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Specifications . ieMCI S--- OW32 /U13occ )1M 7650 S. W. Beveland St. TM RICONSULTINGPPEYENGINEERS Tigard,Oregon 97223 Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS PROJECT: SCROLLS BUSINESS CENTER—BUILDING D—ROOF REPAIR LOCATION: TIGARD,OREGON CLIENT: COTTON DATE: JUNE 18,2015 PROJECT NUMBER: 15125 TABLE OF CONTENTS: ITEM SHEET NUMBER CALCULATIONS Cl-C19 cl,kt PR GIN vd• N 44 7.4 ,20 2TO 400E Affir TURN0 1 EXPIRES: ce !ja, • - P-rzr T� ccs 125404M-13', 2 9.49 be*? F'f ; 1 Lto a • - ©, t —r 1d,5 /_ /S7-fp se( 1=� l ,5V., DoT F`, Fvr2_ encs .pknn,cr,1- P542— , GN z-- PE-noI1tc,p c�F c�scr„ • • b\P(m TL�.LJ I'zi ?o C-til-f-2-1?-51-3-1. Ge�C7 67Vt 1 V-V-k\/- j , • • 5.s T. \ �5- 'PL 0 12DarPsF f sr sAis .rte►?- .INrsr- - 1.3 sF -aS4A- 'S rsF M J r i r,r G61L1ti1-to 1 Psr. NA\ 1,S rsr 10 , \ PSr Pv�IZ1-I1as _1,3s (�LfS I l�5r 12, 1`S r's F • • • TM RIPPEY BY 1r PL I? DATE 1 YY CONSULTING ENGINEERS • CHK BY DATE 7650 S.W. Beveland St, Suite 100 ' Tigard, Oregon 97223 JOB NO IS 12-5- Phone(503) 443-3900 SHEET C,1 OF `A13-- ( in(2-LirJ Prac,t • c-1 • v^� ' 1,f 7iez �L = 'S►o Jlc $ 'L` 5-0 PLF A& w,2 PLF n L"l'' V = 26.et 112-y 2- 1 F'►� _ `ic rc I x 1,5k I,ts— )5 1%1 • 'FL, - S'lL� t+ x )7- 3�C7Grjp�'S — 2641' 'r�2y 2k1. PF' z v 12> f s 1- 12uV\per P #Z Z L' • 1c;;.!\�?F— St M 'J�1 LAA / o R— I-a-1z Le, • • 11TM RIPPEY BY ` `-5I�\ DATE YY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 Tigard,Oregon 97223 JOB No 5 Phone(503)443-3900 SHEET 6.‘le" OF • • • S` (?sF x U �I2 Pl-rr Wk.' Z5 rsr x g' ZOOT't- I 29r • H 14zly _ 2u0p .h2-e�J I P G-'- • y X I S2LIZL T S?I L'(-v n- - I ' riz,A1prz 3 V#X 12_ -t-r5 • tHv\ r2.5. Ita I-iP.Ni.r.ft- • • • • TM RIPPEY BY krt.K DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO 2� Tigard,Oregon 97223 , Phone(503) 443-3900 SHEET OF 3. r- 6 ,5 yv ` 60 ►csr 5:°3 FT r .1/ ix..�xtn� x 1 hey .0 �a , fel" �. 1M I\ TM RIPPEY BY 5.-V\ DATE CONSULTING ENGINEERS CHK BY _....DATE 7650 S.W. Beveland St, Suite 100 !5) 2 Tigard,Oregon 97223 — loe No Phone (503) 443-3900 — -- SHEET GLI OF_ • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 printed: vvOO Bea O16P4ects11b125 soho.s Easiness CentertilS't'RuC€URAL1Chtisk15f25 ;sohoRsf sp>ess�r '2bM d . ENERIAt,,C,'t 1,98s`20i8KBriId,6 f6,f 19,Ver:B . 1gm,: - Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: New Cant.GLB . COA R FER IVl0 Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-10 • Material Properties Analysis Method:Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Pr!' 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0(3446(13414)D(1.80)S(3.914)D(1.80)S(3.914)D(1.80)S(3.914)D(1.80) (3.914)D(1.80)S(3.914)D(1.80)S(3.914)D(1.80)S(3.914)D(1.80) (3.9 1.05)8(8.81) i ?� ft F�€ y.€ is�'£ ling ''of i C '., f'6 i € s $� i'N t f s>Js'3'C"txs�f,`E z +, ' 'a; r x . i t In �x?c .. # j o 1 s �` y ', ,,E c :, s s e a oa ». .aY .,: :• : I'"-;�v � :x; x ?;s.,, '€� `.sZK .r. ' nH a� a,� 1 q ;. 6.750 X33.0 pn50ft Span= 0Span=9.50ft Sa4. Span • .Applted.`,L.oads ' Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Point Load: D=1.80, S=3.914 k,Starting at:1.50 ft and placed every 8.0 ft thereafter Load for Span Number 1 Point Load: D=2.830, 5=6.160 k @ 0.0 ft Load for Span Number 3 Point Load: D=4.050, S=8.810k@8.0ft DES/G, S 14l f�Y L_�_: __ _ ____ ______ ___ Desi.n OK Maximum Bending Stress Ratio = 0.671: 1 Maximum Shear Stress Ratio _ 0.412 : 1 Section used for this span 6.750 X 33.0 Section used for this span 6.750 X 33.0 fb:Actual = 1,482.55psi fv:Actual = 125.68 psi FB:Allowable = 2,207.99 psi ' Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 24.050ft Location of maximum on span = 51.277 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 1.107 in Ratio= 585 Max Upward Transient Deflection -0.296 in Ratio= 648 Max Downward Total Deflection 1.848 in Ratio= 350 Max Upward Total Deflection -0.536 in Ratio= 356 • L- - - —_.. _.....__.... ..—._..._. ._... ...._. __.__....__.._... ___ ....�_..._._ • GS • tics'( 7.5sso �` _ z c i '-1 11 NQS wv- cox. pow?' Tyr (ar--.4.. pr 14 Z r )0 -100 ►CZ-s x t�25 b� y)4 , 3(t k 7 250 01- 6r c. Dr 2. P'aS T AA t a Lv (.0L(� • TM ir PEY BY DATE YYX i�CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET___ OF • • yam, LIW-vs n -, - 15o re-r k 15' 1 z— • , IzkP, 1Z, VI M<PI 1.Uy�-r 1 'Y 1 1.c..s t..-d I C-c) T\ - L C>LAT - "--1'"►�,Ar-�Y� - it--i! s►'� '- v\vvt)rEl_ -.._ 'AL.>r,>1.- 71/4 1.12n�v1c r. AAA 11-T 1 I .v �(LrJ J l'SJ%L SiM\'S c) /016ectr-Yr:7) F? L/\ o MLS eJ. 'i j TM RIPPEY BY 14c r` DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ` Z Tigard, Oregon 97223 Phone(503)443-3900 SHEET OF .--- 111141111161.1r911 www.hilti.us Profis Anchor 2.5.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: • Phone I Fax: I Date: 6/16/2015 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS 5/8i ss 40,'3,4' k3 Effective embedment depth: her,opti=3.125 in.(hef,llndt=4.500 in.) Hal tifTI-,\ZOO Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 1/1/2015 13/1/2016 Proof: Design method ACI 318-11 /Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 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<No.4 bar • Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(c)) Shear load:yes(D.3.3.5.3(b)) - Geometry[in.]&Loading[lb,init.] Z ' t 0 ca {/ °' -.L-- 42 Jo__,....4. b S },.; i .: ':. 1, l ,. Ybpi ♦ax I, e htti roa�♦Y r: X ` Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan HUb is a registered Trademark of HiltI AG,Schaan 1 ■Il'..TI www.hilti.us Profis Anchor 2.5.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: • Phone I Fax: I Date: 6/16/2015 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity �N I�v[%,] Status Tension Bond Strength 2257 2291 99/- OK Shear - Loading j3N Utilization pN,v[%] 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! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret 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. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. • 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 Hilti is a registered Trademark of Hlltl AG,Schwan • 17► ( Lt/ h14tL1 hrt-- Viz G y . C.,1111 1�ti 1i \fZ ' y Ian v J 0, ► 0 Int , . t------f---i• L.t o,\vc� X 17...-‘`55- f'.- 1=:- ,,k. .'9 _ 1 L,-1 PLP- .1— ONIr.90 7, si. r n 1S,ys1x2 I'Vio 1 ' P • c ?,1$0 r 1 Z.'Ss' 1',r- x vos.e '° 4o`i,c- ii,.,,,,� 1 11-5 4 1 rt:-F- • .r /C ,' �� Op-K Llvo PLF ( — ZG� (��F V, 3 5.9 ft-F 'x 1 elL i �S,S 1' - ..,...T---- _ 1'5,.5'7`1-Io9._` ►+ .P.1-, ----:r/: °� '- 's.. •(.0.1-1 , UZ 1 -1-4.9 /194 '7 135 {'L�' L_a� x X UM,cp, (460 1'6b . Lr 2, .-1 - ‘eti ri-r Flee, 17'5L,. P�kooD (,sir({ /0 4 nl -i S A i 4." dlU r> t' 110JU 12-." /(- riFLLp V/v Iw. ri-P1t. - icto rLt- ILAK TNI RIPPEY BY k -'IDATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /c I Z C. Tigard, Oregon 97223 /� Phone(503) 443-3900 SHEET`i r OF • • • Us(. 7— F6( ; U1 aid 4 p644 CoQ V635 'M ac) Vd 1�► a� 2� /`` ci) r- 6010'T.- • r U\1'r� 3A.t. Gt (�Mc�i th 1t• !• KWfle- (+-14-: r.. . nn►a , • • • • • • • • TM RIPPEY BY KFy*-.. DATE ..YY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO `> 25 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET64 p OF www.hilti.us Profis Anchor 2.5.3 Company: Page:y Pa e: 2 Specifier: Project: Address: Sub-Project I Pos. No.: • Phone I Fax: I Date: 6/16/2015 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity PN/Sv[%] Status Tension - Shear Pryout Strength 4211 6504 -/65 OK Loading PN (iv Utilization RN,v[%] 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! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret 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. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. • GlZ 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 Hilti is a registered Trademark of HIM AG,Schaan • c l , • `Y A� 0 41 V% • 1.7;-73�c�• Z�r�izs = 94.2 g��-rows 2:51 .1 1?12UQ11'C- (G) � '1 K 'S�Ir►. `pt-PS,)", epoJ (tWS kt r ,, r�No. k az i'•o" • IL TMRIPPEY BY r`�1\ DATE ILA CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO /57 2-'5... Tigard, Oregon 97223 Phone(503) 443-3900 SHEET OF Design Maps Summary Report http://ehp4-earthquake.cr.usgs.gov/designmaps/us/summary.php?te... MUMS Design Maps Summary Report User-Specified Input Building Code Reference Document A1ard (whichSCE u7-tiles0 USGSStandhazard data available in 2008) Site Coordinates 45.44759°N, 122.78754°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ,^ "' f `�:X Y sem "a' 'nst�`ril +i z;, .•l ,�M"2' satzV : f.w4i�Rf ." s x . • 'Mf hTs s.!' ai sH he Y ` ,,e: t'f ? .q.n. T„e''" .x,:. ` x+Y4 t . f""^ � pA ° a s "' i( dl 2 / i � Y " � . k 4.'. 1= .0 -` •i uQ0 f .t S1a Ng , - } z ��E' $ l e . ltlifir oil tx' � E kWy�*sF4,; An f TOM,-.41.0 C4<d am& 3 ; 3 . 4, FPfa ,.: 2,, . " .�� f 4of k h3 " � f.f5e fs ,i� " ss3 4yrsa it - ax yX> i „ itYe:: . MliNg fY 1�ly .4gy s°io" rs4:;t � t gk 4"4 f fxit rf� Q ]3oiNis. t n , s 11e� � j �z . si- e giewk ,tre.y �s< fC n 1yeg � - o (iiit]113 :•� ¢ wi3 e0ofi4 ., .. lmlwirlr zli cw' + !rl a .. s a. ® ( Y 1LC1" P �, qQtt✓ * Y . � E & d or y� 1,..1.8k7:44 4 3? z`tKV} ° w a, : pJtqufx ^ a5;fr se ... 6 c b 0�, a TYrF4M : 4 �'La �. . . &V,:4:1r � 71, t Y % 0% r Cg 4 �, FRF r3kf$ . 4 f r s a & ;kr rt v si aR:i, ffi zt ; 407' ;" 1 m: h{ ,s' •4. gii- � xYyw&o : f x 6yAE �'cs ° LYA� ' tk } 4- Dea i, a ,,.' Yy f r� tYi' i,c1 ` f B : a iP ax ::- �� :3 Xs '`Y i t A� . Y f0r ■ i tGi 4 oF0i0 . f � ;Oa.. " ' ^s s r Vr °Y " % ( s f ., 4Oery 4 QB [XA. ys x i . te , fss3f $ g j�t3s A q , a ^ 5'.:••-,,,,,;:..,-. 4...•••••,,,,,•• • ut Emi USGS-Provided Output SS = 0.9748 SMs = 1.0828 S0s = 0.7218 S1 = 0.425 g SMI = 0.669 g SDI = 0.446 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.82 1.10 ...... . • 0.72 0.90 0.99 0.98 D.:64 0,77 0.55 n, OI 0.55 01 Q.4$ wi O.SS 0.40 f 0.44 0.32 0.33 0.24 0.22 0.15 0.09 0.11 0.00 0.00-. 0.00 0.20 0.40 0.60 0.80 1.00.1.20 1.40 1.50 1.90 2.00 0.00 0.20 0.40 0.50 0.20 1.OD 1.20 1.40 1.60 1.90 2.00 Period, T(sec) Priod,T{sect For PGA,, TL, CRS, and CR1 values, please view the detailed report. Although this Information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool Is not a substitute for technical subject matter knowledge. G!E-t • Aar i3• Rl��1T Q v.a3 ca • 1ST k5 ' IZ S� c/7 16/1�1P 4►,4s4,...r. T PrL Vs11 tip Lo f� Gtl�J 13 Ci rnv\L 'C \ fL is I:)lm'z,h'tic�.J • 17,J 1`)(►$ - I9-,'4 LA L-'7� rsf I2- rsi 1>1-I R 6 IZ t-sf' x 1 s ' x -I, " 71 F'13 x 135 �F i = 225' 1 11p1j T� /3P-ham `J " gs '),< 1413'2r- dao; 4 tt- ILQ : rt h 1'554-4IFT T SHp ILTK TM RIPPEY BY 1<6I'C� DATE ��( r CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO Tigard,Oregon 97223 Phone(503) 443-3900 SHEET Gi5 OF �II61.11.111 www.hilti.us Profis Anchor 2.5.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 6/16/2015 E-Mail: • Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2) 01C TF `y ! s 0,1 Effective embedment depth: hef,act=2.000 in.,hnom=2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/2015 Proof: Design method ACI 318-11 /Mech. Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fo'=3000 psi;h=4.000 in. 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 Geometry Iin.)&Loading[lb,in.ib] Z t4,41:441 , 1,04 k y f � �fw �t� A[,£fs6 L6 Y)�S'Er's�'y .yy. �°S ety "s • I f2w Rj`ii;f %SMA f % 14 tb ,fr) c am'?k'4`�'U%e`.P�.,t0.5:k k',-sw a , : Ova fx ,4 fF. td.?'3 s• . ;max <" X G!1 Input data and results must be checked for agreementwith the existing conditions and for plausibilityl PROFIS Anchor(c)2003.2009 Hiki AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan • MI&Frill www.hilti.us Profis Anchor 2.5.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: • Phone I Fax: I Date: 6/16/2015 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/pv[%] Status Tension Concrete Breakout Strength rnth 9 1200 1712 71 /- OK Shear Pryout Strength 900 1844 -/49 OK Loading PR pv Utilization pry[%] Status Combined tension and shear loads 0.701 0.488 5/3 86 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained In the Software concern solely the use of Hilti products and are based on the principles,formulas and securityre• gulations ulations in accordance with ' 9 Hlltl's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret 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. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. • G�Y Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan DAYFOIII® Bracing Information SUPERIOR ' T13 Coil-Anchor Coil-Anchor olt The Dayton Superior T13 Coil-Anchor is a drill-in expansion anchor designed for use in the floor Mil Washer • slabs of tilt-up buildings to attach and anchor wall braces. Each T13 plug includes the bolt,one cut washer and one tang. Available in 3/4"diameterx 4-1/2"or 6"lengths as specified. (,�� Available exclusively through is To Order: 1;r Dayton T(tl-Up 3 Dealers Specify:(1)quantity,(2)name,(3)length. Rilr 1 1 Example: 4 Turn Tang {200,T13 Coil-Anchors x 4-1/2"long. IC 113 Coil-Anchor Brace Length and Axial Working Loads B1 On-Site Pipe Brace D W F Axial Safe Working Load B - Without Knee Bracing 9'-0" 6-0" 4'-6" 7'-6" 6,500 lbs 9-6" 6-5" 4'-9" 7-11" 6,500 lbs 10'-0" 6-8" 5'-0" 8'-4" 6,500 lbs 10'-6" 7'-0" 5'-3" 8'-9" 6,500 Ibs B1A Short Pipe Brace D W F B Axial SafeWorking Load Without Knee Bracing co n9-0" 6'-0" 4.-6" 7'-6" 6,500 LBS n � ' 9,-6. 6'-5" 4'-9" 7'-11" 6,500 LBS 10-0" 6'-8" 5'-0" 8'-4" 6,500 LBS ° 10-6' 7,-0" 5'-3" 8'-9" 6,500 LBS 12'-0" 8'-0" 6-0" 10'-0" 6,500 LBS 13'0" 8'-9' 6'-6" 10'-9" . 6,450 LBS - 0" �•— 9'-6" 7'-0" 11'-8" 5 225 LBS _'_ " 0" 10'-0` _ 7'-6" _ 12'-5" 4450. BS. ,.� -- 1 -. � 16-0" 10'-9" 8'-0" 13'-3" 3,750 LBS B2 Regular Pipe Brace D W F B Axial Safe Working Load Without Knee Bracing With Knee Bracing 16-0" 10'-8" 8'-0" 13'-4" 5,800 lbs 6,500 lbs 17-0" 11'-4" 8'-6" 14'-2" 4,800 lbs 6,500lbs 18-0 12'-0" 9-0" 15'-0" 4,200 lbs ,6,500 lbs 19-0" 12'-8" 9'-6" 15'-10° 3,550 lbs 6,500-lb`s 20'-0" 13'-5" 10'-0" 16'-7" 3,150 lbs 6,500 lbs -21'-0" 14'-1" 10'-6" 17'-5" 2,800 lbs 6,500 lbs 22'-0" 14'-9" 11'-0" 18'-2" 2,500 lbs 6,500 lbs 29-0" 15'-5" 11'-6" 19'-0" 2,275 lbs 6,500 lbs 24'-0" 16-1" 12'-0 19-11" 1,975 lbs 5,925 lbs Note: Depending on panel thickness and height,a double mat of reinforcing steel may be required to resist the bending stresses of temporary wind loads. SWL provides a minimum factor of safety of 1.5 to 1. Danger! With Knee Bracing means that knee,lateral and end bracing must be installed in order to obtain SWL's shown. 78 G19 09/14