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Specifications (13) -1, 5 I--! (/v10, 6 rI s-,54.) L✓474icy Pf, , r,, Structural Calculations for Garage Remodel at 6815 SW Walnut Terrace Tigard, OR March 1 , 2018 DESIGN DS CO 2017 Oregon Residential Specialty Code LOADS Gravity Loads 15 psf (Roof) 25 psf (Roof, Snow) Wind 120 mph, Exposure "B" Seismic,Sds 0.729 �\���QD PROFF SS �GINF� 'off 118P0 :77 s0 Y 7p,` y�Q- EXPIRES: 12/31/201$ SCOPE OF WORK The attached calculations pertain to moving the support of the front wall of the existing garage back approximately 18". This scope of work does not include any analysis of any other portions of structure to remain. HAYDEN ENGINEERS BY sm DATE STRUCTURAL ICIyIL ir r REV _DATE (503) 968-9994 p (503)968-8444 f JOB NO 18038 SHEET ` OF 9 �� ENGINEERNAYDES S STq UC TURAI CyL Wood Column Lic.# KW-08lum File=nprolects12018PRi 10,3 12.10. re 1R-I[CO ENERCALC.INC 1983-2017.Build 10.17 12.10.Ver:101712.10 DescriptioW Kicker at end of header Licensee HAYDEN CONSULTING ENGINEERS Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixities Top&Bottom Pinned Wood Section Name 2x6 Overall Column Height Wood Grading/Manuf. Graded Lumber 10.5 ft Wood Member Type Sawn (Used for ciadcr calculations Wood Species Douglas Fir-Larch Exact Width 1,50 in Wood Grade No.2 Exact Depth Allow Stress Modification Factors Fb+ 5.50 in Cf or Cv for Bending 1.30 750 psi Fv 170 psi Area 8.250 inA2 Cf or Cv for Compression Fb- 1.10 Fc-Prll 750 psi Ft 475 psi lx 20.797 inm Cf or Cv for Tension 1.30 Fc-Perp 625 psi 700 psi Density 31,2 p ly 1.547 inA4 Cm:Wet Use Factor 1.0 E:Modulus of Elasticity.., Ct:Temperature Factor 1.0 x-x Bending y-y Bending Axial Cfu:Flat Use Factor Basic 1300 1.0 Minimum 1300 1300 ksi Kf:Built-up columns 1.0 ,ns R) 470 470 Use Cr:Repetitive? No Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 18.769 lbs*Dead Load Factor AXIAL LOADS, . , Axial Load at 10.50 ft, D=0.4470,S=0.7440 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = Load Combination 0.2509:1 Maximum SERVICE Lateral Load Reactions.. GoverningCNDS Forumla +D+S Top along Y-Y 0.0 k Bottom along Y-Y Location of DS.Forumlabove ase Comp Only,fc/Fc' Top along X-X 0.0 k 0.0 ft 0.0 k Bottom along X-X 0.0 k At maximum location values are... Maximum SERVICE Load Lateral Deflections... Applied Axial 1,210 k Along Y Y 0.0 in at 0.0 ft above base Applied Mx for load combination: n/a 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at A584.53 psi:Allowable 0.0 ft above base for load combination:n/a PASS Maximum Shear Stress Ratio= 0.0;1 Other Factors used to calculate allowable stresses... Load Combinationndln Location of max.above base +0.600 Bea Comoression Tension Applied Design Shear 10.50 ft Allowable Shear 2.0 psi 272.0 psi G ,_E, 3 HAYDE ENGINEERSS STRUCTURAL I CIVIL {Wood Beam Lic.#: KW-06005543 Fi1e=Z:Ipro;ecls12018PR-1\180386-11CAROWR-1.EC6 Licensee:ENERCAL7 rHAYDENCONSULTING ENGINEERS Description: full length header span out of plane 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 oaMethod ASCE 7-10 Fb+ 900.0 c Fb- psi E Modulus of Elasticity 900.0 psi Ebend-xx 1,600.0 ksi Wood Species : DouglasFir-Larch Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Grade :No.2 Fc-Perp 625.0 psi Fv 180.0 psi Beam Bracing Completely Unbraced Ft 575.0 psi Density 31.2Opcf eAs 4X12 Span=17.50 ft Applied Loads Service toads entered.Load Factors will be applied for calculations. Uniform Load: D=0.060, S=0.10, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.889 1 Maximum Shear Stress Ratio = Section used for this spanDesi•n OK fb:Actusl = 4x12 Section used for this span 0.x12 : 1 fb :Allowabletal _ 995.56psi fv:Actual 4x12 Load Combination = 1,119.38psi Fv:Allowable 47.88 psi Location of on span +D+S+H Load Combination 207.00 psi Soca#wherefmaximum maximum occurs = 8.750ft Location of maximum on span +D+S+0 Maximum Deflection Span#1 Span#where maximum occurs 0.000 ft Max Downward Transient Deflection Span#1 Max Upward Transient Deflection 0.3190.000 in Ratio= 650<3600 Max Downward Total Deflection 0.511 in Ratio= 0>=24 Max Upward Total Deflection 00 in Ratio= 410<240.0 0.000 in Ratio= 0<240.0 Vertical Reactions Load Combination Support notation Far left is#1 Values in KIPS Overall MAXimum Support 1 Support 2 Overall MINimum 0.875 0.875 D Only 0.875 0.875 L Only 0.525 0.525 S Only 0.875 0.875 5 Wind and Seismic Design ASCE 7-10 Seismic Base Shear Loadin Risk Category II V= Cs W (ASCE 7-10 EQ. 12.8-1) Cs= SDs R (ASCE 7-10 EQ. 12.8-2) SRS 0.729 g (USGS Design Maps Summary Report) 6.� (ASCE 7-10 Table 12.2-1) Risk Category le 1.00 (ASCE 7-10 Table 1.5-2) V= 0.112 W (ASD) V= 0.079 W (ASCE 7-10 Sect. 2.4.1) Wind Loading 120 mph Exposure B Ps= AKztPs3o (ASCE 7-10 EQ. 28.6-1) Roof Pitch 4 = 18 Degrees Psso (wall) 30.7 psf (ASCE 7-10 Fig. 28.6-1) Psso (roof) 8.7 psf (ASCE 7-10 Fig. 28.6-1) A 1.0 1.0 (ASCE 7-10 Fig. 28.6-1) (ASCE 7-10 Sect. 26.8.1) ps(wall)= 30.692 psf ps(roof)= 8.676 psf (ASD) ps(wail)= 18 (ASD) ps(roof)= 5 psf sf( ASCE 7-10 Sect. 2.4.1) sf (ASCE 7-10 Sect. 2.4.1) i HAYDEN BY DATE ENAGINEERS — ---- ---- , __ STRUCTURAL I CIVIL REV DATE (503)968-9994 p (503)968-8444 f JOB NO 4b✓ SHEET (I) OF USGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilize,USGS hazard data available ire 2008 Site Coordinates 45.45252°N, 122.7465°W ) Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III .Hillsboro mow • �4 1p"its �, ` . *w Portland Beaverton .t n i .. ,IiJ r ai .z..)10 4 ii f e x Lake.Oswego ; -' shit ' - - ''' . Tile. 7' Sit- . d r-------t- ,,, "rvi ,i' , ,„ ,,,,,,,, ,.. _.< ,,, . ,,, .,, erwtto ., ..L ,, _„, • . --,,,, _ , - _ ,7; , USGS-provided Output Ss = 0.990 g SMs = 1.093 g S Si = 0.426 os = 0.729 g g SMi = 0.671 g Sp, = 0.447 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted deterministic ground motions in the direction of maximum horizontal response, please return to the select the"2009 NEHRP"building code reference document. ) and application and SPcc''u,n 'les tri Res:Ja-rlie_`ul:Lt.urn For PGA„, TL, C55, and Cac values, please view the detailed re ort. Although this information is a product of the U.S. Geological ServeY, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. —4 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASO)Values per Frame Segment ) Deflection(in. 8 -- - — — ) Load Factor 16 850 0.33 — - _- 3.09__________ 10 62S 0.44 2.97 8 _-- 24 1 675 o - - — 0.38 2.88 -..__ 1,125 1 - --- - 051 3.42 ------ ----- Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1_(Q,5_SG)) where SG=specific gravity of the actual framing.This adjustnient shall not be greater than 1.0. (b) For construction as shown in Figure 1 (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values ore permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1,4 for wind design. (1) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double nodal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) I I. 2'to 18'rough width of opening) to jacgkstud sirs �_ for single or double portal ' I i per wind desi n mm 1000 lbf I Pony ' -t i� t .___-_ -._ on both sides of opening wall I� f ( 'i �. s F_, opposite side of sheathing height Min 3 x 11-1//4 net heoder !- i steel header not allowed .� tr �+ � �11 - /Foslenfopplaleloheoder .._-.._. sink ) 12 -. i-4".'.', er nal s al 3 o c tYP with two rows of 16d r k -Fasten sheathing to header with 8d common or rt ! " max ixxj galvanized box nails at 3"grid pattern as shown j I! total ) ;i', 7 Min.3/8"wood structural wall 1 Header to l•ocktud stro 1 panel sheathing tp per wind design. height Mm 1000 Ibf 0-ns both sides of opening opposite side of sheathing, j ji 10' •i Min.double 2x4 framing covered with min 3/8' ,! 1 If needed,panel splice edges max • -j thick wood structural panel sheathing with ;•i ! shaft occur over and be hm e ti trick common or galvanized pabox sheathing s of o.c. • t witric,to common blocking :,: 8d all framing(studs,blocking,and sills)a3"o. ::1 within middle 24'of portal height,One row of 3'o.c I nailing is required,in each Y Min length of panel per table 1 j � ) panel edge. 4 .4'4' > ♦ 4 Min(2)3500 lb strap-type t Typical Portal frame t' P YPe hold-downs r , ..e i construction (embedded into concrete and nailed into framing) s P� x� ({ 41 '1 Min reinforcing of foundation,one#4 bar i •" Min double 2)4 asf(kin 1 and ud stud. Cfable of w a r 1 /1 top and bottom of footing.Lop bars 15'min r ' 1 i 1. J �,�"-11 L r jack studs per IRC tablas R502 Min footing size under opening is 12"x 12".A turned-down ti, slab shall be permitted at door openings. Min e1 (embedded00 lb hold- Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- device and nailed with 2"x 2"x 3/16'plate washer concrete and nailed into framing) 2 ©22014AP:1-Th,&pm riJVl'nar{A_ouriati,iri I OFFICE COPY f , Structural Calculations for Garage Remodel at 6815 SW Walnut Terrace Tigard, OR March 1 , 2018 DESIGN cO01 2017 Oregon Residential Specialty Code LOADS Gravity Loads 15 psf (Roof) 25 psf (Roof, Snow) Wind 120 mph, Exposure "B" Seismic, Sds 0.729 `�.okeD PRoFFSsi ca �4G I N FFo 4� �t, 83 OP ,p OREGpM iF�CAM\ S EXPIRES: 12/31/201$ SCOPE aF wnQr< The attached calculations pertain to moving the support of the front wall of the existing garage back approximately 18". This scope of work does not include any analysis of any other portions of structure to remain. raHAYDENBY ENGINEERS SM �Arr _____. STRUCTURAL I CIVIL REV DpTE (503) 968-9994 p (503)968-8444 f JOB NO 18038 SHEET .....1._.-------------OF EirHAYDE S ENGINEERS STRUCTURAL I BML I Wood Column ......._.. Fite=Z Wroyec:ts12018PR-11180386-1%GARpwR-I ECb Lic.#:KW-06005543 ENERCALC,INC 1983-2017,Build:10.17 12.10.Ver.101712.:0 Description: Kicker at end of header Licensee:HAYDEN CONSULTING ENGINEERS Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixities Top&Bottom Pinned Wood Section Name 2x6 Wood Grading/Manuf. Graded Lumber Overall Column Height (Used for non-slender calculation;) 10.5 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 750 psi Fv Area 8.250 in^2 Cf or Cv for Compression 170 psi 1.10 Fb- Fc Pril 750 psi Ft 475 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fc-Perp 700 psi Density 31.2 pcf ly 1,547 in^4 Cm:Wet Use Factor 1.0 625 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticity.., x-x Bending y-y Bending Axial Cfu:Flat Use Factor Basic 1.0 1300 1300 1300 ksi Kf:Built-up columns 1.0 NW, lb,;d Use Cr:Repetitive? No Minimum 470 470 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 18.769 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 10.50 ft,D=0.4470,S=0.7440 k DESIGN SUMMARY Bending& Shear Check Results PASS Max,Axial+Bending Stress Ratio = Load Combination 0.2509:1 Maximum SERVICE Lateral Load Reactions.. Governing NDS Forumla +D+S Top along Y-Y 0.0 k Bottom along Y-Y Location of DS,Forumlabove ase Comp Only,fc/Fc' Top along X-X 0.0 k 0.0 k 0.0 ft Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.210 k Applied Mx for load combination n/a Applied My 0,0 k-ft Fc:Allowable 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base 584.53 psi for load combination:n/a PASS Maximum Shear Stress Ratio= Other Factors used to calculate allowable stresses... Load Combination 0.0:1 endin Location of max.above base �0.60D Comoressian Tension Applied Design Shear 10.50 ft Allowable Shear 0.0 psi 272.0 psi L EaHAYDEN ENGINEERS STRUCTURAL i CIVIL I. Wood Beam File=Z:lprojecls12018PR-11180386i1GAROWR-1.EC6 Lic.#: KW-06005543 ENERCALC,INC.19832017.Build:10.17.12.10 Ver:10.17.12 10 Description: full length header span out of plane Uoenser*'HAYDEN CpNSIlt.TiNG'ENGINEERS 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+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb 900 Osi p Ebend-xx 1,600.Oksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Beam Bracing : Completely Unbraced Ft 575.0 psi Density 31.20pcf •:s 010 06 S(0.1) —_ ----- _ 41( (, 4x12 Span= 17.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.060, S=0.10, Tributary Width=1.0 ft DESIGN SUMMARY _ Maximum Bending Stress Ratio = Desi•n OK Section used for this span 0.8891 1 Maximum Shear Stress Ratio = 0.231 : 1 4x12 Section used for this span 4x12 fb:Actual = 995.56 psi fv:Actual _ FB:Allowable = 1,119.38psi Fv:Allowable 47.88 psi Load Combination +D+S+N = +D207S+H psi Location of maximum on span = Load ion of maximtion +D 0.000 8.750ft Location of maximum ons an 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occursp - Maximum Deflection Span#1 Max Downward Transient Deflection 0.319 in Ratio= Max Upward Transient Deflection0 650<=690 Max Downward Total Deflection 0.5110.5in Ratio= 0>=24 Max Upward Total Deflection 00 in Ratio= 410<240.0 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation:Far left is#1 Load Combination __. — — ------- Values in KIPS Support 1 Support 2 --- Overall MAXimum 0.875 0.875 Overall MINimum 0.875 0.875 D Only 0.525 0.525 L Only S Only 0.875 0.875 Wind and Seismic Design ASCE 7-10 Seismic Base Shear Loadin Risk Category II V= Cs W (ASCE 7-10 EQ. 12.8-1) Cs= SDS _ (ASCE 7-10 EQ, 12.8-2) R/la SDS 0.729 g (USGS Design Maps Summary Report) R 6.5 (ASCE 7-10 Table 12.2-1) Risk Category 2 le 1.00 (ASCE 7-10 Table 1.5-2) U= 0.112 W (ASD) V= 0.079 W (ASCE 7-10 Sect. 2.4.1) Wind Loading 120 mph Exposure B PS= AKztPs30 (ASCE 7-10 EQ. 28.6-1) Roof Pitch 4 = 18 Degrees Psso (wall) 30.7 psf (ASCE 7-10 Fig. 28.6-1) Ps3o (roof) 8.7 psf (ASCE 7-10 Fig. 28.6-1) K1.0 (ASCE 7-10 Fig. 28.6-1) Zt 1.0 (ASCE 7-10 Sect. 26.8.1) ps(wall)= 30.692 psf Ps(roof)= 8.676 psf (ASD) ps(wall)= 18 psf (ASD) pa(roof)= 5 (ASCE 7-10 Sect. 2.4.1) psf (ASCE 7-10 Sect. 2.4.1) HAYDEN BY DATE DI ENGINEERS REV DATE STRUCTURAL I CIVILJO NO (503)968-9994 p (503)968-8444 f SHEETT ET 0 OF USGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilize', USGS hazard data availot le ir> 2008) Site Coordinates 45.45252°N, 122.7465°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III A APOR" bre - _� ,.'''''-'7"-:,,. . , . ,, ortlan d ii. �_ Beaverton #:° ' ' . Greshai .` i s' .,r, .„ ,, ,x # 10, ii k ''' 4 L «+� ,,,,, In 1,14,r- t 4't tv”` ,�„a. L we o SS .' - , ,, * - ..,r;I:ii.4'rvi-,.....i,,10, ,r,%.,,,,r4" , , ., ''''' ,,,,,'"" '.....-, vr-, , , - ri r,,,' -„, rr,z,t,:; a a +SS e_rwil od ;. US -Provided Output Ss = 0.990 g Sws = 1.093 g S„ =- 0.729 g Sx = 0.426 g SMS = 0.671 g S„ = 0.447 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. 41C=,Respo rue `_;peer•urrt Des y i {espo.ise Soeet,'am ,< I For PGAM, TL, CRS, and CR, values, please viw he detalli report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the, accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. f f Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base I Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) __..__.. Sheart^,t1(lbf)i Deflection in. 16 8 ( ) Load Factor 850 0.33 j 1 10 625 3 09 i 0.44 8 2.97 24 1,675 — 10 0.38 2.88 1,125 0.51 3 42 Foundation for Wind or Seismic Loadingfx'tr'"> (a) Design values are based on the use of Douglas.fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1 (c) Values are for a single portel•frome segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied bye factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied bye factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above, Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame r((,� (one braced wall panels) . I 2'ro 18'rough width of opening .I I I ,1 Header to jack-stud strap I f .-1,i141..... f for single or double portal 6 per wind design min 1000 Ibf r Pony -" +� k _-._- .. s on both sides of opening wall ( rt 3• J. - { ! oppozite side of sheathing ii ll t height I -G 1.1 II t Min 3 x 11-1/4'net header • ti r .A steel header not allowed o header i r -t with etwo rows of 166 )•it j I ` ' , -. + I�t+' sinker nails at 3"o.c.tY1-� 11 Fasten sheathing to header with 8d common or k ,.! i galvanized box nails at 3"grid pattern as shown ' 'f max (' Min.318"wood structural total )t wall Header to jack-stud strappanel sheathing i per wind design, 44 +I height Min 1000 ibf on both sides of opening opposite srdo of sheathing, • '' n., '. I 0' Min,double 2x4 framing covered with min 3/8' /1,:•1 1. If needed,panels lice edges max thick wood structural panel sheathing with shalt occur aver and he Iroighl 8d common or galvanized box nails at 3"o.c. r nailed to common blocking n all framing ( ' t.; within middle 24'of portal (studs,blocking,and sills)typ, .I height.One row of 3"o f �, nailing is required in each li !*. '' ;1% panel edge. - Min length of panel per table 1 iit ti ' A Typical portal frame - -Min(2)3500 lb strap-type hold-downs *r construction (embedded into concrete and nailed into framing) a( r, + P r " Min double 2x4 post(king ''tit lf �' Min reinforcing of foundation,one#4 bar a w and tack stud).Number of 1 "� top and bottom of footing.Lap bars 15"min. jack studs ° r *) , +,r;y) I per IRC tables r R502. O ) l 1 , (2 \\ — j • \ Min footing size under opening is 12"x 12",A turned-down \ slab shall be permitted at door openings. Min 1000 lb hold-down Min(1)5/8"diameter anchor bolt installed per IRC R403 1device(embedded iota with 2"x?"x 3/16'plate washer .6- concrete and nailed into framing) 2 (0 2014 r4PA--Thi 1'rr,tithrcr.d 11/4)„r1 H>,ucratrun