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BRES2019-0084 Structural CalcsA -DDI T i' Or--) eeQEs2r'>1q - oosq CITY OF LA QUI NTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 2q pi BY ESI / F M E INC. STRUCTURAL ENGINEERS, Sri N Q PROJECT: Structural calculations on Guest House a@ The Madison Club Lot 50A to be built in La Quinta, CA Date: " GUEST HOUSE " THE MADISON CLUB - LOT 50A (PER IBC2016, CBC2016) DECEMBER 20, 2018 Revisions: < D 3/06/2019 Client: I Client Job No. HC DESIGN Shipped: MAR 1 5 2019 Job No. 1 1 1 8- H 4 6 3 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 21130 Page:2 OF 75 EES1:/FME Inc.Date: 3/1a/zo19:7 UC:,4L ENGINEERS Job #: H 4 6 3 nt: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLU13 - LOT 50A' Ian #: LA QUINTAL CA, rtU�r : Wd.Shake Rock ET I=LO()R Slope >© >4-12 :4:12 o w/� Conc. wr©' Lhvt Conc Live Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf of 1'Qyporete 40.0 Rooi'g MCI 3uilt-up 4.0 - _ - - 10.0 10A D.L. of F.F. 5.0 psf 15 0 sheathing 1.5 1.5 1.5 Miscellaneous 1,0 1.0 �r�ef Rafters 1.:; 1 d r. Sheathing 2.5 2 5 'eiiing Joist 1 rj r.5 1.5 1.5 flUUf i6sis J.V 3.0 )r}nvatl 2.5 2.5 2-5 Drywall 2.5 ' 2.5 Riscellaneous 3,0 3.0 3.0 Total D.L. 14,0 psf 24.0 psf otal D.L. 14.0 psf 20.0 psf 20.0 psf Total Load 54.0 psf 64.0 psf otal Load 34.0 psf 40.0 psf STAIVDIARD SpECfFICATIOWq r=nQ 40.0 psf LOAD -ONDITIONS : U STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions ori plans. Architect or designer is responsible for drawing details In plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors, The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. The drawings, calculations, specifications and reproductions are insifvments of service to be used only for the specific Project covered by agreement and cover shoot. Any other use is solely prohibited. All changes made to the subject project shall be submitted to t; 5 11 F M E, Inc. in writing for their review and comment. these calculations are meant to be used by a design professional, omissions are intended, Copyright CJ - 1994 by E S 11 F M E, Inc. Siructuraf Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI / F M E, Inc. Job flame Guest House @ Madison Club - Lot 50A City La Quinta, CA. Client HC DESIGN PROJECT ENCGINrr!R: D.M. CALCS BY: ASSOC. CHE(K: BACK CHECK - ROOF -TRUSS Rev,: FLR. TRUSS Reu.: PIT FOUND. Rev.: PLAN CHECK: MWRAONS: a.;SHTS-- d4 THR062. 66A THRU E 13 SHTS: 16 thru 19, 24,25,"AR ,IRA 65, 71)D, E, 71, AND 75 SHTS: SHTS: SHTS: Si ITS: SHTS: E S I I F M E, Inc. - Sfruclura -Engineers (This signature is to be a wet signalure, not a copy,) APPROVED 8Y: DATE: MAR clvt1- DATE: 12f20f2o is DATE: DATE: DATE: DATE; DATE: DATE: DATA int': DATE•- :31061201,9 Init.: ❑ATE: Int DATE: Ioil,: DATE: Inst.: DATE: Init.- DATE: bili.: M Ili Page: 3 ESI / F M E Inc. Date: 12/20/2018 STRUCTURAL ENGINEERS,ob #; H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A" Plan #: LA QUINTA, CA. DESIGN CRITERIA SHEET FOR RESIDENTIAL CDNSTRUCTION 11BC20151 CBC20161 ASCE-7-10 REV. 12102/2016 In all cases calculations will supersede this Asst n criteria sheet. TIMBER Douglas Fir -Larch - 20 #2: Fb = 19% max. moisture content 1315/1552 4x6,8 #21#1: Fb = 1170/1300 psi; fv=180 psi; E=1.6/1 7 2x5 #2: Fb = 117011345 psi; fv=180 psi; E=1.6 psi; fv=180 psi; E=1.6 4x10 #21#1: Fb = 1080/1200 ?x8 #2: Fb = 1080/1242 psi; fv='180 psi; E=1.6 4x12 4x14 #21#1: Fb = 990/1100 psi; fv=180 psi; E=1.611.7 ?x10 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 4x16 #2/#1: Fb = #2/#1: 900/1000 psi, fv=180 psi; E=1.6/1.7 !x12 #2: Fb = 900/1150 Psi; fv=180 psi; E=1.6 p 6x10 Fb = #1/SS: Fb = 900/1000 Psi; fv=180 psi; E=1.611,7 !x14 #2: Fb = 810/931 Psi; fv=180 psi; E=1.6 6x12 #1/SS: Fb = 1350/1600 1350/1600 psi; fv=170 psi; E=1.6 t Is recommended that lumber be free of heart center psi; fv=170 psi; E=1.6 Glued Laminated Beams: Douglas Fir -Larch PARALIAM PSL 2.0E ps;1.8E6 si=2900.psi; fv=290.psi; E=2.0lnd.A Grade: Fb-240Qsi:Fv- Lstructural CRETE _ MICRDLI AI414VL: Fb�26QQpsi;Frr-2&SpSI;E=1.9 hall be composed of one part Portland Cement to riot morethan three parts sand.ral concrete...................................-....-............................... fc = 3000 psi w/ inspection. -grade/continuous footings/pads ................fc = 2500 psi w/o inspection. e shall reach minimum cam ressive stren th at 28 da s. CING STEEL -- 1. All reinforcing shall be A.S. T.M. A-615-40 for #4 bars and smaller. A-615-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Development length of Tension Bars shall be calculated per ACI318-14 Section 12.2.2.. Class B Splice = 1.3 X) d. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) - 39", #6 Bars (60K) - 47" (30 dia_ for compression). Masonry reinforcement shall have lappings of 48 dia. or 2'-0 This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4, Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast -in-place concrete shall be as follows, U.N.O A. Concrete cast against & permanently exposed to earth...... 3" B. Concrete exposed to earth or weather < " #5 Bars.. .. . . .. ....... t 112" C. Concrete not exposed to weather or in contact with ground #6 =' #18 Bars 2" Slabs, walls, joists, < _ #11 Bars ...................... . 3/4" Beams & Columns: Primary reinforcement, ties, stirups, spirals ................ 1 112" iTRUCTORAL STEEL - --- Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licer)sed shops or otherwise approved by the Bldg. Dept, Continuous inspection required for all field welding. All steel exposed i0 weather shall be hot -dip gaivanized after fabrication, or other approved weatherproofing method. Where finish is attached to structural steel, provide 112"o bolt holes @ 4'-0" o.c. for attachment of hailers, U.N.O. See architectural drawin 9 s for finishes Nelson s#uds 1/2" x 3" CPL ma re ince bolts . ASONR_ Y Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown iri details. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). 2017A Tage: 4 E S I � "F " M " E Inc.IncDate: 12/20/20 STRUCTURAL ENGINEERS Job #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT SOA" Plan #: LA QUINTAL CA. GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION IBC2015 / CBC2016 / ASCE7-10 /NDS2015 / SDPWS2016 A. All beams to be supported with full bearing unless noted otherwise. ' B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C All hearing wags on wood floors are to bra Siinnorted with aop ihl - jni-ts nr solid Working, 11 N O D. Provide 4x or 2.-2x members under sole plate nailing less than 6" o/c. E. All Simpson FITT, HDU, HDO and CB holdowns to be fastened to 4x4 post min. U.N.O. F. All hardware is to be Simpson Strang -Tie or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H_ All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts or MASA anchors @ 72" o.c., U.N.O. (Please call structural engineer for a fix.) I All interior walls to be secured with shot pins per manufacturer's recommenda lions, U.N.O.. Calculations govern in all cases. Recommend Simpson 0,145" dia.,3" long POP Powder Actuated Anchors @ 24" a.c. (ICC-ESR##2138) or equal. J. All conventional framed portions of structure are to be constructed per section 2308 of the 2015 IBC or 2016 California Building Code, U. N_O. K. All nailing is to be per table 2304.9.1 of the IBC or California Building Code, U.N.O. L. All nails to be "common", U.N.O, 201TA KiF Page:— ` I / F E ITT nc. Date. 12/20/2018 STRUCTURAL ENGINEERS job #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT SOA" Plan #: LA QUINTA, CA. LATERAL SHEAR NOTES (IBC2015, CBC2016, SDPWS-2015: SEISMIC DESIGN CATEGORY D & E) (TABLE 4,3A, AFPA SDPWS•2015) V E R T I C A L: FRAMING MEMBERS DOUG FIR -LARCH @ 16" o. c. 3/8" Wood - Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. 260 plf 1 - 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. 1Q 3/8" Wood Structural 350 plf Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. 490 plf 1 3/8" Wood Structural Panel w. 8d common nails @ 2" o.0 @ edges & 12"o.c. @ field. 840 plf 1 - 1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field 1 - 1/2" 15/32") 770 plf (or Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c, at field 1 DOUBLE 870 pl{ SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) -- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. 980 pff 1 __ DOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) -- 3/8" Wood Structural Panel w. 8d common nails @ 2" o,c @ edges & 12"o.c. @ field. NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories 1280 plf These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails Staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3'x3"x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING < 24" o.c: 15/32" Wood Struct. Panel Pit 24/0, with 8d's @ 6" o.c, at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing < 16" o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c at edges & bound., 10" o.c. field. Joist Spacing < 24" c.c.: 23132" Wood Panel T&G* shtg, PI 48/24, w/10d's @ 6" O.C. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. VERSION: 2017.4 ESI/FME, INC. 1800 E. 16TH ST. UNIT 8 SANTA ANA, CALIFORNIA Steel Beam �~ Description: BW1 STEEL HEADER AT REAR OF GYPA _'CODE REFE'RENcES _ Calculations perAISC 360-10, IBC 2_015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties _ Analysis Method. Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending i Project Title: 1 -STORY GUEST HOUSE @ MADISON CA_ L( Engineer: Project ID: H 4 6 3 Project Descr: Printed: 19 DEC 2018, 5:15PM ILiliYllt}-1W453,NA- 9 u1+S63.ec8 . INC.19W.2018 9M.10.1&a2s . Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi i 0(0.4612) T2 -a 3 D{O.A3M- Lr�4.278 �"`� ❑ q•594A I r 0.2952 4.432 a 4.215 4Viax119 Span = 43,4 n Applied Loads - Service loads entered, Load Factors will be applied for -calculations. Beam self wQht calculated and added to foading Load for Span Number 1 Uniform Load : D=0,0240, Lr = 0.0120 ksf, Extent= 0.0 ->> 11.0 it, Tributary Width =18.0 ft, (RF LOAD: 44*(19.5+7)"2/(2`19,5)) Uniform Load : D=0.0240, Lr = 0.0120 ksf, Extent =11.0 ->> 32,0 ft, Tributary Width= 24.60 ft, (RF LOAD: 44*(19.5+11.5)^2/(2*19,5)) Uniform Load : D=0.0240, Lr = 0.0120 kst, Extent= 32.0 - > 43.0 ft, Tributary Width =18.0 it, (RF LOAD: 44*(19.5+7)"2/(2*19.5)) Uniform Load : D = 0,0180 ksf, Extent= 0.0-->> 11.0 it, Tributary Width= 3.40 ft, (WALL 18*2.5*26.5/19.5) Un"tform Load : D = 0.0180 ksf, Extent =11.0 ->> 32.0 ft, Tributary Width = 4.0 ft, (WALL 18'2.5*30.5/19.5) Uniform Load : D = 0.0180 ksf, Extent = 32.0 ->> 43.0 ft, Tributary Width = 3.40 ft, (WALL 1842.5*26.5/19.5) Uniform Load : D = 0.0230 kfft, Tributary Width =1,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio - Section used for this span - O,fi7g ; 1 Maximum Shear Stress Ratio = - = Ma : Applied W18x119 239.117 k Section used for this span p 0'084 : 11 W18x119 � Mn / Omega: Allowable -ft 352.841 k -ft Va : Applied 20,909 k Load Combination +D+Lr+H r+H vn/Omega :Allowable 248.90 k Location of maximum on span 21 Load Combination +D+Lr+H Span #vrhere maximum occurs Span # 1 Location of maximum on span 0000 ft Maximum Deflection Span #vrhere maximum occurs Span # 1 Max Downward Transient Deflection Max Upward Transient Deflection 0.330 in Ratio = 1,562>=360 Max Downward Total Deflection 0.000 in Ratio = 0 <360 Max Upward Total Deflection 1.247 In Ratio = 414 >=360 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations - --- Load Combination Aiax Stress Ratios -- -Summary Segment l englh Span # MSummary Mmax + Mmax - of Moment Values Ma Max 4f Shear Values Mnx MnxlDmega Cb Rm Ya Max Unx Vnx/Omega Dsgn�� L = 43.00 it 1 0.498 0.062 175.68- 175.68 588.73 352.53 1.15 1.00 - - � 15.43 Dsgn, L = 43.00 ft 1 0,498 0.062 175.68 373.35 248.90 aDrill Dsgn. L = 43.00 it 175.68 588.73 352.53 1.15 1.00 15.43 373.35 248.90 1 0.678 0.884 239.12 239.12 589.25 352.84 1.15 1.00 20.91 373.35 248.90 ESIIFME, INC.Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L( IBM E.16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Steel Beam Description : BM#1 STEEL HEADER AT REAR OF GYM: Load Combination Max Stress Rabs Segment Length Span # M V +D+S+hi - 223.26 589.25 Dsgn. L = 43.00 ft 1 0.498 0.062 +D+0.75OLr+0.750L+H 588.73 352.53 Dsgn. L = 43.00 ft 1 0.633 0.079 +D+0.750L+0.750S+H 352.53 1.15 1.00 Dsgn. L = 43.00 ft 1 0.498 0.062 +D+0.60W+H 1.15 1.00 223,26 Dsgn. L = 43.00 ft 1 0.498 0.062 +0+0.70E+H 175.68 175.68 D^^4n. L = 43.00 ft 1 0.498 0.062 +D40.750Lr+0.750L40.460W+H 175.68 568.73 Dsgn, L = 43.00 ft 1 0.633 0.079 +0+0.750L+0.750S+0.450W+H 588.73 352.53 Dsgn. L = 43.00 ft 1 0.498 0.062 +040.750L+0.7509+0.5250E+H 352.53 1.15 1.00 Dsgn. L = 43.00 ft 1 0.498 0.062 +0.60D+0.60W+0.60H L Only Dsgo. L = 43.00 ft 1 0.299 0.037 +0.60D+0.70E+0.60H w only Dsgn. L = 43.00 ft 1 0.299 0.037 Overall Maximum Deflections H Only Printed: 19 0EG 2018, 5:15PM He = C.VL0CAW-1fFi4 a&1A-1W481Vfi . ENBRCALC,INC 19U2018.Oft 10.18-8.25. Summary of Moment Values Morax + Mmax - Ma Max _.-Mnx MfWOmega Cb Rm 175.68 175.68 588.73 352.53 1.15 1.00 223.26 223.26 589.25 352.84 1.15 1.00 175.68 175.68 588.73 352.53 1.15 1.00 175.68 175.68 588.73 352.53 1.15 1.00 +'S 90 175.68 588.73 352.53 1.15 1.00 223,26 223.26 589.25 352.84 1.15 1.00 175.68 175.68 588.73 352.53 1.15 1.00 175.68 175.68 568.73 352.53 1.15 1.00 105.41 105.41 588.73 352.53 1.15 1.00 105.41 105.41 588,73 352.53 1.15 1.00 Summary of ShearValues Va Max Vnx Vnx/Omega 15.43 373.35 248.90 19.54 373.35 248,90 15.43 373.35 248.90 15.43 373.35 248.90 15.43 373.35 248.90 19.54 373.35 248.90 15.43 373.35 248.90 15.43 373.35 248.90 9.26 373.35 248.90 9.26 373.35 248.90 Load Combination Span Max. "-'Deft Location in Span Load Combination Max. '+^ DeR Location in Span +D+Lr+H f 1 1.2471 21.623 0.0000 ONO Vertical Reactions Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support2 Overall MA)Omum 20.909 09 Overall MINimum 5.476 5.476 +D+H 15.433 15.433 +D+L+H 15.433 15.433 +D+Lr+H 20.909 20.909 +D+S+H 15.433 15.433 +D+0,75OLr+0.750L+H 19.540 19.540 +D+0.750L+0.750S+H 15.433 15.433 +D+0.60W+H 15.433 15.433 +D+0.70E+H 15.433 15.433 +D+0.750Lr+0.750L+0.450W+H 19.540 19.540 +D+0.750L+0.750S+0.45OW+H 15.433 15.433 +D+0,75OL+0.750S+0.5250E+H 15.433 15.433 +0.60D+0.60W+0.60H 9.260 9.2QO +0,60D+0,70E+0.60H 9.260 9.260 D Only 15.433 15.433 Lr Only 5.476 5.476 L Only S Only w only E Only H Only ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L< 1800 E. 18TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Steel Beam Description: 8M#2: STEEL BEAM BTWN PICKLE BALL AND GYM: REFERENCE'S _ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Printed: 19 DEC 2018, 5:1 SPM r is = 0LOCA1G-1 ui463.ws^ tVM.ec8 :RCALC, IM 19812010, 6+aaIftMA25 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Span = 64.0 ft Applied LOadS __ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0,0240, Lr = 0.0120 kst, Tributary Width = 29.0 ft, (RF LOAD: 44'5812) Uniform Load : D = 0.0140 ksf, Tributary Width =10.0 ft, (WALL ABV:14"10) DESIGN SUMMARY _ Maximum Bending Stress'Ralio = -6.489:1 Maximurn Shear Sir ess RaG_o = 0.145 : 1 Section used for this span W14x211 Section used for this span W14x211 Me : Applied 476.159 k -ft Va : Applied 44.640 k Mn / Omega: Allowable 973.054 k -ft Vn/Omega : Allowable 307.720 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 0.000ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.341 in Ratio = 2,254>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.365 in Ratio = 563 >=3W Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios SUMMy of Moment Values Summary of Shear Values Segment Length Span # M V Mmaz+ Mmax- Ma Max Mnx MrWOmega Cb Rm VaMax Vnx VnVOmega +D+H Dsgn. L = 64.00 ft 1 0.367 0.109 176.69 -357.38 357.38 1,625.00 973.05 2.38 1.00 33.50 461.58 307.72 +D+L+H Dsgn, L = 64.00 ft 1 0.367 0.109 178.69 -357.38 357.38 1,625.00 973.05 2.38 1.00 33.50 461.58 307,72 +D+Lr+H Dsgn, L = 64.00 It 1 0.489 0.145 238.08 -476.16 476.16 1,625.00 973.05 2.38 1.00 44.64 461.58 307.72 +D+S+H Dsgn. L = 64.00 ft 1 0.367 0,109 178.69 -057.38 357.38 1,625.00 973.05 2.38 1,00 33.50 461.58 307.72 +0+0.750 L r+0.750 L+,H Dsgn. L = 64.00 ft 1 0.459 0.136 223.23 -446.46 446.46 1,625.00 973.05 2.38 1.00 41.86 461.58 307.72 +0+0.750L+0.750S+H Dsgn. L = 64.00 ft 1 0.367 0.109 178.69 -357.38 357,38 1,625.00 973.05 2.38 1.00 33.50 461.58 307.72 +DA.60w+H Dsgn. L = 64.00 ft f 0,367 0.109 178.69 -357.38 357.38 1,625.00 973.05 2.38 1,00 33.50 461.58 307,72 +1,140D+0.70E+H Dsgn. L = 64.00 it 1 0,419 0.124 203.71 -407.41 407.41 1,625.00 973.05 2.38 1.00 38.19 461.58 307.72 +1.140D-0.70E+H Dsgn. L = 64.00 ft 1 0.419 0.124 203.71 -407.41 407.41 1,625.00 973.05 2.36 1.00 38.19 461.58 307.72 +0+0.750Lr+0.750L40.450W+H Dsgn. L = 64.00 fl 1 0.459 0.136 22323 A46.46 446.46 1,625.00 973.05 2.38 1.00 41.86 461.58 307.72 +D+0.750L+0.750S+0.450W+H ESIJFME, INC. Project Tilie: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC 1800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Steel Beam _ Printed: 19 DEC 2018, 6:15PM F-c:�ar�in tusasaun-i�t�s�as . 1:[II! Sohrae AEfJ#CIiChLC,IHC. #933?DiB,W-Jd40.16.825- escripli0n : WA* STEEL BFAtd t3TWN PICKLEBALL AND (3YM: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + MI X - Ma Max Mnx Mn,40rr a Cb Rm Va Max Vnx Vn JOa"a Dsgn, L = 64.00 ft 1 +1.105D+0.7501.+0.750S+0.5250E+H 0.367 4.109 178.69 -357,38 357.38 f,B75.(}Q 913.05 2.38 1.01) 33.50 481.58 301.72 Dsgn. L = 64.00 ft 1 +1.105D+0.750L+o.750S-0.5250E+H 0.406 0.120 197.45 -394.90 394.90 1,625.00 973.05 2,38 1.00 37.02 461.58 307,72 Dsgn. L = 64.00 ft 1 460D+0.60W+0.60H 0.406 0.120 197.45 -394.90 394.90 1,625.00 973.05 2.38 1.00 37.02 461.58 307.72 Dsgn. L = 64.00 ft 1 +0.460D+0,70E+0.60H 0.220 0.065 107.21 -214.43 214.43 1,625.00 973.05 2.38 1.00 20.10 461.58 307,72 Dsgn. L = 64.00 ft 1 ++0.60H 0.460D 0.70E 0.169 0.050 82.20 -164.39 164.39 1,625.00 973.05 2.38 1.Oo 15.41 461.58 307.72 Dsgn. L = 64.00 ft 1 0.169 0.050 82.20 -164.39 164.39 1,625.00 973.05 238 1.00 15.41 461.58 307.72 Overall Maximum Deflectlom Load Combination Span Max. "' Deq Location - In Span Load Combination hoax. "+" Detl Locdon in Span FD'U'H 7 1.3653 32.183 -- -- -- ._._-_.-- 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -- - ---- - era I WE= - 44.640 4.640 - - - Overall MINimum 11.136 11.136 +D+H 33.504 33.504 +D+L+H 33.504 33.504 +D+Lr+H 44.640 44.640 +D+S+H 33.504 33.504 +D+0.750Lr+0.750L+H 41.856 41.856 +D+0.750L+0.750S+H 33.504 33.504 +D+0.60W+H 33.504 33.504 +D+0.70E+H 33.504 33.504 +D+0.750Lr+0.750L+0.450W+H 41.856 41.856 +D+0.750L+0.750S+0A50W+H 33.504 33.504 +D+0,750L+0.750S+0.5250E+H 33.504 33.504 +0.60D+0.60W+0.60H 20.102 20.102 +0.60D+o70E+0.60H 20.102 20.102 D Only 33.504 33.504 Lr Only 11.136 11.136 L Only S Only W Only E Only H Only ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CL613 - L( 1800 E. 16TH ST, UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Steel Beam Description: BM #3: STEEL BEAM BTWN PICKLEBALL AND LOUNGE: CODE REFERENCES,:, Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material. Pro erties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unb(aced Bending Axis: Major Axis Bending Printed: 19 DEC 2018, 5:1SPM ...__ Fra=C:uQCA1.6-t1Ff4fi3?stR�tYiAfi3.ec8. 30rtware cvy Nht ENERCALC, INC. 19832818, Owlil:10.it1.8.25 . Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Cg0.108) o- ar W30x191 Span = 54.50 ft Ap lied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D = 0.0240, Lr = 0.0120 ksf, Tributary Width = 29.250 ft, (RF LOAD: 44'58.512) Uniform Load: D = 0.0180 ksf, Tributary Width =11.0 ft, (WALL LOAD: 18'11) DESIGN SUMMARY Mu8tress Ratios ■ - Maximum Bending Stress Ratio = 0.773: 1 Maximum Shear Stress Ratio = t1.a90 Section used for this span W30xl91 Section used for this span W30xl91 Ma; Applied 535.388 k -ft Va , Applied 39.295 k Mn / Omega: Allowable 692.836 k -ft Vn/Omega : Allowable 435.940 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 27.250 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 692.84 Dsgn. L = 54.50 ft 1 Max Downward Transient Deflection 0.262 in Ratio = 2,492>=360 +O+S+H Max Upward Transient Deflection 0.000 in Ratio = 0 <360 653.91 Max Downward Total Deflection 1.078 in Ratio = 607 >=240 0.068 Max Upward Total Deflection 0.000 in Ratio = 0 <240 435.94 Maximum Forces & Stresses for Load Combinations Load Combination Mu8tress Ratios Ma Max 5egmentt.erglh Span# M ti/ mm"+ Mmax- Vn:d0r ega 405.07 1,1157.04 692.84 1.14 1.00 Dsgn. L = 54.50 ft 1 0.585 0.066 405.07 +D+L+H 1.14 1.00 29.73 653.91 435.94 Dsgn. L = 54.50 ft 1 0.585 0.068 405.07 +D+Lr+H 435.94 405.07 1,157.04 692.84 Dsgn. L = 54.50 ft 1 0.773 0.090 535.39 +O+S+H 692.84 1.14 1.00 36.90 653.91 Dsgn. L = 54.50 fl 1 0.585 0.068 405.07 +D+0.750Lr4O.750L+H 653.91 435.94 405.07 1,157.04 Dsgn. L = 54.50 ft 1 0.726 0.085 502.81 +D+0.750L+0.750S+H 1,157.04 692.84 1.14 1.00 29.73 Dsgn. L = 54.50 ft 1 0.585 0.068 405.07 +0+0.60W+H 36.90 653.91 435.94 405.07 Dsgn. L = 54.50 ft 1 0.585 0.068 405.07 +D+0.70E+H Dsgn. L = 54.50 ft 1 0.585 0.068 405.07 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 54.50 ft 1 0.726 0.085 502.81 +D+0.750L+0.750S+0.450W+H Dsgn, L = 54.50 h 1 0.585 0.068 405.07 +D+0.750L+0.750S+0.5250E+H nmary of Moment Values Summary of Shear Vatuas Ma Max Mm M 00-0 ega (' Rm Va Max Vnx Vn:d0r ega 405.07 1,1157.04 692.84 1.14 1.00 29.73 653.91 435.94 405.07 1,157.04 692.84 1.14 1.00 29.73 653.91 435.94 535.39 1,157.04 692.84 1.14 1.00 39.29 653.91 435.94 405.07 1,157.04 692.84 1.14 1.00 29,73 653.91 435.94 502.81 1,157.04 692.84 1.14 1.00 36.90 653.91 435.94 405.07 1,157.04 692.84 1.14 1.00 29.73 653.91 435.94 405.07 1,157.04 692.84 1.14 1.00 29.73 65391 435.94 405.07 1,157.04 692.84 1.14 1.00 29.73 653.91 435.94 502.81 1,157.04 692.84 1.14 1.00 36.90 653.91 435.94 405.07 1,157.04 692.84 1.14 1.00 29.73 653.91 435.94 ESIIFME, INC. Project Tille: 1 -STORY GUEST HOUSE @ MADISON CLU - L( 1800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: - -- - Prinledr 19 DEC 2018, 5:16PM Steel Beam r� W cuoc�u.o-ru+4sa.�rA-tut4r�.e�s ■ . i 114 i SaRvr�o oopy[ighl EA&W-AL0, INC. 13n241a, ik� d:10.t8.8.25 . Description : BM #3: STEF1. BEAM BTWN PICKLEBALLAND LOUNGE: Max.. "Deg Location in Span Load Combination 1 1.0778 Load Combination Vertical Reactions Max Stress Ratios_ _ Sumrnary of Momenl Values Summary of Shear Values Segment Length -=54.50 5sgn. Span # M V Mmax + Mmax - -405.07 Ma Max Mnx Mnx7Omega Cb Rm Va Max Vnx Vn 6ft ega L If +0.60D+0,60W+0.60H i 0.585 0 -Ofd 29.730 405.07 1,157.04 692.84 1.14 1.00 29.73 653.91 435.94 Dsgn. L = 54.50 ft +0,60D +0.70E -460H 1 0.351 0.041 243.04 243.04 1,157.04 692.84 1.14 1.00 17.84 653.91 435.94 Dsgn. L = 54.50 It 1 0,351 0.041 243.04 243.04 1.157.04 692.84 1.14 1.00 17.84 +DA,60W+H 29.730 29.730 +0+0.70E+H 29.730 29.730 653.91 435.94 Load Combination Span Max.. "Deg Location in Span Load Combination 1 1.0778 27.406 Vertical Reactions Support notation : Far left is #1 Load Combination _ Support 1 Support 2 +recall MAXfmum - - 39.2 5ali'5 Overall MINlmum 9.565 9.565 +O+H 29.730 29.730 +O+L+H 29.730 29.730 +D+Lr+H 39.295 39.295 +D+S+H 29.730 29.730 +0+0.750Lr+0.750L+H 36.903 36.903 +D+0.750L+0.750S+H 29.730 29,730 +DA,60W+H 29.730 29.730 +0+0.70E+H 29.730 29.730 +D+0.750Lr+0.750L+0.450W+H 36.903 36.903 +D+0.750L+0.750S+0.450W+H 29.730 29.730 +D+0.750L+0.750S45250E+H 29.730 29.730 +0.60D+0.60W+0.60H 17.838 17.838 +0.60D+0.70E+0.60H 17.838 17.838 D Only 29.730 29.730 Lr Only 9.565 9.565 L Only S Only W Only E Only H Only Max, "+' Defl Location in Span 0.0000 0,000 Vafues in KIPS 1Z ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB- L( 1800 E.16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Printed: 19 DEC 2018, 5:25PM Steel Beam� File =CLGCA(0-1V14U%(A-1W4L3-rr.6. Wwara copyrighl LNERCALC, IX'C-1983.2018, W4:IO.16.8.25 . Description: BM#4: STEEL BEAM BTWN ENTRY AND LOUNGE: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending W24x131 Span = 47.50 ft Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi A Appliid Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0240, Lr = 0.0120 ksf, Tributary Width =110.0 ft, (RF LOAD: 44'20/2) Uniform Load : D = 0.0180 ksf, Tributary Width= TOR, (WALL LOAD: 18`11) Uniform Load : D=0.0240, Lr = 0.0120 ksf, Tributary Width =13.0 ft, (RF LOAD 44'2612) DESIGN SUMMARY Maximum Rending Stress katia Section used for this span Ma : Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.812:1 Maximum sKear Stress Ratio = 0.087 :1 W24x131 Section used for this span W24x131 306.004 k -ft Va : Applied 25.769 k 376.827k -ft Vn/Omega : Allowable 296.450 k +D+Lr+H Load Combination +D+Lr+H 23.756ft Location of maximum on span 0.000 ft Span # 1 Span # where maximum occurs Span # 1 0.272 in Ratio= 2,092>=360 0.000 in Ratio = 0 <360 1.071 in Ratio= 532 >=240 0.000 in Ratio= 0 <9dn Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VWOmega 5D H - - Dsgn. L = 47.50 ft 1 0.605 0.065 228.16 228.16 629.30 376.83 1.14 1.00 19.21 444.68 296.45 +D+L+H Dsgn. L = 47,50 ft 1 0.605 0.065 228.16 228.16 629.30 376.83 1.14 1.00 19.21 444.68 296.45 +D+Lr+H Dsgn. L = 47.50 it 1 0.812 0.087 306.00 306.00 629.30 376.83 1.14 1.00 25.77 444.68 296.45 +M+H Dsgn. L = 47.50 ft 1 0.605 0.065 228.16 228.16 629.30 376.83 1,14 1.00 19.21 444.68 296.45 +{3+0.750Lr+0.750L+H Dsgn. L = 47.50 ft 1 0.760 0.081 286.54 286.54 629.30 376.83 1.14 1.00 24.13 444.68 296.45 +D+0.750L+0.750S+H Dsgn. L = 47.50 ft 1 0.605 0.065 228.16 228.16 629.30 376.83 1.14 1.00 19.21 444.68 296.45 +0+0.60W+H Dsgn. L = 47.50 it I 0.605 0.065 228.16 228.16 629.30 376.83 1.14 1.00 19.21 444.68 296.45 +D+0.70E+H Dsgn. L = 47.50 ft 1 0.605 0.065 228.16 228.16 629.30 376.83 1.14 1.00 19.21 444.68 296.45 +D+0.750 L r+0.750 L+0, 450W+H Dsgn. L = 47.50 ft 1 0.760 0.081 286.54 286.54 629.30 376.83 1.14 1.06 24.13 444.68 296.45 E ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC 1800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project 1D: H 4 6 3 Project Descr: Printed: 19 DEC 2018, 5:25PM FiVr= C:lL4CAit•1--1V34531d�-fl:tib3,t+C8 . Steel Beam Safhvzie4�MfklhIENCRCALC,INC 188320E8,Bw3d:f0.1&8.15 _ Description: BM#4: STEEL BEAM BTWN ENTRY AND LOUNGE: , Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V -- Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +DA350L+0.750S+0.4MW+H Dsgn. L = 47.50 It 1 0.605 0.065 228.16 228.16 629.30 376.83 1.14 1.00 19.21 444.68 296.45 +D+0.750L+0.7503+0.5250E+H Dsgn. L = 47.50 It 1 0.605 0.065 226.16 228.16 629.30 376.83 1.14 1.00 19.21 444.68 296.45 +0.60D+0.60w+0.60H Dsgn. L = 47.50 ft 1 0.363 0.039 136.90 136.90 629.30 376.83 1.14 1.00 11.53 444.68 296.45 +0.60DA.70E+0.60H Dsgn. L = 47.50 it t 0.363 0.039 136.90 136.90 629.30 376.83 1.14 1.00 11.53 444.66 296.45 Overall Maximum. Deflections . Load Combination Span Max. =' Den Location in Span Load Combination Max- "-V Dell Location In Span +D+Lr+H 1 1.0709 23.886 - 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 .. .................... Values in KIPS - --...-... Load Combination Support 1 Support Overall MAXimum 25.769 25.769 _ Overall MINimum 6.555 6.555 +D+H 19.214 19.214 +O+L+H 19.214 19.214 +D+Lr+H 25.769 25.769 +D+S+H 19.214 19.214 +D+0.750Lr+0.750L+H 24.130 24.130 +D+0.750L+0.756S+H 19.214 19.214 +D+0.60W+H 19.214 19.214 +D+0.70E+H 19.214 19.214 +D+0.750Lr+0.750L+0.450W+H 24.130 24.130 +D+0.750L+0.750S+0A50W+H 19.214 19.214 +D+0.750L+0.750S+0.5250E+H 19.214 19.214 +0.60D+0.60W+0.60H 11.528 11.528 +0.60D+0.70E+0.60H 11.528 11.526 D Only 19.214 19.214 Lr Only 6.555 6.555 L Onty S Only W Only E Only H Only ESI/FME, INC. 18M E. 16TH ST. UNIT B SANTA ANA, CALIFORNIA Wood Beam Project Tille: 1 -STORY GUEST HOUSE @ MADISON CLUB -L( Engineer: Project ID: H 4 6 3 Project Descr: Printed: 19 DEC 2018. 5.19PM FM=C.ALODU6-1W4a3 %-i 1}d 63jc$ . ENERCALc INC. i4RINIA M I rft IRA'); Descriptlon : 8105: HF.AOER AT ENTRY: C t Max Slress Ratios Uniform Load : D=0.0240, Lr = 0.020 ksi. Tributary Width =1 61.0 ft, (RF LOAD: 44'32/2) Uniform Load : D=0.0180. Tributary Widih =1.0 CODE REFERENCES ShearValues _(v -, FY ,DESIGN SUMMARY Span # M Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 0.7021 Maximum Shear Stress Ratio Section used for this span 5.5x11.875 Load Combination Set: ASCE 7-90 fb : Actual 2,052.31 psi fv : Actual FB : Allowable Material Properties Fv : Allowable Load Combination Location of maximum on span = +D+Lr+H 7,750 ft Load Combination Localion of maximum on span Analysis Melhod : Allowable Stress Design Load Combination ASCE 7-10 Fb + 2,400.Opsi `E: Modulus of Efastfcfty 1.00 Fb- 1,850.0psi Ebend-xx 1,800.Oksi Max Upward Transient Deflection Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Beam Bracing Completely Unbraced F1 1,10n.OpsiDensity 1.000 31.20pcf 5.5x11.875 Span = 15.50 ft 4-- - _Applied Loads Service loads entered. Load Factors vAll be applied for calculations. Beam self welght calculated and added to loads C t Max Slress Ratios Uniform Load : D=0.0240, Lr = 0.020 ksi. Tributary Width =1 61.0 ft, (RF LOAD: 44'32/2) Uniform Load : D=0.0180. Tributary Widih =1.0 ft. (WALL ADV: 18) ShearValues _(v -, FY ,DESIGN SUMMARY Span # M Maximum Bending Stress Ratio = 0.7021 Maximum Shear Stress Ratio Section used for this span 5.5x11.875 Section used for this span fb : Actual 2,052.31 psi fv : Actual FB : Allowable 2,923.19psi Fv : Allowable Load Combination Location of maximum on span = +D+Lr+H 7,750 ft Load Combination Localion of maximum on span Span # where maximum occurs - Span # 1 Span # where maximum occurs Maximum Deflection 1.00 1.00 Max Downward Transient Deflection 0.303 in Ratio = 614>=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.696 in Ratio = 267>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum forces & Stresses for Load Combinations Load Combination C t Max Slress Ratios Moment Values M - Ib _ Pb V ShearValues _(v -, FY Segment Length Span # M V Cd C FN C i Cr +D+H 1.00 1.00 0.98 - 1.000 i.0-6- 1.00 Length =15.50 ft 1 0.546 0.272 0.90 1.000 1.00 1.00 +D+L+H 0.00 0.00 1.00 1.00 1.000 1.00 1.00 Length = 15.50 ft 1 0.493 0.245 1.00 1.000 1.00 1.00 +D+Lr+H 0.00 0.00 0.00 0.00 1.000 1.00 1.00 Length =15.50 R 1 0.702 0.346 1.25 1.000 1.00 1.00 +D+S+H 0.00 0.00 1.000 1.00 1.00 Length =15.50 H 1 0.430 0.213 1.15 1.000 1.00 1.00 +0+0.750Lr+0. 750L+H 1.00 0.98 1.000 100 1.00 0.346 : 1 5.5x11.875 = 114.77 psi 331.25 psi +D+Lr+H 14.538 it Span # 1 C m C t CL -- Moment Values M - Ib _ Pb V ShearValues _(v -, FY 1.00 1.00 0.96-- 0.00 0.00 0.00 0.00 1.00 1.00 0.98 12.50 1,160.18 2124.52 2.82 64.88 238,50 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 12.50 1,160.18 2354.78 2.82 64.88 265.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.97 22.11 2,052.31 2923.19 5.00 114.77 331.25 1.00 1.00 0.97 0.00 0.00 0.00 0,00 1.00 1.00 0.98 12.50 1,160.18 2697.16 2.82 64.88 304.75 1.00 1.00 0.98 0.00 0.00 0.00 0.00 SSI/FME, INC. 1800 E• 16TH s r. UNIT B SANTA ANA, CALIFORNIA Wood Beam - ---- Pralect i{tle: 1 -STORY GUEST HOUSE /`S� Engineer: @MADISON CLUB _ LC Project 1D: H 4 6 3 Project Descr; " Printed: 19 DEC 2018, 5:19pL1 ❑r scr;ptian: 8M#5: I1EAD! I�ArENrRY. Sattaare C:ucacrty Tuiasatiw-11kI,�g SAY hrENCH(A[C, INC. I9n20f8, 8uid:10.f88.25 . Load Combination Max Stress Ratios Sa9rnenl Length Span # Length = 15.50 $ i -- V Cd C FIV C i C r C - Moment Values +040.750L+0.7505+11 0.626 0.309 1.25 1, m C t CL 1,1 Shear Values 1.00 1.00 1.00 1.00 � F'b V �- Length = 15.$011 1 1.000 1.00 1.00 1.00 0.97 19.71 1.829.28 2923.19 N F'v +p40,60y�,� 0.430 0.213 1.15 1.000 1.00 0.97 4.45 102.30 Length =15.50 ft 1.00 i.OQ 1.00 1.00 0.98 0.00 0.00 0.00 331.23 1 0.314 0.153 1.80 1000 1.00 1.00 1,00 1.00 0.98 12.50 1,160.18 2697.16 0.00 4D40.70E+}{ 2.82 64.88 304.75 length = 15.50 h 1 1.000 1.00 1. 00 1.00 0.96 12.50 1,160.18 0.00 0.00 0.00 0.00 1.00 1. 750Lr40.750L.F0,450W.H 0.314 X.f53 1.60 1.000 1.00 1.00 1.00 0.96 3697.25 2.82 64.88 424.00 Length = 15.50 R 1.000 1.00 1.00 1.00 0.96 12.50 0.00 0,00 0.00 -0 0.495 0.495 0.241 1.00 1.00 1.00 1.00 0.96 1,160.18 3697.25 2.82 64.88 0.00 1.60 1.000 1.00 1.00 1.00 1.00 0.9& 424.00 Length = 15.50 fl 1 1.000 1.00 19.71 1;A29.28 369702 0.00 0.00 Q.00 +D''0.750L+0.7505+0.5250E+H 0.314 0.153 1.60 1. 1.00 1.00 1.00 0.96 4.45 Ing.11 000 1.00 1.00 1.00 f.00 0.96 0-40 42.4.00 Lenge = 15.50 ft f 0.314 0.153 1.000 1.00 1.00 1.00 1.00 0.96 (2.50 (,160.18 0.00 0.00 0.00 •0.60D"0.G0W.F0.S0H 1.60 1.000 1.00 1.00 3697.75 2.62 64.88 424.X0 Length- 15.5011 1.000 1.X0 1.00 0.96 12 0.00 0.00 0.00 40.60040.70E+0,80H i 0.188 0.092 1.60 1. 1.00 1.00 1.00 1.00 0.96 1,160.16 3697.25 2.82 64.88 O.OX 000 1.00 1.00 1.00 1.00 0.96 0.00 424.00 Length -15.5011 1 0.188 1.000 1.00 1.00 7.50 696.11 3697.25 0.00 0.00 0.00 0.092 1,60 1.000 1.00 1.00 0.96 1.69 38.93 424,00 �Veralf MaXIMU m deflections 1.00 1.00 1.00 1-00 0.96 0.00 Load Combinatlon 7.50 696-11 3697.25 O QO 0.00 0.00 Span 1.59 38.93 424.00 +{]sL�*ti "'Deo Locagon in Span Load C Ipji;Ratign _Vertical Reactions 1 0.6951 -`- - Max. "+^Deft 7.&7 ~ ~-� -- LoCaW inSpan Load Combinatien - - - -- -_ Support notation' Far left is #1 0.0000 Overall ~ - 0.000 �A AJ{irnum SupPaIt 1 Support 2 _ _ Values in KIPS Dverall M(Nimum +D+H 2.480 2. 5- 480--- +D+L+H 3.225 3.225- +O+Lr+H 3.225 3.225 +D+S+H 5.705 5.705 +Df0.750Lrto. 750L H 3.225 3.225 +D+0.750L+0.750S+H 5.085 5.085 *E%+0.ti0W tH 3.225 3.225 4D40.70E+H 3.225 3.225 1040.750Lrto, 750L-10.450W#i 3.225 3,225 10'0.750L+0.750S+0A50W+f1 5.085 5.085 F0 t0,750L•e0,75)S40.5250E-41 3.225 +0.600+6.60W44.6011 3.225 +X.60D40,70E40+6011 3.225 3.225 D Onty 1.935 1.935 1.935 1.935 Lr Only 3.225 3.225 L Only 2.480 S Only 2.480 W Only E Only H Only ESIIFME, INC Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LOT 5C 1800 E, 16TH ST., UNIT B Engineer: Project ID: H 4 6 3 Project Descr: to F*414d:14 P.M 2419. 5:2%P,1 Steel Beam >ft=C:1LOCALD-AH463MA-IW463.eC6 ENERCALC INr 1s8340i7 Suitd:fp.17,$.9,Ves1a.}7.s.9 1.111. Description: BM #6: FLUSH STEEL BEAM AT REAR OF FAMILY RM PATIO: _ REFER Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material PraPerties Analysis Method: Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis: Major Axis Bending Fy : Steel Yield : 50.0 ksi E. Modulus: 29,000.0 ksi _ 0(a 14) (U-14) --- - r -- --- _ R�'191 W14x53 Span = 32.0 ft I _ Applied Loads. Service loads entered_ Load Factors will be applied for calculations. -- .... ........- - Beam self weight calculated and added to loading Uniform Load : D=0.020, Lr = 0.020 ksf, Tributary Width= 5.250 it, (RF LOAD: 44'(10.512)) Uniform Load : D = 0.0180 ksf, Tributary Width= 3.0 ft, (WALL ABV: 18*3) Uniform Load : D=0.020, Lr - 0.020 ksf, Extent= 16.0 - > 32.0 ft, Tributary Width= 7.0 ft, (RF LOAD: 44'7) : DESIGN SUMMARY r a Maximum i3ending Stress Ratio = 0.600: 1 M7XiiT UM Shear Stress Ratio w o.-66 1 Section used for this span W14x53 Section used for this span W14x53 Ma : Applied 59.546 k -ft Va : Applied 8,432 k Mn 7 Omega: Allowable 99.284 k -ft Vn7Omega : Allowable 102.860 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 17.920ft Location of maximum on span 32.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.265 in Ratio = 1,450>=360 Max Upward Transient Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.691 in Ratio = 556 >=360 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of 5hearVatues Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +0414 Dsgn, L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102.86 +D+L+H Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 507 154.29 102.86 +4+Lr+H Dsgn. L = 32.00 ft 1 0.600 0.082 5955 59.55 165.80 99.28 1.15 1.00 8.43 154.29 102.86 +D+S+H Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 3654 165.08 98.85 1.15 1.00 5.07 154.29 102.86 4040.750Lr+0.750L+H Dsgn. L = 32.00 ft 1 0.542 0.074 53.79 53.79 165.66 99.20 1.15 1,00 759 154.29 102.86 +D40.750L+0.750S+H Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102.86 +0+0,60W+H Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102,86 40+0.70E+H Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.86 1.15 1.00 5.07 154.29 102.86 +0+0.750Lr40.750L+0.450W+H Osgn. L = 32.00 ft 1 0.542 0.074 53.79 53.79 165.66 99.20 1.15 1.00 7.59 154.29 102.86 +0+0.750L40.750S+0.450W+H Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102,86 +0+0.750L+0.750S+0,5250E+H Osgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102.86 -460D+0.60W+0.60H ESI/FME, INC / 1800 E, 16TH ST., UNIT B PrOjeC! Tifle- 1-STORY GUEST HOUSE @ MADISON CLUB - LCAT 5f Engineer. Praiecl Deser: P((v ecr 10: H 4 6 3 Steel Beam :. Prirh� 141,'%R2019 5.2Wri DFseriplfon : BM #6: FLUSH 5flwEt BEAMAT REAR FAMILY RAiI'Ai1Q !tr'C, IN3 17 L0-1111483l�+p-fW463,wG E11E 13u[tlJ0 IT.&g, ver.1o.17.8.9 Load Combination Segment Length Max Stress Ratios Span # - - 5ummary of Moment Values M V Mmax + Mmax- Ma Mar L - 32 R 1 0,222 Sammary of Shear Values +0.60D4.70E40.60H 0.030 21.92 Mnx MnxlOmaga Cb Rm GMax Dsgn. L = 32.00 ft 21.32 165.08 98.85 1.15 1.00 Dveral!Deflections Vnx Vnxl0mega 1 0.222 0.03Q 21.92 3.04 154.29 102.66 Maximum Deflectionsz1.sz 1fi5.08 98.85 1.15 1.00 3.04 154.29 102.86 Load Combination - iUiLriy Span Max. '-' DeQ LocatiGn to Span 1 pa Load Combination Vertical Reactions D.69f}8 16.457 Max, '+• Dery Location in Span Load Comb?nst#en Support notation : Far left is #1 0' 0.000 ''verail MAxim�m Suppe 1 Supm.t 2 Values in KIPS Overall MINimum +D,}i 2,240 3.043 +D+L+H 3,952 5.072 +0+Lr+H 3,952 5.072 +D+S+H 6.192 8.432 +fl+0.750Lr+0.750L+H 3.952 5.072 +4'0,750L+I1.7505+#i 5.632 7.592 4040.60W-41 3.952 5.072 +0+0.70E+H 3.952 5.072 *D40.750Lr+0.750L+0.454W+H 3.952 5.072 +0+0.750L+0.7ws,0.450W+H 5.632 7.592 +t)+0.750L+0.7505+0.5250t +H 3.952 5.072 3.952 5.072 A+600+0.60W+0.60H 2 +0.60D+0.70E+0. fi0t j .371 3.043 D Only 2.371 3.043 Lr Only 3.952 5.072 L Only 2.240 3.360 S Only W Only E Only H Only ESIIFME, INC 1800 E, 16TH ST., UNIT B Wood Beam Descripllon : 13107: HEADER AT REAR OF FAMILY RM: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 -Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : DF/DF Wood Grade :24F - V4 Beam Bracing : Completely Unbraced Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LOT 5� Engineer: Proiecl ID: H 4 6 3 Rolect Desa: Flo = i ENE RCALC,INC, 199& Printed 141,M2019, SlWhi 0-14t463AW-1iff4&3.eo& 4d: 10.17.8.9, Ver, 18.17.8.9 Fb + 2,400.0 psi E: Modulus of Elasticity Fb- 1,850.Opsi Ebend-xx 1,800.Oksi Fc- Pill 1,650.0 psi Eminbend -xx 950.Oksi Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Fv 265.0 psi Eminbend - yy 850.Oksi Ft 11100.0 nct nensity 31,20 mf D 0.125 - -0 r ,a a .._ 4 5.125x28.5 Span = 24.50 fl Applied Loads Service loads entered. Load Factors vrill be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.020. Lr= 0.02.0 ksf, Tributary Width= 22.0 ft, (RF LOAD: 40144/2)) Uniform Load : D = 0.0180 ksf, Tf glary Width= 7.0 ft, (WALL ABV: 18'6) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8541 Maximum Shear Stress Ratio Section used for this span 5.125x28.5 Section used for this span fb : Actual - 1.346.61 psi fv : Actual FB : Allowable 1,577.18 psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 12.250ft Location of maximum on span Span # where maximum occurs - Span # 1 Span # where maximum occurs Maximum Deflection 0.00 Max Downward Transient Deflection 0.202 in Ratio= 1458>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.475 in Ratio= 618>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximun► Forces & Stresses for Load Combinations 0.00 0.00 Load Combination 0.00 Max Stress Ratios 775.60 1496.05 5.93 60.92 238.50 Segment Length Span # M V Cd C W C i Cr C m C t CL +D+H 0.00 0.00 0.00 0.00 0.903 1.00 1.00 1.00 1.00 0.42 Length = 24.50 It 1 0.518 0.255 0.90 0.903 1.00 1.00 1.00 1.00. 0,69 +D4L+H 0.00 0.00 0.903 1.00 1.00 1.00 1.00 0.69 Length = 24.50 R 1 0.507 0.230 1.00 0.903 1.00 1.00 1.00 1.00 0.64 +D+Lr+H 0.903 1.00 1.00 1,00 1.00 0.64 Length = 24.50 h 1 0.854 0.319 1.25 0.903 1.00 1.00 1.00 1.00 0.53 +D+S4H 0.903 1.00 1.00 1. DO 1.00 0.53 Length = 24.50 ft 1 0.496 0.200 1.15 0.903 1.00 1.00 1.00 1.00 0.57 +D+0.750Lr40.750L+H 0.903 1.00 1.00 100 1.00 057 Length = 24.50 it 1 0.763 0.285 1.25 0.903 1,00 1.00 1.00 1.00 0,53 Moment Values 0.319 : 1 5.125x28,5 = 105.76 psi 331.25 psi +D+Lr+H 22.175 ft Span # 1 M fb Fb Shear Values V - f - Fv 0.00 0.00 0.00 0.00 44.84 775.60 1496.05 5.93 60.92 238.50 0.00 0.00 0.00 0.D0 44.84 775.60 1530.05 5.93 60.92 265.00 0.00 0.00 0.00 0.00 77.86 1,346.61 1577.18 10.30 105.76 331.25 0.00 0.00 0,00 0.00 44.84 775.60 1562.63 5.93 60.92 304.75 0.00 0.00 0.00 0.00 69.60 1,203.85 1577.18 9.21 94.55 33125 ESI/FME, INC 1800 E, 16TH ST., UNIT B Wood Beam L?escriptian : BM#T: HEADER A7 REAf7 OF FAMILY RM: Prafert -fille' 1 -STORY GUEST HOUSE @ MADISON CLUB - LOT � EOgine lgr: P'0jN1 D[ sc,: PfWrA ID: H 4 6 3 ---- F 'n tMMAR21719.520P11 Fda - QU.0CAL0•-11F146'3W-iVi46_3_" ftitcHGu C.I�C, f593-2017,A1ird:10.17.8`9. Vari0,11.8.9 Load CombinaWn Max Stress Ratios Segment Length Span #M Moment Values +0+0.750L+0.7505*H V � d. C FN C 1 Cr cm C t C L 1 0 496 0.903 1 00 1 00 --- -ro _ Length = 24.50 ft . 100 Pb +0+0.60W+H 0.200 1.15 0.903 1.00 1.00 1.00 1.00 0.53 1.00 0,57 Length = 24.50 ft f +D40,70E+H 0.483 0.144 0.903 1.60 0.903 1,00 1.00 1.00 0.51 44.84 Length = 24.50 ft 1 0.483 0,144 0.903 1.00 1.00 1.00 1.00 1.00 1.00 0.42 1.00 44.64 +"-750Lr+0.750L+0.450W+H 1,60 0.903 1.00 ].00 1.00 0.42 Length - 24.50 A +D+0. 50L+0.750 +0.450W+fi 0.749 0.223 0.9031 1.60 0.903 1.00 1,00 1'001.00 1.00 0.42 0,42 44.84 Length42 = 24'50 R 1 0,483 0.144 0.903 1.00 1.00 1.00 1.00 1.00 0. 1.00 69.60 +D+0-754!+0.7505+0.5250✓=+H 1.60 0.903 1.00 1.00 1.00 0.42 24.50 L0Dq;. VV+0.6I f +0.60D+0,&0W+0.60H 0.483 0.]44 0.903 1.60 0.903 1.00 1.00 1.00 1.00 0.42 1.00 0.42 44.84 Length = 24.50 ft 1 0.290 0.903 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.42 44.84 +0.600+0.70E40.60H 0.086 1.60 0.903 i.00 1.00 1.00 1.00 0.42 Length = 24.50 ft 1 0.290 0.086 0.903 1.60 1.00 0.42 26.91 Overall MRXIMum Deffectior]s 0.903 1.00 1.00 1.00 1,00 0.42 26,91 Load C0mblrr�- +D+Lr+H Span h1ax. '•' Den Location in Span- - Load ern vertrcar Reacirans 1 0.4755 12.339 - Load C0mbi11a1ion - - __. SuPPed notallon : Far left is #1 era Unum Support 1 Support 2 Overall MlNimum ..711 71 +D+H 5.390 5.390 +D+L+H 7.321 7.321 +D+Lr+H 7.321 7.321 +D+S+H 12.711 12.711 +D+0.7501_r+0.750L4l 7.321 7.321 +D+0,750L40.7505+}I 11.364 11.364 +D+0.60W+ff 7 321 7.321 +0+0.70E+H 7.321 7.321 +D+0.754Lr+0.750L+0.450W+.H 7.321 7.321 4D+0.750L+0,7505+0 450W,+H 11.364 11.364 +D+0.750L*0.7505+0.5250E+H 7.321 7,321 +0-60D40.60W+0.S0H 7.321 7.321 40.60D+0_70E+0MH 4,393 4.393 D Only 4.393 4.393 Lr Ony 7.321 7.321 Only 5.390 5.390 S only W Only E Only H Only 775.60 775.60 775.60 1,203,85 775.60 775.60 465.36 465.36 0.00 1562.63 0.00 1606.8,0 0.00 1606.80 0.00 1606,80 0,00 1606.80 0.00 1606.80 0,00 1606.80 0.00 1606.80 0.00 5.93 0,00 5.93 0,00 5.93 0.00 9.21 0,00 5,93 0.00 5.93 0.00 3.56 0.00 3.56 Shear values 0.00 60,92 0.00 60.92 0.00 60.92 0.00 94,55 0.00 60.92 0.00 60,92 0.00 36.55 0.00 36.55 FIV 0.00 30475 0,00 424,00 0.00 424,00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424,00 0.00 424.00 Max. '+' Den ._Loea6on inSpan Values in KIPS ESUFME, INC. 1600 E, 16TH ST. UNIT B SANTA ANA, CALIFORNIA Wvvd.Beam~- - Description: BM #8: HEAOERAT MBR: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species . DF/DF Wood Gracie :24F - V4 Beam Bracing : 'Completely Unbraced Projecl Tille: 1 -STORY GUEST HOUSE @ MADISON CLUB L{ Engineer; Project ID: H 4 6 3 Project Deser: __.�_.. Printed: 19 DEC 2018, 5:20PM [No. fs83Yti19,8ui1d:ip,}8&75 . Fb+ Fb 2,400,0psi E Modulus of Elasticity Fe - Pdl 1,850-Opsi 1,650.0 psl Ebend-xx Eminbend -xx 1,800.Oksl 950.Oksi Fc Fv - Perp 650.0 psi 265.0 Ebend- yy : 1,600.Oksi Ft psi 1,100.0 psi Entinbend - yy Oensity 850.Oksi FV.... 1.00 1.00 31.20 pc, 5.5x14 ty Span = 16.50 ft A .p.lied Loads _ _ _ Service loads entered. Load Factors will be applied forcatculations. Beam self weight calculated and added to loads - - - - Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 22.0 R, (RF LOAD: 40'(3612+4)) Uniform Load : D = 0.0140 ksf, Tributary Width = 9.0 ft, (WALL ABV: 14'9) 171C*It�_Ai nr rAif...-... Maximum Bending Stress Ratio Section used for this span fb : Actual FS: Allowable Load Combinalion Laca110n of msxihlunl on sparf Span # where maximum occurs Maximum Deflection Max Downward Transient Doneclion Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Delleclion - - -0.707. 1 5.5x14 2,051.30psi 2,900.67psi +D+Lr+H 7.750f1 - Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowabte Load Combinalion Localion of maximum on span Span # where maximum occurs 0.254 in Ratio= 732>=360 0.000 in Ratio = 0 <360 0.590 in Ratio= 315>=240 0.000 in Ratio= 0 <240 •.•-^logouorr rurces 8& Stresses for Load Combinations Load Combination Max Stress Ratios Shear Values l00 Segment Length Span # -MV Cd C FN C i Cr FV.... 1.00 1.00 0.98 17.50 +D Length -15.50 ft 1 0,552 0.315 0.90 1.000 1.000 1.00 1.00 1.00 1.00 Length = 15.50 ft 1 0.499 0.284 1.00 1.000 1,000 1.00 1.00 1.00 +OL Length = 15.50 ft 1 0.707 0.398 1.25 1.000 1.00 1.00 1.00 +p+S+y 0.00 2342.75 0.00 3.86 1.000 1.00 1.00 Length =15.50 ft +0+0.750 L !+6.750 L+li 1 0.436 0.247 1.15 1.000 1.000 1.00 1,00 1.00 1.00 75.13 265.00 1.04 1.060 1.00 1.00 m e ■ = 0.398 :1 5.5x14 131.86 psi 331.25 psi -►D+Lr+H = 14.369 ft Span # 1 Cm C t CL Moment Values M Shear Values l00 1.00 0.95 lb Fb V FV.... 1.00 1.00 0.98 17.50 1,168.74 0.00 2115.43 0.00 3.86 0.00 0.00 1.00 1.Q0 0.98 75.13 238,50 1.00 1,00 0.98 17:50 1,168.74 0.00 2342.75 0.00 3.86 0.00 0.00 1.00 1.00 0.98 75.13 265.00 1.04 1.00 0.97 30.71 2,051.30 0.00 2900.67 0.00 6.77 0.00 0.00 1.00 1.00 0.97 131.86 331.25 1.00 1.00 0.97 17.50 1,168.74 0.00 2679.45 0.00 3.86 0.00 0.00 1.00 1.00 0.97 75.13 304.750.00 0.00 0.00 0,00 ESI/FME, INC. 1800 E. 16TH ST. UNIT B SANTA ANA, CALIFORNIA Wood Beam - Descdption : BM #8: HEADER AT MBR: Load Combination Max Stress Ratios Project Title: 1 -STORY GUEST HOUSE= @ MADISON CLUB - LC Engineer: Project ID: H 4 6 3 Project Descr: -me - nt Length Span # M V- Cd C FN C I Cr C m C t CL Length =15.50 ft 1 +D+0.750L40.75pS+H 0.631 0.355 1.25 1.000 1.00 1.00 1.00 1.00 0.9 Length =15.50 ft 1 0.436 0.247 1.15 1.000 1,000 1.00 1.00 1.00 1.00 1.00 1.00 0.97 4DLength 4.516 0.00 17.50 1,168.74 3649.06 4.516 1.00 1.00 0,9 Length =15.50 ft 1 0.320 0.177 1.60 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.9 4D+0.70E+H 4.516 4.516 40.60D40.70E+0.60H 2.709 2.709 D Only 1.00 1.00 0.95 Length =15.50 ft 1 0.320 0.177 1.60 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.95 +Di0.750Lr+0.750L+0.450W+Ei E Only H Only 1.00 1.00 0.95 Length =15.50 ft 1 0,502 0.278 1.60 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.95 +D+0.750L+0.750S+0.450W+H 1.00 1.00 0.95 Length 15,50 ft 1 0.320 0.177 1,60 1.000 1,000 1,00 1.00 1.00 1.00 1.00 0,95 +D+0.750L40.750S+0.5250E+H 1.00 1.00 1.00 0.95 Length 0W+0- ft 1 0.320 0.177 1.60 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 +0.60D 1.00 0.95 Length Length =15.50 ft 1 =15.50 ft 0.192 0.106 1.60 1.000 1,000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 +0.Length 70E.5o 1.00 0.95 Length =15.50 ft 1 ft 0.192 0.106 1.60 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Overall Maxitnum Deflectio 1.00 0.95 Sewe Morhent Values _ M lb F'b 7 27,41 1,830,66 2900,67 7 7 Max. =` Dery Location in Span Load Combination 0.00 17.50 1,168.74 2679.45 117.68 331.25 0.00 17.50 1,168.74 3649.06 Support 1 Support 2 0.00 17.50 1,168.74 3649.06 3.410 3.410 0.00 27.41 1,83066 364906 4.516 4.516 0.00 117.50 1,168.74 3649.06 4,516 4.516 0.00 17.50 1,168.74 3649.06 4.516 4,516 0.00 10.50 701.25 3649.06 4.516 4.516 0.00 10.50 701.25 3649.06 __ ns Load Combination Span Max. =` Dery Location in Span Load Combination 4D+Lr+i1 �V 1 0.5901 7.807 VBrIlCal ReaCflOns 117.68 331.25 _Load Combination 0.00 _ Support notation: Far left is #1 f�v8rail MA]fimurn Support 1 Support 2 Overall MINimum 7 7 6 --- +D+H 3.410 3.410 +D+L+H 4.516 4.516 +D+Lr+H 4.516 4.516 +D+S+H 7.926 7.926 +0+0.750Lr40.750L+H 4,516 4.516 +D40,750L+0.750S+H 7.073 7.073 +D40.60W+H 4.516 4,516 +D+070E+H 4.516 4.516 +D40.750Lr+0.750L+0.450W+H 4.516 4.516 +D+0.750L+0.750S+0.450W+H 7.073 7.073 4M.7 4.516 4.516 4.516 40.60D40.60W40.60H 4.516 4.516 40.60D40.70E+0.60H 2.709 2.709 D Only 2.709 2.709 Lr Only 4.516 4.516 L Only 3.410 3.410 S Only W Only E Only H Only Printed: 19 DEC 2018, 5:20PM 1ss�201a spa: ia1a8.25 . _ Shear Values V fv Fv 6.04 117.68 331.25 0,00 0.00 0.00 3.86 75.13 304.75 0.00 0.00 0.00 3.86 75.13 4200 0.00 0,00 0.00 3.86 75.13 424.00 0.00 0.00 0.00 6.04 117.68 424.00 0.W 0.00 0.00 3.86 75.13 424.00 0.00 0.00 0.00 3.86 75.13 424.00 0.00 0.00 0.00 2.31 45.08 424.00 0.00 0.00 0.00 2.31 45.08 424.00 Max. '+' pen Location in Span 0.0000 0.000 Values in KIPS � 01), ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC 1800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Wood Beam Saltram Printed: 19 DEC 2018, 5:21 PM Firs = 0.10r.ALp--}{134G36tA-1U�i&3.acfi . *1 ENERCAI.C, INC. l9n*& OW11118.815 . Description : 8M #9: HEADER AT BEDROOMS: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850-0 psi Ebend-xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Dersty 31.20pct Beam Bracing : Completely Unbraced D(0-084 X. -- -- - - - _ - -- - 5-5x9.5 Span =10.508 I Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads _ - Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 21.0 ft, (RF LOAD: 40+(34/2-}4)) Uniform Load : D = 0.0140 ksf, Tributary Width = 6.0 ft, (WALL ABV: 14*6) DESIP-N SUMMARY Maximum Bending Stress Ratio =- 0.631: 1 Maximum Shear Stress Ratio = 0.363 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb : Actual - 1,869.70psi fv : Actual 120.39A si FS : Allowable = 2,964.99psi Fv : Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 5,250 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.163 in Ratio = 771 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.364 in Ratio = 346>=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length vLength =10.50 ft +D+L+H Length =10.50 R +D+Lr+fl Length =10.50 R +D+S+H Length =10.50 R +D+0.750Lr+0.750L+H Max Stress Ratios Moment Values Span# M V Cd CHV Ci Cr Cm C t CL M -f-b- Pb 0.00 1,030.12 2142.84 0.00 1,030.12 2378.48 0.00 1,869.70 2964.99 0.00 1,030.12 2730.85 0.00 Shear Values V fv F'v 1.000 1.00 1.00 1.00 1.00 0.98 0.00 1 0.481 0.278 0.90 1.000 1.00 1.00 1.00 1.00 0.99 710 0 331.25 0.00 0.00 1.000 1.00 1.00 1.00 1.00 0.99 0.00 1 0.433 0.250 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.10 1.000 1.00 1.00 1.00 1.00 0.99 1 0.631 0.363 1,25 1.000 1.00 1.00 1.00 1.00 0.99 12.89 1.000 1.00 1.00 1.00 1.00 0.99 1 0.377 0.218 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.10 1.000 1.00 1.00 1.00 1.00 0.99 0.00 1,030.12 2142.84 0.00 1,030.12 2378.48 0.00 1,869.70 2964.99 0.00 1,030.12 2730.85 0.00 Shear Values V fv F'v 0.00 0.00 0.00 2.31 56.33 238.50 0.00 0.00 0.00 2.31 66.33 265.00 0.00 0.00 0.00 4.19 120.39 331.25 0.00 0.00 0.00 2.31 66.33 304.75 0.00 0.00 0.00 ESUFME, INC. '� 3 Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC 1800 E. 16TH ST. UNIT 8 Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: -- - --c;uOraLrrltt�lt;an-tu�4s�.ea�, Printed: 19 DEC 2018, 5:21PM Wand Beam SWtaare ' 1 EREKAt_C, tkC.138,3.2618, W410,18A25 . Desdptlon : 8M #9: HEADER AT SECROOMS: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C• Cr CM C1.60 C0.99 ' Length +0.750 ft 1 +D+0.750L+0.750S+H 0.560 0.323 1.25 1,00 1144 1,659.81 2964.99 3.72 106 87 331. 1,25 Length =10.50 ft 1 0.377 0.218 1.15 1AIX) 1.000 1.00 1.00 1.00 1.00 1.00 1.00 9999 0.99 +D+O.sOw+H 1.000 1.00 1.00 1.00 1.00 0.99 7.10 1,030.12 2730.85 2.301 0,� 309,00 Length = 16.50 ft 1 0.273 0.156 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.10 1,030.12 0.00 3779.18 0.00 0.00 0.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1,00 0.98 2.31 66.33 424.00 Length =10.50 ft 1 0.273 0.156 1.60 1,000 i.00 1.00 1.00 1.00 0.98 7.10 1,030.12 0.00 37.79.18 0.00 0.00 0.00 +D+0.750Lr+0.750L+0.45pW+H 1.000 1.00 1.00 1.00 1.00 0.98 2,31 66.33 424.00 LM +50 ft 1 +D+0.750L+0.70,7 75050S40.450W+H 0,439 0.252 1.60 1.000 1.00 1.00 1.00 1.00 0.98 11.44 1.659.81 0,00 3779.18 0.00 3.72 0.00 0.00 106.87 424.00 Length = 10.50 It 1 0.273 0.156 1.60 1.000 1,000 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 0.98 0.98 0.00 0.00 0.00 0.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.98 7.10 1,030.12 3779,18 2.31 66.33 424,00 Length =10.50 ft 1 0.273 0.156 1.60 1.000 1.D0 1.00 1.00 1.00 0.98 7.10 1,030.12 0.00 3779.18 0.00 2.31 0.00 0.00 +0.601)40.60W+U,60H 1.000 1.00 1.00 1.00 1.00 0.98 66,33 4200 Length =10.50 It 1 0.164 0.094 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.26 0,00 0.00 000 0.00 +O.Length 70E+O.6oH 1.000 1.00 1.00 1.00 1.00 0.98 618.07 3779.18 1.39 39.80 424.00 Length =10.50 ft 1 0.164 0.094 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.26 618.07 0.00 3779.18 0.00 1.39 0.00 0,00 39.80 Overall. MaXIM LIM Deflections 424.00 Load Combinatbn1 Span --3838 _ ' _ Span Max. '= Deo Location in Max, Loca tion in Span Load Combination FL)'Lr+H 5.266 Vertical Reactions Support notation: Far left is #1 Load Combination Support 1 Support 2 Values in KIPS e`�v mum Overall MINimum 2.205 2.205 +O+H 2.705 2.705 +O+L+H 2.705 2.705 +D+Lr4H 4.910 4.910 +D+S+H 2.705 2,705 +D+0.750Lr+0.750L+H 4.359 4.359 +D+0.750L+0.750S+H 2 705 2.705 +D+0.60W+H 2.705 2105 +0+0.70E+H 2,705 2.705 +D+0.750Lr+0.750L+0.450W+H 4.359 4.359 +D+0.750L40.750S+0A50W+H 2.705 2.705 +D+0.750L+0.750S+0.5250E+H 2.705 2.705 +0.60D+0.60W+0.60H 1.623 1.623 +0.60D+0.70E+0.60H 1.623 1.623 D Only 2.705 2.705 Lr Only 2.205 2.205 L Only S Only W Only E Only H Oniy L ESVF.ME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L( 1800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Protect Descr: Wood Beam s Description: BM #10: TWO CAR GARAGE DOOR HEADER: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set., ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species DF/DF Wood Grade 24F - V4 Beam Bracing : Completely Unbraced Prinled: 6 MAR 2019, 6:59Ph7 He=C:1LOCALD-11i14&W-iVi46 o. 6. :RCALC II.'c- 03.2018. t3uFd:1p,t8.&25 . D 0,084 • r 5.5x18 - Span = 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Fb + 2400 psi E: Modulus of Elasticity Uniform Load : D = 0.0140 ksf, Tributary Width= Fb- 1850 psi Ebend-xx 1800ksi Fc • Frill Fc- Perp 1650 psi 650 psi Eminbend - xx Ebend- yy 950 ksi 1600ksi Fv 265 psi Eminbend - yy 850 ksl Ft 1100 rni Density 31.2'Mf D 0,084 • r 5.5x18 - Span = 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 20.0 fi, (RF LOAD: 40`02) Uniform Load : D = 0.0140 ksf, Tributary Width= 6.0 ft, (WALL ABV :14'6) Load Combination DESIGN SUMMARY � • Maximum Bending Stress Ratio = 0.700 1 Maximum Shear Stress Ratio - 0.363 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb : Actual 1,921.79psi fv : Actual _ 120.09 psi FB: Allowable 2,743.51 psi Fv: Allowable = 331.25 psi Load Combination +O+Lr+H Load Combination +D+Lr+H Location of maximum on span = 10.250ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.956 1.00 1.00 Max Downward Transient Deflection 0.332 in Ratio = 740>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 0.00 Max Downward Total Deflection 0.752 in Ratio = 327>=240 0.281 Max Upward Total Deflection 0.000 in Ratio = 0 <240 1.00 Maximum Forces_ & Stresses for Load Combinations Load Combination Max Stress Ratios W Moment Values Shear Values Segment length Span # M V Cd CFN Ci Cr Cm C t CL M Ib Pb V fv Fv +D++i 0.956 1.00 1.00 1.00 1.00 0.85 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.520 0.281 0.90 0.956 1.00 1.00 1.00 1.00 0.95 26.55 1,072.80 2061.18 4.42 67.04 238.50 +D+L++i 0.956 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 20.50 ft t 0.473 0.253 1.00 0.956 1.00 1.00 1.00 1.00 0.94 26.55 1,072.80 2267.68 4.42 67.04 265.00 +D+Lr+H 0.956 1.00 1,00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.700 0.363 1.25 0.956 1.00 1.00 1.00 1.00 0.91 47.56 1,921.79 2743.51 7.93 120.09 331.25 +D+S+H 0.956 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length = 20.50 ft i 0.419 0.220 1.15 0.956 1.00 1.00 1.00 1.00 0.93 26.55 1,072.80 2561.18 4.42 67.04 304.75 +D+0.750Lr+0.750L+H 0.956 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 ESI/FME, INC. 18M E. 16TH ST. UNIT B Project Title: 1-STORY GUEST HOUSE @ MADISON CLUB - L( Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: - --ruoe�Ln�rlH�sau�-1Vt463.peS Printed: 6 MAR 2019 6:59PM Wood Beam _ . r So�>3 hlEURCAL-0,INC.190-2018.8uW10.18-8.25.. Description : BM #10: TWO CAR GARAGE DOOR HEADER: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V - C d C FN C i Cr m C I C L h9 16 Fb -- _ Length = 20.50 R 1 0.623 0.322 +D*0.750L+0.750S+H _ 1.25 0,95& 1.00 1,00 1.00 1,00 0.91 42.31 - 1,709.55 2743.51 - ' V N F'v 106.83 331,25 7.05 Length = 20.50 ft 1 0.419 0.220 1.15 0.956 0.956 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.93 0.00 0.00 0.00 0,00 4M•60W+H 0.956 1,00 1.00 1.00 1.00 0.93 26.55 1,072.80 2561.18 4.42 67.04 304.75 Length = 20.50 ft 1 0.328 0.158 +D+0.70E+H 1.60 0,956 1.00 1.00 1.00 1.00 0.85 26.55 1,072.80 0.00 3270.88 0.00 4 4.00 0,00 0.00 7 6,04 424.00 7.W Length 20.50 1 0.328 0.158 1.60 0.956 0.956 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.00 .42 0.00 +D+0.750Lr+0.750+0.450W+H L 0.956 1.00 1.00 1.00 1.00' 0.85 28.55 1,072.80 3270.88 4.42 67.04 424.00 Length = 20.50 It 1 0.523 0.252 +D+0.750L+0.750S+0.450W+H 1.60 0.956 1.00 1.00 1.00 1.00 0.85 42.31 1.709.55 0.00 3270.88 0.00 7.05 0.00 0.00 106.83 424.00 Length = 20.50 ft 1 0,328 0.158 1.60 0.956 0.956 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0,00 0.00 0.00 0,00 +0 +0.750L+0.750S+0.5250E+H 0.956 1.00 1.00 1.00 1.00 0.85 26.55 1,07280 3270,88 4.42 6704 424.00 Length = 20 50 ft 1 0.328 0.156 0H +0.Length 1.60 0.956 1.00 1.00 1.00 1.00 0.85 26.55 1,072.80 0.00 3270.88 0.00 4.42 0.00 0.00 67.04 424.D0 = 20.50 Length = 20.50 ft 1 0.197 0.095 1.60 0.956 0.956 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.00 0.00 0.00 0,00 +0300+0.70E+0.60H 0.956 1.00 1.00 1.00 1.00 0.85 15.93 643.68 3270.88 2,65 40.22 424.00 Length = 20.50 ft 1 0.197 0.095 160 0.956 1.00 1.00 1.00 1.00 0.85 15.93 643.68 0.00 3270.88 0.00 2.65 0.00 0,00 4022 424.00 .Overall Maximum Deflections. Load Combination Span Max. ' Dell Location in Span Load Combination Max. '+' Deft Location in Span +U+Lr+H i 0,7522 10,325 - 0.000 O.000D Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination ,. Support 1 Support 2 -- ' - Inum .�9,781 - -- Overall MINimum 4.100 4.100 +O+H 5.181 5.181 +D+L+H 5.181 5.181 +D+Lr+H 9.281 9.281 +O+S+H 5.181 5.181 +D+0.750Lr+0.750L+H 8.256 8.256 +D+0.750L+0.750S+H 5.181 5.181 +D-F0'60W+H 5.181 5.181 +D+0.70E+H 5.181 5.181 +D+0.750Lr+0.750L+0.450W+H 8.256 8.256 +D+0.750L+0.750S40.450W+H 5.181 5.181 +D+0.750L+0.750S40.5250E+H 5.181 5.181 +0.60M-60W+0.60H 3.109 3.109 +0.60D+0,70E+0.60H 3.109 3.109 D Only 5.181 5.181 Lr Only 4.100 4.100 L Only S Only W Only E Only H Only ESIIFME, INC, Project Title: 1•STORY GUEST HOUSE @ MADISON CLUB - LC 1800 E. 16TH ST, UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Woad Beam Description: BM #11: SINGLE CAR GARAGE DOOR HEADER: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties E: Modulus of ElasffcHy Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - 625.0 psi Fc - Pdl Wood Species Douglas Fir- Larch Fc- Perp Wood Grade . NoA Fv t Beam Bracing : Completely Unbraced 1.00 Printed: 19 DEC 2018, 5:24PM IlNC.1983.2018.Build: tD.ta.ms . 1,350.0 psi E: Modulus of ElasffcHy 1,350.0psi Ebend-xx 1,600.0ksi 925.0 psi Eminbend - xx 580.0 ksi 625.0 psi Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.50 ft, (RF LOAD: 40'2912) 170.0 psi Uniform Load: D = 0.0140 ksf, Tributary Width = 675.0 psi De�siiy 31.20pCf g uu ' D( _2 r X91 ° 6X10 Span = 10.50 ft Applied Loads _._.__._._... C m Service loads entered. Load Factors will be applied for calculations. .....-.......... Beam self weight calculated and added to loads Moment Values M Ib Fb V Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.50 ft, (RF LOAD: 40'2912) +D+H Uniform Load: D = 0.0140 ksf, Tributary Width = 6.0 ft, (WALL ABV: 14'6) DESIGN SUMMARY 1.00 1.00 1.00 Maximum Bending Stress Ratio - 0.809 1 Maximum Shear Stress Ratio = 0.409 :1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual 1,349.96psi fv: Actual = 86.92 psi FB: Allowable = 1,669.64psi Fv : Allowable 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Locallon of maximum on span - 5.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # t Maximum Deflection 1.000 Max Downward Transient Deflection 0.127 in Ratio= 993>=360 1.00 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 0.00 Max Downward Total Deflection 0.295 in Ratio= 426 >=240 Length =10.50 ft Max Upward Total Deflection 0.000 in Ratio= 0 <240 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C RV C t C r C m C t C L Moment Values M Ib Fb V Shear Values fv FIV +D+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.639 0.324 0.90 1.000 1.00 1.00 1.00 1.00 0.99 5.31 770.25 120620 1.73 49.60 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.575 0.292 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.31 770.25 1338.98 1.73 49.60 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.50 It 1 0.809 0.409 1.25 1.000 1.00 1.00 1.00 1.00 0.99 9.31 1,349.96 1669.64 3.03 86.92 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.50 it 1 0.501 0.254 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.31 770.25 1537.61 1.73 49.60 195.50 +0+0.750Lr+0,750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0,00 0.00 0.00 0.00 ESIlFME, INC. 1800 E. 16TH ST. UNIT B SANTA ANA, CALIFORNIA WA Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC Engineer: Project ID: H 4 6 3 Project Descr: Printed: 19 DEC 2018, 5:24PM W oo Cf Beaml"� = c:acxAto-svca�.�sn-iikfi63.e�5 . SouwtteboarriablCHERCACC.ING. M2018.BM: iGt8.8.25 . Descriptlon : BM #11: SINGLE CAR GARAGE DOOR HEADER: Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M Ib F'b Length =10.50 ft 1 0.722 0.365 1.25 1,000 1.00 1.00 1.00 1.00 0.99 +0.47501-+0.750S+H 0.00 1.000 1.00 1.00 1.00 1.00 0.99 Length =10.50 ft 1 0.501 0.254 1.15 1.000 1.00 1.00 1.00 1.00 0.99 +D+0.60W+H 770.25 1.000 1.00 1.00 1.00 1.00 0.99 Length =10.50 It 1 0.362 0.182 1.60 1,000 1.00 1.00 1.00 1.00 0.99 +0+0.70E+H 272.00 1.000 1,00 1.00 1.00 1.00 0.99 Length =10.50 ft 1 0,362 0.182 1.60 1.000 1.00 1.00 1.00 1.00 0.99 +D+0.75OLr+0.75OL+0.450W+H 0.00 1.000 1.00 1.00 1.00 1.00 0.99 Length =10-50 ft 1 0 W 0.265 1-6p 1 nOn 1-00 1 nn 1 00 1.00 0 99 +D+0.750L+0.750S+0.450W+H 770.25 1.000 1.00 1.00 1.00 1.00 0.99 Length =10.50 It 1 0.362 0.182 1.60 1.000 1.00 1.00 1.00 1.00 0.99 +D+0.750L+0.750S+0.5250E+H 272.00 1.000 1.00 1.00 1.00 1.00 0.99 Length =10.50 ft 1 0.362 0.182 1.60 1.000 1.00 1.00 1.00 1.00 0.99 +0.600+0.60W+0,60H Location in 1.000 1.00 1.00 1.00 1.00 0.99 Length =10.50 ft 1 0.217 , 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.99 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 Length =10.50 ft 1 0.217 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.99 Overall Maximum Deflections Load Combination Span Max. '-'Dell Location in Span Load Combination +D+Lr+H 1 0.2955 5.288 Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 eralvl AXimum 3.545 3.545 --- -- Overall MINimum 1.523 1.523 +D+H 2.023 2,023 +D+L+H 2.023 2.023 +D+Lr+H 3.545 3.545 +D+S+H 2.023 2.023 +D+0.750Lr+0.750L+H 3.165 3.165 +D40.75OL+0.750S+H 2.023 2.023 +D+0.60W+H 2.023 2.023 +D+0.70E+H 2.023 2.023 +D+0.750Lr+0.750L+0.450W+H 3.165 3.165 +D+0.750L+0.75OS+0.450W+H 2.023 2.023 +D+0.750L+0.750S+0.5250E+H 2.023 2.023 +0.60D+0.60W+0,60H 1.214 1.214 +0.60D+0.70E+0.60H 1.214 1.214 D Only 2.023 2.023 Lr Only 1.523 1.523 L Only S Only W only E Only H Only Shear Values V N FV 8.31 1,205.03 1669.64 2.70 77.59 212.50 0.00 0.00 0.00 0.00 5.31 770.25 1537.61 1.73 49.60 195.50 0.00 0,00 0.00 0.00 5.31 770.25 2129.15 1.73 49.60 272.00 0.00 0,00 0.00 0.00 5.31 770.25 2129.15 1.73 49.60 272.00 0.00 O.Do 0.00 0.00 8.31 1,205.03 2129.15 770 77.59 272.Do 0.00 0.00 0,00 0.00 5.31 770.25 2129.15 1.73 49.60 272.00 0.00 0.00 0.00 O.DO 5.31 770.25 2129.15 1.73 49.60 272.00 0.00 C.DO 0.00 0,00 3.19 462.15 2129.15 1,04 29.76 272.00 0.00 0,00 0.00 O,Do 3.19 462.15 2129.15 1.04 29.76 272.00 Max, W Dell Location in Span 0.0000 0.000 Values in KIPS - IST/FME Inc. STRUCTURAL F141GIIVEERiS Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOTS OA F[ -� H 1-STORY LATERAL ANALYSTSASCE T-'10 & LOCATION: GYM Page: �F Date: 12/6/2018 Job#: H 4 6 3 Client: HC DESIGN Plan #: LA QUINTA, CA. 11 MRET H-aD ■--+ LONGITUDINAL ( Li ) 1st STORY Roof D.L. = ( i=xterlor Wall ={ 24 )psfx tg ( 29 )ft interior Wall=( 14 )Psfx( )psfx( 14 7 4 )( 1 )__= 696 pif Parailet Ext,WaB=( Paalicl Int.�lall-• 18 )PsfX( 0 19 x 26 )( 1 ) / 126 plf 56 plf 1 0 �p�fx� 0 x 0 6 5 137 plf r' 65 i•OTAL 1015 plf TRANSVERSE ( Ti ) 1st STORY Rauf D.L, Exterior Lyall =( 24 )psfx( 18 65 )Ft 1560 Interior Wa11=( )psfx( 16.5 7 l0 )psfx( 0 )( 2 )= Parallel at.weyf ( 16 )psfx( _ 7 0 )( 0 )= 342 plf Parallel IntWall=( 10 )psfx( x 65 0 x / 29 )_ U1 282 0 / 29 pif ZIP CODE- - • " - `' "nam �r1ER#t DESIGNN.A. LATITUDE: SOILS REPORT (ASCE 7-10 Sec. 12.14.8.1) (Per ASCE-7.10 Se cilon 12.14.8.15s I _ LONGITUDE: Actual Ss = 1.511 m ,= 1 .5) SOILS REPORT Design Ss = 1.500 SDs = 2/3 x Fa x Ss Sl = 0.6 SDs = 1.000 Fa= ROCK .- �" ES,ietSoil Class = Rai4 ra=1.0 micDasrgn Category = D (In slmPllfied method Soil Class Cent WE-) SN4 r'a=1.4 R= 6.5 (Ta61912.144) p = 1 (SIMPLIFIED DESIGN) V= Fx5C3sxpxW R x 1.4 =>EEE�� F= 1 STORY=1,0 rF-1•F 1 sroRy -J F' I.1 2 STORY ASCE 7`10 SIMPLIFIED WIND DESIGN fffIII.F-1.2 35TO RY (ASCE 7-30 Sec, 28.6.3) Wind Velocityw= 1.3 (CBC -1605.3) Mears Roof Helc�l1t= 23.00 = 110 rnph Exposure= C Ka = 1.00 ps-0 x:� x 3 x Kztx Psx x ! Risk Cat.II, Ie = 1,0 Roof Slope= O.t7 :12 = Ft C 6p ft A = 1.33 (Fromsct �.10I Fx�ure 78.61) 0.0 degrees Horizontal Pressures ZONES A C Vertical Pressures Overhangs +11'011 Illll ori i qtr g D E F Ps30 (Psi) 19.2 -10.0 12.7 G H EOH Goll -5.9 -23.1-13.1 -16 -10.1 .0 -32.3 III�Elllll j Ps (Psfl 19.9 -10.3 6 -26.3 LONGITUDINAL 13.6 -16.6 -10.4 -33, -26.2 LEVELW r.l r {pif) FxStart shear (Pir) IffAn USE WZO E_�I D i1 w.. TRANSVERSE "Z VER510.,lp 2o 17.,1 Page: ESI/FM E Inc. Date: 12/6/2018 STRUCTURAL ENGINEERS Job #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Plan #: LA QUINTA, CA. IN F1 4 H1 1 STORY- LATERAL ANALYSIS (ASCE 1-10 & 1BUQ`IS; =2016) I SIM PLIFIEv MirTFiQiJ LOCATION: PICKLEBALL H LONGITUDINAL ( L2 ) USE WIND ZONE=> C WO 1st STORY 1st STORY 153 .391 1691 --- Roof D.L. _ { 24 Roof D.L. _ ( 24 )psfx( 38 )ft = 912 pif Fxteriar Wall =( 18 )psfx( 9 - 0 )( 2 )- 324 plf Interior Wall=( 10 )psfx( 0 - 0 )( 0 )- 0 pif Parallel Ext.Wall=( 18 )psfx( 30 x 38 / 69 297 pif 'a r-affel £rt.::'a11=( 10 )ps��k 0 x 0 / 69 TOTAL = 1533 pif TRANSVERSE ( T2 ) USE WIND ZONE=> C WO 1st STORY 1 153 .391 1691 --- Roof D.L. _ { 24 )psfx( 69 )ft = 1656 pif 1 Exterior Wall =( 18 )psfx( 25.5 10.5 )( 1 )- 270 plf Interior Wall=( 14 )psfx( 25.5 - 10.5 ){ 1 )= 210 plf Parallel Ext.Wall=( 14 )psfx( 18 x 69 / 38 )= 458 plf Parallellnt.Wall=( 10 )psfx( 0 x 0 / 38 )LL 0171f TOTAL = 2594 pif ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN : (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ss,,,,,=1.5) Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK ■TRixg, Fa -1.0 Si = 0.6 SDs = 1.000 sw+. FaLL1.+ S1t0 SOII CIaSS = D (In simplified method Sail Class can't WE") Seismic Design Category = D R= 6,5 (Table12.14-1) p = i (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x p x W F= 1 STORY=1.0 F=1.1 2 STORY V fix 1.4 = > V.. " 0.110 x W F=1.2 3 STDRY ASCII 7-10 SIMPLIFIED WIND DESIGN : (ASCE 7-10 Sec. 28.6.3) (0= 1.3 (CBC -1605.3) Mean Roof Height= 23.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C KA = 1.00 Roof Slope= 0.0 :12 = 0.0 degrees PS=0,6 x () X)., x Kzt x P,3D X l Risk Cat.I Ir Ie = 1.0 X = 1.33 (From ASCE 7-10 / Figure 28.6,1) ZONES I Horizontal Pressures Vertical Pressures Overhangs "r� ii�r A 8 C D El FIG] H EOH GOH Ps30 (Psf1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 '. ! ��• Ps (psf) 19.9 -10.3 13.1 -6.1-23.9 -13.5 -18.5 -10.4 -33.4 -26.2 LONGITUDINAL LEVEL W (pif) Fx (Pif) Story S ear (Pif) USE WIND ZONE=> C WO --CONTROLLING. FORCE(plf) 1 153 .391 1691 --- 25.5 - 1 )xP,= 190 (WIND)19 TRANSVERSE LEVEL VERSION: W (Plf) Fx (Pit) Story Shear (pif) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 2594 285 »-- ( 25.5 - 11.0 - xPS=TW (SEISMIC)-- EISMIC VERSIOil: 2017A Page:^ 2 () ESI / F M E Inc. Date: 12/6/2018 STRUCTURAL ENGINEERS Job #; H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A` Plan #: LA QUINTA, CA. Hi F1 4 'I-S.TDRY LATERAL-ANALYSIS(ASCE 7;.lb &'IBC2O95; CBC22ifi f SIMPLIFIED METHOD - LOCATION: LOUNGE 4-4- LONGITUDINAL ( L3 ) CONTROLLING FORCE(plf) 1st STORY 6.53 70 --- 1st STORY SEI MI Roof D.E. _ ( 24 )psfx( 20 )ft = 480 plf J_ Exterior Wall =( 14 )psfx( 6 - 0 )( 1 )= 84 plf Interior Wall=( 10 )psfx( 0 - 0 )( 1 )= 0 plf Parallel Ext.Wall=( 18 )psfx( 13.5 x 20 / 67 }= 73 pif Parallel1nt.t`ali=( 10 )p;-( 0 x ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS TOTAL = 636.5 pif co= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft Wind Velocity= iio mph Exposure= C K4= 1.00 Roof Slope= 0.0 ;12 = 0.0 degrees Ps=0.6 x cox X x Kzt x P,mx I Risk Cat.II, I, = 1.0 I= 1.21 (From ASCE 7-101 Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs l ii;l -rp� , A B C D E F G H EOH GOH "`'oil„I�l jl l'�irll! PS30 (PSI 19.2 -10.0 12.7 -6.9 -23.1 -13.1 1 .16.0 .10.1 -32.3 -25.3 Ps (psf) 18.1 1 -9.4 1 12.0 1 -6.6 -21.8 A2.41-115.11 -9.6 -30.5 -23.9 LONGITUDINAL f f ji- LEVEL W (pit) Fx Story Shear (Plt) (Plf) TRANSVERSE ( T3 ) CONTROLLING FORCE(plf) H1 6.53 70 --- 1st STORY SEI MI Roof D.L. = ( 24 )psfx( 67 )ft = 1608 plf Vb Exterior Wall =( 18 )psfx( 20 - 6.5 )( 1 )= 243 plf Interior Wall=( 10 )psfx( 13 - 6.5 )( 1 )- 65 plf Parallel Ext.Wall=( 14 )psfx( 5 x 67 / 20 235 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 20 ) 0 Elf TOTAL = 2151 pif ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN ' (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ssm.x=1.5) Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK ■ Rock, Fa =1.0 Sl = 0.6 SDS = 1.000 loll, Fa 1.q Site Soil Class = (In simplified method Soil Class can't be"E") Seismic Design Category=--= R= 6.5 ITable12.14.1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 5rOKY V= F x SDs x p x W _> V- 0.110 x W F= 1 STORY=1.0 F=1.1 2 STORY R x 1.4 F=1,2 3 STORY SCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) co= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft Wind Velocity= iio mph Exposure= C K4= 1.00 Roof Slope= 0.0 ;12 = 0.0 degrees Ps=0.6 x cox X x Kzt x P,mx I Risk Cat.II, I, = 1.0 I= 1.21 (From ASCE 7-101 Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs l ii;l -rp� , A B C D E F G H EOH GOH "`'oil„I�l jl l'�irll! PS30 (PSI 19.2 -10.0 12.7 -6.9 -23.1 -13.1 1 .16.0 .10.1 -32.3 -25.3 Ps (psf) 18.1 1 -9.4 1 12.0 1 -6.6 -21.8 A2.41-115.11 -9.6 -30.5 -23.9 LONGITUDINAL f f ji- LEVEL W (pit) Fx Story Shear (Plt) (Plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 6.53 70 --- { 4.0 - 0.0 )xPS= 47.9 SEI MI TRANSVERSE LEVEL WFx (Plt) Story Shear (Plf) (Plt) USE WIND ZONE=> C I (pif) CONTROLLING FORCE(plf) 1 2151 2361 --- I i9.o - 6.5 )xPs= 150 (SEISMIC)3 _rc.,tt 2017.q ESI/Inc. STRUCTURAL ENGINEERS Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Page: Date: 12/6/2018 Job #: H 4 6 3 Client: HC DESIGN Plan #: LA QuiNTA, CA. 1 -- STORY LATERAL ANALYSIS ASCE-7-'t0A lBC2015,.C8C201G; LOCATION: GOLF SIMULATOR, ENTRY, AND POWDER ROOMS: METHOD - f♦ LONGITUDINAL ( 14 ) 1st STORY Roof D.L. _ ( Exterior Wall =( 24 14 )psfx( )psfx( 32= 16.5 )ft - 6.5 768 plf Hr Interior Wall=( 10 )psfx( 0 - 0 )( )( 1 )= 1 )_ 140 plf 0 plf Parallel Ext.Wall=( 18 )psfx( 20 x 27 / 56 )= 174 plf ?arallelInt,Wall-( F� 14 )psPq( 1u x 27 / 56 = 10 plf TOTAL = 1190 pit TRANSVERSE ( T4 ) H1 1st STORY Roof D.L. _ { V) 1 Fxterlor Wall 24 )psfx( 56)ft _ 344 plf 1360 =( 18 )psfx( 16.5 - 6.5 )( 2 )- plf Interior Wall=( 10 )psfx( 13 - 6.5 )( 1 )= 65 plf Parallel Ext.Wall=( 18 )psfx( 10 x 56 / 32 }- 315 plf Parallel Int.Wall=( 10 )psfx( 0 x 0 / 32 )= 0 olf TOTAL = 2084 ulf ASCE 7-10 SIMPLIFIED Al ER TIVE BA F SHEAR DESIGN : (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ssm,x=1.5) Actual Ss = 1.511 Design Ss = 1,500 SDs = 2/3 x Fa x Ss Fa= ROCK Rork, ra=1.o S1. = 0.6 SDs = 1.000 Site Sol, Class = D (rn simplified method Soll Class can't be"E") Seismic Design Calegory = D R= 6.5 (Table12.14.1) p = 1 (SIMPLIFIED DESIGN) F-1.0 1 STORY V R x 1. _ F x SDs x 4 => V= 0.110 x W x W F= 1 STORY=1.0 * F=1.1 2 STORY 4 r=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN : (ASCE 7-10 Sec. 28.6.3) w= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C KA= 1.00 Roof Slope= 0.o ;12 = 0.0 degrees Ps=0.6 x w x )� x Kzt x P.vx I Risk Cat.II, ie = 1.0 X = 1.21 (From ASCE 7-10 / Figure 28.6-1) ZONES Horizontal PressuresVertical Pressuros Overhangs A 8 C D E I F I G H I EOH IGOH lrll'ij°� Ps30 (Ps0 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -18.0 -10.1 -32.3 -25.3 } y '' . I 1 Ps (Pst7 18.1 9.4 12.0 -5.8 -21.8 -12.4 -15.1 9.5 LONGITUDINAL TRAlravcKac WRS10h; 2017.9 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "GUEST HOUSE @ THE MADISON CLU8 - LOT 50A' LOCATION: FAMILY RM AND KITCHEN - Page: 302 Date: 12/6/2018 Job 0: H463 Client: HC DESIGN Plan #: LA QUINTAL CA. H LONGITUDINAL ( LS ) 1st STORY Roof D. L. _ ( 20 )pSN( SO )ft j„_ Fxterlor Waif _( 18 )psfx 15 1000 plf Hr Interior Wall=( 10 )psfx( 15 _ 7'S )( 1 }- 135 pff Parallel Ext,Walf=( 14 7'5 )( 1 )- 75 pif )psfx( 10,5 x 304 / 36 ;` 139 pif Parallellrlt.Wall=( 10 )PSN 0 x F1 - / 36 0 If TOTAL = 1349 plf H1 T TRANSVERSE ( TS 1st STORY Roof D.L. = ( 20 )psfx( 36 )ft Exterfor Wall =( 14 = 720 if Interior Wall= 10 )psfx( 18 7.5 )( 1 )= 147 pif Parallel Ext,Wal1= 18 )psfx( ). 0 )( 1 )= 0 pif ( )psfx( 10.5 x 36 / 44 )= 155 plf ParallelInt,Wall=( 10 )psfx( 0 x 0 / _44 7= 0 pff 'TOTAL = 1022 pif ASCE 7-1Q SIMPLIFIED ALTERNATIVE SASE SHEAR DESIGN ZIP CODE N,A, (ASCE 7-10 Sec, 12.14.8.1) LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ssm,r=1,5) Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Sl = 0.6 SDs = 1,000 RO`� ra:=1.0 E:3eiS1tic1D:)esjan lass = sa4 Fa --I.4 D (in simpnned method Soil Class can't be -E-) Cate dry = p R= 6.5 (rolto12,44-i) p 1 (SIMPLIFIED DESIGN) V= F x SDs x px W r�1.o I STORY R x 1.4 => V= D.11Q x W F= 1 STORY=1.0 F==.I,[ 2sFQRY F-1.2 3 STORY ASCE 7 -IQ SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) G)= 1.3 (CBC -1605.3) Mean Roof Height= 17.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C PS4.6 x ry x X x Kzt x A x I KA = 1'00 Roof Slope= 0.0 :12 = 0.0 degrees s3? Rlsk Cat.II, Ie = 1.0 X= 1.24 (From ASCE 7.10 / Figure 28.6-1) TRA IER510.'!: 2017.4 Horizontal Pressures Vertical Pressures overhangs Ps30 (Psfl A 8 C D 19.2 E F G H EOH GOIi -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -26.3 ps (Pst) 18.6 -9.7 12.3 -5.7 -22.4 -12.7 -15.6 -9.8 -31.3 -24.5 LONGITUDINAL TRA IER510.'!: 2017.4 Page: -.5 E 5. I/ F M E I n c. Date: 12/6/2018 STRUCTURAL ENGINEERS Job*: H 4 6 3 Client: HC DESIGN. Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Plan #: LA QUINTA, CA, 1 -STORY -LATERAL ANALYSIS (ASCE 7.10. & IBC2016, CBC2016)1 SIMPLIFIED METHOD LOCATION: MASTERBEROOM AND MASTERBATHROOM: Fill F1 4 H1 H LONGITUDINAL o)= ( L6 ) Mean Roof Height= 17.00 ft < 60 ft Wind Velocity = iio mph Exposure= C Krt= 1.00 1st STORY Ps=0.6 x o) x 1 x Kzt x Psxx I Risk Cat.II, Ie = 1.0 ib = 1.24 (From ASCE 7-10 / Figure 28,6-1) ZONES Roof D.L. = ( 20 )psfx( 36 )ft I B I C D E - 760 plf Exterior Wall =( 14 )psfx( 12 - 6 )( 0 )= 0 pif Interior Wall=( 10 )psfx( 12 - 6 )( 2 )- 120 plf Parallel Ext.Wal1=( 14 )ps6x( 13.5 x 38 / 36 )- 200 plf Parallel Tnt,Wall=( 10 )psfx( 7 x 38 / 36 �= ILL TOTAL. = 1.153 plf TRANSVERSE ( T6 ) 1st STORY Roof D.L. _ ( 20 )psfx( 37 )ft W 740 plf 1 Exterior Wall =( 14 )psfx( 19.5 - 6 )( 1 )= 189 Plf Interior Wall=( 10 )psfx( 14 - 7 )( 1 )= 70 plf Parallel t_xt.Wall=( 14 )psfx( 7 x 36 / 38 93 plf Parallellnt.Wall=( 10 )psfx( 12 x 36 / 38 �, 114 plf TOTAL = 1206 pff ASCE 7-10 SIMPLIFIED ALTERNATIVE -BASE SHEAR DESIGN : (ASCE 7-10 Sec.12.14.8.1) ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ssm„=1.5) Actual Ss = 1.5 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rmk, Fa=1.0 Sl = 0.6 SDS = 1.000 Sal. Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1,0 1 STORY F x SDs x p x W F= 1 STORY=1.0 �F=1.1 2 STORY v= �, v= 1:110 xW k x 1.4 F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN : (ASCE 7-10 Sec. 28.6.3) LEVEL o)= 1.3 (CBC -1605.3) Mean Roof Height= 17.00 ft < 60 ft Wind Velocity = iio mph Exposure= C Krt= 1.00 Roof Slope= ox :12 = 0.0 degrees Ps=0.6 x o) x 1 x Kzt x Psxx I Risk Cat.II, Ie = 1.0 ib = 1.24 (From ASCE 7-10 / Figure 28,6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs lint'`' A I B I C D E F G H EOH GOH f."'"},I�IElllll� ` �.•:' ps30 (Psi) 19.2 40.0 1 12,7 -5.9 -23.1 -13.1 -18.0 -10.1 -32.3 -25.3 .�•.., } I. ps (Psfl 1 18.5 9.7 12.3 -5.7 -22.4 -12.7 45.5 -9.8 - � 31.3 -24.5 l'l�i f _-' �' : • l� I'I. LONGITUDINAL LEVEL W (plf) Fx 010 Story Shear USE WIND ZONE=> C (plf) (plf) CONTROLLING FORCE(plf) 1206 1 3.3 4 127 --- 0.0 - 0.0 x 5= I) -127. TRANSVERSE LEVEL W (plf) Fx Story Shear 011f) (plf) I USE WIND ZONE=> C I CONTROLLING Off) FORCE(plf) 1 1206 132 --- 19.5 - 6.0 )xPs= 166 D 166 VERSION: 2017,1 Page: ESI / F M E I n c. Date: 12/6/2018 STRUCTURAL ENGINEERS Sob #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A` Plan #: LA QUINTA, CA. HI F1 4 H1 1 -STORY LATERAL ANALYSIS (ASC E.7-'10 & IBC2015, CBC2016)1SIMPLIFIEO METHOD LOCATION: BEDROOMS: H LONGITUDINAL 1st STORY Roof D.L. _ 1 Exterior Wall =( Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=f TRANSVERSE 1st STORY Roof D.L. 1 Exterior Wall =( Interior Wall=( Parallel Fxt.Wall=( Parallel Int.Wall=( ( L7 ) ) I Story Shear 010 20 )psfx( 33 )ft - 660 plf 14 )psfx( 12 - 6 )( 0 )= 0 pif 10 )psfx( 12 - 6 )( 2 )- 120 plf 18 )psN( 17 x 33 / 34 )= 297 plf 10 )psfx( 17 x 33 / 34 ] 165 plf TOTAL = 1242 pif ( T7 ) I Story Shear 010 20 )psfx( 37 )ft - 740 plf 18 )psfx( 16 7 )( 1 }= 162 pif 10 )psfx( 14 - 7 )( 2 ) 140 plf 14 )psfx( 13 x 34 / 33 )= 188 prf 10 )psfx( 12 x 34 / 124 pif _33_J� TOTAL = 1353 uif ASCE 7-10 SIMPLIKED ALTERNATIVE BASE SHEAR DESIGN ; (ASCE 7-10 Sec, 12.14.13.1) ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ss_, =1.5) Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK �Itock, Fa=1.o Sl a 0.6 SDs = 1.000 sail, Fa :1rs Site Soil Class = D (In simplified method Soil Class can't WE') Seismic Design Category = D I R= 6.5 (Table12,14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDS x P x W F= 1 STORY=1.0 F=1.1 2 STORY V R x 1.4 .V - .- . . x W F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) u)= 1.3 (CBC -1605.3) Mean Roof Height= 17.00 ft < 60 ft Wind Velocity= 110 mph Exposure= C KA = 1.00 Roof Slope= o.o :12 = 0.0 degrees Ps=0.6 x o1 x ), x Kzt x P,mx I Risk Cat.II, Ie = 1.0 ?t = 1.24 (From ASCE 7-10 [Figure 28.6-1) ZONES I , t,10 Horizontal Pressures Vertical Pressures Overhangs A 1 8 1 C D E I F I G H EOH GOH P.13005f) 19.2 1-10.0112.7 -5.9 -23.1 -13.11-16.0 -10.1 -32.3 -25.3 1 Ps (Ps0 1 18.6 9.7 12.3 -6.71-22.41-12.71-16.61 -9.8 -31.3 24.5 - 9'� �']*9 •,- e '�,• LONGITUDINAL j,lt.� LEVEL W (ply Fx I (pif) I Story Shear 010 I USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 4 1491 --- 1 0.0 - 0.0 )xP.,= - -136 • TRANSVERSE LEVEL W 010 Fx (Plf) Story Shear (pif) I USE WIND ZONE=> C (PID CONTROLLING FORCE(p1f) 1 1353 1491 --- 1 16.0 - 5.0 )xP-,= 135 (SEISMIC) VERSIOM:2017 Page: ,a�] ESI / F M E Inc. Date: 3/6/2019 STRUCTURAL ENGINEERS Job #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Plan #: LA QUINTA, CA. 1 -STORY LATERAL ANALYSIS (ASCE 7-14 A 113C2015, CBC2W) /.SiMP€JFIED WH01 W (113117 LOCATION: 2 -CAR GARAGE: TRANSVERSE ( T8 ) 4-► LONGITUDINAL H1 ( L8 ) 1st STORY 1st STORY Roof D.L. _ ( 20 )psfx( 24 )ft = 480 pif Exterior Wall ={ 14 )psfx( 12 - 6 )( 0 )= 0 plf HI' Interior Wall=( 10 )psfx( 12 6 )( 1 )= 60 plf Parallel Ext.Wall=( 18 )psfx( 6 x 24 J 39 )= 66 plf Parallel Int.Wall=( 14 )Dsfx( 10 x 24 1 339 )= 86 pif F1 -� TOTAL = TOTAL = 1226 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) zip CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ssm., =1.5) Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK■-ESAA, Fa=1.0 Sl = 0.6 SDS = 1.000 Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Soismic Design Category = D R= 6.5 (Table12.14.1) p = 1 (SIMPLIFIED DESIGN) F=1.0 I STORY F x SDs x p x W I F= 1 STORY=1.0 �F=1.1 zSTORY V= R x 1,4 => V- 0.110 x W F=1.2 3 S7nRY ASCE 7-10 SIMPLIFIED WIND DESIGN ; (ASCE 7-10 Sec. 28.6.3) c)= 1.3 (CBC -1605.3) Mean Roof Height= 14.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C K t = 1.00 Roof Slope= o.o :12 = 0.0 degrees Ps=0.6 x co x X x Kzt x PsNx I Risk Cat.II, Ie = 1.0 = 1.21 (From ASCE 7-101 Figure 28.6-1) ZONES I . Horizontal Pressures Vertical Pressures Overhangs H �tll lell Iz , A I B I C I D E I F I G I H EOH GOH "'"'' glf�'�III P00(130) 19.2 -110.0 12.7 -5.9 1 -23.11-13.11-16.01 •10.1 -32.3 -25.3 -15 Ps (psfj 18.17-9,4712.012.4 -5.6 -21.8 -1.1 1 -9.5 -30.5 -23.9 IPt ? r-•-, LONGITUDINAL LEVEL W (113117 FX 010 TRANSVERSE ( T8 ) 2.6154 H1 --- ( 16.0 6.0 xPsc 120 1st STORY Roof D.L. _ ( 20 )psfx( 44 )ft = 880 plf Exterior Wall =( 18 )psfx( 6 - 0 }( 1 )= 108 plf "'- Interior Wall=( 14 )psfx( 16 - 6 )( 1 )= 140 pff Parallel Ext,Wall=( 14 )psfx( 6 x 0 / 24 )= 0 pff Parallel Int.Wall=( 10 )psfx( 6 x 39 / 24 98 olf TOTAL = 1226 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) zip CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ssm., =1.5) Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK■-ESAA, Fa=1.0 Sl = 0.6 SDS = 1.000 Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Soismic Design Category = D R= 6.5 (Table12.14.1) p = 1 (SIMPLIFIED DESIGN) F=1.0 I STORY F x SDs x p x W I F= 1 STORY=1.0 �F=1.1 zSTORY V= R x 1,4 => V- 0.110 x W F=1.2 3 S7nRY ASCE 7-10 SIMPLIFIED WIND DESIGN ; (ASCE 7-10 Sec. 28.6.3) c)= 1.3 (CBC -1605.3) Mean Roof Height= 14.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C K t = 1.00 Roof Slope= o.o :12 = 0.0 degrees Ps=0.6 x co x X x Kzt x PsNx I Risk Cat.II, Ie = 1.0 = 1.21 (From ASCE 7-101 Figure 28.6-1) ZONES I . Horizontal Pressures Vertical Pressures Overhangs H �tll lell Iz , A I B I C I D E I F I G I H EOH GOH "'"'' glf�'�III P00(130) 19.2 -110.0 12.7 -5.9 1 -23.11-13.11-16.01 •10.1 -32.3 -25.3 -15 Ps (psfj 18.17-9,4712.012.4 -5.6 -21.8 -1.1 1 -9.5 -30.5 -23.9 IPt ? r-•-, LONGITUDINAL LEVEL W (113117 FX 010 Story Shear (pit) USE WIND ZONE=> C (PIO CONTROLLING FORCE(pif) 1 2.6154 76 --- ( 16.0 6.0 xPsc 120 (WIND) 120 TRANSVERSE LEVEL W (plf) Fx (Plf) Story Shear (Plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 1226 1351 --- -16.o- 6.0 )xP,= 120 (SEISMIC) 13.5 VERSION: 2017.4 Page: 'f7( ESI / F M E Inc. Date: 12/6/2018 STRUCTURAL ENGINEERS Job #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Pian #: LA QUINTA, CA. :1 -STORY LATIE;RAL ANALYSIS (ASGE7'1.0. &-1BC2015, C13C2016) tSIMPLIFIED-.METHOD W (plf) LOCATION: SINGLE CAR GARAGE: TRANSVERSE ( T9 ) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 H LONGITUDINAL ( L9 ) 1st STORY I 1st STORY Roof D. L, _ ( 20 )psfx( 16 )ft - 320 pif J_ Exterior Wall =( 14 )psfx( 12 6 )( 1 )= 84 plf Hr/ Interior Wall=( 10 )psfx( 12 - 6 )( 0 }= 0 plf Parallel Ext.Wall=( 18 )psfx( 4 x 16 / 27 j= 43 plf I/ Parallel7nt :ti'all=( 14 )psfx( I0 x I6 / 27 - 83 plf F1 4 TOTAL = 529,6 pif F=1.0 1 STORY V= F x SDs x p x W _> V_ 0.110 x w F= i STORY=1.0 F-1.1 2 sroRY R x 1.4 F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) (0= 1.3 (CBC -1605.3) Mean Roof Height 14.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C Kt = 1.00 Roof Slope= 0.o :12 = 0,0 degrees Ps=0.6 x w x),x Kzt x P,mx i Risk Cat.II, Ie = 1.0 X= 1.21 (From ASCE 7-10/ Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs +il lilll 1 ' ��. A B C I D I E I F G H EOH GOH `l I Ps30 (PSO19.2 -10.0 12.7 -6.9 .23.1 -13.1 -16.0 -10.1 -32.3 -26.3 PS (psi) 18.1 -9.4 12.0 -5.6 -21.8 -12.4L-15.11 .9.6 .30.5 -23.9 1'I,? lr•:�gy n ;�5 LONGITUDINAL �`�) ` `��•` LEVEL W (plf) Fx I (plf) TRANSVERSE ( T9 ) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 H1 58 --- 1st STORY I Roof D.L. _ ( 20 )psfx( 29 )ft = 580 plf Vb --L Exterior Wall =( 18 )psfx( 6 - 0 )( 1 )= 108 plf Interior Wall=( 14 )psfx( 16 - 6 1 )= 140 pif Parallel Ext.Wall=( 14 )psfx( 10 x 27 / 16 )= 236 pif Parallel Int.Wall=( 10 )psfx( 0 x 0 / 16 0 Pif TOTAL = 1064 pif ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ss_, =1.5) Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK *-f Reck, ra=1.0 S1 = 0.6 SDS = 1.000 sin, Fa=1.4 Site Soil Class = D (In simplified method Soll Class can't WE") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY V= F x SDs x p x W _> V_ 0.110 x w F= i STORY=1.0 F-1.1 2 sroRY R x 1.4 F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) (0= 1.3 (CBC -1605.3) Mean Roof Height 14.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C Kt = 1.00 Roof Slope= 0.o :12 = 0,0 degrees Ps=0.6 x w x),x Kzt x P,mx i Risk Cat.II, Ie = 1.0 X= 1.21 (From ASCE 7-10/ Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs +il lilll 1 ' ��. A B C I D I E I F G H EOH GOH `l I Ps30 (PSO19.2 -10.0 12.7 -6.9 .23.1 -13.1 -16.0 -10.1 -32.3 -26.3 PS (psi) 18.1 -9.4 12.0 -5.6 -21.8 -12.4L-15.11 .9.6 .30.5 -23.9 1'I,? lr•:�gy n ;�5 LONGITUDINAL �`�) ` `��•` LEVEL W (plf) Fx I (plf) I Story Shear (pif) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 29.62961 58 --- 16.0 - 5.0 )xPs= 120 I TRANSVERSE LEVEL W (plf) Fx (pif) I Story Shear (Pif) USE WIND ZONE=> C (plf) CONTROLLING FORCE(p10 1 1064 117 --- ( 16.0 - 6.0 )xP,= 1 WIND) - -120 VfR510r.: 2017.4 Page: rJ ESI' F M E Inc. Date: 12/06/2018 STRUCTURAL ENGINEERS I yob#: H463" Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Plan #: LA QUINTA, CA, SHEAR':WAII DESIGN: SHEAR WALL LINE: ✓ (IC�C2t7t5.fCQC1g161.$DPWS f5J SD,» 1 SEISM UPUFTDEAD LOAD PARA4¢TER--09-0.113,x= 0.76 WALL(S) @ LEFT SIDE OF GYM (REAR ELEVATION]: PLATE HT= 14 It {WALL 1=-11.0o ft OPENING= ft WaIII Y= 11.co ft} WALL2= 11.00 ft WALL 3=f 0.00 4� o,Do R _»-_..-- ---- ---- ----� _ -__------------_----WTOTALWALL SEISMIC _ _ft_W_ALL --- -- LENGTH = ^22.00 ft Ti ...... plf ( 19.5 ft/2+ 7 ) W 9020 lbs. LUAU - PIF ( 0.0 ft/2+ 0 = 0 lbs. LOAD = PIF ( 0.0 ft/2+ 0 ) = 0 Ibs. PIF { 0.0 ft/2+ 0 )= 0 lbs. ` " �` 4020 lbs / 22.00 ft = 183 lbs/ft -__...,______ 183 -lbs;/ft T 1 LOAD =( 197 plf ( 19.5 ft/2+ 4 ) = 2709 lbs. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 it / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2709 lbs / 22.00 ft = 123 lbs/ft ------ _______________ 123 Ibs/ft GOVERNING FORCE= SEISMIC V 182.7 Ibs/ftp~�� _ ANCHOR/STRAP? ANCHOR WV.FORCE= SEISMIC _ 10 W/5/8" Dia.x 10" A.B.'S @ 72 "p/c AB72 UPLIFT: - 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD: V x Lxzu O.T.M.-Load x PILHeight UPLIFT=(O: r.M.-R.M.)/L,,,,, RES15T ING MOMENT = 0 x [Bearing Wall Weight") -Roof D.L.xTrib.VVidth+Floor D.I..xTrib.Width]x(S.W. Ler,Lh)7 /2 '297 WALL 1'1 l'- 18 psfx 17 R = lbs It1.1L- 24 psf rrbvl= 9 ft FOL- 14 psf TmT,v. 0 ft RES.MOMs,i,,,ie= 23588 lbs LOAD= 2010 lbs. O.T.M.�,„ � = 20140 ft-Ibs UPLIFTse-k 413.6 lbs Governing Uplift RES.MOMy = 20794 lbs LOAD= 1354 lbs. O.T,M,1V,a = lanai ft-Ibs UPLIFTti,"� -166.7 lbs 414 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY- N.A. lbs O.K Dia hra(m LE11 1tI•, 64 ft Provide A35's or til's C) 48 Inches D.C. V= 53 filf WALL(S) @ LEFT SIDE OF FAMILY RM: PLATE HT= 15 ft -(WALL 1-- 7,00 It r0Pi:NIN[,:_-o.0o ft Walll Y ` 7.0o ft) WALL2= 0,00 ---------------------------------- ft WALL 3= 0.00 ft WALL 4= 0.00 ft SEISMIC C TS LOAD =( 112 plf ( 45.0 ft/2+ 0 ) = TOTAL WALL LENGTH= 7.00 R 2520 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 } 0 lbs. LOAD =( 0 PIf ( 0.0 ft/2+ 0 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 } = 0 lbs. L SHEAR = T. LOAD / L = 2520 lbs / 7.00 ft 360 lbs/ft �, ,,, ,, - - - - - - - T CORRECTED PER HAV RATIO (SDPWS-15 TWt 3.3 4 --IMND ---- ----_� 367 lbs/ft __-------------------------- T5 LOAD =( 129 pif ( 42.0 it/ 2 + 0 ) = 2709 lbs. LOAD ( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 } = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2709 lbs / 7.00 ft 387 lbs/ft ----- ___________387_ 387 €hs/R ___ GOVERNING FORCE WIND.. V �Ibs/R -� 'W -� �� """""""`"'-"" AtICHOR/STRAP? ANCHOR WVYUACE= WIND 12 _ W/5/8" D'Ia.x 10" A.B.'S 9 44 "aJc AB44 UPLIFT: - p = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw,, O.T.M.=Load x P1t.Helght UPLIFT=(0.T.M.-R.M.)/L,,.,1 RESISTING MOMENT= 0 x (Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D.L.xTrN.V&tb1x(S.W. Length)2 /2 WALL W"r= 18 psf x 15 ft= 270 lbs RDL= 20 psf Trb1V= 17 ft FDL= 14 psf Trbw= 0 ft RES.MOMSeL,,,�,= 11358 lbs LOAD= 2520 lbs. O,T.M.s.� ;c= 37800 ft -lbs UPLIFTS k,,*= 3777 IbsGoVOrning Uplift RES.MOMI.��= 10013 lbs LOAD= 2709 lbs O T.Ky,, a = 40635 ft -lbs UPLIFTV,,.-d- 4375 lbs 4575 lbs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 36 It Provide A35's or H1's @ 48 inches O.C. V= 75 plf VERSION 20182 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A Page: Date: 12/06/2018 Job#: H463 Client: HC DEISGN Plan #: LA QUINTA, CA. 0t I (ICC ESR -2089) T3S WALL(S) @ SEISMIC: 8/1/2012 S.W.1 S.W.2 S.W.3 S.W.4 S.W.S' S.W.6 TOTAL WALL LENGTHS (ft)= 1.30 0.00 0.00 0.00 0.00 0.00 - 1.50 ft Ts LOAD = 112.00 lbs / ft) { 11.0 ft/2 + 3 } = 952 lbs. LOAD = 0.00 lbs / ft) { 0.0 ft/ 2 + 0 } 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 } - 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 } 0 lbs. TOTAL LOAD = 952 lbs CAPACITY OF HARDY FRAMES = ( 1 ) x 1310 = 1310 lbs > 952 IDS O.K. T5 USE ( I ) HARDY FRAME MODEL: HFX 18x 15 1 1/8 H.S. UPLIFT: L( Wal) = 1.50 ft Plate Helgght = 15.00 ft. LOAD = 952 lbs. 0. T. M. = 14280 ft -lbs RESISTING MOMENT= 0.9x(Bearing Wall Welght +Boor U.L.xlno.wiam+r100ru.L.xinn.wiornpg5.w. Lengtru-/t Roof D.L. I Roof Thb.W Floor D.L. I Floor Trib.VYI S.W.Length SEISMIC <=Controlling FVC 24 0-� 24 0 1.50 ^2/2 - 213 ft -lbs UPLIFT=(OTM-RM)/L= 14280 - _ 213 / :1.06: = 13240 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES= 18935 lbs. > 13240 lbs. O.K. WALL(S) @ LEFT SIDE OF FAMILY RM PATIO [REAR ELEVATION] WIND: S.W.1 S.W.2 S.W.3 S.W.4 S.W.S S.W.6 TOTAL WALL LENGTHS (ft)= 1.50 0.00 0 0 0 0 = 1.50 ft TS LOAD = 129.00 lbs / ft) ( 11.0 ft/2 + 3 } - 1097 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft / 2 + 0 ) - 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/ 2 + 0 ) - 0 lbs, LOAD = 0.00 lbs / ft) ( 0.0 ft/ 2 + 0 ) = 0 lbs. TOTAL LOAD = 1097 lbs CAPACITY OF HARDY FRAMES = ( 1 ) x 1830 = 1830 lbs > 1097 lbs O.K. T5 USE 1 HARDY FRAME MODEL: HFX 18x15 11/8 HS UPLIFT: L( Wall) = 1.50 ft Plate Height 15.00 ft. LOAD - 1097 lbs. 0. T, M. - 16448 ft -lbs RESISTING MOMENT = 0 , 67x(flearinq Wall Weight +Roof D.L.xThb,Width+Floor D.L.xTribXdthbc(S.W. Length)112 Roof D. L. RoofTrib.W Floor D. L. FloorTrib.W 5_.W.Lenath WIND <=Conlrofng Fwc 20 1.33 24 1.33 1.50 -2/2 = 202 ft -lbs UPLIFT=(OTM-RM)/L= 16448 - 202 / 1.06 - 15290 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 32595 Ibs. > 15290 lbs. O.K. VERS'011: 2014.2 ESI/FME, INC. Project Tille: 1 -STORY GUEST HOUSE @ MADISON CLt7B 1 LC 1800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Printed: 20 DEC 2018, MOM M Description: SWN3: CaNGREIE PAD UNDER HARDY PANEL: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2018 General Information Material Properties Soil Design Values fc : Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing - 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Fooling Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Sal/Concrete Friction Coeff. - 0.30 �P Values Flexure - 0.00 Shear = 0.750 Increases Based on footing Depth Analysis Settings Footing base depth below soil surface 2.0 ft Min Steel % Bending Reinf. = Allow press, increase per foot of depth = ksf Min Allow % Temp Reinf. - when footing base is below - ft Min. Overturning Safety Factor = 1.50 'r Min. Sliding Safely Factor - 1.0 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than Use Pedestal wt for stability, mom & shear No ft Dimensions �~ Width parallel toX-X Axis 5.0 ft Length parallel to Z -Z Axis - 6.50 ft Footing Thickness = 24.O in_ -- Pedestal dimenslons... px : parallel to X -X Axis = fn pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of fooling 3-0 in Reinforcing Bars parallel to X X Axis Number of Bars 4.0 Reinforcing Bar Size = # 3 Bars parallel to Z -Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4zm Bandwldlh Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X -X Axis # Bars required within zone 87.0% # Bars required on each side of zone 13.0% Applied Loads D Lr P: Column Load = 3.60 2.20 OB: Overburden = M-xx = M-zz = V -x = V -z = L X E H k ksf k -ft 20.0 k -ft k 1.30 k ESI/ 1800 E.E, INC. Project Title: 1 -STORY GUEST HOUS 1800 E. 16TH ST, UNIT B En�irEngineer:E @ MADISON CLUB - LC SANTA ANA, CALIFORNIA Prosect JD: H 4 6 3 Project Descr: General Footing __ - _. -._,_ „� Printed: 20 DEC 2016.10:46AM __M- . � s &IMNe cwioaht ENERGILC, IhC.19R}2018,13ud;!0.16.8 25 . Description: SWp3: CONCRETE PAD UNDER HARDY PANEL: Overtut•rting Stability Rotation Axis & Load Combination... X -X, +D+0.750L-10 750S+0.5250E+H Overturning Moment Resistin Moment Stability Ratio Status X -X. +0.60D+0.60W40.60H 1.024 Wt None 42.331 Wit 41.349 - - OR - X -X, +0.60D+0.70E+0.60H 1.365 k 0.0 Wt fnfnity OK Z -Z, +D+H Z Z, +D+t+y -ft Nonne 25.399 k -ft 0.0 Wt 18.607 aK Z -Z, +D+Lr+H o None 0.0 Wi Infinity Infinity Z -Z, +D+S+H Z -Z. +D+0.750Lr+0.750L+y None 0.0 kdt 0.0 Wi Infinity Infinity OR Z -Z. +D+0.750L+0.750S+H None None 0.0 k- ft Infinity OR OR Z 2. +D+0.60W+H Z -Z. +D+0,70E+H None 0.0 k -ft 0.0 k4t Infinity OK Z -Z. +D+0.750Lr+0.750L+0.450W+H 10.50 32.563 k -ft Infinity 3.101 OK ZZ, +D+0.750L+0.750S+0.450W+y No-ftne None None 0.0 k -ft Infinity OR OR ZZ. +D+0.750L+0.750S+0,g250E+H 7.875 k 0.0 k ft Infinity OR Z -Z. +0.60D+0.60W-+0,600 -ft None 32.563 k -1t 4.135 OR ZZ. +066D+070E+0 60H 10.50 k -ft 0.0 k -ft Infinity OR Sliding Stability 19.538 k -ft 1.861 OR Force Application Axis All units k Load Combination... X -X. +D+y Slicii,ig Force Resisting Force Stability Ratio XX +D+L+H X -X, +D+Lr+H 0.0 k0 0 k 7,158 k 7.158 k No Sitdina -Status- ' OR X X, +D+S+y 0.0 k 0.0 k 7.818 k No Slldina No Sliding OR OR X -X. +D+0.750Lr40.750L+H 0.0 k 7.158 k No Siidina OK D+0 X -X. +.750L+0.750S+H X -X +D+0.60W- l 0.0 k 7.653 k 7.158 k No Slidina OR X -X, +0+0.70E+H 0.0 k 0.0 k 7.158 k No Slidina No Sfidinu OR OR X -X, +D+0.750Lr+0.750L+0.450WI H 0.0 k 7.158 k No %lino OR X -X. +D40.7501-40.750S+0-45OW.,.H 0.0 k 7.653 k No Slidinn OR X -X, +0+0.750L+0.750S+0.5250E+H 0.0 k 7.158 k No5lidina OK XX. +0.640+o.{i0Wto. w X -X. +0.600 r0.70E+0.60H 0.0 k 7.158 k 5.595 k No Slidinn OR Z -Z, +D+H 0.0 k 0.0 k 5.595 k No 511dino No Slldina OR OR ZZ+D+L+H Z -Z, +D+Lr+H 0.0 k 6.408 k 6.408 k NoSlidino No Slidina OR Z -Z, +D+S+H 0.0 k 0.0 k 7.068 k No Slidinn OR OR Z Z. �+D+0.750Lr+0,750L+H Z Z. -+D+0.754L+0.750S+H 0.0 k 6.408 k 6.903 k No Siidino OR Z-2. +D+0.750L+0.750S+0.450W+H 0.0 k 0.0 k 6.408 k No Slidina No Slidina OR OR Z -Z. +0+0,750L+0.750S+0.5250E+H Z -Z. +0.60D+0.60W+0,60H 0.6825 k 6,408 k 6.408 k NoSlidino OK Z Z. +0.600+0,70&- 0.60H 0.0 k 0.910 k 4.845 k 9.388 No Slidinn OR OK Z -Z. +D+0.60W+H Z -Z, +D+0.70E+H 0.0 k 4.845 k 6.408 k 5.324 No Slidinn OK Z -Z. +0+0 .750Lr+0.750L+0.450W+H . 0910 k 0.0 k 6.408 k 7.041 OK OK Footing Flexure 6.903 k No Slidinn OR Flexure Axis & Load Combination Mu Side Tonsion A Req'd Gvm. As Actual As Phi*Mn X -X, +1.400+1.60H Surface -- -- .- . 1nA2 in"2 - k -ft Status X -X, +1,40D+1.60H 0.8190 +Z Bottom 0.01734 0.8`190 -Z Bottom Min, ACI 9.6 0.120 - - 7.526 - OR XX +1.20D+0.501.r+1.60L+1.60H 4.01734 0.8808 +Z Bottom 0.01865 Mtn ACi 9,6 7.526 OR X -X. +1.20D+0.50Lr+1.60L+1.60H X X. +1.2.0D+1.60L+0.50S+1.60H 0.8W8 -Z Bottom 0.01865 Alin ACI 9.6 Min ACI 9.6 0.120 0.120 7,526 OK X X. +1.20D+l WL+OWS+1.60H 0.7020 +Z Bottom 0.01486 0.7020 -Z Bottom Min ACI 9.6 0.120 7.526 7.526 OK OK X -X, +1.2Q0+1,60Lr+0.501.+1.60H X -X. +1.20D+1.60Lr+0.50L+1.60H 0.01486 1.274 +Z Bottom 0.02698 Fein ACI 9.6 min ACI 9.fi 0.120 0.120 7.526 OR X -X, +1.20D+1.60Lr+0.50W+1.60H 1.274 -Z Bottom 0.02698 1.274 +Z Bottom Min ACI 9.6 0.120 7.526 7.526 OR OR X -X. +1.20D+1.60Lr+0.50W+1.60H 0.02698 1.274 -Z Bottom 0.02698 Min ACI 9.6 0.120 7.526 OR X X. +1.20D+0.50L+1.60S+1.60FI X X. +1.20010.501 +1.605+1-601 ! 0.7020 +Z Bottom Q.01486 Min ACI 9.6 Min ACI 9.6 0.120 0.120 7'526 OR 0.7020 Z Bottom 0.01486 Agin ACI 9.6 0.120 7.526 OK 7.526 OR ESIIFME, INC. 1800 E. 16TH ST. UNIT B SANTA ANA, CALIFORNIA Project Title: 1 -STORY GUEST HOUSE @ MADISON C[LfB - LC Engineer: Project ID: H 4 6 3 Project Descr: Printed: 20 DEC 2018. 10:46AM -- - Fne z ciLOCA-11}i>i57l�lA-t1iNalo* . �awod0ENFMCALL,INC.t9S320te,truE 10.18.8.25. General Footing Description : swi13: CONCRETE VAD UNDER HARDY PANEL. Footing flexure Glu Side Tension As ReWd Gym. As Actual As Pht`Mn Status Flexure Axis & Load Combination k -H Surface 1n^2 r in^2 - in -12 k -ft X-X,+1.200+1.60S+0.50W+1,60H 0.7020 +Z Bottom 0.01486 Min ACI 9.6 0,120 0.120 7.526 7.526 OK OK X -X, +1.20D+1.60S+0.50W+1.60H X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7020 0.8808 -Z +Z Bottom Bottom 0.01486 0.01865 Min ACI 9.6 Min ACI 9.6 0.120 7.526 OK X -X, +1.20D+0.5OLr+0.50L+W+i.60H D-81308 -Z Bottom 0.01865 0.01486 Min ACI 9.6 Min ACI 9.6 0.120 0.120 7.526 7.526 OK OK X -X, +1.20D+0.50L+0.50S+W+1.60H X +1.20D+0.50L+0.50S+W+1.60H 0.7020 0.7020 +Z -Z Bottom Bottom 0.01486 Min ACI 9.6 0.120 7.526 OK -X. X -X. +1.20D+0.50L+0.70S+E+1,60H 0.9620 +Z Bottom 0.02037 0.009358 Min ACI 9.6 Min ACI 9.6 0.120 0.120 7.526 7,526 OK OK X -X, +1.20D+0.50L+0.70S+E+1,60H X +0.900+W+0.90H 0.4420 0.5265 -Z +Z Bottom Bottom 0.01115 Min ACI 9.6. 0.120 7.526 OK -X, X -X, +0.90D+W+0.90H 0.5265 -Z Bottom Bottom 0.01115 0.01665 Min ACI 9.6 Min ACI 9.6 0.120 0.120 7.526 7.526 OK OK X -X. +0.90D+E+0.90H X -X, +0.90D+E+0.90H 0.7865 0.2665 +Z -Z Bottom 0.005642 Min ACI 9.6 0.120 7.526 OK OK Z -Z, +1.40D+1.60H 0.4846 0-4846 -X +X Bottom Bottom 0.01026 0.01026 Min ACI 9.6 Min ACI 9.6 0.06769 0.06769 4.254 4.254 OK Z-Z,-f-1.40D+1,60H Z -Z. +1.20D+0,50Lr+1.60L+1,60H 0.5212 -X Bottom 0.01103 Min ACI 9.6 0.06769 4.254 4.254 OK OK Z -Z. +1.20D+0.5OLr+1.60L+1.60H 0.5212 0.4154 +X Bottom Bottom 0.01103 0.008793 Min ACI 9,6 Min ACI 9.6 0.06769 0.06769 4.254 OK Z -Z, +1.20D+1.60L+0.50S+1.60H Z -Z, +1.20D+1.60L+0.50S+1.60H 0.4154 -X +X Bottom 0.008793 Min ACI 9.6 0.06769 4.254 OK OK Z -Z, +1.20D+1.60Lr+0.50L+i.60H 0.7538 -X Bottom 0.01596 0.01596 Min ACI 9.6 Min ACI 9.6 0.06769 0.06769 4.254 4.254 OK Z -Z, +1.20D+1.60Lr+0.50L+i.60H Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.7538 0.7538 +X -X Bottom Bottom 0.01596 Min ACI 9.6 0.06769 4.254 OK Z -Z, +1.20D+1.6OLr+0.50W+1.6011 0.7538 +X Bottom 0.01596 0.008793 Min ACI 9.6 Min ACI 9.6 0.06769 0.06769 4.254 4.254 OK OK Z -Z, +1.20D+0.50L+1.60S+1.60H Z +1.20D+0.50L+1.60S+1.60H 0.4154 0.4154 -X +X Bottom Bottom 0,008793 Min ACI 9.6 0.06769 4.254 OK -Z, Z -Z. +1.20D+1.60S+0.50W+1.60H 0.4154 -X Bottom 0.008793 0.008793 Min ACI 9.6 Min ACI 9.6 0.06769 0.06769 4.254 4.254 OK OK Z -Z, +1.20D+1.60S+0.50W+1.60H Z +1.20D+0.50Lr+0,50L+W+1.60H 0.4154 0.5212 +X -X Bottom Bottom 0,01103 Min ACI 9.6 0.06769 4.254 OK -Z. Z -Z. +120D+O,5OLr+0.50L+W+1.60H 0.5212 +X Bottom 0.01103 0.008793 Min ACI 9.6 Min ACI 9.6 0.06769 0.06769 4.254 4,254 OK OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H Z +1,20D+0.50L+0.50S+W+1.60H 0.4154 0.4154 -X +X Bottom Bottom 0.008793 Min ACI 9.6 0.06769 4.254 OK -Z. Z Z, +1.20D+0.50L+0,70S+£+1.60H 0.9938 -X Too 0.02105 0.04414 Min ACI 9.6 Min ACI 9.6 0.06769 0.06769 4.254 4.254 OK OK Z -Z, +1,20D+0.50L+0.70S+E+1.60H Z +0,900+W+0.90H 2,083 0.3115 +X -X Bottom Bottom 0.006595 Min ACI 9.6 0.06769 4.254 OK -Z, Z -Z. +0.90D+W+0.90H 0.3115 +X Bottom Too 0.006595 0.01727 Min ACI 9.6 Min ACI 9.6 0.06769 0.06769 4.254 4,254 OK OK Z -Z. +0,900+E+0.90H Z -Z, +0.90D+E+0.90H 0.8156 2.261 -X +X Bottom 0.04792 Min ACI 9.6 0.06769 4.254 OK One Way Shear - Load Cv_nibinat',ion... Vu -X Vu @ +X Vu -Z Vu +z VL[:MaX Phi Vn _Vu 1 Phi'Vn status +1.400+i.60H 0.46 osi 0.46 nsi 0.92 psi 0.92 psi 0.92 osi 75.00 osi 0.01 0.01 OK OK +1.20D+0.5OLr+1.60L+1,60H 0,50 osi 0.50 psi 0.99 osi 0.79 0.99 osi 0.79 osi 0.99 osi 0.79 Dsi 75.DO osi 75.00 osi 0.01 OK +1.20D+1.60L+0.50S+160H +1,200+1,6pLr-4501-460H 0.40 psi 0.72 psi 0.40 psi 0.72 psi osi 1.43 psl 1.43 osi 1.43 psi 75.00 osi 0,02 OK +1.20D+1.6OLr+O.5OW+1.60H 0.72 psi 0.72 osi 1.43 psi 1.43 osi 1.43 psi 75.00 psi 75.00 0.02 0.01 OK OK +1.20D+0.50L+1.60S+1.60H a40 osi 0.40 osi 0.40 psi 0.79 osi 0.79 osi 0.79 psi 0.79 osi 0.79 osi 0.79 psi psi 75.00 osi 0.01 OK +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.601i 0.40 osi 0.50 [)Si 0.50 osi 0.99 psi 0.99 osi 0.99 psi 75.00 psi 0.01 OK +1.20D+0.50L+0.50S+W+1.60H 0.40 nsi 0.40 [)Si 0.79 psi 0.79 psi 0.79 psi 75.00 psl 75.00 osi 0.01 0.03 OK OK +1.20D+0.50L+0.70S+E+1.60H 1.04 DSI 2.47 psi 0.30 0.45 psi 0,59 osi 1.13 psi 0.59 nsi 2.47 osi 0.59 osi 75.00 osi 0.01 OK +0,90D+W+0.90H +0.90D+E+0.90H 0.30 psi 0.78 Dsi psi 3.02 osi 0.25 osi 0.93 psi 3.02 Dsi 75.00 osi 0.04 OK units k Two -Way "Punching" Shear _---JAll Load Combination...Vu Phin Vu 1 Phi`Vn Status _ +1.40D+1.60H 2.60 2.79 osi 150.000si 150.00nsi 0.01731 001862 OK OK +1,20D+0.5OLr+1.60L+1.60H +1.200+1.60L+0.50S+1.60H 2.23 osi osi 150.000si 0.01484 OK OK +1.20D+1.6OLr+0.50L+1.60H 4.04 psi 150.00osi 150.00 0.02693 0.02693 +1.20D+1.6OLr+O.50W+1.60H 4.04 2.23 psi i50.00osi osi 0,01484 OK +1.20D+0.50L+1.60S+1.60H +1,20D+1.60S+0.50W+1.60H Dsi 2.23 psi 150.00psi 0.01484 OK OK +1.20D+0.50Lr+0.50L+W+1.60H 2.79 Dsi 150.00osi 0.01862 ESI/FME, INC. 1800 E. 16TH ST. UNIT B SANTA ANA, CALIFORNIA General Footing Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L( Engineer; Project ID: H 4 6 3 Project Descr: Printed: 20 DEC 2018, 10;46AM Description ; SW#3; CONCRETE PAD UNDER HARDY PANEL: wmr�aogoyngN tf&RGA1.C.INC, 198ln19, k4m.10.18.8.25 - TWO -Way "Punching" Shear . Load Combination,.. Vu...------- All units k +1.20D+0.50L+0.50S+W+1.60H -- — --- 2.23 — .1'ifi'l+n. - Vu / Phi'Vn - - Status +1.20D-0.50L+0.70S+E+1.60H nsi 2.33 150.00Dsi 0.01484 _ — —OK +0.900+WF0.90H t0.$0p+E+4.90H osi 1.67 osi 150.00psi 150,00Ds1 0.01556 OK 2.16 Dsi 150.00Dsi 0.01113 0.01439 OK OK Page: ESI / F M E Inc. Date: 12/06/2018 STRUCTURAL ENGINEERS Jab #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Plan #: LA QUINTA, CA. SHEAR WALL' DESIGN . /SHEAR WALL LINE: fin 2015/C13C Sp,= ..1 SM!CL1PUFt*MLOAD PARMETH"S-0+%,= 0.76 (4 ] WALL(S) @ OMF BTWN GYM & PICKLEBALL: PLATE HT= 14 ft ~- r(WALL 1= a.00 ft OPENING- 0.00 ftWalli k _ s.00ft) WALL2_ o.00it WALL 3= 0.00 _ It WALL 4= 0.0_0 _ft - SEISMIC - - -- - - - - -.. - -- - ... -TOTAL WALL LENGTH =T $-00r ry Ti LOAD =( 240 pif ( 19.5 ft/2+ 0 ) = 2,340 lbs. T2 LOAD =( 285 pif ( 38.5 ft/2+ 0 ) _ ,' 5I8h lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ] 0 Ibs, LOAD =( 0 pif ( 0.0 ft/2+ 0 = 0 lbs. t SI iFwt = T. LOAD / L = 7826 lbs / 8.00 ft f' 978 lbs/ft 978 -lbs/ft-_.,�._ T1 LOAD =( 171 pif ( 19.5 ft/2+ 0 ) _ 1667 lbs. T2 LOAD =( 190 plf ( 38.5 1 ft / 2 i� �0 )� 3658 lbs. LOAD =( 0 pif ( 0.0 ? • / [ )' 0 lbs. LOAD =( o pif ( o.o��f112+.�1 �'p 3 ] o lbs. L SHEAR = T. LOAD / L = 5325 1q} / 0 fj R - 666 lbs/ft -- 666 -lbs/ft..-----------..... -- _ - GOVERNING FORCE $EiSMi,� T76ri bs/R- AHCHOR/SiR"? ANCHOR I C0V,rcWE_ SEISMIC 1 W/ 8" Di .x 12' A.B.'s @ 16 "o/c 3x SILL AB16 UPLIFT: DBL SIDED p = 0.67 FOR WIND, 0.76 FOR SEI 4 IC LOAD= V x Lw,r O.T.M.-Load x l'lt.Helght UPLIFT=(O.T.M.-R.M.)/L,,,, RESISTING MOMENT = p x (Beating aH WelghN) +Roof D.L.xTdb-Width+Floor D,L.xTdb.Wxith]x(S.W. Length)' /2 WALL Wr= 18 psf x 17 ft = 297 lbs RDL= 24 psf Trbv7= 9 ft FDL- 14 psf TMV4 0 ft RES-MOMsd,r,,= 12476 Ib LOAD= 7826 lbs. OT.M. = io-a%8 ft -lbs UPLIFT= 12136 Ibs Governing Uplift RES.MOM%,,, a= 10999 j�71 LOAD= 5325 Ibs. O.T.M.%v d = 74547 ft -lbs UPLIFTw,,,� 7943 lbs 12136 Ibs PROVIDE SIMPSON: HDkt4 PER POST, CAPACirY= 4565 Ibs NOT O.K. ft Provide A35's or HI s @ 44 Inches O -f.. V= 113 U WALL(S) @ RIGHT SIDE OF PICKLEBALL, FAMILY RM, AND KIT. PLATE HT- 15 ft (_WALL 1= ii,5o ft OPENING=o.00 _ftWaII1 %= 11.50 11) WALL2` 28.00 --- ft WALL 3= o.0o - ft WALL 4= _ o.00 ft W ~SEISMIC --~ - - - - w -- - --^ - TOTAL WALL LENGTH= 39.50-ft� T2 LOAD =( 285 plf ( 38.5 ft/2+ 0 } = 5486 Ibs. T3 ..:::. LOAD =( 236 pif ( 20.0 ft/2+ 0 ) -= 2360 Ibs, T5 LOAD =( 112 pif ( 34.0 ft/ 2 + 0 ) = 1904 Ibs. T6 LOAD =( 132 pif ( 34.5 it/ 2 + 0 } = 2277 Ibs. L SHEAR = T. LOAD / L = 12027 Ibs / 39.50 ft 304 Ibs/ft 304 Ibs/ft WIND 2 LOAD ={ 197 plf ( 38.5 ft/ 2 + 0 ) = 3792 lbs. 13 LOAD =( 162 plf ( 20.0 ft/2+ 0 ) = 1620 Ibs. LOAD =( 0 PIF ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs, L SHEAR = T. LOAD / L = 5412 Ibs / 39.50 ft 137 Ibs/ft 137 Ibslft ------------------------------------------------------------- GOVERNING FORCE= SEISMIC V= 304.5 Ibs/ft AH HOR/STRAP? ANCHOR '..o/c CAWFORCE= SEISMIC _ 11 W/51 8" Dia.x 10" A.B.'S 56 Ptlj UPLIFT: _ _ P = 0.67 FOR WIND, 0.79 FOR SEISMIC LOAD= V x Lem O.T,M.=Load x Plt.Height UPLIFT=(O,T.hi.-R.M,)/L,,,ai RESISTING MOMENT= p x [Bearing Wall WelghN) +Roof D.L.xTrib.Width+Floor D.L.xTrib.%Mth]x(S.W. Length)' /2 WALL Wr= 10 psf x 22 ft= 220 Ibs ROL= 24 psf Trbw= 33 it FDL= 14 psf TrbW= 0 ft RES.M0Ms6,= 50858 Ibs LOAD= 3502 lbs. O.T M.sj.,w, = 52524 ft-Ibs UPLIFTs.-_j.= 144.9 Ibs Govorning Uplift RES.MOMt,r"d 44835 Ibs LOAD= 1576 Ibs, O.T.h9.te.m= 23036 ft-Ibs UPLIFTtti„d= -1843 Ibs 145 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 104 it Provide A35's or HI's @ 44 inches O,C. V= 116 plf veasloH ra f .: 75 Feb 11, 2019 Company 2:15 PM ''RISA Designer Checked By: CA Job Number H 4 6 3 ; OM Y Model Name H463 GUEST HOUSE @THE MADISON CLUB LOT 50A (Global) Model Settin s i]is la Sections for Member Calcs ■A-- 1r.Fe.rn.-.1 Cnnfenne fnr mamhwr C:aics 97 - __-__..- .. - .. . es - Pelta for Wails? res lly Iterate Stiffnessfor Walls? Yes )ns for Wall -Stiffness 3 :elera#ion ftlsec"2 32.2 Size in 12 r:n rnnvaraence Tol. ME-) 4 Hof Rolled Steel Properfies Hot Rolled Steel Secti0t) Sets Design Size and Code Check Parameters I Min Deohl x�WidtbLnl. -_—Min.--- ld h i x Sh }rk _.__Typical - - f1 -- RISA -21D Version 18.0.0 [CALocal Disk1H463 MADISON - LOT 501H463.r2d] Page 1 76 Company Feb 11, 2019 111RISA PM Designer 2:15 ke Jab Number H 4 6 3 Checked By: Model fame H463 GUEST HOUSE @THE MADISON CLUB LOT 50A Deflection Design Label& C — 240 2 360 3 240 - Joint Coordinates and Tem erasures Joint Bounds Conditions Drift Definitions Pyne - Joint Label- -Et No Data to Print ... Hot Rolled Steel Design Parameters �S•JL�� YAW k1 - - Joint Loads and Enforced Displacements (BLC 1 p•re [{ -itL sin.radj, tk'a" ft... Joint Loads and Enforced Dis lacements LBLC 3 .loi�_t_ WIQL J L,(],Nl.._... ..._ -..—_Di g—Cli n e k {3i Pati), -(k' µ ....... — J �- X - _... Member Point Loads tJML ri _ No Data to Member Di_s#ributed Loads BI -C 1 Member Distributed Loads SLC 2 I ' - w -i 64 ~RISA -2D Version 18.0.0 [C:1Local Disk\H463 MADISON - LOT 501H463.r2d] Paye q7 Company Feb 11, 2019 111RISA Designer 2:15 ke PM <& Job Number H 4 6 3 Checked By: Model Name H463 GUESTHOUSE @ THE MADISON CLUB - LOT 50A Basic Load Cases Moving Loads Movirm Load Patterns 0.9orn i anal Load Direction Distance Load Combinations 1.14DL+E DL + LL Yesl Y 1 _ 1, ADL+1.4E Y - 1 -1 1 3 11.4 Load Combination Desi n [!'ember Suggested Shapes ip; Joint Reactions (IgV Combination (a 11 �%L RISA -2D Version 18.0.0 [C:1Local DIWI-1463 MAl)iSUN - w I 9UXr1'40J,1ZUj I u&� 111RISA Company Designer Jodi Number Model Name H463 H463 GUEST HOUSE @ THE MADISON CLUB - LOT 50A `! o Feb 11, 2019 <i2:15 PM Checked By: Story Drift - X -Direction, Service W SWiy (Elexalio Woo Data #0 PrintStory Drifl[LnL _.-. Drif t Ratia. {°la} 2ndll st Ratio Member Section Forces I r AAnmhne I �hdl Ce.. Av.'.IWl Chna.lW RA - MR, 10 1 1 M1 1 27.53 -9.658 Q 2 2 27.536 -9.658 36.217 3 3 27.536 -9.658 72.434 _4. 5 4 5 L36. 27.536 -9.658 -9.658 144.869_ 6 1 M2 1 24.188 27.636 144.869 �- 7 2 24.188 12-032 -171.67 8 3 24.188 0 =240.145 0 4 24.188 -18.976 -60.556 v5 5 2 .18 -34.48 367.096 1 1 _ M3 1 34.48 -13 367.096 12 - _ _ - _ - -_ - _ 1 15 2 3 4 34.48 34,48 `34.48 4 24.473 24.473 4.473 4. 7 275.322 183.548 91.774 0 Maximum Member Section Forces I el RA.-h.r I �hnl Ovialnrl I AMU Rhaft ilel I .riFfl Kh^. nnie-411 I n^fkl 1 1 M1 max_ min 27,536 ':27,536 -9 65 2 144.869 15 2 3 1 _ --- . _ ._ M2 -9.658 0 0 0 ax4.18 0 27.536 Q 6 4 4 4 min_ 24.188 0 4.4$ 64 -246. 6 :28.667 5 1 M3 max 34.48 0 24.473 0 367,096 0 6 -8-504. mi _ 34.48__ a 24.473 0 0 15. Member End Reactions Member Section Stresses I el AAa nnher I shat Cor A.;; if 4cfi '1'.... 92.,...AI-1L.-A 1 I M1 1 1.377 -1.064 0 0 2 2 1,377 -146 m3,098 3.09 1.377 -1.064 -6,196 6A90 4 4 1:377 -1.064 _ _=9.29 -12.392 9.294 12.3 2 5 77 -1,064 6 M2 1� _39 1 _513 6.07 5. 13 -6.079 2 9 .782 3 .39 -.226 8.504 -8-504. 39 -1.233 2.145 -2.145 1 10 5 -13 1 RISA -2D Version 18.0.0 [C:1Local Disk\H463 MADISON - LOT 501H463.r2d] Page 4 1 111RISAJob Company Feb 11, 2019 Designer2:15 PM Number H 4 6 3 Checked By: Model Name H463 GUEST HOUSE nQ THE MADISON CLUB - LOT 50A Member Section Stresses (Continued _ l OM gLLabel 5 c I[ksi Sheaftsil Top R -fin iksil Gn, Hen inn si 11 1 ---r 9 - 1 1.724 1 2.697 -31.46 1 31.402 12 -.003 -.005 -172 -,369 2 1 72 2. -23 55 23.551 1 » 8 7 291 3 1.724 2.697 -1.5,701 15.701 14 _ 4 1.724 2.697 -7,86 7.85 15 2 _ .�..-..- 5 _ 1.724 2.697 0 0 Member Section Deflections Service LC Member Label$g, x tin] ( ----- No Data to Print... Member Section Deflections Strenc;rfh heLA ei in in E 1 1 ---r 9 - 0 0 NC W21X68 All 3 -.003 -.005 -172 -,369 IQ48 488 3 64 .112 64 262.48 18 Q.2871973-054 1.782 H1 -1b $- A08 » 8 7 291 5 5 -.011 -.943 _ 191 6 ._ M2 1 _ 9 9 NC 7 2 94 - .681 460 8 3 -2. 340 9 4 933 _ -1.284 60 - T- 10 6 .93 :-.013 NC 11 1 3 1 1013 .93 NC 2 2.01 .925 91 1 _ _ 3 - ---- 4 _• _-. _ 5 i .007 003 0 .725 0 692 1108 NC - 14 15 MemberAlSC 14th 3( 60 -?0): ASD Steel Code Checks LC Member Shane U LnrJfll Prirlom fk1 P 1 1 M1 W21X68 All 15 .053 0 287.905 598.802 99.202 1.667 H1Ab 2 1 M2 W14X21 -423 64 .112 64 262.48 18 Q.2871973-054 1.782 H1 -1b 1 M3 W2 5 .9 9 0 .135 0 2$7.905 $_ 02 202 1.667 H1 -1b RISA -2D Version 18.0.0 (C:ILocal Disk\H463 MADISON - LOT 501H463.r2d) Page 5 GM E51/FME, Inc. /'] Structv,ol rrpineers PROJECT: GOES] HOUSE: AT niE MR015ON CLUO-LOT 50A PAGE: t5t/ 1800 Easti6th street, Unit 9 CLIENT: OMFHtwNGYi'd&P1CKLF8ALLR0OIA DESIGN BY: - Santa Ana, t:4.92701 JOB NO.: 114 a 3 DATE: wt2mis REVIEW BY : Sala mic Posign for Intermodtate/Ordinary Moment Resisting Frames Based an 2016 COC, AISC 341-10116 & AISC 358-10116 INPUT DATA & DESIGN SUMMARY COLUMN SECTION A d tw 20 21.1 0.43 BEAM SECTION A d tw 62 15.7 0.98 STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW _> W21X68 .'. . [ 52 / (Fy)05 for AISC Seismic 97, Tab. 1-9-1] Wi: SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-10, Table 12.2.1) FRAME TYPE br tf Sx Ix rx ry Zx k 827 0.69 140 1480 860 1.80 160 119 => W1.4X211.:i . Where Ob = 0.9 , Py = FA = 1000 kips bf tr Sx I. rx ry Zx k 15.80 1.56 - 338 2660 6,55 4.08 390 216 Fy = ',; :,50 ksi, (345 MPa) P. = . ` 50:_:. kips, (222 kN) L = :.64 . IT, (19.51 m) h= :=115 :.. !T (4.57 m) THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.125 x 10 with I/4" fillet weld to web & CP to f anjus. A doubler plate is required with thickness of 1.112 in. ) ANALYSIS 0.32 [Es / (Ry Fy)]P5 = 7.04 [Satisfactory] [ 52 / (Fy)05 for AISC Seismic 97, Tab. 1-9-1] Wi: SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-10, Table 12.2.1) FRAME TYPE R 06 Cd SMRF 8 3 51/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341 Tab. D1.1) �I bt / (2tt) = 5,06 < 0.32 [Es / (Ry Fy)]P5 = 7.04 [Satisfactory] [ 52 / (Fy)05 for AISC Seismic 97, Tab. 1-9-1] Where Es = 29000 ksl, Ry = 1.2 , (AISC 341-16 Table A3.1) h / L„ = 11.61 < 2.57 (Es / (Ry F,))05 = 56.50 [Satisfactory] ( 418 / (Fy)O 5 for FEMA Sec. 3.3.1.21 Cf ]ECK COLUMN LOCAL BUCKING LIMITATION (AISC 341 Tab. 01.1) bl / (24) = 6.04 < 0.32 (Es / (Ry Fy)]0 5 = 7.04 [Satisfactory] [ 52 / ([:,f " for AISC Setsmic 97, Tab. 1-9-1) 3.96(L,1(Ry Fy)"(1-3.04Pdj ,Py) = 72.36 , for Pj0bPy s 0.114 h / LH = 43.53 < [ 520 / (Fy)OS(1-1,64P^Py) for AISC Seismic 97, Tab. 1-9-1] (Es!(Ry Fy))0 5 MAX[1.57, 1.29(2.12 - C j = NIA , for P„ /ObPy > 0.114 ` ( MAXf `1911 (Fy)OS(2.33-P,/ObPy) , 253 / (Fy)05] for AISC Seismic 97, Tab. 1-9-1) [Satisfactory] Where Ob = 0.9 , Py = FA = 1000 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358 2.4.4) td = MIN(bbf / 6, 0.411.8bbi for (FybRyb) / (FybRyb)] O 5 }= 2.63 in > actual td (The continuity plates requlred.) tst = tbt for interior connection, or (tbt /2) for exterior connection = 1.56 in,USE 1.13 in bst = 10 in < 1.79 (Es 1 Fyst )0 5 tst = 57.15 in, (LRFD Sec. K1.9) (Satisfactory] OcPn,st = O Fa A = 1506.1 klps Where 0.9 hst = do - 2k = 1872 K = Lc/L = 0.75 K hst / rt < 200 (AISC 360 E2) (Satisfactory] I = Ist (2bst + t,j '/ 12 = 866 Ino /,c = 0.036 A = 2bsttst + 25(t j 2 = 47 int Fu = 35.98 ksi rat = (I / A )O 5 = 4.31 in Fyst = 36 kips, plate yield stress Pest = Ryb Fyb bib tfb = 1478.9 klps < OcPn,st [Satisfactory] The best fillet weld size (AISC 360 J2.2b) W = 114 in > VIMBt = 0 1875 In < wMAx = 0 3125 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360 J2.2b) Lw = OAtt-mtFy / ((2) 0 Fw (0.707 w)] = (1.125 x 15.7) x 36I ](2) 0.75 (0.6x70)(0.707x1t4)j = 24.25 in Where Lnei = do - 2(k + 1.5) = 15.7 < 2(Lne, -0.5) [Satisfactory] (Use complete Joint penetration groove welds between continuity plates & column flanges.) N PANEL ZONE THICKNESS REQUIREMENT (AISC 341 E2.6e) tR.QD = MAX 01, t2) = 1.92 in ty = Cy Mpr (h - db ) / ]0.9 (0.6) Fy= Ry.c dc (db - tro) h] = 1.92 in Where Cy = Sb /(Ca Zb) = 0.76 Cpr = 1.15 (AISC 358 2.4.3) Ry = 1.2 Sb = 21b / db = 339 in' Ib = 6 = 2660 Ino Ma = Nb CWRyFyb Zb = 2243 R -kips Nb = 1 (if double side connection of beams, input 2) 12 = (dz +wz )190 = (db -2W + d� - 2k) / 90 = 0.36 in Since I., = 0.43 in < tReqD , a doubler plate is required with thickness of 1-1/2 in. ICr1FCK BEAM TO COLUMN CP FLANGES WELD AT 0.02 RADIANS STORY DRIFT (AISC 341 E2.6) 0.421 a _ hr3rr 6.37 it Io L �l �6ir i I�v b=h(3rra-t i 9.63 R A=0.02h= 7.20 in 16u4•1J Uh 6E A•I &�, _ A = 2469 ft -kips, (conservative value 2(1+6n)b' +az a + L l at center line of column) lj� �1, 21b1] 6_r 0 Plug _welds a o to doubler LM k+1.5 k+1.5 Mu,r = MAX(VMs. , 0.61VIp) = 2222 ft -kips, (AISC 341 E3,6b) < ¢Ms = ¢ 0.6FEDV 0.5trbr(dQ2 = 6468 ft -kips, (AISC 3730 J2.4) [Satisfactory] Where y = 0.9 , changeable factor for beam moment at Column face Mp = 1625 ft -kips Technical References: 1, AISC 341-10/16: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, 201012016. 2. AISC 356-10/16: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Selsmlc Applications", American Institute of Steel Construction, 2010/2016. 3. AISC 360-10116: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016. 4, Thomas A. Sabo) P1y.D. S. E.: -2005 AISC Sefsmle Provisions and Seismic Design Manual 8erntgw7 A1SC, OCI. 12, 2006. IN r ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE. @ MADISON CL> JR - C 1800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Printed: 12 FEB 2019, 10:41AM Description: BASE PLATE FOR STEEL OMF: Code References Calculations per Al SC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 General information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support f _ 2,50 ksi 0 c : ASD Safety'Factor. Assumed Bearing Area `.Full Bearing Allowable Bearing Fp per J8 Column & Plate k Column Properties L: Live ....... k Steel Section : W21x68 k -ft Depth 21.1 in Area 20 in"2 Width 8.27 in Ixx 1480 in A4 Flange Thickness 0-685 in lyy 64.7 in"4 Web Thickness 0.43 in Plate Dimensions Support Dimensions N : Length 22.0 in Width along "X' 25.0 in B: Width 8.50 in Length along "Z' 24.0 in Thickness 0.750 in Column assumed welded to base plate. Applied Loads — P -Y N V -Z M -X D: Dead Load ...... 33.50 k k k -ft L: Live ....... k k k -ft Lr: Roof Live ......... 11.140 k k k -ft S : Snow ................ k k k -fl W: Wind ................ k k k -ft E: Earthquake ............. k 25.0 k k -ft H: Lateral Earth ........, k k k -ft " P " = Gravity load, "+" sign is downward "+' Moments create higher soil pressure at+Z edge. Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 314 Max of Tension or Pullout Capacity........... k Shear Capacity ......................................... k Edge distance: bolt to plate ................... 3,0 in Number of Bolts in each Row ................... 2,0 Number of Bolt Rows ........................ 1.0 2.50 1.0 ksi 8 -1/2" -r4L T[TFA� r ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - CC 1800 E. 16TH ST. UNIT B Engineer: LLoding SANTA ANA, CALIFORNIA Is Project ID: H 4 6 3 Project Descr: Pa: Axial Load 1111 33.500 k Primed: 12 FEB 2019, 10:41AM _ Steel Base Plate --- Design Plate Height ......... Fkks=CliorAtfr1W46351A-1W4s3-ec&. fa: Max. Bearing Pressure Sofixxe capy ' b1 F;Nk:H AW. IHC. 15n20tS. QuiA i6. iB.8.25 . Description: BASE PLATE FOR STEEL OMF: 8.500 in Stress Ratio ....................... GOVERNING DESIGN LOAD CASE SUMMARY Ma: Max. Moment ..................... 0.279 k -ft Plate Design Sunirnarv_ fb : Max. Bending Stress ............... 1.985 Lqi Design Method Allowable Strength Design Fb : Allowable: 21.557 ksi Governing Load Combination +D+Lr+H Fy/Omega lb: Actual .................. Governing Load Case Type Axial Load Only Bending Stress Ratio 0.092 Governing STRESS RATIO 0.2387 21.557 ksl Bending Stress OK Design Plate Size 1'-10" x 8.1/2" x 0.3/4" fu : Max. Plate Bearing Stress ,... 0.239 ksi Pa: Axial Load .... 0.000 k Fp: Allowable: 1.000 ksi Ma: Moment........ 0.000 k -fl m ...... I ............... 0 977 in Bearing Stress Ratio 0 239 0.942 in Bearing Stress Of" Load Comb.: +D+H Axial Load Only, No Moment LLoding Gearing Stresses Pa: Axial Load 1111 33.500 k Fp: Allowable ................................ 1.000 ksi Design Plate Height ......... 22•DOO in fa: Max. Bearing Pressure 0.179 ksi Design Plate Width ......... 8.500 in Stress Ratio ....................... 0.179 M/be dWerent hom entry if partial bearing used. Piale BendingStra�sses Al : Plate Area ......... 187.000 in"2 Mmax = Fu ' L"2 / 2 .........-........ 0.153 k-It A2: Support Area .................. 241.477 inn2 lb: Actual .................. 1,087 ksi sgrl(A2/A1) 1.136 Fb : Allowable- ............................ 21.557 ksl Stress Ratio ................:.... 0,050 Distance for Moment Calculalion_ m ...... I ............... 0 977 in n ...................... 0.942 in X ............................ 0.145 in^2 Lambda ...................... 0.396 ...... 3.302 in n'' Lambda._.- ...... .... 11_........... 1.307 in L = maxim, n, n") ......................... 1.307 in Load Comb.: +p+L+H Axial Load Only, No Moment Loading Bearing SI(esses Pa: Axial Load 1111 33.500 k - T Fp: Allowable .........................„,.» 1.000 ksi Design Plate Height .....,... 22•000 in fa: Max. Bearing Pressure 0.179 ksi Design Plate Width ......... 8.500 in Stress Ratio ....................... 0,179 iYrll be dilferenl from entry if partial bearing used. Plate BegdLrig Stresses Al : Plate Area ......... 187.000 in12 Mmax = Fu ' L°212 .............1111.. 0.153 k -ft A2: Support Area .................. 241.477 1n"2 fb : Actual ................................ 1.087 ksi sgd(A2/Ai) 1.136 Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.050 Distance for Moment Calculation ° W.I., .... 1.111.1 ... ... 0.977 in ' n' ..................... 0.942 in X.- .............. -.1 ........ 0.145 1n"2 Lambda.... .... _ 0.396 .... 3.302 in n" Lambda ............................. .. 1.307 in L = maxim, n, n") ......................... 1.307 in �L ESIlFME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L( 11800 E. 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Steel Base Plate Description : BASE PLATE FOR STEEL OMF: Load Comb.: +D+Lr+H Loadim Pa: Axial Load .... Design Plate Height..,...... Design Plate Width ......... Wil be d-ifereni from enby if partial bearing used. Al : Plate Area ......... A2: Support Area .................. sgrt(A2JA1 ) Disiance for Moment gftlafion .M% .... .............. ' n' ................... X.......»..................... Lambda ...................... n' .....................-................. n' *Lambda ................ ......... .... ... L= maxim, n, n") ........................ 44.640 k 22.000 in 8,500 in 187.000 inA2 241.477 inA2 1.136 0.977 in 0.942 in 0.193 inA2 0.463 3.302 in 1.529 in 1.529 in Printed: 12 FEB 2019, 10:41AM - Re . C:10CA1D- M461VA-1"463.eW . far000plrigm ENERCALC, IhG. 1983.2018, ftid t0.183-25 Peaiino Stresses Fp: Allowable .- ....... fa : Max. Bearing Pressure Stress Ratio ..................... Plate Bending Stress[ Mmax = Fu' LA212 ................... lb: Actual ................................ StressRatio ..................... Load Comb.: +D+S+H ........... .. Lgading ' n ........:............ 8oarino Strosso Pa--: Axial Load .... 33•500 k Fp : Allotvabla ............... Design Plate Height ......... 22.000 In fa: Max. Bearing Pressure Design Plate Width ....,..., 6.500 in Stress Ratio ..................... 6Y11 be d:ifrrenf frown entryd parb'al bearing used. Will be dArerent from entryHparVat bearing used. Plate Bending SitesSeS Al : Plate Area ......... 187.000 inA2 Mmax = Fu ' LA212 ................... A2: Support Area .................. 241.477 inA2 lb: Actual ................................ sgrt(A2fA1) 1.136 Fb : Allowable .............................. 1.733 ksi sgrt(A21A1) Stress Ratio ..................... Oislance for Moment Caiculation ........... .. 0. in ' n ........:............ 0.942 in X.............................. 0.145 inA2 Lambda ...................... 0.396 fa: Max. Bearing Pressure 0.224 ksi n" Lambda ................................ 1.307 in L = max(m, n, n") ......................... 1.307 in Load Comb.: +D+0.750Lr+0.750L+H Axial Load Only, No Moment 1.000 ksi 0.239 ksi 0.239 0.279 k -ft 1.985 ksl 21.557 ksi 0.092 Axial Load Only, No Moment 1.000 ksi 0.179 ksi 0,179 0.153 k•k 1.087 ksi 21.557 ksi 0.050 Axial Load Only, No Moment Goadlnct Rearing Stresses Pa: Axial Load.- 41.855 k Fp : Allowable ............................... 1.000 ksi Design Plate Height........ 22.000 in fa: Max. Bearing Pressure 0.224 ksi Design Plate Width ......... 8.500 in Stress Ratio ....................... 0.224 Will be dArerent from entryHparVat bearing used. Plato Bending Stfes5e5 Al : Plate Area ......... 187.000 inA2 Mmax = Fu 'LA212 ................... 0.244 k -ft A2: Support Area .................. 241.477 inA2 fb : Actual ................................ 1.733 ksi sgrt(A21A1) 1.136 Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.080 Distance for Moment Calculation ' m " ..................... 0.977 in " n ' ..................... 0.942 in X .............................. 0.181 inA2 Lambda ...................... 0.447 n" Lambda... .......... ... ambda.::..........._.., 1.476 In L = max(m, n, n") ......................... 1.476 in DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6 DATE: 02/12/2019 Project: H463 MIDISON CLUB - LOT 50A Phone: _ [ Email: PROJECT INFORMATION Anchor arrangement ------------------------------------------- Number of anchors = 4 Number of rows = 2 with spacing = 4 in. Number of columns = 2 with spacing = 16 in. Cright = 25 in., Cie€t = 25 in., crop = 31 in., Cbottom= 31 in. Concrete depth, ha= 18 in. Anchor properties ------------------------------------------------ Anchor used: J or L Hook of ASTM F 1554 Grade 105 steel [Anchor material is ductile] f„ta = 125000 psi Anchor diameter, da= 0.75 in. Anchor effective cls area, ASe= 0.334 in .2 Bearing length of anchor hook, eh= 2 in. Anchor embedment depth, he€= 12 in. Concrete properties fo' = 3000 psi X55' Concrete weight: Normal Wt ...... Pa= 11 Concrete is cracked under service load. Supplementary reinforcement for tension: Not provided Supplementary reinforcement for shear: No or smaller than No.4 bar reinforcement is provided. Strength reduction factor, 0 ------------------------------------------------ for steel failure in tension - 0.65 for steel failure in shear = 0.6 for concrete breakout or side --face blowout in tension = 0.7 for anchor pullout in tension = 0.7 for concrete breakout in shear = 0.7 for anchor pryout in shear= 0.7 S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page I of 8 DETAILED OUTPUT FROM QUICK ANCHOR v2.0.G Project: H463 NIADISOIVCLUB-LOT5011 -_ t'reparecl Com Phone: Email; Load information .................................... -__- - ___--___ ._ - Tension-�_ DATE: 02/12/2019 seismic = 0 kips; non -seismic Eccentricities of tension load: e�`'`kip 0 in. and e f �,,Y = 0 in. Sheax (x-dire.ti.on) ; Seismic = 25 kips; non -seismic Direction of X -shear: Towards the nearest edgekips; e r ^ 0 in. Shear (Y -direction): seismic = 0 kips; non -seismic Direction of Y -shear: Towards the0ne1ps� e�v,Xb= 0 in. arest edge Maximum load from attachment: tension = 0 kips; x -shear = 0 kips; y -shear = 0 kips. Structural overstrength factor - 1 Miscellaneous information Seismic Design Category is C -or higher- �'- Code used: ACI 318-11 Load combination to compute required strength: ACI 318 Section 9.2 1. STEEL STRENGTH OF ANCHOR IN TENSION, �Nsa Design strength of a single anchor: Osa = Ase futa = 0. 65X0. 334x125000 lbs = 27.14 Flips Based on the most heavily loaded anchor: I. This anchor carries 25.00% of the total tension load. Design strength of the whole group = 27.14/0.25 = 108.55 kips p S. X Ghosh Associates Inc. 1334 East Colfax Street, Palatine, II, 60067 Page 2 of 8 DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6 ect: H463 JWDISONCLUB -LOT 50A iaied by: - .... --- Company: Email: 2. CONCRETE BREAKOUT STRENGTH IN TENSION, �N,bg DATE: 02/12/2019 Cright = 25 in.; Cleft = 25 in.; ctop == 31 in.; cbottom = 31 in.; het = 12 in. A.aco _ 9hef 2 = 1296.00 in. z and A:,e = 2080.00 in. r ...... [Fig RD.5.2.11 Nb = kc X. (fc r)0.5 (hef )1-51bs...... [D.5.2.2] = 2.4xlx3000°•5x12.001.5 lbs = 54.64 Kips Eccentricity factor, %r,;,......[D.5.2.4] For eccentricity in x -direction, 11ec,t+x = 1 /(l + 2e'tr,x / 3het) = 1.00 For eccentricity in y-direction,ec,Ny = 1 / (1 + 2e'N,y / 3hef) = 1.00 %,:,N = Tec,.i.%,:,tiy = 1.00 Edge effect factor, %d,v...... [D.5.2.5] Ca, min = 25 in. When Ca,min is greater or equal to 1. 5hef , %d,N = 1 Factor for uncracked concrete, %,tz...... [D.5.2.6] Because concrete is cracked under service load, Tc,t,= 1.00 Design strength of the anchor group: NCbg = � (A.'Jc / ANco ) %c, t, 111.d, iT 7c, t7 Icp, N Nb 0.7x(2080.00/1296.00)x1.00xl.00xl.00x1.00x54.64 61.39 Kips ACI 318-11 Section D.5.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is developed in accordance with Chapter 12 on both sides of the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. 3. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, Osbg Concrete side -face blowout does not apply for anchors without heads S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page 3 of 8 DETAILED OUTPUT FROM QUICK ANCHOR v2.0,6 Pir-vject: H963 jLMDISONCLUB - LOTSDA Prepares by. C° Phone: Email: z'ULLUUT STRENGTH OF ANCHOR IN TENSION, Npn eh < 3da. Pullout strength not calculated. 5. CONCRETE BREAKOUT STRENGTH IN SHEAR, OV,,,, Shear in X -Direction 5g DATE: 02/12/2019 Governing failure mode:------------------------------------------------ ^ BreakouttakesMPlace 'from the 1st line of anchors from the governing edge subjected to 100.000 of thetotal.shear Shear perpendicular to an edge: Governing edge distance in the direction of shear, Cal= 25 in. Ctop = 31 in.; cbottom = 31 in.; ha= 18 in. Both orthogonal edge distances and concrete thickness are less 1.5ca1 . Therefore, cais than l reduced to 20.67 in. Projected breakout area: width = 66 in.; height = 18 in. Avco = 4.5 (caj ) 2 = 1922.00 in. 2 and Avc = 1188. 00 in. 2 RD. 6.2. 1 (a) and (b) ] ... [Fig le = Min. of hem and 8da = 6 in. Vbis the smaller of = [7 (le /d? ) 0.24,, °•5 ] Xa f'c o.s cal l.s , 47.28 kips, and 9 ),a f 1 Cal — 46.31 kips Governing Vb= 46.31 kips Eccentricity factor, T*c,v... rec,v = 1 /(1 + 2e'v / 3Cal) = 1.00 .6.2.5] Edge effect factor, Tyd,v...... [D.6.2.6] Tvd,v = 1.0 for cat >- 1.5cal ] %d,v = 0. 7 + 0. 3 [C12 /1 . 5Ca1 ] for Cat < 1 . 5ca1 Ca2 = 31 i n . tgd, v = 1 Factor for uncracked concrete, tl,,v...... [D.6.2.7] S. K. Ghosh Associates Inc. 1334 East Colfax Sta'eet, Palatine, IL 60067 Page 4 of 8 G S. Gc ar DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6 Project: H463 -,WDisojvCLUB - LOT 50,4 Plvpamd ley; Phone: Email: DATE: 02/12/2019 rcx cracked concrete at service load, with no or less than No.44 bar supplementary reinforcement, Yc,v � 1 Factor for small concrete depth, 11A,v...... [D.6.2.8] %'V = 1, for ha >= 1.5ca1 "A,v = (1 . 5cai /ha ) 0-5, for ha < 1. 5ca1 ha = 18in. ...... %,v - 1. 31 Ocbq = � (Avc / Avco ) """' T J,,,• c,v%,v Vb= 26.30 kips Shear parallel to an edge: Governing edge distance parallel to shear, cal= 31 in. Both orthogonal edge distances and concrete thickness are less than 1.5ca1 . Therefore, cal is reduced to 16. 67 in. Projected breakout area: width....•[D•6.2.4] Av. 66 in.; height = 18 in. co = 4.5 (cal) z = 1250.00 in. z and Av, = 1188. 00 in. z RD -6-2-1(a) and (b)] ....[Fig le = Min. of he# and 8da = 6 in. Vo is the smaller of [7 (la /da ) 0.2 0.5 ] �a f 0.5 cal i.s = 34.24 kips, and 9 %a'� 0.5 � Cal .5 = 33.54 kips Governing V. = 3,3.54 kips Eccentricity factor, Llec,v = 1 /(l + 2e'v / 3ca1) = 1.00 Factor for uncracked concrete, Tc,v= 1.00 Factor for small concrete depth, %,v = (1 . 5cai /ha ) 0.5 = 1. 18 Ocbg = � 2 (A,,, / A,,co ) Yfec,VTed, v%',v%,V Vb = 105.19 kips overning shear strength in X -direction, �Vcbg = 26, 30 kips Tear in Y -Direction ` 'verning failure mode: Breakout ^takesfxom the 1st line place - ichors from the governing edge subjected to 100.000 of the total shear S. K. Ghosh Associates Inc. 331 East Colfax Str•ect, Palatine, IL 60067 Page 5 of 8 DETAILED OUTPUT FROM QUICK ANCHOR V2.0.6 DATE: 02/12/2019 P►•oject: H463 AJfIDISONCLUB - .LOT SDA Prepared by: C0111pally: Phone: Email: Shear perpendicular to an edge: Governing edge distance in the direction of shear, cal= 31 in. cleft = 25 in.; C,i,,t = 25 in.; ha = 18 in. Both orthogonal edge distances and concrete thickness are less than 1.5Ca1 . Therefore, cal is reduced to 16.67 in. Projected breakout area: width = 66 in.; height = 18 in. Avco = 4.5 (cal ) 2 = 1250.00 in. 2 and A,c = 1188.00 in. 2 . [Fig RD.6.2.1(a) and (b)] le = Min. of hef and 8da = 6 in. Vo is the smaller of =- [7 (le /da ) 0.2 da o.5 1 Xa f 'c o.5 Cal 1 5 — 34.24 kips, and 9 %a f o.s Cal 1.5 = 33 .54 kips Governing VD= 33.54 kips Eccentricity factor, `-c.v...... [D. 6. 2. 51 'lec,v = 1 / (1 + 2e `v / 3Cal) = 1 . 00 Edge effect factor, 'led,v...... [D.6.2.61 %d,V = 1.0 for Cat >= 1.5C2,1 red,V = 0. 7 + 0. 3 [Ca2 /I. 5C,,1 ] for Cat < 1. 5Ca1 Ca2 = 25 in. ...... %d,v= 1 Factor for uncracked concrete, ',,v ...... [D.6.2.7] For cracked concrete at service load, with no or less than No.4 bar supplementary reinforcement, %,v= 1 Factor for small concrete depth, %,v ...... ED. 6.2.8] %,v = 1, for ha >= 1.5ca1 %,v = (1.5ca1 /ha )o.', for ha < 1.5ca1 ha = 18in. ...... ' 'Vi 1. 18 �Vcbg = (Avg / Avco) 'lec.vTed,v'%,v%,v Vb = 26.30 kips hear parallel to an edge: Governing edge distance parallel to shear, cal= 25 in. S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page 6 of 8 DETAILED OUTPUT FROM QUICK ANICHOR'2.0.6 Project: H463 AMDISONCLUB-LOTSDA Preps:red hy: Couilmny: Phone: Email: DATE: 02/12/2019 Both orthogonal edge distances and concrete thickness are less than 1.5cai. Therefore, cal is reduced to 20.67 in. ......(D.6.2.4] Projected breakout area: width = 66 in.; height = 18 in. Avco = 4 .5 (cal) 2 = 1922. 00 in. 2 and Avc = 1188. 00 in. 2 ...... [Fig RD.6.2.1(a) and (b)] le = Min. of hof and 8da = 6 in. Vbis the smaller of = [7 (le /da ) 0.2 d,0-51 %a f'c o.5 Cal 1.5 = 47.28 kips, and 9 ?"a f'c 0.5 cal 1.5 =' 4 6.31 kips Governing Vb= 46.31 kips Eccentricity factor, T,;,v = 1 /(1 + 2e'v / 3cal) = 1.00 Factor for uncracked concrete, Tc,v= 1.00 Factor for small concrete depth, %,v = (1 . 5ca1 /ha ) °'S = 1. 31 a Vcbg = � 2 (Arc / Avco ) TCe,V%d,vlIc,V%,v Vb = 105. 19 kips Governing shear strength in X -direction, �Vcbg= 26.30 kips 6. STEEL STRENGTH OF ANCHOR IN SHEAR,�Vse Design strength of a single anchor: �V5a = � 0 . 6 Ase feta = 0. 6x0 . 6x0. 334x125000 lbs = 15. 03 Kips In X -direction, governing concrete breakout involves 1 anchor columns. Based on the most heavily loaded anchor: This anchor carries 50.00% of the total shear. Design strength of the whole group in X -direction = 15.03/0.50 30.06 kips In X -direction, governing concrete breakout involves 1 anchor rows. Based on the most heavily loaded anchor: This anchor carries 50.00% of the total shear. S. K. Ghosh Associates Inc. 1 334 East Colfax Strect, Palatine, IL 60067 Page 7 of 8 DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6 Project: IJ463 j11L4DIS0NCLUB-L07'50A Prepared by: Company: Phone: Email: DATE: 02/12/2019 Design strength of the whole group in Y -direction = 15.03/0.50 = 30.06 kips 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, �V-pq hef >= 2. 5 in . ...... kcp = 2. 0 Ncp4 = Ncbg = 87.70 Kips �Vcpg = 0 . 7x2x87 . 70 = 122.78 Kips (in X- as well as in Y -direction) SUMMARY OF STRENGTH CALCULATIONS OF THE ANCHOR GROUP Tension: Could not be determined. Not all failure modes could be evaluated Shear in X -direction: 26.30 kips Shear in Y -direction: 26.30 kips Interaction: + [Vuax /�Vnx 15/3 = + [25.00/26.30] 5/3 = 0.92 ......OK CHECK TO PREVENT BRITTLE FAILURE OF ANCHORS IN SHEAR (X -DIRECTION) For structures assigned to SDG C or higher and strength -level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force, at least one of the two options needs to be satisfied: Option 1 - Shear strength exceeds the maximum shear transmitted from attachment. Maximum shear from attachment: Not provided. Option 1 cannot be checked. Option 2 - Shear strength exceeds the factored shear with overstrength. Overstrength factor not provided. Option 2 cannot be checked S. K. Gbosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page 8 of 8 Page: ESI / F M E Inc. Date: 12/06/2018- STRUC TUR4L ENGINEERS Sob #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT SDA" Plan #: LA QUINTA, CA. SHEAR WALL LINE: Vlf Zr41\. iif1L1.. 4 gW..201vac 24f615APtvS /5j_ So,= o.00 RWalllY= $E1sVOLPUFTDWLOAD Puu�rERA"143„= 0.76 WALL(S) @ LEFT SIDE OF LAUNDRY: SEISC .`_------------------------------------------------- Mi PLATE HT= 14 ft {WALL 1= 8.00 ft OPENING= 0.00 ft Walli $= e.00 ft} WALL2= o.00 ........ ft WALL 3- o.00 = ft WALL 4w _ o.00 R r plf ( 0.0 __.. _....---------- 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 TOTAL WALL LENGTH = 8.00^ ft 13 ':: LOAD 238 Of ( 20.0 ft/ 2 + 0 ) = 2360 lbs. 0 lbs. T4 :: ' LOAD ={ 229 PIF ( 24.0 ft/2+ 0 ) = 2748 IbS. LOAD =( 0 plf ( 0.0 It / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 SHEAR = T. LOAD J L = 5108 lbs / 8.00 It - 639 lbs/ft ft/2+ 0 ) = 0 lbs. LOAD ={ 0 plf ( 0.0 ft! 2 + 639 lbs/ft 0 lbs. wIND 2997 lbs / 24.00 ft 125 lbs/ft T3 LOAD =( 162 pif ( 20.0 ft/ 2 + 0 ) = 1620 lbs. T4 LOAD ={ 162 plf ( 25.0 ft/2+ 0 ) = 2025 lbs. LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 Ibs, D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length) /2 L SHEAR = T. LOAD / L = 3645 lbs / 8.00 R = 456 lbs/ft LOAD= 2118 lbs. O.T.M.se_,.,= 27537 ft-Ibs UPLIFTS, „,, = -413.9 lbs Governing Uplift 1 RES MOM = 28655 lbs 456__lb_s/ft r� =µTr-WT^--�=~~w O.T.M.%.,,,d= W=GOVERNING FORCE= = = SEISMIC __ _____ V=638.5 lbs/ft R ___ AIICHOWSTRAP? ANCHOR GOV.FORCE= SEISMIC 13 W!S/8" Dia.x 10" A.B: S @ 24 "a/c AB24 UPLIFT: li = 0.67 FOR WINDr 0.76 FOR SEISMIC LOAD= V x Lwaf O.T.M.=Load x At.Height UPLIFT=(O.T.M.-R.M.)/L.,,,, RESISTING MOMENT = p x [Gearing Wall weight") +Roof D.L.xT6b,Width+Floor D.L.xI'r1b.Wklth]x(S.W. Length)J /2 WALL WT- 10 Psf x 14 ft = 140 lbs RDI.- 24 psf TrbW- 24 ft FIN.- 14 psf Trbw= 0 ft RES.MOMs,j,rc= 17413 lbs LOAD= 5108 lbs O.T.M..... = 71512 ft -lbs UPLIFTs.s. x 6762 lbs Governing Uplift RES.MOM1.7id= 15351 lbs LOAD= 3645 lbs. O.T•M•w.a = 51o3o R -lbs UPLIFTyem= 4460 lbs 6762 lbs PROVIDE SIMPSON: HDUS PER POST, CAPACITY= 7870 lbs O.K 69 It Provide A35's or H3's @ 48 inches O.C. V= 74 U7 WALL(S) @ RIGHT SIDE OF GOLF SIMULATOR & POWDER RMS: PLATE HT= 13 ft {WAU. i= 12.00 ft opENiNG= o.00 RWalllY= 12.00 ft) WALL12.00 ft WALL3= o.0oftWALL 4= 0.0oft SEISC .`_------------------------------------------------- Mi TOTAL wAU it=NCTi1-24.00 ft T4 LOAD =( 229 pif ( 27.0 ft/2+ 5 ) - 4237 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) == 0 lbs. LOAD =( 0 pif ( 0.0 R / 2 + 0 ) == 0 lbs. L SHEAR = T. LOAD / L = 4237 lbs / 24.00 ft 177 lbs/ft 177 -lbs/ft_ ��'WIND T4 LOAD =( 162 plf ( 27.0 ft/ 2 + 5 ) 2997 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD ={ 0 plf ( 0.0 ft! 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2997 lbs / 24.00 ft 125 lbs/ft 125 -lbs/ft = GOVERNING FORCE _ =SEISMIC V= 176.5 lbs/ftW A1ICHOR/SIRAP? ANCHOR GOV.wRCL'- SEISMIC UPLIFT: R = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw:a O.T.M.=Load x PIt.Height UPLIFT=(O.T.M.-R.M.)/L„,9 RESISTING MOMENT = p x [Bearing Wall Weght^) +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length) /2 WALL WT= 18 psf x 13 ft = 234 lbs RDL= 20 psf Trb%y= 18 ft FDL= 14 psf Trtffl. 0 It RES.MOMs;.,,11•,= 32504 Ibs LOAD= 2118 lbs. O.T.M.se_,.,= 27537 ft-Ibs UPLIFTS, „,, = -413.9 lbs Governing Uplift 1 RES MOM = 28655 lbs LOAD= 1499 lbs O.T.M.%.,,,d= 194s1 ft -lbs UPLIFTti.(�d= -764.5 lbs -414 lbs • 1Yind . PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs OX Diaphragm Length= 54 ft Provide A35's or HI's @ 48 inches O.C. V= 78 plf VERSION 20112 T:E S Y/ F4M E Page - : T N 61 [:5: R:U:C- IV E7:j Date. 3/9/2019 Job #: H463 Client. HCDESIGly--- Project Name: _"GUEST HOUSE @) THE MADISON CLUB -LOT SOX' Plan #: LA QUINrA, CA. SHEARNVAL Project 19 roje -LOT 50A" S Rt HEAR WALL LINE. 8 W LL(q k): s,=; SE'S%4�CLPUFrOE�LDLC)ADPARAI-ETER=09-D,f4S,,. 0.76 WALL(S) `{_WALL LL J_ RIGHT SIDE OF MHR: WALL i= a Lllj- PLATE HT= 12 it SErSMIC !L't�,L L2 0.00 ft WALL 3= 0.00 ft WALL 4- T6 - 0.00 Ft 0 - - - - - - - T6 LOAD 132 pit ( 34.5 It 2 + = 2277 lbs. Toru WALL LENGTH T7 LOAD 149 pit ( 33.0 It/ 2 + 0 = 2459 lbs, LOAD 0 PIF( 0.0 ft/ 2 + 0 = 0 tbs. LOAD 0 pit ( 0.0 ft/2+ 0 = 0 tbs. t SHEAR = F. LOAD I L = 4736 lbs / 16.00 ft = - 296 lbs/ft 0110 -- - - - - - - - - - - - - - - - - - - - - - - ----- - - 2 - 96- -Ibs1ft - - - - - - T6 LOAD 166 pit ( 34.5 ft/2 + 0 2864 lbs. 77 LOAD 135 pit ( 33.0 'ft / 2 + 0 2228 tbs. LOAD 0 pit C 0.0 ft/2+ 0 0 tbs. LOAD 0 pit ( 010 ft/2+ L SHEAR T. LOAD / L = 0 0 tbs. 5091 lbs / 16.00 ft 318 lbs/ft GOVERNING FC;RjE = WIND- - - - AP - - - -- - 318 lbs/It N'CHOR/STW? ANCHOR V=- 318.2 cov,FOP.CL WIND 17 UPLIFT: S6 O/C �AB� 5 6 0.67 FOR WIND, 0.76 FOP, SEISMIC TCFA W" .=Lo�d, �--- RESISTING Mot-JENT [B,,,ig 0. Pit.HeIght WALL WT= Wall Weight) +Roof DL-xTrib-yAdth+FJoor D.L.XTnb.w UPUFr�(0-Tm,-RX)/I,, 10 Psfx 12 ft= 120 lbs R1X= 20 p5f idthlx(S.W. Length)212 RES'MoMse'srdc= 15565 tbs LOAD= 4736 lbs O.T.M. TrbW� 2 ft FDL= 14 psf Trbs%f. 0 ft RES.MoMvr -� 56826 ft -lbs UPLIFT,,:,,�= 2579 lbs 41d= 13722 lbs LOAD= 5091 lbs. GoVarning JJpIM PROVIDE SIMPSON: 0- T- M'- � 61092 ft -lbs UPLIFT,.,,,,= 2961 tbs 2961 Ibs HDU2 PER POST, CAPACITY= 3075 lbs O.K 22WmLen gth= 34 ft PMv!deA35'sorHI's (W 36 jnche� , D.C. V . 13.9 Pif O WALL(S) LEFT SIDE OF 2 -CAR GARAGE: (WALL 1- 24 00 ft OPENING= 0_00 PLATE I IT-: 12 it SEISMIC^ �� - - - - - - - - - - ^-^-•- - - - - - - I ft WALL 3 "2111X= 24-00 ft) WALL2= 0,0, T7 - - - - - - - - - ��-LO 4= 0.00 ft �A_ -24.110^ ft LOAD 149 pit ( 33.0 ft/2+ 0 2459 tbs. T8 LOAD 135 pff ( 39.0 ft/2+ 0 LOAD 0 pit ( 2633 lbs. LOAD 0 Pit ( 0.0 ft 0 0 lbs, L SHEAR T. LOAD L 5091 0.0 ft/ 2 + 0 0 lbs. lbs/ 24.00 ft 212 lbs/ft - To LOAD 135 - - pff ( - - - - 33.0 -- - - - ftl2- - - - - ._ ........ - - - - 212 lbs/ft TT + 0 2228 lbs. LOAD 120 pit ( 39.0 ftl2+ LOAD 0. 0 pif ( 0 23,10 lbs, LOAD 0 0 ft/2+ 0 0 lbs. plf 0.0 ft/2 + 0 L SHEAR = T. LOAD / L 4568 lbs / 24,00 ft 0 lbs. ~ GOVERNING FORCE 190 lbs/ft 7-9 - - -- - 190 Vy Ar"ORISTRAP? ANCHOR - - - - - - - - - - - - - - - -- WMORCEz: SEISMIC Z- 10 \ Diax 10" A.B.IS UPLIFT: - _w/ S, 72_ :Z �A,17�2 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V X Lwav O.T.M.=Load x Pit.Height u TX-RXYL,, RDL= 24 psf rogth)2 12 RESISTING MOMENT = 0 x [Bearing Wall Weight") +RDOF D.L.xTrit.Width+ Floor D.L.xTdb.%Vidth)x(S. W. Le PUFr=(O. WALL %VT= 10 Psf x 16 ft = 160 lbs RES.MOM,,,,= Trbl'l- 4 It FDL= 14 psf Trbvl� 0 ft 56033 lbs LOAD-- 6091 lbs. O.T.M.s,,f� = 61092 ft -lbs UPLIFT,,- ,,= 210.8 lbs RES.M0Mw,,d= 19398 lbs LOAD= 4568 lbs GOVOrning Uplift PROVIDESIMPSON: NOT REQUIRED 0 T -M W10 ftmfbs UPLIFTvw= PER POST, CAPACITY= N.A. lbs O.K 225,5 lbs 226- Ibs Diaphragm Length= 38 ft Provide A35's or Hi's @ 40 inches 0,C. V- 134 pff V"P2SKICT ki' 18 2 E 5 I/ F M E Inc. Page; STRUCTURAL ENGIN,�,ERS Date: 3/6/2019 Job#: H463 Project Name: "GUEST HOUSE @THE MADISON CLUB -LOT 50A" Client: HC DESIGN Pian #; LA QUINTA, CA. SHEAR WALL LIN'IAI;''I E: 10 •�r�r�b�5.��1�.��e�rj��4, �-+�x sem= .. 1U WALL(S) @RIGHT SIDE OF SINGLE CAR GARAGE: - , SM%9CUPUFTDPADLOAD PAPMETFR=41U 145,,, 0.76 {WALL 1- ifi.00 R OPENING= 0..00 ft Wall' k= PLATE HT= -SEISMIC~ - _ - 1d_ao_ R} WALL2= 0,00- ft WALL 3= 12 ft o.00 ft WALL 4= o.a_o ft T8 LOAD =( 335 � -- -� - .., - ... - PIF ( 39.0 Ft/ 2 + 0 TOTAL WALL LENGTH= 16.00 ft LOAD =LOAD{ 0 PIF( 0.0 ft/2+ 0 � i 26033 lbs. f 05 Plf( 0.0 R/2+ 0 )= 0 lbs. LOAD = t 51 TAR :: T. LOAD / L = pif ( 0.0 ft 12 + 0 ) : 0 lbs. 2633 lbs / 16.00 ft -- -_ 165 lis5/ft -. - -__.__.._._--165 I�ft 7t3 LOAD=( 120 -__--_.,..��....--._._--_.- LOAD =( 0 0.0 plf ( ft / 2 + 0 LOAD �( 0 pif ( 0.0 ft/2+ 0 ) = 2070 lbs. ) = 0 lbs. l - LOAD =( 0 pif ( 0.0 ft / 2 + ft/2+ 0 ) 0 lbs. SFirAlz = T. LOAD / L = 0 ) 0 lbs. - -2070 lbs / 16.00 ft = ,---._ _______ 129 lbs/ft FORCE _ $EjSMiC - - -' ---- _ _ 129 lbs/R AIICHOR/srRAP7 ANCHOR - V= 764.5 ibs/ft -~ ------ -------- GOv.FORCF� SEISMIC IO w - UPLIFT; W1518" Dia.x 10" A.S.'s @ 72 ..O/C AB72 = 0.{s7 FOR WIND, ��_ ~ 0.76 FOR SEISMIC LDAD= V x L�, RFSl"NG b1Oh1ENT = ) Q.T.M.-Load x PIt.Flei[Ji]t UPLii-i (O.T.Ni. R.M.)IL a� ¢ x FOeariny tiYall We ht" f RaOf D.L.xTob.Wfd1h+Floor D. L%Tr1b.Wldthj5((S.W. Ler>gth)212 YVALI. VYT- 1$ psfx 16 R= 288 Ihs Rf11." 20 psf rrb9'!- 2 ft FaL= RES.MOM�,FKc- 31908 lbs LOAD= 2633 lbs. O.T.M. 31590 R -lbs UPLIFT 14 9- RES.NiaM, psf TrbP/= 0 ft �rvre= 2817.9 lbs LOAD= 2070 lbs. O.T.M. vv,,, z= 18.87 lbs Governing Uplift PROVID>r S]MPSON: NOT REQUIRED PER POST CAPACITY= v� - PABdq lbs L1PL,F7n,.a= .205.8 lbs N.A. Ii]s "20 lbs O.IC Dla lbra M L C11 th= 27 0 Provlde A35's 0r 9I's @ 48 lnthr:s O.C. V- 98 if WALL(S) @ REAR OF GYM: (WALL 1= ><�.00 ft OPENING, 0.00 ft Wall!; PLATE Kr= ~ SEISMIC - ~�- - ft I8.00 G ft) WALL2= 0.�0 R WALL 3= PLATE loe -ft WALL 4� ft L1 LOAD =( '12 --- - 0.0_0_ ft LOAD - pif ( 64'0 ft/2+ 0 TOTAL WALL LENGTH =-113,OD ft - -( o R/2+ )= 30 lbs. LOAD =( o pif( o.o o ) = o lbs. LOAD =( 0 PIF( 0.0 ft/ 2 + 0 ) = 0 lbs. L SHFArt = T. LOAD / L = pif 584 0.0bs/ 8/ 0+ O )' 0 lbs. - - it 199 lbs/ft VViFJD ____-____--..-- -._____199 lbjl 1.712 LOAD=( 85.5 --- - - - - LOAD =( 0 pif ( 64.0 ft/2+ 0 ) = 2736 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. Plf ( 0.0 ff / 2 + 0 ) = 0 lbs. t.OAD ( 0 PIF ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = - 2736 lbs / 18.00 ft - --_. _____ 152 lbs/ft ~ GOVERNING FORCE SEISMIC �� ---_ 152 Ibs/ft AIICHOR/STRAP7 ANCHOR V= 180.1 Ib5/ft - rnV.FORCr: SEISMIC I0 W/5/8" Dia.x 10" A,g,'g@ 72 y� UPLIFT: _ e/r p = 0.G7 FOR WIND - AB72 0.78 FAR SEISMIC LOAD= V x L RESISTING PiOMENT c Wet 0- r.M.=Lead x P1t.Heigi7t UPLIFT= WALL Wr- f x'Be' Wall ►velOt') 4ROa D.L.xrrib.Widlh+Fk,r,r U.1, xT "r t XS -V7 Pe r (O T M.'R.M.]IL, ,F 18 Psix 16 R - 288 ibs ml 1 12 RES.MOF} RDL = 24 Psf TebVl 4 rt sl'i c'_ 47?.78 lbs LOAD- 3554 lbs. O.T.M. FOL = 14 psf TrbY1_ 0 ft RES.MOM+•rrw= 4I679 lbs LOAD= 2738 lbs. O.T.M,� d c = 0F7ti R Ibs UPL,FT .= 161 Ibs PROVIDE SiGUverrling Uplift hlPSOH; NOT REQUIRED PER POST, CAPACITY=a. K 39304 ft -lbs UPLFFTyr,,,: -187.5 lbs N.A. lbs 161 lbs Diaphragm Length= 20 R Provide A35's Or HI's @ 28 inches O.C, V-- 179 pIF M8 2 KE M ES Date: r 2,12,�203I1�9UUW Job #: H 4� 6 3 Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A' Client; HC DESIGN -.� Plan #; LA QUIHTAr CA, AIR -WALL._ DESIGN.:- --------- - --_. SHEAR WALL LINE: 12 (1130 POfSf CeC i¢f815UPWS iSJ Sn, 12 dAIALL S I sust�curuFroenoLoaopnwu,�r�x:og4.148,,, 0.76 ) @ REAR OF PICKLEBALL ROOM: _ ^4WALL 1= go.00 ft -dAF.NING= is.00 ft Walll £= 22.00 R} WALL2= PLATE HT= 22 ft SEISMIC._ .._ �.-------ft aIllX--- v.00 R WALL3�o.oa__ft WALL4= 2.2-0R LOAD _( 169 pif ( 69.0 ft / 2 + 0 TOTAL WALL LENGTHr �22.00� fl r LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 ) = 5 0 lbs. LOAD =( 0 PIF ( 0.0 ft/2+ "D Ibs. = 0 Ibs, LOAD =( 0 pif ( 0.0 ft / 2 + 0 0 lbs. ) = EAR = T. LOAD / L = 5831 Ibs / 22.00 _ _ _ _ ft �. 265 Ibs/ft WIND r -__...__.,-- .,_----_----•--- --- 265 rllss/R "- -_`r-^ L2/2 LOAD=( U pif ( 69.0 ft/2+ 0 )= 3278 lbs. `�^��^^� pff LOAD LOAD = ( 0 Plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = = 0 P!f ( 0.0 ft/2+ 0 T. LOAD / L ) = 3278 0 Ibs. Ibs/ 22,00 ft _ _, _ - - _ 149 Ibs/ft ti GOVERNING FORCE _ �$ElSMIC - - ---- 149 _Ibs/ft AIICHOR/sTRAP7 ANCHOR V= 265 Ibs/R~ jTrb%'9-0 _ GOV.FflRCE= SEISMICDia.x 10" A.B,'S@ 64 UPLIFT: - -- �'o/c 0.67 FOR WIND, 0.76 FOR SEISMICRESISTING MOMENT= x .vjX(4'/ALL YJT= %I [tearing Wall Weght') +Roof D.L.xTrib.lyid[h+Fbor D.L.xTrib.YTid[h S.Y1. Length)z/2�_18 psfx 16 R= 286 Ibs RDL= 20 psf TrbW= 2 ft FDL=RES.MOM%smc= 199424 Ibs LOAD= 5831 lbs. O.TM - 14 PsfRRES,MOM,^�1zez71 ft Ibs UPLIFTSF,�= _1779 Ibs ifttrod= 175808 Ibs LOAD= 3278 Ibs O.T.M.%%,nd= 72105 ft-Ibs UPLIFT.PROVIDESIMPSON: NOTREQUIRED PER POST, CAPACITY= .r"� 2593 IbsIbs N.A. Ibs O.K I)la hra m Len th- 38 ft Pravit a A33 s or H1's d C. 32 inrhes O.C. V= 153 pit 13 WALL(S) @ REAR OF LOUIYGEAND GOLF SIMULATOR: (WALL 1=- 1&00 R 0>'f NING= 0.00 ft Wall1 Z xc.0o Rj WALL2= PLATE HT= 13 ft rSEISMIC� "'--------------------- ieoo ft WALL 3= o.ao_ R_WALL 4= 000 R 3 LOAD 1, LOAD -( 70 pIf ( 54.0 It/ 2 + 0 ) = 1840 ^Ibs. ' TOTAL WALL LENGTH^ -32.00- ry " ( 131 pif ( 56.0 ft / 2 + 0 ) = 3668 lbs, LOAD = LOAD( 0 plf ( 0.0 it/ 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 0 Pi 558 0 Ibs/ 32/00+ 0 ) = 0 Ibs. _ 174 Ibs/ft wWIND' '"_"'____-_-__-__-______- -- 174 Ibs/ft _ LOAD={ 40 plf( 54.0 it/2+ 0 ) 1080 Ibs. LOAD =( 108 PIF ( 56.0 ft/2+ 0 ) 3D24 Ibs. LOAD =( 0 pIF( 0.0 ft/ 2+ O 0 ) 0 Ibs. L SHFAR = TLOAI) Plf ( 0.0 ft/ 2 + 0 ) -= 0 Ibs. r - = 4104 lbs / 32.00 ft ».,,, ,,, ,,, _ � � _ _ _ _ 128 Ibs/R GOVERNING FORCE= SEISMIC . .. ._ lx8 ribs/ft AlICHORIsTRAP7 ANCHOR 173,7 Ibs /ft � - - - - -- -- -- - _ - ;ov.FORCE" SEISMIC !D W/518" Dla.x 10" A.B.'S p 72 UPLIFT: o1c A872 R = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x L -_ �-�- RESISTING MOMENT = rra° 0•T•M,=LOad x PIt.Height UPi. - p x [Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D.L.xTrib.Wijdth]x(S,W. Length)' /z YlALL WT= 18 psf x 15 ft = 270 Ibs RDL= 24 psf TrbW= 2 ft RES.MOM�•,= 30935 Ibs LOAD= 2779 Ibs. O.T.M. FDL= 14 psf TrbW= 0 R RES. MOM. sc�m<- 36127 ft-Ibs UPLIFTr�;c= 324.5 Ibs Gav4)rninq Uplift 1r�nd� 27272 Ibs LOAD= 2052 lbs. O. T,M•v,;,,d= 25876 ft-Ibs UPLIFT%.,,„,= 37.23 Oss PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= 324 lbs N.A. Ibs O.K Diaphragm Length= 44 R Provide A35's or Hl's @ 40 inches O.C. V= 126 plf bCRSrpl+ 2018. M14 4 CLIPnt: HCBFSfGiY � -- �-----_� Bata: 2112120lS Pm1Kt: SOA h.+'-_-__ �2.Odits " nrn 1 hal Openfn 2 7,001[ hat li h' hal 2.00 tftf 6 00 fe 17 .-.-_ 6.00 f[ hh1 L4.00n hot 6.00 ft L3 hb2 F -00Q0 ft lol UL 5,00 lr Lot T4. 24-00 It 5.00 h L+.N 44.t10fe Lai6.d01t I. Hold-down forces: H 58311bf OK 2.1201t shear above, +belowa eni 32071bf First opening:vol=vbi=11J(tta LFlibJIF 200 If P Second opening: vat = vb2 = H /(ha2+hb2) = 200 plf Third opening: Va3=vb3=H/(ha3+hb3)- 200P IF 3. ToeaEorcea6OV¢+brfowq 1 11261bf First opening; O1=Val a(lol)- 1203 lbf Second opening: 02 = va2 s (Lo2) = 1203 Ibf Third opening: 03 = va3 M (Lo3) 532 1b = I203 lbf 4. Corner forces 5801bf F1 = OI(Ll)/(L1+L2) = 5471bf F2=OI(L2)/(L]+L2)= 656 lbf 13 = O2(L2)/(L2+L3) = 601 lbf ' F4= O2(L3)/(L24L3)= 601 lbf F5 = 03(L3)/(L3+L4) = 6561bf FG_ 03(14)/(L3+L4)= 5471bf S.T415uta len thofa enl s Tl'(Lksial}1t1•rL2)• 2.73 ft T2=(121Lol)/(L1+L2)= 3.27 ft T3=(12+Lo2)/(L2+L3)= 3.00 it T4 = (L3' Lo2)/(L2+L3) = 3,00 ft T5= (L3'L03)/(L3+L4) - 3.27 it T6=(L4'LO3)/(L3+L4)= 2,73 Ft _ �-vlfry Input Variables _ Oycnfrll3 ha3 2.00 f[ SYe✓f Pier Ar ct] all Ad . Fx hO3 6.00 ft PlxhoiJl]e 20o NIA hb3 14.pp ft P2=ho2/L2= ].00 NIA Lai6.d01t P3=ho3A3= 1,00 58311bf OK 1, "OLStaRC@ 10 comer farces P4=ho3/L4= 1.20 N/A 6. Unitshear beside opening VI=(V/L)(L1+T1)/-.2 225 p1f V2 = (V/L)(T2+L2+T3)/L2 = 298 pif V3 = (VA)(T4+L3+TS)A3 = 298pif V4 = (YJL)(T&L4)A4 � 225 plf Check Vl'L1+V2'L2+V3'L3,V4g4r,Vp 58311bf OK 1, "OLStaRC@ 10 comer farces R1=Yi•L1= 11261bf . R2 = V2'L2 = 1789 lbf R3=V3'L3- 17891bf R4=V4'L4- 11261bf 8.Oiflercnce Carnet force + re Sista n" Rl-F1= 580 IV R2 -F2 -F3= 532 1b R3 -F4 -F5 = 5321bf 114-F6= 5801bf 9. Unit shear 1¢ Corner zones VC1=(Rl.Fl)/L1R 116pIf Ve2=(R2-F2-F3)/L2= 89pIf VC3 = (R3-F445)/L3 = 89 lf P Se4=(R4-F6)/L4= 116 plf rr do-rc�vn3nsoNo-aahe.e:eu:[�•erGa APAOiselalmel iri 'F-tg ur/gkrir er �'+LSr ni¢rryr�,r.rMi.Ya[rC fAra Yr�7 �'+'i1 D�SNCn /1ia-rnr 2'r _ rFF"rseas A� ��e`:rci�gr rFrsdr r: r; nc,�.ym. h};rrrr rtP{, ozr Ys meaisr •7Rterra 33'rr-t r+srarcr. M. a SrurrJrnrsrr¢ u�rr,y, Jw'r,+. rr r':i ter. nreraa. �r�aca iuYard�e� riwrn, av:r r�7>,errenN. �rnrrra wfms e t v+osic..rr o rrre� �wxf/rr rcd �hrar wxrsssernr .xr.2f ak /r�rause rreuiarr�A•3, 8r,�:e.7Pi bzs rq rotrnv virrewer raYu+cscr i'an4'r 4 I varl-¢3-Nnnru 0.-�^Yuw,ourea. /W nrrsm¢ss3prrrrrrc+rarsrfrratr z9`"hror/-rsrp:rrvnore5erlsnu+Se[verx�r¢assxe court•»7ferr.rurV^vry,ure- t+'�cArnp:yrrrarurpprrdrreren*.r[a hrpvgr ayrrr rcrnnsrtc'rrnp+anrr�tir9co-zr-M'urn.cnan ore .e►aJ r+Ceacr[arr7crn:¢R[r a S'.+s•�rn ai Pfo)ect Information Code: 7015 CBC Date: 2/A2J2019 Desi ner:--- '•"•�•-- Client: _ HC HC OFSItiH Pro)ec(: GUEST HOUSE A7MA6156HCLt16-LOT SOA 3207 WaftUne: S%11#12 AT REAR OFPICKIEBAUROOM;-"`•— 0 Check StHpma Of5hear ValOesforlltre4OpeAlri.s fdrtal:rcHha3ahbQiV2(hai)=H? 1855 1352 32071bf Una 2:va1(hal+hbl)-t'cl(hal+hbl)-Vl(hol)=07 3207 1855 1352 0 Line 3:vc2(hal+hbl)+V2(hol)-val(hal+hbl)=0? 1418 1789 3207 0 tidy 4: va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 3207 1789 1418 0 Une S::v2(:•a2+hb2) NL(t`a2+hb2)•tr3(ho2)-0? 32n7 I" Orin 6: va3(ha3+hb3)-V3(ho3)-vc3(ha3+hb3)=0? 3207 1789 1418 0 tlw 7: va3(ha3+hb3)-vc4(ha3+hb3)-V4(ha3)--O? 3207 1855 1352 0 time: vt4(ha3+hb3)+V4(he3)=Yi7 1855 1352 32071bf Req. Shcal6ing Capacity Req. Strap "me me Req. HD force 4 -Term Defice 4 -Term Story Dri APA Distlai me r 0.440 in- 3 -Term Deffecllo�l 0-497 in - 3 -Term Story Drift %1 0.008;6 See Pep 3 Sea Pape 4 P"' Ri PM[O1[e rtQtarrrYr lr r:trstdAe Yee Cl o fex W 40 W: U Oe 160''1 n-2-1 O'n'pr 6eueSea ATA - IPm &,;,read flboa Altw,nr✓ ', wir-7 ac4 troq'prsT.H ur_vJrem e4 s4+ar+W.r S,&M ntn)n eui+rq Me/t r[[FrApl mff'X� A'neerr 4el g Irs inemedrT.t..sCa:i�rer� rnairw7 A o rrcnfX rj.crel Un pran"trrl/Lagar hotP.Iry rrnrjauuia7Jcr trk uturxy, us:. wjClMm% GJ, shv" relemge so e -,RV; iS7,ro �f,fr.�•�'SYi'.�T,Cflirdlt'Athi�[-YJ h•LX6iR t�.i MYVGAS!- CP:lv7)LNrt[�1'�txirlSCn'+CeI�'IiL1liK..11 rOtlifyYr iCR'�♦�:rSr 11Yr1rtWt, terj4F fi'J•{On) f�t[7dt r'dtSd rcr+Ytrr�2M� i1rl0¢.11 AP.lri]IrorOerl[>'Mw VxYtY o1+eWlmchsr;�totY.e rg2i%�tV➢7/lN�iilt4ar.QlrtA%%V4(rOdWU s�t0CO, ,rra'vat etcrprrrrarp7:rrt alYarxe Vefet err woe 4 o y tcrnunrrr6 Project Inform Cade: 2D16 CBC /)u�y� Desi net: Data:L21,7 2059 ( V �_9 ClIRfrOr HCOESiGN - Pfoftw GUEST HOUSE AT MADISON CLVIi - LOT SOA Wall Une: SWM12 AT REAR OF PICiCLEBALL RDONi Denedlon Cokulilllon Input Variables Shea thing: Wood End Pox! Valeo s: _ _�8Sheaeh!ngMaterial Nails:!6depmmon {pannyµ+rlghtj S pcYiesl�Zx6 DF Performance Category E'1"CREsOgY {pyo) �.."__..."._._. Pier! r_`APABatcd5dealhlrr� _!Grade ^-`-- Pirr4 :3 Nail Spacing:� 4 Stud Size:; '2x6 4 (in.) HD pp7[ily;i�, 3300 { 3300 tibf} Gt Override h 24.75 z Jim HD Deflection:; 0.1 0.1 {In.) Ga Overide AOyerride: _ -- .... Fow.Term F.gtratle n 0#11e(tlon ChM k A LV- + Gt + 0.75hea+ d b (Equation 23-2) Plot 1-1 Pler1•R Pier2-! Pier 2•S7247 3•L Pier3-R Pier4-L 5heithing: 318 .g g • PTer 4•ft 3/$ 3/B8 3J8 3J8 318 Nail; 8dcomman 8d common Sdcommon 8dcommonmom 8d common 8d common 8dcomman aye 225 225 298 y.r, 296s 298 zzs zxs {plq ic: 322 322 426 42b6 426 322 322 tplf) F; 1.60E+0b 1.60E+06 ].60E+06 ].60 E+06+06 ],60E+06 1.60E+06 ],fAE+06 Ir 22.00 8.00 8.00 tpil} 8'000 B•� 8.00 22,00 IN A: 24.75 24.75 24.75 24.755 24.75 24.75 24.75Gt: 77,500 77,500 77,500 77,50000 77,500 77,500 77 � tin'jNai! Spacing: q 4 3 3 lihf/�n.y 4 4 4 IVn; 107 107 106 1062 142 107 107a: 0.0051 0.0051 0.0050 0.005019 0.0119 0.0051 0.0051 CP R6. 5.00 5.00 6.00 6.00 6.00 5.00 tin.) HDCapacity: 3300 3300 5715 57155 5715 3300 5.00 t8) HD Carl: D.1 D1 0.064 4"Obi4 O.Obq 0.1 a tint [hack Total 0FReCRan of %Va1F Systam Pier 1{left) Pier 1 tt Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4 Banding Shear Fastener H0.1 8tndirrg Shear Fastener NO -2 0.138 0.091 0-084 0.944 0.007 0.033 0.031 0.125 Sum 1.258 Burn 0.195 Pier 2 left Per 2 r' he Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4 Bending Shear Fastener HD-1 Bending Shear Fastener H0.2 0.007 0.044 0.030 0.051 0.007 0.044 0.030 0.051 D-440 Sum 0.132 Sum 0.132 Pict 3 le T Pier 3 r. t Tor m 1 Term 2 Term 3 Term 4 Term 1 {In.J Term 2 Term 3 Term 4 %,dr:}t BeMf Shea' Fastener HD•1 BCrldlr Shear Fastener 0.007 0-044 0.072 0.051 0.007 0.094 0.072 HD-1 0. Sem 0.174 051 SUM 0.174 Piero{MFk PieroIrish') Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4 Bending Shear Fastener HD-1 Bendin Shear Fastener HD -2 0.007 0033 0.031 0,125 0.133 0,091 0.084 0.944 Sum 0,195 Sum 1.258 APA DIHtaimer T'�Y aa/Orn'at r� [6Ys•rvr! F,;rr:R �r iter/�d/er We vsol(ypNft f7lPQ�ii tfr lh[u s�3+f fef�pl ti t[V rn Rli - frr Fry+rrrrfJ S{'npY AFliY�9rrM f rtir' >ty yigr!r YP siAq rDr fvrr rrcr4jerorrrgaFtrr;pt fP1'<t7l ree:ha7:� ti;;rrrr rt►�, oar rYs nem � �i �%L YF�rrm[Q iAeJr %Q:l Sflfrrrl �'r�Ff+l rS:llvt::-ef, mreJu rr/pnrre to�cvµ/r9:•rr. crrr. �tyr�r.amWt�rarr�yp.,r �. �y;e p; ��swu CnyveysrlccWh,.rC ��w krc n°�aslrJnenylegxhpbM1fp or rrrLra:Hnsgfcv ehe vrreyp_y, csr. araen�.�rmsrsnxxfa: rncrrs trKa4ee A7.l hn ee[errrdt:.rr Wncrr'e/Kwl'nntry77ura tw.a'rKns wart ryekArmrerr<or"9cliNds.Rs are r4er{ifr ygr'�f`rwssq'u4�is'WPrwyrt ry. �scxua fi;.n os NOW[!n{orma[lon Sade: 20I6 CW pesfner. lent: HC DFSlGlJ -.... ...... .. _ _ Date:2/i71)Gt9 ._ ..-. _ Pra eel: GUE57 kDUSEA'f h1A01SON C1U6 -LOT SOA- - — 1YafllLne: S►Y a 12 ATRCWIOFPlCKLEBRLLROiOM; •� —.—. — -- ....^--- �..--... --------� ...__ < Ihree•'ferm EgvalloRpclFcrdon Sheik V BVifl V]] 17Ax _ Ssa EAb + i-0-0-0-G:+ p Pier Pier 2-L Pier2-R Pier 3-L Pier3-R SheatJtife�3/8 3/8 3/8 Pier4-L Pier4-R Hail8d common 8d common ed common ed common Sd common a[225 298 Sd common 8d common Y,rr�ll322 426 T 245 426 298 298 225 225 {pifj E:1,60E+06 1,60E+06 1.60E+06 426 1.60E+06 426 1.60E+06 322 322 Jpsn h:8.OG 8.00 B.00 8.00 1,60E+06 1.60E+06 (psi) h24.75 24.75 2475 24.75 8-� s.00 22.00 {Ft] Ga; 25 25 24.75 24.75 24.75 (in.) tY 5.00 5.00 6.00 25 6.00 25 6.00 25 25 lkiPapr,.} ND WygSity: 3300 3300 5715 $715 600 500 .25 5.00 0 (f!} HD Gell: 0.1 O.I A064 4.064 5715 0.064 5715 3300 3300 0.GfA 0-1 0.1 Check Total Deflection of Wall Systrnr Pier I left} Pier 1 ri Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 Bend! Shear Fastener 0.138 0.283 Bend) Shear Fastener 0.944 0.007 0.103 0.125 Sum 1.366 Sum 0.234 Pict x left) Pier 2 N hi Term I Term 2 Term 3 krtdl% Shear Term 1 Term 2 Term 3 Fastener Beridlrrg Shear Fastener 0.007 al::6 0.0SL ADOT 0.136 0.051 Sum 0.185 S'xr! 0,145 piaf 3 �e11 L-� Pler 3 rl t FTotal Defl. Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 0.497 Fsendl Shear +astern litadl Shear Fastener 40075 #drih X& 0,007 0.136 O.OSL 0.007 7 0.136 0,051 Sum (1.195 Sum AI95 Pier4 lot Pier4 rFght) Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 Be Shear Fastener Bendin Shear Fastener 0.007 M303 0.125 0.138 0.263 0.944 Sum 0234 Sum ].366 CommenS: The 3•lerm equation Is Calihraled to heapprnXimalelyequol to q•irrrn equatlpn at 1.4'A50 capari[y. RPA.AisclaFmer rr.0 FjiDrr�OriA [ir,ra:raarreavrr rnlryrdrprtypo En1Wr! ro6'6GG rrr rerrw>ryrrrAyr,t {yfry r+r,agp . r//_ rr �v'r rq rte�fuse rryxrjer mrr�rtger:.vrr 1fr.:OJ r+e �crrrr.T ss+a..r s+rnr. a �: n -e rr i r,r y o �a +mx;t aF+d.:er+:.s RI• enXlrr rr7errrrro c; =i3n; rr� y�vvgr Xr�e►Tr.V,7, mrul nxinErr mescga,Y,yprs .nrrit p2' y xs:.u-Jea�rseas+,.rar Hnr s>trrm er+iyn J �'ois, rwrnskxl. u rest-n�vrr.3rtc.,t rrr:.�x� rr. teis r>tro�rx [o-.•r� �x rrsu rrssre wcnE r-rv. r.. ursvne on77rp�E 1oi;�yw rrrrans�,Zry�t�errwtiry, tq r, A'7P'1'>.d/te llPXrcC•eRte �MCJP4 Mf a'OfPTirKaer erlKr)of K�Y7M�sr`A r+ih fat?�•lrl u-=f�r*tarA r,qKfrrra a�udrYpr{4[I ryv+CNrC, f e� q[Prrrp�fWiR}".rT �JrM My[A [r .4 r?urrw.a'eryPn7 ��r cans!nirpx �felaneeer i�ticvrnx.•e or.re:Pas er Page: ESI / F M E Inc. Date: 12/06/2018 STRUCTURAL ENGINEERS Job #: H 4 6 3 Client: HC DESIGN- Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Plan #. LA QUINTA, CA. WALL.DESIGH.-- .SHEAR SHEAR WALL LINE: 14 {ir3C toss/rr G20I6lsoPivS45j' sem= f stns.vtctrauFrDEAD LOAD rAwvkTErr4aa.us - �+- 0.76 f4 WALL(S) @ FRONT OF GYM. PLATE HT= 14 R {WALL 1= ss oo ft OPENING=-o.00 ft Wal[I E ^ 18.00 ft} WALL2= 0.00 ft WALL 3= p,00 W_ALL_4= 0.00 it _SEISMIC---rte --_W - - --- - - ------_-.-_-TOTAL _ _ft 18-00 WALL LENGTH =----ft- L1 LOAD =( 112 plf( 64.0 ft/2+ 0 ) = 3584 lbs. LOAD =( 0 plf ( 0.0 R/ 2 + 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. t SHEAR = T. LOAD / L = 3584 lbs / 18.00 ft = 199 lbs/ft 199 lbs/ft ^_-- ..-------.-...........__-- L. i 1 z LOAD =( 85.5 plf ( 64.0 ft/2+ 0 ) = 2236 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 } 0 lbs. LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) •: 0 lbs. L SHEAR = T. LOAD / L = 2736 lbs / 18.00 It = 152 lbs/ft __.....__,_________ _____ ____ _____ -SEISMIC 152 Ibs/ft - __ GOVERNING FORCE V= 199.1 lbs/ft � �----Wr-'��-'�----W ANCHOR/STRAP? ANCHOR GOVTOA(F:. SEISMIC / 10 - W/5/8" Dia.x 30" A.B.'S @ 72 "o/c A672 UPLIFT: p = 0.67 FOR WIND, 0.75 FOR SEISMIC LOAD= V x LVr„ _ O.T. M.=Load x PIt.Heiglit UPLIFT=(0.T.M.-RX)/L,1 RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D,L.xTOb.Width+Floor D.L.xCrlb.%%Idthjx(S.W. Length)' /2 WALL WT= 18 psf x 16 ft = 288 lbs RDL= 20 psf TrMV4 4 ft FDL= 14 psf TrbWr 0 ft RES.MOMsd,„,= 45308 lbs LOAD= 3584 lbs. O.T.M.s hH. = 50176 ft-lbs UPLIFTs,4_,, 2704 lbs Governing Uplift RES.MOMsr.,d= 39943 lbs LOAD= 2736 lbs. O.T.M.w;m = W&4 ft-lbs UPLIFTVW= -91.04 lbs 270 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K Ilia hra m Le„ lir= 19 It Provide A3T s or HI's @ 28 Indies 0. C. V= 189 ,If f5 WALL(S) @ FRONT OF PICKLEBALL ROOM: PLATE HT= 13 it -(_WALL 1= 32.0_0 ft -OPENING OPENING= ftWall12, = 32.00 ft} WALL2= 0,00 _ -- ---- --- --- _- It WALL 3= 0,00 ft WALL 4= 0.00 ft ^------W-_....___ SEISMIC------------------------------------------------------- C ------- TOTAL WALL LENGTH = 32.00 ft L2 .:: ` .- LOAD =( 169 plf ( 69.0 ft/2+ 0 ) = 5831 Ibs. L5 . LOAD =( 148 plf ( 36.0 ft/2+ 0 ) = 2664 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 It/ 2 + 0 ] = 0 Ibs. L SHEAR = T. LOAD / L = 8495 Ibs / 32.00 It 265 lbs/ft - ^-__.,,r,___,-_..„_„__ _17V 265 Ibs/ft WIND---_.....�'�..._------ -------_._.,.___._______ L2 LOAD =( 95 pif ( 54.0 ft/2+ 0 ) = 2565 lbs. L5 :.: LOAD =( 129 plf ( 36.0 ft/2+ 0 ) = 2322 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 } = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 4887 Ibs / 32.00 It 153 lbs/ft __.. -- ___ _____ _ ________ _ -- 153 Ibs/ft GOVERNING FORCE "SEISMIC V= 265.5 Ibs/ft _-- ----------------- AHCHORJS11W? ANCHOR GOV.ro;KE: SEISMIC II W/5/8" Dia.x 10" A.B.'S @ 64 "a/c A664 UPLIFT: - (i = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw, l O.T.M.=Load x PIt.Height UPLIFT=(O.T,M: R.M.)/L„,r RESISTING MOMENT= 9 x [Bearing Wall Weight) +Roof D.L.xTrib.Width+Floor D,L.xT4b.Width]x(S.W, Length)' /z WALL Wr= 18 psf x 15 ft = 270 Ibs RDL= 24 psf Trbar= 2 ft FDL= 14 psf Trb,v= 0 ft RES.MOM5,j,,,,,= 123740 Ibs LOAD= 8495 Ibs O.T.M.s,.�, .= 110429 ft-lbs UPLIFTse-= -416 lbs Governing Uplift RES.MOM%.rm= 109087 lbs LOAD= 4887 Ibs. O.T.M.yr d= 63531 ft-Ibs UPLIFTv-,,,d= -1424 Ibs -416 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACTrY= N.A. lbs OX Diaphragm Length= 44 It Provide A35's or Hl's @ 24 inches O.C. V= 193 plf u[rzsiorr auss, � E S I J F M E Inc. STRUCTURAL.ENGINEERS Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Page: Date: 12/06/2-018 Job #: H 4 6 3 Client: HC DESIGN Plan #: LA QUINTA, CA. S.H.FA WRI_. '-DESIGN. SHEAR WALL LINE: 16 {i$�.20151CBC 2Df6l5l3PWS-i5J Ste= 1 8MMCUPUFrDEAD LOADPAPA1&TER-094W%L„z 0.76 16 WALL(S) @ FRONT OF LAUNDRY AND BAR: PLATE HT= 13 ft _(_WALL 1r 12.00 It -OPENING=-o.00 ft WaII1 E^ u,00 ft) WALL2` 0,o0- ft WALL 3 _ 0.00 - it WALL 4= 0.00 ft ----- -.` ----- -- SEISMIC TOTAL WALL LENGTH =-12.00-ft_ L3 LOAD =( 70 PIF ( 66.0 ft / 2 + 0 ) = 2310 lbs. L4 LOAD ={ 131 plf ( 62.0 ft/2+ 0 ) = 4061 lbs. LOAD ={ 0 plF ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD ( 0 PIF ( 0.0 ft/2+ 0 ) = 0 Ibs. t SHEAR = T. LOAD / L = 6371 Ibs / 12.00 It = 531 lbs/ft ---„-,----- 531 ibs/ft --- - WIND - ----------__-._--�_ t.3 LOAD =( 40 plf ( 66.0 ft/2+ 0 ) = 1320 lbs. 1.4 LOAD =( 108 pif ( 62.0 ft / 2 + 0 ) = 3348 lbs. LOAD =( 0 pff ( 0.0 ft / 2 + 0 } = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 4668 Ibs / 12.00 ft = 389 lbs/ft -----_____________________ _____ -SEISMIC' IbSJfE ____389 GOVERNING FORCE= V= 530.9 lbs/ft- r ��---_-r ANCHOR/STRAP? ANCHOR T G011.r0R(1= SEISMIC 13 W/S/8'_ Dla.x10"A.B:S@ 32 - - "O/c AB32 UPLIFT: (} = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x I.wa, O.T.M.=Load x Plt.Height UPL1FT=(0.T.M.-R.W)/L,,, RESISTING MOMENT = R x (Bearing Wall Weight") +Roof D.L.xTrib.Wldth+Floor D.L.xTrib.Width]x(SX Length)2 /2 WALL WT= 18 psf x 16 ft = 288 lbs RDL= 20 psf TrbW= 2 ft FDL= 14 psf TrbW- 0 ft RES.MOMsd.S,,,,.- 17948 lbs LOAD= 6371 lbs. O-T-M•s.1-6.= 82023 ft -lbs UPLIFTssk= 5406 lbs Governing Uplift RES.MOMv1.,d= 15823 lbs LOAD= 4668 lbs. O•T•M_v" = 6oem ft -lbs UPLIFT%,&,d= 3738 lbs 5406 Ibs PROVIDE SIMPSON: HDUB PER POST, CAPACITY= 6970 lbs O.K IIDU8 DUE TO RAISED SLAB MAX UPLIFT = 5550 LBS (SEISMIC) Diaphragm Length-- 52 ft Provide A35's or fil's @ 44 Inches O.C. V= 173 if 17 WALL(S) @ FRONT OF KIT.: PLATE HT= 15 fl {WALE- 1= 20.00 ft OPENING=ro.00 ft WaII11 T 20.00 It) WALL2 0,00 �5EISMIC� --- --rte --- .. .. -- _ It WALL 3= 0.00 ft WALL 4_ o.00 ft --- _ _ _ rTOTALWALLLENGTH= 20.00 ft - L& LOAD =( 148 Plf ( 36.0 ft/2+ 0 } = 2664 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 } = 0 lbs. L SHEAR = T. LOAD / L W 2664 lbs / 20.00 ft 133 lbs/ft 133 IW/ft -_ -WDIN __._....._....-.�..._......__..,._.....__ L5. :: _ _ .. 129 plf ( 36.0 ft/2+ 0 ) = 2322 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD 2322 lbs/ 20.00 ft 116 Ibs/ft -- 116 1h5Jft V_ 133.2 Ibs/ft-- GOVERNINGFORCE= SEI$MIC --Www~~ ^- AUCHOR/b W? ANCHOR GOVS09C1:- SEISMIC ID W/5/S" Dia.x 10" A.B.'S a 72 "o/c AB7� UPLIFT: T ................._. a = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw., O.T.M.=Load x Plt.Helght UPLIFT=(O.T.M.-R.M.)/L Ndq RESISTING MOMENT= p x [Searing Wall Weight") +Roof D,L.xTdb.Wi&h+Floor D,L.xTrib.WidthJx(S.W. Lengthy 12 WALL WT- 14 psf x 18 ft = 252 Ibs RDL= 20 psf TrbW= 2 ft FDL= 14 psf TrbVl= 0 ft RES.MOMs,j,,,,,= 44384 lbs LOAD= 2664 Ibs. O,T.M.s,,;, = 39%o ft-Ibs UPLIFTS, -_,,r= -221.2 Ibs 39128 lbs LOAD= 2322 Ibs 0 T M,�ti.;,d = 34830ft-Ibs UPLIFTvrro- -214.9 lbs215 Ibs ff,_nIoUpIF1ftRES.MOM%.�= PROVIDE SIMPSON. NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 32 ft Provide A35's or Hl's @' 48 inches O.C. V- 83 pff VERSION 2018.2 Inc.E 5 I/ F M E STRUCTURAL ENGINEERS Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Page: Date: 12/06/2018 ,Ob #: H 4 6 3 Client: HC DESIGN Plan 7t: LA QUINTA, CA. R:°WA i:L;�3ESICNSHEAR N__AKA WALL LINE i8 CT0}5fGBC20'I&15f3F1NSiSj. So,= .:_1 : SEWACuaUFrDEAD LOAD PnwvXTcrt_os 14-'-,m 0.76 18 WALL(S) Cal FRONT OF MBR: PLATE HT= 12 ft (WALL 1= 6.00 R -OPENING=-0.00 ft Wall! y 6.00 ft) WALL20.00ft WALL 3= O.00 ft WALL 4` 0.00 ft ~ ----------------------- -.....TOTAL SEISMIC__ WALL LENGTH=� 6.00r ft ^ 1.6 LOAD =( 127 pit ( 35.0 ft/2+ 0 ) = 2223 lbs. LOAD =( 0 plF ( 0.0 ti 2 + 0 ) = 0 lbs. LOAD =( 0 pit ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. t SHEAR = T. LOAD I L = 2223 lbs / 6.00 ft - 370 lbs/ft 370 lbs/ft ---------------_ LOAD =( 10 plf ( 0.0 ft/2+ 1 } :: 10 lbs. LOAD =( 0 pit ( 0.0 R/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 } == 0 lbs. L SHEAR = T. LOAD / L = 10 lbs / 6.00 R = 2 lbs/ft _---- - w-_ 2 lbs/ft GOVERNING FORCE a SEISMIC : V= 370.4 lbs/ft AIICHOR/STRAP7 ANCHOR GOV.FORCL- SEISMIC 1\ W/5/B" Dla.x 10" A.B.'S @ 48 -- -_._- "o/c AB46 UPLIFT: j3 = 0.67 FOR WIND, 0.16 FOR SEISMIC LOAD= V x Lv,;, O.T.P1.= Load x Plt.Helght UPLIFT=(O.T.M.-R.M.)/Lxa! RESISTING MOMENT = p x [Bearing wall Weight") +Roof D.L.xTdb.Width+Floor D.L.xTribA%rdth)x(SX Length)Z /2 WALL NVT= 14 psf x 20 ft = 273 lbs RDL= 20 psf Trbw/ 17 ft FOL= 14 psf T&W= 0 ft RES.MOM = 8386 Ibs LOAD= 2223 lbs, O.T.M.s,�,,,,y; = 26670 ft -lbs UPLIFTS, 3047 Ibs Governing Uplift RES.MOMw-.d= 7393 lbs LOAD= 10 lbs. O.T.My.,,,d= 12o ft -lbs UPLIFTyva= -1212 lbs 3047 lbs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K Dia hra rn l.ength= 37 ft Provide A35's or Hi's OG 48 inches O.C. V= 60 PIF !9 WALL(S) @ REAR OF BEDROOMS PLATE HT= 14 ft - (_WALL 1= 12.00 ft «-OPENING=-o.00 -SEISMIC----- --- ft Walll y W 12.00 It) WALL2= 12.00 ..-__._....„ ...__. -- ft WALL 3= 0.00 4_ 0.00 ft ---�- __R_WALL _ GTH= 24.00 �70TALwALLLEN-- ---ft~ L6 ...: LOAD ={ 127 pit ( 48.0 ft/ 2 + 0 ) - 3048 lbs. L7 ...::.:: LOAD =( 136 pit ( 34.0 ft/2+ 0 ) _= 2312 lbs. LOAD =( 0 pit ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 pit ( 0.0 ft/2+ 0 } - 0 lbs. L SHEAR = T. LOAD / L = 5360 lbs / 24.00 ft 223 lbs/ft 223 Ibs/ft _-.._.-._____________ WIND _ __ .----_----- -----_ -_____ __ _ __--- LOAD =( 1 Plf ( 1.0 ft/2+ 0 ) = 1 lbs. LOAD =( 0 plf (0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pit ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1 lbs / 24.00 ft 0 lbs/ft --_- ____________._----______ Ibs/R 0-- GOVERNINGFORCE -- _ r- SEISMIC V 223.3 lbs/ft -T��--Wrr^-----� A11CHOR/STRAP7 ANCHOR GOV-FORCE= SEISMIC 10 W/5/8" Dia.x 10" A.B.'S 72 "o/c AB72 I UPLIFT: P = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Ly.1a, O.T.M.=Load x PIt.Height UPLIFT=(O.T.M.-R.M.)/Lv .1 a RESISTING MOMENT= p x [Hearing Wall Weight') +Roof D.L.xTdb.Width+Floor DT.xTdbXdthbc(S.W. Length)Z/2 WALL. WT= 18 psF x 16 ft = 288 lbs ROL= 20 psf TrbW= 17 ft FDL= 14 psf frb7p 0 ft RES.MOMs,, t= 34364 lbs LOAD= 2680 Ibs. O.T.M.s�wK� = 37520 ft -lbs UPLIFT&;,,*= 263 lbs Governing Uplift RES.MOMyrm= 30295 lbs LOAD= 0.25 lbs, O.T.M.vana = 4 ft -lbs UPLIFT1%w= -2524 lbs 263 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 66 ft Provide A35's or Hl's @ 48 inches O.C. V= 81 pit VERSION 2019.2 Page: 2f) -A- E ) -AE S I/ F M E Inc. Date: 3/6/2019 STRUCTURAL ENGINEERS Job #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Pian #: LA QUINTA, CA. :7. -SHEAR.'-.' DESIGN-,-, SHEAR WALL LINE: 20 �r8tv.2Uf51CBG2bi6!$e7ivS•i5/ S,K= 1 sE+s+RcuPUFrt>cnnLOAD PAw,FErER-0so.+u�= 0.76 20 WALL(S) @ FRONT OF BEDROOMS: PLATE HT= 11 ft {WALL 1= 6.00 ft OPENING= 0.00 ftWalll Y= 6.00 ft} WALL2= 0.00 R WALL 3= 0.00 _ _ft-WALL_4= 0.00 _ft SEISMIC ---------------------------------- ____-TOTAL WALL LENGTH =6.00 ft^ 1.6 LOAD ={ 136 pif ( 34.0 ft/ 2 + 0 ) = 2312 lbs. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. t SHEAR = T. LOAD / L = 2312 Ibs / 6.00 R = 385 lbs/ft 385 11)=/ft WIND---..-----T..__._.._.__.. „.. -- - - _ �. ..,_.�.--m------ LOAD =( 10 plf ( 0.0 ft/2+ 1 ) = 10 ihs. LOAD =( 0 PIF ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD ={ 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 10 lbs / 6,00 R - 2 Ibs/ft ____^T ________________ ____________ 2 lbs/ft GOVERNING FORCER SEISMIC V= 386.3 Ibs/ft ___w._w__W W -__.� �.._.� _. At1CHOR snw? ANCHOR wv.FOR[t- SEISMIC 12 W/5/8" Dla.x 10" A.B.'S 0 44 "o/c A044 UPLIFT: 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD V x I.•,,,, O,T.M.=Load x Pit.Heigtlt UPL1f7=(O.T.M.-R.M.)/L,,.a„ RESISTING MOMENT= p x (Bearing Wall Weight") +Roof D.L.xTrib.Wldth+Floor D.L.xTrib.Wldthpt(S.W. Length)' /2 WALL WT= 14 psf x 20 ft = 273 lbs RDL= 20 psf TrbW= 17 IT FDL= 14 psf TrbW= 0 ft RES.MOMs„ c= 8386 lbs LOAD= 2312 lbs. O.T.M $ = 25432 ft -lbs UPLIFTs...ra';= 2841 Ibs Governing Uplift RES.MOM1.r,,,d= 7393 lbs LOAD= 10 Ibs, O•T•M•vrj= 110 ft-Ibs UPLIFTv.,,d= -1214 Ibs L 2841 Ibs PROVIDE SIMPSON. NDU2 PER POST, CAPACir1'= 3075 lbs O. K Dla hra m Length= 30 ft Provide A35's or H1's C1 48 inches O.C. V� 77 plf WALL(S) @ REAR OF 4 -CAR GARAGE: PLATE HT= 10 ft {WALL 1= 3.00 ft OPENING= o.00 ft Wall1 �= 3.00 R) WALL2= 0.00 ft WALL 3= 0.00 _ _ft_W_ALL_4= 0.00 _ ft _ �5EISMIC__ r_r--------__------- -_`---.`.«�«��...---..^--TOTAL WALLLENGTFi --- ft LB LOAD =( 76 pif ( 42.0 ft / Z + 0 ) = 1596 Ibs. LOAD =( 0 Plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 I'bs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 L SHEAR = T. LOAD / L = 1596 lbs / 3.00 R 532 it}5JR _ _ _ CORRECTED PER WN RAT* (SDPVIS-15 T&0.3-4 j= 6 ih�c}f ` _ r _ W r _ WIND _' . _ __ _ _ _ ___ -____ f 1 __..�..,._ L812 LOAD ={ 60 pif ( 39.0 ft / 2 + 0 ) _ 777 I Ib LOAD ={ 0 plf ( 0.0 ft/2+ 0j LOAD =( 0 plf ( 0.0 ft/2+ _� 0 LOAD =( 0 pif ( 0.0 ft / 2 + _(;' ,r. 0 lbs. L SHEAR = T. LOAD / L = 1170 lbs / 3.00 , r + :; �, 96 Ibs/ft -- tet 390 Ibs/ft_��__--___........---- GOVERNING FORCE SEISMIC 8.4 I.wft ,{ AIICHORMRAP? ANCHOR 3 j GoV.r�ORCe= SEISMIC n W/5/8" Dim A. +'S @ J 32 "0_/c A832 UPLIFT: r S m P = 0.67 FOR WIND, 0.76 FOR SEISMIC L �7 &I F Q,T.M.=Load x Plt.Height UPLIFT=(O.T.M.•R.M.)/L,,,, RESISTING MOMENT= p x (bearing Wall Weiyllt" . +Rani 0A.Frib.W{ sI+FSoar D.L.xTrib.WWth]x(S.W. Length)' /2 WALL WT= 18 psfx 16 ft= 288 lbsl RDL= 10 psf Trbvl- 18 ft FDC= 14 psf rrbWn 0 ft RES.MOM5d,,,,,= 2216 Ibs LOAD- T5I16 Ibs. O.T M s� = 159x0 ft-Ibs UPLIFTSe,,,,x= 4581 Ibs Governing Uplift RES.MOMvrmd= 1954 lbs LCA' - 1170 Ibs O•T•M.%vm= 117o0 ft -lbs UPLIFT%Y,d= 3249 Ibs 4581 Ibs PROVIDE SIMPSON: HDU4 V POST CAPACITY= 4565 lbs NOT O.K. Diaphragm Length= 24 ft Provide A35's or HI's 0 48 inches O.C. V= 67 plf VERSION 20181 ESI / F M E Inc. STRUCTURAL ENGINEERS Client: Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A Plan #: Page: 70.8 Date: 3/7/2019^ Job #: H 4 6 3 HC DEISGN LA QUINTA, CA. SHEAR WALL DESIGN WITHFRAMES I t_v # to Bolt (ICC ESR -2089) WALL(S) @ REAR OF 4 -CAR GARAGE: 8/1/2012 5.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WALL LENGTHS (ft)= 1.50 0.00 0.00 0.00 0.00 0.00 - 1.50 ft L6 LOAD = 76.00 lbs / ft) ( 42.0 ft / 2 + 0 ) - 1596 lbs. LOAD - 0.00 lbs / ft) ( 0.0 ft/2 + 0 0 lbs. LOAD = 0.00 lbs / ft) { 0.0 ft/2 + 0 ) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/ 2 + 0 ) - 0 lbs. I OTAL LUAU = 1596 Ibs CAPACITY OF HARDY FRAMES = ( 1 ) X 1810 = 1810 lbs > 1596 lbs O.K. T5 USE( 1 HARDY FRAME MODEL: HFX 18x 12 11/6 STD UP€iii`: L al - - 1.$� -'Plate Height = 12.00 ft. LOAD = 1596 lbs. 0. T. M. = 19152 ft -lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +rcoot U.L.x:nD.W:otn+door U.L.Xmv.W1ornlx(s.W. Lengm)-!z Roof D.L. Roaf Trib.V! Floor D.L. Floor Tnb.W S.W.Length SEISMIC <=ConVofling Eorc 24 170 ft -lbs UPLIFT=(OTM-RM)/L= 19152 - 170 1 1.176 = 17865 Ibs, MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 29620 lbs. > 17865 lbs. O.K. I 1�1 ( WALL(S) @ REAR OF 4 -CAR GARAGE (WIND]: S.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WALL LENGTHS (ft)= 1.50 0.00 0 0 0 0 - 1.50 ft L6 LOAD = 0.00 lbs / ft) ( 0.0 ft / 2 + 0 } 0 lbs. LOAD - 0.00 lbs / ft) ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 11/2 + 0 ) 0 lbs. LOAD = 0.00 lbs / ft) ( 0.0 ft/ 2 + 0 } 0 lbs. TOTAL LOAD = 0 lbs CAPACrfY OF HARDY FR41ES = ( 1 ) x 1830 - 1830 lbs > 0 lbs O.K. TS USE ( 1 ) HARDY FRAME MODEL:_ HFX 18x15 1 1/8 HS UPLIFF: L( Wail) = 1.50 ft T' Plale l idght - 15.00 ft. LOAD - 0 lbs. 0. T, M. - 0 ft -lbs RESISTING MOMENT = 0.67x t3earirs Wall Wel ht +Roof D.L.xT6b.Width+Floor D.L.xThb.Wiidth]x(S,W. Length)Z /2 Roof D.L. Roof Trib.W Flo, r D L Floor Trib.WS.W.Length WIND <=ConVo!fing Fofcl 20 1 1.33 24 1 1.33 1 1.50 ^2/2 = 202 ft -lbs UPLIFT=(OTM-RM)/L= 0 - 202 / 1.06 = -190 lbs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 32595 lbs. > -990 lbs, O.K. C ESIIFME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(76 1800 E 16TH ST. UNIT B Engineer: SANTA ANA, CALIFORNIA Project ID: H 4 6 3 Project Descr: Combined Footing Description: SW#21: GRADE BEAM UNDER HARDY PANEL AT REAR OF 4 -CAR GARAGE: Code References Bars left of Col #1 _ Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Sq. Dim. - 12 General Information 22.50 fl Height = Material Properties 1.0 ft fc: Concrete 28 day strength 2.50 ksi fy : Rebar Yield 40.0 ksi Ec : Concrete Elastic Modulus 3122 ksi Concrete Density 145 pcf :Phi Values Flexure : 0.9 Shear 0.75 Soil Information 5 Allowable Soil Bearing 1.50 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf r' -efficient of Soil/Concrele Friction 0.3 Dimensions & Reinforcing Distance Left of Column #1 = BeMeen Columns = Distance Right of Column #2 = Total Footing Length - Footing Width = Fooling Thick+• Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads Applied @ Left Column D Axial Load Downward = Moment (+CW) _ Shear (+X) _ Applied @ Right Column Axial Load Downward = Moment (+CW) _ Shear (+X) - Overburden = SC tvac Printed: 7 MAR 2019, 2:251Prut Fee = C:)JC0 ENERC.&W. INC. Analysis/Design Settings Calculate rooting weight as dead load ? Calculate Pedestal weight as dead lead ? Iain Steel % Bending Reinf (based on'd) Min Allow %Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth .... Allowable pressure increase per foot when base of footing is below Increases based on footing Width ... /;!!ova abte preisure increase per fm•, when maximum length or width is greater than Maximum Allowed Bearing Pressure fA value of2ero r'mpr.•es 110 inld) Adjusted Allowable Soil Bearing fAMowabie Sod&a4ng adjrls edtorlooting vveight and depth & Wdih increases as specified by user.) 1 ft Pedestal dimensions... 20.50 ft Bars left of Col #1 Col #1 1 fl Col #2 Bottom Bars Sq. Dim. - 12 12 in Top Bars 22.50 fl Height = In Bars Bt%vn Cols 1.0 ft Bottom Bars 18.Oin Top Bars 3.0 Bars Right of Col 92 = 3 in Bottom Bars = 3 in Top Bars Lr L 2.0 0.0 Yes No ft ksf it ksi 10 ksf 1.995 ksf S W E 26.810 H C As As Count Size # Provided Req'd 3.0 5 0.930 0.0 in^2 3 5 0.930 0.000634 in"2 3.0 5 0.930 0,7907 in^2 3.0 5 0.930 0,8656 in12 3 5 0.930 0.002511 in"2 3 5 0.930 0.0 i n'12 S W E 26.810 H C ESIIFME, INC 1800E 16TH ST UNITS SANTA ANA, CALIFORNIA 5 Combined Footing Description Project'ritle: 1 -STORY GUEST HOUSE @ MADISON CLUB - L( Engineer: project ID: H 4 6 3 Project Descr: SW#21; GRADE BEAM UNDER HARDY PANEL A=TREAR OF 4 -CAR GARAGE: DESIGN SUMMARY Printed: 7 MAR 2019, 225P�A Fee = C10CAL0-•11k463VA•-IW4S3ec6 ENERCALC_ INC. 4483.2018, F1v ld f0-!8.8.25 .. Factor of Safety Ilem Applied PASS 2,432 - - •--- Overturning ._-.. �`--�- -- -� Capacity _ y Governing Load Combination PASS No Sliding Sliding 14.075 k -ft 34.233 -k-ft +4.60D+0.70E40.60H -- PASS No Uplift Uplift 0.0 k 2.068 k No Sliding 0.0 k 0.0 k No Uplift Utilization Ratio Item PASS 0.4141 Sol, Bearing PASS __Applied 0.8261 ksf CatY GOvcrningLoad Combination 0.05317 1 way Shear Col #1 PASS 0.1606 1 -way Shear - Col #2 3.988 psi 1.995 ksf 75 0 psi +4)*0.70E+H - PASS 0.005438 2 -way Punching -Col #1 12.043 psi 75 0 psi +1,20D+0.50L40.20S+E+1.60H +1,2On+0•50L+0.20S E+1.60H PASS 0.004292 2 -way Punching - Col #2 0.8156 psi 0.6439 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0000664 Flexure - Left of Col #1 - Top PASS 0.000452 0..0180 k -ft 150.0 psi 10.90D+E+O 90H Flexure - Left of Col #1 - Bottom PASS 0.7089 0.0480 k ft 39.815 k ft 39.815 k ft +i.20D4O.50L+0,20S+E+1.60H Flexure - Between cols. T PASS 0.6495 Flexure - Between Cols - Bottom 28.223 k ft 25.859 39.815 k -ft +0,90D-E+O.90H +1, 20D+0.50L+0.20S+E+1.60H r ,0 8e. ;, i 3 ny i?axurc A' ah! of Col #2 - Top k -ft 39.815 k -ft +0 -,90D -E+0 -WH PASS 0,002128 Flexure • Mght of Col #2 - Bottom 0.0 k -ft 008472 k -ft 0.0 k-ff n!/.4 Soil Bearing . 39.815 k -ft +O,oOD+E40.90H Load Combination... Total Bearing Eccentricity from Ftg CL is oil Bearing Stress +D+H 6.$9 k - @ Left Ede g @Right Edge Allowable Actual! Allow Ratio +D+Lr+H 6.89 k +p+S+H 6.89 k 2.974 ft 2.974 ft 0.06 ksf 0.06 ksf 0.55 ksf~ 1.50 ksf0.388 0 55 ksf 1.50 ksf +0+0.750Lr+0,750L+H 6.89 k q".750L+0.750S+H 6.89 k 2,974 ft 2.974 it 0.06 ksf 0.06 ksf 0.55 ksf 1.50 ksf 0.55 ksf 0.366 0.366 +D40.60W+H 6.89 k 6.89 k 2.974 it 0,06 ksf 0.08 ksf 1.50 ksf 0.55 ksf 1.50 ksf 0.366 0.366 +D-f0.70E+H {D-0.70&41 6.89 k 2.974 ft 5.696 ft 0.06 ksf 0.55 ksf 1.50 ksf 0.55 ksf 2.00 ksf 0.366 +D+G.750Lr4750L40A50W+H 6.89 k 6.89 k 0.251 it 0.00 ksf 0.29 ksf 0.83 ksf 2.00 ksf 0.275 0.414 +D+0.750L+0.750S40.450W+H 6.89 k 'DtO_750L+0.750S+0,5250E 2.974 ft 2.974 It 0.06 ksf 0.33 ksf 2.00 ksf 0.55 ksf 2.00 ksf 0.464 H +M.750L+0.7505.0.5250E-H 6.89 k 6.89 k 5.035 ft 006 ksf 0.00 ksf 0.55 ksf 2,Op ksf 0.275 0.275 -P0,60D+O.60W-to,6013 +0.80D+0.70E+0.WH 4.14 k 0.932 ry 2.974 ft 0.23 ksf 0.04 ksf 0.74 ksf 2,00 ksf 0.38 ksf 2.00 ksf 0.369 +0-60D,0,70E+0,6GH 4.14 k 4.14 k 7.511 ff -1.563 it 0.00 ksf 0.33 ksf 2.00 ksf 0.74 ksf 0.192 0.165 Over#un►ing Stability 0.26 ksf 2.00 ksf 0.11 ksf 2,00 ksf 0.369 0.130 Load Combination.., Mornonts about left Edge -kft - +D+H ovQrturning - Resisting - Alorifents about f2iyl�f Edge kit Ratio Overturning Resislftrg +D+L+H 0.00 +D+Lr+H00 0.00 0.00 999.000 _ Ratio 0.00 0.00 +D+S+H +D+0.750Lr40.750L+H 0.00 0.00 0.00 999.000 999.000 0.00 0.00 0.00 0.00 999.000 999A00 *M.750L+07505+•H 0.00 0.00 0.00 999.000 999.000 0.00 0.00 0.00 999.000 999.000 +040.60W+H +0+0.70E+H O,OD 0.00 0.00 999.000 999.000 0.00 0.00 0.00 999.000 999.000 +D*4.750Lr44.750L+0,45Qw+H 0.00 +D+4750L40-7505+0.450VV+H 0.00 0.00 0.00 999.000 999.000 0.00 0.00 14.08 57 05 999.000 +D•H].750L4O.750S+0.5250E+H 0'� +0.60D40.60W+0.60H 0.00 0.00 0.00 999 0.00 0.00 0.56 0.00 4.054 999.000 40.60D+0.70E+0.6W 0.00 0.00 0.00 999.000 999.000 10.55 57.05 0 999.000 5.405 Sliding Stablilty 0,00 999 000 0.00 14.08 999.000 Load Confbinatlon,., - - - 34.23 2 432 +D+H �. Sfitlinc0 Force 00 _ ' F2esisling Force Sildfng Sa etyRatlo +D+L+H +D+ 0 k 0.00 k 2.07 kLr+H 999 000 k 2.07 k 2,07 k 999 999 ESIlFME, INC. 1800 E. 16TH ST, UNIT B tz SANTA ANA, CALIFORNIA Combined Footing Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(71 Engineer: Project ID: H 4 6 3 Project Descr: Description SW#21: GRADE BEAM UNDER HAROY PANEL AT REAR OF 4 -CAR GARAGE: Z -Axis Footing Flexure - Maximum Values for Load Combination Load Combination.,. +1,20D+0.50R 20S+E+1-60H +1.20f 450L+O.205+E+1.60H +1.200+0, 50L-00, 20S+E+1.60 H +1.20D+{3, 50L-00.205+E+1.60H +1.20D+0.50L+0.20S+E+1,60H +t.200+0.50L-+U.20S+E+1.60H +1.200+0.501.-r0.20S+E+i•,60H +1.20D+0S0L+0.20S+E+1.60H +1,20D,v.50L+0 VS-rE,1.6011 +1.2013+0-50L+0.20S+E+1.60H +4.201) +0.50 L+O, 20S+E+1.60H +1.20D+0.501-420S+E+1.6011 +1.20D+0.50L+0.20S+E+1.60H +120D40.54L+0.20S1 E-0. 60H +1.20D+p, 50L+0.20S+E+1.60H +1; 200 +0.50 1.420 S+E +1- 60H +1 20 D +4.501.+0.20 S+E+1, 60H I,t[rj r41.urit 0 ms:t : i.r:.,-I +1.206+0.501.+0.205 E+f.tiOH +0.900+E+0,90H +0.901)+E+O.WH +0.90D+E+0.90H +0.90D+E+0.90H +0.9017+E+0,90H +0.90D+E+0.90E- +0.901)+E+0.90; +0.90D+E+0.90H +0.901)+E+0.901-1 +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0:90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H One Way Shear Load Combination- +1.40f3+1:60H +1.20 D+O.50 L r+1, 60 L+1.60 H +1.20 D+1, 60 L+O.50 S+1.60 H +1.20D+1.6OL r+0.50L+1.60H +1.20 D+1. 80Lr+0.50W+1.6 OH +1.20D+0.50L+1-80S+1.60ii +1.2017+ 1.60SA.50W+i.B01-1 +1.20 D+0.50 L r+0.50 L +-W+1.60 H +1.20D+0.50L+0.50S+W+1.60H +1.201)+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S•E+1.60H +0.90D+W+0-90H +0.90D+E+0,901-1 +0.90D -E -+O 90H Printed 7 MAR 2019, 2.25P -q Fire - VA %"Lp-11H463MA-11N483,W6 Solhvare oopyr�hi EN�RC1 LC. iA'C 1983 2018, OU 4;10-18.8-25 . Mu Distance Tension from left Side 'd Governed - -- {ft kS {11j As Re 4 IO2 by Actual As Pht'Mn Mu 1 PhiMn -27.610 -27.559 20,531 20.588 Top Top 0,846 0.845 Min AC19.6 in "2) 930 0.930 01.110 39.815 0.693 -27.505 -27.449 20.644 Too 0.843 Min ACI 9.6 Min ACI 9.6 0.930 39.815 0.692 -27.391 20.700 20.756 Too Toa 0.841 0.839 Nin ACI 9.6 0.930 39.815 39.815 0.691 0,689 -27.330 -27.268 20.813 Top 0.837 Min ACI 9.6 Min AC) 9,6 0.930 0.930 39.815 0.688 -27.202 20.869 20.925 Too Top 0.835 Min ACI 9.6 0.930 39.815 39.815 0.686 0.685 27. i 35 20.98 i Top 0.833 0'831 Min AC19.6 Min AC) 9,6 0.930 39.815 0.663 -27.067 -27.004 21.038 21.094 Top Too 0.829 Min ACI 9.6 0.930 0.930 39.815 39.815 0.682 0.680 26.947 -26.894 21.150 Top 0.827 0.825 Min ACI 9.6 Min ACI S.fi 0.930 0.930 39.815 0.678 26.847 21.206 21.263 Top Top 0.823 Min ACI 9.6 0.930 39.815 39.815 0.677 0.675 -26.805 21.319 Top 0.822 0.821 Min ACI 9.6 Min ACI 9.6 0.930 39.815 0.674 -26.766 -tri 736 21375 21 431 Too Too 0.819 Min ACI 9.6 0,930 0.930 39 815 39.815 0-673 0.672 :.5.710 21.488 Top 0.818 0.813 Min ACI 9 6 Niu 9.fs -1.930 39 81.5 0.672 -0.213 0.190 21.544 21,600 Too Bottom 0.006 0.006 , .Cl Min ACI 9.6 i: 930311 8930 31:; 39.815 x),671 0.005 0.18721.656 0.182 21.713 Bottom Bottom 0'006 Min ACI 9.6 Min ACI 9.6 0.930 0.930 39.815 39.815 0.005 0.173 21.769 Bottom 0.5 0.005 Min ACI 9,6 Min ACI 9.6 0.930 39.815 0.005 0.005 0.162 0.147 21.825 21.881 Bottom Bottom0.930 0.005 Min ACI 9.6 0,930 39.815 39.815 0.004 0.004 0.128 0.107 21.938 Bottom 0.004 0.004 Min ACI 9.6 Min ACI 9.6 0,930 0.930 39,815 0.004 0.085 21.994 22.050 Bottom Bottom 0.003 0.003 Min ACI 9.S 0.930 39,815 39.815 0.003 0.003 0.0 0 04488 22.106 Bottom 0.002 Mtn ACI 9.6 Min ACI 9.6 0.930 0.930 39.815 0.002 0.033 22.163 22.219 Bottom Bottom 0.001 0.001 Min ACI 9,6 39.815 0.002 0,001 0.021 0.012 22.275 Bottom - 0.001 Min ACI 9.639.815 Min ACI 96 0.9 0 0.930 39.815 0,001 0.000 22.331 22.388 allom 0 0.000- 0.000 , MinACl9.6 0.930 39.815 39.815 0, 001 0,000 0.000 22.444 0 0.000 p 0 0,000 0.000 0.000 0.00022.500 0 0.000 0 0.000 0A00 0.000 - - 0.000 Punching Shear 0.000 0,000 Phi Vn -- MW ps1 75,00 psi 75.00 psi 75.00 psi 75.00 psi 76.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi vu @ Col #1 vu @ Col #2 2.65 psi 2.28 psi 2.28 psi 2.28 psi 2.28 psi 2.28 psi 2.28 psi 2,28 psi 2.28 psi 3.99 psi 1.99 psi 1.71 psi 2.99 psi 2.56 psi 9.07 psi 7.77 psi 7.77 psi 7.77 psi 7.77 psi 7.77 psi 7.77 psi 7.77 psi 7.77 psi 2.08 psi 12.04 psi 5.83 psi 1.16 psi 10.10 psi Phi Vn 150.00 psi 150.00 psi 150.00 psi 150,00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi 150.00 psi vu @ Col #1 0.79 0.68psi 0,68psi 0.68psi 0.68 psi 0.68psi 0.68 psi 0.68 psi 0.68psi 0.82psi 0.30psi 0,51 psi 0.61 psi 0.13psi vu @ Col 92 0.02 psi 0.02 psi 0,02 psi 0.02 psi 0.02 psi 0.02 psi 0.02 psi 0.02 psi 0.02 psi 0.53 psi 0.36 psi 0.01 psi 0.64 psi 0.37 psi Inc.Page: E 5 I/ F M E Z Date: 12/06/2018 STRUCTURAL ENGINEERS Job #: H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Plan #: LA QUINTA, CA. SMEAR WALL LINE; 22 /18G:2Ql5lCr�C2016]' t YS l5f : SN= 1 SEISIAC PJFrDEAD LOAD PARk ER=O90las ,- 0.76 22 WALL(S) @ FRONT OF 4-CAR GARAGE: PLATE HT= 12 ft (WALL 1- a,oD ft ,OPENING=�o.00 ft Walll X= 8,00_ ft} WALL2= 0.00 ft WALL 3= 0,00 ft WALL 4= 0.00 ft ...SEISMIC____"•-�--------------------^^" _ _ ___TOTALWALLLENGTH=- - _ ft L8 LOAD =( 76 plf ( 42.0 ft/2+ 0 ) = 1596 lbs. LOAD =( 0 pff ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD ( 0 pff ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. t SHEAR = T. LOAD I L = 1596 lbs J 8.00 ft = 200 lbs/ft - - _ - _ _ _ - 200 lbs/ft WIND-__...,.__.___.______._,______-- __-__----___..._._-____-- plf ( 42.0 ft/2+ 0 ) = 1260 lbs. plf ( 0.0 ft/2+ 0 ) = 0 lbs. plf ( 0.0 ft/2+ 0 ) = 0 lbs. plf ( 0.0 ft 12 + 0 ) = 0 lbs, 1260 lbs/ 8.00 ft = 158 lbs/ft -- r ^ _____ 158 lbs/R__`___ GOVERNING V= 199.5 Ibs/ft ___ _- _--__ AIICHOR/STRAP? ANCHOR GOV_FORCE� SEISMIC 10 W/5/8" Dia.. 10" A.B: S @ 72 "p/C AB72 UPLIFT: __.....�„,�__R ji - 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lwa1 O.T.M.=Load x Pit.Height UPLIFT=(O.T.M: R,M.)/L,,,,, RE5lS 1 14G MOMENT = p x f t',�•ring Wall Weight") i Roof D.L.xTrib.Width+Floor D.L.xt'nbXirA1h1x(S.W. Length)' /2 WAU� Yf- • 14 psf x 16 :z • 224 lbs RDL- 20 psf TrbW= 21 R FDL= 14 psf TrbW= 0 ft RES.MOMsdurec= 15662 lbs LOAD= 1596 lbs. O.T Kuj& �m = 19152 ft-lbs UPLIFTsoj",a:= 436.2 lbs Governing Uplift RES.MOMvrnd= 13807 lbs LOAD= 1260 lbs. O.T.M %%w = 15120 ft-lbs UPLIFT,,r,,,a= 164.1 lbs 436 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACnY= N.A. lbs O.K Dia hra m L.en th= 24 ft Prcmde A35's or Hl's fn} 48 hnclies O.C. V= 67 :If 23 WALL($) @ REAR OF SINGLE CAR GARAGE: PLATE HT= 10 ft (WALL 1_=_ 3.00 It -OPENING=- ftWalil E= 3,00 ft} WALL2= 3.00 -� ... _.....,._...........,,,..,................-..---TOTAL ft WALL 3= 0.00 4= 0,00 ft SEISMIC _ _ft_WALL WALL LENGTH =-6.00-ft^ 1.9 LOAD =( 58 pff ( 27.0 ft/2+ 0 ) = 783 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pff ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 783 lbs / 6.00 ft 131 lbs/ft _----r-------- CORRECT ED PER HAV RATIO (SOPWS-15Tahfaa3.d)_ 157 Ib-5/ft L9 . LOAD PIF ( 27.0 ft/2+ 0 ) = 1620 lbs. LOAD =( plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD=( Of( 0.0 ft/2+ 0 )= 0 lbs. LOAD =( plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD, 1620 lbs/ 6.00 ft 270 lbs/ft ._-__.....__.. --_---._.....---------------- 270_ ibs/R__ - - GOVERNINGFORCE= WIND V= 270 lbs/ft ___ �- �- ANCHOR/STRAP? ANCHOR GOY.fORCF.-I WIND 3.1 W/5/8" Ola.x 10" A.B.'S Cl 64 "o1G AB64 UPLIFT: 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V X Lwa, O.T.M.=Load x PIt.Height UPLIFT=(O.T.M.-R.M.)/L,,, RESISTING MOMENT = P x [Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D,L.xTrib.Width]x(S,W. Length)' /2 WALL W1= 18 psf x 16 ft = 288 lbs RDL= 20 psf TrbW= 17 ft FDL 14 psf Trbvf= 0 ft RES.M0Ms6,,,6,= 2148 lbs LOAD- 391.5 lbs. O.T.M.s ,,,= 3915 ft-lbs UPLIFTSesm;,= 589.1 lbs Govorning Uplift RES.MOM1y-"= 1893 lbs LOAD,-- 810 lbs. O.T.M.v.,m = sloo ft-lbs UPLIFTvr„a= 2069 lbs 2069 lbs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K Diaphragm Length= 16 ft Provide A35's or HS's @ 48 inches O.C. V= 101 plf rerssrar� 201a.t ESI / F M E Inc. STRUCTURAL ENGINEERS Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Page: �:,Z Date: 12/06/2018 Job #: H 4 6 3 Client: HC DESIGN _ Plan #: LA QUINTA, CA, SHEAR -WALL C1�31GN'.:: SHEAR WALL LINE: 24 {I6C: y/GB C20161SAPWS451" sm= SEMM MJFTDEAD LOAD PAwMCTER�094lu„- 0.76 24 WALL(S) @ FRONT OF SINGLE CAR GARAGE: PLATE HT= 12 It {WALL 1= 12.00 ft OPENING= --------------------------------TOTntwALLLEriGTH= moo ft W0111 Y= 12.00 ft} WALL2= 0.00 ft WALL 3= 0.0o WALL 4= 0.00 ft ^------- SEISMIC _ _ft _ _ _ 12.00 ft 1.9 LOAD ={ 58 Of ( 27.0 ft/2+ 0 ) = 783 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 } = 0 Ibs. LOAD =( 0 pIf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. t SHEAR = T. LOAD / L = lA 3 lbs / 12.00 ft =- 65 Ibs/ft 65 Ibs/ft --WIND L9 LOAD =( 120 plf ( 27.0 ft/2+ 0 ) = 1620 Ibs. LOAD =( 0 pIf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD ={ 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 } = 0 Ibs. L SHEAR = T. LOAD / L = 1620 Ibs / 12,00 ft = 135 Ibs/ft - - 135 Ibs/ft r-----r----------M-- GOVERNING FORCE= WIND V_ 135 Ibs/R----- ANCHOR/STRAP? ANCHOR cov.FORCE• WIND 10 W/5/8" Dia.x 10" A.ii.'S @ 72 "0/C A672 UPLIFT: (i = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x L,v,I O.T.M.=Load x PX.Height UPLIFT=(O.T.M: R.M.)/L,,�,, RESISTING MOMENT = p x [Bearing Wall Weight) +Raaf O.LxTrib.Width+Floor D.L.xTrib.lVidth]x(S.W. Length)2 /2 WALL WT= 18 psf x 16 ft= 288 fbs RDL= 20 psf TrbW= 17 ft FDL= 14 psf Trb1Y= 0 ft RES.MOMs,&w,= 34364 Ibs LOAD= 783 lbs O.T.M.sj,,,,�= 9396 ft -lbs UPLIFT8,b,,,;r= -2061 lbs Governing Uplift RES.MOMw,,a= 30295 Ibs LOAD= 1620 Ibs. O.T•M.rrme = 19440 ft -lbs UPLIFTVjm= -904.6 Ibs -905 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K Diaphragm Length=__ 16 ft Provide A3Ts or Hl's @ 48 inches O.C, V= 101 plf 25 WALL(S) @ NOT USED PLATE HT= 10 ft - {_WALL 1= 3,00 ft OPENING= 0.00 ft Walll $= 3.00 ft) WALL2= 3.00 ft WALL 3= o.00 ft WALL 4= 0.0_0 ft -------...._.. -----------------------------..._-_--- SEISMICr _ _ TOTAL WALL LENGTH = .- 6.00 ft LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( O plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs, LOAD =( 0 pIf ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 0 Ibs / 6.00 It 0 Ibs/ft 0 Ibs/ft WIND LOAD =( 0 PIF ( 0.0 ft/2+ 0 ) _= 0 lbs. LOAD( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pIf ( 0.0 ft/ 2 + 0 } = 0 lbs. LOAD =( 0 plf( 0.0 ft/2+ 0 J = 0 Ibs. L SHEAR = T. LOAD / L = 0 lbs / 6.00 ft 0 Ibs/ft _.._.__..__.._...._._._-----------------------.._._-----------__---.------- 0 Ibs/ft GOVERNING FORCE = .SEISMIC V:- 0 Ibs/ft ANCHOR/STRAP? ANCHOR GOV.FORCF- SEISMIC 10 W/5/8" Dia.x 10" A.B.'S@- 72 "0/c AB72 UPLIFT: (i = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Ly,ar O.T.M.=Load x PILHeight UPLIFT=(O.T.M.-R.M.)/L,,,a, RESISTING MOMENT = p x [Hearing Wall Weight") +Roof D,L.xTrlb.Wldth+Floor O.L.xTdb.Widthpc(S.Vl, Length)z /2 WALL WT= 18 psf x 16 ft = 288 Ibs ROL= 20 psf Tr6W= 17 ft FDL= 14 psf TIM= 0 ft RES.MOMs,,,t= 2148 lbs LOAD= 0 lbs O.T.M. = 0 ft-Ibs UPLIFTa,-_ = -715.9 Ibs Governing Uplift RES.MOM%.,-"= 1893 Ibs LOAD= 0 lbs O-T.Mgvma = o ft -lbs UPLIFT%.,,,= -631.1 Ibs -631 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K Diaphragm Length= 16 ft Provide A35's or Hl's @ ##### inches O.C. V= #### plf VERSION 2018.2 Inc.age:.? ESI / F M E 111Date: 12/1412 5TRUCTURA L ENGINEERS Job #; H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB" Plan #: LOT 50A 1 STORY FOUNDATION DESIGN PER CBC 2016 SOILS REPORT BY: SLADDEN ENGINEERING JOB NO: 544-1520 15-09-399 DATE: SEPTEMBER 25, 2015 ALLOWABLE SOIL BEARING PRESSURE = 1500 psf SOIL SITE CLASSIFICATION = D SLAB DESIGN: USE 4" THICK SLAB W/# 3 BARS @ 16 "O.C. @ MIDDLE EACH WAY, OVER 2 " SAND / OVER 10 MIL VISQUEEN OVER 2 " SAND. CONTINUOUS FOOTING DESIGN: Wt. L Roof ( 40 ) ( 23.5 ) = 940 plf Wall : ( 10 ) ( 14 ) = 140 Of Deck : ( 0 ) ( 0 ) = 0 ])if TOTAL LOAD = 1080 pif Required Min. Foundation Width = ( 1080 ) / ( 1500 - 50) = 0.74 ft. EXT€RIQR FOOTINGS: 1 -STORY FOOTING: USE 12 In. wide x 12 in. deep with 1-#4 bar T/B cont. INTERIOR FOOTINGS: 1 -STORY FOOTING: USE 12 In. wide x 12 in. deep with 1-#4 bar T/B cont. P lbs POINI LOAD CHECK: _ . POST 4x min. EXTERIOR: P max = Allowable x S x W / 144 i� Pmax ( 1 -Story) — 5500 lbs. ..� INTERIOR: P max = Allowable x S x W/ 144 5=(o+8")xz+4"' Pmax ( 1 -Story ) = 5500 Ibs. VERSION: 2017.4 Page: ESI / F M E Inc. Date: 12/14/2018 Is STRUCTURAL ENGINEERS Sob #; H 4 6 3 Client: HC DESIGN Project Name: "GUEST HOUSE @ THE MADISON CLUB" Plan #: LOT 50A PAD. DESIGN -.PER IBC2014.f. CBC2016 : ACI:3 8--1"4'1 SOILS REPORT BY: SLADDEN ENGINEERING 306 NO: 544-1520 15-09-399 DATE: SEPTEMBER 25, 2015 ALLOWABLE SOIL BEARING PRESSURE = 1800 psf OVERBURDEN WEIGHT = 50 psf SOIL SITE CLASSIFICATION = D Pad Design: DEPTH OF PAD = 18 inches Minumum Reinforcement %: 0.0018 Pad No: 1 : P = R( B1 ) = 10068 Ibs BM#1 Area = ( 10068 ) / ( 1800 - 75 ) = 5.84 sq. ft., hence = 2.42 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT = 0.97 Inz =>As REQUIRED PER FT OF WIDTH= 0.39 inz * Use pad 30 " square x 18 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in Pad No: 2 : P = R( B2 ) = 44640 lbs BM#2 Area = ( 44640 ) / ( 1800 - 75 ) = 25.9 sq. ft., hence = 5.09 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 1.98 in =>As TO USE PER FT OF WIDTH= 0.39 in * Use pad 61 " square x 18 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 int Pad No: 3 : P= R( 133 ) = 39300 Ibs 13M#3 Area = ( 39300 ) / ( 1800 - 75 ) 22.8 sq. ft., hence = 4.77 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 1.86 in =>As TO USE PER FT OF WIDTH= 0.39 in' * Use pad 57.3 " square x 18 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in' Pad No: 4 : P= R( B4 ) = 42570 Ibs BM#4 Area = ( 42570 ) / ( 1800 - 75 ) = 24.7 sq. ft., hence = 4.97 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT = 1.93 in' =>As TO USE PER FT OF WIDTH= 0.39 in' * Use pad 59.6 " square x -18 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in' Pad No: - 5 : P = R( L ) = 0 Ibs NOT USED Area = ( 0 ) / ( 1800 - 75 ) — 0 sq. ft., hence = 0 ft. ( minimum ) MIN. REQUIRED REINFORCEMENT = 0.78 inz =>As TO USE PER FT OF WIDTH= 0.39 in' * Use pad 24 " square x 18 "deep, w/# 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in` VERSION: 2017 4 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "GUEST HOUSE @ THE MADISON CLUB" Page: 76 to r- Date: 3/6/2019 Job #: H 4 6 3 Client: HC DESIGN Pian #: LOT 50A PAID DESIGN PEPCI13C2015, C13C2016. /. ACI 318 14 SOILS REPORT BY: SLADDEN ENGINEERING 30B NO: 544-1520 15-09-399 DATE: SEPTEMBER 25, 2015 ALLOWABLE SOIL BEARING PRESSURE = 1500 SOIL SITE CLASSIFICATION = D psf OVERBURDEN WEIGHT = 50 psf Pad Design. DEPTH OF PAD = 12 inches Minumum Reinforcement %: 0.0018 Pad No: 6 : P = R( B5 ) = 5705 Area = ( 5705 ) / ( 1500 3.93 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.52 int * Use pad 24 " square x 12 "deep, w/# Pad No: 7 : P = R( 1136111 ) = 8100 Area = ( 8100 ) / ( 1500 — 5.59 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.65 inZ * Use pad 30 " square x 12 "deep, w/# Pad No: 8 : P= R( 67 ) = 12711 Area = ( 12711 ) / ( 1500 8.77 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.78 in * Use pad 36 " square x . 12 "deep, w/# Pad No: 9 : P = R( B8 ) = 7930 Area = ( 7930 ) / ( 1500 = 5.47 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.65 in * Use pad 30 " square x 12 "deep, w/# Pad No: 10 : P= R( B10 ) = 9300 Area = ( 9300 ) / ( 1500 6.41 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.78 in * Use pad 36 " square x 12 "deep, w/# Ibs BM#5 - 50 ) 1.98 ft. (minimum) =>As REQUIRED PER FT OF WIDTH= 0.26 int 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in' Ibs BM#6R - 50 ) 2.36 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.26 in 4 Bars @ 12 " o.c. E.W. @ bottom >As USED PER FT OF WIDTH= 0.20 in' lbs BM#7 - 50 ) 2.96 ft. ( minimum ) =>As TO USE PER FT OF WIDTH= 0.26 in 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 In Ibs BM#8 - 50 ) 2.34 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.26 inz 4 Bars @ 12 " ox. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in Ibs BM#10 - 50 ) 2.53 ft. ( minimum) =>As TO USE PER FT OF WIDTH= 0.26 in 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in VERSION: 2017. e