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HomeMy WebLinkAbout2102 S Flower St - DEF3 - Trellis - PlanAdaptive Re-use Engineering, Inc. 101 Parkshore Dr., Craig M. Horner, CE84674 Folsom, CA 95630 Phone: 214-407-3184 chorner@are-eng.com C i v i l E n g i n e e r i n g STRUCTURAL CALCULATIONS FOR Memorial Park Aquatics Center Sunshades Santa Ana, CA October 31, 2025 JOB #25138-S 1 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence BY DATE 4/23/2026 Reviewed for design loads only as they affect the primary structure. Not responsible for design, dimensions or quality of material JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Design Load Review rlawrence Design Criteria - (2022 CBC) Job Information ARE Job No Memorial Park Aquatics Center 25138 1) California Building Code [CBC 1609] 2) ADM 1 3) AISC 360 4) ASCE 7-16 Wind Loading Wind Speed, Vult = 95 mph Exposure = Structure Height, h =(for design) (ASCE 7, 30.3.2) Design pressure, p = qh [ (GCp) - (GCpi)](ASCE 7, Eqn. 30.3-1) qh = 0.00256 Kz Kzt Kd Ke V2 (ASCE 7, Eqn. 26.10-1) Kz =0.95 (ASCE 7, Table 26.10-1) Kzt =1.0 (ASCE 7, 26.8.1) Kd =0.85 (ASCE 7, Table 26.6-1) Ke =1.0 (ASCE 7, Table 26.9-1) VASD = Vult * sqrt(0.6) =74 mph Velocity pressure, qh = 11.14 psf Design pressure, p = qh [ (GCp) - (GCpi)] Where, Gcpi =0.18 (ASCE 7, Table 26.13-1) Gcp value GCp10=1.4 GCp100 =1.05 (ASCE 7, Figure 30.3-1) GCp20 =1.3 GCp200 =0.98 (Worst Case : Zone 5) GCp50 =1.18 Trib. Area AT 10 sq.ft pnet10 =17.60 psf 20 sq.ft pnet20 =16.48 psf 50 sq.ft pnet50 =15.15 psf 100 sq.ft pnet100 =13.70 psf 200 sq.ft pnet200 =12.92 psf Net Pressure ASD, pnet 2  Mullion Check Job Information ARE Job No Memorial Park Aquatics Center 25138 References   1) California Building Code [CBC 1609] 2) ADM 1 3) AISC 360 4) ASCE 7 Loading Information (Zone 5) Span 13.750 ft Trib 0.500 ft Detail Mark Lb 13.750 Area 2.00 ft2 EL 601 Pressure 16.85 psf Foil Load 8.42 plf Moment 0.20 k‐ft Section Properties (Closed Shape) Mullion EL 601 Flat Iy 0.872 in4 Ix 11.893 in4 Syc 1.046 in3 J 2.621 in4 Fcy 25 ksi E 10100 ksi EI 8807.2 k‐in2 Lateral Torsional Buckling F.4 Mnp= Fcy Sxc 26.15 k‐in [ADM F.2 pg. I‐46] Cb 1.25 Cc 78.38 [ADM Table B.4.2] λ 12.79 [ADM F.4.2.3 pg. I‐48] Mnmbo 24.65 k‐in [ADM F.4 pg. I‐47] Deflection Check where REF 2 L 240+1/4"Pass Pass 0.94 >0.46 in Refer Shape Designer section properties on  separate page  Mnmbo/ꭥF=1.65 18.68 k‐in >Mdemand 2.39 k‐in Denominator 175, 𝑠𝑝𝑎𝑛 13.5 240 1/4", 𝑠𝑝𝑎 13.5 3 Section Properties and Stresses A nalysis - Results Date : 04- 27- 2023 / 11:52:35 Engineer : C lient : C om m ent : Project Ref.: Project Nam e: EL 601 page 1/ 2A pproved by: System U nits: Length:[in] M ass :[lb] Stress:[psi] Section M aterial Identi cation: [A lum inium 6061 - T6(extruded)]: E= + 10000000. [psi]; N u= 0.33; Ro= + 0.098[lb/ in ] EL 601 4 Section Properties and Stresses A nalysis Results Axes X-Y Centroidal Axes Principal Axes Ix (in^4) +11.893 +11.893 +11.893 Iy (in^4) +0.872 +0.872 +0.872 Ixy (in^4) +0.043 +0.043 +0. Io (in^4) +12.765 +12.765 +12.765 rx (in) +2.246 +2.246 +2.246 ry (in) +0.608 +0.608 +0.608 ro (in) +2.327 +2.327 +2.327 Y top (in)+4.111 +4.11 Y bot (in)+4.139 +4.14 Sx top (in^3)+2.893 +2.893 Sx bot (in^3)+2.873 +2.873 X right (in)+0.792 +0.792 X left (in)+0.834 +0.834 Sy right (in^3)+1.101 +1.101 Sy left (in^3)+1.046 +1.045 Zpx (in^3)+4.566 +4.566 Zpy (in^3)+1.369 +1.369 Max Mx (lb.in)+114922.741 +114922.969 Max My (lb.in)+41823.885 +41818.977 Mpx (lb.in)+182646.816 +182647.743 Mpy (lb.in)+54770.632 +54757.484 SFx +1.589 +1.589 SFy +1.31 +1.309 IMax (in^4)+11.893 IMin (in^4)+0.872 Theta (Deg)-0.224 Elastic Neutral Axis In (in^4) +11.862 ENA Angle(°) +2.825 Y top (in) +4.107 Y bot (in) +4.133 Sx top (in^3) +2.889 Sx bot (in^3) +2.87 X right (in) +0.816 X left (in) +0.859 Sy right (in^3) +1.107 Sy left (in^3) +1.051 Zpx (in^3) +4.56 Zpy (in^3) +1.384 Max Mx (lb.in) +114791.278 Max My (lb.in) +42053.212 Mpx (lb.in) +182412.749 Mpy (lb.in) +55369.105 SFx +1.589 SFy +1.317 Torque Max (lb.in) +25455.322 Buckling jy (monosymmetry) +0.042 in jx (monosymmetry) +0.086 in Cxrt Shear Constant +0.226 in^2 Cyrt Shear Constant +1.54 in^2 ßtf Torsional-flexural +1. a Torsional-Bending +0.441 in Area +2.358 in^2 Mass/L +0.231 lb/ in Xc +0. in Yc +0. in NA (Deg)+2.82 Deg PNA (x,y)(+0.0,-0.01) Torsion and Shear J(Torsion) +2.621 in^4 Cw(Warping) +0.192 in^6 Xs (Shear) +0.012 in Ys (Shear) +0.038 in Ax +0.609 in^2 Kx +0.258 Ay +0.61 in^2 Ky +0.259 Ios +12.769 in^4 ros +2.327 in Swx +0.033 in^5 Swy -0.14 in^5 Dsc +0.04 in Composite Section Ref. Aluminium 606 +10000000. psi Transf. Area +2.358 in^2 Xcc +0. in Ycc +0. in Stressses Yield & Max/Min Sig-yield T +40000. psi Sig-yield C -40000. psi Tau yield +30000. psi Sig-x max T) +34.804 psi Sig-x max C) -34.577 psi Fpt +47154.757 lb Fpc +47154.757 lb Loads Moment Mx +100. lb.in Moment My +0. lb.in Axial N [.0,.0] +0. lb Torque Tz +100. lb.in Bimoment Bw +10000. lb.in² Shear Vx +100. lb Shear Vy +100. lb Date : 04- 27- 2023 / 11:52:36 Engineer : C lient : C om m ent : Project Ref.: Project Nam e: EL 601 page 2/ 2A pproved by: System U nits: Length:[in] M ass :[lb] Stress:[psi] Section M aterial Identi cation: [A lum inium 6061 - T6(extruded)]: E= + 10000000. [psi]; N u= 0.33; Ro= + 0.098[lb/ in ] 5 6 DIVISION: 05 00 00— METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: DEWALT ADDITIONAL LISTEE: HILTI, INC. EVALUATION SUBJECT: DRIL-FLEX® SELF- DRILLING STRUCTURAL SCREWS (DEWALT) 1.0 EVALUATION SCOPE Compliance with the following codes:  2024, 2021, 2018 and 2015 International Building Code® (IBC)  2024, 2021, 2018 and 2015 International Residential Code (IRC) Section number references in this report are for the 2024 IBC and IRC and the standards referenced therein. Corresponding section numbers for earlier code editions are shown in Table 7 at the end of this report. Property evaluated:  Structural 2.0 USES Dril-Flex® Self-Drilling Structural Screws are used to connect cold-formed steel members together, to connect cold-formed steel to hot-rolled steel plates and to connect sheet steel to cold-formed steel. The screws are used to resist shear and tension loads in engineered connections. The screws may be used under the IRC when an engineered design is submitted for review in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Dril-Flex® Self-Drilling Structural Screws are proprietary, fully-threaded, self-drilling tapping screws that have a dual heat treatment. Product names for the report holder and the additional listee are presented in the following table: Hex washer head parts are coated with a corrosion-preventive coating identified as Stalgard® SUB, which is silver in color. All other head styles are coated with a corrosion-preventive coating identified as Stalgard®, ICC-ES Evaluation Report ESR-3332 - City of LA Supplement FL Supplement w/HVHZ Subject to renewal September 2026 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an nty by ICC Evaluation Service, LLC, express or implied, as to any finding or Copyright © 2025 ICC Evaluation Service, LLC. All rights reserved. Company Name Product Name DEWALT Dril-Flex® Hilti Kwik-Flex 7 which is silver in color. The drill point and lead threads of the screws are heat-treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the screw is treated to a lower hardness complying with the hardness limits for SAE J429 Grade 5 screws and the hardness limits for ASTM A449-10 Type 1 screws. Table 1 provides screw descriptions (size, tpi, length), nominal diameters, head styles, drive type / size, head diameters, point styles, drilling capacities and minimum required protrusion lengths. 3.1.1 Type 1: These #10 screws have coarse threads and a phillips pan head. See Figure 1. 3.1.2 Types 2A and 2B: These #10 screws have coarse threads and a hex washer head. See Figure 2. 3.1.3 Type 3: These #10 screws have fine threads and a phillips wafer head. See Figure 3. 3.1.4 Type 4: These #12 screws have coarse threads and a hex washer head. See Figure 4. 3.1.5 Type 5: These #12 screws have coarse threads and a hex washer head. See Figure 5. 3.1.6 Type 6: These #12 screws have coarse threads and a phillips undercut flat head. See Figure 6. 3.1.7 Type 7: These #12 screws have fine threads and a hex washer head. See Figure 7. 3.1.8 Type 8: These 1/4-inch screws have coarse threads and a hex washer head. See Figure 8. 3.1.9 Type 9: These 1/4-inch screws have fine threads and a hex washer head. See Figure 9. 3.1.10 Type 10: These 1/4-inch screws have fine threads and a hex washer head. See Figure 10. 3.1.11 Type 11: These 5/16-inch screws have coarse threads and a hex washer head. See Figure 11. 3.1.12 Types 12A and 12B: These 5/16-inch screws have fine threads and a hex washer head. At the end of the screw, the shank of type 12A screws are notched to form a shank slot. See Figures 12 and 13. 3.2 Screw Material: The screws are formed from alloy steel wire complying with the manufacturer’s specifications. The screws are heat-treated to a through-hardness of 28 to 34 HRC. The drilling point and lead threads are heat-treated to a minimum of 52 HRC. 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A3.1 of AISI S100 and must have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: Dril-Flex® Self-Drilling Structural Screws have been evaluated for use in engineered connections of cold- formed steel construction. Design of the connections must comply with Section J4 of AISI S100. Nominal and available screw tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull-over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available screw tension strength, pull-over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available screw shear strength and the shear (bearing) strength, in accordance with Tables 2 and 3, respectively, must be used for design. Design provisions for tapping screw connections subjected to combined shear and tension loading are outside the scope of the report. The connection shear strength is for connections where the connected steel elements are in direct contact with one another. Under the 2024 and 2021 IBC, for screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners must be 3 times the nominal screws diameter and the minimum edge distance must be 1.5 times the nominal screw diameter. Under the 2018 and 2015 IBC, for screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the screws and the minimum edge distance must be 3 times the nominal diameter of the screws; except when the edge is parallel to the direction of the applied force, the minimum edge distance may be 1.5 times the nominal screw diameter. When the spacing between screws is less than 3 times the nominal screws diameter, but at least 2 times the screw diameter, the connection shear strength values in Table 3 must be reduced by 20 percent (refer to Section B1.5.1.3 of AISI S240). See Table 6 for applicable spacing and edge distance dimensions for each screw size. For screws used in applications other than framing connections, the minimum spacing between screws must be 3 times the nominal screws diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. 8 Connected members must be checked for rupture in accordance with Section J6 of AISI S100. When tested for corrosion resistance in accordance with ASTM B117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Dril-Flex® Self-Drilling Structural Screws must be in accordance with the manufacturer’s published installation instructions and this report. The manufacturer’s published installation instructions must be available at the jobsite at all times during installation. Selection of screw length and point style must be based on the thickness of the fastened steel members plus the minimum required protrusion past the back side of the supporting steel. Point selection must be based on the drilling capacity of the screw. See Table 1 for minimum required protrusion lengths and drilling capacities. The screws must be installed without predrilling holes in the receiving member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. Clearance holes must be 13/64, 15/64, 17/64 and 21/64 inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/4-inch-diameter and 5/16-inch-diameter (4.7, 5.5, 6.4 and 7.9 mm) screws, respectively. The screws must be installed perpendicular to the work surface using a screw driving tool incorporating a depth-sensitive or torque-limiting nose piece. The installation speed for 5/16-inch diameter screws should not exceed 1,200 rpm. The installation speed for all 1/4-inch diameter screws and #12 screws with a #5 point type should not exceed 1,800 rpm. The installation speed for all other screws should not exceed 2,500 rpm. The screws must penetrate through the supporting steel so that the minimum required protrusion length requirements listed in Table 1 are met. This ensures that the higher hardness portion of the screws or a minimum of three threads will protrude past the back side of the supporting steel. 5.0 CONDITIONS OF USE: The Dril-Flex® Self-Drilling Structural Screws described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The screws must be installed in accordance with the manufacturer’s published installation instructions and this report. If there is a conflict between the manufacturer’s published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the screws are used to resist short-duration loads, such as wind or seismic forces. 5.3 Evaluation of screws subjected to cyclic or fatigue loading is outside the scope of this report. Applicable Seismic Design Categories must be determined in accordance with the code for the entire assembly constructed with the screws. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 5.5 The screws are manufactured under a quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners Used in Steel-to-steel Connections (AC118), dated January 2018 (editorially revised February 2024). 7.0 IDENTIFICATION 7.1 The ICC-ES mark of conformity, electronic labeling, or the evaluation report number (ICC-ES ESR-3332) along with the name, registered trademark, or registered logo of the report holder and/or listee must be included in the product label. 7.2 In addition, the self-drilling tapping screws are marked with a “ ” on the top surface of the screw heads, as shown in Figures 1 through 13. Packages of self-drilling tapping screws are labeled with the product brand name, product number or item number, size and length, and point type. 9 7.3 The report holder’s contact information is the following: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.DEWALT.com anchors@DEWALT.com 7.4 The Additional Listee’s contact information is the following: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com FIGURE 1—#10-16 PHILLIPS PAN HEAD (TYPE 1 SCREW) FIGURE 8—1/4(TYPE 8 SCREW) FIGURE 2—#10-16 HEX WASHER HEAD (TYPE 2A and 2B SCREW) 4(TYPE 9) SCREW FIGURE 3 - #10-24 PHILLIPS WAFER HEAD (TYPE 3 SCREW) 4(TYPE 10 SCREW) (TYPE 4 SCREW) 16(TYPE 11 SCREW) (TYPE 5 SCREW) 16WITH SHANK SLOT (TYPE 12A SCREW) FIGURE 6 - #12-14 PHILLIPS UNDERCUT FLAT HEAD (TYPE 6 SCREW) FIGURE 13—5/16(TYPE 12B SCREW) (TYPE 7 SCREW) 10 TABLE 1—DRIL-FLEX SELF-DRILLING STRUCTURAL SCREWS SCREW TYPE DESCRIPTION (nominal size and tpi) NOMINAL DIAMETER (inch) HEAD STYLE1 HEX DRIVE SIZE (INCH) / PHILLIPS SIZE NOMINAL HEAD DIAMETER POINT TYPE CAPACITY2 MINIMUM REQUIRED PROTRUSION3 1 #10-16 0.190 PPH 2 0.365 #2 0.048 0.110 0.406 2A #10-16 0.190 HWH 5/16 0.400 #3 0.048 0.150 0.500 2B #10-16 0.190 HWH 5/16 0.415 #3 0.048 0.150 0.500 3 #10-24 0.190 PWH 2 0.470 #3 0.048 0.150 0.468 4 #12-14 0.216 HWH 5/16 0.500 #2 0.048 0.110 0.625 5 #12-14 0.216 HWH 5/16 0.415 #3 0.048 0.187 0.500 6 #12-14 0.216 PUFH 3 0.415 #3 0.048 0.187 0.500 7 #12-24 0.216 HWH 5/16 0.415 #5 0.048 0.500 1.000 8 1/4-14 0.250 HWH 3/8 0.500 #3 0.048 0.210 0.563 9 1/4-20 0.250 HWH 3/8 0.500 #4 0.060 0.312 0.813 10 1/4-20 0.250 HWH 3/8 0.500 #5 0.060 0.500 1.000 11 5/16-18 0.313 HWH 3/8 0.600 #3 0.096 0.210 0.750 12A 5/16-24 0.313 HWH 3/8 0.600 #4 0.105 0.312 0.813 12B 5/16-24 0.313 HWH 3/8 0.600 #4 0.105 0.312 0.813 For SI: 1 inch = 25.4 mm. 1Head styles: HWH = Hex Washer Head; PPH = Phillips Pan Head; PWH = Phillips Wafer Head; PUFH = Phillips Undercut Flat Head. 2 The drilling capacity of a screw refers to minimum and maximum thickness of the steel that the screw is designed to drill through. 3Maximum load bearing length can be calculated by subtracting the minimum required protrusion from the nominal length of the screw. TABLE 2—SCREW SHEAR AND TENSION STRENGTH, pounds-force1,2,3 SCREW TYPE SCREW SIZE HEAD STYLE4 Ω=3 Φ=0.5 /Ω/ΩΦ Tension, Φ 1 #10-16 PPH 1526 2273 509 758 763 1136 2A, 2B #10-16 HWH 1463 2276 488 759 732 1138 3 #10-24 PWH 1080 2613 360 871 540 1307 4, 5 #12-14 HWH 1992 3216 664 1072 996 1608 6 #12-14 PUFH 1980 2149 660 716 990 1075 7 #12-24 HWH 1904 3254 644 1085 967 1627 8 1/4-14 HWH 2692 4363 897 1454 1346 2182 9, 10 1/4-20 HWH 2617 4359 872 1453 1308 2179 11 5/16-18 HWH 4568 7222 1523 2407 2284 3611 12A, 12B 5/16-24 HWH 4960 8757 1653 2919 2480 4379 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N. 1For tension connections, the lower of the available screw tension strength, pullover strength, and pull-out strength found in Tables 2, 4 and 5, respectively, must be used for design. 2For shear connections, the lower of the available screw shear strength and the allowable shear (bearing) capacity found in Tables 2 and 3, respectively, must be used for design. 3Nominal strengths are based on laboratory tests. 4Head styles: HWH = Hex Washer Head; PPH = Phillips Pan Head; PWH = Phillips Wafer Head; PUFH = Phillips Undercut Flat Head. 11 TABLE 3—SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force1,2,3,4,5 SCREW SCREW HEAD 11 1 #10-16 PPH 289 289 404 - - - - 2A, 2B #10-16 HWH 369 395 453 - - - - 3 #10-24 PWH 32210 57110 5347,8,9 - - - - 4, 5 #12-14 HWH 356 573 513 497 - - - 6 #12-14 PUFH 32510 60910 4817,8,9 6247,8 - - - 7 #12-24 HWH 29110 61010 4767,8,9 6477,8 6307,8,9 7347,8,9 6007,8,9 8 1/4-14 HWH 377 626 520 661 638 - - 9, 10 1/4-20 HWH 3867,8 5267,8 5338 6708 5959 6249 5549 11 5/16-18 HWH 408 622 561 891 - - - 12A, 12B 5/16-24 HWH - - - - 1347 - 887 1 #10-16 PPH 433 433 605 - - - - 2A, 2B #10-16 HWH 590 631 724 - - - - 3 #10-24 PWH 51510 85410 9137,8,9 - - - - 4, 5 #12-14 HWH 569 917 820 795 - - - 6 #12-14 PUFH 52010 97510 7707,8,9 9997,8 - - - 7 #12-24 HWH 46610 97610 7617,8,9 10357,8 10097,8,9 11747,8,9 9607,8,9 8 1/4-14 HWH 603 1001 833 1058 1021 - - 9, 10 1/4-20 HWH 6177,8 8427,8 8528 10728 9529 9999 8869 11 5/16-18 HWH 653 996 897 1425 - - - 12A, 12B 5/16-24 HWH - - - - 2155 - 1419 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 1Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For shear connections, the lower of the available screw shear strength and the available shear (bearing) capacity must be used for design. 3Values are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of Fu = 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, when both steel sheets have a minimum specified tensile strength Fu ≥ 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength Fu ≥ 65 ksi steel, multiply tabulated values by 1.44. 6The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second number is the thickness of the steel sheet not in contact with the screw head (bottom sheet). 7When both steel sheets have a minimum specified tensile strength of Fu ≥ 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. 8When both steel sheets have a minimum specified tensile strength of Fu ≥ 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 9When both steel sheets have a minimum specified tensile strength of Fu ≥ 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. 10Increasing values for higher steel tensile strength per Note 5 is not allowed. 11Head styles: HWH = Hex Washer Head; PPH = Phillips Pan Head; PWH = Phillips Wafer Head; PUFH = Phillips Undercut Flat Head. 12 TABLE 4—TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force1,3,4,5,6 SCREW TYPE SCREW SIZE HEAD STYLE7 EFFECTIVE PULL-OVER DIAMETER 0.048 0.060 0.075 0.105 1/8" 3/16" 1/4" 5/16" 1 #10-16 PPH 0.357 386 4812 4812 4812 4812 - - - 2A, 2B #10-16 HWH 0.400 415 4812 4812 4812 4812 - - - 3 #10-24 PWH 0.470 6102 5972 7152 7152 7152 - - - 4, 5 #12-14 HWH 0.415 430 537 672 7342 7342 7342 - - 6 #12-14 PUFH 0.415 3912 5372 6832 7982 7982 7982 - - 7 #12-24 HWH 0.415 430 537 672 7342 7342 7342 7342 7342 8 1/4-14 HWH 0.500 518 648 810 11262 11262 11262 - - 9, 10 1/4-20 HWH 0.500 - 648 810 11262 11262 11262 11262 11262 11 5/16-18 HWH 0.600 - - - 11692 11692 - - - 12A, 12B 5/16-24 HWH 0.600 - - - 13262 13262 13262 13262 13262 1 #10-16 PPH 0.357 578 723 7812 7812 7812 - - - 2A, 2B #10-16 HWH 0.400 622 778 7812 7812 7812 - - - 3 #10-24 PWH 0.470 9762 9552 11432 11432 11432 - - - 4, 5 #12-14 HWH 0.415 645 806 1007 11922 11922 11922 - - 6 #12-14 PUFH 0.415 6262 8602 10922 12762 12762 12762 - - 7 #12-24 HWH 0.415 645 806 1007 11922 11922 11922 11922 11922 8 1/4-14 HWH 0.500 778 972 1215 1701 18302 18302 - - 9, 10 1/4-20 HWH 0.500 - 972 1215 1701 18302 18302 18302 18302 11 5/16-18 HWH 0.600 - - - 18712 18712 - - - 12A, 12B 5/16-24 HWH 0.600 - - - 21212 21212 21212 21212 21212 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 1Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull-over, and screw tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of Fu = 45 ksi. 5Available capacity for other member thickness may be determined by interpolating within the table. 6For steel with a minimum tensile strength Fu ≥ 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength Fu ≥ 65 ksi steel, multiply tabulated values by 1.44. 7Head styles: HWH = Hex Washer Head; PPH = Phillips Pan Head; PWH = Phillips Wafer Head; PUFH = Phillips Undercut Flat Head. 13 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force1,2,3,4,5 SCREW SCREW HEAD STYLE9 1 #10-16 PPH 136 193 236 307 297 - - - 2A, 2B #10-16 HWH 136 193 236 307 297 - - - 3 #10-24 PWH 1228 1867 2506 4156 5467 - - - 4, 5 #12-14 HWH 132 205 264 328 510 665 - - 6 #12-14 PUFH 132 205 264 328 510 665 - - 7 #12-24 HWH 968 1657 2246 3816 5077 8917 1020 1020 8 1/4-14 HWH 131 207 255 342 561 899 - - 9, 10 1/4-20 HWH - 2046 2606 4236 5247 9147 1044 1206 11 5/16-18 HWH - - - 520 707 - - - 12A, 12B 5/16-24 HWH - - - 459 637 724 1189 1424 1 #10-16 PPH 217 309 378 492 476 - - - 2A, 2B #10-16 HWH 217 309 378 492 476 - - - 3 #10-24 PWH 1948 2987 4006 6646 8747 - - - 4, 5 #12-14 HWH 211 328 423 525 816 1064 - - 6 #12-14 PUFH 211 328 423 525 816 1064 - - 7 #12-24 HWH 1548 2647 3596 6096 8117 14267 1632 1632 8 1/4-14 HWH 210 331 409 548 897 1439 - - 9, 10 1/4-20 HWH - 3266 4166 6776 8387 14627 1670 1930 11 5/16-18 HWH - - - 832 1131 - - - 12A, 12B 5/16-24 HWH - - - 735 1019 1159 1903 2279 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 1Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For tension connections, the lowest of the available pull-out, pull-over, and screw tension strength must be used for design. 3Values are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of Fu = 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, for steel with a minimum tensile strength Fu ≥ 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength Fu ≥ 65 ksi steel, multiply tabulated values by 1.44. 6When both steel sheets have a minimum specified tensile strength of Fu ≥ 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 7When both steel sheets have a minimum specified tensile strength of Fu ≥ 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. 8Increasing values for higher steel tensile strength per Note 5 is not allowed. 9Head styles: HWH = Hex Washer Head; PPH = Phillips Pan Head; PWH = Phillips Wafer Head; PUFH = Phillips Undercut Flat Head. TABLE 6—MINIMUM SCREW SPACING AND EDGE DISTANCE BASIC SCREW DIAMETER (inch) FASTENED MATERIAL MINIMUM SPACING1 (inch) (3d) MINIMUM EDGE DISTANCE (inch) (1.5d) FRAMING MEMBERS UNDER THE 2018, 2015 AND 2012 IBC2 0.190 (#10) Steel 9/16 5/16 9/16 Steel 11/16 3/8 11/16 1 Steel 3/4 3/8 3/4 5 Steel 15/16 1/2 15/16 For SI: 1 inch = 25.4 mm. 1For screws used in framing connections, when the spacing between screws is less than 3 times the nominal screws diameter, but at least 2 times the screw diameter, the connection shear strength values in Table 3 must be reduced by 20 percent (refer to Section B1.5.1.3 of AISI S240). 2For screws used in framing connections, when the edge is parallel to the direction of the applied force, the minimum edge distance may be 1.5 times the nominal screw diameter (refer to Section B1.5.1.3 of AISI S240). TABLE 7—CODE SECTION NUMBER REFERENCE MATRIX 2024 IBC 2021 IBC 2018 IBC 2015 IBC 14 ICC-ES Evaluation Report ESR-3332 City of LA Supplement Reissued September 2025 This report is subject to renewal September 2026. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: DEWALT EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL SCREWS (DEWALT) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Dril-Flex® Self-Drilling Structural Screws(DEWALT), described in ICC-ES evaluation report ESR-3332, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions:  2023 City of Los Angeles Building Code (LABC)  2023 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Dril-Flex® Self-Drilling Structural Screws(DEWALT), described in Sections 2.0 through 7.0 of the evaluation report ESR-3332, comply with the LABC Chapter 22 and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Dril-Flex® Self-Drilling Structural Screws (DEWALT) described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-3332. • The design, installation, conditions of use and identification of the Dril-Flex® Self-Drilling Structural Screws(DEWALT) are in accordance with the 2021 International Building Code® (IBC) provisions noted in the evaluation report ESR-3332. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • Steel members shall have a minimum ultimate tensile strength of 58-ksi. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. This supplement expires concurrently with the evaluation report, reissued September 2025. 15 PROJECT INFORMATION PROJECT NAME:ARCHITECT: GENERAL CONTRACTOR, & DESIGN TEAM NOTES: TO BE VERIFIED AND/OR CORRECTED ON EVERY DRAWING SUBMITTAL. PRIOR TO FABRICATION, ALL DIMENSIONS, CONFIGURATIONS, AND QUANTITIES ARE 1) 2) TO ACCOMMODATE THE LOADS IMPOSED BY THE GLAZING SYSTEMS. SURROUNDING CONDITIONS MUST BE DESIGNED, BY THE ARCHITECT AND E.O.R., 3)Heritage Glass & Hardware LLC. IS NOT RESPONSIBLE FOR ANY ERRORS OR OMISSIONS INCURRED BY OTHER TRADES THROUGH THE USE OF THESE 4)TOLERANCE OF ROUGH OPENINGS SHALL BE A NON-CUMALTIVE MAXIMUM 5) ALL DETAILS ARE DRAWN WITH THE INTENT OF ACHIEVING THE ARCHITECTS ORIGINAL DESIGN IN ACCORDANCE WITH THE MANUFACTURERS DESIGN AND EV. FABRICATION CRITERIA. FINISH: APPROVAL BLOCK 6) TEMPERED GLASS WILL BE USED WHERE REQUIRED BY CODE. 2 SHOP DRAWINGS. KYNAR WHITE TO MATCH EXTERIOR METAL DRAWING INDEX JOB LOCATION: DRAWINGS ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 DESIGN CRITERIA BUILDING CODE: 2022 CALIFORNIA BUILDING CODE SEISMIC SEISMIC IMPORTANCE FACTOR, I = 1.0 RISK CATEGORY = II SEISMIC DESIGN CATEGORY = D SITE CLASS = D SS = 1.285 S1 = 0.46 SDS = 0.857 SD1 = 0.846 WIND BASIC WIND SPEED = 95 MPH (ULT) IMPORTANCE FACTOR, I = 1.0 EXPOSURE CATEGORY = B PER SPECS. 08 41 13 3.02C 1401 N Kraemer Blvd Ste C, Anaheim, CA 92806 714 873 8915 info@hghcal.com SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 COVER PAGE CW0.01 04/13/2026 DESCRIPTIONSHEETDWG 1 REDESCRIPTIONSHEETDWG 1 1 REV. 2 COVER SHEETCW0.01 FLOOR PLAN CW1.01 2 3 4 5 EXTERIOR ELEVATIONCW2.0A 12 13 GENERAL NOTESCW0.02 14 15 16 CW5.07 SECTION DETAILS SECTION DETAILS CW5.08 PLAN DETAILS CW6.05 23 24 25 SECTION DETAILS CW5.09 30 SUNSHADE ELEVATIONS SUNSHADE ELEVATIONS SUNSHADE ELEVATIONS SUNSHADE ELEVATIONS SUNSHADE ELEVATIONS CW2.11 LOUVERED TRELLIS BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence BY DATE 4/23/2026 Reviewed for design loads only as they affect the primary structure. Not responsible for design, dimensions or quality of material JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Design Load Review rlawrence The deferred submittal herein has been reviewed and found to be in general conformance with the design of the building. The scope of work included herein shall not be installed until the deferred submittal has been reviewed and approved by the authority having jurisdiction. ELS Architecture and Urban Design SET HARDWARE DOOR SCHEDULE : DOOR NO ELEVATION X.X.X FT.SL.X REPETITIVE NOTES: NO D E S C R I P T I O N TAG FASTENERS: FT = Fastener Type, SL = Size and Length, X = P for Zinc Plated or S for Stainless Steel D E S C R I P T I O N REFERENCE DESCRIPTION LEGEND T .O .H. ABBREVIATIONS REFERENCE D E S C R I P T I O N ELEVATION # SHEET # D .L .O.TOP OF HORIZONTALDAYLGHT OPENING DIMENSION R. O.ROUGH OPENING DIMENSION F. D.FRAME DIMENSION D. O.DOOR OPENING DIMENSION T .O .C.TOP OF CONCRETE D. P.DIMENSION POINT REFERENCE C CENTER LINEL OPP.OPPOSITE HAND BOTTOM OF WINDOWB.O.W. TYP. V.I.F. TYPICAL VERIFY IN FIELD W.O.WINDOW OPENING T.O.W.TOP OF WINDOW GASKET No. GASKET TABLE: REFERENCE DESCRIPTION REFERENCE DESCRIPTION WIND LOAD DEAD LOAD REFERENCE D E S C R I P T I O N S.# X.X DETAIL # SHEET # SECTION # SHEET # = ANCHOR LOCATION INDICATOR N.B.A.NOT BY ARCADIA GLAZING SCHEDULE GLASS SCHEDULE / MATERIAL LEGEND D E S C R I P T I O N 1" INSULATED GLASS UNIT T TEMPERED GLASS UNIT SEALED INSULATING GLASS W/ OPAQUE INTERLAYER @ INTERIOR PANE HATCH TYPE 1/4" GLASS UNIT SEALANT AND BACKER ROD SHIM AS REQUIRED 1" x 5 8" x 4" SETTING BLOCK, 2 PER LITE 1" x 5 16" x 4" SETTING BLOCK, 2 PER LITE 1" x 3 4" x 4" SETTING BLOCK, 2 PER LITE HEAL BEAD OF SEALANT - ALL AROUND THE BASE .040" THICK ALUM END DAM ATTACHED WITH (2) #6 F.H. S.M.S. JOINERY SEALANT, BOTH ENDS OF HORIZONTAL 5 16" LONG WEEP SLOT WITH WEEP BAFFLE, 2 PER LITE. SEALANT OVER ANCHOR ANTI-WALK BLOCKS, 2 PER LITE WATER DIVERTER SEALED TO HORIZONTAL, 2 PER HORIZONTAL 116" THICK ISOLATOR PAD TO SEPARATE DISSIMILAR MATERIALS 01 04 02 03 05 06 07 08 09 10 11 #12 x 12" PAN HEAD SHEET METAL SCREW #10 x 1 12" PAN HEAD SHEET METAL SCREW #10-16 x 5 8" PAN HEAD SELF DRILLING SCREW #8-32 x 1 4" PAN HEAD MACHINE SCREW #12 x 12" FLAT HEAD SHEET METAL SCREW (UNDERCUT) #12 x 5 8" FLAT HEAD SHEET METAL SCREW #10 x 1 12" FLAT HEAD SHEET METAL SCREW #6 x 12" FLAT HEAD SHEET METAL SCREW PH.12xa.P 03a 03b PH.10xa.P PH.10xb.P FH.12xa.S FH.12xb.S FH.10xa.S FH.6xa.S PH.8xa.P VTLTG 3 16" GASKETG1 GASKETGASKET NO. SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 GENERAL NOTES CW0.02 04/13/2026 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 1 2 3 A B C D E F G H J LIFEGUARD 109 IDF 207 ACID 209 CHLOR. 210 MEN'S TOILETS 108 DRY STOR. 100 FAMILY CHANGING 105 STAFF LOCKERS 111 WOMEN'S TOILETS 103 JAN. 101 BREAKROOM 203 ACTIVITY ROOM 204 POOL MECH 205 OFFICE 200 RECEPTION 202 JAN 106 VESTIBULE 201 STAFF RESTROOM 110 ELEC 206 24' - 4"24' - 4" 48' - 8" MEN'S LOCKERS 107 WOMEN'S LOCKERS 104 ADULT CHANGING 102 20 9 21 0 20 5 100 107 103 11 1 109B 10 5 106 112 10 2 101 203 LINE OF OVERHANG ABOVE, TYP. 11 0 L SF4 4 1 / A 2 0 1 M A T C H L I N E 206A 20 8 207 SF7 206B 14 8 ' - 4 " 20 ' - 4 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 200 204D SF2 SF5 SF6 SF8 SF3 SF1 204B 204A 20 1 B 20 1 A 109A 204C BREEZEWAY FIRE RISER ROOM 208 2 CW2.0A 1 4 CW2.0A CW2.0A SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 FLOOR PLAN CW1.01 04/13/2026 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 1 2 3 A B C D E F G H J L 14' - 0" 14' - 0" SKL2 SKL4 SKL3 SKL7 SKL6 SKL5 SKL8 SKL9 24' - 4"24' - 4" 48' - 8" SL O P E SL O P E SL O P E SL O P E SL O P E SL O P E SL O P E SL O P E SL O P E SL O P E SL O P E 21' - 8 31/32" TYP CW2.09 1 1 14 8 ' - 4 " 20 ' - 4 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " 16 ' - 0 " SIM SIM SKL1 13 / 1 6 " / 1 2 " 1/4" / 12"1/4" / 12" 13 / 1 6 " / 1 2 " 7/8" / 12" 9/ 1 6 " / 1 2 " 7/8" / 12" 9/ 1 6 " / 1 2 " 1/4" / 1 2 " 3/ 8 " / 1 2 " 7/16" / 12 " 9/ 1 6 " / 1 2 " 9/ 1 6 " / 1 2 " 3/16" / 1 2 " 3/ 8 " / 1 2 " 1 3/8" / 12" 3' - 0" 12' - 4"12' - 4" 12' - 4"12' - 4" 1/4" / 12"1/4" / 12" 1/4" / 12"1/4" / 12" 1/4" / 12"1/4" / 12" 1/4" / 12"1/4" / 12" 3' - 0 " 3' - 0" TY P 3' - 0 " CW2.10 1 CW2.11 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 ROOF PLAN CW1.02 04/13/2026 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence LEVEL 1 +0' - 0" T.O.S. NORTH ROOF +10' - 6" T.O. HIGH CMU +14' - 0" J H G F E D C B A OPEN L SF4 T.O.S. SOUTH ROOF +10' - 0" LEVEL 1 +0' - 0" T.O.S. NORTH ROOF +10' - 6" T.O. HIGH CMU +14' - 0" A B C D E F G H J OPEN L SF4 PP T.O.S. SOUTH ROOF +10' - 0" SF1 SF2 SF3 LEVEL 1 +0' - 0" T.O.S. NORTH ROOF +10' - 6" T.O. HIGH CMU +14' - 0" 3 2 1 T.O.S. SOUTH ROOF +10' - 0" LEVEL 1 +0' - 0" T.O.S. NORTH ROOF +10' - 6" T.O. HIGH CMU +14' - 0" 1 2 3 T.O.S. SOUTH ROOF +10' - 0" LEVEL 1 +0' - 0" T.O.S. NORTH ROOF +10' - 6" T.O. HIGH CMU +14' - 0" 1 2 3 T.O.S. SOUTH ROOF +10' - 0" LEVEL 1 +0' - 0" T.O.S. NORTH ROOF +10' - 6" T.O. HIGH CMU +14' - 0" 3 2 1 T.O.S. SOUTH ROOF +10' - 0" SF5 SF6 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 EXTERIOR ELEVATIONS CW2.0A 04/13/2026 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4" 6" 6" 6'-9" 8"8" 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4"3 6'-1" R.O. 6'-03 4" SS DIMENSION 1 8"18" 6'-9" 4"4" CLCL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL 5' - 6 " 5' - 5 " SS D I M E N S I O N 1 2" 12" 5' - 1 3 16 " SS D I M E N S I O N 12" 1 2" 613 16 " Arch Ref: SS-1 Brise Soleil Sunshade system QTY. ( 7 ) AT WEST 1,5 / A405 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4" 6" 6" 14'-6" 8"8" 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4"3 13'-10" R.O. 13'-93 4" SS DIMENSION 18"18" 14'-6" 4"4" CLCL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL 5' - 6 " 5' - 5 " SS D I M E N S I O N 1 2" 12" 5' - 1 3 16 " SS D I M E N S I O N 12" 1 2" 613 16 " Arch Ref: SS-2 Brise Soleil Sunshade system QTY. ( 7 ) AT WEST 1,5 / A405 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4" 6" 6'-9" 8" 0" 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4"1 6'-1" R.O. 6'-03 4" SS DIMENSION 1 8"18" 6'-9" 4"4" CLCL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL 5' - 1 3 16 " SS D I M E N S I O N 12" 1 2" 613 16 " Arch Ref: SS-3 Brise Soleil Sunshade system QTY. ( 7 ) AT EAST 2,6 / A405 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4" 6" 14'-6" 8" 0" 6' - 0 " 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4"1 13'-10" R.O. 13'-93 4" SS DIMENSION 18"18" 14'-6" 4"4" CLCL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL 5' - 1 3 16 " SS D I M E N S I O N 12" 1 2" 613 16 " Arch Ref: SS-4 Brise Soleil Sunshade system QTY. ( 7 ) AT EAST 2,6 / A405 1 CW5.07 1 CW5.07 1 CW5.08 1 CW5.08 1 CW5.07 1 CW5.07 2 CW6.05 1 CW6.05 2 CW6.05 1 CW6.05 2 CW6.05 2 CW6.05 1 CW6.05 1 CW6.05 2 CW6.05 1 CW6.05 2 CW6.05 1 CW6.05 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS. HSS8x6x3/8 PER STRUCTURAL DWGS. HSS8x6x3/8 PER STRUCTURAL DWGS. HSS8x6x3/8 PER STRUCTURAL DWGS.A/S204 HSS8x6x3/8 PER STRUCTURAL DWGS.A/S204 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SUNSHADE ELEVATIONS CW2.07 04/13/2026 CTURAL B/S202 CTURAL B/S202 CTURAL B/S202 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence E T.O. HIGH CMU +14' - 0" F 4'- 9 " [5 7 " ] 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 6" 6" 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 12'-0" R.O. 11'-113 4" SS DIMENSION 18"18" 12'-6" 2" 4" CLCL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL 5' - 6 " 5' - 5 " SS D I M E N S I O N 1 2" 12" Arch Ref: SS-5 Brise Soleil Sunshade system QTY. ( 6 ) AT TRELLIS - BREEZEWAY 3,9,7 / A405 6" 6" 12'-0" R.O. 11'-113 4" SS DIMENSION 18"18" 12'-6" 2" 4" CLCL 5' - 1 0 " 5' - 9 " SS D I M E N S I O N 1 2" 1 2" 6' - 4 " 9" 911 16 " 911 16 " 911 16 " 911 16 " 911 16 " 99 16 " 9" 6' - 4 " 9" 911 16 " 911 16 " 911 16 " 911 16 " 911 16 " 99 16 " 9" Arch Ref: SS-6 Brise Soleil Sunshade system QTY. ( 2 ) AT TRELLIS - BREEZEWAY 3,9,2 / A405 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 6" 6" 6' - 0 " 9" 9" 9" 9" 9" 9" 9" 9" 4'-3" R.O. 4'-23 4" SS DIMENSION18"18" 4'-9" 2" 4" CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL CL 5' - 6 " 5' - 5 " SS D I M E N S I O N 1 2" 12" Arch Ref: SS-7 Brise Soleil Sunshade system QTY. ( 6 ) AT TRELLIS - BREEZEWAY 3,9,7 / A405 6" 6" 4'-3" R.O. 4'-23 4" SS DIMENSION18"18" 4'-9" 2" 4" CL CL 5' - 1 0 " 5' - 9 " SS D I M E N S I O N 1 2" 1 2" 6' - 4 " 9" 911 16 " 911 16 " 911 16 " 911 16 " 911 16 " 99 16 " 9" 6' - 4 " 9" 911 16 " 911 16 " 911 16 " 911 16 " 911 16 " 99 16 " 9" Arch Ref: SS-8 Brise Soleil Sunshade system QTY. ( 2 ) AT TRELLIS - BREEZEWAY 3,9,2 / A405 SS-6 CW2.08 SS-8 CW2.08 SS-5 CW2.08 SS-7 CW2.08 1 CW5.09 1 CW5.08 1 CW5.08 1 CW5.09 2 CW6.05 2 CW6.05 2 CW6.05 1 CW6.05 1 CW6.05 1 CW6.05 1 CW6.05 16'-0" [192"] 12'-6" [150" ] HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SUNSHADE ELEVATIONS CW2.08 04/13/2026 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 3 6' - 0 " 6' - 0 " 16' - 0"16' - 0"16' - 0"16' - 0"16' - 0"16' - 0"16' - 0" 3 6' - 0 " [7 2 " ] 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " [7 2 " ] 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4" 90.00° 65. 0 0 ° 90.00° BCDEFGHJ 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 25 . 0 0 ° T.O. HIGH CMU +14' - 0" 6'- 9 " [8 1 " ] 14'-6" [174" ] 90.00° 65. 0 0 ° 25 . 0 0 ° BCDEFGHJ SS-1 CW2.07 SS-1 CW2.07 SS-2 CW2.07 SS-1 CW2.07 SS-2 CW2.07 SS-1 CW2.07 SS-2 CW2.07 SS-1 CW2.07 SS-2 CW2.07 SS-1 CW2.07 SS-2 CW2.07 SS-2 CW2.07 SS-2 CW2.07 SS-1 CW2.07 S-01 CW2.09 Arch Ref: P-01 SUNSHADES PLAN 1 / A405 Arch Ref: S-01 SUNSHADES SECTION 4 / A405 1 CW5.07 1 CW5.08 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SUNSHADE ELEVATIONS CW2.09 04/13/2026 HSS8x x PER STRUCTURAL DWGS.B/S202 1/28 HSS8x x PER STRUCTURAL DWGS.B/S202 1/28 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 1 16' - 0" 90.00° 65. 0 0 ° 90.00° B C D E F G H J 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 16'-0" [192"] 25 . 0 0 ° T.O. HIGH CMU +14' - 0" 6'- 9 " [8 1 " ] 14'-6" [174" ] 90.00° 65. 0 0 ° 25 . 0 0 ° SS-3 CW2.07 SS-3 CW2.07 SS-4 CW2.07 SS-3 CW2.07SS-4 CW2.07 SS-3 CW2.07SS-4 CW2.07 SS-3 CW2.07SS-4 CW2.07 SS-3 CW2.07SS-4 CW2.07 SS-3 CW2.07SS-4 CW2.07 SS-4 CW2.07 6' - 0 " [7 2 " ] 9" 83 8" 83 8" 83 8" 83 8" 83 8" 83 8" 1' - 0 3 4" 6" 1 6'- 9 " [8 1 " ] 14'-6" [174" ] Arch Ref: P-02 SUNSHADES PLAN 2 / A405 Arch Ref: S-02 SUNSHADES SECTION 4 / A405 16' - 0"16' - 0"16' - 0"16' - 0"16' - 0"16' - 0" B C D E F G H J S-02 CW2.10 1 CW5.07 HSS8x x PER STRUCTURAL DWGS. HSS8x6x PER STRUCTURAL DWGS.B/S202 HSS8x6x PER STRUCTURAL DWGS.B/S202 HSS8x6x PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SUNSHADE ELEVATIONS CW2.10 04/13/2026 1/2 1/2 1/2 1/28 6/S321 HSS8x x PER STRUCTURAL DWGS.B/S202 1/28 HSS8x x PER STRUCTURAL DWGS.B/S202 1/28 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence E 16' - 0" T.O. HIGH CMU +14' - 0" F 1 6' - 0 " 6' - 4 " 6' - 0 " 6' - 0 " 6' - 0 " 2 6' - 0 " 6' - 0 " 6' - 0 " 6' - 4 " 3 6' - 0 " 6' - 0 " VA L L E Y RI D G E VA L L E Y FE 16' - 0" 12'-6" [150" ] 4'- 9 " [5 7 " ] 6' - 0 " [7 2 " ] 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " [7 2 " ] 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " [7 2 " ] 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " [7 2 " ] 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " [7 2 " ] 9" 9" 9" 9" 9" 9" 9" 9" 6' - 0 " [7 2 " ] 9" 9" 9" 9" 9" 9" 9" 9" 6' - 4 " [7 6 " ] 9" 911 16 " 911 16 " 911 16 " 911 16 " 911 16 " 99 16 " 9" 6' - 4 " [7 6 " ] 9" 911 16 " 911 16 " 911 16 " 911 16 " 911 16 " 99 16 " 9" SS-5 CW2.08 SS-5 CW2.08 SS-5 CW2.08 SS-5 CW2.08 SS-5 CW2.08 SS-5 CW2.08 SS-6 CW2.08 SS-6 CW2.08 SS-8 CW2.08 SS-8 CW2.08 SS-7 CW2.08 SS-7 CW2.08 SS-7 CW2.08 SS-7 CW2.08 SS-7 CW2.08 SS-7 CW2.08 Arch Ref: P-03 SUNSHADES PLAN 3 / A405 Arch Ref: S-03 SUNSHADES SECTION 9 / A405 S-03 CW2.11 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SUNSHADE ELEVATIONS CW2.11 04/13/2026 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 1 CW6.05 HSS8x6x3/8 PER STRUCTURAL DWGS.B/S202 HSS8x x1/2 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SECTION DETAILS CW5.07 04/13/2026 8 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 1 CW6.05 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x x1/2 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SECTION DETAILS CW5.08 04/13/2026 8 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 1 CW6.05 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x6x1/2 PER STRUCTURAL DWGS.B/S202 HSS8x x1/2 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 SECTION DETAILS CW5.09 04/13/2026 8 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence 1 CW5.09 1 CW5.08 1 CW5.07 HSS8x6 PER STRUCTURAL DWGS.B/S202 HSS8x6 PER STRUCTURAL DWGS.B/S202 HSS8x8 HSS8x8 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: STAMP: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 202305 REVISION NUMBER DATE DESCRIPTION SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 REVISED SET 09/18/2025 PLAN DETAILS CW6.05 04/13/2026 BY DATE 4/23/2026 These documents (drawings, specifications, or calculations) have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such documents in California. These documents have been examined by JAMA for design intent and have been found to meet the appropriate structural requirements and the project specifications. JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval rlawrence