Loading...
HomeMy WebLinkAboutX2014-2002 - CalcsMI -UN Xt01�4 b002t Or; July 3, 2014 STRUCTURAL DESIGN CALCULATIONS Hoag ATP - Gamma Knife Spire Job #: 14WBS26 One Hoag Drive, Building 47 Newport Beach, CA 92663 Project Description: Remove and replace an existing gamma k CITY OF NEWPORT BEA I4 COMMUNITY DEVELOPMENT DEPARTMENT APPROVAL OR THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED AUTHORIZATION TO CONSTRUCT ANY BUILDING IN VIOLATION OF OR INCONSISTENT WITH THE ORDINANCES, PLANS, AND POLICIES OF THE CITY OF NEWPORT BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT THESE PLANS ARE, IN ALL RESPECTS, IN COMPLIANCE WITH CITY, BUILDING, AND ZCirLUG ORDINANCES, PLANS AND POLICIES. THE CITY OF NEWPORT BEACH RESERVES THE RIGHT TO REQUIRE ANY PERMITTEE TO REVISE THE BUILDING STRUCTURE OR IMPROVEMENT AUTHORIZED BY THESE PLANS BEFORE, DURING OR AFTER CONSTRUCTION, IF NECESSARY TO COMPLY WITH THE ORDINANCES, PLANS AND POLICIES OF THE CITY OF NEWPORT BEACH. PERMITTEE'S ACKNOWLEDGEMENT: 1?EP�RTMENL___. SIGNATURE (SIGNATURE) CES EIRE_ GRADM QLANNING EiwP WWI 07/03/14 APPROVAL TO ISSUE L1ATE' 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: P R-E STRUCTURAL II ENGINEERING Job: 14WBS26 Hoag ATP Gamma Knife ,1 Calc By: EJS Date: 07/02/14 Table of Contents General: Table of Contents USGS Seismic Design Criteria Non -Structural Component Seismic Design - Height Ratio (zlh) Equipment Anchorage: G1 Radiation Unit Gantry Hilti Profis Anchor Design Sheet 1 2 3 4-5 6-12 Appendix A: Reference Equipment Calculations Al 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 14WBS26 Hoag ATP Gamma Knife 2 Calc By: EJS Date: 07/02/14 ! ►,`' �, Design Maps Summary Report User -Specified Input Report Title Hoag ATP, Newport Beach, CA Wed June 4, 2014 13:45:05 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.62245°N, 117.93259°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 1.696 g S1 = 0.627 g SMs = 1.696 g SM1 = 0.940 g 5ps = 1.131 g SD1 = 0.627 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.87 1.70 1.20 1.53 1.02 1.36 0.96 1.19 0.84 01 1.02 01 0.72 tiI V 0.85 0.60 0.61 0.48 0.51 0.36 0.34 0.24 0.17 0.12 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.00 2.00 Period. T (sac) Period. T (sec) 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: STRUCTURAL E ENGINEERING fia Job: 14WBS26 Hoag ATP Gamma Knife 3 Calc By: EJS Date: 07/02/14 Non -Structural Component Seismic Design - Height Ratio (z/h) ntop = Level, _ Level° = Bsmt. = Floor = Susp. _ Roof = 2nd Floor Foundation No Foundation Top floor number First level above grade floor name? Ground level floor name? Basement? What floor is the project on? Suspended equipment? Rooftop equipment? Roof z/h = 1.00 Foundation z!h = 0.00 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: P RE STRUCTURAL II II ENGINEERING 1111 Job: 14WBS26 Hoag ATP Gamma Knife 4 Calc By: EJS Date: 07/02/14 MARK Floor Mounted Equipment - Radiation Unit Gantry G1 Assumptions Design = ap = Rp = no = SDS = Ip = z/h = City 1.5 5 .13 0.00 ASCE 7 Table 13.5-1 & Table 13.6-1 ASCE 7 Table 13.5-1 & Table 13.6-1 ASCE 7 Table 13.5-1 & Table 13.6-1 g See USGS sheet ASCE 7 Table 11.5-1 Equipment Dimensions Wp = 44,0 2; Lbs max Equip weight CGX = 0,0 in Dist to centroid, x-dir CGy = -1.2' in Dist to centroid, y-dir CGZ = 36 0 in Dist to centroid, z-dir n = 8 No. of anchors Bolt Group Properties Bolt X (in) Y (in) I (in2) (in2) 1 21.6 350.4 467.9 2 707.6 467.9 3 21 6 707.6 467.9 4 2', 350.4 467.9 5 .7 513.5 841.0 6 -22.7 513.5 446.5 7 -22.7 513.5 446.5 8 -22.7 513.5 841.0 EX; = EY; = lu = Loads Fph (MIN) = Fph = Fph = Fp„ = F. = 0.0 0.0 4,169.9 4,446.4 Note: 1,0, = Z(Y-CG,)2, 1R' = z(X-CGx)2 0.0 in bolt group centroid, x-dir 0.0 in bolt group centroid, y-dir 8,616 in2 = l + I, ULT ULT w/ S2o 0.34 Wp 0.30 Wp 14,947 lbs 0.23 Wp 9,965 lbs 0.34 Wp 0.452 Wp 19,930 lbs 0.23 Wp 9,965 lbs V T T (ULT) -z ■ AB ♦CG ■ 30 ■ • 20 ■ 10 0 -10 0 ♦ 0 20 40 10 ■ • 20 ■ ■ 30 PLAN AT BASE = 0.3SDSIpWP Fph (MIN) 0.4SpsaPWP zl Fph = R /I (1 + 2 hl P P Fps, = 0.2SpsWP 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: S P STRUCTURAL II I, ENGINEERING rn Job: 14WBS26 Hoag ATP Gamma Knife 5 Caic By: EJS Date: 07/02/14 MARK Floor Mounted Equipment - Radiation Unit Gantry G1 Moments Case 1: +Y Direction (1.2D+Fpv) Case 2: +Y Direction (0.9D-Fpv) Case 3: -Y Direction (1.2D+Fp„) Case 4: -Y Direction (0..9D-Fpv) MXx = -573,166 Lb -in My, = 0 Lb -in MZZ = 0 Lb -in Case 5: +X Direction (1.2D+Fp„) Max = -235,622 Lb -in Myy = 538,099 Lb -in Max = -17,638 Lb -in Case 6: +X Direction (0.9D-Fpv) Case 7: -X Direction (1.2D+Fpv) Case 8: -X Direction (0.9D-Fp„) ULT ULT w/ Sto Maximum Bolts Forces Pux (max) = 0 Lbs Vu = 1,916 Lbs -752,532 Lb -in 0 Lb -in 0 Lb -in -289,432 Lb -in 717,465 Lb -in -23,517 Lb -in 1,086 Lbs 2,874 Lbs =-Fph•CGZ + (0.9Wp - Fpv)•CGy = (0.9Wp - Fpv)•CGx =-Fph(CGX) = (1.2Wp + Fp„ )-CGy = Fph•CGZ + (1.2Wp + Fpv).CGx = Fph(CGy) Case 4 Case 5 Hilti HSL-3 Expansion Anchors: (ICC ESR-1545) * See Hilti Profis Anchor Design calculations on attached sheet for additional info. Anchor = �:?t (5.41" M24 Hilti HSL-3 w/ 5.91" minimum embedment 4Pn = OVn = DCRp = DCRv = DCRp,v = Concrete Steel 7,647 4 4 2 0.14 0.02 0.20 0.12 0.34 0.14 P = Mxxcy/Ixx + Myycx/lyy + (0.9Wp-Fpv)/n Vx = Fph/n + Mzzcy/Izz Vy = M��zzcx/Izz v = (vx2+vY2)0.5 Lbs (Concrete capacities have been multiplied by 0.75 for seismic) Lbs noPu/4Pn noVu/4Vn S2oPu/t'Pn + S oVu/4IVn 5 1.2 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com S P RE STRUCTURAL 1,,ENGINEERING www.hilti.us Aoltnn Sheet: Job: 14WBS26 Hoag ATP Gamma Knife 6 Calc By: EJS Date: 07/02/14 Profis Anchor 2.4.7 Company: Specifier: Address: Phone I Fax: E-Mail: Spire Structural Engineering Inc. Page: 1 ACornett Project: ATP - Gamma Knife 26461 Rancho Parkway South, Lake Forest, CA 92630 Sub -Project I Pos. No.: 14WBS26 949.916.3440 1949.916.3445 Date: 7/2/2014 acomett@spirestructures.com Specifiers comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: HSL-3 M24 het,act = 5.906 in., hoom = 7.087 in. 8.8 ESR-1545 2/1/2014 13/1/2016 design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 3.000 in. x 10.875 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile Base material: cracked concrete, , fb' = 3000 psi; h = 18.000 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 (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.ib] 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, Schwan 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: P RE STRUCTURAL II II ENGINEERING www.hilti.us Job: 14WBS26 Hoag ATP Gamma Knife 7 Calc By: EJS Date: 07/02/14 IIIIII..Ta Profis Anchor 2.4.7 Company: Specifier: Address: Phone I Fax: E-Mail: Spire Structural Engineering Inc. Page: 2 ACornett Project: ATP - Gamma Knife 26461 Rancho Parkway South, Lake Forest, CA 92630 Sub -Project I Pos. No.: 14WBS26 949.916.3440 I 949.916.3445 Date: 7/2/2014 acomett@spirestructures.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1086 2874 0 2874 2 1086 2874 0 2874 max. concrete compressive strain: - [%s] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2172 Pb] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load N. [lb] Capacity +N„ [lb] Utilization pN = Nrra/$N„ Status Steel Strength* 1086 47589 3 OK Pullout Strength* 1086 7647 15 OK Concrete Breakout Strength** 2172 15325 15 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N. = ESR value Nsteel Z Nua refer to ICC-ES ESR-1545 ACI 318-11 Table D.4.1.1 Variables n Ase.N [in.1 fate [psi] 1 0.55 116000 Calculations N. [lb] 63452 Results N. [Ib] +steel 4 N. [Ib] N a [Ib] 63452 0.750 47589 1086 3.2 Pullout Strength Npn,( = Npzsoo �a 2500 Npn.f 2 Nua refer to ICC-ES ESR-1545 ACI 318-11 Table D.4.1.1 Variables ( [Psi] la Np,2500 [Ib] 3000 1.000 14320 Calculations tc 2500 1.095 Results Non.f, [lb] +concrete 15687 0.650 0.750 4.01SrllIC 4nonducti!e 1.000 Nam, f [lb] 7647 N. [lb] 1086 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 Hi!ti is a registered Trademark of H!Ib AG, Schaan 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: S P RE STRUCTURAL II II ENGINEERING www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: rrr� Job: 14WBS26 Hoag ATP Gamma Knife 8 Calc By: EJS Date: 07/02/14 Profis Anchor 2.4.7 Spire Structural Engineering Inc. Page: 3 ACornett Project: ATP - Gamma Knife 26461 Rancho Parkway South, Lake Forest, CA 92630 Sub -Project I Pos. No.: 14WBS26 949.916.3440 1949.916.3445 Date: 7/2/2014 acomett@spirestructures.com 3.3 Concrete Breakout Strength ANc Ncb9 _ (ANCO) hyec,N t ed,N hyc,N hycp,N Nb � Ncbg Nua ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 91.6 1 yrec,N = (1 + 2 eN s 1.0 3 hef 'Ved,N= 0.7 + 0.3 (11"17.r)51.0 .5ha Wcp,N = MAX( min' 1.5her) c 1.0 lac Oac Nb =kcaa4T. heir ACI 318-11 Eq. (D-4) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables her [in.] ec1,N [in.] ecz,N [in.] cumin [in.] 5.906 0.000 0.000 cac [in.] kc ( [psi] 8.875 24 1.000 3000 yrc,N 1.000 Calculations ANc [in.2] ANca [in.2] yrecl,N yrec2,N yed,N 453.98 314.35 1.000 1.000 1.000 Results Ncbg DID]] +concrete +seismic +nwductile • Nog [lnrl b] 27244 0.750 0.750 1.000 15325 yrcp,N 1.000 Noa [lb] 2172 Nb [Ib] 18865 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilt AG, FL-9494 Schaan Hiti is a registered Trademark of Hiti AG, Schaan 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: S P RE STRUCTURAL II II ENGINEERING www.hilti.us rTa Job: 14WBS26 Hoag ATP Gamma Knife 9 Calc By: EJS Date: 07/02/14 H111.I.TI Profis Anchor 2.4.7 Company: Specifier: Address: Phone I Fax: E-Mail: Spire Structural Engineering Inc. Page: 4 ACornett Project: ATP - Gamma Knife 26461 Rancho Parkway South, Lake Forest, CA 92630 Sub -Project I Pos. No.: 14WBS26 949.916.3440 1949.916.3445 Date: 7/2/2014 acomett@spirestructures.com 4 Shear load Load V. [Ib] Capacity +Vn [Ib] Utilization = Vua/4Vn Status Steel Strength* 2874 24812 12 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 5748 38142 16 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V38,. = ESR value refer to ICC-ES ESR-1545 4 Vsteei >_ Vua ACI 318-11 Table D.4.1.1 Variables n ASe,v [in 2] fila [psi) 1 0.55 116000 Calculations V.eq [Ib] 38173 Results Vsa,eq [Ib] 38173 +steel 4 Vsa [Ib] Vua [Ib] 0.650 24812 2874 4.2 Pryout Strength Vwg = kep L(ANco) Wec.N Wed,N Wc,N Wcp.N Nb l • Vcpg 2 Vua ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef 1 Ave" = (2 eN 1.0 14.3hof) 5 Wed,N = 0.7 + 0.3 (1.5hca,mm)51.0 ef Wcp.N = MAX(ca,mm 1.5hef\ 5 to Nb =kc%ayichei ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] eaN [in.] ca,min [in.] 2 5.906 0.000 0.000 >o Wc,N cac [in.] kc �.a fc [psi] 1.000 8.875 24 1.000 3000 Calculations ANC [in.2] 453.98 Results Vcp, [Ib] 54488 ANco [in.2] 314.35 Wec1,N Wec2,N 1.000 1.000 +concrete +seismic 0.700 1.000 4nonductile 1.000 Wed,N WcP.N 1.000 1.000 18865 4, Vem fib] Vue [Ib] 38142 5748 Nb [Ib] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hllli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: S P RE STRUCTURAL JI II ENGINEERING 171 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Job: 14WBS26 Hoag ATP Gamma Knife i Calc By: EJS Date: 07/02/14 Profis Anchor 2.4.7 Spire Structural Engineering Inc. Page: 5 ACornett Project: ATP - Gamma Knife 26461 Rancho Parkway South, Lake Forest, CA 92630 Sub -Project I Pos. No.: 14WBS26 949.916.3440 1949.916.3445 Date: 7/2/2014 acornett@spirestructures.com 5 Combined tension and shear loads PH Pv 0.142 0.151 5/3 PHv = [iiv + jsv <= 1 Utilization Ow/ [%] 9 Status OK 6 Warnings • Load re -distributions 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 loading! • Condition A applies when supplementary reinforcement is used. The m 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 318-11 Appendix D. Part D.3.3.4.3 (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 Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that 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. Part D.3.3.4.3 (c) I part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires 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 no. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPH). Reference ACI 318-11, Part D.9.1 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 Hilt is a registered Trademark of Heti AG, Schaan 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: P RE STRUCTURAL II II ENGINEERING www.hilti.us Antra Job: 14WBS26 Hoag ATP Gamma Knife I 1 Calc By: EJS Date: 07/02/14 Profis Anchor 2.4.7 Company: Specifier: Address: Phone I Fax: E-Mail: Spire Structural Engineering Inc. Page: ACornett Project: 26461 Rancho Parkway South, Lake Forest, CA 92630 Sub -Project I Pos. No.: 949.916.3440 1949.916.3445 Date: acomett@spirestructures.com 6 ATP - Gamma Knife 14WBS26 7/2/2014 7 Installation data Anchor plate, steel: - Profile: no profile; 0.000 x 0.000 x 0.000 in. Hole diameter in the fixture: df = 1.378 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Anchor type and diameter: HSL-3 M24 Installation torque: 2212.686 in.lb Hole diameter in the base material: 1.260 in. Hole depth in the base material: 7.087 in. Minimum thickness of the base material: 11.875 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y 1 0.000 -3.938 2 0.000 3.938 C.x 1.500 1.500 co M a U) 1.500 1.500 c_y Coy 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 Hilt! AG, Schaan 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: P RE STRUCTURAL II i1 ENGINEERING www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Awl Job: 14WBS26 Hoag ATP Gamma Knife 12 Calc By: EJS Date: 07/02/14 104IL.TI Profis Anchor 2.4.7 Spire Structural Engineering Inc. Page: 7 ACornett Project: ATP - Gamma Knife 26461 Rancho Parkway South, Lake Forest, CA 92630 Sub -Project I Pos. No.: 14WBS26 949.916.3440 I 949.916.3445 Date: 7/2/2014 acomett©spirestructures.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. Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hai AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949,916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: STRUCTURAL II II ENGINEERING LOADS: Inn WEIGHT = 41,000 LBS HORIZONTAL FORCE (V„) = 20,500 LBS VERTICAL FORCE (V„) = 6833 LBS BOLT FORCES: TENSION (T) T 2o5oo#(36.6")(21.3") x r uu= 2..s(43.4745.5") ows - a. ," MO (0.3d + Job: 14WBS26 Hoag ATP Gamma Knife Al Calc By: EJS Date: 07/02/14 PLAN AT BASE 205001(36.6715.3") (41000# - 6633#)21.3" 4.ss(45.5") + 4.ds(45.5") oua- ,.a"s.= SHEAR(V) V = 20500/(24.2") _ 2726 LBS/BOLT (MAX) 4.ns(45.5") C.G. WT. _ 41,000 LBS T. = 1338 LBS/BOLT V. = 2726 LBS/BO NOT T SIDE ELEVATION V NOWT-v) E-MANUFACTURED SEISMIC BRACKET (BY ELEKTA) TYP. USE 8- M24 HILTI HSL EXPANSION ANCHORS (MIN. EMBED. = 6.1") 1. FOR ARE TERMINED PER 2001 CALIFORNIA BUILDING CODE — SECTION 1632A AND N TORED TO REPRESENT WORKING DESIGN LOADS, NOT ULTIMATE. RCE (V„) = 0.50W (Co = .66, ap = 1.0, I, = 1.5, Rp = 1.5) RCE (Vv) = 0.33(V„) GRAVITY (C.G.) WEIGHT IS A MAXIMUM. THIS CALCULATION ENCOMPASSES S UP TO THE MAXIMUM WEIGHT SHOWN. 3 , 'CHITECT OR STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE SUPPORT STR CTURE TO SUPPORT WEIGHTS AND FORCES SHOWN. 4. THE CUSTOMER/ARCHITECT SHALL BE SOLELY RESPONSIBLE FOR ALL SITE SPECIFIC SEISMIC ANCHORAGE CALCULATIONS. C.G. WT. = 41,000 LBS CENTER POINT USE 8- `''4 HILTI HSL EXPANS " N ANCHORS ( EM D.=6.1") PRE-MANUF ' TURED SEISM! BRACKET A) TYP. 26461 Rancho Parkway South, Lake Forest, CA 92630 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com