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Specifications (9) At- S 7'.L- )/L-- ( 27g ! a o s c.> GG-74 Project: 9130 SW 66th Ave.Foundation Improvement ,icy PROFL- 9130 SW 66"'Avenue C- tI7�42 E- Tigard,Oregon 97223 REGEIEO NOV 0 7 2012 ; Client: M.Leon Construction i �13N 315 NW 1076 Avenue CM OF T 'fiL '" og, 20:11' �� Portland,Oregon 97229 WONGt VAR EXPIRES 12/31/1 2 Structural Calculations Scope: To provide structural calculations for the replacement of an existing foundation wall at 9130 SW 66th Avenue in Tigard, Oregon. Elements not specifically referenced in these calculations are outside the purview of these calculations and are designed by others. References: 1. SEI/ASCE 7-05, Second Edition, Minimum Design Loads for Buildings and Other Structures,American Society of Civil Engineers(ASCE) 2. 2010 Oregon Structural Specialty Code(OSSC) 3. 2009 International Building Code(IBC) 4. 2008 Building Code Requirements for Structural Concrete, ACI 318-08, and Commentary(ACI) 5. 2005 National Design Specification for Wood Construction,ANSIIAF&PA(NDS) 6. 2008 Masonry Standards Joint Committee(MSJC) Table of Contents Scope&References - 1 Table of Contents 1 Design Criteria 2 Structural Calculations 3 Peterson West al Engines s Inc. project 12-166 date C 1 2 9 2012 531 B S.W.Weslgale Drive.SuOe 215 Portland Oregon 07221-2411 Phone(503)202-1635 Fart(503)202-9846 designer RSA sheet 1 of Peterson Structural Engineers,Inc. OCT 2 9 2012 5319 S.W.Westgate Drive,suite 21S project fit ' date Portland,Oregon 97221-2411 Phone(503)292-1635 Fax:(603)292.9046 designerA: sheet of v1 tin F - UL S -0„ m _ -'8 t,'” 2*PS- 16(�� s 2.4aesc 'PI ( -15J-- s "-���( ^���� � � �At t P 1 ZEPeterson Structural Engineers,Inc. OCT 9 2012 5319 S.W.Westgate Drive,Suite 215 project ,z-1 / p date L LB Portland,Oregon 97221-2411 Phone(593)292-1635 Fa X:(503)292-9646 designer sheet of Peterson Structural Engineers,Inc. Title: 9130 SW 66th Avenue Job# 12-166 5319 SW Westgate Drive,Suite 215 Engineer: RSA nag Portland,Oregon 97221 PhProject Desc.: Foundation Improvement Peterson Structural Engineers.lee. :503.292.1635 www.psengineers.com Printed:24 OCT 2012,828A Wood Beam Re:G:\Project Fles12012\12-151 to 12-175112-1661Enercalc&RetainPro112-166.ec6 as ENERCALC,INC 1983-2012,Build6.12913 Ver612913 a Ac.#,1(VII 0600241!8 °'`. T:"--.-73,-:: 7 Lacensee ' .. �peterso�sXructuralre�agmeer�:j Description: Header CODE REFERENCES Calculations per NDS 2005,IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.439)L(0.2)S(0.356) + V V v T /\ 4x6 Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.4390, L=0.20, S=0.3560, Tributary Width=1.0 ft DESIGN SUMMARY - eig ct Maximum Bending Stress Ratio = 0.515: 1 Maximum Shear Stress Ratio = 0.406 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 654.89 psi fv:Actual = 70.04 psi FB:Allowable = 1,270.75 psi Fv:Allowable = 172.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+11 Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.016 in Ratio= 2223 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.029 in Ratio= 1242 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M lb F'b V lv F'v +D 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.338 0.266 0.90 1.30 1.00 1.00 1.00 1.00 1.00 0.49 335.86 994.50 0.46 35.92 135.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.442 0.349 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.72 488.87 1105.00 0.67 52.28 150.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.479 0.377 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0.89 608.22 1270.75 0.83 65.05 172.50 +D+0.750Lr+0.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.326 0.257 1.25 1.30 1.00 1.00 1.00 1.00 1.00 0.66 450.62 1381.25 0.62 48.19 187.50 +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.515 0.406 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0.96 654.89 1270.75 0.90 70.04 172.50 +0+0.750Lr+0.750L+0.750W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.255 0.201 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.66 450.62 1768.00 0.62 48.19 240.00 4 • • Peterson Structural Engineers,Inc. Title: 9130 SW 66th Avenue Job# 12-166 5319 SW Westgate Drive,Suite 215 Engineer: RSA YEEPortland,Oregon 97221 Project Desc.: Foundation Improvement Ph:503.292.1635 Peterson Structural Engineers,tae www.psengineers.com Printed:24 OCT 2012,828N ®®d ���f1I9' Fie:GA Project Files12012112-151 to 12.175\12-1661Enercalc&RelainPro112-166.ec6 ENERCALC,INC.1993-2012,Build:6.12.9.13,Ver..6.12,9.13 'zl Zle## sKW 060024'08 _ , a,L1cepsee, 'e`eter onstrtraura"en rraeeis. Description: Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r Cm C t CL M fb Pb V fv Pv +D+0.750L+0.750S+0.750W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.370 0.292 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.96 654.89 1768.00 0.90 70.04 240.00 +D+0.750Lr+0.750L+0.5250E+1-1 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.255 0.201 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.66 450.62 1768.00 0.62 48.19 240.00 +D+0.750L+0.750S+0.5250E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.370 0.292 1.60 1.30 1.00 1.00 1.00 1.00 1.00 0.96 654.89 1768.00 0.90 70.04 240.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2'Defl Location in Span Load Combination Max."+"Dell Location in Span D+L+S 1 0.0290 1.515 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.493 1.493 D Only 0.659 0.659 L Only 0.300 0.300 S Only 0.534 0.534 L+S 0.834 0.834 D+L 0.959 0.959 D+S 1.193 1.193 D+L+S 1.493 1.493 Peterson Structural Engineers,Inc. Title: 9130 SW 66th Avenue Job# 12-166 5319 SW Westgate Drive,Suite 215 Engineer. RSA nswPortland,Oregon 97221 Project Desc.: Foundation Improvement Ph:503.292.1635 Petersen Shech,oI Engineers,Inc www.psengineers.com Printed:24 OCT 2012,828A Footing File:G:IProject Flest2012112-151 to 12-175112-1661Enercalc&RetainPro112-166.ec6 Wall ENERCALC,INC.1983-2012,Buk1:6.12.9,13,Ver.6.12.9.13 L.,0;..#1-I:C;W 06002408 --, Licensee 4 peterson'structura_englnebrs Description: New Foundation Wall-Typical Section Code References Calculations per ACI 318-08, IBC 2009.CBC 2010,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 200.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 1.50 ft Min Steel%Bending Reinf. = 0.00080 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00080 when base footing is below = ft Min.Overturning Safety Factor = 1.50 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.50 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 1.50 ft Footing Thicknes = 8.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete.. Bar spacing = 16.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in i -:, s 1 1m f� "______..Y ___' 4-#48ars.. OS Z Applied Loads D Lr L S W E H P:Column Load = 0.4390 0.20 0.3560 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing DESIGN SUMMARY -t�- � .� ..�9ir � r.�r��`a. �3 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4192 Soil Bearing 0.6707 ksf 1.60 ksf +D+0.750L+0.750S+0.5 PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02234 Z Flexure(+X) 0.07317 k-ft 3.276 k-ft +1.20D+0.50L+0.20S-E PASS 0.02234 Z Flexure(-X) 0.07317 k-ft 3.276 k-ft +1.20D+0.50L+0.20S+E PASS 0.01489 1-way Shear(+X) 1.223 psi 82.158 psi +1.20D+0.50L+1.60S PASS 0.01489 1-way Shear(-X) 1.223 psi 82.158 psi +1.20D+0.50L+1.60S Lo • • Peterson Structural Engineers,Inc. Title: 9130 SW 66th Avenue Job# 12-166 5319 SW Westgate Drive,Suite 215 Engineer: RSA nsmPortland,Oregon 97221 Ph:503.292.1635 Project Desc.: Foundation Improvement Peterson Structural BOOM.Inc. , www.psengineers.com Printed:24 OCT 2012.8 28N 1 File:G\Proiect FIes12012112-151 to 12-175\12-166\Enercalc&RetainPro112-166.ec6 Wali Footing ENERCALC,INC.19133-2012,Build:6.12.9.13,Ver.6.12.9.13 Description: New Foundation Wall-Typical Section Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z _ +Z -x -X Ratio +D 1.60 ksf 0.0 in 0.3927 ksf 0.3927 ksf 0.245 .+O+L+H 1.60 ksf 0.0 in 0.5260 ksf 0.5260 ksf 0.329 .+D+S+H 1.60 ksf 0.0 in 0.630 ksf 0.630 ksf 0.394 +D+0.750Lr+0.750L+H 1.60 ksf 0.0 in 0.4927 ksf 0.4927 ksf 0.308 +D+0.750L+0.750S+H 1.60 ksf 0.0 in 0.6707 ksf 0.6707 ksf 0.419 .+D+0.750Lr+0.750L+0.750W+H 1.60 ksf 0.0 in 0.4927 ksf 0.4927 ksf 0.308 ,+D+0.750L+0.750S+0.750W+H 1.60 ksf 0.0 in 0.6707 ksf 0.6707 ksf 0.419 •+D+0.750Lr+0.750L+0.5250E+H 1.60 ksf 0.0 in 0.4927 ksf 0.4927 ksf 0.308 ,+D+0.750L+0.750S+0.5250E+H 1.60 ksf 0.0 in 0.6707 ksf 0.6707 ksf 0.419 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in^2 in^2 in^2 k-ft Status +1.409 0.06872 -X Bottom 0.0768 Min Temp% 0.15 3.276 OK +1.409 0.06872 +X Bottom 0.0768 Min Temp% 0.15 3276 OK +1.20D+0.50Lr+1.60L+1.60H 0.08557 -X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.200+0.50Lr+1.60L+1.60H 0.08557 +X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.20D+1.60L+0.50S+1.60H 0.1004 -X Bottom 0.0768 Min Temp% 0.15 3.276 OK ,+1.20D+1.60L+0.505+1.60H 0.1004 +X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.20D+1.60Lr+0.50L 0.06723 -X Bottom 0.0768 Min Temo% 0.15 3.276 OK .+1.200+1.60Lr+0.50L 0.06723 +X Bottom 0.0768 Min Temo% 0.15 3.276 OK .+1.20D+0.50L+1.60S 0,1147 -X Bottom 0.0768 Min Temp% 0.15 3.276 OK ,+1,209+0.50L+1.605 0.1147 +X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.20D+1.60S+0.80W 0.1064 -X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.20D+1.605+0.80W 0.1064 +X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.209+0.50Lr+0.50L+1.60W 0.06723 -X Bottom 0.0768 Min Temp% 0,15 3.276 OK .+1.20D+0.50Lr+0.50L+1.60W 0.06723 +X Bottom 0.0768 Min Temp% 0.15 3.276 OK ,+1.20D+0.50L+0.50S+1.60W 0.08207 -X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.20D+0.50L+0.50S+1.60W 0.08207 +X Bottom 0.0768 Min Temp% 0.15 3.276 OK ,+1.20D+0.50L+0.20S+E 0.07317 -X Bottom 0.0768 Min Temp% 0.15 3.276 OK .+1.20D+0.50L+0,20S+E 0.07317 +X Bottom 0.0768 Min Temo% 0.15 3.276 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 0.733 osi 0.733 psi 0.733 psi 82.158 psi 0.008922 OK +1.20D+0.50Lr+1.60L+1.60H 0.9127 psi 0.9127 osi 0.9127 psi 82.158 psi 0.01111 OK +1.20D+1.60L+0.50S+1.60H 1.071 psi 1.071 Psi 1.071 psi 82.158 psi 0.01304 OK +1.200+1.601.1+0.50L 0.7172 psi 0.7172 psi 0.7172 psi 82.158 osi 0.008729 OK +1.209+0.50L+1.60S 1.223 psi 1.223 psi 1.223 psi 82.158 psi 0.01489 OK +1.20D+1.60S+0.80W 1.135 psi 1.135 osi 1.135 psi 82.158 osi 0.01381 OK +1.200+0.50Lr+0.50L+1.60W 0.7172 osi 0.7172 psi 0.7172 psi 82.158 psi 0.008729 OK +1.20D+0.50L+0.50S+1.60W 0.8754 osi 0.8754 psi 0.8754 psi 82.158 psi 0.01066 OK +1,20D+0.50L+0.20S+E 0.7804 psi 0.7804 psi 0.7804 osi 82.158 pssi 0.009499 OK Peterson Structural Engineers,Inc. Title: 9130 SW 66th Avenue Job# 12-166 5319 SW Westgate Drive,Suite 215 Engineer. RSA MSCPortland,Oregon 97221 Project Desc.: Foundation Improvement Ph:503.292.1635 Peterson 5tmClmd Engineer..Ine www.psengineers.com Pnnted.24 OCT 2012,0:31 AM File:G:IProject Files12012\12-151 to 12-175112-1661Enercalc&RetainPro112-166.ec6 4 General Footing ENERCALC,INC.1983-2012,Build:6.12.9,13,Ver.6.12.9.13 Lie.-;.:t,',_ 460024,08,=:-----.:-: 4 -_,-..--;--,..-..',--,-..:-_,..r.=-7,2',..- ' icensee apeterson+str!c_ralryen1gtneers Description: Footing at Header Code References Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 200.0 pcf Concrete Density = 150.0 pcf SoilConcrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50:1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears . Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,morn&shear : No Dimensions Width parallel to X-X Axis = 1.50 ft Z Length parallel to Z-Z Axis = 1.333 ft Footing Thicknes = 8.0 in __.—._. Pedestal dimensions... q I X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in ' Height - in a. m Rebar Centerline to Edge of Concrete.. I ---m at Bottom of footing = 3.0 in o N Z II W Reinforcing 1 6" Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 • Reinforcing Bar Sizt = # 4 -p48ers I' Bandwidth Distribution Check (ACI 15.4.4.2) • = Direction Requiring Closer Separationig Z-Z Axis #Bars required within zone 94.1 % #Bars required on each side of zone 5.9% Applied Loads D Lr L S W E H P:Column Load = 1.098 0.50 0.890 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Peterson Structural Engineers,Inc. Title: 9130 SW 66th Avenue Job# 12-166 5319 SW Westgate Drive,Suite 215 Engineer: RSA numPortland,Oregon 97221 Project Desc.: Foundation Improvement Ph:503.292.1635 Pel./eon Sttuttuntl Wawa..Inc www.psengineers.com Prinled:24OCT2D12,8.31M1 General Footing File:G:1ProjectFilesl2012112-151to12-175\12-166tEnercale&RetainPro\l2-166.ec6 g ENERCALC,INC 1983-2012,Build:6.12.9.13,Ver:6.12.9.13 fiUt40 02408 . ' .? . ::_. ,y : . ' _ . .... 1 icInsee?pe ers Dstructuralenneer yt ' rli_c, Description: Footing at Header DESIGN SUMMARY :- '77 t a nir0N Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7319 Soil Bearing 1.171 ksf 1.60 ksf +D+0.750L+0.750S+0.5250E+H PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03863 Z Flexure(+X) 0.2455 k-ft 6.354 k-ft +1.20D+0.50L+0.20S+E PASS 0.03863 Z Flexure(-X) 0.2455 k-ft 6.354 k-ft +1.20D+0.50L+0.20S+E PASS 0.05843 X Flexure(+Z) 0.3323 k-ft 5.686 k-ft +1.20D+0.50L+1.60S PASS 0.03410 X Flexure(-Z) 0.1939 k-ft 5.686 k-ft +1.200+0.50L+0.20S+E PASS 0.1032 1-way Shear(+X) 8.478 psi 82.158 psi +1,20D+0.50L+1.60S PASS 0.1032 1-way Shear(-X) 8.478 psi 82.158 psi +1.20D+0.50L+1,60S PASS 0.07552 1-way Shear(+Z) 6.205 psi 82.158 psi +1.20D+0.50L+1.60S PASS 0.07552 1-way Shear(-Z) 6.205 psi 82.158 psi +1.200+0.50L+1.605 PASS 0.1664 2-way Punching 27.347 psi 164,317 psi +1.20D+0.50L+1.60S Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X.+D 1.60 n/a 0.0 0.6491 0.6491 n/a n/a 0.406 X-X.+D+L+H 1.60 n/a 0.0 0.8992 0.8992 n/a n/a 0.562 X-X.+D+S+H 1.60 n/a 0.0 1.094 1.094 n/a n/a 0.684 X-X.+D+0.750Lr+0.750L+H 1.60 n/a 0.0 0.8367 0.8367 n/a n/a 0.523 X-X.+D+0.750L+0.750S+H 1.60 n/a 0.0 1.171 1.171 n/a n/a 0.732 X-X.+D+0.750Lr+0.750L+0.750W+H 1.60 n/a 0.0 0.8367 0.8367 n/a n/a 0.523 X-X,+D+0.750L+0.750S+0.750W+H 1.60 n/a 0.0 1.171 1.171 n/a n/a 0.732 X-X.+D+0.750Lr+0.750L+0.5250E+1-1 1.60 n/a 0.0 0.8367 0.8367 n/a n/a 0.523 X-X.+D+0.750L+0.750S+0.5250E+H 1.60 n/a 0.0 1.171 1.171 n/a n/a 0.732 Z-Z.+D 1.60 0.0 n/a n/a n/a 0.6491 0.6491 0.406 Z-Z.+D+L+H 1.60 0.0 n/a n/a n/a 0.8992 0.8992 0.562 Z-Z.+D+S+H 1.60 0.0 n/a n/a n/a 1.094 1.094 0.684 Z-Z,+0+0.750Lr+0.750L+H 1.60 0.0 n/a n/a n/a 0.8367 0.8367 0.523 Z-Z,+D+0.750L+0.750S+H 1.60 0.0 n/a n/a n/a 1.171 1.171 0.732 Z-Z.+0+0.750Lr+0.750L+0.750W+H 1.60 0.0 n/a n/a n/a 0.8367 0.8367 0.523 Z-Z,+0+0.750L+0.750S+0.750W++i 1.60 0.0 n/a n/a n/a 1.171 1.171 0.732 Z-Z,+D+0.750Lr+0.750L+0.5250E+H 1.60 0.0 n/a n/a n/a 0.8367 0.8367 0.523 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.60 0.0 n/a n/a n/a 1.171 1,171 0.732 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? or Top? in^2 in^2 in"2 k-ft X-X.+1.400 0.1707 +Z Bottom 0.1728 Min Ten)% 0.2667 5.686 OK X-X.+1.40D 0.1707 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.2352 +Z Bottom 0.1728 Min Temo% 0.2667 5.686 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.2352 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.2846 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X.+1.200+1.60L+0.50S+1.60H 0.2846 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X.+1.20D+1.60Lr+0.50L 0.1741 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK • • . Peterson Structural Engineers,Inc. Title: 9130 SW 66th Avenue Job# 12-166 5319 SW Westgate Drive,Suite 215 Engineer: RSA numPortland,Oregon 97221 Project Desc.: Foundation Improvement Ph:503.292.1635 Peterson Structural 5gpnaera,Ino_ www.psengineers.com Printed:24 OCT 2012,8:31 AM General FootingFile:G:tProjectFiles\2012112-151 to12-175112-1661EnercalcBRetainPro112-166.ec6 .4 ENERCALC,INC.1983-2012,Build:6.12.9.13,Ver.6.12.9.13 sbnStnuctufla irgi '`='e'=e Description: Footing at Header X-X.+1.20D+1.60Lr+0.50L 0.1741 -Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X.+1.20D+0.50L+1.60S 0.3323 +Z Bottom 0.1728 Min Temp% 0.2667 5.686 OK X-X+1.20D+0.50L+1.60S 0.3323 -Z Bottom 0.1728 Min Temo% 0.2667 5.686 OK