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11914 9V1/ 901ME12-6RoOK Lu M5Flol9-00256 MULHERN+KULP � ® RESIDENTIAL STRUCTURAL ENGiNEERIN JUN 2 0 2919 300 Brookside Avenue,Building 4,Ambler,PA 19002• p 215-646-8001 a mulhernkulp.cam C , ;7 Calculation Package June 12, 2019 David Weekley - Portland 7893 Model Summerbrook - Lot 11 Washington ]. Mk Vs— r1.Q MULHERN & KULP STRUCTURAL ENGINEERING, INC. G9 �`W. Prepared By: co - Nicholas J.Dastalfo Project Engineer o Nicholas J.Martignetti,P.E. Project Manager 12, ,p�G16478 k>4 �SSIONALS\AG" 1• Signature,Seal&Date P.•I Client FllesI211-David Weekley-PORI2018118019-7893 ModellLot Speci/cslLot 68020011-customlDesignl7893-Calculation Cover Sheet-Master Source Doc.docx • PROJECT NAME: 7893 MODEL DAVID WEEKLEY - FOR 44 mresil) LiH E IRal ,N + K Uural .1._P ring M&K PROJECT #: 2 1 1 -1 BO 1 9 ENGINEER: NJD DATE: 1B-0 CT-1B BEAM & HEADER CALCULATIONS BEAM DESCRIPTION: 7._,'"4"- 1-11_V _ C4m.C.,- - C9-1\-M-e -" 7-OnE 7:;.'\'''' 3.-->c/ 3rD( Uria.... iS)Vi° PARAMETERS: W = KLF 1 I PK= 'Y--- c,...---- 4,-,, ANALYSIS I - ,, P.stg7- TitiC,..)ti-k ckt....r RIM% = K •------ Alr-;*727LL '''' K VI ADEQUATE K-FT < MALL = K-FT ADEQUATE 6rL = IN. L/ < L/240 IM ADEQUATE S11-L" \--z:' co—IS BEAM DESCRIPTION: t RAZ_ FIZ„tke,.. — CAZi , Wri>??Et, .0..1. e.at_sf_„; ‘?el-v. :. 7- PARAMETERS _ET I . I W = KLF P = K (c5: ..C.-(D.'"Efilitel0C5X-H. CA1--C- ANALYSIS: ' .-----"* . RK 1K = ' .\'‘Ii - ----- < VALL = 0 ADEQUATE M MA% = K-F-1- < MALL = K-FT LIM ADEQUATE An. = 1IN. L/ < L/240 ,./ ADEQUATE - -.—__ VZ-' ),.- • C ?Z__Ss -- BEAM DESCRIPTION: 7:Act f_..g..... rit_frit,_...., rizoNT- `7.-c, CA-41- Ne.t. C. GARAGE PARAMETERS: f L = "Lc,- FT ,...) w = KLF 0.LA-1.- I . N 6'. I P = ANALYSIS: RMA% = K =V o ------- 1_ K < V = K V ADEQUATE / K-FT < MALL = Ii K-FT ADEQUATE IN. L/ '< L/240 V ADEQUATE 1 C\ C -Li- ...... . . PROJECT NAME: 7893 MODEL , DAVID WEEKLEY - POR 44 M iUd LiFil E R N + K.UeL P M&K PROJECT#: 211 -18019 ENGINEER: NJD DATE: 1 EI-OCT-1B BEAM & HEADER CALCULATIONS SEAM DESCRIPTION: LAct 17.31 ?., rAZ41.-t.C.-— (1-1.A.A.SA-4. Z04-1.- a.'- ' .`1•11-kk*ZS PARAMETERS: L = 1 6 FF w = 0 .(2-k KLF P = K ANALYSIS: 1,.. 1 K V,, = - K < VAL,.= c%,:',?:_ K '' ADEQUATE ---7‘" Me.mx = p .1'S-, K-FT < MALL = 1 I'S:SS- K-FT V ADEQUATE ATL= 6.1 IN. L/I \..::,(5.C,"k" < L/240 ,/ ADEQUATE A-- BEAM DESCRIPTION: 1.2^(A- i—t,,z_ r--iz.Kc,..— PARAMETERS: L = I I I I , W = KLF , . 1 ... P = K ANALYSIS: = ) , d K V,, = - K < V = K --`' ADEQUATE V . M MAX = K-FT < MALL = i 1•,'• , -, 'K-FT ADEQUATE An.= IN. LJ[....:p ,4 < L/240 ,./ ADEQUATE BEAM DESCRIPTION: Z. RLAL Mi-tt — ,,' GAZii-G. i' .53t2- '--.k( 1-4`-• PARAM ETERS: L = ,.,, FT W = 1 C.:.,.2-‘ KLF 1 i i 1 1 i K ANALYSIS: = ' C),V--k KVc, .... -= I K < V = _z-4 .4 7 1K -.., ADEQUATE — -----` MmAx = \ •(.?S K-FT < MALL_ = "i-7 Li 1K- '''' ADEQUATE — 1 A„ = O.OZ--- IN. L/1 i),,D 01' < L/240 ' ADEQUATE 14 0 _ __ • , PROJECT NAME: 7893 MODEL DAVID WEEKLEY - POR 11111 resideLtial sEt RtU.L. Med< PROJECT #: 211 -1E1019 ENGINEER: 1\1,1D DATE: 1 a-DC-r-lB BEAM & HEADER CALCULATIONS BEAM DESCRIPTION: W EALAtzzemmeal L = L FT = L KLF I i P = _ K ANALYSIS: • .. = : K Vo = - K < V _A,= _ K ADEQUATE M MA% = r K-FT < MALL = 'K-FT 9 ADEQUATE ATL= IN. L/ - < L/240 ADEQUATE BEAM DESCRIPTION: Z,,, - rt_v_.. (---"ct_m_C5., - ' ,311.....1 G,- N"?...,)Z.1 1-A-- 5 C.32i, PARAMETERS: L = , '1 -L FT W = 1.4-1:::: KLF t 1 1 i 1 i ,K ANALYSIS: R.A. = , S.431.-- K Vo = - K < V = 3. - K '''' ADEQUATE Mt.mx = Z.51G)S- 'K-Fr < MALL = L3; 1,K- r 9 ADEQUATE SVO I I j 3. .09 I< L/240 =An- NT NEM 1 • ',' ADEQUATE — --- G-1.__3 BEAM DESCRIPTION: 1 5\I- f:S7.4' t-t Cr -- CRA-1„,,,\_. i",,VL e_ s',1-t-t .sE.- /6\,...„-.)-41-- PARAMETERS: L = , 5. S- FT 1 W = L(..,•c, 1 KLF . . i 1 1 P = - K ANALYSIS: RmAx= \I .S14. K v. = ' -- K < V = 3.bc ,K q ADEQUATE MI•14.% = ' 2.;5'3 1 K-FT < M = ' 1:1(, ,K-FT Of ADEQUATE o / An-= 1 6.(..,1-1 IN. U ' ''S C ,< L/240 v ADEQUATE , 14 ''' • 3 PROJECT NAME: 7893 MODEL DAVID WEEKLEY - POR 44 M St K PROJECT #: 21118019 resiUderiLtitIsEtruRctuNral+enKginUeelFInPg ENGINEER: NJD DATE: 1 Ei-o GT-1 B BEAM & HEADER CALCULATIONS BEAM DESCRIPTION: \ -' 6_4_ (12-AA-Cs- - C.Att\t-it-- iSi,'\ e_ tsAll-Lek / i--;,--wk. q-,--t.• PARAMETERS: FT W = (..i.(0 KLF f g i P = K ANALYSIS: r - R = 1'CO K VD = , K < V = .(..-; K 0 ADEQUATE Z•11 K-FT < MALL = , ..Z.•-1 k.L., K-FT 77 ADEQUATE = 6.0 1 IN. L/ ct-{,::, l< L/240 a ADEQUATE (--1 BEAM DESCRIPTION: 1 ) c:-LAL f-IZAA-C,, — (_,‘Z i k t,j 1/4___ \. 1•-A-- t- 1.Z.-CV U-4- -.1"N3 PARAMETERS: FT W = C.:-.1 KLF 1 1 1 i i P = - K ANALYSIS: _ R, = 1 ' .9:5 K V0 = , — K < V = 1 3.c.,-- K El , ADEQUATE Me.,...x = 2-•G,;- K-FT < MALL = I Z.---7 (,, K-FT C ADEQUATE ... I A,= 1 ei _.O IN. I-II LS < L1240 .,./ ADEQUATE BEAM DESCRIPTION: 1'."-ST".. "-.--13",Z_ c .giVt.C5-— F---1..itS.0.. ' 4"L---A- ,..,..- ‘..-.,--- . 4.. . PARAMETERS: L — - -- FT icii, W = di• L. KLF P = Z.7 K - ANALYSIS: = _ : '-' b K v” = - K < V = S.9L K ,71" ADEQUATE ,-- mit Mr.... = 1 L-1 \L-- __ K-FT < M.._ = (: -c.2 K-FT NIII ADEQUATE / 6n.= [ C.1-0 7___IN. 4 j _ _j, j< L/240 "I ADEQUATE ,.., - a ( I '— Project Title: . Engineer: Project ID: Project Descr: Wood Beam File=P:1CYJ7GB-P1221SW0-C1201811P225W-D1Design\GravitylOverstrength.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06004787 Licensee:MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Beam by 3rd Car Bay 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 Fb+ 2880 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2220 psi Ebend-xx 1800 ksi Fc-Prll 1980 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 780 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 318 psi Eminbend-yy 850 ksi Ft 1320 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(3.6 p.62) D(0.55)L(0.15)S(0.55) b b D(0.17)bS(0.25) b b b b b 3.5x12 Span=9.50 ft 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 Uniform Load: D=0.550, L=0.150, S=0.550 k/ft,Extent=0.0->>4.750 ft, Tributary Width=1.0 ft Point Load: D=3.640, E=2.620 k @ 4.750 ft Uniform Load: D=0.170, S=0.250 k/ft,Extent=4.50->>9.50 ft, Tributary Width=1.0 ft Point Load: D=0.50k@4.750ft DESIGN SUMMARY Design OK ',, Maximum Bending Stress Ratio = 0.809 1 Maximum Shear Stress Ratio = 0.538 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 fb:Actual = 2,678.82 psi fv:Actual = 196.71 psi FB:Allowable = 3,312.00 psi Fv:Allowable = 365.70 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio= 1271>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.359 in Ratio= 317>=300 Max Upward Total Deflection 0.000 in Ratio= 0<300 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.777 0.468 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.09 2,013.53 2592.00 3.75 134.05 286.20 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.741 0.465 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.94 2,134.40 2880.00 4.14 147.94 318.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.559 0.337 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.09 2,013.53 3600.00 3.75 134.05 397.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam File=P:1CYJ7GB-P1221SWO-C1201811P225W-DlDesign\Gravity\Overstrength.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06004787 Licensee: MULNERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Beam by 3rd Car Bay Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M fb F'b V fv F'v +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.809 0.538 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.75 2,678.82 3312.00 5.51 196.71 365.70 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.584 0.363 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.73 2,104.18 3600.00 4.05 144.47 397.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.786 0.524 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.22 2,603.15 3312.00 5.36 191.46 365.70 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.437 0.263 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.09 2,013.53 4608.00 3.75 134.05 508.80 +1.126D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.627 0.361 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.23 2,889.49 4608.00 5.14 183.70 508.80 +1.126D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.357 0.232 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.51 1,644.99 4608.00 3.31 118.20 508.80 +D+0.750Lr+0.750L+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.457 0.284 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.73 2,104.18 4608.00 4.05 144.47 508.80 +0+0.750L+0.7505+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.565 0.376 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.22 2,603.15 4608.00 5.36 191.46 508.80 +1.090D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.706 0.448 1.60 1.000 1.00 1.00 1.00 1.00 1.00 22.76 3,251.06 4608.00 6.39 228.09 508.80 +1.090D+0.750L+0.7505-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.503 0.352 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.22 2,317.68 4608.00 5.01 178.96 508.80 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.262 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.46 1,208.12 4608.00 2.25 80.43 508.80 +0.470D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.340 0.188 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.98 1,568.61 4608.00 2.68 95.76 508.80 +0.4700-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.072 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.31 330.26 4608.00 0.85 30.26 508.80 Overall Maximum Deflections Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +1.090D+0.750L+0.750S+0.5250E 1 0.3589 4.681 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.488 5.700 Overall MINimum 1.310 1.310 D Only 4.296 3.393 +D+L 4.831 3.571 +D+Lr 4.296 3.393 +D+5 6.585 4.967 +D+0.750Lr+0.750L 4.697 3.526 +D+0.750L+0.750S 6.413 4.707 +D+0.60W 4.296 3.393 +1.126D+0.70E 5.755 4.737 +D+0.750Lr+0.750L+0.450W 4.697 3.526 +D+0.750L+0.750S+0.450W 6.413 4.707 +1.090D+0.750L+0.750S+0.5250E 7.488 5.700 +0.60D+0.60W 2.578 2.036 +0.470D+0.70E 2.936 2.512 D Only 4.296 3.393 Lr Only L Only 0.534 0.178 S Only 2.288 1.574 W Only E Only 1.310 1.310 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam File=P:1CYJ7GB-P\221SWO-C\2018\1 P225W-D1Design\Gravity\Overstrength.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06004787 Licensee: MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Beam below Retreat-A 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 Fb+ 2,880.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,220.0 psi Ebend-xx 1,800.0ksi Fc-Pr!! 1,980.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 780.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 318.0 psi Eminbend-yy 850.0ksi Ft 1,320.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Ct4 83)S(2.8Bp) D(0.465)L(0.15)S(0.425) D(0.19)L(0.24) a b a a a a b a 5.5x19.5 raliS Span=19.0 ft F 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 Uniform Load: D=0.190, L=0.240 klft,Extent=0.0->>6.0 ft, Tributary Width=1.0 ft Point Load: D=3.640, E=2.620 k @ 6.0 ft Uniform Load: D=0.4650, L=0.150, S=0.4250 klft,Extent=6.0-->>19.0 ft, Tributary Width=1.0 ft Point Load: D=1.885, S=2.765 k @ 6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.673 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 5.5x19.5 Section used for this span 5.5x19.5 fb:Actual = 2,130.08 psi fv:Actual = 148.93 psi FB:Allowable = 3,164.35 psi Fv:Allowable = 365.70 psi Load Combination +D+S Load Combination +D+0.750L+0.7505 Location of maximum on span = 7.350ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio= 906>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.722 in Ratio= 315>=300 Max Upward Total Deflection 0.000 in Ratio= 0<300 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.534 0.327 0.90 0.955 1.00 1.00 1.00 1.00 1.00 38.39 1,321.59 2476.45 6.69 93.55 286.20 +D+L 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.571 0.360 1.00 0.955 1.00 1.00 1.00 1.00 1.00 45.64 1,571.26 2751.61 8.19 114.49 318.00 +D+Lr 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.384 0.235 1.25 0.955 1.00 1.00 1.00 1.00 1.00 38.39 1,321.59 3439.51 6.69 93.55 397.50 Project Title: • Engineer: Project ID: Project Descr: Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06004787 Licensee:MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Beam below Retreat-A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+S 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.673 0.400 1.15 0.955 1.00 1.00 1.00 1.00 1.00 61.87 2,130.08 3164.35 10.47 146.45 365.70 +D+0.750Lr+0.750L 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.439 0.275 1.25 0.955 1.00 1.00 1.00 1.00 1.00 43.81 1,508.28 3439.51 7.81 109.26 397.50 +D+0.750L+0.7505 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.669 0.407 1.15 0.955 1.00 1.00 1.00 1.00 1.00 61.52 2,117.86 3164.35 10.65 148.93 365.70 +D+0.60W 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.300 0.184 1.60 0.955 1.00 1.00 1.00 1.00 1.00 38.39 1,321.59 4402.58 6.69 93.55 508.80 +1.126D+0.70E 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.396 0.242 1.60 0.955 1.00 1.00 1.00 1.00 1.00 50.68 1,744.93 4402.58 8.79 122.89 508.80 +1.126D-0.70E 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.284 0.173 1.60 0.955 1.00 1.00 1.00 1.00 1.00 36.27 1,248.57 4402.58 6.28 87.79 508.80 +D+0.750Lr+0.750L+0.450W 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.343 0.215 1.60 0.955 1.00 1.00 1.00 1.00 1.00 43.81 1,508.28 4402.58 7.81 109.26 508.80 +D+0.750L+0.7505+0.450W 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.481 0.293 1.60 0.955 1.00 1.00 1.00 1.00 1.00 61.52 2,117.86 4402.58 10.65 148.93 508.80 +1.090D+0.750L+0.750S+0.5250E 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.548 0.335 1.60 0.955 1.00 1.00 1.00 1.00 1.00 70.09 2,413.14 4402.58 12.19 170.51 508.80 +1.0900+0.750L+0.7505-0.5250E 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.469 0.283 1.60 0.955 1.00 1.00 1.00 1.00 1.00 60.01 2,065.85 4402.58 10.31 144.18 508.80 +0.60D+0.60W 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.180 0.110 1.60 0.955 1.00 1.00 1.00 1.00 1.00 23.03 792.95 4402.58 4.01 56.13 508.80 +0.470D+0.70E 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.200 0.121 1.60 0.955 1.00 1.00 1.00 1.00 1.00 25.53 878.97 4402.58 4.40 61.52 508.80 +0.4700-0.70E 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.090 0.053 1.60 0.955 1.00 1.00 1.00 1.00 1.00 11.51 396.27 4402.58 1.93 27.03 508.80 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +1.090D+0.750L+0.750S+0.5250E 1 0.7220 9.223 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.849 11.622 Overall MINimum 1.793 0.827 D Only 7.029 6.123 +D+L 8.909 7.633 +D+Lr 7.029 6.123 +D+S 10.811 10.631 +D+0.750Lr+0.750L 8.439 7.255 +D+0.750L+0.750S 11.275 10.636 +0+0.60W 7.029 6.123 +1.126D+0.70E 9.170 7.473 +D+0.750Lr+0.750L+0.450W 8.439 7.255 +D+0.750L+0.7505+0.450W 11.275 10.636 +1.090D+0.750L+0.750S+0.5250E 12.849 11.622 +0.600+0.60W 4.217 3.674 +0.4700+0.70E 4.559 3.457 D Only 7.029 6.123 Lr Only L Only 1.880 1.510 S Only 3.782 4.508 W Only E Only 1.793 0.827 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam File=P:\CYJ7GB-P\221SW0-C12018\1P225W-D1Design\Gravity\Overstrength.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#: KW-06004787 Licensee:MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Beam below Retreat-B 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 Fb+ 2,880.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,220.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,980.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 780.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 318.0 psi Eminbend-yy 850.0ksi Ft 1,320.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(2.83)S(4.14) D(3.64)E(2.62) D(0.465)L(0.15)S(0.425) D(0.19)L(0.24) o o a o a b v 5.5x21 Span=19.0 ft 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 Uniform Load: D=0.190, L=0.240 k/ft,Extent=0.0->>6.0 ft, Tributary Width=1.0 ft Point Load: D=3.640, E=2.620k@9.0ft Uniform Load: D=0.4650, L=0.150, S=0.4250 k/ft,Extent=6.0-->>19.0 ft, Tributary Width=1.0 ft Point Load: D=2.830, S=4.140 k @ 6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.697 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 5.5x21 Section used for this span 5.5x21 fb:Actual = 2,189.43psi fv:Actual = 148.93 psi FB:Allowable = 3,140.99 psi Fv:Allowable = 365.70 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.015ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.238 in Ratio= 957>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.664 in Ratio= 343>=300 Max Upward Total Deflection 0.000 in Ratio= 0<300 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.551 0.306 0.90 0.948 1.00 1.00 1.00 1.00 1.00 45.59 1,353.45 2458.16 6.75 87.60 286.20 +D+L 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.578 0.335 1.00 0.948 1.00 1.00 1.00 1.00 1.00 53.20 1,579.12 2731.29 8.21 106.61 318.00 +D+Lr 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.396 0.220 1.25 0.948 1.00 1.00 1.00 1.00 1.00 45.59 1,353.45 3414.12 6.75 87.60 397.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam File=P:1CYJ7GB-P1221SW0-C1201811P225W-D\Design\GravitylOverstrength.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#: KW-06004787 Licensee:MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Beam below Retreat-B Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+S 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.697 0.407 1.15 0.948 1.00 1.00 1.00 1.00 1.00 73.76 2,189.43 3140.99 11.47 148.93 365.70 +D+0.750Lr+0.750L 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.446 0.256 1.25 0.948 1.00 1.00 1.00 1.00 1.00 51.30 1,522.71 3414.12 7.84 101.86 397.50 +D+0.750L+0.7505 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.684 0.404 1.15 0.948 1.00 1.00 1.00 1.00 1.00 72.42 2,149.69 3140.99 11.39 147.86 365.70 +D+0.60W 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.310 0.172 1.60 0.948 1.00 1.00 1.00 1.00 1.00 45.59 1,353.45 4370.07 6.75 87.60 508.80 +1.126D+0.70E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.408 0.219 1.60 0.948 1.00 1.00 1.00 1.00 1.00 60.01 1,781.49 4370.07 8.56 111.17 508.80 +1.126D-0.70E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.290 0.169 1.60 0.948 1.00 1.00 1.00 1.00 1.00 42.66 1,266.48 4370.07 6.63 86.10 508.80 +D+0.750Lr+0.750L+0.450W 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.348 0.200 1.60 0.948 1.00 1.00 1.00 1.00 1.00 51.30 1,522.71 4370.07 7.84 101.86 508.80 +D+0.750L+0.750S+0.450W 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.492 0.291 1.60 0.948 1.00 1.00 1.00 1.00 1.00 72.42 2,149.69 4370.07 11.39 147.86 508.80 +1.090D+0.750L+0.750S+0.5250E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.564 0.325 1.60 0.948 1.00 1.00 1.00 1.00 1.00 83.03 2,464.63 4370.07 12.72 165.14 508.80 +1.090D+0.750L+0.7505-0.5250E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.476 0.288 1.60 0.948 1.00 1.00 1.00 1.00 1.00 70.02 2,078.61 4370.07 11.27 146.34 508.80 +0.60D+0.60W 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.186 0.103 1.60 0.948 1.00 1.00 1.00 1.00 1.00 27.36 812.07 4370.07 4.05 52.56 508.80 +0.4700+0.70E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.204 0.106 1.60 0.948 1.00 1.00 1.00 1.00 1.00 30.10 893.63 4370.07 4.14 53.71 508.80 +0.470D-0.70E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.088 0.056 1.60 0.948 1.00 1.00 1.00 1.00 1.00 12.89 382.61 4370.07 2.20 28.64 508.80 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +1.090D+0.750L+0.750S+0.5250E 1 0.6637 9.361 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.434 13.135 Overall MINimum 1.379 1.241 D Only 7.118 7.013 +D+L 8.998 8.523 +D+Lr 7.118 7.013 +D+S 11.841 11.955 +D+0.750Lr+0.750L 8.528 8.145 +D+0.750L+0.750S 12.070 11.852 +D+0.60W 7.118 7.013 +1.126D+0.70E 8.980 8.765 +D+0.750Lr+0.750L+0.450W 8.528 8.145 +D+0.750L+0.7505+0.450W 12.070 11.852 +1.090D+0.750L+0.750S+0.5250E 13.434 13.135 +0.60D+0.60W 4.271 4.208 +0.470D+0.70E 4.311 4.165 D Only 7.118 7.013 Lr Only L Only 1.880 1.510 S Only 4.723 4.942 W Only E Only 1.379 1.241 H Only Project Title: Engineer: Project ID: Project Descr: Wood BeamFile=P:1CYJ7GB-P1221SW0-C1201811P225W-D1Design\GravitylOverstrength.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lie.#:KW-06004787 Licensee MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Front to Back-A 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 Fb+ 2,880.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,220.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,980.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 780.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 318.0 psi Eminbend-yy 850.0ksi Ft 1,320.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Grffittin1415275)PERPTP) 0 8 D(0.17)oS(0.25) - -4 5.5x21 0011., Span=20.0 ft 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 Uniform Load: D=0.170, S=0.250 k/ft,Extent=0.0-->>10.0 ft, Tributary Width=1.0 ft Point Load: D=6.120, L=1.510, S=4.510, E=0.830 k @ 10.0 ft Point Load: D=4.30, L=0.530, S=2.290, E=1.310 k @ 10.0 ft DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 0.930 1 Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 5.5x21 Section used for this span 5.5x21 fb:Actual = 2,904.69 psi fv:Actual = 155.98 psi FB:Allowable = 3,124.92 psi Fv:Allowable = 365.70 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.317 in Ratio= 756>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.826 in Ratio= 290<300 Max Upward Total Deflection 0.000 in Ratio= 0<300 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.699 0.306 0.90 0.944 1.00 1.00 1.00 1.00 1.00 57.60 1,709.88 2445.59 6.74 87.47 286.20 +D+L 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.741 0.317 1.00 0.944 1.00 1.00 1.00 1.00 1.00 67.80 2,012.66 2717.32 7.76 100.72 318.00 +D+Lr 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.503 0.220 1.25 0.944 1.00 1.00 1.00 1.00 1.00 57.60 1,709.88 3396.65 6.74 87.47 397.50 +0+8 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood BeamFile=P:1CYJ7GB-P1221SW0-C1201811P225W-D\Design\Gravity\Overstrength.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06004787 Licensee:MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Front to Back-A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d CFN C, Cr Cm C t CL M fb F'b V fv F'v Length=20.0 ft 1 0.930 0.427 1.15 0.944 1.00 1.00 1.00 1.00 1.00 97.85 2,904.69 3124.92 12.01 155.98 365.70 +D+0.750Lr+0.750L 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.570 0.245 1.25 0.944 1.00 1.00 1.00 1.00 1.00 65.25 1,936.97 3396.65 7.50 97.41 397.50 +D+0.750L+0.750S 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.907 0.407 1.15 0.944 1.00 1.00 1.00 1.00 1.00 95.44 2,833.07 3124.92 11.46 148.79 365.70 +D+0.60W 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.393 0.172 1.60 0.944 1.00 1.00 1.00 1.00 1.00 57.60 1,709.88 4347.71 6.74 87.47 508.80 +1.126D+0.70E 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.494 0.213 1.60 0.944 1.00 1.00 1.00 1.00 1.00 72.35 2,147.66 4347.71 8.33 108.22 508.80 +1.126D-0.70E 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.392 0.174 1.60 0.944 1.00 1.00 1.00 1.00 1.00 57.37 1,702.99 4347.71 6.83 88.77 508.80 +D+0.750Lr+0.750L+0.450W 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.446 0.191 1.60 0.944 1.00 1.00 1.00 1.00 1.00 65.25 1,936.97 4347.71 7.50 97.41 508.80 +D+0.750L+0.750S+0.450W 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.652 0.292 1.60 0.944 1.00 1.00 1.00 1.00 1.00 95.44 2,833.07 4347.71 11.46 148.79 508.80 +1.090D+0.750L+0.750S+0.5250E 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.725 0.322 1.60 0.944 1.00 1.00 1.00 1.00 1.00 106.24 3,153.72 4347.71 12.62 163.95 508.80 +1.090D+0.750L+0.750S-0.5250E 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.649 0.294 1.60 0.944 1.00 1.00 1.00 1.00 1,00 95.01 2,820.21 4347.71 11.50 149.36 508.80 +0.60D+0.60W 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.236 0.103 1.60 0.944 1.00 1.00 1.00 1.00 1.00 34.56 1,025.93 4347.71 4.04 52.48 508.80 +0.470D+0.70E 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.236 0.100 1.60 0.944 1.00 1.00 1.00 1.00 1.00 34.56 1,025.98 4347.71 3.91 50.84 508.80 +0.470D-0.70E 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.134 0.062 1.60 0.944 1.00 1.00 1.00 1.00 1.00 19.58 581.31 4347.71 2.42 31.38 508.80 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +1.090D+0.750L+0.750S+0.5250E 1 0.8257 9.927 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.625 10.761 Overall MINimum 1.070 1.070 D Only 6.735 5.885 +D+L 7.755 6.905 +D+Lr 6.735 5.885 +D+S 12.010 9.910 +D+0.750Lr+0.750L 7.500 6.650 +D+0.750L+0.750S 11.457 9.669 +D+0.60W 6.735 5.885 +1.126D+0.70E 8.333 7.376 +D+0.750Lr+0.750L+0.450W 7.500 6.650 +D+0.750L+0.750S+0.450W 11.457 9.669 +1.090D+0.750L+0.750S+0.5250E 12.625 10.761 +0.60D+0.60W 4.041 3.531 +0.470D+0.70E 3.915 3.515 D Only 6.735 5.885 Lr Only L Only 1.020 1.020 S Only 5.275 4.025 W Only E Only 1.070 1.070 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06004787 Licensee:MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Front to Back-B 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 Fb+ 2,880.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,220.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,980.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 780.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 318.0 psi Eminbend-yy 850.0ksi Ft 1,320.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling DIP CI))UGPt51DM4224)Eli(11M4) D(0.17)S(0.25) V P 8 406 6.75x21 Y Span=20.0 ft 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 Uniform Load: D=0.170, S=0.250 k/ft,Extent=0.0-->>10.0 ft, Tributary Width=1.0 ft Point Load: D=7,050, L=1.510, S=4.940, E=1.240 k @ 10.0 ft Point Load: D=4.30, L=0.530, 5=2.290, E=1.310 k @ 10.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.8291 1 Maximum Shear Stress Ratio = 0.369 : 1 Section used for this span 6.75x21 Section used for this span 6.75x21 fb:Actual = 2,538.14 psi fv:Actual = 134.89 psi FB:Allowable = 3,061.57psi Fv:Allowable = 365.70 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.272 in Ratio= 883>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.723 in Ratio= 331>=300 Max Upward Total Deflection 0.000 in Ratio= 0<300 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb F'b V Iv F'v D Only 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.631 0.268 0.90 0.924 1.00 1.00 1.00 1.00 1.00 62.54 1,512.59 2396.01 7.26 76.80 286.20 +D+L 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.661 0.275 1.00 0.924 1.00 1.00 1.00 1.00 1.00 72.74 1,759.30 2662.24 8.28 87.59 318.00 +D+Lr 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.455 0.193 1.25 0.924 1.00 1.00 1.00 1.00 1.00 62.54 1,512.59 3327.80 7.26 76.80 397.50 +D+S 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: File Beam 221SW0-C1201811P225W-02018 Software copyright ENERCALC,INC.1983-2018,Build:10.18.9.30 . Lic.#:KW-06004787 Licensee:MULHERN& KULP STRUCTURAL ENGINEERING INC Description: Garage Dropped Front to Back-B Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEA/ C i Cr Cm C t CL M fb F'b V fv F'v Length=20.0 ft 1 0.829 0.369 1.15 0.924 1.00 1.00 1.00 1.00 1.00 104.94 2,538.14 3061.57 12.75 134.89 365.70 +D+0.750Lr+0.750L 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.510 0.214 1.25 0.924 1.00 1.00 1.00 1.00 1.00 70.19 1,697.62 3327.80 8.02 84.89 397.50 +D+0.750L+0.7505 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.806 0.351 1.15 0.924 1.00 1.00 1.00 1.00 1.00 101.99 2,466.78 3061.57 12.14 128.46 365.70 +D+0.60W 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.355 0.151 1.60 0.924 1.00 1.00 1.00 1.00 1.00 62.54 1,512.59 4259.58 7.26 76.80 508.80 +1.126D+0.70E 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.451 0.189 1.60 0.924 1.00 1.00 1.00 1.00 1.00 79.34 1,919.05 4259.58 9.06 95.92 508.80 +1.126D-0.70E 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.349 0.151 1.60 0.924 1.00 1.00 1.00 1.00 1.00 61.49 1,487.30 4259.58 7.28 77.03 508.80 +D+0.750Lr+0.750L+0.450W 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.399 0.167 1.60 0.924 1.00 1.00 1.00 1.00 1.00 70.19 1,697.62 4259.58 8.02 84.89 508.80 +D+0.750L+0.750S+0.450W 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.579 0.252 1.60 0.924 1.00 1.00 1.00 1.00 1.00 101.99 2,466.78 4259.58 12.14 128.46 508.80 +1.090D+0.750L+0.7505+0.5250E 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.649 0.280 1.60 0.924 1.00 1.00 1.00 1.00 1.00 114.31 2,764.82 4259.58 13.46 142.46 508.80 +1.090D+0.750L+0.750S-0.5250E 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.573 0.252 1.60 0.924 1.00 1.00 1.00 1.00 1.00 100.92 2,441.01 4259.58 12.12 128.29 508.80 +0.60D+0.60W 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.213 0.091 1.60 0.924 1.00 1.00 1.00 1.00 1.00 37.52 907.55 4259.58 4.35 46.08 508.80 +0.470D+0.70E 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.218 0.090 1.60 0.924 1.00 1.00 1.00 1.00 1.00 38.32 926.79 4259.58 4.30 45.54 508.80 +0.470D-0.70E 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.116 0.052 1.60 0.924 1.00 1.00 1.00 1.00 1.00 20.47 495.04 4259.58 2.52 26.65 508.80 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +1.090D+0.750L+0.750S+0.5250E 1 0.7231 10.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.462 11.598 Overall MINimum 1.275 1.275 D Only 7.257 6.407 +D+L 8.277 7.427 +D+Lr 7.257 6.407 +D-FS 12.747 10.647 +D+0.750Lr+0.750L 8.022 7.172 +D+0.750L+0.750S 12.140 10.352 +D+0.60W 7.257 6.407 +1.126D+0.70E 9.064 8.107 +D+0.750Lr+0.750L+0.450W 8.022 7.172 +D+0.750L+0.750S+0.450W 12.140 10.352 +1.090D+0.750L+0.750S+0.5250E 13.462 11.598 +0.60D+0.60W 4.354 3.844 +0.470D+0.70E 4.303 3.904 D Only 7.257 6.407 Lr Only L Only 1.020 1.020 S Only 5.490 4.240 W Only E Only 1.275 1.275 H Only DAVID WEEKLEY HOMES 7893 MODEL SUMMERBROOK - LOT 1 1 SHEAR WALL CALCULATIONS - WIND REVIEWED By: MAY 14, 2019 PARAMETERS: SINGLE FAMILY HOME DESIGN WIND SPEED: 135 MPH WIND EXPOSURE CATEGORY: B SEISMIC DESIGN CATEGORY: D CODE & DESIGN STANDARD: 2015 /BC CH. 1 609, ASCE 7-10 CIH 26-30 4 MULHERN + KULP residential structural engineering • 4' MULHERN & KULP STRUCTURAL SNOINSSIAINS PROJECT NAME: 7893 MODEL M&K PROJECT #: 21 1-1801 9 ENGINEER: NJD DATE: 1 El-OCT-1 B WIND DESIGN SUMMARY PER ASCE 7-1 PARAMETERS: ROOF GEOMETRY: BUILDING GEOMETRY: WIND SPEEDWM* TRANS. ROOF PITCH -.'„6 .:1 2 LENGTH N INNNFT EXPOSURE CATEGORY = LONG. ROOF PITCH ;.,8 _ ':1 2 WIDTH FT RISK CATEGORY MEAN ROOF HEIGHT, H •• FT NUMBER OF STORIES WIND DIRECTIONALITY FACTOR, Ko - TOPOGRAPHIC FACTOR, K,., mica GUST FACTOR, G = DESIGN TYPE • TRANSVERSE DIRECTION (PERPENDICULAR TD MAIN RIDGE LINE) RIBUTARY DESIGN AREAE TRIBUTARY DESIGN LOADS• (0.6W) O/ARHRAG FLOOR'TO- SECT/ON $ECT/ON CI LEVEL FLOOR HEIGHT A 0 B A 0 B 2 9 F-r Roof Surface d E294 -: 0.' 'sq ft Story Shear 0.00 ',® 0.00 kips! Wall surface 0 "" r 0.£:`.sq ft 0.00 ® 0 00 kips Total Shear 7.77 kips 9 . Roof Surface 0 ::= 41 ,,' 0' sq ft ----- -...._._. Story Shear 0.00 8.16 0.00 kips rr Wall surface -,: 345 :.""..,.0:_ sq ft �., ---.._ 0.00 15.93 0.00 kips Total Shear 15.93 kips Roof Surface : 0 0 sq ft Story Shear 0.00 0.00 0 00 kips FND Wall surface I ' .:0 sq ft 0.00 Kam 0.00 kips -`- Total Shear .iiimmaciummo '.,kips LONGITUDINAL DIRECTION (PARALLEL TO MAIN RIDGE LINE) TRIBUTARY DESIGN LOADS: -RIBUTARY DESIGN AREAS (0.6W) CIAPHRAG FLOOR-TO- SECTION SECTION M LEVEL FLOOR HEIGHT A 0 B A 0 B Roof Surface 0 66 0 'sq ft Story Shear 0.00 6A3 0.00 :kips 2 e Fr Wall surface 0 350 ;;:...0 ;».:jsq ft " Total Shear 0.00 6 43 0.00 .kips .-.. 6 43 kips Roof Surface 0 30 a ...d ""sq ft a Story Shear 0.00IL,6 66 0.39 kips �',Fr Wall surface 0 404 ,- it25.' sq ft *A�- 3} s (• I? 0.00 13 09 0.39 kips Total Shear 13 48 kips FND Roof Surface 0.;.. sq ft Story Shear 0 00 I 0 00 0.00 kips Wall surface 0. '. 0 sq ft {;E}. I { I Total Shear 0.00 I 1109 0.39 kips 13 48 kips Page 1 of 1. i \ Tr 1 (1) oi� LINE OF FLOOR BELOW m m;m O D9 Z *I D / 1o.-e' � •-4• "1-1 Ki 12" 4' +r O �0I .."—A 10 10. / 5-a / 1e-2' A-----/ 6' f ./ - '&-10 2-4 f 3-05-0SH 'r p 3-05.OSN @2.0• —P. @8'-0' 1 1I IT-A T� _ / / 17-0' , / 4-6' / 3'-6' / 4'-0' / (2)3-0 50 SE ' \ 'l \ ,- \ dao a BEDRM4 WI to - 1.ba CI 5-0 BI PASS b�� 1 � IRIS 1 2$ a trA0% n BATH ua )2 o4 b" b=p IV,rL ^ / ,SxCPT \ I / CO2-0 1 \ 1:1'" `Y' 21i WAIL O 5 SHELVES b `" } 140 12 m . i STUDY \ N b b N.--1fiCW APPLIED I,./ 4-.6..1-, 4-06-0SH STONE @0 0 Cg-0' WAINSCOT (TYP.) b m / 3'L 3' 3'-3' \ I I 7-0' 11 � 4 / 3 0 / 3 0 /12 r APPLIED 2' /2'-0'/ IC yySppT��ON(VVID77E / / 14 SQU JL FIRST FLOOR 12'SQUARE CUMN ❑ �/� SEE PORCH CORNICE2. , BLOCKIN - f5Pt S'-' k c.5' GFFAppS �'�—� '� CORC: PORCH NOTE:24"X 24"MAX WI APPLIED STONE APPLIED STONE PEDESTAL DETAIL 13.\`"- [ 141 MULHERN + KULP residential structural Engineering PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 211 -18019 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 20 1 : 2ND - SIDE EXT. WALL OF STAIRS/OWNER'S RETREAT SHEARWALL PROPERTIES: WALL HEIGHT, H 8.0 FT. MAX WALL OPENING HT, He 0.0 FT. WALL LENGTH, L 26.7 FT. QUALIFYING WALL LENGTH, L 26.7 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 3900 LBS < 8961 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/16" OSB FASTENED W/ HD NAILS AT 6"O.C. PANEL EDGES & 1 2"0.0. PANEL FIELD - EDGES BLOCKED AD ED UATE OVERTURNING EVALUATION: ................... RESISTIVE DL 134 PLF OVERTURNING MOMENT 31.2 K-FT HOLD DOWN DESIGN LOAD D LBS DL AT ENDS OF WALL 975 LBS RESISTIVE MOMENT 66.3 K-FT HOLDOWN CAPACITY D LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL ZO2: 2ND - REAR EXT. WALL OF OWNER'S RETREAT SHEARWALL PROPERTIES: WALL HEIGHT, H 8.0 FT. MAX WALL OPENING HT, HC 5.0 FT. WALL LENGTH, L _ 13.5 FT. QUALIFYING WALL LENGTH, L _ 5.0 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1100 LBS < ! 1648 „_,._JLBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/16" OSB FASTENED W/ SD NAILS AT 6"0.C. PANEL EDGES & 1 2"0.0. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 390 PLF OVERTURNING MOMENT 26.1 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL535 LBS RESISTIVE MOMENT 38F .5 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 1 41 ' MULHERN 8� KUL P B TRUC T UR AL ENOISERFIINCI PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 211-18019 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 203: 2ND - REAR EXT. WALL OF WIC SHEARWALL PROPERTIES: WALL HEIGHT, H 13.0 FT. MAX WALL OPENING HT, He 0.0 FT. WALL LENGTH, L 14.7 FT. QUALIFYING WALL LENGTH, L 14.7 FT. SHEARWALL ASSEMBLY 1 P1 ! CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 2300 LBS G 4929 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 OSB FASTENED W/ BD NAILS AT 6°O.C. PANEL EDGES & 1 2°O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 390 PLF OVERTURNING MOMENT 22.9 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 535 LBS RESISTIVE MOMENT [ 44.B K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED SHEARWALL 204: 2ND - SIDE EXT. WALL OF WIC/BD#3/BD#2 SHEARWALL PROPERTIES: WALL HEIGHT, H B.0 FT. MAX WALL OPENING HT, HC 5.0 FT. WALL LENGTH, L 34.5 FT. QUALIFYING WALL LENGTH, L 2B.5 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 3900 LBS < 4347 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 OSB FASTENED W/ BD NAILS AT 6"O.C. PANEL EDGES & 1 2°O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 134 PLF OVERTURNING MOMENT 31.2 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 1170 LBS RESISTIVE MOMENT 1013.1 K-FT HOLDOWN CAPACITY 0 LBS ................... HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED Page 2 . . 4 t MULHERN S. KULR !3 T R U C T U R A L ENNEFPNO PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1 -1 801 9 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 205: 2ND - FRONT EXT. WALL OF BD#2 SHEARWALL PROPERTIES: WALL HEIGHT, H 8.0 FT. MAX WALL OPENING HT, H. 2.5 FT. WALL LENGTH, L 18.7 FT. QUALIFYING WALL LENGTH, L 13.2 F.T. SHEARWALL ASSEMBLY I P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 3050 LBB < L_ 4313 Les SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/16° OSB FASTENED W/ SD NAILS AT 6'O.C. PANEL EDGES Sc 12'0.0. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 390 PLF OVERTURNING MOMENT 57.5 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 535.... LBS RESISTIVE MOMENT 70.2 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL XXX: - NOT USED SHEARWALL PROPERTIES: WALL HEIGHT, H 0.0 FT. MAX WALL OPENING HT, HC 0.0 FT. ........... WALL LENGTH, L 0.0 FT. QUALIFYING WALL LENGTH, L 0.0 FT. SHEARWALL ASSEMBLY L PO 1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 0 LB #####S #DIV/O! LBS SHEARWALL ASSEMBLY SPECIFICATION PO - 1-SIDE 7/1 811 OSB FASTENED W/ BD NAILS AT 5"0.C. PANEL EDGES & 12°O.C. PANEL FIELD - UNBLOCKED #DIV/O! OVERTURNING EVALUATION: RESISTIVE DL 0 PLF OVERTURNING MOMENT #DIV/O! K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 0 LBS RESISTIVE MOMENT 0.0 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 3 MULHERN a KULP B T RUC T U R A L E N O N E E R i N 0 PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1-1 801 9 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 1 0 1 : 1ST - SIDE EXT. WALL OF STUDY/BD#4 SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 6.0 FT. WALL LENGTH, L 26.0 FT. QUALIFYING WALL LENGTH, L 20.0 FT. SHEARWALL ASSEMBLY P3 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 4600 LBS G 5460 ',LBS SHEARWALL ASSEMBLY SPECIFICATION P3 - 1 -SIDE 7/1 611 OSB FASTENED WI ED NAILS AT 3"O.C. PANEL EDGES & 12'0.c. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 134 PLF OVERTURNING MOMENT 45.1 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 580 LBS RESISTIVE MOMENT 54.3 K-FT HOLDOWN CAPACITY O LBS ............................. HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 02: 1ST - REAR EXT. WALL OF BD#4/FAMILY SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 6.0 FT. WALL LENGTH, L 35.0 FT. QUALIFYING WALL LENGTH, L 1 5.5 FT. SHEARWALL ASSEMBLY C P3 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 5020 LBS G 7350 LBS SHEARWALL ASSEMBLY SPECIFICATION P3 - 1 -SIDE 7/1 611 08B FASTENED WI 80 NAILS AT 3'O.C. PANEL EDGES & 1 2'O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 6135 PLF OVERTURNING MOMENT 229.2 K-FT HOLD DOWN DESIGN LOAD ❑ LBS DL AT ENDS OF WALL 340 LBS RESISTIVE MOMENT 388.3 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 4 MULHERN a KULP BTNCTIPA`. E N G N E E fi'N C PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 211-18019 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 1 03: 1ST - REAR EXT. WALL OF DINING W/ SOD SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 0.0 FT. WALL LENGTH, L 4.0 FT. QUALIFYING WALL LENGTH, L 4.0 FT. SHEARWALL ASSEMBLY P3 I CAPACITY EVALUATION; TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY L_ _.. 130 LBS G I 2441...... LBS SHEARWALL ASSEMBLY SPECIFICATION P3 - 1-SIDE 7/16" OSB FASTENED W/ SD NAILS AT 3"O.C. PANEL EDGES & 12"0.c. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 6135 PLF OVERTURNING MOMENT 7.4 K-FT UPLIFT CONNECTOR DESIGN LOAD ❑ I LBS DL AT ENDS OF WALL 700 LBS RESISTIVE MOMENT 7.5 K-FT HOLDOWN CAPACITY 0 LB5 HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED SHEARWALL 1 04: 1ST - SIDE EXT. WALL OF DINING/KITCHEN SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 3.0 FT. WALL LENGTH, L 24.0 FT. QUALIFYING WALL LENGTH, L 14.3 FT. SHEARWALL ASSEMBLY [ P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY �.., 3050 LBS G [ 4815 --:Les SHEARWALL ASSEMBLY SPECIFICATION ...666 P1 - 1 -SIDE 7/18" OSB FASTENED W/ 8D NAILS AT 6"O.C. PANEL EDGES Sc 12"0.c. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 234 PLF OVERTURNING MOMENT 71.7 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 1000 LBB RESISTIVE MOMENT 82.3 K-FT HOLDOWN CAPACITY O LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 5 . . 44 4 MULHERN a KULP $T R U C T U N A L ENDINEERINO PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1 -1 801 9 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 1 05: 1ST - SIDE EXT. WALL OF GARAGE SHEARWALL PROPERTIES: WALL HEIGHT, H 10.0 FT. MAX WALL OPENING HT, H. 6.7 FT. WALL LENGTH, L 21.0 FT. QUALIFYING WALL LENGTH, L 18.3 FT. SHEARWALL ASSEMBLY ( P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 2350 LBS = l 2350 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/16° OSB FASTENED WI BD NAILS AT 6"O.C. PANEL EDGES & 1 2°O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 134 PLF OVERTURNING MOMENT 23.5 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBB DL AT ENDS OF WALL 600 LBB RESISTIVE MOMENT 37.9 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 06: 1ST - SIDE EXT/INT WALL OF GARAGE BY PORCH SHEARWALL PROPERTIES: WALL HEIGHT, H 10.0 FT. MAX WALL OPENING HT, HC 0.0 FT. WALL LENGTH, L 21.5 FT. QUALIFYING WALL LENGTH, L 21.5 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 3350 Les < 7224 LBS SHEARWALL ASSEMBLY SPECIFICATION P 1 - 1 -SIDE 7/1 6° OSB FASTENED WI So NAILS AT 6"0.C. PANEL EDGES & 1 2"O.c. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DLr 1 1 5 PLF OVERTURNING MOMENT 33.5 K-FT HOLD DOWN DESIGN LOAD 0 LBB DL AT ENDS OF WALL 500 LBS RESISTIVE MOMENT 33.6 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 6 MULHERN a KULP STRUCTURAL E N O I N E E R I N O PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1 -1 801 9 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY S H EARWALL 1 ❑7: 1ST - REAR INT. WALL OF STORAGE SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, H. 0.0 FT. WALL LENGTH, L 5.0 FT. QUALIFYING WALL LENGTH, L 5.0 FT. SHEARWALL ASSEMBLY lP1 l CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 350 LBS ( 1 680 Les SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 0 S B FASTENED W/ BD NAILS AT 6"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 250 PLF OVERTURNING MOMENT 3.2 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 1 50 LBS RESISTIVE MOMENT 3.5 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 08: 1ST - SIDE INT. WALL OF BD#4 SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 0.0 FT. WALL LENGTH, L 13.7 FT. QUALIFYING WALL LENGTH, L 13.7 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWArB-^L- t_ E SHEARWALL CAPACITY 2600 LBS C 4593LBs SHEARWALL ASSEMBLY SPECIFICATION ��A99 P1 - 1 -SIDE 7/16° OSB FASTENED WI BD NAILS AT 6"O.C. PANEL EDGES Sc 1 210.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 251 PLF OVERTURNING MOMENT 23.4 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 200 LBS RESISTIVE MOMENT 23.6 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 7 . . 4 I NIULHERN 8, KULP BTrxucTURAL. ENcr.NEERINO PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 211-18019 ENGINEER: NJD DATE: 1 4-MAY-19 pp SHEARWALL DESIGN SUMMARY SHEARWALL 1 09: 1ST - REAR INT. WALL OF GARAGE SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, H. 0.0 FT. WALL LENGTH, L 25.0 FT. QUALIFYING WALL LENGTH, L 25.0 FT. SHEARWALL ASSEMBLY I P1 I CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 3700 LBS < I 840D ILBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/16° OSB FASTENED W/ SD NAILS AT 6"O.C. PANEL EDGES & 1 2°0.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 355 PLF OVERTURNING MOMENT 33.3 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBB DL AT ENDS OF WALL 350 LBS RESISTIVE MOMENT L....107.7 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 1 0: 1ST - REAR INT. WALL OF STUDY SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 0.0 FT. WALL LENGTH, L 11.5 FT. QUALIFYING WALL LENGTH, L 11.5 FT. SHEARWALL ASSEMBLY I P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 750 Les < 3864 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1 -SIDE 7/1611088 FASTENED W/ SD NAILS AT 6"O.C. PANEL EDGES & 12"0.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 100 PLF OVERTURNING MOMENT 6.8 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 400 LBS RESISTIVE MOMENT 10.1 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED Page 8 DAVID WEEKLEY HOMES 7893 MODEL SUMMERBROOK - LOT 1 1 SHEAR WALL CALCULATIONS - SEISMIC REVIEWED BY: MAY 14, 20 1 9 PARAMETERS: SINGLE FAMILY HOME DESIGN WIND SPEED: 135 MPH WIND EXPOSURE CATEGORY: B SEISMIC DESIGN CATEGORY: D CODE& DESIGN STANDARD: 2015 IBC CH. 1609, ASCE 7-10 CH. 26-30 14111 MULHERN + KULP residential structural engineering 11111 MN realdUeRtLlaH) st/uERDt ural+6O5KUIOee URLPg9 PROJECT NAME: 7893 MODEL DAVIDE WEEKLEY M&K PROJECT #: 211-1E1019 ENGINEER: NJD DATE: 113-OCT-1 B SEISMIC CALCULATION - ASCE 7-10 SEISMIC DESIGN CATEGORY: BUILDING PERIOD DETERMINATION: USER INPUTS: USER INPUTS: SITE CLASS '&?.D BUILDING PERIOD COEFFICIENT,Cr ^,0,020: SPECTRAL RESPONSE ACCELERATION 0.2 SEC, SB 'R;,0,987 LONG-PERIOD TRANS PERIOD,TL(SEC) SPECTRAL RESPONSE ACCELERATION 1.0 SEC,S 1 ;.,0424 HT.ASV BASE TO HIGHEST LEVEL,II„ I 191 OCCUPANCY CATEGORY CALCULATED VALUES: VARIABLES: APPROXIMATE FUNDAMENTAL PERIOD,T,.T I 0.175 SITE COEFFICIENT,FA 1,1 1 To I 0.123 I SITE COEFFICIENT,FV 1.58 TR I 0.613 I CALCULATED VALUES: SPECTRAL RESPONSE ACCELERATION,S,(G) I 0.729 MAXIMUM SPECTRAL RESPONSE ACCELERATION, SI,,,, 1.094 MAXIMUM SPECTRAL RESPONSE ACCELERATION,Syl 0.670 DESIGN SPECTRAL RESPONSE ACCELERATION,Se• 0.729 DESIGN SPECTRAL RESPONSE ACCELERATION,Set 0.447 SEISMIC DESIGN CATEGORY(SHORT TERM) '0 SEISMIC DESIGN CATEGORY(1.❑SECOND TERM) EQUIVALENT LATERAL FORCE PROCEDURE DL OF EXT WALL DEAD LOAD CALCULATION: TRIBUTARY TO LEVEL LEYEL STORY HT.(FT,) AREA(E r DEAD I LOAD PBF) KIPS TOTAL LEVEL DL 1 9.0 2021 NM= 17,7 48 K 2 9.0 13671111111111.1117.5 31 K 3 0.0 0 1111110.111110.0 0 K 4 0.0 0 d 0.0 0 K 5 0.0 0WIIIIII0.0 0 K 6 0.0 011111101111110.0 0 K 7 0.0 0 1111111131111110.0 0 K 8 0.0 0 Mr= 0.0 0 K 9 0.0 0 IMMO0.0 0 K 10 O.❑ - 0 MEM 0.0 0 K TOTAL DEAD LOAD CF STRUCTURE I 79 I KIPS SEISMIC RESPONSE COEFFICIENT: TRANSVERSE I ONGITUDINAL RESPONSE MODIFICATION FACTOR,R I 6.5 I MEM OCCUPANCY IMPORTANCE FACTOR,I[ L_ 1.00 I I 1.00 I SEISMIC RESPONSE COEFFICIENT.C. I ❑.1 12 I I 0.1 12 I BASE SHEARS: ULTIMATE LOADS X 0.7= ALLOWABLE LOADS TRANSVERSE LONGITUDINAL TRANSVERSE LONGTLI I 9 IC I 9 IK I 6 IK I 6 IK STORY SHEAR CALCULATION: DISTRIBUTION EXPONEN 1.❑❑ 1 I ULTIMATE LOADS X 0.7= ALLOWABLE LOADS TRANSVERSE 1 DNRITIIRINAI TRANSVERSE LONGITUDINAL LEVELVERT.DIST.FACTOR.C.,STORY SHEAR.F, STORY SHEAR.F„ STORY SHEAR.F, I STORY SHEAR STORY SHEAR.F, S STORY SHEAR 1 0.430 3.9 K 3.9 K 2.7 K 6.2 K 2.7 K 6.2 K 2 0.562 5.0 K 5.0 K 3.5 K 3.5 K 3.5 K 3.5 K 3 0.000 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 4 0.000 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 5 0.00 0.0 K 0.0 K 0.0 K. 0.0 K 0.0 K 0.0 K 6 0.00 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 7 0.00 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 5 0.00 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 9 0.00 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 10 0.00 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K Page 1 of 1 • I \ ,'ir 1 Cl) o y- UNE OF FLOOR BELOW m 7312" a„ 0 ,b Z C / 1o'-8' f : 38'•4. 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NOTE:24"X 24"MAX WI APPLIED STONE APPLIED STONE PEDESTAL DETAIL 13•ti" ._ 4' MULHERN + KULP residential structural engineering PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1 -1 801 9 ENGINEER: NJD DATE: 14-MAY-19 SHEARWALL DESIGN SUMMARY SHEARWALL 20 1 : 2ND - SIDE EXT. WALL OF STAIRS/OWNER'S RETREAT SHEARWALL PROPERTIES: WALL HEIGHT, H 8.0 FT. MAX WALL OPENING HT, H, 0.0 FT. WALL LENGTH, L 26.7 FT. QUALIFYING WALL LENGTH, L 26.7 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1750 LBS G L 6374 'Les SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1 6" OSB FASTENED W/ SD NAILS AT 6"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 134 PLF OVERTURNING MOMENT 14.0 K-FT HOLD DOWN DESIGN LOAD ❑ LBS DL AT ENDS OF WALL 975 LSS RESISTIVE MOMENT 66.3 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 202: 2ND REAR EXT. WALL OF OWNER'S RETREAT SHEARWALL PROPERTIES: WALL HEIGHT, H B.0 FT. MAX WALL OPENING HT, HC 5.0 FT. WALL LENGTH, L 13.5 v._FT. QUALIFYING WALL LENGTH, L 5.0 FT. SHEARWALL ASSEMBLY I P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 900 LBS < 1 172 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 OSB FASTENED W/ BD NAILS AT 6"O.C. PANEL EDGES & 1 2"D.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 390 PLF OVERTURNING MOMENT 7.2 K-FT HOLD DOWN DESIGN LOAD ❑ LBS DL AT ENDS OF WALL 535 LBS RESISTIVE MOMENT 38.5 K-FT HOLDOWN CAPACITY O LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page I 41 MULHERN 8K KULP STRUCTURAL. ENGINEERING PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1-1 801 9 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 203: 2ND - REAR EXT. WALL OF WIC SHEARWALL PROPERTIES: WALL HEIGHT, H [ 8.0 IFT. MAX WALL OPENING HT, He 0.0 FT. WALL LENGTH, L 1 4.7 FT. QUALIFYING WALL LENGTH, L 14.7 FT. SHEARWALL ASSEMBLY [ P1 l CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1850 Les G .3506 LAS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 OSB FASTENED WI BD NAILS AT 6"O.C. PANEL EDGES & 1 2aC.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 390 PLF OVERTURNING MOMENT 1 4.8 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 535 LBB RESISTIVE MOMENT 44.8 K-FT HOLDOWN CAPACITY 0 LBB HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 204: 2ND - SIDE EXT. WALL OF WIC/BD#3/BD#2 SHEARWALL PROPERTIES: WALL HEIGHT, H 8.0 FT. MAX WALL OPENING HT, HC 5.0 FT. WALL LENGTH, L 34.5 FT. QUALIFYING WALL LENGTH, L 28.5 FT. SHEARWALL ASSEMBLY P11 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1 750 LBS < 3092 LBB SHEARWALL ASSEMBLY SPECIFICATION P 1 - 1-BIDE 7/1 6° OSB FASTENED WI BD NAILS AT 6"O.C. PANEL EDGES & 1 2110.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 134 PLF OVERTURNING MOMENT 1 4.0 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 1 170 LBB RESISTIVE MOMENT 108.1 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED Page 2 441 ' MULHERN 8� KULP S T N U C T U R A 1. ENOINEERINO PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 211 -18019 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 205: 2ND - FRONT EXT. WALL OF BD#2 SHEARWALL PROPERTIES: WALL HEIGHT, H 8.0 FT. MAX WALL OPENING HT, H, 1 2.5 FT. WALL LENGTH, L 18.7 FT. QUALIFYING WALL LENGTH, L I 13.2J FT. SHEARWALL ASSEMBLY [ P1 I CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1750 LBS < a 306BLBs SHEARWALL ASSEMBLY SPECIFICATION P1 - 1 -SIDE 7/16° OSB FASTENED WI SD NAILS AT 6"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 390 PLF OVERTURNING MOMENT 14.0K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 535 LBS RESISTIVE MOMENT 70.2 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED SHEARWALL XXX: - NOT USED SHEARWALL PROPERTIES: WALL HEIGHT, H 0.0 FT. MAX WALL OPENING HT, HC 0.0 FT. WALL LENGTH, L 0.0 FT. QUALIFYING WALL LENGTH, L 0.0 FT. SHEARWALL ASSEMBLY PO CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL �/, //,ALLOWABLE SHEARWALL CAPACITY 0 LBS ##### #DIV/O! LBS SHEARWALL ASSEMBLY SPECIFICATION PO - 1-SIDE 7/1 611 OSB FASTENED WI BD NAILS AT 6"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - UNBLOCKED #DIV/O! OVERTURNING EVALUATION: RESISTIVE DL 0 PLF OVERTURNING MOMENT r 0.0 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 0 LBB RESISTIVE MOMENT 0.0 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 3 41 MULHERN a KULR STPUCTUAL. F N D I N E E R I N G PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 211-18019 ENGINEER: NJD DATE: 14-HAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 1 0 1 : 1ST - SIDE EXT. WALL OF STUDY/BD#4 SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 6.0 FT. WALL LENGTH, L 26.0 FT. QUALIFYING WALL LENGTH, L 20.0 FT. SHEARWALL ASSEMBLY P1 I CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1700 LBS G 2071 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1 -SIDE 7/16° OSB FASTENED WI SD NAILS AT 6"0.C. PANEL EDGES & 12"0.C. PANEL FIELD - EDGES BLOCKED AD ED U ATE OVERTURNING EVALUATION: RESISTIVE DL 1 34 1PLF OVERTURNING MOMENT 15.3 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 580 LBS RESISTIVE MOMENT 54.3 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED S HEARWALL 1 ❑2: 1ST - REAR EXT. WALL OF BD#4/FAMILY SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 6.0 FT. WALL LENGTH, L 35.0 FT. QUALIFYING WALL LENGTH, L 15.5 FT. SHEARWALL ASSEMBLY IP3 I CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL�CAPACITYg 2450 LBS C E 5262 ®Les SHEARWALL ASSEMBLY SPECIFICATION 999 P3 - 1 -SIDE 7/1 611 OSB FASTENED W/ BD NAILS AT 3"0.C. PANEL EDGES & 12"0.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 6135 PLF OVERTURNING MOMENT B9.7 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 340 Le5 RESISTIVE MOMENT L 313S.3 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED Page 4 _ 4 N ULHERN a I-(ULP B T f"u c r URAL e N D'N e A N o PROJECT NAME: DAVID W E EKLEY HOMES 7893 MODEL M&K PROJECT #: 211 -1B019 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY 1 SHEARWALL 03: 1ST - REAR EXT. WALL OF DINING WI SOD SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 0.0 FT. WALL LENGTH, L 4.0 FT. QUALIFYING WALL LENGTH, L 4.0 FT. SHEARWALL ASSEMBLY P3 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 100 LBS G 174B LBS SHEARWALL ASSEMBLY SPECIFICATION P3 - 1-SIDE 7/161 OSB FASTENED W/ SD NAILS AT 3"0.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 6B5 PLF OVERTURNING MOMENT 7.1 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 700 LBS RESISTIVE MOMENT 7.5 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 04: 1ST - SIDE EXT. WALL OF DINING/KITCHEN SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 3.0 FT. WALL LENGTH, L 24.0 FT. QUALIFYING WALL LENGTH, L 14.3 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1 250 LBS G 3425 'LBs SHEARWALL ASSEMBLY SPECIFICATION P1 - 1 -SIDE 7/16° 068 FASTENED W/ BD NAILS AT S"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 234 PLF OVERTURNING MOMENT 32.9 K-FT HOLD DOWN DESIGN LOAD 0 LS5 DL AT ENDS OF WALL 1000 LBS RESISTIVE MOMENT B2.3 K-FT HOLDOWN CAPACITY O LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 5 41STRUCTURAL ENOINEERINO PROJECT NAME: DAVID W E EKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1-1 801 9 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY SHEARWALL 1 ❑5: 1ST - SIDE EXT. WALL OF GARAGE SHEARWALL PROPERTIES: WALL HEIGHT, H 10.0 FT. MAX WALL OPENING HT, H, 6.7 FT. WALL LENGTH, L 21.0 FT. QUALIFYING WALL LENGTH, L 18.3 FT. SHEARWALL.ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 900 LBS C L 1671 ILBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/16" OSB FASTENED W/ ED NAILS AT 6"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 134 PLF OVERTURNING MOMENT 9.0 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 600 LBS RESISTIVE MOMENT 37.9 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 06: 1ST - SIDE EXT/INT WALL OF GARAGE BY PORCH SHEARWALL PROPERTIES: WALL HEIGHT, H 10.0 FT. MAX WALL OPENING HT, HC 0.0 FT. WALL LENGTH, L 21.5 FT. QUALIFYING WALL LENGTH, L 21.5 FT. SHEARWALL ASSEMBLY ( P1 _..l CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1 400 LBS G 5139 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 OSB FASTENED WI BD NAILS AT 6"O.C. PANEL EDGES & 12"0.c. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL1 1 5 PLF OVERTURNING MOMENT 14.0 K-FT HOLD DOWN DESIGN LOAD O LBS DL AT ENDS OF WALL f 500 LBS RESISTIVE MOMENT 33.6 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED Page 6 MULHERN 8, KULP STRUCTURAL. BSEERBO PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 21 1-1 801 9 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DESIGN SUMMARY rl SHEARWALL 1 ❑ / : 1ST - REAR INT. WALL OF STORAGE SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 0.0 FT. WALL LENGTH, L 5.0 FT. QUALIFYING WALL LENGTH, L 5.0 FT. SHEARWALL ASSEMBLY ( P1 j CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 100 LBS < 1 1 9LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1—SIDE 7/16° ❑SB FASTENED W/ BD NAILS AT 6"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 250 PLF OVERTURNING MOMENT 0.9 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBB DL AT ENDS OF WALL 1 50 LBS RESISTIVE MOMENT 3.5 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 08: 1ST - SIDE INT. WALL OF BD#4 SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 0.0 FT. WALL LENGTH, L 13.7 FT. QUALIFYING WALL LENGTH, L 13.7 FT. SHEARWALL ASSEMBLY P1 1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1.--___®_1 25D LBS < 3267 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 OSB FASTENED W/ BD NAILS AT 6"O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEQUATE OVERTURNING EVALUATION: RESISTIVE DL 251 PLF OVERTURNING MOMENT 1 1.3 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 200 LBS RESISTIVE MOMENT 23.6 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED Page 7 e . � MULHERN S. KULP STRUCTURAL. ENGINEERINO PROJECT NAME: DAVID WEEKLEY HOMES 7893 MODEL M&K PROJECT #: 211 -18019 ENGINEER: NJD DATE: 1 4-MAY-1 9 SHEARWALL DES/GN SUMMARY SHEARWALL 1 09: 1ST - REAR INT. WALL OF GARAGE SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, H 0.0 FT. WALL LENGTH, L _ 25.0 FT. QUALIFYING WALL LENGTH, L 25.0 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 1850 LBS < 5975 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1611 OSB FASTENED W/ BD NAILS AT 8"0.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADELUATE OVERTURNING EVALUATION: RESISTIVE DL 355 PLF OVERTURNING MOMENT 16.7 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS DL AT ENDS OF WALL 350 LBS RESISTIVE MOMENT 107.7 K-FT HOLDOWN CAPACITY 0 LBS HOLD-DOWN SPECIFICATION NO HOLDOWN REQUIRED SHEARWALL 1 1 ❑: 1ST - REAR INT. WALL OF STUDY SHEARWALL PROPERTIES: WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 0.0 Fr. WALL LENGTH, L 1 1.5 FT. QUALIFYING WALL LENGTH, L 1 1.5 FT. SHEARWALL ASSEMBLY P1 CAPACITY EVALUATION: TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY 500 LBS < 2749 LBS SHEARWALL ASSEMBLY SPECIFICATION P1 - 1-SIDE 7/1 611 OSB FASTENED WI BD NAILS AT 6"O.C. PANEL EDGES Sc. 1 2"O.C. PANEL FIELD - EDGES BLOCKED ADEOUATE OVERTURNING EVALUATION: RESISTIVE DL 100 PLF OVERTURNING MOMENT 4.5 K-FT HOLD DOWN DESIGN LOAD 0 LBS DL AT ENDS OF WALL 400 LBS RESISTIVE MOMENT 10.1 K-FT HOLDOWN CAPACITY 0 LBB HOLD-DOWN SPECIFICATION No HOLDOWN REQUIRED Page 8