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REVIEWED DEF SUB1- BLD2021-0756+Structural_Analysis_or_Calculations+8.22.2023_4.56.13_PM+3741313INC 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206)285-0618(F) bmccann@ctengineering.com #23077 Structural Calculations For: ANTHOLOGY OF EDMONDS MECHANICAL ANCHORAGE HOOD (1,500 POUNDS MAX.) MUA (1452# MAX.) DOAS-1 (2660# MAX.) ERV-1 (444# MAX.) RTU-1 & 2 (573# MAX.) AT 21200 72nd AVE W Edmonds, WA 98026 07/25/2023 Client: Evergreen Refrigeration & HVAC 727 S Kenyon St Suite B Seattle, WA 98108 �: 2 3 e� 9 IAO Nickerson St. C T Suite 202 Seattle, WA gains PmP,t: I�(� RmC�.�DS, Date: 09 2023 120612851512 FAX'. Ciienl Page Number: (206) 285.0618 22e e j - J 0vonj 4w 0 04� (So, at) �riwe�rnrn� �2.n a R� t�P� S� «Ts o a/ KOBy (a ft a 9. Zo23) (dPa41-ft 94�141Mr ) 2 - �✓�c 5'v 3 ¢ r - elev /slit - IAW� !' �JElCs/fl7 AZe! 9�E% Structural Engineers 180 Nickerson St. C T Sate 502 N L IV �_—�/^ C qq�� Seattle, WA 9fl1o9 Project: �J{7(/WS Daze (2061285-45t2 FAX Client: Page Number; (206) 285 0618 eo11740t6d 45&4ey Amato, O 5b" Z3•� 0.85 �gi I,o .8S qz s , o0 256 Kt K�11,� �/�— c 2'Jjn.f P$YL �t 116 MA4 ( SO.02) I! a 40 Z- l3'7q � TerM tirr1D fQ2cf-= 53 sf -23.9 psi) = re#o �fiir €mE a s s6� -Asa tru« WI do O.v 0 740 ikj z $ U,b D+ gzz = sadIb:�(�gsa�J��Yv") �3czz ri d - i3"To 4'�°' �vp 4 Ej CuP - to -reL SGte+u. 18rtc Avot-wm dio 7W -Vcvt� e i4"' a.G e ,S,%fG 2wc ek- structural 5mgmeere m E N G I N E E R I N G fags lays-9 f26Go'�) V�/no lafr�Le�Oas/�,/f�- Zl� f Dc o.b( /A?4) s 2o,ia/Z 47,81po A 30,51 Cups o1L d �R 2�}- ���-��� ZH secF arucu^rtj Bn.rPc�fl rc�zB�s in/ Alp � Ifl11S1Ck�'Rnn 1t. sane tut $ea111C WA 48109 120al 2811111 IAx (20fi12x,4'fiB Structural Engineers 180 Ntrkerwn $t. C T Sulte302 r Seattle, WA rmle". .FK' dSMaNPs. Date: 98109 (ZO6) (2061285-1512 FAX. Client: Page Number: (206) 285.0618 F_pn/-1 i44t'I) .4ste7-,,o k > &I f r o,6 649) c tfo svo 4 (W.) - r!,,P t 92 �• Structural Engineer. C T ten mnrv3112 . mz rrolen: N GL [—[�MO�.dkl( ume: 6�J �Z 9xlnv ¢oel zxs-xxtz CIIenC I'aKe NmnLa't' 2ne12x3Ontx AIX4 z en:; ¢) t✓,+�p ev-1 rutza Des>ST/ Alto.2-ro k>" " ]]jS c I i I oM D 4�7 (� ") 0.6(3'1i6j1)"- Fyc(4o� ouy 2A.t, QAta///JB I�ctilrrwvM ,�rwcC 54�FiQ1PfFc.2-.e �.. 1��i (trorrkj Structural Engineers C T C I 230 I8p Nickerson St. Sulte 202 Prplen: Date: 0 '/.a j0z3 Seattle, WA 98109 (206) 1206)285-4512 FAX Cll.t: Page Number. 12061285-0618 o - LiEsr. ",.c 2,✓.h ;�a�. ivJ,r, & - /sue 4 F,qc� � re /,/ f +SCB 7 -io &w4-,C- •,��/ r„62Gs�/rut� 6ia / o�/w /2 18.3. l -SVCWC. C&4-h,b 0&/ /AWN' sTevTlW-4Cr •,rw,�e�H7. ,:,s ps T`J -rot W/ (r+2 Z�1Z Qa✓crlq To �a4fc25Y6 a 41 N m a9 3 ,a^Proms ISz.oa) "* SZ w 4_ � t MAir�u LoaOc Soar r-� 208 l } o,lRvuf n�avo 45 a c. "til ale Le11tG1� C !4�" i Sol* 4 12" F-W" 0 tAIV la 1 la- /a�" D AVt n j; Dbk1'ao.7 now,N t11Af eutn- OZ. �ti �, tJH I hl CA-V L vfrmal ? Awft a646 IG46 j vo IW-s15T6L1artG ji,n � 2nJ 6FatLF— 414r� Loft 09AA44rzi, 3 gNJGc{paS C' em 7~* 32 �" of C�60 %Wdor M 4 /y6lU1�l3 e 6u/d S ZiYI[B Sd% t�c-?/�B Lo?l� / vK09�K 7P+k.AN .'. �lY&B a � l2aO) s 2So��,kri2�io2. Structural Engineers 180 Nickerrun St. C T seae 802 x L. Seattle, WA Project /"nl4r/�2-nC�(� iri �M.]IN.QWI Date: �� � 2 IR061285-4512 FA%: ❑IenC Pnye Number (2061285-0618 y� P.o+o P� +lr. c.Iw.✓a✓6t ..F/raJ jsP ^� /Auto v/ts�ttR 4 44 art -To�t61 AE fER - h tf1ISTp*�f T�z.}PE�E t�i?zc. 144Wr- 4o9�s "M v0 " i qq taa�1 '1a1o�1 2 Jz /9a4�+ Tt��P�= f3o'�f9�"�L 2280�11 4 Q- M,, . Solo IFl*) 228o *o pl"o ale Wwsrcase - c., isiwsis 46" c- o-b1` Tproog- Structural Engineers m E N G I N E E R I N G s..J. 11 Client: Number: IMII Udunnn P men mz ti.,nl., na aamv (206) 285 4312 vnx 1211r, 2a5-1161 n 4111;4:0 �a"P CYL 41h07 6041 �arDiA.ner�it. }}Rcnloso i � Ge✓aE2 nl�,-) h hla9 o-A4'[c[9 Le✓��t�C. �' �� h In15*4 J/qR rrATF^i �cp(-Cp C 8 � 3�6� �+ln� iee� I4 5-4, I IBrWfi' 7�s Con1PK9�� J ctrr V./Ix Structural Engineers DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 1 ENGINEERED BY r?oWers 1. Project Information Company: Project Engineer: - - Address: - - - WA 98109 Phone: M: - P. - Email: bmccann@ctengineering.com Project Name: Untitled Project Address: Untitled Notes: Provide 1 5/8" Unistrut with 2 - Dewalt 3/8" diameter Mini -Undercut anchors. Provide 3/8" diameter threaded insert and standard nut with thread adhesive. Spring isolator to be mounted between Mini -Undercut anchors with equal spacing each side. 2. Selected Anchor Information � Selected Anchor: Mini -Undercut+ Brand: DEWALT - Material: 3/8" 0 Threaded Rod ASTM F1554 GR 36 y Embedment: hef 0.75 in hnom 0.75 in Approval: ICC-ES ESR-3912 Issued I Revision: Oct 2018 - Drill Method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: IBC 2015 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) S20= User Defined 4. Base Material Infor Concrete: Type Cracked Normal Weight Concrete Strength 6000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.5 in Length 10 in Width 3 in Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 2 ENGINEERED BY ?owers S. Geometric Conditions 0 DZ a 3\� 11 hmin 2.500 in cmin 2.500 in caC 2.250 in smin 3.000 in 6. Summary Resul Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 120.00 2717.00 0.044 OK Concrete Breakout Strength 240.00 513.00 0.468 OK Pullout Strength 120.00 191.00 0.630 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 0.00 0.00 0.000 OK Controls Concrete Breakout Strength OK Pryout Strength 0.00 0.00 0.000 OK 7. Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED S • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. • Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 3 ENGINEERED BY r?oWers 8. Load Conditions Design Loads / Actions Z Nu 240 lb Vux 0 lb Vuy 0 lb Y Muz 0 in -lb Mux 0 in -lb Muy 0 in -lb Consider Load Reversal X Direction 100% Y Direction 100% �M NEEL- Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 120.00 0.0 0.0 0.0 0.000 4.000 2 120.00 0.0 0.0 0.0 0.000 -4.000 Equivalent load on each anchor. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 4 ENGINEERED BY r?OWers 10. Design Proof Tension Loading Steel Strength: N ACI 318-14 17.4.1 v a D . Variables o, .4 a N sa (lb) 4180.000 0.65 Results yN sa = 2717.0 lb Table 17.3.1.1 Nua = 120.0 lb Utilization = 4.4% Concrete Breakout Strength: t N ACI 318-14 17.4.2 D Equations ,- Eqn. 17.4.2. lb 4 yrc.N yed N •�c.N .p.N ND ANco N,. — kc . 7� . f'. hels Eqn. 17.4.2.2a Variables ANc (in2) ANcO (In2) Tec,N Ted,N Tc,N Tcp,N 10.125 5.063 1.000 1.000 1.000 1.000 eac (in) kc Xa fc (psi) hef (in) Camin (in) 2.250 17.000 1.000 6000 0.75 8 Nb (lb) (P 1Pseis 855.296 0.40 0.750 Results Ocbg = 513 lb Table 17.3.1.1 Nua = 240.0 lb Utilization = 46.8% Pullout Strength: t N ACI 318-14 17.4.3 Equations f,� R Egn.17.4.3.1 ypn = IPc.F ' Vp �2.500) Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT ENGINEERED BY r?OWers DEWALT Design Assist Ver. 1.4.5.0 Page 5 Variables `1`c P Np eq (lb) f e (Psi) n 1.000 635.169 6000 0.500 0.40 Ts eis Results YNpn = 191 lb Nua = 120 lb Utilization = 63.0% Table 17.3.1.1 1 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 6 ENGINEERED BY ?owers 12. Interaction of Tension and Shear Loads Reference ACI 318-14 17.6 Equations VN' ua +, Vua Eqn. 17.6.3 'Nn �P .Vn C 1.0 1.2 Variables ua (P ' a�4in (P tt --v V.VVV Results 0.630 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DIVISION: 03 00 00—CONCRETE SECTION: 03 16 00—CONCRETE ANCHORS DIVISION: 05 00 00—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: DEWALT EVALUATION SUBJECT: MINI-UNDERCUT+TM ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) PMG � USTED "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" V02 �NIERNAIIDNAL A Subsidiary of LODEcouNGC 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 an product covered b the report. 's°" E""m5 p Y p Y 1� P,���� �a„����a�a� aoaY 01000 Copyright ° 2018 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-3912 Reissued October 2018 This report is subject to renewal October 2019. www.1cc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-installed Concrete Anchors REPORT HOLDER: DEWALT EVALUATION SUBJECT: MINI-UNDERCUT+Tm ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012 and 2009 International Building Code° (IBC) ■ 2018, 2015, 2012 and 2009 International Residential Code° (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-3912 LABC and LARC Suoolement. Property evaluated: Structural 2.0 USES The DEWALT Mini -Undercut+ anchor is used to anchor building components to the underside (formed surface) of cracked and uncracked normal -weight concrete and lightweight concrete having a specified compressive strength, VC, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) to resist static, wind and seismic, tension and shear loads; Use of anchors is limited to supporting non- structural components. The anchors may also be installed in the underside of cracked and uncracked hollow -core concrete slabs having a minimum specified compressive strength, f �, of 6,000 psi (41.4 MPa). Use of anchors is limited to supporting non-structural components. The anchor is an alternative to cast -in -place anchors described in Section 1901.3 of the 2018 and 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 IBC. The anchors may be used in structures regulated by the IRC, provided an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Mini -Undercut+ Anchors: Mini -Undercut+ anchors are internally threaded undercutting anchors which receive threaded steel inserts such as threaded rods and bolts in 3/8-inch (9.5 mm) diameter. Available nominal size is 3/8-inch (9.5 mm). The anchors are manufactured from carbon steel and comprised of an undercutting sleeve and an internally threaded plow which have a minimum 0.0002-inch (5 pm) zinc plating in accordance with ASTM B633. The Mini -Undercut+ anchor is illustrated in Figure 1. The anchors must be installed in predrilled holes using a stop drill bit and engaged with a setting tool using a recommended hammer drill (equipment supplied by DEWALT) as noted in Table B of this report. The anchor expands into the sides of the predrilled hole and interlocks with the base material during installation. 3.2 Steel Insert Elements: Threaded steel insert elements must be threaded into the Mini -Undercut+ anchors to form a connection. The material properties of the steel bolts and threaded rods must comply with minimum ASTM A36 or equivalent. 3.3 Concrete and Hollow -core Concrete Slabs: Normal -weight and lightweight concrete must comply with Sections 1903 and 1905 of the IBC. The minimum concrete compressive strength at the time of anchor installation is noted in Section 5.3 of this report. Hollow - core precast concrete slabs must comply with the configuration and dimensions as indicated in Figure 4. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2018 and 2015 IBC, as well as Section R301.1.3 of the 2018 and 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 determined in accordance with ACI 318-08 Appendix D and this report. 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 -ems 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 :G�� to any finding or other matter in this report, or as to any product covered by the report. CULNAT NIL COUNCIL Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 8 ESR-3912 I Most Widely Accepted and Trusted Page 2 of 8 Design parameters provided in Tables 2 and 3 of this report are based on the 2018 and 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Section 4.1.1 through 4.1.11 of this report. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 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, 0, as given in Tables 2 and 3 of this report, must be used in lieu of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for load combinations calculated in accordance with Section 1605.2 of the IBC, Section 5.3 of ACI 318-14, or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 0, as given in Appendix C of ACI 318-11 shall not be used. The value of f'c 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 ACI 318-11 D.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension, Nsa: The nominal static steel strength in tension, Nsa, of a single anchor must be calculated in accordance with ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1, as applicable, for the threaded steel element, Nsa,rod, as illustrated in Table 5 of this report. The lesser of ONsa,rcd in Table 5 or ONsa provided in Table 2 for the Mini -Undercut+ anchor shall be used as the steel strength in tension. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension Nib or N�bg: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Ncb or Ncbg, 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 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as given in Table 2 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 ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of k,,,,, as given in Table 2 of this report and with gJc,N = 1.0. 4.1.4 Requirements for Static Pullout Strength in Tension, Np,,: The nominal pullout strength of a single anchor or a group of anchors, in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Table 2. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, q-'c,p = 1.0 for all design cases. The nominal pullout strength in cracked concrete may be adjusted by calculation according to Eq-1: Np, f = Np,c 250 (lb, psi) (Eq-1) F( ) NpOr N, MPa where VC is the specified concrete compressive strength. For hollow -core concrete slabs, the value of 6,000 psi (41.4 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. Where value for Np,uncr is not provided in Table 2 of this report, the pullout strength in tension need not be considered or evaluated. 4.1.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal static steel strength in shear, Vsa, of a single anchor must be taken as the threaded steel element strength, Vsa,rcd, given in Table 5 of this report. The lesser Of OVsa,rod in Table 5 or OVsa in Table 3 for the Mini - Undercut+ anchor shall be used as the steel strength in shear, and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2a or 17.5.1.2b; or ACI 318-11 Eq. D-28 or D-29, as applicable. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Wb or V�bg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vob or Vcbg, respectively, must be calculated in accordance with ACI 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 ACI 318-11 D.6.2.2, as applicable, using the value of fe and da given in Table 3 of this report. For anchors installed in hollow -core concrete slabs, the nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, 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 cover thickness of the hollow -core, hr in,ccre, in lieu of hmin, in the determination of Arc. Minimum member cover thickness for anchors in the hollow -core concrete slabs is given in Table 1 and shown in Figure 4 of this report, as applicable. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, VIP or Vpg: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, using the value of kcp provided in Table 3, and the value of Nob or Ncbg as calculated in Section 4.1.3 of this report. 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 2018 and 2015 IBC Section 1905.1.8. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC. 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 and 3 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; or ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6, as applicable. The 3/8-inch-diameter (9.5 mm) Mini -Undercut+ 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,eq, ESR-3912 I Most Widely Accepted and Trusted Page 3 of 8 described in Table 2 of this report, must be used in lieu of Np. Np,eq, and may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to ACI 318-14 17.5.2 or 17.5.3, or ACI 318-11 D.6.2 and D.6.3, respectively, 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, Vsa,eq, described in Table 3 of this report, must be used in lieu of Va. 4.1.9 Requirements for the 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, cagy: In applications where c < cagy 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 qJl p,N as given by Eq 2: qJcp,N = (Eq-2) Cuc whereby the factor ll/op,N need not be taken less than !.seer. lac For all other cases, lllop,N = 1.0. In lieu of using ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of cagy provided in Table 2 of this report must be used, as applicable 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 ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, the values of s,,in and cn,in as given in Table 1 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses, hmin, as given in Table 1 of this report must be used. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete the modification factor \a equal to 0.8,\ is applied to all values of f, affecting Nn and Vn For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), \ shall be determined in accordance with the corresponding version of ACI 318. 4.2 Allowable Stress Design (ASD): 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: Tallowable,ASD = ONn l a (Eq-3) Vallowable,ASD = OVn i a (Eq-4) where: Tallowable,ASD = Allowable tension load (Ibf or kN) Vallowable,ASD = Allowable shear load (Ibf or kN) ONn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (Ibf or kN). OVn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (Ibf or kN). a = 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 Table 1 of this report must apply. 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: For shear loads V <_ 0.2Vallowable,ASD, the full allowable load in tension Tallowable,ASD must be permitted. For tension loads T <_ 0.2Tallowable,ASD, the full allowable load in shear Vallowable,ASD must be permitted. For all other cases: Tapplied + Vapplied<_ 1.2 (Eq-5) Tallowable, ASD Vallowable, ASD 4.3 Installation: Installation parameters are provided in Table 1 and Figures 1A, 2, 3 and 4 of this report. Anchor locations must comply with this report and plans and specifications approved by the code official. The Mini -Undercut+ anchor must be installed according to manufacturer's published installation instructions and this report. Anchors must be installed in holes drilled into concrete using carbide -tipped masonry drill bits complying with ANSI B212.15-1994. The stop drill bit size and drilled hole depth must be in accordance with Table 1. The anchors must be installed in drilled holes with a powered hammer drill and fitted with a Mini -Undercut+ setting tool supplied by DEWALT. The allowable ranges of installation parameters for the Mini -Undercut+ anchors are given in Table 1. The anchors must be driven until the shoulder of the Mini -Undercut+ anchor is flush with the surface of the concrete. The minimum thread engagement of a threaded rod or bolt insert element assembly into the Mini -Undercut+ anchor must be full anchor depth. 4.4 Special Inspection: Periodic special inspection is required, in accordance with Section 1705.1.1 and Table 1705.3 of the 2018, 2015 IBC or 2012 IBC, as applicable; Section 1704.15 and Table 1704.4 of the 2009 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, and adherence to the 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 Mini -Undercut+ 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: ESR-3912 I Most Widely Accepted and Trusted Page 4 of 8 5.1 The anchors must be installed in accordance with the the code, anchors are permitted for installation in fire - manufacturer's published installation instructions and resistance -rated construction provided that at least this report. In case of conflict, this report governs. one of the following conditions is fulfilled: 5.2 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. 5.3 The anchors must be limited to installation in the formed surface of cracked and uncracked normal - weight and lightweight concrete having a specified compressive strength, VC, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked hollow -core concrete slabs with the configuration and dimensions as indicated in Figure 4 having a minimum specified compressive strength, VC, of 6,000 psi (20.7 MPa). 5.4 The values of fC used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 The concrete shall have attained its minimum design strength prior to installation of the anchors. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.8 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Table 1 and Figures 2 and 4 of this report. 5.9 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. 5.10 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. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > f,), subject to the conditions of this report. • The anchors are used to resist wind or seismic forces only. • Anchors are used to support nonstructural elements. 5.14 Special inspection must be provided in accordance with Section 4.4 of this report. 5.15 Use of anchors is limited to supporting non-structural components. 5.16 Use of anchors is limited to dry, interior locations. 5.17 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 Mechnical Anchors in Concrete Elements (AC193), dated October 2017 (editorially revised April 2018), which incorporates requirements in ACI 355.2- 07 / 355.2-04, for use in cracked and uncracked concrete; including but not limited to reference, reliability and service -condition tests in cracked and uncracked concrete. 6.2 Reports of tension and shear tests of anchors in hollow -core concrete slabs in accordance with applicable sections as referenced in Section 6.1 of this report. 6.3 Quality -control documentation in accordance with the ICC-ES Acceptance Criteria for Quality Documentation (AC10) dated June 2014. 7.0 IDENTIFICATION The Mini -Undercut+ anchors have only one size and one type, which is identified in the field by their unique dimensional characteristics and packaging. Packages are identified with the company name (DEWALT), anchor name, part number, type, size, and the evaluation report number (ESR-3912). 7.1 The report holder's contact information is the following: 5.12 Anchors may be used to resist short-term loading due DEWALT to wind or seismic forces (Seismic Design Categories 701 EAST JOPPA ROAD A through F under the IBC), subject to the conditions TOWSON, MARYLAND 21286 of this report. (800) 524-3244 5.13 Anchors are not permitted to support fire -resistance- www.DEWALT.com rated construction. Where not otherwise prohibited by anchors(cDDEWALT.com TABLE A -INSTALLATION AND DESIGN INDEX' Product Name Installation Specifications p Tension Design Data Shear Design Data Concrete Hollow -core Concrete Slabs Concrete Hollow -core Concrete Slabs Mini -Undercut+ Table 1 Table 2 1 Table 2 Table 3 1Table 3 Concrete Type Concrete State Anchor Nominal Size Seismic Design Categories Cracked 3/8-inch A through F Normal -weight Uncracked 3/8-inch A through F For SI: 1 inch = 25.4 mm. For pound -inch units: 1 mm = 0.03937 inch. 'Reference ACI 318-14 17.3.1.1 or ACI 318-11 D.4.1.1, as applicable. The controlling strength is decisive from all appropriate failure modes (i.e. steel, concrete breakout, pullout, pryout, as applicable) and design assumptions. 2See Section 4.1.8 for requirements for seismic design, where applicable. TABLE B-MINI-UNDERCUT+ SYSTEM Stop Drill Bit (SDS) Mini -Undercut+ Anchor Setting Tool (SDS) DEWALT Recommended SDS Hammer -Tools PPA2431720 PFM2111820 PFM2101720 DCH273, DCH133, D25133, D25262' 'Refer to Table 1 for required approximate tool impact power. ESR-3912 I Most Widely Accepted and Trusted Page 5 of 8 FIGURE 1A—MINI- UNDERCUT+ ANCHOR DETAIL Before (Left Picture) and After (Right Picture) Anchor Setting -- r FIGURE 113—STOP DRILL BIT (Top Picture), MINI -UNDERCUT+ ANCHOR (Center Picture) AND SETTING TOOL (Bottom Picture) TABLE 1—MINI-UNDERCUT+ ANCHOR INSTALLATION SPECIFICATIONS AND SUPPLEMENTAL INFORMATION1,2,3 Anchor Property /Setting Information Symbol Units Nominal Anchor Size / Threaded Rod Diameter (inch) 3 la Nominal outside anchor diameter da in. 0.625 Internal thread diameter (UNC) d in. 0.375 Nominal stop drill bit diameter dbir I in. 5/6 ANSI Minimum nominal embedment depth hnom In. 3/4 Effective embedment hef in. 3/4 Hole depth ho in. 0.75 Overall anchor length (prior to setting) fanch in. 15/16 Approximate tool impact power (hammer -drill) - J 2.1 to 2.8 Minimum member thickness in concrete hmin in. 21/2 Minimum cover thickness in hollow core concrete slabs (see Figure 4) hmin,com in. 11/2 Minimum edge distance Cmin in. 21/2 Minimum spacing distance Smin in. 3 Minimum diameter of hole clearance in fixture for steel insert element (following anchor installation) dh in 7/16 Approximate depth of internal thread in. 13/32 Max. tightening torque (following anchor intallation, as applicable; see Figure 2) Tmax ft.-lb. 5 Effective tensile stress area (undercut anchor body) Ase in.2 0.044 Minimum specified ultimate strength fura psi 95,000 Minimum specified yield strength fya psi 76,000 Mean axial stiffness 4 Uncracked concrete Puna Ibf/in. 50,400 Cracked concrete Xr Ibf/in. 29,120 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. 2For installation detail for anchors in hollow -core concrete slabs, see Figure 4. 3The embedment depth, hnom, is measured from the outside surface of the concrete member to the embedded end of the anchor, see Figure 1A. 4Mean values shown, actual stiffness varies considerably depending on concrete strength, loading and geometry of application. s —� a h` het h - ..T h h� hN I •i h h• h� 1 d 1 FIGURE 2—MINI-UNDERCUT+ ANCHOR INSTALLED WITH STEEL INSERT ELEMENT ESR-3912 I Most Widely Accepted and Trusted Page 6 of 8 1.) Using the required ` stop drill bit, drill a hole into the base o material to the required depth using the shoulder of the drill bit as a guide. The tolerances of the drill bit used must meet the requirements of ANSI Standard B212.15. 2.) Remove dust 3.) Attach the and debris from required SDS setting the hole during tool to the hammer- vp drilling (e.g. dust drill. Mount the open ?' extractor) or end of the anchor following drilling onto the setting tool. (e.g. suction, Drive the anchor into forced air) to the hole until the extract loose shoulder of the particles created anchor is flush with by drilling. the base material. MiN"- 4.) Thread rod or bolt by hand until full depth (snug tight) into the Mini - Undercut+. Do not further tighten with adjustable wrench or similar tool. FIGURE 3—MINI-UNDERCUT+ ANCHOR INSTALLATION INSTRUCTIONS IN THE UNDERSIDE FORMED SURFACE OF CONCRETE 1 112'J 'I2MIN4 ` , �-5" MAX.- MIN, VANCHOR (TYP) FIGURE 4—MINI-UNDERCUT+ INSTALLATION DETAIL FOR ANCHORS IN THE UNDERSIDE OF HOLLOW -CORE CONCRETE SLABS TABLE 2—TENSION DESIGN INFORMATION FOR MINI -UNDERCUT+ ANCHORS IN THE UNDERSIDE OF NORMAL -WEIGHT CONCRETE AND THE UNDERSIDE OF HOLLOW CORE CONCRETE SLABS''2,3,4,5,6,7,8 Design Characteristic Notation Units Nominal Anchor Size / Threaded Rod Diameter (in.) s /8 inch Anchor category 1, 2 or 3 - 1 Nominal embedment depth hnom in. 3/4 STEEL STRENGTH IN TENSION (ACI 318-14 17.4.1 or ACI 318-11 D.5.1) Steel strength in tension Nsa lb 4,180 Reduction factor, steel strength 0 0.65 CONCRETE BREAKOUT STRENGTH IN TENSION (ACI 318-1417.4.2 or ACI 318-11 D.5.2) Effective embedment hat in. 0.75 Effectiveness factor for uncracked concrete kuncr 24 Effectiveness factor for cracked concrete kc, 17 Modification factor for cracked and uncracked concrete qjc,N 1.0 (see note 5) Critical edge distance (uncracked concrete only) cac in. 2'/2 Reduction factor, concrete breakout strength 0 0.40 PULLOUT STRENGTH IN TENSION (ACI 318-1417.4.3 or ACI 318-11 D.5.3) Pullout strength, uncracked concrete Np,uncr lb See note 7 Pullout strength, cracked concrete NP,c, lb 455 Reduction factor, pullout strength 0 1 - 0.40 PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS (ACI 318-1417.2.3.3 or ACI 318-11 D.3.3.3) Characteristic pullout strength, seismic Np,e4 lb 410 Reduction factor, pullout strength, seismic 0 - 0.40 For SI: 1 inch = 25.4 mm, 1 ksi = 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 ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2Installation must comply with manufacturer's published installation instructions and details. 3All values of 0 are applicable with the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or ACI 318-11 Section 9.2. For concrete failure modes, no increase for ACI 318-17.3.3 Condition A or ACI 318-11 D.4.3 Condition A is permitted. 4The steel strength shown in this table is for the Mini -Undercut+ anchors only. Design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable. See Table 5 for steel design information for threaded rod elements. 5Select the appropriate effectiveness factor for cracked concrete (kc,) or uncracked concrete (k nc,) and use Wc,N = 1-0- 6 For calculation of N, see Section 4.1.4 of this report. For all design cases, Wc.a = 1.0. The characteristic pullout strength for concrete compressive strengths greater than 2,500 psi for anchors may be increased by multiplying the value in the table by (fc / 2,500)05 for psi or (f'c / 17.2)05. For hollow -core concrete slabs the characteristic pullout strength for concrete compressive strengths greater than 6,000 psi for anchors may be increased by multiplying the value in the table by (f, / 6,000)0 5 for psi or (fc / 41.4)0.5 'Pullout strength does not control the design of indicated anchors. Do not calculate pullout strength for the 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. ESR-3912 I Most Widely Accepted and Trusted Page 7 of 8 TABLE 3—SHEAR DESIGN INFORMATION FOR MINI -UNDERCUT+ ANCHORS IN THE UNDERSIDE OF NORMAL -WEIGHT CONCRETE AND THE UNDERSIDE OF HOLLOW CORE CONCRETE SLABS''2,3,4,5,6 Design Characteristic Notation Units Nominal Anchor Size / Threaded Rod Diameter (in.) 3 /6 inch Anchor category 1, 2 or 3 - 1 Nominal embedment depth hnom in. 3/4 STEEL STRENGTH IN SHEAR (ACI 318-14 17.5.1 or ACI 318-11 D.6.1) Steel strength in shear Vsa lb 985 Reduction factor, steel strength 0 0.60 STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS (ACI 318-14 17.2.3.3 or ACI 318-11 D.3.3.3) Steel strength in shear, seismic Vsa,eq lb 895 Reduction factor, steel strength in shear, seismic 0 0.60 CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318-14 17.5.2 or ACI 318-11 D.6.2) Load bearing length of anchor in shear fe in. 0.75 Nominal outside anchor diameter da in. 0.625 Reduction factor for concrete breakout strength 0 - 0.45 PRYOUT STRENGTH IN SHEAR (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for pryout strength k°P I - 1.0 Effective embedment hel in. 0.75 Reduction factor, pryout strength 0 0.45 For SI: 1 inch = 25.4 mm, 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 ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-17 17.2.3 or ACI 318-11 D.3.3, as applicable shall apply 2Installation must comply with manufacturer's published installation instructions and details. 3All values of 0 are applicable with the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or ACI 318-11 Section 9.2. For concrete failure modes, no increase for ACI 318-14 17.3.3 Condition A or ACI 318-11 D.4.3 Condition A is permitted. 4The strength shown in this table is for the Mini -Undercut+ anchors only. Design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable. See Table 5 for steel design information for threaded rod elements. 5Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 (in cracked concrete) 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. 6Reported values for steel strength in shear for the Mini -Undercut+ anchors are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6 and must be used for design TABLE 4—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD ELEMENTS MIN. SPECIFIED MIN. SPECIFIED f to ELONGATION REDUCTION THREADED ROD SPECIFICATION UNITS ULTIMATE YIELD STRENGTH — MINIMUM OF AREA RELATED NUT STRENGTH, f ra 0.2 PERCENT OFFSET, fya fya PERCENT MIN. PERCENT SPECIFICATION' Carbon ASTM A36/A36M' and ASTM Al94 / Steel I F1554 Grade 36 psi 58,000 36,000 1.61 23 40 (50 for A36) A563 Grade A For SI: 1 inch = 25.4 mm, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi. 'Standard Specification for Carbon Structural Steel. 2Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength. 3Where nuts are applicable, nuts of other grades and style having specified proof load stress greater than the specified grade and style are also suitable. TABLE 5—STEEL DESIGN INFORMATION FOR THREADED ROD ELEMENTS USED WITH MINI -UNDERCUT+ ANCHORS''2,3,4 DESIGN INFORMATION SYMBOL UNITS 3/6-inch Threaded rod nominal outside diameter dr°d in. 0.375 Threaded rod effective cross -sectional area Ase in' 0.078 Nominal tension strength of threaded rod as ASTM A36 or Nsa,rod lb 4,525 governed b steel strength F1554, Grade 36 Nominal tension strength of threaded rod as N lb 4,525 governed b steel strength, seismic sa,rod,og Nominal shear strength of threaded rod as ASTM A36 or Vsa,rod lb 2,695 overned b steel strength F1554, Grade Nominal shear strength of threaded rod as V lb 1,900 governed by steel strength, seismic sarod,eq For SI: 1 inch = 25.4 mm, 1 pound = 0.00445 kN, 1 in = 645.2 mm2. For pound -inch unit: 1 mm = 0.03937 inches. 'Values provided for steel element material types, or equivalent, based on minimum specified strengths; Nsa,rod and Vsa,red calculated in accordance with ACI 318-14 Eq. 17.5.1.2a and Eq. 17.5.1.2b or ACI 318-11 Eq. D-28 and Eq. D-29, respectively, as applicable. Vsa,rod,egmust be taken as 0.7Vsa,rod. 2ON- shall be the lower of the ONsa,rod or ON -for static steel strength in tension; for seismic loading ^ ,aq shall be the lower of the ONsa,rod,eq or ONsa,eq. 3OVsa shall be the lower of the OVsarod or OVsa, for static steel strength in tension; for seismic loading OVsa,eq shall be the lower of the OV a,md,eq or OV a,eq. 4Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for steel elements. Strength reduction factors for load combinations in accordance with ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, governed by steel strength of ductile steel elements shall be taken as 0.75 for tension and 0.65 for shear The value of 0 applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. ICC-ES Evaluation Report ESR-3912 LABC and LARC Supplement Reissued October 2018 This report is subject to renewal October 2019. wwwJcc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-installed Concrete Anchors REPORT HOLDER: DEWALT EVALUATION SUBJECT: MINI-UNDERCUT+Tm ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that DEWALT Mini-Undercut+T" anchors in cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-3912, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: ■ 2017 City of Los Angeles Building Code (LABC) ■ 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The DEWALT Mini-Undercut+T" anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3912, comply with LABC Chapter 19, and LARC, and are subjected to the conditions of use described in this report. 3.0 CONDITIONS OF USE The DEWALT Mini-Undercut+Tm anchors described in this evaluation report must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-3912. • The design, installation, conditions of use and labeling of the anchors are in accordance with the 2015 International Building Code° (2015 IBC) provisions noted in the master evaluation report ESR-3912. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The allowable and strength design values listed in the master evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, reissued October 2018. 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 MIN as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, to any finding or other matter in this report, or as to any product covered by the report. INTERNou'xiiL CDDE Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 8 of 8 GENERAL INFORMATION ENGINEERED BY ftwers" GENERAL INFORMATION MINI-UNDERCUT+TM Internally Threaded Undercut Anchor The Mini -Undercut+ anchor is an internally threaded, self -undercutting anchor designed for performance in cracked and uncracked concrete. Suitable base materials include post -tension concrete (PT slabs), hollow -core precast concrete, normal -weight concrete, sand -lightweight concrete and concrete over steel deck. The Mini -Undercut+ anchor is installed into a pre -drilled hole with a power tool and a setting tool. The result is an anchor which can provide consistent behavior at shallow embedments as low as 3/4 of an inch. After installation a steel element is threaded into the anchor body. • Tension zones, seismic and wind loading applications • Suspended Conduit • Fire Sprinkler & pipe supports • Cable Trays and Strut • Suspended Lighting + Ideal for precast hollow -core plank and post -tensioned concrete slabs + Cracked concrete tested alternative to a mini dropin anchor + ANSI carbide stop bit with enlarged shoulder for accurate drill depth + Anchor design allows for shallow embedment as low as 3/4 of an inch + Internally threaded anchor for easy adjustment and removability of threaded rod or bolt + Drill and drive the anchor with one tool for fast anchor installation • International Code Council, Evaluation Service (ICC-ES), ESR-3912 for Concrete and Hollow -Core precast slabs, code compliant with the 2015, IBC, 2015 IRC, 2012 IBC, 2012 IRC, 2009 IBC, and 2009 IRC. • Tested in accordance with ACI 355.2 (including ASTM E 488) and ICC-ES AC193 for use in concrete under the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 /08 Appendix D • Evaluated and qualified by an accredited independent testing laboratory for recognition in cracked and uncracked concrete including seismic and wind loading (Category 1 anchors) • FM Approvals (Factory Mutual) — File No. J.I. 3059197 CSI Divisions: 0316 00 - Concrete Anchoring and 05 0519 - Post Installed Concrete Anchors. Expansion anchors shall be Mini -Undercut+ as supplied by DEWALT, Towson, MD. Anchors shall be installed in accordance with published instructions and the Authority Having Jurisdiction. SECTION CONTENTS General Information .........................1 Installation Instructions..................2 Reference Data (ASD)......................3 Strength Design (SD).......................4 Ordering Information .......................6 MINI -UNDERCUT+ THREAD VERSION • UNC Thread ANCHOR MATERIALS • Zinc plated carbon steel ANCHOR SIZE RANGE (TYR) • 3/8" SUITABLE BASE MATERIALS • Post -Tension Concrete • Precast Hollow -Core Plank • Normal -weight concrete COl)13 LISTEII) IMES ESR-3912 CONCRETE www.DEWALT.com ENGINEERED RY?owers INSTALLATION INSTRUCTIONS INSTALLATION INSTRUCTIONS v P p ry v do � v pdv P:'A 'A'e P: Using the required stop drill Remove dust and debris from Attach the required SDS setting Thread the rod or bolt bit, drill a hole into the base the hole during drilling (e.g. tool to the hammer -drill. Mount by hand until snug tight material to the required depth dust extractor) or following the open end of the anchor (minimum of 4 full rotations). using the shoulder of the drill drilling (e.g. suction forced onto the setting tool. Drive the bit as a guide. The tolerances air) to extract loose particles anchor into the hole until the of the drill bit used must meet created by drilling. shoulder of the anchor is flush the requirements of ANSI with the base material. Standard B212.15. Installation Information for Mini -Undercut+ Anchor1.23 Do not further tighten with adjustable wrench or similar tool. Nominal Anchor Diameter (inch) Anchor Property/Setting Information Symbol Units 3/8 Anchor outside diameter da in. (mm) 0.625 (15,9) Internal thread diameter (UNC) d in. (mm) 3/8 (9.5) Nominal drill bit diameter dhit in. (mm) 5/8 ANSI Minimum nominal embedment depth hnom in. (mm) 3/4 (19) Effective embedment depth har in. (mm) 3/4 (19) Hole depth ho in. (mm) 3/4 (19) Overall anchor length (before setting) t anch in. (mm) 1 (24) 24) Approximate tool impact power (hammer -drill) J 2.1 to 2.8 Minimum diameter of hole clearance in fixture for dh in. 7/16 steel insert element (following anchor installation) Minimum member thickness in normal -weight hmin in. 2-1/2 concrete (mm) (64) Minimum cover thickness in hollow core concrete hminpm in. 1-1/2 slabs (see Hollow -Core concrete figure) (mm) (38) Critical edge distance C. in. (mm) 2-1/4 (57) Minimum edge distance Cmin in. (mm) 2-1/2 (64) Minimum spacing distance Smin (n. 3 76) Maximum installation torque Tm. ft.-lb. (N-m) 5 (7) Effective tensile stress area Aao in.' 0.044 (undercut anchor body) (mm) (28.4) Minimum specified ultimate strength fora psi (N/mm� 9,000 (655)655) Minimum specified yield strength fya (N/msm2) 7(50) Uncracked concrete Poo Ibf/in. 50,400 Mean axial stiffness° Cracked concrete Ibf/in. 29,120 For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N-m. 1. 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. 2. For installation detail for anchors in hollow -core concrete slabs, see Hollow -Core concrete figure. 3. The embedment depth, hnom, is measured from the outside surface of the concrete member to the embedded end of the anchor. 4. Mean values shown, actual stiffness varies considerably depending on concrete strength, loading and geometry of application. 1-800-4 DMAW REFERENCE DATA (ASD) ■Ilini_Ilnrlarnti Annhnr naiai1 Q dah � Q e ' } Before After Mini -Undercut+ Anchor Installed with Steel Insert Element d. °1ho P A �l oh— d_ _lb Do not exceed ( Tmax ENGINEERED BY ftwers" sit STOP DRILL BIT _ I SETTING TOOL 4 * �hanD d , v V h P 1 d h,„w ,1 °.'d.. _lv°l. Do not exceed REFERENCE DATA (ASD) Ultimate and Allowable Tension Load Capacities for Mini -Undercut+ in Normal -Weight Concrete','.3 =0= Minimum Concrete Compressive Strength Nominal Rod/ Minimum Nna omil f'c = 3,000 psi (20.7 MPa) f'c = 4,000 psi (27.6 MPa) Anchor Diameter Embed. Depth Ultimate Allowable Ultimate Allowable It in. Tension Shear Tension Shear Tension Shear Tension Shear in. (mm) Its;Ibs His His Its;Ibs Ibs His (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) 3/8 3/4 1,535 1,975 385 495 1,770 2,275 445 570 (19) (6.8) (8.8) (1.7) (2.2) (7.9) (10.1) (2.0) (2.5) 1. Tabulated load values are for anchors installed in concrete. Concrete compressive strength must be at the specified minimum at the time of installation. 2. Allowable load capacities are calculated using an applied safety factor of 4.0. 3. Linear interpolation may be used to determine allowable loads for intermediate compressive strengths. Ultimate and Allowable Tension Load Capacities for Mini -Undercut+ in Hollow -Core Plank''Z,3 Fal Minimum Concrete Compressive Strength Nominal Rod/ Minimum Nominal I f'c = 5,000 psi (34.5 MPa) f'c = 6,000 psi (41.4 MPa) f'c = 8,000 psi (55.2 MPa) Anchor Diameter Embed. Depth Ultimate Allowable Ultimate Allowable Ultimate Allowable It in. Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear in. (mm) Ibs Ibs His Ibs Its;Ibs Ibs Ibs Ibs His Ibs Its; (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) 3/8 3/4 1,855 2,590 465 650 2,035 2,835 510 710 2,345 3,275 585 020 (19) (8.3) (11.5) (2.1) (2.9) (9.1) (12.6) 1 (2.3) (3.2) (10.4) (14.6) (2.6 3 6) 1. Tabulated load values are for anchors installed in concrete. Concrete compressive strength must be at the specified minimum at the time of installation. 2. Allowable load capacities are calculated using an applied safety factor of 4.0. 3. Linear interpolation may be used to determine allowable loads for intermediate compressive strengths. Mini -Undercut+ Installed Detail for Anchor in the Underside of Hollow -Core Concrete slabs I 12^ Mu. Max. <. `:'. 5 Max. Min. www.DEWALT.com DEWALT ENGINEERED BY?oWer5 STRENGTH DESIGN (SD) STRENGTH DESIGN Tension Design Information for Mini -Undercut+ Anchors in the Underside of (;()l)ti IdS'1'131) Normal -weight Concrete and the Underside of Hollow -Core Concrete Slabs' 3,3,4,5,6,7 ICC ES ESR 3912 Nominal Anchor Size / Threaded Rod Diameter (inch) Design Characteristic Notation Units 318 Anchor category 1, 2 or 3 I I 1 Nominal embedment depth h— n (m m) 3/4 (19) Steel Strength In Tension (ACI 318-14 17.4.1 or ACI 31 B-11 D.5.1) Steel strength in tension 6 lb (kN) 4,180 (18.6) Reduction factor for steel strength I 0.65 Concrete Breakout Strength In Tension (ACI 318-14 17.4.2 or ACI 318-11 0.5.2) Effective embedment hat in. (m m) 3/4 (19) Effectiveness factor for uncracked concrete kancr 24 Effectiveness factor for cracked concrete kcr 17 Modification factor for cracked and Y�c,N 1.0 (see note 5) uncracked concrete Critical edge distance cac in. m m) 2-1/4 (57) Reduction factor, concrete breakout strength' 0.40 Pullout Strength In Tension (ACI 318-14 17.4.3 or ACI 318-11 D.5.3) Pullout strength, uncracked concrete Np.uncr lb (kN) See note 7 Pullout strength, cracked concrete Np,cr lb (kN) 455 (2.0) Reduction factor, pullout strength 0.40 Pullout Strength In Tension For Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 D.3.3.3) Characteristic pullout strength, seismic Np,eq lb (kN) 410 (1.82) Reduction factor, pullout strength, seismic 0.40 For SI: 1 inch = 25.4 mm, 1 ksi = 6.894 N/Mri 1 lot = 0.0044 kN. 1. The 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 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2. Installation must comply with manufacturer's published installation instructions and details. 3. All values of 0 are applicable with the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or ACI 318-11 Section 9.2. 4. The threaded rod or bolt strength must also be checked, and the controlling value of ON. between the anchor and rod must be used for design. 5. Select the appropriate effectiveness factor for cracked concrete (Icy) or uncracked concrete (K-) and use y/,N =1.0. 6. The characteristic pullout strength for concrete compressive strengths greater than 2,500 psi for anchors may be increased by multiplying the value in the table by (f'c / 2,500)" for psi or (f'c / 17.2)". For hollow -core concrete slabs the characteristic pullout strength for concrete compressive strengths greater than 6,000 psi for anchors may be increased by multiplying the value in the table by (f'c / 6,000)"° for psi or (f'c / 41.4)"s 7. Reported values for characteristic pullout strength in tension for seismic applications are based on test results per ACI 355.2, Section 9.5. 1-800-4 DEWALT STRENGTH DESIGN (SD) DEWALT ENGINEERED BY ftwers" Shear Design Information for Mini -Undercut+ Anchors in the Underside of Normal -weight Concrete and the Underside of Hollow -Core Concrete Slabs' 1.3.4,5.6 F IIS1'1311 ESR-3912 Nominal Anchor Size / Threaded Rod Diameter (inch) Design Characteristic Notation Units 3/8 Anchor category I 1, 2 or 3 1 Nominal embedment depth ho in. (mm) 3/4 (19) Steel Strength in Shear (ACI 318-1417.5.1 or ACI 318-11 D.6.1) Steel strength in shear Vsa lb (M) 985 (4.4) Reduction factor, steel strength 10 - 0.60 Steel Strength in Shear for Seismic (ACI 318-1417.2.3.3 or ACI 318-11 D.3.3.3) Steel strength in shear, seismic Usa,eq lb (kN) 895 (4.0) Reduction factor, steel strength in shear, seismic 0.60 Concrete Breakout Strength in Shear (ACI318-14 17.5.2 or ACI 318-11 0.6.2) Load bearing length of anchor in shear to in. (mm) 3/4 (19) Nominal outside anchor diameter da in. (mm) 0.625 (15.9) Reduction factor for concrete breakout strength 0 - 0.45 Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for pryout strength kep - 1.0 Effective embedment her in. (mm) 3/4 (19) Reduction factor, pryout strength 0.45 For SI: 1 inch = 25.4 mm, 1 Ibf = 0.0044 kN. 1. The 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 318-1717.2.3 or ACI 318-11 D.3.3, as applicable shall apply 2. Installation must comply with manufacturer's published installation instructions and details. 3. All values of 0 are applicable with the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or ACI 318-11 Section 9.2. 4. The strengths shown in the table are for the Mini -Undercut+ anchors only. Design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable. 5. Reported 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. 6. Reported values for steel strength in shear for the Mini -Undercut+ anchors are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6 and must be used for design. www.DEWALT.com ENGINEERED BY?owers ORDERING INFORMATION ORDERING INFORMATION Mini -Undercut+ Cat. No. Anchor Size Rod/Anchor Dia. Drill Diameter I Overall Length Box Qty. Ctn. Qty. PFM2111820 3/8" x 3/4" 3/8" 5/8" I 3/4" 100 600 Accu-Bit" for DEWALT Mini -Undercut+ Cat. No. Mini -Undercut+ Size Rod/Anchor Drill Drill Depth Std. Pack Dia. Diameter PPA2431720 5/8" x 3/4" Stop Drill Bit - PT Anchor 3/8" 5/8" 3/4" 1 SDS Plus Settina Tool for DEWALT Mini -Undercut+ Cat. No. Mini -Undercut+ Size Rod/Anchor Dia. Std. Pack PFM2101720 1 3/8" SDS+ Setting Tool - PT Anchor 3/8" I 1 Mini -Undercut+ Ordering Matrix Description Anchor Cat No. Accu-Bit" SDS Plus Setting Tool Recommended SDS Cat. No. Cat. No. Hammer -Tools (DEWALT) 3/8" x 3/4" Mini -Undercut+ PFM2111820 PPA2431720 PFM2101720 DCH273, DCH133, D25133, D25262 1-800-4 DEWALT DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 1 ENGINEERED BY rowers 1. Project Information Company: Project Engineer: - - Address: - - - WA 98109 Phone: M: - P. - Email: bmccann@ctengineering.com Project Name: Untitled Project Address: Untitled Notes: sway bracing anchorage solution Provide a 3/8" thick 12" diameter, round plate with 10 equally spaced 3/8" diameter Dewalt Mini -Undercut anchor - Internally Threaded 3/4" embedment. Provide 3/8" diameter threaded rod insert and standard nut with thread adhesive. 2. Selected Anchor Information Selected Anchor: Mini -Undercut+ Brand: DEWALT - Material: 3/8" 0 Threaded Rod ASTM F1554 GR 36 Embedment: hef 0.75 in hnom 0.75 in Approval: ICC-ES ESR-3912 Issued I Revision: Oct 2018 - Drill Method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: IBC 2015 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) S20= User Defined 4. Base Material Infor Concrete: Type Cracked Normal Weight Concrete Strength 6000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.375 in Length 0.5 in Width 11.99 in Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 2 ENGINEERED BY ?owel's S. Geometric Conditions o � u , hmin 2.500 in cmin 2.500 in cac 2.250 in smin 3.000 in 6. Summary Resul Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 117.00 2717.00 0.043 OK Concrete Breakout Strength 1165.00 2563.00 0.455 OK Pullout Strength 117.00 191.00 0.614 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 117.00 537.00 0.218 OK Concrete Breakout Strength 1165.00 4197.00 0.278 OK Pryout Strength 1165.00 2052.00 0.568 OK Controls 7. Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED S • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. • Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT ENGINEERED BY r?oWers DEWALT Design Assist Ver. 1.4.5.0 8. Load Conditions Design Loads / Actions Nu 1165 lb Vux 0 lb Muz 0 in -lb Mux 0 in -lb Consider Load Reversal X Direction 100% Page 3 Z Vuy 1165 lb Y Muy 0 in -lb Y Direction 100% �M Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 Resulting anchor forces / Load distribution 1 2 3 4 5 6 7 8 9 10 116.45 116.45 116.48 116.51 116.54 116.55 116.55 116.52 116.49 116.46 Load (lb) 116.5 116.5 116.5 116.5 116.5 116.5 116.5 116.5 116.5 116.5 Component Shear Load (lb) Shear X Shear Y 0.0 116.5 0.0 116.5 0.0 116.5 0.0 116.5 0.0 116.5 0.0 116.5 0.0 116.5 0.0 116.5 0.0 116.5 0.0 116.5 Each anchor receives equivalent demand due to the use of a round plate. in Anchor Coordinates (in) X Y 5.001 0.000 4.046 -2.939 1.546 -4.755 -1.544 -4.755 -4.044 -2.939 -4.999 0.000 -4.044 2.939 -1.544 4.755 1.546 4.755 4.046 2.939 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 4 ENGINEERED BY r?OWers 10. Design Proof Tension Loading Steel Strength: N ACI 318-14 17.4.1 v a D . Variables o, .4 a N sa (lb) 4180.000 0.65 Results yN sa = 2717.0 lb Table 17.3.1.1 Nua = 117.0 lb Utilization = 4.3% Concrete Breakout Strength: t N ACI 318-14 17.4.2 D Equations ,- Eqn. 17.4.2. lb 4 yrc.N yed N •�c.N .p.N ND ANco N,. — kc . 7� . f'. hels Eqn. 17.4.2.2a Variables ANc (in2) ANcO (In2) Tec,N Ted,N Tc,N Tcp,N 50.625 5.063 0.999 1.000 1.000 1.000 eac (in) kc Xa fc (psi) hef (in) Camin (in) 2.250 17.000 1.000 6000 0.75 8 Nb (lb) (P 1Pseis 855.296 0.40 0.750 Results Ocbg = 2563 lb Table 17.3.1.1 Nua = 1165.0 lb Utilization = 45.5% Pullout Strength: t N ACI 318-14 17.4.3 Equations f,� R Egn.17.4.3.1 ypn = IPc.F . Vp (2.500� Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT ENGINEERED BY r?OWers DEWALT Design Assist Ver. 1.4.5.0 Page 5 Variables `l`c P Np eq (lb) f e (Psi) n 1.000 635.169 6000 0.500 0.40 Ts eis Results YNpn = 191 lb Nua = 117 lb Utilization = 61.4% Table 17.3.1.1 1 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 6 ENGINEERED BY owers 11. Design Proof Shear Loading Reference Steel Strength: V ACI 318-14 17.5.1 7. � Variables V sa eq (lb) 1P 895.000 0.60 Results V sa,eq = 537 lb Vna = 117 lb Table 17.3.1.1 Utilization = 21.8% Concrete Breakout Strength: V ACI 318-14 17.5.2 Equations �• 4ra v *.I). *, v • *A.. •vs Eqn. 17.5.2.1b u : Eqn. 17.5.2.2a Variables Ave (in2) AVc0 (lnz) Tec,V Ted,V Tc,V Th,V 297.990 288.000 1.000 1.000 1.000 1.044 le (in) da (in) ka fe (psi) cal. (in) Vb (lb) 0.750 0.375 1.000 6000 8.000 8630.387 9 (PSeis 0.45 0.750 Results cpV cbg = 4197 lb Direction = Y+ Vuza = 1165 lb Table 17.3.1.1 Utilization = 27.8% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT ENGINEERED BY owel's DEWALT Design Assist Ver. 1.4.5.0 Pryout Strength: ACI 318-14 17.5.3 Equations A Nk �f h Is Variables ANc (inz) ANcO (in 2I Tec,N Ted,N 50.625 5.063 0.533 1.000 cac (in) kc ka hef (in) 2.250 17.000 1.000 0.75 Nb (lb) kep Nepg (lb) T 855.296 1.000 4560.545 0.45 Results cpV cpg = 2052 lb V ua = 1165 lb Utilization = 56.8% Page 7 V . D • D Eqn. 17.5.3.1b Eqn. 17.4.2.1b Eqn. 17.4.2.2a Tc,N Tcp,N 1.000 1.000 f, (psi) Camin (in) 6000.000 8.000 Table 17.3.1.1 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.5.0 Page 8 ENGINEERED BY r?OWers 12. Interaction of Tension and Shear Loads Reference ACI 318-14 17.6 Equations VN' ua +, V.- Eqn. 17.6.3 'Nn �P .Vn C 1.0 1.2 Variables ua (P ' n Results 0.985 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility