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Plans i4 I. I • • 7650 SW Beveland St V EAH'K TM RIPPEY . Suite 100 CONSULTING ENGINEERS P Loa Ph Oregon e: (503)443 -393-39 443-3900 Fax: (503) 443 -3700 - STRUCTURAL CALCULATIONS V FOR SPECTRA TENANT IMPROVEMENT MEZZANINE TIGARD, WASHINGTON • TMR #12098 • • April 2, 2012 PAGE FLOOR FRAMING Fl -F12 LATERAL Ll - L9 • • • / o F. 1 76897P - ‘i , "1- CITY OF TIGARD cow . Approved 1.3 e Cs v Conditionally Approved [ ] ' MOO` See Letter to: Follow • Attached EXPIRES* 0^Q + 13 _ tA Permit Number: P�UI�— (X�U75 Address:?3 79 Sin/ Tfcia r'rg By: IAA ✓ Date: 5� -i z • • • • OFFICE CITY • • I • G..,00ti G( I. (.3 u1‘ l,•01\ ( 1 el = .Y'$9/-- )Ll'i$•)• z.V rsI- SvSt•c - ti a I rtF 6-n-Ee..1 l /ta. F �, ...7-Sew = 1.x- P ! F sc sx - N ►u. et = 1,0 P s i Zc 6ria L 125 P s 1.,7 -∎ uk•r" sro TLA E ---. c= Liao ti = -o DL e VI- PS= Lt.. = I PSa sr'n4 _ . Is ) I - l to'' = T-6.s- e, -L1 - o, "o %c . 1 a , • ---4 N eft._ ) fL. _ (l_SP s G- s(7,) _ (.I L• s v R., C.iz s PsPiV 7v) = 537 . s TYp- a ff�+ 0 PST C " (oor�sz)(i,3)x It- o P Ix- -4Lo1z. cer. C IZSrcZ. ` c x = 61e0rS Ct.0) I Owf(z. ?o it swab lr(r p►L Irv" .03 � r - �HO3 4 •J W.xE) DMZ- 1 1�Rk a Atn.aL. = (i�PsFa- 11- sPsa)( %v)( = Z�.00 %T.-0 t.1; -o" ors I 1 L - tJ -t7r "- 11-% -O ' i-^-A -Y. 1 x.s'1 c�� 'C -s oo4f L1 oP J= ) ��, -(I) So Ps=•)l).ts)(.tl7) . 2- P)v- /LI . 00. 5') - 1 to F - ' Ls s :"•• 1-5 s= 44: idn)(Al) ("v,v - 7 1 1 nrvs-'--a, Z -o ors I fM i bi l TM RIPPEY By DATE 3 /14 AIL Y CONSULTING ENGINEERS CHK BY DATE- 7650 S.W. Beveland St, Suite 100 • Tigard, Oregon 97223 los No 11101. g Phone (503) 443 -3900 ' ' SHEET G I . OF l z' Project: Project Type: Type � Location: Tigard, Oregon Folder: Folder Date: 3/21/12 10:44 AM RedSpec by RedBuilt'" Designer: GMG v7.0.13 Comment: 16" Red -I65TM @ 24" 0/C This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fall Shear (Ib) 73% 2055 2810 100% - All Loads PASS Positive Moment (ft -Ib) 84% 7706 9210 100% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fall Span Live 78% 0.392 0.500 L / 459 L / 360 PASS Span Total 57% 0.430 0.750 L / 419 L / 240 PASS FloorChoicee" Rating: 9.3 Performance rating Is based on: 48 oc (1 1 /8 ") sheathing. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support I Support 2 Live Reaction, Critical (Ib) (DOL %) 1875 (100) 1875 (100) Dead Reaction (Ib) 180 180 Total Reaction (Ib) (DOL %) 2055 (100) 2055 (100) Bearing Bottom Bottom ' Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. I I 15'- 0.0' APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Fioor(100 %) 125 12 0 24" Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES • Building code: IBC. Methodology: Allowable Stress Design • Min end bearing = 2.35 inches, web stiffeners required. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Live load deflection meets code but may not meet RedBuilt" recommendations. P: \2012 Projects \12098 - Spectra T.I \STRUCTURAL \CALCS \floor joist.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt", RedSpec", Red -IT ", Red- I45' ", Red- I65T ", Red- I65TT ", Red -I90", Red- I90H' ", Red- I9OHS' ", Red -LT", Red -LT", Red-W", Red -ST ", Red -MT ", Red -HT ", RedLam", FloorChoice" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2011 RedBuilt LLC. All rights reserved. • Pt/ Wood Beams (Uniform Load) Typical Header ' w dead 112.5 #/ft w live 937.5 # /ft w 1050 #/ft • total weight (including SW) 1056.168 # /ft • span 4 ft width 3.5 in ^ L FEZ Glulam Cv = 1.289623 depth 7.25 in E 1600000 psi Sx 30.66146 inA3 . • Area 25.375 inA2 lx 111.1478 End Reaction Total . 2112.335 Moment 2112.335 ft-lb Shear 2112.335 lb End Reaction Dead 237.3351 fb X%w:"�V r ,T,,N psi End Reaction Live 1875 • fv Psi • deflection total WIMP in I/ 1i Y:f 1 Tsa'1;',r :- :`:;-j'? 1/240 0.2 in deflection live y(0)0)lu)`6is in 1/ ,il3li:17,3fia: 1/360 0.133333 in • deflection dead 0.003844 Camber R= Y y ,!2..e (Use Closest R = 800, 1000, 1200, 1400, 1600, 1800, 2000, 2400, 2500, 3000, 3500) • • • • • • Wood Design �R. Column Stability Factor C • 2001 RPW L := 144•in CD := 1 c = 0.8 for sawn lumber c = 0.85 for round timber. piles d := 3.5• in CF := 1.1 c = 0.9 for glued - laminated timbers E' := 1600•ksi te r,:= 0.8 K = 0.3 for visually graded lumber F := 1350• psi K := 0.3 KCE = 0.418 for machine stress -rated and glued - laminated timber Le • —d d = 41.143 • F "c Fc•CD•CF F "c = 1485 psi Zxy (-AL— s - os KcE .E' F F = 283.565 psi L d • 2 1 + (FcE) 1 + FcE FcE Column stability factor Cp := Fc — F �. — Fc .Cp = 0.183 2•c 2•c c F' := F F'c = 271.4 psi • . • ��� Wood Design Column Stability Factor C 2001 RPW L := 144•in CD := 1 c = 0.8 for sawn lumber c = 0.85 for round timber piles d := 5.5• in CF := 1.1 • c = 0.9 for glued - laminated timbers E' := 1600 • ksi &:= 0.8 K = 0:3 for visually graded lumber F := 1350•psi K := 0.3 K = 0.418 for machine stress -rated and glued - laminated timber . Le d = 26.182 • • • F" := Fc•CD•CF F"c = 1485 psi Zx (o �GZ STNnf • KcE. E' • F F = 700.231 psi Le- 2 d 1 + (FcE) 1 + FcE 2 FcE Column stability factor Cp F��c — F c _ c Cp = 0.413 2•c 2•c c F' := F F' = 613.8psi • f11-'ti (LT ---b KOno &V- Po n$ -') = (ISesF ,r0- z.Secc(_ Is la ) (`'A.,,= 1,1004 e Cl.) 1 STV'p s a- H D ? 4 CO YO , S1(-3 , s) t. 171 P tL r.,...■ VI t dt-' > 17 i a Oh- - z ) 1 1 -'1 IJ G..t; -L- 0 R-- (.L) . 1-x 7P-405 I LNe L %A s F tile_ cmo %-4— o)OI1 (letts.) (15 %i. 4t .3'3 4 14s. D‘- XT. lI7(b /N.. . 1..4.....-- .4.... . . Cl s � .C 1 y %� - • q - St It /Pt. Id.. V..),,,„ LI.%)L -33) 4- (a.\C 'ai'.7) = 1 - 7 so Tt /as- Lt.-71 L's -11i (A`r+.T-c.c.. ‘./ 11-'t 2-2 -0 04- a.w. AL wn&L-4 5L- `brw tre • zf PS 1 z ' 1-�' .%) S L11 t• . Ok... (A.-ID Ca'l-. C N 0 — TA3,rt L. LJJeA 5 V k t.-.10}6.- ' CN (.,Ex) S M 0. a, Qo S r . A HuroEz AckTe` = - c'ox1:. (z-Lsi OL- 1- 1 L4- ') �J Yip; -n_ v -44.Pas (ISPS -1o0 P;44./kJC,'S' /v .I � - ` `A.s /n,.)C ) t - t9 '`'N...--'lAko Zgwt = 1'7 ptc 1 .'P-t-noPS= /1..0c...) \ -- %\ , • .„ ..eycz_vr ta' Sol. ol\ aoA-. Pot r.s TM RIPPEY BY L 4 DATE 3 / 1 '1/ 1Z .4 1M I. N. CONSULTING ENGINEERS • • CHK BY DATE . 7650 S.W.'Beveland St, Suite 100 IOB NO 12-01 S . Tigard, Oregon 97223 SHEET OF - .Phone (503) 443 -3900. n- 41v- , •x:• 1 % Clm S 71.1 4- 1 C1Arb L i40�. --t1 11. 441gt, = `D QSF }- 10oPS (I S%vX. 0 = 1 2t- ItTcr5 - CLON- 4- 1-100P C•K `'' %i,) = 2 , 5 74r A \ = 1tiIS . 4- t1"1.5 pr )C`A •tX = I l/ cam 4 ( 1191 b t 10 cot lc. L.L.) r = %. 4- (oi - �(�' a c , (11‘,1/ = Z.sr 5Z_ N 4 .3 B Wiz r = 1-0 r,.N)C 1-0 - Z,S Pty �20A, / 101_'1 R I ■I,cLL1 P 1.1'cr!%E" e— Sr4� -f l I V 1C3(.. * (7 �tav4 °'Lki.olk i UDv° L l'$ )r 2)(�v) = LI9# II " Oi ` i O 4.0" �,;- Lioorsc) ( 3 �- tvso-)c"' %)C"v� = l K o( I. O 1 O "" = 1 s 3 (4 C1 )ue) ='may U 1 o 4-6 co) (11•t = ZM to x ) . (}- r ) "rklaw son 0 co O tf ? l f34.4r z )It.Z� YL 'TAIXI • OO S I V • 1 L +- 1 l O M to 4.)(2")= 4g-:.0 i L� CIA.) 's/ `'liC Sy," HTxI. S APQh TM RIPPEY BY (A, DATE VI' 11 Z' C ONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB No I Tigard, Oregon 9722,3„ r Z Phone (503) 443 -3900 ' SHEET OF • • • • • • www.hilti.us • Profis Anchor 22.5 Company: Page: 1 Specifier: Project: .Address: Sub- Project I Pos. No.: Phone I Fax: Date: 3/21/2012 E -Mail: Specifier's comments: 1 Input data . r ;. Anchor type and diameter: KWIK HUS -EZ (KH -FZ) 318 (3 1/4) w`', " w • Effective embedment depth: h = 2.500 In., h = 3.250 in. r Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: 12/1/2010112/1/2012 Proof: design method ACI 318 / AC193 • ' Stand -off installation: e = 0.000 in. (no stand -off); t = 0.250 In. • Anchor plate: L x I,, x t = 6.000 In. x 9.500 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: , " no profile Base material:.. ' . cracked concrete, 2500, f; = 2500 psi; h = 5.500 In. • Reinforcement: tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] `1 • • y o \ 5 • 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization • Loading Proof Load Capacity Pa iffy [%] Status Tension Concrete Breakout Strength 1398 4504 32/- OK Shear Pryout Strength 2410 11707 - / 21 OK • Loading ( 5 Utilization (3 Status Combined tension and shear loads 0.310 0.206 5/3 22 OK 3 Warnings • Please consider all details and hints /warnings given in the detailed report! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFISAnchor (c ) 2003 -2008 HIQI AG, FL -9484 Schaan HItI B e registered Trademark of Hlkl AG, Schaan • Page l of 2 • Anchor Calculations • Anchor Selector (Version 4.7.0.0) Job Name : Date/Time : 3/21/2012 3:45:56 PM Calculation Summary - ACI 318 Appendix 0 For Cracked Concrete per ACI 318 -08 Anchor Anchor Steel # of Anchors Embedment Depth (In) Category I 3B" Then HD 'Steel I4 3.25 1 1 Concrete • Concrete Cracked , f ` Normal weight Yes 2500.0 1.00 Condition Thickness (In) Suppl. Edge Reinforcement B tension and shear 5.5 No Anchor Layout Dimensions c x1 c x2 c y1 cy2 t b x2 b y1 b y2 sx1 so - (In) (n) (in) (in) (in) (in) (in) (in) (In) (in) ' 120 120 120 120 1.5 1.5_1 2 6.5 3 ' Factored Loads ' N (Ib) :. , V uax (Ib) -- V (Ib) M (b11) M (Ib • . O 0 -2410 402 ' 0- - e (in) e Mod/high seismic Apply entire shear @ front row . O 0 No No Individual Anchor Tension Loads - N N N ue3 N ua4 ua1 ue2 (Ib) (lb) (Ib) (Ib) • , 0.00_0.00_667.41 667.41 e'Nx (in) o'Ny(in) • 0.00 0.00 - Individual Anchor Shear Loads V uet V ua2 V ua3 V ua4 . . (lb) (lb) (lb) (lb) 602.50 602.50 602.50 602.50 e 'Vx (n) e'Vy(in) - 0.00 0.00 • • Tension Strengths Steel (0 = 0.65) I Nea(lb) 0N N N us /ON„ 10890 7078.50 667.41 0.0943 Concrete Breakout (CD = 0.65) N CN £ N E Nua /d}Ncbg 6013.45 3908.74 1334.82 0.3415 Pullout (0= 0.65) • NP mNo . Nua(Ib) N /CNpn . 2700.00 1755.00 667.41 0.3803 ci/ • . about:blank . . • 3/21/2012 Page 2 of 2 Side -Face Blowout does not apply Shear Strengths Steel (b =0.60) VSO(1b) cD Vsa (lb) V V ua ADVsa . 4460 2676.00 602.50 0.2251 Concrete Breakout (case 1)(0= 0.70 ) V (1V E Vuax(Ib) E V uax /4aVcbgx • 48188.17 33731.72 0.00 0.0000 V (DV E V E V uay BDV £ V /mV 48882.24 34217.56 - 1205.00 0.0352 0.0352 Concrete Breakout (case 2) (4) = 0.70 ) V cV E Vuax(Ib) E V uax /DV cbgx 48188.17 33731.72 0.00 0.0000 V 4?V E V E V uay /4)V Z V ADV 48882.24 34217.56 - 2410.00 0.0704 0.0704 • • Concrete Breakout (case 3) (m = 0.70 ) cx1 edge - ' V 42V E V E V /mVcbgy • 96376:33 67463.43 - 1205.00 0.0179 • c edge . V 'V E Vuax(Ib) E Vuax / 97764:47 68435.13 0.00 _0.0000 cx2 e V cDV S V E V uay /4yV 96376.33 67463.43 - 1205.00 0.0179 c edge Vcbgx(lb) rDVcbgx(b) E V E V /4}V E V /mV 97764.47 68435.13 ' 0.00 0.0000 ' 0.0179 Pryout(m =0.70) ' V (DV E Vuax(Ib) E V /0 / uP9 8519.06 5963.34 0 0.0000 .. , V I4?V cpg (Ib) £ V(lb) E Vuay / 1Vcpg E V t DVcpg 8519.06 5963.34 _ -2410 0.4041 0.4041 Interaction check T.Max(0.38) + V.Max(0.40) = 0.78 <= 1.2 [Sec D.7.31 Interaction check: PASS Use 3/8" diameter Titen HD anchor(s) with 3.25 In. embedment • . , • ' c tly about:blank 3/21/2012 CooMT) lAC 0 61— 54 0a Sr A7.0.,. L = CIS esc +ltis' ISO LI)) _ 1,60 N U 1 Lis (_ i) - itio r kelhoert, 53c.* L-1' its 1 1,4 OA- I 1 , = (A C8a pis V 0. Vt-O co # 5 rtmo = (C a $190 P (4'0 1, � (o� ; 05� P re � = (LA00 Pr r 1L.1�(. 2 �g0Psz > e. 6-8 � ._ ° 7 t P tz V = ti9� % cZ0 I I Y 6 � ° ? e I-A, v� l l k) 1 , -A w/ 104.0'4: I e. 1-t ca. m •.-. °s = 1175 > I i(ry )dam Tt IDd�1Vt • b TT An TM RUPPEY BY CP( DATE 3 I V'I Z- • 1 \ • CONSULTING ENGINEERS CHK BY DATE _ 7650 S. W. Beveland St, Suite 100 ios NO Vz.0 Tigard, Oregon 97223 SHEET « of Phone (S03) 443 -3900 Title : Job # • Dsgnr: Date: 4:28PM, 21 MAR 12 • Description : • Scope: Ray. 560000 i u r v�rs.eo. +.oe�.2oas . Single Span Beam Analysis Page 1 .� (c)1 9 ENERCALC Englgeortng Sattwaro g p enarcatcs,ecw Description Ivl at stair opening L General Information Center Span 11.00 ft Moment of Inertia 597.333 In4 Left Cantilever ft Elastic Modulus 2,000 ksl • Right Cantilever ft Beam End Fixity Pin -Pin . Point Loads Magnitude 1.536 k k k k k Location 4.000 ft ft ft ft ft LTrapezoidai Loads Magnitude @ Left 0.280 k/ft 0.140 k/ft k/ft k/ft Magnitude © Right 0.280 k/ft • 0.140 k/ft k/ft k/ft . Dist. To Left Side ft 4.000 ft ft ft Dist. To•Right Side . 4.000 ft 11.000 ft ft ft Query. Values - - Center Location 0.000 ft Left Cant 0.000. ft Right Cant 0.000 ft . Moment 0.00 k -ft . 0.00 k -ft 0.00 k -ft . - Shear 2.21 k 0.00 k • 0.00 k Deflection 0.00000 in 0.00000 In 0.00000 in Summary Moments... Shears... Reactions... Max + @ Center 6.58 k -ft at 4.01 ft • @ Left 2.21 k @ Left 2.21 k Max - @ Center .0.00 k -ft at 0.00 ft @ Right 1.43 k @ Right 1.43 k @ Left Cant Maximum 2.21 k 0.00 k -ft @ Right Cant 0.00 k -ft ' • Deflections... @ Center -0.1051n at 5.20 ft . Maximum = • 6.58 k -ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft • • • I7 • OS S o, co LOkkL - —l'LL , 1f2k181 1 S.o C ce - n tvc�cw C, SDS u = ,'1 bb � � (L t,� (,w�;) 1� to-o" tip _,� t� • f i t I ' — — azsois • S I - " V, u Vr• Vs = VIC? S j r.. i,(,ru sP (Zq + Q %1( 7 /01 (2.4.$)(4%r.r.)4 (SPS ti1) .)0�1C.t U"I�t 1 /4i. [4- (, 7 0 II itt tr .1,70-1-s? s4 4- t FS-k GIHt) TM RIPPEY BY GG DATE 1 1 11 4 IL CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland.St, Suite 100 SOB NO LC". Tigard, Oregon 97223 q Phone (503) 443 -3900 • - SHEET l. . OF 1 • . • • Conterminous 48 States ' • 2003. NEHRP Seismic Design Provisions Latitude = 45.42082 Longitude = - 122.752401 • Spectral: Response Accelerations Ss and S1 Ss and S1'= Mapped Spectral Acceleration Values ' Site Class B. - Fa = 1.0 ,Fv = 1.0 • Data are based on a 0.05 deg grid spacing • Period Sa (sec) (g) • 0.2 0.944 (Ss, Site Class B) 1.0 0.338 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions - Latitude = 45.42082 • Longitude = - 122.752401 Spectral Response Accelerations SMs and SM1 . • SMs = Fa x Ss and SM1 =Fvx'S1 Site Class D - Fa = 1.123 •,Fv = 1.723 Period Sa • (sec). (g) 0.2 1.060 (SMs, Site Class D) 1:0 0.583 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42082 Longitude = -122.752401 . . • • • Design Spectral„ ResponseAccelerationS SDs and SD1 SDs = 2/3 x SMs and SD1'= 2/3 x'SM1 Site Class D - Fa = 1.123 ,Fv = 1.723 Period Sa (sec) (g) 0.2 0.706 (SDs, Site Class D) 1.0 0.389 (SD1, Site ClassD) K TM ROPEY G Date: N2.7-4IZ 11Y.1 Consulting Engineers By: G ' 7650 SW Beveland Street • Chic. By: Date: Suite 100 Job #: Z.oq 8 Tigard, Oregon 97223 Phone: (503) 443 -3900 Sheet: �— �' Of: • LA T e t - Ortr) V� = llS$/Fi -) I A) = 1 `k 3 4- ( I O I , a t . I LP L9 & - V = V Z a (A'-( ( . s = `b °l I - (,c�•. ) - � D =n P a1 ltrao &0 °'S ) ( ��' ' M ` 1 '�GI- CASs) T Bso ; ■rc_ g 5 5 1.1- )c:,-7 , _ /A..0 W /R- C / bi • V (Lo q"5 - )L,: / 1 I AA, (J)' Sa Gllse 1 _ lAN tt,.xx- j I0 tr, % 17. s ? O o _ 2_a r WFr S (i =)o'. 'L5' Gt tt6 3 t tgr c.+t,GO ( G ,." ! ill 0 Z, o 14 s Tvc. > s pa Aauuon, t 0 Fr S _( 9)( riO(0)0.o) w(, - w (l_5 Ms'ss Tt- .) � u 000 C S - GeV_ SS N �� l � ' 64:1 = `lo l */ (Am) � 2) 4 W LI-I O(t-.5 • /)rU,xo rt. •rPSi &e 03.$? Z)(,l,k) UA" (Z-tol (fl SZ,44'SOM \ r 101 = l3 to # *> 1014E Jok- CTt��- A6,0L+ 6co)C33t<.- a)C.,0 (o "S(l.15') = LJ"19 F > 11.4ol 4or_ AN,L*01- 0_,Ler7 C7 14 { (LA. L r A \ST445 °14 L tq tMr-k 14,ty X 11/4 Gry Ti c 'OD ;.P ' I- 9 I l sa 1.-0A -51 I % tir = YIos ' c - o S v to " )U . -t,c ") = t H 8 s ft t t o►_ 0544144(11-.. 'L►t: 4- } ac/tit r - 11 a 6,S LL, x c. �--- (DF4 � tD . CT2 - iT i A TM RIPPEY BY 6c1 DATE ' Wiwi I2- ..I. le CONSULTING ENGINEERS CHK BY DATE 7650 S.W. BeVeland St, Suite 100 JOB NO I 1 61 6 Tigard, Oregon 97223 1.3 Phone (503) 443 -3900 SHEET OF ,. , 3 • i • . • ,.,.., A4" ,, ,-L„.gl,_.„, • . www.hilti.us Profis Anchor 2.2.5 Company: • Page: 1 Specifier: Project: • Address: Sub- Project I Pos. No.: Phone I Fax: I Date: 3/22/2012 E -Mail: • Specifiers comments: , • 1 Input data i 3 • • Anchor type and diameter: HIT -HY 160 MAX -SD + HAS 3/4 c;; r ° � i ' Effective embedment depth: ha,,W = 3.500 in. (h it = 3.750 in.) Material: 5.8 Evaluation Service Report:: ESR 3013 issued I Valid: 4/1/2010 l 4/1/2012 Proof: design method ACI 318 / AC308 Stand -off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: . cracked concrete, 2500, f = 2500 psi; h = 5.500 in., Temp. short/long: 32/32 °F • Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present • • edge reinforcement: none or < No. 4 bar ' Seismic loads (cat. C, D, E, or F) no Geometry [in.] 8, Loading [lb, in.lb] = i i • p Yf i 1 e . .Y.. F 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof • Load Capacity (3a / p [%] Status Tension Concrete Breakout Strength 2574 3618 72 / - OK _ Shear - - Loading - Rrl Rv S Utilization n [C/] Status . • Combined tension and shear loads - - _ - _ 3 Warnings • Please consider all details and hints/warnings given in the detailed report) • Input data and results must be checked tot agreement with the existing conditions and for ptauslbultyl PROFIS Anchor (c ) 20032009 Hitt) AG, FL -9494 Schaan Hint is a registered Trademark of Hal AG, Schwan ' LLB . , , _ I i Llo Lci. In.. CA.o x) — b.0c LC.0(1UL. =>) VA .. I Ort$ . Li..-'- 2. 76 S 4.- (A s ) (5 Z A 10 `•■ X P, .4 (l`l0 IOU .t.) (2) 3(e`te.11- 1 76, S •-70st 5-c -ro c_.0MC. _ —7- ' d (t) 4 n f 3 k '1 1 -J I-tr z- ■ r---- N4^ S < 7.— . IA K l,G6 —* Rona 5 �- yr" 1 (I ASO = >T = b cos L� 4 s/ ecol (A . S ) — rr.,P :OM C..S (t = :I107 * - ok. I. \-- " � — r 11. �y LOA LC-.ss TI-111 Ar4 14OR -At. !r ■ a i to �C r' SL�-g k CSI(o 1 •0� 1 OI C.L1c.t.I%._ 5sM14 c 471isi.. C P ‘- , B_L T> p' = (11S (91(lti - -, /sic - � , i5 TM RIPPEY BY 6 C, DATE - ( 1 - 2 112.- I'L 1 N.I. CONSULTING ENGINEERS CHK BY DATE 7650 S.W. 8eveland St, Suite 100 JOB NO 1-Di 1 6 Tigard, Oregon 97223 LS Phone (503) 443 -3900 SHEET of I . www.hilti.us Profis Anchor 2.2.6 ' Company: Page: 1 Specifier: Project: Address: Sub - Project I Pos. No.: Phone I Fax: • I Date: 3/22/2012 E -Mail: Specifer's comments: • • 1 Input data : Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 5/8 (3 1/4) x" ;•,. ,'` «`- -. u r �; % Effective embedment depth: h 2.390 in., h p h „� = 3.2501n. Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: . 12/1/20101 12/1/2012 Proof: design method ACI 318 / AC193 Stand -off installation: e = 0.000 in. (no stand -off); t = 0.250 in. Anchor plate: I„ x l x t = 3.000 In. x 27.000 In. x 0.250 In.;.(Recommended plate thickness: not calculated) Profile: - • no profile' - Base material: cracked concrete, 2500, = 2500 psi; h = 5.500 In. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar - Seismic loads (cat. C, D, E, or F) no Geometry [In.] 8 Loading [lb, in.lb] • • z 11:03,— 2A • �4 y -- �,�y'rl ^ `e.• *`±.'.' ''"' +FVA • b. .�.rek 1-. `1yrvb4•! }j� -goo ' `i Q3 • i LIY• f ��>r N`4" - " 2 Proof I Utilization (Governing Cases) • Design values [lb] Utilization Loading Proof Load Capacity 1hr / (Iv [%] Status Tension - _ ./- Shear Pryout Strength 1093 • 4397 - / 25 OK Loading (k ay S Utilization (kry [ %] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints /warnings given in the detailed report) • • Input data end results must be checked for agreementwlth the existing conditions and for plausibility) PROFIS Anchor (c) 2003-2009 KU AG, FL-9494 Schaan. Htltl is a registered Trademark of Hitt AG, Schaan • . • • LA T -AL (,Lorti ) S NE:tc ruPA C T = V = O.i c tl a� y G10 IVO- (,1.-VT) =-- (A11/4"" (j SD) . 2t' 1 15 7„ Ttri 04- oSg wl s.d e. O 1 I = 5l-C' ,Rr T. 2ro - > (O'� c- 2�. O szA-A-- Vat S / / " 51" ?.a P r. ) Z (8CDo3)C,I•c,,)= t37C0 . 137tc / - 2 1 1 1 O ' OA, . " 1,0p , Pr 9 a a01-1--.. a01-1--.. = W3 ) C-1)(,1 = l s .? PI-16 b . Z-I^ (., )[ 5:. )U•z ) (Le) #'0tts`)(0 /z,)(zs')ieZ' /�') -379 7 c+. (' Rr'~ -> OTC- `t) P40 µJ' v' = Q4(06 It 9 = (g5 s / z I S' o. 1-740076 -) I ��,." 4 $o(e. 004_ .. ,ii. ti,..,_. ZA'e -d 13-4. -`1° (o M' tp o - orts - -ut_ Ak,u4.o2 To- .n3 --- .�$Sv-4- U1') = 74°4- CL -r) -11 tr. .Pt:' 4 570:" & - Wiz" AL, s - et. e , L1'( 1 t f --1.- -r ° C -) • DT-'-- .. 6: S ¢)(„-7 6 ,) _ . C- 1,'b O PY' 1y 'clr% = ( (rTrsc)L6(lt')l (u) . two PI-1h • . ' 7...t"--> r - 146 14.er t. 1:1.,:,, m �.`, .1 110:v Q- ` ° a car_ = (ILA. E3tf')L - = I Li Oil Ps •lh iL ,4[1oPSG)i(1. 4trrsrl(t)(1*" %t.) .- .10sct-5 1 T 01.0 it —3l.KS -A . it CL Oct) 1 (ii.lo $)(,I7,) — (. oh.A - 00) ktSt. - Q61,41 . - I loth I f' Lt" ' ri.-v-e 5044 `tT'f -;..z.! = I $LS ll- ) 11 71 -f-Wit. -. 4,S7.-1504 OTTyL 1406tJO'a .../ A.2 6 1 -3 4.tols, - *iranQ+Ji -/ • I & ,....heft TM RIPPEY BY (,4 DATE } IZZJ/ T— ' .: ; - I jAiii • CONSULTING ENGINEERS • . CHK BY DATE 7650 S.W. Beveland St, Suite 100 10B NO I. 7 - 29 A 6 ' Tigard, Oregon 97223 - 7 Phone (503) 443 = 3900 SHEET I OF • • • www.hiltl.us Profis Anchor 2.2.6 Company: Page: 1 - Specifier: Project: Address: Sub - Project I Pos. No.: Phone I Fax: Date: 3/22/2012 -E-Mali: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS -EZ (KH- EZ) "6/8 (31/4)' Effective embedment depth: h 2.390 in., h = 3.250 In. Material: Carbon Steel Evaluation Service Report: ESR 3027 Issued I Valid: 12/1/20101 12/1/2012 Proof: design method ACI 318 / AC193 Stand -off Installation: - (Recommended plate thickness: not calculated) , Profile: no profile Base material: cracked concrete, 2500, f; = 2500 psi; h = 6.000 in. • Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat C, 0, E, or F) no • • Geometry [in.] & Loading [lb, in.lb] al • • c� ) sr • 3 r,.rg'1 .4 r� h�l tt tfq � �j '1 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity SN / [; [%] Status Tension - - - / - Shear PryoutStrength 740 2198 -/34 OK Loading Utilization (fN,v L%] Status Combined - tension and shear loads - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report) • Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for piausibllityl PROFIS Anchor (c ) 2003.2009 Hllti AG, FL-9494 Schoen Hiltl is a registered Trademark of HIS AG, Schoen • LAS • • • • • • . www.hllti.us Profis Anchor 2.2.6 Company: Page: 1 Specifier: Project: Address: Sub- Project I Pos. No.: Phone I Fax: 1 Date: 3/22/2012 E -Mail: Specifier's comments: • 1 Input data E,= :::._ -;:a : . Anchor type and diameter: HIT•HY 160 MAX -SD + HAS 1/2 Effective embedment depth: h 1i = 2.750 In. (h 4.750 In.) Material: 5.8 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 1 4/1/2012 Proof: design method ACI 318 / AC308 • Stand -off installation: . (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f' = 2500 psi; h = 6.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: dry Reinforcement: tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or c No. 4 bar Seismic loads (cat. C, D, E, or F) no • Geometry [In.] & Loading [lb, in.lb] • • e • a ..X.• • • • • 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity Re / fl (%J Status Tension Bond Strength 1617 2142 76 OK Shear - - - -/- Loading Rrl Pv S Utilization , [%] Status Combined tension and shear loads - - - - • 3 Warnings • Please consider all details and hints/warnings given in the detailed report! • • • Input data and results must be checked for agreement with the eztsting conditions and for plauslbllltyl , PROFIS Anchor (c ) 20012009 Hilt AG, FL -9494 Schaan Hal Is a registered Trademark of Hal AG. Schaan • L1/ 1 •