Loading...
BCOM2019-0072 - Structural Calcs - 1st SubmittalSINCE -1960 A TRUSTED PARTNER IN INNOVATION, QUALITY & SERVICE STRUCTURAL CALCULATIONS (A Resident and Resort Hospitality Project) Pendry Clubhouse La Quinta, County of Riverside, CA Gouvis job No.: 65198 12/6/2019 Developer: The Robert Green Company Architect: BAR Architects 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 NG Ntf. 64238 FJ 21 949.752.1612 15 Studebaker Huan Nguyen, Director C64238 Exp. Date 6/30/2021 O A '�M Irvine, CA The attached calculations are valid only when bearing original or 92618 electronic signature of Huan Nguyen, Hereon. www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam p wms7.M!HAAli1ing consulting group, inc. PAGE: JOB NO.: 65198 DATE: 8/26/2019 CLIENT: BAR Architects (3356) SHEAR WALL SCHEDULE 2016 CALIFORNIA BUILDING CODE (1), (3) SILL PLATE CONNECTION SHEAR EDGE FIELD ALLOWABLE FRAMING CLIPS A35's, 1/4"0x6" SIDS 1/4"Ox6" SIDS PANEL SHEATHING NAILING NAILING SHEAR 16d's SCREWS SCREWS LS50's OR LTP4's TYPE (8) (COMMON) (COMMON) (PLF) SINKER LSL & DF LVL (5),(6) (9) RIM BOARD RIM BOARD 3/8" APA rated 8 d's @ 6" O.C. 8 d's @ 12" O.C. 260 (7) @ 6" O.C. @ 16" O.C. @ 14" O.C. @ 24" O.C. 220 2 3/8" APA rated 8 d's @ 4" O.C. 8 d's @ 12" O.C. 380 (7) @ 4" O.C. @ 12" O.C. @ 10" O.C. @ 16" O.C. (4)(2) 320 490 (10) (10) (10) (10) 3 3/8" APA rated 8 d's @ 3" O.C. 8 d's @ 12" O.C. (7) @ 3" O.C. @ 8" O.C. @ 7 O.C. @ 12" O.C. (4) 410 640 (10) (10) (10) (10) A 3/8" APA rated 8 d's @ 2" O.C. 8 d's(4) @ 12" O.C. (7) @2 O.C. @ 6" O.C. @ 5" O.C. @ 10" O.C. (2) 530 15/32" APA 10 d's 10 d's 2 RO (1 ) (10) (10) (10) (4) (2) rated @ 2" O.C. @ 12" O.C. 870 STAGG. @ 5" O.C. @ 4" O.C. @ 6" O.C. Structural I @ 3" O.C. (1) SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. (2) PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. (3) STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. (4) PERIODIC SPECIAL INSPECTION IS REQUIRED. (5) USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). (6) USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. (7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX. (8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9) NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C. (10) FOR DOUBLE SIDED SHEAR PANELS: a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE A3 b. USE ONLY 1/4"Ox6" SIDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES 4A & A5 . c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING, FOR TYPES A3 , 4A & A5 . REV. 09/10/2018 GOVVTsengineering consulting group, inc. Job :65198 Plan :ClubHouse DESIGN CRITERIA: A. Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, S5= 1.50, S, = 0.65, SDs=1.000, SD1=0.650, Rx =6.5, Rv =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.OE, 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. N/A EXTERIOR WALL (WALL_E): DL = 15 INTERIOR WALL (WALL-1): DL = 10 PRIMARY ROOF (ROOF_P) Pitch: 0.25 K = Increase for pitch: 1.00112 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 Version: 6.72 GOVVIS engineering Job :65198 Plan :ClubHClubHouse consulting group, inc. BEAM GT#1 (DROP): GT @ FRONT OF COVERED OUTDOOR @ 1st Floor Loads (Downward +) SELF WEIGHT 30 plf from 0.00ft to 19.50ft ROOF P 180 PLF = 10.00' x (16.00+20.00)/2 from 0.00' to 19.50' 19.50 DOWN (D+Lr+L/Max. Comb.) 2047/2047 UP (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)12 from 0.00' to 25.00' 2047/2047 0/0 25.00 DOWN (D+Lr+L/Max. Comb.) 4100/4100 4100/4100 UP (D+Lr+L/Max. Comb.) 0/0 0/0 liiii1:i111 *21]:W10L1-]H19:1=1:iiiii Version: 6.72 GOVVIS engineering consulting group, inc. Job :65198 Plan :ClubHouse 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)12 from 0.00' to 33.00' DOWN (D+Lr+L/Max. Comb.) UP (D+Lr+L/Max. Comb.) *** TRUSS DESIGN BY OTHER *** 16.50 29.75 33.00 672/672 1858/1858 836/836 0/0 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)12 from 0.00' to 21.50' 0/0 0/0 21.50 DOWN (D+Lr+L/Max. Comb.) 1978/1978 1978/1978 UP (D+Lr+L/Max. Comb.) 0/0 0/0 liiii 1:1111*2 1]:W 10 ►1-] HS 9:1=1:iiiii Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. BEAM 1 : FL BM @ LEFT OF MAIL ROOM @ 1st Floor Loads (Downward +) SELF WEIGHT 9 plf from 0.00ft to 22.00ft { 8.00 ROOF P 189 PLF = 10.50' x (16.00+20.00)12 from 0.00' to 22.00' y8.00 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'vx A)=0.171 $ z F'v= 225, A = 32.38 Shear Diagragm:D + Lr Critical Moment =-1639 LB -FT @ 8.00' M/(F'bx S)=0.29 F'b = 1350, S = 49.91 Critical Deflection for TL = -0.025 INCH @ 22.00' L/180 = 0.267" V 177- Critical Deflection for LL = -0.013 INCH @ 22.00' L/270 = 0.178" -1639 Moment Diagragm:D + Lr '-�.��I Deflection . - . . 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)12 from 0.00' to 9.00' Reactions (D+Lr+L/Max. Load comb.) 9.00 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'vx A)=0.143 _69 F'v= 225, A = 32.38 Shear Diagragm:D + Lr Critical Moment =1914 LB -FT @ 4.50' M/(F'bx S)=0.34 1914 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" Moment Diagragm:D + Lr -0.040 Deflection Da Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. BEAM 3: FL BM @ LEFT OF MAIL ROOM @ 1st Floor P1 Loads (Downward +) i SELF WEIGHT 13 plf from O.00ft to 10.50ft � ROOF P 36 PLF = 2.00' x (16.00+20.00)/2 from 0.00' to 10.50' 10.50 Point from Support 2 of Beam 1 @ Oft, (D=936 Lr-1057) (Pl) t :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2625/2625 0/0 Up 0/0-118/-118 LU 2050 USE TIMBERSTRAND 3 1/2"x 9 1/4" 1.55E (Fb= 2325, F = 310) Shear Diagragm:D + Lr Critical Shear =-2050 LB @ 1.17' 1.5xV/(F' x A)=0.245 F' = 388, A = 32.38 Critical Moment =-3044 LB -FT @ 1.50' M/(F'bx S)=0.25 F'b = 2977, S = 49.91 -3044 Critical Deflection for TL = -0.066 INCH @ 0.00' L/180 = 0.100" Moment Diagragm:D + Lr Critical Deflection for LL = -0.036 INCH @ 0.00' L/270 = 0.067" PX 0.066 Deflection Diagram:D + Lr BEAM 4 : FL BM @ LEFT OF MAIL ROOM @ 1st Floor P1 Loads (Downward +) SELF WEIGHT 13 plf from 0.00ft to 20.75ft i ROOF P 513 PLF = 28.50' x (16.00+20.00)12 from 0.00' to 20.75' Point from Support 2 of Beam 3 @ 7.75ft, Q (Pl) 8.25 . :Point load Location � 16.75 Reactions (D+Lr+L/Max. Load comb.) 20.75 Down 1646/1646 4394/4394 4191 /4191 h 7.75 Up 0/0 0/0 0/0 w/ 2-2X4 at support 2 (at 8'-3")l1l w/ 2-2X4 at support 3 (at 16'-9")l1l -2219 Shear Diagragm:D + Lr USE TIMBERSTRAND 3 1/2"x 9 1/4" 1.55E (Fb= 2325, F = 310) Critical Shear =-2219 LB @ 7.75' 1.5xV/(F' x A)=0.265 F' = 388, A = 32.38 Critical Moment =-3990 LB -FT @ 16.75' M/(F'bx S)=0.33 F'b= 2977, S = 49.91 .3990 Critical Deflection for TL = -0.140 INCH @ 20.75' L/180 = 0.267" Moment Diagragm:D + Lr Critical Deflection for LL = -0.072 INCH @ 20.75' L/270 = 0.178" .0.140 Deflection Diagram:D + Lr (1) selected post do not consider combined axial and out -of -plane bending Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. BEAM 5 : FL BM @ FRONT OF LOUNGE @ 1st Floor Loads (Downward +) SELF WEIGHT 17 plf from 0.00ft to 23.75ft 14.75 ROOF P 504 PLF = 28.00' x (16.00+20.00)12 from 0.00' to 23.75' 23.75 Reactions (D+Lr+L/Max. Load comb.) Down 2889/2889 7541/7541 1063/1063 Up 0/0 0/0 0/0 w/ 2-2X6 at support 2 (at 14'-9")(1) -3 65 USE DFL N01 6 x 12 (Fb= 1350, F = 170) Shear Diagragm:D + Lr Critical Shear =-3765 LB @ 13.75' 1.5xV/(F'vx A)=0.420 F'v= 213, A = 63.25 Critical Moment=-10030 LB -FT @ 14.75' M/(F'bx S)=0.59 F'b = 1695, S = 121.23 .10030 Critical Deflection for TL = -0.254 INCH @ 6.75' L/240 = 0.738" Moment Diagragm:D + Lr Critical Deflection for LL = -0.127 INCH @ 6.75' L/480 = 0.369" -0.127 Deflection Diagram:Lr + L BEAM 7 : FL BM @ RIGHT OF STORAGE @ 1st Floor Loads (Downward +) SELF WEIGHT 9 plf from 0.00ft to 13.75ft ROOF P 324 PLF = 18.00' x (16.00+20.00)/2 from 0.00' to 13.75' 9.50 Reactions (D+Lr+L/Max. Load comb.) 13.75 Down 1265/1265 3314/3314 Up 0/0 0/0 w/ 2-2X4 at support 2 (at 9'-6")11l USE DFL NO2 4 x 10 (Fb= 900, F = 180) Shear Diagragm:D + Lr Critical Shear =-1621 LB @ 8.67' 1.5xV/(F' x A)=0.334 F' = 225, A = 32.38 Critical Moment =-3007 LB -FT @ 9.50' M/(F'bx S)=0.54 F'b = 1350, S = 49.91 Critical Deflection for TL = -0.087 INCH @ 4.33' L/240 = 0.475" -3007 Critical Deflection for LL = -0.047 INCH @ 4.33' L/480 = 0.238" Moment Diagragm:D+Lr -0.047 Deflection Diagram:Lr + L (1) selected post do not consider combined axial and out -of -plane bending Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. BEAM 8 (DROP): DR BM @ REAR OF KITCHEN @ 1st Floor P1 Loads (Downward +) SELF WEIGHT 32 plf from 0.00ft to 23.50ft 23.50 ROOF P 54 PLF = 3.00' x (16.00+20.00)/2 from 0.00' to 23.50' 11.50 Point from Support 1 of Beam 9 @ 11.5ft, (D=1368 Lr-1128) (PI) t :Point load Location 2256 Reactions (D+Lr+L/Max. Load comb.) Down 2285/2285 2232/2232 LLL,24 Up 0/0 0/0 USE PARALLAM 7" x 11 7/8" 2.0E (Fb= 2800, F,= 285) Shear Diagragm:D + Lr Critical Shear =2256 LB @ 0.33' 1.5xV/(F' x A)=0.114 F' = 356, A = 83.13 20591 Critical Moment =20591 LB -FT @ 11.50' M/(F'bx S)=0.44 F'b = 3414, S = 164.52 Critical Deflection for TL = -0.899 INCH @ 11.67' L/300 = 0.940" Moment Diagragm:D + Lr Critical Deflection for LL = -0.375 INCH @ 11.67' L/600 = 0.470" -0.899 Deflection . a - BEAM 9 (DROP): DR BM @ RIGHT OF KITCHEN @ 1st Floor Loads (Downward +) P1 SELF WEIGHT 17 plf from 0.00ft to 19.75ft i 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) (PI) 15.25 :Point load Location 4.50 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) ffTTFTFL =M77F"" USE DFL N01 6 x 12 (Fb= 1350, F,= 170) a879 Shear Diagragm:D + Lr Critical Shear =-4879 LB @ 14.92' 1.5xV/(F'vx A)=0.545 F'=213,A=63.25 Critical Moment=-13083 LB -FT @ 15.25' M/(F'bx S)=0.78 F'b = 1660, S = 121.23 Critical Deflection for TL = -0.339 INCH @ 6.75' L/240 = 0.763" -13083 Critical Deflection for LL = -0.162 INCH @ 6.83' L/480 = 0.381" Moment Diagragm:D + Lr -0.339 Deflection . agr (1) selected post do not consider combined axial and out -of -plane bending Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. BEAM 10 (DROP): DR BM @ REAR OF KITCHEN @ 1st Floor Loads (Downward +) SELF WEIGHT 17 plf from 0.00ft to 23.50ft 23.50 ROOF P 162 PLF = 9.00' x (16.00+20.00)12 from 0.00' to 23.50' 1924 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, F,= 265) Critical Shear =1924 LB @ 1.00' 1.5xV/(F' x A)=0.142 Shear Diagragm,D + Lr F'=331,A=61.50 12357 Critical Moment =12357 LB -FT @ 11.75' M/(F'bx 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" Moment Diagragm:D + Lr Deflection. agr . . BEAM 11 (DROP): DR @ RIGHT OF COVERED OUTDOOR @ 1st Floor Loads (Downward +) lPi SELF WEIGHT 29 plf from 0.00ft to 22.00ft • ROOF P 72 PLF = 4.00' x (16.00+20.00)12 from 0.00' to 4.50' ROOF P 288 PLF = 16.00' x (16.00+20.00)12 from 4.50' to 22.00' 22.00 t Point from Support 3 of Beam GT#3 @ 4.5ft, ( D=771 Lr-656 ) (P 1) 4.50� :Point load Location 3716 Reactions (D+Lr+L/Max. Load comb.) Down 3749/3749 3679/3679 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) Shear Diagragm:D + Lr 21354 USE GLB 24F-V4 8 3/4" x 12" (Fb= 2400/1850, F,= 265) Critical Shear =3716 LB @ 0.33' 1.5xV/(F' x A)=0.160 F'=331,A=105.00 Critical Moment =21354 LB -FT @ 10.42' M/(F'bx S)=0.43 F'b = 2831, S = 210.00 Moment Diagragm:D + Lr Critical Deflection for TL = -0.828 INCH @ 10.83' L/300 = 0.880" Critical Deflection for LL = -0.409 INCH @ 10.92' L/600 = 0.440" -0.828 Deflection . agr . (1) selected post do not consider combined axial and out -of -plane bending Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. BEAM 12 : BOTT. FL @ LEFT OF KITCHEN @ 1st Floor Pi Loads (Downward +) A • SELF WEIGHT 23 plf from 0.00ft to 20.00ft 20.00 ROOF P 756 PLF = 42.00' x (16.00+20.00)/2 from 0.00' to 16.25' 16.25 ROOF P 360 PLF = 20.00' x (16.00+20.00)/2 from 16.25' to 20.00' ol Point from Support 2 of Beam GT#2 @ 16.25ft, (D=2100 Lr--2000) (Pl) t :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 7270/7270 8813/8813 Up 0/0 0/0 -8704 Shear Diagragm:D + Lr w/ 2-2X6 at support 1 (at 0'-011)I1I w/ 2-2X6 at support 2 (at 20'-0")I1I 39927 USE GLB 24F-V4 5 1/8" x 16 1/2" (Fb= 2400/1850, F = 265) Critical Shear =-8704 LB @ 19.67' 1.5xV/(F'vx A)=0.466 F'v= 331, A = 84.56 Moment Diagragm:D + Lr Critical Moment =39927 LB -FT @ 11.00- M/(F'bx 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" -0.845 Deflection Diagram:D + Lr BEAM 13 (DROP): DR BM @ COVERED OUTDOOR LIVING @ 1st Floor Loads (Downward +) lPi SELF WEIGHT 24 plf from 0.00ft to 16.25ft ROOF P 72 PLF = 4.00' x (16.00+20.00)12 from 0.00' to 8.50' ROOF P 576 PLF = 32.00' x (16.00+20.00)/2 from 8.50' to 16.25' 16.25 Point from Support 2 of Beam GT#1 @ 8.5ft, (D=1073 Lr-975) (PI) 8.50 t :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 2688/2688 4826/4826 Up 0/0 0/0 w/ 2-2X6 trim at support 2 (at 16'-3")I1I a626 Shear Diagragm:D + Lr USE PARALLAM 5 1/4" x 11 7/8" 2.0E (Fb= 2800, F = 285) 19379 Critical Shear =-4626 LB @ 15.92' 1.5xV/(F'vx A)=0.312 F' = 356, A = 62.34 Critical Moment =19379 LB -FT @ 8.50' M/(F'bx S)=0.56 F'b = 3377, S = 123.39 Moment Diagragm:D + Lr Critical Deflection for TL = -0.569 INCH @ 8.50' L/240 = 0.813" Critical Deflection for LL = -0.285 INCH @ 8.50' L/480 = 0.406" (1) selected post do not consider combined axial and out -of -plane bending Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. BEAM 14 : BOTT. FL @ LEFT OF LOUNGE @ 1st Floor i 2 Loads (Downward +) A • SELF WEIGHT 17 plf from O.00ft to 13.00ft 13.00 ROOF P 828 PLF = 46.00' x (16.00+20.00)12 from 0.00' to 9.25' 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' 9.25 Point from Support 1 of Beam GT#2 @ 9.25ft, (D=2100 Lr--2000) (Pl) Point from Support 2 of Beam GT#4 @ 9.25ft, (D=774 Lr-430) (P2) t :Point load Location Reactions (D+Lr+L/Max. Load comb.) 777 Down 6391/6391 7684/7684 Up 0/0 0/0 -7543 Shear Diagragm:D + Lr w/ 2-2X6 at support 1 (at 0'-0")(1) 26266 w/ 2-2X6 at support 2 (at 13'-0")(1) USE GLB 24F-V4 5 1/8" x 12" (Fb= 2400/1850, F = 265) Critical Shear =-7543 LB @ 12.67' 1.5xV/(F' x A)=0.555 F'=331,A=61.50 Moment Diagragm:D + Lr Critical Moment =26266 LB -FT @ 8.25' M/(F'bx S)=0.85 F'b = 3000, S = 123.00 Critical Deflection for TL = -0.587 INCH @ 6.75' L/240 = 0.650" Critical Deflection for LL = -0.278 INCH @ 6.75' L/480 = 0.325" -0.587 Deflection Diagram:D + Lr BEAM 15 : FL BM @ OVER COVERED EXTERIOR HALL @ 1st Floor Loads (Downward +) SELF WEIGHT 17 plf from 0.00ft to 9.75ft ROOF P 648 PLF = 36.00' x (16.00+20.00)12 from 0.00' to 9.75' 9.75 Reactions (D+Lr+L/Max. Load comb.) Down 3242/3242 3242/3242 Up 0/0 0/0 w/ 2-2X6 at support 1 (at 0'-0")l1l w/ 2-2X6 at support 2 (at 9'-9")l1l -25 Shear Diagragm:D + Lr USE DFL N01 6 x 12 (Fb= 1350, F,= 170) Critical Shear =-2577 LB @ 8.75' 1.5xV/(F'vx A)=0.288 7901 F'v= 213, A = 63.25 Critical Moment =7901 LB -FT @ 4.92' M/(F'bx S)=0.46 F'b = 1695, S = 121.23 Critical Deflection for TL = -0.121 INCH @ 4.83' L/240 = 0.488" Moment Diagragm:D + Lr Critical Deflection for LL = -0.066 INCH @ 4.83' L/480 = 0.244" `',,1111111�1111''''rr,' 0.. Deflection •a (1) selected post do not consider combined axial and out -of -plane bending Version: 6.72 GOVVIS engineering Job :65198 Plan :ClubHClubHouse consulting group, inc. BEAM 16 (DROP): DR @ FRONT OF COVER OUTDOOR @ 1st Floor Loads (Downward +) SELF WEIGHT 27 plf from 0.00ft to 25.50ft 25.50 ROOF P 225 PLF = 12.50' x (16.00+20.00)12 from 0.00' to 25.50' 2793 Reactions (D+Lr+L/Max. Load comb.) Down 3213/3213 3213/3213 Up 0/0 0/0 w/ 2-2X4 trim at support 1 (at 0'-0")(1) w/ 2-2X4 trim at support 2 (at 25'-6")(1) Shear Diagragm:D+Lr 20483 USE LVL 3 1/2" x 20" 2.0E (Fb= 2800, F,= 285) Critical Shear =2793 LB @ 1.67' 1.5xV/(F' x A)=0.168 F' = 356, A = 70.00 Critical Moment =20483 LB -FT @ 12.75' M/(F'bx S)=0.81 F'b = 1299, S = 233.33 Moment Diagragm:D + Lr Critical Deflection for TL = -0.514 INCH @ 12.75' L/300 = 1.020" Critical Deflection for LL = -0.255 INCH @ 12.75' L/600 = 0.510" -0.514 Deflection . agr . (1) selected post do not consider combined axial and out -of -plane bending Version: 6.72 Gc m'%'. ngineering consulting group, inc. ROOF SHEAR WALL LAYOUT CLUB HOUSE GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. 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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F�= 1.50 Ry=6.50 SITE CLASS:D SDs=2FaSs/3 =1.000 SD1=2FvS1/3 =0.650 SDc=D 1e=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() 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: 15132" CDX RATED UNBLOCKED 32116 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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F�= 1.50 RX=6.50 SITE CLASS:D SDs=21`aSs/3 =1.000 SD1=2FvS1/3 =0.650 SDc=D 1e=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() 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: 15132" CDX RATED UNBLOCKED 32116 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) (1) Load from Diaphragm Only Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. 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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F�= 1.50 Ry=6.50 SITE CLASS:D SDs=2FaSs/3 =1.000 SD1=2FvS1/3 =0.650 SDc=D 1e=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() 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: 15132" CDX RATED UNBLOCKED 32116 w/8d COMMON NAILS AT 6", 6 12" O.C. CHORD FORCE= 170.45 x 36.00 z / (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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F�= 1.50 RX=6.50 SITE CLASS:D SDs=21`aSs/3 =1.000 SD1=2FvS1/3 =0.650 SDc=D 1e=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() 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: 15132" CDX RATED UNBLOCKED 32116 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) (1) Load from Diaphragm Only Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. 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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F�= 1.50 Ry=6.50 SITE CLASS:D SDs=2FaSs/3 =1.000 SD1=2FvS1/3 =0.650 SDc=D 1e=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(") 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: 15132" CDX RATED UNBLOCKED 32116 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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F"= 1.50 RX=6.50 SITE CLASS:D SDs=21`aSs/3 =1.000 SD1=2F S1/3 =0.650 SDc=D 1e=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: 15132" CDX RATED UNBLOCKED 32116 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) (1) Load from Diaphragm Only Version: 6.72 GOUVIS Job : �J 1 Plan :ClubH lubHouse consulting group, inc. 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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F�= 1.50 Ry=6.50 SITE CLASS:D SDs=2FaSs/3 =1.000 SD1=2FvS1/3 =0.650 SDc=D 1e=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() 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: 15132" CDX RATED UNBLOCKED 32116 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, K t= 1.00, G = 0.85, Gcpi= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 0 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (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 F"= 1.50 RX=6.50 SITE CLASS:D SDs=21`aSs/3 =1.000 SD1=2FvS1/3 =0.650 SDc=D 1e=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() 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: 15132" CDX RATED UNBLOCKED 32116 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) (1) Load from Diaphragm Only Version: 6.72 GOVVTsengineering consulting group, inc. 1 L_ROOF Wind: 1237 20.00ft Seismic: 759 Wind: 1237(LB) Seismic: 889(LB) = 759 + 130 No 14, ENIV 0.25 4.75 2.50 — 8.00 — 5.50 2.75 0 Strap (E) 9.00 Job :65198 Plan :ClubHouse 0.00 A 23.75 7.50 15.50 430 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) (p = 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 Ibs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 0.655" s 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) Panel OA 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) 518" x 12" Anchor Bolt (@ 40" O. C. max) Version: 6.72 GOUVIS Job :65198 Plan :ClubHouse consulting group, inc. 1 L_ROOF Wind: 1237 20.00ft Seismic: 759 Wind: 3170(LB) Seismic: 2666(LB) = 2497 + 170 T Hold down 0.00 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 21-ROOF Wind:1933 26.50ft Seismic: 1737 WALL 2 1st Floor ON GRID 2 Exterior Direction: L Location:(0.94,48.78) 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 Ibs Max panel deflection: AM = (4.0/1.00) x As 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) Dowrl Panel O b = 8.00 h = 11.00 Net length = 8.00 Left Side: T = 4172 LB C = 4638 LB HTT5/4x6 (1) w/ DBL BLK'G Right Side: T = 4172 LB C = 4638 LB HTT5/4x6 (1) w/ DBL BLK'G Use HTT5/4x6 (1) on both ends w/(3) 5/8" x 12"Anchor Bolt (@ 40" O.C. max) 11.00 48.25 (p = 1.0) User refered (1) Hold down Inside of panel (0) Hold down Outside of panel Version: 6.72 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse 4L_ROOF Wind: 2965 51.00ft Seismic: 2131 Wind: 2965(LB) Seismic: 2247(LB) = 2131 + 117 8.00 Strap (E) 1 Hold down 0.00 A B A 27.25 2.50 10.50 16.29 -1822 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 1st Floor ON GRID 3 Exterior Direction: L Location:(24.96,4.75) (p = 1.0) Total Length = 27.25 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2965 / 27.25 = 109 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2965 / 8.00 = 371 plf (Flexible) Max. Drag = 1822 Ibs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 1.187" <_ 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) Panel OA b = 8.00 h = 8.00 Net length = 8.00 Left Side: T = 2727 LB C = 3160 LB STHD10/4x6 Right Side: T = 2818 LB C = 3160 LB HTT5/4x6 (1) w/ DBL BLK'G Use STHD10/4x6 @ L. and Use HTT5/4x6 (1) @ R. w/ (3) 5/8" x 12"Anchor Bolt (@ 40" O.C. max) User refered (1) Hold down Inside of panel (0) Hold down Outside of panel Version: 6.72 GOUVIS Job :65198 Plan :ClubHouse consulting group, inc. 21-ROOF Wind:1933 26.50ft Seismic: 1737 Wind: 1933(LB) Seismic: 2850(LB) = 2713 + 137 T Hold down 0.00 Drag Force Analysis 1376 18.40 21.25 3L ROOF Wind:0 30.50ft Seismic: 975 A 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) 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 Ibs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 2.352" <_ 0.020 x 132.00 = 2.640 " Use TYPE 4 (shear capacity reduced by Aspect Ratio = 0.98 ) Design Report: Loads: we// 165.00 plf = 15 x 11.00' Overturn Analysis Uplift(T) Dowrl Panel OA 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 (1) on both ends w/ (3) 518" x 12"Anchor Bolt (@ 24" O.C. max) For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End 11.00 44.00 (P = 1.0) (1) Hold down Inside of panel (0) Hold down Outside of panel Reduce shear capacity per Section SDPWS 4.3.4.2 Version: 6.72 GOVVIS engineering consulting group, inc. Job :65198 Plan :ClubHouse 4L_ROOF Wind: 2907 50.00ft Seismic: 2089 Wind: 2907(LB) Seismic: 2230(LB) = 2089 + 141 00 0 Strap (E) 50 0.00 B A 29.00 4.50 12.50 17.11 -1654 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) 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 Ibs Max panel deflection: AM = (4.0/1.00) x As 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) Dowrl Panel OA 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) (p = 1.0) Version: 6.72 GOVVIS engineering consulting group, inc. Job :65198 Plan :ClubHouse 3L ROOF Wind:0 28.00ft Seismic: 895 Wind: 0(LB) Seismic: 928(LB) = 895 + 33 8.00 0.00 A 24.25 1.25 880 Drag Force Analysis A: Simpson ST22 (11921-13) 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) (p = 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 Ibs 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. Version: 6.72 GOVVIS engineering consulting group, inc. 4T ROOF Wind:1723 30.00ft Seismic: 1912 Wind: 1723(LB) Seismic: 2085(LB) = 1912 + 173 0 Strap (E) 1169 0.00 Drag Force Analysis A: Simpson ST22 (11921-13) ALT (10) #16 sinker per top plate splice Job :65198 Plan :ClubHouse 8.00 50 A . 45.50 Design Analysis WALL A 1st Floor ON GRID A Exterior Direction: T Location:(15.94,-22.34) (p = 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 Ibs Max panel deflection: AM = (4.0/1.00) x As 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) Dowrl Panel O 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) 518" x 12"Anchor Bolt (@ 40" O.C. max) Version: 6.72 GOVVIS engineering consulting group, inc. Job :65198 Plan :ClubHouse 1 T_ROOF Wind: 792 24.00ft Seismic: 715 Wind: 792(LB) Seismic: 867(LB) = 715 + 152 O 9.00 0.00 A 20.53 10.00 445 Drag Force Analysis A: Simpson ST22 (11921-13) 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) (p = 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 Ibs Max panel deflection: AM = (4.0/1.00) x As 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) Dowrl Panel OA 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) 518" x 12"Anchor Bolt (@ 48" O.C. max) Version: 6.72 GOVVTsengineering consulting group, inc. Job :65198 Plan :ClubHouse 2T ROOF Wind: 2516 35.00ft Seismic: 1474 Wind: 2516(LB) Seismic: 1556(LB) = 1474 + 83 1 1011 11MM mmm 11.00 1114 0.00 A A 26.25 24.75 -1114 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 131 1st Floor ON GRID B Exterior Direction: T Location: (-0.01,4.91) (p = 1.0) Total Length = 26.25 ft Total panel Length = 3.00ft (Net Length= 3.00ft) Shear Diaphragm = 2516 / 26.25 = 96 plf Design Wall Shears = 2516 / 3.00 = 839 plf (Flexible) Max. Drag = 1114 Ibs Use (2) SIMPSON STEEL STRONG WALL (SSW18x11 - 1" DIA.) For Grade Beam of Each Panel, Add (2)#5 Top & Bottom, 4' past Panel Each End. * User refered Version: 6.72 GOVVTsengineering consulting group, inc. Job :65198 Plan :ClubHouse 3T ROOF Wind:792 24.00ft Seismic: 879 Wind: 2371(LB) Seismic: 2805(LB) = 2632 + 173 0 Strap (1) O 4T ROOF Wind: 1579 27.50ft Seismic: 1753 9.00 1761 0.00 B A 34.94 14.85 21.94 2 . Drag Force Analysis A: Simpson ST22 (11921-13) ALT (10) #16 sinker per top plate splice B: Simpson ST6224 (21341-13) ALT (16) #16 sinker per top plate splice Design Analysis WALL 132 1st Floor ON GRID B Interior Direction: T Location:(26.44,4.80) 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 Ibs Max panel deflection: AM = (4.0/1.00) x As 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) Panel OA 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) 518" x 12" Anchor Bolt (@ 40" O. C. max) (p = 1.0) Version: 6.72 GOVVTsengineering consulting group, inc. Job :65198 Plan :ClubHouse 1 T_ROOF Wind: 792 24.00ft Seismic: 715 Wind: 792(LB) Seismic: 800(LB) = 715 + 85 00 50 0 Strap (E) 636 0.00 A A 22.00 17.50 21.50 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) (p = 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 Ibs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 1.770" s 0.020 x 108.00 = 2.160 " Use TYPE 1 (shear capacity reduced by Aspect Ratio = 0.97) Design Report: Loads: Wall 135.00 pit = 15 x 9.00' Overturn Analysis Uplift(T) Down(C) Panel A 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) 518" x 12" Anchor Bolt (@ 32" O. C. max) Reduce shear capacity per Section SDPWS 4.3.4.2 Version: 6.72 GOVVIS engineering consulting group, inc. Job :65198 Plan :ClubHouse 3T ROOF Wind:792 24.00ft Seismic: 879 Wind: 792(LB) Seismic: 947(LB) = 879 + 68 9.00 0 Strap (E) 0.00 A 30.00 5.00 789 Drag Force Analysis A: Simpson ST22 (11921-13) 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) (p = 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 Ibs Max panel deflection: AM = (4.0/1.00) x As 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) Dowrl Panel OA 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) 518" x 12"Anchor Bolt (@ 48" O.C. max) Version: 6.72 GOUVIS consulting group, inc. 2T ROOF Wind: 3918 54.50ft Seismic: 2294 Wind: 3918(LB) Seismic: 2372(LB) = 2294 + 77 T Hold down A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) 11.00 0.00 C B A 26.37 6.25 12.01 18.35 2990 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice 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) 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 Ibs Max panel deflection: AM = (4.0/1.00) x As 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) Dowrl Panel O b = 6.25 h = 11.00 Net length = 6.25 Left Side: T = 7032 LB C = 7401 LB HDQ8/4x4(I) w/ DBL BLK'G Right Side: T = 7134 LB C = 7401 LB HDQ8/(3)2x4(I) w/ DBL BLK'G Use HDQ8/4x4 (1) @ L. and Use HDQ8/(3)2x4 (1) @ R. w/ (3) 518" x 12"Anchor Bolt (@ 24" O.C. max) For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End (p = 1.0) Job :65198 Plan :ClubHouse (1) Hold down Inside of panel Version: 6.72 (0) Hold down Outside of panel GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse 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)12 from 0.00' to 1.00' Total Weight(Wtotal) = 1080 PLF Footing Width(Br) 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(Br) 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 (4511 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(PTotal ) = 5111 LB Footing Width(Br) 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,,p ) _ (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(PAIIow ) = Pcap - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 5111 / 1500 = 3.41' USE 2'-0" SQ x 12" DEEP PAD (3)#4 @ Botom E.W. Version: 6.72 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Footing/Pad: 4 @ RIGHT OF KITCHEN @ 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 9 (7999 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(PTotal ) = 8936 LB Footing Width(Br) 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(Pcap ) _ (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(PAIIow ) = PcaP - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 8936 / 1500 = 5.96' USE 2'-6" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Footing/Pad: 5 @ REAR OF OUTDOOR DINING @ 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 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 8 (1440 LB) Point from Support 2 of Beam 10 (2103 LB) Point from Support 1 of Beam 11 (3749 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(PTotal ) = 8230 LB Footing Width(Br) 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,,p ) _ (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(PAIIow ) = PcaP - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 8230 / 1500 = 5.49' USE 2'-6" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Footing/Pad: 6 @ RIGHT 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 E 135 PLF = 9.00' x 15.00 from 0.00' to 1.00' Point from Support 2 of Beam 12 (7998 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(PTotal ) = 8936 LB Footing Width(Br) 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(Pcap ) _ (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(PAIIow ) = PcaP - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 8936 / 1500 = 5.96' USE 2'-6" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Version: 6.72 GOUVIS consulting group, inc. Job :65198 Plan :ClubHouse Footing/Pad: 7 @ RIGHT OF LOUNGE @ BEAM 13 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 13 (4826 LB) Total Weight(Wtotal ) = 360 PLF Total Point Load(PTotal ) = 5426 LB Footing Width(Br) 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(Pcap ) _ (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(PAIIow ) = PcaP - (Wtotal x S)/12 = 3753 LB Required Pad Area = Ptotal /SB = 5426 / 1500 = 3.62' USE 2'-0" SQ x 12" DEEP PAD (3)#4 @ Botom E.W. Footing/Pad: 8 @ OVER OUTDOOR LIVING @ BEAM 13 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of Pad 938 LB = 150 x 2.50' x 2.50' x 1.00' Point from Support 1 of Beam 13 (2688 LB) Point from Support 2 of Beam 16 (3659 LB) Total Point Load(PTotal ) = 7285 LB Required Pad Area = Ptotal /SB = 7285 / 1500 = 4.86' USE 2'-6" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Footing/Pad: 9 @ LEFT OF LOUNGE @ BEAM 14 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 14 (7567 LB) Total Weight(Wtotal ) = 315 PLF Total Point Load(PTotal ) = 8504 LB Footing Width(Br) 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(Pcap ) _ (SB x S x Width)/144 = 4938 LB Allowable Point Load on Footing(PAIIow ) = PcaP - (Wtotal x S)/12 = 3901 LB Required Pad Area = Ptotal /SB = 8504 / 1500 = 5.67' USE 2'-6" SQ x 12" DEEP PAD (4)#4 @ Botom E.W. Version: 6.72