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Specifications XV(sJo�oz --os�-- RECEIVED (,<oo s w 4j 12J 2012. 7650 SW Beveland St , CITYO,TM RIPPEY suite 00 UI x .�° D.VI IO Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS FOR FIRE DAMAGE REPAIR 12400 SW 121sT AVE TIGARD, OREGON TMR #12281 July 25, 2012 PAGE CALCULATIONS 1 -22 PRQ,� tpltdF'` :897PE , ,;;;>-01 LIDERES08/301 1 Cr nM:tn� ----PtiltLes Zoo T -ass6-5 147 P(-4 ,---pi4. 0i ti'o,4Ycs - -* Q>LySo t.a F).k, (,-7-vs- 5 - "L..1,-K a, --t)- O O(6..- 1•G--6,F-ir 4- (O'-O r 57 LrD r z-NA- d 0 P s r- ©b t 'LA-Ps r- s l,.)(2-')('tit/2)= g 8 ZV (3 s'1;F 2l, 4- '1..S-4 5(.) ) o113,L ?sr GNE1 --I,O� �N&r' (IA AF'sr•)(,�to ( I,Oq6z I7 ‘CO3PJF Kut: 1,0 > w> Y_ �_ Q •cli"P 722)(10')0 X14 l 91.16 • pbt ,7s SI- i-is LL :l AKTAL- = Is-1 t 05-)CV-s a 7 71 4 1 C1s)(,L1Ltt El-I )(.,(-z.,)--, 3`t60‘ ;,..Jt, a c - 1 51 /� T ►'-I� P ,l /(,I•s)Li•s) L-(3 St)Psz)(,I,(5)6,t0( ,z,175 :. 3 7 Ps= Fc..., 3%cp ct -.I t"e-A eo P sx. GS- (c_‘00Pvz)(I,(,)(l.S)U its-)= 1.1-1.bictPs= -.-(..61 = ,.2)tZ Cs$000eo) t ` ut0 s, 6 ?sz ' I$o -1189 rl - 1'2.! LI.O R1-01C L os,col 1...-y..Li k.F 4.1., C -7.)-0 '0(L_ w/ s t-1r,il-,.r.ILN (. Si4erS OL 4t-"" a Po-T4 - . X5"1 Cis Leiitst t,.na..r-I T., .31 LI•o-.1 ok v--= ..‘‘.\\ E-,,i,1)(Ati). Y-1Ai... -...) Fs-1'1't-ffiPsm. 1MKTM RIPPEY BY (1(1 DATE if'1/IZ Y CONSULTING ENGINEERS l-U•1n0 5"-) 17--1 sr CHK BY DATE. 7650 S.W.Beveland St, Suite 100 JOB NO I -1-'1}8 1 Tigard, Oregon 97223 ZZ Phone(503)443-3900 SHEET t OF ( k'-46& ‘,...) W)I.-) e :� IJ : 67 Ps�)C1 /t = 1 Bo cj. 5{'g1-1 e K ,S1 `i,00 -7-7s (`sz L �ba6_00Psi)C.l•tc)(1,1) = l3'ILPsz .71o,� (449 �v `1,P L = Ct qOP s7--)CA.Js-j ('s z -A 013. ►JT,.= `o S„ pyo 4. 12h0 a©►_ -c;) IL1 �1. SFr Z tri- 5 Zp5k% see v.-111'W Cabl _) u\ M1 C.kLA ST�Q r TM RIPPEY BY GLj DATE /f YY CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO 1Z2�I Tigard,Oregon 97223 Phone (503)443-3900 SHEET OF Wood Beams (Uniform Load) Window Header w dead 180 #/ft w live 265 #/ft w 445 #/ft total weight (including SW) 449.6788 #/ft span 4.5 ft width 3.5 in Glulam Cv = 1.310223 depth 5.5 in E 1600000 psi Sx 17.64583 in^3 Area 19.25 in^2 lx 48.52604 End Reaction Total 1011.777 Moment 1138.25 ft-lb Shear 1011.777 lb End Reaction Dead 415,5273 fb La =°i psi End Reaction Live 596.25 fv - psi deflection total c - ' in If 1/240 0.225 in deflection live 0 in II 1/360 0.15 in deflection dead 0.021946 Camber R= (Use Closest R = 800, 1000, 1200, 1400, 1600, 1800, 2000, 2400, 2500, 3000, 3500) 3� ��� Wood Design Column Stability Factor CP - 2001 RPW Le := 96•in CD := 1.15 c = 0.8 for sawn lumber c = 0.85 for round timber piles d := 3.5•in CF := 1.15 c = 0.9 for glued-laminated timbers E := 1600 ksi := 0.8 KcE = 0.3 for visually graded lumber Fc := 1350-psi KcE := 0.3 KcE = 0.418 for machine stress-rated and glued-laminated timber Le — = 27.429 d F" := FG•CD•CE F"e = 1785.375 psi E FcE cE 2 FcE = 638.021 psi Le d 1 + FcE 1 + FcEI 2 FcE 1 Column stability factor Fc F„c/ Fc Cp : 2c 2c J Cp = 0.326 F'c := Fc•CD•Cp•CE F`c = 581.8psi 1,-\A-u-1 (Loa V- a©T.S i fte,P v(L Pf—x"4 9 • ck, * j 11-c't OF A, = `L, 4F Yt," Pay =(APsj���� � 1, SFs>= t sN '% L) R- �, ZsPcF 1A0 (`1s)(1.X1-)(. '571.) = . (PH Ps' /-2 u-•-,c-s I•o Pss ©� p c3,opsr S�- = 2SPiF r.,..,_.__._.. 11->s ` (.2.i PSF)(- ')= m*/y- ..�--. 9,1Fa` 1.1r' CL,0 Rb (7. 7_770-z- P NG /0(, ;� 1/1:4-\0t..• k-e-rf mt M = 370 -15 `I LLQ �6 (7TO�h'lb�(j9/JZS . (1i G 1.l '5t. Y =�°Ows�)(J.(;/G(01•tsXl,S) - ( 7 dspc1. CV ~ �61-11011.5) s0 P sz Ott a "V5 '1)r v�old,s;'^- (z) DFV-- e.. u l (A.- pl.oa C-• • -cath' "'MA 1 M RJP E 1 BY 1�1 L4 DATE -7/� \`l Z. 11 CONSULTING ENGINEERSC 0 J W ��l 4S CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO i7.-�e t Tigard, Oregon 97223 Phone(503)443-3900 SHEET S OF Title: Job# Dsgnr: Date: 8:59AM, 19 JUL 12 Description: Scope: Rev: 580000 User:KW-060256Z Ver 5.8.0.1-Dec-2003 Page 1 e (c)1983-2003ENERCALC Engineering Software angle pan Beam Analysis , enercaw:Calculations iati.ioaiioiiii.iiiiraioiaiaiiiniiiiii.iiriii�oraoiioiiitaiiiiiiiiiioiiiiiianioiii.i� rcaoaiiiooiiaaoiiiiiiiaiiiuioiiaavaiiioiaoiiiioi�uoa,,/,,,aaiii¢ai/i..O,.ir % Description roof joist with full snow load General Information Center Span 9.75 ft Moment of Inertia 5.360 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever 2.75 ft Beam End Fixity Pin-Pin Uniform Loads „,,,,,7////%//7//7/,,,,,,///7//,,,,,-i7//7//%//7//--,,,,,,7//7//,,,,,,,,,,,,,,,,,,:,, ,,,,//;,,,,Y/7ri//,„ .,„,„,,,,,,7.„,,,,,-,,,,,,,r,.„..,//7//iUrLO 7/7//7//7//,,„, %i//7//7//7//%,,,„,,,,„„./////7/b%//%/„„.,///7//-,,,,,,,„„,,,,,,.,1 On Center Span... On Left Cantilever... On Right Cantilever... #1 0.016 k/ft #1 k/ft #1 0.016 k/ft #2 0.050 k/ft #2 k/ft #2 0.050 k/ft I Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 9.750 ft Moment 0.00 k-ft 0.00 k-ft -0.25 k-ft Shear 0.30 k 0.00 k -0.35 k Deflection 0.00000 in 0.00000 in 0.00000 in i Moments... Shears... Reactions... Max+@ Center 0.66 k-ft at 4.49 ft @ Left 0.30 k @ Left 0.30 k _ Max-@ Center -0.25 k-ft at 9.75 ft @ Right 0.35 k @ Right 0.53 k Maximum 0.35 k @ Left Cant 0.00 k-ft @ Right Cant -0.25 k-ft Deflections... @ Center -1.268 in at 4.71 ft Maximum = 0.66 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.873 in at 12.50 ft (1;7 Title: Job# Dsgnr: Date: 8:59AM, 19 JUL 12 Description: Scope: Rev: 580000 User:KW-0602562 Ver 5.8.0,1-Dec-2003 Single Span Beam Analysis Page 1 (c)1983-2003 ENEFZCALC Engineering Software enercalcs.ecw:Calculations Description roof joist with 1/2 snow load left span _General Information Center Span 9.75 ft Moment of Inertia 5.360 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever 2.75 ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.016 k/ft #1 k/ft #1 0.016 k/ft #2 0.025 k/ft #2 k/ft #2 0.050 k/ft ' Query Values W.7..6P.# • ,,;,,, • X120 .da Ii...✓1' *1,,Ylra'ir "A::d:at'WLV:,nrlwee.4:4,Ark . i0ri.WkW.4.0LSYr�r.49Ez:GI tti//rMOWAa Y„s.,,;,,,. ;,,.;.,.,,/.n,.,/ ./ Center Location 0.000 ft Left Cant 0.000 ft Right Cant 9.750 ft Moment 0.00 k-ft 0.00 k-ft -0.25 k-ft Shear 0.17 k 0.00 k -0.23 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... Reactions... Max+@ Center 0.37 k-ft at 4.26 ft @ Left 0.17 k @ Left 0.17 k Max-@ Center -0.25 k-ft at 9.75 ft @Right 0.23 k @ Right 0.41 k @ Left Cant 0.00 k-ft Maximum 0.23 k @ Right Cant -0.25 k-ft Deflections... @ Center -0.676 in at 4.59 ft Maximum = 0.37 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.336 in at 12.50 ft r 1/ Title: Job# Dsgnr: Date: 8:59AM, 19 JUL 12 Description: W Scope: Rev: 580000 User:KW-0602562,Ver 5.8.0,1-Dec-2003 Single Span Beam Analysis Page 1 (c)1983-2003 ENERCALC Engineering Softwareenercalcs.ecw:Calculations Description roof joist with 1/2 snow load right span General Information Center Span 9.75 ft Moment of Inertia 5.360 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever 2.75 ft Beam End Fixity Pin-Pin Uniform Loads • On Center Span... On Left Cantilever... On Right Cantilever... #1 0.016 k/ft #1 k/ft #1 0.016'k/ft #2 0.050 k/ft #2 k/ft #2 0.025 k/ft ' Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 9.750 ft Moment 0.00 k-ft 0.00 k-ft -0.16 k-ft Shear 0.31 k 0.00 k -0.34 k Deflection 0.00000 in 0.00000 in 0.00000 in /;. Summary Moments... Shears... Reactions... Max+@ Center 0.71 k-ft at 4.64 ft @ Left 0.31 k @ Left 0.31 k Max-@ Center -0.16 k-ft at 9.75 ft @ Right 0.34 k @ Right 0.45 k @ Left Cant 0.00 k-ft Maximum 0.34 k @ Right Cant -0.16 k-ft Deflections... @ Center -1.380 in at 4.79 ft Maximum = 0.71 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 1.074 in at 12.50 ft • C- rut,,.C;. L4 Ea 62,(tt—.., �____ L� Q" / / 5',06A, l' -(D" kt`-t," t1)-6��rr 51-I" yv,el-42- wi.../: t_,alt-10 ...) C\S' B ,_ S-1-O.' ) PNS, - S KI-C'NC,-Cl KLJ t-SI'Co' , ® Ctt1:.z3 .t t=SF Nonni , © kze .1 � Geys er- I. N0l-A(1-CS L-At., .t. L.Z61-11.0 l�I���- 1 -0 ' ..0 tA13i-D�I' -A SF. t- Lc.4t.A1,,o phot IA.(4 ,UN i L: .'7Z i° _ �N J 1‘-6. - -1 H .to., )LJ �i/s 1/ `// 11 e (Z3,IPSP)(,-))C.S(4)\t�i2/(k.0 1 1 #0.,.►l'SF),�` )(.-.),I,9)(s 17) (O: (L„( _0"o" L� �, l tl.c3 = I35l/C. c twor-(Ni/c,� .),..> .b E/i } '`- I►W 2144- e n.. -c);- (s/i..r) lSl SCt,s—-a— = _ Sb s V0,4.=( i07�Liel,PSP)(7.41)+cIOPsr-1C 1°A_)C ] �. LLL .- 14. (l,,),-) C ItOOf \1611-)w (.(o1) S' lP3v)(2s�) -t p p )Cir°1-)L S1 (oL /Fr (JAL--) e,11-x4- :,) L-i r-O 6 O.l erLAS 0�.STA-14 4 1M1\ TMRIPPEY BY u C1 DATE 77i 511 1- CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB No i 11. Tigard, Oregon 97223 G Phone(503)443-3900 SHEET I OF Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude=45.43026600000001 Longitude =-122.79967000000002 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 0.928 (Ss, Site Class B) 1.0 0.336 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude =45.43026600000001 Longitude= -122.79967000000002 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =Fv x S1 Site Class D - Fa= 1.129 ,Fv= 1.728 Period Sa (sec) (g) 0.2 1.048 (SMs, Site Class D) 1.0 0.581 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude=45.43026600000001 Longitude= -122.79967000000002 Design Spectral Response Accelerations SDs and SD1 SDs =2/3 x SMs and SD1 =2/3 x SM1 Site Class D - Fa= 1.129,Fv= 1.728 Period Sa (sec) (g) 0.2 0.698 (SDs, Site Class D) 1.0 0.387 (SD1, Site Class D) 1 TM ROPEY / 11 Consulting Engineers By: L Date: -7< 19/' 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 Job#: 7,1.-A3 Phone:(503)443-3900 Sheet: I 0 Of: UCr�Y) ‘10_, 3;7,4. VNon V - ���lGt��'L���j s ttcC�t* psneN O"AV#7/4- L1 J Ti//4" SK(clt;HTr14 tnN r61,a uc , u/ 5a 4Z Co Olc, F I)n4 EL-GnG Es C41 S E 3 > L , &k v1'//s� J \I (1STwkw u 7w 1I3S-*�f-�,}Cts')// = 4 Ss w s t, /Z =1 V—a�nph - (10Q y = 0 c-l- 2J S R S e, clue 1 ) v- - C -70 - 3 3 S-1/91_ > to o 2 . n TM RIPPEY BY Gil DATE 1/16 l t1— CONSULTING 1- CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO t Z L Tigard, Oregon 97223 l‘ Phone(503)443-3900 SHEET OF U\ C FL (.,L.o T) VZ,00 log 17 to" I 0f p 1 I SOI 74- SLI)c..n(2a-c- -1 60-0 1147D L Co U-s XL; C0'-0"oi'Eat r.4-1b Ki 1 2L 3 Co .77 Yfp i.47" s L cn;K c, ti• s I'S t j zs 1't.00� (N1/0- "tI t k1µ 1-".y (�t) yLoe. l sl �U (� ., s 730 L t -1G,s`typo. ) 2,1 T= Vk (11-004)(t0l (act l # G,IL; (-71) ll"7,5") CL' i,)= 33L'n0 c), 13 .0 # dal ,`lo ter. Fr Ye.�n 1%,ac4A.07r5 Ie,-t.0 v,u�, " <-7-7)(1-1-C) _ °1.1 �c- �? y1.0.‘ebtL„ Kl s/1.-4 IAAr sc9f- %2' ql K�.-11— s o(e. 1Ert Ott, VA; ow pEti nonw-tc0 �Mcy d1I itiI tp T -1-t 2)1c E E' s K-0''orc. TM RIPPEY BY G DATEZ- Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 1i--�L6 Tigard,Oregon 97223 Phone(503)443-3900 SHEET �t OF HILOIMI www.hilti.us Profis Anchor 2.3.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/20/2012 E-Mail: Specifiers comments: 1 Input data type and diameter: KWIK HUS-EZ(KH-EZ)1/2(3) ) Anchor , Effective embedment depth: he{=2.160 in.,heq„=3.000 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,f0=2500 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) no Geometry[in.]&Loading[Ib,in.Ib] SI 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity QN/(3v[°h] Status Tension Concrete Breakout Strength 572 1350 43/- OK Shear Concrete edge failure in direction x+ 572 993 -/58 OK Loading 13N 13v Utilization j3N,y[%] Status Combined tension and shear loads 0.424 0.576 5/3 64 OK • 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 plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt!is a registered Trademark of Hilti AG,Schaan 11/ Page 1 of 2 Anchor Calculations Anchor Selector(Version 4.9.0.0) Job Name: Date/Time:7/20/2012 9:09:25 AM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor Anchor Steel Code Report #of Anchors Embedment Depth(in) Category 1/2"Titen HD N/A ESR-2713 1 3.5 1 Concrete Concrete Cracked fa(psi) Tax Normal weight Yes 2500.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 12 No Anchor Layout Dimensions cx1 cx2 cy1 cy2 bxi bx2 by1 by2 (in) (in) (in) (in) (in) (in) (in) (in) 2.25 3.75 48 48 1.5 1.5 1.5 1.5 Factored Loads Nua(Pb) Vuax(Ib) Vuay(Pb) Mux(Ib*ft) Muy(Ib*ft) 572 0 572 0 0 ex(in) ey(in) Mod/high seismic Apply entire shear©front row 0 0 No No Individual Anchor Tension Loads N ua1 (lb) 572.00 e Nx(in) e'NY(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) 572.00 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel(0=0.65) Nsa(Ib) (I)Nsa(Ib) Nua(lb) N ua/chNsa 20130 13084.50 572.00 0.0437 Concrete Breakout(0=0.65) Ncb(Ib) cUNcb(Ib) Nua(lb) Nua/ Nab 2382.13 1548.38 572.00 0.3694 Pullout(0=0.65) Npn(lb) (hNpn(lb) Nua(Ib) Nua ADNpn 0.00 0.00 572.00 Infinity 14/ about:blank 7/20/2012 Page 2 of 2 Side-Face Blowout does not apply Shear Strengths Steel(.13=0.60) Vsa(Ib) cDVsa(Ib) Vua(Ib) V aa/chVsa 7455 4473.00 572.00 0.1279 Concrete Breakout(case 1)(c1 =0.70) Vcbx(lb) cDVcbx(Ib) Vuax(lb) Vuax/0Vcbx 2491.46 1744.02 0.00 0.0000 Vcby(Ib) cDVcby(lb) Vuay(Ib) Vuay/cDVcby Vua/cDVcb 1467.73 1027.41 572.00 0.5567 0.5567 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(cP=0.70) cx1 edge Vcby(Ib) cIVcby(Ib) Vaay(Ib) Vuay ADVcby 2315.85 1621.10 572.00 0.3528 cy1 edge Vcbx(lb) cDVcbx(Ib) Vuax(Ib) Vuax/IVcbx 3881.61 2717.13 0.00 0.0000 cx2 edge Vcby(lb) (DVcby(Ib) Vuay(Ib) Vuay/c1Vcby 4982.92 3488.04 572.00 0.1640 cy2 edge Vcbx(lb) cIVcbx(lb) Vuax(Ib) Vuax/'I Vcbx Vua/Web 3881.61 2717.13 0.00 0.0000 0.3528 Pryout(CD=0.70) Vcp(Ib) cIVcp(Ib) Vuax(Ib) Vuax Mop 4764.25 3334.98 0 0.0000 Vcp(Ib) cDVcp(lb) Vuay(lb) Vuay/.115V0p Vua' cp 4764.25 3334.98 572 0.1715 0.1715 Interaction check T.Max(0.37)+V.Max(0.56)=0.93<=1.2[Sec D.7.3] Interaction check:PASS Use 1/2"diameter Titen HD anchor(s)with 3.5 in.embedment about:blank 7/20/2012 I,f`s;cduckt., LLO Y' Ens; L 1r , S-c.rgn. Crow-71 rt.r a -1 4 6E:4 L co V'SDK1 �L; lo' 'Lh to - I�1'% i -)C2 f L s vs•..aa . t� u " Ika. #16- Sk T-17-N LI) ct-oE 1-,)/ 0a. G%"I n-,C. O" 73A 0 Pcer >lotq 1vic. ks,T,G i= Ct sae,u-)( �o ) a 11-t8(44 (,m))C tti,�s' ) tir [(���I-)PsFlcti`)C-1,') + (rt,)c,$PSF) ')Cu') -�i,)(P��soLy,..)( 1)(5') (u � ti 7-1.4 `i' r 1.c s 1.176 046\CIA/ 23� —11.4c, = It l�1#. ('-r) ca • %.;` M -tori. 0h. 5 pan-rr4c4 circ,c4 L� b rrz_1. `I yv'to pus Rc.91 --tt I co n -PS liF�?.�pn n,cK r(-5 _ �,_T: �l l(t (9) = 'LZo t $ tl v-rLta9 -1.77 01 j.�7)UM,1� �� 1-15 4/co. 1% = t4-14. L - 'ht >-(A(6) L - Yti�' - ft," ms, a6., 174-6,,4 reg ., L' Ot O4_. lm 1\ TM RIPPEY BY �(1 DATE 16 20/ CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 Tigard, Oregon 97223 X06 NO7:7-'e. Phone (503)443-3900 SHEET 110 OF 11i1`T1 www.hilti.us Profis Anchor 2.3.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 7/20/2012 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 150 MAX-SD+HAS 1/2 Effective embedment depth: hef,aa=6.000 In.(hetrimit=-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,fc'=2500 psi;h=12.000 in.,Temp.short/long:32/32 T 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.]&Loading[Ib,in.Ib] -50,TS 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity PN I 13y[%] Status Tension Bond Strength 1112 1954 57/- OK Shear - _ Loading 13N 13v Utilization 13w,v rio] 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 existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hitti is a registered Trademark of Hilti AG,Schaan t�/ Page 1 of 2 Anchor Calculations Anchor Selector(Version 4.9.0.0) Job Name: Date/Time:7/20/2012 11:06:51 AM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor Anchor Steel Code Report #of Anchors Embedment Depth(in) Category 1/2"SET-XP F1554 GR.36 ESR-2508 1 6 1 Concrete Concrete Cracked fc(psi) c,v Normal weight Yes 2500.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 12 No Hole Condition Inspection Temp.Range Dry Concrete Continuous 1 Anchor Layout Dimensions cx1 cx2 cy1 cy2 bx1 bx2 by1 by2 (in) (in) (in) (in) (in) (in) (in) (in) 2.25 3.75 48 48 1.5 1.5 1.5_1.5 Factored Loads Nua(Ib) Vuax(Ib) Vuay(Ib) Mux(Ib*ft) Muy(Ib*ft) 1112 0 0 0 0 ex ey Mod/high Anchor w/sustained Anchor only resists Apply entire shear (in) (in) seismic tension wind/seis loads ©front row 0 0 No No Yes No Individual Anchor Tension Loads N ua1 (Ib) 1112.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) 0.00 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel(G11=0.75) Nsa(lb) a.Nsa(Ib) Nua(Ib) N ua/cDNsa 8235 6176.25 1112.00 0.1800 Concrete Breakout(cis=0.65) Ncb(Ib) cDNcb(Ib) Nua(lb) Nua/DNcb 3227.20 2097.68 1112.00 0.5301 Adhesive(a)=0.65) Na(lb) cDNa(Ib) Nua(lb) Nua/(1)Na 3651.33 2373.36 1112.00 0.4685 Lia/ about:blank 7/20/2012 Page 2 of 2 Side-Face Blowout does not apply Shear Strengths Steel(C.=0.65) Vsa(lb) IVsa(Ib) Vua(lb) V/la/chVsa 4940 3211.00 0.00 0.0000 Concrete Breakout(case 1)(ch=0.70) Vcbx(lb) chVcbx(Ib) Vuax(Ib) Vuax/clVcbx 2724.07 1906.85 0.00 0.0000 Vcby(lb) (VVcby(Ib) Vuay(lb) Vuay/cpVcby Vua/13.Vcb 1604.76 1123.34 0.00 0.0000 0.0000 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(43=0.70) cx1 edge (Ib) cUVcby(Ib) Vuay(Ib) Vuay/d�Vcby Vcby 2532.06 1772.45 0.00 0.0000 cy1 edge Vcbx(lb) IVcbx(lb) Vuax(lb) Vuax aVcbx 4244.01 2970.80 0.00 0.0000 cx2 edge Vcby(lb) OVcby(lb) Vuay(lb) Vuay/Wcby 5448.14 3813.70 0.00 0.0000 cy2 edge Vcbx(Ib) IVcbx(lb) Vuax(Ib) Vuax/IVcbx Vua/(1)Vcb • 4244.01 2970.80 0.00 0.0000 0.0000 Pryout(43=0.70) Vcp(lb) (DVcp(lb) Vuax(lb) Vua)(/dV0P 6454.41 4518.08 0 0.0000 Vcp(Ib) aVcp(Ib) Vuay(lb) Vuay/(Ncp Vua/0Vcp 6454.41 4518.08 0 0.0000 0.0000 Interaction check V.Max(0)<=0.2 and T.Max(0.53)<=1.0[Sec D.7.1] Interaction check:PASS Use 1/2"diameter F1554 GR.36 SET-XP anchor(s)with 6 in.embedment about:blank 7/20/2012 L.S'l�Si L.)M1a.� ROSS' 14.0> 13b lFl 61'6 I i I I 'SYapS's - cog1(H- '> 33e,z>-0h- I I 7.1 4" l Li) z'• TArc e- rire' /HcnlE"- SiM1PS" (la 6 1F e c6 "0-1 / -) St -t'cord --src.1,t) k$ )1"C-1-1 -oo 'VA a D z) (.z) S O BolIS zus rT w0s© = I 9 CPE:,4 >8 N4 C�kK K I.(4) = SO $ �? 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Beveland St, Suite 100 JOB NO l 1..2 6 Tigard, Oregon 97223 Phone (503)443-3900 SHEET 7' OF Title: Job# Dsgnr: Date: 12:23PM, 20 JUL 12 Description: Scope: • Rev: 580000 User:Kw-0602562,Ver5.8.0,1-Dec-2003 Single Span Beam Analysis Page 1 (c)1983-2003 ENERCALC Engineering Software J J enercalcs.ecw:Calculations YlOUI/////u/.I�YdLLfO' /orn,ic::iirrriirr.oYuriiiaiiviicaiiirdOD' Description garage header wind load General Information 1 Center Span 21.00 ft Moment of Inertia 168.260 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.035 k/ft #1 k/ft #1 k/ft Point Loads Magnitude 0.074 k 0.075 k k k k Location 2.500 ft 18.500 ft ft ft ft Query Values O///O//d/LO.f�7 aranirrivri 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 0.44 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in jroi' Summary Moments... Shears... Reactions... - Max+@ Center 2.12 k-ft at 10.52 ft @ Left 0.44 k @ Left 0.44 k Max-@ Center 0.00 k-ft at 21.00 ft @ Right 0.44 k @ Right 0.44 k • Maximum 0.44 k @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.634 in at 10.52 ft Maximum = 2.12 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 2'z/z; .