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Permit File .pdfBLD-2019-0140 3420 Oakes Avenue
C3 City of Anacortes Invoice/Permit#: BLD-2019-0140 • 904 6th Street s Applied date: 03/14/2019 P.O.Box 547 Issue date: 04/09/2019 0 Anacortes, WA 98221-0547 `= =Am (360) 293-1901 Expire date: 10/05/2020 Job Address: 3420 OAKES AVE Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-1209 Project: APN: P58533 Remarks: Interior remodel including removal of bearing walls and replacing with beams per approved plans. Owner: MICHAEL& HEIDI HANSON Contractor: KEYSTONE BUILDING SERVICES LLC Address: 3420 OAKES AVE Address: 1007 8TH ST ANACORTES WA 98221-1209 ANACORTES WA 98221-4120 Phone: Phone: (360)588-4189 License#: General Information: Fees: Building Valuation 46000 Building Permit Fee 603.85 Plan Review Fee 392.50 State Building Code Fee Resi 6.50 Total Calculated: 1,002.85 Deposits/Receipts: 608.85 Total Due: 394.00 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION 0 HE PERFORMANCE OF CONSTRUCTION. ,!._--------;_,-- j - „ejt, ,•-• 6 ,-- 1 ,,,,__ _. SIGNATURE OF OWNER ORcKUT4014ZED AGENT ISSUED B 'es Invoice/Permit#: BLD-2019-0140 ` •y,-" �►, � Applied date: 03/14/2019 ÷ftemir Issue date: 04/09/2019 5221 0547 Expire date: 10/05/2020 \l'\111gari-Ct "" Permit Type: Single Family Alteration/Repair Permit Project: Finance Department 019130-0002 Carla B. 04/09/2019 09:03AM of bearing walls and replacing with beams per approved plans. PERMITS AND INSPECTIONS KEYSTONE BUILDING SERVICES LLC Contractor: KEYSTONE BUILDING SERVICES LLC BLD-2019-0140 Single Family Address: 1007 8TH ST Alteration/Repair Permit Interior remodel ANACORTES WA 98221-4120 including removal of be Phone: (360) 588-4189 issued 2019 Item: BLD-2019-0140 License#: Building Permit Fee 0.00 Plan Review Fee 387.50 Fees: State Building Code Fee Building Permit Fee 603.85 Resi 6.50 Plan Review Fee 392.50 State Building Code Fee Resi 6.50 Mechanical Permit Fees 0.00 Total Calculated: 1,002.85 Plumbing Permit Fee 0,00 Deposits/Receipts: 608.85 Payment Id: 239871 Total Due: 394.00 394,00 Subtotal 394.00 Total 394.00 03FINANCE CREDIT CARD 394.00 MasterCard ************56i38 Ref=41287047277 Auth=047336 5638 1 Change due 0.00 Paid by: ERIC WOODRUFF IIIIIIIIIIIIlIIIIII MINN IIIII IIIIIIIIIIIIII DR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF )ONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I ilS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE Signature: _ --------- E AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR FORMANCE OF CONSTRUCTION. Thank you for your payment COPY DUPLICATE RECEIPT ISSUED B 0 City of Anacortes Invoice/Permit#: BLD-2019-0140 4 904 6th Street Applied date: 03/14/2019 """ nimr P.O.Box 547 Issue date: < ': I0P, Anacortes, WA 98221-0547 Expire date: 09/09/2020 •=_ '\ ft (360) 293-1901 Job Address: 3420 OAKES AVE Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-1209 Project: APN: P58533 Remarks: Interior remodel including removal of bearing walls. Owner: MICHAEL&HEIDI HANSON Contractor: KEYSTONE BUILDING SERVICES LLC Address: 3420 OAKES AVE Address: 1007 8TH ST ANACORTES WA 98221-1209 ANACORTES WA 98221-4120 Phone: Phone: (360) 588-4189 License#: General Information: Fees: Building Valuation 46000 Building Permit Fee 603.85 Plan Review Fee 392.50 State Building Code Fee Resi 6.50 Total Calculated: 1,002.85 Deposits/Receipts: 0.00 Total Due: 1,002.85 0 Cr) 1 1 -11 T :i 'T, r- 17 11 = _ •I N., 1-1 1p ft. 1 1 i t t 1"•'• I 1 VI 0, 0 i�1 r� -�'• -y CO M 1 1D 1} H 1 .. i,f1 Y lii r. l I•-r_+ .y qJ it K rf CO : THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DMSr;1Op CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED.: r 1' HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL Pk OV)Sfi Ns' OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR.iNOT,iTHtr` GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE::OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. r ,tea=Li SI ATURE OF OWNER ORAUTHORI Et) GENE T ISSUED BY r:.n a -:f • 'A' �T Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT 1 NTIAL BUILDING PERMIT APPLICATION -� . D �"i - ,,1:ding Address:P.O. Box 547, Anacortes, WA 98221 \.l. 1 l� ce Location: 904 6th Street, Anacortes WA 98821 "'""- �R 4. 01 , j Phone: (360) 293-1901 CITY OF ANACCQA TE PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: n 5�„5 5 2 3'I?O f lckt c, 19v� 1- �7 Subdivision/Lot#: PROJECT VALUATION: $ Li f f)(> 3�— _L,Jes--10c+ c Lo1• iiG,l10S 1.01-s ' 4ct0 tVi APPLICANT: c Phone: SI-On - ,.:�1 d, Jei(o:L•es LL_C - g(av - Lol v - 5&o5 Address(Street,City, State,Zi Email Address: Ia) - $' ,- • ttc n� 'S LiOn 57r99 1 I S)T bu.M� SVC-50 141 ), e-on-1 PROPERTY OWNER: Phone: 11 m;r lncL0 dt 14 -ea-, ii an soo 3i o 3 3 - 5 iv-I Address(Street,City,State,Zip): Email Address: 20 C .1-e S Pnt'e-- l f C a1 t-S, g-a-( rniU.nbun DR P rndA 1•cvf►,/hercli 5n`l e°c�rniJ•con, CONTACT PERSON: Phone: V t<.r;S"-94J- `1-1.4 3i€0- In 10 -.5K(a5 Address(Street,City, State,Zip): Email Address: y_. 1007 ic. ,Sl. f i tD r S, w A 5fia8 i f61(1.P_1 ,1 a i VL@ r-,411.c_oyh LENDING AGENCY: / Phd e: V Address(Street,City, State,Zip): Email Address: CONTRACTOR:* Phone: sfivr,e )31-iki di AC) SOru+ee s , c )- Ws Lit c' Address(Street,City,State,Zip): Email Address: I 00-1 Si-. ar+e-- : wrfi 'i I Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of I<►�y b1135 FC71,0/Q r/go)9-0 19 Anacortes business license prior to doing work in the City. Contact Business License#: Exp.Date: the City's Finance Department at(360)299-1968. 1_e(m3 a 3 3 i Si 9-o19 PROPOSED WORK: -Vi e.eNOVed ESE 54stM c ci-.3..1. u.14ts Ark reetAc.i.> wN1kL- 117... ,,u.S1 ro5 Da PROPOSED NEW SQUARE FOOTAGE: Basement SQ': iki A 0 Finished Basement: ❑ Unfinished Basement l'r Floor SQ': f\ Garage/Carport SQ': 1.l fE 2nd Floor SQ': A- Deck/Covered Porch/Patio SQ': IU IS, Fire Sprinkler: 0 Yes [1 No Lot Area SQ': N A I declare under penalty of perjury that the information I have provided on this form/application is true, correct,and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: K.6-Sf ►- Yet Li,VI —5 WleA 21-Owner 0 Agent / (specify):Cnkfctc-k-or Signature: Date: 3/ 131 to)�y 40 Page 1 of 5 STRUCTURAL CALCULATIONS FOR Hanson Remodel 3420 Oakes Ave. Anacortes, WA 98221 2015 IBC Rev. 3 02/20/2019 18-002 PREPARED BY: James T.Schemmer,P.E. Jt.schemmer@scgeng.com M� "V ,� • S CHEMM ER CONSULTING GROUP PLLC :; ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING RESIDENTIAL HOME DESIGN Uis1'ew- � 0.1710 20/9 SCHEMMER CONSULTING GROUP PLLC•301 3O'"STREET,SUITE C,ANAOORTES,WA.98221 •(360)293-9006 pj - /5(Z) = ye , 1-S---7 A t-i A. 0,L- I V - 2c(77) ,-7726d4 1 P e �sL 25 /„Fa . W-46101-14F-x--az-- -1—t's I,5- x19.57-GLE.'DgbF 24F--v4r. 1 1 1 tt 18s - k p,/ - ts(23,y) c /76 '44 - , kpi, , 20(239 ? eX-44.1,4 ' 41„ z' z -63'S--2),. 294. 4' 9 Va,5 tAds 2? ` : ko 11— , /5-(- 36 Z P s. X 0. GL S F/ 24� v� 7 2I�L �2 lei So <1^35( L ( 106 0 F2 <!nt Lv ) ,ib,- v 2,75- x2,?6.---GAG \ "v/( ) L -- (Pain d .1 v l C < y Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:21 FEB 2019, 2:23PM File=C:\Users\admin\DOCUME-11ENERCA-2118-002-Hanson.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B1-Wood CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Pill 1650 psi Eminbend-xx 950 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing :Beam is Fully Braced against lateral-torsional buckling D(1.35)Lr(1.44)S(1.8) D(0.03)Lr(0.04)S(0.05) D(0.176)Lr(0.235)S(0.294) a o a a a a a • 5.5x19.5 il Span=18.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.1760, Lr=0.2350, S=0.2940 k/ft,Extent=0.0—>>9.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.030, Lr=0.040, S=0.050 k/ft,Extent=9.0—>>18.50 ft, Tributary Width=1.0 ft Point Load: D=1.350, Lr=1.440, S=1.80 k @ 9.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.352 1 Maximum Shear Stress Ratio = 0.203 : 1 Section used for this span 5.5x19.5 Section used for this span 5.5x19.5 fb:Actual = 931.83psi fv:Actual = 61.95 psi FB:Allowable = 2,644.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.980ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio= 1587>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.244 in Ratio= 910>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.229 3.341 Overall MINimum 3.049 1.872 +D+H 2.180 1.469 +D+L+H 2.180 1.469 +D+Lr+H 4.618 2.966 +D+S+H 5.229 3.341 +D+0.750Lr+0.750L+H 4.008 2.592 +D+0.750L+0.750S+H 4.467 2.873 Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:21 FEB 2019, 2:23PM File=C:1Usersladmin\DOCUME-11ENERCA-2118-002-Hanson.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B1-Wood Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 2.180 1.469 +D+0.70E+H 2.180 1.469 +D+0.750Lr+0.750L+0.450W+H 4.008 2.592 +D+0.750L+0.750S+0.450W+H 4.467 2.873 +D+0.750L+0.750S+0.5250E+H 4.467 2.873 +0.60D+0.60W+0.60H 1.308 0.881 +0.60D+0.70E+0.60H 1.308 0.881 D Only 2.180 1.469 Lr Only 2.438 1.497 L Only S Only 3.049 1.872 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:21 FEB 2019, 2:23PM File=C:1UsersladminlDOCUME-11ENERCA-2118-002-Hanson.ec6. Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B7-Wood CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.09)Lr(0.12)S(0.15) b v o $ 5.5x19.5 Span=24.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.090, Lr=0.120, S=0.150, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.25a 1 Maximum Shear Stress Ratio = 0.126 : 1 Section used for this span 5.5x19.5 Section used for this span 5.5x19.5 fb:Actual = 652.52psi fv:Actual = 38.38 psi FB:Allowable = 2,576.07 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.184 in Ratio= 1564>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.323 in Ratio= 891>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.159 3.159 Overall MINimum 1.800 1.800 +D+H 1.359 1.359 +D+L+H 1.359 1.359 +D+Lr+H 2.799 2.799 +D+S+H 3.159 3.159 +D+0.750Lr+0.750L+H 2.439 2.439 +D+0.750L+0.750S+11 2.709 2.709 +D+0.60W+H 1.359 1.359 +D+0.70E+H 1.359 1.359 +D+0.750Lr+0.750L+0.450W+H 2.439 2.439 +D+0.750L+0.750S+0.450W+H 2.709 2.709 Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:21 FEB 2019, 2:23PM Wood Beam File=C:\UserstadminlDOCUME-11ENERCA-2118-002-Hanson.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B7-Wood Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D-r0.750L+0.750Si0.5250E+H 2.709 2.709 +0.60D+0.60W+0.60H 0.815 0.815 +0.60D+0.70E+0.60H 0.815 0.815 D Only 1.359 1.359 Lr Only 1.440 1.440 L Only S Only 1.800 1.800 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed: 21 FEB 2019, 11:46AM General Footing File=C:\Users\admin\DOCUME-1\ENERCA-2118-002-Hanson.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lc:#:KW-06009216 Licensee:SCHEM:M ER CONSULTLN'G,GROUP PLLC Description : F2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting: Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow% Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 12.0 in I I Pedestal dimensions... X X px : parallel to X-X Axis = in °— — — — —(V pz : parallel to Z-Z Axis _ in Height in Rebar Centerline to Edge of Concrete... j o at Bottom of footing = 3.0 in — --- I - — a zz Reinforcing Y-o' Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 — Bars parallel to Z-Z Axis Number of Bars = 3.0 3-94 Bars a Reinforcing Bar Size = # 4 3-#4 Bars Bandwidth Distribution Check (ACI 15.4.4.2) i"l Direction Requiring Closer Separation ;_�..._._._ 5. :_4ra�r- _.-= . _..:._:_. . _-,l I� hfLrr (.I i':r.: _..li.h i2 ; ..K z... . n/a X-X Section Looking to fZ # Bars required within zone n/a ZL��o������B�o.X # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.135 1.440 1.80 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:21 FEB 2019,11:46AM General Footing File=C:IUsers1admin 1 DOCUME-11ENERCA-2118-002-Hanson.ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. trik O;6009216 cef a cSektEMMER CONSULT,[NG;GROUMEL Description: F2 DESIGN SUMMARY EN Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5859 Soil Bearing 0.8788 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0,0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04512 Z Flexure(+X) 0.5303 k-ft/ft 11.753 k-ft/ft +1.20D+1.605 PASS 0.04512 Z Flexure(-X) 0.5303 k-ft/ft 11.753 k-ft/ft +1.20D+1.605 PASS 0.04512 X Flexure(+Z) 0.5303 k-ft/ft 11.753 k-ft/ft +1.20D+1.60S PASS 0.04512 X Flexure(-Z) 0.5303 k-ft/ft 11.753 k-ft/ft +1.20D+1.60S PASS 0.02868 1-way Shear(+X) 2.357 psi 82.158 psi +1.20D+1.605 PASS 0.02868 1-way Shear(-X) 2.357 psi 82.158 psi +1.20D+1.60S PASS 0.02868 1-way Shear(+Z) 2.357 psi 82.158 psi +1.20D+1.605 PASS 0.02868 1-way Shear(-Z) 2.357 psi 82.158 psi +1.20D+1.60S PASS 0.06817 2-way Punching 11.202 psi 164.317 psi +1.20D+1.605 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.4288 0.4288 n/a n/a 0.286 X-X,+D+Lr 1.50 n/a 0.0 0.7888 0.7888 n/a n/a 0.526 X-X,+D+S 1.50 n/a 0.0 0.8788 0.8788 n/a n/a 0.586 X-X,+D+0.750Lr 1.50 n/a 0.0 0.6988 0.6988 n/a n/a 0.466 X-X,+D+0.7505 1.50 n/a 0.0 0.7663 0.7663 n/a n/a 0.511 X-X,+0.60D 1.50 n/a 0.0 0.2573 0.2573 n/a n/a 0.172 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.4288 0.4288 0.286 Z-Z,+D+Lr 1.50 0.0 n/a n/a n/a 0.7888 0.7888 0.526 Z-Z,+D+S 1.50 0.0 n/a n/a n/a 0.8788 0.8788 0.586 Z-Z,+D+0.750Lr 1.50 0.0 n/a n/a n/a 0.6988 0.6988 0.466 Z-Z,+D+0.7505 1.50 0.0 n/a n/a n/a 0.7663 0.7663 0.511 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.2573 0.2573 0.172 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Axis&Load CombinationStatus k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.40D 0.1986 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.40D 0.1986 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50Lr 0.2603 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50Lr 0.2603 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50S 0.2828 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.50S 0.2828 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60Lr 0.4583 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60Lr 0.4583 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60S 0.5303 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+1.60S 0.5303 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.70S 0.3278 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+1.20D+0.70S 0.3278 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:21 FEB 2019,11:46AM General Footing File=C:\Users1admin1DOCUME-11ENERCA-2118-002-Hanson.ec6. 9 Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#':KW-06009216 _ Licensee:SCHEMMER CONSULTING-GROUP PLLC Description: F2 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface inA2 in"2 in^2 k-ft X-X,+0,90D 0.1277 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X,+0.90D 0.1277 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.40D 0.1986 -X Bottom 0.2592 Min Temp% 0.30 11,753 OK Z-Z,+1,40D 0.1986 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1,20D+0.50Lr 0.2603 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50Lr 0.2603 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50S 0.2828 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.50S 0.2828 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60Lr 0.4583 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60Lr 0.4583 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.605 0.5303 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+1.60S 0.5303 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1,20D+0.70S 0.3278 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+1.20D+0.705 0,3278 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+0.90D 0,1277 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z,+0.90D 0.1277 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 0.88 psi 0.88 psi 0.88 psi 0,88 psi 0.88 psi 82.16 psi 0.01 OK +1.20D+0,50Lr 1.16 psi 1.16 psi 1.16 psi 1.16 psi 1.16 psi 82.16 psi 0.01 OK +1.20D+0.50S 1.26 psi 1.26 psi 1.26 psi 1.26 psi 1.26 psi 82.16 psi 0.02 OK +1,20D+1.60Lr 2.04 psi 2.04 psi 2.04 psi 2.04 psi 2.04 psi 82.16 psi 0.02 OK +1.20D+1.60S 2.36 psi 2.36 psi 2.36 psi 2.36 psi 2.36 psi 82.16 psi 0.03 OK +1.20D+0.70S 1.46 psi 1.46 psi 1.46 psi 1.46 psi 1.46 psi 82.16 psi 0.02 OK +0.90D 0.57 Psi 0.57 psi 0.57 psi 0.57 psi 0.57 psi 82.16 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 4.20 psi 164.32 psi 0.02554 OK +1.20D+0.50Lr 5.50 psi 164.32 psi 0,03346 OK +1.20D+0,50S 5.97 psi 164.32 psi 0.03635 OK +1.20D+1,60Lr 9.68 psi 164.32psi 0.05892 OK +1.20D+1.60S 11.20 psi 164.32psi 0.06817 OK +1.20D+0.70S 6.92 psi 164.32psi 0.04214 OK +0.90D 2.70 psi 164.32 psi 0.01642 OK t ' i 'I �►iiill�r" I l�. 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'I m `G' %1'`.F� �` . _, ,,,, I .?''' . 1 `'` t ,,,,[ ,I'I!I,I:,i, __,,,____, r c.) inJJ i. ,,. v. i c ) I 'Iti,. •1 , , 1 k lit. ' ' iHi i') 1 'III):: I l:f E fl liiirlisi3/46 --CL �` " I ' • 1;. Pet; II • itPjlj• 1.4::111 I 1...• 1...e. :111 \3/4%,......, —$--+ (a)mg I.,h E •,Ai i ..,P. �J {LJ/ 1 '( i ;�i vv.:.I ., '`V 1.. isii 4I• l:111' . :� : di a ` li I . C4-1 `�I•,'! 1 1'i'ii. [D 01 III I �I.1 C CCD 1 . .a (*Lip •,.1.: . ► :, . // X 1 7 „...m..., 7 SIDING/ BLDG. PAPER/ 1`, �� ij. lg. t \Y/ R -� ( vk 0 1/2" PLYWD. CDX SHTH./ 1 R-21 INSUL. BLDG. PAPER)/ 1` 1/2" GYP, BD. . __- kt MAR141019 `� 7/8" SHEATHING 2x6P.T. > W/ SILL I . - SEALER(P.T. 2x RIP I r----.. CUT TO FIT W/HNGRS) CITY OF ��������� c --I--: R INS L. 1/2°e x 10'ABs at 6'-0"oc \ , 6. I�,e�p. (MAX.)AND WITHIN 12'OF F r°•d / ALL CORNERS AND io • IS1 C� OPENINGS / Z N _ T POCKET EACH J IST W/ •I f nit IL-' , ' MIN. JOIST BRG. 3" W/ H N 1/2"AIRSPACE . SIDE EXSTG. LL co OR APPROVED J IST CLOSET Q p. —1 $ 6" HNGR _ Dr ` ^_ . :ft... _ W EXSTG. p Q Z - • -:a' '" BEDROOM a F _ •_ , . - -' I I in p..coo e - • W > H c. z- d - _aq .t. EXSTG, O Q cc VERIFY BEARING BATH COVER ENTIRE FOR NEN BEAM CC U 0 16'-O" W 0 CRAWL AREA NEN FTC. AND STEM NALL W/ 6MIL. VAPOR - , Q o z 12" BARRIER Y N Q (A FIG ./ FNDN . DETAIL 3 _ [I LI EXSTG. STORAGE Z r ° N EXISTING SLAB NEN 4"CONC. SLAB ON � N Z COMPACTED FILL. 12" i Q CO THICKEN SLAB N/(2) #4 = O` BARS HORZ- CONT. TIED TO z - w Q FOUND WALLS AT GARAGE F DEMOLISH EXISTING DOOR DOOR OPENINGSID DI 0 > FIREPLACE- v _ 6 6 = co CO EXSTG. L 4 w w REG. ROOM SIDING/ Z p Y BLDG. PAPER/ z Z Q IY PLYWD. PER SHEARWALL SCHED. < 0 0 W c:, < Y N Q 1/2" GYP. BD. R — Z 2x4 OR 2x6 at 16"oc Q co Q ' NAIL'G PER tfl NEN FTC. AND STEM MALL BLDG. PAPER SHEARWALL SCHED. 2 9 1/2 2 x 6 P.T. PLATE W/ 5/8"a 1/2"e x 10" ABs ,}' t y -2'-4 1/2" A.B. ®48" O.C. U.N.O. r / I _ / NEN FIG. AND STEM VIAL.L ON SHEARWALL SCHED. ! / __ , �� f \ I I I /// NEM BEARING WALL NEN BEARING HALL �. \ \ " � 4" CONC, SLAB W/ fV • MIN.4" COMPACTED N z = LJ -7 Lr g GRANULAR FILL- 3'-b" 10'-3" I,21-0"I, 16-3" 4'-0" te SLOPE TO DRAIN EXSTG. / / / it it -= �= =- --_. STORAGE g r 1 1= °' Q I I 171 #4 @ 46"O.C. EXSTG. U� O BEDROOM —I I-1 b.. r 1 1 'c r r \ iin \ \1\ �o "v '1'-9 114" � � / �,. / 10 3/4" NEN FIG. o 0 Z 15"x15"x1O" LA O v 1/4/(2) #4 EA. NAY -3 (n 1 ` 4-8" ` O Z \ - cr Q \ \ a = B FTG ./ FNDN . @ GARAGE 3 3J4" = 1'-0" F03 DRAWN BY: ® LOwER FLOOR PLAN AND GARAGE FOUNDATION K R SCALE 1/4"=1-C" 03 RI GENERAL FLOORPLAN NOTES 1. WINDOW SIZES&ROUGH OPENINGS TO BE VERIFIED BY CONTRACTOR. 2. WINDOW HEADER HEIGHT ON 9' CEILINGS AT 7'-11 3/4" ABOVE SUBFLOOR, U.N.O. WINDOW HEADER HEIGHT ON 8' CEILINGS AT 6'-11 3/4"ABOVE SUBFLOOR, U.N.O. 3. EXTERIOR WALLS TO BE 2X6 STUDS AT 16" O.C., INTERIOR WALLS TO BE 2X4 STUDS AT 16" O.C., U.N.O. \ \ CO 4. FIREBLOCK ALL PLUMBING PENETRATIONS Z AND STAIR RUNS I- N W co < co o` cl 5. SAFETY GLAZING AS PER CODE EXISTING n BEDROOM 6. ALL WOOD IN CONTACT WITH CONCRETE 4 w - TO BE PRESSURE TREATED. a w In w > I- OQ 7. TOP OF HANDRAILS SHALL BE PLACED AT 38" 0 ABOVE THE NOSING OF TREADS&LANDINGS ---1 U O al 0 THE NOSING OF TREADS AND LANDINGS. Q Z o Q HANDRAILS SHALL BE CONTINUOUS THE FULL / 11'-61/4" I / EXISTING o LENGTH OF THE STAIRS. THE HANDGRIP \ S S BATH _ : - , - - �_; __ \ Y N Q PORTION SHALL NOT BE LESS THAN 1 1/4" zoI NOR MORE THAN 2" IN CROSS-SECTIONAL A NEW WALL DIMENSION. PROVIDE A SMOOTH SURFACE 11._9 3/4, WITH NO SHARP CORNERS. HANDRAILS / y 15-6 1/2" PROJECTING FROM A WALL SHALL HAVE DEMOLISH EXISTING BRICK 1 A SPACE NOT LESS THAN 1 1/2" BETWEEN FIREPLACE AND REPLACE THE WALL AND THE HADRAIL. FLOOR FRAMING NEY`I GARAGE EXISTING WALLS TO REMAIN Z 15-6"x23'-0" 1 3/8"SC MIN.OR EXISTING WALLS TO DEMOLISH 0 8. PREFABRICATED FIREPLACES, CHIMNEYS 20 MIN.FIRE DOOR z 4"CONC.SLAB ON 4" W W NEALLS Cl) N AND RELATED COMPONENTS TO BEAR U.L. F CO m GRANULAR FILL.SLOPE 1"PER 10'TOW RD GARAGE z Q OR I.C.B.O.SEAL OF APPROVAL AND TO BE EXISTING LIVING a DOOR OPNG. N _ 2X FRAMED 24"O.G. Q 1- 1'b 1/�" r 0 'W — W Q INSTALLED PER MANUFACTURER'S SPECIFICATION. 4 -- EXISTING 61 " NEW GARAGE o > ry Q Q 9. ELEV. OF FLOOR OR LAND'G 1 1/2" MAX(OR 7 3/4" k STORAGE ' 6 w MAX FOR INSWING DR) BELOW THRESHOLD IS -'0 _ W UJ REQ'D FROM THE REQ'D EXIT DOOR.WHERE VIP Y IW— DOOR IS NOT THE REQ'D EXIT DOOR A STAIRWAY OF 2 1z a 10/Ox8/O OHD 16/Ox8/D OHD Cr z Q OR FEWER RISERS IS PERMITTED WHERE DOOR DOES II. — _ _ 1 Q O O NOT SWING OVER RISER. —Z 0 , w o Q —C4— 6� N W ENTRY I I Y Z i. 2 co Q t 1 I O A' 2-b A' 1R 3'b 1/2" • • - l \ I lb'-51h4' I il m { t �I rr PLWL 3/� �,2'-4 1/a" 'N ----I 2'-q 1/2„ ' "v m \ 4 4ii^ EXISTING DINING i0 Lu 9 7C 1 Q 0 b RAILING O \ 2 EXISTING EXISTING DECK w N KITCHEN \ /O 1 CONCRETE PATIO AND STAIRS I— z 9 / O` - NEW&X6 P05T AND n BASE-VERIFY \ \ NEW 6/OX5/O FXD \ NEW 8 /O� DR CONSTRUCTION 0 Z NOTE:MATCH EXSTG.HEADER HEIGHTS ECG J/ _ 6'-0" / �/ /- -• g'-0" / / 10,_3,' / / / 12'-0" / 4'-0" / DRAWN BY 2'-0" 24'-0" 2a'-O" 16.-0" / / / / K R MAIN FLOOR FLAN 3 SCALE 1/4"=1'-0" FLANS 04 FLASHING NOTE: USE APPROVED CORROSION RESISTANT rgVICW1 FLASHING IN ALL OF THE FOLLOWING AREAS: / ~ MAR 14-�"019 1.AT THE TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH K R ID A MANNER TO BE LEAK PROOF, EXCEPT THAT SELF FLASHING WINDOWS CITY OF ANACORTES CONTINUOUS LAP OF NOT LESS THAN 1_" OVER THE SHEATHING MATERIAL. AROUND THE PERIMETER OF THE OPENING, INCLUDING THE CORNERS DO NOT REQUIRE FLASHING. ENTRY ADDITION 2.AT THE INTERSECTION OF CHIMNEYS AND OTHER MASONRY CONSTRUCTION NE1N POST WITH FRAME OR STUCCO WALLS,WITH PROJECTING LIPS ON BOTH SIDES .-GARAGE ADDITION uNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4 1/2:12 (VERIFY) CITY OF p,NACORTES 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. SI - 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR a r n FLOOR ASSEMBLY OF WOOD CONSTRUCTION. r r r 11 r T PLp►N���� `` L ILiLirT.i ,rs =sir r1LrTA. .�rir _.. 'FL, r t r r r r l l r i i ! .. • t I l l ) t f r Z. I. I T I 11 i r ' r�l is irs cl rrr carp ,, .i 4,3 6. ATWALLANDROOFINTERSECTIONS. Qi,� IT r `�r..fr 'il f � t. .CI S � 1 -1 -11� t- I--f r�ri1 1 (�x [ - C f 1 t I, 11 t S J 3 T f 1 1 r 1 r f 1 - 1 • i7 n �j/�_.© f SHEAR WALL BOTTOM PLATE NAILING &ALL NAILING AT PRESSURE TREATED tr ' , ! r •s sr i rsrl� 1 1., C1 i r r rrrriz r r�r i rr r r I)� �1 r . , r ,, I I r L r , , F r T I a L _gE MIT #: PLATE MEMBERS SHALL BE HOT DIPPED ZINC COATED GALV. STEEL OR STAINLESS r s ' ' : ji r. I-I i r r 1 '1 Lf,1 i i i `i `r r71'_,1- 'I'r' .' ' ` L 911 3r,F`, l -1LT idyl r,I S r , 1 . rLcrJI r1i_ itiZ r-.r- �� J STEEL NAILillitS c'- r`, t s , rr's' ,1i itr,,r, 4- r , ,_ 1t1 r, Li, II 3 r 1 r r T r ,rQ DRESS: N I I i r.-1 ;11 r, v 1' r t, r r r i r r r 1 _I 1 I r 1 LL FASTENERS FOR PRESSURE PRESERVATIVE& FIRE RETARDANT TREATED WOOD , r r_2 , 1 .: r ;a , f Err r: , V D SHALL BE HOT DIPPED GALV. STEEL, STAINLESS STEEL, SILICON, BRONZE, OR COPPER C^ - - - --- - _ ROE FIELD CUT END, NOTCHES, AND DRILLED HOLES OF PRESSURE --_ - - - - - -- - SUBIECT TO FIELD INSpECT10N• PROVED F LA TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. h d SHALL NOT BE ALTERED W I1 ROUT AUTHORIr AT�N Q` 342�_ Cr --- W FILE QQLi � GENERAL NOTES: 1. ALL WORK SHALL BE DONE IN CONFORMANCE WITH THE LATES EDITION OF LOCAL BUILDING CODE, 11 _ - W U ONE AND TWO FAMILY DWELLING CODES AND ALL OTHER GOVERNING CODES, LAWS AND REGULATIONS. �_ , Z 0 Q 2. SITE/CONSTRUCTION DOCUMENTS AND CONSTRUCTION PHASE: N Q CONTRACTOR SHALL NOT SCALE THE DRAWINGS, OR DETAILS. CONTRACTOR SHALL VERIFY ALL RELOCATE EXSTG. 16' OHO DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOBSITE. --- ---- PER PLAN NOTIFY DESIGN AGENCY IN WRITTING OF ANY SIGNIFICANT DEVIATIONS,ANY CHANGES TO CONSTRUCTION NEW GARAGE POOR DOCUMENTS OR IF ADDITIONAL DETAILS, SPECIFICATIONS ARE NEEDED FOR PROPER EXECUTION OF THE WORK. ALSO NOTIFY DESIGN AGENCY IN WRITTING IF THERE ARE ANY CORRECTIONS OR CHANGES TO BE MADE TO THE CONSTRUCTION DOCUMENTS REQUIRED BY THE PLANNING/BUILDING DEPARTMENT OFFICALS. __----_ e WEST ELEVATION NEVI FRONT DOOR PLANS CORRECTION LIST OR COMMENTS (FROM THE PLANNING/BUILDING DEPARTMENT OFFICIALS) SCALE 1/4°'=1-0" MUST BE DELIVERED TO THE DESIGN AGENCY. - - NEIN ENTRY STEPS Z 0 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL TRADES, INCLUDING ALL N ARCHITECTURAL, STRUCTURAL, MECHANICAL AND ELECTRICAL REQUREMENTS. Z N Q cc 4. MECHANICAL AND ELECTRICAL WORK IS ON A CONTRACTOR DESIGN/BUILD BASIS. COORDINATE ALL ARCHITECTURAL AND STRUCTURAL WORK WITH MECHANICAL AND ELECTRICAL REQUIREMENTS. — di Q U > 5. ALL DIMENSIONS ARE TO THE FACE OF FRAMING MEMBERS UNLESS NOTED OTHERWISE, — ALL EXTERIOR WALLS TO BE 2x6 STUDS AT 16" O.C. ,ALL INTERIOR W WALLS TO BE 2x4 STUDS AT 16" O.C. UNLESS NOTED OTHERWISE. , f = U) U) W W 6. COORDINATE ALL ITEMS NOT SHOWN OR NOTED WITH OWNER AND/OR DESIGNER, • ® ~ INCLUDING BUT NOT LIMITED TO FINISHES, COLORS, CABINETS, HARDWARE, FIXTURES, ETC... Z Q Crw., i � I ' III I Q OO 7. SEAL OR WEATHER STRIP ALL EXTERIOR OPENINGS AND PENETRATIONS ,- - a °r IN MANNER TO PREVENT OUTSIDE AIR INFILTRATION AND MOISTURE FROM sq N 1 Cr) Q ENTERING STRUCTURAL AND OCCUPIED SPACES, INCLUDING AROUND ` _ PLUMBING AND ELECTRICAL LINES AND EQUIPMENT PASSING THROUGH WALLS, GUTTERS, DOWNSPOUTS, ETC... g. IT IS THE GENERAL CONTRACTORS RESPONSIBILITY TO FOLLOW AND COORDINATE PER THE MANUFACTURER'S 4.�- - -- -4I-• - r- ` PRINTED INSTRUCTIONS, SPECIFICATIONS AND INSTALLATION DETAILS THE INSTALLATION OF ALL BUILDING I i s —' 1 PRODUCTS (INTERIOR AND EXTERIOR), FIXTURES, EQUIPMENT, ETC... OR FOLLOW THE INDUSTRY STANDARD I _ .. 1 — . :: IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. r}} r"; "" _C A DETAILS FOR ALL THE CONDITIONS NOT SHOWN ON THE DRAWINGS FOR PROPER EXECUTION OF THE WORK --,I THE DESIGN AGENCY MUST BE NOTIFIED IN WRITTING TO PROVIDE ADDITIONAL DETAILS, SPECIFICATIONS OR INFORMATION PER REQUEST OF THE GENERAL CONTACTOR OR OWNER FOR PROPER EXECUTION OF THE WORK. H CONSTRUCTION PHASE W THE DESIGNER SHALL NOT HAVE CONTROL OVER OR CHARGE OF AND SHALL NOT BE RESPONSIBLE 0 FOR CONSTRUCTION MEANS, METHODS,TECHNIQUES, SEQUENCES OR PROCEDURES, OR FOR SAFETY O PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, SINCE THESE ARE SOLELY THE CONTRACTOR'S RESPONSIBILITY UNDER CONTRACT FOR CONSTRUCTION. W THE DESIGNER SHALL NOT BE RESPONSIBLE FOR CONTRACTOR'S SCHEDULES OR FAILURE TO CARRY OUT THE a WORK IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. I- W0 0 QZ MATERIAL SPECIFICATION NOTE: a Q THE DESIGNER DOES NOT RECOMMEND OR SPECIFY USE OF ANY TYPE OF "STUCCO PRODUCTS" a = OR EXTERIOR INSULATED AND FINISH SYSTEM "E.I.F.S." FOR THE EXTERIOR OF THE HOUSE. THE DESIGNER WILL NOT BE LIABLE FOR ANY KIND OF DAMAGES TO THE BUILDING (STRUCTURAL OR COSMETIC) IF THE OWNER OR THE CONTRACTOR DECIDE TO USE SUCH PRODUCTS. D RAW N B Y : KR $ i o „ I � Y �. � I P i --- _._ - — -_ = -_ ELEVATIONS • . r_______ 1-17 0 SOUTH ELEVATION ® EAST ELEVATION ® NORTH ELEVATION (NO CHANGE) SCALE 1/4"=11-0" SCALE 1/411=1'-0'° SCALE 1/4"=1'-0" F01NQATION NOTES 1. FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL SOIL DEVOID OF ANY ORGANIC MATERIAL AND STEPPED AS REQUIRED TO MAINTAIN THE REQUIRED DEPTH BELOW THE FINAL GRADE. 2. SOIL BEARING PRESSURE ASSUMED TO BE 1500 PSF- 3. ANY FILL UNDER GRADE SUPPORTED SLABS TO BE A MINIMUM OF 4" GRANULAR MATERIAL COMPACTED TO 15%. 24•-0" BASEMENT WALLS 4 FOUNDATIONS NOT EXPOSED TO WEATHER : 2500 PSI ' BASEMENT 4 INTERIOR SLABS ON GRADE : 2500 PSI _ - BASEMENT WALLS 8 FOUNDATIONS EXPOSED TO THE WEATHER : 3000 PSI W 5 TO 1% ENTRAINED AIR PORCHES, STEPS 4 CARPORT I SLABS EXPOSED TO WEATHER : 3000 PSI W 5 TO "7% ENTRAINED AIR 4. CONCRt I t SLABS TO HAVE CONTROL JOINTS AT 25 FT. (MAXIMUM) INTERVALS EA. WAY. 5. CONCRETE SIDEWALKS TO HAVE 1/2" TOOLED JOINTS AT 5 FT- (MINIMUM) O.G. iv C) 6. WIRE MESH TO BE A-185. Z O ♦— N 1. EXCAVATE SITE TO PROVIDE A MINIMUM OF 18 IN. CLEARANCE UNDER ALL GIRDERS. 4 i LL op S. COVER ENTIRE GRAWLSPAGE WITH b MIL BLACK "VIA JEEN" AND EXTEND UP FDTN. Q 0. WALLS TO P.T. MUDSILL. Cr 0 Q 9. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREA I I SJ OR PROTECTED 6 x 6 OF#2 ON WITH 554 ROLL ROOFING- MIN. 2.25'x 2.25'x 12" -t- CC W/(3)#4 BAR EA. W O. BEAM POCKETS IN CONCRETE TO HAVE 1/2" AIRSPACE AT SIDES AND ENDS WITH A WAY 0 W MINIMUM BEARING OF 3 IN. W > W 11. PROVIDE CRAWLSPACE DRAIN AT LOW POINT Cal i 0 Q 12. WATERPROOF BASEMENT WALLS BEFORE BACKFILLING PROVIDING A 4 IN. DIA. I 0 0 PERFORATED DRAIN TILE BELOW THE TOP OF THE FOOTING (SEE BUILDING SECTIONS). W 0 INFILL MAIN LEVEL -0 13. FLOOR SHEATHING PER SPECS ON 4x8 BEAMS U.N.O. BY ENGINEER FLOOR FRAMING /r Z 0 z AT FIREPLACE / Q "O 14. 4" CONCRETE SLAB W/ 6x6 10/10 W.W.M. OVER 6 MIL VAPOR BARRIER, ON 6" `S N Q I COMPACTED GRANULAR FILL: SLOPE TO ENTRANCE. 'S'-9 3/4" I{ 10'-2 1/4" 15. BLOCK OUT FOR FURNACE (15") 16. USE 4" CMU. BELOW GRADE AT BRICK VENEER AREAS. WIDEN FOOTING 6" AT VENEERED AREAS. - SEE PLAN FOR LOCATION n ofI- (/) CN Z N Q CO I ON _ W Q o > �? W = to -- i \W/ W I Z Q 11 < Q 4X6 ON NEW FTG I mr • t- 2'-6 1,� 21" ON NEW FTG 2-("x2'1"x10" 2-I"x2'1"x10" -- W/ (3) 44 EA. WAY 4 �..,>:� •. .�: W/ (3) 4 EA. WAY W O U it) \ t i '-9 3/4" > COQ ? i ----- - 2'-6 3/4' f • tl i- Q m m FOOTING SCHEDULE 4 o v — r_I 4. F-1 = 2.25'x 2.25'x 12" Conc. w/(3)#4 EA. WAY F-2 = 2.25' x 2.25' x 12" Conc. J w/(3)#4 EA. WAY W F-3 = 1.5' x 1.5' x 18" Conc. 0 w/(2)#4 EA. WAY 0 2 ANCHOR BOLTS: I . _-....- W ANCHOR BOLTS MUST BE SPACED A MAXIMUM OF 6 Ftt I (1529 I— MM) ON CENTER. THERE SHALL BE A MINIMUM OF TWO BOLTS U Z PER PLATE SECTION I WITH ONE BOLT LOCATED NOT MORE THAN 4-0" 24-0" W O 12 INCHES (305 MM) OR LESS THAN SEVEN BOLT DIAMETERS • ----r FROM EACH END OF THE PLATE SECTION. IN SEISMIC DESIGN 7 CATEGORIES DL AND D2, ANCHOR BOLTS SHALL ALSO BE 0 Z SPACED AT 5 FEET (152G MM) ON CENTER AND LOCATED WITHIN (I.\ LOWER LEVEL FOUNDATION PLAN a Q 12 INCHES (305 MM) FROM THE ENDS OF EACH PLATE SECTION AT INTERIOR BRACED WALL LINES WHEN REQUIRED BY SECTION \3I SCALE 1/4"=1'-0" a I R602.10.9 TO BE SUPPORTED ON A CONTINUOUS FOUNDATION. BOLTS SHALL BE AT LEAST 1/2 INCH (12.1 MM) IN DIAMETER AND SHALL EXTEND A MINIMUM OF 1 INCHES (115 MM) INTO MASONRY DRAWN BY : OR CONCRETE. INTERIOR BEARING WALL SOLE PLATES ON MONOLITHIC SLAB FOUNDATIONS SHALL BE POSITIVELY K R ANCHORED WITH APPROVED FASTENERS. A NUT AND WASHER SHALL BE TIGHTENED ON EACH BOLT TO THE PLATE. SILLS AND SOLE PLATES SHALL BE PROTECTED AGAINST DECAY AND TERMITES WHERE REQUIRED BY SECTIONS R318 AND R319. 0 I k rssi_ FOUNDATION raze ' _., \ : 51 is O tyre, c ' AL 0 7° 2D/9. : ' ' ' ' L'''' . REVISION 17 O2 SIDING/ BLDG. PAPER/ ' L_ ' 1/2" PLYWD. 'CDX' SHTH./ R-21 INSUL. BLDG. PAPER)/ I' 1/2" GYP. BD. 1 \ , 7/8" SHEATHING 2 x 6 P.T. > W/ SILL SEALER(P.T. 2x RIP II CUT TO FIT W/HNGRS) 15, " 4 .- a a a s, k A t . L 'IViè , OPENINGS . POCKET EACH JOIST W/ — N I_ • . . MIN. JOIST BRG. 3" W/ ~ CV{ -k 1/2" AIRSPACE EA. SIDE EXSTG. LL CO ' • '� ` OORR A PROVED JOIST CLOSET < 0, _ 4t g Q EXSTG. yi (� )111-11 .• " _ a_�;or site- r�k BEDROOM �l ( w \ b =' b :� '" \ EXSTG. O Q a " Q � e� VERIFY BEARING BATH CCU Q n 15). COVER ENTIRE FOR NEW BEAM `� 16'-0" W O CRAWL AREA / /NEW W FTC. AND STEM ALL Z O Q 7 - W/ 6 MIL. VAPOR C i 12" BARRIER \i>7a .0 Z Y N Q H \ FTC ./ FNDN . DETAIL - L 3 EXSTG. STORAGE z I ' O N NEW 4" CONC. SLAB ON J Z N EXISTING SLAB COMPACTED FILL. 12" THICKEN SLAB W/ (2) #4 = 0` BARS HORZ. CONT. TIED TO L 0 _ W 4 - FOUND WALLS AT GARAGE 0 DOOR OPENINGS N F 0 DEMOLISH EXISTING p X _ Q FIREPLACE d = W F I (/) U) EXSTG. I < I w w 0 YI— SIDING/ REC. ROOM w Q z Z Q BLDG. PAPER/ V O� Q O O PLYWD. PER SHEARWALL SCHED. \ \ 0 LLI L w o O 4 � Y N Q 1/2" GYP. BD. ul Z 2x4 OR 2x6 at 16"oc o 2 en Q ' — N U1 , NAILG PER v , NEW FTC. AND STEM WALL BLDG. PAPER SHEARWALL SCHED. 2'-91/2" / r / Th 2 x 6 P.T. PLATE W/ 6/8>' 0 i 1/2»o x 10" ABs } �/ 2-9 1/2" NEW FTG. AND STEM WALL A.B. @ 48" O.C. U.N.O. x/I ON SHEARWALL SCHED. �� \ 1 \ F:. \ I \ \ T NEYV BEARING HALL NEW BEARING I'NALL -- --"- -" " \ ; - _� 4" CONC. SLABW/ ry \ MIN. 4' COMPACTED Z = I— —i "" e GRANULAR FILL - 3'_6" 10'-3" 2-0' 16'_3" 4'-0" SLOPE TO DRAIN EXSTG. / N / / / / / v • \ - `. _ = STORAGE m r r r ao W I_ _ __ _ tv EXSTG. ry UP 3 R b- #4@48" 0.C. Lam= O + 3" 3 m BEDROOM m J W v v re -� I ®.,- 9 \ \1 \ 7-91/4" / / N I_. / NEW FTG. 0 O Z 1'-10 3/4" 15"X15"X10" W 0 to V z W W/(2) #4 EA. AY 7 U) in / '-8" / Q �Zf F a \ a I / B FTG ./ FNDN . @ GARAGE 3/4" = 1'-0" F03 DRAWN B Y : 3 LOWER FLOOR PLAN AND GARAGE FOUNDATION K R 3 SCALE 1/4"=1-0" 03 4;... G 3 s �e ' - bz.SeG, , GENERAL FLOORPLAN NOTES ,:4 y, 1 . WINDOW SIZES & ROUGH OPENINGS TO BE VERIFIED BY CONTRACTOR. 2. WINDOW HEADER HEIGHT ON 9' CEILINGS AT 7'-11 3/4" ABOVE SUBFLOOR, U.N.O. WINDOW HEADER HEIGHT ON 8' CEILINGS AT 6'-11 3/4" ABOVE SUBFLOOR, U.N.O. 3. EXTERIOR WALLS TO BE 2X6 STUDS AT 16" O.C., INTERIOR WALLS TO BE 2X4 STUDS AT 16" O.C., U.N.O. \ \ 4. FIREBLOCK ALL PLUMBING PENETRATIONS 0 AND STAIR RUNS N - w CV op 5. SAFETY GLAZING AS PER CODE EXISTING BEDROOM 7 0 Q 6. ALL WOOD IN CONTACT WITH CONCRETE 4 TO BE PRESSURE TREATED. wui / 0 w 7. TOP OF HANDRAILS SHALL BE PLACED AT 38" AA7 O > H THE NOSING OF TREADS ANDABOVE THE NOSING OF DLANDINGS.NGS ��o of�P� S�' .,� w U O HANDRAILS SHALL BE CONTINUOUS THE FULLEXISTING o Pc 5 _ O 1 e / 11-6 1/4' by A chi ;( Ut T Z Q LENGTH OF THE STAIRS. THE HANDGRIP \ BATS{ ` ` '�0 \ Z< PORTION SHALL NOT BE LESS THAN 1 1/4" _ \ NOR MORE THAN 2" IN CROSS-SECTIONAL '.9 NE11 WALL DIMENSION. PROVIDE A SMOOTH SURFACE \ 11'-9 5/4" WITH NO SHARP CORNERS. HANDRAILS }' ? 5'-6 1/2° - / PROJECTING FROM A WALL SHALL HAVE DEMOLISH EXISTING BRICK A SPACE NOT LESS THAN 1 1/2" BETWEEN FIREPLACE AND REPLACE THE WALL AND THE HADRAIL. FLOOR FRAMING NEW - _11 3/S" G MIN OR GARAGE EXISTING WALLS TO REMAIN Z 5'-6"x25'-0" W S . 8. PREFABRICATED FIREPLACES, CHIMNEYS (-- 20 MIN. FIRE DOOR 4 GONG. SLAB ON 4" NEEXISTINGWW ALLSALLS TO DEMOLISH 0 `V AND RELATED COMPONENTS TO BEAR U.L. L, m GRANULAR FILL. SLOPE Z cal OR I.C.B.O. SEAL OF APPROVAL AND TO BE EXISTING LIVING v \ X PER 10' TOWARD GARAGE 2x FRAMED 24" O.G. F 7-6 " , PNG. / N N I C^ INSTALLED PER MANUFACTURER'S SPECIFICATION. v9 N m z 6 1/2 EXISTING m W DOOR � N w Q CI w F NEYN GARAGE 0 N m 0 0 > IL 9. ELEV. OF FLOOR OR LAND'G 1 1/2" MAX (OR 7 3/4" v STORAGE " w ( w— Q MAX FOR INSWING DR) cn cn BELOW THRESHOLD IS - u_ Q w REQ'D FROM THE REQ'D EXIT DOOR. WHERE < z W W DOOR IS NOT THE REQ'D EXIT DOOR A STAIRWAY OF 2 LiIQ Li or 10/Ox8/O OHD 16/0x8/0 OHD 0 Y f— OR FEWER RISERS IS PERMITTED WHERE DOOR DOES Z ry Z Q Q OO NOT SWING OVER RISER. z z 0 Q1--- 5. N W ENTRY i , 011.1 O Q Z > r Q 9 2-6 in 3'-6 2 O t X 1 "I ry o Ire. F \ ' 18'-51/I4" % ry o'1 NEW 3/O/ G rrN ry 9 LL LITE 2'- 1/2" 2'-9 1/2" o in p •9— EXISTING DINING a3 \ J a Q w v 0 RAILING 4, EXISTING o o 0 PECK X EXISTING N KITCHEN w w / ° NEW CONCRETE a z PATIO AND STAIRS a H- o\ k / o `. 0 Z NEW 6X6 POST AND N \ BASE- VERIFY 700 \ \ —d \ .J., �c(� CONSTRUCTION Z NEW 6/OX5/0 FXD NEW 3/9X5/O�S�R W NOTE: MATCH EXSTG. HEADER HEIGHTS EQ J/ a = 6'-0 / 2,_0,� 8-0" 5'-6' 10'-3" /2�_O�� / 4�_3„ 12'-0' / 4'-0„ " / DRAWN BY : 24'-O / 2&-0" 16'-O/ " / IK R I MAIN FLOOR PLAN SCALE 1/4"=1'-0" PLANS i - I 04 — ; 5.5 x 19.5 GLB DF/DF 24F-V4 _•� SIMPSON '-' ECCQ66SDS2 3.5 x 11.875 GBL DF/DF 24F-V4 - SIMPSON CEILING VENTILATION HRS416Z a z - N I- THE NET FREE VENTILATING AREA SHALL NOT BE LESS N LL THAN 1 /150 OF THE AREA OF SPACE TO BE 6 X 6 DF#2 Q 00 VENTILATED, EXCEPT THAT THE AREA MAY BE 1 /300, O` PROVIDED AT LEAST 50% OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO EXISTING MFG TRUSSES 24" O.G. BE VENTILATED AT LEAST 3 FEET ABOVE EAVE VENTS SIMPSON . UJ WITH THE BALANCE OF THE REQUIRED VENTILATION CBSQ66-SDS2 CO 1e PROVIDED BY EAVE VENTS.THE OPENINGS SHALL BE -/ -o" _ U 0 > al WITH CORROSION-RESISTANT METAL MESH (- WITH MESH OPENINGS OF 1/4" IN DIMENSION. NENt ROOF TRUSSES 24" 0 < a O.G. AT GARAGE ADDITION 2.25 x 2.25 x 12Cr It' a 3i4" ` FOOTING f LU U co a - - - - � I _ —1— — Y N Q I I 5.5x11.S15 GLv I I I I NEW WALL I - - — -I — L _ _ L , I� I I I I i IZ I ,� � z I F 7 I I I I I I I 1 , 1e \ 1 I w -.1 i EXISTING M.NO TRUCES 1 I I I I I I ; ; ku- § I — — — 1 I I I I I I I I I I J Z I ; I I I 1 I 1 I I Z to = 0 I IIrt6 (1- A01 l I I I o 1 I i 1 I , , Q U IY I I EXISTING MFG TRUSSES 24" O.G. , a 01 I I I I Cn N Z N - - — I I I I I I I I ) Q CO a, • I I I I I I I �, I LU Q 0 I I I - � -� � 0 it g �/ILI //'�\ 0 \\ I I I I IRIDGEI I I t — Q� �I co I (/) (/) I EXISTING 2XFRAMING 24 O.:- = S'A 1�Q I I I I I I I Y w xm — — — I i IF;off VAULTED I- • . a I z Q I I / I J 1 I IQ - QI� i Iw �__ — I I I I I I PERSPECTIVE VIEW < / I� W i 1 3gn _ 1fo' UJ Q Q I I �Z � - y� I I I I I I I I I - z I I I I I (B7) MATCH MATCH I <�� m Q EXIST NG ' W EXISTING ! ! I I I 2'-0„ - �001- J Q ROOF- r .PE SLOPE / / 5.5 x 19.5" GLB DF/DF24F-V4 I I 3.5 x 11.875 PSL 2.2E ( 3.5 x 11.675 PSL 2.2E I I 1111 �g7) 1 7="N .IL � - - - - - - - - T T - ; 1' 23 3 NEINBEARING NEW s •M 5.5 x 19.5 'ERE + WEER NEW \ -32 83 4 1 1- BEARING GLB 1 BEARING —, ''� - MATCH EXIS`v 1 -72 ��i WALL 243F-V4 WALL OR TRIM TO 12' SIMPSON HGLTV6 'r I 0 _ — _ I tt REFER TO THE MANUFACTURES TRUSS LAYOUT OVER FRAME NEW ROOF / o 2x6 @ 24" o.c- FOR EXACT LAYOUT AND SPECIFICATIONS. SIDE VIEW EXISTING MFG TRUSSES 24" O.G. _I w/ 5/S" PLYWOOD J . , 3/e"=1'-0" J REVISION — - SHEATHING in - — — — \ 4X10 BEAM - — - ;-, BEAM TO BEAM (B1 - B7) o o �4ti ti'A CONNECTION 2 W 1 - a - - - - - - - - - - - - - - - - - - - - - - - - - - ,LE ON 0 0 al e c 1 -D CI)_ - ..a. _ 0z a Q YZ' HD DRYWALL — - -,- a = 24'-0" / / ROOF FRAMING PLAN (E) 2 x 4 DF #2 @ 16" O.C. DRAWN BY : K R SCALE 1/4"=1'-0" 12 _________<.--H $ 2 x 4 DF #2 SILL 4.51 GO s 5.5 x 19.5" GLB DF/DF24F-V4 1'-71„ C81� 2 - CEILING LE 43,1 4 REMOVE TAILS OF EXISTING TRUSS'S r. r , ADD SIMPSON HUS26 HANGERS -� FRAMING BEAM SCHEDULE \ F 'hi ` "; BIT 5.5 x 19.5 GLB DF/DF 24F-V4 at ° I��» B2 3.5 x 11.875 PSL 2.2E 8-14 EXISTING TRUSS'S 1,a ‘.a•t 'I' B3 3.5 x 11.875 PSL 2.2E '� ,i xt-t,. B4 4 x 10 DF#2 ,# I - B5 3.5 x 11.875 GLB DF/DF 24F-V4 EXISTING R 49 INSULATION O p4:5,-- NAL�ao B6 4 x 10 DF#2 B7 5.5 x 19.5 GLB DF/DF 24F-V4 DETAIL B-B - J FLOUR LEVEL BUILDING SECTION REVISION 0 05 3�8 " = 1,_." - V Zr - W N a CO a a cn W ^ 0 W W W > H Oaa a 0 O w 0 Z 0 a a 'O Z N a TYPICAL ROOF CONSTRUCTION: ENGINEERED TRUSSES @ 24" O.G. Vt' R-49 BLOWN-IN INSULATION 1/16" O.S.B. SHEATHING 15* INTERWOVEN FELT 0 N COMPOSITION ASPHALT SHINGLES Z N CO W MATCH EXISTING 0FASCIA AND EAVES = W W OR TRIM TO 1' O.H. �� 0 Y H VINYL FRAME WINDOWS W/ INSUL. z a 0 GLASS (PROVIDE OPERATIONS Q O 0 AS SHOWN ON EXT. ELEVS.) z TYPICAL EXTERIOR WALLS: W () 2X6 STUDS @ 16" O.G. (U.N.0) O R-21 BATT INSULATION Y N 1/16" OSB SHEATHING - j- Z WEATHER BARRIER Cr) a HOUSEWRAP AS REQUIRED (TYVEK DRAINWRAP OR 4" CONC. SLAB ON 4" EQ) GRANULAR FILL. SLOPE 1" PER 10'-0" TOWARD GARAGE DOOR OPENING FOUNDATION TO BEAR ON UNDISTURBED SOIL WITH 1500 PSF FC CAPACITY /- SECTION A W \4J SCALE 1/4"=1-0" O W ~ Z WO Q Z a ai DRAWN BY : KR SECTIONS Os