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Home My WebLink About1401 N Tustin Ave Unit# 170 - TI - Plan www.buehlerengineering.com STRUCTURAL CALCULATIONS FOR SIMONMED TORRANCE MRI REPLACEMENT & TENANT IMPROVEMENT SANTA ANA, CA June 24th, 2024 Client: Soaring Eight / GKA Architects Buehler EOR: Warren Pottebaum Buehler Project Manager: Tony Polusny Buehler Project Engineer: Keith Sowley Buehler Job No.: 2024-013700 1401 N Tustin Ave Unit# 170 - TI1/27/2025 CLIENT BY SHEET NO. DATE PROJECT PROJECT NO. SimonMed - Santa Ana Calcs 2024-0137 22-JUN-24 Soaring 8 KS ID DESCRIPTION WT (LBS) WALL FLOOR COUNTERTOP MOUNTING 1 X X GANTRY 3991 1481 176 2 3 4 5 6 7 GE STORAGE CABINET OPERATORS CONSOLE PARTIAL UPS POWER DISTRIBUTION UNIT MAIN DISCONNECT PANEL GT1700V TABLE 265 816 46 150 X X X X X 8 U-ARM SYSTEM 887 XX 9 GENERATOR CABINET 210 X MOUNTING PAGE # 4 16 58 47 38 * * * * * Floor-mounted eqeuipemnt, Wp < 400#; No analysis required. TOC 1401 N Tustin Ave Unit# 170 - TI1/27/2025 PROJECT SimonMed Santa Ana JOB NO. 2023-0188 DATE 6/22/2024 CLIENT Soaring Eight BY KS PAGE NO. 1 Project Description: The project consists of replacing the existing MRI on the first floor with a new MRI and the modification of the existing room, the equipment room, and the addition of a chiller. Additionally, a new pathway to remove and replace the magnets will be provided through an opening in the exterior CMU wall. The MRI room is located on the first floor. Project Location: 1401 Tustin Ave., Ste. #170, Santa Ana , CA 92705 Design Criteria: Building Type: Risk Category: II Design Codes: 2022 California Building Code (2021 IBC) ASCE 7-16: Minimum Design Loads for Buildings and Other Structures AISC 360-16: Specification for Structural Steel Buildings AISC 341-16: Seismic Provisions for Structural Steel Buildings AISI S100-16 w/ S2-20: North American Specification for the Design of Cold-Formed Steel Structural Members AISI S240-20: North American Standard for Cold-Formed Steel Structural Framing AISI S400-20: North American Standard for Seismic Design of Cold-Formed Steel Structural Systems ACI 318-19: Building Code Requirements for Structural Concrete TMS 402/602-16: Building Code Requirements and Specifications for Masonry Structures Wind Criteria: 94 mph, Exposure C GCpi = ±0.18 (Enclosed Structure) Seismic Criteria: Site Class: D SS = 1.304 S1 = 0.6465 SDS = 1.043 Seismic Design Category: D I = 1.00 Ip = 1.5 Foundation Criteria: Allowable Bearing Pressures: D 1500 psf D + L 1500 psf D + L + 0.7E 1500 psf Material Specifications: Concrete: (Cement ASTM C-150) W/C Ratio Slab-on-grade: f’c = 3500 psi 0.45 1 1401 N Tustin Ave Unit# 170 - TI1/27/2025 !"#$%!&''$() *+,$-./.012$34$567.896: ;88<2& ;./.012=.876>:79?=60@ A 2B92C97D?.8E''=FGF!"H"I?:@EJ%%F=H''"'KFI.110B22E%"L%$M$+>289:$*NBO!,$P.:8.$*:.O!,$,*$K!FLGO!,$QP* % ! 2 1401 N Tustin Ave Unit# 170 - TI1/27/2025 !"#$% &'(')* !&+'),'*#&-./#0 10 ,'-(0 21 3 1401 N Tustin Ave Unit# 170 - TI1/27/2025 JOB JOB NO.DATE CLIENT BY SHEET NO. 4 CT Gantry Seismic Anchorage Design 1401 N Tustin Ave Unit# 170 - TI1/27/2025 5 1401 N Tustin Ave Unit# 170 - TI1/27/2025 6 See the following pages for Hilti Profis anchor analysis 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 1 6/24/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4) hnom3 Item number: 2210273 KB-TZ2 5/8x6 Effective embedment depth: hef,act = 4.000 in., hnom = 4.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 2.100 in. x 2.100 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, Custom, fc' = 3,500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 7 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 2 6/24/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 2,276; Vx = 932; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 59 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,276 932 932 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2,276 [lb] resulting compression force in (x/y)=(-/-): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*2,276 13,157 18 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**2,276 3,922 59 OK * highest loaded anchor **anchor group (anchors in tension) 8 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 3 6/24/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.16 106,704 Calculations Nsa [lb] 17,542 Results Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb] 17,542 0.750 1.000 13,157 2,276 3.2 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 4.000 12.000 1.000 8.750 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 144.00 144.00 1.000 1.000 8,046 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 8,046 0.650 0.750 1.000 3,922 2,276 9 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 4 6/24/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*932 6,668 14 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**932 11,264 9 OK Concrete edge failure in direction y-**932 13,288 8 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.16 106,704 1.000 Calculations Vsa,eq [lb] 10,259 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 10,259 0.650 1.000 6,668 932 10 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 5 6/24/2024 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ca,min [in.]y c,N 2 4.000 12.000 1.000 cac [in.]kc l a f' c [psi] 8.750 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 144.00 144.00 1.000 1.000 8,046 Results Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb] 16,092 0.700 1.000 1.000 11,264 932 11 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 6 6/24/2024 4.3 Concrete edge failure in direction y- Vcb = (AVc AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da)0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.] 12.000 12.000 1.000 6.000 4.000 l a da [in.]f' c [psi]y parallel,V 1.000 0.625 3,500 2.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 180.00 648.00 1.000 1.732 19,728 Results Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb] 18,983 0.700 1.000 1.000 13,288 932 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.580 0.140 5/3 45 OK bNV = bz N + bz V <= 1 12 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 7 6/24/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (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 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (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 17.10.5.3 (c) / Section 17.10.6.3 (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 17.10.5.3 (d) / Section 17.10.6.3 (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 w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! 13 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 8 6/24/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -0.000 0.000 12.000 -12.000 - 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4) hnom3 Profile: no profile Item number: 2210273 KB-TZ2 5/8x6 Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.625 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 4.5 in embedment, 5/8 (4) hnom3, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 14 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Gantry Anchorage Page: Specifier: E-Mail: Date: 9 6/24/2024 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. 15 1401 N Tustin Ave Unit# 170 - TI1/27/2025 JOB JOB NO.DATE CLIENT BY SHEET NO. 16 CT Patient Table Seismic Anchorage Design 1401 N Tustin Ave Unit# 170 - TI1/27/2025 1 4 17 1401 N Tustin Ave Unit# 170 - TI1/27/2025 4 4 18 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 1 6/24/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4) hnom3 Item number: 2210273 KB-TZ2 5/8x6 Effective embedment depth: hef,act = 4.000 in., hnom = 4.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 2.100 in. x 2.100 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, Custom, fc' = 3,500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 19 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 2 6/24/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 2,477; Vx = 845; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 64 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,477 845 845 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2,477 [lb] resulting compression force in (x/y)=(-/-): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*2,477 13,157 19 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**2,477 3,922 64 OK * highest loaded anchor **anchor group (anchors in tension) 20 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 3 6/24/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.16 106,704 Calculations Nsa [lb] 17,542 Results Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb] 17,542 0.750 1.000 13,157 2,477 3.2 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 4.000 12.000 1.000 8.750 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 144.00 144.00 1.000 1.000 8,046 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 8,046 0.650 0.750 1.000 3,922 2,477 21 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 4 6/24/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*845 6,668 13 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**845 11,264 8 OK Concrete edge failure in direction y-**845 13,288 7 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.16 106,704 1.000 Calculations Vsa,eq [lb] 10,259 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 10,259 0.650 1.000 6,668 845 22 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 5 6/24/2024 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ca,min [in.]y c,N 2 4.000 12.000 1.000 cac [in.]kc l a f' c [psi] 8.750 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 144.00 144.00 1.000 1.000 8,046 Results Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb] 16,092 0.700 1.000 1.000 11,264 845 23 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 6 6/24/2024 4.3 Concrete edge failure in direction y- Vcb = (AVc AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da)0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.] 12.000 12.000 1.000 6.000 4.000 l a da [in.]f' c [psi]y parallel,V 1.000 0.625 3,500 2.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 180.00 648.00 1.000 1.732 19,728 Results Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb] 18,983 0.700 1.000 1.000 13,288 845 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.632 0.127 5/3 50 OK bNV = bz N + bz V <= 1 24 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 7 6/24/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (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 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (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 17.10.5.3 (c) / Section 17.10.6.3 (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 17.10.5.3 (d) / Section 17.10.6.3 (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 w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! 25 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 8 6/24/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -0.000 0.000 12.000 -12.000 - 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4) hnom3 Profile: no profile Item number: 2210273 KB-TZ2 5/8x6 Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.625 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 4.5 in embedment, 5/8 (4) hnom3, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 26 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 9 6/24/2024 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. 27 1401 N Tustin Ave Unit# 170 - TI1/27/2025 Base Mounted Equipment Anchorage Design - SEISMIC ASCE 7-16, Ch. 13 Unit Identification: Wp =1481 lbs unit weight B = 20.00 in unit width dB dir anchors = 9.20 in dist btwn anchors (B dir.) L = 36.00 in unit length dL dir anchors = 33.60 in dist btwn anchors (L dir.) HUNIT =36.00 in unit height HCG_EQUIP =33.20 in center of gravity height (equip) HCURB =0.00 in curb height HCG =33.20 in (includes curb height) ap and Rp obtained from ASCE 7-16, Tables 13.5-1 and 13.6-1 ap =1.00 Rp =1.50 Ip =1.50 SDS =1.043 z = 0.00 ft h = 30.00 ft Ωo = 2.0 Fp = (0.4[(ap)(SDS)(Ip)(1+2(z/h)]/Rp) x Wp =0.417 Wp Fv = 0.2(SDS)Wp =0.209 Wp Fp-MIN = 0.3(SDS)(Ip) x Wp =0.469 Wp Fp-MAX = 1.6(SDS)(Ip) x (Wp) =2.503 Wp Fp = Vh = 695 lbs 0.7Fp = Vh= 487 lbs Fv = Vv = 309 lbs 0.7Fv = Vv = 216 lbs Unit Anchorage: Fp in "B" Direction # connections shear 4 # connections tension 2 MOT = VhHCG = 1923 lb-ft MOT = ΩVhHCG = 3846 lb-ft MOT = VhHCG =1346 lb-ft MR= (0.9-0.2Sds)Wp(B/2) = 853 lb-ft MR = (0.9-0.2Sds)Wp(B/2) = 853 lb-ft MR = (0.6-0.14Sds)Wp(B/2) = 560 lb-ft T = (MOT - MR) / dB = 1395 lbs T = (MOT - MR) / dB = 3904 lbs T = (MOT - MR) / dB = 1025 lbs Tconn = T / # conn tension = 698 lbs Tconn = T / # conn tension = 1952 lbs Tconn = T / # conn tension = 513 lbs Vconn = Vh / # conn shear = 174 lbs Vconn = ΩVh / # conn shear = 348 lbs Vconn = Vh / # conn shear = 122 lbs Fp in "L" Direction # connections shear 4 # connections tension 2 MOT = VhHCG = 1923 lb-ft MOT = ΩVhHCG = 3846 lb-ft MOT = VhHCG =1346 lb-ft MR= (0.9-0.2Sds)Wp(L/2) = 1536 lb-ft MR = (0.9-0.2Sds)Wp(L/2) = 1536 lb-ft MR = (0.6-0.14Sds)Wp(L/2) = 1009 lb-ft T = (MOT - MR) / dL = 138 lbs T = (MOT - MR) / dL = 825 lbs T = (MOT - MR) / dL = 121 lbs Tconn = T / # conn tension = 69 lbs Tconn = T / # conn tension = 413 lbs Tconn = T / # conn tension = 60 lbs Vconn = Vh / # conn shear = 174 lbs Vconn = ΩVh / # conn shear = 348 lbs Vconn = Vh / # conn shear = 122 lbs Max Connection Forces: Tmax = 698 lbs Tmax = 1952 lbs Tmax = 513 lbs Vmax = 174 lbs Vmax = 348 lbs Vmax = 122 lbs Connection/Anchorage Notes: Patient Table (Includes 500# patient) STRENGTH @ 1.0E STRENGTH @ ΩSERVICE STRENGTH SERVICE Anchor unit w/ 2 connections per short side, 2 per long side, 4 total. - Each connection is (1) 5/8" diameter Hilti KB-TZ w/ 4" embed. - See attached Hilti output for anchor calcs - 5/8"Ø Hilti KB-TZ2: Va = 263lbs, Ta = 109lbs. STRENGTH @ 1.0E STRENGTH @ ΩSERVICE STRENGTH @ 1.0E STRENGTH @ ΩSERVICE HCURB HUNIT HCG L B B/2 ±Fp ±Fp W±Fv 28 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 1 6/24/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4) hnom3 Item number: 2210273 KB-TZ2 5/8x6 Effective embedment depth: hef,act = 4.000 in., hnom = 4.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 2.100 in. x 2.100 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, Custom, fc' = 3,500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 29 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 2 6/24/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 1,952; Vx = 348; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 50 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,952 348 348 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1,952 [lb] resulting compression force in (x/y)=(-/-): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*1,952 13,157 15 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**1,952 3,922 50 OK * highest loaded anchor **anchor group (anchors in tension) 30 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 3 6/24/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.16 106,704 Calculations Nsa [lb] 17,542 Results Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb] 17,542 0.750 1.000 13,157 1,952 3.2 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 4.000 12.000 1.000 8.750 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 144.00 144.00 1.000 1.000 8,046 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 8,046 0.650 0.750 1.000 3,922 1,952 31 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 4 6/24/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*348 6,668 6 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**348 11,264 4 OK Concrete edge failure in direction y-**348 13,288 3 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.16 106,704 1.000 Calculations Vsa,eq [lb] 10,259 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 10,259 0.650 1.000 6,668 348 32 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 5 6/24/2024 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ca,min [in.]y c,N 2 4.000 12.000 1.000 cac [in.]kc l a f' c [psi] 8.750 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 144.00 144.00 1.000 1.000 8,046 Results Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb] 16,092 0.700 1.000 1.000 11,264 348 33 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 6 6/24/2024 4.3 Concrete edge failure in direction y- Vcb = (AVc AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da)0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.] 12.000 12.000 1.000 6.000 4.000 l a da [in.]f' c [psi]y parallel,V 1.000 0.625 3,500 2.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 180.00 648.00 1.000 1.732 19,728 Results Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb] 18,983 0.700 1.000 1.000 13,288 348 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.498 0.052 5/3 32 OK bNV = bz N + bz V <= 1 34 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 7 6/24/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (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 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (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 17.10.5.3 (c) / Section 17.10.6.3 (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 17.10.5.3 (d) / Section 17.10.6.3 (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 w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! 35 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 8 6/24/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -0.000 0.000 12.000 -12.000 - 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4) hnom3 Profile: no profile Item number: 2210273 KB-TZ2 5/8x6 Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.625 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 4.5 in embedment, 5/8 (4) hnom3, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 36 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - Table Anchorage Page: Specifier: E-Mail: Date: 9 6/24/2024 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. 37 1401 N Tustin Ave Unit# 170 - TI1/27/2025 JOB JOB NO.DATE CLIENT BY SHEET NO. 38 U-Arm Seismic Anchorage Design 1401 N Tustin Ave Unit# 170 - TI1/27/2025 PROJECT SimonMed Santa Ana PROJECT NO. 2023-0187 DATE 6/11/2024 CLIENT BY PJP PAGE NO. U-ARM EQUIPMENT ANCHORAGE BASE ANCHORED TO CONCRETE W/ L-BRACKETS & WALL ATTACHMENT W/ L-BRACKETS TO METAL STUD WALL (ASCE 7-16) UnitID = Konica U-ARM Unit Dimensions; Width = 12 in; Depth = 18 in; Height = 82 in; Hcg = 70 in; dcg = 18 in; Unit Weight; Wp = 882 lb Anchor Dims; bT = 56 in; HT = 79 in bB = 62 in; dB = 23 in Seismic Forces (ASCE 7-10, Ch 13) Unit Parameters; ap = 1.0; Rp =2.5; Ω0 = 2; Building Parameters; Sds = 1.451; Ip = 1; Location within Building; z = 1 ft; h = 1 ft; Fpcalc = 0.4*ap*Sds*Ip*(1+2*(z/h))/Rp = 0.696; * Wp Fpmin = 0.3*Sds*Ip = 0.435; * Wp; Fpmax = 1.6* Sds* Ip = 2.322; * Wp Fp = ifelseif(Fpcalc< Fpmin, Fpmin, Fpcalc> Fpmax, Fpmax, Fpcalc) Controlling Seismic Horizontal Force; Fp = 0.696; * Wp Check Anchors at Base of Unit (Concrete Anchors) Load Combination; EF = Ω0 = 2.0 Shear, Fp Acting Away From Wall; VFB = (EF*Fp*Wp)*(1 - Hcg/HT)/2 = 70 lb Shear, Fp Acting Parallel to Wall; VSS = (EF*Fp*Wp*dcg/bB)*(1 - Hcg/HT)/2 = 20 lb Maximum Demands based on 100% / 30% Loading in Orthogonal Directions # Connections to Structure Total; ;NB = 4 Shear Demand to Connection; V = max(VFB + 0.3*VSS, 0.3*VFB + VSS)/NB = 19 lb Anchor Description; AnchorC = 3/8”Ø HILTI KB-TZ2 w/ 2” embed Shear Capacity; φVnB = 2079 lb; V/φVnB = 0.01 Check = if(V/φVnB > 1.0, “No Good, V/φVnB > 1.0”, “OK”) Demand Capacity Ratio;; DCR = V/φVnB = 0.01; Check = "OK" Check Connection at Top of Unit (Metal Stud Wall) Load Combination; EH = 0.7; 39 1401 N Tustin Ave Unit# 170 - TI1/27/2025 PROJECT SimonMed Santa Ana PROJECT NO. 2023-0187 DATE 6/11/2024 CLIENT BY PJP PAGE NO. Total Number of Connections to Backing; N = 4 Tension from Fp acting Front to Back; Tconn = EH*Fp*Wp/N * (Hcg/HT) = 95 lb Shear from Fp acting Side to Side; Vconn = (EH*Fp*Wp)/N * (Hcg/HT) = 95 lb Connection; ScrewTStud; = (4) #14 SMS to 16 ga min Allowable Tension; TStoSall = 275 lb Allowable Shear; VStoSall = 704 lb Check = ifelseif(TStoSall<Tconn, “No Good”, VStoSall<Vconn, “No Good”, if( Vconn/VStoSall + Tconn/TStoSall > 1, “No Good”, “OK”)) = "OK" Utilization; U = Vconn/VStoSall + Tconn/TStoSall = 0.48; Check = "OK" Check Backing Stud Spacing; Spacing = 16 in Moment Demands; Mxmax = Vconn*Spacing/4 = 381 lb_in Backing; “Boxed 6x16ga Track” Allowable Moment X; Mxall = 13776 lb_in; Mxmax/Mxall = 0.03 Check Backing to Stud Connection Number of Connections Backing to Stud; NStoS = 3 Demands; T = Tconn/NStoS = 32 lb V = Vconn/NStoS = 32 lb Connection; ScrewTStud; = (4) #10 SMS Allowable Tension; TStoSall = 109 lb Allowable Shear; VStoSall = 263 lb Check = ifelseif(TStoSall<T, “No Good”, VStoSall<V, “No Good”, if( V/VStoSall + T/TStoSall > 1, “No Good”, “OK”)) = "OK" Utilization; U = V/VStoSall + T/TStoSall = 0.41; Check = "OK" Check Wall Studs Stud Length; Lstud = 13.33 ft Number Studs Resisting Equipment Seismic; Nstuds = 2; Moment Demands; Mstud = Tconn*Lstud/4 = 3809 lb_in; Stud Information; Stud = “3 5/8x16ga @ 16”cc” Allowable Moment; Mstudall = 13280 lb_in Utilization; U = Mstud/Mstudall = 0.29; ← Calculated with a conservative load. OK 40 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - TYP Min 0137 Page: Specifier: E-Mail: Date: 1 6/12/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2) hnom2 Item number: 2210236 KB-TZ2 3/8x3 Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-14 / Mech Stand-off installation: Profile: Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] 41 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - TYP Min 0137 Page: Specifier: E-Mail: Date: 2 6/12/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 489; Vx = 118; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 34 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 489 118 118 0 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*489 4,869 11 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**489 1,448 34 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa [lb]f f Nsa [lb]Nua [lb] 6,493 0.750 4,869 489 3.2 Concrete Breakout Failure ANc [in.2]ANc0 [in.2]ca,min [in.]cac [in.]y c,N 36.00 36.00 ∞4.375 1.000 ec1,N [in.]y ec1,N ec2,N [in.]y ec2,N y ed,N y cp,N kcr 0.000 1.000 0.000 1.000 1.000 1.000 21 l a Nb [lb]f f seismic f Ncbg [lb]Nua [lb] 1.000 2,970 0.650 0.750 1,448 489 42 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - TYP Min 0137 Page: Specifier: E-Mail: Date: 3 6/12/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*118 2,201 6 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**118 2,079 6 OK Concrete edge failure in direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa [lb]aV,seis f f Vsa [lb]Vua [lb] 3,386 1.000 0.650 2,201 118 4.2 Pryout Strength ANc [in.2]ANc0 [in.2]ca,min [in.]kcp cac [in.]y c,N 36.00 36.00 ∞1 4.375 1.000 ec1,V [in.]y ec1,V ec2,V [in.]y ec2,V y ed,N y cp,N kcr 0.000 1.000 0.000 1.000 1.000 1.000 21 l a Nb [lb]f f seismic f Vcpg [lb]Vua [lb] 1.000 2,970 0.700 1.000 2,079 118 5 Combined tension and shear loads bN bV z Utilization bN,V [%]Status 0.338 0.057 5/3 18 OK bNV = bz N + bz V <= 1 43 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - TYP Min 0137 Page: Specifier: E-Mail: Date: 4 6/12/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • 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) / 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 w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! 44 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - TYP Min 0137 Page: Specifier: E-Mail: Date: 5 6/12/2024 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2) hnom2 Profile: - Item number: 2210236 KB-TZ2 3/8x3 Hole diameter in the fixture: - Maximum installation torque: 361 in.lb Plate thickness (input): - Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 2.5 in embedment, 3/8 (2) hnom2, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 ---- 45 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - TYP Min 0137 Page: Specifier: E-Mail: Date: 6 6/12/2024 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. 46 1401 N Tustin Ave Unit# 170 - TI1/27/2025 JOB JOB NO.DATE CLIENT BY SHEET NO. 47 Power Distribution Unit Seismic Anchorage Design 1401 N Tustin Ave Unit# 170 - TI1/27/2025 48 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 1 6/24/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2) hnom2 Item number: 2210237 KB-TZ2 3/8x3 1/2 Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 1.500 in. x 1.500 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, Custom, fc' = 3,500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 49 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 2 6/24/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 911; Vx = 403; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 54 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 911 403 403 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 911 [lb] resulting compression force in (x/y)=(-/-): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*911 4,869 19 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**911 1,713 54 OK * highest loaded anchor **anchor group (anchors in tension) 50 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 3 6/24/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.05 126,204 Calculations Nsa [lb] 6,493 Results Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb] 6,493 0.750 1.000 4,869 911 3.2 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 2.000 12.000 1.000 4.375 21 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 36.00 36.00 1.000 1.000 3,514 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 3,514 0.650 0.750 1.000 1,713 911 51 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 4 6/24/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*403 2,201 19 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**403 2,460 17 OK Concrete edge failure in direction y-**403 8,103 5 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.05 126,204 1.000 Calculations Vsa,eq [lb] 3,386 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 3,386 0.650 1.000 2,201 403 52 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 5 6/24/2024 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ca,min [in.]y c,N 1 2.000 12.000 1.000 cac [in.]kc l a f' c [psi] 4.375 21 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 36.00 36.00 1.000 1.000 3,514 Results Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb] 3,514 0.700 1.000 1.000 2,460 403 53 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 6 6/24/2024 4.3 Concrete edge failure in direction y- Vcb = (AVc AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da)0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.] 12.000 12.000 1.000 4.000 2.000 l a da [in.]f' c [psi]y parallel,V 1.000 0.375 3,500 2.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 120.00 648.00 1.000 2.121 14,734 Results Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb] 11,576 0.700 1.000 1.000 8,103 403 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.532 0.183 5/3 41 OK bNV = bz N + bz V <= 1 54 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 7 6/24/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (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 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (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 17.10.5.3 (c) / Section 17.10.6.3 (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 17.10.5.3 (d) / Section 17.10.6.3 (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 w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! 55 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 8 6/24/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 0.000 0.000 12.000 -12.000 - 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2) hnom2 Profile: no profile Item number: 2210237 KB-TZ2 3/8x3 1/2 Hole diameter in the fixture: df = 0.438 in. Maximum installation torque: 361 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.375 in. Recommended plate thickness: not calculated Hole depth in the base material: 2.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 2.5 in embedment, 3/8 (2) hnom2, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 56 1401 N Tustin Ave Unit# 170 - TI1/27/2025 www.hilti.com Hilti PROFIS Engineering 3.0.95 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | SimonMed Santa Ana - PDU Anchorage Page: Specifier: E-Mail: Date: 9 6/24/2024 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. 57 1401 N Tustin Ave Unit# 170 - TI1/27/2025 JOB JOB NO.DATE CLIENT BY SHEET NO. 58 Main Disconnect Pannel Anchorage Design 1401 N Tustin Ave Unit# 170 - TI1/27/2025 59 1401 N Tustin Ave Unit# 170 - TI1/27/2025 SHEET METAL SCREW (SMS) GENERAL NOTES 1. THE ALLOWABLE STRENGTHS ARE BASED UPON THE AISI S100-07/S2-10 AND ARE LIMITED BY ACTUAL TESTED STRENGTH OF THE SCREWS IN TENSION AND SHEAR. 2. THE ALLOWABLE STRENGTHS ARE BASED UPON THE LEAST OF THE AVERAGE TESTED TENSILE AND SHEAR STRENGTHS TABULATED FROM ICC ESR’S 1976, 2196, 1730, 1408, AND THE STEEL STUD MANUFACTURER’S ASSOCIATION (SSMA). FASTENER TYPES AND SIZES APPLY TO NON- PROPRIETARY FASTENER TYPES AND SIZES, AND DOES NOT ENDORSE A SPECIFIC MANUFACTURER. WHERE PROPRIETARY FASTENERS ARE SPECIFIED, NO EXCEPTIONS ARE TAKEN TO THE USE OF MANUFACTURER SPECIFIC VALUES THAT ARE BASED UPON THE AISI S100-07/S2-10, SECTION E4. ALL SCREW FASTENERS SHALL SATISFY ICC-ES AC118- ACCEPTANCE CRITERIA FOR SELF TAPPING SCREW FASTENERS. 3. TABLE 1 REPRESENTS ALLOWABLE TENSION AND SHEAR STRENGTHS FOR NON-PROPRIETARY SHEET METAL SCREWS FOR STEEL TO STEEL CONNECTIONS. 4. TABLES 2 AND 3 REPRESENT ALLOWABLE TENSION AND SHEAR STRENGTHS THAT INCORPORATE THE EFFECTS OF EITHER ONE (1) OR TWO (2) LAYERS OF 5/8”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a MATERIAL (OR OTHER EQUIVALENT ASTM LISTED MATERIALS IN THE AISI S100-07/S2-10, SECTION A2.1) WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MIL (18 GA) AND LIGHTER, AND MINIMUM YIELD STRENGTH OF 50 KSI FOR 54 MIL (16 GA) & HEAVIER. 10. WHERE VALUES ARE NOT GIVEN, SUCH COMBINATIONS OF SCREW SIZES & MATERIAL THICKNESS ARE NOT RECOMMENDED. 11. IF THE ATTACHMENT DETAILS RESULT IN PRYING WITH A MOMENT ARM NOT TO EXCEED 1 5/8”, THE VALUES IN TABLE 4 MAY BE USED. IF THE ATTACHMENT DETAILS RESULT IN PRYING WITH A MOMENT ARM THAT EXCEEDS 1 5/8”, THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OF THE PROJECT SHALL DETERMINE THE ALLOWABLE VALUES AND SUBMIT SUBSTANTIATION FOR THEM TO OSHPD FOR REVIEW. 12. INTERACTION OF SHEAR AND TENSION SHALL BE BASED ON T/T + V/V ≤ 1.0. 13. REFER TO NOTE 6A ON CG0.00 FOR ADDITIONAL SHEET METAL SCREW REQUIREMENTS. ALL ALL OPD No:Section Title : Sheet Title : OSHPD STANDARD GYPSUM BOARD CEILING DETAILS 5/ 9 / 2 0 1 7 9 : 0 7 : 2 9 A M GX1.30SHEET METAL SCREW GENERAL NOTES M. R. Karim OPD-0003-13 05/11/2017 REFERENCE A1 1401 N Tustin Ave Unit# 170 - TI1/27/2025 TABLE 1 SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS. Fy SHEAR (LB) 97 (12)704 704 613 302 SHEET METAL SCREW (SMS) ALLOWABLE STRENGTHS FASTENER SIZE (KSI) NO. 14 MIL (STEEL GA) 50 33 68 (14) 54 (16) 43 (18) 33 (20) TENSION (LB) 275 275 261 144 SHEAR (LB) 525 280 205 124 TENSION (LB) 525 525 205 205 263 405 405 177 159 159 109 84 303 244 164 118 94 72 165 151 79 61 SHEAR (LB) TENSION (LB) SHEAR (LB) TENSION (LB) SHEAR (LB) TENSION (LB) 0.250 IN NO. 12 0.216 IN NO. 10 0.190 IN NO. 8 0.164 IN NO. 6 0.138 IN --- - - - - - - - -- ---- NOTES: 1. SEE GENERAL NOTES ON GX1.30 FOR ADDITIONAL INFORMATION . 2. WHERE ONE OR TWO LAYERS OF GYP BOARD OCCURS BETWEEN STEEL SURFACES, THE ALLOWABLE VALUES OF TABLE 2 & 3 SHALL BE USED. 3. ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT FOR EFFECTS FROM PRYING. THE RDP IN RESPONSIBLE CHARGE OF THE PROJECT SHALL PROVIDE ADEQUATE BLOCKING/RESTRAINT TO PREVENT PRYING ACTION. WHERE PRYING OCCURS, THE VALUES AND CONSTRAINTS OF TABLE 4 SHALL BE USED. TABLE 2 - NON-PRYING CONDITION SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS. WITH ONE LAYER OF 5/8" GYP BOARD BETWEEN STEEL SURFACES. Fy SHEAR (LB) 97 (12)226 FASTENER SIZE (KSI) NO. 14 MIL (STEEL GA) 50 33 68 (14) 54 (16) 43 (18) 33 (20) TENSION (LB) 275 275 261 144 SHEAR (LB) 180 205 124 TENSION (LB) 205 205 140 100 159 159 109 84 120 120 80 118 94 72 60 60 79 61 SHEAR (LB) TENSION (LB) SHEAR (LB) TENSION (LB) SHEAR (LB) TENSION (LB) 0.250 IN NO. 12 0.216 IN NO. 10 0.190 IN NO. 8 0.164 IN NO. 6 0.138 IN --- - - - - - - - -- ---- NOTES: 1. SEE GENERAL NOTES ON GX1.30 FOR ADDITIONAL INFORMATION . 2. ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT FOR EFFECTS FROM PRYING. THE RDP IN RESPONSIBLE CHARGE OF THE PROJECT SHALL PROVIDE ADEQUATE BLOCKING/RESTRAINT TO PREVENT PRYING ACTION. WHERE PRYING OCCURS, THE VALUES AND CONSTRAINTS OF TABLE 4 SHALL BE USED. 226 226 226 180 180 180 140 140 OPD No:Section Title : Sheet Title : OSHPD STANDARD GYPSUM BOARD CEILING DETAILS 5/ 9 / 2 0 1 7 9 : 0 7 : 3 0 A M GX1.31SHEET METAL ALLOWABLE STRENGTHS - PAGES 1 OF 2 M. R. Karim OPD-0003-13 05/11/2017 REFERENCE A2 1401 N Tustin Ave Unit# 170 - TI1/27/2025 A3REFERENCE 1401 N Tustin Ave Unit# 170 - TI1/27/2025 CUSTOMER SUPPLIED TABLE AND OPERATOR CONSOLE OPERATOR CONSOLE SIDE VIEW FRONT VIEW TOP VIEW SCALE 1:20 CUSTOMER SUPPLIED TABLE 493 [19 in] 736 [29 in] 96 [4 in] 832 [33 in] 212 [8 in] 212 [8 in] 96 [ 4 i n ] 470 [19 in] 33 6 . 2 [1 3 i n ] 65 6 [2 6 i n ] FRONT VIEW TOP VIEW Indicates air flow (Convection) Center of Gravity POWER DISTRIBUTION UNIT (PDU) SCALE 1:20 Indicates air flow (Convection) Center of Gravity 900 [35.4 in] 360 [14.2 in] 15 0 [ 5 . 9 i n ] 55 0 [2 1 . 7 i n ] 90 0 [3 5 . 4 i n ] 700 [27.6 in] 235 [9.3 in] Service Area TOP VIEW Minimum air flow clearance FRONT VIEW SIDE VIEW 10 6 2 [4 1 . 8 i n ] 49 4 [1 9 . 4 i n ] 350 [13.8 in]12 9 [ 5 . 1 i n ] 150 [5.9 in] 14 0 [ 5 . 5 i n ] 22 0 [8 . 7 i n ] 389 [15.3 in] 389 [15.3 in] Seismic mounting brackets Weight: 10 kg [22 lbs] GANTRY WITH GT1700V TABLE SIDE VIEW FRONT VIEW SCALE 1:50 19 3 8 [7 6 . 3 i n ] 10 2 8 [4 0 . 5 i n ] 2050 [80.7 in] 19 3 8 [7 6 i n ] 10 2 8 [4 0 i n ] Sc a n c e n t e r l i n e 630 [25 in] 91 2 [3 5 . 9 i n ] 10 [0.4 in] 888 [35 in] 868 [34.2 in] 373 [15 in] 165 [6 in] 297.2 [11.7 in] 1039 [40.9 in] 627 [25 in] 2746 [108.1 in] 3117 [123 in] 48 8 [1 9 i n ] 10 4 6 [4 1 i n ] FrontRear DateRev /17CT-M233096-FIN-01-A.DWG A 15/FEB/2024OPTIMA CT660 GOLDSEALSimonmed Imaging Inc A5 - Equipment Dimensions (1)07 A4REFERENCE 1401 N Tustin Ave Unit# 170 - TI1/27/2025 (1)Tilting axis (2)Longitudinal axis (3)Cable inlet area (889x406 mm) (3B)Alternative cable inlets area (with rear cable cover in option) (4)8 Main anchoring points (5)8 Alternative anchoring points Center of gravity Minimum anchor embedment: 63 mm [2.5 in] (P5487992-2) or 76 mm [3 in] (2106573) ANCHORING/LOADING DISTRIBUTION TO THE FLOOR SCALE 1:20 1 3 3B 4 5 Gantry 1810 kg [3990 lbs] 2 GT1700V Table 445 kg [981 lbs] with 227 kg [500 lbs] patient 37 8 [1 4 . 9 i n ] 63 0 [ 2 4 . 8 i n ] 878 [34.6 in] 1756 [69.1 in] 878 [34.6 in] 49 8 [ 1 9 . 6 i n ] 13 2 [ 5 . 2 i n ] 678 [26.7 in] 678 [26.7 in] 420 [16.5 in] 10 [0.4 in] 889 [35 in] 40 6 [1 6 i n ] 88 5 [3 4 . 8 i n ] 85 4 [3 3 . 6 i n ] 80 [3 . 1 i n ] 90 [3 . 5 i n ] 29 7 . 2 [1 1 . 7 i n ] 232 [9.1 in] NOT TO SCALE FLOOR REQUIREMENTS FINISHED FLOOR REQUIREMENTS ·Installation requires a finish floor in the scan and control rooms ·The floor surface in the scan room directly under the gantry and table must be level. ·The floor levelness tolerance of the floor surface that the gantry and table will rest on is 6 mm [1/4 in] over a 3048 mm [10 ft] distance. ·Shims should not be used to compensate for a floor that does not meet this requirement. ·Eight or more floor covering openings that are 102 mm [4 in] in diameter are made to ensure the table and gantry rest on a solid surface. These floor penetrations can be sealed if required. ·These requirements apply to all installation types. Mi n 1 0 2 m m [4 i n ] th i c k c o n c r e t e Leveling pad Adjuster lock ring Gantry/Table stationary base Leveling screw Anchor washer 13 mm [0.5 in] min - 25 mm [1 in] max after proper torque Anchor bolt GE SUPPLIED TABLE/GANTRY ANCHORS NOTES: ·The distance from central line of anchor to the edge of concrete basement of Gantry/Table should not be less than 178 mm [7 in] ·Torque anchor to 54 Nm (40 ft-lb) 25 mm [1 in] for Table 13 mm [0.5 in] for Gantry DateRev /17CT-M233096-FIN-01-A.DWG A 15/FEB/2024OPTIMA CT660 GOLDSEALSimonmed Imaging Inc S3 - Structural Details (1)11 A5 33.6 + 34.8 +19.6 = 88 in = 7.33 ft REFERENCE 1401 N Tustin Ave Unit# 170 - TI1/27/2025 ! " # $ % & '( ) % ' ( * ) (% (% ( # + ! " # # # $# # ## ! ! " ! "" ! + ( " + # + # ( , + "" # " " " " " " ' " + # "" " " ' " " ( # + - + ! " )) " " ) ) " ) ) ) ) # )) # )) # ) ) ).!() # ) ).!()" " $ & + , # # " " # " % $ " &" " " ' " # + ' ' ! /00 " / " 1 $ 0& ( 0 + ( 2 * + 3 3 0( * ( 45 6 7 8 9 79 : ; ( $ 0& 3 *( * ( 58 ; 5 85 " 3 3 *( * ( 58 ; 5 85 " 6< ; ! ! * / # ( " " " + + * = " 1 + 0( % "%** * = " 1 *( * /! 1! * ( 1/ / /;: " , % % *% * > / " / " , % * *% , , > 000 " 1 ," % / *1 0 ,! ,> > + " + /00 " / " 1 $ 0& ( 0 + > + ( " , % 00 *% 1 + + > " 0 " * " , % %% / ?* 0 > /! 1! * " "" ( ( ( ( 0 ( * ( $ & ( ( ( (0 ( + (% ! 0 * 0 * * * / 0 0 0 0 0 / ( % + 0! /) @ '( ) % "" " + " $ ( & %1 0/ 0/ *0 *0 # %0/0/0 0 ( + & % " # 0 1 $ % & " */ "%**% / % " 0 ' '( ) ' / ! # / ' *! % '(*) ? !0@ '( ) # ! + , Bldg #101120140 Elect #20183454 Mech #40139314 APPROVALS: PLNG - H. Jacinto BLDG - CSG PUBLIC WORKS - Y. Soto 1401 N Tustin Ave Unit# 170 - TI1/27/2025 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 & 1 +)+ 0""+ )+ + = # 1401 N Tustin Ave Unit# 170 - TI1/27/2025 THIS PROJECT PARKING ACCESSIBLE ROUTE PUBLIC WAY ACCESSIBLE ROUTE PROJECT NUMBER: ISSUE DATE: SHEET TITLE: SHEET NUMBER: 633 W 5TH ST, STE 2607 LOS ANGELES, CA 90071 (213) 200-0030 WWW.GKA-ARC.COM COPYRIGHT © 2024 GKA ARCHITECTS. ALL RIGHTS RESERVED E: \ 0 0 5 P R O J E C T S \ 2 3 - 0 1 0 4 - S o a r i n g E i g h t L L C - P R O J E CT S ( 2 0 2 3 ) \ 2 4 - 0 0 4 S M I - S a n t a A n a , C A \ 0 5 D W G \ 2 4 - 0 0 4 S M I - S a n t a A n a , C A . r v t 7 / 1 0 / 2 0 2 4 2 : 5 7 : 0 3 P M 24-004 06/19/2024 SITE PLAN (REFERENCE ONLY) A-010 SI M O N M E D I M A G I N G 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SA N T A A N A , C A . 9 2 7 0 5 SA N T A A N A REV DATE DESCRIPTION NOTE: THIS SITE PLAN HAS BEEN PREPARED WITHOUT THE BENEFIT OF SURVEY AND IS BASED ON INFORMATION PROVIDED BY CLIENT OR OBTAINED THROUGH READILY AVAILABLE PUBLIC DOCUMENTS. THE EXISTING SITE INFORMATION PORTRAYED HERE SHALL BE CONSIDERED CONCEPTUAL. CONTRACTOR SHALL VERIFY SITE CONDITIONS AS NECESSARY TO ASSURE CONFORMANCE WITH THE INTENT OF THESE DRAWINGS. 1" = 30'-0"1 SITE PLAN (FOR REFERENCE ONLY) N FOR REFERENCE ONLY 1401 N Tustin Ave Unit# 170 - TI1/27/2025 , ( # # , $ $ $ # # , # # $ # # # # # # # " $ , # # $ $ , , $ , , %# # # " ' % # # # # # # ,# ' # ( %' # # , $ - , - # A - # # $ " " # " " ) # # ( " ' ( ) ,) ) ) ) ) ) ) ' * ' * * 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 & +)+ 0""+ ) + = # 1 # $ ( ( $ , 1 # ) + , 0 # "+* @ ()* = 1401 N Tustin Ave Unit# 170 - TI1/27/2025 , # * ,)) , ) " %# # # # ' $ ( # # "+* ()* , $ , # # # ) # 1"+) , , 1"+* , ) ()* 1 $ , % ' + ,( "1* # $ " + ) * ( * , ' ' * ) , ) * ( ) )1 ) + & ) +( ) * 1( ) * ( ) 0* ' , ), ) )+ ) ) )+ ' , ( * ) ( * + ) ) , ) ) )) ) , # )+ , ,# 1 ) 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 & +)+ 0""+ ) + = # "+* @ ()* -./01234256 " 1 0 & ) 1 1 + ! %' ) % 00' % ' "0* ) ) % 00' % ' "0* ) ) % 00' % ' "0* ) ) % 00' % ' "1* ) ) % 00' % ' "0* %' ) %, ' "0+* ) ) %, ' , "1* ) ) %, ' "1* ) ) %, ' "1* ) ) %, ' "1* ), ) %, ' ) "1* ,) ) %, ' ) "1* # $( 0 " & ")& , * %' ? * %' $ # # = 1401 N Tustin Ave Unit# 170 - TI1/27/2025 - & $ # 0) , +# ) * * # ) %' # # , 1 " + , , # %' 0 , %' %)' B , ' " " ' " * " ) " " , " ) * " ( , 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 +)+ 0""+ ) + = # "+* @ ()* 7 #! 8 9)&,)&(*8! &9& " & % % & : )C $ " 0*+&* ) , "&D ) " +* ) 0 " & D # +&D ) , + " 1 * +* ) 0 " % ! '# )1 0 , " ) + ) # " ! # ) 0,) # " # 1401 N Tustin Ave Unit# 170 - TI1/27/2025 # # # ,# # ) A A - 01# # # # - ) ) - 1 0) # # (("&* 1 "0* # % # ' $ # # # # # # $ # # $ , $ # # # # # # - +* ) " # & * +& * 0 * & * +& * # # " " ) (?+( " (?( " " ) );< % ! ' ' ' * ) , ) * ( ** ** ( , , *) *) 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 1 +)+ 0""+ )1 + = # "+* @ ()* 1 ! # 11 () ( ()0* ! + = 1401 N Tustin Ave Unit# 170 - TI1/27/2025 , , ! ! # $ % ' &0 # - " # # & 1&1 ) A 1 1&1 ) A + 1* % # ' 0 ) # $ - " , # &1),)+$ , , , & , , ,# , / , , ) ) 10* %' + , ) ) 1 ) + ) , # # # $ % ' "& 0 ,# # , , ,# # 0 ) - ) # ,# ) , ( ) * 1( ) * *( ) *( ) *+( ) * ) ) ) ( ) 0 * ) ( ) * ( ) 0 * &( ) 1* ) 0( ) * ( ) * ( ) * 1( ) 0 * + ) ( ) * *1( ) *+( ) * ) ) 1( ) * , $(# ) , # # 0* 1*+* " * * , # # 1"+* ) ! ( ) * 0* " * * 1* +* 1"+* # , $ # 1( ) * 1*+* , (( , ) "* ? "* # > 1()* # , C ** , " " * * C ) , ! # $ ()* , , " , " * * C ) , ! # $ ()* +*+* 1 " & * ( ) * $$ ** 1( ) + * +* $$ 1 1 " + * " + * 1 1 " + * " + * +* $$ 1 " + * 1 " + * $$ " * ** +* ( ) & " * 1( ) 1 " * "+* " + * 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 +)+ 0""+ ! , ) + = # * @ ()*+ * @ ()* %$ * @ ()*& * @ ()* * @ ()* "* @ ()* 1"&* @ ()* 1"&* @ ()*+ 1"&* @ ()*& 1"&* @ ()* 1"&* @ ()*1 1401 N Tustin Ave Unit# 170 - TI1/27/2025 + ) "&* " 1 ) )"* " + ) 1)"&* " 0 ) 0* " & ) 1)"&* " " ) " "&* > "&* 1 "&* " , + # ! ,# ! -) & , "* % ) ' ) 1 ,# 1"+ (# %0 ( (' > 1 "* 00# % ' # , # $ # # # # ) ) ) * # 1( ) * ( ) * * ( ) * ) * # +( ) * +( ) * * ( ) * 88 $ # # # $ , 5 "& # # E "& F "+ 1 , , + $ 5 ) # ) ) ) # # (( # # # 0 $ , " , $ 1 $ # + & 5 ) ) E F ) G )1"+ , H # +&* ! - - % ' 5 - - # - 0 # E - - # , - ( # # ,# - % ' )1# 1 ) # A # - % > ')& 1 > 0* %' )& + %' > 0* ) # ()* 0* 0 , + + ) = , +* 0 , # 1 ) > , + , , " " ) > +* " * % ) )0' ) )10+ +& "&* $ , , "*# > +&* (( ) = "+* ) 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 & +)+ 0""+ )& + = # 1* @ ()*+ "+* @ ()*1 "+* @ ()* "+* @ ()*+ 8 8$ 1* @ ()*1 : % 1( ) 0* ( ) * "* +( ) * ( ) * "* )1 "+* ) ) ) ") 1 1 "* @ ()* 1401 N Tustin Ave Unit# 170 - TI1/27/2025 GENERAL NOTES 100SN001 1. INTERPRETATION OF DRAWINGS & SPECIFICATIONS A. WHERE SPECIFICATIONS HAVE BEEN PREPARED FOR THIS PROJECT, THEY ARE ARRANGED IN SEVERAL SECTIONS, BUT SUCH SEPARATION SHALL NOT BE CONSIDERED AS THE LIMITS OF THE WORK REQUIRED OF ANY SEPARATE TRADE. THE TERMS AND CONDITIONS OF SUCH LIMITATIONS ARE WHOLLY BETWEEN THE CONTRACTOR AND THEIR SUBCONTRACTORS. B. IN GENERAL, THE WORKING DETAILS WILL INDICATE DIMENSIONS, POSITION AND KIND OF CONSTRUCTION, AND THE SPECIFICATIONS, QUALITIES AND METHODS. ANY WORK INDICATED ON THE WORKING DETAILS AND NOT MENTIONED IN THE SPECIFICATIONS, OR VICE VERSA, SHALL BE FURNISHED AS THOUGH FULLY SET FORTH IN BOTH. WORK NOT PARTICULARLY DETAILED, MARKED OR SPECIFIED, SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF CONSTRUCTION THAT ARE DETAILED, MARKED OR SPECIFIED. IF CONFLICTS OCCUR ON DRAWINGS AND/OR SPECIFICATIONS, THE MOST EXPENSIVE MATERIALS OR METHODS WILL PREVAIL. C. SHOULD AN ERROR APPEAR IN THE WORKING DETAILS OR SPECIFICATIONS OR IN WORK DONE BY OTHERS AFFECTING THIS WORK, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AT ONCE AND IN WRITING. IF THE CONTRACTOR PROCEEDS WITH THE WORK SO AFFECTED WITHOUT HAVING GIVEN SUCH WRITTEN NOTICE AND WITHOUT RECEIVING THE NECESSARY APPROVAL, DECISION OR INSTRUCTIONS IN WRITING FROM THE OWNER, THEN THE CONTRACTOR SHALL HAVE NO VALID CLAIM AGAINST THE OWNER, FOR THE COST OF SO PROCEEDING AND SHALL MAKE GOOD ANY RESULTING DAMAGE OR DEFECT. NO VERBAL APPROVAL, DECISION, OR INSTRUCTION SHALL BE VALID OR BE THE BASIS FOR ANY CLAIM AGAINST THE OWNER, ITS OFFICERS, EMPLOYEES OR AGENTS. THE FOREGOING INCLUDES TYPICAL ERRORS IN THE SPECIFICATIONS OR NOTATIONAL ERRORS IN THE WORKING DETAILS WHERE THE INTERPRETATION IS DOUBTFUL OR WHERE THE ERROR IS SUFFICIENTLY APPARENT AS TO PLACE A REASONABLY PRUDENT CONTRACTOR ON NOTICE THAT, SHOULD THE CONTRACTOR ELECT TO PROCEED, THEY ARE DOING SO AT THEIR OWN RISK. 2. CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS. 3. SHOP DRAWING NOTE: A. WHEN NOT ADDRESSED BY DIVISION 1 OF THE SPECIFICATIONS, SUBMITTALS SHALL BE ELECTRONIC PDF FORMAT. B. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE STRUCTURAL ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL THE CONTRACTOR INTENDS TO FURNISH AND INSTALL, AND BY DETAILING THE FABRICATION AND INSTALLATION METHODS THE CONTRACTOR INTENDS TO USE ON A STAND ALONE SET OF DOCUMENTS. DUPLICATION OF DESIGN DOCUMENTS FOR THE PURPOSE OF SHOP DRAWINGS IS NOT ACCEPTABLE. C. PRIOR TO FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER. SHOP DRAWING SUBMITTALS SHALL INCLUDE, BUT ARE NOT NECESSARILY LIMITED TO, STRUCTURAL STEEL, REINFORCING STEEL, & GLUE-LAMINATED BEAMS. D. PRIOR TO SUBMISSION THE CONTRACTOR SHALL REVIEW ALL SUBMITTALS FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS AND SHALL STAMP SUBMITTALS AS BEING "REVIEWED FOR CONFORMANCE". E. SHOP DRAWING SUBMITTALS PROCESSED BY THE STRUCTURAL ENGINEER ARE NOT CHANGE ORDERS. F. ANY DETAIL ON THE SHOP DRAWINGS THAT DEVIATES FROM THE CONTRACT DOCUMENTS SHALL CLEARLY BE MARKED WITH THE NOTE "THIS IS A CHANGE". G. SHOP DRAWINGS OR CALCULATIONS SUBMITTED FOR REVIEW THAT REQUIRE RESUBMITTAL FOR RE-REVIEW SHALL BE BILLED HOURLY FOR SUCH TIME TO THE GENERAL CONTRACTOR. RE-REVIEW WILL NOT PROCEED WITHOUT WRITTEN APPROVAL FROM THE GENERAL CONTRACTOR FOR ADDITIONAL ENGINEERING REVIEW SERVICES. 4. SAFETY NOTE: A. IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS, AS THEY APPLY TO THIS PROJECT, OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA LATEST EDITION, AND ALL OSHA REQUIREMENTS. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE DESIGN AND CONSTRUCTION OF ALL FORMS AND SHORING REQUIRED. SHORING INDICATIONS (LOCATION, DIRECTION, DURATION, ETC.) ARE ONLY SHOWN ON THE STRUCTURAL DWGS WHEN REQUIRED TO IMPLEMENT THE DESIGN INTENT OF THE FINAL WORK PRODUCT. DETERMINATION WHETHER SHORING IS REQUIRED FOR TEMPORARY OR INTERMEDIATE CONDITIONS DURING CONSTRUCTION IS WHOLLY THE RESPONSIBILITY OF THE CONTRACTOR. C. THE OWNER AND THE STRUCTURAL ENGINEER DO NOT ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS. 5. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER WHERE A CONFLICT OR DISCREPANCY OCCURS BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER PORTION OF THE CONTRACT DOCUMENTS OR EXISTING FIELD CONDITIONS. SUCH NOTIFICATION SHALL BE GIVEN IN DUE TIME SO AS NOT TO AFFECT THE CONSTRUCTION SCHEDULE. IN CASE OF A CONFLICT BETWEEN STRUCTURAL DRAWINGS AND SPECIFICATIONS THE MORE RESTRICTIVE CONDITION SHALL TAKE PRECEDENCE UNLESS WRITTEN APPROVAL HAS BEEN GIVEN FOR THE LEAST RESTRICTIVE. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL PRIOR TO COMMENCING ANY WORK. 6. WHEN CONSTRUCTION ATTACHES TO OR IS WITHIN AN EXISTING BUILDING, A COMPLETE SET OF DRAWINGS OF THE EXISTING BUILDING SHALL BE KEPT ON THE JOB SITE. CONTRACTOR TO OBTAIN THESE DRAWINGS FROM THE OWNER (IF THEY ARE AVAILABLE). 7. ANY SUBSTITUTIONS FOR STRUCTURAL MEMBERS, HARDWARE OR DETAILS SHALL BE REVIEWED BY THE ARCHITECT AND STRUCTURAL ENGINEER. SUCH REVIEW WILL BE BILLED ON A TIME AND MATERIALS BASIS TO THE GENERAL CONTRACTOR WITH NO GUARANTEE THAT THE SUBSTITUTION WILL BE ALLOWED. 8. DO NOT SCALE DRAWINGS. CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER FOR ANY DIMENSIONS NOT SHOWN. 9. THESE DRAWINGS ARE NOT COMPLETE UNTIL REVIEWED AND ACCEPTED BY LOCAL BUILDING OFFICIALS AND THE OWNER AND SIGNED BY THE STRUCTURAL ENGINEER. POST-INSTALLED ANCHORS 305SN001 1. FOR CONCRETE CONSTRUCTION, POST-INSTALLED ANCHORS SHALL BE ONE OF THE FOLLOWING: A. ADHESIVE ANCHORS FOR THRD ROD & REBAR: a. HILTI HIT-HY 200 V3 PER ESR-4868 b. HILTI HIT-RE500 V3 PER ESR-3814 c. SIMPSON SET-3G PER ESR-4057 d. DEWALT PURE 110+ ESR-3298 B. EXPANSION ANCHORS: a. HILTI KB-TZ2 PER ESR-4266 b. SIMPSON STRONG BOLT 2 PER ESR-3037 c. DEWALT POWER-STUD+ SD2, SD4 OR SD6 AS NOTED PER ESR-2502 C. SCREW ANCHORS: a. HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3027 b. SIMPSON TITEN HD PER ESR-2713 c. DEWALT SCREWBOLT+ PER ESR-3889 2. ANCHOR TYPE, SIZE & EMBEDMENT SHALL BE AS INDICATED IN DRAWINGS. POST-INSTALLED ANCHORS FOR REPAIR SHALL BE EVALUATED ON A CASE BY CASE BASIS. NOTIFY STRUCTURAL ENGINEER FOR REPAIRS. 3. ALL EMBEDMENT DEPTHS CALLED OUT IN DRAWINGS REFER TO EFFECTIVE EMBEDMENT UNLESS OTHERWISE NOTED. SEE DIAGRAM BELOW AND ICC REPORTS. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS GIVEN IN THE EVALUATION REPORT. PROVIDE MINIMUM EMBEDMENT PROVIDED IN ICC ESR REPORT UNLESS NOTED OTHERWISE. 5. PROVIDE SPECIAL INSPECTION AS INDICATED IN THE STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING AND THE EVALUATION REPORT. 6. WHEN INSTALLING POST-INSTALLED ANCHORS IN EXISTING CONCRETE OR MASONRY, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING EXISTING REINFORCING BARS. 7. ANCHORS INSTALLED FROM THE BOTTOM INTO METAL DECK WITH CONCRETE SHALL BE INSTALLED IN THE CENTER OF THE LOW FLUTE OF THE DECKING UNLESS NOTED OTHERWISE IN EVALUATION REPORT. THE DECKING SHALL HAVE A MINIMUM THICKNESS OF 20 GAUGE. THE MINIMUM THICKNESS OF THE CONCRETE ABOVE THE HIGH FLUTE OF THE METAL DECK SHALL BE AS INDICATED IN THE EVALUATION REPORT. SEE EVALUATION REPORT FOR ADDITIONAL REQUIREMENTS, INCLUDING MINIMUM DIMENSIONS FOR FLUTE WIDTH AND DEPTH. 8. THE CONCRETE SHALL HAVE ATTAINED ITS MINIMUM DESIGN STRENGTH PRIOR TO INSTALLATION OF THE ANCHORS. 9. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR INSTALLATION PER ACI 318, CHAPTER 17. 10. INSTALLER CERTIFICATION AND INSPECTION IS REQUIRED FOR HORIZONTAL AND UPWARDLY INCLINED ADHESIVE ANCHORS SUBJECTED TO SUSTAINED TENSION LOADING IN ACCORDANCE WITH ACI 318, CHAPTER 17. 11. IF TEMPERATURE OF BASE MATERIAL AT TIME OF ADHESIVE ANCHOR INSTALLATION IS 45 DEGREES FARENHEIT OR LOWER, AN "ACRYLIC" OR COLD WEATHER ADHESIVE IS REQUIRED. USE DEWALT AC200+, SIMPSON AT-XP, OR HILTI HIT-HY200 WHEN THIS OCCURS. 12. THE INSPECTION OF THE ANCHORS SHALL BE DONE BY A QUALIFIED INSPECTION AGENCY AND A REPORT OF THE INSPECTION RESULTS SHALL BE SUBMITTED TO THE GOVERNING AGENCY AND ARCHITECT/STRUCTURAL ENGINEER. INSTALLED ANCHOR DIAGRAMS EM B E D EF F E C T I V E EM B E D NO M I N A L PE R R E P O R T HO L E D E P T H EM B E D EF F E C T I V E EM B E D NO M I N A L PE R R E P O R T HO L E D E P T H EXPANSION ANCHOR SCREW ANCHOR CONCRETE 300SN001 1. CONCRETE SHALL ATTAIN 28 DAY COMPRESSIVE STRENGTH AS REQUIRED IN NOTE #28. SLUMP SHALL BE 4 INCHES ± 1 INCH WITHOUT ADMIXTURES UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS. 2. CONCRETE MIX DESIGNS SHALL BE PREPARED ACCORDING TO ACI 318 CHAPTER 26.4 AND ACI 301 SECTION 4, REVIEWED BY OWNER'S TESTING LABORATORY AND SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. 3. CEMENTITIOUS MATERIALS: CEMENT SHALL CONFORM TO ASTM C-150 TYPE II OR V. FLY ASH SHALL CONFORM TO ASTM C-618. MAX. QUANTITY OF FLY ASH BY MASS SHALL BE 25% UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS. SLAG SHALL CONFORM TO ASTM C989. MAX. QUANTITY OF SLAG BY MASS SHALL BE 25% UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS. TERNARY SYSTEMS ARE PROHIBITED. 4. CONCRETE AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5. NON-SHRINK GROUT OR DRYPACK SHALL CONSIST OF A PREMIXED NONMETALLIC FORMULA. 6. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 UNO. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706 GRADE 60. CONTRACTOR SHALL SUBMIT REBAR MILL CERTIFICATES. REINFORCING STEEL IN SPECIAL REINFORCED SHEAR WALLS OR MOMENT FRAMES, EXCEPT TIES AND HOOPS, SHALL CONFORM TO ASTM A-706. 7. ALL PREHEATING AND WELDING OF REINFORCING BARS SHALL BE DONE IN ACCORDANCE WITH AWS D1.4 LATEST EDITION AND SHALL BE CONTINUOUSLY INSPECTED BY A QUALIFIED LABORATORY. CONTRACTOR SHALL FURNISH WPS FOR ALL REBAR WELDING TO THE LABORATORY. 8. REINFORCING STEEL SHALL BE FABRICATED ACCORDING TO "MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION". 9. WIRE FABRIC SHALL CONFORM TO ASTM A1064. 10. DIMENSIONS SHOWN FOR LOCATION OF REINFORCING ARE TO THE FACE OF BARS LISTED AND DENOTE CLEAR COVERAGE. NON-PRESTRESSED, CAST-IN-PLACE CONCRETE COVERAGE SHALL BE AS FOLLOWS, UNO: CONCRETE DEPOSITED DIRECTLY AGAINST GROUND (EXCEPT SLABS)--------- 3" CONCRETE EXPOSED TO GROUND OR WEATHER BUT PLACED IN FORMS: #5 AND SMALLER-------------------------------------------------------------------------- 1-1/2" #6 AND LARGER--------------------------------------------------------------------------- 2" BEAMS & COLUMNS (TIES)------------------------------------------------------------------------- 1-1/2" BEAMS & COLUMNS (MAIN REINFORCING)-------------------------------------------------- 2" CAST-IN-PLACE WALLS (EXTERIOR FACE & SOIL SIDE)-------------------------------- SEE ABOVE CAST-IN-PLACE WALLS (INTERIOR FACE-#11 & SMALLER)--------------------------- 3/4" TILT-UP WALLS--------------------------------------------------------------------------------------- SEE DETAILS SLABS (ON FORMS)--------------------------------------------------------------------------------- 3/4" SLABS (ON GROUND)------------------------------------------------------------------------------- 2" CLEAR FROM TOP 11. SPLICES IN CONTINUOUS REINFORCEMENT SHALL BE LAPPED UNO, SEE SCHEDULE THIS SHEET. SPLICES IN ADJACENT BARS SHALL BE GREATER THAN 5'-0" APART. SPLICE CONTINUOUS BARS IN SOIL-BEARING GRADE BEAMS, STRUCTURAL SLABS ON GRADE AND MAT FOUNDATIONS AS FOLLOWS UNO: TOP BARS AT CENTERLINE OF SUPPORT; BOTTOM BARS AT MID-SPAN. SPLICE CONTINUOUS BARS IN ELEVATED SLABS AND BEAMS, ETC. AS FOLLOWS UNO: TOP BARS AT MID-SPAN; BOTTOM BARS AT CENTERLINE OF SUPPORT. ALL BARS SIZE #14 AND LARGER SHALL BE CONTINUOUS FOR FULL LENGTH SHOWN OR SPLICED WITH MECHANICAL COUPLERS AS NOTED IN DETAILS. SPLICES IN WWF SHALL BE 1-1/2 MESHES WIDE. 12. THE MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER SHALL NOT BE LESS THAN THE LARGER OF BAR DIAMETER, 1", OR 33% GREATER THAN THE MAXIMUM AGGREGATE SIZE (NOMINAL), WHICHEVER IS GREATEST. THIS REQUIREMENT ALSO APPLIES TO THE CLEAR SPACING BETWEEN DIFFERENT LAYERS OF PARALLEL BARS AND TO THE CLEAR DISTANCE BETWEEN A CONTACT LAP SPLICE AND ADJACENT SPLICES OR BARS. 13. ALL HOOKS SHALL BE STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED. AT WALLS, PROVIDE HOOKS AT ENDS OF ALL REINFORCING AT ENDS, CORNERS AND INTERSECTIONS, UNO. 14. CONSTRUCTION JOINTS SHALL BE MADE ROUGH AND ALL LAITANCE REMOVED FROM THE SURFACE. CONCRETE MAY BE ROUGHENED BY CHIPPING THE ENTIRE SURFACE, SAND BLASTING, OR RAKING THE SURFACE TO PROVIDE 1/4" DEEP DEFORMATIONS. 15. REMOVE ALL DEBRIS FROM FORMS BEFORE CASTING ANY CONCRETE. 16. REINFORCING, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC. TO BE EMBEDDED IN CONCRETE SHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE. 17. ANCHOR BOLTS (AB'S) CAST IN CONCRETE FOR WALL SILL AND LEDGER APPLICATIONS SHALL BE HEADED BOLTS WITH CUT THREADS CONFORMING TO ASTM F1554, UNO. REFER TO "WOOD" NOTES FOR ADDITIONAL REQUIREMENTS FOR BOLTS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT MATERIAL. REFER TO 'STRUCTURAL STEEL' NOTE FOR REQUIREMENTS FOR ANCHOR RODS (AR'S) CAST IN CONCRETE FOR COLUMN BASE PLATE AND STEEL EMBED APPLICATIONS. 18. WALLS SHALL BE CAST IN HORIZONTAL LAYERS OF 2'-0" MAXIMUM DEPTH. 19. CONCRETE IN WALLS, PIERS OR COLUMNS SHALL SET AT LEAST 2 HOURS BEFORE PLACING CONCRETE IN BEAMS, SPANDRELS, OR SLABS SUPPORTED THEREON. 20. HORIZONTAL WALL BARS IN MULTI-CURTAIN CAST IN PLACE WALLS SHALL BE STAGGERED. 21. DOWEL ALL VERTICAL REINFORCING IN WALLS AND COLUMNS FROM FOUNDATION WITH SAME SIZE BAR. 22. CONSOLIDATE CONCRETE PLACED IN FORMS BY MECHANICAL VIBRATING EQUIPMENT SUPPLEMENTED BY HAND-SPADING, RODDING OR TAMPING. USE EQUIPMENT AND PROCEDURES FOR CONSOLIDATION OF CONCRETE IN ACCORDANCE WITH THE RECOMMENDED PRACTICES OF ACI 309 TO SUIT THE TYPE OF CONCRETE AND PROJECT CONDITIONS. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES HOPPERS AND CHUTES OR TRUNKS OF VARIABLE LENGTHS SHALL BE USED SO THAT THE FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED 6 FEET. 23. NO WOOD SPREADERS ALLOWED. NO WOOD STAKES ALLOWED IN AREAS TO BE CONCRETED. 24. ADDITIONAL REINFORCING IN PRECAST OR TILT-UP PANELS REQUIRED FOR LIFTING STRESSES SHALL BE SUPPLIED BY CONTRACTOR. 25. PROVIDE #4x4'-0" DIAGONAL REINFORCING AT EACH REINFORCING LAYER OF SLAB AT ALL RE- ENTRANT CORNERS TYPICAL UNO. THIS APPLIES TO SLAB ON GRADE, CONCRETE OVER METAL DECK, AND ELEVATED STRUCTURAL SLAB CONDITIONS. 26. ALL SAW CUTTING SHALL BE DONE AFTER INITIAL SET HAS OCCURRED TO AVOID TEARING OR DAMAGE BY THE SAW BLADE, BUT BEFORE INITIAL SHRINKAGE HAS OCCURRED. 27. NOTIFY STRUCTURAL ENGINEER A MINIMUM OF 48 HOURS BEFORE PLACING ANY CONCRETE. 28. CONCRETE STRENGTHS & MIX PROPERTIES: F'C @ MAX AGGR MAX W/CM* ITEM 28 DAYS SIZE WEIGHT RATIO A. SLAB ON GRADE 3500 PSI 1" NW 0.45 * W/CM = WATER : CEMENTITIOUS MATERIAL RATIO DESIGN CRITERIA 100SN002 1. CODES AND STANDARDS 2022 CALIFORNIA BUILDING CODE (CBC) ASCE 7-16 ACI 318-19 AISC 360-16, 341-16, 358-16 AISI S100-16 w/ S2-20, S240-20, S400-20 TMS 402/602-16 2018 NDS, 2021 SDPWS SEISMIC: SITE CLASS D (DEFAULT) SS = 1.304 ; SDS = 1.043 RISK CATEGORY: II IP = 1.0 4.LATERAL LOADS (A) - AB - ABV - ADDL - AHU - ALT - APPROX - ARCH - (B) - BLDG - BLKG - BLW - BM - B.O. - BOF - BOTT - BRCG - BRG - BTWN - BYND - CC - CG - CJ - CJP - CL - CLG - CLR - CMU - COL - CONC - CONN - CONT - CONTR - COORD - CSK - DBL - DF - DIAG - DL - DWG - (E) - EA - EF - EJ - ELEV - EN - EOS - EQ - EW - FB - FC - FDN - FF - FRMG - FRT - FS - FTG - GA - GALV - GLB - GR - GYP - HD - HDR - HGR - HK - HORIZ - HSB - HSS - HT - OCCURS ABOVE ANCHOR BOLT ABOVE ADDITIONAL AIR HANDLING UNIT ALTERNATE APPROXIMATE ARCHITECTURAL OCCURS BELOW BUILDING BLOCKING BELOW BEAM BOTTOM OF BOTTOM OF FOOTING BOTTOM BRACING BEARING BETWEEN BEYOND CENTER TO CENTER CENTER OF GRAVITY CONSTRUCTION JOINT COMPLETE JOINT PENETRATION CENTERLINE CEILING CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONTINUOUS CONTRACTOR COORDINATE COUNTERSINK DOUBLE DOUGLAS FIR DIAGONAL DEAD LOAD DRAWING EXISTING EACH EACH FACE OR EDGE FASTENER EXPANSION JOINT ELEVATION EDGE NAILING EDGE OF SLAB EQUAL EACH WAY FACE OF BLOCK/BRICK OR FLAT BAR FACE OF CONCRETE FOUNDATION FINISH FLOOR FRAMING FIRE RETARDANT TREATED FACE OF STUD OR FAR SIDE FOOTING GAUGE OR GAGE GALVANIZED GLUED LAMINATED BEAM GRADE GYPSUM HOLDOWN HEADER HANGER HOOK HORIZONTAL HIGH STRENGTH BOLT HOLLOW STRUCTURAL SECTION HEIGHT JH - LL - LLH - LLV - LONGIT - LS - LW - MECH - MFR - MI - × - MTL - (N) - NIC - NS - NTS - NW - o/ - OH - OPNG - OSB - PC - PERP - PJP - PL - PT - PW - REINF - REQD - RWD - SC - SCH - SEOR - SHTG - SIM - SJ - SMS - SOG - SP - SPCG - SQ - STD - STFNR - STGRD - STL - STRUCT - SW - T&B - T&G - THRD - TN - T.O. - TOC - TOF - TOS - TOW - TRANS - TYP - UNO - VERT - VIF - WF - WHS - WP - WS - WWF - XS - XXS - Ø - JOIST HANGER LIVE LOAD LONG LEG HORIZONTAL LONG LEG VERTICAL LONGITUDINAL LAG SCREW LIGHTWEIGHT MECHANICAL MANUFACTURER MALLEABLE IRON MARK METAL NEW NOT IN CONTRACT NEAR SIDE NOT TO SCALE NORMAL WEIGHT OVER OPPOSITE HAND OPENING ORIENTED STRAND BOARD PIECE PERPENDICULAR PARTIAL JOINT PENETRATION PLATE PRESSURE TREATED PUDDLE WELD REINFORCING OR REINFORCEMENT REQUIRED REDWOOD SLIP CRITICAL SCHEDULE STRUCTURAL ENGINEER OF RECORD SHEATHING SIMILAR SLAB CONTROL JOINT SHEET METAL SCREW SLAB-ON-GRADE STRUCTURAL PANEL SPACING SQUARE STANDARD STIFFENER STAGGERED STEEL STRUCTURAL SHEAR WALL TOP & BOTTOM TONGUE & GROOVE THREADED TOE NAIL TOP OF TOP OF CONCRETE (SLAB UNO) TOP OF FOOTING OR TOP OF FRAMING TOP OF STEEL TOP OF WALL TRANSVERSE TYPICAL UNLESS NOTED OTHERWISE VERTICAL VERIFY IN FIELD WIDE FLANGE WELDED HEADED STUD WORK POINT WOOD SCREW WELDED WIRE FABRIC EXTRA STRONG DOUBLE EXTRA STRONG ROUND OR DIAMETER ABBREVIATIONS 100SN003 ACI 318 CBC/IBC f'c= 3500 PSI CONC LAP SPLICE LENGTHS FOR GRADE 60 REINFORCING BARS IN TENSION (Lst) 300SN002 (ALL LENGTHS SHOWN ARE IN INCHES) DEFINITIONS: LD = DEVELOPMENT LENGTH OF DEFORMED BARS IN TENSION LST = TENSION LAP SPLICE LENGTH TOP = HORIZONTAL REINFORCEMENT LOCATED SUCH THAT MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE. NOTES: 1. SCHEDULE APPLIES TO NORMAL WEIGHT CONCRETE WITH UNCOATED, GRADE 60 REINFORCING STEEL FOR #3 BARS AND LARGER. 2. ROUND UP TO THE NEAREST WHOLE NUMBER FOR ALL LENGTH CALCULATIONS. 3. Lst SHALL BE 12 INCHES MINIMUM. 4. WHERE EPOXY-COATED BARS ARE USED, MULTIPLY LAP LENGTHS BY 1.2, BUT WHERE EPOXY- COATED BARS HAVE CLEAR COVER LESS THAN 3 BAR DIA. OR CLEAR SPACING LESS THAN 6 BAR DIA., MULTIPLY LAP LENGTHS BY 1.31 FOR TOP REBAR AND 1.5 FOR OTHER REBAR. 5. WHEN LIGHTWEIGHT CONCRETE IS USED, MULTIPLY LAP LENGTHS BY 1.33. 6. WHERE CLEAR SPACING OF BARS BEING SPLICED IS LESS THAN 2 BAR DIA. OR WHERE CLEAR COVER OF BARS BEING SPLICED IS LESS THAN 1 BAR DIA., MULTIPLY LAP LENGTHS BY 1.50, UNO. 7. WHERE CLASS A LAP SPLICE IS NOTED IN DETAIL, DIVIDE LENGTHS ABOVE BY 1.30. 8. DEVELOPMENT LENGTH OF DEFORMED BARS, Ld, SHALL BE CALCULATED BY DIVIDING THE LENGTH ABOVE BY 1.30. Ld SHALL BE 12 INCHES MINIMUM. 9. WHEN SPLICING DIFFERENT SIZE BARS, Lst SHALL BE THE GREATER OF Ld OF THE LARGER BAR AND Lst OF THE SMALLER BAR. 10. INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP. INCREASE LAP LENGTHS BY 20 PERCENT FOR A THREE-BAR BUNDLE AND 33 PERCENT FOR A FOUR-BAR BUNDLE 11. THE LENGTHS SHOWN IN THE SCHEDULE SHALL BE INCREASED BY ALL APPLICABLE MULTIPLIERS LISTED IN THE NOTES ABOVE. #11#10#9#8#5 #6 #7 121 93 109 84 97 75 86 66 43 33 52 40 75 58 #4#3 35 27 26 20 A REINF LOCATION SPLICE CLASS TOP OTHER INCH POUND BAR SIZE DIAMETER (in)METRIC BAR SIZE DIAMETER (mm) #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 0.375 0.500 0.625 0.750 0.875 1.000 1.128 1.270 1.410 1.693 2.257 #10 #13 #16 #19 #22 #25 #29 #32 #36 #43 #57 9.5 12.7 15.9 19.1 22.2 25.4 28.7 32.3 35.8 43.0 57.3 STANDARD REBAR SIZES INCH AND METRIC EQUIVALENTS 300SN003 600 Q STREET, SUITE 200 SACRAMENTO, CA 95811 916 443 0303 SA N T A A N A SA N T A A N A , C A . 9 2 7 0 5 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SI M O N M E D I M A G I N G 06/19/2024 24-004 GKA ARCHITECTS. ALL RIGHTS RESERVED COPYRIGHT © 2024 WWW.GKA-ARC.COM (213) 200-0030 LOS ANGELES, CA 90071 633 W 5TH ST, STE 2607 SHEET NUMBER: SHEET TITLE: ISSUE DATE: PROJECT NUMBER: EN G I N E E R I N G C O N S U L T A N T DESCRIPTIONDATEREV 6/ 2 4 / 2 0 2 4 1 0 : 4 8 : 1 7 A M C: \ U s e r s \ K e i t h S \ O n e D r i v e - B u e h l e r E n g i n e e r i n g , I n c \D o c u m e n t s \ 2 0 2 4 - 0 1 3 7 _ S i m o n M e n S a n t a A n a _ R v t 2 3 _ C e n t r al _ k s o w l e y . r v t GENERAL NOTES S1.01 APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE GENERAL NOTES STRUCTURAL SHEET INDEX S1.01 GENERAL NOTES S1.02 GENERAL NOTES / STRUCTURAL SPECIAL INSPECTIONS & TESTING S2.01 FLOOR FRAMING PLAN S5.01 CONCRETE DETAILS S5.11 COMMON DETAILS S5.12 METAL STUD COMMON DETAILS S5.13 METAL STUD COMMON DETAILS SEOR STAMP IS APPLICABLE ONLY TO THE STRUCTURAL CONTENT OF THE FOLLOWING DETAILS ON THIS PAGE: 1401 N Tustin Ave Unit# 170 - TI1/27/2025 STRUCTURAL STEEL 500SN001 1. FABRICATION, ERECTION AND MATERIALS SHALL CONFORM WITH THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS AND THE AISC CODE OF STANDARD PRACTICE, LATEST EDITIONS ADOPTED BY THE BUILDING CODE SPECIFIED IN THE DESIGN CRITERIA NOTES, UNO. 2. ALL HOT ROLLED STEEL SHAPES, PLATES AND BARS SHALL BE NEW STEEL CONFORMING TO ASTM A6, UNO IN THE STRUCTURAL DRAWINGS. STRUCTURAL STEEL SHALL BE AS FOLLOWS: A. WIDE FLANGE AND WT SHAPES: ASTM A992 B. M- AND S- SHAPES: ASTM A572 GRADE 50 C. C- AND MC- SHAPES: ASTM A992 D. L- SHAPES: ASTM A572 GRADE 50 E. ROUND HSS: ASTM A500 GRADE C (Fy = 50 KSI) F. RECTANGULAR HSS: ASTM A500 GRADE C (Fy = 50 KSI) G. PIPE: ASTM A53, GRADE B (Fy = 35 KSI) H. BASE PLATES UP TO 4” THICK: ASTM A572 GRADE 50 I. ALL OTHER PLATE MATERIAL: ASTM A572 GRADE 50, UNO J. BUILT UP COLUMNS: ASTM A572 GRADE 50 K. PLATE GIRDERS: ASTM A572 GRADE 50 L. CONNECTION MATERIAL a. COLUMN CONTINUITY PLATES AND DOUBLER PLATES: ASTM A572 GRADE 50 b. BRACED FRAME GUSSET PLATES: ASTM A572 GRADE 50 3. ALL STRUCTURAL STEEL SHALL RECEIVE A MINIMUM OF ONE SHOP COAT OF PRIMER PAINT. DO NOT PAINT AREAS TO BE FIELD WELDED, FIREPROOFED, GALVANIZED, TO RECEIVE SLIP-CRITICAL HIGH STRENGTH BOLTS, OR TO BE EMBEDDED IN CONCRETE. PROVIDE ADDITIONAL PAINTING AS NOTED IN THE SPECIFICATIONS. 4. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS ARE PROVIDED TO ADEQUATELY BRACE THE STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING ALL BASE PLATE AND SUPPORT CONDITIONS DURING ERECTION AND BRACING AS REQUIRED. SEE AISC AND OSHA REQUIREMENTS. 5. GROUT BELOW BASE PLATES SHALL BE NON-METALLIC, NON-SHRINK GROUT WITH A MINIMUM COMPRESSIVE STRENGTH OF 10,000 PSI AT 28 DAYS UNO. COLUMN BASE PLATES SHALL BE PROMPTLY GROUTED AFTER STEEL FRAME HAS BEEN PLUMBED AND PRIOR TO INSTALLATION OF METAL DECKING. 6. STRUCTURAL STEEL BELOW GRADE SHALL HAVE 3 INCHES MINIMUM OF CONCRETE COVER. 7. STRUCTURAL BOLTS AND THREADED FASTENERS A. BOLTED CONNECTIONS SHALL CONSIST OF UNFINISHED BOLTS CONFORMING TO ASTM F3125 GRADE A325 UNO. B. WHERE HIGH-STRENGTH BOLTS ARE SPECIFIED, BOLTS CONFORMING TO ASTM F3125 GRADE A325 OR GRADE A490 SHALL BE PROVIDED AS INDICATED. HIGH STRENGTH BOLTS IN SLIP- CRITICAL AND PRETENSION JOINTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1852 FOR TWIST-OFF TYPE TENSION CONTROL BOLT PRETENSIONING OR BE PROVIDED WITH DIRECT TENSION INDICATOR WASHERS CONFORMING TO THE REQUIREMENTS OF ASTM F959. C. ANCHOR RODS CAST IN CONCRETE OR MASONRY SHALL BE HEADED BOLTS WITH CUT THREAD, FULL DIAMETER BODY STYLE CONFORMING TO ASTM F1554 GRADE 36, 55 (WELDABLE PER S1 SUPPLEMENTARY REQUIREMENTS), OR GRADE 105 AS INDICATED ON DRAWINGS. IN LIEU OF HEADED ANCHOR RODS, THREADED ROD CONFORMING TO THE ABOVE SPECIFICATIONS MAY BE USED WITH DOUBLE NUTS TIGHTENED TO PREVENT ROTATION. ANCHOR ROD PROJECTION ABOVE TOP OF FOUNDATION SHALL BE AS NOTED ON THE DRAWINGS. D. BOLTED CONNECTIONS SHALL HAVE WASHERS CONFORMING TO ASTM F436 UNO. WASHERS MAY BE OMITTED AT SNUG-TIGHTENED AND SLIP-CRITICAL CONNECTIONS, EXCEPT WHERE REQUIRED BY THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS, LATEST EDITION. E. BASE PLATES SHALL HAVE NUTS AND WASHERS AT TOP AND BOTTOM OF PLATE. WASHERS FOR BASE PLATES SHALL BE A36 SQUARE OR CIRCULAR PLATE UNLESS ASTM F844 WASHERS ARE PERMITTED. SEE BASE PLATE DETAILS FOR PLATE WASHER SIZE AND PERMISSIBLE WASHER TYPE. F. THREADED RODS SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE ON THE DRAWINGS. G. PINS: ALL PINS IN PIN CONNECTED MEMBERS SHALL CONFORM TO ASTM A36 OR ASTM A108 AS INDICATED ON THE DRAWINGS. 8. ADDITIONAL REQUIREMENTS FOR "SLIP-CRITICAL" BOLTED CONNECTIONS: A. "SLIP-CRITICAL" CONNECTIONS (A325-SC DESIGN VALUES WITH SPECIAL INSPECTION) ARE REQUIRED AT ALL MOMENT FRAME CONNECTIONS, BRACED FRAME CONNECTIONS, AT ALL CONNECTIONS ALONG CHORD LINES AND DRAG LINES (AS NOTED ON PLANS), AND UNO, AT ALL BOLTS IN OVERSIZED OR SLOTTED HOLES. B. THE SPECIAL INSPECTOR MUST BE PRESENT DURING THE INSTALLATION AND TIGHTENING OPERATION OF "SLIP-CRITICAL" CONNECTIONS. 9. PROVIDE 3/4" DIAMETER STITCH BOLTS AND RING FILLS, SPACED AT NOT MORE THAN 2'-0" ON CENTER AT ALL DOUBLE ANGLE MEMBERS UNO. 10. AT WOOD TO STEEL PARALLEL CONTACT, BOLT WITH 1/2" DIAMETER BOLTS AT MAXIMUM 24"CC UNLESS NOTED OTHERWISE IN THE DRAWINGS. 11. BOLT HOLES SHALL BE AISC STANDARD HOLES UNLESS SPECIFIED OTHERWISE. USE STANDARD AISC GAGE AND PITCH FOR BOLTS EXCEPT AS NOTED OTHERWISE. 12. WELDING SHALL BE DONE BY THE ELECTRIC ARC PROCESS IN ACCORDANCE WITH AMERICAN WELDING SOCIETY STANDARDS, USING ONLY CERTIFIED WELDERS. ALL GROOVE WELDS SHALL HAVE COMPLETE PENETRATION UNLESS NOTED OTHERWISE. ALL ELECTRODES FOR WELDING SHALL COMPLY WITH AWS D1.1 AND D1.8 AS APPLICABLE, E70 SERIES MINIMUM. 13. WELD LENGTHS SPECIFIED ON PLANS ARE THE NET EFFECTIVE LENGTHS REQUIRED. 14. MINIMUM FILLET WELDS: (T = THICKNESS OF THINNER PART JOINED) 3/16" @ T < 1/2" 1/4" @ T < 3/4" 5/16" @ T > 3/4" 15. WELDING PROCEDURE SPECIFICATIONS (WPS) FOR SHOP AND FIELD PREQUALIFIED WELD JOINTS AND WELD JOINTS QUALIFIED BY TEST SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER AND THE OWNER’S TESTING LABORATORY PRIOR TO FABRICATION. ALL WELDING PROCEDURE ITEMS SUCH AS BASE METALS, WELDING PROCESSES, FILLER METALS AND JOINT DETAILS THAT MEET THE REQUIREMENTS OF AWS D1.1 SECTION 3 SHALL BE CONSIDERED AS PREQUALIFIED. ANY CHANGE OR SUBSTITUTION THAT IS BEYOND THE RANGE OR TOLERANCE OR REQUIREMENTS FOR PREQUALIFICATION SHALL BE QUALIFIED BY TEST PER AWS D1.1 SECTION 4 PART B. SUBMIT TEST REPORTS SHOWING SUCCESSFUL PASSAGE OF QUALIFICATION TESTS FOR ALL NON-PREQUALIFIED WELDING PROCEDURE SPECIFICATIONS. STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING 110SN001 1. SPECIAL INSPECTIONS AND TESTING SHALL BE PROVIDED BY A TESTING AND INSPECTION AGENCY, EMPLOYED BY THE OWNER (OR OWNER'S AUTHORIZED AGENT), AND APPROVED BY THE BUILDING OFFICIAL TO PROVIDE SPECIAL INSPECTIONS AND TESTING FOR THE PARTICULAR TYPE OF CONSTRUCTION. 2. TABLES OF SPECIAL INSPECTIONS AND TESTING ARE DERIVED FROM THE STRUCTURAL PROVISIONS OF THE CBC AND REFERENCED STANDARDS AND ARE FOR REFERENCE ONLY. THE INCLUDED TABLES ARE PROVIDED FOR THE CONVENIENCE OF THE OWNER, TESTING AGENCY AND CONTRACTOR IN DEVELOPING THE SCOPE OF WORK FOR REQUIRED TESTING AND INSPECTION OF STRUCTURAL MATERIALS AND COMPONENTS. FINAL DEFINITION OF THIS SCOPE OF WORK IS TO BE DETERMINED BY THE TESTING AGENCY AND THE OWNER (OR OWNER'S AUTHORIZED AGENT). 3. FREQUENCY OF SPECIAL INSPECTIONS AND TESTING SHALL BE, AT A MINIMUM, AS NOTED FOR THE INDIVIDUAL ELEMENTS WITHIN THE TABLES BELOW. THE CONTRACTOR SHALL COORDINATE TIMING OF SPECIAL INSPECTIONS AND TESTING WITH THE SPECIAL INSPECTION AND TESTING AGENCY. 4. PRIOR TO THE START OF CONSTRUCTION, THE TESTING AND INSPECTION AGENCY SHALL PROVIDE DOCUMENTATION TO THE BUILDING OFFICIAL DEMONSTRATING COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING OF THE SPECIAL INSPECTORS WHO WILL PERFORM THE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION, IN ACCORDANCE WITH CBC SECTION 1704.2.1. 5. THE TESTING AND INSPECTION AGENCY SHALL SUBMIT REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER OF RECORD AND THE CONTRACTOR, PER CBC SECTION 1704.2.4. THE REPORTS SHALL INDICATE WHETHER WORK INSPECTED OR TESTED CONFORMED TO THE APPROVED CONSTRUCTION DOCUMENTS. ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF DISCREPANCIES ARE NOT CORRECTED, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER OF RECORD. 6. SPECIAL INSPECTION AND TESTING RECORDS SHALL BE RETAINED BY THE CONTRACTOR ON SITE UNTIL COMPLETION OF CONSTRUCTION. 7. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT TO THE BUILDING OFFICIAL ACKNOWLEDGING RESPONSIBILITY FOR CONSTRUCTION OF THE MAIN LATERAL-FORCE RESISTING SYSTEM PRIOR TO COMMENCEMENT OF THAT WORK AS REQUIRED BY CBC SECTION 1704.4. 8. THE OWNER OR THE OWNER'S AUTHORIZED AGENT SHALL SUBMIT TO THE BUILDING OFFICIAL, A FINAL REPORT DOCUMENTING SPECIAL INSPECTIONS AND TESTS PER CBC SECTION 1704.2.4, AND REPORTS AND CERTIFICATES PER CBC SECTION 1704.5. 9. ALL SOILS AND FOUNDATION EXCAVATION INSPECTIONS SHALL BE BY THE GEOTECHNICAL ENGINEER OF RECORD, OR A GEOTECHNICAL FIRM HIRED BY THE OWNER PER CBC SECTION 1705.6. 10. SPECIAL INSPECTION IS REQUIRED FOR ALL SHOP FABRICATED MEMBERS OR ASSEMBLIES UNLESS WAIVED PER THE EXCEPTIONS IN CBC SECTION 1704.2.5. 11. DEFINITIONS: a. CONTINUOUS - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS CONTINUOUSLY PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED. b. PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. c. QUALITY ASSURANCE (QA) - MONITORING AND INSPECTION TASKS PERFORMED BY AN AGENCY OR FIRM OTHER THAN THE FABRICATOR OR ERECTOR TO ENSURE THAT THE MATERIAL PROVIDED AND WORK PERFORMED BY THE FABRICATOR AND ERECTOR MEET THE REQUIREMENTS OF THE APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. QUALITY ASSURANCE INCLUDES THOSE TASKS DESIGNATED 'SPECIAL INSPECTION' BY THE APPLICABLE CODE. d. QUALITY CONTROL (QC) - CONTROLS AND INSPECTIONS IMPLEMENTED BY THE FABRICATOR OR ERECTOR, AS APPLICABLE, TO ENSURE THAT THE MATERIAL PROVIDED AND WORK PERFORMED MEET THE REQUIREMENTS OF THE APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. e. OBSERVE (O) - OBSERVE THESE ITEMS ON A RANDOM BASIS (DAILY FOR LFRS). OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. f. PERFORM (P) - PERFORM THOSE TASKS PRIOR TO FINAL ACCEPTANCE FOR EACH ITEM OR ELEMENT. g. DOCUMENT (D) - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORT NEED NOT PROVIDE DETAILED MEASUREMENTS FOR JOINT FIT-UP, WPS SETTINGS, COMPLETED WELDS, OR OTHER INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED. FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND FLOOR OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH THE CONTRACT DOCUMENTS AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY REPAIRED SHALL BE NOTED IN THE INSPECTION REPORT. 12. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED DURING CONSTRUCTION ON THE WORK SHOWN IN THE CONSTRUCTION DOCUMENTS AS REQUIRED BY CBC CHAPTER 17, THE TABLES LISTED BELOW, AND THE JURISDICTION'S SPECIAL INSPECTION AND TESTING FORM. IF DISCREPANCIES ARE NOTED, CONTACT THE SEOR. ALL EXCEPTIONS INCLUDED IN CBC CHAPTER 17 ARE PERMITTED TO BE USED. • CONCRETE CONSTRUCTION • POST-INSTALLED ANCHORS TYPE CONCRETE CONSTRUCTION - REQUIRED SPECIAL INSPECTIONS AND TESTS CBC TABLE 1705.3 110SN301 CONTINUOUS REFERENCED STANDARD aPERIODIC 1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY PLACEMENT. ACI 318 CH. 20, 25.2, 25.3, 26.6.1-26.6.3 - X 2. REINFORCING BAR WELDING:AWS D1.4 ACI 318: 26.6.4 A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" C. INSPECT ALL OTHER WELDS - X - X X - 3. INSPECT ANCHORS CAST IN CONCRETE. ACI 318: 17.8.2 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS. b ACI 318: 17.8.2.4, 17.8.2 A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS. x - B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.A. - X 5. VERIFY USE OF REQUIRED DESIGN MIX. ACI 318: CH. 19, 26.4.3, 26.4.4 - X 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. ASTM C172 ASTM C31 ACI 318: 26.5, 26.12 X - 7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. ACI 318: 26.5 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. ACI 318: 26.5.3-26.5.5- X 9. INSPECT PRESTRESSED CONCRETE FOR: ACI 318: 26.10 A. APPLICATION OF PRESTRESSING FORCES B. GROUTING OF BONDED PRESTRESSING TENDONS. 10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. ACI 318: CH. 26.9- X 13. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. ACI 318: 26.11.2- X 14. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. ACI 318: 26.11.1.2(b)- X A. WHERE APPLICABLE, SEE SECTION 1705.13. B. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF THE WORK. - X X - X - X - 11. FOR PRECAST CONCRETE DIAPHRAGM CONNECTIONS OR REINFORCEMENT AT JOINTS CLASSIFIED AS MODERATE OR HIGH DEFORMABILITY ELEMENTS (MDE OR HDE) IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F, INSPECT SUCH CONNECTIONS AND REINFORCEMENT IN THE FIELD FOR: ACI 318: 26.13.1.3 A. INSTALLATION OF THE EMBEDDED PARTS. B. COMPLETION OF THE CONTINUITY OF REINFORCEMENT ACROSS JOINTS. X - X - X - ACI 550.5 C. COMPLETION OF CONNECTIONS IN THE FIELD. 12. INSPECT INSTALLATION TOLERANCES OF PRECAST CONCRETE DIAPHRAGM CONNECTIONS FOR COMPLIANCE WITH ACI 550.5. ACI 318: 26.13.1.3- X COLD-FORMED METAL FRAMING 540SN001 1. GALVANIZED SHEET STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MILS (18 GA) AND THINNER AND ASTM A653, STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 50 KSI FOR 54 MILS (16 GA) AND THICKER. HOT-ROLLED CARBON SHEET AND STRIP STEEL USED IN THE FABRICATION OF COLD- FORMED MEMBERS SHALL CONFORM TO ASTM A1011 WITH A RUST INHIBITIVE COATING. ALL CFS MEMBERS ARE TO BE COATED IN ACCORDANCE WITH THE OPTIONS SHOWN IN PARAGRAPH 4.3 AND TABLE 1 OF ASTM C955 AND SHALL HAVE A MINIMUM COATING PROTECTION LEVEL OF CP 60. 2. METAL STUDS AND JOISTS SHALL BE OF SIZE AND THICKNESS SHOWN ON DRAWINGS WITH THE MINIMUM EFFECTIVE SECTION PROPERTIES SHOWN IN THE TABLE(S). 3. MINIMUM THICKNESS SHOWN IN TABLE FOR THE THICKNESS SPECIFIED REPRESENTS 95% OF DESIGN THICKNESS PER AISI S240. 4. METAL FRAMING SHALL BE PER ICC-ES NO. 3064P OR ICC-ES 4205. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING AGENCY APPROVAL FOR ANY SUBSTITUTIONS. 5. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE-SHEET STEEL". WELDERS SHALL BE AWS CERTIFIED. WELDING RODS: E60XX MIN (43 MIL AND THINNER), E70XX MIN (54 MIL AND THICKER). 6. SMS SHALL BE PER ONE OF THE FOLLOWING: A. GRABBER CONSTRUCTION PRODUCTS INC PER ESR-1271 B. PRIMESOUCE BUILDING PRODUCTS PER ESR-1408 C. ITW BUILDEX PER ESR-1976 D. ITW BUILDEX PER ESR-3223 E. HILTI PER ESR-2196 F. PORTEOUS FASTENER PER ESR-3231 G. ELCO CONSTRUCTION PRODUCTS PER ESR-3294 H. SIMPSON STRONG-TIE COMPANY PER ESR-3006 7. SMS MUST BE INSTALLED WITH THE FOLLOWING MINIMUM DIMENSIONAL LIMITATIONS: WHERE MULTIPLE FASTENERS ARE USED, SCREWS ARE TO HAVE A CENTER-TO-CENTER SPACING OF AT LEAST 3 TIMES THE NOMINAL DIAMETER (D). SCREWS ARE TO HAVE A CENTER-OF-SCREW TO EDGE-OF-STEEL DIMENSION OF AT LEAST 1.5 TIMES THE NOMINAL DIAMETER (D) OF THE SCREW. 8. ALL SCREWS ARE TO PROTRUDE A MINIMUM OF THREE FULL THREADS BEYOND THE CONNECTED PARTS, UNLESS OTHERWISE NOTED. WHERE THE CONNECTED PARTS ARE DIFFERENT THICKNESS, THE SCREW IS TO FIRST PENETRATE THE THINNER MEMBER, THEN PENETRATE THICKER PART, MEANING, THE SCREW HEAD IS IN CONTACT WITH THE THINNER MEMBER, UNLESS OTHERWISE NOTED. 9. TYPICAL METAL TRACK SHALL BE SAME GAUGE AS STUDS WHICH IT SUPPORTS, UNPUNCHED, WITH A FLANGE WIDTH OF 1 1/4 INCHES AND A DEPTH EQUAL TO THE NOMINAL STUD PLUS 2 TIMES THE TRACK THICKNESS PLUS THE RADIUS. NESTED TRACKS SHALL BE FABRICATED TO FILL THE OUTSIDE OF A TYPICAL METAL TRACK. DEEP LEG TRACKS SHALL HAVE A MINIMUM FLANGE WIDTH OF 2 INCHES. USE SLOTTED SLIP TRACKS WHERE SPECIFIED. SEE SECTIONS AND TYPICAL METAL STUD DETAILS. 10. METAL STUDS AND JOISTS SHALL NOT HAVE PUNCH-OUTS CLOSER THAN 10" CLEAR FROM THE END OF THE MEMBER OR AT INTERMEDIATE LATERAL BEARING POINTS OF THE MEMBER. METAL STUDS WHICH ARE PART OF BUILT-UP HEADER SECTIONS SHALL BE UNPUNCHED FULL LENGTH. GAUGE/MIL MIN THICKNESS DEPTH "D" 2 1/2" 3 5/8" 4" 6" 8" 0.235 SxIx 0.0329 0.0428 0.0538 0.0677 20/33 18/43 16/54 14/68 1 5/8" S STUDS & JOISTS 0.180 0.302 0.240 0.370 0.284 0.450 0.357 0.551 0.268 0.710 0.372 0.873 0.444 1.069 0.574 0.6481.3460.4981.0980.4170.8920.2990.692 1.1643.5250.9162.8600.7672.3160.5771.793 1.6637.0701.2295.6001.0194.5000.7103.384 Ix Sx Ix Sx Ix Sx DESIGNATION S162-33 S162-43 S162-54 S162-68 - - - - 14.298 1.914 18.390 2.645 - - 7.523 1.302 9.391 1.572 11.978 2.154 12" 10" COLD-FORMED METAL FRAMING SECTION PROPERTIES - SSMA C STUDS & JOISTS - S162 SECTIONS 1,2 540SN002 1/ 2 " T Y P TYP "D " NOTES: 1. FOR COMPLETE SECTION DESIGNATIONS IN ACCORDANCE WITH SSMA OR SFIA STANDARDS, ADD MEMBER DEPTH TO FRONT OF INDICATED DESIGNATION. EXAMPLE: FOR 3 5/8" MEMBER WITH GAUGE/MIL OF 18/43, THE FULL DESIGNATION IS 362S162-43. 2. SECTION PROPERTIES SHOWN ARE EFFECTIVE PROPERTIES CONFORMING TO AISI A7.2 PER SSMA OR SFIA STANDARDS FOR MATERIAL STRENGTH NOTED IN COLD-FORMED METAL FRAMING NOTES. TYPE CONCRETE CONSTRUCTION - POST-INSTALLED ANCHORS REQUIRED SPECIAL INSPECTIONS AND TESTS CBC TABLE 1705.3 110SN302 CONTINUOUS REFERENCED STANDARDPERIODIC 1. INSPECT ANCHORS POST- INSTALLED IN HARDENED CONCRETE MEMBERS. a,b ACI 318: 17.8.2.4, 17.8.2 A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS. X - B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 1.A. - X A. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF THE WORK. B. SEE THE POST-INSTALLED ANCHOR NOTES FOR ADDITIONAL INFO. 600 Q STREET, SUITE 200 SACRAMENTO, CA 95811 916 443 0303 SA N T A A N A SA N T A A N A , C A . 9 2 7 0 5 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SI M O N M E D I M A G I N G 06/19/2024 24-004 GKA ARCHITECTS. ALL RIGHTS RESERVED COPYRIGHT © 2024 WWW.GKA-ARC.COM (213) 200-0030 LOS ANGELES, CA 90071 633 W 5TH ST, STE 2607 SHEET NUMBER: SHEET TITLE: ISSUE DATE: PROJECT NUMBER: EN G I N E E R I N G C O N S U L T A N T DESCRIPTIONDATEREV 6/ 2 4 / 2 0 2 4 1 0 : 4 8 : 1 8 A M C: \ U s e r s \ K e i t h S \ O n e D r i v e - B u e h l e r E n g i n e e r i n g , I n c \D o c u m e n t s \ 2 0 2 4 - 0 1 3 7 _ S i m o n M e n S a n t a A n a _ R v t 2 3 _ C e n t r al _ k s o w l e y . r v t GENERAL NOTES / STRUCTURAL SPECIAL INSPECTIONS & TESTING S1.02 APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE GENERAL NOTES APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE STRUCTURAL SPECIAL INSPECTIONS AND TESTING SEOR STAMP IS APPLICABLE ONLY TO THE STRUCTURAL CONTENT OF THE FOLLOWING DETAILS ON THIS PAGE: 1401 N Tustin Ave Unit# 170 - TI1/27/2025 5 1 / 8 x 1 8 " G L B T Y P 5 2 1 7 3 6 4 8 9 (E) 4" SOG TO REMAIN MIN 1'-0" GC TO VERIFY MIN THICKNESS OF SLAB TO BE 6" OR MORE TO REUSE. OTHERWISE CUT & REPLACE w/ 6" CIP CONCRETE SLAB w/ #4 @ 16"CC TYP SEECT ANCHORED USING (4) 5/8"Ø HILTI KB-TZ2 w/ 4" MIN EMBEDMENT PROVIDE MIN (3) FULL HT STUDS & BLKG PER & MOUNT 2"x12" WOOD BOARD PER MFR @ 74.5" ABV FF 4 S5.11 GC TO FIELD VERIFY MIN ANCHORAGE OF WALL BASE & TOP TRACK @ BACKING LOCS TO BE PAF'S @ EA STUD (3 MIN) OR ADD (2) 3/8" HILTI KB-TZ2 w/ 2" EMBEDMENT @ BASE & TOP OF WALL (4) 3/8" HILTI KB-TZ2 w/ 2" EMBEDMENT 2 S5.01 GC TO VERIFY FLOOR LEVELNESS MEETS MFR REQUIREMENTS OF 1/4" DIFFERENCE IN 10'-0"PATIENT TABLE ANCHORED (4) 5/8"Ø HILTI KB-TZ2 w/ 4" MIN EMBEDMENT CABINET ANCHORED USING (4) 3/8" HILTI KB-TZ2 w/ 2" EFF. EMBED CONSOLE ANCHORED w/ (3) 3/8" HILTI KB-TZ2 w/ 1 7/8" EFF. EMBED UPS ANCHORED w/ (4) 1/2" HILTI KB-TZ2 w/ 2" EFF. EMBED PANEL FASTENED TO BACKING w/ (4) #12 TEK SCREWS PER PDU ANCHORED USING (4) 3/8" HITLI KB- TZ2 w/ 2" EFF. EMBED CABINET ANCHORED w/ (4) 1/2" HILTI KB-TZ2 w/ 2" EFF. EMBED 12 S5.12 NOTE: LOCATE ANCHORS IN HOLES PROVIDED BY THE MANUFACTURER. HOLE SIZES THAT EXCEED 3/16" GREATER THAN ANCHOR DIAMETER SHALL REQUIRE WELD WASHERS. PLEASE CONTACT SEOR SHOULD THIS CONDITOIN OCCUR. ID DESCRIPTION WT (LBS) WALL FLOOR COUNTERTOP SUSPENDED MOUNTING ANCHORAGE DETAIL COMMENTS EQUIPMENT SCHEDULE 1 X X GANTRY 3991 1481 176 2 3 4 5 6 7 GE STORAGE CABINET OPERATORS CONSOLE PARTIAL UPS POWER DISTRIBUTION UNIT MAIN DISCONNECT PANEL GT1700V TABLE 265 816 46 150 X X X X X 8 U-ARM SYSTEM 887 XX 9 GENERATOR CABINET 210 X INCLUDES 500# PATIENT WEIGHT 20'-0" TYP 20 ' - 0 " T Y P (E) 6x6x1/2 HSS COLS (E) 6 1/2" THK CONC LOAD-BEARING WALL PANELS (E) 2x14 DF#1 @ 16"CC TYP (E) 3/4" STRUCTURAL PLYWOOD w/ 1 1/2" NWC TOPPING SHIELDING TO BE ATTACHED PURLINS @ 16"CC PROVIDE BLKG AS REQUIRED FOR SHIELDING ANCHORAGE BY SUPPLIER SHIELDING & ANCHORAGE BY OTHERS COORDINATE USE OF BLKG AS REQD BASED ON SHIELDING SPACING SHADING INDICATES (N) SHIELDING BLW STRUCTURE ABV @ 4 PSF MAXIMUM 600 Q STREET, SUITE 200 SACRAMENTO, CA 95811 916 443 0303 SA N T A A N A SA N T A A N A , C A . 9 2 7 0 5 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SI M O N M E D I M A G I N G 06/19/2024 24-004 GKA ARCHITECTS. ALL RIGHTS RESERVED COPYRIGHT © 2024 WWW.GKA-ARC.COM (213) 200-0030 LOS ANGELES, CA 90071 633 W 5TH ST, STE 2607 SHEET NUMBER: SHEET TITLE: ISSUE DATE: PROJECT NUMBER: EN G I N E E R I N G C O N S U L T A N T DESCRIPTIONDATEREV 6/ 2 4 / 2 0 2 4 1 0 : 4 8 : 1 9 A M C: \ U s e r s \ K e i t h S \ O n e D r i v e - B u e h l e r E n g i n e e r i n g , I n c \D o c u m e n t s \ 2 0 2 4 - 0 1 3 7 _ S i m o n M e n S a n t a A n a _ R v t 2 3 _ C e n t r al _ k s o w l e y . r v t FLOOR FRAMING PLAN S2.01-1/4" = 1'-0"PARTIAL FLOOR FRAMING PLAN S2.01 A 000EA001 -1/4" = 1'-0"PARTIAL 2ND FLOOR RC PLAN MOUNTING PAGE # SEOR STAMP IS APPLICABLE ONLY TO THE STRUCTURAL CONTENT OF THE FOLLOWING DETAILS ON THIS PAGE: 1401 N Tustin Ave Unit# 170 - TI1/27/2025 #3 DOWELS @ 18"CC MID- DEPTH w/ 3" MIN EMBED IN (E) SLAB USING ADHESIVE MATCH (E) VAPOR RETARDER AS OCCURS; REPAIR VAPOR RETARDER PER MFR'S INSTRUCTIONS #3 @ 18"CC MAX (2 MIN) BACKFILL BY OTHERS TRENCH 12" WIDE MIN (E) SLAB NOTES: 1. SCAN SLAB PRIOR TO SAWCUTTING TO AVOID ANY EXISTING CONDUIT OBSTRUCTIONS. 2. PROVIDE STD HOOK WHERE DOWEL LENGTH IN NEW CONC IS LESS THAN 12". 3. TENSION TEST NOT REQD FOR SHEAR DOWELS ACROSS COLD JOINTS IN EXTERIOR SLAB ON GRADE WHERE THE SLAB IN NOT PART OF THE LFRS. PIPE OR CONDUIT AS OCCURS PER MEP DRAWINGS 2" M I N MATCH (E) SLAB THICKNESS, 4" MIN WHERE TRENCH WIDTH EXCEEDS 4'-0" SEE (E) SUB BASE; MATCH EXISTING WHERE DISTURBED 8" MIN TYP 4" MAX 2 S5.01 #3 DOWELS x 18" LONG w/ 3" EPOXY EMBEDMENT @ 18"CC REPLACEMENT SLAB THICKNESS TO MATCH (E) SLAB NOTE: WHERE (E) SLAB IS NOT REINFORCED, ONLY DOWELS ARE REQUIRED. REPLACEMENT SLAB NEED NOT BE REINFORCED. 2" M I N EQ EQ (E) SLAB SLAB ON GRADE WHERE (E) SLAB BASE IS DISTURBED, REPLACE TO MATCH (E) CONDITIONS. IF (E) VAPOR RETARDER IS DAMAGED, REPAIR PER MFR INSTRUCTIONS WHERE (E) SLAB IS REINFORCED, PROVIDE EQUIVALENT REINFORCING IN REPLACEMENT SLAB w/ #3 @ 18"CC MIN SAWCUT (E) CONC, SHADED AREA TO BE REMOVED DRILL 1 1/2"Ø MAX HOLE EA CORNER PRIOR TO SAWCUT CAREFULLY REMOVE REMAINING WEDGE, DO NOT OVERCUT (E) CONC TO REMAIN SAWCUT NOTE: USE NON-DESTRUCTIVE MEANS SUCH AS SCANNING TO LOCATE EMBEDDED ITEMS PRIOR TO CUTTING. 600 Q STREET, SUITE 200 SACRAMENTO, CA 95811 916 443 0303 SA N T A A N A SA N T A A N A , C A . 9 2 7 0 5 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SI M O N M E D I M A G I N G 06/19/2024 24-004 GKA ARCHITECTS. ALL RIGHTS RESERVED COPYRIGHT © 2024 WWW.GKA-ARC.COM (213) 200-0030 LOS ANGELES, CA 90071 633 W 5TH ST, STE 2607 SHEET NUMBER: SHEET TITLE: ISSUE DATE: PROJECT NUMBER: EN G I N E E R I N G C O N S U L T A N T DESCRIPTIONDATEREV 6/ 2 4 / 2 0 2 4 1 0 : 4 8 : 1 9 A M C: \ U s e r s \ K e i t h S \ O n e D r i v e - B u e h l e r E n g i n e e r i n g , I n c \D o c u m e n t s \ 2 0 2 4 - 0 1 3 7 _ S i m o n M e n S a n t a A n a _ R v t 2 3 _ C e n t r al _ k s o w l e y . r v t CONCRETE DETAILS S5.01 DETAIL NO SCALE S5.01 1 UTILITY TRENCH AT (E) SLAB ON GRADE 310SD802 DETAIL NO SCALE S5.01 2 SLAB ON GRADE TO (E) SLAB 310SD801 DETAIL NO SCALE S5.01 3 SAWCUT OPENING IN (E) WALL OR SLAB 320SD800 APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE TYPICAL DETAILS SEOR STAMP IS APPLICABLE ONLY TO THE STRUCTURAL CONTENT OF THE FOLLOWING DETAILS ON THIS PAGE: 1401 N Tustin Ave Unit# 170 - TI1/27/2025 SILL TRACK ANCHORAGE SEE OPEN (USE COMBINED OPNG WIDTH FOR SIZING OF JAMB STUDS BTWN OPNGS) HEADER SIZE PER OPEN BRIDGING WHERE WALL FINISH DOES NOT OCCUR, SEE SILL SIZE PER CONDITION WHERE OPENING OCCURS @ DOOR/WINDOW JAMB STUDS JAMB STUDS AS FOR WINDOW OPNG FULL HT SEE OPEN OPEN FULL HT JAMB STUDS TYP, SEE INTERIOR MTL STUDS, REFERENCE ARCH FOR STUD DEPTH & SPCG; FOR GAUGE & HEIGHT LIMITATIONS SEE INFILL STUD AS NEEDED TO ACCOMMODATE OPNG SIZE SLOTTED SLIP TRACK TO MATCH STUD DEPTH SEE SILL TRACK ATTACH @ JAMB SEE TOP TRACK ATTACH @ JAMB, SEE TYPICAL TRACK ATTACH @ TOP OF WALL, SEE SILL TRACK TO MATCH STUD GAUGE, ATTACH TO STUDS PER @ MULTIPLE OPNGS 'W' 'W' 6" MIN TYP 9" MAX 6" MIN 9" MAX 6" MIN 9" MAX LAP WEBS OF TOP TRACKS @ SPLICES 1'-8" MIN w/ 18GA BENT PL CONNECT w/ (6) #10 SMS EA SIDE TYP CL TRACK SPLICE OR HOLE 11 S5.12 1 S5.13 11 S5.12 A S5.11 B S5.11 B S5.11 B S5.11 9 S5.118 S5.11 B S5.11 6 S5.11 13 S5.12 NOTES: 1. STUDS SHALL BE DEPTH AS INDICATED ON ARCH DRAWINGS AND GAUGE AS DETERMINED BY THIS SCHEDULE. 2. FOR TYPICAL WALL FRAMING CONDITIONS, SEE & . DESIGNATION CONFORMS TO STEEL STUD MANUFACTURER'S ASSOCIATION STANDARDS. 3. FOR WALL SUPPORTED CABINET INSTALLATION, SEE . 4. THE MAX HEIGHTS NOTED IN THIS SCHEDULE ARE BASED ON THE USE OF SEISMIC COMPONENT LOAD FP OR A LIVE LOAD OF 5PSF, WHICHEVER GOVERNS. INTERIOR METAL STUD PARTITIONS 16"CC SPACING DEPTH 3 5/8" MAXIMUM HEIGHT FOR METAL STUDS WITH SDS = 1.5, IP = 1.0 DEFLECTION LIMIT L/120, NON-BEARING WITH CABINET OR EQUIPMENT 3 5/8" 3 5/8" 3 5/8" 4" 4" 4" 4" 6" 6" 6" 6" 8" 8" 8" 8" GAUGE 20 18 16 14 20 18 16 14 20 18 16 14 20 18 16 14 DESIGNATION 3 362S162-33 362S162-43 362S162-54 362S162-68 400S162-33 400S162-43 400S162-54 400S162-68 600S162-33 600S162-43 600S162-54 600S162-68 800S162-33 800S162-43 800S162-54 800S162-68 MAX HEIGHT 12'-5" 16'-2" 20'-3" 22'-0" 13'-10" 18'-0" 22'-0" 24'-0" 20'-8" 25'-0" 31'-9" 35'-0" 22'-3" 30'-6" 40'-0" 44'-9" 4/S5.11 4/S5.11 3/S5.11 WALL FRAMING, SEE OR MEDICAL EQUIPMENT OR CABINETS. SEE ARCH FOR ATTACHMENT TO BACKING TRACKS BACKING TRACK BEHIND ALL ATTACHMENTS TYP SEE 12 S5.12 CEILING ATTACHMENT, SEE ARCH DWG AT INTERIOR WALLS, REDUCE SHOT PIN SPACING TO 16"CC WHERE FLOOR=MOUNTED, WALL-BRACED OR WALL-MOUNTED EQUIPMENT OCCURS 3 S5.11 2 S5.11 13 S5.12 CONCRETE SLAB OR CONCRETE OVER MTL DECK AS OCCURS OPEN OPEN JAMB STUDS PERFLOOR OR ROOF SEE PLANS DIAG BRCG @ 48"CC AND AT JAMBS PER SILL TRACK ANCHORAGE SEE & HEADER SIZE PER BRIDGING WHERE WALL FINISH DOES NOT OCCUR, SEE SILL SIZE PER JAMB STUDS AS FOR WINDOW OPNG SEE INTERIOR MTL STUDS, REFERENCE ARCH FOR STUD DEPTH & SPCG; FOR GAUGE & HEIGHT LIMITATIONS SEE SILL TRACK ATTACH @ JAMB SEE SILL TRACK TO MATCH STUD GAUGE, ATTACH TO STUDS PER LAP WEBS OF TOP TRACKS @ SPLICES 1'-8" MIN w/ 18GA BENT PL 1 1/4" CONNECT w/ (6) #10 SMS EA SIDE TYP CENTER ON DIAG BRCG HE I G H T S E E A R C H TYP WINDOW 'W' 6" MIN TYP 9" MAX TYP DOOR 'W' 6" MIN 9" MAX 6" MIN 9" MAX 6" MIN 9" MAX CL TRACK SPLICE OR HOLE A S5.11 11 S5.12 1 S5.13 B S5.11 B S5.11 B S5.11 5 S5.11 B S5.11 6 S5.11 13 S5.12 SUB-PURLINS STUD PER TYP L2x3x18GA CLIP LLV @ EA DIAG BRACE w/ (3) #10 SMS EA LEG LINE OF CEILING, SEE ARCH STUD BRACING, ATTACHMENT, AND STRONGBACK WHERE OCCURS PER STD TRACK TO MATCH GAUGE OF STUDS TYP ATTACH PER MTL STUDS SEE ARCH & PARALLEL CONDITION PERPENDICULAR CONDITION NOTES: 1. LOCATE DIAG BRCG WITHIN 12" OF JAMB STUDS AS FOLLOWS: A. ONE DIAG BRACE @ J2 B. (2) DIAG BRACES @ 12"CC @ J3 & J4 2. DIAG BRCG MAY OCCUR @ EITHER SIDE OF WALL OR STGRD @ CONTRACTOR'S OPTION. 6" B S5.11 3 S5.11 3 S5.13 3 S5.13 JAMB PER TRACK CONTINUES UNDER WINDOW OPNGS WHERE OCCUR TRACK ATTACHMENT SEE CONCRETE SLAB OR CONCRETE OVER MTL DECK AS OCCURS ATTACH EA JAMB STUD TO TRACK, SEE TRACK ATTACHMENTS @ JAMB STUDS SEE LOCATE ATTACHMENTS EQUALLY EITHER SIDE OF JAMB WHERE TRACK OCCURS ON BOTH SIDES. MTL STUD TRACK TO MATCH SIZE & GA OF STUDS 13 S5.12 13 S5.12 B S5.11 9" MAX 6" MAX 3" MIN 11 S5.12 C S5.11 NOTES: 1. USE J2 MINIMUM AT DOOR OPENINGS. 2. USE J2 AT 4'-0" MAX OPNGS IN 20GA WALLS (ALL STUD DEPTHS), 8"x18GA WALLS AND 4"x14GA WALLS. 3. USE 18GA MIN HEADERS AT 12'-0" MAX OPNGS IN 8" WALLS. 4. USE 16GA MIN HEADERS AT 16'-0" MAX OPNGS IN 3 5/8" & 4" WALLS. 5. USE 14GA MIN HEADERS AT 16'-0" MAX OPNGS IN 6" & 8" WALLS UNO. 6. USE HC4-10 HEADERS AT 16'-0" MAX OPNGS IN 8"x14GA WALLS. 7. FOR JAMB, HEADER, AND SILL DETAILS, SEE SHEET . 8. "H4-8" INDICATES HEADER TYPE AND DEPTH OF VERTICAL STUD ELEMENTS INSIDE HEADER. "HC4-8" INDICATES COMPOSITE HEADER w/ ADDL SCREW REQUIREMENTS, SEE SCHEDULE & . 9. FOR CONNECTION @ BASE OF WALL AT JAMBS SEE . 10. FOR CONNECTION @ TOP OF WALL AT JAMBS SEE . 11. 'W' WIDTH IS THE MAX WIDTH OF A SINGLE OPENING OR THE COMBINED WIDTH OF SIDE BY SIDE OPENINGS THAT SHARE A SINGLE JAMB STUD CONFIGURATION. 12. FOR HEADERS & SILLS, OPENINGS UP TO 1 1/4" MAX ARE ACCEPTABLE FOR CONDUIT. LOCATE OPENING AWAY FROM CLIPS & FLANGES. (2) HOLES MAX PER HEADER SPACED AT 8" MIN. 6/S5.11 INTERIOR WALL OPENING FRAMING SCHEDULE 'W'11 MAX WIDTH 8'-0" 12'-0" 16'-0" 4'-0" JAMBS J2 J3 J4 J11,2 H2 H4 HC4-83,8 HC4-84,5,6,8 HEADER DEFLECTION LIMIT = L/120 8"CC 8"CC 4"CC 4"CC S1 S2 S3 S4 SILL HC4-8 SCREW SPCG 3 5/8" & 4" WALLS 6" & 8" WALLS 8/S5.11 3/S5.12 S5.12 NOTE: FOR COND @ JAMB STUDS SEE . WALL PERPENDICULAR TO DECK WALL PARALLEL TO DECK 2x4 BLKG @16"CC SPANNING BETWEEN SUB-PURLINS. CONNECT TO SUB-PURLINS USING SIMPSON U24 TYP SLOTTED TRACK SEE MTL STUDS (E) SUB-PURLINS SIMPSON 1/4"x3" SDS SCREW @ 16"CC SIMPSON 1/4"x3" SDS SCREW@ 24"CC 11 S5.12 8/S5.11 SLOTTED TRACK SEE WALL PERPENDICULAR TO DECK JAMB STUDS, SEE WALL PARALLEL TO DECK CLIP ATTACHMENT AT JAMBS, SEE TRACK & PL ATTACHMENTS @ JAMB STUDS w/ WOOD SCREWS IN LIEW OF SMS SEE 11 S5.12 C S5.11 C S5.11 4 S5.13 2x4 BLKG AT EA ATTACHMENT 4x4 BLKG AT JAMB STUDS. CONNECT TO SUB-PURLINS USING SPIMSPON U44 CONNECT 2x4 TO SUB-PURLINS USING SIMSPON U24 TRACK ATTACHMENT AT JAMB STUDS NOTES: 1. SCHEDULE INDICATES TRACK ATTACHMENTS REQUIRED WHERE JAMB STUDS OCCUR. SEE TYPICAL SILL AND TOP TRACK ATTACHMENT DETAILS FOR BASIC ATTACHMENT METHODS (I.E. SHOT PINS, SMS, BOLTS, ETC.) & CONDITIONS BEYOND JAMB STUDS. 2. LOCATE ALL REQUIRED ATTACHMENTS AS CLOSE TO JAMB STUDS AS POSSIBLE. MAINTAIN ALL FASTENER SPACING AND EDGE DISTANCE REQUIREMENTS. AT SHOT PINS, SEE TYPICAL NOTES. AT SMS, MAINTAIN 1.5 x DIAMETER MIN EDGE DISTANCE & SPACING. AT BOLTS, SPACE NO CLOSER THAN 12 DIAMETERS AND NO MORE THAN 9" FROM END OF TRACK. 3. BOLTS SHOULD HAVE 4" EFFECTIVE EMBED DEPTH (MIN.) IN LIEU OF BOLTS, 1/2"Ø HILTI KB-TZ2 BOLTS w/ 3 1/4" EFFECTIVE EMBED MAY BE USED. JAMB TYPE J1 J2 J3 J4 SHOT PINS 1 2 3 4 TRACK ATTACHMENT METHOD SMS 1/2"Ø BOLTS 1 2 3 4 1 1 1 2 DETAIL NO SCALE S5.11 4 EQUIPMENT/CABINETRY BACKING 540SD016 600 Q STREET, SUITE 200 SACRAMENTO, CA 95811 916 443 0303 SA N T A A N A SA N T A A N A , C A . 9 2 7 0 5 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SI M O N M E D I M A G I N G 06/19/2024 24-004 GKA ARCHITECTS. ALL RIGHTS RESERVED COPYRIGHT © 2024 WWW.GKA-ARC.COM (213) 200-0030 LOS ANGELES, CA 90071 633 W 5TH ST, STE 2607 SHEET NUMBER: SHEET TITLE: ISSUE DATE: PROJECT NUMBER: EN G I N E E R I N G C O N S U L T A N T DESCRIPTIONDATEREV 6/ 2 4 / 2 0 2 4 1 0 : 4 8 : 2 1 A M C: \ U s e r s \ K e i t h S \ O n e D r i v e - B u e h l e r E n g i n e e r i n g , I n c \D o c u m e n t s \ 2 0 2 4 - 0 1 3 7 _ S i m o n M e n S a n t a A n a _ R v t 2 3 _ C e n t r al _ k s o w l e y . r v t COMMON DETAILS S5.11 DETAIL NO SCALE S5.11 2 FULL HEIGHT INTERIOR METAL STUD WALL 542SD011 S5.11 A 542SD037 DETAIL NO SCALE S5.11 3 PARTIAL HEIGHT INT METAL STUD WALL 542SD012 DETAIL NO SCALE S5.11 5 BRACING AT PART HT PARTITION WALL 542SD001 S5.11 B 542SD014 DETAIL NO SCALE S5.11 6 JAMB STUD AT SILL TRACK 542SD002 DETAIL NO SCALE S5.11 9 SLIP TRACK TO DECK w/ FILL w/o FIREPROOFING 542SD004 DETAIL NO SCALE S5.11 8 JAMB STUD AT TOP TRACK 542SD003 S5.11 C 540SD017 APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE TYPICAL DETAILS SEOR STAMP IS APPLICABLE ONLY TO THE STRUCTURAL CONTENT OF THE FOLLOWING DETAILS ON THIS PAGE: 1401 N Tustin Ave Unit# 170 - TI1/27/2025 J2 ALTERNATE DOUBLE STUD ATTACHMENT AT INTERIOR STUDS IN LIEU OF WELDING PL1x3x18GA @ BOTH SIDES @ 24"CC w/ #10 SMS TO EA STUD J1 J3 J4 1/8 1-24 TYP EA SIDE NOTE: JAMB STUDS TO MATCH SIZE AND GAUGE OF WALL STUDS.LIGHT GAUGE STUDS CLIP L2x2 TO MATCH STUD GA x STUD WIDTH LESS 1/2" w/ (3) #10 SMS EA LEG, T&B OF HEADER TYP STUD AND TRACK TO MATCH SIZE AND GAUGE OF WALL STUDS #10 SMS @ 12"CC TYP JAMB1 S5.12 LIGHT GAUGE STUDS (4) #10 SMS EA SIDE OF BOX HDR TRACKS TO MATCH SIZE & GA OF WALL STUDS TYP STUDS TO MATCH SIZE & GA OF WALL STUDS UNO. AT H4-8 USE 8" MIN DEEP STUDS AT H4-10 USE 10" MIN DEEP STUDS SEE CLIP L2x2 TO MATCH STUD GA x STUD WIDTH LESS 1/2" w/ (3) #10 SMS EA LEG, T&B OF HEADER TYP #10 SMS @ 12"CC TYP AT HC-4, REDUCE SCREW SPACING PER SCHEDULE JAMB1 S5.12 B S5.11B S5.11 LIGHT GAUGE STUDS TRACK TO MATCH SIZE AND GAUGE OF WALL STUDS CLIP L2x2 TO MATCH STUD GA x STUD WIDTH LESS 1/2" w/ (3) #10 SMS EA LEG JAMB1 S5.12 LIGHT GAUGE STUDS CLIP L2x2 TO MATCH STUD GA x STUD WIDTH LESS 1/2" w/ (3) #10 SMS EA LEG, T&B OF SILL TYP STUD AND TRACK TO MATCH SIZE AND GAUGE OF WALL STUDS #10 SMS @ 12"CC TYP JAMB1 S5.12 LIGHT GAUGE STUDS CLIP L2x2 TO MATCH STUD GA x STUD WIDTH LESS 1/2" w/ (3) #10 SMS EA LEG, T&B OF SILL TYP STUD AND TRACK TO MATCH SIZE AND GAUGE OF WALL STUDS #10 SMS @ 12"CC TYP JAMB1 S5.12 LIGHT GAUGE STUDS CLIP L2x2 TO MATCH STUD GA x STUD WIDTH LESS 1/2" w/ (3) #10 SMS EA LEG, T&B OF SILL TYP STUD AND TRACK TO MATCH SIZE AND GAUGE OF WALL STUDS #10 SMS @ 12"CC TYP JAMB1 S5.12 EXTERIOR INTERIOR (4) STUDS TYP TYP TRACK STUD OR TRACK TYP TRACK #10 SMS @ 12"CC STUD #10 SMS @ 12"CC TOP TRACK LAYOUT - EXTERIOR TOP TRACK LAYOUT - INTERIOR #10 SMS, TYP TRACK/WALL WIDTH +2" FULL HT TRACK STUD TRACK TRACK TYP STUD #10 SMS @ 12"CC TYP EXTERIOR INTERIOR #10 SMS @ 12"CC TYP TOP TRACK LAYOUT - EXTERIOR TOP TRACK LAYOUT - INTERIOR #10 SMS, TYP RATED CORNER STUD#10 SMS @ 12"CC NOTE: FOR WALL FINISH CONSTRUCTION SEE ARCH DRAWINGS TRACK RATED INTERSECTION #10 SMS @ 12"CC TYP TRACK STUD STUD OR TRACK STUD NOTES: 1. SEE OTHER DETAILS FOR ATTACHMENTS OF T&B TRACK TO STRUCTURE. SCREWS & SHOT PINS @ WEBS OF SLIP TRACKS SHALL BE LOCATED IN SLOTTED HOLES PROVIDED BY MFR. 2. FOR ADDL INFO @ FIRE RATED WALLS, SEE ARCH (FOR WALL TYPE, DETAILS ETC...) & MFR UL LISTING. 3. D = STUD DEPTH 4. OUTER TRACK TO BE 1.5" DEEP MIN, 2" DEEP MAX IN NESTED TRACK ALTERNATE. INNER 2 1/2" DEEP LEG TRACK, 18GA MIN OUTER TRACK 18GA MIN @ INT, 16GA MIN @ EXTERIOR TYP STUD TO TRACK STUD ENDS TO BEAR ON TRACK WEB TYP UNO TOP OR BOTTOM TRACK, HEADER OR SILL WALL STUD #10 SMS EA SIDE, EA STUD TYP WAFER HEAD SMS EA SIDE w/ SIZE PER MFR, USE #8 MIN MTL STUDS, SEE SECTIONS TYP STUD TO SLIP TRACK SLOTTED SLIP TRACK TO MATCH WALL DEPTH & GA (18GA MIN @ INT & 16GA MIN @ EXT). SPLICE @ STUDS PER MFR RECOMMENDATIONS NESTED TRACK ALTERNATE MI N 1" CL R 1 / 2 " MI N 1 1 / 2 D MI N 1 1 / 2 D GA P 1 / 2 " MI N 1 " T. O . S T U D ED G E O F W E B PU N C H - O U T WH E R E O C C U R S HI G H E S T F A S T E N E R FO R F I N I S H E S TO P O F TR A C K GY P B D AT T A C H M E N T ED G E O F W E B PU N C H - O U T WH E R E O C C U R S GAP 7/16" SINGLE BAY CONDITION CONTINUOUS CONDITION NOTE: IN LIEU OF TRACK, THE FOLLOWING BACKING OPTIONS MAY BE USED. ATTACH TO STUDS AS NOTED ABOVE: A. 6"x16GA FLAT STRAP FOR MAX LOADS OF 20 LBS/FT w/ A MAX CONCENTRATED LOAD OF 50 LBS. STRAP SHALL BE CONT OVER 3 STUDS MIN. B. 6"x16GA (600NS050-54) NOTCHED STUD BACKING BY SCAFCO OR APPROVED EQUAL. FINISH, SEE ARCH FINISH, SEE ARCH 6"x16 GA UNPUNCHED MTL BACKING TRACK, CLIP FLANGES TO CLEAR STUDS MTL STUDS (4) #10 SMS EA END BACKING PL (4) #10 SMS EA STUD TYP LAP FULL WIDTH OF STUD AT BACKING TRACK SPLICES PLAN ELEVATION ELEVATIONPLAN MTL STUDS 6"x16 GA UNPUNCHED MTL BACKING TRACK, CLIP FLANGES TO CLEAR STUDS MTL STUDS SEE SECTIONS STD TRACK TYP SHOT PIN @ 32"CC @ CL TRACK TYPICAL CONDITION CL PIN & TRACK TYP OFFSET AS REQD TO MEET EDGE DISTANCES NOTED BLW 600 Q STREET, SUITE 200 SACRAMENTO, CA 95811 916 443 0303 SA N T A A N A SA N T A A N A , C A . 9 2 7 0 5 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SI M O N M E D I M A G I N G 06/19/2024 24-004 GKA ARCHITECTS. ALL RIGHTS RESERVED COPYRIGHT © 2024 WWW.GKA-ARC.COM (213) 200-0030 LOS ANGELES, CA 90071 633 W 5TH ST, STE 2607 SHEET NUMBER: SHEET TITLE: ISSUE DATE: PROJECT NUMBER: EN G I N E E R I N G C O N S U L T A N T DESCRIPTIONDATEREV 6/ 2 4 / 2 0 2 4 1 0 : 4 8 : 2 2 A M C: \ U s e r s \ K e i t h S \ O n e D r i v e - B u e h l e r E n g i n e e r i n g , I n c \D o c u m e n t s \ 2 0 2 4 - 0 1 3 7 _ S i m o n M e n S a n t a A n a _ R v t 2 3 _ C e n t r al _ k s o w l e y . r v t METAL STUD COMMON DETAILS S5.12 APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE TYPICAL DETAILS DETAIL NO SCALE S5.12 1 JAMB 540SD001 DETAIL NO SCALE S5.12 2 H2 HEADER 540SD002 DETAIL NO SCALE S5.12 3 H4/HC-4 HEADER 540SD003 DETAIL NO SCALE S5.12 4 S1 SILL 540SD005 DETAIL NO SCALE S5.12 5 S2 SILL 540SD006 DETAIL NO SCALE S5.12 6 S3 SILL 540SD007 DETAIL NO SCALE S5.12 7 S4 SILL 540SD008 DETAIL NO SCALE S5.12 8 WALL CORNER 540SD010 DETAIL NO SCALE S5.12 9 TEE-INTERSECTION 540SD011 DETAIL NO SCALE S5.12 10 FIRE-RATED WALL CORNERS 540SD012 DETAIL NO SCALE S5.12 11 STUD TO TRACK CONNECTION 540SD014 DETAIL NO SCALE S5.12 12 BACKING ATTACHMENT 540SD013 DETAIL NO SCALE S5.12 13 SILL TRACK TO SLAB (NON-JAMB CONDITION) 542SD008 SEOR STAMP IS APPLICABLE ONLY TO THE STRUCTURAL CONTENT OF THE FOLLOWING DETAILS ON THIS PAGE: 1401 N Tustin Ave Unit# 170 - TI1/27/2025 STRAP BRIDGING FOR ANY SIZE STUD 1 1/2"x20 GA STRAP CONT @ 4'-0"CC MAX VERT SPACING MTL STUD OR TRACK BLKG TO MATCH STUD GA AT EA END OF WALL AND 8'-0"CC TYP. COPE TRACK AS REQD TO EXTEND INTO STUD (4) #10 SMS AT STRAP TO BLKG AND #10 SMS STRAP TO EA STUD CLIP L2x2 TO MATCH STUD GA x STUD WIDTH LESS 1 1/2" w/ (2) #10 SMS EA LEG COLD ROLLED CHANNEL (CRC) BRIDGING FOR 8" OR SMALLER STUDS NOTES: 1. BRIDGING FOR 8" AND SMALLER STUDS MAY BE CONSTRUCTED OF COLD-ROLLED CHANNEL OR STRAPS AT CONTRACTOR'S OPTION UNLESS NOTED OTHERWISE. 2. WHERE FULL HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDES OF METAL STUD FRAMING, THE BRIDGING MAY BE OMITTED. 3. AT COND WHERE STRAP BRIDGING IS USED & WHERE WALL SHEATHING OR GYP BOARD OCCURS ON ONE SIDE OF WALL ONLY, STRAP MAY BE OMITTED ON SIDE OF WALL WHERE SHEATHING OR GYP OCCURS. (2) #10 SMS CLIP L1 1/2x1 1/2x18 GA (WIDTH OF STUD - 1/2") w/ (2) #10 SMS TO STUD SPLICE STRAP AT BLKG AS REQUIRED CRC 1 1/2"x18GA CONT BRIDGING AT 4'-0"CC MAX VERT SPACING ALTERNATE BRIDGING CONNECTION FOR 8" OR SMALLER STUDS SIMPSON SUBH3.25 BRIDGING CONNECTOR ONE #10 SMS IN ROUND HOLE ONLY CRC 1 1/2"x18GA CONT BRIDGING AT 4'-0"CC MAX VERT SPACING 3 5/8"x18GA STUD x 3'-3" w/ (3) SIMPSON 1/4"x1 1/2" SDS SCREW TO BLOCKING (E) WOOD ROOF PERPENDICULAR TO SUB-PURLINS 1.25 MAX 1 1 (E) WOOD SUB-PURLINS PARALLEL TO FLUTES 3 5/8"x16 GA BETWEEN SUB- PURLINS @24"CC MAX @ HIGH FLUTE @ LOW FLUTE 3 5/8"x18GA STUD x 2'-0" 3 5/8"x18GA CONT STUD; ATTACH TO SUB-PURLINS w/ 1/4"x3" SDS SCREW @ 24"CC MAX, SEE NOTE CLIP L3x3x16GA x 0'-3" w/ (3) #10 SMS EA LEG 1.25 MAX STUD BRCG SHALL BE 3 5/8x20GA STUDS @ 48"CC TYP UNO. MAX SPAN LENGTH = 12'-0". (3) SIMPSON 1/4"x1 1/2" SDS SCREW @ SOFFIT BRACING. SPLICE CONTINUOUS STUD MIDWAY BTWN DIAG BRACES PER . PROVIDE 3 5/8x20GA STRONGBACK @ 5'-0"CC w/ (2) #10 SMS EA CONTACT; WHERE SPLICING REQD, PLACE STRONGBACK SIDE BY SIDE & LAP A MIN OF 6". CONNECT STRONGBACK w/ (4) #10 SMS MIN NOTES: 1 2 3 3 1 2 (5) 1/4"x3" SDS SCREW -/--- SIMPSON U24 TYP 2x4 BLOCKING JAMB STUD (3) 1/4"x3" SDS SCREW AT SUB-PURLIN NOTES: 1. PROVIDE CLIP AT ALL EXTERIOR WALL JAMB STUDS AT SLOTTED TRACKS. PROVIDE CLIP AT ALL INTERIOR WALL DEFLECTION TRACKS WHERE OPENING WIDTH IS GREATER THAN 8'-0" WIDE. 2. CLIP TO OCCUR ONE SIDE OF J2 JAMBS, BOTH SIDES OF J3 & J4 JAMBS. 16GA CLIP w/ 3/16x2 1/2" SLOTTED HOLES 3" STUDWIDTH -1/2"5" 2 1 / 2 " 2 1 / 2 " 1" 1/4" GA P 1/ 2 " 1 " 1 / 2 " 1 " (4) #8 WAFER HEAD SMS, CLIP TO JAMB DETAIL NO SCALE S5.13 1 STUD BRIDGING 540SD004 600 Q STREET, SUITE 200 SACRAMENTO, CA 95811 916 443 0303 SA N T A A N A SA N T A A N A , C A . 9 2 7 0 5 14 0 1 N . T U S T I N A V E . S U I T E # 1 7 0 SI M O N M E D I M A G I N G 06/19/2024 24-004 GKA ARCHITECTS. ALL RIGHTS RESERVED COPYRIGHT © 2024 WWW.GKA-ARC.COM (213) 200-0030 LOS ANGELES, CA 90071 633 W 5TH ST, STE 2607 SHEET NUMBER: SHEET TITLE: ISSUE DATE: PROJECT NUMBER: EN G I N E E R I N G C O N S U L T A N T DESCRIPTIONDATEREV 6/ 2 4 / 2 0 2 4 1 0 : 4 8 : 2 2 A M C: \ U s e r s \ K e i t h S \ O n e D r i v e - B u e h l e r E n g i n e e r i n g , I n c \D o c u m e n t s \ 2 0 2 4 - 0 1 3 7 _ S i m o n M e n S a n t a A n a _ R v t 2 3 _ C e n t r al _ k s o w l e y . r v t METAL STUD COMMON DETAILS S5.13 APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE TYPICAL DETAILS DETAIL NO SCALE S5.13 3 BRACING AT WOOD ROOF 542SD031 DETAIL NO SCALE S5.13 4 JAMB STUD CLIP AT SLIP TRACK 542SD049 SEOR STAMP IS APPLICABLE ONLY TO THE STRUCTURAL CONTENT OF THE FOLLOWING DETAILS ON THIS PAGE: 1401 N Tustin Ave Unit# 170 - TI1/27/2025 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 & +)+ 0""+ ) + = # 1401 N Tustin Ave Unit# 170 - TI1/27/2025 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 & +)+ 0""+ ) + = # 1401 N Tustin Ave Unit# 170 - TI1/27/2025 011 # 0 # %1' )1 ,) 2 + , 3 3 1 ) + ) 4 5 6 7 8 9 7 9 : ; ) % 1' 3 + ) + ) 5 8 ; 5 8 5 # 3 3 + ) + ) 5 8 ; 5 8 5 # 6 < ; 0" + " + 0 & +)+ 0""+ )1 + = # 1401 N Tustin Ave Unit# 170 - TI1/27/2025 PROPERTY LINE (E) OFFICE BUILDING 1401 NORTH TUSTIN AVENUE SANTA ANA, CALIFORNIA 92705 (E) SUITE 150 PROPERTY LINE (E) OFFICE BUILDING 1403 NORTH TUSTIN AVENUE SANTA ANA, CALIFORNIA 92705 A2.0 SITE PLAN NOTES OE CE L 1401 N Tustin Ave Unit# 170 - TI1/27/2025 A2.3 OE CE L 1401 N Tustin Ave Unit# 170 - TI1/27/2025 Rev: 02/01/2023 Page 1 of 2 DISABLED ACCESS COMPLIANCE DOCUMENTATION FORM ACC-01 CBC 2022 A. PURPOSE OF THIS DOCUMENTATION: (check one) Finding of unreasonable hardship for projects UNDER the valuation threshold* Finding of unreasonable hardship for projects OVER the valuation threshold* Certification of Full Compliance with the 2022 California Building Code * Valuation threshold as defined in the 2022 California Building Code, Section 11B-202.4 (Exception #8) and Section 202 is $195,358.00 (as of January 2023) B. PROJECT INFORMATION TO BE COMPLETED BY PETITIONER: Project Address: Permit Number: Project Description: Floor Number: Business Name / Owner: Business Phone Number: Legal Property Owner: Phone Number: Total Construction Cost or Project Valuation: $ Cost of Providing Complete Disabled Access: $ 1. The cost of all construction contemplated in the determination of the valuation of improvement threshold based on the valuation of site and building improvements for the last three-year period. Permit No. Issuance Date Valuation of Improvements Total: 2. 20% of Total Construction Cost or Project Valuation: $ 3. The actual amount to be spent to provide disabled access: $ 4. Describe the impact of the proposed improvements on financial feasibility of the project. 5. Describe the proposed improvements related to accessibility upgrades on this project. Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org 1011204140 MEDICAL INTERIOR ALTERATION 1 SIMONMED IMAGING 866-614-8555 iMedical Holdings 714-874-4441 150,000 1401 N TUSTIN AVE, STE 170, SANTA ANA, CA 92705 0 101120140 150,000 150,000 30,000.00 0 NO IMPROVEMENTS ARE PROPOSED NO IMPROVEMENTS ARE PROPOSED. ACCESSIBLE PATH OF TRAVEL IMPROVEMENTS WERE ALREADY MADE IN 2022, WITH PERMIT NUMBER 101112870. A COPY OF THOSE PLANS IS SUBMITTED HEREWITH FOR REFERENCE TBD **THE DEMISED UNIT IS IN COMPLIANCE WITH CHAPTER 11B OF THE CBC ** 1401 N Tustin Ave Unit# 170 - TI1/27/2025 Rev: 02/01/2023 Page 2 of 2 6. Identify the accessibility features and equivalent facilities that WILL be brought into compliance with the latest edition of Title 24 as a part of this project and an estimate of the cost of each item: (Documentation may be required) Accessible Features to be Made Accessible Cost of Improvement a. Entrance: Door Landing Stairway/Steps Ramp $ b. Path of Travel: Path of travel from accessible parking to the building entrance and area of remodel $ Path of travel to sanitary facilities / public phone / drinking fountain $ Path of travel from the public way to the building entrance $ c. Sanitary facilities ( Floor no. ) $ d. Public phone(s) $ e. Drinking fountain(s) $ f. Parking $ g. Signage & Alarms $ i. Other: $ Total: $ 7. Identify the accessibility features that WILL NOT comply if a request for unreasonable hardship is granted. Provide an estimated cost of compliance for each item: (Documentation may be required) Accessible Features Not to be Improved Cost of Improvement a. $ b. $ c. $ Total: $ 8. Petitioner must be the legal property owner or his/her legal representative: I certify that the above noted information is true and correct. Legal Property Owner Architect/Engineer Contractor Other: Print Name: Phone No. Address: Signature: Date: FOR AGENCY USE ONLY Approved by: Date: Y Y N/A N/A 0 Y Y Y 0 0 0 0 GREGORY KORN 213-200-0030 633 W 5TH ST, STE 2607, LOS ANGELES, CA 90071 NOTE: EXISTING COMPLIES PER PERMIT 101112870 -[YES/NO/N/A] AS INDICATED BELOW W 5TH ST, STE 2607, LOS ANGELES, C 11/12/24 1401 N Tustin Ave Unit# 170 - TI1/27/2025 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1401 N Tustin Ave Unit# 170 - TI1/27/2025 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1401 N Tustin Ave Unit# 170 - TI1/27/2025