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BRES20150459 Structural Calcsr Fred Sheu Engineering i• 14286 California Ave, Suite #103 Victorville, CA 92392 (760)955-7522 G (-L(l. Structural Calculations for OpmrPepe Builders, [I-C. Single Family Residence La Quinta, CA 92253 4WO hWIDAP Job # S15196 Nov. 19r 2015 W-ww - Vqftl 15 ri� �11 2 3 2015 CaMM N TVoi: 6QU L1Nrq �pMzw CITY OF LA QUI€.NTA BUILDING & SAFETY DEPT Y "ED FOR CONSTR(. ION DATE3A]LL Fred Sheu Project P E_ --Page A I Engineering Job # S1,57 y6 TABLE OF CONTENTS Page DesignInformation .. .................................................................................................... Al thru A 3 GravitySystem ............................................................................................................. B1 thru B2_ Beams & Headers W LateralSystem .................. __ ................. ................................... 4 .......... I ...... I ... I ... I ...... C1 thru C I Seismic & Wind Loads Horizontal Diaphragm Shear Walls S t D4 ... . -thrC­D, ..... Foundation.............................. ............................... ............ .................................. .... El thru E It Fred Sheu Engineering A. B. C. D: E. F. G. H: 1: J: K: Project pEpC_ DESIGN CRITERIA & SPECIFICATIONS Page A Z Job # S /S' J %� CODE: 2013 California Building Code (CBC) SEISMIC: per CBC section 1613 and ASCE/SEI 7-10 section 12 Method : Equivalent. lateral force procedure Seismic Design Category: D Site class: D Occupancy category: II Importance factor : I WIND: per CBC section 1609 and ASCE/SEI 7-10 section 28 Method: Simplified design wind..procedure Basic wind speed = _ it e, mph Exposure = C Topographic factor = 1_0 SOILS Allowable soil bearing pressure 1500 psf LUMBER: Douglas Fir -Larch, 19% moisture content 1. 2X Joists & Rafters - #2 or Better 2. 4X, 6X, 8X Beams & Headers - #1 or Better 3, Plates, Blocking & Studs - Stud Grade or Better GLUED -LAMINATED BEAM: Combination: 24F-V4 Specicies: DF/DF PARALLAM BEAM: Truss Joist - MacMillan, 2.0E Parallam PSL MICROLLAM BEAM: Truss Joist - MacMillan, 1.9E Microllam LVL CONCRETE: Monolithic or Non -Monolithic Pour Foundation System per plan All slab -on -grade/ continuous footing/pads/pole footing ---------- f'c = 2500 psi All structural concrete/retaining wall/column/beam------------------ f'c = 3000 psi STEEL: ASTM A572 Gr. 50 for Structural Steel ASTM A615, Gr. 40 for #3 &4, Gr. 60 or #5 and larger rebar steel ASTM A53, Gr. B for Pipe Steel, ASTM A500, Gr. B for Tube Steel CONCRETE BLOCK: ASTM C90, Grade N medium weight, Solid grouted all cells COLD FORM STEEL: ASTM A570-79 Gr. 33 for 18 through 25 Gauge ASTM A570-79 Gr. 50 for 12 through 16 Gauge WOOD CONSTRUCTION CONNECTOR: SIMPSON Strong -Tie or Approved Equal .'red A e u .engineering Project CALL.C- C N / 1,L.0 4 GRAVITY LOADS ROOF: L.L. = 20 psf D.L. Roof Cover = 6 psf 1/2" Plywood Sht'g = 1.5 psf Roof Framing = 3.5 psf 1/2" Drywall Ceiling = 2.0 psf misc. = 2.0 psf D. L. = 15 psf Total Load = 35 psf EXTERIOR WALL: D.L. 2x stud wall = 1.5 psf 1/2" Plywood Panel = 1.5 psf 1/2" Drywall = 2.0 psf 7/8" Stucco =10.0 psf Insulation --------------------------------------------------------- = 1.0 psf Total = 16.0 psf INTERIOR WALL: D.L. 2x Stud Wall = 1.5 psf 3/8" Plywood Panel = 1.1 psf (2)-1/2" Drywall = 4.0 psf Misc = 3.4 psf Total =10.0 psf ^- — Page A3 Job # 'S /5174 FRED SHEU ENGINEERING Str'utural Engineer 14286 Califorriia Ave, #103 Victorville, CA 92392 Project Title; PEPE BUILDERS, LLC $ ? Engineer: SHEU Proiect ID: 315196 Project Descr: SFR - ood Beam ftled;19 NOV2015, 5:52PM File =C-Bukelsyll%16s15195.ec6 ENERMC, INC. 1983•2016, SoN.16.rei10.6, Vace.'bt.e.31 Description : 131- 8' HEADER AT LEFT OF KITCHEN AND FAMILY ROOM CODE REFERENCES Load Combination Set: ASCE 7-10 Material Properties_ Anaiysis Method: Allowable Stress Design Load Combination ASCE 7-10 Fb- Tension 1000 psi E: Modulus ofElesticily Fb -Compr 1000psi Ebend-xx 1700ksi -� Fc - Prll 1500 psi Eminbend - xx 620 ksi Wood Species ouglas Fir - Larch Fc - Perp 625 psi Wood Grade,1 L:N Fv 180 psi Ft Beam Bracing ; Beam is Fully Braced against lateral -torsion buckling 675 psi Density 31.2pcf APPIled Loads Uniform Load ; D = 0.3080, Lr = 0.410 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.675 1 Section used for this span 4x12 fb : Actual = 933.63psi FB : Allowable = 1,375.00psi Load Combination +D+Lr+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection M 12 PLC �r�2oPs�x�a.s'= 4tlo pt� Span - e.0 ft 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 ax Downward Transient Deflection 0.054 in Ratio = 1783 Max Upward Transient Deflection 0,000 in Ratio = 0 <360 Max Downward Total Deflection 0.094 in Ratio = 1018 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum'Farces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C I Cr C m C t C L +D+H - Length = 8,0 ft 1 0.405 0.222 0.90 1.100 +D+L+H 1.100 Length = 8.0 ft 1 0.364 0.200 1.00 1.100 +D+Lr+H 1.100 Length = 8.0 ft 1 0.679 0.373 1.25 1.100 +D+S+H 1.100 Length = 8.0 ft 1 0.317 0.174 1.15 1.100 +D+0.750Lr+0.750L+H 1.100 Length = 8.0 ft 1 0,582 0.319 1.25 1.100 +D+0.750L+0,750S+H 1.100 Length = 8.0 it 1 0.317 0.174 1,15 1.100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1,00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Moment Values M fb F'b 0.00 2.46 400.50 990,00 0.00 2.46 400.50 1100.00 0.00 5.74 933.63 1375,00 0.00 2.46 400.50 1265,00 0.00 4.92 800.35 1375.00 0.00 2.46 400.50 1265.00 7aralnn r 0.373 : 1 4x12 83.85 psi 225.00 psi +D+Lr+H 7,066 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.94 35.97 162.00 0.00 0.00 0.00 0.94 35.97 180.00 0.00 0.00 0.00 2.20 83.85 225.00 0.00 0.00 0.00 0.94 35.97 207,00 0.00 0.00 0.00 1.89 71.88 225.00 0.00 0.00 0.00 0.94 35.97 207.00 FRED SHEU ENGINEERING Sttulural Engineer 14286 California Ave, #103 Victorville, CA 92392 Project Title: PEPE BUILDERS, LLC Engineer: SHED Project ID: S15196 61a. Project Descr: SFR Description : 81- 8' HEADER AT LEFT OF KITCHEN AND FAMILY ROOM Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C I Cr C m C t C L +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.228 0.125 1.60 1.100 1.00 1.00 1,00 1,00 1.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0,228 0.125 1.60 1.100 1.00 1.00 1.00 1,00 1.00 +D+0,750Lr+0.750L+0A50W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.455 0.250 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0,750L+0,750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.228 0,125 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0,750S+0,5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.228 0.125 1.60 1,100 1.00 1.00 1.00 1.00 1,00 +0,60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.137 0.075 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0,60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.137 0.075 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span _ Max. " Defl Location In Span Load Combinatlon +D+Lr+H 1 0.0943 4.029 Vertical Reactions a Supportnotation : Far leftIs #1 Load Combination Support 1 Support 2 veraMA -MAXIMUM 2,872 2.872 Overall MINimum 0.739 0,739 +D+H 1.232 1.232 +D+L+H 1.232 1.232 +D+Lr+H 2,872 2.872 +D+S+H 1.232 1.232 +D+0.750Lr+0.750L+H 2.462 2.462 +D+0.750L+0.750S+H 1.232 1.232 +D+0.60W+H 1,232 1.232 +D+0.70E+H 1.232 1.232 +D+0.750Lr+0.750L+0.450W+H 2.462 2.462 +D+0,750L+0.750S+0A50W+H 1.232 1.232 +D+0.750L+0,750S+0.5250E+H 1.232 1.232 +0.60D+0,60W+0,60H 0.739 0.739 +0,60D+0.70E+0.60H 0.739 0.739 D Only 1.232 1,232 Lr Only 1.640 1.640 L Only S Only W Only E Only H Only Meat 19 NOV 2015, 5:52PM _Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 2.46 400.50 1760.00 0.94 35.97 288,00 0.00 0.00 0.00 0.00 2.46 400.50 1760.00 0.94 35.97 288.00 0.00 0.00 0.00 0.00 4.92 800.35 1760.00 1.89 71.88 288.00 0.00 0.00 0.00 0.00 2.46 400.50 1760.00 0.94 35.97 288.00 0.00 0.00 0.00 0.00 2.46 400.50 1760.00 0.94 35.97 288.00 0.00 0.00 0.00 0.00 1.48 240.30 1760.00 0.57 21.58 288.00 0.00 0.00 0.00 0.00 1.48 240.30 1760.00 0,57 21.58 288.00 Max, "+" Defl Location in Span 0.0000 0.000 Values in KIPS FRED SHEU ENGINEERING SVr Iural Engineer 14286 Californla Ave, #103 Victorville, CA 92392 Wo©.d Beam Project TItle: PEPE BUILDERS, LLC N,� eer: SHEU Prolect ID: S15196 8 ZcL Project Descr: SFR Printed:19 NOV 415, 5:55PM File=.Q:19erkelgP1551r1s15195.eC6 INa 1983.20.15, euiid:6.16.10,6, V@1:6,11.8.31 Description : 132- T HEADER AT LEFT OR RIGHT WALL Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C f C L M fb Ph +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.181 0.120 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.96 +0+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.181 0.120 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.96 +D+0.750Lr+0.750L+0,450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.362 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.92 +D+0.750L+0,750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.181 0.120 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,96 +D+0.750L+0,750S+0.5250E+H 1,300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 It 1 0.181 0,120 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.96 +0.60D+0.60W+0.60H 1,300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.109 0.072 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 +0,60D+0,70E+0,60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.109 0.072 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination +D+Lr+H 1 0.0537 2.518 Vertical Reactions Support notation : Far left Is #1 Load Combination Support 1 Support 2 Overall MAXimum 1,795 1.795 Overall MINimum 0,462 0.462 +D+H 0,770 0.770 +D+L+H 0.770 0.770 +D+Lr+H 1.795 1.795 +D+S+H 0.770 0.770 +D+0.750Lr+0.750L+H 1.539 1,539 +D+0.750L+0,750S+H 0,770 0.770 +D+0.60W+H 0.770 0.770 +D+0.70E+H 0.770 0.770 +D+0,750Lr+0.750L+0.450W+H 1.539 1.539 +D+0.750L+0.750S+0.450W+H 0.770 0.770 +D+0.750L+0.750S+0.5250E+H 0.770 0.770 +0.60D+0,60W+0,60H 0,462 0.462 +0.60D+0.70E+0,60H 0.462 0,462 D Only 0.770 0.770 Lr Only 1.025 1.025 L Only S Only W Only E Only H Only v,vu 376.69 2080.00 0.00 376.69 2080.00 0.00 752.78 2080.00 0.00 376.69 2080.00 0.00 376.69 2080.00 0.00 226.02 2080.00 0.00 226.02 2080.00 Shear Values V fv F'v 0.00 0.00 0.00 0.58 34,55 288.00 0.00 0.00 0.00 0.58 34.55 288.00 0.00 0.00 0.00 1.17 69.05 288.00 0.00 0.00 0.00 0.58 34.55 288.00 0.00 0.00 0.00 0.58 34.55 288.00 0.00 0.00 0.00 0.35 20.73 288.00 0.00 0.00 0.00 0.35 20.73 288.00 Max. °+" Defl Location In Span 0,0000 0,600 Values in KIPS FRED SHEU ENGINEERING Stfutural Engineer 14286 California Ave, #103 Victorville, CA 92392 Wood Beam KW-06008163 Description : B2- 5' HEADER AT LEFT OR RIGHT WALL CODE REFERENCES Project Title: PEPE BUILDERS, LLC Engineer: SHEU Project ID: S15196 62 Project Descr: SFR Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr - Fc - Prll Wood Species Douglas Fir - Larch Fc - Perp Wood Grade : No.1 Fv Beam Bracing :Beam is Fully Braced aFt gainst lateral -torsion bucklina e ra Printed:19 NOV 2015, 5:55PM Fife= 016erkeley1156b1s15195,ec0 ENERCALC.INC. 1983-2015, 9vlld:15,15.1DA Ver6.11.8,31 E : Modulus of Elasticity Ebend-xx 1,700.Oksi Eminbend - xx 620.0 ksi 31.20 pcf :::�/s r'Fx2C";'��30� yL� S q/b 10tic r ,vvv.v psl 1000.0 psi 1:500.0 psi 625.0 psi 180.0 psi 675.0 psi Density Span = 5.0 ft Applled Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.3080, Lr = 0.410. Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.501 Maximum Shear Stress Ratio = 0.358 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 878.14 psi fv : Actual 80.55 psi FB : Allowable = 1,625.00 psi Fv : Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2.500ft Location of maximum on span = 0,000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection i Max Downward Transient Deflection 0.031 in Ratio = 1954 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.054 in Ratio = 1116 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb F'b V fv F'v +D+H Length = 5.0 it 1 0.322 0,213 0.90 1.300 1.00 1.00 1.00 1,00 1.00 0.96 376.69 0.00 1170.00 0.00 0.58 0.00 34.55 0.00 162.00 +D+L+H 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.290 0.192 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.96 376.69 1300.00 0.58 34.55 180,00 +D+Lr+H 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Length = 5.0 it 1 0.540 0.358 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.24 878.14 1625.00 1.36 80.55 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.252 0.167 1.15 1,300 1.00 1.00 1.00 1.00 1.00 0.96 376.69 1495.00 0.58 34.55 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.463 0.307 1.25 1.300 1.00 1.00 1.00 1.00 1,00 1.92 752.78 1625.00 1.17 69,05 225.00 +D+0,750L+0,750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It i 0.252 0.167 1.15 1.300 1.00 1.00 1.00 1,00 1.00 0,96 376.69 1495.00 0.58 34.55 207.00 1 i, JU/ZU is Design Maps Summary Report 2USGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.656140N, 116.31178°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III S000111 +..�yslsrk d4au�>r�'va lr Ash.::;Rxsh+kNy��, "get USGS-Provided Output r : r-W I weep 14dowiv;'`' �r�xr�e: 2D1aM�p�uasarp�-dd P2015 'Op t® SS = 1.500 g SMS = 1.500 g SoS = 1,000 g S1 = 0.600 g SM1 = 0.900 g Sol = 0.600 g 0 MapQuEst 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. MCE;R Response Spectrum 1.G5 1.50 1.35 1.2O 1.05 In V 0.75 O.GO F\\\ 0.45 0.30 u.1 s 0.00 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 1.10 0.55 0,88 0.77 Ci 0.65 w 0.55 0.44 0.33 0.2z 0.11 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) 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 not a substitute for technical subject -matter knowledge, cl http://ehp1-earthquake.cr.usgs.gov/designmaps/us/sum m ary.php7tem pl ate=mini mal &I atitude=33.65614257145934&1 ongi tude=- 116.31177951 655849&si tecl ass... 1/1 Fred Sheu Project: pg ply page C z Engineering Job # sr5y�6 SEISMIC DESIGN Per 2013 CBC Section 1613 and ASCE/SEI 7-10 section 12.8 Equivalent Lateral Force Procedure: Seismic Design Category: Site Class: Occupancy Category: Importance Factor, I: Response Mondification Coefficient, R = System Overstrength Factor = Seismic Design Parameters from USGS: Site Coefficient (0.2 sec), Fa = 1.0 Site Coefficient (1.0 sec), Fv = 1.5 D D 11 1.0 6.50 2.50 Mapped Spectral Acceleration (0.2 sec), Ss = 1.500 Mapped Spectral Acceleration (1.0 sec), S1 = 0.600 Adjusted Spectral Acceleration (0.2 sec), Sms = Fa Ss = 1.500 Adjusted Spectral Acceleration (1.0 sec), Sm1 = Fv S1 = 0.900 Design Spectral Response Acceleration (0.2 sec), Si)s = 2/3 x Sms = 1.000 Design Spectral Response Acceleration (1.0 sec), SD1 = 2/3 x Sm1 = 0.600 Seismic Design Coefficient: (Eq.12.8-2) Cs=Sys/(R/I)= 1.000 / ( 6.5 / 1.0 ) = 0.154 (Eq. 12.8-5) Cs min. = 0.044 Sos I > 0.01 = 0.044 *1.000*1.0= 0.044 (Eq.12.8-6) Cs min. =0.5*Sl/(R/1)=0.5*0.6/(6.5/1.0)= 0.046 (Eq. 12.8-3) Cs max. = SDI / T( R / 1) = 0.600/ 0.13*(6.5/1.0) = 1.193 (Eq. 12.8-7) T = Ct hn ^ 0.75 = 0.02 * 12.0 ^ 0.75 = 0.129 sec. where hn = 12.0 ft (Sec. 12.3.4) Redundancy Factor, p = 1.3 Seismic Base Shear: (Eq. 12.8-1) V = p Cs W = 1.3 * 0.154 * W = 0.200 W for LFRD or 0.200 W / 1.4 = 0.143 W for ASD Fred Sheu Engineering Project PE r C- WIND DESIGN Per 2013 CBC & ASCE/SEI 7-10 section 28.5 Simplified Method Adjusted design net wind pressure, ps =A Kzt PSso (Eq, 28.6-1) Mean roof height = 1 Z Basic wind speed = i o mpl-.. Exposure = C, Kzt = topographic factor per section 26;8 = 1,0 '1, = adjustment factor for building height & exposure per Fig, 28.6-1 Mean roof Height (ft) Ex osure B C D 15 1.00 1.21 1.47 20 1.00 1.55 25 1.00 1.35 1.61 30 1.00 1,40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 55 1.16 1,19 1.56 1.59 1,81 1.84 60 1.22 1 1.62 1.87 Page G3 Job # S 1.5'1 QG Psso = Simplified design wind pressure for Exposure B, h= 30' from Fig, 28,6-1 Roof Angle horiz, pressure horiz, pressure horiz, pressure horiz, pressure (pitch / degrees) for basic for basic for basic I for basic wind speed= wind speed= wind. speed= wind speed= 110m 115 mh 120m h 130m h flat / 0 to 5 de re 9.2 4r, 21.0 22.8 26.8 3:12 / 14.0 de ree 25.8 28.1 33,0 4:12 / 18.4 de Lee 25.8 28,1 307 36.0 5:12 / 22.6 de ree 25.3 27.6 30,0 35,3 6:12 / 26,6 degree 23,3 25.7 27.7 32,5 7:12 to 12:12 / 21,6 23.6 25.7 30,1 30 to 45 dea ree ==4 ps =P'%Kzt Psso = 1.21 X 1 q, z = 2 3. 2 pS p ==-> For ASD, ps = 0.6 ps = 0. 6 x 2 3, 2 = 1 t/ {° s r- Fred Sh eu Engineering Project PE PE 1 $T FLOOR SHEAR WALL DIAGRAM 0 -- Designates Shear Wall Number L - -- Designates Longitudinal Direction T- -- Designates Transverse Direction GO \0 f N 1 M ,o V I^ i <10 1 SwZl�Xlc Z 6 9,D r Page G Job # S 151 ?�6 L � L13 36 Oz rn llf _1 EOZ CA z.67 2,67 b J :J- L"� M a a 0 0 yy Fred '.Shext Project: PEPE BUILDERS. LLC. Page s Engineering Job # 515196 LATERAL LOADS Design spectral response acceleration Sos= 1.000 Roof weight= 15.0 Seismic base shear coefficient= 0.143 Floor weight= 0.0 Wind pressure= 14.0 psf Section L-1 Input: Roof height= 2.5 Wall height Roof depth= 21.0 Floor depth Wind Load, Vw = 14.0 * (2.5 + 9.0/2) _ Seismic Load, Roof DL = 15.0 * 21.0 = Floor DL= 0.0*0.0= Ext. Wall DL = 1 * 16.0 * 9.0/2 = Int. Wall DL= 1 * 10.0 * 9.0/2 = TotalDL,W= 315.0+0.0+72.0+45.0= Seismic Load = 0.143 * 432.0 = Section L-2 Exterior wall weight= 16.0 Interior wall weight= 10.0 9.0 # of exterior walls= 1 0.0 # of interior walls= 1 98.0 plf <--- controls 315.0 0.0 72.0 45.0 432.0 plf 61.8 plf Input: Roof height= 2.5 Wall height= 10.0 # of exterior walls= 2 Roof depth= 53.0 Floor depth= 0.0 # of interior walls= 2 Wind Load, Vw = 14.0 * (2.5 + 10.0/2) = 105.0 plf Seismic Load, Roof DL = 15.0 * 53.0 = 795.0 Floor DL= 0.0*0.0= 0.0 Ext. Wall DL = 2 * 16.0 * 10.0/2 = 160.0 Int. Wall DL= 2 * 10.0 * 10.0/2 = 100.0 Total DL, W = 795.0 + 0.0 + 160.0 + 100.0 = 1055.0 plf Seismic Load = 0.143 * 1,055.0 = 150.9 plf <--- controls Fred Sh ett Engineering Project: PEPE BUILDERS. LLC, LATERAL LOADS Design spectral response acceleration Sos= 1.000 Roof weight= 15.0 Seismic base shear coefficient= 0.143 Floor weight= 0.0 Wind pressure= 14.0 psf Section T-1 Input: Roof height= 2.5 Wall height: Roof depth= 21.0 Floor depth: Wind Load, Vw = 14.0 * (2.5 + 9.0/2) _ Seismic Load, Roof DL = 15.0 * 21.0 = Floor DL= 0.0*0.0= Ext. Wall DL= 2 * 16.0 * 9.0/2 = Int. Wall DL= 0 * 10.0 * 9.0/2 = TotalDL, W= 315.0+0.0+144.0+0.0= Seismic Load = 0.143 * 459.0 = Section T-2 Page G 6 Job # S15196 Exterior wall weight= 16.0 Interior wall weight= 10.0 9.0 # of exterior walls= 2 0.0 # of interior walls= 0 98.0 plf <--- controls 315.0 0.0 144.0 0.0 ----------------------------- 459.0 plf 65.6 plf Input: Roof height= 2.5 Wall height= 10.0 # of exterior walls= 2 Roof depth= 37.0 Floor depth= 0.0 # of interior walls= 1 Wind Load, Vw = 14.0 * (2.5 + 10.0/2) = 105.0 plf Seismic Load, Roof DL = 15.0 * 37.0 = 555.0 Floor DL= 0.0*0.0= 0.0 Ext. Wall DL = 2 * 16.0 * 10.0/2 = 160.0 Int. Wall DL = 1 * 10.0 * 10.0/2 = 50.0 Total DL, W = 555.0 + 0.0 + 160.0 + 50.0 = 765.0 plf Seismic Load = 0.143 * 765.0 = 109.4 plf <--- controls Fred Sheet Project: PEPE BUILDERS, LLC. Page Engineering Job # S15196 ROOF DIAPHRAGM DESIGN Direction: TT2 Between Shear Walls: 4 & 5 Width, L = 48.7 Depth, D = 35 Diaphragm Force: Wind Load = 105.0 plf Seismic Load = 109.4 plf <__= control Diaphragm Shear = 109.4 x (L/2) / D = 76.1 plf Use: 1/2" APA Rated Sheathing, or O.S.B, unblocked disphragm, exterior grade, Index 24/0 w/ 8 nails @ 6" o.c, at edges and boundaries, @ 12" o.c. in field Splice Chord Force, F = M / D = 1/8 x 109.4 x (48.7)**2 / 35.0 = 927 lb 16d sinker nails: allowable shear for double top plate, single shear, 1.5" penetration (p) v = 118 Ibs x Cd per Table 11 N, 2012 NDS =118x(p/10dia.)=118x1.0=118lb Top Plate Splice: n = F /(1.6x118) = 927 /189= 4.9 (Cd = 1.6) use (12) - 16d Sinkers at top plate splice Fred Sheu Engineering Project: P_EPE BUILDERS, LLC. Page G SHEAR WALL LINE # 1 PANEL DESIGN: Section a- Tributary width (ft) = 21,3 Section b- Tributary width (ft) = 35 Seismic load above this floor (lb) = 0 Total seismic load = 61.8*21/2 + 150.9*35/2 + 0 = Total wind load = 0.0*21/2 + 105.0*35/2 + 0 = Total panel length = 21.0 ft Job # S15196 Seismic(plf)= 61.8 Wind (plf)= 0.0 Seismic(plf)= 150.9 Wind (plf)= 105.0 Wind load above this floor (lb) = 0 3,299 Ibs <--- controls 1,838 Ibs Shear = 3,299/21.0 = 157.1 lb/ft >>> Panel type used MIN. 3/8" Plywood or OSB, Mark- A (see sheet SD1 for nailing schedule) OVERTURNING ANALYSIS: Panel #1 Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 Panel length (ft) = 10.00 11.00 0.0 0.00 0.0 0.0 Panel height (ft) = 10.0 9.0 0.0 0 0 0 Uplift due to lateral load (lb)= 1,571 1,414 0 0 0 0 Res isting=D*(0.6-0.14Sds) (lb)= 750 995 0 0 0 0 Roof DL tributary (ft) 6.0 10.5 0.0 0.0 0.0 0.0 Floor DL tributary (ft) 0.0 0.0 0.0 0.0 0.0 0.0 Wall weight (psf) 16 16 0 0 0 0 Net uplift of this floor(lb) = 821 419 0 0 0 0 Add uplift from upper floor (lb) = 0 0 0 0 0 0 Total hold-down force (lb) = 821 419 0 0 0 0 >>> Hold-down Type STHD14 STHD14 SHEAR WALL LINE # 2 PANEL DESIGN: Section a- Tributary width (ft) = 21.3 Section b- Tributary width (ft) = 0 Seismic load above this floor (lb) = 0 Total seismic load = 61.8*21/2 + 0 = Total wind load = 98.0*21/2 + 0 = Total panel length = 14.5 ft Shear = 1,044/14.5 = Seismic(plf)= 61.8 Wind (plf)= 98.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 Wind load above this floor (lb) = 0 658 Ibs 1,044 Ibs <--- controls 72.0 Ib/ft >>> Panel type used MIN. 3/8" Plywood or OSB, Mark - Go (see sheet SD1 for nailing schedule) OVERTURNING ANALYSIS: Panel #1 Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 Panel length (ft) = 14.50 0.00 0.0 0.00 0.00 0.0 Panel height (ft) = 9.0 0.0 0.0 0 0 0 Uplift due to lateral load (lb)= 648 0 0 0 0 0 Resisting=D*(0.6-0.14Sds) (lb)= 1006 0 0 0 0 0 Roof DL tributary (ft) 10.5 0.0 0.0 0.0 0.0 0.0 Floor DL tributary (ft) 0.0 0.0 0.0 0.0 0.0 0.0 Wall weight (psf) 16 0 0 0 0 0 Net uplift of this floor(lb) = -358 0 0 0 0 0 Add uplift from upper floor (lb) = 0 0 0 0 0 0 Total hold-down force (lb) _ -358 0 0 0 0 0 >>> Hold-down Type STHD14 Fred Sh ezt Project: PEPE BUILDERS, LLC. Page C I Engineering Job # S15196 SHEAR WALL LINE # 3 PANEL DESIGN: Section a- Tributary width (ft) = 35 Section b- Tributary width (ft) = 0.0 Seismic load above this floor (lb) = 0 Total seismic load = 150.9*35/2 + 0 = Total wind load = 105.0*35/2 + 0 = Total panel length = 6.0 ft Shear = 2,641/6.0 = Seismic(plf)= 150.9 Wind (plf)= 105.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 Wind load above this floor (lb) = 0 2,641 Ibs <--- controls 1,838 Ibs 440.1 lb/ft >>> Panel type used Simpson Strong -wall C-3 W Z X / D _,PvJ 1 1.3 t& 1 0An cq = 3 x l Sa � _ 4177� OVERTURNING ANALYSIS: Panel #1 Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 Panel length (ft) = 2.00 2.00 2.0 0.0 0.0 0.0 Panel height (ft) = 10.0 10.0 10.0 0 0 0 Uplift due to lateral load (lb)= 4,401 4,401 4,401 0 0 0 Resisting=D*(0.6-0.14Sds) (lb)= 195 209 195 0 0 0 Roof DL tributary (ft) 11.0 12.5 11.0 0.0 0.0 0.0 Floor DL tributary (ft) 0.0 0.0 0.0 0.0 0.0 0.0 Wall weight (psf) 16 16 16 0 0 0 Net uplift of this floor(lb) = 4,206 4,193 4,206 0 0 0 Add uplift from upper floor (lb) = 0 0 0 0 0 0 Total hold-down force (lb) = 4,206 4,193 4,206 0 0 0 >>> Hold-down Type manufacturer SHEAR WALL LINE # 4 PANEL DESIGN: Section a- Tributary width (ft) = 49.0 Section b- Tributary width (ft) = 0.0 Seismic load above this floor (lb) = 0 Total seismic load = 109.4*49/2 + 0 = Total wind load = 105.0*49/2 + 0 = Total panel length = 20.5 ft Shear = 2,680/20.5 = >>> Panel type used OVERTURNING ANALYSIS: Panel length (ft) = Panel height (ft) = Uplift due to lateral load (lb)= Res isting=D*(0.6-0.14Sds) (lb)= Roof DL tributary (ft) Floor DL tributary (ft) Wall weight (psf) Net uplift of this floor(lb) = Add uplift from upper floor (lb) _ Total hold-down force (lb) _ >>> Hold-down Type Seismic(plf)= 109.4 Wind (plf)= 105.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 Wind load above this floor (lb) = 0 2,680 Ibs <--- controls 2,573 Ibs 130.7 lb/ft MIN. 3/8" Plywood or OSB, Mark - (see sheet SD1 for nailing schedule) Panel #1 Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 6.50 8.50 5.5 0.00 0.00 0.0 10.0 10.0 10.0 0 0 0 1,307 1,307 1,307 0 0 0 312 408 264 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 16 16 0 0 0 995 899 1,043 0 0 0 0 0 0 0 0 0 995 899 1,043 0 0 0 STHD14 STHD14 STHD14 Fred , Sh eu Engineering Project: PEPE BUILDERS LLC Page GJ0 SHEAR WALL LINE # 5 PANEL DESIGN: Section a- Tributary width (ft) = 49.0 Section b- Tributary width (ft) = 21 Seismic load above this floor (lb) = 0 Total seismic load = 109.4*49/2 + 65.6*21/2 + 0 = Total wind load = 105.0*49/2 + 98.0*21/2 + 0 = Total panel length = 14.5 ft Job # S15196 Seismic(plf)= 109.4 Wind (plf)= 105.0 Seismic(plf)= 65.6 Wind (plf)= 98.0 Wind load above this floor (lb) = 0 3,369 Ibs 3,602 Ibs <--- controls ' PRI}4 Tnu S5 1 = /D5N 29 = 2 S ] Z L13 Shear = 3,602/14.5 = 248.4lb/ft t> TA -rRvs5, -z = � zc �►$X =lo9 >>> Panel type used MIN. 3/8" Plywood or OSB, Mark - 1p (see sheet SD1 for nailing schedule) / OVERTURNING ANALYSIS: Panel length (ft) _ Panel height (ft) _ Uplift due to lateral load (lb)= Resisting=D*(0.6-0.14Sds) (lb)= Roof DL tributary (ft) Floor DL tributary (ft) Wall weight (psf) Net uplift of this floor(lb) _ Add uplift from upper floor (lb) _ Total hold-down force (lb) _ >>> Hold-down Type Panel #1 Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 5.50 9.00 0.0 0.0 0.0 0.0 10 10 0.0 0 0 0 2,484 2,484 0 0 0 0 127 207 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10 0 0 0 0 2,357 2,277 0 0 0 0 0 0 0 0 0 0 2,357 2,277 0 0 0 0 STHD14 STHD14 SHEAR WALL LINE # 6 PANEL DESIGN: Section a- Tributary width (ft) = 21 Section b- Tributary width (ft) = 0 Seismic load above this floor (lb) = 0 Total seismic load = 65.6*21/2 + 0 = Total wind load = 98.0*21/2 + 0 = Total panel length = 5.3 ft Shear = 1,02915.3 = >>> Panel type used OVERTURNING ANALYSIS: Seismic(plf)= 65.6 Wind (plf)= 98.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 Wind load above this floor (lb) = 0 689 Ibs 1,029 Ibs <--- controls 192.7 lb/ft MIN. 3/8" Plywood or OSB, Mark - I p (see, sheet SD1 for nailing schedule) Panel #1 Panel #2 Panel #3 Panel #4 Panel length (ft) = 2.67 2.67 0.00 0.00 Panel height (ft) = 7 7 0 0 Uplift due to lateral load (lb)= 1,349 1,349 0 0 Resisting=D*(0.6-0.14Sds) (lb)= 69 69 0 0 Roof DL tributary (ft) 0.0 0.0 0.0 0.0 Floor DL tributary (ft) 0.0 0.0 0.0 0.0 Wall weight (psf) 16 16 0 0 Net uplift of this floor(lb) = 1,280 1,280 0 0 Add uplift from upper floor (lb) = 0 0 0 0 Total hold-down force (lb) = 1,280 1,280 0 0 >>> Hold-down Type STHD14 STHD14 , NE-PI)dEr ALC.oWA13L-& ZvAO r. 26ox /Zx2,67� ( y Panel #5 Panel 96 0.00 0.0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 f�) Fir )C s � $ 3 .- /D -;FredSheu Engineering Project PEW Page E 1 CONTINUOUS FOOTING DESIGN Allowable Soil Bearing Pressure = 150o psf CONTINUOUS FOOTING at DEFT eKr. WAU Loading on Continuous'Footing; Roof Load = 3 51 Sr-x 1(J. 5 41 pcF Wall Load = j.0 nsF x 1 p f'oo P1F Floor Load = D ""`_-__..-----.._____________________ Total Load = '�1 z r,GF_ Required Width of Footin ' 9 = % � Z� l 5 0 0 --- p, �$ e Use; 12 " wide x C a " deep w/ / -- #4 rebars at top and bottom CONTINUOUS FOOTING at Loading on Continuous Footing; Roof Load = Wall Load = Floor Load = -------------------------------------------------------------------------- Total Load = Required Width of Footing = Use; 11 wide x " deep w/ #4 rebars at top and bottom Job#• .5'/5'/96 Fred Shea Project_ Pepe Page E Z Engineering Job # S / V ?& FOUNDATION DESIGN Allowable Soil Bearing Pressure = j$'oo psf Allowable Point Load at Continuous Footing: CONT, FTG 4 x post ]T(minimum) •_____,­----45-deg. S-Beadng Area Pmax=Pa*S*W/144 s cA rS 7_17 FLOOR 7X7T p G . ..y--• w:. „ 4" AciGne6gT6 1Z Bt3s6 I' W l2 12" x 12" footing, Pmax = 5'6'0 X43.5" x 12" / 144 = S . 3'f 7 `I PAD FOOTING: Location Load Size Reinforcement I I i Fred Shea Project PEpe Page Engineering Job # 515/g6 S1mrs, ! Sffflo v6-wA1L CONCRETE GRADE BEAM DESIGN Shear wall length = L Uplift = P - Vx H/L - M/. Max Moment, M = PL M=As*Fy*(d-a/2)'As*Fy*(o.8d) k•r Fy(o.8d) 60x0.$d 4� load factor = 1.4 M = f• 4 M iNc� => As 1AxM/4d P P Shear --Fwall # .. Length Fr ...... . Uplift p k Moment Nt K•Fr Grade Beam Size ,, Rebar Re 'd (A $ .............. .............. ....... Rebar swZqx,o z. . a �. a y' w x to P'P T '?r SIMPSON SLAB OR CURB AND STRONG WALL SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY �', ,.. , • , . HOLDOWN ANCHOR MUDSILL ANCHORAGE. NOT SHOWN FOR CLARITY — 37/e" TYP. %2W S %2W $ = WALL LENG_T_.H MINUS_7 SEE TABLE BELOW FOR DIMENSIONS - FOUNDATION PLAN VIEW FOUNDATION DIMENSIONS FOR STRONG -WALL ANCHORAGE CONDITION ASD ALLOWABLE UPLIFT Ibs) W (In) de (In) SEISMIC CRACKED - 11,900 27 �� 9 13,100 29 10 UNCRACKED 12,,500 24 8 13,100 25 9 WIND CRACKED 6,200 16 6 10,000 22 8 12,900 26 9 13,100 27 9 UNCRACKED 6,400 14 6 9,300 18 6 12,500 22 8 13,100 23 8 NOTES; 1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D AND ASSUME MINIMUM fc=2,500 PSI CONCRETE, ASTM A307 OR ASTM F1554, GRADE 36 ANCHOR RODS AND NO SUPPLEMENTARY REINFORCEMENT, HIGH STRENGTH ANCHORAGE DESIGN BY OTHERS WHEN REQUIRED. 2. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS, SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION D.3.3.4. 3. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B. 4. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS, THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT, 5. FOR ANCHORAGE SOLUTIONS USING SSTB, SEE ICC-ES ESR-2611. ANCHORAGE SCHEDULE