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HomeMy WebLinkAboutX2019-0271 - CalcsHOAG CANCER CENTER SKYLIGHT (JOB NO. 18-004) Structural Calculations Job No. A18-217 JULY;�1o1$ APPP )VIaI, ,,, f AII! 1IOPi I I''/ GII 'EARTH lir' Pi ANL I . I it i';' ;CF A1LI-.C; Prepared by: FICCADENTI WAGGONER and CASTLE Structural Engineers 16969 Von Karman Ave. Suite 240 • Irvine, CA 92606 Tel: (949) 474-0502 •Fax: (949) 474-1801 •www.fwcse.com 22ctZ- ut 201.01-021I Ills II li- FICCADENTI WAGGONER and CASTLE Structure! Engineers 16969 Von Karmen Ave. Suite 240 • Jrvine, CA 92606 Tel; (949) 474-0502 • Fax: (949) 474.1001 • wvay.l*cse.com 'H0 r, GC E(2 etc.i - 1G4-t -Y \At N 0 L oq-o to G. '&7c �1DS m-ice C- BLS lc- 1 V p. Uca - (o t—•?. Ze j,av2 1� st N w t3 Sty PROJECT te> DATE DESIGNER IP%6s- PAGE D.cJo2�(,l.o�(t�(6,306 • Ts.,r9. j pJ . w 1 t- L o f i v-.t S I 1r Can.-N {sr ca c)1,1 GC p 1 0. t e) CotAl c•TPR,- t . o \rc! FICCADENTI WAGGONER and CASTLE Structural Engineers 18969 Von Kerman Ave. Suite 240 • Irvine. CA 92808 Tel: (949) 474.0502 • Fax: (949) 474-1801 • www.twose.com t/.J L L • t,a,t..it] t s1= sc w1t41) •• `-''1.jP "Ci 1to%.,,J f 1 cl C a r-4. PROJECT C/ 1 DATE DESIGNER PAGE 1 `a • 1 L - t to (P� r,_e 1, Ycd- , * V n. � tgy v 2 k 1.1) C ', i3.e" n () ' a rIt j ( %-C e. 4 6 . y y� G )(to St-Css (.s (tt (3At °J C36 p5 (" /ko u • 2-- elL2 ./„` I h1. - C tJ .1 `94i �s' -< a Pa Lei pit FtCCAOENTI WAGGONER and CASTLE Structural Engineers 16969 Von Karmen Ave_ Suite 240 • Irvine, CA 92608 Tel: (949) 474-0502 • Fax: (949) 474.1801 • vA•Av.1<trose.com 17,eSi-tCI(PC. r n)aGt ( c-T (, �5ply- 3..66'� wic2 s?'-F,@'3v)1- 2 _ ssr TE-tcyt. fls 111-.1r C. mot P tic n. L . 1A-4v14-16- tc-vn..GE.S 7,- `. f-t>; Cal t fa S A1- /\ ?dt-- L•C9.- Li 11 t ,SS /Ser10s` t0 bS s.- - 1. bs I/ S. 4-tes ` G PROJECT 11A""t 6'.2 t DATE DESIGNER `ln" PAGE IL FICCADENTI WAGGONER and CASTLE Structural Engineers 18969 Von Kerman Ave. Suite 240 • Irvine, CA 92606 Tat (949) 474-0502 • Fax: (949) 474.1801 • w w,htrse.com c k-t- CApaP., (L. 1. 351' �� , 3 (09 pa; F H - I.s3I�����► - t�2t1 Pi-F 3(3 „q sort-ELos e 0,9 0,c. tt I t_ i-1 tsir t51 1 PROJECT ! ' 1'E3 - ? 4 .r DATE DESIGNER 14 PAGE G-1, v a 3t�G 1� �•, b/t - /o .(88 31 c4+8S 5z>PP" 4 -d) l= 3J • `(7 3 I r. l 8. >3 t s 3 x b t'" -Vios)(b . l g)� e hs3t(il M"'�Z ryR Sx.48.6ks p,03S6ttZ'� 6C,u 5 wikKos> ?owe. Version: 2.4.6290.27783 Company name: FWCSE Project:l•IOAG Kaiwail Project number: A18-217 Date: Page: 7/3/2018 1/2 GEOMETRY; 400 t LOAD ACTIONS; Ilbi. Ift-Ibl Z t �u Mur. Design loads / actions Nu 400 lb Vux 450 lb Vuy 0 lb Mu,k 0 ft-lb Muy 0 ft-lb Muz - Eccentric profile ex = 0.00 inch; ev, = 0.00 inch input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. PDA -Powers Design Assist® Version: ' 2.4.6290.27783 Company name: FWCSE Project: HOAG Kalwall Project number: A18-217 Date: Page: 7/3/2018 212 SUMMARY: Selected anchor: Effective embedment: Approval: Wedge -Bolt+ 3/8" 0; hnom 2-1/8" (54mm), Grade 2 haf = 1.425 inch iCC-ES ESR-2526 Ma ig MAW - Idh dell Basic principles of design: Design method: ACI 318-11 (Appendix D) Concrete: Normal weight concrete cracked concrete Load combinations: from Section 9.2 Factored loads Anchor parameters: %min = 1.50 inch smin = 2.50 inch hmin = 4.00 inch cac = 4.00 Inch sci. = 4.26 inch Anchor ductility. no Reinforcement: none edge reinforcement or < #4 bar Tension: Condition B Shear. Condition B Stand-off: not existent Seismic loads: no f 'c = 2500 psi Resulting anchor forces / load distribution: a Max. concrete compression strain: Max. concrete compression stress: Resulting tension force: Resulting compression force: 0.00 %o 0 psi 400 lb 0 lb Anchor No. #1 Maximum Tension load 400 lb 400 lb Calculations: Design proof: Demand Capacity Status Tension load 400 lb 940 lb 0.43 s 1.0 OK Shear load 450 . lb 1012 lb 0.44 S 1.0 Interaction - - - - 0.73 51.0 Anchor plate.: Profile: Material: fyk = 36000 psi Length x width: 3.00 inch x12.00 Inch Actual plate thickness: 0.187 inch Calculated plate thickness: - inch not calculated none selected Shear load 450 lb 450 lb Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines and must be checked for plausibility. PDA - Powers Design Assist® DIVISION: 03 00 00—CONCRETE SECTION: 0316 00—CONCRETE ANCHORS DIVISION: 0S 00 00—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 EVALUATION SUBJECT: WEDGE -BOLT+ SCREW ANCHORS AND VERTIGO®+ ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) ICC . ICC `, ICC c(4,,b5) . PMG LISTED Look for the trusted marks of Conformity! 1?� "2014 Recipient of Prestigious Western States Seismic Policy Council FA (WSSPC) Award In Excellence" A Subsidiary of NnoVa ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2016 ICC Evaluation Service, LLC. All rights reserved. MtkatIlieerissta ICC-ES Evaluation Report ES R-2526 Reissued June 2016 This report is subject to renewal June 2017. www.icc-es,orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 03 00 00—CONCRETE Section: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 0519--Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.dewalt.com engi neerinoOpowers.com ADDITIONAL LISTEES: POWERS FASTENERS 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.powers.com enolneerinp oCZ.powers.com L.H. DOTTIE COMPANY 6131 SOUTH GARFIELD AVENUE COMMERCE, CALIFORNIA 90040 laneta lhdottie.com THE HILLMAN GROUP 10590 HAMILTON AVENUE CINCINNATI, OHIO 45231 infot ihiIImangroun.com EVALUATION SUBJECT: WEDGE -BOLT+ SCREW ANCHORS AND VERTIGO®+ ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) 1.0 EVALUATION SCOPE Compliance with the following codes: si 2015, 2012, 2009, and 2006 international Building Code® (IBC) 1 2015, 2012, 2009, and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Wedge -Bolt+ screw anchors and Vertigo+ rod hanger screw anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal - weight concrete and lightweight concrete having a specified compressive strength, n, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 1/4-inch-, 3/8-inch- and 1/2-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) Wedge -Bolt+ anchors may be installed in the topside of cracked and uncracked 0/4-inch (6.4 mm) uncracked oniyj normal -weight or sand- Iightweight concrete -filled steel deck having a specified compressive strength, f 0, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 318-inch-, 1/2-inch-, and 5/a-Inch-diameter (9.5 mm, 12.7mm, and 15.9 mm) Wedge -Bolt+ anchors may be installed in the soffit of cracked and uncracked normal - weight or sand -lightweight concrete -filled steel deck having a minimum specified compressive strength, fo, of 3,000 psi (20.7 MPa). The 1/4-inch-, 3/e-inch- and 1/2-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) Vertigo+ anchors may be installed in the soffit of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a minimum specified compressive strength, n, of 3,000 psi (20.7 MPa). The anchors are an alternative to cast -in -place anchors described in Section 1901.3 of the 2015 IBC, Section 1908 and 1909 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 Wedge -Bolt+ Anchors: Wedge -Bolt+ screw anchors are comprised of an anchor body with hex washer head. Product names corresponding to report holder and additional tistees are presented in Table A of this report. Available diameters are 1/4-inch, 3/a-inch, 1/2-inch, 5/8-inch and 3/4-inch (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm). The anchor body and hex washer head are manufactured from low -carbon steel which is case hardened and have minimum 0.0002-inch (5 pm) zinc plating in accordance with ASTM B633 or minimum 0.0021-inch (53 pm) mechanical zinc plating in accordance with ASTM B695, Class 55. The Wedge -Bolt+ screw anchor is illustrated in Figure 2. The hex head of the anchor is formed with an integral washer and serrations on the underside. The anchor body 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not speci lolly addresser, nor are they to be construed as an endorsement of the subject of the report or a recomntendalion for its use There is no usrrranty by ICC Evaluation Service, LLC, erpress or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright CI 2016 ICC Evaluation Service, LLC. All rights reserved. ANSI EEEmkt : =" Page 1of15 ESR-2526 I Most Widely Accepted and Trusted Is formed with dual lead threads and a chamfered tip. The screw anchors are installed in a predrilled hole with a powered impact wrench. The threads on the anchor tap into the sides of the predrilled hole and interlock with the base material during Installation. 3.2 Vertigo+ Anchors: Vertigo+ rod hanger screw anchors are comprised of a nominally 3/8-inch-diameter one-piece anchor body, with a hex coupler head containing internal threads that accepts threaded rods and bolts in 1/4-Inch, 3/8-inch, and 1/z-inch (6.4 mm, 9.5 mm, and 12.7 mm) diameters. Product names corresponding to report holder and additional listees are presented in Table A of this report. The anchor body and hex coupler head are manufactured from low -carbon steel which is case hardened, and have minimum 0.0D02-inch (5 pm) zinc plating in accordance with ASTM B633, Type II. The Vertigo+ rod hanger screw anchor is illustrated in Figure 7. The hex coupler head of the anchor is formed with serrations on the underside, and with internal threads into the topside that accepts threaded rods and bolts. The anchor body is formed with dual lead threads and a chamfered tip. The anchors are installed in a predrilled hole with a powered impact wrench. The threads on the anchor body tap into the sides of the predrilled concrete hole and interlock with the base material during installation. 3.3 Threaded Steel Insert Elements for Vertigo+: Threaded steel Insert elements must be threaded into the Vertigo+ anchors to form a connection. The material properties of the steel Insert elements must comply with the minimum specifications as given in Table 5 of this report (e.g., ASTM A36; ASTM F1554, Grade 36; SAE 3429, Grade 2), or equivalent. 3.4 Concrete: Normal -weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC, as applicable. 3.5 Steel Deck Panels: Steel deck panels for Wedge -Bolt+ anchors must comply with the configurations in Figure 4 and Figure 5 of this report and have a minimum base -metal thickness of 0.035 inch (0.89 mm) [No. 20 gage). Steel deck must comply with ASTM A653/A 653M SS Grade 36, and have a minimum yield strength of 36 ksi (248 MPa). Steel deck panels for Vertigo+ anchors must comply with the configurations in Figures 9A and 9B and have a minimum base -metal thickness of 0.035 inch (0.89 mm) [No. 20 gage). For Figure 9A, steel must comply with ASTM A653/A653M SS Grade 36, and have a minimum yield strength of 36 ksi (248 MPa). For Figure 9B, steel must comply with ASTM A653/A653M SS Grade 33, and have a minimum yield strength of 33 ksi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACi 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC, as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC, as well as Section R301.1.3 of the 2009 IRC, must be Page 2 of 15 determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. A design example in accordance with the 2015 and 2012 iBC is given in Figure 10 of this report. Design parameters provided in Tables 1 through 6 of this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACt 318-11) unless noted otherwise in Section 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318-14 17.3.1 or AC! 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, ¢, as given in ACI 318-14 17.3.3 or ACt 318-11 D.4.3, as applicable, and noted in Tables 2, 3, 5 and 6 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC, Section 5.3 of ACI 318-14, and Section 9.2 of AC! 318-11, as applicable. Strength reduction factors, ¢, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with Appendix C of ACI 318-11. The value of Pe used in the calculation must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or AC1 318-11 D.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension, Nsa: The nominal static steel strength of a single anchor in tension, Nam, calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, Is given in Tables 2 and 5 of this report. Strength reduction factors,¢, corresponding to brittle steel elements must be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Na or Nay: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Na or Nam, respectively must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension in cracked concrete, Nb, must be calculated according to ACI 318-1417.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of her and lc, as given in Tables 2 and 5 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318- 14 17.4.2.6 or AC1 318-11 D.5.2.6, as applicable, must be calculated with the value of k,,,,c, as given In Tables 2 and 5 of this report and with wqN = 1.0. For anchors installed in the soffit of sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, as shown in Figures 5, 9A, and 9B, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or AC! 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, Alp.: The nominal pullout strength of a single anchor or a group of anchors, in accordance with AC! 318- 14 17.4.3 or ACI 318-11 D.5.3, as applicable, in cracked and uncracked concrete, Ne,cr and Np,,,,,c.,, respectively, is given in Tables 2 and 5. In lieu of ACi 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, P ,p= 1.0 for all design cases. The nominal pullout strength in cracked concrete may be adjusted by calculation according to Eq-1: ESR-2526 I Most Widely Accepted and Trusted Page 3 of 15 /0 Npn,ra = Np,cr t (Ib, psi) (Eq-1) v 2,500 Npn fc = Np cr -f �s (N, MPa) 17.2 where Pc Is the specified concrete compressive strength. Where values for Nem- or Ne,,,,,cr are not provided in Tables 2 or 5 of this report, the pullout strength in tension need not be evaluated. The nominal pullout strength in tension of anchors installed in the upper and lower flute soffit of sand - lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figures 5, 9A, and 9B, is provided in Tables 2 and 5. The nominal pullout strength in cracked concrete can be adjusted by calculation according to Eq-1, whereby the value of Np,dacr,cr must be substituted for and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis Indicates no cracking in accordance with AC1 318-14 17.4.3.6 or ACi 318-11 0.5.3,6, as applicable, in the upper and lower flute soffit of sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, the nominal pullout strength in tension of the anchors can be adjusted by calculation according to Eq-2: Npn,rc ` Np.deck,uncr fie (ib, psi) 3,000 (Eq-2) Npn,fc = Np,,iecl,uncr f r (N. MPa) 20.7 where Pc is the specified concrete compressive strength. 4.1.5 Requirements for Static Steel Strength in Shear Shear Capacity, V„: The nominal steel strength in shear, Vim, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1,2, as applicable, is given In Tables 3 and 6 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq, 17.5.1.2b or ACI 318-11, Eq. D-29, as applicable. Strength reduction factors,, corresponding to brittle steel elements must be used. The nominal shear strength of anchors installed in the soffit of sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, 148,deCk, as shown in Figure 5 is given in Table 3 of this report for the Wedge- Boit+ anchors; and as shown in Figures 9A and 9B is given In Table 6 for the Vertigo+ anchors, in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11, Eq. D-29, as applicable. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, VVb or Vcba: The nominal concrete. breakout strength of a single anchor or group of anchors in shear, V,b or Vag, must be calculated in accordance with AC1 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or AC1 318-11 D.6.2.2, as applicable, using the value of 4 and de given in Tables 3 and 6 of this report. For Wedge -Bolt+ anchors installed in the topside of concrete -filled steel deck assemblies, the nominal concrete breakout strength of a single anchor or group of anchors in shear, Vob or Vag, must be calculated in accordance with ACi 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, using the actual member topping thickness, hmrn,dock, in the determination of A„. Minimum member topping thickness for anchors in the topside of concrete -filled steel deck assemblies is given in Table I of this report. For anchors installed in the soffit of sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, as shown in Figures 5, 9A, and 9B, calculation of the concrete breakout strength in accordance with AC) 318-14 17.5.2 or ACI 318 D.6.2, as applicable, is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, V,p or Vag: The nominal concrete pryout strength of a single anchor or group of anchors, V,,, or Vag, must be calculated in accordance with ACI 318-14 17.5.3 or AC1 318-11 D.6.3, as applicable, using the value of kce provided In Tables 3 and 6, and the value of kb or Nag as calculated in Section 4.1.3 of this report. For anchors installed In the soffit of sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, as shown in Figures 5, 9A, and 9B, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic loads, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under 2015 IBC Section 1905.1.8. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 and ACI 318.05 0.3.3 shall be applied under Section 1908.1.9 of the 2009 18G, or Section 1908.1.16 of the 2006 IBC, respectively, as applicable. The nominal steel strength and nominal concrete breakout strength for anchors In tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI 318-14 17.4 and 17.5 or ACI 318-11 D.5 and D.6, respectively, as applicable, taking into account the corresponding values in Tables 2, 3, 5 and Table 6 of this report. The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as brittle steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6, or 17.2.3.7; ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; AC1 318-08 D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.5, as applicable. The 1/4-inch-diameter (6.4 mm) Wedge -Bolt+ anchors must be limited to installation in regions designated as IBC Seismic Design Categories A and B only. The 3/8-inch- diameter (9.5 mm), 1/2-inch-diameter (12.7 mm), 5/8-inch- diameter (15.9 mm) and 3/4-inch-diameter (19.1 mm) Wedge -Bolt+ anchors and the 1/4-inch-diameter (6.4 mm), 3/8-inch-diameter (9.5 mm) and 1/2-inch-diameter (12.7 mm) Vertigo+ anchors may be installed In regions designated as IBC Seismic Design Categories A through F. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated according to ACI 318-14 17.4.1 and 17.4.2, or ACi 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate value for nominal pullout strength in tension for seismic loads, Np,err described in Tables 2 and 5 of this report, must be used in ESR-2526 t Most Widely Accepted and Trusted lieu of N. No," may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report. Where values for Np.eq are not provided In Tables 2 and 5, the pullout strength in tension for seismic forces need not be evaluated. For anchors installed in the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, the nominal pullout strength in tension for seismic loads, Np,de*eq, is provided in Tables 2 and 5 and must be used in lieu of Np,or. Np dack,eq may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report where the value of 3,000 psi or 20.7 MPa must be substituted for the value of 2,500 psi or 17.2 MPa in the denominator. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to AC1 318-14 17.5.2 or 17.5.3, or ACI 318-11 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318- 14 17.5.1,2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength in shear for seismic loads, Vse,eq described in Tables 3 and 6 of this report, must be used in lieu of Vse. For anchors installed in the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figures 5, 9A and 9B, the appropriate value for nominal steel strength in shear for seismic loads, Vsa,decxeq, described in Tables 3 and 6 must be used in lieu of V. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: The effects of combined tensile and shear forces must be determined in accordance with ACI 318-14 17.6 or ACI 318-11 D.7. 4.1.10 Requirements for Critical Edge Distance, cu.: In applications where c < css and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318-14 17.4.2 or ACI 318 D.5.2, as applicable, must be further multiplied by the factor tpcP.N given by Eq-3: c wc,N = — Cac (Eq-3) whereby the factor yiq,,N need not be taken less than 1'6har. coo For all other cases, gap,N = 1.0. In lieu of using ACI 318- 14 17.7.8 or ACI 318-11 D.8.6, as applicable, values of cas provided in Tables 1 and 4 of this report must be used. 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: in lieu of ACI 318-14 17.7.1 and 17.7.3, or ACl 318-11 D.8.1 and D.8.3, as applicable, the values of s,„rn and car, as given in Tables 1 and 4 of this report must be used. In lieu of ACl 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses, two, as given in Table 1 of this report must be used. For anchors installed in the topside of concrete -filled steel deck assemblies, the anchors must be installed in accordance with Table 1 and Figure 4 of this report. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figures 5, 9A, and 9B, and shall have an axial spacing along the flute equal to the greater of 3har or 1.5 times the flute width. • Page 4 of 15 ! I 4.1.12 Requirements for Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal to 0.8A is applied to all values of f� affecting No and Vs. For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), A shall be determined in accordance with the corresponding version of ACl 318. For ACt 318-05 (2006 IBC), A shall be taken as 0.75 for all lightweight concrete and 0.85 for sand -lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Np,cr and Neo shall be multiplied by the modification factor, ).a, as applicable. For anchors installed in the soffit of sand -lightweight concrete -filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASO): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC must be established using the following equations: a Vn a Tsuowable,ASO Val7owabre,ASD where: Tallowabk.ASO Velkwabie,ASD Oin ¢Vn a (Eq-4) (Eq-5) -Allowable tension load (ibf or kN) = Allowable shear load (lbf or kN) Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACt 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACl 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACl 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or kN). Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACt 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, AC1 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (ibf or kN). Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over -strength. Limits on edge distance, anchor spacing and member thickness as given in Tables 1 and 4 of this report must apply. An example of Allowable Stress Design tension values for illustrative purposes is shown in Table 7 of this report. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: ESR-2526 ( Most Widely Accepted and Trusted For shear loads V S 0,2Vao,rab,,A8n, the full allowable load in tension Tano,-,anr,,Asn must be permitted. For tension loads T S 0.2TelkvrabbAsa, the full allowable load in shear Valknvable,ASD must be permitted. For all other cases: T T + S1,2 (Eq-6) alio;vebk* Vallowable 4.3 Installation: Installation parameters are provided in Tables 1 and 4, and Figures 1, 3, 6, and 8 of this report. Anchor locations must comply with this report and plans and specifications approved by the code official. The Wedge -Bolt+ and Vertigo+ screw anchors must be installed according to manufacturer's published installation instructions and this report. Anchors must be installed in holes drilled using carbide -tipped masonry drill bits (Wedge -bits) supplied by Fasteners, and complying with the tolerances given in Tables 1 and 4, Figure 4 and Figure 5. The nominal Wedge -bit diameter must be equal to the nominal anchor size. Anchors are permitted to be loosened and retightened to facilitate attachment, realignment, etc. The Wedge -Bolt -l- and Vertigo+ screw anchors may be loosened by a maximum of one full turn and retightened with a torque wrench or powered impact wrench to facilitate fixture attachment or realignment. Complete removal and reinstallation of the anchor is not allowed. For Wedge -Bolt+ installation in the topside of concrete - filled steel deck assemblies, installation must comply with Figure 4. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5, 9A, and 9B. 4.4 Special inspection: Periodic special inspection is required, in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC or 2012 IBC, as applicable; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, drill bit size and type, anchor spacing, edge distances, concrete thickness, anchor embedment, maximum impact wrench power and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required In accordance with the 'statement of special inspection." 5.0 CONDITIONS OF USE The Wedge -Bolt°+ and Vertigo+ screw anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of a conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 The 1/4-inch (6.4 mm) Wedge -Bolt+ anchors must be installed in uncracked concrete and lightweight concrete; 3/8-inch to 3/4-inch (9.5 mm to 19.1 mm) Page 5 of 15 1�- Wedge-Bolt+ anchors and 1/4-Inch- 3/8-inch- and 1/2-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) Vertigo+ anchors must be installed in cracked and uncracked normal -weight concrete and lightweight concrete having a specified compressive strength, n, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.4 The 3/8-inch to i12-inch (9,5 mm to 12.7 mm) Wedge - Bolt+ anchors must be installed in the topside of cracked and uncracked normal -weight or sand - lightweight concrete -filled steel deck having a minimum specified compressive strength, n, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5,5 The 3/8-inch to 5/8-inch (9.5 mm to 15.9 mm) Wedge - Bolt+ anchors and 1/4-inch- 3/8-inch- and 1/2-inch- diameter (6.4 mm, 9.5 mm and 12.7 mm) Vertigo+ anchors must be installed in the soffit of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a minimum specified compressive strength, n, of 3,000 psi (20.7 MPa). 5.6 The values of f' used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.7 Strength design values must be established in accordance with Section 4.1 of this report. 5.8 Allowable design values must be established in accordance with Section 4.2 of this report. 5.9 Anchor spacing(s) and edge distance(s), and minimum member thickness, must comply with Tables 1 and 4, and Figures 4, 5, 9A, and 9B of this report. 5.10 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.11 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.12 The 3/8-inch- to 3/4-inch-diameter (9.5 mm to 19.1 mm) Wedge -Bolt+ anchors and 1/4-inch- 3/8-inch- and i/2-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) Vertigo+ anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fr > fr), subject to the conditions of this report. 5.13 The 1/4-inch-diameter (6.4 mm) Wedge -Bolt+ anchors may be used to resist short-term loading due to wind forces and for seismic load combinations limited to locations designated as Seismic Design Categories A and B under the IBC, subject to the conditions of this report. The 3/8-inch- to 3/4-inch-diameter (9.5 mm to 19.1 mm) Wedge -Bolt+ anchors and 1/4-inch- 3/8-inch- and 1/2-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) Vertigo+ anchors may be used to resist short-term loading due to wind or seismic forces (Seismic Design Categories A through F under the IBC), subject to the conditions of this report. 5.14 Anchors are not permitted to support fire -resistance - rated construction. Where not otherwise prohibited by code, Wedge -Bolt+ and Vertigo+ anchors are permitted for installation in fire -resistance -rated construction provided that at least one of the following conditions is fulfilled: ESR-2526 I Most Widely Accepted and Trusted • The 1/4-inch (6.4 mm) Wedge -Bolt+ anchors are used to resist wind forces or seismic forces In regions as set forth in Section 5.11 of this report only. • The 3/e-inch to 3/4-inch (9.5 mm to 19.1 mm) Wedge -Bolt+ anchors and 1/4-inch- 3/8-inch- and 1/z-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) Vertigo+ anchors are used to resist wind or seismic forces only. • Anchors that support a fire -resistance -rated envelope or a fire -resistance -rated membrane, are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.15 Anchors have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress -induced hydrogen embrittiement. 5.16 Use of Wedge-Boit+ and Vertigo+ carbon steel anchors with zinc plating in accordance with ASTM B633 as described in Section 3.1 and 3.2 of this report is limited to dry, Interior locations. Use of anchors in an interior damp environment must have mechanical zinc plating in accordance with ASTM B695, Class 55. 5.17 Steel anchoring materials in contact with preservative - treated and fire -retardant -treated wood must be zinc - coated. Minimum coating weights for zinc -coated steel anchors must comply with ASTM B695, Class Page6of15 f 5 55 as described in Section 3.1. Exception: Anchors with a diameter of 1/2 inch (12.7 mm) or greater under the iRC. 5.18 Special inspection must be provided in accordance with Section 4.4. 5.19 Anchors are manufactured under an approved quality control program with Inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, which incorporates requirements in ACI 355.207 / ACI 355,2-04, for use in cracked and uncracked concrete; including Test No. 11, Methods A and B (AC193, Annex 1, Table 4.2), for reliability of screw anchors against brittle failure, and optional service -condition Test No. 18 and Test No. 19 (AC193, Annex 1, Table 4.2) for seismic tension and shear. 6.2 Quality control documentation. 7.0 IDENTIFICATION The Wedge -bolt+ and Vertigo+ screw anchors are identified in the field by dimensional characteristics and packaging. A diameter and length marking is stamped on the hex head of each Wedge -Bolt+ screw anchor, along with a plus sign; these are visible after installation. Packages are identified with the anchor name; part number; type; anchor size and length; quantity; the company name as set forth in Table A of this report; and the evaluation report number (ICC-ES ESR-2526). TABLE A —PRODUCT NAMES BY COMPANY COMPANY NAME PRODUCT NAME OEWALT Wedge -Bolt+ and Vertigo+ Powers Fasteners Wedge -Bolt+ and Vertigo+ L. H. Dottie Co. Dottie Wedge -Bolt+ and Dottie Vertigo+ The Hillman Group Hillman Wedge -Bolt+ and Hillman Vertigo+ TABLE B—MEAN AXIAL STIFFNESS VALUES, ft, FOR WEDGE -BOLT+ AND VERTIGO+ SCREW ANCHORS IN NORMAL -WEIGHT CONCRETE CONCRETE STATE UNITS Wedge -Bolt+ Nominal Anchor Diameter / Vertigo+ Threaded Coupler Diameter 14 inch 34 inch % inch 54 inch 34 Inch Wedge -Bolt+ Vertigo+ Wedge -Bolt+ Vertigo+ Wedge -Bolt+ Vertigo+ Wedge -Bolt+ Wedge-Boit+ Uncracked concrete 1031bffln. (kNlmm) 400 (70) 14,200 (736) 8200 (1435) 14,200 (736) 7700 (1347) 14,200 (736) 9900 (1732) 10000 (1750) Cracked concrete 103lbf/in. (kN/mm) Not Applicable 2,200 (385) 2200 (385) 2,200 (385) 2500 (437) 2,200 (385) 4100 (717) 3900 (682) gym, actual stiffness varies considerab y depending on concrete strength, loading and geometry of application. TABLE C—DESIGN INDEX Product Name Installation Specifications Tension Design Data Shear Design Data Concrete Top of Steel Deck Steel Deck Soffit Concrete Top of Steel Deck Steel Deck Soffit Wedge -Bolt+ Table 1 Table 2 Table 2 Table 2 Table 3 Table 3 Table 3 Vertigo+ Table 4 Table 5 Not applicable Table 5 Table 6 Not applicable Table 6 ESR-2526 I Most Widely Accepted and Trusted TABLE 1—WEDGE-BOLT+ SCREW ANCHOR INSTALLATION SPECIFICATIONS' Page7of15 q Anchor Property / Setting Information Nominal anchor diameter Minimum diameter of hole clearance in fixture Nominal drill bit diameter Notation Units do (do )5 do dM in. (mm) in. (mm) in. '14 0.250 (6.4) /16 (7.9) '/4 Wedge -bit Sig 0.375 (9.5) 7116 (11,1) Nominal Anchor Size (inch) 3/g Wedge -bit 1/2 0.500 (12.7) 9/16 (14.3) 1/2 Wedge -bit 5/b 0.625 (15.9) 11/1s (17.5) 5/6 Wedge -bit 3/4 0.750 (19.1) 1s/16 (20.6) 3/4 Wedge -bit Wedge -bit tolerance range Minimum nominal embedment depth in. 0.255 to 0.259 0.385 to 0.389 0.490 to 0.495 0.600 to 0,605 0.720 to 0.725 Effective embedment Minimum hole depth Minimum overall anchor iength2 Maximum Impact wrench power (torque) Impact wrench / socket size Head height Minimum concrete member thickness Minimum edge distance Minimum spacing distance Critical edge distance Minimum member topping thickness Minimum edge distance Minimum spacing distance Critical edge distance hnom hu ho Iamb Tscrew in. (mm) in. (mm) In. mm in. (rnm) ft.-lb. (N-m) In. In. 13/4 (44) 1.100 (28) 2 (51) 2 (51) 115 (156) rlr6 7/32 21/e (54) 1.425 (36) 21/4 (57) 21/2 {64) 245 (332) 9/1e 2144 21/2 (64) 1.650 (42) 23/4 (70) 3 (76) Anchors Installed in Concrete Construction 31/2 (89) 2.500 300 (407) 3/4 (64) 4 (102) 4 (102) 31/4 (83) 2.145 (55) 4 (101) 4'/e (111) 3.100 (79) 5 (127) 4 5 (102) (127) 350 (475) Is/16 1/2 41/4 (108) 2.910 (74) 5 (127) 5 (127) 400 (542) 1'/g 19/ 3z Minimum member thickness hmh Crnb Slab in. (mm) in. (mm) in. (mm) In. (mm) 3'/4 (83) 1112 (38) 2 (51) 21/2 31/2 (89) 11/2 (38) 21/2 (64) 4 4 (102) 13/4 (44) 2112 (64) 2314 4 (102) 13/4 (44) 3'/2 (89) 4 6 (152) 1'14 (44) 21/2 (64) 41/2 6 7 (152) (178) 13/4 (44) 33/4 (95) 1314 (44) 3 (76) 5 5 (127) (127) Anchors Installed In the Topside of Concrete -filled Steel Deck Assemblies' Ceo hlab,dw Cmh daoklae Smi+,deck op in. (mm) in. (lam) in. (mm) in. (mm) (64) 3114 (83) (38) 2 (51) 21/2 (102) 31/4 (83) 11/2 {38) 21/2 {64) 23/4 (70) (102) 3'/4 (83) L 3/4 {44) 3 (76) (114) 0 .0 za. 0 a 5 z -Q Ca4dxk yp 31/2 (89) Anchors nstailed Through the Soffit of Steel Deck Assemblies Into Concrete' hrtin,deck Minimum edge distance Cmh Minimum spacing distance Smb in. (mm) in. (mm) in. (mm) (64) m .a 15 z� a (70) 31/4 (83) 1'/4 (32) 63/4 (171) 31/4 (83) 1'/4 (32) 6314 (171) 3114 (83) 11/4 (32) 71/2 (191) 31/4 (83) 11/4 (32) (83) 11/4 (32) 6'/4 93/e (171) (238) 7 (178) 13/4 (44) 41/2 (114) s (152) 0 z Q 0 .n olcg za. For SI: 1 Inch = 25.4 mm, 1 ft-lb = 1.356 N-m. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2The listed minimum overall anchor length is based on the anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth and consideration of a fixture attachment. 3For Installations in the topside of concrete -filled steel deck assemblies, see the installation detail in Figure 4. 4For installations through the soffit of sleet deck assemblies into concrete, see the installation detail in Figure 5. Tabulated minimum spacing values are based on anchors installed along the flute with axial spacing equal to the greater of 3her or 1.5 times the flute width. 5The notation in brackets is far the 2006 iBC. FIGURE 1—WEDGE-BOLT+ANCHOR DETAIL Blue Tip Serrated i Marking Hex Underside Dual Washer Thread Profile Head FIGURE 2—WEDGE-BOLT+ ANCHOR (ZINC PLATED OR MECHANICALLY GALVANIZED) AND WEDGE-BiT ESR-2526 I Most Widely Accepted and Trusted Page 8 of 15 15 1.) Using the proper Wedge -bit drill bit size, drill a hole Into the base material to the required depth. The tolerances of the carbide Wedge -bit used must meet the requirements of the published Wedge -bit range in Table I. 2.) Remove dust and debris from the hole using a hand pump, compressed air or Vacuum. • , , 3.) Select a powered impact wrench that does not exceed the maximum torque. TSCIIM for the selected anchor diameter (seeTeble 1). Attach en appropriate sized hex socket to the Impact wrench. Mount the screw anchor head Info the socket. 1 4.) Drive the anchor with an impact wrench through the fixture and into The hole until the head of the anchor comes into contact with the fixture. The anchor must be snug after Installation. Do not spin the hex socket off the anchor to disengage. FIGURE 3—WEDGE-BOLT+ INSTALLATION INSTRUCTIONS souenvent OWE OFfMAINIGHT OW$STO.,0-ccitiMMPAgil MI uPPERRATTEVAM 1.0.000(R100.4). 0i2040g*.6000,0:0 3,114' MAX FIGURE 4—WEDGE-BOLT+ INSTALLATION DETAIL FOR SCREW ANCHORS IN THE TOPSIDE OF CONCRETE -FILLED STEEL DECK FLOOR AND ROOF ASSEMBLES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' 'Anchors may be placed in the topside of steel deck profiles in accordance with Figure 4 provided the minimum member topping thickness, minimum spacing distance and minimum edge distance are satisfied as given In Table I of this report, *004 **WO oartr* Ott tptiMmAptiMpittii OVERSTEELDMON140:036 '" .1-18* MAME (VALLEY) LOWEitfLUTEODGE) 1.10.21.66AGgsx8,,Dps1,0: MOB 344' MAX FIGURE 5—WEDGE-BOLT+ INSTALLATION DETAIL FOR SCREW ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQURIEMENTS)1 'Anchors may be placed In the upper or lower flute of the steel deck profile in accordance with Figure 5 provided the minimum hole clearance is satisfied. The minimum spacing distance is given in Table 1 of this report. 2Anchors in the lower flute of Figure 5 profiles may be installed with a maximum 1-Inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. ESR-2526 I Most Widely Accepted and Trusted Page 9 of 15 TABLE 2-TENSION DESIGN INFORMATION FOR WEDGE -BOLT+ SCREW ANCHORS IN CONCRETE1'2 Design Characteristic Notation Units Nominai Anchor Size (Inch) I/4 3/8 if2 5/8 3/4 Anchor category 1, 2 or 3 - 1 1 1 1 1 Minimum nominal embedment depth h,,,,,, in. 13/4 21/a 21/2 31/2 31/4 I 43/8 41/4 STEEL STRENGTH IN TENSION" Minimum specified ultimate strength fit, ksl 2 (N/mm) 100 (689) 100 (689) 100 (689) 100 (689) 100 (689) Effective tensile stress area A,,,,z Ike in2 (mm2) 0.044 (28.4) 0.103 (66.5) 0.168 (108.4) 0.249 (160.6) 0.371 (239.4) Steel strength in tension N3, lb (kN) 4,400 (19.6) 10,300 (45.8) 16,800 (74.7) 24,900 (110.7) 37,100 (164.9) Reduction factor for steel strength3 ¢ - 0.65 CONCRETE BREAKOUT STRENGTH iN TENSION' Effective embedment depth hat in. (mm) 1.100 (28) 1.425 (36) 1.650 (42) 2.500 (64) 2.145 (55) 3.100 (79) 2.910 (74) Effectiveness factor for uncracked concrete k _ 24 24 24 24 24 Effectiveness factor for cracked concrete Ira _ Not 1717 17 17 17 Modification factor for cracked and uncracked concrete Wax _ Not Applicable 1.0 1.0 1.0 1.0 Critical edge distance caa (mm) See Table 1 Reduction factor for concrete breakout strength3 0 0.65 (Condition B) PULLOUT STRENGTH IN TENSION (NON -SEISMIC APPLICATIONS)9'ca Characteristic pullout strength, uncracked concrete (2,500 psi)."(kN) Np vr, lb See note 7 See note 7 See note 7 $ ee note 7 See note 7 Sea note 7 See note 7 Characteristic pullout strength cracked concrete (2,600 psf)6.10 Nr•� lb (kN) Not Applicable See note 7 See note 7 2,965 (13.2) 3,085 (13.7) 4,290 (19.1) Sea note 7 Reduction factor for pullout strength3 0 - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS9. ° Characteristic pullout strength, seismic (2,500 psi) ° NP ° • lb (kN) Not Applicable 1,085 (4.8) 1,350 (6.0) 2,520 (11.2) 3,085 (13.7) 4,290 (19.1) 4,270 (19.0) Reduction factor for pullout strength3 0 - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION FOR SAND -LIGHTWEIGHT AND NORMAL WEIGHT CONCRETE OVER STEEL DECK (see F gure 5) Characteristic pullout strength, uncracked concrete over steel deck°.11 Nflihcke,,, lb (kN) Not Appltcable 2,010 (8.9) 2,480 (11.0) 3,760 (16.7) 4,095 (18.2) Not Applicable Characteristic pullout strength, cracked concrete over steel deck6'11 NP'd'-kcr lb 0, N) Not Applicable 1,425 (6.3) 1,755 (7.8) 3,045 (13.5) 2,665 (11.9) Not Applicable Characteristic pullout strength, cracked seismic"concrete over steel deck, Nvexk«r lb (kN) Not Applicable 1,065 (4.8) 1,310 (5.8) 3,045 (13.5) 2,665 (11.9) Not Applicable Reducton factor for pullout strength, concrete over steel deck3 0 0.65 (Condition B) non = 25.4 mm, 1 kst = 6.894 N/mmx,1 Ibf = 0.0044 kN. 1The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or AC1318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-1417,2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2lnstallation must comply with published instructions and details. 3Ail values of ¢ were determined from the load combinations of IBC Section 1605.2, ACE 318-14 Section 5.3, or ACI 318-11 Section 9.2. If the load combinations of ACI 318-11 Appendix C are used, then the appropriate value of ¢ must be determined in accordance with ACt 318-11 D.4.4. For reinforcement that complies with ACi 318-14 Chapter 17 or ACI 318-11 Appendix D requirements for Condition A, see AC1318-14 17.3.3(c) or AC1 318- 11 Section D.4.3(c), as applicable for the appropriate ¢ factor when the load combinations of IBC Section 1605.2, ACt 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. 4The Wedge -Bolt+ Is considered a brittle steel element as defined by ACI 318-14 2.3 or ACI 318-11 13.1, as applicable. 6Select the appropriate effectiveness factor for cracked concrete (k,) or uncracked concrete and use y'c =1.0. °For calculation of Ne„ see Section 4.1.4 of this report. 'Pullout strength does not control design of Indicated anchors and does not need to be calculated for indicated anchor size and embedment. 8Reported values for characteristic pullout strength In tension for seismic applications are based on test results per ACI 355.2, Section 9.5. 9The 3/8-inch-dlameter with 1.425-inch effective embedment and 1/2-Inch-diameter anchors with 1.650-inch effective embedment are permitted in the topside of concrete -filled steel deck assemblies in accordance with Figure 4 of this report. "Anchors are permitted to be used In lightweight concrete In accordance with Section 4.1.12 of this report. Values for N,,,'r .k. are for sand -lightweight concrete (re, ,,,3, = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318-14 17.4.2 or ACt 318-11 D.5.2, as applicable, is not required for anchors installed in the flute (soffit). 12The notation in bracket is for the 2006 IBC. ESR-2526 I Most Widely Accepted and Trusted TABLE 3-SHEAR DESIGN INFORMATION FOR WEDGE -BOLT+ SCREW ANCHORS IN CONCRETE1'2 Page 10 of 15 Design Characteristic Notation Units Nominal Anchor Size (inch) t14 3/9 t12 s'8 3/4 Anchor category 1,2 or 3 - 1 1 1 1 1 Minimum nominal embedment depth limn in. -1314 21/8 2i/2 1 31/2 3114 i 43/s 41/4 STEEL STRENGTH iN SHEAR4 • Steel strength in shears VS, lb (kN) 2,475 (11.0) 4,825 (21.5) 7,980 (35.5) 11,990 (53.3) 19,350 (86.1) Reduction factor for steel strength3 0 0.60 CONCRETE BREAKOUT STRENGTH IN SHEAR Load bearing length of anchor (her or 8d°, whichever is less) {O in. (mm) 1.100 (28) 1.425 (36) 1.650 (42) 2.500 (64) 2.145 (55) 3.100 (79) 2.910 (74) Nominal anchor diameter di, [do)" in. (mm) 0.250 (6.4) 0.375 (9.5) 0,500 (12.7) 0.625 (15.9) 0.750 (19.1) Reduction factor for concrete breakout strength ¢ 0.70 (Condition B) PRYOUT STRENGTH IN SHEAR7'9 Coefficient for pryout strength (1.0 for het< 2.5 in, 2.0 for hetz 2.5 In) kc - 1.0 1.0 1.0 2.0 1.0 2.0 2.0 Effective embedment depth her in. (mm) 1.100 (28) 1.425 (36) 1.650 (42) 2.500 (64) 2.145 (55) 3.100 (79) ' 2.910 (74) Reduction factor for pryout strength3 ¢ - 0.70 (Condition B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS • Steel strength In shear, seismic') VeaeQ lb (kN) Not Applicable 3,670 (16.3) 7,980 (35.5) 11,990 (53.3) 12,970 (57.7) Reduction factor for steel strength In shear for seismic' 0.60 STEEL STRENGTH IN SHEAR FOR SAND -LIGHTWEIGHT AND NORMAL -WEIGHT CONCRETE OVER STEEL DECK(see Figure 5)9 Steel strength in shear, concrete over steel deck9 V68• lb (kN) Not Applicable 1,640 (7.3) 3,090 (13.7) 3,140 (14.0) 3,305 (14.7) Not Applicable Steel strength in shear, concrete over steel deck, seismlc9 V". •%og Lb (kN) Not Applicable 1,250 (5.6) 3,090 (13.7) 3,140 (14.0) 3,305 (14.7) Not Applicable Reduction factor for steel strength in shear for concrete over steal deck' 0 - 0.60 or SI: 1 Inch = 25.4 mm; 1 ksl = 6.894 N/mm2;1 Ibf = 0.0044 kN. 'The data in this table Is intended to be used with the design provisions of ACI 318.14 Chapter 17 or AC1318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-1717.2.3 or ACI 318-11 0.3.3, as applicable shall apply. 2lnstaliatlon must comply with published Instructions and details. 3A11 values of $ were determined from the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or ACt 318-11 Section 9.2. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of ¢ must be determined in accordance with ACI 318-11 Section D.4.4. For reinforcement that complies with ACi 318-14 Chapter 17 or ACt 318-11 Appendix D requirements for Condition A, see ACI 318-14 17.3.3(c) or ACt 318- 11 D.4.3(c), as applicable, for the appropriate 4 factor when the load combinations of IBC Section 1605.2, AC1318-14 Section 5.3, or ACI 318-11 Section 9.2 are used. 4The Wedge -Bolt+ is considered a brittle steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1. 5Reported values for steel strength In shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of the calculated results using equation 17.5.1.2b of ACI 318-14 or equation D-29 In ACI 318-11 D.6.1.2, °Reported values for steel strength In shear are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6 and must be used for design, 7The 3/°-inch-diameter with 1.425-inch effective embedment and 1/cinch-diameter anchors with 1.650-inch effective embedment are permitted In the topside of concrete -filled steal deck assemblies in accordance with Figure 4. °Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. 9Values of 1/.4, are for sand -lightweight concrete (f'4„,1„ = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. in addition, evaluation for the concrete breakout capacity in accordance with ACI 318-14 17.5.2 or AC1318-11 D.6.2, as applicable, and the pryout capacity In accordance with ACI 318-1417.5.3 or ACI 318-11 D.6.3, as applicable, are not required for anchors installed in the flute (soffit). 70Shear loads for anchors installed through steel deck into concrete may be applied to any direction. "The notation in brackets Is for the 2006 IBC. 11 ESR-2526 I Most Widely Accepted and Trusted TABLE 4—VERTIGO+ SCREW ANCHOR INSTALLATION SPECIFICATIONS Page 11 of 15 1 V Anchor Property / Setting Information Symbol Units Nominal Anchor Size / Threaded Coupler Diameter r !4 Inch /s Inch 12 inch Nominal anchor diameter de (de)3 in. {mm) 0.375 (9.5) 0.375 (9.5) 0.375 (9.5) Nominal drill bit diameter dal in. 3/8 Wedge -bit 3/8 Wedge -bit 318 Wedge -bit Wedge -bit tolerance range - in. 0.385 to 0.389 0.385 to 0.389 0.385 to 0.389 Nominal embedment depth h,b,,, In. (mm) 2'/e (50.8) 2'/8 (50.8) 2119 (50.8) Effective embedment her in. (mm) 1.425 (36) 1 425 (36) 1.425 (36) Minimum member thickness2 km, in. (mm) 3'/2 (89) 4 (102) 3%/2 (89) 4 (102) 31/2 (89) 4 (102) Critical edge distance2 cw in. (mm) 4 (102) 23/4 (70) 4 (102) 23/4 (70) 4 (102) 23/4 (70) Minimum edge distance2 c,,, In. (mm) 11/2 (38) 13/4 (44) 11/2 (38) 13/4 (44) 1112 (38) 13/4 (44) Minimum spacing distance2 s,,,y, in. (mm) 21/2 (64) 21/2 (64) 21/2 (64) 2'!2 (64) 21/2 (64) 21/2 (64) Minimum hole depth h, in. (mm) 2112 (64) 2'/2 (64) 2'/2 (64) Overall anchor length Lena. in. (mm) 3 (76) 3 (76) 3 (76) Maximum impact wrench power/torque (values not applicable for hand wrench) Two" ft.-lb. (N-m) 185 (250) 185 (250) 185 (250) Impact wrench / socket size di, in. "/,6 1i/ra 11Ir6 Head Height - in. 3/4 3/4 3/4 or SI: 1 Inch = 25.4 mm,1 ft-lb = 1.356 N-m 'The Information presented in this table Is to be used In conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix i), as applicable, 2For installations through the soffit of steel deck Into concrete see the installation detail In Figures 9A and 9B of this report. Anchors shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. 3The notation in brackets Is for the 2006 iBC. FIGURE 6—VERTIGO+ ANCHOR DETAIL Hex Coupler Head Coupler Heads Serrated Underside Dual Thread Blue Tip Profile Marking Wedge -Bit FIGURE 7—VERTIGO+ ANCHOR AND WEDGE-BiT ESR-2526 I Most Widely Accepted and Trusted Page 12of15 m 1.) Using the proper Wedge -bit drill bit size, drill a hole into the base material to the required depth. The tolerances of the carbide Wedge - bit used must meet the requirements of the published Wedge -bit range in Table 1. 2.) Remove dust and debris from the hole using a hand pump, compressed air or vacuum. • 3.) Select a powered impact wrench that does not exceed the maximum torque, for the selected anchor diameter. Attach an appropriate sized hex socket/driver to the impact wrench. Mount the screw anchor head into the socket. 4.) Drive the anchor info the hole until the head of the anchor comes into contact with the member surface. The anchor should be snug against the member atter Installation. Do not spin the hex socket off the anchor to disengage. Insert threaded rod or bolt element info Vertigo+. Minimum thread engagement must be one threaded rod /bolt diameter. FIGURE 8—VERTIGO+ ANCHOR INSTALLATION INSTRUCTIONS _S10:0't tA):SsF (IG{i)1it,*t tt (k�'h'tlR)�AGVi 0c,e s Lt>EMOR- lot!(r_it FLUTE pop - Kt GAGE STEM DECK MlN ANGFICS pAK FIGURE 9A—VERTIGO+ INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' SAND LIGHRYEIGHT CAN( TE ORMORMAL-WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 3,W0 PSI) UPPER TUBE (VALLEY) LAYER FLUTE (RIDGE) NO.2Q GAGE STEEL DECK MIN `' -ANCHOR 2.1W 6�t 11f1' VAX FIGURE 9B VERTIGO+ INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)2f3 'Anchors may be placed in the upper or lower flute of the steel deck profile in accordance with Figure 9A provided the minimum hole clearance is satisfied. Anchors In the lower flute may be installed with a maximum 1-inch offset in either direction from the centerline of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the lower flute of the steel deck profile in accordance with Figure 9B provided the minimum hole clearance is satisfied. Anchors in the lower flute must be installed in the center of the flute based on the minimum dimensions given In the detail. An offset distance is allowed for profiles with lower flute widths greater than those shown, provided the offset distance is Increased proportionally with the lower flute width and provided the minimum lower flute edge distance Is also satisfied. 3Anchors may be placed in the upper flute of the steel deck profile In accordance with Figure 93 provided the concrete thickness above the upper flute is a minimum of 3'/4 inches and a minimum hole clearance of 3/4-inch Is satisfied. ESR-2526 ( Most Widely Accepted and Trusted TABLE 5-TENSION DESIGN INFORMATION FOR VERTIGO+ ANCHORS IN CONCRETE1'2 Page 13 of 15 2-0 Design Characteristic Notation Units Nominal Anchor Size ! Threaded Coupler Diameter 1/4 inch 3/4 Inch 1/z inch Anchor category 1, 2 or 3 - 1 1 1 Nominal embedment depth !ram in. (mm) 2'Is (50.8) 2`/° (50.8) 2'/° (50.8) STEEL STRENGTH IN TENSION' Minimum specified yield strength of steel insert element (threaded rod or bolt) fr ksi (N/mm2) 36.0 (248.0) 36.0 (248.0) 36.0 (248.0) Minimum specified ultimate strength of steel insert element (threaded rod or bolt) flea. kel (N/mm2) 58.0 (400.0) 58.0 (400.0) 58.0 (400.0) Effective tensile stress area of steel insert element (threaded rod or bolt) A,, N 1A,4" in2 (mm2) 0.0318 (20.5) 0.0775 (50.0) 0.1419 (91.6) Steel strength in tension Nbe lb (kN) 1,845 (8.2) 4,495 (20.0) 8,230 (36.6) Reduction factor for steel strength3 ¢ - 0.65 CONCRETE BREAKOUT STRENGTH iN TENSION° Effective embedment ha in. (mm) 1.425 (36) 1.425 (36) 1.425 (36) Effectiveness factor for uncracked concrete k,,,U - 24 24 24 Effectiveness factor for cracked concrete kc, - 17 17 17 Modification factor for cracked and uncracked concretes 11-10.r+ - 1.0 1.0 1.0 Critical edge distance c in. {mm} See Table 4 Reduction factor for concrete breakout strength° ¢ - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION (NON -SEISMIC APPLICAT ONS)° Characteristic pullout strength, uncracked concrete (2,500 psi)° No,,,,," lb (kN) See note 7 See note 7 See note 7 Characteristic pullout strength, cracked concrete (2,500 psi) N Pa lb (kN) See note 7 See note 7 See note 7 Reduction factor for pullout strength° ¢ - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS° Characteristic pullout strength, seismic (2,500 psi)°'° NP'0Q lb (kN) 1,085 (4.8) 1,085 (4.8) 1,085 (4.8) Reduction factor for pullout strength, seismic3 ¢ - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION FOR SAND -LIGHTWEIGHT AND NORMAL WEIGHT CONCRETE OVER STEEL DECK According to Figure 9A Minimum 41/2-inch-wide deck flutes (minimum) Characteristic pullout strength, th, uncracked concrete over steel deck°•' NP•dk,,,,u lb (kN) 1,990 (8.9) 1,990 (8.9) 1,990 (8.9) Characteristic pullout strength, cracked concrete over steel deck°''° NP•da" lb (kN) 1,410 (6.3) 1,410 (6.3) 1,410 (6.3) Characteristic pullout strength, cracked concrete over steel deck, seismic°'10 NAro lb (kN) 1,015 (4.5) 1,060 (4.7) 1,060 (4.7) AccordingCharacteristic to Figure 90 13/4-inch-wide deck flute (minimum) pullout strength, uncracked concrete over steel deck°• N pd ur'" lb (kN) 1,905 (8.5) 1,990 (8.9) 1,990 (8.9) Characteristic pullout strength, cracked concrete over steel deck6t° Na wF" lb (kN) 1,350 (8.0) 1,410 (6.3) 1,410 (6.3) Characteristic pullout strength, cracked concrete over steel deck, seismic"'Np,Ey lb (kN) 1,015 (4.5) 1,060 (4.7) 1,060 (4.7) Reduction factor for pullout strength, concrete over steel deck3 ¢ - 0.65 (Condition B) oral:1 Inch = 25.4 mm, 1 ksi = 6.894 N/mm2; 1 Ibf = 0.0044 kN. 1The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-1417.2.3 or ACI 318-11 D.3.3, as applicable, must apply. 2Installation must comply with this report, along with the manufacturer's published instructions and details. 3All values of were determined from the toad combinations of IBC Section 1605.2, ACi 318-14 Section 5.3, or ACI 318-11 Section 9.2. If the load combinations of ACI 318-11 Appendix C are used, then the appropriate value of ¢ must be determined in accordance with ACI 318-11 D.4.4. For reinforcement that complies with ACI 318-14 Chapter 17 or ACI 318-11 Appendix D requirements for Condition A, see ACi 318-14 17.3.3(c) or ACI 318- 11 Section D.4.3(c), as applicable for the appropriate ¢ factor when the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or AC1318- 11 Section 9.2 are used. 'It is assumed that the threaded rod or bolt used with the Vertigo+ anchor is a steel element with minimum specified properties as listed in the table. The Vertigo+ anchor is considered a brittle steal element as defined by ACI 318-14 2.3 and ACI 318-11 D.1. °For all design cases use %pi= 1.0. The appropriate effectiveness factor for cracked concrete (k") and uncracked concrete (k,,,,,,) must be used. °For all design cases use War=1.0. For calculation of N,,,,, see Section 4.1.5 of this report. ?Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment °Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. °Tabulated values for characteristic pullout strength in tension are for seismic applications and based on test results in accordance with AC1355.2, Section 9.5. 10Values for N„, are for sand -lightweight concrete (f,,,,,r, = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. in addition, evaluation for the concrete breakout capacity in accordance with ACI 318-1417.4.2 or ACI 318-11 D.5.2, as applicable, is not required for anchors installed in the deck soffit (flute). "The notation In brackets is for the 2006 iBC. ESR-2526 I Most Widely Accepted and Trusted Page 14 of 15 21 TABLE 6-SHEAR DESIGN INFORMATION FOR VERTIGO+ ANCHORS IN CONCRETE1 Design Characteristic Notation Units Nominal Anchor Size t Threaded Coupler Diameter 14 inch 34 Inch 112 Inch Anchor category 1,2 or 3 - 1 1 1 Nominal embedment depth Non in (mm) 21/e (50.8) 214 (50.8) 21/4 (50.8) STEEL STRENGTH iN SHEAR{ Steel strength in shears V.Ib (kN) 1,105 (4.9) 2,695 (12.0) 3,075 (13.7) Reduction factor for steel strengths ¢ - 0.60 CONCRETE BREAKOUT STRENGTH iN SHEAR° Load bearing length of anchor (hoar 8d0, whichever Is less) te1Q in, (mm) 1.425 (36) 1.425 (36) 1.425 (36) Nominal anchor diameter d,, (d4)1° in. (mm) 0.375 (9.5) 0.375 (9.5) 0.375 (9.5) Reduction factor for concrete breakout strengths c - 0.70 (Condition B) PRYOUT STRENGTH IN SHEAR° Coefficient for pryout strength (1.0forher<2.5in,2.0forherz2.5in) g ' 1.0 1.0 1.0 Effective embedment her in. (mm) 1.425 (36) 1.425 (36) 1.425 (36) Reduction factor for pryout strengths 31 - 0.70 (Condition B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS Steei strength in shear, seismic' Vt,,,,r lb (kW) 1,105 (4.9) 2,000 (8.9) 2,000 (8.9) Reduction factor for steel strength in shear, seismic' ¢ ' 0.60 0.60 0.60 STEEL STRENGTH IN SHEAR FOR SAND -LIGHTWEIGHT AND NORMAL WEIGHT CONCRETE OVER STEEL DECK° According to Figure 9A 41/2-inch-wide deck flute (minimum) Steel strength in shear, concrete over steel deck8 V„• lb (kN) 1,105 (4.9) 1,975 (8.8) 2,495 (11.1) Steel strength in shear, concrete over steel deck, seismic° Vs, *ey lb (kN) 1,105 (4.9) 1,480 (6.6) 1,620 (7.2) According to Figure 98 13/4-inch-wide deck flute (minimum) Steel strength In shear, concrete over steel deck8 V,,,e,�r lb (kN) 965 (4.3) Steel strength in shear, concrete over steel deck, seismic° Vsamdc.=:r lb (kN) 965 (4.3) Reduction factor for steel strength in shear, concrete over steel deck'- Si 0.60 For SI: 1 inch = 25.4 mm, 1 ksi = 6.894 N/mm2;1 Ibf = 0.0044 kN. 1The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACt 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of AC' 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable, shall apply. 2lnstailation comply with this report, along with the manufacturer's published Instructions and details. 3AI! values of 0 were determined from the load combinations of IBC Section 1605.2, AC1318-14 Section 5.3, or ACi 318-11 Section 9.2. !f the load combinations of ACI 318-11 Appendix C are used, then the appropriate value of ¢ must be determined In accordance with ACI 318-11 D.4.4. For reinforcement that complies with ACI 318-14 Chapter 17 or ACI 318-11 Appendix D requirements for Condition A, see ACi 318-1417.3.3 or ACI 318- 11 Section D.4.3, as applicable for the appropriate ¢ factor when the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or ACi 318-11 Section 9.2 are used. 4The Vertigo+ anchor is considered a brittle steel element as defined by AC1318-14 2.3 and AC1318-11 D.1. °Tabulated values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design. °Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. 1Tabulated values for steel strength in shear are for seismic applications and based on test results in accordance with ACI 355.2 Section 9.6. °Tabulated values for Vs,,, are for sand -lightweight concrete (f„,.„ = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity to accordance with ACI 318-1417.5.2 or ACt 318 D.6.2, as applicable, and the pryout capacity in accordance with ACI 318-1417.5.3 or ACI 318 D.6.3, as applicable, are not required for anchors installed in the deck soffit (flute). Shear loads for anchors installed through steel deck into concrete may be applied in any direction. i"The notation In brackets Is for the 2006 iBC. ESR-2526 I Most Widely Accepted and Trusted Page 15of15 ' TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES1,2,14.5.r,7,a,9 Anchor Nominal Anchor Diameter (In.) Nominal Embedment Depth (In.) Effective Embedment (In.) Allowable Tension Load (lbs) Wedge -Bolt+ 1/4 13/4 1.100 610 34 21/a 1.425 895 /2 21/2 1.650 1,115 31/2 2.500 2,085 a/a 31/4 2.145 1,655 43/8 3.100 2,875 3/4 41/4 2.910 2,615 Vettlgo+ •CI. 4 l..,.t._nci 1/4 21/a 1.425 810 34 21/8 1.425 895 1/2 21/a 1.425 895 . �. �.. . ....... cv -r .. H.i, . Iut - u.4uYY RIV. 1Singie anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or AC1318-11 Section 9.2, as applicable, (no seismic loading). 430% dead load end 70% live load, controlling load combinatIon: 1.2D + 1.6L. 3Catculated of weighted average for a = 1.2(0.3) + 1.8(0.7) =1.48. b = 2,500 psi (normal weight concrete). ice =C8ZZCy,. ahzh„�. 9Values are for Condition B; supplementary reinforcement in accordance with AC1318-1417.3.3 or ACI 318-11 0.4.3 is not provided, as applicable. Given: Calculate the factored strength design resistance in tension, r¢N,,, and the allowable stress design value, TaudprbkaAsn, for a /winch diameter Wedge -Bolt+ screw anchor assuming the given conditions In Table 7. Calculation in accordance with ACI 318-14 Chapter 17 or ACI 318.11 Appendix D and this report: Code Ref. Report Ref. Step 1. Calculate steel strength of a single anchor In tension: diN,a = (0.65)(10,300) = 6,695 lbs. Step 2. Calculate concrete breakout strength of a single anchor in tension: Y'Ncb = 'Y AXcO lked.tl tPt YY"cpFNb Nb = kc2a' c(haf)1s Nb = (24)(1.0) 2,500(1.425)x-s = 2,0411bs. ONdb = (0.65) (18.3) (18'3) (1.0)(1.0)(1,0)(2,041) = 1,326 lbs. Step 3. Calculate pullout strength: firNpn = cbNp.unct 1Pc.P t iNpn = n/a (pullout strength does not control, see Table 2, footnote 7) Step 4. Determine controlling resistance strength in tension: ON, = minlepNsa,ONcb,ONpn) = ibNcb = 1,326 lbs. Step 5, Calculate allowable stress design conversion factor for loading condition: Controlling load combination: 1.20 + 1.6L a = 1.2(30%) + 1.6(70%) = 1.48 Step 6. Calculate allowable stress design value: b = wan 11.48 -,326 897 lbs. Tatlowable.AS 0.5.1.2 (318-11), Table 2 17.4.1.2 (318-14) §4.1.2 D.5.2.1 (318-11) Table 2 17.4.2.1 (318-14) §4.1.3 D.5.2.2 (318-11) Table 2 17.4.2.2 (318-14) D.5.3.2 (318-11) Table 2 17.4.3.2 (318-14) §4.1.4 D.4.1.1 17.3.1.1 (ACI 318-14) 9.2 (ACI 318-11) 5.3 (ACI 318-14) §4.2 FIGURE 10—EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION, FOR ILLUSTRATIVE PURPOSES ICC-ES Evaluation Report ESR-2526 FBC Supplement Reissued June 2016 This report is subject to renewal June 2017. www.icc•es.orq I (800) 423-6587 I (562) 699.0543 A Subsidiary of the international Code Council° DIVISION: 03t00 00—CONCRETE Section: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 0519—Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.dewalt.com engineerinu powers.com EVALUATION SUBJECT: WEDGE -BOLT+ SCREW ANCHORS AND VERTIGO®+ ROD HANGER SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT I POWERS) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wedge -Bolt+ Screw Anchors and Vertigo+ Rod Hanger Screw Anchors in Cracked and Uncracked Concrete, recognized in ICC-ES master evaluation report ESR 2526, have also been evaluated for compliance with the codes noted below: Compliance with the following codes: M 2014 and 2010 Florida Building Code —Building ■ 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The Wedge -Bolt+ and Vertigo+ Screw Anchors In Cracked and Uncracked Concrete described in Sections 2.0 through 7.0 of the master evaluation report ESR-2526 comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the 2012 international Building Code® (IBC) provisions noted in the master evaluation report and the following conditions are met: • Design wind loads must be based on Section 1609 of the 2014 and 2010 Florida Building Code —Building or Section R301.2.1.1 of the 2014 and 2010 Florida Building Code —Residential, as applicable. • Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 and 2010 Florida Building Code —Building, as applicable. Use of the Wedge -Bolt+ and Vertigo+ Screw Anchors in cracked and uncracked concrete as described in the master evaluation report for compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code --Building and the 2014 and 2010 Florida Building Code —Residential has not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued June 2016. ICC-ES hi aluation Reports are not to be constmed as representing aesthetics or any other attributes not spec fcally addressed, nor are they to be construed as an endorsement of The subject of the report or a recommendation for its use. There is no nearansy by ICC Eialtatlon Service, LLC, espress or implied, as to ary finding or other natter in this report, or as to any product covered by the report: Copyright 012016 ICC Evaluation Service, LLC. All rights reserved. 0161 Page 1of1 KA.LWA L L° 1111 Candia Road I PO Box 237 Manchester NH 03105-0237 USA CORPOR A TION T: 603.627.3861 600.258.0777 F: 603.627.7905 W: KALWALL.COM April 25, 2018 Subject: Kalcurve Roof Span Analysis Project: Hoag Cancer Center, Newport Beach, CA Dwg. No.: K18-3191 Object: To show that the Kalwall 90° arch roof assembly will structurally handle a 20 PSF live load plus a 2 PSF dead load and a 40 PSF wind load. The Kalcurve translucent panels used in the subject roof application are supported along the two short 4'-0" sides and spans along the projected length of 15'-4". A section of the 90° Kalcurve panel is as follows: 15`-4 Kalwall Panel Properties: tfrAITEN 2 5/8" ALUM I —BEAM GRID CORE MEMBERS 5 PER PANEL 4'-0'.'. MODULE WIDTH Physical properties of a 2 5/8" grid core I-beam are: Moment of Inertia, Ix = 0.1334 in.4 (see exhibit "N") Section Modulus, Sx = 0.1018 in.3 Net Area, A = 0.0866 in.2 Kalwall panel properties: EI factor: 12.25 x 106 in? - lbs. (Empirical panel stiffness) Grid Core (5 `'"I"/panel): Sx = 0.5090 in.3 Ix = 0,6670 in.4 EI = 6.67 x 106 in.2 - lbs. A = 0.4330 in.2 Arc Length, L = .Rt = 195.17" �) �t 1.225 Radius of Gyration, r,� = A 0.4330 -- PANEL SECTION A ` Wall Systems I Window Wall Systems I Skyroofs + Skylights I Canopies + Walkways I Specialty Systems Project: Hoag Cancer Center, Newport Beach, CA. The effective buckling length of the curve structure is based on the inflection point locations givenin the RISA program analysis. Based on the worse scenario for load and inflection point location, a 0.6 factor was selected for determining the effective buckling length. Slenderness Ratio , kL/r, = 69.6, where kL = 0.6(195.17") = 117.1" 6063-T6 Aluminum Alloy Properties: Minimum tensile ultimate strength, Ftu 30,000 PSI Minimum tensile yield strength, Fty = 25,000 PSI Allowable bending stress, Fb= 15,151 PSI (Fty/1.65) Modulus of Elasticity, E = 10 x 106 PSI Allowable shear stress, .Fs = 8,748 PSI (Fty/(J 1.65)) Allowable Compressive Axial Stress (Fa): Fa = 9,050 PSI (14.2 - 0.074 (kL/rX)) (LIVE LOAD) Allowable Tensile Axial Stress (Fa): Fa= 15,151 PSI (Fty/(1.65) (WIND LOAD) Allowable Bending Moments (BM): On grid core: BM = SxFb = 0.5090(15,151) = 7,712 in. lbs. 12.25 On panel: _ 67: (7,712) = 14,163 in. lbs. Actual moments, axial and shear forces: a) The statically indeterminate arch has been analyzed using Rapid Interactive Structural Analysis and Design - 2 Dimensional, RISA-2D, a computer program issued by Risa Technologies. The arch was approximated using 24 equal segments. The design 20 PSF live load was applied normal to the horizontal projection of the span. The uniform half load was similarly applied. -2- Project: Hoag Cancer Center, Newport Beach, CA The design wind load of 40 PSF was applied normal to the surface of the arch acting outward, Case I Live Load Full Span 20 PSF Case III Wind Load.(Parall.el) 40 PSF Case II Live Load Half Span 20 PSF Case IV Wind Load (Perpendicular) Per ASCE 7 (Computer Model was loaded assuming a 4'-0" wide tributary area) Results of the computer program are: (See attached print out) Case IV Wind (Perpendicular) Loading produced the maximum forces in panel: Maximum Moment, M = 4,883 in. lbs. Axial load at Maximum moment, Pa = 1,524 lbs. Shear load at Maximum moment, V = 33 lbs. Actual combined moments, axial and shear stress in panel: Case IV Wind (Perpendicular) Loading: 6.67 Grid Bending Moment Mb = (4,883) i2.25 2,659 in. lbs. 2659 Bending Stress fb —.= 5,224 PSI Axial Stress f 1524 = 3 520 PSI a 0.4330. Shear Stress f —33 76 PSI o4330 -3- Project: Hoag Cancer Center, Newport Beach, CA Combined Stress Formula: Note: Stresses increased 0% for wind. fb fa (fv)2 Fb Fa U'v — 1.0 5224 3520 76 15151 2 + 15151 + 8748)• — 0 34 + 0' 23 + 0.00 = 0.58 <1.0' so O.K. Conclusion: Since the actual bending moment is less than the allowable bending moment, the Kalcurve panel for this application is acceptable. Analysis by: Alcxande Staff Engineer S. no s. = sway No.5477 s 0 /Cala ...A4 /ON At, w illinjOittO Reviewed by: Robert S. Busby, P.E. Structural Engineer -4- EXHIBIT "N" 2 5/8" KALCURVE LIGHT I -BEAM PHYSICAL PROPERTIES •0.438 P.052 N N •.03OR N u78R I = lo + Ad 2 3 , bd io = 1 2 0 NJ Ci N r- N 0.005 .030R .078R N.A. ENLARGED VIEW OF "CY SECT. AREA d d2 Ad2 (b)(d 1 2 lo + Ad2 2 X .050 X .438 = 0.0438 1.290 1.650 0.0724 0.0724 2 X .20 X .040 = 0.0160 1.161 1.347 0.0215 0.0215 4 X .08 X .052 = 0.0166 1.22 1.489 0.0248 0,0248 .2146 (r)2 (4) = 0.00533 1.235 1.524 0.0081 0.0081 4 X .2146 (.03)2 = 0.00077 1.251 1.564 0.0012 0.0012 .005 X .250 X 4 2 = 0-0025 1.0972 1.204 0.0030 0.0030 .005 X .080 X 4 = 0.0016 1.221 1.489 0.0024 0.0024 EA = .0866 in .2 .G.133.4 3 S- I 1311 =0.1018 C , COMPANY CONFIDENTIAL TOTAL I = 0.1 334 irk CAD REDRAW 12/03 CALCULATED BY R. BUSBY: PE 1983 SINCE 1955 Kaiwall CORPORATION 7 7 ,six: -84.56 l 82969141ft -80s72113! 78_5451,ti -73 O33tt3; 837fblftiif'laf':. -:N4 -66,3910ift 681.4 N3 Loads: LC 1, DL+ Full LL Results for LC 1, DL+ Full LL Reaction and Moment Units are lb and lb -in N12 N -7 97.7 Kalwall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 2 PSF DL, 20 PSF LL Full Span, 4'-0" Module SK-1 Apr 25, 2018 at 11:21 AM 190° LP Vault (15'-4") 20 LL 40 WL 4'-0" Modules. 7 97, 7 531.4 Results for LC 1, DL+ Full IL Member Bending Moments (lb -in) Reaction and Moment Units are lb and lb -in Kalwall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 2 PSF DL, 20 PSF LL Full Span, 4'-0" Module 681.4 SK-2 Apr 25, 2018 at 11:24 AM 90' LP Vault (15'-4") 20 LL 40 WL 4'-0" Modules. 437.k. -73.033lb/ft 49:837Ib ft ..,09;,Z941bItt \if 527,4 Loads: LC 2, DL + Half LL Results for LC 2, DL + Half LL Reaction and Moment Units are lb and lb -in N2 416-..031-1a610A97,'fr tvg:. , -92,09471ft -7&5491afft.:., 46,941bfft. N. ' • .r NZ 4 Na 1Z lbiff U. 222.1 -437-5 Kalwall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 2 PSF DL, 20 PSF LL Unbalanced, 4'-0" Module SK - 3 Apr 25, 2018 at 11:26 AM 90° LP Vault (15L4") 20 LL 40 WL 4'-0"Module r1 -1643.4 -2551.7 -3171 4 437,5 52 '.4 -36 -3453:.1 -3110.8 -2612.7 -2000.8 -1325.4 Results for LC 2, DL + Half LL Member Bending Moments (lb -in) Reaction and Moment Units are lb and lb -in .3 1856 2693.4 3 711,2 7.6 3520,5 2339.9 2225 1227 222,1 7437:5 Ka!wall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 2 PSF DL, 20 PSF LL Unbalanced, 4'-0" Module ISK-4 Apr 25, 2018 at 11:27 AM 90° LP Vault (15-41 20 LL 40 WL 4'-0Modules 1 3341tfAt3It339I 33d1 5 334(bift 5:334ibi(t 42 a is '$ 1b/ Yyig }gq� t 8:31b/ii8 3lblrt $ 4ffi i t Sla81I tt8811 ... 188.81b/ft 402.1 5,3341btR �. 188.81b/ft 188.8tb/ft 4188.8tb/ft -5:334lbfff ' 188.8lb/ft {34ibt 188.8lb/ft 188.8t�1�8'a 188.8lb/ft Loads: LC 3, 2/3 DL+ WL (Suet+Int) Results for LC 3, 2/3 DL+ WL (Suet+Int) Reaction and Moment Units are lb and lb -in 1 13. 1 188;8 -14L2.1 Kalwall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 1.33 PSF DL, 40 PSF WL (Suction, + .18 Int), 4'-0" Module SK-5 Apr 25, 2018 at 4:45 PM 90* LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r.F 247J -1402.1 Results for LC 3, 2/3 DL+ WL (Suct.+Int) Member Bending Moments (lb -in) Reaction and Moment Units are lb and lb -in yO ., 244.3 242.7 242.7 244.3 251 . > ,,- Is 254.,(. 2� P: • ri1 t112 s`S1s ---..,, , M1 i0 `t9 2, 7.5 255,5 - 247.7- 1 383.5' 220.E I Kalwall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 1.33 PSF DL, 40 PSF WL (Suction, + .18 Int), 4'-0" Module SK-6 Apr 25, 2018 at 4:46 PM 90° LP Vault (15'-4") 20 LL 40 WL. 4'-0" Modulexi o, -5 333ib/it :gam-: ;041b/ft _0+.5 a 5.33A1b/rt 4' •041b/tt t3 #I67ft 7.04lb/ft L5 lb/ 125 .4 Loads: LC 4, 2/3 DL + WL (Fac.+Int.) Results for LC 4, 213 DL + WL (Fac.+Int.) Reaction and Moment Units are lb and lb -in 173:921b(t 173.921b/ft Kalwall Corporation Alexander Carignan K18-3191 1.33 PSF DL, 40 PSF WL (Factored, + .18 Int),4'-0" Module SK-7 Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 at 11:32 AM 90° LP Vault (15'-4") 20 LL 40 WL 4'-0" Modules. '.«x 2 -618.4 -1932.8 -3299.6 -4430.5 $A4 -4669.8 -3787.1 ::223A.8: 1257,4 Results for LC 4, 2/3 DL + WL (Fac.+Int.) Member Bending Moments (lb -in) Reaction and Moment Units are lb and lb -in 74, 2305.2 1999.4 1533.7 888.2 248.7 10775.2.- .... -1011,9 Ka!wall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 1.33 PSF DL, 40 PSF WL (Factored, + .18 Int), 4'-0 Module SK-8 Apr 25, 2018 at 11:32 AM 90° LP Vault (15'- 4") 20 LL 40 WL 4'-0" Moduie.r. at.334tilii334104M4 -.54111bift ttit 75iP'341 • 1 .32140ft 221bift 116;3214M 116• 116.321b/ft 116.321b/f1 a N 432a.9 Loads: LC 5, 2/3 DL + WL (Fac.-Int.) Results for LC 5, 2/3 DL + WL (Fac.-Int.) Reaction and Moment Units are lb and lb -in 51 51.21 5121 636,7 -57 .2t • Kalwall Corporation Alexander Carignan K18-3191 1 SK •• 9 Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 at 11:33 AM 1.33 PSF DL, 40 PSF WL (Factored, - .18 Int), 4'-0" Module il 90° LP Vault (16-41 20 LL 40 WL 4.-0" Module.r. -377 N10 880.E -2084.3 -3475.9 -4618.1 -4830.1 -3906.3 -2285:4.... -626.9 Results for LC 5, 2/3 DL + VVL (Fac.-Int.) Member Bending Moments (lb -in) Reaction and Moment Units are lb and lb -in 2065,1 34 47 4 1. 2 €13 N : is _ 4 . 1585.3 9:30 279,8 636.7 —570 Ka!wall Corporation Alexander Carignan K18-3191 Hoag Cancer Center, Newport Beach, CA 1.33 PSF DL, 40 PSF WL (Factored, - .18 Int), 4`-0" Module SK-10 Apr 25, 2018 at 11:34 AM 90° LP Vault (15'-4") 20 LL 40 VVL 4'-0" Modules. Company ;. Kalwail Corporation Designer Alexander Carignan isAJob Number K18-3191 Model Name t Haag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: General Material Properties Label E [psis; Aluminum 1 e+7 General Section Sets 15 (Oa Nu Therm 61E . El . 0ensity b(k .3i' .. 175ea 6 333 L 1.25 1 0 Label Shape ........_: Tyke Material KC L SLTKC L Beam i, Aluminum Joint Coordinates and Temperatures Label N1 N2 X jnl -92 85785 A 06.21 I (90,271))fln4l .. I (0,180) Dr14.1 .433 i 12,5 i 1.225 Y [rnl 0 82 Temp f9 0 .0 3 5... 6 N3 N4. N5...:.: 6 N7 N9 N10 13 Rig. N14. .:15 ...:.. :...::.:.........:.:...N15 .J..1if N1 6 6'; N22' !' N23 N24I . N25 Joint Boundary Conditions -79.205 72`283 -65.053 -5754.5 -49.79 4-1 822 -33.675 ...._ 25 382 -16.982 8509 0 16.982... 25382 11.221 16 18 . 20.675 24 69 28.203 31.203 33.673 3',5 607 36.994 .. 37.828_. p 38.107 _37.828.......: .36.994.... 35.607 33.675_...... 33.673 ........ 41'822 49.79 57.545 65.053 72283 31.203 I. 28.203 24 69: 20.675 1,6.1s 79.205 11.221 85l785. 5 82 92 .._ __. _ .:.. ....,_...,w. ,,,,,.,,,.w>.... Joint Label N25 Member Primary Data X'jlb(itt7 Reaction Reaction Reaction Reaction Rotationjk-inlradl. Footing Label l Joint nn Buie 1 M1 N1 N2 KC Beam None Aluminum DR1 . 2 M2 N2 N3 i KC ,.,. Beam ... • None Aluminum DR1 , 3 M3 N3 N4 KC Beam None Aluminum •DR1 4 ;;; M4.. AN%1:... N5 . ;: ..... : KC Beam None Aluminium DR1 RISA-2D Version 16.0.1 [G:\...\...\...1...1...\90° LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2dj Page 1 bLo Company Kalwall Corporation Designer : Alexander Carignan . K18-3191 : I 1:RisA ModelJobNumber Name Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Member. Primary Data (Continued) ...: 11 .13 14 .1.5 16 17.. 18 19 20 21 22. Label ......... I Joint: J.Joint ,[icitate(deq) .:Section/Shape Type . . M5 N5 N6 KC Beam. N7 KC M7" M8 M11 .M'12 M 13......: M14 M15 M16 M17 M.�.O M19 M20 M21 M22 .'. N7 NB N9 N10 N11 N12'. N13. N14 • .,N,15 N16 N17 N1.5 N19 N20 N21 • N22, • N23..:.: N8 N9 NI N11 N13 N14 N16 N17 N20 N22 N24 KC KC KC KC Beam < Beam Beam Beam Beam KC Beam KC Beam :i ..KC KC KC Beam :. Beam Beam.... Desf tn''List ,.....: Material .Design..Rules. None Aluminum DR1 None - None Nonel Aluminum Aluminum None Aluminum None ..:. Aluminum None Aluminum. None:: ,Aluminum:: None None " None ............. KC '::..Beam None:. KC KC KC KC KC........... KC .. KC ...... KC ;. Member Distributed Loads (BLC 1 : 2 PSF Dead Load) 2 Beam l None Beam. None: Beam None Beath None' Beam None Beam.. Bean" None Aluminum Aluminum;. Aluminum.. Aluminun, Aluminum ,Aluminum Aluminum Aluminum. Aluminum , Aluniinuin. Aluminum. Aluminurri DR1 DR1 DR1 D.R1 DR1 IR1 DR1. DR1 DR1 DR1 DR1 DR1. DR1 DR DR1..... DR1 DR1. ;DR1 Mi tnber:la el' . .Directjon . Stg Magnitude Ib/ft .. End Magnitudelibtft' F.. Start Lacationlin,%Ip1 End Location[in %7 0 Q. Y -2 2:: 0 0 M 1 Y -2 M3 Y -2 0 5 M5 Mi 9:_._.. M9.,........., 10' M10.: 11 12:' .13 .._ ........... 14;'::::. M11 M12: M13 M14 Y Y Y -2 -2 -2 -2 -2 -2 -2 0 0 0. 0:;: 0 0..: 0 ... 0 !: 0 0 0 0 0 15 M15 ...................................... 16! 17 M16: M17 Y Y ............. -2 -2 0 0. 0 0' 0 M18 19 20' _21 22:. M19 M20 M21 Y Y Y Y -2.. -2 -2 0 0 0 0:.::. 0 0'..::... _ M23 -2 -2 0 0.,: 0 0 Member Distributed Loads (BLC 2 : 20 PSF live Load) Member Label.,..__„ Direction Start Magnitude[lb/ft,...End Magnitude[Ib/ft,F... Start Location[in,%) End Location[in,%) RISA-2D Version 16.0.1 [G:1...\...\...\...\..:19W LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2d] Page 2 Company Kalwall Corporation Designer Alexander Carignan Job Number K18-3191 Model Name Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Member Distributed Loads (BLC 2 : 20 PSF live Load)..(Continued), _.. Member. Label Direction Start Magnitudelb1t,...End'Magnitudetlbitt,F.., Stad .Lacatian(sin" L EndLoeaticn]it %1 M1.. PY -20 -20 0 M3 PY . -20 -20 0 0 0;' PY �20 2 0 5 M5 6 M6 PY -2.0. -20 -2.0. 0 0 0 M7 MB" PY PY -20 20 -20 -20 0 My- 0 9 M9 10: MiD 11. 12.' M12' M1.1 13 M13 14: 15 16 17 M14 M15 M16: M17 PY ,........ PY PY .P ;PY• PY PY PY -20.. 20 -20 _.. 20 20 .. -20 -20 -20 -20 20' -20 20: -20 -20 0 0 0 18.. 19... 20 21 22 23 24 M18s% M19 ,M20 PY 20 .... -20 0 0. 0.' 0 M2.1. .......... M22 ... M23 M24µ"' .PYLO PY PY PY PY.. 20 20 -20 20 -20. -20 -20 -2t7��. Member Distributed Loads (BLC 3 : 20 PSF Half live Load):` 4 7 8 1 'Merl6er Lat5e6 M1 M2 0 a 0 Direction Start Maanitud lblfk,.., End Magnitudetlblft F,... Start'LodalitilifinitY91 End Location liVAj,,, 0 0 0.. 0 PY -20 -20 PY 20 -20' M3 PY M4: PY M5 M6 M7 M8 M9 M10: M11 M12 PY PX: PY.. PY: PY -20 20 20 20 -20 -20 -20 0 0' PY -20 Member Distributed Loads (BLC 4 : 40 PSF Wind Load,(Suct)) 1al. 2 MeinberLabel. M1 Direction ...., Start f�pgnitudejlbtft End Magnitude[Iblft,. Starj Lrrcat�onjm�%j 40 40 0 40 40' 0'..':; rid Locaitian t;% ;,,._ 0 RISA-2D Version 16.0.1 [G:1...1...1...1...1...190° LP Vault (15'-4') 20 LL 40 WL 4'-0" Module.r2d] Page 3 Company Kalwall Corporation Designer Alexander Carignan .ISAJob Number ;: K18-3191 Model Name Hoag Cancer Center, Newport Beach, CA Apr 25,2018 4:41 PM Checked By: Member. Distributed Lo,adL: (BLC:4.; 40 PSF Wind .Load (,duct)) (Continued) *. 10 11 . 13 14 15 Member Label M.10: M11 M12r _M 13...._..__.,. M14 M15 M16:: M 1.7 ........ M18 Direction ' ..,5tartMagenitude i . End Magnitudeltb/ t,F. . 40 40 40. 4.0 40. 40 ...... 40 40 y y AO. :40 ... 40 40 40 4: Start Locationfii ,%1 End Locafianlin,%1 0 0: 0 0::: 0.. 0. 0 0 19.... ....M19 20 M20 21 22 M21 M22 M23 M24 40 40 40 0 40 40 40 Member Distributed Loads (BLC 5 : 40 PSF Wind ( Factored)}. .3 5 7 1:111 9 10 11 'Member Label M1 M4' M5 M6 M7 M8 M9 M10:' 12. M12. 13... 15 16• ' M13.......................... M15 M16 17 M17 18 M18 19 M19 M21 23 Load.. Combinations 3 4 .0. 0 'art Start Msti ltiitie[lkilft : ;Etta MagninidefldittF, < Startit. -.44_W.. ,._....-_._, _..._.__......__._._.-.44 44 -.44 36..28 36.28 . 36,28 36.28. 36.28: 36.28 36.28'' • 20 36.28 3628 36.28 3628 36.28 3.628 36.28 36:28 36.28 ......_.. 3t.28 36.28 3628 20 20 0 0 Lint/1 End Locaticnt n,"M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0` 0 0 0 0 0 0 Oescnplien So- P.., S., BLC Fact..BLC Fact.. BLC Fact .BLC Fact..BLC Fact. BLC Fact. BLC Fact..BLCFact..BLCFact..BLC.Fact. . DL+ Full LL . Yes Y 1 4 2 ; 4 I.... DL + Half LL Yes Y 1 4 3 ; 4 2/3 DL+ VVL (S.. Yes 2/3 DL + WL (::1Yes Y ...1 1. 2,667 4 4 2.667 5 ': 4 4 4 :72.' ;72 5 2/3 DL + WL (...]Yes Y 1' 2.667 5 4 4 -.72 RISA-2D Version 16.0.1 [0:1...\...\.,.1...\...190° LP Vault (15'-4") 20 LL 40 WL 4'-0" Module r2d] Page 4 �3 Company Kalwall Corporation Designer t Alexander Carignan RisA Job Number K18-3191 : Model Name Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Joint Deflections 19 Vili,20111 21 25 1 26 27......:.....2......... 36::. 2 37 2 38 2 Joint Label X N1 N2 Y•tinl Q 005" Rotation:(radj 1.038e-03. 8 594e-04. .. 2302e 04` -8.44e-04 1362e-03 :... -1.717e-03 -1.141 e-03 -.051 1.816e-03 3.62e-03: 8.44e-04 :008 -3.817e-04 105 : `'r, 8594e-04;.. •;• . -9..66.8e-03 -7.789e-03 6.'163e.. 03 .............:.::.:: 184 =.199 7a05e-03 N12 .... .176 -.128 8.993e-03 N13 173 047' :. 9.748e-03. 7.122e-03 5 037e-03 2.599e-03 ''=3:643e=05 267 -2.709e-03 .237-5.256e-03 162 .191-7.516e-03 119 y133-9.326e-03' :.064 :067 -1.052e-02 0 0 -1. 095e-02 s N1 0 0 1.596e-03 RISA-2D Version 16,0.1 [G:1...\...1...1...1...\90° LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2d] Page 5 Company : Kalwall Corporation Designer Alexander Carignan NK18.3191 ModelJob Namumbere t Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By:, Joint.. Deflections.. (Continued). LC; J;rst Lajnl N2 N7 N$ N13 N15 N16 •� NI8 : N19 017 ,065 8.471e 04 ,. 2'.N20 :01$ -057 :1=9.939e.04!t. . N21 ,017 .047-1.139e-03 ..N22 .015 036 :; 1.279e 03`. Y tin7 Rotation tradi 012 151:5e-03: ,024 1 406e-03 0 6 1 279e-03 ' 047 1.139e-03 -,017 .065 8.471e-04 .0:16 �073 7.009e 04:' -.014 .011 084 4 1.39e 04, -.008 ..088 2.743e-04. -.004 .09 5.564e-.04 -2.743e-.04 .139.e .04 -5.564e-04 -1.406e-03 -.061-9.51.8e-03 1.43.................... .159 -.171 2.037e-03 15 143 4.716e 03 -.096 6.475e-03 85 4 N10 109 :026 7.48e-03 86::' 4 NI:1 102 :.088. 6:9'94e-03: 87 4 N12 099 144 6,019e 03 88 , : N 13 1 .19 : 4.681 e-03 - .224. 3.107e-03... .243 1.418e-03 2. 91 4 N 16 .247-2.606e-04 is 92 ' 4 N17 237 1.807e-03 93 4 N 18 ...11 .216 -3.093e-03 N19 .1:.02 186 3.994e 03 :. 95 4 N20 .089 ..152-4.425e-03.... E ::96 4 N21 07 '117 4:483e-03;:::': 97 4. N22. .056 .083-4.306e-03 038 052 ':' :4.027e=03:'> 99 100 101 103. 5 ..113 113 N3 .118 -3.783e-03 -1.118e-02 -8.2e-03 RISA-2D Version 16.0.1 [G:\...1...1...\...\...190° LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2d1 Page 6 Company Kalwall Corporation Designer Alexander Carignan IRISAJob Number K18-3191 Model Name : Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Joint Deflections (Continued) • 104 : 5 . N4 ,1:53 . -' 175 5 152 03 105 5 N5..:17 .._-.199 .... , -1.7e-03 106"' 5 N6 ; .1Z2.. -198 ;: 1,678e403 107 5 N7 ;.162 -.172 4.503e-03 108 : 5 Ne ::147 - 127 6.396e-03 109 5 . 5 N9 N10 :131 .118 -.069 7.387e-03 110 -�005 , .. 7:608e 03 111. 5 .... N1.1 ......... !...... ...:....109 .... ........ • .058................ 7.1.88e-03 .. 1.12, N12 ` ,:105 •116 ';'. 6.256,e 03 113. 114 5 5. N13 N1:4 . ` • 105 .108 164 _. '.2 _ 7. 4.942e-03... 3.372e 03 115,, 5 N 15 .112 .221 1.676e-03 N•16 .1 i15 228 1: 877e-05 `; . 117 118' 5 . 5 ri N 17 N18 115 .111 .221 201 -1.583e 03 -2:887e-03 119 5 • N19 ,102 .,. ..173 -3.8e-03 120: 5 ` `' . :N20 ;089 141 4.236e-03 121; 122 5 5 N21 ' N.22 • --W .073 ,056 .;108 ..... `076 . - -4.292e-03 -4.105e-03 ::. 123 5 N23 .,037 ..048 ..-3.812e-03 124 5... ; ! iV24 ; . .01.9 '023 J -3;549e 03 t 125. 5 N25 0 0 -3.,45e-03 Joint Reactions 1 2 3 12 13 18 19 .20 1 1 3 3 3 4 4 5 5 Joint Label N1 N25: Totals: X`[Ikr] 797.725 797.725 0 Ni .... 437.528 N25`:•437.528 - `il Totals: 0 COG:(in) N1 N25. Totals: COG (ih). ...N 1 .. Totals:. COG (in): N1 N25'! Totals: COG.(in): -1388.482 1388s482 0 'X: 0 -1267,359 �'1075..2.03 -192.156 . X: 1114 `iitl 681.445 681.445 1362.89 ;••.26.�0.94� `����� 527.434 22"2:.123 749.557 Y: 26.003 • -1402.053 1402 053 -2804.1 06 Y: 26.24 818.378 1011.858 -1830.236 Y. 30.395 .... ...... _..__. -828.895 -377,029 636.738 -570.007 -947.036 -192.156., X:21.529 Y: 34:.304 MZ rlb=ini 0 0 0 RISA-2D Version 16.0.1 [G;\,..1.,.\...1...\.,.\90° LP Vault (15'-4") 20 LL 40 WI_ 4'-0" Module.r2d) Page 7 Company Kalwall Corporation Designer I; 'Alexander Carignan Job Number K18-3191 Model Name Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Member Section Forces 21 23 24 :. 3 35 36: 37.. 38 LC . .Member LOW: . Sec 1 M1 1 1 1 2 1 1048.066 • 101:5865 : 1019.067 987635 9.89,0.56 958 875, 958.8.72........... 930.426 M5 1 .. . . 929.384 2 903103 ; M6 1 901.34 2 877665 875.523 854806 1 852.54 635135 M9. 1 833.023 2 819.177 M12 M13 M15 M17 M1.8.. M19 1 2: 1 1 2'. 817.409 807361 806.091 800.002 799.342 SheadltA -48.923 6330.9 -16.472 54.766 . 10,722................ 31.406 3.1..9.49. :.... 13.804 47,33 1;8'1.4 57.874 5.61 63.018 7.992: 64.118 67.1 60.993 1.623 54.912 5g39 46.537 15327 36.471 Illtament(It n] ' 562954 562.954 :; :.866 173; 866.173 954237.: ;- 95.4..237...,. 876:998 . 876.998683232 . 683.232 4.12.994 412.994 110,702. 110.702 .190783 -190...783. -457386. -457.386 665.858 -665.858 798s717 -798.717 797297 : 25 898 4843.726 797.297 25.898 799:3442 800_Op2 806091 807.361 8'1:7:409 819.177 833023' 835.135 852 54 85.4.806 875523 877.665...... 901.34 903,103 9.29.384 930.426 .958872 958.875.:: 989:056 -36.471` 15.327 46537 5.939 -54a912 '. -1.6.23 60 99.3 -6.71 64118 ...-5, 6.1 57.874 1,814 -4733 13.804 31.949 3:1::.406 .....::::.......::::.... :10722 -843.726 798 71:7.:: -798.717 665858 -665..858 457386 -457,386. 190783 -190,783 110702 412.994, 683.232 683.232 '' 876:998 876.998 9.54237 954237 866173:: 45. M23 987.635 ._...M 1019,067 54.766 16472 ...:. 866.173......... :.....:,..... ''562�954 47 48 49 l 2 50'I 51 2 M24. • M2 2> 1015.865 104.8.066 83.309..................................... _... ..._562.954 48 923. . 67.9..878 .92.46 647.677.,,, 58.074 1 64.2.93 �. _� _.._.09.564 ....... 0 :640869 _L-640 869,.._ RISA-2D Version 16.0.1 [G:1...1...1...\...1...\90° LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2d1 Page 8 u� Company :. Kaiwall Corporation Designer : Alexander Carignan IIRISA Job Number K18-3191 : Model Name Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Member Section Forces (Continued) 81 82 C: MemberLebjf Sec Axial lb 2. 61:1504 M13 M17 606, 553 576372 8 ear[ib 61.27:: 100.379 58;251' 94746 ....... ............ 4$992;; 83.085 33.,942 66.327 484.159,,,..a.. 463 442 463.151 445746 433414 436;933 426885 432.539 42645 434..291 432:246 442.34 442,526 451.966 45'1 �.822 1... ....458.622............. 14.064Vgl 44.513 10513 18.792 38 61:.7 10.523 69:$94 -42, 314 1`03.166 -75,75 137613 -110.018 172387 -143.939 49M12 :: -120,249 .125,898 -95.55 1Q5 -70.063 75a592 ': 1 .. 469.979-43.99 2 471626 49.424. - Morneni[lb in1 1325.442 1325.442 20.008.0:7 -2000.807 ',2612 658: -2612.658 -3.110.84.9 34a3:057: -3453.057 3597796 -3597.796 35,13.4:1 -3513.41 317'1.0:1'2 ..-3171,01.2, '-2551.725 -2551.725 1643444 -1643.444 44.1'309... -441.309 888.278:::: 808.276 1856.11'6 1856.1.16 2693..4, 2 2693.442 ... ...........: 3313:606.:. 3313.606 3711' 21:7 85 M18 M19 1 2 476;145 41.8 487:: • -17,144 22.456 9.887 4:717 • 371.1.217 3879'.799 ... 3879.799 3817.635 87' 88' 101 3 102, 103 3 M20 M1 M3 M4 1.. 2 1 477..:188..... 479 864 ' 476.862 479.858 475.116 478.422: 471.915 4751516 467.309 471.189 37.3.97 64.736 59�916 92.138 87:524`. 119.43 -1971.829-71.223 19744 416 :Y 59 977 -1973.921 1976322 -1975.933 2 1978.137 1 -1977.833 -68.141 62.752:,:> -66965 381.7.63.5.... 3.520.541'` 3520 541 2989.934 . 2989,934 ...........:........................ 222502 2225.02 RISA-2D Version 16,0.1 [G:1...\...\...\...\...\90° LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2d] Page 9 Company ;.S FIdA,nermb uer Name Kalwall Corporation Alexander Carignan K18-3191 Haag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Member Section Forces Continued) LC: Member Label . Sec 105 107 109 110 111 1 .2` 113 114 115 :1 6 117 11.8 1.1.9 120 121. 122: 123 125 126. 127 1.28 129 1:32' 1331 13:4 135 tt.. 139:... 3.................................... M22 1 ' 0;,' 141 3 142 143 3 ................ 144 146' 147 .148 1..49.1 4 150 155 M6 AxialjtbY 1'9.79.831 -1979.625 -1982.724 -.1.9.85.034 1985.873 1986. 9 -1986.475 1986.84 -1.986.964 -1986.49 -1985.893 1:985 034 -.1984.0.57 1i982 724 -1982.826 -.1981.264' 1 -1974.416 -1502.494 .::.:. =1504 894 1 ... -1521.9 . 1523: -1523.103 "1524.887 1 -1.5.18,573 __ Shearilb 63,766 -65.573 -64.603 -64.657� 65.559 64.933 65 254 -64.879 -65..254 64.933 65.559 64`657 -65.688 64.603 -65.269 -65.674 -64.984 -6.2. 752. -61,8.77 69133 -59.977 174,68.9 17.11 33:Q.79 -61..121 45;273 Moment lb -in 114.928 110`306 r' 110 306 .. 06 464. 106.464 103.37 1:0.50.97:: ;:' 105.097 106:46.4.. 106:464 115.855 119.833 115.326 _..._.....,......_..._....-3787.107 4669762 -4669.762. 883.402 -4883.402. _4430:478. -140.706 4430.478 RISA-2D Version 16.0.1 [G:1...1.,.1...\...\...\90e LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2d] Page 10 4/1 Company : Kalwall Corporation MIRISA Designer Alexander Carignan Job Number :` K18-3191 Model Name t. Hoag Cancer Center, Newport Beach, CA Apr 25, 2018 4:41 PM Checked By: Member Section Forces fContinued) LC Member Label Sec Axial[lbl .,;Shear[Ija Mament[lb-ln] :156 1520.135 124 969-3299.551 1 157 4 M7 1 1508 401 220 459 3299.551 1.58:' 2 1509.1735 ;: 100.604 , < '' 1932 78:'': '159 1:160 L167 1.168 169. 1 170::' 1171 1172': 173 7 I 175 .1:76 1 177 :178: 80: 181 '1.82 1.183 184 1 185... 186 - 1491,432 `1.492292 -1484.752. -1.485368 - 1479.285 -131.645 1479 655 :12:0.16........... M12 1-1475.078 -110.346 :;4.475:202: r ' -89.571 -760.096 2054.078 -68.563 2307.502 51067 381.982 -1470.036-4.7.807 2-1:46.9 42 71852 1-1470.918-26.841 1470.058 92`8:9. i 1 1473.09 -5.296 2 1471.992 114:468 1-1476.574 15.887 2 1475 241 135742 148.1302 38.244 2 14.7:9.74 111::98:7 1-1484.318 2._...... '1482` 33 1-.1.485..557 2 1483 559 1871 4 M22 1 188; 2 '" 1891 4 M23 1 l;190= 191 ,. 4 M24 ..................:....:.:..... i......::.1.....:. I192 2 I193 5 I M1 1 t 1.94. 1 195. 5 I M2 196.. I197 5 M3 198 a,199 . 5 ... M4.. 200 201 I. 5 M5 202 I205 5 . 206. 207 ; , 5 M7 2. 1 -1485,091 -1482,887 -1482.905 1.479..03.7.. -862.739 865.326. -893.551 -900.52 902.518 14.209 -31:.34.1 42:785 -54.171 20,086 ...... 76,2.58 120,877 903.593 .?. 65:265 -897;353 -121.604 -898.915 146.732'i -887.244 202.939 `888.577 :-123.95 -878.19 -180.834 2279.627 19984' 1998.4 1'533.699 1533.699 248.709 186 687 -3906.301 4830146 -4830.146 -5 67.265 -5067..265 46i8103 -4618.103 =3475: B53 -3475.853 -2084.27 RISA-2D Version 16.0,1 [G:\...1...1...1...1...\90° LP Vault (15'-41 20 LL 40 WL 4'-0" Module.r2d1 Page 11 Company Kalwall Corporation Apr 25, 2018 Designer , Alexander Carignan 4:41 PM IIIRISA Job Number K18-3191 Checked By: Model Name Hoag Cancer Center, Newport Beach, CA Member Section Forces (Continued) LC . Member Label Sec 120 211 212'• 213 5 .214: 11•21..5 ..... 5. ,1 ....... i. 21611 f 217 5 2 8i 1: 219 220 221 5 , c.:22Z'11g1":111'1 223 1;1224; 225 1226. 227 i :228' 1230 1 231 .232'" 11234 235 i 236 237 238.. 2.39 i 5 M24 240' M 12:.........:. 5.,:. M22 $70.3f,-158.593 871.225�-79.735.. -136.708 134 10.2 :9.62, 5.91::11:,::: t::: % 858.252-115.0,17 962 591 .8.58.623 . I 36,.255. .111111:1606552. ..... . ..... :1606..552.. ....... ........................ 1111111;854.166 . 14 49.2. 1 .... '2065.121, ... -71.67 2065 121 7.07 2340 09.4 -848.91 1 849.737 851..837 1 15.63 -850..739 94,531 855,239 -853.906 116.'464 37.476 -862.786 1863.314 -10.238 2 -861 11'1;1.21016111. 1 -860.989 33.264 2-858;588 :': 132 1 -856.973 _-55.694 2 854:386 22.127 2340 094 ,_,___ 2429 716 2429.718 >2334 8,73 2334,873 1585.336 930 012 930,012 111t2718081111111;;;111;;11111;111;1111.1:1:: -417..934. .. 472.333 -472.333 331.308 -331,308 n RISA-2D Version 16.0.1 [G:\...\...1...1...1...\90° LP Vault (15'-4") 20 LL 40 WL 4'-0" Module.r2d] Page 12