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Specifications (6) MSTa0n— 003 .52 Zarosinski Engineering& Design, Inc. c\-4s.5 -- _.‘\, � 1400 NW 155th Circle Z E Vancouver,WA 98685 0 Phone: (360)513-2746 ZAROSINSKI Email: dpzskiAhotmail.com ENGINEERING&DESIGN Structural Calculations for Foundation Wall Support 9285 SW 70th Ave. FEB 7 ?1H9 Tigard, OR 97223 CITY Or 1 lt .-Ari Calculations by Dean P. Zarosinski PE February 7, 2019 ie /, �'a. 16. s- �t ",V'A' zA R * Zarosinski Engineering& Design, Inc. 1400 NW 155th Circle Z E Vancouver,WA 98685 0 Phone: (360)7513-2746 ZAROSINSKI Email: dpzski@hotmail.com ENGINEERING&DESIGN Structural Calculations for Foundation Wall Support at 9285 SW 70th Ave., Tigard, OR 97223 Calculations by Dean P. Zarosinski PE February 7, 2019 The existing exterior foundation on the Western side has had the grade settle. The grade under the western foundation does not appear to bear on native grade but on soil pushed from the cut to the east. The foundation wall supporting the Worth side of the building hold the floor framing joist ends and the roof framing. The east and west side supports the roof truss end loading and floor framing. Load on West Walls Roof 1/2 of 31'span = 15.5' 15.5 ft. x 15 psf. DL and 25 psf. Snow = 233 plf. DL and 388 plf. SN Floor 1/2 of 10'span = 5 5 ft. x 15 psf. DL and 50 psf. Live Load =75 lb. DL and 250 lb. LL Wall Load 10'x 10 psf. = 100 lb. DL Foundation Loading (4'x .67' )+(1.33'x .83) x 150 pcf. = 567 plf. DL Loading = 950 lb. DL, 250 lb. LL and 388 lb. SL Piers Total factored load = 1.2(950) + 1.6(250) + 388 = 1,928 lb per foot at a pier spacing of 7'the factored pier load is 13,426 lb per pier. At a spacing of 7', the dead load is 6.650 lb. Seismic load based on a conservative total dead load per pier of 6,650 lb. is calculated to be 6,650 lb. x .095= 632 pound of lateral load per pier. This is resisted by the lateral capacity of the pier and the foundation soil interaction Magnum Pier with Double Bolt Connection is rated at 9 tons or 18,000 pounds with an ultimate value of 18 tons or 36,000 pounds. Bracket attachment for this loading requires 8 bolt connections and utilized 1/2"diameter HILTI Kwik bolt expansion anchors embedded 3.25" into foundation. 1■■11`TI www.nilti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design,Inc. Page: 1 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com Specifier's comments:9285 SW 70th Ave.,Tigard,OR 97223 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 1/2(3 1/4) Effective embedment depth: het,act a 3.250 in.,h„o,,,=3.625 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 SAFE' Issued I Valid: 5/1/2017 15/1/2019 Proof: Design method ACI 318-14/Mech. Stand-off installation: en=0.000 in.(no stand-off);t=0.375 in. Anchor plate: lx x 1,x t=22.500 in.x 9.000 in.x 0.375 in.;(Recommended plate thickness:not calculated Profile: Rectangular HSS(AISC);(L x W x T)=8.000 in.x 3.000 in.x 0.250 in. Base material: uncracked concrete,3000,fn'=3,000 psi;h=8.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition A,shear:condition A;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(c)) Shear load:yes(17.2.3.5.3(b)) Geometry[in.]&Loading[Ib,in.lb] z Et 5$ C b 1C-- o �3 • 4 `0375 ks r- x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1■4116T1 www.hilti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design, Inc. Page: 2 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 1360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com 2 Load case/Resulting anchor forces A Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 03 °5 08 °4 1 79 1,680 79 1,678 2 79 1,680 79 1,678 0 �x 3 79 1,680 79 1,678 Tension 4 79 1,680 79 1,678 01 06 07 02 5 79 1,680 79 1,678 6 79 1,680 79 1,678 7 79 1,680 79 1,678 8 79 1,680 79 1,678 max.concrete compressive strain: -[%e] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 632[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Nua[Pb] Capacity y N„[Pb] Utilization AN=N„a/f N. Status Steel Strength* 79 8,029 1 OK Pullout Strength* 79 2,945 3 OK Concrete Breakout Strength** 632 20,399 4 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 4) Nsa?Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] luta LPSI 0.10 106,000 Calculations Nsa[ib] 10,705 Results Nsa[Ib] 41 steel 4i nonductiie 4, Nsa[Ib] Nua[Ib] 10,705 0.750 1.000 8,029 79 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • 11.11,111111 , www.hilti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design,Inc. Page: 3 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 1360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com 3.2 Pullout Strength Npn,1 =Np,2500 X a 2500 refer to ICC-ES ESR-1917 Npnf 2 Nua ACI 318-14 Table 17.3.1.1 Variables fc[psi] X a Np2500[lb] 3,000 1.000 5,515 Calculations 1c 2500 1.095 Results Npn t[Ib] +concrete 4)seismic 4)nonductiie 4, Npn.G[Ib] Nua[Ib] 6,041 0.650 0.750 1.000 2,945 79 3.3 Concrete Breakout Strength Nc59 =(ANI.)ty ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b) it N09 z Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANab =9 het ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = 1 +2 eN l 5 1.0 ACI 318-14 Eq.(17.4.2.4) 3 he Wed,N =0.7+0.3(1.5ca,mheinr)51.0 ` ACI 318-14 Eq.(17.4.2.5b) W cp,N =MAX(Ca-min 1.5e )het 5 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac C Nb =kc X a VC het5 ACI 318-14 Eq.(17.4.2.2a) Variables her[in.] ec1,N[in] ea,N[in.] Gamin[in.] W c,N 3.250 0.000 0.000 5.500 1.000 cac[in.] kc X 5 fc[psi] 6.000 24 1.000 3,000 Calculations AN.[in.2] ANcO[in.2] W ecl,N W ec2,N 'V ed,N W cp,N Nb[Ib] 488.31 95.06 1.000 1.000 1.000 0.917 7,702 Results Nobs[Ib] 41 concrete seism c4)nonductib Nag[Ib] Nua[Ib] 36,266 0.750 0.750 1.000 20,399 632 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan IMILIT1 www.hiiti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design,Inc. Page: 4 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 1360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com 4 Shear load Load V„a[lb] Capacity+Vn[Ib] Utilization pv=V„,,/4 V„ Status Steel Strength* 1,680 3,572 48 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 13,441 50,772 27 OK Concrete edge failure in direction y+** 13,441 24,376 56 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vaa,e, =ESR value refer to ICC-ES ESR-1917 4 Vaeel 2 VUe ACI 318-14 Table 17.3.1.1 Variables Ase,v[in 2] feta[Psi] 0.10 106,000 Calculations Vsa,eq[Ib] 5,495 Results Vsaeq Pb] +steel +nonductile + Vsa[lb] Vua[Ib] 5,495 0.650 1,000 3,572 1,680 4.2 Pryout Strength Vcpg =kcp[( C)W ec,N tV ed,N W eN W cp,N Nb] ACI 318-14 Eq.(17.5.3.1b) + Vcpg 2 V„a ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 tVec,N = ` 2eN)51.0 ACI 318-14 Eq.(17.4.2.4) (4 4. W ed,N =0.7+0.3(15h�car /5 1.0 ACI 318-14 Eq.(17.4.2.5b) tV cp,N =MAX(Ca,3n, Cac 1 `5 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac le) Nb =kc a,a Vrc KY ACI 318-14 Eq.(17.4.2.2a) Variables kap haf[in.] ec1,N[in.] ec2,N[in.] Capin[in.] 2 3.250 0.000 0.000 5.500 W c,N cac[in.] kc A.a fc[psi] - 1.000 6.000 24 1.000 3,000 Calculations ANc[int] ANco[in2] W ecl,N W ec2,N tV ed,N kV cp,N Nb[Ib] 488.31 95.06 1.000 1.000 1.000 0.917 7,702 Results Vcpg[Ib] +concrete +seismic +nonductile + Vcp9[Ib] Vua[Ib] 72,532 0.700 1.000 1.000 50,772 13,441 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • 1■111111OT1 www.hilti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design,Inc. Page: 5 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 1360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com 4.3 Conc(Avco) ete edge failure in direction y+ Vobg =(Av o)W ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-14 Eq.(17.5.2.1b) 4) Vag='Vua ACI 318-14 Table 17.3.1.1 Ave see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Avco =4.5 cat ACI 318-14 Eq.(17.5.2.1c) ( 2e„ 1 ec,v = )<_1.0 ACI 318-14 Eq.(17.5.2.5)1 +3Cat W ed,V =0.7+0.3(15Cat)g 1.0 ACI 318-14 Eq.(17.5.2.6b) W hv = V 1.5chaat 1.0 ACI 318-14 Eq.(17.5.2.8) Vb = (7(d)02 d)2c a'caps ACI 318-14 Eq.(17.5.2.2a) Variables cat[in.] cat[in.] ecv[in.] W c.v ha[in.] 25.500 - 0.000 1.400 8.000 le[in.] X a da[In.] c[psi] W parallel,V 3.250 1.000 0.500 3,000 1.000 Calculations Ave[in.2] Avco[in.2] W ec,V tV ed,V W h,V Vb[Ib] 612.00 2,926.13 1.000 1.000 2.187 50,762 Results Vag[lb] 4)concrete 4)seismic 4)nonductile 4 Vcbg[lb] Vua[lb] 32,501 0.750 1.000 1.000 24,376 13,441 5 Combined tension and shear loads 0N Rv Utilization RN,v[%] Status 0.031 0.551 5/3 38 OK RNV=RN+8RNV<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 11■1IIL.TI www.hilti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design,Inc. Page: 6 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 1360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3(d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)I Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-14,Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1• 11`TI www.hilti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design,Inc. Page: 7 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 f 360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 1/2(3 1/4) Profile:Rectangular HSS(AISC);8.000 x 3.000 x 0.250 in. Installation torque:480.001 in.lb Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.375 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. Drilling method:Hammer drilled Cleaning:Manual leaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool(Hilti • Properly sized drill bit Safeset System) • Torque wrench • Hammer ♦y 11.250 11.250 • o' • 03 05 08 04 Cf: 0 • ►X co o 0 uo 01 06 07 02 : • 1.250 7.000 6.000 7.000 1.250 • • • • Coordinates Anchor in. Anchor x y c_x c.x c-, c.y Anchor x y c_x c,x +y 1 -10.000 -3.250 - - 5.750 32.250 5 -3.000 3.250 - - 12.250 25.750 2 10.000 -3.250 - - 5.750 32.250 6 -3.000 -3.500 - - 5.500 32.500 3 -10.000 3.250 - - 12.250 25.750 7 3.000 -3.250 - - 5.750 32.250 4 10.000 3.250 - - 12.250 25.750 8 3.000 3.500 - - 12.500 25.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1■4111.ii.Ti www.hilti.us Profis Anchor 2.7.7 Company: Zarosinski Engineering and Design,Inc. Page: 8 Specifier: Dean P.Zarosinski PE Project: Q0071-1 SW 70th Address: 1400 NW 155th Circle,Vancouver,WA 98685 Sub-Project I Pos.No.: Foundation Support Phone I Fax: 360-513-2746 I 360-576-8698 Date: 2/7/2019 E-Mail: dpzski@hotmail.com 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. w Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hulk is a registered Trademark of Hilti AG,Schaan