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Specifications MST ! (— 0009 4 /534 Sry G- REEA /K1 GE PL Michael K. Brown, S.E. 5346 E. Branchwood Dr., Boise, ID 83716 208 - 850 -7542 Mikebrown.se @gmail.com LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 76, ARLINGTON HEIGHTS TIGARD, OR ENGR. JOB # DM11 -064 6 d, j f ^ y • t : 0 1 7d •n" �. ExPiRA'flQil?'"tiY' '� Prepared for: StoneBridge Homes, NW, LLC Plan #: 239 OTE: 1447 Date: 06 -08 -2011 The following calculations are for lateral wind and seismic engineering only. Gravity loading and the design of foundations 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. shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. 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 Ilk, ,- OBE: 1447 STONE BRIDGE LOT: 76 HOMES NW LLC J. 0885 SW 0 5taa nE v.. # 850(5 DATE: 6/15/1 L•111 081,1100. 011 11009 97086 RECEIVED PROPERTY: ARLINGTON (503)387 -7577 HEIGHTS CITY: TIGARD JUN 1 5 ?On SCALE: 1 =2O PLAN No.: 239 CITY OF TIGARD U PLANNU' /ENGINEERING I Z4' -8 V4• a 15'-5 I/1' 5' SUE 354 352 3 348 346 344 342 340 5 W"'IE j 0 3 8 336 I 5 . Ir I G -4.44.7•87i, .9'6 I / / v -0 T EL•39®� / I 6 � / ` I 5,' I - \ � � a � 33' � I 85' F UE \ • GIG 345 \ SOFT. < 3 46 \ \ • : EL •324' ■ 3 42 \ V • \ , .„ i]'1• _ F _ I '. . al 34 0 \ _ I I 1 , h \\\ ,� I I , N star 33 \ \ � M 336 •-.. ...•-,.. 334 r_si ' r ' EL.3238' 331 U 3320' SILT 5, U1ME FENCE 323 LOT COVERAGE STREET TIDES LOT AREA: 6,277 SQ. FT. iio BUILDING AREA: 2,350 SQ. FT. 50 — F XINUS ASH PERCENTAGE: 37 - FRAXINUS OXYCARPA- NOTES: ALL GRADE AND PROPERTY LINES ARE ESTIMATES OF CURRENT LOCATIONS. ALL ALL RETAINING WALL HEIGHTS LOCATIONS ARE ESTIMATES. LOT '16 THEY MAY VARY AND BE SUBJECT TO CHANGE. O 6 . ft. DRIVEWAY MAY DIFFER DUE TO LOCATION OF UTILITY BOXES, CI STREETLIGHTS, AND OTHER SITE CONDITIONS. e I CEIVED OBE. 1447 STONE BRIDGE =. :: LOT: 76 EgC)MES �W T ..Z.0 JUN 2011 DATE: 5/19/11 S 08930 OW 0 AVE.. di ei 0ES LAZE O S W E G o. 0 B1 0 ON 97036 CITY OF TIGARD PROPERTY: ARLINGTON (603)687 -7577 BUILDING DIVISION HEIGHTS CITY: TIGARD SCALE: 1 " =20' PLAN No.: 239 0 1 1 1.1 V Nal 2T-2* 5 SLUE 354 352 350 348 346 344 342 5' WME 340 - 338 336 l� ii h �• r 1 a3' a, E1. •332' 114 III Acw11 - 2 ■,41 35' 38 iii I. D IVEW• �. • 1 I 1. Z 41 ._ e . :� ' n 0 i 4 EsLOGK "b`. /To..:• c 1 I A IN i ' v `� s ` .� 13.4114 13.4114 1 i ME. • 34 t i , _ m 15 ' . 1K n 1 ( I ! Mil in r ., EL.•3$ t 6 1 I i. _w A '� � c 51' I '. 7., , ‘.) ®B " te - �/ X 345 8 9E \ \ � _ D =CK I i1 `~` , 348 — 3! - \ -... \ W `•"' �. 23' � 1= 1.•324' ate* gai nth 342 - -- - -Ss, - v --- ! I 0 444)71,‹ 340 \ -� \ ` ` :I � 3 6 \ ,,:� 33 4 \ ' \`' I EL •323.13 , \ — J 3 3 2 TW 332' '' 0 BW 32333' "--'" eft- 5' LLME a LOT COVERAGE STET TEES LOT AREA: 6,271 SQ. FT. • BUILDING AREA: 2,350 SQ. FT. PERCENTAGE: 31% — RA XINU ASH - FRAXINUS OXYCARPA- NOTES: ALL GRADE AND PROPERTY LINES ARE ESTIMATES OF CURRENT LOCATIONS. ALL DIMENSIONS AND SQUARE FOOTAGE ARE APPROXIMATE FIGURES. ALL RETAINING WALL HEIGHTS AND LOCATIONS ARE ESTIMATES. LOT 0 16 DRIVEWAY MAY DINER BE DUE SUBJECT LOCATION OF UTILITY BOXES, ba7 ' sq. ft. STREETLIGHTS, AND OTHER SITE CONDITIONS. • Michael K. Brown, S.E. 5346 E. Branchwood Dr., Boise, ID 83716 208 - 850 -7542 Mikebrown.se@ignail . com LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 76, ARLINGTON HEIGHTS TIGARD, OR . JOB # DM11-064 • 19 OFFICE COPY • . x ,fl Prepared for: StoneBridge Homes, NW, LLC Plan #: 239 CITE: 1447 Date: 06 -22 -2011 The following calculations are for basement retaining walls, garage floor framing, lateral wind and seismic engineering only. Gravity loading (with the exception of garage floor framing) and the design of foundations (with the exception of basement 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. shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. 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 76, Arlington Heights, Tigard, OR By: MKB Job Number: DM11 -064 Date: June, 2011 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: 100 MPH 3 second gust, Exposure B, 14:12 Pitch roof Side to Side and 5:12 Pitch Front to Back. Per ASCE 7 Figure 6 -2: Front to Back: Zone A: 19.9 PSF Zone B: 3.2 Zone C: 14.4 Zone D: 3.3 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: 17.8 PSF Zone B: 12.2 Zone C: 14.2 Zone D: 9.8 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 = 60 feet Therefore, use a = 6 feet Wind Loads on Building: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C) /overall length: = 15.5 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = 3.28 PSF Wall Plate Height = 9 feet Projected Average Roof Height = 11.75 feet Total Wind Force at Upper Level = 4332 #, or 108 PLF Michael K. Brown, S.E. 5346 E. Branchwood Dr, Boise, ID 83716 208 -850 -7542 mikebrown.se @gmail.com Job Name: Lot 76, Arlington Heights, Tigard, OR By: MKB Job Number: DM11 -064 Date: June, 2011 Side to Side: Horizontal Dimension = 60 Feet Average force on projected wall = 14.9 PSF Average force on projected roof = 10.28 PSF Projected Average Roof height = 7 Feet Total Wind Force at Upper Level = 8346 #, or 139 PLF Seismic Loading: D seismic design category per O.R.S.0 Sips = .83, R = 6.5, W = weight of structure V = [1.2 Sp /(R x 1.4)1 W V =.110W Roof Dead Load = 15 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load 12 psf Seismic Front to Back: Tributary Roof Length = 60 Feet Equiv. Trib Int wall Length = 60 Feet Trib. wall Height = 4.5 Feet Wroof = 144.54 plf > 108 PLF, Therefore, Seismic Gov. Seismic Side to Side: Tributary Roof Length = 40 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext wall Height = 4.5 Feet Wroof = 130.68 plf < 139 PLF, Therefore, Wind Gov. Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208- 850 -7542 mikebrown.se @gmail.com Job Name: Lot 76, Arlington Heights, Tigard, OR By: MKB Job Number: DM11 -064 Date: June, 2011 Wall Lines: Line A: P = 145 * 20 ft = 2891 # Total Shear Wall Length = 24 Feet V =P /L = 120 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 24 Feet Trib Floor Area = 0 Feet Mot = 26017 LB FT Factored Dead Load 83 PLF Mr = 23846 LB FT T = 90 LB No Uplift Line B: P = 145 * 20 ft = 2891 # Total Shear Wall Length = 22 Feet V =P /L = 131 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 22 Feet Trib Floor Area = 0 Feet Mot = 26017 LB FT Factored Dead Load 83 PLF Mr = 20038 LB FT T = 272 LB No Uplift Line 1: P = 139 * 30 ft = 4173 # Total Shear Wall Length = 13 Feet V =P /L = 321 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 30 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet Mot = 11556 LB FT Factored Dead Load 335 PLF Mr = 2678 LB FT T= 2219 LB HD Type 1 Line 2: P = 139 * 30 ft = 4173 # Total Shear Wall Length = 10 Feet V =P /L = 417 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 2 Shortest Wall Length 2 Feet Trib Floor Area = 0 Mot = 7511 LB FT Factored Dead Load 83 PLF Mr= 166 LB FT T = 3673 LB Use Type 2 Hold -Down Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 76, Arlington Heights, Tigard, OR By: MKB Job Number: DM11 -064 Date: June, 2011 Lateral at Deck: 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 16' V 19' -7" V= 0.11[9psf(16'/2)(20')] = 158.4 Pounds 158# 16' Nbte: Center Bay not shown 6.5' 6.5' Lateral Force to be resisted by (2) tension braces. Assume Equal rigidity and therefore forces. Each brace to resist 158 # /2 = 79.2 pounds horizontal Axial force in brace = 210.4 Pounds 2x4 bracing with 1/4" diameter bolt, OK X' bracing to be taken to bottom of wood posts, therefore no additional lateral loads on post (axial only). 10 v 0- l'''' ( i -yams= amoRgto 1 I 1 • , i : , : , • • I- ,..7.: --, ''. ::'. 7':;',„ • ' ! i ! i I I,. i 45.1. . , , . • . . , , • ' !.1•1 ,„, - 7 • .--t- 7 ,;,..,-.) • t. 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SHEAR WALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR (T TRNASFER CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS A �" OSB (1) SIDE 8d 6" 12" z Dia. A.B. @ 42 o/c 16d @ 6 o/c A35 @ 18" o/c 237 16 21 Dia. A.B. @ 24 o/c (m) 16d @ 4" o/c A35 @ 14" o/c ' 367 B6" OSB (1) SIDE (f) Bd 4" 12" z " " C 1 6" OSB (1) SIDE (e,f) 8d 3" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 470 D 7 " OSB (1) SIDE (e,f) 8d 2" 12" 2 " Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" 0/c 623 1s ( . E 1 6" 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 474 F 1 6" 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 735 G 1 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2" Dia. A.B. @ 10" o/c (m) 16d @ 3" o /c(2)rows staggered A35 @ 5" o/c 939 H �" 16 ( 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 1246 Notes: a) C -D, D -C Sheathing, plywood panel siding and other grades covered in UBC Standard 23 -2. All wall construction to conform to OSSC Table 2306.4.1. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3 "x3 "x'* " plate washers req'd at all shear wall A.B. 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. I) 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 350 plt (ASD). 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 HDU2- SDS2.5 OR 1 PHD2 -SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL HDU4- SDS2.5 OR 2 (2)2x 4545 3270 SSTB16L SSTB2OL PHD5 -SDS3 3 HDU8- SDS2.5 (3)2x 7870 5665 SSTB28L EMBED IN .x24" IN 24 °MIN TO CONC. A36 THREADED ROD w/ HEAVY SQ. NUT AND BP7/8 -2 BEARING PLATE WASHER @ 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. Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job* ; Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria j Soil Data Allow Soil Bearing = 1,995.0 psf W 'E° Retained Height = 10.00 ft g p iei Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 40,0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft II Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf " Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore is,, - ;, _.�. a;: � s- , • "' for passive pressure = 12.00 in`��'��`�` ='' Thumbnail Surcharge Loads 1 Lateral Load Applied to Stem ' Adjacent Footing Laad Surcharge Over Heel = 0.0 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 Applie t o Stem has been increased 1.00 Footing Type Line Load 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 = 0.442 Added seismic base force 605.2 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure LStem Weight Seismic Load 0 F P / W P Weight Multiplier = 0.400 g Added seismic base force 630.0 lbs rammenzfammenszesk- Retain Pro Sonware (;: 253;) !.,L =. Publ:caiiom !nc L;consed to Gore Enaineer,ng le, w. <ce:afnFrc• con AU Righm Reserved Boise, ID 8 370L Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:1documents and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary 0 Stem Con J Top Stem -, Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.64 OK Wall Material Above "Ht" = Concrete Sliding = 1.10 Ratio < 1.5! Thickness = 12.00 Rebar Size = # 5 Total Bearing Load = 4,838 lbs Rebar Spacing = 8.00 ...resultant ecc. = 24.09 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,387 psf OK fb /FB + fa /Fa = 0.893 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 4,479.5 Allowable = 1,995 psf Moment....Actual ft-#= 18,007.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,941 psf Moment Allowable = 20,169.2 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.1 Footing Shear @ Toe = 28.8 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 6.0 psi OK Wall Weight = 150.0 Allowable = 58.1 psi Rebar Depth 'd' in = 10.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 20.89 Lateral Sliding Force = 3,690.5 lbs LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 9.72 less 100% Passive Force = - 2,132.8 lbs less 100% Friction Force = - 1,935.3 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 = 1,467.7 lbs NG fm psi Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 F psi = 60,000.0 Footin Dimensions & Stren Footin Desi Results Toe Width = 7.17 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,941 0 psf Total Footing Width = 8.67 Mu' : Upward = 33,235 0 ft -# Footing Thickness = 15.00 in Mu' : Downward = 10,696 225 ft-4 Mu: Design = 22,539 225 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 28.76 6.01 psi Key Depth = 24.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 7.17 ft Toe Reinforcing = # 5 @ 8.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 5.25 in, #5@ 8.00 in, #6@ 11.25 in, #7@ 15.25 in, #8@ 20.25 in, #9@ 25. Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Retain Pro Software (AJ 2000 i tiA. Publications. Inc. Licensed to. ,ore Lnainecring tvww.i °:i•:.tainPro corn All Rights reserved Boise, ID 83705 Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering L Summa of Overturnin. & Resistin• Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft -# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 550.0 8.42 4,629.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 788.3 3.58 2,824.9 Seismic Earth Load = 605.2 6.75 4,085.3 Surcharge Over Toe = Seismic Stem Self Wt = 630.0 6.50 4,095.0 Stem Weight(s) = 1,575.0 7.67 12,075.0 Earth @ Stem Transitions= Total = 3,690.5 O.T.M. = 17,615.5 Footing Weight = 1,625.0 4.33 7,041.7 Resisting /Overturning Ratio = 1.64 Key Weight = 300.0 7.67 2,300.0 Vertical Loads used for Soil Pressure = 4,838.3 lbs Vert. Component = Total = 4,838.3 lbs R.M.= 28,870.7 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software='.) 2033 ;.ib,. Publications, inc. Licensed to: ;o;o Engineerng www.RetamPro.com All Right: Reserved Boise, 1 :> 63705 Core Engineering Title : Typical Basement Wall Page: 3501 W. Elder St., Suite 100 Job # : ...New... Dsgnr: MKB Date: JAN 12,2011 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Restrained Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method di Total Wall Height = 10.00 ft Heel Active Pressure = 55.0 psf /ft Toe Active Pressure = 45.0 psf /ft Top Support Height = 10.00 ft Passive Pressure = 250.0 psf /ft S to oil Density = 110.00 pcf Slope Behind Wall = 0.00 : 1 FootingjjSoil Frictior = 0.400 Height of Soil over Toe = 12.00 in Soil height to ignore Water height over heel = 0.0 ft for passive pressure = 12.00 in i Thumbnail r S urcharge Loads J Uniform Lateral Load Applied to Stem A djacent Footing Loa Surcharge Over Heel = 40.0 p 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 Line Load by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seism Loa K Soil Density Multiplier = 0.200 g Added seismic per unit area = 156.2 psf Stem Wei Seismic Load F P / W P Weight Multiplier = 0.200 g Added seismic per unit area = 25.0 psf Design Summar Concrete Stem Construction Total Bearing Load = 4,271 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 6.00 in Wall Weight = 125.0 psf fc = 2,500 psi Soil Pressure © Toe = 1,068 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,068 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 2,242 psf Stem OK Stem OK Stern OK ACI Factored © Heel = 320 psf Design Height Above Ftc = 10.00 ft 4.50 ft 0.00 ft Footing Shear @ Toe = 17.3 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 9.6 psi OK Rebar Spacing = 8.00 in 8.00 in 8.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 1,921.9 lbs Rebar Depth 'd' = 5.00 in 5.00 in 5.00 in Reaction at Bottom = 3,573.1 lbs Design Data Sliding Stability Ratio = 1.18 Ratio < 1.f fb /FB + fa /Fa = 0.000 0.971 0.000 Sliding Calcs Vertical Component NOT Used) Mu....Actual = 0.0 ft-# 9,047.8 ft-# 0.0 ft -# Lateral Sliding Force = 3,573.1 lbs Mn * Phi.....Allowable = 9,314.3 ft -# 9,314.3 ft -# 9,314.3 ft -# less 100% Passive Force= - 2,500.9 lbs less 100% Friction Force= - 1,708.3 lbs Shear Force @ this height = 2,850.5 lbs 4,283.5 lbs Added Force Req'd = 0.0 lbs OK Shear Actual = 47.51 psi 71.39 psi ....for 1.5 : 1 Stability = 1,150.4 lbs NG Shear Allowable = 75.00 psi 75.00 psi Load Factors Rebar Lap Required = 23.40 in 23.40 in Building Code IBC 2006 Hooked embedment into footing = 10.50 in Dead Load 1.200 Other Acceptable Sizes & Spacings: Live Load 1.600 Toe: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Earth, H 1.600 Heel:# 5 © 18.00 in -or- Not req'd, Mu < S * Fr Wind, W 1.600 Key: #4@ 16.00 in, #5@ 24 -or- #4@ 16.00 in, #5@ 24.75 in, #6@ 35. Seismic, E 1.000 Retain Pro Software 20$3 , WA i'u Iwcations. Inc. Licensed to ;ore Engineering www.Pst inPro.con- Al; Right: Reserved Boise, ID 83'/! h Core Engineering Title : Typical Basement Wall Page: 3501 W. Elder St., Suite 100 Job # :...New... Dsgnr: MKB Date: JAN 12,2011 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP 1193935 RP9.18 Restrained Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Strengths & Dimensions $ Footing Design Results Toe Width = 1.58 ft Toe feel Heel Width = 2.42 Factored Pressure = 2,242 320 psf Total Footing Width = 4.00 Mu' : Upward = 0 975 ft-# Footing Thickness = 15.00 in Mu' : Downward = 0 2,583 ft -# Key Width = 10.00 in Mu: Design = 2,121 1,608 ft -# Key Depth = 28.00 in Actual 1 -Way Shear = 17.27 9.59 psi Key Distance from Toe = 1.58 ft Allow 1 -Way Shear = 75.00 75.00 psi ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning, sliding, & soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft -# Resisting Moments... lbs lbs ft ft-# Stem Shear @ Top of Footing = - 2,817.6 1.25 - 3,522.0 Heel Active Pressure = -755.5 0.61 -463.2 Surcharge Over Heel = 63.3 3.21 203.2 Sliding Force = 3,573.1 Adjacent Footing Load = Overturning Moment = - 3,985.2 Axial Dead Load on Stem = Footing Stability Ratio ## #.## Soil Toe 174.2 0.79 137.9 Surcharge Over Toe Net Moment Used For Soil Pressure Calculations 2,135.7 ft -# Stem Weight = 1,250.0 2.00 2,500.0 Soil Over Heel = 1,741.7 3.21 5,587.8 Footing Weight = 1,041.7 1.88 1,962.2 Total Vertical Force = 4,270.8 lbs Net Mom. at Stem /Ftg Interface = 2,135.7 ft-# Resisting Moment = 10,391.1 Allow. Mom. @ Stem /Ftg Interface = 5,821.5 ft - #. Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,067.7 psf DESIGNER NOTES: Ro,tain Pro Software i".0 2039 Hari, Pursl canons Inc. Licensed to: Core Engineering WWW. ;:erair1Pro 00171 At Rights Reserved Boise, ID 83705 Core Engineering Title • 9' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria i Soil Data Allow Soil Bearing = 1,500.0 psf Retained Height = 9.00 ft g p Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40,0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Li Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft PE NO Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf 0 FootingilSoil Friction = 0.400 ffi Soil height to ignore F;7 z< , ;n°i<< 'w for passive pressure = 12.00 in V .,::; ::` >s;.�.:?,;,> ;x ) . -" Thumbnail' . Surcharge Loads teral Loa Applied to Ste m 1 La Adjacent Footin Loa Surcharge Over Heel = 0.0 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 A pp lie d to Stem has been increased 1.00 Footing Type Line Load 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 Summary I Stem Construction Top Stem Stern OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.95 OK Wall Material Above "Ht" = Concrete Sliding = 1.62 OK Thickness = 10.00 Reber Size = # 5 Total Bearing Load = 4,204 lbs Rebar Spacing = 12.00 ...resultant ecc. = 4.18 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 758 psf OK fb /FB + fa /Fa = 0.712 Soil Pressure @ Heel = 416 psf OK Total Force @ Section Ibs= 2,568.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft- #= 7,768.0 ACI Factored @ Toe = 1,062 psf Moment Allowable = 10,911.3 ACI Factored @ Heel = 582 psf Shear Actual psi = 26.1 Footing Shear @ Toe = 17.4 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 7.4 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in = 8.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 16.66 Lateral Sliding Force = 1,996.8 lbs LAP SPLICE IF BELOW in= less 100/ Passive Force = - 1,555.6 lbs HOOK EMBED INTO FTG in = 9.52 less 100% Friction Force = - 1,681.8 lbs Lap splice above base reduced 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 = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software ; 2000 ,.J.-. Publications inc. Licensed to: Core Engineering www.LeienPro.cor? All Rights Reserved Boise, ID 83705 Core Engineering Title : 9' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths ' Footing Design Results Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 1,062 582 psf Total Footing Width = 7.16 Mu' : Upward = 13,390 302 ft -# Footing Thickness = 14.00 in Mu' : Downward - 5,668 815 ft -# Mu: Design = 7,722 513 ft4 Key Width = 10.00 in Actual 1 -Way Shear = 17.38 7.36 psi Key Depth = 18.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 © 24.75 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in, #8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, Summa of Overturnin+ & Resistin• Forces & Moments F OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# lbs ft ft -# Heel Active Pressure = 2,067.2 3.39 7,005.6 Soil Over Heel = 989.7 6.66 6,594.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 586.3 2.67 1,562.5 Surcharge Over Toe = Stem Weight(s) = 1,187.5 5.75 6,824.2 Earth @ Stem Transitions= Total = 1,996.8 O.T.M. = 6,954.7 Footing Weight = 1,253.5 3.58 4,489.5 Resisting /Overturning Ratio = 2.95 Key Weight = 187.5 5.75 1,077.5 Vertical Loads used for Soil Pressure = 4,204.5 lbs Vert. Component = Total = 4,204.5 lbs R.M.= 20,548.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software V2v:0 i ibA Pu^l:cauons, in;. Licensed to: Coro Engineering www.:etainPrc.com All ;lights Reserved Boise, ID 8370E, Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #:RP - 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data q Allow Soil Bearing = 1,995.0 psf Retained Height = 9.00 ft g ` p ; Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method ,, Heel Active Pressure 40.0 psf /ft , Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 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 ;dad FootingilSoil Friction = 0.400 Soil height to ignore f Yr aT:',1 ; for passive pressure = 12.00 in r «; - - -- . 1 Thu Surcharge Loads Lateral Load App to Stem J Adjacent Footi L Surcharge Over Heel = 0.0 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 Line Load 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 Pressur Seis Load Kae for seismic earth pressure = 0.442 Added seismic base force 502.4 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stem Wei Se ismic Loa F P / W P Weight Multiplier = 0.400 g Added seismic base force 475.0 lbs Retain Pro Softwar C120OJ ilijA Purl cations, inc. Licensea to. Aare Engineering v.•ww2otninPro.coir: All Rights Reserved Boise, ID 8 :>765 Core Engineering Title 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP-1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary Stem Construction b Top Stem Stern OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.60 OK Wall Material Above "Ht = Concrete Sliding = 1.12 Ratio < 1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,295 lbs Rebar Spacing = 10.00 ...resultant ecc. = 21.15 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,572 psf OK fb/FB + fa /Fa = 1.000 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 3,588.6 Allowable = 1,995 psf Soil Pressure Less Than Allowable Moment....Actual ft-# = 12,970.3 ACI Factored @ Toe = 2,201 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.0 Footing Shear @ Toe = 27.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 11.0 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in = 8.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 23.40 Lateral Sliding Force = 3,002.7 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 1,632.8 lbs HOOK EMBED INTO FTG in = 11.08 less 100% Friction Force = - 1,718.0 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 = 1,153.3 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' Load Factors Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 F psi = 60,000.0 Footing Dimensions & Strengths Footing Design Results Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 2,201 0 psf Total Footing Width = 7.17 Mu' : Upward = 21,121 0 ft -# Footing Thickness = 15.00 in Mu' : Downward = 5,924 824 ft-# Mu: Design = 15,197 824 ft -# Key Width = 10.00 in Actual 1 -Way Shear = 27.94 10.99 psi Key Depth = 18.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 ft Toe Reinforcing = # 5 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 14.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 24.75 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.00 in, #5@ 9.25 in, #6@ 13.00 in, #7@ 17.50 in, #8@ 23.00 in, #9@ 29. Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, • Retain Pro SnFiware K) 2000 rfBP•, Publications inc. :._icensed to Core Iiing:neor•ne i > a IllP ro.com All Rights Reserved Boise, ID 83705 Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,101.3 3.42 7,179.3 Soil Over Heel = 989.7 6.67 6,597.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stein= Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 586.7 2.67 1,564.4 Seismic Earth Load = 502.4 6.15 3,089.9 Surcharge Over Toe = Seismic Stem Self Wt = 475.0 6.00 2,850.0 Stem Weight(s) = 1,187.5 5.75 6,828.1 Earth @ Stem Transitions= Total = 3,002.7 O.T.M. = 13,062.2 Footing Weight = 1,343.7 3.58 4,814.7 Resisting /Overturning Ratio = 1.60 Key Weight = 187.5 5.75 1,078.1 Vertical Loads used for Soil Pressure = 4,295.0 lbs Vert. Component = Total = 4,295.0 lbs R.M.= 20,883.0 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro : aftwar,. 2009 iiBA Publications, , nc. Licensed to: Core Engineennq wmn v.rotainPre earn All Bights Reserved Boise, ID 83705 Core Engineering Title 8' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria ars Soil Data . Retained Height = 8.00 ft g = psf y`;^' Allow Soil Bearing 1,500.0 sf ,- Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft . Height of Soil over Toe = 12.00 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 = 0.400 . Soil height to ignore .,, for passive pressure = 12.00 in Yp,j1, -. �W it aE.,' ' Th umbnail . , Scharge Loads Lateral Load Ap to Stem Adjacent Footing Load ur � Surcharge Over Heel = 0.0 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 Appl to Stem has been increased 1.00 Footing Type Line Load 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 Summary j Stem Construction Top Stern Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.87 OK Wall Material Above "Ht" = Concrete Sliding = 1.65 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,378 lbs Rebar Spacing = 13.00 ...resultant ecc. = 4.65 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 741 psf OK fb /FB + fa /Fa = 0.724 Soil Pressure @ Heel = 339 psf OK Total Force @ Section lbs = 2,024.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft -# = 5,453.3 ACI Factored @ Toe = 1,038 psf Moment Allowable 7,532.8 ACI Factored @ Heel = 475 psf Shear Actual psi = 27.3 Footing Shear © Toe = 15.4 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 7.5 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 16.94 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,585.0 lbs HOOK EMBED INTO FTG in= 9.65 less 100% Passive Force = - 1,263.9 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,351.3 lbs 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 = Modular Ratio 'n' = Load Factors Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 R tain Pre Software © 2009 i6A. Pubications, Inc. _ioensec to Core Fu'naine.enng wve-w.F ©tan,Pro.c om All Rights Reserved Eloise ID 83705 Core Engineering Title • 8' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footin Dimensions & St ren g ths Footing Design Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,038 475 psf Total Footing Width = 6.25 Mu' : Upward = 9,454 254 ft -# Footing Thickness = 13.00 in Mu' : Downward = 4,006 735 ft-# Mu: Design = 5,447 480 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 15.42 7.48 psi Key Depth = 15.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 4.58 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 34.50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Summa of Overturnln a & Reslstm. Forces & Moments n OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft -# lbs ft ft-# Heel Active Pressure = 1,650.1 3.03 4,996.3 Soil Over Heel = 882.9 5.75 5,078.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -65.1 0.69 -45.2 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 504.1 2.29 1,155.2 Surcharge Over Toe = Stem Weight(s) = 850.0 4.92 4,178.9 Earth @ Stem Transitions = Total = 1,585.0 O.T.M. = 4,951.0 Footing Weight = 1,016.1 3.13 3,176.9 Resisting /Overturning Ratio = 2.87 Key Weight = 125.0 4.92 614.5 Vertical Loads used for Soil Pressure = 3,378.2 lbs Vert. Component = Total = 3,378.2 lbs R.M.= 14,203.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software ©2000 riB,=, Publications, :no. Licensed to Core Engineering www. eta r Pro.com All Sights Reserved Boise, ID 83705 Core Engineering Title : 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf d Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft y Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore 137, - "F`>-:': ` %i- "s �': VA for passive pressure = 12.00 in iw =;; `, , =�`-. . Thumbnail. , Surcharge Loads atl Load Ap to Stem ' Adjacent Footing Load Surcharge Over Heel = 0.0 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 Line Load 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 Pressu Seismic Laa Kae for seismic earth pressure = 0.442 Added seismic base force 401.8 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure LStem Weight Seismic Load F P / W P Weight Multiplier = 0.400 g Added seismic base force 340.0 lbs Retain Pro otware';i 2030 !.s.;ii-. Pu hcatiorrc, Inc. U conned: to. Coro Lntiineering www.ttetailiPra.00ni All Rights Reserved Boise, ID 83705 Core Engineering Title : 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Desi Summar J Stem Cons truction j Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.58 OK Wall Material Above "Ht" = Concrete Sliding = 1.16 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,456 lbs Rebar Spacing = 10.00 ...resultant ecc. = 19.07 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,499 psf OK fb /FB + fa /Fa = 0.932 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 2,795.1 Allowable = 1 psf Soil Pressure Less Than Allowable Moment....Actual ft #= 8,967.4 ACI Factored @ Toe = 2,099 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.8 Footing Shear © Toe = 24.5 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 10.7 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 21.81 Lateral Sliding Force = 2,352.0 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 1,334.2 lbs HOOK EMBED INTO FTC in= 10.41 less 100% Friction Force = - 1,382.6 lbs Lap splice above base reduced stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 811.2 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 F psi = 60,000.0 Footing Dimen & Strengths Footing Design Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,099 0 psf Total Footing Width = 6.25 Mu' : Upward = 14,740 0 ft-# Footing Thickness = 14.00 in Mu' : Downward = 4,191 743 ft4 Mu: Design = 10,549 743 04 Key Width = 8.00 in Actual 1 -Way Shear = 24.54 10.74 psi Key Depth = 15.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 4.58 ft Toe Reinforcing = # 5 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 34.50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 @ Btm.= 3.00 in Toe: #4© 7.75 in, #5© 12.00 in, #6@ 17.25 in, #7@ 23.25 in, #8@ 30.75 in, #9@ 38 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pio Sotrwar• „'009 :.lj,. Pusaicat9ons, inc. Licensed to: Colic Ln;.nnecrng wn•, etair:Pr .3orr All Rights Reserved ::Wise,, ID 83705 Core Engineering Title 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summa of Overturnin• & Resistine Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,680.6 3.06 5,135.0 Soil Over Heel = 882.9 5.75 5,078.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = " Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 504.2 2.29 1,155.4 Seismic Earth Load = 401.8 5.50 2,210.0 Surcharge Over Toe Seismic Stem Self Wt = 340.0 5.42 1,841.7 Stem Weight(s) = 850.0 4.92 4,179.2 Earth @ Stem Transitions= Total = 2,352.0 O.T.M. = 9,135.9 Footing Weight = 1,094.3 3.13 3,421.6 Resisting /Overturning Ratio = 1.58 Key Weight = 125.0 4.92 614.6 Vertical Loads used for Soil Pressure = 3,456.4 lbs Vert. Component = Total = 3,456.4 lbs R.M.= 14,449.1 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro ,o';ware 7) 20 :19 =;0A Pudicsuora.':nc. LicenseO to: Core Engineering www.RetainPro.com All Rights Reserved Eioiso. ID 83705 Core Engineering Title 7' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # . Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings\mkbrown.core Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering I iii [Soil Data I Allow Soil Bearing = 1,500.0 psf %_,, -- Retained Height = 7.00 ft g Equivalent Fluid Pressure Method li Wall height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Ilt;'' Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 3 Soil height to ignore °.,,,,m;. .-w -' . % for passive pressure = 12.00 in ,' it . 0z, 3 ` MI Thumbnail , Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load m Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #15 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 Line Load 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 Design Summary Stem Const Top Stern Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.97 OK Wall Material Above "Ht" = Concrete Sliding = 1.75 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,827 lbs Rebar Spacing = 12.00 ...resultant ecc. = 3.83 in Rebar Placed at = Edge Design Data Soil Pressure © Toe = 719 psf OK fb /FB + fa /Fa = 0.674 Soil Pressure © Heel = 340 psf OK Total Force © Section lbs = 1,544.0 Allowable = 1,500 psf Moment....Actual ft- #= 3,650.7 Soil Pressure Less Than Allowable ACI Factored © Toe = 1,007 psf Moment Allowable = 5,412.6 ACI Factored @ Heel = 476 psf Shear Actual psi = 20.6 Footing Shear @ Toe = 13.8 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 6.7 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 12.63 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,220.0 lbs HOOK EMBED INTO FTG in = 7.22 less 100% Passive Force = - 1,000.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,130.9 lbs 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 . = . . Modular Ration' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 F psi = 60,000.0 Retain Pro So`twars u0; 2009 ! Publ cauuons, ,nc. Licensed to: Core Engineering www.i :n :air Pro.corn All Rights Reserved Eloise, ID 85765 Core Engineering Title : 7' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 .2010 Ver: 9.18 8145 Registration C: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footin Dimensions & Stren L Footing Design Results Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,007 476 psf Total Footing Width = 5.34 Mu' : Upward = 5,961 256 ft -# Footing Thickness = 12.00 in Mu' : Downward = 2,451 648 ft-# Mu: Design = 3,510 392 ft -# Key Width = 8.00 in Actual 1 -Way Shear = 13.75 6.71 psi Key Depth = 12.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.67 ft Toe Reinforcing = # 4 © 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 © 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 © 22.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in, #5© 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8© 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Summa of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft -# lbs ft ft-# Heel Active Pressure = 1,280.0 2.67 3,413.3 Soil Over Heel = 772.6 4.84 3,737.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = 403.7 1.84 740.8 Surcharge Over Toe = Stem Weight(s) = 750.0 4.00 3,002.5 Earth © Stem Transitions= Total = 1,220.0 O.T.M. = 3,373.3 Footing Weight = 801.0 2.67 2,138.7 Resisting /Overturning Ratio = 2.97 Key Weight = 100.0 4.00 400.3 Vertical Loads used for Soil Pressure = 2,827.3 lbs Vert. Component = Total = 2,827.3 lbs R.M.= 10,020.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Sort4vare, .4) 2.009 HBA PLOl catians, Inc. Lucensed to Core Lngawcer;ng wr w.CetainP All Rights Reservou Eloise., ID 83795 • Core Engineering Title : 7' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria J Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf'' "`' Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft , Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 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 FootingliSoil Friction = 0.400 Soil height to ignore •<_ -- SFr= Ia> `d - =w• s-=- for passive pressure = 12.00 in - `- • ' ' - .. „'-!."4:;,Vt:::h4)4;',.Y.':.7.f4.! Thumbnail •- -. • . . Surcharge Loads Lateral Load Applied to Stem b Adjacent Footin Load Surcharge Over Heel = 0.0 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 AXlal Load A lied to Stem ® has been increased by a factor c 1.00 Footing Type Line Load Pp Base Above /Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressur Seis mic Load Kae for seismic earth pressure = 0.442 Added seismic base force 306.1 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weigh Seism Load F P / W P Weight Multiplier = 0.400 g Added seismic base force 300.0 lbs Retain Pro Satiware ?> 200;. HBA Puijicaaons, Inc. _icenmed to: Core Enru neerioa www.0:etainPro.con All Rights Reserved Boise, iD 83705 Core Engineering Title : 7' wall wl Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary I Stem Construction Top Stem z Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.60 OK Wall Material Above "Ht" = Concrete Sliding = 1.17 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,826 lbs Rebar Spacing = 8.00 ...resultant ecc. = 16.13 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,423 psf OK fb /FB + fa /Fa = 0.774 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 2,174.0 Allowable = 1,995 psf Moment....Actual ft - #= 6,161.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,992 psf Moment Allowable = 7,959.6 ACI Factored @ Heel = 0 psf Shear Actual psi = 24.6 Footing Shear @ Toe = 25.1 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 11.3 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.25 Sliding Gales (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 14.49 Lateral Sliding Force = 1,826.1 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 1,000.0 lbs HOOK EMBED INTO FTG in= 6.71 less 100% Friction Force = - 1,130.6 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 = 608.5 lbs NG fm psi= Fs psi = Solid Grouting = Modular Ratio' n' = Load Factors Short Term Factor ' = Building Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 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 Footin Dimension &Stren L Footing Design Results Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,992 0 psf Total Footing Width = 5.34 Mu' : Upward = 9,270 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,447 648 ft-# Mu: Design = 6,824 648 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 25.07 11.34 psi Key Depth = 12.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.67 ft Toe Reinforcing = # 4 @ 8.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 22.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in, #5@ 15.25 in, #6@ 21.50 in, #7@ 29.25 in, #8@ 38.25 in, #9@ 48 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pic Sot ^„rare 02059 iibi=i Pu Dlicaiion; Inc. Licensed to Core, Engineering vaerwr. ;otainPro.com All Rights Reserved ...cis:, 1D 83705 Core Engineering Title : 7' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summa of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft -# Heel Active Pressure = 1,280.0 2.67 3,413.3 Soil Over Heel = 772.6 4.84 3,735.4 Surcharge over Heel - Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 403.3 1.83 739.4 Seismic Earth Load = 306.1 4.80 1,469.1 Surcharge Over Toe = Seismic Stem Self Wt = 300.0 4.75 1,425.0 Stem Weight(s) = 750.0 4.00 3,000.0 Earth @ Stem Transitions= Total = 1,826.1 O.T.M. = 6,267.4 Footing Weight = 800.5 2.67 2,136.0 Resisting /Overturning Ratio = 1.60 Key Weight = 100.0 4.00 400.0 Vertical Loads used for Soil Pressure = 2,826.4 lbs Vert. Component = Total = 2,826.4 lbs R.M.= 10,010.8 If seismic included the min. OTM and sliding ` Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: ketain Pro Software(0 2C39 .,BA Puolicaaons, inc. i_iconsed to: Core Engineering www.':etainPro.com At Rights i,..servsa Boise, ID 83705 Core Engineering Title : 6' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core& Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering LCriteria 0 Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf r'r >'" Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method 0,. Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf l iff Al Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore r =ry 1 77. Pa=�" ` ": ' for passive pressure = 12.00 in `: F & >= =rw , `, - ._ Thumbnail Surchar Loads Lateral Load Applied to Stem LAdjacent Footing Load Surcharge Over Heel = 0.0 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 A lied to Stem has been increased 1.00 Footing Type Line Load 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 L Design Summary 1 Stem Construction j Top Stern Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.57 OK Wall Material Above "Ht" = Concrete Sliding = 1.68 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,949 lbs Rebar Spacing = 14.00 ...resultant ecc. = 5.80 in Rebar Placed at = Edge Design Data Soil Pressure © Toe = 694 psf OK fb /FB + fa /Fa = 0.735 Soil Pressure @Heel = 156 psf OK Total Force © Section lbs = 1,128.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft - #= 2,296.0 ACI Factored @ Toe = 972 psf Moment Allowable = 3,122.5 ACI Factored @ Heel = 219 psf Shear Actual psi = 22.1 Footing Shear © Toe = 9.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 3.8 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 13.76 LAP SPLICE IF BELOW in = Lateral Sliding Force = 920.0 lbs HOOK EMBED INTO FTG in= 7.87 less 100% Passive Force = - 763.9 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 779.6 lbs 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 f'm psi = Fs psi = - Solid Grouting . . _ . - . _ Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Dead Load 1.200 Equiv. Solid Thick. - - Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software 20:;@ H.BA. Pi^Lcations, Inc. Licensed to: Core Enaineennn www.,:ctainPro corn All Rights Reserves Boise, ID 837+05 Core Engineering Title : 6' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths Footing Design Results J Toe Width = 3.58 ft Toe Heel Heel Width = 1.00 Factored Pressure = 972 219 psf Total Footing Width = 4.58 Mu' : Upward = 4,979 31 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,336 142 ft-# Mu: Design = 2,643 111 ft-# Key Width = 6.00 in Actual 1 -Way Shear = 9.86 3.83 psi Key Depth = 8.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.58 ft Toe Reinforcing = # 4 © 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 © 37.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4© 13.25 in, #5© 20.50 in, #6@ 29.00 in, #7© 39.25 in, #8@ 48.25 in, #9© 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, Summa of Overturnin• & Resistin. Forces & Moments ? OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft -# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 330.0 4.33 1,429.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = 394.1 1.79 706.1 Surcharge Over Toe = Stem Weight(s) = 487.5 3.83 1,868.6 Earth @ Stem Transitions= Total = 920.0 O.T.M. = 2,246.7 Footing Weight = 687.5 2.29 1,575.3 Resisting /Overturning Ratio = 2.57 Key Weight = 50.0 3.83 191.7 Vertical Loads used for Soil Pressure = 1,949.1 lbs Vert. Component = Total = 1,949.1 lbs R.M.= 5,771.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software t-) 2000 Puhhea;ionr, inc. Licensed to: Core En7'neenng www.RetainPro.com F,II Rights Reserver Boise, 10 83705 Core Engineering Title 6' wall w/ Seismic Page: 3501 VV. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: cfdocuments and settings\mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data — r te . Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf ,., Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 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 FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in fg. ; < f4 ; �`.- -,,, Thumbnail, , • Surchar Loads Lateral Load Applied to Stem i Adjacent Footin Load Surcharge Over Heel = 0.0 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 Line Load 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 Pressu Seis Load Kae for seismic earth pressure = 0.442 Added seismic base force 234.3 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Lo 3 F P / W P Weight Multiplier = 0.400 g Added seismic base force 195.0 lbs Retain Pro Software t' 2009 stbA Putg :cations, Inc Licensed to: Core Engineering V Ww.i All Rights Reserved Boise, ID 83705 Core Engineering Title 6' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings\mkbrown.core' Retain Pro 90 1989 - 2010 Ver: 9.18 8145 Registration it: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary ' _Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.42 Ratio < 1.5! Wall Material Above "Ht" = Concrete Sliding = 1.14 Ratio < 1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,949 lbs Rebar Spacing = 10.00 ...resultant ecc. = 16.96 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,479 psf OK fb /FB + fa /Fa = 0 Soil Pressure @Heel = 0 psf OK Total Force @ Section lbs 1,565.5 Allowable = 1,995 psf Soil Pressure Less Than Allowable Moment....Actual ft- #= 3,802.6 ACI Factored © Toe = 2,071 psf Moment Allowable = 4,284.1 ACI Factored © Heel = 0 psf Shear Actual psi = 25.9 Footing Shear @ Toe = 15.9 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 5.0 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Caics (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 16.62 Lateral Sliding Force = 1,349.3 lbs LAP SPLICE IF BELOW in= less 100% Passive Force = - 763.9 lbs HOOK EMBED INTO FTG in = 7.87 less 100% Friction Force = - 779.7 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 = 480.4 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' _ Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 F psi= 60,000.0 Footing Dimen & Strengths Footin Design Results Toe Width = 3.58 ft Toe Heel Heel Width = 1.00 Factored Pressure = 2,071 0 psf Total Footing Width = 4.58 Mu' : Upward = 8,862 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,337 142 ft-# Mu: Design = 6,525 142 ft-# Key Width = 6.00 in Actual 1 -Way Shear = 15.87 4.97 psi Key Depth = 8.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.58 ft Toe Reinforcing = # 4 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 37.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 10.25 in, #5@ 15.75 in, #6© 22.50 in, #7@ 30.50 in, #8© 40.25 in, #9© 4 Heel: Not req'd, Mu < S* Fr Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pro Software are (0 2009 iii A. PuOiica! ions. m o Licensed to:: o Digineering www.1"tetainPro.com All Rights Reserved '0150, 83705 Core Engineering Title 6' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summar of Overturnin• & Resistin• Forces & Moments .'i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft--# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 330.0 4.33 1,430.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = 394.2 1.79 706.2 Seismic Earth Load = 234.3 4.20 984.2 Surcharge Over Toe = Seismic Stem Self Wt = 195.0 4.25 828.8 Stem Weight(s) = 487.5 3.83 1,868.8 Earth © Stem Transitions= Total = 1,349.3 O.T.M. = 4,059.6 Footing Weight = 687.5 2.29 1,575.5 Resisting /Overturning Ratio = 1.42 Key Weight = 50.0 3.83 191.7 Vertical Loads used for Soil Pressure = 1,949.2 lbs Vert. Component = Total = 1,949.2 lbs R.M.= 5,772.2 If seismic included the min. OTM and sliding *Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Sott<varc O 2009 HE . PucPcations, inc. uoensad to. Core E.ainee:ring www.RetaiiiPro.com At Rights Reservea Boise, ID 83705 Core Engineering Title : Generic Retaining Wall 5' tall no s Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data rl Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf . a� -., -- g Equivalent Fluid Pressure Method .4;" Wall height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Pi Height of Soil over Toe = 12.00 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 RI .'. FootingllSoil Friction = 0.400 : ? Soil height to ignore ...,_ ..�,�. �,� , ,,., for passive pressure = 12.00 in :w:x., �cl; - , Thumbnail - Surcharge Loads 0 Lateral Load Applied to Stem Ad Footin Load Surcharge Over Heel = 0.0 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 Line Load 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 Summ Stem Const Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.41 OK Wall Material Above "Ht" = Concrete Sliding = 1.57 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,738 lbs Rebar Spacing = 18.00 ...resultant ecc. = 2.52 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 571 psf OK fb /FB + fa /Fa = 0.540 Soil Pressure @ Heel = 298 psf OK Total Force @ Section lbs = 776.0 Allowable = 1,500 psf Moment.... Actual ft - #= 1,325.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 799 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 417 psf Shear Actual psi= 15.2 Footing Shear @ Toe = 8.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.3 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 630.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100% Passive Force = - 295.1 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 695.0 lbs 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 = - Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 F psi = 60,000.0 Retain Pro S orh,yar- © 2030 BA Publications, inc. Licensed to: Corn Engineering r nw. RetainPro corn All Rights Reserved Boise, ID 83105 Core Engineering Title : Generic Retaining Wall 5' tall no s Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footin Dimensions & Strengths L Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 799 417 psf Total Footing Width = 4.00 Mu' : Upward = 2,249 224 ft-# Footing Thickness = 10.00 in Mu' : Downward = 1,028 473 ft-# Mu: Design = 1,221 248 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 8.91 5.34 psi Key Depth = 0.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 © 18.00 in ft = 1,500 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 L Summar r_of Overturnin Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 550.0 3.50 1,925.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Surcharge Over Toe = Stem Weight(s) = 412.5 2.75 1,134.4 Earth @ Stem Transitions = Total = 630.1 O.T.M. = 1,292.5 Footing Weight = 500.0 2.00 1,000.0 Resisting /Overturning Ratio = 3.41 Key Weight = Vertical Loads used for Soil Pressure = 1,737.5 lbs Vert. Component = Total = 1,737.5 lbs R.M.= 4,403.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software +P2 2000 H A Pualica: ions, Inc. Licensed to: Core Engineering www.F.etainPre.com All Rights Reserved Boise, ID 83105 Core Engineering Title Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 LSoil Data Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft fiti Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft kli Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf ifil PP Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 A Soil height to ignore ,: - -;, for passive pressure = 12.00 in ;, y :< 3�; . ;, x .. ; ,v.. Thtinibnail .. Surcharge Loads i Lateral Load Applied to Stem J Adjacent Footing Load 4 Surcharge Over Heel = 0.0 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 41V.Eilml,,,_2:111ElizmillSjrn has been increased 1.00 Footing Type Line Load 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 Pressu Seis mic Load Kae for seismic earth pressure = 0.442 Added seismic base force 172.2 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weigh Seis mic Load F P / W P Weight Multiplier = 0.400 g Added seismic base force 165.0 lbs Retain Pro Software :I) 2009 . . Puoli cations, Inc. Lice nS d to Core Engineering .=w,�..� etainPrc.,.,�n: l] Rights Reserved 'Boise, ID 52705 Core Engineering Title : Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary J Stem Const J Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.74 OK Wall Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,838 lbs Rebar Spacing = 18.00 ...resultant ecc. = 11.17 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,146 psf OK fb /FB + fa /Fa = 0.930 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 1,109.4 Allowable = 1,995 psf Soil Pressure Less Than Allowable Moment....Actual ft- #= 2,284.2 ACI Factored @ Toe = 1,604 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 18.5 Footing Shear @ Toe = 13.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 8.5 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 17.41 Lateral Sliding Force = 997.2 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 375.0 lbs HOOK EMBED INTO FTG in = 8.00 less 100% Friction Force = - 735.0 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 = 385.7 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 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 Footin Dim ension s & Stren Footin Desi Resu Toe Width = 2.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,604 0 psf Total Footing Width = 4.00 Mu' : Upward = 3,710 1 ft-# Footing Thickness = 12.00 in Mu' : Downward = 1,138 490 ft-# Mu: Design = 2,573 489 ft -# Key Width = 0.00 in Actual 1 -Way Shear = 13.53 8.50 psi Key Depth = 0.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 2.17 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 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: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: No key defined Retain Pro Software w 2000 fE2A Puol canons, Inc. Licensed to: Core Engineering wwwn,-.rietainPro.coir All Rights Reserved Boise, ID 83705 Core Engineering Title : Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 720.0 2.00 1,440.0 Soil Over Heel = 550.0 3.50 1,925.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Seismic Earth Load = 172.2 3.60 619.8 Surcharge Over Toe = Seismic Stem Self Wt = 165.0 3.75 618.8 Stem Weight(s) = 412.5 2.75 1,134.4 Earth @ Stem Transitions= Total = 997.2 O.T.M. = 2,638.5 Footing Weight = 600.0 2.00 1,200.0 Resisting /Overturning Ratio = 1.74 Key Weight = 2.17 Vertical Loads used for Soil Pressure = 1,837.5 lbs Vert. Component = _ Total = 1,837.5 lbs R.M.= 4,603.1 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pio Software if) 2000 Iii37, Pubhcalions Licensed to: Core Enainecnne, 1 <etaini'ro.con' All Rights Reserved Boise ID 83765 Core Engineering Title : 10' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings\mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria fa j Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf 0 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method.; Heel Active Pressure 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft PA Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf t Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore ; - ,t;; for passive pressure = 12.00 in `= y' T 1i ='' " ° ' ' OT Thumbnail Surcharge Loads i Lateral Load Ap to Stem Adjacent Footi Loa Surcharge Over Heel = 0.0 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 A lied to Stem has been increased 1.00 Footing Type Line Load 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 Design Summary 1 Stem Constr Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.99 OK Wall Material Above "Ht" = Concrete Sliding = 1.64 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,759 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.64 in Rebar Placed at = Edge Design Data Soil Pressure © Toe = 696 psf OK fb /FB + fa /Fa = 0 Soil Pressure @ Heel = 402 psf OK Total Force @ Section lbs = 3,176.0 Allowable = 1,500 psf Moment....Actual ft- #= 10,658.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 975 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 563 psf Shear Actual psi = 32.3 Footing Shear @ Toe = 17.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.4 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 19.23 LAP SPLICE IF BELOW in = Lateral Sliding Force = 2,455.3 lbs HOOK EMBED INTO FTG in = 11.02 less 100% Passive Force = - 2,132.8 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,903.7 lbs 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 . = . . - .. Modular Ration' Load Factors Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software 4) 200J HSA Publications inc. Licensee to' Core Eiich,eering www.rtetairPre corn All Ritghtc Reserved Boise, ID 83705 Core Engineering Title : 10' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 901989 - 2010 Ver: 9.18 8145 Registration #: RP 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths Footin Desi Res Toe Width = 7.17 ft Toe Heel Heel Width = 1.50 Factored Pressure = 975 563 psf Total Footing Width = 8.67 Mu' : Upward = 22,117 127 ft -# Footing Thickness = 15.00 in Mu' : Downward = 10,697 401 ft-# Mu: Design = 11,420 273 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 17.49 5.44 psi Key Depth = 24.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 7.12 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 8.00 in, #5@ 12.25 in, #6© 17.50 in, #7@ 23.75 in, #8© 31.25 in, #9@ 39 Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7© 37.25 in, Summa of Overturnin. & Resistin. Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft -# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 733.3 8.33 6,111.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 788.4 3.58 2,825.1 Surcharge Over Toe = Stem Weight(s) = 1,312.5 7.58 9,953.6 Earth @ Stem Transitions= Total = 2,455.3 O.T.M. = 9,435.2 Footing Weight = 1,625.1 4.33 7,042.2 Resisting /Overturning Ratio = 2.99 Key Weight = 300.0 7.62 2,286.0 Vertical Loads used for Soil Pressure = 4,759.3 lbs Vert, Component Total = 4,759.3 lbs R.M.= 28,218.3 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pio Sesmare 4) 2000 x,13: =. Publications inc. Licensed to Co.e Engineering vitv,viltetainPre.com All Right: Reserved Eloise, ID 83705 RIM JOISTS SHALL BE A 2;< MEMBER J FACE NAILED To EACH ADJACENT STUD W/ f (3) 16d NAILS, OR BOLTED TO THE =Or FOUNDATION j WALLS W/ STAGGERED 1/2° EXPANSION/EPDXY t ANCHORS • 32. O.C, OR INTERIOR FOUNDATION WALLS SHALL EE 2X6 S i PLACED e THE PERIMETE(,4 OF THE CONSTRUCTION WI STUDS • I2 O.O. W/ • SUPPORTING WALLS DIRECTLY AGAINST THE DOUBLE TOP PLATE. MATCH LOCATION OF . OUTSIDE SHEATHING AND III/ THE SI-EATHMG JOISTS ABOVE. STRUCTURAL TYPE 'A' --- ": NAILS TO THE RIM JOISTS 6/12 SHEATHING REQUIRED CN ALL WALLS BELOW GARAGE FRAMING_ I i 31 - - - --- -- -. -- IS WIDE X TH COAT. FTC. �...___..W�__�.__._. � ;_.. ... .__......_._� ^ �__ ----- ._._. .---. ; �.--� ' t2" ICK W (4) .S CONT. AT TOP AND AT � 1 € - I s l . ' I I ; I I: � BOTTOM. I ii ti 11 11 ,i1 t `! i, `1 1, I1 i . 3 31 €1 1 ;I 'AULKING, UEATHER -SEAL, OR OTHER 1 l I 1 1 THE L 1 1 1 1 1 I D • E FRONT OF THE SLAB a THE SLAB SHALL HAVE A MIN. LIMIT THE AMOUNT OF WATER ; 1 1 r 11 3 • 1 THICKNESS OF 3 I/2" • ANY °_ SLAB AND THE FOUNDATION AND : POINT THE WOOD FOUNDATION. ! i € 0 i ; i S AREA IN NOT PRESSURE TREATED, ' ` BE EMPLOYED (SUCH AS SPACING) , ( N 1 ' I 1 �' OR AMOUNTS OF WATER i ( ; I 1° O 11 I I fl 1 -IE INSIDE FRONT OF THE GARAGE ': s' , FROM GROUND SEEPAGE, FROM • ' '13 u 7NTACTING THE WOOD FOUNDATION l i 1 i f 1 1 i 1 Il n PLYIIJOOD SHALL EE PLACED WI ITS SLOPE IN SUCH A MANNER THAT I ( Y ; X I I : 13 LONG DIMENSION PERPENDICULAR TO PIECED INTO THE JOINT BETWEEN �1 t i N 7 I 1 : 1 I THE J )R AND THE DRIVEWAY THEM SHALL BE 2 LAYERS OF 6 MIL CLEAR 1 I ( I ! 1 1 11 - L.) f VISQJEEN OVER THE PRESSURE TREATED 1 1 ° . 1 1 ! I ( : ` .1 P JOINTS SHALL BE LAPPED • 2' I E r 1 41 II :3 . € ( 1 !1 ii !1 i1 it 3 : • i_ 1LLT \ 4x6 0 REAR WALL SHALL SE ."- ALL END JOINTS IN THE 4 x I PLYWOOD SHALL BE OVER PRESSURE TREATED IF LOCATED i FRAMING MEMBERS NEXT TOT FOIAIDA�OTE ffi A_,::. i u P, ALL WOOD BEAMS a . METER JOISTS, ANY BE DOOR ENTRANCE, SURE TREATED. Cn qd / % ^ i B PRESSURE MOISTURE ',—„ :" .i j am ., „. ( 1 T -' 1 3t,., ", • w ice......, i 1 "m 5 ''', 1 ‘1:L.. Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se@gmail.com Job Name: Garage Floor Framing By: MKB Job Number: Date: June, 2011 Garage Floor Dead Loads: 4 -1/2" Concrete = 145 *(4.5/12) = 54.375 PSF 3/4" Ply Sheathing = 2.5 (2) 2x12 at 12" o.c. = 9 Misc. = 1.5 Total = 67.375 , Use 70 PSF Live Load = 50 PSF Concentrated Load = 2,000 Pounds over 20" square and 5' apart 3 Load Cases: 1. All Uniform Load: D + L = 70 + 50 A A 2. Concentrated Load 5' Apart: 2 2k 2k 5 D =70 t 3. Concentrated Load at Center: 2k D =70 A Use (2) 2x12 DF #2 at 12" o.c. I See Enercalc Outputs Wci Oc i Beam --'':': .',"- ,-.. .:. :„,..-:; i;,,, --' . :!:- :. - :_.,. - . ,.;;•, ,.:2..,,,t:.:...•::,.c,,; ': ... .,:1 . . ,, . - : T: ..;.:.7: " • , , • - . . . ..' . . ,- ' .. ,--, :.. --1.= --.:,.., i.. - - ENERCALC INC. 1983-2011 Build:6.11.6.16, Ver.6.11 6.16 . R WaS10409.900614MONSEMIRMOMMOVEMBENUMMakaitneniNSMOWOMMANPNEAVNOiRgit Description : Garage Floor Joist with Concentrated Loads of 2000 , pounds 5' apart Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fb - Tension 900 psi E.' Modulus of Elasticity Load Combination :2006 IBC & ASCE 7-05 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Pril 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase ..............._.......... ...._ L(2) L(2) • • i . 1 D(0.07 : I • • inT.MAN -' qiISPFIM '.'. Z;:7'.',74';24-;.f.P4-*Y1;74' : kw' -,,,,,,-:,.-'-;', ';., ;1‘.=" :,..-,;. el .4„4„ '!..)1'.:1'0 , .." , m.:q,,,,,, , k , s1,0 4 .40,'.114=kW4: - . .••• : t*:::'47,. -, ;!• 3- ! , ' - :'1-'-'- ,,,----0 . Kz,,,f,einvituar4;5iiiiw ,,::;:;,',,:,-:,,,,,, va.,,,;:k:,.::=, ',i':'a" f.Militi • 2 Q • • 2-2x12 / \ • • • Span = 8.50 ft : -, , : - : : H , . „ .. - Applied Loads : .:-: :'..- , .,, s. , . :.- . . - .- Service loads entered. Load Factors will be applied for calculations, Uniform Load : D = 0.070 ksf, Tributary Width = 1,0 ft Point Load : L = 2.0 k @ 1.750 ft Point Load : L = 2.0 k @ 6.750 ft -DESIGN SUMMARY ::--- - - : ' ltitialaPASVONORIT ,---- !Maxim um Bending Stress Ratio = 0.757: 1 Maximum Shear Stress Ratio = 0.551 : 1 Section used for this span 2 Section used for this span 2 fb : Actual = 783.59psi fv : Actual = 99.20 psi FB : Allowable = 1,035.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H . Location of maximum on span = 4.250ft Location of maximum on span = 7.565 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection • Max Downward L+Lr+S Deflection 0.09 1 in Ratio = 1117 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0,106 in Ratio = 964 Max Upward Total Deflection 0.000 in Ratio = 0 <240 . . . • . Maximum Forces & Stre for'Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span It M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 8.50 ft 1 0.116 0.057 1.000 1.000 1.150 1.000 1.000 0.63 119.88 1,035.00 0.23 10.31 180.00 +D+L+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.757 0.551 1.000 1.000 1.150 1.000 1.000 - 4,13 783.59 1,035.00 ' - 2.23 99.20 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.597 0.428 1.000 1.000 1.150 1.000 1.000 3.26 617.66 1,035.00 1.73 76.98 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.597 0.428 1.000 1.000 1.150 1.000 1.000 3.26 617.66 1,035.00 1.73 76.98 180.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.597 0.428 1.000 1.000 1.150 1.000 1.000 3.26 617.66 1,035.00 1.73 76.98 180.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.597 0.428 1.000 1.000 1 150 1.000 1.000 3.26 617.66 1,035.00 1.73 76.98 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.597 0.428 1.000 1.000 1.150 1.000 1.000 3.26 617 66 1,035.00 1.73 76.98 180.00 V � O OC� B ENERCALC INC 1983-2011, Build 6 111 6.16, Veer 6.111 616 1 0 { Ua 60.0Vi rte. k .TMu�. a t Ns . :602. I.. . g i�. - . �._.:. 50 `r figiNI,•Yt' NOR 4 Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds 5 apart Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D +0.750L +0.7505 +0.5250E +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.597 0.428 1.000 1.000 1.150 1.000 1.000 3.26 617.66 1,035.00 1.73 76.98 180.00 Overall M aximum.. Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +" Defl Location in Span D +L 1 0.1058 4.293 0.0000 0.000 .Vertical Reactions - UnfaCtored : • Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 2.298 2.298 D Only 0.298 0.298 L Only 2.000 2.000 D +L 2.298 2.298 VVood Beam ENERCALC INC 1983 2011 Build 611 616 Ver6 11 6 16 LIG _v IONOaIMO BRI .'* MVI - , _. >_._ ? z. 1..,__ t? ICQ !¢ + `�" . sAN I EVO40 .^ 4` Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination :2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend- xx 1,600.0ksi Fc - PrIl 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase L(2) D(0 + + e + '?1.>:' ••fit €:� r:3F`.,P 'a.. ' az: =a a',.,_ e* 2-2x12 �� Span =8.50 ft A Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070 ksf, Tributary Width = 1.0 ft Point Load : L = 2.0 k @ 4.250 ft - DESIGN: SUMMARY- -_ -.,. � ... : ,._ �� _._. __ _.._.....__... i0 t4tDKf'l. Maximum Bending Stress Ratio = 0.894 1 Maximum Shear Stress Ratio = 0.304 : 1 Section used for this span 2 - 2x12 Section used for this span 2 - 2x12 fb : Actual = 925.81 psi fv : Actual = 54.76 psi FB : Allowable = 1,035.00 psi Fv : Allowable = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 4.250ft Location of maximum on span = 7.565 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.078 in Ratio = 1304 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.093 in Ratio = 1099 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load.Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 8.50 ft 1 0.116 0.057 1.000 1.000 1.150 1.000 1.000 0.63 119.88 1,035.00 0.23 10.31 180.00 +D +L +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.894 0.304 1.000 1.000 1.150 1.000 1.000 4.88 925.81 1,035.00 1.23 54.76 180.00 +D+0.750Lr +0.750L +H - 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.700 0142 1.000 1.000 1.150 1.000 1.000 3.82 724.33 1,035.00 0.98 43.65 180.00 +D +0.750L +0.7505 +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.700 0.242 1.000 1.000 1.150 1.000 1.000 3.82 724.33 1,035.00 0.98 43.65 180.00 +D+0.750Lr +0.750L +0.750W +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.700 0.242 1.000 1.000 1.150 1.000 1.000 3.82 724.33 1,035.00 0.98 43.65 180.00 +D +0.750L +0.750S +0.750W +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.700 0.242 1.000 1.000 1.150 1.000 1.000 3.82 724.33 1,035.00 0.98 43.65 180.00 +D +0.750Lr +0.750L +0.5250E +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.700 0.242 1.000 1.000 1.150 1.000 1.000 3.82 724.33 1,035.00 0.98 43.65 180.00 +D+0.750L +0.7505+0.5250E +H 1.000 1.150 1.000 1.000 Wood Beam r -` • 4 ENER CALC INC 1983-2011, Build 611 616 Ver611 6 16 Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C Fly C r C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length = 8.50 ft 1 0.700 0.242 1.000 1.000 1.150 1.000 1.000 3.82 724.33 1,035.00 0.98 43.65 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +' Deft Location in Span D +L 1 0.0928 4.293 0.0000 0.000 Vertical React ions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 1.298 1.298 D Only 0.298 0.298 L Only 1.000 1.000 D +L 1.298 1.298 ^ VVOOd Beam ENERCALC INC 1983:2011, Build 611 6 16 Ver6 11 616 Description : Garage Floor Joist with Uniform Live Load Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination :2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend- xx 1,600.0ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase • D(0.07) L(0.05) , V V V v , 0 :.: ' ` pw?ii ..�s":.?? ,ATK ,�', - " k., " , . , - , , , N , am'��,.,• - • • • • �� , h ,i� ��,%�`- ,''',A!,-.,.-0,-. _ - fi x' J - -.,�#' ```���� �s _ • • 7 \ 2 -2x12 Span = 8.50 ft AApplied :Loads : Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070, L = 0.050 ksf, Tributary Width = 1.0 ft DESIGN:•SUMMARY :... . j;pesi n :Maximum Bending Stress Ratio = 0.199. 1 Maximum Shear Stress Ratio = 0.098 : 1 Section used for this span 2 - 2x12 Section used for this span 2 - 2x12 fb : Actual = 205.51 psi fv : Actual = 17.68 psi FB : Allowable = 1,035.00 psi Fv : Allowable = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 4.250ft Location of maximum on span = 7.565ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.010 in Ratio = 9813 • Max Upward L +Lr +S Deflection 0.000 in Ratio • 0 <360 Max Downward Total Deflection 0.025 in Ratio = 4089 • Max Upward Total Deflection 0.000 in Ratio = 0 <240 • :Maximurrl Forces Stresses for Load Combinations. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +0 Length = 8.50 ft 1 0.116 0.057 1.000 1.000 1.150 1.000 1.000 0.63 119.88 1,035.00 0.23 10.31 180.00 +D +L +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.199 0.098 1.000 1.000 1.150 1.000 1.000 1.08 205.51 1,035.00 0.40 17.68 180.00 +D +0.750Lr +0.750L +H 1.000 1.150 1.000 1.000 • Length = 8.50 ft 1 • 0.178 0.088 1.000 1.000 1.150 1.000 1.000 - 0.97 184.10 1,035.00 0.36 15.84 180.00 +D +0.750L+0.750S +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D +0.750Lr +0.750L +0.750W +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D +0.750L+0.7505 +0.750W +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D +0.750Lr +0.750L+0.5250E +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D +0.750L +0.7505 +0.5250E +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0 97 184.10 1,035.00 0.36 15.84 180.00 Wood Beam E c 1 N ER ALC INC 1983 2011 B 16 1 6 16 Verb 11 6 16 - # b oa g a. n :. __ .: M E at aRu0 PM ENO1NA Description : Garage Floor Joist with Uniform Live Load O'verall Maximum. Deflections Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +" Defl Location in Span D +L 1 0.0249 4.293 0.0000 0.000 'Vertical Reactions Unfactor Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.510 0.510 D Only 0.298 0.298 L Only 0.213 0.213 D +L 0.510 0.510 Michael K. Brown, S.E. 5346 E. Branchwood Dr., Boise, ID 83716 208 - 850 -7542 Mikebrown.se ©gmail.corn July 11, 2011 Deirdre Britt Stone Bridge Homes 4230 Galewood Street Lake Oswego, OR 97035 Re: Lot 76, Arlington Heights /6 S t .j G 2 tT70 2 %u ( c 1 P1 Garage Floor Framing Stone Bridge Job #: 1447 /'Y)S 7 7 - 1 Core Job #: DM11 -064 Dear Deirdre: The garage floor framing may be framed with (2) 2 x 12's Hem Fir Select Structural at 12" on center and span a maximum of 12' -0 ". Please see attached calculations for reference. If you have any questions, please do not hesitate to contact me. Sincerely, IJ � 0.3; 4 �1110)1RAAT t ',`.7E:tiit' SNA Michael K. Brown, S.E. a i s P Q- z> » File: C:IMichael K.. B lown, S.E1DMHIGeneric Retainin 'Walls eneric garage toor.ec6 -_ NVood :Beam 9 A_ 9 9 � , � _ � ° � '" 1 ` s �� ENERCALC INCA 983 2011 Build :6.11 .6.23; Ver611 6 23 � .. tl L eentOligOREIEENGINEEt INO ll C Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds 5' apart (12' span) Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 1400 psi E : Modulus of Elasticity Load Combination :2006 IBC & ASCE 7 -05 Fb - Compr 1400 psi Ebend- xx 1600ksi Fc - PrIl 1500 psi Eminbend - xx 580 ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : Select structural Fv 150 psi Ft 925 psi Density 27.7pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase L(2) L(2) D(0.07) i :.�: • >: n », i ,,,.,..,v, : :;:.:• 1 ; , AK • 2-2x12 Span = 12.0 ft Applied; Load - r: o ` ; :.. R'. 3 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070 ksf, Tributary Width = 1.0 ft Point Load: L= 2.Ok @3.50ft Point Load: L = 2.0 k @ 8.50 ft DESIGNSUMM9RY ,; M aximum Bending Stress Ratio = 0.973 1 Maximum Shear Stress Ratio = 0.698 : 1 Section used for this span 2 - 2x12 Section used for this span 2 - 2x12 fb : Actual = 1,566.34 fv : Actual = 104.76 psi FB : Allowable = 1,610.00 psi Fv : Allowable = 150.00 psi Load Combination +D+L +H Load Combination +D+L +H Location of maximum on span = 6.000ft 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 0.342 in Ratio = 421 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.399 in Ratio = 360 • Max Upward Total Deflection 0.000 in Ratio = 0 <240 3 Maximbm`For &Stressesfor LoadCombina Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C EN C C m C t Mactual tb- design Fb -allow Vactual fv- design Fv -allow +D Length = 12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,610.00 0.36 15.87 150.00 +D +L +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.973 0.698 1.000 1.000 1.150 1.000 1.000 8.26 1,566.34 1,610.00 2.36 104.76 150.00 +D+0.750Lr+0.750L +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750L+0.7505+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750L+0.7505+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750Lr+0.750L+0.5250E +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 .<'.° - ;M .r ;' $ File_ C:I MchaelK.° Brown, S. E1DMN IGeneric,Retaining;Watslgeneric garage,foor.ec6.: UVVood Beam . r :1 6 � ;r f r, „�` -��:�� ;., Via•: =.. „� � � ,�� : INC INC :1983 2011, Build:6.11[6:23Ve�r6.1A:6Z3s, LLtc* KVV- P60P,v725 � : ......... � .... z.......: • .....:` r ...... $ ...:,..,. Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds 5' apart (12 span) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D+0.750L+0.750S+0.5250E +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 Overall Deflections - Unfactored Loads' ; Load Combination Span Max. ” " Deft Location in Span Load Combination Max. " +" Deft Location in Span D +L 1 0.3994 6.060 0.0000 0.000 Vertical Reactions'-- UnfactOred', Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.420 2.420 D Only 0.420 0.420 L Only 2.000 2.000 D +L 2.420 2.420 - �'"T "` ?�; „; ;F.iles CAMichaelK4Brom S.BDMH \GenericRetainin Walls eneric' garage tioore66:: s � � r+ ENERCALC INC 1983 20 {1 BuikJ 611 6 23 Ver611 6 23 . -. Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 1,400.0 psi E : Modulus of Elasticity Load Combination :2006 IBC & ASCE 7 -05 Fb - Compr 1,400.0 psi Ebend- xx 1,600.0ksi Fc - Pr!' 1,500.0 psi Eminbend - xx 580.0ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : Select structural Fv 150.0 psi Ft 925.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase L(2) D(0.07) i �;. a z. �� �. •, aS'frb�.: ..��'� `�Avim ;: '" `4;` � ' h ;;s .LE�.. z`t2 «a> S.. .S "� :� t �� � �it�; ..tea, die ...A.. _',���= i�:.` " >. g?i`... z,. ... m.. f 4a=-3s.,; 410 2 -2x12 Span = 12.0 ft Applied Loads _° Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070 ksf, Tributary Width = 1.0 ft Point Load : L = 2.0 k @ 6.0 ft DESIGN SUMMARY:: ,: , .:; . �, r , Desl • n`OK.., 'Maximum Bending Stress Ratio = 0.855 1 Maximum Shear Stress Ratio = 0.402 : 1 Section used for this span 2 -2x12 Section used for this span 2 -2x12 fb : Actual = 1,376.71 psi fv : Actual = 60.31 psi FB : Allowable = 1,610.00psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.220 in Ratio = 654 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.278 in Ratio = 518 Max Upward Total Deflection 0.000 in Ratio = 0 <240 MaXiii iUF For &_Steesses'for'L Corn6inations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C C C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,610.00 0.36 15.87 150.00 +D +L+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.855 0.402 1.000 1.000 1.150 1.000 1.000 7.26 1,376.71 1,610.00 1.36 60.31 150.00 +D+0.750Lr+0.750L +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.750S +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.7505+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750Lr+0.750L +0.5250E +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.750S+0.5250E +H 1.000 1.150 1.000 1.000 ooam ,, \generic garage floof.ee6X.; INGO 983:26 , 9Build :6:11.6:23; tiii4AtOjcv06.0047gOinatinggiiiiinFOOMPIPMEMillittAgraiiafilaitaiainigiRMWMINgigaari.0000:0:14cppgigNogalmNpmtgcl Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C EN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 OveraU „ 3 „. Maximum Deflection-llpfcttiedLoads Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.2779 6.060 0.0000 0.000 UnfactorOd' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.420 1.420 D Only 0.420 0.420 L Only 1.000 1.000 1.420 1.420 t; File: G:1M cf ael K `Brown,'S.E DMH \Ger eric'Retaining kJ eneric g arage eoor.ec6s' 1lVood °SBeamm ,, 312 M - � $aENERCALC INC 1983 2011 Bmld 611 6 23 Ver6116 23,E tic # ?KW- 06005725 _ ..� a � � � �, L canes , C RE NGtt&EERING PL1 CI Description : Garage Floor Joist with Uniform Live Load 12' span Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination :2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend- xx 1 Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.2 10 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase D(0.07) L(0.05) i i V v i ?...,,,.,:. -,q, y Nry u� . ,.. �<i�° „�•...;.. ,••tea, .. �, , 0 2 -2x12 • Span = 12.0 ft - iAppii 1 LO ;_ - ` ' `- _ Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070, L = 0.050 ksf, Tributary Width = 1.0 ft DESIGN�SUMMARY = - - - pesign,OK �.,,;A. Maximum Bending Stress Ratio = 0.396 1 Maximum Shear Stress Ratio = 0.151 : 1 Section used for this span 2 - 2x12 Section used for this span 2 -2x12 fb : Actual = 409.60psi fv : Actual 27.20 psi FB : Allowable = 1,035.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L +H Load Combination +D +L +H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft 1 1 Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.041 in Ratio = 3487 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.099 in Ratio = 1453 i Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum- Fotces &Stresses for;Load;Comtiiriations, Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C EN C r C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 12.0 ft 1 0.231 0.088 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,035.00 0.36 15.87 180.00 +D +L +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.396 0.151 1.000 1.000 1.150 1.000 1.000 2.16 409.60 1,035.00 0.61 27.20 180.00 +D+0.750Lr+0.750L +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.7505+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750Lr+0.750L+0.5250E +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.7505•0.5250E +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 e l 66a31 ?r,, ,:: :'::‘,Z:i17 .;.:4:,'-f '::, , ',,:,.,,i',,,.'n,;,:,, lyBrouy \ weric garagelyior,ec6t-; ,,,,----," '--;•, '=r:e.44iy,' , : , '':.:"F' ."-,, -, : :*211rjaW INC:1 983 Build :6.1116.23,'Nee:61 1 .6.2a?4 !: ler: Niti's .o 11 4 , ...14PER$'*19:?::%NgelEgVAP.k MitIng,- 016);414:reicklt44;.11,1 (elli RIK Description : Garage Floor Joist with Uniform Live Load 12 span OVil Lo ',,::'''- Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0991 6.060 0.0000 0.000 VOrticalReactioh$"- Unfat0(ed , ,,,,,,,:;,:- : , ' ''''','"`"'t3 ' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.720 0.720 D Only 0.420 0.420 L Only 0.300 0.300 D+L 0.720 0.720 E / MD X IW /® ■1 ... 1 HIIHHIIh i ' •• .... ...� *1010 ■ ■ ■ ■I 1 .. : :: • . , • ■ •■ :1111■ ■ ■ ■ ■ ■ ■ ■1 \ saa� � � 111 11111111111 �� m r ■ •■� ■r - -- ,1010 ■ ■1 ® .2 i:i•NIMINNIII ----. I ( fi � ■� ,7 ■1 24/ ®x I6 /4 Q7I ■� x �I 1� ■ ■ ■ ■ ■1 J ■1 [ /L'!! x ■! ■Ir 1010\ '!! ■I 1010■► _ Fmc v Ff 7- LOW WALL I T1'1HOKIHtI 11 !! Iii 111' _ IHIHII 1 .. f. .. i, ,. --- ___,,,,. 1 ■ ■ ■ ■ ■ ■ ■I WH. i�11I ■ ■ ■ ■ ■I FLUE I I JL ® r'I■■■■■I \I , h ® . IL!■■ ■I\I , 1 ■■■■1011 I ■ ■ ■■■ ■■ :.......: i ,ir•ll �■11 ■ 9' CONC. 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