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HomeMy WebLinkAbout1401 N Tustin Ave Unit# 170 - Plan www.buehlerengineering.com STRUCTURAL CALCULATIONS FOR SIMONMED SANTA ANA CHILLER RELOCATION SANTA ANA, CA September 13th, 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 PROJECT SimonMed Santa Ana Chiller Relocation JOB NO. 2024-0137 DATE 9/5/2024 CLIENT Soaring Eight BY KS PAGE NO. 1 Project Description: The project consists of adding a new mechanical yard to house the new chiller which will service the MRI (not in scope). The yard consists of a wood-slatted fence constructed with HSS steel tube posts and rails. The foundation for the fence will be a mat slab except for the west fence posts which will be anchored at the top of existing concrete wall footings. 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 ACI 318-19: Building Code Requirements for Structural Concrete 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 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 Structural Steel: HSS (rectangular): ASTM A500-C (50 ksi) Angle: ASTM A572 (50 ksi) Plate: ASTM A572 (50 ksi) 1 ASCE Hazards Report Address: 1401 N Tustin Ave Santa Ana, California 92705 Standard:ASCE/SEI 7-22 Latitude:33.757253 Risk Category:II Longitude:-117.833337 Soil Class:Default Elevation:168.316063046875 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph 300-year MRI 89 Vmph 700-year MRI 95 Vmph 1,700-year MRI 102 Vmph 3,000-year MRI 106 Vmph 10,000-year MRI 115 Vmph 100,000-year MRI 133 Vmph 1,000,000-year MRI 151 Vmph Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Sep 05 2024 Page 1 of 5https://ascehazardtool.org/Thu Sep 05 2024 2 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds. Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2. Page 2 of 5https://ascehazardtool.org/Thu Sep 05 2024 3 PGA M : 0.66 SMS : 1.78 SM1 : 1.18 SDS : 1.18 SD1 : 0.79 T L : 8 SS : 1.49 S1 : 0.48 VS30 : 260 Seismic Design Category:D Multi-Period Design Spectrum S (g) vs T(s)a Multi-Period MCE SpectrumR S (g) vs T(s)a Two-Period Design Spectrum S (g) vs T(s)a Two-Period MCE SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. MCE Vertical Response SpectrumR Vertical ground motion data has not yet been made available by USGS. Seismic DefaultSite Soil Class: Results: Page 3 of 5https://ascehazardtool.org/Thu Sep 05 2024 4 Data Accessed: Thu Sep 05 2024 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. Page 4 of 5https://ascehazardtool.org/Thu Sep 05 2024 5 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. 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Page 5 of 5https://ascehazardtool.org/Thu Sep 05 2024 6 CLIENT BY SHEET NO. DATE PROJECT PROJECT NO. 7SimonMed Santa Ana - Mech'l Yard Fence 2024-0137 05-SEP-24 Soaring8 KS Mech'l Yard Fence Post & Foundation 7' - 0 " P = w (6.5') = 371# (ult.) P(ASD) = (0.6)*P = 223# 3' - 9 " w = 20.2 psf (5'-8"/2) = 57 plf (ult.) M(ASD) = 223# x 3.75' = 836 #*ft HSS4 post slab turndown HSS sleeve 8' - 0 " M = 371# x 4.75' = 1,762 #*ft (ult.) 6" HSS4 post (E) conc wall (E) conc wall ftg Post Base PL Please refer to the Slab Turndown check followingthe Hilti Profis report on the HSS Post B. PL Detail Report: M1 Load Combination:Envelope Code check:0.168 (LC 2) y z y z x Input Data Shape:HSS4X4X4 Member Type:Column Length (ft):8 Material Type:Hot Rolled Steel Design Rule:Typical Internal Sections:97 Design Code:AISC 15th (360-16): LRFD I Node:N1 J Node:N2 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Material Properties Material:A992 E (ksi):29000 G (ksi):11154 Nu:0.3 Therm. Coeff. (/1E5 F):0.65 Density (k/ft ):3 0.49 Fy (ksi):50 R :y 1.1 Fu (ksi):65 R :t 1.1 Shape Properties d (in):4 bf (in):4 t (in):0.233 Iyy (in ):4 7.8 Izz (in ):4 7.8 Area (in ):2 3.37 J (in ):4 12.8 Design Properties Lb y-y (ft):8 Lb z-z (ft):8 L :comp top Lbyy Lcomp bot (ft):8 Ltorque (ft):8 K :y-y 1 K :z-z 1 y sway:No z sway:No Function:Lateral Seismic DR:None Max Defl Ratio:L/222 Max Defl Location:8 Span:N/A τ :b 1 M1 N1 N2 y Deflection (in) Diagrams: z Deflection (in) RISA-3D Version 22 [ Fence Post.r3d ] Page 1 Company Designer Job Number Model Name : : : : Buehler KeithS 2024-0137 SimonMed Santa Ana Checked By : __________ 9/11/2024 8:02:31 AM 8 0.11 at 0 ft 0 at 8 ft Axial Force (k) 0.62 at 0 ft 6.223e-05 at 4.83 ft y Shear Force (k)z Shear Force (k) Torsion (k-ft)y-y Moment (k-ft) 2.947 at 0 ft 0 at 8 ft z-z Moment (k-ft) 0.033 at 0 ft 0 at 8 ft Axial Stress (ksi) 9.067 at 0 ft -9.067 at 0 ft Bending Strong Stress (ksi)Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 2 - -- - Applied Loading - Shear + Torsion 2 - -- - Axial Tension Analysis 2 0 k 151.65 k - - Axial Compression Analysis 2 0.11 k 113.345 k - - Flexural Analysis (Strong Axis)2 2.947 k-ft 17.587 k-ft - - Flexural Analysis (Weak Axis)- 0 k-ft 17.587 k-ft - - Shear Analysis (Major Axis y)2 0.62 k 41.533 k 0.015 PASS Shear Analysis (Minor Axis z)2 0 k 41.533 k 0 PASS Bending & Axial Interaction Check (UC Bending Max)2 - -0.168 PASS Torsional Analysis 2 0 k-ft 14.769 k-ft 0 PASS RISA-3D Version 22 [ Fence Post.r3d ] Page 2 Company Designer Job Number Model Name : : : : Buehler KeithS 2024-0137 SimonMed Santa Ana Checked By : __________ 9/11/2024 8:02:31 AM 9 Please refer to the following Hilti Profis reportfor analysis & design of the post base plate. www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility!  PROFIS Engineering ( c ) 2003-2025 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 Mech'l Yrd Fence Post Page: Specifier: E-Mail: Date: 1 2/24/2025 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 3/4 (4 3/4) hnom3  Item number: 2210288 KB-TZ2 3/4x7 SS304  Specification text: Hilti Æ 3/4 in Kwik Bolt TZ2 - SS 304 with 5.5 in  nominal embedment depth per ICC-ES  ESR-4266 , Hammer drilled installation per  MPII  Effective embedment depth: hef,act = 4.750 in., hnom = 5.500 in.  Material: AISI 304  Evaluation Service Report: ESR-4266  Issued I Valid: 12/1/2023 | 12/1/2025  Proof: Design Method ACI 318-19 / Mech  Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)  Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.  Anchor plateR : lx x ly x t = 10.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)  Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.  Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in. Installation: Hammer drilled hole, Installation condition: Dry  Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present  edge reinforcement: > 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] 10 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility!  PROFIS Engineering ( c ) 2003-2025 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 Mech'l Yrd Fence Post Page: Specifier: E-Mail: Date: 2 2/24/2025 1.1 Design results Case  Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1  Combination 1 N = 0; Vx = 0; Vy = 0; Mx = 0; My = 35,365; Mz = 0; yes 58 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 2,260 0 0 0 2 0 0 0 0 3 2,260 0 0 0 4 0 0 0 0 Max. concrete compressive strain: 0.10 [‰] Max. concrete compressive stress: 445 [psi] Resulting tension force in (x/y)=(-3.500/-0.000): 4,521 [lb] Resulting compression force in (x/y)=(4.323/0.000): 4,521 [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*2,260 18,041 13 OK  Pullout Strength*2,260 4,289 53 OK  Concrete Breakout Failure**4,521 7,902 58 OK  * highest loaded anchor    **anchor group (anchors in tension) 11 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility!  PROFIS Engineering ( c ) 2003-2025 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 Mech'l Yrd Fence Post Page: Specifier: E-Mail: Date: 3 2/24/2025 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] 0.24 100,504 Calculations Nsa [lb] 24,055 Results Nsa [lb]f steel f nonductile f  Nsa [lb]Nua [lb] 24,055 0.750 1.000 18,041 2,260 3.2 Pullout Strength Npn,f' c = Np,2500 l a (fc'/2500)0.5            refer to ICC-ES ESR-4266 f  Npn,f' c ³ Nua            ACI 318-19 Table 17.5.2 Variables f' c [psi]l a Np,2500 [lb] 2,500 1.000 8,799 Calculations (fc'/2500)0.5 1.000 Results Npn,f' c  [lb]f concrete f seismic f nonductile f  Npn,f' c  [lb]Nua [lb] 8,799 0.650 0.750 1.000 4,289 2,260 12 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility!  PROFIS Engineering ( c ) 2003-2025 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 Mech'l Yrd Fence Post Page: Specifier: E-Mail: Date: 4 2/24/2025 3.3 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb            ACI 318-19 Eq. (17.6.2.1b) f  Ncbg 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 ec,N = (1 1 + 2 e' N 3 hef )£ 1.0            ACI 318-19 Eq. (17.6.2.3.1) 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.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 4.750 0.000 0.000 8.500 1.000 cac [in.]kc l a f' c [psi] 10.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 302.81 203.06 1.000 1.000 1.000 1.000 10,870 Results Ncbg [lb]f concrete f seismic f nonductile f  Ncbg [lb]Nua [lb] 16,210 0.650 0.750 1.000 7,902 4,521 13 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility!  PROFIS Engineering ( c ) 2003-2025 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 Mech'l Yrd Fence Post Page: Specifier: E-Mail: Date: 5 2/24/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status  Steel Strength*N/A N/A N/A N/A  Steel failure (with lever arm)*N/A N/A N/A N/A  Pryout Strength*N/A N/A N/A N/A  Concrete edge failure in direction **N/A N/A N/A N/A  * highest loaded anchor    **anchor group (relevant anchors)  When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 5 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! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the  equations remain in their imperial format. • 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! 14 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility!  PROFIS Engineering ( c ) 2003-2025 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 Mech'l Yrd Fence Post Page: Specifier: E-Mail: Date: 6 2/24/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -3.500 -3.500 8.500 --15.500 2 3.500 -3.500 15.500 --15.500 3 -3.500 3.500 8.500 --8.500 4 3.500 3.500 15.500 --8.500 6 Installation data  Anchor type and diameter: Kwik Bolt TZ2 - SS 304 3/4 (4  3/4) hnom3  Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x  0.250 in.  Item number: 2210288 KB-TZ2 3/4x7 SS304  Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: 1,505 in.lb  Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.750 in.  Recommended plate thickness: not calculated  Hole depth in the base material: 5.750 in.  Drilling method: Hammer drilled  Minimum thickness of the base material: 8.000 in.  Cleaning: Manual cleaning of the drilled hole according to instructions for use is  required.  Hilti Æ 3/4 in Kwik Bolt TZ2 - SS 304 with 5.5 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drilled installation per MPII 6.1 Recommended accessories Drilling Cleaning Setting •  Suitable Rotary Hammer •  Properly sized drill bit •  Manual blow-out pump •  Torque controlled cordless impact tool •  Torque wrench •  Hammer 15 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility!  PROFIS Engineering ( c ) 2003-2025 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 Mech'l Yrd Fence Post Page: Specifier: E-Mail: Date: 7 2/24/2025 7 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. 16 1 Sequoias Portola Valley - Trash Compactor 2017-0117 11/10/2020 Taylor Design NY 19 5 17 CLIENT BY SHEET NO. DATE PROJECT PROJECT NO. SimonMed Santa Ana - Mech'l Yard Fence 2024-0137 05-SEP-24 Soaring8 KS 17 Sequoias Portola Valley - Trash Compactor 2017-0117 11/10/2020 Taylor Design NY 20 5 18 CLIENT BY SHEET NO. DATE PROJECT PROJECT NO. SimonMed Santa Ana - Mech'l Yard Fence 2024-0137 05-SEP-24 Soaring8 KS 18 Base Mounted Equipment Anchorage Design - WIND ASCE 7-16, Ch. 29.4.1 Unit Identification: Wp =1000 lbs unit weight B = 38.00 in unit width dB dir anchors = 32.00 in dist btwn anchors (B dir.) L = 42.00 in unit length dL dir anchors = 40.00 in dist btwn anchors (L dir.) HUNIT =74.00 in unit height HCG_EQUIP =49.33 in center of gravity height (equip) HCURB =6.00 in curb height HCG =55.33 in (includes curb height) Hroof =10.0 ft mean roof height D = 50.0 ft depth of bldg (B dir.) W = 50.0 ft width of bldg (L dir.) Exp. Cat. = C ASCE 7-16 Sect. 26.7.3 V and Kzt obtained from ASCE 7-16, Tables 26.5-1, A-D and 26.8.2 V = 95 mph Kzt =1.00 Kh =0.85 Kd =0.85 Ke =1.00 α = 9.5 zg =900 ft qh =16.67 psf (GCr)B =1.90 (GCr)L =1.90 (GCr)V =1.50 PB =31.7 psf PL =31.7 psf PV =25.0 psf AfB =21.1 ft²AfL =23.3 ft²AfV =11.1 ft² FhB = VhB =669 lbs (29.4-2)0.6FhB = VhB=401 lbs (29.4-2) FhL = VhL =739 lbs (29.4-2)0.6FhL = VhL=443 lbs (29.4-2) Fv = Vv =277 lbs (29.4-3)0.6Fv = Vv =166 lbs (29.4-3) Unit Anchorage: FhL in "B" Direction (wind on "L" face) # connections shear 6 # connections tension 2 MOT = VhHCG = 3408 lb-ft MOT = VhHCG =2045 lb-ft MR= (0.9Wp-Vv)(B/2) = 986 lb-ft MR= (0.6Wp-0.6Vv)(B/2) = 687 lb-ft T = (MOT - MR) / dB = 908 lbs T = (MOT - MR) / dB = 509 lbs Tconn = T / # conn tension = 454 lbs Tconn = T / # conn tension = 255 lbs Vconn = Vh / # conn shear = 123 lbs Vconn = Vh / # conn shear = 74 lbs FhB in "L" Direction (wind on "B" face) # connections shear 4 # connections tension 2 MOT = VhHCG = 3083 lb-ft MOT = VhHCG =1850 lb-ft MR= (0.9Wp-Vv)(L/2) = 1090 lb-ft MR= (0.6Wp-0.6Vv)(L/2) = 759 lb-ft T = (MOT - MR) / dL = 598 lbs T = (MOT - MR) / dL = 327 lbs Tconn = T / # conn tension = 299 lbs Tconn = T / # conn tension = 164 lbs Vconn = Vh / # conn shear = 167 lbs Vconn = Vh / # conn shear = 100 lbs Max Connection Forces: Tmax = 454 lbs Tmax = 255 lbs Vmax = 167 lbs Vmax = 100 lbs Connection/Anchorage Notes: Anchor unit w/ 2 connections per short side, 3 per long side, 6 total. - Each connection is (1) 1/2" diameter Hilti KB-TZ w/ 2" embed. - See attached Hilti output for anchor calcs -1/2"Ø Hilti KB-TZ2: ϕVn = 2,079 lbs, ϕTn = 2,227 lbs.; DCR = 8.8%, Ok LATERAL VERTICAL Chiller SERVICE STRENGTH @ 1.0W STRENGTH @ 1.0W SERVICE STRENGTH @ 1.0W SERVICE STRENGTH SERVICE HCURB HUNIT HCG L B B/2 ±FhB ±FhL W±Fv 19 1 Base Mounted Equipment Anchorage Design - SEISMIC ASCE 7-16, Ch. 13 Unit Identification: Wp =1000 lbs unit weight B = 38.00 in unit width dB dir anchors = 32.00 in dist btwn anchors (B dir.) L = 42.00 in unit length dL dir anchors = 40.00 in dist btwn anchors (L dir.) HUNIT =74.00 in unit height HCG_EQUIP =49.33 in center of gravity height (equip) HCURB =6.00 in curb height HCG =55.33 in (includes curb height) ap and Rp obtained from ASCE 7-16, Tables 13.5-1 and 13.6-1 ap =2.50 Rp =6.00 Ip =1.00 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 =0.174 Wp Fv = 0.2(SDS)Wp =0.209 Wp Fp-MIN = 0.3(SDS)(Ip) x Wp =0.313 Wp Fp-MAX = 1.6(SDS)(Ip) x (Wp) =1.669 Wp Fp = Vh = 313 lbs 0.7Fp = Vh= 219 lbs Fv = Vv = 209 lbs 0.7Fv = Vv = 146 lbs Unit Anchorage: Fp in "B" Direction # connections shear 6 # connections tension 2 MOT = VhHCG = 1443 lb-ft MOT = ΩVhHCG = 2886 lb-ft MOT = VhHCG =1010 lb-ft MR= (0.9-0.2Sds)Wp(B/2) = 1095 lb-ft MR = (0.9-0.2Sds)Wp(B/2) = 1095 lb-ft MR = (0.6-0.14Sds)Wp(B/2) = 719 lb-ft T = (MOT - MR) / dB = 131 lbs T = (MOT - MR) / dB = 672 lbs T = (MOT - MR) / dB = 109 lbs Tconn = T / # conn tension = 65 lbs Tconn = T / # conn tension = 336 lbs Tconn = T / # conn tension = 55 lbs Vconn = Vh / # conn shear = 52 lbs Vconn = ΩVh / # conn shear = 104 lbs Vconn = Vh / # conn shear = 37 lbs Fp in "L" Direction # connections shear 6 # connections tension 2 MOT = VhHCG = 1443 lb-ft MOT = ΩVhHCG = 2886 lb-ft MOT = VhHCG =1010 lb-ft MR= (0.9-0.2Sds)Wp(L/2) = 1210 lb-ft MR = (0.9-0.2Sds)Wp(L/2) = 1210 lb-ft MR = (0.6-0.14Sds)Wp(L/2) = 794 lb-ft T = (MOT - MR) / dL = 70 lbs T = (MOT - MR) / dL = 503 lbs T = (MOT - MR) / dL = 65 lbs Tconn = T / # conn tension = 35 lbs Tconn = T / # conn tension = 251 lbs Tconn = T / # conn tension = 32 lbs Vconn = Vh / # conn shear = 52 lbs Vconn = ΩVh / # conn shear = 104 lbs Vconn = Vh / # conn shear = 37 lbs Max Connection Forces: Tmax = 65 lbs Tmax = 336 lbs 0.069014134 Tmax = 55 lbs Vmax = 52 lbs Vmax = 104 lbs 0.013349045 Vmax = 37 lbs 0.082363179 Connection/Anchorage Notes: Chiller STRENGTH @ 1.0E STRENGTH @ ΩSERVICE STRENGTH SERVICE Anchor unit w/ 2 connections per short side, 3 per long side, 6 total. - Each connection is (1) 1/2" diameter Hilti KB-TZ w/ 2" embed. - See attached Hilti output for anchor calcs -1/2"Ø Hilti KB-TZ2: ϕVn = 2,079 lbs, ϕTn = 1,671 lbs.; DCR = 8.2%, Ok STRENGTH @ 1.0E STRENGTH @ ΩSERVICE STRENGTH @ 1.0E STRENGTH @ ΩSERVICE HCURB HUNIT HCG L B B/2 ±Fp ±Fp W±Fv 19.1 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 1 2/27/2025 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) hnom1 Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Specification text: Hilti Æ 1/2 in Kwik Bolt TZ2 - SS 304 with 2.5 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drilled installation per MPII Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > 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] 20Seismic Loading 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 2 2/27/2025 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 1; Vx = 1; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 1 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 1 1 0 Max. concrete compressive strain: - [‰] Max. concrete compressive stress: - [psi] Resulting tension force in (x/y)=(0.000/0.000): 1 [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 8,906 1 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**1 1,352 1 OK * highest loaded anchor **anchor group (anchors in tension) 21 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 3 2/27/2025 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] 0.10 120,404 Calculations Nsa [lb] 11,875 Results Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb] 11,875 0.750 1.000 8,906 1 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 3.000 1.000 5.500 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 36.00 36.00 1.000 1.000 2,404 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 2,404 0.750 0.750 1.000 1,352 1 22 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 4 2/27/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*1 5,426 1 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**1 1,683 1 OK Concrete edge failure in direction y-**1 2,376 1 OK * highest loaded anchor **anchor group (relevant anchors) When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 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 0.10 120,404 1.000 Calculations Vsa,eq [lb] 8,348 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 8,348 0.650 1.000 5,426 1 23 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 5 2/27/2025 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 3.000 1.000 cac [in.]kc l a f' c [psi] 5.500 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 36.00 36.00 1.000 1.000 2,404 Results Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb] 2,404 0.700 1.000 1.000 1,683 1 24 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 6 2/27/2025 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.] 3.000 3.000 1.200 6.000 2.000 l a da [in.]f' c [psi]y parallel,V 1.000 0.500 2,500 2.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 33.75 40.50 1.000 1.000 1,697 Results Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb] 3,394 0.700 1.000 1.000 2,376 1 *Anchor row defined by: Anchor 1; Case 3 controls When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.001 0.001 5/3 1 OK bNV = bz N + bz V <= 1 25 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 7 2/27/2025 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! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • 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! 26 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 8 2/27/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -0.000 0.000 3.000 -3.000 - 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) hnom1 Profile: no profile Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 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 Æ 1/2 in Kwik Bolt TZ2 - SS 304 with 2.5 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drilled installation per MPII 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 27 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 9 2/27/2025 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. 28 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 1 2/27/2025 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) hnom1 Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Specification text: Hilti Æ 1/2 in Kwik Bolt TZ2 - SS 304 with 2.5 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drilled installation per MPII Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 29Wind Loading 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 2 2/27/2025 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 1; Vx = 1; Vy = 0; Mx = 0; My = 0; Mz = 0; no 1 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 1 1 0 Max. concrete compressive strain: - [‰] Max. concrete compressive stress: - [psi] Resulting tension force in (x/y)=(0.000/0.000): 1 [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 8,906 1 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**1 1,803 1 OK * highest loaded anchor **anchor group (anchors in tension) 30 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 3 2/27/2025 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] 0.10 120,404 Calculations Nsa [lb] 11,875 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 11,875 0.750 8,906 1 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 3.000 1.000 5.500 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 36.00 36.00 1.000 1.000 2,404 Results Ncb [lb]f concrete f Ncb [lb]Nua [lb] 2,404 0.750 1,803 1 31 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 4 2/27/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*1 5,426 1 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**1 1,683 1 OK Concrete edge failure in direction y-**1 2,376 1 OK * highest loaded anchor **anchor group (relevant anchors) When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 4.1 Steel Strength Vsa = 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] 0.10 120,404 Calculations Vsa [lb] 8,348 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 8,348 0.650 5,426 1 32 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 5 2/27/2025 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 3.000 1.000 cac [in.]kc l a f' c [psi] 5.500 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 36.00 36.00 1.000 1.000 2,404 Results Vcp [lb]f concrete f Vcp [lb]Vua [lb] 2,404 0.700 1,683 1 33 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 6 2/27/2025 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.] 3.000 3.000 1.200 6.000 2.000 l a da [in.]f' c [psi]y parallel,V 1.000 0.500 2,500 2.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 33.75 40.50 1.000 1.000 1,697 Results Vcb [lb]f concrete f Vcb [lb]Vua [lb] 3,394 0.700 2,376 1 *Anchor row defined by: Anchor 1; Case 3 controls When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.001 0.001 5/3 1 OK bNV = bz N + bz V <= 1 34 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 7 2/27/2025 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! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • 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/ • 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 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 8 2/27/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -0.000 0.000 3.000 -3.000 - 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) hnom1 Profile: no profile Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 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 Æ 1/2 in Kwik Bolt TZ2 - SS 304 with 2.5 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drilled installation per MPII 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 1 www.hilti.com Hilti PROFIS Engineering 3.1.10 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 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 - Chiller Page: Specifier: E-Mail: Date: 9 2/27/2025 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 1                                                                                                   !"    #   !"     #   !  $    #    %                                                               $                                                                        #                        &    &          %# #    !  # &     # #   %    $        # %          $  # #     !     ##    '       # #                            %#              # #     & &  $   &  &   &   & &   &            (                   # #      &               %  $       & &     # #    &&                          #                 (     & &  !  $        # #             #  %    )   # #                  # %#                # #              #                                # *  *                  &  & # # * *                  #     &   # # * *           # # *  *                   #           #     $        # # **                  $         # # * *                  $        # # * *                        # # *+ !*            $         #       *    *+ !*&        # #    &    #          #                    # #        , ##-        # %#        '            #                                                              $ $                          &      #             #                                   $                                      #               #             ,   &                 -&       & &            # #        #       (    &                    $        #     %          #                    # #   (                     (              #            #    .//& .    & 0 , /-!/ #%! #  12 %  #     3          3  / !   2  !   4 5 6 7 8 9  7 9 : ;     !        ,    / - 3 2 !   2      !   5 8 ; 5   8 5 &   3       3  2 !   2 #       !   5 8 ; 5   8 5 &   !  : 7 < < = 6 # 6 > ; 2 /       / 0   0                               #            &/ (!"*      #        $     (     &   &   &   # 2  #  # ?    & #0   &       %        /!   &"22             2   #          #       ?         &   #  0                  2!2# 0 / 2    !    0.. .;:  &'#"" 2"# #2       @  #      . #  #& .   &'#"2 2"##    '   ' @  #   ///#    & 0  '&" .#20# /     '  '@#   % & %   .//& .    & 0 , /-!/ % @%! #            &'"// 2"##0   %  % @    #        .$ &    & 0" 0 .#22/#//     &  @     #  0 /    2                  !     2 /     !   # $   2 /     !      #      #              #     2 /                  2 /     .                    /      2 /          .    !                             GREGORY IAN KORN C-30451 RENEWAL DATE ARDCEHSITNEECCTIL 12/31/25 Bldg #101122378 & Mech #40139977 APPROVALS: PLNG - C. Santana BLDG - J. Lo POLICE - B. Martin PUBLIC WORKS - Y. Soto MECH - CSG   #        !     "    # $  %  & ' !  (!* 2(!2*  (  !   * "* /(!*"* "* "(  !  " * "*      "(   % 0(!/*+ !  "(" "( "(! 2*A2* 2*A2* '   #        # *A.*  *&       # (  !   * ,-    #     # #     %    #         # #          # 2"*   %       /.*          /(  !   * / !        2*A2* *A.*  * &      #    &      %       &  #   *   .* * (  !   *               .//& .    & 0 , /-!/ #%! #  12 %  #     3          3  / !   2  !   4 5 6 7 8 9  7 9 : ;     !        ,    / - 3 2 !   2      !   5 8 ; 5   8 5 &   3       3  2 !   2 #       !   5 8 ; 5   8 5 &   !  : 7 < < = 6 # 6 > ; 2 /       / 0  /    2!2# 0 / 2  # $   !              2   #          #       ?         &   #  0                  2*B (!*           %  &  &     #  .*       #      # /    #            # 2    # %    &  #  # ? *B (!*       *B (!*/                GREGORY IAN KORN C-30451 RENEWAL DATE ARDCEHSITNEECCTIL 12/31/25 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 S1 = 0.6465; DESIGN CATEGORY: D 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 - 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 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 - 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 ABBREVIATIONS 100SN003 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 - 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 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 - 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 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 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. S STATE OF C A LIFORNIASTRUCTURAL R EFORPDERETSIG E S I N ENGIN E E R O AL 1230 W WASHINGTON ST, SUITE 114 TEMPE, AZ 85288 602 225 1575 CH I L L E R R E L O C A T I O N 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 09/13/2024 24-004.2 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 WARREN R. POTTEBAUM No. 4791 4/ 1 / 2 0 2 5 1 0 : 3 2 : 0 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 C h i l l e r _ R v t 23 _ C e n t r a l _ 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 STRUCTURAL DETAILS 2                          ')  4 (                  !                                                    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" J  N M C Q / P J S B ? = P N D Q R C                                        CONC HOUSEKEEPING PAD PER CHILLER ANCHORAGE PER CHILLER PER MEP HSS POST BASE PER 1 S2.01 2 S2.01 8" CONC SLAB ON GRADE o/ 4" CLEAN CRUSHED ROCK w/ #4 @ 12"cc EW MID-DEPTH HSS POST CONNECTION PER TYP, UNO 3 S2.01 4 S2.01 HSS POST BASE PER 4 S2.01 CONC CURB PER 3 S2.01 2 MI N 3' - 6 " MIN 3'-2" MI N 1" 3 ' - 4 " MI N 1" MIN 3" 1'-4" 1'-4" MIN 3" MA X 78 " CG MA X 53 " ( + / - ) DIST TYP MIN 3" EDGE ANCHORAGE PLAN ELEVATION CHILLER PER MECHL HOUSEKEEPING PAD PER 1 S2.01 CHILLER MAX WT = 1,000# 5 (6) 9/16"Ø HOLES FOR 1/2"Ø HILTI KB-TZ2 SS w/ 2" EFFECTIVE EMBED PROVIDE 2" SQ WASHERS 400S250-54 TYP L2x2x16GA x0'-2" CLIP, ATTACH TO MTL STUD CURB w/ (2) #12 SMS EA LEG 1" MIN SPCG TYP L2x2x16GA CLIP PER ELEVATION (4 PLCS) NOTE: ALL LIGHT-GAUGE STL TO BE GALVANIZED. USE TOUCH-UP GALVANIZING PAINT AT CUT EDGES OF ALL LIGHT GAUGE STEEL. SLAB ON GRADE PER PLAN 2 HOUSEKEEPING PAD AS REQD, SEE MECH/ELEC DRAWINGS FOR LOCATION AND EXTENT #4 @ 18"CC TYP AT PERIMETER CONC SLAB ON GRADE PER PLAN #4 @ 12"CC EW @ MID-DEPTH OF PAD #4 CONT TYP ROUGHEN TO 1/4'' AMPLITUDE, MONOLITHIC POUR OPTIONAL TYPICAL SLAB REINFORCING 18" SEE PLAN FOR SUBGRADE TYP 2" CLR CHILLER ATTACHMENT PER ADDL DOWELS @ 18"CC NEAR CL OF PAD WHEN LENGTH OR WIDTH OF PAD EXCEEDS 10' 4" T Y P , 6 " M A X PE R M E C H / E L E C 3" MIN COORD w/ EQUIP LAYOUT DRILL & EPOXY #4 DOWEL w/ 2 1/2" EMBED @ (E) SLAB CONDITION; 4" MIN SLAB THICKNESS CL EQUIP ATTACHMENT 2 S2.01 2 THICKENED SLAB EDGE; TYP 1' - 0 " HSS5x5x1/4 SLEEVE (ASTM A500, GRADE B) CENTERED IN THICKENED SLAB; FILL VOID w/ GROUT AFTER POST INSTALLATION SLAB ON GRADE PER PLAN HSS4x4x1/4 POST SPACED @ 5'-0"CC MAX FINISH GRADE PER ARCH/CIVILPER SCH LAP LENGTH TY P 1" M A X 2" 4 " 3" CLR STD 90° HK #4 @ 12"CC (2 ) # 4 CO N T T & B 1'-0" MIN STD 90° HK; TYP #4 DOWEL @ 12"CC 24" A A SECTION A-ASECTION A-A (CORNER CONDITION) (TYPICAL CONDITION) AT BOTT LOCATION, WHERE LAP LENGTH DOES NOT FIT, HOOK BARS UP #4 T&B PE R S C H LA P L E N G T H PE R S C H LA P L E N G T H PER SCH, UNO LAP LENGTH PER SCH, TYP LAP LENGTH #4 T&B @ EA POST LAP LA P TYP 1'-4" MI N 6" NOTE: FOR REINF TO HSS WELDS, SEE DETAIL .7/S2.01 7' - 0 " M A X 2" C L R 3" C L R TYP 3" C L R 20 GA MIN CAP PLATE #4 U-BAR T&B @ EA POST 3/16 CAP PL TO HSS CL R 1 1 / 2 " 6" 6" #3 VERT @ 18"CC CONC CURB WHERE OCCURS PER PLAN #4 CONT @ CURB 0'-8" MINCL HSS 2 2 2 2 CL R 2" D D D D D D END HOOKS & BENDS FOR DEVELOPMENT OF DEFORMED BARS TIES & STIRRUPS 90°45° 180° 135° 90° MINIMUM INSIDE BEND DIAMETER D=6d FOR #3 THRU #8 D=8d FOR #9 THRU #11 D=10d FOR #14 THRU #18 NOTE: ALL HOOKS SHALL BE 90° OR 180° STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED. MINIMUM INSIDE BEND DIAMETER D=4d FOR #3 THRU #5 D=6d FOR #6 THRU #8 12 d d d 3" MIN6d 2 1/2" MIN 4d 3" M I N 6d F O R # 5 A N D S M A L L E R 12 d F O R # 6 , 7 , A N D 8 180° 2 1/2" MIN 4d d REBAR REBAR PL PER DETAILS, 2/3d MIN, TYP NOTES: 1. REINFORCING TO BE WELDED, EXCEPT ASTM A706, SHALL CONFORM TO THE MATERIAL PROPERTY REQUIREMENTS OF ANSI/AWS D1.4, NEWEST EDITION. 2. ALL PREHEATING AND WELDING SHALL BE DONE IN ACCORDANCE WITH ANSI/AWS D1.4, NEWEST EDITION. 3. ALL WELDING SHALL BE CONTINUOUSLY INSPECTED BY A QUALIFIED LABORATORY. E = EFFECTIVE THROAT = .2d MIN E d E E REBARE MIN 2d MIN 2d A A TANGENT POINT d 1/8" MIN d 6d SEE AT LEFT FOR SIZE 0'-0" TOC HSS4x4x1/4 POST BY OTHERS SPACED @ 5'-0"CC MAX 3/16 CAP PL TO HSS 1" MAX HIGH-STRENGTH, NON- SHRINK, NON-METALLIC GROUT SLAB ON GRADE PER PLAN FO (E) WALL TOF -1'-0" (E) CONC WALL (E) SLAB ON GRADE (E) WALL FTG VIF 4'-0" 6" VIF 1'-9" CONTRACTOR'S OPTION: FOLLOW THE GUIDELINES FOR THE "CORNER CONDITION" IN DETAIL IN LIEU OF THIS DETAIL 3/S2.01 A A PER ARCH CL HSS CONC CURB PER 3 S2.01 2 2 10" 10 " EQ EQ EQ E Q 1 1/2"1 1/2" 1 1 / 2 " 1 1 / 2 " (4) 13/16"Ø HOLES FOR 3/4"Ø HILTI KB-TZ2 SS w/ 4 3/4" EFFECTIVE EMBED HSS POST PER PLAN 1/4 PL5/8 SECTION A-A 2 CAP PL5/16 NOTES: 1. ALL WELDS AT EXPOSED CONDITIONS ARE ALL AROUND FOR CLOSURE AND SHALL BE GROUND SMOOTH. 2. ALL ERECTION AIDS TO BE REMOVED AND WELDS GROUND SMOOTH AFTER ERECTION. 3. REFER TO ARCH DWGS AND SPECS FOR ANY ADDITIONAL AESS REQUIREMENTS AT EXPOSED CONDITIONS. 4. PROVIDE 3/16" FILLET WELD WHERE HSS SIDES ARE AT LEAST 1/4" NARROWER THAN SUPPORTING HSS. TOP RAIL HSS PER ARCH TYP HSS PER ARCH, TYP INTERMEDIATE RAIL 3/16 TYP NEAR AND FAR SIDES SEE NOTE 4 3/16 1/4 EA SIDE SEE NOTE 4 3/16 CAP PL S STATE OF C A LIFORNIASTRUCTURAL R EFORPDERETSIG E S I N ENGIN E E R O AL 1230 W WASHINGTON ST, SUITE 114 TEMPE, AZ 85288 602 225 1575 CH I L L E R R E L O C A T I O N 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 09/13/2024 24-004.2 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 WARREN R. POTTEBAUM No. 4791 4/ 1 / 2 0 2 5 1 0 : 3 2 : 1 3 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 C h i l l e r _ R v t 23 _ C e n t r a l _ k s o w l e y . r v t STRUCTURAL DETAILS S2.01 -1/4" = 1'-0"PARTIAL FOUNDATION PLAN DETAIL NO SCALE S2.01 2DETAILNO SCALE S2.01 1 HOUSEKEEPING PAD AT SLAB ON GRADE 310SD005 DETAIL NO SCALE S2.01 3 HSS POST SLEEVE DETAIL NO SCALE S2.01 6 STANDARD REBAR HOOKS & BENDS 300SD001-STD DETAIL NO SCALE S2.01 7 REBAR WELDING 300SD002 DETAIL NO SCALE S2.01 4 HSS POST BASE @ (E) WALL FTG DETAIL NO SCALE S2.01 5 HSS CONNECTIONS 514SD017 2 4/3/25 CITY COMMENTS 24-004.2 09/13/2024 LS W E n g i n e e r s A r i z o n a , I n c . 23 3 3 W . N o r t h e r n A v e . , S t e . 9 P h o e n i x , A Z 8 5 0 2 1 Of f i c e : 6 0 2 . 2 4 9 . 1 3 2 0 w w w . l s w e n g i n e e r s . c o m Pr o j e c t N o . 20 2 4 - 0 0 2 . 0 0 5 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 C T 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 . 2 S M I - S a n t a A n a , C A - C h i l l e r . r v t 5/ 2 2 / 2 0 2 4 8 : 4 1 : 1 4 A M 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 CH I L L E R R E L O C A T I O N EN G I N E E R I N G C O N S U L T A N T REV DATE DESCRIPTION MECHANICAL GENERAL SHEET M001 ABBREVIATIONS #NUMBER #/P###DETAIL # ON SHEET P### °F DEGREES FAHRENHEIT Δ DELTA (CHANGE) %PERCENTAGE (D)DEMOLITION (E) EXISTING (N)NEW ABSORP ABSORPTION AD ACCESS DOOR AFF ABOVE FINISHED FLOOR AFG ABOVE FINISHED GRADE AFUE ANNUAL FUEL UTILIZATION EFFICIENCY AIC AMPERES INTERRUPTING CURRENCY AMB AMBIENT ALUM ALUMINUM AP ACCESS PANEL APD AIR PRESSURE DROP AV AUTOMATIC AIR VENT BARO BAROMETRIC BAS BUILDING AUTOMATION SYSTEM BDD BACKDRAFT DAMPER BFF BELOW FINISHED FLOOR BFG BELOW FINISHED GRADE BHP BRAKE HORSEPOWER BLDG BUILDING BTU BRITISH THERMAL UNIT BTUH BRITISH THERMAL UNIT PER HOUR CAP CAPACITY CFH CUBIC FEET PER HOUR CFM CUBIC FEET PER MINUTE CHW CHILLED WATER CO CARBON MONOXIDE CO2 CARBON DIOXIDE COMB COMBUSTION CMPR COMPRESSOR CONFIG CONFIGURATION CONN CONNECTION CTRL CONTROL D DEPTH DIA OR Ø DIAMETER DB DECIBELS DB DRY BULB DIFF DIFFERENTIAL DIST DISTANCE DN DOWN DWG DRAWING(S) DX DIRECT EXPANSION EA EXHAUST AIR EAT ENTERING AIR TEMPERATURE EDR EQUIVALENT DIRECT RADIATION EER ENERGY EFFICIENCY RATIO EFF EFFICIENCY ELEV ELEVATION ENT ENTERING ESP EXTERNAL STATIC PRESSURE EVAP EVAPORATIVE EWT ENTERING WATER TEMPERATURE EXH EXHAUST EXT EXTERNAL FD FIRE DAMPER FF FRICTION FACTOR FF FINISHED FLOOR FLA FULL LOAD AMPS FLEX FLEXIBLE FPI FINS PER INCH FPM FEET PER MINUTE FPS FEET PER SECOND FS FLOW SWITCH FT FEET OR FOOT GA GAGE GAL GALLON(S) GPH GALLONS PER HOUR GPM GALLONS PER MINUTE GRS GRAINS GSM GALVANIZED SHEET METAL H HEIGHT H2S HYDROGEN SULFIDE HORZ HORIZONTAL HP HORSEPOWER HR HOUR HTR HEATER HW HOT WATER HZ HERTZ IDF INDOOR FAN IN INCH IPLV INTEGRATED PART LOAD VALUE IN HG INCHES OF MERCURY IN WG INCHES OF WATER GAGE KW KILOWATTS L LENGTH LAT LEAVING AIR TEMPERATURE LBS POUNDS LVG LEAVING LWT LEAVING WATER TEMPERATURE MAX MAXIMUM MBH THOUSAND BTU PER HOUR MCA MINIMUM CURRENT AMPACITY MCC MOTOR CONTROL CENTER MECH MECHANICAL MIN MINIMUM MOCP MAXIMUM OVER CURRENT PROTECTION MTG MOUNTING MV MANUAL AIR VENT NC NORMALLY CLOSED NO NORMALLY OPEN NOM NOMINAL NPSH NET POSITIVE SUCTION HEAD NTS NOT TO SCALE OBD OPPOSED BLADE DAMPER OCC OCCUPANCY ODF OUTDOOR FAN OPER OPERATING OSA OUTSIDE AIR PD PRESSURE DROP PH PHASE PPM PARTS PER MILLION PRESS PRESSURE PSI POUNDS PER SQUARE INC PSIA POUNDS PER SQUARE INCH ABSOLUTE PSIG POUNDS PER SQUARE INCH GAGE QTY QUANTITY RA RETURN AIR RECIRC RECIRCULATING REFRIG REFRIGERATION REGEN REGENERATION REQ'D REQUIRED RH RELATIVE HUMIDITY RPM REVOLUTIONS PER MINUTE SA SUPPLY AIR SD SMOKE DETECTOR SFD SMOKE AND FIRE DAMPER S&R SUPPLY AND RETURN SEER SEASONAL ENERGY EFFICIENCY RATIO SENS SENSIBLE SF SQUARE FEET OR SQUARE FOOT SQ IN SQUARE INCH SS STAINLESS STEEL SYS SYSTEM TEMP TEMPERATURE TSP TOTAL STATIC PRESSURE T-STAT THERMOSTAT TYP TYPICAL UNO UNLESS NOTED OTHERWISE V VOLT(S) VFD VARIABLE FREQUENCY DRIVE VD VOLUME DAMPER VEL VELOCITY W WIDTH W WATTS W/WITH W/O WITHOUT WB WET BULB WPD WATER PRESSURE DROP WT WEIGHT MECHANICAL LEGEND SYMBOL ABBR DESCRIPTION CHWS CHWR CWS CWR CD D HWS HWR STM SCR CHILLED WATER SUPPLY CHILLED WATER RETURN CONDENSER WATER SUPPLY CONDENSER WATER RETURN CONDENSATE DRAIN DRAIN HEATING HOT WATER SUPPLY HEATING HOT WATER RETURN STEAM STEAM CONDENSATE RETURN BALL VALVE CHK CHECK VALVE BUTTERFLY VALVE GV GATE VALVE MOTORIZED VALVE 2-WAY CONTROL VALVE 3-WAY CONTROL VALVE AUTOMATIC BALANCING VALVE FLEXIBLE PIPE CONNECTION DN RISER DOWN UP RISER UP CAP RECTANGULAR DUCTWORK 1ST NO. = SIDE SHOWN / 2ND NO. = SIDE NOT SHOWN ROUND DUCT EXPANDED THROAT TAKE-OFF ELBOW WITH TURNING VANES CONTINUATION DUCT TRANSITION MB MAN BARS IN DUCTWORK FLOW DIRECTION INDICATOR SA SUPPLY AIR - DUCT UP THROUGH FLOOR OR ROOF 3-WAY DIFFUSER 2-WAY DIFFUSER 1-WAY DIFFUSER DIFFUSER/GRILLE BENEATH DUCT RA RETURN AIR - DUCT UP THROUGH FLOOR OR ROOF EXH EXHAUST AIR - DUCT UP THROUGH FLOOR OR ROOF OA OUTSIDE AIR - DUCT UP THROUGH FLOOR OR ROOF FD FIRE DAMPER SD SMOKE DAMPER SFD COMBINATION SMOKE/FIRE DAMPER OBD/VD OPPOSED BLADE DAMPER/VOLUME DAMPER MD MOTORIZED DAMPER THERMOSTAT HUMIDITY SENSOR REMOTE SENSOR CARBON DIOXIDE SENSOR OXYGEN SENSOR SD SMOKE DETECTOR POC POINT OF CONNECTION #" * PIPE SIZE SYSTEM TYPE 24/1224/12 24Ø24Ø FD SD SFD M DD T H S C D MECHANICAL DESIGN CRITERIA LOCATION: TUSTIN, CALIFORNIA 138 FT. ELEVATION OUTDOOR DESIGN TEMPERATURES: SUMMER:94°F DRY BULB/70°F WET BULB WINTER:39°F DRY BULB INDOOR DESIGN TEMPERATURES: (THE 2012 INTERNATIONAL ENERGY CONSERVATION CODE REQUIRES A MINIMUM COOLING TEMPERATURE OF 75°F AND A MAXIMUM HEATING TEMPERATURE OF 72°F) COOLING HEATING SPACE TYPE 75°F 72°F GENERAL OCCUPIED AREAS 75°F 72°F IDF/MDF ROOMS 85°F 60°F UTILITY & STORAGE ROOMS GENERAL NOTES A.THIS CONTRACTOR IS TO PROVIDE ALL LABOR AND MATERIAL NECESSARY TO INSTALL A COMPLETE MECHANICAL SYSTEM AS SHOWN AND SPECIFIED AND IN ACCORDANCE WITH ALL APPLICABLE CODES, RULES AND REGULATIONS. REFER TO PROJECT SPECIFICATIONS FOR FURTHER PROJECT REQUIREMENTS. B.THE DESIGN DRAWINGS ARE DIAGRAMMATIC AND ARE NOT TO BE SCALED FOR CONSTRUCTION PURPOSES. THIS CONTRACTOR IS TO COORDINATE EXACT EQUIPMENT LOCATIONS AND ROUTING OF DUCTWORK, PIPING, DIFFUSERS, ETC., WITH THE GENERAL CONTRACTOR, OTHER TRADES AND THE BUILDING CONDITIONS. THE ROUTING SHOWN ON THE DRAWINGS WAS USED FOR PRESSURE DROP CALCULATIONS. NOTIFY THE ENGINEER OF SIGNIFICANT INSTALLATION DEVIATIONS. C.INSTALL PIPE INSULATION CONTINUOUSLY THROUGH PARTITIONS, HANGERS AND AROUND ANCHOR ATTACHMENTS. WHERE VAPOR BARRIER IS INDICATED, SEAL JOINTS, SEAMS AND PENETRATIONS IN INSULATION AT HANGERS, SUPPORTS, ANCHORS AND OTHER PROJECTIONS WITH VAPOR-BARRIER MASTIC. INSTALL INSULATION OVER FITTINGS, VALVES, STRAINERS, FLANGES, UNIONS, AND OTHER SPECIALTIES WITH CONTINUOUS THERMAL AND VAPOR-RETARDER INTEGRITY UNLESS OTHERWISE INDICATED. O2CHILLER SCHEDULE MARK MANUFACTURER MODEL MOCP HP V/PH WEIGHT (LBS)REMARKS CH-1 KRAUS KSC 215 L - US 60 36.6 460/3 2,425 CHILLER BY OTHERS - REFERENCE ONLY NOT TO SCALE1 PIPING SCHEMATIC FOR CHILLED WATER - KRAUS CHILLER CHILLED WATER REQUIREMENTS 23.78-29.05 GPMFLOW RATE: WATER TEMPERATURE: BTU DISCHARGE TO THE WATER WATER PRESSURE LOSS OF PRESSURE FOR SEP CABINET CHILLED WATER ACIDITY RANGE CHILLED WATER HARDNESS CHLORINE GAS CONCENTRATION FILTRATION 48°F ± 4°F 214,964 BTU/HR MAXIMUM 87 PSI 14.5 PSI MAXIMUM 6pH TO 8pH <250 ppm CALCIUM CARBONATE <200 ppm 500 µm FOR INSTALLATION OF A KRAUS KSC 215 CHILLER, IT IS THE RESPONSIBILITY OF THE MECHNICAL CONTRACTOR TO PROVIDE A MIXTURE OF WATER WITH 35%-38% ETHYLENE GLYCOL PRIOR TO CHILLER START UP. DO NOT USE PROPYLENE GLYCOL OR AUTOMOTIVE ANTI-FREEZE. THE AMOUNT OF THE MIXTURE MUST FILL UP THE CHILLER, MR SYSTEM AND PIPING (SUPPLY AND RETURN), SEE EXAMPLES BELOW. (1) GALLON OF UNDILUTED GLYCOL, OR (2) GALLONS OF WATER/GLYCOL MIXTURE MUST REMAIN ON SITE FOR USE AFTER START UP. MIXTURE VOLUME INCLUDING SUPPLY & RETURN +15 GAL. CHILLER & MR PIPE DIAMETER TOTAL LENGTH MIXTURE VOLUME GLYCOL NEEDED 2"100'31.3 GALLONS 11.9 GALLONS 2"200'47.6 GALLONS 18.1 GALLONS 2.5"100'40.5 GALLONS 15.4 GALLONS 2.5"200'66.0 GALLONS 25.1 GALLONS MIXTURE VOLUME = 3.14 x (PIPE RADIUS)2 x PIPE LENGTH + 15 GALLONS. GLYCOL AMOUNT = 35-38% OF MIXTURE VOLUME. WATER REQUIREMENTS TO BE MEASURED AT THE SEP CABINET. NOTES: ALL PIPING AND FIXTURES SHALL BE FURNISHED, INSTALLED, PRESSURE TESTED AND CHARGED BY THE MECHANICAL CONTRACTOR PRIOR TO THE DELIVERY AND INSTALLATION OF THE SIEMENS SUPPLIED AND INSTALLED EQUIPMENT UNLESS SPECIFIED OTHERWISE. AT THE HIGHEST POINT OF THE WATER SUPPLY PIPE FROM THE KRAUS CHILLER AN AUTOMATIC DEAERATION DEVICE(AIR VENT) WITH BALL VALVE MUST BE INSTALLED BY THE MECHANICAL CONTRACTOR. LEAK TEST ALL PIPING WITH A MIXTURE OF R-22 TRACE GAS AND NITROGEN. DO NOT PERFORM LEAK TEST WITH WATER. THE MECHANICAL SITE SPECIFIC DESIGN AND SPECIFICATION OF THE MECHANICAL AND PIPING SYSTEMS AS SHOWN AND SHALL BE IN ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE, AND NATIONAL CODES. ALL WORK SHALL BE PERFORMED BY THE MECHANICAL CONTRACTOR AND SHALL BE SUBJECT TO COMPLIANCE WITH ALL APPLICABLE LOCAL, STATE AND NATIONAL CODES. THE SUPPLY AND RETURN PIPES FROM THE CHILLED WATER SUPPLY TO THE SEP/IFP MUST BE LABELED TO SHOW FLOW DIRECTION AND CONTENT (WATER/GLYCOL). A TAP WATER SUPPLY MUST BE AVAILABLE WITHIN 60' OF THE SEP/IFP AND CHILLER CONNECTION FOR FILLING THE CIRCUIT. CHILLED WATER SYSTEM BYPASS WITH FULL SIZE PIPING TO INCLUDE 3/4" MINIMUM DRAIN AND MINIMUM 3/4" DRAIN WITH CAP. AUTOMATIC AIR BLEED WITH BALL VALVES INSTALLED AT THE HIGHEST POINT OF THE SUPPLY AND RETURN LINES. SHUT-OFF VALVES INSTALLED WITHIN 18" OF IFP. 16 FOOT MAX. HOSE LENGTH 9 FOOT MAXIMUM HOSE LENGTH IFP GPA ACC HELIUM COMPRESSOR PIPE UNION. SIEMENS PROVIDES 2" MALE NPT AT IFP. 82 FOOT MAX. ONE WAY PIPE LENGTH FOR 2" DIAMETER PIPE. 148 FOOT MAX. ONE WAY PIPE LENGTH FOR 2-1/2" DIAMETER PIPE. A MAXIMUM OF 25 LONG RADIUS ELBOWS ARE ALLOWED FOR TOTAL RUN. CHILLER DRAIN INSTALLED AT CHILLER BY MECHANICAL CONTRACTOR. SIEMENS SUPPLIED AND INSTALLED CABINETS ROOF. FLOOR. CODES: 2022 CALIFORNIA BUILDING CODE W/ AMENDMENTS 2022 CALIFORNIA PLUMBING CODE W/ AMENDMENTS 2022 CALIFORNIA FIRE CODE W/ AMENDMENTS 2022 CALIFORNIA MECHANICAL CODE W/ AMENDMENTS 2022 CALIFORNIA FUEL GAS CODE W/ AMENDMENTS 2022 CALIFORNIA ENERGY CODE WITH AMENDMENTS NOTE: DELETE THERMAL HANGER SHIELD FOR UNINSULATED PIPE. PROVIDE PLASTIC WRAP IF PIPE AND HANGER MATERIALS ARE DISSIMILAR THERMAL HANGER INSERT WITH GALVANIZED STEEL SHIELD PER SPECIFICATIONS INSULATION (WHERE SPECIFIED) HEAVY DUTY CLEVIS HANGER; MSS TYPE 1 HANGER ROD PER SPECIFICATIONS UP TO STRUCTURE LOCKING NUT SUPPORT NUT NOT TO SCALE2CLEVIS HANGER DETAIL CL CONCRETE THRUST BLOCK INSTALLED PRE PIPE MANUFACTURER RECOMMENDATION EXTERIOR WALL FLOOR PIPE SLEEVE "METRAFLEX" METRASEAL TYPE E OR APPROVED EQUAL WATERTIGHT WALL/PIPE SEAL MIN. 36" NOT TO SCALE3 UNDERGROUND CHILLED WATER PIPING RISER DETAIL GRADE PRE-INSULATED PIPING CL PIPE SLEEVE 322 CIT COMMENTS3 3 12/31/25 04-30-25 EXISTING CONDENSING UNIT TO BE DEMOLISHED. FIELD VERIFY LOCATION 1 1 1 1 1 1 2 EXST MRI EXST MRI CONTROL EXST BREAK EXST DRESS EXST DRESS EXST MRI EQUIP U-ARM (KONICA) RE F . EXST MRI EXST MRI CONTROL EXST BREAK EXST DRESS EXST DRESS EXST MRI EQUIP EXST WORK AREA T 2 1/2" CHWS/R(BG) 2 1/2" CHWS/R 2 1 CH 2 3 24-004.2 09/13/2024 LS W E n g i n e e r s A r i z o n a , I n c . 23 3 3 W . N o r t h e r n A v e . , S t e . 9 P h o e n i x , A Z 8 5 0 2 1 Of f i c e : 6 0 2 . 2 4 9 . 1 3 2 0 w w w . l s w e n g i n e e r s . c o m Pr o j e c t N o . 20 2 4 - 0 0 2 . 0 0 5 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 C T 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 . 2 S M I - S a n t a A n a , C A - C h i l l e r . r v t 5/ 2 2 / 2 0 2 4 8 : 4 1 : 1 4 A M 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 CH I L L E R R E L O C A T I O N EN G I N E E R I N G C O N S U L T A N T REV DATE DESCRIPTION MECHANICAL PLAN M201 KEED NOTES 1.EXISTING ROOF TOP EQUIPMENT TO REMAIN. 2.EXISTING CHILLER TO BE REMOVED. # NORTH SCALE:1/4" = 1'-0" 0'4'8' MECHANICAL DEMOLITION PLAN - ROOFNORTH SCALE:1/4" = 1'-0" 0'4'8' MECHANICAL NEW WORK PLAN - FIRST FLOOR KEED NOTES 1.CONTRACTOR SHALL PROVIDE AND INSTALL 2 1/2"Ø PRE INSULATED COPPER CHILLED WATER SUPPLY AND RETURN PIPING FROM CHILLER LOCATED OUTSIDE TO INTERFACE PANEL IN MRI EQUIPMENT ROOM ALONG WALL AT 8'-0". DASHED PIPING REPRESENTS A PORTION TO BE INSTALLED UNDERGROUND. USE PIPE SUPPORTS OR STANDS WHERE NECESSARY. SEAL PENETRATION WATERTIGHT. ALL PIPING LOCATED OUTSIDE OF THE BUILDING ENVELOPE SHALL HAVE ALUMINUM JACKET. COORDINATE WITH MRI MANUFACTURER FOR FINAL FLOW METER AND FILTER LOCATIONS. 2.AIR COOLED CHILLER ON CONCRETE PAD WITH 1” NEOPRENE ISOLATION. COORDINATE EXACT LOCATION AND EQUIPMENT BASE DIMENSIONS WITH ARCHITECTURAL SITE PLAN AND BUILDING OWNER. CHILLER FURNISHED BY MRI EQUIPMENT MANUFACTURER. 3.ROUTE 2 1/2"Ø PRE INSULATED COPPER CHILLED WATER SUPPLY AND RETURN PIPING ROUTED THROUGH BUILDING IN CEILING. # 2 2 322 CIT COMMENTS2 2 GENERAL NOTES A.PIPE AND TUBING SHALL BE SUPPORTED IN ACCORDANCE WITH SECTION 313.0. EQUIPMENT THAT IS PART OF THE PIPING SYSTEM SHALL BE PROVIDED WITH ADDITIONAL SUPPORT IN ACCORDANCE WITH THIS CODE AND MANUFACTURER'S INSTALLATION INSTRUCTION. B.PIPING EMBEDDED IN CONCRETE SHALL BE STEEL PIPE, TYPE L COPPER TUBING OR PLASTIC TUBING OR TUBING RATED NOT LESS THAN 80 PSI AT 180°F(552 kPa AT 82°C). JOINTS OF PIPE OR TUBING THAT ARE EMBEDDED IN A PORTION OF THE BUILDING, SUCH AS CONCRETE OR PLASTER SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1221.2.1 THROUGH SECTION 1221.2.3. 2022 CMC 1221.2. 322 CIT COMMENTS3 3 12/31/25 04-30-25 24-004.2 09/13/2024 LS W E n g i n e e r s A r i z o n a , I n c . 23 3 3 W . N o r t h e r n A v e . , S t e . 9 P h o e n i x , A Z 8 5 0 2 1 Of f i c e : 6 0 2 . 2 4 9 . 1 3 2 0 w w w . l s w e n g i n e e r s . c o m Pr o j e c t N o . 20 2 4 - 0 0 2 . 0 0 5 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 C T 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 . 2 S M I - S a n t a A n a , C A - C h i l l e r . r v t 5/ 2 2 / 2 0 2 4 8 : 4 1 : 1 4 A M 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 CH I L L E R R E L O C A T I O N EN G I N E E R I N G C O N S U L T A N T REV DATE DESCRIPTION MECHANICAL SPECIFICATIONS M601 DIVISION 23 - MECHANICAL SPECIFICATIONS A.SECTION 23 05 00 - GENERAL PROVISIONS 1.WORK UNDER THIS SECTION INCLUDES ALL LABOR AND MATERIAL NECESSARY TO INSTALL A COMPLETE HVAC SYSTEM AS SHOWN AND SPECIFIED AND IN ACCORDANCE WITH CONTRACT DOCUMENTS, ALL APPLICABLE CODES, RULES AND REGULATIONS. THE MECHANICAL CONTRACTOR SHALL HAVE A CURRENT CONTRACTOR'S LICENSE WHICH HAS BEEN VALID IN THE SAME STATE AS THE PROJECT SCOPE FOR A MINIMUM OF TWO YEARS. THE CONTRACTOR SHALL PAY FOR ALL PERMITS, FEES, CITY INSPECTIONS, LEGAL NOTICES, ETC., AS REQUIRED. 2.SUBMITTALS: PROVIDE PDF SUBMITTALS OF ALL MECHANICAL EQUIPMENT AND MATERIALS INTENDED FOR INSTALLATION ON THIS PROJECT FOR THE ENGINEER'S REVIEW. SUBMITTALS SHALL BE IN ONE PDF FILE, WITH BOOKMARKS AT EACH SECTION LABELED WITH THE SPECIFICATION NUMBER AND NAME TO ALLOW FOR EASY NAVIGATION THROUGH THE SUBMITTAL. 3.AS-BUILT DRAWINGS: MAINTAIN ONE SET OF MARKED-UP PAPER COPIES OF THE CONTRACT DRAWINGS AT THE JOB SITE TO SHOW THE ACTUAL INSTALLATION WHERE INSTALLATION VARIES FROM THAT SHOWN ORIGINALLY. PROVIDE TO OWNER AT PROJECT COMPLETION. 4.OPERATION AND MAINTENANCE MANUAL: PRIOR TO COMPLETION OF THE PROJECT, COMPILE A COMPLETE OPERATION AND MAINTENANCE MANUAL FOR ALL EQUIPMENT SUPPLIED. PROVIDE TO OWNER AT PROJECT COMPLETION. 5.GUARANTEE: GUARANTEE (IN WRITING) ALL MATERIAL, EQUIPMENT, INSTALLATION AND WORKMANSHIP FOR ALL MECHANICAL EQUIPMENT AND WORK TO BE FREE FROM DEFECTS FOR ONE YEAR FROM DATE OF SUBSTANTIAL COMPLETION. 6.INSTALL VALVES, DAMPERS, THERMOMETERS, GAUGES, TRAPS, CLEANOUTS, CONTROL DEVICES OR OTHER SPECIALTIES REQUIRING READING, ADJUSTMENT, INSPECTION, REPAIRS, REMOVAL OR REPLACEMENT CONVENIENTLY AND ACCESSIBLY THROUGHOUT THE FINISHED BUILDING. 7.ALL ACCESS DOORS OR PANELS IN WALLS AND CEILINGS REQUIRED FOR ACCESS TO CONTROL DEVICES, TRAPS, VALVES AND SIMILAR DEVICES ARE TO BE FURNISHED AND INSTALLED AS PART OF THE WORK UNDER THIS SECTION. COORDINATE FINISHES WITH ARCHITECT. 8.FIRESTOPPING: COORDINATE WITH THE FIRESTOPPING INSTALLER FOR SEALING OF ALL PENETRATIONS OF FIRE AND SMOKE BARRIERS AND OTHER RATED ASSEMBLIES CREATED DURING THE INSTALLATION OF THE DIVISION 23 WORK. C.SECTION 23 05 16 - EXPANSION FITTINGS FOR HVAC PIPING 2.INSTALL EXPANSION JOINT OR PIPE LOOP ASSEMBLIES AS NEEDED TO CONTROL EXPANSION AND CONTRACTION OF THE HYDRONIC PIPING SYSTEMS AND WHERE PIPING CROSSES A BUILDING EXPANSION JOINT. D.SECTION 23 05 17 - SLEEVES & SLEEVE SEALS FOR HVAC PIPING 1.INSTALL SLEEVES FOR PIPING PASSING THROUGH PENETRATIONS IN FLOORS, PARTITIONS, WALLS AND ROOFS. 2.SLEEVE-SEAL SYSTEMS (LINK-SEAL OR APPROVED) ARE REQUIRED FOR CORE-DRILLED HOLES THROUGH EXTERIOR WALLS BELOW GRADE OR SLAB-ON-GRADE FLOORS. FOR SLEEVES THAT WILL HAVE SLEEVE-SEAL SYSTEMS INSTALLED, SELECT SLEEVES OF SIZE LARGE ENOUGH TO PROVIDE 1-INCH ANNULAR CLEAR SPACE BETWEEN PIPING AND CONCRETE SLABS AND WALLS. 3.MAINTAIN INDICATED FIRE RATING OF WALLS, PARTITIONS, CEILINGS, AND FLOORS AT PIPE PENETRATIONS. COORDINATE SEALING OF PIPE PENETRATIONS WITH FIRESTOPPING INSTALLER. E.SECTION 23 05 18 - ESCUTCHEONS FOR HVAC PIPING 1.INSTALL CHROME-PLATED ESCUTCHEONS FOR PIPING PENETRATIONS OF WALLS, CEILINGS AND FINISHED FLOORS. F.SECTION 23 05 19 - METERS & GAGES FOR HVAC PIPING 1.INSTALL THERMOMETERS WITH PIPE WELLS AND PRESSURE GAGES WITH NEEDLE VALVES WHERE INDICATED ON DRAWINGS AND AT THE INLET AND OUTLET OF EACH BOILER, CHILLER, ALL HYDRONIC COILS AT AIR HANDLING UNITS, AND HEAT EXCHANGER. PRESSURE GAGES ARE TO BE INSTALLED AT THE INLET AND OUTLET OF EACH PUMP AND PRESSURE-REDUCING VALVE. THERMOMETERS AND PRESSURE GAGES ARE NOT REQUIRED ON HYDRONIC COILS LOCATED ABOVE CEILINGS; USE PETE'S PLUGS. G.SECTION 23 05 20 - ELECTRICAL & CONTROL WIRING FOR MECHANICAL SYSTEMS 1.MECHANICAL WIRING: PROVIDE ALL TEMPERATURE CONTROL WIRING, INTERLOCK WIRING, AND EQUIPMENT CONTROL WIRING FOR THE EQUIPMENT THAT IS TO BE PROVIDED UNDER DIVISION 23 UNLESS WIRING IS SPECIFICALLY SHOWN ON ELECTRICAL DRAWINGS. 2.WIRING IS TO BE INSTALLED IN METAL CONDUIT. H.SECTION 23 05 23 - GENERAL DUTY VALVES FOR HVAC HYDRONIC PIPING 1.INSTALL VALVES WITH UNIONS OR FLANGES AT EACH PIECE OF EQUIPMENT, ARRANGED TO ALLOW SERVICE, MAINTENANCE, AND EQUIPMENT REMOVAL WITHOUT SYSTEM SHUTDOWN. LOCATE VALVES FOR EASY ACCESS AND PROVIDE SEPARATE SUPPORT WHERE NECESSARY. 2.BALL VALVES ARE TO BE TWO-PIECE, FULL PORT, BRONZE BODY, WITH STAINLESS STEEL BALL AND STEM. BUTTERFLY VALVES ARE TO BE CAST IRON, LUG BODY VALVES WITH EPDM SEAT AND STAINLESS STEEL DISC AND STEM. 3.IF VALVE APPLICATIONS ARE NOT OTHERWISE INDICATED, AND EXCEPT AS SPECIFIED IN PIPING SYSTEM SECTIONS, USE THE FOLLOWING: a.SHUTOFF SERVICE: BALL OR BUTTERFLY VALVES. b.THROTTLING SERVICE: BALL OR BUTTERFLY VALVES. 4.PROVIDE PRODUCTS BY ONE OF THE FOLLOWING: a.APOLLO VALVES. b.FNW GRINNELL. c.MILWAUKEE VALVE COMPANY. d.NIBCO INC. e.WATTS. I.SECTION 23 05 29 - HANGERS AND SUPPORTS FOR MECHANICAL PIPING AND EQUIPMENT: 1.INSTALL HANGERS AND SUPPORTS COMPLETE WITH NECESSARY ATTACHMENTS, INSERTS, BOLTS, RODS, NUTS, WASHERS, AND OTHER ACCESSORIES. INSTALL HANGERS AND SUPPORTS TO ALLOW CONTROLLED THERMAL [AND SEISMIC] MOVEMENT OF PIPING SYSTEMS, TO PERMIT FREEDOM OF MOVEMENT BETWEEN PIPE ANCHORS, AND TO FACILITATE ACTION OF EXPANSION JOINTS, EXPANSION LOOPS, EXPANSION BENDS, AND SIMILAR UNITS. 2.WRAP COPPER PIPING WITH NOT LESS THAN TWO LAYERS OF 10 MIL. THICK BLACK PLASTIC TAPE EXTENDING A MINIMUM OF 1 INCH ON EACH SIDE OF CLAMP FOR ELECTROLYTIC PROTECTION WHERE HANGERS OR SUPPORTS ARE IN DIRECT CONTACT WITH COPPER PIPING. 3.USE THERMAL-HANGER SHIELD INSERTS FOR INSULATED PIPING. J.SECTION 23 05 53 - IDENTIFICATION FOR HVAC PIPING & EQUIPMENT 1.INSTALL OR PERMANENTLY FASTEN LABELS ON EACH MAJOR ITEM OF MECHANICAL EQUIPMENT. LOCATE EQUIPMENT LABELS WHERE ACCESSIBLE AND VISIBLE. LABEL LETTER COLOR TO BE BLACK ON WHITE BACKGROUND. MINIMUM LETTER SIZE SHALL BE 1/2 INCH HIGH, INCLUDE SECONDARY LETTERING AT 3/8 INCH. 2.LOCATE PIPE LABELS WHERE PIPING IS EXPOSED OR ABOVE ACCESSIBLE CEILINGS IN FINISHED SPACES; MACHINE ROOMS; ACCESSIBLE MAINTENANCE SPACES SUCH AS SHAFTS, TUNNELS, AND PLENUMS; AND EXTERIOR EXPOSED LOCATIONS. INCLUDE IDENTIFICATION OF PIPING SERVICE USING SAME DESIGNATIONS OR ABBREVIATIONS AS USED ON DRAWINGS AND AN ARROW INDICATING FLOW DIRECTION. MINIMUM LABEL LETTER SIZE SHALL BE 1-1/2 INCHES HIGH. LABEL PIPING AS FOLLOWS: a.NEAR EACH VALVE AND CONTROL DEVICE. b.NEAR EACH BRANCH CONNECTION, EXCLUDING SHORT TAKEOFFS FOR FIXTURES AND TERMINAL UNITS. WHERE FLOW PATTERN IS NOT OBVIOUS, MARK EACH PIPE AT BRANCH. c.BOTH SIDES OF PENETRATIONS THROUGH WALLS, FLOORS, CEILINGS, AND INACCESSIBLE ENCLOSURES. d.AT ACCESS DOORS, MANHOLES, AND SIMILAR ACCESS POINTS THAT PERMIT VIEW OF CONCEALED PIPING. e.NEAR MAJOR EQUIPMENT ITEMS AND OTHER POINTS OF ORIGINATION AND TERMINATION. f.SPACED AT MAXIMUM INTERVALS OF 20 FEET ALONG EACH RUN. REDUCE INTERVALS TO 10 FEET IN AREAS OF CONGESTED PIPING AND EQUIPMENT. REDUCE SPACING TO 5 FEET WHEN REQUIRED BY CODE. g.SPACED AT MAXIMUM 10 FEET FOR PIPING ABOVE REMOVABLE ACOUSTICAL CEILINGS. REDUCE SPACING TO 5 FEET WHEN REQUIRED BY CODE. M.SECTION 23 07 19 - HVAC PIPING INSULATION 1.INDOOR CHILLED WATER PIPING IS TO BE INSULATED WITH MINERAL-FIBER, PREFORMED PIPE, TYPE I, 1 INCH THICK INSULATION WITH VAPOR BARRIER JACKET FOR PIPING LESS THAN 8 INCHES, 1-1/2 INCHES THICK FOR PIPING 8 INCHES AND LARGER. 2.INDOOR REFRIGERANT SUCTION PIPING IS TO BE INSULATED WITH 1 INCH THICK FLEXIBLE ELASTOMERIC INSULATION. 3.INDOOR AIR CONDITIONING CONDENSATE DRAIN PIPING IS TO BE INSULATED WITH MINERAL-FIBER, PREFORMED PIPE, INSULATION WITH VAPOR BARRIER JACKET, TYPE I, 3/4 INCH THICK. 4.INSTALL INSULATION CONTINUOUSLY THROUGH HANGERS AND AROUND ANCHOR ATTACHMENTS. WHERE VAPOR BARRIER IS INDICATED, SEAL JOINTS, SEAMS AND PENETRATIONS IN INSULATION AT HANGERS, SUPPORTS, ANCHORS AND OTHER PROJECTIONS WITH VAPOR-BARRIER MASTIC. 5.PROVIDE ALUMINUM INSULATION JACKET OVER ALL EXTERNALLY INSULATED PIPING EXPOSED TO WEATHER. INSTALL ALUMINUM JACKET WITH ALUMINUM BANDS SPACED EVERY 12”. DO NOT USE SCREWS TO SECURE ALUMINUM JACKETING. 6.PROVIDE PVC JACKET OVER ALL INSULATED PIPING EXPOSED TO VIEW WITHIN THE BUILDING. N.SECTION 23 09 00 - CONTROLS 1.ALL CONTROL DEVICES NOT SPECIFIED TO BE FURNISHED AND INSTALLED UNDER THE ELECTRICAL SECTIONS SHALL BE PROVIDED UNDER THIS SECTION. THE COMPLETE INSTALLATION INCLUDES ALL REQUIRED 120 VOLT WIRING, ALL LOW VOLTAGE WIRING, AND COMMUNICATION WIRING. REFER TO SECTION “ELECTRICAL AND CONTROL WIRING FOR MECHANICAL SYSTEMS” FOR REQUIREMENTS. 2.CONTRACTOR SHALL PROVIDE AND INSTALL DUCT MOUNTED SMOKE DETECTORS IN RETURN DUCT OF EACH UNIT OF AN AIR MOVING SYSTEM THAT EXCEEDS 2,000 CFM. DETECTOR SHALL BE WIRED TO SHUT DOWN ALL UNIT BLOWERS IN THAT ZONE UPON DETECTION OF SMOKE. CONTRACTOR SHALL PROVIDE AND INSTALL REMOTE LED INDICATOR/TEST STATION MOUNTED IN CEILING DIRECTLY BELOW UNIT FOR EACH DUCT MOUNTED SMOKE DETECTOR INSTALLED. DETECTOR AND INDICATOR INSTALLED BY MECHANICAL, WIRED BY ELECTRICAL. DETECTOR SHALL ACTIVATE SA VISIBLE AND AUDIBLE SUPERVISORY SIGNAL AT A CONSTANTLY SUPERVISED LOCATION. COORDINATE WITH FIRE ALARM CONTRACTOR IF APPLICABLE. O.SECTION 23 21 13 - HYDRONIC PIPING 1.CHILLED-WATER COOLING, ABOVEGROUND, SHALL BE TYPE L, DRAWN-TEMPER COPPER TUBING WITH WROUGHT-COPPER FITTINGS, AND SOLDERED OR BRAZED JOINTS, OR SCHEDULE 40 STEEL PIPE; WROUGHT-STEEL FITTINGS AND WROUGHT-CAST OR FORGED-STEEL FLANGES AND FLANGE FITTINGS, AND WELDED AND FLANGED JOINTS. 2.INSTALL SHUTOFF-DUTY VALVES AT EACH BRANCH CONNECTION TO SUPPLY MAINS, AND AT SUPPLY CONNECTION TO EACH PIECE OF EQUIPMENT. 3.INSTALL MANUAL AIR VENTS AT HIGH POINTS IN PIPING, AT HEAT-TRANSFER COILS, AND ELSEWHERE AS REQUIRED FOR SYSTEM AIR VENTING. 4.INSTALL PIPING IN CONCEALED LOCATIONS EXCEPT IN EQUIPMENT ROOMS AND SERVICE AREAS. INSTALL PIPING AT RIGHT ANGLES OR PARALLEL TO BUILDING WALLS. DIAGONAL RUNS ARE PROHIBITED UNLESS SPECIFICALLY INDICATED OTHERWISE. DO NOT INSTALL HYDRONIC PIPING WITHIN ELECTRICAL ROOMS, ELEVATOR EQUIPMENT ROOMS, MDF OR IDF ROOMS, OR STAIRWELLS. 5.FILL SYSTEM WITH FRESH WATER, FLUSH AND REFILL WITH CLEAN WATER AND PASSIVATE INTERIOR OF PIPING SYSTEMS USING CHEMICALS SUPPLIED BY HVAC WATER TREATMENT CONTRACTOR. CIRCULATE CHEMICALS FOR A MINIMUM OF 24 HOURS OR LONGER AS DIRECTED TO REMOVE OILS, DIRT AND OTHER COMPOUNDS DETRIMENTAL TO THE PROPER OPERATION OF THE SYSTEM. 6.REMOVE CONSTRUCTION DEBRIS, DUST, DIRT AND OTHER FOREIGN MATERIAL FROM PIPING SYSTEMS AS WORK PROGRESSES. PROTECT PIPE OPENINGS DURING CONSTRUCTION. h. 12/31/25 04-30-25 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 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