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Specifications 4�7 Hek r IV C--'x5- TN. Michael K. Brown, S.E. - .i 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 Mikebrown.seagmaii.comP."P"'D 1�rz r CIR D�N��tbtl LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 7, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-163 I N r- T SORE A-1 TO DPIRA-noN DATE; 12- Prepared 2-Prepared for: StoneBridge Homes, NW, LLC Plan #: 308 OTE: 1844 Date: 11-16-2015 The following calculations are for basement retaining walls,lateral wind and seismic engineering only. Gravity loading and the design of foundations(with the exception of retaining walls)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. and Core Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty),Tort(including active,passive,or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 7, South View By: MKB Core Job Number: DM15-163 Date: Nov., 2015 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 120 MPH ultimate wind speed, Exposure B, 8:12 Pitch roof Side to Side and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 30.1 PSF Zone B: 0 Zone C: 20.9 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Side to Side Zone A: 25.7 PSF Zone B: 17.6 Zone C: 20.4 Zone D: 14 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 46 feet Therefore, use a = 4.6 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 22.7 PSF Average force on projected roof= (total force at zone B + total force at zone D)overall length: 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 9 feet Total Wind Force at Upper Level = 3638 #, or 91 PLF Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 7, South View By: MKB Core Job Number: DM15-163 Date: Nov., 2015 Side to Side: Horizontal Dimension = 46 Feet Average force on projected wall = 21.5 PSF Average force on projected roof= 14.72 PSF Projected Average Roof height = 6 Feet Total Wind Force at Upper Level = 8011 #, or 174 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 22.7 PSF Projected Length = 40 Feet Total Wind force at Main Level = 8641 #, or 216 PLF Total Wind force Upper and Main = 12280 # Side to Side: Averag force on projected wall = 21.5 PSF Projected Length = 46 Feet Total Wind force at Main Level = 9378 #, or 204 PLF Total overall side to side wind force = 17389 Pounds Seismic Loading: D1 seismic design category per O.R.S.C. SDs= .83, R = 6.5, W = weight of structure V = [1.2 SDS/(R )] W V = .153W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = 46 Feet Tributary Floor Length = 46 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 7, South View By: MKB Core Job Number: DM15-163 Date: Nov., 2015 Wroof= 131.274 plf > 91 plf, therefore Seismic Gov. Wfloor = 139.077 plf < 216 plf, therefore Wind Gov. Total Seismic Load = 10814.04 Pounds < 12280 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 40 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 179.928 plf > 174 plf, therefore seismic gov. Wfloor = 178.092 plf < 204 plf, therefore wind gov. Total Seismic Force = 16468.92 Pounds, < 17389 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 131 * 20 ft = 2625 # Total Shear Wall Length = 16 Feet V=P/L = 164 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 14703 LB FT Factored Dead Load 76 PLF Mr = 9677 LB FT T = 314 LB No Uplift Line B: P = 131 * 20 ft = 2625 # Total Shear Wall Length = 25 Feet V=P/L = 105 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 6 Feet Trib Floor Area = 0 Feet Mot = 3529 LB FT Factored Dead Load 76 PLF Mr = 1361 LB FT T = 361 LB No Uplift Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 7, South View By: MKB Core Job Number: DM15-163 Date: Nov., 2015 Line l: P = 174 * 23 ft = 4006 # Total Shear Wall Length = 19 Feet V=P/L = 211 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 21 Feet Shortest Wall Length 5 Feet Trib Floor Area = 0 Feet Mot = 5903 LB FT Factored Dead Load 247 PLF Mr = 3083 LB FT T = 564 LB No Uplift Line 2: P = 174 * 23 ft = 4006 # Total Shear Wall Length = 22 Feet V=P/L = 182 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 4 Feet Trib Floor Area = 0 Mot = 4079 LB FT Factored Dead Load 76 PLF Mr = 605 LB FT T = 868 LB No Uplift 2nd Floor / Low Roof Wall Line: Front to Back: Line A: P = 216 * 20ft + 1819 = 6139.8 # Total Shear Wall Length = 20 Feet V=P/L = 307 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet Mot = 33155 LB FT Factored Dead Load 97 PLF Mr = 19440 LB FT T = 686 LB No Uplift LineB: P = 216 * 20 ft + 1819 = 6139.8 # Total Shear Wall Length = 20 Feet V=P/L = 307 PLF Use a wall Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 7, South View By: MKB Core Job Number: DM15-163 Date: Nov., 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet Mot = 33155 LB FT Factored Dead Load 97 PLF Mr = 19440 LB FT T = 686 LB No Uplift Side to Side: Line 1: P = 204 * 23 ft + 4006 = 8695 # Total Shear Wall Length = 17 Feet V=P/L = 511 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 21 Feet Shortest Wall Length 17 Feet Trib Floor Area = 8.5 Feet Mot = 46951 LB FT Factored Dead Load 315 PLF Mr = 45518 LB FT T = 84 LB No Uplift Line 2: P = 204 * 23 ft + 4006 = 8695 # Total Shear Wall Length = 14 Feet V=P/L = 621 PLF Use c wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 3 Feet Trib Floor Area = 6 Feet Mot = 10061 LB FT Factored Dead Load 126 PLF Mr = 567 LB FT T = 3165 LB Use Type 2 HD Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 7, South View By: MKB Core Job Number: DM15-163 Date: Nov., 2015 Lateral at Deck: Roof Level: No walls and 4:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 1725 pounds Lateral Load, P = 265.65 Pounds Use Knee Braces: P � Each knee brace in tension only and at 45 degrees. Force in each brace = 156 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 0.965958 Use 2 #10 screws Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 7, South View By: MKB Core Job Number: DM15-163 Date: Nov., 2015 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 10' V 23' V=0.154[10psf(10'/2)(23')]+266# = 442.8 Pounds 443# 9'-0" 8'-0" Typical Bay Force at Each Brace = 442.8 pounds horizontal (tension Only): 1 bay Axial force in brace = 666.4 Pounds 2x6 bracing with (5) # 10 screws 4.123929 t1 "i O O 1 M9nen¢¢aFfiSVAa¢4ivC'I�veR MAIN FLOOR PLAN UPPER FLOOD PLAN I 1-7-T I IT-I r'rl- T'71-I'l'Y'I''I I'I I f 1 11- 1'1 1,'11....ri"r I I-rY IT I T 1 -rl I F IT I Y I I JT-I 1 4:12 ATCHIT 11 11 IT 11 _I4 _J V III III11, I H 1iu 1 H 11 IT 11 11111 I T I TOP PLATE HEIGHT r TOP PLATE 9,-Cy, El 0 ........... ........................................................... _G lfffy��Wl 4.11 11 IITIl IIITIl IIITI H I T I 'J CN IIITIJ IIITIl HII 1 11 1 I I III .......... ................... TOP PLATE HEIGHT IT if It I 1 11 i I-1_1 .................. k 12 ITCH IT I M ...... SECOND FLR ..... I�of: 71 €i ,--------- Ii 1,.jLl!1111 v! I FIMSHEC)FUt.HDGHT iff ........... PLAN SHEARWALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 16" OSB (1) SIDE 8d 6" 12" Z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B 16" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C 16" OSB (1) SIDE (e,f) 8d 3" 12" Z" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2 Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 768 F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G 6" OSB (2) SIDE (d,e,f) 8tl 3" Staggered 12" 2" Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 H '—c" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2" Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggered HGA1 OKT @ 7" o/c 1872 Notes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. _ c) A.B. minimum 7" embed into concrete. 311x3"x%" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than 2" from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B, spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB20L 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTBI6L SSTB20L 7/8"DIA.x24" MIN 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L EMBED INTO CONC. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER P BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42°A36 1"DIA.x42°A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. - PROVIDE 24"EMBEDPROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. Use menu item Settings> Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08 License To:CORE ENGINEERING Criteria ' LSoiI Data Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore ,� _,�, for passive pressure = 12.00 in10. Surcharge Loads Lateral Load Applied to Stem . Adjacent Footing Load 1 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 It Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp 1 by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design SummaryStem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.52 OK Wall Material Above"Ht" = Concrete Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,365 psf OK fb/FB+fa/Fa = 0.407 Soil Pressure @ Heel = 189 psf OK Total Force @ Section lbs= 801.8 Allowable = 1,500 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf Moment.....Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear.....Actual psi= 16.7 Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 706.4 lbs LAP SPLICE IF BELOW in= EMBED INTO FTG in= 6.00 less 100% less 100%Friction Force = 1,155.6 lbs Passive Force= - 0. lbs Lap splice above base reduced by stress ratio - Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data -- - ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = -- - _ _ Modular Ration' Load Factors Short Term Factor Building Code IBC 2009,AC1 = Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 --------- ---- -- - - - fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths , L Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 4.25_ Factored Pressure = 1,638 227 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S.Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= `Axial Live Load on Stem = Soil Over Toe = 1,970.8 Surcharge Over Toe = Total 706.4 O.T.M. 1,489.1 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions= Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 4.52 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Criteria Lsoil Data A 9 1,995.0 psf Allow Soil Bearing = Retained Height = 5.00 ft P Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1318-08,AC1530-08 License To:CORE ENGINEERING Design Summary LStem ConstructionTop Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.55 OK Wall Material Above"Ht" = Concrete Sliding = 1.13 Ratio<1.51 Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 10.64 in Rebar Placed at = Center Soil Pressure @ Toe = 1,777 psf OK Design Data - fb/FB+fa/Fa 0.712 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,175.9 Allowable = 1,995 psf Moment....Actual ft-#= 2,488.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,132 psf Moment.....Allowable = 3,493.2 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 21.3 Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 16.67 Lateral Sliding Force = 1,021.1 lbs LAP SPLICE IF BELOW in=HOOK EMBED INTO FTG in= 6.00 less 100% less 100Friction Force = 1,155.66 lbs Passive Force = - 0. lbs Lap splice above base reduced by stress ratio - Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Short Term Factor Building Code IBC 2009,ACI - Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,132 0 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S'Fr Key: No key defined