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Home My WebLink About4122 Old Mill Rd - Technical TECHNICAL Permit 1o' Address 422 0101 MM ED Project description AR1 Date the permit was finaled 21 Number of technical pages gl' +0 September 23, 2010 RECEIVED Jim Lierly City of Port Angeles SEP 2 8 2010 R CITY OF PORT ANGELES E: Oakes Residence BUILDING DIVISION Dear Jim: We have reviewed your plan review comments and have made revisions to the calculations and drawings. We have noted the items to match your letter. 1. Lateral design a. The calculations for drag struts and drag trusses have been included, please see the attached calculations. The attached drawings have been revised showing the drag struts. b. The hold downs with the high capacities have been revised to be Simpson HDC10 hold downs with Simpson SSTB 28 anchor bolts. Please see the revised shear wall plans. c. The attached drawings have been revised to show the footing under the basement wall. d. The rear wall of the Great room is not used for lateral design. We have used walls to either side of this wall for the lateral design. We have used the roof beam in front of this wall to transfer the loads back into these areas. e. Seismic Toad calculations are included in the attached calculations for review. f. Structural details have been included in the revised drawings. 2. The gable end wails at the vaulted areas and scissor trussed have been noted to have gable end trusses, please see the revised drawings. We have also included stud calculations for 16' -0" tall studs and 19' -6" tall studs. 3. We have added detail for the basement wall in the revised drawings and calculations, please see the attached drawings and calculation. If you have any additional questions please contact us. Respectfully, Char s Smith, Architect r; s T �!Jt 3 -TV s •Y K..Ji 11 i -y I I I 1 -1- II 1 I 11 4 5 /r4r t 6 ..e.)..ZeC.0_ Po'PliPt 661 V. 1 1 _Pidli% F? 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Column' 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 09 -01 -2010: 12:50:37 AM Project: Location: Summary: 1.5 IN x 5.5 IN x 16 FT A 16 O.C. #2 Douglas Fir -Larch (North) Dry Use Section Adequate By: 15.5% Vertical Reactions: Live: Vert-LL -Rxn= 100 LB Dead: Vert-DL -Rxn= 97 LB Total: Vert-TL -Rxn= 197 LB Horizontal Reactions: Total Reaction at Top of Column: TL -Rxn -Top= 167 LB Total Reaction at Bottom of Column: TL -Rxn- Bottom= 167 LB Horizontal Deflection: Deflection due to lateral loads only: Defl= 0.92 IN L/208 Axial Loads: Live Loads: PL= 75 PLF Dead Loads: PD= 45 PLF Column Self Weight: CSW= 28 PLF Total Loads: PT= 148 PLF Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Lateral Loads: (Wind /Seismic) Loads applied to: (Dy Face) Uniform Lateral Load: wL -lat= 16 PSF Lateral Duration Factor: Cd -lat= 1.33 Column Data: Length: L= 16.0 FT Maximum Unbraced Length (X -X Axis): Lx= 16.0. FT Maximum Unbraced Length (Y -Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 1.50 IN Area: A= 8.25 IN2 Section Modulus (X -X Axis): Sx= 7.56 IN3 Section Modulus (Y -Y Axis): Sy= 2.06 IN3 Slenderness Ratio: Lex/dx= 34.91 Ley /dy= 0.0 Properties For: #2- Douglas Fir -Larch (North) Compressive Stress: Fc= 1400 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 850 PSI Bending Stress (Y -Y Axis): Fby= 850 PSI Adjusted Properties: Fbx': Fbx'= 1470 PSI Adjustment Factors: Cd =1.33 Cf =1.30 C1 =1.00 Fby': Fby'= 1690 PSI Adjustment Factors: Cd =1.33 Cf =1.30 Cfu =1.15 C1 =1.00 Fc': Fc'= 377 PSI Adjustment Factors: Cd =1.33 Cf =1.10 Cp =0.18 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D W or E) Compressive Stress: fc= 12 PSI Allowable Compressive Stress: Fc'= 377 PSI Eccentricity Moment (X -X Axis): Mx -ex= 0 FT -LB Eccentricity Moment (Y -Y Axis): My -ey= 0 FT -LB Moment Due to Lateral Loads (X -X Axis): Mx= 667 FT -LB Bending Stress Lateral Loads Only (X -X Axis): fbx= 1058 PSI Allowable Bending Stress (X -X Axis): Fbx'= 1470 PSI Bending Stress Lateral Loads Only (Y -Y Axis): fby= 0 PSI Allowable Bending Stress (Y -Y Axis): Fby'= 1690 PSI Combined Stress Factor: CSF= 0.74 Column( 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 09 -01 -2010: 12:50:56 AM Project: Location: Summary: 1.5 IN x 5.5 IN x 19.5 FT (a7 8 O.C. #2 Douglas Fir -Larch (North) Dry Use Section Adequate By: 27.6% Vertical Reactions: Live: Vert-LL -Rxn= 50 LB Dead: Vert-DL -Rxn= 75 LB Total: Vert-TL -Rxn= 125 LB Horizontal Reactions: Total Reaction at Top of Column: TL -Rxn -Top= 102 LB Total Reaction at Bottom of Column: TL -Rxn- Bottom= 102 LB Horizontal Deflection: Deflection due to lateral loads only: Defl= 1.02 IN L/230 Axial Loads: Live Loads: PL= 75 PLF Dead Loads: PD= 45 PLF Column Self Weight: CSW= 67 PLF Total Loads: PT= 187 PLF Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN. Axial Duration Factor: Cd- Axial= 1.00 Lateral Loads: (Wind /Seismic) Loads applied to: (Dy Face) Uniform Lateral Load: wL -lat= 16 PSF Lateral Duration Factor: Cd -lat= 1.33 Column Data: Length: L= 19.5 FT Maximum Unbraced Length (X -X Axis): Lx= 19.5 FT Maximum Unbraced Length (Y -Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 1.50 IN Area: A= 8.25 1N2 Section Modulus (X -X Axis): Sx= 7.56 IN3 Section Modulus (Y -Y Axis): Sy= 2.06 IN3 Slenderness Ratio: Lex/dx= 42.55 Ley /dy= 0.0 Properties For: #2- Douglas Fir -Larch (North) Compressive Stress: Fc= 1400 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 850 PSI Bending Stress (Y -Y Axis): Fby= 850 PSI Adjusted Properties: Fbx': Fbx'= 1470 PSI Adjustment Factors: Cd =1.33 Cf =1.30 CI =1.00 Fby': Fby'= 1690 PSI Adjustment Factors: Cd =1.33 Cf =1.30 Cfu =1.15 CI =1.00 Fc': Fc'= 258 PSI Adjustment Factors: Cd =1.33 Cf =1.10 Cp =0.13 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D W or E) Compressive Stress: fc= 9 PSI Allowable. Compressive Stress: Fc'= 258 PSI Eccentricity Moment (X -X Axis): Mx -ex= 0 FT -LB Eccentricity Moment (Y -Y Axis): My -ey= 0 FT -LB Moment Due to Lateral Loads (X -X Axis): Mx= 495 FT -LB Bending Stress Lateral Loads Only (X -X Axis): fbx= 786 PSI Allowable Bending Stress (X -X Axis): Fbx'= 1470 PSI Bendinq Stress Lateral Loads Only (Y -Y Axis): fby= 0 PSI Allowable Bendinq Stress (Y -Y Axis): Fby'= 1690 PSI Combined Stress Factor: CSF= 0.55 2x6 P.T. P W/ 5 8 DIA A.B'S P WASHER AT fi r I 1 1 III III I III III fil ms "1=111=111 #4 VERTS AT 18" 0/C CENTERED IN WALL FULL HEIGHT A WATER PROOF WALL #4 HORIZ AT 2" O/C O Q FREE DRAINING �_J GRANULAR BACK I FILL ------Ar— Ea 11 111. II lil a u:, M lI1 M ill n I 4 DOWELS SLAB ON GRADE TO AT 12' 0/C BE W PLACE PRIOR GR 60 b TO BACKF1LLING 1 1/2 CLEAR GREATER THAN 4 FT DOWELS WASHED GRAVEL AT FOOTING h 2:2ZZEZ:12:=777777 4—#4 CONT W/ N #4 AT 12" 0/ At, 4 i M 1 I Ow 8" 2' -4" 8 BASEMENT WALL A SCALE: 1 "�i' -0'1 Edward Jonson and Associates, P.S. Title Oaks Basement Wall Page: ConsutOng Structural Engineers Job ...New... Dsgnr: Date:. SEP 20,2010 6990 Bettie Point Dr Description.... Bainbridge Is. WA 88110 208- 780 -0624 This Wall In Fite: c:ldocuments and settingsledlmy docume Retain Pro 8101989 2010 Ver. 9.13 8137 Registration#: RP 1172135 RP9 :13 Cantilevered Retaining all Design Code: IBC 2006 Licensed to: Edward jonson Criteria 1 [Soil Data 1 Retained Height 8.00 ft Allow Soil Bearing 2,500.0 psf Waif height above soil 0:00 ft Equivalent Fluid Pressure Method Heel Active Pressure =1 35.0 psf /ft Slope Behind Wall 0.00: 1 Toe Active Pressure 35.0 psi /R Height of Soil over Toe 0.00 in Passive Pressure 400.0 psf /ft Water height over heel 0.0 ft Soil Density, Heel 110.00 pcf Soil Density, Toe 110.00 pcf FootingiiSoil Friction 0.400 Soil height to ignore for passive pressure 12.00 in r Thumbnai Surcharge Loads Lateral Load Applied to Stem [Adjacent Footing Loall Surcharge Over Heel 0.0 psf Lateral Load 0.0 Mt Adjacent Footing Load 0.0 Ibs Used To Resist Sliding :F. 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 i 0.00 In Used for Sliding Overtuming The above lateral Toad 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 Axial Dead Load 0.0 lbs Base Above/Below Soil Wind on Exposed Stem 0.0 psf at Back of Wall 0.0 ft Axial Load Eccentricity, 0.0 in Poisson's Ratio I 0.300 I Design Summary i Stem Construction i T op Ste 2nd I Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft 2.50. 0.00 Overturning 1.51 OK Wall•Material Above "Ht" Concrete Concrete Slab Resists All Sliding I Thickness 8.00 8.00 RebarSize 4 5 Total Bearing Load 2,283 ibs,• Reber Spacing 18.00 12.00 ...resultant ecc. 12.58 in Reber Placed at Center Edge Design Data Soil- Pressure.@, Toe 1,599 psf •OK fb /FB fa/Fa 0.874 0.588 Soli Pressure Heel 0 psf OK Total Force Section Ibs 847.0 1,792.0 Allowable 2,500 psf Moment....Actual• ft-# 1,552.8 4,778.7 Soil Pressure Less Than Allowable ACI Factored @Toe 2,239 psf Moment Allowable ft-#= 2,305.6 8,121.3 ACI Factored Heel 0 psf Shear Actual psi 17.8 24.1 Footing Shear Toe 22.1 psi' OK_ Shear Allowable psi 75.0 75.0 Footing Shear Heel 12.7 psi OK Wall Weight psf 100.0 100.0 AlloWable .75.0 psi. Reber Depth' 'd' In= 4.00 6.19 Sliding Caics Slab Resists All Sliding I LAP SPLICE IF ABOVE In 12.61 13.77 Lateral Sliding Force 1',400.0 Ibs LAP SPLICE. IF BELOW in 12.61 HOOK EMBED INTO FTG In 6.02 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio 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 Pc psi 2,500.0 2,500.0 Seismic, E 1.000. Fy. psi 60,000.0 60,000.0 Retain Pro Software 2009 HBA Publications, Inc. Licensed to: Edward jonson wvrw.RetainPro.com All Rights Reserved Bainbridge Is., WA 98110 Edward Jonson and Associates, P.S. Tide Oaks Basement Wall Page: Consulting Structural Engineers Job ...New... Dsgnr. Date: SEP 20,2010 6990 Battle Point Dr Description.... Bainbridge Is. WA 98110 208-780-0624 This Wall in File: c:ldocuments and eettings\edlmydocume Retain Pro 0 ®1988.2010 Ver: 9.13 8137 Registration RP- 1172135 RP8.13 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Edward Jonson Footing Dimensions Strengths....` Footing Design Results Toe Width 2.33 ft Toe Heel Heel Width 1.67 Factored Pressure 2,239 0 psf Total Footing Width 4.00 Mu' Upward 4,424 0 ft-# Footing Th ickness 12.00 In.. Mu' Downward 570 726 ft-# Mu: Design 3,854 726 ft-# Ke•Width 0:00 in Actual 1- Way.Shear 22.16 12.69 psi Key Depth 0.00 in Allow 1 -Way Shear 75.00 75.00 psi Key Distance from Toe 0.0 ft Toe Reinforcing None Spec'd f'c 2,500 psi Fy 40,000 psi Heel Reinforcing None Spec'd ..Footing Concrete Density 150.00 pcf Key Reinforcing None Spec'd Min. As 0 Other Acceptable Sizes Spacings Cover; Top 2.00' Btm.= 3.00 in Toe: #442 12.00 in, #5© 18.25 in, #6(@ 26.00 in, #7© 35.50 In, #8© 46.50 in, #962 4 Heel: Not req'd,.Mu S Fr Key: No key defined Summary of Overturning Resisting Forces Moments I O VERTURNING RESISTING Force Distance Moment Force Distance .Moment Item Ibs ft ft-# ibs ft ft-# Heel Active Pressure 1,417.5 3.00 4,252.5 Soil Over Heel 882.9 3.50 3,088.8 Surcharge over Heel Sloped Soil Over Heel Toe Active Pressure -17.5 0.33 -5.8 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 Soll Soll Over Toe Surcharge Over Toe Stem Weight(s) 800.0 2.68 2,130.7 Earth Stem Transitions= Total 1,400.0 O.T.M. 4,246.7 .FooOeg Weight 600.0 2.00 1,200.0 ResititingJOverturning Ratio 1.61 Key Weight Vertical Loads used for Soil Pressure 2,282.9 Ibs Vert. Component Total 2,282.9 ibs R.M.= 6,419.5 Axial live load NOT included In total displayed or used forovertuming resistance, but is included for soil pressure calculation. DESIGNER. NOTES: r Retain Pro Software '0 2009 HBA Publications. Inc. .Licensed to: Edward Vinson www.RetainPro.com Ali Rights ,Reserved Bainbridge Is., WA 08110 8.in Cone w /#4 18.iri o /c ^.o�� tt '4,;4 V-6' f Sy 8' -0" 8' -0 t 4 8.in Concw/ #5 c© 12.1n o/c R rr 2'-8" ay t 1 r r Sliding Restraint x 4 Designer select 2' -4 1'-8" all horiz. mini. See Appendix A 4'-0 'ire' Vq• 1.0 e 4. g.rtri 1,.Of t i '.3• 14i;f4 4.** 111/1°P Cir Sliding Restraint Th P 11111.11"17- 1400.# 1599.1pst UNDBE 319 s. peabody, suite b, port angeles, wa 98362 l 1 360.452.6116 fax 360.452.7064 Pro'ect: 644.* Protect No. Subject;. 1 By: 005 Date: ilk J(A6tts Sheet I of i i°r) ei 1:-■ 1"?(rl. L.Cj `=3 �n [..r"'11 )V) G43' Co a Vig\kir 5 4 col RECEIVED 1 JUN 2 8 2010 I CITY OF PORT ANGELES BUILDING DIVISION 1 d LINDBER IVIITH A R C H I CT S 319 S. Peabody, Suite B., Port Angeles, WA 98362 360.452.6116 fax 360.452.7064 contactna,1indarch.com www.lindarch.com Project: D411' Project No. Subject: I4t0 By: Date: r)tr G d Sheet of SHEAR WALL SUMMARY W L H V V/L SW VH- WL /2 POST HOLD DOWN U (gyp (dGP (p 12. b' 6 .7- s 4re -1 21 234 grD 9 234' a 17.1 S7"L, lb 15 a a4 -52 Srf 171 5 25 )24,2 S' 4 57 I/ ALLOFIT/FIRMINFO/FORMS /SHEARWAL LINDBER ITH A R C H I- A C T S 319 S. Peabody, Suite B., Port Angeles, WA 98362 360.452.6116 fax 360.452.7064 contact(a,lindarch.com www.lindarch.com Project: Project No. Subject: r G By: 4175 Date: jv w 24 1 2) Sheet .3 of SHEAR WALL SUMMARY W L H V V/L SW VH- WL /2 POST HOLD DOWN LD W tr2. --l.G vg• 1 1 t9 OZ ICA ,1 26toa 1 ?3 15 )0 3% 4 13.'5 )634e i) Sm 6.5 1014- )7-2. 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Nurleez 8 Z L L WALL '8' STANDARD IYUI i CONSIFICTION 4 1 gF Q O a WALL ,•f4 STANDARD WALL a 1 a 4 awe POWER O/re S i A Y Q 7 1 WALL 'R I BFE7 uLa I 1 44 P4P 4 ci, 0 w 1 1 0 0 0 0 STANDARD WALL A CCIASTRGTiCN Of 6 i I Fa 1 A New Residence For: m o b Mr. Mrs. Oaks c'701. P y aim r. Old Mill Road 1 I- Port Angeles, Wa 98362 F W f K5 P r N 1) r k. giqqi o 11 I IIJ J 0 11 IIi 1 141114°11 1° y CP /IF m ii -1§ igi iii iVillit, Elk! Elli! rr Z gi-Lil fiF,§1 11111 LOT g m ;g1,� si Igl F A rg A A lai Ma i't slig gig F42/I ,11 -4 1 I E L off*Ic:S 1 1 "1 1;9 li n i> 1 Fl Fsgtg/ y r 3 g1g 1 ;4! 11; It lc r z Iti sligi:1Fil 70 r iii! l� ill �g 1 M 4g 4t it gglgitip, WALL '6' 1151 I rn STANDARD WALL 021511RUCTION F 70 i 3 WALL 'r LI E D. s M WAu Cre4stmcncN r I r --0 P 1 J r ID., r J 0 1 L 11 o ut44L 1' 6' TANDARD WALL CON6TAIicTILN WALT STANDARD WAIL fANBTRIlakM a r m 11.1101m F. g 1 A New Residence For: ro o N a' Mr. 8c Mrs. Oaks CD 6 limb o cn F 1 Old Mill Road 7 c.-°- O 01 2 1 Port Angeles, Wa 98362 c En A. PL -YWOOD OR O.S.B. SHEAR WALLS 1. MAXIMUM SHEAR 250 P.L.F. USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6" 0.C. FOR FRAMING, USE DF N0.2. PROVIDE DIAMETER ANCHOR BOLTS AT 32" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 2. MAXIMUM SHEAR 315 P.L.F. USE 1 /2" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 3d NAILS AT 5" O.C. FOR FRAMING, USE DF N0.2. PROVIDE W DIAMETER ANCHOR BOLTS AT 32" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 3. MAXIMUM SHEAR 375 P.L.F. USE' SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT '4" 0.C. FOR FRAMING, USE 3X DF N0.2. PROVIDE W DIAMETER ANCHOR BOLTS AT 24 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 4. MAXIMUM SHEAR 490 P.L.F. USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3" 0.C. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 32" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 5. MAXIMUM SHEAR 560 P.L.F. USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" 0.C. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 24" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 6. MAXIMUM SHEAR 685 P.L.F. USE W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2 1/2" 0.C. STAGGERED. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 7. MAXIMUM SHEAR 770 P.L.F. USE 1 SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" 0.C. STAGGERED. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 18" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THEWALL, SEE FRAMING /SHEAR WALL PLANS. 8. MAXIMUM SHEAR 870 P.L.F. USE' SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3 1/2" 0.C. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 20" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 9. MAXIMUM SHEAR 980 P.L.F. USE'/" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3" 0.C. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 18" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 10. MAXIMUM SHEAR 1,200 P.L.F. USE W SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" O.C. STAGGERED. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE3 /4" DIAMETER ANCHOR BOLTS AT 14" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR, TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 11. MAXIMUM SHEAR 1,540 P.L.F. USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" 0.C. STAGGERED. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 12. MAXIMUM SHEAR 1,740 P.L.F. USE 5/8" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" O.C. STAGGERED. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 9" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS.