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Plans EEC1JVID MAY 12014 OITYOFTIGARD UILDINfJr DIVISION Structural Calculations GRASSMUECK RESIDENCE NEW DOUBLE DECK REBUILD Tigard, Oregon Slater Construction - Client / Contractor DESIGN LOADS: Floor Load = 50 psf (40 psf LL) Wind: 95 mph Exposure B Seismic: Ss = 1.0 Max Soil Bearing Pressure = 1500 psf CITY OF TIGARD , REVIEWED FOR CODE COMMIANC !`} A opRor,41't,Approved: [� ,1� 51 OTC: [ 4.4111 i'Lrm �.it #: � ,(�T-2_6t4- > Ai1(t"E'S6; I 6K�4.1 ISP “„ s:.;tti' s. ����eoe I).: Aeri i Date: 022 Nci laze,.87 OFFICE COPY Job No. 6335 TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd Rm 221 Portland, Oregon 97221 Phone: (503) 228-0426 f 6,335 GrQssr4uecfc._ _ a _ » °' Ib I . .2. I , Iii. --- --iNsi l� J 1 kll ; ' 4 QZ 11111 Q # J 42 co An, LL' X II\ W V • . In 1 ��\I _C 4 I ?( < I4(? . 0 � W i a. a. r D >>0 i 1- . 2) q4V cruR • 1 QED PROF J `L " t� /IT; f'��O� u ) � 9 �� /9381 � \ OREGON r 22,f9�'1 14W COVER RENEWS 12-31-2015 X33--�" G _� MS'S Inc Jot s-rst rax -- (A h (4° (DY C12) 6b 7 P4iF �---� 1 ( � SI t' n pd ki a LkS28 �t S� p ?: 2 a xS ffGm fir- 2 e C� g s (lime) ; r s if 14a K. = (56)( fi2 = Z65- P F 126 ci 4 x (a 4E1"t- •UCT &i ,70)PROA4 Lt)( % (56)(q.5/2)÷ 4,74\ 4, /44._ ,,�ORSOO1 1 4''22.'0 A BEAM SPAN = 9 . 5 FT. DECK � G� JOISTS (DJ) LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 67 PLF. LOAD CASE: 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI. FC PERP = 625 PSI. E= 1600000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 265 M = 756 D = 7 . 67 /Ix REACTION (LEFT) = 318 .25 LBS . BEARING AREA REQ'D = . 5092 IN2 REACTION (RIGHT) = 318 .25 LBS . BEARING AREA REQ'D = . 5092 IN2 SX = 9. 07,1999 IN3 . AV (MIN) = 2 .208333 IN2 . MINIMUM_.BEAM,.SIZE = 1 . 5 X 7 .25 (('T 2xS @ l6 aatG MAX. DEFLECTION = . 1610169 INCHES = L/ 708 . 0005 A(PROVIDED) = 10. 875 IN2 . SX (PROVIDED) = 13 . 14063 IN3 . IX (PROVEDED) = 47. 63477 IN4 , D.F. = 1. 057587 BRG LENGTH REQD (LEFT) = . 3394667 IN. BRG ENGTH. : ID (RIGHT) = . 3394667 IN. fb; M0 .37: psi. LEFT; cc •OCT heDAPRO% 1;�;F 38 P ���ILL,iJ, J': Ptz•� ( ���4 1 . .c ✓ OEEGON LENC`_ �. Y22,1 /41 COVE' EXPIRES: bsCtc--5 BEAM SPAN = 9 . 5 FT. DECK BEAMS (BM) LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 265 PLF. - LOAD CASE: 1 SAWN BEAM USED: FB= 1000 PSI. FV= 180 PSI. FC PERP = 625 PSI. E= 1600000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1049 M = 2990 D = 30 .4 /Ix REACTION (LEFT) = 1258 . 75 LBS. BEARING AREA REQ'D = 2 . 014 IN2 . REACTION (RIGHT) = 1258 . 75 LBS . BEARING AREA REQ'D = 2 . 014 IN2 . SX = 35 . 88 IN3 . AV (MIN) '= 8 . 741667 IN2 . - MINIMUM BEAM. SIZE = 3 . 5 X 9 . 25 (R-r ¢x (O� MAX. DEFLECTION = . 1316927 INCHES = L/ 865 . 6519 V A(PROVIDED) = 32 . 375 IN2 . SX (PROVIDED) = 49 . 91146 IN3 . D.F. = 1. 029343 IX(PROVIDED) = 230 . 8405 IN4 . BRG `LENGTH REQD (LEFT) = . 5754286 IN. BRG LENGTH REQD (RIGHT) = . 5754286 IN. fbr 18 73 psi. F Ir Db 1 :. - B - , CT lepRoird lr_ . . Z }� OREGON A �`)122.1h%A i 't L:.NC` 't' E' _. ' CO'J :S3aldX3 y) 0 S-9X& 44 C.2J -2o sr;®o /( 24*-- -i-) Z) x c :'a -75 vzZ'4>? ) ,4_____c„ 44 ,s, 'Noono' -7,it. 'V 2 ,-1,ya4.1 2)x-2 :i.:41 --) N 4'1'; e-, „ . „ - ,lt • 0 ' -)J 07 nj c- ' cpceraL 'b-�-S 4..00E, - 2D(+ v 1-d �5)#) 7,1z _.)i. w� Q J k 1, :L:,1E.-) rw . '7e1Z J) T 4 118 d Si)/ _ sz + c2i)(.0 14- 05) try) H o; 4 = ‘i-rr,)(i •ril ,, Z. , 17) - 0 S Li — )(Tv) 4/d5 (74V)) 47LL ' ` '214)5 09 ( z --4 )67 g. 7 ) )) 0 5 V 7- 'C.2.ACY11 V NI ,, 24 0)) = '_.4/tfn V ,17 51-4 74 = (5) 4440 v, I .-.-.-.. (5>as'....i) u (*.imp) „ zi -.... Jyra.,a_ 0 2,4 g .. ansy - .5—zo --5 j 1 fj -----n - 3 Q 0J Dac - --7 BEAM SPAN = 14 . 6 FT. STAIR STRINGER LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 112 PLF. LOAD CASE: 1 q er i Go V4.1 elf--kre..,t1A,it/ SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 681 M = 2984 D = 71 . 6 /Ix REACTION (LEFT) 817 . 001 LBS . BEARING AREA REQ 'D = 1 . 30816 IN2 . REACTION (RIGHT) $ 817 . 001 LBS. BEARING AREA REQ'D = 1. 30816 IN2 . SX = 35 . 808 IN3 . AV (MIN) = 5 . 675 IN2 . - MINIMUM BEAM, SIZE = 3 . 5 X 9 . 25 ( P.T (he (0_, MAX. DEFLECTION = .3101709 INCHES = L/ 564 . 85k/ A(PROVIDED) = 32 . 375 IN2 . SX (PROVIDED) = 49 . 91146 IN3 . D.F. = 1. 029343 IX(PROVIDED) = 230 . 8405 IN4 . BRG LENGTH REQD (LEFT) = . 37376 IN. BRG LENG QD (RIGHT) = . 37376 IN. fb = 717 . ' 305 psi. HTC . . qi ie, -„ \:::7 li 14 D • .;LIE ., 2 OREOra V BEAM SPAN = 4 FT. TYPICAL TREAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 10 PLF. LOAD CASE 2 POINT LOAD AT ANY POINT LOAD = 300 LBS . A = 2 FT. FROM LEFT SUPPORT. LOAD CASE: 1 LOAD CASE : 2 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 167 M = 320 D = .468 /Ix REACTION ' (LEFT) = 170 LBS . BEARING AREA REQ'D = . 272 IN2 . REACTION (RIGHT) = 170 LBS. BEARING AREA REQ'D = .272 IN2 . SX = 3 . 84 IN3 . AV (MIN) ,= 1 . 391667 IN2 . pp MINIMUM BEAM SIZE = 11.25 X 1. 5 CT.7 2-3((2:\ MAX._ DEFLECTION = . 1479111 INCHES = L/ 324 . 5192 L 263 A(PROVIDED) = 16 . 875 IN2 . SX (PROVIDED) = 4 .21875 IN3 . D.F. = 1 .259921 IX (PROVIDED) = 3 . 164063 IN4 . BRG 'LENGTH REQD (LEFT) = 2 .417778E-02 IN. BRG LEN ' • QD (RIGHT) = 2 .417778E-02 IN. fb - 910 . 2 22 psi . IX CTURA4 T pPR ��S "` 938 oU.EGON ` fi 1'22, 0, . . Lt Cd rzumaimuom 11 pe6k... 8A BEAM SPAN = 4 FT. HALF TREAD LOAD CASE 1 POINT LOAD AT ANY POINT LOAD = 300 LBS . A = 2 FT. FROM LEFT SUPPORT. LOAD CASE: 1 SAWN BEAM USED: FB= 1000 PSI. FV= 180 PSI. FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 150 M = 300 D = .432 /Ix REACTION (LEFT) = 150 LBS. BEARING AREA REQ'D = .24 IN2 . REACTION (RIGHT) = 150 LBS. BEARING AREA REQ'D = .24 IN2 . SX = 3 . 6 , IN3 . (i) AV (MIN) j= 1.25 - IN2 . MINIMUM1 BEAM,SIZE_ = 5 . 5 X 2 . 5 ( xc9 ka(-r -f-rek6t MAX. DEFLECTION = 6 . 032291E-02 INCHES = L/ 795. 7176 A(PROVIDED) = 13 . 75 IN2 . • SX`"(PROVIDED) = 5 . 729167 IN3 . D.F. = 1 . 190402 IX(PRQVIDED) = 7 . 161459 IN4 . BRG LENGTH REQD (LEFT) = 4 .363637E-02 IN. BRG LENGTH REQD (RIGHT) = 4 .363637E-02 IN. fb� = 628 .3636 psi. V .... (I,Er: _ . (RIC:._ _ -. E 1142. . CT tzi r :1. . EF' 1 * : 3 �' (PROV P .;^' ^Z-- u LEND` i .,_ I EXPIRES: J , . ; , 1 , . ! e.b 4 g€Alik (gQ??oa:rs S-rA-tre.) F (4)(t) m: (gs- )0.3) = ops-,4 to g( 6-It 8tit 51 5 ' 1pF cuktpsoii uk-ucepeitt-t)t_k ir 1' 5I Ltni tt- Nags)\ ici,e. t• q- ,. P."7: 4x 8 1-4--P 4e2.. ---- . (kSt- F%-r. 4- x.(2 ) _ (LJ( 44146442 hotx. g ) ; ! 1 i ! . i i 1 , ; 1 . . , , ikoCTURA : - „ < ; ,PROPA:f ---- 9381 2 , lORE(ON A el 0,A 1% 0 41 CON1 E=2311 . . A fac --c n BEAM SPAN = 9 . 5 FT. DECK EDGE BEAM LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 67 PLF. LOAD CASE 2 POINT LOAD AT ANY POINT LOAD = 816 LBS . A = 5 FT. FROM LEFT SUPPORT. LOAD CASE 3 POINT LOAD AT ANY POINT- LOAD = 816 LBS . A = 9 FT. FROM LEFT SUPPORT. LOAD CASE: 1 LOAD CASE: 2 LOAD CASE: 3 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E=. 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V =. 695: .; M = 2796 D = 26 /Ix REACTION,, (LEFT) . = 747 . 7237 LBS . BEARING AREA REQ'D = 1. 196358 IN2 . REACTION (RIGHT) = 1520 . 776 LBS. BEARING AREA REQ 'D = 2 .433242 IN2 . SX = 33 . 552_ IN3 . AV (MIN) . = 5 . 791667 IN2 . MINIMUM BEAM` SIZE = 3 . 5 X 7 .25 ( 7= ¢x8) MAX.; DEFLECTION = . 2339228 INCHES = L/ 487. 3403 A(PROVIDED) = 25 . 375 IN2 . SX` (PROVIDED) = 30 . 66146 IN3 . D.F. = 1 . 057587 IX(PROVIDED) = 111 . 1478 IN4 . BRG"LENGTH REQD (LEFT) = . 3418166 IN. BRGLENGTH: REQD (RIGHT) = . 695212 IN. fbl= ,1094'273 psi . 1 Z X105 ass " ' . '1 -Z- ,,,- ld C( � xf'l : .. , _ t1 t"., ` fi t - ' i 6335- { pD STS - 100*. z3(1 te aoos 1 kl/ 1/ , (20) W = 26.5- PUF •• 4430' '-f,-:, o (5T) w 265 F (IF 4t. v t r ((no l7g0 \ 1+t = 16 pal644x) ' r 5t + 551 c ZZRI # ` p.T.' 6 x(o JAE „viin rv�i. _ / A l• % ; (?.v 441 dam 200$ # a -Tp. G K. (7,--F 4-s( C . . 4.)'2; '\9,,-' ij'Yf te `t '� = Company Apr 10, 2014 Designer 10:59 AM Job Number 6335 Grassmueck Decks Checked By: Global Display Sections for Member Calcs 5 :writ t ooofovitm :r c*cs., .:; Include Shear Deformation Yes 2, 1 111.1 } i' iia ani ..= ._�'tZ ,,m k nvI S', P-Delta Analysis Tolerance 0.50% • Hot Rolled Steel Code AISC: ASD 9th 010 .St d e•l ..s.- W . _ A S $9 7 sS 4,..._,Via_ Wood Code NDS 91/97: ASD Concrete Code ACI 2002 Number of Shear Regions 4 C1oncrete/t Stress Block ,�v Rectan•ular �• $t e ®.-. s°�.. -Hair"" 5 ' _}" RIERWi,n Bad_ Framing Warnings No �t.1 )� sO SI� �1 _ 0 0 , � z�.a 2..r r0 3 . 7/ Wood Material Properties Label Species Grade Cm Emod Nu Therm_01 E... Dens[k/ft^3] 1 Hem Fir Hem-Fir No.1 1 .3 .3 .035 Wood Section Set Label Shape Type Design List Material Design Rules A[in2] I(90,270)fi... I(0,180)fin41 1-1 post(lone) 6:62 Column Rectangular Hem Fir Typical 30.25 76.255 76.255 Wood Design Parameters Label Shape Length[ft] Le-out[ft] Le-in[ft] le-bend to...le-bend bo... K-out K-in CH Cr Out sway In sway 1 M1 post(lone) 18 Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules L 1 M1 N1 N2 post(lone) Column Rectangular Hem Fir J_ Typical Member Advanced Data Label I Release J Release I Offset[in1 J Offsetfinl T/C Only Physical TOM Inactive 1 M1 Yes Joint Coordinates and Temperatures Label X[ft] fftl Temp fF1 1 Nr1} 0 0pp 0 sc -- Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Rotation[k-ft/rad] Footing 1 N1 Reaction Reaction -;'R eactl.C!n RISA-2D Version 7.0.0.6 [C:\RISA\grassmueck post 1.r2d] Page 1 . Company Apr 10, 2014 Designer 1059 AM • Job Number 6335 ' Grassmueck Decks Checked By: - Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 TOTAL (MAX) None 1 Member Distributed Loads Member Label Direction Start Ma.nitude k/ft d...End Ma•nitude k/ft d... Start Location ft% End Location[ft,%1 No Data to Print... Joint Loads and Enforced Displacements (BLC 1 : TOTAL (MAX)) Joint Label L,D,M Direction Magnitude[k,k-ft in,rad k*s^2/ft] 1 N2 L Y -2 Member Point Loads Member Label Direction Maunitude[k,k-ft] Location(ft,%] No Data to Print... Load Combination Design — Description ASIF CDABIF Service Hot Rolled Cold Formed Wood Concrete Footings 1 TOTAL LOAD Yes Yes Yes Yes Yes Load Combinations Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 TOTAL LOAD Yes 1 1 Joint Deflections LC Joint Label X[in] Y[in] Rotation[rad] 1 1 k�N1 0 0 ,:::id,:!'. .^ 1 i ate.::,. i -r� .�.,N ,.N.rn-,...,,xi :..v4 ,*P,. ::ka .Q x_ ,_,,- ,. .5�,'g ft �. ` i l«ax.. -m' a^`. `.Ia m .. ,, , ate- £�1 v � ^'7 Joint Reactions LC Joint Label X[k] m - Y1MZ 0 2 ]1 1 Ni 2 1 : `. it Zittli : 11RaSSA; Ua ` I f 0 wz 0 iR 3 1 Totals: 0 CV {. Sf . O (ft :z;,,Ti7v `iwv1 k ' i w § Member Section Deflections LC Member Label Sec x[in] in (n)Uy Ratio 1 1 M1 31 0 0NC 3 "�." 'i v„� $* - roi �' 0.¢ p- ,n;" c NC -. 3 -.005 0 ,,, "Ja. 00 ._f -� :. - k G0 IAC 5 -.011 0. .. NC RISA-2D Version 7.0.0.6 [C:\RISA\grassmueck post 1.r2d] Page 2 Company 2014 Designer ,,k8.1-5.190A M Job Number 6335 Grassmueck Decks Checked By: - Member Section Forces LC Member Label Sec Axialfki Shear[k] Moment[k-ft] 1 � 1 M1 1 2 ,_..„' `i` ter.$'a�„g at'^-Z,,,.t .�`"`,.iiil,„. _'u. .a",if.,ate •;darliZtlez , , I ,. z* = z52 aar �i = � .' _3 3 TOir. .',.. , 7',11 `;h` , _;%1"- ,;-h�"`_,.7'';'"•rAr 4� ...a:'' _3,, a,.x" .^''F'`x4 x E& , - xD..,�. W"ta`9 �`a• ,�'^ �' 0 4C 0 0 16.40 5 5 2 0 0 Member Section Stresses LC Member Label Sec Axial[ksi] Shear[ksi] Top Bendingfksi] Bot Bendingfksi] 1 1 .- M1 1 066 0 . ;a : M� � . fa �,'_ 4 1" 6 1a 0 " A wt Qi ? yw iCiy 3 3 066 0 0 0 ' 4 � ... w:«.. ,,,Ii' ..s ., . g , rgtiff6 .ntt' *. WWM� s0 � = k .i' 45 5 .066 0 0 Member Wood C e Checks (By't ombination) LC Member Shape UC Max Loc[ft Shear... Loc[ft] Fc'[ksi] Ft'[ksi] Fb'[ksi] Fv'fksi] RB CL CP Eqn 1 1 M1 6X6 .281 0 .000 0 .235 .65 .95 .07 6.267 1 .276 3.6.3 RISA-2D Version 7.0.0.6 [C:\RISA\grassmueck post 1.r2d] Page 3 IO Y h.X ? l .1._ .__ E ..,.E 1 I , -2.32k ; , ._. .__...1 . . . .. . , . . I _ .. I 3 I .... t . l N -__ E 1. -2.3 r-.... t _r 1 f .. [ 1 4 E ._... ._....... ........ f I I I I ; I ' i- — t ........1 i .. .- I � i 1 -� f � i. . E 1 I r.1 Loads:BLC 1,TOTAL( MAX) Results for LC 1,TOTAL LOAD Grassmueck Decks Apr 10, 2014 at 11:05 AM 6335 grassmueck post 2.r2d y • Company Designer Apr 11:077 AMM • Job Number 6335 Grassmueck Decks Checked By: Global Display Sections for Member Calcs 5 1 ax F f I $ s- W Metjino -C "[s,.- .,M7-._ Include Shear Deformation Yes ;19:0160.'141%6'0-M:'altawaggil,T5iLlazaltzmigivo„ P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th old d he e+I 0Qd ; ,, r1 , :. .,ZA1C 99 RSD 14 2,,.f.- Wood Code NDS 91/97: ASD Concrete Code ACI 2002 Number of Shear Regions 4 paQ d ..09 fd_.$ C�([l001l0:4¢041 ,,VA!W"` en4M' °rWM4t Concrete Stress Block Rectangular t eked tied : V4241,5 , i" e-CI � . wBad Framin• Warnings No Wood Material Properties - Label pecies Grade Cm Emod Nu Therm(11E... Dentk/ft^3] 1 Hem Fir Hem-Fir No.2 1 .3 .3 .035 Wood Section Sets Label Shape Type Design List Material Design Rules A in2 190 270 i... 10180 in4 1 post(typ) 4x6 Column Rectangular Hem Fir I Typical 19.25 19.651 48.526 bk- Wood Design Par eters Label Shape Length[ft] Le-out[ft] Le-in[ft] le-bend to...le-bend bo... K-out K-in CH Cr Out sway In sway 1 M1 post(ty ) 9 5 rr.�.: �St4 ° Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 •ost • Column Rectan•ular Hem Fir T •ical °2 =� 3 F .,fast( , ° lum -sect"_`ngtJIar HerfAiFii=-IPPO*11661.70,5 Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive - 1 M1 Yes =Yep Joint Coordinates and Temperatures Label X[ft] Y[ft] Temp_[F] 1 N1 0 0 3 N3 �� � F 0 18 0 RISA-2D Version 7.0.0.6 [C:\RISA\grassmueck post 2.r2d] Page 1 6ompany Apr 10, 2014 Designer 11:07 AM Job Number 6335 Grassmueck Decks Checked By: - Joint Boundary Conditions Joint Label X k/in Y k/in Rotation k-ft/rad Footin• 1_ Ni Reaction 2 �� : Reaction ._: ... ,....,' ',,M ;,::, a ..,„.-....:.. ...-u ".F;.....�a ghat '......;iL,� ,.ate.; Vii. _ }.. . ... ; a s ki a?;”` a-"',.,'�'� ^i4 Z:g,�s „'" a�'.aa-& 3 N3 Reaction �� �� �w,. Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 TOTAL (MAX) None 2 Member Distributed Loads Member Label Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%] No Data to Print... Joint Loads and Enforced Displacements (BLC 1 : TOTAL (MAX)) rfi Jointt,Label L.D,M Direction Magnitude[k,k-ft in,rad k*s^2/ftl L Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print... Load Combination Desi n Description ASI CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footings 1 TOTAL LOAD / Yes Yes Yes Yes Yes Load Combinations Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 TOTAL LOAD Yes 1 1 Joint Deflections LC Joint Label X[in] Y[in] Rotation[rad] 1 1 N1 0 0 0 3 1 N3 0 -.031 0 Joint Reactions _ - LC Joint Label X[kl Y tMZ Ik-ftl 1 1 N1i 2, .� ;,�..Pfr- N2 t r 40. -44 4:4 .. 1 Totals; 'n _i i .. y. �t4.62 ,0 <t`. 5 1 COG (ft): X: 0 Y: 13.768 RISA-2D Version 7.0.0.6 [C:\RISA\grassmueck post 2.r2d] Page 2 (company Apr 10, 2014 Designer 11:07 AM Job Number 6335 Grassmueck Decks Checked By: - Member Section Deflections LC Member Label Sec x[ml v finl (n)L/y Ratio _ 1 M1 3 3 -.011 r`t .. . li �. _-. � 4 , 4 I I l 0 d rr ila 5 5 -.021 NC ;6ff pr..X,.r..a7»...,: M . ` .i I �. «. 1,. s Xe 0 a d a N 7.. 's x; " '-.::-- 2 -.023 0 n as „�' r-. iire �, i "a ds" a�i�" P" .o d.� C �t rogg 9 4028 ,�, Ger. l i ..r�� .. ..„^�. a* ,, '-_ ,: y, + 0 NC Member Section Forces LC Member Label Sec Axial k Shear[k] Moment[k-ft] 1w 1 M1 y _7:: E :�� - h.a AAAA.». .:�. ' ',., , ..,,t a ..it :. ,> .,... --" b -..,,;h.R`�a'i "` a �' c�1 (h"x"zmot pl 3 3 4.62 litOtte:>a'# .:a.x3,"grss !"., ,.aa.,,.. , «` v;.. -iU r...r4 ;hum;$°...,+6k.. la4.62 t, "�" s... .>"w,~.- ,0 angn �; � -i^"� r - AAAA ... 5 4.620 F o-. .- „=• 'a y,a a,w. at.. ., "- . ,''I 7"P a ' ..,x? Sao, '� � ., m 0 7 2 2.32 0 0 - '- .....:' ..,,,<,., s ,i .,. _.x. _..a. .,"i+;...Y , _, ::' Wn 2 ,r.,» k_- .,, b®l.. _±G x^f` ., _<Nv 0.o , z "'". 94 2.32 N :i" n . „ * .gdatand .a •5 .. iAh _ tktfWArc. ` ba .a ,.. "fir , tg. Member Section Stresses LC Member Label Sec Axial[ksi] Shearfksil Top Bending[ksi] Bot Bending[ksi] 1 1 M1 1 .24 0 a,�� r`x"x�;,';a lir, a x .R s '� x : �" `.;a'. 'x a„, v4' ,� 0 i%� 0 mtt,M. '`s tl 3 3 .24 I 0 0 0 55 .24 0 0 0 .6:x`';:. n d±�` '":�.,,,al # iM. ..M"L,.y''H .n a ,a'a ar 1 `2 i` ,r Mf'a s_ aW'"° """ 7 2 .121 0 I 0 0 d . , RA ': .; �`a .. psi`'d,.. „ ':"^a, g .Rx x..,""±t M ... '.,' ..,a-.ti ,;wxc+y. ..,.ta, ,.;.t« ,. icro .g riu `0 9 .' . «tC , a ; & �7 n . -. tia, I: : .. .a "ias it( . _ l; i' Member Wood Co. - Checks-.(11 Combination) LC Member Shape UC Max Loc[ Shear... Loc[ft] Fc'[ksi] Ft'[ksi] Fb'[ksi] Fv'[ksi] RB CL CP Eqn 1 1 M1 4x6 .694 0 .000 0 .346 .683 1.105 .075 7.154 1 .242 3.6.3 t 2 : iff gta ,. 4xt , 3ETO>`_ I-0 atirtg littittiliAtlitintkiAtiatitkilaVNINVEtWail;:A eoac7 . 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((, qYZ) t (6.��(ZR,) ± (47,5)(6) .. _- 6 7�- �,�RucTu4 i r ' OREGON (,oPb 0/00 OR) — 2Cj"Z 355 �. .'1Y22,1 s PJFEs: 5- tf_ z- I'/2. 2x caD�2 Deoc- s =- (2SPCEY—) = 3 PcF I�•7 2x8 ! c 28 r )(ogZis = P•T= 4- x(0 SeAlc.S = (8 7cP2( , Zz l( .5- Ptd PT 6 sC f vs-rs = (z r F)(, 2( 4%( 6.0 P 9borizZ izik ,S Z)‹ . – 1. 4 PW �•h (2) ix + = 2 .p 'P VP PAF .42 e b olr _ (.V.I-P&Fx2?5,r3) 3.0 PidF ; T Rqz- ;� 5 far 93R1 _ ✓ OREGON �Y22,"OA ?fPlRSS: 1 Y ,,- ± - - 5 -.--e -..rte . co . O—�. .. .. I€c -- LA-r`6 AL 0)1202.. 4 u o E f.' 7606 C %` ) — 34 PLS' — X45" *7jois� 6,.J°1s pi et vl5er-j % ! //C Z.Z. / G- / ( 4 tc czgu) t. W b° cfcrcc -feKsCaut, 606 4-/03) = 4-7 47 S at 4g) a 4p t , pt 10v,g,..e.. (6,6„)(4) , `2+2g- Y 1 3 (d'..„-0- (1)(077,) „ 5,- F&Yp.t. ) , -C (k ax) _ (2¢2¢ 4 PuF Ch '4) 4 .--z s¢ ,02t v -L- - (4.6 x ill) 1-.... (,0 11/ '.• • �Sf i,� s,cocTU t y - dog, * �,` - - ��i V r , , 4x14;.. #; 1-z‘ .. 114Z`P2-`P . ' 4 9381 # 9 OREGON 1 i`�=Y22,\- /41 CO'it -a? EXPIRES: I 1 co1.11-s6cTR,0 +0 us E. f Fasten decking to deck joists (DJ) w/ '/Z It (2) 16d corn nails ' or (2) #10x3" deck t`t I<< screws at 3" c-c at - all deck joists. Typ. 5 [. "—,A-71s l 7iC. CI MI 6 */L. ". ___7LUS26 18 1946 4% 1% — 4-10d wM 4-10d 1165 "Vv 20 1�,6 41/ 1 Yz — 6 16d 4 1 — 990 — 1070 —v Lowest '00 835 795 950 860 1030 +6% LUS28 18 1'/,6 6% 1% — 6-10d — 4-10d/1165 00 1255 1360 +23% 20 13,8 6% 1'1z — 8-16. .. ' ' 930 1110 1060 1270 1150 1335 +39% 2x8 U26 16 1,46 43/ 2 — 6-10d 6-16d 4-10dx11/2 585 730 865 825 980 890 1055 +43% 1 FLUC26Z 18 1516 43/. 1% — 6-10d 6-16d 4-10dx11/2 730 710 845 810 965 875 1040 +160% HU28 14 1346 5% 2% — — 6-16d 4-10dx11/2 610 — 895 — 1005 — 1085 +251% rHUS26 16 1% 5% 3 14-16d 6-16d 1550 — 2720 — 3095 — 3335 +276% rHUS28 16 1% 7 3 — 22-16d 8-16d 2000 — 3965 — 4120 — 4220 +409% :. ,, ---\ (XS W06O SCO—CJS f* 2 . (T D1ZAW(1 --- 8-00A \(,_ IP R X 2(/21 c(I"t?.SoJ SD S cg S . s Ctt-Fp JL CAP'-cr (¢73 i P(u) � `c.„) 47:7::::::. 0....1 ( (Y8".) /SD OE OON.\ ----".------. .mmmmmmmmmI.I.MM.MMMMMMM.: ' ..? q. (1 -(° LA7- i I Table 11.28 Cut Thread or Rolled Thread Wood Screw Reference Withdrawal Design Values, Wi Tabulated withdrawal design values,W,are in pounds per inch of thread penetration into side grain of wood member(see 11.2.2.1). ; Specific go Wood Screw Number Gravity, ' 6 7 8 10 12 14 16 18 20 24 G t 0.73 209 229 249 268 288 327 367 406 446 485 564 y �� 0.68 181 199 216 � � � � �, >� �� � �` � ��� � �� 250 284ll � 489 „iki (1 i'.'.9 . 1��'s 1 �:s., ' � ' ��� � i 2��$� r �� s 387 421 � � � dB 8,14 = Y® 3 ', 9 3° i } ;y 1 05 8 1 1 r 3 144 169 182 207 7,11rEal 256 281 306 356 ° '� 102 ;;l . ' 160 179 198 237 275 0_ 94 103 a �, �� ��9 ;=474', 130 165 183 201 219 254 1 1,4 f � �'� is a... <3 si J44 3 0.46 91 99 107 x_19� -��� ' 130 146 193 224 0.43 79 86 93 100 114 llt168 196S 8 0 41 66 �� ,1 a 78 85 fir i 4 1 4' ' ;;91 103141153178 116 128 � 039 60 65 IliniiilliNli 82 93105 116 i 138 161 °e 'a , , .,. ... 'Y. 'a of '_, q .,,mom .' . 0.37 � ��� � ��Y � �� ���� 59 64 84 94 ' 69 MN I ; I r,. 125 1 5 0.35 48 � � �, � �a�k� ��� t �� �x 62 66 ���� ' � illE11111111111111 93 102 111 130 ,_1-..„.1:.:5-. , if,o'. . . .... ,.....1_,.>1.' d _: .� „:„...,„.2:t' .,.....1.-. 1. Tabulated withdrawal design values,W,for wood screw connections shall be multiplied by all applicable adjustment factors(see Table 103.1). 2. Specific gravity,G,shall be determined in accordance with Table 113.3A. i 1 I (Z 13`0....C. (A� ) .sl CTU'"4 % 1 ,oeili 9381 2. v OREGON A Gc)'22,'x' l"/,1 CO� -C EXi'IRES: !-M- 3 1.11.111111101= , i y6� Zz,�y/), moo ° 4.7e . �(t 4:1y .wrap s � G niocvt ' 189) ?< 1 ( >> '-17X ) \A' 's1400-, 751 - ç 'b)(zXj) _ (54,, bt+uo-, ) vi 9891 = ( 5c3Xs ) - r'ri 0 -)72172 Z < J # 02E$ Z1 /C° '2X��) — �rtr12 v . .. 59)dn 00 ° Z = ( 9)( a)(5 - (S+2 m ,, 1-h " ( 1.)))c �,Ocl)-)U� 47O)) - 191 .,�a no ("L(w 7?"a 7) 5"3')Ono -ovtro ilk ., 3Z-17Z -- ( ,-7)(909) — nW r 6 a3.5._ ___ ___ ___1_,_, ,_,.4 2. __,,,„,_,..,_ _____. i _Li .40 bi--r-__ 8, : , . ; } SPcrL � . ( Pou.— %�Y) t SNtPsoKi `` {-iuG+S114v.4 --- 08)f 6,4 co.k-b tel-uus.e— ( o) foot (14.-t-t ¢xv UP(AFT �sACGs /vim 4. ..._.- t (35 C le.b)T" N 4: 1 F LSE c S rA cfZ.. (41i(0 } � Y ji P.T.- 4" K(2 (used -Fa pc ) r- (28f)CFX 27 CF/ .Ft.} -- 7.7 PLF { 5 ,�4 � (Igyz)(2.X7.7) = 11C, I � s 7: C4-f XC,s')(?..�) Zoo - 612„ = (c•a, pL _ so (so ) (25-) t 6(.--) =', 1 b 5- (pull- awit e., le.._. ogeto,t)(pkt(- - ' ',z, -4-1-, W oo ccr w s-cCTU . oPRoPicf n. , `�e�-sto+n ea.c' _ 08.X1 8(0 4..A � r� Y • 444, mw 7.... 7+0 Z* - L- , ,4, s,,,li v________I--- ORE0014,; 77 !6� 6 k <?' 2,:\24 � 144 covA . € , ! , ‘ , -7Lt_. (AT-77. 1 (&)(KID UPGtrt-r: q5 AlPii- Tr..eA,i--. qs `f pop oeru+A-44- " ut:Peez_ oecte- -7*— , $ ' 8 4._____ 00 :A F., ...: UP (Grins ) -z.-- (.6 )C2g..ct pg ) -r- 23 Ps U? ( ie- ) 23 7. ((c-Y4-:75)f4j ) ---- '301-3 iLi -F- , , - t , It- up li-c-c--- UP ( ) -z: 60(4,:7g)(8.75 ) -z-- UP ® -..-: 60(4-.75)(7 ) ----- 5-2"c ; Gowen__ Dede.„ , , , [ ; ( t% , . , - iikk3CTURAI4 • • , ,tkV PROPeo- ! $V, erit>cIT.10 UP ® = Ur 0 -----. (1(4435)C5-.53i -= OREGOli,y ' , 422,\ 1:1 0 , 47 cov . i ' / 333 Kie, ( pli-C ( s: 0 , WA-6. _ ir M UP 0 — (2 (304, -- 6a ��.i �x�� — 5'43 4- 815 UP 2 - 46S + 42,0 --65 .- b _ � 20 x L 5 — (53 s r UP 3 _ 5.21 In 4z3 62_5- ' �. « �u '''''11.11P IQ2. . (-rt.= — 67(0051")0.9) 5 111111 -...:. , (7-7 („eel , It " impi ' an 2' sq. 2 (.JT "Cc . ( ord) = (2,X.g33X(5b) = ,>OD, ( c(1 2 L1-r So( (, itoppopt23s)-64.7.10(.8?3) 603 19, __. ki b e VI t.94 1771... 5-D0 ±. 6 03 1260 8i5 Gi P ,�� .AQP 7635- C g` _ -w Spec(o f = (530 A od(177+ 6°3 t' ( —)( -5ao OREGON , 6022," 44 r,_�` `/ C +tad A.e....erct..- �'�/ pE1 1lose—lc—Zt SM3N32 0300 I/. • 0..6%'ZZ 42n N0032t0 tfiT6,:../,) 61) . /f k - 17111301. . .1-4(1 , bs -bZ . . N7wC� 1 - _. 112 1 NI . • .% ,../// lr/A ,,//l t-----'• - \ -n . . .� d .1941.00.4 0 \ - -- r-. . . _ . \ . . 1 / . •s.J /► 1 £4(i7) - -'" . CP , • . . P/iii ♦ / __ " L- -- . L' (d oaH)9 LL t i.(1) — _ . • IL (W)I y✓1 f i 1 W) •■• ••b •7114 •l oo ' ,100 �1 1f � f5� •..aS' d -V4wn-lo9 _� I cowl-,11$ to < 41- 11/vga h cnf 2: m1 (1 '11 °)X-1)) 1504 '14- - .. ii 7 U ;b rl u.00 addnS - WMtdiN_L .lsod -- ..1.J -b 1- 0)-fi --,p2-yo-4.5512_19 _C U,9 - 110 -1S-Zt SM3N321 bL6,•ZZ.412" NO0328O 0 k 18f6i aN1 O ,..> ‘1403°'0 )1 P aSdtiJ 5 '- • '' nson - Yf7�vC� b•s 07.Z "'WA/Al. „�' �,� • % gl ,./. l,,r.., rail/-/ / , \ ,7 \ '. 0 . 0/ • - % . . ► . 4 1 / Cp '5103A 'j E#(4) • , ,A,_: / /. _ (, I I I d !I L- x4 . • (d004-03 a £ ()) ► • I I • . . . % (W>h W1 rr IW.) /1"4""e" --- cc,c -v.,id •'co' 'VIa,,`61 b •"a$ �wn-1o9 _____.-------?'°'-e- I I to t b -17ca h ii T (1 41., .. .11 04 d 1 ...so .d -----. ° r-j 11 . ® • r4 u o: ...�1oddm5 - 913 i • .1.303 r -6— ...1-- --,1-7S"b_ .-J -171- a 1-3, - -,2-'111-4519 S C- .9 , . 6339- G sM,k-cck.- 4-co -I 4. PT6 -- 3 POST TiP oAL. K... .vSUPpoP.-T foc ►J s © - —;L • to ��. ,, --- Pr. posy ( x2' H.: fit) Ii .1w .z SIMfSu►S il 17i3 6(0. ......„..0; GoLvM go'tSE;. .M ♦ >0I I2,"Ora. 6014C. PLE(a. - r' 4100 (M I>J t/tt tcM) S • 1 ( •. (1) *3 TiE Loop) -2v� 7-7 !/ /, 1 ' -- . . . . 7 e . . , =co 11° (4)#3 L Vers. -- . \ ( .... • 0 -z \ 0 Fo o-r c t, p v'\ 1, • ✓ - Sr ‘ • . • IS 121 _ TYPcc,,.L- 2* SQ E CF4 wA-7, _ ¢ c T VR (c0 PROFFSJ, r .9MP,Soai I( G�3C1� " ' , �`' ctxE �� -'9381 OREGON ✓qY22.‘9.11 l/4f COVE- .\ RENEWS 12-31-2OI l ' ' ' 6335 q. if 4c. - ((f s _ CIO, 1) Gv.-- --re— i+v u.rE Ge=1-si €..c-C-tio t : louse ADOtZ'(,o OppEK. _____,____4______L° cvecK..) )) bEcies. Fasten decking to ` deck joists (DJ)w/ { (2) 16d cornnails A or (2) #10 x 3" deck f'� screws at 3" c-c at all deck joists. Typ. r----_____>______.4...,-----' i r7771 /1774/1 7///4 . ` s S f E P•T' 2x8 e f& "'rte f Simpson "LUS28" P 28 hangers, typical. (4) 10d nails into each joist. (6) #9 x 2-1/2" wood screws into the house (as shown) NO LEDGER! . 381 v OREGON A 6022," ,‘ - till -1oer._ ___--(-0— 4-ou..ce Cc-rtoi.) : i ,, Abort-c,o). tictuaz-- ber --- (Vec, ) I Fasten decking to deck joists (DJ) w/ ';- 1 (2) 16d corn nails or (2) #10 x 3" deck -1.-: screws at 3" c-c at rall deck joists. Typ. 1M 1 I / z7 VAII= 7//J i III! ' 4 11111 I S ) 1 f 1it ' P.T- 2-g8 e (6. a rc- I _ IW I\ , Simpson "LUS28" Note: At Special hanger \ hangers, typical. (Simpson "HUC412max") — —(4) 10d nails into — — — — (10) 10d nails into each joist. P.T. 4x12 edge bm. and (6) #9 x 2-1/2" (18) #10 x 2-1/2" wood wood screws screws into the house into the house (as shown) NO LEDGER! I (as shown) I NO LEDGER! - eluCTURI 1 S'Cv 4 00 PRar Ct5) ` .. 0IN .R . c. - .1. .ri) 150.: •. , 8 1 • (-- • 4...-•,...-- • OREGON A tiC/Z 14\ Y22. A 1 1 44 CONI -- . - '- EXPIRES: , t ' _ __ . : �..a� LD 3 bLde o M GTc,b K) : 0(i) ColJT. ` t 'r - t7L'T P---r- 4-x ( , f0,517 /. , / jJ ,/ A (/'ii � N s/?* rc. ii %... � - Ila _ i777 _ _ bo ki-s& eL, /-/ is =, -7 Pasts, Tye- t Io t% .4-/ / .- ';i� 7 t--0' I %-. ; ,, . _ ( . // N / / 1 _____._. cz , 1 i illks— _ _,7L-_, % j PT CRt PPI.E. 4-x4- • i ? ST w( cn d 5/84 4. 7t-Kz-u GO -T S 32 a(c DPR ,,ef F i _ . ` ATi . 3 { OREGON i : coved a r 4t LD - � . � .. 5 PO ri" i A pcs, 0EAM, OpiJMec-r-cokS n Y s k t z `` E PC 4-C. `' } i.i i fi 7 I i I. • • • i 0 • s i f i-- r k i 3 t z D i P.� 4xc F 5 Li t0 R00C rt x jr`.'4 qtr fl i C......---- .. OREGON.� .4 x'22.\°'� r � �{3v� � EXPIRES: 4 6335- 6r g'40 - LD POST 5 POST- (3E.A/t4 Co iJ ec-ro 02 c.,Pso'At) RT. 4-x to ) Fos-r,cAl? • • • • • 0 0 - - • — - -4 P;T: 41C, Pos-r 5 Vz" ikoc-rtm,i4 MOPicra, N.) # - 9381 / ORBOON 11, CO EXPIRES: C33 Gr_ -!o --� LO ///' w /A 6 POST Po ST t3E.AA4 CoKi c—acb � 3 si kt Psa P " pc.c "mk. A•-= +xto -2 . . • . 0 0 _ . - P. r 'x c PosT: I (\fococ-rup4 05) 1.31,0OREGON GE •22. 9 1111 6335. 6ct —(0 c,. — 'I • D J 01ST 13ltit se-c-r,b Ll cc nv�i� t2 n in u III 2F- 2 L W W ( I LI W W L22 A CO CO 1 - c I 1 I /i, <Z�� 1////A1`...,,N.,„t.z...4// y }...�,�1(/1/moi ? 9M I (2) cont. eti 0 (7 31. )..• /1, - r��tus,--rye. u 5 7 SIMP�sn co p.-�'. 2,c8 Kt42.5-�{k tziM, 0(5.--i, —cc Es. I I I'.--r-r (2_x 8 (r'ee.) ( I s o 1A-c• er --- CPT- ` x6 St/tilt/km) , UcTu4 OREGON A cod "' i ' 633 s• 6. cf -t o_of L.1)- 8 - , ceo-rivq3 @, Top oF 6,-..7-ki ra., : u, co u,u, cr Ez < < D acj 2 2 Lo .,Li 1 1 01 ==x co co 0, 000 — tNICNI cl0 1 1 CO CO CO Itti'S' ti )K\ " U-C el-t ox ((/ ." C1F-IrJ4Eyz, i+4146Exs, 1 Ty P. 0 „-- ......._-. 0 _ 1 P.T. - I ST2-41,.1q02,5- - 2 8 1—# 00-n-i- Styes. • 4 (1, 1 P.T. x tz --.1 .: Tizeytos, / 51t11;:co 4 -,, '111111111124 'TA1O STA/0,Cik ge. ,.cc*ko cTuR4- -"wit - -- 4 AKS G.65 i T () • ' -- 4181 ' r" 2 . . 41e,/ A I (b '• ii:#1 - 4.4% 41 co q 411!) 130170 o.0- Srkt2 Smz ,.i6€t ()ETM c : MI d d T 4X l2 SZ'("Z�k14s7Z.S Dnuj 000-.1 In to Lo Ll. MI I I JH�F -.6W LW 1J W W w =25= tO co CO co p FAO O O r N N Ok- NNc+9r ►�'� to M 111 6,)-r Stitz.F S al w/ P•T. P//rJy 1 W 2 0 V 110111111111 71111101111 ia_ ,) Tof of 7/ tom -Ce , i r� r`� -. r Simpson "HL35" Heavy Angle w/ (2) 1/2" dia. x 3-1/2" lag bolts into each stringer w/(2) 1/2" dia. x 3-3/4" "Wedge All" expansion bolts into concrete . Embed 2-1/4" (minimum. . ,« PAZ Ate ,i 041 k. ^y .. l 1V 22,10 - 0.111111111=53 y ,no°4/ 40140'/2/' ce,. G8£6 4v, .. ``s' 1011(1 0R''' 7, • n10015 -j -bs'r6/)Z x-i7/1 RI : "?01-&9 '(i )Nvti A-•I J • -2131151i(I - .(US • N Q)1'41- --)010 61105 1_. _ —1 SXZ '.LJ Jo) • _. E - -- - 41— _ _')Q „ 91DSx2 *Ed ...s.- 4 92 .1 - i ' lli ` k • • . .----. E ,, 7- -a- ---7A0-ill:1 ' • ' . l :zv; / ,1 Y9 W y - 7.--<. SV J-' 09 u21) ,4 cIt1od- 410 4 „7Z.l.ia •-2)o (x1�t.,►) 1 5JWIS § vJ 1,0;80 -� iN 5s5od x-i, _________4,1_,___ IN, 3sV1 J so, 1'd21621Vn9 10 . • j -219 4,)- o)- h I . b 1 sez9 fi ,, , F . r _..__ __. - -._.___ b q-0 _,7--iy_,._ _ _ -.g:_"77.-.1,?.... . -_-__ W U -roJ/3 12€4:01.(2-e0 • k p.T. 'x 4 poSZ"S. ... M = (s00)643 l¢) — eAso --., It- i ( COos.0...-:. 5,87 1•lot3 (1.1/ 1A-44-) , 1Wil . 6 1(f7c ps c. (qzt) 0 -. ♦ of) = (Zoo* X 43 o2Oe1 IP c \ Lt it D '2' - 5052.g ? r-� in ( W -...-: 344 ( Y2, -z_ ( 5/8 t) 7 fr V -(24 o5 *-) ok .1.: ... . ' I; I c . F (KFN02) -,-- b (ss-0)0. 5)(46) (!275)((&, ao ¢o J( � our tiFzi4 '. S it, 7D: 9b pk-F6 lAielac r Hp ` 201 7 ; kre-a- (ef-c, -:__ 5, 18 tv. , + .31 z.. -, ,S AA. .,.0,22.N9._ , 2 (2 SQ. I • ( ! J • 6 5-- Gr 1s.rAme I` &(2- -_3. T.?c L 60 ( (woof)) Material: Western Cedar No.1 or P.T. Hem Fir. No.2 r r'2>-.<1 IX I II ,tPOSti Ts I I I fj x (1/4." (MIPJ.1 13A LV S T E 2S n 1 @ 51'010. ? — i b WA Lk- X••••••..Sue-FACE -1/4zr.; 4 i� ♦ � . 4.1t h 938,PE nikc . lit) f ONI G BEAM SPAN = 8 FT. GUARD RAIL CAPS LOAD CASE 1 POINT LOAD AT ANY POINT LOAD = 200 LBS . A = 4 FT. FROM LEFT SUPPORT. LOAD CASE: 1 V/ SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 100 M = 400 D = 2 . 304 /Ix REACTION (LEFT) = 100 LBS . BEARING AREA REQ 'D = . 16 IN2 . REACTION (RIGHT) = 100 LBS . BEARING AREA REQ'D = . 16 IN2 . SX = 4 . 8 IN3 . AV (MIN) = . 8333333 IN2 . MINIMUM BEAM SIZE = 1 . 5 X 5 .5 ( C ) MAX. DEFLECTION = . 1107859 INCHES = L/ 866 . 5365 A(PROVIDED) = 8 .25 IN2 . SX (PROVIDED) = 7 . 5625 IN3 . D. F. = 1 . 090552 IX (PROVIDED) = 20 . 79688 IN4 . BRG LENGTH REQD (LEFT) = . 1066667 IN. BRG LENGTH REQD (RIGHT) = . 1066667 IN. fb = 634 . 7108 psi. Lou ?.T REM- F(2 G - m 4p60- 44i 45 4 I # 9381 FE } C mums 4 r 12,V . Ak C0 * �. . 1 (I•VreR letta —ra 'RA(c _S : J5'o on (2IK (21‘ sQ. / // N / 50' / / / t / / l L`1 Z (2" v liSQ (2 " 024 if ea PA 0 D.54! S ,o �� { �. 1- Z a3 9381PE 2x2. (3 ALUS'TE 2 S +4 otG 4,92_°°3', - BEAM SPAN = 2 . 083 FT. INTERMEDIATE RAILS LOAD CASE 1 UNIFORM LOAD ON PARTIAL SPAN, LEFT LOAD = 17 PLF. A= 1 . 54 FT. FROM LEFT SUPPORT. LOAD CASE 2 UNIFORM LOAD ON PARTIAL SPAN, LEFT LOAD =-17 PLF. A= . 54 FT. FROM LEFT SUPPORT. LOAD CASE: 1 LOAD CASE: 2 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 8 . 5 M = 6 . 73 D = . 0031 /Ix REACTION (LEFT) = 8 . 512241 LBS. BEARING AREA REQ'D = 1.361959E-02 (Kt. REACTION (RIGHT) = 8 .487758 LBS . BEARING AREA REQ'D = 1 . 358041E-021A. SX = . 08076 IN3 . AV (MIN) = 7 . 083333E-02 IN2 . MINIMUM BEAM SIZE = 1.25 X 1 .5 e ¢� etc- /' MAX. DEFLECTION = 8 . 817778E-03 INCHES = L/ 2834 . 728 v A(PROVIDED) = 1. 875 IN2 . SX (PROVIDED) = .46875 IN3 . D.F. = 1.259921 IX(PROVIDED) = .3515625 IN4 . BRG LENGTH REQD (LEFT) = 1. 089567E-02 IN. BRG LENGTH REQD (RIGHT) = 1. 086433E-02 IN. fb = 172 .288 psi . 10 0" kif 3 r • e4 T DAMP 12411/ Gra -1 BEAM SPAN = 7 . 75 FT. BOTTOM RAIL (FLAT) LOAD CASE 1 POINT LOAD AT ANY POINT LOAD = 50 LBS . A = 3 . 875 FT. FROM LEFT SUPPORT. LOAD CASE: 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI. E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 25 M = 97 D = . 5237 /Ix REACTION (LEFT) = 25 LBS. BEARING AREA REQ'D = . 04 IN2 . REACTION (RIGHT) = 25 LBS . BEARING AREA REQ'D = . 04 IN2 . SX = 1. 164 IN3 . AV (MIN) = .2083333 IN2 . MINIMUM BEAM SIZE = 3 . 5 X 1. 5 2x4- MAX. DEFLECTION = . 5320127 INCHES = L/ 174 . 8079 f/ A(PROVIDED) = 5 .25 IN2 . SX (PROVIDED) = 1. 3125 IN3 . D.F. = 1 .259921 IX(PROVIDED) = . 984375 IN4 . BRG LENGTH REQD (LEFT) = 1. 142857E-02 IN. BRG LENGTH REQD (RIGHT) = 1. 142857E-02 IN. fb = 886 . 8572 psi. ir s 938`gad. ORSOOM • CON,* `. EXP. TER 12131.1 -, �° , t � &) CAP ( tf-o1a %) --TO -- pos-r 2x(.• St M r r ►.i `` L3 0 n ��:�� SEc-n 0/.1 AkIG(..E s 0OT"�-4- � ///s- SIDE$ W/ (2) 4.x4- oa X 1'/9.. " St M PSo' MA( L-5 �a —q (TYP•) 2x6 <( L3o�� r=• �a PEAK) VtEkA , • ( 4-) Ga Colt Sx 4* 933 CJ,.=-tea `12 .+6 ), 0- 14 , C *Alt 3�2' c's 1 II EXP. rithr ,' ' r , SO- 1 0 ci ).-? ip rilt4464 :.Ls o d -h x*. 11-T-(2 .__. (rlclotis sy) o�I osen^iI's . ptAl., r_(_So d - oL-cievaJ ) av, q ---- .- - 3 - _ I - n G) Zx6. c#c S To P0S-Z- @ Goa,JE 2K(0 7 <�) I� e@ �M- uAcc$, -reP `...� '. ` . ¢X Go 2�EYL 'Jr ,1 • � r'--- PAST. L .:____,..,, , c, "C-30" 130,0k1 13ELotA) 2.x (- RAO vccui Iti----- . 1 8381� - ', i, c0 . PATE: / _ ._. _1 e) fAbus t Ln..s .---to _ Ve27K. 2Acc_o I0K2 ?. Woa0 Sca ty,.1 e exIcIA imt..05'rea, P. g4Wsras ( 1t/4 " x ( 't2") e 'f O(G 111 1. 10 x 2ri2tr WOOD (S 2-eL3 Io.STa A. Z'�rP•� \iciAr, p. i 14. 44 4 1 * 8381 PE coy,. e A 6335 q. avpire,D . c U ?osT s-rizio.i g , mm u� www ccccce Wm (o-. §� gLL 8 �D`IOcAx' o/G. mtnm(.0 Wwww ____ COci)cf)� 858 N 1 1 1 1 1-1e-MY c+3 cM M M wAsi1elzs t T 41(2 STAR MCOCOCO MP.1 STIZI►J4eYL • 1 E=- iii r C'.T 3xlZ 4 l z r I \*-1 SIMT'Soi3 " TA-toe w( (i-�s4R.ws ( TO 511241,14 612-I 1/2" dia. x 7" lag bolts (3)SGtZ6 )s (MTa top and bottom. I I TRE/1-0. Plate washer (top): PL 1/4" x 2-1/2" sq. Std washers below. I I CTU rrt -1- -�- -�- '0130;e ........ .... :41 A°�9 REG© ,,, � Ty 22, ,` -r = ( 00)(4-04/s3,/z") R Lt( (706 ) AoV Vert' 302 X3/2" ) _ (057 erpolo ' =XPl�es: T 633 4 -r ( - Of 6R —(3 ID I,o(,) -- VP V-AC L. pos-1 DeTPd ( : b€4K-. cower Ill IL CC CC >�JJ --CT. 44.)(1-. fosTs 6' o "ate_ c3:1 1 L-1 ) to to to EC ' Ill FH H 2 UJ W W W W W LU W Z Z S 2 CO CO CO CO 1"BSN 16v1 c (Z- of It II 4 4 P; ) ��. Or- c{c se-17--&(4).5 /.7-7 - .-. F(7) -- )-1( F1'/- ;6-11 -1/ I N , I I 1 1 i - • E.7___--- -. ` I-k 544-- 11.---: 44. 0 • —fir= • E - ----- r 127: .Xg ( 6O o�c. I S1 M(Likik., 1-oR- 1/2" dia. x 7" lag bolts P:T- `E-x i2 SM top and bottom. Plate washer (top): PL 1/4" x 2-1/2" sq. Std washers below. ,c0UCTU Rik ORO{ �i ASN y.'.,. OREGON \ 7 Zoo 4 5.75(I .t " ! 6 ((oq ) �A'j � zz,�� l K u CN) � + X Cai r c* r- (057 (? 7� „ tit or'npany designer Sept 21, 2010 2:07 PM Job NumberChecked Typical Guardrail POST. By: Global Dis•la Sections for Member Calcs 5 _ Include Shear Deformation Yes P-Delta Anal sis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th Wood Code NDS 91/97: ASD'Zl ®iii 3 4.;%.• '' zw .` .b ° Concrete Code ACI 2002 Number of Shear Re•ions 4 iktifroi Concrete Stress Block - 4 Rectan•ular Bad Framin• Warnin•s No 7.:,:_uz'''tea r..n 2. Wood Material Pro•erties�---� Label S•ecies Grade C Emod Nu Therm 01E_ Dens[k/ft^3l 1 hem fir Hem-Fir No.2 1 .3 .3 .035 Wood Section Sets Label ape Type Design List Material Design Rules A[in2l I(90.270)[i... I(0.180)fin4l, 1 I WOOD 1 4x4 Column (Rectangular hem fir Typical I 12.25 12.505 12.505 ! Member Primary Data Label I Joint J Joint Rotate(dea) Section/Shape Type Design List Material Design Rules 1M1 N1 N2 WOOD 1 Column_ Rectangu.. hem fir T •ical *'vwx+rovff S Member Advanced Data Label I Release J Release I Offsetfinl J Offsetfinl T/C Only Physical TOM Inactive 1 M1Yes i mz -> � lL mak. . a4 :..f.a'..:4:% 7,..;;:2 i Joint Coordinates and Temperatures Label X fftl Y[ftl Temp(Fl 1 , ; N1 IW:Y3 N3 0� 4 3 73 0 � tV- Joint Boundary Conditions Joint Label X fk/inl Y fk/inl 1 N 1 ReactiRotation[k fUrad] Footing on _ Reaction V ` RISA-2D Version 7.0.0.6 [C:\RISA\guardrail post WOOD hem fir.r2d] Page 1 ompany Designer Sept 21 2010 2Job Number Typical Guardrail POST. Che7cked PNS Checked By: Wood Design Parameters Label Sha se Len•th ftl Le-outfftj Le-in ft le-bend to... le-bend bo... K-out •- H Cr Out swa In sway 1 M1 WOOD 1 .438 -ail Joint Loads and Enforced Displacements (BLC I :_gr loads) Joint Label L.D.M Direction Magnitude[k.k-ft in rad k*s^2/ft 1 N3 L Y y.' a� n��'it fi4 ey` pc 4^ -.2 ' 1167 Member Point Loads Member Label Direction Magnitudefk,k-ftl Locationfft,%) No Data to Print... Member Distributed Loads Member Label Direction Start Maonitudefk/ft.d..End Maonitudefk/ft,d... Start Location[ft,%1 End Location[ft.%j No Data to Print... _ Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed I 1 gr loads None 2 Load Combinations Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Guardrail P... Yes 1 1 1 Load Combination Design Descri.tion ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footings 1 Guardrail POST Yes Yes Yes Yes Yes Joint Deflections LC Joint Label X fin Y fin) Rotation fradl N1 1 ` - h ,g•, c .369e-4 t= 'Yas 3 1 N3 .299 0 1.074e-2 SW al Joint Reactions (By Combination) LC Joint Label X fkl Y fkl MZ fk-ftj PPE1 1 N 1 1 503 p x.„ 3 Totals RISA-2D Version 7.0.0.6 [C:\RISA\guardrail post WOOD hem fir.r2d] Page 2 ttiltorilpany Sept 21, 2010 Designer Job Number Typical Guardrail POST. Checked Cd By: Member Section Forces LC Member Label Sec Axial k Sh 1 1�� ' M -1.503 1 Moment k-ft 3 € £, 3 1.- 503 329 5 5 -1.503 � M , 1 503 658 *-41 A.EVIASMir3M 7 .�K_ Ck"5,°lf,fi� 2 .2 2 9 � 94 4 4 � � ,� ��� .165 � ,3'«.�.r z' ,:�, A Member Section Stresses LC Member Label Sec 1 1 Axial ksi Shea ksi To. Ben ksi Bot B ksi M1 ' " 1 0 ^• �a�?a�s.Y. ..oda r� fid. °i 1 .,3 > �` !�l`f' `�"'" r* ..`y`ar` � "��a�-a `v 184 0 0 � 3 � �� �xs'`<��`�xe in. 3 0 ,;x aNn ts- -.184 -.553 553 i 5 ss s - �"��`�"' "i` � �_ 5 '4140184 -1.106 1.106 7 2 .016 �1 �,���� 7� d�� .024 .829 .. �..� 9 � -.829.016 4 .024 -.276 276 Member Section Deflections LC Member Label Sec in I 1 M1 1 NC 0 in nRatio L/ 3 3 0 0 6263 655 5 0 0 S: NC a n ® e , � t w . 0 -033 1183 914 ;a:.;:..:-s' k x • �..Y c".s,�. .., ,ak. <a 9 nu* s4 F 4� 0 195 202.682 Member Wood Code ' ecks LC Member a.e UC Max Loc ft Shear... Loc ft Fc'ksi Ft' si Fb'ksi Fv'ksi RB CL CP E.n 1 1 M1 r 4x4 .867 43 2.454 0 1.492 .788 1.275 .075 1.225 1 .998 3.9-3 _ z w�d� NV im`Y 1.7 Z 'ef "S'i .. �, V• RISA-2D Version 7.0.0.6 [C:\RISA\guardrail post WOOD hem fir.r2d] Page 3 • ompany ''UD Sept 21, 2010 esigner 2:07 PM Job Number Typical Guardrail POST. Checked By: Global Dis•la - i•n far II-11•-r - 5 u^ :m oi`' ' mi.k -t ,0 - . fi _ Include Shear Deformation Yes P-Delta Anal sis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th Wood Code NDS 91/97: ASD RV-jittTrakifft'4z:40:;itAC Concrete Code ACI 2002 Number of Shear Re•ions 4 Concrete Stress Block Rectan•ular Bad Framin• Warnin•s No Wood Material Properties Label Species Grade Cm Emod Nu Therm(N E... Densfk/ft^31 1 cedar Western Cedars No.1 1 .3 .3 .035 ✓ ✓ Wood Section Sets Label Shape Tvpe Design List Material Design Rules A fin21 1(90,270)fi... 1(0,180)[in4] 1 WOOD 1 4x4 Column Rectangular cedar Typical 12.25 12.505 12.505 Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 WOOD 1 Column Rectangu.. cedar T •ical i xetlY„ '7`'.' Tv, 'j�eis � �£,°®T .�"".. �.. n., ':�R Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] . T/C Only Physical TOM Inactive 1 M1 Yes `�^ ✓"3 =' �9�`N{rda<;�`.,��#''-"*`:. ,�"..�`% ':a'�`-�, .c..�a ?+-��'°.-sa"',��. £ ��i "fie eF. -'��r ,rr ��y a"; "2 ` u? :. ,f `1 :•.. Joint Coordinates and Temperatures Label X fftl Y fftl Temp IFI 3 N3 0 3.73 0 Joint Boundary Conditions Joint Label X(kin] Y[Win] _ Rotationfk-ft/radj Footing 1 N1 Reaction Reaction RISA-2D Version 7.0.0.6 [C:\RISA\guardrail post WOOD cedar.r2d] Page 4 ' es gn e� Sept 21 2010 Job Number 2:07 PIVD Typical Guardrail POST. Checked By: Wood Design Parameters Label Shape Lengthfft Le-outfftl Le-infft le-bend to... le-bend bo... K-out K-in CH Cr Out swa In sway 1 M1 WOOD 1 .438 Joint Loads and Enforced Displacements (BLC 'I : qr loads) Joint Label L D M Direction Ma.nitude k k-ft in rad k*s^2/ft 1 N3 L S.�025,- � ts ;tea : a:: r _ ‘ w NtrT in Member Point Loads Member Label Direction Magnitude[k.k-ftJ Location[ft.%] No Data to Print... Member Distributed Loads Member Label Direction Start Magnitude[k/ft.d...End Magnitude[k/ft.d... Start Location[ft.%1 End Location[ft.%J No Data to Print... - Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed ' 1 gr loads None 2 Load Combinations Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Guardrail P... Yes 1 1 I Load Combination Design ------- Description ASIF CD BIF Service Hot Rolled Cold Formed Wood Concrete Footings 1 Guardrail POST J I Yes Yes Yes Yes Yes Joint Deflections LC Joint Label X[in] Y fin] Rotation e-4[rad] 1 ..=‘,'T?:, k3e '' �" .' r•A,r',•3'1. .;"':1`e-')ds '' z,,,'.,: ' x 7" , 0 .1-',4'-; -V " ‘ x q, ' ;a ars• ''" ""a# ' ,s s � I ft,::1 i; <.. «,k a*;as`z �'� 3 1 N3 .389 " 0 -1.396e-2 SL j Joint Reactions LC Joint Label 1 Y[kl MZ fk-ftl 1 1 N1 1.503 _ 0 0 ":rlrj:hitgrl;:se Totals fi'7.74•Wi,j1,41.!•111 Til, RISA-2D Version 7.0.0.6 [C:IRISAIguardrail post WOOD cedar.r2d] Page 5 ompany Designer Sept 21, 2010 Typical2Guardrail POST. Job Number PM Checked ckkee d By: - Member Section Forces LC Member Label Sec Axialfk] Shearfkl Moment[k-ftl �`��:`' .r,„�. s,, .t,' .xr v 7 ;t ,:�i dr+ ,����,�it , 'r�”.'� �" r � �i�'+� A x�s� P t��'-•:�..,`�.�,.x�� ��»��v���`�,.'�"' S � `�`;.M1f� . Sys, urs" ' ,a "'a-."_.^ps' ,€6� r "'? 4a• € �' e ", s 0 3 1.503 329 1 1�3� a* x» r �& , �ra"^'�a� •. k� 011._ �� T 5 1 503 658 .494 9 • vrter 4 .2 2 .165F 7.7 W11,77,;':) Member Section Stresses LC Member Label Sec Axial ksi Shea ksi To• Bendin. ksi Bot Bendin• ksi 1 1 M 1 1 0 -.184 0,� 0 3 3 0 -.184 -.553 .553 �cS". 3, � -`�...�.�„rx �..s�.t r,✓..:�`�" ^` s,��'��3:'-,.� ����a"�.�.�^,�, �,�zs,�.t�-�' .:�,�. ���r m �. �` 4 t`���a`"Y ''���"� ' ,.x£.�.�v?�� . 5 �, 5 0 -.184 -1.106 1.106 72 .016 .024 -.829 .829 _ .,...�� `�, - ' r..�r:. i %a> to � �+ + "m,K+-tk"W ., r + 9 4�� .016 .024 -.276 .276 Member Section Deflections LC Member Label Sec x in in n Ratio 1 Ifi-E4•; ��-`�` ����� �,. '�.`� �'��; 3 3 •rri��, 0 .001 4818.196 2 a.�.m ,s•k 6. �j�-: a 3 €z r"` 'r`" „;.� f } £�.r` r 5 5 0 NC � 7 2 0 .04910.703 3 9 4 0 -.253 155.909 Member Wood •de Checks LC Mem -r Sha.a UC Max Loc ft .hear... Loc ft Fc'ksi t' si Fb'ksi Fv'ksi RB CL CP E.n 4x4 1.017 .438,,,2.454___9 947 637 1 087 075 1.225___1___ .999 3.9-3 _ ry RISA-2D Version 7.0.0.6 [C:\RISA\guardrail post WOOD cedar.r2d] Page 6