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CT 14-07; BEACHWALK AT ROOSEVELT; STRUCTURAL CALCULATIONS; 2018-02-28
949.752.161 2 15 Studebaker Irvine, CA 92618 SINCE 19 A TRUSTED PARTNER IN INNOVATION, QUALITY & SERVICE STRUCTURAL CALCULATIONS (A 16 Unit Condominium Complex) Beachwalk at Roosevelt Structural Design Carlsbad, County of San Diego, CA Gouvis Job No.: 64139 2/28/2018 Developer: Vesta Pacific Development ECEJ\1 ~:. Architect McKinley Associates MAY l O 2018 LAND DEVELOPMc.,~ I ..=,\.GI NEERING Huan Nguyen, Director C64238 Exp. Date 6/30/2019 The attached calculations are valid only when bearing original or electronic signature of Huan Nguyen, Hereon. www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam GO uv1s engineering consulting group, inc. DESIGN CRITERIA: A. Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, s.= 1.15, S1= 0.44, Sos=0.797, So1=0.440, Rx =6.5, Rv =6.5 B. Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, BX 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 OF, 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) Job :64139 Plan :UNIT C. CONVENTIONAL 1-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E): INTERIOR WALL (WALL_I): PRIMARY ROOF (ROOF P) Pitch: K = Increase for pitch: Typ. Truss @ 24" 0/C xK Plywood(1/2") xK 5/8" Gyp. Board Cone. Tile xK sprinkler: Misc: Snow Load: Dead Load: Live Load: PRIMARY FLOOR (FLOOR P) 14" T Jl/210@ 19.2" 0/C Plywood(3/4") 5/8" Gyp. Board Carpet None Covering sprinkler: Misc: Dead Load: Live Load: DL = 15 DL = 10 5 1.08/12 2.60 1.68 3.00 10.83 1.00 0.89 0.00 20.00 20.00 1.94 2.25 3.00 1.00 0.00 1.00 5.81 15.00 40.00 Version: 6.4 GO uv1s engineering Job :64139 Plan :UNIT consulting group, inc. SHEAR WALL SCHEDULE 2016 CALIFORNIA BUILDING CODE (1), (3) SILL PLATE CONNECTION SHEAR EDGE FIELD ALLOWABLE 1/4"0x6" 1/4"0x6" FRAMING CLIPS A35's, sos sos PANEL SHEATHING NAILING NAILING SHEAR 16d's SCREWS SCREWS LS50's OR L TP4's TYPE (8) (COMMON) (COMMON) (PLF) SINKER LSL & DF LVL (5), (6) (9) RIM BOARD RIM BOARD & 3/8" APA 8 d's 8 d's ~ @6' o.c. @ 16' O.C. @ 14" o.c. @16"0.C. rated @6" O.C. @ 12" o.c. 0 & 3/8" APA 8 d's 8 d's ~ @4" O.C. @ 12" O.C. @ 10" O.C. @ 12" O.C. (4) (2) rated @4"0.C. @ 12" o.c. 0 & 3/8" APA 8 d's 8 d's ~ (10) (10) (10) (10) (4) (2) rated @3"0.C. @ 12" O.C. @3"0.C. @8" o.c. @7" O.C. @8"0.C. 0 & 3/8" APA 8d's 8 d's ~ (10) (10) (10) (10) (4) (2) rated @2"0.C. @ 12" O.C. @2" o.c. @6" o.c. @5" o.c. @8" o.c. 0 & 15/32" APA (10) (10) (10) (10) 10 d's 10 d's 2ROWS rated 870 @5"0.C. @ 4" o.c. @6" o.c. (4) (2) Structural I @2"0.C. @ 12" o.c. STAGG. @3"0.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" 0 .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 b. USE ONLY 1/4"0x6" SOS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES.&_ & &. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING, FORTYPES&, &&&. Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 1.F1 (JIR): FIJ@ OVER GREAT ROOM @2nd Floor Loads (Downward +) ROOF_P @ 12. 75' (DL= 180, Lr= 180, LL= 0, SN= OJ (P1) WALL_/ @ 12. 75' (DL= 113, Lr= 0, LL= 0, SN= OJ (P2J FLOOR_P 73 PLF = 2.67' x (15 00+40.00)/2 from 0.00' to 20.25' + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 919/852 1042/928 Up 0/0 0/0 USE 14" TJI 560@ 16.0" O.C. or 14" RFPl-90 Critical Shear =-928 Critical Moment =4946 LB @ 20.25' V/(F'vx A)=0.423 F'v= 45, A= 49.00 LB-FT@ 11 .58' M/(F'bx S)=0.44 F'b= 1183, S = 114.33 Critical Deflection for TL= -0.439 INCH@ 10.33' U360 = 0.675" Critical Deflection for LL= -0.271 INCH@ 10.25' U800 = 0.304" Critical Reaction = 928 LB @ 20.25 ft Reaction Ratio= 0.734 BEAM 1.F2 (JIR): F/J @OVER GARAGE@ 2nd Floor Loads (Downward +) ROOF_P @ 0.00' (DL= 64, Lr= 64, LL= 0, SN= 0) (P1) WALL_£ @ 0.00' (DL= 216. Lr= 0, LL= 0, SN= 0/ (P2) FLOOR_P 88 PLF = 3.20' x (15.00+40.00)12 from 0.00' lo 14.25' + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1107/1034 500/500 Up 010 0/0 USE 14" TJI 210@ 19.2" O.C. or 14" LPI 32 PLUS or 14"BCl 6000-1.8 or 14" RFPl-400 Critical Shear =593 Critical Moment =1421 LB @ 1.83' V/(F'vx A)=0.353 F'v= 58, A = 28.88 LB-FT@ 8.58' M/(F'bx S)=0.32 F'b= 800, S = 67.39 Critical Deflection for TL = Critical Deflection for LL = -0082 INCH@ 8.17' U360 = 0.417" U540 = 0.278" -0.073 INCH @ 8.00' Critical Reaction = 500 LB@ 14.25 ft Reaction Ratio= 0.515 20.25 12.75 12.75 Shear Diagragm:D + L Momeni Diagragm:D + L P2 * 4946 Job :64139 Plan ·UNIT l -928 czt:tttU1I] I l 111[1111P' -0.271 Deflection Diagram.Lr+ L P2 ' 1 11.751 14.25 593 Shear DiagragmD + L 1421 Moment Diagragm:D + L l ~ -0.072 Deflection Diagram:L Version. 6.4 Go uv1s engineering consulting group, inc. BEAM 1.1 : RIDGE BM @OVER MASTER BED ROOM @1st Floor Loads (Downward +) SELF_WEIGHT 13 p/ffrom 0.00ft lo 11.00ft ROOF_P 260 PLF = 13.00' x (20.00+20.00)/2 from 0.00' to 11.00' Reactions (D+Lr+L/Max. Load comb.) Down 1466/1466 1466/1466 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x 9 1/2" 1.55E (Fb= 2325, Fv= 310) Critical Shear =1244 LB @ 0.83' 1.5xV/(F'vx A)=0.145 F'v= 388, A = 33.25 Critical Moment =4031 LB-FT@ 5.50' M/(F'bx S)=0.31 F'b= 2969, S = 52.65 Critical Deflection for TL = -0.226 INCH @ 5.50' U240 = 0.550" Critical Deflection for LL= -0.105 INCH@ 5.50' U480 = 0.275" BEAM 1.1A: RIDGE BM@OVER MASTER BED ROOM@ 1st Floor Loads (Downward+) SELF_WE/GHT 13 pl/from 0.00ft to 14.75ft ROOF_P 255 PLF = 12 75' x (20.00+20.00)/2 from 0.00' to 14.75' Reactions (D+Lr+L/Max. Load comb.) Down 1929/1929 1929/1929 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x 9 1/2" 1.55E (Fo= 2325, Fv= 310) Critical Shear =1711 LB @ 0.83' 1.5xV/(F' vx A)=0.199 F'v= 388, A = 33.25 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =7115 LB-FT @ 7.42' M/(F'bx S)=0.55 F'b= 2969, S = 52.65 -0.719 INCH @ 7.33' U240 = 0.738" -0.333 INCH @ 7.33' U480 = 0.369" Job :64139 Plan :UNIT l 11.00 1244 Shear Diagragm:D + Lr 4031 Momeni Oiagragm:D + Lr cztttUJIIII I I I IOJJ-D'>' -0.226 Deflection Diagram:D + Lr 14.75 1711 Shear Oiagragm:D + Lr 7115 l 4JJJJJU 11 [ 11 ~ Moment Diagragm:D + Lr czt:tJJII[) I I 11]11J11Y' -0.719 Deflection Diagram:D + Lr Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 1.1B (DROP): DROP BM @ OVER MASTER BED ROOM@ 1st Floor Loads (Downward+) SELF_WEIGHT 13 pl/from 0.00ft to 4.00ft Point from Support 2 of Beam 1.1 @ 0.25ft, ( 0=787 Lr=679 ) (P1) Point from Support 1 of Beam 1. 1A @ 0.25ft. ( D=1036 Lr=893 ) (P2) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 3421/3421 26/26 Up 0/0 0/0 w/ 2-2X4 trim at support 1 (at O'-O"t l USE TIMBERSTRAND 3 1/2"x 9 1/2" 1.55E (Fb= 2325, Fv= 310) Critical Shear =22 LB @ 0.33' 1.5xV/(F' vX A)=0.004 F'v= 279, A = 33.25 Critical Moment =26 LB-FT@ 2.00' M/(F'bx S)=0.00 F'b = 2117, S = 52.65 Critical Deflection for TL = 0.000 INCH @ 2.00' U240 = 0.200" BEAM 1.2 : CL'G BM @ OVER MASTER BATH ROOM @ 1st Floor Loads (Downward+) SELF_WEIGHT 7 pl/from 0.00ft to 10.00ft ROOF_P 170 PLF = 8.50' x (20.00+20.00)12 from 0.00' lo 10.00' Reactions (D+Lr+UMax. Load comb.) Down 864/864 864/864 Up 010 010 USE DFL NO2 4 x 8 (Fb= 900, Fv= 180) Critical Shear =-749 Critical Moment =2159 LB @ 9.33' 1.5xV/(F'vx A)=0.197 F'v= 225, A= 25.38 LB-FT @ 5.00' M/(F'bx S)=0.58 F'b= 1463, S = 30.66 Critical Deflection for TL = Critical Deflection for LL = -0.219 INCH @ 5.00' U240 = 0.500" -0.102 INCH @ 5.00' U480 = 0.250" (1) selected post do not consider combined axial and out-of-plane bending P2 .. * Shear Diagragm:D 4.00 26 Job ·64139 Plan ·UNIT ' <CJ10JJTI I [11 lllJJJ:r:D> Moment Diagragm:D ~ I I I IIDJ1-DP' Deflection Diagram:D .. 10.00 Shear Diagragm:D + Lr 2159 Moment Diagragm:D + Lr -0.219 Deflection Diagram:D + Lr ' Version. 6.4 GO uv1s engineering consulting group, inc. BEAM 1.3: FL BM @OVER BED #2 @ 1st Floor Loads (Downward+) 10 plffrom 0.00ft to 13.50ft SELF_WEIGHT ROOF_P WALL_E 60 PLF = 3.00' x /20.00+20.00)l2 from 0.00' to 13.50' 128 PLF = 8.50' x 15.00 from 0.00' to 13.50' FLOOR_P 28 PLF = 1.00' x (15.00+40.00)/2 from 0.00' to 13.50' Point from Support 1 of Beam 1.1@ 6.75ft. ( 0=787 Lr-679) (P1) l :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2148/2019 2335/2194 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x14" 1.55E Critical Shear =-1407 Critical Moment =7981 {Fb = 2325, Fv = 310) LB @ 12.17' 1.5xV/(F'vx A)=0.309 F',= 279, A = 24.50 LB-FT @ 6.75' M/(F'bx S)=0.58 F'b= 2865, S = 57.17 Critical Deflection for TL= -0.311 INCH @ 6.50' U280 = 0.514" Critical Deflection for LL= -0.104 INCH @ 6.58' U480 = 0.300" BEAM 1.4 : FL BM @ OVER KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 19 pl/from 0.00ft to 16.75ft FLOOR_P 88 PLF = 3.20' x /15.00+40 00)/2 from 0.00' to 16.75' Point from Support 1 of Beam 1.18@ 6ft. / 0=1849 Lr-1573) (P1) Point from Support 2 of Beam 1. 2@ 12. 75ft, ( 0=460 Lr-404 ) /P2) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 3298/2888 2779/2427 Up 0/0 0/0 w/ 2-2X4 at support 1 (at 0'-0")11> USE PARALLAM 3 112" x 14" 2.0E (Fb= 2800, Fv = 285) Critical Shear =2857 LB@ 0.33' 1.5xV/(F',x A)=0.246 F'v= 356, A= 49.00 Critical Moment =15799 LB-FT @ 6.00' M/(F'bx S)=0.48 F'b= 3441 , S = 114.33 Critical Deflection for TL= -0.502 INCH@808' U280 = 0.718" Critical Deflection for LL = -0.247 INCH@ 8.08' U480 = 0.419" (1) selected post do not consider combined axial and out-of-plane bending Job Plan P1 1 * 1 ~ 12.50 13.50 6.75 Shear Diagragm:D 7981 Moment Oiagragm:D + Lr Q ~ cQ -0.311 Deflection Diagram:D + Lr+ L P1 P2 :64139 :UNIT i * * l 16.75 I• 6.00 I 12.75 2857 [1111111 0 LLJ I j j j j j i:q, 111] Shear Oiagragm:D + 0. 75xL + 0. 75xl r 15799 Moment Oiagragm:D + Lr '<tlQ[[l lJ 11]JJ1LDY -0.502 Deflection Diagram:O + Lr+ L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 1.5 (DROP): HDR@OVER KITCHEN @1st Floor Loads (Downward +) SELF_WEIGHT 7 p/f from 0.00ft to 3.25ft ROOF_P 180 PLF = 9.00' x (20.00+20.00)/2 from 0.00' to 3.25' WALL_E 158 PLF = 10.50' x 15.00 from 0.00' to 3.25' FLOOR_P 454 PLF = 16.50' x (15.00+40.00)/2 from 0.00' to 3.25' Point from Support 1 of Beam 1.4@ 1ft, ( 0=1656 Lr-1106 L=536) (P1) + .Point load Location Reactions (D+Lr+UMax. Load comb.) Down 3573/3120 2305/2010 Up 0/0 0/0 w/ 2-2X4 trim at support 1 (at O' -0") <1> USE DFL NO2 4 x 8 (Fb= 900, Fv = 180) Critical Shear =2433 Critical Moment =2315 LB@ 0.33' 1.5xV/(F'vx A)=0.799 F'v= 180, A= 25.38 LB-FT@ 1.00' M/(F'bx S)=0.78 F'b= 1165, S = 30.66 Critical Deflection for TL = -0.030 INCH @ 1.50' U280 = 0.139" Critical Deflection for LL= -0.015 INCH@ 1.50' U480 = 0.081" BEAM 1.6: FL BM@ OVER GREAT RM@ 1st Floor Loads (Downward +) SELF_WEtGHT 19 pf/from 0.00ft to 13.00ft ROOF_P 80 PLF = 4.00' x (20.00+20.00/12 from 0.00' to 13.00' WALL_E 128 PLF = 8.50' x 15.00 from 0.00' to 13 00' FLOOR_P 248 PLF = 9.00' x (15.00+40.00)/2 from 0.00' to 13.00' Point from Support 2 of Beam 1.1A@ 6ft, ( 0=1036 Lr-893) (Pl) + :Point load Location Reactions (O+Lr+UMax. Load comb.) Down 4107/3632 3959/3501 Up 010 0/0 w/ 2-2X4 at support 1 (at O' -0") < 1 > w/ HU412(MAX) at support 2 (at 13'-0") USE TIMBERSTRAND 3 1/2"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =3234 LB@ 0.33' 1.5xV/(F'vx A)=0.319 F'v= 310, A= 49.00 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =12462 LB-FT @ 6.00' M/(F'bx S)=0.57 F'b = 2292, S = 114.33 -0.366 INCH @ 6.42' U280 = 0.557" -0.169 INCH@ 6.42' U480 = 0.325" (1) selected post do not consider combined axial and out-of-plane bending P1 * 325 1.00 2433 [[11111] as Shear Oiagragm:O + L 2315 Moment Oiagragm:O + L Job :64139 Plan :UNIT • 1111111w <zttl0]]_11.11 l]J1LJV' -0.030 oenection Diagram D + Lr+ L P1 * 13.00 6.00 3234 Shear Oiagragm:D + L 12462 Moment Diagragm.D + L • «ctttLW 11 l I I IDJ1LLP' -0.366 Oenection Diagram:O + Lr + L Version: 6.4 Go uv1s engineering consulting group, inc. BEAM 1.7: Fl BM@OVER GREAT RM@ 1st Floor loads (Downward +) SELF_WEIGHT 15 pl/from 0.00ft lo 6.50ft ROOF_P WALL_E 170 PLF = 8.50' x (20.00+20.00)12 from 0.00' to 1.00' 128 PLF = 8.50' x 15.00 from 0.00' to 1.00' FLOOR_P 28 PLF = 1.00' x (15 00+40.00)12 from 0.00' to 6.50' Pointfrom Support 2 of Beam 1. 6 @ 1ft, ( 0=2129 Lr-659 L = 1170 ) (P1) + :Point load Location Reactions (D+lr+UMax. Load comb.) Down 3758/3336 770/682 Up 0/0 0/0 wl HU412(MAX) at support 1 (at 0'-0") USE TIMBERSTRAND 3 112"x11 1/4" 1.55E (Fb= 2325, Fv= 310) Critical Shear =3041 LB@ 0.33' 1.5xV/(F'vx A)=0.374 F'v= 310, A= 39.38 Critical Moment =2998 LB-FT@ 1.00' M/(F'bx S)=0.21 F'b= 2339, S = 73.83 Critical Deflection for TL= -0.031 INCH @ 2.83' U280 = 0.279" Critical Deflection for LL= -0.014 INCH @ 2.83' U480 = 0.163" BEAM 1.8: Fl BM @ OVER GREAT RM @ 1st Floor loads (Downward +) SELF_WEIGHT 37 pl/from 0.00ft lo 20.25ft ROOF_P 520 PLF = 26.00' x (20.00+20.00)12 from 12.75' to 20.25' WALL_E FLOOR_p 128 PLF = 8.50' x 15.00 from 12. 75' to 20.25' 73 PLF = 2.67' x (15.00+40.00)12 from 0.00' to 12.75' FLOOR_P 220 PLF = 8.00' x (15.00+40.00)12 from 12.75' lo 20.25' Pointfrom Support 1 of Beam 1.7@ 12.75ft, ( 0=2071 Lr-632 L=1055) (P1) l :Point load Location Reactions (D+lr+UMax. Load comb.) Down 3595/3181 8258/7317 Up 0/0 0/0 wl 4X8 at support 1 (at O' -0") (l) wl 4X8 at support 2 (at 20'-3")(1> USE PARALLAM 7" x 14" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-6135 LB@ 19.92' 1.5xV/(F' ,x A)=0.329 F'v= 285, A = 98.00 Critical Moment =29499 LB-FT@ 12.75' M/(F'bX S)=0.56 F'b= 2752, S = 228.67 Critical Deflection for TL= -0.730 INCH@ 10.92' U280 = 0.868" Critical Deflection for LL= -0.333 INCH@ 10.92' U480 = 0.506" ( 1) selected post do not consider combined axial and out-of-plane bending Job :64139 Plan :UNIT P1 * A 6.50 3041 mu ii Shear Diagragm:D • L 2998 Moment Oiagragm:D • L 'ZJJJ1IIl I I I 11 I11DJD'5' -0.031 Deflect,on Diagram:D + Lr• L 20.25 12.75 P1 * A [ I I ! ! I I I I I I I I I 1 'h:ttoJ]] -6135 Shear Diagragm:D • L 29499 Moment Diagragm:D • L <tztQ[[[I I I I 1 _[[l]JJJY -0.730 Deflection Oiagram:D + Lr+ L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 1.9 : FL BM @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 10 plffrom 0 00ft to 14.25ft ROOF_P 280 PLF = 14.00' x (20.00+20.00)/2 from 0.00' to 6.25' WALL_/ 90 PLF = 9.00' x 10.00 from 0.00' to 6.25' FLOOR_P 88 PLF = 3.20' x (15.00+40.00)/2 from 0.00' lo 14.25' f oinl from Support 2 of Beam 1.3@ 6.25ft. ( 0=1640 Lr=554 L=141) (P1) T :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 4310/3883 1691 /1507 Up 0/0 0/0 w/ 2-2X4 at support 1 (at 1'-9")(1> USE TIMBERSTRAND 1 3I4"x14" 1.55E Critical Shear =2532 Critical Moment =8061 (Fb= 2325, Fv= 310) LB @ 2.08' 1.5xV/(F' vX A)=0.500 F'v= 310, A= 24.50 LB-FT@ 6.25' M/(F'bx S)=0.74 F'b= 2292, S = 57.1 7 Critical Deflection for TL = Critical Deflection for LL = -0.398 INCH @ 7.58' U280 = 0.536" U480 = 0.313" -0.153 INCH@ 7.67' BEAM 1.10 (DROP): HDR @ FRONT OF 2-CAR GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 23 plffrom 0.00ft lo 16.25ft ROOF_P 180 PLF = 9.00' x (20.00+20.00)/2 from 9.75' to 16.25' WALL_E 225 PLF = 15.00' x 15.00 from 9. 75' to 16.25' FLOOR_P WALL_E 413 PLF = 15.00' x (15.00+40.00)/2 from 9. 75' to 16.25' 30 PLF = 2.00' x 15.00 from 0.00' to 16.25' from Support 1 of 1.F2 From Oft to 9 75ft (Pt) Point from Support 1 of Beam 1.9@ 9. 75ft, ( 0=2605 Lr=1094 L=610) (P2) Pointfrom Support 1 of Beam 1.11 @ 14.5ft. ( 0=206 L=627) (P3) ISHEARL/NE W= 450 E=491 H= 9.00'@ 9.75 L= 3.25' C(64139-BD2&6) Both (A) (P4) :Point load Location : Shear wall post from above Reactions (D+Lr+UMax. Load comb.} Down 8018/7386 9973/9282 Up 0/0 0/0 w/ 2-2X6 trim at support 1 (at 0'-0")<1> wl 2-2X6 trim at support 2 (at 16•-3")(1> USE GLB 24F-V4 5 118" x 16 112" (Fb= 2400/1850, Fv= 265) Critical Shear =-8516 LB@ 15.92' 1.5xV/(F'v x A)=0.570 F'v= 265, A = 84.56 Critical Moment =36601 LB-FT@ 9.75' M/(F'bx S)=0.82 F'b= 2300, S = 232.55 Critical Deflection for TL = -0.551 INCH @ 8.33' U280 = 0.696" Critical Deflection for LL = -0.251 INCH @ 8.33' U480 = 0.406" • Omega Strength factor fl = 2.5 is considered but may not a controlling case (1) selected post do not consider combined axial and out-of-plane bending P1 l A * 14.25 6.25 2532 <G lLi Shear Diagragm:D + L 8061 Momeni Diagragm:D + L Job :64139 Plan :UNIT 1 1 1 I j j Li ~ -0.398 Deflection Diagram:D + Lr+ L A 9.75 9.75 16.25 14.50 P3 P1 I P2 * 1 uJJJIIQ[lj -8516 Shear Diagragm:D + L 36601 Moment Diagragm:D + L <tL11UJII I [11 ]11]JllY -0.551 Deflection Diagram:D + Lr+ L Version: 6.4 Go uv1s engineering consulting group, inc. BEAM 1.11: FL BM @OVER GARAGE @1st Floor Loads (Downward +) SELF_WEIGHT 10 pl/from 0.00ft lo 20.25ft FLOOR_P 454 PLF = 16.50' x (15.00+40.00)/2 from 5.50' lo 18.75' FLOOR_P 88 PLF = 3.20' x (15.00+40.00)/2 from 0.00' lo 20.25' WALL_/ 90 PLF = 9.00' x 10.00 from 12.00' to 18.75' PointfromSupport2 of Beam 1.4@15.25ft, (0=1372 Lr=871 L=536J(P1) 'f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 833/833 8699/8047 1870/1618 0/0 Up 0/0 0/0 w/ 3-2X4 at support 2 (at 12'-3")(1! USE TIMBERSTRAND 1 314"x14" 1.55E Critical Shear =4393 Critical Moment =-7437 (Fb= 2325, Fv = 310) LB@ 12.58' 1.5xV/(F'vx A)=0.868 F'v= 310, A= 24.50 LB-FT@ 12.25' M/(F\x S)=0.67 F'b= 2292, S = 57.17 Critical Deflection for TL = -0.076 INCH @ 16.50' L/280 = 0.343" Critical Deflection for LL= -0.088 INCH @ 5.83' L/480 = 0.306" BEAM 1.12 (DROP): DROP BM @ OVER GARAGE @ 1st Floor Loads (Downward+) SELF_WEIGHT 33 pl/from 0.00ft to 20.25ft FLOOR_P 550 PLF = 20.00' x (15.00+40 00)/2 from 0.00' to 20.25' Point from Support 2 of Beam 1.9@ 11. 75ft. ( 0=957 Lr=291 L=443) /P1) Point from Support 2 of Beam 1.11 @ 16.5ft, ( 0=3242 Lr=652 L=4805) (P2) SHEARLINE W= 2066 E=1883 H= 9.00'@ 0 L= 6.00' B(64139-BO2&6) Both {A) /P3) :Point load Location : Shear wall post from above Reactions (D+Lr+UMax. Load comb.) Down 7628/9978 13377/12677 Up 0/-3011 0/0 wl 4X8 trim at support 1 (at 0'-0")(1l w/ 4X8 trim at support 2 (at 20'-3")(1! USE GLB 24F-V4 6 314" x 18" (Fb= 240011850, Fv= 265) Critical Shear =-12502 LB@ 19.92' 1.5xV/(F',x A)=0.582 F'v= 265, A = 121 .50 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =50591 LB-FT@ 11.75' M/(F'bx S)=0. 74 F'b= 2250, S = 364.50 -0.654 INCH@ 10.67' U280 = 0.868" -0.402 INCH@ 10.67' U480 = 0.506" • Omega Strength factor n = 2.5 is considered but may not a contra/ting case Used Section ASCE 12.4.3.1 Exception Per SOPWS 4.3.3, Em = 2 x S. W capacity x Ht (1) selected post do not consider combined axial and out-of-plane bending 1 12.25 20.2s I 15.25 4393 a Shear O,agragm:O + L Momeni Oiagragm:O + L <qJJ]_[[]JJJY -0.075 Deflection Diagram.Lr+ L P3 P3 ~ a P1 * 20.25 6.00 I 11.75 16.50 ITT 1 172 Shear Oiagragm:0 + L 50591 P1 * P2 * Job :64139 Plan :UNIT l 41TI] -12502 ca1J1IJlilI 11 [ 111 I~ Moment Oiagragm:O + L <tJJJJJIO 11] I ~ -0.402 Deflection Diagram.Lr+ L Version: 6.4 Go uv1s engineering consulting group, inc. BEAM 1.13: FL BM@OVER BED #3@ 1st Floor Loads (Downward +) 37 plffrom O 00ft to 15.00ft SELF_WEIGHT ROOF_p WALL_E FLOOR_P FLOOR_P FLOOR_P WALL_/ FLOOR_P 180 PLF = 9.00' x /20.00+20.00)12 from 0.00' to 10.25' 128 PLF = 8.50' x 15.00 from 0.00' to 10.25' 550 PLF = 20.00' x /15.00+40 00)/2 from 0.00' to 9.00' 358 PLF = 13.00' x (15.00+40.00)12 from 9.00' to 10 25' 55 PLF = 2.00' x /15.00+40.00)12 from 10.25' to 15.00' 90 PLF = 9.00' x 10.00 from O 00' to 15.00' 88 PLF = 3.20' x (15.00+40.00)12 from 0.00' lo 15.00' Point from Support 1 of Beem 1.8@9ft. ( 0=1938 Lr-577 L=1079) (P1) Pointfrom Support 1 of Beam 1.6@ 10.25ft, ( 0=2209 Lr-728 L=1170) /P2) SHEARLINE W= 2798 E=2473 H= 9.00'@ 1.75 L= 8.00' 3(64139-802&6) Right (A) (P3) :Point load Location : Shear wall post from above Reactions (D+Lr+UMax. Load comb.) Down 9979/1 1673 9578/8846 Up 0/-848 0/0 w/ 4X8 at support 1 (at 0'-0")(1l w/ 4X8 at support 2 (at 15'-0°')(1l USE PARALLAM 7" x 14°' 2.0E (Fb= 2800, F,= 285) Critical Shear =8617 LB@ 0.33' 1.5xV/(F',x A)=0.463 F',= 285, A= 98.00 Critical Moment =41170 LB-FT @ 9 00' M/(F'bx S)=0.78 F'b= 2752, S = 228.67 Critical Deflection for TL= -0.562 INCH @ 7.67' U280 = 0.643" Critical Deflection for LL = -0.269 INCH @ 7.67' U480 = 0.375" • Omega Strength factor n = 2.5 is considered but may not a controlling case Used Section ASCE 12.4.3 1 Exception Per SDPWS 4.3.3, Em= 2 x S.W. capacity x Ht BEAM 1.14: FL BM@OVER ENTRY@ 1st Floor Loads (Downward+) SELF_WEIGHT 19 pl/from 0.00ft to 7.50ft FLOOR_P 179 PLF = 6.50' x (15.00+40.00)12 from 0.00' to 7.50' WALL_E FLOOR_P FLOOR_P 135 PLF = 9.00' x 15.00 from 0.00' to 7.50' 523 PLF = 19.00' x (15.00+40.00)12 from 0.00' IO 3. 75' 179 PLF = 6.50' x /15.00+40.00)12 from 3.75' to 7.50' Reactions (D+Lr+UMax. Load comb.) Down 2885/2885 2240/2240 Up 0/0 0/0 w/ HU416(MIN) at support 1 (at 0'-0") USE TIMBERSTRAND 3 1/2"x14°' 1.55E (Fb= 2325, F,= 310) Critical Shear =1887 LB@ 1.17' 1.5xV/(F',x A)=0.186 F',= 310, A= 49.00 Critical Moment =4865 LB-FT@ 3.33' M/(F'bX S)=0.22 F'b= 2292, S = 114.33 Critical Deflection for TL = -0.039 INCH@ 3.67' U280 = 0.321" Critical Deflection for LL = -0.022 INCH @ 3.67' U480 = 0.188" (1) selected post do not consider combined axial and out-of-plane bending P3 15.00 9.00 10.25 8617 P1 P2 * * Job :64139 Plan :UNIT l u:r;r111111u Shear Diagragm:D + L 41170 Moment Diagragm :0 + L «tttUJIII I [I 1_[[111lV' -0.562 Deflection Diagram:D + Lr+ L 7.50 Shear Diagragm D + L 4865 Moment Diagragm:D + L l '<tl1JJIU 11] I 1_[[111lV' -0.039 Deflection Diagram:D + L Version· 6 4 GO uv1s engineering consulting group, inc. BEAM 1.15 : FL BM @ OVER ENTRY@ 1st Floor Loads (Downward +) SELF_WEIGHT 11 plffrom0.00ft /06.0Dn FLOOR_P WALL_E 88 PLF = 3.20' x (15.00+40.00/12 from 0.00' to 6.00' 135 PLF = 9.00' x 15.00 from 0.50' to 4.00' Pointfrom Supporl 2 of Beam 1.7@0.5ll. / 0=417 Lr=108 L=245/ /P1J Point from Supporl 1 of Beam 1.14@ 0.5ft, ( 0=1207 L=1678) (P2/ T :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 3622/3527 1099/1087 Up 0/0 0/0 wl 2-2X4 at support 1 (at 0'-0")11> USE DFL NO2 4 x 12 (Fb= 900, Fv = 180) Critical Shear =3494 Critical Moment =1751 LB@ 0.33' 1.5xV/(F'vx A)=0.739 F'v= 180, A= 39.38 LB-FT @ 0.50' M/(F'bx S)=0.29 F'b = 990, S = 73.83 Critical Deflection for TL = -0.007 INCH @ 1.92' U280 = 0.182" Critical Deflection for LL= -0.003 INCH @ 1.83' U480 = 0.106" BEAM 1.16: FL BM@OVER GREAT RM @1st Floor Loads (Downward +) SELF_WEIGHT 15 pl/from 0.00ft to 10.00ft ROOF_P WALL_E 170 PLF = 8.50' x (20.00+2000)12 from0.00' to 1.00' 128 PLF = 8.50' x 15 00 from 0.00' to 1.00' FLOOR_P 73 PLF = 2.67' x (15.00+40.00/12 from 000' to 10.00' PointfromSupporl2 of Beam 1.6@1ft. (0=2129 Lr=659 L=1170/{P1/ T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 4283/3786 853/783 Up 0/0 0/0 w/ HGUS48 at support 1 (at 0'-0") USE TIMBERSTRAND 3 1/2"x11 114" 1.55E (Fb= 2325, Fv= 310) Critical Shear =3513 LB@ 0.33' 1.5xV/(F'vx A)=0.432 F'v= 310, A= 39.38 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =3464 LB-FT @ 1.17' M/(F'bx S)=0.24 F'b= 2339, S = 73.83 -0.100 INCH@ 4.50' U280 = 0.429" U480 = 0.250" -0.050 INCH @ 4.58' (1) selected post do not consider combined axial and out-of-plane bending P2 ' * ~ 12:19 r----:1494 m 4.25 Shear Oiagragm:O + L 1751 6.00 Moment Diagragm-0 + L 1 j, <(([JJ]]]]1115Y -0.007 Deflection Diagram:D + Lr + L P1 ' * 10.00 3513 m Shear Diagragm:D + L 3464 Job :64139 Plan :UNIT l j\ ,11] 111 111 I I ~ Moment Diagragm:D + L <zJJJJJJI 11] 11 U]J1111Y' -0.100 Deflection Diagram:D + Lr + L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 1.17 (DROP): HDR@LEFT OF GREAT ROOM@1st Floor Loads (Downward +) SELF_WEIGHT 11 plffrom 0.00ft to 3.25ft ROOF_P 180 PLF = 9.00' x (20.00+20.00)/2 from 0.00' to 2.25' WALL_E 128 PLF = 8.50' x 15 00 from 0.00' to 2.25' FLOOR_P FLOOR_P FLOOR_P 550 PLF = 20.00' x (15.00+40.00)/2 from 0.00' lo 1.00' 358 PLF = 13.00' x (15.00+40.00)/2 from 1.00' to 2.00' 44 PLF = 1.60' x (15.00+40.00)/2 from 2.00' lo 3.25' Point from Support 1 of Beem 1.8@ 1ft, ( 0=1938 Lr=577 L=1079 J (Pl) PointfromSupport1 of Beam1.6@2ft.(0=2209 Lr=728 L=1170)(P2) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 5200/4578 41 81/3692 Up 0/0 0/0 wl 2-2X4 trim at support 1 (at 0'-0 .. )(1) wl 2-2X4 trim at support 2 (at 3'-3 .. )(1) USE DFL NO2 4 x 12 (Fb= 900, Fv= 180) Critical Shear =4136 Critical Moment =4312 LB@ 0.33' 1.5xV/(F' ,x A)=0.875 F',= 180, A= 39.38 LB-FT @ 2.00' Ml(F'bx S)=0.71 F'b= 984, S = 73.83 Critical Deflection for TL = Critical Deflection for LL = -0.015 INCH @ 1.58' U280 = 0.139" -0.007 INCH @ 1.58' U480 = 0.081" BEAM 1.18 : FL BM@OVER BED #3@ 1st Floor Loads (Downward +) SELF_WEIGHT 19 p/ffrom 0.00ft to 11.75ft ROOF_P WALL_E FLOOR_P FLOOR_P WALL_E 180 PLF = 9.00' x (20.00+20.00)/2 from 0.00' lo O 50' 128 PLF = 8.50' x 15.00 from 0.00' to 0.50' 550 PLF = 20.00' x (15.00+40.00)/2 from 0.00' to 0.50' 36 PLF = 1.30' x (15.00+40.00)/2 from 3. 75' to 11 75' 60 PLF = 4.00' x 15.00 from 0.00' to 11 75' FLOOR_P 88 PLF = 3.20' x (15.00+40.00)/2 from 0.00' to 11. 75' Point from Support 1 of Beam 1.17 @ 0.5ft, ( 0=2712 Lr=805 L=1683) (P1) f aint from Support 2 of Beam 1.17@ 3. 75ft, ( 0 =2223 Lr=692 L=1266) (P2) , :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 9322/8222 2735/2479 Up 0/0 0/0 wl 3-2X4 at support 1 (at 0'-0")(1) USE TIMBERSTRAND 3 1I2"x14" 1.55E Critical Shear =7726 Critical Moment =13340 (Fb= 2325, Fv= 310) LB @ 0.33' 1.5xV/(F'vx A)=0. 763 F',= 310, A= 49.00 LB-FT@ 3.75' Ml(F'bx S)=0.61 F'b= 2292, S = 114.33 Critical Deflection for TL = -0.264 INCH @ 5.42' U280 = 0.504" Critical Deflection for LL = -0.122 INCH @ 5.42' U480 = 0.294" (1) selected post do not consider combined axial and out-of-plane bending P1 P2 Job ·64139 Plan :UNIT * * 3.25 1.00 2.00 4136 Ali1111D- \111111111 1 Shear Oiagragm:O + L 4312 Moment Oiagragm:D + L <zttQ[[I I.I 11I1[011P' -0.014 Deflection Oiagram:O + Lr+ L P1 P2 • * * 11 75 ~ I 3.75 7726 ITT I l Shear Oiagragm D + L 13340 Moment Diagragm:D + L • j j 'ZlJJJJJII I I 11 ll]J11L1Y -0.264 Deflection Diagram·O + Lr+ L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 2.1 : RIDGE BM@OVER MASTER BED ROOM@ 1st Floor Loads (Downward +) SELF_WEIGHT 13 plffrom 0.00ft to 14.75ft ROOF_P 260 PLF = 13.00' x (20.00+20.00)12 from 0.00' to 14. 75' Reactions (D+Lr+L/Max. Load comb.) Down 1965/1965 1965/1965 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x 9 1/2" 1.SSE (Fb= 2325, Fv= 310) Critical Shear =1743 LB@ 0.83' 1.5xV/(F'vx A)=0.203 F'v= 388, A = 33.25 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =7247 LB-FT @ 7.42' M/(F'bx S)=0.56 F'b= 2969, S = 52.65 -0.732 INCH @ 7.33' U240 = 0.738" U480 = 0.369" -0.339 INCH @ 7.33' BEAM 2.1A : RIDGE BM @ OVER MASTER BED ROOM @ 1st Floor Loads (Downward+) SELF_WEIGHT 13 plffrom 0.00ft to 11.00ft ROOF_P 260 PLF = 13.00'x (20.00+20.00)12 from 0.00' to 11.00' Reactions (D+Lr+L/Max. Load comb.) Down 1466/1466 1466/1466 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x 9 1/2" 1.55E (Fb= 2325, Fv = 310) Critical Shear =1244 LB @ 0.83' 1.5xV/(F'vx A)=0.1 45 F'v= 388, A = 33.25 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =4031 LB-FT@ 5.50' M/(F'bx S)=0.31 F'b= 2969, S = 52.65 -0.226 INCH @ 5.50' U240 = 0.550" -0.105 INCH @ 5.50' U480 = 0.275" Job :64139 Plan ·UNIT • 1 14.75 1743 Shear Diagragm:D + Lr 7247 4COJJJI 11 [ 11 ~ Moment Diagragm:D + Lr '<tJJJJJill I I I l_[OJJJY' -0.732 Deflection Diagram:D + Lr • 1 11.00 1244 Shear Diagragm:D + Lr 4031 40J]Jl]ll[II~ Moment Diagragm:D + Lr '<tJJJJJill I l I I _[OJJJY' -0.226 Deflection Diagram:D + Lr Version: 6.4 Go uv1s engineering consulting group, inc. BEAM 2.1B (DROP): HDR@FRONT OF MASTER BED ROOM @1st Floor Loads (Downward +) SELF_WEIGHT 9 plffrom 0.00ft to 6.75ft ROOF_P WALL_E 20 PLF = 1.00' x (20.00+20.00)12 from 0.00' lo 6. 75' 30 PLF = 2.00' x 15.00 from 0.00' to 6. 75' Point from Support 2 of Beam 2.1@ 3.375ft. ( 0=1055 Lr-911) (P1) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 1180/1180 1180/1180 Up 0/0 0/0 USE DFL NO2 4 x 10 (Fb= 900, Fv= 180) Critical Shear =1161 Critical Moment =3609 LB@ 0.33' 1.5xV/(F'vx A)=0.239 F'v= 225, A = 32.38 LB-FT @ 3.42' M/(F'bx S)=0.65 F'b= 1330, S = 49.91 Critical Deflection for TL = -0.066 INCH @ 3.33' U240 = 0.338" Critical Deflection for LL= -0.028 INCH @ 3.33' U480 = 0.169" BEAM 2.2 : CL'G BM @ OVER MASTER BATH ROOM @ 1st Floor Loads (Downward +) SELF_WEIGHT 7 plffrom 0.00ft to 10.00ft ROOF_P 170 PLF = 8.50' x (20.00+20.00)12 from O 00' to 10.00' Reactions (D+Lr+UMax. Load comb.) Down 864/864 864/864 Up 0/0 0/0 USE DFL N02 4 x 8 (Fb = 900, Fv = 180) Critical Shear =-749 Critical Moment =2159 LB@ 9.33' 1.5xV/(F'vx A)=0.197 F'v= 225, A= 25.38 LB-FT @ 5.00' M/(F'bx S)=0.58 F'b= 1463, S = 30.66 Critical Deflection for TL = Critical Deflection for LL = -0.219 INCH @ 5.00' U240 = 0.500" -0.102 INCH @ 5.00' U480 = 0.250" Job :64139 Plan ·UNIT P1 ' * l 6.75 3.38 1161 m111111111 l1111 11111111 1 Shear Diagragm:D + Lr 3609 Moment Diagragm ·D + Lr <tJJJJ1JIO I I I [[DJlllY -0.066 Deneclion Diagram:D + Lr ' 10.00 Shear Diagragm:D + Lr 2159 Moment Diagragm:D + Lr 1 '<tlll[[I I I I 1 ]]lll11V' -0.219 Oenection Diagram:D + Lr Version. 6.4 Go uv1s engineering consulting group, inc. BEAM 2.3 (DROP): HDR@REAR OF MASTER BATH ROOM@1st Floor Loads (Downward +) SELF_WEIGHT 9 plffrom 0.00ft lo 3.75ft Pointfrom Support 1 of Beam 2.1@ 1.25ft, ( 0=1055 Lr=911) (P1) f aint from Support 2 of Beem 2.1A@ 1.25ft. ( 0=787 Lr=679) (P2) , :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2304/2304 1161/1161 Up 0/0 0/0 USE DFL N02 4 x 10 (Fb= 900, Fv= 180) Critical Shear =2301 Critical Moment =2873 LB@ 0.33' 1.5xV/(F' vX A)=0.474 F'v= 225, A = 32.38 LB-FT@ 1.25' M/(F'bx S)=0.52 F'b= 1340, S = 49.91 Critical Deflection for TL = -0.015 INCH @ 1. 75' U240 = 0.188" Critical Deflection for LL = -0.007 INCH @ 1. 75' U480 = 0.094" BEAM 2.4 : FL BM @ OVER KITCHEN@ 1st Floor Loads (Downward +) SELF_WEIGHT 10 plffrom 0.00ft to 10.25ft FLOOR_P 468 PLF = 17.00' x (15.00+40.00)12 from 0.00' lo 10.25' Reactions (D+Lr+UMax. Load comb.) Down 2447/2447 2447/2447 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x14" 1.55E (Fb= 2325, Fv = 310) Critical Shear =1890 LB @ 1.17' 1.5xV/(F'vx A)=0.373 F'v= 310, A= 24.50 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =6271 LB-FT @ 5.17' M/(F'bx S)=0.57 F'b= 2292, S = 57.17 -0.191 INCH @ 5.08' U280 = 0.439" -0.136 INCH @ 5.08' U480 = 0.256" Job :64139 Plan :UNIT P2 * • 3.75 1.25 1.25 2301 ~ I [I I I I I l\1 I I I I I I I I I j j I j I I I Shear Diagragm:D + Lr 2873 Moment Diagragm:D + Lr <tJJJJILI I.I 11 ~ -0.015 Deflection Diagram:D + Lr • 10.25 1890 ITTlJJrrcn:z_,, Shear Diagragm:D • L 6271 Moment Diagragm:D + L • -<tttttOII I l 1 1]Jl1JDY -0.136 Deflection Diagram:L Version: 6.4 GOUVISIIUileering consulting group, inc. BEAM 2.5: FL BM @OVER BED #3@ 1st Floor Loads (Downward +} 19 pit from 0.00ft to 16. 75ft SELF_WEIGHT FLOOR_P POINTLOAD 88 PLF = 3.20' x (15.00+40.00)/2 from 0.00' to 16. 75' @ 13.00' ( 0=500) (P1) Point from Support 1 of Beam 2.3@ 7.25ft, ( 0=1244 Lr-1060) (P2) Point from Support 2 of Beam 2.3@ 11ft, ( 0=631 Lr-530) (P3) Point from Support 2 of Beam 2.2@ 15ft. ( 0=460 Lr-404) (P4) Pointfrom Support 2 of Beam 2.4@ 16.75ft, ( 0=705 L=1743) (P5) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2804/2463 6264/5403 Up 0/0 0/0 w/ HU412(MIN) at support 1 (at 0'-0'") w/ 2-2X4 at support 2 (at 16'-9'")c1 ) USE TIMBERSTRAND 3 1/2'"x14'" 1.55E (Fb= 2325, Fv = 310) Critical Shear =-3361 Critical Moment =15467 LB@ 16.42' 1.5xV/(F' vX A)=0.266 F'v= 388, A= 49.00 LB-FT @ 7.25' M/(F'bx S)=0.57 F'b= 2865, S = 114.33 Critical Deflection for TL= -0.676 INCH@ 8.50' U280 = 0.718" Critical Deflection for LL= -0.312 INCH@ 8.42' U480 = 0.419" BEAM 2.8: FL BM @OVER BED #2@ 1st Floor Loads (Downward +) SELF_WEIGHT 10 plffrom 0.00ft to 15.75ft ROOF_P 20 PLF = 1.00' x (20.00+20.00)/2 from 0.00' to 15. 75' WALL_E 128 PLF = 8.50' x 15.00 from 2.00' to 15.75' ROOF_P 90 PLF = 4.50' x (20.00+20.00)/2 from 12.25' to 15.75' FLOOR_P 14 PLF = 0.50' x (15.00+40.00)/2 from 2.00' to 15.75' Point from Support 1 of Beam 2.1A@9ft, ( 0=787 Lr-679) (P1) SHEARLINE W= 651 E=770 H= 8.50'@ 1. 75 L= 4.00' B(64139-BD1) Both (A) (P2) :Point load Location : Shear wall post from above Reactions (D+Lr+UMax. Load comb.) Down 1091/1443 3089/3293 Up 0/-59 0/0 USE TIMBERSTRAND 1 3/4'"x14'" 1.55E Critical Shear =3578 Critical Moment =12496 (Fb= 2325, Fv= 310) LB @ 1.83' 1.5xV/(F' vx A)=0.368 F'v= 595, A = 24.50 LB-FT@ 5.75' M/(F'bx S)=0.60 F'b= 4401, S = 57.17 Critical Deflection for TL = Critical Deflection for LL = -0.179 I NCH @ 6.58' U280 = 0.504" U480 = 0.294" -0.052 INCH @ 6.83' • Omega Strength factor fl= 2.5 is considered but may not a controlling case ( 1) selected post do not consider combined axial and out-of-plane bending P2 P3 P1 • * * * 16.75 7.25 11.00 13.00 15.00 [11111111111 Shear Diagragm:D + 0. 75xL + 0. 75xLr 15467 Moment Diagragm:D + 0. 75xL + 0. 75xLr Job :64139 Plan ·UNIT P4 P5 * t -3361 cztttlOil] I l 11_W]l]JY' -0.675 Deflection Diagram:D + Lr+ L P2 P2 P1 l n E * °l.f 12.25 15.75 I 5.75 I l 3:1'1n~ Shear Diagragm:(1.0 + 0 14xSds)D -0. 7xflxE 12496 Moment Diagragm:(1.0 + 0.14xSds)D -0.7xflxE 0 4C[f] <ztJJJJJll1l[lD -0.179 Deflection Oiagram:D + Lr+ L Version: 6.4 Go uv1s engineering consulting group, inc. BEAM 2.9 : FL BM @OVER GREAT ROOM@1st Floor Loads (Downward +) SELF_WEIGHT 19 pl/from 0.00ft lo 15.25ft ROOF_P 80 PLF = 4.00' x (20.00+20.00)12 from 1.75' to 15.25' WALL_E 128 PLF = 8.50' x 15.00 from 1.75' to 15.25' FLOOR_P 275 PLF = 10.00' x (15.00+40.00)12 from 0.00' to 15 25' Point from Support 2 of Beam 2.1 @85ft. ( 0=1055 Lr=911) (P1) 'f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 4340/3801 4884/4304 Up 0/0 0/0 w/ 2-2X4 at support 1 (at O'-O")(t) w/ HGUS410 at support 2 (at 15'-3") USE PARALLAM 3 1/2" x 14" 2.0E (Fb= 2800, Fv= 285) Critical Shear =-3936 LB @ 14.92' 1.5xV/(F'vx A)=0.423 F'v= 285, A = 49.00 Critical Moment =17094 LB-FT @ 8.50' M/(F'bx S)=0.65 F'b= 2752, S = 114.33 Critical Deflection for TL= -0.529 INCH @ 7.75' U280 = 0.654" Critical Deflection for LL= -0.251 INCH@ 7.75' U480 = 0.381" BEAM 2.10: FL BM@OVER GREAT ROOM @1st Floor Loads (Downward+) SELF_WEIGHT 15 pl/from 0.00ft to 3.75ft ROOF_P 180 PLF = 9.00' x (20.00+20.00)12 from 0.00' to 1.00' WALL_E FLOOR_P FLOOR_P 128 PLF = 8.50' x 15.00 from 0.00' to 1.00' 454 PLF = 16.50' x (15.00+40.00)12 from 0.00' to 1.00' 73 PLF = 2.67' x (15.00+40.00)12 from 1 00' to 3. 75' f aint from Support 2 of Beam 2.9@ 1ft. ( 0=2565 Lr=794 L=1525) (P1) , :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 4339/3811 1559/1368 Up 0/0 0/0 w/ HGU548 at support 1 (at 0"-0") USE TIMBERSTRAND 3 1/2"x11 1/4" 1.55E (Fb= 2325, Fv= 310) Critical Shear =3454 LB @ 0.33' 1.5xV/(F' vx A)=0.425 F'v= 310, A = 39.38 Critical Moment =3340 LB-FT @ 1.00' M/(F'bx S)=0.23 F'b= 2339, S = 73.83 Critical Deflection for TL = -0.012 INCH @ 1.67' U280 = 0.161" Critical Deflection for LL = -0.006 INCH @ 1.67' U480 = 0.094" (1) selected post do not consider combined axial and out-of-plane bending Job :64139 Plan :UNIT P1 * l 15.25 8.50 u:rn:rnn]] -3936 Shear Diagragm:D + L 17094 Moment Oiagragm:D + L cztJtCOJI) 1 (11 jJ]JlL159 -0.529 Deflection Oiagram:D + Lr+ L P1 * 3.75 1.00 3454 D[l I IJt Shear Diagragm:D + L 3340 Moment Oiagragm:D + L l ii *<CQ]JJJ_J J.111[011JJV' -0.012 Deflection Diagram:D + Lr+ L Version: 6.4 Go uv1s engineering consulting group, inc. BEAM 2.11 : FL BM @ OVER GREAT ROOM @ 1st Floor Loads (Downward +) SELF_WEIGHT 28 plffrom 0.00ft to 20.25ft ROOF_P 120 PLF = 6.00' x (20.00+20.00)/2 from 15.00' to 20.25' WALL_E 128 PLF = 8.50' x 15.00 from 15.00' to 20.25' FLOOR_P FLOOR_P 110 PLF = 4.00' x (15.00+40.00)12 from 0.00' to 1.75' 88 PLF = 3.20' x (15.00+40.00)12 from 1. 75' to 15.00' FLOOR_P 138 PLF = 5.00' x (15.00+40.00)12 from 15.00' to 20.25' Point from Support 1 of Beam 2.10@ 15ft, ( 0=2225 Lr=656 L=1458) (P1) f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2536/2328 5734/5074 Up 0/0 0/0 w/ HU612(MIN) at support 1 (at 0'-0") w/ 2-2X6 at support 2 (at 20'-3")<1 ' USE PARALLAM 5 1/4" x 14" 2.0E (Fb= 2800, Fv = 285) Critical Shear =-4870 LB @ 19.92' 1.5xV/(F' vX A)=0.349 F'v= 285, A = 73.50 Critical Moment =21319 LB-FT@ 15.00' M/(F'bx S)=0.54 F'b = 2752, S = 171 .50 Critical Deflection for TL = Critical Deflection for LL = -0.643 INCH @ 11.00' U280 = 0.868" -0.312 INCH @ 10.92' U480 = 0.506" BEAM 2.13: FL BM @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 10 plffrom 0.00ft to 8.25ft ROOF_P 100 PLF = 5.00' x (20.00+20.00)12 from 3.00' to 8.25' WALL_/ 90 PLF = 9.00' x 10.00 from 3.00' lo 8.25' Pointfrom Support 1 of Beam 2.4 @ 4.75ft, ( 0=705 L=1743) (P1) f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 1393/1313 2121/1951 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-1901 LB @ 7.92' 1.5xV/(F' vX A)=0.376 F'v= 310, A= 24.50 Critical Moment =5911 LB-FT @ 4.75' M/(F'bx S)=0.54 F'b= 2292, S = 57.17 Critical Deflection for TL = -0.101 INCH @ 4.33' U280 = 0.354" Critical Deflection for LL = -0.061 INCH @ 4.33' U480 = 0.206" (1) selected post do not consider combined axial and out-of-plane bending 20.25 15.00 [I 11 11111 Shear Diagragm:D + L P1 * Job :64139 Plan :UNIT 1 CW]] -4870 21319 aearJJJI]]T[I I I IJIIlh-. Moment Diagragm:D + L «tJJJJIIIli 1 [ 11~ -0.642 Deflection Diagram :D + Lr + L P1 * 8.25 4.75 1 111 11111 1111110 w111 1111] -1901 Shear Diagragm:D + L 5911 Moment Diagragm:D + L <tJJJJ111011.11[1lllP'-' -0.061 Deflection Diagram:Lr + L Version· 6.4 GO uv1s engineering consulting group, inc. BEAM 2.14 : FL BM @ OVER GARAGE @ 1st Floor Loads (Downward+) SELF_WEIGHT 19 pl/from 0.00ft to 8.25ft FLOOR_P 88 PLF = 3.20' x (15.00+40.00)12 from 0.00' to 8.25' Poi11lfrom Support 2 of Beam 2.5@ 4.75ft, / D=2818 Lr-1168 L=2278) /P1) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 3099/2667 4048/3486 Up 0/0 0/0 w/ HU414(MIN) at support 1 (at 0'-0") w/ 2-2X4 at support 2 (at 8'-3")<1> USE TIMBERSTRAND 3 1/2"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-3340 LB@ 7.92' 1.5xVl(F'vx A)=0.330 F'v= 310, A= 49.00 Critical Moment =11159 LB-FT @ 4.75' M/(F\x S)=0.51 F'b = 2292, S = 114.33 Critical Deflection for TL = -0.108 INCH @ 4.33' L/280 = 0.354" Critical Deflection for LL= -0.060 INCH @ 4.33' L/480 = 0.206" BEAM 2.15 (DROP): DR BM @ OVER GARAGE @ 1st Floor Loads (Downward+) SELF_WEIGHT 19 pl/from 0.00ft to 13.25ft FLOOR_P 193 PLF = 7.00' x (15.00+40.00)12 from 0.00' to 13.25' Point from Support 2 of Beam 2.8@ 12ft. I D=2234 Lr-757 L=98 W=471 E=557) (P1) T :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1693/1621 419914884 Up 0/0 0/0 w/ HU414(MAX) at support 2 (at 13'-3") USE TIMBERSTRAND 3 1/2"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-3443 LB @ 12.92' 1.5xV/(F' vX A)=0.340 F'v= 310, A = 49.00 Critical Moment =6213 LB-FT @ 7.67' M/(F'bx S)=0.32 f'b= 2034, S = 114.33 Critical Deflection for TL = -0.177 INCH @ 6.92' L/280 = 0.568" Critical Deflection for LL= -0.094 INCH @ 6.75' L/480 = 0.331" (1) selected post do not consider combined axial and out-of-plane bending Job :64139 Plan :UNIT P1 A * l 8.25 4.75 n 111 1 111 11111 1 I 1111 11111.11 -3340 Shear Diagragm:D + L 11159 Moment Diagragm:D + L '<CIJJJIL011.1 1[UJ111V' -0.108 Deflection Diagram:D + Lr+ L A 13.25 12.00 [] 11 1 I I j I Shear Diagragm:D + L 6213 P1 * l 'u] -3443 a:a1Jl[lJJ 11 1 r I 11 lJIC& Moment Diagragm:D + L '<CIJJJILO I I.I I [[[UJJ» -0.177 Deflection Diagram:D + Lr-+ L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 2.16 (DROP): DR BM @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WE/GHT 33 plffrom 0.00ft to 20.25ft ROOF_P 280 PLF = 14.00' x (20.00+20.00)/2 from 0.00' lo 4.00' WALL_/ 90 PLF = 9.00' x 10.00 from 0.00' lo 4.00' FLOOR_P 550 PLF = 20.00' x (15.00+40.00)/2 from 0.00' to 20.25' Point/ram Support 2 of Beam 2.15@ 411, ( 0=2497 Lr=686 L=1016 W=426 E=504) {Pl) Point from Support 1 of Beam 2.13@ 511, / 0=574 Lr=79 L=739) (P2) Point from Support I of Beam 2.14@ 15.2511, / 0=1373 Lr=496 L=1231) (P3) f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 11983/11243 9141/8561 Up 0/0 0/0 w/ 4X8 trim at support 1 (at O'-O'l l w/ HGUS6.88/14 at support 2 (at 20'-3") USE GLB 24F-V4 6 3/4" x 18" (Fb= 2400/1850, Fv= 265) Critical Shear =10514 LB@ 0.33' 1.5xV/(F'vx A)=0.490 F'v= 265, A= 121 .50 Critical Moment =45736 LB-FT @ 9.25' M/(F'bx S)=0.67 F'b= 2250, S = 364.50 Critical Deflection for TL= -0.643 INCH @ 9.92' U280 = 0.868" Critical Deflection for LL = -0.374 INCH @ 10 00' U480 = 0.506" BEAM 2.17 (DROP): HDR @ LEFT OF GARAGE@ 1st Floor Loads (Downward +) 25 plffrom 0.00ft to 16.2511 SELF_WEtGHT ROOF_P ROOF_P WALL_E FLOOR_P 280 PLF = 14.00' x (20.00+20.00)/2 from 0.00' to 2.25' 140 PLF = 7.00' x (20.00+20.00)/2 from 2.25' to 16.25' 285 PLF = 19.00' x 15.00 from 0.00' to 16.25' 825 PLF = 30.00' x (15.00+40.00)/2 from 2.25' to 16.25' FLOOR_P 55 PLF = 2.00' x (15.00+40.00)/2 from 0.00' to 2.25' Point from Support 1 of Beam 2.8@ 2.25ft, ( 0=830 Lr=221 L=39 W=471 E=557) (P1) Point from Support 1 of Beam 2.15@ 2.2511, ( 0=684 Lr=71 L=937 W=44 E=53) (P2) Point from Support 1 of Beam 2.5@ 13ft, ( 0=1442 Lr=825 L=536) (P3) f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 11666/11361 12477/11226 Up 0/0 0/0 w/ 4X6 trim at support 1 (at 0'-0")11> w/ HGU5.25-SDS at support 2 (at 16'-3") USE GLB 24F-V4 51/8" x 18" (Fb= 2400/1850, Fv= 265) Critical Shear =-10840 LB @ 15.92' 1.5xV/(F' vX A)=0.665 F'v= 265, A= 92.25 Critical Moment =43386 LB-FT @ 8.25' M/(F'bx S)=0.82 F'b= 2282, S = 276.75 Critical Deflection for TL = -0.512 INCH @ 8.17' U280 = 0.696" Critical Deflection for LL= -0.254 INCH @ 8.17' U480 = 0.406" (1) selected post do not consider combined axial and out-of-plane bending Job :64139 Plan :UNIT P1P2 P3 ' ** * • 20.25 ~ I 5.oo 15.25 10514 Shear Oiagragm:D + L 45736 Moment Oiagragm:D + L 'ZlJJJJIIl 11] I IJILilDY -0.643 Deflection Oiagram:D + Lr+ L Pl * 16.25 13.00 P3 * • <zLLCtJlll] -10840 Shear Oiagragm:D + L 43386 4l1([[] I I [I I ITIID:r:D> Moment Oiagragm:D + L czttUJIUI I l I I [UlllJY -0.512 Daflection Oiagram:D + Lr+ L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 2.18: FL BM @ OVER STAIR@1st Floor Loads (Downward +) SELF_WEIGHT 19 pl/from 0.00ft to 7.50ft FLOOR_P WALL_E 206 PLF = 7.50' x (15.00+40.00)/2 from 1.00' to 7.50' 135 PLF = 9.00' x 15.00 from 1.00' to 7.50' FLOOR_P 399 PLF = 14.50' x (15.00+40.00)/2 from 0.00' to 3.75' FLOOR_P 36 PLF = 1.30' x (15.00+40.00)/2 from 3. 75' to 7.50' Point from Support 2 of Beam 2.10@ 2.25ft, ( 0=792 Lr-223 L=544) (P1) SHEARLINE W= 646 E=583 H= 9.00'@ 1 L= 2.25' A(64139-BD1) Both (C) (P2) :Point load Location :Shear wall post from above Reactions (D+Lr+UMax. Load comb.) Down 3279/3858 227012203 Up 0/-484 0/0 w/ HU416(MIN) at support 1 (at 0'-0") USE TIMBERSTRAND 3 1/2 .. x14" 1.55E Critical Shear =2983 Critical Moment =5818 (Fb= 2325, fv = 310) LB@ 0.33' 1.5xV/(F' vx A)=0.295 F'v= 310, A= 49.00 LB-FT@ 2.83' M/(F'bx S)=0.27 F'b= 2292, S = 114.33 Critical Deflection for TL= -0.048 INCH@ 3.58' U280 = 0.321" Critical Deflection for LL = -0.025 INCH @ 3.58' L/480 = 0.188" • Omega Strength factor{)= 2.5 is considered but may not a controlling case BEAM 2.19 (DROP): HDR@RIGHT OF BED #3@ 1st Floor Loads (Downward+) SELF_WEIGHT 11 plffrom0.00ftto5.25ft FLOOR_P WALL_E 88 PLF = 3.20' x (15.00+40.00)/2 from 0.00' to 5.25' 30 PLF = 2.00' x 15.00 from 0.00' to 5.25' Point from Support 1 of Beam 2.18@ 3.25ft, ( 0=1480 Lr-156 L=1643 W=1372 E=1239) (P1) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 1588/1783 2368/2712 Up 0/-104 0/-233 w/ HUS48 at support 1 (at 0'-0 .. ) USE DFL NO2 4 x 12 (Fb= 900, Fv= 180) Critical Shear =-2229 Critical Moment =4286 LB@ 4.92' 1.5xV/(F'vx A)=0.472 F'v= 180, A= 39.38 LB-FT@ 3.25' M/(F'bx S)=0.71 F'b= 980, S = 73.83 Critical Deflection for TL = -0.027 INCH@ 2.75' L/280 = 0.225" Critical Deflection for LL= -0.015 INCH@ 2.75' L/480 = 0.131" (1) selected post do not consider combined axial and out-of-plane bending Job :64139 Plan :UNIT P2 P1 * • 7.50 ~ I 2.25 2983 Shear Diagragm:D + L 5818 a11IlJJ I [ 111 ~ Moment Diagragm:D + L '<ll1QO]_ I 1 111 IDJ1D'>' -0.047 Deflection Diagram:D + Lr+ L 5.25 3.25 A 11 1 11111 1 II 1 1 1 Shear Diagragm:D + L P1 * • 'u 1111111 ~ -2229 4286 Moment Diagragm:D + L <ztJJJJllII I.I I IJ]1LD5' -0.027 Deflection Diagram:D + Lr+ L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 3.F1 (J/R): F/J@ OVER GREAT ROOM@ 2nd Floor Loads (Downward +) FLOOR_P 73 PLF = 2.67' x (15.00+40 00)/2 from 0.00' to 16 75' ROOF_P @ 12.50' (DL= 187, Lr= 187, LL= 0, SN= 0) (Pl) WALL_/ @ 12.50' (DL= 120, Lr= 0. LL= 0, SN= 0) (P2) f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 7 40/693 984/844 Up 0/0 0/0 USE 14" TJI 210@ 16.0" O.C. or 14" LPI 32 PLUS or 14" BCI 6000-1 .8 or 14" RFPl-400 Critical Shear =-844 Critical Moment =3269 LB@ 16.75' V/(F'vx A)=0.502 F'v= 58, A = 28.88 LB-FT@ 9.42' M/(F'bx S)=0.73 F'b= 800, S = 67.39 Critical Deflection for TL= -0.408 INCH @ 8.67' U360 = 0.558" Critical Deflection for LL= -0.252 INCH @ 8.58' U600 = 0.335" Critical Reaction= 844 LB@ 16.75 ft Reaction Ratio = 0.870 BEAM 3.F2 (J/R): F/J @ OVER GARAGE @ 2nd Floor Loads (Downward +) ROOF_p @ 0,00' (DL= 64. Lr= 64, LL= 0, SN= 0) /P1) FLOOR_p @ 0.00' (DL= 19, Lr= 0, LL= 51, SN= 0) (P2) WALL_E @ 0.00' (DL= 456, Lr= 0. LL= 0. SN= 0) (P3) FLOOR_P 88 PLF = 3.20' x (15.00+40.00)/2 from 0.00' to 14.25' f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 1461/1388 457/457 Up 0/0 0/0 USE 14"' TJI 210 @ 19.2" O.C. or 14" LPI 32 PLUS or 14" BCI 6000-1.8 or 14" RFPl-400 Critical Shear =-744 Critical Moment =1184 LB@ 1.75' V/(F'vx A)=0.443 F'v= 58, A = 28.88 LB-FT @ 9.08' M/(F'bx S)=0.26 F'b= 800, S = 67.39 Critical Deflection for TL = Critical Deflection for LL = -0.021 INCH @ 0.00' U180 = 0.117" U540 = 0.278" -0.069 INCH @ 8.08' Critical Reaction = 1388 LB @ 1. 75 ft Reaction Ratio = 0.647 Job :64139 Plan :UNIT P2 i * • 16. 75 12.50 12.50 411W] Shear Diagragm:D + L 3269 a:rroJJ]Jl 1111 11 ~ Moment Diagragm:D + L <tJJtOJII I [I I [W111P-' -0.252 Deflection Diagram:Lr + L PJ -844 + 1 • 14.25 U] <QJJJJJ) .744 Shear Diagragm:D + L 1184 Moment Diagragm:D + L V -0.004 Deflection Diagram:Lr Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 3.F3 (J/R): F/J @ OVER GARAGE @ 2nd Floor Loads (Downward +) FLOOR_P 88 PLF = 3.20' x (15.00+40.00)/2 from 0.00' to 20.00' WALL_/ @ 16.50' (DL= 144, Lr= 0, LL= 0, SN= 0) (Pl) FLOOR_p @ 16.50' (DL= 60, Lr= 0. LL= 160, SN= 0/ (P2) Point from Suppo,t 2 of Beam 1.F1@ 16.5ft, ( 0=388 Lr=113 L=541 ) (P3) + :Point load Location Reactions (D+Lr+L/Max. Load comb.) Down 364/364 1917/1854 889/834 0/0 Up 0/0 0/0 USE 14" TJI 210@ 19.2" O.C. or 14" LPI 32 PLUS or 14" BCI 6000-1.8 or 14" RFPl-400 Critical Shear =1156 Critical Moment =2378 LB@ 12.08' V/(F'vx A)=0.688 F'v= 58, A = 28.88 LB-FT@ 16.50' M/(F'bx S)=0.53 F'b= 800, S = 67.39 Critical Deflection for TL= -0.043 INCH @ 16.42' U360 = 0.267" Critical Deflection for LL= -0.025 INCH@ 16.50' U540 = 0.178" Critical Reaction= 1854 LB@ 12.00 ft Reaction Ratio= 0.864 Job :64139 Plan :UNIT l ' I 12.00 20.00 I 76.50 16.50 16.50 1156 CD::t::r. Shear Diagragm:D + L Moment Diagragm:D + L PJ * 1 2378 <zQJJ]JJP' <ztQD)Y -0.043 Deflection Diagram:D + Lr + L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 3.1: RIDGE BM@OVER MASTER BED ROOM@ 1st Floor Loads (Downward +) SELF_WEIGHT 16 plffrom 0.00ft to 18.00N ROOF_P 260 PLF • 13.00' x (20.00+20.00)/2 from 0.00' to 18 00' Reactions (D+Lr+UMax. Load comb.) Down 2426/2426 2426/2426 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x11 7/8" 1.55E (Fb= 2325, Fv= 310) Critical Shear =2156 LB@ 1.00' 1.5xV/(F'vx A)=0.201 F'v= 388, A= 41 .56 Critical Moment =10915 LB-FT@ 9.00' M/(F'bx S)=0.55 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.841 INCH@ 9.00' U240 = 0.900" Critical Deflection for LL = -0.385 INCH @ 9.00' U480 = 0.450" BEAM 3.2: CL'G BM @ OVER MASTER BATH ROOM@ 1st Floor Loads (Downward +) 16 p/ffrom O.OON to 7.25N SELF_WEIGHT ROOF_P 570 PLF • 28.50' x (20.00+20.00)/2 from 0.00' to 7.25' Reactions (D+Lr+UMax. Load comb.) Down 2073/2073 2073/2073 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x11 7/8" 1.55E (Fb= 2325, Fv = 310) Critical Shear =1501 LB@ 1.00' 1.5xV/(F'vx A)=0.140 F'v= 388, A= 41 .56 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =3756 LB-FT@ 3.58' M/(F'0 x S)=0.19 F'b= 2906, S = 82.26 -0.047 INCH @ 3.67' U240 = 0.363" U480 = 0.181" -0.022 INCH @ 3.67' ' 2156 Shear Diagragm:D + Lr 18.00 10915 Job :64139 Plan :UNIT ' 4llIJJJJ 11 [ 1 1 ~ Moment Diagragm:D + Lr <zt:tJJJIU 11 l 1 1 I1[DlJY' -0.841 Deflecrion Diagram:D + Lr ' l 7.25 Shear Diagragm:D + Lr 3756 a1lJ7JJJI 11 I 111 ~ Moment Oiagragm:D + Lr <ctJJJJJIIl I] I [jJJlLL1Y' -0.047 Deflecrion Diagram:D + Lr Version· 6.4 GO uv1s engineering consulting group, inc. BEAM 3.3 : CL'G BM @ OVER MASTER BATH ROOM@ 1st Floor Loads (Downward+) 16 plffrom 0.00ft lo 13.00ft SELF_WEIGHT ROOF_p 240 PLF = 12 00' x (20.00+20 00)/2 from 0.00' to 13 00' Point from Support 2 of Beam 3.1@ 6.5ft, ( 0=1314 Lr=1112) (P1) Point from Support 1 of Beam 3.2@ 13ft, ( 0=1091 Lr=981 ) (P2) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2838/2838 4910/4910 Up 010 0/0 w/ 2-2X4 at support 2 (at 13'-0"t ' USE TIMBERSTRAND 3 1/2"x11 7/8" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-2754 LB@ 12.67' 1.5xV/(F'vx A)=0.257 F'v= 388, A= 41 .56 Critical Moment =13164 LB-FT@ 6.50' M/(F'bX S)=0.66 F'b= 2906, S = 82.26 Critical Deflection for TL = -0.466 INCH @ 6.50' U240 = 0.650" Critical Deflection for LL = -0.213 INCH @ 6.50' U480 = 0.325" BEAM 3.4 : FL BM@ OVER KITCHEN @ 1st Floor Loads (Downward +) SELF_WEIGHT 10 plffrom 0.00ft to 11.50ft FLOOR_P 509 PLF = 18.50' x (15.00+40.00)/2 from 0.00' to 11.50' Reactions (D+Lr+UMax. Load comb.) Down 2983/2983 2983/2983 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x14" 1.SSE (Fb= 2325, Fv= 310) Critical Shear =-2378 LB@ 10.33' 1.5xV/(F'vx A)=0.470 F'v= 310, A= 24.50 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =8576 LB-FT@ 5.75' M/(F'bx S)=0.79 F'b= 2292, S = 57.17 -0.329 INCH @ 5.75' U280 = 0.493" -0.235 INCH @ 5.75' U480 = 0.288" (1) selected post do not consider combined axial and out-of-plane bending Job :64139 Plan :UNIT P1 P2 ;,: * t 13.00 6.50 LL11Lill1l1]]] -2754 Shear Oiagragm:O + Lr 13164 Moment Diagragm:D + Lr '<tJJJOJII I l I [[L[ILJV' -0.466 Deflection Diagram:D -+-Lr ;,: 11.50 Shear Oiagragm:O + L 8576 l 4IlIIIIl 11 [ I I llJJitr:t& Moment Oiagragm:0 + L '<tJJJOJII ll I I [L(1LJY' -0.235 Deflection Oiagram:L Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 3.5 : FL BM @ OVER KITCHEN @ 1st Floor Loads (Downward+) SELF_WEIGHT 19 pl/from 0.00ft to 16.75ft FLOOR_P 88 PLF = 3.20' x (15.00+40.00/12 from 0.00' to 16.75' Point from Support 1 of Beam 3.3@ Oft, ( 0=1541 Lr=1297) (P1) Point from Support 2 of Beam 3.3@ 12. 75ft. ( 0=2632 Lr-2278 I (P2) f oint from Support 1 of Beam 3.4@ Oft, ( 0=855 L=2128 / (P3/ , :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 7889/6763 4634/4098 Up 0/0 0/0 wl 3-2X4 at support 1 (at o• -0") (1l w/ 2-2X4 at support 2 (at 16'-9")(1l USE TIMBERSTRAND 3 1/2"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-4084 LB@ 16.42' 1.5xV/(F'vx A)=0.323 F'v= 388, A= 49.00 Critical Moment =16047 LB-FT@ 12.75' M/(F'bx S)=0.59 F'b= 2865, S = 114.33 Critical Deflection for TL = -0.602 INCH @ 9.17' U280 = 0.718" Critical Deflection for LL= -0.299 INCH@ 9.08' U480 = 0.419" BEAM 3.6 : FL BM @ OVER GREAT ROOM @ 1st Floor Loads (Downward+) SELF_WEIGHT 10 pl/from 0.00ft to 5.00ft FLOOR_P 28 PLF = 1.00' x (15.00+40.00/12 from 0.00' to 5.00' f aint from Support 1 of Beam 3.1@ Oft, ( 0=1314 Lr-1112) (P1/ , :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 3149/3087 0/0 Up 0/0 -536/-57 4 USE TIMBERSTRAND 1 3/4"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-2437 LB @ 0.67' 1.5xV/(F' vX A)=0.385 F'v= 388, A= 24.50 Critical Moment =-2434 LB-FT@ 1.00' M/(F'bx S)=0.18 F'b= 2865, S = 57.17 Critical Deflection for TL = -0.011 INCH @ 0.00' U180 = 0.067" Critical Deflection for LL= -0.005 INCH @ 0.00' U270 = 0.044" (1) selected post do not consider combined axial and out-of-plane bending P3 i 16.75 12.75 II I I 11 11 Shear Diagragm:D + Lr Moment Diagragm:D + Lr P2 * Job :64139 Plan :UNIT 1 I !1 11 11 [I -4084 16047 "<tJJJJIW 11 [I L~ -0.602 Deflection Diagram D + Lr+ L P1 + 1 5.00 1 UI.LI1'''iliiiillilllliili -2437 Shear Diagragm:D + Lr ~ -2434 Moment Diagragm:D + Lr VJY a::c:01J 1 1 1 1 1 IIID:z:z, -0.011 Dellection Diagram:D + Lr Version: 6.4 GO uv1s engineering consulting group, inc. BEAM 3.7 (DROP): HDR @ FRONT OF GREAT ROOM@ 1st Floor Loads (Downward+) SELF_WEIGHT 13 pl/from 0.00ft lo 9.25ft ROOF_P 40 PLF: 2.00' x (20.00+20.00)12 from 0 00' to 9.25' FLOOR_P 165 PLF: 6.00' x (15,00+40.00)12 from 0.00' to 9.25' WALL_E 135 PLF: 9.00' x 15.00 from 0.00' to 9.25' Point from Support 1 of Beam 3.1@ 4.5ft, ( D:1314 Lr=1112) (P1) f :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2874/2570 2808/2512 Up 0/0 0/0 USE TIMBERSTRAND 3 1/2"x 9 1/2" 1.55E (Fb= 2325, Fv= 310) Critical Shear =2104 LB @ 0.33' 1.5xV/(F'vx A)=0.306 F'v= 310, A= 33.25 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =8353 LB-FT@ 4.50' M/(F'bx S)=0.67 F'b= 2840, S = 52.65 -0.328 INCH @ 4.58' U280 = 0.396" U480 = 0.231" -0.141 INCH@ 4.58' BEAM 3.8 : FL BM @ OVER GREAT ROOM @ 1st Floor Loads (Downward +) 10 plf from 0. 00ft to 6. 50ft SELF_WEIGHT FLOOR_P 564 PLF : 20.50' x (15.00+40.00)12 from 0.00' lo 6.50' Reactions (D+Lr+UMax. Load comb.) Down 1865/1865 1865/1865 Up 0/0 0/0 USE TIMBERSTRAND 1 3/4"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =1195 LB@ 1.17' 1.5xV/(F'vx A)=0.236 F'v= 310, A= 24.50 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =3030 LB-FT @ 3.25' M/(F'bX S)=0.28 F'b= 2292, S = 57.17 -0.037 INCH @ 3.25' U280 = 0.279" -0.027 INCH @ 3.25' U480 = 0.163" Job :64139 Plan :UNIT P1 " * l 9.25 4.50 2104 Shear Diagragm:D + L 8353 Moment Diagragm:D + 0. 75xL + 0. 75xLr <ttU1ILO I l I !JII[lLD>' -0.328 Deflection Diagram:D + Lr+ L " l 6.50 Shear Diagragm:D + L 3030 Moment Oiagragm:O + L <ttU1ILO IJ 11 [OJ111P' -0.026 Deflection Diagram:L Version: 6.4 Go uv1s engineering consulting group, inc. BEAM 3.9: FL BM @ OVER GREAT ROOM @ 1st Floor Loads (Downward +) SELF_WEIGHT 19 plffrom 0.00ft to 20.25ft FLOOR_P 151 PLF = 5.50' x (15.00+40.00)12 from 0.00' lo 20.25' Point from Support 1 of Beam 3.8@ 16. 75ft, ( 0=532 L=1333) {Pl ) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 2046/2046 3266/3266 Up 010 010 w/ 2-2X4 at support 2 (at 20'-3")(1) USE TIMBERSTRAND 3 1/2"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-3209 LB@ 19.92' 1.5xV/(F'vx A)=0.317 F'v= 310, A= 49.00 Critical Moment =1 2295 LB-FT@ 12 00' M/(F'bx S)=0.56 F'b= 2292, S = 114.33 Critical Deflection for TL = -0.744 INCH@ 10.50' U280 = 0.868" Critical Deflection for LL= -0.496 INCH @ 10.50' U480 = 0.506" BEAM 3.10 : FL BM @ OVER GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 10 p/ffrom 0.00ft lo 22.50ft FLOOR_P 88 PLF = 3.20' x (15.00+40.00)12 from 0.00' lo 22,50' Point from Support 2 of Beam 3.5@ 2ft, ( 0=2364 Lr-1734 L=536) (P1) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 5322/4642 1258/1258 Up 0/0 0/0 w/ 2-2X4 at support 1 (at 2'-0")<1> 259/259 010 USE TIMBERSTRAND 1 3/4"x14" 1.55E (Fb= 2325, Fv= 310) Critical Shear =-651 LB @ 13.67' 1.5xV/(F'vx A)=0.129 F'v= 310, A = 24.50 Critical Moment Critical Deflection for TL = Critical Deflection for LL = =-1342 LB-FT @ 14.00' M/(F'bx S)=0.12 F'b= 2292, S = 57.17 -0.036 INCH @ 7.50' U280 = 0.514" -0.023 INCH @ 7.50' U480 = 0.300" ( 1) selected post do not consider combined axial and out-of-plane bending Job :64139 Plan ·UNIT P1 j. * l 20.25 16.75 till] -3209 Shear Diagragm:D + L 12295 Moment Diagragm:D + L <ztttl01I) 11.111Jl_[]JJJ9 -0.496 Deflection Diagram:L P1 t ~ I 1 14.00 22.50 l ~<tttIIU '-ZiJ -651 Shear Diagragm:D + L Momeni Diagragm:D + L <zJJI[[[PY -0.023 Deflection Diagram:L Version· 6.4 Go uv1s engineering consulting group, inc. BEAM 3.11 (DROP): DR BM @ OVER GARAGE@ 1st Floor Loads (Downward +) 33 pl/from 0.00ft to 20.25ft SELF_WE/GHT FLOOR_P WALL_/ FLOOR_P 550 PLF = 20.00' x (15.00+40.00)/2 from 0.00' to 20.25' 160 PLF = 16.00' x 10.00 from 0.00' to 20.25' 220 PLF = 8.00' x (15.00+40.00)/2 from 0.00' to 20.25' ROOF_P 240 PLF = 12.00' x (20.00+20.00)/2 from 0.00' to 8.00' faint from Support 2 of Beam 3.10@ 8.5ft. ( 0=436 L=821) (P1) T :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 11 284/10552 9949/9769 Up 0/0 0/0 w/ 4X8 trim at support 1 (at 0'-0")(1) w/ 4X8 trim at support 2 (at 20'-3")(1) USE GLB 24F-V4 6 3/4" x 18" (Fb= 2400/1850, Fv= 265) Critical Shear =10214 LB@ 0.33' 1.5xV/(F'vx A)=0.476 F'v= 265, A = 121.50 Critical Moment =53378 LB-FT@ 9.33' M/(F'bx S)=0.78 F'b= 2250, S = 364.50 Critical Deflection for TL = Critical Deflection for LL = -0.685 INCH @ 10.00' U280 = 0.868" -0.379 INCH @ 10.00' U480 = 0.506" BEAM 3.12 (DROP): HOR @ LEFT OF GARAGE @ 1st Floor Loads (Downward +) SELF_WEIGHT 27 plffrom 000ft to 16.25ft ROOF_P 180 PLF = 9.00' x (20.00+20.00)/2 from 0.00' to 6.50' FLOOR_P 468 PLF = 17.00' x (15.00+40.00)/2 from 0.00' to 6 50' WALL_E 285 PLF = 19.00' x 15.00 from 0.00' to 6.50' FLOOR_P 330 PLF = 12.00' x (15.00+40.00)/2 from 0.00' to 6 50' WALL_E 30 PLF = 2.00' x 15.00 from 0.00' to 16.25' from Support 1 of 3.F2 From 6.5ft to 16.25ft (Pt) Pointfrom Support 1 of Beam 3.10@ 6.5ft, / 0=2603 Lr=1734 L=986) /P2) + :Point load Location Reactions (D+Lr+UMax. Load comb.) Down 12869/11298 10459/9343 Up 0/0 0/0 w/ 3-2X6 trim at support 1 (at 0'-0")(1) w/ 4X6 trim at support 2 (at 16'-3")<1 > USE GLB 24F-V4 5 1/8" x 19 1/2" (Fb= 2400/1850, Fv = 265) Critical Shear =10840 LB@ 0.33' 1.5xV/(F'vx A)=0.614 F'v= 265, A= 99.94 Critical Moment =47153 LB-FT@ 6.50' M/(F'bx S)=0.77 F'b = 2260, S = 324.80 Critical Deflection for TL= -0.436 INCH @ 7.92' U280 = 0.696" Critical Deflection for LL = -0.206 INCH @ 7.83' U480 = 0.406" ( 1) selected post do not consider combined axial and out-of-plane bending P1 ' * 20.25 I• 8.50 10214 Shear Oiagragm:O + L 53378 Moment Oiagragm:0 + L Job :64139 Plan :UNIT • -<ttttOJ] I] 11]1LDJJP' -0.684 Deflection Oiagram:O + Lr+ L P1 ' * • 16.25 6.50 10840 Shear Diagragm:D + L 47153 Moment Oiagragm:O + L 'ZQJJOJ]_1 I] 11IOJ1-LW -0.436 Deflection Diagram:D + Lr+ L Version: 6.4 GO uv1s engineering consulting group, inc. DESIGN CRITERIA: A. Code: 2016 CBC Wind Exposure: C, Speed= 110mph Seismic Design Category: D, Ss= 1.15, S,= 0.44, Sos=0.800, So,=0.440, Rx =6.5, Rv =6.5 8. Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, ax 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 OF, 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, OF/OF, 1.8E, Fb= 2400(T)/1850(B) psi (MIN), Fv= 265 psi(MIN) Job :64139 Plan :B01 C. CONVENTIONAL 1-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E): INTERIOR WALL (WALL_I): PRIMARY ROOF (ROOF P) Pitch: K = Increase for pitch: Typ. Truss @ 24" O/C xK Plywood(1/2") xK 5/8" Gyp. Board Cone. Tile xK sprinkler: Misc: Snow Load: Dead Load: Live Load: PRIMARY FLOOR (FLOOR P) 14" TJl/210@ 19.2" 0/C Plywood(3/4") 5/8" Gyp. Board Carpet None Covering sprinkler: Misc: Dead Load: Live Load: DL = 15 DL = 10 5 1.08/12 2.60 1.68 3.00 10.83 1.00 0.89 0.00 20.00 20.00 1.94 2.25 3.00 1.00 0.00 1.00 5.81 15.00 40.00 Version: 6.4 GOUVIS ngineering consulting group, inc. ROOF SHEAR WALL LAYOUT BUILDING I UNIT2 IL I 2 3 4 3RD FLOOR SHEAR WALL LAYOUT BUILDING I GOUVIS ngineering consulting group, inc. UNIT2 UNIT 2 l --J 2ND FLOOR SHEAR WALL LAYOUT BUILDING I GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT= 30.0 B = 42.0 L = 44.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT= 30.8 WIDTH= 42.0 DEPTH = 43.5 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR DEPTH = 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE= C COEFFICENTS: K,i=0.85, K,1= 1.00, G = 0.85, Geµ,= ±0.18, w = 1.00, qh= 25.86PSF INTERPOLATION: UB => YES, h/L => YES, 9 => YES WIND HEIGHT (FT) 15 WALL PRESSURE wP (PSF): 25.98 ROOF ELEMENT WDIR+ Hip Roof W=40' L=13.5' Windward -7.46 Hip RoofW=40' L=13.5' Leeward 41.07 20 25 26.93 WDIR- 13.97 19.64 27.71 OWDIR+ 41 .07 -7.46 30 28.37 OWDIR- 19.64 13.97 40 29.47 UDIR+ 7776 7776 Over Hang W=42' L=2' 0 0 0 0 1477 WINDLOAD: ROOF=96.70 =0.6x 161.17 PLF (MAX.) PLF UPLIFT AVE.= 5.59 PSF MAX TOTAL= 2-FLR = 156.56 = 0.6 x 260.93 1-FLR = 146.65 = 0.6 x 244.41 399.91 PLF PLF SEISMIC PARAMETERS: Ry=6.50 SITE CLASS:D V= SosX I x W / 1.4 x R= ROOF: DL ROOF = S5=1.15 S1=0.44 Fa=1.04 Fv=1.56 Sos=2FaS,/3 =0.797 So,=2F.S,/3 =0.458 Soc=D 0.0876W 20.00 X 1100.00 / 42.00 = DL EXT WALL= 15.00 x 74.50 x 4.25 / 42.00 = DL INT WALL = 10.00 x 74.50 x 4.25 / 42.00 = SHEAR = 0.0876 x (523.81 + 113.08 + 75.39) = 2-FLR: DL ROOF = 20.00 x 880.00 / 42.00 = DL FLOOR = 15.00 x 970.00 / 42.00 = DL EXT WALL = 113.08 + 15.00 x 84.00 x 4.50 / 42.00 = DL INT WALL= 75.39 + 10.00 x 50.00 x 4.50 / 42.00 = SHEAR = 0.0876 x (41 9.05 + 346.43 + 248.08 + 128.96) = 1-FLR: DL FLOOR = 15.00 x 1715.00 / 42.00 = DL EXT WALL= 135.00 + 15.00 x 82.00 x 4.00 / 42.00 = DL INT WALL= 53.57 + 10.00 x 80.00 x 4.00 / 42.00 = SHEAR= 0.0876 x (612.50 + 252.14 + 129.76) = TOTAL SEISMIC LOAD = 62.40 + 100 08 + 87.11 = REDISTRIB.: 712.3 x 27.8 + 1142.5 x 18.2 + 994.4 x 8.0 = 48550 PLFxFT SHEAR ROOF= 249.59 x 712.28 x 27.8 / 48550 = SHEAR 2-FLR= 249.59 x 1142.51 x 18.2 / 48550 = SHEAR 1-FLR= 249.59 x 994.40 x 8.0 / 48550 = ROOF: 101.80 PLF SEISMIC GOVERN 2-FLR: 1-FLR: 253.27 PLF WIND GOVERN 399.91 PLF WIND GOVERN le=1.00 k =1.00 ROOF DIAPHRAGM: V= 101.80 PLF ALIGN MAX SHEAR= 101.80 x 18.00 / (2 x 43.50) = 21 .06 PLF USE: 15132" COX RATED UNBLOCKED 32116 w/8d COMMON NAILS AT 6" 6", 12" 0.C. CHORD FORCE= 101.80 x 18.00 2 / (8 x 43.50) = 94.78 LBS 50 30.37 UDIR- 2748 2748 1477 523.81 PLF 113.08 PLF 75.39 PLF 419.05 PLF 346.43 PLF 248.08 PLF 128.96 PLF 612.50 PLF 252.14 PLF 129.76 PLF 101.8 PLF 106.9 PLF 40.9 PLF SPLICE WI MIN. (5! 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION! 2-FLR DIAPHRAGM: V = 156.56 PLF ALIGN MAX SHEAR= 156.56 x 20.00 I (2 x 43.50) = 35.99 PLF USE: 23/32" COX RA TED UNBLOCKED w/1 0d COMMON NAILS AT 6", 6", 12" 0. C. CHORD FORCE= 156.56 x 20.00 2 / (8 x 43.50) = 179.95 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION! 1-FLR DIAPHRAGM: V = 146.65 PLF ALIGN MAX SHEAR= 146.65 x 20.00 I (2 x 43.50) = 33.71 PLF USE: 23132" COX RATED UNBLOCKED w/10d COMMON NAILS AT6" 6" 12" O.C. CHORD FORCE= 146.65 x 20.00 2 / (8 x 43.50) = 168.56 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Job :64139 Plan :B01 62.40 PLF 100.08 PLF 87.11 PLF 249.59 PLF (101.80 PLF<1>) (130.14 PLF<1>) (113.27 PLF<1>) Version: 6.4 GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION T BLDG DIMENSION (FT): BASE HT= 0.5 HEIGHT = 30.0 B = 42.0 L = 44.0 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT= 31 .5 WIDTH= 43.5 DEPTH = 42.0 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE= C COEFFICENTS: Ko=0.85, K,;1= 1.00, G = 0.85, Gcp;= ±0.18, w = 1.00, INTERPOLATION: UB => YES, h/L => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 WALL PRESSURE wP (PSF): 26.19 27.14 27.92 30 28.58 40 29.68 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ Hip Roof W=26.5' L=20' Windward -6.55 11.41 34.43 Hip Roof W=26.5' L=20' Leeward 34.43 16.46 -6.55 Over Hang W=28.5' L=2' 0 0 0 WIND LOAD: ROOF= 93.84 = 0.6 x 156.39 PLF (MAX.) MAX TOTAL= 2-FLR = 157.77 = 0.6 x 262.95 PLF 1-FLR = 147.82 = 0.6 x 246.37 PLF 399.43 PLF SEISMIC PARAMETERS: Ss= 1.15 S1= 0.44 Fa= 1.04 16.46 7822 11.41 7822 0 1002 UPLIFT AVE.= 5.47 PSF Fv= 1.56 Rx=6.50 SITE CLASS:D Sos=2FaSs/3 =0.797 So1=2FvS1/3 =0.458 Soc=D l,,=1.00 k =1.00 V= SosX I x W / 1.4 x R= 0.0876W 50 30.57 UDIR- 2888 2888 1002 ROOF: DL ROOF= 20.00 x 1100.00 I 43.50 = 505.75 PLF DL EXT WALL= 15.00 x 53.00 x 4.25143.50 = 77.67 PLF DL INT WALL = 10.00 x 110.00 x 4.25 / 43.50 = SHEAR= 0.0876 x (505.75 + 77.67 + 107.47) = 2-FLR: DL ROOF = 20.00 x 880.00 / 43.50 = DL FLOOR= 15.00 x 970.00 / 43.50 = DL EXT WALL= 77.67 + 15.00 x 84.00 x 4.50 / 43.50 = DL INT WALL = 107.47 + 10.00 x 95.00 x 4.50 / 43.50 = SHEAR= 0.0876 x (404.60 + 334.48 + 208.02 + 205.75) = 1-FLR: DL FLOOR = 15.00 x 1715.00 / 43.50 = DL EXT WALL= 130.34 + 15.00 x 80.00 x 4.00 / 43.50 = DL INT WALL = 98.28 + 10.00 x 120.00 x 4.00 / 43.50 = SHEAR = 0.0876 x (591.38 + 240.69 + 208.62) = TOTAL SEISMIC LOAD= 60.52 + 100.99 + 91.16 = REDISTRIB.: 690.9 x 27.8 + 1152.8 x 18.2 + 1040. 7 x 8.0 = 48514 PLFxFT 107.47 PLF 404.60 PLF 334.48 PLF 208.02 PLF 205.75 PLF 591.38 PLF 240.69 PLF 208.62 PLF SHEAR ROOF= 252.68 x 690.89 x 27.8 / 48514 = 100.03 PLF SHEAR 2-FLR= 252.68 x 1152.84 x 18.2 / 48514 = 109.28 PLF SHEAR 1-FLR= 252.68 x 1040.69 x 8.0 / 48514 = 43.36 PLF ROOF: 100.03 PLF SEISMIC GOVERN 2-FLR: 251 .60 PLF WIND GOVERN 1-FLR: 399.43 PLF WIND GOVERN ROOF DIAPHRAGM: V = 100.03 PLF ALIGN MAX SHEAR= 100.03 x 26.50 / (2 x 42.00) = 31.56 PLF USE' 15132" COX RA TED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6" 6" 12" 0 . C. CHORD FORCE= 100.03 x 26.50 2 / (8 x 42.00) = 209.08 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 2-FLR DIAPHRAGM: V = 157.77 PLF ALIGN MAX SHEAR= 157. 77 x 42.00 I (2 x 42.00) = 78.88 PLF USE: 23132" COX RATED UNBLOCKED w/10d COMMON NAILS AT6" 6", 12" O.C. CHORD FORCE= 157.77 x 42.00 2 / (8 x 42.00) = 828.29 LBS SPLICE WIMIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION/ 1-FLR DIAPHRAGM: V = 147.82 PLF ALIGN MAX SHEAR= 147.82 x 20.00 / (2 x 42.00) = 35.20 PLF USE: 23132" COX RA TED UNBLOCKED w/1 0d COMMON NAILS AT 6" 6", 12" 0. C. CHORD FORCE= 147.82 x 20.00 2 I (8 x 42.00) = 175.98 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. {STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Job :64139 Plan :8D1 60.52 PLF 100.99 PLF 91.16 PLF 252.68 PLF (100.03 PLF<1l) (131 .31 PLF<11) (118.54 PLF<1l) Version: 6.4 Go uv1s engineering consulting group, inc. I 1L_ROOF 19.00ft Wind· 919(LB) Seismic: 1096(LB) = 967 + 129 G,"I ~ Blocked panel use TYPE 1 180 Wind: 919 Seismic: 967 8.50 o.oo I ~ 4.37 ~126.54 22.37 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 3rd Floor ON GRID 1 Exterior Direction: L Location:(-39.63,-6.29) Total Length= 26.54 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 1096 / 26.54 = 41 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 213 plf (At blocked opening A & B) Max. Drag= 209 lbs Max panel deflection: t:.M = (4.0/1.00) x tis x 1.4 = 0.252" s 0.020 x 102.00 = 2.040" (At Opening) Use TYPE 1 Design Report: Loads: Wall 127.50 plf: 15 X 8.50' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 8.50 Left Side: T = 0 LB C = 517 LB 0 LB NO_UPLIFT NO_UPLIFT Right Side: T = 0 LB C = Panel @ b = 8.00 Left Side: Right Side: T= T= Use NO_UPLIFT on both ends Blocked I Force at Edge of opening is 213 LB h = 8.50 0 LB 0 LB C = 0 LB C = 517 LB NO_UPLIFT NO_UPLIFT Use NO_UPLIFT on both ends (p = 1.0) Job :64139 Plan :B01 Version. 6.4 GO uv1s engineering consulting group, inc. I 1L 2 FL 19.00ft Wind: 1487 Seismic: 1016 from SW 1 (W=919LB, E=1096LB) from 6.29ft to 32.83ft (100%) Wind: 2406(LB) = 1487 + 919 Seismic: 2441(LB) = 1016 + 201 + 1224 O.fi!XJO • Strap (E) 1715 Job :64139 Plan :B01 9.00 o.oo 1-1 _,._;;;;;;;;::;;:::::=1Ac=======I ===~B ==:~~:::::::::::::;;;;.....,-d:::•--.~A~~I 41.67 20.35 29.28 37.28 41.67 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 1 2nd Floor ON GRID 1 Exterior Direction: L Location:(-41.62,0.00) Total Length = 41.67 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2441 / 41 .67 = 59 plf Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2441 / 8.00 = 305 plf (Flexible) Max. Drag= 1715 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 1.014" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x 9.00' Overturn Analysis Uplift(T) Down(C) Panel @ b = 8.00 h = 9.00 Left Side: T = 2523 LB C = 2928 LB Right Side: T = 2523 LB C = 2928 LB (2)CS 16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version 64 Go uv1s engineering consulting group, inc. I 1L_ 1_FL 19.00ft Wind: 1393 Seismic: 389 from SW 1 (W=2406LB, E=2441LB) from -2.00ft to 66.20ft (100%) Wind: 3799(LB) = 1393 + 2406 Seismic: 3166(LB) = 389 + 135 + 2642 0.6200 6.88 2.00 5.20 3.00 2.29 16.00 T Hold down PosVstud required to transfer load from ABV. ® 6.58 8.99 8.00 Job :64139 Plan :8D1 9.00 .77 3.00 0.62 8.00 4.38 o.oo 1-1 _.__;;;;;;;::;;;!":::===~l=======s~======:I ::::c ::~:+-~- 1 _ 3 _ _::::::;;:;;;i...~<~L~~A--jJ 39.66 12.44 22.28 27.28 35.28 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) 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 1 1st Floor ON GRID 1 Exterior Direction: L Location:(-41.63,-2.00) Total Length= 39.66 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 3799 / 39.66 = 96 plf Use (9 A35) or (7 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 3799 / 8.00 = 475 plf (Flexible) Max. Drag= 2613 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 1.299" :5 0.020 x 96.00 = 1.920 " Use TYPE 3 Design Report: Loads: Wall 120.00 pit= 15 X 8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 6209 LB C = 6835 LB HDU8/4x4(I) w/ DBL BLK'G T = 6209 LB C = 6835 LB HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" O.C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L ROOF 19.00ft Wind: 919(LB) Seismic: 1101(LB) = 967 + 134 • Strap (E) Wind: 919 Seismic: 967 7.96 @ 8.00 8.50 8.00 ooo I ~ ~ I 23.96 7.96 ~ -368 Drag Force Analysis A: Simpson ST22 (1192LB) ALT ( 10) #16 sinker per top plate splice Design Analysis WALL2 3rd Floor ON GRID 2 Exterior Direction: L Location:(-19.33,-7.58) Total Length = 23.96 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 11 01 / 23.96 = 46 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1101 / 8.00 = 138 plf (Flexible) Max. Drag= 368 lbs Max panel deflection: t1M = (4.0/1.00) x l1s x 1.4 = 0.655" s 0.020 x 102.00 = 2.040 " Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: T = 929 LB C = 1275 LB C= 1275 LB Right Side: T = 929 LB CS16/2x4 CS1 6/2x4 Use CS16/2x4 on both ends Plywood shear wall lo be nailed to all studs receiving holdowns Job :64139 Plan :BO1 (p = 1.0) Version· 6,4 GO uv1s engineering consulting group, inc. I 1L_2_FL 19.00ft Wind: 1487 Seismic: 1016 from SW 2 (W=919LB, E=1101LB) from 5.29ft to 29.25ft (100%) Wind: 2406(LB) = 1487 + 919 Seismic: 2445(LB) = 1016 + 195 + 1235 • Strap (E) 7.96 13.25 PosUstud required to transfer load from ABV. 983 ® 8.50 8.00 9.00 8.00 11 71 o.oo I ~ ~ I J2.96 13.25 21.25 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL2 2nd Floor ON GRID 2 Exterior Direction: L Location:(-19.33,-2.29) Total Length = 32.96 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 2445 I 32.96 = 74 plf Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2445 I 8.00 = 306 plf (Flexible) Max. Drag= 983 lbs Max panel deflection: tiM = (4.0/1.00) x tis x 1.4 = 1.036" s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x 9.00' Overturn Analysis Panel @ Uplift(T) b = 8.00 Down(C) h = 9.00 Left Side: Right Side: T = 3464 LB T = 3464 LB C = 4140 LB (2)CS14/(2)2x4 C = 4140 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Job :64139 Plan :8D1 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_1 FL 19.00ft Wind: 1393 Seismic: 389 from SW 2 (W=2406LB, E=2445LB) from 0.00ft to 32.96ft (100%) Wind: 3799(LB) = 1393 + 2406 Seismic: 3229(LB) = 389 + 200 + 2640 ® 13.25 8.00 5.50 T Hold down Post/stud required to transfer load from ABV. 9 00 11.71 24.58 Job :64139 Plan :8D1 8.00 o.oo r-l _,_:;:A;;;;;;;;;;7>;ra:--~:::::::::~&c~c~~l::==~B~==~I ~=====A:::::=~-~I 38.08 5.50 ~~ 16.69 26.13 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) -2452 Drag Force Analysis ALT (1 0) #16 sinker per top plate splice ALT (1 6) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis WALL2 1st Floor ON GRID 2 Exterior Direction: L Location:(-19.33,-2.29) Total Length= 38.08 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 3799 / 38.08 = 100 plf Use (9 A35) or (7 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 3799 I 8.00 = 475 plf (Flexible) Max. Drag= 2452 lbs Max panel deflection: t>M = (4.0/1.00) x t>s x 1.4 = 1.086" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00plf= 15x 8.00' Overturn Analysis Uplift(T) Down(C) Panel @ b = 8.00 h = 8.00 Left Side: T = 3799 LB C = 4145 LB HDU8/4x4 (*) (I) w/ DBL BLK'G Right Side: T = 0 LB C = 508 LB HTT5/4x4 (*) (I) w/ DBL BLK'G Use HDU8/4x4 (I) @ L. and Use HTT5/4x4 (I) @ R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) Provide HTT4/4x4@ 21.25ft for Tension (3464 lbs) from above • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel (p=1.0) Version· 6 4 GO uv1s engineering consulting group, inc. I 1L_ROOF 19.00ft Wind: 919(LB) Seismic: 1101(LB) = 967 + 134 • Strap (E) Wind: 919 Seismic: 967 7.96 ® 8.00 8.50 8.00 0.00 1-I .. ~;;;;;._.;.;... __ ....,_....;;;;;,,,,,..~---1---....;A __ _.i, 23.96 7.96 ~ -368 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 3 3rd Floor ON GRID 3 Exterior Direction: L Location:(-23.33,-7.58) Total Length= 23.96 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 1101 / 23.96 = 46 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1101 / 8.00 = 138 plf (Flexible) Max. Drag= 368 lbs Max panel deflection: l:.M = (4.0/1 .00) x l:.s x 1.4 = 0.655" s 0.020 x 102.00 = 2.040 " Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x850' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: T = 929 LB C = 1275 LB C = 1275 LB Right Side: T = 929 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Job :64139 Plan :BO1 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_2_FL 19.00ft Wind: 1487 Seismic: 1016 from SW 3 (W=919LB, E=1101LB) from 5.29ft to 29.25ft (100%) Wind: 2406(LB) = 1487 + 919 Seismic: 2445(LB) = 1016 + 195 + 1235 7.96 13.25 • Strap (E) Post/stud required to transfer load from ABV. ® 8.00 8.00 11. 71 8.50 9.00 Job ·64139 Plan :8D1 o.oo I ~ ~ In.~ 13.25 21.25 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLJ 2nd Floor ON GRID 3 Exterior Direction: L Location:(•23.33,-2.29) Total Length= 32.96 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2445 / 32.96 = 74 plf Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2445 I 8.00 = 306 plf (Flexible) Max. Drag= 983 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.036" s 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) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: Right Side: T = 3464 LB T = 3464 LB C = 4140 LB C = 4140 LB (2)CS14/(2)2x4 (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p= 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L 1 FL 19.00ft Wind: 1393 Seismic: 389 from SW 3 (W=2406LB, E=2445LB) from 0.00ft to 32.96ft (100%) Wind: 3799(LB) = 1393 + 2406 Seismic: 3229(LB) = 389 + 200 + 2640 ® 13.25 8.00 ® 5.50 T Hold down PosUstud required to transfer load from ABV. ' 9.00 l 11.71 24.58 Job :64139 Plan :801 800 o.oo 1--..:;:6:;;;;~7>~""""!!,::::::::--;t~::c:2~l~~~~~=:•B -:::ti ~=====A~~~-~I 38.08 5.50 ~o 16.69 26.13 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) -2452 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 WALL3 1st Floor ON GRID 3 Exterior Direction: L Location:(-23.33,-2.29) Total Length = 38.08 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 3799 / 38.08 = 100 plf Use (9 A35) or (7 LSS0) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 3799 I 8.00 = 475 plf (Flexible) Max. Drag= 2452 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 1.086" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: T = 3799 LB C = 4145 LB HDU8/4x4 (*) (I) w/ DBL BLK'G Right Side: T = 0 LB C = 508 LB HTT5/4x4 (*) (1) w/ DBL BLK'G Use HDU8/4x4 (I) @ L. and Use HTT5/4x4 (I) @ R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0 . C. max) Provide HTT4/4x4@ 21 .25ft for Tension (3464 lbs) from above 6 User refered (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Version: 6.4 Go uv1s engineering consulting group, inc. I 1L ROOF 19.00ft Wind: 919{LB) Seismic: 1096(LB) = 967 + 129 !'vi ~ Blocked panel use TYPE 1 Wind: 919 Seismic: 967 8.50 180 o.oo 1~ 4.37 ~126.54 22.37 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #1 6 sinker per top plate splice Design Analysis WALL4 3rd Floor ON GRID 4 Exterior Direction: L Location:(-2.25,-6.29) Total Length= 26.54 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm= 1096 / 26.54 = 41 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 213 plf (At blocked opening A & B) Max. Drag= 209 lbs Max panel deflection: t:.M = (4.0/1 .00) x t:.s x 1.4 = 0.252" s 0.020 x 102.00 = 2.040 " (At Opening) Use TYPE 1 Design Report Loads: Wall 127.50 plf: 15 X 8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Left Side: Right Side: T = T= Panel @ b = 8.00 Left Side: Right Side: T= T= Down(C) h = 8.50 0 LB 0 LB C = 517 LB C = 0 LB NO_UPLIFT NO_UPLIFT Use NO_UPLIFT on both ends Blocked! Force at Edge of opening is 213 LB h = 8.50 0 LB 0 LB C = 0 LB C= 517LB NO_UPLIFT NO_UPLIFT Use NO_UPLIFT on both ends (p = 1.0) Job :64139 Plan ·8D1 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_2_FL 19,00ft Wind: 1487 Seismic: 1016 from SW 4 (W=919LB, E=1096LB) from 0.00ft to 26.54ft (100%) Wind: 2406(LB) = 1487 + 919 Seismic: 2441(LB) = 1016 + 201 + 1224 0.ll!a)O 6.88 2.00 5.20 3.00 • Strap (E) Job :64139 Plan :B01 8.50 ® 9.00 658 8.00 0, 773,00 0.62 1715 o.oo I-I _;;;;;;;;;;;;::;:::=:;A~=--:.-_-_-_-_-_-_-_-,.. 1 -_-_-_-_-!s ________ ~:-~ __ =::::;;;;;,,.,,c~L~A~I 41.67 20 35 29.28 37,28 41.67 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 4 2nd Floor ON GRID 4 Exterior Direction: L Location:(0.00,0.00) Total Length= 41.67 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2441 / 41.67 = 59 pit Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2441 / 8.00 = 305 pit (Flexible) Max. Drag= 1715 lbs Max panel deflection: ~M = (4.0/1.00) x ~s x 1.4 = 1.01 4" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Waif 135.00 pl/= 15 X 9.00' Overturn Analysis Panel @ Uplift(T) b = 8.00 Down(C) h = 9.00 Left Side: T = 2523 LB C = 2928 LB (2)CS16/(2)2x4 Right Side: T = 2523 LB C = 2928 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_1_FL 19.00ft Wind: 1393 Seismic: 389 from SW 4 (W=2406LB, E=2441LB) from -2.00ft to 39.67ft (100%) Wind: 3799(LB) = 1393 + 2406 Seismic: 3166(LB) = 389 + 135 + 2642 0.6200 6.88 2.00 5.20 3.00 2.29 16.00 T Hold down PosUstud required to transfer load from ABV. 6.58 3 00 8.99 4.38 2613 Job :64139 Plan :BO1 9.00 J_ 0.62 8.00 o.oo I-I _.__;;;;;:::;;;;;;!"::===::;1::::;s:===l==c=:~~:::::::::::~~<"'~~~A~~I J9_ss 12.44 22.28 27.28 35.28 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) 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 WALL4 1st Floor ON GRID 4 Exterior Direction: L Location:(0.00,-2.00) Total Length = 39.66 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 3799 / 39.66 = 96 plf Use (9 A35) or (7 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 3799 / 8.00 = 475 plf (Flexible) Max. Drag= 2613 lbs Max panel deflection: LiM = (4.0/1 .00) x Lis x 1.4 = 1.299" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00pff= 15 x 8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 6209 LB T = 6209 LB C = 6835 LB C = 6835 LB HDU8/4x4(I) w/ DBL BLK'G HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End (p = 1.0) Version· 6.4 GO uv1s engineering consulting group, inc. I 1T_ROOF 27.00ft Wind: 1267(LB) Seismic: 1508(LB) = 1350 + 158 • Strap (E) 3.50 0.001~ 3.50 -613 6.46 A Wind: 1267 Seismic: 1350 3.50 3.92 Drag Force Analysis 2.59 3.92 I 17.38 A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLA 3rd Floor ON GRID A Exterior Direction: T Location:(-39.63,-32.83) Total Length = 37.35 ft Total panel Length= 7.00ft (Net Length= 5.76ft) Shear Diaphragm = 1508 / 37. 35 = 40 plf 3.50 6.46 A Use (4 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1508 / 5.76 = 262 plf (Flexible) Max. Drag= 613 lbs Max panel deflection: t>M = (4.0/1.00) x t>s x 1.4 = 0.840" s 0.020 x 102.00 = 2.040 " Use TYPE 2 Design Report: Loads: Wall 127.50 plf= 15 x 850' Overturn Analysis Uplift(T) Panel @ b = 3.50 Down(C) h = 8.50 Left Side: T = 1787 LB C = 2064 LB (2)CS16/(2)2x4 Right Side: T = 1787 LB C = 2064 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 3.50 h = 8.50 Left Side: Right Side: T = 1787 LB T = 1787 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2064 LB (2)CS16/(2)2x4 C = 2064 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Job :64139 Plan :B01 8.50 3.50 613 ~ I 37.35 33.85 (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T 2 FL 40.00ft Wind: 3155 Seismic: 2186 100% lateral Load from SW A (W=1267LB, E=1508LB) Wind: 4422(LB) = 3155 + 1267 Seismic: 4018(LB) = 2186 + 167 + 1666 ------__ :::=--===-- -----------_:::::---------- 10.00 2.25 .2l25 3.00 2.50 3.00 2.25 .2l25 • Strap (E) Blocked panel use TYPE 3 710 ---------_____ :::-::: .... _ --- 10.00 Job :64139 Plan :BO1 9.00 o.oo I <:.::::-> ~ A ~ c::::::::> I 42.50 A: Simpson ST22 (1192LB) WALLA 2nd Floor 14.25 14.75 Drag Force Analysis ALT (10) #16 sinker per top plate splice Design Analysis ON GRID A Exterior Direction: T Location:(-41 .63,-41 .67) Total Length= 42.50 ft Total panel Length= 15.50ft (Net Length= 14.61ft) Shear Diaphragm= 4422 I 42.50 = 104 plf -710 Use (14 A35) or (13 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 471 plf (At blocked opening C & D) Max. Drag= 710 lbs Max panel deflection: L'.M = (4.0/1.00) x L'.s x 1.4 = 0.683" s 0.020 x 108.00 = 2.160" (At Opening) Use TYPE 3 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Down(C) Panel @ b = 2.00 h = 9.00 Left Side: T = 2497 LB C = 2871 LB Right Side T = 2497 LB C = 2871 LB Blocked with Header (2)CS16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 2.25 h = 9.00 Left Side: Right Side: T = 2789 LB T = 2789 LB C = 3167 LB C = 3167 LB Blocked with Header (2)CS 16/(2)2x4 (2)CS 161(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 2.25 h = 9.00 Left Side: Right Side: T = 1257 LB T = 0 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 1503 LB C = 0 LB CS16/2x4 NO_UPLIFT Use CS16I2x4 @ L. (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. WALLA 2nd Floor ON GRID A Overturn Analysis Uplift(T) Down(C) Panel @ b = 2.50 Blocked I Force at Edge of opening is 707 LB h = 9.00 Left Side: T= 0 LB C= 0 LB NO_UPLI FT Right Side: T = 1424 LB C = 1670 LB CS16/2x4 Use CS16/2x4 @ R. Panel @ b = 2.25 h = 9.00 Left Side: Right Side: T = 2500 LB T = 2500 LB C = 2860 LB C = 2860 LB Blocked with Header (2)CS16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel ® b = 2.25 h = 9.00 Left Side: Right Side: T = 2789 LB T = 2789 LB C= 3167 LB C = 3167 LB Blocked with Header (2)CS16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @) b = 2.00 h = 9.00 Left Side: Right Side: T = 2497 LB T = 2497 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2871 LB C = 2871 LB Blocked with Header (2)CS16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Job :64139 Plan :B01 Version: 6.4 I GO uv1s engineering consulting group, inc. 1T 1 FL 40.00ft Wind: 2956 Seismic: 867 from SW A (W=4422LB, E=4018LB) from 0.00ft to 42.50ft (100%) Wind: 7379(LB) = 2956 + 4422 Seismic: 5181(LB) = 867 + 128 + 4186 -------::~ ... ~-= --- ___ .. :..-- 10.00 3.00 2.50 3.00 6.75 12.00 T Hold down Post/stud required to transfer load from ABV. ---:::,◄.::: ·-- ------ 10.00 -==~-=== 6.75 Blocked panel use TYPE 4 Job :64139 Plan :B01 9.00 8.00 0.00 I B A IJ. ~ 1671 ~ 142.50 28.25 34.49 37.25 14.IJB.25 28.12 -1671 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT ( 10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLA 1st Floor ON GRID A Exterior Direction: T Location:(-41 .63,-41 .67) Total Length = 42.50 ft Total panel Length= 15.00ft (Net Length= 15.00ft) Shear Diaphragm= 7379142.50 = 174 plf Use (20 A35) or (14 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 7379 / 15.00 = 492 plf (Flexible) Max. Drag= 1671 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.002" s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 120.00pff= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 5.25 Down(C) h = 8.00 Left Side: Right Side: T = 4918 LB T = 5027 LB T = 4543 LB C = 5228 LB C = 5228 LB C = 5228 LB HDU8/4x4(1) w/ DBL BLK'G HDU8/4x4(1) w/ DBL BLK'G HTT5/4x4(O) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends or Use Combination of L. and R. wl (2) 518" x 12" Anchor Bolt (@ 48" 0. C. max) Panel ® b = 2.25 h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T= 8242 LB C= 8087 LB HDQ8/(3)2x4(1) w/ DBL BLK'G T= 6173 LB C = 8463 LB HDU8/4x6(O) w/ DBL BLK'G T = 8242 LB C= 8087 LB HDQ8/(3)2x4(1) w/ DBL BLK'G Blocked with Header Use HDQ8/(3)2x4 (I) on both ends or Use Combination of L. and R. wl (2) 518" x 12" Anchor Bolt (@ 12" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End (p = 1.0) Version. 64 GO uv1s engineering consulting group, inc. WALL A 1st Floor ON GRID A Overturn Analysis Uplift(T) Panel @ b = 2.25 Down(C) h = 8.00 Left Side: Right Side: T = 8242 LB T = 8242 LB T= 6173 LB C = 8087 LB C = 8087 LB C = 8463 LB Blocked with Header HDQ8/(3)2x4(I) w/ DBL BLK'G HDQ8/(3)2x4(I) w/ DBL BLK'G HDU8/4x6(O) w/ DBL BLK'G Use HDQ8/(3)2x4 (I) on both ends or Use Combination of L. and R. wl (2) 518" x 12" Anchor Bolt (@ 12" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel @ b = 5.25 h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 5027 LB C = 5228 LB HDU8/4x4(I) w/ DBL BLK'G T = 4543 LB C = 5228 LB HTT5/4x4(O) w/ DBL BLK'G T = 4918 LB C = 5228 LB HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends or Use Combination of L. and R. wl (2) 5/8" x 12" Anchor Bolt (@ 48" 0 . C. max) Job :64139 Plan :BD1 Version: 6.4 Go uv1s engineering consulting group, inc. I 1T_ROOF 27.00ft Wind: 1267(LB) Seismic: 1539(LB) = 1350 + 189 Wind: 1267 Seismic: 1350 4.00 1.98 1.50 5.98 2.46 1.50 2.50 1.50 2.46 • Strap (E) 0.001 ; <::::::£oo A I 17.42 -605 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLS 3rd Floor ON GRID B Exterior Direction: T Location:(-39.63,-6.29) Total Length = 37.34 ft Total panel Length = 8.00ft (Net Length= 7.53ft) Shear Diaphragm= 1539 / 37.34 = 41 plf 5.98 Job :64139 Plan :801 8.50 1.50 1.98 4.00 605 ~137.34 33.34 (p = 1.0) Use (4 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1539 / 7.53 = 204 plf (Flexible) Max. Drag= 605 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.941" s 0.020 x 102.00 = 2.040" Use TYPE 2 • Design Report: Loads: Wall 127.50plf= 15x 8.50' Overturn Analysis Uplift(T) Panel @ b = 4.00 Down(C) h = 8.50 Left Side: Right Side: T = 1536 LB T = 1536 LB C = 1776 LB C = 1776 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 4.00 h = 8.50 Left Side: Right Side: • User refered T = 1536 LB T = 1536 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SOPWS 4.3.4.2 C = 1776 LB C = 1776 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Version· 6.4 GO uv1s engineering consulting group, inc. I 1T_2_FL 40.00ft Wind: 3155 Seismic: 2186 from SW B (W=1267LB, E=1539LB) from 2.00ft to 39.34ft (100%) Wind: 4422(LB) = 3155 + 1267 Seismic: 4125(LB) = 2186 + 211 + 1728 2.46 1.50 2.50 1.50 2.46 3.25 2.00 6.25 2.00 3.25 • Strap (E) Post/stud required to transfer load from ABV. Iv! ~ Blocked panel use TYPE 3 Job :64139 Plan :8D1 9 00 0.00 ~I -~---------4--A--+----~--➔--A--4-89_8 _________ ~1 41.25 ~ 29,00 A: Simpson ST22 (1192LB) WALLB 2nd Floor -898 Drag Force Analysis ALT (10) #16 sinker per top plate splice Design Analysis ON GRID B Exterior Direction: T Location:(-41.63,0.00) Total Length= 41 .25 ft Total panel Length= 18.50ft (Net Length= 18.50ft) Shear Diaphragm = 4422 / 41 .25 = 107 plf Use (12 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 481 plf (At blocked opening A & 8) Max. Drag = 898 lbs Max panel deflection: t.M = (4.0/1.00) x tis x 1.4 = 0.538" ~ 0.020 x 108.00 = 2.160" (At Opening) Use TYPE 3 Design Report: Loads: Wall 135.00plf= 15x 9.00' Overturn Analysis Uplift(T) Panel @ b = 4.50 Down(C) h = 9.00 Left Side: Right Side: T = 1196 LB T = 0 LB C = 1624 LB C = 0 LB CS16/2x4 NO_UPLIFT Panel @ b = 4.75 Use CS16/2x4 @ L. Blocked! Force at Edge of opening is 722 LB h = 9.00 Left Side: Right Side: T = 0 LB T = 1196 LB C = 0 LB NO_UPLIFT C = 1624 LB CS16/2x4 Use CS16/2x4 @ R. Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version: 6.4 Go uv1s engineering consulting group, inc. WALLS 2nd Floor ON GRIDS Overturn Analysis Uplift(T) Panel © b = 4.75 Down(C) h = 9.00 Left Side: Right Side: T = 1196 LB T = 0 LB C = 1624 LB C = 0 LB CS16/2x4 NO_UPLIFT Use CS16/2x4 @ L. Blocked! Force at Edge of opening is 722 LB Panel @ b = 4.50 h = 9.00 Left Side: T = 0 LB C= 0 LB NO_UPLIFT Right Side: T = 1196 LB C = 1624 LB CS16/2x4 Use CS16/2x4 @ R. Plywood shear wall lo be nailed to all studs receiving holdowns Job :64139 Plan :BD1 Version: 6 4 GO uv1s engineering consulting g roup, inc. I 1T_1_FL 40.00ft Wind; 2956 Seismic: 867 from SW B (W=4422LB, E=4125LB) from 0.00ft to 41.25ft (100%) Wind: 7379(LB) = 2956 + 4422 Seismic: 5391(LB) = 867 + 188 + 4336 3.25 2.00 2.54 8.00 3.50 5.00 • Strap (E) PosUstud required to transfer load from ABV. 6.25 2.00 3.25 3.25 5.00 Job :64139 Plan :8D1 9.00 8.00 o.oo I Aq:a, B A ~ ~ A !41.33 27. 3-f 8. 79 cz:::;;t;:::::-2.54 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) -1808 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLB 1st Floor ON GRID B Exterior Direction: T Location:(-41.63,-2.00) Total Length = 41 .33 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 7379 I 41 .33 = 179 plf Use (18 A35) or (1 4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 7379 / 16.00 = 461 plf (Flexible) Max. Drag= 1808 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 1.254" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: T = 3464 LB C = 3912 LB STHD14/4x4 (*) Right Side: T = 3464 LB C = 3912 LB STHD14/4x4 (*) Use STHD14/4x4 on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) Panel @ b = 8.00 h = 8.00 Left Side: Right Side: ~ User refered T = 3464 LB T = 3464 LB C = 3912 LB C = 3912 LB STHD14/4x4 (*) STHD14/4x4 (*) Use STHD14/4x4 on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) (p=1.0) Version: 6.4 GO uv1s engineering conmlting group, inc. DESIGN CRITERIA: A. Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, S,= 1.15, S, = 0.44, Sos=0.800, So,=0.440, Rx =6.5, Rv =6.5 B. Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, ax 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) Job :64139 Plan :B04 C. CONVENTIONAL 1-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E): INTERIOR WALL (WALL_I): PRIMARY ROOF (ROOF P) Pitch: K = Increase for pitch: Typ. Truss@ 24" O/C xK Plywood(1/2") xK 5/8" Gyp. Board Cone. Tile xK sprinkler: Misc: Snow Load: Dead Load: Live Load: PRIMARY FLOOR (FLOOR P) 14" TJl/210@ 19.2" O/C Plywood(3/4") 5/8" Gyp. Board Carpet None Covering sprinkler: Misc: Dead Load: Live Load: DL = 15 DL = 10 5 1.08/12 2.60 1.68 3.00 10.83 1.00 0.89 0.00 20.00 20.00 1.94 2.25 3.00 1.00 0.00 1.00 5.81 15 00 40.00 Version: 6.4 I-~ - ,wn GOUVI ngineerinu consulting group, inc. 2L~~ I-I ,,..., -... ., ® I 3RD FLOOR ... ,. I ~ ROOF SHEAR WALL LAYOUT SHEAR WALL LAYOUT BUILDING 4 BUILDING 4 GOUVI ngineering consulting group, inc. 2L~ ~ r,===0,;;= 0 JJ tl ~0 I- .... ,, '"'" 2ND FLOOR SHEAR WALL LAYOUT BUILDING 4 Go uv1s engineering consulting group, inc. SECTION 1 -DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT= 30.0 B = 45.0 L = 76.0 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT= 31 .0 WIDTH= 42.0 DEPTH= 41 .5 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C COEFFICENTS: K,i=0.85, K,1= 1.00, G = 0.85, Gcp,= ±0.18, w = 1.00, qh= 25.86PSF INTERPOLATION: UB => YES, h/L => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 23.16 24.11 24.89 25.55 26.65 27.55 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ UDIR- Gable W=37' L=13.5' Windward 30.38 52.25 29.64 7. 77 10012 5361 Gable W=37' L=13.5' Leeward 29.64 7.77 30.38 52.25 10012 5361 Over Hang W=39' L=2' 0 0 0 0 1372 1372 WIND LOAD: ROOF = 104.87 = 0.6 x 174.78 PLF (MAX.) UPLIFT AVE.= 7.36 PSF 2-FLR = 140.28 = 0.6 x 233.80 PLF 1-FLR = 130.79 = 0.6 x 217.98 PLF MAX TOTAL= 375.94 PLF SEISMIC PARAMETERS: Ss= 1.15 S1 = 0.44 Fa= 1.04 Fv= 1.56 Ry=6.50 SITE CLASS:D Sos=2FaS5/3 =0.797 So1=2F.S,i3 =0.458 Soc=D l,,=1.00 k =1.00 V= SosX Ix W / 1.4 x R= 0.0876W ROOF: DL ROOF= 20.00 x 1100.00 / 42.00 = 523.81 PLF DL EXT WALL= DL INT WALL= SHEAR= 2-FLR: DL ROOF = DL FLOOR= 15.00 X 74.00 X 4.25 / 42.00 = 10.00 X 74.00 X 4.25 / 42.00 = 0.0876 X (523.81 + 112,32 + 74.88) = 20.00 X 880.00 / 42.00 = 15.00 X 970.00 / 42.00 = 112.32 + 15.00 X 84.00 X 4.50 / 42.00 = 74.88 + 10.00 X 50.00 X 4.50 / 42.00 = DL EXT WALL= DL INT WALL= SHEAR = 1-FLR: DL FLOOR = 0.0876 X (419.05 + 346.43 + 247.32 + 128.45) = 15.00 X 1639.00 / 42.00 = DL EXT WALL= DL INT WALL = 135.00 + 15.00 X 82.00 X 4.00 / 42.00 = 53.57 + 10.00 X 80.00 X 4.00 / 42.00 = SHEAR = 0.0876 x (585.36 + 252.14 + 129. 76) = TOTAL SEISMIC LOAD= 62.28 + 99.97 + 84.73 = REDISTRIB.: 711.0 x 27.8 + 1141.3 x 18.2 + 967.3 x 8.0 = 48275 PLFxFT SHEAR ROOF= 246.99 x 711.01 x 27.8 / 48275 = SHEAR 2-FLR= 246.99 x 1141.25 x 18.2 / 48275 = SHEAR 1-FLR= 246.99 x 967.26 x 8.0 / 48275 = ROOF: 104.87 PLF WIND GOVERN 2-FLR: 1-FLR: ROOF DIAPHRAGM: 245.15 PLF WIND GOVERN 375.94 PLF WIND GOVERN V = 104.87 PLF MAX SHEAR= 104.87 x 18.50 / (2 x 41.50) = 23.37 PLF ALIGN USE: 15132" COX RA TED UNBLOCKED 32116 w/Bd COMMON NAILS AT 6" 6" 12" 0. C. CHORD FORCE= 104.87 x 18.50 'I (8 x 41.50) = 108.11 LBS 112.32 PLF 74.88 PLF 419.05 PLF 346.43 PLF 247.32 PLF 128.45 PLF 585.36 PLF 252.14 PLF 129.76 PLF 101.13 PLF 106.27 PLF 39.59 PLF SPLICE WI MIN. (5} 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" 0 . C. (STANDARD CONSTRUCTION} 2-FLR DIAPHRAGM: V = 140.28 PLF ALIGN MAX SHEAR= 140.28 x 20.00 I (2 x 41.50) = 33.80 PLF USE: 23132" COX RATED UNBLOCKED w/10d COMMON NAILS AT6", 6", 12" O.C. CHORD FORCE= 140.28 x 20. 00 2 / (8 x 41 .50) = 169.01 LBS SPLICE WI MIN. (5} 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION} 1-FLR DIAPHRAGM: V = 130.79 PLF ALIGN MAX SHEAR= 130. 79 x 20.00 / (2 x 41.50) = 31 .52 PLF USE: 23132" COX RATED UNBLOCKED w/10d COMMON NAILS AT 6", 6", 12" 0. C. CHORD FORCE= 130. 79 x 20.00 2 / (8 x 41 .50) = 157 .58 LBS SPLICE WI MIN. (5} 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION} (1) Load from Diaphragm Only Job :64139 Plan :8D4 62.28 PLF 99.97 PLF 84.73 PLF 246.99 PLF (101 .13 PLF(l)) (129.99 PLF(l)) (110.18 PLF(l)) Version· 6 4 GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION T BLDG DIMENSION (FT): BASE HT= 0.5 HEIGHT= 30.0 B = 45.0 L = 76.0 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT= 32.0 WIDTH= 41 .5 DEPTH= 42.0 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C COEFFICENTS: K,i=0.85, K.t= 1.00, G = 0.85, Gcp,= ±0.18, w = 1.00, qh= 25.86PSF INTERPOLATION: UB => YES, h/L => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 30 40 WALL PRESSURE wP (PSF): 26.19 27.14 27.92 28.58 29.68 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ Hip RoofW=26.5' L=18.5' Windward -7.42 14.38 41 .78 19.98 6977 Hip Roof W=26.5' L=18.5' Leeward 41.78 19.98 -7.42 14.38 6977 Over Hang W=28.5' L=2' 0 0 0 0 1002 WIND LOAD: ROOF= 97.72 = 0.6 x 162.87 PLF (MAX.) UPLIFT AVE.= 5.15 PSF 2-FLR = 157.77 = 0.6 x 262.95 PLF 1-FLR = 147.82 = 0.6 x 246.37 PLF MAX TOTAL= 403.32 PLF SEISMIC PARAMETERS: Ss= 1.15 S,= 0.44 Fa= 1.04 Fv= 1.56 R,=6.50 SITE CLASS:D Sos=2FaS,/3 =0.797 So1=2FvS1/3 =0.458 Soc=D l,,=1.00 k =1 .00 V= Sos>< I x W / 1.4 x R= 0.0876W ROOF: DL ROOF= 20.00 x 1100.00 / 41 .50 = DL EXT WALL= 15.00 x 53.00 x 4.25 / 41.50 = DL INT WALL= 10.00 x 80.00 x 4.25141.50 = SHEAR= 0.0876 x (530.12 + 81.42 + 81 .93) = 2-FLR: DL ROOF= 20.00 x 880.00 / 41 .50 = DL FLOOR= 15.00 X 970.00 / 41 .50 = DL EXT WALL = 81.42 + 15.00 x 80.00 x 4.50 I 41 .50 = DL INT WALL= 81 .93 + 10.00 x 95.00 x 4.50 / 41 .50 = SHEAR= 0.0876 x (424.10 + 350.60 + 211.54 + 184.94) = 1-FLR: DL FLOOR= 15.00 x 1639.00 / 41.50 = DL EXT WALL= 130.12 + 15.00 x 80.00 x 4.00 / 41 50 = DL INT WALL= 103.01 + 10.00 x 120.00 x 4.00 / 41.50 = SHEAR= 0.0876 x (592.41 + 245.78 + 218.67) = TOTAL SEISMIC LOAD= 60.75 + 102.59 + 92.58 = REDISTRIB.: 693.5 x 27.8 + 1171.2 x 18.2 + 1056.9 x 8.0 = 49049 PLFxFT SHEAR ROOF= 255.92 x 693.46 x 27.8 / 49049 = SHEAR 2-FLR= 255.92 x 1171.17 x 18.2 / 49049 = SHEAR 1-FLR= 255.92 x 1056.87 x 8.0 / 49049 = ROOF: 100.59 PLF SEISMIC GOVERN 2-FLR: 255.49 PLF WIND GOVERN 1-FLR: 403.32 PLF WIND GOVERN ROOF DIAPHRAGM: V = 100.59 PLF ALIGN MAX SHEAR= 100.59 x 26.50 / (2 x 42.00) = 31. 73 PLF USE: 15132" CDX RATED UNBLOCKED 32116 wl8d COMMON NAILSAT6", 6" 12" O.C. CHORD FORCE= 100.59 x 26.50 2 / (8 x 42.00) = 210.24 LBS 50 30.57 UDIR- 2413 2413 1002 530.12 PLF 81.42 PLF 81 .93 PLF 424.10 PLF 350.60 PLF 211.54 PLF 184.94 PLF 592.41 PLF 245.78 PLF 218.67 PLF 100.59 PLF 111.22 PLF 44.12 PLF SPLICE WI MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" 0 C. (STANDARD CONSTRUCT/ON/ 2-FLR DIAPHRAGM: V = 157.77 PLF ALIGN MAX SHEAR= 157.77 x 40.00 I (2 x 42.00) = 75.13 PLF USE: 23132" CDX RATED UNBLOCKED w/10d COMMON NAILS AT 6" 6" 12" O.C. CHORD FORCE= 157.77 x 40.00 2 / (8 x 42.00) = 751 .28 LBS SPLICE WIMIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCT/ON/ 1-FLR DIAPHRAGM: V = 147.82 PLF ALIGN MAX SHEAR= 147.82 x 39.00 I (2 x 42.00) = 68.63 PLF USE: 23132" CDX RATED UNBLOCKED w/10d COMMON NAILS AT6", 6", 12" O.C. CHORD FORCE= 147.82 x 39.00 2 / (8 x 42.00) = 669.17 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" 0.C. (STANDARD CONSTRUCTION! (1) Load from Diaphragm Only Job .&4139 Plan :BO4 60.75 PLF 102.59 PLF 92.58 PLF 255.92 PLF (100.59 PLF11>) (133.40 PLF11l) (120.38 PLF11l) Version 6 4 GO uv1s engineering consulting group, inc. SECTION 2 -DIRECTION L BLDG DIMENSION (FT): BASE HT= 0.5 HEIGHT = 30.0 B = 45.0 L = 76.0 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT = 31 .0 WIDTH = 45.0 DEPTH = 34.0 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C COEFFICENTS: K,i=0.85, K.t= 1.00, G = 0.85, Gcp;= ±0.18, w = 1.00, qh= 25.86PSF INTERPOLATION: UB => YES, h/L => YES, 9 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 23.16 24.11 24.89 25.55 26.65 27.55 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ UDIR- Gable W=45' L=15' Windward 34.48 59.31 33.65 8.82 13529 7245 Gable W=45' L=15' Leeward 33.65 8.82 34.48 59.31 13529 7245 Over Hang W=47' L=2' 0 0 0 0 1653 1653 WIND LOAD: ROOF= 109.74 = 0.6 x 182.89 PLF (MAX.) UPLIFT AVE.= 11.26 PSF 2-FLR = 140.28 = 0.6 x 233.80 PLF 1-FLR = 130.79 = 0.6 x 217.98 PLF MAX TOTAL= 380.80 PLF SEISMIC PARAMETERS: Ss= 1.15 S1= 0.44 F0 = 1.04 Fv= 1.56 Ry=6.50 SITE CLASS:D Sos=2F0 S1/3 =0.797 So1=2FvS1/3 =0.458 Soc=D l.,=1.00 k =1.00 V= SosX Ix WI 1.4 x R= 0.0876W ROOF: DL ROOF= 20.00 x 1436.00 / 45.00 = 638.22 PLF DL EXT WALL= 15.00 x 84.00 x 4.25 / 45.00 = DL INT WALL = 10.00 x 90.00 x 4.25 / 45.00 = SHEAR= 0.0876 x (638.22 + 119.00 + 85.00) = 2-FLR: DL FLOOR= 15.00 x 1306.00 / 45.00 = DL EXT WALL= 119.00 + 15.00 x 82.00 x 4.50 / 45.00 = DL INT WALL= 85.00 + 10.00 x 15.00 x 4.50 / 45.00 = SHEAR= 0.0876 x (435.33 + 242.00 + 100.00) = 1-FLR: DL FLOOR= 15.00 x 1400.00 / 45.00 = DL EXT WALL= 123.00 + 15.00 x 90.00 x 4.00 / 45.00 = DL INT WALL= 15.00 + 10.00 x 40.00 x 4.00 / 45.00 = SHEAR = 0.0876 x (466.67 + 243.00 + 50.56) = TOTAL SEISMIC LOAD= 73.78 + 68.09 + 66.60 = REDISTRIB.: 842.2 x 27.8 + 777.3 x 18.2 + 760.2 x 8.0 = 43643 PLFxFT SHEAR ROOF= 208.47 x 842.22 x 27.8 I 43643 = SHEAR 2-FLR= 208.47 x 777.33 x 18.2 / 43643 = SHEAR 1-FLR= 208.47 x 760.22 x 8.0 / 43643 = ROOF: 111.84 PLF SEISMIC GOVERN 2-FLR: 250.01 PLF WIND GOVERN 1-FLR: 380.80 PLF WIND GOVERN ROOF DIAPHRAGM: V = 111.84 PLF ALIGN MAX SHEAR= 111 .84 x 20.50 / (2 x 34.00) = 33. 72 PLF USE: 15132" CDX RA TED UNBLOCKED 32116 w/8d COMMON NAILS AT 6", 6", 12" 0. C. CHORD FORCE= 111.84 x 20.50 2 / (8 x 34.00) = 172.80 LBS 119.00 PLF 85.00 PLF 435.33 PLF 242.00 PLF 100.00 PLF 466.67 PLF 243.00 PLF 50.56 PLF 111.84 PLF 67.58 PLF 29.05 PLF SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 2-FLR DIAPHRAGM: V = 140.28 PLF ALIGN MAX SHEAR= 140.28 x 20.50 / (2 x 34.00) = 42.29 PLF USE: 23132" CDX RATED UNBLOCKED w/10d COMMON NAILS AT6" 6", 12" O.C. CHORD FORCE= 140.28 x 20.50 2 / (8 x 34.00) = 216.74 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 1-FLR DIAPHRAGM: V = 130.79 PLF ALIGN MAX SHEAR= 130.79 x 20.50 / (2 x 34.00) = 39.43 PLF USE: 23132" CDX RATED UNBLOCKED w/10d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE= 130.79 x 20.50 2 / (8 x 34.00) = 202.07 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Job 64139 Plan :B04 73.78 PLF 68.09 PLF 66.60 PLF 208.47 PLF (111.84 PLF(1l) (88.54 PLF<1l) (86.59 PLF11l) Version. 6.4 GO uv1s engineering consulting group, inc. SECTION 2 -DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 30.0 B = 45.0 L = 76.0 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT = 32.0 WIDTH = 34.0 DEPTH = 45.0 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE= C COEFFICENTS: Kc,=0.85, K.t= 1.00, G = 0.85, Geµ,= ±0.18, w = 1.00, qh= 25.86PSF INTERPOLATION: UB => YES, h/L => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 26.19 27.14 27.92 28.58 29.68 30.57 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ UDIR- Hip RoofW=30' L=22.5' Windward -10.26 19.86 57.73 27.61 9607 3322 Hip Roof W=30' L=22.5' Leeward 57.73 27.61 -10.26 19.86 9607 3322 Over Hang W=32' L=2' 0 0 0 0 1126 1126 WIND LOAD: ROOF= 105.59 = 0.6 x 175.99 PLF (MAX.) UPLIFT AVE.= 7.98 PSF 2-FLR = 157.77 = 0.6 x 262.95 PLF 1-FLR = 147.82 = 0.6 x 246.37 PLF MAX TOTAL= 411 .19 PLF SEISMIC PARAMETERS: Ss= 1.15 S1= 0.44 Fa= 1.04 F.= 1.56 R,=6.50 SITE CLASS:D Sos=2FaS,/3 =0.797 So1=2F.S,/3 =0.458 Soc=D l,,=1 .00 k =1 .00 V= SosX I x W / 1.4 x R= 0.0876W ROOF: DL ROOF = 20.00 x 1436.00 / 34.00 = 844.71 PLF DL EXT WALL= 15.00 x 60.00 x 4.25134.00 = DL INT WALL= 10.00 x 180.00 x 4.25 / 34.00 = SHEAR= 2-FLR: DL FLOOR = 0.0876 X (844.71 + 112.50 + 225.00) = 15.00 X 1306.00 / 34.00 = DL EXT WALL= 112.50 + 15.00 x 68.00 x 4.50 / 34.00 = DL INT WALL= 225.00 + 10.00 x 130.00 x 4.50 / 34.00 = SHEAR= 0.0876 x (576.18 + 247.50 + 397.06) = 1-FLR: DL FLOOR= 15.00 x 1400.00 / 34.00 = DL EXT WALL = 135.00 + 15.00 x 68.00 x 4.00 I 34.00 = DL INT WALL= 172.06 + 10.00 x 85.00 x 4.00 I 34.00 = SHEAR= 0.0876 x (617.65 + 255.00 + 272.06) = TOTAL SEISMIC LOAD = 103.56 + 106.94 + 100.28 = REDISTRIB.: 1182.2 x 27.8 + 1220.7 x 18.2 + 1144.7 x 8.0 = 64240 PLFxFT SHEAR ROOF= 310.77 x 1182.21 x 27.8 / 64240 = SHEAR 2-FLR= 310.77 x 1220.74 x 18.2 / 64240 = SHEAR 1-FLR= 310.77 x 1144.71 x 8.0 / 64240 = ROOF: 158.99 PLF SEISMIC GOVERN 2-FLR: 1-FLR: ROOF DIAPHRAGM: 266.47 PLF SEISMIC GOVERN 411.19 PLF WIND GOVERN V = 158.99 PLF MAX SHEAR= 158.99 x 30.00 / (2 x 45.00) = 53.00 PLF ALIGN USE: 15132" CDX RA TED UNBLOCKED 32116 wlBd COMMON NAILS AT 6". 6". 12" 0. C. CHORD FORCE= 158.99 x 30.00 2 / (8 x 45.00) = 397.48 LBS 112.50 PLF 225.00 PLF 576.18 PLF 247.50 PLF 397.06 PLF 617.65 PLF 255.00 PLF 272.06 PLF 158.99 PLF 107.48 PLF 44.3 PLF SPLICE WIMIN. {5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION/ 2-FLR DIAPHRAGM: V = 157.77 PLF ALIGN MAX SHEAR= 157. 77 x 29.00 / (2 x 45.00) = 50.84 PLF USE: 23132" CDX RA TED UNBLOCKED w/10d COMMON NAILS AT 6" 6" 12" 0. C. CHORD FORCE= 157.77 x 29.00 2 / (8 x 45.00) = 368.57 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" 0. C. {STANDARD CONSTRUCTION/ 1-FLR DIAPHRAGM: V = 147.82 PLF ALIGN MAX SHEAR= 147.82 x 34.00 I (2 x 45.00) = 55.84 PLF USE: 23132" CDX RA TED UNBLOCKED wl10d COMMON NAILS AT 6". 6". 12" 0. C. CHORD FORCE= 147.82 x 34.00 2 / (8 x 45.00) = 474.68 LBS SPLICE WI MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. {STANDARD CONSTRUCTION/ (1) Load from Diaphragm Only Job ·64139 Plan .804 103.56 PLF 106.94 PLF 100.28 PLF 310.77 PLF (158.99 PLF11>) (139.05 PLF11>) (130.39 PLF<1>) Version-6 4 Go uv1s engineering consulting group, inc. I 2L_ROOF 22 00ft Wind: 1207(LB) Seismic: 1366(LB) = 1230 + 136 • Strap (E) Wind: 1207 Seismic: 1230 ® 4.25 850 300 4.25 000 Ji-•A:::q>.....,...,._~----+-------A------..-4J 2950 325 ~ -857 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 3rd Floor ON GRID 1 Exterior Direction: L Location:(-45.10, • 1.00) Total Length= 29.50 ft Total panel Length= 7.75ft (Net Length= 7.75ft) Shear Diaphragm = 1366 / 29.50 = 46 pit Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1366 / 7.75 = 176 pit (Flexible) Max. Drag= 857 lbs Max panel deflection: 6M = (4.0/1 .00) x 6s x 1.4 = 0.851" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x850' Overturn Analysis Panel @ Left Side: Uplift(T) b = 7.75 Down(C) h = 8.50 Right Side: T = 1269 LB T = 1269 LB C = 1610 LB C = 1610 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Job 64139 Plan :B04 Version 6 4 GO uv1s engineering consulting group, inc. I 1L_ROOF 19.00ft Wind: 996(LB) Seismic: 1088(LB) = 961 + 127 ~ ~ Blocked panel use TYPE 1 Wind: 996 Seismic: 961 8.50 176 0.001 ~ 4.25 ~126.25 22.25 Drag Force Analysis A: Simpson ST22 (1 192LB) ALT ( 10) #16 sinker per top plate splice WALL 1.1 3rd Floor Design Analysis ON GRID 1.1 Exterior Direction: L Location:(-42.81 ,-35.37) Total Length= 26.25 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 1088 I 26.25 = 41 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 211 plf (At blocked opening A & B) Max. Drag= 210 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.252" s 0.020 x 102.00 = 2.040 " (At Opening) Use TYPE 1 Design Report: Loads: Wall 127.50 plf = 15 X 8.50' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 8.50 Left Side: T = 0 LB C = 514 LB 0 LB NO_UPLIFT NO_UPLIFT Right Side: T = 0 LB C = Panel @ b = 8.00 Left Side: Right Side: T= T = Use NO_UPLIFT on both ends Blocked! Force at Edge of opening is 211 LB h = 8.50 0 LB 0 LB C = 0 LB C = 514 LB NO_UPLIFT NO_UPLIFT Use NO_UPLIFT on both ends Job :64139 Plan :6D4 (p = 1.0) Version: 6 4 GO uv1s engineering consulting group, inc. I 1L_2_FL 21.00ft Wind: 1473 Seismic: 1116 from SW 1 (W=1207LB, E=1366LB) from -1.00ft lo 28.50ft (100%) from SW 1.1 (W=996LB, E=1088LB) from 33.37ft lo 59.62ft (100%) Wind: 5219(LB) = 3016 + 2203 Seismic: 4912(LB) = 1859 + 335 + 2717 8.50 3.00 4.25 4.25 3.00 4 25 4.75 • Strap (E) PosUstud required to transfer load from ABV. I 2L_2_FL 22.00ft 3.00 4 25 2.50 3 00 6.50 1824 Job :64139 Plan :8D4 Wind: 1543 Seismic: 743 8.50 9 o.oo 1-.,:A~zst~~:::::::::::~► ~=B=:;~I ~====A~===~~I ;;---➔.._;;;;;;;;;;;;;;;;:::;;~x:::===:~I ~=~B==;:;::::-:---»;:::::::;;;;;;;...~LFo:A--(I 68.00 J.oo ~:oo 16 w 28.50 47.26 55.50 63.50 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 1 2nd Floor ON GRID 1 Exterior Direction: L Location:(-44.81, -2.00) Total Length = 68.00 ft Total panel Length= 15.00ft (Net Length= 15.00ft) Shear Diaphragm= 5219 / 68.00 = 77 plf Use (13 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5219 / 15.00 = 348 pit (Flexible) Max. Drag= 1824 lbs Max panel deflection: ll.M = (4.0/1 .00) x ll.s x 1.4 = 1.159" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15 x9.00' Overturn Analysis Uplift(T) Panel @ b = 7.00 Down(C) h = 9.00 Left Side: T = 3742 LB C = 4199 LB (2)CS14/(2)2x4 Right Side: T = 4048 LB C = 4714 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Panel @ b = 8.00 h = 9.00 Left Side: Right Side: T = 2852 LB T = 2852 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 3326 LB C = 3326 LB (2)CS16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends (p = 1.0) Version· 6.4 GO uv1s engineering consulting group, inc. I 1L_ 1_FL 21.00ft Wind: 1373 Seismic: 416 from SW 1 (W=5219LB, E=4912LB) from 5.29ft to 80.29ft (100%) Wind: 7966(LB) = 2747 + 5219 Seismic: 6177(LB) = 721 + 209 + 5247 5.00 4.25 3.00 4.25 16.00 4.75 I 2L 1 FL 21.00ft 4.75 3.00 4.25 2.50 3.00 16.00 • Strap (E) T Hold down Post/stud required to transfer load from ABV. Job :64139 Plan .8D4 Wind: 1373 Seismic: 305 I 9.00 o.oo I-I -r:&:::::::p..:; __ +;;;,..,~---+-c;;.+~---~;.s __ -+-__ .....;,A.;...""!!!!-~ll---~--;;;.-------,i+;-..;;;i,..,~""'"~•s;;.+---.;,,;A;....'!!!!!1_~1 73.75 7.25 ~ ~ 36 1 50 52.79 ~ _, ZZ.-'-H"--?--62. 72 -2336 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) 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 1 1st Floor ON GRID 1 Exterior Direction: L Location:(-44.81,3.29) Total Length= 73.75 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 7966 / 73. 75 = 108 plf Use (20 A35) or (14 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 7966 / 16.00 = 498 plf (Flexible) Max. Drag= 2336 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 1.198" s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 120.00plf= 15x 800' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: T = 7332 LB C = 7834 LB HDQ8/(3)2x4(I) w/ DBL BLK'G T = 6795 LB C = 7876 LB HDU8/4x6(O) w/ DBL BLK'G Right Side: T = 3202 LB C = 3703 LB STHD10/4x4 Use HDQ8/(3)2x4 (I)@ L. and Use STHD10/4x4 @ R. or Use Combination of L. and R. wl (3) 518" x 12" Anchor Boll (@ 40" 0 . C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel @ b = 8.00 h = 8.00 Left Side: Right Side: T = 3764 LB T = 3764 LB C = 4217 LB C = 4217 LB STHD14/4x4 STHD14/4x4 Use STHD14/4x4 on both ends wl (3) 518" x 12" Anchor Boll (@ 40" 0. C. max) Provide STHD10/4x4@ 60.79ft for Tension (2852 lbs) from above (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 2L_ROOF 20,00ft Wind: 1097(LB) Seismic: 1252(LB) = 1118 + 134 • Strap (E) Wind: 1097 Seismic: 1118 9.96 521 @ 8.50 800 6.00 0,00 i"'I -~----A----i,.----"""l!~-.... ---A--~1 23.96 9.96 ~ Drag Force Analysis A: Simpson ST22 (1 192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 2 3rd Floor ON GRID 2 Exterior Direction: L Location:(-24.52,-2.25) Total Length= 23.96 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1252 / 23.96 = 52 pit Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1252 I 8.00 = 157 pit (Flexible) Max. Drag= 521 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.745" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15 x8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: Right Side: T= 1091 LB T = 1091 LB C = 1438 LB C = 1438 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving ho/downs (p = 1.0) Job :64139 Plan :B04 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_ROOF 19.00ft Wind: 996(LB) Seismic: 1095(LB) = 961 + 134 • Strap (E) Wind: 996 Seismic: 961 9.96 455 ® 8.50 8.00 6.00 0.00 I-I -~---...,;A.;._ ___ +---""""'""~--+--~A-....,~l 23.96 996 ~ Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice WALL 2.1 3rd Floor Design Analysis ON GRID 2.1 Exterior Direction: L Location:(-24.52,-36.67) Total Length = 23.96 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1095 / 23.96 = 46 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1095 / 8.00 = 137 plf (Flexible) Max. Drag= 455 lbs Max panel deflection: 6M = (4.0/1.00) x 6s x 1.4 = 0.650" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x8.50' Overturn Analysis Uplift(T) Down(C) Panel 0 b = 8.00 h = 8.50 Left Side: T = 922 LB C = 1268 LB Right Side: T = 922 LB C = 1268 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Job :64139 Plan B04 (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_2_FL 2000ft Wind: 1403 Seismic: 1063 from SW 2 (W=1097LB, E=1252LB) from 4.25ft to 28.21ft (100%) from SW 2.1 (W=996LB, E=1095LB) from 38.67ft to 118.67ft (100%) Wind: 4969(LB) = 2876 + 2094 Seismic.· 4779(LB) = 1772 + 392 + 2614 8.50 9.96 6.00 14.21 • Strap (E) PosUstud required to transfer load from ABV. I 2l_2_FL 21.00ft 9.96 26.42 1159 ® Job :64139 Plan :BO4 Wind: 1473 Seismic: 710 6.00 9.70 8.50 0.00 1-1 -~-----------+---~~~-+----~~--===::::::::::::------------+--.... ~~-+----A~~--il 66 33 1421 ~ 48.63 ~ Drag Force Analysis A: Simpson ST22 (1 192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 2 2nd Floor ON GRID 2 Exterior Direction: L Location:(-24.52,2.00) Total Length = 66.33 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 4969 / 66.33 = 75 plf Use (12 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4969 / 16.00 = 311 plf (Flexible) Max. Drag= 1159 lbs Max panel deflection: t:,.M = (4.0/1.00) x t:,.s x 1.4 = 1.036" s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00p/f= 15x9.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: T = 3564 LB C = 4241 LB (2)CS14/(2)2x4 Right Side: T = 3564 LB C = 4241 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Panel @ b = 8.00 h = 9.00 Left Side: Right Side: T = 3394 LB T = 3394 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 4071 LB C = 4071 LB (2)CS 16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends (p = 1,0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L 1 FL 21.00ft Wind: 1373 Seismic: 416 from SW 2 (W=4969LB, E=4779LB) from 0.00ft to 66.33ft (100%) Wind: 7651(LB) = 2681 + 4969 Seismic: 6253(LB) = 706 + 376 + 5171 14.21 T Hold down 22.00 Post/stud required to transfer load from ABV. 2355 I 2L 1 FL 20.00ft / 26.42 10.63 8.00 ® Job :64139 Plan ·B04 9.70 Wind: 1308 Seismic: 291 14.83 9.00 o.oo LI ---=-;;;;;:::::;;;::;::.,_~-:--!~-~±c~:--:;;;;;,.,,~';;;t~!!!!ll--•~---~::::;::::;:.,_7.::'.B t':;;;;;;;;...,.~,-:t:'!B-::l'::""--:~=A~!!!!!!!I-I 11.46 r 19.9422.00 ~ 46.BflB.63 ~ :::::SS Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) 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 WALL2 1st Floor ON GRID 2 Exterior Direction: L Location:(-24.52,2.00) Total Length= 71.46 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 7651 / 71.46 = 107 plf Use (18 A35) or (14 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 7651 I 16.00 = 478 plf (Flexible) Max. Drag= 2355 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.182" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00plf= 15x 8.00' Overturn Analysis Uplift(T) Down(C) Panel @ b = 8.00 h = 8.00 Left Side: T = 3724 LB C = 4053 LB HTT5/4x4 (*) (I) w/ DBL BLK'G Right Side: T = 3727 LB C = 4053 LB HDU8/4x4 (*) (I) w/ DBL BLK'G Use HTT5/4x4 (I) @ L and Use HDU8/4x4 (I) @ R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) Panel @ b = 8.00 h = 8.00 Left Side: T = 7191 LB C = 8140 LB HDQ8/(3)2x4 (I) w/ DBL BLK'G T = 6665 LB C = 8230 LB HDU8/4x6 (0) w/ DBL BLK'G Right Side: T = 7191 LB C = 81 40 LB HDQ8/(3)2x4 (I) w/ DBL BLK'G T = 6665 LB C = 8230 LB HDU8/4x6 (0) w/ DBL BLK'G Use HDQ8/(3)2x4 (I) on both ends or Use Combination of L and R. w/ (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End • User referef'rovide HTT4/4x4@ 14.21ft for Tension (3564 lbs) from above (I) Hold down Inside of panel (0) Hold down Outside of panel (p=1.0) Version: 6 4 Go uv1s engineering consulting group, inc. I 2L_ROOF 20.00ft Wind: 1097(LB) Seismic: 1252(LB) = 1118 + 134 • Strap (E) Wind: 1097 Seismic: 1118 9.96 521 ® 8.50 8.00 6.00 0.00 1-l •~..._ ___ A----+---....i"""'~--1---A-..,~I 23.96 9.96 ~ Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 3 3rd Floor ON GRID 3 Exterior Direction: L Location:(-24.52,-2.25) Total Length= 23.96 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1252 / 23.96 = 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= 1252 I 8.00 = 157 plf (Flexible) Max. Drag= 521 lbs Max panel deflection: llM = (4.0/1.00) x lls x 1.4 = 0.745" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.S0plf= 15x8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: Right Side: T = 1091 LB T = 1091 LB C = 1438 LB C = 1438 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Job :64139 Plan :6D4 (p =1.0) Version; 6.4 GO uv1s engineering consulting group, inc. I 1L_ROOF 19.00ft Wind.· 996(LB) Seismic: 1095(LB) = 961 + 134 • Strap (E) Wind: 996 Seismic: 961 9.96 ® 8.00 8.50 6.00 0.00 1-I -~----A----+- 4 _ 55 __ ...,;i,_~--+---A--,~I 23.96 996 ~ Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice WALL 3.1 3rd Floor Design Analysis ON GRID 3.1 Exterior Direction: L Location:(-24.52,-36.67) Total Length= 23.96 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1095 / 23.96 = 46 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1095 / 8.00 = 137 plf (Flexible) Max. Drag= 455 lbs Max panel deflection: t>M = (4.0/1.00) x t>s x 1.4 = 0.650" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.S0plf• 15x8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: T = 922 LB C = 1268 LB C = 1268 LB Right Side: T = 922 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Job :64139 Plan ·BD4 (p=1.0) Version: 6.4 Go uv1s engineering consulting group, inc. I 1L 2 FL 20.00ft Wind: 1403 Seismic: 1063 from SW 3 (W=1097LB, E=1252LB) from 4.25ft to 28.21ft (100%) from SW 3.1 (W=996LB, E=1095LB) from 38.67ft to 62.63ft (100%) Wind: 4969(LB) = 2876 + 2094 Seismic: 4779(LB) = 1772 + 392 + 2614 8.50 9.96 600 14.21 • Strap (E) Post/stud required to transfer load from ABV. I 2L 2 FL 21.00ft ® 9.96 26.42 1159 Job :64139 Plan :BD4 Wind: 1473 Seismic: 710 6.00 9.70 8.50 o.oo I ~ 14.21 ~ ~ ~ I 66.33 48.63 ~ Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL3 2nd Floor ON GRID 3 Exterior Direction: L Location:(-24.52,2.00) Total Length= 66.33 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 4969 / 66.33 = 75 pit Use (12 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4969 / 16.00 = 311 plf (Flexible) Max. Drag = 1159 lbs Max panel deflection: llM = (4.0/1 .00) x !ls x 1.4 = 1.036" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x 9.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: T = 3564 LB C = 4241 LB (2)CS14/(2)2x4 Right Side: T = 3564 LB C = 4241 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Panel @ b = 8.00 h = 9.00 Left Side: T = 3394 LB C = 4071 LB (2)CS16/(2)2x4 Right Side: T = 3394 LB C = 4071 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_ 1_FL 21.00ft Wind: 1373 Seismic: 416 from SW 3 (W=4969LB, E=4779LB) from 0.00ft to 66.33ft (100%) Wind: 7651(LB) = 2681 + 4969 Seismic: 6253(LB) = 706 + 376 + 5171 14.21 14.21 18.42 T Hold down PosVstud required to transfer load from ABV. I 2L_1 FL 20.00ft 26.42 8.00 Job :64139 Plan ·B04 9.70 22.83 Wind: 1308 Seismic: 291 L 1 l oo o.oo I-I -~;;;;;;;;;;;;;.;. __ """.".:':I 7'B~~±7....;;;;i,,_,,~,-:,:l-;::--"""':::::~~-----~q::':>~~,---:::~c~17'"_,;;.B ---+--:t:-""""'::::A:=~~I 71.46 1114 14.21 ~ 40.63 ~-5-1.5_3 ____ ::;;: Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) WALL 3 1st Floor ON GRID 3 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 Exterior Direction: L Location:(-24.52,2.00) Total Length= 71.46 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 7651 I 71.46 = 107 plf -2444 Use (18 A35) or (14 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 7651 / 16.00 = 478 plf (Flexible) Max. Drag= 2444 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.182" :S 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00 plf= 15 X 8.00' Overturn Analysis Uplifl(T) Down(C) Panel 0 b = 8.00 h = 8.00 Left Side: T = 7305 LB T = 6771 LB Right Side: T = 7305 LB T = 6771 LB C = 8253 LB C = 8344 LB C = 8253 LB C = 8344 LB HDQ8/(3)2x4(1) w/ DBL BLK'G HDU8/4x6(O) w/ DBL BLK'G HDQ8/(3)2x4(1) w/ DBL BLK'G HDU8/4x6(O) w/ DBL BLK'G Use HDQ8/(3)2x4 (I) on both ends or Use Combination of L. and R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0 . C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel @ b = 8.00 h = 8.00 Left Side: T = 3727 LB C = 4053 LB HDU8/4x4 (*) (I) w/ DBL BLK'G Right Side: T = 3724 LB C = 4053 LB HTT5/4x4 (*) (I) w/ DBL BLK'G Use HDU8/4x4 (I) @ L. and Use HTT5/4x4 (I) @ R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) • User reteref'rovide STHD10/4x4 @ 48.63ft for Tension (3394 lbs) from above (I) Hold dow~til'5'l'tlD10/4x4@ 56.63ft for Tension (3394 lbs) from above (0) Hold down Outside of panel (p = 1.0) Version: 6 4 GO uv1s engineering consulting group, inc. I 2L ROOF 22.00ft Wind: 1207 Seismic: 1230 Wind.· 1207(LB) Seismic: 1366(LB) = 1230 + 136 • Strap (E) 1.252.00 o.oo I A::::p- J.25 ® 7.75 Drag Force Analysis 2.00 1. 75 2.00 1.25 4.25 A -857 A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL4 3rd Floor ON GRID 4 Exterior Direction: L Location:(-3.00,-1 .00) Total Length= 29.50 ft Total panel Length = 7.75ft (Net Length= 7.75ft) Shear Diaphragm = 1366 / 29. 50 = 46 plf 3.00 4.25 Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1366 / 7.75 = 176 plf (Flexible) Max. Drag= 857 lbs Max panel deflection: 6M = (4.0/1 .00) x 6s x 1.4 = 0.851" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15 x 8.50' Overturn Analysis Uplift(T) Panel @ b = 7.75 Down(C) h = 8.50 Left Side: Right Side: T = 1269 LB T = 1269 LB C = 1610 LB C = 1610 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns 8.50 129.50 (p = 1.0) Job :64139 Plan :8D4 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L ROOF 19.00ft Wind: 996(LB) Seismic: 1088(LB) = 961 + 127 r-71 ~ Blocked panel use TYPE 1 Wind: 996 Seismic: 961 8.50 176 0.001~ 4 25 ~126.25 22.25 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #1 6 sinker per top plate splice WALL 4.1 3rd Floor Design Analysis ON GRID 4.1 Exterior Direction: L Location:(-5.25,-35.37) Total Length= 26.25 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 1088 / 26.25 = 41 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 211 plf (At blocked opening A & B) Max. Drag = 210 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.252" :S 0.020 x 102.00 = 2.040" (At Opening) Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x8.50' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 8.50 Left Side: T = 0 LB C = 514 LB 0 LB NO_UPLIFT NO_UPLIFT Right Side: T = 0 LB C = Panel @ b = 8.00 Left Side: Right Side: T= T = Use NO_UPLIFT on both ends Blocked! Force at Edge of opening is 211 LB h = 8.50 0 LB 0 LB C = 0 LB C = 51 4 LB NO_UPLIFT NO_UPLIFT Use NO_UPLIFT on both ends Job :64139 Plan :B04 (p = 1.0) Version· 64 Go uv1s engineering consulting group, inc. I 1L_2_FL 21 00ft Wind: 1473 Seismic: 1116 from SW 4 (W=1207LB, E=1366LB) from -1.00ft to 28.50ft (100%) from SW 4.1 (W=996LB, E=1088LB) from 33.37ft to 59.62ft (100%) Wind: 5219(LB) = 3016 + 2203 Seismic: 4912(LB) = 1859 + 335 + 2717 0 X 8.50 3.00 4.25 5.00 4.25 3.00 4.25 4.75 • Strap (E) Post/stud required to transfer load from ABV. I 2L_2_FL 22.00ft 3 00 4.25 2.50 3.00 6.50 Job :64139 Plan :B04 Wind: 1543 Seismic: 7 43 T 1~ 9r 0.00 LI .,;A~xtt-~:::::::::1~~=6=~~1 ;;::===A===~~1:---+---;;;;;;;;;::~···:::::==i 1 ;:=~B~=;:;~; 82 : 4 ::::::;;;;;;;...~~L~!.A~I 68 00 I"' 3.oo ~.i_o 16.20 28.50 47.26 55.50 63 50 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 4 2nd Floor ON GRID 4 Exterior Direction: L Location:(-3.25,-2.00) Total Length= 68.00 ft Total panel Length= 15.00ft (Net Length= 15.00ft) Shear Diaphragm= 5219 / 68.00 = 77 pit Use (13 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5219 / 15.00 = 348 pit (Flexible) Max. Drag= 1824 lbs Max panel deflection: 6M = (4.0/1 .00) x 6s x 1.4 = 1.159" s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 7.00 h = 9.00 Left Side: T = 3742 LB C = 4199 LB (2)CS14/(2)2x4 Right Side: T = 4048 LB C = 4714 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Panel @ b = 8.00 h = 9.00 Left Side: T = 2852 LB C = 3326 LB (2)CS16/(2)2x4 Right Side: T = 2852 LB C = 3326 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version: 6.4 I GO uv1s engineering consulting group, inc. 1L_1_FL 21.00ft Wind: 1373 Seismic: 416 from SW 4 (W=5219LB, E=4912LB) from 5.29ft to 73.29ft (100%) Wind: 7966(LB) = 2747 + 5219 Seismic: 6177(LB) = 721 + 209 + 5247 5.00 4.25 3.00 4.25 1.00 4.25 16 00 4.75 I 4.75 3.00 4.25 16.00 • Strap (E) T Hold down Post/stud required to transfer load from ABV. 2L 1 FL 21 00ft 2.50 3.00 6.50 Job :64139 Plan :8D4 Wind: 1373 Seismic: 305 3 75 9.00 100 o.oo 1--=A--==T>-;~~~,::::~c~l==~s==~l;;::::::::A~~-;~I ;-""c::::::::::;;;;;;;;;;,.... ____ ~p~~.;;;,,,.,._...+.;,~s~1 ~:::::::A=~~I 73.75 7.75 ~.1~ 25 81 36.50 53.00 ¼½2.72 -2282 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) ALT (10) #1 6 sinker per top plate splice ALT (16) #16 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis WALL4 1st Floor ON GRID 4 Exterior Direction: L Location:(-3.25,3.29) Total Length= 73.75 ft Total panel Length = 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 7966 / 73.75 = 108 plf Use (20 A35) or (14 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4456 / 8.00 = 557 plf (Vertical) Max. Drag = 2282 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.198" :5 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 120.00plf= 15x 8.00' Overturn Analysis Uplift(T) Down(C) Panel @ b = 8.00 h = 8.00 Left Side: T = 7268 LB C = 7867 LB HDQ8/(3)2x4(1) w/ DBL BLK'G T = 6736 LB C = 7911 LB HDU8/4x6(O) w/ DBL BLK'G Right Side: T = 7511 LB C = 8388 LB HDQ8/(3)2x4(1) w/ DBL BLK'G Use HDQ8/(3)2x4 (I) on both ends or Use Combination of L. and R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0 . C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel @ b = 8.00 h = 8.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 3893 LB C = 4217 LB HDU8/4x4 (*) (I) w/ DBL BLK'G T = 3764 LB C = 4217 LB STHD14/4x4 Use HDU8I4x4 (I) @ L. and Use STHD14/4x4 @ R. wl (3) 5/8" x 12" Anchor Bolt (@ 40" 0. C. max) (p = 1.0) Version· 6.4 Go uv1s engineering consulting group, inc. I 1T_ROOF 26.00ft Wind: 1270(LB) Seismic: 1465(LB) = 1308 + 158 • Strap (E) 3.50 o.oo 1~ 3.50 -595 6,46 A Wind: 1270 Seismic: 1308 3.50 3.92 Drag Force Analysis 2.59 3.92 I 17 38 A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLA 3rd Floor ON GRID A Exterior Direction: T Location:(-42.75,-61.75) Total Length = 37.35 ft Total panel Length = 7.00ft (Net Length= 5. 76ft) Shear Diaphragm = 1465 / 37.35 = 39 plf 3.50 6,46 A Use (4 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See SW. Schedule Design Wall Shears = 1465 / 5.76 = 254 plf (Flexible) Max. Drag= 595 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.818" s 0.020 x 102.00 = 2.040 " Use TYPE 2 • Design Report: Loads: Wall 127.50 pf/: 15 X 8.50' Overturn Analysis Uplift(T) Panel @ b = 3.50 Down(C) h = 8.50 Left Side: Right Side: T = 1733 LB T = 1733 LB C = 2008 LB C = 2008 LB (2)CS16/(2)2x4 (*) (2)CS16/(2)2x4 (*) Use (2)CS16/(2)2x4 on both ends Panel @ b = 3.50 h = 8.50 Left Side: Right Side: e User refered T = 1733 LB T = 1733 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2008 LB (2)CS16/(2)2x4 (*) C = 2008 LB (2)CS 16/(2)2x4 (*) Use (2)CS16/(2)2x4 on both ends Job :64139 Plan :BD4 8.50 3.50 595 ~137.35 33.85 (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_2_FL 39.00ft Wind: 3077 Seismic: 2169 100% lateral Load from SW A (W=1270LB, E=1465LB) Wind: 4347(LB) = 3077 + 1270 Seismic: 3958(LB) = 2169 + 166 + 1623 ------____ :::=--::: ___ _ Job :64139 Plan :804 900 ------:::::-:::-----------_::::◄:: __ ---... __ 10.00 2.25 .Zl25 3.00 2.50 3.00 2.25 .Zl25 • Strap (E) Blocked panel use TYPE 3 o.oo I <:..::-> ~ 14.25 14.75 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice WALLA 2nd Floor Design Analysis ON GRIDA Exterior Direction: T Location:(-44.75,-70.75) Total Length = 42.50 ft Total panel Length= 15.50ft (Net Length= 14.42ft) Shear Diaphragm= 4347 / 42.50 = 102 plf 10.00 Use (14 A35) or (13 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 469 plf (At blocked opening D & E) Max. Drag = 692 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 0.678" ~ 0.020 x 108.00 = 2.160 " (At Opening) Use TYPE 3 Design Report: Loads: Wall 135.00plf= 15x 9.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 2.00 h = 9.00 Left Side: T = 2486 LB C = 2859 LB Right Side: T = 2486 LB C = 2859 LB Blocked with Header (2)CS 16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 2.25 h = 9.00 Left Side: Right Side: T = 2776 LB T = 2776 LB C= 3153 LB C = 3153 LB Blocked with Header (2)CS16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel © b = 2.25 h = 9.00 Left Side: Right Side: T = 2254 LB T = 2254 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2598 LB C = 2598 LB Blocked with Header (2)CS16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends --- c::::::::> I 42 50 (p = 1.0) Version: 6.4 Go uv1s engineering consulting group, inc. WALLA 2nd Floor Overturn Analysis Panel @ Uplift(T) b = 2.50 ON GRIDA Down(C) h = 9.00 Left Side: Right Side: T = 1416 LB T = 0 LB C = 1663 LB C = 0 LB Use CS16/2x4 CS16/2x4 NO_UPLIFT @L. Panel @ b = 2.25 Blocked I Force at Edge of opening is 704 LB h = 9.00 Left Side: T= 0 LB C= 0 LB NO_UPLIFT Right Side: T = 1250 LB C = 1496 LB CS16/2x4 Use CS16/2x4 @ R. Panel ® b = 2.25 h = 9.00 Left Side: Right Side: T = 2776 LB T = 2776 LB C = 3153 LB C = 3153 LB Blocked with Header (2)CS 16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @) b = 2.00 h = 9.00 Left Side: Right Side: T = 2486 LB T = 2486 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2859 LB C = 2859 LB Blocked with Header (2)CS16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Job :641 39 Plan :BD4 Version: 6.4 GO uv1s engineering consulting group, inc. I 1T 1_FL 39.50ft Wind: 2919 Seismic: 871 from SW A (W=4347LB, E=3958LB) from 0.00ft to 42.50ft (100%) Wind: 7266(LB) = 2919 + 4347 Seismic: 5102(LB) = 871 + 106 + 4124 Job :64139 Plan :8D4 ------------:::;:I◄~-: __ -,- -... :_., ... ::-: .. _ ---- 9.00 ----------- 10.00 10.00 -===--::::: -====--==== 8.00 6.75 6.75 T Hold down PosUstud required to transfer load from ABV. Blocked panel use TYPE 4 ooo I 5.25 1951 ~ I 42.50 14.28.25 -1951 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL A 1st Floor ON GRID A Exterior Direction: T Location:(-44.75,-70.75) Total Length= 42.50 ft Total panel Length = 15.00ft (Net Length= 13.39ft) Shear Diaphragm= 7266 / 42.50 = 171 plf 28.25 32.81 37.25 28.22 Use (18 A35) or (14 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 7266 / 13.39 = 543 pit (Flexible) Max. Drag= 1951 lbs Max panel deflection: t:.M = (4.0/1 .00) x t:.s x 1.4 = 1.848" s 0.020 x 96.00 = 1.920 " Use TYPE 4 Design Report: Loads: Wall 120.00 plf = 15 X 8 00' Overturn Analysis Uplift(T) Panel @ b = 5.25 Down(C) h = 8.00 Left Side: T = 5353 LB C = 5653 LB HDU8/4x4(I) w/ DBL BLK'G Right Side: T = 5461 LB C = 5653 LB HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 48" 0 . C. max) Panel @ b = 2.25 h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 6504 LB T = 6504 LB C = 6413 LB C = 6413 LB Blocked with Header HDU8/4x4(I) w/ DBL BLK'G HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 12" 0 . C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Reduce shear capacity per Section SDPWS 4.3.4.2 (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. WALL A 1st Floor ON GRID A Overturn Analysis Uplift(T) Panel © b = 2.25 Oown(C) h = 8.00 Left Side: Right Side: T = 6504 LB T = 6504 LB C = 6413 LB C = 6413 LB Blocked with Header HDU8/4x4(I) w/ DBL BLK'G HDU8/4x4(I) w/ DBL BLK'G Use HOU8/4x4 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 12" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel @ b = 5.25 h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel Reduce shear capacity per Section SDPWS 4 3 4.2 T = 5461 LB T = 5353 LB C = 5653 LB HDU8/4x4(I) w/ DBL BLK'G C = 5653 LB HDU8/4x4(I) w/ DBL BLK'G Use HOU8/4x4 (I) on both ends wl (2) 518" x 12" Anchor Bolt (@ 48" 0. C. max) Job :64139 Plan :8D4 Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_ROOF 26.50ft Wind: 1295(LB) Seismic: 1522(LB) = 1333 + 189 Wind: 1295 Seismic: 1333 Job :64139 Plan :804 8.50 4.00 1.98 1.50 5.98 2.46 1.50 2.50 1.50 2.46 5.98 1.50 1.98 4.00 • Strap (E) 0.00 1~ :;;;;42 598 1~137.34 33.34 -598 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLS 3rd Floor ON GRID B Exterior Direction: T Location:(-39.63,-35.25) Total Length= 37.34 ft Total panel Length= 8.00ft (Net Length= 7.53ft) Shear Diaphragm= 1522 / 37.34 = 41 plf Use (4 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1522 / 7.53 = 202 plf (Flexible) Max. Drag= 598 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.930" s 0.020 x 102.00 = 2.040 " Use TYPE 2 * Design Report: Loads: Wall 127.SOplf= 15x 8.50' Overturn Analysis Uplift(T) Panel @ b = 4.00 Down(C) h = 8.50 Left Side: Right Side: T= 1517 LB T = 1517 LB C= 1757 LB C = 1757 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 4.00 h = 8.50 Left Side: Right Side: • User refered T= 1517 LB T= 1517 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 1757 LB C = 1757 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T 2 FL 40.00ft Wind: 3155 Seismic: 2224 100% lateral Load from SW 8 (W=1295LB, E=1522LB) Wind: 4450(LB) = 3155 + 1295 Seismic: 4179(LB) = 2224 + 244 + 1710 ® 800 • Strap (E) ® 25.25 8.00 1362 Job :64139 Plan :BD4 9.00 o.oo i-1 .. ~..-----+--------..... --~,__---------+-------'~l 4125 ~ 33.25 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALLB 2nd Floor -1362 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (1 6) #16 sinker per top plate splice Design Analysis ON GRID B Exterior Direction: T Location:(-41 .63,-31.00) Total Length= 41.25 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 4450 / 41.25 = 108 pit Use (12 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4450 / 16.00 = 278 plf (Flexible) Max. Drag= 1362 lbs Max panel deflection: LIM = (4.0/1 .00) x Lis x 1.4 = 0.868" s 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) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: Right Side: T = 2214 LB T = 2214 LB C = 2677 LB (2)CS16/(2)2x4 C = 2677 LB (2)CS16/(2)2x4 Use (2)CS16I(2)2x4 on both ends Panel ® b = 8.00 h = 9.00 Left Side: Right Side: T= 2214 LB T = 2214 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 2677 LB (2)CS16/(2)2x4 C = 2677 LB (2)CS16/(2)2x4 Use (2)CS16I(2)2x4 on both ends (p =1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_1_FL 40.00ft Wind: 2956 Seismic: 882 from SW B (W=4450LB, E=4179LB) from 0.00ft to 41.25ft (100%) Wind: 7407(LB) = 2956 + 4450 Seismic: 5522(LB) = 882 + 217 + 4423 ® 8.00 T Hold down PosUstud required to transfer load from ABV. ® 25 25 ® 25.25 2267 Job :64139 Plan :804 9.00 8.00 o.oo 1-I ,.~-----~1---------.... --a;~;;;;;;;;;;;;.. _______ .., _____ -.,11 41.25 ~ 33.25 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) -2267 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 B 1st Floor ON GRID B Exterior Direction: T Location:(-41.63,-31.00) Total Length= 41.25 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm= 7407 / 41.25 = 180 plf Use (18 A35) or (14 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 7407 / 16.00 = 463 plf (Flexible) Max. Drag= 2267 lbs Max panel deflection: 6M = (4.0/1.00) x lls x 1.4 = 1.120" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Waif 120 00 plf = 15 X 8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: Right Side: T = 5893 LB T = 5893 LB C = 6524 LB C = 6524 LB HDU8/4x4(I) w/ DBL BLK'G HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel ® b = 8.00 h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 5893 LB T = 5893 LB C = 6524 LB HDU8/4x4(I) w/ DBL BLK'G C = 6524 LB HDU814x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends w/ (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End (p = 1.0) Version: 6.4 Go uv1s engineering consulting group, inc. I 2T ROOF 30.00ft Wind: 1584(LB) Seismic: 2635(LB) = 2385 + 250 ® 8.00 • Strap (E) o.oo I t' aa:::::::::::::io -846 Wind: 1584 Seismic: 2385 Drag Force Analysis 28.75 A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLC 3rd Floor ON GRID C Exterior Direction: T Location:(-46.52,-30.62) Total Length= 44.75 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 2635 I 44. 75 = 59 plf Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2635 / 16.00 = 165 plf (Flexible) Max. Drag= 846 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.784" s 0.020 x 102.00 = 2.040 " Use TYPE 1 Design Report: Loads: Wall 127.50p/f= 15x8.50' Overturn Analysis Panel @ Left Side: Uplift(T) b = 8.00 Down(C) h = 8.50 Right Side: T = 1161 LB T = 1161 LB C = 1508 LB C = 1508 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 8.00 h = 8.50 Left Side: Right Side: T = 1161 LB T = 1161 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 1508 LB C = 1508 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Job :64139 Plan :8D4 ® 8.50 8.00 846 ~~ I 44. 15 36.75 (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 2T_2_FL 30.00ft Wind: 2367 Seismic: 1612 from SW C (W=1584LB, E=2635LB) from 0.00ft to 44. 75ft (100%) Wind: 3950(LB) = 2367 + 1584 Seismic: 4761(LB) = 1612 + 265 + 2885 ® 8.00 8.00 • Strap (E) Post/stud required to transfer load from ABV. Job :64139 Plan :B04 ® L 1 28.75 8.00 9.00 28.75 8.00 o.oo I ~ ~144.75 36.75 -1530 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice WALLC 2nd Floor Design Analysis ON GRID C Exterior Direction: T Location:(-46.52,-30.62) Total Length= 44.75 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 4761 / 44.75 = 106 plf Use (12 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4761 I 16.00 = 298 plf (Flexible) Max. Drag = 1530 lbs Max panel deflection: 6M = (4.0/1.00) x 6s x 1.4 = 1.019" s 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) Panel @ b = 8.00 h = 9.00 Left Side: T = 3624 LB C = 4302 LB Right Side: T = 3624 LB C = 4302 LB (2)CS 14/(2)2x4 (2)CS 14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Panel @ b = 8.00 h = 9.00 Left Side: Right Side: T = 3624 LB T = 3624 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 4302 LB C = 4302 LB (2)CS 14/(2)2x4 (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends (p = 1.0) Version 6.4 Go uv1s engineering consulting group, inc. I 2T_1_FL 34.00ft Wind: 2513 Seismic: 753 from SW C (W=3950LB, E=4761LB) from 0.00ft to 44. 75ft (100%) Wind: 6463(LB) = 2513 + 3950 Seismic: 6014(LB) = 753 + 235 + 5026 ® 8.00 T Hold down PosUstud required to transfer load from ABV. 0.001 t' cc::::::::::::Jio -2076 Drag Force Analysis 28.75 28 75 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLC 1st Floor ON GRID C Exterior Direction: T Location:(-46.52,-30.62) Total Length= 44.75 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 6463 / 44.75 = 144 plf Use (16 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 6463 I 16.00 = 404 plf (Flexible) Max. Drag = 2076 lbs Max panel deflection: t!.M = (4.0/1.00) x t!.s x 1.4 = 1.350" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00 pl/= 15 X 8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: T = 6681 LB C = 7436 LB HDU8/4x4(I) w/ DBL BLK'G Right Side: T = 6681 LB C = 7436 LB HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel @ b = 8.00 h = 8.00 Left Side: Right Side: (I) Hold down Inside of panel (0) Hold down Outside of panel T = 6681 LB T = 6681 LB C = 7436 LB C = 7436 LB HDU8/4x4(I) w/ DBL BLK'G HDU8/4x4(I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 5/8" x 12" Anchor Bolt (@ 40" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End ® 8.00 8.00 2076 Job :64139 Plan :BO4 9.00 8.00 ~ ~ I 44 75 36.75 (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 2T ROOF 30.00ft Wind: 1584(LB) Seismic: 2558(LB) = 2385 + 173 3.50 6.50 Wind: 1584 Seismic: 2385 3.50 2 25 2 00 • Strap (E) Blocked panel use TYPE 2 5.50 2.00 2.25 3.50 6.50 3.50 Job :64139 Plan :8D4 8.50 0.00 ~I -~----------+---A--+-"""'!-.. ~--+-A---1-43_7 ___________ ---11 41.00 ~ 27.50 -437 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL D 3rd Floor ON GRID D Exterior Direction: T Location:(-45.10,-1.00) Total Length = 41 .00 ft Total panel Length= 14.00ft (Net Length= 14.00ft) Shear Diaphragm = 2558 / 41.00 = 62 pit Use (6 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 332 pit (At blocked opening A & B) Max. Drag = 437 lbs Max panel deflection: ~M = (4.0/1.00) x ~s x 1.4 = 0.420'' s 0.020 x 102.00 = 2.040 " (At Opening) Use TYPE 2 Design Report: Loads: Wall 127.50 plf = 15 X 8.50' Overturn Analysis Uplift(T) Down(C) Panel 0 b = 3.50 h = 8.50 Left Side: T = 506 LB C = 805 LB 0 LB CS16/2x4 NO_UPLIFT Right Side: T = 0 LB C= Use CS 16I2x4 @ L. Blockedl Force at Edge of opening is 1078 LB Panel ® b = 3.50 h = 8.50 Left Side: T = 0 LB Right Side: T = 506 LB Panel @ b = 3.50 h = 8.50 Left Side: T = 506 LB Right Side: T = 0 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 0 LB C = 805 LB NO_UPLIFT CS16/2x4 Use CS16I2x4 @ R. C = 805 LB C = 0 LB CS16/2x4 NO_UPLIFT Use CS16/2x4 @ L. (p = 1.0) Version: 6 4 Go uv1s engineering consulting group, inc. WALL D 3rd Floor ON GRID D Overturn Analysis Uplift(T) Down(C) Panel @ b = 3.50 Blocked! Force at Edge of opening is 1078 LB h = 8.50 Left Side: T = 0 LB C = 0 LB NO_UPLIFT Right Side: T = 506 LB C = 805 LB CS 16/2x4 Use CS16/2x4 @ R. Plywood shear wall to be nailed to all studs receiving holdowns Job :64139 Plan :BD4 Version: 6.4 GO uv1s engineering consulting group, inc. I 2T 2JL 3000ft Wind: 2367 Seismic: 1612 from SW O (W=1584LB, E=2558LB) from -0.29ft to 40. 71ft (100%) Wind: 3950(LB) = 2367 + 1584 Seismic: 4457(LB) = 1612 + 113 + 2731 2.25 2.00 ------___ ::::-::: __ _ 2.00 9.00 2.25 • Strap (E) Post/stud required to transfer load from ABV. 5.50 2.00 2.25 ------::::-:::------- -------::-::::---------- 15.00 2 25 9.00 171 ~ Blocked panel use TYPE 4 200 Job :64139 Plan :804 8.50 900 o.oo I ~ ~ ~, 41.50 C> 28.25 -805 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice WALLO 2nd Floor Design Analysis ON GRID D Exterior Direction: T Location:(-44.81,-2.00) Total Length= 41.50 ft Total panel Length= 8.50ft (Net Length= 8.06ft) Shear Diaphragm = 4457 / 41.50 = 107 plf Use (12 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4457 / 8.06 = 553 plf (Flexible) Max. Drag = 805 lbs Max panel deflection: t:.M = (4.0/1.00) x t:.s x 1.4 = 0.879" :5 0.020 x 108.00 = 2.160 " Use TYPE 4 Design Report: Loads: Wall 135.00plf= 15x900' Overturn Analysis Uplift(T) Down(C) Panel ® b = 2.00 h = 9.00 Left Side: T = 4703 LB C = 5287 LB Right Side: T = 4703 LB C = 5287 LB Blocked with Header CMST14/4x4 (*} CMST14/4x4 (*) Use CMST14/4x4 on both ends Panel ® b = 2.25 h = 9.00 Left Side: Right Side: T = 5351 LB T = 5245 LB C = 5951 LB C = 5951 LB Blocked with Header (3)CS 14/(3)2x4 (*) CMST14/4x4 (*) Use (3)CS14/(3)2x4 @ L. and Use CMST14/4x4 @ R. • User refered Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4 2 (p = 1.0) Version-6.4 Go uv1s engineering consulting group, inc. WALL D 2nd Floor ON GRID D Overturn Analysis Uplift(T) Down(C) Panel © b = 2.25 h = 9.00 Left Side: T = 5245 LB C = 5951 LB Right Side: T = 5351 LB C = 5951 LB Blocked with Header CMST14/4x4 (*) (3)CS14/(3)2x4 (*) Use CMST14/4x4 @ L. and Use (3)CS14/(3)2x4 @ R. Panel @ b = 2.00 h = 9.00 Left Side: Right Side: • User refered T = 4703 LB T = 4703 LB Plywood shear wall lo be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 5287 LB C = 5287 LB Blocked with Header CMST14/4x4 (*) CMST14/4x4 (*) Use CMST14/4x4 on both ends Job :64139 Plan :804 Version: 6.4 GO uv1s engineering consulting group, inc. I 2T 1 FL 34.00ft Wind: 2513 Seismic: 753 from SW O (W=3950LB, E=4457LB) from 0.00ft to 41.50ft (100%) Wind: 6463(LB) = 2513 + 3950 Seismic: 5457(LB) = 753 + 134 + 4570 ---_:::::-::: --- 9.00 .50 T Hold down PosUstud required to transfer load from ABV. ---_:::::-__ ___ --- 15.00 9.00 14. 75 Job :64139 Plan :8D4 9.00 800 o.oo I ~ 1986 ~141.50 33.50 13.25 -1986 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALLO 1st Floor ON GRID D ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: T Location:(-44.81,-2.00) Total Length = 41.50 ft Total panel Length= 16.00ft (Net Length= 16.00ft) Shear Diaphragm = 6463 / 41.50 = 156 plf 28.40 Use (16 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4426 / 8.00 = 553 plf (Vertical) Max. Drag = 1986 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.795" :s; 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 12000plf= 15x8.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 8.00 Left Side: T = 3985 LB C = 4455 LB Right Side: T = 4113 LB C = 4454 LB HDU8/4x4 (*) (I) w/ DBL BLK'G HDU8/4x4 (*) (I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0 . C. max) Panel @ b = 8.00 h = 8.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 4113 LB T = 3985 LB C = 4454 LB C = 4455 LB HDU8/4x4 (*) (I) w/ DBL BLK'G HDU8/4x4 (*) (I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 5/8" x 12" Anchor Bolt (@ 40" 0 . C. max) (p = 1.0) Version· 6 4 • User refered Go uv1s engineering consulting group, inc. WALLO 1st Floor ON GRID D Overturn Analysis Uplift{T) Down(C) Provide HDU8/4x4 @ 11.00ft for Tension (5351 lbs) from above Provide HDU8/4x4@ 13.25ft for Tension (5245 lbs) from above Provide HDU8/4x4@ 28.25ft for Tension (5245 lbs) from above Provide HDU8/4x4@ 30.50ft for Tension (5351 lbs) from above (I) Hold down Inside of panel (0) Hold down Outside of panel Job :64139 Plan :604 Version: 6.4 GO uv1s engineering consulting group, inc. DESIGN CRITERIA: A. Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, s.= 1.15, S1= 0.44, Sos=0.800, So1=0.440, Rx =6.5, Rv =6.5 8. 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 OF, 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, OF/OF, 1.8E, Fb= 2400(T)/1850(B) psi (MIN), Fv= 265 psi(MIN) Job :64139 Plan :B02&6 C. CONVENTIONAL 1-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E): INTERIOR WALL (WALL_I): PRIMARY ROOF (ROOF P) Pitch: K = Increase for pitch: Typ. Truss @ 24" 0/C xK Plywood(112") xK 518" Gyp. Board Cone. Tile xK sprinkler: Misc: Snow Load: Dead Load: Live Load: PRIMARY FLOOR (FLOOR P) 14" TJl/210@ 19.2" 0/C Plywood(3/4") 5/8" Gyp. Board Carpet None Covering sprinkler: Misc: Dead Load: Live Load: DL = 15 DL = 10 5 1.08/12 2.60 1.68 3.00 10.83 1.00 0.89 0.00 20.00 20.00 1.94 2.25 3.00 1.00 0.00 1.00 5.81 15.00 40.00 Version 6.4 GOUVI nuineering consulting group, inc . ....J I 2 4 3 ROOF SHEAR WALL LAYOUT BUILDING 2 GOUVI ngineering consulting group, inc. IT I 2 4 3 3RD FLOOR SHEAR WALL LAYOUT BUILDING 2 =~ IT I 2 4 3 2ND FLOOR SHEAR WALL LAYOUT BUILDING 2 GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION L BLDG DIMENSION (FT): BASE HT= 0.5 HEIGHT= 29.8 B = 44.8 L = 41.8 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT= 30.3 WIDTH = 44.8 DEPTH= 41 .8 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE= C COEFFICENTS: Kd =0.85, Kz,= 1.00, G = 0.85, Gcp1= ±0.18, w = 1.00, INTERPOLATION: UB => YES, hlL => YES, 8 => YES WIND HEIGHT (FT): 15 WALL PRESSURE wP (PSF): 26.17 ROOF ELEMENT WDIR+ Gable W=42' L=13.25' Windward 23.22 Gable W=42' L=13.25' Leeward 28.1 Over Hang W=44' L=2' O 20 25 27.12 WDIR- 39.94 27.9 OWDIR+ 28.1 11.38 23.22 0 0 30 28.56 OWDIR- 11.38 39.94 0 40 29.66 UDIR+ 14425 14425 1545 WIND LOAD: ROOF= 107.85 = 0.6 x 179.74 2-FLR = 157.66 = 0.6 x 262.76 PLF (MAX.) PLF UPLIFT AVE.= 9.76 PSF MAX TOTAL= 1-FLR = 147.72 = 0.6 x 246.19 PLF 413.22 PLF SEISMIC PARAMETERS: Ry=6.50 SITE CLASS:D V= SosX I x W I 1.4 x R= ROOF: DL ROOF = Ss= 1.15 S1= 0.44 Fa= 1.04 Fv= 1.56 Sos=2FaSsl3 =0.797 So1=2FvS113 =0.458 Soc=D 0.0876W 20.00 X 1228.00 I 44.75 = DL EXT WALL= 15.00 x 84.00 x 4.25 I 44.75 = DL INT WALL= SHEAR= 2-FLR: DL ROOF = 10.00 x 63.00 x 4.25 I 44.75 = 0.0876 X (548.83 + 119.66 + 59.83) = 20.00 x 346.00 I 44.75 = DL FLOOR= 15.00 x 1439.00 I 44.75 = DL EXT WALL= 119.66 + 15.00 x 82.00x 4.501 44.75 = DL INT WALL = 59.83 + 10.00 x 61 .50 x 4.50 I 44. 75 = SHEAR= 1-FLR: DL FLOOR = 0.0876 X (154.64 + 482.35 + 243.35 + 121.68) = 15.00 x 1786.00 I 44.75 = DL EXT WALL= 123.69 + 15.00 x 90.00 x 4.00 I 44.75 = DL INT WALL= 61 .84 + 10.00 x 90.00 x 4.00 I 44. 75 = SHEAR= 0.0876 x (598.66 + 244.36 + 142.29) = TOTAL SEISMIC LOAD= 63.80 + 87.78 + 86.31 = REDISTRIB.: 728.3 x 27.8 + 1002.0 x 18.2 + 985.3 x 8.0 = 46366 PLFxFT SHEAR ROOF= 237.89 x 728.32 x 27.8 I 46366 = SHEAR 2-FLR= 237.89 x 1002.01 x 18.2 I 46366 = SHEAR 1-FLR= ROOF: 2-FLR: 1-FLR: 237.89 X 985.31 X 8.0 I 46366 = 107.85 PLF WIND GOVERN 265.50 PLF WIND GOVERN 413.22 PLF WIND GOVERN 1.=1.00 k =1.00 ROOF DIAPHRAGM: V = 107.85 PLF ALIGN MAX SHEAR= 107.85 x 20.50 I (2 x 41 .75) = 26.48 PLF USE: 15/32" CDX RA TED UNBLOCKED 32116 w/8d COMMON NAILS AT 6" 6" 12" 0 . C. CHORD FORCE= 107.85 x 20.50 2 I (8 x 41.75) = 135.70 LBS 50 30.56 UDIR- 9253 9253 1545 548.83 PLF 119.66 PLF 59.83 PLF 154.64 PLF 482.35 PLF 243.35 PLF 121.68 PLF 598.66 PLF 244.36 PLF 142.29 PLF 103.88 PLF 93.57 PLF 40.44 PLF SPLICE WI MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCT/ON/ 2-FLR DIAPHRAGM: V = 157.66 PLF ALIGN MAX SHEAR= 157.66 x 20.50 I (2 x 41.75) = 38.71 PLF USE: 23132" COX RATED UNBLOCKED wl10d COMMON NAILS AT6", 6" 12" O.C. CHORD FORCE= 157.66 x 20.50 2 I (8 x 41. 75) = 198.37 LBS SPLICE WI MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCT/ON/ 1-FLR DIAPHRAGM: V = 147.72 PLF ALIGN MAX SHEAR= 147.72 x 22.00 I (2 x 41 .75) = 38.92 PLF USE: 23132" COX RATED UNBLOCKED w/10d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE= 147. 72 x 22.00 2 I (8 x 41 .75) = 214.05 LBS SPLICE WIMIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION/ ( 1) Load from Diaphragm Only Job :64139 Plan :B02&6 63.80 PLF 87.78 PLF 86.31 PLF 237.89 PLF (103.88 PLFPl) (1 14.34 PLF<1>) (112.23 PLF11>) Version: 6.4 GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION T BLDG DIMENSION (FT): BASE HT= 0.5 HEIGHT = 29.8 B = 44.8 L = 41 .8 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT= 31.5 WIDTH= 41 .8 DEPTH= 44.8 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C COEFFICENTS: Kd=0.85, K.z,= 1.00, G = 0.85, Gcp;= ±0.18, w = 1.00, qh= 25.82PSF INTERPOLATION: UB => YES, h/L => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 30 40 WALL PRESSURE wP (PSF): 25.86 26.8 27.58 28.24 29.34 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ Hip Roof W=26.5' L=21 ' Windward -6.35 12.34 35.8 17.12 7895 Hip Roof W=26.5' L=21' Leeward 35.8 17.12 -6.35 12.34 7895 Over Hang W=28.5' L=2' 0 0 0 0 1001 WIND LOAD: ROOF= 93.87 = 0.6 x 156.45 PLF (MAX.) 2-FLR = 155.84 = 0.6 x 259.73 PLF UPLIFT AVE. = 5.39 PSF 1-FLR = 145.94 = 0.6 x 243.24 PLF MAX TOTAL= 395.65 PLF SEISMIC PARAMETERS: Ss= 1.15 S1 = 0.44 Fa= 1.04 Fv= 1.56 R,=6.50 SITE CLASS:D SDs=2Fa S,/3 =0.797 SD1 =2FvS1 /3 =0.458 SDc=D l,,=1.00 k =1 .00 V= SDsX I x W / 1.4 x R= 0.0876W 50 30.24 UDIR- 2723 2723 1001 ROOF: DL ROOF= 20.00 x 1228.00 / 41 .75 = 588.26 PLF DL EXT WALL= 15.00 x 53.00 x 4.25 / 41 .75 = DL INT WALL= 10.00 x 120.00 x 4.25 / 41.75 = SHEAR= 2-FLR: DL ROOF = 0.0876 X (588.26 + 80.93 + 122.16) = 20.00 X 346.00 / 41.75 = DL FLOOR= 15.00 x 1439.00 / 41 .75 = DL EXT WALL = 80.93 + 15.00 x 83.50 x 4.50 / 41.75 = DL INT WALL= 122.16 + 10.00 x 105.00 x 4.50 / 41 .75 = SHEAR = 0.0876 x (165.75 + 517.01 + 215.93 + 235.33) = 1-FLR: DLFLOOR= 15.00x1786.00/41.75= DL EXT WALL= 135.00 + 15.00 x 80.00 x 4.00 / 41.75 = DL INT WALL= 113.17 + 10.00 x 120.00 x 4.00 / 41.75 = SHEAR = 0.0876 x (641.68 + 249.97 + 228.14) = TOTAL SEISMIC LOAD= 69.32 + 99.34 + 98.09 = REDISTRIB.: 791 .3 x 27.8 + 1134.0 x 18.2 + 1119.8 x 8.0 = 51597 PLFxFT SHEAR ROOF= 266. 76 x 791.35 x 27.8 / 51597 = SHEAR 2-FLR= 266.76 x 1134.01 x 18.2 / 51597 = SHEAR 1-FLR= 266.76 x 1119.79 x 8.0 / 51597 = ROOF: 2-FLR: 1-FLR: ROOF DIAPHRAGM: 113.74 PLF SEISMIC GOVERN 249.71 PLF WIND GOVERN 395.65 PLF WIND GOVERN V= 113.74PLF MAX SHEAR= 113.74 x 26.50 I (2 x 44.75) = 33.68 PLF ALIGN USE: 15132" COX RA TED UNBLOCKED 32116 wl8d COMMON NAILS AT 6", 6", 12" 0 . C. CHORD FORCE= 113.74 x 26.50 2 / (8 x 44. 75) = 223.11 LBS 80.93 PLF 122.16 PLF 165.75 PLF 517.01 PLF 215.93 PLF 235.33 PLF 641 .68 PLF 249.97 PLF 228.14 PLF 113.74 PLF 106.7 PLF 46.31 PLF SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 2-FLR DIAPHRAGM: V = 155.84 PLF ALIGN MAX SHEAR= 155.84 x 27.00 / (2 x 44. 75) = 47.01 PLF USE: 23/32" COX RATED UNBLOCKED w/10d COMMON NAILS AT 6" 6", 12" O.C. CHORD FORCE= 155.84 x 27.00 2 / (8 x 44.75) = 317.33 LBS SPLICE WIMIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION} 1-FLR DIAPHRAGM: V = 145.94 PLF ALIGN MAX SHEAR= 145.94 x 20.25 / (2 x 44.75) = 33.02 PLF USE: 23/32" COX RATED UNBLOCKED w/10d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE= 145.94 x 20.25 2 I (8 x 44.75) = 167.17 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Job :64139 Plan :8D2&6 69.32 PLF 99.34 PLF 98.09 PLF 266.76 PLF (113.74 PLF<11) (129.84 PLF<1l) (127.55 PLF<11} Version· 6.4 GO uv1s engineering consulting g roup, inc. I 1L_ROOF 21.00ft Wind. 1132(LB) Seismic: 1218(LB) = 1091 + 127 1.252.00 • Strap (E) Wind; 1132 Seismic: 1091 8.75 8.50 2.00 1.25 o.oo i-l •A-7>--... .....,~----i--------A-----~l26.25 3.25 ~ -742 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #1 6 sinker per top plate splice Design Analysis WALL 1 3rd Floor ON GRID 1 Exterior Direction: L Location:(1.71 ,35.38) Total Length= 26.25 ft Total panel Length= 7.00ft (Net Length= 7.00ft) Shear Diaphragm= 1218126.25 = 46 plf Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1218 / 7.00 = 174 plf {Flexible) Max. Drag= 742 lbs Max panel deflection: L'.M = (4.0/1.00) x L'.s x 1.4 = 0.862" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50 pl(= 15 X 8.50' Overturn Analysis Uplift(T) Panel @ b = 7.00 Down(C) h = 8.50 Left Side: T = 1273 LB C = 1592 LB C = 1592 LB Right Side: T = 1273 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Job :64139 Plan :B02&6 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_2_FL 20.50ft Wind: 1616 Seismic: 959 from SW 1 (W=1132LB, E=1218LB) from 6.25ft to 32.50ft (100%) Wind: 2748(LB) = 1616 + 1132 Seismic: 2461(LB) = 959 + 157 + 1345 8.50 8.75 2.00 1.25 Job :64139 Plan :BD2&6 9.00 O.'TliOO 3.00 2. 75 0.50 6.00 0 J:1)()3.00 0.50.00 0.50.00 1.00 • Strap (E) Post/stud required to transfer load from ABV. Blocked panel use TYPE 3 0.00 1 'bq;-, 2.75 B A A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 1 2nd Floor ON GRID 1 ·1656 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(2.00,41 .67) Total Length= 41.50 ft Total panel Length= 11.75ft (Net Length= 11.75ft) Shear Diaphragm = 27 48 I 41 .50 = 66 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 425 plf (At blocked opening A & B) Max. Drag = 1656 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.521" s 0.020 x 108.00 = 2.160" (At Opening) Use TYPE 3 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Panel @ b = 6.75 Down(C) h = 9.00 Left Side: T = 1283 LB C = 1799 LB C = 1479 LB CS16/2x4 NO_UPLIFT Right Side: T= 0 LB Use CS16/2x4 @ L. Panel @ b = 5.00 Blocked! Force at Edge of opening is 425 LB h = 9.00 Left Side: Right Side: T = 0 LB T = 2455 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 0 LB NO_UPLIFT C = 3174 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 @ R. I 41.50 (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_1_FL 22.50ft Wind: 1662 Seismic: 455 from SW 1 (W=2748LB, E=2461LB) from -1. 75ft to 39. 75ft (100%) Wind: 4410(LB) = 1662 + 2748 Seismic: 3249(LB) = 455 + 175 + 2618 2.75 0.50 6.00 ® 7.75 2.00 5.50 6.00 • Strap (E) T Hold down PosUstud required to transfer load from ABV. o 7!i00 J.oo o.5ro.oo o.5ro oo 1.00 3.50 4.25 Job :64139 Plan :B02&6 9.00 8.00 0.00 ""1~------+----B---➔-----A----➔l➔I--A,,,l&iif-...~--➔----A-=--114050 26.50 28.75 ~ -2065 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 1 1st Floor ON GRID 1 Exterior Direction: L Location:(2.00,39.83) Total Length = 40.50 ft Total panel Length = 11. 75ft (Net Length= 11. 75ft) Shear Diaphragm= 4410 / 40.50 = 109 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4410 / 11.75 = 375 plf (Flexible) Max. Drag= 2065 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 1.624" s 0.020 x 96.00 = 1.920 " Use TYPE 3 • Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Panel @ b = 7.75 Down(C) h = 8.00 Left Side: Right Side: T = 4051 LB T = 1070 LB C = 4832 LB C = 1533 LB HTT5/4x4(I) w/ DBL BLK'G STHD10/4x4 Use HTT5/4x4 (I)@ L. and Use STHD10/4x4 @ R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) Panel @ b = 4.00 h = 8.00 Left Side: Right Side: T = 2967 LB T = 2967 LB C = 3325 LB C = 3325 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends wl (2) 518" x 12" Anchor Bolt (@ 32" 0. C. max) Provide STHD10/4x4@ 14.75ft for Tension (2455 lbs) from above • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_ROOF 21.00ft Wind: 1132(LB) Seismic: 1228(LB) = 1091 + 137 • Strap (E) o.oo I Wind: 1132 Seismic: 1091 16.50 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL2 3rd Floor ON GRID 2 Exterior Direction: L Location:(22.41 ,34.38) Total Length = 24.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1228 / 24.50 = 50 plf ® 8.00 Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1228 / 8.00 = 153 plf (Flexible) Max. Drag= 827 lbs Max panel deflection: 6M = (4.0/1 .00) x 6s x 1.4 = 0. 728" :s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: T = 1065 LB C = 1411 LB C = 1411 LB Right Side: T = 1065 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns 8.50 (p = 1.0) Job :64139 Plan :8D2&6 Version· 6.4 GO uv1s engineering consulting group, inc. I 1L_2_FL 20.50ft Wind: 1616 Seismic: 959 from SW 2 (W=1132LB, E=1228LB) from 5.25ft to 29. 75ft (100%) Wind. 2748(LB) = 1616 + 1132 Seismic: 2557(LB) = 959 + 234 + 1364 16.50 21.75 • Strap (E) Post/stud required to transfer load from ABV. ® 8 50 8.00 1513 9.75 Job :64139 Plan :BO2&6 9.00 o.oo I _.__;;;;;;:::;;:::::A~====~;I ;~B"""';~;:::::::;;;;;,,..,.cr~:";;=:::~A:=~~I 39.50 lo-17.14 21.75 ~ Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 2 2nd Floor ON GRID 2 ALT (10) #1 6 sinker per top plate splice ALT (16) #1 6 sinker per top plate splice Design Analysis Exterior Direction: L Location:(22.43,39.67) Total Length = 39.50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2748 / 39.50 = 70 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2748 I 8.00 = 344 plf (Flexible) Max. Drag= 1513 lbs Max panel deflection: L'.M = (4.0/1.00) x L'.s x 1.4 = 1.086":. 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x900' Overturn Analysis Uplift(T) Down(C) Panel 0 b = 8.00 h = 9.00 Left Side: T = 3729 LB C = 4526 LB (2)CS14/(2)2x4 Right Side: T = 3729 LB C = 4526 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version 6.4 GO uv1s engineering consulting group, inc. I 1L_1_Fl 22.50ft Wind: 1662 Seismic: 455 from SW 2 (W=2748LB, E=2557LB) from 0.25ft to 39. 75ft (100%) Wind: 4410(LB) = 1662 + 2748 Seismic: 3454(LB) = 455 + 209 + 2791 21 .75 14.25 T Hold down Post/stud required to transfer load from ABV. ® 8.00 9 75 17.50 Job ·64139 Plan :802&6 T 9.00 8.00 o.oo 1--._;;;;;;;;;;;:;!;::::==;+l~~B~:;::::-»t~;;;;;_...,.~,::::~~===B==~I ~==~~A~~-~I 39.75 10.74 14.25 ~ 2901 -1942 Drag Force Analysis A: Simpson ST22 (1192LB} B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL2 1st Floor ON GRID 2 Exterior Direction: L Location:(22.45,39.83) Total Length= 39.75 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4410 / 39. 75 = 111 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4410 / 8.00 = 551 plf (Flexible) Max. Drag= 1942 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.885" s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 120.00plf= 15x 8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: T = 4463 LB C = 4799 LB HDU8/4x4 (•) (I) w/ DBL BLK'G Right Side: T = 0 LB C = 535 LB HTT5/4x4 (•) (1) w/ DBL BLK'G Use HDU8/4x4 (I)@ L. and Use HTT5/4x4 (I)@ R. wl (3) 518" x 12" Anchor Boll (@ 40" 0. C. max) Provide STHD14/4x4@ 30.00ft for Tension (3729 lbs) from above • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Version· 6.4 GO uv1s engineering consulting group, inc. I 1L_ROOF 20.50ft Wind: 1105(LB) Seismic: 1193(LB) = 1065 + 128 1.252.00 • Strap (E) Wind: 1105 Seismic: 1065 9.00 ® 8.50 1.0ll.00 1.25 0.00 ~I _______ A _____ -+- 64 _ 2 ___ ....... ~~~~A,.-tl 26 50 14.25 ~ Drag Force Analysis A: Simpson ST22 (1192LB) ALT ( 10) #16 sinker per top plate splice Design Analysis WALL 3 3rd Floor ON GRID 3 Exterior Direction: L Location:(43.63,35.38) Total Length = 26.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 1193 / 26. 50 = 45 plf Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1193 / 8.00 = 149 plf (Flexible) Max. Drag = 642 lbs Max panel deflection: t:.M = (4.0/1 .00) x t:.s x 1.4 = 0.711" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15 x 8.50' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 8.50 Left Side: T = 1028 LB Right Side: T = 1028 LB C= 1374 LB C= 1374 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns Job :64139 Plan 802&6 (p = 1.0) Version: 6 4 GO uv1s engineering consulting group, inc. I 1L_2_FL 20.50ft Wind: 1616 Seismic: 959 from SW 3 (W=1105LB, E=1193LB) from 6.25ft to 36.25ft (100%) Wind: 2721(LB) = 1616 + 1105 Seismic: 2473(LB) = 959 + 193 + 1321 1.252.00 9 00 0.811)0 7.00 2.00 5.00 • Strap (E) Post/stud required to transfer load from ABV. Drag Force Analysis 8.00 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL3 2nd Floor ON GRID 3 Exterior Direction: L Location:(43.33,41 .67) Total Length= 41 .50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2721 I 41 .50 = 66 plf 3.00 6.50 Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2721 / 8.00 = 340 plf (Flexible) Max. Drag = 1344 lbs Max panel deflection: 6M = (4.0/1.00) x 6s x 1.4 = 1.053" s 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) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: Right Side: T = 3663 LB T = 3663 LB C = 4466 LB C = 4466 LB (2)CS14/(2)2x4 (2)CS 14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns 3.00 0.50 (p=1.0) Job ·64139 Plan :B02&6 9.00 Version· 6.4 Go uv1s engineering consulting group, inc. I 1L_1_FL 20.50ft Wind: 1514 Seismic: 415 from SW 3 (W=2721LB, E=2473LB) from -1. 75ft to 39. 75ft (100%) Wind: 4236(LB) = 1514 + 2721 Seismic: 3232(LB) = 415 + 151 + 2666 0.5!l00 7.00 2.00 5.00 3.25 0. 5 4.00 800 ® 8.00 5 75 • Strap (E) T Hold down Post/stud required to transfer load from ABV. 3.00 6.50 3.50 5.75 Job :64139 Plan :BD2&6 9.00 3.00 0.50 BOO 0.5113.00 0.50 o.oo ~I _,.;;;;;;;;;;;;;;:;!:::::=~l!¾to::::--»?:;;;;;..."""~,::::~~===B==~I ~===~A~=-~l 39.oo . 10.!111.00 ~ 28.02 -2063 Drag Force Analysis A: Simpson ST22 (11 92LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL 3 1st Floor ON GRID 3 Exterior Direction: L Location:(43.04,39.83) Total Length = 39.00 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4236 I 39.00 = 109 pit Use (10 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4236 / 8.00 = 530 plf (Vertical) Max. Drag= 2063 lbs Max panel deflection: LlM = (4.0/1.00) x LlS x 1.4 = 0.874" s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 120.00 pl/= 15 X 8.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 8.00 Left Side: T = 4752 LB C = 5166 LB HDU8/4x4(I) w/ DBL BLK'G T = 4450 LB C = 5166 LB HTT5/4x4(O) w/ DBL BLK'G Right Side: T = 0 LB C = 769 LB STHD10/4x4 (*) • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel Use HDU8/4x4 (I)@ L. and Use STHD10/4x4 @ R. or Use Combination of L. and R. wl (3) 518" x 12" Anchor Bolt (@ 40" 0 . C. max) (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_ROOF 21.00ft Wind: 1132(LB) Seismic: 1228(LB) = 1091 + 137 • Strap (E) o.oo I Wind: 1132 Seismic: 1091 16.50 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 4 3rd Floor ON GRID 4 Exterior Direction: L Location:(30.00,34.38) Total Length= 24.50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 1228 I 24.50 = 50 plf ® 8.00 Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1228 / 8.00 = 153 plf (Flexible) Max. Drag= 827 lbs Max panel deflection: t.M = (4.011.00) x t.s x 1.4 = 0. 728" s 0.020 x 102.00 = 2.040 " Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: Right Side: T = 1065 LB T = 1065 LB C = 1411 LB C = 1411 LB CS16/2x4 CS1612x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns 8.50 (p=1.0) Job :64139 Plan .B02&6 Version-6 4 GO uv1s engineering consulting group, inc. I 1L_2J L 20.50ft Wind: 1616 Seismic: 959 from SW 4 (W= 1132LB, E= 1228LB) from 5. 25ft to 35. 25ft (100%) Wind: 2748(LB) = 1616 + 1132 Seismic: 2556(LB) = 959 + 232 + 1364 16.50 8.50 Job :64139 Plan :8D2&6 9.00 21.75 9.50 • Strap (E) PosUstud required to transfer load from ABV. 1523 0.001----~------A-----"".~;;l;;-B--;~:+;:;------+-~~===::=A~---il 39.25 17.02 21.75 ~ Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 4 2nd Floor ON GRID 4 ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(30.00,39.67) Total Length = 39.25 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 2748 / 39.25 = 70 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2748 / 8.00 = 344 plf (Flexible) Max. Drag = 1523 lbs Max panel deflection: liM = (4.0/1 .00) x tis x 1.4 = 1.086" s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00 pl/= 15 X 9.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 9.00 Left Side: T = 3727 LB C = 4526 LB (2)CS14/(2)2x4 Right Side: T = 3727 LB C = 4526 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_1_FL 22.50ft Wind: 1662 Seismic: 455 from SW 4 (W=2748LB, E=2556LB) from 0.00ft to 39.25ft (100%) Wind: 4410(LB) = 1662 + 2748 Seismic: 3452(LB) = 455 + 209 + 2788 21.75 14.00 T Hold down PosUstud required to transfer load from ABV. ® 8.00 9.50 17 75 Job :64139 Plan :BO2&6 l oo 1 800 0.00 ~, _.._;;;;;;;;;;::=:;::=~~l~!B~~;~~;;;;;;;.;,,.,,~,::::~~==B==:;'~==:::~A==~!!!!a~I 39.75 ' 10.75 14.00 ~ 29Q1 -1969 Drag Force Analysis A: Simpson ST22 (1 192LB) B: Simpson ST6224 (2134LB) ALT ( 10) #16 sinker per top plate splice ALT ( 16) #16 sinker per top plate splice Design Analysis WALL 4 1st Floor ON GRID 4 Exterior Direction: L Location:(30.00,39.83) Total Length= 39.75 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4410 / 39. 75 = 111 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4410 / 8.00 = 551 plf (Flexible) Max. Drag= 1969 lbs Max panel deflection: t>M = (4.0/1 .00) x t>s x 1.4 = 0.885" s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 120.00plf= 15x8.00' Overturn Analysis Uplift(T) Down(C) Panel @ b = 8.00 h = 8.00 Left Side: T = 4463 LB C = 4799 LB HDU8/4x4 (*) (I) w/ DBL BLK'G Right Side: T = 0 LB C = 537 LB HTT5/4x4 (*) (I) w/ DBL BLK'G Use HDU8/4x4 (I) @ L. and Use HTT5/4x4 (I) @ R. w/ (3) 5/8" x 12" Anchor Bolt (@ 40" 0. C. max) Provide STHD14/4x4@ 29.75ft for Tension (3727 lbs) from above • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_ROOF 26.50ft Wind: 1244(LB) Seismic: 1639(LB) = 1507 + 132 Wind: 1244 Seismic: 1507 Job :64139 Plan :B02&6 8.50 6.00 1.75 6.00 0.15151ll.00 0.51ll.00 .25 6.00 • Strap (E) o.oo I ~ 6.00 -581 A Drag Force Analysis I 19.75 A: Simpson ST22 (1192LB) ALT (10) #1 6 sinker per top plate splice Design Analysis WALLA 3rd Floor ON GRID A Exterior Direction: T Location:(1. 71 ,8.83) Total Length= 41 .25 ft Total panel Length= 12.00ft (Net Length= 12.00ft) Shear Diaphragm = 1639 / 41 .25 = 40 plf Use (4 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1639 / 12.00 = 137 plf (Flexible) Max. Drag= 581 lbs Max panel deflection: t.M = (4.0/1.00) x tis x 1.4 = 0.706" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15 X 8 50' Overturn Analysis Uplift(T) Down(C) Panel ® b = 6.00 h = 8.50 Left Side: T = 985 LB Right Side T = 985 LB C = 1272 LB C = 1272 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 6.00 h = 8.50 Left Side: T = 985 LB Right Side: T = 985 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 1272 LB C = 1272 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends 581 ~141.25 35.25 (p = 1.0) Version: 6.4 Go uv1s engineering consulting group, inc. I 1T_2_FL 27.25ft Wind: 2123 Seismic: 1454 70% lateral Load from SW A (W=1244LB, E=1639LB) Wind: 2994(LB) = 2123 + 871 Seismic: 2834(LB) = 1454 + 141 + 1239 0.50.00 0.50.00 0.50.00 • Strap (E) Blocked panel use TYPE 4 .75 6.00 3. 00 0. 50. 00 0. 50 00 0. 50 Job :64139 Plan :BD2&6 900 A A ~ I 41_25 -841 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice WALLA 2nd Floor Design Analysis ON GRIDA Exterior Direction: T Location:(2.00,0.00) Total Length = 41 .25 ft Total panel Length = 10. 75ft (Net Length= 10.52ft) Shear Diaphragm = 2994 / 41.25 = 73 plf Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 61 1 plf (At blocked opening A & 8) Max. Drag= 841 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.538" s 0.020 x 108.00 = 2.160 " (At Opening) Use TYPE 4 Design Report: Loads: Wall 135.00 p/f = 15 X 9 00' Overturn Analysis Uplift(T) Panel @ b = 4.75 Down(C) h = 9.00 Left Side: Right Side: T = 1691 LB T = 0 LB C = 2061 LB C = 0 LB CS16/2x4 NO_UPLIFT Use CS16/2x4 @ L. Panel @ b = 3.50 Blocked! Force at Edge of opening is 611 LB h = 9.00 Left Side: Right Side: T = 0 LB T = 1691 LB C = 0 LB C = 2061 LB NO_UPLIFT CS16/2x4 Use CS16/2x4 @ R. Panel @ b = 2.50 h = 9.00 Left Side: Right Side: T = 2344 LB T = 2344 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2687 LB C = 2687 LB Blocked with Header (2)CS 16/(2)2x4 (2 )CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends (p=1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_1_FL 19.25ft Wind: 1405 Seismic: 446 from SW A (W=2994LB, E=2834LB) from 2.00ft to 43.25ft (100%) Wind: 4399(LB) = 1405 + 2994 Seismic: 3616(LB) = 446 + 195 + 2975 0.50'.l.00 0.50'.l.00 0.50'.l.00 2.00 1.50 6.75 .75 6.00 • Strap (E) T Hold down Post/stud required to transfer load from ABV. Job :64139 Plan :8D2&6 9.00 0.50'.l.00 0.50'.l.00 0.50 8.00 5.00 5.00 m:::r==::::+> ~ 144.75 28.00 32.75 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #1 6 sinker per top plate splice Design Analysis WALLA 1st Floor ON GRID A Exterior Direction: T Location:(0.00,0.00) Total Length= 44.75 ft Total panel Length = 9.50ft (Net Length= 9.50ft) Shear Diaphragm = 4399 I 44. 75 = 98 plf Use (12 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4399 / 9.50 = 463 pit (Flexible) Max. Drag= 1229 lbs Max panel deflection: L'.M = (4.0/1.00) x L'.s x 1.4 = 1.747" s 0.020 x 96.00 = 1.920" Use TYPE 4 • Design Report: Loads: Wall 120.00plf= 15x 8.00' Overturn Analysis Uplift(T) Panel @ b = 4.75 Down(C) h = 8.00 Left Side: Right Side: T = 5713 LB T = 3644 LB T = 3453 LB C = 6228 LB C = 4031 LB C = 4031 LB HDU8/4x4(I) w/ DBL BLK'G STHD14/4x4 HTT4/4x4(0) w/ DBL BLK'G Use HDU8/4x4 (I)@ L. and Use STHD14/4x4 @ R. or Use Combination of L. and R. wl (2) 518" x 12" Anchor Bolt (@ 40" 0. C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End Panel @ b = 4.75 h = 8.00 Left Side: Right Side: T = 5145 LB T = 5040 LB T = 4505 LB C = 5337 LB C = 5337 LB C = 5337 LB HDU8/4x4(I) w/ DBL BLK'G HDU8/4x4(I) w/ DBL BLK'G HTT5/4x4(O) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends or Use Combination of L. and R. wl (2) 518" x 12" Anchor Bolt (@ 40" 0. C. max) • User refered (I) Hold down Inside of panel (0) Hold dOWl)..Outside oll2ar1>.L novIde STHO10/4x4@ 22.75ft for Tension (1691 lbs) from above (p = 1.0) Version· 6.4 Go uv1s engineering consulting group, inc. I 1T_ROOF 26.50ft Wind: 1244(LB) Seismic: 1697(LB) = 1507 + 190 1 0IJ.501.75 15 • Strap (E) Wind: 1244 Seismic: 1507 1.501.00 4.75 1.50 2.50 1.50 4. 75 10() 5 414 150175 1.50100 Job :64139 Plan :BD2&6 8.50 o.oo I a::::t:::::::j> ~ 5.75 ~5 ~ ~ 141 00 30.50 -414 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLC 3rd Floor ON GRID C Exterior Direction: T Location:(1. 71 ,35.38) Total Length= 41 .00 ft Total panel Length= 9.50ft (Net Length= 9.50ft) Shear Diaphragm = 1697 I 41.00 = 41 plf Use (4 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1697 I 9.50 = 179 plf (Flexible) Max. Drag= 414 lbs Max panel deflection: !1M = (4.0/1.00) x !1s x 1.4 = 1.008" s 0.020 x 102.00 = 2.040 " Use TYPE 1 Design Report: Loads: Wall 12750plf= 15x8.50' Overturn Analysis Uplift(T) Down(C) Panel @ b = 4.75 h = 8.50 Left Side: T = 1389 LB C = 1646 LB Right Side: T = 1389 LB C = 1646 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 4.75 h = 8.50 Left Side: Right Side: T = 1389 LB T = 1389 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 1646 LB C = 1646 LB CS1 6/2x4 CS16/2x4 Use CS16/2x4 on both ends (p = 1.0) Version· 6.4 Go uv1s enaineerinu consulting group, inc. I 1T_2JL 14.50ft Wind: 1130 Seismic: 774 50% lateral Load from SW C (W= 1244LB, E= 1697LB) Wind: 1752(LB) = 1130 + 622 Seismic: 1924(LB) = 774 + 208 + 943 4.50 • Strap (E) Blocked panel use TYPE 3 4.50 Job ·541 39 Plan :BD2&6 9.00 0.00 1 ~ I~ 1 4125 ~20 1 75m() 20.75 A: Simpson ST22 (1192LB) WALLC 2nd Floor Drag Force Analysis ALT (10) #16 sinker per top plate splice Design Analysis ON GRID C Exterior Direction: T Location:(1 .71 ,35.38) Total Length= 41 .25 ft Total panel Length= 12.75ft (Net Length= 12.75ft) Shear Diaphragm = 1924 / 41 .25 = 47 plf -572 Use (6 A35) or (4 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 433 plf (At blocked opening A & B) Max. Drag= 572 lbs Max panel deflection: t>M = (4.0/1 .00) x t>s x 1.4 = 0.414" :S 0.020 x 108.00 = 2.160 " (At Opening) Use TYPE 3 Design Report: Loads: Wall 135.oo pl/= 15 x 9 oo· Overturn Analysis Uplift(T) Down(C) Panel @ b = 3.25 h = 9.00 Left Side: T = 800 LB C = 1039 LB CS16/2x4 Right Side: T = O LB C = 0 LB NO_UPLIFT Use CS16/2x4 @ L. Panel @ Blocked I Force at Edge of opening Is 433 LB b = 3.25 h = 9.00 Left Side: T = 0 LB Right Side: T = 800 LB Panel @ b = 3.00 h = 9.00 Left Side: T = 799 LB Right Side: T = 0 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 0 LB C = 1039 LB NO_UPLIFT CS16/2x4 Use CS16I2x4 @ R. C = 1029 LB C = 0 LB CS16/2x4 NO_UPLIFT Use CS16I2x4 @ L. (p=1.0) Version: 6.4 Go uv1s engineering consulting group, inc. WALLC 2nd Floor ON GRID C Overturn Analysis Panel @ Uplift(T) Down(C) Blocked I Force at Edge of opening is 429 LB b = 3.25 h = 9.00 Left Side: T = 0 LB C = 0 LB NO_UPLIFT Right Side: T = 799 LB C = 1029 LB CS16/2x4 Use CS16/2x4 @ R. Plywood shear wall to be nailed to all studs receiving holdowns Job :64139 Plan :B02&6 Version, 6.4 Go uv1s engineering consulting group, inc. I 1T_1_FL 20.50ft Wind: 1496 Seismic: 475 from SW C (W=1752LB, E=1924LB) from 0.00ft to 41.25ft (100%) 40% lateral Load from SW B (W=4112LB, E=3767LB) Wind: 4892(LB) = 1496 + 3396 Seismic: 4247(LB) = 475 + 70 + 3702 4.50 3.00 4.50 ------=~---c=------ 16.00 T Hold down Post/stud required to transfer load from ABV. 1239 3.00 2.00 3.25 .25 4.50 3.00 --=====~---c==---- 16.00 Blocked panel use TYPE 5 4.50 Job :64139 Plan :BO2&6 9.00 8.00 o.oo I <.:::::--=-----~ 18.25 ~ S:::::::::::::: I 41. 2s -1239 Drag Force Analysis A: Simpson ST22 (11 92LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLC 1st Floor ON GRID C Exterior Direction: T Location:(1. 71,35.38) Total Length= 41.25 ft Total panel Length= 9.25ft (Net Length= 7.64ft) Shear Diaphragm = 4892 I 41 .25 = 119 plf Use (14 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4892 I 7.64 = 640 plf (Flexible) Max. Drag= 1239 lbs Max panel deflection: tiM = (4.0/1.00) x tis x 1.4 = 1.389" :. 0.020 x 96.00 = 1.920 " Use TYPE 5 Design Report: Loads: Wall 120.00plf= 15x 8.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 2.25 h = 8.00 Left Side: T = 3919 LB C = 3874 LB HDU8/4x4 (*) (I) w/ DBL BLK'G HDU8/4x4 (*) (I) w/ DBL BLK'G Right Side: T = 3919 LB C = 3874 LB Blocked with Header Use HDU8/4x4 (I) on both ends w/ (2) 518" x 12" Anchor Bott (@ 12" 0. C. max) Panel @ b = 4.75 h = 8.00 Left Side: T = 5413 LB C = 5541 LB HDUB/4x4(1) w/ DBL BLK'G Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 5413 LB C = 5541 LB HDUB/4x4(1) w/ DBL BLK'G Use HDU8I4x4 (I) on both ends w/ (3) 5/8" x 12" Anchor Bolt (@ 16" 0. C. max) RP.011r.P. shP.;:lr r.::m;:tr.itv nAr SP.r.tinn SOPWS 4 :\ 4 / (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. WALLC 1st Floor ON GRID C Overturn Analysis Uplift(T) Down(C) Panel © b = 2.25 h = 8.00 Left Side: T = 3919 LB C = 3874 LB Right Side: T= 3919 LB C = 3874 LB Blocked with Header HDU8/4x4 (*) (I) w/ DBL BLK'G HDU8/4x4 (*) (I) w/ DBL BLK'G Use HDU8/4x4 (1) on both ends • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel RPrl11r.P. shP.::tr r,;:m::.r.itv ni:u ~P.r.tinn ~nPW~ 4 ~ 4 , wl (2) 5/8" x 12" Anchor Bolt (@ 12" 0. C. max) Job :64139 Plan :BD2&6 Version· 6.4 Go uv1s engineering Job :64139 Plan :802&6 consulting group, inc. I 1T_2_FL 40 00ft Wind: 3117 Seismic: 2134 30% lateral Load from SW A (W=1244LB, E=1639LB) 50% lateral Load from SW C (W=1244LB, E=1697LB) Wind: 4112(LB) = 3117 + 995 Seismic: 3767(LB) = 2134 + 159 + 1474 6.75 • Strap (E) 9.00 16.25 6.25 000 1 B A ~ 1458 ~ I 41.25 32.58 35.25 -1458 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice WALLB 2nd Floor Design Analysis ON GRID B Exterior Direction: T Location:(2.00,27.39) Total Length = 41 .25 ft Total panel Length = 12.00ft (Net Length= 12.00ft) Shear Diaphragm = 4112 / 41 .25 = 100 plf Use (10 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 41 12 / 12.00 = 343 plf (Flexible) Max. Drag= 1458 lbs Max panel deflection: t.M = (4.011.00) x t.s x 1.4 = 1.120" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15 x9.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 6.00 h = 9.00 Left Side: T = 2901 LB C = 3312 LB (2)CS16/(2)2x4 Right Side: T = 2901 LB C = 3312 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel ® b = 6.00 h = 9.00 Left Side: Right Side: T = 2901 LB T = 2901 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 3312 LB C = 3312 LB (2)CS 16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_1_FL 40.00ft Wind: 2919 Seismic: 926 60% lateral Load from SW B (W=4112LB, E=3767LB) Wind: 5386(LB) = 2919 + 2467 Seismic: 3463(LB) = 926 + 182 + 2355 200 15 00 2.50 0.50 5.50 • Strap (E) 0.00 I A st 2 00 ~ B I ~ -~1.:.:1-:e,50.._-~ ZS:::::::: Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL B 1st Floor ON GRID B Exterior Direction: T Location:(0.00, 19.40) Total Length= 43.75 ft Total panel Length= 12.00ft (Net Length= 12.00ft) Shear Diaphragm = 5386 I 43. 75 = 123 pit A I 31.56 1770 Job :64139 Plan :8D2&6 8.00 ~ j A j 4375 36.25 42.25 (p = 1.0) Use (14 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5386 / 12.00 = 449 pit (Flexible) Max. Drag= 1770 lbs Max panel deflection: ~M = (4.0/1 .00) x ~s x 1.4 = 1.277" s 0.020 x 96.00 = 1.920" Use TYPE 3 Design Report: Loads: Wall 120.00plf• 15x 8.00' Overturn Analysis Uplift(T) Panel @ b = 6.00 Down(C) h = 8.00 Left Side: Right Side: T = 3459 LB T = 3459 LB C = 3858 LB C = 3858 LB STHD14/4x4 STHD14/4x4 Use STHD14/4x4 on both ends w/ (2) 518" x 12" Anchor Bolt (@ 56" 0. C. max) Panel @ b = 6.00 h = 8.00 Left Side: Right Side: T = 3459 LB T = 3459 LB C = 3858 LB C = 3858 LB STHD14/4x4 STHD14/4x4 Use STHD14I4x4 on both ends wl (2) 518" x 12" Anchor Boll (@ 56" 0. C. max) Version: 6.4 GO uv1s engineering consulting group, inc. DESIGN CRITERIA: A. Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category: D, S,= 1.15, S1= 0.44, Sos=0.800, So1=0.440, 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 2.0E, 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) Job :64139 Plan :803&5 C. CONVENTIONAL 1-POUR FOUNDATION WITHOUT STRUCTURAL ANALYSIS FOR EXPANSIVE SOIL OR DIFFERENTIAL SETTLEMENT EXTERIOR WALL (WALL_E): INTERIOR WALL (WALL_I): PRIMARY ROOF (ROOF _P) Pitch: K = Increase for pitch: Typ. Truss @ 24" O/C xK Plywood(1/2") xK 5/8" Gyp. Board Cone. Tile xK sprinkler: Misc: Snow Load: Dead Load: Live Load: PRIMARY FLOOR (FLOOR P) 14" TJl/210@ 19.2" O/C Plywood(3/4") 5/8" Gyp. Board Carpet None Covering sprinkler: Misc: Dead Load: Live Load: DL = 15 DL = 10 5 1.08/12 2.60 1.68 3.00 10.83 1.00 0.89 0.00 20.00 20.00 1.94 2.25 3.00 1.00 0.00 1.00 5.81 15.00 40.00 Version: 6.4 GOUVI ngineering consulting group, inc. © I- ® IL ROOF SHEAR WALL LAYOUT BUILDING 3 Page 125 of 158 © ® © GOUVIS nginee ing consulting group, inc. I 3RD FLOOR SHEAR WALL LAYOUT BUILDING 3 ® ~ IL ====:!fl;l=,4----J CD 2 3 2 G) 2ND FLOOR SHEAR WALL LAYOUT BUILDING 3 Page 126 of 158 GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT= 29.8 B = 65.0 L = 43.5 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT= 30.5 WIDTH = 65.0 DEPTH = 39.5 PLATE HT. 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH = 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C COEFFICENTS: Kd=0.85, K,1= 1.00, G = 0.85, Gcp;= ±0.18, w = 1.00, qh= 25.82PSF INTERPOLATION: UB => YES, h/L => YES, 9 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 26.17 27.12 27.9 28.56 29.66 30.56 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ UDIR- Gable W=62.75' L=13.25' Leeward 32.67 13.23 27 46.44 20914 13186 GableW=62.75'L=13.25'Windward 27 46.44 32.67 13.23 20914 13186 Over Hang W=64.5' L=2' 0 O O O 2265 2265 WIND LOAD: ROOF= 112.86 = 0.6 x 188.10 PLF (MAX.) UPLIFT AVE.= 10.30 PSF 2-FLR = 157.66 = 0.6 x 262.76 PLF 1-FLR = 147.72 = 0.6 x 246.19 PLF MAX TOTAL= 418.23 PLF SEISMIC PARAMETERS: Ss= 1.15 S,= 0.44 F.=1 .04 Fv= 1.56 Ry=6.50 SITE CLASS:D Sos=2FaSs/3 =0.797 So1=2FvS1/3 =0.458 Soc=D 1.=1.00 k =1.00 V= SosX I x W / 1.4 x R= 0.0876W ROOF: DL ROOF= 20.00 x 1809.00 / 65.00 = 556.62 PLF DL EXT WALL= 15.00 x 125.50 x 4.25 / 65.00 = DL INT WALL= 10.00 x 125.50 x 4.25165.00 = SHEAR= 2-FLR: DL ROOF = DL FLOOR = 0.0876 X (556.62 + 123.09 + 82.06) = 20.00 X 543.00 / 65.00 = 15.00 X 2133.00 / 65.00 = DL EXT WALL= 123.09 + 15.00 x 124.00 x 4.50 / 65.00 = DL INT WALL = 82.06 + 10.00 x 62.00 x 4.50 / 65.00 = SHEAR= 0.0876 x (167.08 + 492.23 + 251.86 + 124.98) = 1-FLR: DL FLOOR= 15.00 x 2480.00 / 65.00 = DL EXT WALL= 128.77 + 15.00 x 130.00 x 4.00 / 65.00 = DL INT WALL= 42.92 + 10.00 x 97.50 x 4.00 / 65.00 = SHEAR= 0.0876 x (572.31 + 248.77 + 102.92) = TOTAL SEISMIC LOAD= 66.73 + 90.77 + 80.94 = REDISTRIB.: 761 .8 x 27.8 + 1036.1 x 18.2 + 924.0 x 8.0 = 47427 PLFxFT SHEAR ROOF= 238.44 x 761.76 x 27.8 / 47427 = SHEAR 2-FLR= 238.44 x 1036.14 x 18.2 / 47427 = SHEAR 1-FLR= 238.44 x 924.00 x 8.0 / 47427 = ROOF: 112.86 PLF WIND GOVERN 2-FLR: 1-FLR: ROOF DIAPHRAGM: 270.52 PLF WIND GOVERN 418.23 PLF WIND GOVERN V= 112.86PLF MAX SHEAR= 112.86 x 21 .00 I (2 x 39.50) = 30.00 PLF ALIGN USE: 15132" CDX RATED UNBLOCKED 32/16 wl8d COMMON NAILS AT 6" 6", 12" O.C. CHORD FORCE= 112.86 x 21 .00 2 / (8 x 39.50) = 157.50 LBS 123.09 PLF 82.06 PLF 167.08 PLF 492.23 PLF 251 .86 PLF 124.98 PLF 572.31 PLF 248.77 PLF 102.92 PLF 106.47 PLF 94.81 PLF 37.16 PLF SPLICE WI MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION/ 2-FLR DIAPHRAGM: V = 157.66 PLF ALIGN MAX SHEAR= 157.66 x 21.00/ (2 x 39.50) = 41.91 PLF USE: 23132" CDX RATED UNBLOCKED w/10d COMMON NAILS AT 6" 6", 12" O.C. CHORD FORCE= 157.66 x 21 .00 2 / (8 x 39.50) = 220.02 LBS SPLICE WI MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 1-FLR DIAPHRAGM: V = 147.72 PLF ALIGN MAX SHEAR= 147.72 x 21.00 / (2 x 39.50) = 39.27 PLF USE. 23/32" COX RATED UNBLOCKED w/10d COMMON NAILS AT6" 6", 12" O.C. CHORD FORCE= 147.72 x 21.00 2 / (8 x 39.50) = 206.15 LBS SPLICE WI MIN. (5/ 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION/ (1) Load from Diaphragm Only Job ·64139 Plan :803&5 66.73 PLF 90.77 PLF 80.94 PLF 238.44 PLF (106.47 PLF(1)) (1 18.02 PLF(1l) (105.25 PLF(1l) Version: 6 4 GO uv1s engineering consulting group, inc. SECTION 1 -DIRECTION T BLDG DIMENSION (FT): BASE HT= 0.5 HEIGHT = 29.8 B = 65.0 L = 43.5 SECTION DIMENSION (FT): BASE HT= 0.5 HEIGHT= 31 .5 WIDTH= 39.5 DEPTH= 65.0 PLATE HT.: 1-FLR = 8.0' 2-FLR = 9.0' 3-FLR = 8.5' FLR. DEPTH= 14" ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED= 110MPH WIND EXPOSURE= C COEFFICENTS: Kd=0.85, K.,= 1.00, G = 0.85, Geµ,= ±0.18, w = 1.00, qh= 25.82PSF INTERPOLATION: UB => YES, h/L => YES, 9 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 24 24.95 25.73 26.39 27.49 28.39 ROOF ELEMENT WDIR+ WDIR-OWDIR+ OWDIR-UDIR+ UDIR- Gable W=26.5' L=31.5' Windward 27.42 47.17 28.57 8.83 16702 8943 Gable W=26.5' L=31.5' Leeward 28.57 8.83 27.42 47.17 16702 8943 Over Hang W=28.5' L=2' 0 O O O 1001 1001 WIND LOAD: ROOF= 104.75 = 0.6 x 174.58 PLF (MAX.) UPLIFT AVE.= 8.04 PSF 2-FLR = 145.13 = 0.6 x 241 .88 PLF 1-FLR = 135.51 = 0.6 x 225.86 PLF MAX TOTAL = 385.39 PLF SEISMIC PARAMETERS: Ss= 1.15 S1= 0.44 Fa= 1.04 Fv= 1.56 Rx=6.50 SITE CLASS:D Sos=2FaS5/3 =0.797 So,=2F.S1/3 =0.458 Soc=D l,,=1 .00 k =1.00 V= SosX I x W / 1.4 x R= 0.0876W ROOF: DL ROOF= 20.00 x 1809.00 / 39.50 = 915.95 PLF DL EXT WALL= 15.00 x 53.00 x 4.25 / 39.50 = 85.54 PLF DL INT WALL= 10.00 x 238.50 x 4.25 / 39.50 = SHEAR= 0.0876 x (915.95 + 85.54 + 256.61) = 2-FLR: DL ROOF = 20.00 x 543.00 / 39.50 = DL FLOOR= 15.00 x 2133.00 I 39.50 = DL EXT WALL= 85.54 + 15.00 x 83.50 x 4.50 / 39.50 = DL INT WALL = 256.61 + 10.00 x 230.00 x 4.50 / 39.50 = SHEAR= 0.0876 x (274.94 + 810.00 + 228.23 + 518.64) = 1-FLR: DL FLOOR = 15.00 x 2480.00 / 39.50 = DL EXT WALL= 142.69 + 15.00 x 79.00 x 4.00 / 39.50 = DL INT WALL= 262.03 + 10.00 x 200.00 x 4.00 I 39.50 = SHEAR= 0.0876 x (941 .77 + 262.69 + 464.56) = TOTAL SEISMIC LOAD= 110.21 + 160.47 + 146.21 = REDISTRIB.: 1258.1 x 27.8 + 1831 .8 x 18.2 + 1669.0 x 8.0 = 81666 PLFxFT SHEAR ROOF= 416.88 x 1258.10 x 27.8 / 81666 = SHEAR 2-FLR= 416 88 x 1831.80 x 18.2 / 81666 = SHEAR 1-FLR= 416.88 x 1669.02 x 8.0 / 81666 = ROOF: 178.54 PLF SEISMIC GOVERN 2-FLR: 1-FLR: ROOF DIAPHRAGM: 348.72 PLF SEISMIC GOVERN 416.88 PLF SEISMIC GOVERN V = 178.54 PLF MAX SHEAR= 178.54 x 26.50 / (2 x 65.00) = 36.39 PLF ALIGN USE: 15132" COX RA TED UNBLOCKED 32116 w/8d COMMON NAILS AT 6", 6", 12" 0. C. CHORD FORCE= 178.54 x 26.50 2 / (8 x 65.00) = 241 .11 LBS 256.61 PLF 274.94 PLF 810.00 PLF 228.23 PLF 518.64 PLF 941.77 PLF 262.69 PLF 464.56 PLF 178.54 PLF 170.18 PLF 68.16 PLF SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION} 2-FLR DIAPHRAGM: V = 208.65 PLF ALIGN MAX SHEAR= 208.65 x 27.00 / (2 x 65.00) = 43.34 PLF USE: 23132" CDX RA TED UNBLOCKED w/1 0d COMMON NAILS AT 6". 6". 12" 0 . C. CHORD FORCE= 208.65 x 27.00 2 / (8 x 65.00) = 292.51 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) 1-FLR DIAPHRAGM: V = 190.11 PLF ALIGN MAX SHEAR= 190.11 x 20.50 / (2 x 65.00) = 29.98 PLF USE: 23/32" COX RA TED UNBLOCKED w/1 0d COMMON NAILS AT 6" 6" 12" 0. C. CHORD FORCE= 190.11 x 20.50 2 / (8 x 65.00) = 153.64 LBS SPLICE WIMIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" O.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Job :64139 Plan :BD3&5 110.21 PLF 160.47 PLF 146.21 PLF 416.88 PLF (178.54 PLFPJ) (208.65 PLF('l) (190.11 PLF<1l) Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_ROOF 26.50ft Wind: 1388 Seismic: 2366 Wind.· 1388(LB) Seismic: 2565(LB) = 2366 + 200 3. 00 0. 50. 00 0f!j(J0 6. 00 1.75 • Strap (E) 0.001~1 ~19.75 6.00 Drag Force Analysis 0 lli50.00 0.50.00 A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLA 3rd Floor ON GRID A Exterior Direction: T Location:(0.00,0.00) Total Length= 62.25 ft Total panel Length= 19.00ft (Net Length= 19.00ft) Shear Diaphragm = 2565 / 62.25 = 41 plf .50 6.00 Use (7 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2565 / 19.00 = 135 plf (Flexible) Max. Drag= 609 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.689" $ 0.020 x 102.00 = 2.040 " Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15 x 8.50' Overturn Analysis Uplift(T) Down(C) Panel @ b = 6.25 h = 8.50 Left Side: T = 964 LB C = 1258 LB Right Side: T = 964 LB C = 1258 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 6.50 h = 8.50 Left Side: T = 956 LB Right Side: T = 956 LB C= 1257 LB C = 1257 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel © b = 6.25 h = 8.50 Left Side: T = 964 LB Right Side: T = 964 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 1258 LB C= 1258 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Job :64139 Plan :803&5 0 lli50.00 0.50.00 (p = 1.0) 8.50 Version: 6.4 Go uv1s engineering consulting group, inc. I 1T_2_FL 27.00ft Wind: 1959 Seismic: 2297 60% lateral Load from SW A (W=1388LB, E=2565LB) Wind: 2792(LB) = 1959 + 833 Seismic: 4172(LB) = 2297 + 215 + 1659 7.00 • Strap (E) r-71 ~ Blocked panel use TYPE 2 724 10.25 3.00 Job :64139 Plan :B03&5 3. 75 2.75 .5l!50 3.00 0 50 7.00 9.00 o.oo I ~t ~ 13.00 16.27 20.02 ~ 20.27 ce::::::::::::; A A I 60. 52 37.52 40.5~~60.52 A: Simpson ST22 (1192LB) WALLA 2nd Floor Drag Force Analysis ALT (10) #16 sinker per top plate splice Design Analysis ON GRID A Exterior Direction: T Location:(0.00,0.00) Total Length= 60.52 ft Total panel Length= 19.25ft (Net Length= 15.43ft) Shear Diaphragm= 4172 I 60.52 = 69 plf 40.52 Use (12 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 4172 / 15.43 = 270 plf (Flexible) Max. Drag= 724 lbs Max panel deflection: l1M = (4.0/1.00) x l1s x 1.4 = 1.142" s 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00 pl/= 15 X 9.00' Overturn Analysis Uplift(T) Panel @ b = 2.50 Down(C) h = 9.00 Left Side: Right Side: T = 1698 LB T = 1698 LB C = 1924 LB C = 1924 LB Blocked with Header CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel ® b = 3.75 h = 9.00 Left Side: T = 1970 LB C = 2269 LB (2)CS16/(2)2x4 Right Side: T = 1970 LB C = 2269 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel @ b = 3.75 h = 9.00 Left Side: Right Side: T = 1970 LB T = 1970 LB Plywood shear wall to be nailed to all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2269 LB C = 2269 LB (2)CS16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends -724 (p=1.0) Version: 6.4 GO uv1s engineering consulting group, inc. WALL A 2nd Floor ON GRID A Overturn Analysis Uplift(T) Oown(C) Panel ® b = 3.00 h = 9.00 Left Side: T = 1556 LB C = 1786 LB Right Side: T = 1556 LB C = 1786 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 3.75 h = 9.00 Left Side: T = 1970 LB C = 2269 LB (2)CS16/(2)2x4 Right Side: T = 1970 LB C = 2269 LB (2)CS16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Panel ® b = 2.50 h = 9.00 Left Side: Right Side: T = 2242 LB T = 2242 LB Plywood shear wall lo be nailed 10 all studs receiving holdowns Reduce shear capacity per Section SDPWS 4.3.4.2 C = 2557 LB C = 2557 LB Blocked with Header (2)CS 16/(2)2x4 (2)CS 16/(2)2x4 Use (2)CS16/(2)2x4 on both ends Job :64139 Plan :8D3&5 Version: 6 4 GO uv1s engineering consulting group, inc. I 1T_1_FL 19.50ft Wind: 1321 Seismic: 665 from SW A (W=2792LB, E=4172LB) from 0.00ft to 60.52ft (100%) Wind: 4113(LB) = 1321 + 2792 Seismic: 5299(LB) = 665 + 247 + 4387 700 500 5.00 1.25 3.00 2.50 O:fiQ/D50.00 0fiQ/D.1.'11111)() O.!iJWO • Strap (E) Post/stud required to transfer load from ABV. 1433 Job ·64139 Plan :BD3&5 7.00 5.00 5.00 I r 000 1-I -rz::::::t::::::--------+------t¥:s,A-+l--~F----------+--B-+-----..... ~----1~~~--+-----A-~~--t1 62.25 10.00 15.25 31.67 34.50 42.50 45.75~ 16.50 42.75 Drag Force Analysis A: Simpson ST22 (1 192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLA 1st Floor ON GRID A Exterior Direction: T Location:(0.00,0.00) Total Length= 62.25 ft Total panel Length= 18.50ft (Net Length= 18.50ft) Shear Diaphragm = 5299 / 62.25 = 85 plf Use (1 4 A35) or (10 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5299 / 18.50 = 286 plf (Flexible) Max. Drag= 1433 lbs Max panel deflection: ti.M = (4.0/1 .00) x ti.s x 1.4 = 1.915" s 0.020 x 96.00 = 1.920" Use TYPE 2 Design Report: Loads: Wall 120.00plf = 15x8.00' Overturn Analysis Panel @ Left Side: Uplift(T) b = 5.25 Down(C) h = 8.00 Right Side: T = 2938 LB T = 2994 LB C = 3387 LB C = 3387 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends wl (2) 518" x 12" Anchor Bolt (@ 48" 0 . C. max) Panel @ b = 8.00 h = 8.00 Left Side: Right Side: T = 2629 LB T = 2603 LB C = 3092 LB C = 3092 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) (p = 1.0) Version. 6.4 GO uv1s engineering consulting group, inc. WALL A 1st Floor ON GRID A Overturn Analysis Uplift(T) Panel © b = 5.25 Down(C) h = 8.00 Left Side: Right Side: T = 3211 LB T = 3186 LB C = 3626 LB C = 3626 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends w/ (2) 5/8" x 12" Anchor Bolt (@ 48" 0 . C. max) Job :64139 Plan :8D3&5 Version-6.4 GO uv1s engineering consulting group, inc. I 1T_2_FL 41 ,75ft Wind: 3030 Seismic: 3553 40% lateral Load from SW A (W=1388LB, E=2565LB) 50% lateral Load from SW C (W= 1388LB, E=2650LB) Wind: 4279(LB) = 3030 + 1249 Seismic: 6359(LB) = 3553 + 234 + 2573 ® 8.00 4,25 16,75 • Strap (E) o.oo 1 ~ 8,00 1 Drag Force Analysis ® 4.25 8.00 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice WALLB 2nd Floor Design Analysis ON GRID B Exterior Direction: T Location:(0.00,27.50) Total Length= 61.75 ft Total panel Length= 24.00ft (Net Length= 24.00ft) Shear Diaphragm= 6359 / 61 .75 = 103 pit 8.25 Use (15 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 6359 / 24.00 = 265 pit (Flexible) Max. Drag= 1305 lbs Max panel deflection: 6M = (4.011 .00) x 6s x 1.4 = 0.879" ~ 0.020 x 108.00 = 2.160" Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 9.00 Left Side: T = 2156 LB C = 2555 LB (2)CS161(2)2x4 Right Side: T = 2156 LB C = 2555 LB (2)CS16/(2)2x4 Use (2)CS16I(2)2x4 on both ends Panel @ b = 8.00 h = 9.00 Left Side: T = 2156 LB C = 2555 LB (2)CS161(2)2x4 Right Side: T = 2156 LB C = 2555 LB (2)CS16/(2)2x4 Use (2)CS16I(2)2x4 on both ends Panel @ b = 8.00 h = 9.00 Left Side: Right Side: T= 2156 LB T= 2156 LB Plywood shear wall to be nailed to all studs receiving holdowns C = 2555 LB (2)CS161(2)2x4 C = 2555 LB (2)CS161(2)2x4 Use (2)CS16I(2)2x4 on both ends 4.25 (p = 1.0) Job :64139 Plan :BD3&5 Version· 64 9.00 Go uv1s engineering consulting group, inc. I 1T_1_FL 39.75ft Wind: 2693 Seismic: 1355 60% lateral Load from SW B (W=4279LB, E=6359LB) Wind: 5261(LB) = 2693 + 2567 Seismic: 5525(LB) = 1355 + 214 + 3956 9.00 4 25 0.50 4.25 7.75 • Strap (E) 2.50 0.50 4.25 9.00 Job :64139 Plan :8D3&5 2.75 8.00 o.oo I ~ I ~ ~2100 33.00 cL5i1 r::::::r=.---,;:--I B~~ 164.00 39.00 42.00 -1324 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLB 1st Floor ON GRID B Exterior Direction: T Location:(0.00, 19.25) Total Length= 64.00 ft Total panel Length= 18.00ft (Net Length= 18.00ft) Shear Diaphragm = 5525 / 64.00 = 86 plf Use (15 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 5525 / 18.00 = 307 plf (Flexible) Max. Drag= 1324 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.361" s 0.020 x 96.00 = 1.920" Use TYPE 3 • Design Report: Loads: Wall 120.00 plf= 15 X 8.00' Overturn Analysis Uplift(T) Down(C) Panel @ b = 6.00 h = 8.00 Left Side: T = 2337 LB C = 2665 LB Right Side: T = 2337 LB C = 2665 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends wl (2) 518" x 12" Anchor Bolt (@ 56" 0 . C. max) Panel @ b = 6.00 h = 8.00 Left Side: Right Side: T = 2337 LB T = 2337 LB C = 2665 LB C = 2665 LB STHD10/4x4 STHD10/4x4 Use STHD1014x4 on both ends wl (2) 518" x 12" Anchor Bolt (@ 56" 0. C. max) Panel @ b = 6.00 h = 8.00 Left Side: Right Side: • User refered T = 2337 LB T = 2337 LB C = 2665 LB C = 2665 LB STHD10/4x4 STHD10/4x4 Use STHD10/4x4 on both ends w/ (2) 518" x 12" Anchor Bolt (@ 56" 0 . C. max) 56.488.00 {p=1.0) Version: 6 4 GO uv1s engineering consulting group, inc. I 1T_ROOF 26.50ft Wind: 1388(LB) Seismic: 2650(LB) = 2366 + 284 Wind: 1388 Seismic: 2366 1.0~.501.75 1.5 1.500. 75 5.00 1.50 2.50 1.50 4. 75 • Strap (E) 1.(Ja/5 1.501.75 1.500.715501.50 4.75 1.0~.5 431 431 Job :64139 Plan :B03&5 1.501.75 1.501.00 8. 0.00 1-I .. r::::f:::::::+>=. ..... .....,--.11!"'~--+-----A--...... -◄~=--------+-...... """""~-+----A -~1 ...... ~=------+----~~-+---A"""'!!!l-tl 61.50 5.75 ~5 30.50 ~40.75 51.00 ~ -431 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALLC 3rd Floor ON GRID C Exterior Direction: T Location:(-0.29,35.38) Total Length= 61.50 ft Total panel Length= 14.25ft (Net Length= 14.25ft) Shear Diaphragm = 2650 / 61 .50 = 43 plf Use (9 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2650 / 14.25 = 186 plf (Flexible) Max. Drag= 431 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 1.053" :S 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x8.50' Overturn Analysis Uplift(T) Panel @ b = 4.75 Down(C) h = 8.50 Left Side: T = 1453 LB C = 1711 LB C= 1711 LB Right Side: T = 1453 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 4.75 h = 8.50 Left Side: Right Side: T = 1453 LB T = 1453 LB C = 1711 LB C= 1711LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Panel @ b = 4.75 h = 8.50 Left Side: Right Side: T = 1453 LB T = 1453 LB Plywood shear wall to be nailed to all studs receiving holdowns C= 1711 LB C = 1711 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends (p = 1.0) Version· 6.4 GO uv1s engineering consulting group, inc. I 1T_2_FL 14.50ft Wind: 1052 Seismic: 1234 50% lateral Load from SW C (W=1388LB, E=2650LB) Wind: 1746(LB) = 1052 + 694 Seismic: 3003(LB) = 1234 + 302 + 1467 4 50 3.00 4.25 3.25 2.00 3.00 3.00 2.00 3 25 • Strap (E) l'v'I ~ Blocked panel use TYPE 3 4.50 300 4.25 4.50 Job .64139 Plan ·BO3&5 3.00 4.50 9.00 o.oo I ~ I ~ I ~ I so.25 11.75 20.0~40.oOM 20.00 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice WALLC 2nd Floor Design Analysis ON GRID C Exterior Direction: T Location:(-0.29,35.38) Total Length= 60.25 ft Total panel Length= 18.75ft (Net Length= 18.75ft) Shear Diaphragm = 3003 / 60.25 = 50 plf Use (9 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 455 plf (At blocked opening A & B) Max. Drag = 598 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.442" s 0.020 x 108.00 = 2.160" (At Opening) Use TYPE 3 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Panel @ b = 3.25 Down(C) h = 9.00 Left Side: T = 862 LB Right Side: T= 0 LB C= 1092 LB C= 0 LB CS16/2x4 NO_UPLIFT Use CS16I2x4 @ L. Panel @ b = 3.00 Blocked I Force at Edge of opening is 455 LB h = 9.00 Left Side: T = 0 LB Right Side: T = 862 LB Panel © b = 3.00 h = 9.00 Left Side: T = 862 LB Right Side: T = 0 LB Plywood shear wall lo be nailed to all studs receiving holdowns C = 0 LB C = 1092 LB NO_UPLIFT CS16/2x4 Use CS16I2x4 @ R. C= 1092 LB CS16/2x4 C = 0 LB NO_UPLIFT Use CS16/2x4 @ L. -598 (p = 1.0) Version: 6 4 GO uv1s engineering consulting group, inc. WALLC 2nd Floor Overturn Analysis Uplift(T) ON GRIDC Down(C) Panel @ b = 3.25 Blocked! Force at Edge of opening is 455 LB h = 9.00 Left Side: T = 0 LB Right Side: T = 862 LB Panel @ b = 3.00 h = 9.00 862 LB Left Side: Right Side: T = T= 0 LB C = 0 LB NO_UPLIFT C = 1092 LB CS16/2x4 Use CS16/2x4 @ R. C = 1092 LB C = 0 LB Use CS 16/2x4 CS16/2x4 NO_UPLIFT @ L. Panel ® b = 3.25 Blocked! Force at Edge of opening is 455 LB h = 9.00 Left Side: T = 0 LB C = 0 LB NO_UPLIFT Right Side: T = 862 LB C = 1092 LB CS16/2x4 Use CS16/2x4 @ R. Plywood shear wall to be nailed to all studs receiving holdowns Job :64139 Plan :8D3&5 Version: 6.4 GO uv1s engineering consulting group, inc. I 1T_1_FL 20.50ft Wind: 1389 Seismic: 699 40% lateral Load from SW B (W=4279LB, E=6359LB) from SW C (W= 17 46LB, E=3003LB) from 0. 00ft to 60. 25ft (100%) Wind: 4847(LB) = 1389 + 3458 Seismic: 6735(LB) = 699 + 94 + 5942 4.50 3.00 4.25 3.25 2.00 3.00 3.00 2 00 3.25 ~ I ID 0.71550 16.00 2.00 1 0~.500.25 I ! PosUstud required to transfer load from ABV. -1998 -1998 Drag Force Analysis 4.50 3.00 1600 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLC 1st Floor ON GRID C Exterior Direction: T Location:(-0.29,35.38) Total Length = 61 .50 ft Total panel Length = 4.50ft (Net Length= 4.50ft) Shear Diaphragm = 6735 / 61.50 = 110 plf 4.25 3.00 2.00 I lfl 2.25 0.tiCS00.25 -1998 Design Wall Shears= 6735 / 4.50 = 1497 plf (Flexible) Max. Drag= 1998 lbs Use (3) SIMPSON STEEL STRONG WALL (SSW18x7 -1" DIA.) For Grade Beam of Each Panel, Add (2)#5 Top & Bottom, 4' past Panel Each End. 3.25 4.50 16.00 (p = 1.0) Job :64139 Plan :8D3&5 3.00 4 50 D 2.00 Version: 6.4 9 00 100 61.50 Go uv1s engineering consulting group, inc. I 1L_ROOF 21 00ft Wind: 11 BS(LB) Seismic: 1245(LB) = 1118 + 127 1.252.00 • Strap (E) 181 Dragpoint Wind: 1185 Seismic: 1118 900 196 8.00 8.50 . 71,.00 1.25 o.oo I 676 14.25 ~ 126.25 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 3rd Floor ON GRID 1 Exterior Direction: L Location:(0.00,35.25) Total Length = 26.25 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1245 / 26.25 = 47 plf Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1245 / 8.00 = 156 plf (Flexible) Max. Drag= 676 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0. 739" s 0.020 x 102.00 = 2.040 " Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15x8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: T = 1083 LB C = 1430 LB C = 1430 LB Right Side: T = 1083 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving ho/downs (p = 1.0) Job :64139 Plan :BD3&5 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_2_FL 21 .00ft Wind: 1655 Seismic: 996 from SW 1 (W=1185LB, E=1245LB) from 6.00ft to 46.00ft (100%) Wind: 2840(LB) = 1655 + 1185 Seismic: 2565(LB) = 996 + 198 + 1372 1.252.00 9.00 o.smo 6.75 2.00 5.00 • Strap (E) PosUstud required to transfer load from ABV. 196 8.50 6 50 1394 3.00 0.50 Job :64139 Plan :BD3&5 9 00 0.00 1--;;;;;;;;;;;;::;::::A!:::====;1 fB ~;;::::::::.~~+-'.L====A~~~--ll 41.25 ff31 ~ ~ A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 1 2nd Floor ON GRID 1 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(0.00,41.50) Total Length= 41.25 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2840 I 41.25 = 69 plf Use (7 A35) or (5 LSS0) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 2840 / 8.00 = 355 plf (Flexible) Max. Drag= 1394 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.092" s 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) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: T = 3885 LB C = 4691 LB (2)CS14/(2)2x4 Right Side: T = 3885 LB C = 4691 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p=1.0) Version: 6.4 I Go uv1s engineering consulting group, inc. 1L_1_FL 21.00ft Wind: 1551 Seismic: 390 from SW 1 (W=2840LB, E=2565LB) from -2.00ft to 43.00ft (100%) Wind: 4392(LB) = 1551 + 2840 Seismic: 3312(LB) = 390 + 159 + 2763 0.!l!JOO 6.75 2 00 5.00 ® 4.00 8.00 0 10 8.00 I I I I I I . T Hold down PosVstud required to transfer load from ABV. ® 8.00 3.00 6.50 5.50 3.50 5 75 Job :64139 Plan :B03&5 L l 3.00 0.50 - 8.00 o.sro.oo 0. 50 o.oo I-I _.._;;;;;;;;;;:=:::::=~1ot16~s8~P1.s~o?:;;... .. ~,:::::::::~20~s~o===8==~2at1§;0====~A~~--~I 39 25 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL 1 1st Floor ON GRID 1 -2098 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(0.00,39.50) Total Length= 39.25 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4392 / 39.25 = 112 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4454 / 8.00 = 557 plf (Vertical) Max. Drag = 2098 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 1.4 = 0.941 " s 0.020 x 96.00 = 1.920 " Use TYPE 4 Design Report: Loads: Wall 120.00 p/f = 15 X 8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 5456 LB C = 5941 LB HOU8/4x4(I) w/ DBL BLK'G T = 473 LB C = 1318 LB HDU8/4x4 (*) (I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0. C. max) (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_ROOF 21.00ft Wind: 1185(LB) Seismic: 1255(LB) = 1118 + 137 • Strap (E) o.oo I Wind: 1185 Seismic: 1118 16.50 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL2 3rd Floor ON GRID 2 Exterior Direction: L Location:(20.29,34.00) Total Length = 24.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1255 / 24.50 = 51 plf ® 8.00 Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1255 / 8.00 = 157 pit (Flexible) Max. Drag= 845 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1 .4 = 0.745" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: Wall 127.50plf= 15 x 8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: Right Side: T = 1094 LB T = 1094 LB C = 1441 LB C = 1441 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns 8.50 (p = 1.0) Job :64139 Plan :B03&5 Version. 6.4 Go uv1s engineering consulting group, inc. I 1L_2_FL 21.00ft Wind: 1655 Seismic: 996 from SW 2 (W=1185LB, E=1255LB) from 0.00ft to 24.50ft (100%) Wind: 2840(LB) = 1655 + 1185 Seismic: 2601(LB) = 996 + 214 + 1392 16.50 16.50 • Strap (E) Post/stud required to transfer load from ABV. 8.00 181 Dragpoint I r 9.00 11.75 0 00 1'-I -~------------t-B't- 1 _ 29 _ 3 _ _..~~~--t-----A-~~~, 36.25 15ml.50 ~ Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL2 2nd Floor ON GRID 2 Exterior Direction: L Location:(20.29,39.25) Total Length= 36.25 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2840 / 36.25 = 78 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2840 / 8.00 = 355 plf (Flexible) Max. Drag= 1293 lbs Max panel deflection: .ll.M = (4.0/1.00) x .ll.s x 1.4 = 1.109" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 135.00plf= 15x9.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: Right Side: T = 3885 LB T = 3885 LB C = 4691 LB C = 4691 LB (2)CS 14/(2)2x4 (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Job :64139 Plan :B03&5 Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_ 1_FL 21.00ft Wind: 1551 Seismic: 390 from SW 2 (W=2840LB, E=2601LB) from 0.00ft to 36.25ft (100%) Wind: 4392(LB) = 1551 + 2840 Seismic: 3414(LB) = 390 + 208 + 2816 16 50 8 50 3.59 T Hold down Post/stud required to transfer load from ABV. -882 ® 8.00 11.75 19.41 i 1"' Job :64139 Plan :BO3&5 8.00 o.oo ~I --~:::;;::~;~»~~,::::::::::t~~c~~I ===B==Jtl ~===~A==~---II 39.so a.so <:::::::::~o 20~31 2a ZB -2557 Drag Force Analysis A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) C: Simpson ST6236 (3230LB) ALT (10) #16 sinker per top plate splice ALT (16) #1 6 sinker per top plate splice ALT (22) #16 sinker per top plate splice Design Analysis WALL2 1st Floor ON GRID 2 Exterior Direction: L Location:(20.58,39.67) Total Length= 39.50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4392 I 39.50 = 111 plf Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4392 I 8.00 = 549 plf (Flexible) Max. Drag = 2557 lbs Max panel deflection: llM = (4.0/1 .00) x lls x 1.4 = 1.019" :s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Wall 12000plf= 15 x 8.00' Overturn Analysis Uplift(T) Down(C) Panel 0 b = 8.00 h = 8.00 Left Side: T = 4320 LB C = 4641 LB Right Side: T = 4320 LB C = 4641 LB HTT5/4x4(I) w/ DBL BLK'G HTT5/4x4 (*) (I) w/ DBL BLK'G Use HTT5/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0 . C. max) Provide HTT5/4x4 @ 16.50ft for Tension (3885 lbs) from above Provide HTT5/4x4@ 24.50ft for Tension (3885 lbs) from above • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel (p = 1.0) Version· 6 4 GO uv1s engineering consulting group, inc. I 1L_ROOF 21.00ft Wind: 1185(LB) (Uplift on Roof= 9. 36psf) Seismic: 1266(LB) = 1118 + 148 • Strap (E) 9.00 Wind: 1185 Seismic: 1118 ® 800 8 50 9.50 0.00 1 ~ ~ 126.50 9.00 ~ -454 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #1 6 sinker per top plate splice Design Analysis WALL 3 3rd Floor ON GRID 3 Exterior Direction: L Location:(41 .33,35.38) Total Length = 26.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1266 / 26.50 = 48 pit Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1266 / 8.00 = 158 pit (Flexible) Max. Drag= 454 lbs Max panel deflection: tiM = (4.0/1.00) x tis x 1.4 = 0.745" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: Loads: 127.50plf= 15x 8.50' Wall ROOF_P 65 PLF = 6.50'/2 x 20.00 from 0.00' to 26.50' Overturn Analysis Uplift(T) Down(C) Panel @ b = 8.00 h = 8.50 Left Side: T = 979 LB Right Side: T = 979 LB C = 1533 LB C = 1533 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Job :64139 Plan :8D3&5 Version· 6 4 GO uv1s engineering consulting group, inc. I 1L 2 FL 21.00ft Wind: 1655 Seismic: 996 from SW 3 (W=1185LB, E=1266LB) from 5.29ft to 31.79ft (100%) Wind: 2840(LB) = 1655 + 1185 Seismic: 2649(LB) = 996 + 239 + 1414 / 9.00 8.00 14.29 8.00 • Strap (E) Post/stud required to transfer load from ABV. T t .. 9.50 18.21 Job :64139 Plan :8D3&5 9.00 0.001---r::::::::::::r:,.__ .... _______ ;:~~>;-.....ai•~,~~Bt~======A=:::~~~~i 40.50 14.29 ~29 ~Hl -1277 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALLJ 2nd Floor ON GRID 3 Exterior Direction: L Location:(41.33,40.67) Total Length = 40.50 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2840 / 40.50 = 70 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2840 / 8.00 = 355 plf (Flexible) Max. Drag= 1277 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 1.114" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: 135.00plf= 15x900' Wall FLOOR_P 128 PLF = 17.00'12 x 15.00 from O 00' to 40.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: T = 3539 LB C = 4904 LB (2)CS14/(2)2x4 Right Side: T = 3539 LB C = 4904 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_1_FL 21 00ft Wind: 1551 Seismic: 390 from SW 3 (W=2840LB, E=2649LB) from -1.00ft to 39.50ft (100%) Wind: 4392(LB) = 1551 + 2840 Seismic: 3486(LB) = 390 + 208 + 2888 ® 14.29 13.29 T Hold down Post/stud required to transfer load from ABV. A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) WALL3 1st Floor ON GRID 3 -2024 Drag Force Analysis ALT (10) #1 6 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis Exterior Direction: L Location:(41.33,39.67) Total Length= 39.50 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4392 I 39.50 = 111 plf 18.21 18.21 Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4392 I 8.00 = 549 plf (Flexible) Max. Drag = 2025 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0.963" s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Waif FLOOR_P 120.00 plf • 15 X 8.00' 15 PLF • 2.00'12 x 15.00 from 0.00' lo 39.50' Overturn Analysis Uplift(T) Down(C) Panel ® b = 8.00 h = 8.00 Left Side: T = 8032 LB C = 9502 LB HDQ8/(3)2x4(1) w/ DBL BLK'G Right Side: T = 8032 LB C = 9502 LB HDQ8/(3)2x4(1) w/ DBL BLK'G (I) Hold down Inside of panel (0) Hold down Outside of panel Use HDQ8/(3)2x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" 0 . C. max) For Grade Beam, Add (1 )#4 Top & Bottom, 4' Past Panel Each End (p = 1.0) Job :64139 Plan :BO3&5 I r 8.00 Version: 6.4 Go uv1s engineering consulting group, inc. I 1L_ROOF 21.00ft Wind: 1185(LB) Seismic: 1245(LB) = 1118 + 127 1.252.00 • Strap (E) Wind: 1185 Seismic: 1118 9.00 676 ® 8 50 8.00 .71!.00 1.25 0.00 1-I ,.r;;;;. ____ A------+----........ ~-i---A-~I 26.25 14.25 ¼s--- Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 4 3rd Floor ON GRID 4 Exterior Direction: L Location:(62.25,35.25) Total Length = 26.25 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm= 1245 / 26.25 = 47 plf Use (3 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 1245 / 8.00 = 156 plf (Flexible) Max. Drag= 676 lbs Max panel deflection: t.M = (4.0/1.00) x t.s x 1.4 = 0. 739" s 0.020 x 102.00 = 2.040" Use TYPE 1 Design Report: loads: Wall 127.50 pl/= 15 X 8.50' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.50 Left Side: Right Side: T = 1083 LB T = 1083 LB C = 1430 LB C = 1430 LB CS16/2x4 CS16/2x4 Use CS16/2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Job :64139 Plan :803&5 Version: 6 4 GO uv1s engineering consulting group, inc. I 1L_2_FL 21 .00ft Wind: 1655 Seismic: 996 from SW 4 (W=1185LB, E=1245LB) from 6.00ft to 46.00ft (100%) Wind: 2840(LB) = 1655 + 1185 Seismic: 2565(LB) = 996 + 198 + 1372 1.252.00 9.00 O.SCDO 6.75 2.00 500 • Strap (E) PosUstud required to transfer load from ABV. T 6.50 1394 3.00 0.50 Job :64139 Plan :BO3&5 9.00 o.oo 1--;;;;;;;;;;;;:;:::::::!A====~;I ~B ;;;>;:::::::::::...~~+-~====A::::=~~I 41.25 17.31 20.25 ~5 A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) Drag Force Analysis ALT (10) #1 6 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL4 2nd Floor ON GRID 4 Exterior Direction: L Location:(62.25,41.50) Total Length = 41 .25 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 2840 / 41.25 = 69 plf Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears= 2840 / 8.00 = 355 plf (Flexible) Max. Drag= 1394 lbs Max panel deflection: 6M = (4.0/1 .00) x 6s x 1.4 = 1.092" s 0.020 x 108.00 = 2.160 " Use TYPE 2 Design Report: Loads: Wall 13500plf= 15x9.00" Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 9.00 Left Side: T = 3885 LB C = 4691 LB (2)CS14/(2)2x4 Right Side: T = 3885 LB C = 4691 LB (2)CS14/(2)2x4 Use (2)CS14/(2)2x4 on both ends Plywood shear wall to be nailed to all studs receiving holdowns (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. I 1L_1_FL 21.00ft Wind: 1551 Seismic: 390 from SW 4 (W=2840LB, E=2565LB) from -2.00ft to 58.00ft (100%) Wind: 4392(LB) = 1551 + 2840 Seismic: 3312(LB) = 390 + 159 + 2763 0.5D00 6.75 2.00 4.00 8.00 0. 0 800 T Hold down Post/stud required to transfer load from ABV. 8.00 3.00 6.50 5.50 3.50 5.75 Job :64139 Plan :BD3&5 T 9.00 I 1 3.00 0.50 800 0.503.00 0.50 o.oo ~I _._;;;;;;;!;:;:::=~I ~s:;:>;?~~::::::::::~t~===B ==~t;;;::===~A~~--II 39 25 . 10.65 12.50 ~~ 28 6Q A: Simpson ST22 (1192LB) B: Simpson ST6224 (2134LB) -2098 Drag Force Analysis ALT (10) #16 sinker per top plate splice ALT (16) #16 sinker per top plate splice Design Analysis WALL4 1st Floor ON GRID 4 Exterior Direction: L Location:(62.25,39.50) Total Length= 39.25 ft Total panel Length= 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 4392 I 39.25 = 112 plf Use (1 1 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 4454 I 8.00 = 557 plf (Vertical) Max. Drag = 2098 lbs Max panel deflection: t.M = (4.0/1 .00) x t.s x 14 = 0.941" s 0.020 x 96.00 = 1.920" Use TYPE 4 Design Report: Loads: Waif 120.00 plf: 15 X 8.00' Overturn Analysis Uplift(T) Panel @ b = 8.00 Down(C) h = 8.00 Left Side: Right Side: • User refered (I) Hold down Inside of panel (0) Hold down Outside of panel T = 5456 LB C = 5941 LB HDU8/4x4(1) w/ DBL BLK'G T = 473 LB C = 1318 LB HDU8/4x4 (') (I) w/ DBL BLK'G Use HDU8/4x4 (I) on both ends wl (3) 518" x 12" Anchor Bolt (@ 40" O.C. max) (p = 1.0) Version: 6.4 GO uv1s engineering consulting group, inc. Footing/Pad: F1 FOOTING@ LEFT OF ELEVATION Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing WALL_E ROOF_P FLOOR_P FLOOR_P 563 PLF = 150 x 1.50' x 2.50' 10935 PLF = 27.00' x 15.00 1620 PLF = 9.00' x (20.00+20.00)/2 11000 PLF = 20.00' x (15.00+40.00)/2 282 PLF = 3.20' x (15.00+40.00)/2 Total Weight(W101a1 ) = 1786 PLF Footing Width(B,) Required: 14.28" = (W10,a1 / SB) = 1786/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @T & B (U.N.O.) Footing/Pad: P1 @ RIGHT OF BEAM #1.8 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" ~ Weight of footing Weight of Pad WALL_E 563 PLF = 150 X 1.50' X 2.50' 2700 LB= 150 X 3.00' X 3.00' X 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 1.8 (8258 LB) Total Weight(Wtota1 ) = 698 PLF Total Point Load(Protal ) = 10958 LB Footing Width(Br) Required: 5.58" = (W,01a1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W101a1 x S)/12 = 8215 LB Required Pad Area= P101a1 /SB= 10958 / 1500 = 7.31' USE 3"--0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Footing/Pad: P2 @RIGHT OF BEAM #1.10 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" ~ Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 2700 LB= 150 x 3.00' x 3.00' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 1.10 (9973 LB) Total Weight(Wtota1 ) = 698 PLF Total Point Load(Protal ) = 12673 LB Footing Width(B,) Required: 5.58" = (Wtotal I SB) = 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(P Allow ) = Pcap -(W1ota1 x S)/12 = 8215 LB Required Pad Area = P101a1 /SB = 12673 / 1500 = 8.45' USE 3'-0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Job :64139 Plan :UNIT Version: 6.4 GO uv1s engineering consulting group, inc. Footing/Pad: P3 @ LEFT OF BEAM #1 .10 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" ~ Weight of footing WALL_E 563 PLF = 150 x 1.50' x 2.50' 1215 PLF = 9.00' x 15.00 Point from Support 1 of Beam 1.10 (8018 LB) Total Weight(W101a1 ) = 698 PLF Total Point Load(Protal ) = 8018 LB Footing Width(Br) Required: 5.58" = (W101a1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W101a1 x S)/12 = 8215 LB No Pad is need! Footing/Pad: P4 @ RIGHT OF BEAM #1 .12 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" ~ Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 3675 LB= 150 x 3.50' x 3.50' x 2.00' 1215 PLF = 9.00' x 15.00 Pointfrom Support 2 of Beam 1.12 (13377LB) Total Weight(Wtota1 ) = 698 PLF Total Point Load(Prota1 ) = 17052 LB Footing Width(Br) Required: 5.58" = (W101a1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W1o1a1 x S)/12 = 8215 LB Required Pad Area = P,01., /SB = 17052 I 1500 = 11 .37' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Footing/Pad: PS @ LEFT OF BEAM #1 .1 3 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" ~ Weight offooting 563 PLF = 150 x 1.50' x 2.50' Weight of Pad 2700 LB= 150 x 3.00' x 3.00' x 2.00' WALL_E 1215 PLF = 9.00' x 15.00 Point from Support 1 of Beam 1. 13 (9979 LB) Total Weight(W,0101 ) = 698 PLF Total Point Load(Protal ) = 12679 LB Footing Width(Br) Required: 5.58" = (W101a1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(P Allow ) = Pcap -(W101a1 x S)/12 = 8215 LB Required Pad Area = P101a1 /SB = 12679 / 1500 = 8.45' USE 3'-0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Job :64139 Plan :UNIT Version· 6.4 Go uv1s engineering consulting group, inc. Footing/Pad: P6 @ RIGHT OF BEAM #1.13 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 2700 LB= 150 x 3.00' x 3.00' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 1.13 (9578 LB) Total Weight(W101a1 ) = 698 PLF Total Point Load(PTotal ) = 12278 LB Footing Width(B,) Required: 5.58" = (W10Ia1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W101a1 x S)/12 = 8215 LB Required Pad Area = PI0IaI /SB = 12278 / 1500 = 8.19' USE 3"-0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Footing/Pad: P7 @ LEFT OF BEAM #1.18 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight offooting 563 PLF = 150 x 1.50' x 2.50' Weight of Pad 2700 LB = 150 x 3 00' x 3. 00' x 2. 00' WALL_E 1215 PLF = 9.00' x 15.00 Point from Support 1 of Beam 1.18 (9322 LB) Total Weight(W1o1a1 ) = 698 PLF Total Point Load(Protai ) = 12022 LB Footing Width(B1) Required: 5.58" = (W101a1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(P Allow ) = Pcap -(W101a1 X S)/12 = 8215 LB Required Pad Area= P101a1 /SB = 12022 / 1500 = 8.01' USE 3'-0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Footing/Pad: PS @ LEFT OF BEAM #2.11 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight offooting 563 PLF = 150 x 1. 50' x 2. 50' WALL_E 1215 PLF = 9.00' x 15.00 Point from Support 1 of Beam 2. 11 (2536 LB) Total Weight(WI0IaI ) = 698 PLF Total Point Load(PTota1 ) = 2536 LB Footing Width(B,) Required: 5.58" = (W101aI /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(WI0IaI x S)/12 = 8215 LB No Pad is need! Job :64139 Plan :UNIT Version: 6.4 Go uv1s engineering consulting group, inc. Footing/Pad: pg @ RIGHT OF BEAM #2.11 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight offooting WALL_E 563 PLF = 150 x 1.50' x 2.50' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 2. 11 (5734 LB) Total Weight(WI0Ia1 ) = 698 PLF Total Point Load(Protai ) = 5734 LB Footing Width(Br) Required: 5.58" = (W101a1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(P cap ) = (SB x S x Width)/144 = 11906 LB A llowable Point Load on Footing(PAnow ) = Pcap -(WI0Ia1 x S)/12 = 8215 LB No Pad is need! Footing/Pad: P10 @ LEFT OF BEAM #2.15 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" bQill_;_ Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 3675 LB= 150 x 3.50' x 3.50' x 2.00' 1215 PLF = 9.00' x 15.00 Pointfrom Support 1 of Beam 2.16 (11983 LB) Total Weight(WI0I81 ) = 698 PLF Total Point Load(Protal ) = 15658 LB Footing Width(Br) Required: 5.58" = (W101a1 I SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(P Allow ) = Pcap -(WI0Ia1 x S)/12 = 8215 LB Required Pad A rea= PI0Ia1 /SB= 15658 / 1500 = 10.44' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Footing/Pad: P11 @ RIGHT OF BEAM #2.16 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight offooting WALL_E 563 PLF = 150 X 1.50' x 2.50' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 2.15 (4199 LB) Total Weight(WI0Ia1 ) = 698 PLF Total Point Load(Prota1 ) = 4199 LB Footing Width(B1) Required: 5.58" = (W101a1 I SB) = 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(P cap ) = (SB x S x Width )/144 = 11906 LB Allowable Point Load on Footing(PAnow ) = Pcap -(WI0Ia1 x S)/12 = 8215 LB No Pad is need! Job :64139 Plan :UNIT Version: 6 4 GO uv1s engineering consulting group, inc. Footing/Pad: P12 @ LEFT OF BEAM #2.17 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight offooting Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 3675 LB= 150 x 3.50' x 3.50' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 1 of Beam 2. 17 (11666 LB) Total Weight(W,01a1 ) = 698 PLF Total Point Load(PTotai ) = 15341 LB Footing Width(Br) Required: 5.58" = (Wtota1 / SB) = 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PAnow ) = Pcap -(W1ota1 x S)/12 = 8215 LB Required Pad Area = P101a1 /SB = 15341 / 1500 = 10.23' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Footing/Pad: P13 @RIGHT OF BEAM #2.17 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 3675 LB= 150 x 3.50' X 3.50' X 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 2. 17 (12477 LB) Total Weight(Wtotat ) = 698 PLF Total Point Load(Protal ) = 16152 LB Footing Width(Br) Required: 5.58" = (Wtotat I SB) = 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W1ota1 x S)/12 = 8215 LB Required Pad Area= P10,a1 /SB= 16152 / 1500 = 10.77' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Footing/Pad: P14 @ LEFT OF BEAM #3.8 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing Weight of Pad WALL_E 563 PLF = 150 X 1.50' x 2.50' 3675 LB= 150 X 3.50' X 3.50' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 1 of Beam 3.12 (12869 LB) Total Weight(W101a1 ) = 698 PLF Total Point Load(Protal ) = 16544 LB Footing Width(Br) Required: 5.58" = (W1ota1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PA11ow ) = Pcap -(W1ota1 x S)/12 = 8215 LB Required Pad Area= P,0,.1 /SB= 16544 / 1500 = 11.03' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Job :64139 Plan :UNIT Version· 6 4 GO uv1s engineering consulting group, inc. Footing/Pad: P15 @ RIGHT OF BEAM #3.8 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" ~ Weight offooting Weight of Pad WALL_E 563 PLF = 150 x 1.50' X 2.50' 2700 LB= 150 X 3.00' X 3.00' X 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 3. 12 (10459 LB) Total Weight(Wtotat ) = 698 PLF Total Point Load(PTotat ) = 13159 LB Footing Width(Bt) Required: 5.58" = (Wtotat /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(P Allow ) = Pcap -(Wtotat x S)/12 = 8215 LB Required Pad Area= P101a1 /SB= 13159 / 1500 = 8.77' USE 3'-0" SQ x 24" DEEP PAD (4)#4 T&B, E.W. Footing/Pad: P16 @DOUBLE BEAM#2.11 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing Weight of Pad WALL_E 563 PLF = 150 X 1.50' x 2.50' 3675 LB= 150 x 3.50' x 3.50' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 2. 11 (5734 LB) Point from Support 2 of Beam 2. 11 (5734 LB) Total Weight(Wtotat ) = 698 PLF Total Point Load(Protat ) = 15143 LB Footing Width(Bt) Required: 5.58" = (Wtotat I SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x W idth)/144 = 11906 LB Allowable Point Load on Footing(PAttow ) = Pcap -(Wtotat x S)/12 = 8215 LB Required Pad Area= P101a1 /SB= 15143 / 1500 = 10.10' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Footing/Pad: P17 @ DOUBLE BEAM#1.12 Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 7500 LB= 150 x 5.00' x 5.00' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 1.12 (13377 LB) Point from Support 2 of Beam 1.12 (13377 LB) Total Weight(W,010, ) = 698 PLF Total Point Load(PTotat ) = 34254 LB Footing Width(Br) Required: 5.58" = (Wtotat /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont. @T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcap ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PAttow ) = Pcap -(W1ota1 x S)/12 = 8215 LB Required Pad Area = P1ota1 /SB = 34254 / 1500 = 22.84' USE 5'-0" SQ x 24" DEEP PAD (7)#4 T&B, E.W. Job :64139 Plan :UNIT Version: 6.4 GO uv1s engineering consulting group, inc. Footing/Pad: P18 @ DOUBLE BEAM#1.8MAX Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 4800 LB= 150 X 4.00' X 4.00' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 1.8 (8258 LB) Point from Support 2 of Beam 1.8 (8258 LB) Total Weight(W101a1 ) = 698 PLF Total Point Load(PTotal ) = 21315 LB Footing Width(B1) Required: 5.58" = (W101a1 / SB) = 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcao ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(P Allow ) = P cap -(W101a1 x S )/12 = 8215 LB Required Pad Area= P101a1 /SB= 21315 / 1500 = 14.21' USE 4'-0" SQ x 24" DEEP PAD (6)#4 T&B, E.W. Footing/Pad: P19 @ DOUBLE BEAM#1.8MIN Soil Bearing(SB) = 1500 PSF post width parallel to footing(Bp) = 3.50" Loads: Weight of footing Weight of Pad WALL_E 563 PLF = 150 x 1.50' x 2.50' 3675 LB= 150 X 3.50' X 3.50' x 2.00' 1215 PLF = 9.00' x 15.00 Point from Support 2 of Beam 1.8 (8258 LB) Point from Support 1 of Beam 1.8 (3595 LB) Total Weight(W101a1 ) = 698 PLF Total Point Load(PTota1 ) = 15528 LB Footing Width(Bt) Required: 5.58" = (Wtota1 /SB)= 698/1500 x 12 USE 18" Wide x 24" Deep Continuous Footing #4 Cont.@ T & B (U.N.O.) S = 3.50" + 2 x 30" = 63.50" Width 18" Capacity of Point Load on Footing(Pcao ) = (SB x S x Width)/144 = 11906 LB Allowable Point Load on Footing(PAnow ) = Pca0 -(W101a1 x S)/12 = 8215 LB Required Pad Area= P,0101 /SB= 15528 / 1500 = 10.35' USE 3'-6" SQ x 24" DEEP PAD (5)#4 T&B, E.W. Job :64139 Plan :UNIT Version: 6.4