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Report w$ 1S �olo1/ /OCR) SA) nrart/ s7 ASPECT WPC 21095 Quail Lane P:54t 550.8416 Bend,OR 97701 E:aian@aspectengr.com ENGINEERING www aspectengr.com June 15, 2015 .6 ? • Pine Ridge Design Attn: Craig Boling �. PO Box 8713 Bend, OR 97708 Re: Beck Residence Patio Roof 10580 SW Naeve Street 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: PRO, ViVel 089 rk S. Alan Bodnar, P.E. ,.Lf Att. 9, Q "4 I EXPIRES:/ 305 1 ASPECT 21095 Quail Lane P:541,550.8416 ® Bend,OR 97701 E:alan@aspectengr.cam MIR f ,.. DIGNEER1h1G 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 (V„n) ii. Exposure: 'B' iii. Topographical Effects: No d. Seismic Criteria: i. SDC: 'D1' 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 '/2" 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: Beck Aspect Engineering Client: Pine Ridge 21095 Quail Lane Job Number: 150601 Bend,OR 97701 Date: 6/15/2015 Attachment to Building: 2x10 ledger w/(2)7/16" screws @ 16" o.c. . lbf 'dead:= lOpsf•Eft= 60 ft Uniform loads at ledger wsnow• lbf 25psf•6ft= 150• ft ` 1 _ ( dead + '1.3 wsnow� 3ft _ 139.7 lbf Pounds per screw screw' 2 Zpe1.p:= 1401bf Allowable NDS perpendicular load per screw 140 lbf allowable> 139.7 lbf actual, therefore, (2)screws @ 16" o.c. OK See next Daae for lateral (wind &seismic), and uplift calculations Project: Beck Aspect Engineering Client: Pine Ridge 21095 Quail Lane Job Number: 150601 Bend,OR 97701 Date: 6/15/2015 Check Wind Uplift: Rafters: Puplift 25.77psf Ultimate load pupliftASD •6•Puplift= 15.462•psf Reduced for Allowable Stress Design Droof 1Opsf Dead load of roof NetUplift:= Pu - •6'Droof = 9.462•psf Less than D+ S, therefore, connection at existing wall is OK Upliftrafter NetUplift•2ft•6ft= 113.5 lbf H1 allowable uplift = 585 lbf> 113.5, therefore OK Beam/ Column: Center Support: W Upliftrafter _ 56.8--lbf 6 8 lbf Uplift force per unit length of beam uplift'— 2ft ft Upliftcentercol := Wuplift'11.5ft 652.9Ibf Maximum uplift at center columns Upliftcentercol = CC66upliftallowable 40401bf Exceeds column uplift, therefore, OK ABU66upliftallowable:= 23001bf Exceeds column uplift, therefore, OK Edge Support: Wuplift'7ft= 397.4 lbf UPliftedgecol := ECC66upliftallowable:= 1165Ibf Exceeds column uplift, therefore, OK End column base not checked-uses same anchorage as center columns Check Seismic Loading: V:= 5101bf Seismic Base Shear(see attached calculation) v:= V = 14.6.lbf Diaphragm Load is 14.6 plf-by inspection, attachment OK 35ft ft ASPECT Aspect Engineering Project Title: M 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed.15 JUN 2015,10:07PM i C.tC €rslitmao^'"Deski*As} wnajects"505,9, 1 E13-1 G6 C 2.121609»6 Alternate ate 1 Heights is in 1... . , EN CWC 19.2016. 1 19 SIS*19 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: Patio Roof - ti::'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 ftwith(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+1<1*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 net Kzt WIND PERPENDICULAR TO RIDGE psf Interpolation = Enclosed - Partially Enclosed 25.77 psf for 3:12 +In -Internal +Internal -Internal Leeward Roof or Flat Roof pitch roof -13.88 -7.36 -7.78 -0.84 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -22.93 -16.62 -29.66 -9.89 Condition 2 -5.89 0.42 - .. 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 a Cladding per IBC 2012;Tape 1609.6:2, ',Section 2&3 Design Pressure P = 0.00256 V^2 K CK netz zt Description Continuity Item Type Eff.Area 2 Kz Enclosed E closeyd 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: 21095 Quail Lane Me Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Punted:15 JUN 2015,1007PM r FA$ c thitroukNeo-4 CASpecin 950 501 ', tog rt6 1B 0 2toffs rria '47,71" h'tS Wind l t X45 '1 Lic.# KW-06008449 Licensee:S.ALAN BODNAR Description: Patio Roof WOR&Parapet Components&Cladding,p lBC 2012 Table 1 6.2, Section 4& Design Pressure P = 0.00256 V^2 K C K et n Description Continuity Item Type Z,Ht.Above velGround E ft Area Enclosed Enclosed No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.66 +: 24.35 32.15 : -26.55 -34.10 • 1 ASPECT Aspect Engineering Project Title: 21095 Quail Lane22 Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015,10:09PM -ASCE Sei ifIIc Epi Sfiear cltis�rsfAiANSr}1 t .1s : ` Lie.#:KW-06008449 Licensee:S.ALAN BODNAR Patio Roof Risk Category Calculations per ASCE 7-10 ' Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2, Table 15-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gric)ded SS&S1values ASCE 7-10 Staff lard 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 Si = 0.4183 g,1.0 sec response Location: Portland,OR 97224 Site Class°Sit toeff',and Design Categfy Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.12 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.064 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 = 0.662 ASCE7-10 Eq. 11.4-2 Design Spectral Acceleration S =S *2/3 = 0.709 ASCE 7-10 Eq. 11.4-3 DS MS Sof S Mi*2/3 = 0.441 ASCE7-10 Eq. 11.4-4 -Seismic Design Category = D ASCE7-10 Table 11.6-1&-2 ResistinS' ysteln 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" = 400 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 RedUnd tiCtor „ ASCE 7-10 Section 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor"p"=1.3 Lateral;Force ProCerkt , r: . . ASCE 7-10 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 Deteirtire Building Period Use ASCE 12.8-2 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^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 7 Response C ASCE7-10 Section 12.8.1.1 5 D$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 12.8.1.3: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 Lane22 Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015,10.09PM - t11:ersC— ,' 1 11 .CKFG ttECfi pii, Se1Si1i 1 E3 $11 + '� ,, AeNt ioRIAkkl Yh ttFmlectsi45tt601 , _y. .; :. .��,;) -. . .•...,., . , )=N�tt.� ?i..Iv201ntd:P'1�r.915 V�.°:'#,19 Lic.#: KW-06008449 Licensee:S.ALAN BODNAR - Seisfri1C BaSe S 3 ASCE7-10 Section 12.8.1 Cs = 0.1091 from 12.8.1.1 W(see Sum Wi below) = 4.68 k Seismic Base Shear V= Cs*W = 0.51 k Vert tD stribution of Seismic Forces ASCE 7-10 Section 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)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 4.68 12.00 56.16 1.0000 0.51 0.51 0.00 Sum Wi= 4.68 k Sum Wi*Hi = 56.16 k-ft Total Base Shear= 0.51 k Base Moment= 6.1 k-ft Dicaptiraig'11',Fc rce Sniic Design Categmy"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 4.68 0.51 0.51 4.68 0.66 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*SOS *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: Me21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING• Printed:11 JUN 2015,9:22AM � _ I 0-106:1t t l505011 eve 0taim 1 RCALC ft ;;1183-201 t 'id:69 I t9 Ver:6.151 Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: Rafters COM REFERENCE " 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 900.0 psi E:Modulus ofElasticiry Load Combination IBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.020)S(0.050) x � i .te r ,, , 1c^`- ` 2x10 2x10 Span=12.0 ft Span=1.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. - Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=2.0 ft DESIGNSLIMi 1KY ..- •• _,....... Desi.n OK Maximum Bending Stress Ratio = 0.527. 1 Maximum Shear Stress Ratio = 0.195 : 1 Section used for this span 2x1 0 Section used for this span 2x1 0 lb:Actual = 689.58 psi fv:Actual = 40.38 psi FB:Allowable = 1,309.28 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.899ft Location of maximum on span = 11.263 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.144 in Ratio= 997 Max Upward Transient Deflection -0.049 in Ratio= 644 Max Downward Total Deflection 0.202 in Ratio= 712 Max Upward Total Deflection -0.069 in Ratio= 460 4 ,.xtm Ilt11 1?rces&Stresses for toad 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 Fv +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.192 0.071 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.35 197.02 1024.65 0.11 11.54 162.00 Length=1.330 ft 2 0.010 0.071 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.92 1024.65 0.01 11.54 162.00 40+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.173 0.064 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.35 197.02 1138.50 0.11 11.54 180.00 - Length=1.330 ft 2 0.009 0.064 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.92 1138.50 0.01 11.54 180.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.138 0.051 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.35 197.02 1423.13 0.11 11.54 225.00 Length=1.330 ft 2 0.007 0.051 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.92 1423.13 0.01 11.54 225.00 +D+541 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.527 0.195 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.23 689.58 1309.28 0.37 40.38 207.00 ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:11 JUN 2015,9:22AM vvt • CAUSers 3tBGteSkiOpSpedPfojeet5O *erk.e4OOu Beam E '._... A Efil -'4,,, C INC.19 -2G 16;t 4-81511%.fr8151 et, Lie.#:KW-06008449 Licensee:S.ALAN BODNAR Description: Rafters Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V iv Pv _ Length=1.330 ft 2 0.027 0.195 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.06 34.73 1309.28 0.04 40.38 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.138 0.051 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.35 197.02 1423.13 0.11 11.54 225.00 Length=1.330 ft 2 0.007 0.051 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.92 1423.13 0.01 11.54 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.433 0.160 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.01 566.44 1309.28 0.31 33.17 207.00 Length=1.330 ft 2 0.022 0.160 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.05 28.53 1309.28 0.03 33.17 207.00 +D+0,60W4l 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.108 0.040 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.35 197.02 1821.60 0.11 11.54 288.00 Length=1.330 ft 2 0.005 0.040 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.92 1821.60 0.01 11.54 288.00 +0+0.70E+11 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.108 0.040 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.35 197.02 1821.60 0.11 11.54 288.00 Length=1.330 ft 2 0.005 0.040 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.92 1821.60 0.01 11.54 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.108 0.040 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.35 197.02 1821.60 0.11 11.54 288.00 Length=1.330 ft 2 0.005 0.040 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.92 1821.60 0.01 11.54 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.311 0.115 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.01 566.44 1821.60 0.31 33.17 288.00 Length=1.330 ft 2 0.016 0.115 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.05 28.53 1821.60 0.03 33.17 288.00 +0+0.750L+0.7505+0.5250E+11 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.311 0.115 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.01 566.44 1821.60 0.31 33.17 288.00 Length=1.330 ft 2 0.016 0.115 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.05 28.53 1821.60 0.03 33.17 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.065 0.024 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.21 118.21 1821.60 0.06 6.92 288.00 Length=1.330 ft 2 0.003 0.024 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.01 5.95 1821.60 0.01 6.92 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.065 0.024 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.21 118.21 1821.60 0.06 6.92 288.00 Length=1.330 ft 2 0.003 0.024 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.01 5.95 1821.60 0.01 6.92 288.00 Overall XIilttln i eectioi1S Load Combination Span Max.'"Deli Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.2020 6.034 0.0000 0.000 2 0.0000 6.034 +D+S41 -0.0693 1.330 Vertical R actions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.415 0.518 Overall MINimum 0.071 0.089 +D+H 0.119 0.148 +D+L+H 0.119 0.148 +D+Lr+H 0.119 0.148 +0+5+1-1 0.415 0.518 +D+0.750Lr+0.750L+H 0.119 0.148 +D+0.750L+0.750S+H 0.341 0.426 +D+0.60W+H 0.119 0.148 +0+0.70E+H 0.119 0.148 +D+0.750Lr+0.750L+0.450W+H 0.119 0.148 +D+0.750L+0.750S+0.450W+H 0.341 0.426 +D+0.750L+0.750S+0.5250E+H 0.341 0.426 +0.60D+0.60W+0.60H 0.071 0.089 +0.60D+0.70E+0.60H 0.071 0.089 . D Only 0.119 0.148 Lr Only L Only S Only 0.296 0.370 ' W Only E Only H Only ASPECT Aspect Engineering Project Title: 2 2 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING .n` 1i �l�...((6,,[[[ PriMed:l�lyyJUN 2015,9:23AM 1A1 . ra ��y�{ \ -P. �[L'u r iia.tUs r 1.AN r'tl Y Hfl4 8 150501 I� ��{'# � �� �d•°t,',,1�;,?�... ...r„ T ffi/y,?, .. .1414..,,, .. -' . '', ._ ENER .C,INC.1 .i�> 11t�Ver:(*�15;1'tg .;'.. Lie.# KW-06008449 Licensee:S.ALAN BODNAR Description: RB-1 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 900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.075)S(0.185) + + i i r of �> ,t£y / " kr sy/ ,� s as 'V 6x10 X Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0750, S=0.1850 Tributary Width=1.0 ft DESIGN SUMMAI$ Design OK Maximum Bending Stress Ratio = 0.656 1 Maximum Shear Stress Ratio = 0.188 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 678.84 psi fv:Actual = 38.90 psi FB:Allowable = 1,035.00 psi 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 = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.138 in Ratio= 1042 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.194 in Ratio= 742 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Fes;&Stresses to d Continatii s. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.242 0.069 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 810.00 0.39 11.22 162.00 +D+L+H 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 0.218 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 900.00 0.39 11.22 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.174 0.050 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1125.00 0.39 11.22 225.00 -+D+S+H 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 0.656 0.188 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.68 678.84 1035.00 1.36 38.90 207.00 +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=12.0 ft 1 0.174 0.050 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1125.00 0.39 11.22 225.00 +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=12.0 ft 1 0.539 0.154 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.85 558.09 1035.00 1.11 31.98 207.00 ASPECT Aspect Engineering Project Title: 22 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:11 JUN 2015,9:23AM i a _ .: f Re X15 V ro)Fx fr @ 1 1.ec6 Woad Qec"� Vit ANBt} `,:..K �\.�.. ,..... y '^/,,,. �..,.••. <. = E 1ERAL Ric tomli �',' Jld'6'1 *� " Irs1s ', Lic.#:KVV-46008449 Licensee:S.ALAN BODNAR Description: RB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEA/ C i Cr Cm C t CL M fb F'b V fv Pv +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=12.0 ft 1 0.136 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1440.00 0.39 11.22 288.00 +0.860D+0.70E41 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 0.117 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.16 168.40 1440.00 0.34 9.65 288.00 +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=12.0 ft 1 0.136 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1440.00 0.39 11.22 288.00 +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=12.0 ft 1 0.388 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.85 558.09 1440.00 1.11 31.98 288.00 +0.8950D+0.750L+0.750S+0.5250E 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 0.373 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.71 537.53 1440.00 1.07 30.80 288.00 +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=12.0 ft 1 0.082 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.81 117.49 1440.00 0.23 6.73 288.00 +0.740D+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=12.0 ft 1 0.101 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 144.91 1440.00 0.29 8.30 288.00 tall €imum Defleclin .. Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1941 6.044 0.0000 0.000 Vertical Reactions w A , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.560 1.560 Overall MINimum 0.270 0.270 +D+H 0.450 0.450 +D+L+H 0.450 0.450 +D+Lr+H 0.450 0.450 +D+S+H 1.560 1.560 +D+0.750Lr+0.750L+H 0.450 0.450 +D+0.750L+0.75054l 1.283 1.283 +D+0.60W+H 0.450 0.450 +D+0.70E+H 0.450 0.450 +D+0.750Lr+0.750L+0.450W+H 0.450 0.450 +D+0.750L+0.750S+0.450W+H 1.283 1.283 +D+0.750L+0.750S+0.5250E+H 1.283 1.283 +0.60D+0.60W+0.60H 0.270 0.270' +0.60D+0.70E+0.60H 0.270 0.270 D Only 0.450 0.450 Lr Only L Only S Only 1.110 1.110 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)far 1,8E Para Ramo PS1, Co 3a nmizawkoliti-L:12VM E A€ Bearing &', €€ 125% €€ :: �! *0413:x: ..°�° s€", 41 r05% =Mat -115% .: . ` 10595 11,200 11,545; 15,890 16.800 17,320 21,190 22,395 23,095 33,295 36,675 38,735 40,000 40,000 40,000 4a 000 40,000 40,000, :........§ ELITEMEWM.17-0._ a ;! d # a .t.44'Im'S, =i 9 R'f 6 €#:8 ,: 9€f 4 , 'i[ E7d'dd €di4 5; __-- 1,550 7,71 10,900 Ma 11,570 IME115,100" 15,425 26„650 490 29,555 35,530 37,E 39,410 40,000 40.000 40,000 11a €_' 9 d; ; €d v =d€ �'- € 1 d€H ELM 40°€t`€ 10' 5200 mg 5,445 7,800 8,035 8,170 10,400 10715 10,895 20,660 21695.77,200 27,545 28,925 40,000 40,000 40,000 O 1 :i € E '415E2 /MUM: _ E t1 `9j? :fd6E€r € - € dd3 ,1 !€B t4' 3100 3065 3,100 4,500 4596 1,645 6,005 6,125 6,195 :'d 13560 17185 17° <5 18 080 Egg 35,385 36,}20 16 f E( dd 1 6 ° € ' 1 9 ° : : �: E a4 € €1 8670 8 885 9'd 10 11,560 11850 1 010 24 020 24,860 25,345 € bsraho ai'14. € 1 € 'S €'EE EE � € d d17,630 18,125 18,40245 _ fl pp ASPECT PROJECT: BECK RESIDENCE 21095 Quail Lane Bend, OR 97701 CLIENT: PINE RIDGE - (541) 550-8416 ph JOB No.: 150501 DATE: 6/11/2015 ENGINEERING PREPARED BY: SAB CHECKED BY: SAB ASPECT Aspect Engineering Project Title: III 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed:15 JUN 2015,10:12PM s ' ''fq F CiUSersfA 3 io + e . ' ,1150501 t1BEcKFO EC6 Wood Column ; f 3.2015.1 11kf.6i1 1,9tVer 50191,. 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 Widthin Allow Stress Modification Factors Wood Species Douglas Fir-Larch 5.50 Wood Grade No.2 Exact Depth 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 lx 76.255 inA4 Cf or Cv for Tension 1.0 Fb-Compr 750.0 psi Ft 475.0 psi ly 76.255 inA4 Cm:Wet Use Factor 1.0 Fc-Pill 700.0 psi Density 32.210 pcf Ct: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 75.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No(non-glb ony) 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... Axial Load at 10.50 ft,Xecc=1.0 in,Yecc=1.0 in,D=8.650 k DESIGNSU MAR Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9987:1 Maximum 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 8.650 k for load combination: +D+H Applied Mx -0.7208 k-ft Applied My -0.7208 k-ft Along X-X -0.08964 in at 6.131 ft above base Fc:Allowable 700.0 psi for load combination:+D+H 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 colcommtglwalizemilts 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 10.50ft +D+L+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft • +D+Lr+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft +D+S+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft +0+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 10.50 ft • +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 10.50ft 0.01335 PASS 10.50 ft +D+0.750L+0.750S+0.450W+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50 ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.9987 PASS 10.50ft 0.01335 PASS 10.50ft +0.60D+0.60W+0.60H 1.000 1.000 0.5592 PASS 10.50ft 0.008010 PASS 10.50 ft ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING# Primed:15 JUN 2015,10:12PM U _ z F 16xtier�x13 -1 r 11� 116:€KFO.1EC6Wo onn ,,4 '..;1),,,,,,i1 ENEAt)t, 12$0119 Ve&15:119� EA h , - ,,y Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: Typical Post(6x6) • Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination p C D CStress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.000 1.000 0.5592 PASS 10.50 ft 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 +D+H -0.069 0.069 k -0.069 0.069 k 8.721 k +D+L+I-I -0.069 0.069 k -0.069 0.069 k 8.721 k +D+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 +D+0.750Lr+0.750L+H -0.069 0.069 k -0.069 0.069 k 8.721 k +D+0.750L+0.750S+H -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 +0+0.70E41 -0.069 0.069 k -0.069 0.069 k 8.721 k +D+0.750Lr+0.750L+0.450W+H -0.069 0.069 k -0.069 0.069 k 8.721 k +D+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 +0.60D+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 E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+l-4 -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+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+0.750L+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+0.750L+0.750S+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+0.60W+1-1 -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+0.70E+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+0.750Lr+0.750L+0.450W+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +0+0.750L+0.750S+0.450W+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +D+0.750L+0.750S+0.5250E+H -0.0896 in 6.131 ft -0.090 in 6.131 ft +0.60D+0.60W+0.60H -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 'FOUNDATION SCHEDULE MARK MAX LENGTH WIDTH THICK REINFORCEMENT LOAD [F-1 ] 5,500# 2'-0" 7-0" 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 next page for footing calculations (F-1) 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 ch ° _ F— ° .�Ei13 1=ItsI f(u . lIFIEF €If�j11 IFi3�i I E iIF Fli it it 'NF1 � I'I�: I 11 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: BECK RESIDENCE 21095 Quail Lane Bend, OR 97701 CLIENT: PINE RIDGE (541) 550-8416 ph JOB No.: 150501 DATE: 6/11/2015 ENGINEERING PREPARED BY: SAB CHECKED BY: SAB ASPECT Aspect Engineering Project Title: M21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr. ENGINEERING Printed:15 JUN 2015,10:13PM General FjJtIng -I 1t��1683.201`, ,a1fs.1.' ::5: 19 Licensee:S.ALAN BODNAR Lic.#-: KW-06008449 Description: F-1 DESIGN SUMMARYDesign OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9973 Soil 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 Ratio X-X,+D+l-1 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 OVOthltning Stt i ity Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Siang 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? in"2 in"2 in"2 k-ft ASPECT Aspect Engineering Project Title: 21095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Punted:15 JUN 2015,10:13PM Genes it*$ rig . V a , ,,, 114 Lic.#: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+1.601-I 0.0 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK ASPECT Aspect Engineering Project Title: 21095 Quail Lane29 Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Prmted:15 JUN 2015,10.13PM vs4$'n irdl'uo©#It1 CYtlsstAlANBf1 t15ti}1 1ttOM1: a EI`11KCALGAC.`t9832015;:$uakE635.1:19,1 :6:151103.:' Lic.# KW-06008449 Licensee:S.ALAN BODNAR Description: F-1 Fouling Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? i02 inA2 inA2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60K 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+1.60K 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,+1.20D+0.50Lr+0.50L+W+1.6011 0.3438 -Z Bottom 0.216 Min Temp% 0.30 8.974 OK X-X,+1.20D+0.50L+0.50S+W+1.60K 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,+1.200+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,+1.200+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,+1.200+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,+1.200+1.60Lr+0.50W+1.60K 0.0 -X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+1.200+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+1.60K 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,+1.200+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 &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+0.705+E+1.60H 0.3438 +X Bottom 0.216 Min Temp% 0.30 8.974 OK Z-Z,+0.900+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 +XBottom 0.216 Min Temp% 0.30 8.974 OK Way shear 1,. Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 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 11.349 psi 11.349 psi 11.349 psi 11.349 psi 11.349 psi 75 psi 0.1513 OK +1.200+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 +1.200+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 +1.200+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK • +1.200+0.50L+1.60S+1.60K 3.547 psi 3.547 psi 3.547 psi 3.547 psi 3.547 psi 75 psi 0.04729 OK +1.200+1.60S+0.50W+1.60K 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60K 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: 2221095 Quail Lane Engineer: Project ID: Bend,OR 97701 Project Descr: ENGINEERING Printed 15 Geiser of 000ln� rte! ,3,,i < --4,-64 ;0,. /z ,,,,t ENERcAte ilia]8 1 i� rN ffi t 16419 8Af • Lic.#:KW-06008449 Licensee:S.ALAN BODNAR Description: F-i • PunchingShur All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status • +1.40D+1.60H 0 psi 150psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 40.857 psi 150psi 0.2724 OK +1.20D+1.60L+0.50S+1.60H 40.857 psi 150 psi 0.2724 OK 1 +1.20D+1.60Lr+0.50L+1.60H 12.768 psi 150psi 0.08512 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 150psi 0 OK +1.20D+0.50L+1.60S+1.60H 12.768 psi 150psi 0.08512 OK +1.20D+1.60S+0.50W+1.60H 0 psi 150psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 12.768 psi 150psi 0.08512 OK +1.20D+0.50L+0.50S+W+1.60H 12.768 psi 150 psi 0.08512 OK +1.20D+0.50L+0.70S+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 • •