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BRES2019-0008 Structural CalcsSTRUCTURAL ENGIN CIVIL AND STRUCTURAL ENGINEERING oar C 0."- - EERING, INC. Palm Desert Tel: 760-360-9998 San Diego Tel: 858-777-8650 Fax: 760-360-9903 Email: Item@rastrilctural.cnlil www.Rastructural.com BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE k • 5' 2A:0q BY 4 • ��e-- z v o - 000-5 Structural Calculation For Lenox and Vasilopoulos Residence At 77660 Calle Potrero La Quinta, CA. Designer: Rios Designs Date: December 2, 2018 Design by: R.A. JN: 1810220 Tvpe Of Project: Residential Custom House R F F I VE, D ,JAN 0 4 2013 MY OF LA QUZNTA INT `"EE- ')P TENT BUILDING C;0DE CC)MPLIANCE REVIEW THIS SET OF PLANS AND spECtFICATION S HAVE BEEN REVIEWE. D FOR r-OMPLIANGE WITH THE LOCALLY -ADOPT D sCDiES RE A-fEDTo THIS PROJECTS DAVE: j BY: INT ERWEST CONSULTING GROUP 'S6HIARa NO. C67613 M n� RECEIVED JAN 0 S 2019P INTERWE.ST CONSULTING GROUP ■ ■ 8949 Complex Dr., Unit A, San Diego CA 92123 1 77570 Springfield Lane, Ste D, Palm Desert CA 92211 -F:Z STRUCTURAL ENGIlEERINC, !NC_ CIVIL Af�lCJ STR�JC7L1RR1_ ENGINEEF2ING TABLE OF CONTENTS 1. Design Criteria............ 2. Roof Joists Design..................................................................4-5 3. Beam Design..................................................................................6-42 4. Column Design......................................................................43-46 5. Foundation Design..................................................................47-53 6. Lateral & Shear Wall Design....................................................54-81 7. Miscellaneous........................................................................82-83 8949 Complex Dr., Unit A, San Diego CA 92123 77570 Springfield Lane, Ste D, Palm Desert CA 92211 CLIENT: Lenox&Vasilopoulos SUBJECT: Custom House DESIGN BY: R.A. Roof Loads -- Sloped STRUCiURAL ENGINEERING, INC. CIVIL AND STRUCTURAL ENGINEERING DESIGN LOADS Roofing - Built Up 6 psf Framing 2.5 psf Sheathing (1/2" CDX) 1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc. 6 psf Total Dead Load 20 psf Total Live Load 20 psf Total Roof Load 40 psf Exterior Wall 6 Framing 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc. 2.5 psf Total Wall Weight 17 psf Roof Loads — Flat W/Solar Roofing - Built Up 6 Framing 2.5 Sheathing (1/2" CDX) 1.5 Ceiling 2.5 Insulation 1.5 Solar Panel 4 Misc. 6 Total Dead Load 24 Total Live Load 20 SHEET: JOB NO: 1810220 DATE: 12/0112018 Roof Loads -• Flat Roofing - Built Up 6 Framing 2.5 Sheathing (1/2" CDX) 1.5 Ceiling 2.5 Insulation 1.5 Misc. 6 Total Dead Load 20 Total Live Load 20 Total Roof Load 40 Interior Wall Insulation 1 D rywa I I 5 Studs 1 Misc. 3 Total Wall Weight 10 Page 1 of 83 R R PROJECT: Wind Load ii CLIENT: Lenox and Vasilopoulos Residence JOB N4.: 1810220 DATE' d Analysis for Low-rise Building, Based on ASCE 7-2010 INPUT DATA Exposure category (B. C or 01 ASCE 7-10 26.7 3) Roof an C Roof an Oleo - 0,00 Importance factor (ASCE 7-10 Table 1.5-2) Iw = 1 00 for all Category Basic wind speed (ASCE 7-1026.51 or 2015 IBC) V = 110 mph Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) K,, = 1 Flat Building height to eave he _ 15 a Building height to ridge h, = 18,75 fit Building length L = 73.5 ft Building width B = 37.5 ft Effective area of components (or Solar Pane` area) A = 4 ftz DESIGN SUMMARY PAGE: DESIGN BY - R.A. REVIEW BY. RA. Max horizontal force normal to building length, L, face - 19.85 kips. SD level (LRFD level), Typ. Max horizontal force a gt ng u o a norml tbuilding li -• 10.91 kips ...m �, v, fa;,e Max total horizontal torsional load = 171 72 ft -kips Max tRlal u and force 48,03 Wntl ANALYSIS Vo I o city rossu re qh = 0.00256 Kh K:, Kd Vz = 22.87 psf where: qh = velocity pressure at mean roof height, h, (Eq. 28.3-1 page 298 & Eq. 30,3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab, 28.3-1, pg 29% _ 0,87 Kd = wind directionality factor. (Tab 26.6-1, for building, page ago) 0,85 h = mean roof height - 16.88 ft < 60 ft, [Satisfactory] (ASCE 7-10 26.2. 1) Design pl8ssel'ras„(Q.0 MWFRS < Min (L, 8), [Satisfactory] (ASCE 7-10 26.2.2) p = qh [(G Car) -(G CPI )] where: p = pressure in appropriate zone. (Eq. 28 4.1, page 298) prmn = 16 psf (ASCE 7-10 20 4A) G C°, = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G CI,; = product of gust effect factor and internal pressure coefficient, (Tab, 26,11-1, Enclosed Building, page 258) 0.18 or -0.18 a =width of edge strips, Fig 28,4-1, note 9. page 301, MAX[ MIN(0.18, 0 1L, 0.4h), MIN(0.046, 0 04L), 3] - 3.75 ft Nati PranWi.M. F -in cls t_ r -I t' ---- Roof '-- - 3E zE IES► t �� I REFERENCE 0*R R P� WINO fNREC11014 x x n� 0i pE`� f fE RFi4ERENM 7P WIND DIRECTION Net Pressures If of), Tarsfonal Load Cases Roof an le 4 - 11.31 Roof an Oleo - 0,00 SurfaceNot G C, , I' assure with G C °' Net Pressure with +GC ) (-GC ; +GC ) (-GC ,) 1 0-45 6,28 14,52 -045 -14.41 -6.18 2 -0,69 -19.90 -11.67 -0,69 -19,90 -11.67 3 -0,42 -13,64 -5,40 -0.37 -12.58 -4,35 4 -0,35 -12.10 -3.86 -0.45 -14.41 -6,18 5 -0,29 -2,69 040 5-03 13.27 6 -0.29 -10.75 -2.52 1E 0,69 11,66 1990 -0.46 -15.10 -6.86 2E -107 -28.59 -20,36 -1.07 -28.59 -20,36 3E -0,60 -17.78 -955 -0.5'.1, -16.24 -8 01 4E -0.52 -15,97 -7.74 -0.46 -15,10 -6,86 5E 061 9.84 1807 b -0.43 -13.95 -5.72 3E zE IES► t �� I REFERENCE 0*R R P� WINO fNREC11014 x x n� 0i pE`� f fE RFi4ERENM 7P WIND DIRECTION Net Pressures If of), Tarsfonal Load Cases 4 AT JE tit i u� 5 17 SF 1 REFERENCE CORr:E4� WINO C'RECi1pN s r 1 lE 5 Y REFERENCE CdRNF-R WIND OIRECRON Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) - -__--- Page 2 of 83 Roof an le 0 = 11.31 G G f Net Pressure with Suliacc f+GC (-GC,,i) 1T 0,45 1-57 3.63 2T -0,69 4.98 -2.92 3T -0.42 -3.41 -1.35 4T -035 -3 02 -a, 97 Roof angle 0 = 0.00 Sur°ace G Gly - Pressure wfth Net (+GC ;} (-GC.;) 5T 040 1.26 3,32 6T -0,29 -2,69 0.63 4 AT JE tit i u� 5 17 SF 1 REFERENCE CORr:E4� WINO C'RECi1pN s r 1 lE 5 Y REFERENCE CdRNF-R WIND OIRECRON Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) - -__--- Page 2 of 83 I -i ['acn A fTrantuama nimrfinrll -F Area Pfessure k vein Surface (t21 tft'} (-GC 1 990 6.22 14.37 2 1262 -25.11 -14.72 3 1262 -17.21 -6.82 4 990 -11.98 -3.82 1E 113 1 31 2.24 2E 143 -4.10 -2,92 3E 143 -2,55 -1.37 4E 113 -1.80 -0.87 74 Horiz. 1945 19,45 -2.92 Vert -48.03 -25.33 Min wind Horiz. 19.85 19.85 2a 4.m Vert. -44.10 -44 10 T-3-1 -.I 1 -A Pae.. A nl-#Tnnl Basic Load Case B Lon itudinai Direction) r.,....: --- 1 I ..-A P,..-11 If -0-41. a7 n1"e1nn..1 Area I Pressure k with SU:'tace Surface tft'} (-GC,') 2 1262 -25.11 -11.72 3 1262 -1588 -5.48 5 518 2.60 6-87 6 518 -556 -1.30 2E 143 -410 -2.92 3E 143 -2.33 -1.15 5E 115 1.13 2.08 6E 115 -1,61 -0.56 74 Horiz. 1091 10.91 -2.92 Vert. -40.66 -18,42 Min. wine Horiz. 10 13 10.13 28A,-4 Vert -44.10 -44.1 Q r.,....: --- 1 I ..-A P,..-11 If -0-41. a7 n1"e1nn..1 Area Pressuro (Wwah Torsion fft-k! Surface tft'} (+GC.,;) (-GC i) (+GC ;} (-GC ) 1 439 2.76 6.37 45 105 2 559 -11 13 -6.52 -36 -21 3 559 -763 -3.02 25 10 4 439 -5,31 -1.69 88 28 1E 113 1.31 2.24 43 74 2E 143 -4.10 -2.92 -27 -19 3E 143 -2.55 -1.37 17 9 4E 113 -1:80 -0.87 59 29 IT 551 087 2 00 -16 -37 2T 703 -3,50 -2.05 13 7 3T 703 -240 -0.95 -9 -3 4T 1 551 1 -1.67 1 -0,53 E -31 -10 Total Horiz. Torsional Load, MT i72 172 r.,....: --- 1 I ..-A P,..-11 If -0-41. a7 n1"e1nn..1 Desian pressures for components and cladding I_ x ? y rk4A I I I t I t P- qhI (G C'D) " (G cDl)l :• r p I I I I I S where: R= pressure on component. (Eq. 30.4-1,P9 318} • t Iz Pmin = 16.00 psf (ASCE. 7-10 30.2.2) I I G CP = external pressure coefficient. Walls see table below. (ASCE 7-10 30.4.2) Roof a Roof a. Comp. & Cladding Area Piessure W, with 'Tofsion'ft-k Surface ,►t`� (+GC t) (-GC ,) (+GC ,) (-GC,,) 2 1262 -25,11 -14.72 -9 -5 3 1262 -15.88 -5.48 6 2 5 201 1 01 2.67 7 19 6 201 -2.16 -0.51 16 4 2E 143 -4,10 -292 28 20 3E 143 -2.33 -1.15 1116 -8 5E 115 1.13 2.08 19 35 GE 115 -1.61 -0.66 27 11 5T 316 0,40 1.05 -4 -9 6T 316 -0.85 -0.20 -8 -2 Total Horiz. Torsional Load, MT 66.8 66-8 Desian pressures for components and cladding I_ x ? y rk4A I I I t I t P- qhI (G C'D) " (G cDl)l :• r p I I I I I S where: R= pressure on component. (Eq. 30.4-1,P9 318} • t Iz Pmin = 16.00 psf (ASCE. 7-10 30.2.2) I I G CP = external pressure coefficient. Walls see table below. (ASCE 7-10 30.4.2) Roof a Roof a. Comp. & Cladding Zane 1 Zone 2 Zone 3 Zane 4 Zone 5 Pressure (psf) puailive Ne "- Positive Ne alive Poeillvo alive Poalllva N oliva Positive Ne alive 1 16.00 _Ne -24.70 1 16.00 1 -47.58 1600 1 -63 59 26.99 1 -29.28 1 26.99 1 -36.14 Note: If the effective area is roof Solar Panel area, the only zone 1: 2, or 3 apply. ,. f3 x+� �,3 %ice" 7if °✓f i'to� a... d�/ S Fids. i3� Page 3 of 83 Al"4'GINU.-'HIN'G_ INC:. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 Project Title: Lenox and Vasllopoulos Residence Engineer: R.A. Project ID: 1810220 Project Descr: Custom House Prdnt€,d: 6 DEC 20,3. 12.09PNI Wool! Beam File=ltservesi�rvjec3s�EYaIE&-1TU3STR-T1R111ENGtEHG.9C8. t eop SoftwareaW ENERCALC. INC, 1983.2018, Build:10.18.10.31 . Description: R1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance factor D Fb + Load Combination ASCE 7-10 Fb - 1,350.0 psi Fc - Prll Wood Species ; Douglas Fir -Lerch Fc - Perp Wood Grade ; No.2 Fv 575.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 18.000ft 900.0 psi E: ,Modulus of Eiesffcify 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi fv : Actual 180.0 psi 1,609.63 psi 575.0 psi Densitv 31 21009" Load Combination Repetitive Member Stress Increase --- l7JL02666fV�r{0.02666)_ .. _ _-- .F-- — -- -- - ---- 0 Q..033325) LrLO_02666j I Avolied Loads 2x14 Span = 18.0 ft Beam self weight calcuated and added to loads Load for Span Number 1 Unifprm Load : D = 0.020, Lr = 0.020 ksf, Tributary Width =1.333 ft, (roof) Load for Span Number 2 Uniform Load : 0 = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.333 ft. (roof) DESIGN SUMMARY 2x14 Span = 12.0 ft Service loads entered. Load Factors will be applied for calculations Maximum Bending Stress Ratio - 0,4371 Maximum Shear Stress Ratio Section used for this span 2x14 Section used for this span fb : Actual _ 703.15psi fv : Actual FB: Allowable = 1,609.63 psi Fv : Allowable Load Combination +1.20D+1.60Lr+0.5pL+1.60H Load Combination Location of maximum on span = 18.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0,074 in Ratio= 2917 x_360 Max Upward Transient Deflection -0.006 in Ratio = 24555>=360 Max Downward Total Deflection 0.157 in Ratio = 1379>-240 Max Upward Total Deflection -0,010 in Ratio = 14357>=240 Overall Maximum Deflections 74r 2x14 58.94 psi 311.04 psi + 1.20 D+ 1.6 0 L r+0.50 L+ 1.6 0 H 16-994 ft Span # 1 Load Combination Span Max. %" Dell Location in Span Load Combination Max -'Y' Def) Location in Span +D+Lr+H t 0.1565 8.045 0.0000 2.145 +D+Lr+H 2 0.0068 8.648 yD+Lr+H -0.0100 2.145 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overall MA imum -415 1.163 0.230 Overall MINimunr 0.193 0.517 0,090 +D+H 0.222 0,647 0.141 +D+L+H 0.222 0.647 0,141 Page 4 of 83 Title Block Line 1 Project Title: Lenox and Vasilopoulos Residence You can change this area Engineer: R.A. ti'i•[?l }[""t't rRAI using the "Settings" menu item Project ID: 1$10220 Dict] N 1 E12jNG. INL and [hen using the "Printing & Project Descr. Custom House Title Block" selection. Title Block Line 6 Printed: 6 DEC 2013, 12 09PM Fife = %%&v0"jKts1EN0x&-710-M-1IRMENG ENG.ed . Woos! Beam Wware 2w ENERCALC.INc 1983.281B,Buikl:7#1.76.fi1.31 . KW -06005737 LicensAg,! RA STRUCTURAL ENGINEERING Description: R1 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +1)+Lr+H 0,41151.1 0,230 +D+S+H 0.222 0,647 0.141 +O+0.750Lr+0.750L+H 0.367 1.034 0,208 +D+0.750L+0.7505+H 0.222 0.647 0.141 +0+0.60W+H 0222 0.647 0.141 +0+0.70E+H 0.222 0.647 0.141 +D+0.750Lr+0.750L+0.450W+H 0.367 1.034 0.208 +0+0.750L+0,7505+0.450W+H 0.222 0.647 0.141 +D+0.750L+0.7505+0.5250E+H 0.222 0.647 0.141 +0,600+0.60W+0,60H 0,133 0.388 0.084 +0.600+0.70E+0.60H 0.133 0,388 0.084 D Only 0,222 0,647 0.141 Lr Only 0.193 0.517 0.090 L Only 8 Only W Only E Only H Only Page 5 of 83 RA Structural DESIGNED R,A /J.M JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R A. SHT OF SUBJECT Custom House DATE 12f12/2018 Dorian Cadw (`Cif` 7A4F ! Nn" Inn r. OQA%fib Beam ID: B1 Beam length (ft): 14.25 Number of spans: 1 Maximum span (ft): 14.25 Left cantilever Lc (ft): 0..00 Right cantilever Lr (ft): 0,00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0,00 Slenderness Ratio: 1 Adjustment factors: 800 Reactions: Fv Allowable D = 1): Location: list Passed Section Type: asks Cedar No.2 Reactio s (Ibs) Section Name: 4 Live (lbs) Beam Thickness: 3.50 in. Beam Depth: 13.25 ln, A: 46,38 int Sxx: 102.41 in3 Syy: 27.05 in3 Fb Base Allowab 800 psi Fb Adiust Allow ble (CD - 1): 800 psi Fv Allowable D = 1): 165 psi Fc Allowabl (CD = 1): 750 psi E: 1200 ksi Support 10 Distance from Start (ft) Reactio s (Ibs) Requird Bearinq Area Dead (lbs) Live (lbs) Roof!ve Balanced unbalanced Max Value Load (Ib) Snow (Ibs) Snow (lbs) (int) combination ID B5 0.00 222 0 12 0 0 0.90 3 B6 14.25 232 0 13 1 0 1 0 0-94 3 Analysis _Sumrr€arv: Load Combination Max. Bending Max. Shear Max Moment (° ,If) I Shear (lbs) Location (ft) Max Shear (tbs) Location (lbs) 0.86 -21 6,80 -232 1425 136 -41 1 6,80 -362 14,25 Load Combination ILD Critical Max, Bending Max. Shear (psi) Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Check D ID.90 101 720 14.1 7 148 5-0 D+Lr 1,25 159 1000 159 12 206 5.7 TOW Lgad DeffprLiQn: Span ID Applied (In) Allowable (in) Location (ft) Deflection Check Load Combination 135-136 0-050 0.71 700 Passed L1999+ D -R -r Tpta11.ivq LQad De#lection: SpanlD Applied (in) Allowable (ln) Location { ] Deflection Check 7.00 Passed L1999+ AUFSVAN C+.FzjgR �� No��-� ANywR2Y'--"E ON T>LAN,S www.structuralsoft.com Page 6 of 83 Company Name DESIGNED R.A./J.M JOB NO. 1810220 PROJECT Lenox&Vasilopouios Residence CHECKED R A SHT OF M."l-. LERIN.. , -A-SUBJECT Custom House DATE 12M 212018 Design Cods: CBC 20161 NDS 2015 Beam ID: B3 Beam length (ft): 16.48 Number of spans: 1 Maximum span (ii): 16.48 Left cantilever Lc (ft): 0,00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own Weight? True Lu top (ft): 0,00 Lu bottom (fit): 0.00 Slenderness Ratio: 1 Adjustment factors: Fb Base Allowable: t-Fay.6 (y,AF Distance from Start (ft) Reactions (lbs) Location: 1st Dead (Ibs) Live (lbs) Section Type: Douglas Fir- Larch No,2 Unbalanced Section Name: 4x14 0.071 Beam Thickness: 3.50 in. Beam Depth: 13.25 in. A: 46.38 in?. Sxx: 102.41 in3 Syy: 27.05 W Fb Base Allowable: 900 psi Fb Adiust Allowable (CD = 1): 900 psi Fv Allowable (CD = 1): 180 psi Fc Allowable (CD = 1): 1350 psi E: 1600 ksi Passed Support 10 Distance from Start (ft) Reactions (lbs) Requird Bearinq Area Dead (Ibs) Live (lbs) Roar Live Balanced Unbalanced Max Value Load combination 0.071 0.82 8.24 Passed L /999+ D+Lr Obsi Snow 0W Snow {lbs) On2 I ID 132 0.00 224 0 13° 0 0 0.79 3 B6 16.48 211 0 125 0 0 0.74 3 Load Combination Max. Bending Max. Shear Max Moment (k If) Shear (Ibs) Location (ft) Max Shear (Ibs) L ocation (lbs) l] 0.96 -34 8.88 224 OM D+Lr 1.58 -62 18. (313 363 000 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) I Fb (psi) I % Code Check Max fv (psi) Fv (psi) '% Code Check 0 1090 113 [Bic) 114,0 7 162 4.5 D+Lr 1 25 1851175 16.5 12 225 5.2 Total Load Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination 132-65 0.071 0.82 8.24 Passed L /999+ D+Lr Total Liv4_Lcad RelleCtion: Spanll) Applied (in) Allowable (in) Location (ft) Deflection Check 62-135 4.027 0.55 8.24 Passed Lf999+ www. stru ctu ra I s off. coal Page 7 of 83 P'A structural PROJECT Lenox&Vasilopaulos Residence SUBJECT Custom House Design Code: CBC 2015 1 NDS 2015 Beam ID: B4 Beam length (ft): 19.49 Number of spans: 1 Maximum span (ft): 19.49 Left cantilever Lc (ft): 0,00 Right cantilever Lr (ft): 0.00 Ignore shear within (d)? raise Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors: +ve Cv=0.985 I;L?.T-Mt DESIGNED R.A /J.M. CHECKED R.A DATE 12112/2018 \v4 i-, Pm Location: 1st JOB NO, 1310220 SHT OF Section Type: DFiDF 24F - V4 Reactions (lbs) Section Name: 5.125x15 Live (lbs) Beam Thickness: 5.12 in. Beam Depth: 15.00 in. A: 76,80 ir:7 Sxx: 192.00 irss Syy: 65.54 ins Fb Base Allowable: 1850 psi Fb Adiust Allowable (CD = 1): 2365 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Hearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load 0.611 0.97 9.75 Passed 1..13853 D+Lr (Ibs) Snow (lbs) Snow (lbs) (int) combination ID P75 0,08 2012 0 1883 0 0 8.53 3 UP72 19.57 2407 0 22.26 0 0 10.16 3 Load Combination Max. Bending Max. Shear Max Moment (k,lf.) I Shear (lbs) Location (ft) Max Shear ;lbs) Location (Ins) ID 12.04 -27 19,78 -2417 19.49 ID+Lr 23.19 -83 1 9.78 -4640 19.49 Load Combination ILDF Max. Bending Max. Shear Critical fb (psi) Fb (psi) X Code Check Max fv (psi)Fv (psi) °fo Code Check D 0.90 753 12128 135 4 47 238 19.8 1331 i]+Lr 1.25 1450 2956 1,19(1 91 2.7.4 Total Load Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P75-UP72 0.611 0.97 9.75 Passed 1..13853 D+Lr Total Live Load Deflectlon: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P75-UP72 0.294 0.65 9.75 Passed L1796 www.stru ctu ra l s oft. co m Page 8 of 83 RA Structural DESIGNED R.A./J.M JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF - SUBJECT Custom House DATE 12/1212018 Design Code: CBC 20161 NDS 2015 Beam ID: B5 Beam length (ft). 7,62 Number of spans: 1 Maximum span (ft): 4.95 Left cantilever Lc (ft): 0,00 Right cantilever Lr (ft): 2.67 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 2.67 Slenderness Ratio: 8 Adjustment factors: Fb Base Allowable: V4% v%0 IL. Distance from Start (ft) Reactions (Ibs) Location: 1st Dead (lbs) Live (Ibs) Section Type: Douglas Fir - Larch No,2 Unbalanced Section Name: 4x14 -0.001 Beam Thickness: 3.50 in. Beam Depth: 13.25 in. A: 46.38 inz Sxx: 102.41 in3 Syy: 27.05 in3 Fb Base Allowable: 900 psi Fb Adlust Allowable (CD = 1): 896 psi Fv Allowable (CD = 1): ISO psi Fc Allowable (CD = 1): 1350 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (lbs) Live (Ibs) Roof Live Balanced Unbalanced Max Value Load -0.001 0,25 2-95 Passed 1.1998+ D] I..r (Ibs) Snow (Ibs) Snow (lbs) (in2) combination ID 64 0:00 -162 0 -92 0 0 0.00 1 06 4.95 775 0 454 0 0 2.69 3 Load Combination Max. Bending Max. Shear Max Moment (k,ff Shear (Ibs) Location (ft) Max Shear (Ibs) Location (Ibs) 1) -1.10 -274 4,95 501 495 D+t.r -1.73 -427 4.95 803 4 95 Load Combination LDF Max. Bending Max. Shear Critical fb (psi) I Fb (psi) % Code Check Max fv (psi) Fv (psi) °!o Code Check D 0.90 -129 1606 116.6 16 16210.0 ❑+Lr 1.25 -202 1118 118,1 26 225 11,5 Total Load Deflection: Span ID Applied (In) Allowable (in) Location (ft) Deflection Check Load Combination 64-06 -0.001 0,25 2-95 Passed 1.1998+ D] I..r Right Cant. 0.018 0.27 7.62 Passed L/999+ D+Lr Total Live _Load Deflection: SpaniD Applied (in) Allowable (€n) Location (ft) Deflection Check B4-06 -0.002 0.16 2.95 assod L/999+ Right Cant, 0.007 0,18 7,62 Passed €./999+ www, structu ra Isoft, com Page 9 of 83 RA Structural �1Rsl l7){I' PROJECT Lenox&Vasilopoulos Residence SUBJECT Custom House Design Code: Beam ID: Beam length (ft): Number of spans: Maximum span (ft): Left cantilever Lc (ft): Right cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio. Adjustment factors: CBC 2016 1 NDS 2015 B6 20.34 1 17.00 0.00 3.34 False False True 0.00 3.34 a DESIGNED R.A./J.M. I JOB NO, 1810220 CHECKED R.A. DATE 1 211 21201 8 SHT OF �1 IS� ikW Distance from Start (ft) Reactions (Ibs) Location: 1st Dead (Ibs) I Live (lbs) Section Type: Douglas Fir - Larch No.2 Unbalanced Section Name: 4x14 -0.036 Beam Thickness: 3.50 in. Beam Depth: 13.25 in. A: 46.38 irY Sxx: 102.41 i n3 5yy: 27.05 io Fb Base Allowable: 900 psi Fb Adiust Allowable (CD = 1): 895 psi Fv Allowable (CD = 1): 180 psi Fc Allowable (CD = 1); 11350 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (Ibs) Requird Bearing Area Dead (Ibs) I Live (lbs) Roof Live Balanced Unbalanced Max Value Load -0.036 0.85 11 411 Passed U999+ D+Lr flbs) Snow (Ibs) Snow (Ibs) int) combination ID B4 0.00 135 0 89 0 0 0.62 3 P77 17.00 955 0 576 0 0 3.35 3 Load Combination Max. Bending I Max. Shear Max Moment (k.lf) I Shear (Ibs) Location (ft) I Max Shear (Ibs) Locatian (Ibs) U -1.74 -357 1700 1598 17.00 C)+Lr -277 -580 17.00 1951 17.00 .oad Combination LDF Max. Bending Max. Shear Critical fb (psi} Fb (psi) % Code Check Max fv (psi) Fv (psi) % Code Chec 0.9t) •204 1805 1253 19 1162 111-9 +Lr 1.25 -324 11116 129,0 31 1225 1131 Total Load Deflection; Span ID Applied (in) Allowable (In) Location (ft) Deflection Check Load Combination 134-P77 -0.036 0.85 11 411 Passed U999+ D+Lr Right Cant. 0.069 0.33 20.33 Passed L/999+ O+Lr Total Live Load SpanlD Pellection: Applied (in) Allowable (in) Location (ft) Deflection Check B4 -P77 0.031 0.57 8.43 Passed L1999+ Right Cant. 0.037 0.22 20.33 Passed L1999+ www.structuralsoft.com Page 10 of 83 _ Title Block Line 1 Project Title: Lenox and Vasiiopoutos Residence You can change this area Engineer: R.A. S I RUC,rU1Vkl. using the "Settings" menu item Project ID: 1810220 ENGINEERING. ING. INC:. and then using the "Printing & Project Descr: Custom House - - Title Block" selection, Description : B7 ®.v it e, V6 > *y CODE REFERENCES Calculations per AISC 350-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending W 12x40 Span = 18i O ft pplied. Loads _ Beam self weight calculated and added to loading Loads on all spans... i'riWed: b DEC 20'8, .:23PM Fy: Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi 1)(1 912j, Lr1 382) VV12x40 Span = 9.o ft + l Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : 0 = 0.0250, Lr = 0.020 ksf, Tributary Width =1.333 ft Load(s) for Span Number 2 Point Load: D =1.912, Lr = 1.382 k @ 9,0 ft, (B9) DESIGN SUMMARY Maximum Bending Stress Rat_io =-� 0.214: _1' Maximum Shear Stress Ratio = 0,054 : 1 Section used for this span W12x40 Section used for this span W12x40 Mu : Applied 45.842 k -ft Vu Applied 5 681 k Mn * Phi: Allowable 213.750 k -ft Vn * Phi: Allowable 105.315 k Load Combination +1.20D+1.60Lr+L+1.60H Load Combination +1,20D+1-60Lr+L+1 60H Location of maximum on span 18.000ft Location of maximum on span 18.000 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0,200 in Ratio= 1,082>=360 Max Upward Transient Deflection -0,048 in Ratio= 4,506 >-360 f Max Downward Total Deflection 0.481 in Ratio= 449 >=240 Max Upward Total Deflection -0,111 in Ratio= 1948 >=240 l Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + Max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi-Vnx +1.40D+1.60H Dsgn, L = 18.00 fi 1 0.132 0.034 -28.25 28.25 237,50 213.75 1.00 1,00 3.60 105.32 105.32 Dsgn. L = 9.00 ft 2 0.132 0.034 -28.25 28.25 237.50 213.75 1.00 1.00 3.60 105.32 105.32 +1.200+0,50Lr+1.60L+1,60H Dsgn. L = 18.00 ft 1 0.145 0.037 -30.97 30.97 237.50 213.75 1.00 1.00 3.90 105,32 105.32 Dsgn. L = 9.00 ft 2 0.145 0.037 -30.97 30.97 237.50 213.75 1.00 1.00 3,90 105.32 105.32 +1.20D+1.60L+0.505+1.60H Dsgn. L = 18.00 it 1 0.113 0.029 -24.21 24.21 237.50 213.75 1.00 1.00 3.09 105.32 105.32 Dsgn. L = 9,00 ft 2 0.113 0.029 -24.21 24.21 237.50 213.75 1.00 1.00 109 105.32 105.32 +1.200+1,60Lr+L+1.60H Dsgn. L = 18.00 ft 1 0.214 0.054 45.84 45.84 237.50 213.75 1.00 1.00 5.68 105.32 105.32 Dsgn. L = 9.00 ft 2 0.214 0.054 45.84 45.84 237,50 213.75 1.00 1.00 5.68 105.32 105,32 +1.20D+1.60Lr+0.50W+1.60H Dsgn, L = 18:00 ft 1 0.214 0.054 -45.84 45,84 237.50 213.75 1.00 1.00 5.68 105.32 105.32 Dsgn. L = 9.00 ft 2 0.214 0.054 -45.84 45.84 237.50 213.75 1.00 1.00 5.68 105.32 105.32 +1.20D+L+1.60S+1.60H Dsgn, L = 18.00 It 1 0.113 0.029 -24.21 24.21 237.50 213.75 1.00 1.00 3.09 105.32 105.32 Dsgn. L = 9.00 ft 2 0.113 +1.20D+1.605+0.50W+1.60H 0,029 -24.21 24.21 237.50 213.75 1.00 1.00 109 105.32 105.32 Page 11 of 83 Title Block Line 1 You can change this area R~'I using the "Settings" menu item 1:\(,f\I I.i;I`:r:. ;' C:. and then using the"Printing& - - Title Block" selection. Project Title: Lenox and Vasilopoulos Residence Engineer: R.A. - Project ID: 1810220 Project Descr: Custom House 71i1e ;31oGk bine fi �. Pr'inled: 6 DEC 2015, 1:21IRM Steel Beam Software = \servers.ProjectslLENOX&-1103-STR-I RAsENG1ENG.ec6 . Softwarecaovrmht ENERCALC. INC. 1983.2018. Build:10.18.10.31 . Description : B7 Load Combination Span Max Stress Ratios Locationin Span Load Combination Summary of Moment Values _ Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi`Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 18.DO ft 1 0.113 0.029 -24.21 24.21 237.50 213,75 1.00 1-00 3.09 105.32 105.32 Dsgn, L = 9.00 ft 2 0,113 0.029 -24.21 2421 237.50 213.75 1.00 1.00 3.09 105.32 135,32 +1.20 D+0.5OLr+L+W+1.60 H +D+Lr+H -0.972 6.966 +D+S+H -0.461 4.353 +D+0.750Lr+0.750L+H Dsgn. L = 18.00 ft 1 0.145 0.037 -30.9.1 30.9; 237.50 213.75 1.00 1.00 3.90 105.32 105.32 Dsgn. L = 9.00 ft 2 0.145 0.037 -30.97 30,97 237,50 213.75 1,00 1,00 3.90 105.32 105.32 +1.20D+L+0.50S+W+1.60H -0-277 2-612 +0+070E+U0H -0.461 4.353 +D+0.750L+0.750S+0.5250E+H -0.461 Dsyn. L - ib,G6 rt 7�. i 'Is u".v2; -7-4.2' 24.21 237.50 213.75 1.00 1.00 3.09 105.32 105.32 Dsgn. L = 9.00 ft 2 0.113 0.029 -24.21 24.21 237.50 213.75 1.00 1.00 3.09 105.32 105.32 +0.900+W+1.60H W Only E Only Dsgn, L = 1800 ft 1 0.OR5 n,022 -1816 18.16 237.50 213,75 1.00 1.00 2.31 105.32 105.32 Dsgn. L = 9.00 ft 2 0.085 0.022 •18.16 18.16 237.50 213.75 1.00 1,00 2.31 105.32 105.32 +1.20D+L+0.205+E+1,90H Dsgn. L = 1800 ft 1 0.113 0.029 -24.21 24.21 237.50 213.75 1.00 1.00 3,09 105.32 105,32 Dsgn. L = 9.00 ft 2 0.113 0.029 -24.21 24.21 237.50 213.75 1.00 1.00 109 105.32 105-32 +0.90D+E+0.90H Dsgn, L = 18,00 ft 1 0.085 0.022 -18.16 18.16 237.50 213.75 1.00 1.00 2.31 105-32 105.32 Dsgn, L = 9.00 It 2 0.085 0,022 -18.15 18.16 237.50 213.75 1.00 1.00 2.31 105.32 105.32 Overall Maximum Deflections Load Combination Span Max. "= Dei! Locationin Span Load Combination Max,'Y DeP Location in Span 1 0.0000 9.000 +D+Lr+H -0.1109 10.800 +D+Lr+H 2 0,4815 9.000 0.0000 10,800 Vertical Reactions Support notation : Far left �s #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall M Ximum 72 6. 66 Overall MlNimum -0.277 2,612 +D+H -0.461 4.353 +D+L+H -0.461 4.353 +D+Lr+H -0.972 6.966 +D+S+H -0.461 4.353 +D+0.750Lr+0.750L+H -0,844 6.312 +0+0.750L+0,750S+H -0.461 4.353 +D+0.60W+H -0.461 4.353 +0+0,750Lr+0.450W+H -0.644 6.312 +0+0.7505+0.450W+H -0,461 4.353 +0.60D+0.60W+0.60H -0-277 2-612 +0+070E+U0H -0.461 4.353 +D+0.750L+0.750S+0.5250E+H -0.461 4.353 +0,60D+0.70E+H -0277 2.612 0 Only -0.461 4.353 Lr Only -0.511 2,613 L Only S Only W Only E Only H Only Page 12 of 83 RA structural PROJECT Lenox&Vasilopoulos Residence DESIGNED R.A.1J.M CHECKED R.A. SUBJECT Custom House DATE 12/1212018 lion-flons: JOB NO. 1810220 SHT OF Distance from Start (ft) Design Code: CBC 20161 NDS 2015 Beam ID: B8 Beam length (ft): 17.41 Number of spans: 1 Maximum span (ft): 11.23 Left cantilever Lc (ft): 0,00 Right cantilever Lr (ft): 6.118 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 6.18 Slenderness Ratio'. 13 Adjustment factors: P79 lion-flons: JOB NO. 1810220 SHT OF in, in. inz ins in' psi psi psi psi ksi Passed SupportID Distance from Start (ft) Location., list Requird Bearing Area Section Type: Douglas Fir - Larch No.2 Section Name: 4x14 Beam Thickness; 3.50 Beam Depth; 13,25 A; 46.38 Sxx: 102.41 Syy: 2705 Fb Base Allowable: 900 Fb Adlust Allowable (CD = 1): 890 Fv Allowable (CD = 1): 180 Fc Allowable (CD = 1): 1350 E: 1600 in, in. inz ins in' psi psi psi psi ksi Passed SupportID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load -0.029 0.56 6.71 Passed L/999+ D+Lr Obs) Snow (lbs) Snow (lbs) (W) combination ID P78 0.00 -66 0 -36 0 0 0.00 1 P79 11.23 662 0 310 0 0 2.13 3 Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (lbs) Location (ft) Max Shear ilbs) L oration (Ibs) 13 -1.8.5 -265 1 11.23 57 14.23 ID+Lr -2.72 -383 1123 590 1 11.23 Load Combination LDF I Max. Bending Max. Shear Critical fb (psi) I Fb (psi) I % Code Check Max fv (psi)Fv (psi) '% Code Check i7 01,90 -217 •801 1271 13 162 7.9 D+Lr 1.25 -318 11105 1288 19 1225 18-5 Total_ Load_ Qpflerinn, Span ID Applied (in) Allowable (€n) Location (ft) Deflection Check Load Combination P78 -P79 -0.029 0.56 6.71 Passed L/999+ D+Lr Right Cant. 0.140 0.62 1741 Passed 0999+ D+Lr IQta€ L€ye Load SpanlD Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check 08-P79 -0.011 0.37 r n',r Passed L1999+ Right Cant. 0.048 0.41 17.41 Passed L1999+ www.structuralsoft.com Page 13 of 83 Design Code: Company Name PROJECT Lenox&Vasilopoulos Residence SUBJECT Custom House rear alta rant �n�ti Cuv�r� Beam ID: 69 Beam length (ft): 19.39 Number of spans: 1 Maximum span (ft): 6.31 Left cantilever Lc (ft): 6.01 Right cantilever Lr (ft): 7.07 Ignore shear within (d)? False Repetitive member? False Include own weight'? True Lu top (ft): 0.00 Lu bottom (ft): 7.07 Slenderness Ratio: 16 Adjustment factors: 2400 DESIGNED R.A.1J.M. CHECKED R.A. DATE 12/1232018 P a te- JOB NO, 1810220 5HT OF Locatiow 1st Distance from Start (ft) Reactions (lbs) Section Type: DFiDF 24F - V8 Live (lbs) Section Name: :3.12503.5 Unbalanced Beam Thickness: 3.12 in. Beam Depth: 13.50 in, A: 42.12 int Sxx: 9477 Ina Syy: 21.90 in3 Fb Base Allowable. 2400 psi Fb Adiust Allowable (CD 1): 2285 psi Fv Allowable (CD = 1)-. 265 psi Fc Allowable (CD = 1): 1650 psi E: 1800 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearinq Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load combination Load Combination Left Cant 0.300 0 60 (lbs) Snow (Ibs) Snow (lbs) int ID B7 6.01 1906 0 1390 0 0 7.27 3 88 12.32 193 0 88 0 0 1.74 3 Annaly.§Jrt ummary Load Combination Max. Bending Max. Shear Max Moment (k.lf.) I Shear (lbs) Location (ft) Max Shear (lbs) Location (lbs) I7 -477 1777 1 6.01 -1129 6.01 CU+Lr -819 1.1508 1 6.01 -1943 5.01 Load Combination LIDF Max. Bending Max. Shear Critical fb (psi) f b (psi) ".•fa Code Check Max fv (psi) Fv (psi) 1% Code Chock 0 0.90 -604 2057 29.4 40 238 16.9 p+1 r 1.25 -1038 ;2730 30.0 69 3311 120.9 lWa! Loat1 Deflection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination Left Cant 0.300 0 60 0.00 Passed U461 D+Lr B7 -B8 -0.037 0 32 895 Passed L1999+ D+Lr Right Cant. 0.183 0.71 19.39 Passed L1926 D+Lr Total Lite Load DqfloctJgn: SpanlD Applied (in) Allowable (In) Location (ft) Deflection Check Left Cant, 0.128 0.40 0.00 Passed I.1999+ B7-138 -0.017 0.21 8.95 Passed L1999+ Right Cant, 0.078 0.47 19.39 Passed 1-1999+ www.structuralsoft.com Page 14 of 83 RA Structural DESIGNED R AA.M. JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF SUBJECT Custom House DATE 1211212018 Design Code: CBC 2016 / NDS 2015 Beam ID: B10 Beam length (ft): 10.66 Number of spans: 1 Maximum span (ft): 10.66 Left cantilever Lc (ft): 0.00 Bight cantilever Lr (ft): 0.00 Ignore shear within (d)? False Repetitive member? False Include own weight? True Lu top (ft): 0.00 Lu bottom (ft): 0.00 Slenderness Ratio: 1 Adjustment factors. Fb Base Allowable: t4DJe:'t� q �D Distance from Start (ft) Reactions (lbs) Location: 1st Dead (lbs) Live (lbs) Section Type: Douglas Fir - Larch No -2 Unbalanced Section Name: 4x14 D-*ftectian: Applied (in) Beam Thickness: 3.50 in. Beam Depth: 13.25 in. A: 46,38 it2 Sxx: 102.41 int Syy: 27.05 ins Fb Base Allowable: 900 psi Fb Adlust Allowable (CD = 1). 900 psi Fv Allowable (CD = 1): 180 psi Fc Allowable (CD = 1): 1350 psi E: 1600 ksi Passed Support ID Distance from Start (ft) Reactions (lbs) Requird Bearing Area Dead (lbs) Live (lbs) Roof Live Balanced Unbalanced Max Value Load D-*ftectian: Applied (in) Allowable (in) Location (ft) Deflection Check (lbs) Snow (lbs) Snow (lbs) Int combination ID B6 0.00 251 0 157 0 0 0.89 3 B9 10.66 290 0 188 0 0 1-05 3 Load Combination Max. tending Max. Shear Max Moment (k.lf.) Shear (lbs) I Location (ft) Max Shear (lbs) Location (lbs) 13 0.91 -56 15.36 -290 10.66 13+Lr 153 -100 15.36 -478 1066 Load Combination LDF Max. Bending Max. Shear 'Critical fb (psi) I Fb (psi) % Code Check Max Iv (psi) Fv (psi) 1% Code Check f7 0.90 107 1810 113.2 9 162 5.8 D+Lr 1,25 179 11125 15.9 115 225 6.9 Total Load Deflectlon: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination B6-69 0.027 0.53 536 Passed Ll999+ D+Lr Total Liva Load SpanlD D-*ftectian: Applied (in) Allowable (in) Location (ft) Deflection Check 86-B9 0.011 U.36 5.45 Passed D909i www.structuralsoft.com Page 15 of 83 RA Structural DESIGNED R.A./J.M. JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF SUBJECT Custom House DATE 12/12/2018 Design Code: CBC 2016 1 NDS 2015 - Opening ID: 01 Location: 1st Center span Ls (fit): 16.00 Section Type: DF/DF 24F - V4 Max Shear (lbs) Left Cantilever Lc (ft): 0 Section Name: 3,125x12 - (ft) Right Cantilever Lr (ft): 0 Opening Thickness: 3.12 in. Ignore shear within (d)? False Opening Depth: 12.00 n, Include own weight? True A: 37.44 in` Lu top (ft): 16.25 Sxx: 74.88 ins Lu bottom (ft): 16.25 Syy: 19.47 in' Slenderness Ratio: 21 Fb Base Allowable: 1850 psi Adjustment factors: Fb Adjust Allowable (CD W 1): 2001 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD = 1): 1650 psi Analysis Summary: E: 1800 ksi Passed Load Combination Max. Bending LDF Max, Shear Reaction (lbs) Max Shear (lbs) Location Max Shear Location (ft) Left Right Moment (k -IP.) (ft) (Ibs) 0.487 D 7.04 1 25 794 -1751 16.12 1746 1753 IDrLr 8.39 28 7.94 •2090 16,12 2082 2093 Load Combination LDF Max. Bending Max Shear Required bearing area (int) Critical Fb (psi) % Code Max fv Fv (psi) % Code Left Right fb(psi) I I Check sl Check D 0.90 1128 1801 62-6 70 2.38 294 3.68 3.89 D+Lr 1,25 11345 12037 66-0 84 331 25.3 4.39 4-41 Total Load Defiection: Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P1 -P2 0.487 0.80 7.94 Passed U400 D+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P1 -P2 0.079 0.53 7.94 Passed L/999+ www. structura]soft,com Page 16 of 83 Company Name DESIGNED R.A./J.M. JOB NO, 1810220 PROJECT Lenox&Vasilopouios Residence CHECKED R,A. SHT OF SUBJECT Custom House DATE 12/12/2018 Load Combination Max. Bending Max. Bending Max. Shear Max. Shear Reaction (lbs) Design Code: CBC 2016 ! NDS 2015 0.100 1.16 113 243 Opening ID: 05 Location: 1st 1,96 -1538 Passed Center span Ls (ft): 4.00 Section Type: Douglas Fir - Larch No,1 Deflection Check Left Cantilever Le (ft): 0 Section Narne: 6x6 Passed U999+ Right Cantilever Lr (ft): 0 Opening Thickness: 5.50 in. Ignore shear within (d)? False Opening Depth: 5.50 in. Include own weight? True A: 30.25 in` Lu top (ft): 4.25 sxx: 27.73 in3 Lu bottom (ft): 4.25 Syy: 27,73 in3 Slenderness Ratio: 4 Fb Base Allowable: 1350 psi Adjustment factors: Fb Adjust Allowable (CD = 1): 1348 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi AnaWjs SummgW E: 1600 ksi Load Combination Max. Bending Max. Bending Max. Shear Max. Shear Reaction (lbs) Max Shear (lbs) Location Max Shear Location (ft) Moment (k If.) I (ft) (Ibs) Left Richt 0.100 1.16 113 243 1409 0.00 1409 1065 D+Lr 1,96 -1538 2.80 2350 0.00 2350 1756 Load Combination LDF Max. Bending Max. Shear Required bearing area (int) Critical Fb (psi) % Code Max fv Fv (psi) °in Code fb (psi) Check(psi) Check Left Right D 0.100 501 1213 41 3 70 153 457 309 2 33 D+Lr 1 25 850 1684 50.5 117 1212 54,8 5.15 3 85 Total Load Span ID Deflection: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P17 -P18 0,053 0.20 1.94 Passed 1-1955 D+Lr Total Live Load Deflection: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P17 -P18 0.021 0.13 2.1.8 Passed U999+ www.structuralsoft.corn Page 17 of 83 Design Code: Opening ID: Center span Ls (it): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (it): Slenderness Ratio: Adjustment factors: RA Structural DESIGNED R.A./J.M. JOB NO. 1810220 PROJECT Lenox&Vasiiopoulos Residence CHECKED R.A, SHT OF SUBJECT Custom House DATE 12i12i2018 CBC 2016 t NDS 2015 it 4 V --S OL0... ' Max. Shear Reaction (lbs) Max Shear (Ibs) Location Moment (k.lf.) (ft) 06 Location: 13t 1.22 -13 3.68 •1226 6.12 694 1226 6.00 Section Type: Douglas Fir - Larch No.1 Left Right 0 Section Name: 6x6 P21 -P22 0 Opening Thickness: 5.50 in, False Opening Depth: 5.50 in. True A: 30.25 inz 6,25 5xx: 27.73 in3 6.26 Syy: 27.73 in3 5 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 11; 1347 psi Fv Allowable (CD = 1): 170 psi Fe Allowable (CD = 1): 925 psi E: 1600 ksi Passed Load Combination Max. Bending Max. Shear Reaction (lbs) Max Shear (Ibs) Location Moment (k.lf.) (ft) Max Shear Location (ft) Loft Right (lbs) D 1.22 -13 3.68 •1226 6.12 694 1226 D+Lr 1.54 -7 3.91 -1667 6.12 841 1667 Load Combination LDF Max. Bending Max. Shear Required bearing Deflection Check Load Combination P21 -P22 0.088 area (int) Critical Fb (psi) 1 % Code Max fv Fv (psi) I % Code Left Right fb (psi) I Check(psi) Check P21 -P22 D 0,00 527 1212 143.5 61 153 39.7 1.52 2.69 D+Lr 1,25 667 1682 139,6 83 212 38.9 1.84 3.65 Total Logd Span ID Defigction: Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P21 -P22 0.088 0.30 3.18 Passed L/852 D+Lr Total Live Load SpanlD Deflectlon: Applied (in) Allowable (in) Location (ft) Deflection Check P21 -P22 0.018 0.20 3.43 Passed L1999+ www.structuralsoft.corn Page 18 of 83 Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)'7 Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: 1=M Mr7V M RA Structural PROJECT Lenox&Vasilopoulos Residence SUBJECT Custom House DESIGNED R.A,/J.M. CHECKED R.A. DATE 1211212018 JOB NO. 1810220 SHT OF CBC 20161 NDS 2015 "V4ge,.6 '%' Max. Bending Required bearing 07 Location: 1st Max Shear (lbs)Location Max Shear Location (ft) Moment (k. f.) (ft) (lbs) Left Right 8.00 Section Type: Douglas Fir - Larch No.1 1434 0 Section Name: 6x8 2.70 0 Opening Thickness: 5.50 in. False Opening Depth: 7.50 in. True A: 41.25 ins 8.25 Sxx: 51.56 ins 8,25 Syy: 37.81 1113 7 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 1): 1344 psi Fv Allowable (CD = 1): 170 psi Fe Allowable (CD = 1): 925 psi E: 1600 ksi Passed Load Combination Max. Bending Max. Bending Required bearing Max, Shear Reaction (lbs) Max Shear (lbs)Location Max Shear Location (ft) Moment (k. f.) (ft) (lbs) Left Right D 2.06 -0 1434 -1096 8.12 942 1096 D+Lr 2.70 -86 14,35 -1492 8.1? 1186 1492 Load Combination LDF Max. Bending Max. Shear Required bearing Deflection Check Load Combination P25 -P26 SpanlD 0.105 Applied (in) arca (int) Critical Fb (psi) % Code Max fv Fv (psi) % Code Left Right fb(psi) I I Check(psi) Check D 0.90 479 1210 39.6 40 153 26.0 2,06 2.40 D+Lr 1,25 628 11677 1375 54 212 255 260 3.27 Span ID Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P25 -P26 SpanlD 0.105 Applied (in) 0.40 Allowable (in) 3.94 Location (ft) Passed L/947 D+Lr Deflection Check P25 -P26 0.025 0.27 4.19 Passed L1999+ www.structuralsoft.com Page 19 of 83 _ Title Block Line 1 Project Title: Lenox and Vasilopouios Residence -" You can change this area Engineer: R.A. 'C" 11 IRA1, using the "Settings" menu item Project ID: 1810220 VNC. and then using the "Printing & Project Descr: Custom House Title Block" selection. Title Black Line 6 Printed: 6 DEC 2010, 1141WI 1 Wood Beam fidexUa. r,Np Ps1LEHUx8-1%03-STR-11WENG>ENG.ea . Software c o:)"hl PHERCrALC, INC 1983.2018, Build:10,18.10,31 . Description : low header @ 07 4.111: 1 6x6 Section used for this span CODE REFERENCES 324.53psi fv : Actual - 17.04 psi Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Fv : Allowable = 153.00 psi +D+H Load Combination Set : ASCE 7-10 +D+H 4,088ft Location of maximum on span = Material Properties _ Span # 1 Span # where maximum occurs = Span # 1 Analysis Method: Allowable Stress Design Fib + 1350 psi E. Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1350 psi Ebend-xx 1600ksi 0.389 Fc - Prll 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 31.21 pcf Beam Bracing Completely Unbraced 6x6 Span = 8,0 ft i Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load: D= 0.07650->0.09780 k/ft, Extent = 0.0 ->> 8.0 ft, Trib Width =1.0 ft, (wall+window) .DESIGN S.U,MMARY - _ Maximum Bending Stress Ratio = Section used for this span - fb : Actual I 178: 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 i� Overall Maximum Deflections 0.267:1 Maximum Shear Stress Ratio = 4.111: 1 6x6 Section used for this span 6x6 324.53psi fv : Actual - 17.04 psi 1,215.00psi Fv : Allowable = 153.00 psi +D+H Load Combination +D+H 4,088ft Location of maximum on span = 7.552 it Span # 1 Span # where maximum occurs = Span # 1 0.000 in Ratio= 0 <360 0.389 0.000 in Ratio= 0 <360 0.389 0.071 in Ratio= 1348>=240 0.389 0.000 in Ratio= 0 <240 Load Combination Span Max. " " Den Location in Span Load Combination D Only 1 0.0712 4,029 Vertical Reactions support notation : Far left ts#1 Load Combination Support 1 Support 2 Overall MAXimum 0.351 0.369 Overall MlNimum 0.361 0.369 +D+H 0.361 0.389 +D+L+H 0.361 0.389 +D+Lr+H 0,361 0.389 +D+S+H 0,361 0.389 Max. "-0 Dell Locaiion it Span 0.0000 0.000 Values in KIPS Page 20 of 83 Title Block Line 1 project Title: Lenox and Vasilopoulos Residence l liL1L I Uh'1tl You can change this area Engineer: 810220 using the ' Settings menu itemProject and then using the "Printing & Project Descr: Custom House Title Black" selection. Wood Beam Description,. low header @ 07 Vertical Reactions Support notation : Far left is#1 Load Combination Support' Suppor 2 + +0,750Lr+0.750L+H 0.361 0.389 +D+0.750L+0.7508+H 0.361 0.389 +0+0.60W+H 0.361 0.389 +D+0.70E+H 0.361 0.389 +D+0.750Lr+0.750L+0A50W+H 0.361 0,389 +D+0.750L+0.7505+0A50W+H 0.361 0.389 +D+0.750L+0.7505+0.5250E+H 0.361 0.389 +0.60D+0.60W+0.60H 0.216 0.233 +Q.60D+0.70E+0.60H 0.216 0.233 D Only 0.361 0.389 Lr Only L Only S Only W Only E Only H Only Pnnl(-i: 6 DEC 2012 2:49P44 File -.kG +vnPralevai1 moori*mTR-11RAVENG1ENG-erh Software Wpvhuh; ENERCA%C, INC. 1983-2018, 9t11[ R10-18.10-31 Values in KIPS Page 21 of 83 Title Block Line 1 Project Title: Lenox and Vasilopoulos Residence You can change this area Engineer R A. 5'1'l2tC'l'l�l2Ai, using the "Settings" menu item Project 11): 1810220 l:til[►tftil:i�filNt,i. INC, and then using the "Printing & Project Descr. Custom House Title Block" selection, Title Block Line 6 Prrtea: 5 DEC 2018, 2.66nlvl Flo = Wner%PrvjKWtLEN0X8-i143-STR-1 RAAENG1ENG eC6 . Wood Beam Sohnracouv6aleENERCALC.INC. 1983.2018,SwId'1'01810.31 Oescr'iption : low header @ 07 (out of plane) CODE REFERENCES Calculations per NDS 20151 IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Prooerties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced lied Loads Uniform Load : W = 0.0120 ksf, Tributary Width = 7.0 ft, (wind) Maximum Bending Stress Ratio - Section used for this span fb : Actual = FB ; 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 M H4 -r ID fl t" Fb + 1,350.0 psi Fb. 1,350.0 psi Fc - Prll 925.0 psi Fc- Perp 625.0 psi Fv 170.0 psi Ff A7.,i nnri ._._r„, 6x6 Span = 8.0 ft E: Modulus of Elasticity Ebend- xx 1,600.Oksi Eminbend - xx 580.0 ksi rloncihr ...,.,,,.,.J Service loads entered. Load Factors will be applied for calculations 0.081:1 Maximum Shear Stress Ratio 6x6 Section used for this span 174.49psi fv : Actual 2,160.00psi Fv : Allowable +D+0.60W+H Load Combination 4,000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in Ratio = 0 <360 0.000 in Ratio= 0 <360 0.027 in Ratio= 3581 >=240 0 000 ' Ratio = 0 <240 0.033 : 1 6x6 _ 8.90 psi 272.00 psi +D+0.60W+H 7.562 ft Span # 1 ax pw8r ota a ec inn In Overall Maximum Deflections Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Deft Location in Span +0,420W 1 0.0268 4.029 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 verall MAXimum 0.336 0.336 Overall MINimum 0.336 0.336 +D+H +D+L+H +D+Lr+H +D+S+H +D+0,750Lr+0.754L+H +D+0,750L+Q350S+h +D+0.60W+H 0.202 0.202 Page 22 of 83 Title Block Line 1 You can change this area I" NALusing the "Settings" menu item and then using the "Printing & - Title Block" selection, _ Title Black Line 6 1AI,no%A Minim Description: low header @ 07 (out of plane) Vertical Reactions Load Combination r +0,70E+H +D+0.750Lr+0.750L+0,450W+H +D+0.750L+0.7605+0.450W+H +D+0.750 L+0.7505+0.5250 E+H +0.60D+0.60W{0.60H +O.BOD+0.70E+0,60H D Only Lr Only L Only S only W Only E Only H Only Project Title: Lenox and Vasilopoulos Residence Engineer: R.A.• Project ID: 1810220 Project Descr: Custom House 0.336 0,336 42.4— r--rthl :NrRMI.c INC. 5983.2648. BW100.18,10.31 . Values in KIPS Page 23 of 83 Support notation: Far left is #1 Support Support2 0,157 0151 0,151 0.151 0.202 0.202 0.336 0,336 42.4— r--rthl :NrRMI.c INC. 5983.2648. BW100.18,10.31 . Values in KIPS Page 23 of 83 RA Structural ? L7t PROJECT Lenox&Vasilopoulos Residence SUBJECT Custom House Design Code; Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft)� Slenderness Ratio: Adjustment factors: DESIGNED R.A./J.M. CHECKED R.A, DATE 1 211 212 01 8 JOB NO, 1810220 SHT OF CBC 2016! NDS 2015 'Ndv�oz i�� ' Max. Shear Reaction (lbs) 08 Location: 1st Max Shear Location (fl) Left Right 12.00 Section Type: DF/DF 24F - V4 2113 544 0 Section Name: 5.125x13.5 3130 4942 0 Opening Thickness: 5.12 in. False Opening Depth: 13,50 in, Trus A: 69.12 in` 12.25 Sxx: 155.52 in3 12.25 SYy: 58.98 in`% 12 Fb Base Allowable: 9850 psi ' Fb Adjust Allowable (CD = 1): 2348 psi Fv Allowable (CD = 1): 265 psi Fc Allowable (CD m 1): 1650 psi E: 1840 ksi Passed Load Combination Max. Bending DgflaCtic ;. Applied (in) Max. Shear Reaction (lbs) Max Shear (lbs) Location Max Shear Location (fl) Left Right Moment (k.lf.) (ft) (Ibs) 2113 544 D 14.89 4005 8.64 -4942 12,13 3130 4942 ID+Lr 24,78 -6516 8.64 -8328 12.13 5450 8328 Load Combination LDF DgflaCtic ;. Applied (in) Max, Bending Location (ft) Max. Shear Required 4earing area (int) Critical Fb (psi) % Code fb (psi). Check(psi) Max fv I Fv (psi) % Cade Check Left Right 111.49 D 10.90 .1149 2113 544 107 238 145.0 660 1042 D+Lr 1,25 1912 2895 66 0 181 331 546 17,55 1%dW Load Span ID DgflaCtic ;. Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P29 -P30 0,328 0.60 6.43 Passed L/448 D+Lr TOW Live Load Spen1D Doflocticn+ Applied (in) Allowable (in) Location (ft) Deflection Check P29 -P30 0.135 0.40 8.43 Passed L1999+ www.struCtu r2lso Ft. corn Page 24 of 83 Title Block Line 1 Project Title: Lenox and Vasilopoulos Residence You can change this area Engineer: R.A. s'I'l�t C" ryRAL using the "Settings" menu item Protect ID: 1810220 VC�I1�'Gi�iAi+.r. and then using the 'Printing & Project Descr: Custom House - Title Block" selection. Wnnrt Roam Description : low header @ 08 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 : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing Completely Unbraced Applied Loads Fb+ Fb Fc - Pill Fc - Perp Fv Ft nip -a 02]._ 6x8 Span = 12.0 ft Beam self weight calculated and added to loads E. Modulus of Elasticify Uniform Load : D = 0.0170 ksf, Tributary Width = 6.0 ft, (Nail+window) SIGN_SUMMARY Eminbend - xx 580.Oksi _DE__ .,_ -.. Maximum Bending Stress Ratio 0.383 1 Section used for this span 6x8 fb , Actual = 464.74 psi FS: Allowable = 1,212.14psi Load Combination +D+H Location of maximum on span 6.000ft Span #where maximum occurs Span # 1 Maximum Deflection +0+0.750Lr+0.750L+H Ar rated: 6 D;= C 2018, 2:51 PM 1,350.0 psi E. Modulus of Elasticify 1,350.0 psi Ebend- xx 1.600.Oksi 925.0 psi Eminbend - xx 580.Oksi 62 5. 0 psi 0.168 in Ratio= 170.0 psi Max Upward Total Deflection 675.0 psi Density 31.210pcf i ------------ ; Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.000 in Ratio= 0 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.168 in Ratio= 855>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span D Only 1 Vertical Reactions - 0,142-1 6x8 21.73 psi 153.00 psi +D+H 0.000 ft = Span # 1 Max. %' Dell Location in Span Load Comoinat on Max. "+" Deft Location in Span 0.1683 6.044 0.0000 0.00D Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.666 0.666 Overall MINimu€n 0.666 0.666 +D+H 0.666 0.666 +D+L+H 0.666 0.666 +D+Lr+H 0,666 0.666 +D+S+H 0.666 0.666 +0+0.750Lr+0.750L+H 0.666 0.666 +D+0.750L+0.7505+H 0.666 0.666 Page 25 of 83 Tile Block Line 1 Project Title: Lenox and Vasilopoulos Residence You can change this area Engineer: R.A. w'f"l:t ! 'i'tJltlli, using the 'Settings" menu item Project ID 1810220 A.— fsid(. -N EE.t ING. INC. and then using the "Printing & Project Descr: Custom House Title Block" selection. Wood Beam Description : low header @ 08 Printed: 5 DEC 2018. 2:511'M File =llserveri�roiects�l EHgX&-1103 5iR-41RA EHGiEHG,er6 . ,%twsre o=r[inh: EHERCAM INC. 1983-2018, Build:1018.10.31 . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Suppon 1 Support 2 + + . +H 0.666 0.666 +D+0.70E+H 0.666 0.666 +13+0.750Lr+0.750L+0.450W+H 0.666 0.666 +D+0.750L+0.7505+0.450W+H 0.666 0.666 +D+0.750L+0.750S+0.525QE+H 0,666 0.666 +0.6013460W4601-1 0.399 0.399 +0.60D+0.70E460H 0.399 0.399 D Only 0.666 0.666 Lr Only L Only S Only W Only E Only H Only Page 26 of 83 Title Block Line 1 Project Title: Lenox and Vasilopoulos Residence - You can change this area Engineer: R.A. IRAl-using the 'Settings" menu item Project ID: 1810220 :N(;1NI.-'E:RJNG, INC, and then using the "Printing RAIl�Project Descr: Custom House Title Block" selection. Title Block Line 6 Pritito,d PJ DE : 20i.% ::5f PPA Wood Beam File= tlserve�tProlectAENOXS-1103•STR 1;RAlENGTNG.ec6 Software oCpynpht ENERCALC, INC. 1953.2018, Build:10.18.10.31 . Description : low header @ 08 (out of plane) CODE REFERENCES Calculations per NDS 2015, 18C 2015, CBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing Completely Unbraced Fb + 1,350.0 psi Fib - 1,350.0 psi Fc- Prll 925.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi E, Modulus of Elasticity Ebend-xx 4,600.0ksi Eminbend - xx 580.0 ksi Density 7.50 X 5.50 Span =12.0 ft 31.210 pcf 4 Applied Loads Service loads entered, Load Factors will be applied for calculations. Uniform Load : W = 0,0120 ksf, Tributary Width = 7,50 ft, (wind) OverallMAXimum 0,540 RESIGN SUMIAARY _ _ __ _ _ _ _ +D+H 0 : = . ■ Maximum Bending Stress Ratio = 0.143 1 Maximum Shear Stress Ratio = €3.040 :1 Section used for this span 7.50 X 5.50 Section used for this span 7.50 X 5.50 f : Actual = 308.47psi fv : Actual _ 10.92 psi FB: Allowable = 2,160.00 psi Fv : Allowable = 272.00 psi Load Combination +0+0.60W+H Load Combination +p+0.60W+H Location of maximum on span = 6.000ft Location of maximum an span = 0.000 ft Span fthere maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0,000 in Ratio= 0 <360 Max Downward Total Deflection 0,107 In Ratio= 1350>=240 Max Upward Total Deflection 0,000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination +0.420W 1 0.1066 6.044 Vertical Reactions Support notation: Far left is #1 Max. "+^ Deft Location in Span 0,0000 0.000 Values in KIPS Load Combination Support 1 Support 2 OverallMAXimum 0,540 Overall MINimum 0,540 0.540 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L} H +D+0.754L+0,750S+1 +D+160W+H 0.324 0.324 Page 27 of 83 Title Block Line 1 Project Title: Lenox and Vasilopoulos Residence You can change this area Engineer: R. A, F.TAIC'l'[!RAT. using the "Settings" menu item Project ID; 1810220 A= LNGINLt:1 IM). iNCL and then using the "Printing & Project Descr; Custom House Title Block" selection. Wood Beam Description : low header @ 08 (out of plane) Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 -- + + .70E+H - +D+0,750Lr+0.750L+0.450W+H 0.243 0.243 +D+0,750L+0.7505+0.450W+H 0.243 0243 +D+0.750L+0.7505+0.5250E+H +0.600+0.60W+0.60H 0.324 0.324 +0.600+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.540 0.540 E Only H Only Printed: 6 DEC 20116, 2:56PM = tLSewAPro,occisiLE NOX&-1143STR-11W51E NGL NG.80 . up wnvdont EMERCALC. INC- 1983.2018. BUIdAGAB 10.31 . Values in KIPS M Page 28 of 83 Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft); Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: RA Structural DESIGNED R.A./J,M. JOB NO, 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF ------ SUBJECT Custom House DATE 12i12/2018 CBC 20161 NDS 2415 S -L*-+ Max. Shear Reaction (Ibs) 012 Location: 1st Max Shear Location (fit) Left Right 6.00 Section Type: Douglas Fir - Larch No.1 D+Lr 1.25 0 Section Name: 6x6 847 972 0 Opening Thickness: 5.50 in. False Opening Depth: 5.50 in. True A: 30,25 in` 6.25 Sxx= 2733 in3 6.25 Syy: 27.73 €n3 5 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD 1), 1347 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Load Combination Max, Bending Max. Bending Max. Shear Reaction (Ibs) Max Shear (lbs) Location Max Shear Location (fit) Left Right Moment (k If (ft) (lbs) D+Lr 1.25 D 1,41 -265 3.47 -972 6.13 847 972 D+t r 2.06 -461 3.47 •1438 6.13 1199 1438 Load Combination LOF Max. Bending Max. Shear Required bearing area (int) Critical Fb (psi) % Code fb (psi) Check(psi) Max fv Fv (psi) % Code Check Left Right D •0,90 609 1212 503 49 153 315 1.86 2.13 D+Lr 1.25 899 1682 52.9 71 212 33.5 260 3.15 ISLt�+1L4ad L?�it€cction_ Span ID Applied 0n) Allowable (in) Location (ft) Deflection Check Load Combination V44 -Nab Total Live Load SpanlD 0,113 Deflectiorld Applied (in) 0,30 Allowable (€n) 2,94 Location (ft) Passed L'661 D+Lr Deflection Check P44 -P45 0,035 0.20 2.94 Passed L/999+ www.structuralsoft.com Page 29 of 83 RA Structural DESIGNED R.A./J.M. JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF SUBJECT Custom House DATE 1211212018 A. - Load Combination Max. Bending QT -f ce-- Max. Shear Reaction (lbs) Design Code: CBC 20161 NDS 2015 I� 1.10 -540 239 Opening ID: 013 Location: 1st 1.85 -1026 Passed Center span Ls (ft): 4,00 Section Type: Douglas Fir- Larch No.1 Passed L1999+ Left Cantilever Lc (ft): 0 Section Name: 6x6 Right Cantilever Lr (ft): 0 Opening Thickness: 5.50 in. Ignore shear within (d)? False Opening Depth: 5.50 in. Include own weight? True A: 30,25 in2. Lu top (ft): 4.25 Sxx: 27.73 ins Lu bottom (ft): 4.25 Syy: 27.73 ins Slenderness Ratio: 4 Fb Base Allowable: 1350 psi Adjustment factors: Fb Ad'iust Allowable (CD = 1): 1348 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi Analysis Summary: E: 1600 ksi Load Combination Max. Bending Max fv ( si Max. Shear Reaction (lbs) Max Shear (lbs) Location Max Shear Location (ft) Moment (k.lf.) (ft) (Ibs) Left Right I� 1.10 -540 239 1311 0.00 1311 82b 0+Lr 1.85 -1026 2.39 2282 0.00 2282 1312 Load Combination LDF Critical lb(psi) Max, Bending Fb (psi) % Code I I Check Max fv ( si Max. Shear I Fv (psi) I % Code Check Required bearing area (int) Left Right D 0.90 474 1213 39.1 65 1153 142,5 2.87 11.81 ID+Lr 11,25 1800 11684 47.5 113 1212 1 .533 5.00 12.88 Total Load Span ID Deflection.' Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P48 -P49 0.042 0.20 2.18 Passed U999+ D+Lr Total Llyg Load_Deflectlon: SpanlD Applied (in) Allowable (in) Location (ft) Deflection Check P48 -P49 0.017 0,13 2.18 Passed L1999+ www.structuralsoft.com Page 30 of 83 RA Structural t1`tlL".l. PROJECT Lenox&Vasilopoulos Residence X1111 �A��`�I. SUBJECT Custom House Design Code: Opening ID: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Slenderness Ratio: Adjustment factors: DESIGNED R.A./J.M. CHECKED R.A. DATE 1211212018 JOB N0. 1810220 SHT OF CBC 20151 NDS 2015 Max. Bending Max. Bending Max Shear 014 Location: 1st Left Right D 5.00 Section Type: Douglas Fir - Larch No.1 1038 17.60 0 Section Name: 6x8 -2092 5 13 0 Opening Thickness: 5.50 in. False Opening Depth: 7.50 in - True A: 41.25 int 5.25 Sxx: 51.56 ln3 5.25 Syy: 37.81 in3 6 Fb Base Allowable: 1350 psi Fb Adjust Allowable (CD = 1): 1346 psi Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi E: 1600 ksi Passed Load Combination e Max. Bending Max. Bending Max Shear Reaction (lbs) Max Shear (Ibs) Location Max Shear Location (ft) Moment (k,lf.) (ft) (Ibs) Left Right D 1.67 0 11.90 -1260 5.13 1038 17.60 Fb (psi) % Code Check 2.82 •111 11.90 -2092 5 13 1647 2092 Load Combination LDF Applied (in) Max. Bending Max. Shear Required bearing P52 -P53 0.043 025 2.44 area (in') SpantD Critical fb (psi) Fb (psi) % Code Check Max fv Fv (psi) % Code (psi)Check Lett Right 0.90 d*Lr 1.25 388 657 1212 32,0 1681 391 46 153 30,0 76 212 35,8 2.28 2,76 3.61 4,58 I_gtal Load DeflW]2g; Span ID Applied (in) Allowable (in) ' Location (ft) Deflection Check Load Combination P52 -P53 0.043 025 2.44 Passed L1999+ D+Lr SpantD Applied (in) Allowable (in) Location (ft) Deflection Check P52 -P53 :,.. 0.018 0.17 2.44 Passed Ll999+ www.structuralsoft.com Page 31 of 83 RA Structural JA )TK'1,T11T 1. PROJECT Lenox&Vasilopoulos Residence 1{i11'I 6`11;. NN". SUBJECT Custom House DESIGNED R.AJJ.M CHECKED R.A. DATE 1211212018 JOB NO, 1810220 SHT OF Load Combination Max. Bending LDF Max. Shear I Reaction (lbs) Max Shear (Ibs) 1 Location Max Shear Location (ft) Left Right Moment (k.lf) wi�:i !Ibs) 41 Design Code: CBC 2016 1 NDS 2015 81,31 754 ID+Lr 0.72 10 Openinq ID: 017 Location: 1st Passed Center span Ls (ft): 3.00 Section Type: Douglas Fir - Larch No.1 Left Cantilever Lc (ft): 0 Section Name: 6x6 Right Cantilever Lr (ft): 0 Opening Thickness: 5.50 in. Ignore shear within (d)? False Opening Depth: 5.50 in. Include own weight? True A: 30.25 int Lu top (ft): 3.25 Sxx: 27.73 1n3 Lu bottom (ft): 3.25 Syy: 27.73 in' Slenderness Ratio: 4 Fb Base Allowable: 1350 psi sada.. AdjiiBt�iieni 3a�t�ia: Fb Adjust Allowable eon .: l��• 1); 134f3 psl Fv Allowable (CD = 1): 170 psi Fc Allowable (CD = 1): 925 psi Anainis Sumrttafy' E: 1600 ksi Load Combination Max. Bending LDF Max. Shear I Reaction (lbs) Max Shear (Ibs) 1 Location Max Shear Location (ft) Left Right Moment (k.lf) (fl) !Ibs) 41 ID 0.48 18 168 831 0.00 81,31 754 ID+Lr 0.72 10 1.92 1314 000 1314 1172 Load Combination LDF Max. Bending Location (ft) Max. Shear Required bearing area (it,:,) Critical Fb (psi) % Code Max fv I Fv (psi) I % Code fb(psi) I I Check (psi) Check Left (Right D 13,9() 208 1213 1 171 41 1153 1269 1.82 1.65 D+Lr 1.25 313168.1 1 186 0.10 130 7 2.88 2.57 Total Load Span ID Deflection Applied (in) Allowable (in) Location (ft) Deflection Check Load Combination P64 -P65 0.012 0.15 1.44 Passed L1999+ D+Lr Total Live Load SpanlD Deiieclign: Applied (in) Allowable (in) Location (ft) Deflection Check P64 -P65 0.004 0.10 1.68 Passed Lr999+ www,structuralso(t.com Page 32 of 83 Company Name DESIGNED R.AJJ.M- i" `L PROJECT LenoxBVasil❑ oulos Res CHECKED R.A. RA - SUBJECT Custom House DATE 12/1212018 BEAM LOAD REPORT Beam ID: B1 62 35 26 10 42 20 13 Length :14'-2" Floor: 1 st NO 1510220 OF . .r.> Dead Load Roof Live Load I. 04— —4. —10-4 -^— Page 33 of 83 Company Name DESIGNED R.A.IJ.M. PROJECT Lenox&Vasil❑ oulos Res CHECKED R.A. SUBJECT Custom Hous- DATE 1 2/1 21201 8 BEAM LOAD REPORT Beam ID: B3 Length :16'-5" Floor: 1st 28 23 19 1.6 8 s NO 1910220 OF Dead Load Beam ID: B9 N 268 140 109 74 36 207 104 80 52 21 Length :19'-5" Roof Live Load Floor: 1st Dead Load Ir W h Roof Live Load A Page 34 of 83 BEAM LOAD REPORT Beam ID., B4 2922 244 198 131 32 275 232 181 114 xi Length .19'-6" N Ts3 I Floor: 1st kn YY Dead Load I fLL� E i I I i p7; Roof Live Load Beam ID: By Length :7'-7" Floor: 1st A 52 27 17 56 43 35 17 7 Dead Load W Roof Live Load Page 35 of 83 RA Structural DESIGNED R.A.1JA. JOB NO 18102201 '"Ott PROJECT Lenox&Vasilo oulos Ras — SUBJECT Custom Houso CHECKED R.A. DATE 12112/2018 SHT OF BEAM LOAD REPORT Beam ID., B4 2922 244 198 131 32 275 232 181 114 xi Length .19'-6" N Ts3 I Floor: 1st kn YY Dead Load I fLL� E i I I i p7; Roof Live Load Beam ID: By Length :7'-7" Floor: 1st A 52 27 17 56 43 35 17 7 Dead Load W Roof Live Load Page 35 of 83 RAStructural DESIGNED R.A.IJ.M. PROJECT Lenox&Vasllopaulos Res CHECKED R,A. SUBJECT Custom House DATE 12112120113 BEAM LOAD REPORT Beam ID: B6 49 36 28 35 17 Length :20'-4" Floor: 1 st NO 1810220 OF Dead Load Beam ID: B8 37 31 18 26 22 16 8 Roof Live Load Length :1 i'-4" Floor: 1 st Dead Load T 9C i Roof Live Load Page 36 of 83 RA Structural IDESIGNED R.AJJ.M. _ JOB NO 1910220 PROJECT Lenox&Vashopoulos Res CHECKED R.A. 5HT OF SUBJECT Custom House DATE 12J1 21,201 8 BEAM LOAD REPORT Beam ID : 610 Length :10'-7" Floor: 1st 78 65 36 In 54 as zl Dead Load Roof Live Lead ..„..... 0+1, ,.,a--jo—” Page 37 of 83 VII RA Structural DESIGNED R.A.IJ.M. PROJECT Lenax&Vasllopyulos Res CHEC SUBJECT Custom House DATE Header Load Diagram Header ID: 01 Length :16'-2° 217 181 42 12 R.A. 12/1212018 Floor :1st JOB NO 1810220 SMT OF Dead Load Header ID: 014 527 167 360 Length :5'-W Roof Live Load Floor :1st Dead Load Roof Live Load Page 38 of 83 Header Load Diagram Header ID : 08 371 312 105 28 310 263 71 Length :12'-2" Floor :1st Dead Load Header ID : 05 371 313 Roof -Live Load Length :4'-3" Floor :1 st r r Dead Load r - N Koot Live Load un�nu C'}n .n}� ir�ICnf} r.r�rv, Page 39 of 83 R 8 Company Name DESIGNED R.A.M.M. JOB NO 1810220 PROJECT Lenflx&VasilA autos Res CHECKED R.A. SH7 OF SUBJECT Custom Douse DATE 12/1212018 Header Load Diagram Header ID : 08 371 312 105 28 310 263 71 Length :12'-2" Floor :1st Dead Load Header ID : 05 371 313 Roof -Live Load Length :4'-3" Floor :1 st r r Dead Load r - N Koot Live Load un�nu C'}n .n}� ir�ICnf} r.r�rv, Page 39 of 83 R 8 RA Structural DESIGNED R.A.1J.M. SfRCi 1UR4. PROJECT Lenox&Vasllopoulva Res CHECKED R.A. "J" SUBJECT Custom House DATE Header Load Diagram Header ID : 06 199 171 39 34 26 5 Length :6'-3" Floor :1st JOB NO 1810220 SHT OF Dead Load Header ID: 07 R 192 108 78 20 Length :8'-3" Roof Live Load Floor :1 st Dead Load Roof Live Load Page 40 of 83 Header Load Diagram Header ID: 012 Length :6'-3" Floor :1st 300 165 157 135 Dead Load Roof Live Load Header ID: 013 Length :4'-3" Floor :1st 689 526 165 524 360 Dead Load Hoot Live Load 11,,.,,., e+. -,s,,, -IC -;r Page 41 of 83 RA Structural DESIGNED R.A./J.M. JOB NO 1810220 PROJECT Lenox&Vasl!opouios Res SUBJECT Custom House CHECKED R.A. DATE 12/1212018 SHT OF Header Load Diagram Header ID: 012 Length :6'-3" Floor :1st 300 165 157 135 Dead Load Roof Live Load Header ID: 013 Length :4'-3" Floor :1st 689 526 165 524 360 Dead Load Hoot Live Load 11,,.,,., e+. -,s,,, -IC -;r Page 41 of 83 RA Structural '.ilLTM _ PROJECT SUBJECT Header Load Diagram Header ID : 017 534 452 311 251 SIGNFO R.A.IJ.M, JOS NO ECKED R.A. 5HT Custom House f DATE 12112/2018 Length :3'-3" Floor :1st 181022© OF Dead Load Roof Live Load Page 42 of 83 Page 43 of 83 Title Block Line 1 Project Title: Lenox and Vasilopoulos Residence You can change this area Engineer: R.A. 1 � using the "Settings menu item Project ID: 1810220 AI�al :1N1.:[:P.li�t:.;, iNC:. and then using the "Printing & Project Descr: Custom House f - - - Title Block" selection. TI9e Block Qnq 6 Printed 6 DEC 20,16, 4;4GWA Wood Column Fife= llservertPcOKU1LENOXt-IIOMTR-ilRACNMENG.ecS . Sd` varah! EN£itCALC, INC.1963.2018, 6uild:t0.16,t0.31 . 0.00. U Description : 7x6 studs @ living room Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood GradingfManuf. Graded Lumber Overall Column Height 15 ft Wood Member Type Sawn t?s,::r for ExacWidth 1.5)in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exacf11-th 5 50 iri Cf orCvfor Bending 1..30 Wood Grade No.2 Area 8.250 -in A2 Cf or Cv for Compression 1.10 Fb + 900 psi Fv 180 psi Ix 20.797 ;iy^4 Cf or Cv for Tonson 1.30 Fb - 900 psi Ft 575 psi ly 1,547 n"4 Cm,, Wet Use Factor 1.0 Fc - Prll 1350 psi Density 31.21 pcf Ct : Temperature Factor 1,0 Fc - Perp 625 psi Cfu _ Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built-up columns 1,0 Basic 1600 1600 1600 ksi Use Cr: Repetitive ? No Minimum 580 580 Brace condition for deflection (buckling) along columns: X -X (width) axis: Unbraced Length for X -X, Axis buckling = 6 ft, K = 1.0 Y -Y (depth) axis: Unbraced Length for Y -Y Axis buckling =15 ft, K = 1,0 Applied Loads Service loads entered. Load Factors will be applied for calcuiations. Column self welght included : 26.821 lbs * Dead Load Factor AXIAL LOADS ... roof: Axial Load at 15,0 ft, D = 0,440, Lr = 0.40 k BENDING LOADS ... wind: Lat. Uniform Load creating Mx -x, W = 0.0160 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3655: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr+H Top along Y -Y 0.120 k Bottom along Y -Y 0.120 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft Maximurn SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y 0.5536 in at 7.550 ff above base Applied Axial 0.8668 k for load combination : W Only Applied Mx 0.0 k -ft Applied My O.Q k -ft Ap ApAllowable Along X -X 0.0 in at 0.0 ft above base 287.442 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.04546:1 gendift Comnressiort Tanslon Load Combination +D+0,60W+H Location of max.above base 0.0 ft Applied Design Shear 13.091 psi Allowable Shear 288.0 psi Load Combination Results Mpximurm AvaI + Bening_ yps� Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0,212 0.2001 PASS 0.0 ft 0.0 PASS 15.0 ft +D+L+H 1.000 0.192 0.1989 PASS 0.0 ft 0.0 PASS 15.0 ft +D+Lr+H 1.250 0.155 0.3655 PASS 0 0 ft 0.0 PASS 15.0 ft +D+S+H 1.150 0.168 0.1976 PASS 0,0 ft 0,0 PASS 15.0 ft +D+0.750Lr+0,750L+H 1.250 0.155 0.3234 PASS 0 0 ft 0.0 PASS 15.0 ft +D+0.750L+0,7505+H 1.150 0.168 0.1976 PASS 0.0 ft 0.0 PASS 15.0 ft +0+0.60W+H 1.600 0.122 0.3005 PASS 7.450 ft 0.04546 MASS 0.0 ft +D+0.750Lr+0.450W+H 1600 0.122 0.3206 PASS 7.450 ft 0.03409 BASS 0.0 ft +D+0.750S+0.450W+H 1.600 0.122 0.2349 PASS 7,450 ft 0.03409 PASS 0.0 ft Page 44 of 83 5'i`itUC'['11t2A[. ENGfNEE.t ING. INC. ow - Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Black" selection. Project Title: Lenox and Vasilopoulos Residence Engineer: R.A. Project ID: 1810220 Project Descr: Custom House Printed: is DEC 2016, 4:46€'tin Wood Column File=l%nmrWeojecioUNOX&-11IXi-SIR-tiPA1EMG1EiNG.006. Software coWrigh! ENE9CALC, INC, 1983.2018, Build:10.18.10 31 . Description : 2x6 studs @ living room Load Combination Results Maximum Reactions X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction Load Combination @ Base �^o,, Top @ Base @ Top @ Base Maximum Shear Rafios Stress Ratio Status Maximum Axial +_Bending Stress Ratios Load Combinadion C D C P Stress Ratio Status Location +0.601)+0.60W+0,60H 1.600 0.122 0.2617 PASS 7.450 ft +D+0.70E+0.60H 1600 0.122 0.1952 PASS OA ft +p+0.750L+0.750S+0.5250E+H 1.600 0.122 0.1952 PASS O.Oft +0.60D+0.70E+H 1.600 0.122 0.1171 PASS O.Oft Maximum Reactions X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction Load Combination @ Base �^o,, Top @ Base @ Top @ Base Maximum Shear Rafios Stress Ratio Status Location 0.04546 PASS 0.0 ft 0.0 PASS 15.0 ft 0.0 PASS 15.0 !t 0.0 PASS 15.0 It Note: Only non -zero reactions are listed. My - End Moments k -ft Mx - End Moments @ Base @ Top @ Base C Top +D+H Max. X -X Deflection Distance 0.467 +D+L+H +O+H 0,0000 in 0,467 +D+Lr+H 6,000 ft +D+L+H 0.867 +D+S+H 0.000 in 0.000 It 0.467 +D+0.75OLr+0.750L+H 0,000 ft 0.000 in 0.767 +D+0.750L+0,750S+H 0.0000 in 0.000 ft 0,467 +D+0.60W+H 0.072 0.072 0.467 +0+0.75OLr+0.450W+H 0,054 0.054 0.767 +D+0.750S+0.450W+H 0,054 0.054 0.467 +0.601}+0.60W+0,60H 0.072 0.072 0,280 +D+0.70E+0.60H 0.0000 in 0.000 ft 0.467 ' +D+0.750L+0.750S+0.5250E+H +D+0,750S+0.450W+H 0.0000 in 0.467 +0.60D+0.70E+H 7.550 ft +0,60D+0,60W+0.60H 0.280 D Only 0.332 in 7.550 ft 0.467 Lr Only 01000 ft 0.000 in 0.400 L Only 0,0000 in 0.000 ft 0.000 in S Only +0.60D+0.70E+H 0.0000 in 0.000 ft W Only 0,120 0.120 0.0000 in E Only 0.000 in 0.000 f Lr Only H Only 0.000 ft 0.000 in 0.000 ft Maximum Deflections for Load Combinations 0.0000 in 0.000 ft 0.000 in Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +O+H 0,0000 in 0,000 ft 0.000 in 6,000 ft +D+L+H 0,0000 in 0.000 ft 0.000 in 0.000 It +D+Lr+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.75OLr+0,750L+H 0.0000 :n 0.000 ft 0,000 in 0.000 It +D+0.750L+0.7505+H 0,0000 n 0,000 ft 0,000 in 0,000 It +D+0.60W+H 0,0000 in 0,000 ft 0.332 in 7.550 ft +D+0.75OLr+0,450W+H 0.0000 in 0.000 ft 0.249 in 7.550 ft +D+0,750S+0.450W+H 0.0000 in 0.000 ft 0.249 in 7.550 ft +0,60D+0,60W+0.60H 0,0000 in 0.000 ff 0.332 in 7.550 ft •rD+0.70E+0.60H 0.0000 in 01000 ft 0.000 in 0.000 It +D+0,750L+0.7505+0,5250E+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 f Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0,000 It OA00 in 0,000 ft W Only 0.0000 in 0.000 ft 0.554 in 7.550 ft E Only 0.0000 in 0.000 ft 0.000 in 0,000 It H Only 0,0000 in 0.000 ft 0.000 in 0.000 ft Page 45 of 83 Title Block Line 1 Project Title: Lenox and Vasi[opoulos Residence You can change this area Engineer. RR.A_ :7 i'iti 'f "t'l RAI • using the "Settings" menu item Project ID: 1810220 !'N{:I` I"EK[NG. (INC and then using the "Printing & Project Descr: Custom House Title Block" selection• Tile Block Line 6 Frintm 3 DEC 2018, a: 6KO Fiie=llservenptoiwsUNOYA-11( STR-11RA1ENG"ENG.ecO. Wood Column 5vllwareghtENERCALC,K.ISM018,Buil AOA8,10.31 KW -060057-37 Description : 2X6 studs @ living room Sketches Load 1 i IM 2x6 I� 1.50 in Page 46 of 83 SHEET: JOB NC 1810220 PLAN: DATE: 12102/18 CLIENI Lenox Residence FOUNDA7-ION ANALYSIS (SB) SOIL BEARING 1500 PS F • TO BE CONFIRMED PRIOR TO CONSTRUCTION 0ONTINOUS FQQEXQ_Ccs 10AD* lQfQQnN-Q- TYP ROOF 18 x 40 = 720 WALL 14,5 X 17 = 246,5 FLOOR 0 X 0 0 CONCRETE SELF WEIGHT = 150x12x15/144 187,5 T(TT A L 1154 PLF (W) WIDTH REQUIRED 0.77 9,24 USE 12" WIDE X 15" DEEP CONTINUOUS FOOTING @ I - STORY PORTIONS ALLOWABLE POINI LOAD ON CONTINUOUS FOOTING PMAX = -53-x-SxW POST 144 P MAX @ 1 -STORY) 5000 P ALLOWABLE = P MAX - TOTAL (5/12) P451 -0 S=40 AT t STORY S=52 AT 2 STORY Page 47 of 83 PROJECT; Pad Footing (2.0 ft sq )(PI) PAGE q CLIENT: Lenox Residence DESIGN BY R A JOB NO.: 1810220 DATE REVIEW BY : R.A Pad Footing Qeslan Basedon ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH c, = 5 in FOOTING MOTH 6 - 2 00 h COLUMN DEPTH c = 6 in FOOTING LENGTH L = 2.00 h BASE PLATE WIDTH bj - 6 in FOOTING THIGX.4ESS T - 12 to BASE PLATE DEPTH b, = 5 in LONGITUDINAL REINF. 3 # 4 9 in o.c FOOTING CONCRETE STRENGTH f= = 2.5 ksi TRANSVERSE REINF, 3 # 4 @ 9 in o. c. REBAR YIELD STRESS fy = 40 ksi �P AXIAL DEAD LOAD PDL - 2.8 k .AXIAL LIVE LOAD P€, 2.8 k LATERAL LOAD (0=WIND, 1=SEISMIC} = 0 Wind SID WIND AXIAL LOAD PL"r = 0 k, SD d SURCHARGE qg = 0 ksf I SOIL WEIGHT ws = 0.11 kcf FOOTING EM6EDiMENT DEPTH Df = 1.5 n FOOTING THICKNESS T = 12 In a , ALLOW SOIL PRESSURE Qs = 1.5 kat FOOTING WIDTH B - 2 It FOOTING LENGTH L = 2 h p7 BOTTOM REINFORCING # 4 THE PAD DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS (IBC 1605,3.2 & ACI 318 5.3) CASE 1: DL + LL P = 6 kips 1 2 OL + 1.6 LL Pu a 8 kips CASE 2., 01L+LL+0g13)W P = 6 kips 1.2 DL+LL+1.0W Pu 6 kips CASE 3: DL - LL -0.6(465) W P = 6 kips 0,9 DL+ 1.0 W Pu - 3 kips CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1 1) CASE 1 CASE 2 CASE 3 'VMAN- R +q,+(0,15-lvx)7'= 1,44 ksf, 1.44 ksf, 144 kst q MAX < k Q a (Satisfactory] where k =11 for gravity loads, 413 for lateral loads. IGN FOR FLEXURE (ACI 318 13,21, 21, & 22) 0.&5f.�1- € 0.383bd�Jr. F�.rs IS.S CIO -*C1 =F�1fN 0.i101i3 t 3 111111 4 y� j y Page 48 of 83 LONGITUDINAL TRANSVERSE d 8.75' 8.50 b 24 24 g wnm 1.96 0.000 0.000 rein 0 000 0 000 A, 0 06 0.06 Rego 1 t 4 1 * 4 Mex- Spacing 18 in 04.. 16 tr, o.c USE 3 # 4 ( g to a c. 3 4 4 gin o,c Itmum 0.010 0,019 Ctteek Pk-" , fano, (Satisfactory) (Satisfactory] Page 48 of 83 FLEXURE 4HEAR (Acl 31e 13lll A 22.5)' LONGITUDINAL Vu 0.08- - 8.75 ovn .18:8 Check V„,4 6V, (Satisfactory) PUNCHINO SHEAR (ACI :3181-3.2.7.1,22.e,4.1, 22.6-4.3. A 8,41.3) ovn 0+y) fc'° p 75:68 kips where 4 : 0.75 (ACI 213 11,2) d. a ratio of long aids to 1:hoR side of oomzmreted load by = 01+p2+bt+fi2+4d 58.5 In Ap by d 6 504.8 0 Y = MM, 41 P,. 40 01 bo) 2 D 1 b,+c bt+c= . $L "2 +,f � 2 +CSA- 4,8289 kll+5 TRANSVERSE 0.18 0,75 15.3; 0 V n [SatlafxtctnryJ Zoon Cd) Page 49 of 83 RPROJECT: Pad Fooling (2.5 R sq.)(P2, PAGE _.......__ I' �" CLIENT: Lenox Residence DESIGN BY : R.A. JOB NO.. 1810220 DATE. REVIEW BY: RA Pad Footing Design Based on ACI 318-14 INPUT DATA LONGITUDINAL TRANSVERSE d DESIGN SUMMARY 8 50 b 30 COLUMN WIDTH c = 6 in FOOTING WIDTH B 2.46 p COLUMN DEPTH ce _ 6 in FOOTING LENGTH L = 2,50 1t BASE PLATE WIDTH bs = 6 in FOOTING THICKNESS T = 12 in BASE PLATE DEPTH bx = 6 in LONGITUDINAL REiNF. 3 # 4 (91 12 in o,c, FOOTING CONCRETE STRENGTH k' = 2.5 ksl TRANSVERSE REINF 3 # 4 12 Ino c REBAR YIELD STRESS fy = 40 kale€, AXIAL DEAD LOAD PQM = 4.5 k AXIAL LIVE LOAD PLL = 4.3 k LATERAL LOAD (D=WIND, 1=SEISMIC) a 0 VVJnd,SD %�% WIND AXIAL LOAD FIAT d SURCHARGE qx - 0 ksf SOIL WEIGHT Ws _ 0.11 kcf d S' FOOTING EMBEDMENT DEPTH DI = 1.5 ft V FOOTING THICKNESS T - 12 in C1 ALLOW SOIL PRESSURE On = 1.5 ks€ FOOTING WIDTH B - 25 It FOOTING LENGTH L = 2.5 It ' u BOTTOM REINFORCING # 4 --3 THE PAD DESIGN IS ADEQUATE, L ANALYSIS DESIGN LOADS (IBC 1605 3.2 & RCI 318 5,3) CASE 1: DL + LL P = 9 kips 1.2 DL + 1.6 LL pa. = 12 kips CASE 2: DL + LL +0.6(1.3) tn, P = 9 kips 1.2 DL + LL + 1.0 W P= 10 kips CASES' DL+LL+06fGe51W P = 9 hips 099 DL+10W Pu m 4 kips C SOIL BEARING CAPACITY (ACI 318 13,3.1.1) CASE 1 CASE 2 CASE 3 'I AIAX — L ��- g, ¢ $6.15 — rt,,)1' = 1.45 ksf, 1 45 ksf, 1 45 ksf qVAK < k O m , [Satisfactory) where k = 1 for gravity loads, 413 for lateral loads, GN FOR FLEXURE (ACI 318 13.2.7, 21, $ 22) !l_ 15is� c _ rrt =,141N(00) 18 4 0.383ns1'I� �v f'rer �'e d 3 Page 50 of 83 LONGITUDINAL TRANSVERSE d 8.75 8 50 b 30 00 q u,mn 1.9G 1.86 M„ 2.46 2.46 p 0 000 0 000 pmin 0 000 0001 A, 0 13 013 RegD 1 # 4 1 0 4 Max. Spacing 18 In a c 18 in 0.c. USE 3 # 4 12 in 0,c, 3 4 4 @ 12 in o c, i>rtsax 0 018 0.019 Check I Crud ` I ma. ISatisfactoryl I (Satisfactory) Page 50 of 83 FLEXURE SHEAR (AC 1318 13.2,7,2 & 22.5) Oyn :2obd fit, LONGITUDINAL V. 1.33 0.75 19.7 Check V„ c syn (5alisfaelory) PUNCHING SHEAR (ACI 31811;2.7.2, 22.8,41, 22,6,4.3, & 8,4.213) OV,-(2+y)o -�,Ar 75,88 kips where R 0.75 (ACI 318 21.2) Rr. ratio of long side to short side of concentrated load bo . Ct+c8+b1+b2+4d 58.5 in AO . bo d m 504,8 Int y MIN(2 , 4 1(lc , 40 d I b,) = 2,0 1 AL --C —' FCx YuffiAYIiAhl —� a. ��K 2 +cf)1= 9,3818 kips TRANSVERSE 1.45 075 1911 aM ,c 0 V n [Satisfactory] (con€'d) Page 51 of 83 --R-- PROJECT : Pad Footing (3 It sq.)JP3j PAGE k., : I'I k,�i- CLIENT: Lenox Residence DESIGN BY : R.A -AJOB NO.! 1810220 DATE REVIEW BY : R.A. Pad Footina Design Based on Ail 318-14 PUT DATA DESIGN SUMMARY ILUMN WIDTH c, 6 in FOOTING WIDTH 8 - 3.00 It ILUMN DEPTH c, - 6 in FOOTING LENGTH L = 3.00 It SE PLATE WIDTH b, = 6 in FOOTING THICKNESS T = 12 in SE PLATE DEPTH b, ac 6 in LONGITUDINAL RSINF 3 f# 4�a�7 15 in o c. DOTING CONCRETE STRENGTH fc = 2.5 ks) TRANSVERSE REINF. 3 # 4 'Is in O.C. :BAR YIELD STRESS fy - 40 kal �P IAL DEAD LOAD Pc; = 6A K IAL LIVE LOAD P« - 6.3 k TERAL LOAD (O -WIND, 1=SEISMIC) 0 Wznd.SD ND AXIAL LOAD P„xT = 0 K, SD � � IRCHARGE qS = 0 ksf _ t )ILWEIGHT w, 0.11 kcf TOTING EMBEDMENT DEPTH Dr = 1.5 It QS IOTINO THICKNESS T = 12 in C, LOW SOIL PRESSURE Q. = 1.5 ksf IDTING WIDTH 8 = 3 ft .' b u TOTING LENGTH L = 3 It )TTOM REINFORCING # 4 THE PAD DESIGN IS ADEQUATE. L 4ALYSIS MIGN LOADS (IBC 1805.3.2 & ACI 316 5.3) k5£ 1; DL + LL P = 13 kips 1-2 DL + 1.6 LL Pu = 18 kips ktE2: CIL+LL+06I13IW P = 13 kips 12DL+LL+1.0W Pu - 14 kips SSE 3: OL , LL + 0 6t0, 51 W P = 13 kips 0.9 DL+ 1.0 W Pu 6 kips :K SOIL BEARING CAPACITY (ACI 318 13,3.1.1) CASE 1 CASE 2 CASE 3 gAIAX - 1 { 9 s 1 (U.! 5 - zr,,,)i = 1.45 ksf, 1.45 ksf, 1 d5 ksf q Marx C k Q' , [Satisfactory] where k = 1 for gravity loads, 413 for lateral loads. IGN FOR FLEXURE (ACI 316 13 2.7. 21. & 22) 38AFdr1 'J cap - - � A.�nx=A•f%�'iU.011l$- �� U.l�. v Page 52 of 83 LONGITUDINAL TRANSVCKSE= d 8.75 8.50 b 36 36 R 1.87 1.67 Mu 4.63 4.63 P 0.001 0.001 Amin 0-001 0.001 - As 024 0.24 ReyD 2 # g_. 2 >f 4 Max. Spacing 18 in o.c. 18 in O.c USE 3 S 4 15 in v.0 3 it in 0 -in pmax 0,019 0.016 Check p mn c pm., [Satisfactory] [satlsfnctory) Page 52 of 83 FLEXURE SHEAR (ACI 318 13.2.7.2 b 22.5) Ovn = 2phr1 V r e PUNCHING SHEAR (ACI 31813.2.7.2, 22.8.4.1, 22.6.4.3, & 8.4:2.3) OVn=(2+y) fCA,p = 75.66 kips where z 0,75 (ACI 318 21.2) 8� . ratio of long side to short side of concentrated Joao = 1.04 bo c9 + cz + b1 + b2 + 4d = 58:5 in AO = bo d s 504,6 it 3 y = Mild(2 , 41N. 40 (d l bo) _. 2.0 vu = P" m, l —I b ? r E + d) ? —,--4-d [ j = 14.829 kips < 0 V (SatisNI;toryJ (corttd) Page 53 of 83 LONGITUDINAL TRANSVERSE Vu 3.D$ 3.21 _ 0.75 —. 0.75 Wn 23,6 23.0 ChWA V„ <loVn 1$8lls4ctpryrj {Satisfactory] PUNCHING SHEAR (ACI 31813.2.7.2, 22.8.4.1, 22.6.4.3, & 8.4:2.3) OVn=(2+y) fCA,p = 75.66 kips where z 0,75 (ACI 318 21.2) 8� . ratio of long side to short side of concentrated Joao = 1.04 bo c9 + cz + b1 + b2 + 4d = 58:5 in AO = bo d s 504,6 it 3 y = Mild(2 , 41N. 40 (d l bo) _. 2.0 vu = P" m, l —I b ? r E + d) ? —,--4-d [ j = 14.829 kips < 0 V (SatisNI;toryJ (corttd) Page 53 of 83 E1NG[NLI:?WNG. INC:. ---- k - SHEET: SW -LAYOUT JOB NO,: 1814220 DATE: 12112112018 CLIENT: Lenox & Vasilopoulos Residence T T D1 r D2 fi 50-� 6 �I swwoai ROOF SHEAR WALL LAYOUT LENOX AND VASILOPOULOS RESIDENCE W Converting Addresses to/from Latitude/Longitude/Altitude in. One Stela Stephen .P. Morse, San Francisco Batch Mode (Forward) I Batch Mode (Reverse) Batch Mode (Altitude) Deg/Min/Sec to Decimal Computing Distances Frequently Asked Questions My Other Webpages address `77660 Calle Potrero city La Quinta state 'CALIFORNIA zip `92253 country United States ■ Determine Lat/Lon ; Get Altitudes I Laset latitude longitude above values must be in decimal with minus signs,jor south and west Determine Address] L reser Access geocoder.us f geocoder.ca (takes a relatively long tune) from gQggjg latitude longitude altitude decimal ®®u 33° 391592"11-116- 18'34.-34-4- 8'34.344" deg -rain -sec o�®� from yjgg dcaimal1133.65072 /16W Iatitude 7longitude -116.30954 altitude deg -min -sec 33° 391592"11-116- 18'34.-34-4- 8'34.344" / 6W Calle Potrero, La Quinta, California 92253 Page 55 of 83 12/512018 Design Maps Summary Repot USGS Design Maps Summary Report User -Specified Input Report Tule LendAVasilopoullos Residence Thu December 6, 2018 01:15;57 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS litzard data available in 2008) Site Coordinates 31650720N, 116.30954°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/11/I11 Rantha 1 MErayv •_ IX; 21 .Coachella r >Q r � 1 "M 4 4� t. USQS-Provided Output Ss = 1.500 g S1 = 0.600 g P41111 Desert r Sm = 1.500 g SMI = 0.900 g 4: Rpnl Arrp�.d A 4 Sns = 1.000 g Sol = 0.6100 g t►�i LCA For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document, MCEIC Response spectnini I 1 1 A4 114 I]r i1r6 K3.'il l q� e1�4 1rt+1 4. k5 flJ.i o 45 kliv tan 14.11 uaa OW WV 11n [-S1 140 1JX, In, 3,101 YcrWs T fills Design R es pause Slivvtrum I.>11 flfmi 1 r.Sf 9D/V1 .1.55 regi 11.1 s ly.iw uxa+ ate a �.� Tarr afis� rt Afr? i�u 431 LlV la1 l71! Zoo Pvri 1t, T ismi For PGAM, T,_, C,s, and CSL values, please view the detallect r«po+• . Although this information is a product of the U.S. Geological Survey, We provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is Apt a substitute for technical subject -matter knrn dodge. hapsillprod02-earthquake.cr.uns.govldesighmap'slustsummery.php?template=minimal&latitude=33.65072&longitude=-i�6.3ii954&sitQc�� iskBG l.. 1/1 RA Structural DESIGNED R.A./J.M. PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SUBJECT Custom House DATE 12/12/2018 Building Information No. of stories 1 Building height for lateral calculations (ft) 15,22 Building weight (lbs) 75575 Redundancy Factor: N -S: 1,3 E -W: 1.3 Floor ID Floor net area (sf) Floor opening area (sf) Average height (ft) Diaphragms Floor Information 1 St 2555 0 15.00 JOB NO. 1810220 SHT OF W Shear Lines Combinations Combination ID Combined Lines A 4 and 5 Common Shear Lines Common Line ID Supported Diaphragms 2 02 and D1 www.structuralsoft.com Page 57 of 83 RA Structural I DESIGNED R.A./J.M. I JOB NO, 1810220 PROJECT Lenox&Vasilopoulos Residence 1 CHECKED R.A. SUBJECT Custom House DATE 12/12/2016 Seismic Loads Design code 2016 CBC (ASCE 7-10) Lateral force calculation method Equivalent Lateral Force Procedure Seismic data: SHT OF Building occupancy category 11. Standard Table 1-1 Importance factor 1 1.110 Table 11.5-1 Soil site class D. Stiff soil profile Table 20-3-1 Response Spectral Ace. (0.2 sec) (Ss) 1.50 Fig 22-1 through 22-14 Design Response Spectral Ace. (0.2 sec) (Ss) 1.50 Fig 22-1 through 22-14 Response Spectral Ace. (1.0 sec) (S1 ) 0.60 Fig 22-1 through 22-14 TL (sec) 8.00 Fig 22-15 through 22-20 Fa 1.00 Table 11.4-1 Fv 1.50 Table 11,4-2 Max. Considered earthquake ace. S�,ls 1,50 (11.4-1) Max, Considered earthquake acc. Sm1 0.90 (11.4-2) Design spectral acc. at short period SDs 1.00 (11.4-3) Design spectral acc. at 1 s period Sol 0.60 (11.4-4) Seismic design category based on short period D Table 11.6-1 Seismic design category based on 1 S period D Table 11,6-2 Is S1 >0,75 False Sec 116 Project seismic design category D Seismic force resisting system 13. Light -framed walls sheathed with Table 12.2-1 wood structural panels rated for shear resistance or steel sheets Response modification coefficient R 6.50 Table 12.2-1 System overstrength coefficient Do 3,00 Approximate fundamental period parameters Ct = 0.02 x = 0.75 Table 12.8-2 Building height (ft) 16.22 Building period T=T, (sec) 0.16 (12.8-7) Regular structure and 5 stories or less? True Maximum Sss =1.50 False Sec 12.13.1.3 Base Shear Adjustment Factor 1 Minimum Cs 0.05 12.8.6 Seismic response coefficient C, 0.15 (12.8-2) Adjusted Cs 0,15 Seismic load: V= Cs w = 0.15 W For allowable stress design 0.7 E = 0.7 * 0.15 = 0.1077 W www,structuralsoft.com Page 58 of 83 RRA Structural I, `, ' l, - `I' PROJECT Lenox&Vasilopoulos Residence SUBJECT Custom House Total effective weight (lbs) --75575 Total seismic force (ASD) (lbs) = 8139 Vertical seismic load distribution: Fx = Cvx V GA' = n —1 T = 9.18 it = 1.90 DESIGNED R.A./J.M. i JOB NO. 1810220 CHECKED R.A, DATE 12112/2; 1 8 Floor Wx (lbs) hx (ft) Wx * hx lb.ft Wx " hx sum(Wi*Hi) Fx (lbs) 1st 75575 16.22 1225737 1.0000 8139 Sum(W)= 75575 Diaphragm design force: r� 5i Ft. FPx WPX u, i i=T I-dinimurn value = 0.2 S=':{+lpx Needn't to exceed = 0,4 ScoWpx Diaphragm seismic forces: Sum(W*h)= 1225737 SMT OF (12.8-11) Sec 12.13.3 12.10.1 Sec 12.10.1 Floor Sum(FI) (lbs) Sum(Wi) (lbs) Wpx (lbs) Sum(Fi) Wpx Miry. Value Max. Value Fpx (lbs) Forces Point Seismic Total Base Shear S—UM (W's} Sum point 1st 8139 75575 75575 8139 15115 30239 15115 Seismic force verification. Direction Base Seismic Forces (lbs) Sum Wall Forces % Difference Masses Forces Point Seismic Total Base Shear Sum of Sum point 'Total mass Seismic Seismic diaphragm mass factor force from masses mass N -S 75575 175575 0 75575 0.1077 8139 0 8139 8139 01.003 E -W 0 175575 0.1077 8139 10 8139 18139 0.002 www.structuralso(t.com Page 59 of 83 RA Structural PROJECT Lenox&Vasilopoulos Residence SUBJECT Custom House DESIGNED R.AJJ.M. CHECKED R.A. DATE 12/12/2018 Wind Loads Design Code: California Building Code 2016 Wind Standard: ASCE7-10 (Directional Procedure) Wind Data Exposure C Enclosure Enclosed Building Category; ll Wind Speed 110 MPH Mean Roof Height 17,72 8 Hill Shapet No Topographic Obstructions Velocity Coefficient qz 0,00256 KZ KZt Kd V2 Velocity Coefficient qh 0.00256 Kh KZf Kd V2 Directionality Factor Kd 0.85 Gust Effect Factor G 0.85 Pressures for lVIWFRS p gGCP Kn 0.88 NorthfSouth C4,: Windward Wall CP 0.80 Leeward Wall CP -0.50 (LIB) 0.51 EastlWest Cp : Windward Wall C� 0.80 Leeward Wall Cp -0.31 (LIB) 1.96 Wind Load Distribution (North/South) JOB NO, 1810224 SHT OF (27.3-1) (27.3-1) Table 26.6-1 (26.9) (27.4-1) Elea. Z (ft) Kz Kzt qz (psf) p ('Wall -Windward) (psf) 0-15 17.72 0.85 0..88 1.00 1.00 14.30 14.82 9.73 10.07 p (Wall -Leeward) (psf) -6.30 p (Roof Windward) (psf) 22.2.2 p (Roof Leeward) (psf) -14.82 www.str'ucturalsoft, conn Page 60 of 83 RA Structural FIs'=ElRtl. PROJECT Lenox&Vasilopoulos Residence SUBJECT Custom House Wind Load Distribution (East/West) DESIGNED R.A.lJ.lul, CHECKED R.A. DATE 12/12/2018 Elev. 2 (ft) K Kzt qz (psf) p (Wall -Windward) (psf) 0-15 17.72 0.85 0.88 1.O0 1.00 14.34 14.82 9,73 10.07 p (Wall -Leeward) (psf) -3.88 p (Roof Windward) (psf) 22.22 p (Roof Leeward) (psf) -14.82 JOB NO. 1810220 SHT OF www.structuralsoft.com Page 61 of 83 RA Structural DESIGNED R,A./J.M. ,JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF - SUBJECT Custom House DATE 12/12/2018 Shear line reactions and shear wall forces Floor ID. 1st Shear line 11) Reaction (lbs) Shear wall ID Shear wall forces (lbs) Seismic Wind R* Wall type Seismic Wind 1 984 1892 1-1 884 1892 6,50 Segmented 2 2412 4111 2-1 1037 1767 6.50 Segmented 2-2 1375 2344 6.50 Segmented 3 11 1803 2876 3-1 1803 2876 6.50 Segmented 4 753 1197 4-1 753 1197 6.50 Segmented 5 790 1256 5-1 790 1256 6.50 Segmented 6 1223 1917 6-1 1033 1620 6.50 Pre -manufactured 7 363 734 7-1 181 367 6.50 Shear wall with opening 7-2 181 367 6.50 Shear wall with opening a 2363 1974 3-1 940 1500 6.50 Segmented a-2 610 427 6.50 Segmented a-3 813 5.69 6.50 Segmented b 2896 2062 b-1 2896 2062 6.50 Segmented C 1075 1716 C-1 1075 1716 6.50 Pre -manufactured d 1806 1657 d-1 903 829 6.50 Pre -manufactured d-2 1903 829 16.50 1 Pre -manufactured www.structuralsofi.com Page 62 of 83 RA Structural E l► XPROJECT Lenox&Vasilopoulos Residence M. SUBJECT Custom House Shear Wall Schedule DESIGNED R.A./J_M. CHECKED R -A. DATE 12/12/2018 JOB NO. 1810220 SHT OF Mark Sheathing No. of Edge Field plate Nail Shear Clip Mudsill Anchors Allowable Material Remarks sides Nail Nail Shear (plf) 2X Mudsill 3X Mudsill 1 318" Sheathing, plywood Single 8d @ 6" 8d @ 16d NAILS @ A35 @ 2'-0" 5/8" x 10" @ 4'-0" 5/8" x 12" @ 260 DF 1 siding except Group 5 12" 0'-6" 4--0- Species 2 318" Sheathing, plywood Single 8d @ 4" 8d @ 16d NAILS @ A35 @ 1'-8" 518"x 10" @ T-6" -5/8"x12'@ 380 DF 1,2 siding except Group 5 12" 0'-4" 4'-0" Species 3 318" Sheathing, plywood Single 8d rri 3" 8d @ 16d NAILS @ A35 @ 0'-8" 5/8" x 10" @ T-0" 5/8" x 12" @ 490 DF 1,2 siding except Group 5 12" 0'-3" X-8" Species 4 1 3/8" Sheathing, plywood Single 8d @ 2" 8d @ 1.6d NAILS @ A35 @ 0'-8" 5/8' x 10" @ 2'-0" 5/8" x 12" @ 640 DF 1,2 siding except Group 5 12" 0'-2" 2' -8 - Species 5 15/32" Structural I Single 10d @ 10d @ 16d NAILS @ A35 @ 0'-6" 5/8" x 10" @ 1'-6' 5/8" x 12" @ 870 DF 1,2 Sheathing 2" 12" 0'-2" 2'-0" 3D 318" Sheathing. plywood Double 8d @ 3" 8d @ SDS1/4x6" @ A35 @ 0'-4" 5/8" x 10" @ 1'-6" 5/8"x 12" @ 980 DF 1,2 siding except Group 5 12" 0'-3" 1'-10" Species 4D 318" Sheathing, plywood Double 8d @ 2" 8d @ SDS1/4x6" @ A35 @ 0'-4"5/8" x 10" @ 1'-0" 5/8"x 12" @ 1,2801 DF 1,2 siding except Group 5 12" 0'-3" Species 1 WALL SHALL BE FRAMED WITH STUDS AT 16" O.C. OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. 2 ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER OR TWO 2 -INCH NOMINAL MEMBERS FASTEND IN ACCORDANCE= WITH SECTION 2306.1 TO TRANSFER THE DESIGN .SHEAR VALUE BETWEEN FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. o 3 ALL HARDWARE SHALL BE USP STRUCTURAL CONNECTORS U.O.N. W 0 00 co wvrw.structuralsoft.com w CD CD am 41 0 co CA) RA Structural DESIGNED R.A.1J.M. JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A- SHT OF - SUBJECT Custom House DATE 12/12/2018 Shear Waft Design 1st walls Wall ID Length (ft) Net Height (ft) H / W Shear (plf) Wall Allowable type shear (pif) Adjusted shear (plf) allowable Wall Drift (in) Hold -Down Remarks Wind Seismic Wind Seismic End I End J 10'-0" 125 236 160 1 260 364 260 1.39 HDU5 HDU5 1-1 8'4)" 2-1 V -Q- Ill' -0- 1.82 292 223 2 380 532 380 1.57 HDU5 HDU5 2-2 0" 11'-0" 1.37 292 223 2 38Q 532 380 1.34 HDU5 HDU5 371 10'-0" 15'-0" 1.49 286 233 2 380 532 380 1.23 HDU5 HDU5 11'-0" 1.92 2019 171 2 380 1.43 HDU2 HDU5 4-1 5'-8" 11'-0" 1.83 209 171 H0532 2 532 380 1.39 HDU5 HDU5 5-1 6'-0" 1 6-1 2 7-1 2 7-2 10'-0" 1.24 186 152 1 260 364 260 1.35 HDU2 HDU2 a-1 8'-0" 11'-0" 1.82 71 131 1 260 364 260 1.41 HDU2 HDU2 a-2 6-0" a-3 8'-0" 11'-0" 1.36 71 131 1 260 364 260 1.20 HDU2 HDU2 11'-0" 1.07 200 365 3 490 686 490 1,45 HDU5 HDU5 b-1 10'-3" -7 c-1 i T1 www.slruci 3o t,corn RA Structural DESIGNED R.A./J.M. JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHl` OF - SUBJECT Custom House DATE 12/1212018 1st walla d-1 d-2 1 1 See pre -manufactured walls report 2 See shear wall with opening report CD CD o) Ln 0 CD w www_ structu ra lsoft. com -- RA Structural DESIGNED R.A./.1,M. JOB NO. 1810220 PROJECT Lenox&Vasilopoul©s Residence CHECKED R.A. SHT OF SUBJECT Custom House DATE 12112/2018 7 Total width IMIST - 0 L2/2 Fi 2/2Fj I F2 I ' F41127 F4 34 3 F9 F10 r F5 -F5 Fly F3 7 FS Ft5 Fib fm F12 TL F21 F2 Fs ]Ell F4 4 177 F-15 F11 F12 � FR 6 F8 F1 4 FE F17 Fib F16 F:U re X- F21 1 10 F-21 F23 F23 F24 r --BQDY MI-V12s1LR&ALLS CE -W ,1, Tp C- www.structuralsoft.com Page 66 of 83 RA Structural DESIGNED R.A./J.M. JOB NO. 1810220 PROJECT 'Lenox&Vasilopoulos Residence CHECKED R.A. 8HT OF SUBJECT Custom House DATE 12/12/2018 Floor ID: 1st Design of shear wall with opening WallWithOpening 1 PASSED Seismic Force (plf) = 28 Wind Force (plf) = 44 Total wail width = 15.22 ft Plate height = 11,00 Overall wall h/w (75 2) = 0.72 Selected wall type _ 2 Allowable shear (h/w `2) = 380 pff Panel forces: 279 ID Wind Force (lbs) Seismic Force (lbs) F1 -97 -62 F2 F 3 435 -`J7 279 -62 F4 F5 300 338 192 217 F6 435 279 F7 435 279 F8 338 217 F9 -90 -5$ F10 389 250 F11 389 250 F 12 790 758 Panels shear check. IDWind F13 Force (lbs) 300 Force Seismic (lbs) 192 F14 300 192 F15 689 442 F16 389 250 F17 389 250 F18 689 442 F19 1643 1055 F20 1843 1055 F21 189 121 F22 -1305 -838 F23 1643 1085 F24 -1305 -838 Panel w (ft) h (ft) h/w Maximum Adjusted seismic Maximum Allowable lD seismic allowable shear wind shear (plf) ivied shear (plf) shear (plf) (plf) 1 3.25 3.00 0.92 19 380 30 532 2 4.35 3.00 0.34 64 380 100 532 3 4.35 3.00 0.34 64 380 100 532 4 3,25 3.00 0.92 19 380 30 532 5 3.25 3.75 13.75 2.31 167 330 104 532 6 3.25 2.31 67 330 104 532 7 3.25 3.75 2.31 67 330 104 532 8 3.25 3.75 2.31 67 330 104 532 9 3.25 0.50 0.15 258 380 401 532 10 4.35 0.50 0.06 242 380 377 532 11 4.35 0.50 0.06 242 380 377 532 12 3.25 fl.50 0.15 258 380 401 532 Strap design Maximum strap force (F6/F7/F19/F20) = 1643 lbs Selected strap = CS16 Allowable strap force = 3410 lbs www.structuralsoft.com Page 67 of 83 RA Structural PROJECT Lenox&.Vasilopoulos Residence SUBJECT Custom House Manufacturer_ HardyFrame002 Floor ID: 1st DESIGNED R.A./J,M. CHECKED R.A. DATE 12/12/2018 Premanufactured Shear Panels JOB NO, 1810220 SHY OF CD M co a co W www . stru ctu rea I `^ft.co m Passed Allowable Dimensions (in) Anchors R Seismic Wind vertical load Wall ID Load (lbs) Model Dace Floor Sill op plates Hold Allowable Drift towable Drift Seismic Wind Seismic Wind Type Widt Height Th. anchors Screws Down land (lbs) (in) load (lbs) (in) 11/8 6.50 2340 0.3700 2365 0.3700 6500 6500 d-1 1362 961 HFX-18x11 HS F 18 128114 - 1 118 8 50 1970 4.4304 1990 0.4300 6500 6500 d 2 986 69G HFX-] 8x13 HS F 18 152 114 - - 1118 6.50 1960 0.5970 2830 0.8590 3500 3500 6-1 1560 1917 HFX-24x15 H5 F 24 176 114 - _ 1 118 6. 50 2585 0.3400 2605 0-34Q0 6500 6500 C-1 1397 1716 HFX-18x10 HS F F - Foundation CD M co a co W www . stru ctu rea I `^ft.co m Passed PROJECT: Grade Beam (HFX-18x10) CLIENT. Lenox Residence _~ ..?,+..+:,;I•i ,!' JOB NO. 1810220 DATE :ooting Design of Shear Wall Based on AC! 318-14 NPUT DATA VALL LENGTH Lar= 1.5 ft VALL HEIGHT h = 10 ft VALL TRICKNESS t = 4 in DOTING LENGTH L = 7.5 ft L, = 3 ft )OTING WIDTH 8 = 2.5 4 )OTING THICKNESS T = 24 in )OTING EMBEDMENT DEPTH D = 2.5 If LOWABLE SOIL PRESSURE qs = 1.5 ksf ?AD LOAD AT TOP WALL Pr,DL = 1 kips, wr,OL = JE LOAD AT TOP WALL Pr,LL = 1 kips, wr.LL = IP LOAD LOCATION a = 0.75 ft ALL SELF WEIGHT Pw = 0.1 kips TERAL LOAD TYPE (0=rnrind,t=seismle) 0 wand ND LOADS AT WALL TOP (W, SD) F„ = 2.402 kips, SO Mu = 0 ft -kips, SD )NCRETE STRENGTH f,'- 2.5 ksl BAR YIELD STRESS ff= 60 ksi P BARS, LONGITUDINAL 4 # �TTOM BARS. LONGITUDINAL 4 # 1TQM BARS, TRANSVERSE # 3 @ 0 pit 0 p1t �F h Dr PAGE. DESIGN BY. kA - REVIEW BY: R.A. wr �_ Q 4 Pr L1 --4-- (F = 1.72 Kips. Hain (M = 0.00 ft -hips, ASD) Pf J PW M —Lw —I THE FOOTING DESIGN IS ADEQUATE, 5 5 12 ino.c. Not Required `ifSIS OVERTURNING FACTOR (2015 IBC 1605.2,1.180&3.1, & ASCE 7.10 12,13.4) F = MR / Mc = 1 14 > 1.0 10.9 for wind Mere PrT)L ' 1 kips, (total roof DL, including wr,DL) Pr,LL = 1 kips, (totai roof LL, Including wr,LL) a = 0.75 ft, (total roof loads) Pf = 5.4375 kips (footing soft weight) Mo = F (h + 0) + M = 21 ft -kips (overturning moment) Ma = (PrDL) (La + a) + Pf (095 L) + Pw (Lc + 0. 51-w) = 25 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) P" = 3.75 kips (Sail weight in footing size) P = (Pr,DL + P,,LL) + Pw + (Pf - Pao) = 3.79 kips (total vertical not load) MR _ (Pr.DL + Pr, LL) (LI +s) + Pf (0,5 L) + Pw (L1 + 0.51-w) = 28 e = 0 5 L - (Ms -Nle) t P = 1.95 ft (eacentaidty from middle of footing) .fur' c S 2P ( = 056 ksf 38(0.-:;L --e)' Jr�r e a Where e = 3,95 ft, > (L f S) FOOTING CAPACITY (STRENGTH DESIGN) M.'. = 1.2 (P,.m (La + a) + P. (D.5 LI + P (L •. + 0 5t_N}I + o,5 Pr L' -(La + s) Mu,,,= 1.0 (F(h + D) + M] = 21 f -kips 31 ft k1pffi Pu = 1.2 (Pr,DL + Pf + Pw) + 0,5 Pr. U- = 8 = kips eu = 0,5L- (Mus - Mu.0)1`PL - 2.57 ft P„�Ii6" Lai °r 4L ) = 189 ksf 2 P„L 3B(O.5L—ew) for 6 [Satleactoay] ft -kips (resisting moment without live load) ft -kips (resisting moment with live load) < 413ga [Satisfactory] qu,nt Puaw Page 69 of 83 BENUNG MOMENT S SHEAR AT EACH FOOTING SECTION Secdion 0 1110 L 2110 L 3110 L 4110 L X,(A)0 4.50 0.75 1.50 2 25 3.00 Pu,,H(klD 0.0 0;0 O.0 0.0 88.4 M,,, (k -k] 0 0 0 0 0 V. w (klps) 0 0 0 0 0 Aur (ksf) 0.3 0.3 0.3 0.3 0.3 M„ f 4k-RY 0 0 1 -2 -4 Vu.1 {kIPS) 0 -1 -1 -2 -3 qu (W -1.9 -L5 -11 -01 -0.3 Mu,q (11-1k) 0 1 5. 9 15. Vu,q (kips) 0 3 6 7 8 Emu(k-kl 0 1 4 7 11 SVi, (kips) 0 3 4 5 6 15 l- Ed 10 L)3!f"- o.3s'A = o.0018 5110 L 8110 L 7110 L e/ti0 L 9/10 L L 3.75 4.50 5.25 6.00 6.75 7 50 1.2 -56.0 0.0 0.0 0,0 0.0 -11 -23 -24 -26 -27 -28 -22 -2 -2 -2 -2 -2 0:3 0,3 0.3 0.3 0.3 0,3 -6 -4 -12 -16 -20 -24 -3 -4 -5 .5 `6 -7 0.0 0:0 0.0 0.0 0.0 0.0 21 28 34 40 46 53 8 8 8 8 8 6 4 4 -2 1 0 0 -17 3 2 1 1 0 am 10 0 av -20 LoCatLOn M,Mlm d (m) max V 2 b d f as @ _ _ (ci Top Longitudinei -t ft -k 20.69 0.0001 0.0020 17 RIPS 53- W06 Bottom LongRudinel 11 ft -k 2069 0.0018 0.0020 17 kips 53 kips Botom TransVAfa6 0 fE k 1 R 20.19 OA000 0.0000 0 ki s / ft 21 ki s 111 (�' l- Ed L)3!f"- o.3s'A = o.0018 Pm� Where P = Y �.�SYf✓I/ PAqAr - - 00129 (SatiSfactort+j f vu+at Icont,d) Page 70 of 83 PFt[7JECT Grade Beam (HFX-18x11) PAGE: CLIENT Lenox Residence DESIGN BY: R,A, JOB NO.. 1810220 DATE: REVIEW BY : RA, '00ting Design of Shear Wall Based on ACI 318-14 INPUT DATA WALLLENGTH WILL HEIGHT WALL THICKNESS FOOTING LENGTH Lw= B - h= „ l= 4 L = 6,5 Lr = 2.5 FOOTING WIDTH B - 2.5 FOOTING THICKNESS T = 24 FOOTING EMBEDMENT DEPTH D = 2.5 ALLOWABLE SOIL PRESSURE qa = 1,5 DEAD LOAD AT TOP WALL Pr.rTL = 1,6 kips, LIVE LOAD AT TOT' WALL, PrLL = 1,6 kips, TOP LOAD LOCATION a = 0.75 ft ksf Wr.DL = 0 plf wr LL = 0 pif 9MLL SELF WEIGHT PW= 0.1 kips .ATERAL LOAD TYPE (0=wind,I-seismic) SEISMIC LOADS AT TOP (E, SD) CRETE STRENGTH 1R YIELD STRESS BARS, LONGITUDINAL rCMA BARS, LONGITUDINAL COM BARS, TRANSVERSE Wr F. , -.4 P,. �F M PW 1 Ppi D L1---- — Ir— Lw —" L kips: haul (M = 0.00 ft -Kips, ASCI) THE FOOTING DESIGN IS ADEQUATE, 5 5 12 in o.c. < Not Required YSIS OVERTURNING FACTOR (2015 IBC 1605,2.1, 1808,3.1, & ASCE 7-10 12,13 4) F=MRIMO= 1,17 > 1.0x0.7510,9 for seismic Whare Pr,DL = 1.8 kips, (total roof DL, including yr r,Ol) PrLL= 1.8 kips, (total roof LL, including W'r.LL) a = 0J5 ft (Iota! roof loads) Pf = 4.7125 kips (footing self weight) Mo = F (h + D) + M - 18 ft -kips (overturning moment) MR = (Pr,DL) (Ls + a) + Pf (0.5 L) + Pw (L, + 0.51-w) = 21 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) P. = 3,25 (tips (soil weight in footing siza} P = (Pr m + Pr,LL) + F'w + (PI - PO = 5.16 kips (total vertical net load) Mn = (P,,DL 4' Pr, L) (L, + a) + Pt (0.5,L) + Pw (L, + 0,5Lw) = 27 e = 0,5 L - (MR - Mc) I P = 1.52 ft (eccentricity from middle of footing) HL for u S 2P L = 0,70 kef 38(0,5t -Cr) �r �� G Where a. 1,52 ft, > (L f 6) FOQTING CAPACITY (STRENGTH DESIGN) Mu,n = 1-2 1P, DL (L, + e) + P+ (0 5 L) + P„, (L. + 0.51 M.)I + 0.5 Pr, LL(L, + a) M,. = 1,0 jF(h + D) + M) = 16 ft -kips 29 ft -kips Py = 1,2 (PIOL + Pf + Pv,) + 0.5 Pr. LL = 9 kips au = 0.5L - (Mu,s - M,,,o) J P, = 2.08 ft P„(1+ L"" L for e„ 5 — q_tIAV !3L 6 = 2.02 ksf 2 P,. L 3E3(O.5L-�„)' .��+' Eu�6 [Satisfactory] ft -kips (resisting moment without live load) ft-ktpa (resisting moment with live load) < 413g, 0 [Satialactory) Pu,w Page 71 of 83 1 seismic F„ = 1.907 kips. 80 Mu = 0 ft -kips, SO fc' = 2.5 ksl fy = 60 kal 4 Y 4 # # 3 Wr F. , -.4 P,. �F M PW 1 Ppi D L1---- — Ir— Lw —" L kips: haul (M = 0.00 ft -Kips, ASCI) THE FOOTING DESIGN IS ADEQUATE, 5 5 12 in o.c. < Not Required YSIS OVERTURNING FACTOR (2015 IBC 1605,2.1, 1808,3.1, & ASCE 7-10 12,13 4) F=MRIMO= 1,17 > 1.0x0.7510,9 for seismic Whare Pr,DL = 1.8 kips, (total roof DL, including yr r,Ol) PrLL= 1.8 kips, (total roof LL, including W'r.LL) a = 0J5 ft (Iota! roof loads) Pf = 4.7125 kips (footing self weight) Mo = F (h + D) + M - 18 ft -kips (overturning moment) MR = (Pr,DL) (Ls + a) + Pf (0.5 L) + Pw (L, + 0.51-w) = 21 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) P. = 3,25 (tips (soil weight in footing siza} P = (Pr m + Pr,LL) + F'w + (PI - PO = 5.16 kips (total vertical net load) Mn = (P,,DL 4' Pr, L) (L, + a) + Pt (0.5,L) + Pw (L, + 0,5Lw) = 27 e = 0,5 L - (MR - Mc) I P = 1.52 ft (eccentricity from middle of footing) HL for u S 2P L = 0,70 kef 38(0,5t -Cr) �r �� G Where a. 1,52 ft, > (L f 6) FOQTING CAPACITY (STRENGTH DESIGN) Mu,n = 1-2 1P, DL (L, + e) + P+ (0 5 L) + P„, (L. + 0.51 M.)I + 0.5 Pr, LL(L, + a) M,. = 1,0 jF(h + D) + M) = 16 ft -kips 29 ft -kips Py = 1,2 (PIOL + Pf + Pv,) + 0.5 Pr. LL = 9 kips au = 0.5L - (Mu,s - M,,,o) J P, = 2.08 ft P„(1+ L"" L for e„ 5 — q_tIAV !3L 6 = 2.02 ksf 2 P,. L 3E3(O.5L-�„)' .��+' Eu�6 [Satisfactory] ft -kips (resisting moment without live load) ft-ktpa (resisting moment with live load) < 413g, 0 [Satialactory) Pu,w Page 71 of 83 Page 72 of 83 BENDING MOMENT S SHEAR AT EACH FOOTING SECTION 5ncilon 0 9119 L 2l10 L 3110 L 4110 L 5110 L 8110 L 7690 L 8110 L 8110 L L X, (fk) 0 0.85 9.30 1,95 2.80 3.25 3.80 4.55 5.20 5.85 d50 Fuw{kif} 0.0 0.0 0,0 0.0 44.8 21 -40.40.0 0.0 0,0 0.0 Mu,,�(ft-k) 0 0 0 D D -iD -20. -23 -25 -27 -29 Vu,w (kips) 0 0 0 0 -5 -20 -B -3 -3 -3 -3 Pu,{(kSf] 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 013 0,3 0<3 Mu.f (R -k) 0 0 -1. -2 -3 -5 _7 _9. .1.2 -46 -18 Vu., tlups) 0 -9 _; -2 =2 -3 -3. -4 -5 -5 _8 quiksi] -2.0 -1.8 -9.3 -0.9 -0.5 -0,1 0.0 0.0 0.0 0,0 010 Mug(ft-k) D 1 4 8 i3 98 24 30 38 41 47 VU.0 (kips) 0 3 5 7 & 9. 9 8 9 9 `I 8 Mu (ft••k) 0 4 3 f3 10 4 3 -2 -1 0 0 Z, V„ (kips) -3 2 1 9 0 15 10 0 OM 10- 0 dv -90 � -20 Location Mu mart d (in) PMQo pnrovS3 VU. -Ox = }o pVz 2 0 0 d (fc Top Longitudinal <3 ftk 20.89 0.0000 00020 1A kips 53 kips Bottom Longitudinal 10 h -k 20.89 0,0018 0.0020 14 kips 53 kips Bottom Transverse 0 ft -k f ft 20.19 0.0000 0-0000 1 kips 1 ft 21 kips 1 ft Where PV.�J�S�}' = � �,�, � 0,001 S P"ILY - 0.85#.# � sz, - 0,0128 [satisfactory) f Y �u"�5l Page 72 of 83 0 2 4 5 1 -'!4 -3 2 1 9 0 Page 72 of 83 PROJECT., Grade Beam (HFX-18x13) I ` CLIENT: Lenox Residence JOB NO. ; 1810220 DATE Footing Design of Shear Wall Based on ACI 318.14 INPUT DATA WALL LENGTH WALL HEIGKT WALL THICKNESS FOOTING LENGTH FOOTING WIDTH FOOTING THICKNESS FOOTING EMBEDMENT DEPTH ALLOWABLE SOIL PRESSURE DEAD LOAD AT TOP WALL Pr.DL = LIVE LOAD AT TOP WALL Pr LL = TOP LOAD LOCATION a = WALL SELF WEIGHT LATERAL LOAD TYPE (G=wind,I=seismic) SEISMIC LOADS AT TOP (E, SD) CRETE STRENGTH kR YIELD STRESS OARS, LONGITUDINAL FOM BARS, LONGITUDINAL FOM BARS, TRANSVERSE LW= 1,5 h = 13 t= 4 L = 6.5 L, = 2.5 S. 2.5 T = 24 D = 2.5 9a = 1.5 1.8 kips, 1.8 kips, 0.75 ft ft in ft ft ft in It kst wr.DL = 0 pit W(,,LL = 0 Olt PW - 0.1 kips 1 seismic F, = 1.361 kips, SD M,; = 0 ft -Kips, SD fC' = 2.5 ksi fy = 60 ksi 4 # 4 N # 3 a PAGE DESIGN BY R.A. REVIEW BY R.A, 9 F i f M F 1 Pw 1 p D L1--La,�' (F = 0.99 x{py, haul (M = 0.00 ft -kips, ASD) THE FOOTING DESIGN IS ADEQUATE. 5 5 12 in 0.0. < _- Not Required PSIS OVERTURNING FACTOR (20`15180 16052.1, 1808,31, & ASCE 7-10 12,13,4) F =MR E Mo - 1.41 > 1.0 x 0.75 10,9 for seismic Where Pr DL = 1,s kips, (total roof DL, including wr,OL) Pr'LL = 1.8 kips, (local roof LL, including wr.LL) 3 = 0.75 it, (total roof loads) P€ = 4.7125 kips (footing self weight) Mo = F (h + R) + M = 15 ft -kips (overturning moment) M,, = (Pr,DL) (L, + a) + Pt (0,5 L) + Pw (L, + 0 5Lw) = 21 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) P. = 3,25 kips (soil weight in footing size) P = (Pr,OL + Pr.LL) + Pw + (pl - Ps) = 5.16 kips (total vertical net load) MR = (Pr,Dt + Pr. LL) (L, + a) + Pt (0.5 L) + PW (L= + 0.5LW) = 27 e - 0,5 L - (Mrr - Mo) / P = 0,92 It (eewntriaity from middle of footing) !'I I + L e5f f"'f"'— gAfMV BL • 6 2P j, n 0,59 ksf jbr e > 6 t313(0.51. -e)" Where e = 0,92 ft, < (L 16) FOOTING CAPACITY (STRENGTH DESIGN) Mij q = 1,2 [Pr.OL (L, + a) + ¢r (0.5 Li + PW (1-1 + p, 5Lw)I + 0,5 Pr, 4L(L, + e) Mu,a = 1,0 (F(h + D) + M) = 15 ft -kips = 29 ft-klps Pu = 1.2 (P"DL + Pr + PW) + 0,5 Pr. LL = 9 kips eu = 0.51-- (Mj .,R - Mu c) 1 Pu = 1.73 ft 1" ,,i -t- fie, L « L q,,,AfAV = BL 5 6 a 1,55 ksf 2p3 L 313(0.5L - e„j �r c�„ 6 Iselisfactcry) ft -kips (resisting moment without live load) ft -Nips (resisting moment with live load) < 413 q, [Satisfactory] u,w Page 73 of 83 fiNMINC, MMMOZNT A RLlFAR AT FACM lznnTINr SFCTION Section 0 1/10L 2110L 3110 L 6114 L 5110 L 0.110 L 7/10 L 8110 L 9110 L L X„ (ft) 0 0,65 1,30 1.95 2.60 3,25 3.90 4.55 5.20 585 650 pu,w (M) 0.0 0.0 0,0 0.0 37,5 2.1 -332 0.0 0,0 0.0 0 ❑ Mu,w (ft•k) 0 0 0 0 0 -8 -17 -19 -21 -24 -26 Vu, (kips} 0 0 0 0 j 4 -17 -7 -3 •3 -3 -3 pu•f (ksp 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0,3 0.3 MU,t (ft -k) 0 0 -1 -2 -3 -5 -7 -9 -12 -15 -18 Y4t(kips) 0 -1 -1 -2 -2 -3 -3 -4 -5 -5 -6 qu (ksj -1.8 -1.3 -11 .0.9 -0,7 -0.4 -0.2 0,0 0.0 0.0 0.0 Mi,,q (ft -k) 0 1 3 6 11 16 21 27 33 38 44 Vu,q (kips) 0 2 4 9 7. 8 9 9 9 9 9 £ Mu qt -k? 0 1 2 5 7 3 -3 -2 -1 0 0 Z Vu (klpat 0 2 3 4 1 -12 -2 1 2 1 1 0 a 10 - 0 10 i ov -20 Location Mo,max d (in) preao j0pnovG VU.M.X ' V, = 2 0 U d (fc )�s Top Longitudinal -3 ft -k 20,69 0.)000 0.0020 12 JJs 53 kips Bottom Longitudinal 7 ft -k 20.69 0-0018 0,0020 12 kips 53 kips Bottom Transverse 0 ft -k ! ft 20,19 0-0004 0.0000 1 kips P ft 1 21 kips 11' f 0,85 1 e �18311'4'17f, Where 1 Pan = 0,9010 Q . .BSI j� crr _ - f'lnrs,S°` 0.0129 j5et18t8GERryj ` J Eli + tl (cont'd) Page 74 of 83 PROJECT: Grade Beam (HFX-24x15) PAGE -A It; CLIENT, Lenox Residence DESIGN BY: R.A. JOB NO.: 1810220 DATE REVIEW SY : R,A Doting Design of Shear Wall Based on ACI 318.14 INPUT DATA NALL LENGTH NALL HEIGHT NALL THICKNESS TOOTING LENGTH TOTING WDTH TOTING THICKNESS DOTING EMBEDMENT DEPTH LOWA8LE SOIL PRESSURE AD LOAD AT TOP WALL Pr,DL = iE LOAD AT TOP WALL Pr LL = P LOAD LOCATION a ILL SELF WEIGHT TERAL LOAD TYPE (0=wind.1=seismic) NO LOADS AT WALL TOP (W. SO) CONCRETE STRENGTH REBAR YIELD STRESS TOP BARS, LONGITUDINAL BOTTOM BARS, LONGITUDINAL BOTTOM BARS, TRANSVERSE LW = 2 h 15 t 4 L = 8 La = 3 B = 2.5 T = 24 O = 2.5 qg= 1.5 5 kips. 5 kips. 1 It ft ft In ft ft R In R ksf WOO = 170 pit wr,LL = 170 pit Pw - 0.1 kips 0 wind F„ = 2.684 kips, SD Mu = 0 ft -kips, SD fc' = 2.5 kai fy = 60 ksi 4 # 4 # # 3 @ Wr �-. 4 P, h F'W, PF D LIQ—Lw-- (F = 1,92 Kies,AaU} L (M = 0.00 ft -kips, ASD) THE FOOTING DESIGN IS ADEQUATE, 5 5 12 In ox. 4 == Not Required ANALYSIS CHI=CK OVERTURNING FACTOR (2015 IBC 1605,2.1, 1808.3.1. & ASCE 7-10 12 13.4) F=MRIMn= 1.34 > 110/0.6 for wind Vvhefe Pr,DL = 5.34 kips, (total roof DL, including wr,)L) Pr.Lt' 5.34 kips, (total roof LL, including wr,LL) a = 0,W8185 ft. (total roof loads) Pt = 5.8 kips (footing solf weight) Mo = F (h + D) + M - 34 ft -kips (overturning moment) MR = (P,C)o & + a) + Pt (0.5 L) + Pw (Li + 0.5L,y) = 45 CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 4 kips (soil weight in footing size) P = (Pr,DL + Pr.LL) + Pw + (Pf . Pa) = 1258 kips (total vertical net load) MR _ (Pr,€tL + Pr, LL) (L+ + a) + Pf (0.5 L) + Pyr (1-1 + 0.5Lw) = 66 a = 0,5 L - (MR - Mc) I P = 1.42 It (eccentricity from middle of footing) dor c> L r7ninr = $L C� 2P L - 1.30 ksf for e>— s�sin.sc –��' 6 Where a = 1,42 ft, > (L 16) FOOTING CAPACITY (STRENGTH DESIGN) mow . 1.2 [Pr,DL (Li + ri) + Pr (0.5 L) + PW (L, + 0 5L, A + 0 5 Pr, LL(L, + a) Mu,,, = 1.0 [F(h + D) + MI = 34 fi-kt{as 64 ft -kips P,U = 1.2 (P,,DL + Pf + P') + 0-5 Pr. LL = t B kips a,, - 0.51-- €M,.R - Mtt,c) I P„ = 2,09 fi G r= 6 2.26 ksf t�N L 3B(O.5L—aj for e„ 6 [Satisfactory) ft -kips (resisting moment without live load) ft -kips (resisting moment with live load) 14 4I3gs 0 [Satisfactory, Pu w Page 75 of 83 SENDING MOMENT 6 SHEAR AT EACH FOOTING SECTION Seaton 0 1110L 2110 L 3110 k. 4110 L 5110 L 0+10 L 7110 L 8+10 L 9110 L L XU (ft) 0 0.60 1.60 2-40 3.20 4.00 4.80 5.60 640 7,20 8,00 Pu.w (MO 0.0 0.0 U 0.0 45.2 4 G .360 0.0 0.0 0, 0 0.0 Mu,,;R-k) 0 0 0 0. -1 -19 -40 -49 -56 -63 -71 Vu.w (kips) 0 0 0 0 -10 -30 -17 -9 -0 -9 -9 PO (ksry 0.3. 0.3 0.3 0.3 0,3 0.3 0.3 0.3 0,3 0.3 013 Mu,i fft 0 0 -1 -3. -4 -7 -10 -14 -18 -23 -28 Vu,f (kips) 0 -1 -1 -2 -3 -3 -4 -5 -6 -6 -7 qufksj -2.3 -1.9 -1.6 .-1,3 -1.0 -0.7 -0.4 0.0 0.0 0.0 010 Mu,q A41) 0 2 .7 14 24. 35 47 60 73 86 98 Vu o (k:ps) 0 4. 6 11 13 15 16 18 16 16 16 F Mu (11-k) 0 1 5 11 1& $ 3 -3 -1 0 0 E V„ (kips} 0 4 6 9 a -19 -6 2 1 1 0 20 15 10 5 0 _5 am 20 0 -20 eV -40 Location Mu,ma < d (In) P"D Nm"D Vu,m®x yV, - 2 b 4 d 0 Top Longitudinal 3 R k 2069 0.0001 0.0020 19 kips 53 klpa Bottom LonguLwinal 18 ft -k 20.69 00018 0.0070 19 kips 53 kips Bottom Transverse 0 ft -k / ft 20.19 0.0000 0.0000 1 kips l ft 21 kips i ft h1. Where.. P = Y Pmn " 0.0016 _ JOM.A.Y 0.85Qt.rc EV _ 0.0129 lsatisfactoryl " , tcoffd) Page 76 of 83 RA Structural DESIGNED R.A.11M. J013 NO, 1810220 ikl[ tRAJ' PROJECT Lenox&Vasilopoulos Residenc CHECKED R.A. SHT OF SUBJECT Custom House DATE 12192/2018 HOLD-DOWN SCHEDULE Mark Fastener Minimum Wood Anchor Bolt Capacity Remarks Member (Ibs) hIDU2 6)- SDS 1/4x2 112" (2) 2 x 6 5/8" 3075 HDUS (14)- SDS1/4x2 1/2 (2) 2 x 4 5/8" 5645 www.structuraisoft.00m Page 77 of 83 RA Structural DESIGNED R.A./J.M, JOB NO. 1810220 �i ::i111 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF SUBJECT Custom House DATE 12/1212018 Uplift Calculations Load Cases: 0.6D + W (0.6 - 0.14Sns )D + 0.7pQE 1 st Walls Reactions (Ibs) Wali Net Uplift Post ID Shear Wall DL W 0.7E ,� Height B () (Ibs) Hold Down UP79 6-1 947 -14026 -11632 15 -13457 PP UP76 1-1 2316 -3821 -2588 16.22 -2432 HDU5 UP74 1-1 1962 -3825 -2588 16,22 -2648 HDU5 UP84 a-1 1206 -3022 -2460 16.22 -2298 HDU2 UP83 a-1 1206 -1437 -2460 16.22 -1906 HDU2 UP86 2-1 1768 -4739 -3615 16.22 -3678 HDU5 UP85 2-1 1582 4735 -3615 16.22 -3786 HDU5 UP88 2-2 2017 -4739 -3615 16.22 -3529 HDU5 UP87 2-2 2438 -4735 -3615 16.22 -3273 HDU5 UP92 a-2 1681 -544 -2124 16.22 -1351 HDU2 UP91 a-2 2117 -1144 -2124 16.22 -1150 HDU2 UP94 a-3 1893 -544 -2124 16.22 -1207 HDU2 UP93 a-3 2099 -1144 -2124 16.22 -1159 HDU2 UP96 d-1 214 -7314 -11739 15 -11641 PP UP95 d-1 214 -8285 -11739 15 -11641 PP UP% d-2 214 -7314 -11739 15 -11641 PP UP97 d-2 214 -8285 -11739 15 -11641 PP UP72 4-1 3897 -3383 -2768 16.22 -1045 HDU2 UP99 4-1 1512 -3383 -2768 16.22 -2476 HDU5 UP101 5-1 916 -3383 -2768 16.22 -2834 HDU5 UP100 5-1 916 -3383 -2768 16.22 -2834 HDU5 UP103 b-1 2609 -1717 -5916 16.22 -4716 www.struc.turalsoft.com Page 78 of 83 - NR indicates that no hold-down is required because there is no net uplift. - No Selection indicates that uplift value is larger than available hold-down capacities defined in database - PP indicates hold -clown attached to a pre -manufactured smear wall parcel. www.structuralsoft.com Page 79 of 83 RA Structural DESIGNED R.A.M.NI. JOB NO. 1810220 PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SHT OF SUBJECT Custom House DATE 12/12/2018 1st Walls UP102 b-1 2696 -3241 -5916 16.22 -4676 HDU5 UP41 7-2 1910 -562 -361 12.22 518 UP42 7-1 1895 -562 -361 12.22 511 UP106 3-1 1485 -4630 -3777 16.22 -3739 H©U5 UP105 3-1 1485 -4633 -3777 16.22 -3742 HDU5 UP90 c-1 214 -17156 -13969 15 -17028 PP UP89 1c-1 1214 -8160 -13969 15 -13871 1 PP - NR indicates that no hold-down is required because there is no net uplift. - No Selection indicates that uplift value is larger than available hold-down capacities defined in database - PP indicates hold -clown attached to a pre -manufactured smear wall parcel. www.structuralsoft.com Page 79 of 83 RA Structural PROJECT Lenox&Vasilopoulo5 Residence .-A SUBJECT Custom House Floor ID: 1 st Diaphragm 1D: D1 Nailing Load Direction: E -W Span Sheathing Nailing Chord force Grade Thickness Boundary Other For For (in) Allowable edges 8ci�6 a -e Sheathing and Single -Floor 15!32 8d@6 Load Direction: N -S Span Sheathing Grade Thick (in) 2 Sheathing and 15/32 Single -Floor SD ca co co 0 o_ co W Nailing Boundary Other edges 8d@6 18d@6 DESIGNED R.A./J.M. JOB NO. CHECKED R.A. SHT DATE 12/12!2018 Diaphragm Design Min. Diaphragm CasE member type ID thickness (in) 2 Unblocked 4 1810220 Code Check Diaphragm Shear: Passed CRZ; Effective depth Seismic shear (plf) Wind shear (plf) Chord force (ft) (lbs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 20.84 20.84 85 too 73 252.5 557 479 Min. Diaphragm Case member type IQ thickness (in) 2 Unblocked 2 www.struct—-Softxom Effective depth Seismic shear (plf) Winn shear (plf) Chord force () (lbs) For For Applied Allowable Applied Allowable Seismic Wind shear bending shear shear shear shear 28.50 28.50 64 180 66 252.5 327 337 P -- RA Structural DESIGNED R.AA.M. PROJECT Lenox&Vasilopoulos Residence CHECKED R.A. SUBJECT Custom House DATE 12/12/2018 Floor ID: 1st: Diaphragm lD: D2 Nailing Load Direction: E -W Span Sheathing Grade Thick (in) a b Sheathing and Single -Floor 15/32 b -d Sheathing and 15/32 Single-Fkxar Load Direction: N -S Span 2-3 3-4 4-5 w CD CD a SL 00 W ,JOB NO. 1810220 SHT OF Code Check Diaphragm Shear: Passed Nailing Min. Diaphragm Case Effective depth Seismic shear (plf) Wind shear (plf) Chord force member type ID (ft) (Ibs) thickness Boundary Other (in) For For Applied JAIlowable Applied Allowable Seismic Wind edges shear bending shear shear shear shear 8d@6 Nailing 8d@6 GradeThickness 2 Boundary Unblocked 4 51.63 51.63 51 edges 180 and Single- 19 Unblocked 252.5 11750 226 15/32 85 P 8d@6 and Single- 8d@6 252.5 2 33 Unblocked 4 53.13 53.13 53 Sheathing and 180 5 25 1252.5 Single -Floor 15/32 229 c� 8d 6 95 P Sheathing Nailing IMin. men GradeThickness cla Boundary Other thick (in) 36.00 (in) 2 edges Unblocked and Single- 37.50 Unblocked 2 11750 Single -Floor to 15/32 8d@6 8.d@6 2 and Single- 18 252.5 38 33 Single -Floor to 15/32 8d 6 @ 8d@6 2 Sheathing and 6 5 P 37.50 Single -Floor 15/32 8d@6 c� 8d 6 2 Sheathing and P 20.23 L14: 1. 180 Single -Floor 15132 8d@6 8d@6 2 Sheathing and Single-Floor15/32 8d@6 8d@6 2 Diaphragm Case Effecti, ber type ID less ,e depth ft) Seismic shear (plf) For Chord force (lbs) cla shear Unblocked 2 36.00 Unblocked 2 37.50 Unblocked 2 37.50 Unblocked 2 11750 Unblocked 2 3548 ,e depth ft) Seismic shear (plf) Wind shear (plf) Chord force (lbs) cla For bending Applied shear Allowable shear Applied shear Allowable shear Seismic Wind tj 37.50 70 180 60 252.5 418 346 P 37.50 21 180 18 252.5 38 33 P 37.50 8 180 7 252.5 6 5 P 37.50 39 180 34 252.5 133 114 P 20.23 L14: 1. 180 13 252.5 13 10 P WWW structuralsokcom CLIENT: Lenox&Vasilopoulos SHEET: I E�rcN B� ::R�� ' House — � STRUCTURAL ENGINEERING, IAC, J�� '°;1810220 DATE: 12/02/2018 CIVBLAND STRUCrUR AL ENGINEERING LoaCor^echo+, pi n: l & r",L; 0. o'? -.5 t-"F5/5F LL: 0-0Z. 5 I lAkhr� a S y t e•• ac � '- � le j0;5., v� �. � ai ko 0- v �. 5 - 0.02- � � s � x 3 5 Y, f = ono 9 ►1. s L.00. d w - �1 s 0. 0 5 `3 '�"°tis 9 5 Oil Page 82 of 83 t PROJECT: CONNECTION DETAIL 101SD4 PAGE: CLIENT LENOX RESIDENCE DESIGN BY; R,A. JOB NO 18010220 DATE REVIEW BY R.A. Bolt Connection besig—n-Sase d on RD$ 2015 INPUT DATA & DESIGN SUMMARY AXIAL TENSILE FORCE (ASD) T = 11 k NUMBER OF BOLTS n = 2 BOLT DIAMETER p = 5/8 BOLT SPACIRG S. 4 In END DISTANCE OF WOOD En - 4 lit END DISTANCE OF STEEL Ens, 2 111 LUMBER TYPE (O -Douglas Fir -Larch, I z0ouglas Fir-Larch(N), 0 Dionlas Vir-Larch, Gm0_5 2=Hem-Fir(N), 3-Herr1-Fir. 4-Spruce-Plne-Fir) LUMBER SIZE I a thk. X 0 wId(h ~ SIZE 4 width x IJ4 IhK LOAD DURATION FACTOR (Tab 2.3,2. NDS 2015) Cc, . I WET SERVICE FACTOR (Tab 113.3.3, NOS 2015) C'. 1-0 TEMPERATURE FACTOR (Tab 10 3,4, NOS 2015) Ct = 1.0 THE CONNECTION DESIGN IS ADEQUATE. T T _0111111110- 144SREL STW T I 7I TW ++ ANALYSIS STEEL STRAP CAPACITIES (AISC 360-10. ASO) 1,00 int, yielding criterion ry 36 00 km 0.6 F, A, = 21,60 K > T [satisfactory] (D,6 from 114z,. Typ_) An = 0,81 in`, fracture criterfan Fu= 68.00 KS1 TaIjrw = 0.5 Fu A, = 23,513 k > T isalwadory) AV = 1,22 in, block shear T.11,v= 0,3 F, A, + D,5 Fu (0 5 A,) = 32,99 k > T (Satisfactorv] I'min = t 1(12"}46 = 0,072 in L = Max (E, , S ) = 4 In L1 r,j,, = 56 C 300 (Saliatimtoryl (RISC 360-10 DI) CHECK EDGE, END. & SPACING DISTANCE REQUIREMENTS (NDS 2015, Table 12,6,1A, Table 12,5AS & Table 12.5 IC) Eil = 2.75 in > 1 5 D Isatisfactoryl Er, = 4 in > 3,5 D Isartisfacturyl S. 4 in CHECK WOOD CAPAC ITY C� - min (Cw' C�' cv) 0,914 (geometry factor, NDS 2015, 12.5,1) where Cat - (actual and distance) f (min end dtslamelor full design value) = F, 17D = 0.914 C,L2 = (actual shear area) J (infri shear ams for full design valor) = 1.000 CA,I - (actual spacing) i (min spacmq fer full design value) = S 14D = 1,600 r it, (group action factor, NOS 2015,10 16) +fjj where n- RE. I Min I(EsA,iEmAm) . (EmAmM8A4)j E,A, = 30000000 ibs, (NDS 2Q' , 5, -fable 10,16C) 180000 D"= 86939.06 I, = 5,5 in u = 1+y S12 it I ErnA,,, - I I EAj = I OiD E,A, = 42350000 Ibis, (NOS 2015, Table 10,350) m = (I - 02 - I P - 0,867 Z" = n Z' Ca Cu CE CQ CA = 2,209 kips > T Isaiisfactory] where Z,, = 1210 lbs; boll, (interpolated from NDS 20IS, rabic 12B) Technical nefarences, 1. 'National Design Sic Isco fon, NOS", 2015 Edition, AF&AP, AWC, 2015 2 Alan VAIiiatirm "Skructural Engineering Relbrence Manual", Professional Publications, Inc. 2001, Page 83 of 83