEC 09 Description : Scope : Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1- Dec -2003 General Footing Analysis & Design Page 1 (c)1983 -2003 ENERCALC Engineering Software l Description General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 4.000 ft Seismic Zone 4 Length along Y -Y Axis 4.000 ft Footing Thickness 12.00 in Live & Short Term Combined Col Dim. Along X -X Axis 0.00 in Pc 3,000.0 psi Col Dim. Along Y -Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel °h 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 13.000 k ...ecc along X -X Axis 0.000 in Live Load 16.300 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 4.00ft x 4.00ft Footing, 12.0in Thick, w/ Column Support 0.00 x 0.00in x 0.0in high DL +LL DL +LL +ST Actual Allowable Max Soil Pressure 1,976.2 1,976.2 psf Max Mu 5.739 k -ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.259 in2 per ft "X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi 1-Way 37.591 93.113 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 153.815 186.226 psi Y -Y Min. Stability Ratio No Overturning Footing Design Shear Forces ACI C -1 ACI C -2 ACI C -3 Vn' Phi Two -Way Shear 153.82 psi 137.43 psi 39.20 psi 186.23 psi One -Way Shears... Vu @ Left 37.59 psi 33.60 psi 9.61 psi 93.11 psi Vu @ Right 37.59 psi 33.60 psi 9.61 psi 93.11 psi Vu @ Top 37.59 psi 33.60 psi 9.61 psi 93.11 psi Vu @ Bottom 37.59 psi 33.60 psi 9.61 psi 93.11 psi Moments ACI C -1 ACI C -2 ACI C -3 Ru / Phi As Req'd Mu @ Left 5.74 k -ft 5.13 k -ft 1.46 k -ft 88.3 psi 0.26 in2 per ft Mu @ Right 5.74 k -ft 5.13 k -ft 1.46 k -ft 88.3 psi 0.26 in2 per ft Mu @ Top 5.74 k -ft 5.13 k -ft 1.46 k -ft 88.3 psi 0.26 in2 per ft Mu @ Bottom 5.74 k -ft 5.13 k -ft 1.46 k -ft 88.3 psi 0.26 in2 per ft 11, 0. • �. Title : Job # Dsgnr: Date: 11:19AM, 8 DEC 09 Description : Scope : Rev. 580000 & User: KW-0602562, Ver5.8.0, 1- Dec -2003 General Footing Analysis & Design Page 2 (c)1983 -2003 ENERCALC Engineering Software .•r,..fib, , .�.,.m , .�., a , .... >,.f ar ..- . »,,,� ,ra.�aa�_ . �-�a t,� _..- ...,.. -n � - ,.:h. -�-.. _ ,> ..� . r,� Description Soil Pressure Summary Service Load Soil Pressures �.,,.,�_.�,rt. .�. Left Right Top _ , � _.. � ,,,....._.,- Bottom DL + LL 1,976.25 1,976.25 1,976.25 1,976.25 psf DL + LL + ST 1,976.25 1,976.25 1,976.25 1,976.25 psf Factored Load Soil Pressures ACI Eq. C -1 3,072.37 3,072.37 3,072.37 3,072.37 psf ACI Eq. C -2 2,766.75 2,766.75 2,766.75 2,766.75 psf ACI Eq. C -3 861.75 861.75 861.75 861.75 psf ACI Factors (per ACI 318 -02, applied internally to entered Toads) . ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 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 2 . TM Rippey Engineering Structural Consultants Seismic Loading: Equivalent Lateral Force Method Project: THE KNOLL Right Hand BLDG Tigard, Oregon Job #: 9244 Date: 9/21/2009 Notes: OSSC(IBC) 2007, ASCE 7 -05 Seismic Design Category II Occupancy Category Table 1.1 Seismic Use Group 1.00 Occupancy Importance Factor, I C Site Class Classification 0.944 Short Period Spectral Response Acceleration, Ss Figure 11.4.1 0.339 1 Second Period Spectral Response Acceleration , S1 Figure 11.4.1 1.02 Fa Table 11.4 -1 1.46 Fv Table 11.4 -2 0.964768 Sms = (Fa)(Ss) 0.495279 Sm1 = (Fv)(S1) 0.643 SDS = (2 /3)Sms 0.330 SD1 D Seismic design category based on short period Table 11.6 -1 D Seismic design category based on 1 second period Table 11.6 -2 Approximate Fundamental Period 0.02 Ct Table 12.8 -2 0.75 X Table 12.8 -2 40 Hn, Height of Structure 0.318 Approximate period, Ta = (Ct)(Hri X) Equivalent Lateral Force Procedure 6.5 Response Modificaton Factor, R Table 12.2 -1 0.099 Cs = SDS /(R/I) • 0.160 Cs upper bound = SD1 /(Ta(R/I)) 0.028 Cs lower bound = 0.044(SDS)I 0.099 Cs used 1239000 W, Seismic Weight in pounds 122600 Vb = Cs(W) Lateral Force Distribution 1 k See 12.8.4 x Wx Hx (Wx)(Hx)" k Cvx Fx 2nd level 298000 10.5 3129000 0.1 11812 3rd level 298000 20 5960000 0.18 22499 4th level 298000 30 8940000 0.28 33748 Roof 344000 42 14448000 0.44 54541 0 0 0 0 0 Totals 1238000 32477000 Base Shear = 122600 lbs. 2fIr = 11812 lbs. 3fIr = 22499 lbs. 4flr = 33748 lbs. Rf = 54541 lbs. 0 lbs. �' l Project Name = THE KNOLL AT TIGARD Date = Mon Sep 21 14:23:45 PDT 2009 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43048 Longitude = - 122.7635 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.944 (Ss, Site Class B) 1.0 0.339 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43048 Longitude = - 122.7635 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class C - Fa = 1.022 ,Fv = 1.461 Period Sa (sec) (g) 0.2 0.965 (SMs, Site Class C) 1.0 0.495 (SM1, Site Class C) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43048 Longitude = - 122.7635 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class C - Fa = 1.022 ,Fv = 1.461 (sec) (g) 0.2 0.643 (SDs, Site Class C) 1.0 0.330 (SD1, Site Class C) • 4' fi t- /1 t 4 1-1 ' I I t7 Lp� ,641 5 1) 1/V,4 ' . 1 t.r) 10 / 14 1/r ► •Ft • .'16 r•�, — 2_14 I - M M Lr 1 ,D I�1i3 Ij0.1 'WA , 4 4- 10" , bl 7 4 ,4 - 5� g4 lo- kA/14s - (41) i24-: . 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I W L _; d � I T. -i CI' e ' "''t1 .-1;' J '� ti i / ,,.\ `_ -fir f ',L TM Rippey Engineering Structural Consultants Seismic Loading: Equivalent Lateral Force Method Project: THE KNOLL Left Hand BLDG Tigard, Oregon Job #: 9244 Date: 9/21/2009 Notes: OSSC(IBC) 2007, ASCE 7 -05 Seismic Design Category II Occupancy Category Table 1.1 Seismic Use Group 1.00 Occupancy Importance Factor, I C Site Class Classification 0.944 Short Period Spectral Response Acceleration, Ss Figure 11.4.1 0.339 1 Second Period Spectral Response Acceleration , S1 Figure 11.4.1 1.02 Fa Table 11.4 -1 1.46 Fv Table 11.4 -2 0.964768 Sms = (Fa)(Ss) 0.495279 Sm1 = (Fv)(S1) 0.643 SDS = (2 /3)Sms 0.330 SD1 D Seismic design category based on short period Table 11.6 -1 D Seismic design category based on 1 second period Table 11.6 -2 Approximate Fundamental Period 0.02 Ct Table 12.8 -2 0.75 X Table 12.8 -2 40 Hn, Height of Structure 0.318 Approximate period, Ta = (Ct)(Hn"X) Equivalent Lateral Force Procedure 6.5 Response Modificaton Factor, R Table 12.2 -1 0.099 Cs = SDS /(R/I) 0.160 Cs upper bound = SD1 /(Ta(R/I)) 0.028 Cs lower bound = 0.044(SDS)I 0.099 Cs used 784000 W, Seismic Weight in pounds 77577 Vb = Cs(W) Lateral Force Distribution 1 k See 12.8.4 x Wx Hx (Wx)(Hx)"k Cvx Fx 2nd level 300000 9.5 2850000 0.2 15714 3rd level 300000 19 5700000 0.41 31428 Roof 184000 30 5520000 0.39 30435 O 0 0 0 0 O 0 0 0 0 Totals 784000 _ 14070000 Base Shear = 77577 lbs. 2flr = 15714 lbs. 3flr = 31428 lbs. Rf = 30435 lbs. O lbs. O lbs. �9 A L' II - 911H h . , � , I I I r -H 6.-e I I I I r EI�j�H� '�=H- / \ O � ��J @g> - - - - 11 -' iv) - -- ,• , � I it - C ,, \ r ` � U .l1 11 _. a ! '`' J 0 ;11 � — U , \ e mm.. i.,t-, , :.,, 17),—) :„,_ Fril -, 1 E,..,- v.!— , NI ------ 1 eAl--, ---1- (i_.),_ il .,, __..2 1 ; , 1 --_.:410 t,,4 _ 1 ,, , ,,, 1, ,, Y 1 711 i I ..' — ' - t - - -- ill 111 _ ' ; iims__, , . , , .. ,, , , , ,, _i . ;,. , ., 3. iii ,, ,,,, ,..,, c i n , "oil. IA Ey-' ; a . , ,-__ -- 1 : .,_ Ell _ f r III , _ i ,, t n ,,, v„ NI (--_,$)---ipri IR 1 ', ,,,,.. ' °. tril , i3- I. ji, I c9)__ I ... ,: =7 - a _.. � ' a -- ' ' ti a i ,; r, I � a ye i l ili h i l i . 1- 5 11111! J_�TV-- .. t '.1;-' te . —_ —` �- ma c' I �_ - -i r ; " a 1 `�1-I I L - I 1 ¢ 1t ag CAD �' („--;- l , �f V OCR ® ® (JCS UU " lJ t� U, :j !OVERTURNING CALCULATIONS 1 Right Side BLDG Calc. Line F.75 (Length, ft. 20 IDL Reduct. 0.67 'Governing Load: Seismic I O Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown kip; 4th 9 1,200 140 100 60 10,800 20,100 -474 3rd 9 720 140 100 96 28,080 40,200 -618 2nd 9 480 140 100 120 49,680 60,300 -542 1st 9 240 140 100 132 73,440 80,400 -355 * . Calc. Line G.12 'Length, ft. 12 IDL Reduct. 0.67 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 9 1,860 140 100 155 16,740 7,558 792 3rd 9 1,104 200 100 247 43,416 18,010 2,190 2nd 9 744 200 100 309 76,788 28,462 4,166 Q 1st 9 372 200 100 340 113,508 38,914 6,431 4 9 ¢! Calc. Line H ( Length, ft. 14 IDL Reduct. 0.67 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 9 2,198 140 100 157 19,782 10,130 710 3rd 9 1,316 355 100 251 51,408 34,378 1,252 2nd 9 882 355 100 314 90,972 58,625 2,378 1st 9 448 355 100 346 134,568 82,872 3,801 A7-' Calc. Line I Length, ft. 23 IDL Reduct. 0.67 Governing Load: Seismic 1 T i, ,r Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 9 4,232 140 100 184 38,088 26,351 519 j. °s 3rd 9 2,553 355 100 295 99,153 90,803 369 7,`) 2nd 9 1,679 355 100 368 175,329 155,256 888 c. 1st 9 851 355 100 ‘,1 259,164 219,708 1,746 3 '7 t 1 5, Calc. Line J I Length, ft. 6 IDL Reduct. 0.67 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 9 942 140 100 157 8,478 2,090 1,141 3rd 9 564 355 100 251 22,032 6,774 2,725 2nd 9 378 355 100 314 38,988 11,457 4,916 1st 9 192 355 100 346 57,672 16,140 7,416 4. Ir Calc. Line K ( Length, ft. 23 IDL Reduct. 0.67 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 9 6,394 140 100 278 57,546 26,351 1,380 3rd 9 3,841 355 100 445 149,661 90,803 2,604 2nd 9 2,553 355 100 556 264,753 155,256 4,845 1st 9 1,265 355 100 611 391,230 219,708 7,589 17.3 Notes: 1 * = No holdown required. ,--f � TM RIPPEY By: JDM Date: Consulting Engineers Chk: Date: 7650 SW Beveland St., Suite 100 Job #: 9244 Tigard, Oregon 97223 Phone: (503) 443 -3900 Sheet: Of: ( OVERTURNING CALCULATIONS Left Side BLDG Calc. Line A 'Length, ft. 10 (DL Reduct. 0.67 Governing Load: Seismic I � � / Level Height Shear Lbs. DDL it/ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown r ",) O 0 0 0 0 0 0 0 3rd 9 2,200 140 100 220 19,800 5,360 1,504 2nd 9 2,200 140 100 440 59,400 10,720 5,071 \/- 1st 9 1,150 140 100 555 109,350 16,080 9,716 .2, 11'1- Calc. Line B Length, ft. 13 IDL Reduct. 0.67 Governing Load: Seismic I I Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown O 0 0 0 0 0 0 0 3rd 9 1,430 140 100 110 12,870 8,797 323 2nd 9 1,443 200 100 221 38,727 20,991 1,408 1st 9 741 200 100 278 71,253 33,185 3,021 1 y� 7 Calc. Line C -E Length, ft. 27 IDL Reduct. 0.67 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Holdown O 0 0 0 0 0 0 0 3rd 9 2,322 140 100 86 20,898 35,999 -568 2nd 9 2,322 355 100 172 62,694 124,504 -2,324 1st 9 1,188 355 100 216 115,182 213,010 - 3,678 4. Calc. Line F Length, ft. 23 IDL Reduct. 0.67 'Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown O 0 0 0 0 0 0 0 3rd 9 1,173 140 100 51 10,557 26,351 -699 2nd 9 1,219 140 100 104 32,085 52,702 -912 1st 9 598 140 100 130 58,995 79,053 -888 - 1..-b Calc. Line 3 Length, ft. 6 IDL Reduct. 0.67 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown O 0 0 0 0 0 0 0 3rd 9 1,536 345 100 256 13,824 4,563 1,654 2nd 9 -96 180 100 240 26,784 7,136 3,509 1st 9 372 180 100 302 43,092 9,708 5,961 2, 77 Notes: 1 * = No holdown required. fA TM RIPPEY Consulting Engineers By: JDM Date: 7650 SW Beveland St., Suite 100 Chk: Date: Tigard, Oregon 97223 Job #: 9244 Phone: (503) 443 -3900 Sheet: Of: 3. /v r' a. 'OVERTURNING CALCULATIONS Right Side BLDG Calc. Line L Length, ft. 14 IDL Reduct. 0.67 Governing Load: Seismic I y710 Level Height Shear Lbs. DDL #/ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown p�,1, 4th 9 2,394 140 100 171 21,546 10,130 839 I '/ 3rd 9 1,442 140 100 274 56,070 20,261 2,633 2nd 9 952 140 100 342 99,162 30,391 5,057 1st 0 -4,788 0 0 0 99,162 30,391 5,057 -7.5 Calc. Line 4 'Length, ft. 8 JDL Reduct. 0.67 Governing Load: Seismic I Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 9 1,912 345 100 239 17,208 7,933 1,220 3rd 9 1,144 180 100 382 44,712 12,328 4,261 2nd 9 768 180 100 478 79,128 16,723 8,211 v 1st 9 376 180 100 525 116,928 21,118 12,607 19.4' Calc. Line L Length, ft. 14 IDL Reduct. 0.67 Governing Load: Seismic I Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 0 3rd 0 0 0 0 0 0 0 0 2nd 0 0 0 0 0 0 0 0 1st 9 5,264 140 100 376 47,376 10,130 2,739 3, Notes: 1 * = No holdown required. 1IVII__ TM RIPPEY Consulting Engineers BY JDM Date: 7650 SW Beveland St., Suite 100 Chk: Date: Tigard, Oregon 97223 Job #: 9244 Phone: (503) 443 -3900 Sheet: Of: . .i . 1; . . t7lAn}-,-;;;;q4' 'aetrse- '.11..,•41, ';', =:',.. ( , '-'42°' f -i-) k , 4, - • t, f !I ,, .,- ; : ,,,t -.tr. ti•b ), y-I !.-z,"-, , - t , • k, t k # l',; 1 ' I - I E,21 , 4» - ----,- ! / . 7: '',. l b/. 4., i i ----- --„..... 5 . 1 ..,. p ..• ' ' z 16 ; -'• , i - 1 . ..,.- p N..., • : [ 4 tqL,Ap4 b v / 4 ;Is „., • ,_---" ---....„ J . 12- VI) lEAK TM RIPPEY By__Iw - 1 DATE ' Sh CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 7 44-- Tigard, Oregon 97223 SHEET 3, /1" OF Phone (503) 443-3900 page Project: 9244 - Knoll TM Rippey Consulting Engineers Lebation: Gofumn at Grid K Column i [2006 International Building Code(AISC 13th Ed ASD)j • -" w HSS 5 x 5 x 3/16 x 10.5 FT /ASTM A500- GR.B -46 Section Adequate By: 39.7% StruCalc Version 8.0.100.0 8/11/2009 2:16:52 PM PEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl = 0 IN = UMAX Live Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert- LL -Rxn = 16300 Ib B Dead Load: Vert- DL -Rxn = 13726 Ib ,;, Total Load: Vert- TL -Rxn = 30026 Ib - -i • JiORIZONTAL REACTIONS d k44Y, i � " p , r Total Reaction at Top of Column: TL -Rxn -Top = 26 Ib t I )h, a Total Reaction at Bottom of Column: TL -Rxn -Bottom = 26 Ib [ ? '''. i �. r COLUMN DATA t f s' v k � Total Column Length: 10.5 ft ; ' �'` ,1 '' Unbraced Length (X -Axis) Ly: 10.5 ft I '-, 1V, Unbraced Length (Y -Axis) Ly: 10.5 ft !p• I ) , , .� j , se:, Column End Condtion -K (e): 1 1 • Load Eccentricity (X -Axis) - ex: 0.5 in 10.5 ii i , *4, Load Eccentricity (Y -Axis) - ey: 0.5 in P f ` I ark i ; COLUMN PROPERTIES i 'a ' HSS 5 x 5 x 3/16 - Square i ?i? Steel Yield Strength: Fy = 46 ksi 'n,1-14, Modulus of Elasticity: E = 29 ksi 1 is Column Section: dx = 5 in dy = 5 in 1' "l1t4i4�` Column Wall Thickness: t = 0.174 in i AIr�t /:f� Area: A = 3.28 in Moment of Inertia (deflection): Ix = 12.6 in4 ly = 12.6 in4 — L _T _ "� Section Modulus: Sx = 5.03 in3 Sy = 5.03 in3 Plastic Section Modulus: Zx = 5.89 in3 Zy = 0.27 in3 Rad. of Gyration: rx = 1.96 in ry = 1.96 in AXIAL LOADING Column Compression Calculations: Live Load: PL = 16300 Ib KUr Ratio: KLx/rx = 64.29 KLy /ry = 64.29 Dead Load: PD = 13600 Ib Controlling Direction for Compr. Calcs: (Y -Y Axis) Column Self Weight: CSW = 126 Ib Flexural Buckling Stress: Fcr = 34.84 ksi Total Load: PT = 30026 Ib Controlling Equation F7 -1 Nominal Compressive Strength: Pc = 68 kip LATERAL LOADING (Dy Face) Column Bending Calculations per AISC 13th Edition Steel Manual: Uniform Lateral Load: wL -Lat = 5 plf Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment: Mx-ex = 1246 ft-lb My-ey = 1246 ft-Ib Lateral Moment + Eccentricity: Mrx = 1246 ft-Ib Mry = 1246 ft -Ib Flange Buckling Ratio: FBR = 25.74 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non - Compact: NC = 35.15 Web Buckling Ratio: WBRX = 25.74 WBRY = 0 Allow. WBR for Eqn. F7 -5: AWBR = 60.76 Nmnl. Flex. Str. w/ Sfty Factor: Mcx = 13.5 ft-kip Mcy = 13.5 ft-kip Controlling Equation F7 -1 F7 -1 Combined Stress Calculations: H1 -la Controls : 0.60 Controlling Combined Stress Factor: 0.6 NOTES 4 %I Page Project: TM Rippey Consulting Engineers Location: Column under cant balcony / i;• olumn $tru�B�C ;' (2006 International Building Code(2005 NDS)] .4.: ; ; �+ 7.5INx7.5INx9.OFT #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 39.3% StruCalc Version 8.0.100.0 12/10/2009 2:06:36 PM LOADING DIAGRAM DEFLECTIONS Deflection due to lateral loads only: Defl = 0 IN = UMAX Live Load Deflection Criteria: U180 VERTICAL REACTIONS ; B Live Load: Vert-LL -Rxn = 0 Ib t , Dead Load: Vert-DL -Rxn = 27710 Ib — ,, Total Load: Vert-TL -Rxn = 27710 Ib . 7 l j HORIZONTAL REACTIONS ` pi r Total Reaction at Top of Column: TL -Rxn -Top = 23 Ib , Total Reaction at Bottom of Column: TL- Rxn -Bottom = 23 Ib 1 COLUMN DATA Y ` ` ii.., � Total Column Length: 9 ft . F� s,,mi :41 , iry« Unbraced Length (X-Axis) Ly: 9 ft rS Or 3$ Unbraced Length (Y -Axis) Ly: 9 ft r • ` ri i4 Column End Condtion -K (e): 1 e s 4w",,, Axial Load Duration Factor 1.00 r 4 d i Lateral Load Duration Factor (Wind /Seismic) 1.33 :p" V.' COLUMN PROPERTIES , r #1 - Douglas- Fir -Larch 7tft ' 1 d Base Values Adjusted akA . - r Compressive Stress: Fc = 1000 psi Fc' = 811 psi , y kr Cd =0.90 Cp= 0. 90 "d Bending Stress (X -X Axis): Fbx = 1200 psi Fbx' = 1080 psi . I Cd =0.90 CF =1.00 ilg ' ,! 4 4.I Bending Stress (Y -Y Axis): Fby = 1200 psi Fby' = 1080 psi — ^r Cd =0.90 CF =1.00 A Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi AXIAL LOADING Live Load: PL = 0 Ib Column Section (X -X Axis): dx = 7.5 in Dead Load: PD = 27600 Ib Column Section (Y -Y Axis): dy = 7.5 in Column Self Weight: CSW = 110 Ib Area: A = 56.25 in2 Total Load: PT = 27710 Ib Section Modulus (X -X Axis): Sx = 70.31 in3 Section Modulus (Y -Y Axis): Sy = 70.31 in3 LATERAL LOADING (Dy Face) Slenderness Ratio: Lex/dx = 14.4 Ley /dy = 14.4 Uniform Lateral Load: wL -Lat = 5 plf Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 493 psi Allowable Compressive Stress: Fc' = 811 psi Eccentricity Moment (X -X Axis): Mx-ex = 0 ft-Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft-Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft-Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft-Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1080 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1080 psi Combined Stress Factor: CSF = 0.61 NOTES ¢. Z • t,tAvv C'{ 12 6 ).s 6) 4- .QI(ie,' ) 1.7)/ -r- 041 o , %lb wlbx6'7 4 ,11 1/52..1 CAL }. 2 7 Vd 4 h- s • I 17 wz • t I+ w i c r- 7F7 - 1 - core:r 11/1- , G /� -�� � 4t Li, • , ??). 60 I -7 1 lYl P‘,. TSU RIPPEY In DATE CONSULTING ENGINEERS BY CHK BY DATE 7650 S.W. Beveland St, Suite 100 '1e `� JOB NO / Tigard, Oregon 97223 f Phone (503) 443 -3900 SHEET % I OF Project: - I /ATT TM Rippey Consulting Engineers page Location: Multi- Loaded MuSpan Beam 1 Multi-Loaded Multi -Span Beam 1t Iw [2006 International Building Code(2005 NDS)] 5.125 IN x 9.0 IN x 16.65 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 38.4% StruCalc Version 8.0.100.0 10/26/2009 10:35:25 AM Controlling Factor: Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.25 IN L/810 Dead Load 0.15 in Total Load 0.40 IN U498 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U360 REACTIONS A Live Load 666 Ib 666 Ib Dead Load 416 Ib 416 Ib Total Load 1082 Ib 1082 Ib Bearing Length 0.32 in 0.32 in )BEAM DATA Center 1dx:I Span Length 16.65 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16.65 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1.5 Uniform Live Load 80 plf Camber Required 0.23 Uniform Dead Load 40 plf Notch Depth 0.00 Beam Self Weight 10 plf MATERIAL PROPERTIES Total Uniform Load 130 plf 24F -V4 - Visually Graded Westem Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2400 psi Cd =1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd =1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -I- to Grain: Fc - 650 psi Fc - = 650 psi Controlling Moment: 4505 ft-Ib 8.32 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -996 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 22.52 in3 69.19 in3 Area (Shear): 5.64 in2 46.13 in2 Moment of Inertia (deflection): 224.98 in4 311.34 in4 Moment: 4505 ft-Ib 13838 ft-Ib Shear: -996 Ib 8149 Ib NOTES �, Z TM Rippey Consulting Engineers Page Project: sdf Location: 9244 - Bridge Beam Multi- Loaded Multi -Span Beam [2006 International Building Code(2005 NDS)) . 5.25 IN x 11.875 IN x 15.0 FT , 2.0E Parallam - iLevel Trus Joist Section Adequate By: 28.8% StruCalc Version 8.0.100.0 10/2/2009 7:22:47 AM Controlling Factor: Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.23 IN L/772 Dead Load 0.16 in Total Load 0.39 IN L/464 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/360 REACTIONS A 13 Live Load 2250 Ib 2250 Ib Dead Load 1496 Ib 1496 Ib Bearing g Length 0.95 in 3746 0.95 in F J , � � o f v �1 w9'" ;� ki,At' - )3EAM DATA Center — — — Span Length 15 ft raft -- - Unbraced Length -Top 0 ft B Unbraced Length- Bottom 15 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 180 plf 2.0E Parallam - iLevel Trus Joist Beam Self Weight 19 plf Base Values Adjusted Total Uniform Load 499 plf Bending Stress: Fb = 2900 psi Fb' = 2903 psi Cd =1.00 CF =1.00 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd =1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc - 750 psi Fc - = 750 psi Controlling Moment: 14048 ft -lb 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3297 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 58.06 in3 123.39 in3 Area (Shear): 17.05 in2 62.34 in2 Moment of Inertia (deflection): 568.85 in4 732.62 in4 Moment: 14048 ft-Ib 29854 ft-Ib Shear: 3297 Ib 12053 Ib NOTES Project: sdf 72-4÷ TM Rippey Consulting Engineers page Looation: BBAIVI AT GRID K / Multi- Loaded Multi -Span Beam ei I [2006 International Building Code(2005 NDS)] of 8.75 IN x 27.0 IN x 21.67 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 14.7% StruCalc Version 8.0.100.0 9/23/2009 9:09:25 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.29 IN L/903 Dead Load 0.24 in Total Load 0.53 IN L/492 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 16253 Ib 16253 Ib Dead Load 13557 Ib 13557 Ib �y Total Load 29809 n 29809 Ib 1 t w� " R rj. � � fl tY i j F f � � : Bearin g Length i th 5.24 in 5.24 in ti P ar) ,,,r �1 tii BEAM DATA Center = __ - - - - Span Length 21.67 ft a 21.67 ft B Unbraced Length -Top 0 ft Unbraced Length -Bottom 21.67 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Camber Required 0.24 Uniform Live Load 1500 plf Uniform Dead Load 1200 plf Notch Depth 0.00 Beam Self Weight 51 plf MATERIAL PROPERTIES Total Uniform Load 2751 plf 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb = 1850 psi Fb' = 2091 psi Cd =1.00 Cv =0.87 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd =1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. 1 to Grain: Fc - 650 psi Fc - = 650 psi Controlling Moment: 161492 ft-Ib 10.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 23848 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 926,69 in3 1063.13 in3 Area (Shear): 134.99 in2 236.25 in2 Moment of Inertia (deflection): 10496.93 in4 14352.19 in4 Moment: 161492 ft-Ib 185268 ft -Ib Shear: 23848 Ib 41738 Ib NOTES 5'7 page Project: TM Rippey Consulting Engineers Location:"Multi- Loaded Multi -Span Beam 2 c' / Multi- Loaded Multi -Span Beam [2006 International Building Code(2005 NDS)] of 7.0 INx12.25INx17.5FT(5.5 +12)"'� 2.0E Parallam - iLevel Trus Joist Section Adequate By: 1.1% StruCalc Version 8.0.100.0 12/10/2009 2:06:46 PM Controlling Factor: Deflection LOADING DIAGRAM DEFLECTIONS Left Center Live Load 0.36 IN U182 -0.10 IN L/1371 Dead Load -0.01 in 0.04 in Total Load 0.36 IN U182 0.13 IN U1136 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U360 REACTIONS A Live Load 6426 Ib 2520 Ib Dead Load 2693 Ib 1375 Ib 1 Total Load Uplift (1 5 F.S) 9118 0 Ib 3895 259 Ib ! " t rA� aG FW f � • .1„ •A Bearing Length 1.74 in 0.74 in ......_ _..._ ..... .. ..... ......_.. BEAM DATA Left Center 5.5 e A 12 ft B Span Length 5.5 ft 12 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length- Bottom 5.5 ft 12 ft UNIFORM LOADS Left Center Live Load Duration Factor 1.00 Uniform Live Load 60 pif 420 plf Notch Depth 0.00 Uniform Dead Load 18 plf 250 plf MATERIAL PROPERTIES Beam Self Weight 27 plf 27 pif 2.0E Parallam - iLevel Trus Joist Total Uniform Load 105 pif 697 plf Base Values Adiusted POINT LOADS - LEFT SPAN Bending Stress: Fb = 2900 psi Fb' = 2866 psi Load Number One Two Cd =1.00 C1 =0.99 CF =1.00 Live Load 1700 Ib 700 Ib Shear Stress: Fv = 290 psi Fv' = 290 psi Dead Load 500 Ib 0 Ib Cd =1.00 Location 0 ft 0 ft Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. - to Grain: Fc - = 750 psi Fc - - - = 750 psi Controlling Moment: -17535 ft-Ib Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 4973 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 73.42 in3 175.07 in3 Area (Shear): 25.72 in2 85.75 in2 Moment of Inertia (deflection): 1061.11 in4 1072.32 in4 Moment: -17535 ft-lb 41816 ft-Ib Shear: 4973 Ib 16578 Ib NOTES 5.1 Project: TM Rippey Consulting Engineers Page 'Location! Multi- Loaded Multi -Span Beam 2 / Multi- Loaded Multi -Span Beam [2006 International Building Code(2005 NDS)] or 7.0 IN x 12.25 IN x 17.5 FT (5.5 + 12) 2.0E Parallam - iLevel Trus Joist Section Adequate By: 1.1% StruCalc Version 8.0.100.0 12/10/2009 2:08:41 PM Controlling Factor: Deflection LOADING DIAGRAM DEFLECTIONS Left Center Live Load 0.36 IN U182 -0.10 IN L/1371 Dead Load -0.01 in 0.04 in Total Load 0.36 IN U182 -0.07 IN L/1959 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 4506 Ib 600 Ib Dead Load 2693 Ib 1375 Ib 1 Total Load Uplift (1.5 F.S) 719 Ib 1 ' 259 b 4 k J Tk 731V, d H W , j .. i 1 r- , t r r r cx rte aV. j' 4444; r �� c a4 t �l i l M44, Bearing Length 1.37 in 0.38 in BEAM DATA Left Center s.s n A 12 n Span Length 5.5 ft 12 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 5.5 ft 12 ft UNIFORM LOADS Uft Center Live Load Duration Factor 1.00 Uniform Live Load 60 plf 100 plf Notch Depth 0.00 Uniform Dead Load 18 plf 250 pif MATERIAL PROPERTIES Beam Self Weight 27 pif 27 plf 2.0E Parallam - iLevel Trus Joist Total Uniform Load 105 pif 377 plf Base Values Adiusted POINT LOADS - LEFT SPAN Bending Stress: Fb = 2900 psi Fb' = 2866 psi Load Number One Two Cd =1.00 C1 =0.99 CF =1.00 Live Load 1700 Ib 700 Ib Shear Stress: Fv = 290 psi Fv' = 290 psi Dead Load 500 Ib 0 Ib Cd =1.00 Location 0 ft 0 ft Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc - 1 = 750 psi Fc - = 750 psi Controlling Moment: -17535 ft -Ib Over left support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 1, 2 Controlling Shear: -3373 Ib At a distance d from the right support of span 1 (Left Span) Created by combining all dead loads and live Toads on span(s) 1, 2 Comparisons with required sections: Rea'd Provided Section Modulus: 73.42 in3 175.07 in3 Area (Shear): 17.44 in2 85.75 in2 Moment of Inertia (deflection): 1061.11 in4 1072.32 in4 Moment: -17535 ft -Ib 41816 ft-Ib Shear: -3373 Ib 16578 Ib NOTES s. � (Project: l TM Rippey Consulting Engineers page Location' Beam at Balcony Edge StruCalc Version 8.0.100.0 12/10/2009 2:26:35 PM Multi- Loaded Multi -Span Beam LOADING DIAGRAM [2006 International Building Code(2005 NDS)] or 5.125 IN x 12.0 IN x 11.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 505.3% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.04 IN L/3227 Dead Load 0.02 in Total Load 0.06 IN U2179 ::: ctb0n Lo Defle Criteria: L/360 Total Load Deflection Criteria: U360 F'Mip; ;% t a '? � I vtl t . q. r . r k ; NS A �._.. Live Load 908 Ib 908 Ib Dead Load 436 Ib 436 Ib A 'i a —B Total Load 1344 Ib 1344 Ib Bearing Length 0.40 in 0.40 in BEAM DATA Center UNIFORM LOADS Center Span Length 11 ft Uniform Live Load 165 plf Unbraced Length -Top 0 ft Uniform Dead Load 66 pif Unbraced Length -Bottom 11 ft Beam Self Weight 13 plf Live Load Duration Factor 1.00 Total Uniform Load 244 pif Camber Adj. Factor 1.5 Camber Required 0.03 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb = 1850 psi Fb' = 2400 psi Cd =1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd =1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -I- to Grain: Fc - = 650 psi Fc - -- = 650 psi Controlling Moment: 3696 ft-Ib 5.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: -1102 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 18.48 in3 123 in3 Area (Shear): 6.24 in2 61.5 in2 Moment of Inertia (deflection): 121.93 in4 738 in4 Moment: 3696 ft-Ib 24600 ft-Ib Shear: -1102 Ib 10865 Ib NOTES L' a ® `t TYPICAL JOIST 11 7/8" TJI® 110 @ 24" o/c TJ-Beam® 6.35 Serial Number: User:2 8/5/2009 9:11:50 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED ni 1 ,1E1 d 13'9" b Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. ,di- Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 22.0 Dead, 1.3 Partition SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Stud 5.50" Hanger 553 / 322 / 0 / 876 1 11.88" 1.50" Top Mount None wall Hanger 2 Stud 5.50" 4.25" 547 / 318 / 0 / 865 N/A N/A N/A End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim wall Board® HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS1.81/11.88 0/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 2 -10d , Top 4 -10d , Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 818 818 1560 Passed (52 %) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 818 818 1375 Passed (59 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 2640 2640 3160 Passed (84 %) MID Span 1 under Floor loading Live Load Defl (in) 0.171 0.431 Passed (L/905) MID Span 1 under Floor loading Total Load Defl (in) .� i?_ ��° - .0.271 0.646 Passed (L/572 ' ) MID Span 1 under Floor loading TJPro (46 30 Passed ' Span 1 - Deflection Criteria: STANDARD(LL:U360,TL:U240). k, .s - iLevel® maximum bearing length controls reaction capacity. Limits: E supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: KNOLL James Meese TM Rippey Consulting Engineer 7650 SW Beveland, Suite 100 Tigard, OR 97223 Copyright ® 2009 by iLeve10, Federal Way, WA. TJI® and TJ -Beam® are registered trademarks of iLeve10. e -I JoistTM, ProTM and TJ -ProTM are trademarks of iLevel®. Simpson Strong -Tiedt Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Documents and Settings \Jmeese.TMRPDX \My Documents \TJI Output \9244- Knoll \typical.sms I 1 )7e 16.5' Span 11 7/8" TJI® 110 @ 19.2" o/c TJ -Beam® 6.35 Serial Number: User:2 8/5/20099:14:O6AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED 13. 16'6" a Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. P Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 22.0 Dead, 1.3 Partition SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Stud 5.50" Hanger 531 / 309 / 0 / 840 1 11.88" 1.50" Top Mount None wall Hanger 2 Stud 5.50" 4.25" 525 / 306 / 0 / 831 N/A N/A N/A End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim wall Board® HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS1.81/11.88 0/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 2 -10d , Top 4 -10d , Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 793 793 1560 Passed (51 %) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 793 793 1375 Passed (58 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 3107 3107 3160 Passed (98 %) MID Span 1 under Floor loading Live Load Defl (in) 0.289 0.500 Passed (U652) MID Span 1 under Floor loading Total Load Defl (in) a,a- 0.457 0.783 Passed (L/412) MID Span 1 under Floor loading TJPro ' 36.' 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.500 ",TL:U240). /* 5 tt} (��� �i iti''y - iLevel® maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: KNOLL James Meese TM Rippey Consulting Engineer 7650 SW Beveland, Suite 100 Tigard, OR 97223 Copyright ® 2009 by iLevel ®, Federal Way, WA. TJI® and TJ -Beam® are registered trademarks of iLevel®. e -I Joist'", ProTM and TJ -ProTM are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Documents and Settings \Jmeese.TMRPDX \My Documents \TJI Output\9244- Knoll \16.5 joist.sms 2 Span Condition 11 7/8" TJI® 110 @ 24" o/c TJ -Beam® 6.35 Serial Number: User:2 8/5/20099:15:46AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 25' 5 12" El. EIT 12' 2 3/4" d 13' 2 3/4" d Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, .0 Dead, 1.3 Partition SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Stud 5.50" Hanger 451 / 220 / 0 / 671 1 11.88" 1.50" Top Mount None wall Hanger 2 Stud 5.50" 5.50" 1233 / 718 / 0 / 1951 N/A N/A N/A Intermediate 1 PIy 11 7/8" TJI® 110 wall 3 Stud 5.50" 4.25" 477 / 248 / 0 / 725 N/A N/A N/A End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim wall Board® HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS1.81/11.88 0/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 2 -10d , Top 4 -10d , Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1001 894 1716 Passed (52 %) Lt. end Span 2 under Floor loading Vertical Reaction (Ibs) 1951 1951 2350 Passed (83 %) Bearing 2 under Floor loading Moment (Ft -Lbs) -2413 -2413 3160 Passed (76 %) Bearing 2 under Floor loading Live Load Defl (in) 0.118 0.428 Passed (L./999±) MID Span 2 under Floor ALTERNATE span loading Total Load Defl (in) 0.165 0.643 Passed (L/937 MID Span 2 under Floor ALTERNATE span loading TJPro 48 30 Passed Span 2 - Deflection Criteria: STANDARD(LL:U360,TL:U240). - iLevel® maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: KNOLL James Meese TM Rippey Consulting Engineer 7650 SW Beveland, Suite 100 Tigard, OR 97223 Copyright ® 2009 by iLevel ®, Federal Way, WA. TJI® and TJ -Beam® are registered trademarks of iLevel ®. e -I Joist". ProTM and TJ -ProTM are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Documents and Settings \Jmeese.TMRPDX \My Documents \TJI Output\9244- Kno11\16.5 joisl.sms 1 '? C/. i .. 6 FOOT CORRIDOR SPAN r F 5r 1 3/4" x 5 1/2" 1.9E Microllam ®LVL @ 24" o/c TJ -Beam® 6.35 Serial Number: User :2 815/20099:55:45AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED 41 \ f 0 , © 6' 11 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. 'k_4 Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 2-2.0 Dead, 1.3 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead /Uplift/Total Depth 1 Stud wall 5.50" Hanger 277 / 161 / 0 / 438 1 5.50" 1.50" Top Mount Hanger None 2 Stud wall 5.50" Hanger 277 / 161 / 0 / 438 1 5.50" 1.50" Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir 2 Top Mount Hanger NONE FOUND 0/12 0 N/A NIA N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 380 -322 1829 Passed (18 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 380 380 380 Passed (100 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 570 570 2211 Passed (26 %) MID Span 1 under Floor loading Live Load Defl (in) 0.037 0.200 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.058 0.300 Passed (L/999 +) MID Span 1 under Floor loading TJPro 56 30 Passed Span 1 `J - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: KNOLL James Meese TM Rippey Consulting Engineer 7650 SW Beveland, Suite 100 Tigard, OR 97223 Copyright ® 2009 by iLevel®, Federal Way, WA. Microllam® is a registered trademark of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark. of Simpson Strong -Tie Company, Inc. C: \Documents and Settings \Jmeese.TMRPDX \My Documents \TJI Output\9244- Knoll \6 FOOT CORRIDOR SPAN.sms 0 j R CORRIDOR JOIST @ LONG SPAN 1.75" x 7 1/2" 1.9E Microllam® LVL, 2 plies @ 24" o/c TJ -Beam® 6.35 Serial Number: User:2 9/23/2009 8:31:19 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED El :El 14' 2" b Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 24.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead /Uplift/Total Depth 1 Timberstrand LSL Beam 5.50" Hanger 567 / 340 / 0 / 907 1 7.50" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 5.50" ' Hanger 567 / 340 / 0 / 907 1 7.50" N/A Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A 2 Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 848 -768 4988 Passed (15 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 848 848 848 Passed (100 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 2809 2809 7882 Passed (36 %) MID Span 1 under Floor loading Live Load Defl (in) 0.198 0.442 Passed (U802) MID Span 1 under Floor loading Total Load Defl (in) 0.317 0.663 Passed (11501) MID Span 1 under Floor loading TJPro 45 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:L/360,TL:U240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. - THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. -Note: See iLevel® Specifier's /Builder's Guide for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: THE KNOLL James Meese TM Rippey Consulting Engineer 7650 SW Beveland, Suite 100 Tigard, OR 97223 Copyright CO 2009 by iLevele, Federal Way, WA. MicrollamS and TimbeIStrand® are registered trademarks of iLevel ®. Simpson Strong -Tie: Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 10 '� page Project: T M Rippey Consulting Engineers Location: TIP KNOLL ROOF DECK HEADER Multi- Loaded Multi -Span Beam Sari ai LAIL [2006 International Building Code(2005 NDS)] of 5.125 IN x 6.0 IN x 7.58 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 23.4% StruCalc Version 8.0.100.0 10/19/2009 4:30:53 PM Controlling Factor: Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.19 IN L/484 Dead Load 0.12 in Total Load 0.31 IN L/296 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1592 Ib 1592 Ib Dead Load 1011 Ib 1011 Ib Total Load 2602 Ib 2602 Ib Bearing Length 0.78 in 0.78 in BEAM DATA Center 7.58k Span Length 7.58 ft A Unbraced Length -Top 0 ft Unbraced Length- Bottom 7.58 ft . Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1.5 Uniform Live Load 420 plf Camber Required 0.18 Uniform Dead Load 260 plf Notch Depth 0.00 Beam Self Weight 7 plf MATERIAL PROPERTIES Total Uniform Load 687 plf 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2400 psi Cd =1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd =1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -- to Grain: Fc - = 650 psi Fc - -- = 650 psi Controlling Moment: 4932 ft -lb 3.79 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2290 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 24.66 in3 30.75 in3 Area (Shear): 12.96 in2 30.75 in2 Moment of Inertia (deflection): 74.75 in4 92.25 in4 Moment: 4932 ft -Ib 6150 ft-Ib Shear: -2290 Ib 5433 Ib NOTES I fl RAFTERS OVER BRIDGE 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 24" o/c TJ -Beam® 6.35 Serial Number: User :2 10/2/2009 11:26:29 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED /Member Slope: 1/12 Roof SlopelM2 Overall Dimension: 26' b 7' d 14' b 5• 4 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 25.0 Live at 125 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 1.63" 769/448 / 0 / 1217 Overhang 1 Ply 1 3/4" x 11 7/8" 1.9E Microllam® LVL 2 Stud wall 3.50" 1.50" 602 / 334 / 0 / 936 Overhang 1 Ply 1 3/4" x 11 7/8" 1.9E Microllam® LVL DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 645 554 4936 Passed (11%) Lt. end Span 1 under Roof ADJACENT span loading Vertical Reaction (Ibs) 1217 1217 2603 Passed (47 %) Bearing 1 under Roof ADJACENT span loading Moment (Ft -Lbs) -2045 -2045 11601 Passed (18 %) Left OH under Roof ADJACENT span loading Live Load Defl (in) 0.186 0.717 Passed (21J925) Left OH under Roof ALTERNATE span loading Total Load Defl (in) 0.255 0.956 Passed (21J675) Left OH under Roof ALTERNATE span loading - Deflection Criteria: STANDARD(LL:U240,TL:U180). - Allowable moment was increased for repetitive member usage. - Bracing(Lu): All compression edges (top and bottom) must be braced at 22' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. - (Minimum cut length) = (Overall horizontal length) x 1.003 + 1" PROJECT INFORMATION: OPERATOR INFORMATION: KNOLL James Meese TM Rippey Consulting Engineer 7650 SW Beveland, Suite 100 Tigard, OR 97223 Copyright 2009 by iLevel(9, Federal Way, WA. Microllam® is a registered trademark of ikevel0w. j I - 1 ----------7—..— — .. i 1 th 1 i• . irt _— I ri/ 1 i i ,e , , ( J71: -'(,;. r 1 ,i,/ 't ;:!,' ,!-'''. :•;.(?) ' = ', gr'''' :---7 (i.> 1 ) _ ' k ___ . 7 ,L- .2 4 ( ) /±______") 1 t ---- .�. �, I I 7 I i I - YAS 9 ! -2 I� VG, %..he 7A 14 s ' --4. a1,,, \Li ----.4' , rls -z% ttil-- ,T-1-4* ....-- .'z d lEAK TM Hlld" PEY i ,i (-7 6 1.-1, BY 19M DATE 1:// CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO � Tigard, Oregon 97223 G� Phone (503) 443 -3900 SHEET /9 0 OF r z x „ 31 • ;e0 N 1S8 y 8 • X57 f �58 55 ry 554 • 753 f 2 ry .51 F4 ' 50 m t og &48 5 WG ., Sd '/ h '48 5 45 44 43 42 3. w 5 40 435 3 . 438 3 435 435 .7 f 34 433 432 TM Rippey Consulting Eng. J. Living Column JDM Dec 8, 2009 at 10:11 AM 9244 9244 - Knoll Living Column.r3d /•1 '141 2 X Na 40 �1B 39 438 1437 130 '1435 1434 33 32 TM Rippey Consulting Eng. J. Living Column JDM Dec 8, 2009 at 10:12 AM 9244 9244 - Knoll Living Column.r3d 9�2 'Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Global I Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping I Yes Area Load Mesh (in ^2) 144 Merge Tolerance (in) .12 P -Delta Analysis Tolerance _ 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code ; AISI 99: ASD NDS Wood Code I NDS 91: ASD NDS Temperature l< 100F Concrete Code I ACI 1999 Number of Shear Regions 4 Region Spacing Increment (in) , 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E [ksi] G fksij Nu Therm ( \1 E5 F) Densitylk/ft^31 Yield[ksi] L_ HR STL 29000 11154 .3 .65 .49 I 50 General Section Sets Label Shape Design List Type Material Design Rules A [in2j Ivy 1in41 Izz [in41 J [in4] L GEN1A ( RE4X4 None Beam GEN STL No Redesign 16 21.333 21.333 36.053 Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A [in2] lyy_[in4] Izz [in4] J [in4J COL TU6X6X4 Tube Column HR STL Typical 5.59 30.3 30.3 I 48.5 BM - 1 HSS4X4X2 Single Angle Beam I HR STL l Typical 1.771 4.408 4.408 1 6.92 Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section /Shape Design List Type Material Design Ru es M1 N1 N2 _ COL Tube IColumn HR STL Typica M2 N2 N3 ( COL Tube 7Column HR STL Typica M3 N3 N4 COL Tube Column HR STL Typica M4 N4 N5 COL Tube Column HR_STL Typica M5 N5 N6 COL Tube Column HR STL _ Tvpica M6 N6 N7 , COL Tube Column HR STL Typica M7 N7 N8 I COL Tube I Column HR STL Typica M8 N8 N9 I COL I Tube Column HR STL i Typica M9_ N9 N10 I _ I COL Tube _ Column HR STL Typica M10 N10 N11 I l COL Tube 'Column HR STL Typica M11 N11 N12 COL Tube Column HR STL Tvpica M12 N12 N13 l COL Tube Column HR STL Typica M13 N13 N14 COL Tube Column( HR_STL Typica RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 1 93 . 'Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate {deg Section /Shape Design List Type Material Design Ru es M14 N14 N15 I COL Tube Column HR_STL Typica M15 N15 N16 COL Tube Column I HR STL Typica M16 N16 N17 i COL 1 Tube Column HR_STL Typica 1 M17 N17 N18 COL I Tube Column HR STL Typica M18 N18 N19 COL Tube Column HR_STL Typica M19 N19 N20 COL Tube Column HR STL Typica M20 N20 N21 COL Tube Column HR_STL Typica M21 N21 N22 I COL Tube Column HR STL Typica M22 N22 N23 ( COL Tube Column HR_STL Typica M23 N23 N24 I COL Tube Column HR STL Typica M24 N24 N25 COL Tube Column HR STL Typica M25 N25 N26 ! COL Tube Column HR STL Typica M26 N26 N27 COL Tube Column HR_STL Typica M27 N27 N28 COL Tube Column HR STL Typica M28 N28 N29 COL Tube Column HR_STL Typica M29 N29 N30 COL Tube Column HR STL Typica M30 N30 N31 COL Tube Column HR_STL Typica M31 N2 N32 BM Single Angle 1 Beam HR STL Typica M32 N3 N33 BM Single Angle Beam HR_STL Typica M33 N4 N34 BM Single Angle Beam HR STL Tvpica M34 N5 N35 BM Single Angle Beam HR_STL Typica M35 N6 N36 BM Single Angle Beam HR STL Tvpica M36 N7 N37 BM Single Angle Beam HR_STL Typica M37 — N8 _ N38 BM Single Angle Beam HR STL Typica M38 1 N9 1 N39 BM Single Angle Beam HR STL Typica M39 N10 N40 _ BM Single Angle Beam HR STL Typica M40 N11 N41 BM Single Angle Beam HR_STL Typica M41 N12 N42 BM 1 Single Angle Beam HR STL Typica M42 N13 N43 BM Single Angle Beam HR_STL Typica M43 N14 N44 BM Single Angle Beam HR STL Typica M44 N15 N45 BM Single Angle Beam HR_STL Typica M45 N16 N46 BM Single Angle Beam HR STL Typica M46 _ N17 N47 BM Single Angle Beam HR STL Typica M47 N18 N48 BM Single Angle Beam HR STL Tvpica M48 N19 N49 BM Single Angle Beam HR STL Typica M49 N20 N50 _ BM Single Angle Beam HR STL 1 Typica M50 N21 N51 I BM Single Angle Beam HR_STL 1 Typica M51 N22 N52 BM 1 Single Angle Beam HR STL Tvpica M52 N23 N53 I BM Single Angle Beam HR_STL Typica M53 N24 N54 BM Single Angle Beam HR STL Tvpica M54 N25 N55 i BM Single Angle Beam HR STL Typica M55 N26 N56 BM Single Angle Beam HR STL Tvpica M56 N27 N57 P BM Single Angle Beam HR_STL Typica _ M57 N28 N58 BM I Single Angle I Beam HR STL Typica M58 N29 N59 BM Single Angle Beam HR_STL , Typica M59 N30 N60 BM Single Angle Beam HR_STL I Typica Member Advanced Data Label I Release J Release I Offsetfinl J Offsetfin] T/C Only Physical TOM Inactive 1--- M1 _ I Yes M2 Yes M3 I Yes M4 i - Yes — 1 M5 1 I Yes M6 Yes I M7 1 Yes RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 2 'Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Member Advanced Data (Continued) Label I Release J Release I Offs_ellinl J Offset inl T/C Only Physical TOM Inactive M8 1 Yes M9 I I Yes I M10 I I I Yes M11 I I 1 Yes M12 1 Yes M13 I I I Yes M14 I I Yes _ M15 I 1 Yes M16 1 Yes M17 Yes M18 Yes M19 Yes M20 Yes M21 Yes M22 Yes M23 I Yes M24 Yes M25 Yes M26 Yes M27 Yes M28 1 Yes M29 Yes M30 Yes M31 _I Yes M32 Yes L M33 Yes M34 Yes M35 Yes M36 Yes M37 Yes M38 Yes M39 _ Yes M40 Yes M41 Yes M42 Yes M43 Yes M44 1 Yes M45 I I _ Yes Yes M47 I Yes I M48 Yes M49 I Yes _i M50 Yes M51 Yes I M52 Yes M53 Yes I I M54 Yes M55 Yes 1 M56 ( Yes M57 Yes M58 Yes M59 Yes I , RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 3 / 5 ' 'Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Joint Coordinates and Temperatures _ __ _ _ Label X Y Ift] ZJ� Temp [F] Detach From Diaph... 0 0 I 0 N2 0 I 1.5 0 0 N3 0 3 0 0 _ I N4 0 4.5 I 0 0 N5 0 6 0 0 N6 0 7.5 0 0 N7 0 9 0 0 N8 0 10.5 0 0 N9 0 12 _ 0 0 I _ N10 0 13.5 0 0 N11 I 0 15 0 0 N12 0 16.5 0 0 N13 0 18 _ 0 0 N14 0 19.5 0 0 N15 0 _ 21 0 0 N16 0 22.5 0 0 N17 0 24 0 0 N18 0 25.5 0 1 0 N19 0 27 0 0 N20 0 28.5 0 0 N21 0 30 0 0 N22 0 31.5 0 0 N23 0 33 0 _ 0 N24 0 34.5 0 0 N25 0 36 0 0 N26 0 37.5 0 0 N27 0 39 0 0 N28 0 40.5 0 0 N29 0 42 0 0 N30 0 43.5 0 0 N31 I 0 44.25 0 0 N32 .5 1.5 0 0 N33 .5 _ 3 0 0 N34 .5 4.5 0 0 N35 .5 I 6 0 0 N36 .5 7.5 0 0 N37 .5 9 0 0 1 N38 .5 10.5 0 0 N39 .5 I 12 0 0 I I N40 .5 13.5 0 i 0 N41 .5 15 I 0 0 N42 .5 16.5 0 0 N43 1 .5 18 0 0 N44 .5 19.5 0 0 N45 .5 I 21 0 1 0 N46 .5 22.5 0 1 0 N47 .5 24 0 0 I N48 .5 25.5 0 I 0 N49 .5 27 0 0 N50 .5 28.5 0 0 N51 .5 30 0 0 N52 .5 31.5 0 0 N53 .5 33 0 0 N54 I .5 34.5 0 -; 0 N55 .5 36 _1 0 0 N56 .5 37.5 1 0 0 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 4 9,A • • • Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Joint Coordinates and Temperatures (Continued) Label X [ft] __Y jftj Z [ft] Temp 19 Detach From Diaph..._ __ _ N57 .5 i 39 0 0 N58 .5 40.5 0 0 N59 .5 42 0 0 N60 .5 43.5 0 0 Joint Boundary Conditions Joint Label X [k/inl Y [k/in] Z fk/in] X Rot.[k- ft/rad] Y Ralik- ft/rad] Z Rot.fk- ft/radl_ N1 Reaction Reaction Reaction Reaction Reaction Reaction N31 Reaction I Reaction Hot Rolled Steel Design Parameters L M 1 Label COL Len.th 5 [ft ] Lb ft Lbzzff� Lcomp topjf�Lcomp botfft] Kyy Kzz C Cm -zz Cb y sway z sway M2 COL 1.5 M3 ! COL 1.5 M4 COL 1.5 M5 COL 1.5 M6 COL 1.5 M7 COL 1.5 _ I_ M8 i COL 1.5 M9 COL 1.5 M10 COL 1.5 I M11 , COL 1.5 j r M12 COL 1.5 I M13_ COL 1.5 _ 1 M14 COL 1.5 M15 COL 1.5 ! M16 COL 1.5 M17 COL 1.5 M18 COL 1.5 1 1 M19 COL 1.5 I _ M20 COL 1.5 M21 COL 1 1.5 M22 COL 1.5 M23 COL 1.5 1 FM24 COL 1.5 M25 COL 1.5 M26 COL 1.5 M27 COL 1.5 M28 COL 1.5 M29 _ COL 1.5 M30 COL .75 7---- 1 M31 BM .5 I M32 BM .5 I 1 M33 _ BM .5 M34 BM .5 M35 BM .5 M36 BM .5 i 1 M37 BM .5 ! 1 M38 - 1 BM .5 1 I I I M39 1 BM .5 M40 BM i .5 1 I 1 M41 BM .5 _ M42' BM .5 I 7 1 1 I RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 5 %.7 ' 'Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Hot Rolled Steel Design Parameters (Continued) Label Shape , Lengthiftl Lbyyjf_t1 _ Lbzzj� Lcomp top[ft]Lcomp bot[ft] Kyy Kzz m- Cw_ swa Cm -zz Cb y y z sway_ M43 BM .5 ! I M44 BM F .5 - - � -- - -- 1 M45 ! BM .5 M46 BM .5 M47 BM .5 _ r M48 BM .5 M49 BM .5 M50 BM .5 _ M51 I BM .5 M52 BM .5 M53 BM .5 M54 BM .5 M55 _ BM .5 _ M56 BM .5 1 M57 BM .5 M58 BM .5 M59 BM , .5 Design Size and Code Check Parameters Label Max Depthfin] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk Typical 7 1 1 Member Point Loads Member Label Direction Magnitude[k,k -ftl Location[ft, %] 7 M31 Y -.2 .5 r M32 Y I -.2 .5 M33 Y -.2 .5 M34 Y -.2 .5 M35 Y -.2 .5 M36 Y -.2 .5 M37 Y -.2 .5 M38 Y -.2 _ .5 M39 _ Y -.2 .5 M40 Y -.2 .5 M41 Y -.2 .5 _ M42 Y -.2 .5 1 M43 Y -.2 .5 M44 Y -.2 .5 M45 Y _ -.2 .5 M46 Y -.2 .5 M47 Y -.2 .5 M48 Y 1 -.2 .5 M49 Y -.2 .5 M50 Y -.2 .5 M51 Y _ -.2 .5 ■ M52 Y -.2 .5 M53 Y -.2 .5 M54 Y -.2 .5 M55 _ Y I -.2 .5 - - M56 Y I -.2 .5 M57 Y _ -.2 .5 M58 Y -.2 .5 M59 i Y L_ -.2 .5 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 6 �A 4' •Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Basic Load Cases BLC Description Categy X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (P... DL DL 1 29 LL LL Wind EL 30 SN SL 1 E EL 30 Load Combinations Description Solve PDe..SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor DL +LL Yes 1 1 2 1 DL +LL +W Yes 1 1 2 1 3 1 DL +LL +W +S... Yes 1 I 1 2 1 1 3 1 4 I .5 I I DL +LL +W /2 +.. Yes 1 1 2 1 3 .5 4 1 0.67DL +W Yes 1 .9 3 1 I I Dead + 0.7S... Yes 1 1 5 1 Dead + 0.7 S... Yes 1 1 2 .75 5 .7 Envelope Joint Displacements Joint X fill Ic Y Iin]_ Ic Z [in] _ Ic X Rotation J... Ic Y Rotation [... lc Z Rotation [r... Ic _ N1 max 0 6 0 5 0 1 0 1 0 1 0 1 min 0 1 0 1 0 1 0 1 0 1 0 6 N2 max .016 1 6 I 0 5 0 1 0 1 0 1 - 4.363e -7 1 I min 0 1 1 0 1 0 1 0 1 0 1 - 1.655e -3 6 N3 I max .059 1 6 -.001 5 0 11 0 1 I 0 1 - 8.576e -7 1 1 min 0 1 1 -.001 1 1 0 1 I 0 1 0 1 - 3.02e -3 6 N4 max .124 6 -.002 1 5 0 1 0 1 I 0 1 - 1.264e -6 1 min 0 i 1 -.002 1 0 1 1 0 1 0 1 - 4.113e -3 6 N5 max .206 6 -.002 5 0 1 0 1 0 1 - 1.655e -6 1 min 0 ' 1 -.002 1 0 1 0 1 0 1 - 4.949e -3 6 N6 max .301 6 -.003 5 0 1 0 1 0 1 -2.031e-6 1 min 0 1 1 -.003 1 0 1 0 1 0 1 -5.546e-3 6 N7 max .405 6 -.003 5 0 1 0 1 1 0 1 - 2.392e -6 1 min 0 1 1 -.004 1 0 1 0 1 0 1 - 5.92e -3 6 N8 max I .513 ' 6 -.004 15 0 11 0 11 0 1 - 2.738e -6 1 min 0 1 -.004 1 0 1 0 1 0 1 -6.087e-3 6 N9 max I .623 6 -.004 5 00 1 0 1 1 0 1 - 3.069e -6 1 min 0 1 1 -.005 1 � 0 1 0 1 0 1 - 6.065e -3 6 N10 max .731 6 -.004 5 0 1 0 1 1 0 1 1 - 3.385e -6 1 I min 0 1 1 -.005 1 0 1 0 1 0 1 - 5.87e -3 6 N11 max .834 6 -.005 5 0 1 0 1 1 0 1 - 3.686e -6 1 min 0 ' 1 -.005 1 0 1 0 1 0 , 1 - 5.518e -3 6 N12 max .929 6 -.005 5 0 1 0 • 1 0 1 - 3.972e -6 1 min 0 1 1 -.006 1 0 1 0 1 0 1 -5.026e-3 6 N13 max 1.014 6 -.006 5 0 1 0 1 1 0 1 -4.243e-6 1 min I 0 1 -.006 1 0 1 0 1 0 1 - 4.41e -3 6 N14 max 1.088 6 -.006 1 5 1 0 11 0 1 1 0 1 I- 4.499e -6 1 min 0 1 1 -.007 1 1 0 1 0 1 0 1 -3.688e-3 6 N15 max I 1.147 6 I -.006 5 0 1 1 0 1 0 1 - 4.739e -6 1 min 0 1 1 -.007 1 0 1 1 0 1 0 i 1 - 2.876e -3 6 1 N16 max I 1.191 6 I -.007 1 5 0 1 I 0 1 0 1 - 4.965e -6 1 1 min 0 1 1 -.007 1 0 1 0 1 0 1 - 1.99e -3 6 N17 max 1.218 6 -.007 5 l 0 1 0 1 0 1 - 5.176e -6 1 min 0 1 -.008 1 0 1 1 0 1 0 1 1 - 1.046e -3 6 N18 I max I 1.228 6 -.007 1 5 0 1 1 1 0 1 0 1 -5.371e-6 1 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 7 �' ' 'Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Joint Displacements (Continued) Joint X fin] Ic Y f inl Ic Z lint Ic X Rotation I... Ic Y Rotation f... Ic Z Rotation Ir... Ic min 1 0 X 1 1 -.008 1 1 0 J 1 0 1 0 X 1 1- 6.292e -5 6 N19 max 1.22 6 1 -.007 5 1 0 1 0 1 0 1 9.445e -4 6 min 0 11 -.008 1 0 1 1 0 1 0 1 -5.552e-6 1 N20 max 1 1.194 1 6 1 -.008 5 0 1 0 1 1 0 1 1.959e -3 6 min 0 1 -.008 1 0 1 0 1 0 1 -5.717e-6 1 N21 max 1.15 6 -.008 5 0 1 0 1 0 1 2.964e -3 6 min 0 1 -.009 1 0 1 0 1 0 1 -5.868e-6 1 N22 max 1.087 6 -.008 5 0 1 0 1 0 1 13.944e -3 6 min 0 1 -.009 1 0 11 0 1 0 1 -6.003e-6 1 N23 max 1.008 6 -.008 5 0 1 0 1 0 1 4.881e-3 6 min 0 1 -.009 1 0 1 1 0 1 0 1 -6.124e-6 1 1 N24 max .911 6 -.008 5 1 0 1 0 1 0 1 5.758e -3 6 min 0 1 -.009 1 0 1 0 1 0 1 -6.229e-6 1 N25 max .8 1 6 1 -.008 1 5 0 1 0 1 0 1 6.56e -3 6 min 0 1 -.009 1 0 1 1 0 1 0 1 -6.319e-6 1 N26 max .675 6 -.008 5 1 0 1 0 1 0 1 7.27e -3 6 min 0 1 -.009 1 0 1 0 1 0 1- 6.394e -6 1 N27 max .539 6 -.009 5 0 1 0 1 0 1 7.871e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 - 6.455e -6 1 N28 max .392 6 -.009 5 0 1 0 1 0 1 8.346e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 -6.5e -6 1 N29 max .238 6 -.009 5 0 1 0 1 0 1 8.679e -3 6 min 0 1 1 1 -.01 1 0 1 0 1 0 1 - 6.53e -6 1 N30 max .08 6 -.009 5 0 1 0 1 0 1 8.854e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 - 6.545e -6 1 N31 max 0 6 -.009 5 0 1 0 1 0 1 8.88e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 1 - 3.474e -6 1 N32 max .016 6 0 1 0 1 0 1 0 ! 1 - 2.86e -5 1 min 0 T1 -.011 6 0 1 0 1 0 i 1 - 1.683e -3 6 N33 max .059 6 1 -.002 1 0 1 0 1 0 1 -2.902e-5 1 min 0 1 -.02 6 0 1 0 1 0 1 1 - 3.048e -3 6 N34 max .124 6 -.002 1 0 1 0 1 0 1 -2.943e-5 1 min 0 1 -.027 6 0 1 0 1 0 1 -4.141e-3 6 N35 max .206 6 -.003 1 0 1 0 1 0 1 -2.982e-5 1 min 0 1 -.032 6 1 0 1 0 1 0 11 - 4.977e -3 6 N36 max .301 6 -.003 1 0 1 0 1 0 1 -3.019e-5 1 min 0 1 -.037 6 0 1 1 0 1 0 1 -5.574e-3 6 N37 max .405 6 -.004 1 0 1 0 1 0 1 -3.055e-5 1 min 0 1 -.039 6 0 1 0 1 0 1 1 - 5.948e -3 6 N38 max I .513 6 -.004 1 0 1 0 1 0 1 - 3.09e -5 j 1 min 0 1 -.041 6 0 1 0 1 0 1 - 6.115e -3 6 N39 max .623 1 6 1 -.005 1 0 1 0 1 0 1 -3.123e-5 1 min 0 1 1 -.041 6 0 1 0 1 0 1 - 6.093e -3 6 N40 max I .731 6 -.005 1 0 1 0 1 1 0 1 - 3.155e -5 1 min 0 1 -.04 6 0 1 0 1 0 1 1 - 5.898e -3 6 N41 max .834 6 -.006 1 0 1 0 1 0 1 1 - 3.185e -5 1 min 0 1 -.039 6 0 1 0 1 0 1 1 - 5.546e -3 6 N42 max .929 6 -.006 1 0 1 1 0 1 0 1 -3.213e-5 1 min 0 1 -.036 6 0 1 1 1 0 1 0 1 -5.054e-3 6 N43 max 1.014 6 1 -.007 1 0 1 1 0 1 0 1 - 3.24e -5 1 min 0 1 -.033 6 0 1 0 1 0 1 -4.438e-3 6 N44 max 1.088 6 1 -.007 1 0 1 1 0 1 1 0 1 1 - 3.266e -5 1 min 0 1 1 ! -.029 6 0 1 1 I 0 1 0 1 1 - 3.716e -3 6 N45 max 1.147 6 -.007 1 0 1 0 L 1 0 1 j- 3.29e -5 1 min 1 0 1 -.024 , 6 0 1 1 0 1 0 1 1- 2.904e -3 6 N46 max 1.191 1 6 -.008 1 0 1 0 1 0 1 -3.313e-5 1 min 0 1 -.02 6 0 1 1 0 1 0 1 -2.018e-3 6 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 8 9. /® Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Joint Displacements (Continued) Joint X fin] Ic Y fin] Ic Z [in] Ic X Rotation [... Ic Y Rotation [^ Ic Z Rotation [r... Ic N47 _ I maxi 1.218 1 6 __1_ -.008 1 1 0 ' 1 _ 0 i 1 0 1- 3.334e -51. 1 min 0 1 1 -.014 6 0 1 0 1 0 7 I 6 I N48 max 1 1.228 1 6 I -.008 1 5 0 1 1 0 1 1 0 1 1 - 3.353e -5 1 min 0 1 1 I -.009 6 0 1; 0 1 0 1 -9.108e-5 6 N49 max 1.22 1 6 -.003 6 0_ 1 0 1 0 1 1 9.163e -4 6 min 0 1 -.008 1 0 1 0 1 0 1 1 - 3.371e -5 1 N50 max 1.194 6 I .003 1 6 0 1 0 1 0 1 1.931e -3 6 min 0 1 -.009 1 0 1 0 1 0 1 -3.388e-5 1 1 N51 max 1.15 6 1 .009 6 0 1 0 1 0 1 2.936e -3 ^ 6 min 0 1 I -.009 1 0 1 0 1 0 1 - 3.403e -5 1 N52 max 1.087 6 .015 6 1 0 1 1 0 1 1 1 0 1 3.916e -3 6 min 0 1 -.009 1 0 1 0 1 0 1 1 - 3.417e -5 1 N53 Imax 1.008 6 .02 6 0 1 0 1 0 1 1 4.852e -3 6 1 min 0 1 -.009 1 0 1 0 1 0 1 - 3.429e -5 1 N54 max .911 6 .025 6 0 1 0 1 0 1 1 5.73e -3 6 I min 0 1 -.009 1 0 1 0 1 0 1 1 - 3.439e -5 1 N55 max I .8 6 .03 1 6 0 1 1 0 1 0 1 1 6.532e -3 6 min 0 , 1 -.01 1 0 1 0 1 0 1 - 3.448e -5 1 N56 max .675 6 .034 6 0 1 0 1 0 1 7.242e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 - 3.456e -5 1 N57 max .539 6 .037 6 1 0 1 0 1 0 1 7.843e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 - 3.462e -5 1 N58 max I .392 6 .04 6 0 1 0 1 0 1 8.318e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 - 3.466e -5 1 N59 max .238 6 .042 6 1 0 1 1 0 1 0 1 8.651e -3 6 _� min 0 1 -.01 1 0 1 0 1 0 1 - 3.469e -5 1 N60 max .08 6 .043 6 0 1 0 1 0 1 1 8.826e -3 6 min 0 1 -.01 1 0 1 0 1 0 1 -3.471e-5 1 Envelope Joint Reactions Joint X fkl Ic Y fk] Ic Z fkl Ic MX [k -ft] Ic MY [k -ft] Ic MZ [k -ft] Ic N1 max .067 1 5.8 1 0 1 0 1 0 1 7.292 6 min -.763 6 5.22 5 0 1 0 1 0 1 -.048 1 1 N31 max -.067 1 0 1 0 1 0 1 I 0 1 0 1 1 min -.564 6 0 1 0 1 0 1 0 1 0 1 Totals: max 0 1 5.8 1 0 1 min -1.328 6 5.22 5 0 1 Envelope Drift Report Story Joint X -Drift [in] Ic Ht f %] Joint Y -Drift [in] Ic Ht [ %o] Joint Z -Drift fin] lc Ht f %] No Data to Print ... Envelope Member Section Forces Member Sec Axialfk] Ic y Shearfkl Ic z Shear[k] lc Torquefk -ftl Ic y -y Moment... lc z -z Momen... Ic M1 1 max 5.8 1 .763 6 0 1 0 1 0 1 7.292 6 min 5.22 5 -.067 1 0 1 0 1 0 1 -.048 1 1 1 2 max 5.8 1 1 .752 6 0 1 1 0 1 0 1 1 7.008 6 min 5.22 5 -.067 1 0 1 0 1 0 11 -.023 1 3 I max 5.8 1 .741 1 6 1 0 1 0 1 1 0 1 1 6.728 6 1 min 5.22 5 -.067 1 I 0 1 0 1 0 1 1 1 .002 1 I_ 14 max 5.8 1 1 .729 6 1 0 i 1 I 0 1 1 0 ' 1 1 6.453 1 6 min 5.22 5 -.067 1 0 1 0 1 1 0 1 .027 1 5 max 5.8 1 1 .718 6 0 1 1 0 1 I 0 1 6.181 6 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 9 , • . Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic y Shearfkl Ic z Shearfkl Ic Torquefk -ft] Ic v -v Moment... Ic z -z Momen... Ic min 5.22 5 -.067 1 0 1 0 1 0 1 .052 1 1 M2 1 I max 5.6 1 .718 1 6 0 1 0 1 I 0 1 I 6.081 6 min 1 5.04 5 -.067 1 0 1 1 I 0 1 0 1 -.048 1 2 max 5.6 1 .707 6 0 1 1 0 1 0 1 I 5.814 6 min 5.04 5 -.067 1 0 1 0 1 0 1 -.023 1 3 max I 5.6 1 .696 1 6 I 0 1 0 1 0 1 5.551 6 min 5.04 5 -.067 1 1 0 1 0 1 0 1 .002 1 4 max 5.6 1 I .684 6 0 1 0 1 0 1 5.293 6 min 5.04 5 -.067 1 0 1 0 1 0 1 .027 1 5 max 5.6 1 .673 6 0 1 0 1 0 1 I 5.038 6 i min 5.04 5 -.067 1 0 1 0 1 0 1 .052 1 M3 1 max 5.4 1 .673 6 I 0 1 0 1 0 1 1 4.938 6 min 4.86 5 -.067 1 0 1 0 1 0 1 -.048 1 2 max 5.4 1 1 .662 6 0 1 0 1 0 1 4.688 6 min 4.86 5 -.067 1 0 1 0 1 0 1 -.023 1 3 max 5.4 1 .651 6 0 1 0 1 0 1 4.442 6 min 4.86 1 5 -.067 1 0 1 0 1 0 1 .002 1 4 max 5.4 1 .639 6 0 1 0 1 0 1 4.2 6 min 4.86 5 I -.067 1 0 1 0 1 0 1 .027 1 5 max 5.4 1 .628 6 0 1 0 1 0 1 3.962 6 min 4.86 5 -.067 1 0 1 0 1 0 1 .052 1 M4 1 max 5.2 1 .628 1 6 0 1 0 1 1 0 1 3.862 6 min 4.68 5 -.067 I 1 0 1 0 1 0 1 -.048 1 2 max 5.2 1 .617 6 0 1 0 1 0 1 3.629 6 min 4.68 5 -.067 1 0 1 0 1 0 1 -.023 1 3 max 5.2 1 .606 6 0 1 0 1 0 1 3.4 6 min 4.68 5 -.067 1 0 1 0 1 0 1 .002 1 4 max 5.2 1 .594 6 0 1 0 1 0 1 1 3.175 1 6 min 4.68 5 -.067 _ 1 0 1 0 1 0 1 .027 1 5 I max 5.2 1 .583 6 0 1 0 1 0 1 2.954 6 min 4.68 5 -.067 1 0 1 0 1 0 1 .052 1 M5 1 max 5 1 .583 6 0 1 0 1 0 1 2.854 6 min 4.5 5 -.067 _ 1 0 1 0 1 0 1 -.048 1 2 max 5 1 .572 6 0 1 0 1 0 1 2.638 6 min 4.5 5 -.067 1 0 1 0 1 0 1 -.023 1 3 max 5 1 .561 6 1 0 1 0 1 0 1 2.425 6 min 4.5 5 -.067 1 1 0 1 0 1 0 1 .002 1 4 max 5 1 .549 6 0 1 0 1 0 1 2.217 6 min 4.5 5 -.067 1 0 1 0 1 0 1 .027 1 5 max 5 1 .538 6 0 1 1 0 1 0 1 2.013 6 min 4.5 5 -.067 1 0 1 0 1 0 1 .051 1 M6 1 max 4.8 1 .538 6 0 1 0 1 0 1 1.913 6 min 4.32 5 -.067 1 0 1 0 1 0 1 -.048 1 2 max 4.8 1 I .527 6 0 1 0 1 I 0 1 1 1.714 6 min 4.32 5 -.067 1 0 1 0 11 I 0 1 -.024 1 3 max 4.8 1 I .516 6 0 11 I 0 1 0 1 1.518 6 min 4.32 5 -.067 1 0 1 0 1 I 0 1 .001 1 4 max 4.8 1 .504 6 0 1 1 0 1' 0 ' 1 1.327 6 min 4.32 5 -.067 1 0 1 0 1 0 1 .026 1 5 max 4.8 1 .493 6 0 1 0 1 1 0 1 1.14 6 min 4.32 5 -.067 1 0 1 0 1 0 1 .051 1 M7 1 max I 4.6 1 .493 6 0 1 0 1 0 1 1 I 1.04 6 min 4.14 5 -.067 1_ 0 1 0 1 0 11' -.049 1 2 max 4.6 1 .482 6 0 ' 1 0 1 1 0 1 .857 6 min 4.14 5 -.067 1 0 1 0 1 0 1 -.024 1 I 3 max 4.6 1 .471 6 0 1 0 1 0 1 1 .679 6 min 4.14 5 -.067 1 0 1 0 1 0 1 .001 1 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 10 9.)2- ' • Company : TM Rippey Consulting Engineers Dec 8, 2009 • Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Member Section Forces (Continued) Member Sec AxialjkJ Ic y Shearfkl 1 Ic z Shearfkl Ic Torquefk -fti Ic y_y Moment... Ic z -z Momen... Ic 4 max 4.6 1 1 I .459 6 i_ 0 1 0 I 1 I _ 0 17.504 6 1 min I 4.14 5 -.067 1 1 0 1 0 0 0 1 1 .026 1 1 5 I max 4.6 1 1 I .448 1 6 I 0 1 1 0 1 0 1 1 I .334 6 ME® 4.14 5 -.067 U 0 0 0 Ell 0 1 .051 1 M8 1 max I 4.4 1 .448 1 6 0 1 0 1 0 1 .234 6 1•1® 3.96 5 -.067 0 0 1 0 0 0 0 -.049 1 6 0 1 0 1 0 1 1 .068 ,6 I g i n ili T9 I n EMMEM all -.067 0 0 0 0 0 0 1 -.024 1 3IMII 4.4 1 1 I .426 1 6 0 1 0 1 I 0 1 .001 1 I ® 3.96 5 -.067 1 0 0 0 0 0 0 -.093 6 ME 4 I max 4.4 1 .414 6 I 0 1 0 1 0 1 .026 1 NEM 3.96 © - .067 EN 0 0 0 0 0 0 -.251 6 5 max 4.4 1 .403 6 0 1 0 1 1 0 1 .051 1 ME® 3.96 © -.067 1 0 IN 0 0 0 1 -.404 6 M9 0i 4.2 1 .403 6 0 0 0 1 0 1 -.049 1 E® 3.78 © -.067 El 0 0 0 0 0 0 -.504 6 4.2 1 .392 6 0 0 1 0 1 -.024 1 I ® 3.78 © -.067 0 0 0 1 0 0 -.653 6 ©IM 4.2 0 .381 6 0 1 0 El 0 1 .001 1 MI® 3.78 © -.067 0 0 0 0 0 0 $ -.798 6 ax m 4.2 1 .369 6 0 1 0 1 0 1 .026 1 3 © - 0 0 0 0 1 0 1 -.938 6 5 IIIMI 4.2 1 .358 6 0 1 0 1 0 1 .051 1 min 3.78 © -.067 1 0 0 0 1 0 1 -1.075 6 M10 1 max I 4 1 .358 6 I 0 0 0 1 0 1 1 -.049 1 min 3.6 5 -.067 0 0 0 0 0 0 0 -1.175 6 1 . 6 1 1 1 - �® 3 . 6 4 © 347 -.067 0 0 0 11 0 0 0 0 0 0 -1 .024 61 1 3 I max 4 1 .336 6 0 1 0 1 0 11 .001 1 1 ® 3.6 5 -.067 1 0 0 0 0 0 0 -1.435 6 4 max 4 0 .324 6 0 1 0 1 0 1 .026 1 MI® 3.6 © -.067 1 0 0 0 0 0 0 -1.558 6 5 4 1 .313 6 0_ 0 1 0 1 .051 1 M 11 MI 3.6 © -.067 0 0 0 0 1 -1.678 6 0 .313 6 0 1 1 0 1 0 1 -.049 1 N■® 3.42 5 -.067 Ell 0 0 0 0 0 0 -1.778 6 12 GM 3.8 0 .302 6 0 0 0 0 0 1 -.024 1 1211 3.42 5 -.067 0 0 0 0 0 0 0 -1.893 6 3 Ira 3.8 0 .291 6 0 1 0 1 1 0 1 .001 1 ME® 3.42 © -.067 0 0 1 0 0 0 0 -2.004 6 =imp � 3.8 1 .279 6 0 1 0 1 1 0 1 .026 1 3 . - 42 5 .067 1 0 1 0 1 0 0 -2.111 6 5 3.8 1 .268 6 0 1 0 1 0 IN .051 1 ® 3.42 © -.067 1 0 0 0 1 0 0 -2.214 6 max 3.6 1 .268 6 0 11 0 1 0 in -.049 1 ® 3.24 © - .067 0 0 1 0 0 0 1 -2.314 6 2 max 3.6 0 .257 6 0 1 0 1 I 0 1 -.024 1 1 min 3.24 © -.067 0 0 0 0 0 0 0 -2.412 6 3 I max 3.6 11 .246 1 6 0 1 0 1 I 0 1 .001 1 3.24 5 -.067 1 0 0 0 0 0 II -2.506 6 4 max I 3.6 1 .234 6 0 1 1 0 1 1 0 1 .026 1 1 ® 3.24 5 -.067 1 0 0 0 0 0 1 -2.596 6 5 max I 3.6 1 I .223 1 6 0 1 I 0 1 0 1 .051 1 12111 3.24 5 -.067 0 0 0 0 1 0 0 -2.682 6 M13 1 I max 3.4 1 1 .223 6 0 1 0 1 0 1 -.049 11 111F1 3.06 5 -.067 1 0 0 0 0 0 1 -2.782 6 2 •iii 3.4 0® 6 0 II 0 1 0 1 -.024 1 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 11 9. / Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic v Shearfkl lc z Shearfkl Ic Torquefk -ftl Ic v -v Moment... Ic z -z Momen... Ic min 3.06 1 5 -.067 1 0 1 0 1 0 1 -2.864 1 6 3 I max 3.4 1 .201 6 0 1 I 0 1 1 I 0 1 .001 1 1 min 3.06 5 -.067 1 0 1 0 1 0 1 -2.941 6 I 4 max I 3.4 1 1 .189 1 6 0 1 1 I 0 1 1 0 1 I .026 1 1 min 3.06 _ 5 -.067 1 0 1 1 0 1 1 0 1 -3.014 6 5 I max 3.4 1 1 .178 6 0 1 I 0 1 1 0 1 .051 1 1 min 3.06 5 -.067 1 0 1 0 1 0 1 - 3.083 6 M14 1 max 3.2 1 I .178 1 6 0 1 0 1 I 0 1 -.049 1 I min 2.88 5 1 -.067 1 0 1 0 1 0 1 -3.183 6 12 max I 3.2 1 .167 6 I 0 1 1 I 0 1 0 1 I -.024 1 - min 2.88 1 5 -.067 1 0 1 0 1 0 1 1 -3.247 6 3 I max I 3.2 1 1 1 .156 1 6 0 1 1 0 1 I 0 1 r 0 1 1 . min I 2.88 5 -.067 1 0 1 1 0 1 1 1 0 1 1 -3.308 6 14 max 1 3.2 1 .144 6 0 1 0 1 1 0 1 1 I .026 1 min 2.88 5 -.067 1 0 1 0 1 0 { 1 -3.364 6 5 max 3.2 1 .133 1 6 0 1 I 0 1 0 1 .051 1 1 min 2.88 5 -.067 1 0 1 0 1 0 1 -3.416 6 M15 1 max 3 1 1 .133 6 0 1 0 1 1 I 0 1 I -.049 1 I min 2.7 5 -.067 1 0 1 0 1 1 0 1 1 -3.516 6 I 1 2 max 3 1 1 .122 1 6 0 1 0 1 1 0 1 1 -.024 1 I min 2.7 1 5 -.067 1 0 1 0 1 0 1 -3.564 6 3 maxi 3 1 I .111 6 I 0 1 I 0 1 0 1 0 1 min I 2.7 5, -.067 1 0 1 0 1 0 1 1 -3.607 6 4 max 1 3 1 .099 1 6 0 1 1 0 1 I 0 1 .026 1 min 1 2.7 5 -.067 1 1 0 1 0 1 0 1 -3.647 6 5 maxi 3 1 1 .088 6 1 0 1 0 1 1 1 0 1 .051 1 1 min 1 2.7 5 -.067 1 1 0 1 0 1 0 1 -3.682 6 M16 1 maxi 2.8 1 .088 1 6 0 1 0 1 I 0 1 -.049 1 min 2.52 , 5 -.067 1 0 1 0 1 0 1 1 -3.782 6 2 max 2.8 1 .077 6 0 1 I 0 1 I 0 1 1 -.024 1 min 2.52 5 -.067 1 0 1 0 1 0 1 -3.813 6 3 max I 2.8 1 .066 6 0 1 0 1 0 1 1 0 1 min 2.52 5 -.067 1 0 1 0 1 0 1 -3.839 6 4 max I 2.8 1 .054 6 0 1 0 1 1 0 1 1 .026 1 min 2.52 5 -.067 1 0 1 0 1 0 1 -3.862 6 5 max 2.8 1 .043 1 6 0 1 0 1 0 1 .051 1 min 1 2.52 5 -.067 1 0'. 1 0 1 0 1 -3.88 6 M17 1 max 2.6 1 .043 6 0 1 0 1 0 1 -.049 1 • min 2.34 5 -.067 1 0 1 0 1 0 1 -3.98 6 2 max 2.6 1 .032 6 0 1 0 1 0 1 -.024 1 min 2.34 5 -.067 1 0 1 0 1 0 1 -3.994 6 3 max 2.6 1 .021 6 0 1 0' 1 I 0 1 0 1 min 2.34 5 -.067 1 0 1 0 1 0 1 -4.004 6 4 max 2.6 1 .009 6 I 0 1 0 1 0 1 1 .026 1 min 2.34 5 -.067 1 0 1 0 1 0 1 -4.009 6 5 max 2.6 1 -.002 6 0 1 1 0 1 1 0 1 .051 1 min 2.34 5 -.067 1 0 1 0 1 0 1 -4.011 6 M18 1 max 2.4 1 -.002 6 0 . 1 0 1 0 1 -.049 1 min 2.16 5 -.067 1 0 1 0 1 0 1 -4.111 6 2 max 2.4 1 -.013 6 0 1 0 1 0 1 -.024 1 min 2.16 5 -.067 1• 0 1 0 1 0 1 -4.108 6 3 max 2.4 1 -.024 6 0 1 0 1 0 1 0 1 min 2.16 5 -.067 . 1 0 1 0 1 0 1 -4.101 6 4 max 2.4 1 -.036 6 0 1 0 1 0 1 .026 1 min 2.16 5 -.067 1 0 1 I0 1 0 .1 . -4.09 6 5 max 2.4 1 -.047 6 0 1 0 1 0' 1 .051 1 min 2.16 5 -.067 '1 .0 1 0 1 0 1 -4.074 6 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 12 9. /44" Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Enve lope Member Section Forces (Continued) Member Sec Axial[k] Ic y Shear[k] Ic z Shear[k] Ic Torque[k -ft] Ic v -y Moment... Ic z -z Momen... lc M19 1 max 2.2 1 -.047 1 6 1 0 1 1 0 1 0 1 -.049 1 1 1 min 1.98 5 -.067 11 0 1 1 0 1 1 0 1 1 -4.174 1 6 2 max 2.2 1 1 -.056 5 I 0 1 1 0 1 I 0 1 1 -.024 1 1 I min 1.98 5 -.067 1 0 1 0 1 0 1 1 -4.154 6 1 3 max 1 2.2 1 1 I -.061 1 5 1 0 11 I 0 1 1 1 0 1 1 0 1 min 1.98 1 5 -.069 6 1 0 1 0 1 1 0 1 -4.13 6 I 1 4 I maxi 2.2 1 1 -.067 1 1 0 1 I 0 1 1 I 0 1 1 .026 1 1 i min 1.98 5 -.081 6 0 1 0 1 0 1 -4.102 6 5 max 1 2.2 1 1 -.067 1 1 0 1 1 0 1 1 0 1 1 .051 1 min 1.98 5 -.092 6 1 0 1 0 1 1 1 0 1 -4.07 6 M20 1 1 I max I 2 1 -.067 1 1 I 0 1 1 I 0 1 I 0 1 1 -.049 1 min 1.8 5 -.092 6 0 1 0 1 0 1 -4.17 6 12 max 1 2 1 1 I -.067 1 I 0 1 0 1 0 1 1 -.024 1 min 1 1.8 5 -.103 6 0 1 1 0 1 0 1 1 -4.133 6 3 I max I 2 1 -.067 1 1 I 0 1 1 I 0 1 1 I 0 1 1 0 1 min 1.8 5 -.114 6 0 1 1 0 1 0 1 -4.092 6 1 4 max 1 2 1 1 -.067 1 1 0 1 I 0 1 1 0 1 I .026 1 min 1.8 5 1 -.126 6 0 1 0 1 0 1 -4.047 6 5 max 2 1 1 -.067 1 1 0 1 1 1 0 1 1 0 1 .051 1 1 min 1.8 5 -.137 6 0 1 1 0 1 0 1 -3.998 6 M21 1 I max I 1.8 1 -.067 11 I 0 1 0 1 0 1 1 -.049 1 1 min 1 1.62 5 -.137 6 0 1 1 0 1 0 1 1 -4.098 1 6 2 I max I 1.8 1 1 -.067 1 1 0 1 0 1 0 1 1 -.024 1 1 min 1 1.62 5 -.148 6 0 1 0 1 0 1 -4.045 6 13 max I 1.8 1 1 -.067 1 1 0 1 1 0 1 1 0 1 1 0 1 min 1.62 1 5 I -.159 6 0 1 0 1 0 1 -3.987 6 4 max 1 1.8 1 -.067 1 0 1 1 0 1 1 0 1 .026 1 1 min 1.62 5 -.171 6 0 1 1 0 1 0 1 -3.925 6 5 I max I 1.8 1 -.067 1 0 1 0 1 0 1 1 .051 1 min 1.62 5 -.182 6 0 1 0 1 0 1 -3.859 1 6 M22 1 max 1.6 1 -.067 1 0 1 0 1 1 0 1 1 -.049 1 1 min 1.44 1 5 -.182 6 0 1 0 1 0 1 -3.959 6 2 max 1.6 1 1 -.067 1 1 I 0 1 0 1 0 1 -.024 1 min 1.44 5 -.193 6 0 1 0 1 0 1 -3.888 6 3 max 1.6 1 -.067 1 0 1 0 1 0 1 0 1 min 1.44 5 -.204 6 0 1 0 1 0 1 -3.814 6 4 max 1.6 1 -.067 1 0 1 0 1 0 1 .025 1 min 1.44 5 -.216 6 0 1 0 1 0 1 -3.735 6 5 max 1.6 1 -.067 1 0 1 0 1 0 1 .05 1 min 1.44 5 -.227 6 0 1 0 1 0 1 -3.652 6 M23 1 max 1.4 1 -.067 1 0 1 1 0 1 0 1 -.05 1 min 1.26 5 -.227 6 . 0 1 0 - 1 0 1 -3.752 6 2 max 1.4 1 -.067 1 0 1 0 1 1 0 1 -.025 1 • min 1.26 5 -.238 6 0 - 1 0 1 0 1 -3.665 6 3 maxl 1.4 1 -.067 1 0 1 0 1 0 1 0 1 min 1.26 5 -.249 6 0 1 0 1 0 1 -3.573 6 4 max 1.4 1 -.067 1 0 1 0 1 0 1 1 .025 1 min 1.26 5 -.261 6 0 1 0 1 0 1 -3.478 6 5 max 1.4 1 -.067 1 0 1 0 1 0 1 .05 1 min 1.26 5 -.272 6 0 1 0 1 0 1 -3.378 6 M24 1 1 max 1.2 1 -.067 1 0 1 0 1 0 1 -.05 . 1 min • 1.08 5 -.272 6 0 1 0 1 0 1 -3.478 6 2 max 1.2 1 -.067 1 0 1 0 1 0 1 -.025 1 min _ 1.08 5 -.283 6 0 1 0 1 0 1 -3.374 6 3 max 1.2 1 -.067 1 I 0 1 0 1 0 1 0 1 min 1.08 .5 -.294 6 0 1 0 1 0. 1 -3.265 6 4 max 1.2 1 -.067 1 0 1 0 1 0 1 .025 1 • RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 13 g. lc • Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic v Shearfkl Ic z Shearfkl Ic Torquefk -ftl Ic y - Moment... Ic z -z Momen... Ic min 1.08 1 5 1 -.306 6 0 1 0 1 1 0 G 1 -3.153 6 5 max I 1.2 1 1 I -.067 1 1 I 0 1 1 0 1 I 0 1 I .05 1 1 I min 1.08 1 5 -.317 1 6 0 1 0 1 0' 1 -3.036 6 M25 1 max 1 1 1 -.067 1 1 0 1 1 0 1 1 0 1 -.05 1 1 min .9 5 -.317 6 0 1 1 0 1 0 1 -3.136 6 2 max I 1 1 1 -.067 1 1 1 0 1 1 0 1 I 0 1 1 -.025 1 min .9 1 5 -.328 6 0 1 0 1 0 1 -3.015 6 3 I max I 1 1 -.067 1 1 0 1 1 I 0 1 I 0 1 I 0 1 1 I min 1 .9 5 -.339 6 0 1 0 1 0 1 -2.89 1 6 14 I max 1 1 1 -.067 1 1 0 1 1 0 1 1 0 1 .025 1 1 min .9 5 -.351 6 0 1 0 1 1 1 0 1 -2.761 6 5 I max 1 1 -.067 1 1 0 1 1 0 1 0 1 .05 1 1 min .9 5 -.362 6 0 1 0 1 1 0 1 -2.627 6 M26 1 max .8 1 -.067 1 1 0 1 0 1 1 0 1 I -.05 1 min .72 5 -.362 6 0 1 0 1 0 1 -2.727 6 12 max .8 1 1 -.067 1 1 0 1 1 0 1 I 0 11 I -.025 1 1 min .72 5 -.373 6 0 1 0 1 0 1 -2.589 6 3 max .8 1 -.067 1 1 0 1 1 1 0 1 1 I 0 1 I 0 1 1 • min .72 5 -.384 6 0 1 0 1 1 0 1 -2.447 1 6 4 max .8 1 I -.067 ' 1 1 0 1 0 1 0 1 .025 1 1 min .72 5 -.396 6 0 1 0 1 0 1 -2.301 6 5 max I .8 1 1 1 -.067 1 0 1 1 0 1 I 0 1 l .05 1 1 min .72 5 -.407 6 0 1 0 1 0 1 -2.15 6 M27 1 max I .6 1 1 -.067 1 0 1 1 1 0 1 0 1 -.05 1 1 1 min .54 5 -.407 6 1 0 1 0 1 0 1 -2.25 1 6 2 max I .6 1 -.067 1 1 0 1 1 0 f 1 0 1 I -.025 1 1 min 1 .54 5 -.418 6 0 1 0 J 1 0 1 -2.095 6 3 max .6 1 -.067 1 0 1 1 0 1 0 1 0 1 min .54 5 -.429 6 0 1 0 1 0 1 -1.936 6 4 max I .6 1 -.067 1 0 1 0 1 I 0 1 .025 r 1 min .54 5 -.441 6 0 • 1 0 1 0 1 -1.773 6 5 max .6 1 -.067 1 0 1 0 1 0 1 .05 1 • min .54 5 -.452 6 0 1 0 1 0 _ 1 -1.606 6 M28 1 max .4 1 -.067 1 0 1 0 1 0 1 I -.05 1 min .36 5 -.452 6 0 1' 0 1 0 1 -1.706 6 2 max .4 1 -.067 1 0 1 0 1 1 0 1 -.025 1 min .36 5 -.463 6 0 1 0 1 0 1 - 1.534 6 3 max .4 1 -.067 1 0 1 0 1 0 1 0 1 min .36 5 -.474 6 0 1 0 1 0 1 -1.358 6 4 max .4 1 -.067 1 1 0 1 0 1 0 1 .025 1 min .36 5 -.486 6 0 1 0 1 0 1 -1.178 6 5 max .4 1 -.067 1 0 1 0 1 0 1 .05 1 min .36 5 -.497 6 0 1 0 1 0 1 -.994. 6 M29 1 maxl .2 1 -.067 1 0 1 1 I 0 1 0 1 -.05 1 min .18 5 -.497 6 0 1 0 1. 0 1 -1.094 6 2 max .2 1 -.067 1 0 1 0 1 1 0 .1 1 -.025 1 min .18 5 -.508 6 0 1 0 1 0 1 -.906 6 3 max .2 1 -.067 1 0 • 1 0 1 0 1 0 1 min .18 5 -.519 6 0 1 . 0 1 0 1 -.713 6 4 max .2 1 -.067 1 0 1 0 1 0 1 .025 1 min .18 5 -.531 6 0 1 0 1 0 _ 1 -.516 6 5 max .2 1 -.067 1 0 1 0 1 0 1 .05 1 min .18 5 -.542 6 0 1 0 1 0 1 -.315 6 M30 1 max 0 1 -.067 1 0 1 0 1 0 1 -.05 1 min 0 1 -.542 6 0 1 0 1 0 1 -.415 6 2 max 0 1 -.067 1 0 1 0 1 0 1 -.037 1 min 0 1 - .548 6. 0 1 0 1 0' 1 -:313 -6 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 14 9. « N V T (0 r (0 r r N- 1n N 10 N 1n N 1n r r In r In r In r M T T r 1n r In r to r 1 0 r T r In T to r to r to r T r I n r In (o to (0 y/ T r r to C 0) to N to 1n 117 N to N- to Lo (V o to N to ti 1n to N to ti to to N N O M O c3 N p, 0 0 p O O p 0 0 0 p p . c, 0 0 0 0 0 p p . 0 0 0 0 0 p p . 0 0 0c, 0 0 0 0 0 7 p 0 0c, 0 0 0 0 7 d c)2. 2c.cc 00 Q) Y N - - -- — - -- — U Ur W U o - U — — — c a) g 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M ' C V ........ r ....... r r r T T r r .............. T r r r r r r r T r r r T r r r r r r r o 0 0) Y C_ S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , ? J 0 1- o V ...... r r r r r r r T r r ..... r ..... r r T r r r ......... r r r T r r ......... Q W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y U w o C l N — -- — — - -- — -- -- Q 5 ' Vim' (0 -(0 -(0 N- 10 - 10N- to N- 10 - - 10 10 V 1n �1' In r r t- to l- 1 N- 10 N- 1) T -( 10(D to 10 up r r (1) V'tn�tn�ttod'tnTrN �� J w d w Y — — _ C C t 0� 0 ( Lo co 1 N N� N� N� p p N� N� N� N� p p N� N� N� N� p p N� N� N� N� p p N� N� N� N� p p N N C 0 W • — — — — — — — — — — — — — 0 C V V r r r r ..... r ....... r T r r r r r r r r r T r r ......... r r r r r r ....... r r r T cc O _. -------- —_ C N LL C C s i ✓ 0 .g200000 0 0 0 0 0 0000000000000000000 0 000000000000000000000000000 v U O. V) m c @ a1 07 �.,- �.c 03 M_c RI � � � M m M M M M M M M M_c M,c m,c @.c m.c M c M 211151, L E E E E E E E E E E E E E E E E E E E E E E E E E E E L E E E E E E E E E E E E E E E E E E E E E E E E E E E E E ° to H -) C) E M v to T N M ,t In T N M v to T N () to r N M v LO N N M' v to T 0 ...... w N N Z — — — — — C N E . N ,-- dC O a M M M (m M M co 0 o '0) > 2 2 2 2 2 • , U 0 � W • W Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic v Shearfkl Ic z Shearfkl Ic Torouefk -ftl Ic -v Moment... Ic z -z Momen... Ic min 0 1 1 I .18 5 0 1 0 1 1 0 1 1 .09 1 5 2 maxl 0 1 1 .2 1 2 1 0 1 1 0 1 1 I 0 1 1 .075 1 I min 0 1 1 .18 5 1 0 1 0 1 0 1 1 .067 5 13 max 0 1 1 1 .2 1 2 I 0 1 0 1 1 0 1 1 .05 1 1 I min 0 1 .18 5 0 1 0 1 0 1 1 .045 5 4 I maxl 0 1 1 .2 1 2 0 1 1 I 0 1 0 1 .025 1 1 min 0 1 1 .18 5 0 1 0 1 1 0 1 .022 1 5 5 maxl 0 1 1 0 1 1 0 1 1 0 1 1 I 0 1 1 0 1 1 I min 0 1 1 0 1 0 1 0 1 0 1 0 1 1 M37 1 1 I max l 0 1 1 .2 1 0 1 1 1 0 1 1 I 0 1 .1 1 1 min 0 1 .18 5 0 1 0 1 0 1 1 .09 . 5 2 max 1 0 1 .2 1 1 0 1 I 0 1 1 0 1 1 .075 1 1 min I 0 1 .18 5 0 1 0 1 0 1 .067 5 3 max 1 0 1 1 .2 1 I 0 1 I 0 1 I 0 1 1 .05 1 min 0 1 .18 5 0 1 0 1 0 1 .045 5 4 maxl 0 1 .2 1 0 1 0 1 1 1 0 1 1 f .025 1 i min 0 1 .18 5 0 1 0 1 0 1 1 .022 5 5 maxl 0 1 1 0 1 0 1 0 1 1 0 1 1 0 1 min 0 1 0 1 0 1 0 1 0 1 1 0 1 M38 1 1 maxl 0 1 1 .2 2 0 1 0 1 1 0 1 .1 1 min 1 0 1 1 .18 5 0 1 0 1 0 1 .09 5 2 max 1 0 1 1 .2 1 2 1 0 1 1 0 1 0 1 1 .075 1 min I 0 1 .18 5 0 1 1 0 1 0 1 .067 5 1 3 maxi 0 1 1 I .2 2 0 1 0 1 I 0 1 .05 1 min 0 1 .18 5 0 1 0 1. 0 1 .045 5 1 4 I max 0 1 1 .2 2 0 1 0 1 1 0 1 1 I .025 1 min 0 1 1 .18 5 0 1 0 1 0 1 .022 5 5 max 1 0 1 1 0 1 0 1 1 0 1 1 0 1 1 0 1 min I 0 1 0 1 0 1 0 1 0 1 0 1 M39 1 1 max 1 0 1 .2 7 0 1 0 1 I 0 1 I .1 1 min 0 1 .18 5 0 1 0 1 0 1 .09 5 2 max 0 1 .2 7 1 0 1 0 1 1 0 1 .075 1 1 min 0 1 .18 5 I 0 1 0 1 0 1 .067 5 3 max 0 1 .2 7 0 1 0 1 0 1 .05 1 min 0 1 .18 - 5 0 1 0 1 0 1 .045 5 4 max 0 1 .2 7 0 1 0 1 0 1 .025 1 min 0 1 .18 5 0 1 0 1 0 1 .022 5 5 max 0 1 0 1 0 1 0 1 0 1 0 1 min 0 1 0 1 0 1 0 1 0 1 0 1 M40 1 max 0 1 .2 7 0 1 0 1 0 1 1 .1 1 min 0 1 .18 5 0 1 0 1 0 1 .09 5 2 max 0 1 .2 7 0 1 0 1 0 1 .075 1 min 0 1 .18 5. 0 1 0 1 0 1 .067 5 3 max 0 1 1 .2 7 0 1, 0 1 0 1 1 .05 1 min 0 1 .18 5 0 1 0 1 0 1 .045 5 4 maxl 0 1 .2 7 0 1 0 1 I 0 1 .025 1 min 0 1 .18 5 0 1 0 1 0 1 .022 5 5 max 0 1 0 1 0 1 0 1 0 1 0 1 min 0 1 0 1 0 1 0 1 0 1 0 1 M41 1 max 0 1 .2 2 0 1 0 1 0 1 .1 2 min 0 1 .18 5. 0 1 0 1 0 1 .09. 5 2 max 0 1 .2 2 0 1 0 1 0 1 .075 1 min 0 1 .18 5 0 1 0 1 0 1 .067 5 3 max 0 1 .2 2 0 1 0 1 0 1 .05 1 min 0 1 .18 5 0 1 0 1 0 1 .045 5 4 max 0 1 .2 2 0 1 0 1 0 1 .025 1 min 0 1 .18 5 0 1 0 1 0. 1 .022 5 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 16 9. 18 V= i.o V Inr tf)r rrIn rtorL!')rInrrr10N10N10N1rrr0f-10 N- IntiInrr10toN10NL0N�rrr10rInr 1 V\ c 0 ) W N- 10 to 10 10 10 L � In to N � 1') 10 ,1.0r---,1.01.0N to t� m O m OOO�pti(0 NrNNppr0�CD0 In V'NNppr-CA tiCD -V NNpprO to tiCD V NNppr d 0 0 9 0 0 0 . 0 0 . 0 0 0 ' 9 0 0 9 0 0 0 0 0 0 0 0 (U CO 0) Y N -- ------ - - - -_. — —. - - -- r C) NQ .0 Urrr 0.-0 - - - - — — — — - — --- c m E O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M a > c — — E U r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r ....... r r r r r r r.r r ....... r E Y 0) c a 0000000000000000000 00000000000000000000000000000000000000 :> 0 J ~ — — — — — — — — — — o — — — — — — o u Y vr t N o L o o o o o O o o o o o o o o o o O o o o o o O o o o o O o o o o o o o O p O o o o 0 o o o o o o o p o o o o O o o Y o 0 o N Ma -- - -- = -- — V rr tol- Lntito r- u) rrvto TY tf) d' Ln Tr Lnrrf- L nt- tnl- lnl- Ln rr CDLnCDInCOtnCOLn r r CD Ln CO in CO 1.0 Cfl Ln T N CO to CD In CO U) Y m C.(71 c c 0 oo NONC °NaONO ONOO NaONp OpONC °NMNpONpOOONaONCONa)NMpONapNC0N E U n 0 o c V 1..2 V1 11. 2 c C i V O 52 o 0 0 co 0 0 0 0 0 0 0 0 0 0 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0. 0 x c x c x c x c x x x c x c x x x x x c x x x x c x c x x c x x x c x c x c x x x c x E •- •- •- •- m m m m m._ m._ m._ m ._ m._ m._ m ._ m ._ m , m ._ m_m ._ m ._ ._ ._ m m m ,_ m ,_ m ,_ m ,_ m ,_ m ,_ m ,_ m ._ m o E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E 2 — -- 6 F'' Q) f 10 n r N CO 10 r N CO to r N M 10 r N CO t Ln r N co Nt Lf) r N C) O c 99 99 .. d) N -- — — — 1 � w C m E . m arnZ ° E '' v v (0 r•-- 01 o a) j w 2 2 2 2 2 a) U0-3 W W q N Ut [)1 LC) i� LO rr (0L.O(0Ln(0L(7(0(0r r f-(0f. L nN 1 C)(0Ln O r C N M to to N Ln r Ln L[) N to ti to Ln N l) r• Ln N I� Ln Lt) r` LC) to N to o m 2 000 °O � ° oo ° 000 °° • ° o o° oo0°°`- 0L .0 0° 0 00 °O� °oo�000 Ln N ° °�� Ln o o °000 ° °T° n N F L u 0 o 0 — -- - — — — — — — -- -- — c a) g O O O o 0 o 0 o o o o 0 0 o o 0 0 o 0 0 0 o 0 0 o 0 0 0 0 0 0 0 o o 0 o 0 o 0 o 0 o o o 0 0 0 o 0 o o 0 o o 0 0 0 M �. 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(13 o ��� m�� ( =c = �m- E E E E E E L E E E L E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E 1----)a) E ( n cr m r N M to r N C 0 c r LL r N M Nr in r NM cr 10 r NM Nt Lt) r p N Z — — - -- — — — — — — — — N >.,_ L ENE . N P - MZ O E ,7 • V L to L t) Lo c+ ? - . 00 � C 2 W o ct W • • u ti10N-uOr'- Lnr. 0 to(o to co to c o uo rrto 10CDLn(D LC) (D10r tnrr - -- — m j ( ouo cDLO(DLOmuOrrcoLf )(DLOtiL[)r`L rn c o) � [0N. [7tnN Ln� u7 LoN [oti LnLoN 10 � toLoN U)r� t17«1N 10 � [0t[7N O m M00 000 00 .000 00 .000 00 .000 00 000 00 000 N�� N Q coo) Y N -- _ -- — —_ - -- — — — — co ^c.) W U ............. r r r r r r r r r ......... r r r r r r r r r r r ..... r ...... r r r C o g 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O M T -------- C E U ......... r ..... r r r r r r r r r r r r r r r r r r ........... r r r r r ..... r r r 3 o — 0 co C_ S' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > E J O ~ — — _ _ — O C 0 Y E t, v N C L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y V N Ur t0 -10 (')rr r Lnr lnr tor nr N U7NU7NV7NU7r 1010( 10 (D L0rer(010(010(0(0(DL(')r a e . c -- - -- - -- m : W • U w N 0 N CO N O O N N N M N M O O N O N M N a3 N 0 0 N N aD N M N W O O N N W N M N 0 0 N W N W N N M 0 E C T W h — — — — 0 0 C_ (3U. r ...... r ........ r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r T 0 .�+ L N `L -- - - - - - -- -- -- — — — 2 C C ` Y^ -- i U 0 2 000000000 0000000000000 0 00 0 0 00000CD 000000000000000000000CD 00 W _ Q (1) 03. @. cCU. cCO_c@ _cCD.cCO,cCO @,cOS_c� �.cCO.cC9.cCU.cCDcCU.eCO.cat cas L E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E ° '- `7 m f n N CO 4' LO r N CO 4' LO r N CO d' L0 r N CO 4- LO r N CO •V' 10 • � r N CO 'Cr LO 0 .. .. W - - - -- -- 1... C ) fl 0 - mZ O E 0 Ltd U�) LO 10 W Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic v Shearfkl Ic z Shearfkl Ic Torquefk -ftl Ic v -v Moment... Ic z -z Momen... Ic min 0 1 0 1 0 1 0 1 1 0 1 0 1 1 M59 1 1 max I 0 1 I .2 1 2 0 1 1 0 1 I 0 1 1 I .1 1 6 min 0 1 .18 5 0 1 0 1 0 1 .09 1 5 2 maxl 0 1 .2 1 2 0 1 0 1 1 0 1 1 I .075 1 6 I min 0 1 .18 5 0 1 0 1 I 0 1 .067 1 5 3 maxl 0 1 .2 1 2 0 1 0 1 0 1 1 I .05 1 6 min 0 1 .18 5 0 1 0 1 0 1 1 .045 5 14 max 0 1 1 .2 1 2 0 1 0 1 1 I 0 1 1 I .025 6 1 min 0 1 .18 5 0 1 0 1 1 0 1 .022 1 5 1 5 maxi 0 1 1 I 0 1 1 0 1 1 I 0 11 0 1 1 0 1 1 mint 0 1 1 0 1 1 0 1 0 1 1 0 1 0 1 Envelope ASD Steel Code Checks Member Shape Code Ch... Loc[ftj Ic Shear C... Loc[ft] Dir Ic Fa fksi] Ft [ksi] Fb y -y [k...Fb z -z [k...Cb Cmy Cmz ASD Eqn M1 TU6X6X4 .297 0 6 .013 0 y 6 29.444 30 1 33 33 11... -1 .6 .851 H1 -2 M2 TU6X6X4 .252 0 6 .012 0 y 6 29.444 30 1 33 33 1.... .6 .85 H1-2 1 M3 TU6X6X4 .210 10 6 .011 10 I v 6 129.444 I 30 33 I 33 11... .6 1.85 I H1-2 1 M4 TU6X6X4 .170 0 6 .010 0 y 6 29.444 30 33 33 1.... .6 1.85 H1 -2 M5 TU6X6X4 .133 0 6 I .010 0 y 16 129.444 30 33 33 1 .6 1 .85 I H1 -2 I M6 TU6X6X4 .098 0 6 .009 0 y 6 29.444 30 33 33 1. - -• .6 .85 I H1-2 M7 TU6X6X4 .065 I 0 6 .008 0 y 6 29.444 30 I 33 33 1.... .6 .85 H1-2 I M8 TU6X6X4 .041 1.5 6 .007 0 y , 6 29.444 30 33 33 2.3 .6 .85 H1 -2 M9 TU6X6X4 .064 1.5 6 .007 0 y 6 29.444 1 30 33 ' 33 1 .... .6 .85 I H1-2 M10 TU6X6X4 .084 1 1.5 6 I .006 0 , y 6 29.444 30 33 ! 33 1.... .6 .85 H1 -2 M11 TU6X6X4 .102 1 1.5 6 .005 0 1 v 6 29.444 30 33 33 1.1 .6 .85 H1-2 M12 TU6X6X4 .118 1.5 6 .004 0 y 6 29.444 30 33 1 33 1.... .6 .85 H1-2 M13 TU6X6X4 .131 1.5 6 .004 0 y 6 29.444 30 33 33 1.. -- .6 .85 H1 -2 M14 TU6X6X4 .142 1.5 6 .003 0 y 6 29.444 30 33 33 1 - - -- .6 .85 H1-2 M15 TU6X6X4 .150 1.5 6 .002 0 v 6 29.444 30 33 33 1.... .6 .85 H1-2 M16 TU6X6X4 .156 1.5 6 .001 0 y 6 129.444 30 33 33 1.... .6 .85 H1-2 M17 TU6X6X4 .160 11.438 6 .001 0 v 1 129.444 30 33 L 33 1 .6 .85 H1-2 M18 TU6X6X4 .162 0 6 .001 0 y 1 29.444 30 33 I 33 1 .... .6 .85 H1 -2 M19 TU6X6X4 .163 0 6 .002 1.5 y 6 29.444 30 33 33 1 .... .6 .85 H1-2 M20 TU6X6X4 .162 0 6 .002 1.5' y 6 29.444 30 33 33 1 .... .6 .85 H1 -2 M21 TU6X6X4 .158 0 6 .003 - 1.5 v 6 29.444 30 33 33 1 .... .6 .85 H1-2 M22 TU6X6X4 .152 , 0 6 .004 1.5 y 6 29.444 30 33 33 1 .... .6 .85 H1 -2 M23 TU6X6X4 .143 0 6 .005 1.5 y 6 29.444 30 33 33 1.... .6 .85 H1-2 M24 TU6X6X4 .132 0 6 .005 1.5 y 6 29.444 30 33 33 1 .... .6 .85 H1-2 M25 TU6X6X4 .119 0 6 .006 1.5 v 6 29.444 30 33 33 1 .... .6 .85 H1 -2 M26 TU6X6X4 .103 • 0 6 .007 1.5 y 6 29.444 30 33 33 1.... .6 .85 H1 -2 M27 TU6X6X4 .085 0 6 .008 1.5 v 16 29.444 30 33 33 1 .... .6 .85 H1 -2 M28 TU6X6X4 .064 0 6 .008 1.5 y 6 29.444 30 33 33 1 ..,. .6 .85 H1-2 M29 TU6X6X4 .041 0 6 .009 I 1.5 v 6 29.444 30 33 33 1 - -..1 .6 .85 H1-2 M30 TU6X6X4 .015 0 6 .009 .75 y 6 29.739 30 33 33 1 .... .6 :85 H1 -2 M31 HSS4X4X2 .018 0 7 .011 0 v 7 29.743 30 30 30 1 .... .6 .85 H1 -2 M32 HSS4X4X2 .018 - 0 1 .011 0 y 6 29.743 30 30 30 1 .... .6 .85 H1 -2 M33 HSS4X4X2 .018 0 1 .011 0 y 7 29.743 30 30 30 1 . -.. .6 .85 H1 -2 M34 HSS4X4X2 .018 0 1 .011 0 y 6 29.743 30 30 30 1 .... .6 .85 H1 -2 M35 HSS4X4X2 .018 0 1 .011 0 y 7 29.743 30 30 30 11.... .6 .85 H1 -2_ M36 . HSS4X4X2 .018 0 1 .011 0 y 6 29.743 30 .30 30 1 • - -• .6 ...85 -- H1 -2 M37 HSS4x4X2 .018 0 1 .011 0 y 1 29.743 30 30 30 1... .6 .85 1 H1 -2 M38 HSS4X4X2 .018 .0 1 , .011 0 y 6 29.743 30 30 30 1.... .6 .85 H1 -2 M39 HSS4X4X2 .018 0 1 .011 0 y 7 29.743 30 30 30 1... .6 .85 H1-2 M40 HSS4x4X2 .018 0 1 .011 0 y 7 29.743 30 30 30 1 . -.- .6 .851 H1 -2 M41 HSS4X4X2 .018 0 1 .011 0 y 7 29.743 30 30 30 1 .... .6 .85 I H1 -2 M42 HSS4x4X2. .018 0 1. .011 0 y 7 29:743 .. 30 . 30 30 1• .85" . H1 -2 RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 20 • Company : TM Rippey Consulting Engineers Dec 8, 2009 Designer : JDM 10:19 AM Job Number : 9244 Living Column Checked By: Enve lope ASD Steel Code Checks (Continued) Member Shape Code Ch... Locfft] lc Shear C... Locfftl • Dir lc Fa fksi] Ft fksil Fb v -v fk...Fb z -z [k...Cb Cmy Cmz ASD Eqn M43 HSS4X4x21 .018 1 0 1 .011 Po v 1 29.743 30 30 30 11....1 .6 .85 1 H1-2 M44 HSS4x4x2 .018 0 1 .011 0 y 7 29.7431 30 30 30 1.... .6 .851 H1 -2 M45 HSS4X4X2 .018 0 1 .011 10 1 v 1 6 29.743 1 30 1 30 30 .6 1.85 I H1-2 M46 HSS4X4X2 .018 0 6 . .011 0 y 6 29.743 30 30 30 1.... .6 .85 H1-2 M47 HSS4X4X2 .018 0 1 1 .011 0 v 1 6 29.743 30 30 30 1..., .6 1.85 1 H1-2 M48 HSS4X4X2 .018 0 6 .011 0 y 6 29.743 30 30 30 1.... .6 .85 1 H1-2 M49 HSS4X4X2 .018 0 7 .011 10 v 6 29.743 1 30 30 30 11....1 .6 .85 1 H1-2 M50 HSS4X4X2 .018 1 0 6 .011 0 y 7 29.743 30 30 30 1.... .6 .85 H1 -2 M51 HSS4X4X2 .018 0 7 1 .011 0 ' v 1 7 129.743 30 30 30 11....1 .6 .85 H1-2 1 M52 HSS4X4X2 .018 0 6 1 .011 0 y 6 29.743 30 30 30 1.... .6 .85 H1-2 M53 HSS4X4X21 .018 0 17 1 .011 I 0 v 1 29.743 30 30 30 11....1 .6 .85 1 H1 -2 .M54 HSS4X4X2 .018 I 0 61 .011 0 y 1 29.743 30 30 30 11.... .6 1.85 H1 -2 M55 HSS4X4X2 .018 0 6 1 .011 0 1 v 1 6 129.743 1 30 1 30 30 11....1 .6 .85 1 H1-2 M56 . HSS4X4X2 .018 0 7 .011 0 y 1 6 29.743 30 30 I 30 11.... .6 I .85 1 H1 -2 M57 HSS4X4X2 .018 0 6 .011 0 v 1 6 29.743 1 30 1 30 30 11....1 .6 .85 1 H1 -2 1 M58 HSS4X4X2 .018 0 6 .011 0 y 6 129.743 1 30 ) 30 ! 30 I1.... .6 .85 H1 -2 M59 HSS4X4X2 .018 0 6 .011 1 0 y 1 29.7431 30 30 30 11....1 .6 1.851 H1 -2 Material Takeoff Material Size Pieces Length[ft] Weight[K] Hot Rolled Steel HR STL HSS4X4X2 29 14.5 0 HR STL TU6X6X4 30 44.2 ! .8 Total HR Steel 59 58.8 .9 • RISA -3D Version 5.0 [C: \... \... \My Documents \RISA work \9244 - Knoll Living Column.r3d] Page 21 Y . • Title : TMTMli? Job # Dsgnr: Date: 4:21 PM, 30 NOV 09 Description : Z 8GW @Oq»4A9 ?- W'bt31 ' ._ - _- Sco 72:7@0]6727 @Zda❑ Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: Cantilevered Retaining Wall Design Page 1 (c)1983 -2003 ENERCALC Engineering Software high ret.ecwCalculations Description Criteria Soil Data g Footing Strengths & Dimensions 5 ':s. J. %T.:<.. "! -.Y.'i �P Y.a' :::ifw-vai -m✓z a9c -. "uXY .'3n [ ...� it - i' ...0 A:f 1,47,t +s,6. �: 5x - :uvKM F.55R:#.SYI' /1 V' 'V r Retained Height = 6.17 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 g P psi Fy = 60,000 psi Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 2.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 Heel Width = 0.83 Height of Soil over Toe = 30.00 in Passive Pressure = 135.0 Total Footing Width = 3.58 Soil Density = 135.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.350 Wind on Stem = 90.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in L Lateral Load Applied to Stem 1 Lateral Load = 216.0 #/ft ...Height to Top = 4.50 ft ...Height to Bottom = 3.50 ft Design Summary Stem Construction : Top Stem 4..b4. � ,...-70._, - ,,,,,. _ VA 1..,..> 4 Stem OK Total Bearing Load = 2,524 Ibs Design height ft= 0.00 ...resultant ecc. = 9.03 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,620 psf OK Thickness = 10.00 S ss Rebar S Soil Pressure @ Heel = 0 psf OK ize = # 5 Allowable = 2 000 Rebar Spacing = 18.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,005 fb/FB + fa /Fa = 0.513 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= 1,339.8 Footing Shear @ Toe = 13.3 psi OK Moment....Actual ft-# = 3,805.8 Footing Shear © Heel = 0.0 psi OK Moment Allowable = 7,425.4 Allowable = 93.1 psi Shear Actual psi = 13.6 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 1.85 OK p Sliding = 1.51 OK Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 916.6 lbs Wall Weight = 120.8 less 100% Passive Force= - 826.9 lbs Rebar Depth 'd' in = 8.19 less 100% Friction Force= - 883.5 lbs Masonry Data fm psi = Added Force Req'd = 0.0 Ibs OK Fs psi = ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 2,005 0 psf Equiv. Solid Thick. = Mu' : Upward = 5,352 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 2,581 0 ft-# Concrete Data Mu: Design = 2,771 0 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 13.33 0.00 psi Fy . psi = 60,000.0 Allow 1 - Way Shear = 93.11 0.00 psi Other Acceptable Sizes & Spacings - - Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing # 4 @13.00 in Key: No key defined • • _ Io -1 Title : M TM" n? Job # Dsgnr: Date: 4:21 PM, 30 NOV 09 Description : Z Eiii - — — • Scope : 72❑" @u)rn72E - @Zdan Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW-0602562, Ver5.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design Page 2 ( Engineering Software c 1 AL high ret.ecwCalculations : Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 899.7 2.39 2,150.2 Soil Over Heel = 3.58 • Toe Active Pressure = -214.4 1.17 -250.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 216.0 5.00 1,080.0 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 15.3 7.26 111.0 Soil Over Toe = 928.1 1.38 1,276.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 766.1 3.17 2,425.9 Total = 916.6 O.T.M. = 3,091.1 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.85 Footing Weight = 537.5 1.79 963.0 Vertical Loads used for Soil Pressure = 2,524.3 Ibs Key Weight = Vert. Component = 292.6 3.58 1,048.3 Vertical component of active pressure used for soil pressure Total = 2,524.3 Ibs R.M.= 5,713.5 • • 10.0005000000000014in Conc w/ #5 @ 18.in o/c 2 " • ••�, • • 1 3/4" • 6' -2" 6, -4 • • • 3" , . • . • . • . • . •. • . •. • . • . • . • . • . • . • . • . • . •. • . . . • • I 1' -0.. • • 3" V #0 @0.in @Toe Designer select 2' -9" 10" #0 @O.in all horiz. reinf. - 110 @ Heel 3 . -7 " f -10 101; • Title : Job # Dsgnr: Date: 2:24PM, 28 JAN 10 Description : • • Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW-0602562, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983 -2003 ENERCALC Engineenng Software the knoll.ecw:Catculations } Description Criteria 1 ! Soil Data J Footing Strength 8 Di mensions Retained Height = 10.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 6.92 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 0.83 . Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width = 7.75 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 16.00 in FootinglfSoil Friction = 0.350 Key Width = 19.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 34.00 in for passive pressure = 6.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem ' Lateral Load = 389.0 #/ft ...Height to Top = 6.80 ft ...Height to Bottom = 5.80 ft Design Summary int Stem Constru Top Stem Stem OK Total Bearing Load = 4,556 lbs Design height ft = 0.00 ...resultant ecc. = 20.63 in Wall Material Above "Ht" = Concrete Thickness = 10.00 Soil Pressure @ Toe = 1,408 psf OK Rebar Size = # 6 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 10.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,675 psf fb /FB + fa /Fa = 0.927 ACI Factored @ Heel = 0 psf Total Force @ Section lbs = 3,941.2 Footing Shear @ Toe = 21.9 psi OK Moment....Actual ft-# = 15,646.0 Footing Shear @ Heel = 0.0 psi OK Moment Allowable = 16,883.4 Allowable = 93.1 psi Shear Actual psi = 43.1 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 1.78 OK Sliding = 1.51 OK Bar Develop ABOVE Ht. in = 25.63 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 10.60 Lateral Sliding Force = 2,839.5 Ibs Wall Weight = 120.8 less 100% Passive Force= - 2,691.0 Ibs Rebar Depth 'd' in = 7.63 less 100% Friction Force= - 1,594.6 Ibs Masonry Data psi = Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results I Special Inspection Modular Ratio 'n' = • Toe Heel Short Term Factor = Factored Pressure = 1,675 0 psf Equiv. Solid Thick. = Mu' : Upward = 0 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 0 0 ft-# Concrete Data Mu: Design = 15,646 0 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 21.85 0.00 psi .Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 0.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 6.50 in, #5@ 10.00 in, #6@ 14.00 in, #7@ 19.25 in, #8@ 25.25 in, #9@ 31 Heel Reinforcing = None Spec'd - Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr • • Title : Job # Dsgnr: Date: 2:24PM, 28 JAN 10 Description : Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0602562, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 . ., (c)1983 -2003 ENERCALC Engineering Software the knolLeav:Calculations ' Description , Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,450.5 3.94 9,665.8 Soil Over Heel = 7.75 • Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 389.0 7.63 2,969.4 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 380.6 3.46 1,316.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,268.8 7.34 9,308.4 Total = 2,839.5 O.T.M. = 12,635.2 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.78 Footing Weight = 1,550.7 3.88 6,011.4 Vertical Loads used for Soil Pressure = 4,555.9 lbs Key Weight = 672.9 0.79 532.7 Vert. Component = 683.0 7.75 5,295.2 Vertical component of active pressure used for soil pressure Total = 4,555.9 Ibs R.M.= 22,464.6 • • • A 10.0005000000000014in Conc w/ #8-@ o/c 2" .j�i A • • • --1 2 1/2" • • • • 10• -8" 10' -10" • • • • • 1.... AL !L! A.!L■!L■ AL!L!!AL A ■■!�!�! ∎�!�!■11 1 -4 3 " #0 @0.in @Toe 2• -6" Designer select #0 @0.in all horiz. reinf. @ Heel 1-7" 6' -0" 7' -0" 10" 7• -10" [ • to- - - - _ _ • • • . • • • • - • 6 117C V-114 S11436 :l4 j or.,117 L,uJ f.,1.; '•-• (5 ,}7 'L.1 6/1.- 1/04 u, 5-r tivet,) )2 7C,A P FL Vt. 6)4' • P5i I 14/f velz- -1- 0 1 / 4 4- 64 (:.?) • 1. ,f".7/ • TM RIPPEY 4101 BY ir DATE 1 CONSULTING ENGINEERS CHK BY DATE . . 7650 S.W. Beveland St, Suite 100 JOB NO 9z • Tigard, Oregon 97223 . . Phone (503) 443-3900 • SHEET I , I OF J groject: ` TM Rippey Consulting Engineers I page Location: Interior Bearing / Shear wall StruCalc Version 8.0.100.0 1/26/2010 3:50:56 PM Column LOADING DIAGRAM [2006 International Building Code(2005 NDS)] or 1.5 INx5.5INx9.0FT @24O.C. #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 7.9% B DEFLECTIONS Deflection due to lateral loads only: Defl = 0.04 IN = U2434 — ; Live Load Deflection Criteria: U180 A Vifjf . VERTICAL REACTIONS "t x Live Load: Vert-LL -Rxn = 0 Ib Dead Load: Vert-DL -Rxn = 6736 Ib i cb Total Load: Vert-TL -Rxn = 6736 Ib .s vtt HORIZONTAL REACTIONS P4 ; :: Total Reaction at Top of Column: TL -Rxn -Top = 45 Ib t o ' r ii: Total Reaction at Bottom of Column: TL- Rxn -Bottom = 45 Ib a F% . 9 ft � �5;' s w COLUMN DATA ,, Total Column Length: 9 ft , ' s , Unbraced Length (X -Axis) Ly: 9 ft '� r w: Unbraced Length (Y -Axis) Ly: 0 ft r ° ` Column End Condtion -K (e): 1 4 . u ,-; Axial Load Duration Factor 1.00 - . � Lateral Load Duration Factor (Wind /Seismic) 1.33 t g::,7 x ` COLUMN PROPERTIES ..; . .; r - ! ' #2 - Douglas- Fir -Larch t Base Values Adjusted s `' Compressive Stress: Fc = 1350 psi Fc' = 887 psi - Cd=0.90 Cf-1.10 Cp =0.66 A Bending Stress (X -X Axis): Fbx = 900 psi Fbx' = 1211 psi Cd =0.90 CF =1.30 Cr -1.15 AXIAL LOADING Bending Stress (Y -Y Axis): Fby = 900 psi Fby' = 1211 psi Live Load: PL = 0 plf Cd =0.90 CF =1.30 Cn1.15 Dead Load: PD = 3360 plf Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Self Weight: CSW = 16 plf Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Total Load: PT = 3376 plf Column Section (X -X Axis): dx = 5.5 in LATERAL LOADING (Dy Face) Column Section (Y -Y Axis): dy = 1.5 in Uniform Lateral Load: wL -Lat = 5 psf Area: A = 8.25 in2 Section Modulus (X -X Axis): Sx = 7.56 in3 Section Modulus (Y -Y Axis): Sy = 2.06 in3 Slenderness Ratio: Lex/dx = 19.64 Ley /dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 816 psi Allowable Compressive Stress: Fc' = 887 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft-Ib Eccentricity Moment (Y -Y Axis): My -ey = 0 ft-Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft-Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft-Ib Bending Stress Lateral Loads Only (X- X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1211 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1211 psi Combined Stress Factor: CSF = 0.92 NOTES II,V 1 Project:- page 1 TM Rippey Consulting Engineers Location: Typical Exterior Wall (worse case) StruCalc Version 8.0.100.0 1/26/2010 4:05:49 PM Column LOADING DIAGRAM [2006 International Building Code(2005 NOS)] of 1.5 IN x 5.5 IN x 9.0 FT @ 24 O.C. #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 36.9% DEFLECTIONS - B Deflection due to lateral loads only: Defl = 0.18 IN = U609 Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert-LL -Rxn = 0 Ib r �",u� ,, { u Dead Load: Vert-DL -Rxn = 2968 Ib Total Load: Vert-TL -Rxn = 2968 Ib a 4 x ( � ii HORIZONTAL REACTIONS M.;`:: Total (t eaction at Top of Column: TL- Rxn -Top = 180 Ib Total Reaction at Bottom of Column: TL- Rxn -Bottom = 180 Ib , , . ° s ft COLUMN DATA mrz Total Column Length: 9 ft �, Unbraced Length (X -Axis) Ly: 9 ft t4 Unbraced Length (Y -Axis) Ly: 0 ft Column End Condtion -K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind /Seismic) 1.33 r4 COLUMN PROPERTIES #2 - Douglas- Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 1019 psi Cd =1.33 Ch 1.10 Cp =0.52 A Bending Stress (X -X Axis): Fbx = 900 psi Fbx' = 1790 psi Cd =1.33 CF =1.30 Cr =1.15 CI =1.00 AXIAL LOADING Bending Stress (Y -Y Axis): Fby = 900 psi Fby' = 1790 psi Live Load: PL = 0 plf Cd =1.33 CF =1.30 Cr -1.15 Dead Load: PD = 1476 plf Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Self Weight: CSW = 16 plf Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Total Load: PT = 1492 plf Column Section (X -X Axis): dx = 5.5 in LATERAL LOADING (Dy Face) Column Section (Y -Y Axis): dy = 1.5 in Uniform Lateral Load: wL -Lat = 20 psf Area: A = 8.25 in2 Section Modulus (X -X Axis): Sx = 7.56 in3 Section Modulus (Y -Y Axis): Sy = 2.06 in3 Slenderness Ratio: Lex/dx = 19.64 Ley /dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and La teral loads (D + W or E) Actual Compressive Stress: Fc = 360 psi Allowable Compressive Stress: Fc' = 1019 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft-lb • Eccentricity Moment (Y -Y Axis): My -ey = 0 ft-Ib Moment Due to Lateral Loads (X -X Axis): . Mx = 405 ft -lb Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X -X Axis): Fbx = 643 psi Allowable Bending Stress (X -X Axis): Fbx' = 1790 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1790 psi • Combined Stress Factor: CSF = 0.63 NOTES • • 11,3 SECTION��"y10' `' T• GENERAL PRO ECT D'ATA�; �'"�'�,_ "t��° ��` � °""'� a -�` �' r� � } F �'�� F'�z��' � ~� . �._ _ - _.. � _ R�� - .�$�wCa � � '� �' � ,... dr. _. _ . .. � w lb � ff"�Ta .. i� ( �,,, ;ry? . Construction documents Location (sheet number or /,ec sec rum) 1.1 RI Required No. of sets of plans: New: 1 TI: 2 1.2 ❑ Required Cover sheet title block A0.01 1.3 ® Required Cover sheet vicinity map A0.01 1.4 Dr' Required Cover sheet plan index A0.01 1.5 a P ❑ NA Code summary A0.02 1.6 ® P ❑ NA Deferred submittal summary A0.01 1.7 P ❑ NA Professional stamp and signature All 1.8 ® P ❑ NA Fire and life- safety plan A0.03 1.9 le P ❑ NA Landscape plan L1.0 - L3.0 1.10 Z P ❑ NA Landscape specifications Supporting documents Notes 1.20 P ❑ NA Land -use or planning actions SDR2009 -0005 1.21 ❑ P ❑ NA Required fire -flow calculations 1.22 tg.. P ❑ NA Fire- hydrant Clow -test report 1.23 ❑ P ❑ NA Fire department or fire district building survey report 1.24 ❑ P ❑ NA Material safety data sheets (MSDS) n �.x y � � CTIONN 0 " CIVIL'' DATA" f' S.'attx . "�:: . t*afiA �t: � :,��...4ai, ? SC ._ Construction documents location (shut number or spec section) 2.1 ® Required Site plan A1.20. C1.0 2.2 © Required Site utility plan C3.0 2.3 ® Required Grading plan C2.0 2.4 ® Required Erosion- control plan C6.0 - C6.3 2.5 P ❑ NA Utility -vault location and details C3.0. C4.0 Supporting documents Notes 2.20 f P ❑ NA Geotechnical /soil engineer report 2.21 ►d P ❑ NA Storm -water calculations 2.22 © P ❑ NA Site retaining -wall structural calculations 2.23 ® P ❑ NA "Assurance of Compliance" with environmental rules .... 440 -2734 t8 /0I /WEB /COM) Tri- County Commercial Application Checklist 2 For use in building department jurisdictions in Clackamas, Multnomah, and Washington Counties 1: \Buildin \Foams \COM- Checklist.doc SECON TI . ARC ° HITE ' alliaP D .: t a ; • „ ov N �. +a ` itA , .,, ;, 3 0�� � r � � � �:� � y �� � , � � � ��. ` ���ti . „1, • Construction documents Location (sheet number or spec .secaiont A2.01 - A2.04 3.1 4 Required Floor plan(s) (Enlargements in A5 series) 3.2 ❑ Required Transverse and longitudinal cross sections A3.10 - A3.11 3.3 ® Required OSSC Chapter 11 accessibility requirements All 3.4 ® P ❑ NA Interior elevations A6.01 - A6.04 A3.01 - A3.01 3.5 ® P ❑ NA Exterior elevations (Enlargements in A4 series) 3.6 P ❑ NA Roof plans A2.10 3.7 ® P ❑ NA Exterior wall sections and details A4.01 - A4.13 A2.01 - A2.04 3.8 a P ❑ NA Reflected ceiling plan(s) (Enlargements in A5 series) 3.9 Q P ❑ NA Fire -rated construction details A8.01, A8.02 3.10 ❑ P ❑ NA Energy code compliant construction details and A8.01, A8.02, Sect. 072100, specifications 085313, 082250 3.11 ® P ❑ NA Door schedule A9.20, A9.21 3.12 ® P ❑ NA Glazing schedule A9.10, Sect. 088000 3.13 ❑ P ® NA Furniture plan Shown in enlarged plans, NIC Supporting documents Notes 3.20 EILP ❑ NA Energy code compliance forms /calculations 3.21 ❑ P ❑ NA Material safety data sheets (MSDS) 3.22 ❑ P ❑ NA Hazardous materials inventory statement (HMIS) 3.23 ❑ P ❑ NA Hazardous materials management plan (HMMP) 3.24 ❑ P ❑ NA Written fire and life- safety evacuation plan for area of rescue assistance 3.25 ❑ P ❑ NA Active and passive smoke - control information 440 -2734 t8 /0IIWEB /COP1) Tri- County Commercial Application Checklist 3 For use in building department jurisdictions in Clackamas, Multnomah. and Washington Counties i:\Building\Forms\com-Checkiistdoc a , �. .ra,� -,a�j tvr �,�w 7r r.. ^r =� s�?Aw �: nw^wv:��^�. � cxwD�'i"�'°1°i �, , .� � �,, r � t .w.:. �4 `Lr* i '- ,r �w �. -IF i r SECTIQN,4 0, STrRUCTURAL DA�TgA y� t •� ,� "� ,� A Construction documents Locoriun (Oleel number or.s/uec section) 4.1 ® Required Structural cover sheet S1.0 4.2 0 P ❑ NA Foundation plan S2.1 4.3 ❑ P NA Under -slab mechanical plan 4.4 ❑ P ❑ NA Under -slab electrical plan 4.5 ❑ P ❑ NA Under -slab plumbing plan 4.6 Z P ❑ NA Floor framing plan S2.2 - S2.4 4.7 © P ❑ NA Roof framing plan S2.5 4.8 ❑ P © NA Structural elevations S1.1, S3.1, S3.2, S4.1, S4.2, 4.9 la P ❑ NA Structural details and cross sections S5.1 4.10 ❑ P ® NA Standpipe information 4.11 ® P ❑ NA Special inspector /structural observation matrix S1.0 Supporting documents Noes 4.20 Q P ❑ NA Geotechnical /soil engineer report 4.21 ❑ P ❑ NA Site - specific seismic hazard report 4.22 E P ❑ NA Design narrative see S1.0 4.23 ® P ❑ NA Structural calculations 440 -2734 (8 /01/WEB /COM) Tri- County Commercial Application Checklist 4 For use in building department jurisdictions in Clackamas. Multnomah. and Washington Counties 1: \Buildings \Forms \COM- Checklist.doc