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Home My WebLink AboutB13-0076 Structural Calcs.pdf EI STRUCTURAL Job Title: Job no.: Sheet of Subject: By: Date: I STRUCTURAL Job Title: Job no.: Sheet of Subject: By Date: M 518' 3'-0 5(8" 4'-5" 4'-1" 8'-1318" 19)3Ab 1 E2 ,z / 1 S402 G �El. m (E) 2@24' 5521 W.,_. ✓ - 44�1, A§2 _ m i`._._ 101 / Ito Sit :12 P 8:1r 812 n � S401 I I' � ` - (E)2x1 @ 12 1 I i ( { nn (RIDGE BEAM) B 51/8'x22112"GWLA T - --- - (E)5l/8'x221/2 N sszl "GLULAM 41j/ q (E)2x12 @ 16' 5:121 5:12 1 \ A. -�-- +. I S401 v` 1`601 I — f 1 t I F, IF czs t d P r f j E d t ( I c B d } i �I I� jj 1 Ile r } s � s � f R E I STRUCTURAL rE Job Title: / �f�('d��— Job no.: Sheet f of Subject: �¢ �� By: Date: 'lev0 lei ley -� A170 r 411-702 171061' 4PF-617 pa filpeAlt4Pa did' j,q70 t7 REI ? STRUCTURAL E Job Title:. //ri / 0 ® Job no.:/O/V Sheet 2 of Subject: By: Date:; Mad LL 7 L rte ✓� 5°�� Dr�� { �L 6 -71 c {3f7 REI STRUCTURAL s Job Title: Job no.: Sheet of Subject: �� ;jL By: Date: 1-4 f� 60) u r�l�Il� �' /ZIt7d 1217x 14492-5 ll / p C� toy yL� 1 REI I STRUCTURAL FE Job Title: Job�if/!dr no 10214 Sheet �' of .: Subject: �°�� 4V By Date: 4p/11* ° jog,,- �r `p tod 62. y. ADO pL r /40 rA 6v�y 71, P (O V 7 �oyy 1 'a 707 -76 1, -76 REI STRUCTURAL Job Title: � Job no.: ® Sheet of Subject: By Date: ./�/0'� I�a�n • 5 Gro6v� 3 171- ,s f-7 • �= � 44,: Le �At a� _ ,e= 0010/ )lilt 1V4, _ r REI I STRUCTURAL RU Job Title: �7�✓�w�' Job no.: Sheetik of Subject: v" j/"' 4QV� BY; Date ��` Ox Aw- Zl- REI STRUCTURAL Job Title: ��3g�' FE Job no.: lG�(�t' Sheet of Subject: r By Date: x li G h �tl 4'5 7 "/sJ : �i z- IV N j�4 Ott <00 l00 i34 �3o M06 �0 t7A t2® G AP AI&`U PAV® !06 CAIS TO F- tle REI ' STRUCTURAL 17 Job Title: , 1 fR Job no.:f Sheet �a.of Subject: Y. Date: y 124.4 WXI It t� t� .a Y X i -9.561 k I -1.5 1.566k/ -1.326k/ft -4.452k-1.353k/ft i ?�r ��r /��„ire•r •err•i/�!'�.{� h�,'�/ r rr r\ \i r� � ry � ,, rl �r �r A ✓ .i�Ir ,/\I d r .r r �.r �r � r Ar �, A/ 'l�i•V 1 IN 2 IN3 4 5 Loads: BLC 1, total load Results for LC 1, TL I REI-Structural Betteridge Bob ELI Mar 26, 2013 at 3:09 PM West, North wall, Roof shoulder, GLB West North Roof shoulder at 3.r2d Company REI-Structural Mar 26, 2013 Designer Bob 3:10 PM Job Number ; Betteridge Checked By: Basic Load Cases BLC Description Cateaory X Gravitv Y Gravitv Joint Point Distributed 1 total load None 4 1 5 Joint Boundary Conditions Joint Label X k/in Y fk/inl Rotationfk-ft/radl Footing 1 N1 Reaction Reaction 2 N2 Reaction 3 N3 Reaction 4 N4 Reaction Wood Design Parameters Label Sha a Len th... Le-out ft Le-in ft le-bend to ft le-bend bo... K-out K-in CH Cr Out sw... In sway 1 M1 WOOD1A 5.5 2 M2 WOODIA 3.5' 3 M3 WOODIA 3.25 4+ M4 WOOD1A 2.25 Joint Coordinates and Temperatures Label X rftl Y ft --TgmpLF 1 N1 0 0 0 2 N2 5.5 0 0 3 1 N3 9 0 0 4 1 1 N4 12.25 0 0 5 N5 14.5 0 I 0 I Joint Reactions LC Joint Label X k Y k MZ[k-ft] 1 1 N1 0 12.161 0 2 1' N2 0 20.744 0 3 1 N3 0 1.944 0 4 1` N4 0 8.675 0 5 1 Totals: 0 43.525 6? 1 COG (ft): X: 5.465 Y: 0 Load Combinations Description Solve PDelta S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 I TL lYesl 1 1 Member Distributed Loads (BLC 1 : total load) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End Location ft 1 M1 Y -1.566 -1.566 2.5 5.5 2 M2 Y -1.326 -1.326 0 0 3 M3 Y -1.326 -1.326 0 0 4 M4 Y -1.353 -1.353 0 0 5 M1 Y -1.566 -1.566 0 2.5 RISA-21D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\West North Roof shoulder at 3.r2d] Page 6 Company : REI-Structural Mar 26, 2013 Designer Bob 3:10 PM Job Number : Betteridge Checked By: Member Point Loads (BLC 9 : total load) Member Label Direction Ma nitude k k-ft Location ft 1 M 1 Y -9.561 2.5 2"` M 1 Y -4.452 4.5 3 M3 Y -4.452 1.75 4 M 1 Y; 4.452 .5 Wood Material Prolverties Label Species Grade Cm Emod Nu Therm \... Dens k/ft^3 1 DF Larch Douglas Fir-Larch No.1 1 1 .3 .3 .035 2 So Pine' Southern Pine "` No.1 1 1 .3 .3 .035 3 W3 24F-V4 SP/SP na 1 1_3 .3 .035 Member Primary Data Label I Joint J Joint Rotate... Section/Sha e T vP e Design List Material Design Rules 1 M1 N1 N2 WOOD1A Beam I Rectan ular I W3 Typical 2 M2 N2 N3 WOOD1A Beam Rectangular W3 Typical 3 M3 N3 N4 WOOD1A Beam Rectangular W3 T ical 4' M4 N4 N5 WOOD1A Beam Rectan ular W3 Typical Member Section Deflections LC Member Label Sec x[in] y[in] n Uy Ratio 1 1 M1 1 0 1 0 T NC 2 2 0 -.027 2417.167 3 3 0 -.036 1830.451 4 4 I ! 0 -.022 3022.886 5 5 0 0 NC 6 1 M2 1 0 0 NC 7 2 0 .006 7516.16 8 3 0 .006 7067.375 9 4 0 1 .003 NC 10' 5 0 0 NC 11 1 M3 1 0 0 NC 12 2 0 -.002 NC 13 3 0 -.003 NC 14! 4 0 =.001 NC 15 I 5 0 0 NC 16' 1 M4 1' 0 0 NC 17 2 0 0 NC 18 3 0 -.001 NC 19 4 1 0 -.002 NC 20i 5 0 -.003 8247.108 RIBA-21D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\West North Roof shoulder at 3.r2d] Page 7 1( X -20.7k 1� I -�1?8k7 1.8k/ft VA , i,.:r �� , 1 /�•r �I,r it / �,ij r\ i i .•�i�•�r r /V y\/ '^�/1' A 1j ,� ,f \l r r V% ,r�� r r 1 1 2 3 1 Loads: BLC 1, tl Results for LC 1, ti REI-Structural Betteridge Bob Mar 26, 2013 at 3:07 PM West, forth Wall, 2nd floor, C12 West North Band at 2.r2d Company : REI-Structural Mar 26, 2013 Designer Bob 3:07 PM Job Number : Betteridge Checked By: Joint Boundary Conditions Joint Label X k/in Y rk/inj Rotation[k-ft/radl Footin 1 I N1 Reaction Reaction 2 1 N2 I Reaction Member RISC ASD Steel Code Checks LC Member Shape UC Max Loc ft Shear UC Loc ft FaIrksil Ftrksil Fb ksi Cb Cm E n 1 1 M 1 C 12X30 1 .955 7.75 1 .245 1 7.75 22.22 1 30 30 1.75 .85 N 1-2 2 1 M2 C12X3Q 955 0 156 1 0 1 22.22 30 30 1'-.75 85 H1-2 Joint Coordinates and Temperatures Label X Lftl Y ft Temp F 1 N1 0 0 0 2; N2 7.75 0 0' 3 N3 12.5 0 0 Joint Reactions LC Joint Label X k YY fk1 MZ(k-ft] 1 1 N1 1 0 16.825 TI 0 2 1 N2 0 49.135 0 3 1 Totals: 0 65.96 4 1 COG (ft): Load Combinations Description Solve PDelta S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 tl !Yes I I 1 1 T� J Member Distributed Loads (BLC 1 : tl) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End Location ft 1 M 1 Y -1.8 -1.8 0 0 2 M2 Y -1.8 -1.8' 0 0 Member Point Loads (BLC ' : tl) Member Label Direction Ma nitude k k-ft Location ft 1 M1 Y -12.16 0 2' M1 Y -20.7 5.5 3 M2 Y -8.7 4.75 4 M2 Y -11.9 1.5 Hot Rolled Steel Properties Label E[ksil G fksil Nu Therm \1 E5 F Densi k/ftA 31 Yield ksi 1 A36 Gr.36 29000 11154 .3 1 .65 .49 36 2 A572 Gr.50 1 29000 1 111`54 .3 65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 1 29000 11154 .3 65 .49 42 5 i A500 Gr.46 29000 11154 .3 .65 .49 46 RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\West North Band at 2.r2d] Page 4 d Company REI-Structural Mar 26, 2013 Designer Bob 3:07 PM Job Number : Betteridge Checked By: Member Section Deflections LC Member Label Sec x in in n Uy Ratio 111 1 M1 1 0 0 NC 2 0 -:003 NC 3 3 0 0 NC 4 4 0 01 9049.025 5 5 0 0 NC 6 1 M2 1 0 0 NC 7 2 0 -.045 1254.468 8 3 0 -.`113 502.774 9 4 0 -.195 292.656 10 5 0 -.282 201.919 Hot Rolled Steel Design Parameters Label Sha a Len th... Lb-out ft ft Lb-in Lcom to ...LcornD bot... K-out K-in Cm Cb Out s...In swa Functi... 1 M1 4HR1 HR1 7.75 4 4 4 1 4 Lateral 2 M2 4.75 4 4 A 4 1 Lateral RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\West North Band at 2.r2d] Page 5 I STRUCTURAL Job Title: Job no.: Sheet of Subject: B : 6? Y� ,�� Date: re ah d�®t / f I 4mv � ki i i- , 1 r j t r .......... �4 a 1 W i t � f � agcy REI STRUCTURAL " Job Title: Job no.: Sheet of Subject. By Date: S IV PIMA �` k" O 1/)p4VY 1$ �' �,G'.- 7 I REI STRUCTURAL Job Title: Job no.: Sheet of Subject: By: Date: v 1y' I E2 1'L-131 4 I � S402 I T I f b0 BXI r \ 4 x, AVIVI s I / (RIDGE BEAM) AF 7 � a I I �f 3+312 -t Nave !fit% RE9 STRUCTURAL Job Title: Job no.:,� Sheet of Subject: By:® Date: PZ u C ! " � � r i i to t1 8 66 L� y 15 � a 5,r ! l z; `� el, v fey o � REI STRUCTURAL �v -' Job Title: . ` Job no.: Sheet of Subject: By: Date: VJ -_--- w i Y�. o -7 ►►•0 p j4 0 J, q o� A v Gtip 31 �� 'kue day 2®l ,Y �Lx 1 2 3 Results for LC 1, full LL REI-Structural Betterldge Bob ytegl ham al{�Alk- Mar 26, 2013 at 2:38 PM 3rd floor balcony.r2d Company REI-Structural Mar 26, 2013 Designer Bob 2:38 PM Job Number : Betteridge Checked By: Joint Boundary Conditions Joint Label X rk/in] Y rk/in] Rotation k-ft/rad Footing 1 N1 Reaction Reaction 2 N2 Reaction Hot Rolled Steel Design Parameters Label Sha a Len th... Lb-out ft Lb-infftl LcoMD to ...LcomD bot... K-out K-in Cm Cb Out s...In sway Functi... 1 m1 C8X11.5 6 2 2 Lateral 2 m2 C4X7.25 4'+ 1 Lateral Member A/SC ASD Steel Code Checks LC Member Sha a UC Max Lod ft Shear UC Loc ft Fa ksi Ft ksi Fb ksi Cb Cm E n 1 1 m 1 C8X 11.5 .182 6 .036 6 10.958 21.6 21.6 1.75 .85 H 1-2 2 1 1 0 1 .072 1 0 1 1`2.143 1 21.6 1 21.6 11.751 .85 1 H2-1 3 2 m1 C8X11.5 .182 6 .025 1 6 1 10.958 1 21.6 1 21.6 11751 85 1 H2-1 4 2 m2 C4X725 :647 0 .072 1 0 1 12.143 21.6 -1 21.6 1175 .85 1 H 1-2 5 3 m1 C8X11.5 .073 6 .025 6 10.958 21.6 21.6 1.75 .85 H1-2 6-1-3 m2 C4X7.25 .260 0 .029 0 12.143 21.6 ' 21.6 11,751 .85 HI-2 Joint Coordinates and Temperatures Label X fft] Y rft] Temp F 1 N1 0 0 0 2 N2 6 0 0' 3 N3 10 0 0 Joint Reactions LC Joint Label X k Y fkl MZ k-ft 1 I 1 N1 0 .017 0 2 1' N2 0 2.243 0', 3 1 Totals: 0 2.26 4'' 1 COG ft X: 5.956 Y: 0 5 2 N1 0 -.253 0 6 2' N2 0 1.973 0 7 2 Totals: 0 1.72 8'+ 2' COG (ft):` X: 6.884 Y: 0! 9 3 N1 0 .283 0 10 3' N2 0 1.177 0; 11 3 Totals: 0 1.46 12 3 1 COG (ft): X: 4.836 Y: 0 Load Combinations Descri tion Solve PDelta "S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 full LL Yes l 1 1 2 1 1 3 1 1 1 2' LL exterior Yes 1 1 3 1 i IL 3 LL interiorLYes 1 ! 1 2 1 Member Distributed Loads (BLC 1 : dl) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End Location ft 1 ml Y -.064 -.064 0 0 2 m2 Y -.134 -.134 0 0 RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\3rd floor balcony.r2d] Page 1 y Company REI-Structural Mar 26, 2013 Designer Bob 2:38 PM Job Number : Betteridge Checked By: Member Distributed Loads (BLC 2 : 11 interior) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End Location ft 1 m 1 Y 1 -.09 -.09 0 0 Member Distributed Loads (BLC 3 : 11 exterior) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End Location ft 1 1 m2 Y I -.2 -.2 0 i 0 Member Point Loads Member Label Direction Ma nitude k k-ft Location ft No Data to Print ... Member Primary Data Label I Joint J Joint Rotate... Section/Shane T e Design List Material Design Rules 1 m1 N1 N2 08X11.5 Beam None A36 Gr.36 Typical 2 m2 N2 N3 04X725 Beam None A36 Gr 36 Typical RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\3rd floor balcony.r2d] Page 2 RI ? STRUCTURAL Job Title: , Job no.: . Sheet` of Subject: By: Date: No -' 7 ` f 17 Q C " . E j I j STRUCTURAL ,17 Job Title: Al,IYj" Job no.: Sheet of Subject: I, By Date: Ell Ul 5 � t 7 40 4t% r r `I E �a el x V X i MI A 2- M4-- 2 3 �� 4 5 2 AIJXJO G 7 Results for LC 1, LL total REI-Structural Betteridge Bob 91 Mar 26-2013 at 2:50 PM 3rd FLoor south deck infill beam 3rd south deck.r2d Company REI-Structural Mar 26, 2013 Designer Bob 2:50 PM Job Number : Betteridge Checked By: Load Combinations Descri tion Solve PDelta S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 LL total Yes 1 1 2 1 1 3 1 4 -1 2 LL exteriors Yes 1 1 3 I 1 4 1 I G 3 LL ext minu...;Yes 1 1 3 1 Member Distributed Loads (BLC ' : dl) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% ft End Location % 1 Ni 1 Y -.07 1 -.07 0 0 2 M2 Y i -07 -.07 0 2.25 3 M2 Y 1 -.15 -.15 2.25 1 4.75 4 M3 5 M4 Y �_ -.15 -.15 0 0 Member Distributed Loads (BLC 2 : 11 interior) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Locationfft,%j End Location ft 1 M 1 Y -.09 1 -.09 1 0 0 2 M2 Y -.09 1 -.09 0 2.25 Member Distributed Loads (BLC 3 : l/deck) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location[ft,%j End Location ft F-2 M2 Y -.2 -.2 2.25 0 M'3 Y ! -2 -.2 0 0 Member Distributed Loads (BLC 4 : 1l deck cant) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft%1 End Location ft% 1 M4 1 Y -.2 -.2 1 0 0 Member Point Loads (BLC 1 : d12 Member Label Direction Ma nitude k k-ft Location ft% 1 M 1 Y -.182 0 2 M2 Y -.182 2.25 Member Point Loads BLC 2 : 11 interior) _Member Label Direction _ Ma nitude k k-ft Location ft 1 M1 Y -1.11 0 2 M2 Y 2.25 Hot Rolled Steel Properties Label E fksil G rksil Nu Therm AI E5 F Densi k/ftA 311 Yield ksi 1 A36 Gr.36 29000 11154 .3 .65 :49 36 2 A572 Gr.50 29000 11154 .3 65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 29000 11154 _. ♦3 .65 1 .49 42 5 A500 Gr.46 29000 11154 3 65 49 46 Member Section Deflections LC _ Member Label Sec x in in n Uy Ratio 1 1 M 1 1 0 0 NC 2 2 0 -.046 2886 659 3 3 0 -.065 2033.811 RIBA-2D Version 9.0.0 [G:\job®dots\12 Files\12024 9777idge\3rd south deck.r2d] Page 6 Company REI-Structural Mar 26, 2013 Designer : Bob 2:50 PM Job Number : Betteridge Checked By: Member Section Deflections (Continued) LC Member Label Sec x finl in n L/ Ratio 4 4 0 -.047 2796.561 5 5 0 0 1 NC 6 1 M2 1 0 0 NC, 7 I 1 2 0 .028 2035.512 8 3 0 :054 1046.926 9 4 0 .06 949.944 1`0 5 0 0 NC 11 ( 9 M3 1 0 0 NC 12 2 1 0 -.624 269.071 13 3 0 -1.104 152.195 14 4 0 -.861 195.136 15 5 0 1 0 NC 1'6 1 M4 1 0 0 NC 17 2 0 .137 NC 18 3 0 .272 NC 19 4 0 407 NC 20 5 0 542 NC 21 2 M1 1 0 0 NC 22 2 1 0 -032 4066.175 23 3 1 0 -.048 2731.429 24 4 0 -.038 3465.447 25 5 0 0 NC 26 2'' M2 1 0 0 NC 27 2 0 -+-.033 1702.758 28 ' 3 0 .067 852.331 29 4 0 .069 826.464 30 1 5 0 0 NC 31 2 M3 1 0 0 NC 32 2 0 -.642 2 51.535 33 3 0 -1.124 _ 149.412 34 4 0 -.874 192.266 35 5 0 0 NC 36 2 M4 1 Ol 0 NC 37 2 0 .139 NC 38- 3 0 .276 NC 39 4 0 .413 NC 40 5 0 .55 NC 41 3 M1 1 0 0 NC 42 2 0 -.033 4003.05 43 3 0 -.049 2685.906 44 4 0 -.039 3401.447 45 5 0 0 NC 46 3 M2 1 0 0 NC 47 2 0 .034 1659.092 48'' 3 0 .069 829.754 49 4 _ 0 .071 804.893 50 5 0 0 NC 51 3 M3 1 0 0 NC 5 2 0 -.66 254354 53 3 0 -1.163 144.416 54 4 0 -.914 183.807 155 5 0 0 NC 56> 3 M4 1 0 0 NC 57 1 2 0 .149 NC 58 3 0 .298 NC 59 4 0 .446 NC 60` 5 0 .595 NC RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\3rd south deck.r2d] Page 7 Company REI-Structural Mar 26, 2013 Designer Bob 2:50 PM Job Number : Betteridge Checked By: Basic Load Cases BLC Description Cateaory X Gravity Y Gravitv Joint Point Distributed 1 di None 2 I 5 2 II interior None 2 l ' 2 3 11 deck None I 2 4 II deck cant No 1 Hot Rolled Steel Design Parameters Label Shave Len th... Lb-out ft Lb-infftl Lcom to ...Lcom bot... K-out K-in Cm Cb Out s...In swa Functi... 1 M1 W8X10 1 11 4 1 4 1 Lateral 2 M2 I C4XT251 4.75 ! 4 1 4 1 atera( 3 M3 C4X7.25 1 14 4 1 4 1 Lateral 4 M4 I C4X7.25 ` 2 4 4 Lateral Load Combination Design Descri tion ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Masonry Footin s 1 LL total Yes Yes Yes Yes Yes Yes 2 LL exterior Yes Yes Yes Yes I Yes Yes 3 1 LL ext minus c Yes _ Yes Yes Yes 1 Yes I Yes RISA-2D,Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\3rd south deck.r2d] Page 8 RI STRUCTURAL Job Title: ��v Job no.: Sheet of Subject: By: Date: Zi r Pt IZ e X64 7Z 2 3W 1 � S� � r AI 1 / /d+ WA r I STRUCTURAL Y / Job Title: Job no.: Sheet` L of Subject: y D l 1 B ate: Q a l �;- � I l Iv,4�wll IN? e. (d ��, t s � RE ] STRUCTURAL 17 Job Title: P Job no.: Sheet of Subject: g E g y: Date: Pt i t A AI al i Z- 179/ i i RE9 STRUCTURAL Job Title: f�/GuP.��`,� Job no.: Sheet. of Subject: By: Date: m G 0 t 15 /Z � } ry RE ! STRUCTURAL Job Title: Job no.: Sheet of Subject: By: Date: �4'41/4" I 1 4'-5" 4'-0" 8'-1 318" ' 19A$J I � I h � A � 5402 I I I I I I � / I III I a�1oa o� I, - 7 f� /\ - i \ 1 I S511 i T GAT (RIDGE BEAM) lam! %:S2 V///'�, - I N/ t� tZ -- -- -- ------- I 1 I I I i 4o a i 6 � B �C �\soot/ R I STRUCTURAL Job Title: Job no.: Sheen of Subject: By Date: Z .5� 7 _ v R I ; STRUCTURAL � JRod 11,41%. 17 Job Title: Job no.: Sheen of Subject: By: Date:1p° � / s .. 1 4/ 1 IM YZ- d7 ?7/ 7x 14 11G REI STRUCTURAL Job Title: Job no.: Sheet of Subject: By: Date: 3 �1 0411` �o 47 G z to �,°u 216 fl "fix P3 1, 6 ,7 2 �lao✓ Tp /��r j/ .Y — , Lx -6.98k i 2.964k Loads: BLC 1, tl Results for LC 1, tl REI-Structural Betteridge Bob Mar 26, 2013 at 2:36 PM 2nd Fir Add Sms.r2d 2 4 /,�7, , T�� Company : REI-Structural Mar 26, 2013 Designer : Bob 2:35 PM Job Number : Betteridge Checked By: Joint Boundary Conditions Joint Label X Win Y k/in Rotation k-ft/rad Footin 1 N2 Reaction Reaction 2 N1 Reaction Hot Rolled Steel Design Parameters Label Shape Length[... Lb-out[ft] Lb-in ft Lcom to ...Lcomp bot... K-out K-in Cm Cb Out s...In sway Functi... No Data to Print... Member A/SC ASD Steel Code Checks LC Member Shape, LIC Max Loc[ftl Shear UC Loc[ftj Fa ksi Ft ksi Fbfksil Cb Cm E n No Data to Print... Joint Coordinates and Temperatures Label X ft Y MI Tern f 1 N1 Q 0 0 2 N2 19 0, 0 Joint Reactions LC Joint Label X rkI Y fkI MZ k-ft 1 1 1 N2 0 2.622 0 2' 1 1 N 1 0 7,322 0 3 1 i Totals: 0 9.944 I COG (ft): X: 5.01 Y: Q Load Combinations Description Solve PDelta S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 tl Yes i 1 1 I I Member Distributed Loads Member Label Direction Start Magnitude[k/ft d End Magnitude[k/ft d Start Location[ft%1 . End Location[ft.%o No Data to Print ... Member Point Loads (BLC 1 : tl) Member Label Direction Magnitude[k k-ft] Location ft%' 1 M 1 Y -2.964 1.5 2 M 1 i Y -6.98 6.5 — 1 Member Primary Data Label I Joint J Joint Rotate... Section/Sha e T e Design List Material Design Rules 1 M/ N1 1 N2 6X14 Nonel None DF Larch 1 Typical RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\2nd FlrAdd Bms.r2d] Page 3 RE [ STRUCTURAL Job Title: yX. f: f, �' Job no.: Sheet of Subject: By: Date: 4 r Y [J ® ��f�• _..,�-fit.... _ `, e, _ a s -`` - i i m - i �I r j [ i i Y 4 1 � �,J 1ti EI STRUCTURAL V,- All Job Title: ,. t ' 1 ° Job no.: Sheet of Subject: B Date: "', xO ze; 101 { ^ a r f ash � w - oe z �1 ^ -ftZ> 4 sit/ _ 1. EI STRUCTURAL Job Title: Job no.:: Sheet % of Subject: g 4 c By: Date: d � N f Y t pp �f.✓ _�:�,.--ter— a.... ..._ ,... ..._..._ __ � �._ Or A4 6 z P , , Y t r , i .Y �1 EI STRUCTURAL <�f.��rY,r'r �.,.... Job Title: Job no.: Sheet of Subject: J By: Date: 'A`" r i tea. f x # i VA YN 1 p _ r .t J� Hagr � J 1 E �, 4v i v ��y - LEL - - WW 00tr(e) .Y X -9.588k -9.588k -10.125k - -7.16k � I 982k/f 6k/ft l:��f -.952k/ft866k1f 1 . -2.6 5 8 1 3 3�7k 1 X08 k -.166k/ft V; V /*\V" 1\1A \V 1 2 ` 3 P4 IN5 6 I Loads: BLC 1, West unit Results for LC 1, TL New REI-Structural Betteridge Bob �—Mar 2-6, 2013 at 3:00 PM g.l. 2 existing west unit loads GLI 2 aeam.rzd .Y �Lx -19.754k -15.925k -1.001k/ft 909k/ft� -.847k/ft -.491 k/ft 1 2 3 P4 IN,5 i 6 Loads: BLC 2, East unit existing Results for LC 1, TL New REI-Structural Betteridge Bob Mar 26, 2013 at 3:01 PM g.l. 2 existing beam east unit existing loads GL 2 Beam.r2d .Y x -.3k/ft -.3k/#t3k/ft -.3k/ft -.3k/ft r \ r1 \ i\ r �'', \�i ' fir• r 'r• / /\,i�! � � � \ r: n �:!V�r V%�•;r\�' Vl ,:! �/ `•. A�; A'i Al y�• AJ\;1��/\;A,1\;/A•J A.r �;/ �d�\.r V/\,�I/1�/ �1�:/A,i/�/V/ 'Ni A42 IN 3 4 5 6 Loads: BLC 3, Roof at GI-2 Results for LC 1, TL New REI-Structural Betteridge Bob Mar 26, 2013 at 3:01 PM g.l. 2 existing beam roof toads �L 2 Beam.r2d Y X I -.982kift.956k/ft T 952k/ft -.866k/ft 166k/ft J •,I, , , I„ ,, , .i ✓ i�Air Ali :�. ,J W'V''1:/ /��1/ A/A �,�iV��,il A,i�,;J \/ \./ "��.� /�,%\i/V Ali\/ 1 213 IN4 IN5 6 1 Loads: BLC 4, West unit existing Results for LC 1, TL New REI-Structural Betteridge Bob Mar 26, 2013 at 3:02 PM g.l. 2 existing beam west unit existing loads GL 2 Beam.r2d Company : REI-Structural Mar 26, 2013 Designer : Bob 3:02 PM Job Number : Betteridge Checked By: .Joint Boundary Conditions Joint Label X k/in Y fk/inl Rotation f k-ft/radl Footing 1 N2 Reaction Reaction 2 N3 Reaction 3 N4 Reaction 4 N5 Reaction 5 N6 Reaction Member A/SC ASD Steel Code Checks LC Member Sha e LIC Max Loc ft Shear LIC Loc[ftl Fafksil Ftrksil Fbrksil Cb Cm E n 1 1 M1 W 16X26 1 .459 6.25 1 .243 1 6.25 28.142 30 33 1.75 .85 H1-2 2 1 M2 I W 16X26 1 .914 2.5 .283 2.5 28.142 30 33 1.298 .85 H1-2 3 1 M3 W1 6X26 1 .994 18 .485 18 28.142 30 33 1.038 .85 H1-2 4' 1 M4' W16X26 :994 0 .665 0' 28.142 30 33 1.332 .85 H2-1 5 1 M5 W16X26 .455 0 .140 1 0 28.142 30 33 1.75 .85 H2-1 Joint Coordinates and Temperatures Label X rftl Y ft Tem F 1 N1 _ 0 0 0 2 E N2 6.25 0 0 3 N3 8.75 0 0 4' N4 26.75 0 0 5 N5 41.75 0 0 6 N6 47.75 0 0 Joint Reactions LC Joint Label X fkl Y rkl MZ k-ft 1 I 1 I N2 0 -1.075 0 2 1' N3 " 0 52.547 0 3 1 N4 0 77.364 0 4 1 N5 0 37.989 0 5 1 N6 0 -6.488 0 Ff: 1` Totals: 0 160.338 1 COG (ft): X: 23.693 Y: 0 Load Combinations Description Solve PDelta S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 TL New lYesl 1 1 1 1 2 1 1 1 3 1 1 2 ITL Existin Yes 4 1 2 1 3 1 Member Distributed Loads BLC 1 : West unit) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Locationfft.%l End Location ft 1 M1 Y -.166 -.166 0 2 2'' M2 Y -.952 -.936 0 2.5 3 M3 Y -.936 -.866 0 11.25 4 M1 Y -.982 -.952 2 6'.5 5 M3 Y -1.001 -.952 11.25 18 6 M4 Y -.952 -.866 0 1'1 Member Distributed Loads BLC 2 : East unit existing) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%] RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\GL 2 Beam.r2d] Page 1 Company REI-Structural Mar 26, 2013 Designer Bob 3:02 PM Job Number : Betteridge Checked By: Member Distributed Loads (BLC 2 : East unit existing) (Continued) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Locationfft,%j End Location ft 1 M3 Y -1.001 -.909 6 0 2 NI4 Y -.909 6 -.847 0 8 3 M4 Y -.578 -.531 8 15 4 M5 Y -.531 -.491 0 15 Member Distributed Loads (BLC 3 : Roof at GL21 Member Label Direction Start Magnitude[k/ft d...End Mac nitude k/ft d... Start Location ft% End Location ft% 1 Ml Y -.3 -.3 0 0 2 M2 I Y =.3 -.3 0 0 3 M3 Y -.3 -,3 0 0 4 M4 Y -.3 I -.'3 1 0 2 5 M4 -.3 11 15 Member Distributed Loads (BLC 4 West unit existing) Member Label Direction Start Ma nitude k/ft d...End Magnitude[k/ft d.. Start Location ft% End Location ft% 1 Ml Y -.166 r�-.166 0 2 2 Ml Y -.982 -.952 2 1 6.5 3 M2 Y -.952 -.936 ( 0 0 4 M3 Y 7336 -.866 0 11.25 5 M3 Y -1.001 1 -.952 11.25 18 6 M4 Y -.952 -.866 0 11 Member Point Loads (BLC 1 : West unit Member Label Direction Ma nitude k k-ft Location ft% 1 Ml Y -2.622 0 2 M1 Y -2:858 2 3 Ml Y -4.753 5.5 41 M3 i Y -7.16 4.25 5 M3 Y -9.588 6.05 6' M3 Y -2183 7.75 7 M3 Y -9.588 10.72 8, M3 Y -2.317 14.22 9 M4 Y -1.5 1 10 M4 Y -2083 4 11 M4 Y -10.125 11 Member Point Loads (BLC 2 : East unit existing) Member Label Direction Ma nitude k k-ft Location ft% 1 M4 Y -19.754 1 2 M4 Y ` -1.097 8 3 M4 Y -15.925 12 Member Point Loads (BLC 4 : West unit existing) Member Label _ Direction Magnitude[k k-ft] Locationrft%j 1 I M1 Y 0 0 _ Hot Rolled Steel Properties Label E rksil G fksil Nu Therm \1 E5 F Densit k/ftA 31 Yield ksi 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572Gr.50 29000 11154 1 .3 65 .49 50 3 A992 29000 11154 .3 tEl 5 .49 50 4 ' A500Gr.42 29000 11154 .3 5 .49 42 5 A500 Gr.46 29000 1 11154 .3 .65 .49 46 RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\GL 2 Bearn.r2d] Page 2 /.4 Company : REI-Structural Mar 26, 2013 ` Designer Bob 3:02 PM Job Number : Betteridge Checked By: Member Section Deflections LC Member Label Sec x finl y rin'l n Uy Ratio 1 1 M 1 1 0 -.175 429.599 2 2 0 -.122 613.891 3 3 1 0 -.072 1038.676 4 4 0 -':029 2565.102 5 5 0 0 NC 6 1 M2 1 0 0 NC 7 2 0 .008 3820.791 8 3 1 ` 0 .011 2707.366 9 4 0 .009 3417.269 10 v5 0 0 NC 11 1 M3 1 0 0 NC 12 2 0 -.214 1008.187 13 3 0 -.333 647.862 14 4 0 -.193 1121.185 15 5 0 0 NC 16 1'' M4 1 0 0 NC 17 2 1 0 -.031 5825.638 18 3=4 0 -:099 1811.078 19 4 0 -.09 1989.919 20 5 0 0 NC 21 1 M5 1 0 0 1 NC 22 2 0 .017 4116.595 23 1 3 0 .02 3659.625 24 1 0 .012 5926.383 2 1 0 0 __ NC 1 Hot Rolled Steel Design Parameters Label Sha a Len th... Lb-out ft Lb-in ft Lcomp to ...Lcomp bot... K-out K-in Cm Cb Out s...In swav Functi... 1 M1 W16X261 6.25 2 2 1 2 2 1 Lateral 2? M2 W16X261 2.5 2 2 2 2 Lateral 3 M3 W16X261 18 2 2 2 2 Lateral 4 M4 W16X261 15 2 2 2' 2 1 Lateral 5 _M5 W 16X26 1 6 2 2 2_ 2 1 Lateral RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\GL 2 Beam.r2d] Page 3 REI STRUCTURAL Job Title: Job no.: Sheet of Subject: By: Date._Z 13 v 17 71 yo 17 (N) 7� l Z 2 -I cq , -2-7 _ 11t _ aSlh° 4.� IV t_q IV N 1,1 �� it '� 1 7 d u Gm) oo of&I p -fad r i N q00 i q'N oto ��, I STRUCTURAL ' Job Title: 1� >sa Job no.: Sheet of Subject: By Date: ,FE °A° y,�7 iv,410 1/79 A 4 F 2 -?7 A i 17 REi STRUCTURAL Job Title: �°�!/ Job no.: / Sheet of Subject: � 1 �� By: Date: e?-4-201; 1; VPAv GZ 7 l L- d 77 g� I -- Asa 1 (9 p 77 77 7 ,40) W. - 4 REI , STRUCTURAL Job Title: Job no.: Sheet of Subject: By: Date: 1 44R2,95,Y Job Title: �f Job no.: Sheet of REDWINE Subject: l By Date: ko-f l IN IT r Al At l � f Ef Job Title: Job no• Sheet of Subject: By Date: oo :. 4-47 653 N N N 12! w N v �r IV 1. Y I I � I I E I i r � r m f i � a , „os ( II II ® II ( „o-s I . Co o CZS IIN - a I �. H II II. II I ( t II ( � o � M N. �\ spry � I I I ®° `ol 0 , REI I STRUCTURAL Job Title:'! Job no.: Sheet of Subject: i By: Date: �O IGO,�G 4ud zt CR. IA -� �I II I q / / S4.1 )2x6 STUD WALL :LOW I 3 Ig II I 2 4 II \Y 4 y� II I I II I I II 1Y x -49k 74 N I i I 1 j 2 i Loads: BLC 1, tl Results for LC 1, tl REI-Structural Betteridge Bob l i Mar 26, 2013 at 2:47 PM 49k load at plaza beam 49 kip beam.r2d Company REI-Structural Mar 26, 2013 Designer : Bob 2:48 PM Job Number : Betteridge Checked By: Joint Boundary Conditions Joint Label X Win Y[k/inj Rotation[k-ft/rad Footing N1 Reaction Reaction 1 A2 N2 Reaction Member A/SC ASD Steel Code Checks LC Member Shape UC Max Locrftl Shear UC Locfftl Faflksil FtIksil Fbfksil Cb Cm E n 1 1 M1 W12X136 .687 8.61- 1 .194 1 0 21 273 21.6 1 23.76 1 1 85 1 H1-2 Joint Coordinates and Temperatures Label X rfu Y rft] Temp F 1 N1 0 0 0 2 N2 21.5 0 ! 0 Joint Reactions LC Joint Label _ X k Y[kj MZ k-ft 1 1 N 1 0 29.628 0 2 1 I N2 D 19372 0 3 1 Totals: 0 49 4 1 COG (ft): X: 8.5'' Y. 0 Load Combinations Description Solve PDelta S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 I tl IYesl I I 1 1 Member Distributed Loads Member Label Direction Start Magnitude[Wft d..End MagnitudefK d Start Location[ft%] End Location ft No Data to Print... Member Point Loads BLC ' : tl) Member Label Direction Ma nitude k k-ft Location ft% 1 M1 Y -49 8.5 Hot Rolled Steel Properties Label E rksil G fksil Nu Therm \1 E5 F Densit k/ftA 31 Yield ksi 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572'Gr.50 29000 11154 .3 :65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4' A500 Gr.42 1 29000 11154 .3 65 .49 42 5 A500 Gr.46 29000 11154 .3 .65 1 .49 46 Member Section Deflections LC Member Label Sec x in in n L/ Ratio 1 1 M 1 1 0 0 NC 2 1 2 0 -.337 765.196 3 3 0 -.458 563.662 4' 4 0 1 856.748 RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\49 kip beam.r2d] Page 3 v Company REI-Structural Mar 26, 2013 Designer : Bob 2:48 PM Job Number : Betteridge Checked By: Member Section Deflections (Continued) LC Member Label Sec x in in n Lly Ratio 5 I 1 1 5 1 0 1 0 NC Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 tl None I 1 Hot Dolled Steel Design Parameters Label Shape Length[... Lb-out[ft] Lb-in ft Lcom to ...Lcom bot... K-out K-in Cm Cb Outs...In swa Functi... 1 M1 W12X136 21.5 1 2 1 2 1 2 1 2 1 1 1 1 1 Lateral Load Combination Design Descri tion ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Masonry Footin s 1 ti Yes 1 Yes —1 —Ye—sl Yes I Yes Ye—s--7 RIBA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\49 kip beam.r2d] Page 4 Y i X I 1 -19k 1 2 i Loads: BLC 1, tl Results for LC 1, tl REI-Structural Betteridge Bob Y Mar 26, 2013 at 2:53 PM 49k diagonal beam at plaza 49 kip diagonal girder.r2d Company REI-Structural Mar 26, 2013 Designer Bob 2:55 PM Job Number : Befteridge Checked By: Joint Boundary Conditions Joint Label X k/in Y[k/inj Rotationfk-ft/radl Footing F2— N1 Reaction Reaction N2 Reaction I Member A1SC ASD Steel Code Checks LC Member Shape UC Max Locrftl Shear UC Loc[ftl Fafksil Ftrksil Fbfksil Cb Cm E n 1 1 1 1 M1 MC18X58 .571 1 5.938 1 .072 1 0 1 18.607 21.6 1 21.6 1 1 1 .85 H1-2 Joint Coordinates and Temperatures Label X rftI Y ft Temp F 1 N1 0 0 1 0 2 1 N2 Joint Reactions LC Joint Label X k Y k MZ[k-ft] 1 I 1 I N1 0 13 0 2 1' 1\12 0 6 0,. 3 1 Totals: 0 19 4' 1 COG ft : X: 6 " Y: 0 Load Combinations Description Solve PDelta S... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 tl Yes 11 1 1 I I Member Distributed Loads Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft%J End Location ft No Data to Print ... Member Point Loads (BLC 1 Lij Member Label Direction Ma nitude k k-ft Location[ft%] _ (-1�— M1 I Y -19 T 6 Hot Rolled Steel Properties Label E rksil G fksil Nu Therm \1 E5 F Densitvrk/ftA31 Yield ksi 1 A36 Gr.36 29000 11154 .3 1 .65 .49 36 2 A572 Gc50 29000 11154 .3 65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 ' 29000 11154 .3 65 .49 42 5 A500 Gr.46 29000 11154 .3 .65 .49 46 Member Section Deflections LC Member Label Sec x in in n U Ratio 1 1 M1 1 0 0 NC 2 2 0 -.154 1483.339 3 3 1 0 -.197 1159.863 4 4 0 -.127 1800.556 RISA-21D Version 9.0.0 [G:\job®does\12 Files\12024 Betteridge\49 kip diagonal girder.r2d] Page 1 Company REI-Structural Mar 26, 2013 / Designer Bob 2:55 PM Job Number : Betteridge Checked By: Member Section Deflections tContinued) LC Member Label Sec x[in] in n U Ratio 5 5 0 0 NC Hot Rolled Steel Design Parameters Label Sha e Len th... Lb-out ft Lb-inrftl Lcom to ...LcomD bot... K-out K-in Cm Cb Out s...In swav Functi... �- M 1 C1 8X58 1 191 4 4 4 4 Lateral RISA-21D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\49 kip diagonal girder.r2d] Page 2 Company : REI-Structural Mar 26, 2013 Designer : Bob 2:50 PM Job Number : Betteridge Checked By: Joint Boundary Conditions Joint Label X k/in Y[k/inj Rotationfk-ft/radl Footin 1 N 1 Reaction Reaction 2 N2 Reaction 3 N3 Reaction 4 N4 Reaction Member AISC ASD Steel Code Checks LC Member Shape UC Max Locfftl Shear UC Locrftl Farksil Ftfksil Fbfksil Cb Cm E n 1 1 M1 W8X10 .136 5.729 .034 0 6.051 30 29.569 1 1 .85 H1-2 2- M2'' C4X7.25 1.610 4.75 '' .153 4.75 9.344 21.6 21!.6 1 1 .85 N1-1 3 1 M3 C4X7.25 1.610 0 .155 0 1.076 21.6 21.6 1 .85 H1-1 4' 1 M4> C4X7.25 .169 0 .038 0' 18.062 21.6 21.6 11.75 .85 Hl-2 5 2 Ml W8X10 .102 7.448 .020 0 6.051 30 29.569 1 1 .85 Hl-2 6 2 M2 C4X7.25 1.579 4.75 .133 4.75 9.344 21.6 211.6 1 1 85 H1-1 7 2 M3 C4X7.25 1.579 0 .155 0 1.076 . 21.6 21.6 1 .85 H1-1 8 2 M4` C4X7.2'5 1 .169 0 .038 0` 18.062 1 21.6 21.6 1.75 .85 H1'-2 9 3 M1 W8X10 1 .104 7.563 .020 0 6.051 1 30 29.569 I 1 .85 H1-2 10 3 M2' C4X7.25 1 1.616 435 136' 4.75 9:344 21.6 21:6 1 .85 H1-1 11 3 M3 C4X7.25 1 1.616 0 .157 0 1.076 21.6 21.6 1 .85 Hl-1 12 3 M4 C4X7.25 1 .073 1 18.062 21.6 21.6 1.75 .85 HI-2 Joint Coordinates and Temperatures Label X fftl Y rft] Temp F 1 N1 0 0 0 2 N2 11 0 0 1 3 N3 15.75 0 0 4 4 N4 29.75 0 0 5 N5 31.75 0 0 Joint Reactions LC Joint Label X k Y fkl MZ rk-ft] 1 1 NI 0 2.209 0 2 1 N2 0 .544 0' 3 1 N3 0 5.702 0 4 1' N4 " 0 2.725 0' 5 1 Totals: 0 11.179 6 1 COG (ft): X: 15.82 Y: 0 7 2 N1 0 .707 0 8 1 2' N2 0 -1.005 0 9 2 N3 0 5.331 0 10' 2' N4 0 2.734 0' 11 2 Totals: 0 7.767 12' 2' COG (ft): X: 19.86 Y: 0 13 3 N1 0 .712 0 14 3" N2 0 -1.055 0 15 3 N3 0 5.415 0 16 3' N4 0 1 2.295 0 17 3 Totals: 0 7.366 18' 3 COG (ft): X: Y: 0 RISA-2D Version 9.0.0 [G:\job_docs\12 Files\12024 Betteridge\3rd south deck.r2d] Page 5 RE1 STRUCTURAL :F .r Job Title: Job no.: Sheet of E Subject: By: Date:' I' RE1 STRUCTURAL Job Title: J Job no.: Sheet of Subject: a lQt B Date: AABy: OPT 1 0A C( COLUMN DESIGN: 2005 NDS Unit Definitions: psi lb kips =1b•1000 psf = lb pl f =Ib in ft2 ft GEOMETRIC CONDITIONS: le=effective column length le -8-ft d1 = least column width dl =1.5-in d2 = largest column width d2 =5.5.in A:=dl•d2 A=8.25•in2 dl•d22 z Sx := Sx=7.56•in3 Sy =d2.dl Sy=2.06•in3 6 Slenderness ratios: le le (Must not exceed 50) — °64 — =17.45 Use: d =d2 =17.45 d dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L Fc= allowable compressive stress parallel to grain Fc :=850-psi Fb= allowable bending stress Fb =700-psi E = modulus of elasticity E =1.4.106•psi Emin :=510000-psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF =1.0 Calculate Cp(column stability factor): Ke(buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 Fce =.822•Emin Fce =1376.02-psi /le�Idj 1 /Fce �1 Fce 2 Fce 1 Fc I Fc Fc Cp - 'I - Cp=0.83 2°c ti� _ . 2•c c DESIGN VALUES Fcl :=Cp•Fc•LDF Fcl =703.08-psi P :=A•Fc1 P=5804°lb DESIGN P= axial load P =0•1b fc = P fc=0-psi fc =0 (must be < 1.0) A Fcl M = bending moment M =0.9-kips-ft fb :=M fb=5236.4-psi Sy Fb1 Fb-LDF Fbl =700-psi fb =7.48 (must be < 1.0) Fb1 Combined Compression + Bending fc 12 T =7.48 (must be< 1.0)fb �Fcl, Fb- 1- fc � ( Fce) WOOD Post NDS05.mcd REI STructural Betteridge 2x6 stud post 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi := Ib kips =lb.1000 psf = Ib plf:=1b in ft2 f2 GEOMETRIC CONDITIONS: le= effective column length le ! 9-ft dl = least column width dl 1.5-in d2 = largest column width d2 :=5.5-in A! d1-d2 A=8.25°in2 d1•d22 s d2•d12 Sx =— Sx=7.56-in Sy!= Sy=2.06°in3 6 6 Slenderness ratios: le _ le le — -72 — =19.64 Use: d =d2 — =19.64 (Must not exceed 50) dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#�2-° jVP Fc=allowable compressive stress parallel to grain Fc :=850-psi Fb=allowable bending stress Fb =700-psi E = modulus of elasticity E :=1.4-10 6 psi Emin =510000•psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF =1.0 Calculate Cp(column stability factor): Ke(buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 .822-Emin Fce !- Fce=1087.23-psi (le i2 d/ (Fcel Fce l 2 Fce �Fc - Fc Fc C = p = Cp 0.77 I I I/ 2-c 2-c c DESIGN VALUES Fc1 =Cp-Fc•LDF Fcl =653.29-psi P =A.Fcl P=5389. °lb DESIGN P=axial load P =0•Ib fc =P fc=0-psi fc =0 (must be < 1.0) A Fc1 M = bending moment M 0.9-kips-fl fb !=M fb=5236.4-psi Sy Fbl :=Fb-LDF Fb1 =700-psi fb =7.48 (must be< 1.0) Fbl Combined Compression + Bending fc 2 T tt' =7.48 (must be < 1.0) \Fcl / fc Fb•;1 - ) Fce, WOOD Post NDS05.mcd r REI STructural Betteridge 2x6 stud post 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi '= lb kips =1b•1000 psf = lb Of =Ib in ft2 ft GEOMETRIC CONDITIONS: le= effective column length le =10•ft dl = least column width dl 1.5-in d2 = largest column width d2 =5.5-in A =dl-d2 A=8.25°in2 d1-d22 3 d2•d12 Sx '= Sx=7.56°in Sy'= Sy=2.06°in3 6 6 Slenderness ratios: le le le (Must not exceed 50) dl=dl d2 d 80 d2 =21.82 Use: d =d2 d =21.82 STRUCTURAL PROPERTIES Species and grade: DF-L#22- O Fc=allowable compressive stress parallel to grain Fc =850•psi Fb= allowable bending stress Fb =700•psi E = modulus of elasticity E =1.4.106•psi Emin =510000•psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF :=1.0 Calculate Cp (column stability factor): Ke (buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c 0.8 822•Emin Fce = Fce=880.65-psi �1e�2 d/ �Fce� Fce 2 Fce Fc Fc Fc Cp = - Cp=0.7 2•c 2•c c DESIGN VALUES Fcl Cp•Fc•LDF Fc1 =597.62-psi P =A•Fcl P=4930.39°Ib DESIGN P= axial load P:=04b fc =P fc=0-psi fc =0 (must be< 1.0) A Fc1 M= bending moment M =0.9•kips•ft fb !-M fb =5236.4-psi Sy Fb1 =Fb•LDF Fbl =700-psi fb =7.48 (must be< 1.0) Fb1 Combined Compression + Bending z fc 1 _ fb =7.48 (must be < 1.0) �Fcl/ Fb•�1 - fc Fce) WOOD Post NDS05.mcd REl STructural Betterid e 6x6 stud post 5 9 p 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi = lb kips lb•1000 psf'= lb plf =lb in $2 ft GEOMETRIC CONDITIONS: le= effective column length le =10•ft dl = least column width dl 5.5-in d2 = largest column width d2 =5.5-in A =dl•d2 A=30.25•in2 Sx dl•d22 Sx=27.73•in3 Sy =d2•dl2 Sy=27.73-in 3 6 6 Slenderness ratios: le le (Must not exceed 50) — °21,82 — =21.82 Use: d '-d2 =21.82 d dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#1 Post/Timber Fc=allowable compressive stress parallel to grain Fc 1000•psi Fb= allowable bending stress Fb 1200•psi E= modulus of elasticity E =1.6.106 psi Emin 580000•psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF =1.0 Calculate Cp(column stability factor): Ke(buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 .822•Emin Fce = Fce=1001.53-psi /le)2 d 1 t Fce i�l Fce�I2 Fce Fc Fc P Cp 0.69 2•c � �I 2•c II c DESIGN VALUES Fcl =Cp•Fc•LDF Fcl =691.51-psi P =A•Fcl P=20918.18-lb DESIGN P=axial load P =0•1b fc !=P fc=0-psi fc =0 (must be < 1.0) A Fcl M = bending moment M 0.9•kips•ft fb =M fb =389.5-psi Sy Fbl Fb•LDF Fb1 =1200-psi fb Fbl =0.32 (must be < 1.0) Combined Compression + Bending �fc )2 fb l t � =0.32 (must be < 1.0) �Fcl Fb-i 1- fc Fce) WOOD Post NDS05.mcd REI STructural Betteridge 6x6 stud post 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi := lb kips =1b•1000 psf = lb plf =lb in ft2 ft GEOMETRIC CONDITIONS: le=effective column length le =9-ft d1 = least column width dl =5.5•in d2= largest column width d2 =5.5-in A =dl•d2 A=30.25•in2 dl•d22 2 Sx := 6 Sx=27.73•in3 Sy =d2-dl Sy=27.73•in3 6 Slenderness ratios: le le (Must not exceed 50) — =19.64 — =19.64 Use: d =d2 le=19.64 dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#1 Post/Timber Fc=allowable compressive stress parallel to grain Fc :=1000•psi Fb=allowable bending stress Fb =1200-psi E=modulus of elasticity E 1.6.106°psi Emin =580000•psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF:=1.0 Calculate Cp (column stability factor): Ke(buckling coefficient) Ke:=1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 .822•Emin Fce = Fce=1236.45-psi (le\l 2 �d) /Fce� II Fc Fc el�2 Fce 1 + I 1 + — Fc/ Fc Cp '_ Cp=0.76 2•c I 2 c c DESIGN VALUES Fc1 Cp•Fc•LDF Fcl 758.85-psi P '=A•Fc1 P=22955.31°lb DESIGN P=axial load P =0°lb fc =A fc=0-psi F 1 =0 (must be < 1.0) M = bending moment M:=0.9—kips—ft fb :=M fb =389.5-psi Sy Fb1 =Fb°LDF Fbl =1200-psi fb =0.32 (must be< 1.0) Fb1 Combined Compression + Bending fc '2 fb =0.32 (must be< 1.0) �Fcl Fb) fc Fce WOOD Post NDS05.mcd REI STructural Betteridge 6x6 stud post 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi lb kips lb-1000 psf lb plf =lb in ft2 ft GEOMETRIC CONDITIONS: le = effective column length le =8-ft dl = least column width dl i=5.5-in d2 = largest column width d2 5.5.in A'=d1•d2 A=30.25-in 2 dl•d22 2 Sx Sx=27.73•in3 Sy =d2-dl Sy=27.73-in 3 6 6 Slenderness ratios: le le (Must not exceed 50) — °17.45 — =17.45 Use: d d2 le=17.45 dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#1 Post/Timber Fc= allowable compressive stress parallel to grain Fc 1000.psi Fb=allowable bending stress Fb 1200.psi E= modulus of elasticity E 1.6.106•psi Emin 580000-psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF =1.0 Calculate Cp(column stability factor): Ke(buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 822-Emin Fce :- Fce=1564.89-psi �'1e12 'd% 1 �Fce� Fce��2 Fce Fc I Fc I Fc Cp = V I I Cp=0.82 2•c 2•c c DESIGN VALUES Fc1 =Cp.Fc.LDF Fcl =819.68-psi P =A.Fcl P=24795.33°lb DESIGN P= axial load P =0-1b fc.=P fc=0-psi fc =0 (must be < 1.0) A Fcl M = bending moment M 0.9-kips-ft fb =M tb =389.5-psi Sy Fb1 =Fb•LDF Fbl =1200-psi fl' =0.32 (must be< 1.0) Fb1 Combined Compression + Bending fc i 2 fb 0.32 (must be< 1.0) IFcl Fb.I 1- fc Fce) WOOD Post NDS05.mcd REI STructural Betteridge 6x6 stud post 3/21/113 COLUMN DESIGN: 2005 NDS Unit Definitions: psi lb kips =1b-1000 psf lb plf =lb in ft2 ft GEOMETRIC CONDITIONS: le = effective column length le =9•ft dl = least column width dl 5.5-in d2 = largest column width d2 5.5-in A dl•d2 A=30.25•in2 z 2 Sx :=dl Sx=27.73•in3 Sy =d2-dl Sy=27.73-in 3 6 Slenderness ratios: le . (Must not exceed 50) - 19.64 — =19.64 Use: d :=d2 =19.64 d dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#1 Post/Timber Fc= allowable compressive stress parallel to grain Fc =1000-psi Fb=allowable bending stress Fb =1200-psi E = modulus of elastici 6 tY E :=1.6.10 psi Emin:=580000•psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF =1.0 Calculate Cp (column stability factor): Ke(buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c :-0.8 822-Emin Fce := Fce=1236.45-psi id) 2 1 Fcel e 2 Fce T Fc Fc Cp Fc = - - Cp=0.76 2•c 2•c c DESIGN VALUES Fcl :=Cp•Fc•LDF Fc1 758.85-psi P '=A•Fcl P=22955.3PIb DESIGN P=axial load P:=0-lb fc != P fc=0-psi fc =0 (must be < 1.0) A Fcl M = bending moment M 0.9-kips-ft fb =M fb=389.5-psi Sy Fbl :=Fb•LDF Fbl =1200-psi f Fbl =0.32 (must be< 1.0) Combined Compression + Bending 2 fc + fb =0.32 (must be < 1.0) Fcl fc � Fb•fl- I 1 Fcel WOOD Post NDS05.mcd 4°' t REI STructural Betteridge 4x6 stud post 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi =11n kips lb•1000 psf lb plf =lb ft2 ft GEOMETRIC CONDITIONS: le=effective column length le =8•ft dl = least column width dl -3.5-in d2 = largest column width d2 =5.5-in A —dl—d2 A=19.25•in2 d1.d22 3 d2•d12 Sx = Sx =17.65-in Sy'= Sy=11.23•in3 6 6 Slenderness ratios: le le (Must not exceed 50) — =27.43 — =17,45 Use: d =d2 =17.45 d dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#1 Post/Timber Fc=allowable compressive stress parallel to grain Fc 1000-psi Fb= allowable bending stress Fb 1200•psi E= modulus of elasticity E :-1.6-10 6.psi Emin 580000.psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF:=1.0 Calculate Cp (column stability factor): Ke (buckling coefficient) Ke:=1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 822•Emin Fce '= Fce =1564.89-psi j le`2 Id 1 Fce) III + Fce,l2 Fce Fc II Fc Fc Cp ti I Cp=0.82 2•c 2•c c DESIGN VALUES Fcl =Cp•Fc•LDF Fcl =819.68-psi P '=A•Fcl P=15778.85•lb DESIGN P=axial load P:=0—lb fc !=P fc=0-psi fc =0 (must be < 1.0) A Fcl M = bending moment M 0.9-kips-ft fb =M fb =961.8-psi Sy Fbl =Fb•LDF Fb1 =1200-psi fb =0.8 (must be < 1.0) Fb1 Combined Compression + Bending �2 fc � � fb =0.8 (must be < 1.0) IFc1/ Fb-i 1 - fc Fce) WOOD Post NDS05.mcd �n REI STructural Betteridge 4x6 stud post 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi lb kips ib-1000 psf = lb plf =lb in ft2 ft GEOMETRIC CONDITIONS: le= effective column length le! 9-ft dl = least column width dl 3.5.in d2 = largest column width d2 5.5.in A dl•d2 A=19.25-in 2 dl•d22 2 Sx = Sx=17.65°in3 Sy =d2-dl Sy=11.23°in3 6 Slenderness ratios: le le (Must not exceed 50) — _30.86 — =19.64 Use: d =d2 =19.64 d dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#1 Post/Timber Fc= allowable compressive stress parallel to grain Fc 1000-psi Fb=allowable bending stress Fb =1200-psi E = modulus of elasticity E 1.6.106-psi Emin 580000•psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF =1.0 Calculate Cp (column stability factor): Ke(buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 822-Emin Fce '= Fce=1236.45-psi �le�2 ild) Fce Fce l 2 Fce 1 = � l Cp = 1 Fc ) Fc Fc Cp=0.76 2•c ti �I 2-c �) c DESIGN VALUES Fc1 =Cp.Fc•LDF Fc1 =758.85-psi P =A•Fcl P=14607.93°lb DESIGN P =axial load P =O-lb fc !=P fc=0-psi fc =0 (must be< 1.0) A Fcl M = bending moment M =0.9•kips•ft fb =M fb=961.8-psi Sy Fb1 :=Fb•LDF Fbl =1200-psi fl'Fbl =0.8 (must be< 1.0) Combined Compression + Bending fc 2 fb =0.8 (must be< 1.0) Fc1 Fb.(I - fc � Fce) WOOD Post NDS05.mcd f� REI STructural Betteridge 4x6 stud post 3/21/1913 COLUMN DESIGN: 2005 NDS Unit Definitions: psi Ib kips ib•1000 psf =.lb Of = lb in ft2 ft GEOMETRIC CONDITIONS: le=effective column length le =10-ft dl = least column width dl 3.5-in d2 = largest column width d2 =5.5-in A'=d1•d2 A=19.25-in 2 dl•d22 z Sx = 6 Sx=17.65-in d2 Sy = Sy=11.23-in 6d1 Slenderness ratios: le le (Must not exceed 50) — °34.29 — =21.82 Use: d =d2 =21.82 d dl d2 d STRUCTURAL PROPERTIES Species and grade: DF-L#1 Post/Timber Fc= allowable compressive stress parallel to grain Fc :=1000•psi Fb = allowable bending stress Fb 1200-psi E=modulus of elastici 6 tY E =1.6.10 •psi Emin =580000-psi MODIFICATION FACTORS LDF= Load duration factor(does not apply to modulus of elasticity) LDF =1.0 Calculate Cp (column stability factor): Ke(buckling coefficient) Ke =1.0 c(0.8 for sawn lumber, 0.85 for round timber piles, 0.9 for glue laminated timber) c =0.8 Fce -.82/2•Emin Fce=1001.53-psi I1e12 'd Fce I Fce I2 Fce Fc / Fc Fc Cp '_ Cp=0.69 2•c I 2•c I, c DESIGN VALUES Fcl :=Cp•Fc•LDF Fcl =691.51-psi P =A•Fc1 P=13311.57•lb DESIGN P=axial load P =0-lb fc = P fc=0-psi fc =0 (must be < 1.0) A Fcl M = bending moment M :=0.9-kips-ft fb :=M fb=961.8-psi Sy Fb1 Fb•LDF Fb1 =1200-psi fb =0.8 (must be < 1.0) Fb1 Combined Compression + Bending fe '2 fb =0.8 (must be< 1.0) �Fcl Fb �1 fc Fce) WOOD Post NDS05.mcd