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Specifications 3(.te 017' OOOgL-( 7000 s42 Vai7 .5 Consulting € z' REC EIVED Structural JUL 6 2.017 Engineers CITY OF TIGA'RD N I Structural Calculation p An ecovery Center Job Number: 170246 Codes: 2012 IBC Amended by Oregon Structural Specialty Code with 2014 revisions. Date: 4/5/2017 Location: 6996-7000 SW Yarns Street, Tigard, OR Client: CB/Two Architects 500 Liberty Street SE, Suite 100 ,`�Q.'�� PII° „ Salem, OR 97302 �...G1Ne co. A Phone: 503-480-8700 �' \- I/d .:0 k Engineer: John W. Lee, P.E. ".. _ MSC Engineers, Inc. � `c'0°I Ii 3470 Pipebend Pl. NE *f k 9, zz 4. ;1 +,, Suite 120 .7 l Salem, OR 97301 EXPIRES: iz - a/-/g Phone: 503-399-1399 Scope of Services: Gravity design of proposed remodel. Contents: Design Calculations 1.1 — 1.10 Foundation Design 2.1 Q 7/6/2017 Revisions requested per client. LIMITATIONS:Engineer was retained in a limited capacity for this project. Design is based upon the information provided by the client,who is solely responsible for accuracy of same. No responsibility and/or liability is assumed by,or is to be assigned to the Engineer for items beyond those shown on these sheets. • - pv :i A-zr 7s 10` dCjvLj 133roaa •{ zDr�� sbaar-41r-..la I 1N3110 -€3+ • -!/910 31V0 l' --15,0. AS GVW 1 'ON 133HS ! 'ON 31Id �... r x $/s r7f' -7o Z 1 x2.4T %Th sn V zy•o : -Tdb S- _ test, (-elk� �'�M = >` 1%o ' woSc) j1c 'O -4 d Obi'i•�1 S�Z = 41s7 S •O 1 von -/'1 c1 0s0.) = \c\lord y S 9 = 11 3'la0�z t/oc )�S1�t - Wit )-d' o, =1C - �, • •Cs/rQKc - -?)o0-1d • �s-e! IMEMISjJ'3,3 s-e. 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W Ad. •--„c5 Sc) sbb : 9/IA I 0 = /"1M ; Lf rl • (3gtfd 'JVA'z+dc7 -114 bozi st• o •+Q bt $tcp Tt014 coKft- F L,oO(? 1...o4 Mqr•J.Co • /D ••• /oPsP-(&) t 12 Ps-( 7_0/z1 = 200PLc LL. b5 Czo/2 -} 6/z-' = 61 to Pt.$ • t-O A D LOM 4. t +-O.�S CSL-k-1.1� = 15102 P%-;F • se-If s WL z. 1 foot d Lfac,o = o .2S ,t-P,r, (o le . . Sgt.-44 1>1/Fb.cCi = Col •3 ;r , /Fu_cl�= 33 ire 4 vslr GLQ 3�13x /3'h ose -• J~.it d ce 5‘...k n Gt.-6 5/ ,c 12 1-fDe - -s-t-ToteA.00E uPPEace. or✓r ( zo6) sPAr•G = 3•s • 1>L-.7: 30 Pyr' (a►KGaig) a 3*20 Pc.P• q 4 Lo P t,F • 'Sl 20 Ps h° C3r51/4Z./in 7-• e,•v ' PLg 41 WL12 = l42-sq, • W_- t.c)L/2- C3/. ) _ 203 1.35 &,a 6,t - //: t./2-i 0 -r -Y 4-x 6 c M(cv = droit 0 --• \V A = 'o Ps l otL_... LK,v. 4x$2 "biz•L d �2. is .- 0-ot O� FILE NO. 1.OZAro SHEET NO. C- MADE BY Sit" DATE 3ib0 t:' e; /Two } I� t CLIENT JENGINEERS INC. I PROJECT oa-at-vt- c Y c rEe_ ' 1.40.a',<1131..d .LO3road 3 - NI -�1 a1 � 3.WO -wit A930VW 'ON 1931-19t S ....am 1 'ON 3114 '`. `j „2.0 C-4.)2 1.3341 • �1 O I,0 d Q - 'o c 10= L-o/£7-/- M = h - tg =idj = ' - •-Oio I Sd c)s b -S)1,a a a bl.yf '-"P d oq 1 =Cyt . t3 0) �� A7� = ({717 )-�s� k- yO% g'° a • -.Vm71-9-birt e 9si0C /1-,153 / (sum 1ri1ra z1 x8/s9')9 aa.0 . st' B sz•s .1,6 s') z Y! • , d 02 : (.Z) d t i : Cz, s�•a � V.S.• 1:/s i��x �d °AQ 1 t,a js s•sz-)-3sd = S.11 d e ) ,o)•0 C ( /s--ir x rnd 1+,C +c) sdo) -l-( $/sk S•s-c N IQ'd0'7 - (DO'1 _.,‘I:$• o z (z/S- ,- x -d 88E = (8/S X 12)-71T,0 Cit = 1 S. a b•'0 = l /s•-•bo x d s ) se) on ' cor.,+"Ater) Sz's . )8•Q = (z/oIJ ( C/s. ).3sd s,0 d • e 1 s� o : (z/on ( y�- dol + (c/Qt ) (c/s )-dedor 7: 11.38 1.d5aa A Vr 'terl I.4G'7Jd• 9 N) .1Ny • S,£) , rikfc15 .1194301 - WAta41 , MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: Salem,OR 97301 Project Descr. 503.399.1399 www.mscengineersinc.com " - - .,-,:i ., Minted: 6 MAR 2017, 5 26PMTitle Block Une 6 + .1a„ z tfie aa,- "t0 `; i € - S " r r ' , , t # Je - .,--,z:::'' :" a :'pti ' ti3 ' k ek4 & :J :NIM€66sy �4, a "".-:'' ''''''r'4'4 ar" ' "" n ^. � �s44'. .''''131 '%:"4' CT'1' 31t. ` ' '✓ r Licensee: MSC Engineers Inc. c.0-,:• !!',7..) i u - _ " L..f v. -_,..Wa_= ? . “ .Lic.#: KW-06005723 Description: Beam @ Lobby Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.83)6(0.83) D 0.03 L 0.13 ` `tt "°`=€ 2^ "a+" . 1'F 5 R _ ` s ,. g y0 .. ''.:1,1'1,' , P"?xa f •t .*. } ``4 ."<,<<.t a s!i' rysA , w a r r 4. r"�-.,,, +L, ' 4 Tit ' y*'p ,*' Y.£a, 1 'k t 4 . 1 7 k v>*' 1,,,.41,,,,,!:..',. rt 3 7 • ",4 '" r '4,,t x���' Sys SY�� � � r ,�,�C € '�P c ' a� t �6 :�..ts° »A �s�.�d:�x'.:4g 'd"��%'r v_ i"�,!'" ,1,0:16,4,. x' 49"* �� a'a �"*i" x . z ! t '10.).,.,€ „jut .r e1i�'t. , ._. s�t,..0.5 3�..,.�^'�r,:41.�-r?� n�- asa..,�w.,'--v----- Ss f a��, �'z��d.u�.9�s'�'',• .AJ,u s:.k �'�. r rr 5.125x12 fr.; � kv Span=13.50 ft Uniform „ ', :?:� i , ,41v^,,2. � Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.030, L=0.130, Tributary Width=1.0 ft Point Load: D=0.350, L=0.810 k Cc?5.250 ft,(PT1) Point Load: D=0.870, S=0.870 k t 5.250 ft,(PT2) Point Load: D=0.610, L=2.330 k Q 5.250 ft,(PT3) r V''.'.r '7,ki Design OK Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.364 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 • fb:Actual = 1,890.08psi fv:Actual = 96.57 psi FB:Allowable = 2,346.22 psi Fv:Allowable 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.272ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.271 in Ratio= 598>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.402 in Ratio= 402>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 yct� i ' # .'4`i°` , ,, • . Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.117 3.013 Overall MINimum 0.532 0.338 *D*I 4.117 3.013 *D+S+H 1.853 1.253 +0+0.750L+0.750S+H 3.817 2.742 D Only 1.321 0.914 L Only 2.796 2.099 S Only 0.532 0.338 1.5 • w MSC Engineers,Inc. Project Title: ,.( 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: i Salem,OR 97301 Project Descr 503.399.1399 r www,mscengineersinc.com Title Block Line 6 , rPrinted 6,r.R 2017 5 fr `) ''' 7 ` " h '' :�+4'''',,,1< 4 1 1 , 4 ,:,-n,:.'' - "'1 y �t,c 1.Y �� 'T_ 1 3, ;a4' ? 4 t ss : ,:t.,- ,iia dlAe , - �' , i_...,- �..,fl=.....L....,�_.._ 3: a:`'''' " ' '""..,_,;,,int 1 '6a�.W:-.i'' a ...y...° �.�,n,�.'.�",.T.�+: ..,,�` �S'1`k 4�' ,� 6r,'e r i6 «".a � . Lic.#: KW-06005723 Licensee:MSC Engineers Inc. Description: Beam©Lobby_PSL Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 2900 psi Ebend-xx 2200 ksi Fc-PrIl 2900 psi Eminbend-xx 1118.19 ksi Wood Species :Trus Joist Fc-Perp 625 psi Wood Grade :Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Completely Unbraced 0(0-81)601-83) 0(0.03)L(0.13) i * + * i '' 3`� '+°�,"°1 ',cc xp is.t;Y'-..;. �'rar w,..‹,.). i- $"7._. s,, a �� ,w'f7d „,,11."1 nS r� °.ci$� .q".;r;$� k.,.ray, �av1",'r 17 '7" r ;aq:7,,,,.!;•.0,„1,A.-47.1.,,,,,,, y' , g ' �' .,`1,4:-::.,z,-..1. � 't�° =fIrz $,-c`+d'.B , 4. `f.1��,1,,,,•74, � -i ''" 4^,'IL,"ts f'„ °�. F _C£eHSd 4:' CI Iy '± A := "1f x . ; t� = t�y - � x:#1�a' , ' 4,144:441�g,1 I ` ' : , ' a�''itr ' 11411:,: "'S' 2.2.-1-'4=0'{'f,! 4' ): 050 ' .x .,=I9A'==9x ?': �. : ': _' ,°i . WJ,iIt * ..P,-- '.',..,...i.41.- v•§. ti"yr • • 5.25x11.25 Span=13.50 ft ® n � ° � i� : Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.030, L=0.130, Tributary Width=1.0 ft Point Load: D=0.350, L=0.810 k A,5.250 ft,(PT1) Point Load: D=0.870, S=0.870 k(a,5.250 ft,(PT2) Point Load: D=0.610, L=2.330 k an 5.250 ft,(PT3) r., .;(Ql'i'.':',1::'W',,,:;..42:',TM," ,f:,.. ' ,rf %t; Desi• n OK Maximum Bending Stress Ratio = 0.730 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb:Actual = 2,099.29 psi fv:Actual = 100.76 psi FB:Allowable = 2,850.57 psi Fv:Allowable = 290.00 psi Load Combination +0+L+H Load Combination .r-D.,{+H Location of maximum on span = 5.272ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.262 in Ratio= 617>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.390 in Ratio= 415>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 n �.� r '} _` ,„ !"e fi 3,,, §�", x Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.117 3.013 Overall MINimum 0.532 0.338 +O+L+H 4.117 3.013 +O+S+H 1.853 1.253 +D+0.750L+0.750S+H 3.817 2.742 D Only 1.321 0.914 L Only 2.796 2.099 S Only 0.532 0.338 -'zialtra-3 , 44(-4Q00tin 133road 1 •SNI S24 NI IE)N1 • t.taki lora/4-) 1N3110 '-'"'""....13) .)/ 1/9 31V0 -lir AEI 30VINyll ON 133H8 'ON 311A S \)1.11-' ' Wti .arra Q -z ip1 . 01 A ' ...474.1 •N C-e•Ce = C192/7 -n v0 • -4,10 It' Q o 7. o .i z a I C (CIS) -c/i c s i A . , a lcd-za = VA =A4 , *M2-t'2 _ 841 ' ` 'so'a 8 =S/+ri =fir o ' Z y o �,.,�,-eta �. �a b� � t f�►� z4�d sem, _ ,-1 d� Xb - dzSi_ = (,z)�sdol+ (c/z)-).�.sdzt =-1a Is•c0 r. �bds -301----4-do e `30-$-1{4 -,Q i�`cO•O c -Z- '1 'o0. 8$ ' 9C lsdS•C _ V/, ---t 1\3 ' `'O l8d zSC - S/ off. ' 8 xb -L 0t,0 - Z/1 :.-- '1, -,���‘a 6--6 �- _ ("Cis")-2/--)cin = J� a Dail �,' �1 d a ,-z3 , �a C �g • I = N'ids C1-z1 r) i..iocn e i-�i v► 'in a") • n-3 / h, � 'd' S/ x810 4r) .--a•C. -c u� bQ = Cr) '0j./1,.y d' S Cana) Val. 028'0 n CAVI/1 =-11'0'Q 5 b.i, = - • 2474 ' -• ( 'C/E 7.z/i n'i 1\ ii- L Z fldoo", 7- •did osz = (Biz xoz, `Sci Q- r -iv •fld Ocs _ (3') zsdo1-1-Cc/s) -6 ,ei a + (g/s x Or )-sad oz t• _te. ' c-21 G'o 0.7 C`e _LI-PI e• --4‹.1-1-f -,c' vi01.L K+?•4)1f"J Ir►ci,lS 11- Dtfrr i W(. s'� CAJ Cold?. t{'D2 7 oQ4G C. pPt" - 92. b L l 2 P•SF C }/2)t toPSfz-C 8) P 22 PL-P 'fry 'q X t0 Lt_ G5 P5F-C 5/ ,) - 22�PL .-� iso PLR C-1011- 11/5= (392-PSA oto bJ LeZ7 g • 3 5 s .*--r cry = `�/A: cos Pat o� y wL/?-C3fr,) = 2og9 = t.4,L = Q9 17/ O = 0.�to 4X 10 aP-/ 2... -ri ell,. PAGE. FILE NO. I 074 O t- ® SHEET NO. MADE BYWLT- DATE 6/1/ 11- r CLIENT C6/ 10 e}(G ►_ J EN4 11-geEI S INC I �/f�O04 • CENT= PROJECT M , r:, :e.k.c..r, 1 okt- , .A- or,) ci.*S C. r .. 3t :A1-1 /Bm' . K1,t z-5 4 ,11E! sPR►,,N 12. / (o..5"s' ) '�L t = , (OP -C4 ao Pp E'(21 tWA P -CA, t = ,-,c+ Ps.t2-c2-) _ AroP t_ °c,�s -a ►-a zS bt_Z = 12PsP 02/2_) ± to PSF-Cla ) -4.-- I 52_PLS.- (. Pt5•d - 12•S ) , I-l.2 .. cosP5+- 03.../-2...). = 390 PL . ,e1.. �z. t2�. r s'S - Iwlv,),_v - V um GAG • 3/2xio/Z I T ea.,,,IrouT) . 9. FILE NO. �0SHE " ET NO. / MADE BY 3141.." DATE p/3o/!3 1'lie "SiC� CLIENT � rW Q � " LIE T JEtVGIIVEEI S Ir--1 . I PROJECT 71/51-Deo '.C- 1JT� te. ..... a4 lc MSC Engineers,Inca Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: Salem,OR 97301 Project Descr: S 503.399.1399 www.mscengineersinc.com Title Block Line 6 -}" '°I ,r, $, -, Printed 30 JUN kr 1 20AI � � � 9�31�1 3 "���y�,d� �� � r � #t � c, �:�� cl ��J�ek s � ��JF!�4tY��� ` .fit Tit-� �;tl fi e t ' -Z111::;1',1'' � 2 a ri. Lic.# : KW-06005723 . t ro' �. �" ' �v' � k & vin Licensee: MSC Engineers Inc. Description: Beam Btw N125&N124 Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Pril 1650 psi Eminbend-xx 950ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2 pct Beam Bracing : Completely Unbraced i 0(0.152)L(0.39) i i D(0.12)S(0.04) i �r g.4''q'. +-a� x�d A :' I'4 #P :.? �X11#iia kP.: ii..;,;'kA �-.1'tP ,lsr d 1".q §x ,',- ax T✓?'� '9 .;�`€ E1-,,,,,'-,,„,s,,:...:4„ ; Ax. t -,.7.,x;,,..„, 3 � -e; i,,t.. 1 'i$' 4': �_ . �_�1- fi _� � '11.ct, f. � :A mrid �, i,� " win • 3.5x10.5 Span=12.50 ft no. :::. s a_alt i � ' �aafit e ,: � �` Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.120, S=0.040 k/ft,Extent=0.0—>>5.50 ft, Tributary Width=1.0 ft Uniform Load: D=0.1520, L=0.390 k/ft,Extent=5.50—>>12.50 ft, Tributary Width=1.0 ft "D .';� 4.'--11';' Desi.n OK Maximum Bending Stress Ratio = 0.627 1 Maximum Shear Stress Ratio = 0.371 : 1 Section used for this span 3.5x10.5 Section used for this span 3.5x10.5 fb:Actual = 1,424.61 psi Iv:Actual = 98.25 psi FB:Allowable = 2,273.24 psi Fv:Allowable = 265.00 psi Load Combination +0+1..+H Load Combination +D-FL-+H Location of maximum on span = 7.208ft Location of maximum on span = 11.633ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.212 in Ratio= 707>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.338 in Ratio= 443>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 W/ „ , ty g, -- 0 `�' it. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.577 2.877 Overall MINimum 0.172 0.048 +D+L+H 1.577 2.877 +D+S+H 0.984 0.960 +0+0.750L+0.750S+H 1.515 2.422 D Only 0.813 0.911 L Only 0.764 1.966 S Only 0.172 0.048 1.10 . ASE;ur- "•1> AU-Ow - r• 1500 psc pFt> FTC, :ft, FTC* OUT- a1=- S112-11:1- tl-ty_ A . 1�- 6 t.5 lest-C 1.5)� 3.3� ^'!A 'icgA, ,sI• .watt• I el V-. r �Ao� I �� ( . Com— tt-5,x .21/2.) 4.4 • • te- G _ -to _ ,4x� 1 11 3 -o 13,5 II, IG II E . 3 -G IG 1'x3 IS.G4i.e.. .I R _ 4 'O R K- FTG -0 c_t-eA...,1•- FTC, z t•-rc N . TG. Z7. 12-= 4.01514 Fr61; � . } Fr-6 tt'3T i.) CLE-q iLl-47 veAG,e, 4 ).-W,-Ji.. v = .5`Lt 2. I K- = 9.b - _� V-T�D. T G Ay tc s-. C soUT1-/ I`z= G•c,s7 = 3-0214-- GX1s i• FT-6 = /.s4=zf_Or z 2.330 = 6.4v r T-to p..LU QS E. vs-TA-71.01-3 t.No =d t1) , J • R- a co•Cc' /2 = 3•21"-- . a1L'. FILE NO. 1 44°7-614::* . SHEET NO. ' I ' ® MADE BY 11^-5\• DATE 3/6/ • CLIENT Le/-rw o '&11 • MUCEDZIMMEMISMI PROJECT fliL C>"iM ' �" c T2- FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 114 Transmittal Letter I ;(,n P n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: t--(,ti.., DATE RECEIVED: DEPT: BUILDING DIVISION FROM: <�'\� RV ED COMPANY: 1/Cra"\ 4 L s 2017 AD419 PHONE: (5) ) - Q ')k)v :UILDING D TIVIS RE: 4 e Uc-) - az_30 q- ( ite Ad. s) (Permit Number) rery\a Project name or su sion name an of um er ATTACHED ARE THE FOLLOWING ITEMS ( U Copies: Description: ( ' 'ies: _ Description: Additional set(s) of plans. 7., Revisions: c6NeurAtura.A, Cross section(s) and details. ' Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. I sr Engineer's calculations. Other(explain): REMARKS: -7-14.4,...24,0_,_ 1d.A. 4 n- .tja„,4+,1_,_ FOR OFFICE USE ONLY Routed to Permit Tec cian: Date: 7-- 1-2-1 7 Initials: /AA t/ Fees Due: Yes ■ No Fee Description: A D a'l (pi,,,,) p_i_v,T4 Amount Due:`l'4/S' _ $ tic Special Instructions: Reprint Permit(per PE): ❑Yes No E Done Applicant Notified: V449--- Date: 7//;-//7 Initials: /'.i I:\Building\Forms\Transmitta1Letter-Revisions 061316.doc