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VX:o LN CliANC,1 • A '`-' .t..) r.--- - - —,l- . 9 ‘ t . .:$ t -- Araim_ ,,,,,, • A„ -- t„ , ri-....- ' ..........,, ........=,„ .=,........ ........... t 1 d ia 4 ' 111C - .-• Ca....02 7: .......,... cenelea0 , Wog. ....1.3 7 ti 16 :216...‘"t7Iiiii - 111M1111•110 Illilii - ' --- ?fi he " .. T 4-14 f W-' I V ! : --e ' ---:: ----"' I i • , , , ,,,. 1 , ii 0 iiilesillion III id I j -• - ,41 2. 11111111 .1 11 = 1 1 I li k Ili -' „.• . . . L 71 1".......<'*-7- 1\l , M - ,-.1 /4111 ,-.• ' A lp-A - ie.,- 4;,.• ._ - l Rr I . Ai Mitt ---. ' --- -----,----. .--,--,,•,- , _ __ _ . il? i °Cr nW, YlP . 1= .ci . NOTES: i • 1. Additional layer of 5/8" type "X" ' yp. Bd.. with corner beads, taped, sanded & textured to match typical. 2. Exterior of furred existing column to be 5/8" type "X" Gyp. Bd., with corner beads, taped. sanded & textured to (..., • match typical wall surfaces. • • . rg r : ■ . • 7- -S.: - BUILDING: Shady Lane Professional Building -- .LOCATION: 9780 S.W. Shady Lane. Beaverton, OR 97223 .\. , SHEET TITLE: Proposed North Lobby: 1 Moor Plan Sheet 1 of 8 , SCALE: 1/4" = l- 0" . ' V . • . All di turrbium. shuwz: or implied are . . PERMIT ISSUE DATE: July 2, 2012' ovroxi:riate 1111:1 arc Altijcti ,to rcvisiens • , upun N'Crificatinn or taisRECrIVED • ' revised: July 19 2012 DESIGN BY: ROBERT BECKER INTERIOR DESIGN Tel: (50316-16-1862 Fas: (503") 626-803V 1.-ulail:RA131D2Q•CONICAST.NF.T ' ' JUL 2 5 2012 . CITYOFTIGARD ... __________ • - . - — - —- rq. -- n.it 7' - ' 1 01V -- . • , . . . No m1 .< y' ,. 1111111116 i P. 11.. O I . ! ' • ' ri" 1 • - _ _ sc, r -:. N _ -- !i 0 41 '''' - till 4P 4 a. 6 6 1: 0 . - ■ amocilalla mr. new - Mr IMP so sm. m q mimim 1, mum ii.� ��t.is� 12 : - iiiiiiillailblidliliiiiiiiiiik r l _ Tli • 5 : Pc - rafgAa4 1 41---- " -- . . NOTES: L e. 1. Additional layer of 5/8" type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match typical. 2. Section of metal guardrail. . 3. ` 2x4 wood. guardrail at corner to be 5/8' type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match typical wall' surfaces. North & west sides align with wall surfaces below. 4. 2x4 wood guardrail of 5/8" type "X" Gyp. Bd. w /corner beads, taped, sanded & textured to match adj. wall surfaces BUILDING: Shady Lane Professional Building ;,;11..c fi ,-, LOCATION: 9780 S.W. . .W. Shady Lane, Beaverton, OR 97223 • `. iz SHEET TITLE: Proposed North Lobby: 2 "d Floor Plan Sheet 2 `of 8 SCALE: 1 /a" = 1'- 0" Ail dimensions shown or iipprird are PERMIT ISSUE DATE: 'July 2, 2012 • al'prositnate and are subject to revisious nj)nn Vetilleatif H1 Of eXiSiiu+� Site Cnndiri(MS. revised: July 19, 2012 -' DESIGN BY: ROBERT BECKER INTERIOR DESIGN Tel: (503)646 -1862 Fax: (503) 626 -8039 E- mail:RABID2 @COMCAST.NET • • TAIrn 11 ■ 1 . 1 . e t- 0 lig: 14 v ./r A . , ., 1' ,/,; N 1, tl . /,/ f. !, , ..." . ' � . • I ' A .. _ i s N1� { ��p { ,' i�w'�p /— , ...-r,., ♦ % it ..0"..- - ► — 1 . Toq�., yv :� ; .6' . OP 3 , 1 -. l . ;I! „,.....- . , , i ,,„,..„,,..., N- / - /4„...., , . _ ,..., .. ,, ./ . 1 - oo T e r 4 e. =4 ' 'tTr BUILDING: Shady Lane Professional Building LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 SHEET TITLE: Proposed North Lobby: East Wall Elevation Sheet 3 of 8 SCALE: ' %a' = 1'- 0" MI dimens :ons shown or implied are PERMIT ISSUE DATE: July 2, 2012 approximate and arc subject to isions upon verification of existing site conditions. DESIGN BY: ROBERT BECKER INTERIOR DESIGN Tel: (503)646 -1862 Fax: (503) 626 -8039 E- mai1:RABID2LCONACAST.NET r- - — — dew► , 4 ,0,40 e tr it . .1rAly, IMp l-i dsrr . AU i : (4%,"IttiVa.)h- _ . • pr , W- ' vu. - -. - .: - • _$ . . . / IVA z a • I■1•111.1=. ' •` SIM r ,,,,._ 4 ,... ...; . ....... ,. •_. .... . . 62.te • , : . ' , : :. ori .• 0 -.,. . . , . • , ....,,,,i _ •- .... 011111111/. MINIM •.4. , . . 4. .C. A 0<1 6. 9A4-70 w4164.4. - - 1 deziapitc:IT- . - . II - NOTES: - 1. Additional layer of 5/8" type "X" Gyp. Bd., with corner beads, taped,. sanded '& e, _..(ir•N -'01 h'typical: 2. Section of metal guardrail. ' 3. 2x4 wood guardrail at corner to be 5/8" type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match typical wall surfaces. North & west sides align with wall surfaces below. BUILDING: Shady Lane Professional Building . LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 SHEET TITLE. Proposed North Lobby: South Wall Elevation Sheet 4 of 8 SCALE: ' /a' = 1'- 0" MI dimensions shown, or implied are PERMIT ISSUE . July , 2012 approximate a nd are subject- lo revisions upon verification of existing site cnuditions. DESIGN BY: ROBERT BECKER INTERIOR 'DESIGN Tel: (503)646 -1862 Fax: (503) 626 -8 E- maiI:RABID2@COMCAST.NET • . •- -... -. .- . -- — — - -- — — - -- - -- - - . • _ . ,,,,, ,..,,..„ . ,. , , rr. FeszT151, 0 . �- • wT' ___ • _ _ -- _ - - - - ---- --- -------- te a -- . • 1 0.111. Alm ..i,. ' �� • . - moo• .. �• .. • . •♦ •� • ~ " ,♦ ' • D/Ci- ■ am' . • . - r • t_ .. ..... i r . — il I i� • . • elgt01444Eta I . • • i I - ' • L• ,. ri ... 1 LrIN. rte.. A!/ act 1' . 2 - .l . 0 . -L, . r . 'r � �.r e i NOTES: • 1. 2x4 wood guardrail of 5/8" type "X" Gyp. Bd. w /corner beads, taped, sanded & textured to match adj. wall surfaces 2. • 2x4 wood guardrail at corner to be 5/8" type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match •typical wall surfaces. North & west sides align with wall surfaces below. • - I ,l ,. ; ; BUILDING: Shady Lane Professional Building R ' LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 `- f' SHEET TITLE: Proposed North Lobby: Section 5/8 at Stair Sheet 5 of 8 SCALE: '/ = 1 0" Ail dimensions ,Iowa or implied ore . PERMIT ISSUE . • DATE: July 2, 2012 approx,uIate and are subject to revisions upon verification of existing site conditions- . DESIGN BY: ROBER.T B'ECKER INTERIOR DESIGN Tel: (503)646 -I 862 Far: (503) 626 -8039 E- mail :RABID2@COMCAST.NET i L ` • J • • , . , . '• 1•.1 ...... 1 • - . 1 t A „ • - ' Tr Ift%! Ifi i _, _ __ __ .___ r • .............—..... ih. _ AIM 0 • . , il! 4 , mmeam.....--, All■ I— ---- e i . A I „row. 111I9i" • . , .............., . Ark . Iry . .,.....____;............=:,., e 11 , „HC N . • . . . . . . • . NOTES: 1. New metal guardrail. 2. 2x4 wood guardrail at landing to be 2x4 construction with 5/8" type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match typical wall surfaces. 3. New wood handrail and newel post. • ,- -.1.--- -, . . BUILDING: Shady Lane Professional Building '■‘ ' ,i, "I' l 0 \ LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 ..,......_,. SHEET TITLE: Proposed South Lobby: 1 Floor Plan Sheet 6 of 8 SCALE: 1 /4" = l - 0" All dimensions shown or 'implied are PERMIT ISSUE DATE : July 2012' approximate and are subject to revisions upon verification of existint.. site conditions. revised: July 19, 2012 DESIGN BY: ROBERT BECKER INTERIOR DESIGN • Tel: (503)646-1862 Fax: (503)626-8039 E-mail:RABID2OCONICAST.NET , . • . . . `� �, 1 \ \ c- - c. Fl F . • . • • • ~ ' 1 If 0 - - . --' --w. A16- • . -'-- li . sr r 1 11 1 fr1N . i , ,. 11.110,--0,-,..4 . . z=4, . . . . ... . . , • .. . NOTES: 1. Section of metal guardrail. -• 2. 2x4 wood guardrail at landing & 2 Floor to be 2x4 construction with 5/8" type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match typical wall surfaces. • 3. New wood handrail 4. New sloped guardrail to be 2x4 construction with 5/8" type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match typical wall surfaces. . ':j BUILDING: ' Shady Lane Professional Building • ( , LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 1Z�f SHEET TITLE: Proposed South Lobby: 2 " Floor Plan Sheet 7 of 8 SCALE: %"=1'- MI- dimensions. sbowa or implied are - PERMIT ISSUE DATE: July 2, 2012 • approximate and .arc 'subject to re►'iSiOns upon veriticvtion of existing site conditions. revised: July 19, 2012 • DESIGN BY: ROBERT BECKER INTERIOR 'DESIGN Tel: (503)646 -1862 Fax: (503) 626 -803 " 9 E- maiI:RAHID2nCO • • 2 NN , P . , MEM • BUILDING: Shady Lane Professional Building LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 SHEET TITLE: Proposed South Lobby: Section a Stair 1/8 Sheet.8 of 8 SCALE: ' /s = 1 - 0' A11 dimensions shown or ' Inplied arc PERMIT ISSUE DATE: July 2, 2012 approaimuu:' and' arc 'subject to recisions upon verification of existing Site conditions. DESIGN BY: ROBERT BECKER INTERIOR DESIGN Tcl: (503)646 -1862 Fax: 1;503) 626.8039 E- ntail:RAB1D2@CONICAST.NET w . i = -3 1 . a G� � • G T - ?■10 4 1;t 7 ig *... . 4. ..2w . jfro • t I • % ''' , • • NOTES: ' 1. Bottom plate secured with Loctite® PL Premiums Polyurethane Construction Adhesive grid RSST"" Rugged Structural Screw Fas. Desig.: 3/8 x 7 "1/4, overall.length' (in.): 7 [RSS 7 x 130], or better, at 6" o.c. (verify) . 2.. 2x4(nom.) wood constructed guardrail 3. 5/8" type "X" Gyp. Bd., with corner beads, taped, sanded & textured to match typical wall surfaces. 4. Harwood top cap - painted • BUILDING: Shady Lane Professional Building • LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 • SHEET TITLE: Proposed Lobby Remodel: Section A +42 "a.f.f. Guardrail. Sheet 9 , SCALE: 1" = 1'- 0 " MI dimensions shown or implird arr PERMIT ISSUE DATE: July 2, 2012 ap' proximate and art subject to revisio is upon verification of existing silt condition& DESIGN BY: ROBERT BECKER INTERIOR DESIGN . • Tcl:'t503)646 -1862 Fax: (503)62 "6 -8039 Ii= mail:RAUID2«,COMCAS"F.NET . i • r 1,_ , ,-...:- 4 - • • . . . ,k1 . ,.......!,- , .: . wevn ..... Iii 1 .. 1 0 : --..- I h fr , i � p - . 1 f - 4 a CAA oc le, . . ; i • • 12,a II •• I 08 • . 1 BUILDING: Shady Lane Professional Building LOCATION: 9780 S.W. Shady Lane, Beaverton, OR 97223 - . SHEET TITLE: Deli _• n of Termination of Handrail • Wood Newel Sheet 10 SCALE: not to scale V All dimensions Shodeo or implied :ire PERMIT ISSUE DATE: July 19,2012 approximate sod are subjeL, RI revision. upon v riff atiou of cxiS1iug Site condifiuns. DESIGN BY: ROBERT BECKER INTERIOR DESIGN Tel: (303)646 -IS62 Fas: (50316_ -.' 0 ±' I mail:R ARIII)2(alCONICAST.NET • • - v> 0 / (g -a o /L/ y . . 0 -chi `. q 7 ��u • . • REC JUL 2 5 2012 - CITY OF TIGARD BRING DIVISION 34.85 42.00 �\,\ . -- . - �— 3.57 137.63 � 5/8 square bar \ , 1 1/2 x 1 1/2x.120 219.47 s quare tube NNNN 2 C -10 20 Stringers 7 3/8 A36 plate welded m 187.50 _'1 on ends of stringers . I I 3.32 011111 ' V _ _ 1 1 I r I '� I I� I I I� I 1 i I I , II , f i I I, 1 - I I} i 1 I, I 1 I, f i II 1/ 1 i � C / 1.56 , ,f I� i I,f • 48.13 3" x 4' x 11 3/4' V 53.60 wood treads • . ii . ' . . TO I" z i DETAIL A 56 / o SCALE 1 : 8 1/2 lag bolts u J uuuuI ppppIp.• back view • 1; 1 DETAIL B ��. II!'i•e . �� SCALE 1 : 8 . 1100 4IIl iI!��4 \`' A ir/ Ai _ . .. ,II I �ii1• , 4414111411 .� ��� ►� ,TRUE 0.56 TRUE QS .44 1/2 bolts 3/8 thru bolts ; 11111MM ; MINIM ANEW DETAIL D =Non S CA LE 1 : 8 MEM '■■11 Bottom view 7.100 _ V _ !!" ii i II�II /x .38 5/1 6 bolts 2 x 2 x .1875 angle welded to stringers • . DETAIL F ■ ., Aiir_p . ' % /// SCALE 1:16 ■•INrl Existing wall to / be notched for stringers. n o.- E _ . 4 bop 4, N. � . - i 1 ` 0 SECTION E -E 1 _1..- E SCALE 1:48 Willamette Engineering, Inc. ' 7?0 ' ZL, PO Box 9032, Salem, OR 97305 Ph (503) 304 -0905 Fax (503) 304 -9512 STRUCTURAL CALCULATIONS FOR REPLACEMENT STAIR THIS PACKAGE DOES IS FOR STAIR ONLY, UPPER LANDING AND FOUNDATION DESIGN IS BY OTHERS LOCATED AT 9780 SHADY LANE SW PORTLAND, OR FOR SOLID FORM FABRICATION, INC.. • • THESE SHEETS ARE VOID IF SEAL IS NOT RED • co PROFe Q 13,685 r oR oN 9 e / 0 41/0 '16 Nc < EXPIRES: June 30,2O2 ] SIGNATURE ARE NOT ORIGINAL 10 PAGES NOT INCLUDING COVER SHEET * ** *LIMITATIONS * * ** • NO RESPONSIBILITY AND /OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN.ON THESE SHEETS. JOB NO. 2012 -64 JULY3, 2012 RECRIEl PREPARED BY GERALD P. HORNER, PE ,JUL 2 5 2012 CITY OF TIGARD BUILD`:I Droso9 v r . \ j cLiy5 P— 5 Y5 m --) ck) � .. m r n � s/ � iv /5 8 Y Yt I-f g ,5 � 0 I - w - • . w R1 . b m' . T----t z =� if / e / R rr1 I 4 2.00 '� - ---�y Z 34.85 . . \ M/ . g CI ,: H _ o (*1 � ; j � .�� o C1 \ cn �, -0 • N N . � ��\ -H -� x o ��� m c 1 37.63 ,1 \ �� 5 /8 square bar a i 2 19.47 ^ 1 1 /2x 1 1/2x.120 o 0 d f •\ square tube po5� + _r Az, ao Z - • 2 C -10 20 Stringers y H F ____ _ _ _ • _ . � - 3/8 A36 plate welded - - , "" — 18i .SO - — — —__� -- — on ends of stringers . \„„- a a to • m rm z 0 .t . �o c ro . • Q u T AJP/� /cs Al 9k 5/6 V . / S • 0 N as N �, o O N ''. WILLAMETTE ENGINEERING, INC. PROJECT SHADY LANE STAIRS JOB NO 2012 -64 SALEM, OREf;ON STRUC. CALCS & DETAILS DATE 07 -02 -2012 PHI ' 503-304-0905, FAX' 503 -304 -9512 BY JERRY HORNER PAGE 'Pi OF /0 R,! M ? , wie f , . . • • t � j�ll� 1 j - -- r ' i4/v t • rig, M! N \1,, r 3/4/ A 369 ft e4/re . . e ar 0 ," DETAIL A r � SCALE 1 : 8 1 0 0.P a , l d 'lag bolt ., ► / 2 X1 4 2 )(0.)?.. 5C? 1 ' 3 gi '(b ail-W • P, �e, x Tar r�+� Rim .8 L$7 . G R/ M �®G E 14► , S MUO•rH IA 5 '!L 2 -'� A32� -- 1 ' 117-11.111 . fy --r6 P 3 s P,9c i AIL— I �y .. (� .._ e ID LE D t er,ctivcE II _ il lei DETAIL IIW ' SCALE 1 B : 8 lb 4.4,. A A r T r # . . 2. l 4 -1//(Ii: 15 • �� /V D • Pt�R fi' 3r '-' 3 ' //6 \ / ' � TRUE Co .5b / �" - -- TRUE .44 • `'� 3/8 thru bolts G h Z- '�b� N 14 0 ' ) 4-y'� 3 / g, a 3 (o e<ATE 3 � r � E ,D G E 0 �f's<y xy G,� 2 �R/ /UG 5 F Z V BE,' DEP 1 I4 WILLAMETTE ENGINEERING, INC. PROJECT SHADY LANE STAIRS JOB NO 2012 -64 SALEM, OREGON STRUC. CALCS & DETAILS DATE 07 -02 -2012 i PH' 503- 304-0905, FAX' 503 -304 -9512 BY JERRY HORNER PAGE 3 OF Jo SG T T� h'CU0S 1 3.32 - - -1 il 2- - 3 � 8 I- AG SGR�ws i fit, fLoR F ftRM/lul, 1 . t I • i • i i i smommoomoi i • i I - _ ..i ;L_ I 11=11111...1110111M 1j L56 f DETAIL D j• II SCALE 1 : 8 �7 48.13 -. _.. 1 ' ti-- -- 53.60 - - -« j • 7.00 i • — • - ' 5/16 bolts v C Reud5 it Pa 51' �jl - .. /AK() FL.06 R r-gd9ritt Os 2 x 2 x .1875 angle welded to stringers . • WILLAMETTE ENGINEERING, INC. PROJECT SHADY LANE STAIRS JOB NO 2012 -64 SALEM, DREGUN STRUC. CALCS & DETAILS DATE 07 =02 -2012 PHI .503- 304 FAX' 503 304 - 9512 BY JERRY HORNER PAGE `f OF /0 • 9780 Shady Lane SE, Portland, or Date and Time: 7/3/2012 6:32:29 AM MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = - 122.776223 MCE MAP VALUES Short Period Map Value - Ss = 106.1% g 1.0 sec Period Map Value - S1 = 37.2% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 106.1% g Soil Factor for Site Class D - Fa = 1.08 Residential Site Value = 2/3 x Fa x Ss = 76.1% g Residential Seismic Design Category . = D1 Gv' - /6 hrr %rrL 7?- / ( 8 q PL. E (1 5 lo s / e . , 3)= 3 7 L 6 1.1(x) Cf7C5os7 R. S DS . 7 6 t n_3o p = 1. / C3 Z-..57 Z(5) Cl. 0( i = L 3.a 8 8 F. (2- La AJNIE Cfila 8 q c 13 7y= 2 /Z_ I B Lit G� MutC 6, Gv!/II D f Rom F R.a u - r — Z z 195 Z / (! (Z 2 5O — 2 - ` 7 1 • WILLAMETTE ENGINEERING; INC. PROJECT SHADY LANE STAIRS. JOB NO 2012 -64 • SALEM, .OREGON STRUC. CALCS & DETAILS DATE 07 -02 -2012 PHI 503 -304 -0905, FAX' 503 - 304 -9512 BY JERRY HORNER PAGE 5 OF „ i +f-r47 �G P 5 r co A6v- c-txts A/ DETAIL A 56 3` SCALE 1 :8 .L 2-(oS5Z L. e 0 . 0 1/2 lag bolts —> Z /2 4.0 S,EfF,&2(c_ °WIN A6 it/y" Z1^ boo L �4cN I 158¢ L &Aclf Cg 9 6 B) 3 Bcr�TS =27a La >2 1,� • cc_1J �a . 51 - c fAl G - q D E� >r - /. 5 D= /. S C15)=. J. DETA■L B SCALE 1 : 8 • / TRUE (1) .44 318 thru bolts TRUE Sb _ �! 2 97 [_ L �si,�D • 1/2 bolts i i 2 t L 2 - l� " -T /re-A1 p G• E 2)4 Met • _ 5'691 lfr 0-rr- g. s' . T 1 T r • 34.85 4200 \ / Z " �/4iA 65 - L6 . A '--1- _ . . Li v= . 2`(rescs tr- s L8 2 m � � , IIKAL 21/ PL. m w /Kik, � � x:57 Z n N b0 13, 7 .03 N . \ ��, 1 i ' 5/8 square bar �` N \ -I C) 219. �� 1 1/2x11/2x.120 73 -1 C la 4.2_4s 47 f N , square tube r 0 H 6- = 3�� o k5r _ r d Fg = , Z6 fy = 2. 5, 61 \, 2 C -10 20 Stringers m Ro m -- ---N- _ -- - 3/8 A36 plate welded m 0 _ o n ends of stringers i 187.50 g i 53 CI'i EGk 3T11 IR S- 'RiIsiG>` r2 O C - Q N C Zd9 P<< z ° -�- Z •f � v _ Al L 4"�2,Co— ° ru m • R= 9rly'(zeq pi = 2 (pyz L .6 : p N WILLAMETTE ENGINEERING, INC. PROJECT SHADY LANE STAIRS JOB NO 2012 -64 SALEM, OREGON STRUC. CALCS & DETAILS DATE 07 -02 -2012 PHI 503 -304 -0905, FAX' 503-304-9512 BY JERRY HORNER PAGE 9 OF / a R/ /L PO ZT CO ATC E r 2 ti fiE D- 2 arC 2 - 6 r u ffi Fo 2 wt. — 5 o PLF y ksz , Fs =,S6KsrC,64)= L �Ai GfiH- 3 S 33Ksr 1Mci,vcj P; '7 Csa PLAN= emo l i Xl /z- 5 xz 0,25 . lt4.= 33K rC5z^) M = (ge 1_6 i(-1/1/ /n( 33''K 51(510 5x > '62.E -z N3 RAIL- 12)cI -1- Z, ivt = 16 PL F "f _ • - /To Ft t- P = (2aa L e: y" 266 FT 1-15 = Z. y y ►� ALL6wS0 = 3 3 k s r C za z� `lag k- Ar? z, It -/ - 0 k Ot- -r Ta C H-A Arnfk-1_ 5/ ' E _ • s Gr �/ r � wl = Z�� �� C�3.� ")= 8, '7f -ice - u5 Mir e` PAY ip - RAIL, RBTU ahfs . U 5e, z 3 % if 2 -4 - 6 5 C rt..6. c tr S` 3 z a- LB EA c N } r • .WILLAMETTE ENGINEERING, INC, PROJECT SHADY LANE STAIRS JOB NO 2012 -64 SALEM, OREGON STRUC, . CALCS & DETAILS DATE 07 -02 2012 • PHI. 503- 3040905, FAX( 503- 304 -9512 BY JERRY HORNER PAGE, R OF /D ' Anchor Calculations b) Base Material Concrete : Normal weight f : 2500.0 psi Anchor Selector (Vorelon 4.8.0.0) • Crocked Centrals : No T : 1.40 Job Name : Shady Lane Stair Date/Time : 7/312012 7:36 :45 AM Condition : B tension and shear OF : 1381.3 psi 4 1) Input Thickness, h : 8 in • Calculation Method : ACI 318 Appendix D For Untracked Concroto . Supplementary edge reinforcement : No it Code : ACI 318.08 c) Factored Loads Calculation Type.: Analysis Load factor source : ACI 318 Soclion 9.2 e . . Code Report : ESR -2713 Nua : 0 lb Vuax :395 lb a) Layout V vay : 339 lb M55 : 0lb•It Anchor : 3/8" Then HO Number of Anchore': I M • 0 lien , Embedment Depth : 2.5 in w • . Built-up Grout Pads : No e : 0 in I c, •. c_,1 _ e : 0 in - I Moderate/high seismic risk or Intermediate/high design category : No v,, • Apply entire shear load at front row for breakout : No cr2 •1, - d) Anchor Parameters - i fit vw From ESR -2713 : I �"` Anchor Model = THD37 d = 0.375 in n, t p -- Category = 1 h. 1.77 In c y' h nrin ° 4.25 In cat = 2.8875 In emirs ° 1.75 in s = 3 in . _ _ Ductile = No 'ANCHOR . 2) Tension Force on Each Individual Anchor <` Y.0 m rwarm ,, FOR rc FOR covvasrJwl. • ' pal Anchor #1 N .= 0.00 lb • • INMATES CEMat OF TRatnc.cR • . Sum of Anchor Tension EN = 0.00 lb Anchor Layout Dimensions : - . a; = 0.00 In ' • t • • c : 3 in 9y = 0.00 In e' ° 0.00 In c e' ° 0.00 In c • 3) Shear Force on Each Individual Anchor bxt : 1.5 in • Resultant shear forces in each anchor: b • 1.5 in • } Anchor #1 V. = 520.52 lb (V „ 395.00 lb , V 001y = 339.00 lb ) • b : 1.5 In Sum of Anchor Shear TV ° 395.00 lb, 2V,, , = 339.00 lb .. • b : in O' ° 0.00 in 8) Stool Strength of Anchor in Shear [Sec D.8.1] • e' ° 0.00 In V„ = 4460.00 lb (for a single anchor) [ ESR -2713 ] 4) Stool Strength of Anchor In Tension (Soc. 0.5.11 _ 4 ° 0.60 [D.4.4] N = nA re I ota (Eq. D -3] + V = 2876.00 lb (for a single anchor) Number of anchors acting in tension, n ° 0 8) Concrete Breakout Strength of Anchor in Shear (Sec 0.8.2) Nra = 10890 lb (for a singlo anchor) ) ESR - 27131 Case 1: Anchor checked against total shear toad 0 = 0.85 (0.4.4) In x- direction.,. ON. = 7078.50 lb (for a single anchor): • \ cox ° A rc - A /cor 'r e4V yc,V4'h,v V, (Eq: D - 21) 5) Concrete Breakout Strength of Anchor In Tanalon [Soc. 13.5.2) ca = 3.00 in • N cb ° A NC / Atlw'f' NPc,N'l'ep.NNb [Eq•.0-4) A„� °'27.00 in Number of Influencing edges = 0 • - 40.50 in E D -23 A vwx ° [ q• ] • h = 1.T7 in • 2 ;dm ° 0.9000 [Eq. D -27 or D -28) ' AN. = 28.20 In [Eq. 0-8] • 2 ‘1,..v ° 1.4000 [Sec. 0.6.2.7] • • A = 28.201n Smallest edge distance, c = 3.00 in 4 'h,v ° ( / h = 1.0000 [Sec. 0.6.2.8]. °,min 4 ad N = 1.0000 (Eq. 0 or 0.111 V = 7(V d. )0 J da1N1 fe(eat)1•5 [Eq. D -24) I. ° 1.77 in 4'c N ° 1.4100 (Sec. D.5.2.8( • V50 = 1518.99 lb • 'Ne e 1.0000 (Eq. 0.12 or D•t3J V cbx = 1275.95 lb [Eq. 0.21] • • N ° k 4 1' a h ° 2001.61 lb (Eq. 0 -7J 0 ° 0.70 k = 17 ]Sec. 0.5.2.6] ° OV ° 893.16 lb (for a single anchor) N ca = 2822.27 lb (Eq. 0-4) In ydiracllon... • =0.65]0.4.41 0 V coy ° A m/A , .c.. red v v V by [Eq. D -21) O ° 1834.47 lb (for a single anchor) c ° 3.001n 6) Pullout Strength of Anchor In Tension [Sec. D.5.33 A = 27.00 in Npn ' 4'c.pNp A ° 40.50 In [Eq. 0-23) . tip = 2700lb (1.' /2,500 psi)O "= 2700.00 lb ' ed v ° 0.8000 [Eq. D -27 or D -28] 0= 0.85(D.44( . ONpn ° 1755.00 lb (for a single anchor) 4' V = 1.4000 [Sec. D.8.2.7J 4' = J (1.5c I h ° 1.0000 (Sec. 0.8.2.8] 7) Sido Face Blowout of Anchor In Tonofon (Sec. 0.8.43 • V ° 7(i de )0.24 d J rc(cat)t,g [Eq. D -24) ' Concroto side face blowout strength is only calculated for headed anchors in tension close to I. = 1.77 In an edge, c < 0.4h Not applicable In this case. . V = 1518.99lb • • • • • WILLA ENGINEERING, INC. PROJECT •SHADY LANE STAIRS JOB NO 2012 -64 SALEM, OREGON STRUC. CALCS & DETAILS DATE 07 -02 -2012 PHI 503 -304 -0905, FAX' 503 -304 -9512 BY JERRY HORNER PAGE OF /D V .1518.99 lb bY . V cyt , = 1275.95 lb [Eq, 0.21) V = 1417.72 lb (Eq. 0.21) • + °.0.70 V ," ° 2 ' Vcpy [Sec. 13.13.2.1(c)1 +V = 893.16 lb (for a single anchor) Vm, = 2835.44 lb ,'' Case 2: This case does not apply to single anchor layout + = 0.70 Case 3: Anchor for parallel to edgo condition +Vc5, a 1984.81 lb (for a single anchor) = Check anchors at c 5i1 edgo Check anchors at c,2 edge • Vi ce = Av d e l '°a.v' l 'c.v I'n.V Vo, (Eq. 0-21) c a 3.00 in • V 0, ° A rc,/�car I'aa,vwc.vl'n.v V., [Eq. D -21) c °3.00 in N , = 27,00 In Av.. 27.00 In Av.., = 40.50 in [Eq. D -23) • • Avca, = 40.50 in [Eq. D -23] '1 = 1.0000 [Sac. 1(c)] • 4 = 1.0000 JEq. D -27 or D -28) (Sec. D.6.2.1(c)) ' ' v = 1.4000 [Sec. 0.6.2.7) 4 1.4000 [Sec. 0.8.2.7) • 4 v = J (1.5c / h = 1.0000 [Sec. D.0.2.8) • 0 •2 t ' ° J MSc., / h = 1.0000 [Sec. 0.6.2.8) • V „ =7( / da)' J dal, - / fa(cat)" g [Eq. 13-24) a da) 0.2 `I l = 1.77 in a 1.77 e d J P c ( cat) t.g (Eq. D -24] Ve, = 1518.99 lb V a 1518.99 lb • Vi ce, = 1417.72 lb [Eq. D -21) Vc0, = 1417.72 lb (Eq. D -21] V cay = 2 ' Vice, (Sec. 0.6.2.1(c)) v a 2 V • V cby = 2835.44 lb V cby c ,, (Sec D.6.2.1(c)) + = 0.70 cay = 2835.44 lb • + ° 0.70 . Chet = anchors (for a single anchor) +N a 1984.81 lb (for a single anchor) • Check anchore at c edge Check anchors at c edge v�y ° A A =_ar 'l 'n.v 4 'gv I v V 5 (Eq. D -z t ] 'v ° /� - ca, = 3.00'ln o'/ / A vcoy I' ed,v 4 'c,v 4 'n.vNo y [Eq. D-21) - . c = 3.00 in A = 27.00 In . A von = 40.50 k1 (Eq. 0.23) No, a 27.00 in A„ ° 40.50 In [Eq. 0.23) 4' v = ..0000 [Sec. 0.13.2.1(c)] l'od V ° 1.0000 [sac. D.e.2.1(c)] • 4 = 1.4000 [See. 0.8.2.7.8.2.7) • 4'.., a 1,4000 (Sec. 0.8.2.71 • 4 'n,v ° J (1.5c / h = 1.0000 [Sec. D.8.2.8) V = 7(1 d0 )0.2 J d 0 X J ? 5 (C , )"° [Eq. D -24] 4 a (1.Sc / h ° 1.0000 (Sec. D.6.2.8) .. I. a 1.77 In • V.„, ° 7(la /da ) 02 J ;X,/ fc(oat)t's [Eq. D -24) I. = 1.77 in • V = 1518.99 lb V coy = 1417.72 lb [Eq, 0.211 ' • . V cb, = 2 ' Vcby (Sec. 0.8.2.1(c)) ' . Vcb, = 2835.44 lb +=0.70 0‘./.... = 1884.81 lb (for a single anchor) . 10) Concrete Pryout Strength of Anchor In Shear [Soc. 0.6.3) V = k op N oo [Eq. 13-28) k 1 [Sec. 0.6.3.1) Ncb = 2822.27 lb (from Section (5) of calculations) V = 2822.27 lb . y + °0.70[0.4.4) eV a 1975.59 lb (for o single anchor) 11) Chock Demand /Capacity Ratios (Soc. 0.7] - Tension _ .` - Steel : 0.0000 • • -.Breakout : 0.0000 - Pullout : 0.0000 - Sideface Blowout : N/A Shear ' ' • - SteelY0.1945 - Breakout (case 1):0.5828 • Breakout (case 2) : N/A • - Breakout (case 3) : 0.2623 - Pryout : 0.2835 T.Max(0) <° 0.2'ond V.Mas(0.58) <= 1.0 [Sae 0.7.2] . Interaction check: PASS Uao 3/8" diameter Titan HD anchor(e) with 2.6 In. embedment • $Z LAG SCREWS p 10 6-1 ) l0 - Table 9.3B Lag Screw Design Values (Z) for Single Shear (two member) Connections with 1/4" ASTM A36 steel side plate, or ASTM A653, Grade 33 steel side plate (for t, <1/4 ") • 0=0.67 G =0.55 0=0.50 • 0=0.49 G=0.46 I Red Oak Mixed Maple Douglas-Fir-Larch Douglas -Fir larch (N) Douglas -Fir (S) w , Steel Lag Southern Pine Hem -Fir (N) 1 Side Screw - 6 Plate Diameter • � t, D Zj Zl ZII Z, ZII Lt III Zl ' ZII Z., s inches inches lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1 1/4 330 260 310 230 300 220 300 210 290 200 i 5/16 450 330 410 290 400 280 400 270 390 260 1 3/8 550 390 510 350 490 330 480 470 310 7/16 700 480 650 • 430 620 400 620 400 600 380 1/2 870 • 580 810 520 780 490 770 480 750 460 a 5/8 1290 820 1190 720 1140 • 680 1140 670 1100 640 3/4 1810 1100 1660 960 1600 910 / 1580 890 / 1540 860 7/8 2420 1410 2220 1240 2130 1170 2120 1140 2060 1100 1 3130 1760 2870 1540 2750 1460 2730 1430 2650 1380 1 -1/8 3930 2150 3610 1880. 3460 _ 1770 3430 1750 ' 3340 1670 ;i 1 -1/4 4840 2580 4440 2260 4260 2120 4220 2090 4100 1990 3 gage 1/4 300 230 270 210 260 190 260 • 190 260 180 t = 0.239" 5/16 400 300 370 270 360 250 360 2.50 350 240 `. :, a 3/8 500 .350 460 _ • 320 440 300 440 290 430 280 ij 7 gage 1/4 270 210 250 180 240 170 240 170 230 160 5.„ . t,= 0.179" .5/16 370 270 -340 240 . 330 • 230 330 230 320 220 K x pp x ,,1 : 3/8 460 320 420 290 410 270 400 270 390 260 6 %ti.,` JO gage 1/4 250 190 • 230 -170 • 220 160 220 160 210 150 -1' . t 0.134" 5/16 350 260 330 230 310 220 310 . 210 ' 300 210 • 3/8 440 310 400 • 280 390 260 390 260 380 250 11 gage 1/4 250 190 230 170 220 160 220 160 210 150.. t,=0.120" 5/16 350 260 320 230 310 210 310 210 300 200 l " 3/8 430 310 400 270 380 260 380 250 370 240 ;; 5. 12 gage 1/4 240 190 220 ' 170 210 •160 210 150 210 150 n t=0.105" 5/16 350 250 320 220 310 210 300 210 300 200 3/8 430 300 400 270 380 250 380 250 370 240 14 gage (/4 240 180 220 160 210 150 210 150 200 140 t 1. Tabulated lateral design values (7.) for lag screw connections shall be multiplied by all applicable adjustment factors (Table 7.3.1). 2. Tabulated lateral design values (Z) are for "full diameter "lag screws (see Reference 6) inserted in side grain with lag screw axis perpendicular to wood fibers, and ' with the following lag screw bending yield strengths (F ' • F,, = 70,000 psi for D = 114" • F,,, = 60,000 psi for D = 5/16" . F,b = 45,000 psi for 0 >_ 3/8" 3. Tabulated lateral design values (Z) are based on dowel bearing strengths (F,) of 58,000 psi for ASTM A36 steel, and 45,000 psi for ASTM A653, Grade 33 steel. . . • 6 6.... AMERICAN WOOD COUNCIL • •