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Report M S"CZ d I5- ()CHOW) \tsct 1 sw Q ° L •f ASPECT 21095 Quail Lane P.541.550.8416 Bend,OR 97701 E:alanaspectengr.com ENGINEERING www.aspectengr.com June 15, 2015 RECEIVEft Pine Ridge Design Attn: Craig Boling JUN 2 2 2015 PO Box 8713 Bend, OR 97708 (ITV Of •f!GARD BUILDING DIVISION Re: Blouin Residence Patio Roof 11591 SW Cole Lane Tigard, OR 97224 Mr. Boling: Per your request, we have reviewed your drawings for the project referenced above. The purpose of our review was to provide gravity and lateral engineering in accordance with the requirements of the 2014 OSSC. We have red-lined your attached drawings with the lateral design requirements. Please incorporate these into your final drawings. Gravity Requirements: We have designed the gravity resisting system; including rafters, beams, columns, and footings. Please note: The beam sizes given are minimum requirements, and may be sized larger for architectural or construction purposes. The design of these components is in accordance with 2014 OSSC requirements. Please see the attached calculations and structural details for additional information. Lateral Requirements: We have designed the lateral load resisting system (wind & seismic). The additional lateral load on the existing building is negligible (see the attached calculations). Uplift forces are resolved into the proposed foundations, and in the existing structure. All other construction not specifically detailed herein shall conform to the requirements of the 2014 OSSC. Please contact our office if you have any addition questions or comments. Respectfully Submitted: © FRQp cs ��G t tl fic9 G 089 P• S. Alan Bodnar, P.E. Att. • 414'1N BOO' EXPIRES:/ A® ASPECT 21095 Quail Lane P:541.550.8416 Bend,OR 97701 E:alan@aspectengr.com ENGINEERING www.aspectengr.com GENERAL NOTES: 1. Design Criteria: a. Building code: 2014 OSSC b. Gravity Loads: Dead Load Floor: 15 psf Dead Load Roof: 15 psf Live Load Floor: 40 psf Snow Load Roof: 25 psf c. Wind Criteria: i. Wind speed: 120 mph (Vu,t) ii. Exposure: 'B' iii. Topographical Effects: No d. Seismic Criteria: i. SDC: 'D,' ii. Importance Factor: 1.0 e. Allowable Soil Bearing Pressure: 1,500 psf 2. Concrete compressive strength in 28 days: 3,500 psi. Note: Foundations designed for 2,500 psi concrete, therefore, no special inspection required. 3. Concrete reinforcing: ASTM A615 — Grade 60 4. Grout under base plates to be high strength, non-shrink. 5. Reinforcing bars to be spliced as indicated on the drawings. Where lap splice lengths are not shown, lap per ACI 318 (current edition) 6. Clear cover from face of concrete: a. Walls, Pedestals: 2" b. Columns: 1 '/2" c. Footings: 3" d. Grade Beams: 1 '/z" top, 3" bottom and sides (measured from edge of stirrups) 7. All concrete to bear on 6" crushed rock compacted to 95% modified proctor over approved structural fill, over native, undisturbed, non-expansive, non-organic soil. 8. All Glued Laminated timbers shall be 24F-V4 for simple spans, and 24F-V8 for multiple spans, unless noted otherwise on the plan set. 9. All hangers / connectors shall be installed per the manufacturer's recommendations. Project: Blouin Aspect Engineering Client: Pine Ridge 21095 Quail Lane Job Number: 150602 Bend, OR 97701 Date: 6/15/2015 Attachment to Building: 2x8 ledger w/ (2) 7/16" screws @ 16" o.c. `'dead 10psf.6ft= 60 lbf ft Uniform loads at ledger `°snow 25psf Eft= 150 lbf ft (wdead + 'snow)'1.33ft Pscrew = 139.7 lbf Pounds per screw 2 Z.perp:= 140Ibf Allowable NDS perpendicular load per screw 140 lbf allowable > 139.7 lbf actual, therefore, (2)screws @ 16" o.c. OK See next page for lateral (wind & seismic), and uplift calculations Project: Blouin Aspect Engineering Client: Pine Ridge 21095 Quail Lane Job Number: 150602 Bend,OR 97701 Date: 6/15/2015 Check Wind Uplift: Trusses: Puplift 25.77psf Ultimate load PupliftASD •6.Puplift= 15.462 psf Reduced for Allowable Stress Design proof 10psf Dead load of roof NetUplift:= PupliftASD— .6-Droof = 9.462 psf Less than D+ S, therefore, connection at existing wall is OK Uplifts s:= NetUplift•2ft•6ft= 113.5 lbf H1 allowable uplift= 585 lbf> 113.5, therefore OK Beam / Column: Center Support: Upli Wuplift fttruss = 56.8 lbf Uplift force per unit length of beam 2ft ft Upliftcentercol Wuplift.36ft•5 8 Upliftcentercol = 1277.4 lbf Maximum uplift at center column CC66upliftallowable 40401bf Exceeds column uplift, therefore, OK ABU66upliftallowable 23001bf Exceeds column uplift, therefore, OK Edge Support: UPliftedgecol Wupli.ft•36ft 3 16 = 383.2 lbf ECC66upliftallowable:= 11651bf Exceeds column uplift, therefore, OK End column base not checked -uses same anchorage as center column Check Seismic Loading: 5201bf Seismic Base Shear(see attached calculation) v := V = 14.4 lbf Diaphragm Load is 14.4 plf-by inspection, attachement OK 36ft ft • ASPECT Aspect Engineering Project Title: 212 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed.15 JUN 2015. 1 40PM IBC 2012 1609.6 Alternate All-Heights Wind FIe-C:Ulsers\ALANBO-1\Desktop1Aspect\Projects115O502-1lblouinec6 9 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.151.19 . Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description : Patio Roof Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method Limitations: Analytical Values... 1609.6.1 (1): Total Height<=75 ft with(Height/Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 12.0 ft 1609.6.1 (2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3): Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4): Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1.0 per ASCE 7 10 26.8.2 Yes 1609.6.1 (5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1'K2`K3)^2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 120.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 2012 1609.6.4.2 Item 2 = 0.570 Design Pressure P = 0.00256 V^2 K z net Kri WIND PERPENDICULAR TO RIDGE _psf Endosed Partially Enclosed Interpolation = +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof 25.77 psf for 3:12 - 3.88 -7.36 -7.78 -0.84 pitch roof Windward Roof Slopes ' ' Slope<2:12 (10 deg) Condition 1 -22.93 -16.62 -29.66 -9.89 Condition 2 -5.89 0.42 -12.62 7.15 - Slope<4:12 (18 deg) Condition 1 -15.35 -8.83 -21.87 -2.31 Condition 2 -1.05 5.26 -7.78 11.99 Slope<5:12 (23 deg) Condition 1 -12.20 -5.89 -18.93 0.84 Condition 2 0.63 7.15 -6.10 13.67 Slope<6:12 (27 deg) Condition 1 -9.89 -3.37 -16.41 3.15 Condition 2 1.26 7.78 -5.26 14.30 Slope<7:12 (30 deg) Condition 1 -7.78 -1.26 -14.30 -5.47 Condition 2 1.47 7.78 -5.26 14.51 Slope<9:12 (37 deg) Condition 1 -5.68 0.84 -12.20 7.36 Condition 2 2.94 9.25 -3.79 15.99 Slope<12:12 (45 deg) 2.94 9.25 -3.79 15.99 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -22.93 -16.62 -29.66 -9.89 Roof& Overhang Components&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 V^2 K C net Kzt z Description Continuity Item Type Eff.Area Kz Enclosed Partially ft A2 Enclosed Patio Roof No Discontinuity Monoslope,Slope<7:12 432.00 0.570 + : 0.00 0.00 -: 0.00 0.00 ASPECT Aspect Engineering Project Title: 22 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015, 1,40PM IBC 2012 1609.6 Alternate All-Heights Wind File=C:\Users'ALA NB0-11Desktop\Aspect\Projects1150502-1\blouin,ec6 g ENERCALC,INC.19831015,Build:6.15.1.19.Vec6.15.1.19 . Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description : Patio Roof Wall&Parapet Components&Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 K C et Kzt Kz Description Continuity Item Type Z,Ht.Above Ground Etft area Enclosed Partially Enclosed No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.66 + : 24.35 32.15 -: -26.55 -34.10 ASPECT Aspect Engineering Project Title: aa 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed 15 JUN 2015, 1 38P File=C:wser ASCE Seismic Base Shear s\AL NBO-1t DesktoplAspecnRgectst150502-1lbouin.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver6.15.1.19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Patio Roof Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: 1l':All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 45.406 deg North SS = 0.9497 g,0.2 sec response Longitude = 122.784 deg West S 1 - 0,4183 g,1.0 sec response Location: Site Class,Site Coeff.and Design Category Site Classification 'D':Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 710 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.12 ASCE 7-10 Table 11.4-1&11.4-2 (using sUaight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration S MS=Fa'Ss = 1.064 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 = 0.662 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS 2/3 = 0.709 ASCE 7-10 Eq. 11.4-3 S D1 S M1'2/3 = 0.441 ASCE7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 71.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 - Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: _ System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor 'Cd' = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category'E'Limit: Limit=65 Category'F'Limit: Limit=65 Redundancy Factor ASCE 7-10 Sections 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor'p'=1.3 Lateral Force Procedure ASCE7-10 Section 12.8.2 Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 128-7 Structure Type for Building Period Calculation: All Other Structural Systems 'Ct•value = 0.020 •hn':Height from base to highest level = 25.0 ft 'x'value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct'(hn A x) = 0.224 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period'Ta'Calculated from Approximate Method selected = 0.224 sec "Cs" Response Coefficient ASCE7-10 Section 12.81.1 - S DS:Short Period Design Spectral Response = 0.709 From Eq.12.8-2, Preliminary Cs = 0.109 "R•:Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.303 "I':Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.031 User has selected ASCE 12.81.3:Regular structure, Cs:Seismic Response Coefficient = = 0.1091 Less than 5 Stories and with T«=0.5 sec, SO Ss<=1.5 for Cs calculation ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: • ENGINEERING Printed 15 JUN 2015. 1 38PM ASCE Seismic Base Shear File=C:tuserswiANg o-11 Des�plAspect\Prgectsuso502-1�a,in.ec6 ENERCALC,INC.1983-2015,&rik1:6.15.1.19,Ver.6:15.1.19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1091 from 12.8.1.1 W(see Sum Wi below) = 4.81 k Seismic Base Shear V= Cs'W = 0.52 k Vertical Distribution of Seismic Forces ASCE7-10 Sedion 12.8.3 'k':hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi'HI)"k Cvx Fxsvx•V Sum Story Shear Sum Story Moment 1 4.81 12.00 57.72 1.0000 0.52 0.52 0.00 Sum Wi= 4.81 k Sum Wi•Hi = 57.72 k-R Total Base Shear= 0.52 k Base Moment= 6.3 k-ft Diaphragm Forces:Seismic Design Cary"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 4.81 0.52 0.52 4.81 0.68 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*SDs *I*Wpx MAX Req'd Force @ Level 0.40*SDs •I•Wpx Fpx:Design Force @ Level Wpx'SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level • ASPECT Aspect Engineering Project Title: 22 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Primed:20 MAY 2015,3 54P File=C:\user Wood Beam stAANBO-11Desktopt AspecfProjects1150502-1lblouln.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19.Ver:6.15.1.19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description : RB2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties _ Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E.Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1140)S(0.190) Ily m:i,'.:2" r ;', • 5.5x10.5 5.5x10.5 A Span=18.250 ft Span=18.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.1140, S=0.190 k/ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.706 1 Maximum Shear Stress Ratio = 0.274 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,502.80psi Iv:Actual = 83.62 psi FB:Allowable = 2,127.50 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 18.250ft Location of maximum on span = 18.250 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.209 in Ratio= 1048 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.334 in Ratio= 655 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 C m C t CL M lb Pb V fir Fv +0+H 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.338 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 1665.00 1.21 31.36 238.50 Length=18.250 ft 2 0.338 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 1665.00 1.21 31.36 238.50 +0+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.305 0.118 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 1850.00 1.21 31.36 265.00 Length=18.250 ft 2 0.305 0.118 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 1850.00 1.21 31.36 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.244 0.095 1.25 1.000 1.00 1.00 1.00 1.00 1.00 415 563.55 2312.50 1.21 31.36 331.25 Length=18.250 ft 2 0.244 0.095 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2312.50 1.21 31.36 331.25 +1D+541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.706 0.274 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.66 1,502.80 2127.50 3.22 83.62 304.75 ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Pnnied:20 MAY 2015. 3.54PM Wood Beam File=C:i usersIALANBO-11Desktop\Aspect\Projects1;50502-\blouin.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 - Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: RB2 . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M tb Pb V fv F'v Length=18.250 ft 2 0.706 0.274 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.66 1,502.80 2127.50 3.22 83.62 304.75 +D+0.750Lr+0.750L+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.244 0.095 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2312.50 1.21 31.36 331.25 Length=18.250 ft 2 0.244 0.095 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2312.50 1.21 31.36 331.25 +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=18.250 ft 1 0.596 0.232 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.68 1,267.99 2127.50 2.72 70.56 304.75 Length=18.250 ft 2 0.596 0.232 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.68 1,267.99 2127.50 2.72 70.56 304.75 +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=18.250 ft 1 0.190 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2960.00 1.21 31.36 424.00 Length=18.250 ft 2 0.190 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2960.00 1.21 31.36 424.00 +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=18.250 ft 1 0.190 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2960.00 1.21 31.36 424.00 Length=18.250 ft 2 0.190 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2960.00 1.21 31.36 424.00 +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=18.250 ft 1 0.190 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2960.00 1.21 31.36 424.00 Length=18.250 ft 2 0.190 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.75 563.55 2960.00 1.21 31.36 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.428 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.68 1,267.99 2960.00 2.72 70.56 424.00 Length=18.250 ft 2 0.428 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.68 1,267.99 2960.00 2.72 70.56 424.00 +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=18.250 ft 1 0.428 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.68 1,267.99 2960.00 2.72 70.56 424.00 Length=18.250 ft 2 0.428 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.68 1,267.99 2960.00 2.72 70.56 424.00 +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=18.250 ft 1 0.114 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.85 338.13 2960.00 0.72 18.82 424.00 Length=18.250 ft 2 0.114 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.85 338.13 2960.00 0.72 18.82 424.00 +0.600+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=18.250 ft 1 0.114 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.85 338.13 2960.00 0.72 18.82 424.00 Length=18.250 ft 2 0.114 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.85 338.13 2960.00 0.72 18.82 424.00 Overall Maximum Deflections Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Defl Location in Span +D+541 1 0.3340 7.749 0.0000 0.000 +D+S+H 2 0.3305 10.603 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.081 6.935 2.081 Overall MINimum 0.468 1.560 0.468 +D+H 0.780 2.601 0.780 +D+L+H 0.780 2.601 0.780 +D+Lr+H 0.780 2.601 0.780 +D+S+H 2.081 6.935 2.081 +D+0.750Lr+0.750L+H 0.780 2.601 0.780 +D+0.750L+0.750S+H 1.755 5.851 1.755 +D+0.60W+H 0.780 2.601 0.780 +D+0.70E+H 0.780 2.601 0.780 +D+0.750Lr+0.750L+0.450W+-1 0.780 2.601 0.780 +D+0.750L+0.750S+0.450W+H 1.755 5.851 1.755 +D+0.750L+0.750S+0.5250E+H 1.755 5.851 1.755 +0.60D+0.60W+0.60H 0.468 1.560 0.468 +0.60D+0.70E+0.60H 0.468 1.560 0.468 D Only 0.780 2.601 0.780 - Lr Only L Only S Only 1.300 4.334 1.300 W Only E Only H Only HEADER CAPACITY TABLE (LOADS IN PLF) HEADER NOTES: SPAN 3'-6" 4'-6" 5'-6" 6'-6" 8'-6" 1. DOUGLAS FIR-LARCH No. 2. [4x6] 1,100 650 450 370 150 2. LOADS SHOWN ARE DEAD LOAD CAPACITY ONLY, [4x8] 1,900 1,100 750 550 320 WITH NO INCREASE FOR LIVE OR SHORT TERM LOADING. [4x10] 2,900 1,750 1,150 800 450 3. ALL HEADERS SHALL BE SUPPORTED BY A SINGLE [4x12] 3,950 2,350 1,600 1,130 660 TRIMMER, U.N.O. ON THE FRAMING PLAN, AND KING POST. COLUMN CAPACITY TABLE (LBS) HEIGHT 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" BRACED UNBRACED BRACED UNBRACED BRACED UNBRACED BRACED UNBRACED BRACED UNBRACED 2x4 1,980 N/A 1,730 N/A 1,510 N/A N/A N/A N/A N/A 2x6 3,850 N/A 3,700 N/A 3,500 N/A 3,250 N/A 3,050 N/A (2)2x4 3,950 2,450 3,450 2,100 2,950 1,800 2,620 1,580 2,300 N/A (2)2x6 7,700 3,650 7,400 N/A 7,000 N/A 6,500 N/A 6,100 N/A 4x4 4,800 3,650 4,200 3,150 3,650 2,750 3,150 2,450 2,750 2,100 - 4x6 10,000 5,400 9,500 4,750 8,900 4,150 8,250 3,600 7,650 N/A 6x6 11,750 10,250 11,350 9,600 10,800 8,900 10,200 8,200 9,500 7,550 COLUMN NOTES: See next page for column calculation 1. DOUGLAS FIR-LARCH No. 2. 2. LOADS SHOWN ARE DEAD LOAD CAPACITY ONLY, WITH NO INCREASE FOR LIVE OR SHORT TERM LOADING. 3. ALL COLUMNS ARE DESIGNED FOR 1" ECCENTRICITY. 4. ALL 'BRACED' COLUMNS ARE DESIGNED WITH THE WEAK AXIS BRACED, AND THE STRONG AXIS UN-BRACED. 5. SINGLE 2x TRIMMERS ARE DESIGNED WITH 1/2" ECCENTRICITY. Allowable Axial Loads (lbs) for 1.8E Parallame PSL Column Effective Column Size Bearing Column 31"x3Wh' 31/0"x51/_' 3/'x7' 51/4°x5W 51/4'x7' 7'a7" Type Length 100%I 115% I 125% 100% 115% 125% 100% 115% 125% 100%I 115% 1 125% 100% 115% 125% 100% 1 115% 1 125% 6' 10,595 11,200 1 11,54 5 15,890 16,800 17,320 21,190 22,395 23,095 33,295 36,675 38,735 40,000 40.000.40,000 40,000 4 0,0 00 40,000 7' 8,735 9,140 9,370 13,105 13,710 14,060 17,475 18,280 18,745130,010 32,545134,030 40,000 40,000 40,000 40,000 40,000 40,000 8' 7,265 7,550 7,715 10,900 11,325 11,570 14,535 15,100 15,425 26,650.28,490129,555 35,530 37,985 39,410 40,000.4 0,0 00 40,000 9' 6,115 1 6,320 6,440 9,170 9,480 9,660 12,225112,640 12,880 23,475 24,835 25,620 31,300'33,115 34,165 40,000 4 0,0 00 40,000 10' 5,200 1 5,355 5,445 7,800 8,035 8,170 10,4 00 1 10,715 10,895 20,660 21,695 122,290 27,545 28,925 29,725 40,000 40,000140,000 On 12' 3,885 3,980 4,030 5,825 5,965 6,050 7,765 7,955 8,065 16,160 16,805 17,175"-21,54 5 22,405 22,900 40,000 40,000 40,000 Column 14' 3,000 3,065 3,100 4,500 4,595. 4,645 6,005 6,125 6,195 12,890 13,315113,560 17,185 17,755 18,080 34,155 35,785 720 Base 16' 10480 10,775 10,950 13,970 14,370 14,595 28,485 290°f 11)0 18' 8,670 8,885 9,010 11,560 11,850 12,010 24,020 24,860 x,345 20' Slenderness ratio exceeds 50 7,285 7,445 7,535 9,710, 9,925 10,050 20475 21,110'11,475 22' 17,630 18,125 18,405 24' 15,325 15,715 15,935 ASPECT PROJECT: BLOUIN RESIDENCE 21095 Quail Lane Bend, OR 97701 CLIENT: PINE RIDGE (541) 550-8416 ph JOB No.: 150502 DATE: 5/20/2015 ENGINEERING PREPARED BY: SAB CHECKED BY: SAB • ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: • Bend,OR 97701 Project Descr: ENGINEERING Primed:15 JUN 2015, 1.49PM Wood Column File=C:\UserswLANBO DesktoplAspec8Projectst150502-11blouin.ec6 ENERCALC,INC.1983-2015,Buid:6.15.1.19,Ver.6.15.1.19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description : Typical Post(6x6) • Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 p 5.50 in Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb Tension 750.0 psi Fv 170.0 psi Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb-Compr 750.0 psi Ft 475.0 psi pd 76.255 in^4 Cm:Wet e at Factor 1.0 Fc-PrIl 700.0 psi Density 32.210 p CI:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No(non-gib only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:71.047 lbs*Dead Load Factor AXIAL LOADS. . . Actual Load is 6935 lbf, Axial Load at 10.50 ft,Xecc= 1.0 in,Yecc= 1.0 in, D=8.650 k therefore, column is OK DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9987:1 aximum SERVICE Lateral Load Reactions.. Load Combination +D+H Top along Y-Y 0.06865 k Bottom along Y-Y 0.06865 k Governing NDS Forumlanp+ Mxx+ Myy, NDS Eq. 3.9- Top along X-X 0.06865 k Bottom along X-X 0.06865 k Location of max.above base 10.50 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.08964 in at 6.131 ft above base Applied Axial I 8.650 k j for load combination: +D+H Applied Mx -0.7208 k Along X-X -0.08964 in at 6.131 ft above base Applied Ma -0.7208 psi for load combination: +D+H Fc:Allowable 700.0 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01335:1 Bending Compression Tension Load Combination +D+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 10.50 ft Applied Design Shear 3.404 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios . Load Combination _ _ C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft +D+L+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50ft +D+Lr+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50ft ' +D+S+H 1.000 1.000 0.9987 PASS 10.50 ft 0.01335 PASS 10.50 ft +D+0.750Lr+0.750L+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft +D+0.750L+0.750S+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50ft +D+0.60W+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft +D+0.70E+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.9987 PASS 10.50 ft 0.01335 PASS 10.50 ft +D+0.750L+0.750S+0.450W+H 1.000 1.000 0.9987 PASS 10.50 ft 0.01335 PASS 10.50 ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.9987 PASS 10.50 ft 0.01335 PASS 10.50 ft +0.60D+0.60W+0.60H 1.000 1.000 0.5592 PASS 10.50 ft 0.008010 PASS 10.50 ft • ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: • Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015. 1 49P Wood Column file=C:N1sers\ALANBO-1\Desktop\Aspect\Projects11 5 05 0 2-1\blouin.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver6.15.1.19 - Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: Typical Post(6x6) Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C 0 C p Stress Ratio Status Location Stress Ratio Status _ Location 40.60040.70E+0.60H 1.000 1.000 0.5592 PASS 10.50ft 0.008010 PASS 10.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 40+H -0.069 0.069 k -0.069 0.069 k 8.721 k +0+4+}{ -0.069 0.069 k -0.069 0.069 k 8.721 k 40+Lr+H -0.069 0.069 k -0.069 0.069 k 8.721 k +D+S+H -0.069 0.069 k -0.069 0.069 k 8.721 k +040.750Lr+0.750L41 -0.069 0.069 k -0.069 0.069 k 8.721 k +0+0.750L+0.750S41 -0.069 0.069 k -0.069 0.069 k 8.721 k +D+0.60W+H -0.069 0.069 k -0.069 0.069 k 8.721 k +D+0.70E+1-1 -0.069 0.069 k -0.069 0.069 k 8.721 k +D+0.750Lr+0.750L+0.450W41 -0.069 0.069 k -0.069 0.069 k 8.721 k +0+0.750L+0.750S+0.450W+H -0.069 0.069 k -0.069 0.069 k 8.721 k +0+0.750L+0.750S+0.5250E+H -0.069 0.069 k -0.069 0.069 k 8.721 k 40.600+0.60W+0.60H -0.041 0.041 k -0.041 0.041 k 5.233 k +0.60D+0.70E+0.60H -0.041 0.041 k -0.041 0.041 k 5.233 k D Only -0.069 0.069 k -0.069 0.069 k 8.721 k Lr Only k k k L Only k k k SOnly k k k W Only k k k EOnly k k k HOnly k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance - 40+1-1 -0.0896 in 6.131 ft -0.090 in 6.131 ft +O+L+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+Lr+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+S+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+0.750Lr+0.75014 4 -0.0896 in 6.131 ft -0.090 in 6.131 ft 4040.750L+0.750S+H -0.0896 in 6.131 ft -0.090 in 6.131 ft 4040.60W+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +040.70E41 -0.0896 in 6.131 ft -0.090 in 6.131 ft +D40.750Lr+0.750L+0.450W+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D40.750L+0.750S+0.450W+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+0.750L40.750S+0.5250E441 -0.0896 in 6.131 ft -0.090 in 6.131 ft +0.60D40.60W40.60H -0.0538 in 6.131 ft -0.054 in 6.131 ft +0.60D+0.70E+0.60H -0.0538 in 6.131 ft -0.054 in 6.131 ft D Only -0.0896 in 6.131 ft -0.090 in 6.131 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft • H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed.15 JUN 2015, 1 49P Wood Column File=C:lUserMALANBO-11Desktop,Aspect1Projects1150502-iiblouin.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6 15.1 19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description Typical Post(6x6) Sketches y 8 850k t XLOx •V _o n ?z, t rn 6x6 V 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. • • FOUNDATION SCHEDULE MARK MAX LENGTH WIDTH THICK REINFORCEMENT LOAD [ F-1 ] 5,500# 2'-0" 2'-0" 10" (3)#4 BARS EA. WAY [F-2] 8,600# 2'-6" 2'-6" 10" (3)#4 BARS EA.WAY [ F-3] 12,100# 3'-0" 3'-0" 12" (4)#4 BARS EA. WAY [ F-4] 16,500# 3'-6" 3'-6" 12" (4)#5 BARS EA. WAY [ F-5] 21,500# 4'-0" 4'-0" 12" (4)#5 BARS EA. WAY [ F-6] 27,400# 4'-6" 4'-6" 12" (4)#5 BARS EA.WAY [ F-7] 33,800# 5'-0" 5'-0" 12" (5)#5 BARS EA.WAY [ F-8] 41,000# 5'-6" 5'-6" 12" (5)#5 BARS EA.WAY FOUNDATION NOTES: 1. ALL COLUMN FOOTINGS SHALL BE CENTERED ON COLUMNS AND WALL FOOTINGS SHALL BE CENTERED BENEATH WALLS, U.N.O. 2. ALL FILL AND UNSUITABLE FOUNDATION MATERIAL SHALL BE REMOVED AND FOOTINGS REST ON ENGINEERED FILL OR UNDISTURBED NATIVE MATERIAL. 3. ALL CONCRETE SHALL BE 3500 PSI. ALL MATERIALS AND PROCESSES TO THIS END SHALL CONFORM TO CURRENT ACI STANDARDS. 4. FOOTINGS ARE DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 1500 PSF. 5. STEEL REINFORCING SHALL BE ASTM A-615 GRADE 60 . 6. See following pages for individual footing calculations. WOOD POST PER PLAN (WITHIN WALL CAVITY) WOOD POST PER PLAN SILL PLATE SIMPSON POST BASE CONCRETE STEM WALL REINFORCEMENT PER PER PLAN SCHEDULE U � I Y Uti ° FTG WIDTH FOOTINGS TO BEAR ON 6" FTG WIDTH • / COMPACTED GRAVEL BASE OVER / UNDISTURBED NATIVE MATERIAL SPREAD FOOTING DETAIL FOOTING AND STEM DETAIL ASPECT PROJECT: BLOUIN RESIDENCE 21095 Quail Lane Bend, OR 97701 CLIENT: PINE RIDGE (541) 550-8416 ph JOB No.: 150502 DATE: 5/20/2015 ENGINEERING PREPARED BY: SAB CHECKED BY: SAB ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015,11:19AM File= `LI secs`ALANBO'11Desktop1AspectIPr°jeCs"50502-11bl°uin.ec6 General Footing • ENERCALC,INC.1983.2015,Build:6.15.1.19,Ver:6.15.1.19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-1 Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of dept= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Z Length parallel to Z-Z Axis = 2.0 ft Footing Thicknes = 10.0 in • i Pedestal dimensions... X x px:parallel to X-X Axis = 0.0 in N pz:parallel to Z-Z Axis = 0.0 in Height 0.0 in m Rebar Centerline to Edge of Concrete. o at Bottom of footing = 3.0 in ,o u Reinforcing 2' W • Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = # 4 ' ".B.R ' A48ei Bandwidth Distribution Check (ACI 15.4.4.2) " Direction Requiring Closer Separation n/a .. " #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.0 0.0 5.50 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0. 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Actual load is 2081 lbf, therefore footing is OK ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015.11:19AM General Footing File°C:�UsersIALAN80-11DesktopIAspect1Projects11a0502-11blouinec6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 _ Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9973 Sal Bearing 1.496 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1226 Z Flexure(+X) 1.10 k-ft 8.974 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1226 Z Flexure(-X) 1.10 k-ft 8.974 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1226 X Flexure(+Z) 1.10 k-ft 8.974 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1226 X Flexure(-Z) 1.10 k-ft 8.974 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1513 1-way Shear(+X) 11.349 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1513 1-way Shear(-X) 11.349 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1513 1-way Shear(+Z) 11.349 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1513 1-way Shear(-Z) 11.349 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2724 2-way Punching 40.857 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& - Actual Soil Bearing Stress _- Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X R atio X-X,+D+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 X-X,+D+L+H 1.50 n/a 0.0 1.496 1.496 n/a n/a 0.997 X-X,+D+Lr+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 . X-X,+D+S+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.152 1.152 n/a n/a 0.768 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.152 1.152 n/a n/a 0.768 X-X,+D+0.60W+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 . X-X,+D+0.70E+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.152 1.152 n/a n/a 0.768 X-X,+D+0.750L+0.7505+0.450W+H 1.50 n/a 0.0 1.152 1.152 n/a n/a 0.768 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.152 1.152 n/a n/a 0.768 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.07250 0.07250 n/a n/a 0.048 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.07250 0.07250 n/a n/a 0.048 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.496 1.496 0.997 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.152 1.152 0.768 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.152 1.152 0.768 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.152 1.152 0.768 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.152 1.152 0.768 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.152 1.152 0.768 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.07250 0.07250 0.048 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.07250 0.07250 0.048 Overturning Stability . Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding orce Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As d Gym.As Actual As Phi'Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 inA2 in"2 k-ft ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Protect Descr: ENGINEERING Printed:15 JUN 2015,11:19AM General Footing File=C:lUsersI ALAN00-11DesktoplAspecflRojecls1150502-llbbuin.ec6 9 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6,15.1.19 tic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-1 X-X,+1.40D+1.60H 0.0 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK - X-X,+1.40D+1.60H 0.0 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK • ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed 15 JUN 2015,11 19AM General Footing Rk:=C:l Users∎AANBO-1\DesktoplAspecIProjects 1150502-11Mouin.ec6 9 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 . Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-1 Footing Flexure - Mu Which Tension @ As R d Gvm.As Actual As Phi'Mn Flexure Axis&Load Combination k ft Side? Bot or Top? in"2�1 in"2 in^2 k-ft Status X-X,+1.20D+0.50Lr+1.60L+1.60H 1.10 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.10 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.10 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.10 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3438 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3438 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.3438 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.3438 -Z Bottom 0.216 Min Temp% 0.30 8,974 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.3438 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.200+0.50Lr+0.50L+W+1.60H 0.3438 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3438 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3438 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3438 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3438 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+0.90D+W+0.90H 0.0 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+0.90D+W+0.90H 0.0 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+0.90D+E+0.90H 0.0 +Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+0.90D+E+0.90H 0.0 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.40D+1.60H 0.0 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.40D+1.60H 0.0 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.10 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.10 +X Bottom 0.216 Min Temp% 0.30 8.974 OK . Z-Z,+1.20D+1.60L+0.50S+1.60H 1.10 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.10 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3438 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3438 +X Bottom 0.216 Min Temp% 0.30 8.974 OK . Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3438 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3438 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3438 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3438 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3438 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3438 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.3438 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.3438 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+0.90D+W+0.90H 0.0 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+0.90D+W+0.90H 0.0 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+0.90D+E+0.90H 0.0 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z.+0.90D+E+0.90H 0.0 +X Bottom 0.216 Min Temp% 0.30 8.974 OK One Way Shear Load Combination... Vu @-X V u @+X Vu @-Z Vu c, +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 11.349 psi 11.349 psi 11.349 psi 11.349 psi 11.349 psi 75 psi 0.1513 OK +1.20D+1.60L+0.505+1.60H 11.349 psi 11.349 psi 11.349 psi 11.349 psi 11.349 psi 75 psi 0.1513 OK +1.20D+1.60Lr+0.50L+1.60H 3.547 psi 3.547 psi 3.547 psi 3.547 psi 3.547 psi 75 psi 0.04729 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK . +1.20D+0.50L+1.60S+1.60H 3.547 psi 3.547 psi 3.547 psi 3.547 psi 3.547 psi 75 psi 0.04729 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 3.547 psi 3.547 psi 3.547 psi 3.547 psi 3.547 psi 75 psi 0.04729 OK +1.20D+0.50L+0.50S+W•1.60H 3.547 psi 3.547 psi 3.547 psi 3.547 psi 3.547 psi 75 psi 0.04729 OK +1.20D+0.50L+0.70S+E+1.60H 3.547 psi 3.547 psi 3.547 psi 3.547 psi 3.547 psi 75 psi 0.04729 OK +0.90D+W+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK ASPECT Aspect Engineering Project Title: 29 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed 15 JUN 2015,11:19AM General Footing File=C:l Users1ALANBO-11DesktoplAspectlProjec ts\150502-1lblouin.ec6 9 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 • Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-1 Punching Shear All units k Load Combination... Vu Phi'Vn Vu!Phi'Vn Status +1.40D+1.60H 0 psi 150psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 40.857 psi 150 psi 0.2724 OK +1.20D+1.60L+0.50S+1.60H 40.857 psi 150 psi 0.2724 OK +1.20D+1.60Lr+0.50L+1.60H 12.768 psi 150 psi 0.08512 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 150 psi 0 OK +1.20D+0.50L+1.60S+1.60H 12.768 psi 150psi 0.08512 OK +1.20D+1.605+0.50W+1.60H 0 psi 150 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 12.768 psi 150 psi 0.08512 OK +1.20D+0.50L+0.50S+W+1.60H 12.768 psi 150 psi 0.08512 OK +1.20D+0.50L+0.705+E+1.60H 12.768 psi 150 psi 0.08512 OK +0.90D+W+0.90H 0 psi 150 psi 0 OK +0.90D+E+0.90H 0 psi 150 psi 0 OK ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: • Bend,OR 97701 Project Descr: ENGINEERING Panted:15 JUN 2015.11 20A = w AN8O-1weskop tect\Pr \150502-1�uin.ecs General Footing ENERCA.C,INC.1983-2015,Build:6.15.1.19,Vee6.15.1.19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description F-2 Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of dept= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Z Length parallel to Z-Z Axis = 2.50 ft Footing Thicknes = 10.0 in • . Pedestal dimensions... i ' . X px:parallel to X-X Axis = 0.0 in iv • pz:parallel to Z-Z Axis = 0.0 in Height 0.0 in m Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in .o n Reinforcing co 2 - Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Mi Reinforcing ing Baar Sia = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) _ Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ . D Lr L S W E H P:Column Load = 0.0 0.0 1 8.60 I 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Actual load is 6935 lbf, therefore, footing is OK ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: ` Bend,OR 97701 Project Descr: ENGINEERING Printed 15 JUN 2015,11 20A General Footing RIe=Ctl UserSAANBO-110esktoplAspeCOProjects1150502 1\blouin.ec6 9 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 . Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9980 Soil Bearing 1.497 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2371 Z Flexure(+X) 1.720 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2371 Z Flexure(-X) 1.720 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2371 X Flexure(+Z) 1.720 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2371 X Flexure(-Z) 1.720 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2330 1-way Shear(+X) 17.473 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2330 1-way Shear(-X) 17.473 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2330 1-way Shear(+Z) 17.473 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2330 1-way Shear(-Z) 17.473 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4425 2-way Punching 66.382 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 X-X,+D+L+H 1.50 n/a 0.0 1.497 1.497 n/a n/a 0.998 X-X,+D+Lr+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 • X-X,+D+S+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.153 1,153 n/a n/a 0.769 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.153 1.153 n/a n/a 0.769 X-X,+D+0.60W+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 X-X,+D+0.70E+H 1.50 n/a 0.0 0.1208 0.1208 n/a n/a 0.081 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.153 1.153 n/a n/a 0.769 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.153 1.153 n/a n/a 0.769 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.153 1.153 n/a n/a 0.769 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.07250 0.07250 n/a n/a 0.048 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.07250 0.07250 n/a n/a 0.048 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.497 1.497 0.998 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.153 1.153 0.769 Z-Z,+0+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.153 1.153 0.769 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.1208 0.1208 0.081 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.153 1.153 0.769 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.153 1.153 0.769 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.153 1.153 0.769 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.07250 0.07250 0.048 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.07250 0.07250 0.048 Overturning Stability • Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015,11:20AM General Footing File=C:1UsersW LANBO-11DesktoptAspect1Projectst150502-14bbuin.ec6 9 ENERCALC,INC.1983-2015,Build 6.15.1.19,Ver:6.15.1.19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-2 X-X,+1.40D+1.60H 0.0 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.40D+1.60H 0.0 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK ASPECT Aspect Engineering Project Title: 29 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed.15 JUN 2015,11 20AM File=C\Users\ALANBO-1lDesktoplAspect\Prciects1150502-1\blouin.ec6 General Footin g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 - Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description : F-2 Footing Flexure Mu Which Tension® As R d G .As Actual As Phi'Mn Flexure Axis&Load Combination kit Side? Bot or Top? iM2Q' in"2 iM2 k-ft Status X-X,+1.20D+0.50Lr+1.60L+1.60H 1.720 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.720 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.200+1,60L+0.50S+1.60H 1.720 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.200+1.60L+0.50S+1.60H 1.720 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5375 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5375 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.5375 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.5375 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5375 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5375 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5375 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5375 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.5375 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.5375 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+0.90D+W+0.90H 0.0 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+0.90D+W+0.90H 0.0 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+0.90D+E+0.90H 0.0 +Z Bottom 0.216 Min Temp% 0.240 7.255 OK X-X,+0.90D+E+0.90H 0.0 -Z Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.40D+1.60H 0.0 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.400+1.60H 0.0 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.720 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.720 +X Bottom 0.216 Min Temp% 0.240 7.255 OK . Z-Z,+1.200+1.60L+0.50S+1.60H 1.720 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.200+1.60L+0.50S+1.60H 1.720 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5375 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5375 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.200+1.60Lr+0.50W+1.60H 0.0 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.5375 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.5375 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.200+1.60S+0.50W+1.60H 0.0 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.200+1.60S+0.50W+1.60H 0.0 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5375 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5375 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5375 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5375 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5375 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5375 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+0.90D+W+0.90H 0.0 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+0.900+W+0.90H 0.0 +X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+0.90D+E+0.90H 0.0 -X Bottom 0.216 Min Temp% 0.240 7.255 OK Z-Z,+0.90D+E+0.90H 0.0 +X Bottom 0.216 Min Temp% 0.240 7.255 OK One Way Shear Load Combination... _ Vu 0-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.400+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK . +1.20D+0.50Lr+1.60L+1.60H 17.473 psi 17.473 psi 17.473 psi 17.473 psi 17.473 psi 75 psi 0.233 OK +1.200+1.60L+0.505+1.60H 17.473 psi 17.473 psi 17.473 psi 17.473 psi 17.473 psi 75 psi 0.233 OK +1.200+1.60Lr+0.50L+1.60H 5.46 psi 5.46 psi 5.46 psi 5.46 psi 5.46 psi 75 psi 0.0728 OK +1.200+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK . +1.20D+0.50L+1.60S+1.60H 5.46 psi 5.46 psi 5.46 psi 5.46 psi 5.46 psi 75 psi 0.0728 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.200+0.50Lr+0.50L+W+1.60H 5.46 psi 5.46 psi 5.46 psi 5.46 psi 5.46 psi 75 psi 0.0728 OK +1.20D+0.50L+0.50S+W+1.60H 5.46 psi 5.46 psi 5.46 psi 5.46 psi 5.46 psi 75 psi 0.0728 OK +1.200+0.50L+0.70S+E+1.60H 5.46 psi 5.46 psi 5.46 psi 5.46 psi 5.46 psi 75 psi 0.0728 OK +0.90D+W+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK ASPECT Aspect Engineering Project Title: 212 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Punted.15 JUN 2015,11 20AM File=Cl sersIALANBO-11 DesktoplAspecI\Projects1150502-1lbiouin.ec6 C@l @f al Footing ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 . Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-2 Punching Shear All units k • Load Combination... Vu PhiNn Vu 1 Phi'Vn Status +1.400+1.60H 0 psi 150psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 66.382 psi 150psi 0.4425 OK +1.20D+1.60L+0.505+1.60H 66.382 psi 150 psi 0.4425 OK +1.20D+1.60Lr+0.50L+1.60H 20.744 psi 150 psi 0.1383 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 150psi 0 OK +1.20D+0.50L+1.605+1.60H 20.744 psi 150psi 0.1383 OK +1.20D+1.60S+0.50W+1.60H 0 psi 150psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 20.744 psi 150psi 0,1383 OK +1.20D+0.50L+0.50S+W+1.60H 20.744 psi 150 psi 0.1383 OK +1.20D+0.50L+0.705+E+1.60H 20.744 psi 150psi 0.1383 OK +0.90D+W--0.90H 0 psi 150psi 0 OK +0.90D+E+0.90H 0 psi 150psi 0 OK M.s-c 20' s-0 OociO RECEIVED Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 JUN - 3 2015 Page I of 1 Document ID:1 VH 1561-Z0602145040 CITY OFTIGARD Truss Fabricator: Trus-Way, Inc 11I1 11]Nr Job Identification: 152012-PARR LUMBER RALEIGH HILLS BLOUIN RESIDENCE -- OREGON, OR Model Code: I RC Q�E �FE Truss Criteria: 1 RC2012/TP1-2007(STD) �' Engineering Software: Al pi ne proprietary truss analysis software. Version 14.03. a 14659 9 r Truss Design Loads: Roof - 42 PSF a 1.15 Duration Floor - N/A " f' Wind - 140 MPH (ASCE 7-10-Closed) Nixes q, ;c7 001,:.. STAN W.GO Q 1. Determination as to the suitability of these truss components for the EXP.12-31-15 structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing number is preceded by: CAUSR561 Details: 14015EC1-GBLLETIN- Submitted by CWC 14:50:12 06-02-2015 Reviewer: CWC SS I Ref Description Drawing# Date 1 14177--A01 15153130 06/02/15 2 14178--A02 15153131 06/02/15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR (152012-PARR LUMBER RALEIGH HILLS BLOUIN RESIDENCE -- OREGON, OR - A01) Top chord 2x4 DF-L #1&Bet. g) 140 mph wi nd, 15.00 ft mean hgt, ASCE 7-10, CLOSED bl dg, Located Bat chord 2x4 DF-L #1&Bet. ( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind Ioads based on both MWFRS and C&C, reactions based on MWFRS. factors. Right end vertical not exposed to wind pressure. Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF cladding Ioad one face, and 24.0" span on opposite face. Top chord See DWGS A14015ENC101014 & GBLLETIN1014 for gable wind bracing must not be cut or notched. requi rements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase load applied per IRC-12 section 301. 5. factor for dead load is 2.00. El 3X4 .i 4.11 4-3-12 ik. • • • • • _, 12-0-0 z.s. 5X6 3X4(A1)— 1.<-2-0-0--->,-1 6-5-3 5-3-1 3 12 6-5-3 5-6-13 12-0-0 Over 2 Supports R=693 U=215 W=5.5" R=530 U=169 RL=195/-31 Note: Al I PI ates Are 2X4 Except As Shown. Design Crl t: I RC2012/TPI -2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 14.03.01. 1 QTY: 2 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 w"WARNINGI""NuD AND FOLLOW Ali NOTES ON MIS 11BABIN31 �t.D 04- 3901 NE 68th St.,Vancouver WA "IIMORTANT'• FINNISH This DRYING TO ALL CONTRACTORS INCLUDING TIME INSTALLEIA. '�' TC LL 25.0 PSF REF R561-- 14177 Trusses require extreme care In fabrl caling, handl ing, sbl ppl ng. Inst al l log and bracing. Refer to and follow the I atest edition of SCSI (Sul lding Component Safety Information, by TPI and MICA) for safety practi cos prior �' F�' TC DL 7.0 PSF DATE 06/02/15 to performing these functl ens. Install airs seal I prove de temporary bracing per SCSI. unless noted otnerwl se, 1 417 59 '• . top chord span have properly attached structural slyath'ng and bottom chord Shan have a properly attached BC DL 10.0 PSF DRW CAUSR561 15153130 rigid ceiling e Locations snows for permanent Isteral restraint of webs shall have bracing Installed per SCSI ,4 �°�� , sect ors Be or unl as appl I cable Apply pl etas to each face of truss and post tl on as shown atone and on `e r I ,. ire Joint Setalls. unless rota,otherwese Refer to drawings 160A-z for standard plate losltioris BC LL 0.0 PSF CA-ENG CWC/CWC I Al pine. a dl fell on of ITN Iful1 dl ng Components croup Inc. shall not be response bee ror any devl ate on from this ,reel ng. any failure to build the truss In conformance rl to ANSI 1, or for hand)leg. shipping. a•. -•� AN ITW COMPANY Installation a bract ng or trusses. - (r TOT. LD. 42.0 PSF SEAN— 949615 Afna�pM..l on 1 Itty deal N y'gfor th dccl age sal eeetl. The eel Tab'I i tynd and■sse oCptMdr��rfoMa Mph nNrl hp /D/ 'fC 7' 19 9 AVM -- 8151 RovalleCucle reopen&N I I ty of tM Bull ding Dell Designer per ANSI/TPI 1 Soc.g. recto fM 't we CHget DUR. FAC. 1. 15 FROM SC II Sacramento,CA 95828 For more I nformatl on.e» h s ob's general notes page end these web sites SPACING 24.O° J REF- 1 VH 1561 206 ALPINE. ewe al pine)tae cos TPI wont tpinst.erg. 11TCA: www.sbclndustry.caw ICC: raw.Iccsafe.org , EXP.12 31-1_) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (152012-PARR LUMBER RALEIGH HILLS BLOWN RESIDENCE -- OREGON, OR - A02) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. ( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green !umber (g) designed using NDS/TPI reduction Wind loads based on both MWFRS and C&C, reactions based on MWFRS. factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 2X4 III i 3X40 0. 0. 4-3-12 4 I— _SS E 40_12-0-0 r 2X4 III 5X6= 3X4(A1)we LE-2-0-0-3j 3"12 6-5-3 + 5-3-1 6-5-3 5-6-13 inic 12-0-0 Over 2 Supports >I R=657 U=56 W=5.5" R=490 U=53 RL=105/-28 Design Crlt: IRC2012/TPI -2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 14.03.01. 1 QTY: 17 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 **WWII Ncl ae REPO AID FOLLCS ALL NINES ON THIS HRAS11511 t�tiD OFD REF R561-- 14178 3901 NE 68th St.,Vancouver WA "11P3Rb0r'• FORMSH THIS OWN NB To ALL NtIW,CT°°IHCLWING 11E I11STALLElIS. TC LL 25.0 PSF Trusses redo're extreme care In fabricating, handl l ng, shipping, I mat.111 ng and bracing. Refer to and foil ow the latest edi elan of SCSI (Boil ding Coegonent Safety Inforeeti on. by TPI and MICA) for safety practices prior (C� kA TC DL 7.0 PSF DATE 06/02/15 to perforce ng these functions. Installers shall provide temporary bracing per SCSI. Ilnl ems noted otherwl se, /�I 1485g top chord shell have properly attached structural sheathing end bottom chord shell have a properly attached ` r BC DL 10.0 PSF DRW CAUSR561 15153131 rigid call ing. Locations sheen for permanent lateral restraint of webs anal I have bracing Install ad per SCSI ����� ,4 n cacti one B3, .1 or B10 as app''cable Apply plates to each face of truss and post t l on as shown above and on a.-..-.�r'7 /�. ' I�, I the Jdnt pata'IS, unless routed otnawlso Behar utG drw'rgs lea-Z for staMard p1 ate positions BC LL 0.Q PSF CA-ENG CWC/CWC I I Al pi na. •dl vl sl on of ITw&d ldl'mg Components Group Inc. shell not be respond ale for any davl at l an from this drawl mg, any fel I ure to but I d the truss I n conformance wi th ANSI.TPI 1, or for handl I ng, ahl phi ng. a:. -l' v TOT. LD. 42.0 PSF SEAN- 949607 AN ITW COMPANY Instal latI on a bracing of trusses. A soul en this droning Sr coyer peg*1 I ati ng tiM a drawing" Indicates e�eDta�pa Mr profeo pl.l erg'n..f1 rg 09 "it 7 19 9 ------ reapaal N I I tea eel el y Per the design doela. The ed O h l I I ty end ume el the M drwl ro Pon any' sstfuatur•l s the /'}/, Q DUR. FAC- 1. 15 FROM SC 8351 Ronne Circle dal a I I ty or the Sul l dl ng Bed Dar per M6l/IPI 1 Sec.:. "�N w.0.0"‘ ft 8351 Sacramento,('.A 95828 For wore I nforeati on see this 3 ob•5 general notes page and these web Si 1.s: • $PACING 24.O" J R E F- 1 VH 1561 ZD6 ALPINE: wow,el pi nel te.w w e: TP1: e.tpl nat.erg: e an'TCA: awe.sbci ndustry.c I CC: WM.I ccsafe.org , EXf.12 31-15 Gable Stud Reinforcement Detail ASCE 7-10: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure u, rrz L - k.uu 0r: 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or 120 mph Wind Speed, 15' Meon Height, Enclosed, Exposure D, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Po.rtialty Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (l) 1x4 'L' Brace * (1) 2x4 'L' Brace w (2) 2x4 'L" Brace ww (1) 2x6 'L' Brace w (2) 2x6 "L' Brace ** Bracing Group Species and Grades: Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: #1 , #2 4' 3° 7' 3' 7' 7^ 8' 7' 8' 11' 10' 3' 10' 8' 13' 6' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hen-Fir -p S P #1 / N_2 Standard #2 Stud rr #3 4' 1' 6' 7' 7' 1' 8' 6' 8' 10' 10' 1' 10' 6` 13' 4' 13' 10' 14' 0' 14' 0' p3 Stud #3 Standard • 0 1 r Stud 4' l" 6' 7' 7' 0' 8' 6' 8' 10' 10' 1' 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' I-I r Standard 4' V 5' 8' 6' 0' 7' 7' 6' 1' 10' 1' 10' 6' 11' 10' 12' 8' 14' 0' 14' 0' Douglas Fir-Larch Southern Pinewww Cu _ #1 4' 6' 7' 4' 7' 8' 8' 8' 9' 0' 10' 4' 10' 9' 13' 8' 14' 0' 14' 0' 14' 0' #3 #3 #2 4' 3' 7' 3' 7' 7' 8' 7' 8' 11' 10' 3' 10' 8' 13' 6' 14' 0' 14' 0' 14' 0' Stud stud Standard Standard r #3 4' 2" 6' 0' 6' 4' 7' 11" 8' 6' 10' 2' 10' 7' 12' 5' 13' 4' 14' 0' 14' 0' (U D r L Stud 4' 2' 6' 0" 6' 4" 7' 11' 8' 6' 10' 2' 10' 7' 12' 5' 13' 4` 14' 0' 14' 0' Standard 4' 0' S' 3' 5' 7' 7' 0' 7' 6' 9' 6' 10' 2" 11' 0' 11' 10" 14' 0' 14' 0' Group B: _U 141 / #2 4' 11° 8' 4' 8' 8' 9' 10' 10' 3' 11' 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir -P _ #3 4' 8° 8' 1' 8' 8' 9' 8' 10' 1' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #1 a Btr L U H f Stud 4' 8' 8' 1' 8' 6' 9' 8' 10' 1' 11' 7" 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #1 CU O r Standard 4' 8' 6' 11' 7' 5' 9' 3' 9' 11" 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pine*" #1 5' l' 8' 5' 8' 9' 9' 11' 10' 4' 11' 10' 12' 4' ~14' 0' 14' 0' 14' 0' 14' 0' #1 #t S P #2 4' 11' 8' 4' 8' 8' 9' 10' 10' 3' 11' 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' *2 112 #3 4' 9' 7' 4' 7' 9' 9' 9' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0" 14' 0' 1x4 Braces shall be SRB (Stress-Roted Board). o - t D F L Stud 4' 9' 7' 4' 7' 9' 9' 9' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' wwFor lxa So. Pine use only Industrial 55 or Standard 4' 8' 6' 5' 6' 10' 8' 7' 9' 2' 11' 7" 12' 1' 13' 6' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B Q #1 ! #2 5' 5' 9' 2' 9' 6' 10' 10' 11' 3' 11' 8° 13' 5" 14' 0' 14' 0' 14' 0' 14' 0' values no be used with these .rades. C5 ,P r #3 5' 1' 9' 0" 9' 4' 10' 8' 11' 1' 12' 9' 13' 3' 14' 0" 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: u c" Stud 5' 1" 9' 0' 9' 4' 10' 8' 11' 1' 12' 9' 13' 3' 14' 0" 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. 0 I Standard 5' 1' 8' 0' 8' 6' 10' 8' 11' 1' 12' 9' 13' 3' 14' 0" 14' 0' 14' 0' 14' 0' Provide uplift connections For 55 plf over X #1 5' 8' 9' 3' 9' 8' 10' 11' 11' 4' 13' 0' 13' 6' 14' 0' 14' 0' 14' D' 14' 0' continuous bearing (5 psi. TO Dead Load). d #2 5' 5' 9' 2' 9' 6' 10' 10' 11' 3' 12' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports pports load from 4' 0' outlookers #3 5' 3' 8' 5' 9' 0' 10' 9' 11' 2' 12' 10' 13' 4' 14' 0" 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. . 1 D F-L Stud 5' 3' 8' 5' 9' 0' 10' 9" 11' 2' 12' 10' 13' 4' 14' 0" 14' 0' 14' 0' 14' 0' Standard 5' 1' 7' 5' 7' 11' 9' 11' 10' 7' 12' 9' _ 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' Syron 17 Attach 'L' broces with lOd (0.128'x3.C' min) nails About jt- II H(I For (1) 'L' brace: space nails at 2' o.c. 1/Gable Truss , A iii in 18' end zones and 4' c.c, between zones. Diagonal brace option: '�' **For (2) 'L' braces: space nails at 3' o.c. 6■ in 18' end zones and 6' between zones. vertical length may be ■ • • 0 doubled when diagonal : ♦ 'L' brtcir,g must be a minimum of 80/, of web brace Is used. Connect � member length.diagonal brace For 450# 'L' •nt each end. Mnx web grace Gable Vertical Plate Sizes total length is 14'. • . Vertical Length No Spice 2x4 DF-L #2 or • Less than 4' 0' 1%4 or 2%3 better diagonal Greater than 4' 0' 3% Vertical length shown brace; single in table above 45 or double cut 1■•J(a5 shown; at ■,1.` Q Tapper end. • • ■ • ■ �1 • Refer to common truss design for />_•�•�•�•�m.�•�• m� • • ■ r1 peak, splice, and heel plates. ontimucus Bearing Re Fer, to the Building Designer for conditions Connect diagonal at ' midpoint of vertical web. Refer to chart above For r'.-. e /� l not addressed by this detail. •wWARNINGIww READ AND FOLLOW ALL NOTES ON THIS BRAVING! Gr yD'AO/" wwIIWU+TANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. `4,Ct F REF ASCE7-10-6 Fl -i- Trusses require extreme care in fabricating, handling, shipping.installing and bracing. Refer to and II w follow the latest edition of SCSI <Bu/!ding Component Safety Information, by TPI and SBCA) for safety 14859"' DATE 10/01/14 practices prior -to performing these functions. Installers shall provide temporary bracing per SCSI - - --- Unless noted other«se, top chord shall hove properly attached structural sheathing and bottom CC 1' DRWG Al4015ENC101014 p__, _ °w shall hove a properly attached rigid ceding Locations shown for permanent lateral restraint of , ' /- u lI F� FI shall ylve bracing installed per BCSI sec twos B3 B7 or BIO. os opplicoble. Apply plates to each fort `' El of truss and drawings 1 0 os shown above antl a the o t Details.unless noted otherwise 1. Refer to drawings I60A Z For standard plate positions. Alpine. a division of ITV Building Components Group Inc. shall not be responsible For any deviation from • -'l' AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI I, or For handling, shipping, a_• V Installation a lorodirg of trusses 9 � C T 199 �� MAX. TOT. LD. 60 PSF A seal on this drawing or cover page listing this drawing,indicates acceptance of professional ��ns 44 engineering responsibility solely for the design shown. The suitability and use of this drawing Y w 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. �4Nw.C"`' Earth City.MO 63045 For wmore information see this job's general notes page and these web sites - `'PACING 24.0e ALPINE,w w.alpineitw.con, TPI,www.tpinst.orgl SBCA: www.sbcindustry.orgl ICC, www.wcsafe.org EXP.12 31 15 ) E 4 Goole De -tail For Let—in Verticals Gable Truss Plate Sizes ' Abeu24 + Refer to appropriate Alpine gable detail For minimum plate sizes for vertical studs. 11 GRefer to Engineered truss design for peak, \ splice, web, and heel plates. w /% \� w \\ ©If gable vertical plates overlap, use a \\ 1+ 1 single plate that covers the total area of \� 1 ` . �� the overlapped plates to span the web. cable © 2X4 p Vertical ical Example. 9 /' `\tYP v \ , % 2X4 2X8 \ "T" Reinforcement Attachment Detail \\ \ �/ ---- - - - - 'T' Reinforcing 'T' Reinforcing .� , Member Member 71‹.0 ' + Toe-nail - Or - End-nail \ 1 a 1(/� o t o `' o e a 0 ►1 /� �+ 1 .• To convert from 'L` to 'T' reinforcing members, �J multiply 'T" Increase by length (based on Provide connections for uplift specified on the engineered truss design. appropriate Alpine gable detail). Attach each 'T" reinforcing member with End Driven Nails Maximum allowable "T' reinforced gable vertical 10d Common (0.148'x 3.",min) Nails at 4' o.c. plus length is 14' From top to bottom chord. (4) nails in the top and bottom chords, "T' reinforcing member material must match size, Rigid Sheathing Toenalled Nails specie, and grade of the "L" reinforcing member. Lod Common (0.148'x3',min) Toenails at 4' o.c plus W vT" Brace Web Length Increase w/ Pil 4 Nails � �� (4) toenails In the top and bottom chords. 'T' Reinf. 'T' ,T, This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing I wind load. 2x4 30 Y. Member ASCE 7-OS Goble Detail Drawings Example 2x6 20 (]- A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph A13030051014, A12030051C14, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Gable Nails Truss Spaced At ASCE 7-l0 Gable Detail Drawings Gable Vertical = 24"o.c. SP M3 4' o.c. A11515ENC101014, A12015ENC101014, AI4015ENC101014, AI6015ENCI01014, T' Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENC101014, A20015END101014, A200I5PED101014, 'T Brace Increase (From Above) = 30% = 1.30 A11530ENC101014, A12030ENCI01014, A14030ENC101014, A16030ENC101014, (1) 2x4 'L' Brace Length = 8' 7' A1803OENC101014, A2003UENC101014, A20030END101014, A20030PE810101a Maximum 'T' Reinforced Gable Vertical Length 1.3D x 8' 7" = II' 2' See appropriate Alpine gable detail for maximum unreinforced gable vertical length. _- it 4 Nails L. A ►-. Ceiling 4Qpo PRner •AWARN1NG!e• READ AND FOLLOW ALL NOTES ON THIS DRAWING' REF LET-IN VERT ••IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS A Trusses require extreme core n fabricating,handling, shipping, installing and bracing Refer to and c• Collor the latest edition of BEST <Euilding Component Safety Information,by TPI and SBCAT for safety 14659 '9 DATE 10/01/14 proctices prior to performing these functions. Installers shall provide temporary bracing per SCSI. C Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG GB' I ETIN1014 shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /' 1 shall hove bracing installed per SCSI sections 83, B7 or BIt, as applicable. Apply plotes to each fpcp /Q 11_,I I I) `IImo\ II l l of truts and position os shown above and on the Joint Details, unless noted otherwise. s ILJ, ILII \V�JI I Refer ;o drawings 16i]A-Z For stpndnrtl plate positions. : .• AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation Frog • V this drawing, any failure to build the truss In conformance with ANSI:FPI I, or for handling, shipping, q, C 7,199 �"Ay MAX. TOT. LD, 60 PSF Installation E bracing of trusse Q` A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing T��NW.Ce" DUR. FAC. ANY 13389 Lakefront Drive for any structure Is the responsibility of the Bulling Designer per ANSI/TPI I Sec.2. • Earth City.MO 83045 For wmore ,nfermat,an see this Jobs general mites page and these wewwsites EXP.12-31-15 MAX. SPACING 24.0" , ALPINE. w w,olpineltw.com. TFI eop..tpinst.arg,SBCA w w.sbcindustry.org. ICC c__, . .,g I • J [ 12' H ' . STR. MONO GABLE A01 El W Z G) --- CO C I- '''' CI z D M OI> n � 0=w iv CCxi O _j II � Z ZF N - > - � INpI- X cn p m. pO -6 NOZ = — p .' _ Q r D K — Z = W N Z v V i_ STR. MONO GABLE A01 Customer:PARR LUMBER RALEIGH HILLS ci+ p O D Owner:BEDUIN RESIDENCE �� tx nonnovarjx, m o co Plan:REAR PORCH ADDITION ��' caoa�ea�+sPero,nc z w z0 Salesman:DH TRUE-WAY- �.+�Fu 187T•TRUSWAY Toll Fn Elevation MONO TRUSSES un o, Aµ"ill".our*; wM Stmt • REVISIONS = rW V 31.29' Q Z __ 37.82' 9.9'. I - , 20-0'_ r i >ETBACK 1 i :D-0'iEfJ CK 0 .1 r J I 1 t ■ L I NEW COVERED PATIO I P.O.BOX 8713 BEND.O R.97708 1 I 00 PHONE cV I I -- 541-408-6212 0 N I r 0 0 EXISTING I HOUSE I EXISTING ENTRY I ------J MS'-201d ° 1 1 EXISTING DRIVE { LI S 6.0/e 6.0/e C/(t 0 1 is 7 7,7R,?,,f < CV g SW COLE LANE z 5�e/ € f3/oc.,1,4 ,� L . 3 _ 73 5730 L] SITE PLAN ' DATE: 5.25.15 CITY OF TIGARD SCALE r=to' DRAWN:CEB Approved by Planning CD567 Date. L_____2_- 3 _ S SHEET: 1 Initials: ' -I- OF 3 SHEETS