The URL can be used to link to this page

REVIEWED RESUB 1-Structural_Calculations+5.13.2022_3.04.40_PM+28699517821 - 168th Ave. N.E. MITCHELL ENGINEERING INC. Redmond, WA98052 (425) 747-1500 mitchellenginecringinc@corncast.net 4�4 40 ZAVUoofi- �� 41),AVIT-1 /�;Z yL /2 'a°°��;• 2 72 AlAmls 512 ;-4/a/Z PREPARED BY Pal PROJECT � '4:5;/r DATE /0/s �? / SUBJECT V 1'b;11aA SHEET NO. I OF �Cf/ JOB NO./m/ 7821 - 168th Ave. N.E. MITCHELL ENGINEERING INC. Redmond, WA 98052 (425) 747-1500 mitcheliengineeringinc@comcast.net L 6 2 -�� ?-' GIy v Zyf 5 Ad 14 (Z-a T `- -1p, "/ 17 2 2 1, G ?u / 2�;�m� • %± 2 -h LSAL0A PREPARED BY /✓a PROJECT _ DATE s�! SUBJECT_ f, SHEET NO. a21OFF JOB NO. �2e' 4J, / MIrTCHELL ENGINEERING INC. 742 ki'T - 3e, 4> lei 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchelienginceringinc@comcast.net PREPARED BYj r� PROJECT ,4125 �� SHEET NO. �3OF.7W _ y DATE _ __ 1� Fi SUBJECT JOB NO. MITCHELL ENGINEERING INC. 6-Aa Ad` ,1Ar PREPARED BY 000 ' PROJECT s9 DATE 6Gi / SUBJECT 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchollengiiieeringinc@comcast.net 4L-i .0 �s SHEET NO. 114 OF JOBNO. 7821 - 168th Ave. N.E. MITCHELL ENGINEERING INC. Redmond, WA 98052 (425)747-1500 mitchellengineeringinc@comcastnet 32474 291 't'7. ; 3"2&0 lay PREPARED BYWfjw"PROJECT DATE 4I /, I ' 44 SHEET NO. OF _ SUBJECT' _-- JOB NO. D �"497 MITCHELL ENGINEERING INC. SAI'54t" DL . ® .% g-a- b hA,46 p % 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchellengineeringinc@comcast.net Laws G�✓�� kjJ �YA)A- G� Vs;: /%'`-1,/7ir 45 � � 2960-0 r 29 rL PREPARED BY E PROJECT _ �/"^�"1 15 !� 4Q SHEET NO. loop OF ry DATE �� SUBJECT L�✓� JOB NO — —_ . MITCHELL ENGINEERING INC. " � " W-pin All - ZwAk. 2 1 ✓*G 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchellengiiieeringinc@comcast.net O '� - ,�/Z rl ✓ 3G 0la?yam %Gv -�- 5/s'"240' °j Avg /',- 2 315p- co -- /`1d�1 �, _ 3AS J iVAIJ yam/ 12 '-2Gv -fi- 4 PREPARED BY <"°"° PROJECT A,1�57 14A SHEET NO. -_7OF_ DATE . k —SUBJECT JOB NO. a 21- 97 7 MIT'CHELL ENGINEERING INC. j ^ �r4 PREPARED BY _ _ PROJECT DATE / SUBJECT 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchellengineeringinc@comcast.net SHEET NO. OF v21-427 JOB NO. _ criteria Retained Height = 4.00 ft Wall height above soil = DA) it Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 it Wind on Stem = 0.0 per Vertical component of active lateral soft 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 & Overturning Axial Load Applied to Stem Axial Dead Load _ 0.0Ibs Axial Live Load = 0.0 the --ter Atrial Load Eccentricity = 0.0 in ;vvall Stability Ratios , '"-:' Overturning = 3.73 OK '- -: Sliding: = 1.56 OK `. -' Total Bearing Load = 1,444 the -'::.resuitantece. - 1.66in Soil Pressure @ Toe = 684 psf OK Soil Pressure @ Heel = 367 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI-Factored @ Toe = 756 psf ACI Factored @ Heel 405 psf Footing Shear @ Toe = 1.6 psi OK Footing Shear @ Heel = 4.8 psi OK Allowable = 76.0 psi Sliding Cafes (Vertical Component NOT Used) Lateral Sliding Force = 396.7 lbs less 100% Passive Force = - 86.8 ibs less 100% Friction Force = - 532.2 lbs Added Force Req'd - 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load.FarA Dean - 1.200 Live Load 1:600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psflft Toe Active Pressure = 35.0 psflft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootinglSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 it ...Height to Bottom = 0.00 ft Stem Construction Top Stem Footing Dimensions & Strengths Toe Width = 0.75 ft Heel Width - 200 Total Footing Width = 2.75 Footing Thickness = 10.00 in Key Width 0.00 In Key Depth = 0.00 In Key Distance from Toe = 0.00 It fe = 2,000 psi Fy = 40000 psi Footing Concrete Density = 156.00 cf p Min. As % - = 0 Cover @Top = 2.00 in � Btm.= 3. 3.00 in Adjacent Footing Load Adjacent Fooling Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall = 0.0 it Polsson's Ratio = n ann Design Height Above Ftg it = Ste 0,00 _- Wall Material Above "Ht" = Concrete Thickness = 8.00 Reber Size - # 4 Reber Spacing = 18,00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0,244 Total Force @ Section [be = _ 448.0 Moment.... Actual ft-#= 597.3 Moment..... Allowable = 2,447.6 Shear..... Actual psi= 6.0 Shear..... Allowable psi= 67.1 Wall Weight = 100.0 Reber Depth 'd, in = 6.25 LAP SPLICE IF ABOVE in= 13.95 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.26 Masonry Data I'm psi= Fs psi= - Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASO Concrete Data fe psi= _ 2,000.0 Fy psi = 40,000.0 N e� Footing Design Results Toe Heel Factored Pressure = 756 405 psf Mu': Upward = 204 411 ft-# Mu': Downward = 42 846 R4 Mu: Design = 161 435 ft-# Actual l-Way Shear = 1.58 4.81 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None speed Heel Reinforcing = None Sped'd Key Reinforcing = None Spsc'd Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Lead C Stem Above Soil = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ` Fr Heel: Not req'd, Mu < S ` Fr Key: No key defined .....OVERTURNING..... Force Distance Moment Ibs ft ft-# 408.8 1.61 658.7 -12.2 0.28 -3.4 Total = W6.7 O.T.M. 655.3 -'� Resisting/Overturning Ratio -= 3.73 - -. - Vertical Loads used for Soil Pressure =`1,444.4 Ibs Vertical component of active pressure used for soil pressure UESIGNER NOTES: .....RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel = 586.7 2.08 1.222.2 Sloped Soil Over Heel = Surcharge Over Heel = - Adjacent Footing Load = Axial Dead Load on Stem 0.00 Soil Over Toe Surcharge Over Toe = Stem Weight(s) - Earth @ Stem Transitions g00.0 1.08 433.3 Footing Weight = 343.8 1.38 472.7 Key Weight = Vert. Component = 113.9 2.75 313.3 Total = 1,444.4 Ibs R.M.- 2,441.5 Criteria Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 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 psi Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load - 0.0 lbs Axial Lead Eccentricity = 0.0 In - *Design Summary :Nall Stability Ratios Overturning = 2.46 OK Slab Resists All Sliding I Total Bearing Load = 1,052 lbs ..,resultant ecc. = 2.62 in Soil Pressure @ Toe = 740 psf OK Soil Pressure @ Heel = 195 psf OK Allowable = 1,500psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 792 psf ACI Factored @ Heel = 209 psf Footing Shear @ Toe = 3.4 psi OK Footing Shear @ Heel = 4.6 psi OK Allowable = 76.0 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force • = 396.7 lbs less 100% Passive Force = 86.8 lbs less 100% Friction Force = - 281.4 lbs Added Force Req'd = 28.5 lbs NG ....for 1.5 : 1 Stability = 226.8 lbs NO Load Factors `Dead Loed 1.20U Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psuft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 2%0 psf/ft Soil Density = 110.00 pcf FootingiiSoil Friction = 0.300 Soil height to ignore for passive pressure 0,00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/R ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions &Strengths Toe Width = 1.00 ft Heel Width - 1.25 Total Footing Width = 2,25 Footing Thickness = 10.00 in Key Width = 0.00 In Key Depth = 0.00 In Key Distance from Toe = 0.00 ft t'c = 2,000psi Fy = 40000 psi Footing Concrete Density , = 156.00 cf Min. As % = 0.0018 Cover @ Top = 2.001n @ Btm = 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 it Poisson's Ratio = n xnn Stem Construction Top Stem Design Height Above Ftg it = Stem O 0 00 Wall Material Above "Ht" = Concrete Thickness _ 8.00 Reber Size = # 4 Reber Spacing = 18.00 Reber Placed at = Edge Design Data --......._.--------- fb/FB+fa/Fa = 0.244 Total Force @ Section Ibs= 448.0 Moment .... Actual it-#= 597.3 Moment..... Allowable = 2,447.6 Shear..... Actual psi = 6.0 Shear..... Allowable psi = 67.1 Wall Weight = 100.0 Reber Depth 'd' in = 6.25 LAP SPLICE IF ABOVE In= 13.96 - LAP SPLICE IF BELOW In = HOOK EMBED INTO FTG in = 6.26 - Masonry Data fm psi= - Fs psi= Solid Grouting _ Special Inspection = Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fo psi= 2,000.0 Fy psi= 40,000.0 Footing Design Results Toe Heel Factored Pressure = 792 209 psf Mu': Upward = 353 44 ft# Mu': Downward = 75 222 ft# Mu: Design = 278 178 ft# Actual 1-Way Shear = 3.42 4.58 psi Allow 1-Way Shear 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd If - Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S ` Fr Key: No key defined .....OVERTURNING..... Force Distance Moment Ibs ft ft-* 408.8 1.61 658.7 -12.2 0.28 -3.4 Total 396.7 O.T.M. = 655.3 '�. Resisting/Overturning Ratio - - 2.46 Vertical Loads used for Soil Pressure = 1,051.9 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: - .....RESISTING..... Force Distance Moment Ibs ft it-# Soil Over Heel = 256.7 1.96 502.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions �0'0 1.33 533.3 Footing Weight Key Weight 281.3 1.13 316.4 Vert. Component - 113.9 2.25 256.4 Total= 1,051.9 Ibs __ R.M= 1.6 88.7 C rite ri a -� Retained Height = 6.00 it Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure optlons: y USED for Soil Pressure, NOTUS ED 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 & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity 0.0 in 'Design Summary Nall Stability Ratios Overturning = 3.30 OK Sliding = 1.60 OK Total Bearing Load = 2,941 Ibs ...resultant ecc. = 3.80 In Soil Pressure @ Toe = 1.182 psf OK Soil Pressure @ Heel = 387 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,303 psf ACI Factored @ Heel = 427 psf - Footing Shear @ Toe = 0.5 psi OK Footing Shear@ Heel 8.9 psi OK Allowable _ = 76.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 840.0 Ibs less 100% Passive Force = - 125.0 Ibs -less 100% Friction Force = - 1,21611 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors . Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - = 35.0 psflft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 it ...Height to Bottom = 0.00 It Stem Construction -J _ Design Height Above Ftg ft= - Wall Material Above "Ht' _ Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data fb/FS + fa/Fa = Total Farce @ Section Ibs'= Moment....Actual it-#= Moment ... ..Allowable = Shear..... Actual psi= Shear..... Allowable psi= Wall Weight _ Reber Depth 'd' In= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= Masonry Data I'm psi= Fs psi =- Solid Grouting = _ Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = Concrete Data fe psi= Fy psi = Footing Dimensions & Strengths - Toe Width = 0.75 ft Heel Width = 3.00 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 In Key Distance from Tee = 0.00 it fo = 2.,000psi Fy = 40,000psi Footing Concrete Density 160.00 pcf Min. As % = 0.0018 Cover @ Tap = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 It Eccentricity = 0,00 In Wall to Fig CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete 8.00 # 4 16.00 Edge 0.734 1.008.0 2,016.0 2,746.1 13.4 67.1 100.0 6.25 13.95 6.26 Medium Weight ASO 2,000.0 40,000.0 � /� r4s � ��, � L 7*11-4 Footing Design Results Toe Heel Factored Pressure = 1,303 427 psf Mu': Upward = 350 1,656 ft-# Mu' : Downward = 51 3,538 R-# Mu: Design = 299 1,882R-# Actual 1-Way Shear = 0.46 5.93 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 4 @ 11.25 In Key Reinforcing = None Spec'd Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Other Acceptable Sizes & Spacings. Toe: Not req'd, Mu < S' Fr Heel: Not req'd, jvlu < S - Fr Key: No key defined .....OVERTURNING..... Force Distance Moment bs It ft-# 857.5 2.33 2,000.8 -17.5 0.33 -5.8 Total = 840.0 O.T.M. 1,995A Resisting/Overturning Ratio = 3.30 Vertical Loads used for Soil Pressure = 2,941.5 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: .....RESISTING..... --�® Force Distance Moment Ibs it ft-4 Soil Over Heel = 1,540.0 2.58 3,978.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe 0.00 _ Surcharge Over Toe _ Stem Weight(a) Earth @ Stem Transitions 600.0 1.08 650.0 _ Footing Weight - Key Weight 562.5 1.88 1,054.7 Vert. Component _ - 239.0 3.75 896.2 Total = 2,941.5 Ihs R.M = _ 6,579.2 ME Criteria Retained Height = 6.00 ft /' Wall height above soil = 0.00 it Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 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 & Overturning Axial Load Applied to Stern Axial Dead Load = 0.0 Ibs Axial Live Load = O.OIbs Axial Load Eccentricity = 0.0 in I *Design Summary Vall Stability Ratios Overturning = 1.64 OK Slab Resists All Sliding I Total Bearing Load = 1,636 lbs ...resultant ecc. = 7.14 in Soil Pressure @ Toe = 1,399 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,434 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.8 psi OK Footing Shear @ Heel = 8.2 psi OK Allowable = 76.0 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 840.0 Ibis less 100% Passive Force = - 125.0 ]be less 100% Friction Force = - 419.3 lbs Added Force Req'd - 295.8 lbs NG ....for 1.5: 1 Stability 715.8 lbs NG Load Factors Used Loaa -- - 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FoctingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0,00 it Stem Construction _ Design Height. r>bove Ftg it Wall Material Above "Hit" _ Thickness _ Reber Size Rebar Spacing _ Reber Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-4= Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = Reber Depth 'd' In = _ LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG In= Masonry Data fin psi= Fs psi = Solid Grouting = _ Special Inspection = Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Black Type Masonry Design Method = Concrete Data fc psi= Fy psi = ip Stem Footing Dimensions & Strengths Toe Width = 1,50 ft Heel Width - 1.26 Total Footing Width 2,75 Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 in Key Distance from Toe =. 0.00 ft fc = 2,000 psi Fy = 40,000 psi Footing Concrete Density = 150.00 cf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 In Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist =, 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0,300 Stem OK 0.00 Concrete 8.00 # 4 16.00 Edge 0.734 1,008.0 2,016.0 2,746.1 13.4 67.1 100.0 6.25 13.95 6.26 Medium Weight ASO 2,000.0 40,000.0 Footing Design Results Toe Heel Factored Pressure 1,434 0 psf Mu': Upward = 1,268 1 11-4 Mu': Downward 203 388 it-# Mu: Design = 1,06e 388 ft-# Actual 1-Way Shear = -7.85 8.25 psi Allow 1-Way Shear = 76,03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None. Speed Key Reinforcing = None Spec'd Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Sall Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined .....OVERTURNING..... Force Distance - Moment Ibs ft - ft-# 857S 2.33 _ 2,000.8 -17.5 -0.33 -5.8 Total = 840.0 O.T.M. _ - 1,995,0 ResistinglOvertuming Ratio = 1.64 Vertical Loads used for Soil Pressure. = 1.636.5 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: 7 f sov, Avl- AV /5'"'e' 10,,/ ~ .....RESISTING..... -- — Force Distance Moment Ibs ft ft-# Soil Over Heel = 385.0 2.46 946.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe _ Surcharge Over Toe _ Stem Welght(s) Earth @ Stem Transitions 600.0 1.83 1,1 C0.0 _ Footing Weight _ Key Weight 412.5 1.38 567.2 Vert. Component = 239.0 2.75 657.2 Total= 1,636.5 Ibs R.M.= 3,270.9 ,5✓141i41,j r Criteria Retained Height = 8.00 R Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 it 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. 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 Amal Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 3.75 OK Sliding = 1.54 OK Total Bearing Load = 4,916 Ibs ...resultant ecc. = 3.01 in Soil Pressure @ Toe = 1,205 psf OK Soil Pressure @ Heel = 668 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,329 psf ACI Factored @ Heel = 737 psf Footing Shear @ Toe = 5.9 psi OK Footing Shear @ Heel = 14.6 psi OK Allowable - = 76.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,400.0lbs less 100% Passive Force = - 125.0lbs less 100% Friction Force = - 2,034.4lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load 1.200' Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing - = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingIlSoil Friction = 0.450 Soil height to Ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ... Height to Top = 0,00It ...Height to Bottom = 0.00 R Footing Dimensions & Strengths Toe Width = 1.25 ft Heel Width - 4.00 Total Footing Width = 5.25 Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,000 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % - = 0.0018 Cover @ Top = 2.00In. @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wail to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - 0.0 It Poisson's Ratio = 0.300 Stem ConstYuction- Top Stem Design Height Above Fig ft= Stem OK . 0.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Reber Size = # 4 Reber Spacing = 6.75 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.769 Total Force @ Section Ibs = 1,792.0 Moment.... Actual ft-#= 4,778,7 Moment. -Allowable = 6,293.7 Shear:.... Actual psi = 23.9 Shear..... Allowable psi = 67.1 Wall Weight = 100.0 Reber Depth 'd' in = 6.25 LAP SPLICE IF ABOVE in= 13.95 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.26 Masonry Data I'm psi = Fs psi= Solid Grouting = _ Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASO Concrete Data fe psi= 2,000.0 Fy psi= 40,000.0 Footing Design Results Toe Heel Factored Pressure = 1,329 737 psf Mu': Upward = 1,002 4,793 ft-# Mu': Downward = 141 8,974 ft-# Mu: Design = 861 4,181 R4 Actual l-Way Shear = 5.94 14,63 psi Allow 1-Way Shear = 76.03 76.03 psi Other Acceptable Sizes & Spacings Toe Reinforcing None Spec'd Toe: Not req'd, Mu < S ` Fr Heel Reinforcing = # 4 @ 11.25 In Heel: #4@ 11.75 in, #5@ 18.25 In, #6@ 25,75 in, #7@ 35.25 in, #S@ 46,25 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summa of Overturning & Resisting Forces -& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs It ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Toe Active Pressure = -17.5 0.33 -5.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,400.0 O.T.M. = 4,246.7 Resisting/Overturning Ratio , = 3.75 Vertical Loads used for Soil Pressure = 4,915.9 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: iD % Soil Over Heel = 2,933.3 3.58 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe Surcharge Over Toe Stem Weight(s) 800.0 1.58 Earth @ Stem Transitions _ Footing Weight = 787.5 2.63 Key Weight Vert. Component = 395.1 5.25 _ Total = 4,915.9 Ibs R.M = 10,511.1 1,266.7 2,067.2 2,074.1 15,919.1 Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 it Slope Behind Wall = 0Z : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 it Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOTUSED 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 ps£ Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary Watt Stability Ratios Overturning = 4.09 OK Sliding = 1.57 OK Total Bearing Load = 7,644 fins ,..resultant sec. = 2.90 in Soil Pressure @ Toe = 1,376 psf OK Soil Pressure @ Heel = 889 psf OK Allowable - = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,523 psf ACI Factored @ Heel = 985 psf Footing Shear @ Toe = 10.2 psi OK Footing Shear @ Heel = 21.6 psi OK Allowable = 76.0 psi Sliding Cellos (Vertical Component NOT Used) Lateral Sliding Force = 2,100.0 Ibs less 100% Passive Force = - 125.0 Ibs less 100% Friction Force = - 3,174,41bs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors _ Dead Load ` 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data ----� Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Footing][Soil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 it Stem Construction _ Design Height Above Fig ft= Wall Material Above "Ht' _ Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section lbs = Moment.... Actual Moment.... Allowable = Shear..... Actual psi = Shear.. -Allowable psi = Wall Weight = Reber Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = HOOK EMBED INTO PTO in = Masonry Data rm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratlo'n' _ Short Term Factor = Equiv. Solid Thick, _ Masonry Block Type - Masonry Design Method - Concrete Data rc psi = Fy psi= ip Stem Footing Dimensions &Strengths Toe Width = 1.50 ft Heel Width = 5.25 Total Footing Width = 6.75 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = , 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 40 Ibs Foofing Width = 0.00 It Eccentricity - 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - .0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete 8.00 # 5 6.75 Edge 1.000 2.800.0 9,333.3 9,334.0 37.7 67.1 100.0 6.19 17.44 7.83 Medium Weight ASD 2,000.0 40,000.0 Footing Design Results Toe Heel Factored Pressure = 1,523 985 psf Mu': Upward = 1,669 11,624ft-# Mu' : Downward - 203 20,083 it-# Mu: Design = 1,466 8,459 it-# Actual l-Way Shear = 10.18 21.65 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 9.25 in Key Reinforcing = None Spec'd Item Heel Active Pressure Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Sail = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ` Fr Heel: #4@ 6.00 In, #5@ 9.25 in, #6@ 13.00 in, #7@ 17.75 in, #8@ 23.50 in, #9@ 29. Key: Nakeydefined .....OVERTURNING..... Force Distance Moment Ibs it ft# 2,117.5 3.67 7,764.2 -17.5 0.33 -5.6 Total = 2,100.0 O,T.M, = 7,758.3 Resisting/Overturning Ratio = 4.09 - Vertical Loads used for Soil Pressure = 7,644.3 Ibs Vertical component of active pressure used for sail pressure DESIGNER NOTES: Soil Over Heel _ Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe _ Stem Weights) Earth @ Stem Transitions Footing Weight Key Weight NG Force ...RESISTDistance Ibs ft 5,041.7 4.46 Moment ft-# 22,477.4 0.00 1,000.0 1.83 1,833.3 1,012.5 3.38 Vert. Component = 590.2 6.75 Total = 7,644.3 Ibs R.M: 3,41 T2 3.983.6 31,711,5 M criteria Retained Height = 10.00 ft Wall height above soil = 0.00 It Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0,00 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 Overturning Resistance. Surcharge Loads Surcharge Over Heel = 00 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.01bs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In *Design Summary Wall Stability Ratios F Overturning = 1.66 OK Slab Resists All Sliding ! Total Bearing Load = 3,257 Ibs ...resultant see. = 11.20 in Soil Pressure @ Toe = 1,386 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,362, psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 21.3 psi OK Footing Shear @ Heel = 18.9 psi OK Allowable = 76.0 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 2,100.0 Ibs less 100% Passive Force = - 125.0 Ibs less 100% Friction Force = - 800.0 Ibs Added Force Req'd = 1,175.0 Ibs NG ....for 1.5: 1 Stability = 2,225.0 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingilSoil Friction = 0,300 Soil height to Ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top - = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 3.50 ft Heel Width - 1.50 Total Footing Width = 5.00 Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 ft rc = 2,000 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Design Height Above Ftg ft = Stem OK 0.00 Walt Material Above "Ht" = Concrete Thickness = 8.00 Reber Size = # 5 Reber Spacing = 6.75 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 1.00o Total Force @ Section Ibs = 2,800.0 Moment.... Actual ft-#= 9,333.3 Moment..... Allowable = 9,334.0 Shear ..... Actual psi= 37.7 Shear..... Allowable psi= 67.1 Wall Weigh = 100.0 Rebar Depth 'd' in = 6.19 LAP SPLICE IF ABOVE in= 17.44 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 7.83 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data rc psi = 2,000.0 Fy psi = 40,000.0 M Footing Design Results Toe Heel Factored Pressure = 1,362 0 psi Mu': Upward = 6,270 7 it-# Mu': Downward = 1,103 1,308 R-# Mu: Design = 5,168 1,300 R-# Actual 1-Way Shear = 21.27 18.89 psi Allow 1-Way Shear = 76.03 76.03 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 13.50 In Toe: #4@ 8.75 in, #5@ 13.50 in, #6@ 19.25 in, #7@ 26.25 in, #8@ 34.50 In, #9@ 43 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Spec'd Key: No key defined summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft it-# Ibs It ft-# Heel Active Pressure = 2,117.5 3.67 7,764.2 Soil Over Heel = 916.7 4.58 4,201.4 Toe Active Pressure = -17.5 0.33 5.8 Sloped Soil Over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Total 2,100.0 O.T.M. = 7,758.3 Resisting/Overturning Ratio = 1.66 Vertical Loads used for Soil Pressure = 3,256.8 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total - N rr 1,000.0 3.83 3,833.3 750.0 2.50 1,875.0 590.2 5.00 2,950.8 3,256.8 Ibs MM = 12,860.5 1'2 Criteria Retained Height = 12.00 it Wall height above soil = 0.00 It Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 In Water height over heel = 0.0 it 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 & Overturning Axial Load A lied to Stem Axial Dead Load - = 0.0 Ibis A>oal Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 In *Design Summary Wall Stability Ratios Overturning = 2.85 OK .Sliding = 1.55 OK Total Bearing Load = 10,068 Ibs ...resultant sec. = 8.91 in Soil Pressure @ Toe = 2,476 psf OK Soil Pressure @ Heel = 507 psf OK Allowable = 3,000 psf Sail Pressure Less Than Allowable ACI Factored @ Toe = 2,709 psf ACI Factored @ Heel = 554 psf Footing Shear @ Toe = 0.6 psi OK Footing Shear @ Heel = 21.6 psi OK Allowable = -76.0 psi Sliding Cates (Vertical Component NOT Used) Lateral Sliding Force = 3,150.0 Ibs less 100% Passive Force = - 281.3 Ibs less 100% Friction Force = - 4,589.4lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors Dead Lo,Au - 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E - 1.000 Soil Data Allow Soii Bearing = 3,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingIlSoii Friction = 0.5m Soil height to ignore for passive pressure = 0.00 in rLateral Load Applied to Stem Lateral Load = 0.0 #/it ...Height to Top = 0.00 it ...Height to Bottom = 0.00 It Stem Construction Design Height Above Fig ft= Wall Material Above Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data fb/FB+fa/Fa = Total Farce @ Section Ibs = Moment.... Actual ft-#= Moment..... Allowable = Shear..:..Actuat 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 - fm psi= Fs psi= Solid Grouting = _ Special inspection = Modular Ratio'n' Short Term Factor = Equiv. Solid Thick. Masonry Block Type = Masonry Design Method = Concrete Data fe psi= Fy psi = ip Stem Footing Dimensions & Strengths Toe Width = 1.25 it Heel Width - 5.50 Total Footing Width = 6.75 Footing Thickness 18.00 in Key Width = 0.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 ft rc = 2,000 psi Fy = 60000 psi Footing Concrete Density = 156.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm = 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 s Footing Width = 0.00 it Eccentricity = 0.00 In Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 it Poisson's Ratio = 0.300 Stem OK 0.00 Concrete 10.00 # 6 10.00 Edge 0.991 4,032.0 16,128.0 16,266.6 44.1 67.1 125.0 7.63 31.39 14.09 Medium Weight ASD r ar r .r Irr r Footing Design Results Toe Heel Factored Pressure = 2,709 554 psf Mu': Upward = 2,013 11.444 ft-# Mu': Downward 211 26,825 ft.# Mu: Design = 1,802 15,381 ft-# Actual t-Way Shear = 0.58 21.57 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 8.50 in Key Reinforcing = None Spedd Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ` Fr Heel: #4@ 7.25 in, #5@ 11.25 in, #6@ 16.00 in, #7@ 21.75 in, #8@ 2B.50 in, #9@ 36 Key: No key defined .....OVERTURNING..... Force Distance Moment Ibs ft ft-# 3,189.4 4.50 14,352.2 -39.4 0.50 -19.7 Total = 3,150.0 O.T.M. = 14.332.5 ResistingfOverturning Ratio = 2.86 Vertical Loads used for Soil Pressure = 10,067.6 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soli Over Toe Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions Footing Weight _ Key Weight Vert. Component _ Total = .....RESISTING..... Force Distance Moment Ibs ft It4 6,160.0 4.42. 27,206.7 1 911 1,500.0 1.67 2,500.0 1,518.8 3.38 5,125.8 888.9 6.75 6,000.0 10,067.6 Ibs R.M: 40,832.5 �� •/� J�y�/lib/ OTI�r�,� ,�t��T�✓-��' �r''�>r �%r��.�� SHEAR WALL SCHEDULE Shear Wall Dcsi nation Nail Size Nail S acin ALLOWABLE SHEAR Item -Fir #2 9/Ft Fd es Stnds Top/Btm. Plate Blocking Rc 'd.I PI-6 8d 6" 12" 6" Yes 210 PI-4 8d 4" 12" 4" Yes 310 PI-3 8d 3" 12" 3" Yes 400 PI-2 8d 2" 12" 2" Yes 525 P2-3 Sd 3" 12" 3" Yes 800 P2-2 8d 2" 12" 2" Yes 1050 Shear Wall Notes: 1. P1 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on one side of wall. P2 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on each side of wall. 2. For PI-3, P1-2, P2-3, & P2-2 shear walls use 3x studs at adjoining panel edges. Nailing shall be staggered. 3. Nails shall be 8d common. (d = .131 inch) 4. Where plywood is installed on both sides of wall plywood joints shall fall on separate studs each side. 5. All panel edges backed with 2=inch nominal framing for P1-6 & P14 shear wall. All panels edges backed with 3x framing at PI-3, PI-2, P2-3, & P2-2 shear walls. Install panels either horizontally or vertically. Space nails @ 12 inches on center @ intermediate supports. 6. All anchor bolts shall be installed with hot dipped galvanized plate washers. 7. Refer to foundation plan for anchor bolt size, spacing and mudsillhim connections. STRUCTURAL NOTES CODE: DESIGN IS IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: ROOF ------------------- 25 P SF FLOOR ----------------- 40P SF DECK ------------------- 60P S F LATERAL WIND ------------------ EXPOSURE C, 85MPH/I10MPH(ULT)/ WIND PER ASCE 7-18, SECTION 28.5.3 SEISMIC -------------- SITE CLASS D. SEISMIC PER ASCE 7-18, SIMPLIFIED LATERAL FORCE SYSTEM, SECTION 12.14.8.1 FOUNDATIONS: EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, BEARING CAPACITY OF 3000PSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF 1'-6" BELOW ADJACENT EXTERIOR GRADE. FOUNDATION DESIGN IS IN ACCORDANCE WITH THE GEOTECHNICAL REPORT PREPARED BY COBALT GEOSCIENCES DATED MARCH 10, 2020. CAST -IN -PLACE CONCRETE: F'c=3000 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND MAXIMUM OF 6-3/4 GALLONS OF WATER PER 94# SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. CONCRETE SHALL COMPLY WITH ACI 318-14 SECTION 26.4.2.1. MAXIMUM SLUMP IS 4 INCHES. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. ALL REINFORCING STEEL, DOWELS, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETER WITH 7 INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. DIPPED GALVANIZED CONNECTORS SHALL CONFORM TO ASTM STANDARD 153 AND HOT DIPPED GALVANIZED CONNECTORS SHALL CONFORM TO ASTM A653M CLASS G-185. STAINLESS STEEL FASTENERS AND CONNECTORS SHALL BE TYPE 304 OR 316. SIMPSON PRODUCT FINISHES CORRESPONDING TO THESE REQUIREMENTS ARE ZMAX (HOT DIPPED GALVANIZED) AND SST 300 (STAINLESS STEEL). FASTNERS FOR PRESSURE TREATED AND FIRE -RETARDANT TREATED WOOD SHALL BE ZMAX HOT DIPPED GALVANIZED (G185). 0 REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION BY CRSI. DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A- 615 GRADE 40 FOR #5 AND SMALLER REINFORCEMENT AND GRADE 60 FOR #6 AND LARGER. ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MINIMUM). CORNER BARS (2'-0" BEND) SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP ALL BARS A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS NOTE OTHERWISE ON THE DRAWINGS REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVER: CONCRETE CAST AGAINST EARTH 3 INCHES CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #18 BARS 2 INCHES 45 BAR AND SMALLER 1-1/2 INCHES STRUCTURAL TIMBER: ALL LUMBER SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA Ul AND M4 STANDARDS. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2X DECK JOIST 2X ROOF RAFTERS 4X BEAMS 6X BEAMS LUMBER NOT NOTED HEM-FIR#2------------------ Fb=850 PSI HEM-FIR#2------------------ Fb=850 PSI DOUG-FIR/LARCH #2---- Fb=850PSI DOUG-FIR/LARCH #2---- Fb=850PSI HEM -FIR Fb=850 PSI MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO CONCRETE SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES OF EMBEDMENT INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH THE CURRENT I.B.C. SCHEDULE. STRUCTURAL LAMINATED LUMBER (GRADE 2.0) Fb=2600 PSI E=2,000,000 PSI Fv= 285 PSI ')I FLOOR/DECK SHEATHING: SHEATHING SHALL BE'/ INCH TONGUE AND GROOVE A.P.A. RATED SHEATHING. SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH 8d COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. WALL SHEATHING: SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING, SPAN RATING 24/0. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 1 Od NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. GLU-LAMINATED TIMBER: LAMINATED TIMBER SHALL BE DOUGLAS-FIR/LARCH KILM DRYED. STRESS GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS BEAMS. ROOF SHEATHING: SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING. SPAN RATING 32/16, INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS SPACED AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. FLOOR FRAMING: PROVIDE FULL DEPTH BLOCKING FOR JOIST AT THE SUPPORTS. FLUSH BEAMS (FB) AND HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2)2X8. ALL VERTICALLY LAMINATED COLUMNS AND HEADERS SHALL BE SPIKED TOGETHER WITH 12d NAILS SPACED AT 12 INCHES ON CENTER. BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2X8 HEM-FIR#2 WITH ONE CRIPPLE AND ONE STUD AT EACH END FOR OPENINGS 4 FEET WIDE OR LESS. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE (2) STUDS SPIKED TOGETHER WITH 12d NAILS AT 12 INCHES ON CENTER. PROVIDE 2 LAYERS OF BUILDING PAPER BETWEEN WOOD AND CONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2-16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 10d NAILS AT 10 INCHES ON CENTER. LAP AND FACE NAIL PLATES WITH 2-1 Od NAILS AT EACH SPLICE, CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES. 21�- ROOF TRUSSES: TRUSSES SHALL BE PLANT FABRICATED DOUGLAS-FIR/LARCH OR HEM -FIR. TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWING AND CALCULATIONS STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER. SUBMIT TRUSS DRAWING TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. ROOF TRUSSES SHALL BE DESIGNED AS ATTIC TRUSSES WITHOUT STORAGE. MANUFACTURERS INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON THE JOB SITE AT THE TIME OF INSPECTION, FOR THE INSPECTORS USE AND REFERENCE. a. THE TRUSS LIVE LOADING SHALL BE PER IRC SECTION 301.5 AND TABLE 301.5, ESPICALLY NOTING FOOTNOTE B & G. b. THE TRUSS DESIGN SHALL BE PER IRC SECTIONS 502.11.1 AND 802.10.2 ESPECIALLY INDICATING THE TRUSS DESIGN AND MANUFACTURING SHALL BE PER ANSI/TPI1. c. THE TRUSS TEMPORARY AND PERMANENT BRACING SHALL BE IRC SECTIONS 502.11.2 AND 802.10.3 AS WELL AS THE TRUSS PLATE INSTITUTES'S BUILDING COMPONENT SAFETY INFORMATION. d. TRUSS ALTERATIONS SHALL NOT OCCUR UNLESS THE APPROVAL OF A DESIGN PROFESSIONAL AS INDICATED IN IRC SECTIONS 502.11.3 AND 802.10.4. a illaozx- all Ar t ,2 vL Af 5,04/4v) yJ J of 7j u 6z-1 i►��i l -Ill -- j l� 1 t � '��•c�JG Tod �! 12j�a/lh--Iy PAL i,%'2;,4 �T 6AAq &1 ,J 44 co ia?l A61) ILI ME MITCHELL ENGINEERING INC. i -. 11AA" 6-6ve-1 G9L. ---.' 29 7821 -168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitcheBengineeringinc@comcast.net lAte, 4�r d,x /o 4iLFi�� 0�/ ,at C� .~ / /2. - 7J Tel 11A1 �. ' L Al 1 Aa >) Lr�a� 14a) 1 ,_,4L A44 2 !, d 99 37 &4di PEZ 0 00), p ov rol 0 M MITCHELL ENGINEERING INC. u Dr-40 �v A)L-1l4 4a W;t- 4-4Gv P* W MIT'CHELL ENGINEERING INC. � A, L lo ,a Za ,mJj,j 24`-124', wry 4A -! rL/F� t2Jiy' pEr V How; . r--r } MITCHELL ENGINEERING INC. w - 4dC44 A�� ® 74,,L -ik // m 4z:,'47i eel. of � )44- �4r44 '� 1 MITCHELL ENGINEERING INC. \A AAd - .z -d 14 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 initchellengineeringinc@comcast.net /� 3 5-11�9. A104a m- N11- JET ItAi ®e2 7a & 1 j�rrA44LJ A4 7a, 4oi l 4_Arlllfll 'ry L/ M s .._. .4�'14 � ter.®�; i--�A�' va jig,0Tial- 11 MITCHELL ENGINEERING INC. / �LIA� DAT,-,G 4--1/7 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 iTiitchellengineeriiiginc@comcast.net p � �„ f V� A4`i r'51- - �va'z- 4AY FE MITCHELL ENGINEERING INC. - `�,� r Cf.ff ITT' '` l qA A L LT re ryaz co, 40, ell ' - 1 ' / ', >J �G� L LT yLJ- GP , 0 141��lcrt 14 ►•,c��lG�d Agate, r �o� r J7kt otJ 17aL 0,4 Aer = i Ail s / too rr MITCHELL ENGINEERING INC. �I� a Dp �21 rdo w►w 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchellengiiieeringinc@comcast.net %,% C/r�GLa— Iiie4 54iol �� 4&2 j'�-JNc6 Cok. 52r 0 ,,I,i�. v J, MITCHELL ENGINEERING INC. '-� Co Gj -,4-1i 1 6"j 12'� -/-51 ',f5rx'�l 'aC44 9 l21(1 G�ALV, 3'i 3' f/4'1 'la PAW44- eAAJ, �tk�) 4 ;�nvTi;J A fin' 4,41j-v? AL -7A,L --6- 04- ,A. heu oj& 121/ i 7JB 61- reAd 4 o/® � s VA, �FoF�J� et w *I t! iI 2� L�i7d L125 9n�5T�t� /°abn n4- Z-14".1U4 44 49 �V 4 i n Lp 44 �j P-ripel= �2 p d 1�1,l2vW5 �eiu��'afu I 12" rl z u nOAiA )sue v- [Tit tA A � I ris is a p�aL r /� A1o�/� T - _ArJ oil p' +, Fro- ^ ' " �✓� � �� + dY � � 12s i - i �v u/" 4taz, %o M Z L. ilPclQ rio�a< �t-, / V4 L%IL ,0,,4 3 6-emz ,9 !lie 00 V►£ !_ r 31, P � 7�4- =t 2S MITCHELL ENGINEERING INC. A-2i t I �! �p / .fa . s. 14 l �4-a /all tv oor (2� a a IL 19, d f7 6 � z.11a ua--- ga__._.�. • 6—O d r/ a �� 2�• �_i st�� ttU®►1i�e,� 24' Z4 U! _f a M ITCHELL ENGINEERING INC. 41J Age- co 4® 1. Z. �Y/, /s / l � / i� L.✓ J�" yam a� 4 -133 6,�o 5 G � ®� � �� L,h!� a •mot a ,.s�� Y J 33A MITCHELL ENGINEERING INC. / 21 2% 14Arl,fi-11 4:�Td� Pr& xc, 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchellengineeringinc@comcast. net Ay 'P� � 44- *av 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 initchellengineeringinc@conacast.net ME 7 " 55 s 4160 ��wd l vP11(.4d cow 144 L eA ; PAJ 7v �' �vlr✓,6V A� l� 7� �kv �f 11 Am .�il� 7,AV AlaaxAl-7 i f Jlr ' i �-1 1.01 A3w t vl a 111*4vL // 9 /- Aa 4 �J0, 9 Ale L 4;1 AJ 0 :Zzs bl r�N/2-c) 1�,4d,5 t °7'4 MWm ✓j t�z /.vi�rz�� I / 4A l � / r! 0/2- G71&�.J I 114 I'LVL yz- Lo �-,- As5ogo ,. 4 / h O ,I m FA MITCHELL ENGINEERING INC. s1� 71 AAL Ala AAz @ J14. �774w)-1 too c 1 kAl.1` J y c, ,43 r m 44, v� IVA�L, L1 mj 1� IT 4 W4 e 2 14-4,1L As-5 l ,- ;1 �11 l ,4Ai m IJITCHELL ENGINEERING INC. 1p ��oj 4 49 T4jz;s m S�vT Te C ° i AY 2,�Ua Doe 4) 04 /4-�?5 4VAi4/ 14 or f�& 0 MITCHELL ENGINEERING INC. A� , MITCHELL ENGINEERING INC. I 3�4 / fn /7�-r ♦l 4 l! 1 I� 0 ar, q1 ,141pi dA4 A- L.:VZ 42w fuc k 9 r+ m- 62� rb 24V V/ 7��.� �V ��:2 �rr- �` 11211--) % LPL L*,ohu, h/ 11,E 4an5 C514 od �4 `LO,�a m �Pac 3/) /p, mu. at /JOA�- 0 MITCHELL ENGINEERING INC. 0 MITCHELL ENGINEERING INC. C)k-* )) ,) Trz0 14 AJA. pr �A a=!s �6072) j 54dA'Jl d i-A fvAY K2 �Z Erl I %®j, e../- 43 7 ® d,p_® Fl �i PMoL��._ ,pA 1 Tt 31 r P'i61°'e WIMlu mim rah l 0 n �J 0 ia- 4P7' 151Mlik.,J) Ad -7�titi5%Z�/2 ¢ AtOl ;NJ 4 v-g. 3 0/7,L . 5')2 74 2 5 '12 01 PA. . � �►� C/0 / 427" A . as Pr or®vim Rl Ls iIJ7 wl 0 rl/ 62 a h/y�eS'�5la P,. 1PT (f,,e a A1u ll oh- 4- In 0a10,*TAIL - ' L.2D,l lz�zl. -_ P`-4 A3 VCtt ff �z "54 w/,3:2/ 12 ( )- F- -- - , 44 T si ak 149,6� e1A II ME 0 • &4 A (3) 2,wGNL T,-fie.,A4 14JA .� fir) ?��✓I�� ,�� sr�t 7l�9z�L r �� J/ Y�