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Home My WebLink About1601 N Bristol St - Phase 2 - REV 1 - PlanTRIMAR ENGINEERING Structural Calculation Project :Better Buzz - PO Menu & Canopy Project address:1465 E Vista Way, Suite A Vista, CA 92084 Prepared for :Western Sign & Awning GENERAL NOTES 1.) DESIGN CODE : 2022 CBC 2.) DESIGN LOADS :ASCE 7-16 3.) WIND VELOCITY : 4.) PROVIDE PROTECTON AGAINST DISSIMILAR MATERIALS 5.) PROVIDE OPEN ENDS OF HOLLOW SECTIONS WITH FULLY WELDED CAP, CAP THICKNESS TO BE SIMILAR TO HOLLOW SECTION THICKNESS. 6.) IN CASE OF CONFLICT BETWEEN ARCHITECTURAL/SHOP DRAWINGS & THIS CALCULATION SET ( INCLUDING ANCHOR CALCULATION DRAWINGS ), THIS CALCULATION SET SHALL GOVERN. Prepared By:Cerenico G. Madrona, P.E., M.ASCE 7868 De Soto Ave. Canoga Park, CA 91304 W: 818-453-0394 C: 818-667-1279 Email: eco@trimarengineering.com 96 MPH 5/27/2025 Job:Better Buzz - PO Menu & Canopy Pg. 2 1465 E Vista Way, Suite A, Vista, CA 92084 Dead Load, D Element Weight Sign Cabinet , Speaker Box 4 Psf Roof cover 3 Psf ( See Western Sign & Awning drawings for structure details ) Risk Category =II Exposure category (B, C or D) =C Basic wind speed (3 sec. gust wind) V =96 mph Topographic factor Kzt =1 Height to grade, in feet =h Vertical dimension, in feet =s Horizontal dimension, in feet =B Return corner horizontal dimension, in feet =Lr Sign gross area, in square feet =As Kh = velocity pressure exposure coefficient evaluated at height, h,(Tab. 27.3-1) Kd = wind directionality factor. (Tab. 26.6-1)=0.85 Site Elevation =461.49 ft. Ke = ground elevation factor. (Tab. 26.9-1)=1 Velocity pressure, qh = 0.00256 Kh Kzt Kd Ke V2 ( 26.10-1 ) where: G = gust effect factor. (Sec. 26.11, page 269). =0.85 Cf = net force coefficient. (Fig. 29.3-1, page 323) h Kh s B s / h B / s Lr As Cf qh p Width p ( PSF ) ( Psf ) ( PLF ) Sign Cabinet 5.750 0.85 4.052 6.979 0.70 1.72 0.417 28.28 1.61 17.05 23.33 Speaker Box 1.700 0.85 0.670 2.75 0.39 4.10 0.417 1.84 1.75 17.05 25.36 Pole 9.39 0.85 9.390 0.5 1.00 0.05 0.500 4.70 1.79 17.05 25.94 0.50 13 Use Fig. 27.3-4, MWFRS - Part 1 , Monoslope Free Roofs , θ ≤ 45°Use Fig. 27.3-4, MWFRS - Part 1 , Monoslope Free Roofs , θ ≤ 45° ROOF LOAD CASE LOAD CASE ANGLE Ɵ CNW CNL CNW CNL 1.3 1.6 -0.9 -1.3 1.8 0.6 -1.9 0 Use Fig. 27.3-7, MWFRS - Part 1 , Monoslope Free Roofs , θ ≤ 45°, ϒ = 90°, 270° ROOF LOAD Horizontal Net Design Pressure ANGLE CASE Distance from p = qh G CN , (Psf) Ɵ Windward Edge p -17.39 -13.04 -8.69 7.24 7.24 4.35 Design based on 2022 CBC, ASCE 7-16 Design Loads Wind Design Data Design wind force, F = qh G Cf As ELEMENT CN ALL A3 ≤ h -1.2 > h, ≤ 2h -0.9 > 2h -0.6 B3 ≤ h 0.5 > h, ≤ 2h 0.5 > 2h ϒ = 180° 18.84 23.18 B1 26.08 8.69 Obstructed Wind Flow OBSTRUCTED Net Design Pressure WIND FLOW p = qh G CN , (Psf) pW pL ϒ = 0° ( See RISA calcs for structure members design ) A1 - B2 LOAD CASE ALL A1 - B2 Net Design Pressure WIND FLOW p = qh G CN , (Psf) pW pL A2 -13.04 -18.84 B2 -27.53 0.00 0.3 OBSTRUCTED 15°A1 Job:Better Buzz - PO Menu & Canopy Pg. 3 1465 E Vista Way, Suite A, Vista, CA 92084 CBC 2022, ASCE 7-16 CHAPTER 11, 12, 13, 15 SEISMIC DESIGN CRITERIA Risk Category =II Seismic Importance factor =1 Site class =D Seismic Design Category =D Latitude (degrees) : Longitude (degrees) : Response Spectral Acc. (0.2 sec) Ss = Response Spectral Acc.( 1.0 sec) S1 = Soil Site Class D Site Coefficient Fa =1.200 Site Coefficient Fv =1.959 ( ASCE 7-16 Table 11.4-2 ) Max Considered Earthquake Acc. SMS =Fa.Ss Max Considered Earthquake Acc. SM1 =Fv.S1 @ 5% Damped Design SDS =2/3(SMS) SD1 =2/3(SM1) Design Base shear ( Equivalent Lateral Force Procedure ) SDS =0.740 SD1 =0.445 V = Cs W Cs =SDS / ( R / Ie ) TL =8 R =3 Ωo =2 ( ASCE 7-16 Table 15.4-2 ) I e =1 Cs = 0.247 hn =8.93 ft T = 0.02*hn^0.75 = 0.103 sec Cs max = SD1 / (T*( R / Ie )) =1.437 But not < 0.03 Cs min = 0.044 SDS Ie =0.033 For S1 ≥ 0.6g : min. Cs = 0.8S1 / ( R / Ie ) =0.091 Cs =0.247 governs Design base Shear, V = Cs W Where: W = Structure dead load Seismic Design Data 33.220654 -117.226052 92.50%g = 0.925g 34.10%g = 0.341g = 1.110g = 0.668g = 0.740g = 0.445g ( See RISA calcs for structure members design ) Job:Better Buzz - PO Menu & Canopy Pg. 4 1465 E Vista Way, Suite A, Vista, CA 92084 ISOMETRIC VIE NTS ALL JOINTS TO BE FULLY WELDED UNLESS OTHERWISE SHOWN IN THE DRAWINGS ( See Western Sign & Awning drawings for structure details ) ELEMENT SHAPE MATERIAL Post HSS 6 x 6 x 3/16 A500 Grade B Roof Beam RT 4.00 x 4.00 x 0.188 6061 - T6 MEMBERS DESIGN SUMMARY Job:Better Buzz - PO Menu & Canopy Pg. 5 1465 E Vista Way, Suite A, Vista, CA 92084 Max. Base Reactions: ( From RISA calcs, LC 20 , Lateral Reactions at Base : X = 0.14 kip Z = -0.073 kip Resultant lateral reaction force, F = 0.158 kip Moment Reactions at Base : MX = -0.343 kip-ft MZ = -2.812 kip-ft Resultant moment reaction, M = 2.833 kip-ft Lever arm to Base = M / F = 17.94 Ft. Design Lateral Force, F = 158 Lb Required Depth of Embedment, d = 0.5 A { 1 + √ [ 1 +( 4.36 h / A ) ] } Footing Diameter =2.00 Ft Soil Pressure =100 PSF/FT S1 =100 * 2 S1 =268.67 PSF A =2.34 P / ( S1 b ) A = 2.00 ) = 0.69 Ft Embedment Depth = Embedment Depth = 4.03 Ft USE : 24" Dia. x 4' - 1" Depth, Min. 2,500 psi Concrete Footing Max. Base Reactions: ( From RISA calcs, LC52, Node N1) X =0.234 Kip Y =-0.701 Kip Z =-0.122 Kip MX =-0.572 Kip-Ft MY =0.0 Kip-Ft MZ =-4.706 Kip-Ft See HILTI Profis Engineering calcs pages USE : ( 4 ) 3/4" DIA. x 25" MIN. Embed. Depth, Hex Head ASTM F1554 GR. 36 Galv. Steel All- Thread Rod w/ Double Hex nut & washer at Bottom ends on min. f'c = 2,500 psi Concrete Base USE : 14-1/2" x 14-1/2" x 3/4" thk. A36 Galv. Steel Base Plate Design of Concrete Footing ( Nonconstrained ) Node N 1 ) * ( 4.03 / 3 ) ( 2.34 * 158 ) / ( 268.67 * ( 0.5 * 0.7 ) * ( 1 + ( SQRT ( 1+( 4.36 * 17.94 / 0.69 ) ) ) ) Anchor Design Trimar Engineering CM Better Buzz PO Menu & Canopy 3D FRAME Pg. 6 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy MEMBERS Pg. 7 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy BOUNDARY Pg. 8 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy WIND LOAD CASE A1 Pg. 9 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy WIND LOAD CASE B1 Pg. 10 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy WIND LOAD CASE A2 Pg. 11 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy WIND LOAD CASE B2 Pg. 12 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy WIND LOAD CASE A3 Pg. 13 Better Buzz PO Menu & Canop… Trimar Engineering CM Better Buzz PO Menu & Canopy WIND LOAD CASE B3 Pg. 14 Better Buzz PO Menu & Canop… Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 16 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 2 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 3 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 Aluminum Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Table B.4 kt Ftu [ksi] Fty [ksi] Fcy [ksi] Fsu [ksi] Ct 1 6061-T6 10100 3787.5 0.33 1.3 0.1728 Table B.4-2 1 38 35 35 24 141 2 6063-T5 10100 3787.5 0.33 1.3 0.1728 Table B.4-2 1 22 16 16 13 141 3 6063-T6 10100 3787.5 0.33 1.3 0.1728 Table B.4-2 1 30 25 25 19 141 4 6061-T6 W 10100 3787.5 0.33 1.3 0.1728 Table B.4-1 1 24 15 15 15 141 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Post HSS6X6X3 Column Tube A500 Gr.B Rect Typical 3.98 22.3 22.3 35 Aluminum Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Roof Beam RT4X4X0.188 Beam Rectangular Tubes 6061-T6 W Typical 2.87 6.96 6.96 10.4 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N17 Post Column Tube A500 Gr.B Rect Typical 2 M2 N12 N13 RIGID None None RIGID Typical 3 M3 N12 N19 Roof Beam Beam Rectangular Tubes 6061-T6 W Typical 4 M4 N13 N14 RIGID None None RIGID Typical 5 M5 N14 N18 Roof Beam Beam Rectangular Tubes 6061-T6 W Typical 6 M6 N18 N20 Roof Beam Beam Rectangular Tubes 6061-T6 W Typical 7 M7 N19 N18 Roof Beam Beam Rectangular Tubes 6061-T6 W Typical 8 M8 N21 N19 Roof Beam Beam Rectangular Tubes 6061-T6 W Typical Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0.831 0 3.49 2 N2 0.831 1.033 4.865 3 N3 0.831 1.033 2.115 4 N4 0.831 1.7 6.98 5 N5 0.831 1.7 4.865 6 N6 0.831 1.7 2.115 7 N7 0.831 1.7 0 8 N8 0.831 5.747 0 9 N9 0.831 5.747 6.98 10 N10 0 8.063307 0.24 11 N11 0 8.063307 6.74 12 N12 0.831 8.286 3.073 13 N13 0.831 8.286 3.49 14 N14 0.831 8.286 3.907 15 N15 3.8635 9.098654 6.74 16 N16 3.8635 9.098654 0.24 17 N17 0.831 9.39 3.49 18 N18 7.059 9.954988 3.907 19 N19 7.059 9.954988 3.073 20 N20 7.059 9.954988 4.99 21 N21 7.059 9.954988 1.99 22 N22 7.727 10.134 0.24 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 17 Node Coordinates (Continued) Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 23 N23 7.727 10.134 6.74 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction Basic Load Cases BLC Description BLC Factor Category X Gravity Y Gravity Z Gravity Distributed Area(Member) 1 Self Weight DL -1 2 Wind Load Case A1 WL 2 4 3 Wind Load Case B1 WL 2 4 4 Wind Load Case A2 WL 2 4 5 Wind Load Case B2 WL 2 4 6 Wind Load Case A3 WL 1 1 7 Wind Load Case B3 WL 1 1 8 Roof cover, Cabinet DL 0 DL 3 9 EQ Load X ELX 0.247 10 EQ Load Z ELZ 0.247 11 BLC 2 Transient Area Loads None 66 12 BLC 3 Transient Area Loads None 66 13 BLC 4 Transient Area Loads None 66 14 BLC 5 Transient Area Loads None 36 15 BLC 6 Transient Area Loads None 56 16 BLC 7 Transient Area Loads None 56 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor Factor 1 ASCE ASD 1 Yes Y DL 1 2 ASCE ASD 3 Yes Y DL 1 RLL 1 3 ASCE ASD 4 Yes Y DL 1 RLL 0.75 4 ASCE ASD 5 Yes Y DL 1 2 0.6 5 ASCE ASD 5 Yes Y DL 1 3 0.6 6 ASCE ASD 5 Yes Y DL 1 4 0.6 7 ASCE ASD 5 Yes Y DL 1 5 0.6 8 ASCE ASD 5 Yes Y DL 1 6 0.6 9 ASCE ASD 5 Yes Y DL 1 7 0.6 10 ASCE ASD 6 Yes Y DL 1 2 0.45 RLL 0.75 11 ASCE ASD 6 Yes Y DL 1 3 0.45 RLL 0.75 12 ASCE ASD 6 Yes Y DL 1 4 0.45 RLL 0.75 13 ASCE ASD 6 Yes Y DL 1 5 0.45 RLL 0.75 14 ASCE ASD 6 Yes Y DL 1 6 0.45 RLL 0.75 15 ASCE ASD 6 Yes Y DL 1 7 0.45 RLL 0.75 16 ASCE ASD 7 Yes Y DL 0.6 2 0.6 17 ASCE ASD 7 Yes Y DL 0.6 3 0.6 0.5 18 ASCE ASD 7 Yes Y DL 0.6 4 0.6 0.5 19 ASCE ASD 7 Yes Y DL 0.6 5 0.6 0.5 20 ASCE ASD 7 Yes Y DL 0.6 6 0.6 0.5 21 ASCE ASD 7 Yes Y DL 0.6 7 0.6 0.5 22 ASCE ASD 8 Yes Y DL 1 Sds*DL 0.14 Om*ELX 0.7 23 ASCE ASD 8 Yes Y DL 1 Sds*DL 0.14 Om*ELZ 0.7 24 ASCE ASD 8 Yes Y DL 1 Sds*DL 0.14 Om*ELX -0.7 25 ASCE ASD 8 Yes Y DL 1 Sds*DL 0.14 Om*ELZ -0.7 26 ASCE ASD 9 Yes Y DL 1 Sds*DL 0.105 Om*ELX 0.525 27 ASCE ASD 9 Yes Y DL 1 Sds*DL 0.105 Om*ELZ 0.525 28 ASCE ASD 9 Yes Y DL 1 Sds*DL 0.105 Om*ELX -0.525 29 ASCE ASD 9 Yes Y DL 1 Sds*DL 0.105 Om*ELZ -0.525 30 ASCE ASD 10 Yes Y DL 0.6 Sds*DL -0.14 Om*ELX 0.7 31 ASCE ASD 10 Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ 0.7 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 18 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor Factor 32 ASCE ASD 10 Yes Y DL 0.6 Sds*DL -0.14 Om*ELX -0.7 33 ASCE ASD 10 Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ -0.7 34 ASCE Strength 1 Y DL 1.4 35 ASCE Strength 2 Y DL 1.2 RLL 0.5 36 ASCE Strength 3 Y DL 1.2 RLL 1.6 2 0.5 37 ASCE Strength 3 Y DL 1.2 RLL 1.6 3 0.5 38 ASCE Strength 3 Y DL 1.2 RLL 1.6 4 0.5 39 ASCE Strength 3 Y DL 1.2 RLL 1.6 5 0.5 40 ASCE Strength 3 Y DL 1.2 RLL 1.6 6 0.5 41 ASCE Strength 3 Y DL 1.2 RLL 1.6 7 0.5 42 ASCE Strength 4 Y DL 1.2 2 1 RLL 0.5 43 ASCE Strength 4 Y DL 1.2 3 1 RLL 0.5 44 ASCE Strength 4 Y DL 1.2 4 1 RLL 0.5 45 ASCE Strength 4 Y DL 1.2 5 1 RLL 0.5 46 ASCE Strength 4 Y DL 1.2 6 1 RLL 0.5 47 ASCE Strength 4 Y DL 1.2 7 1 RLL 0.5 48 ASCE Strength 5 Y DL 0.9 2 1 49 ASCE Strength 5 Y DL 0.9 3 1 50 ASCE Strength 5 Y DL 0.9 4 1 51 ASCE Strength 5 Y DL 0.9 5 1 52 ASCE Strength 5 Y DL 0.9 6 1 53 ASCE Strength 5 Y DL 0.9 7 1 54 ASCE Strength 6 Y DL 1.2 Sds*DL 0.2 Om*ELX 1 55 ASCE Strength 6 Y DL 1.2 Sds*DL 0.2 Om*ELZ 1 56 ASCE Strength 6 Y DL 1.2 Sds*DL 0.2 Om*ELX -1 57 ASCE Strength 6 Y DL 1.2 Sds*DL 0.2 Om*ELZ -1 58 ASCE Strength 7 Y DL 0.9 Sds*DL -0.2 Om*ELX 1 59 ASCE Strength 7 Y DL 0.9 Sds*DL -0.2 Om*ELZ 1 60 ASCE Strength 7 Y DL 0.9 Sds*DL -0.2 Om*ELX -1 61 ASCE Strength 7 Y DL 0.9 Sds*DL -0.2 Om*ELZ -1 Member Area Loads (BLC 2 : Wind Load Case A1) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 1 N16 N22 N23 N15 Perp Two Way 0.0188 0.0188 0.0188 0.0188 2 N10 N16 N15 N11 Perp Two Way 0.0232 0.0232 0.0232 0.0232 3 N4 N9 N8 N7 Perp Two Way 0.0233 0.0233 0.0233 0.0233 4 N2 N5 N6 N3 Perp Two Way 0.0254 0.0254 0.0254 0.0254 Member Area Loads (BLC 3 : Wind Load Case B1) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 1 N16 N22 N23 N15 Perp Two Way 0.0261 0.0261 0.0261 0.0261 2 N10 N16 N15 N11 Perp Two Way 0.0087 0.0087 0.0087 0.0087 3 N4 N9 N8 N7 Perp Two Way 0.0233 0.0233 0.0233 0.0233 4 N2 N5 N6 N3 Perp Two Way 0.0254 0.0254 0.0254 0.0254 Member Area Loads (BLC 4 : Wind Load Case A2) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 1 N16 N22 N23 N15 Perp Two Way -0.0188 -0.0188 -0.0188 -0.0188 2 N10 N16 N15 N11 Perp Two Way -0.013 -0.013 -0.013 -0.013 3 N4 N9 N8 N7 Perp Two Way -0.0233 -0.0233 -0.0233 -0.0233 4 N2 N5 N6 N3 Perp Two Way -0.0254 -0.0254 -0.0254 -0.0254 Member Area Loads (BLC 5 : Wind Load Case B2) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 1 N16 N22 N23 N15 Perp Two Way 0 0 0 0 2 N10 N16 N15 N11 Perp Two Way -0.0275 -0.0275 -0.0275 -0.0275 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 19 Member Area Loads (BLC 5 : Wind Load Case B2) (Continued) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 3 N4 N9 N8 N7 Perp Two Way -0.0233 -0.0233 -0.0233 -0.0233 4 N2 N5 N6 N3 Perp Two Way -0.0254 -0.0254 -0.0254 -0.0254 Member Area Loads (BLC 6 : Wind Load Case A3) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 1 N22 N23 N11 N10 Perp Two Way -0.0174 -0.0174 -0.0174 -0.0174 Member Area Loads (BLC 7 : Wind Load Case B3) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 1 N22 N23 N11 N10 Perp Two Way 0.0072 0.0072 0.0072 0.0072 Member Area Loads (BLC 8 : Roof cover, Cabinet DL) Node A Node B Node C Node D Direction Load DirectionA Magnitude [ksf]B Magnitude [ksf]C Magnitude [ksf]D Magnitude [ksf]Exclude Braces 1 N11 N10 N22 N23 Y Two Way -0.003 -0.003 -0.003 -0.003 2 N9 N8 N7 N4 Y Two Way -0.004 -0.004 -0.004 -0.004 3 N2 N5 N6 N3 Y Two Way -0.004 -0.004 -0.004 -0.004 Member Distributed Loads (BLC 2 : Wind Load Case A1) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 X -0.013 -0.013 0 1 2 M1 X -0.013 -0.013 5.75 9.39 Member Distributed Loads (BLC 3 : Wind Load Case B1) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 X -0.013 -0.013 0 1 2 M1 X -0.013 -0.013 5.75 9.39 Member Distributed Loads (BLC 4 : Wind Load Case A2) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 X 0.013 0.013 0 1 2 M1 X 0.013 0.013 5.75 9.39 Member Distributed Loads (BLC 5 : Wind Load Case B2) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 X 0.013 0.013 0 1 2 M1 X 0.013 0.013 5.75 9.39 Member Distributed Loads (BLC 6 : Wind Load Case A3) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 Z 0.013 0.013 0 %100 Member Distributed Loads (BLC 7 : Wind Load Case B3) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 Z 0.013 0.013 0 %100 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 20 Member Distributed Loads (BLC 11 : BLC 2 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M3 X 2.863e-6 0.0106 2.5791 3.3528 2 M3 Y -1.068e-5 -0.0396 2.5791 3.3528 3 M3 X 0.0106 0.0163 3.3528 4.1266 4 M3 Y -0.0396 -0.0608 3.3528 4.1266 5 M3 X 0.0163 0.0083 4.1266 4.9003 6 M3 Y -0.0608 -0.031 4.1266 4.9003 7 M3 X 0.0083 0.0053 4.9003 5.674 8 M3 Y -0.031 -0.0196 4.9003 5.674 9 M3 X 0.0053 0.0052 5.674 6.4478 10 M3 Y -0.0196 -0.0194 5.674 6.4478 11 M5 X 5.276e-5 0.0107 2.5791 3.3528 12 M5 Y -0.0001969 -0.0398 2.5791 3.3528 13 M5 X 0.0107 0.0159 3.3528 4.1266 14 M5 Y -0.0398 -0.0592 3.3528 4.1266 15 M5 X 0.0159 0.0084 4.1266 4.9003 16 M5 Y -0.0592 -0.0312 4.1266 4.9003 17 M5 X 0.0084 0.0058 4.9003 5.674 18 M5 Y -0.0312 -0.0216 4.9003 5.674 19 M5 X 0.0058 0.0047 5.674 6.4478 20 M5 Y -0.0216 -0.0177 5.674 6.4478 21 M6 X -0.004 0.0224 0 0.5415 22 M6 Y 0.0148 -0.0837 0 0.5415 23 M6 X 0.0224 0.0646 0.5415 1.083 24 M6 Y -0.0837 -0.2412 0.5415 1.083 25 M7 X 0.0036 0.0036 0 0.834 26 M7 Y -0.0133 -0.0133 0 0.834 27 M8 X 0.0646 0.0224 0 0.5415 28 M8 Y -0.2412 -0.0837 0 0.5415 29 M8 X 0.0224 -0.004 0.5415 1.083 30 M8 Y -0.0837 0.0148 0.5415 1.083 31 M2 X 0.2013 0.066 0 0.1043 32 M2 Y -0.7513 -0.2464 0 0.1043 33 M2 X 0.066 -0.0011 0.1043 0.2085 34 M2 Y -0.2464 0.0039 0.1043 0.2085 35 M2 X -0.0011 0.0001366 0.2085 0.3128 36 M2 Y 0.0039 -0.0005099 0.2085 0.3128 37 M2 X 0.0001366 0.0014 0.3128 0.417 38 M2 Y -0.0005099 -0.0051 0.3128 0.417 39 M3 X 0.0174 0.0221 0 0.7737 40 M3 Y -0.065 -0.0824 0 0.7737 41 M3 X 0.0221 0.0177 0.7737 1.5475 42 M3 Y -0.0824 -0.0659 0.7737 1.5475 43 M3 X 0.0177 0.0177 1.5475 2.3212 44 M3 Y -0.0659 -0.0659 1.5475 2.3212 45 M3 X 0.0177 0.0123 2.3212 3.0949 46 M3 Y -0.0659 -0.046 2.3212 3.0949 47 M3 X 0.0123 0.0002324 3.0949 3.8687 48 M3 Y -0.046 -0.0008673 3.0949 3.8687 49 M4 X -0.0002114 -0.0039 0 0.139 50 M4 Y 0.0007887 0.0147 0 0.139 51 M4 X -0.0039 0.0485 0.139 0.278 52 M4 Y 0.0147 -0.1811 0.139 0.278 53 M4 X 0.0485 0.1572 0.278 0.417 54 M4 Y -0.1811 -0.5865 0.278 0.417 55 M5 X 0.0175 0.0221 0 0.7737 56 M5 Y -0.0652 -0.0824 0 0.7737 57 M5 X 0.0221 0.0176 0.7737 1.5475 58 M5 Y -0.0824 -0.0658 0.7737 1.5475 59 M5 X 0.0176 0.0176 1.5475 2.3212 60 M5 Y -0.0658 -0.0658 1.5475 2.3212 61 M5 X 0.0176 0.0123 2.3212 3.0949 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 21 Member Distributed Loads (BLC 11 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 62 M5 Y -0.0658 -0.0459 2.3212 3.0949 63 M5 X 0.0123 0.0002303 3.0949 3.8687 64 M5 Y -0.0459 -0.0008592 3.0949 3.8687 65 M1 X -0.1628 -0.1628 1.7 5.747 66 M1 X -0.0697 -0.0697 1.033 1.7 Member Distributed Loads (BLC 12 : BLC 3 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M3 X 3.963e-6 0.0147 2.5791 3.3528 2 M3 Y -1.479e-5 -0.0548 2.5791 3.3528 3 M3 X 0.0147 0.0226 3.3528 4.1266 4 M3 Y -0.0548 -0.0842 3.3528 4.1266 5 M3 X 0.0226 0.0115 4.1266 4.9003 6 M3 Y -0.0842 -0.043 4.1266 4.9003 7 M3 X 0.0115 0.0073 4.9003 5.674 8 M3 Y -0.043 -0.0272 4.9003 5.674 9 M3 X 0.0073 0.0072 5.674 6.4478 10 M3 Y -0.0272 -0.0269 5.674 6.4478 11 M5 X 7.304e-5 0.0148 2.5791 3.3528 12 M5 Y -0.0002725 -0.0551 2.5791 3.3528 13 M5 X 0.0148 0.0219 3.3528 4.1266 14 M5 Y -0.0551 -0.0819 3.3528 4.1266 15 M5 X 0.0219 0.0116 4.1266 4.9003 16 M5 Y -0.0819 -0.0432 4.1266 4.9003 17 M5 X 0.0116 0.008 4.9003 5.674 18 M5 Y -0.0432 -0.0299 4.9003 5.674 19 M5 X 0.008 0.0066 5.674 6.4478 20 M5 Y -0.0299 -0.0245 5.674 6.4478 21 M6 X -0.0055 0.031 0 0.5415 22 M6 Y 0.0205 -0.1158 0 0.5415 23 M6 X 0.031 0.0895 0.5415 1.083 24 M6 Y -0.1158 -0.334 0.5415 1.083 25 M7 X 0.0049 0.0049 0 0.834 26 M7 Y -0.0184 -0.0184 0 0.834 27 M8 X 0.0895 0.031 0 0.5415 28 M8 Y -0.3339 -0.1158 0 0.5415 29 M8 X 0.031 -0.0055 0.5415 1.083 30 M8 Y -0.1158 0.0205 0.5415 1.083 31 M2 X 0.0755 0.0248 0 0.1043 32 M2 Y -0.2817 -0.0924 0 0.1043 33 M2 X 0.0248 -0.0003967 0.1043 0.2085 34 M2 Y -0.0924 0.0015 0.1043 0.2085 35 M2 X -0.0003967 5.122e-5 0.2085 0.3128 36 M2 Y 0.0015 -0.0001911 0.2085 0.3128 37 M2 X 5.122e-5 0.0005172 0.3128 0.417 38 M2 Y -0.0001911 -0.0019 0.3128 0.417 39 M3 X 0.0065 0.0083 0 0.7737 40 M3 Y -0.0244 -0.0309 0 0.7737 41 M3 X 0.0083 0.0066 0.7737 1.5475 42 M3 Y -0.0309 -0.0247 0.7737 1.5475 43 M3 X 0.0066 0.0066 1.5475 2.3212 44 M3 Y -0.0247 -0.0247 1.5475 2.3212 45 M3 X 0.0066 0.0046 2.3212 3.0949 46 M3 Y -0.0247 -0.0173 2.3212 3.0949 47 M3 X 0.0046 8.713e-5 3.0949 3.8687 48 M3 Y -0.0173 -0.0003251 3.0949 3.8687 49 M4 X -7.924e-5 -0.0015 0 0.139 50 M4 Y 0.0002957 0.0055 0 0.139 51 M4 X -0.0015 0.0182 0.139 0.278 52 M4 Y 0.0055 -0.0679 0.139 0.278 53 M4 X 0.0182 0.0589 0.278 0.417 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 22 Member Distributed Loads (BLC 12 : BLC 3 Transient Area Loads) (Continued) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 54 M4 Y -0.0679 -0.2199 0.278 0.417 55 M5 X 0.0066 0.0083 0 0.7737 56 M5 Y -0.0244 -0.0309 0 0.7737 57 M5 X 0.0083 0.0066 0.7737 1.5475 58 M5 Y -0.0309 -0.0247 0.7737 1.5475 59 M5 X 0.0066 0.0066 1.5475 2.3212 60 M5 Y -0.0247 -0.0247 1.5475 2.3212 61 M5 X 0.0066 0.0046 2.3212 3.0949 62 M5 Y -0.0247 -0.0172 2.3212 3.0949 63 M5 X 0.0046 8.632e-5 3.0949 3.8687 64 M5 Y -0.0172 -0.0003221 3.0949 3.8687 65 M1 X -0.1628 -0.1628 1.7 5.747 66 M1 X -0.0697 -0.0697 1.033 1.7 Member Distributed Loads (BLC 13 : BLC 4 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M3 X -2.863e-6 -0.0106 2.5791 3.3528 2 M3 Y 1.068e-5 0.0396 2.5791 3.3528 3 M3 X -0.0106 -0.0163 3.3528 4.1266 4 M3 Y 0.0396 0.0608 3.3528 4.1266 5 M3 X -0.0163 -0.0083 4.1266 4.9003 6 M3 Y 0.0608 0.031 4.1266 4.9003 7 M3 X -0.0083 -0.0053 4.9003 5.674 8 M3 Y 0.031 0.0196 4.9003 5.674 9 M3 X -0.0053 -0.0052 5.674 6.4478 10 M3 Y 0.0196 0.0194 5.674 6.4478 11 M5 X -5.276e-5 -0.0107 2.5791 3.3528 12 M5 Y 0.0001969 0.0398 2.5791 3.3528 13 M5 X -0.0107 -0.0159 3.3528 4.1266 14 M5 Y 0.0398 0.0592 3.3528 4.1266 15 M5 X -0.0159 -0.0084 4.1266 4.9003 16 M5 Y 0.0592 0.0312 4.1266 4.9003 17 M5 X -0.0084 -0.0058 4.9003 5.674 18 M5 Y 0.0312 0.0216 4.9003 5.674 19 M5 X -0.0058 -0.0047 5.674 6.4478 20 M5 Y 0.0216 0.0177 5.674 6.4478 21 M6 X 0.004 -0.0224 0 0.5415 22 M6 Y -0.0148 0.0837 0 0.5415 23 M6 X -0.0224 -0.0646 0.5415 1.083 24 M6 Y 0.0837 0.2412 0.5415 1.083 25 M7 X -0.0036 -0.0036 0 0.834 26 M7 Y 0.0133 0.0133 0 0.834 27 M8 X -0.0646 -0.0224 0 0.5415 28 M8 Y 0.2412 0.0837 0 0.5415 29 M8 X -0.0224 0.004 0.5415 1.083 30 M8 Y 0.0837 -0.0148 0.5415 1.083 31 M2 X -0.1133 -0.0371 0 0.1043 32 M2 Y 0.4227 0.1386 0 0.1043 33 M2 X -0.0371 0.0005953 0.1043 0.2085 34 M2 Y 0.1386 -0.0022 0.1043 0.2085 35 M2 X 0.0005953 -7.686e-5 0.2085 0.3128 36 M2 Y -0.0022 0.0002868 0.2085 0.3128 37 M2 X -7.686e-5 -0.0007762 0.3128 0.417 38 M2 Y 0.0002868 0.0029 0.3128 0.417 39 M3 X -0.0098 -0.0124 0 0.7737 40 M3 Y 0.0366 0.0463 0 0.7737 41 M3 X -0.0124 -0.0099 0.7737 1.5475 42 M3 Y 0.0463 0.0371 0.7737 1.5475 43 M3 X -0.0099 -0.0099 1.5475 2.3212 44 M3 Y 0.0371 0.0371 1.5475 2.3212 45 M3 X -0.0099 -0.0069 2.3212 3.0949 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 23 Member Distributed Loads (BLC 13 : BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 46 M3 Y 0.0371 0.0259 2.3212 3.0949 47 M3 X -0.0069 -0.0001307 3.0949 3.8687 48 M3 Y 0.0259 0.0004879 3.0949 3.8687 49 M4 X 0.0001189 0.0022 0 0.139 50 M4 Y -0.0004437 -0.0082 0 0.139 51 M4 X 0.0022 -0.0273 0.139 0.278 52 M4 Y -0.0082 0.1019 0.139 0.278 53 M4 X -0.0273 -0.0884 0.278 0.417 54 M4 Y 0.1019 0.3299 0.278 0.417 55 M5 X -0.0098 -0.0124 0 0.7737 56 M5 Y 0.0367 0.0464 0 0.7737 57 M5 X -0.0124 -0.0099 0.7737 1.5475 58 M5 Y 0.0464 0.037 0.7737 1.5475 59 M5 X -0.0099 -0.0099 1.5475 2.3212 60 M5 Y 0.037 0.037 1.5475 2.3212 61 M5 X -0.0099 -0.0069 2.3212 3.0949 62 M5 Y 0.037 0.0258 2.3212 3.0949 63 M5 X -0.0069 -0.0001295 3.0949 3.8687 64 M5 Y 0.0258 0.0004834 3.0949 3.8687 65 M1 X 0.1626 0.1626 1.7 5.747 66 M1 X 0.0699 0.0699 1.033 1.7 Member Distributed Loads (BLC 14 : BLC 5 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M2 X -0.2391 -0.0784 0 0.1043 2 M2 Y 0.8923 0.2926 0 0.1043 3 M2 X -0.0784 0.0013 0.1043 0.2085 4 M2 Y 0.2926 -0.0047 0.1043 0.2085 5 M2 X 0.0013 -0.0001623 0.2085 0.3128 6 M2 Y -0.0047 0.0006056 0.2085 0.3128 7 M2 X -0.0001623 -0.0016 0.3128 0.417 8 M2 Y 0.0006056 0.0061 0.3128 0.417 9 M3 X -0.0207 -0.0262 0 0.7737 10 M3 Y 0.0772 0.0978 0 0.7737 11 M3 X -0.0262 -0.021 0.7737 1.5475 12 M3 Y 0.0978 0.0783 0.7737 1.5475 13 M3 X -0.021 -0.021 1.5475 2.3212 14 M3 Y 0.0783 0.0783 1.5475 2.3212 15 M3 X -0.021 -0.0146 2.3212 3.0949 16 M3 Y 0.0783 0.0547 2.3212 3.0949 17 M3 X -0.0146 -0.000276 3.0949 3.8687 18 M3 Y 0.0547 0.001 3.0949 3.8687 19 M4 X 0.000251 0.0047 0 0.139 20 M4 Y -0.0009367 -0.0174 0 0.139 21 M4 X 0.0047 -0.0576 0.139 0.278 22 M4 Y -0.0174 0.2151 0.139 0.278 23 M4 X -0.0576 -0.1867 0.278 0.417 24 M4 Y 0.2151 0.6965 0.278 0.417 25 M5 X -0.0208 -0.0262 0 0.7737 26 M5 Y 0.0775 0.0979 0 0.7737 27 M5 X -0.0262 -0.0209 0.7737 1.5475 28 M5 Y 0.0979 0.0781 0.7737 1.5475 29 M5 X -0.0209 -0.0209 1.5475 2.3212 30 M5 Y 0.0781 0.0781 1.5475 2.3212 31 M5 X -0.0209 -0.0146 2.3212 3.0949 32 M5 Y 0.0781 0.0546 2.3212 3.0949 33 M5 X -0.0146 -0.0002735 3.0949 3.8687 34 M5 Y 0.0546 0.001 3.0949 3.8687 35 M1 X 0.1626 0.1626 1.7 5.747 36 M1 X 0.0699 0.0699 1.033 1.7 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 24 Member Distributed Loads (BLC 15 : BLC 6 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M5 X -0.016 -0.0162 1.2896 2.5791 2 M5 Y 0.0595 0.0603 1.2896 2.5791 3 M5 X -0.0162 -0.0124 2.5791 3.8687 4 M5 Y 0.0603 0.0464 2.5791 3.8687 5 M5 X -0.0124 -0.0072 3.8687 5.1582 6 M5 Y 0.0464 0.0269 3.8687 5.1582 7 M5 X -0.0072 -0.0013 5.1582 6.4478 8 M5 Y 0.0269 0.0047 5.1582 6.4478 9 M6 X 0.0024 -0.0004147 0 0.2708 10 M6 Y -0.0089 0.0015 0 0.2708 11 M6 X -0.0004147 -0.0044 0.2708 0.5415 12 M6 Y 0.0015 0.0165 0.2708 0.5415 13 M6 X -0.0044 -0.0413 0.5415 0.8123 14 M6 Y 0.0165 0.154 0.5415 0.8123 15 M6 X -0.0413 -0.1097 0.8123 1.083 16 M6 Y 0.154 0.4093 0.8123 1.083 17 M7 X -0.005 -0.005 0 0.834 18 M7 Y 0.0185 0.0185 0 0.834 19 M8 X -0.1098 -0.0413 0 0.2707 20 M8 Y 0.4097 0.154 0 0.2707 21 M8 X -0.0413 -0.0044 0.2707 0.5415 22 M8 Y 0.154 0.0165 0.2707 0.5415 23 M8 X -0.0044 -0.0004101 0.5415 0.8122 24 M8 Y 0.0165 0.0015 0.5415 0.8122 25 M8 X -0.0004101 0.0024 0.8122 1.083 26 M8 Y 0.0015 -0.009 0.8122 1.083 27 M2 X -0.1783 -0.0572 0 0.0834 28 M2 Y 0.6652 0.2134 0 0.0834 29 M2 X -0.0572 0.0023 0.0834 0.1668 30 M2 Y 0.2134 -0.0087 0.0834 0.1668 31 M2 X 0.0023 -0.0017 0.1668 0.2502 32 M2 Y -0.0087 0.0065 0.1668 0.2502 33 M2 X -0.0017 -0.0007516 0.2502 0.3336 34 M2 Y 0.0065 0.0028 0.2502 0.3336 35 M2 X -0.0007516 0.0058 0.3336 0.417 36 M2 Y 0.0028 -0.0217 0.3336 0.417 37 M3 X -0.0156 -0.015 0 1.2896 38 M3 Y 0.0582 0.0559 0 1.2896 39 M3 X -0.015 -0.0156 1.2896 2.5791 40 M3 Y 0.0559 0.0581 1.2896 2.5791 41 M3 X -0.0156 -0.0132 2.5791 3.8687 42 M3 Y 0.0581 0.0492 2.5791 3.8687 43 M3 X -0.0132 -0.007 3.8687 5.1582 44 M3 Y 0.0492 0.026 3.8687 5.1582 45 M3 X -0.007 -0.0011 5.1582 6.4478 46 M3 Y 0.026 0.0039 5.1582 6.4478 47 M4 X 0.0062 0.0001456 0 0.1042 48 M4 Y -0.023 -0.0005433 0 0.1042 49 M4 X 0.0001456 -0.0002228 0.1042 0.2085 50 M4 Y -0.0005433 0.0008313 0.1042 0.2085 51 M4 X -0.0002228 -0.0464 0.2085 0.3127 52 M4 Y 0.0008313 0.1732 0.2085 0.3127 53 M4 X -0.0464 -0.1476 0.3127 0.417 54 M4 Y 0.1732 0.5508 0.3127 0.417 55 M5 X -0.0125 -0.016 0 1.2896 56 M5 Y 0.0468 0.0595 0 1.2896 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 25 Member Distributed Loads (BLC 16 : BLC 7 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M2 X 0.0742 0.0238 0 0.0834 2 M2 Y -0.2769 -0.0889 0 0.0834 3 M2 X 0.0238 -0.0009735 0.0834 0.1668 4 M2 Y -0.0889 0.0036 0.0834 0.1668 5 M2 X -0.0009735 0.00072 0.1668 0.2502 6 M2 Y 0.0036 -0.0027 0.1668 0.2502 7 M2 X 0.00072 0.0003129 0.2502 0.3336 8 M2 Y -0.0027 -0.0012 0.2502 0.3336 9 M2 X 0.0003129 -0.0024 0.3336 0.417 10 M2 Y -0.0012 0.009 0.3336 0.417 11 M3 X 0.0065 0.0062 0 1.2896 12 M3 Y -0.0242 -0.0233 0 1.2896 13 M3 X 0.0062 0.0065 1.2896 2.5791 14 M3 Y -0.0233 -0.0242 1.2896 2.5791 15 M3 X 0.0065 0.0055 2.5791 3.8687 16 M3 Y -0.0242 -0.0205 2.5791 3.8687 17 M3 X 0.0055 0.0029 3.8687 5.1582 18 M3 Y -0.0205 -0.0108 3.8687 5.1582 19 M3 X 0.0029 0.0004378 5.1582 6.4478 20 M3 Y -0.0108 -0.0016 5.1582 6.4478 21 M4 X -0.0026 -6.062e-5 0 0.1042 22 M4 Y 0.0096 0.0002262 0 0.1042 23 M4 X -6.062e-5 9.275e-5 0.1042 0.2085 24 M4 Y 0.0002262 -0.0003461 0.1042 0.2085 25 M4 X 9.275e-5 0.0193 0.2085 0.3127 26 M4 Y -0.0003461 -0.0721 0.2085 0.3127 27 M4 X 0.0193 0.0615 0.3127 0.417 28 M4 Y -0.0721 -0.2293 0.3127 0.417 29 M5 X 0.0052 0.0066 0 1.2896 30 M5 Y -0.0195 -0.0248 0 1.2896 31 M5 X 0.0066 0.0067 1.2896 2.5791 32 M5 Y -0.0248 -0.0251 1.2896 2.5791 33 M5 X 0.0067 0.0052 2.5791 3.8687 34 M5 Y -0.0251 -0.0193 2.5791 3.8687 35 M5 X 0.0052 0.003 3.8687 5.1582 36 M5 Y -0.0193 -0.0112 3.8687 5.1582 37 M5 X 0.003 0.0005244 5.1582 6.4478 38 M5 Y -0.0112 -0.002 5.1582 6.4478 39 M6 X -0.0009981 0.0001726 0 0.2708 40 M6 Y 0.0037 -0.0006442 0 0.2708 41 M6 X 0.0001726 0.0018 0.2708 0.5415 42 M6 Y -0.0006442 -0.0069 0.2708 0.5415 43 M6 X 0.0018 0.0172 0.5415 0.8123 44 M6 Y -0.0069 -0.0641 0.5415 0.8123 45 M6 X 0.0172 0.0457 0.8123 1.083 46 M6 Y -0.0641 -0.1704 0.8123 1.083 47 M7 X 0.0021 0.0021 0 0.834 48 M7 Y -0.0077 -0.0077 0 0.834 49 M8 X 0.0457 0.0172 0 0.2707 50 M8 Y -0.1706 -0.0641 0 0.2707 51 M8 X 0.0172 0.0018 0.2707 0.5415 52 M8 Y -0.0641 -0.0069 0.2707 0.5415 53 M8 X 0.0018 0.0001708 0.5415 0.8122 54 M8 Y -0.0069 -0.0006372 0.5415 0.8122 55 M8 X 0.0001708 -0.001 0.8122 1.083 56 M8 Y -0.0006372 0.0037 0.8122 1.083 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 26 Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 0.319 17 0.825 4 0 4 0.001 4 0 16 2.019 5 2 min -0.348 7 -0.409 20 -0.073 9 -0.345 9 0 7 -2.812 20 3 Totals:max 0.319 17 0.825 4 0 4 4 min -0.348 7 -0.409 20 -0.073 9 Envelope AISC 15TH (360-16): ASD Member Steel Code Checks Member Shape Code Check Loc[ft] LC Shear Check Loc[ft] Dir LC Pnc/om [k]Pnt/om [k]Mnyy/om [k-ft]Mnzz/om [k-ft] Cb Eqn 1 M1 HSS6X6X3 0.172 0 20 0.011 0 y 19 94.129 109.629 18.501 18.501 1.227 H1-1b Envelope AA ADM1-20: ASD - BUILDING Member Aluminum Code Checks Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCPnc/Om[k]Pnt/Om[k] Mny/Om[k-ft] Mnz/Om[k-ft] Vny/Om[k] Vnz/Om[k]Cb Eqn 1 M3 RT4X4X0.188 0.485 0 5 0.046 0 y 4 21.185 26.091 2.636 2.636 7.047 7.047 2.049 H.1-1 2 M5 RT4X4X0.188 0.485 0 5 0.046 0 y 4 21.185 26.091 2.636 2.636 7.047 7.047 2.048 H.1-1 3 M6 RT4X4X0.188 0.034 0 5 0.013 0.056 y 5 26.091 26.091 2.636 2.636 7.047 7.047 2.14 H.1-1 4 M7 RT4X4X0.188 0.032 0 5 0.001 0 y 5 26.091 26.091 2.636 2.636 7.047 7.047 1.016 H.1-1 5 M8 RT4X4X0.188 0.034 1.083 5 0.013 1.027 y 5 26.091 26.091 2.636 2.636 7.047 7.047 2.14 H.1-1 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 27 Node Reactions LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 20 N1 0.14 -0.409 -0.073 -0.343 0 -2.812 2 20 Totals:0.14 -0.409 -0.073 3 20 COG (ft):X: 4.607 Y: 10.018 Z: 3.489 Company Designer Job Number Model Name : : : : Trimar Engineering CM Better Buzz PO Menu & Canopy Checked By : CM RISA-3D Version 22 [ Better Buzz PO Menu & Canopy.r3d ] Page 28 Node Reactions LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 52 N1 0.234 -0.701 -0.122 -0.572 0 -4.706 2 52 Totals:0.234 -0.701 -0.122 3 52 COG (ft):X: 4.533 Y: 9.909 Z: 3.489 www.hilti.com Hilti PROFIS Engineering 3.1.15 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 29 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Better Buzz - Menu & Canopy Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 29 CM eco@trimarengineering.com 5/27/2025 Specifier's comments: Better Buzz - PO Menu & Canopy 1 Anchor Design 1.1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Item number: not available Specification text:Æ 3/4 in Hex Head ASTM F 1554 GR. 36 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII, Effective embedment depth: hef = 25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP 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 = 0.750 in. Anchor plateCBFEM : lx x ly x t = 14.500 in. x 14.500 in. x 0.750 in.; Profile: Square HSS (AISC), HSS6X6X.1875; (L x W x T) = 6.000 in. x 6.000 in. x 0.188 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 49.000 in. Reinforcement: tension: not present, shear: not present; edge reinforcement: none or < No. 4 bar CBFEM - The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [kip, ft.kip] www.hilti.com Hilti PROFIS Engineering 3.1.15 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 30 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Better Buzz - Menu & Canopy Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 30 CM eco@trimarengineering.com 5/27/2025 1.1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0.701; Vx = 0.234; Vy = -0.122; Mx = 0.57200; My = -4.70600; Mz = 0.00000; no 81 1.2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 -0.000 0.068 0.059 -0.034 2 3.549 0.059 0.057 -0.012 3 0.000 0.068 0.062 -0.027 4 4.083 0.073 0.055 -0.048 Resulting tension force in (x/y)=(4.750/0.332): 7.632 [kip] Resulting compression force in (x/y)=(-2.142/-0.640): 7.216 [kip] Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*4.083 14.529 29 OK Pullout Strength*4.083 9.156 45 OK Concrete Breakout Failure**7.632 9.449 81 OK Concrete Side-Face Blowout, direction y+*4.083 11.960 35 OK * highest loaded anchor **anchor group (anchors in tension) 1.3.1 Steel Strength Nsa [kip]f f Nsa [kip]Nua [kip] 19.372 0.750 14.529 4.083 1.3.2 Pullout Strength Np [kip]y c,p l a f f Npn [kip]Nua [kip] 13.080 1.000 1 0.700 9.156 4.083 www.hilti.com Hilti PROFIS Engineering 3.1.15 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 31 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Better Buzz - Menu & Canopy Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 31 CM eco@trimarengineering.com 5/27/2025 1.3.3 Concrete Breakout Failure ANc [in.2]ANc0 [in.2]ca,min [in.]cac [in.]y c,N hef [in.] 402.56 874.03 5.282 -1.000 9.855 ec1,N [in.]y ec1,N ec2,N [in.]y ec2,N y ed,N kcr 0.000 1.000 0.332 0.978 0.807 24 l a Nb [kip]f f Ncbg [kip]Nua [kip] 1.000 37.123 0.700 9.449 7.632 1.3.4 Concrete Side-Face Blowout, direction y+ ca1 [in.]Abrg [in.2]l a Nsb [kip]agroup s [in.] 5.282 0.65 1.000 17.086 1.000 - NSbg [kip]f f NSbg [kip]Nua [kip] 17.086 0.700 11.960 4.083 www.hilti.com Hilti PROFIS Engineering 3.1.15 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 32 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Better Buzz - Menu & Canopy Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 32 CM eco@trimarengineering.com 5/27/2025 1.4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*0.073 7.555 1 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**0.264 40.045 1 OK Concrete edge failure in direction x+**0.264 4.347 7 OK * highest loaded anchor **anchor group (relevant anchors) 1.4.1 Steel Strength Vsa [kip]f f Vsa [kip]Vua [kip] 11.623 0.650 7.555 0.073 1.4.2 Pryout Strength ANc [in.2]ANc0 [in.2]ca,min [in.]kcp cac [in.]y c,N hef [in.] 402.56 111.60 5.282 2 -1.000 3.521 ec1,V [in.]y ec1,V ec2,V [in.]y ec2,V y ed,N kcr 0.000 1.000 0.000 1.000 1.000 24 l a Nb [kip]f f Vcpg [kip]Vua [kip] 1.000 7.929 0.700 40.045 0.264 1.4.3 Concrete edge failure in direction x+ le [in.]d0 [in.]c1 [in.]AVc [in.2]AVc0 [in.2] 6.000 0.750 5.282 158.97 125.55 y ed,V y parallel,V ec,V [in.]y ec,V y c,V y h,V 0.900 1.000 0.019 0.998 1.000 1.000 l a Vb [kip]f f Vcbg [kip]Vua [kip] 1.000 5.463 0.700 4.347 0.264 1.5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.808 0.061 5/3 71 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.15 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 33 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Better Buzz - Menu & Canopy Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 33 CM eco@trimarengineering.com 5/27/2025 1.6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (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 base 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. • 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&/ • Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to be done separately. • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment." www.hilti.com Hilti PROFIS Engineering 3.1.15 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 34 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Better Buzz - Menu & Canopy Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 34 CM eco@trimarengineering.com 5/27/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -4.750 -4.750 5.282 14.782 5.282 14.782 2 4.750 -4.750 14.782 5.282 5.282 14.782 3 -4.750 4.750 5.282 14.782 14.782 5.282 4 4.750 4.750 14.782 5.282 14.782 5.282 1.7 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Profile: Square HSS (AISC), HSS6X6X.1875; (L x W x T) = 6.000 in. x 6.000 in. x 0.188 in. Item number: not available Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: - Plate thickness (input): 0.750 in. Hole diameter in the base material: - in. Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.000 in. Æ 3/4 in Hex Head ASTM F 1554 GR. 36 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:35 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Better Buzz - Menu & Canopy Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 35 2 Anchor plate design 2.1 Input data Anchor plate:Shape: Rectangular lx x ly x t = 14.500 in x 14.500 in x 0.750 in Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; εlim = 5.00% Anchor type and size:Hex Head ASTM F 1554 GR. 36 3/4, hef = 25.000 in Anchor stiffness:The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Design method:AISC and LRFD-based design using component-based FEM Stand-off installation:eb = 0.000 in (No stand-off); t = 0.750 in Profile:HSS6X6X.1875; (L x W x T x FT) = 6.000 in x 6.000 in x 0.188 in x - Material: ASTM A500 Gr.B Rect; Fy = 46,000 psi; εlim = 5.00% Eccentricity x: 0.000 in Eccentricity y: 0.000 in Base material:Cracked concrete; 2500; fc,cyl = 2,500 psi; h = 49.000 in Welds (profile to anchor plate):Type of redistribution: Plastic Material: E70xx Mesh size:Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in 2.2 Summary Description Profile Anchor plate Concrete [%] sEd [psi]ePl [%]sEd [psi]ePl [%]Hole bearing [%] 1 Combination 1 23,907 0.00 10,571 0.00 1 5 2.3 Anchor plate classification Results below are displayed for the decisive load combinations: Combination 1 Anchor tension forces Equivalent rigid anchor plate (CBFEM)Component-based Finite Element Method (CBFEM) anchor plate design Anchor 1 -0.000 kip -0.000 kip Anchor 2 2.674 kip 3.549 kip Anchor 3 0.000 kip 0.000 kip Anchor 4 3.156 kip 4.083 kip User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Part Load combination Material fy [psi]elim [%]sEd [psi]ePl [%]Status Plate Combination 1 ASTM A36 36,000 5.00 10,571 0.00 OK Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 14,247 0.00 OK Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:36 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Better Buzz - Menu & Canopy Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 36 Part Load combination Material fy [psi]elim [%]sEd [psi]ePl [%]Status Rect Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 23,907 0.00 OK Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 14,958 0.00 OK Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 18,129 0.00 OK 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 - Combination 1 46,000 psi 0 psi Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:37 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Better Buzz - Menu & Canopy Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 37 2.4.1.2 Plastic strain Results below are displayed for the decisive load combination: 1 - Combination 1 5.00% 0.00% 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 - Combination 1 Results V [kip]FRn [kip]Utilization [%]Status Anchor 1 0.068 58.725 1 OK Anchor 2 0.059 58.725 1 OK Anchor 3 0.068 58.725 1 OK Anchor 4 0.073 58.725 1 OK 2.5 Concrete Decisive load combination: 1 - Combination 1 Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:38 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Better Buzz - Menu & Canopy Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 38 2.5.1 Compression in concrete under the anchor plate 318 psi 0 psi 2.5.2 Concrete block compressive strength resistance check, AISC 360-16 Section J8 Results Load combination Fp [psi]s [psi]Utilization [%]Status Combination 1 2,225 110 5 OK 2.6 Symbol explanation elim Limit plastic strain ePl Plastic strain from CBFEM results Fp Concrete block design bearing strength fy Yield strength s Average stress in concrete sEd Equivalent stress FRn Factored resistance V Resultant of shear forces Vy, Vz in bolt. 2.7 Warnings ●By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. ●The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:39 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Better Buzz - Menu & Canopy Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 39 3 Summary of results Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Load combination Max. utilization Status Anchors Combination 1 81%OK Anchor plate Combination 1 30%OK Concrete Combination 1 5%OK Profile Combination 1 52%OK Fastening meets the design criteria! Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:40 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Better Buzz - Menu & Canopy Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 40 4 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. TRIMAR ENGINEERING Structural Calculation Project :Better Buzz - Menuboard Project address:1465 E Vista Way, Suite A Vista, CA 92084 Prepared for :Western Sign & Awning GENERAL NOTES 1.) DESIGN CODE : 2022 CBC 2.) DESIGN LOADS :ASCE 7-16 3.) WIND VELOCITY : 4.) PROVIDE PROTECTON AGAINST DISSIMILAR MATERIALS 5.) PROVIDE OPEN ENDS OF HOLLOW SECTIONS WITH FULLY WELDED CAP, CAP THICKNESS TO BE SIMILAR TO HOLLOW SECTION THICKNESS. 6.) IN CASE OF CONFLICT BETWEEN ARCHITECTURAL/SHOP DRAWINGS & THIS CALCULATION SET ( INCLUDING ANCHOR CALCULATION DRAWINGS ), THIS CALCULATION SET SHALL GOVERN. Prepared By:Cerenico G. Madrona, P.E., M.ASCE 7868 De Soto Ave. Canoga Park, CA 91304 W: 818-453-0394 C: 818-667-1279 Email: eco@trimarengineering.com 96 MPH 5/27/2025 Job:Better Buzz - Menuboard Pg. 2 1465 E Vista Way, Suite A, Vista, CA 92084 Dead Load, D Element Weight Sign Cabinet 112 Lb Pole 71 Lb Total : 183 Lb Risk Category =II Exposure category (B, C or D) =C Basic wind speed (3 sec. gust wind) V =96 mph Topographic factor Kzt =1 Sign Height to grade, in feet =h Vertical dimension, in feet =s Horizontal dimension, in feet =B Return corner horizontal dimension, in feet =Lr Sign gross area, in square feet =As Kh = velocity pressure exposure coefficient evaluated at height, h,(Tab. 27.3-1) Kd = wind directionality factor. (Tab. 26.6-1)=0.85 Site Elevation =461.49 ft. Ke = ground elevation factor. (Tab. 26.9-1)=1 Velocity pressure, qh = 0.00256 Kh Kzt Kd Ke V2 ( 26.10-1 ) where: G = gust effect factor. (Sec. 26.11, page 269). =0.85 Cf = net force coefficient. (Fig. 29.3-1, page 323) h Kh s B s / h B / s Lr As Cf qh p ( PSF ) ( Psf ) Sign Cabinet 5.844 0.85 4.01 4.65 0.69 1.16 0.417 18.63 1.52 17.05 22.02 Pole 1.833 0.85 1.833 0.333 1.00 0.18 0.333 0.61 1.64 17.05 23.76 Moment arm to base Moment at base, M ( F t ) (Lb - F t ) Sign Cabinet 3.84 1576 Pole 1.008 15 Total :1590 Design based on 2022 CBC, ASCE 7-16 Design Loads Wind Design Data Design wind force, F = qh G Cf As ELEMENT 425 ELEMENT Wind Force F 410 15 Job:Better Buzz - Menuboard Pg. 3 1465 E Vista Way, Suite A, Vista, CA 92084 Job:Better Buzz - Menuboard Pg. 4 1465 E Vista Way, Suite A, Vista, CA 92084 Use ASCE 7, ASD Load combination 5: D + 0.6W : Design forces:Wind Load, 0.6F = 255 Lb Wind Moment, MW = 0.6M =954 Lb- Ft =11.45 Kip - in Design Dead Load, D =183 Lb Try : HSS 4 x 4 x 1/4 STEEL SQUARE HSS, A500 Gr. B Fy = 46 Ksi Fu = 58 Ksi Geometric properties : Wt = 12.21 plf h = 3.30 I = 7.8 A = 3.37 in^2 b = 3.30 Z = 4.69 in^3 Nom. t = 0.250 in. b / t = 14.2 S = 3.9 Design t = 0.233 h / t = 14.2 r = 1.52 C = 6.56 Check bending : Check flange compactness :Limiting b / t ≤ 1.12 √ E / Fy =28.1 >14.2 Check flange slenderness :Limiting b / t ≤ 1.4 √ E / Fy =35.2 >14.2 Therefore flange is non-compact Check web compactness :Limiting b / t ≤ 2.42 √ E / Fy =60.8 >14.2 Therefore web is compact For compact web and flanges : Mp = Fy Zx = 46 x 4.69 =215.74 kip-in = Mn Available flexural strength = Mn/Ωb Ωb =1.67 Available flexural strength = 129.19 kip-in Moment demand , M =11.45 kip-in <129.2 kip-in (Ok USE : HSS 4 x 4 x 1/4 STEEL SQUARE HSS, A500 Gr. B Fy = 46 Ksi Design Lateral Force, P = 0.6 F = 255 Lb Lever arm to Base = Mw / P = 3.74 Ft. Required Depth of Embedment, d = 0.5 A { 1 + √ [ 1 +( 4.36 h / A ) ] } Footing Diameter =2.00 Ft Soil Pressure =100 PSF/FT S1 =100 * 2 S1 =212.67 PSF A =2.34 P / ( S1 b ) A = ( 213 * 2.00 ) = 1.40 Ft Embedment Depth = Embedment Depth = 3.19 Ft USE : 24 " Dia. x 3' - 3" Depth, Min. 2,500 psi Concrete Footing / 1.40 ) ) ) ) Design of Concrete Footing ( Nonconstrained ) * ( 3.19 / 3 ) ( 2.34 * 255 ) / ( 0.5 * 1.4 ) * ( 1 + ( SQRT ( 1+( 4.36 * 3.74 Design of Pole Job:Better Buzz - Menuboard Pg. 5 1465 E Vista Way, Suite A, Vista, CA 92084 USE Strength Load Combination 5 : 0.9D + 1.0W F =425 Lb 0.9D =165 Lb M =1590 Lb - Ft See HILTI Profis Engineering calcs pages USE : ( 4 ) 3/4" DIA. x 25" MIN. Embed. Depth, Hex Head ASTM F1554 GR. 36 Galv. Steel All- Thread Rod w/ Double Hex nut & washer at Bottom ends on min. f'c = 2,500 psi Concrete Base USE : 14-1/2" x 14-1/2" x 3/4" thk. A36 Galv. Steel Base Plate Base Anchor & Plate Design www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Menuboard Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 6 CM eco@trimarengineering.com 5/27/2025 Specifier's comments: Better Buzz - Menuboard 1 Anchor Design 1.1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Item number: not available Specification text:Æ 3/4 in Hex Head ASTM F 1554 GR. 36 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII, Effective embedment depth: hef = 25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP 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 = 0.750 in. Anchor plateCBFEM : lx x ly x t = 14.500 in. x 14.500 in. x 0.750 in.; Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 39.000 in. Reinforcement: tension: not present, shear: not present; edge reinforcement: none or < No. 4 bar CBFEM - The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, ft.lb] www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Menuboard Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 7 CM eco@trimarengineering.com 5/27/2025 1.1.1 Design results Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -165; Vx = 425; Vy = 0; Mx = 0.000; My = 1,590.000; Mz = 0.000; no 29 1.2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,359 107 107 6 2 0 106 106 -2 3 1,360 107 107 -6 4 0 106 106 2 Resulting tension force in (x/y)=(-4.750/0.002): 2,720 [lb] Resulting compression force in (x/y)=(1.255/0.004): 3,040 [lb] Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*1,360 14,529 10 OK Pullout Strength*1,360 9,156 15 OK Concrete Breakout Failure**2,720 9,660 29 OK Concrete Side-Face Blowout, direction y+*1,360 11,960 12 OK * highest loaded anchor **anchor group (anchors in tension) 1.3.1 Steel Strength Nsa [lb]f f Nsa [lb]Nua [lb] 19,372 0.750 14,529 1,360 1.3.2 Pullout Strength Np [lb]y c,p l a f f Npn [lb]Nua [lb] 13,080 1.000 1 0.700 9,156 1,360 www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Menuboard Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 8 CM eco@trimarengineering.com 5/27/2025 1.3.3 Concrete Breakout Failure ANc [in.2]ANc0 [in.2]ca,min [in.]cac [in.]y c,N hef [in.] 402.56 874.03 5.282 -1.000 9.855 ec1,N [in.]y ec1,N ec2,N [in.]y ec2,N y ed,N kcr 0.000 1.000 0.002 1.000 0.807 24 l a Nb [lb]f f Ncbg [lb]Nua [lb] 1.000 37,123 0.700 9,660 2,720 1.3.4 Concrete Side-Face Blowout, direction y+ ca1 [in.]Abrg [in.2]l a Nsb [lb]agroup s [in.] 5.282 0.65 1.000 17,086 1.000 - NSbg [lb]f f NSbg [lb]Nua [lb] 17,086 0.700 11,960 1,360 www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Menuboard Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 9 CM eco@trimarengineering.com 5/27/2025 1.4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*107 7,555 2 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**425 40,045 2 OK Concrete edge failure in direction y-**425 4,334 10 OK * highest loaded anchor **anchor group (relevant anchors) 1.4.1 Steel Strength Vsa [lb]f f Vsa [lb]Vua [lb] 11,623 0.650 7,555 107 1.4.2 Pryout Strength ANc [in.2]ANc0 [in.2]ca,min [in.]kcp cac [in.]y c,N hef [in.] 402.56 111.60 5.282 2 -1.000 3.521 ec1,V [in.]y ec1,V ec2,V [in.]y ec2,V y ed,N kcr 0.000 1.000 0.000 1.000 1.000 24 l a Nb [lb]f f Vcpg [lb]Vua [lb] 1.000 7,929 0.700 40,045 425 1.4.3 Concrete edge failure in direction y- le [in.]d0 [in.]c1 [in.]AVc [in.2]AVc0 [in.2] 6.000 0.750 5.282 158.97 125.55 y ed,V y parallel,V ec,V [in.]y ec,V y c,V y h,V 0.900 1.000 0.044 0.995 1.000 1.000 l a Vb [lb]f f Vcbg [lb]Vua [lb] 1.000 5,463 0.700 4,334 425 1.5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.282 0.098 5/3 15 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.15 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 10 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Menuboard Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 10 CM eco@trimarengineering.com 5/27/2025 1.6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (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 base 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. • 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&/ • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment." www.hilti.com Hilti PROFIS Engineering 3.1.15 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 11 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Menuboard Base Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 11 CM eco@trimarengineering.com 5/27/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -4.750 -4.750 5.282 14.782 5.282 14.782 2 4.750 -4.750 14.782 5.282 5.282 14.782 3 -4.750 4.750 5.282 14.782 14.782 5.282 4 4.750 4.750 14.782 5.282 14.782 5.282 1.7 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Item number: not available Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: - Plate thickness (input): 0.750 in. Hole diameter in the base material: - in. Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.000 in. Æ 3/4 in Hex Head ASTM F 1554 GR. 36 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:12 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Menuboard Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 12 2 Anchor plate design 2.1 Input data Anchor plate:Shape: Rectangular lx x ly x t = 14.500 in x 14.500 in x 0.750 in Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; εlim = 5.00% Anchor type and size:Hex Head ASTM F 1554 GR. 36 3/4, hef = 25.000 in Anchor stiffness:The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Design method:AISC and LRFD-based design using component-based FEM Stand-off installation:eb = 0.000 in (No stand-off); t = 0.750 in Profile:HSS4X4X.25; (L x W x T x FT) = 4.000 in x 4.000 in x 0.250 in x - Material: ASTM A500 Gr.B Rect; Fy = 46,000 psi; εlim = 5.00% Eccentricity x: 0.000 in Eccentricity y: 0.000 in Base material:Cracked concrete; 2500; fc,cyl = 2,500 psi; h = 39.000 in Welds (profile to anchor plate):Type of redistribution: Plastic Material: E70xx Mesh size:Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in 2.2 Summary Description Profile Anchor plate Concrete [%] sEd [psi]ePl [%]sEd [psi]ePl [%]Hole bearing [%] 1 Combination 1 12,138 0.00 5,283 0.00 1 3 2.3 Anchor plate classification Results below are displayed for the decisive load combinations: Combination 1 Anchor tension forces Equivalent rigid anchor plate (CBFEM)Component-based Finite Element Method (CBFEM) anchor plate design Anchor 1 884 lb 1,359 lb Anchor 2 0 lb 0 lb Anchor 3 884 lb 1,360 lb Anchor 4 0 lb 0 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Part Load combination Material fy [psi]elim [%]sEd [psi]ePl [%]Status Plate Combination 1 ASTM A36 36,000 5.00 5,283 0.00 OK Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 12,138 0.00 OK Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:13 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Menuboard Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 13 Part Load combination Material fy [psi]elim [%]sEd [psi]ePl [%]Status Rect Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 9,360 0.00 OK Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 6,080 0.00 OK Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 6,153 0.00 OK 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 - Combination 1 46,000 psi 0 psi Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:14 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Menuboard Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 14 2.4.1.2 Plastic strain Results below are displayed for the decisive load combination: 1 - Combination 1 5.00% 0.00% 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 - Combination 1 Results V [lb]FRn [lb]Utilization [%]Status Anchor 1 107 58,725 1 OK Anchor 2 106 58,725 1 OK Anchor 3 107 58,725 1 OK Anchor 4 106 58,725 1 OK 2.5 Concrete Decisive load combination: 1 - Combination 1 Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:15 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Menuboard Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 15 2.5.1 Compression in concrete under the anchor plate 127 psi 0 psi 2.5.2 Concrete block compressive strength resistance check, AISC 360-16 Section J8 Results Load combination Fp [psi]s [psi]Utilization [%]Status Combination 1 2,299 50 3 OK 2.6 Symbol explanation elim Limit plastic strain ePl Plastic strain from CBFEM results Fp Concrete block design bearing strength fy Yield strength s Average stress in concrete sEd Equivalent stress FRn Factored resistance V Resultant of shear forces Vy, Vz in bolt. 2.7 Warnings ●By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. ●The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:16 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Menuboard Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 16 3 Summary of results Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Load combination Max. utilization Status Anchors Combination 1 29%OK Anchor plate Combination 1 15%OK Concrete Combination 1 3%OK Profile Combination 1 27%OK Fastening meets the design criteria! Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:17 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Menuboard Base Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 17 4 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. TRIMAR ENGINEERING Structural Calculation Project :Better Buzz - Pole Mounted Clearance Bar Project address:1465 E Vista Way, Suite A Vista, CA 92084 Prepared for :Western Sign & Awning GENERAL NOTES 1.) DESIGN CODE : 2022 CBC 2.) DESIGN LOADS :ASCE 7-16 3.) WIND VELOCITY : 4.) PROVIDE PROTECTON AGAINST DISSIMILAR MATERIALS 5.) PROVIDE OPEN ENDS OF HOLLOW SECTIONS WITH FULLY WELDED CAP, CAP THICKNESS TO BE SIMILAR TO HOLLOW SECTION THICKNESS. 6.) IN CASE OF CONFLICT BETWEEN ARCHITECTURAL/SHOP DRAWINGS & THIS CALCULATION SET ( INCLUDING ANCHOR CALCULATION DRAWINGS ), THIS CALCULATION SET SHALL GOVERN. Prepared By:Cerenico G. Madrona, P.E., M.ASCE 7868 De Soto Ave. Canoga Park, CA 91304 W: 818-453-0394 C: 818-667-1279 Email: eco@trimarengineering.com 96 MPH 5/27/2025 Job:Better Buzz - Pole Mounted Clearance Bar Pg. 2 1465 E Vista Way, Suite A, Vista, CA 92084 Dead Load, D Element Pole 126 Lb Horiz. Pole & Clearance Bar 93 Lb Total : 219 Lb Risk Category =II Exposure category (B, C or D) =C Basic wind speed (3 sec. gust wind) V =96 mph Topographic factor Kzt =1 Sign Height to grade, in feet =h Vertical dimension, in feet =s Horizontal dimension, in feet =B Return corner horizontal dimension, in feet =Lr Sign gross area, in square feet =As Kh = velocity pressure exposure coefficient evaluated at height, h,(Tab. 27.3-1) Kd = wind directionality factor. (Tab. 26.6-1)=0.85 Site Elevation =461.49 ft. Ke = ground elevation factor. (Tab. 26.9-1)=1 Velocity pressure, qh = 0.00256 Kh Kzt Kd Ke V2 ( 26.10-1 ) where: G = gust effect factor. (Sec. 26.11, page 269). =0.85 Cf = net force coefficient. (Fig. 29.3-1, page 323) h Kh s B s / h B / s Lr As Cf qh p ( PSF ) ( Psf ) Pole, Vertical 10.333 0.85 10.333 0.333 1.00 0.03 0.333 3.44 1.80 17.05 26.08 Pole, Horizontal - Case A 10.333 0.85 0.333 6.604 0.03 19.83 0.333 2.20 1.90 17.05 27.53 Clearance Bar - Case A 8.833 0.85 0.333 6.00 0.04 18.02 0.167 2.00 1.89 17.05 27.38 F Lever Arm to Base Moment Lever Arm to Torsion ( Lb )Base, Ft MW ( Lb - Ft ) Pole CL ( Lb - Ft ) Pole, Vertical 89.74 5.68 510 0.00 0 Pole, Horizontal - Case A 60.54 10.17 616 3.55 215 Clearance Bar - Case A 54.71 8.67 474 3.85 211 Total : 205.0 1600 426 Asi Distance Cf pi ( Psf )Torsion (Lb - F t ) Pole, Horizontal - Case C 0.111 0.30 3.048 44 4.9 10.17 50 6.60 32 0.111 0.70 2.589 38 4.2 10.17 43 6.27 26 0.111 1.00 1.989 29 3.2 10.17 33 5.94 19 0.111 1.30 1.575 23 2.6 10.17 26 5.60 14 0.111 1.70 1.457 21 2.3 10.17 24 5.27 12 0.555 3.30 0.943 14 7.8 10.17 79 4.27 33 1.090 6.60 0.550 8 8.7 10.17 89 1.80 16 Total :2.20 34 343 153 Weight ELEMENT Wind Force, F Moment arm Moment Torsion arm Design based on 2022 CBC, ASCE 7-16 Design Loads Wind Design Data Design wind force, F = qh G Cf As ELEMENT ELEMENT F to base ( F t ) at base (Lb - F t ) to pole ( F t ) Job:Better Buzz - Pole Mounted Clearance Bar Pg. 3 1465 E Vista Way, Suite A, Vista, CA 92084 Asi Distance Cf pi ( Psf )Torsion (Lb - F t ) Clearance Bar - Case C 0.111 0.30 3.468 50 5.6 8.67 48 6.63 37 0.111 0.70 2.592 38 4.2 8.67 36 6.29 26 0.111 1.00 1.992 29 3.2 8.67 28 5.96 19 Total :0.111 1.30 1.555 23 2.5 8.67 22 5.63 14 0.111 1.70 1.428 21 2.3 8.67 20 5.29 12 0.555 3.30 0.931 13 7.5 8.67 65 4.29 32 0.888 6.00 0.550 8 7.1 8.67 61 2.13 15 Total :2.00 32 280 156 F to base ( F t ) at base (Lb - F t ) to pole ( F t ) ELEMENT Wind Force, F Moment arm Moment Torsion arm Job:Better Buzz - Pole Mounted Clearance Bar Pg. 4 1465 E Vista Way, Suite A, Vista, CA 92084 By inspection, Case - A governs for horiz. pole & clearance bar wind forces. USE ASD Load Combination 4 : 1.0D + 0.6W Sign dead load, D =219 Lb =0.219 Kip Horiz. Pole & Clearance Bar DL =93 Lb =0.093 Kip Distance from geometric center of horiz. Pole & bar to pole base, d1 =45.60 in. Dead load moment = D * d1 = My =4.224 Kip- in Wind load = 0.6 * F =123 Lb =0.123 Kip Wind load moment = Mx = 0.6Mw =960 Ft - Lb =11.52 Kip- in 0.6 x Torsion =255 Ft - Lb =3.06 Kip- in Try : HSS 4 x 4 x 1/4 STEEL SQUARE HSS, A500 Gr. B Fy = 46 Ksi Fu = 58 Ksi Geometric properties : Wt = 12.21 plf h = 3.30 I = 7.8 A = 3.37 in^2 b = 3.30 Z = 4.69 in^3 Nom. t = 0.250 in. b / t = 14.2 S = 3.9 Design t = 0.233 h / t = 14.2 r = 1.52 C = 6.56 Check bending : Check flange compactness :Limiting b / t ≤ 1.12 √ E / Fy =28.1 >14.2 Check flange slenderness :Limiting b / t ≤ 1.4 √ E / Fy =35.2 >14.2 Therefore flange is non-compact Check web compactness :Limiting b / t ≤ 2.42 √ E / Fy =60.8 >14.2 Therefore web is compact For compact web and flanges : Mp = Fy Zx = 46 x 4.69 =215.74 kip-in = Mn Available flexural strength = Mn/Ωb Ωb =1.67 Available flexural strength = 129.19 kip-in Moment demand , My =4.22 kip-in <129.2 kip-in (Ok Moment demand , Mx =11.5 kip-in <129.2 kip-in (Ok Check Torsion capacity: Tn = Fcr C Limiting h / t ≤ 2.45 √ E / Fy =61.5 Limiting h / t ≤ 3.07 √ E / Fy =77.1 When h / t ≤ 2.45 √ E / Fy : Fcr = 0.6 Fy =27.6 When 2.45 √ E / Fy < h / t ≤ 3.07 √ E / Fy : Fcr = 0.6 Fy [ 2.45 √ E / Fy ] / ( h / t ) =119.6 When 3.07 √ E / Fy < h / t ≤ 260 : Fcr = 0.458 π2E / ( h/t )2 =650.11 Tn =181 ΩT =1.67 Tc = Tn / ΩT =108 kip - in. Tr =3.06 < 108 kip - in. ( Ok ) Tr / Tc = 0.028 < 0.20 Check Axial Load capacity: Required Axial Strength, Pr =0.219 kip K= 2.0 L = 124 in KL/r = 163.2 4.71√(E / Fy) = 118.3 KL/r > 118.3 Therefore Fcr = 0.877Fe Fe = ∏2 E / (KL/r)2 =10.75 Fcr = 9.43 Pn = Fcr Ag =31.78 Pn / Ω =19.03 kips >0.219 kips (Ok Pr / Pc = 0.01 < 0.20 Interaction = Pr / 2Pc + ( Mr / Mc ) ≤ 1.0 =0.13 < 1.0 (Ok) USE : HSS 4 x 4 x 1/4 STEEL SQUARE HSS, A5 Fy = 46 Ksi Design of Pole Job:Better Buzz - Pole Mounted Clearance Bar Pg. 5 1465 E Vista Way, Suite A, Vista, CA 92084 Moment demand , My =4.2 Kip- in Moment demand , Mx =11.5 Kip- in Resultant Moment demand , M = √ ( Mx2 + My2 ) =12.3 Kip- in =1022.5 Ft - Lb Desi n Lateral Force, P = 0.6F =205 Lbs Distance from ground surface to point of application of "P", h = M / P =4.99 Ft. Required Depth of Embedment, d = 0.5 A { 1 + √ [ 1 +( 4.36 h / A ) ] } Footing Diameter, b =2.00 Ft Soil Pressure =100 PSF/FT S1 =100 * 2 S1 =208.67 PSF A =2.34 P / ( S1 b ) A = ( 209 * 2.00 ) = 1.15 Ft Embedment Depth = Embedment Depth = 3.14 Ft USE : 24 " Dia. X 3' - 3" Depth, Min. 2,500 psi Concrete Footing USE Strength Load Combination 4 : 1.2D + 1.0W F =205 Lb 1.2D =263 Lb Mx =1600 Lb - Ft My =352 Lb - Ft Torsion =426 Lb - Ft See HILTI Profis Engineering calcs pages USE : ( 4 ) 3/4" DIA. x 25" MIN. Embed. Depth, Hex Head ASTM F1554 GR. 36 Galv. Steel All- Thread Rod w/ Double Hex nut & washer at Bottom ends on min. f'c = 2,500 psi Concrete Base USE : 14-1/2" x 14-1/2" x 3/4" thk. Design of Concrete Footing ( Nonconstrained ) Base Anchor & Plate Design A36 Galv. Steel Base Plate * ( 3.13 / 3 ) ( 2.34 * 205 ) / ( 0.5 * 1.1 ) * ( 1 + ( SQRT ( 1+( 4.36 * 5.0 / 1.15 ) ) ) ) www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Clearance Bar Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 6 CM eco@trimarengineering.com 5/27/2025 Specifier's comments: Better Buzz - Pole Mounted Clearance Bar 1 Anchor Design 1.1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Item number: not available Specification text:Æ 3/4 in Hex Head ASTM F 1554 GR. 36 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII, Effective embedment depth: hef = 25.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP 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 = 0.750 in. Anchor plateCBFEM : lx x ly x t = 14.500 in. x 14.500 in. x 0.750 in.; Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 39.000 in. Reinforcement: tension: not present, shear: not present; edge reinforcement: none or < No. 4 bar CBFEM - The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, ft.lb] www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Clearance Bar Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 7 CM eco@trimarengineering.com 5/27/2025 1.1.1 Design results Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -263; Vx = 205; Vy = 0; Mx = 352.000; My = 1,600.000; Mz = 426.000; no 30 1.2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,199 226 185 -129 2 0 229 186 133 3 1,527 162 -83 -140 4 0 160 -84 136 Resulting tension force in (x/y)=(-4.750/0.570): 2,726 [lb] Resulting compression force in (x/y)=(1.210/-0.932): 3,123 [lb] Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*1,527 14,529 11 OK Pullout Strength*1,527 9,156 17 OK Concrete Breakout Failure**2,726 9,302 30 OK Concrete Side-Face Blowout, direction y+*1,527 11,960 13 OK * highest loaded anchor **anchor group (anchors in tension) 1.3.1 Steel Strength Nsa [lb]f f Nsa [lb]Nua [lb] 19,372 0.750 14,529 1,527 1.3.2 Pullout Strength Np [lb]y c,p l a f f Npn [lb]Nua [lb] 13,080 1.000 1 0.700 9,156 1,527 www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Clearance Bar Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 8 CM eco@trimarengineering.com 5/27/2025 1.3.3 Concrete Breakout Failure ANc [in.2]ANc0 [in.2]ca,min [in.]cac [in.]y c,N hef [in.] 402.56 874.03 5.282 -1.000 9.855 ec1,N [in.]y ec1,N ec2,N [in.]y ec2,N y ed,N kcr 0.000 1.000 0.570 0.963 0.807 24 l a Nb [lb]f f Ncbg [lb]Nua [lb] 1.000 37,123 0.700 9,302 2,726 1.3.4 Concrete Side-Face Blowout, direction y+ ca1 [in.]Abrg [in.2]l a Nsb [lb]agroup s [in.] 5.282 0.65 1.000 17,086 1.000 - NSbg [lb]f f NSbg [lb]Nua [lb] 17,086 0.700 11,960 1,527 www.hilti.com Hilti PROFIS Engineering 3.1.15 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: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Clearance Bar Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 9 CM eco@trimarengineering.com 5/27/2025 1.4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*229 7,555 4 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength*229 10,011 3 OK Concrete edge failure in direction x+**459 2,933 16 OK * highest loaded anchor **anchor group (relevant anchors) 1.4.1 Steel Strength Vsa [lb]f f Vsa [lb]Vua [lb] 11,623 0.650 7,555 229 1.4.2 Pryout Strength ANc [in.2]ANc0 [in.2]ca,min [in.]kcp cac [in.]y c,N hef [in.] 100.64 111.60 5.282 2 -1.000 3.521 ec1,V [in.]y ec1,V ec2,V [in.]y ec2,V y ed,N kcr 0.000 1.000 0.000 1.000 1.000 24 l a Nb [lb]f f Vcp [lb]Vua [lb] 1.000 7,929 0.700 10,011 229 1.4.3 Concrete edge failure in direction x+ le [in.]d0 [in.]c1 [in.]AVc [in.2]AVc0 [in.2] 6.000 0.750 5.282 158.97 125.55 y ed,V y parallel,V ec,V [in.]y ec,V y c,V y h,V 0.900 1.000 3.848 0.673 1.000 1.000 l a Vb [lb]f f Vcbg [lb]Vua [lb] 1.000 5,463 0.700 2,933 459 1.5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.293 0.156 5/3 18 OK bNV = bz N + bz V <= 1 www.hilti.com Hilti PROFIS Engineering 3.1.15 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 10 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Clearance Bar Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 10 CM eco@trimarengineering.com 5/27/2025 1.6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (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 base 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. • 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&/ • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment." www.hilti.com Hilti PROFIS Engineering 3.1.15 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 11 Company: Address: Phone I Fax: Design: Fastening point: Trimar Engineering 7868 De Soto Avenue 818-453-0394 | Clearance Bar Anchor Design Top of Footing Page: Specifier: E-Mail: Date: 11 CM eco@trimarengineering.com 5/27/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -4.750 -4.750 5.282 14.782 5.282 14.782 2 4.750 -4.750 14.782 5.282 5.282 14.782 3 -4.750 4.750 5.282 14.782 14.782 5.282 4 4.750 4.750 14.782 5.282 14.782 5.282 1.7 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Item number: not available Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: - Plate thickness (input): 0.750 in. Hole diameter in the base material: - in. Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.000 in. Æ 3/4 in Hex Head ASTM F 1554 GR. 36 with 25 in nominal embedment depth per Technical data , cast in place installation per MPII Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:12 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Clearance Bar Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 12 2 Anchor plate design 2.1 Input data Anchor plate:Shape: Rectangular lx x ly x t = 14.500 in x 14.500 in x 0.750 in Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; εlim = 5.00% Anchor type and size:Hex Head ASTM F 1554 GR. 36 3/4, hef = 25.000 in Anchor stiffness:The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Design method:AISC and LRFD-based design using component-based FEM Stand-off installation:eb = 0.000 in (No stand-off); t = 0.750 in Profile:HSS4X4X.25; (L x W x T x FT) = 4.000 in x 4.000 in x 0.250 in x - Material: ASTM A500 Gr.B Rect; Fy = 46,000 psi; εlim = 5.00% Eccentricity x: 0.000 in Eccentricity y: 0.000 in Base material:Cracked concrete; 2500; fc,cyl = 2,500 psi; h = 39.000 in Welds (profile to anchor plate):Type of redistribution: Plastic Material: E70xx Mesh size:Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in 2.2 Summary Description Profile Anchor plate Concrete [%] sEd [psi]ePl [%]sEd [psi]ePl [%]Hole bearing [%] 1 Combination 1 14,218 0.00 5,834 0.00 1 3 2.3 Anchor plate classification Results below are displayed for the decisive load combinations: Combination 1 Anchor tension forces Equivalent rigid anchor plate (CBFEM)Component-based Finite Element Method (CBFEM) anchor plate design Anchor 1 738 lb 1,199 lb Anchor 2 0 lb 0 lb Anchor 3 1,013 lb 1,527 lb Anchor 4 0 lb 0 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Part Load combination Material fy [psi]elim [%]sEd [psi]ePl [%]Status Plate Combination 1 ASTM A36 36,000 5.00 5,834 0.00 OK Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 14,218 0.00 OK Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:13 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Clearance Bar Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 13 Part Load combination Material fy [psi]elim [%]sEd [psi]ePl [%]Status Rect Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 11,621 0.00 OK Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 6,184 0.00 OK Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 7,611 0.00 OK 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 - Combination 1 46,000 psi 0 psi Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:14 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Clearance Bar Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 14 2.4.1.2 Plastic strain Results below are displayed for the decisive load combination: 1 - Combination 1 5.00% 0.00% 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 - Combination 1 Results V [lb]FRn [lb]Utilization [%]Status Anchor 1 226 58,725 1 OK Anchor 2 229 58,725 1 OK Anchor 3 162 58,725 1 OK Anchor 4 160 58,725 1 OK 2.5 Concrete Decisive load combination: 1 - Combination 1 Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:15 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Clearance Bar Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 15 2.5.1 Compression in concrete under the anchor plate 147 psi 0 psi 2.5.2 Concrete block compressive strength resistance check, AISC 360-16 Section J8 Results Load combination Fp [psi]s [psi]Utilization [%]Status Combination 1 2,614 53 3 OK 2.6 Symbol explanation elim Limit plastic strain ePl Plastic strain from CBFEM results Fp Concrete block design bearing strength fy Yield strength s Average stress in concrete sEd Equivalent stress FRn Factored resistance V Resultant of shear forces Vy, Vz in bolt. 2.7 Warnings ●By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. ●The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:16 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Clearance Bar Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 16 3 Summary of results Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Load combination Max. utilization Status Anchors Combination 1 30%OK Anchor plate Combination 1 17%OK Concrete Combination 1 3%OK Profile Combination 1 31%OK Fastening meets the design criteria! Hilti PROFIS Engineering 3.1.15 www.hilti.com Company:Trimar Engineering Page:17 Address:7868 De Soto Avenue Specifier:CM Phone I Fax:818-453-0394 |E-Mail:eco@trimarengineering.com Design:Clearance Bar Anchor Design Date:5/27/2025 Fastening point:Top of Footing 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 17 4 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. 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VICINITY MAP PROJECT INFORMATION SHEET INDEX AN D G E N E R A L N O T E S TI T L E S H E E T , P R O J E C T I N F O R M A T I O N T1.1 PROJECT TEAM DEFERRED/ SEPARATE SUBMITTAL TENANT KEVIN MACDONALD 801 UNIVERSITY AVENUE SAN DIEGO, CA 92103 EMAIL: kevin.macdonald@betterbuzzcoffee.com ARCHITECT AMOR ARCHITECTURAL CORPORATION 9483 HAVEN AVENUE, SUITE 100 RANCHO CUCAMONGA, CA 91730 CONTACT:BILL BEEBE PHONE: (909) 259-9971 EXT-102 FAX: (909) 944-8409 PHONE:bbeebe@amorarch.com STRUCTURAL LOVELACE ENGINEERING 10509 VISTA SORRENTO PKWY, SUITE 102, SAN DIEGO, CA 92121 CONTACT:ALLEN LACTAOEN PHONE: (858) 535-9111 EXT-107 EMAIL: alactaoen@lovelaceeng.com MECHANICAL, PLUMBING, ELECTRICAL RIVAS DESIGN CONSULTANTS,LLC CONTACT: CARLOS RIVAS PHONE:(909) 997-0905 EMAIL:carlos@rivasdesignconsultants.com NEW SHELL BUILDING & TENANT IMPROVEMENT 1601 N BRISTOL ST, SANTA ANA, CA 92706 PROJECT ADDRESS: 1601 N BRISTOL ST, SANTA ANA, CA 92706 PROPERTY ASSESSOR'S PARCEL NUMBER (APN):405-252-21 ZONING:C-2, GENERAL COMMERCIAL LOT/PARCEL AREA:18,814 S.F. (0.4319 Ac.) CURRENT BUILDING CODE:ALL WORK SHALL COMPLY WITH THE FOLLOWING CODES INCLUDING LOCAL AMENDMENTS: 2022 CA BUILDING CODE 2022 CA ELECTRICAL CODE 2022 CA MECH CODE 2022 CA ENERGY CODE 2022 CA PLUMBING CODE 2022 CA FIRE CODE ACCESSIBILITY CODE, 2022 CALIFORNIA BUILDING CODE (TITLE 24, PART 2) 2022 CA GREEN BUILDING CODE BUILDING SUMMARY OCCUPANCY CLASSIFICATION:TENANT SPACE: RESTAURANT (GROUP B OCCUPANCY) TYPE OF CONSTRUCTION: TYPE V-B NON RATED, NON-SPRINKLERED NO. OF FLOORS:1 GROSS FLOOR AREA: 1,878 SF APPROX. BUILDING AREA: 1,753 SF TRASH ENCLOUSRE: 125 SF TOTAL AREA:1,878 SF AREA JUSTIFICATION:B OCCUPANCY, TYPE V-B PER TABLE 601 FIRE RESISTANCE NOT REQUIRED MAX ALLOWABLE AREA = 9,000 SF (1,878 SF; COMPLIED) TENANT SPACE IS PROVIDED WITH 3 EXITS. BUILDING GROSS AREA: 1,753 SF BUILDING NET AREA: 1,634 SF TRASH ENCLOUSRE: 125 SF OCCUPANTS BASED ON SEATING/ + EMPLOYEES = 47 MAX. 3 EMPLOYEES PER SHIFT 1 RESTROOM/S REQUIRED AND PROVIDED NUMBER OF FLOORS: SINGLE STORY BUILDING HEIGHT:±21'-6" MAX. ALLOWABLE BLDG HEIGHT:40'-0" (PER TABLE 504.3) THE FOLLOWING ITEMS ARE TO BE SUBMITTED TO THE BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION: ·BUILDING AND SITE SIGNAGE UNDER SEPARATE PERMIT ·DRIVE-THROUGH ELEMENTS UNDER SEPARATE PERMIT ·SITEWORK (GRADING/DRAINAGE, AC PAVING, LANDSCAPING, SITE LIGHTING, CONCRETE CURBING) UNDER SEPARATE PERMIT ·EV CHARGING STATION EQUIPMENT ·METAL CANOPY UNDER SEPARATE PERMIT N PROJECT SITE BUILDING AND SAFETY NOTES a. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL-BOXES, TRANSFORMER, VAULT, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. b. AN APPROVED SEISMIC GAS SHUTOFF VALVE WILL BE INSTALLED ON THE FUEL GAS LINE ON THE DOWNSTREAM SIDE OF THE UTILITY METER AND BE RIGIDLY CONNECTED TO THE EXTERIOR OF THE BUILDING OR STRUCTURE CONTAINING THE FUEL GAS PIPING. (INCLUDES COMMERCIAL ADDITIONS AND TI WORK OVER $10,000.) (SEPARATE PLUMBING PERMIT IS REQUIRED).(PER ORDINANCE 170,158) c. PROVIDE ULTRA-LOW FLUSH WATER CLOSETS FOR ALL NEW CONSTRUCTION. EXISTING SHOWER HEAD AND TOILETS MUST BE ADAPTED FOR LOW WATER CONSUMPTION. d. A COPY OF THE EVALUATION REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 1.ALL CONTRACTORS AND SUBCONTRACTORS WILL THOROUGHLY FAMILIARIZE THEMSELVES WITH THESE CONSTRUCTION DOCUMENTS AND WILL VERIFY EXISTING SITE AND CONDITIONS PRIOR TO SUBMITTING A BID. ALL SUBCONTRACTORS WILL PROVIDE ALL LABOR, SUPERVISION, AND MATERIALS OF EVERY TYPE WHICH MAY BE NECESSARY FOR A SUCCESSFUL COMPLETION. ALL WORK TO BE PERFORMED IN A GOOD AND WORKMANLIKE MANNER ACCORDING TO THE TRUE INTENT AND MEANING OF THE DRAWINGS AND SPECIFICATIONS. 2.HVAC, PLUMBING AND ELECTRICAL DRAWINGS ARE INCLUDED IN, AND NOT SUPPLEMENTARY TO, THE ARCHITECTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO CHECK THE ARCHITECTURAL DRAWINGS BEFORE INSTALLATION OF THEIR WORK. ANY DISCREPANCY BETWEEN THE ARCHITECTURAL AND OTHER DRAWINGS SHALL BE BROUGHT TO THE ARCHITECT'S ATTENTION BY THE CONTRACTOR FOR WRITTEN AND GRAPHIC CLARIFICATION. 3.THE CONTRACTOR SHALL FOCUS SPECIAL ATTENTION ON A FIELD REVIEW OF THE EXISTING SITE IN WRITING PRIOR TO CONSTRUCTION. ANY CONDITIONS THAT ARE FOUND TO BE INCONSISTENT WITH THESE DOCUMENTS OR WHERE THE INTENT IS IN DOUBT SHOULD BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR RESOLUTION PRIOR TO BID SUBMITTAL. CONTRACTOR SHALL NOT RELY UPON ORAL COMMUNICATIONS; ALL COMMUNICATIONS MUST BE IN WRITTEN OR GRAPHIC FORMAT. 4.REVISIONS TO WORK OR PLANS MUST BE APPROVED BY THE CITY AND BY LL / OR LOCAL JURISDICTION's INSPECTION SERVICES PRIOR TO IMPLEMENTATION. ANY ADDITIONS OR CHANGES TO WORK MUST BE AUTHORIZED IN WRITING BY THE ARCHITECT AND OWNER. NO ALTERATIONS WILL BE MADE ON THIS PROJECT EXCEPT UPON WRITTEN ORDER BY USING PREDETERMINED ARCHITECT SUPPLEMENTAL INSTRUCTIONS, CHANGE ORDER OR CONSTRUCTION CHANGE DIRECTIVES. 5.CONTRACTOR IS RESPONSIBLE FOR THE MORE COSTLY AND TIME CONSUMING RESOLUTION ON ALL CONFLICTING INFORMATION PRESENTED ON THE PLANS, OR BETWEEN THE EXISTING CONDITIONS AND THE PLANS. 6.IF A CONFLICT OCCURS BETWEEN THE DESIGN DRAWINGS AND SPECIFICATIONS, PROMPTLY NOTIFY THE ARCHITECT IN WRITING. AT THAT POINT, A WRITTEN INTERPRETATION WILL BE MADE BY THE ARCHITECT AND SAID WRITTEN DECISION SHALL BE CONSIDERED PART OF THE CONTRACT DOCUMENTS. 7.THIS ARCHITECT WILL NOT HAVE CONTROL OF, AND WILL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, PROCEDURES, OR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK ON THIS PROJECT OR FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK ON THIS SITE, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT AND OR CONSTRUCTION DOCUMENTS. 8.ALL CONTRACTORS WILL PROVIDE ADEQUATE BRACING AND / OR SHORING TO INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING COMPONENTS, I.E.; STRUCTURAL WALLS, INTERIOR WALL ASSEMBLIES, ETC. DURING THE CONSTRUCTION PHASE OF THIS PROJECT. 9.WORK WILL BE COORDINATED WITH ALL TRADES IN ORDER TO AVOID INTERFERENCE AND AVOID OMISSIONS. 10.UNLESS NOTED OTHERWISE, ALL MATERIALS USED WILL BE NEW AND BEAR U.L. LABELS WHERE REQUIRED AND MEET APPROPRIATE N.E.M.A. OR OTHER INDUSTRY STANDARDS. 11.LAYOUT ALL PARTITIONS AND CABINETS BEFORE BEGINNING CONSTRUCTION TO PREVENT ERRORS BY DISCREPANCY. ALL DRYWALL PARTITIONS AND CABINETS WILL BE INSTALLED AS NOTED ON THE DRAWINGS. IF APPLICABLE, GENERAL CONTRACTOR MUST OBTAIN RESOLUTION FROM ARCHITECT FOR ANY DISCREPANCIES PRIOR TO CONSTRUCTION OF WALL PARTITIONS AND CABINETS. 12.EACH SUBCONTRACTOR WILL AMEND AND MAKE GOOD AT THEIR OWN COST, ANY DEFECTS OR OTHER FAULTS IN THEIR WORKMANSHIP AND/OR THEIR SUPPLIED MATERIALS. 13.VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO ORDERING, CUTTING AND / OR INSTALLING MATERIAL, PRODUCT OR EQUIPMENT. IN THE EVENT OF ANY DISCREPANCIES, CONTACT THE ARCHITECT FOR WRITTEN AND / OR GRAPHIC DIRECTION PRIOR TO PROCEEDING WITH THAT WORK. 14.CONTRACTOR SHALL NOT SCALE THESE DRAWINGS FOR CONSTRUCTION PURPOSES. IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, CONTRACTOR SHALL NOTIFY THE ARCHITECT. FIGURED AND CALCULATED DIMENSION TAKE PRECEDENCE OVER SCALED MEASUREMENTS. DETAILED DRAWINGS AND LARGER SCALE DRAWINGS TYPICALLY TAKES PRECEDENCE OVER SMALLER SCALE DRAWINGS VERIFY WITH ARCHITECT. ALL PLAN DETAILS AND WALL SECTIONS ARE ASSUMED TO BE TYPICAL CONDITIONS UNLESS DETAILED OR NOTED OTHERWISE. 15.PROVIDE SUFFICIENT BLOCKING IN STUD WALLS TO SUPPORT ALL ITEMS OR EQUIPMENT SHOWN OR SPECIFIED TO BE ATTACHED TO THE WALLS. PROVIDE ADDITIONAL STRUCTURAL SUPPORT (ANGLES, CHANNELS, ETC.) WITHIN WALLS WHERE THE WEIGHT OF ATTACHED ITEMS OR EQUIPMENT IS TOO GREAT TO BE SUPPORTED BY METAL STUDS. PROVIDE BLOCKING FOR OWNER FURNISHED OR INSTALLED ITEMS. 16.WEATHER CONDITIONS: CONTRACTOR(S) WILL PROTECT ALL PARTS OF THEIR WORK FROM WEATHER DAMAGE DUE TO FROST, RAIN, HEAT, ETC. AND WILL MAKE GOOD TO THE SATISFACTION OF THE ARCHITECT ANY PORTION OF THE WORK WHICH MAY HAVE BECOME DAMAGED. 17.SITE SAFETY: EACH CONTRACTOR WILL ABIDE BY LOCAL AREA STANDARDS AND RELATED O.S.H.A. STANDARDS FOR THE PROTECTION AND SAFETY FOR THEIR EMPLOYEES ON SITE. THIS ARCHITECT WILL BE HELD HARMLESS BY BETTER BUZZ AND GENERAL CONTRACTOR AND RELATED AWARDED TRADES ON THIS PROJECT FOR ACCIDENTS OR INJURIES CAUSED OR ACCRUED ON THIS PROPERTY DURING THE PRE / ACTUAL / POST CONSTRUCTION PHASES OF THIS PROJECT. 18.CONTRACTORS WILL BE RESPONSIBLE FOR REMOVAL AND ACCOUNT FOR QUANTITY OF DEBRIS ACCUMULATED BY EACH TRADE. HOWEVER, EACH TRADE WILL KEEP THE JOB SITE CLEAN AND SAFE AT ALL TIMES, ALONG w/ A BROOM / VACUUM FINISH AT THE END OF EACH WORKING DAY. 19.TRANSITION OF DIFFERENT FLOORING MATERIALS AT DOORWAYS SHALL SHALL BE FLUSH AND OCCUR AT CENTERLINE OF DOORS TYPICALLY. 20.PAINT ALL WALL SURFACES, DOOR FRAMES, WINDOW FRAMES, BULKHEADS AND CEILINGS IN ROOMS WHERE INDICATED ON ROOM FINISH SCHEDULE. PAINT BEHIND ALL MOVEABLE ITEMS ADJACENT TO WALLS RECEIVING PAINT AND RELOCATE ITEMS. ALL NEW PAINTING SHALL INCLUDE (1) ONE COAT PRIMER AND (2) TWO COATS OF PAINT (UNLESS NOTED OTHERWISE). 21.ALL WEATHER - EXPOSED SURFACES SHALL HAVE A WEATHER RESISTIVE BARRIER TO PROTECT THE INTERIOR WALL COVERING AND EXTERIOR OPENINGS SHALL BE FLASHED IN SUCH A MANNER AS TO MAKE THEM WATERPROOF. GENERAL NOTESABBREVIATIONS AX.0 X 101 SYMBOL AND LEGEND ELEVATION IDENTIFICATION GRID LINE IDENTIFICATION AX.0 X ELEVATION DESIGNATION 1.0 A N SHEET REFERENCE NO. PARTIAL SECTION IDENTIFICATION SECTION DESIGNATION SHEET REFERENCE NO. AX.0 X SECTION DETAIL IDENTIFICATION DETAIL DESIGNATION SHEET REFERENCE NO. AX.0 X ENLARGED DETAIL IDENTIFICATION DETAIL DESIGNATION SHEET REFERENCE NO. INTERIOR ELEVATION IDENTIFICATION ELEVATION DESIGNATION SHEET REFERENCE NO. F.O.M. F. O . S . GRID LINE FACE OF STUD FACE OF MASONRY CENTER LINE OF COLUMN ELEVATION REFERENCE IDENTIFICATION TYP 12 SECTION / ELEVATION / FLOOR DATUM AREA/ ROOM IDENTIFICATION TILE SPECIFICATION HEIGHT REFERENCE ROOM NAME PROJECT REFERENCE N N NORTH ARROW PROJECT SYMBOL IDENTIFICATION DOOR NUMBER MATERIAL NAME / FINISH NAME WALL TYPE FIXTURE / EQUIPMENT TYPE WINDOW NUMBER PROJECT ANNOTATION IDENTIFICATION REVISION / ADDENDUM NUMBER KEYNOTE NUMBER 0'-0" FINISH FLOOR 2 B 101 F-1 GRAPHIC NAME P-2 FDXSCXX-1 16 - A B C D DETAIL DESIGNATION DINING 101 9'-4" GRID-1 ACOU-1 ROOM NUMBER GRID SPECIFICATION S H E E T N U M B E R A2641 Pl o t t e d : 10 / 2 / 2 0 2 5 1 1 : 0 2 P M ( la u r e ) F i l e : 01 _ a 2 6 4 1 _ t 1 . 1 _ t i t l e s h e e t . d w g PROJECT NUMBER 2025.10.03 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL DATE SIGNED: 10/03/2025 1 1/24/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS 4 10/3/25 CHANGE BULLETIN REVISIONS T1.1 TITLE SHEET, PROJECT INFORMATION, AND GENERAL NOTES T1.2 GENERAL CONSTRUCTION NOTES & PROJECT RESPONSIBILITIES T1.3 ADA STANDARDS - ACCESSIBLE DESIGN PLAN 1 2 3 4 5 A4.1 INTERIOR ELEVATIONS A5.1 ENLARGED RESTROOM PLANS & ELEVATIONS DETAILS A7.2 POWER DATA PLAN AR C H I T E C T U R A L A1.1 NEW FLOOR PLAN A2.1 REFLECTED CEILING PLAN EQUIPMENT / FIXTURE PLANK1.1 DOOR SCHEDULE, HARDWARE NOTES & DETAILS A8.1 INTERIOR ELEVATIONS A6.1 A3.1 ROOF PLAN A7.1 T2.1 LIFE SAFETY PLAN EQ U I P M E N T EXTERIOR ELEVATIONS FINISH SCHEDULEA2.2 A9.1 EQUIPMENT / FIXTURE SCHEDULEK2.1 EQUIPMENT / FIXTURE SCHEDULE CONTINUEDK2.2 ST R U C T U R A L STRUCTURAL GENERAL NOTESS1.0 A5.2 A1.2 FLOOR FINISH PLAN EXTERIOR ELEVATIONS FOUNDATION PLAN/ NOTESS2.0 ROOFING FRAMING PLAN/ NOTESS3.0 STRUCTURAL DETAILSS4.0 STRUCTURAL DETAILSS4.1 STRUCTURAL DETAILSS4.2 STANDARD STRUCTURAL DETAILSS5.0 STANDARD STRUCTURAL DETAILSS5.1 ME C H A N I C A L MECHANICAL GENERAL NOTES, ABBREVIATIONS & SYMBOLSM0.1 EL E C T R I C A L ELECTRICAL GENERAL NOTESE0.1 PL U M B I N G PLUMBING GENERAL NOTES, ABBREVIATIONS & SYMBOLSP0.1 PLUMBING SCHEDULES PLUMBING SPECIFICATIONS PLUMBING SITE PLAN PLUMBING DOMESTIC WATER PLAN PLUMBING WASTE & VENT PLAN PLUMBING REVERSE OSMOSIS & FILTERED WATER PLAN PLUMBING RISERS ELECTRICAL SYMBOLS AND ABBREVIATIONSE0.2 ELECTRICAL SPECIFICATIONSE0.3 KITCHEN EQUIPMENT SCHEDULESE0.4 KITCHEN EQUIPMENT SCHEDULESE0.5 ELECTRICAL SITE PLANE1.1 ELECTRICAL POWER FLOOR PLANE2.1 ELECTRICAL LIGHTING PLANE2.2 ELECTRICAL POWER ROOF PLANE3.1 ELECTRICAL POWER ROOF PLANE4.1 TITLE-24 ENERGY COMPLIANCE FORMSE5.1 TITLE-24 ENERGY COMPLIANCE FORMSE5.2 MECHANICAL SCHEDULESM0.2 M0.3 M2.1 M3.1 M4.1 TITLE 24- ENERGY COMPLIANCE FORMSM5.1 M5.2 CAPTIVE AIRE DRAWINGSM6.1 M6.2 MECHANICAL SPECIFICAITONS MECHANICAL FLOOR PLAN MECHANICAL ROOF PLAN MECHANICAL DETAILS TITLE 24- ENERGY COMPLIANCE FORMS CAPTIVE AIRE DRAWINGS DESCRIPTIVE SUMMARY OF WORK THE WORK INCLUDES ALL LABOR, MATERIALS, AND EQUIPMENT TO BUILD, FINISH, AND PROVIDE NEW COMMERCIAL BUILDING AND TENANT IMPROVEMENT FOR PROPOSED RESTAURANT. THE WORK SHALL INCLUDE ALL ITEMS REQUIRED AS SHOWN ON THE DRAWINGS. ALL MECHANICAL EQUIPMENT / SYSTEMS, ALL ELECTRICAL SYSTEMS, AND EQUIPMENT ARE TO BE INCLUDED FOR A COMPLETE OPERATING SYSTEM WITH COORDINATION AND INSTALLATION INCLUDED. EXTERIOR: NEW TRASH ENCLOSURE NEW PATIO IMPROVEMENTS INTERIOR: NEW INTERIOR PARTITIONS AND DOORS NEW FLOOR, WALL AND CEILING FINISHES, PAINT/ GRAPHIC SIGNAGE. NEW LIGHTING FIXTURES/ OUTLETS AND SWITCHES. NEW MECHANICAL DUCTWORK, KITCHEN HOOD AND EXHAUST SYSTEMS NEW PLUMBING FIXTURES AND KITCHEN EQUIPMENT P0.2 P0.3 P1.1 P2.1 P2.2 P2.3 P2.4 PLUMBING ROOF PLANP3.1 PLUMBING DETAILSP4.1 PLUMBING DETAILSP4.2 TITLE-24 ENERGY COMPLIANCE FORMSP5.1 A5.3 WALL DETAILS AS1.1 SITE PLAN SITE DETAILS SITE DETAILS AS2.1 AS2.2 A5.4 EXTERIOR DETAILS T1.4 2022 CAL-GREEN NON-RESIDENTIAL MEASURES T1.5 2022 CAL-GREEN NON-RESIDENTIAL MEASURES PER 2022 CA PLUMBING CODE, TABLE 422.1 MINIMUM PLUMBING FACILITIES, (OCCUPANT LOAD OF 49 OCCUPANTS. 20 MALE AND 20 FEMALE) WATER CLOSETS (FIXTURES PER PERSON) URINALS (FIXTURES PER PERSON) LAVATORIES (FIXTURES PER PERSON) MALE 1: 1-50 MALE 1: 1-100 FEMALE 2: 16-30 MALE 1: 1-75 FEMALE 1: 1-50 REQUIREMENT: MALE 1 MALE 1 FEMALE 1 MALE 1 FEMALE 1 B OCC. PER CALIFORNIA PLUMBING CODE 2022, 422.2 SEPARATE FACILITIES EXCEPTION: #3 - IN BUSINESS AND MERCANTILE OCCUPANCIES WITH A TOTAL OCCUPANT LOAD OF 50 OR LESS INCLUDING CUSTOMERS AND EMPLOYEES, ONE TOILET FACILITY, DESIGNED FOR USE BY NO MORE THAN ONE PERSON AT A TIME, SHALL BE PERMITTED FOR USE BY BOTH SEXES. PROVIDED: ALL GENDER 1 ALL GENDER 1 - MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES T1.6 2022 CAL-GREEN NON-RESIDENTIAL MEASURES CEILING DETAILSA3.2 PLUMBING EQUIPMENT PLANP2.5 P2.6 PLUMBING EQUIPMENT SCHEDULE PLUMBING SCHEDULESP0.4 BUILDING SECURITY REGULATIONS: FOR NEW BUILDINGS AND ADDITIONS, ALTERATIONS, AND REPAIRS WITHIN ANY TWELVE-MONTH PERIOD EXCEED FIFTY (50%) PERCENT OF THE VALUE OF ANY EXISTING BUILDING OR STRUCTURE, EACH BUILDING OR STRUCTURE SHALL BE MADE TO CONFORM TO THE REQUIREMENTS FOR NEW BUILDINGS OR STRUCTURES AND COMPLY WITH THE BUILDING SECURITY REGULATIONS. SANTA ANA MUNICIPAL CODE CHAPTER 8, DIVISION 3. DETAILSA8.2 4 BA K E R Y CA S E 28 " X 2 5 " 1 2 3.2 5 6 E D C B AF 1 2 4 5 6 3 ENTRY EN T R Y 30x48 30 x 4 8 18 x 4 8 5- t i e r 18 x 4 2 18x60 5-tier 18 x 4 8 5- t i e r 18 x 4 2 18x60 5-tier 18x60 5-tier 18 x 3 6 5- t i e r 18x60 5-tier 18x60 5-tier 18x60 5-tier 18x60 5-tier 18x60 5-tier 18 x 3 6 5- t i e r BAKERY CASE 30x48 A5.2 8 6 A5.2 6 A5.1 8 A5.1 DRIVE THRU 107 10'-0" DINING 101 14'-2" 14'-2" 100 14'-2" PRODUCTION BAR 106 10'-0" SERVICE 105 10'-0"SALES 102 10'-0" COOKLINE 108 10'-0" PREP 111 10'-0" WALK-IN FREEZER 110 - MECH RM 113 ELEC RM 112 10'-0" DRY STORAGE 109 10'-0" UNISEX RESTROOM 104 9'-0"HALLWAY 103 10'-0" 101 102 103 107 104 105 56'-7" 11'-4"20'-0"16'-8"8'-7" 38 ' - 0 " 30 ' - 6 " 7' - 6 " 57'-1" 2'-6"3'-4"9'-7"15'-0"8'-7" 7' - 0 " 16 ' - 0 " 7' - 0 " 30 ' - 6 " 6" 4' - 0 " 21 ' - 9 " 3' - 0 " 2' - 0 " 3'-6" 3'-0" 1 TYP. 2 3 4 5 6 7 8 159 9 10 13 14 14 16 17 17 17 18 19 20 3' - 0 " 4' - 0 " 6'-5"9'-8" 12 17 8 A7.1 A D C B 8 A7.1 E 12 A6.1 2 A8.1 8 A7.1 F G 8 A7.2 C E D 8 A7.2 J G C H 8 A7.2 I 8 A7.2 BA 106 A5.3 4 A5.3 16 A5.3 12 3' - 1 " 7' - 8 " 9" 3' - 0 " 13 ' - 0 " 3' - 0 " 2'-0" 6'-6" 1'-9" A B D E F 2'-6"6'-5"2'-6" 4'-0" C 21 21 21 222 A8.2 3' - 9 " 4'-2" 3'-7" 3' - 7 " 4'-6" 3'-7" 3'-8" 3' - 5 " 4'-7" 3'-4" 3' - 3 " 3'-1" 3'-11" 4' - 2 " 3' - 6 " 3'-9" AS2.1 8 AS2.1 8 AS2.1 8 1' - 0 " 5' - 2 " 13 ' - 2 " 3' - 5 " 5'-3"5'-5"8'-11" 3' - 5 " 7' - 1 " 11'-9" 1' - 6 " 7" 11 " 7' - 1 0 " 5' - 1 " 12 ' - 3 " 3'-4"4'-2"2'-7" 3'-9" 5"4' - 5 " 2' - 7 " 5' - 4 " 2' - 6 " 2' - 6 " 2' - 1 0 " EQ EQ 10'-3"5'-10" 1'-4"3'-6" 9' - 8 " 7' - 9 " 4' - 6 " 3' - 1 1 " 3' - 3 " 15'-7" 1' - 6 " 7'-9" 21'-6"8'-1" 6' - 1 " 17 ' - 7 " 9' - 0 " 5'-4" 1'-7" 8' - 0 " 1' - 1 " 5' - 1 0 " 9'-9" 4'-11"4'-11" 12 ' - 5 " 5' - 2 " 9'-2" 7'-8" 7' - 3 " 4'-1" 8" 10'-11" 4' - 1 1 " 1'-2" (N ) F L O O R P L A N A1.1(N) FLOOR PLAN 1/4" = 1'-0" KEYNOTES 1 2 INSTALL 4'-0" W X 10'-0" H X 18 GA STAINLESS STEEL PANEL BEHIND OVENS. REFER TO INTERIOR KITCHEN ELEVATIONS AND EQUIPMENT PLAN FOR EXACT LOCATION AND SIZE. GC SHALL VERIFY THAT THE PANELS WILL EXTEND 18" AROUND ALL HEAT PRODUCING EQUIPMENT TO CONFORM TO MANUFACTURER SPECIFICATIONS. ALL GYPSUM BOARD BELOW FINISHED CEILING HEIGHT IS TO BE PREPARED FOR PAINTING (LEVEL 5 FINISH) OR WALL COVERING AS INDICATED ON INTERIOR ELEVATIONS AND FINISH SCHEDULE. SEE GENERAL CONSTRUCTION NOTES FOR DINING AREA GENERAL CONTRACTOR (G.C.) TO PROVIDE 2"X2"XFULL HEIGHT HIGH CORNER GUARDS ON ALL OUTSIDE CORNERS @ KITCHEN WALL, PROVIDE COMPLETE WRAP ON END WALLS. HOOD WALL TO BE CONSTRUCTED WITH 6" X20 GAUGE METAL STUDS AT 24" O.C. AND (2) LAYERS OF 5/8" FIRE RATED GYPSUM ON BOTH SIDES OF WALL G.C. TO INSTALL 18 GA. STAINLESS STEEL PANELS ON WALL. REFER TO EQUIPMENT SCHEDULE FOR SIZES AND INTERIOR ELEVATIONS FOR LOCATIONS (E) DOOR & FRAME TO REMAIN. ALL DOORS SHALL BE ABLE TO BE OPENED FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY, SPECIAL KNOWLEDGE OR EFFORT. MANUALLY OPERATED FLUSH BOLTS OR SURFACE BOLTS SHALL NOT BE USED. PAINTED TO BE ORANGE PROVISIONS FOR EXIT DISCHARGE LIGHTING ARE SHOWN ON THE LIGHTING PLAN. PROVIDE STAINLESS STEEL FLASHING AT WALK-IN FREEZER AND COOLER CORNERS. PORTABLE FIRE EXTINGUISHER PER NFPA-10 AND INSTALLED BY GC ON SITE AND SUBJECT TO LOCAL JURISDICTION APPROVAL. PROVIDE 1/2" PLYWOOD SHEATHING AT ALL SHELVES AS DIMENSIONED ON INTERIOR ELEVATIONS. SOLID SURFACE SPLASH GUARD TO MATCH COUNTERTOP. SOFFIT ABOVE COUNTER STAINED TO MATCH COUNTER (SERVES AS BOUNDARY FOR CEILING CHANGE BETWEEN KITCHEN AND DINING). 3 4 5 6 7 8 9 10 11 12 13 8SCALE 1/4" = 1'-0" N (N) ALUMINUM STOREFRONT SYSTEM W/ FIXED, LOW-E INSULATED GLAZING14 (N) AIR CURTAIN DOOR SWITCH ACTIVATED15 (N) AUTOMATIC DRIVE THRU WINDOW16 17 LINE OF (N) METAL CANOPY ABOVE DETAIL NUMBER SHEET NUMBER SHEET NUMBER DETAIL NUMBER XXX DOOR NUMBER. SEE SHEET A9.1 FOR DETAILS ARROW INDICATES DIRECTION OF VIEW FRAMING SCHEDULE 101 DENOTES BLOCKING AS REQUIRED EXISTING FRAMING FURRED WALL INFILL. 2X GYP. BD. ON BOTH SIDES A WINDOW TAG. SEE SHEET A9.1 FOR DETAILS 2X4 METAL FRAMING @ 16" O.C. 2X6 METAL FRAMING @ 16" O.C. 2X8 METAL FRAMING @ 16" O.C. 2X6 METAL FRAMING @ 16" O.C. w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xxxxxxx" INDICATES BLOCKING REQUIRED IN WALL FOR PLUMBING LINES AND RESTROOM ACCESSORIES. BLOCKING SHALL BE FIRE RETARDANT WHERE REQUIRED BY CODE. 2.CONTRACTOR TO VERIFY REQUIREMENTS WITH LOCAL BUILDING OFFICIALS PRIOR TO BIDDING. CONTRACTOR IS RESPONSIBLE FOR OBTAINING MANUFACTURERS CUT SHEETS AND LOCATING BLOCKING AS REQUIRED. THIS INCLUDES KITCHEN EQUIPMENT AND ITEMS FURNISHED AND INSTALLED BY OTHERS. FRAMING NOTES: 1.CONTRACTOR MAY SUBSTITUTE METAL STUDS FOR INTERIOR WALL, AND SOFFIT FRAMING. WHERE USED, METAL FRAMING TO BE 25 GA. UNLESS NOTED OTHERWISE (U.N.O.). GENERAL CONSTRUCTION NOTES 2.REFER TO FRAMING NOTES FOR WALL SECTIONS. 3.ALL INTERIOR WOOD FRAMING TO BE #2 SPRUCE, FIR OR WHITE PINE OR OF EQUAL GRADE. WHERE REQUIRED BY CODE, FRAMING SHALL BE #2 FIRE RETARDANT YELLOW PINE. CONTRACTOR TO VERIFY REQUIREMENTS WITH LOCAL BUILDING OFFICIALS PRIOR TO BIDDING. 4.ALL WOOD IN CONTACT WITH THE SLAB MUST BE PRESSURE TREATED. 5.ALL INTERIOR WALLS TO BE FRAMED TO UNDERSIDE OF TRUSS U.N.O.. 6.ALL INTERIOR WALLS THAT ARE NOT SHEAR WALLS TO BE ANCHORED W/ 5/8" DIA. EXPANSION ANCHORS AT 6'-0" O.C. SEE STRUCTURAL DWGS. FOR SHEAR WALL ANCHORS. GENERAL NOTES: 1.HANDICAP ACCESS TO BUILDING IS DESIGNED ACCORDING TO APPLICABLE CODE. G.C. TO ENSURE THAT ALL DIRECTIONS AND DIMENSIONS GIVEN ARE STRICTLY ADHERED TO. IF CHANGES ARE MADE THAT CONTRADICT WITH THE DRAWING, OR IF EXISTING FIELD CONDITIONS MAKE THE DRAWINGS NOT APPLICABLE, THE ARCHITECT MUST BE CONTACTED IMMEDIATELY. 2.ALL GLAZING WITHIN A 24" ARC OF DOORS WHOSE BOTTOM IS LESS THAN 60" ABOVE THE FLOOR AND ALL GLAZING IN DOORS IS SAFETY, TEMPERED. DIMENSIONS ARE SHOWN: 1.EXTERIOR WALLS: FROM INTERIOR FACE OF GYPSUM BOARD TO THE EXTERIOR FACE OF PLYWOOD. 2.INTERIOR WALLS: FROM THE FACE OF FINISH WALL TO THE FACE OF FINISH WALL, U.N.O.. 18 19 20 PASS THROUGH OPENING AT WALL S H E E T N U M B E R A2641 Pl o t t e d : 10 / 3 / 2 0 2 5 8 : 5 0 A M ( la u r e ) F i l e : 09 _ a 2 6 4 1 _ a 1 . 1 _ f l o o r p l a n . d w g PROJECT NUMBER 2025.10.03 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL DATE SIGNED: 10/03/2025 1 1/24/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS 4 10/3/25 CHANGE BULLETIN ELECTRICAL PANELS / EQUIPMENT WALL LEGEND (N) EXTERIOR WALL (N) INTERIOR WALL. SEE FRAMING SCHEDULE. (N) COOLER WALL (N) TACTILE EXIT SIGN (N) INTERNATIONAL ACCESSIBILITY SYMBOL T1.3 2 T1.3 4 21 FURNITURE SHOWN IN DASHED LINES PROVIDED BY OWNER. GC TO INSTALL. 22 BUILT-IN COMMUNITY TABLE. SEE DETAIL A8.2 2 A8.2 3 A8.2 4 4 4 4 4 CE I L I N G D E T A I L S A3.2 S H E E T N U M B E R A2641 Pl o t t e d : 10 / 2 / 2 0 2 5 1 1 : 0 2 P M ( la u r e ) F i l e : 13 _ a 2 6 4 1 _ a 3 . 2 _ r c p d e t a i l s . d w g PROJECT NUMBER 2025.10.03 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL DATE SIGNED: 10/03/2025 1 1/24/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS 4 10/3/25 CHANGE BULLETIN HEAVY DUTY MAIN TEE MAX., T Y P . 45° TYP. CROSS TEE6'' MAX. #6 STSM SCREW VERTICAL STRUT 12'-0" O.C., 6'-0" MAX. FROM WALL. ATTACH TO ROOF DECK ABOVE. SPLAY-WIRE VERTICAL BRACING PERPENDICULAR TO RUNNER. HANGERS TO BE 12 GALVANIZED, SOFT - ANNEALED MILD STEEL WIRE AT 12'-0'' O.C. AND 6'-0" MAX. FROM END WALLS. ATTACHED WITH MINIMUM OF (3) TURNS TO CEILING SUSPENSION MEMBERS AND TO 14" x 2.5'' EYE LAG SCREW INTO BOTTOM EDGE OF ROOF JOIST. PROVIDE COUNTER SLOPING WIRES WHERE WIRES ARE SPLAYED MORE THAN 1 IN 6 OUT OF PLUMB. 2'' NOTE: GROUP OF (4) 45° WIRES AND VERTICAL STRUT OCCUR AT THE SAME INTERSECTIONS. #12 GA. SPLAY-WIRE LATERAL BRACING IN PLANE OF EACH RUNNER, AND TIED w/ (4) TIGHT TURNS, TYP. CEILING BRACING DETAIL 3" = 1'-0" SCALE ACOUSTICAL CEILING SUSPENSION SYSTEM, ICC-ES REPORT: ESR-1222 NOTE: EYE LAG SCREW TO HAVE MIN. 1-1/4" PENETRATION SPREADER FASTENED TO WALL WALL STRUCTURE (SEE FLOOR PLAN FOR TYPE) HEAVY DUTY T-BAR SYSTEM NOTE: 1.PROVIDE SPREADER BAR IF CROSS TEE OR MAIN TEE DISTANCE TO WALL IS GREATER THAN 8''. 2.TWO ADJACENT CEILING GRID EDGES MUST BE ATTACHED TO THE PERIMETER ANGLE, AND THE OTHER TWO EDGES MUST BE FREE TO SLIDE AND HAVE 3/4'' MINIMUM CLEARANCE FROM WALL. 3/4" MIN. 8" (MAX.) CEILING PERIMETER 3" = 1'-0" SCALE 2" MIN. ACOUSTICAL CEILING SUSPENSION SYSTEM ICC-ES REPORT: ESR-1222 TYP. T-BAR GRID 3" = 1'-0" SCALE S (TYP.) 45° MAX. W (TYP.) 45° MAX. N E 12 GA. VERTICAL HANGER WIRES @ 4'-0" OC EA. WAY, TYP., w/ MIN. 3 TIGHT TURNS IN 1 1/2" AT BOTH ENDS OF WIRE SET OF FOUR 12 GA. BRACING WIRES AT 12'-0" OC EA. WAY, TYP., w/MIN. 4 TIGHT TURNS IN 1 1/2" AT BOTH ENDS OF WIRE COMPRESSION STRUTS LOCATED WITH SETS OF BRACING WIRES AT 12'-0" OC EA. WAY - STEEL SECTION WITH L/R RATIO OF 200 MAXIMUM. ATTACH TO MAIN RUNNERS WITH 1/4 INCH Ø MACHINE BOLTS AND TO SLAB ABOVE WITH 0.177"Ø POWDER-DRIVEN FAS- TENERS. COMPRESSION STRUT SHALL NOT REPLACE HANGER WIRE. 6' MAX. TO THE WALL NOTE: FOR CONNECTIONS OF BRACING AND HANGER WIRES TO THE STRUCTURE ABOVE, SEE CEILING NOTES. 2" (MAX.) FROM BRACING WIRES TO CROSS RUNNERS GRID SYSTEM MAIN RUNNER CROSS RUNNER SOFFIT DETAIL 1 1/2" = 1'-0" SCALE (E) ROOF DECK (V.I.F.) (E) TRUSSES CONT. METAL TOP TRACK, TYP. PAINTED MTL. CORNER BEAD, TYP. CONT. METAL TRACK (E) TRUSSES 5/8" GYPSUM BOARD PAINTED PER ELEVATION 3 5/8" x 20 GA. METAL STUDS @16" O.C, TYP. 5/8" GYPSUM BOARD PAINTED PER FINISH SCHEDULE 3 5/8" x 20 GA. METAL STUDS @16" O.C, TYP. METAL STUDS @16" O.C, TYP. 2 3 4 7 FIXTURE CONNECTION 1 1/2" = 1'-0" SCALE (E) 2x4 JOISTS OR (N) BLOCKING @ 24" O.C.(E) ROOF SHEATHING WIRING RUN WITHIN UNISTRUT CLOSURE STRIP POWER CABLE FROM LIGHT FIXTURE, CLIPPED TO DOWN ROD (BY LIGHT FIXTURE MANUFACTURER) ATTACH P1000KO 1-5/8" UNISTRUT PRIMARY RAIL FACE DOWN TO (E) JOIST PER INDUSTRY STANDARDS J-BOX AS REQUIRED BY FIXTURE MANUFACTURER WHERE OCCURS, ATTACH UNISTRUT PERPENDICULARLY OVER (2) JOISTS MINIMUM (TYPICAL) CEILING HT. SEE RCP 6" UNISTRUT SECONDARY RAIL CONNECT TO BEAM ROD AND HANGER 1 5/8" GYPSUM BOARD 7/8" HAT CHANNELS NOTE: ARMSTRONG GYPSUM BOARD SUSPENSION SYSTEM, OR AN APPROVED ALTERNATE TO STICK BUILT DESIGN. DIAGONAL #12 HANGER WIRE TO CONTROL RACKING OF CEILING SYSTEM 1 1/2" METAL STUDS HUNG FROM TOP CHORD OF ROOF JOISTS #10 VERTICAL HANGER WIRE, AT 48" O.C. SCALE N.T.S.SUSPENDED GYPSUM BOARD CEILING DETAIL ICC ESR-1166P 8WIRE CONNECTION SCALE 3" = 1'-0" AT WOOD JOIST OR RAFTER TO BOTTOM OF JOIST TJI UPPER FLANGE TJI LOWER FLANGE 3" 1 4" DIA. SCREW EYE W/ FULL TREAD EMBED. 1 1 4" MIN. TYP. ALL CONNECTION JOIST OR RAFTER BRACING WIRE FOR BRACING WIRE - FULLY EMBED. SCREW EYE TREADS IN DIRECTION OF WIRE HANGER WIRE HANGER WIRE - 3 TIGHT TURNS & BRACING WIRES - (4) TIGHT TURNS 2" M I N 1 4" DIA. DRILLED HOLE NOTE: SOLID BLOCKING REQUIRED FOR EITHER TYPE OF BRACING WIRE DO NOT INSERT SCREW EYES INTO SIDE OF TJI FLANGE NOTE: DO NOT INSERT SCREW EYES PERPENDICULAR TO WEB IN FLANGE TJI BRACING WIRE 1" MIN 1 4" DIA. SCREW EYE W/ 1 1 4" MIN. PENETRATION TJI BRACING WIRE 9 4 18x48 5-tier 18x42 18 x 6 0 5- t i e r 18x48 5-tier 18x42 18 x 6 0 5- t i e r NOTE: DIMENSIONS SHOWN ARE ACTUAL DIMENSIONS 2"2'-10"4" 13 - 9 - 7' - 1 " 10'-11" KEYNOTES: REFER TO EQUIPMENT SCHEDULE ON SHEET K2.1 -K2.2 FOR MORE INFORMATION. 4-TIER COOLER STORAGE SHELVING WALK-IN COOLER WITH LIGHT KIT EVAPORATOR COIL FOR WALK-IN COOLER SCALE 1/2" = 1'-0"DETAIL 2 SELF CLOSING HINGES 2" DIAL THERMOMETER PILOT SWITCH 84" FLUSH BOTTOM DOOR SCALE 3/8" = 1'-0" DOOR @ COOLER KICK PLATE (32"X32") NOTE: NO DIAMOND PLATE FINISH WILL BE USED FOR THE INTERIOR AND EXTERIOR OF THE WALK-IN FREEZER & COOLER, INCLUDING THE DOOR KICKPLATE WA L L P E R P L A N 4" M I N . AI R G A P WALK-IN WALL BACKER-ROD & SEALANT FULL LENGTH .040 ALUM. CLOSURE ANGLE W/ HEMMED EDGES W/ SILICONE BEAD CONT. EACH SIDE SCALE 3" = 1'-0" FLASHING @ W.I.C. EXTERIOR WALL SCALE N.T.S. NOTE: SEE SHEET T1.1 DEFERRED SUBMITTAL FOUNDATION DETAILS AND ADDITIONAL NOTES. TO BE PROVIDED AT TIME OF SUBMITTAL. G.C. TO COMPLY WITH ALL W.I.B. MANUFACTURER RECOMMENDATIONS FOR PREPARATION AND INSTALLATION OF W.I.B. SLAB. COOLER REFRIGERATION SHALL BE SIZED TO MAINTAIN 34 DEG. F. FREEZER REFRIGERATION SHALL BE SIZED TO MAINTAIN -10 DEG. F. WALK-IN COOLER SHALL BE PROVIDED WITHOUT FLOOR. WALK-IN FREEZER SHALL BE PROVIDED WITH 4" INSULATED FLOOR AND INTERIOR RAMP AT DOOR. THE WALK-IN MANUFACTURER WILL PROVIDE: 1) THE WALK-IN COOLER & FREEZER 2) REFRIGERATION EQUIP. SIZED TO MEET BETTER BUZZ REQUIREMENTS, FACTORY ASSEMBLED AND WITH LOW AMBIENT CONTROLS, INCLUDING ALL WIRING, REFRIGERATION PIPING, W/ REMOTE UNITS MOUNTED ON S.S. RAILS LOCATED ON THE ROOF, AND READY FOR FINAL CONNECTION TO ALL NECESSARY UTILITIES. 3) DELIVERY OF THE BOXES 4) CONTRACTOR TO INSTALL WALK-IN BOX AND REFRIG. IT SHALL BE THE RESPONSIBILITY OF THE G.C. TO CONTACT WALK-IN BOX PROVIDER AND OBTAIN A COPY OF THE SHOP DRAWINGS FOR THIS PROJECT PRIOR TO ROUGH IN OF UTILITIES. FAILURE TO OBTAIN SHOP DRAWINGS PRIOR TO ROUGH IN WILL NOT RESULT IN EXTRA CHARGES TO THE OWNER FOR RELOCATION OF UTILITIES. W.I.B. NOTES DE T A I L S A8.1 913 10 12 S H E E T N U M B E R A2641 Pl o t t e d : 10 / 2 / 2 0 2 5 1 1 : 0 2 P M ( la u r e ) F i l e : 21 _ a 2 6 4 1 _ a 8 . 1 _ d e t a i l s . d w g PROJECT NUMBER 2025.10.03 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL DATE SIGNED: 10/03/2025 1 1/24/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS 4 10/3/25 CHANGE BULLETIN SCALECOUNTER COVED BASE 3/4" = 1'-0" TILE BASE COUNTER/ CABINET 3/8" MIN. (TYP.) FLOOR TILE 3/8" RADIUS BASE COVE4" MI N COUNTER BASE SCALEWALL COVED BASE 3/4" = 1'-0" TILE BASE 3/8" MIN. (TYP.) FLOOR TILE 3/8" RADIUS BASE COVE 6" GYPSUM BOARD (INTERIOR WALL) SCALE WALL MOUNT BRACKET PANEL BRACKET 3'-7 1/2" 1'-3 3/4"1'-0"1'-3 3/4" N.T.S. 9" 1' - 4 " 10 " 1' - 3 " 3" 7 1/2" MONITOR BRACKET DETAIL (SIDE AND REAR) 3/4" = 1'-0" SCALESELF-SERVE COUNTER ELEVATION FINISH ENTIRE WALL INCLUDING PAINTING PRIOR TO INSTALLATION OF MILL WORK 3/4" PLYWOOD FACING W/ PLASTIC LAM. WOOD PANEL FINISH 1/2" PLYWOOD CABINET FLUSH MOUNTED DOORS W/ LAM. WOOD PANEL FINISH W/ (3) STAINLESS STEEL, WIRE PULLS AND PIANO HINGES, (2) PER DOOR 4" 8'-0" (VERIFY IN FIELD) PROVIDE WOOD BRACE CENTER LINE OF COUNTER SS-1 SOLID SURFACE COUNTER-TOP, WITH BACK-SPLASH TO MATCH 2' - 1 0 " M A X . 48 " M A X . TO C O N T R O L A C C E S S STAINLESS STEEL LEG COVED BASE w/ 3/8" RAD. BEYOND PROTECT SYRUP LINES FROM TRUSS ANGLE BUNDLED SYRUP LINES & FILTERED WATER LINE OPTIONAL INSTALLATION 1" WIDE GALV. STRAPS @ EA. TRUSS (MIN.6'-0") BOTTOM CHORD OF ROOF TRUSS NOTE: SYRUP LINE BUNDLE (OWNER FURNISHED, AND INSTALLED) 6" = 1'-0" SCALESYRUP LINESSCALEWALL & FLOOR JOINT @ RESTROOM 3" = 1'-0" SCHLUTER DILEX AHK ACGB (BRUSHED CHROME) OR EQUAL IN 3/8" MIN. RADIUS COVING TILES, SEE FINISH SCHEDULE 1/8" SANDED OR EPOXY GROUT ON WALL AND FLOOR. SEE FINISH SCHEDULE BONDED WATERPROOFING MEMBRANE CEMENTITIOUS BOND COAT 2' - 0 " M I N . 3 48 15 1417 16 12 16 18 TYP. INTERIOR WALL 1 1/2" = 1'-0" SCALE SEE RCP CEILING HT. SUSPENDED T-BAR CEILING CONCRETE SLAB BOTTOM ROOF STRUCTURE CONT. 18GA. BOTTOM TRACK w/ .145" x 1 1/4" MIN. HILTI FASTENERS @ 16" O.C. MAX. (ICC ESR 1663) - 16 20 GA. SLOTTED SLIP TRACK 1/ 2 " 16GA. SLOTTED TOP CHANNEL TRACK w/ (2) #10 TEX SCREWS AT 16" O.C. 6" T Y P . 1' - 6 " DU R O C K 20 GA. 4" OR 6" METAL STUDS @ 16" O.C. SEE PLAN 5/8" TYPE "X" GYPSUM BOARD ·6" ABOVE LAY-IN CEILINGS, ·END AT GYP. BOARD CEILINGS ·FULL HEIGHT AT OPEN CEILINGS A8.2 5 WALL BASE DETAIL 3" = 1'-0" SCALE SCHED. WALL SEE WALL TYPES 00_WALL BASE_ (E) CONCRETE SLAB FINISH PER SCHEDULE CONTINUOUS METAL BOTTOM TRACK w/ .145" x 1 1/4" MIN. HILTI X-U FASTENERS @ 16" O.C. MAX. ESR 2269, LARR 25675 KITCHEN 4" 1/2" CONTINUOUS SEALANT 6" SCHEDULED WALL BASE SEE FINISH FLOOR PLAN FOR SPECS. SCHEDULED BASE, SEE FINISH FLOOR PLAN FOR SPECS. FRP 4 4 30x48 5'-0"10'-8" 2' - 6 " 27 " M I N . CL E A R 9" 28 " M I N 34 " M A X . 19" MIN. 2'-6"2'-6"2'-10"2'-6"2'-6"2'-10" 3' - 6 " EQ EQ 2'-6" 34 " M A X 2' - 3 " 5'-0"10'-8" +34"+42" PLAN VIEW SECTION (ADA)ELEVATION SECTION 30"W X 24"H CLEAR SPACE ACCESSIBLE TABLE WILL BE ATTACHED TO THE COMMUNITY TABLE 30"W X 24"H CLEAR SPACE COMMUNITY TABLE INSTALLED BY MILLWORK VENDOR POP-UP RECEPTACLES. SEE ELECTRICAL POP-UP RECEPTACLES. SEE ELECTRICAL A8.2 3 A8.2 4 SCALE 1/2" = 1'-0"COMMUNITY TABLE WITH ADA 2 DE T A I L S A8.2 S H E E T N U M B E R A2641 Pl o t t e d : 10 / 2 / 2 0 2 5 1 1 : 0 2 P M ( la u r e ) F i l e : 21 _ a 2 6 4 1 _ a 8 . 1 _ d e t a i l s . d w g PROJECT NUMBER 2025.10.03 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL DATE SIGNED: 10/03/2025 1 1/24/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS 4 10/3/25 CHANGE BULLETIN FIN. FLR. 0'-0" COMMUNITY TABLE SECTION 1" = 1'-0" SCALE NOTE: 1.GENERAL CONTRACTOR TO COORDINATE w/ OWNER FOR LED REQUIREMENTS 2.ALL WELDS TO BE SHOP WELDS. ANY FIELD WELDING WILL REQUIRE INSPECTION. CONT. METAL T&B TRACK HSS 4 x2x3/16" @ 4'-0" O.C. CONT. 1/2" THICK PLATE (E) CONC. SLAB .145" x 1 1/4" MIN. HILTI X-U FASTENERS @ 16" O.C. MAX. ESR 2269, LARR 25675 1" 1" 6" SQ.X1/2" BASE PLATE HSS 4x2x3/16" A PLAN VIEW 1/4 3" M I N . EM B E D PROVIDE POWER FOR RECEPTACLE 2'-6" TABLETOP6"℄ TOP & BOT.1/4 1'-0"1'-0" 3' - 6 " 34 " M A X . 28 " M I N FINISH FLOOR 0'-0" CONC. FLOOR ACCESSIBLE COMMUNITY TABLE SECTION 1" = 1'-0" SCALE PROVIDE POWER FOR RECEPTACLE 2'-6" CONT. METAL TOP & BOTTOM TRACK 1'-3"1'-3" TABLETOP6" CONT. 1/2" THICK PLATE℄ TOP & BOT. HSS 4x2x3/16" @4'-0" O.C. 6" SQ.x1/2" BASE W/ DRILL AND (4) 1/2"Ø EPOXY ANCHORS (HILTI HIT-HY 200, ICC ESR-3187) 3" M I N . EM B E D 1/4 A 1" 1" 6" SQ.X1/2" BASE PLATE HSS 4x2x3/16" A PLAN VIEW 1/4 NOTE: FOR TOE & KNEE CLEARANCES SEE SHEET T1.3 1'-0"1'-0" 34 4 5' - 8 " 3'-0" LOCKNET HARDWARE SET 3'-0" (E ) 7 ' - 0 " 7' - 0 " 10 " 10 " TYPE A (N) STOREFRONT TYPE D (N) METAL DOOR TYPE C (N) SOLID CORE DOOR 1-3/4" BIRCH NOTE: CONTRACTOR TO FIELD VERIFY DIMENSIONS. TYPE B (N) STOREFRONT ELIASONELIASON 6'-0" 7' - 0 " TYPE E (N) SOLID CORE DOOR 1-3/4" BIRCH TEMPERED GLASS SEE SCHEDULE TEMPERED GLASS 10 " 8' - 0 " TYPE F (N) SOLID CORE DOOR TEMPERED GLASS 3'-0" 10 " SEE PLAN 2' - 9 " 4' - 6 " 4'-0" R.O. VIEW FROM EXTERIOR BP-7241E Cali 432 DRIVE-THRU WINDOW OPENING TO BE A MAXIMUM OF 432 SQ. FINISH FLOOR SE E E L E V A T I O N S MA T C H E X I S T I N G H T . A N D F I N I S H E S SEE PLAN FINISH FLR. TEMP TEMP SERVICE OPENING: 29 1/2" (W) X 14" (H) =413 sq MAX. 432 sq. ADDITIONAL PANEL AT EXTERIOR SIDE BY MFR. (BP-7241E-CA) DRIVE-THRU WINDOW: 29 1/2"x14" SERVICE OPENING WILL MANUF. TO MEET THE MAX. ALLOWABLE OPENING. THE SERVICE OPENING SHALL NOT BE CLOSER TOGETHER THAN 18". EACH OPENING SHALL BE PROVIDED WITH A SOLID OR SCREENED WINDOW, EQUIPPED WITH A SELF-CLOSING DEVICE. SCREENING SHALL BE AT LEAST 16 MESH PER SQUARE INCH. PASS OR DRIVE THOUGH WINDOWS OF UP TO 432 SQ. SHOULD BE EQUIPPED WITH AN AIR CURTAIN DEVICE. AIR CURTAIN SEE K1.1 TYPE A TYPE B SE E E L E V A T I O N S MA T C H E X I S T I N G H T . A N D F I N I S H E S SEE PLAN FINISH FLR. TEMP TYPE DTYPE C FINISH FLR. 12 ' - 0 " 12'-4" EQ 6'-0"EQ 3' - 1 1 " 8' - 1 " SEE DOOR SCHEDULE 3' - 0 " 3' - 6 " F O R C 3' - 0 " DIVISION 8: DOORS, WINDOWS AND GLASS SECTION 8B: INTERIOR WOOD CORE DOORS AND FRAMES GENERAL PROVISIONS 1.SCOPE: FURNISH AND INSTALL ALL INTERIOR WOOD CORE DOORS AND RELATED ALUMINUM FRAMES. REFER TO NATIONAL ACCOUNT DIRECTORY. MATERIALS 1.DOORS ARE WOOD CORE SOLID DOORS. SEE DOOR SCHEDULE FOR SIZE, MATERIAL, HARDWARE, AND FINISH. FRAMES SHALL BE HOLLOW METAL AND FINISHED PER FINISH SCHEDULE. 2.SEE HARDWARE SCHEDULE FOR HARDWARE AND MANUFACTURERS. 3.SEE SECTION 10A FOR TOILET STALL DOORS WHERE APPLICABLE. PERFORMANCE 1.INSTALLATION: INSTALL IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CAULK AROUND ABUTTING EDGES WITH CLEAR SILICONE. SECTION 8C: STEEL DOORS AND FRAMES GENERAL PROVISIONS 1. SCOPE: THE GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS, AND APPLICABLE PORTIONS OF DIVISION I OF THE SPECIFICATIONS ARE PART OF THIS SECTION. 2. FURNISH AND INSTALL ALL STEEL DOORS AND FRAMES, COMPLETE WITH JAMB ANCHORS. MATERIALS 1. DOORS AND FRAMES BY PIONEER INDUSTRIES, INC., STEELCRAFT, OR CECO. DOOR FRAMES SHALL BE OF 16 GAUGE COLD ROLLED STEEL. THEY SHALL BE MITERED AND WELDED AT CORNERS. FRAMES SHALL BE FURNISHED FACTORY- PRIMED AND SHALL HAVE THREE (3) "T" TYPE JAMB ANCHORS FOR EACH SIDE OF EACH FRAME. CAULK AROUND ALL ABUTTING EDGES WITH CLEAR SILICONE. DOORS SHALL BE CONSTRUCTED OF TWO (2) SHEETS OF 18 GAUGE COLD ROLLED STEEL, WITH VERTICAL STIFFENERS NOT OVER 6" APART AND TOP AND BOTTOM EDGES REINFORCED HORIZONTALLY BY STEEL CHANNELS, JOINTS AT EDGES OF DOOR SHALL BE CONTINUOUSLY WELDED. DOORS SHALL BE SOUND DEADENED BY FILLING CORE WITH MINERAL WOOL INSULATION. THEY SHALL BE THOROUGHLY CLEANED OF GREASE AND OTHER IMPURITIES, FILLED FLUSH, AND GIVEN TWO (2) COATS OF BAKED-ON RUST RESISTANT METALLIC PRIMER. 2. SEE HARDWARE SCHEDULE FOR HARDWARE AND MANUFACTURERS. SPECIFICATIONS 1.COMPLETE SUBMITTALS ARE REQUIRED FOR APPROVAL PRIOR TO ANY ORDERING/ WORK 2.G.C. TO VERIFY THAT EXISTING DOORS TO REMAIN ARE IN GOOD WORKING CONDITION. AND SHALL KEEP THE EXISTING HARDWARE U.N.O. OR FOUND TO NOT FUNCTION PROPERLY. 3.NEW BEST LOCK LEVER TYPE HARDWARE, FINISH TO MATCH EXISTING. G.C. TO VERIFY IN FIELD. 4.EXIT DOORS SHALL BE OPERABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. CBC 1010.1.9 5.G.C. TO PROVIDE SIGNAGE ON PRIMARY EGRESS DOORS STATING "THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." 6.ALL FINISH HARDWARE TO COMPLY WITH ALL GOVERNING AND ACCESSIBILITY CODES. 7.ALL DOOR EDGES SHALL BE PRIMED AND PAINTED. VERIFY COLOR WITH INTERIOR ELEVATIONS. 8.PROVIDE A FLOOR MOUNTED DOOR STOP FOR DOORS THAT SWING AGAINST THE WALL. 9.ALL DOOR SILENCERS SHALL BE INSTALLED AFTER DOOR AND FRAME HAVE RECEIVED FINAL PAINTED. 10.INSTALL CAULKING AROUND DOOR FRAME JAMBS, HEAD AND AT BOTTOM OF FRAME. SEAL BOTTOM OF WOOD DOORS. 11.DOOR OPENING FORCE: FIRE DOORS SHALL HAVE A MINIMUM OPENING FORCE ALLOWABLE BY THE APPROPRIATE ADMINISTRATIVE AUTHORITY. THE MAXIMUM FORCE FOR PUSHING OR PULLING OPEN, EXTERIOR OR INTERIOR HINGED DOORS w/ CLOSER AND SLIDING OR FOLDING DOORS, SHALL NOT EXCEED FIVE POUNDS (22.2 N) MAXIMUM. 12.OVERHEAD AUTOMATIC SWITCH AIR CURTAINS MUST BE PROVIDED AT ALL DELIVERY DOORS. THE AIR CURTAIN WILL PRODUCE AN AIR FLOW (8) EIGHT INCHES THICK AT THE DISCHARGE OPENING AND WITH AN AIR VELOCITY OF NOT LESS THAN 1600 FPM (FEET PER MINUTE) ACROSS THE ENTIRE OPENING MEASURED AT THREE (3) FEET BELOW THE AIR CURTAIN. 13.HANDLES, PULLS, LATCHES, LOCKS, AND OTHER OPERABLE PARTS ON DOORS AND GATES THAT ARE IN A PATH OF TRAVEL SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST. (11B-309.4). OPERABLE PARTS OF SUCH HARDWARE SHALL BE 34" MINIMUM AND 44" MAXIMUM ABOVE THE FINISH FLOOR OR GROUND (11B-404.2.7) 14.ALL NEW DOORS MUST BE EQUIPPED WITH LEVEL TYPE HANDLE. 15.DOOR AND FRAME SHALL BE FULLY ASSEMBLED AND ALL HARDWARE SHALL BE INSTALLED BY SKILLED CRAFTSMEN AT THE FACTORY AND THE UNIT DELIVERED TO THE JOBSITE READY FOR INSTALLATION. THE DOOR, HARDWARE AND THE HARDWARE INSTALLATION SHALL CARRY A MANUFACTURER'S 14-MONTH WARRANTY W/ 24 HOUR SERVICE. (TOLL FREE NUMBER TO BE DISPLAYED ON DOOR). DOORS TO BE FACTORY FINISHED IN DARK BRONZE. 16.H4101 FLUSH BOLT ON INACTIVE LEAF OF PAIR ONLY. DOOR NOTES AND HARDWARE DOOR HINGES: USE 3-1/2" SCREWS (ALL HARDWARE TO BE STAINLESS STEEL) SIGNAGE: "MEN" / "WOMEN" / "UNISEX" ON TOILET ROOM DOOR SIGNAGE: "EMPLOYEE ONLY" ON PASSAGE DOOR DOOR CLOSER: LCN 1460 ALUMINUM CLOSER RESTROOMS THAT OPEN INTO A RETAIL FOOD ESTABLISHMENT MUST BE COMPLETELY ENCLOSED WITH SELF-CLOSING DOORS. 1 2 3 4 5 WITH TEMPERED VISION LIGHT KICK PLATE, FULL WIDTH OF DOOR @ 10 INCH MIN HT. AT BASE PROVIDE ACCESSIBLE IDENTIFICATION SYMBOLS 6 7 8 9 SEE FINISH SCHEDULES FOR PAINT COLOR 10 11 AIR CURTAIN 12 PROVIDE DECAL "NO DELIVERIES, USE BACK DOOR" 13 PROVIDE (HAGER, 4500 SERIES) PANIC HARDWARE TO EXIT DOOR. PANIC HARDWARE SHALL COMPLY WITH FIRE MARSHALS REQUIREMENTS. 14 INSULATED DOOR BY WALK-IN COMBO MANUFACTURER 15 PROVIDE DECAL "ALL DELIVERIES AT THIS DOOR" EXTERIOR DOORS ARE SELF-CLOSING, AND RODENT PROOFED REMARK NOTES 16 PROVIDE PRIVACY DEADBOLT WITH OCCUPANCY INDICATOR 17 PROVIDE SIGN "THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED" ABOVE DOOR. SIGN TO BE 1 INCH (25MM) HIGH AND IN CONTRASTING COLORS WITH BACKGROUND. SIGN TO BE ILLUMINATED DO O R S C H E D U L E A9.1 MARK SIZE DOOR DOORS BY COOLER MANUFACTURER HD W R . S E T PU S H / P U L L VI E W E R KI C K P L A T E PA N I C LO U V E R S WE A T H E R - ST R I P P I N G LO C K S E T CL O S E R TH R E S H ST O P BU T T S FRAME DETAIL QUANTITY FRAME REMARKS 11 15 102 103 104 105 101 13 DOOR SCHEDULE DOOR TYPES SCALE 3N.T.S. 106 11 15 107 WINDOW TYPES SCALE 12N.T.S.8 4 HARDWARE SET NO. 1: 1-1/2 PR. HINGES McKINNEY BEARING HINGES, 4-1/2" X 4-1/2" US26D 1 EA. PULL/PUSH HANDLE SCHLAGE 1 EA. FLOOR STOP BALDWIN #4000 FLOOR MOUNT 1 EA. KICKPLATE BURNS 8" X 30" X 8" 16GA. US628 1 EA. CLOSER LCN 1460 ALUMINUM CLOSER FOLLOWING ITEMS PROVIDED & INSTALLED BY G.C.: 1 EA. SIGN HANDICAP ACCESSIBILITY (ADA) 1 EA. SIGN AS REQD: "MEN" 7" X 2" "WOMEN" 7" X 2"HARDWARE SET NO. 2: 1-1/2 PR. HINGES McKINNEY BEARING HINGES, 4-1/2" X 4-1/2" US26D 1 EA. KICKPLATE BURNS 8" X 30" X 8" 16GA. US26D 1 EA. LATCHSET W/LOCK SCHLAGE SATURN X US26D 1 EA. 6"x6" VIEWING WINDOW 1 EA. CLOSER LCN 1460 ALUMINUM CLOSER DOOR HARDWARE S H E E T N U M B E R A2641 Pl o t t e d : 10 / 2 / 2 0 2 5 1 1 : 0 2 P M ( la u r e ) F i l e : 22 _ a 2 6 4 1 _ a 9 . 1 _ d o o r s c h e d u l e . d w g PROJECT NUMBER 2025.10.03 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL DATE SIGNED: 10/03/2025 1 1/24/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS 4 10/3/25 CHANGE BULLETIN MARK SIZE TYPE GLAZING WINDOW SCHEDULE A B C D E 16 OPERABLE FRAME FINISH FRAME MATERIAL REMARKS F 17 17 EXTERIOR DOOR JAMB 3" = 1'-0" SCALE 2" HOLLOW METAL FRAME ACCESS DOOR SEE DOOR SCHEDULE SEALANT & BACK ROD EACH SIDE, CONT. DBL 2x6 JAMB 5/8" GYPSUM BOARD SEE FINISH SCHEDULE INTERIOREXTERIOR 6" EXISTING AND/OR NEW 6" WINDOW TRIM WHERE OCCURS 2 LAYERS GRADE 'D' OR 60 MIN.GRADE 'D' MIN MOISTURE BARRIER(BLDG PAPER) TYPICAL BEHIND STUCCO & STONE VINEER 2x6 STUD WALL @ 16" O.C. FOAM SHAPE EXTERIOR DOOR HEAD 3" = 1'-0" SCALE 2" HOLLOW METAL FRAME ACCESS DOOR SEE DOOR SCHEDULE SEALANT & BACK ROD EACH SIDE, CONT. 6x HEADER 5/8" GYPSUM BOARD SEE FINISH SCHEDULE INTERIOREXTERIOR 6" EXISTING AND/OR NEW 6" WINDOW TRIM WHERE OCCURS 2x6 STUD WALL @ 16" O.C. FOAM SHAPE 2 LAYERS GRADE 'D' OR 60 MIN.GRADE 'D' MIN MOISTURE BARRIER(BLDG PAPER) TYPICAL BEHIND STUCCO & STONE VINEER 910 2"2" PARTITION WIDTH INTERIOR DOOR HEAD 3" = 1'-0" SCALE 5/8" GYP. BD. EA. SIDE EXTEND GYP. BD. INTO FRAME 5/8" MIN. JAMB ANCHOR HOLLOW METAL FRAME DOOR - PER SCHEDULE STANDARD RABBET 2" 5/ 8 " 5/ 8 " M I N . (T Y P . ) 1/2" EA. SIDE (TYP.) BOX HEADER SEE 5/ A7.1 5/8"2" 5/8" MIN. (TYP.) PA R T I T I O N WI D T H 1/ 2 " EA C H S I D E 2" 2" 5/8" GYPSUM BOARD EACH SIDE HOLLOW METAL FRAME DOOR - PER SCHEDULE INTERIOR DOOR JAMB 3" = 1'-0" SCALE DOUBLE METAL STUDS 4 NO PA R K I N G EV EV EV SECONDARY CONDUIT WITH PULL STRINGS TO UTILITY POWER COMPANY TRANSFORMER (VERIFY AND COORDINATE WITH SCE DESIGN FOR REQUIREMENTS AND DETAILS) 2" EMPTY CONDUIT WITH PULL STRING TO TELECOM P.D.C.(VERIFY AND COORDINATE) 'MDB' 1" C TO D.T. WINDOW 1"C TO 'C' J J MENU BOARD AND SPEAKER 1"C TO 'C' J PRE-ORDER BOARD DT SIGN J 1"C, PROVIDE PULL STRING (TYP. FOR PARKING LOT LIGHTING AND DT SIGN CIRCUITS) HP-3 'F' 'F' 'F' 'F''F' 'F' 'F''F' 'F' 'F''F' 'F' SITE DEVELOPMENT UNDER SEPARATE PERMIT HP-1 - (2#10 + #12 GND. CU) PANEL 'B' PANEL 'HP' B-70 HP-12,14 B-84 HP-8,10 B-78 B-72 HP-4,6 1.REFER TO E0.1 FOR ADDITIONAL GENERAL NOTES. 2.FIELD VERIFY EXACT LOCATION & ELECTRICAL REQUIREMENTS OF ALL HVAC EQUIPMENT WITH MECHANICAL CONTRACTOR PRIOR TO ORDERING RELATED ELECTRICAL EQUIPMENT. 3.ALL CONDUIT FOR THE CAT5 (TELEPHONE) SHALL BE EMT - NO FLEX CONDUIT. 4.COORDINATE ALL ROOF PENETRATIONS WITH THE LANDLORD. WRITTEN PERMISSION FROM THE LANDLORD SHALL BE RECEIVED PRIOR TO ANY WORK BEING PERFORMED. ALL ROOF PENETRATIONS TO BE BY LANDLORD'S CONTRACTOR AT TENANT'S ELECTRICAL CONTRACTOR'S EXPENSE. 5.ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR ALL COMMUNICATION WIRING. ALL CABLING SHALL BE BLUE PLENUM RATED CAT5e. ALL CABLE & TERMINATION SHALL BE TESTED & LABELED AT BOTH ENDS. THE ELECTRICAL CONTRACTOR SHALL TERMINATE ALL WIRING AT OUTLET LOCATIONS ON PLANS & CONNECT ALL WIRING TO THE PATCH PANEL FOR ALL COMMUNICATIONS. THE OWNER WILL CONNECT PATCH PANEL TO SERVER. 6.ALL COMMUNICATION OUTLETS SHALL HAVE A 1" CONDUIT STUB UP TO ACCESSIBLE CEILING SPACE FOR DATA WIRING. PROVIDE INSULATED BUSHING AT EACH CONDUIT END. VERIFY EXACT LOCATION WITH ARCHITECT PRIOR TO INSTALLATION. CONNECT ALL CABLES INTO IT SPACE. 7.ANY BRANCH CIRCUIT THAT SERVE NEW AIR COMPRESSORS, SHALL HAVE A "FULL SIZED" NEUTRAL CONDUCTOR (MATCHING THE CONDUCTOR SIZE OF THE CURRENT CARRYING CONDUCTORS INSTALLED). 8.ALL UNDERGROUND CONDUITS SHALL BE INSTALLED IN ACCORDANCE WITH N.E.C. 300.5. 9.ANY PROPOSED TRENCHING FOR ELECTRICAL CONDUITS SHOWN PLANS SHALL BE CONSIDERED AS SUGGESTED TRENCH ROUTING - CONTRACTOR TO ADJUST AS REQUIRED DUE TO SITE CONDITIONS. COORDINATE ROUTING OF ALL UNDERGROUND CONDUITS WITH YOSHINOYA'S CONSTRUCTION MANAGER PRIOR TO TRENCHING. 10.RECEPTACLES SHALL BE PROTECTED W/ GFCI DEVICES (RECEPTACLE OR BREAKER) CONTRACTOR TO PROVIDE LOWEST COST SOLUTION. THIS IS TO BE DETERMINED AND VERIFIED BY ELECTRICAL CONTRACTOR. AS REQUIRED BY CURRENT ADOPTED NEC CODE & ANY LOCAL AMENDMENTS . EL E C T R I C A L S I T E P L A N E1.1 GENERAL NOTES (AS APPLICABLE) S H E E T N U M B E R A2641 Pl o t t e d : 10 / 7 / 2 0 2 5 3 : 5 2 A M ( me p - 1 ) F i l e : be t t e r b u z z s a n t a a n a c a _ e l e c t r i c a l s e t . d w g PROJECT NUMBER 2024.06.27 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com MECHANICAL I ELECTRICAL I PLUMBING TE STA RNFOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL 2025-02-05 PLAN CHECK CORRECTIONS1 2025-04-07 PLAN CHECK CORRECTIONS2 2025-10-06 ELECTRICAL CLARIFICATIONS3 ELECTRICAL SITE PLAN 1SCALE 1" = 10'-0" N KEYNOTESKEYNOTES 3 3 BA K E R Y CA S E 28 " X 2 5 " KOBILE PICK-UP SHELVES GRAB-N-GO 1 2 3.2 5 6 E C.1 B AF E D C B AF 1 2 4 5 6 3 ENTRY EN T R Y 18 x 4 8 5- t i e r 18 x 4 2 18x60 5-tier 18 x 4 8 5- t i e r 18 x 4 2 18x60 5-tier 18x60 5-tier 18 x 3 6 5- t i e r 18x60 5-tier 18x60 5-tier 18x60 5-tier 18x60 5-tier 18x60 5-tier 18 x 3 6 5- t i e r BAKERY CASE BA K E R Y CA S E 28 " X 2 5 " KOBILE PICK-UP SHELVES GRAB-N-GO 1 2 3.2 5 6 E C.1 B AF E D C B AF 1 2 4 5 6 3 ENTRY EN T R Y 18 x 4 8 5- t i e r 18 x 4 2 18x60 5-tier 18 x 4 8 5- t i e r 18 x 4 2 18x60 5-tier 18x60 5-tier 18 x 3 6 5- t i e r 18x60 5-tier 18x60 5-tier 18x60 5-tier 18x60 5-tier 18x60 5-tier 18 x 3 6 5- t i e r BAKERY CASE J J J 1 1 2 TE L E . JJ J J J J 3 3 3 3 3 3 4 4 4 4 JJ 3 3 J4 6 5 J B-27 B-29 B-58 B-11J B-35 B-38,40,42 B-7 'B''HP' B-56 A-30 A-32 A-10,12 A-14,16 A-18,20 A-22,24 A-26,28 B-52 B-54 A-8 B-3 B-1 A-41 A-39 A-37 B-5 B-55 A-21,23 A-15,17 B-53 B-49 B-47 B-51 B-48 B-46 B-45 A-1 B-43 B-44 A-3 B-23,25 A-5 B-19 B-17 A-36,38 B-50 A-33,35A-19 A-27 A-31 A-25 C-15 A-11 A-4 A-2 A-6 A-11 A-13 B-60 'A'B-68 7 A-49 A-49 A-49 A-49 A-49 A-49 1.REFER TO E0.1 FOR ADDITIONAL GENERAL NOTES. 2.FIELD VERIFY EXACT LOCATION & ELECTRICAL REQUIREMENTS OF ALL HVAC EQUIPMENT WITH MECHANICAL CONTRACTOR PRIOR TO ORDERING RELATED ELECTRICAL EQUIPMENT. 3.ALL CONDUIT FOR THE CAT5 (TELEPHONE) SHALL BE EMT - NO FLEX CONDUIT. 4.COORDINATE ALL ROOF PENETRATIONS WITH THE LANDLORD. WRITTEN PERMISSION FROM THE LANDLORD SHALL BE RECEIVED PRIOR TO ANY WORK BEING PERFORMED. ALL ROOF PENETRATIONS TO BE BY LANDLORD'S CONTRACTOR AT TENANT'S ELECTRICAL CONTRACTOR'S EXPENSE. 5.ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR ALL COMMUNICATION WIRING. ALL CABLING SHALL BE BLUE PLENUM RATED CAT5e. ALL CABLE & TERMINATION SHALL BE TESTED & LABELED AT BOTH ENDS. THE ELECTRICAL CONTRACTOR SHALL TERMINATE ALL WIRING AT OUTLET LOCATIONS ON PLANS & CONNECT ALL WIRING TO THE PATCH PANEL FOR ALL COMMUNICATIONS. THE OWNER WILL CONNECT PATCH PANEL TO SERVER. 6.ALL COMMUNICATION OUTLETS SHALL HAVE A 1" CONDUIT STUB UP TO ACCESSIBLE CEILING SPACE FOR DATA WIRING. PROVIDE INSULATED BUSHING AT EACH CONDUIT END. VERIFY EXACT LOCATION WITH ARCHITECT PRIOR TO INSTALLATION. CONNECT ALL CABLES INTO IT SPACE. 7.ANY BRANCH CIRCUIT THAT SERVE NEW AIR COMPRESSORS, SHALL HAVE A "FULL SIZED" NEUTRAL CONDUCTOR (MATCHING THE CONDUCTOR SIZE OF THE CURRENT CARRYING CONDUCTORS INSTALLED). 8.ALL UNDERGROUND CONDUITS SHALL BE INSTALLED IN ACCORDANCE WITH N.E.C. 300.5. 9.ANY PROPOSED TRENCHING FOR ELECTRICAL CONDUITS SHOWN PLANS SHALL BE CONSIDERED AS SUGGESTED TRENCH ROUTING - CONTRACTOR TO ADJUST AS REQUIRED DUE TO SITE CONDITIONS. COORDINATE ROUTING OF ALL UNDERGROUND CONDUITS WITH YOSHINOYA'S CONSTRUCTION MANAGER PRIOR TO TRENCHING. 10.RECEPTACLES SHALL BE PROTECTED W/ GFCI DEVICES (RECEPTACLE OR BREAKER) CONTRACTOR TO PROVIDE LOWEST COST SOLUTION. THIS IS TO BE DETERMINED AND VERIFIED BY ELECTRICAL CONTRACTOR. AS REQUIRED BY CURRENT ADOPTED NEC CODE & ANY LOCAL AMENDMENTS . EL E C T R I C A L P O W E R P L A N E2.1 GENERAL NOTES (AS APPLICABLE) S H E E T N U M B E R A2641 Pl o t t e d : 10 / 7 / 2 0 2 5 3 : 4 5 A M ( me p - 1 ) F i l e : be t t e r b u z z s a n t a a n a c a _ e l e c t r i c a l s e t . d w g PROJECT NUMBER 2024.06.27 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com MECHANICAL I ELECTRICAL I PLUMBING TE STA RNFOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL 2025-02-05 PLAN CHECK CORRECTIONS1 2025-04-07 PLAN CHECK CORRECTIONS2 2025-10-06 ELECTRICAL CLARIFICATIONS3 ELECTRICAL POWER PLAN 1/4" = 1'-0"1SCALE 1/4" = 1'-0" N KEYNOTES 1 KEYNOTES 1 (N) ELECTRICAL PANEL, SEE ELECTRICAL DRAWINGS 2 MAIN SWITCHBOARD 3 JUNCTION BOX FOR SIGNAGE 4 RECESSED MOUNT 20A DUPLEX GFI POP-UP RECEPTACLES W/ 20USB CHARGING PORT 5 LIGHTING CONTROL PANEL 6 TELEPHONE TERM BACKBOARD LEGEND DATA POINT OF CONNECTION PHONE JACK (E) DENOTES EXISTING DEVICE TO REMAIN (D) DENOTES EXISTING DEVICE TO BE DEMOLISHED (N) DENOTES NEW DEVICE (R) DENOTES DEVICE TO BE RELOCATED. J JUNCTION BOX TV TELEVISION JACK LEGEND COMBO PHONE AND DATA RECEPTACLE MOUNTED FLUSH SINGLE RECEPTACLE (E) DENOTES EXISTING DEVICE TO REMAIN (D) DENOTES EXISTING DEVICE TO BE DEMOLISHED (R) DENOTES DEVICE TO BE RELOCATED. J TV DUPLEX RECEPTACLE QUAD RECEPTACLE ISOLATED GROUND DUPLEX RECEPTACLE HIGH VOLTAGE RECEPTACLE ELECTRICAL INTERCONNECTION 7 ALL 120V AND 240V KITCHEN OUTLETS SHALL BE GFCI PROTECTED (C) DENOTES NEW DEVICE IN CEILING 3 1. FIELD VERIFY MINIMUM AIC RATINGS OF EXISTING ELECTRICAL EQUIPMENTS. 2. ADJUST CIRCUITING ON PANELBOARDS AS REQUIRED TO MAINTAIN MAXIMUM 10% LOAD IMBALANCE. 3. PROVIDE A COMPLETE TYPED DIRECTORY IN EACH PANELBOARD TO INCLUDE EXISTING LOADS TO REMAIN AS WELL AS NEW LOADS. DIRECTORY SHALL INDICATE EQUIPMENT NAME AND/OR ROOM NUMBER OF EQUIPMENT OR DEVICES FOR BOTH NEW AND EXISTING LOADS PER NEC 408.4. 4. PANELBOARDS IDENTIFICATION LABEL SHALL INCLUDE THE NAME WHERE POWER SUPPLY ORIGINATES PER NEC 408.4. 5. CIRCUIT BREAKERS SERVING FIRE ALARM SYSTEM PANELS AND POWER SUPPLIES SHALL BE IDENTIFIED AS FIRE ALARM, PROVIDED WITH LOCK ON DEVICE, AND HAVE A RED COLORED HANDLE OR PAINTED RED. 6. FIELD VERIFY AVAILABLE FAULT CURRENT AT SERVICE ENTRANCE WITH UTILITY COMPANY PRIOR TO PROCUREMENT OF ELECTRICAL DISTRIBUTION EQUIPMENT AND VERIFY MINIMUM FAULT INTERRUPTING RATINGS OF MAIN SWICTHBOARD AND BRANCH PANELBOARD. 7. ALL OVERCURRENT DEVICES IN AN INDIVIDUAL PIECE OF EQUIPMENT SHALL HAVE AN AIC RATING EQUAL TO THE OVERALL RATING OF THE EQUIPMENT. 8. ALL TERMINATIONS AND ENCLOSURES SHALL BE RATED FOR USE WITH 75 DEGREE CELSIUS CONDUCTORS. 9. ALL SERVICE ENTRANCE EQUIPMENT, SWITCHBOARDS, DISTRIBUTION BORADS, AND PANELBOARDS RATED AT 400AMPS OR GREATER, SHALL BE PROVIDED WITH A MAIN OVERCURRENT DEVICE AND BUSSING RATED AT 100% CONTINUOUS OPERATION. 10. ALL BRANCH OR FEEDER CIRCUIT OVER CURRENT DEVICES RATED AT 400AMPS OR HIGHER SHALL BE RATED FOR 100% EL E C T R I C A L S I N G L E L I N E A N D P A N E L S C H E D U L E E4.1 GENERAL NOTES (AS APPLICABLE) S H E E T N U M B E R A2641 Pl o t t e d : 11 / 7 / 2 0 2 5 8 : 2 0 A M ( cr i v a ) F i l e : be t t e r b u z z s a n t a a n a c a _ e l e c t r i c a l s e t . d w g PROJECT NUMBER 2024.06.27 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 Kevin MacDonald 801 University Avenue San Diego, CA 92103 kevin.macdonald@betterbuzzcoffee.com 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com MECHANICAL I ELECTRICAL I PLUMBING TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2027 M C - 24421 RENEWAL 2025-02-05 PLAN CHECK CORRECTIONS1 2025-04-07 PLAN CHECK CORRECTIONS2 2025-10-06 ELECTRICAL CLARIFICATIONS3 2025-11-07 PLAN CHECK CORRECTIONS4 TO UTILITY POWER COMPANY (VERIFY REQUIREMENTS) SEE DETAIL # 2/0 PANEL 'A' 200A 3P F2004 1 PANEL 'B' 200A 3P F2004 2 PANEL 'C' 100A 3P F1004 3 PANEL 'D' 225A 3P F2254 4 100A 3P 5 600A 3P PANEL MDB: 600A, 120/208V, 3PH, 4W, 65 KAIC U G P S M EWH-1 COPPER FEEDER SCHEDULE 3PH, 4W, w/ GROUND FEEDER F8004 F6004 F4004 F2504 F2254 F2004 F1754 F1504 F1254 F1004 F904 F804 F704 F604 F504 F404 F304 F204 F10004 F12004 F16004 F20004 F30004 F40004 AMPS 20 30 40 50 60 70 80 90 100 125 150 175 200 225 250 400 600 800 1000 1200 1600 2000 3000 4000 CONDUIT 3/4"C 3/4"C 3/4"C 1"C 1"C 1-1/4"C 1-1/4"C 1-1/4"C 1-1/2"C 2"C 2"C 2"C 2"C 2-1/2"C 3"C 4"C (2) 3"C. (2) 4"C (3) 4"C (4) 3"C (5) 4"C (5) 5"C (8) 5"C (10) 5"C CONDUCTOR 4#12 4#10 4#6 4#8 4#4 4#4 4#2 4#2 4#1 4#1/0 4#1/0 4#2/0 4#3/0 4#4/0 4#250KCMIL 4#500KCMIL 4#350KCMIL 4#500KCMIL 4#500KCMIL 4#350KCMIL 4#500KCMIL 4#600KCMIL 4#500KCMIL 4#600KCMIL GROUND #12 #10 #10 #10 #10 #8 #8 #8 #8 #6 #6 #6 #6 #4 #4 #2 #1 #1/0 #3/0 #3/0 #4/0 250KCMIL 500KCMIL 500KCMIL KEYED NOTE: MAIN BREAKER OF 600A MUST BE ON CONTINUOUS DUTY RATING1 1 F1004 PANEL 'HP' 225A 3P F2254 6 1 F3004 300 3"C 4#350KCMIL #4 EV CAPABLE SPACES EV CAPABLE SPACES 65 NO PA R K I N G (E)MCDONALD'S ZONE:SP1 ZONE:SP1 ZONE:R1 EN T R Y ENTRY 8 AS2.1 DN DN EV EV EV PROPOSEDBETTER BUZZ WITHDRIVE-THRU APPROX. 1,753GROSSS.F. 1,634NETS.F. ACCESSIBLEPATH OFTRAVEL ACCESSIBLEPATH OFTRAVEL 65 15'-0" BLDGSETBACK 41'-3" 10'-2" 25'-0" 174'-6" STREETFRONTAGE 285'-6" PTOW.17THSTREET 10'-1" 10 ' - 2 " 3' - 2 " 12'-0" 49'-6"16'-0"7'-6"11'-0"3'-6" 45 ' - 1 0 " 5' - 2 " 12 ' - 0 " 50 ' - 1 0 " 44'-5" 28'-0" 12 ' - 0 " 38'-0"4'-0"4'-0" 11'-0" 13 ' - 2 " 1' - 6 " 12 ' - 0 " 3' - 1 0 " 6' - 4 " 6' - 6 " 17 ' - 4 " 18'-1"19'-0" 8' - 7 " 25 ' - 1 1 " W. 1 7 T H S T R E E T 8'-0" 13 ' - 4 " 18 ' - 2 " 22'-0" 10'-0" 15'-0"15'-0" 8' - 6 " 8" (E)MCDONALD'S ZONE:SP1 ZONE:SP1 ZONE:R1 R.20' R.20' R.20' R.20' R.20' (N)"NOLEFT TURN"SIGN N1°32'07"E92.24' L=27.89',R=185.00'D=8°38'11" L=12.41',R=72.00'D=9°52'46" S11°24'53"W42.82' R.20' 3'-0"LANDSCAPED SETBACK 4'LANDSCAPED SETBACK PROPERTYLINE (N)MONUMENT SIGN (E)PORTIONOFISLAND TOBEREMOVED (E)PUBLICSIDEWALK (N)CURBCUT (N)8'CMUWALLTO BEINSTALLEDAT PROPERTYLINE (E)6'CMUWALL (E)CONCRETE CURB PROPERTY LINE (E)LANDSCAPEAREA (E)LANDSCAPEAREA (E)LANDSCAPEAREA (E)8'CMUWALLTOBE REMOVED 10'LANDSCAPED SETBACK (E)PUBLICSIDEWALK (E)FIREHYDRANT S1°32'05"W174.36' N8 9 ° 1 1 ' 5 9 " W 11 0 . 6 9 ' S8 9 ° 1 1 ' 5 6 " E 9 9 . 5 7 ' (E)STREETLIGHT 24"VEHICLE OVERHANG COVEREDTRASH ENCLOSURE (AREA:125SF) 3'LANDSCAPE SETBACK NEWLANDSAPING,SEE LANSCAPEPLANS. PROPERTYLINE HERRINGBONESTAMPEDAND COLOREDCONCRETE R.24'R.20' R.20' 203'-7" TOP/UWDW. 80'-1" TOMENU BD. 15'SIGHTTRIANGLE PEREXHIBIT'A'AT DRIVEWAY 15'SIGHTTRIANGLE PEREXHIBIT'A'AT DRIVEWAY DN. PROPERTYLINE (E)5'CMUWALL 40'X16'STAGING AREA. DRIVEWAYAND STAGINGAREA TOWITHSTAND 60,000LBS. (2)3YARDDUMPSTERS 64GALLONTRASHBIN TZ-400-ECATRAPZILLA GREASEINTERCEPTOR 10'LANDSCAPED SETBACK DN. DN. (4)BICYCLEPARKING SPACES N.BRISTOLSTREET 2'-0" 4'-0" (E)STREETLIGHT 2'-0" 18'-0"15'-8" 17'-8" 4'-6" HEIGHTCLEARANCE BAR 3 AS2.2 PREVIEWMENU BOARD 5 AS2.2 LANDSCAPED AREA DRIVETHRU ORDER/MENU BOARD 1 AS2.2 (N)SPEAKERPOST ANDCANOPYWITH DETECTORLOOP EN T R Y ENTRY NOPARKINGSIGN UNDERSEPARATE PERMIT 12 AS2.1 LIGHTPOLEUNDER SEPARATEPERMIT LIGHTPOLEUNDER SEPARATEPERMIT, TYP. (E)POWERPOLEWITH POLE-MOUNTED TRANSFORMERUNDER SEPARATEPERMIT PATIOLIGHTING. SEEELECTRICAL CURBRAMPUNDER SEPARATEPERMIT CURBRAMPUNDER SEPARATEPERMIT CONCRETE PAVEMENTFOR DRIVE-THRU FLATWORKFOR PATIOAREA FUTUREPARKINGSTATION PEDESTALCONNECTTO BUILDINGPANEL,TYP. PR O V I D E ( 5 ) EV C A P A B L E S P A C E S 15'-1" 22'-6"8' - 6 " EV CAPABLE SPACES EV CAPABLE SPACES EV CAPABLE SPACES (F O R R E F E R E N C E O N L Y ) SI T E P L A N AS1.1SITEPLAN(FORREFERENCEONLY)SCALE 81"=10'-0" N GENERALNOTES 1.THISISACONCEPTUALSITEPLAN.UNLESSOTHERWISENOTED,ALLELEMENTSAND CONDITIONSAREEXISTING. 2.GENERAL(E)SURFACEDRAINAGEPATTERN,INCLUDING(E)ROOFDRAINAGELOAD TRANSFERREDTOGROUNDLEVEL,ISTOREMAINASIS. 3.VEHICULARACCESSDRIVESMUSTBEPROVIDEDANDMAINTAINEDSERVICEABLE THROUGHOUTCONSTRUCTION. 4.CONTRACTORSHALLERECTANDMAINTAINBARRICADES,WARNINGSIGNSAND TRAFFICCONESPERLOCALREQUIREMENTS.ACCESSTODRIVEWAYSTOBE MAINTAINEDATALLTIMES.ALLTRAFFICCONTROLMEASURESSHALLBEAPPROVED ANDINPLACEPRIORTOANYCONSTRUCTIONACTIVITY. 5.ALLMATERIALSANDWORKMANSHIPFORPUBLICFACILITIESTOCONFORMTOCITY STANDARDCONSTRUCTIONSPECIFICATIONS. 6.CONTRACTORSHALLSWEEPENTIRESITEORPORTIONSOFSITETOBEUSEDBYTHE PUBLICANDSURROUNDINGRIGHT-OF-WAYAREAOFTHESTREETPRIORTOUSEBY THEGENERALPUBLIC,IFACCESSIBLETOTHEPUBLIC. 7.THESITESHALLBEKEPTFREEOFFIREHAZARDSFROMTHESTARTOF CONSTRUCTIONTOFINALINSPECTION. 8.THEG.C.SHALLIMPLEMENTABESTMANAGEMENTPRACTICESTORMWATERFORALL ACTIVITIESPERCALGREENREQUIREMENTS. 9.THEG.C.ISRESPONSIBLETOVERIFYALLUNDERGROUNDUTILITIESPRIORTO PERFORMINGEXTERIORWORK.CALL811BEFOREDIGGING. 10.G.C.TOVERIFYANYABRUPTCHANGEINLEVELEXCEEDING1/2"EXISTINGCONCRETE SLAB/ASPHALTTRANSITIONFROMENTRYTOPUBLICWAY/ACCESS.G.C.TOPROVIDE CLEARPATHOFTRAVEL,PERSECTION11B-303. 11.SITE&PARKINGAREEXISTINGTOREMAINUNCHANGED,UNLESSOTHERWISENOTED. 12.BUILDINGSSHALLHAVEAPPROVEDADDRESSNUMBERS,BUILDINGNUMBERSOR APPROVEDBUILDINGIDENTIFICATIONPLACEDINAPOSITIONTHATISPLAINLYLEGIBLE ANDVISIBLEFROMTHESTREETORROADFRONTINGTHEPROPERTY,CONTRASTING WITHTHEIRBACKGROUND.NUMBERSSHALLBEAMINIMUMOF6INCHESHIGHWITH AMINIMUMSTROKEOF.5INCHES.WHEREACCESSBYMEANSOFAPRIVATEROAD ANDTHEBUILDINGCANNOTBEVIEWEDFROMTHEPUBLICWAY,AMONUMENT,POLE OROTHERSIGNORMEANSSHALLBEUSEDTOIDENTIFYTHESTRUCTURE.(CFC505.1) 13.THEG.C.ISRESPONSIBLETOFIELDVERIFYANDLOCATEALLWETANDDRYUTILITIES CONNECTIONPOINTSPRIORTOANYDEMOLITIONORCONSTRUCTION.(I.E.GAS, WATERANDSEWER,CLEANOUTS,ETC. LEGEND ACCESSIBLEPATHOFTRAVEL PATHOFTRAVELNOTE: NOABRUPTCHANGESOFELEVATIONALONGTHEPATHOFTRAVEL SHOWN.THESLOPEANDCROSSSLOPEALONGTHEPATHOF TRAVELSHALLNOTEXCEED5%AND2%RESPECTIVELY. INSPECTORTOVERIFY. SHEETNUMBER A2641 Pl o t t e d : 9/ 2 0 / 2 0 2 5 8 : 1 3 A M ( bb e e b ) F i l e : 06 _ a 2 6 4 1 _ a s 1 . 1 _ s i t e p l a n . d w g PROJECTNUMBER 2025.05.02 DATE REVISIONS STAMP SHEETSBEARINGTHISSEALANDWETSIGNATURE AREAUTHENTICATED.RESPONSIBILITYFORALL OLDERPLANS,SPECIFICATIONSORINSTRUMENTS AREDISCLAIMED. P R O J E C T L O C A T I O N CONSULTANT S H E E T T I T L E C COPYRIGHT2025-DESIGNS,DRAWINGSANDSPECIFICATIONSAREINSTRUMENTSOFSERVICEANDARETHEPROPERTYOFTHEDESIGNPROFESSIONAL.REPRODUCTIONPROHIBITEDWITHOUTTHEEXPRESSEDWRITTENCONSENTOFTHEDESIGNPROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 KevinMacDonald 801UniversityAvenue SanDiego,CA92103 kevin.macdonald@betterbuzzcoffee.com 9431HAVENAVENUE,SUITE212 RANCHOCUCAMONGA,CA91730 P.909.259.9971|F.909.944.8409 www.AmorArch.com WESTCOAST|CENTRAL|EASTCOAST SHEETSBEARINGTHISSEALANDWETSIGNATURE AREAUTHENTICATED.RESPONSIBILITYFORALL OLDERPLANS,SPECIFICATIONSORINSTRUMENTS AREDISCLAIMED. TE STA RNFOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2025 M C-24421 RENEWAL DATESIGNED:05/02/2025 1 1/24/25PLANCHECKCORRECTIONS 2 4/1/25PLANCHECKCORRECTIONS 3 5/2/25PLANCHECKCORRECTIONS 1 AS2.1 8 A1.1 PARKINGINFORMATION PER2022CBCCALGREENTABLE5.106.5.3.1, ACTUALPARKINGSTALLS:11 REQUIREDEVCAPABLESPACES:4 PROVIDEDEVCAPABLESPACES:5 SUMMARYPARKINGSTALLS: STANDARDPARKINGSTALL 5 ACCESSIBLEPARKINGSTALL 1 EVCAPABLEPARKINGSPACES 5 TOTALPARKINGSTALLS 11 EVCAPABLESPACESNOTES EVCAPABLESPACESSHALLBEPROVIDEDINACCORDANCEWITHTABLE5.106.5.3.1AND THEFOLLOWINGREQUIREMENTS: 1.RACEWAYSCOMPLYINGWITHTHECALIFORNIAELECTRICALCODEANDNOLESS THAN1-INCH(25MM)DIAMETERSHALLBEPROVIDEDANDSHALLORIGINATEATA SERVICEPANELORASUBPANEL(S)SERVINGTHEAREA,ANDSHALLTERMINATEIN CLOSEPROXIMITYTOTHEPROPOSEDLOCATIONOFTHEEVCAPABLESPACEAND INTOASUITABLELISTEDCABINET,BOX,ENCLOSUREOREQUIVALENT.ACOMMON RACEWAYMAYBEUSEDTOSERVEMULTIPLEEVCAPABLESPACES. 2.ASERVICEPANELORSUBPANEL(S)SHALLBEPROVIDEDWITHPANELSPACEAND ELECTRICALLOADCAPACITYFORADEDICATED208/240VOLT,40-AMPEREMINIMUM BRANCHCIRCUITFOREACHEVCAPABLESPACE,WITHDELIVERYOF30-AMPERE MINIMUMTOANINSTALLEDEVSEATEACHEVCS. 3.THEELECTRICALSYSTEMANDANYON-SITEDISTRIBUTIONTRANSFORMERSSHALL HAVESUFFICIENTCAPACITYTOSUPPLYFULLRATEDAMPERAGEATEACHEV CAPABLESPACE. 4.THESERVICEPANELORSUBPANELCIRCUITDIRECTORYSHALLIDENTIFYTHE RESERVEDOVERCURRENTPROTECTIVEDEVICESPACE(S)AS"EVCAPABLE".THE RACEWAYTERMINATIONLOCATIONSHALLBEPERMANENTLYANDVISIBLYMARKED AS"EVCAPABLE." 3 3 3 SEE FOOTING DETAIL "A" SEE FOOTING DETAIL "B" SEE FOOTING DETAIL "B" DETAIL "A" DETAIL "B" DETAIL "C" SEE FOOTING DETAIL "C" 4 09/22/25 DRIVE THRU EQUIP. FOOTINGS 2026 09/22/2025 G A.G.LGEOTECHNICA CITY OF SANTA ANA Planning and Building Agency may, lS. Approved FNR�.ERMIT ISSUANCE 16555 Sherman Way, Suite A - Van Nuys, CA 91406 - Office: (818) 785-5244 - Facsi ile: (818) 785-6251 Master ID: Date: April 18, 2025 Proj ct No. 32-6235-04 Mr. Amir Houriani 714 S. Plymouth Blvd. Los Angeles, CA 90005 Subject: ADDENDUM REPORT— UPDATED SEISMIC DESIGN Proposed 1-Story Drive-Thru Restaurant Building On -Grade 1601 - 1607 N. Bristol Street Santa Ana, California References: DOCUMENT REPORT NO. DATE PREPARED BY Addendum Report 32-6235-03 02/16/24 AGI Geotechnical, Inc. Addendum Report 32-6235-02 10/02/23 AGI Geotechnical, Inc. Addendum Report 32-6235-01 05/16/23 AGI Geotechnical, Inc. Soils Report 32-6235-00 08/29/22 AGI Geotechnical, Inc. Dear Mr. Houriani: This addendum report has been prepared to present the updated seismic design parameters for the subject site. California Building Code Seismic Parameters Based on information derived from the subsurface exploration, we classified the subject site as Site Class D, which corresponds to a "Stiff Soil' Profile, in accordance with the 2022 California Building Code (2022 CBC) which refers to ASCE 7-16. Per Section 11.4.8 ofASCE 7-16, structures shall be designed for the seismic response coefficient Cs determined by Eq. (12.8-2) for values of T s 1.5 Ts, as 1.5 times the value computed in accordance with Eq. (12.8-3) for TL >_ T > 1.5 Ts, or as 1.5 times the value computed in accordance with Eq. 37.5 (12.8-4) for T > TL where: T = the fundamental period of the building Ts = SD1/SDS TL = long -period transition period The design spectral response acceleration parameters presented on the following table generated by the U.S. Seismic Design Map Website (https:Hseismicmaps.org), may be utilized for seismic design: Engineering Geology - Soil Engineering Mr. Amir Houriani Project No. 32-6235-04 1601-1607 N. Bristol Street April 18, 2025 2022 CBC SEISMIC DESIGN PARAMETERS (Site Class D) CITY OF SANTA ANA Planning and Building Agency Page Approved FOR PERMIT ISSUANCE Master ID: Date: Site Location (Latitude, Longitude): (33.7588,-117.8847) Spectral Period, T (Seconds) MCER Ground Motion (g) Site -Modified Spectral Acceleration (g) Seismic Design Acceleration (g) 0.2 Ss = 1.314 Fa = 1.0 Sms = 1.314 SDs = 0.876 1.0 S1 = 0.468 Fv = 1.7 Snm = 0.796 SD1 = 0.531 Site Modified Peak Ground Acceleration PGAM = 0.612g Long Period Transition Period TL= 8 Seconds Seismic Design Category: D Seismic Risk Category: II All the previous recommendations contained in the referenced report not modified herein remain in effect and should be followed. RespectfMR..E. A. NC Bru a S Senior Engineer MBSJcv r�O��pFESS/Oiyq! �11U CE rr. Exp. 06 30 26 cF0rE(c NA ?Zc OF CAUF�/ Distribution: (3) Mr. Amir Houriani Enclosures: U.S. Seismic Design Maps n A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 /�� Office: (818)785-5244 • Facsimile: (818)785-6251 CITY OF SANTA ANA 4/18/25, 9:52 AM U.S. Seismic Design Maps Planning and Building Agency USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in USGS web services are now operational so this tool should work as expected. 1601-1607 N. Bristol Street, Santa Ana Latitude, Longitude: 33.7588,-117.8847 W 17th St W 17th St Z Z W � N (,Santa Ana College I McDonald's I Go gle Campus Dr Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.314 S1 0.468 SMs 1.314 SMI null -See Section 11.4.E SDS 0.876 SDI null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1 Fv null -See Section 11.4.8 PGA 0.556 FPGA 1.1 PGAM 0.612 T, 8 SsRT 1.314 SsUH 1.417 SsD 1.63 S1RT 0.468 S1UH 0.506 S1D 0.6 PGAd 0.673 PGAOH 0.556 CRS 0.928 CR1 0.924 Cv 1.363 it error. Approved FATPI ANCE Master ID: Date: W 17th St o �Q cn - Newsong Church 10ten o -n 0 CL m .- < 3 M Cn W 15th St 4/18/2025, 9:52:22 AM ASCE7-16 II D - Stiff Soil Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCER peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient Map data 02025 https://www.seismicmaps.org 1/2