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Specifications (9) T-oa or r 71 4) K_Ptit',44/ciVri Stricker Engineering,LLC 105 East Cypress Garibaldi, OR 97118 503-322-2442 john@strickerengineering.com Client: Chris Goettl Job Description: Structural Design Job No: 180402427 Issued: 04-02-2018 PRop Pa, ,0401Np.k.„94Ft_ tMe T** flrmot r 1 Stricker Engineering, LLC 105 East Cypress • Garibaldi, Oregon 97118 • 503-322-2442 •john@strickerengineering.com General Notes 1. All construction per the International Building Code (Oregon Residential Specialty Code 2017). Details not shown are to conform to the provisions of the code. 2. The contractor is responsible for jobsite safety. 3. Materials a. Concrete f =3000 psi b. Rebar fy= 60 ksi c. Ledger Bolts: 5/8"diam, Fy=45 ksi d. Boise Cascade Versa Lam 2.0 2800 west: a. Fb=2800 psi b. Fc=3000 psi c. Fv=285 psi e. All other wood beams and post shall be No. 2 or better f. Anchor Bolts: Use 5/8" diam. 12" long bolts w/3" sq x 3/16"plate washer, min space @ 4'-0" o/c max spacing on 3x6 PT sill plate. g. Epxoy: Simpson SetXP Materials not noted are to meet or exceed the general provisions of the IBC and local standards and practices. Provide galvanized or stainless steel fasteners and brackets for exterior use, etc. 4. Consult with engineer for resolution of any discrepancies prior to construction. ! t 0 1221 II I I ' 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 NEW coFlI I I I I 1 1 I 1 rc J ExunNc wnH�y RowsROF Vy'm BOLTS W 37 0/C .. .. I/xl i 1wn���xnx0k� ' 1 +0 FOUNDATION PLAN �— 3 ROOF FRAMING PLAN Mr=1'-0' o42my O OR O ® (14 ® ao /� Hos. 010 35%,25L, "'" axaPOST O�,y,.xa" QI j axdPo3T oT �r.nn av a6 POST S 1CI ER axa;osST ° ax©ST axa POST 1x9.0\K 0 Q ® ° ad HOST O O a� O 76 tY a 0 m DATE 3/28/2018 OFLOOR FRAMING PLAN ISSUEo./0 1000 SCALE AS JOB 18010,127 Dmn°N 0' S1.0 • C.\15ers\bnan\orcumenn\Snicker Engineering\Chas GH?000 se Project\Cao\Balls BeCidencet.0 010,4/0/20102:28:2710 f q ? • i ♦- Ini j/( Y'r ?'*_..27..4 0 0 1:1111:1'I:l,,ij Ill',j/ 1 11/i 1 OPENING Use S/B 0 s IT long ASMAX SPACING , —I TIF-----:" ALTERNATES,. 1010a BARS • OR —i-e t 1 - . two eZIESPOooN�nnON ANCHLI IL 10[S.70/C OR aoir `sxesilt>uie _ _ 0 FOUNDATION SECTION O FOUNDATION CONNECTION DETAIL M gm 0 FRAMING DETAIL — in STRICKER 1 a.0BOLD i TRIO PSLEDGER N _ U c ® I O N l �i�lld - ® d � d IL �, $ 6 ® ® 211` ,n Oe -J \�.�OROOFRAFTERS O CIO \ FRAMING DETAIL DATE:3/28/20181-1/2'=1'-0" ISSUED 4/02/2018 SCALE:AS SHOWN SOB l:180402427 Drawing N.O: S2.0 DNWeNWria„iDoeoaenniSSHex..Eog;arHngiCnn,Genial-louse RroiM\Cnoieans Residence ding S20,4/5/2018 2:0828 PM Chris Goettl A Horizontal Wind Pressure: Ph:=20 p8f Roof Height: h,:=2.5 ft=2.5 ft First Floor Height: h1:=8 ft W12 41'-5" T _ 1111111111 1111111111111111117 =1N —KV i t W141 111111111111i 8' II IN Wall Lengths Wall 1 length: L,,:=(2 ft+9 in)+(3 ft+2.5 in)=5.96 ft Wall 2 Length: L72:=(2 ft+8 in)+(2 ft+8 in)=5.33 ft Wall 3 Length: L13:=(11 ft+11.5 in)=11.96 ft Wall 4 Length: L14:=(8 ft)=8 ft Perpendicular Wall Length : Wall 1: Lp1:=41 ft+5 in_20.71 ft 2 Wall 2: L (11 ft+11.5 in)=5.98 ft p2' 2 Wall 3: L 41 ft+5 in p3:= =20.71 ft 2 Wall 4: L7i4:=(11 ft+11.5 in)+(13 ft+2.5 in)=12.58 ft 2 Shear,V: Wall 1: V11:=Ph•Lpl•(h1+h,.)=4348.75 ibf Wall 2: V12:=Ph•Lp.2•(h,+h.,)=1255.63 lbf Wall 3: V13:=Ph•Lp3•(h1+h,.)=4348.75lbf Wall 4: V14:=P,,•Lp4•(h,+h,.)=2642.5 lbf Unit Shear,v: R � Wall 1: v11:=V„=729.86 plf(Grade Structural 1 @ 4'0/c) L11 Wall 2: v12:=v12=235.43 plf(Grade Structural 1 @ 6'0/c) L12 Wall 3: v13:=—=363.66 pif(Grade Structural 1 @ 6'0/c) L13 Wall 4: v14:=v14=330.31 pif(Grade Structural 1 @ 6'0/c) L14 Tension,T • Wall 1: T11:=v11 h1=5838.88 lbf(HDU 8 WITH MIN SIDE MEMBER THICKNESS OF 3") L11 Wall 2: T12:=v12 h1=1883.44 lbf(HDU 2 WITH MIN SIDE MEMBER THICKNESS OF 3") L12 Wall 3: T13:=v13 h'=2909.27 lbf(HDU 2 WITH MIN SIDE MEMBER THICKNESS OF 3") L13 Wall 4: T14v14 hl := =2642.5 lbf(HDU 2 WITH MIN SIDE MEMBER THICKNESS OF 3") L14 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 5 APR 2018,2:05PM Wood Beam File=C:1Userslbrian\DOCUME-11STRICK-11CHRISG-11H0USEP-11DesignlDESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Flush Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2800 psi E:Modulus of Elasticity Load Combination 1 BC 2015 Fb- 2800 psi Ebend-xx 2000 ksi Fc-PrIl 3000 psi Eminbend-xx 530120482 ksi Wood Species : Boise Cascade Fc-Perp 750 psi Wood Grade :Versa Lam 2.0 2800 West Fv 285 psi t Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1950 psi Density 41.75pcf Lr(0.12 S(0.15) t c D(0.13)5L(0.26) t t 0 o o o b 7x9.25 Span=16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=6.50 ft,(Existing Second Floor) Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.562 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 7x9.25 Section used for this span 7x9.25 fb:Actual = 1,572.47 psi fv:Actual = 68.57 psi FB:Allowable = 2,800.00psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.000ft Location of maximum on span = 15.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 - Maximum Deflection Max Downward Transient Deflection 0.418 in Ratio= 459>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.733 in Ratio= 261>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M lib Fb V fv+041 F v 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.227 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.76 572.30 2520.00 1.08 24.96 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.562 0.241 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.08 1,572.47 2800.00 2.96 68.57 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.295 0.127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.60 1,033.92 3500.00 1.95 45.08 356.25 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 5 503-322-2442 Title Block Line 6 Printed:5 APR 2018,2:05PM Wood Beam File=C:1Userslbrian\DOCUME-11STRICK-11CHRISG-11HOUSEP-11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 --- Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Flush Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.357 0.153 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.56 1,149.32 3220.00 2.16 50.12 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.477 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.88 1,668.64 3500.00 3.14 72.76 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=16.0 ft 1 0.545 0.234 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.60 1,755.20 3220.00 3.30 76.54 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.128 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.76 572.30 4480.00 1.08 24.96 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.128 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.76 572.30 4480.00 1.08 24.96 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.88 1,668.64 4480.00 3.14 72.76 456.00 +D+0.750L+0.7505+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.392 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.60 1,755.20 4480.00 3.30 76.54 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.392 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.60 1,755.20 4480.00 3.30 76.54 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.077 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.86 343.38 4480.00 0.65 14.97 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.077 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.86 343.38 4480.00 0.65 14.97 456.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H -1 0.7329 8.058 0.0000 - 0.000- Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.650 3.650 Overall MINimum 1.200 1.200 +D+H 1.190 1.190 +D+L+H 3.270 3.270 +D+Lr+H 2.150 2.150 +D+S+H 2.390 2.390 +D+0.750Lr+0.750L4I 3.470 3.470 +D+0.750L+0.7505+H 3.650 3.650 +D+0.60W+H 1.190 1.190 +D+0.70E+H 1.190 1.190 +D+0.750Lr+0.750L+0.450W+H 3.470 3.470 +D+0.750L+0.750S+0.450W+H 3.650 3.650 +D+0.750L+0.7505+0.5250E+H 3.650 3.650 - +0.60D+0.60W+0.60H 0.714 0.714 +0.60D+0.70E+0.60H 0.714 0.714 - - D Only 1.190 1.190 Lr Only 0.960 0.960 L Only 2.080 2.080 S Only 1.200 1.200 W Only E Only H Only Stricker Engineerin,LLC Project Title: ii P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 s 503-322-2442 Title Block Line 6 Printed:5 APR 2018 2OSPM Wood Ledger Fiie=C:\Users\brian1DOCUME-1\STRICK-1\CHRISG-11HOUSEP-11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10 --- Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Ledger Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 9.250 in Wood Stress Grade: Douglas Fir-Larch, No.2 Ledger Wood Species Douglas Fir-Larch Fb Allow 900.0 psi G:Specific Gravity 0.5 Fv Allow 180.0 psi Bolt Diameter 5/8" in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 12.0 in iWood as Main Supporting Member - Cm-Wet Service Factor 1.0 Width 3.50 in Ct-Temperature Factor 1.0 Wood Species Douglas Fir-Larch Cg-Group Action Factor 1,0 G:Specific Gravity 0.5 C 11-Geometry Factor 1.0 D(120.0)S(150.0) Ad _ o w to Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution. Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 120.0 plf plf plf 150.0 plf plf plf plf Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in - - Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs Stricker Engineerin,LLC Project Title: ' P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:5APR 2018,2:05PM Wood Ledger File=C:\Users\brian\DOCUME-11STRICK-1\CHRISG-1\HOUSEP-11Design\DESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 -- Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Ledger DESIGN SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D+S+H +D+S+H Ledger,Perp to Grain 2,800.0 ksi Moment 22.50 ft-lb Max.Vertical Load 270.0 lbs Ledger,Parallel to Grain 5,600.0 ksi fb:Actual Stress 5.410 psi Bolt Allow Vertical Load 456.647 lbs Supporting Member,Perp to Grain 2,800.0 ksi Fb:Allowable Stress 900.0 psi Supporting Member,Parallel to Grain 5,600.0 ksi Stress Ratio 0.006011 :1 Max.Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 878.17 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+S+H Diagonal Component 270.0 lbs Shear 135.0 lbs Allow Diagonal Bolt Force 456.647 lbs fv:Actual Stress 29.189 psi Stress Ratio,Wood @ Bolt 0.5913:1 Fv:Allowable Stress 180.0 psi Stress Ratio 0.1622 :1 Allowable Bolt Capacity Note! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. .+D+S+H Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 456.647 Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fern 2,800.0 Fes 2,800.0 Fyb 45,000.0 Fern 5,600.0 Fes 5,600.0 Fyb 45,000.0 Re 1.0 Rt 2.333 Re 1.0 Rt 2.333 k1 0.7828 k2 1.242 k3 2.095 k1 0.7828 k2 1.124 k3 1.606 Im :Eq 11.3-1 Rd= 5.0 Z= 1,225.0 lbs Im :Eq 11.3-1 Rd= 4.0 Z= 3,062.50 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 525.0 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 1,312,50 lbs II :Eq 11.3-3 Rd= 4.50 Z= 456.647 lbs II :Eq 11.3-3 Rd= 3.60 Z= 1,141.62 lbs Illm:Eq 11.3-4 Rd= 4.0 Z= 633.76 lbs I Ilm:Eq 11.3-4 Rd= 3.20 Z= 1,434.60 lbs Ills :Eq 11.3-5 Rd= 4.0 Z= 458.328 lbs Ills :Eq 11.3-5 Rd= 3.20 Z= 878.17 lbs IV :Eq 11.3-6 Rd= 4.0 Z= 632.88 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 1,118.79 lbs Zmin:Basic Design Value = 456.647 lbs Zmin:Basic Design Value = 878.17 lbs - - Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain: Z*CM*CD*Ct*Cg*Cdelta = 456.647 lbs Z*CM*CD*Ct*Cg*Cdelta = 878.17 lbs Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed 5 APR 2018,2 05P Wood Beam File=C:1Usersthrian\DOCUME-11STRICK-11CHRISG-11HOUSEP-11DesigntDESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Rafters CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 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 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.04)b S(0.05) t b 8 b 1 2x10 z1 Span=12.0ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft,(Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.825 1 Maximum Shear Stress Ratio = 0.255 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 939.17 psi fv:Actual = 52.84 psi FB:Allowable = 1,138.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+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 Transient Deflection 0.148 in Ratio= 971>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.276 in Ratio= 522>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr C m C t C L M fb Pb V fv F'v +041 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.487 0.151 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.27 891.00 0.23 24.43 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.439 0.136 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.27 990.00 0.23 24.43 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.351 0.109 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.27 1237.50 0.23 24.43 225.00 +0+541 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.825 0.255 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.67 939.17 1138.50 0.49 52.84 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Stricker Engineerin,LLC Project Title: ` P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:SAPR 2018,2:05PM Wood Beam File=C:1UserslbrianlDOCUME-11STRICK-11CHRISG-11HOUSEP-11DesignlDESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Roof Rafters Load Combination Max Stress Ratios Moment Values Shear Values Cd FNCrCm t L - M fb F'13V fv Fv Segment Length Span# M V C Ci C C C Length=12.0 ft 1 0.351 0.109 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.27 1237.50 0.23 24.43 225.00 +D+0.750L+0.7505+1-1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.714 0.221 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.45 812.94 1138.50 0.42 45.74 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.27 1584.00 0.23 24.43 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.27 1584.00 0.23 24.43 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.27 1584.00 0.23 24.43 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.513 0.159 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.45 812.94 1584.00 0.42 45.74 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.513 0.159 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.45 812.94 1584.00 0.42 45.74 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.051 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 260.56 1584.00 0.14 14.66 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.051 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 260.56 1584.00 0.14 14.66 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+5+H 1 0.2757 6.044 0.0000 - 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load ombination Support 1 Support 2 Overall MAXimum 0.558 0.558 Overall MINimum 0.300 0.300 +D+H 0.258 0.258 +D+L+H 0.258 0.258 +D+Lr+H 0.258 0.258 +D+S+H 0.558 0.558 +D+0.750Lr+0.750L+H 0.258 0.258 +D+0.750L+0.7505+H 0.483 0.483 +D+0.60W+H 0.258 0.258 +D+0.70E+H 0.258 0.258 +D+0.750Lr+0.750L+0.450W+H 0.258 0.258 +D+0.750L+0.7505+0.450W+H 0.483 0.483 +D+0.750L+0.750S+0.5250E+H 0.483 0.483 +0.60D+0.60W+0.60H 0.155 0.155 +0.60D+0.70E+0.60H 0.155 0.155 D Only 0.258 0.258 Lr Only L Only - - S Only 0.300 0.300 W Only E Only H Only Stricker Engineerin,LLC Project Title: ' P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 _ Title Block Line 6 Printed 5 APR 2018 2:05PM Wood Beam File=C:Userslbrian\DOCUME-11STRICK-11CHRISG-11HOUSEP-11DesigntDESIGN-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 -- Lic.#:KW-06002017 Licensee:STRICKER ENGINEERING Description: Drop Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-Prll 600.0 psi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Lr(0.12)S(0.15) A b D(0.13)bL(0.26) A A A A A A b 4x10 Y' bh Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=6.50 ft,(Existing Second Floor) Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.727 1 Maximum Shear Stress Ratio = 0.351 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 763.62 psi fv:Actual = 59.61 psi FB:Allowable = 1,050.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.080 in Ratio= 1195>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.137 in Ratio= 699>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFV Ci Cr Cm C t CL M fb Fb V fv Fv +DD+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.279 0.134 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.10 263.53 945.00 0.44 20.57 153.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.727 0.351 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.18 763.62 1050.00 1.29 59.61 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.377 0.182 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.06 494.34 1312.50 0.83 38.59 212.50 Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:5 APR 2018.2:05PM Wood Bea File=C:IUsem\brianlDOCUME-11STRICK-11CHRISG-11HOUSEP-11DesignlDESIGN-1.EC6 Lic.#:KW-06002017 ENERCALC,INC.1902017,Build:10.17.12.10,Ver.10.17.12.10 Description: Drop Beam Licensee:STRICKER ENGINEERING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b - +D+S+H - - 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.457 0.220 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.30 552.05 1207.50 0.93 43.10 195.50 +D+0.750Lr+0.750L41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length=8.0 ft 1 0.618 0.298 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.38 811.71 1312.50 11.377 63.377 212.50 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.708 0.341 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.56 854.98 12077.50.00 10.44.00 66.75 195.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.157 0.076 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.10 263.53 1680.00 0.44 20.57 272.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.157 0.076 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.10 263.53 1680.00 0.44 20.57 272.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.483 0.233 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.38 811.71 1680.00 11.37 63.37 272.00 +D+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.509 0.245 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.56 854.98 1680.00 1.44 66.75 272.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.509 0.245 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.56 854.98 1680.00 1.44 66.75 272.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.094 0.045 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.66 158.12 1680.00 0.27 12.34 272.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.094 0.045 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.66 158.12 1680.00 0.27 12.34 272.00 Overall Maximum Deflections Load Combination - - - Span Max.""Defl Location in Span Load Combination Max,"+'Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1373 4.029 - - 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - - - - Overall MAXimum 1.778 1.778 Overall MINimum 0.600 0.600 +0+1-1 0.548 0.548 +D+L+H 1.588 1.588 +D+Lr+H 1.028 1.028 +D+S+H 1.148 1.148 +D+0.750Lr+0.750L+H 1.688 1.688 +D+0.750L+0.7505+H 1.778 1.778 +D+0.60W+H 0.548 0.548 +D+0.70E+H 0.548 0.548 +D+0.750Lr+0.750L+0.450W+H 1.688 1.688 +D+0.750L+0.7505+0.450W+H 1.778 1.778 +D+0.750L+0.750S+0.5250E+H 1.778 1.778 - +0.60D+0.60W+0.60H 0.329 0.329 +0.60D+0.70E+0.60H 0.329 0.329 - D Only 0.548 0.548 Lr Only 0.480 0.480 L Only 1.040 1.040 S Only 0.600 0.600 W Only E Only H Only Stricker Engineerin,LLC Project Title: P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 ' 503-322-2442 Title Block Line 6 Printed 5 APR 2018,2:05PM 7. Wood Beam File=C:1Userslbrian\DOCUME-11STRICK-11CHRISG-11HOUSEP-11DesignIDESIGN-1.EC6 Lic.#:KW-06002017 ENERCALC,INC.1983 2017,BuiId:10.17.12.10,Ver:10.17.12.10 Description: Typical Header Licensee:STRICKER ENGINEERING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination/BC 2015 Fb- 875.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 425.0 psi Density 31.20pcf a o Lr(0.12)S(0.15) b A o * 4x10 14 Span= 12.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARY Maximum BendingStress Ratio = Design OK 0.563 1 Maximum Shear Stress Ratio = 0.196 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 679.51 psi fv:Actual = FB:Allowable = 95.50 psi 1,207.50 psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination Location of maximum on span = 6.000ft Location of maximum on span = +D 000ft - • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 _ Maximum Deflection Max Downward Transient Deflection 0.235 in Ratio= 613>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.246 in Ratio= 586>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios - - - Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b - - V fv F'v 0.00 0.00 00.00 Length=12.0 ft 1 0.032 0.011 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 945.00 0.04 1.71 153.00 +DD+L+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.029 0.010 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 1050.00 0.04 0.001 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.419 0.146 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.29 549.68 1312.50 0.677 30.93 212.50 +D+S4l 1.200 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.563 0.196 1.15 1.200 1.00 1.00 1.00 1.00 1.00 7.50 0.00 8.20 0.00 +D+0.750Lr+0.750L+H 2.83 679.51 1200.00 0.00 38.23 195.50 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Stricker Engineerin,LLC Project Title: ' ` P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 • 503-322-2442 Title Block Line 6 Printed 5 APR 20 18.2:05PM Wood Beam File=C:1Users1brian1DOCUME-11STRICK-11CHRISG-11HOUSEP-11Design1DEslGN-1.EC6 ' ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Lic #:KW-06002017 Licensee:STRICKER ENGINEERING Description: Typical Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V iv F'v Length=12.0 ft 1 0.320 0.111 1.25 1.200 1.00 1.00 1.00 1.001.00 1,75 419.85 1312.50 0.51 23.62 212.50 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.428 0.149 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.15 517.22 1207.50 0.63 29.10 195.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.018 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 1680.00 0.04 1.71 272.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.018 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.36 1680.00 0.04 1.71 272.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.250 0.087 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.75 419.85 1680.00 0.51 23.62 272.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.308 0.107 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.15 517.22 1680.00 0.63 29.10 272.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.308 0.107 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.15 517.22 1680.00 0.63 29.10 272.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.011 0.004 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.08 18.21 1680.00 0.02 1.02 272.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.011 0.004 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.08 18.21 1680.00 0.02 1.02 272.00 Overall Maximum Deflections Load CombinationS - - - Span Max.""Defl Location in Span Load Combination Max."+'Deft Location in Span +D+S+H _ 1 0.2455 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.942 0.942 Overall MINimum 0.900 0.900 +D+H 0.042 0.042 +D+L+H 0.042 0.042 +D+Lr+H 0.762 0.762 +D+S+H 0.942 0.942 +D+0.750Lr+0.750L+H 0.582 0.582 +D+0.750L+0.7505+H 0.717 0.717 +D+0.60W+H 0.042 0.042 +D+0.70E+H 0.042 0.042 +D+0.750Lr+0.750L+0.450W+H 0.582 0.582 +D+0.750L+0.7505+0.450W+H 0.717 0.717 +D+0.750L+0.750S+0.5250E+H 0.717 0.717 +0.60D+0.60W+0.60H 0.025 0.025 +0.60D+0.70E+0.60H 0.025 0.025 D Only 0.042 0.042 Lr Only 0.720 0.720 L Only S Only 0.900 0.900 W Only E Only H Only Stricker Engineerin,LLC P.O Box 366 Project Title: Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 qk 503-322-2442 Title Block Line 6 _ Printed. 5 APR 2018.2.05PM Wood BeamFile=C:IUserslbrianlDOCUME-11STRICK-11CHRISG-11HOUSEP-11Design1DESIGN-1.EC6 Lic.#:KW-06002017 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Description: Header Over 12'Door(Optional) Licensee:STRICKER ENGINEERING CODE REFERENCES ASCE ----------------------------------------- Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ - 2800 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2800 psi Ebend-xx 2000 ksi Fc-Prll 3000 psi Eminbend-xx 530120482 ksi Wood Species : Boise Cascade Fc-Perp 750 psi Wood Grade :Versa Lam 2.0 2800 West Fv 285 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1950 psi Density 41.75pcf a b Lr(0.12)S(0.15) 0 0 b 3.5x9.25 ( Mik Span= 12.0 ft F Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads -Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(New Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.214 1 Maximum Shear Stress Ratio = Design OK Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 1 fb:Actual = 689.77si FB:Allowable = p fv:Actual = 38.81 psi 3,220.00psi Fv:Allowable Load Combination +D+S+H = 327.75 psi Location of maximum on span = Load Combination +p+S+H Span#where maximum occurs =Span Location of maximum on span = 0.000 ft Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.152 in Ratio= Max Upward Transient Deflection 944>=360 Max Downward Total Deflection 0. in Ratio= 8>=20 Max Upward Total Deflection 0.1162 00 in Ratio= 888>=240 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr C C t CL - ---------- +per-- --- - -- m M Fb Length=12.0 ft 1 0.016 0.009 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+L+H 0.17 40.62 2520.00 0.05 2.29 256.50 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.015 0.008 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+Lr+H 0.17 40.62 2800.00 0.05 2.29 285.00 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.160 0.088 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.50 0.00 +D+S+H 2.33 559.94 3500.00 0.68 31.51 356.25 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.214 0.118 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L+H 2.87 689.77 3220.00 0.84 38.810 327.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Stricker Engineerin,LLC ' P.O Box 366 Project Title: Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed:5 APR 2018,2•05PM Wood Beam =C:1UserstrianlDOCUME-11STRICK-11CHRISG-11HOUSEP-11DesignlDESIGN-1.EC6 Lic.#: KW-06002017 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Description: Header Over 12'Door(Optional) Licensee:STRICKER ENGINEERING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b - - Iv F'y Length=12.0 ft 1 0.123 0.068 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.79 430.11 3500.00 0.52 24.20 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.164 0.091 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.19 527.48 3220.00 0.64 29.68 3277.775 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.009 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 40.62 4480.00 0.05 2.29 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.009 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L+0.450W+H 0.17 40.62 4480.00 0.05 2.29 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.096 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.79 430.11 4480.00 0.52 24.20 456.00 +0+0.750L+0.750S+0.450W+1-1 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.118 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 527.48 4480.00 0.64 29.68 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.118 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 527.48 4480.00 0.64 29.68 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.005 0.003 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 24.37 4480.00 0.03 11.37 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.005 0.003 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 24.37 4480.00 0.03 11.37 456.00 Overall Maximum Deflections Load Combination Span Max.fl-"Defl Location in Span Load Combination -- _ p Max."+"Defl Location in Span -------- +D+S+H 1 0.1620 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Load Combination Values in KIPS - - _ Support 1 Support 2 Overall MAXimum - - ----- ------- --------- 0.956 0.956 -- - - -- _ -- Overall MINimum 0.900 0.900 +D+H 0.056 0.056 +D+L+H 0.056 0.056 +D+Lr+H 0.776 0.776 +D+S+H 0.956 0.956 +D+0.750Lr+0.750L+H 0.596 0.596 +D+0.750L+0.7505+H 0.731 0.731 +D+0.60W+H 0.056 0.056 +D+0.70E+H 0.056 0.056 +D+0.750Lr+0.750L+0.450W+H 0.596 0.596 +D+0.750L+0.750S+0.450W+H 0.731 0.731 +D+0.750L+0.7505+0.5250E+H 0.731 0.731 +0.60D+0.60W+0.60H 0.034 0.034 v _ +0.60D+0.70E+0.60H 0.034 0.034 D Only 0.056 0.056 Lr Only 0.720 0.720 L Only S Only 0.900 0.900 W Only E Only H Only Stricker Engineerin,LLC ' ' P.0 Box 366 Project Title: Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 t 503-322-2442 Title Block Line 6 5 APR 2018,2:05PM WOOd Beam File=C:IUserslbrianlDOCUME-11STRICK-11CHRISG-11HOUSEP-1 Pr11DesignIDESIGN-1.EC6 Lic.#:KW-06002017 ENERCALC,INC.19834017,Build:10.17.12.10,Ver.10.17.12.10 Description: Floor Joists Licensee:STRICKER ENGINEERING CODE REFERENCES - - - Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 9 9 Load Combination i BC 2015 00 psi E:Modulus of Elasticity Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi tBeam Bracing : Beam is Fully Braced against lateral-torsional buckling 575 psi Density 31.2 cf Repetitive Member Stress Increase a b D(0.02666)L(0.05332) b b b ,TIr, 2x10 411 Span= 12.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=1.333 ft,(Floor Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.736 1 Maximum Shear Stress Ratio Design OK Section used for this span 2x10 = 0.262 :1 1 Section fb:Actual = used for this span 2x10 837.99psi fv:Actual FB:Allowable = 1,138.50psi = 80.10 psi Load Combination p Fv:Allowable = 180.00 psi LocationL+H dCof maximum on span = +D+L+H Load Combination 6.000ft Location of maximum on span +0 .000 = 0.#1 ft - - Span#where maximum occurs = Span#1 Span#where maximum occurs Maximum Deflection Span#1 Max Downward Transient Deflection 0.158 in Ratio= Max Upward Transient Deflection 910>=360 Max Downward Total Deflection 0.006 in Ratio= 0<360 0200 in Ratio= 585<2400 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios - - - ----------------- Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C C -- - t L M fb F'b V fy Length=12.0 ft 1 0.292 0.104 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+L+H 0.53 299.57 1024.65 0.16 16.86 162.00 1.100 1.00 1.15 1.00 1.00 1.00 Length=12.0 ft 1 0.736 0.262 1.00 1.100 1.00 1.15 1.00 1.00 1.00 8.50 0.00 7.15 0.00 *D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 1.49 837.99 1138.50 0.44 47.15 180.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.210 0.075 1.25 1.100 1.00 1.15 1.00 1.00 1.00 +0+5410.53 299.57 1423.13 0.16 16.86 225.00 1.100 1.00 1.15 1.00 1.00 1.00 Length=12.0 ft 1 0.229 0.081 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.160. 0.00 0.00 +D+0.750Lr+0.750L+H 0.53 299.57 1309.28 0 16.86 207.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Stricker Engineerin,LLC P.O Box 366 Project Title: Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 File=CaUserslbrian1D000ME-11STRICK-11CHRISG-11HOUSEP-11Design\DESIGN-1.EC6 Wood Beam Lic.#: KW-06002017 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Description: Floor Joists Licensee:STRICKER ENGINEERING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm CC --- t L M lb F'b --- Length=12.0 ft 1 0.494 0.176 1.25 1.100 1.00 1.15 1.00 1.00 1.00 V 5.v +D+0.750L+0.7505+H 1.25 703.38 1423.13 0.37 39.58 225.00 1.100 1.00 1.15 1.00 1.00 1.00 Length=12.0 ft 1 0.537 0.191 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.30 0.00 0.00 +D+0.60W+H 1.25 703.38 1309.28 0.37 39.58 207.00 1.100 1.00 1.15 1.00 1.00 1.00 Length=12.0 ft 1 0.164 0.059 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.16 0.00 0.00 +D+0.70E+H 0.53 299.57 1821.60 0.16 16.86 288.00 Length=12.0 ft 1 0.164 0.059 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L+0.450W+H 0.53 299.57 1821.60 0.00 16.86 288.00 0.00 0.00 Length=12.0 ft 1 1.100 1.00 1.15 1.00 1.00 1.00 0.00 9 0.386 0.137 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.25 703.38 1821.60 0.377 39.58 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 Length=12.0 ft 1 0.386 0.137 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.25 703.38 1821.60 0.377 39.58 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 Length=12.0 ft 1 0.386 0.137 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.60 0.00 0.00 0.00 +0.60D+0.60W+0.60H 1.25 703.38 1821.60 0.37 39.58 288.00 .00 0.00 0.00 0.00 Length=12.0 ft 1 1.100 1.00 1.15 1.00 1.00 1.00 9 0.099 0.035 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.32 179.74 18210.60 0.09 10.11 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 Length=12.0 ft 1 0.099 0.035 1.60 1.100 1.00 1.15 1.00 1.00 1.001.60 0.00 0.11 0.00 Overall Maximum Deflections 0.32 179.74 1821:60 0.09 10.11 288.00 Load Combination -- pan Max.a-"Defl Location in Span Load Combination - _ Max."+"Deft Location in Span 1 0.2460 6.044 - ----------- --------------- Vertical Reactions 0.0000 0.000 Support notation:Far left is#1 Load Combination Values in KIPS -------------------- -Support1 Support 2 -- Overall MAXimum 0.498 0.498 - - Overall MINimum 0.320 0.320 +041 0.178 0.178 +D+L+H 0.498 0.498 +D+Lr+H 0.178 0.178 +D+S+H 0.178 0.178 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.418 0.418 +D+0.60W+H 0.418 0.418 +D+0.70E+H 0.178 0.178 +D+0.750Lr+0.750L+0.450W+H 0.178 0.178 0.418 0.418 +D+0.750L+0.7505+0.450W+H 0.418 0.418 +D+0.750L+0.750S+0.5250E+H 0.4180.418 +0.60D+0.60W+0.60H _ D Only+0.60D+0.70E+0.60H 0.107 0.1007 0.107 0.107 Lr Only 0.178 0.178 L Only 0.320 0.320 - - S Only W Only E Only H Only Stricker Engineerin,LLC Project Title: I P.0 Box 366 Engineer: Project ID: 105 East Cypress Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Beam on Elastic Foundation Printed 5 APR 2018,2OSPM File= Printed Lic.#:KW-06002017 ENERCALC,INC.1963-2017,Build:10.17.12.10,Ver.10.17.12.10 Licensee:STRICKER ENGINEERING CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used: IBC 2015 Material Properties fc 112 = ksi 6 Phi Values Flexure: fr= fc * = O.Opsi yDensity = pcf Shear: 0:4Z X Lt Wt Factor = R 1 = 0.850 f Elastic Modulus = ksi x;, Soil Subgrade Modulus = psi/(inch deflection) Load Combination IBC 2015 fy-Main Rebar = ksi Fy-Stirrups = ksi ' 4 E-Main Rebar = ksi E-Stirrups ksi , Stirrup Bar Size# = # k Number of Resisting Legs Per Stirrup •.� . ..-, f Cross Section&Reinforcing Details Inverted Tee Section, Stem Width=8.0 in, Total Height=24.0 in,Top Flange Width=18.0 in, Flange Thickness=8.0 in Span#1 Reinforcing.... 3-#4 at 3.0 in from Bottom,from 0.0 to 41.50 ft in this span 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 s Uniform Load: Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(Roof) Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=6.0 ft,(Floor) - - DESIGN SUMMARY Maximum Bending Stress Ratio = Design OK 0: 1 Maximum Deflection Section used for this span Max Downward L+Lr+S Deflection Max Upward0.000 in Ratio= 999999 Mu:Applied 0 k-ft L+Lr+S Deflection 0.000 in Ratio= 999999 Mn*Phi:Allowable 0 k-ft Max Downward Total Deflection Load Combination 0.032 in Ratio= 4526 Max Upward Total Deflection 0.005 in Ratio= 28395 Location of maximum on span Oft Span#where maximum occurs 1 Maximum Soil Pressure = 1.145 ksf at 6.00 ft LdComb: +D+0.750L+0.750S+H Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination BendingStress Results k-ft — _ Segment Length Span# Location(ft) _--_ ( ) in Span Mu:Max Phi*Mnx Stress Ratio I Stricker Engineerin,LLC P.0 Box 366 Project Title: 105 East Cypress Engineer: Project Descr: Project ID: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Printed'5 APR 2018,2:05PM Beam on Elastic Foundation File=C:IUserslbrianlDOCUME-11STRICK-11CHRISG-11HOUSEP-11DesignlDESIGN-1.EC6 Lic.#:KW-06002017 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Licensee:STRICKER ENGINEERING Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""DeFl Location in Span Load Combination --Max + DeFl 1 0.0000 - Location in Span 0.000 --- -- - ___ Detailed Shear Information 0.0000 0.000 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Load Combination Number - - _ - (ft) (in) Actual Design ------------ g (k ft O -------Comment Phi*Vs ) k Spacing(in) - - (k) Req'd Suggest a I Stricker Engineerin,LLC P.O Box 366 Project Title: 105 East Cypress Engineer: Project ID: Project Descr: Garibaldi Oregon,97118 503-322-2442 Title Block Line 6 Beam on Elastic Foundation File=C:lUserslbdanlDOCUME-11STRICK-11CHRISG-11HOUSEP-11Design IDESIG78-zo5PM Lic.#:KW-06002017 ENERCALC,INC.1983 2017,Build:10.17in.1t2d.0,Vel:2ON7,12 70 Licensee:STRICKER ENGINEERING CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 ----------------------------------------------- Load Combinations Used: IBC 2015 Material Properties fc v2 , = 0.0 psi ksi fr= fc - Phi Values Flexure= : -0.,C*:',.:11:4..141*.: tV Density = Shear: pcf R 1 0.850 Lt Wt Factor = • N1 Elastic Modulus = ksi , Soil Subgrade Modulus = . Load Combination IBC 2015 Psi/(inch deflection) ' fy-Main Rebar = ksi E-Main Rebar = Fy-Stirrups = ksi ksi E-Stirrups = ••• F ksi Stirrup Bar Size# = # " .., Number of Resisting Legs Per Stirrup . ../.1,p# 4 — - 7,1(44.474.4.14"...".:6:iht4fril,",;' �mE.duau m��n,wiii . 2�n4ii;i"Sht ` ` reg #.• nuWacics an _ nu.uwuuuu, - u.. �2 :u:u:u�n� u8"uwlit 1111.1 uiwi x 415111111111 r=s1 Span=12.0 ft Cross Section&Reinforcing Details Inverted Tee Section, Stem Width=8.0 in, Total Height=24.0 in,Top Flange Width=18.0 in, Flange Thickness=8.0 in Span#1 Reinforcing.... 344 at 3.0 in from Bottom,from 0.0 to 12.0 ft in this span 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: Lr=0.020, S=0.0250 ksf, Tributary Width=21.0 ft,(Roof) Uniform Load: D=0.020, L=0.040 ksf, Tributary Width=21.0 ft,(Floor) • DESIGN SUMMARY Maximum Bending Stress Ratio = Design OK Section used for this span 0: 1 Maximum Deflection Mu:Applied Max Downward L+Lr+S Deflection 0 k-ft Max Upward L+Lr+S Deflection 0000 in Ratio= 399999 Mn*Phi:Allowable MaxDownward Total Deflection 0.000 in Ratio= �ggg99 Load Combination 0 k-ft 0.032 in Ratio= Max Upward Total Deflection 4526 Location of maximum on span 0.005 in Ratio= 28395 Span#where maximum occurs 0 ft 1 ksf Maximum Soil Pressure = = 1.1451.50 ksf atOK 6.00 ft LdComb: +p+0.750L+0.750S+H Allowable Soil Pressure Shear Stirrup Requirements Entire Beam Span Length.Vu<PhiVG2, Req'd Vs=Not Regd, use stirrups spaced at 0.000 inM Forces&Stresses for Load Combinations - -- Load Combination n Location(ft) Bending--_9 StressR Results (k_ft) Mu:Max u: Phi*Mnx Segment Length Span# in Span Stress Ratio Stricker Engineerin,LLC P.O Box 366 Project Title: 105 East Cypress Engineer: Descr: Project ID: P Garibaldi Oregon,97118 503-322-2442 - ------_ Title Block Line 6 Beam on Elastic Foundation Printed:5APR2o,8,2:o5PM File=C:IUserslbdanlDOCUME-11STRICK-11CHRISG-11HOUSEP-11DesignIDESIGN-1.EC6 LiC.#:KW-06002017 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver.10.17.12.10 Licensee:STRICKER ENGINEERING Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span p Load Combination Max "+"pefl Location in Span 1 0.0000 0.000 ___ - ----- - ------- ----- Detailed Shear Information 0.0000 o.000- Span Distance 'd' - __------- --- ------ -_-___-_ _ Vu (k) Mu d*Vu/Mu Phi*Vc Phi*Vs (ft) (in) Actual Design (k-ft) (k) Comment Load Combination Number Spacing(in) ---- ------------ ----- ---------- ---(k) Req'd Suggest 4 Si,.:lpson Strong-Tie" Anchoring&Fastening Systems for Concrete and Masonry SIMPSON SET Epoxy Adhesive Strong-Tie SET is a high-strength, non-shrink, epoxy-based adhesive formulated for anchoring and doweling threaded rod and rebar. Resin and hardener are dispensed and mixed simultaneously through the mixing nozzle. Features • Code listed under the IBC/IRC for URM per ICC-ES ESR-1772 • Meets or exceeds the requirements of ASTM C881 specification for , Type I and IV,Grade 3,Class C 0 • Cure times—24 hours at 65°F,72 hours at 40°F O —C • Easy hole-cleaning procedure—no power-brushing required U E • Suitable for use in damp or wet anchor sites Q • When properly mixed,adhesive will be a uniform gray color ' • Available in 22 oz.and 56 oz.cartridges for application versatility N • Manufactured in the USA using global materials 0 StMe'1PSON QApplications rgT�e • Threaded rod anchoring and rebar doweling into concrete,masonry and URM(red brick) S • Pick-proof sealant around doors,windows and fixtures • Paste-over for crack injection preparation • Bonding hardened concrete to hardened concrete Artrhar9ng A� �':;�N u • CalTrans and multiple DOT listings;refer to www.strongtie.com/DOT t . -s} Adheslvo de hia lon Codes:ICC-ES ESR-1772(unreinforced masonry); Florida FL15730.5;AASHTO M-235 and ASTM C881 (Type I and IV, Grade A,dhHsit d'ancrage 3, Class C); CalTrans Approved; Multiple DOT listings; NSF/ANSI Standard 61 (216 in.2/1,000 gal.) 1 Chemical Resistance 22 ti oz See pages 320-321. II Z 0 Installation and Application Instructions 0 (See also pages 124-127.) lig` x17 • Surfaces to receive epoxy must be clean. F o • Base material tem• perature must be 40°F or above at the time of installation. - °' z - - For best results,material should be 70`-80°F at time of application. o • To warm cold material,store cartridges in a warm,uniformly heated area or SET Adhesive storage container.Do not immerse cartridges in water to facilitate warming. o • Mixed material in nozzle can harden in 30 minutes at temperatures of 70°F © and above. b Q 6 Design Example See page 324. Suggested Specifications See www.strongtie.com for more information. 102 4 s;'Si�,8pson Strong-Tie®Anchoring&Fastening Systems for Concrete and Masonry SIMPSON Adhesive Anchoring Installation Instructions STie NOTE:Always check expiration date on I WARNING:When drilling and cleaning hole,use eye and lung protection. product label.Do not use expired product. Il When installing adhesive,use eye and skin protection. e. 0 Hole Preparation-Horizontal, Vertical and Overhead Applications 1.Drill. — 2.Blow. 3.Brush. 4.Blow. Drill 4 Remove dust t 4 cycles Clean with a SBCOndS seconds Remove dust hole to I .- (min.) from hole (min.) nylon brush for min. from hole with oil- 7 6:a.. specified with oil-free a minimum of ( free compressed diameter compressed air 4 cycles.Brush and depth. y airfor a ands. (.0 °o 00 p for a minimum should provide of 4 seconds. Ci) of 4 seconds. resistance to Compressed Compressed insertion.If no air nozzle must P - air nozzle must resistance is felt, 80 reach the U 3a „:�o�.• 80 reach the bottom the brush is worn �o'r.— bottom of the psi min. of the hole. and must be psi min. hole. Q Refer to page 135 or vist www.strongtie.com for proper brush part number. replaced. N © Cartridge Preparation 1.Check. 2.Open. - 3.Attach. ' 13 Check expiration date on Open cartridge Attach proper product label.Do not use per package110---- _ Simpson Q expired product.Product instructions. j Strong-Tie® -. is usable until end of nozzle and _ printed expiration month. extension to - ® _- cartridge.Do — - - - - . - not modify 4.Insert. 5.Dispense. Refer to www.strongtie.com ftp_' g 3 nozzle. insert cartridge into dispensing, Dispense adhesive t the side until proper nixing nozzle acid dispensing i.. Wil. properly mixed(uniform colon: tool part numb&. n FOR SOLID BASE MATERIALS 3A Filling the Hole-Vertical Anchorage Prepare the hole per"Hole Preparation"instructions on product label. DRY AND DAMP HOLES: 1.Fill. 2.Insert. 3.Fill hole 1/2 to 111, 111 Insert clean, disturb.o t 2A full,startingz oil-free anchor, Do not disturb > from bottom of turning slowly z e hole to prevent .® s until the anchor a anchor until P o .Pg o0 ii air pockets. 00 o contacts the ,p °' e' fully cured.(See o °o;:o° Withdraw o°:o° bottom of the ,Ys. 'O ° cure schedule Li '•'o 0, nozzle as hole o o hole. ��° ° ° for specific IE ° c fills up. y, o • o adhesive) z cc 0 b. o t.• O • o "o . Threaded o O rod or rebar• a ° ° cc N0 WATER-FILLED HOLES: ® 1.Fill. 2.Insert. 3.Do not o Fill hole 4 Insert clean, disturb. a completely oil-free anchor, Do not disturbo full,starting turning slowly anchor until a o; a from bottom of `..9 until the anchor ".'9 , fully cured. ° •'Pa do ii hole to prevent o o'': o 0 o contacts the Q Pa (See cure o: bottom of the • .ti.. water pockets. 3.20i,..:::, o �o;:o �o ° schedule.) ° ..o o° Withdraw oo hole. °e.° ° °co a' nozzle as hole ° Q° t fills up. rI .= 1</o° moo Threaded ° • ° ° ., ° rod orrebar . ° ° Note:Nozzle extensions may be needed for deep holes. 124