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Home My WebLink About2647 MARMOL CT; STRUCTURAL CALCS; CB091539; Structural Calculationsf Mark E. DeardorfT, Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE 8/5/09 DATE Ver 9.05.18 www.s1mware.coni STRUCTURAL CALCULATIONS FOR .A Padilla Residence 32.980030,-117.181761 Mark E. Deardorff, Structural Engiaeer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKEDBY SHEETNO. DATE DATE" 8/5/09 www.struware.com Code Restrch I. Code: U. Occupancy: Occupancy Group = IH. Type of Construction Fire Rating: International Building Code 2006 R Residential IV. J Roof= Floor = O.Ohr 0.0 hr Live Loads: Root'angle Roof 4.50/12 20.6 deg Oto200sf: 20psf 200 to 600 sf: 23.4 - 0.0195Area, but not less than 12 psf over 600 sf: 12 psf 5 psf Awnings and canopys Floor Stairs & Exitways Balcony / Deck Mechanical Partitions Wind Loads: ASCE7-05 40 psf 40 psf 60 psf N/A 15 psf Importance Factor 1.00 Basic Wind speed' 85 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 18.0 ft Parapet ht above grd 0.0 ft Exposure Category B Enclosure Classif. Enclosed Building Intemal pressure +/-0.18 Building length CL) 150.0 fl Least width (B) 84.0 ft Kh case 1 0.701 Kh case 2 0.605 Toooaraohic Factor (Kzt") Topography Flat Hill Height (H) 80.0 ft Half HU Length (Lh) 100.0 ft Actual H/Lh 0.80 Use H/Lh 0.50 Modified Lh = 160.0 ft From top of crest x= . 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K,= 0.000 x/Lh=0.31 K,= 0.792 z/Lh=0.11 1.000 At Mean Roof Ht: Kzt = (l+K,K2K3)'^2 = 1.000 Speed-up x(diMWWuind) 2DTll 'MMETRICAL HILL rJ^j-fO^:) Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEETNO. DATE DATE 8/5/09 V. Wind Loads -cont.: Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 18.0 ft However, rule of thumb if building is if h/B < 4 then rigid structure. use this h: 18.0 ft h/B = 0.21 Therefore, probably rigid structure B = 84.0 ft Calculated /z = 30.0 ft Use this Iz: 30.0 ft G = 0.85 Using rigid structure default Ridd Structure Flexible or Dvnamicallv Sensitive Structure /e = 0.33 Natural Frequency (ni) = 0.0 Hz 1 = 320 ft Damping ratio 0) = 0 ^min 30 tt /b = 0.45 C = 0.30 /a = 0.25 gQ.gv = 3.4 Vz = 54.8 Lz = 310.0 ft Ni = 0.00 Q = 0.87 Rn = 0.000 Iz = 0.30 Rh = 28.282 T1= 0.000 h= 18.0 ft G = 0.85 RB = 28.282 Tl = 0.000 RL = 28.282 Tl = 0.000 gR = 0.000 R = 0.000 G = 0.000 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Ooen Buildina: All walls are at least 80% open. Ao > O.SAg Test for Partially Enclosed Buiiding: Input Test Ao 0.0 sf Ao S 1.1 Aoi YES Ag 0.0 sf Ao>4'/0.01Ag NO Aoi 0.0 sf Aoi/Agi ^ 0.20 NO Agi 0.0 sf Building is NOT Partially Enclosed. Conditions to qualify as Partially Enclosed Building. Must satisfy all ofthe following: Ao>= l.lAoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi<?= 0.20 Where: Ao = the total area of openings in a wall tiiat receives positive extemal pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum ofthe areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum ofthe gross surface areas ofthe building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildinqs (Ri): Ifthe partially enclosed building contains a single room that is unpartitioned, the intemal pressure coefficient may bc multiplied by the reduction fector Ri. Total area ofall wall & roof openings (Aog): Unpartitioned intemal volume (Vi) : Ri = Osf Ocf 1.00 Altitude adiustment to constant 0.002S6 : Altitude = 0 feet Constant = 0.00256 Average Air Density = 0.0765 lhm/&^ Mark E. Deardorff, Structural Engineer 16437 Roca Drive SanlMego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BYMH) CHECKED BY SHEETNO. DATE DATE 8/5/09 V. Wind Loads - IWWFRS h:£60' ^Low-rise Buildinas) Enclosed/partiallv enclosed oniv 6, Torsional loads are 25% of zones 1 - 4. See code for loading diagram Transverse Direction K2=Kh = Base pressure (qh) = GCpi = I-ongitiidinal Dit-ection 0.70 (easel) 11.0 psf +/-0.18 Edge Strip (a) End Zone (2a) Zone 2 length = 7.2 ft 14.4 ft 42.0 ft Transverse Direction Longitudinal Direction Perpendicnlar0 = 20.6 Parallel 0 = 0.0 deg Sur&ce GCpf W-GCpi w/+GCpi GCpf w/-GQ>i w/-MjQ>i 1 0.53 0.71 0.35 0.40 0.58 022 2 -0.64 -0.46 -0.82 -0.69 -0.51 -0.87 3 -0.48 -0.30 -0.66 -0.37 -0.19 -0.55 4 -0.43 -0.25 -0.61 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 IE 0.79 0.97 0.61 0.61 0.79 0.43 2E -1.00 -0.82 -1.18 -1.07 -0.89 -1.25 3E -0.68 -0,50 -0.86 -0.53 -0.35 -0.71 4E -0.63 -0.45 -0.81 -0.43 -0.25 -0.61 Wind Surface pressures (psf) 1 78 3.9 6.4 2.4 2 -5.1 -9.0 -5.6 -9.6 3 -3.3 -7.2 -2.1 -6.1 4 -2.7 -6.7 -1.2 -5.2 5 -3.0 -6.9 -3.0 -6.9 6 -3.0 -6.9 -3.0 -6.9 IE 10.7 6.8 8.7 47 2E -9.0 -12.9 -9.8 -13.8 3E -5.5 -9.5 -3.9 -7.8 4E -5.0 -8.9 -2.8 -6.7 Windward roof overhangs: Parapet Windward parapet: Leeward parapet: 7.5 psf (upward) add to windward roof pressure WWDWAFD, CWERHA.MG ' m V?IHDWAKDItOOF' 11 t t LEEWARDROOP 1 r t t i t 1 1 rt 0.0 psf 0.0 psf (GCpn = +1.5) (GCpn = -1.0) Horizontal MWFRS Simple Diaplu-agm Pressures fpsf) Transverse direction (normal to L) InteritM-Zone: Wall 10.6 psf Roof -1.8 psf End Zone: Wall 15.7 psf Roof -3.5 psf Longitudinal direction (parallel to L) Interior Zone: Wall 7.6 psf End Zone: Wall 11.5 psf TRAKSVERSE ELEV ATION SINDWA 1 LEEWARD ROOF 1 t M t t t3 LOHGnUDIHAI. ELEVATIOM , Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE 8/5/09 DATE V. Wind Loads-Components & Cladding: Buiidings li:S60' & Altemate design 60'<h<90' Kz = Kh(casel)= 0.70 GCpi= +/-0.18 NOTE: Iftributaiy area is greater tiian Base pressure (qh) = 11.0 psf a= 7.2 ft 700st MWFRS pressure may be used. Minimum parapet height at building perimeter = 3.0 ft Roof Angle = 20.6 deg Type of roof = Gable Roof Area GCp +/- GCpi Surface Pressure (psf) User input Roof Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 27 sf 70 sf Negative Zone 1 -1.08 -1.01 -0.98 -11.9 psf -11.1 psf -10.8 psf -11.4 psf -11.0 psf Negative Zone 2 -1.88 -1.53 -1.38 -207 psf -16.9 psf -15.2 psf -18.3 psf -16.1 psf Negative Zone 3 -2.78 -2.36 -2.18 -30.6 psf -26.0 psf -24.0 psf -27.8 psf -25.0 psf Positive All Zones 0.68 0.54 0.48 10.0 psf 10.0 psf 10.0 psi 10.0 psf 10.0 psf Overhang Zone 2 -2.20 -2.20 -2.20 -24.2 psf -24.2 psf -24.2 psf -24.2 psf -24.2 psf Overhang Zone 3 -3.70 -2.86 -2.50 -40.8 psf -31.5 psf -27.5 psf -35.1 psf -29.6 psf Walls Area GCp +/- GCp 1 Surface Pressure (psf) User input Walls Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 180 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -14.1 psf -12.2 psf -10.8 psf -117 psf -11.6 psf Negative Zone 5 -1.58 -1.23 -098 -17.4 psf -13.5 psf -10.8 psf -12.5 psf -12.3 psf Positive Zone 4 & 5 1.18 1.00 0.88 13.0 psf 11.1 psf 10.0 psf 10.6 psf 10.5 psf Parapet Sur&ce Pressure (psf) Uso-input qp = 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf 50 sf CASE A: Interior zone: 10.0 psf 10.0 psf 10.0 psf 10.0 psf CASE A = pressure towards building Comer zone: 10.0 psf 10.0 psf 10.0 psf 10.0 psf CASE B = pressure away fiom building CASE B : Interior zone: -10.0 psf -10.0 psf -10.0 psi -10.0 pst Comer zone: -10.0 psf -10.0 psf -10.0 psf -10.0 psf RooftoD structures & Eauioment Dist fiom mean roof height to centroid of Af= 10.0 ft Gust Effect Factor (G) = 0.85 Height of equipment (he) = 15.0 ft Base pressure (qz) = 13.0 Kd psf Cross-Section Square Directionality (Kd) 0.90 Widtii (D) 10.0 ft yo = 1.50 Type of Surface N/A Sauare (wind alone diaeonal') Sauare Cwind normal to face) Cf = 1.01 c,= 131 Af = 10.0 sf A,= 10.0 sf Adjustment Facto (Adj) = 1.90 Adjustment Factor (Adj) = 1.900 F = qzGCfAf Adj= 19.0 Af F = qj,GC,Af Adj= 24.6 Af F = 190 lbs F = 246 lbs Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE 8/5/09 OATE / Location of Wind Pressure Tjnnes 8> 6^7 degrees and Monoslope S 3 degrees Monodope roofe 3°<e:S10'> Monoslope roofs 10° < 0 < 30° duo fSD an o US 7<9 S 45 degrees 7 <e <27degrees Mark £. Deardorff, Structural En^eer 16437 Roca Drive San Diego, CA. Voice 760-445-8869 Facsunile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEETNO. DATE" DATE 8/5/09 VI. Seismic Loads: ASCE 7- 05 Occupancy Category: II Importance Factor (I) : 1.00 Site Class: D Ss (0.2 sec) = Sl (1.0 sec) = Fa= 1.055 Fv= 1.592 111.20 %g 40.80 %g Sms = Sml = 1.173 0.650 SDS~ 0.782 0.433 Design Category = Design Categoiy = D D Seismic Design Categoiy = D Number of Stories: 10 Structure Type: light Frame Horizontal Stract Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building Syst^: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels - wood structural panels/sheet steel panels System Building Height Liniit 65 ft Actual Building Height (hn) = 18.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFiaENTS AND FACTORS Response Modification Factor (R) = 6.5 System Over-Sfrengtii Factor fio) = 2.5 Deflection Amplification Factor (Cd) = 4 SDS = 0.782 SDI = 0.433 Seismic Load Effect (E)= PQE+/-0.2SDSD Special Seismic Load Effect (E)= QOQE+/-0.2SDSD = p QE +/- 0.156D = 2.5 QE +/- 0.156D p = ledimdancy coefCicient QE = horizontal seismic force D = dead load PERmTTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Metiiod Not Pennitted Simplified Analyds Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis Building paiod coef (Cr) = Approx fundamental period (Ta) = User calculated fundamental period (T) = Long Period Transition Period (TL) = Seismic response coef (Cs) = need not exceed Cs = but not less than Cs = USECs = Modd & Seisnric Response Analysis ALLOWABLE STORY DRIFT Pennitted 0.020 ASCB7map- Sdsl/R = Sdll/RT- 0.044Sds = 0.175 sec x=0.75 0 sec 12 0.120 0.381 0.034 0.120 Design Base Shear V = 0.120W • Permitted (see code for procedure) Cu= 1.40 Tmax = CuTa = 0.245 UseT= 0.175 Structure Type: All other structures Allowable story drift = 0.020hsx whaehsx is tiie story height below level x Mark E, Deardorff, Structural Engineer JOB TITLE Padilla Residence t / 16437 Roca Drive San Diego, CA JOB NO, 09006-000 SHEET NO. Voice 760-445-8869 CALCULATED BY MED DATE 8/5/09 Facsimile 858-683-2000 CHECKED BY DATE VI. Seismic Loads - cont.: Seismic Design Categoiy (SDC)= D CONlSnECTIONS Force to connect smaller portions of structure to remainder of structure Fp = 0.133SDsWp= 0.10 Wp orFp = 0.5wp= 0.05 Wp UseFp= 0.10 Wp Wp = wdght of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction Anchorage of Concrete or Masonrv Walls to elements providing lateral support Fp =0.8IeSdsWw = 0.626 w„ orFp = 0.1w„= 0.10 w„ UseFp= 0.63 w„ but not less than 280.0 plf =400SdsIe Connection force given is for flexible diaphragms (use architectural components for ridgid diaphrams) MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force't Fp = 0.40IeSDsW„ = 0.313 w„ orFp = 0.1w„= 0.10 w„ UseFp= 0.31 w^ Diaphragms Fp = (Sum Fi / Sum Wi)Wpx + Vpx = (Sum Fi / Smn Wi)Wpx + Vpx need not exceed 0.4 SdsIeWpx + Vpx = 0.313 Wpx + Vpx but not less than 0.2 SdsIeWpx-i- Vpx= 0.156 Wpx +Vpx ARCHITECTDRAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: 4. Exterior Nonstructural Wall Elements and Connections a. Wall element Importance Factor (Ip) : 1.0 ComponentAmplificationFactor(ap)= 1 h= 18.0 feet Comp Response Modification Factor (Rp)= 2.5 z= 50.0 feet z/h= 1.00 Fp = 0.4apSdsIpWp(l+2z/h)/Rp = 0.375 Wp not greater than Fp = 1.6SdsIpWp = 1.252 Wp butnotlessthanFp = 0.3SdsIpWp= 0,235 Wp useFp= 0.375 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Categoiy D&Ip= 1.0, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Componait: OUier mechanical or electrical components. Importance Factor (Ip): 1.0 Component Amplification Factor (ap)= 1 h.= 18.0 feet Comp Response Modification Factor (Rp)= 1.5 z= 50.0 feet z/h= 1.00 Fp = 0.4apSdsrpWp(l-i-2z/hyRp = 0.626 Wp not greater than Fp = 1.6SdsIpWp = 1.252 Wp but not less tban Fp = 0.3SdsIpWp = 0.235 Wp use Fp = 0.626 Wp »^ Mark E. Deardorff, Structural En^neer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEETNO. DATE DATE 8/5/09 Roof Design Loads Items Description Multiple psf (max) psf (min) Roofing Clay Tile w/ mortar 19.0 16.0 Decking 1/2" plywood/OSB 1.8 1.5 Framing Wood2x @24" 2.5 1.5 Insulation R-30 Fiberglass insul. x2.0" 1.8 0.9 Ceiling 5/8" gypsum X 1 ply(s) 2.8 2.5 Other None 0.0 0.0 Mech & Elec Mech. & Elec. 2.0 0.0 Oflier None 0.0 0.0 Actual Dead Load S> 29.9 S) 22.4 Use this DL instead D 20.0 O 9.0 Live Load 19.5 0.0 Snow Load 0.0 0.0 Wind(zcme2- lOOsf) 10.0 -15.2 ASD Loading Dead + Live Load 49.4 - Dead + 0.75(Wmd + Live) Load 52.0 - 0.6*Dead + Wind Load --1.8 LRFD Loading 1.2D-H.6Lr +0.8W 75.1 - 1.2D + 1.6W+0.5Lr 61.6 - 0.9D+1.6W --4.2 Roof Live T.^ad Reduction Roof angle 4.50/12 20.6 deg Oto200 sf: 19.5 psf 200 to 600 sf: 23.4 - 0.0195Area, but not less tiian 12 psf over 600 sf: 12.0 psf User Input: 300 sf 400 sf 500 sf 270 psf 1755 15.60 13.65 18.14 Mark £. Deardorff, Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence J JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO._ DATE DATE 8/5/09 Floor Design Loads Items Description Multiple psf (max) psf (min) Topping/flooring Carpet & pad 1.0 1.0 0 None X4.50" 0.0 0.0 Decking 3/4" plywood/OSB 27 2.3 Framing Steel floor bms/joists & girders 8.0 5.0 0 None xO.75" 0.0 0.0 Ceiling 5/8" g)^um x 1 ply(s) 2.8 2.5 Sprinklers Sprinklers 2.0 0.0 Other None 0.0 0.0 Misc. Misc. 0.5 0.0 Otiier None 0.0 0.0 Actual Dead Load 9> 17.0 10,8 Use this DL instead 3 100.0 0 50.0 Partitions 0.0 0.0 Live Load 40.0 0.0 Total Live Load 40.0 0.0 Total Load 57.0 10.8 FLOOR LIVE LOAD REDUCTION (not inchiding partitions^ NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce columns 20% if 2 or more floors & non-assembly L=LO(0.25+15/^AT) Unreduced design live load: Lo = Hoor member Ku, = Tributary Area Ax = Reduced live load: L = 40 psf 2 300 sf 34.5 psf IBC alternate procedure Smallest of: R=.08%(SF-150) R=23.1(l+D/L)= 32.9% R= 40% beams; 60% columns R= 12.0% Reduced live load- L= 35.2 psf Columns (2 or more floors) Ku. ' Tributary Area Ax = Reduced live load: L = 4 500 sf 23.4 psf Reduced live load: L = 28.0% 28.8 psf Mark E. Deardorff, Structural Engineer 16437 Rooa Drive San Diego, CA Voice 760-445-8869 Facsimile 838-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE' OATE 8/5/09 www.stniware.oom CODE SUMMARY Live Loads: Roof International Building Code 2006 Oto 200 sf: 20 psf 200 to 600 sf: 23.4 - 0.0195Area, but not less than 12 psf over 600 sf: 12 psf Awnings and canopys 5 psf Floor 40 psf Stairs & Exitways 40 psf Balcony/Deck 60 psf Mechanical N/A Partitions 15 psf Dead Loads: Floor 17.0 psf Roof 29.9 psf Roof Snow Loads: Design Roof Snow load = 0.0 psf Flat Roof Snow Load Pf = 0.0 psf Ground Snow Load Pg = 0.0 psf Rain on Snow Surcharge = 0.0 psf Snow Exposure Factor Ce = 1.00 Importance Factor I = 1.00 Thermal Factor a = 1.00 Sloped-roof Factor Cs = 1.00 Wind Desian Data: Basic Wind speed 85 mph Mean Roof Ht Ch) 18.0 ft Building Category n hnportance Factor 1.00 Exposwre Categoiy B Enclosure Classif. Enclosed Building Internal pressure Coef +/-0.18 Directionality (Kd) 0.85 Earthauake Desian I3ata: Occupancy Category: = n Importanoe Factor I = 1.00 Mapped spectral response Ss = 111.20 %g accelerations Sl = 40.80 %g Site Class = D Spectral Response Coef Sds = 0.782 Sdi = 0.433 Seismic Design Categoiy Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef. Response Modification Factor Analysis Procedure D = Bearing Wall Systems = Light fiame walls with shear panels - wood stractural panels/sheet steel panels V = 0.120W Cs = 0.120 R = 6.5 = Equivalrait Lateral-Force Analysis Marli^E. Deardorff, Stractural En^neer 16437 Rooa Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE 8/5/09 DATE www.struware.oom CODE SUMMARY-continued Component and cladding wind pressures C&C<90 feet Roof Surfaoe Pressuie (psf) Area 10 sf 1 30 sf 1 100 sf Negative Zone 1 -11.9 -11.1 -10.8 Negative Zone 2 -20.7 -16.9 -15.2 Negative Zone 3 -30.6 -26.0 -24.0 Positive All Zones 10.0 10.0 10.0 Oveihang Zone 2 -24.2 -24.2 -24.2 Ovohang Zone 3 -40.8 -31.5 -27.5 WaU Surface Pressure (psf) Area 10 sf 1 100 sf 1 500 sf Negative Zone 4 -14.1 -12.2 -10.8 Negative Zone 5 -17.4 -13.5 -10.8 Positive Zone 4 & 5 13.0 U.I 10,0 Parapet Solid farapti Ftessoie (psf) Area 10 sf 100 af 500 sf CASE A: Ihterior zone 10.0 10.0 10.0 Comer zone 10.0 10.0 10.0 CASEB: foteriorzone -10.0 -10.0 -10.0 Comer zone -10.0 -10.0 -10.0 I, Project Name = PatJilla Residence Conterminous 48 States 2006 International Building Code Latitude = 33.0972 Longitude = -117.249759 Spectral Response Accelerations Ss and S1 Ss and S1 = IVIapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.122 (Ss, Site Class B) •o 03 Q- o +-» Q. E 1^ CD CO 0) X CO O c Ul _i uu c ( ^ ' 1^ {y>/lr%^^-^ /WtfiO=^ fC?i" pLAT-u 11-C j>uP L ^ A \7^C? ^U I4c I.L -?—r •§ CL c: g "to .1-* a. E CO 0) Z LU OC UJ _l g UJ c Z?*!** 1«> j 2.crs> TX* Cr'i-. ^i^^auv- ^/6^>t ^^^^ flL •a OS CL c o to Q. E ^-^ h~ 03 CO 0) 03 .C Z LU (S CC Ul _l & UJ c t/J tot? 4 _f^^ferr:^ t ( Q- •5 .*-» Z3 Q. E CO a> CD .E • CD QC UJ _l UJ c ( Pfj^aVh . \ I I /^. J^:^ 24 ^" ^ t^^J ^ ^>/^ ^ ^^^^" 1^ -P- T3 to Q. c g ••^ +.» Q. E "^8 IV. CD 00 0) CJ) .E O c oc Ul _l UJ c ' .K llo iL- ; I ^$(yf T3 CO Q. c g lo "^8 rv, CD CO 0) o) .E .2 Z LU DC UJ UJ ( ^u TU 0 t*- •o CO Q. c g to -t—' 3 Q. E ^8 s.i d Z LU QC UJ UJ c Jh4\A ^"1 '(oo uo 0. CO 3 CL E ^-^ a> CO 03 CJ3 .E X O) UJ QC UJ -i g UJ x0 Ift* (A/ Ut? Uu T ^^iZ. TU e « * l^<?-s» Ut- P'^^'^^ 3 6^ LL- Cs pu (6/»0 LC - fciD fU^ ^SP t^u ^ ^ -2.4o UC ( a. c g 'to 3 Q. E "^8 ^-^ rv, 03 CO 03 03 .E Z LU QC UJ —I V-Q Ul c J/^\A i f P6 ' e</s^ ^fAa^<j a. ^Uo TU^ S4o ut^ T3 CO Q. c g lo • 3 Q. E o rv. 03 CO 03 o> .E X O) -2 c Z UJ QC Ul -I UJ C Ai^" T^z^ Lt?uu-e— J'^^ pv ^ JI = ' structural Design Calculations BeamChek v2009 liGensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-1 BDRM 4 BALCONY BM Prepared by: JNV Date: 8/16/09 Selection 6x12 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 MIn Bearing Area R1=4.6 in= R2=4.6in* (1.5)DLDefl= 0.47 in Data ^— Beam Span 16.0 ft Reaction 1 LL 960 # Reaction 2 LL 960 # Beam Wt per ft 16.37 # Reaction 1 TL 2859 # Reaction 2 TL 2859 # Bm Wt Included 246 # Maximum V 2859 # Max Moment 11436 •# Max V (Reduced) 2516 # TL Max Defl L/240 TL Actual Defl L/306 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in^ Shear On^ TL Defl (in) LL Defl Aclual 121.23 63.25 0.63 0.16 Critical 84.45 17.76 0.80 0.53 Status OK OK OK OK Ratio 70% 28% 79% 30% Fb (psO Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1625 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 120 Unifomi TL: 342 = A Uniform Load A Rl = 2859 ZS R2 = 2859 SPAN = 16 FT Unifomi and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-1 ALTERNATE Setecffon BDRM 4 BALCONY BM Date: 8/19/09 3-1/2X11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.4in^ R2=4.4in=' (1.5)DLDefl= 0.53 in Oata Beam Span 16.0 ft Reaction 1 LL 960 # Reaction 2 LL 960 # Beam Wt per ft 12.99 # Reaction 1 TL 2840 # Reaction 2 TL 2840 # Bm Wt Included 208 # Maximum V 2840 # Max Moment 11360'# Max V (Reduced) 2489 # TL Max Defl L/240 TL Actual Defl L/270 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in') TL Defl (in) LLDefl Actual 82.26 41.56 0.71 0.18 Critical 37.56 10.30 0.80 0.53 Status OK OK OK OK Ratio 46% 25% 89% 34% Fb(psi) Fv (psi) E (psi X miO Fc± (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3629 363 2.0 650 Adiustments CF Size Factor 1.001 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Ct Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 120 Unifonn TL: 342 = A Unifonn Load A Zs Z\ Rl = 2840 R2 = 2840 SPAN = 16 FT UnHbrm and partial uniform loads are Ibs per lineal ft. structurai Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-2 BDRM 4 HEADER Prepared by: JNV Date: 8/16/09 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments 6x6 DF North #1 Lu = 0.0 Ft NDS 2005 Min Bearing Area Rl = 2.5 in^ R2= 2.5 in^ (1.5) DL Defl= 0.11 in Loads Beam Span 6.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 7.35 # Reactjon 1 TL 1537 # Reaction 2 TL 1537 # Bm Wt Included 44# Maximum V 1537# Max Moment 2306'# Max V (Reduced) 1302# TL Max Defl L/240 TL Actual Defl L/451 LL Max Defl L/360 LL Actual Defl L/>1000 Section (in') Shear (in^ TL Defl (in) LLDefl 27.73 30.25 0.16 0.05 18.44 9.19 0.30 0.20 OK OK OK OK 67% 30% 53% 24% Fb (psi) Fv (psi) E (psi X miO FcX (psi) Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 200 Uniform TL: 505 = A Uniform Load A ZS zs R1 =1537 R2 = 1537 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. structurai Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-3 BDRM 4 BA HDR Prepared by: JNV Date: 8/16/09 SelecOon Conditions Data Attributes Actual Critical Status Ratio Values Adiustments 4x4 DF North #2 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=1.0 in= R2= 1.0 in^ (1.5) DL Defl= 0.06 in Beam Span 3.5 ft Reaction 1 LL 210 # Reaction 2 LL 210 # Beam Wt per ft 2.98 # Reaction 1 TL 604# Reaction 2 TL 604 # Bm Wt Included 10 # Maximum V 604 # Max Moment 528 •# Max V (Reduced) 503 # TL Max Defl L/240 TL Actual Defl L/545 LL Max Defl L/360 LL Actual Defl L/>1000 Section (in*) Shear (ih^ TL Defl (in) LLDefl 7.15 12.25 0.08 0.02 3.98 3.35 0.18 0.12 OK OK OK OK 56% 27% 44% 17% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Reference Values 850 180 1.6 625 Adjusted Values 1594 225 1.6 625 CF Size Factor 1.500 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 120 Unifonn TL: 342 = A Uniform Load A ZS R1=604 ZS R2 = 604 SPAN = 3.5 FT Uniform and partial uniform loads are Ibs per lineal ft. structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-4 BATH 4 FL BM Prepared by: JNV Date: 8/16/09 Selection 6x8 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.5 in=' R2=3.5in^ (1.5)DLDefl= 0.18 in Data Beam Span 8.5 ft Reaction 1 LL 850 # Reacb'on 2 LL 850 # Beam Wt per ft 10.02 # Reaction 1 TL 2189 # Reaction 2 TL 2189# Bm Wt Included 85 # Maximum V 2189# Max Moment 4651 •# Max V (Reduced) 1867# TL Max Defl L/240 TL Actual Defl L/400 LL Max Defl L/360 LL Actual Defl L/>1000 AtMbutes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 51.56 41.25 0.25 0.08 Critical 37.21 13.18 0.43 0.28 Status OK OK OK OK Ratio 72% 32% 60% 27% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 200 Uniform TL: 505 = A Uniform Load A ZS zs R1=2189 R2 = 2189 SPAN = 8.5 FT Unifonn and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-5 BDRM 3 FL BM Date: 8/19/09 Selection 3-1/2X11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.6 in* R2=2.6in* (1.5)DLDefl= 0.43 in Data Beam Span 16.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 12.99 # Reaction 1 TL 1704# Reaction 2 TL 1704 # Bm Wt Included 208 # Maximum V 1704# Max Moment 12096'* Max V (Reduced) 1656 # TL Max Defl L/240 TL Actual Defl L/314 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 82.26 41.56 0.61 0.18 Critical 39.99 6.85 0.80 0.53 Status OK OK OK OK Ratio 49% 16% 76% 34% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3629 363 2.0 650 Adiustments CF Size Factor 1.001 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 35 = A IPoint LL Point TL Distance 1200 B = 2640 8.0 Pt loads: Uniform Load A B Rl = 1704 R2 = 1704 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-6 BDRM 3 HDR Date: 8/19/09 Selection 6x8 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.0 in* R2= 3.0 in* (1.5)DLDefl= 0.26 in Data Beam Span 10.0 ft Reaction 1 LL 700 # Reaction 2 LL 700 # Beam Wt per ft 10.02 # Reaction 1 TL 1875 # Reaction 2 TL 1875 # Bm Wt Included 100 # Maximum V 1875 # Max Moment 4688'# Max V (Reduced) 1641 # TL Max Defl L/240 TL Actual Defl L/336 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 51.56 41.25 0.36 0.10 Critical 37.50 11.58 0.50 0.33 Status OK OK OK OK Ratio 73% 28% 72% 30% Fb (psO Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 140 Unifonn TL: 365 = A Uniform Load A ZS zs R1 =1875 R2 = 1875 SPAN = 10 FT Uniform and partiai uniform loads are ibs per lineal ft. structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-7 FOYER FL BM Prepared by: JNV Date: 8/16/09 Selection 10-3/4x22-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 18.4 in*R2= 18.4 in* (1.5)DLDefl= 0.87 in Recom Camber= 1.31 in Dafa Beam Span 28.0 ft Reaction 1 LL 3800 # Reaction 2 LL 3800* Beam Wt per ft 58.78 # Reaction 1 TL 11973# Reaction 2 TL 11973* Bm Wt Included 1646 # Maximum V 11973# Max Moment 142260 •# Max V (Reduced) 11488* TL Max Defl L/240 TL Actual Defl L/281 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 907.03 241.88 1.20 0.32 Critical 671.60 57.44 1.40 0.93 Status OK OK OK OK Ratio 74% 24% 86% 35% Fb (psi) Fv (psO E (psi X mil) FcX (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2542 300 1.8 650 Adiustments Cv Volume 0.847 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = D.OO Ft Loads I Point LL Unifonn TL: 200 = A Point TL Distance 7600 B = 16700 14.0 R loads: Uniform Load A B R1 =11973 R2= 11973 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. Structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-8 FOYER FL BM Prepared by: JNV Date: 8/16/09 Selection 6x10 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.4 in* R2=2.4in* (1.5)DLDefl= 0.44 in Data Beam Span 14.0 ft Beam Wt per ft 12.7* Reaction 1 TL 1489* Reaction 2 TL 1489* Bm Wt Included 178 # Maximum V 1489* Max Moment 5211'* Max V (Reduced) 1320* TL Max Defl L/240 TL Actual Defl L/384 Attributes Section (in*) Shear (in*) TL Defl (in) Actual 82.73 52.25 0.44 Critical 38.48 9.32 0.70 Status OK OK OK Ratio 47% 18% 63% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1625 213 1.6 625 Adiusbnents CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb =* 0.00 Le = 0.00 Ft Loads Unifonn TL: 200 = A Uniform Load A ZS z\ Rl = 1489 R2 = 1489 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. Structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-9 LIVING RIDGE Prepared by: JNV Date: 8/16/09 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments 10x16 DF North #1 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 10.2 in*R2= 10.2 in* (1.5)DLDefl= 0.45 in Beam Span 20.0 ft Reaction 1 LL 2400* Reaction 2 LL 2400* Beam Wt per ft 35.78 * Reaction 1 TL 6358* Reaction 2 TL 6358* Bm Wt Included 716* Maximum V 6358* Max Moment 31789'* Max V (Reduced) 5537* TL Max Defl L/240 TL Actual Defl L/378 LL Max Defl L/360 LL Actual Defl L/>1000 Section (in*) Shear (in*) TL Defl (in) LL Defl 380.40 147.25 0.64 0.18 242.51 39.08 1.00 0.67 OK OK OK OK 64% 27% 64% 27% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Reference Values 1300 170 1.6 625 Adjusted Values 1573 213 1.6 625 CF Size Factor 0.968 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 240 Unifonn TL: 600 = A Uniform Load A ZS Rl =6358 ZS R2 = 6358 SPAN = 20 FT Uniform and partial unifonn loads are lbs per lineal ft. Structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-10 LIVING HDR Prepared by: JNV Date: 8/16/09 Selection 5-1/4X 11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=7.5 in* R2= 7.5 in* (1.5) DL Defl= 0.26 in Data Beam Span 10.5 ft Reaction 1 LL 1200* Reaction 2 LL 1200* Beam Wt per ft 19.48 # Reaction 1 TL 4856* Reaction 2 TL 4856* Bm Wt Included 205* Maximum V 4856* Max Moment 21093'* Max V (Reduced) 4540* TL Max Defl L/240 TL Actual Defl L/389 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 123.39 62.34 0.32 0.07 Critical 69.74 18.79 0.53 0.35 Status OK OK OK OK Ratio 57% 30% 62% 19% Fb (psi) Fv (psi) E (psi X mil) FcX(psO Values Reference Values 2900 290 2.0 650 Adjusted Values 3629 363 2.0 650 Adiustments CF Size Factor 1.001 Cd Duration 1,25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 300 = A IPoint LL Point TL Distance 2400 B = 6358 5.25 Pt loads: Uniform Load A B Rl=4856 R2 = 4856 SPAN = 10.5 FT Unifonn and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-11A MASTER LOGGIA ARCH Date: 8/19/09 Selection Conditions 5-1/4X14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 5.7 in* R2= 5.7 in* (1.5) DL Defl= 0.55 in Data Beam Span 20.0 ft Reaction 1 LL 1300* Reaction 2 LL 1300* Beam Wt per ft 22.97 # Reaction 1 TL 3730* Reaction 2 TL 3730* Bm Wt Induded 459* Maximum V 3730* Max Moment 18648'* Max V (Reduced) 3295* TL Max Defl L/240 TL Actual Defl L/324 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear On*) TL Defl (in) LLDefl Actual 171.50 73.50 0.74 0.19 Criticai 62.80 13.63 1.00 0.67 Status OK OK OK OK Ratio 37% 19% 74% 29% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3563 363 2.0 650 Adiustments CF Size Factor 0.983 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 130 Unifonn TL: 350 = A Uniform Load A Zs Zs Rl = 3730 R2 = 3730 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-1 IB MASTER LOGGIA EXPOSED RIDGE Date: 8/19/09 Selection 8x 14 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=6.5in* R2=6.5in* (1.5)DLDefl= 0.58 in Data Beam Span 20.0 ft Reaction 1 LL 1400* Reaction 2 LL 1400* Beam Wt per ft 24.6* Reaction 1 TL 4046* Reaction 2 TL 4046* Bm Wt Included 492* Maximum V 4046* Max Moment 20230 •* Max V (Reduced) 3591* TL Max Defl L/240 TL Actual Defl L/306 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 227.81 101.25 0.78 0.20 Critical 151.98 25.35 1.00 0.67 Status OK OK OK OK Ratio 67% 25% 78% 31% Fb (psi) Fv (psi") E (psi X mil) FcX (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1597 213 1.6 625 Adiustments CF Size Factor 0.983 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Ci Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 140 Unifonn TL: 380 = A Unifonn Load A ZS zs Rl = 4046 R2 = 4046 SPAN = 20 FT Uniform and partial unifomi loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-11C MASTER LOGGIA RIDGE SUPPORT Date: 8/19/09 Selection 3-1/2X 11-7/8 2.0E TJ Paraliam W.S. PSL Lu=O.OFt Conditions NDS 2005 Min Bearing Area R1= 5.1 in* R2= 5.1 in* (1.5) DL Defl= 0.40 in Dafa Beam Span 12.0 ft Reaction 1 LL 700* Reaction 2 LL 700* Beam Wt per ft 12.99 * Reaction 1 TL 3301 * Reaction 2 TL 3301* Bm Wt Included 156* Maximum V 3301* Max Moment 15972"* Max V (Reduced) 3090* TL Max Defl L/240 TL Actual Defl L/293 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in^ Shear fm^ TL Defl On) LL Defl Actual 82.26 41.56 0.49 0.09 Critical 52.81 12.79 0.60 0.40 Status OK OK OK OK Ratio 64% 31% 82% 22% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3629 363 2.0 650 Adiustments CF Size Factor 1.001 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = a.OOFt Loads Unifonn TL: 200 = A Point LL Point TL Distance 1400 B = 4046 6.0 Uniform Load A R loads: B AS AS Rl = 3301 R2 = 3301 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. Structural Design Calculations BeamChek v2004 licensed to: Villa & Associates Inc. Reg # 701-792 PADILLA RESIDENCE RB-12 MASTER LOGGIA CANTILEVER Prepared by: JNV Date: 8/12/09 Selection 5-1/4X18 2.0E TJ Paraliam® E.S. PSL Lu = O.OFt Lu@OH = 0.0 Ft Conditions Overhang, Min Bearing Area R1=4.7 in*F?2=28.1 in* DLDefl -0.01 in Data Beam Span 20.0 ft Reaction 1 LL 1331* Reaction 2 LL 6319* Beam Wt per ft 29.53 * Reaction 1 TL 3026 * Reaction 2 TL 18274* Bm Wt Included 945* Maximum V 10636 * Overhang Length 12.0 ft Max Moment 53030 •# Max V (Reduced) 9345 * Total Beam Length 32.0 ft TL Max Defl L/240 TL Actual Defl L / >1000 OH TL Actual Defl L/324 LL Max Defl L/360 LL Actual Defl L / >1000 OH LL Actual Defl L/HOOO Attributes Section (itf) Shear On*) TL Defl On) LL Defl OH TL Defl OH LL Defl Actual 283.50 94.50 0.05 0.06 0.89 0.11 Critical 183.64 38.67 1.00 0.67 1.20 0.80 Status OK OK OK OK OK OK Ratio 65% 41% 5% 9% 74% 14% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Base Values 2900 290 2.0 650 Base Adjusted 3465 363 2.0 650 Adiustments CF Size Factor 0.956 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Cl Stability @ OH 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End F = 1200 (OH) 12.0 210 1 = 507 7.0 20.0 120 J = 324 0 20.0 210 K = 507 (OH) 0 12.0 R loads: ZS Rl =3026 BACKSPAN = 20 FT Unifonn and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. ZS R2 = 18274 OH = 12 FT BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-13 MSTR SITTING BM Date: 8/19/09 Selection Conditions 7x 18 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1 = 13.7 in* R2= 13.7 in* (1.5) DL Defl= 0.73 in Data Beam Span 24.0 ft Reaction 1 LL 3600* Reaction 2 LL 3600* Beam Wt per ft 39.38 # Reaction 1 TL 8933* Reaction 2 TL 8933* Bm Wt Included 945* Maximum V 8933* Max Moment 53595 •# Max V (Reduced) 7816* TL Max Defl L/240 TL Actual Defl L/272 LL Max Defl L/360 LL Actual Defl L/876 Attributes Section On*) Shear On*) TL Defl On) LLDefl Actual 378.00 126.00 1.06 0.33 Critical 185.59 32.34 1.20 0.80 Status OK OK OK OK Ratio 49% 26% 88% 41% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3465 363 2.0 650 Adiustments CF Size Factor 0.956 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear stress will * VXiTK W^^V N/A Cl stability 1.0000 Rb = 0.00 Le = O.OO Ft Loads Uniform LL: 300 Unifonn TL: 705 = A Uniform Load A ZS Zs R1 = 8933 R2 = 8933 SPAN = 24 FT Uniform and partial uniform loads are Ibs per lineal ft. Structural Design Calculations BeamChek v2004 licensed to: Villa & Associates Inc. Reg #701-792 PADILLA RESIDENCE RB-14 Selection Conditions MASTER VESTIBUE HDR Prepared by: JNV Date: 8/12/09 6x8 DF North *1 Lu = 0.0 Ft Dafa Attributes Actual Critical Status Ratio Values Adiustments NDS 2001 Min Bearing Area R1=3.7in* R2=3.7in* DLDefl 0.07in Loads Beam Span 7.0 ft Reaction 1 LL 840* Reaction 2 LL 840* Beam Wt per ft 10.02* Reaction 1 TL 2321* Reaction 2 TL 2321* Bm Wt Included 70* Maximum V 2321 * Max Moment 4061"* Max V (Reduced) 1906* TL Max Defl L/240 TL Actual Defl L/727 LL Max Defl L/360 LL Actual Defl L/>1000 Section On*) Shear (in*) TL Defl On) LL Defl 51.56 41.25 0.12 0.04 32.49 13.46 0.35 0.23 OK OK OK OK 63% 33% 33% 18% Fb (psi) Fv(psi) E (psi X mil) FcX (psi) Base Values 1200 170 1.6 625 Base Adjusted 1500 213 1.6 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Unifonn LL: 240 Unifonn TL: 653 = A Unifonn Load A ZS zs Rl = 2321 R2 = 2321 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. structural Design Calculations BeamChek v2004 licensed to: Villa & Associates Inc. Reg # 701-792 PADILLA RESIDENCE RB-15 HIP SUPPORT BM Prepared by: JNV Date: 8/12/09 Selection Conditions 4x 10 DF North *1 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1=2.1 in* F12=2.1 in* DLDefl 0.19in Dafa Beam Span 10.5 ft Reaction 1 LL 300* Reaction 2 LL 300* Beam Wt per ft 7.87* Reaction 1 TL 1321* Reaction 2 TL 1321 # Bm Wt Included 83* Maximum V 1321* Max Moment 5175'* Max V (Reduced) 1223* TL Max Defl L/240 TL Actual Defl L/454 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear On*) TL Defl On) LLDefl Actual 49.91 32.38 0.28 0.08 Critical 48.70 8.15 0.53 0.35 Status OK OK OK OK Ratio 98% 25% 53% 24% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Base Values 850 180 1.6 625 Base Adjusted 1275 225 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00Ft Kbe = 0.0 Loads Unifonn TL: 120 = A r~Point LL Point TL Distance 600 B=1300 5.25 R loads: Uniform Load A 1 Zs Zs R1 = 1321 R2 = 1321 SPAN = 10.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RR-2 RAFTERS Date: 8/16/09 Selection 2x 10 DF North #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use Min Bearing Area R1= 0.8 in* R2=0.8in* (1.5)DLDefl= 0.54 in Data Beam Span 16.33 ft Reaction 1 LL 218* Reaction 2 LL 218* Beam Wt per ft 0# Reaction 1 TL 512* Reaction 2 TL 512* Bm Wt Included 0* Maximum V 512* Max Moment 2089'* Max V (Reduced) 463* TL Max Defl L/240 TL Actual Defl L/241 LL Max Oefl L/360 LL Actual Defl L/728 Attributes Section On*) Shear On*) TL Defl On) LLDefl Actual 21.39 13.88 0.81 0.27 Critical 18.65 3.09 0.82 0.54 Status OK OK OK OK Ratio 87% 22% 100% 49% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1344 225 1.6 625 Adiustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress 1.100 1.25 1.15 1.25 N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 27 Unifonn TL: 63 = A Unifonn Load A Zs Rl =512 Zs R2 = 512 SPAN = 16.33 FT Uniform and partial unifonn loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-16 BDRM 4 FL BM Date: 8/19/09 Selection 6x10 DF North *1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.6in* R2=5.6in* (1.5)DLDefl= 0.12 in Dafa Beam Span 8.0 ft Reaction 1 LL 1360* Reaction 2 LL 1360* Beam Wt per ft 12.7* Reaction 1 TL 3503* Reaction 2 TL 3503* Bm Wt Included 102* Maximum V 3503* Max Moment 7006 •# Max V (Reduced) 2810* TL Max Defl L/240 TL Actual Defl L/574 LL Max Oefl L/360 LL Actual Defl L/>1000 Attributes Section On*) Shear (trf) TL Defl On) LLDefl Actual 82.73 52.25 0.17 0.05 Critical 51.73 19.83 0.40 0.27 Status OK OK OK OK Ratio 63% 38% 42% 19% Fb (psi) Fv (psO E (psi X mil) FcX (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1625 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00Ft Loads Unifonn LL: 340 Unifonn TL: 863 = A Uniform Load A Zs Z\ R1 = 3503 R2 = 3503 SPAN = 8 FT Uniform and partiai uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-17 GARAGE FL BM Date: 8/19/09 Selection 5-1/4X16 2.0E TJ Paraliam W.S. PSL Lu = O.OFt Conditions NDS 2005 Min Bearing Area R1=9.0 in* R2=9.0in* (1.6)DLDefl= 0.65 in Data Beam Span 21.5 ft Reaction 1 LL 2365* Reaction 2 LL 2365* Beam Wt per ft 26.25 # Reaction 1 TL 5840* Reaction 2 TL 5840* Bm Wt Included 564* Maximum V 5840* Max Moment 31390'* Max V (Reduced) 5116* TL Max Defl L/240 TL Actual Defl L/273 LL Max Defl L/360 LL Actual Defl L/876 Attributes Section (irf) Shear (in*) TL Defl On) LLDefl Actual 224.00 84.00 0.94 0.29 Critical 107.29 21.17 1.08 0.72 Status OK OK OK OK Ratio 48% 25% 88% 41% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3511 363 2.0 650 Adiustments CF Size Factor 0.969 Cd Ouration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 220 Unifonn TL: 517 = A Uniform Load A ZS zs R1 = 5840 R2 = 5840 SPAN = 21.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-18 GARAGE FL BM Date: 8/19/09 Selection 3-1/2X 11-1/4 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing /^ea R1=3.1 in* R2= 3.1 in* (1.5) DL Defl= 0.41 in Data Beam Span 14.0 ft Reaction 1 LL 715* Reaction 2 LL 715* Beam Wt per ft 12.3* Reaction 1 TL 2011* Reaction 2 TL 2011 # Bm Wt Included 172* Maximum V 2011 # Max Moment 12919'* Max V (Reduced) 1967* TL Max Defl L/240 TL Actual Defl L/288 LL Max Defl L/360 LL Actual Defl L/997 Attributes Section On*) Shear On*) TL Defl On) LLDefl Actual 73.83 39.38 0.58 0.17 Critical 42.46 8.14 0.70 0.47 Status OK OK OK OK Ratio 58% 21% 83% 36% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3651 363 2.0 650 /kliustments CF Size Factor 1.007 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = O.OO Ft Loads Unifonn TL: 35 = A Point LL Point TL Distance 1430 B = 3360 7.0 R loads: Uniform Load A ZS zs R1=2011 R2 = 2011 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed fo: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-19 GARAGE CEILING BM Date: 8/19/09 Selection Conditions 7x 18 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 12.3 in*R2= 12.3 in* (1.5) DL Defl= 0.80 in Dafa Beam Span 23.0 ft Reaction 1 LL 2805* Reaction 2 LL 2805* Beam Wt per ft 39.38 # Reaction 1 TL 8001* Reaction 2 TL 8001* Bm Wt Included 906* Maximum V 8001 # Max Moment 68576'* Max V (Reduced) 7469* TL Max Defl L/240 TL Actual Defl L/252 LL Max Defl L/360 LL Actual Defl L/926 Attributes Section On*) Shear (ftf) TL Defl On) LLDefl Actual 378.00 126.00 1.09 0.30 Critical 237.47 30.91 1.15 0.77 Status OK OK OK OK Ratio 63% 25% 95% 39% Fb (psi) Fv (psO E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3465 363 2.0 650 Adiustments CF Size Factor 0.956 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 110 Uniform TL: 315 = A Point LL Point TL Distance 3080 B = 7851 11.5 Pt loads: Unifonn Load A B R1=8001 R2 = 8001 SPAN = 23 FT Uniform and partiai uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-20 GARAGE DOOR HDR Date: 8/19/09 Selection Conditions 5-1/4X 9-1/4 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 13.1 in* R2= 4.9 in* (1.5) DL Defl= 0.25 in Data Beam Span 9.0 ft Reaction 1 LL 3013* Reaction 2 LL 1143* Beam Wt per ft 15.18* Reaction 1 TL 8536* Reaction 2 TL 3202* Bm Wt Included 137* Maximum V 8536* Max Moment 12401 '* Max V (Reduced) 8216* TL Max Defl L/240 TL Actual Defl L/320 LL Max Defl L/360 LL Actual Defl L/HOOO Atbibutes Section On*) Shear On*) TL Defl On) LLDefl Actual 74.87 48.56 0.34 0.09 Critical 39.88 34.00 0.45 0.30 Status OK OK OK OK Ratio 53% 70% 75% 30% Fb (psi) Fv (psO E (psi X mil) FcX (psO Values Reference Values 2900 290 2.0 650 Adjusted Values 3731 363 2.0 650 Adiustments CF Size Factor 1.029 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 150 Unifonn TL: 400 = A Point LL Point TL Distance 2805 B = 8001 1.5 R loads: Uniform Load A ZS z\ R1 = 8536 R2 = 3202 SPAN = 9 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-21 GARAGE DOOR HDR Date: 8/19/09 Selection 6x8 DF North *1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.0in* R2=3.0in* (1.5)DLDefl= 0.19 in Dafa Beam Span 9.0 ft Reaction 1 LL 675* Reaction 2 LL 675* Beam Wt per ft 10.02 # Reaction 1 TL 1845* Reaction 2 TL 1845* Bm Wt Included 90* Maximum V 1845* Max Moment 4151 •# Max V (Reduced) 1589* TL Max Defl L/240 TL Actual Defl L/420 LL Max Defl L/360 LL Actual Oefl L/>1000 Attributes Section {vf) Shear (in*) TL Defl On) LLDefl Actual 51.56 41.26 0.26 0.07 Critical 33.21 11.22 0.45 0.30 Status OK OK OK OK Ratio 64% 27% 57% 24% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ff Loads Unifonn LL: 150 Unifonn TL: 400 = A Uniform Load A Zs ZS R1 =1845 R2 = 1845 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-22 GARAGE WINDOW HDR Date: 8/19/09 Selection Conditions 6x6 DF North #1 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 1.8 in* R2= 1.8 in* (1.5) DL Defl= 0.14 in Dafa Beam Span 7.0 ft Reaction 1 LL 420* Reaction 2 LL 420* Beam Wt per ft 7.35* Reaction 1 TL 1135* Reaction 2 TL 1135* Bm Wt Included 51 * Maximum V 1135* Max Moment 1987"* Max V (Reduced) 987* TL Max Defl L/240 TL Actual Defl L/445 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section On*) Shear On*) TL Defl (in) LLDefl Actuat 27.73 30.25 0.19 0.05 Critical 15.89 6.96 0.35 0.23 Status OK OK OK OK Ratio 57% 23% 54% 23% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 120 Unifonn TL: 317 = A Unifonn Load A ZS Z\ R1 = 1135 R2=1135 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg If 3039-67053 PADILLA RESIDENCE FB-1 CANTILEVER SUPPORT Date: 8/19/09 Selection Conditions 5-1/4X 11-1/4 2.0E TJ Paraliam W.S. PSL Lu = 0.0Ft NDS 2005 Min Bearing Acea R1= 7.6 in* R2= 7.6 in* (1.5) DL Defl= 0.24 in Dafa Beam Span 15.0 ft Reaction 1 LL 3600* Reaction 2 LL 3600* Beam Wt per ft 18.46 # Reaction 1 TL 4938* Reaction 2 TL 4938* Bm Wt Included 277 # Maximum V 4938* Max Moment 18519'* Max V (Reduced) 4321* TL Max Defl L/240 TL Actual Defl L/264 LL Max Defl L/360 LL Actual Defl L/411 Attributes Section On*) Shear On*) TL Defl On) LL Defl Actual 110.74 59.06 0.68 0.44 Critical 76.08 22.35 0.75 0.50 Status OK OK OK OK Ratio 69% 38% 91% 88% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2921 290 2.0 650 Adjustments CF Size Factor 1.007 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Ci Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 480 Unifonn TL: 640 =A Uniform Load A ZS Zs R1 =4938 R2 = 4938 SPAN = 15 FT Unifonn and partiai uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg * 3039-67053 PADILLA RESIDENCE FB-2 BALCONY BEAM Date: 8/19/09 Selection Conditions 5-1/4X 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=7.3in* R2=7.3in* (1.5)DLDefl= 0.36 in Dafa Beam Span 19.0 ft Reaction 1 LL 2850* Reaction 2 LL 2850* Beam Wt per ft 22.97 # Reaction 1 TL 4731 # Reaction 2 TL 4731 # Bm Wt Included 436* Maximum V 4731 # Max Moment 22471 •* Max V (Reduced) 4150* TL Max Defl L/240 TL Actual Defl L/313 LL Max Defl L/360 LL Actual Defl L/623 Attributes Section On*) Shear (trf) TL Defl On) LLDefl Actual 171.50 73.50 0.73 0.37 Critical 94.59 21.46 0.95 0.63 Status OK OK OK OK Ratio 55% 29% 77% 58% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustments CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 3.00 Ft Loads Unifonn LL: 300 Uniform TL: 475 =A Unifonn Load A R1 =4731 R2=4731 SPAN = 19 FT Unifoim and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-3 DROP HDR Date: 8/19/09 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments 5-1/4X14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 12.7 in*R2= 12.7 in* (1.5)DLDefl= 0.18 in Loads Beam Span 14.0 ft Reaction 1 LL 5880* Reaction 2 LL 5880* Beam Wt per ft 22.97 * Reaction 1 TL 8246* Reaction 2 TL 8246* Bm Wt Included 322* Maximum V 8246* Max Moment 28860 '* Max V (Reduced) 6871* TL Max Defl L/240 TL Actual Defl L/347 LL Max Defl L/360 LL Actual Defl L/556 Section (irf) Shear On^ TL Defl On) LLDefl 171.50 73.50 0.48 0.30 121.48 35.54 0.70 0.47 OK OK OK OK 71% 48% 69% 65% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0-00 Ft Unifonn LL: 840 Unifonn TL: 1155 = A Uniform Load A Zs Zs Rl = 8246 R2 = 8246 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-4 FLOOR FL BM Date: 8/19/09 Selection Condftions 7x 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=10.1in* R2=6.0in* (1.5)DLDefl= 0.59 in Dafa Beam Span 18.0 ft Reaction 1 LL 2053* Reaction 2 LL 1387* Beam Wt per ft 30.63* Reaction 1 TL 6593* Reactibn 2 TL 3929* Bm Wt Included 551 * Maximum V 6593* Max Moment 37094'* Max V (Reduced) 6429* TL Max Defl L/240 TL Actual Defl L/284 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (trf) Shear (ttf) TL Defl On) LLDefl Actual 228.67 98.00 0.76 0.17 Critical 156.15 33.25 0.90 0.60 Status OK OK OK OK Ratio 68% 34% 84% 29% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2861 290 2.0 650 Adiusbnents CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = D.OO Ft Loads Uniform LL: 80 Unifonn TL: 110 = A 1 Point LL Point TL Distance 2000 B = 7991 6.0 R foads: Uniform Load A ® Rl =6693 R2 = 3929 SPAN = 18 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-5 KITCHEN FL BM Date: 8/19/09 Selection 10-3/4x18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 20.8 in*R2= 20.8 in* (1.5)DLDefl= 0.48 in Recom Camber= 0.73 in Dafa Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 24.0 ft Reaction 1 LL 8640* Reaction 2 LL 8640* Beam Wt per ft 47.02 * Reaction 1 TL 13524* Reaction 2 TL 13524* Bm Wt Included 1128* Maximum V 13524* Max Moment 81145'* Max V (Reduced) 11834* TL Max Defl L/240 TL Actual Defl L/273 LL Max Defl L/36D LL Actual Defl L/505 Section (trf) Shear (ttf) TL Defl On) LLDefl 580.50 193.50 1.05 0.57 461.12 73.96 1.20 0.80 OK OK OK OK 79% 38% 88% 71% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2112 240 1.8 650 Cv Volume 0.880 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Ci Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Unifonn LL: 720 Unifonn TL: 1080 = A Uniform Load A Zs ZS R1 = 13524 R2 = 13524 SPAN = 24 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChak v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-6 KITCHEN HDR Date: 8/19/09 Selection Conditions 5-1/4X11-7/8 2.0E TJ Paraliam W.S. PSL Lu = O.O Ft NDS 2005 Min Bearing Area R1= 12.0 in*R2= 12.0 in* (1.5)DLDefl= 0.08 in Dafa Beam Span 7.0 ft Reaction 1 LL 4320* Reaction 2 LL 4320* Beam Wt per ft 19.48 # Reaction 1 TL 7793* Reaction 2 TL 7793 # Bm Wt Included 136* Maximum V 7793* Max Moment 25471 •# Max V (Reduced) 7501 # TL Max Defl L/240 TL Actual Defl L/562 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (irf) Shear (itf) TL Defl On) LLDefl Actual 123.39 62.34 0.15 0.07 Critical 105.27 38.80 0.35 0.23 Status OK OK OK OK Ratio 85% 62% 43% 31% Fb (psi) Fv (psi) E (psi x mil) FcX (psO Values Reference Values 2900 290 2.0 650 /Adjusted Values 2903 290 2.0 650 Adiustinents CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = D.OO Ft Loads Unifonn TL: 275 = A r Point LL Point TL Distance 8640 B = 13524 3.5 R loads: Uniform Load A ZS Zs Rl = 7793 R2 = 7793 SPAN = 7 FT Uniform and partial unifonn loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-7 Selection Conditions DINING FL BM Date: 8/19/09 3-1/2X16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 10.8 in* R2= 9.8 in* (1.5) DL Defl= 0.42 in Dafa Beam Span 16.0 ft Reaction ILL 3361 * Reaction 2 LL 3099* Beam Wt per ft 17.5* Reaction 1 TL 7000* Reaction 2 TL 640P* Bm Wt Included 280* Maximum V 7000* Max Moment 27773'* Max V (Reduced) 6017* TL Max Defl L/240 TL Actual Defl L/283 LL Max Defl L/360 LL Actual Defl L/742 Athibutes Section (ttf) Shear (ttf) TL Defl On) LL Defl Actual 149.33 56.00 0.68 0.26 Critical 118.66 31.12 0.80 0.53 Status OK OK OK OK Ratio 79% 56% 85% 48% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiustinents CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cni Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 360 Unifonn TL: 720 = A Point LL Point TL Distance 700 B = 1600 5.0 R loads: Uniform Load A B R1 =7000 R2 = 6400 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: ViUa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-8 Sefecffon Conditions DINING FL BM Date: 8/19/09 7x 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1 = 6.4 in* R2= 6.4 in* (1.5) DL Defl= 0.27 in Dafa Beam Span 16.0 ft Reaction 1 LL 1040* Reaction 2 LL 1040* Beam Wt per ft 30.63 # Reaction 1 TL 4165* Reaction 2 TL 4165* Bm Wt included 490* Maximum V 4165* Max Moment 16660'* Max V (Reduced) 3558* TL Max Defl L/240 TL Actual Defl L/583 LL Max Defl L/360 LL Actual Defl L/>1000 Atbibutes Section On^ Shear (ttf) TL Defl On) LLDefl Actual 228.67 98.00 0.33 0.06 Critical 70.13 18.40 0.80 0.53 Status OK OK OK OK Ratio 31% 19% 41% 11% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustinents CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = D.OO Ft Loads Unifomi LL: 130 Unifonn TL: 490 = A Uniform Load A ZS Rl =4165 Z\ R2 = 4165 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg * 3039-67053 PADILLA RESIDENCE POWDER HDR FB-9 Date: 8/19/09 Selection 6x8 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.2 in* R2= 4.2 in* (1.5) DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1650* Reaction 2 LL 1650* Beam Wt per ft 10.02 * Reaction 1 TL 2613* Reaction 2 TL 2613* Bm Wt Included 50 # Maximum V 2613* Max Moment 3266 •# Max V (Reduced) 1959* TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ttf) Shear (in*) TL Defl (in) LL Defl Actual 51.56 41.25 0.06 0.03 Critical 32.66 17.29 0.25 0.17 Status OK OK OK OK Ratio 63% 42% 22% 18% Fb (psi) Fv (psi) E (psi X miO FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1200 170 1.6 625 Adiustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress 1.000 1.00 1.00 1.00 N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifomi LL: 660 Unifonn TL: 1035 =A Unifonn Load A ZS zs R1 = 2613 R2 = 2613 SPAN = 5 FT Uniform and pari:ial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-10 STAIRWELL BM Date: 8/19/09 Selection Conditions 3-1/2X16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area Rl = 13.5 in* R2= 13.5 in* (1.5) DL Defl= 0.30 in Data Beam Span 13.0 ft Reaction 1 LL 3900* Reaction 2 LL 3900* Beam Wt per ft 17.5* Reaction 1 TL 8746* Reaction 2 TL 8746* Bm Wt Included 228* Maximum V 8748* Max Moment 28424'* Max V (Reduced) 6952* TL Max Defl L/240 TL Actual Defl L/338 LL Max Defl L/360 LL Actual Defl L/968 Atbibutes Section On*) Shear (irf) TL Defl On) LLDefl Actual 149.33 56.00 0.46 0.16 Critical 121.44 35.96 0.65 0.43 Status OK OK OK OK Ratio 81% 64% 71% 37% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adiusted Values 2809 290 2.0 650 Adjustments CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 600 Unifonn TL: 1328 = A Unifonn Load A ZS Rl = 8746 R2 = 8746 SPAN = 13 FT Unifonn and partial unifonn loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67653 PADILLA RESIDENCE FB-11 STAIRWELL HDR Date: 8/19/09 Selection 6x 8 DF North *1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.5in* R2=2.5in* (1.5)DLDefl= 0.22 in Data Beam Span 10.0 ft Reaction 1 LL 550* Reaction 2 LL 550* Beam Wt per ft 10.02 * Reaction 1 TL 1550* Reaction 2 TL 1550* Bm Wt Included 100* Maximum V 1550* Max Moment 3875'* Max V (Reduced) 1356* TL Max Defl L/240 TL Actual Defl L/403 LL Max Oefl L/360 LL Actual Defl L/>1000 Attributes Section (trf) Shear On=0 TL Defl On) LL Defl Actual 51.56 41.25 0.30 0.08 Critical 38.75 11.97 0.50 0.33 Status OK OK OK OK Ratio 75% 29% 60% 24% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1200 170 1.6 625 Adiustinents CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 110 Unifonn TL: 300 = A Uniform Load A ZS Zs R1 = 1550 R2 = 1550 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-12 Selection Conditions STAIR BALCONY BM Date: 8/19/09 2-11/16X16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area Rl = 3.6 in* R2= 3.6 in* (1.5) DL Defl= 0.09 in Dafa Beam Span 13.0 ft Reaction 1 LL 1300* Reaction 2 LL 1300* Beam Wt per ft 13.44* Reaction 1 TL 2362* Reaction 2 TL 2362* Bm Wt Included 175 # Maximum V 2362* Max Moment 7678'* Max V (Reduced) 1878* TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (trf) Shear (trf) TL Defl On) LLDefl Actual 114.67 43.00 0.16 0.07 Critical 32.80 9.71 0.65 0.43 Status OK OK OK OK Ratio 29% 23% 24% 16% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiustments CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 200 Unifonn TL: 350 = A Unifonn Load A ZS Rl = 2362 ZS R2 = 2362 SPAN = 13 FT Unifonn and partial uniform loads are ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67063 PADILLA RESIDENCE FB-13 STAIR BALCONY BM Date: 8/19/09 Selection 5-1/4X 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 8.3 in* R2= 8.7 in* (1.5) DL Defl= 0.44 in Data Beam Span 20.0 ft Reaction 1 LL 2835* Reaction 2 LL 2965* Beam Wt per ft 26.25 * Reaction 1 TL 5406* Reaction 2 TL 5643* Bm Wt Included 525* Maximum V 5643* Max Moment 28828'* Max V (Reduced) 5221* TL Max Defl L/240 TL Aclual Defl L/315 LL Max Defl L/360 LL Aclual Defl L/738 Attributes Section (trf) Shear (trf) TL Defl (in) LL Defl Actual 224.00 84.00 0.76 0.32 Critical 123.16 27.00 1.00 0.67 Status OK OK OK OK Ratio 55% 32% 76% 49% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiusbnents CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 160 Unifonn TL: 290 = A i Point LL Point TL Distance 1300 B = 2362 6.0 1300 C = 2362 15.0 Pt loads: Uniform Load A 1 B C z\ Rl = 5406 R2 = 5643 SPAN = 20 FT Uniform and partiai uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-14 LIVINGROOM BALCONY BM Date: 8/19/09 Selection Conditions 3-1/2X16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 8.1 in* R2= 7.7 in* (1.5) DL Defl= 0.25 in Data Beam Span 18.0 ft Reaction 1 LL 3962* Reaction 2 LL 3818* Beam Wt per ft 17.5* Reaction 1 TL 5250* Reaction 2 TL 4987* Bm Wt Included 315* Maximum V 5250* Max Moment 28000* Max V (Reduced) 4666* TL Max Defl L/240 TL Actual Defl L/301 LL Max Defl L/360 LL Actual Defl L/462 Attributes Section On*) Shear (irf) TL Defl On) LLDefl Actual 149.33 56.00 0.72 0.47 Critical 119.63 24.14 0.90 0.60 Status OK OK OK OK Ratio 80% 43% 80% 78% Fb (psi) Fv (psi) E(psi Xmil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiustments CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = D.OO Ft Loads Unifonn LL: 360 Unifonn TL: 420 = A Point LL Point TL Distance 1300 B = 2362 8.0 Pt loads: Unifomi Load A ZS Zs R1 =5250 R2 = 4987 SPAN = 18 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-15 Sefecffon Conditions GUEST ROOM FL BM Date: 8/19/09 5-1/4X16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 16.3 in*R2= 16.3 in* (1.5) DL Defl= 0.45 in Data Beam Span 16.0 ft Reaction 1 LL 4800* Reaction 2 LL 4800* Beam Wt per ft 26.25 # Reaction 1 TL 10578* Reaction 2 TL 10578* Bm Wt Included 420* Maximum V 10578* Max Moment 42312"* Max V (Reduced) 8815* TL Max Defl L/240 TL Actual Defl L/278 LL Max Defl L/360 LL Actual Defl L/779 Attributes Section On*) Shear (trf) TL Defl (in) LLDefl Actual 224.00 84.00 0.69 0.25 Critical 180.77 45.59 0.80 0.53 Status OK OK OK OK Ratio 81% 54% 86% 46% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiustments CF Size Faclor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 600 Unifonn TL: 1296 =A Uniform Load A Zs Rl =10578 R2 =10578 SPAN = 16 FT Unifonn and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-16 GUEST HDR Date: 8/19/09 Selection 6x8 DF North *1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.8 in* R2= 3.8 In* (1.5)DLDefl= 0.10 in Data Beam Span 7.0 ft Reaction 1 LL 980* Reaction 2 LL 980* Beam Wt per ft 10.02* Reaction 1 TL 2380* Reaction 2 TL 2380* Bm Wt Included 70* Maximum V 2380* Max Moment 4165"* Max V (Reduced) 1955* TL Max Defl L/240 TL Actual Defl L/548 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (trf) Shear (irf) TL Defl On) LLDefl Actual 51.56 41.25 0.15 0.05 Critical 41.65 17.25 0.35 0.23 Status OK OK OK OK Ratio 81% 42% 44% 21% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1200 170 1.6 625 Adiusbnents CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 280 Unifonn TL: 670 = A Unifonn Load A ZS z\ Rl = 2380 R2 = 2380 SPAN = 7 FT Unifonn and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE ; ? Selection Conditions GUEST BALCONY BM Date: 8/19/09 3-1/2X14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Dafa Attributes Actual Critical Status Ratio Values Adiusbnents NDS 2005 Min Bearing Area Rl=4.9 in* R2= 4.9 in* (1.5) DL Defl= 0.21 in Loads Beam Span 16.0 ft Reaction 1 LL 1920* Reaction 2 LL 1920* Beam Wiper ft 15.31 * Reaction 1 TL 3163* Reaction 2 TL 3163* Bm Wt Included 245* Maximum V 3163* Max Moment 12650 '* Max V (Reduced) 2701* TL Max Defl L/240 TL Actual Defl L/441 LL Max Defl L/360 LL Aclual Defl L/870 Seclion (irf) Shear (trf) TL Defl On) LLDefl 114.33 49.00 0.44 0.22 53.25 13.97 0.80 0.53 OK OK OK OK 47% 29% 54% 41% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 CF Size Faclor 0.983 Cd Ouration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = O.0OFt Unifonn LL: 240 Uniform TL: 380 = A Uniform Load A Zs Rl = 3163 ZS R2 = 3163 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-18 LOWER BALCONY BM Date: 8/19/09 Selection Conditions 5-1/4X14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 6.2 in* R2= 5.1 in* (1.5) DL Defl= 0.58 in Dafa Beam Span 19.0 ft Reaction 1 LL 1026* Reaction 2 LL 474* Beam Wt per ft 22.97 # Reaction 1 TL 4057* Reaction 2 TL 3320* Bm Wt Included 436* Maximum V 4057* Max Moment 19536'* Max V (Reduced) 3726* TL Max Defl L/240 TL Aclual Defl L/319 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (irf) Shear (irf) TL Defl On) LLDefl Aclual 171.50 73.50 0.72 0.13 Critical 82.23 19.27 0.95 0.63 Status OK OK OK OK Ratio 48% 26% 75% 21% Fb (psi) Fv(psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustinents CF Size Faclor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = O.OO Ft Loqds Unifonn TL: 260 = A Point LL Point TL Distance 1500 B = 2000 6.0 R loads: Unifonn Load A B Rl =4057 R2 = 3320 SPAN = 19 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-19 LOWER BALCONY BM Date: 8/19/09 Selection Conditions 7x 18 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Lu @0H = 0.0 Ft NDS 2005, Overtiang Min Bearing Area R1= 18.8 in*R2= 51.7 in* (1.5)DLDefl= 0.37 in. Dafa Beam Span 26.0 ft Reaction 1 LL 8910* Reaction 2 LL 24160* Beam Wt per ft 39.38 * Reaction 1 TL 12248* Reaction 2 TL 33610* Bm Wt Included 1260* Maximum V 17896* Overhang Length 6.0 ft Max Moment 73417'* Max V (Reduced) 16157* Total Beam Length 32.0 ft TL Max Defl L/240 TL Actual Defl L/292 OH TL Actual Defl L/426 LL Max Defl L/360 LL Aclual Defl L/450 OH LL Aclual Defl L/596 Attributes Section (trf) Shear (trf) TL Defl On) LLDefl OH TL Defl OH LL Defl Aclual 378.00 126.00 1.07 0.69 -0.34 -0.24 Critical 317.79 83.57 1.30 0.87 0.60 0.40 Status OK OK OK OK OK OK Ratio 84% 66% 82% 80% 56% 60% Fb (psi) Fv (psi) E (psi xmil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2772 290 2.0 650 Adiustinents CF Size Facior 0.956 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 840 Uniform TL: 1120 = A (Uniform Ld on Backspan Point LL Point TL Distance Par Unif LL Par Unif TL Start End 6190 F = 8758 (OH) 6.0 840 K=1120 (OH) 6.0 R loads: Uhiform Load A K ZS Rl =12248 BACKSPAN = 26 FT Unifonn and partial uniform loads are Ibs per lineal fL Overtianging load distances are from R2. z\ R2 = 33610 OH = 6 FT BeamChek v2009 licensed to: Villa & Company Reg * 3039-67053 PADILLA RESIDENCE FB-20 LOWER BALCONY BM Date: 8/19/09 Selection Conditions 7x 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 10.3 in*R2= 10.3 in* (1.5) DL Defl= 0.47 in Dafa Beam Span 24.0 ft Reaction 1 LL 4320* Reaction 2 LL 4320* Beam Wt per ft 35.0* Reaction 1 TL 6720* Reaction 2 TL 6720* Bm Wt Included 840* Maximum V 6720* Max Moment 40320'* Max V (Reduced) 5973* TL Max Defl L/240 TL Actual Defl L/280 LL Max Defl L/360 LL Aclual Defl L/513 Attributes Section (ttf) Shear (ttf) TL Defl On) LLDefl Actual 298.67 112.00 1.03 0.56 Critical 172.26 30.90 1.20 0.80 Status OK OK OK OK Ratio 58% 28% 86% 70% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiusbnents CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.O0Ft Loads Unifonn LL: 360 Unifonn TL: 525 = A Uniform Load A Zs R1 = 6720 ZS R2 = 6720 SPAN = 24 FT Uniform and partiai uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-21 VIEWING HDRS Date: 8/19/09 Selection Conditions Data Attributes Actual Criticai Status Ratio Values Adiustments 5-1/4X14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 14.7 in*R2= 14.7 in* (1.5)DLDefl= 0.29 in Loads Beam Span 13.0 ft Reaction 1 LL 4810* Reaction 2 LL 4810* Beam Wt per ft 22.97 * Reaction 1 TL 9574* Reaction 2 TL 9574* Bm Wt Included 299* Maximum V 9574* Max Moment 31116"* Max V (Reduced) 7856* TL Max Defl L/240 TL Actual Defl L/317 LL Max Defl L/360 LL Actual Defl L/789 Section (trf) Shear (ttf) TL Defl On) LL Defl 171.50 73.50 0.49 0.20 130.98 40.63 0.65 0.43 OK OK OK OK 76% 55% 76% 46% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 740 Uniform TL: 1450 = A Uniform Load A ZS Zs Rl = 9574 R2 = 9574 SPAN =13 FT Uniform and partial uniform toads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-22 LOWER KITCHEN FL BM Date: 8/19/09 Selection Conditions 3-1/2x16 2.0ETJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 9.4 in* R2= 9.4 in* (1.5) DL Defl= 0.25 in Data Beam Span 16.0 ft Reaction 1 LL 4000* Reaction 2 LL 4000* Beam Wt per ft 17.5* Reaction 1 TL 6140* Reaction 2 TL 6140* Bm Wt Included 280* Maximum V 6140* Max Moment 24560'* Max V (Reduced) 6117* TL Max Defl L/240 TL Actual Defl L/346 LL Max Defl L/360 LL Actual Defl L/623 Attributes Section (ttf) Shear (itf) TL Defl On) LLDefl Adual 149.33 56.00 0.56 0.31 Critical 104.93 26.47 0.80 0.53 Status OK OK OK OK Ratio 70% 47% 69% 58% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Ad/usfmenfs CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00Ft Loads Unifonn LL: 500 Unifonn TL: 750 = A Uniform Load A ZS Zs Rl = 6140 R2 = 6140 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. -a Q. a. a. cooo > d o in if) oo to r-l t-« ^ ^ «! 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Date: AUG 12,2009 This Vtfall in File: c:\structural\iobs\09006-000 - padilla residi Retain Pro 2007, 24-Jul-2008, (o) 1989-2008 iNvvw.retalnpro.com/supptHt for latest relese Regbtratton #: RP-114S»76 RP2007-R Cantilevered Retainmg Wail Design Code: IBC 2006 Criteria Retained Height = 3.75 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOTUSED for Sliding Resistance. USED for Overtuming Resistance. Soii Data Allow/Soil Bearing = 1.500.0 psf Equivalent Ruid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 110.00 pcf 0.300 0.00 in Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance fi-om Toe = fc = 2,000 psi Fy = Footing Concrete Density = Min. As % = Cover® Top = 2.00 in ^ 0.75 ft 1.00 1.75 12.00 in 0.00 in 0.00 in 0.75 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Surciiarge Loads Surcharge Over Heel = o.o psf Used To Resist SIkling & Overtuming Surcharge Over Toe = 0.0 psf Used fbr Sliding & Overtuming Lateral Load ...Height to Top ...Height to Bottom 0.0#ffl 12.00 ft 0.00 ft Axiai Load Appiied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 250.0 Ibs /Social Load Eccentricity = 0.0 in Adjacent Footing Load ^3p!cef^RoS^Toa?'"^*"''''^5Tbs Foofing Width = 0.00 ft Eccentricity = 0.00 in V\fell to Ftg CL Dist = 0.00 ft Foofing Type Line Load Base Above/Below Soil - . at Back of Wall " ° " Poisson's Ratio = 0.300 Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.88 OK 1.92 OK 1,312 Ibs 3.20 in 1,435 psf OK 65 psf OK 1,500 psf Soil Pressure Less Than Allowabte ACI Factored @ Toe ACI Factored @ Heel Foofing Shear @ Toe Foofing Shear @ Heel Allowable 1,831 psf 82 psf 8.5 psi OK 1.2 psi OK 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 346.2 Ibs less 100% Passive Force = - 347.2 Ibs less 100% Fricfion Force = - 318.6 Ibs Added Force Req'd ....for 1.5:1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind.W Seismic, E 0.0 lbs OK 0.0 Ibs OK Ste^Con^m^on^^^^Jj - Design Height Above Ftg ft = W^ll Material Above "Hf Thickness = Rebar Size = Rebar Spacing = Rebar Placed at : Design Data ft3/FB + fa/Fa Total Force @ Section Ibs = Moment....Actual ft-# • Moment Allowable Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth'd' in = LAP SPLICE IF ABOVE in ' LAP SPLICE IF BELOW in ' HOOK EMBED INTO FTG in • Masonry Data f m psi • Fy psi •• Solid Grouting Top Stem Stem OK 0.00 Masonry 8.00 # 5 24.00 Edge 0.1S7 381.3 489.4 3,449.9 6.6 69.7 84.0 5.25 45.00 6.00 IBC 2006 1.200 1.600 1.600 1.600 1.000 Modular Ratto 'n' = Equiv. SolW Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = 1,500 60,000 Yes 21.48 7.60 Normal Weight LRFD Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title • Padilla Residence Job# : 09006-000 Dsgnr: MED Description.... 4' Cantilever Retaining Wall Page: Date: AUG 12,2009 Retain Pro 2007. 24-Jul-2008, (c) 1989-2008 www.retalnpro.t:oiiVsupportfor latest release Reglstratton #; RP-1 U2976 RP2007-R This Wall in Fite: c:\structural\jobs\09006-000 - padilla residt Cantilevered Retaining Wall Design Code: IBC 2006 Heel [Footing Design Resuits T<3e Factored Pressure = 1,831 82 psf Mu': Upvrard = 641 31 ft-# Mu": Downward = 113 84 ft-# Mu: Design = 528 53 ft-# Actual 1-Way Shear = 8.52 1.25 psi Allow 1-Way Shear = 67.08 67.08 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summar^o^ve^^ Item OVERTURNING Force Distance Moment Ibs ft ft-# Force ..RESISTING Distance Heel Acfive Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 394.8 1.58 -48.6 0.56 625.2 -27.0 Total 346.2 O.T.M. = 598.2 1.88 1,312.0 Ibs Vertical component of active pressure used for soil pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Moment Ibs ft ft-# Soil Over Heel = 137.5 1.58 217.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = /Kxial Dead Load on Stem = 250.0 1.08 270.8 * /\xial Live Load on Stem = 250.0 1.08 270.8 Soil Over Toe = 55.0 0.38 20.6 Surcharge Over Toe = Stem Weight(s) = 357.0 1.08 386.8 Earth @ Stem Transitions = Footing Weight = 262.5 0.88 229.7 Key Weight = 0.75 Vert. Component = 1.75 Total = 1,062.0 Ibs R.M.= 1,125.6 ' Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title - Padilla Residence Job# : 09006-000 Dsgnr: MED Description.... 6' Cantilever Retaining Wall Date: AUG 12,2009 This Wall in File: c:\structural\iobs\09006-000 - padilla residt Retain Pro 2007,24-Jul-2008, (c) 1989-2008 www.retainpFO.cc>ntfsupport for latest release Registration *: RP-114297S RP2007.R Cantilevered Retaining Wail Design Code: IBC 2006 Criteria Retained Height " 6.00 ft Walt height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertkial component of active jateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. I [SoilData Allow Soil Bearing = 1,500.0 psf Equivalent FlukI Pressure Method 1 ^^M^M^SMM^^MS^MM^^SMLI^ Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft = 250.0 psf/ft = 110.00 pcf 110.00 pcf = 0.300 = 0.00 in Toe Width Heel Width = Total Footing Width Foofing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,000 psi Fy = Foofing Concrete Density = Min. As % = Cover ©Top = 2.00 in @ 2.00 ft 1.00 3.00 12.00 in 0.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Surciiarge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming I [L^raT^adAppii^^^te^^^ j^^a^^Fo^jngT^d Lateral Load ...Height to Top ...Height to Bottom 0.0 m 12.00 ft 0.00 ft Axiai Load Appiied to Stem ll Axial Dead Load = 250.0 Ibs /Vjciai Uve Load = 250.0 tbs /\xial Load Eccentiicity = 0.0 in Design Summary | Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Foofing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Ms 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Wall Stability Ratios Overtuming = i,67 OK Slab Resists All Sliding ! Total Bearing Load ...resultant ecc. 1.863 lbs 5.68 in Soil Pressure @ Toe = 1,209 psf OK Soil Pressure @ Heel = 33 psf OK Alkswable = 1.500 psf Soil Pressure Less Than Allcjwabie Stem Construction Design Height Above Ftg V\^ll Materiat Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft>/FB + fa/Fa Total Force @ Section Moment....Actual Top Stem stem OK 0.00 Masonry 8.00 # 5 24.00 Edge lbs = ft-# = 1,516 psf 41 psf 14.3 psi OK 2.5 psi OK 67.1 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allovi^ble = Sliding Calcs Slab Resists AH Sliding I Lateral Sliding l^orce = 808.9 Ibs Load Factors Moment Altowable Shear Actual Shear Allowabte Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in Masonry Data fm psi Fy psi Solid Grouting psi = psi: in = in = in = 0.604 995.6 2,013.2 3,449.9 17.3 69.7 84.0 5.25 45.00 6.00 Building Code Dead Load Live Load Earth, H Wind,W Seismk:, E IBC 2006 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Equiv. Solid Thick. Masonry Btock Type Masonry Design Method Concrete Data fc Fy 1,500 60,000 Yes 21.48 in= 7.60 = Normal Weight = LRFD psi = psi = Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title Job# Padilla Residence 09006-000 Dsgnr: MED Description.... 6' Cantilever Retaining Wall Page:. Date: AUG 12,2009 This Wall in File: c:\structural\jobs\0900e-00p - padilla residt Retain Pro 2007.24-Juf-2008, (c) 1989-2008 www.retainpro.comteupportfor latest reiease Registration »: RP-1142976 RP2007-R Cantilevered Retaining Wall Design Code: IBC 2006 I Footing Design Resuits Toe jj Heel Factored Pressure Mu': Upvi^rd Mu': Downward Mu: t3esign Actuat 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,516 2,724 629 2,095 14.25 67.08 #5@16.C» in None Spec'd None Spec'd 41 psf 15ft-# 122 ft-# 106ft-# 2.48 psi 67.08 psi Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd. Mu < S * Fr Key: No key deflned ^ummarj^fOve^ Item OVERTURNING Force Distance Moment tbs ft ft.# Force Ibs ..RESISTING..... Distance ft Moment ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 857.5 -48.6 2.33 0.56 2,000.8 -27.0 O.T.M. Total = 808.9 1.67 1,862.7 tbs Vertical component of active pressure used for soit pressure 1,973.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Soil Over Heel = Sloped SotI Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soit Over Toe = Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component 220.0 2.83 623.3 250.0 2.33 583.3 250.0 2.33 583.3 146.7 1.00 146.7 546.0 2.33 1,274.0 450.0 1.50 675.0 2.00 3.00 Total = 1,612.7 tbs R.M.= 3,302.3 * /\xiat tive load NOT included in totat disptayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title ' Padilla Residence Job# : 09006-000 Dsgnr: MED Description.... 8' Retaining Wall Page:. Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residt Retain Pro 2007, 24-slu!-2008, (c) 1989-2008 www.retainpro.coiTi/support for latest reiease Reglstrrtion «: RP-11ia975 RP20g7-R Cantilevered Retaining Wall Design Code: IBC 2006 Criteria I [ Soii Data 1 I Footing Dimensions & Strengttis | Retained Height ~ Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 8.00 ft 0.50 ft 0.00:1 8.00 in 0.0 ft 0.0 psf Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wind on Stem = Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for SHding Resistance. USED for Overturning Resistance. Heel Active Pressure Toe Active Pressure tussive Pressure Soit Density, Heel Soit Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 110.00 pcf 0.300 0.00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 3.50 ft 1.00 4.50 12.00 in 0.00 in 0.00 in 3.50 ft fc = 2,000 psi Fy = 60,000 pst Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surciiarge Loads Surcharge Over Heel = o.O psf Used To Resist SIkJing & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming I C^^rai^^dA^i^^Stem"^ [Adjacen^ootin^oad Lateral Load ...Height to Top ...Height to Bottom 0.0#/ft 12.00 ft 0.00 ft Axiai Load Appiied to Stem /\xial Dead Load = 250.0 Ibs Axial Live Load = 250.0 Ibs Axiai Load Eccenbicity = 0.0 in Adjacent Foofing Load Foofing Width Eccentricity Wall to Ftg CL Dist Foofing Type Base Above/Below Soil at Back of Watt Poisson's Rafi'o 0.0 tbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Design Summary Wan stability Rat'ns Overtuming 1.64 OK Slab Resists All Sliding Total Bearing Load ...resultant ecc. 2,439 Ibs 8.96 in Soil Pressure @ Toe = 1,081 psf OK Soil Pressure @ Heel = 3 psf OK Allowable = 1.500 psf Soil Pressure Less Than Altowable ACI Factored @ Toe = 1,342 psf ACI Factored @ Heel = 3 psf F<30fi"ng Shear @ Toe = 18.0 psi OK Foofing Shear @ Heel = 3.5 psi OK Alkjwable = 67.1 psi Sliding Calcs Slab Resists Alt Sliding I Lateral Sliding Force = 1,368.9 lbs Lcjad Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2006 1.200 1.600 1.600 1.600 1.000 Stem Construction |. Design Height Above Ftg ft: Wall Material Above "Hf Thickness = Rebar Size = Rebar Spacing = Rebar Placed at Design Data fo/FB + fa/Fa Total Force @ Section tbs = Moment....Actual ft-# = Moment Allowable Shear Actual psi = Shear AH(3wable psi - Wall Weight Rebar Depth'd' in = LAP SPLICE tF ABOVE in^ LAP SPLICE IF BELOW in • HOOK EMBED INTO FTG in • Masonry Data f m psi • Fy psi Solid Grouting Modular Ratto 'n' Top Stem Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge 0.980 1,779.6 4,775.9 5,015.8 31.5 69.7 84.0 5.25 45.00 6.00 1,500 60,000 Yes 21.48 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in = 7.60 = Normal Weight = LRFD psi = pst = Marie E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Titte • Padilla Residence Job# : 09006-000 Dsgnr: Description.... 8' Retaining Wall MED Page:. Date: AUG 12,2009 This Wall in File: c:\structuralVjobs\0900e-000 - padilla residt Retain Pro 2007, 24-Jul-2008, (o) 1989-2008 www.reta!npro.coin/support for latest release Registration #:RP.1142B7S RP2007-R Cantilevered Retaining Wail Design Code: IBC 2006 |_Footin^Desigii^ Toe Heel Factored Pressure = 1,342 Mu': Upward = 6,577 Mu': Downward = 1,802 Mu: Design = 4,776 Actual 1-V\fay Shear = 17.98 Allow 1-Way Shear = 67.08 Toe Reinforcing = #5 ©16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 3 psf 7ft-# 155 ft-# 148ft-# 3.46 psi 67.08 psi Other Acceptable Sizes & Spacings Toe: #4© 13.25 in, #5© 20.50 tn, #6© 29.00 in, Heel: Not req'd, Mu < S * Fr Key: No key defined #7© 39.25 in, #8© 48.25 in, #9© 4 Summarjr^^verti^^ Item OVERTURNING Force Distance Moment tbs ft ft-# RESISTING Force Distance Moment tbs ft ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,417.5 3.00 -48.6 0.56 4,252.5 -27.0 Total O.T.M. = 4,225.5 = 1.64 2,439.0 Ibs • Vertical component of ac^tive pressure used for soit pressure 1,368.9 Reslsting/Oveituming Ratio Vertical Loads used for Soit Pressure = Soil Over Heel = Sloped Soit Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component 293.3 4.33 1,271.1 250.0 3.83 958.3 250.0 3.83 958.3 256.7 1.75 449.2 714.0 3.83 2,737.0 675.0 2.25 1,518.8 3.50 4.50 Total •• 2,189.0 Ibs R.M.-6,934.4 * fiMal tive toad NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calcutafi'on. DESIGNER NOTES: Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Titte - Padilla Residence Job# : 09006-000 Dsgnr MED Description.... 12' Basement Wall - Restrained Condition Page:. Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residt Retain Pro 2007. 24-Jul-2008. (c) 1989-2008 www.r^inpro.coniteupport for latest release Registration #: RP-114M7S RP2007-R Restrained Retaining Wall Design Code: IBC 2006 Criteria Retained Height = 12.00 ft Watt height above soil = 0.00 ft Total V\fall Height = 12.00 ft Top Support Height = 12.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overtuming Resistance. Soil Data Allow SotI Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heei Active Pressure Toe Active Pressure Passive Pressure Sott Density FootingllSoii Frictior Soit height to ignore for passive pressure 65.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 0.300 0.00 tn Footing Strengths & Dimensions Toe Width 8.50 ft Heel Width 2.00 Totat Footing Width = 10.50 Footing Thickness = 21.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 8.50 ft fc = 2,000 psi Fy = 60,000 psi Foofing Contirete Density = 150.00 pcf Min. As % = 0.0018 Cover ©Top = 2.00in @ Btm.= 3.00 in Surcharge Loads J Surcharge Over Heel - 40.0 psf >»Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Uniform Lateral Load Applied to Stem Adjacent Footing Load Ji Lateral Load ...Heigtit to Top ...Height to Bottom Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load ^ 250.0 tbs Axial Load Eccentricity = 0.0 in Eartii Pressure Seismic Load | Kh Soil Density Multiplier = Stem Weigiit Seismic Load Design Summary Total Bearing Load = ...resultant ecc. = Soil Pressure @ Toe = Soil Pressure © Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored © Heel » Footing Shear @ Toe = Foofing Shear © Heel = Allowable = Reaction at Top = Reaction at Bottom " Sliding Calcs Slab Resists All Lateral Sliding Force = 6,836 Ibs 24.04 in 0 psf OK 1,404 psf OK 1.500 psf Altowable 0 psf 1,705 psf 8.7 psi OK 1.6 psi OK 67.1 psi 2.565.7 tbs 5,624.1 tbs Sliding I 5,624.1 lbs Jll Fp / Wp Weight Multiplier "J^^asOT^^^mj^Mstra^on 144.0 #/ft Adjacent Footing Load 12.00 ft Footing Width 0.00 ft Eccentricity Wall to Ftg CL Dist Foofing Type Base Above/Below Soil at Back of Watt Poisson's Ratio 0.200 g Added seismte per unit area 0.000 g Added seismic per unit area 0.0 tbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf Thickness = 12.00 tn fm = 1,500 psi Wall Weight = 133.0 psf Fs = 24.000 psi Stem is FREE to rotate at top of footing Btock Type = Normal Weight Design Method = LRFD Solid Grouted © Top Support Equiv. Solid Thick. = n Ratio (Es/Em) 11.600 in 21.481 Mmax Between Top & Base © Base of Wall Design Height Above Ftg = Rebar Size = Rebar Spacing = Rebar Placed at = Rebar Depth'd' = Design Data ft3/FB + fa/Fa Moment....Actua = Moment Allowable = Shear Force © this height = Shear.....Actual = Shear Allowable = Stem OK 12.00 ft # 7 16.00 in Edge 9.00 in Stem OK 5.25 ft # 7 16.00 in Edge 9.00 in Stem OK 0.00 ft # 7 16.00 in Edge 9.00 in Lc3ad Faestors 0.000 0.0ft-# 16.438.2 ft-# 3,586.7 tbs 33.59 psi 69.71 psi 35.00 in 0.897 14,737.3 ft-# 16,438.2 ft-# Buiiding Code Dead Load Live Load Earth, H Wind.W Seismic, E IBC 2006 1.200 1.600 1.600 1.600 1.000 Rebar Lap Required = Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 6 © 8.00 in -or- Not req'd, Mu < S Heel: None Spec'd -or- Not req'd, Mu < S Key: No key defined -or- No key defined 37.65 in Fr Fr 0.000 0.0ft-# 16.438.2 ft-# 6,070.7 Ibs 56.85 psi 69.71 psi 16.44 in MarkE. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title ' Padilla Residence Job# : 09006-000 Dsgnr: MED Description.... 12' Basement Wall - Restrained Condition Page:. Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residt Retain Pro 2007, 2A-M-200Q, (c) 1989-2008 wwwjr^inpro.coni/support for latest release Registration #; RP-1142B7S RP2007-R Restrained Retaining Wail Design Code: IBC 2006 I Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actuat 1-Way Shear Allow 1-Way Shear Toe 0 14,878 15,427 550 8.65 67.08 •ieel 1,705 psf 1,275 ft-# 1,534 ft-# 258 ft-# 1.56 psi 67.08 pst Summary of Forces on Footing ; Siab RESISTS sliding, stem is PiNNED at footing Forces acting on footing soil pressure (taking moments about fixint of footing to find eccentricity) Surcharge Over Heel = 40.0lbs 10.00 ft 400.0ft-# /Vxial Dead Load on Stem = 500.0tbs 9.00 ft 4,500.0ft-# Soit Over Toe = 623.3tbs 4.25 ft 2,649.2ft^l» Adjacent Footing Load = tbs ft ft-# Surcharge Over Toe = tbs ft ft-# Stem Weight = 1.596.0Ibs 9.00 ft 14,364.0ft^ Soil Over Heel = 1,320.0lbs 10.00 ft 13,200.0ft^!f Footing Weight = 2,756.3 tbs 5.25 ft 14,470.3ft-# Total Vertical Force = 6,835.6tbs Moment = 49,583.5ft-# Net Moment User For Soil Pressure Calculations -13,696.7 ft-# DESIGNER NOTES: Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title : Padilla Residence Job# : 09006-000 Dsgnr MED Description.... 14' Restrained Wall Page: Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residt Retain Pro 2007, 24-Jul-2008, (c) 1989-2008 www.r^inpro.conifeuppoitf<jr iat^ release Registration #:RP-114297S RP«)07-R Restrained Retaining Wall Design Code: IBC 2006 Criteria Soil Oata Footing Strengths 8i Dimensions ]| 14.00 ft 0.00 ft Retained Height = Wall height above soil = Total Wall Height Top Support Height = Slope Behind Wall Height of Soil over Toe = Water height over heel = Wind on Stem = Vertical component of active lateral soil pressure optfons: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Altow SotI Bearing = 1,500.0 psf Equivalent Fluid Pressure Method 14.00 ft 14.00 ft 0.00:1 8.00 in 0.0 ft 0.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoii Frictior Soil height to ignore for passive pressure 65.0 psf/ft 35.0 psf/ft = 250.0 psf/ft = 110.00 pcf = 0.300 = 0.00 in ToeWWth = 3.50ft Heel Width = 4.50 Total Footing Width = 8.00 Footing Thickness = 21.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance fi'om Toe = 8.50 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top = 2.00 in © Btm.= 3.00 in j Surcharge Loads Surcharge Over Heel = 40.0 psf >»NOT Used To Resist Sliding & Overtum Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Uniform Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom Axial Load /Vpplied to Stem Mal Dead Load = 250.0 Ibs /\xial Live Load = 250.0 Ibs Axial Load Eccenbicity = 0.0 in Eartii Pressure Seismic Load K^ Soil Density Multiplier = Stem Weiglit Seismic Load j Fp / Wp Weight Multiplier 144.0 #/ft Adjacent Footing Load = 0.0 tbs 14.00 ft Footing Width = 0.00 ft 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Une Load Base Above/Below Soil at Back of Wall ~ Poisson's Ratio = 0.300 0.200 g Added seismic per unit area = 0.0 psf 0.000 g Added seismic per unit area = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. 10,347 Ibs 13.40 in Soil Pressure © Toe = 211 psf OK Soil Pressure © Heel = 2,376 psf NG Allowable = 1,500 psf Soii Pressure Exceeds Altowable I Thickness = 12.00 in fy = V\feill Weight = 150.0 psf fc = Stem is FREE to rotate at top of footing 60,000 psi 2,000 psi ACI Factored @ Toe ACI Factored © Heel Foofing Shear © Toe Foofing Shear © Heel Alkjwable Reaction at Top Reaction at Bottom ilateral Sliding Force 255 psf 2,874 psf 7.1 psi OK 1.2 psi OK 67.1 psi 3,296.7 tbs 7,145.9 tbs 7,145.9 Ibs I Top Support Mmax Between Top & Base ©Base of Wall Design Height Above Ftg = Rebar Size = Rebar Spacing = Rebar Placed at = Rebar Depth'd' = Design Data ftj/FB + fa/Fa Mu....Actual = Mn * Phi /Vllowable Shear Force © this height = Shear Actual = Shear....Allowable = stem OK 14.00 ft # 7 12.00 in Edge 9.50 in Stem OK 6.13 ft # 7 12.00 in Edge 10.00 in Shear NGI 0.00 ft # 7 12.00 in Edge 9.50 in Lcjad Factors 0.000 0.0 ft-# 23.260.5 ft-# 4.669.9 lbs 40.96 psi 67.08 psi 45.78 in 0.921 22.672.4 ft-# 24.610.5 ft-# Building Code I3ead Load Live Load Earth, H Wind,W Seismic, E IBC 2006 1.200 1.600 1.600 1.600 1.000 Rebar Lap Required = 45.78 in 45.78 In Hooked embedment into foofing Other Acceptable Sizes & Spacings: Toe: # 5 © 10.00 in -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key deflned -or- No key defined 0.000 0.0ft-# 23,260.5 ft-# 8.055.1 tbs 70.66 psi 67.08 psi 16.44 in Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title ' Padilla Residence Job# : 09006.000 Dsgnr MED Description.... 14' Restrained Wall Page:. Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residt Retain Pro 2007, 24-Jul-2008, (o) 1989-2008 www.refalnpro.cofn/supptjrt ftjr latest release Registration #: RP-114^76 RP2007-R Restrained Retaining Wail Design Code: IBC 2006 I Footing Design Resuits Factored Pressure = Mu': Upvirard = Mu': Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear = Toe 255 4,669 2,834 1,835 7.08 67.08 leel 2,874 psf 17,332 ft-# 15.659 ft-# 1,674 ft-# 1.17 psi 67.08 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = tbs ft ft-# Axial Dead Load on Stem = 500.0lbs 4.00 ft 2,000.0ft-# Soli Over Toe = 256.7tbs 1.75 ft 449.2ft-# Adjacent Foofing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 2,100.0 Ibs 4.00 ft 8,400.0ft-# Soil Over Heel = 5.390.0 tbs 6.25 ft 33,687.5ft-# Foofing Weight = 2.100.0 Ibs 4.00 ft 8,400.0ft-# Total Vertical Force = 10,346.7tb8 Moment = 52,936.7ft-# Net Moment User For Soit Pressure Calculations -11,550.0 ft-# DESIGNER NOTES: Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title - Padilla Residence Job# : 90600-000 Dsgnr MED Description.... 15' Concrete Retaining Wall Page: Date: AUG 14,2009 This Wall in File: c:\structural\jobs\0900e-000 - padilla residt Retain Pro 2007, 24-Jui-2008, (C) 1989-2X38 www.retainpro.comteupport for latest reiease Registration #: RP-1142g7S RP2007-R Restrained Retaining Wall Design Code: IBC 2006 Criteria Retained Height = 15.50 ft Wall height above soil = 0.00 ft Total Wall Height = 15.50 ft Top Support Height = 15.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = S.OOin Water height over tieel = 0.0 ft Wind on Stem = 0.0 psf Vertteal component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overtuming Resistance. Soii Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soit Density FootingllSoii Frictior Soit height to ignore for passive pressure 65.0 psf/ft 35.0 psf/ft = 250.0 psf/ft = 110.00 pcf = 0.300 = 0.00 in Footing Strengths & Dimensions ToeWWtti 2.63 ft Heel WWth 3.63 Totat Footing Width 6.25 Footing Thickness = 24.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 8.50 ft fc = 2,000 psi Fy = 60,000 psi Foofing Concrete Densiiy = 150.00 pcf Min. As % = 0.0018 Cover ©Top = 2.00in © Btm.= 3.00 in Surcharge Loads J Surcharge Over Heel = 40.0 psf »>NOT Used To Resist Sliding & Overtum Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Uniform Lateral Load Appiied to Stem Adjacent Footing Lcjad Lateral Load ...Height to Top ...Height to Bottom Axial Load Applied to Stem Axial Dead Load = 250.0 tbs Axial Live Load = 250.0 Ibs Axiai Load Eccentricity a 0.0 in Eartii Pressure Seismic Load I K^ Soii Density Mulfiptier StemWeightSe^^ Fp / Wp Weight Mulfiptier 144.0 #/ft Adjacent Fc3oting Load 14.00 ft Foofi ng Width 0.00 ft Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.200 g Added seismic per unit area 0.000 g Added seismic per unit area 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Une Load 0.0 ft 0.300 0.0 psf 0.0 psf Design Summary Total Bearing Load ...resuttant ecc. 9,368 Ibs 9.94 in 1 Soil Pressure ©Toe = 306 psf OK Soil Pressure © Heel = 2.691 psf NG Allowable = 1.500 psf Soil Pressure Exceeds Allowabte! ACI Factored © Toe ACI Factored @ Heel Foofing Shear© Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 371 psf 3,258 psf 5.6 psi OK 1.9 psi OK 67.1 psi 3,696.2 tbs 8,678.8 Ibs Sliding Calcs Lateral Sliding Force Load Factors Slab Resists Atl Sliding I = 8.678.8 tbs Building Code Dead Load Live Load Earth. H Wind.W Seismic, E IBC 2006 1.200 1.600 1.600 1.600 1.000 Thickness = 12.00 in Fy = 60.000 psi Vtfall Weight = 150.0 psf fc = 2^000 psi Stem is FREE to rotate at top of footing Mmax Between @ Top Support Top 81 Base Stem OK Stem OK Design Height Above Ftg = 15.50 ft 6.72 ft RebarSize = # 8 #8 Rebar Spacing = 12.00 in 12.00 in Rebar Placed at = Edge Edge Rebar Depth 'd' = 9.50in lO.OOin Design Daia ft3/FB+fa/Fa = 0.000 0.959 Mu....Actual = O.Oft-# 30.123.3 ft-# Mn*Phi /Vltowable = 29.630.0 ft-# 31,407.5 ft-# Shear Force © this height = 5,367.7 tbs Shear Actuat = 47.09 psi Shear Allowable = 67.08 psi Rebar Lap Required = 52.32 in 52.32 in Hooked embedment into footing Other Acceptable Sizes 8> Spacings: Toe: # 5 © 10.00 in -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined ©Base of Wall Siiear NG! 0.00 ft # 8 12.00 in Edge 9.50 in 0.000 0.0ft-« 29.630.0ft-# 9,715.0 lbs 85.22 psi 67.08 psi 18.78 in Marie E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445TS869 V 858 683-2000 F Title ' Padilla Residence Job# : 90600-000 Dsgnr MED Description.... 15' Concrete Retaining Walt Page:. Date: AUG 14,2009 This Wall in File: c:\structural\iobs\09006-000 - padilla residi Retain Pro 2007.24-Jul-2008. (c) 1989-2008 viiww.retainpro.coinrsuppottTor latest release Registration U: RP-114»7S RP2007-R Restrained Retaining Wall Design Code: IBC 2006 I Footing Design Results Factored Pressure = Mu': Upward = Mu': Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear = Toe 371 3,363 1.852 1,512 5.65 67.08 "eel 3,258 psf 11,636 ft-# 10,208 ft-# 1,428 ft-# 1.85 psi 67.08 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PiNNED at footing Forces acting on f(30ting soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = tbs ft ft-# /Vxial Dead Load on Stem = SOO.OIbs 3.13 ft 1,562.5ft-# Soil Over Toe = 192.5tbs 1.31 ft 252.7ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = tbs ft ft-# Stem Weight = 2.325.0tbs 3.13 ft 7,265.6ft-# Soil Over Heel = 4,475.6Ibs 4.94 ft 22.098.4ft-# Footing Weight = 1,875.0 tbs 3.13 ft 5,859.4ft-# Total Vertical Force = 9,368.1 Ibs Moment = 37,038.6ft-# Net Moment User For Soil Pressure Calculations -7,763.2 ft-# DESIGNER NOTES: -10k -.3k/ft •.28m 'Nl/VWW\i/WWW\l/WWM/W 'n?i "'Kl4 '%2 Loads: BLC 1, Dead Resutts for LC 14, Dead Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20,2009 at 11:11 AM Frame at Line B.r3d •.em •.mm \l/\l/V\l/W\l/\l/M/V\l/\l/\]/'^WWW "Kl4 %1 =^2 Loads: BLC 2, Live Results fbr LC 14, Dead Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20, 2009 at 11:11 AM Frame at Line B.rSd -9k '%2 Loads: BLC 3, Live Roof Results for LC 14, Dead Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20, 2009 at 11:10AM Frame at Line B.r3d ».7k Loads: BLC 4, Wind Results fbr LC 14, Dead Mark E. Deardorff, Structur. Padilla Residence MED Padilla Residence Aug 20,2009 at 11:11 AM 90006-000 Padilla Residence Frame at Line B.r3d Loads: BLC 5, Seismic Resutts for LC 14, Dead Mark E. Deardorff, Stnjctur. MED 90006-000 Padilla Residence Aug 20,2009 at 11:11 AM Frame at Line B.rSd Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Joint Coordinates and Temperatures 1 Nl 0 0 0 0 2 N2 0 0 0 3 N3 0 11 0 0 4 N4 .-11 0 0 5 N5 Q 26 0 0 6 N6 . • : .-23 ... 26 .••:^-o::: •••••• :•. : ;,0 :. Hot Rolled Steel Section Sets Label Shape Type Desiqn List Material Design Rules A fin21 lyy nn41 Izz rin41 J rin41 1 Column 1 W8X40 Column Wide Fiange A992 Typical 11.7 49.1 146 1.12 2 Beam I W12X65 : Beam Wide Flange A992 Typibal 19.1 174 533 2.18 Hot Rolled Steel Properties Label E fksil G fksil Nu Therm (MES F) Densityfk/ff'Sl Yieldfksil 1 A36 Gr.36 29000 11154 .3 .65 .49 36 • 2 A572 Gr.50 29000 11154 V .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 29000 11154 .3 : .65 .49 42 5 ASOO Gr.46 29000 11154 .3 .65 .49 46 Member Primary Data 1 Ml N1 N5 Column Column Wide Flange A992 Typical 2 M2 N2 N6 Column Column Wide Flange A992 Typical 3 M3 N3 N4 Beam Beam Wide Flange A992 Typical 4 : M4 N5 N6 Beam Beam Wide Flange ; A992; Typical Basic Load Cases 1 Dead DL -1 1 2 2 Live LL 2 3 Live Roof RLL 1 4 Wind WL •::-2:---; 5 Seismic EL 2 Member Distributed Loads (BLC 1: Dead) IVIember Laljet Direction start Magnitudefk/ft,... End Maqnitudefk/ft,d... Start Locationrft,%1 End Locationrft,%l 1 M3 Y -.28 -.28 0 0 M4 V. :;.:v.-:;-.3:^-'• '.-y/:r.: yS^.-' 0 Member Distributed Loads (BLC 2 : LiVej Member Label Direction start tVlagnitudefk/ft,... End IVlagnitudefk/ft.d... start Location[ft,%] End Location[ft,%] 1 M4 Y -.6 -.6 0 0 2 MS Y -.56 -.56 0 .0 RISA-3D version 8.0.3 [C:'\...\Jobs"\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 1 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14AM Checked By:_ Joint Loads and Enforced Displacements (BLC 4: Wind) Joint Label LD.M Direction Maqnitudef(k,k-ft), (in.rad), (k*s'^2/f.. 1 N5 L X 5.7 2 N3 .^ L.: ,x 2.9 Joint Loads and Enforced Displacements (BLC 5: Seismic) Joint Label L,D,M Direction Maqnltudef(k,k-ft), (in.rad), (les^Tll. 1 N5 L x 4 "2 N3'^;. L : • X .4 • Member Point Loads (BLC 1: Dead) Member Label Direction Magnitudefk.k-ftl Locationfft,%l 1 M4 Y -10 2.5 Member Point Loads (BLC 3 : Live Roof) Member Label Direction Magnitude[k,k-ft] Locationfft,%l 1 M4 Y -9 2.5 Loacf Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IBC 16-1 Yes Y DL 1.4 2 IBC 16-2(a) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL .5 3 IBC 16-2 (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL .5 SLN .5 4 IBC 16-2 (c) Yes Y DL 1.2 LL 1.6 LLS 1.6 RL .5 5 IBC 18-3 (a) Yes Y DL 1.2 RLL 1.6 LL .5 LLS 1 6 IBC 16-3 (b).. Yes Y DL 1.2 RLL 1.6 WL .8 7 IBG 16-3(b). Yes Y DL 1.2 RLL 1.6 WL -.8 8 IBC 16-4 (a) .. Yes Y DL 1.2 WL 1.6 LL .5 LLS ••I. ;i-RLL 9 iBC16-4 (a).. Yes Y DL 1.2 WL -1.6 LL .5 LLS 1 RLL .5 10 IBC 16-6(3) Yes Y DL .9 WL 1.6 11 IBC 16-6 (b) Yes Y DL .9 WL -1.6 12 tBC16-7(a) Yes Y DL .9 EL 1 13 IBC 16-7(b) Yes Y DL .9 EL -1 14 Dead Yes Y DL 1 15 Live Yes Y LL 1 RLL 1 16 Wind Yes Y WL V 17 Seismic Yes Y EL 1 Joint Reactions LC Joint Label Xfkl Yfkl Zfkl MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 Nl .673 25.357 NC NC NC -2.329 2 N2 -.673 14.403 NC NC NC 2.375 3 1 Totals: 0 39.76 0 4 :A COG (ft): NC NC NC 5 2 Nl 2.074 47.085 NC NC NC -7.201 6 2 N2 -2.074 34.183 NC NC NC 7.26 7 2 Totals: 0 81.268 0 8 2 COG (ft): NC NC NC RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 2 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Joint Reactions (Continued) LC Joint Label Xfkl Yfkl Zfkl MX fk-ftl MY fk-ftl MZ fk-ftl 9 3 N1 2.127 43.076 NC NC NC -7.392 10 3 :^ N2 :^ V--2.127 33.692 NC NC NC 7.434 11 3 Totals: 0 76.768 0 ^2: 3 COG (ft): NC NC NC 13 4 N1 2.127 43.076 NC NC NC -7.392 ;i4 ; 4' N2 -2.127 33.692 NC NC NC 7.434 15 4 Totals: 0 76.768 0 COG (ft): NC NC NC 17 5 Nl .891 41.233 NC NC NC -3.072 18 5 N2 -.891 20.587 NC NC NC 3.165 19 5 Totals: 0 61.82 0 20 5 COG (ft): NC NC NC 21 6 N1 -3.025 30.148 NC NC NC 21.103 22 6 N2 -3.855 18.331 NC NC NC 23.92 23 6 Totals: -6.88 48.48 0 24 6 COG (ft): NC NC NC 25 7 N1 3.821 38.982 NC NC NC -23.878 26 7 N2 3.059 9.498 NC NC NC -20.967 27 7 Totals: 6.88 48.48 0 28 7 COG (ft): NC NC NC 29 8 N1 -5.888 23.587 NC NC NC 41.523 30 8 N2 -7.872 28.333 NC NC NC 48.469 31 8 Totals: -13.76 51.92 0 32 8 COG (ft): NC NC NC 33 9 N1 7.836 41.24 NC NC NC -48.508 34 9 N2 5.924 10.68 NC NC NC -41.373 35 9 Totals: 13.76 51.92 0 36 9 COG (ft): NC NC NC 37 10 Nl -6.474 7.551 NC NC NC 43.181 38 10 N2 -7.286 18.009 NC NC NC 46.111 39 10 Totals: -13.76 25.56 0 40 10 COG (ft): NC NC NC 41 11 Nl 7.272 25.051 NC NC NC -46.177 42 11 N2 6.488 .509 NC NC NC -43.058 43 11 Totals: 13.76 25.56 0 44 11 COG (ft): NC NC NC 45 12 Nl -3.576 12.031 NC NC NC 24.03 46 12 N2 -4.424 13.529 NC NC NC 26.964 47 12 Totals: -8 25.56 0 48 12 COG (ft): NC NC NC 49 13 Nl 4.423 20.572 NC NC NC -27.025 50 13 N2 3.577 4.988 NC NC NC -23.911 51 13 Totals: 8 25.56 0 52 13 COG (ft): NC NC NC 53 14 N1 .481 18.113 NC NC NC -1.664 54 14 N2 -.481 10.287 NC NC NC 1.696 55 14 Totals: 0 28.4 0 56 14 COG (ft): NC NC NC 57 15 N1 .862 21.361 NC NC NC -2.993 58 15 N2 -.862 14.319 NC NC NC 3.023 59 15 Totals: 0 35.68 0 60 15 COG (ft): NC NC NC 61 16 Nl -4.317 -5.422 NC NC NC 27.725 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 3 Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By._ LC Joint Label Xfkl Yfkl Zfkl MX fk-ftl MY fk-ftl MZ fk-ftl S62--: 16 -vft^N2"ft -4.283 ! 5.422 1 NC i NC ! NC 27.666 63 16 Totals: -8.6 0 1 0 i 64 16 GOG (ft): NC -NC . 1 NC 65 17 N1 -4.016 -4.234 NC NC NC 1 25.352 66^ 17 N2 -3.984 4.234 1 NC NC NC 25.262 67 17 Totals: -8 0 0 171 COG (ft): NC /.'.•\-,^NC--.-v--: NC Joint Deflections LC Joint Label Xfinl Yfinl Zfinl X Rotation frad] Y Rotation fradl Z Rotation fradl 1 1 N1 0 0 0 0 0 0 ; 1 N2 .. -;-- /0.-^ 0 0 0 0 0 3 1 N3 0 -.012 0 0 0 -5.133e-4 4 f N4 0 -.007 0 0 0 4.964e-4 5 1 N5 .037 -.025 0 0 0 -2.542e-3 6 1 N6 .036 -.012 ft-;:ft vOft V .•> 0 1.77e-3 7 2 N1 0 0 0 0 0 0 8 N2 ? • 0 0 " 0 0 9 2 N3 0 -.023 0 0 0 -1.573e-3 10 N4 .001 -.016 0 0 0 1.551e-3 11 2 N5 .045 -.043 0 0 0 -4.873e-3 12 2 N6 .042 -.029 0 0 0 3.961 e-3 13 3 N1 0 0 0 0 0 0 14 3 • •N2.-..;v 0 0 0 0 0 .ft:0\v:.:ftft. 15 3 N3 0 -.021 0 0 0 -1.611 e-3 16 3 N4 .001 -.016 0 0 .^^ 0 1.596e-3 17 3 N5 .033 -.039 0 0 0 -4.442e-3 18 3 N6 .03 -.028 0 0 0 3.779e-3 19 4 Nl 0 0 0 0 0 0 20 4 -.N2 .v;-:. 0 v-. : 0::ft-- - v ..;"/ft •O^v.-.ft -•;;:--0::^ - 21 4 N3 0 -.021 0 0 0 -1.611 e-3 22 4 N4 .001 -.016 0 .;• 0 0 1.596e-3 23 4 N5 .033 -.039 0 0 0 -4.442e-3 24 4 N6 .03 -.028 0 0 0 3.779e-3 25 5 Nl 0 0 0 0 0 0 26 5 N2 0 0 .\ 0 0 0 0 27 5 N3 0 -.02 0 0 0 -6.833e-4 28 N4 .002 -.01 >•()>:"• 7^^.:. .^ft.:; ft'0-ft: ft-;.ft 0 : V 6.496e-4 29 5 N5 .07 -.041 0 0 0 -4.265e-3 30 5 N6V ; .068 -.018 0 0 0 2.807e-3 31 6 Nl 0 0 0 0 0 0 32 6 N2 0 0 0 0 0 0 33 6 N3 .256 -.015 0 0 0 -1.55e-3 34 6 N4 .257 -.009 ^-:^•:^:-^o: ft-ft.;;- 0 :v::,:ftftO,-.;^-v,;:; -9.454e-4 35 6 N5 .783 -.033 0 0 0 -4.276e-3 36 6 N6 .781 -.015 0 0 •- "--"^ 0 1.3848-3 37 7 Nl 0 0 0 0 0 0 38 7 N2 0 0 0 0 0 0 39 7 N3 i -.255 -.019 0 i 0 0 9.16e-4 40 7 .N4:..., -.254 -.004 ft: 0^^ ftft:; .-.:..o,:ft v. ftv; „ • Qft:.ft.ft.. 1.5148-3 41 7 N5 -.644 -.039 0 0 0 -2.839e-3 RISA-3D Version 8.0.3 [C:V..\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 4 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Joint Deflections (Continued) LC Joint Label X finl Yfinl Zfinl X Rotation [radj Y Rotation [radJ Z Rotation frad] 42 7 N6 -.644 -.009 0 0 . 0 2.817e-3 43 8 N1 0 0 0 0 0 0 44 :--:"8--^ N2 0 ft;. 0r.-V;ft ^ftft.-'-'-:;Oft-V;ft-:' •::6 --.ft:; •;^;.'ftft^Oft-.^;;:ft 0 45 8 N3 .512 -.011 0 0 0 -3.233e-3 46 8 N4 .512 -.014 0 0 0 -1.711e-3 47 8 N5 1.47 -.025 0 0 0 -4.751 e-3 48 8 N6 1.467 -.023 0 0 0 9.748e-4 49 9 Nl 0 0 0 0 0 0 50 9 N2 .-ftft. 0 Oft^; ftft -;.;.'-ftVO~.: v-ft,.:; r-ft0^ft>::,.;; ft;: Oft".;;.;;; 0 51 9 N3 -.512 -.02 0 0 0 1.698e-3 52 9 N4 -.51 -.005 0 0 3.205e-3 53 9 N5 -1.383 -.038 0 0 0 -1.883e-3 54 9 N6 -1.382 -.01 0 0 0 3.838e-3 55 10 Nl 0 0 0 0 0 0 56 10 N2 0 0 0 0 0 0 57 10 N3 .508 -.004 0 0 0 -2.775e-3 58 iO N4 .507 -.009 0 0 -2.118e-3 59 10 N5 1.438 -.009 0 0 0 -3.055e-3 60 10 N6 1.435 -.014 0 0 0 -2.803e-4 61 11 N1 0 0 0 0 0 0 62 11 N2 0 0 0 0 0 0 63 11 N3 -.508 -.012 0 0 0 2.115e-3 64 11 N4 -.506 0 0 0 0 2J57e-3 65 11 N5 -1.391 -.022 0 0 0 -2.13e-4 66 11 N6 -1.389 -.001 0 0 0 2.5566-^3 67 12 Nl 0 0 0 0 0 0 68 12 N2 0 0 0 0 0 0 69 12 N3 .284 -.006 0 0 0 -1.579e-3 70 12 N4 .284 -.006 0 0 0 -9.258e-4 71 12 N5 .722 -.013 0 0 0 -2.27e-3 72 12 N6 .72 -.011 0 0 0 5.01 e-4 73 13 Nl 0 0 0 0 0 0 74 13 N2 0 0 0 0 0 0 75 13 N3 -.284 -.01 0 0 0 9.194e-4 76 13 N4 -.283 -.002 0 0 0 1.564e-3 77 13 N5 -.675 -.019 0 0 0 -9.979e-4 78 13 N6 -.675 -.005 ft . -.o -v: 0 V 0 1.775e-3 79 14 Nl 0 0 0 0 0 0 80 14 N2 0 0 0 0 0 0 81 14 N3 0 -.009 0 0 0 -3.665e-4 ft82^ 14 N4 0 -.005 0 0 0 3.547e-4 83 14 N5 .026 -.018 0 0 0 -1.816e-3 84 14 N6 .026 -.009 0 0 0 1.2648-3 85 15 Nl 0 0 0 0 0 0 86 15 N2 0 0 0 0 0 0 87 15 N3 0 -.01 0 0 0 -6.544e-4 88 15 N4 0 -.007 0 0 0 6.436e-4 89 15 N5 .024 -.02 0 0 0 -2.275e-3 90 15 N6 .023 -.012 0 V- 0 ft 0 1.779e-3 91 16 Nl 0 0 0 0 0 0 92 16 N2 :ft --- 0 0 0 •-ftft" o;,-:,;-;'-ft 0 ^ 93 16 N3 .315 .003 0 0 0 -1.516e-3 94 16 N4 .314 -.003 0 0 0 -1.511 e-3 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 5 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Joint Deflections (Continued) LC Joint Label Xfinl Yfinl Zfinl X Rotation frad] Y Rotation frad] Z Rotation frad] 95 16 N5 .876 .004 0 0 0 -8.799e-4 96 16 - N6 .875 -.004 0 ;--^ O'ft 0 -8.783e-4 97 17 Nl 0 0 0 0 0 0 98 17 N2 0 Oft 0 0 0 99 17 N3 .282 .002 0 0 0 -1.239e-3 100 17 N4 .281 -.002 0 •-•;-'Oft--.'-'.--.-0 -1.235e-3 101 17 N5 .693 .003 0 0 0 -6.3e-4 102 N6 .692 -.003 :. • 0: y-:':'--^ 0 .:;.••••• 0::;-:;; -6.309e-4 Member Section Stresses 1 1 M1 1 2167 -.227 0 .79 -.79 0 0 2 2.136 -.227 0 -.693 .693 0 0 3 3 1.636 -.662 0 2.318 -2.318 0 0 4 4 1.605 -.662 0 -2.015 2.015 0 0 5 5 1.574 -.662 0 -6.347 6.347 0 0 6 1 M2 ft ft> 1.231 .227 0 -.805 .805 \ 0 0 7 2 1.2 .227 0 .678 -.678 0 0 8 3 .689 .664 0 -2.83 2.83 0 0 9 4 .658 .664 0 1.515 -1.515 0 0 10 5 .627 .664 0 5.859 -5.859 0 0 11 1 M3 1 -.068 1.162 0 -2.161 , 2.161 0 0 12 2 -.068 .574 0 1.056 -1.056 0 0 13 3 -.068 -.014 0 2.095 -2.095 0 0 14 4 -.068 -.601 0 .956 -.956 0 0 15 5 -.068 -1.189 0 -2.363 2.363 0 0 16 1 M4 1 .103 3.896 0 -2.554 2.554 0 0 17 2 .103 .313 0 4.534 -4.534 0 0 18 3 .103 -.309 0 4.542 -4.542 0 0 19 4 .103 -.93 0 2.245 -2.245 0 0 20 •.5-ft .103 -1.552 0 -2.358 2.358 0 ,-.::0. •:;:-:, 21 2 Ml 1 4.024 -.698 0 2.441 -2.441 0 0 22 2 3.998 -.698 0 -2.128 2.128 0 ;-ft 0 23 3 2.69 -1.488 0 6.047 -6.047 0 0 24 4 2.664 -1.488 0 -3.691 3.691 0 0 25 5 2.637 -1.488 0 -13.43 13.43 0 0 26 2 M2 1 2.922 .698 0 -2.461 2.461 0 0 27 2 2.895 .698 0 2.109 -2.109 0 0 28 3 1.574 1.492 0 -6.66 6.66 0 0 29 4 1.548 1.492 0 3.104 -3.104 0 0 30 5 1.521 1.492 0 12.868 -12.868 ft-:; 0 • - 0 31 2 M3 1 -.123 3.171 0 -5.769 5.769 0 0 32 2 -.123 1.577 0 3.035 -3.035 0 0 33 3 -.123 -.016 0 5.929 -5.929 0 0 34 ft'4iv: -.123 -1.61 0 2.913 -2.913 0 0 35 5 -.123 -3.203 0 -6.011 6.011 0 0 36 2 M4 1 .232 6.528 0 -5.404 5.404 0 0 37 2 .232 1.336 0 8.332 -8.332 0 0 38 3 .232 -.364 0 10.135 -10.135 0 0 39 4 .232 -2.065 0 5.631 -5.631 0 0 40 ::5.v' .232 -3.765 .ft:-" (ift";:--5.178 5.178 0 0 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 6 Cbmpany Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member Section Stresses (Continued) 41 3 Ml 1 3.682 -.716 0 2.506 -2.506 0 0 42 2 3.655 -.716 0 -2.181 2.181 0 0 43 3 2.346 -1.423 0 5.997 -5.997 0 0 44 4 2.319 -1.423 0 -3.314 3.314 0 0 45 5 2.293 -1.423 0 -12.624 12.624 0 0 46 3 ftM2 1 2.88 .716 0 -2.52 2.52 0 0 47 2 2.853 .716 0 2.167 -2.167 0 0 48 3 1.534 1.425 0 -6.442 6.442 0 0 49 4 1.508 1.425 0 2.886 -2.886 0 0 50 5 1.481 1.425 0 :. 12.214 -12.214 0 0 51 3 M3 1 -.11 3.175 0 -5.749 5.749 0 0 52 2 -.11 1.582 0 3.07 -3.07 0 0 53 3 -.11 -.012 0 5.981 -5.981 0 0 54 4 -.11 -1.605 0 2.983 -2.983 0 0 55 5 -.11 -3.199 0 -5.925 5.925 0 0 56 3 M4 1 .221 5.675 0 -5.08 5.08 0 : 0 57 2 .221 1.436 0 7.49 -7.49 0 0 58 3 .221 -.265 0 9.661 -9.661 0 0 59 4 .221 -1.965 0 5.526 -5.526 0 0 60 5 221 -3.666 0 -4.915 4.915 0 0 61 4 Ml 1 3.682 -.716 0 2.506 -2.506 0 0 62 2 3.655 -.716 0 -2.181 2.181 0 0 63 3 2.346 -1.423 0 5.997 -5.997 0 0 64 4 2.319 -1.423 0 -3.314 3.314 0 0 65 5 2.293 -1.423 0 -12.624 12.624 0 0 66 4 M2 1 2.88 .716 0 -2.52 2.52 0 0 67 2 2.853 .716 0 2.167 -2.167 0 0 68 3 1.534 1.425 0 -6.442 6.442 0 0 69 4 1.508 1.425 0 2.886 -2.886 0 0 70 5 1.481 1.425 0 12.214 -12.214 0 0 71 4 M3 1 -.11 3.175 0 -5.749 5.749 0 0 72 2 -.11 1.582 0 3.07 -3.07 0 0 73 3 -.11 -.012 0 5.981 -5.981 0 0 74 4 -.11 -1.605 0 2.983 -2.983 0 0 75 5 -.11 -3.199 0 -5.925 5.925 0 0 76 4 M4 1 .221 5.675 0 -5.08 5.08 0 0 77 2 .221 1.436 0 7.49 -7.49 0 0 78 3 .221 -.265 0 9.661 -9.661 0 0 79 4 .221 -1.965 0 5.526 -5.526 0 0 80 5 .221 -3.666 0 -4.915 4.915 0 0 81 5 Ml 1 3.524 -.3 0 1.042 -1.042 0 0 82 2 3.498 -.3 0 -.921 .921 0 0 83 3 2.8 -1.044 0 3.401 -3.401 0 0 84 4 2.773 -1.044 0 -3.431 3.431 0 0 85 5 2.746 -1.044 0 -10.264 10.264 0 0 86 5 M2 1 1.76 .3 0 -1.073 1.073 0 0 87 2 1.733 .3 0 .891 -.891 0 0 88 3 1.014 1.05 0 -4.379 4.379 0 0 89 4 .987 1.05 0 2.491 -2.491 0 0 90 5 .961 1.05 0 :: 9.36 -9.36 0 ^"-.:. 0 :ft 91 5 M3 1 -.116 1.662 0 -3.132 3.132 0 0 92 2 -.116 .818 0 1.467 -1.467 0 0 93 3 -.116 -.026 0 2.936 -2.936 0 0 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 7 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By'._ Member Section Stresses (Continued) 94 • . -. 1 . .--^: 4ft \- '-m&-<:\ .".-.87;::;--.vft::ftOft .ft; 1.274 1 -1.274 ~[ •••-••-:"Oft:-:'-' ;V:.ft;:0^;.:ft..,:- 95 5 i -.116 i -1.714 0 -3.518 1 3.518 1 0 0 96 1 5 1 M4 1 .163; 6.798 ; 0 -4.13 4.13 0 0 97 1 2 1 .163 1 .315 0 1 7.708 -7.708 0 0 96 3 .163 1 -.583 0 ] 7.212 -7.212 0 0 99 4 .163 -1.48 0 3.387 -3.387 0 0 100 ft5-: .163 -2.378 -•"••;ft:Oft-..^';: -3.767 3.767 0 -r.:. 0 101 6 Ml 1 2.577 1.038 0 -7.155 7.155 0 0 102 "•2' -2.55 1.038 fto;.". -.359 .359 0 0 103 3 2.368 .007 0 -1.849 1.849 0 0 104 4 1 2.341 .007 0 ft -1.804 1.804 0 0 ; 105 5 2.314 .007 0 -1.76 1.76 0 0 105 -•:.6.. : - : M2 . .;: f 1.567 1.31 0; : -8.11 8.11 0 J: 0 107 2 1.54 1.31 0 .462 -.462 0 0 108 :-:3:^-.856 1.565 --ft Oft :--7.12 ;.:: 7.12 ftft/ • .-"O;-.:-^ fto-ft.ft:- 109 4 .83 1.565 0 3.124 -3.124_| 0 0 110 5 .803 1.565 0 13.368 -13.368 0 0 111 6 M3 1 -.04 .387 0 2.498 -2.498 0 0 112 2 -.04 -.117 J 0 2.998 -2.998 0 0 113 3 -.04 -.621 0 1.63 . -1.63 0 0 114 ::4-\ -.04 -1.124 .•ft.fto,--1.605 1.605 :-,:• 0 : ••-; 0 115 5 -.04 -1.628 0 -6.708 6.708 0 0 116 6 M4 1 .242 5.729 0 -.708 .708 0 0 117 2 .242 -.389 1 0 7.841 -7.841 0 0 118 3 .242 -.922 0 5.41 -541 0 0 119 4 .242 -1.455 0 1.003 -1.003 0 0 120 ..::5-. :242 -1.988 0 -5.379 5.379 0 0 121 7 Ml 1 3.332 -1.312 0 8.095 -8.095 0 0 122 ;-2-3.305 -1.312 0 Vft" -.491 ;: ft491 0 . : 0 123 3 2.642 -1.561 0 6.148 -6.148 0 0 124 4 2.615 -1.561 0 -4.067 4.067 0 0 : 125 5 2.589 -1.561 0 -14.283 14.283 0 0 126 7 M2 1 : .812 -1.036 0 7.109 -7.109 0 . 0 :.;- 127 2 .785 -1.036 0 .329 -.329 0 0 128 ^:3ft •-.:-ft582,:;;--.002 V. •":0-,:;:-: .875 -.875 •'v;a::ftv.:: ft. .:-ft"o-:.--ft: 129 4 .555 -.002 0 .865 -.865 0 0 130 5 .529 -.002 0 .854 -.854 0 0 131 7 M3 1 -.161 1.576 0 -6.329 6.329 0 0 132 2 -.161 1.073 0 -1.418 1.418 0 0 133 3 -.161 .569 0 1.626 -1.626 0 0 134 4 -.161 .065 0 2.802 -2.802 :.ft, ./O; -: 0 135 5 -.161 -.438 0 2.11 -2.11 0 0 136 7 M4 1 ft. o:::-:ft 6.408 0 : -5.748 5.748 0 0 137 2 0 .29 0 5.321 r -5.321 0 0 138 3 0 : -.243 0 5.408 -5.408 0 0 139 1 4 0 -.776 0 3.52 -3.52 0 0 140 5 0 i -1.308 : - - :-0ft- -• -.344 .344 0 : -. 0 141 8 Ml 1 2.016 1 2.013 0 -14.078 14.078 0 0 142 2 1.989 i 2.013 --•ft •: o::^"--: -.903 .903 .ft/: 0 • ft- 0 143 1 3 1.768 1 .665 0 -4.691 4.691 1 0 0 144 4 1.741 i .665 0 -.34:- ;. •. .-.34 : .. 0 0 145 1 5 ! 1.715 i .665 0 4.011 1 -4.011 0 1 0 146 8 1 M2 1 1 1 2.422 2.687 0 -16.433 1 16.433 0 ft 0 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 8 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member Section Stresses (Continued) 147 2 2.395 2.687 0 1.155 -1.155 0 0 148 " 3'. 1.199 2.467 :^ Si i -11.878 11.878 0 0 149 4 1.173 1 2.467 0 4.269 -4.269 0 1 0 150 1 : 5 1.146 2.467 0 20.417 -20.417 0 0 151 8 i M3 1 .032 .483 0 5.734 -5.734 0 0 152 2 .032 -.361 .,-0 -ft 5.96 -5.96" 0 0 153 3 .032 -1.205 0 3.056 -3.056 0 0 154 •-::4-/ .032 -2.049 ft;/ft;0:v-:v -2.979 2.979 ft 0 0 155 5 .032 -2.894 0 -12.144 12.144 0 0 156 8 M4 1 .38 4.244 ; 0 1.614 -1.614 0 0 157 2 .38 -.144 0 8.371 -8.371 0 0 158 3.-;38 ft -1.042 0 6.171 -6.171 0 0 159 4 .38 -1.94 0 .642 -.642 0 0 160 ^:5ft ft ftv3S./ :. -2.838 0 -8.216 8.216 0 0 161 9 Ml 1 3.525 -2.692 0 16.446 -16.446 0 0 162 2 3.498 -2.692 0 -1.172 1.172 0 0 163 3 2.316 -2.465 0 11.273 -11.273 0 0 164 4 2.289 -2.465 0 -4.862 4.862 0 0 165 5 2.263 -2.465 0 -20.996 20.996 0 0 166 9 M2 1 .913 -2.008 0 14.027 -14.027 0 0 167 2 .886 -2.008 0 .883 -.883 0 0 168 ft-3: .651 -.661 0 4.083 -4.083 0 0 169 4 .625 -.661 0 -.246 .246 0 0 170 5 .598 -.661 0 -4.574 4.574 0 0 171 9 M3 1 -.209 2.861 0 -11.914 11.914 0 0 172 2 -.209 2.017 0 -2.868 2.868 0 0 173 3 -.209 1.173 0 3.047 -3.047 0 0 174 : -4--.209 .329 0 5.832 -5.832 0 0 175 5 -.209 -.515 0 5.486 -5.486 0 0 176 9 M4 1 -.101 5.601 0 -8.449 8.449 0 0 177 2 -.101 1.212 0 3.338 -3.338 0 0 178 3 -.101 .314 0 6.168 -6.168 0 0 179 4 -.101 -.583 0 5.669 -5.669 0 0 180 5 -.101 -1.481 0 1.841 -1.841 0 0 181 10 Ml 1 .645 2.189 0 -14.64 14.64 0 0 182 2 .626 2:189 0 -.31 .31 0 0 183 3 .78 1.124 0 -6414 6414 0 0 184 4 .76 1.124 0 .946 -.946 0 0 185 5 .741 1.124 0 8.306 -8.306 0 0 186 10 M2 1 1.539 2.476 0 -15.633 15.633 0 0 187 2 1.519 2.476 0 .573 -.573 0 0 188 3 .714 1.976 0 -9.722 9.722 0 0 189 4 .694 1.976 0 3.211 -3.211 0 0 190 5 .674 1.976 0 16.144 -16.144 0 0 191 10 M3 1 .076 -.432 0 7.36 -7.36 0 0 192 2 .076 -.81 0 5.056 -5.056 0 0 193 3 .076 -1.188 0 1.351 -1.351 0 0 194 4 .076 -1.566 0 -3.754 3.754 0 0 195 5 .076 -1.943 0 -10.259 10.259 0 0 196 10 M4 j .305 1.833 0 3.342 -3.342 0 0 197 2 .305 -.471 0 5.408 -5.408 0 0 198 3 .305 -.87 0 2.921 -2.921 0 0 199 4 .305 -1.27 0 -1.047 1.047 0 0 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 9 Company Mark E. Deardorff, Structural Engineer Aug 20, 2009 Designer MED 11:14AM Job Number' 90006-000 Padilla Residence Checked By: Member Section Stresses (Continued) LC Member Label 200 Sec Axialfksil .305 y Shearfksi] -1.669 z Shearfksil y top Bendin. y bot Bendin. 0 -6497 2 top Bendin.. z bot Bendin.. 6.497 0 0 201 I 11_ 202 1 203 Ml 1 2 _2J41 2.121 1.323 -2.481 -2.481 -1.976 15.656 -J>81_ 9.396 -15^656_ .581 -9.396 0 0 0 _0 0 204 4 1.3(33 -1.976 0 -3.537 3.537 0 0 205 5 1.283 -1.976 0 -16.47 16.47 0 0 206 11: ^ftft:. ft; M2:.:-;ft: :•••.-:v:i-ft; .043 -2.185 0 :ft 14.598 -14.598 ft:::-.Oft:,':^...-ft^v-0;.:'. 207 2 .024 -2.185 0 .299 -.299 0 0 208 3 .171 -1.123 0 6.086 -6.086 0 ::. 0 209 4 .151 -1.123 0 1 -1.264 1.264 0 i 0 210 5 .132 -1,123 i 0 -8.614 8.614 0 0 211 11 M3 1 -.166 1.926 T 0 -10.14 10.14 0 0 212 ::2.--.166 1.548 1 0 -3.698 3.698 0 : 0 213 3 -.166 1.171 1 0 1.343 -1.343 0 0 214 4 -.166 .793 0 4.983 -4.983 0 0 215 5 -.166 415 0 7.223 -7.223 0 0 216 11 M4 •: 1 -.174 3.177 0 -6.628 6.628 0 0 217 2 -.174 .873 0 .421 -.421 0 0 218 . :3:: -.174 474 0 2.918 -2.918 0 0 219 4 -.174 .074 0 3.933 -3.933 1 0 0 220 "5:-. -.174 -.326 0 -•; 3.467 -3.467 0 0 221 12 Ml 1 1.028 1.213 0 -8.147 8.147 0 0 222 2 1.008 1.213 .254 0 -.21 .21 0 0 223 3 .93 1.213 .254 0 -1.865 1.865 0 0 224 4 .91 .254 0 -.204 .204 0 0 225 5 .89 .254 0 1.458 -1.458 0 0 226 12 M2 1 1.156 1.499 0 -9.142 9.142 0 0 227 2 1.136 1.499 0 .671 -.671 0 0 228 :• 3^':-' .564 1.107 0 -5.182 5.182 0 0 229 4 .544 1.107 0 2.063 -2.063 0 0 230 v::5.;.^ .524 1.107 0 f 9.308 -9.308 0 0 231 12 M3 1 .06 .144 0 3.083 -3.083 0 0 232 ,ft2..-.. .06 -.234 0 2.917 -2.917 0 ::.:'ft 0 - 233 3 .06 -.611 0 1.35 -1.35 0 0 234 ft,4::: ::"-ft06;-ft::--.989 :"::'-:.0:ft^^ ••• -1.618 1.618 ^ Q ::, .-:o--ft'::^'- 235 5 .06 -1.367 0 -5.986 5.986 0 0 236 12 M4 1 .171 2.204 0 .587 -.587 0 0 [22,7 2 .171 1 -.099 0 4.029 -4.029 0 0 238 3 r .171 -.499 0 2.919 1 -2.919 0 - 0 239 4 .171 -.899 0 .328 -.328 0 0 240 :-5 ^ .171 -1.298 ;-., 0 -3.746 3.746 :•-•.:- 0 - 0 241 13 Ml 1 1.758 -1.504 0 9.163 -9.163 0 0 242 : ^2" 1.738 -1.504 0 -.681 .681 0 0 243 3 1 1.173 -1.105 0 4,847 -4.847 1 0 0 244 14: 1.153 -1.105 1 0 -2.387 2.387 i: ::.. 0 0 245 5 1.133 -1.105 0 -9.622 9.622 1 0 0 246 13 M2 ::-t:-:-. .426 -1.208 .:; , 0 8.107 -8.107 0 :-^:::.-ft'0-:-" 247 2 .406 -1.208 0 .201 -.201 0 0 248 3 .321 -.254 v:::---ftOft-:-: 1.546 -1.546 0 0 249 4 .301 -.254 0 -.116 .116 0 0 250 ; " 1 " 5 .282 -.254 0 -1.778 1.778 0 0 251 13 1 M3 1 1 -.148 1.35 J 0 -5.863 5.863 0 0 252 2 i -.148 .972 1- -. - 0 . -1.559 1 1.559 0 0 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 10 Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member Section Stresses (Continued) 253 3 -.148 .594 1 0 1.344 -1.344 0 0 254 255 —— 4 5 -.148 -.148 ,216 0 2.847 2.949 -2.847 -2.949 0 0 0 0 254 255 —— 4 5 -.148 -.148 -.161 0 2.847 2.949 -2.847 -2.949 0 0 0 0 256 13 : M4 : ; 1 -.039^ 2.806 0 -3.872 3.872 0 0 257 2 -.039 .502 0 1.8 -1.8 0 0 258 3 -.039 .102 ••O;-::-':, 2.92 -2.92 0 0 259 4 -.039 -.297 0 2.559 -2.559 0 0 260 ft 1 " ;,_:.;; 5 -.039 -.697 0 .715 -.715 0 0- 261 14 Ml 1 1.548 -.162 0 .564 -.564 1 0 6 1 262 2 1.526 -.162 0 -.495 ; .495 0 : . 0 263 3 1.169 -.473 0 1.657 -1.657 0 0 264 - 4; : 1.147 -.473 0 -1.439 1.439 0 ::• -0 265 5 1.124 -.473 0 -4.535 4.535 0 0 266 14 M2 : 1: .879 .162 0 -.575 .575 0 0 267 2 .857 .162 0 .484 -.484 0 0 268 3 .492 .474 0 -2.02 2.02 0 0 • 269 4 .47 .474 0 1.082 -1.082 0 0 270 ..- 5 . .448 .474 0 4.184 -4.184 0 0 271 14 M3 1 -.048 .83 0 -1.544 1.544 0 0 272 ":"2v -.048 41 0 .754 -.754 0 0 273 3 -.048 -.01 0 1.497 -1.497 0 0 274 4 -.048 -.429 0 .683 -.683 0 0 275 5 -.048 -.849 0 -1.687 1.687 0 0 276 14 M4 1 .074 2.783 0 -1.825 1.825 0 0 277 2 .074 .224 0 3.238 -3.238 0 0 278 .074 -.22 0 3.244 -3.244 0 0 279 4 .074 -.664 0 1.603 -1.603 0 0 280 5 .074 -1.108 0 -1.684 1.684 0 0 281 15 Ml 1 1.826 -.29 0 1.015 -1.015 0 0 282 2 1.826 -.29 0 -.885 .885 0 0 283 3 1.279 -.666 0 2.613 -2.613 0 0 284 4 1.279 -.666 0 -1.748 . 1.748 0 0 285 5 1.279 -.666 0 -6.109 6.109 0 0 286 15 M2 -•1: ; 1.224 . .29 0 -1.025 1.025 0 0 287 2 1.224 .29 0 .876 -.876 0 0 288 3-; .67 .667 0 -2.941 2.941 0 0 289 4 .67 .667 0 1.427 -1.427 0 0 290 5 .67 .667 0 5.794 -5.794 0 0 291 15 M3 1 -.059 1.354 0 -2.477 2.477 0 0 292 :.2;" -.059 .673 0 1.28 -1.28 0 0 293 3 -.059 -.009 0 2.511 -2.511 0 0 294 4 -.059 -.69 0 1.215 -1.215 0 0 295 5 -.059 -1.371 0 -2.606 2.606 0 0 296 15 M4 1 .104 3.165 0 -2.459 2.459 0 0 297 2 .104 .531 0 3.935 -3.935 0 0 298 3 .104 -.198 0 4.553 -4.553 0 0 299 4 .104 -.928 0 2.464 -2.464 0 0 300 5 .104 -1.658 ..ft:ft- 0 -2.332 2.332 0 -; , ,- 0 301 16 Ml 1 -.463 1.449 0 -9.4 94 0 0 302 2 -.463 1.449 0 .086 -.086 0 0 303 3 -.168 .96 0 -4.893 4.893 0 0 304 4 -.168 .96 0 1.389 -1.389 0 0 305 5 -.168 .96 0 7.671 -7.671 0 0 R1SA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 11 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member Section Stresses (Continued) 306 16 ftM2 1 463 1.446 0 -9.38 9.38 0 0 307 2 .463 1.446 0 .087 -.087 0 0 308 3 .168 .959 0 -4.893 4.893 _ 0 0 309 4 .168 .959 0 1.387 -1.387 0 0 310 :^,/5-:;/:: .168 .959 - . :" 0^ :-::: 7.666 -7.666 ft;: .::o":ft-: 0 311 16 M3 1 .075 -.731 0 5.424 -5.424 0 0 312 2 .075 -.731 0 2.713 -2713 0 0 313 3 .075 -.731 0 .003 -.003 0 0 314 4 .075 -.731 0 -2.708 2.708 0 0 315 5 .075 -.731 0 -5419 5419 0 0 316 16 M4 1 .149 -.416 • ::^0;ft:-; 3.087 -3.087 "ft .•o^;;:.---^:.; 0 317 2 .149 -.416 0 1.544 -1.544 0 0 318 3 .149 -416 0 .001 -.001 0 0 319 4 .149 -416 0 -1.542 1.542 0 0 320 5 .149 -.416 0 -3.085 3.085 0 0 321 17 Ml 1 -.362 1.349 0 -8.595 8.595 0 0 322 2 -.362 1.349 0 .235 -.235 0 : 0 323 3 -.12 .673 0 -3.322 3.322 0 0 324 -.12 .673 --:• ftft &-.•-;•••: 1.083 -1.083 • •;. •-•;-,0 ftft " ft ••-;':6^; ".:•;:•• 325 5 -.12 .673 0 5.487 -5.487 0 0 326 17 M2 1 .362 1.344 0 -8.565 8.565 0 0 327 2 .362 1.344 0 .234 -.234 0 0 328 3 .12 .674 0 -3.33 3.33 0 0 329 4 .12 .674 0 1.08 -1.08 0 0 330 :5:' :: • T.i2:ft .674 0 5.49 -5.49 0 0 331 17 M3 1 .104 -.598 0 4.437 -4.437 0 0 332 2 .104 -.598 0 2.22 -2.22 0 0 333 3 .104 -.598 0 .003 -.003 0 0 334 4 .104 -598 0 -2.215 2.215 0 0 335 5 .104 -.598 0 -4.432 4.432 0 0 336 17 M4 .:-1-\-.105 -.298 0 2.208 -2.208 0 . 0 337 2 .105 -.298 0 1.104 -1.104 0 0 338 :;ft3": .105 -.298 .••-ft ••ro::ft.;-.:-,.-.••• ..:,-'0:':•:-•?,.• .::; 0 0 -";-o^ :;-••-->-339 4 .105 -.298 0 -1.105 1.105 0 0 340 5 .105 -.298 0 -2.209 2.209 0 0 Member AISC 13th LRFD Steel Code Checks LC Member Shape UC Max Locfft] Shear UC Locfftl Dir phi*Pncfkl phi*Pntfk] phi*Mnvy..phi*Mn2z... Cb Eqn 1 1 Ml W8X40 .247 10.833 .022 11.104 Y 113.949 526.5 69.375 149.25 2.385 Hl-la 2 1 M2 W8X40 .148 26 .022 11.104 Y 113.949 526.5 69.375 149.25 2.25 H1-1b 3 1 M3 W12X65 .049 23 .040 23 Y 466.359 859.5 160.798 356.224 1.453 Hl-lb 4 1 M4 W12X65 .102 8.625 .130 0 Y 466.359 859.5 160.798 353.441 1.193 H1-1b 5 2 Ml W8X40 .507 26 .050 11.104 Y 113.949 526.5 69.375 149.25 2.232 Hl-la 6 2 M2 W8X40 .386 10.833 .050 11.104 V 113.949 526.5 69.375 149.25 2.161 Hl-la 7 2 M3 W12X65 .125 23 .107 23 Y 466.359 859.5 160.798 356.224 1.328 Hl-lb 8 2 M4 W12X65 .219 10.302 .218 0 Y 466.359 859.5 160.798 352.069 1.188 Hl-lb 9 3 M1 W8X40 .467 10.833 .047 11.104 Y 113.949 526.5 69.375 149.25 2.191 Hl-la 10 3 M2 W8X40 .384 10.833 .048 11.104 Y 113.949 526.5 69.375 149.25 2136 H1-1a 11 3 M3 W12X65 .124 11.5 .107 23 Y 466.359 859.5 160.798 356.224 1.311 Hl-lb 12 3 M4 W12X65 .206 10.542 .189 0 y 466.359 859.5 160.798 353.414 1.193 Hl-lb 13 4 Ml W8X40 .467 10.833 .047 11.104 Y 113.949 526.5 69.375 149.25 2.191 Hl-la R1SA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 12 Cbmpany : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member AISC 13th LRFD Steel Code Checks (Continued) 14; 4 M2 W8X40 1 .384 i 10.833 .048 11.104 y 113.949 526.5 69.375 149.25 2.136 HI-1a 15 4 M3 W12X65 .124 11.5 .107 23 Y 466.359 859.5 160.798 356.224 1.311 H1-1b ;16 4 M4 W12X65 .206 10.542 .189 0 V 466.359 859.5 160;798 353:4'f4 1.193 Hl-lb 17 5 Ml W8X40 .462 26 .035 11.104 Y 113.949 526.5 69.375 149.25 2.452 H1-1a 18 5 M2 W8X40 .234 26 .035 11.104 Y 113.949 526.5 69.375 149.25 2.291 Hl-lb 19 5 M3 W12X65 .074 23 .057 23 Y 466.359 859.5 160.798 356.224 1.529 Hl-lb 20 5 M4 W12X65 .166 7.667 .227 0 y 466.359 859.5 160.798 356.224 1:207 Hl-lb 21 6 Ml W8X40 .390 0 .035 0 Y 113.949 526.5 69.375 149.25 2.815 H1-1a 22 6 M2 W8X40 .305 26 .052 11.104 Y 113.949 526.5 69.375 149.25 2.3 H1-1b 23 6 M3 W12X65 .138 23 .054 23 Y 466.359 859.5 160.798 356.224 2.26 Hl-lb 24 6 M4 W12X65 .176 2.635 .191 0 Y 466.359 859.5 160.798 356:224 1.509 Hl-lb 25 7 Ml W8X40 .517 26 .052 11.104 Y 113.949 526.5 69.375 149.25 2413 Hl-la 26 7 M2 W8X40 .182 0 .035 0 y 113.949 526.5 69.375 149.25 3.575 Hl-lb 27 7 M3 W12X65 .132 0 .053 0 Y 466.359 859.5 160.798 356.224 2.261 Hl-lb 28 7 M4 W12X65 .124 0 .214 0 y 466.359 859.5 160.798 340.437 1.149 H1-1b 29 8 Ml W8X40 .454 0 .067 0 y 113.949 526.5 69.375 149.25 3.051 Hl-la 30 8 M2 W8X40 .537 0 .090 0 V 113.949 526.5 69.375 149.25 2.223 Hl-la 31 8 M3 W12X65 .251 23 .096 23 y 466.359 859.5 160.798 356.224 2.187 Hl-lb 32 8 M4 W12X65 .181 4.792 .141 0 Y 466.359 859.5 160.798 356.224 1.446 Hl-lb 33 9 Ml W8X40 .651 0 .090 0 y 113.949 526.5 69.375 149.25 2.269 Hl-la 34 9 M2 W8X40 .324 0 .067 0 y 113.949 526.5 69.375 149.25 3.201 H1-1b 35 9 M3 W12X65 .247 0 .095 0 y 466.359 859.5 160.798 356.224 2.188 Hl-lb 36 9 M4 W12X65 .175 0 .187 0 y 466.359 859.5 160.798 356.224 1.451 HI-lb 37 10 Ml W8X40 .322 0 .073 0 y 113.949 526.5 69.375 149.25 2.772 H1-1b 38 10 M2 W8X40 .388 0 .083 0 y 113.949 526.5 69.375 149.25 2.227 Hl-lb 39 10 M3 W12X65 .213 23 .065 23 y 466.359 859.5 160.798 356.224 2.231 Hl-lb 40 10 M4 W12X65 .140 23 .061 0 Y 466.359 859.5 160.798 356.224 1.717 Hl-lb 41 11 Ml W8X40 .495 0 .083 0 y 113.949 526.5 69.375 149.25 2.26 Hl-la 42 11 M2 W8X40 .291 0 .073 0 y 113.949 526.5 69.375 149.25 2.785 HI-1b 43 11 M3 W12X65 .210 0 .064 0 y 466.359 859.5 160.798 356.224 2.233 H1-1b 44 11 M4 W12X65 .138 0 .106 0 y 466.359 859.5 160.798 356.224 2.006 Hl-lb 45 12 Ml W8X40 .214 0 .040 0 y 113.949 526.5 69.375 149.25 3.503 H1-1b 46 12 M2 W8X40 .240 0 .050 0 y 113.949 526.5 69.375 149.25 2.229 H1-1b 47 12 M3 W12X65 .124 23 .046 23 y 466.359 859.5 160.798 356.224 2.203 Hl-lb 48 12 M4 W12X65 .087 4.313 .073 0 Y 466.359 859.5 160.798 356.224 1.458 Hl-lb 49 13 Ml W8X40 .271 0 .050 0 y 113.949 526.5 69.375 149.25 2.284 H1-1b 59 13 M2 W8X40 .182 0 .040 0 y 113.949 526.5 69.375 149.25 3.698 Hl-lb 51 13 M3 W12X65 .122 0 .045 0 y 466.359 859.5 160.798 356.224 2.204 Hl-lb 52 13 M4 W12X65 .080 0 .094 0 Y 466.359 859.5 160.798 356.224 1.405 Hl-lb 53 14 Ml W8X40 .147 26 .016 11.104 y 113.949 526.5 69.375 149.25 2.385 H1-1b 54 14 M2 W8X40 .106 26 .016 11.104 y 113.949 526.5 69.375 149.25 2.25 Hl-lb 55 14 M3 W12X65 .035 23 .028 23 y 466.359 859.5 160.798 356.224 1.453 Hl-lb 56 14 M4 W12X65 .073 8.625 .093 0 Y 466.359 859.5 160.798 353.43 1.193 Hl-lb 57 15 M1 W8X40 .186 26 .022 11.104 Y 113.949 526.5 69.375 149.25 2.271 H1-1b 58 15 M2 W8X40 .149 26 .022 11.104 Y 113.949 526.5 69.375 149.25 2.184 Hl-lb 59 15 M3 W12X65 .054 23 .046 23 y 466.359 859.5 160.798 356.224 1.355 H1-1b 60 15 M4 W12X65 .099 9.823 .106 0 Y 466.359 859.5 160.798 351.337 1.186 Hl-lb 61 16 M1 W8X40 .191 0 .048 0 y 113.949 526.5 69.375 14925 2.474 H1-1b 62 16 M2 W8X40 .209 0 .048 0 y 113.949 526.5 69.375 149.25 2.471 Hl-lb 63 16 M3 W12X65 .113 0 .024 0 y 466.359 859.5 160.798 356.224 2.273 H1-1b 64 16 M4 W12X65 .067 0 .014 0 V 466.359 859.5 160.798 356.224 2.273 Hl-lb 65 17 Ml W8X40 .174 0 .045 0 V 113.949 526.5 69.375 149.25 2.774 Hl-lb 66 17 M2 W8X40 .188 0 .045 0 V 113.949 526.5 69.375 149.25 2.7681 Hl-lb RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 13 Company Designer Job Number Mark E.: Deardorff, Structural Engineer MED - 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member AISC 13th LRFD Steel Code Checks (Continued) LC Member Shape UC Max Locfftl Shear UC Locfftl Dir phi*Pnc[k] phi*Pntfkl phi*Mnyy.. phi*Mnzz.. Cb Eqn 67 17 M3 W12X65 .093 0 .020 0 Y 466.359 859.5 160.798 356.224 2.272 Hl-lb 68 17 M4 W12X65 .048 23 .010 0 y 466.359 859.5 160.798 356.22412.273 HI-1b RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 14 Columns at Line B • 0 - Bearing Pressure Maximum Bearing Max/Allowable Ratio 1.334 ksi .921 IBC16-13(a) (ABIF = 1.000) 1.934 15" Plain Base Plate Connection Base Plate Thickness : 1. in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter : 1. in Anchor Bott Material : F1554-36 Anchor Bolt Fu : 58. ksi Column Shape : W8X40 Design Code : AISC ASD 9th Pultout Code : ACI 2005 Coarse Solution Selected ' Anchor Bolts Base Plate Stress Maximum Stress Max/Allowable Ratio 15.043 ksi .557 IBC 16-14 (ASIF = 1.000) n 15.043 9 (ksi) H.052 1 6. 6. 6.242 0. 0. 19.1 N.A. 9.9 N.A. .416 (T) IBC 16-14 (11) 2 -6. 6. 6.242 0. 0. 19.1 N.A. 9.9 N.A. .415 (T) IBC 16-14 (11) 3 0. 6. 12.743 0. 0. 19.1 N.A. 9.9 N.A. .849 (T) IBC 16-14(11) 4 6. -6. 7.345 0. 0. 19.1 N.A. 9.9 N.A. .49 (T) IBC 16-14 (12) 5 -6. -6. 7.345 0. 0. 19.1 N.A. 9.9 N.A. .49 (T) IBC 16-14 (12) 6 0. -6. 14.956 0. 0. 19.1 N.A. 9.9 N.A. .997 (T) IBC 16-14 (12) r Loads P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) Reverse DL 18.1 No LL 21. No WL 5.4 27.7 Yes EL 4.2 25.4 Yes Anchor Bolt Pullout Capacity Results Note: All capacities shown mclude phi factors Anchor Bolts Envelope Results (Pullout LCs) Bolt X(in) Z(in) Tens.(k) Vx(k) Vz(k) Ft (ksi) ft (ksi) Fv (ksi) fv (ksi) Unity Combination I 6 I 0. I -6. 114.956 1 0. I o' | 191 | N.A. | 9.9 | N.A. | .997 (T) | IBC 16-14 (12) Single Bolt Tension Envelope Results LC Bolt Tens.(k) Nsa(k) Ncb(k) Npn(k) Nsb(k) Unity Seismic Load(k) Steel(in2) 1 12 1 6 1 14.956 1 26.361 1 29.098 25.2 1 0. 1 .593 1 N.A. | 0. 1 0. 1 Single Bolt Vx Envelope Results LC Bolt Vx(k) Vz(k) Vsa(k) VcbXx(k) VcbXz(k) VcbZz(k) VcbZx(k) Vcp (k) VxUnity VzUnity MMI 0. 1 0. 1 13.708 35.65 1 46.573 j 20.492 j 55.228 | 58.197 1 0. ! 0. 1 Seismic & Reinforcement Results LC Bolt Vx(k) Vz(k) VxUnity VzUnity Vx-Sei Vx-L(k) Vx-St(in2) Vz-Sei Vz-L(k) Vz-St(in2) MMI 0. 1 0. 1 0. 1 0. 1 N.A. 1 0. 1 0. 1 N.A. 1 0. 1 0. 1 Single Bolt Vz Envelope Results LC Boit Vx(k) Vz(k) Vsa(k) VcbXx(k) VcbXz(k) VcbZz(k) VcbZx(k) Vcp (k) VxUnity VzUnity MMI 0. 1 0. 1 13.708 1 35.65 1 46.573 | 20.492 | 55.228 j 58.197 1 0. 1 0, 1 Seismic & Reinforcement Results LC Bolt Vx(k) Vz(k) VxUnity VzUnity Vx-Sei Vx-L(k) Vx-St(in2) Vz-Sei Vz-L(k) Vz-St(in2) MMI 0. 1 0. 1 0. 1 0. 1 N.A. 1 0. 1 0. N.A. 1 0. 1 0. 1 Single Boit: Combined Tension and Shear Capacity Envelope Results LC Bolt Nn(k) Vnx(k) Vnz(k) SRSS Interaction MM! 25.2 I 13.708 I 13.708 .00064180$ N.A. | Group Bolt: Tension Capacity Envelope Results LC Group Tens.(k) Nsa.(k) Ncb.(k) Nsb.(k) Unity Seismic Load(k) Steel(in^2) I 12 I T-1 I 29.646 | 158.166 | 57.033 | 57^ j ^2 \ \ 0^ \ 0. Foot2000 v?.2.6, Copyright © 1999-2008 Spyder Software 8/24/2009 9:40:03 AM Company Info 1 Project Info Mark E. Deardorff; SE 1 Project: Padilla Residence 16437 Roca Drive 1 Location: 2647 Marmol Court San Diego, CA, 92128 1 Carlsbad, CA Phone: 760 445-8869 1 Client: Joe Padilla Fax: 760 683-2000 1 Job No.: 09006-000 E-mail: medeardorff@ginail.coia 1 Footing Id: Line B FOUNDATION PART^TERS Material Properties: Cone. Strength Cone. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Sectioo Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 33.00 4.00 24.00 Column fi Wall Data: Type Center Length Width ft. in. in. Column : 1 Other 5.00 12.00 12. 00 Colimun : 2 Other 28.00 12.00 12. 00 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 1,239 / 1,800 1,511 / 2, 394 1,465 / 2,394 Beam Shear Stresses: Section: 1 29.15 psi Stirrups not required Punching Shear Stresses: Column : 1 31.35 psi Column : 2 26.35 psi Reinforoing Standards per ASTM-A615 Reinforcing Recjuirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in^. Design in^, Design in^/ft. Spacing in^. Spacing Section: 1 Strength:.. 1.37 5-#5 1.01 4-#5 0.05 #4 @ 50.lin. Not Reqd... TSS:.. Longitudinal: 2.30 8-#5 0.58 #4 @ 4.2in. Note: Strength = Steel Required for Strength.. TSS = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.OLL + 1.6WL 1,2DL + l.OLL - l.OEQ 0.9DL + l.OEQ Soil Load Cases Considered: l.ODL l.ODL + l.OLL + l.OWL l.ODL + l.OLL - l.OEQ 0.6DL + 0.7EQ 1.2DL + 1.6LL 1.2DL + l.OLL - 1.6WL 0.9DL + 1.6WL 0.9DL - l.OEQ l.ODL + l.OLL l.ODL + l.OLL - l.OWL 0.6DL -I- l.OWL 0.6DL - 0.7EQ 1.2DL + 1.6LL + 1.6SL 1.2DL + l.OLL + l.OEQ 0.9DL - 1.6WL l.ODL + l.OLL + l.OSL l.ODL + l.OLL + l.OEQ 0.6DL - l.OWL Foot2000 v2.2.6. Copyright © 1999-2008 Spyder Software Footing Id: Line B Page: 2 8/24/2009 9:40:03 AM Un-Factored Loads, ft-kips: Dead Load Live Load Wind Load FY MZ FY MZ FY MZ Seismic Load FY MZ Other Load FY MZ Column:1 Column:2 18.10 10.30 0.00 0.00 21.00 14.30 0.00 0.00 -5.40 5.40 27.70 27.70 -4.20 4 .20 25.40 25.40 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: l.ODL 68 000 kips l.ODL + l.OLL = 103. 300 kips l.ODL + l.OLL + 1 .OSL = 103 300 kips l.ODL + l.OLL + 1 . OWL 103 300 kips l.ODL + l.OLL -1 . OWL 103 300 kips l.ODL + l.OLL + 1 . OEQ 103 300 kips l.ODL + l.OLL -1 -OEQ. ., = 103 300 kips 0.6DL + l.OWL = 56 640 kips 0.6DL - l.OWL = 56 640 kips 0.6DL + 0.7EQ -56 640 kips 0.6DL - 0.7EQ = 56 640 kips Envelope Case = 103 300 kips Foot2000 V2.2.6, Copyright © 1999-2008 Spyder Software Footing Id: Line B Page: 3 8/24/2009 9:40:03 AM 0-ft. Col#l FS#1 Col#2 i 33-ft. V, kips 1,511 psf Bearing psf -87.9 ft-kips Defl, in. 0 0.280" Loads: LC 4, IBC 16-12 (a) (a) Solution: Envetope -3.45k .115k/ft Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20, 2009 at 11:20 AM Post at Large Window.rSd Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number : 90006-000 Padilla Residence Aug 20, 2009 11:21 AM Checked By:_ Joint Coordinates and Temperatures Label Xfftl Yfftl Zfftl Temp fp] Detach From Diap... 1 Nl 0 0 0 0 2 N2 ;,-ft^;;:-^^(J.-::;;..-.,:: 25 '•• .ft":;:: ;-;o:.ft ->;;..^-: > 0 Hot Rolled Steel Section Sets Label Shape Type Design List Material Desiqn Rules A fin21 lyy fin41 Izz fin41 J fin41 1 HR1A W10X17 Beam Wide Flange A36 Gr.36 Typical | 4.99 3.56 81.9 .16 Hot Rolled Steel Properties Label E fksil G fksi] Nu Therm (MES F) Densjtvfk/ft'^31 Yieldfksil 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572 Gr.50 29000 11154 .3 •..•••.••:•• ^65;;^ :•;.•• : .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 29000 11154 :-: ft" .3--":-' :;--^ft-.65ft-ft^^-. :• , .'-49.: .^--^^ 42 5 ASOO Gr.46 29000 11154 .3 .65 .49 46 Member Primary Data Label 1 Joint J Joint K Joint Rotate(de.q) Section/Shape Type Desi.qn List Material Desiqn Rules 1 Ml Nl N2 1 HSS5X5X6 Column! Tube |A500 Gr.46| Typical | Basic Loacf Cases 1 L Dead DL 1 2 Live LL 1 3 Wind WL 1 Member Distributed Loads (BLC 3: Wind) Member Label Direction Start Maqnitudefk/ft, .. End Maqnitudefk/ft,d... Stert Locationfft,%l End Locationfft,%l 1 Ml X -.115 -115 0 0 1 Joint Loads and Enforced Displacements (BLC 1 : Dead; Joint Label L,D,M Direction Maqnitudef(k,k-ft), (in.rad), (k*s'^2/f.. 1 N2 L Y -3.45 Joint Loads and Enforced Displacements (BLC 2 : Live) Joint Label L.D,M Direction Maqnitudef(k,k-ft), (in.rad), (k*s'^2/f.. 1 N2 L 1 Y -1.2 Member Point Loads Member Label Direction Magnitude[k,k-ft] Locationfft,%] No Data to Print... RISA-3D Version 8.0.3 [C:\...\...\...\Engineering\Post at Large Window.r3d] Page 1 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:21 AM Checked By._ LoaGf Combinations 1 IBC 16-8 Yes DL 1 ft2-IBC 16-9 Yes DL 1 LL 1 LLS 1 3 IBC 16-10(3) Yes DL 1 RLL 1 4 IBC 1&-12(a., Yes DL -; "1 ^: • WL t 5 IBC 16-12 (a„ Yes DL 1 WL -1 6 iBC 16-13 (a.. Yes DL 1 WL .75 LL .75 LLS .75 RLL .75 7 IBC 16-13 (a,. Yes DL 1 WL -.75 LL .75 LLS .75 RLL .75 ft 8 IBQ: 16-13(0.. Yes DL 1 WL .75 LL .75 LLS .75 SL .75 9 IBC 16-13(0.. Yes DL 1 WL -.75 LL .75 LLS .75 SL .75 10 IBCft!6-13(e.. Yes DL i; WL .75 LL .75 LLS .75 RL .75 11 IBC 16-13 (e.. Yes DL 1 WL -.75 LL .75 LLS .75 RL .75 12 IBC 16-14 (a) Yes DL WL 1 13 IBC 16-14 (b) Yes DL .6 WL -1 Envelope Joint Reactions Joint Xfkl LC Yfkl LC Zfkl LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 1.438 4 4.65 2 NC NC 0 1 NC NC 0 1 2 min -1.438 •5:^' 2.07 12 NC NC 0 ;;.:;i;:: NC NC 0 1 3 Totals: max 1.438 4 4.65 2 0 1 4 min -1:438 5 2.07 12 0 1 Envelope Joint Displacements Joint Xfinl LC Yfinl LC Zfinl LC X Rotation f.. .LC Y Rotation [.. .LC Z Rotation f.. LC 1 Nl max 0 5 0 12 0 1 0 1 0 1 1.715e-2 4 2 min 0 4 0 2 0 1 0 1 0 1 -1.715e-2 5 3 N2 max 0 1 -.003 12 0 1 0 1 0 1 1.715e-2 5 4 min 0 1 - 008 2 0 1 0 1 0 1 -1.715e-2 4 Envelope Member Section Stresses 1 Ml 1 max .753 2 412 5 0 1 0 1 0 1 0 1 0 1 2 min .335 12 -.412 4 0 1 0 1 0 1 0 1 . 0 1 3 2 max .753 2 .206 5 0 1 9.327 5 9.327 4 0 1 0 1 4 min .335 12 -.206 4 ;- 0 1 -9.327 4 -9.327 5 0 1 0 1 5 3 max .753 2 0 1 0 1 12.436 5 12.436 4 0 1 0 1 6 min .335 12 0 1 0 1 -12.436 4 -12.436 5 0 1 0 1 7 4 max .753 2 .206 4 0 1 9.327 5 9.327 4 0 1 0 1 8 min .335 12 -.206 5 0 1 -9.327 4 -9.327 5 0 1 0 1 9 5 max .753 2 412 4 0 1 0 1 0 1 0 1 0 1 10 min .335 12 -412 5 0 1 0 1 0 1 ••:::^oft:;;:. 1 •^:::; 0:,.ft^; 1 Envelope AISC ASD Steel Code Checks Member Shape Code C... Locfftl LC Shear C. Locfftl Dir LC Fa fksil Ft fksil Fbv-vf... Fbz-zf... Cb Cmy Cmz ASD Eqn 1 Ml HSS5X5X6 .520 12.5 4 .022 0 Y 4 5.824 27.6 27.6 27.6 1 .6 .85 H1-1 RISA-3D Version 8.0.3 [C:\...\...\...\Engineering\Post at Large Window.r3d] Page 2 1 =656 2 = 1180 (2 i y-Y AXIS €JPPER LEVEL TRIBUTARY AREA ft. sq. /' 1814 2 = 1-365; 3 = 1213 4=1274 I 6 = 3321 s Y-Y AXIS MAIN LEVEL TRIBUTARY AREA ft. sq. (4 } t2.S 7 = 484 8 = 431 6 A = 717 691 "C D = 2363 a F = 444 i X - X-X AXIS MAIN LEVEL TRIBUTARY AREA ft. sq. E = 1253 (4) 5 = 976 J slab slab Y-Y AXIS LOWER LAVEL TRIBUTARY AREA ft. sq. A = 717:f;;f 691 "1 C = 1126 i slab slab A X-X AXIS LOWER LEVEL TRIBUTARY AREA ft. sq. s. 14- •a Q. Q, c O O d Ln t-1 d 00 tH in rH - Q. (rt Q. to Q. > 00 in o r-i v£) K6 rri r-4 ^ ° cr, ^ m m > 1/1 TH P 00 in O fN fN fN __ w— y- M- ^ t3 l/l 10 ro Q. CL Q. o cn VD to m l-J 1/1 in Ln fM a V _v ^ . .V .E p oq fN f>j 5 (N (Yl rfi rn C 4; o o -e ce c ooo > o .Si je p f>j cn ID in j3 c c c c •n ID 2 Lfl 00 o H- in S 00 ^ S 00 >o ^! 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Q. rH rH m m o vo C C o o LO ^ rfi m r-i r-i o _ 00 00 d d c c o o od od IS IS 13 c c o o d d VD VD in in C C p p VD in < < = « to vn s Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 FacsiiTiile 858-683-2000 JOB TITLE Padilla Residence JOB NO. p?oo6-qoo CALCULATED BY MED CHECKED BY SHEETNO. DATE DATE 8/'5/09 VL Seismic Loads: ASCE 7- 05 Occupancy Category; II Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = Sl (1.0 sec) = 111.20 %g 40.80 %g Fa = Fv = 1.055 1.592 Sms= 1.173 Sml = 0.650 SDS= 0.782 SDI = 0.433 Design Category = Design Category = D D Seismic Design Category = D , Numberof Stories: 10 Structure Type: Light Frame Horizontal Struct Irregularities: No plan Iiregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Moment-resisting Frame Systems Seismic resisting svstem : Jl^rdinary .steel moment frames System Building Height Limit: System not permitted for tWs seisniic design category (see code footnote for exception) Actual Building Height (hn) = 18.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = i.£ System Over-Strength Factor ^o) = 2.5 Deflection Amplification Factor (Cd) = 3 SDS= 0.782 SDI = 0.433 Seismic Load Effect (E) = p QE +/- 0.2SDS D Special Seismic Load Efifect (E) = Qo QE +/- 0.2SDS D = p QE +/- 0.156D = 2.5 QE +/- 0.156D p = redundancy coefficient QE = horizontal seismic force D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef (Cr)= 0.020 Approx fimdamental period (Ta) = Cxh^" = User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs) = Sdsl/R = need not exceed Cs = sdi i /RT = but not less than Cs= 0.044Sds = USECs = Model & Seismic Response Analysis ALLOWABLE STORY DRIFT 0.175 sec x=0.75 Tmax 0 sec 12 0.224 0.708 0.034 0.224 Design Base Shear V = 0 7.7.4W • Permitted (see code for procedure) Cu= 1.40 = CuTa= 0.245 UseT= 0.175 Stnicture Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x T3 CC Q- C o 'IS CL E [V, a> CO o as ^ o c LU k UJ Q UJ r C 3 1 ^ t> Loads: BLC 5, Seismic Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Oct 15, 2009 at 10:34 AM Frame at Line B.r3d Company Designer Job Number IVlark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Oct 15, 2009 10:37 AM Checked By: Wood Design Parameters Label Shape Lengthf... Ie2rft] lei rftl le-bend to... le-bend bo... Kyy Kzz CV Cr V sway z sway No Data to Print... Wood Material Properties Label Species Grade Cm Emod Uu Therm (\1E.. . Densfk/ff^SI 1 DF Larch Douglas Fir-Larch No.1 1 .3 .3 .035 So Pine Sciithem Pine No.l • 1 . ;• .3. .. : , .3;. • .035 Wood Section Sets Label Shape Type Design List Material Design Rul... Ann21 lyy nn4i Izz [in41 J fin41 1 W00D1A 2X6 Beam Rectangular DF Larch Typical 8.25 1.547 20.797 5.125 Joint Coordinates and Temperatures 1 N1 0 0 0 0 2 ^•N2 -: ••,-23. • • 0 -..^ 0 . 3 N3 0 11 0 0 4 N4 23 11 0 0 5 N5 0 26 0 0 6 Ne , 23: • 26 0 0 Joint Boundary Conditions 1 Nl Reaction Reaction Fixed Fixed Fixed Reaction 2 N2 Reaction Reaction Fixed Fixed Fixed Reaction 3 N3 Story 1 4 N5 Story 2 Basic Load Cases 1 Dead DL -1 1 2 •"•;:2: Live LL 3 Uve Roof RLL 1 ;.4 Wind WL .2 ' . 5 Seismic EL 2 Joint Loads and Enforced Displacements (BLC 4: Wind) Joint Label L,D,M Direction Maqnitude[(k,k-ft), (in.rad), (k*s'^2/f.. 1 N5 L X 5.7 2 ^ N3;' ;• : .. ' • -"... L X 2.Q Joint Loads and Enforced Displacements (BLC 5: Seismic) Joint Label L,D,M Direction Magnitudet(k,k-ft), (in,rad), (k*s'\2/f.. R1SA-3D Version 8.1.0 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 1 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number : 90006-000 Padilla Residence Oct 15, 2009 10.37 AM Checked By:. Joint Loads and Enforced Displacements (BLC 5: Seismic) (Continued) Joint Label LD.M Direction Magnituder(k,k-ft), (in.rad), (k*s'^2/f... 1 N5 L X 8.3 2 N3 X .6 Member Distributed Loads (BLC 1 Dead) Member Label Direction start Maqnitudefk/ft,... End Magnitudefk/ft,d... Start Locationfft,%1 End Locationrft,%1 1 M3 Y -.28 -.28 0 0 12; : M4 Y ^^^v;.\- : <3v:^;^ •"/•-:-.;^,.:.:,;u,3;^;. .::•;••••.;;-;.^;;.::-:Q^^? 0 . . Member Distributed Loads (BLC 2 : L/Ve> Member Label Direction start Magnitudefk/ft,... End Magnitudefk/ft,d... start Locationfft,%] End Locationfft,%l 1 M4 Y -.6 -.6 0 0 %:2 M3 ;;Y -.56 • r.56 ;:--^''-0' ;,;; Member Point Loads (BLC 1: Dead) Member Label Direction Magnitudefk,k-ftl Location[ft,%] 1 M4 -10 2.5 Member Point Loads (BLC 3: Live Roof) Member Label Direction Magnitudef k,k-ftl Locationfft,%l 1 M4 Y -9 2.5 Load Combinations IBC 16-1 Yes Y DL 1.4 2 IBG 16-2 (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL .5 3 IBC 16-2 (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL .5 SLN .5 4 IBC 16-2 (c) Yes Y DL 1.2 LL 1.6 LLS 1.6 RL .5 5 IBC 16-3 (a) Yes Y DL 1.2 RLL 1.6 LL .5 LLS 1 6 IBC 16-3 (b).. Yes Y DL 1.2 RLL 1.6 WL .8 7 IBC 16-3 (b).. Yes Y DL 1.2 RLL 1.6 WL -.8 8; IBC 18-4. (a).. Yes Y DL 1.2 WL 1.6 LL •\5: LLS 1 RLL .5 9 IBC 16-4 (a).. Yes Y DL 1.2 WL -1.6 LL .5 LLS 1 RLL .5 10 IBC 16-6 (a) Yes Y DL .9 WL 1.6 11 IBC 16-6 (b) Yes Y DL .9 WL -1.6 12 IBC 16-7 (a) Yes Y DL .9 EL 1 13 IBC 16-7 (b) Yes Y DL .9 EL -1 14 Dead Yes Y DL •;:.;x•^;:i 15 Live Yes Y LL 1 RLL 1 16 Wind Yes Y WL 1 17 Seismic Yes Y ELl 1 Envelope Joint Reactions Joint Xfkl LC Yfkl LC Zfkl LC MX fk-ftl LC MY fk-ft] LC MZ fk-ftl LC 1 Nl max 7.836 9 47.085 2 NC NC NC NC NC NC 43.181 10 2 min -6.474 10 -7.104 17 NC NC NC NC NC NC -48.508 9 3 N2 max 6.488 11 34.183 2 NC NC NC NC NC NC 48.469 8 RISA-3D Version 8.1.0 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Oct 15, 2009 10:37 AM Checked By:. Envelope Joint Reactions (Continued) Joint Xfkl LC Yfkl LC Zfkl LC MX fk-ft] LC MY fk-ft] LC MZ fk-ftl LC 4 min -7.872 8 .509 It ; Nc: NC NC NC NC NC -43.058 11 5 Totals: max 13.76 9 81.268 2 0 1 6 min -13.76 8 mm:S: 17 ^:;^;:^•Q:v^:--... , --' Envelope AISC 13th LRFD Steet Code Checks Member Shape Code Check Locfft] LC Shear.. Locfft] DirLC phi*Pn... phi*Pnt...phi*Mn... phi*Mn...Cb Eqn 1 Ml W8X40 .651 0 9 .090 0 y 9 113.949 526.5 69.375 149.25 2.. Hl-la &-2-;'. M2 W8X40 •:537 V: 0> 8 .090 0 Y 8 113.949 526.5 69.375 149.25 2.. H1-1a 3 M3 W12X65 .251 23 8 .107 23 y 2 466.359 859.5 160.798 356.224 2.. Hl-lb 4 M4 W12X65 '• .219.' 10.3.. 2 .227 0 y 5 466.359 859.5 160:798 352.069 1-HI-lb Envelope Drift Report 1 1 max 2 min 3 2 max 4 min RISA-3D Version 8.1.0 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 3 0AaTW E. Deardorff, Structural Engineer ,ie437^oca Drive / (SanTiiiego, CA 92128 N^7J0-445.48869 Voice Lssg^ss^fbbd Fax Title : Padilla Residence Job# : 90600-000 Dsgnr: MED Description.... 15" Concrete Retaining Wall Page:. Date: AUG 14,2009 This Wall in File: c:\structural\jobs\09006-000 padilla\engin€ . Retain Pro 9 © 1989 - 2003 Ver: 9.01 8069 [Registration*RP-1142975 RP9.01 Restrained Retaining Wall Design \ Licensje'd to: Mark E. Deardorff, Structural Engineer Code: IBC 2006 ^S 1 / 2 \ 3 'X • Since CalcTrac is condensed and may be incomplete, It may be easier to verify nearly any questioned result with J I a five minute hand calc ~ and it may be a good exercise!. ...Beginning of Trace 10/14/2009 13:11:33 RP9.01 Retained Height = 15.500 ft Selected ACI Load Factors: DL=1.2000, LL=1.6000, H=1.6000, W=1.6000. E=1.000 Noted that EFP Method being used - Heei Active pressure = 65.000 pcf Back-solving internal friction angle from density and EFP, angle = 14910 deg -TO^Act&al Heel Width (past back of stem) = 2.6250 ft ^ 1 Soirj^eight for Stability (wall+footing+bslope) = 17.500 ft 2~ Calculating Resisting Moments ""lis?" Wt Over Heel = 2.6250 * 15.500 * 110.000 = 4,475.63 Ibs ::i4--,""Arm = 6.2500 - 2.6250 / 2.0 = 4.9375 ft, Moment = 4,475.63 * 49375 = 22,098.40 ft^ J 5' Soil VVt Over Toe = 2.6250 * 0.667 * 110.000 = 192.500 Ibs Arm = 2.6250 / 2.0 = 1.3125 ft, Moment = 192.500 * 1.3125: 252.656 ft-# MUload on Stem Toe, DL Force = 250.000 Ibs 18 Arm = 31.500 +12.000 / 2.0 - 0.000 = 37.500 ft, Moment = 250.000 * 37.500 ^ 9,375.00 19 Footing Weight = 6.2500 * 24.000 * 150.000 = 1,875.00 Ibs, Arm = 6.2500 / 2.0 = 3.1250 ft, Moment = 5,859.38 ft-# 20- Key Weight = 0.000 * 0.000 * 150.000 = 1,875.00 Ibs, Arm = 8.5000 -H 0.000 / 2.0 = 8.5000 ft, Moment = 0.000 fl-# /•2f SmVertical Component = 0.000 * 17.500 * 17.500 ' 0.5 = 0.000 lbs. Arm = 6.2500 ft, Moment = 0.000 ft-# {k2 Total Resis. Wt = 6,793.13 Ibs, Moment = 28,991.68 ft-(* 2^r Calculated Stem Forces for Preliminarv Checks ,^24~Galculating RESTRAINED Stem Values /V25'"-#ebar'd' distances; @ Top = 9.5000 in, @ Mid-Height = 10.0000 in, @ Base = 9.5000 in if 26 Osculate Shear for Top of stem L2Z Emal Shear = -5,367.697 / 9.5000 /12.000 = -47.085 psi . 28—-Galculate Shear at Base of stenn 29 Final Shear = 9,715.04 / 9.5000 / 12.000 = 85.220 psi 30 Allowable Moment Capacity @ Top; Ru = 0.000 psi, m = 35.294, AS Req'd = 0.000 in2, Max. Top Bar Spacing = 0.00 in 31 Allowable Moment Capacity @ Mid-Height; Ru = 334.703 psi, m = 35.294, AS Req'd = 0.000 in2, Max. Mid-height Bar Spacing = 32 Allowable Moment Capacity @ Base; Ru = 0.000 psi, m = 35.294, AS Req'd = 0.000 in2, Max. Mid-height Bar Spacing = 0.00 in 33 Allowable Moment Capacity @ Top = 29,630.04 ft-# 34 Allowable Moment Capacity @ Mid-Height = 31,407.54 ft-# 35 Allowable Moment Capacity @ Base = 29,630.04 ft-^ 36 Allowable Stem Shear = 0.750 * 2.0 * sqrt(2,000.00) = 67.082 psi 37 Rebar Lap Req'd for TOP = 87.207 in 38 Rebar Lap Req'd for Mid-Height = 87.207 in 39 Rebar Hook Embedment® Base of Stem = 18.783 in 40 Calculating Footing Overturning Forces Shear @ Base of Stem = -6,486.481 lbs, Arm (Footing Thick) = 2.0000 ft, Moment = -12,972.961 ft-# Load on Footing From Retain Earth = (186.000 * 0.451 * 24.000) + (0.451 * 24.000 "2 12.0) + (3,3333 / 0.764 0.451 * 24.000) Arm = 11.763 ft, Moment =-2,148.939 ft-# Soil Weight Over Heel = (43.500 -12.000) * 186.000 * 0.764 = 4,475.63 lbs Arm = 59.250 ft, Moment = 22,098.40 ft-# Surcharge Weight Over Heel = 0.000 lbs. Arm = 0.000 ft. Moment = 0.000 ft-# Adjacent Footing Weight Over Heel = 0.000 lbs, Arm = 0.000 ft, Moment = 0.000 ft-# Footing + Key Weight = (75.000 24.000 * 1.0417 ) + (0.000 * 0.000 * 1.0417) = 1,875.00 lbs Arm = 37.500 ft, Moment = 5,859.38 ft-# Stem Weight = 150.000 * 186.000 = 2,325.00 Ibs Arm = 37.500 ft, Moment = 7,265.63 ft-# Axial Load = 250.000 + 250.000 = 500.000 Ibs Arm = 31.500 + 12.000/2.0 - 0.000 = 37.500 ft, Moment = 1,562.50 ft-# Stability Ratio = 444,462.66 / -181,462.807 = -14,435.391 :1 Calculated Stem Forces for Final Checks 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 Calculating RESTRAINED Stem Values 57 Rebar'd' distances; @ Top = 9.5000 in, 58 Calculate Shear for Top of stem 59 Final Shear = -5,367.697 / 9.5000 / 12.000 = -47.085 psi 60 Calculate Shear at Base of stem 61 Final Shear = 9,715.04 / 9.5000 /12.000 = 85.220 psi Retain Pro Software © 2009 HBA Publications, Inc Licensed to: Mai'K E. DeardorTf, Structural Engineer Ali Rights Reserved San Diego, CA 92128 1 Mid-Height = 10.0000 in, @ Base = 9.5000 in vi/ww RetainPro com L. Mai^k E. Deardorff, Structural Engineer ,-16437 Roca Drive / /San Die^o, CA 92128 V760-445^869 Voice C858-683r2d00 Fax Title • Padilla Residence Job# .' 90600-000 Dsgnr: MED Description.... 15' Concrete Retaining Wall Page: Date: AUG 14,2009 This Wall In File: c:\structural\jobs\0900e-000 padlllaVengint Retain Pi-o 9 © 1989 - 2009 Ver: 9.01 8069 Registrations: RP-1142975 RP9.01 Restrained Retaining Wall Design ; Licensed to: IVlark E. Deardorff, Structural Engineer Code: IBC 2006 ,.'-162 ^ Allowable Moment Capacity @ Top; Ru = 0.000 psi, m = 35.294, AS Req'd = 0.000 in2, Max. Top Bar Spacing = 0.00 in //"'63 '"Ajlpwable Moment Capacity @ Mid-Height; Ru = 334.703 psi, m = 35.294, AS Req'd = 0.000 in2. Max. Mid-height Bar Spacing = 1 i 64 Allowable Moment Capacity @ Base; Ru - 0.000 psi, m = 35.294, AS Req'd = 0.000 in2, Max. Mid-height Bar Spacing = 0.00 in \V_6_5„- Alibwable Moment Capacity @ Top = 29,630.04 ft-# "• -66' -Allowable Moment Capacity @ Mid-Height = 31,407.54 ft-# - 67 Allowable Moment Capacity @ Base = 29,630.04 ft-# 68 Allowable Stem Shear = 0.750 * 2.0 * sqrt(2,000.00) = 67.082 psi • Rebar Lap Req'd for TOP = 87.207 in ''-7q"IR^bar Lap Req'd for Mid-Height = 87.207 in . 75---15ebar Hook Embedment @ Base of Stem = 18.783 in i 72 Cafculating Footing Overturning Forces \^3..-Sirear @ Base of Stem = -6,486.481 lbs, Arm (Footing Thick) = 2.0000 ft, Moment = -12,972.961 ft-# __74~toad on Footing From Retain Earth = (186.000 * 0.451 * 24.000) + (0.451 * 24.000 ^2 12.0) + (3.3333 / 0.764 * 0.451 * 24.000) = Ll. _.,75~^ ") Arm = 11.763 ft. Moment = -2,148.939 ft-# Y.ri^.'Soil Weight Over Heel = (43.500 -12.000) * 186.000 * 0.764 = 4,475.63 lbs y^S^7" Arm = 59.250 ft, Moment = 22,098.40 ft-# L'tZSriIStircharge Weight Over Heel = 0.000 Ibs, Arm = 0.000 ft, Moment = 0.000 ft-# 79 AdjacentFooting Weight Over Heel = 0.000 lbs, Arm = 0.000 ft, Moment = 0.000 ft-# 80 Footing + Key Weight = (75.000*24.000* 1.0417 )-H (0.000* 0.000* 1.0417)= 1,875.00 lbs §4—.. Arm = 37.500 ft, Moment = 5,859.38 ft-# /82''^sji^m Weight = 150.000 * 186.000 = 2,325.00 Ibs ): Arm = 37.500 ft, Moment = 7,265.63 ft-# 'St^iat Load = 250.000 + 250.000 = 500.000 lbs 85—V. Arm = 31.500 + 12.000/2.0 - 0.000 = 37.500 ft, Moment = 1,562.50 ft-# /V s'r Stability Ratio = 444,462.66 / -181,462.807 = -19,907.266 :1 Retain Pro Software © 200S HBA Publications, All Rights Reserved Licensed to: fvlarK E. Deardorff. Structurai Engine San Dieao, CA 92128 VAVW .RetainPro •: ['Marie E. Deardorff, Structural Engineer .^16437 Roca Drive San Diego, CA 92128 ;760-*45,.«869 Voice 858:-68a5000 Fax Title • Padilla Residence Job# ': 09006-^00 Dsgnr: MED Description.... 14' Restrained Wall Page: Dafe: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 padilla\engin{ , Retain Pro 9 © 1989 - 2009 Ver: 9.01 8069 /Registrations:RP-1142975 RP9.01 Restrained Retaining Wall Design '\Licensg'd to: Mark E. Deardorff, Structural Engineer Code: IBC 2006 } 1 Since CalcTrac is condensed and may be incomplete, it 2 \\ may be easier to verify nearly any questioned result with 3 Ija five minute hand calc - and it may be a good exercise!. .J ,^ Beginning of Trace 10/14/200913:11:06 RP9.01 • 5 Retained Height = 14.000 ft 6 Selected ACI Load Factors: DL=1.2000, LL=1.6000, H=1.6000, W=1.6000, E=1.000 Notqd that EFP Method being used '8- Heel active pressure = 65.000 pcf "'Usg^'Baclc-solving internal friction angle from density and EFP. angle = 14.910 deg AQ^ ActM Heel Width (past back of stem) = 2.6250 ft (11 Soii)^eight for Stability (waiMooting+bslope) = 15.750 ft '\12- Calciilatlng Resisting Moments 13' Soil Wt Over Heel = 2.6250 * 14.000 * 110.000 = 4.042.50 lbs i,,Mark E. Deardorff, Structural Engineer , 1S437-f?oca Drive ^ / .San biego, CA 92128 \^7jB0-445^8S9 Voice C858r683-2dtf0 Fax Title • Padilla Residence Job# ': 09006-000 Dsgnr: Description.... 14' Restrained Wall ge: MED Date: AUG 12,2009 This Wall In File: c:\structural\jobs\09006-000 padillaVengint Retain Pro 9 ©1989-2009 Ver: 9.01 8069 {Registration #:Rp.ii4297s RP9.01 Restrained Retaining Wall DesigH .Licensed to: MarkE. Deardorff, Structural Engineer Code: IBC 2006 162 rAllowable Moment Capacity @ Top; Ru = 0.000 psi, m = 35.294, AS Req'd = 0.000 in2. Max. Top Bar Spacing = 0.00 in •'63 "Aiiowabie Moment Capacity @ Mid-Height; Ru = 251,915 psi, m = 35.294, AS Req'd = 0.000 in2. Max. Mid-height Bar Spacing = 64 Allowable Moment Capacity @ Base; Ru = 0.000 psi, m = 35.294, AS Req'd = 0.000 in2, Max. Mid-height Bar Spacing = 0.00 in 65,„...Allbwable Moment Capacity @ Top = 23,260.50 ft-# •' • 6*6- - Allowable Moment Capacity @ Mid-Height = 24,610.50 ft-# , . 67 Allowable Moment Capacity @ Base = 23,260.50 ft-# 68 Allowable Stem Shear = 0.750 * 2.0 * sqrt(2,000.00) = 67.082 psi J 69 Rebar Lap Req'd for TOP = 76.306 in , '70™R^ ,.7'1~-.i?ebar Hook Embedment @ Base of Stem = 16.435 in i 72 Calculating Footing Overturning Forces \73-.- Sbear @ Base of Stem = -5,412.467 Ibs, Arm (Footing Thick) = 1.7500 ft, Moment = -9,471.817 ft-# 7"'4 J'Load on Footing From Retain Earth = (168.000 * 0.451 * 21.000) + (0.451 * 21.000 "2 12.0) + (3.3333 / 0.764 * 0.451 * 21.000) = :i:75. ™. 3 Arm = 10.299 ft, Moment =-1,487.691 ft-# 76 Soil Weight Over Heel = (43.500 - 12.000) * 168.000 * 0.764 = 4,042.50 lbs ..' 77'' Arm = 59.250 ft. Moment = 19,959.84 ft-# IZSLlZSurcharge Weight Over Heel = 0.000 Ibs, Arm = 0.000 ft, Moment = 0.000 ft-# 79 Adjacent Footing Weight Over Heel = 0.000 Ibs, Arm = 0.000 ft, Moment = 0.000 ft-# 80 Footing + Key Weight = (75.000* 21.000* 1.0417 )+ (0.000* 0.000* 1.0417)= 1,640.63 Ibs ' " V , 81 Arm = 37.500 ft, Moment = 5,126.95 ft-# '. ' ' ,. ^2~'~^^^^^ • ' 1^3 Jl Arm = 37.500 ft, Moment = 6,562.50 ft-# ' ' 84 ; Axi^ Load = 250.000 + 250.000 = 500.000 lbs 85 Arm = 31.500 + 12.000/2.0-0.000= 37.500 ft, Moment = 1,562.50 fl:-# , . .-M Sbbility Ratio = 401,573.44 /-1^ Ji • ^ . : • ' • • Retain Pro Software © 2009 HBA Publications. Inc. All Rights Reser<'ed Licensed to: fv1ari< E. Deardorff, Structurai Engineer San Diego, CA 92128 www RetainPro.coiTi IMSfk E. Deardorff, Structural Engineer .,-16437 Roca Drive s'.S'an Di^o, CA 92128 ' V*"7^60-445.-*869 Voice C858-683-2000 Fax Title : Padilla Residence Job* i 09006-000 Dsgnr: MED Description.... 12' Basement Wall - Restrained Condition Page: Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 padilla\engint ^ Retain Pro 9 © 1989 - 2009 Ver: 9.01 8069 i Registrations: RP-1142975 RP9.01 Restrained Retaining Wall Design \L.jcen%^to: MarkE. Deardorff, Structural Engineer Code: IBC 2006 r^N Since CalcTrac is condensed and may be incomplete, if N \ may be easier to verify nearly any questioned result with I 1 a five minute hand calc ~ and it may be a good exercise!. Beginning of Trace 10/14/200913:08:31 RP9.01 Refeined Height = 12.000 ft Selected ACI Load Factors: DL=1.2000, LL=1.6000, H=1.6000, W=1.6000, E=1.000 Noted: that EFP Method being used //' 2 1 i 3 6 S ST"' '8—Heel active pressure = 65.000 pcf ^-9 ^ Back-solving internal friction angle from density and EFP, angle = 14.910 deg /fO-M^^^^ (^1 Soil)|eight for Stability (wall+foot^^g-^bslope)= 13.750 ft ^4'2- Calculating Resisting Moments la' Soii Wt Over Heel = 2.6250 * 12.000 * 110.000 = 3,465.00 lbs r~.l44:.,/rm = 6.2500 - 2.6250 / 2.0 = 49375 ft, Moment = 3,465.00 * 49375 = 17,108.44 M 1,5 ' Soil Wt Over Toe = 2.6250 * 0.667 * 110.000 = 192.500 lbs ^-^36" Arm = 2.6250 / 2.0 = 1.3125 ft. Moment = 192.500 * 1.3125 = 252.656 ft-# LlZIZ:i5jufMarge Over Heel, Force = 2.6250 * 3.3333 = 105.000 Ibs 18 Arm = 75.000 - 31.500 / 2.0 = 59.250 ft Moment = 59.250 * 105.000 = 6,221.25 ft-# 19 Axial Load on Stem Toe, DL Force = 250.000 lbs ^0 Arm = 31.500 +12.000 / 2.0 - 0.000 = 37.500 ft. Moment = 250.000 * 37.500 = 9,375.00 /"^rFSotihg Weight = 6.2500 * 21.000 * 150.000 = 1,640.63 ibs. Arm = 6.2500 / 2.0 = 3.1250 ft, Moment = 5,126.95 ft^ I '22 KeyMeight = 0.000 * 0.000 * 150.000 = 1,640.63 Ibs, Arm = 8.5000 + 0.000 / 2.0 = 8.5000 ft, Moment = 0,000 ft* '23CSffll^ertical Component = 0.000 * 13.750 * 13.750 * 0.5 = 0.000 lbs. Arm = 6.2500 ft. Moment = 0.000 ft-# ^4~To^\ Resis. Wt = 5.653.13 Ibs. Moment = 23,787.73 ft-# / /'25 Caiculated Stem Forces fbr Preliminarv Checks 26 Calclulating RESTRAINED Stem Values .2Z_..y^sonry Stem; Equiv. Solid Thickness = 11.600 in, Wall Weight = 133.000 pcf 9.0000 in, @ Base = 9.0000 in '21.000) •• 26- Rebar'd' distances; @ Top = 9.0000 in, @ Mid-Height = 29 Calculate Shear for Top of stem 30 fm = f'm * LDF = 1,500.00 * 1.000 = 1,500.00 psi 31 Shear Section Depth =jd = 7.9711 in, Shear Area = 106.789 in2 32 Final Shear = -3,586.679 /106.789 = -30.228 psi 33 Calculate Shear at Base of stem 34 Final Shear = 6,070.70/106.789 = 51.163 psi 35 Allowable Moment Capacity @ Top = 16,438.24 ft-^ 36 Allowable Moment Capacity® Mid-Height = 16,438.24 ft-# 37 Allowable Moment Capacity @ Base = 16,438.24 ft^^ 38 Rebar Lap Req'd for TOP = 35.000 in 39 Rebar Lap Req'd for Mid-Height = 37.654 in 40 Rebar Hook Embedment @ Base of Stem = 16.435 in 41 Calculating Footing Overturning Forces 42 Shear @ Base of Stem = -4,118.184 lbs. Arm (Footing Thick) = 1.7500 ft. Moment = -7,206.823 ft-# 43 Load on Footing From Retain Earth = (144.000 * 0.451 * 21.000) + (0.451 * 21.000 ^^2 /2.0) + (3.3333 / 0.764 * 0.451 44 Arm = 10.269 ft, Moment = -1,288.628 ft-# 45 Soil Weight Over Heel = (43.500 - 12.000) * 144.000 * 0.764 = 3,465.00 lbs 46 Arm = 59.250 ft, Moment = 17,108.44 ft^ 47 Surcharge Weight Over Heel = 105.000 Ibs, Arm = 59.250 ft, Moment = 518.438 ft-# 48 Adjacent Footing Weight Over Heel = 0.000 lbs, Arm = 0.000 ft. Moment = 0.000 ft-# 49 Footing + Key Weight = (75.000 *21.000 * 1.0417 ) + (0.000 * 0.000 * 1.0417) = 1,640.63 Ibs 50 Arm = 37.500 ft. Moment = 5,126.95 ft-# 51 Stem Weight = 133.000 * 144.000 = 1,596.00 lbs 52 Arm = 37.500 ft, Moment = 4,987.50 ft-# 53 Axial Load = 250.000 + 250.000 = 500.000 Ibs 54 Arm = 31.500 + 12.000/2.0-0.000 = 37.500 ft, Moment = 1,562.50 ft-# 55 StabilityRatio = 354,677.81 /-101,945.410 = -12,012.891 :1 56 Calculated Stem Forces for Final Checks 57 Calculating RESTRAINED Stem Values 58 Masonry Stem; Equiv. Solid Thickness = 11.600 in, Wall Weight = 133.000 pcf 59 Rebar'd'distances; @ Top = 9.0000 in, @ Mid-Height = 9.0000 in, @ Base = 9.0000 in 60 Calculate Shear for Top of stem 61 fm = rm* LDF = 1,500.00* 1,000 = 1,500.00 psi Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: Marl< E Deardorff, Structural Engineer sww RetainPro com All Rights Reserved San Diego, CA 92128 UMark E. D4ardorff, Structural Engineer 16437 (?oca Drive . ,San biego, CA 92128 V^760-t4$.i8S9 Voice [.. 858:^83-2000 Fax Title • Padilla Residence Job# ': 09006-000 Dsgnr: MED Description,... 12' Basement Wall - Restrained Condition Page: Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 padHla\engine Retain Pro 9 ©1989 - 2009 Ver: 9.01 8069 Registrations RP-1142975 RP9.01 Restrained Retaining Wall Deslgn i Ljcenserf to: Mark E. Deardorff, Structural Engineer Code: IBC 2006 .62 "63 64 66 67 68 i 69 -S|iear Section Depth = jd = 7.9711 in. Shear Area = 106.789 in2 >ihal Shear = -3,586.679 /106.789 = -30.228 psi Calculate Shear at Base of stem Fiflal Shear = 6,070.70 / 106.789 = 51.163 psi Allowable Moment Capacity @ Top = 16,438.24 ft-# Allowable Moment Capacity @ Mid-Height = 16,438.24 ft-# Allowable Moment Capacity @ Base = 16,438.24 ft-# ^ Rebar Lap Req'd for TOP = 35.000 in 'Lfcn'Rebar Lap Req'd for Mid-Height = 37.654 in ,-^..,~.,^ebar Hook Embedment @ Base of Stem = 16.435 in ! ^2 Calculating Footing Overturning Forces \73—Shear @ Base of Stem =-4,118.184 tbs, Arm (Footing Thick) = 1.7500 ft. Moment = -7,206.823 ft-# 74;3l'oad on Footing From Retain Earth = (144.000 * 0.451 * 21.000) + (0.451 * 21.000 '^2 / 2.0) + (3.3333 / 0.764 - •:.7'5.....,:r J Arm = 10.269 ft, Moment = -1,288.628 ft-# 76 '.' Soil Weight Over Heel = (43.500 -12.000) * 144.000 * 0.764 = 3,465,00 Ibs 77 Arm = 59,250 ft, Moment = 17,108.44 ft-# .llSIZSufcharge Weight Over Heel = 105.000 Ibs, Arm = 59.250 ft, Moment = 518.438 ft-# 79 Adjacent Footing Weight Over Heel = 0.000 Ibs, Arm = 0.000 ft, Moment = 0.000 ft-# 80 Footing+Key Weight = (75.000* 21.000* 1.0417)+ (0.000* 0.000* 1.0417) = 1,640.63 Ibs 81- - Arm = 37,500 ft. Moment = 5,126.95 ft-# /82"' " S^ Weight = 133.000 * 144.000 = 1,596.00 ibs I 83 Arm = 37.500 ft, Moment = 4,987.50 ft-# ' 84i::Axiai Load = 250.000 + 250.000 = 500.000 Ibs 85 Arm = 31.500 + 12.000/2.0 - 0.000 = 37.500 ft, Moment = 1,562.50 fl-# 86~ Stability Ratio = 354,677.81 / -101,945.410 = -15,935.641 :1 0.451 * 21.000)^ Retain Pro Softv/are © 2009 HBA Publi-cations, All Rights Reserved Licensed to: Mark t. Deardctf. Structural Engineer San Diego, CA 92123 www. RetainPro com Mark E. DeardoiiT, Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKEDBY SHEET NO. DATE 8/5/09 DATE Ver 9.05.18 wvAv .stru ware .com STRUCTURAL CALCULATIONS FOR Padilla Residence 32.980030.-117.181761 Mark E. Deardorff; Structural Engineer 16437 Roca Drive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET t^O. DATE 8/5/09 DATE wv.'v.'. struware .com Code Search I. Code: International Building Code 2006 II. Occupancy: III. IV. Occupancy Group Type of Construction: Fire Ratina: R Residential Rod" = Floor 0.0 lir 0.0 hr 4.50/12 20.6 deg Live Loads: Rectangle (0) Roof Oto 200 sl': 20 psf 200 to 600 sf: 23.4 - 0.0195Area. but not less than 12 psf over 600 51': 12 psf Awnings and canopys 5 psf Floor 40 ps)' Stairs & Exibvays 40 psf Balcony / Deck 60 psf Mechanical N/A Partitions 15 pst' V. Wind Loads : ASCE 7 - 05 Importance Factor Basic Wind speed Directionality (Kd) Mean Roof Ht (h) Parapet hi above grd Exposure Category' Enclosure Classif. Interna! pressure Building length (L) Least width (B) Kh case 1 Kh case 2 1.00 85 mph 0.85 18.0 fl 0.0 ft B Enclosed Building +/-0.18 150.0 fl 84.0 ft 0.701 0.605 Topographic Faclor (KzO Topography Fiat Hill Heighl (H) 80.0 fl Half Hi 11 Lenglh (Lh) 100.0 fl Aclual HTJi = 0.80 UseHLh = 0.50 Modified Lh = 160.0 ft From lop of crest: x= 50.0 ft Bldg up/dovvii \\ind? downwind H/Lh= 0,50 K, = x,.'Lh = 0.31 K.- zLh = 0.11 K3 = At Mean Roof Ht: Kzt = (l-K|K,K3) 2 = K(upvvind] Speed-up (downwind) Lh HJ2 HJ>2 H ESCARPMENT V(z) Z4L 0.000 0.792 1.000 1.000 sfupwind) Jj . y Speed-up x(downv.'ind) H/2t SS H/2 5f 2D RIDGE or 3D AXISYMMETRICAL HILL Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego. CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE DATE 8/5/09 V. Wind Loads - cont.: Gust Effect Factor h= 18.0 ft use this h: 18.0 fl B 84.0 fl Calculated z 30.0 ft Use this z: 30.0 I'l Flexible slruclure if natural frequencv 1 Hz (T > 1 second). However, rule of thumb if buildina is if h. B < 4 then rigid slruclure. h B = 0.21 Therefore, probably rigid slruclure 0.85 Using rigid sti uclure defauh Rieid Structure Flexible or Dvnamicallv Sensitive Structure ./e = 0.33 Natural l-requency (n|) = 0.0 Hz 1 = 320 11 13)anipiiie ratio [\'>) 0 30 ft b -0.45 C = 0,30 a 0.25 o — 3.4 Vz = 54.8 310.0 ft N, = 0.00 0.87 R„ = 0.000 h = 0.30 Rh = 28.282 n 0.000 G -0.85 RB = 28.282 n - 0.000 RL = 28.282 n = 0.000 gR = 0.000 R -0.000 G 0.000 h = ] 8.0 ft Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Buildinq: All walls are at least 80% open. Ao > O.SAg Test for Partially Enclosed Buildinq: Input Test Ao 0.0 sf Ao > 1.1 Aoi YES Ag 0.0 sf Ao > 4' 0.0lAg NO Aoi 0.0 sf Aoi . Agl < 0.20 NO .Agi 0.0 sf liuilding is NOT Partially .Enclosed. Conditions to quality as Partially Enclosed Building. Must satisfv all ofthe following: Ao >" l.lAoi Ao > smaller of 4' or 0.01 Ag Aoi Agi <= 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of lhal wall in which Ao is identitied. Aoi - lhe sum ofihe areas of openings in the building envelope (walls and roof) nol ineiuding Ao. Agi = the sum ofihe gross surface areas ofihe building envelope (vvalls and roof) nol including Ag. Reduction Factor for large volume partially enclosed buildinqs (Ri): Iflhe partially enclosed building contains a singie room that is unpartitioned . the internal pressure coefficieni mav be multiplied by the reduction factor Ri. Tolal area ofall wall & roof openings (Aog): Unpartitioned internal v ohime CVi) : Rl 0 sf Ocf 1.00 Altitude adiustment to constant 0.00256 : Altitude = 0 feel Constanl - 0.00256 Average Air DensiU' 0.0765 Ibni ft- Mark E. Deardorff, Structural Engineer 16437 Roca Dnve San Diego. CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO, 09006-000 CALCULATED BY MED_ CHECKED BY SHEET NO, DATE DATE 8/5/09 V. Wind Loads - MWFRS h<60' (Low-rise Buildinqs) Enclosed/partiallv enclosed onlv Torsional loads are 25" 0 of zones 1-4. See code for loading diaarain Transverse Direction Kz = Kll = Base pressure (qh) = GCpi = Longitudinal Direction 0.70 (case 1) ILO psf +/-0.18 Edge Strip (a) End Zone (2a) Zone 2 lenath 7,2 fl 14,4 fl 42.0 ft Transvei-se Direction Longitudinal Dii ection Peri^endicular 9 ^ 20.6 deg Parallel 0 = 0.0 deg Surface GCpf w, - GCpi GCpf vv -CjCpi \v. -GCpi 1 0.5,? 0.71 0,35 0.40 0.58 0.22 -0,64 -0.46 -0.82 -0.69 -0.51 -0,87 3 -0.48 -0.30 -0.66 -0.37 -0.19 -0.55 4 -0.43 -0.25 -0.61 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.6.3 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 IE 0.79 0.97 0,61 0.61 0.79 0.43 2E -1.00 -0.82 -1.18 -1,07 -0.89 -1.25 3E -0.68 -0.50 -0.86 -0.53 -0.35 -0.71 4E -0.63 -0.45 -0.81 -0.43 -0.25 -0.61 Wind Surface pressures (psO 1 7.8 3.9 6.4 2,4 2 -5.1 -9.0 -5.6 -9,6 3 -3.3 -7.2 -2.1 -6.1 4 -2.7 -6,7 -1,2 -5.2 5 -3.0 -6.9 -3.0 -6.9 6 -3,0 -6.9 -3,0 -6.9 IE 10.7 6.8 8.7 4.7 2E -9.0 -12.9 -9.8 -13.8 3E -5.5 -9.5 -3.9 -7.8 4E -5.0 -8.9 -2.8 -6.7 Windward roof overhangs: Parapet Windward parapet: Leeward parapet: 7.5 psf (upward) add to windward roof piessure 0.0 psf (GCpn - -1.5) 0.0 psf (GCpn--1.0) Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 10.6 psf Roof -1.8 psf End Zone: Wall 15.7 psf Roof -3.5 psf Longitudinal direction (parallel to L) Interior Zone: Wall 7.6 psf End Zone: Wall 11.5 psf Mark E. Deardorff, Structural Engineer 16437 RocaDrive San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE 8/5,'09 DATE V. Wind Loads-Components & Cladding: Buildings h<60' & Altemate design 60'<h<90' Kz = Kh (case 1) = 0.70 GCpi = +'-0.18 NOTE: If tributary-area is greater than Base pressure (qh) = ILO psf a= 7.2 ft 700sC MWFRS pressure may be used. Mininium parapet heighl al building perimeter = i.O ft Roof Angle = 20.6 deg T\ pe of roof = Gable Roof Area GCp ^, - GCpi Surface Pressure (psf) User input Roof Area lOsf 50 sf IOO sf 10.sf 50 sf 100 sf 27 sf 70 sf Negative Zone 1 -1,08 -1.01 -0.98 -11.9 psf -U.I psf -10.8 pst -11.4 psf -11.0 psf Negative Zone 2 -1.88 -1.53 -1.38 -20.7 psf -16.9 psf -15.2 psf -18.3 psf -16.1 psf Negative Zone 3 -2.78 -2.36 -2.18 -,K).6 psf -26,0 psf -24,0 psf -27 .8 psf -25.0 psf Positive All Zones 0.68 0.54 0.48 1 0.0 psf IO.O psf 10.0 psf 10.0 psf 10.0 psf Overhang Zone 2 -2.20 -2.20 -2.20 -24.2 psf -24.2 psf -24.2 psf -24.2 psf -24.2 psf Overhang Zone 3 -3,70 -2.86 -2.50 -40.8 p.sf -31.5 psf -27.5 psf -35.1 psf -29.6 psf Walls GCp +/- GCpi Surface Pressure (psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 180 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -14,1 psf -12.2 psf -10,8 psf -11.7 psf -11.6 psf Negative Zone 5 -1,58 -1.23 -0.98 -17,4 p,sf -13,5 psf -10,8 psf -12.5 psf -12.3 psf Positive Zone 4 & 5 1.18 1.00 0,88 13.0 psf 11,1 psf 10.0 psf 10.6 psf 10.5 psf Parapet Surface Pressure (psO LIser input qp 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf 50 sf CASE A : Interior zone ; 10.0 psf 10.0 psf 10.0 psf 10.0 psf CASE .A = pressure towards building Corner zone : 10.0 psf IO.O psf 10.0 psf 10.0 psf CASE B = pressure away from building CASE B : Intei ior zone : -10.0 psf -10.0 p.sf -10.0 psf -10.0 p.sf Coniej- zone: -10,0 psf -10.0 p.sf -10.0 psf -10.0 psf Rooftop SP'Uctures& Equipment Disl from mean roof height lo centroid of Af = 10.0 ft Height of equipmenl (he) = 15.0ft Gust Effeci factor (G) = Base pressure (qz) = 0.85 13.0 Kd psf Cross-Section Square Directionality (Kd) 0,90 Width (D) 1 O.Ofl Type of Surface N A h'D = 1.50 Square (wind alona diagonal) Cfl.OI Af = 10.0 .sf Adj uslment Factor (Adj) = 1.90 F = qzGCfAf Adj- 19.0 Af F -- 190 lbs Square (wind normal to face) Cf = 1.31 Af = 10.0 sf Adjustment Factor (Adj )= 1.900 F = q, GCf Af Adi= 24.6 Af F = 246 lbs Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego. CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 SHEET NO. CALCULATED BY MED CHECKED BY DATE 8/5/09 DATE Location of Wind Pressure Zones G < 7 degrees and Monoslope < 3 degrees Monoslope roofs 3- » < 10° Monoslojie roofs 10' 0 < 30-7 - 0 < 43 degrees 7 < 0 < 27 degrees Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego. C.\ Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO, 09006-000 CALCULATED BY MED CHECKED BY SHEETNO, DATE DATE 8/5/09 Vl. Seismic Loads: ASCE 7- 05 Occupancy Calegorv: Ii Importance Factor (1); 1.00 Site Class: D Ss (0.2 sec) ^ Sl (1.0 sec) - 111.20 %g 40.80 °b2 Fa F\ - 1.055 1.592 Sms- 1.173 Sml - 0.650 Spi 0.782 0.433 Design Calegon Design Cateaorv D D Seisniic Design Categoiy = D Number of Stories: 10 Structure Type: Light Frame Horizontal Struct Irregularities; No plan Inegularity Vertical Structural Irregularities: No vertical Iixegularilv Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seisniic resisting system: Light frame walls with shcai- panels - wood stmctural panels/sheet steel panels System Building Height Limit: 65 ft Aclual Building Height (hn) = 18.0 fi See ASCE7 Section 12.2.5 foi exceptions and other sy.stem limitations DESIGN COKFITCIEN1S ANU FACI OR.S Response Modification Factor (R.) = System Over-Strength Faclor (<!io) E)etleclion .Ainplitication Faclor (Cd) = SDS ^ SDI = Seismic Load Elfect (E) - Special Seisniic Load Effect (E) = PERMITTED ANALYTICAL PROCEDURES 6.5 2.5 4 0.782 0.433 PQE +/-0.2SDSD QOQE -0.2S.,D = P QE - 2.5 QE p = redundancy coellicienl 0.I56D Qp_horizontal seismic force 0.I56D D = dead load Index Force Analvsis (Seismic Categoiy .4 only) Method Not Permitted Simplified .4nalysis Use Equivalent Lateral Force Analysis Equivalent Lateral-Force .4nalysis - Pennitted Building period coef {C^) = 0.020 Approx fundamental period (Ta) - C^h,,^" 1 iser calculated rundamental period (T) = Long Period Transition Period (TL) - .ASCE" map • Seisniic response coef (Cs) = Sdsf R - need not exceed Cs = sdl I RT - but not less than Cs - 0.044Sds - USE Cs = .Model & .Seismic Response .Analysis ALLO^^ ABLE STORY DRIFT 0.175 sec x=0.75 0 sec 12 0.120 0.381 0.034 0.120 Design Base Shear \' = 0.120W Pennitted (see code for procedure) Cu - Tmax = CiiTa - 1 'se T = 1.40 0.245 0.175 Structure Type: ,^^11 other slnictures ,Allowable slory drift = 0.0201isx where hsx is tlie stoiy heighl below level x Mark E. Deardorff, Structural Engineer JOB TITLE Padilla Residence 16437 Roca Drive San Diego, C A JOB NO. 09006-000 SHEET NO. Voice 760-445-8869 CALCULATED BY MED DATE 8/5/09 Facsimile 858-683-2000 CHECKED BY DATE VI. Seismic Loads - cont. : Seisniic Design Calegorv (SDC)= D COIWECTIONS Force to connect smaller portions of structure to remainder of structure Fp=0.133SDs\Vp= 0.10 Wp orFp = 0.5Wp= 0.05 v\ p Use Fp = 0.10 Wp Wp = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to meniber Fp = no le.ss than 0.05 tunes dead plus live load vertical reaction Anchorage of Concrete or Masonn Walls to elements pro> iding lateral support Fp=0.8IeSdsWw= 0.626 vv„, orFp = O.Uv„ = 0.10 vv,. Use Fp = 0.63 w,, bul not less tlian 280.0 plf = 400SdsIe Coiaiection force given is for flexible diaphragms (use architectural components for ridgid diaplirams) MEMBER DESIGN Bearina WaUs and Shear Walls (out of plane force) Fp = 0,401eSDsVv,,. = 0.313 w„ or Fp = 0,1 wv = 0.10 w^. . Use Fp = 0.31 w„ Diaphragms Fp = (Sum Fl / Slim Wi)Wpx + Vpx = (Sum Fi / Sum Wi)Wpx + Vpx need nol exceed 0.4 SdsIeWpx + Vpx = 0.313 Wpx + Vpx but not less than 0.2 SdsIeWpx + Vpx = 0.156 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: 4, Extenor Nonstract\iral Wall Elements and Connections a. Wall element Importance Factor (Ip): 1.0 Component Amphfication Factor (ap) = 1 h= 18.0 feet Comp Response Modillcation Factor (Rp) = 2.5 z= 50.0 feet z/li = 1.00 Fp = 0.4apSdsIpW'p(R2z/h)/Rp = 0,375 Wp not greater than Fp = 1,6SdsIpWp = 1,252 Wp bul not less tlian Fp = 0.3SdsIpWp = 0.235 Wp use Fp = 0.375 Wp MECH ANP ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Categon" D & Ip= 1.0, therefore see ASCE7 Section 13,1.4 for exceptions Mech or Electrical Component: Oilier mechanical or electrical components. Importance Factor (lp): 1.0 Component Amplification Factor (ap) = 1 h= 18.0 teet Comp Response Modification Factor (Rp) = 1.5 z— • 50.0 feet z/li = 1.00 Fp = 0.4apSdsIpWp( 1 +2z/h)fRp = 0.626 Wp not greater than Fp = 1.6SdsIpWp = 1.252 Wp but not less than Fp = 0.3SdsIpWp = 0.235 Wp use Fp = 0.626 Wp Mark E. Deardorff, Structural Engineer 16437 Roca Dnve San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO, 09006-000 CALCUUTED BY MED^ CHECKED BY SHEET NO, DATE DATE 8/5/09 Roof Design Loads Items Description Multiple psf (max) psf (min) Rooting Ciay Tile \v mortar 19.0 16.0 Decking 1-2" plv.vood OSB 1.8 1.5 Framing Wood2x /;24" 1.5 Insidaiioii R-30 Fibei'glass insul x2.0" 1.8 0.9 Ceiling 5 8" gv psiim X 1 piv(s) 2.8 2.5 Oihcr Non e 0.0 0.0 Mech t'S Fiee fvlech. & Fiee. 2.0 0.0 Other None 0.0 0.0 .Actual Dead l.oad 29.9 S) 22.4 Use this DL instead 0 20,0 O 9.0 Live Load 19.5 0.0 Snow Load 0.0 0.0 Wind (zone 2 - lOOsO 10.0 -15,2 ASD Loadina Dead - Live Load 49.4 - Dead -0.75(VVind ^ Live) Load 52.0 - 0.6*Dead - Wind Load --1,8 LRFD Loadine 1.2D+ 1.6 Lr +0.8W 75,1 - 1.2D ; L6W -0.5Lr 61.6 - 0,9D - i.6W --4,2 Roof L,ivc Load Reduction Roof anale 4.50 / 12 20.6 deg Oto 200 sf 19,5 psf 200 to 600 sf 23.4 - 0.0195Area, but not less than 12 psf over 600 sf 12.0 psf User input: 300 sf 400 sf 500 sf 270 psf 17.55 15.60 13.65 18.14 Mark E. Deardorff, Structural Engineer 16437 Roca Dnve San Diego, CA Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE DATE 8'509 Floor Design Loads items Description Multiple psf (max) psf (men) Topping flooring Carpet & pad 1.0 1.0 0 None x4.50" 0.0 0.0 Decking 3 4" pivwood OSB 2.7 2.3 Franung Steel floor bms joists & girders 8.0 5.0 0 None X 0.75" 0.0 0.0 Ceiling 5 8" gypsum X I pb (s') 2,8 Sprinklers Sprinklers 2.0 0,0 Olher None 0.0 0.0 Mi,sc. .Misc. 0.5 0.0 Other None 0.0 0.0 Actual Dead Load 9) 17,0 ® 10.8 Use Ihis DL instead J 100.0 o 50.0 Pai-ti lions 0,0 0.0 f ive Load 40.0 0.0 Total Live L<iad 40.0 0.0 Total Load 57.0 10.8 FLOOR LIVE LOAD REDUCITON (not including partitions) NOTE: Nol allowed foras.sembly occupancy or LL:; lOOpsf or passenger car garages, except may reduce cohiniiis 20"o if 2 or more floors & uon-assembb L-Lo(0,25-15vK,fAT) Unreduced design live load; Lo = IHoor member KLL Tributaiy Area A^ Reduced live load: L = 40 psf 2 300 sf 34.5 psf IBC alternate procedure Smallest of: R- .08°o(SF - 150) R" 23.1(1 ! D/L)- 32,9% R- 40% beams; 60% columns R= 12,0% Reduced live load; L = 35.2 psf Columns (2 or more floors) KLL ' Tributary Aiea Aj ' Reduced live load: L = 4 500 sf 23.4 psf R = 28.0° !> Reduced live load; L = 28.8 psf Mark E. DeardortT, Structural Engineer 16437 Roca Drive San Diego, CA, Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATED BY MED CHECKED BY SHEET NO. DATE 8/5'09 DATE Code: wv\^v. stru ware, com CODE SUMiMARY International Buildina Code 2006 Live Loads: Roof ,Au'nins,s and canop\.s Floor Stairs & Exitwavs Balcony Deck Mechanical Partitions 0 to 200 sf 20 psf 200 lo 600 sf: 23.4 - 0.0195.\rea. but nol less lhan I 2 psf over 600 sf 12 psf 5 psf 40 psf 40 psf 60 psf N. ,\ 15 psf Dead Loads: Floor Roof Roof Snow Loads: Design Roof Snow load Flal Roof Snow Load Ground Snow Load Rain on Snow Surcharge Snow Exposure Factor Importance Factor Thermal Factor Sloped-roof Factor Wind Desiqn Data: Basic Wind speed Mean Roof Hi (h) Building Categoiy Importance Factor E,xposui"e Categoiv Enclosure Classif Intemal pres.surc Coef Directionality (Kd) Earthquake Desiqn Data: Occupancy Category: Importance Factor Mapped spectral response 17.0 psf 29.9 psf Pf = Pa = Ce Ct - Cs - 0,0 psf 0.0 psf 0,0 psf 0.0 psf 1,00 1.00 1,00 1.00 accelerations Site Class Spectral Response Coef, Seismic Design Calegop. Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef. Response Modification Faclor ,\naivsis Procedure 85 mph 18.0 ft n 1.00 B Enclosed Building I,'-O.l 8 0.85 II 1 = 1,00 Ss - 111,20 %g Sl - 40.80 "bg D Sds - 0.782 Sdl - 0.43,? D = Bearing Wall Systems = Light frame vvalls with shear panels - wood slnjctura] panels sheet steel panels \ = 0,120\V Cs = 0.120 R = 6.5 = Equivalent Lateral-Force ,\nalysis Mark E. DeardortT, Structura! Engineer 16437 Roca Dri\ e San Diego, C.\ Voice 760-445-8869 Facsimile 858-683-2000 JOB TITLE Padilla Residence JOB NO. 09006-000 CALCULATEDBY MED CHECKED BY SHEET NO. DATE 8 5/09 DATE CODE SUMMARY- continued Component and cladding wind pressures C&C .90 feel vvvvvv.struvvare.oom Roof Surface Pressure (psf) .\iea 10 sf 1 50 sf 1 IOO sf Negativ e Zone 1 -11.9 -U.I -10.8 Xegati\ e Zone 2 -20,7 -16.9 -15.2 N"egati\-e Zone -30.6 -26.0 -24.0 Positix e ,A11 Zones 1 0.0 IO.O 10.0 Ov erhang Zone 2 -24.2 -24 2 -24,2 Ov erhang Zone 3 -40.8 -31.5 -27,5 Wall Surface Pressure (psO ,\rea 10 sf 1 100 sf 1 500 sf Negative Zone 4 -14.1 -12'' -10.8 Negative Zone 5 -17.4 -1-^.5 -10.8 Positive Zone 4 & 5 13.0 11.1 10.0 Parapet Solid Parapet Pressure (psf) ,\i-ea 10 sf 100 sf 500 sf C,A.SE .\: Interior zone IO.O JO.O 10.0 C omer zoriw 10.0 10 0 10 0 CASEB: Interior zone -10.0 -10.0 -10.0 Comer zone -10.0 -10.0 -10.0 Project Name = Padilla Residence Conterminous 48 States 2006 International Building Code Latitude = 33,0972 Longitude = -117,249759 Spectral Response Accelerations Ss and S1 Ss and SI = Mapped Spectral Acceleration Values Site Class B- Fa = 1,0.Fv= 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.122 (Ss, Site Class B) J •4- fH fS: • - -2.4} •4 fit'I fv. •'4 -.4 • // A" fi BEST COPY t S: BEST COPY JZs^..... ( or. . -^c -f S' I /(•• L/ < -:7 4 ,— X BEST COPY H £^ 24 'A, 5a- 1 eSTCOPY ' 'v m 9 '1, S ' ^\ f. ss BEST COPY D r: f-'t-' V n- 4. i/v. sot' ^ ^ cry i 4q c; i^'v-' S ' 2A. I. 9 •1 U- 4- t,i 2 ft BESTGOPY /AJ Z n I 7 ^3 1' .1 I. ^ lESTCOPY F£' IB S I . / yj A - "2.- 5 < c J 'U I f ,.>• 1^' structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-1 BDRM 4 BALCONY BM Prepared by: JNV Date: 8/16/09 Selection 6x 12 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4,6 in ^ R2=4.dln^ (1.5) DL Defl= 0.47in Data Beam Span 16,0 ft Reaction 1 LL 960 # Reaction 2 LL 960 # Beam Wt per ft 15,37 # Reaction 1 TL 2859 # Reaction 2 TL 2859 # Bm Wt Included 246 # Maximum V 2859 # Max Moment 11436'# Max V(Reduced) 2516# TL Max Defl L/240 TL Actual Defl L/306 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (In^) Shear (in^) TL Defl (in) LL Defl Actual 121,23 63,25 0.63 0.16 Critical 84,45 17.76 0.80 0.53 Status OK OK OK OK Ratio 70% 28% 79% 30% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1625 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Cfl Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 120 Uniform TL: 342 = A Uniform Load A Rl =2859 R2 = 2859 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamCtiek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-1 ALTERNATE BDRM 4 BALCONY BM Date; 8/19/09 Selection 3-1/2X 11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.4 in ^ R2= 4.4 in= (1.5) DL Defl= 0.53 in Data Beam Span 16.0 ft Reaction 1 LL 960 # Reaction 2 LL 960 # Beam Wt per ft 12.99 # Reaction 1 TL 2840 # Reaction 2 TL 2840 # Bm Wt Included 208 # Maximum V 2840 # Max Moment 11360'# Max V(Reduced) 2489 # TL Max Defl L/240 TL Actual Defl L/270 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (In^) Shear (In^) TL Defl (in) LL Defl Actual 82.26 41.56 0.71 0.18 Critical 37.56 10.30 0.80 0.53 Status OK OK OK OK Ratio 46% 25% 89% 34% Fb (psi) Fv (psi) E (psi x mil) Fcj. (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3629 363 2.0 650 Adiustments CF Size Factor 1.001 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 120 Uniform TL; 342 = A Uniform Load A R1 = 2840 R2 = 2840 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. structural Design Calculations BeamCtiek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-2 BDRM 4 HEADER Prepared by; JNV Date; 8/16/09 Selection 6x6 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.5in ' R2=2.5in^ (1.5)DLDefi= 0.11 in Data Beam Span 6.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 7.35 # Reaction 1 TL 1537# Reaction 2 TL 1537 # Bm Wt Included 44 # Maximum V 1537 # Max Moment 2306 '# Max V (Reduced) 1302 # TL Max Defl L/240 TL Actual Defl L/451 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 27,73 30.25 0.16 0.05 Critical 18.44 9.19 0.30 0.20 Status OK OK OK OK Ratio 67% 30% 53% 24% Fb (psi) Fv (psi) E (psi X mil) Fci. (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress 1.000 1.25 1.00 1.25 N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 200 Uniform TL: 505 = A Uniform Load A R1 =1537 R2 = 1537 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. Structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-3 BDRM 4 BA HDR Prepared by; JNV Date; 8/16/09 Selection 4x4 DF North #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 1.0 in = R2=1.0in^ (1.5)DLDefl= 0.06 in Data Beam Span 3.5 ft Reaction 1 LL 210 # Reaction 2 LL 210# Beam Wt per ft 2.98 # Reaction 1 TL 604 # Reaction 2 TL 604 # Bm Wt Included 10# Maximum V 604 # Max Moment 528 '# Max V (Reduced) 503 # TL Max Defl L/240 TL Actual Defl L/545 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defi Actual 7.15 12.25 0.08 0.02 Critical 3.98 3.35 0,18 0.12 Status OK OK OK OK Ratio 56% 27% 44% 17% Fb (psi) Fv (psi) E (psi X mil) Fc± (psi) Values Reference Values 850 180 1.6 625 Adjusled Values 1594 225 1.6 625 Adiustments CF Size Factor 1.500 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 120 Uniform TL; 342 = A Uniform Load A Rl =604 R2 = 604 SPAN = 3.5 FT Uniform and partial uniform loads are Ibs per lineal ft. structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg tt 3039-67053 PADILLA RESIDENCE RB-4 BATH 4 FL BM Prepared by; JNV Date; 8/16/09 Selection Conditions 6x8 DF North #1 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=3.5in= R2=3.5in= (1.5)DLDefl= 0.18 in Dafa Beam Span 8.5 ft Reaction 1 LL 850 # Reaction 2 LL 850 # Beam Wt per ft 10.02 # Reaction 1 TL 2189 # Reaction 2 TL 2189# Bm Wt Included 85 # Maximum V 2189 # Max Moment 4651 '# Max V (Reduced) 1867 # TL Max Defl L/240 TL Actual Defl L/400 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in=) TL Defl (in) LL Defl Actual 51.56 41.25 0.25 0.08 Critical 37.21 13.18 0.43 0.28 Status OK OK OK OK Ratio 72% 32% 60% 27% Fb (psi) Fv (psi) E (psi X mil) Fc_L (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 200 Uniform TL; 505 = A Uniform Load A Rl =2189 R2 = 2189 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg tt 3039-67053 PADILLA RESIDENCE RB-5 BDRM 3 FL BM Date; 8/19/09 Selection Conditions 3-1/2X 11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area Rl = 2.6 in^ R2= 2.6 in^ (1.5) DL Defl= 0.43 in Data Beam Span 16.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 12.99 # Reaction 1 TL 1704# Reaction 2 TL 1704# Bm Wt Included 208 # Maximum V 1704# Max Moment 12096'# Max V (Reduced) 1656# TL Max Defl L/240 TL Actual Defl L/314 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 82.26 41,56 0,61 0,18 Critical 39.99 6,85 0.80 0,53 Status OK OK OK OK Ratio 49% 16% 76% 34% Fb (psi) Fv (psi) E (psi X mil) Fc_L (psi) Values Reference Values 2900 290 2,0 650 Adjusted Values 3629 363 2.0 650 Adiustments CF Size Factor 1.001 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1 OOOO Rb = 0,00 Le = 0.00 Ft Loads Uniform TL; 35 = A Point LL Point TL Distance 1200 B = 2640 8.0 Pt loads; Uniform Load A Rl =1704 R2 = 1704 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek 1/2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-6 BDRM 3 HDR Date; 8/19/09 Selection 6x8 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.0in ' R2=3.0in^ (1.5)DLDefl= 0.26 in Data Beam Span 10.0 ft Reaction 1 LL 700 # Reaction 2 LL 700 # Beam Wt per ft 10.02 # Reaction 1 TL 1875 # Reaction 2 TL 1875 # Bm Wt Included 100 # Maximum V 1875# Max Moment 4688 '# Max V (Reduced) 1641 # TL Max Defl L/240 TL Actual Defl L/336 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 51.56 41.25 0.36 0.10 Critical 37.50 11.58 0.50 0.33 Status OK OK OK OK Ratio 73% 28% 72% 30% Fb (psi) Fv (psi) E (psi X mil) FcJ_ (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1,6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Loads Uniform LL; 140 Uniform TL; 365 = A Uniform Load A Rl =1875 R2 = 1875 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg it 3039-67053 PADILLA RESIDENCE RB-7 FOYER FL BM Prepared by; JNV Date; 8/16/09 Selection 10-3/4x22-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 18.4 in^ R2= 18.4 in^ (1.5) DL Defl= 0.87 in Recom Camber= 1.31 in Data Beam Span 28.0 ft Reaction 1 LL 3800 # Reaction 2 LL 3800 # Beam Wt per ft 58.78 # Reaction 1 TL 11973# Reaction 2 TL 11973# Bm Wt Included 1646 # Maximum V 11973# Max Moment 142260 '# Max V (Reduced) 11488# TL Max Defl L/240 TL Actual Defl L/281 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in=) TL Defl (in) LL Defl Actual 907.03 241.88 1.20 032 Critical 671.60 57.44 1.40 0.93 Status OK OK OK OK Ratio 74% 24% 86% 35% Fb (psi) Fv (psi) E (psi x mil) FcJ_ (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2542 300 1.8 650 Miustments Cv Volume 0.847 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL; 200 = A Point LL Point TL Distance 7600 B =16700 14.0 Pt loads; R1 =11973 Uniform Load A R2 = 11973 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg tt 3039-67053 PADILLA RESIDENCE RB-8 FOYER FL BM Prepared by: JNV Date: 8/16/09 Selection 6x10 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.4 in ' R2=2,4in^ (1.5)DLDefl= 0,44 in Data Beam Span 14.0 ft Beam Wt per ft 12.7 # Reaction 1 TL 1489 # Reaction 2 TL 1489 # Bm Wt Included 178 # Maximum V 1489 # Max Moment 5211 '# Max V(Reduced) 1320 # TL Max Defl L/240 TL Actual Defl L/384 Attributes Section (in') Shear (in^) TL Defl (in) Actual 82.73 52.25 0.44 Critical 38.48 9.32 0.70 Status OK OK OK Ratio 47% 18% 63% Fb (psi) Fv (psi) E (psi X mil) Fc± (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1625 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1.00 1.00 Cl Stability 1,0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL; 200 = A Uniform Load A R1 = 1489 R2 =1489 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-9 LIVING RIDGE Prepared by; JNV Date: 8/16/09 Selection Conditions 10x16 DF North #1 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 10.2 in^R2= 10.2 in^ (1.5)DLDefl= 0.45 in Dafa Beam Span 20.0 ft Reaction 1 LL 2400 # Reaction 2 LL 2400 # Beam Wt per ft 35.78 # Reaction 1 TL 6358 # Reaction 2 TL 6358 # Bm Wt Included 716 # Maximum V 6358 # Max Moment 31789'# Max V (Reduced) 5537 # TL Max Defl L/240 TL Actual Defl L/378 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 380.40 147,25 0.64 0.18 Critical 242.51 39,08 1.00 0.67 Status OK OK OK OK Ratio 64% 27% 64% 27% Fb (psi) Fv (psi) E (psi X mil) Fcj. (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1573 213 1.6 625 Adjustments CF Size Factor 0,968 Cd Duration 1,25 1,25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 240 Uniform TL; 600 = A Uniform Load A R1 = 6358 R2 = 6358 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. structural Design Calculations BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-10 LIVING HDR Prepared by; JNV Date; 8/16/09 Selection 5-1/4x 11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft 1 Conditions NDS 2005 Min Bearing Area R1=7,5in' R2= 7.5 in^ (1.5) DL Defl= 0.26 in Data Beam Span 10.5 ft Reaction 1 LL 1200# Reaction 2 LL 1200 # Beam Wt per ft 19.48 # Reaction 1 TL 4856 # Reaction 2 TL 4856 # Bm Wt Included 205 # Maximum V 4856 # Max Moment 21093 '# Max V (Reduced) 4540 # TL Max Defl L/240 TL Actual Defl L/389 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 123,39 62.34 0.32 0,07 Critical 69,74 18.79 0.53 0.35 Status OK OK OK OK Ratio 57% 30% 62% 19% Fb (psi) Fv (psi) E (psi X mil) Fc± (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3629 363 2.0 650 Adjustments CF Size Factor • 1.001 Cd Duration 1.25 1,25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL; 300 = A Point LL Point TL Distance 2400 B = 6358 5.25 Uniform Load A Pt loads; m / \ / Rl = 4856 SPAN = 10.5 FT R2 = Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-11A MASTER LOGGIA ARCH Date; 8/19/09 Selection 5-1/4X 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5,7 in ' R2=5.7in= (1.5)DLDefl= 0.55 in Data Beam Span 20,0 ft Reaction 1 LL 1300# Reaction 2 LL 1300# Beam Wt per ft 22.97 # Reaction 1 TL 3730 # Reaction 2 TL 3730 # Bm Wt Included 459 # Maximum V 3730 # Max Moment 18648 '# Max V(Reduced) 3295 # TL Max Defl L/240 TL Actual Defl L/324 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 171,50 73.50 0.74 0.19 Critical 62,80 13.63 1.00 0.67 Status OK OK OK OK Ratio 37% 19% 74% 29% Fb (psi) Fv (psi) E (psi X mil) Fc± (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3563 363 2.0 650 Adjustments CF Size Factor 0.983 Cd Durafion 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 130 Uniform TL; 350 = A Uniform Load A R1 = 3730 R2 = 3730 SPAN = 20 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-1 IB MASTER LOGGIA EXPOSED RIDGE Date; 8/19/09 Selection 8x14 DF North #1 Lu = 0.0 Ft 1 1 Conditions NDS 2005 Min Bearing Area R1=6.5in ^ R2=6.5in^ (1.5)DLDefl= 0.58 in Data Beam Span 20.0 ft Reaction 1 LL 1400 # Reaction 2 LL 1400# Beam Wt per ft 24.6 # Reaction 1 TL 4046 # Reaction 2 TL 4046 # Bm Wt Included 492 # Maximum V 4046 # Max Moment 20230 '# Max V(Reduced) 3591 # TL Max Defl L/240 TL Actual Defl L/306 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 227.81 101.25 0.78 0.20 Critical 151.98 25.35 1,00 0.67 Status OK OK OK OK Ratio 67% 25% 78% 31% Fb (psi) Fv (psi) E (psi X mil) FcJ_ (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1597 213 1.6 625 Adiustments CF Size Factor 0.983 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0,00 Le = 0.00 Ft Loads Uniform LL; 140 Uniform TL; 380 = A Uniform Load A R1 = 4046 R2 = 4046 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-11C MASTER LOGGIA RIDGE SUPPORT Date; 8/19/09 Selection Conditions 3-1/2X 11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 5.1 in^ R2= 5.1 in^ (1.5) DL Defl= 0.40 in Data Beam Span 12.0 ft Reaction 1 LL 700 # Reaction 2 LL 700 # Beam Wt per ft 12.99 # Reaction 1 TL 3301 # Reaction 2 TL 3301 # Bm Wt Included 156 # Maximum V 3301 # Max Moment 15972 '# Max V(Reduced) 3090 # TL Max Defl L/240 TL Actual Defl L/293 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 82.26 41.56 0.49 0.09 Critical 52.81 12.79 0.60 0.40 Status OK OK OK OK Ratio 64% 31% 82% 22% Fb (psi) Fv (psi) E (psi X mil) Fc J_ (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3629 363 2.0 650 Adiustments CF Size Factor 1.001 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL; 200 = A Point LL Point TL Distance 1400 B = 4046 6.0 Pt loads; Uniform Load A B R1 = 3301 R2 = 3301 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. structural Design Calculations BeamChek v2004 licensed to: Villa & Associates Inc. Reg # 701-792 PADILLA RESIDENCE RB-12 MASTER LOGGIA CANTILEVER Prepared by; JNV Date; 8/12/09 Selection 5-1/4X 18 2.0E TJ Paraliam® E.S. PSL Lu = 0.0 Ft Lu @ OH = 0.0 Ft Conditions Overhang, Min Bearing Area R1=4.7in2R2= 28.1 in^ DL Defl -0.01 in Data Beam Span 20.0 ft Reaction 1 LL 1331 # Reaction 2 LL 6319 # Beam Wt per ft 29.53 # Reaction 1 TL 3026 # Reaction 2 TL 18274# Bm Wt Included 945 # Maximum V 10636 # Overhang Length 12.0 ft Max Moment 53030 '# Max V (Reduced) 9345 # Total Beam Length 32.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/324 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 283.50 94.50 0.05 0.06 0.89 0.11 Critical 183.64 38.67 1.00 0.67 1.20 0.80 Status OK OK OK OK OK OK Ratio 65% 41% 5% 9% 74% 14% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Base Values 2900 290 2.0 650 Base Adjusted 3465 363 2.0 650 Adjustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress 0.956 1.25 1.00 1,25 N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Cl Stability @ OH 1.0000 Rb = 0.00 Le g OH = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End F = 1200 (OH) 12.0 210 120 210 1 = 507 7.0 J = 324 0 K = 507 (OH) 0 20.0 20.0 12.0 Pt loads; E R1 = 3026 R2 = 18274 BACKSPAN = 20 FT OH = 12 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BeamChek v2009 licensed to: Villa & Company Reg it 3039-67053 PADILLA RESIDENCE RB-13 MSTR SITTING BM Date; 8/19/09 Selection Conditions 7x 18 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1 = 13.7 in=R2= 13.7 in^ (1.5)DLDefl= 0.73 in Dafa Beam Span 24.0 ft Reaction 1 LL 3600 # Reaction 2 LL 3600 # Beam Wt per ft 39.38 # Reaction 1 TL 8933 # Reaction 2 TL 8933 # Bm Wt Included 945 # Maximum V 8933 # Max Moment 53595 '# Max V(Reduced) 7816 # TL Max Defl L/240 TL Actual Defl L/272 LL Max Defl L/360 LL Actual Defl L/876 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 378.00 126.00 1.06 0.33 Critical 185.59 32.34 1.20 0.80 Status OK OK OK OK Ratio 49% 26% 88% 41% Fb (psi) Fv (psi) E (psi X mil) FcJ_ (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3465 363 2.0 650 Adjustments CF Size Factor 0.956 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 300 Uniform TL; 705 = A Uniform Load A Rl = 8933 R2 = 8933 SPAN = 24 FT Uniform and partial uniform loads are Ibs per lineal ft. Structural Design Calculations BeamChek v2004 licensed to: Villa & Associates Inc. Reg # 701-792 PADILLA RESIDENCE RB-14 MASTER VESTIBUE HDR Prepared by; JNV Date; 8/12/09 Selection 6x 8 DF North #1 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1=3.7in^ R2=3.7in^ DLDefl 0.07 in Data Beam Span 7.0 ft Reaction 1 LL 840 # Reaction 2 LL 840 # Beam Wt per ft 10.02 # Reaction 1 TL 2321 # Reaction 2 TL 2321 # Bm Wt Included 70 # Maximum V 2321 # Max Moment 4061 '# Max V (Reduced) 1906# TL Max Defl L/240 TL Actual Defl L/727 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 51.56 41.25 0.12 0,04 Critical 32.49 13.46 0.35 0,23 Status OK OK OK OK Ratio 63% 33% 33% 18% Fb (psi) Fv (psi) E (psi X mil) Fcj. (psi) Values Base Values 1200 170 1.6 625 Base Adjusted 1500 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1,00 Cl Stability 1.0000 Rb = 0.00 Le = •- 0,00 Ft Kbe = 0,0 Loads Uniform LL; 240 Uniform TL; 653 = A Uniform Load A Rl =2321 R2 = 2321 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. structural Design Calculations BeamChek v2004 licensed to: Villa & Associates Inc. Reg # 701-792 PADILLA RESIDENCE RB-15 HIP SUPPORT BM Prepared by; JNV Date; 8/12/09 Selection Conditions 4x10 DF North #1 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1=2.1 in^ R2=2.1 in^ DLDefl 0.19 in Dafa Beam Span 10.5 ft Reaction 1 LL 300 # Reaction 2 LL 300 # Beam Wt per ft 7.87 # Reaction 1 TL 1321 # Reaction 2 TL 1321 # Bm Wt Included 83 # Maximum V 1321 # Max Moment 5175 '# Max V(Reduced) 1223 # TL Max Defl L/240 TL Actual Defl L/454 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 49.91 32.38 0,28 0.08 Critical 48.70 8.15 0.53 0.35 Status OK OK OK OK Ratio 98% 25% 53% 24% Fb (psi) Fv (psi) E (psi x mil) FcJ. (psi) Values Base Values 850 180 1.6 625 Base Adjusted 1275 225 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform TL; 120 = A Point LL Point TL Distance 600 B = 1300 5.25 Pt loads; R1 = 1321 Uniform Load A B R2 = 1321 SPAN = 10.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RR-2 RAFTERS Date; 8/16/09 Selection Conditions 2x 10 DE North #2 @ 16 in oc Lu = 0.0 Ft NDS 2005, Repetitive Use Min Bearing Area R1= 0.8 in^ R2=0.8in^ (1.5)DLDefl= 0.54 in Dafa Beam Span 16.33 ft Reaction 1 LL 218# Reaction 2 LL 218# Beam Wt per ft 0# Reaction 1 TL 512 # Reaction 2 TL 512 # Bm Wt Included 0# Maximum V 512 # Max Moment 2089 '# Max V (Reduced) 463 # TL Max Defl L/240 TL Actual Defl L/241 LL Max Defl L/360 LL Actual Defl L/728 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 21.39 13.88 0.81 0.27 Critical 18.65 3.09 0.82 0.54 Status OK OK OK OK Ratio 87% 22% 100% 49% Fb (psi) Fv (psi) E (psi X mil) Fcj. (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1344 225 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.25 1.25 Cr Repetiflve 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 27 Uniform TL; 63 = A Uniform Load A Rl = 512 R2 = 512 SPAN = 16.33 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-16 BDRM4FLBM Date; 8/19/09 Selection 6x10 DF North #1 Lu = 0.0 Ft 1 1 Conditions NDS 2005 Min Bearing Area R1=5.6in ^ R2=5.6in^ (1.5)DLDefl= 0.12 in Data Beam Span 8.0 ft Reaction 1 LL 1360 # Reaction 2 LL 1360# Beam Wt per ft 12.7 # Reaction 1 TL 3503 # Reaction 2 TL 3503 # Bm Wt Included 102 # Maximum V 3503 # Max Moment 7006 '# Max V(Reduced) 2810 # TL Max Defl L/240 TL Actual Defl L/574 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in^) Shear (in^) TL Defl (in) LL Defl Actual 82.73 52.25 0.17 0.05 Critical 51.73 19.83 0.40 0.27 Status OK OK OK OK Ratio 63% 38% 42% 19% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 1300 170 1.6 625 Adjusted Values 1625 213 1,6 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1,25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Loads Uniform LL; 340 Uniform TL; 863 = A Uniform Load A R1 = 3503 R2 = 3503 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek 1/2009 licensed to: Villa & Company Reg it 3039-67053 PADILLA RESIDENCE RB-17 GARAGE FL BM Date; 8/19/09 Selection Conditions 5-1/4x 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=9,0in^ R2=9.0in=' (1.5) DL Defl= 0.65 in Dafa Beam Span 21.5 ft Reaction 1 LL 2365 # Reaction 2 LL 2365 # Beam Wt per ft 26.25 # Reaction 1 TL 5840 # Reaction 2 TL 5840 # Bm Wt Included 564 # Maximum V 5840 # Max Moment 31390'# Max V (Reduced) 5116 # TL Max Defl L / 240 TL Actual Defl L / 273 LL Max Defl L/360 LL Actual Defl L/876 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 224.00 84.00 0,94 0,29 Critical 107,29 21.17 1,08 0.72 Status OK OK OK OK Ratio 48% 25% 88% 41% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3511 363 2.0 650 Adjustments CF Size Factor 0,969 Cd Duration 1,25 1.25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1.00 1.00 Cl Stability 1,0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 220 Uniform TL; 517 Uniform Load A R1 = 5840 R2 = 5840 SPAN = 21.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek 1/2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-18 GARAGE FL BM Date; 8/19/09 Selection Conditions 3-1/2X 11-1/4 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 3.1 in^ R2= 3.1 in= (1.5) DL Defl= 0.41 in Dafa Beam Span 14.0 ft Reaction 1 LL 715 # Reaction 2 LL 715# Beam Wt per ft 12.3 # Reaction 1 TL 2011 # Reaction 2 TL 2011 # Bm Wt Included 172 # Maximum V 2011 # Max Moment 12919 •# Max V (Reduced) 1967# TL Max Defl L/240 TL Actual Defl L/288 LL Max Defl L/360 LL Actual Defl L/997 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 73.83 39.38 0,58 0.17 Critical 42.46 8,14 0.70 0.47 Status OK OK OK OK Ratio 58% 21% 83% 36% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3651 363 2.0 650 Adiustments CF Size Factor 1,007 Cd Duration 1,25 1.25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1.00 1.00 Cl Stability 1,0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL; 35 = A Point LL Point TL Distance 1430 B = 3360 7.0 Pt loads; Uniform Load A Rl= 2011 R2 = 2011 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed fo: Villa & Company Reg it 3039-67053 PADILLA RESIDENCE RB-19 GARAGE CEILING BM Date; 8/19/09 Selection 7x 18 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 12.3 in^' R2=12.3in= (1.5) DL Defl= 0.80 in Data Beam Span 23.0 ft Reaction 1 LL 2805 # Reaction 2 LL 2805 # Beam Wt per ft 39.38 # Reaction 1 TL 8001 # Reaction 2 TL 8001 # Bm Wt Included 906 # Maximum V 8001 # Max Moment 68576 '# Max V (Reduced) 7469 # TL Max Defl L/240 TL Actual Defl L/252 LL Max Defl L/360 LL Actual Defl L/926 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 378.00 126.00 1.09 0.30 Critical 237.47 30.91 1.15 0.77 Status OK OK OK OK Ratio 63% 25% 95% 39% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3465 363 2.0 650 Adjustments CF Size Factor 0956 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 110 Uniform TL; 315 = A Point LL Point TL Distance 3080 B = 7851 11.5 Pt loads; Uniform Load A R1 = 8001 R2 = 8001 SPAN = 23 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE GARAGE DOOR HDR RB-20 Date; 8/19/09 Selection 5-1/4X 9-1/4 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 13.1 in^ R2=4,9in^ (1,5)DLDefl= 0.25 in Data Beam Span 9.0 ft Reaction 1 LL 3013 # Reaction 2 LL 1143# Beam Wt per ft 15.18 # Reaction 1 TL 8536 # Reaction 2 TL 3202 # Bm Wt Included 137 # Maximum V 8536 # Max Moment 12401 '# Max V (Reduced) 8216 # TL Max Defl L/240 TL Actual Defl L/320 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 74.87 48.56 0,34 0.09 Critical 39.88 34.00 0,45 0.30 Status OK OK OK OK Ratio 53% 70% 75% 30% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3731 363 2.0 650 Adjustments CF Size Factor 1.029 Cd Duration 1.25 1,25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 ^b = 0.00 Le = 0.00 Ft Loads Uniform LL; 150 Uniform TL; 400 = A \ Point LL Point TL Distance 2805 B = 8001 1,5 Pt loads; Rl Uniform Load A B^ / \ 8536 R2 = 3202 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE RB-21 GARAGE DOOR HDR Date; 8/19/09 Selection 6x 8 DF North #1 Lu = 0,0 Ft Conditions NDS 2005 Min Bearing Area R1=3.0 ir ^ R2=3.0in^ (1.5)DLDefl= 0.19 in Data Beam Span 9.0 ft Reaction 1 LL 675 # Reaction 2 LL 675 # Beam Wt per ft 10.02 # Reaction 1 TL 1845# Reaction 2 TL 1845# Bm Wt Included 90 # Maximum V 1845# Max Moment 4151 '# Max V (Reduced) 1589# TL Max Defl L/240 TL Actual Defl L/420 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 51.56 41.25 0.26 0,07 Critical 33.21 11.22 0.45 0.30 Status OK OK OK OK Ratio 64% 27% 57% 24% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1,6 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 1.00 Cl Stability 1.0000 Rb = 0,00 Le = 0,00 Ft Loads Uniform LL; 150 Uniform TL; 400 = A Uniform Load A R1 = 1845 R2 = 1845 SPAN = 9 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg it 3039-67053 PADILLA RESIDENCE RB-22 GARAGE WINDOW HDR Date; 8/19/09 Selection 6x 6 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 1.8 in "R2=1.8in^ (1,5) DL Defl= 0,14 in Data Beam Span 7.0 ft Reaction 1 LL 420 # Reaction 2 LL 420 # Beam Wt per ft 7.35 # Reaction 1 TL 1135# Reaction 2 TL 1135# Bm Wt Included 51 # Maximum V 1135# Max Moment 1987 •# Max V (Reduced) 987 # TL Max Defl L/240 TL Actual Defl L/445 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 27.73 30,25 0,19 0.05 Critical 15.89 6,96 0.35 0.23 Status OK OK OK OK Ratio 57% 23% 54% 23% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adjustments CF Size Factor 1,000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1.0000 Rb = 0,00 Le = 0.00 Ft Loads Uniform LL; 120 Uniform TL; 317 = A Uniform Load A R1 = 1135 R2 = 1135 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg if 3039-67053 PADILLA RESIDENCE FB-1 CANTILEVER SUPPORT Date; 8/19/09 Selection Conditions 5-1/4x 11-1/4 2.0E TJ Paraliam W.S. PSL Lu = 0,0 Ft NDS 2005 Min Bearing Area R1=7,6in^ R2=7,6in" (1,5)DLDefl= 0,24 in Data Beam Span 15,0 ft Reaction 1 LL 3600 # Reaction 2 LL 3600 # Beam Wt per ft 18,46 # Reaction 1 TL 4938 # Reaction 2 TL 4938 # Bm Wt Included 277 # Maximum V 4938 # Max Moment 18519 •# Max V (Reduced) 4321 # TL Max Defl L/240 TL Actual Defl L/264 LL Max Defl L/360 LL Actual Defl L/411 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 110,74 59,06 0.68 0.44 Critical 76,08 22,35 0.75 0.50 Status OK OK OK OK Ratio 69% 38% 91% 88% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2921 290 2.0 650 Adjustments CF Size Factor 1,007 Cd Duration 1,00 1.00 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 480 Uniform TL; 640 = A Uniform Load A R1 =4938 R2 = 4938 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-2 BALCONY BEAM Date; 8/19/09 Selection Conditions 5-1/4X 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=7.3in" R2=7.3in" (1.5)DLDefl= 0.36 in Data Beam Span 19.0 ft Reaction 1 LL 2850 # Reaction 2 LL 2850 # Beam Wt per ft 22.97 # Reaction 1 TL 4731 # Reaction 2 TL 4731 # Bm Wt Included 436 # Maximum V 4731 # Max Moment 22471 '# Max V (Reduced) 4150 # TL Max Defl L/240 TL Actual Defl L/313 LL Max Defl L/360 LL Actual Defl L/623 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 171.50 73.50 0.73 0,37 Critical 94.59 21.46 0.95 0,63 Status OK OK OK OK Ratio 55% 29% 77% 58% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2,0 650 Adjusted Values 2851 290 2,0 650 Adiustments CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Loads Uniform LL; 300 Uniform TL; 475 = A Uniform Load A Rl =4731 R2 = 4731 SPAN = 19 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-3 DROP HDR Date; 8/19/09 Selection Conditions 5-1/4X 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 12.7 in^R2= 12.7 in" (1.5) DL Defl= 0.18 in Dafa Beam Span 14.0 ft Reaction 1 LL 5880 # Reaction 2 LL 5880 # Beam Wt per ft 22.97 # Reaction 1 TL 8246 # Reaction 2 TL 8246 # Bm Wt Included 322 # Maximum V 8246 # Max Moment 28860 •# Max V (Reduced) 6871 # TL Max Defl L/240 TL Actual Defl L/347 LL Max Defl L/360 LL Actual Defl L/556 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 171.50 73.50 0,48 0,30 Critical 121.48 35.54 0,70 0,47 Status OK OK OK OK Ratio 71% 48% 69% 65% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustments CF Size Factor 0,983 Cd Duration 1,00 1,00 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1.00 1,00 Cl Stability 1 OOOO Rb = 0,00 Le = 0,00 Ft Loads Uniform LL; 840 Uniform TL; 1155 =A Uniform Load A R1 = 8246 R2 = 8246 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-4 FLOOR FL BM Date; 8/19/09 Selection Conditions 7x 14 2.0E TJ Paraliam W.S. PSL Lu = 0,0 Ft NDS 2005 Min Bearing Area Rl: 10.1 in" R2=6.0in" (1.5) DL Defl= 0.59 in Dafa Beam Span 18.0 ft Reaction 1 LL 2053 # Reaction 2 LL 1387# Beam Wt per ft 30.63 # Reaction 1 TL 6593 # Reaction 2 TL 3929 # Bm Wt Included 551 # Maximum V 6593 # Max Moment 37094 '# Max V (Reduced) 6429 # TL Max Defl L/240 TL Actual Defl L/284 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 228.67 98.00 0,76 0.17 Critical 156.15 33,25 0.90 0.60 Status OK OK OK OK Ratio 68% 34% 84% 29% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2,0 650 Adjusted Values 2851 290 2.0 650 Adiustments CF Size Factor 0,983 Cd Duration 1,00 1.00 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1.00 1.00 Cl Stability 1 OOOO Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 80 Uniform TL; 110 = A Point LL Point TL Distance 2000 B = 7991 6.0 Pt loads; Uniform Load A R1 =6593 R2 = 3929 SPAN = 18 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg if 3039-67053 PADILLA RESIDENCE FB-5 KITCHEN FL BM Date; 8/19/09 Selection Conditions 10-3/4x18 GLB 24F-V4 DF/DF Lu = 0,0 Ft NDS 2005 Min Bearing Area Rl = 20,8 in" R2= 20,8 in" (1,5) DL Defl= 0.48 in Recom Camber= 0.73 in Dafa Beam Span 24.0 ft Reaction 1 LL 8640 # Reaction 2 LL 8640 # Beam Wt per ft 47.02 # Reaction 1 TL 13524# Reaction 2 TL 13524# Bm Wt Included 1128 # Maximum V 13524# Max Moment 81145 '# Max V (Reduced) 11834# TL Max Defl L/240 TL Actual Defl L/273 LL Max Defl L/360 LL Actual Defl L/505 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 580.50 193.50 1.05 0.57 Critical 461.12 73.96 1.20 0.80 Status OK OK OK OK Ratio 79% 38% 88% 71% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2112 240 1.8 650 Adiustments Cv Volume 0.880 Cd Duration 1.00 1.00 Cr Repefltive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 720 Uniform TL; 1080 =A Uniform Load A R1 =13524 R2 = 13524 SPAN = 24 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg ft 3039-67053 PADILLA RESIDENCE FB-6 KITCHEN HDR Date; 8/19/09 Setecffon 5-1/4x 11-7/8 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 12.0 in" R2=12.0in" (1.5) DL Defl= 0.08 in Data Beam Span 7.0 ft Reaction 1 LL 4320 # Reaction 2 LL 4320 # Beam Wt per ft 19.48 # Reaction 1 TL 7793 # Reaction 2 TL 7793 # Bm Wt Included 136 # Maximum V 7793 # Max Moment 25471 •# Max V(Reduced) 7501 # TL Max Defl L/240 TL Actual Defl L/562 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 123.39 62,34 0.15 0.07 Criflcal 105.27 38,80 0.35 0.23 Status OK OK OK OK Ratio 85% 62% 43% 31% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2903 290 2.0 650 Adjustments CF Size Factor 1,001 Cd Duration 1,00 1.00 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1.00 1.00 Cl Stability 1,0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL; 275 = A Point LL Point TL Distance 8640 B =13524 3.5 Pt loads; Uniform Load A R1 = 7793 R2 = 7793 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-7 DINING FL BM Date; 8/19/09 Selection Conditions 3-1/2X 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=10.8in" R2=9.8in" (1.5)DLDefl= 0.42 in Dafa Beam Span 16.0 ft Reaction 1 LL 3361 # Reaction 2 LL 3099 # Beam Wt per ft 17.5 # Reaction 1 TL 7000 # Reaction 2 TL 6400 # Bm Wt Included 280 # Maximum V 7000 # Max Moment 27773 '# Max V (Reduced) 6017 # TL Max Defl L/240 TL Actual Defl L/283 LL Max Defl L/360 LL Actual Defl L/742 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 149.33 56.00 0.68 0.26 Critical 118.66 31.12 0.80 0.53 Status OK OK OK OK Ratio 79% 56% 85% 48% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2,0 650 Adjusted Values 2809 290 2,0 650 Adjustments CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 360 Uniform TL; 720 = A Point LL Point TL Distance 700 B = 1600 5,0 Pt loads; Uniform Load A B Rl = 7000 R2 = 6400 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg It 3039-67053 PADILLA RESIDENCE FB-8 DINING FL BM Date; 8/19/09 Selection 7x 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=6.4 in " R2= 6.4 in" (1.5) DL Defl= 0.27 in Data Beam Span 16.0 ft Reaction 1 LL 1040# Reaction 2 LL 1040# Beam Wt per ft 30.63 # Reaction 1 TL 4165 # Reaction 2 TL 4165 # Bm Wt Included 490 # Maximum V 4165 # Max Moment 16660'# Max V (Reduced) 3558 # TL Max Defl L/240 TL Actual Defl L/583 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 228.67 98.00 0.33 0.06 Crifical 70.13 18.40 0.80 0.53 Status OK OK OK OK Ratio 31% 19% 41% 11% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustments CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 130 Uniform TL; 490 = A Uniform Load A Rl =4165 R2 = 4165 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg ft 3039-67053 PADILLA RESIDENCE FB-9 POWDER HDR Date; 8/19/09 Selection Conditions 6x8 DF North #1 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=4.2in" R2=4.2in" (1.5)DLDefl= 0.03 in Dafa Beam Span 5.0 ft Reaction 1 LL 1650 # Reaction 2 LL 1650# Beam Wt per ft 10.02 # Reaction 1 TL 2613 # Reaction 2 TL 2613 # Bm Wt Included 50 # Maximum V 2613 # Max Moment 3266 '# Max V (Reduced) 1959# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 51.56 41.25 0.06 0.03 Critical 32.66 17.29 0.25 017 Status OK OK OK OK Ratio 63% 42% 22% 18% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1200 170 1.6 625 Adjustments CF Size Factor 1.000 Cd Duraflon 1.00 1,00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1.0000 Rb = 0,00 Le = 0.00 Ft Loads Uniform LL; 660 Uniform TL; 1035 =A Uniform Load A Rl =2613 R2 = 2613 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg ft 3039-67053 PADILLA RESIDENCE FB-10 STAIRWELL BM Date: 8/19/09 Selection Conditions 3-1/2X 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 13.5 in"R2= 13.5 in" (1.5) DL Defl= 0.30 in Dafa Beam Span 13.0 ft Reaction 1 LL 3900 # Reaction 2 LL 3900 # Beam Wt per ft 17.5 # Reaction 1 TL 8746 # Reaction 2 TL 8746 # Bm Wt Included 228 # Maximum V 8746 # Max Moment 28424 '# Max V (Reduced) 6952 # TL Max Defl L/240 TL Actual Defl L/338 LL Max Defl L/360 LL Actual Defl L/968 Attributes Secflon (in') Shear (in") TL Defl (in) LL Defl Actual 149.33 56.00 0.46 0.16 Critical 121.44 35.96 0.65 0.43 Status OK OK OK OK Ratio 81% 64% 71% 37% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adjustments CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 600 Uniform TL; 1328 Uniform Load A Rl = 8746 R2 = 8746 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-11 STAIRWELL HDR Date; 8/19/09 Selection 6x 8 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.5 in " R2=2.5in" (1.5) DL Defl= 0.22 in Data Beam Span 10.0 ft Reaction 1 LL 550 # Reaction 2 LL 550 # Beam Wt per ft 10.02 # Reaction 1 TL 1550# Reaction 2 TL 1550 # Bm Wt Included 100 # Maximum V 1550 # Max Moment 3875 '# Max V (Reduced) 1356 # TL Max Defl L/240 TL Actual Defl L/403 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Secflon (in') Shear (in") TL Defl (in) LL Defl Actual 51.56 41.25 0.30 0,08 Criflcal 38.75 11.97 0,50 0.33 Status OK OK OK OK Ratio 75% 29% 60% 24% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1200 170 1.6 625 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1,00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1.0000 Rb = 0,00 Le = 0.00 Ft Loads Uniform LL; 110 Uniform TL; 300 = A Uniform Load A Rl =1550 R2 = 1550 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-12 STAIR BALCONY BM Date; 8/19/09 Selection Conditions 2-11/16x 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=3.6in" R2=3.6in" (1.5)DLDefl= 0.09 in Dafa Beam Span 13.0 ft Reaction 1 LL 1300# Reaction 2 LL 1300# Beam Wt per ft 13.44 # Reaction 1 TL 2362 # Reaction 2 TL 2362 # Bm Wt Included 175 # Maximum V 2362 # Max Moment 7678 '# Max V (Reduced) 1878# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Secfion (in') Shear (in") TL Defl (in) LL Defl Actual 114.67 43.00 0,16 0,07 Critical 32.80 9.71 0,65 0,43 Status OK OK OK OK Ratio 29% 23% 24% 16% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2,0 650 Adjustments CF Size Factor 0.969 Cd Duraflon 1.00 1,00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1,00 1,00 Cl Stability 1 OOOO Rb = 0,00 Le = 0,00 Ft Loads Uniform LL; 200 Uniform TL; 350 = A Uniform Load A R1 = 2362 R2 = 2362 SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg ft 3039-67053 PADILLA RESIDENCE FB-13 STAIR BALCONY BM Date: 8/19/09 Selection 5-1/4x 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 8.3 in" R2= 8.7 in" (1.5) DL Defl= 0.44 in Data Beam Span 20.0 ft Reaction 1 LL 2835 # Reaction 2 LL 2965 # Beam Wt per ft 26.25 # Reacflon 1 TL 5406 # Reaction 2 TL 5643 # Bm Wt Included 525 # Maximum V 5643 # Max Moment 28828 '# Max V (Reduced) 5221 # TL Max Defl L/240 TL Actual Defl L/315 LL Max Defl L/360 LL Actual Defl L/738 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 224.00 84.00 0.76 0.32 Critical 123.16 27.00 1.00 0.67 Status OK OK OK OK Raflo 55% 32% 76% 49% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiustments CF Size Factor 0.969 Cd Duraflon 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 160 Uniform TL; 290 = A Point LL Point TL Distance 1300 B = 2362 6.0 1300 C = 2362 15.0 Pt loads; Uniform Load A | @ 1 Rl = 5406 R2 = 5643 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg ft 3039-67053 PADILLA RESIDENCE FB-14 LIVINGROOM BALCONY BM Date; 8/19/09 Selection Conditions 3-1I2X 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 8.1 in" R2= 7.7 in" (1.5) DL Defl= 0.25 in Dafa Beam Span 18.0 ft Reaction 1 LL 3962 # Reacflon 2 LL 3818# Beam Wt per ft 17.5 # Reaction 1 TL 5250 # Reaction 2 TL 4987 # Bm Wt Included 315 # Maximum V 5250 # Max Moment 28000 '# Max V (Reduced) 4666 # TL Max Defl L/240 TL Actual Defl L/301 LL Max Defl L/360 LL Actual Defl L/462 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 149.33 56.00 0.72 0.47 Critical 119.63 24.14 0.90 0.60 Status OK OK OK OK Raflo 80% 43% 80% 78% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adiustments CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 360 Uniform TL; 420 = A Point LL Point TL Distance 1300 B = 2362 8.0 Pt loads; Uniform Load A Rl = 5250 R2 = 4987 SPAN = 18 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek 1/2009 licensed to: Villa & Company Reg it 3039-67053 PADILLA RESIDENCE FB-15 GUEST ROOM FL BM Date; 8/19/09 Selection Conditions 5-1/4X 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 16.3 in"R2= 16.3 in" (1.5)DLDefl= 0.45 in Data Beam Span 16.0 ft Reaction 1 LL 4800 # Reaction 2 LL 4800 # Beam Wt per ft 26.25 # Reacflon 1 TL 10578# Reaction 2 TL 10578# Bm Wt Included 420 # Maximum V 10578# Max Moment 42312'# Max V (Reduced) 8815 # TL Max Defl L/240 TL Actual Defl L/278 LL Max Defl L/360 LL Actual Defl L/779 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 224.00 84.00 0.69 0.25 Critical 180.77 45.59 0.80 0.53 Status OK OK OK OK Raflo 81% 54% 86% 46% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2.0 650 Adjustments CF Size Factor 0.969 Cd Duraflon 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 600 Uniform TL; 1296 Uniform Load A Rl = 10578 R2 = 10578 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg it 3039-67053 PADILLA RESIDENCE FB-16 GUEST HDR Date: 8/19/09 Selection 6x8 DF North #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.8 in" R2= 3.8 in" (1.5) DL Defl= 0.10 in Dafa Beam Span 7.0 ft Reaction 1 LL 980 # Reaction 2 LL 980 # Beam Wt per ft 10.02 # Reacflon 1 TL 2380 # Reaction 2 TL 2380 # Bm Wt Included 70 # Maximum V 2380 # Max Moment 4165 '# Max V (Reduced) 1955# TL Max Defl L/240 TL Actual Defl L/548 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Secflon (in') Shear (in") TL Defl (in) LL Defl Actual 51.56 41.25 0.15 0.05 Critical 41.65 17.25 0.35 0.23 Status OK OK OK OK Ratio 81% 42% 44% 21% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1200 170 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 280 Uniform TL; 670 = A Uniform Load A Rl = 2380 R2 = 2380 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE GUEST BALCONY BM Date; 8/19/09 Selection 3-1/2X 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft 1 Conditions NDS 2005 Min Bearing Area R1=4.9in " R2=4.9in" (1.5)DLDefl= D.21 in Data Beam Span 16.0 ft Reacflon 1 LL 1920# Reaction 2 LL 1920# Beam Wt per ft 15.31 # Reaction 1 TL 3163 # Reaction 2 TL 3163 # Bm Wt Included 245 # Maximum V 3163# Max Moment 12650 •# Max V (Reduced) 2701 # TL Max Defl L/240 TL Actual Defl L/441 LL Max Defl L/360 LL Actual Defl L/870 Attributes Secflon (in') Shear (in") TL Defl (in) LL Defl Actual 114.33 49.00 0.44 0.22 Critical 53.25 13.97 0.80 0.53 Status OK OK OK OK Raflo 47% 29% 54% 41% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustments CF Size Factor Cd Duraflon Cr Repetitive Ch Shear Stress 0.983 1.00 1.00 1.00 N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL; 240 Uniform TL; 380 = A Uniform Load A R1 = 3163 R2 = 3163 SPAN = 16 FT Uniform and partial uniform loads are ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-18 LOWER BALCONY BM Date; 8/19/09 Selection 5-1/4X 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=6.2 in" R2= 5,1 in" (1,5) DL Defl= 0,58 in Data Beam Span 19.0 ft Reacflon 1 LL 1026# Reacflon 2 LL 474 # Beam Wt per ft 22.97 # Reaction 1 TL 4057 # Reacflon 2 TL 3320 # Bm Wt Included 436 # Maximum V 4057 # Max Moment 19536 '# Max V (Reduced) 3726 # TL Max Defl L/240 TL Actual Defl L/319 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 171.50 73.50 0,72 0.13 Critical 82.23 19.27 0,95 0.63 Status OK OK OK OK Ratio 48% 26% 75% 21% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustments CF Size Factor 0.983 Cd Duraflon 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 Cl Stability 1.0000 Rb = 0,00 Le = 0.00 Ft Loads Uniform TL; 260 = A Point LL Point TL Distance 1500 B = 2000 6.0 Pt loads; Uniform Load A R1 = 4057 R2 = 3320 SPAN = 19 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-19 LOWER BALCONY BM Date; 8/19/09 Selection 7x18 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ff Lu (gOH = 0.0 Ft Conditions NDS 2005, Overhang Min Bearing Area R1= 18.8 in" R2=51.7in" (1.5)DLDefl= 0.37 in. Data Beam Span 26.0 ft Reaction 1 LL 8910# Reaction 2 LL 24160 # Beam Wt per ft 39.38 # Reacflon 1 TL 12248# Reaction 2 TL 33610 # Bm Wt Included 1260 # Maximum V 17896# Overhang Length 6.0 ft Max Moment 73417'# Max V(Reduced) 16157# Tofal Beam Length 32.0 ft TL Max Defl L/240 TL Actual Defl L/292 OH TL Actual Defl L / 426 LL Max Defl L/360 LL Actual Defl L/450 OH LL Actual Defl L / 596 Attributes Secflon (in') Shear (in") TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 378.00 126.00 1.07 0,69 -0.34 -0.24 Crifical 317.79 83,57 1.30 0,87 0.60 0.40 Status OK OK OK OK OK OK Ratio 84% 66% 82% 80% 56% 60% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2772 290 2.0 650 Adiustments CF Size Factor 0,956 Cd Duraflon 1,00 1.00 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1.00 1.00 Cl Stability 1,0000 Rb = 0.00 Le = 0,00 Ff Cl Stabilify @ OH 1.0000 Rb = 0.00 Le = 0,00 Ff Loads Uniform LL; 840 Uniform TL; 1120 = A (Uniform Ld on Backspan) 1 Point LL Point TL Distance Par Unif LL Par UnifTL Start End 6190 F = 8758 (OH) 6.0 840 K= 1120 (OH) 0 6.0 Pt loads; Uniform Load A If Rl =12248 BACKSPAN = 26 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. R2 = 33610 OH = 6 FT BeamChek v2009 licensed to: Villa & Company Reg ft 3039-67053 PADILLA RESIDENCE FB-20 LOWER BALCONY BM Date; 8/19/09 Selection Conditions 7x 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ff NDS 2005 Min Bearing Area R1 = 10.3 in"R2= 10.3 in" (1.5) DL Defl= 0.47 in Dafa Beam Span 24.0 ft Reacflon 1 LL 4320 # Reaction 2 LL 4320 # Beam Wf per ft 35.0 # Reaction 1 TL 6720 # Reaction 2 TL 6720 # Bm Wt Included 840 # Maximum V 6720 # Max Moment 40320 '# Max V(Reduced) 5973 # TL Max Defl L/240 TL Actual Defl L/280 LL Max Defl L/360 LL Actual Defl L/513 Attributes Secflon (in') Shear (in") TL Defl (in) LL Defl Actual 298.67 112.00 1.03 0.56 Critical 172.26 30.90 1.20 0,80 Status OK OK OK OK Raflo 58% 28% 86% 70% 1 Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2,0 650 Adjusted Values 2809 290 2,0 650 Adiustments CF Size Factor 0.969 Cd Durafion 1.00 1,00 Cr Repefltive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 1,00 Cl Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Loads Uniform LL; 360 Uniform TL; 525 = A Uniform Load A R1 =6720 R2 = 6720 SPAN = 24 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek 1/2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-21 VIEWING HDRS Date; 8/19/09 Selection Conditions 5-1/4X 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 14.7 in"R2= 14.7 in" (1.5)DLDefl= 0.29 in Data Beam Span 13.0 ft Reaction 1 LL 4810 # Reacflon 2 LL 4810 # Beam Wt per ft 22.97 # Reaction 1 TL 9574 # Reaction 2 TL 9574 # Bm Wt Included 299 # Maximum V 9574 # Max Moment 31116'# Max V (Reduced) 7856 # TL Max Defl L/240 TL Actual Defl L/317 LL Max Defl L/360 LL Actual Defl L/789 Attributes Section (in') Shear (in") TL Defl (in) LL Defl Actual 171.50 73.50 0.49 0.20 Criflcal 130.98 40.63 0.65 0.43 Status OK OK OK OK Ratio 76% 55% 76% 46% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2851 290 2.0 650 Adiustments CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ff Loads Uniform LL; 740 Uniform TL; 1450 = A Uniform Load A R1 = 9574 R2 = 9574 SPAN = 13FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA RESIDENCE FB-22 LOWER KITCHEN FL BM Dafe; 8/19/09 Selection Conditions 3-1/2x 16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft NDS 2005 Min Bearing Area R1=9.4in" R2=9.4in" (1.5)DLDefl= 0.25 in Dafa Beam Span 16.0 ft Reaction 1 LL 4000 # Reaction 2 LL 4000 # Beam Wt per ft 17.5 # Reaction 1 TL 6140 # Reaction 2 TL 6140 # Bm Wt Included 280 # Maximum V 6140 # Max Moment 24560 '# Max V (Reduced) 5117# TL Max Defl L/240 TL Actual Defl L/346 LL Max Defl L/360 LL Actual Defl L/623 Attributes Secflon (in') Shear (in") TL Defl (in) LL Defl Actual 149.33 56.00 056 031 Criflcal 104.93 26.47 0.80 0.53 Status OK OK OK OK Raflo 70% 47% 69% 58% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2809 290 2,0 650 Adiustments CF Size Factor 0.969 Cd Duration 1.00 1,00 Cr Repetiflve 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 1,00 Cl Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Loads Uniform LL; 500 Uniform TL; 750 = A Uniform Load A Rl = 6140 R2 = 6140 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 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CD rc) ro CO CO CO CO fs-rsj o rsl r-J r-J r-1 CN d (X3 CO d cn cb lri lO lri lri CD ro r-•r-r-r-CO *^ 4:: 4= OOOOO o q a q q o> oi ai oi 0)0)0)0)0) O) O) CJ) O) O) iH CD CM CO CM o CO CD CO CD CO CM "o in CO CO cn cn O) Ol ;!j t~.; CD r-J ai CD cd ob CO ob Ol CO in CO in CD uo o> 1--1^ in rsl CD q T— uo o> rsl CN r-j rsi CO Osi C-J cri cri rsl cb cb cd CD cri o CD rsl CO o in CD ;tj r-^ cb Kf CD CM CO in CM rj cp o Q CO oj oi 00 CO o cri cb CD CD CD CO cn 05 CD CO CO CO 00 in r-j rsl r-J CM OJ O) N. in oi rJ r-J r-j r-J rsl CO cb cb cb cri OOOOO oooo OOOOOOOOOOOOOOOO OOOOOO OOOOOOOOO ^ C--I cn cn CO t--- CO s7! LL O < CL O QC CD CO rj IVlark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title : Padilla Residence Job# : 09006-000 Dsgnr: MED Description,.., 4' Cantilever Retaining Wall Page: _ Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla reside Retain Pro 2007 . 24-Ju!-200S. (c) 1989-2003 www,retampro.com/support for latest release Cantileversd RetainiDQ Wall Desion Registration # : RP-1142975 RP2007-R ^ " Code: IBC 2006 Criteria Retained Height = 3.75 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = S.OOin Water height over heel = 0.0 fl Wind on Stem = 0,0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure, NOT USED for Sliding Resistance, USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 250.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.88 OK 1.92 OK 1,312 Ibs 3.20 in 1,435 psf OK 65 psf OK 1,500 psf Soil Pressure Less l han Allowable AGI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 1,831 psf 82 psf 8.5 psi OK 1.2 psi OK 67,1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd .. .for 1,5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 346.2 Ibs 347.2 Ibs 318.6 Ibs 0.0 lbs OK 0.0 Ibs OK IBC 2006 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 110.00 pcf 0,300 0.00 in Toe Width Heel Width Total Footing Width Footing Thiclcness = Key Width Key Depth = Key Distance from Toe = fc = 2,000 psi Fy = Footing Concrete Density = Min. As % Cover @ Top = 2.00 in @ 0.75 fl 1.00 1.75 12.00 in 0,00 in 0.00 in 0.75 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Jj l^^ateralMLoad^p^ \ Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 12.00 ft 0.00 ft Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,0 lbs 0,00 ft 0,00 in 0,00 ft Line Load 0.0 ft 0.300 ^tem^Constiw Design Height Above Ftg ft • Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data — fb/FB + fa/Fa Total Force @ Section Ibs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data f m psi = Fy psi = Solid Grouting = Modular Ratio 'n' = Top Stem Stem OK 0,00 Masonry 8.00 # 5 24,00 Edge 0,157 381.3 489.4 3,449.9 6.6 69.7 84.0 5,25 45.00 6.00 1,500 60,000 Yes 21.48 Equiv. Solid Thick, Masonry Block Type Masonry Design Method Concrete Data fc in = 7,60 = Normal Weight = LRFD psi : psi : Mark E, Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title Padilla Residence Job# : 09006-000 Dsgnr: MED Description..,. 4' Cantilever Retaining Wall Page: Date; AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residi Retain Pro 2007, 24-Jul-2008. (c) 19,99-2008 www.retainpro.com/support for latest release Registration »:RP-114297S RP2007-R Cantilevered Retaining Wal! Design Code: IBC 2006 Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,831 641 113 528 8.52 67.08 # 5 @ 16.00 in None Spec'd None Spec'd Heel 82 psf 31 ft-# 84 ft-# 53 ft-# 1.25 psi 67.08 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S * Fr Key: No key defined ^Summar^MO^ Item Force lbs ..OVERTURNING., Distance ft Moment ft-# Force Ibs .RESISTING Distance ft Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load (S> Stem Above Soil = 394.8 -48.6 1.58 0.56 625.2 -27,0 Total = 346,2 O.T.M. = 598,2 Resisting/Overturning Ratio = 1,88 Vertical Loads used for Soil Pressure = 1,312.0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total' 137.5 250,0 250.0 55.0 357.0 262,5 Ibs 1,58 1.08 1.08 0.38 1.08 0.88 0.75 1.75 R,M,= Moment 217.7 270.8 270,8 20.6 386.8 229.7 1,125.6 1,062.0 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Mark E, Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title Padilla Residence Job# : 09006-000 Dsgnr: MED Description,... 6' Cantilever Retaining Wall Page: Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residi Retain Pro 2007 24,Jui.2003. (G) 1989-200,3 www.retainpro.com/support for latest release Registration U : RP-114297S RP2007-R Cantilevered Retaining Wall Design Code: IBC 2006 Criteria Soii Data Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 8,00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming ^Ax^jiLoad^AppNed^ Axial Dead Load = 250.0 Ibs Axial Live Load = 250.0 Ibs Axial Load Eccentricity = 0,0 in Wall Stability Ratios Overtuming = i.67 OK Slab Resists All Sliding I Total Bearing Load ...resultant ecc. 1,863 Ibs 5.68 in Soil Pressure @ Toe = 1,209 psf OK Soil Pressure @ Heel = 33 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,516 psf ACI Factored @ Heel = 41 psf Footing Shear @ Toe = 14.3 psi OK Footing Shear @ Heel = 2.5 psi OK Allowable = 67.1 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 808.9 Ibs Allow Soil Beanng = 1,500,0 psf Equivalent Fluid Pressure Method Load Factors — Building Code Dead Load Live Load Earth, H Wind.W Seismic, E IBC 2006 1.200 1.600 1.600 1.600 1.000 Heel Active Pressure Toe Active Pressure Passive Pressure Soil Densify, Heel Soil Densify, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 35,0 psf/ft 250,0 psf/ft 110.00 pcf 110,00 pcf 0.300 0.00 in Toe Width = 2.00 ft Heel Width = 1.00 Total Footing Width = " 3.00 Footing Thickness = 12.00 in Key Width = 0,00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 fl fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min, As % = 0.0018 Cover® Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 12.00 ft 0.00 ft Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,0 Ibs 0,00 ft 0.00 in 0.00 ft Line Load 0,0 ft 0,300 Design Height Above Ftg ft - Wall Material Above "Ht" Thickness = RebarSize = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment.-Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data - f m psi = Fy psi = Solid Grouting = Modular Ratio'n' = Equiv. Solid Thick. in = Masonry Block Type Masonry Design Method Concrete Data — f c psi = Fy psi = Top Stem Stem OK 0.00 Masonry 8.00 # 5 24.00 Edge 0,604 995,6 2,013.2 3,449,9 17,3 69.7 84.0 5,25 45.00 6.00 1,500 60,000 Yes 21.48 1= 7.60 = Normal Weight = LRFD Mark E, Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title : Padilla Residence Job# : 09006-000 Dsgnr: MED Description.... 6' Cantilever Retaining Wall Page: Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residi Retain Pro 2007 24,.iui-2CG8 (c) 1989-2003 wviw.retainpro.com/supportfor latest release Registration # : RP-1142975 RP2007-R Cantilevered Retaining Wall Design Code: IBC 2006 Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,516 2,724 629 2,095 14.25 67.08 #5@ 16.00 in None Spec'd None Spec'd Heei 41 psf 15 ft-# 122 ft-# 106 ft-# 2.48 psi 67.08 psi Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20,50 in, #6@ 29.00 in, #7(J Heel: Not req'd, Mu < S * Fr Key: No key defined ! 39.25 in, #8@ 48.25 in, #9@ 4 Summa^of Overtutrsing & Resisting Forces & Moments 2, OyERTURNING.. Force Distance Item lbs Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 857.5 -48.6 ft 2.33 0.56 Moment ft-# 2,000.8 -27.0 Force Ibs .RESISTING Distance ft Moment fl-# Total = 808.9 O.T.M. = 1,973.i 1.67 1,862,7 Ibs Vertical component of active pressure used for soil pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total • 220.0 2,83 623.3 250.0 2.33 583.3 250.0 2,33 583.3 146,7 1,00 146,7 546.0 2.33 1,274,0 450.0 1.50 675,0 1,612,7 Ibs 2.00 3.00 R.M,= • Axial live load NOT included in total displayed, or used for resistance, but is included for soil pressure calculation. 3,302 3 overturning DESIGNER NOTES: Mark E, Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Titie : Padilla Residence Job # : 09006-000 Dsgnr: Description,.., 8' Retaining Wall MED Page: Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residi Retain Pro 2007 24-Ju!-2008 (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1142975 RP2007-R Cantilevered Retaining Wall Design Code: IBC 2006 Criteria Soii Data Retained Height " Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = Wind on Stem = Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. 8.00 ft 0.50 ft 0.00 : 1 8.00 in 0.0 ft 0.0 psf Surcharge Loads Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 250,0 Ibs 250.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overtuming = -| 54 oK Slab Resists All Sliding ! Total Beanng Load ...resultant ecc. 2,439 Ibs 8.96 in ACI Factored ( ACI Factored 1 1,342 psf 3 psf 18.0 psi OK 3,5 psi OK 67.1 psi !Toe = _! Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,368.9 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2006 1.200 1.600 1.600 1,600 1,000 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method j Footing Dimensions & Strengths | Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 35,0 psf/fl 250.0 psf/ft 110.00 pcf 110.00 pcf 0,300 0,00 in Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,000 psi Fy Footing Concrete Density = Min. As % Cover® Top = 2.00 in ( 3.50 ft 1.00 4,50 12,00 in 0,00 in 0,00 in 3,50 ft 60,000 psi 150,00 pcf 0.0018 ' Btm,= 3,00 in Jj Adjacent Footing Load Lateral Load .,,Height to Top , ,.Height to Bottom 0.0 #/ft 12.00 ft 0.00 ft Adjacenf Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs O.OOfl 0.00 in O.OOfl Line Load 0,0 ft 0,300 Soil Pressure @ Toe = 1,081 psf OK Soil Pressure @ Heel = 3 psf OK Allowable = 1.500 psf Soil Pressure Less Than Allovrable StemMCons^ Design Height Above Ftg ft = Wall Matenal Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment,.,.Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = IVlasonry Data f m psi = Fy psi = Solid Grouting = Modular Ratio 'n' = Top Stem Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge 0.980 1,779.6 4,775.9 5,015.8 31.5 69.7 84.0 5.25 45,00 6.00 1,500 60,000 Yes 21.48 Equiv. Solid Thick. in = Masonry Block Type Masonry Design Method = Concrete Data f c psi = Fy psi = 7.60 = Normal Weight = LRFD Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title : Padilla Residence Job# : 090064)00 Dsgnr: Descnption.,,, 8' Retaining Wall MED Page;, Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residi Retain Pro 2007, 24-Ju!-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-114297S RP2007-R Cantilevered Retaining Wall Design Code: IBC 2006 Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Aclual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,342 6,577 1,802 4,776 17.98 67,08 # 5 @ 16.00 in None Spec'd None Spec'd Heel 3 psf 7 ft-# 155 ft-# 148 ft-# 3.46 psi 67.08 psi Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29,00 in, #7@ 39.25 in, #8@ 48,25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: No key defined ^ummar^^^^Ov^^ OVERTURNING,, Force Distance Moment Force ..RESISTING Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,417,5 3.00 4,252.5 Soil Over Heel = 293.3 4.33 1,271.1 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -48,6 0.56 -27.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacenf Footing Load = Axial Dead Load on Stem = 250.0 3.83 958.3 Added Lateral Load = * Axial Live Load on Stem = 250.0 3.83 958.3 Load @ Stem Above Soil = Soil Over Toe = 256.7 1.75 449.2 Surcharge Over Toe = Stem Weighl(s) 714.0 3.83 2,737,0 Total 1,368,9 O.T.M. = 4,225.5 1.64 2,439.0 Ibs Vertical component of active pressure used for soil pressure Resisting/Overturning Ratio Vertical Loads used tor Soil Pressure •• Earth @ Stem Transitions = Footing Weighi = Key Weight Vert. Component = Total = 675.0 1,518.8 2.25 3.50 _ 4.50 2,189.0 Ibs R.M.= ' Axial live load NOT included in tolal displayed, or used for overturning resistance, but is included for soil pressure calculation. 6,934.4 DESIGNER NOTES: Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title : Padilla Residence Job# : 09006-000 Dsgnr: MED Description.... 12' Basement Wall - Restrained Condition Page: Date: AUG 12,2009 This Wall in File: c:\structural\Jobs\09006-000 - padilla reside Retain Pro 2007 , 2d-jul-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1142975 RP2007-R Restrained Retaining Wall Design Code: IBC 2006 Criteria : Soil Data Footing Strengths & Dimensions Retained Height = 12.00 ft Wall height above soil = O.OOfl Tolal Wall Height = TzoOft Top Support Height = 12.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = S.OOin Waler heighl over heel = 0.0 ft Wind on Stem = 0.0 psf I Axial Load Applied to Stem I Stem Weight Seismic Load i Design Summary Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoii Frictior Soil height lo ignore for passive pressure 65.0 psf/ft 35.0 psf/ft 250,0 psf/ft 110,00 pcf 0,300 0,00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 8,50 ft 2,00 10,50 21,00 in 0,00 in 0.00 in 8.50 ft fc = 2,000 psi Fy = 60,000 psi Fooling Concrete Density = 150,00 pcf Min, As % = 0,0018 Cover® Top = 2.00 in @ Btm.= 3.00 in Vertical component of active lateral soil pressure oplions: USED for Soil Pressure. NOTUSED for Sliding Resistance. USED for Overturning Resistance, j Surcharge Loads Surcharge Over Heel = 40,0 psf >»Used To Resist Sliding & Overtuming Surcharge Over Toe = 0,0 psf Used for Sliding & Overtuming Uniform Lateral Load Applied to Stem ] Adjacent Footing Load Lateral Load .,,Heighl lo Top ,,,Height to Bottom Axial Dead Load = 250,0 Ibs Axial Live Load = 250,0 Ibs Axial Load Eccentricity = 0,0 in I Earth Pressure Seismic Load Ku Soil Density Multiplier = I Fp/Wp Weight Multiplier 144 0#/ft Adjacent Footing Load = 0,0 Ibs 12 00 ft Fooling Widlh = 0,00 ft 0.00 fl Eccentricity = 0,00 in Wall lo Ftg CL Disl = 0,00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall Poisson's Ratio = 0,300 0,200 g Added seismic per unit area = 0,0 psf 0,000 g Added seismic per unit area = 0.0 psf Total Bearing Load = 6,836 Ibs ...resultant ecc. = 24.04 in Soil Pressure @ Toe 0 psf OK Soil Pressure @ Heel = 1,404 psf OK Allowable = 1.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 1,705 psf Fooling Shear @ Toe = 8.7 psi OK Footing Shear @ Heel 1.6 psi OK Allowable = 67.1 psi Reaction at Top = 2,565.7 Ibs Reaction at Bottom = 5,624.1 Ibs Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 5.624.1 Ibs Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2006 1.200 1.600 1,600 1.600 1.000 Masonry Stem Construction Thickness = 12.00 in fm = 1,500 psi Wall Weight = 133,0 psf Fs = 24,000 psi Equiv, Solid Thick, Stem is FREE to rotate at top of footing n Ratio (Es/Em) Block Type = Normal Weight Design Meihod = LRFD ^j^^^^ Between Solid Grouted @ Top Support Top & Base @ stem OK Stem OK Design Height Above Ftg = 12,00 ft 5,25 ft RebarSize = # 7 #7 Rebar Spacing = 16,00 in 16,00 in Rebar Placed at = Edge Edge Rebar Depth 'd' = 9.00 in 9 00 in Design Data - fb/FB + fa/Fa = 0.000 0.897 Moment....Actua = 0.0 ft-# 14,737.3 ft-# Moment Allovrable = 16,438.2 ft-# 16,438.2 ft-# Shear Force @ this height = 3,586.7 Ibs Shear Aclual = 33.59 psi Shear Allowable = 69.71 psi Rebar Lap Required = 35.00 in 37.65 in Hooked embedment into footing = Other Acceptable Sizes & Spacings; Toe: # 6 @ 8.00 in -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 11.600 in 21,481 Base of Wall Stem OK 0,00 ft # 7 16.00 in Edge 9,00 in 0,000 0,Oft-# 16,438,2 ft-# 6,070,7 Ibs 56,85 psi 69,71 psi 16,44 in Mark E. Deardorff, Structural Engineer 14637 Roca Dnve San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title Padilla Residence Job# : 09006-000 Dsgnr: MED Description... 12' Basement Wall - Restrained Condition Page: Date: AUG 12,2009 This Wall in File: c:\structural\iobs\09006-000 - padilla residi Retain Pro 2007 24-Jui-2008 (c) 1989-2008 VAVw.retainpro.conr\/support for latest release Registration #: RP-1142975 RP2007-R Restrained Retaining Wall Design Code; IBC 2006 Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Aclual 1-Way Shear Allow 1-Way Shear Toe 0 14,878 15,427 550 8.65 67.08 ieel 1,705 psf 1,275 ft-# 1,534 ft-# 258 ft-# 1.56 psi 67.OS psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 40.01bs 10.00 ft 400.0ft-# Axial Dead Load on Stem = 500.0lbs 9.00 ft 4,500,0ft-# Soil Over Toe = 623.3lbs 4.25 ft 2,649.2ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight 1,596,0 Ibs 9.00 ft 14,364,0ft-# Soil Over Heel 1,320.0 Ibs 10.00 ft 13,200,0ft-# Footing Weight = 2,756,3lbs 5.25 ft 14,470,3ft-# Total Vertical Force = 6,835.6 Ibs Momenl = 49,583,5ft-# Net Moment User For Soil Pressure Calculations DESIGNER NOTES: -13,696,7 ft-# Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title : Padilla Residence Job# : 09006-000 Dsgnr: Description .,, 14' Restrained Wall MED Page; Date: AUG 12,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residi Retain Pro 2007, 24-Ju!-200S. (c) 19S9-20D8 wwv/.retainpro.com/support for latest release Registration » : RP-1142975 RP2007-R Restrained Retaining Wall Design Code: IBC 2006 Criteria Soil Data Retained Height = 14.00 ft Wall height above soil = 0.00 ft Total Walt Height = 1400 ft Top Support Height = 14,00 ft Slope Behind Wall = 0,00 : 1 Height of Soil over Toe = S.OOin Water height over heel = 0.0 ft Wind on Stem = 0 0 psf I I Footing Strengths & Dimensions Allow Soil Beanng = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoii Frictior Soil heighl to ignore for passive pressure 65,0 psf/ft 35,0 psf/ft 250.0 psf/ft 110.00 pcf 0.300 0.00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 3,50 ft 4.50 800 21,00 in 0,00 in 0,00 in 8.50 ft fc = 2,000 psi Fy = 60,000 psi Fooling Concrete Density = 150.00 pcf Min. As % = 0,0018 Cover® Top = 2.00 in @ Btm.= 3.00 in Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance, Surcharge Loads Surcharge Over Heel = 40,0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Uniform Lateral Load Applied to Stem j Adjacent Footfng Load Lateral Load . Height to Top ,.,Height to Bottom 144,0 #/ft 14,00 ft 0,00 ft i Axial Load Applied to Stem Axial Dead Load = 250,0 Ibs Axial Live Load = 250,0 Ibs Axial Load Eccentricity = 0,0 in Adjacent Fooling Load Fooling Widlh Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Earth Pressure Seismic Load I Stem Weight Seismic Load Design Summary Total Bearing Load ,, resultant ecc. jj K|.| Soil Density Multiplier = 0.200 g Added seismic per unit area IFp / Wp Weight Multiplier = 0.000 g Added seismic per unit area ^^J|[^onicreteSten^^ 0,0 Ibs 0,00 ft 0,00 in 0,00 ft Line Load 0,0 ft 0,300 0,0 psf 0.0 psf 10,347 Ibs 13.40 in Soil Pressure @ Toe = 211 psf OK Soil Pressure @ Heel = 2,376 psf NG Allowable = 1,500 psf Soil Pressure Exceee JS Aliovi'able' ACI Factored @ Toe = 255 psf ACI Factored @ Heel 2,874 psf Footing Shear @ Toe = 7.1 psi OK Footing Shear @ Heel = 1.2 psi OK Allowable = 67.1 psi Reaction at Top = 3,296.7 Ibs Reaction at Bottom = 7,145.9 Ibs Thickness = 12,00 in py Wall Weight = 150.0 psf fc Stem is FREE to rotate al top of fooling 60,000 psi 2,000 psi Sliding Calcs Slab Resists All Sliding ' Lateral Sliding Force = 7,145.9 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E , IBC 2006 1.200 1.600 1.600 1.600 1.000 Mmax Between @ Top Support Top 8 Base Stem OK Stem OK Design Height Above Ftg = 14,00 ft 6,13 ft RebarSize = # 7 #7 Rebar Spacing = 12,00 in 12,00 in Rebar Placed at = Edge Edge Rebar Depth 'd' = 9.50 in lO.OOin Design Data fb/FB + fa/Fa = 0.000 0.921 Mu...,Actual = 0,0 ft-# 22,672,4 ft-# Mn'Phi Allowable = 23,260,5 ft-# 24,610,5 ft-# Shear Force @ this height = 4,669,9 Ibs Shear Actual = 40.96 psi Shear Allowable = 67.08 psi Rebar Lap Required = 45.78 in 45.78 in Hooked embedment into footing Olher Acceptable Sizes & Spacings: Toe: # 5 ® 10.00 in -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined I Base of Wall Shear NG! 0,00 ft # 7 12,00 in Edge 9,50 in 0,000 0,0ft-# 23,260,5 ft-# 8,055,1 Ibs 70.66 psi 67,08 psi 16.44 in Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Dlego, CA 92128 760 445-8869 V 858 683-2000 F Title : Padilla Residence Job # : 09006-000 Dsgnr: Description.... 14' Restrained Wall Page: MED Date: AUG 12,2009 This Wall in File: c:\structural\Jobs\09006-000 - padilla residi Retain Pro 2007, 24-Jul-2008. (c) 1989-2008 wvw.retainpro.com/support for latest release Registration # : RP-1142975 RP2007-R Restrained Retaining Wall Design Code: IBC 2006 Footing Design Resutts Factored Pressure = Mu': Upward = Mu': Downward = Mu: Design = Aclual 1-Way Shear = Allow 1-Way Shear = Toe 255 4,669 2,834 1,835 7.08 67.08 "^eel 2,874 psf 17,332 ft-# 15,659 ft-# 1,674 ft-# 1.17 psi 67.08 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PiNNED at footing Forces acting on footing soil pressure (laking moments aboul front of fooling to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 500.0 Ibs 4.00 ft 2,000.0ft-# Soil Over Toe = 256.7lbs 1.75 ft 449.2 ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight 2,100.0lbs 4.00 ft S,400.0ft-# Soil Over Heel 5,390.0 Ibs 6.25 ft 33,687.5ft-# Footing Weight = 2,100.0 Ibs 4.00 ft 8,400.0ft-# Total Vertical Force = 10,346.7 Ibs Momenl = 52,936.7ft-# Net Moment User For Soil Pressure Calculations DESIGNER NOTES: -11,550.0 ft-# Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title Padilla Residence Job# : 90600-000 Dsgnr: MED Description... 15' Concrete Retaining Wall Page: Dale: AUG 14,2009 This Wall in File: c:\structural\jobs\09006-000 - padilla residi Retain Pro 2007, 24-Jui-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1142975 RP2007-R Restrained Retaining Wall Design Code; IBC 2006 • Criteria I Soil Data Footing Strengths & Dimensions Retained Heighl = 15.50 ft Wall height above soil = _ 0.00 ft Total Wall Height = 1^50 ft Top Support Height = 15.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = S.OOin Water heighl over heel = 0,0ft Wind on Stem = 0,0 psf Allow Soil Bearing = 1,500,0 psf Equivalent Fluid Pressure Meihod Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoii Frictior Soil height to ignore for passive pressure 65.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 0,300 0.00 in Toe Width Heel Width Tolal Footing Widlh Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,000 psi Fooling Concrele Densiiy Min. As % Cover ® Top = 2.00 in 2,63 ft 3,63 Fy 6,25 24,00 in 0,00 in 0,00 in 8,50 ft 60,000 psi 150,00 pcf 0,0018 ! Blm,= 3,00 in Vertical component of active lateral soil pressure oplions: USED for Soil Pressure, NOTUSED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Uniform Lateral Load Applied to Stem Surcharge Over Heel = 40.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0,0 psf NOT Used for Sliding & Overtuming : Adjacent Footing Load Lateral Load .,,Heighl lo Top ,,,Heighl to Botlom 144.0 #/ft 14,00 ft 0.00 ft Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 250.0 Ibs 250.0 Ibs 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load j Ki^ Soil Density Multiplier Fp / Wp Weight Multiplier Adjacent Fooling Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil al Back of Wall Poisson's Ratio 0,200 g Added seismic per unit area 0,000 g Added seismic per unit area 0,0 Ibs 0,00 ft 0,00 in 0,00 ft Line Load 0,0 ft 0,300 0.0 psf 0,0 psf I Design Summary jl Concrete Stem Construction Total Bearing Load .resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Exceeds Allowable' 9,368 lbs 9,94 in 306 psf OK 2,691 psf NG 1.500 psf @ Base of Wall ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 371 psf 3,258 psf 5,6 psi OK 1.9 psi OK 67.1 psi 3,696.2 Ibs 8,678,8 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 8,678.8 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2006 1,200 1,600 1,600 1.600 1,000 Thickness = 12.00 in py = 60,000 psi Wall Weight = 150.0 psf fc = 2,000 psi Stem is FREE to rotate at top of footing Mmax Between @ Top Support Tops. Base Stein OK Stem OK Design Height Above Ftg = 15.50 ft 6.72 ft RebarSize = # 8 #8 Rebar Spacing = 12,00 in 12,00 in Rebar Placed at = Edge Edge Rebar Depth 'd' = 9,50 in 10,00 in Design Data fb/FB + fa/Fa = 0,000 0,959 Mu„„Actual = 0.0 ft-# 30,123,3 ft-# Mn*Phi Allowable = 29,630,0 ft-# 31,407,5 ft-# Shear Force @ this heighl = 5,367,7 lbs Shear Actual = 47.09 psi Shear Allowable = 67.08 psi Rebar Lap Required = 52.32 in 52.32 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 10,00 in -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined Shear NG! 0,00 ft # 8 12,00 in Edge 9,50 in OOOO 0,Oft-# 29,630.0 ft-# 9,715.0 Ibs 85.22 psi 67.08 psi 18,78 in Mark E. Deardorff, Structural Engineer 14637 Roca Drive San Diego, CA 92128 760 445-8869 V 858 683-2000 F Title Padilla Residence Job# : 90600-000 Dsgnr: MED Description.,., 15' Concrete Retaining Wall Page: Date; AUG 14,2009 This Wall in File: c:\structural\.iobs\09006-000 - padilla residi Retain Pro 2007, 24-Jui-2008. {oj 1989-2006 www.retainpro.com/support for latest release Registration # : RP-1142975 RP2007-R Restrained Retaining Wall Design Code: IBC 2006 Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Aclual 1-Way Shear Allow 1-Way Shear Toe 371 3,363 1,852 1,512 5.65 67.08 leel 3,258 psf 11.636 ft-# 10,208 ft-# 1,428 ft-# 1.85 psi 67.08 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (laking moments aboul front of fooling to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 500.0lbs 3.13 ft 1,562.5ft-# Soil Over Toe = 192.5lbs 1.31 ft 252.7ft-# Adjacent Fooling Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight 2,325.0 Ibs 3.13 ft 7,265.6ft-# Soil Over Heel 4,475.6lbs 4.94 ft 22,098.4ft-# Footing Weighi = 1,875.0 lbs 3.13 ft 5,859.4ft-# Total Vertical Force = 9,368.1 Ibs Moment = 37,03S.6ft-# Net Moment User For Soil Pressure Calculations -7,763.2 ft-# DESIGNER NOTES: »2 - a X -10k .3k/ft -.28k/ft Loads: BLC 1. Deaij Results for LC 14, Dead Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20, 2009 at 11:11 AM Frame at Line B.r3d »2 ,X -,6k,/ft .56k/ft Loads: BLC 2, Live Results for LC 14, Dead Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20, 2009 at 11:11 AM Frame at Line B.r3d .Y *.Z * X -9k Loads: BLC 3, Live Roof Results for LC 14, Dead Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20,2009 at 11:10AM Frame at Line B.rSd »Y *2 .7k 2.9k Loads: BLC 4, Wind Results for LC 14, Dead Mark E. Deardorff, Structur. I MED 190006-000 Padilla Residence Aug 20, 2009 at 11:11 AM Frame at Line B.rSd .Y .2 »X 4k 4k Loads: BLC 5, Seismic Results forLC 14, Dead Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20, 2009 at 11:11 AM Frame at Line B.rSd Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Ctiecked By:_ Joint Coordinates and Temperatures Label xjft]....„ .-,YIft] Z[ftl Temp [Fl Detach From Diap,,, Mi N1 0 0 0 0 f 2 , N2 23 0 0 0 Mi N3 0 11 0 0 ! 4 i N4 23 11 0 ; 0 ; ] ; 5 : N5 0 26 0 ; 0 ; i 16; N6 23 26 0 o"' ; ;i Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A |in21 iyyjln4] lzziin4J JJMl : 1 j Column 1 W8X40 | Column I Wide Flange • A992 : Typical 1 11,7 49,1 146 ! 1.12 J i 2 i Beam | W12X65 ! Beam I Wide Flange i A992 I typical 19.1 174 ~I 533 1 2.18 Hot Rolled Steel Properties Label Elksil GJksi] Nu Therm i\1E5 F ) DensityJk/ff-Sl Yieldfksil A36 Gr,36 29000 11154 - - -.65 ^^'49' 36 1 2 I A572 Gr.50 29000 11154 r~' ,3 i .65 i ,49 50 1 ; 3 ! A992 29000 11154 ,3 .65 ,49 50 r 4T ASOO Gr.42 29000" 11154 "! ,3 i .65 \ ,49 42 !„5„,,i._ ASOO Gr.46 29000 11154 ; .3 .65 .49 46 Member Primary Data ill Ml Nl N5 1 Column Column Wide Flange) A992 Typical 1 2 I M2 ^ N2 N6 1 [ J ._ColMm[l._,,_ N4 Beam Column Wide Flannel A992 Wide Flange r A992 Typical ! 3 i M3 N3 N6 1 [ J ._ColMm[l._,,_ N4 Beam Beam Wide Flannel A992 Wide Flange r A992 Typical 1 4 i M4 1 N5 i N6 1 ! ; Beam Beam 'Wide Flangei A992 1 Typical Basic Load Cases BLC Description i 1" r " Dead [ 2 J _ Uve [ 3 ^ yve Roof _ I 4 i Wind 5 Seismic ^Category X Grayity^_ DL Y Gravity^ Point_ 1 Distributed Area^Me.. 2" "1 Surface LL RLL WL EL Member Distributed Loads (BLC 1 : Dead) Member Label M3 J)ijection^ V Start Magnitudefk/ft,,. End Magnitude[k/ft,d.,,_ Start Location[ft,%] End Location[ft,%] -.28 -,28 0 - ' --- g M4 0 Member Distributed Loads (BLC 2 : Live) 2 Member Label M4 M3 _pirectiojT_ _Stert Mag^njtucje]k/ft,,,_End M_a3ni^ude[k/ft,d,^_Start Location[ft,%] _ Enid^Locatjonfft,^©! Y ',56 0 0 KISA-3D version 8,0,3 [C:\...\Jobs\09006-000 - Padilla Kesidence\hngineering\Frame at Line B.rSd] Page 1 Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Ctiecked By:_ Joint Loads and Enforced Displacements (BLC 4 : Wind) Joint Label L,D,M N5 N3 L_ L Direction X Maanitudef(k.k-ft), (in,rad), (k*s:^2/f.. i' _J 5.7 1 T 2.9 Joint Loads and Enforced Displacements (BLC 5: Seismic) _Joint_Label L.QM L Direction Magnitude[(l<,k-ft)._(inj5d)_^ (k*s^2/f. y ^ "r^ 4 N3 X Member Point Loads (BLC 1 : Dead) Member Label Lj^..i._ M4 _ J Member Point Loads (BLC 3 : Live Roof) Direction i\/laariitucle[k^k-ft] ^0 "" Location[ft,%l ~2,5 1 Membw Label M4 Direction Magnitud_e[k,k-ftJ ' -9' Lj3catiqn{ft,%l 2'5 Load Combinations Description Solve PD,,, SR,,. BLC F_actor_B_LC £actor BLC Factor BLC Factor BLC Fjctor BLC Factor BLC Factor BLC Factor 1 I IBC 16-1 I Yes I Y ! i DL ' ' ^ " 1 2_ 3 !BC 16-2 (a) IBC 16-2 (b) Yes Yes Yes Y 1 Y i DL DL 1.2 1.2 LL LL 1.6 iLLSi 1.6 iRLLi .5 i i | 1 i 1.6 ILLS: 1.6 ^ SL 1 .5 ISLNI .5 j i 1.6 iLLSf 1.6 1 RL I ,5 i i 1 1 i 1 1 i'i 1 i 4 IBC 16-2 (c) Yes Yes Yes Y i I DL 1.2 LL 1.6 iLLSi 1.6 iRLLi .5 i i | 1 i 1.6 ILLS: 1.6 ^ SL 1 .5 ISLNI .5 j i 1.6 iLLSf 1.6 1 RL I ,5 i i 1 1 i 1 1 i'i 1 i 6 IBC 16-3 (a) lYes Y DL DL 1.2 RLL 1.6 1 LL ; ,5 ILLS! 1 I - ------------p--------l--..-l---.--\ I 6 IBC 16-3 (b) , Yes Y DL DL 1.2 RLL 1,6 IWL! ,8 1 i 1 - ------------p--------l--..-l---.--; i 7 IBC 16-3 (b) . Yes Y i 1 DL 1.2 RLL 1,6 WLl -,8 1 1 1 r 8 IBC 16-4 (a) ,.i.Yes Y i DL 1.2 WL 1,6 LL ; .5 ILLS; 1 ^RLL .5 T 1 \ i I \ i 9 IBC 16-4 (a) .,i.Yes Y i DL 1 1.2 WL -1.6 1 LL i .5 ILLS; I RLL .5 1 1 i ^ 1 i 1 10 IBC 16-6 (a) Yesj Y DLl .9 WL! 1.6 1 1 ! i 1 ' i 1 i i 11 IBC 16-6 (b) Yes Y DlJ .9 WL;-I.6| 1 i : 1 1 11 1 i 12 IBC 16-7 (a) IYes Y ! DLi .9 ELl 1 i i ill! 11 1 i i ^ 1 13 IBC 16-7(b) jYes Y ; i DL i .9 i EL 1 -1 i Y I 1 DL ; 1 1 i 1 i i 1 ! ^ i • i 14 i Dead iYes Y ; i DL i .9 i EL 1 -1 i Y I 1 DL ; 1 1 i 1 i i 1 ! ^ 1 ; 15 i Live lYesI Y ^ ; LL 1 iRLLi 1 ] : : : ; : ; J6 17 Wind Seismic lYesi Y :Yes^ Y iWU EL ^ Joint Reactions LC f . ' Joint Label " 'N1 ,,.,,X1L_.. ; ,673 YJkL...,. ... 25.357 ZLkl NC MX [k-ft] MY {k-f ~NC t] MZ [k-ft]_ -2.329 ^ 2 i 1 \ N2 -,673 14.403 NC NC NC 2.375 _L_l,„-,_.._ Totals; 0 39.76 0 4 COG (ft): NC NC NC 5 2 N1 2.074 47.085 NC NC NC -7.201 6 2 N2 -2.074 34.183 NC NC NC 7.26 7 ; 2 Totals: 0 81.268 0 "8 ^ 2 COG (ft): NC NC NC RISA-3D Version 8.0.3 [C:V..\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.r3d] Page 2 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Ctiecked By:_ Joint Reactions (Continued) LC Joint Label XJkl Yfkl Zfkl MX fk-ftl MY fk-ftl MZ fk-ftl 9 1 3 Nl 2,127 43.076 NC NC NC -7,392 10 i 3 N2 -2,127 33.692 NC L NC NC i 7,434 11 i 3 Totals: 0 76.768 0 12 \ 3 COG (ft): NC NC I NC 13 1 4 N1 2,127 43.076 i NC NC NC -7.392 14 ; 4 N2 -2,127 i 33.692 1 NC _NC NC 7.434 i 15 4 Totals: 0 76.768 0 L.16 4 COG (ft): NC NC NC 17 5 N1 .891 41.233 .^^„, • NC NC -3.072 18 5 N2 -.891 20.587 NC : Jsic NC_ 3.165 19 5 Totals: 0 61.82 0 20 5 COG (ft): NC i NC i NC I 21 6 Nl -3.025 30.148 NC NC NC 21.103 22 6 N2 1 -3,855 ; 18.331 NC NC NC 1 23.92 23 6 Totals: -6,88 48.48 0 i 24 6 COG (ft): NC NC 1 NC 25 7 Nl 3,821 38.982 NC NC NC -23.878 J 26 7 N2 3,059 9.498 i NC NC NC i -20.967 27 7 Totals: 6,88 48.48 0 28 " "COG (ft): : NC NC 1 NC 1 29 8 N1 -5,888 23.587 NC NC NC 41,523 30 8 N2 -7.872 28.333 1 NC NC HC 48.469 31 8 Totals: 1 -13.76 51,92 1 0 32 8 COG (ft.): i NC NC ! NC 33 9 N1 7,836 41,24 NC NC NC -48.508 , 34 9 ^ N2 5.924 10,68 NC NC NC J -41^373___.J 35 9 Totals: 13,76 51,92 i d 36 9 COG (ft): NC NC 1 NC 37 id -6,474 7,551 NC NC 1 43.181 38 10 N2 -7,286 18,009 j NC NC NC ^ I 46.111 39 10 " Totals: : -13,76 25,56 d 1 40 10 COG (ft): 1 NC NC NC i 41 11 Nl 7,272 25,051 1 NC NC NC i -46.177 42 11 N2 6,488 ,509 i NC NC^ , NC _ I -43.058 i 43 11 Totals: 13.76 25.56 0 i i 44 11 COG (ft): NC NC ' NC 1 45 12 Nl -3.576 12.031 NC NC NC 24.03 . 46 ^ 12 N2 -4.424 13,529 NC NC NC 26.964 i 47 12 Totals: '-8 25,56 0 48 12 COG (ft): NC f^C NC 49 13 Nl 4-. 423 20,572 NC NC NC -27.025 50 13 N2 '> ^77 4,988" NC NC f^JC -23.911 ! 51 13 Totals: 8 25.56 0 ^52 13 C(3G"m)': NC NC NC 53 14 Nl 481 18.113 NC NC NC -1.664 54 14 N2 -^481 10,287 NC NC NC 1.696 55 14 Totals: I .1 28.4 0 56 14 COG (ft): NC ' NC" ' NC : •1? 15 N1 21.361 NC NC NC -2.993 5^ 15 N2 """^"-.882 14,319 NC NC NC 3.023 59 15 Totals: n 35,68 0 60 ' 15 COG (fi). NC NC 61 16 N1 -4.317 -5,422 NC 7 ' NC ^ NC 27.725 RISA-3D Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 3 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Ctiecked By:_ Joint Reactions (Continued) LC Joint Label Yfkl ZJkL MXik-ftl MY [k-ftl MZ fk-ftl 62 : 16 • N2 i -4,283 5.422 NC NC NC 27.666 63 16 Totals: -8.6 0 0 64 i 16 : COG (ft): NC NC NC 65 17 Nl -4.016 -4.234 NC L NC^ NC 25.352 ^ 66 17 N2 -3.984 4,234 NC NC NC 25.262 67 17 Totals: -8 0 0 68 : 17 COG (ft): NC NC NC Joint Deflections LC 1 Joint Label „XI^] 0 .,YIinl_ 0 ,Zj!n] 0 Rotation [rad] Y fcotatjon [rad] Z Rotation [rad] 0 0 0 i 2 1 ^ N2 1 0 i o"" d 0 d d 3 •1 N3 0 -012 0 1 0 0 -5.133e-4 4 1 ' N4 d -,007 d "! d 0 1 4,964e-4 1 5 1 N5 i ,037 -,025 0 0 0 1 -2.542e-3 r~Q" 1 1 N6 .036 -.012 d d I 0 1 1.77e-3 i 7 2 Nl 0 0 0 0 0 8 ''2 J" N2 0 0 d I 0 0 1 0 9 '2 T N3 r0 -.023 ~6 i" d 0 : -1.573e-3 10 2 i N4 1 .001 -.016 0 i 0 0 i 1,551e-3 1 11 2 i N5 ] .045 -.043 0 i d 0 1 -4,873e-3 1 12 2 i ^_ N6 1 .042 -.029 0 1 0 0 i 3.961e-3 13 O Nl ' ' ' d 0 0 " i 0 1 0 d 14 3 I N2 0 0 0 i 0 0 i 0 1 15 3 i N3 i d -.021 d 0 i 0 '-1.611 e-3 i 16 3 1 N4 1 .001 -.016 0 1 o' 1 0 i 1.596e-3 i 17 3 i N5 1 .033 -.039 0 "i"'"" d d ! -4.442e-3 18 ' 3 1 N6 1 .03 -.028 0 \ 0 1 0 j 3.779e-3 19 4 Nl ! 0 0 0 i M 1 o"" d 20 4 N2 \ 0 0 0 1 0 21 ' 4 N3 1 0 -.021 0 1 d n U i " -1.6iie-3 22 1 4 ! N4 r .ddi " -.016 1 0 " "1' d d ! 1.596e-3 ; 23 1 4 N5 .033 -.039 0 1 0 0 -4.442e-3 1 24 i 4 : N6 ,03 -.028 0 d 0 3.779e-3 1 25 1 5 i Nl 0 0 0 0 0 0 • 26 5 i N2 '""^ ~ " 0 " d d i "" d d d 1 27 5 N3 0 -.02 0 0 0 -6,833e-4 • 28 5 ^ N4 .002 -.01 d r""" d 6.496e-4 1 29 5 N5 .07 -041 0 0 0 -4.265e-3 ^ 30 i 5 N6 ,068 -018 0 0 d 2.807e-3 I 31 i 6 Nl 0 0 0 0 0 0 32 1 6 N2 d"• d 0 d d 33 6 N3 ,256 -.015 0 0 0 -1,55e-3 ; 34 6 N4 ,257 -ddd 0 " d -9.4546-4 35 6 N5 ,783 -.033 0 0 0 -4,276e-3 i 36 6 N6 ,781 ~^.m 5 0 0 0 1.384e:3_,j 37 Nl 0 Q 0 d 0 r> U •iO 39' N2 N3" 0 .255 0 n-1 Q 0 9"i6e~4" 40 41' N4 N5' ,254 "644" ,004 .0-39 0 0 1_514e-3 -2,839e'-3 RISA-SD Version 8.0,S [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 4 Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Joint Deflections (Continued) LC Joint Label X[ini Yfinl Zfin] X Rotation frad] Y Rotation fradl Z Rotation frad] 42 i 7 i N6 -.644 -.009 0 0 i 0 1 2,817e-3 43 8 ^ Nl 0 0 0 0 0 1 0 44 8 1 N2 0 0 0 0 0 0 1 45 8 N3 .512 -.011 0 0 0 1 -3.233e-3 46 8 N4 .512 i -.014 0 0 1 0 1 -1.711e-3 : 47 8 1 N5 1,47 -.025 0 0 0 -4.751e-3 i 4"8 ' 8 i N6 1.467 • -.023 0 0 0 1 9,748e-4 1 49 9 ^ N1 0 0 0 0 0 : 0 I" "so" 9 N2" 0 0 "d d i""" 0 i d 51 9 : N3 -.512 -.02 0 0 ' 0 1.698e-3 r"52"" 9 ! N4 -.51 -.dds 1 d d 1 0 1 3.205e-3 1 53 9 N5 -1.383 -.038 0 0 0 1 -1.883e-3 [ 54 9 i N6 -1.382 -.01 0 0 '"""" ""d""" i 3.838e-3 • 55 10 ! "NI 0 0 d 0 0 0 1 56 10 1 N2 0 0 0 0 0 i 0 i 57 10 1 N3 .508 -.004 0 0 0 i -2.775e-3 58 10 1 N4 .507 -.009 0 0 0 1 -2.118e-3 ^ 59 id 1 "N5 1.438 -.009 0 0 0 I -3,d55e-"3 60 10 i N6 1,435 -.014 0 0 0 1 -2.803e-4 61 11 i Nl 0 d d \ d d 0 62 11 i N2 0 0 1 0 1 0 0 0 63 11 i N3 -.508 -.012 1 d d d 2.115e-3 64 11 1 N4 -.506 0 0 0 0 2.757e-3 65" 11 1 N5 -1.391 -.022 0 d 0 -2.13e-4 66 11 1 N6 = 1.389 -.001 ! 0 J ....0 i 0 2.556e-3 67 12 i Nl 0 0 ; 0 1 g L„, _ ___o 0 68 12 1 N2 "d d i d 0 0 d 69 12 i N3 .284 -.006 0 0 0 -1.579e-3 70 12 1 N4 .284 -.006 0 i d 0 -9.258e-4 71 12 1 N5 .722 -.013 1 0 0 0 -2.27e-3 72 12 1 N6 .72 -.011 i 0 i 0 0 5.01 e-4 73 13 i Nl 0 0 i 0 0 0 0 74 13 1 N2 0 0 ! 0 1 0 0 d 75 13 1 N3 -.284 -.01 0 0 0 9.194e-4 76 13 ! 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Deardorff, Structural Engineer Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Joint Deflections (Continued) LC Joint Label ..,XJlrT]..^.._ Y [ini ZM X Rotation [rad] Y Rotation [radl Z Rotation [rad] 95 ! 16 i N5 ,876 .004 0 0 0 -8,799e-4 \ 96 I 16 1 N6 ,875 -.004 0 1 0 1 0 -8.783e-4 i 97 1 17 ; Nl d 0 0 0 i 0 0 98 1 17 ; N2 0 0 0 0 0 i 0 J 99 ' 17 • N3 .282 .002 0 0 "'"d -7239e-3" i 100 1 17 i N4 .281 -.002 0 i 0 1 0 : -1.235e-3 I 10"l 1 17 N5 ,693 .003 0 0 0 -6.3e-4 102 i 17 ' N6 . .,:,69.2_.. -.003 0 0 0 i -6.2l09e-4 j Member Section Stresses LC Member Label Sec Axial[ksiJ y Stiear[ksil z Shearfksil y top Bendin. .y bot Bendin. z top Bendin, .z bot Bendin,.. 111' Ml ! 1 ! 2,167 -.227 0 .79 -.79 0 0 ! 2.136 .227 -.693 .693 1 3 i i 3 1 1.636 -.662 0 • 2.318 -2.318 i 0 0 [ZX i 4 I 1.605 -.662 0 i -2.015 2.015 1 0 0 , 5 ^ 1.574 -.662 0 1 -6.347 6.347 : d 0 _M2 1 i 1.231 ,227 0 -.805 .805 0 0 [ I_.J .L,^_ 2 i 1.2 ,227 0 1 .678 -.678 0 0 \ 8 i i 3 i" .689 .664 ] 0 1 -2.83 2."83 i 0 "~'o~ "1 19 1 ,-,1... 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Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ LC Member Label Sec Axial[ksil y Shearfksil z Shear[ksil y top Bendin. y bot Bendin. .z top Bendin. .z bot Bendin.. i 41 1 3 i Ml i 1 ; 3,682 -.716 0 1 2.506 i -2.506 0 0 !. 42 1 2 I 3,655 -.716 I 0 i -2.181 • 2.181 i 0 I 43 • 3 i 2.346 -1.423 0 • 5.997 i -5.997 0 0 44 i 4 I 2.319 -1.423 0 1 -3.S14 1 3.314 1 0 0 45 1 5 i 2.293 -1.423 0 -12.624 i 12.624 0 0 46 i 3 : M2 1 1 2.88 .716 0 -2.52 I 2.52 0 0 i 47 ; 2 2.853 .716 0 ^ 2.167 1 -2.167 0 0 j 48 1 3 1.534 i 1.425 0 i -6.442 1 6.442 0 1 0 1 49 "4 1.508 1.425 0 1 2.886 I -2.886 0 0 [ 50 i 5 1.481 1.425 0 i 12.214 i -12.214 1 0 0 51 i"3""" !Vj3 1 1 -.11 3.175 d -5.749 5.749 1 0 i 0 52 1 2 -.11 1 1.582 0 3.07 ! -3.07 0 i 0 1 53 1 3 --11 -.012 0 5.981 i -5.981 0 0 j 54 i 4 -.11 i -1.605 0 2.983 i -2.983 i 0 ^"""""""0""'"] 55 1 5 -.11 i -3.199 0 -5.925 : 5.925 0 0 1 56 3 M4 i 1 .221 5.675 0 -5.08 I 5.08 0 I d i 57 I 1 2 .221 1.436 0 7.49 1 -7.49 1 0 0 58 i 3 L -221 1 -.265 0 9.661 ! -9.661 I 0 ! """"" 0 "" i 59 i I 4 .221 I -1.965 0 5.526 ! -5.526 0 0 60 i 5 .221 I -3.666 0 -4.915 4.915 0 0 61 4 Ml ._L.,.L... 3.682 1 -.716 0 2.506 -2.506 0 0 62 i 1 2 3.655 1 -.716 0 -2.181 2.181 0 0 1 63 1 3 2.346 -1.423 0 5.997 -5.997 0 0 : 64 i 4 2.319 1 -1.423 d -3.314 3.314 0 ""o~'"""™| 65 1 5 2.293 -1.423 0 -12.624 12.624 0 0 66 7^"7irM27 77 j i 2.88 1 .716 0 -2.52 2.52 0 d j 67 - i-y 2.853 .7i6 0 2.167 -2.167 d d 1 68 \ 3 1.534 1 1.425 0 -6.442 6.442 0 0 1 1 69 1 4 i.sds I 1.425 "" d" 2.886 ^ -2.886 d d i 5 1.481 j 1.425 0 12.214 -12.214 0 0 i 71 4 MS I 1 -.11 I 3.175 0 -5.749 5.749 0 d 72 1 2 -.11 i 1.582 0 3.07 -S.07 0 0 73 \ 3 -.11 i -.012 0 5.981 -5.981 0 d 74 1 4 -.11 1 -1.605 i 0 2.983 -2.983 0 0 75 "!"""5""""' -.11 -3.199 i 0 -5.925 5.925 0 0 L.76 4 M4 1 1 ' .221 5.675 1 0 -5.08 5.08 0 0 i 77 ^ 2 ' .221 1.436 0 7.49 -7.49 0 0 • 78 1 3 i .221 -.265 0 9.661 -9.661 0 0 1 79 \ 4 i .221 -1.965 : 0 5.526 -5.526 0 0 80 i 5 1 .221 -3.666 i 0 -4.915 4.915 0 " """d""- 7 81 5 ; Ml i 1 : 3.524 -.3 0 1.042 -1.042 0 0 82 : 2 3.498 -.3 0 -.921 .921 0 0 i 83 3 2.8 -1.044 0 3.401 -3.401 0 0 84 4 2.773 -1.044 0 -3.431 3.431 0 ""T"""1 85 1 5 2.746 -1.044 0 -10.264 10.264 0 0 86 5 1 'M2 T"""T"7 1.76 3 • d -1.073 i 1.073 ; 0 0 1 87 2 _ 1.733 3 n u .891 -.891 0 0 88 Q 1.di4 " "i'ds" """"i 0 -4.379 i 4.379 0 0 i 89 : 4 .987 Jl_p5 0 2.491 -2.491 0 0 90 ":"5""""" .961 1.05 0 9.36 -9.36 0 0 1 „,s:L_ 1 -.116 1.662 0 -3.132 1 3.132 0 Q 92 -.116 818 "1 0 1.467 -1.467 1 0 93 7" 3 "' -.1l"6 -.026 d""" 2.936 -2.936 0 "0" RISA-SD Version 8.O.S [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 7 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ LC Member Label Sec .Axial[ksi] y Shear[ksil z Shearfksil y top Bendin. .y bot Bendin .-z top Bendin. .z bot Bendin.. 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Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member Section Stresses (Continued) LC Member Label Sec Axialfksil y^hear[ksil z She^{ksi]^ y bot Bendin .-Z top Bendin...z bot Bendin-. 1 147 1 ; 2 1 2.395 2.687 """o 1.155 : -1.155 0 0 [148 i i 3 1 1.199 2.467 0 -11.878 1 11.878 i 0 0 1 i49 - 4 1.173 2.467 d ; 4.'269 -4.269 0 d 1 150 1 5 1 1.146 1 2.467 0 20.417 1 -20.417 0 0 i 151 8 M3 1 .d3"2 .483 0 5.734 -5.734 d "d 1 152 [ 2 , .032 -.361 0 5-96 -5-96 0 0 i 153 i 3 -032 -1.205 n 3-056 -3.056 d d 1 154 1^ : 4 .032 -2.049 Q ; -2.979 ; 2.979 0 0 ; 155 "5 .d3"2 -2.894 .J -l"2."i44 12-144 : 0 " ' 0 [156 I M4 .38 4,244 0 1,614 -1.614 0 g 1 157 .38 : -,144 0 i -8.371 d 0 7 58 • ' 3 .38 i -1,042 ^ 0 i 6,171 1 -6.171 0 „. 077: i i59 4 f --38^ ' -1.94" , , .642 -.542 0 0 1 160 5 .38 i -2.838 1 0 ; -87i6 8.216 1 d 1 0 i 161 9 Ml 1 3.525 1 -2.692 1 0 • 16.446 : -16.446 0 0 162 2 3.498 i -2.692 0 , -1.172 1.172 1 0 0 163 3 2.316 i -2-465 0 11.273 -11.273 0 0 i6'4 4 2.289 "I -2765 i 0 -4,862 : 4.862 1 "' 01 0 165 i 5 2.263 1 -2.465 i 0 i -20,996 , 20.996 0 0 166 9 1 M2 1 " .913 \ -2.008 : 0 1 14,d27 i -14.027 0 "0-"'-'" 167 i 2 .886 : -2.008 0 .883 -.883 0 i 0 168 3 .651 I -.661 d i 4.d83 i -4.083 0 0 ! 169 4 .625 1 -.661 0 i -.246 .246 0 i 0 170 5 .598 ' -.661 d -4.574 i 4.574 '"""""""d"""'""!" 0' ] i 171 1 -.209 1 2.861 0 ; -11,914 1 11.914 0 1 0 172 .2 -.209 i 2.017 d i -2"868 " 1 2.868 0 7:i7::::-i ' 173 3 -.209 1 1.173 d " 1 3^d47 1 -3.047 d 0 I , 174 4 -.209 ! .329 0 ! 5.832 1 -5.832 0 1 0 1 ' 175 5 -.209 i -.515 0 1 5.486 ^ -5.486 - 0 "f d " 1 176 9 M4 1 -.101 1 5.601 0 I -8.449 1 8.449 0 i ,_....J)._._,..| 177 i 2 -.101 : 1.212 0 : 3.338 1 -3.338 0 0 i 178 1 3 -.101 i .314 0 : 6.168 i -6.168 0 ....,Q 1 179 1 4 -.101 ':"" ""-.583 "i 1 5.669 1 -5."669 0 0 180 5 -.101 i -1.481 i 0 ; 1.841 I -1.841 0 1 0 181 10 Ml 1 .645 r 2.189 ' d" "" -14.64 1 14.64 0 0 1 182 2 .626 1 2.189 i 0 -.31 1 .31 0 i 0 1 183 S .78 i 1.124 o"" " -"6~4i4 \ 6.414 0 d 1 [184 4 .76 1.124 0 .946 -.946 0 0 185 i 5 1 .741 ! i.i24 o"" 8"."3"d6' - -8.306 0 0 186 10 M2 i 1 1 1.539 i 2.476 0 ' "' -15.633 15-633 0 0 " "1 187 : 2 1.519 i 2.476 fl .573 -.573 0 0 188 3 : "'714 i i .976 0 -9.722 ' 9.722 d 1 0 J 189 1 4 .694 1.976 0 3.211 -3.211 0 n 190 1 5 .674 Z""i;976 u 16,144 1 -16.144 ' 0 '" 1 """ "d "' " ] 191 -10 M3 -j .076 --432 .Q 7.36 -7.36 0 0 192 1 2 .076 -.81 " ""'"5"056 " '"' "-5.05a"""""' 0 ~ "n " "1 193 3 -076 -1.188 1,351 -1.351 0 0 194 : 4 .076 -1-566 0 -3.754 3.754 0 """(T" "1 195 _ 5 .076 -1.943 .'~\ u -10.259 10.259 0 0 l96'; 'I'D"""" M4 1 .305 1.833 n 3.342 -3.342 0 0 i 197 2 -305 -.471 0 5.408 -5.408 n U 198 1 3 ; -305 --87 0 2.921 : -2.921 1 "o 1"" _..,o..., 1 . 199 1 4' -""7'05 -1.27 0 ""-1.047 "" 1.047 0 0 RISA-SD Version 8.0.S [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 9 Company Mark E. Deardorff, Structural Engineer Aug 20. 2009 Designer MED 11:14 AM Job Number: 90006-000 Padilla Residence Checked By: LC Member Label Sec Axial[ksi] y Shearfksil z Shearfksil y top Bendin. y bot Bendin ..z top Bendin. ,z bot Bendin,, 200 ! i 5 1 ,305 1 -1.669 0 j -6.497 1 6.497 0 0 201 i 11 Ml 1 2,141 i -2.481 0 ^ 15.656 1 -15.656 0 0 202 2" ' 2.121 1 -2.481 0 -.581 .581 0 0 203 3 1,323 • -1-976 0 i 9.396 • -9.396 0 0 204 4 : i.303 j -1.976 0 i -3.537 : 3.537 0 1 0 i 205 5 1.283 : -1.976 0 -16.47 16.47 0 0 206 : 11 M2 "" T" "^" .0'43 i -2-i85 1 d i 14.598 : -14.598 0 0 207 2 i .024 -2.185 0 .299 -.299 0 0 [208 3 , .171 i -1.123 0 : 6.086 "i -6.086 0 i 0 ' 209 4 ; ,151 1 -1.123 0 i -1.264 1.264 0 0 2ld "" 5' "1 ,132 i -1.123 ] d : -8.614 • 8.614 0 !"-o 1 211 11 MS 1 -,166 1 1.926 0 1 -10.14 10.14 0 0 212 2 : -,166 i 1.548 1 -3.698 1 3.698 d" J o j 2i3 3 1 -,166 ' 1.171 i 0 : 1.343 i -1.343 0 d 214 4 1 -,166 .793 1 0 ; 4.983 1 -4.983 1 0 L,_ ,0-.. ,.J ' 2" 15" "5"":" -,166 1" "d 1 7.223 i -7.223 T"""""d 1 0 1 [216 M4 1 I -.174 ^ 3,177 1 0 1 -6.628 1 6.628 0 1 0 1 217 "2" i -. 174 .873 0 .421 -.421 d"" i 0 218 3 1 --174 ,474 0 i 2.918 -2.918 0 „,„..^o J 219 4 1 -.174 .074 d r 3.933 -3.933 i 0 0 220 5 : -.174 -.326 0 1 3.467 -3.467 0 _ „,^„.„,l 221 12 Ml i i 1 1.028 1.213 0 1 -8.147 8.i47 I d 0 222 2 1 1.008 1.213 0 1 -.21 .21 i 0 ,.,_,.,_„o 1 223 3 i .93 .254 0 1 -1.865 1.865 1 0'"' 0 224 4 J .91 .254 0 j -.204 .204 n Q 225 5 .89 .254 d 1 1.458 "-1.458 i""""cT" '""" d 226 12 M2 1 """i" T 1.1 S'O 1.499 d j -9.142 9.142 i' "d d 227 ^ i ^ 1 1.136 1.499 0 1 .671 -.671 0 0 228 j 3 ' .564 1.107 0 i -5.182 5.182 1 0 0 229 i 4 I .544 1.107 0 1 2.063 -2.063 I 0 0 230 5 i .524 1.107 0 1 9.308 -9.308 1 0 0 231 12 MS 1 1 i .06 .144 0 1 3.083 -3.083 i 0 0 232 i 2 1 .06 -.234 0 1 2.917 -2.9i7 i 0 0 1 233 3 i .06 -.611 0 1.35 -1.35 0 0 234 4 i '".06 " -.989 0 i -1.618 1.618 0 0 ] 235 5 I .06 -1.367 0 i -5.986 5.986 0 0 236 12 M4 I 1 .171 2.204 0 .587 -.587 0 0 1 237 2 1 .171 -.099 0 i 4.029 -4.029 0 0 238 3 1 .171 -.499 " 0 I 2.9i9' -2.919 ""0 0 1 239 4 I .i71 -.899 d .32"8 -.328 0 0 240 5 ; .171 -1.298 0 ' -3.746 3.746 0 0 .„„J 241 13 Ml i 1 1.758 -1.504 0 9.163 -9-163 0 0 242 2 1.738 -1.504 0 -.681 .681 0 0 1 243 3 1.173 -i.l 05 0 4.847 •4.847 0 : 0 244 4 i 1.153 -1.105 0 -2.387 2-387 0 1 245 """5" T 1.133 '"-""l.'l 05 0 -9.622 9-622 0 0 246 13 M2 1 1 -426 -1.208 0 8.107 -8.107 0 0 1 247 2 .406 -1.2d8 0 .201 - 201 0 0 248 .321 -.254 0 1.546 -1.546 0 249 """4""""" .'301 -.2-54 0 -.116" .116 "" '0 " 0 250 5 .282 -.254 0 -1.778 1.778 0 0 1 251 13 M3 1 -.148 1.35 '0 -5'. 863 "'5.863 "' 0 ' "" " 0""" 252 2 : -.148 .972 0 -1.559 ; 1.559 Q" - r d 1- RISA-SD Version 8.O.S [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 10 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member Sect/on Sfresses (Continued) LC Member Label Sec Axial[ksi] y Shearfksil z Shearfksil y top Bendin. .y bot Bendin.. .z top Bendin. .z bot Bendin.. i 253 3 -,148 .594 0 i 1,344 i -1.344 0 0 254 i 4 : -.148 .216 0 : 2.847 i -2.847 i 0 0 : 255 : 5 -.148 -.161 0 2.949 -2.949 d i 0 1 256 LJA, M4 1 1 : -.039 2.806 0 -3.872 i 3.872 0 0 : 257 2 -,d""39 .5"d2 0 1.8 -1.8 d 0 I 258 1 3 i -,039 -102 0 292 1 -2,92 0 i 0 259 1 4 -039 --297 d 2.559 -2,559 d 0 1 260 : 5 --039 -.697 0 .715 -.715 0 i 0 , 261 7J4 "" "MT"" 1.54"8 --162 0 .564 -.564 0 0 262 1 2 1.526 --162 0 ' -.495 i .495 0 0 263 . 3 1-169 -473 d 1.657 ; -1.657 0 0 264 \ 4 i 1.147 -.473 0 1 -1.439 1 1.439 0 i 0 i 265 \ 5 i 1.124 -.473 0 -4.535 : 4.535 d 0 r266 \ M2 i 1 i .879 .162 0 -.575 .575 0 0 ; 267 1 2 .857 .162 0 .484 -.484 0 0 [268 i 1"3i " ' .~492" .474 d i -2.02 i 2.02 d 0 ^ 269 4 .47 ,474 0 1 1.082 -1.082 0 1 0 1 2"7d i 5 ; -448 " " "474 " " 0" i 4.184 1 -4,184 0 I d i 271 ,,_14__ 1 !Vi3_ _ 1 1 --048 .83 0 , -1.544 i 1,544 0 0 272 "12"""j -.048 .4i "d' : .754 i -.754 0 0 1 273 3 -.048 -.01 0 1.497 ' -1.497 0 0 I 274 '":"""4T -.048 i -"429 d .683 ]_ --683 0 0 1 275 c .J -.048 -.849 0 -1.687 1.687 0 0 27'6 'i"4"" •" """" M4 "i"1"""' .074 2.783 d -1.825 1.82"5 d 0 ; 277 .i-,,2 i .074 ,224 0 3.238 -3.238 0 0 I 278 1 3 ' "".d74 -,22 i -, ,^ _ 3.244 -3.244 d :7-,:o7:: 2'79 ]'4 " i .074 -,664 0 1.603 -1.6"d3 d 0 280 1 5 1 .074 i -1-108 1 0 -1.684 1.684 0 . ,-0 „...J 281 "15" Ml 1 i 1.826 -,29 i 0 1.015 -1.dl"5 d 0 282 \ 2 i 1.826 i -,29 1 0 -.885 .885 0 0 283" 1 3 ; 1.279 -,666 i 0 2.613 -2.613 0 0 L284._ [ 4 1 1.279 I -,666 ! 0 -1.748 , 1^748 _ 0 0 285 i 5 1 1.279 : ""-,666 "i 0 -6.109 6.109 0 0 286 15 . _M2 i 1 1 1.224 1 ,29 I 0 -1.025 1.025 i 0 0 287 1 2 1 1.224 ,29 1 0 .876 -.876 0 0 288 i 3 1 .31. .667 1 0 -2.941 2.941 1 0 ..„...__.,_o ...J 289 • 4 1 .67 ,667 0 1.427 -1.427 1 0 0 290 1 5 : -67 ,667 i 0 5.794 -5.794 i 0 0 1 291 15 MS 1 1 -059 1.354 d"" -2.477 2.477 0 0 "2'92 i 2 • -,059 -,673 0 1.28 -1.28 "" "d 1 293 --059 -.009 0 2.511 -2.511 0 0 294 '4" ""-^059 -.69 0 1.215 -1.215 i 0 0 295 5 -,059 -1-371 0 -2.606 2.606 0 0 296 T5"~ ~'M4' 1 ' .'104 "7l65"• 0 -2.459 2.459 i 0 0 i 297 2 -104 -531 0 3.935 -3.935 0 0 298 3 .104 '-l98"""'"i 0 4.553 -4.553 1 0 o"^n 299 104 -928 0 2.464 -2.464 -0 u 300 c. .104 -"l",658 "" 0 -2.332 2-332 " ' 0 ""0 7 301 16 Ml 1 .463 1,449 0 -9.4 9,4 0 ri ": U i "302" 2 -.463 1,449 0 .086 -.086 0 ' '0 ""'1 303 3 --168 9;^5 0 -4.893 4.893 0 0 304 " '"4 " ' Z168 -96 """""""7 i 1.389 -1.389 : 0 XTi .J 305' .5 " -768 .96 0 7.671 • : -7.671 0 0 RISA-SD Version 8,0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 11 Company Mark E. Deardorff, Structural Engineer Aug 20, 2009 Designer MED 11:14 AM Job Number 90006-000 Padilla Residence Checked By: LC Member Label Sec Axial[ksi] V Shearfksil z Shearfksi] y top Bendin. ,y bot Bendin, ,z top Bendin, ,z bot Bendin,, 306 i 16 I M2 1 1 i .463 i 1.446 0 -9.38 9,38 0 0 1 307 i 2 .463 1 1.446 0 .087 -,087 0 0 f'sos' 1 i 3 .168 j .959 0 i -4.893 i 4.893 0 1 0 309 1 4 .168 .959 0 i 1.387 ^ -1.387 0 0 310 1 1 5 i .168 .959 1 0 i 7.666 1 -7.666 \ 0 \ 0 1 311 1 16 1 M3 _ _ i 1 .075 -.731 0 i 5.424 -5.424 0 0 312 1 2 • .075 -.731 0 1 2.713 i -2.713 0 1 0 ; 313 1 3 .075 -.731 0 : .003 -.003 0 0 314 1 4 .075 -.731 0 1 -2-708 i 2.708 0 7" '0 315 ; 5 .075 -.731 0 1 -5.419 5.419 0 1 0 316 16 M4 1 1 .149 -.416 ' 0 1 3.087 ; -3.087 0 i "' 0 """"" 317 ' 2 .149 -.416 0 1 1.544 ^ -1.544 i 0 ' 0 318 _ j 3 .149 ^ -.416 0 .001 1 -.001 0 319 4 .149 -.416 0 1 -1.542 1 1.542 0 0 320 5 .149 -.416 : 0 1 -3.085 i 3.085 1 0 0 1 321 17 Ml 1 -.362 1.349 0 i -8.595 1 8.595 0 d 1 322 -.2 -.362 1.349 1 0 i .235 ! -.235 i 0 0 "323 3 -.12 .67"3 I" ""' 0 i -3.322 i 3.322 d 0 324 j 4 -.12 .673 0 ' 1.083 1 -1.083 0 0 325 1 5 -.12 .673 0 5.487 1 -5.487 d 0 326 17 M2 1 .362 1.344 0 -8.565 I 8.565 1 0 0 327 2 .362 1.344 0 .234 -.234 0 0 328 u 3 .12 .674 i 0 -3.SS I 3.33 0 0 329 4 .12 .674 1'" 0 1.08 -1.08 d d 330 5 •12 „ .674 0 5.49 -5.49 0 0 331 MS 1 .104 -.598 d 4.437 -4.437 0 0 332 2 .104 -.598 0 2.22 -2.22 0 0 333 3 .104 -.598 0 .003 -.003 0 0 334 4 .104 -.598 0 -2.215 2.215 0 0 335 5 .104 -.598 0 -4.432 4.432 0 0 336 17 M4 1 .105 -.298 0 2.208 -2.208 0 0 337 2 .105 -.298 0 1.104 -1.104 0 0 338 1 3 .105 -.298 0 0 ' "' 0 "" d 0 3S9 4 .105 -.298 0 -1.105 1.105 0 0 340 1 5 .105 -.298 0 -2.209 2.209 0 0 Member AISC 13th LRFD Steel Code Checks LC Member Shape uc Max Locfftl Shear DC LocIftL Dir phi'*Pnc[k] phi*Pnt[k] phi*Mnyy .phi*Mnzz... Cb Eqn 1 i 1 1 Ml W8X40 .247 110.833 .022 111.104 y 1113.949 526.5 1 69.375 i 149.25 12.3851 Hl-la 2 1 1 i M2 I W8X40 : .148 i 26 .022 ill.104 V 1113.949 526.5 1 69.375 I 149.25 12.25 H1-1b 3 i 1 M3 W12X65 .049 1 23 .040 i 23 y i466.359 859.5 1160.798i356.22411.453 Hl-lb, 4 i 1 i M4 1 W12X65 .102 1 8.625 .130 1 0 y 1466.359 859.5 160.7981353.441 h.l 93 H1-1b' 5 i 2 Ml W8X40 .507 26 .050 '11.104 V M13.949 526.5 69-375 i 149.25 12.232 Hl-la ' 6 i 2 ; M2 ; W8X40 .386 110.833 .050 ill.104 y h 13.949 526.5 ^ 69.375 i 149.25 2.161 H1-1a : 7 1 2 M3 I W12X65 .125 : 23 .107 I 23 y 1466.359 859.5 :160.798;356.2241.328iH1-1b 8 i 2 i M4 1 W12X65 .219 '10.302 .218 i 0 y ^466.359 859.5 •160.798-352.069 1-188 H1-1b! 9 i 3 Ml W8X40 .467 10.833 .047 11.104 V 113.949 526.5 69.375 1 149.25 2.191iH1-1a I 10 \ 3 M2 i W8X40 .384 110.833 ,048 111.104 V I11S.949 526.5 69.375 ; 149.25 2.136; H1-1a i 11 • 3 M3 W12X65 .124 11.5 .107 ; 23 y 466.359 859.5 160.798'356.224 11.311 Hl-lb 1 12 i 3 M4 : W12X65 .206 il 0.542 .189 : 0 V 1466.359 859.5 '160.7981353.4141.IQSlHI-Ibi IS i 4 Ml ^ W8X40 .467 110.833 .047 111.104 y 113.949 526.5 69,375 149.25 2.191 HMa ! RISA-SD Version 8.O.S [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 12 Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member AISC 13th LRFD Steel Code Checks (Continued) LC Member Shape uc Max Loc[ftL Shear UC Locfftl Dir phi*Pnc[k] phi'Pntfk] phi'Mnyv. jjhi'Mnzz. . Cb Eqn 14 i 4 M2 '• W8X40 I .384 110.833 .048 11.1041 y 113.949 526.5 ! 69.375 149.25 2.136 H1-1a 15 \ 4 MS W12X65 L-124 i 11.5 .107 23 1 y 466.359 859.5 160.798 356.224 1.311 Hl-lb 16 I 4 M4 W12X65 i .206 110.542 .189 i 0 1 y 466.359 859.5 160.798 S5S.414 1.193 Hl-lb i 17 1 5 Ml W8X40 1 .462 1 26 : .035 ill.1041 V i11S.949 526.5 1 69.375 149.25 2.452 Hl-la 18 is M2 W8X40 i .234 i 26 1 .035 111.1041 y 1113.949 526.5 69.375 i 149.25 2.291 Hl-lb i 19 5 MS W12X65 i .074 1 23 ,057 ' 23 y i466,359 859.5 160.798 356.224 1.529 Hl-lb 20 5 M4 W12X65 i .166 1 7.667 ,227 i 0 i y 1466.359 859.5 1160.798 356.224 [1.207 Hl-lb • 21 6 Ml W8X40 ; .390 0 ,035 ' 0 i y 1113,949 526.5 i 69.375 i 149.25 12.815 Hl-la 1 22 6 M2 W8X40 7"""."3'd5 i 26 .052 !11.104i y 1113.949 526.5 i 69.375 : 149.25 1 2.3 Hl-lb i 23 6 M3 W12X65 i .138 1 23 .054 1 23 1 y 1466,359 859.5 1160.798 356.224 2.26 Hl-lb 1 24 6 M4 LJA/12X65 i .176 j 2.635 .191 1 0 1 y 1466.359 859.5 1150.798 356.224 1.509 TH1-1b 1 25 7 Ml W8X40 .517 1 26 .052 111.1041 y 113.949 526.5 69.375 149.25 2.413 Hl-la 26 7 M2 W8X40 .182 1 0 .035 1 0 i y 113.949 L526.5 69.375 149.25 3.575 Hl-lb i 27 —f MS W12X65 .132 i 0 .053 1 0 y 456.359 859.5 160.798 356.224 2.261 Hl-lb 28 7 M4 W12X65 7724" I 0 .214 i 0 y ^466.359 859.5 160.798 340.437 1.149 Hl-lb 1 29 8 i Ml W8X40 .454 i 0 .067 1 0 i y 113.949 526.5 69.375 149.25 3.051 ^Hl-la" 1 30 8 M2 W8X40 .537 i 0 .090 0 ly 113.949 526.5 69.375 149.25 2.22S Hl-la 1 3i ""8 MS W12X65 .251 1 ""23 """ .096 23 y 466.359 859.5 160.798 356.224 2.187 Hl-lb 32 8 M4 W12X65 .181 [4.792 .141 0 y 466.359 859.5 J 60.798 356.224 1.446 Hl-lb 33 9 Ml W8X40 .651 1 0 .090 0 y 113.949 526.5 69.375 149.25 2.269 [HT-1a 1 34 9 M2 W8X40 .324 i 0 .067 0 y 113.949j 526.5 L.69.375 149.25 3.201 H1-1b, 1 35 9 MS W12X65 .247 I 0 .095 0 " y 466.359 859.5 16"d.798 356.224 2.188 H1-1b 1 36 9 M4 W12X65 .175 i 0 .187 0 jy„ 466.359 859.5 160.798 356.224 1.451 H1-1b 37 10 Ml W8X40 .322 i 0 .073 0 y 113.949 526.5 69.375 149.25 2.772 Hl-lb 38 10^ M2 W8X40 .388 1 0 .083 0 y 113.949 526.5 69.375 149.25 2.227 Hl-lb 3"9 ' id M3 J W12X65 .213 1 23 : .065 2"3 yl466.359 859.5 T6'd.798 356.224 2.231 H1-1b rid"" ioi M4 W12X65 .140 i 23 I .061 0 y 466,359 859.5 160.798 356.224 1.717 Hl-lb"* i 41 11 : Ml W8X40 .495 1 0 .083 0 y 1113.949 526.5 69.375 149.25 2.26 H1-1a 1 42 11' M2 W8X40 ,291 i ° .073 0 y 113.949 526.5 69.375 149.25 2.785 H1-1b 1 43 111 MS W12X65 .210 i 0 .064 0 y 466.359^ 859.5 160.798 356.224 2.233 H1-1b 1 44 " 11, M4 W12X65 .138 1 0 .106 0 y 466.359 859.5 160.798 356.224 2.006 H1-1b 45 12 Ml W8X40 .214 1 0 .040 0 y 113.949 526.5 69.375 149.25 3. SOS H1-1b, 1 46 12 M2 W8X40 .240 ; 0 ' .050 """ 0 y 113.949"^ 526.5 69.375"^ 149.25 2.229 H1-1bl 47 121 MS W12X65 .124 ' 23 .046 23 y 466.359 859.5 1160.798 356.224 2.203 H1-1b 48 h2i M4 W12X65 .087 4.313 ' .073 0 V 466.359 859.5 160.798 356.224 1.458 H1-1b 49 jlSi Ml W8X40 .271 0 .050 0 y 113.949 526.5 69.375 1 149.25 2.284 Hl-lb i 50 13j M2 W8X40 .182 0 ; .040 0 y 113.949 526.5 69.375 j 149.25 3.698 Hl-lbi 51 131 M3 W12X65 .122 0 ^ .045 0 y 466.359 859.5 160.7981356.224 2.204 Hl-lb i " 52 jlSl M4 W12X65 .dsd 0 1 ,094 ' 0 y 466.3591 859.5 ^ 160.798 IS56.224 1.405 H1-1bi 53 141 Ml W8X40 .147 26 .016 11.104 y 1 113.9491 526.5 i 69.375 I 149.25 2.S85!H1-1b i 54 : 141 M2 1 W8X40 .106 26 i ,016 11.104 y! 113.9491 526.5 1 69.375 i 149.25 2.25 1 H1-1b 1 55 14 M3 W12X65 .035 23 .028 23 y i 466.3591 859.5 : 160.7981356.224 il.453iH1-1b 1 56 141 M4 W12X65 .073 8.625 1 .093 0 y 1466.3591 859.5 : 160.7981 353.43 j1,193iH1-1b' 57 15; Ml W8X40 .186 26 ; .022 111.104 Y i 113.9491 526.5 i 69.375 149.25 i2.271i Hl-lb 1 58 15 1 M2 W8X40 : .149 26 ; .022 ll.104i V 113.949i 526.5 1 69.375 i 149.25 !2.184iH1-1b i 59 15 MS W12X65 1 .054 23 .046 23 y' 466.359: 859.5 i 160.798i356.224i1.S55^H1-1b 1 60 : 151 M4 W12X65 ! .099 9.823 : .106 ^ 0 466.3591 859.5 1 160.798:351.337i1.186:H1-1b i 61 16 Ml W8X40 .191 0 .048 'd y 113.9491 526.5 69.375 1 149-25 2-474;H1-1b : 62 16i M2 W8X40 1 .209 0 i ,048 0 i y 113.949; 526.5 i 69.375 i 149.25 i 2.471 Hl-lbl 63 16" MS W12X65 .113 0 .024 0 Y ' 466.3591 859.5 : 160.7981356.224^ 2.27Si Hl-lb . 64 16i M4 W12X65 i .067 0 ,014 I 0 y 1466.359 j 859.5 1 160.7981356.224 i 2.273;H1-1bl 65 17 Ml •W8X40 1 .174 0 i .045 0 y i 113.949; 526.5 69.375 1 149.25 : 2.774iH1-1b: ""66""' 17: M2 W8X40 ; .188 0 .045 i 0 y ill3.949i 526.5 i 69.375 i 149.25 i 2.768iH1-1b; RISA-SD Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 13 Company Designer Job Number Mark E. Deardorff, Structural Engineer MED 90006-000 Padilla Residence Aug 20, 2009 11:14 AM Checked By:_ Member AISC 13th LRFD Steel Code Checks (Continued) LC Member 67 17 MS Shape uc Max Locfft] Shear UC Locfft] Dir phi'Pncfkl phi*Pntfk] phi*Mnyy..phi*Mnzz... Cb Egn__^ W12X65 i .093 0 .020 0 466.3591 859.5 1160.7981356.22412.2721 Hl-lb 68 17; M4 W12X65 .048 466,359; 859.5 1160.7981356.22412.2731 Hl-lb : RISA-SD Version 8.0.3 [C:\...\Jobs\09006-000 - Padilla Residence\Engineering\Frame at Line B.rSd] Page 14 Columns at Line B I 1 —2. Plain Base Plate Connection Base Plate Thickness : 1. in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter : 1. In Anchor Bolt Material : F1554-36 Anchor Bolt Fu : 58. ksi Column Shape : W8X40 Design Code : AISC ASD 9th Pullout Code : ACI 2005 Coarse Solution Selected Anchor Bolts Bearing Pressure Maximum Bearing Max/Allowable Ratio 1.934 ksi .921 iBC 16-13 (a) (ABIF = 1 000) ^ 1.934 r Base Plate Stress Maximum Stress Max/Allowable Ratio 15.043 ksi .55" IBC 16-14 (ASIF = 1-000 n 15.043 ««.052 1 6. 6. 6.242 0. 0. 19.1 N.A. 9.9 N.A. .416 (T) IBC 16-14 (11) 2 -6. 6. 6.242 0. 0. 19.1 N.A. 9.9 N.A. .416 (T) IBC 16-14(11) 3 0. 6. 12.743 0. 0. 19.1 N.A. 9.9 N.A. .849 (T) IBC 16-14(11) 4 6. -6. 7.345 0. 0. 19.1 N.A. 9.9 N.A, .49 (T) SBC 16-14 (12) 5 -6. -6. 7.345 0. 0. 19.1 N.A. 9.9 N.A. .49 (T) IBC 16-14 (12) 6 0. -6. 14.956 0. 0, 1S.1 N.A. 9.9 N.A. .997 (T) IBC 16-14 (12) - Loads P(k) DL i 18.'l LL i WL r 5.4" EL "4.2 Vx(k) •v'z (k) _ Mx (k-ft) 27.7 25.4 Mz (k-ft) Reverse "No' Yes Yes Anchor Bolt Pullout Capacity Results Note: All capacities shown include phi factors Anchor Bolts Envelope Results (Pullout LCs) Bolt X(in) Z(in) Tens.(k) Vx(k) Vz(k) Ft (ksi) ft (ksi) Fv (ksi) fv (ksi) Unity Combination I 6 i 0. i -6 I 14.956 I 0. I 0- I 19-1 | N A-' j 9 9 | N A- | -997 (T) | IBC 16-147T2r Single Bolt Tension Envelope Results LC Bolt Tens-(k) Nsa(k) Ncb(k) Npn(k) Nsb(k) Unity Seismic Load(k) Steel(in2) "0 '593"NX'' :"A " •"a• Single Bolt Vx Envelope Results LC Bolt_ Vx(k) Vz(k) Vsa(k) VcbXx^k) VcbXz(k) VcbZz(k) VcbZx(k)_ Vcp (k) VxUnity VzUnity '_ or"'7 " i[l3l7d8' I 35ii65'4615732a492'""55"228"| 58"197 "' "^0-"'""""""Q -^J^ Seismic & Reinforcement Results LC Bolt Vx(k) Vz(k) VxUnity VzUnity Vx-Sei Vx-L(k) Vx-St(in2) Vz-Sei Vz-L(k) Vz-St(in2) • 1 [77 ii ii7iii[7i[7i[[ i7[Idri[[i;7i"'7[ii[i[i'[N"A." i" [ o.ZI A ZIlAFnZ Al^ Single Boit Vz Envelope Results LC Bolt Vx(k) Vz^(k) Vsa(k) _ VcbXx(k) VcbXz(k) Vcb2z(k) ycbZx(k) Vcp (kJ VxUnity VzUnity -" 1 I"' V"' """6'.i """07"""1 "131708' :35 65"'' '46j73' I 20-492""^ 55 228 ":78-'T97 '\ '" O [ "]'""'"7ii' Seismic & Reinforcement Results LC Bolt Vx(k) Vz(k) VxUnity VzUnity Vx-Sei Vx-L(k) Vx-St(in2) Vz_-Sei Vz-L(k) yz-St(in2) i '1 "; "1io" ;o; '"'"""o "j ""'""0-I "N'A' -y - --Q^^^ ^..-^ ^ Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt Nnfk) Vnx(k) Vnz(k) SRSS Interaction T ' "25.2" ' l37d8'[ 131708 IfWO i Group Bolt; Tension Capacity Envelope Results LC Group Tens-(k) Nsa.(kl NcbJJc) Nsb,(k) Unity Seismic Load(k) Steel(in''2) ^ 12" T-i''' 29'646' il 58-16 57l"033"i~'0' ---•^2"'[ "KA.j -"'o;" •J--Q_ ; -jot2000 V2.2.6, Copyright © 1999-2008 Spyder Software 8/24/2009 9:40:03 AM Coinpany Info 1 Project Info Mark E. Deardorff; SE i Proj ect: Padilla Residence 16437 Roca Drive 1Loeation: 2647 Marmol Court San Diego, CA, 92128 1 Carlsbad, CA Plione: 760 445-8869 1 Client: Joe Padilla Fax: 760 683-2000 1 Job No.: 09006-000 E-mail: medeardorff@gmail.com 1 Footing Id: Line B FOUNDATION PARA^4ETERS Mat-erial Propert.ies: Cone. Strength Cone. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footling Section Geometry, (Stiffnesses baseci on computed effective stiffness, Ie): Length, ft. Wicith, ft. Depth, inches Section: 1 33.00 4 . 00 24.00 Column & Wall Data: Type Center Length Width ft. in. in. Column : 1 Other 5.00 12.00 12.00 Column : 2 Other 28.00 12.00 12.00 Soil Bearing Results, psf (actual / allowable): Gravity Case Winci Case Seismic Case Section: 1 1,239 / 1,800 1,511 / 2, 394 1,465 / 2,394 Beam Shear Stresses: Section: 1 29.15 psi Stirrups not required Punching Shear Stresses: Column : 1 31.35 psi Column : 2 26.35 psi Reinforcing Standarcis per ASTM-A615 Reinforcing Recjuirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Sections: in^. Design in^. Design in^/ft. Spacing Section: 1 Strength:.. 1.37 5-#5 1.01 4-#5 0.05 #4 @ 50.lin. TSS:.. Longitudinal: 2.30 8-#5 0.58 #4 @ 4.2in. Note: Strength = Steel Required for Strength.. T{,S = Steel Recommencied for Temperature and Shrinkage. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: Stirrups in^, Spacing Not Reqd... 1 . 4DL 1 2DL -1-1 6LL 1 2DL -1-1 6LL + 1 6SL 1.2DL -1- 1 OLL -f 1. 6WL 1 2DL + 1 OLL -- 1.6WL 1 2DL + 1 OLL + 1 OEQ 1.2DL + 1 OLL -l.OEQ 0 9DL + 1 6WL 0 9DL -1 6WL 0. 9DL -1- 1 OEQ 0 9DL -1 OEQ Soil Load Cases Considered: 1. ODL 1 ODL + 1 OLL 1 ODL -f 1 OLL + 1 OSL l.ODL -f 1 OLL -1-1. OWL 1 ODL -1-1 OLL -1 . OWL 1 ODL -1-1 OLL + 1 OEQ l.ODL -1- 1 OLL -1. OEQ 0 6DL + 1 OWL 0 6DL -1 OWL 0.6DL + 0 7EQ 0 6DL -0 7EQ Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software Footing Id: Line B Page: 2 8/24/2009 9:40:03 AM Un-Factored Loads, ft-kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ . FY MZ FY MZ FY MZ FY MZ Column:1 Column:2 18.10 10.30 0.00 0.00 21.00 14 .30 0.00 0.00 -5.40 27.70 5.40 27.70 -4.20 25.40 4.20 25.40 0. 00 0.00 0.00 0.00 Total Vertical Contact Forces: 1. ODL = 68 000 kips 1. ODL + 1 . OLL = 103 300 kips 1. ODL -1-1 .OLL -1-1 OSL = 103 300 kips 1. ODL -1-1 . OLL 1 OWL = 103 300 kips 1 . ODL + 1 . OLL -1 OWL = 103 300 kips 1 . ODL + 1 .OLL + 1 OEQ = 103 300 kips 1 . ODL + 1 . OLL -1 OEQ = 103 300 kips 0. 6DL + 1 . OWL = 56 640 kips 0. 6DL -1 . OWL = 56 640 kips 0 . 6DL + 0 . 7EQ = 56 640 kips 0. 6DL -0 . 7EQ = 56 640 kips Envelope Case = 103 300 kips Foot2000 V2.2.6, Copyright © 1999-2008 Spyder Software Footing Id: Line B Page: 3 8/24/2009 9:40:03 AM Col#l Col#2 0-ft. FS#1 33-tt. V, kips 23.3 kips -87.9 ft-kips 1,511 psf Bearing psf Def], in. 0.280" .Y .Z .X -3,45k ,115k/ft Loads: LC 4. IBC 16-12 (a) (a) Solution: Envelope Mark E. Deardorff, Structur. MED 90006-000 Padilla Residence Aug 20, 2009 at 11:20 AM Post at Large Window.rSd Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:21 AM Ctiecked By:_ Joint Cooref/nafes and Temperat ures Label xjftl YLtt] ZM Temp [Fl Detach From Diap... 111 Nl 0 0 0 0 j I 2 i N2 0 25 0 1 0 Hot Rolled Steel Section Sets Label Shape .__Jype_ ._. Design yst Materia] _ _Design_ Rules AIin2] lyy [tnAl lzzlin4J J {in4] 1 HRI A ^ 7^^^^^ Beam _ Wide Flange A36 Gr,36 cal : 4,99 • 3^56 i7 7l 7.i Hot Rolled Steel Properties Label E [ksil G [ksil Nu Therm (MES F) DensityLk/ff^S] Yield[ksi] ir A36 Gr.36 29000 11154 1 ,3 -65 79 " i 36 1 Ll. A572 Gr.50 J 29000 i 11154 \ ,3 i .65 .49 i 50 1 \ 3 A992 29000 11154 i ~ ""i3 "'" i .65 .49 50 I i- ,4 . ASOO Gr.42 I 29000 i 11154 ,3 .65 .49 i 42 1 i 5 A500 Gr.46 i 29000 11154 ,... ."65 .49 46 1 Member Primary Data Label 1 I Ml jJoint J Joint _ K Joint Rotate(deg) Section/Shape Type Design List _ Material^ Design Rules IML il r ,r ] i.i.. i ]7SS5X5)<6 JColu^^^ Nl Basic Load Cases BLC Description Category X G ravity Y Gravity Z Gravity Joint Point Distributed Area (Me.,, Surface (.,. \ 1 i Dead DL i 1 ^11 i 1 i 1 1 ^ i Live LL i i . ! ^ 1 i ! 1 Member Distributed Loads (BLC 3 : Wmd) Member Label J?ir§?tion Start Magnitude[k/ft,,,, End Magnitude[k/ft,d-,. Start Location[ft,%] _,Encl^_Lp^jfoTi]ftj%L i_.7ii]yL!„7I,i 77._,xi,.7i7,i_I,l„,-:Ii5 7iii7iii7^ :ALF..2 iii7ii.,„..7_.„7i7J,.7,.,.o„.,^,17I Joint Loads and Enforced Displacements (BLC 1: Dead) Joint Label """ "N2 L,D,_M " "L"""" Direction _Magnitude](k,k-ftj, (in.rad), (k*s'^2/f, " Y """"" "":""" " -3i45"'"" Joint Loads and Enforced Displacements (BLC 2 : Live) Joint Label L,D,M Direction N2 L Y MagnitudeKk.k-ft), iiarad). (k*s'>2/f.. "" "-12 Member Point Loads Member Label Direction No Data to Print Magnitude[k,k-ft] Location[ft.%] RISA-3D Version 8.0.3 [C:\...\...\...\Engineering\Post at Large Window.rSd] Page 1 Company : Mark E. Deardorff, Structural Engineer Designer : MED Job Number: 90006-000 Padilla Residence Aug 20, 2009 11:21 AM Ctiecked By:_ Load Combinations Description SolvePD... SR -. JJX Factor BLC_Factor BLC Factqr_BJ-C_ Factor BLC Factor BIX^ Factor BLC Factor BLC Factor Dr""_7 z r LlJ I 1 iLLSi 1 1 i IBC 16-8 Yes IBC 16-9 lYesi 3 J_ 5 6_ 7 8 1180 16-13(0 1 DLl 1 ilBCM6-10Ja)^eS^i llBC 16-i27al"?Y^I DL 1 iRLL 1 DL' i :WL: 1 ;IBC 16-12 (a "llBCl6^3"(ai -Yes Yes DL 1 WL iWLi ,75 LL LLS: ,75 iRLLi ,75 ilBC 16-13 (a-Yes Yesi r^L 1 WL:--75 LL DL i 1 iWLi -75 LL .75 iLLSi -75 iRLL; .75 -•75 ^LiLS: -75 ! SL I ,75 9_ 10 ilBC 16-13 (c IBC 16-13 (e- iYes iYe"si D_L J :WL - 75 LL 75 LLS -75 1 SL i .75 DLi 1 'WL^i .75 ^ LL i .75 iLLSi .75 i RL^ i .75 11 12 13" ilBC 16-13 (e,-|YeSi IlBC le-U (a) iIBC"i6-i4'(b)" Yesi Yes DLj 1 iWLi-,75 LL I ,75 iLLSi ,75_i RL : ,75_ bt^i ,6 :WL| 1 ; ' I • 1 I DL ,6 IWLi -1 ^ Envelope Joint Reactions Joint X[kl LC Y[kl LC Z[k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 Nl uriax 1.438 ^ 4 4.65 i 2 NC iNCi "0"" i 1 "iNC i bi 1 i 2 1 min 1 -1.438 1 5 i 2, "07" i 12 NC "INC 1 0" ! 1 ' NC INC; 0 Mi 3 Totals: _ i max • 1,438 : .,4_, 4.65 i 2 1 0 ^ 1 i 4 1 min i -1 ,"438 i 5 1 2-07 i 12 1 0 ^ 1 i 1 : Joint X.D-nL.._.. LC Y [in] LC Z.[inJ . LC X Rotation [,, LC Y Rotation [., . LC Z Rotation [,., LC "1 miiiil 1 rrtaxj 0 I 5 i 0 ,i,.il2,.:.. 0 1 i 0 1 1 ""0 1 "l.7l"5e-27 4 2 : min 1 6 i" 4 i Q" 1 .-t i 0 \ 1 i' " 0" 1' i 0" ' 1 -1.715e-2| 5 _N2^.. i maxi 0 1 1 i -003 i 12 0 1 0 1 i 0 1 1.715e-2x 5 f"4"""^ min : i i - 008" ; 2 0 1 1 1 0 1 1 0 1" "-1.715e-2t "4" Envelope Member Section Stresses Member Sec Axial[ksil LC y Shear[.. LC z Shear[,, LC y-To_p[ksi]^ LC :y-Bot[ksil LC 2-Top[ksii LC z-Bot[ksil LC i 1 1 Ml ' 1 lmax: .753 , 2 ; ,412 ^5 0 i 1 0 1 0 1 0 1 0 1 i 1 2 ; imini -335 12; -.412 ' 4 : 0 i 1 : 0 1 0 1 1 i 0 1 0 i : z ,^rnax_ 1 min 1 ,335 ;12i -,206 -9,327 5 1 9-3271-Jt -9^327 i 5 5 6 I min ,753 .335 12 p 0 1 12.436 " 5 "1 -12i436'^""4" 12.436 4 -12.436 i 5 0 "0" P 0 7 _ma_x .753 i m.ii" .335 11; ,206 -,206 1 9 32J^ 1 -"9.327 9.327 -9.327 4 "5" 0 0" _9 f,.i,iQ_ niax .753 2 „ •412_ 12i -.412 P 0 Envelope AISC ASD Steel Code Checks Mernber Shape CodeC .- Loc[ft] LC Stiear C-,. Locfft] Dir LC_ Fa [ksi] "" Ml """"HSS5X5X6 ",520 ""'"^2,5 "'"4""" 722 " " ""o"'v'"4 5,824 Ft Lksi] Fb tyj... Fb z-z \ 277 27,6 " 27,6 . •^,P_bJ?,Q]Y,-CjTi,? .ASD Jgn """"1 "io ,85' H7I RISA-3D Version 8.0,3 [C:\...\...\...\Engineering\Post at Large Window.rSd] Page 2 05 da03«9l.xgs'S 1 mi«^f«> '•\ Vol mm4 LU CL O Hsmd Wia did 3 Sl ^ ^ -