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Specifications (2) 15'275 sw Ave N92,01,9. 00177 FFI r p' N REVISIO 7650 S.W.Beveland St. TM RIPPEY Tigard,Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 City of Tigard ',1 0 47 ,p Approved Plans By - Date )1:1E23 r 2019 STRUCTURAL CALCULATIONS 1 rmvIr PROJECT: MOTHER'S MILK STORAGE RACKS—15875 SW 74TH ,> LOCATION: 15875 SW 74TH AVENUE TIGARD,OREGON 97224 t.4".? fir<Vh CLIENT: NORTHWEST MOTHERS MILK BANK ' • IV #1:1,089 c. DATE: NOVEMBER 29,2019 WV 1 '' CA GO . r�- PROJECT NUMBER: 19410 ',;, ,.`, JfM r177-ii_-.1.07/a TABLE OF CONTENTS: ITEM SHEET NUMBER GENERAL NOTES N1-N2 SITE PLAN SP1 DETAIL SKI-SK4 CALCULATIONS C1-C13 DESCRIPTION: THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR ANCHORAGE OF TWO(2)EXISTING STORAGE RACKS LOCATED AT THE ADDRESS NOTED ABOVE. PER CONTACT WITH THE CITY,ONLY THE ANCHORAGE CALCULATIONS FOR TILE STORAGE RACKS ARE REQUIRED.TMR DID NOT EVALUATE THE EXISTING STORAGE RACKS. GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC: DEAD LOAD FOR BOXES FILLED WITH PAPER=45 LBS(ASSUMED) SELF WEIGHT OF(E)STORAGE RACK=2333 LBS(ASSUMED,SEE CALCS.) SEISMIC IMPORTANCE FACTOR Ie: 1.0 SITE CLASS:D(DEFAULT) SDS=0.683 R=4 EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. CONCRETE ACCESSORIES: CONCRETE EPDXY/ADHESIVE ANCHORS SHALL BE INSTALLED WITH"De WALT PURE 110+"(OR ENGINEER APPROVED EQUIVALENT)INSTALLED PER MANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT,AND SHALL MEET THE FOLLOWING CRITERIA: A. ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND WITH STRICT ADHERENCE TO THE PROVISIONS WITHIN THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. B. AT THE TIME OF ANCHOR INSTALLATION,IN ACCORDANCE WITH ACI 318-14 SECTION 17.1.2,ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRE 1'h HAVING A MINIMUM AGE OF 21 DAYS. C. WHERE THE AUTHORITY HAVING JURISDICTION OVER TI-IIS PROJECT REQUIRES ADHERENCE TO ACI 318-14, SECTION 17.8.22 INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER(AM)AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318-14, SECTION 17.8.2.2.PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION. NO Th:THE STATE OF OREGON DOES NOT CURRENTLY REQUIRE ADHERENCE TO ACI 318-14, SECTION 17.8.2.2. NON-SHRINK GROUT SHALL BE A PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC AGGREGATE, CEMENT,WATER REDUCING AND PLASTICIZING AGENTS;CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,200 PSI IN 48 HOURS AND 6,000 PSI IN 28 DAYS. GROUT SHALL BE MIXED AND APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. I K TM RIPPEY 1y.I. Consulting Engineers By: SF Date: 7650 SW Beveland Street MOTHER'S MILK STORAGE RACKS Chk By: Date: Suite 100 Tigard,Oregon 97223 Job#: 19414 Phone:(503)443-3900 TIGARD,OR Sheet: N 1 Of: METALS: ALL MISCELLANEOUS STEEL:ASTM A36(Fy=36,000 PSI),OR AS NOTED ASTM A572(Fy=50 KSI). THREADED RODS: ASTM A36 UNLESS NO IED OTHERWISE. ALL STEEL TO HAVE SHOP COAT. DESIGN,FABRICATION,AND ERECTION SHALL BE IN ACCORDANCE WITH THE"AISC SPECIFICATION FOR STRUCTURAL S 1'bEL BUILDINGS". INSTALLATION AND TIGHTENING OF ALL BOLTS SHALL BE IN ACCORDANCE WITH THE"SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". UNLESS NOTED OTHERWISE BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG-TIGHT CONDITION. SNUG TIGHT IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. INSPECTIONS: SPECIAL INSPECTIONS:IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE AREAS INDICATED BELOW: I. PERIODIC SPECIAL INSPECTION FOR POST-INSTALLED CONCRETE EPDXY ANCHORS. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEM NOT COMPLYING WITH THE PROJECT SPECIFICATIONS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. rMKTM RIPPEY Consulting Engineers By: IF Date: 7650 SW Beveland Street MOTHER'S MILK STORAGE RACKS ChkBy: Date: Suite 100 Tigard,Oregon 97223 Job#: 19410 Phone:(503)443-3900 TIGARD,OR Sheet: _NAL_ Of: t a , " ,,, STORAGE RACK $,t,t�r - 0 _ -- �� •-;•'1.-a „ � m ' wfs�E 0 � ,.� A A O vt CI. CS A o -, t<F ¢ r S n t APPROXIMATE AREA FOR LOCATION ,, z U '�` OF THE STORAGE RACKS. SEE 1/SKI M . FOR EXISTING FLOOR FRAMING PLAN. �' ,F .V yr , STORAGE RACK. � ` "`' �C "� CC O 4,*4 if,F : . S � „ �r�±�i4 .i is tii e co 0 fit' M CC Q a inti° ��5� r 7j CC CS 0 1/41 is 1,. d L 5 3 �tiv2 #4u t �i yw ADDRESS: DESCRIPTION:TMR IS RESPONSIBLE FOR THE 15$75 SW 74TH AVENUE ANCHORAGE OF THE(E) STORAGE RACKS TGARD, OREGON 97224 DOWN TO THE (E) STRUCTURE.THERE ARE(2) qq (E) STORAGE RACKS TO BE ANCHORED. ; 1:7' i. a ANALYSIS OF (E) STORAGE RACKS WAS NOT i47:::-7-0', 5';'1. '. * >ry, tj PERFORMED. 'jj�L' �. s`�?:r �'' W/�o oi4 ti, r "-1 °o � C"7 ,� t �V � v� Y e>I NORTH CC e`,:i, c C b o Nr 44 .., . , W . Q 1 SITE PLAN a spi STORAGE RACK LOCATION. DIMENSIONS: HEIGHT= 10'-0"± DEPTH=2'-6"± LENGTH = 17'-0"± ;; is SEE 1/SK2 FOR ANCHORAGE DOWN Q a o TO THE (E) CONCRETE SLAB. 0 Q Q n t r J x r .r Q _ T. aM Iii z ---- 91s_.f _— ` ` •a n r t. k ®O `---4;D / , Il�O A 8 j�. '47) , P.1YOC Z VW- I O'3 •" _- ......::-.4___tsa_ "»S w`:1'u oa w".,wec I/1 r. V * _•_ ••____ ®___-'N '/ Ila-w� W �_� I cr • Q ell , . 0 0 . ' oiNentik:------------ z.-----z,:z.",io ‘' - co z IP� I' 6 6" ,_( W .,- M Ir TMR IS SOLEY RESPONSIBLE FOR STORAGE RACK LOCATION. THE ANCHORAGE DESIGN OF THE DIMENSIONS: w STORAGE RACKS, PER CONTACT (E) CONCRETE SLAB IS HEIGHT=10'-0"± = d WITH THE CITY. NO ANALYSIS OF THE 6"THICK WITH#5 BAR DEPTH=2'-6"± O CD STORAGE RACKS THEMSELVES WAS @ 36"0/C. EACH WAY. LENGTH = 17'-0"± M !- PERFORMED UNDER THIS SCOPE. SEE 1/SK2 FOR ANCHORAGE DOWN TO THE (E) CONCRETE SLAB. >0 W0 7.,? Al* w 4""'Frj Eq) 1 NORTH /: ''' h r,'i; 1 o ((I aY j:� M 2 ccs FLOOR LAYOUT �,� G ,�= g 73 o A'"e O 0 "'a b 41/111 NOTES:-DRAWING IS FROM THE ORIGINAL BUILDING DRAWINGS AND IS FOR . �� 1 H �`D. rig • E: p, REFERENCE ONLY.TMR NOTES ARE BOXED. i,.�1 \ -APPROXIMATE LOCATION OF STORAGE RACKS.SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS. i a . it } 5-��.arG 1 ,qr : cctirz ,-. �1r -r( ., CI:. , , . . i SNP 4r TIDE r z.DDL� . . . ! , : ii -: .: .i. oN G sr �►�l H �, TH-E t , NI, _ #i-g.�. ( ) bAsE.fM-rLs • i • `�� • i in1P�.L. �,,D TYJ C�) GdL.�nnn.x, a • • F1 1 L. TI+E. • --LAAO 14o1.ES 6ursrDE. 11HE. (0 CotuMA) ff —�► ti , ,rt kJ/ 3/$'0 X.4 t+e 1 t ,fa. Vr.(Q $ (a t THRE.14DEC' f OD (I 3(0 tAtA/.)i ... . It zrH De WALT u RE, t!4t • . i • i . I • ii e P©X V C . PAATE.. : : : • . . 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Beveland St, Suite 100 JOB NO I 7-i 1O Tigard, Oregon 97223 Phone(503) 443-3900 T F R :s MIL-k, STOP-46E g.14-C-4<$ SHEET SK 30F • : 0 i •• . . - I - • ; • . . 1 I : • i t 0 i i- a i- + � i- jjj ., ...►� . : : . • • • . . t t `{ S7 , . : . . . . . . . : : jj . , : , :. ,• , • , .. : , . . . . , . : • , . . . c---,. i • ! ,. .... :-.-e: . -. , • . . . . • : • . . . : • : . „ : , . , . , , , , , : : • , ,: : • , , , ,-. • . • 1 i � I i i d, - . 1 , , !..-i . . • . : • : : . • .. • . • • ., . . ,, . ,,, : , - . ,,..„ , • . . , • • - - . • • •. i , ,. . :. , k•tv a (04, 7, • , : • . • , : , :• : , • , , , , : , . • : ., to • � . 1 • •, , , , i % • • 7z i • t4° i r+ it _ " i i • • • 1 1 • #i V. 1 13,089 _ ,� _. 't N. sk '° 'y� ter i Iy i • • r1 /.If K TM RIPPEY BY �r DATELCONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveiand St, Suite 100 JOB 140 l 1)o Tigard,Oregon 97223 Phone(503) 443-3900 ftiLOn+E,Rl a MILK STO ,li4 ,, RA-CA$ SHEET__ {_.OF l . DF J Grr r& i•R=1q I . . • . : • i 6DDRL,,,SS 15-87515W 71'`�' ilyE JUE, i : .TTl'4 o, OR E.40/0. (3.7.f?.?"/ ! . o I L4"1" 5'gip753 ! . . 4OA1 . ' -(aa. 75'x535'. 5cs O.($3 CS F:. Pl?--t•vrovrj : 4SG!E .7-t6 seGr.�c�n,/ 15;5 I ; 1 TOP- E G?AG�s i i E In`l . I VuLT Cs J 4 ) ). 43.E/(t)J wp • • ; I Vvi-r- 0,17i. Id •• .: i WT OF '7"-biz AGft,4Ck - • : i A. R14ZL5 / E 0 ss a x ax Ai uir =54 PLF 4..5":,5-0_,-' 6.6pz.F(a14")(30) = f�t03t s : I on1 cuts . { . • • a. ! srDE, Q14x$5 Act. a)caY Yq yr-as- • 1 I ! . 3. Ar, Oy up-Z.. 3k.i•G Es M. a x ax iiy v/r:=S,.SPc-F (5,010f X51OrX6 ) LI 1K,5LCS 0N oNrE R P,GK GdLur .vs 3 { '� f��r.. ��.w�oE �/ r`!a'" P'Ga'rvo� us;�. rte;: aP��' ( LFXJ),o''X6) i ao Gas . i . 6iu ONE i P�4Gk 5 PLYWOOD -); ('SF : . . . : : (Z'o''a-'o'`XaPSFXis? . . 'WO 1-6s! I tpNONE. • 'rb7"4L Inky z Iy03Lg5t 165Lf3S4- 1lo,jLest1:014:iis I 5'oLeb To-r-prL w-r: x333 LESS - _ . ' s 1 ILA TM RIPPEY BY V f DATE .,C.Li N.. CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveiand St,Suite 100 JOB NO I ?`tic Tigard, Oregon 97223 Phone(503)443-3900 N1©71-/ JZ.'S IVt.rt_J< S 77la.f„ g,, k,S SHEET 6,1 or 1�E5r(,rtl�oT. ) I j ! Per G E,n,1r rtf Y wmLz Ou'r cARbeOtosgb eC,x � . BoAES OP GLdt/: S., GLEArv.T.,N, Su PP ,, : . • . ! (..06 oy.vsurv, gc..s, SrytroFor rva AN© BcpxEs c!)F PccP . . Annorv% O711-E.. sxM rrEr is. I ' . . eoxss dt= 4P e, ALL 1�lh.rC, ►MO • � � gT Li , As5ymg, AYES GauLD e,cor °o�u AAP/ 5#6'-F • Assume. ji.co f3c*ss pare. S1f>z,t.F (JDDEN pue.e_y a.o,4uf,®) u SE t.ow iC/IPAc TY .PF: (1.1" .•13:3f�►) 7do s/sr E.F' I i , 51 LVE..S : j I : : I I a 7/ ! <--3. • O h 1, to - �-.... (. _ - ria O.10 o=y"; 3 — N -- ,e„.4 Fit • a i . ... .... .. • : . FzRsT cwEct< 51-0M6E R.f zlis kilo Pr,vY 5UPP.zLS © u a-r v✓r PU 2-cvEc. ( 5,5PtFX8'G'`X )- 13.5t-BS x a = t 87 LBs . 2. w �Rf Po?Ptx'$eLC 4 Yo +(8-o"X -o7sF) M 3 L61 X G 5 StbE ,:.S 1- 1)Z'46a►v4Lst cot.UMog . ! I a k,5/JbS1-! 1 5Lf3Sf 1R6Lr$S = '-t50L$S . q5 i)S Dr.. r-ZeU7t.J) iRm G GZY�.LS, : 1 3oL3s k a‹- wf+s.p.v_ iPpLscre: . : I4 IL(5Srlflif� 3-f" Ca4LCjS a 31!L.6S i 13.5.-t.5S 1-3a I-Bs i- 301.85: )56,5'1-gS 11\64 TM RIPPEY BY ..3.F. DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W,Beveland St, Suite 100 JOB NO t9'l/O Tigard,Oregon 97223 Phone(503)443-3900 MOT'jif:2 s t-,K uoRJ1Ge 14'Gk SHEET__OF i i t , 'I . D� GO: (Con& ) .. . . ft :. 6z..,bS • 1 F7 3. a.t35 : j ;I'LL cO1.C.f,.S UG.YTrnM4-T_ Fa11 a► LBS I Fs,t 3516$ i F3 14ot-6S I h":q 3`d LAS (5 . EXC .L.• PP.Z,J rrUr;) , I . fli- (e L$S i'Jo L. 3L,6_5 I ', . . F5 alt Li$S fi„ it. 146 Urss .i F6 - :.26P I- Fig- 101 1.-Bs ., I • mor .(P hL ) -4. ► )C ( LeSXo.$ ) f(9 SX`P 0 )t(re,i-tX.$-a )it (re40.5x3-6)f 674#iisXy- i � !i 4.(Q61-05x5-o^)I- (301.85)(6'-a,`)f(35L B5X 4/o'')4($8zB5,?(7��') i ! , . ! +('t31,435Xs 'f")f ( foLf3 .�.?'!O'`)t ()9145)(1,o;6")1. 4.4-:07:- a Ti,7-6'5-Ft I i . M+ti (a. 0.a SDS)(PO (c4,c1/,,?) 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Fy� 13.LBS 10- 3f L8S j • i • I5_ 1 ILes _ 33 z- • F .. :19LBs 43QLes. - , [ (` LesXo2,46 + (166t55Xa=o9+ NL6sX3�0?")f (I 3485X3=6")t(171-155X -'s'')4CilLss) : ($=o") 1- (a31.'35X6=ar') f(a5-6(35XG lito�')f (agG's)(7; '2 -(31Li3sXs=yr�)t j (33L6.5)3' /019+ ('f 304,5X/0.14'`)3 Nbr t ( 5$7 7, 3 3 L-15s,F6-j (.0 t-r) • • . • Ta-mL 04, 1 377a.s4(5s f • L. fY1,cz. (0.17 (o, a X,0..6?3)X3 7.7 a,s L X a lam`/a P • .1 MR. 4 g3C000 LBS, F6 MOME,Avr .1407-0 5L c3 -> Ncrr - M2 5'.'$7815 art - 3,.(0114-& a a'7�K��rL MaX moM Jur r rury S + t 3. 173 K `rc • (,u( r) SL/146 " r' K u0/ #5' g 36."%. Ep40 w f Y : i• I j • /( TM RIPPEY BY .�F DATE M j, CONSULTING ENGINEERS CKK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 19ifio Tigard,Oregon 97223 Phone(503) 443-3900 1hOT14-f,P'S r cr K STOR.F}��C._ eAGK SHEET G OF jII9 . : i .• t i . . i • TE,A,sr-0\ Fob crru s,C, 8 y mom,E.Ni' • 1 .w\Ia. 3. 173k•c-r (soy`) . f.GoK(u4r) : . eRt4i� r rl P75 • F. • W.D AREc•b 3 ' .60K - .1-o.a�.643)X,o.l 'k� (a� 1)A A:: y (oaI ? -3 5:3`.. .. (,) ,E..S5 'x5- " F1.191! '�"� I qi aSFLF #5c. 36"lc.. : : : ' we,/! ( la.sP � s -(01 1 p4 (o RIO -5S•Ft !(,bE, A,J ) • • '.#13-6* p, nciY4 s . C_a.X0.31 a 6,n :4=7S(5)e')Tq= 0.31;r1a i a e%,48'57-Ce.,�b , (o.Z5 (3ar ,,,i)(5-'b''Xi a'1r' )) I Ox' 0. 1gg0 ViVio- AS ill Ca -clic ' .: d f a ; dia -, i Mu- Co.(1xaXo•3X6o,a siX3'10.18'75;, 1,---4- .,k_..,�.Y !Mu .: 970767 :c.l6•:n = 8I057 4B5•fi6 • i c. 'A7Y k _SG3 °. a � -a"/ T rUSrory i 3 . 0 E( cc,r"nQ.E..ss zcaN 1 CeinnPE E.S3T,J fg.o., 4A4r ,,E NfL; 1, 60 k ( v1-7) di: P.. FParv, )t.,1-L- PAUIS 40,5,1)SO (077 `75-78)4,8s 3• • 0, Q ria. a5os ) -, (.a -r 0,40,G139 -. 1.336 GOAs)- ',(1, 3366 1.5'76K) . �a vow< - . Il vat,SS Z v\J�� ( QCIK f- t(2.1b9 k !`1.5K (U1-77) Gtr GK PuA1 G r>1Cr 1:/ R I ' GoNS R+/Ar. VE ‘k. = Ca - % )2 bad , : . 1 ,' 3`f3'Ic I lrlt0Ca Pe 10 Sl4">4t', - 2c,Pt ) ee'� 3560 f5; (sF.E. Pg.Er.V=ou'S) /r.�\ J� TM RIP'PEY BY .�(' DATE .L .\�G1J CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 Tigard,Oregon 97223 JOB NO 19111/0 Phone(503) 443-3900 flibTHFJ?A MrL.k s-ro e.A&E, kPS(K SHEET 65 01 • : ; i DESrGw o ir: ... 1 . . : :i . i i • d Co'' i'H-zGk. I j • • i bo+ (a.x9 ,- (aZ?'�)' 3r" ' � : :. . I I • t,!_ • (at f/i ,)j a) 1.3Soo ;� ".(3 „X6 ,� i : : :. : 1 V ( •b ta) ,3 %�` bo d •• : ! . ' Ltd (6'`) . , i ,i . V� ;3c," faA,l,o) \I 3Soyes,, (3 .x�'`) I i Ivy 4, .11o. 75 k . . ; i :. ! . : : ; 1 Uc - '`t(1.o) 35o7csr' (3G,"x6,.,) 1 : .• .I r Q K �. j• i - ! 411 i • . IVc: 51,!151 (;ov£,, S j i . T c- ©0 75( 1• /151c) 3f.?-34-P4 C4cxry. • • I i I • • DnvD. cAA.c ii f • • • • I • 1 • i •j • • • a • • • • • • • { I I • • f . I I • I • ••1MKTMRIPPEY BY Zr DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB No 1 41'fJa Tigard,Oregon 97223 Phone(503)443-3900 'M'J7-1 f...E. N\=/,K S'T'taizick-6E RACk SHEET CZ, OF - (GC...t_.. f YUTn c T Case 1 Just Weight of Rack See Prinout SDS 0.683 Table 15.44 R 4 (SDS/R)*Wtotal V(LBS, ULT) 398.274375 Cv= Force(LBS) = Level Weight(LBS) Height (ft) WxH (LBS-Ft) (W*H)/(SUM(W*H)) (Cv*V) Top 311 10 3110 0.253164653 101 11 155.5 8.83333 1373.582815 0.111814346 45 10 155.5 8.3333 1295.82815 0.10548485 43 9 155.5 7.5 1166.25 0.094936745 38 8 155.5 6.8333 1062.57815 0.086497501 35 7 155.5 6.16667 958.917185 0.078059144 32 6 155.5 5 777.5 0.063291163 26 5 155.5 4.6667 725.67185 0.059072174 24 4 155.5 3.5 544.25 0.044303814 18 3 155.5 3.16667 492.417185 0.040084446 16 2 311 2 622 0.050632931 21 1 311 0.5 155.5 0.012658233 6 0 0 0 0 0 0 total 2332.5 12284.49534 1 Case 2a 67%each level See Prinout SDS 0.683 And Weight of Rack Table 15.4-1 R 4 (SDS/R)*Wtotal V(LBS, ULT) 1635.358125 Cv= Force (LBS)= Level Weight (LBS) Height (ft) WxH (LBS-Ft) (W*H)/(SUM(W*H)) (Cv*V) Top 1277 10.5 13408.5 0.242775493 398 11 638.5 9.333 5959.1205 0.107896365 177 10 638.5 8.8333 5640.06205 0.102119465 168 9 638.5 8 5108 0.092485902 152 8 6383 7.3333 4682.31205 0.084778358 139 7 638.5 6.6667 4256.68795 0.07707197 127 6 6383 5.5 3511.75 0.063584058 104 5 638.5 5.16667 3298.918795 0.059730517 98 4 638.5 4 2554 0.046242951 76 3 638.5 3.6667 2341.18795 0.042389757 70 2 1277 2.5 3192.5 0.057803689 95 1 1277 1 1277 0.023121475 38 0 0 0 0 0 0 total 9577.5 55230.0393 1 /".'7 X c, L- Pgx.,uro u-r Case 2b 100%at top level See Prinout SDS 0.683 And Weight of Rack Table 15.4-1 R 4 (SDS/R)*Wtotal V(LBS, ULT) 644.154375 Cv= Force (LBS) _ Level Weight (LBS) Height(ft) WxH (LBS-Ft) (W*H)/(SUM(W*H)) (Cv*V) Top 1751 10.5 18385.5 0.667108241 430 11 155.5 8.83333 1373.582815 0.049839733 33 10 155.5 8.3333 1295.82815 0.047018446 31 9 155.5 7.5 1166.25 0.042316771 28 8 155.5 6.8333 1062.57815 0.038555092 25 7 155.5 6.16667 958.917185 0.034793808 23 6 155.5 5 777.5 0.02821118 19 5 155.5 4.6667 725.67185 0.026330623 17 4 155.5 3.5 544.25 0.019747826 13 3 155.5 3.16667 492.417185 0.0178671 12 2 311 2 622 0.022568944 15 1 311 0.5 155.5 0.005642236 4 0 0 0 0 0 0 total 3772.5 27559.99534 1 i ! 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USt,. �L4TE,,�. r�SHE.R3 i i I • . . i ILA TM RIPPEYBY v r DATE CONSULTING ENGINEERS CHK BY a DATE 7650 S.W. Beveland St, Suite 100 lOBNO 1 l,f/0 Tigard,Oregon 97223 Phone(503)443-3900 MOT ..kis N\Z STO�,AC.1E. t j4c4< SHEET C.4:1 OF DEWALT DEWALT Design Assist Ver.1.4.1.0 Page 1 ENGINEERED BY 0Wef S' Anchorage Nov 21 2019 �e C @��.[a, 3�6��l�1 S�'1.d���r � ��.. �6;.. r'o�.��� !i ,rf'. �- ✓ y tt �.,� r".-`T� sr .c.— ,r' .� ,i ��.,... h,r.., > .-F.. .?" ._,z..�',c.:�"...i, �wUXr.r��„_ a..-wrx.:=.-r „-,.,r,.n„ � ,._. .,.n',.� ,���,✓ �:,.,.c�.,.�� .�,.. ,,...�,�ti.,....L.s, Company: Project Engineer: -- Address: ---Oregon 97225 Phone: M:-P:- Email: jim.finnegan9@gmail,com Project Name: Untitled Project Address: Untitled Notes: ir 0 7 0 0 6"',.8 Q ,@ f�,4,@ �. E�A .0 w ,., c..,,i,.,-.s .[ ✓ `�. �, G`o, �,✓, :r n - _. .. , .moi _._._ .-, ���_� Selected Anchor: Pure110+ Brand: DEWALT i ' - Material: 3/8"0 Threaded Rod ASTM F1554 GR 36 Embedment; hef 4.75 in hnom 4.75 in Approval: ICC-ES ESR-3298 Issued I Revision: Ju1,2018 Dec,2018 D, ill Method: ethod: Haimmer Drilled rilled 411,-449-mi '':✓' -'��f^ r., ,4. fr.. Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) eo= U"c✓.'ser Defin er d G ' c K5iw - Concrete: Type Cracked Normal Weight Concrete Strength3500 psi QCT Cf(MCDr,,AierL Reinforcement: {3 Urea 1*414010651 Edge Reinforcement >=#14 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.125 in Length 3 in Width 1.5 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max.Service Temperature: Long Term: 110 °F Short Term: 176 °F Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility ( 10 . DEWALT DEWALT Design Assist Ver. 1.4.1.0 Page 2 ENGINEERED BY)owers' Anchorage y� Nov 21 2019 3 �ry�nr r,.:.�'w r �'a,,:_e 1�..�� G ✓.fir^"'`.-., �cr-�.�`.,,, ,/.G' .r.Fr�..%�-�.,.�r��"�l�' /' _. ,.....c �_.%.:�.h,.�,. ^/'w.. °`�r. r�.� s+y ., ..-.-..-.... r �-�r,a.. ter:. z f .. 2973 "a 0 r; 5 sYrs S 5 655 ..,, X ' �, r7 hmin 6.000 C✓,pin pSr cmin 1.875 in can 11.480 in shin 1.875 in ', .z kt,. d iA {..�°,`•"-„- x�4i,-4, l ,' rri --,,,y--,-,,,t, w,,,-!. i :c ... Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 1486.00 3371.00 0.441 OK Concrete Breakout Strength 2973.00 3581.00 0.830 OK Bond Strength 2973.00 3205.00 0.928 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 328.00 1402.00 0.234 OK Concrete Breakout Strength 655.00 2454.00 0.267 OK Controls PryoutGStrength 655.00 9205.00 0.071 OK �i�P f_4�!7- e” "�g"'.a�"[_a ":(f'�p�^/-� v"`,lF `^..r � r wr c.✓ Va .,..39 G c t1-161 09I..r e !.} ICW-�""..y" u� -1,' r,F'�'".' ,. 1::. ✓ ;, ..r� �" ..? 1.: ... �� �V�... _ _. i,' . " --, 'ice -- ANCHOR DESIGN CRITERIA IS SATISFIED_ * The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. 4 Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and F. * Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength, input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility C,I 1 11/15/2019 ATC Hazards by Location . OTC Hazards by Location Search Information Vancouver Coordinates: 45.405153,-122.752535 y � 1 illorrtr�ck Fiilishorpp....P 1ar�dj Elevation: ft ;ate Forest 72 Beeve otocesham1 Timestamp: 2019-11-15121:12:55.9532wtH Hazard Type: Seismic l�i8t�(3t1E Reference ASCE? ^1� I"' Document: Risk Category: II data®2019 Google Site Class: D-default Basic Parameters • Name. Value Description SS 0.853 MCER ground motion(period=0.2s) Si 0.391 MCER ground motion(period=1.Os) SMS 1.024 Site-modified spectral acceleration value SMi *null Site-modified spectral acceleration value Spg 0.683 Numeric seismic design value at 0.2s SA • SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 "Additional Information Name Value Description SDC *null Seismic design category Fa 12 Site amplification factor at 0.2s • • Fv *null Site amplification factor at 1.0s CRS 0.886 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.Os) • • PGA 0.388 MCEG peak ground acceleration FPGA 1.212 Site amplification factor at PGA •PGAM 0.47 Site modified peak ground acceleration TL. 16 Long-period transition period(s) hffnc•llha,artie afevlsIvdi'wet llfleoiern' 'Iat=AcAnFi7R7rgdRaArlrncc= 117 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 III = Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • 'ww_t%i7 d_or_ ov_ TO: / 77vi D: E RECEIVED: DEPT: BUILDING DIVISION H E C DEC 9 2019 FROM: , Jo& t .o 2 n SC v7 C ( =..i AIRD ,i / BUILDING' DIVISION COMPANY: Igc�(1�,) ', 11 O IL I PHONE: .7 -3 1 go By: RE: �. .5O -q 1 1—CP277 (Site Address) --j--? , are 9 7- c,2?-ti (Permit Number) (Project name or subdivision name and lot nu ,er) ATTACHED ARE THE FOLLOWING IT S: Copies: Description: Copies: Description: Additional set(s) of pl. s Revisions: Cross section(s) and detai :4 Wall bracing and/or lateral analysis. Floor/roof framing. r` Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: FOR OFFICE U E ONLY Rou to Permit T- ician: Date: ) Z— J ' - ) Initials: Fees Due: Y ❑ No Fee Description: Amount D e: . .s- �r pjtle) \t $ yc $ $ $ Special Instructions: , / Reprint Permit(per PE): ❑ Yes ,No// 111 Done Applicant Notified: Date: f 1–l l I /` Initials: I:\Building\Forms\TransmittalLetter-Revisions_061316.doc