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Home My WebLink AboutX2021-1493 - Calcs21 oUstal C��Jo� fir. PHA5E II ENGINEERING, INC. 141 1 N. BATAVIA 5T., SUITE 208 JOB NO. 20-05G ORANGE, CA 92867 (714) 3G3-3585 5TRUCTU RAL CALCU LATION5 1, ,E,ypAttached Open op TH�s'1/. oRTe �F p T yoTyF�i�s s CHcn'�yi� FOR Beam Patio Cover AT Residence I) Canyon Dr. I t, GA 92G57 Fifth Element Designs 28562 Oso Parkway, #D-307 ,Rancho Santa Margarita, CA 92G88 io.23 •tzo21 DE51GN PER CALIFORNIA BUILDING CODE, 2019 EDITION FOUNDATION PRE55URE = 1500125f LUMBER = DOC P520 DF -L #2 or as noted 5EI5MIC CATEGORY —= D CANTILEVERED WOOD P05T 5EI5MIC FACTOR = O.G9G WIND LOAD= 110"MPH, EXP05URE C CONCRETE f'. = 4500psi (for City of Newport Beach) REINFORCING fy = GO,000p5i (Grade GO #5 Bars) Phase II Engineering, Inc. 1411 N. Batavia SL, #208 Orange, CA 92867 (714) 363-3585 info@phase2eng.com Project Title: Abedi Engineer: DP Project ID: 20-056 Project Deser: Concrete Bridge DESCRIPTIO Flag Pole Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Pole Footing Width ........ 18.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ............. 200.0 pof Max Passive .............. 1,500.0 Psf Controlling Value Lateral Distributed Loads Load Combinatiell.146D+1.050E Vertical Load (k) lGoverning Lateral Load 0.3045 k Moment 2.817 k -ft NO Ground Surface Restraint Pressures at 1/3 Depth 0.6630 k Actual 276.398 Psf Allo•raable 277.842 psf 3: Snow k 4254 � k/ft k Mrr��rnurrftzcaulrea.o�ptn +1.146D+1.050E k/ft k Footing Base Area 2.250 ft^2 Maximum Soil Pressure 0.4649 ksf Applied Loads Point Load Lateral Concentrated Load (k) Lateral Distributed Loads (k Vertical Load (k) D : Dead Load k 0.0 k/ft 0.4160 k Lr: Roof Live k 0.000 kfft 0.6630 k L : Live k 1.000 k/ft k 3: Snow k 0.13 k/ft k W: Wind k +1.146D+1.050E k/ft k E: Earthquake 0.290 k 276.4 k/ft k H : Lateral Earth k 0.228 klft k Load distance above TOP of Load above ground surface 1.000 +0.4538D+1.050E ground surface 9.250 it 2.817 it 276.4 277.8 BOTTOM of Load above ground surface ft Load Combination Results +D+Lr 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D 0.000 0.000 0.13 0.0 0.0 1.000 +1.146D+1.050E 0.305 2.817 4.25 276.4 277.8 1.000 +1.110D+0.7875E 0.228 2.112 3.75 248.8 249.8 1.000 +0.4538D+1.050E 0.305 2.817 4.25 276.4 277.8 1.000 PHASE II ENGINEERING; INC. 141 1 N. BATAVIA 5T., 5UITE 208 ORANGE, CA 92867 (7I 4) 3G3-3585 JOB NO. 20-05G C ni , Ru , 5TRU'CTURAL CALCULATIONS r u" -�-F� ire v io r .�-nir'N •ti��,nes � ALKNOW�Ep�EfIWI NE HrHEoa�i, n � ANIl �c, lL<,, 'q,D n Beam Patio Cover >> AR NIG LG 9 Coa-5-W Canyon Dr. Newport Coast, CA 92657 FOR Fifth Element De51gn5 28562 Oso Parkway, #D-307 Rancho Santa Margarita, CA 92G88 6• y•7o7.1 DE51GN PER CALIFORNIA BUILDING CODE, 2019 EDITION FOUNDATION PRE55URE = 15OOp5f LUMBER = DOC P520 DF -L #2 or as noted 5E15MIC CATEGORY = D CANTILEVERED WOOD P05T 5E15MIC FACTOR = 0.696 WIND LOAD= I 10 MPH, EXP05URE C CONCRETE f'r = 4500p5i (for City of Newport Beach) REINFORCING fy = GO,000p51 (Grade GO #5 Bars) Page 1 of 10 BUILDING DIVISION J111�1 1 0 )?1 c W. M.K. � N �IN Phase it Engineering, Inc. DATE: 1015/2020 P 1411 N. Batavia St., Suite 208 Orange, CA 92867 JOB NAME: Apedi (714)363-3585 email: info@phase2eng.com JOB NUMBER: 20-056 Lattice Patio Dead Load: Lattice (pso = 2.9774306 Rafters (psf) - 1.1140046 Misc. (psf) 1 Dead Load (psf) 5,0914352 Lattice Patio Live Load: Live Load (psf) = 10 Page 2 of 10` Phase II Engineering, Inc. DATE: 101512020 1411 N. Batavia St:; Suite 208 Mpg NAME: Abedi orange, CA 92867 (714)363-3585 JOB NUMBER: 20-056 i— Pmait: info(aPhase2eng.com Rafters: Tributary Width (ft) = 1.00 Plan Length (ft:) = 9.00 w (Rafter Weight # / ft) = 2.877 W (# / ft) = 16.955 M (ft. #) = 172 Section Modulus (lnA3) _ .146 286.282 < 1350.00 fb (Psi) - 76 V (#) _ 0.636 < 12.25 A inA4) _ 3.476 < 12.51 I (in A4) - 4 x 4 DF -L No. 2 @ 12" O.C. Rafters Beam: Tributary Width (ft) = 9.00 Plan Length (ft.) = 14.00 w (Beam Weight # l ft) = 13.672 W (# / ft) = 149.495 M (ft. #) - 3663 Section Modulus (inA3) _ 70.313 1350.00 fb;(Psi) 825.088 < _ V (#) = 1046 9.234 < 56.25 A (inA2) _ 115.373 < 263.7 I (inA4) 8 x DF -L No.1 Beam AN \A/ Page 3 of 10 Seismic: Occupancy Category I (Importance Factor) S's S, Soil Profile Type F. F, Spy - (2/3) X F, X S. SD, -, (2/3) X T,, X S,. Seismic design category Seismic -force-resisting sy: R Design Base Shear Seismic Factor Post Height DL x trib_Area DL from Beam DL at Post Seismic: Seismic Total Seismic Total (# Phase 11 Engineering, Inc. DATE: 1015/2020 1411 N. Batavia St., Suite 208 Orange, CA 92667 JOB NAME: Abed! (714)363-3585 email: info@phase2eng;com JOB NUMBER: 20-056 _ II 1.0 1.566 0.5687 Site Class D 1.0 1,77 1.044 = 0.671 = D Cantilever Wood Post 1.5 SDSXI/R or SDI XI/R 0.696 or 0.45 0.70 Governs Design Base Shear 0.6960 9.25 It 320.76042 Ib 96 lb 416 Ib ASCE table 1604.5 Table 11.5-1 map map Table 11.4-1 Table 11.4-2 Table 11.6-1 or 11.6-2 DLxtrib Area+Beam) X Seimic Factor 289.85883 lb Govems Wind., Simplified, for__ Attached Structure V (basic wind speed) = 110 1 = 1.00 kd = 0.85 Surface roughness & Exposure category = C pe30 = simplified design wind pressure for exposure C 23.7 psf X = 1.21 Kzt 1.00 ps = 28.677 ptotal (ps - DL) = 23.585585 Page 4 of 10 Phase 11 Engineering, Inc. 1411 N. Batavia St., #208 Orange, CA 92867 (714)363-3585. info@phase2eng.com Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Project Title: Abedi Engineer: DP Project ID: 20-056 ProjectDescr.Concrete Bridge Printed: 5OCT 2020, 9:30PM Analysis Methe Allowable Stress Design ksi Use Cr: Repetitive No Wood Section Name 8x8 Brace condition for deflection (buckling) along columns: End Fbdties Top Free, Bottom Fixed Y -Y (depth) axis Unbraced Length for buckling ABOUT X-X:Axis = 9.. Wood Grading/Manuf. Graded Lumber Service loads entered. Load Factors willbe applied for calculations. Column self weight included ; 112.971 lbs ' Dead Load Factor Overall Column Heigh 9.25 ft Wood Member Type Sawn BENDING LOADS.. . (used for non -slender calculations) _DESIGN SUMMARY_ Exact Width 7.,50 in Allow Stress Modification. Factors Wood Specie Douglas Fir -Larch Maximum SERVICE Lateral Load Reactions . . Exact Depth 7,50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Maximum SERVICE: Load Lateral Deflections:.. . Area 56,250 inA2 Cf or Cv for Compressioi 1.0 Fb + 1200 psi Fv 170 psi Ix 263.672 InA4 Cf or Cv for Tension 1.0 Fb - 1200 psi Ft 825 psi ly 263.672 inA4 Cm; Wet Use Factor 1.0 Fc--Prll 1000 psi Density 31.21 pof .Applied Design Shear 8.120: psi Ct: Temperature Fed 1.0 Fc - Perp 625 psi Maximum Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity.. , x -x Bending y -y Bending Axial Kf : Built-up columns 1.0 NOS 1512 Basic 1600 1600 1600 ksi Use Cr: Repetitive No Minimum 580 580 Brace condition for deflection (buckling) along columns: X -X (width) axis. Unbraced Length for buckling ABOUT Y-YAxis= 9. Y -Y (depth) axis Unbraced Length for buckling ABOUT X-X:Axis = 9.. Applied Loads Service loads entered. Load Factors willbe applied for calculations. Column self weight included ; 112.971 lbs ' Dead Load Factor AXIAL LOADS .. . Axial toad at 9.250 ft, D = 0.4160, Lr = 0.630 k BENDING LOADS.. . Lat. Point Load at 9.250 ft creating MX -x, E = 0.290 k Lata Point Load at 9.250 ft creating My -y, E = 0.290 k _DESIGN SUMMARY_ Bending& Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5126:1 Maximum SERVICE Lateral Load Reactions . . Load. Combination +1,146p+1.050E Top along Y -Y 0.0 k Bottom along Y -Y 0.290. k Governing NDS Formplo Mxx + Myy, NDS Eq. 3.9- Top along X -X 0.0 k Bottom along X -X 0.290 k Location of max.above base 0.0 It Maximum SERVICE: Load Lateral Deflections:.. . At maximum locationvalues. are. Along Y -Y 0.3118 in at 9.250 It above base Applied Axial 0.6061 k for load combination: E Only Applied Mx -2.817 k -ft Along X -X 0.3118 in at 9.250 ft above base Applied My -2.817 k -ft for load combination :'E Only Fc: Allowable 457.011 psi Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio _ 0.02985: 1 Bendina Comoression Tension Load Combination +1.146D+1.050E Location ofmax.above base 9.250 ft. .Applied Design Shear 8.120: psi Allowable. Shear 272.0 psi Load Combination Results Maximum Axial+ Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Status Location Stress Ratio Status Location - D Only 0.900 0.467 0.02238 PASS 0.0 ft 0.0 PASS 9.250 ft +D+Lr 1.250 0.356 0.04635 PASS 0.0 ft 0.0 PASS 9.250 ft +D+0.75OLr 1.250 0.356 0.04005 PASS O.Oft 0.0 PASS 9.250 it +0.60D 1.600 0.286 0.01234 PASS 0.0ft 0.0 PASS 9:250 It +1.146D+1.050E 1.600 0.286 0.5126 PASS O.Oft 0.02985 PASS 9.250 ft +1.110D+0.7875E 1.600 0.286 0.3842 PASS O.Oft 0.02239 PASS 9.250 ft +0.4538D+1.050E 1.600 0.286 0.5053 PASS 0.0 ft 0.02985 PASS 9.250 ft VO -5,e . S o 4-, ► O - -_�-"--�-0.60001n D Only 0!o00tt 0.000ft Project Title: Abedi -.---.. 0.000ft +D+Lr Phase 11 Engineering, Inc. 0.000ft 0.0000in Engineer: DP +D+0.750Lr in 0.0000in 1411 N. Batavia St., #208 0.0000in 0.000ft Project ID: 20-056 0:21831n 9.250ft Orange, CA 92867 9.250ft +D+0.70E Project Deem Concrete Bridge 7in 026g3in (714) 3633585 +D+0,5250E 0:2183in. 9.250ft11 .1 9.250ft info@phose2eng.com 0.0000in 0.000ft O.000Oin Primed: 5 OCT 2020, 0 9.188ft: '0.3086in so ftware copy fight ENERCALC; INC 19832020, WWII Wood Column Watches r --- _---- DESCRIPTIO Wood Post i Note: Only non -zero reactions ar Maximum Reactions - X -X Axis Reaction -- - k y V Axis Reaction Axial Reaction My- End . Moments k -fl. @ Top EM t MxBase -- @ @Base @ TOP @. Base @ Top @Base @. Base Load Combination 0.529 D Only 1.159 +D+Lr 1,001 +D+0.750Lr 0.317 1.878 +0.60D0.529 +D+0.70E 0.203 0.203 0.529 1.878. 1.408 1,408 +D+0.5250E. 0.152 0.152 0.203 ' 0.317 1.878 1:878 +0.600+0.70E 0:203 0:830 Lr Only. 0.290 0.290 2.683 2.683 E Only - -_�-"--�-0.60001n D Only 0!o00tt 0.000ft u.uuwn. 0.0000in -.---.. 0.000ft +D+Lr 0.0000in 0000 0.000ft 0.0000in 0.000ft +D+0.750Lr in 0.0000in 0.000ft 0.0000in 0.000ft +0.600 0:21831n 9.250ft 0.2183in 9.250ft +D+0.70E 0.1637in 9.250 7in 026g3in 9.25011 +D+0,5250E 0:2183in. 9.250ft11 .1 9.250ft +0.60D+0.70E 0.0000in 0.000ft O.000Oin O:000ft Lr Only 0.3086in 9.188ft: '0.3086in 9.188ft E Only Watches --- _---- i 8x8 7.50 in +X I.. Phase 11 Engineering, Inc. 1411 N. Batavia St., #208 Orange, CA 92867 (714)363-3585 info@phase2eng.eom t)'. DESCRIPTIO rnrla Raferancas Calculations per ACI 316-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = tp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min, Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom &,shear Dimensions Project Title: Abedi Engineer: DP Project ID: 20-056 Project Descr:Concrete Bridge Printed: 5 OCT 2.50 ksi Soil Design Values Allowable Soil Bean = 1:50 `ksf 60 ksi Increase Bearing By Footing Weight — No 2,850.0 ksi Soil Passive Resistance (for Sliding) = 200.0;pcf 150.0 pef Soil/Concrete Friction Coeff. = 0.250 8.90 Direction Requiring Closer Separatio 0,750 Increases based on footing Depth n/a # Bars required within zone Footing base depth below soil surface = 1.50 ft' = Allow press. increase per foot of depth = = 0,00180 when footing base is below = ft = 1.5:1 OB : Overburden = _ = 1.50 : 1 increases based on footing plan dimension M-zz = Yes Allowable pressure increase per foot of depth YNo max. length or width is greater than ksf o when ft No Width parallel to X -X Axis = 3.667 it Length parallel to Z -Z Axis = 3.667 It Footing Thickness 18 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis _ in Height in Rebar Centedine to Edge of Concrete... at Bottom of footing = 3.313 In Reinforcing Bars parallel to X -X Axis = k Number of Bars 5 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis k -ft Number of Bars 5 Reinforcing Bar Size # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load 0.4160 OB : Overburden = _ M-xx = M-zz = V -x = V -z = y 5v1# N fr - dd C 4Y�1 Y z, a2 �� Lr L 5 0.630 Pc' 4L . -7 o -C 10 k ksf 3,116 _ k -ft 3.116 k -ft 0.290 k 0.290 k Phase 11 Engineering, Inc. Project Title: Abedi 1411 N. Batavia St., #208 Engineer: DP Orange, CA 92867 Project ID: 20-056 Project Descr:Concrete Bridge (714)363-3585 info@phase2eng.com D _ Printed:. 5:OCT General Footing': Software copyright ENERCALC,:INC. 1983-2020, Bui DESCRIPTIO Pad Footing Load Combination... Vu @-X Vu @ +X Vu @ -Z Vu @+Z Vu:Max Phi Vn Vu /Phi*Vn Status +1.400 0.15 Psi 0.15 psi 0.15 psi All units It Sliding Stability 75.00 psi 0.00 OK +1.20D+0.50Lr 0.21 psi 0.21 psi 0.21 psi 0.21 psi 0.21 psi 75.00 psi 0.00 OK +1,20D 0,13 psi 0.13psi 0.13 psi 0.13 psi Force Application Axis Load Combination... 75.00 psi Sliding Force_ OK Resisting Force Stability Ratio _ Status X -X, +0.60D 0.40 psi 0.40 psi 0.0 k 75.00 psi 0.01 1341 It No Sliding OK X -X, +D+0,70E 0.10 psi 0.10 psi 0.2030 k 75.00 psi 0.00 1.685 k 8.303 OK X -X, +D+0.5250E 1.12 psi 2.52 psi 0.1523 k 75.00 psi 0.03 1.685k 11.070 OK X -X, +0,60D+0.70E 0.55 psi 0.55 psi 0.2030 It 75.00 psi 0.01 1.341 it 8.607 OK Z -Z, D Only 0.0 k All units It 1.685 It No Sliding OK Z -Z, +D+Lr Vu /Phi*Vn 0.0 k Status +1.40D 1.843 k No Sliding OK Z -Z, +D+0.750Lr 0.00398 0.0 k OK +1.20D+0.50Lr 1.804 k No Sliding OK Z -Z, +0.60D 0.005564 0.0 It OK 1.341 k No Sliding OK Z -Z, +D+0.70E 150.00psi 0.2030 k 1.685 k 8.303 OK Z -Z, +D+0.5250E 150.00psi 0,1523 k 1.685 k 1-1:070 OK Z -Z; +0.60D+0.70E 150.00psi 0.2030 k 1.341 It 6:607 OK Footing Flexure 150.00psi 0.005743 OK Flexure Axis&toadCombinatlon Mu Side Tension As Req'd Gvrn. As. Actual As. 1na2 PhiiMn k -ft Status k -ft. 102 inA2 X -X +1.40D 0.07280 _Surface: +Z Bottom 0,3888 Min Tamp%o 0.4227 26.990 OK X -X, +1.40D 0.07280 -Z Bottom 0.3888 Min Temp % 0.4227 26.990 OK X -X, +1.20D+0.50Lr 0.1018 +Z <Bottom 0.3888 Min Temp % 0.4227 26.990 OK X -X, +1.20D+0.50Lr 0.1018 -Z Bottom 0.3888 Min Tamp % 0.4227 26.990 OK X -X, +1.20D 0.06240 +Z Bottom 0.3888 Min Temp % 0.4227 26.990 OK X -X, +1.20D 0.06240 -Z Bottom 0.3888 Min Temp % 0.4227 26,990 OK X -X, +1.20D+1.60Lr 0.1884 +Z Bottom 0.3888 Min Temp % 0.4227 26.990 OK X-X,+1.20D+1.60Lr 0.1884 -Z Bottom 0.3888 Min Temp % 0.4227 26.990 OK X -X, +0.90D 0.04680 +Z Bottom 0.3888 Min Temp % 0.4227 26.990 OK X -X, +0.90D 0.04680 -Z Bottom 0.3888 Min Temp % 0.4227 26.990 OK X -X, +1.409D+1.50E 0.9243 +Z Bottom 0.3888 Min Temp % 0.4227 26.990 OK X-X,+1.409D+1.50E 0.5281 -Z Top 0.3888 Min Temp % 0.4227 27.586 OK X-X,+0.6912D+1.50E 0.2614 +Z Top 0.3888 Min Temp % 0.4227 27.586 OK X -X, +0.6912D+1.50E 0.2614 -Z Top 0.3888 Min Temp % 0,4227 27.586 OK Z -Z, +1.40D 0,07280 -X Bottom 0.3888 Min Temp % 0.4227 26.990 OK Z -Z, +1.40D 0.07280 +X Bottom 0.3888 Min Temp % 0.4227 26.990 OK Z -Z, +1.20D+0.50Lc 0.1018 -X Bottom 0,3888 Min Temp % 0.4227 26.990 OK Z-Z,+1.20D+0.50Lr 0.1018 +X Bottom 0.3888 Min 'Tamp % 0.4227 26.990 OK Z -Z, +1.20D 0.06240 -X Bottom 0.3888 Min Temp % 0.4227 26.990 OK Z -Z: +1.20D 0.06240' +X Bottom 0.3888 Min Temp % 0.4227 26:990 OK Z -Z, +1.20p+1.60Lr 0.1884 -X Bottom 0.3888 Min Temp % 0.4227 26.990 OK Z -Z, +1.20D+1.60Lr 0.1884 +X Bottom 0.3888 Min Temp %q 0.4227 26.990 OK Z -Z, +0.90D 0.04680 -X Bottom 0.3888 Min Temp % 0.4227 26.990 OK Z -Z, +0.90D 0.04680 +X Bottom 0.3888 Min Temp % 0.4227 26.990 OK Z -Z, +1.409D+1.50E 0.5281 -X Top 0.3888 Min Temp % 0.4227 27.586 OK Z -Z, +1.409D+1.50E 0.9243 +X Bottom 0.3888 Min Temp % 0.4227 26.990 OK Z -Z, +0.6912D+1.50E 0.2614 -X Top 0.3888 Min Tamp % 0.4227 27.586 OK Z-Z,;+0.6912D+1.50E 0.2614 +X Top 0,3888 Min Temp% 0.4227 27.586 OK One Way Shear Load Combination... Vu @-X Vu @ +X Vu @ -Z Vu @+Z Vu:Max Phi Vn Vu /Phi*Vn Status +1.400 0.15 Psi 0.15 psi 0.15 psi 0.15 psi 0.15psi 75.00 psi 0.00 OK +1.20D+0.50Lr 0.21 psi 0.21 psi 0.21 psi 0.21 psi 0.21 psi 75.00 psi 0.00 OK +1,20D 0,13 psi 0.13psi 0.13 psi 0.13 psi 0.13 psi 75.00 psi 0.00 OK +1.20D+1.60Lr 0140 Psi 0.40 psi 0.40 psi 0.40 psi 0.40 psi 75.00 psi 0.01 OK +0.90D 0.10 Psi 0.10 psi 0.10 psi 0.10 psi 0.10 psi 75.00 psi 0.00 OK +1.409D+1.50E 1.12 psi 2.52 psi 1.12 psi 2.52 psi 2.52 psi 75.00 psi 0.03 OK +0.6912D+1.50E 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 75.00 psi 0.01 OK Two-way "Punching" Shear All units It Load Combination... Vu Phi*Vn Vu /Phi*Vn Status +1.40D 0.60 psi 150,00psi 0.00398 OK +1.20D+0.50Lr 0.83 psi 150.00psi 0.005564 OK +1.200 0.51 psi 150.00psi 0.003411 OK +1.20D+1.60Lr 1.55 psi 150.00psi 0.0103 OK +0.90D .0.38 psi 150.00psi 0.002558 OK +1.409D+1.50E 0.86 psi 150.00psi 0.005743 OK ?17.6�4 19 0 -r 10 Phase II Engineering, Inc. DATE: 10/5/2020 1411 N. Batavia 5t., Suite 208 Orange, CA 92867 JOB NAME: Abedi (714)363-3585 JOB NUMBER: 20-056 email: infb@phase2eng.com Uplift: Ptotai = P - DL Ptotal = 23.685565 psf Trib Area = 63 ftA2 Pmax (lb) 1114.4179 < 1435 Ib EPCBZ use Simpson EPCBZ or better Page 10 of 10