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Home My WebLink About2102 S Flower St - DEF - Storefront - 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 Windows Santa Ana, CA October 08, 2025 JOB #25138 1 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 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=1.1 GCp100 =0.95 (ASCE 7, Figure 30.3-1) GCp20 =1.05 GCp200 =0.9 (Worst Case : Zone 4) GCp50 =0.98 Trib. Area AT 10 sq.ft pnet10 =14.26 psf 20 sq.ft pnet20 =13.70 psf 50 sq.ft pnet50 =12.92 psf 100 sq.ft pnet100 =12.59 psf 200 sq.ft pnet200 =12.03 psf Net Pressure, pnet 3 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 7-16 Sheet SF3/CW2.01 Loading Information Span 9.500 ft Detail Mark Lb 6.281 2 Area 26.13 ft2 CW6.01 Pressure 16.30 psf Load 44.83 plf Moment 0.51 k-ft Section Properties (Closed Shape) Mullion TB251 Ix 2.952 in4 Iy 0.681 in4 Sxc 1.276 in3 J 0.874 in4 Fcy 25 ksi E 10100 ksi EI 29815.2 k-in2 Lateral Torsional Buckling F.4 Mnp= Fcy Sxc 31.9 k-in [ADM F.2 pg. I-46] Cb 1.00 Cc 78.38 [ADM Table B.4.2] λ 25.68 [ADM F.4.2.3 pg. I-48] Mnmbo 28.23 k-in [ADM F.4 pg. I-47] Deflection Check where REF 2 L 175 Pass Pass <3/4 0.65 >0.19 in Refer Shape Designer section properties on separate page Mnmbo/ꭥF=1.65 17.11 k-in >Mprovided 6.07 k-in Denominator =175, 𝑠𝑝𝑎𝑛 ≤ 13.5 240 + 1 4", > 13.5 4 Section Properties and Stresses Analysis - Results Date : 05-14-2024 / 10:45:19 Engineer : Client : Comment : Project Ref.: Project Name: TB-251 page 1/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 5 Section Properties and Stresses Analysis Results Axes X-Y Centroidal Axes Principal Axes Ix (in^4) +2.952 +2.952 +2.952 Iy (in^4) +0.683 +0.681 +0.681 Ixy (in^4) +0.021 +0.021 +0. Io (in^4) +3.635 +3.633 +3.633 rx (in) +1.503 +1.503 +1.503 ry (in) +0.723 +0.722 +0.722 ro (in) +1.668 +1.668 +1.668 Y top (in)+2.314 +2.323 Y bot (in)+2.186 +2.195 Sx top (in^3)+1.276 +1.271 Sx bot (in^3)+1.35 +1.345 X right (in)+1.015 +1.035 X left (in)+0.985 +1.007 Sy right (in^3)+0.671 +0.658 Sy left (in^3)+0.691 +0.676 Zpx (in^3)+1.675 +1.675 Zpy (in^3)+0.826 +0.826 Max Mx (lb.in)+31890.6 +31763.421 Max My (lb.in)+16786.58 +16449.725 Mpx (lb.in)+41883.042 +41886.005 Mpy (lb.in)+20640.256 +20639.342 SFx +1.313 +1.319 SFy +1.23 +1.255 IMax (in^4)+2.952 IMin (in^4)+0.681 Theta (Deg)-0.538 Elastic Neutral Axis In (in^4)+2.948 ENA Angle(°) +1.792 Y top (in)+2.343 Y bot (in)+2.217 Sx top (in^3) +1.258 Sx bot (in^3) +1.33 X right (in)+1.087 X left (in)+1.053 Sy right (in^3) +0.63 Sy left (in^3) +0.65 Zpx (in^3) +1.674 Zpy (in^3) +0.827 Max Mx (lb.in) +31448.928 Max My (lb.in) +15758.368 Mpx (lb.in) +41850.973 Mpy (lb.in) +20676.642 SFx +1.331 SFy +1.312 Torque Max (lb.in) +6717.002 Buckling jy (monosymmetry) +0.339 in jx (monosymmetry) -0.052 in Cxrt Shear Constant +0.393 in^2 Cyrt Shear Constant +0.287 in^2 ßtf Torsional-flexural +0.949 a Torsional-Bending +1.711 in Area +1.306 in^2 Mass/L +0.128 lb/ in Xc -0.041 in Yc +0. in NA (Deg)+1.79 Deg PNA (x,y)(-0.04,-0.13) Torsion and Shear J(Torsion)+0.874 in^4 Cw(Warping) +0.962 in^6 Xs (Shear) -0.059 in Ys (Shear) +0.385 in Ax +0.596 in^2 Kx +0.456 Ay +0.597 in^2 Ky +0.457 Ios +3.827 in^4 ros +1.712 in Swx +0.262 in^5 Swy +0.061 in^5 Dsc +0.385 in Stressses Yield & Max/Min Sig-yield T +25000. psi Sig-yield C -25000. psi Tau yield +15000. psi Sig-x max T) +75.161 psi Sig-x max C) -79.457 psi Fpt +16328.504 lb Fpc +16328.504 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 : 05-14-2024 / 10:45:21 Engineer : Client : Comment : Project Ref.: Project Name: TB-251 page 2/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 6 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 7-16 Sheet SF4/CW2.01 Loading Information Span 10.000 ft Detail Mark Lb 7.000 3 4 1 Area 50.89 ft2 CW6.01 CW6.01 CW6.02 Pressure 15.12 psf 2 4 76.95 Moment 0.96 k-ft Section Properties (Closed Shape) Mullion TB266 Ix 2.859 in4 Iy 0.695 in4 Sxc 1.216 in3 J 1.107 in4 Fcy 25 ksi E 10100 ksi EI 28875.9 k-in2 Lateral Torsional Buckling F.4 Mnp= Fcy Sxc 30.4 k-in [ADM F.2 pg. I-46] Cb 1.00 Cc 78.38 [ADM Table B.4.2] λ 24.82 [ADM F.4.2.3 pg. I-48] Mnmbo 27.02 k-in [ADM F.4 pg. I-47] Deflection Check where REF 2 L 175 Pass Pass <3/4 0.69 >0.42 in Refer Shape Designer section properties on separate page Mnmbo/ꭥF=1.65 16.38 k-in >Mprovided 11.54 k-in Denominator =175, 𝑠𝑝𝑎𝑛 ≤ 13.5 240 + 1 4", > 13.5 7 Section Properties and Stresses Analysis - Results Date : 05-15-2024 / 13:39:24 Engineer : Client : Comment : Project Ref.: Project Name: TB266 page 1/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 8 Section Properties and Stresses Analysis Results Axes X-Y Centroidal Axes Principal Axes Ix (in^4) +2.859 +2.859 +2.866 Iy (in^4) +0.695 +0.695 +0.687 Ixy (in^4) -0.128 -0.128 +0. Io (in^4) +3.553 +3.553 +3.553 rx (in) +1.557 +1.557 +1.559 ry (in) +0.768 +0.768 +0.763 ro (in) +1.736 +1.736 +1.736 Y top (in)+2.351 +2.405 Y bot (in)+2.15 +2.205 Sx top (in^3)+1.216 +1.192 Sx bot (in^3)+1.33 +1.3 X right (in)+1.005 +1.142 X left (in)+0.995 +1.12 Sy right (in^3)+0.691 +0.602 Sy left (in^3)+0.698 +0.614 Zpx (in^3)+1.596 +1.601 Zpy (in^3)+0.804 +0.796 Max Mx (lb.in)+30404.+29794. Max My (lb.in)+17276.+15044. Mpx (lb.in)+39896.+40015. Mpy (lb.in)+20112.+19902. SFx +1.312 +1.343 SFy +1.164 +1.323 IMax (in^4)+2.866 IMin (in^4)+0.687 Theta (Deg)+3.374 Elastic Neutral Axis In (in^4)+2.742 ENA Angle(°) -10.441 Y top (in)+2.494 Y bot (in)+2.294 Sx top (in^3) +1.1 Sx bot (in^3) +1.195 X right (in)+1.378 X left (in)+1.404 Sy right (in^3) +0.589 Sy left (in^3) +0.578 Zpx (in^3) +1.553 Zpy (in^3) +0.862 Max Mx (lb.in) +27488. Max My (lb.in) +14443. Mpx (lb.in) +38827. Mpy (lb.in) +21545. SFx +1.413 SFy +1.492 Torque Max (lb.in) +8827.929 Buckling jy (monosymmetry) +0.43 in jx (monosymmetry) +0.392 in Cxrt Shear Constant +0.285 in^2 Cyrt Shear Constant +0.532 in^2 ßtf Torsional-flexural +0.865 a Torsional-Bending +1.651 in Area +1.179 in^2 Mass/L +0.116 lb/ in Xc -0.015 in Yc +0. in NA (Deg)-10.44 Deg PNA (x,y)(-0.04,-0.15) Torsion and Shear J(Torsion)+1.107 in^4 Cw(Warping) +1.134 in^6 Xs (Shear) +0.438 in Ys (Shear) +0.515 in Ax +0.409 in^2 Kx +0.347 Ay +0.416 in^2 Ky +0.353 Ios +4.108 in^4 ros +1.867 in Swx +0.416 in^5 Swy -1.361 in^5 Dsc +0.686 in Stressses Yield & Max/Min Sig-yield T +25000. psi Sig-yield C -25000. psi Tau yield +15000. psi Sig-x max T) +82.287 psi Sig-x max C) -89.445 psi Fpt +14737. lb Fpc +14737. 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 : 05-15-2024 / 13:39:25 Engineer : Client : Comment : Project Ref.: Project Name: TB266 page 2/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 9 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 7-16 Sheet SF4/CW2.01 Loading Information Span 9.500 ft Detail Mark Lb 6.281 1 3 Area 20.24 ft2 CW6.01 CW6.01 Pressure 16.44 psf Load 35.01 plf Moment 0.39 k-ft Section Properties (Channel Shape) Mullion TB265 Ix 2.706 in4 Sxc 1.112 in3 ry 0.649 in rye=1.2*ry 0.779 in Fcy 25 ksi E 10100 ksi EI 27330.6 k-in2 Lateral Torsional Buckling F.4 Mnp= Fcy Sxc 27.8 k-in [ADM F.2 pg. I-46] Cb 1.00 Cc 78.38 [ADM Table B.4.2] λ 96.78 [ADM F.4.2.1 pg. I-47] Mnmbo 11.83 k-in [ADM F.4 pg. I-47] Deflection Check where REF 2 L 175 Refer Shape Designer section properties on separate page Mnmbo/ꭥF=1.65 7.17 k-in >Mprovided 4.74 k-in Pass Pass <3/4 0.65 >0.16 in Denominator =175, 𝑠𝑝𝑎𝑛 ≤ 13.5 240 + 1 4", > 13.5 10 Section Properties and Stresses Analysis - Results Date : 05-15-2024 / 13:36:16 Engineer : Client : Comment : Project Ref.: Project Name: TB265 page 1/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 11 Section Properties and Stresses Analysis Results Axes X-Y Centroidal Axes Principal Axes Ix (in^4) +2.706 +2.706 +2.721 Iy (in^4) +0.421 +0.419 +0.404 Ixy (in^4) +0.184 +0.184 +0. Io (in^4) +3.127 +3.125 +3.125 rx (in) +1.651 +1.651 +1.655 ry (in) +0.651 +0.649 +0.638 ro (in) +1.774 +1.774 +1.774 Y top (in)+2.434 +2.488 Y bot (in)+2.066 +2.157 Sx top (in^3)+1.112 +1.094 Sx bot (in^3)+1.31 +1.261 X right (in)+0.772 +0.934 X left (in)+1.228 +1.418 Sy right (in^3)+0.542 +0.432 Sy left (in^3)+0.341 +0.285 Zpx (in^3)+1.438 +1.452 Zpy (in^3)+0.568 +0.542 Max Mx (lb.in)+27798.+27345. Max My (lb.in)+8520.9 +7121.9 Mpx (lb.in)+35951.+36289. Mpy (lb.in)+14201.+13550. SFx +1.293 +1.327 SFy +1.667 +1.903 IMax (in^4)+2.721 IMin (in^4)+0.404 Theta (Deg)-4.563 Elastic Neutral Axis In (in^4)+2.201 ENA Angle(°) +23.703 Y top (in)+2.722 Y bot (in)+2.202 Sx top (in^3) +0.809 Sx bot (in^3) +1. X right (in)+1.685 X left (in)+1.955 Sy right (in^3) +0.548 Sy left (in^3) +0.472 Zpx (in^3) +1.237 Zpy (in^3) +0.821 Max Mx (lb.in) +20216. Max My (lb.in) +11810. Mpx (lb.in) +30932. Mpy (lb.in) +20529. SFx +1.53 SFy +1.738 Torque Max (lb.in) +171.678 Buckling jy (monosymmetry) +0.649 in jx (monosymmetry) +1.537 in Cxrt Shear Constant +0.333 in^2 Cyrt Shear Constant +0.271 in^2 ßtf Torsional-flexural +0.679 a Torsional-Bending +48.423 in Area +0.993 in^2 Mass/L +0.097 lb/ in Xc -0.051 in Yc +0. in NA (Deg)+23.7 Deg PNA (x,y)(+0.07,-0.27) Torsion and Shear J(Torsion)+0.002 in^4 Cw(Warping) +2.052 in^6 Xs (Shear) +0.848 in Ys (Shear) +0.826 in Ax +0.463 in^2 Kx +0.466 Ay +0.492 in^2 Ky +0.496 Ios +4.605 in^4 ros +2.153 in Swx +0.181 in^5 Swy -2.28 in^5 Dsc +1.221 in Stressses Yield & Max/Min Sig-yield T +25000. psi Sig-yield C -25000. psi Tau yield +15000. psi Sig-x max T) +91.601 psi Sig-x max C) -113.227 psi Fpt +12416. lb Fpc +12416. 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 : 05-15-2024 / 13:36:18 Engineer : Client : Comment : Project Ref.: Project Name: TB265 page 2/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 12 Mullion Check Job Information ARE Job No Memorial Park Aquatics Center 25138 1) California Building Code [CBC 1609] 2) ADM 1 3) AISC 360 Sheet SF8/CW2.04 4) ASCE 7-16 Detail Mark Span 10.000 ft Trib 3.901 ft 1 2 3 Lb 6.802 ft CW6.03 CW6.03 CW6.03 Area 39.01 ft2 4 5 5.00 19.51 0.24 Section Properties (Channel Shape) Ix 2.503 in4 Sxc 1.110 in3 ry 0.665 in rye=1.2*ry 0.798 in Fcy 25 ksi EI 25280.3 k-in2 Lateral Torsional Buckling F.4 Mnp= Fcy Sxc 27.75 k-in [ADM F.2 pg. I-46] Cb 1.00 Cc 78.38 [ADM Table B.4.2] λ 102.29 [ADM F.4.2.1 pg. I-47] Mnmbo 10.58 k-in [ADM F.4 pg. I-47] Deflection Check where REF 2 L 175 Refer Shape Designer section properties on separate page Mnmbo/ꭥF=1.65 6.41 k-in >Mprovided 2.93 k-in Pass Pass <3/4 0.69 >0.12 in Denominator =175, 𝑠𝑝𝑎𝑛 ≤ 13.5 240 + 1 4", > 13.5 13 Section Properties and Stresses Analysis - Results Date : 04-27-2024 / 22:35:52 Engineer : Client : Comment : Project Ref.: Project Name: M252 page 1/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 14 Section Properties and Stresses Analysis Results Axes X-Y Centroidal Axes Principal Axes Ix (in^4) +2.503 +2.503 +2.503 Iy (in^4) +0.426 +0.426 +0.426 Ixy (in^4) +0.+0.+0. Io (in^4) +2.93 +2.93 +2.93 rx (in) +1.611 +1.611 +1.611 ry (in) +0.665 +0.665 +0.665 ro (in) +1.743 +1.743 +1.743 Y top (in)+2.255 +2.255 Y bot (in)+2.255 +2.255 Sx top (in^3)+1.11 +1.11 Sx bot (in^3)+1.11 +1.11 X right (in)+0.653 +0.653 X left (in)+1.347 +1.347 Sy right (in^3)+0.653 +0.653 Sy left (in^3)+0.317 +0.317 Zpx (in^3)+1.363 +1.363 Zpy (in^3)+0.529 +0.529 Max Mx (lb.in)+27752.091 +27752.091 Max My (lb.in)+7912.758 +7912.758 Mpx (lb.in)+34074.99 +34074.99 Mpy (lb.in)+13221.073 +13221.073 SFx +1.228 +1.228 SFy +1.671 +1.671 IMax (in^4)+2.503 IMin (in^4)+0.426 Theta (Deg)+0. Elastic Neutral Axis In (in^4)+2.503 ENA Angle(°) +0. Y top (in)+2.255 Y bot (in)+2.255 Sx top (in^3) +1.11 Sx bot (in^3) +1.11 X right (in)+0.653 X left (in)+1.347 Sy right (in^3) +0.653 Sy left (in^3) +0.317 Zpx (in^3) +1.363 Zpy (in^3) +0.529 Max Mx (lb.in) +27752.091 Max My (lb.in) +7912.758 Mpx (lb.in) +34074.99 Mpy (lb.in) +13221.073 SFx +1.228 SFy +1.671 Torque Max (lb.in) +178.468 Buckling jy (monosymmetry) +0. in jx (monosymmetry) +2.03 in Cxrt Shear Constant +0.286 in^2 Cyrt Shear Constant +0.275 in^2 ßtf Torsional-flexural +0.716 a Torsional-Bending +50.736 in Area +0.965 in^2 Mass/L +0.095 lb/ in Xc +0. in Yc +0. in NA (Deg)+0.0 Deg PNA (x,y)(+0.0,+0.0) Torsion and Shear J(Torsion)+0.002 in^4 Cw(Warping) +2.084 in^6 Xs (Shear) +1.096 in Ys (Shear) +0. in Ax +0.477 in^2 Kx +0.495 Ay +0.477 in^2 Ky +0.495 Ios +4.089 in^4 ros +2.059 in Swx +0. in^5 Swy -2.745 in^5 Dsc +1.096 in Stressses Yield & Max/Min Sig-yield T +25000. psi Sig-yield C -25000. psi Tau yield +15000. psi Sig-x max T) +90.083 psi Sig-x max C) -90.083 psi Fpt +12058.936 lb Fpc +12058.936 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 : 04-27-2024 / 22:35:54 Engineer : Client : Comment : Project Ref.: Project Name: M252 page 2/2Approved by: V2018.1 - © MechaTools Technologies Inc. 2024 This Product is licenced to : Keller Engineering System Units: Length:[in] Mass :[lb] Stress:[psi] Section Material Identiﬁcation: [Aluminium 6061 - T6(extruded)]: E=+10000000. [psi]; Nu=0.33; Ro=+0.098[lb/in³] 15 SIZE CONNECTION AT STEEL FOR SF - WORST CASE Details: Design Wind pressure, W =18 psf 1 1 CW5.03 CW5.04 Attachment Spacing, s =1.50 ft Design Shear Force, Vmax =132 lbs Check: 1/4"-20 HILTI DRIL-FLEX SELF DRILLING STRUCTURAL FASTENERS [ICC-ESR 3332] Vn / Ω =526 >132 lbs O.K PROVIDE: SIZE CONNECTION AT CONCRETE FOR SF - WORST CASE Details: Design Wind pressure, W =18 psf 1 2 4 CW6.02 CW6.02 CW6.02 Attachment Spacing, s =1.50 ft max =125 lbs Design Shear Force, VU =1.6*Vmax 201 lbs PROVIDE: *SEE Hilti PROFIS Engineering FOR ANALYSIS SIZE CONNECTION AT CONCRETE FOR SF - WORST CASE Details: Design Wind pressure, W =18 psf 3 CW5.01 Attachment Spacing, s =3.17 ft Design Shear Force, Vmax =278 lbs Design Shear Force, VU =1.6*Vmax 446 lbs PROVIDE: *SEE Hilti PROFIS Engineering FOR ANALYSIS SIZE CONNECTION AT CONCRETE FOR SF - WORST CASE - ZONE 4 Design Wind pressure, W =18 psf 1 4 2 Mullion Height, H =9.33 ft CW5.01 CW5.01 CW5.03 Attachment Spacing, s =1.33 ft max =109 lbs Design Shear Force, VU =1.6*Vmax 175 lbs Check:1/2" HILTI KWIK HUS-EZ ANCHOR [ICC-ESR 3056] Vn / Ω =245 >175 lbs O.K PROVIDE: *SEE Hilti PROFIS Engineering FOR ANALYSIS SIZE CONNECTION AT OTHER - WORST CASE Details: Connection is at threshold-> No calculation needed 2 CW5.02 1/4"-20 HWH HILTI KWIK FLEX FASTENERS (1) 3" EA. END AND (1) 18" O.C. IN BETWEEN PER [ICC-ESR 3332] 1/4"HILTI KWIK HUS-EZ W/ 2-1/2" EMBED & 2" MIN EDGE DISTANCE (1) EA. END AND (1) 18" O.C. IN BETWEEN PER [ICC-ESR 3027] (1) 1/4" HILTI KWIK HUS-EZ W/ 2-1/2" EMBED & 2-1/2" MIN EDGE DISTANCE AT DOOR JAMB [ICC-ESR 3027] 1/2" HILTI KWIK HUS-EZ W/ 4-1/4" EMBED & 1 3/4" MIN EDGE DISTANCE & ANCHOR 16 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 1 6/16/2025 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/4 (2 1/2) Item number: 418045 KH-EZ 1/4"x2 5/8" Specification text: Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 2.5 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII, Effective embedment depth: hef,act = 1.920 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 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: Profile: Base material: cracked concrete, Custom, fc' = 3,000 psi; h = 6.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar 17 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 2 6/16/2025 Geometry [in.] & Loading [lb, in.lb] 18 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 3 6/16/2025 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 201; Mx = 0; My = 0; Mz = 0; no 30 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 0 201 0 201 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*N/A N/A N/A N/A Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) 19 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 4 6/16/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*201 930 22 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**201 1,334 16 OK Concrete edge failure in direction y+**201 685 30 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-3027 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.05 125,000 Calculations Vsa [lb] 1,550 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 1,550 0.600 930 201 20 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 5 6/16/2025 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 1.920 2.000 1.000 cac [in.]kc l a f' c [psi] 2.780 17 1.000 3,000 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 28.11 33.18 0.908 1.000 2,477 Results Vcp [lb]f concrete f Vcp [lb]Vua [lb] 1,906 0.700 1,334 201 21 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 6 6/16/2025 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.] 2.000 -1.200 6.000 1.920 l a da [in.]f' c [psi]y parallel,V 1.000 0.250 3,000 1.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 18.00 18.00 1.000 1.000 815 Results Vcb [lb]f concrete f Vcb [lb]Vua [lb] 978 0.700 685 201 *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 22 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 7 6/16/2025 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://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • 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! 23 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 8 6/16/2025 6 Installation data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/4 (2 1/2) Profile: - Item number: 418045 KH-EZ 1/4"x2 5/8" Hole diameter in the fixture: - Maximum installation torque: 216 in.lb Plate thickness (input): - Hole diameter in the base material: 0.250 in. Hole depth in the base material: 2.875 in. Drilling method: Hammer drilled Minimum thickness of the base material: 4.125 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 2.5 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque wrench Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 - - - 2.000 24 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - June 16, 2025 Page: Specifier: E-Mail: Date: 9 6/16/2025 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. 25 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 1 6/16/2025 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/4 (2 1/2) Item number: 418045 KH-EZ 1/4"x2 5/8" Specification text: Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 2.5 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII, Effective embedment depth: hef,act = 1.920 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 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 = 0.125 in. Anchor plateR : lx x ly x t = 1.500 in. x 2.438 in. x 0.125 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 26 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 2 6/16/2025 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 446; Mx = 0; My = 0; Mz = 0; no 79 1 x y2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 446 0 446 Max. concrete compressive strain: - [‰] Max. concrete compressive stress: - [psi] Resulting tension force in (x/y)=(-/-): 0 [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*N/A N/A N/A N/A Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) 27 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 3 6/16/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*446 930 48 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**446 1,334 34 OK Concrete edge failure in direction y+**446 571 79 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-3027 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.05 125,000 Calculations Vsa [lb] 1,550 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 1,550 0.600 930 446 28 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 4 6/16/2025 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 1.920 2.000 1.000 cac [in.]kc l a f' c [psi] 2.780 17 1.000 3,000 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 28.11 33.18 0.908 1.000 2,477 Results Vcp [lb]f concrete f Vcp [lb]Vua [lb] 1,906 0.700 1,334 446 29 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 5 6/16/2025 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.] 2.000 -1.000 6.000 1.920 l a da [in.]f' c [psi]y parallel,V 1.000 0.250 3,000 1.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 18.00 18.00 1.000 1.000 815 Results Vcb [lb]f concrete f Vcb [lb]Vua [lb] 815 0.700 571 446 *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 30 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 6 6/16/2025 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://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • 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! 31 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 7 6/16/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 0.000 0.000 - - - 2.000 6 Installation data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/4 (2 1/2) Profile: no profile Item number: 418045 KH-EZ 1/4"x2 5/8" Hole diameter in the fixture: df = 0.375 in. Maximum installation torque: 216 in.lb Plate thickness (input): 0.125 in. Hole diameter in the base material: 0.250 in. Recommended plate thickness: not calculated Hole depth in the base material: 2.875 in. Drilling method: Hammer drilled Minimum thickness of the base material: 4.125 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 2.5 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque wrench 1 x y 0.750 0.750 0.750 0.750 1. 2 1 9 1. 2 1 9 1. 2 1 9 1. 2 1 9 32 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb - June 16, 2025 Page: Specifier: E-Mail: Date: 8 6/16/2025 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. 33 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 1 6/16/2025 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/2 (4 1/4) Item number: 418075 KH-EZ 1/2"x4 1/2" Specification text: Hilti Æ 1/2 (4 1/4) KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 4.25 in nominal embedment depth per Technical data , Hammer drilled installation per MPII, Effective embedment depth: hef = 4.250 in. Material: Carbon Steel Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ASD Masonry Stand-off installation: Profile: Base material: Grout-filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in. Base material temperature: 68 °F Installation: Top installation Seismic loads no 34 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 2 6/16/2025 Geometry [in.] 35 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 3 6/16/2025 Geometry [in.] & Loading [lb, in.lb] 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 175; Mx = 0; My = 0; Mz = 0; no 72 2 Load case/Resulting anchor forces Load case: Service loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 175 0 175 36 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 4 6/16/2025 3 Tension load (Most utilized anchor 1) Load Ps [lb]Capacity Pt [lb]Utilization bP = Ps/Pt [%]Status Overall strength N/A N/A N/A N/A 37 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 5 6/16/2025 4 Shear load (Most utilized anchor 1) Load Vs [lb]Capacity Vt [lb]Utilization bV = Vs/Vt [%]Status Overall strength para and perp, (Dir. y+)1 --72 OK 1Shear utilization may result from parallel and perpendicular shear (see details) 4.1 Overall strength parallel Vt,Base,||= Value refer to Hilti Technical Data Vt,||= Vt,Base,|| · fred,E,|| · fred,s,|| · fred,Temp Vt,||³ Vs,|| Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 1.750 1.750 8.000 8.000 68 Results Vt,|| [lb]Vt,Base,|| [lb]Vs,|| [lb]fred,E,||fred,S,||fred,Temp Utilization bV,|| [%] 0 885 0 0.000 0.000 1.000 0 4.2 Overall strength perpendicular Vt,Base,^= Value refer to Hilti Technical Data Vt,^= Vt,Base,^ · fred,E,^ · fred,s,^ · fred,Temp Vt,^³ Vs,^ Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 1.750 1.750 8.000 8.000 68 Results Vt,^ [lb]Vt,Base,^ [lb]Vs,^ [lb]fred,E,^fred,S,^fred,Temp Utilization bV,^ [%] 245 245 175 1.000 1.000 1.000 71 4.3 Shear interaction bV,|| = Vs,|| Vt,|| bV,^ = Vs,^ Vt,^d Utilization bV [%]Status 0.000 0.714 1.000 72 OK bV = bd V,|| + bd V,^ <= 1.0 38 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 6 6/16/2025 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. • Refer to the manufacturer's product literature for cleaning and installation instructions. • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints. • The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry should be built according to industry standards. Fastening meets the design criteria! 39 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 7 6/16/2025 6 Installation data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/2 (4 1/4) Profile: - Item number: 418075 KH-EZ 1/2"x4 1/2" Hole diameter in the fixture: - Maximum installation torque: 408 in.lb Plate thickness (input): - Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.625 in. Drilling method: Drilled in hammer mode Minimum thickness of the base material: 7.625 in. Hilti Æ 1/2 (4 1/4) KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 4.25 in nominal embedment depth per Technical data , Hammer drilled installation per MPII Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 24.000 24.000 5.875 1.750 40 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 240606 - SF Masonry - June 16, 2025 Page: Specifier: E-Mail: Date: 8 6/16/2025 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. 41 SIZE CONNECTION AT STEEL FOR SF INTERIOR - WORST CASE Details: Design Wind pressure, W =5 psf 1 CW5.05 Attachment Spacing, s =1.50 ft Design Shear Force, Vmax =37.5 lb Check: 1/4"-20 Hilti DRIL-FLEX Self Drilling STRUCTURAL FASTENERS [ESR-3332] Vn / Ω =526 >37.5 O.K PROVIDE: SIZE CONNECTION AT CONCRETE FOR SF INTERIOR - WORST CASE Details: Design Wind pressure, W =5 psf 3 CW5.05 Attachment Spacing, s =3.17 ft Design Shear Force, Vmax =79 lbs Design Shear Force, VU =1.6*Vmax 127 lbs PROVIDE: *SEE Hilti PROFIS Engineering FOR ANALYSIS SIZE CONNECTION AT CONCRETE FOR SF - WORST CASE Details: Design Wind pressure, W =5 psf 4 5 CW6.03 CW6.03 Attachment Spacing, s =3.90 ft Design Shear Force, Vmax =98 lbs Design Shear Force, VU =1.6*Vmax 156 lbs PROVIDE: *SEE Hilti PROFIS Engineering FOR ANALYSIS SIZE CONNECTION AT OTHER - WORST CASE Details: Connection is at threshold-> No calculation needed 5 CW5.05 (2) 1/4" HILTI KWIK HUS-EZ W/ 2-1/2" EMBED 2-3/4" MIN. FASTENER SPACING & 2" MIN EDGE DISTANCE AT DOOR JAMB [ICC-ESR 3027] [ESR-3332] 1/4" Hilti KWIK HUS-EZ w/ 2-1/2" embed & 3" FROM EA. END AND @ 18" O.C. IN BETWEEN. [ESR-3027] 42 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 1 6/16/2025 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/4 (2 1/2) Item number: 418045 KH-EZ 1/4"x2 5/8" Specification text: Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 2.5 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII, Effective embedment depth: hef,act = 1.920 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 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 = 0.125 in. Anchor plateR : lx x ly x t = 1.500 in. x 4.250 in. x 0.125 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 43 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 2 6/16/2025 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 156; Mx = 0; My = 0; Mz = 0; no 23 1 2 x y2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 78 0 78 2 0 78 0 78 Max. concrete compressive strain: - [‰] Max. concrete compressive stress: - [psi] Resulting tension force in (x/y)=(-/-): 0 [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*N/A N/A N/A N/A Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) 44 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 3 6/16/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*78 930 9 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**156 2,086 8 OK Concrete edge failure in direction y+**156 685 23 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-3027 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.05 125,000 Calculations Vsa [lb] 1,550 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 1,550 0.600 930 78 45 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 4 6/16/2025 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg 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 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 kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 1 1.920 0.000 0.000 2.000 y c,N cac [in.]kc l a f' c [psi] 1.000 2.780 17 1.000 3,000 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 43.95 33.18 1.000 1.000 0.908 1.000 2,477 Results Vcpg [lb]f concrete f Vcpg [lb]Vua [lb] 2,981 0.700 2,086 156 46 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 5 6/16/2025 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.] 2.000 -1.200 6.000 1.920 l a da [in.]f' c [psi]y parallel,V 1.000 0.250 3,000 1.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 18.00 18.00 1.000 1.000 815 Results Vcb [lb]f concrete f Vcb [lb]Vua [lb] 978 0.700 685 156 *Anchor row defined by: Anchor 2; Case 3 controls When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 47 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 6 6/16/2025 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://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • 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! 48 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 7 6/16/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 0.000 -1.375 - - - 4.750 2 0.000 1.375 - - - 2.000 6 Installation data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 1/4 (2 1/2) Profile: no profile Item number: 418045 KH-EZ 1/4"x2 5/8" Hole diameter in the fixture: df = 0.375 in. Maximum installation torque: 216 in.lb Plate thickness (input): 0.125 in. Hole diameter in the base material: 0.250 in. Recommended plate thickness: not calculated Hole depth in the base material: 2.875 in. Drilling method: Hammer drilled Minimum thickness of the base material: 4.125 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 2.5 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque wrench 1 2 x y 0.750 0.750 0.750 0.750 0. 7 5 0 2. 7 5 0 0. 7 5 0 2. 1 2 5 2. 1 2 5 49 www.hilti.com Hilti PROFIS Engineering 3.1.16 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: | 250606 - SF Concrete - Door Jamb2 - June 16, 2025 Page: Specifier: E-Mail: Date: 8 6/16/2025 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. 50 SIZE CONNECTION AT STEEL FOR SKYLIGHT Details: Design Wind pressure, W =18 psf 1 2 CW5.06 CW5.06 Width (W) =3.91 ft max=59 lbs Check: 1/4"-20 HILTI DRIL-FLEX SELF DRILLING STRUCTURAL FASTENERS [ICC-ESR 3332] n / Ω =526 >59 O.K PROVIDE: SIZE CONNECTION AT STEEL FOR TRELLIS SUNSHADE Details: Design Wind pressure, W =18 psf 1 1 1 CW5.07 CW5.08 CW5.09 Tributary Width (TW) =14.50 ft Attachment Spacing, s =1.50 ft max/n=2=123 lbs Check: 1/4"-20 HILTI DRIL-FLEX SELF DRILLING STRUCTURAL FASTENERS [ICC-ESR 3332] n / Ω =526 >123 O.K PROVIDE: 1/4"-20 HWH HILTI KWIK FLEX FASTENERS (1) 4" EA. END AND (1) 16" O.C. IN BETWEEN PER [ICC-ESR 3332] 1/4"-20 HWH HILTI KWIK FLEX FASTENERS (2) EA. END AND (3) EVERY OTHER BAY PER [ICC- ESR 3332] 51 52 53 54 55 ARE Job No: 25138 GLAZING ELEVATION FOR MULLION DRIFT Maximum Inner-Story Drift Elevation Sheet SF4/CW2.02 Δ1=G1+G2 LMax=6.3 Ft. TanØ=G2/W W Max=49.1 In Δ2=TanØ*L =>Δ2=(G3*L)/W FrameHT=10.0 Ft. ΔFallout=TAD= Total allowable drift ΔM=1.80 In TAD=G1+G2+G3(L/W)G1=0.25 In G2=0.625 In If G1=G2=G3 =>TAD=G1((2+(L/W)) G3=0.625 In 56 ARE Job No: 25138 ΔLite=1.13 In ΔLite=Dp [ASCE 7, 13.5.9.1] ΔFallout=TAD= 1.83 In I=1 [ASCE 7, Table 1.5-2] Δfallout>1.25*I*Dp 1.25*I*Dp= 1.41 In ΔFallout > 1.25*I*Dp - OK 57 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 Loading Information (Zone 5)Detail Mark Span 4.000 ft Trib 3.000 ft 1 2 Lb 4.000 CW6.04 CW6.04 Area 12.00 ft2 Pressure 60.00 ps Load 180.00 pl Moment 0.36 k‐ft Section Properties (Closed Shape) Mullion OPG6010 Ix 5.653 in4 Iy 1.362 in4 Sx = Sxc 2.118 in3 J 3.145 in4 Fcy 25 ksi E 10100 ksi EI 57095.3 k‐in2 Lateral Torsional Buckling F.4 Mnp= Fcy Sxc 52.95 k‐in [ADM F.2 pg. I‐46] Cb 1.00 Cc 78.38 [ADM Table B.4.2] λ 16.12 [ADM F.4.2.3 pg. I‐48] Mnmbo 49.13 k‐in [ADM F.4 pg. I‐47] Deflection Check where REF 2 L 175 Mnmbo/ꭥF=1.65 29.77 k‐in <3/4 0.27 >0.01 in > Pass Refer Shape Designer section properties on separate page Mprovided 4.32 k‐in Pass Denominator 175, 𝑠𝑝𝑎𝑛 13.5 240 1/4", 𝑠𝑝𝑎𝑛 13.5 58 Section Properties and Stresses A nalysis - Results Date : 06- 01- 2022 / 12:21:11 Engineer : C lient : C om m ent : Project Ref.: Project Nam e: OPG 6010 page 1/ 2A pproved by: V2018.1 - © M echaTools Technologies Inc. 2022 This Product is licenced to : A daptive Re- U se Engineering 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 ] 59 OPG 6010 Section Properties and Stresses A nalysis Results Axes X-Y Centroidal Axes Principal Axes Ix (in^4) +5.653 +5.653 +5.653 Iy (in^4) +1.362 +1.362 +1.362 Ixy (in^4) +0.+0.+0. Io (in^4) +7.016 +7.016 +7.016 rx (in) +1.67 +1.67 +1.67 ry (in) +0.82 +0.82 +0.82 ro (in) +1.86 +1.86 +1.86 Y top (in)+2.642 +2.642 Y bot (in)+2.669 +2.669 Sx top (in^3)+2.14 +2.14 Sx bot (in^3)+2.118 +2.118 X right (in)+1.125 +1.125 X left (in)+1.125 +1.125 Sy right (in^3)+1.211 +1.211 Sy left (in^3)+1.211 +1.211 Zpx (in^3)+2.991 +2.991 Zpy (in^3)+1.438 +1.438 Max Mx (lb.in)+84710.208 +84710.208 Max My (lb.in)+48437.115 +48437.115 Mpx (lb.in)+119641.355 +119641.355 Mpy (lb.in)+57512.102 +57512.102 SFx +1.412 +1.412 SFy +1.187 +1.187 IMax (in^4)+5.653 IMin (in^4)+1.362 Theta (Deg)+0. Elastic Neutral Axis In (in^4) +5.653 ENA Angle(°) +0. Y top (in) +2.642 Y bot (in) +2.669 Sx top (in^3) +2.14 Sx bot (in^3) +2.118 X right (in) +1.125 X left (in) +1.125 Sy right (in^3) +1.211 Sy left (in^3) +1.211 Zpx (in^3) +2.991 Zpy (in^3) +1.438 Max Mx (lb.in) +84710.208 Max My (lb.in) +48437.115 Mpx (lb.in) +119641.355 Mpy (lb.in) +57512.102 SFx +1.412 SFy +1.187 Torque Max (lb.in) +48891.546 Buckling jy (monosymmetry) -0.008 in jx (monosymmetry) +0. in Cxrt Shear Constant +0.586 in^2 Cyrt Shear Constant +0.932 in^2 ßtf Torsional-flexural +0.971 a Torsional-Bending +0.594 in Area +2.028 in^2 Mass/L +0.199 lb/ in Xc +0. in Yc +0. in NA (Deg)+0.0 Deg PNA (x,y)(+0.0,-0.41) Torsion and Shear J(Torsion) +3.145 in^4 Cw(Warping) +0.417 in^6 Xs (Shear) +0. in Ys (Shear) +0.32 in Ax +0.857 in^2 Kx +0.422 Ay +0.857 in^2 Ky +0.422 Ios +7.223 in^4 ros +1.887 in Swx +0.436 in^5 Swy -0.001 in^5 Dsc +0.32 in Composite Section Ref. Aluminium 606 +10000000. psi Transf. Area +2.028 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) +47.221 psi Sig-x max C) -46.725 psi Fpt +40559.421 lb Fpc +40559.421 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 : 06- 01- 2022 / 12:21:12 Engineer : C lient : C om m ent : Project Ref.: Project Nam e: OPG 6010 page 2/ 2A pproved by: V2018.1 - © M echaTools Technologies Inc. 2022 This Product is licenced to : A daptive Re- U se Engineering 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 ] 60 61 CITY OF SANTA ANA wing and Building gency HERITAGE GLASS AND HARDWARE 1401 N Kraemer Blvd Ste C, Anaheim, CA 92806 714 873 8915 info@hghcal.com PROJECT INFORMATION PROJECT NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 GENERAL CONTRACTOR, & DESIGN TEAM NOTES: 1) PRIOR TO FABRICATION, ALL DIMENSIONS, CONFIGURATIONS, AND QUANTITIES ARE TO BE VERIFIED AND/OR CORRECTED ON EVERY DRAWING SUBMITTAL. 2) SURROUNDING CONDITIONS MUST BE DESIGNED, BY THE ARCHITECT AND E.O.R., TO ACCOMMODATE THE LOADS IMPOSED BY THE GLAZING SYSTEMS. 3) Heritage Glass & Hardware LLC. IS NOT RESPONSIBLE FOR ANY ERRORS OR OMISSIONS INCURRED BY OTHER TRADES THROUGH THE USE OF THESE SHOP DRAWINGS. 4) TOLERANCE OF ROUGH OPENINGS SHALL BE A NON-CUMALTIVE MAXIMUM PER SPECS. 08 41 13 3.02C 5) ALL DETAILS ARE DRAWN WITH THE INTENT OF ACHIEVING THE ARCHITECTS ORIGINAL DESIGN IN ACCORDANCE WITH THE MANUFACTURERS DESIGN AND FABRICATION CRITERIA. 6) TEMPERED GLASS WILL BE USED WHERE REQUIRED BY CODE. DESIGN CRITERIA BUILDING CODE: 2022 CALIFORNIA BUILDING CODE SEISMIC IMPORTANCE FACTOR, I = 1.0 RISK CATEGORY = II SEISMIC DESIGN CATEGORY = D SITE CLASS = D SS = 1.285 S 1 = 0.46 SDS = 0.857 SDI = 0.846 I A//Al n BASIC WIND SPEED = 95 MPH (ULT) IMPORTANCE FACTOR, I = 1.0 EXPOSURE CATEGORY = B Design Load Review ALUMINUM STOREFRONT Reviewed for design loads only as they affect the primary structure. Not responsible for design, dimensions or quality of material DRAWINGS BY rlawrence DATE 12/9/2025 SANTA ANA MEMORIAL PARK AQUATICS CENTER FRAMING SYSTEMS EXTERIOR SF SYSTEM AFG-451 T -2 1 /4" x 4 1 /2" INTERIOR SF SYSTEM AR-450 - 2" x 4 1/2" SF DOOR SYSTEM SKYLIGHT SYSTEM SCOPE OF WORK: WS512 Heavy AFG601 Thermal 2102 S FLOWER ST SANTA ANA, CA 92707 NEW STOREFRONT SYSTEM PROVIDED AT EAST AND WEST ELEVATIONS OF THE BUILDING AND IN BREEZEWAY. INCLUDES STOREFRONT DOORS. FINISH: CLEAR ANODIZED JOB LOCATION: SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 APPROVAL BLOCK DRAWING INDEX SHEET DWG' DESCRIPTION REV. SHEET DWG 1 2 1 CW0.01 COVER SHEET 2 CWO.02 GENERAL NOTES 3 CW1.01 FLOOR PLAN 4 CW1.02 ROOF PLAN JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 Deferred Approval 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. BY rlawrence nGTF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 DESCRIPTION REV /1 1 5 I CW2.OA EXTERIOR ELEVATION I I I I i 6 CW2.01 SF ELEVATIONS 7 CW2.02 SF ELEVATIONS 8 9 CW2.03 CW2.04 SF ELEVATIONS SF ELEVATIONS 10 CW2.05 SKYLIGHT ELEVATIONS 11 CW2.06 SKYLIGHT ELEVATIONS 12 CW5.01 SECTION DETAILS 13 CW5.02 SECTION DETAILS 14 15 CW5.03 CW5.04 SECTION DETAILS SECTION DETAILS 16 CW5.05 CW5.06 SECTION DETAILS SECTION DETAILS 17 18 CW6.01 PLAN DETAILS 19 CW6.02 PLAN DETAILS 20 CW6.03 PLAN DETAILS 21 CW6.04 PLAN DETAILS 22 CW7.01 SECTION PROPERTIES 23 CW7.02 SECTION PROPERTIES wppmed OR PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK aQ�� 4�S.CENTER l2 SI�FII�LJJOWER ST )ate: SANTA ANA, CA 92707 AA YKVJtIi I IVUIv16CK: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE I DESCRIPTION No. 84674 6rai 9� C / V % �F CA�� 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: COVER PAGE SHEET NUMBER: CW0.01 CITY OF SANTA, canning and Building NH ,gency LGLAZING SCHEDULE GLASS SCHEDULE / MATERIAL LEGEND HATCH D E S C R I P T I O N 0 1" INSULATED GLASS UNIT SEALED INSULATING GLASS W/ OPAQUE INTERLAYER @ INTERIOR PANE C_ 1/4" GLASS UNIT T TEMPERED GLASS UNIT X.X.X TAG FT_SL.X PH.12xa.P PH.10xa.P PH.10xb.P PH.8xa.P FH.12xa.S FH-12xb.S FH.10xa.S FH.6xa.S TITIVE NOTES: D E S C R I P T I O N SEALANT AND BACKER ROD SHIM AS REQUIRED 1" x 58" x 4" SETTING BLOCK, 2 PER LITE 1" X 516" 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 516" 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 ASTENERS: D E S C R I P T I O N FT = Fastener Type, SL = Size and Length, X = P for Zinc Plated or S for Stainless Steel #12 x 12" PAN HEAD SHEET METAL SCREW #10 x 1 12" PAN HEAD SHEET METAL SCREW #10-16 X 5g" PAN HEAD SELF DRILLING SCREW #8-32 X 14" PAN HEAD MACHINE SCREW #12 x 12" FLAT HEAD SHEET METAL SCREW (UNDERCUT) #12 X 58" FLAT HEAD SHEET METAL SCREW #10 x 1 %2" FLAT HEAD SHEET METAL SCREW #6 x 12" FLAT HEAD SHEET METAL SCREW Deferred Approval 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. R rlawrence DATE 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 GASKET TABLE: GASKET No. GASKET NO. VTLTG 316" GASKET DOOR SCHEDULE: DOOR NO I ELEVATION LEGEND TYPE GASKET REFERENCE DESCRIPTION REFERENCE DESCRIPTION REFERENCE DESCRIPTION ELEVATION # SHEET # WIND LOAD D X DETAIL # X.SHEET # DEAD LOAD S.# SECTION # X.X SHEET # ' = ANCHOR LOCATION INDICATOR ABBREVIATIONS REFERENCE DESCRIPTION REFERENCE DESCRIPTION B.O.W. BOTTOM OF WINDOW R. O. CENTER LINE T.O.C. D .L .O. DAYLGHT OPENING DIMENSION T.O.H. D. O. DOOR OPENING DIMENSION T.O.W. D. P. DIMENSION POINT REFERENCE TYP. F. D. FRAME DIMENSION V.I.F. OPP. OPPOSITE HAND W.O. N.B.A. NOT BY ARCADIA ROUGH OPENING DIMENSION TOP OF CONCRETE TOP OF HORIZONTAL TOP OF WINDOW TYPICAL VERIFY IN FIELD WINDOW OPENING Approved OR PERMIT ISSU NU - PROJECT: SANTA ANA MEMORIAL PARK I AQ PArTJ CENTER 'IO2 S OWER ST a le SANTA ANA, CA 92707 l CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER] DATE DESCRIPTION No. 84674 6ral 9� C/V t� 0 CA�� 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: GENERAL NOTES SHEET NUMBER: 00.02 D UJ Z QI CW2.0 4 FLOOR PLAN GRADE LEVEE BUDDING =,1 Ref: 1 /A-200 N D E D 24' - 4" �2 48' - 8" iCW2.0A 24' - 4" LINE OF OVERHANG ABOVE, TYP. A 0 co _I B 0 zo 0 zo 0 zo 00 C D Deferred Approval 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. RV rlawrence DATE 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CITY OF SANT/A i\i 'tanning and Building aencv Approved =0R PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK iaS;�aQ�u�� A�CENTER } S ER ST a `e SANTA ANA, CA 92707 PROJECT NUMBER: 202305 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE DESCRIPTION 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: FLOOR PLAN SHEET NUMBER: CW1 .01 1 CW2.11 RDF PLA�J 1 arch Ref; 1 /A205 N W E 24' - 4" 2 48' - 8" t 24' - 4" 14' - 0" T 7 1'4' - 0" 0 EO 0 zo N 0o Nr 4B A F H \ I (.L Deferred Approval 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. RV rlawrence DATE 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CITY OF SANTA NJA tanning and Building genC �r Approved OR PERMIT ISSU NCB PROJECT: SANTA ANA MEMORIAL PARK Vl aQ4qf 4f�.CENTER S�JJOWER ST SANTA ANA, CA 92707 Date: ' • i PROJECT NUMBER: 202305 CLIENT_ CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE DESCRIPTION No. 84674 6rai4., 9� �/V t� �F CA�� 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: ROOF PLAN SHEET NUMBER: CW1.02 CITY OF SANTA vH tanning and Building gency STOREFRONT FINISH: CLEAR ANODIZED �A 1:3 C 11 E r, BUILDING ELEVATION W- 4 Arch Ref: 4/A300 19 ' 3 1 2) I C H I U BUILDING ELEVATION BREEZEWAY v Arch Ref: F>/ A300 L T.O. HIGH CMU +14'-0 -J T.O.S.- NORTH ROOF f +10'-6" T.O.S. SOUTH ROOF +10'-0"� LEVEL 1 +0' - p" T.O. HIGH CMU +14'-0" T.O.S. NORTH ROOF +10'-6" T.O.S. SOUTH ROOF +10'-0" LEVEL 1 +0' - 0" I BUILDING ELEVATION BREEZEWAY 3 T.O. HIGH CMU +14'-0" T.O.S. NORTH ROOF +10' - 6" T.O.S. SOUTH ROOF _- +10'-0" LEVEL 1 +0, - 0„ BUILDING ELEVATION SOUTH J Arch Ref: 3�A300 L J HJ G F E D C B A 3 2� �1�I � I I T.O. HIGH CMU,---, +14'-0" T.O.S. NORTH ROOF T.O.S. SOUTH ROOF +10' - 0" LEVEL 1 +p 00 BUILDING ELEVATION EAST Arch Ref: 2/A30C1 T.O. HIGH CMU 011 . NORTH ROOF +10'-6" 3. SOUTH ROOF +10'-0 LEVEL 1 +0, - 0„ BUILDING ELEVATION NORTH I Arch Ref: 1 /A300 Deferred Approval 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. RV rlawrence Approved =0R PERMIT ISSU NCB PROJECT: SANTA ANA MEMORIAL PARK IdQ�� 4f�.CENTER S�JJOWER ST a t SANTA ANA, CA 92707 ' • � lvvwp�" PROJECT NUMBER: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION �NUMBERI DATE I DESCRIPTION No. 84674 6rai 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: EXTERIOR ELEVATIONS SHEET NUMBER: nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CW2.OA CITY OF SANTA ANA laming and Building gency DIMENSIONS AT 2'e' � 3--01-" 6`9e' D.O. DOOR. DIMENSIONS AT —109A--D LITES. STOREFRONT ELEVATION AFG-451T 2" x 4 1/2" SF SYSTEM QTY. ( 1 ) AT WEST Arch Ref: SF1 / A805 109A SECTION 1 S1 Arch Ref: 4/A310 SECTION 2 S2 Arch Ref: 41A310 92 S, cwzul cws.ol — rr- DIMENSIONS Z.- DIMENSIONS AT AT DOORS REF D.O. REF. DO. REF. LITES. 2046 204A PAR SWING —OUT PAIR SWINE: �-,''T STOREFRONT ELEVATION AFG-451T 2" x 41/2" SF SYSTEM QTY. (1) AT WEST Arch Ref: SF3 / A805 i G H i rt 22 11" 1, 7-11" I, 62" rt 24'-0" R.O.N.I.F. Deferred Approval 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. RV rlawrence Ijl pp roved OR PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK aQJu�� '.�S_CENTER 2 S ERST a le SANTA ANA, CA 9272707 l• t PROJECT NUMBER: 202305 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE DESCRIPTION No. 84674 0i4., 9� ow OF CA� 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SF ELEVATIONS I SHEET NUMBER: nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CW2.01 CITY OF SANTA ANA laming and Building gency DIMENSIONS 4'_31 e'er 6'-0^4''/e' AT DOORS REF. REF. DIMENSIONS AT 112 LITES. SECTION 1 Arch Ref: 2/A306 STOREFRONT ELEVATION AFG-451T 2" x 41/2" SF SYSTEM QTY. (1) AT WEST Arch Ref: SF4 / A805 SECTION 2 S2 Arch Ref: 2/A306 DIMENSIONS n - 61-0 'r AT DOORS REF.� D.O. REF. DIMENSIONS AT 201A LITES. SECTION 3 SECTION 4 S3 S4 Arch Ref: 4/A311 Arch Ref: 4/A311 2 STOREFRONT ELEVATION AFG-451T 2" x 41/2" SF SYSTEM QTY. (1 ) AT BREEZEWAY Arch Ref: SF5 / A805 201 A Deferred Approval 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. RV rlawrence Ijl pp roved OR PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK aQJu�� '.�S_CENTER 2 S ERST a le SANTA ANA, CA 9272707 l• PROJECT NUMBER: 202305 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE DESCRIPTION No. 84674 6rai4., 9� C / V % �F CA�� 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SF ELEVATIONS I SHEET NUMBER: nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CW2.02 CITY OF SANTA �vH 'laming and Building gency p-0^I s, CW203 2 I W6.0 7GL-1 GL-1 GL-1 GL-i STOREFRONT ELEVATION AFG-451T 2" x 4 1/2" SF SYSTEM SF2 QTY. ( 1 ) AT WEST � Arch Ref: SF2 / A805 o �- Flo LL 6 r SECTION 1 S1 Arch Ref: 1/A306 Deferred Approval 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. RV rlawrence Approved OR PERMIT ISSU NCB PROJECT: �. SANTA ANA MEMORIAL PARK dQ��4f�.CENTER S�JJOWER ST ate: SANTA ANA, CA 92707 ' � lvvwp�" PROJECT NUMBER: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE DESCRIPTION No. 84674 6rai 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SF ELEVATIONS I SHEET NUMBER: nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CW2.03 CITY OF SANTA ANA laming and Building gency 6 9" �, 3'-0" 23". DIMENSIONS AT DIMENSIONS AT REF D.O DOOR. LITES. COIDD SECTION 1 I ]�-,I I�Il:I IT S, IiN - I I51 Arch Ref: 1/A306 STOREFRONT ELEVATION AR-450 2" x 41/2" Center Glazed for 1/4" Glass QTY. (1 ) AT INTERIOR Arch Ref: SF7 / A805 SECTION 2 S2 -- Arch Ref: 11A306 10'.0.1 F.D. D.L.O. D.L.O. D.L:O. UIMEN51UNS Z-fr 6'.0° L 2'.0" AT DOORS REF. D.O. REF. DIMENSIONS AT 2016 LITES. I IF: SJVIJ IN STOREFRONT ELEVATION AR-450 2" x 4 1/2" Center Glazed for 1/4" Glass QTY. ( 1 ) AT INTERIOR Arch Ref: SF8 / A805 2 Deferred Approval 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. RV rlawrence pp roved OR PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK aQIu�� '.�S_CENTER 2 S ERST a le SANTA ANA, CA 9272707 l• PROJECT NUMBER: 202305 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE DESCRIPTION No. 84674 6rai4., 9� civ% �F I CA�� 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SF ELEVATIONS I SHEET NUMBER: nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CW2.04 CITY OF SANTA ANA ]Go _n_d_Building gency CMU WALL PER ARCH. DWGS. EXTERIOR WALL PEP. ARCH. DWGS. 1 >> 2 HEAD RETURN FLASHING t r HEAD FLASHING - 000 (SEE ELEVATIONS) HEAD DETAIL 1 Arch Ref: 0/A820 O z .� O w u� a_ w O CD w O Ir <CIcO Ly I 0 0 EXTERIOR HORIZONTAL DETAIL 2 SILL DETAIL 3 hef: 7/.A820 z —�T.O. CURB rIX (0'-6") O J �2 /I z z 2 TI^I F C6 TH443 O O 16 1" OT L16 LASS 41" SYSTEM DEP H TB425S' 2 FLR END DAM b 11.6X0.` 05 07 TEM IT9, 16 1" III GLASS %I -�� 02 2 T: Z] ? 2 2 /- I i�� f_ .f 1 /2"0 HILTI KHEZ - - (ICC—ESP 3056) W/ 4 Y4" MIN. EMBED MASONRY ANCHORS CENTERED IN GROUTED CELL _ 3" EROM ENDS AND A F 16 O.C. - IR INTERIOR )I0c SILL FLASHING 040" THICK ALUM EN[ ATTACHED WITH ( F. IT. 2 PER END DAM F Fi.0 XQ. S 040" THICK ALUM ENE A LT CHED WITH 2 PE E'.D DL1d n rch REND DAM AT HEAD DETAIL OAet: None END DAM AT SILL DETAIL J Arch Ref: None 41„ 00 SILL DETAIL EXTERIOR 40 SYS1 F v' I` I H Arch Pe`: 5/A82D 0 „ r 1 5„ EXTERIOR WALL PER ARCH. DWGS. Y4 O HIL I KHEZ (ICC—ESR 3027) W/ 2 Yz" MIN. EMBED AND 2 Y2" MIN. EDGE DIST, 3" FROM ENDS AND AT 18" O.C. z O z w 0 Lidd w 16 1" �'6 GLASS O _ O rn 03 r'110'J TB425 TP425ST ♦ TH432 2 PER END DAM 06 i.. I� FI—LFXc7.S 05 01 02 � ` _ - _ o No. 84674 9�� C / v % 0 ` — 10/13/2025 ISSUE: 48 %5/ - 1 /2" HILT] KWIK KH—EZ SCREW REVISED SET INTERIOR -pprovied OR PERMIT ISSUANCE PROJECT: . SANTA ANA MEMORIAL PARK ak��SQ4�S_CENTER k .ER ST + SANTA ANA, CA 92707 PROJECT NUMBER: 20 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 <i i C L1 REVISION NUMBER] DATE DESCRIPTION - ANCHOR (ICC—ESP 3056) DATE: W/ 4-1 /4"" MIN. CONC. EMBEDMENT, 09I18/2025 1-3/4" MIN EDGE DISTANCE, STAMP: I & 3" FROM EA. \ ,. END' & SPACED 16" O.C. Z�l III - j SHEET TITLE: O SECTION DETAILS SHEET NUMBER: CW5.01 CITY OF SANTA ANA jGo an_d_Building gency CMU WALL PER ARCH. DW`GS. EXTERIOR WALL r'rP APCIH. DWGS. 1 >> 2 HEAD RETURN - FLASHING HEAD FLASHING - HEAD DETAIL 4 (T-0") (SEE ELEVATIONS) O J 0 TXTERIOR SWING OUT DOOR HEAD DETAIL 1 Arch l-eL None EXTERIOR 01 ` 0:. 2 PER END DAM FH.6xa.S AT 12" D.C. MAX FH.12xb.S 3" FROM ENDS 1„ 16 1 02 -1 I 41,, 2 SYSTEM DEPTH 1 16 3,: SASH DEPTH 2 GLASS 14 �Y 41„ 2 SYSTEM DEPTH SY!IEM DENIH 16 TB+ N 1 /2"0 HILTI KH-EZ (ICC-ESR 3056) W/ 4 %4" MIN. EMBED MASONRY ANCHORS CENTERED IN GROUTED CELL 3" FROM ENDS AND AT 16" O.C. Deferred Approval 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. BY rlawrence DATE 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 SWING IN DOOR HEAD DETAIL J Arch F-t: i DOOR BOTTOM RAIL DETAIL 41„ 2 1 „ SYSTEM DEPTH 71, 16 3„ 116. 1„ 01 SASH DEPTH 1„ 2 1„ 12 GLASS 41„ 2 EXTERIOR SYS-EST✓' DEFT-] z O O c? z z_ z z w � w O �O -lit O = O w 2 :75 O _IN 0 < 0 w DRB950 2:1 IN 4 F. (0'-0") ... n'I�} L\ E 0 0 -pprovied OR PERMIT ISSUANCE r ROJECT: SANTA ANA MEMORIAL PARK ak�� SQ4�S_CENTER k .ER ST ) + SANTA ANA, CA 92707 PROJECT NUMBER: 20 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER] DATE I DESCRIPTION No. 84674 t �e 6ral ., 9� ow OF CA� 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SECTION DETAILS SHEET NUMBER: CW5.02 -1 HEAD DETAIL EX T ERIOR Arch Ref: 16 AA820 7'1„ SYS T EIk. =PTH T3266 I i I I I I I I I I I LINE OF DOOR I I I I I I i I I 2 7i6' LONG I CPG1999 /—FH.12xc.S PER CLIP Y4"O HILT] 4KH EZ (ICC ESR 3027) W/ 2 Yz" MIN. EMBED AND 2 Y2MIN. EDGE DIST. � D CaDOOFRI JAMB ANCHOR DETAIL rc _I Ret: N, CMU W,AL- - PER ARCH. DWGS. EXTERIOR WALL PER ARCH. DWGS. HEAD RETURN FLASHING HEAD FLASHING �� HEAD DETAIL W/S/ /InA � Arch Ref: 6/A82C 1/2" I � l z z w to w z N - o w z Z 0 Lt )Ioo C � w - O d 2_ w l/ \ I I I I I I II LINE OF DOOR _ -- I �I 2 7 16" LONG OPG1999 — E _ _ 04 THRESHOLD v 11 4 Oa a o Y4„O HILT] L,H -- U'i W/ 2 Y2" MIN. EMBED AND a a 2 iz" MIN. EDGE DIST. i DOOR JAMB ANCHOR DETAIL Arch Ref: None 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. RV rlawrence r1ATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 7 1 O 2 PER E!',;D ]6N % F H.rXc],C 1 )RILE LEX AND 16" O.C. EXTERIOR HEAD DETAIL 5 ri 16/A820 SYSTEM -I HSS6X6, S.S.D. SYS I Lf�/I DE E I H CITY OF SANTA ANA jnwin _n_d_Building gency Y2"O HILTI KH-Ezk-oprov'ed W14 Y4R N. E OR PERMIT ISSUANCE W/ 4 Y4" MIN. EMBED MASONRY ANCHORS PROJECT: CENTERED IN GROUTED CEI-I. AT 16" O.C. w SANTA ANA MEMORIAL PARK IV ak��SQ4�S_CENTER k .ER ST ) 000L SANTA ANA, CA 92707 POOLDECK 2UZ3U5 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 — REVISION NUMBER] DATE I DESCRIPTION No. 84674 9�F civ t� 0�2 �F CA��E 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SECTION DETAILS SHEET NUMBER: CW5.03 -A CITY OF SANTA ANA jGo an_d_Building gency 1 3„ 4 411, 2 41- 2 SYSTEM DEPTH 231, 4 OVERHEAD CONCEALED DOOR OPERATOR 1 Arch Ref: 6/,4C21 Deferred Approval 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. RV rlawrence -pprovied OR PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK ak��SQ4�S_CENTER k .ER ST '4 AtpSANTA ANA, CA 92707 PROJECT NUMBER: 20 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER] DATE I DESCRIPTION No. 84674 9�F civ t� 0�2 0 CA��E 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SECTION DETAILS SHEET NUMBER: nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CW5.04 -A 1/420 ELCO DRIL-FLEX - (ESR- 3332) 3" FROM ENDS AND 16" O.C. M JL nP OF VERTICAL 0 Z 0 N to . v N `' Z w M a O x w W N t 0 LU w O J 41 /2" HEAD DETAIL AT INTERIOR i Arch Ref: 6/A903 HORIZONTAL DETAIL AT INTERIOR 01 L Arch Ref: 4/A903 10 C C C 4112" 2 1/8" 4" 2 1/8" 41 /2" SILL DETAIL AT INTERIOR 00 J Arch Ref: /A903 21/8" 4" 21/8"00 O J C] Z O_ C9 � Z Z w Z a o O LU x LL N A 4 < a Q 4 4 < °. < a- a 4 " Z ° 4 v a 4 _ SCF-32� sc-422 U- 1/4-20 ELCO DRII_-FLEX (ESR-3332) a 3" FROM ENDS AND 16" O.C. —A .1 - M nC-420 FF7`1 TOP OF VERTICAL �p N M N HCr-326 r H�&L' D�f5, L AT INTERIOR ��A, /A903 01 Q \ a -6 n n < %4"O HITTI KHEZ 4 Z' , (ICC-ESR 3027) W/ 2 )2" MIN. EMBED < ° Li AND 2 %2" MIN. EDGE DIST. 3" FROM ENDS AND ° <7 AT 18" O.C. < a G 4 . < 4 4 < � ° a < 2 1/8" 4' 2 1/8" 4 1 /2" INTERIOR ALUM. DOOR HEAD AT TRANSOM Arch Ref: 3/A903 INTERIOR ALUM. DOOR THRESHOLD J Arch Ref: 2/A903 Deferred Approval 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. RV rlawrence nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 O 0 M N C 2 i U 0 C a C C C Go qq io �° ch Iti Illlllllllll - N T 1 3/4" 4 1 /2" < J < < /1 4 <7 � Q � A , J < 4 < a A i ` < — 0 CITY OF SANTA ANA ]Go _n_d_Building gency Ptpprov'ed �> O R PERMIT ISSUANCE PROJECT: l SANTA ANA MEMORIAL PARK ak�� SQ4�S_CENTER k .ER ST ) SANTA ANA, CA 92707 ITTz R - N IT PER ARCH. DWG`_-. LUZJut) CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER] DATE I DESCRIPTION No. 84674 9�F civ t� 0�2 OF CA��E 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: SECTION DETAILS SHEET NUMBER: I CW5.05 < I\ I\ C- T� I\ 1✓ G �� JS Iv I\ , I\ I� 1\ 4> / IA 1\ U I\ IA D E� I� r� h I\ ; I\ Iy I 1v 1 PER CLIP �H.Sxa.P -R -I_ TB427CL 1" LONG 10 2" D. I_. 0. FRAME DIMENSION. ROUGH OPENING JAMB DETAIL I N TIERI OR 09 W.12r.b.S 3" FROM ENDS III 4, � I i 1 70111 TC-221 BT EXTERIOR O 3" D_I.0. 8 FRAME DIMENSION ROUGH OPENING D. L.O. FRAME DIMENSION ROUGH OPENING VERTICAL DETAIL G AP_l EE_' n�iC 2" FRAME DIMENSION ROUGH OPENING 4 JAMB DETAIL VERTICAL DETAIL Arch Rey: 11 �AB20.I ref: None �ICV W W U) Deferred Approval 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. RV rlawrence nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 1 PER CLIP - PH. `-, Pn WxD.P ,� PER CLIP - I� 05 � I T!3427C� 1 L ,V _ TG20ll li i L will 10 0-/ 01 TV I D.L .0. FRAME DIMENSION H, ROUGH OPENING (�JAMB DETAILJ �'D_' 1 I 't 1 <i c ,I Z" /I CITY OF SANTA ANA and Building gencv Approved OR PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK aQ pArTt%CENTER '�02 S F' .ER ST ale NTA ANA, CA 92701 l PROJECT NUMBER: - 202305 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 i j i � III I �� II 01 ;r REVISION I NUMBER] DATE DESCRIPTIO • v 05 IT TG200 - �FESS/q 09 ` i s9 �� 0. yC� o No. 84674 C1 �FQ lo �F A p fir' 10/13/2025 ISSUE: REVISED SET DATE: � � � 09I18/2025 STAMP: ALUM. JAMB FLASHING 01 "Z/ FRAME DIMENSION DOlt ROUGH OPENING SHEET TITLE: PLAN DETAILS JAMB DETAIL v Ref: 6�A040 - l SHEET NUMBER: I CW6.01 ALUM. JAMB FLASHING ff 10 — I� l �> 1� 1� 1� v 1^� P l� I\ I� 1� > > l L)�UCII 7) D.L.O. ,C r (1 ) Y4"O HIETI KH EZ (IOC ESR 3027) W/ 2 Y2" MIN. EMBED AND 2 %" MIN. EDGE DIST. 2 7/16' LDNC X o1-c1999 FHT2Xo.s \ THRESHOLD BELOW 3 PER CLIP CW5.03 \� I- P �_ P� DSO401 H / Jj„ � 4 I ?" DOOR OPENING 8 FRAME DIMENSION ROUGH OPENING DOOR JAMB DETAIL MEETING STILE DETAIL \ Arch Ref: None D.L.O. DS001 D5001 D.E.O. INTERIOR EXTERIOR SIN Fln E r - 2„ D.L.0. 4 00 D.E.O. FRAME DIMENSION] ROUGH OPEINING \\ DOOR JAMB DETAIL G Arcr Ref: 12�A820 �)4 DOOR OPENING FRAME DIMENSION ROUGH OPENING DOOR JAMB DETAIL 4 Arch Ref: `r 8 2" \ _E CL W LJ UI D.L.O. N � w w U Deferred Approval 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. RV rlawrence DATE 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CITY OF SANTA ANA -nd Building gencv k-oproved OR PERMIT ISSUANCE PROJECT: SANTA ANA MEMORIAL PARK ak��SQ4�S_CENTER k .ER ST ' ate SANTA ANA, CA 92707 PROJECT NUMBER: 202305 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER] DATE I DESCRIPTION No. 84674 9�F civ t� 0�2 0 CA��E 10/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: SHEET TITLE: PLAN DETAILS SHEET NUMBER: CW6.02 CITY OF SANTA ANA jGo an_d_Building gency 0 0 N r 0 0 li I I �I 2" DLO FRAME DIMENSION ROUGH OPENING 1 JAMB DETAIL AT INTERIOR Arch Ref: 6/P'+C_, 2" �, DLO FRAME DIMENSION ROUGH OPENING JAMB �f5 L AT INTERIOR C!_� Archl /A903 N CV DLO FRAME DIMENSION ROUGH OPENING VERTICAL DETAIL AT INTERIOR Arch Ref: 4/A90�; (2) 1 /4" HILTI KWIK KH—EZ W/ 2-1/2" EMBED & 2" MIN EDGE DISTANCE & 2-3/4" MIN. SPACING AT DOOR JAMB [ICC—ESR 3027] DOOR OPENING DOOR JAMB DETAIL AT INTERIOR 4 Arcri ]Ref: l/A903 cV N � d. pproved I OR PERMIT ISSUANCE M-252 DLO 2" FRAME DIMENSION 3/8' ROUGH OPENING 41 JAMB DETAIL AT INTERIOR `�Arch Re 4903 (2) 1 /4" HILTI KWIK KHEZ -- W/ 21 /2" EMBED & 2" MIN EDGE DISTANCE \ & 2-3/4" MIN. SPACING AT DOOR JAMB [ICC—ESR 3027] 2 P� R CLiP rH.12xa.S - - OPG1999 NOTCH CLIP �0 CLEAR MULL- DSO401H D.L.O. 5 1/2" 09 DOOR OPENING FRAME DIMENSION ROUGH OPENING DOOR JAMB DETAIL AT INTERIOR 5 Arch Ref: 4/A903 1 /8" M-252 2'• PROJECT: SANTA ANA MEMORIAL PARK �ak�� SQ4�S_CENTER k .ER ST ) + SANTA ANA, CA 92707 PROJECT NUMBER: 20 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER] DATE I DESCRIPTION No. 84674 oIVI�Ep�`� J OF CA�� 110/13/2025 ISSUE: REVISED SET DATE: 09/18/2025 STAMP: Deferred Approval 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. RV rlawrence SHEET TITLE: PLAN DETAILS I SHEET NUMBER: nATF 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 CW6.03 -A T 1-I - 4 3 0.0900 Area Perimeter: 27. / `j05 Bounding box. X:-2.4969 -- 2.5031 Y:-0.6943 -- 1.5557 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.4667 Y: 3.8148 Product of inertia: XY: 0.0218 Radii of gyration: X: 0.6907 Y: 1.9745 Principal moments and X-Y directions about centroid: I: 0.4666 along [1.0000 0.00651 J: 3.8150 along [-0.0065 1.0000] i B427CL 0.1250 T 0.0800 I Ar- 0.4420 Perl'-peter: 6.8426 Bounding box: X:-1.1639 -- 1.2572 Y:-0.2145 -- 0.1443 Centroid: X: 0.0000 Y: 0.0000 ✓I- its of inertia: X: 0.0042 Y: 0,1849 r. XY: 0.0033 X: 0.0969 Y: 0.6467 ii moments and X-Y directions about centroid: 0.0041 along [0.9998 0.0180] J: 0.1849 along [-0.0180 0.9998] TF T 1 H T 0.0620 Area: 0.35s, Perimeter: 10. 46 54 Bounding box: X:-1,3.406 -- O.b25�i Y:-0.2676 -- 0.7324 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0,0277 Y: 0,1754 Product of inertia: XY: 0.0391 Radii of gyration: X: 0.2789 Y: 0.7020 Principal moments and X-Y directions about centroid: I: 0.0180 along [0-9705 0.2410] J: 0.1851 along [0.2410 0.9705] T(�01 Area: 0.0923 Perimeter: 12699 Bounding box: X:-0.3766 - 0.1284 Y:-0.3842 -- 0.4639 Centroid: X: 0.0000 Y: 0,0000 Moments of inertia: X: 0.0074 Y: 0.0015 Product of inertia: XY: 0.0017 Radii of gyration: X: 0.2838 Y: 0.1285 Pr i )al moments and X-Y directions about centroid: I: 0.0011 along [0.2525 0-9676] J: 0.0079 along [0.9676 0.2525] 0,0800 Area: 0.6704 Perimeter: 17.0870 Bounding box: X. 1.8070 -- 2.7996 Y:-1.3049 -- 0.5658 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.1853 Y: 1.1060 Product of inertia: XY: 0.2331 Radii of gyration: X: 0.5258 Y: 1.2845 ::�rinoipnl and XY directions about centroid: I: 0.1297 clung [0.9727 0.23221 J: 1.1617 along [-0.2322 0,9727] 0.0900 0.0800 Area: 0.9425 Perimeter: 22.6132 Bounding box: X:-2,1894 -- 2.8107 Y:-1.7303 -- 0.5197 Cen troid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.2954 Y: 3.1936 Product of inertia: XY: 0.3384 Radii of gyration: X: 0.5598 Y: 1.8407 Principal moments and X-Y directions about centroid: 0.2564 along [0-9934 0-1145] J: 3.2326 along [-0.1145 0.99341 TG221H 0.0500 ;I 0.0500 0.050000 Area: 0.2231 Perimeter: 8.6494 hounding box: X: 0.9173 1.1962 Y:-0.5805 -- 0.4195 Crr�'nci�1 X: 0.0000 Y: 0.0000 P✓ ^ren�� of inertia: X: 0,0230 Y: 0.0918 ro.luc o` inertia: XY:-0.0179 Radii of gyration: X: 0.3208 Y: 0.6413 Fi 1c�io moments and XY directions about centroid: I: 0.0186 along [0.9715-0.2371] J: 0.0961 along [0.2371 0.9715] 0.1250 Area: 1.7408 Perimeter. 28.1469 Bounding box: X: 0.8700 - 0.8700 Y:-2.7773 -- 2.3477 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 4.0045 Y: 0.9418 Product of inertia: XY: 0.0000 Radii of gyration: X: 1,5167 Y: 0.7355 Lrin-ipal moments and XY directions about centroid: 4.0045 along [1.0000 0.0000] J: 0.9418 along [0.0000 1.0Ci00] TBD428 Area: 1.0229 Perimeter: 26.4449 Bounding box: X:-2.2252 -- 2.1568 Y:-1.1439 -- 0.8568 Centroid: X: 0.0000 Y: 0,0000 Moments of inertia: X: 0.4078 Y: 2.1589 Product of inertia: XY:-0.3686 Radii of gyration: X: 0.6.314 Y: 1.4527 Principal moments and X-Y directions about centroid: 0.3334 along_ [0.9802 0.1979] J: 2.2333 along [-0.1979 0.98021 TB425 L Area: 0.5790 Perimeter: 15.7163 Bounding box: X:-1.9637 -- 2.6430 Y:-0.6747 -- 1.1893 Cen troid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.1844 Y: 0.8851 Product of inertia: XY:-0.3306 Radii of gyration: X: 0.5644 Y: 1.2364 Principal moments and X-Y directions about centroid: 0.0531 along [0.9293-0-36931 J: 1.0165 along [0.3693 0.9293] 0PG1999 T 0.1250 0.1250 Area: 0.2486 Perimeter: 4.2738 Bounding box: X:-0.8363 -- 0.4137 Y: -0 6486 -- 0.2264 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.0157 Y: 0.0388 Product of inertia: XY:-0.0143 Radii of gyration: X: 0.2514 Y: 0.3950 Principal moments and XY directions about centroid: I: 0.0089 along [0.9019-0-4319] J: 0.0457 along [0.4319 0.9019] DRB950 0.1000 Li �o 0.1 goo 0.1000 Area: 2 2873 Perimeter: 46.6418 Bounding box: X:-4.5985 -- 4.9015 Y:-0.8750 -- 0.8750 Cen troid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 1.3880 Y: 19.5967 Product of inertia: XY: 0.0000 Radii of gyration: X: 0.7790 Y: 2.9270 Principal moments and X-Y directions about centroid: 1.3880 along [1-0000 0.0000] J: 19.5967 along [0,0000 1.0000] TB20, o.os0a 0.0750 Area: 0.2606 Perimeter: --)-12 Bounding L _ <: - 2587 - 1.1375 -0.3089 -- 0.0971 c-roid: n: 0.0000 Y: 0.0000 Moments of inertia: X: 0.0028 Y: 0.1493 Product of inertia: XY:-0.0071 Radii of gyration: X: 0.1044 Y: 0.7571 Principal moments and X-Y directions about centroid: I: 0.0028 along [0.9999-0.0142] J: 0.1494 along [0.0142 0.9999.1 1 H425ST 0.0750 -J� A ea: 0.1473 1. neter: 3.9345 B--unding box: X:-0.1081 -- 0.2412 Y: 0.5479 - 0.6866 Cen troid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.0215 Y: 0,0013 Product of inertia: XY: 0.0004 Radii of gyration: X: 0.3822 Y: 0,0950 Principal moments and X-Y directions about centroid: 0.0013 along [0.0189 0.9998] J: 0.0215 along [-0.9998 0,01891 9CH2O1 0.0650 T 0.0650 0.0650 Area: 0.2607 Perimeter: 8.2293 Bounding box: X:-0.9734 -- 1.0266 Y:-0.2745 - 0.7255 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.0248 Y: 0.1620 Product of inertia: XY: 0.0002 Radii of gyration: X: 0,3081 Y: 0.7883 Principal moments and X-Y directions about centroid: I: 0.0248 along [1.0000-0.0012] J: 0.1620 along 10.0012 1.0000] TB205 0.0890 0.0750 Area: 0.9934 Perimeter: 26.2281 Bounding box: X:-2.0660 -- 2.4340 Y:-0.7722 -- 1.2278 Cer1i rid: X: 0.0000 Y: 0,0000 ertia: X: 0.4186 Y: 2.7063 Product of inertia: XY:-0.1837 Radii of gyration: X: 0.6491 Y: 1.6505 Principal moments and X-Y directions about centroid: I: 0.4039 along [0.9968-0.0795] J: 2.7209 along [0.0795 0.9968] Deferred Approval 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 be n found to meet the appropriate structural requirements and the project specifications. BY rlawrence DATE 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 0.0700 Area: 0. 2 31 1 Perimeter. 6.0116 Bounding box: X: 0,0986 - 0.2364 Y:-1.1542 -- 0.8458 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.0718 Y: 0.0021 Product of inertia: XY:-D.0023 Radii of gyration: X: 0.5573 Y: 0.0965 Principal moments and X-Y directions about centroid: I: 0.0718 along [0.9995-0,03291 J: 0.0021 along [0.0329 0.9995] T245 0.0800 Area: 1.0144 Perimeter: 25.3085 Bounding box: X: -2-2500 -- 2 '_ _ Y: 1.0000 - 1.000C Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.7470 Y: 2.65.30 Product of inertia: XY: 0.0000 Radii of gyration: X: 0.8581 Y: 1.6172 rincilsal moments and XY directions about centroid: I: 0.7470 along [1.0000 0.0000] J: 2.6530 along [00000 1.0000] 31431 Area: 2.1315 Perimeter: 34.3989 1 Bounding box: X:-0.8700 -- 0.8700 Y:-3.5147 -- 3.1733 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 8.7506 Y: 1.1971 Product of inertia: XY: 0.0000 Radii of gyration: X: 2.0262 Y: 0.7494 Principal moments and X-Y directions about centroid: I: 1.1971 along [0.0000 1.0000] J: 8.7506 along 1-1.0000 0.00001 TG200 Area: J. -Z I Perimeter: 8.7318 Bounding box: X: 1.7950 -- 1.7950 Y:-0.0696 -- 0.3365 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.0022 Y: 0.4260 Product of inertia: XY: 0.0000 Radii of gyration: X: 0.083.1 Y: 1.1483 rin, pril moments and X Y directions about centroid: I: 0.0022 along [1.0000 0.0000] J: 0.4260 along [0.0000 1.00001 CITY OF SANTA ANA tanning and Building gen0 F'cv'�- i! .. roved �■ . - 0'( tiMIT ISSUANCIP PROJECT: SANTA ANA MEMORIAL PARK aQ�� 10- CENTER + S WER ST a le SANTA ANA, CA 92707 PROJECT NUMBER: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 REVISION NUMBER DATE DESCRIPTION No. 84674 10/13/2025 I&S31J:11I DATE: STAMP: SHEET TITLE: SECTION PROPERTIES SHEET NUMBER: CW7.01 CITY OF SANTA lanning and Building spproved , TB251 TE G611 S155BASE `_ L 0'( P'ERMIT ISSU/ PROJECT: SANTA ANA MEMORIAL PARK II� AQLIATtlr,.$.CENTER 0.0750 IrSlIkOWER ST a S 0.0900 Date: SANTA ANA, CA 92707 0.0550 - - PROJECT NUMBER: 202305 CLIENT_ CITY OF SANTA ANA Ar .. Area: 1,1775 Area: 0.1363 Area: 0.0504 Area: 0.0942 20 CIVIC CENTER PLAZA, SANTA Perimeter: 30.5811 Perimeter: 5.0866 Perimeter: 1.9889 Perimeter: 3.6820 ANA, CA92701 oura r Bounding box: X:-1.0047 0.9953 Bounding box: X: 0.8710 -- 0.8710 Bounding box: X:-0.3255 - 0.3255 Bounding box: X:-0.3851 0.3649 Y:-2.1494 -- 2.3507 Y:-0.0922 - 0.3393 Y:-0.0702 -- 0,1597 Y:-0.3400 -- 0.1601 Centroid: e thoid: X: 0.0000 Centroid: X: 0.0000 Centroid: X: 0.0000 Centroid: X: 0.0000 Y: 0.0000 Y: 0.0000 Y: 0.0000 Y: 0,0000 Moments _:` 1 0 " _ Mome-ts, of inertia: X: 2.8568 Moments of inertia: X: 0.0018 Moments of inertia: X: 0.0002 Moments of inertia: X: 0.0022 - 1- Y: 0.6938 Y: 0.0414 Y: 0.0023 Y: 0.0075 Product of .l i I,:: l _` Product of inertia: XY: 0.1277 Product of inertia: XY: 0.0000 Product of inertia: XY: 0.0000 Product of inertia: XY: 0.0001 Radii of gyro- --i: Radii of gyration: X: 1.5576 Radii of gyration: X: 0.1154 Radii of gyration: X: 0.0605 i'Radii of gyration: X: 0.1526 Y: 0.7676 Y: 0.5509 Y: 0.2140 Y: 0.28.30 Principal more-ns _: x I errs t _, _ .�I_I�- -troiJ: Principal moments and X-Y directions about centroid: Principal moments and X-Y directions about centroid: Principal moments and X-Y directions about centroid: Principal moments and X-Y directions about centroid: I: 0.6863along [0.0587 0.9983] I: 0.0018 clung [1,0000 0.00001 I: 0.0002 along [1.0000 0.0000] I: 0.0022 along [0.9997-0.0225] 1.i1",00] J: 28644 along [-0.9983 0.0587] J: 0.04'14 along [0.0000 1.0000] J: 0.0023 along [0.0000 1.0000] J: 0.0075 along [0.0225 0.99971 DS0401 H 31400HVY HC-420 H CF 3726 m 0.1880 0.1,5 1 Ln x Q I }� 1. I I �_ 1/lt�• X-AXIS , j - _X-AXIS 0.1880 Area: 2.3714 Perimeter: 26.1747 Area: 2.1427 Perimeter: 26.9807 Area: 0.6153 rea: 0.6781 Bounding box: X:-2.5055 -- 2.4945 Bounding box: X:-0.8750 -- 0.8750 Perimeter: 18.6201 erimeter: 17,1861 I r=iing box: X:-2,3125 2.3175 Y:-0.8693 -- 0.8807 �" a 3- -2361 -- 2.6 81 Bouncing box: X:-2.4204 -- 2.421F, Y:-0.4306 -- 5075 Centroid: X: 0.0000 Centroid: X 0.0000 Y: 0.5912 -- 1.471,=' entroid: X: 0.00.4 Y 0.0000 Y. 0.0000 Can troid: X: 0.0000 Y. 0.0000 Moments of inertia: X: 1.2113 Moments of inertio: X: 6.0389 Y: 0.0000 t f X: 0.1860 Y: 6.5689 Y: 1.0945 Moments of inertia: X: 0.2807 ,Iun Y: 0.9095 Product of inertia: XY:-0.0353 Product of inertia: XY: 0.0000 Y: 23012 roduct of incr lIc: XY: 0,0021 Radii of gyration: X: 0.7147 Radii of gyration: X: 1.6788 Product of inertia: XY:-0.0.004 Radii o lyratlon: X: 0.5238 Y: 1.6643 Y: 0.7147 Radii of gyration: X: 0.6754 Y: 1.1582 Principal moments and X-Y directions about centroid: Principal moments and X-Y directions aboutY: centroid: 1.9339 rind al murn_r�:s and X-Y directions about centroid: P I: 1.2111 along [1.0000 0.0066] I: 1.0945 along [0.0000 1.0000] Principal moments and XY directions about centroid : 0.1860 along [1.0000 0.0029 I J: 6.5691 along [ 0.0066 1.00001 J: 6.0389 along [-1.0000 0.00001 0.2807 clan 0000 0 00, J [ ] J: 0.9095 along [-0.0029 1.0000] J: 2.3012 along 10,0002 1.000U SCF -320 CF - 00 m m I I m QI Q r1 X X <I I }I I 'I I I X-AXIS - I _XIS I X-AXIS -> I k QI rl I REVISION NUMBER DATE DESCRIPTION Area: 0.6062 re.: 0.3066 rea: 0.5534 .rea: 0.9647 rea: 0.3090 erimeter: 14.9723 erimeter: 10.0100 erimeter: 16.6642 _erimeter: 25.4433 erimeter. 11-5377 ounding box: X:-2.3512 -- 2.2988 3ounding box: X:-0.9417 -- 1.0583 3ounding box: X:-2.7556 -- 2.0964 _ounding box: X:-2.2550 -- 2.2550 3ounding box: X: 1.7500 -- 1.7500 Y:-1.0953 -- 0.8427 Y:-0.9584 -- 0.4416 Y:-0.4780 -- 1.6470 Y:-1.347.3 -- 0.6527 Y:-0.3840 - 0.16,90 entroid: X: 0.0000 entroid: X: 0,0000 entroid: X: 0.0000 ;entroid: X: 0.0000 entroid: X: 0.0000 Y: 0.0000 Y: 0.0000 Y: 0.0000 Y: 0.0000 Y: 0.0000 foments of inertia: X: 0.2302 Aoments of inertia: X: 0.0624 aments of inertia: X: 0.1732 loments of inertia: X: 0.4264 ornents of finer, .: X: 0,0101 Y: 0.9547 Y: 0.1829 Y: 1,8344 Y: 2,5031 Y: 0.3098 roduct of inertia: XY: 0.3693 'roduct of inertia: XY: 0.0160 roduct of Inertia: XY: 0,2402 rodi_Ict of inertia: XY: O.nOQO oduct of inertia: XY: 0.0000 Radii of gyration: X: 0.6162 Radii of gyration: X: 0.4509 Radii of gyration: X: 0.5594 Radii of gyration: X: 0.6649 e;ii r: Itir.1t"ar: X: 0.1809 �� Y: 1.2549 rincipal moments and X-Y directions about cen D ... 0.0751 along [0.9220 0.3871] Y: 0.7723 �i If �il n -)nrents and X-Y directions about centroid: I: 0.0603 along [0-9915 0.1297] Y: 1.8207 rincipal moments and X-Y directions about centroid: I: 0.1392 along [0.9901 0.1403] Y: 1.6108 rincipal moments and X-Y directions about centroid: I: 0.4264 along [1.0000 0.0000] Y. 1.0013 lrn.ip�l rnornents and X-Y directions about centroid: I: 0.0101 along [1.0000 0.0000] J: 1.1098 along [-0.3871 0,9220 J: 0.1850 along [-0.1297 0.9915 J: 1.8684 along 0.1403 0.9901] J: 2.5031 along [0.0000 1.0000] J: 0.3098 along [0.0000 1.0000 v No. 84674 s� 6l �e FF 200 H M �26 9�' VI FOCF 1V1 10/13/2025 /IL X ISSUE: (n I }I I } I DATE: X Axis X AXIS - STAMP: Area: 0.2520 Area: 0.8508 Perimeter: B-4812 Perimeter: 212.51 Bounding box: X:-1.7482 -- 1.7518 ng -- Bounding box: X: 514 1.9860 0 Y:-0.0642 -- 0,3267 Y:-1.0120 -- 0.9880 Centroid: X: 0.000 Centroid: X: 0.0000 Y: 0.0000 Y: 0,0000 SHEET TITLE: Moments of inertia: X: 0.0017 Momer l� _,I .rtia: X. 0.3775 Y: 0.3311 Product of inertia: XY: 0.0000 Y: 2.1 232 Deferred Approval SECTION Radii of gyration: X: 0.0812 Product of inertia: XY: 0.405 Y: 1.1463 X-Y Radii of gyration: X: 0.6662 Y: 1.5421 These documents (drawings, specifications, or calculations) have been by other design or consultants who are licensed PROPERTIES Principal moments and directions about centroid: Principal momen',s and X-Y dlr-ections about centroid: prepared professionals and/or authorized to prepare such documents in California. These 0.0017 along g [ 0000 0.0000 ] I: 0.2832 clang [0.9740 0.2268] documents have been examined by JAMA for design intent and have been J: 0.3311 along [0.0000 1.00001 J: 2.1175 along 1-0.22.68 0.9740] found to meet the appropriate structural requirements and the project specifications. SHEET NUMBER: BY rlawrence DATE 12/9/2025 JOHN A. MARTIN & ASSOCIATES, INC. CW7.02 STRUCTURAL ENGINEERS 950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015 DNA Agency �NCF F AR, A", L I gT (N) POST AND FIRE ENTRANCE SIGN. (N) "ONE WAY" SIGN BELOW FIRE ENTRANCE SIGN, SEE 3/A102 0C. SITE PLAN NEW 3/64" = 1'-0" GENERAL NOTES 1. FFE: +0' - 0" = +51.00 SEE CIVIL DRAWINGS. 2. ALL OPENINGS ARE FULL OR 1/2 BLOCK CMU MODULES U O N. SEE CMU PLAN FOR MORE INFO AND WALL PLACEMENT. 3. ALL EXPOSED C.I.P. CONC. & CMU BLOCK TO RECEIVE WATERPROOF & ANTI -GRAFFITI COATING. SEE SPECIFICATIONS. 4. AUTOMATIC FIRE SPRINKLER SYSTEM THROUGHOUT BUILDING SPRINKLERS SHALL BE DESIGNED TO COORDINATE WITH DUCTS. PIPING, CONDUIT, LIGHTING, ACCESS PANEL LOCATIONS AND OTHER CEILING ELEMENTS FOR A CLEAN, ARCHITECTURAL APPEARANCE. 5. SLAB DIMENSIONS ARE MEASURED TO GRIDLINES. SEE SLAB PLAN. 6. ALL FLOOR DRAINS ARE TO BE CENTERED IN THEIR RESPECTIVE SPACES, U.O.N. SEE 1/A202 7. ALL EXPOSED STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL ELEMENTS TO BE PAINTED, U.O.N. 8. REFER TO SPECIFICATIONS FOR LIST OF MATERIAL FINISHES, COLORS, AND PAINT COLORS. 9. ALL APPLIANCES TO BE OWNER FURNISHED AND CONTRACTOR INSTALLED, U.O.N. SHEET NOTES 1. SEE CIVIL AND LANDSCAPE DRAWINGS FOR MORE INFORMATION. 2. FOR EXTERIOR SITE LIGHTING, SEE ELECTRICAL DRAWINGS. 3. FOR POOL AND POOL DECK INFORMATION, SEE AQUATIC DRAWNGS. 4. REFER TO GEOTECH REPORT FOR GROUND IMPROVEMENTS. 5. SEE LANDSCAPE DRAWINGS FOR LANDSCAPE ELEMENTS AND PERIMETER HEDGE AT POOL ENCLOSURE. 6. TREE TRUNKS ADJACENT TO POOL ENCLOSURE TO BE LOCATED GREATER THAN 5 FEET FROM FENCELINE. 7. SLURRY SEAL EXISTING PARKING LOT FROM ENTRANCE GATE TO EXIT GATE (APPROXIMATELY 29,140 SQ. FT.) AND RE -STRIPE PARKING STALLS. FOR ACCESSIBLE PARKING, SEE A102. PARKING LOT WORK TO BE DONE ONCE CONTRACTOR HAS COMPLETED CONSTRUCTION OF BUILDING AND POOLS. KEYNOTES # DESCRIPTION [32-8 'PARK RULES' SIGN, OFCI, ON NEW 2" GALV POST, SEE 4/A102. FINAL LOCATION TO BE COORDINATED WITH CLIENT. GROUND IMPROVEMENT AREA DIAGRAM z 0 264' - 0" MIN. ,o I oaf I I I z I � I I I LL 0 CO I � I w 10'-01. 10'-0" MIN. EXTENTS OF (N) POOL DECK MIN. Ire �I �"-------------------��—J — o �z 10'-0" z 10,-0 oaf MIN. .I MIN. I s EXTENTS OF (N) UTILITY YARD ' I_ o. 177' - 2" MIN. NOTE GROUND IMPROVEMENTS ARE TO BE IMPLEMENTED AT ALL AREAS OF STRUCTURAL IMPROVEMENT. SEE GEOTECHNICAL FOR SPECIFIC EXTENTS; THE DIAGRAM ABOVE IS FOR REFERENCE ONLY. DESIGN, ENGINEERING, AND IMPLEMENTATION OF GROUND IMPROVEMENTS TO BE PROVIDED UNDER GENERAL CONTRACTOR'S SCOPE. REFER TO GEOTECHNICAL REPORT FOR CRITERIA AND RECOMMENDATIONS. SANTA ANA MEMORIAL PARK 169YATI�CS C"TER C)d IeNA, CA 92707 JECT NUMBER: 202305 CLIENT: CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 PROJECT TEAM: ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 CIVIL ENGINEER: KPFF 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 P: 213.418.0201 LANDSCAPE ARCHITECT: SWA 570 Glenneyre Street Laguna Beach, CA 92651 P: 949.497.5471 STRUCTURAL ENGINEER: JOHN A. MARTIN & ASSOCIATES 950 South Grand Avenue, 4th Floor Los Angeles, CA 90015 P: 213.483.6490 MECHANICAL & ELECTRICAL ENGINEER: GUTTMANN & BLAEVOET 1620 Montgomery Street, Suite 230 San Francisco, CA 94111 P: 415.655.4000 AQUATICS: AQUATIC DESIGN GROUP 2226 Faraday Avenue Carlsbad, CA 92008 P: 760.438.8400 SPECIFICATIONS: SPECWEST 1975 E. Buck Ridge PI Tucson, AZ 85737 P: 800.646.3820 REVISION INUMBERI DATE I DESCRIPTION ISSUE: PERMIT SUBMITTAL DATE: J U LY 29, 2024 STAMP: SHEET TITLE: SITE PLAN SHEET NUMBER: Al 01 TM ;T ISSUANCE MEMORANDUM To: Date: From: Subject:No fee Building Plan Check & Permit for Project 22-1415 Memorial Park Aquatics Center (City Project) The Public Works Agency is managing the design and construction process for a New Aquatics Center & Two Pools at Memorial Park, 2102 Flower Street. The project will require a several building permit(s) for demolition, grading, building, mechanical, electrical, plumbing, sign & solar. As this is a City project, we are requesting few waivers for all applicable PBA plan checking & permits. The Scope of Work includes renovation of an existing City of Santa Ana Memorial Park Aquatics Center, including demolition of a non-conforming structure, demolition of an existing pool, grading, new building, 2 new pools (recreational & competition), pool deck with seating areas, ADA compliancy, exterior lighting, cameras, lighting fixtures, landscape, irrigation, site furnishings, exterior fencing & concrete. If there are any questions, please contact Victor Rosales at Extension #5686 (office), or 714-904- 8950.