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BCOM2019-0072 - Structural Calcs - 2nd SubmittalSTRUCTURAL CALCULATIONS (A Resident and Resort Hospitality Project) Pendry Clubhouse La Quinta, County of Riverside, CA Gouvis Job No.: 65198 Developer: The Robert Green Company Architect: BAR Architects 949.752.1612 15 Studebaker Irvine, CA 92618 www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam electronic signature of Huan Nguyen, Hereon. Huan Nguyen, Director C64238 Exp. Date 6/30/2021 The attached calculations are valid only when bearing original or Restrictive Notice: These designs, calculations, and specifications are the exclusive property of Gouvis Engineering Consulting Group. They are the subject of copyright and other legal protection. They may be used only by their intended recipient and only for the project depicted herein. No part of these calculations are to be copied, transferred, reproduced, nor can they be used, in whole or in part, by any other person or for any other project or structure, without the prior express written consent of Gouvis Engineering Consulting Group. © 2017 Gouvis Engineering Consulting Group Inc. - All Rights Reserved GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 DESIGN CRITERIA: A.Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, Ss = 1.50, S1 = 0.65, SDS=1.000, SD1=0.650, RX =6.5, RY =6.5 B.Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, 8X Beams and Headers: No.1 or Better 2X Joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better Parallam PSL Beams and Headers: Grade 2.0E DF, Fb = 2900 psi(MIN), FV = 290 psi(MIN) Versa-Lam LVL Beams and Headers: Grade 2.0E, Fb = 2900 psi(MIN), FV = 285 psi(MIN) TimberStrand LSL Beams and Headers: Grade 1.55E, Fb = 2325 psi(MIN), FV = 425 psi(MIN) TimberStrand LSL Rim Board and Headers: Grade 1.3E, Fb = 1700 psi(MIN), FV = 425 psi(MIN) Glu-Lam Beams and Headers: 24F-V4, DF/DF, 1.8E, Fb = 2400(T)/1850(B) psi (MIN), FV = 265 psi(MIN) C.CONVENTIONAL 1-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E):DL = 15 INTERIOR WALL (WALL_I):DL = 10 PRIMARY ROOF (ROOF_P) Pitch:0.25 K = Increase for pitch: 1.00/12 Typ. Truss @ 24" O/C x K 2.40 Plywood(1/2") x K 1.55 1/2" Gyp. Board 2.20 Flat x K 6.50 sprinkler:1.00 Misc:2.35 Snow Load:0.00 Dead Load:16.00 Live Load:20.00 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM GT#1 (DROP): GT @ FRONT OF COVERED OUTDOOR @ 1st Floor Loads (Downward +) SELF_WEIGHT 40 plf from 0.00ft to 25.50ft ROOF_P 180 PLF = 10.00' x (16.00+20.00)/2 from 0.00' to 25.50' 25.50 DOWN (D+Lr+L/Max. Comb.) 2805/2805DOWN (D+Lr+L/Max. Comb.)2805/2805 UP (D+Lr+L/Max. Comb.) 0/0UP (D+Lr+L/Max. Comb.)0/0 *** TRUSS DESIGN BY OTHER *** BEAM GT#2 : GT @ OVER LOUNGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 40 plf from 0.00ft to 25.00ft ROOF_P 288 PLF = 16.00' x (16.00+20.00)/2 from 0.00' to 25.00' 25.00 DOWN (D+Lr+L/Max. Comb.) 4100/4100DOWN (D+Lr+L/Max. Comb.)4100/4100 UP (D+Lr+L/Max. Comb.) 0/0UP (D+Lr+L/Max. Comb.)0/0 *** TRUSS DESIGN BY OTHER *** GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM GT#3 : GT @ OVER KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 30 plf from 0.00ft to 33.00ft ROOF_P 72 PLF = 4.00' x (16.00+20.00)/2 from 0.00' to 33.00' 16.50 29.75 33.00 DOWN (D+Lr+L/Max. Comb.) 672/672DOWN (D+Lr+L/Max. Comb.)1858/1858DOWN (D+Lr+L/Max. Comb.)836/836 UP (D+Lr+L/Max. Comb.) 0/0UP (D+Lr+L/Max. Comb.)0/0UP (D+Lr+L/Max. Comb.)0/0 *** TRUSS DESIGN BY OTHER *** BEAM GT#4 : GT @ OVER KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 40 plf from 0.00ft to 21.50ft ROOF_P 144 PLF = 8.00' x (16.00+20.00)/2 from 0.00' to 21.50' 21.50 DOWN (D+Lr+L/Max. Comb.) 1978/1978DOWN (D+Lr+L/Max. Comb.)1978/1978 UP (D+Lr+L/Max. Comb.) 0/0UP (D+Lr+L/Max. Comb.)0/0 *** TRUSS DESIGN BY OTHER *** GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 1 : FL BM @ LEFT OF MAIL ROOM @ 1st Floor Loads (Downward +) SELF_WEIGHT 9 plf from 0.00ft to 22.00ft ROOF_P 189 PLF = 10.50' x (16.00+20.00)/2 from 0.00' to 22.00' Reactions (D+Lr+L/Max. Load comb.) Down 587/587 1992/1992 1777/1777 Up 0/0 0/0 0/0 USE DFL NO2 4 x 10 (Fb = 900, Fv = 180) Critical Shear =-832 LB @ 7.17' 1.5xV/(F'v x A)=0.171 F'v = 225, A = 32.38 Critical Moment =-1639 LB-FT @ 8.00' M/(F'b x S)=0.29 F'b = 1350, S = 49.91 Critical Deflection for TL = -0.025 INCH @ 22.00' L/180 = 0.267" Critical Deflection for LL = -0.013 INCH @ 22.00' L/270 = 0.178" 8.00 18.00 22.00 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -832 -1639 -0.026 BEAM 2 : FL BM @ FRONT OF LOUNGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 9 plf from 0.00ft to 9.00ft ROOF_P 180 PLF = 10.00' x (16.00+20.00)/2 from 0.00' to 9.00' Reactions (D+Lr+L/Max. Load comb.) Down 850/850 850/850 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fb = 900, Fv = 180) Critical Shear =-693 LB @ 8.17' 1.5xV/(F'v x A)=0.143 F'v = 225, A = 32.38 Critical Moment =1914 LB-FT @ 4.50' M/(F'b x S)=0.34 F'b = 1350, S = 49.91 Critical Deflection for TL = -0.076 INCH @ 4.50' L/240 = 0.450" Critical Deflection for LL = -0.040 INCH @ 4.50' L/480 = 0.225" 9.00 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:Lr + L -693 1914 -0.040 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 3 : FL BM @ LEFT OF MAIL ROOM @ 1st Floor Loads (Downward +) SELF_WEIGHT 13 plf from 0.00ft to 10.50ft ROOF_P 36 PLF = 2.00' x (16.00+20.00)/2 from 0.00' to 10.50' Point from Support 2 of Beam 1 @ 0ft, ( D=936 Lr=1057 ) (P1) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2625/2625 0/0 Up 0/0 -118/-118 USE TIMBERSTRAND 3 1/2"x 9 1/4" 1.55E (Fb = 2325, Fv = 310) Critical Shear =-2050 LB @ 1.17' 1.5xV/(F'v x A)=0.245 F'v = 388, A = 32.38 Critical Moment =-3044 LB-FT @ 1.50' M/(F'b x S)=0.25 F'b = 2977, S = 49.91 Critical Deflection for TL = -0.066 INCH @ 0.00' L/180 = 0.100" Critical Deflection for LL = -0.036 INCH @ 0.00' L/270 = 0.067" 1.50 10.50 P1 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -2050 -3044 -0.066 BEAM 4 : FL BM @ LEFT OF MAIL ROOM @ 1st Floor Loads (Downward +) SELF_WEIGHT 13 plf from 0.00ft to 30.00ft ROOF_P 468 PLF = 26.00' x (16.00+20.00)/2 from 0.00' to 16.75' ROOF_P 216 PLF = 12.00' x (16.00+20.00)/2 from 16.75' to 30.00' Reactions (D+Lr+L/Max. Load comb.) Down 1465/1465 4368/4368 2998/2998 1681/1681 Up 0/0 0/0 0/0 0/0 w/ 2-2X4 at support 2 (at 8'-3") (1) USE TIMBERSTRAND 3 1/2"x 9 1/4" 1.55E (Fb = 2325, Fv = 310) Critical Shear =-1915 LB @ 7.42' 1.5xV/(F'v x A)=0.229 F'v = 388, A = 32.38 Critical Moment =-3424 LB-FT @ 8.25' M/(F'b x S)=0.28 F'b = 2977, S = 49.91 Critical Deflection for TL = -0.064 INCH @ 3.67' L/240 = 0.413" Critical Deflection for LL = -0.033 INCH @ 3.67' L/480 = 0.206" 8.25 16.75 26.75 30.00 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:Lr + L -1915 -3424 -0.033 (1) selected post do not consider combined axial and out-of-plane bending GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 5 : FL BM @ FRONT OF WOMEN'S RESTROOM @ 1st Floor Loads (Downward +) SELF_WEIGHT 16 plf from 0.00ft to 20.00ft ROOF_P 126 PLF = 7.00' x (16.00+20.00)/2 from 0.00' to 20.00' Reactions (D+Lr+L/Max. Load comb.) Down 1420/1420 1420/1420 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x11 7/8" 1.55E (Fb = 2325, Fv = 310) Critical Shear =1278 LB @ 1.00' 1.5xV/(F'v x A)=0.119 F'v = 388, A = 41.56 Critical Moment =7100 LB-FT @ 10.00' M/(F'b x S)=0.36 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.675 INCH @ 10.00' L/240 = 1.000" Critical Deflection for LL = -0.333 INCH @ 10.00' L/480 = 0.500" 20.00 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr 1278 7100 -0.675 BEAM 6 (DROP): DR BM @ REAR OF KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 22 plf from 0.00ft to 23.50ft ROOF_P 36 PLF = 2.00' x (16.00+20.00)/2 from 0.00' to 23.50' Point from Support 1 of Beam 7 @ 11.5ft, ( D=1368 Lr=1128 ) (P1) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1956/1956 1903/1903 Up 0/0 0/0 USE GLB 24F-V4 6 3/4" x 12" (Fb = 2400/1850, Fv = 265) Critical Shear =1937 LB @ 0.33' 1.5xV/(F'v x A)=0.108 F'v = 331, A = 81.00 Critical Moment =18659 LB-FT @ 11.50' M/(F'b x S)=0.48 F'b = 2886, S = 162.00 Critical Deflection for TL = -0.894 INCH @ 11.67' L/300 = 0.940" Critical Deflection for LL = -0.379 INCH @ 11.67' L/600 = 0.470" 23.50 P1 11.50 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr 1937 18659 -0.893 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 7 (DROP): DR BM @ RIGHT OF KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 17 plf from 0.00ft to 19.75ft ROOF_P 522 PLF = 29.00' x (16.00+20.00)/2 from 4.50' to 19.75' Point from Support 2 of Beam GT#3 @ 4.5ft, ( D=1129 Lr=729 ) (P1) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2496/2496 9136/9136 0/0 Up 0/0 0/0 -1732/-1732 w/ 2-2X6 trim at support 2 (at 15'-3") (1) USE DFL NO1 6 x 12 (Fb = 1350, Fv = 170) Critical Shear =-4879 LB @ 14.92' 1.5xV/(F'v x A)=0.545 F'v = 213, A = 63.25 Critical Moment =-13083 LB-FT @ 15.25' M/(F'b x S)=0.78 F'b = 1660, S = 121.23 Critical Deflection for TL = -0.339 INCH @ 6.75' L/240 = 0.763" Critical Deflection for LL = -0.162 INCH @ 6.83' L/480 = 0.381" 15.25 19.75 P1 4.50 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -4879 -13083 -0.339 (1) selected post do not consider combined axial and out-of-plane bending BEAM 8 (DROP): DR BM @ REAR OF KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 17 plf from 0.00ft to 23.50ft ROOF_P 162 PLF = 9.00' x (16.00+20.00)/2 from 0.00' to 23.50' Reactions (D+Lr+L/Max. Load comb.) Down 2103/2103 2103/2103 Up 0/0 0/0 USE GLB 24F-V4 5 1/8" x 12" (Fb = 2400/1850, Fv = 265) Critical Shear =1924 LB @ 1.00' 1.5xV/(F'v x A)=0.142 F'v = 331, A = 61.50 Critical Moment =12357 LB-FT @ 11.75' M/(F'b x S)=0.43 F'b = 2821, S = 123.00 Critical Deflection for TL = -0.925 INCH @ 11.75' L/300 = 0.940" Critical Deflection for LL = -0.465 INCH @ 11.75' L/600 = 0.470" 23.50 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:Lr + L 1924 12357 -0.465 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 9 (DROP): DR @ RIGHT OF COVERED OUTDOOR @ 1st Floor Loads (Downward +) SELF_WEIGHT 29 plf from 0.00ft to 22.00ft ROOF_P 72 PLF = 4.00' x (16.00+20.00)/2 from 0.00' to 4.50' ROOF_P 288 PLF = 16.00' x (16.00+20.00)/2 from 4.50' to 22.00' Point from Support 3 of Beam GT#3 @ 4.5ft, ( D=508 Lr=328 ) (P1) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 3280/3280 3559/3559 Up 0/0 0/0 w/ 4X10 trim at support 1 (at 0'-0") (1) w/ 4X10 trim at support 2 (at 22'-0") (1) USE GLB 24F-V4 8 3/4" x 12" (Fb = 2400/1850, Fv = 265) Critical Shear =-3453 LB @ 21.67' 1.5xV/(F'v x A)=0.149 F'v = 331, A = 105.00 Critical Moment =19975 LB-FT @ 10.75' M/(F'b x S)=0.40 F'b = 2831, S = 210.00 Critical Deflection for TL = -0.770 INCH @ 10.92' L/300 = 0.880" Critical Deflection for LL = -0.377 INCH @ 11.00' L/600 = 0.440" 22.00 P1 4.50 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -3453 19975 -0.770 (1) selected post do not consider combined axial and out-of-plane bending BEAM 10 : BOTT. FL @ LEFT OF KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 23 plf from 0.00ft to 20.00ft ROOF_P 756 PLF = 42.00' x (16.00+20.00)/2 from 0.00' to 16.25' ROOF_P 360 PLF = 20.00' x (16.00+20.00)/2 from 16.25' to 20.00' Point from Support 2 of Beam GT#2 @ 16.25ft, ( D=2100 Lr=2000 ) (P1) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 7270/7270 8813/8813 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 0'-0") (1) w/ 2-2X6 at support 2 (at 20'-0") (1) USE GLB 24F-V4 5 1/8" x 16 1/2" (Fb = 2400/1850, Fv = 265) Critical Shear =-8704 LB @ 19.67' 1.5xV/(F'v x A)=0.466 F'v = 331, A = 84.56 Critical Moment =39927 LB-FT @ 11.00' M/(F'b x S)=0.71 F'b = 2920, S = 232.55 Critical Deflection for TL = -0.845 INCH @ 10.25' L/240 = 1.000" Critical Deflection for LL = -0.392 INCH @ 10.25' L/480 = 0.500" 20.00 P1 16.25 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -8704 39927 -0.845 (1) selected post do not consider combined axial and out-of-plane bending GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 11 : FL BM @ COVERED OUTDOOR LIVING @ 1st Floor Loads (Downward +) SELF_WEIGHT 25 plf from 0.00ft to 16.00ft ROOF_P 36 PLF = 2.00' x (16.00+20.00)/2 from 0.00' to 9.00' ROOF_P 468 PLF = 26.00' x (16.00+20.00)/2 from 9.25' to 16.00' Point from Support 2 of Beam GT#1 @ 9ft, ( D=1530 Lr=1275 ) (P1) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2326/2326 4362/4362 Up 0/0 0/0 w/ 4X8 at support 2 (at 16'-0") (1) USE PARALLAM 7" x 9 1/4" 2.0E (Fb = 2800, Fv = 285) Critical Shear =-4197 LB @ 15.67' 1.5xV/(F'v x A)=0.273 F'v = 356, A = 64.75 Critical Moment =18467 LB-FT @ 9.00' M/(F'b x S)=0.62 F'b = 3603, S = 99.82 Critical Deflection for TL = -0.797 INCH @ 8.42' L/240 = 0.800" Critical Deflection for LL = -0.376 INCH @ 8.50' L/480 = 0.400" 16.00 P1 9.00 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -4197 18467 -0.797 (1) selected post do not consider combined axial and out-of-plane bending BEAM 12 : BOTT. FL @ LEFT OF LOUNGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 17 plf from 0.00ft to 13.00ft ROOF_P 828 PLF = 46.00' x (16.00+20.00)/2 from 0.00' to 9.25' ROOF_P 432 PLF = 24.00' x (16.00+20.00)/2 from 9.25' to 13.00' WALL_E 15 PLF = 1.00' x 15.00 from 0.00' to 13.00' Point from Support 1 of Beam GT#2 @ 9.25ft, ( D=2100 Lr=2000 ) (P1) Point from Support 2 of Beam GT#4 @ 9.25ft, ( D=1118 Lr=860 ) (P2) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 6553/6553 8185/8185 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 0'-0") (1) w/ 2-2X6 at support 2 (at 13'-0") (1) USE GLB 24F-V4 5 1/8" x 12" (Fb = 2400/1850, Fv = 265) Critical Shear =-8047 LB @ 12.67' 1.5xV/(F'v x A)=0.592 F'v = 331, A = 61.50 Critical Moment =27967 LB-FT @ 8.50' M/(F'b x S)=0.91 F'b = 3000, S = 123.00 Critical Deflection for TL = -0.619 INCH @ 6.75' L/240 = 0.650" Critical Deflection for LL = -0.293 INCH @ 6.75' L/480 = 0.325" 13.00 P1 9.25 P2 9.25 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -8047 27967 -0.619 (1) selected post do not consider combined axial and out-of-plane bending GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 13 : FL BM @ LEFT OF COVER OUTDOOR @ 1st Floor Loads (Downward +) SELF_WEIGHT 19 plf from 0.00ft to 13.75ft ROOF_P 576 PLF = 32.00' x (16.00+20.00)/2 from 0.00' to 4.25' ROOF_P 36 PLF = 2.00' x (16.00+20.00)/2 from 4.25' to 13.75' Reactions (D+Lr+L/Max. Load comb.) Down 3356/3356 0/0 Up 0/0 -304/-304 w/ 2-2X6 at support 1 (at 4'-3") (1) USE PARALLAM 5 1/4" x 9 1/4" 2.0E (Fb = 2800, Fv = 285) Critical Shear =-2033 LB @ 3.42' 1.5xV/(F'v x A)=0.176 F'v = 356, A = 48.56 Critical Moment =-5374 LB-FT @ 4.25' M/(F'b x S)=0.25 F'b = 3603, S = 74.87 Critical Deflection for TL = -0.220 INCH @ 0.00' L/180 = 0.283" Critical Deflection for LL = -0.122 INCH @ 0.00' L/270 = 0.189" 4.25 13.75 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -2033 -5374 -0.220 (1) selected post do not consider combined axial and out-of-plane bending BEAM 14 : FL BM @ RIGHT OF COVER OUTDOOR @ 1st Floor Loads (Downward +) SELF_WEIGHT 19 plf from 0.00ft to 21.25ft ROOF_P 576 PLF = 32.00' x (16.00+20.00)/2 from 0.00' to 4.25' ROOF_P 36 PLF = 2.00' x (16.00+20.00)/2 from 4.25' to 21.25' Reactions (D+Lr+L/Max. Load comb.) Down 3312/3312 151/151 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 4'-3") (1) USE PARALLAM 5 1/4" x 9 1/4" 2.0E (Fb = 2800, Fv = 285) Critical Shear =-2033 LB @ 3.42' 1.5xV/(F'v x A)=0.176 F'v = 356, A = 48.56 Critical Moment =-5374 LB-FT @ 4.25' M/(F'b x S)=0.25 F'b = 3603, S = 74.87 Critical Deflection for TL = -0.264 INCH @ 0.00' L/180 = 0.283" Critical Deflection for LL = -0.163 INCH @ 0.00' L/270 = 0.189" 4.25 21.25 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:D + Lr -2033 -5374 -0.264 (1) selected post do not consider combined axial and out-of-plane bending GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 BEAM 15 : FL BM @ FRONT OF COVER OUTDOOR @ 1st Floor Loads (Downward +) SELF_WEIGHT 19 plf from 0.00ft to 32.00ft ROOF_P 198 PLF = 11.00' x (16.00+20.00)/2 from 0.00' to 29.00' ROOF_P 342 PLF = 19.00' x (16.00+20.00)/2 from 29.00' to 32.00' Point from Support 1 of Beam 13 @ 0ft, ( D=1596 Lr=1759 ) (P1) Point from Support 1 of Beam 14 @ 32ft, ( D=1612 Lr=1700 ) (P2) :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 6527/6527 6912/6912 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 3'-0") (1) w/ 2-2X6 at support 2 (at 29'-0") (1) USE PARALLAM 5 1/4" x 9 1/4" 2.0E (Fb = 2800, Fv = 285) Critical Shear =4276 LB @ 29.08' 1.5xV/(F'v x A)=0.371 F'v = 356, A = 48.56 Critical Moment =-11424 LB-FT @ 29.00' M/(F'b x S)=0.52 F'b = 3603, S = 74.87 Critical Deflection for TL = -0.599 INCH @ 15.92' L/300 = 1.040" Critical Deflection for LL = -0.098 INCH @ 32.00' L/270 = 0.133" 3.00 29.00 32.00 P1 P2 32.00 Shear Diagragm:D + Lr Moment Diagragm:D + Lr Deflection Diagram:Lr + L 4276 -11424 -0.157 (1) selected post do not consider combined axial and out-of-plane bending ROOF SHEAR WALL LAYOUT CLUB HOUSE 1T B C 2L1L 3L 4L 4T 3T 2T 1 2 3.1 4.1 3 4 A B2 C1 B1 D GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72(1) Load from Diaphragm Only SECTION 1 - DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 10.0 WIDTH = 20.5 DEPTH = 24.0 PLATE HT.: 1-FLR = 9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.7 25.65 26.42 27.09 28.18 29.08 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=20.5' h=2' Windward 56.99 56.99 38 38 0 0 Parapet W=20.5' h=2' LeeWard 38 38 56.99 56.99 0 0 WIND LOAD: ROOF = 123.68 = 0.6 x 206.13 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 123.68 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Ry =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 712.00 / 20.50 =555.71 PLF DL EXT WALL = 15.00 x 41.00 x 4.50 / 20.50 =135.00 PLF SHEAR = 0.1099 x (555.71 + 135.00) =75.91 PLF SHEAR ROOF= 75.91 x 690.71 x 9.0 / 6216 =75.91 PLF (98.67 PLF (1)) ROOF: 123.68 PLF WIND GOVERN ROOF DIAPHRAGM: V = 123.68 PLF ALIGN MAX SHEAR= 123.68 x 24.00 / (2 x 24.00) = 61.84 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 123.68 x 24.00 ² / (8 x 24.00) = 371.03 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) SECTION 1 - DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 10.0 WIDTH = 24.0 DEPTH = 20.5 PLATE HT.: 1-FLR = 9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.11 25.06 25.83 26.5 27.59 28.49 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=24' h=2' Windward 0 0 38 38 0 0 Parapet W=24' h=2' LeeWard 38 38 0 0 0 0 WIND LOAD: ROOF = 66.00 = 0.6 x 110.00 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 66.00 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Rx =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 712.00 / 24.00 =474.67 PLF DL EXT WALL = 15.00 x 24.00 x 4.50 / 24.00 =67.50 PLF SHEAR = 0.1099 x (474.67 + 67.50) =59.58 PLF SHEAR ROOF= 59.58 x 542.17 x 9.0 / 4880 =59.58 PLF (77.45 PLF (1)) ROOF: 66.00 PLF WIND GOVERN ROOF DIAPHRAGM: V = 77.45 PLF ALIGN MAX SHEAR= 77.45 x 20.50 / (2 x 20.50) = 38.73 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 77.45 x 20.50 ² / (8 x 20.50) = 198.47 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72(1) Load from Diaphragm Only SECTION 2 - DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 13.0 WIDTH = 26.5 DEPTH = 43.5 PLATE HT.: 1-FLR = 12.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.7 25.65 26.42 27.09 28.18 29.08 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=26.5' h=2' Windward 56.99 56.99 38 38 0 0 Parapet W=26.5' h=2' LeeWard 38 38 56.99 56.99 0 0 WIND LOAD: ROOF = 145.91 = 0.6 x 243.18 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 145.91 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Ry =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 1678.00 / 26.50 =1013.13 PLF DL EXT WALL = 15.00 x 53.00 x 6.00 / 26.50 =180.00 PLF SHEAR = 0.1099 x (1013.13 + 180.00) =131.13 PLF SHEAR ROOF= 131.13 x 1193.13 x 12.0 / 14318 =131.13 PLF (170.45 PLF (1)) ROOF: 145.91 PLF WIND GOVERN ROOF DIAPHRAGM: V = 170.45 PLF ALIGN MAX SHEAR= 170.45 x 36.00 / (2 x 43.50) = 70.53 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 170.45 x 36.00 ² / (8 x 43.50) = 634.77 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) SECTION 2 - DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 13.0 WIDTH = 43.5 DEPTH = 26.5 PLATE HT.: 1-FLR = 12.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.11 25.06 25.83 26.5 27.59 28.49 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=43.5' h=2' Windward 56.99 56.99 38 38 0 0 Parapet W=43.5' h=2' LeeWard 38 38 56.99 56.99 0 0 WIND LOAD: ROOF = 143.79 = 0.6 x 239.64 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 143.79 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Rx =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 1678.00 / 43.50 =617.20 PLF DL EXT WALL = 15.00 x 72.00 x 6.00 / 43.50 =148.97 PLF SHEAR = 0.1099 x (617.20 + 148.97) =84.20 PLF SHEAR ROOF= 84.20 x 766.16 x 12.0 / 9194 =84.2 PLF (109.45 PLF (1)) ROOF: 143.79 PLF WIND GOVERN ROOF DIAPHRAGM: V = 143.79 PLF ALIGN MAX SHEAR= 143.79 x 26.50 / (2 x 26.50) = 71.89 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 143.79 x 26.50 ² / (8 x 26.50) = 476.29 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72(1) Load from Diaphragm Only SECTION 3 - DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 10.0 WIDTH = 30.0 DEPTH = 23.5 PLATE HT.: 1-FLR = 9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.7 25.65 26.42 27.09 28.18 29.08 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=30' h=2' Windward 0 0 38 38 0 0 Parapet W=30' h=2' LeeWard 38 38 0 0 0 0 WIND LOAD: ROOF = 66.00 = 0.6 x 110.00 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 66.00 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Ry =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 880.00 / 30.00 =469.33 PLF DL EXT WALL = 15.00 x 30.00 x 4.50 / 30.00 =67.50 PLF DL INT WALL = 10.00 x 30.00 x 4.50 / 30.00 =45.00 PLF SHEAR = 0.1099 x (469.33 + 67.50 + 45.00) =63.94 PLF SHEAR ROOF= 63.94 x 581.83 x 9.0 / 5236 =63.94 PLF (83.12 PLF (1)) ROOF: 66.00 PLF WIND GOVERN ROOF DIAPHRAGM: V = 83.12 PLF ALIGN MAX SHEAR= 83.12 x 23.50 / (2 x 23.50) = 41.56 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 83.12 x 23.50 ² / (8 x 23.50) = 244.16 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) SECTION 3 - DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 10.0 WIDTH = 23.5 DEPTH = 30.0 PLATE HT.: 1-FLR = 9.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.11 25.06 25.83 26.5 27.59 28.49 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=23.5' h=2' Windward 0 0 38 38 0 0 Parapet W=23.5' h=2' LeeWard 38 38 0 0 0 0 WIND LOAD: ROOF = 66.00 = 0.6 x 110.00 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 66.00 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Rx =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 880.00 / 23.50 =599.15 PLF DL EXT WALL = 15.00 x 23.50 x 4.50 / 23.50 =67.50 PLF SHEAR = 0.1099 x (599.15 + 67.50) =73.26 PLF SHEAR ROOF= 73.26 x 666.65 x 9.0 / 6000 =73.26 PLF (95.24 PLF (1)) ROOF: 73.26 PLF SEISMIC GOVERN ROOF DIAPHRAGM: V = 95.24 PLF ALIGN MAX SHEAR= 95.24 x 30.00 / (2 x 30.00) = 47.62 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 95.24 x 30.00 ² / (8 x 30.00) = 357.13 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72(1) Load from Diaphragm Only SECTION 4 - DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 9.0 WIDTH = 45.5 DEPTH = 27.5 PLATE HT.: 1-FLR = 8.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.7 25.65 26.42 27.09 28.18 29.08 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=45.5' h=2' Windward 56.99 56.99 38 38 0 0 Parapet W=45.5' h=2' LeeWard 38 38 56.99 56.99 0 0 WIND LOAD: ROOF = 116.27 = 0.6 x 193.78 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 116.27 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Ry =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 1650.00 / 45.50 =580.22 PLF DL EXT WALL = 15.00 x 45.50 x 4.00 / 45.50 =60.00 PLF DL INT WALL = 10.00 x 136.50 x 4.00 / 45.50 =120.00 PLF SHEAR = 0.1099 x (580.22 + 60.00 + 120.00) =83.55 PLF SHEAR ROOF= 83.55 x 760.22 x 8.0 / 6082 =83.55 PLF (108.60 PLF (1)) ROOF: 116.27 PLF WIND GOVERN ROOF DIAPHRAGM: V = 116.27 PLF ALIGN MAX SHEAR= 116.27 x 27.50 / (2 x 27.50) = 58.13 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 116.27 x 27.50 ² / (8 x 27.50) = 399.67 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) SECTION 4 - DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 11.0 B = 82.0 L = 71.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 9.0 WIDTH = 27.5 DEPTH = 45.5 PLATE HT.: 1-FLR = 8.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS:WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd =0.85, Kzt = 1.00, G = 0.85, GCpi= ±0.18, ω = 1.00, qh = 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, θ => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE ωP (PSF): 24.11 25.06 25.83 26.5 27.59 28.49 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Parapet W=27.5' h=2' Windward 56.99 56.99 38 38 0 0 Parapet W=27.5' h=2' LeeWard 38 38 56.99 56.99 0 0 WIND LOAD: ROOF = 114.86 = 0.6 x 191.43 PLF (MAX.) UPLIFT AVE. = 0.00 PSF MAX TOTAL = 114.86 PLF SEISMIC PARAMETERS:Ss = 1.50 S1 = 0.65 Fa = 1.00 Fv = 1.50 Rx =6.50 SITE CLASS:D SDS=2Fa Ss /3 =1.000 SD1=2Fv S1 /3 =0.650 SDC=D Ie =1.00 k =1.00 V= SDSx I x W / 1.4 x R= 0.1099W ROOF: DL ROOF = 16.00 x 1650.00 / 27.50 =960.00 PLF DL EXT WALL = 15.00 x 55.00 x 4.00 / 27.50 =120.00 PLF DL INT WALL = 10.00 x 55.00 x 4.00 / 27.50 =80.00 PLF SHEAR = 0.1099 x (960.00 + 120.00 + 80.00) =127.48 PLF SHEAR ROOF= 127.48 x 1160.00 x 8.0 / 9280 =127.48 PLF (165.71 PLF (1)) ROOF: 127.48 PLF SEISMIC GOVERN ROOF DIAPHRAGM: V = 165.71 PLF ALIGN MAX SHEAR= 165.71 x 45.50 / (2 x 45.50) = 82.86 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 165.71 x 45.50 ² / (8 x 45.50) = 942.50 LBS SPLICE W/ MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 1L_ROOF 20.00ft Wind: 1237 Seismic: 759 Wind: 1237(LB) Seismic: 889(LB) = 759 + 130 0.25 4.75 2.50 A 8.00 5.50 2.75 9.00 Strap (E) 0.00 23.75 -430 7.50 15.50 A A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 1st Floor ON GRID 1 Exterior Direction: L Location:(-20.56,28.78)(ρ = 1.0) Total Length = 23.75 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 1237 / 23.75 = 52 plf Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1237 / 8.00 = 155 plf (Flexible) Max. Drag = 430 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 0.655" ≤ 0.020 x 108.00 = 2.160 " Use TYPE 1 Design Report: Loads: Wall 135.00 plf = 15 x 9.00' Overturn Analysis Uplift(T) Down(C) APanel b = 8.00 h = 9.00 Net length = 8.00 Left Side: T = 1087 LB C = 1537 LB STHD10/4x6 Right Side: T = 1087 LB C = 1537 LB STHD10/4x6 Use STHD10/4x6 on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 40" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72* User refered (I) Hold down Inside of panel (O) Hold down Outside of panel 1L_ROOF 20.00ft Wind: 1237 Seismic: 759 2L_ROOF 26.50ft Wind: 1933 Seismic: 1737 Wind: 3170(LB) Seismic: 2666(LB) = 2497 + 170 0.50 19.50 A 8.00 13.00 7.25 11.00 Hold down 0.00 48.25 -1331 20.00 28.00 A 18.14 B B 30.11 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT (16) #16 sinker per top plate splice Design Analysis WALL 2 1st Floor ON GRID 2 Exterior Direction: L Location:(0.94,48.78)(ρ = 1.0) Total Length = 48.25 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 3170 / 48.25 = 66 plf Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 3170 / 8.00 = 396 plf (Flexible) Max. Drag = 1331 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 1.579" ≤ 0.020 x 132.00 = 2.640 " Use TYPE 3 Design Report: Loads: Wall 165.00 plf = 15 x 11.00' Overturn Analysis Uplift(T) Down(C) APanel b = 8.00 h = 11.00 Net length = 8.00 Left Side: T = 4172 LB C = 4638 LB HTT5/4x6 (I) w/ DBL BLK'G Right Side: T = 4172 LB C = 4638 LB HTT5/4x6 (I) w/ DBL BLK'G Use HTT5/4x6 (I) on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 40" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72* User refered 4L_ROOF 51.00ft Wind: 2965 Seismic: 2131 Wind: 2965(LB) Seismic: 2247(LB) = 2131 + 117 A 1.75 8.75 5.75 2.50 8.00 0.50 8.00 0.00 27.25 -2774 1.75 C 7.63 B 16.29 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT (16) #16 sinker per top plate splice C: Simpson ST6236 (3230LB) ALT (22) #16 sinker per top plate splice Design Analysis WALL 3 1st Floor ON GRID 3 Exterior Direction: L Location:(24.96,4.75)(ρ = 1.0) Total Length = 27.25 ft Total panel Length = 1.75ft (Net Length= 1.75ft) Shear Diaphragm = 2965 / 27.25 = 109 plf Design Wall Shears = 2965 / 1.75 = 1694 plf (Flexible) Max. Drag = 2774 lbs Use (1) SIMPSON STEEL STRONG WALL (SSW21x8 - 1" DIA.) For Grade Beam of Each Panel, Add (2)#5 Top & Bottom, 4' past Panel Each End. GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72* User refered (I) Hold down Inside of panel (O) Hold down Outside of panel Reduce shear capacity per Section SDPWS 4.3.4.2 2L_ROOF 26.50ft Wind: 1933 Seismic: 1737 3L_ROOF 30.50ft Wind: 0 Seismic: 975 Wind: 1933(LB) Seismic: 2850(LB) = 2713 + 137 0.50 16.00 4.00 0.75 A 5.00 15.00 2.75 11.00 Hold down 0.00 44.00 1376 21.25 26.25 A 18.40 B A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT (16) #16 sinker per top plate splice Design Analysis WALL 3.1 1st Floor ON GRID 3 Exterior Direction: L Location:(25.94,48.78)(ρ = 1.0) Total Length = 44.00 ft Total panel Length = 5.00ft (Net Length= 5.00ft) Shear Diaphragm = 2850 / 44.00 = 65 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2850 / 5.00 = 570 plf (Flexible) Max. Drag = 1376 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 2.139" ≤ 0.020 x 132.00 = 2.640 " Use TYPE 5 * (shear capacity reduced by Aspect Ratio = 0.98*) Design Report: Loads: Wall 165.00 plf = 15 x 11.00' Overturn Analysis Uplift(T) Down(C) APanel b = 5.00 h = 11.00 Net length = 5.00 * (2b/h) = 4.55 Left Side: T = 6619 LB C = 6775 LB HDU8/4x6(I) w/ DBL BLK'G Right Side: T = 6619 LB C = 6775 LB HDU8/4x6(I) w/ DBL BLK'G Use HDU8/4x6 (I) on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 24" O.C. max) For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 4L_ROOF 50.00ft Wind: 2907 Seismic: 2089 Wind: 2907(LB) Seismic: 2230(LB) = 2089 + 141 4.50 A 8.00 5.75 2.25 8.00 0.50 9.00 Strap (E) 0.00 29.00 -1654 4.50 12.50 A B 17.11 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT (16) #16 sinker per top plate splice Design Analysis WALL 4 1st Floor ON GRID 4 Exterior Direction: L Location:(61.43,7.02)(ρ = 1.0) Total Length = 29.00 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2907 / 29.00 = 100 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2907 / 8.00 = 363 plf (Flexible) Max. Drag = 1654 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 1.400" ≤ 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 135.00 plf = 15 x 9.00' Overturn Analysis Uplift(T) Down(C) APanel b = 8.00 h = 9.00 Net length = 8.00 Left Side: T = 3001 LB C = 3487 LB STHD10/4x6 Right Side: T = 3001 LB C = 3487 LB STHD10/4x6 Use STHD10/4x6 on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 40" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 3L_ROOF 28.00ft Wind: 0 Seismic: 895 Wind: 0(LB) Seismic: 928(LB) = 895 + 33 A 1.25 22.00 1.00 8.00 0.00 24.25 -880 1.25 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 4.1 1st Floor ON GRID 4 Exterior Direction: L Location:(56.44,28.78)(ρ = 1.0) Total Length = 24.25 ft Total panel Length = 1.25ft (Net Length= 1.25ft) Shear Diaphragm = 928 / 24.25 = 38 plf Design Wall Shears = 928 / 1.25 = 743 plf (Flexible) Max. Drag = 880 lbs Use (1) SIMPSON STEEL STRONG WALL (SSW15x8 - 1" DIA.) For Grade Beam of Each Panel, Add (2)#5 Top & Bottom, 4' past Panel Each End. GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 4T_ROOF 30.00ft Wind: 1723 Seismic: 1912 Wind: 1723(LB) Seismic: 2085(LB) = 1912 + 173 0.50 8.50 0.50 12.00 4.00 A 8.00 2.50 9.00 0.50 8.00 Strap (E) 0.00 45.50 1169 25.50 33.50 A A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL A 1st Floor ON GRID A Exterior Direction: T Location:(15.94,-22.34)(ρ = 1.0) Total Length = 45.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2085 / 45.50 = 46 plf Use (5 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2085 / 8.00 = 261 plf (Flexible) Max. Drag = 1169 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 1.098" ≤ 0.020 x 96.00 = 1.920 " Use TYPE 2 Design Report: Loads: Wall 120.00 plf = 15 x 8.00' Overturn Analysis Uplift(T) Down(C) APanel b = 8.00 h = 8.00 Net length = 8.00 Left Side: T = 1901 LB C = 2247 LB STHD10/4x6 Right Side: T = 1901 LB C = 2247 LB STHD10/4x6 Use STHD10/4x6 on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 40" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 1T_ROOF 24.00ft Wind: 792 Seismic: 715 Wind: 792(LB) Seismic: 867(LB) = 715 + 152 A 10.00 10.53 9.00 0.00 20.53 -445 10.00 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL B 1st Floor ON GRID B Exterior Direction: T Location:(-20.54,4.91)(ρ = 1.0) Total Length = 20.53 ft Total panel Length = 10.00ft (Net Length= 10.00ft) Shear Diaphragm = 867 / 20.53 = 42 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 867 / 10.00 = 87 plf (Flexible) Max. Drag = 445 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 0.358" ≤ 0.020 x 108.00 = 2.160 " Use TYPE 1 Design Report: Loads: Wall 135.00 plf = 15 x 9.00' Overturn Analysis Uplift(T) Down(C) APanel b = 10.00 h = 9.00 Net length = 10.00 Left Side: T = 475 LB C = 882 LB NO_UPLIFT Right Side: T = 475 LB C = 882 LB NO_UPLIFT Use NO_UPLIFT on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 48" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 2T_ROOF 35.00ft Wind: 2516 Seismic: 1474 Wind: 2516(LB) Seismic: 1559(LB) = 1474 + 85 A 1.75 3.25 0.50 10.50 0.50 8.50 1.50 11.00 0.00 26.50 -2350 1.75 C 4.03 B 13.95 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT (16) #16 sinker per top plate splice C: Simpson ST6236 (3230LB) ALT (22) #16 sinker per top plate splice Design Analysis WALL B1 1st Floor ON GRID B Exterior Direction: T Location:(-0.01,4.91)(ρ = 1.0) Total Length = 26.50 ft Total panel Length = 1.75ft (Net Length= 1.75ft) Shear Diaphragm = 2516 / 26.50 = 95 plf Design Wall Shears = 2516 / 1.75 = 1438 plf (Flexible) Max. Drag = 2350 lbs Use (1) SIMPSON STEEL STRONG WALL (SSW21x11 - 1" DIA.) For Grade Beam of Each Panel, Add (2)#5 Top & Bottom, 4' past Panel Each End. GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 3T_ROOF 24.00ft Wind: 792 Seismic: 879 4T_ROOF 27.50ft Wind: 1579 Seismic: 1753 Wind: 2371(LB) Seismic: 2805(LB) = 2632 + 173 21.94 A 8.00 5.00 9.00 Strap (I) 0.00 34.94 1761 21.94 29.94 A 14.85 B 21.94 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT (16) #16 sinker per top plate splice Design Analysis WALL B2 1st Floor ON GRID B Interior Direction: T Location:(26.44,4.80)(ρ = 1.0) Total Length = 34.94 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2805 / 34.94 = 80 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2805 / 8.00 = 351 plf (Flexible) Max. Drag = 1761 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 1.803" ≤ 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 90.00 plf = 10 x 9.00' Overturn Analysis Uplift(T) Down(C) APanel b = 8.00 h = 9.00 Net length = 8.00 Left Side: T = 3046 LB C = 3337 LB STHD10/4x6 Right Side: T = 3046 LB C = 3337 LB STHD10/4x6 Use STHD10/4x6 on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 40" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72Reduce shear capacity per Section SDPWS 4.3.4.2 1T_ROOF 24.00ft Wind: 792 Seismic: 715 Wind: 792(LB) Seismic: 800(LB) = 715 + 85 0.25 17.25 A 4.00 0.50 9.00 Strap (E) 0.00 22.00 636 17.50 21.50 A A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL C 1st Floor ON GRID C Exterior Direction: T Location:(-20.56,28.78)(ρ = 1.0) Total Length = 22.00 ft Total panel Length = 4.00ft (Net Length= 4.00ft) Shear Diaphragm = 800 / 22.00 = 36 plf Use (2 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 800 / 4.00 = 200 plf (Flexible) Max. Drag = 636 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 1.770" ≤ 0.020 x 108.00 = 2.160 " Use TYPE 1 (shear capacity reduced by Aspect Ratio = 0.97*) Design Report: Loads: Wall 135.00 plf = 15 x 9.00' Overturn Analysis Uplift(T) Down(C) APanel b = 4.00 h = 9.00 Net length = 4.00 * (2b/h) = 3.56 Left Side: T = 1740 LB C = 2039 LB STHD10/4x6 Right Side: T = 1740 LB C = 2039 LB STHD10/4x6 Use STHD10/4x6 on both ends w/ (2) 5/8" x 12" Anchor Bolt (@ 32" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 3T_ROOF 24.00ft Wind: 792 Seismic: 879 Wind: 792(LB) Seismic: 947(LB) = 879 + 68 A 5.00 23.50 1.50 9.00 Strap (E) 0.00 30.00 -789 5.00 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL C1 1st Floor ON GRID C Exterior Direction: T Location:(26.31,28.66)(ρ = 1.0) Total Length = 30.00 ft Total panel Length = 5.00ft (Net Length= 5.00ft) Shear Diaphragm = 947 / 30.00 = 32 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 947 / 5.00 = 189 plf (Flexible) Max. Drag = 789 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 1.467" ≤ 0.020 x 108.00 = 2.160 " Use TYPE 1 Design Report: Loads: Wall 135.00 plf = 15 x 9.00' Overturn Analysis Uplift(T) Down(C) APanel b = 5.00 h = 9.00 Net length = 5.00 Left Side: T = 1596 LB C = 1905 LB STHD10/4x6 Right Side: T = 1596 LB C = 1905 LB STHD10/4x6 Use STHD10/4x6 on both ends w/ (2) 5/8" x 12" Anchor Bolt (@ 48" O.C. max) GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72(I) Hold down Inside of panel (O) Hold down Outside of panel 2T_ROOF 54.50ft Wind: 3918 Seismic: 2294 Wind: 3918(LB) Seismic: 2372(LB) = 2294 + 77 A 6.25 19.62 0.50 11.00 Hold down 0.00 26.37 -2990 6.25 C 12.01 B 18.35 A Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (2134LB) ALT (16) #16 sinker per top plate splice C: Simpson ST6236 (3230LB) ALT (22) #16 sinker per top plate splice Design Analysis WALL D 1st Floor ON GRID D Exterior Direction: T Location:(-0.04,40.16)(ρ = 1.0) Total Length = 26.37 ft Total panel Length = 6.25ft (Net Length= 6.25ft) Shear Diaphragm = 3918 / 26.37 = 149 plf Use (10 A35) or (7 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 3918 / 6.25 = 627 plf (Flexible) Max. Drag = 2990 lbs Max panel deflection: ΔM = (4.0/1.00) x Δs x 1.4 = 1.294" ≤ 0.020 x 132.00 = 2.640 " Use TYPE 4 Design Report: Loads: Wall 165.00 plf = 15 x 11.00' Overturn Analysis Uplift(T) Down(C) APanel b = 6.25 h = 11.00 Net length = 6.25 Left Side: T = 7032 LB C = 7453 LB HDQ8/4x4(I) w/ DBL BLK'G Right Side: T = 7238 LB C = 7453 LB HDQ8/4x6(I) w/ DBL BLK'G Use HDQ8/4x4 (I) @ L. and Use HDQ8/4x6 (I) @ R. w/ (3) 5/8" x 12" Anchor Bolt (@ 24" O.C. max) For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 Footing/Pad: 1 TYP. EXTERIOR FOOTING Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' ROOF_P 720 PLF = 40.00' x (16.00+20.00)/2 from 0.00' to 1.00' Total Weight(Wtotal ) = 1080 PLF Footing Width(Bf ) Required: 8.64" = (Wtotal / SB) = 1080/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) Footing/Pad: 2 TYP. INTERIOR FOOTING Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' WALL_I 90 PLF = 9.00' x 10.00 from 0.00' to 1.00' ROOF_P 657 PLF = 36.50' x (16.00+20.00)/2 from 0.00' to 1.00' Total Weight(Wtotal ) = 972 PLF Footing Width(Bf ) Required: 7.78" = (Wtotal / SB) = 972/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) Footing/Pad: 3 @ LEFT OF MAIL RM @ BEAM 4 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' Weight of Pad 600 LB = 150 x 2.00' x 2.00' x 1.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 4 (4368 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(P Total ) = 4968 LB Footing Width(Bf ) Required: 2.88" = (Wtotal / SB) = 360/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 18" = 39.50" Width 12" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(P Allow ) = Pcap - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 4968 / 1500 = 3.31' USE 2'-0" SQ x 12" DEEP PAD (3)#4 @ Botom E.W. GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 Footing/Pad: 4 @ RIGHT OF KITCHEN @ BEAM 7 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' Weight of Pad 1350 LB = 150 x 3.00' x 3.00' x 1.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 7 (9136 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(P Total ) = 10486 LB Footing Width(Bf ) Required: 2.88" = (Wtotal / SB) = 360/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 18" = 39.50" Width 12" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(P Allow ) = Pcap - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 10486 / 1500 = 6.99' USE 3'-0" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Footing/Pad: 5 @ REAR OF OUTDOOR DINING @ BEAM 9 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' Weight of Pad 938 LB = 150 x 2.50' x 2.50' x 1.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 6 (1903 LB) Point from Support 2 of Beam 8 (2103 LB) Point from Support 1 of Beam 9 (3280 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(P Total ) = 8223 LB Footing Width(Bf ) Required: 2.88" = (Wtotal / SB) = 360/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 18" = 39.50" Width 12" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(P Allow ) = Pcap - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 8223 / 1500 = 5.48' USE 2'-6" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Footing/Pad: 6 @ RIGHT OF LOUNGE @ BEAM 10 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' Weight of Pad 1350 LB = 150 x 3.00' x 3.00' x 1.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 10 (8813 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(P Total ) = 10163 LB Footing Width(Bf ) Required: 2.88" = (Wtotal / SB) = 360/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 18" = 39.50" Width 12" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(P Allow ) = Pcap - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 10163 / 1500 = 6.78' USE 3'-0" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Version: 6.72 Footing/Pad: 7 @ RIGHT OF LOUNGE @ BEAM 11 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' Weight of Pad 600 LB = 150 x 2.00' x 2.00' x 1.00' WALL_E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 11 (4362 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(P Total ) = 4962 LB Footing Width(Bf ) Required: 2.88" = (Wtotal / SB) = 360/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 18" = 39.50" Width 12" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(P Allow ) = Pcap - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 4962 / 1500 = 3.31' USE 2'-0" SQ x 12" DEEP PAD (3)#4 @ Botom E.W. Footing/Pad: 8 @ OVER OUTDOOR LIVING @ BEAM 11 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of Pad 1350 LB = 150 x 3.00' x 3.00' x 1.00' Point from Support 1 of Beam 11 (2326 LB) Point from Support 2 of Beam 15 (6912 LB) Total Point Load(P Total ) = 10589 LB Required Pad Area = Ptotal /SB = 10589 / 1500 = 7.06' USE 3'-0" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Footing/Pad: 9 @ LEFT OF LOUNGE @ BEAM 12 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing 225 PLF = 150 x 1.00' x 1.50' Weight of Pad 938 LB = 150 x 2.50' x 2.50' x 1.00' WALL_I 90 PLF = 9.00' x 10.00 from 0.00' to 1.00' Point from Support 2 of Beam 12 (8185 LB) Total Weight(Wtotal ) = 315 PLF Total Point Load(P Total ) = 9123 LB Footing Width(Bf ) Required: 2.52" = (Wtotal / SB) = 315/1500 x 12 USE 12" Wide x 12" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 18" = 39.50" Width 12" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(P Allow ) = Pcap - (Wtotal x S)/12 = 3901 LB Required Pad Area = Ptotal /SB = 9123 / 1500 = 6.08' USE 2'-6" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Title :6'-0" MAX Page : 1 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: M:\Name\TPham\65198\65198 cmu calc.RPX RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal 1.00 6.75 0.00 12.00 1,995.0 35.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft = = 120.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load = 0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Seismic (E)= Design Summary Wall Stability Ratios Overturning =1.69 OK Sliding = 3.01 OK Total Bearing Load = 1,125 lbs ...resultant ecc. = 9.03 in Soil Pressure @ Toe = 1,505 psf OK Soil Pressure @ Heel = 0 psf OK Allowable =1,995 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,107 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 2.8 psi OK Footing Shear @ Heel = 2.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force =211.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 337.4 300.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Normal Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg = 1.75ft 0.00 Wall Material Above "Ht" = Masonry Concrete Thickness = 6.00 6.00 Rebar Size = ## 4 5 Rebar Spacing = 16.00 16.00 Rebar Placed at =Center Center Design Data fb/FB + fa/Fa = 0.232 0.220 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable = 1,621.9 2,851.7ft-# =psi Shear.....Allowable = 69.7 75.0psi Wall Weight = 63.0 75.0psf Rebar Depth 'd' = 2.75in 3.00 Masonry Data f'm = 1,500psi Fy =psi 60,000 Solid Grouting = Yes Modular Ratio 'n'= 21.48 Equiv. Solid Thick.=5.60in Concrete Data f'c = 2,500.0psi Fy = 60,000.0 Masonry Design Method LRFD= Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level = 126.0 169.8lbsStrength Level Service Level Strength Level = 378.0 629.5ft-# Service Level Strength Level = 1.9 4.7psi Design Method = LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)= 67.50in2 Title :6'-0" MAX Page : 2 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: M:\Name\TPham\65198\65198 cmu calc.RPX RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0522 in2/ft (4/3) * As : 0.0696 in2/ft Min Stem T&S Reinf Area 0.252 in2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : ============ One layer of : Two layers of : Required Area : 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area : 0.2325 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area : 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in 0.92 1.58 12.00 Footing Torsion, Tu ==ft-lbs5,948.50Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 6,075.00 = 2,500psi Toe Width = ft Heel Width = Key Distance from Toe Key Depth Key Width = in = in = 0.00 0.00 2.00 ft Footing Thickness = in 2.50= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm = None Spec'd = = = = = 2,107 8,456 1,635 128 2.76 40.00 Heel: 0 1 2,284 -179 2.89 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = None Spec'd Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.65 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. Title :6'-0" MAX Page : 3 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: M:\Name\TPham\65198\65198 cmu calc.RPX RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING..... Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 141.8 5.38 761.9 = = 110.0 0.46 50.5= = = Stem Weight(s) = 509.3 1.17 594.3 Earth @ Stem Transitions =Footing Weight = 375.2 1.25 469.1 Key Weight = 2.00 Added Lateral Load lbs =808.6 Vert. Component Total = 1,124.5 1,368.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total = R.M. =211.8 O.T.M. = Resisting/Overturning Ratio =1.69 Vertical Loads used for Soil Pressure = 1,124.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 130.1 1.96 1.96 254.8 254.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 70.0 0.67 46.7 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.130 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Title :6'-0" MAX Page : 4 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: M:\Name\TPham\65198\65198 cmu calc.RPX RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Title :6'-0" MAX Page : 5 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: M:\Name\TPham\65198\65198 cmu calc.RPX RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Wall:Concrete Masonry Designer to determine bar cutoff locations 7.75 ft 1.00 ft 1.75 ft 0.00 ft 0.0 lbs 20.0 lbs 40.0 lbs 60.0 lbs 80.0 lbs 100.0 lbs 120.0 lbs 140.0 lbs 160.0 lbs 180.0 lbs Applied Shear Diagram Top of Soil Title :6'-0" MAX Page : 6 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: M:\Name\TPham\65198\65198 cmu calc.RPX RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Wall:Concrete Masonry Allowable Moment Lines:Concrete Masonry Designer to determine bar cutoff locations 7.75 ft 1.00 ft 1.75 ft 0.00 ft 0.0 ft-# 320.0 ft-# 640.0 ft-# 960.0 ft-# 1,280.0 ft-# 1,600.0 ft-# 1,920.0 ft-# 2,240.0 ft-# 2,560.0 ft-# 2,880.0 ft-# Applied Moment Diagram Top of Soil Actual = 378.0 Allow. = 1,621.9ft-# Mu = 629.5 MnPhi = 2,851.7ft-# Title :6'-0" MAX rev Page : 1 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: g:\65198\structural revit\calc\65198 cmu calc.rpx RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal 1.00 6.75 0.00 12.00 1,995.0 35.0 0.0 200.0 Criteria Soil Data Retained Height =ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft = = 120.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load = 0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Seismic (E)= Design Summary Wall Stability Ratios Overturning =2.29 OK Sliding = 3.01 OK Total Bearing Load = 1,124 lbs ...resultant ecc. = 3.84 in Soil Pressure @ Toe = 795 psf OK Soil Pressure @ Heel = 105 psf OK Allowable =1,995 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,113 psf ACI Factored @ Heel = 147 psf Footing Shear @ Toe = 5.3 psi OK Footing Shear @ Heel = 4.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force =211.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 337.3 300.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Normal Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg = 1.75ft 0.00 Wall Material Above "Ht" = Masonry Concrete Thickness = 6.00 6.00 Rebar Size = ## 4 5 Rebar Spacing = 16.00 16.00 Rebar Placed at =Center Center Design Data fb/FB + fa/Fa = 0.232 0.220 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable = 1,621.9 2,851.7ft-# =psi Shear.....Allowable = 69.7 75.0psi Wall Weight = 63.0 75.0psf Rebar Depth 'd' = 2.75in 3.00 Masonry Data f'm = 1,500psi Fy =psi 60,000 Solid Grouting = Yes Modular Ratio 'n'= 21.48 Equiv. Solid Thick.=5.60in Concrete Data f'c = 2,500.0psi Fy = 60,000.0 Masonry Design Method LRFD= Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level = 126.0 169.8lbsStrength Level Service Level Strength Level = 378.0 629.5ft-# Service Level Strength Level = 1.9 4.7psi Design Method = LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)= 67.50in2 Title :6'-0" MAX rev Page : 2 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: g:\65198\structural revit\calc\65198 cmu calc.rpx RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0522 in2/ft (4/3) * As : 0.0696 in2/ft Min Stem T&S Reinf Area 0.252 in2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : ============ One layer of : Two layers of : Required Area : 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area : 0.2325 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area : 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in 2.00 0.50 12.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width = ft Heel Width = Key Distance from Toe Key Depth Key Width = in = in = 0.00 0.00 2.00 ft Footing Thickness = in 2.50= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm = None Spec'd = = = = = 1,113 20,519 7,776 611 5.29 40.00 Heel: 147 0 0 0 4.01 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = None Spec'd Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.65 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. Title :6'-0" MAX rev Page : 3 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: g:\65198\structural revit\calc\65198 cmu calc.rpx RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING..... Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 141.8 5.38 761.9 = = 240.0 1.00 240.0= = = Stem Weight(s) = 509.3 2.25 1,145.8 Earth @ Stem Transitions =Footing Weight = 375.0 1.25 468.8 Key Weight = 2.00 Added Lateral Load lbs =808.6 Vert. Component Total = 1,124.3 1,854.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total = R.M. =211.8 O.T.M. = Resisting/Overturning Ratio =2.29 Vertical Loads used for Soil Pressure = 1,124.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 70.0 0.67 46.7 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.068 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Title :6'-0" MAX rev Page : 4 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: g:\65198\structural revit\calc\65198 cmu calc.rpx RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Title :6'-0" MAX rev Page : 5 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: g:\65198\structural revit\calc\65198 cmu calc.rpx RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Wall:Concrete Masonry Designer to determine bar cutoff locations 7.75 ft 1.00 ft 1.75 ft 0.00 ft 0.0 lbs 20.0 lbs 40.0 lbs 60.0 lbs 80.0 lbs 100.0 lbs 120.0 lbs 140.0 lbs 160.0 lbs 180.0 lbs Applied Shear Diagram Top of Soil Title :6'-0" MAX rev Page : 6 Dsgnr:TH Date: 20 FEB 2020 Description.... clubhouse wall This Wall in File: g:\65198\structural revit\calc\65198 cmu calc.rpx RetainPro (c) 1987-2019, Build 11.19.07.30 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13License : KW-06056134 License To : GOUVIS ENGINEERING Project Name/Number : 65198 cmu cal Wall:Concrete Masonry Allowable Moment Lines:Concrete Masonry Designer to determine bar cutoff locations 7.75 ft 1.00 ft 1.75 ft 0.00 ft 0.0 ft-# 320.0 ft-# 640.0 ft-# 960.0 ft-# 1,280.0 ft-# 1,600.0 ft-# 1,920.0 ft-# 2,240.0 ft-# 2,560.0 ft-# 2,880.0 ft-# Applied Moment Diagram Top of Soil Actual = 378.0 Allow. = 1,621.9ft-# Mu = 629.5 MnPhi = 2,851.7ft-#