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l3u P4 v' cbva 3 r3/ x,(RECEIVEP Baja Construction Co., Inc. Page 1 of(00 223 Foster Street Job#2012 Martinez, CA 94553 JAN 5 Z016 11/10/2015 0 (800)336-9600 cITYOFTIGneD BUILDING DIVISION Double Post Carport Structures #2012 Bonaventure of Turd 15000 SW SW Hall Blvd., Tigard OR 97224. for: Bonavenrure Construction -----==-------------==---------------- Design Criteria(2009 IBC): Occupancy Category ..................................... II OFFSsi Importance Factor ........................................... 1:— 1.0 1 30 EN 1 �'FF Use: Alternative Basic Load Combinations(Section 1605.3.2) � � Basic Wind Speed(mph) ................................ 110 mph (ult.) OREGON Wind Ex osure ...-..-..-..-..-..-..-..-.._..-...... C ✓ �� '� p F G/ 26, ASD Wind Factor .......................................... w=1.0 �j MI CHW- P� (no stress increase) Snow Load .................................................... Pf := 25.0-psf 1:-10-2015 Seismic design category ................................ D Siteclass .......................................................... D Allowable Stresses Roof sheeting ......................................... ASTM A792 Grade 80 Fy:= 80.0-ksi Fb := 36.0.ksi Frames,purlins......................................... ASTM A653 Grade 55 Fy:= 55.0 ksi Fb := 33.0•ksi Allowable soil bearingpressure .......... SBP,11o,,,:= 1500-psf Passive Pressure ..................................... Sa:= 100 pcf Concrete ................................................... fc:= 2500 psi at 28 days Reinforcements ....................................... ASTM A615,Grade 40 (min.) Roof Dead Loads: Roof Sheeting ..................._........................ RDLI :— 0.90 psf Framing .......................................................... RDL2= 1.50-psf Misc. .............................................................. RDL3 0.80 psf Total Roof Dead Load, RDL:= RDLI + RDL2+ RDL3 RDL= 3.20 psf Baja Construction Co., Inc. Page 4-1 223 Foster Street Martinez, CA 94553 (800) 366-9600 Pier Footing: 24"�x 6'-8" deep Hcol= 12.00 ft Mmax= 9.849 ft kips Equivalent Point Load, P:— Mmax P=0.82 kips Hcol Allowable lateral bearing pressure ...................... Sa= 100.00 psf ft Pole diameter(or diagonal) .................................... b:— 24.O-in r:= 0.5-b r= 12.00 in Structure is not adversely affected by 1/2"ground motion — use twice value of Sa Unconstrained pier embedment depth ........... Dunconst:= 6.67-ft St := 2-Sa Dunconst St = 444.67 psf 3 2.34-P A:= A=2.16ft St-b dunconst 2 '(1 + 1 + 436--Hcol) d�const=6.50 ft Check Pier Footing for Vertical Loads (DL+LL): Max.Vertical Load ................ P:= Pdl + Psl P=4.568 kips Allow.Soil Bearing: SBPapoµ,= 1500.00 psf Allow.Skin Friction ............. Ff := SBP allow Ff =250.00 psf 6 Pier Capacity ......................... Cap:= mbTf Cap = 1570.80 plf Friction capacity .................. F:= (Cap) (Dunconst— 1.O ft) F= 8.91 kips _ O.K. (neglect top 1.0 ft) Check Pier Footing for Uplift Loads (DL+Wind): Pwindma .neg:= 20.898-psf Uplift:= w (0.6Pwindmaxneg —0.67 RDL) (sco1)-(dco) Uplift= 1.684kips Weight of footing ................ Wftg:= (145•pcf) (n rz) (Dunconst) Wftg= 3.04 kips — O.K. for uplift,use I/3 of skin friction only: FS--- Wftg+ 0.33•F FS= 3.55 Uplift Baja Construction Co., Inc. Page �$ 223 Foster Street Martinez, CA 94553 (800)366-9600 Required column embedment: Dead Load+Roof Snow ................................ MDL+ MSL) = 0.00 ftkips Dead Load+Wind Load ............................... MDL+ Mwindt,.,,) =9.849 ft-kips Dead Load+Wind Load+1/2 snow ........... MDL+ Mwindt,., + 0.5.MSL) =9.849 ft-kips Dead Load+Snow load+1/2 Wind ............. MDL+ MSL + 0.5-Mwindna„s„) =4.924ft-kips Dead Load+Snow Load+Seismic/1.4 ....... MDL+ MSL+ no-Mgh) = 5.795 ft-kips Mmax:= 9.849-ft-kips Load factor .......... LF:= 1.7 LF-(Mmax) = 16.74ft-kips ACI318-11 Section 10.14: Strength reduction factor .............................. := 0.65 Concrete Strength .......................................... fc:= 2500-psi Design bearing strength ............................... Fbrg:= x-(0.85-fc) rylm a Fbrg= 1.38 ksi Column flange width ...................................... b,,,:= 5.0-in w:= (Fbrg).(beo) w= 82875.00 plf Required column embedment: 6.(LF)-(Mmax) dregd �- dregd= 13 in w Title Block Line 1 Project Title: AIA You can change this area Engineer: Project ID: !a using the"Settings"menu item Project Descr. and then using the"Printing& Title Block'selection. ` Title Block Line 6 Pnnted 100EC 2015,1H50PM File= lUsemWaniloDOCUME-iW-CALC-ID-DOUB-1101-STD-12012-D-i@012SP-l.EC6General Footing ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver.6.14.4% r,rr ROBERT D■ Description: Alternate Spread Footing-STD BAY Code References Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : 20061BC&ASCE7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footingg Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl- ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = It Min.Overturning Safety Factor = 1.50 :1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 It Add Pedestal Wt for Soil Pressure No Use Pedestal M for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.50 ft Length parallel to Z-Z Axis = 5.50 ft Footing Thicknes = 24.0 in t Pedestal dimensions... m " - px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in "d2 Height - in z Rebar Centerline to Edge of Concrete., at Bottom of footing = 12.0 in , .. Reinforcing 5' s" Bars parallel to X-X Axis Number of Bars = 10 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 10 = — Reinforcing Bar Siz1 = # 5 =E Bandwidth Distribution Check (ACI 15.4.4.2) Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Pdnled:10 DEC 2015,12:5OPM General Footing File=C:lUsemWmilolDOCUME-IW-CALC-116DOUB-1\01-STD-112012-D-1@0128P-1.EC6 g ENEROALC,INC.19832014,Build:6.14.1.26,Vec6.14.4.30 ri1322 Licensee : ROBERT PREDDY Description: Alternate Spread Footing-STD BAY DESIGN SUMMARY •' • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4511 Soil Bearing 0.6766 ksf 1.50 ksf +0.60D+W+H about Z-Z axis PASS 3.113 Overluming-X-X 4.924 k-ft 15.329 k-ft 0.6D+W PASS 1.556 Overturning-Z-Z 9.849 k-ft 15.329 k-ft 0.6D+W PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.1597 ZFlexure(+X) 3.121k-ft 19.543k-ft +1.20D+0.50Lr+0.50L+1.60W PASS 0.1128 ZFlexure(-X) 2.204 k-ft 19.543 k-ft +1.20D+1.6OLr+0.50L PASS 0.1311 X Flexure(+Z) 2.562 k-ft 19.543 k-ft +1.20D+1.60Lr+0.50L+0.80W PASS 0.1128 X Flexure(-Z) 2204 k-ft 19.543 k-ft +1.20D+1.6OLr+0,50L PASS 0.09398 1-way Shear(+X) 7.048 psi 75.0 psi +1.20D+1.60Lr+0.5DL+0.80W PASS 0.09398 1-way Shear(-X) 7.048 psi 75.0 psi +1.20D+1.60Lr+0.50L+0.80W PASS 0.1096 1-way Shear(+Z) 8.223 psi 75.0 psi +1.20D+1.60Lr+0.50L+0.80W PASS 0.09398 1-way Shear(-Z) 7.048 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.1984 2-way Punching 29.755 psi 150.0 psi +1.20D+1.60Lr+0.50L 2 MecaWind Std v2 . 2 . 7 . 0 per ASCE 7-10 Developed by MICA Enterprises, Inc. Copyright www.mecaenterprises.com Date 12/8/2015 project No. JobNo Company Name True Designed By Engineer Address Address Description Description City City Customer Name Customer State State Proj Location Location File Location: C:\Users\danilo\Documents\A-CALCS S DWG TEMPLATES\D-DOUBLE POST TYPE\01-STD DOUBLE POST and SPEC DP\2012-DP-STD 25 snow (Oregon)\2012...d Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Ed Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg D: Roof Len along Ridge = 14.00 ft L: Horizontal Width = 14.00 £t h: Mean Roof Ht = 12.00 It Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis • Zmc 0.6*Ht = 15.00 ft Ism: Cc*(33/Zm)^0.167 = 0.23 Ism: 1•(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 Gust2: 0.925*( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Open Building-Monoslope Roof per Figure 27.4-4: L 0.5 L -5L r Clew C"\L A }} h 16 r77-7-7777 Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear wind Flow Load Onw Cal Windward Wind Pres-Leeward Wind Pres. Case ps£ psf --------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 _ 3 Notes - Normal to Ridge Normal to Eave - Open Building - Monoslope Roof per Figure 27.4-4: Gamna = 180 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf _______________________________________________________________ A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Pave Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf _________________________________________________________________ <= 12.0 Theta<=45 deg A -0.800 -15.199 B 0.800 15.199 >12.Os<=2*12.0 Theta<=45 deg A -0.600 -11.399 B 0.500 9.499 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) L _ a a 3 2 ' 1 2 3 le -F--T--I- _-Tr_ j_. -aT a 101 M oosloue Roof All pressures shown are based upon STRENGTH Design, with a Load Fartor of 1 Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Cn Cn Max P Min P ft £t ft^2 Max Min psf psf _______________________________________________________________________ Zone 1 1.00 1.00 1.0 1 1.26 -1.15 24.01 -21.80 Zone 2 1.00 1.00 1.0 2 1.90 -1.76 36.01 -33.51 Zone3 1.00 1.00 1.0 3 2.53 -3.44 48.01 -65.41 Zone 3 Sheeting 3.00 3.00 9.0 3 2.53 -3.44 48.01 -65.41 Zone 3 Purlins 8.00 8.00 64.0 3 1.26 -1.15 24.01 -21.80 Design Maps Summary Report �- ' Design Maps Summary Report User-Specified Input Report Title #2012 Tue December 8, 2015 17:20:12 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41170N, 122.76437°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ... .._.... Gresh pa 441 10 Tigard .� w r;�,ilwy, k 1 N ' vYCYS`1 1 ! > N� USGS-Provided Output Ss = 0.965 g S. = 1.075 g Sos = 0.717 g S, = 0.420 g S,. = 0.664 g % = 0.442 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRV building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.73 0.9s o.6+ 0.77 0.49 .pr 0.66 ,•a, N 0.55 0.40 0.32 O.a+ r\ 0.24 033 0.22 0.16 0.11 0.09 0.ao 0.00 0.00 0.70 0,40 0.60 0.10 1.00 1.20 1.40 1.60 690 3.00 0.00 0,20 0.40 0.60 0.00 1,00 1.20 1.40 1.60 1.90 2.00 Period,T(sec( Period, T(sec) Design Maps Detailed Report y MIN M, Design Maps Detailed Report 2012 International Building Code (45.41171N, 122.764371W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)"' Ss = 0.965 g From Figure 1613.3.1(2)12' S, = 0.420 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or s, A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf _ F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m' Design Maps Detailed Report �o Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period S, !- 0.25 S, = 0.50 S, = 0.75 S, = 1.00 S, >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.965 g, F. = 1.114 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >! 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.420 g, F. = 1.580 7 Seismic Forces: 2012 IBC, 2013 CBC &ASCE 7-10 Input: Period"T"Determination: Risk Category= II h= 15.00 ft(height in ft.to top of structure) T=Ta Sec 12.8.2 R= 1.25 Table 12.2-1 le= 1.00 Sec 11.5.1 Ta=Ct*h'„ Eq(12.8-7) Site Class= D Ss= 0.965 from USGS S1 = 0.420 from USGS Ct= 0.02 Table 12.8-2 Fa= 1.114 from USGS x= 0.75 Table 12.8-2 Fv= 1.580 from USGS Ta= T= 0.1524 TL= 4.00 - Figure 22-12 (conservative) Equivalent Lateral Force Procedure: Sec 12.8 V=Cs*W Cs= Sds/(R/le) Eq(12.8-2) Sds= (2/3)*Fa*Ss= 0.7167 Cs but need not exceed: Cs= Sd1/(T*(R/1)) where T<TL Eq(12.8-3) Sd1 =(2/3)*Fv*S1 = 0.4424 Cs= ['2;3217 but shall not be less than: Cs= [0.010DI Eq(12.8-5) or Cs= 0.044Sdsle = 0.0315 and where S1 >0.6g Cs shall not be less than: Cs= 0.5*St/(R/1) Eq(12.8-6) Cs= 0— IBM, V= 0.5733 W • Baja Construction Co., Inc. Page 8 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Sheeting: 26ga AEP "X-Span" Panels (Alta-Rib) Lshtg:= 10.0'ft ashtg:= 4.0-ft tributary, ssntg:= 1.0-ft w:= (Pf + RDLl)-(Ssht9) w=25.90plf Positive wind load(zone 3): p3shtg.pos =48.010 psf wpos 1 :_ (RDLI + 0.6p3shtg.pos)'(ssht9) wpos.l =29.71 plf Wpos.2= (RDLI + 0.6p3shtg.pos + O.S'Pf)-(sshtg) Wpo1.2 = 42.21 plf wpos.3:_ (RDLI + Pf + 0.5 0.6p3shtg.pos)'(sshtg) wpo1.3 = 40.30plf Wwindmax:= max(wpos.1,Wpos.2,Wpos 3) Wwind.max— 42.21 plf Spos:= 0.1417-in3 Sneg:= 0.1154-in3 Imin:= 0.1117-in4 E:= 29500.ksi Cantilever: Mcant:= 0.5-max(w,ww;nd.max)'(ashtg)2 Mcant=337.65ftdbf Mcant lbcant= 35.11 ksi cant= Sneg max(w,0.70'Wwind rnu as 2 3 3 Acant:= g'[4'(ashtg) 'Lshtg— Lshtg + 3,ashtg] 24 E Imin Acant ——0.43 in 2'ashtg _ 221.30 Acant r 2 ashtg 1 Center Span: x:= 0.5Lshtg ll`1 - -/II x= 4.20ft (from RI) Lshtg z max w,wt x ' 2 Mx= 8'(Lshtg)2 (Lshtg+ ashtg1 '(Lshtg — ashtg` 2 Mx= 372.26ft"lbf fbctr — Mx fb,, = 31.52 ksi Spos max(w,0.70"Wwind.max)'x 4 2 2 3 2 2 2 2 Ax:= "(Lshtg — 2'Lshtg x + Lshtg'x — 2'ashtg 'Lshtg + 2�ashtg .g 24 E IminLshtg Ax— 1.24 in Lshtg — 96.69 Ax Allowable deflection limit(CBC Table 1604.3,Footnote a) = L/60 — O.K. Baja Construction Co., Inc. Page 9 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Sheeting cont.: Uplift: p3htg.neg=65.410psf wuplift= (\0-6p3shtg.neg–0.67 RDLl).(sshtg) w„plift= 38.64 plf / Meant:= O.S (wuphft)'\ashtg)2 Meant= 309.14 ft•lbf fb:= Meant— fb =26.18 ksi Spos M wuPhft '(Lshtg+ ashtg)z'(Lshtg–ashtg)2 M = 340.83 ft-lbf fb M fb = 35.44 ksi 8'Lsntg Sheeting to Roof Purlin Connection: The allowable pullout and pullover values derived based on AISI Section E4.4 Screw Pull-out Capacity Member not in contact w/screw head(12ga purlin), t2:= 0.105-in Tensile Strength, Fut:= 65.0-ksi tc:= t2 tc= 0.105 in Screw diameter, d:= 0.216.in Factor of safety, 4 := 3.0 (ASD) Pnot:= 0.85-tcd-Fu2 Pnot= 1253.07lbf Allowableull-out, pa Poor p 417.69lbf p not l= � anot= Screw Pull-over Capacity: Screws are provided with 5/8"diameter dome washers. Member in contact w/screw head(26ga sheeting), tl = 0.0183.in Tensile Strength, Ful := 82.0-ksi Washer diameter, d:= 0.625-in Factor of safety, 4 := 3.0 (ASD) dw:– if(d <0.50in,d,0.50in) dw=0.50 in Pnov:= 1.5�tl-dw-(0.75•Ful) Pnov= 0.84 kips Allow.Pullover, panovl= Pnov Panov– 281.36lbf - � — Uplift: Tributary spacing ................................ sprin:= 9.0-ft Screw spacing ............................................... sscrew:= 9.0-in Puplift (0.6p3shtg.neg–0.67-RDLl)-(spdn)'(sscrew) Puplift= 260.84lbf �a X-Span° `^SPAN A BlueScope Steel Company Featuring Zincalumea For Twice the Life! Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of most zinc coatings. X-Span ." panel engineered with • • spanning capabilities in mind. Painted side structural nature. economical gauges an• l I! —9" 0 lasting coating systems makesz preferred panel for carports. If 36"Net Coverage —► X-Span Section Properties Gauge Yield 7(k�iio 29 0.0139 80 82 0.7 0.1046 0.1170 0.0851 0.1117 26 0.0183 80 82 1 0.9 0.1417 0.1490 0.1154 0.1440 NOTE:The moments of inertia, I-and I,presented for determining deflection are:(21Eff ,„ +1,,x)/3 features I benefits ■ Long spanning capability and its design provides superior load and span capacities, saving money in the structural support system. ■ Standard trim pieces are available and can be ordered by number. ■ 26 gauge panels available in the Cool DuraTechi coating system or Zincalume Plus for unpainted applications. ■ 29 gauge panels available with the ColorGuard TM Xt coating system in Desert Beige, Surf White, and Zincalume Plus for unpainted applications. Tacoma, WA & Fontana. CA Phone 800-733-4955 Fax: 253-272-0791 www.aepspan.com Baja Construction Co., Inc. Page 11 223 Foster Street Martinez, CA 94553 (800)366-9600 Roof Purlins: Cee 12" x 3 1/2" x 12ga Lprin:= 18.0-ft tributary, sprin= 9.00 ft Lprin.HC := 27.0-ft w:— (RDL+ Pf)-(sprin) w=253.80plf Wind Pressures(zone 31. p3prin.pos =24.010 psf wpos.l (RDL + 0.6p3pr1n.po0'(sprin) wpos.l = 158.45 plf wpos.2 (RDL + 0.60-p3pr1apos + 0.5•Pf).(sprin) wpos.2 = 270.95 plf Wpos.3 (RDL + Pf + 0.5-0.6p3pr1n.pos)'(spr1n) wpos.3 = 318.63 plf p3prin neg=21.800 psf wneg:= (0.60p3prin.neg—0.67-RDL)-(sprin) wneg =98.42 plf wwind.m := nlaX(wpos.l'wpos.2.wpos3+wneg) wwmd.m.= 318.6plf purlin analysis cantilevered bay&interior bay below... 12 Project Name: #2039- 12x3.5x 12ga cant Page 1 of 1 Model: PURLIN Date: 12/08/2015 Code: 2007 NASPEC[AISI S1 0 0-200 71 Simpson Strong-Tie®CFS Designerlm 1.4.1.0 318.60 318.60 R1 R2 I I I 18.00 9.00 Section: C12 x 3.5 x 12 ga Single C Stud Fy=55.0 ksi Maxo= 18375.9 Ft-Lb Moment of Intertia, 1=44.78 in^4 - Va=8928.4 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations - Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 12903.3 0.702 7258.1 Mid-Pt 16590.6 0.437 0.237 U912 Right Cantilever 12903.3 0.702 8237.5 None 17736.1 0.464 0.342 U632 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ Ib-in/in in Ft-Lb Ma-d Span 200.00 216.0 16453.6 0.784 Right Cantilever 200.00 108.0 16453.6 0.784 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (Ft-Lb) Value Required? Rt 2150.6 0.00 928.1 1624.1 0.0 1.20 YES R2 6451.7 0.00 3203.4 5285.6 12903.3 1.53 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VA/a M/Ma Unstiffened Stiffened R1 2150.6 0.0 1.00 0.24 0.00 0.24 N/A R2 3584.3 12903.3 1.00 0.40 0.70 0.81 N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtfe.com Project Name: #2012- 12x3.5x 10ga cant Page 1 of 1 Model: PURLIN Date: 12/10/2015 Code: 2007 NASPEC[AISI 5100-2007] Simpson Strong-Tie®CFS DesignerTM 1.4.1.0 318.60 318.60 R1 R2 I I 26.89 9.00 Section : C12 x 3.5 x 10 ga Single C Stud Fy=55.0 ksi Maxo= 24862.8 Ft-Lb Moment of Intertia, 1=56.72 in"4 Va=19075.3 Ib Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 22706.1 0.913 22706.1 81.0 23785.5 0.955 1.642 L/196 Right Cantilever 12903.3 0.519 8237.5 None 23811.3 0.346 1.054 L/205 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ Ib-in/in in Ft-Lb Ma-d Span 200.00 322.7 22723.7 0.999 Right Cantilever 200.00 108.0 22723.7 0.568 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 3803.7 0.00 1616.9 2829.5 0.0 1.22 YES R2 7630.8 0.00 5582.6 9211.2 12903.3 1.06 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened R1 3803.7 0.0 1.00 0.20 0.00 0.20 N/A R2 4763.4 12903.3 1.00 0.25 0.52 0.58 N/A SIMPSON STRONG-TIE COMPANY INC. w .strongtiexom l� Project Name: #201-212x3.5x 12ga int Purlin Page 1 of 1 Model: PURLIN Date:12/08/2015 Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS DesignerTM 1.4.1.0 318.60 R1 R2 I � 18.00 Section : C12 x 3.5 x 12 ga Single C Stud Fy=55.0 ksi Maxo= 18375.9 Ft-Lb Moment of Intertia,1=44.78 W4 Va=8928.4 Ib Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 12903.3 0.702 12903.3 Mid-Pt 16929.2 0.762 0.570 U379 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ Ib-in/in in Ft-Lb Ma-d Span 0.00 216.0 15880.2 0.813 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R1 2867.4 0.00 928.1 1624.1 0.0 1.61 YES R2 2867.4 0.00 928.1 1624.1 0.0 1.61 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened R1 2867.4 0.0 1.00 0.32 0.00 0.32 N/A R2 2867.4 0.0 1.00 0.32 0.00 0.32 N/A SIMPSON STRONG-TIE COMPANY INC. w .strongtiexom Project Name: #2039- 12x3.5x 12ga cant Page 1 of 1 Model: PURLIN Date: 12/08/2015 Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS DesignerTM 1.4.1.0 Section Designation : C12 x 3.5 x 12 ga Single C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1050 in Top Flange= 3.5000 in Inside Comer Radius= 0.1250 in Bottom Flange= 3.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 1.0000 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES : Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.2488 in Moment of Inertia for Deflection(box) 44.7790 in-4 Section Modulus(Sxx) 6.6955 inA3 Allowable Bending Moment(Me) 18375.92 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 15880.16 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 44.7790 inA4 Cross Sectional Area(A) 2.1289 in-2 Radius of Gyration(Rx) 4.5863 in Section Properties,Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.9128 in Gross Moment of Inertia(lyy) 3.2692 in-4 Radius of Gyration(Ry) 1.2392 in Other Section Property Data Member Weight per Foot of Length 7.2442 Ib/ft Allowable Shear Force In Web(Unpunched) 8928.40 Ib Pao for use in Interaction Equation C5-2 35949 Ib Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -2.3084 in St.Venant torsion Constant(J x 1000) 7.8237 inA4 Warping Constant(Cw) 95.3203 in-6 Radii of Gyration(Ro) 5.2819 106 Torsional Flexural Constant(Beta) 0.8090 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(t)(inA2) Wn(2)(inA2) Wn(3)(in A2) Wn(4)(inA2) Wn(5)(inA2) Wn(6)(inA2) 178.3 7.9711 16.1678 11.5789 -8.6129 8.6129 -11.5789 -16.1678 Location(1)and(6)are tip of compression and tension lip respectively Location(2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flangeMeb corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: #2012- 12x3.5x 1Oga cant Page 1 of 1 Model: PURLIN Date:12/1012015 Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS DesignerTM 1.4.1.0 Section Designation : C12 x 3.5 x 10 ga Single C Stud INPUT PROPERTIES : Web Height= 12.0000 in Steel Thickness= 0.1350 in Top Flange= 3.5000 in Inside Comer Radius= 0.1250 in Bottom Flange= 3.5000 in Yield Stress,Fy= 55.0000 ksi Stiffening Lip= 1.0000 in Fy With Cold-Work,Fya= 55.0000 ksi OUTPUT PROPERTIES: Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.1021 in Moment of Inertia for Deflection(box) 56.7211 in-4 Section Modulus(Sxx) 9.0591 inA3 Allowable Bending Moment(Ma) 24862.82 Ft-Lb Allowable Distortional Buckling Moment(Mda)at K�=0 22387.54 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 6.0000 in Moment of Inertia(Ixx) 56.7211 inM Cross Sectional Area(A) 2.7175 inA2 Radius of Gyration(Rx) 4.5687 in Section Properties.Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.9142 in _ Gross Moment of Inertia(lyy) 4.0743 in-4 Radius of Gyration(Ry) 1.2245 in Other Section Property Data Member Weight per Foot of Length 9.2470 lb/ft Allowable Shear Force In Web(Unpunched) 19075.291b Pao for use in Interaction Equation C5-2 54204 to Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -2.2765 in SL Venant torsion Constant(J x 1000) 16.5087 inA4 Warping Constant(Cw) 118.4166 in-6 Radii of Gyration(Ro) 5.2492 inA6 Torsional Flexural Constant(Bela) 0.8119 Warping Torsional Properties a(inA3) Sxx(lip)(in-3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(MA2) Wn(4)(inA2) Wn(5)(in A2) Wn(6)(inA2) 136.8 10.8347 15.9515 11.4804 -8.4825 8.4825 -11.4804 -15.9515 Location(1)and(6)are lip of compression and tension lip respectively Location(2)and(5)are flange/lip corner of compression and tension side respectively Location(3)and(4)are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 15 223 Foster Street Martinez, CA 94553 (800) 366-9600 Purlin,to Column Conn.: (4) 912 screws each purlin (8-total at column) (s[0. I b•O $P`{/�zpyC, Lprin= 18.00 ft aprl„:= 9.0-ft w=253.80 plf Wwind.max= 318.60 plf critical Reactions: from purlin analyis cant.purlins Rl,a„t:= 2150.6 Ibf R2,a„t:= 3584.3 Ibf interior purlins Rli„t:= 2167.4-1bf R2i„t:= 2167.4-1bf Rlint + Rlint =4334.801bf R2cant+ Rlint= 5751.701bf Purlin to Column: d := 0.216-in 0 := 3.0 Steel in contact with screw head: 12ga purlin Steel not in contact with screw head: 14pa col. Fut := 65-ksi tl := 0.105-in Fu2:= 65-ksi t2 := 0.070 in Pnl := 2.741-d-Ful Pnl = 3.98 kips Pn2:= 2.742-d-Fu2 Pn2 = 2.65 kips Forte/ttequal to or less than 1 o.s Pn3:= 4.2-(t23 d) -Fu2 Pn3 =2.35 kips Allow Shear ver screw t2 Pn := if — <_ l,min(Pnl,Pn2,Pn3),min(Pnl,Pn2� Pn = 2.35kips t1 Pn = 2.35 kips > Pa:= Pn Pa= 0.78 kips 4 for(4)screws, 4 (Pa) = 3.13 kips – each purlin O.K. at cantilevers, 8.(Pa) =6.27kips O.K. Baja Construction Co., Inc. Page 15.1 223 Foster Street Martinez, CA 94553 (800)366-9600 Purlin to Column Cann.: (7. )#12 screws each purlin (1+-total at column) (I'aR 4C,.• WA:fwfYm ) Lprin= l8.00ft aprin 9.0.ft w= 253.80 plf Ww d max= 318.63 plf critical Reactions: from purlin analyis cant.purlins Abut:= 3803.7 lbf R2�t:= 7630.4 Ibf interior purlins Rllnt:= 2167.4 Ibf R2int := 2167.4 Ibf Rlint+ Rlint =4334.80 Ibf R2� t+ Rlint= 9797.80 Ibf Purlin to Column: d:= 0.216 in Q := 3.0 Steel in contact with screw head: 12sa purlin Steel not in contact with screw head: 14ga col. Ful := 65-ksi tl := 0.105-in Fut := 65-ksi t2 := 0.070-in Pn1 = 2.74t-d-Ful Pnt = 3.98 kips Pn2:= 2.7t2•d-Fu2 Pn2= 2.65 kips For t2/tl equal to or less than 1 0.s Pn3:= 4.2 3(t2 .d) Tu2 Pn3 =2.35 kips Allow Shear per screw rt Pn:= if <_ 1,min(Pnl1Pn2,Pn3),min(Pnl,Pn2� Pn = 2.35 kips l tl Pn = 2.35 kips > Pa:= Pn Pa= 0.78 kips Q for(4)screws, 7-(Pa) = 5.48 kips — each purlin O.K. at cantilevers, 14-(Pa) = 10.97kips — O.K. Baja Construction Co., Inc. Page 16 223 Foster Street Martinez, CA 94553 (800)366-9600 Colunm Loading: H t: > RAMS Design height, Hcol:= 12.0 ft d.,:= 9.O ft soot:_ (27.0-ft+ 9.0.ft)2 2.27.0-ft soot= 24.00 R DL on column, Pdl:= RDL•(sool) (doo) Pdl = 0.691 kips SL column PSI:= Pf (SooO (dc.1) Psl= 5.400 kips DL+LL Moment to column(double post system pin connection at column): MDL:= 0.0-ft-kips MSL:= 0.0 ft kips Transverse Wind Load: Apply maximum wind pressure to 2'-0"vertical projection Pwind,o.=22.798 psf Fw:= Pwin4 (soo) (2.O ft) Fw= 1.094 kips total wind load each bay Mwind�sV:= (Fw)•Hcol Mwindn.s„ = 13.132ftkips Mwind,a„sr Equiv.horizontal load: Fwtra„s„:= Fwtransv= 1.09 kips Hcol Lonpjtudinal Wind Load: Max wind pressure, Pwind=a = 22.798 psf (apply to 2'-0"vertical projection) Fwtoogit:_ (Pwindm.)-(d,,1)-(2.0-ft) Fwjongit =410.361bf total wind load Mwind1mgit (Fw1.,git)-(Hcol) Mwindlo„git = 4.924 ft-kips load per column Baja Construction Co., Inc. Page 17 223 Foster Street Martinez, CA 94553 (800)366-9600 Seismic Load: (per col @ both direction) seismic response coefficient, Cs = 0.5733 W:= Pd] W = 691.20lbf dead load on column V:= Cs•W V=0.396 kips seismic load on column Mseis:= (V)-(Hcol) Mseis=4.755 ft-kips Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE:= V QE= 0.396 kips Eh:= p QE Eh= 0.515 kips MEh:= Eh•(Hcol) MEh= 6.182 ft•kips Vertical Seismic Load Effect: _ From page 6, SDS - 0.717 Dead load, D:— W D= 691.20 IV Ev:= 0.2.SDS-D Ev= 0.099 kips CFS Version 9.0.4 Page 1 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Analysis Inputs Members Section File Revision Date and Time 1 Boxed 6x5xl4ga.cfss 12/10/2015 9:43:30 AM Start Loc. End Loc. Braced R k� Lm (ft) (ft) Flange (k) (ft) 1 0.000 10.170 None 0.0000 0. 0000 11. 170 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XT 0.000 1.00 No 1.0000 2 XYTRxRy 10.170 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0. 000 10. 170 0. 6910 0. 6910 k CFS Version 9.0.4 Page 2 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 10. 170 10.170 5.4000 5.4000 k Loading: Wind Load Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 1.0900 NA k Bearing Length 1.00 in Loading: Wind Load Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.4100 NA k Bearing Length 1.00 in Loading: Seismic Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.5150 NA k Bearing Length 1.00 in Loading: Seismic Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.5150 NA k Bearing Length 1.00 in Load Combination: D+W Transv+0.5 S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Toad Transv. 0. 600 3 Roof Snow Load 0. 500 Load Combination: D+0.5W Transv+S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.500 3 Roof Snow Load 1.000 Load Combination: D+E/1.4 Transv Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Transv. 0.714 Load Combination: DL + SL Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Snow Load 1.000 Za CFS Version 9.0.4 Page 3 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Member Check - 2012 North American Specification - US (ASD) Load Combination: DL + SL Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10. 170 ft Kx 2.0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0. 0000 in Cmx 1.0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11. 170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 691 0. 000 0.000 0.000 0.000 Applied 0. 691 0. 000 0.000 0.000 0.000 Strength 19. 675 93.542 10. 817 56.416 12 . 185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe (t) 3.2527 in^3 Sye(1) 2.5298 in^3 Sxe (b) 3.2527 in-3 Sye (r) 2.5298 in^3 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0. 035 + 0.000 + 0.000 = 0. 035 <= 1.0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0. 018 + 0. 000 + 0. 000 = 0. 018 <= 1. 0 NAS Eq. C3.3. 1-1 (Mx, Vy) Sgrt (0.000 + 0.000)= 0. 000 <= 1 .0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0.000 + 0.000)= 0. 000 <= 1.0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+W Transv+0.5 S Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10. 170 ft Lt 10. 170 ft Kx 2.0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1 . 0000 ex 0. 0000 in _ Cmx 1. 0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11. 170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 691 75. 890 0. 654 0.000 0. 000 Applied 0. 691 75. 890 0. 654 0.000 0. 000 Strength 19. 675 93.542 10.817 56. 416 12. 185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe (t) 3.2527 in^3 Sye (1) 2.5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2. 5298 in^3 21 CFS Version 9.0.4 Page 4 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.035 + 0.833 + 0. 000 = 0. 868 <= 1.0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0.018 + 0.811 + 0. 000 = 0.829 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt (0.547 + 0. 004)= 0.742 <= 1 .0 NAS Eq. C3. 3. 1-1 (My, Vx) Sgrt (0.000 + 0. 000)= 0.000 <= 1.0 Member Check- 2012 North American Specification - US (ASD) Load Combination: D+0.5W Transv+S Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10. 170 ft Kx 2 .0000 Ky 1.0000 Kt 1.0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1 .0000 Cby 1.0000 ex 0. 0000 in Cmx 1.0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11. 170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 691 63.242 0.545 0. 000 0. 000 Applied 0. 691 63.242 0.545 0. 000 0. 000 Strength 19. 675 93.542 10.817 56. 416 12. 185 Effective section properties at applied loads: Ae 1 .7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe (t) 3.2527 in^3 Sye(1) 2. 5298 in^3 Sxe (b) 3.2527 in^3 Sye(r) 2. 5298 in^3 Interaction Equations HAS Eq. C5.2. 1-1 (P, Mx, My) 0. 035 + 0. 694 + 0. 000 0. 729 <- 1 .0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0. 018 + 0. 676 + 0. 000 = 0. 694 <= 1 . 0 NAS Eq. C3. 3. 1-1 (Mx, VY) Sgrt (0.380 + 0. 003)= 0. 618 <= 1.0 NAS Eq. C3. 3. 1-1 (My, Vx) Sgrt (0.000 + 0. 000)= 0. 000 <= 1.0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+E/1. 4 Transv Design Parameters at 10.170 ft, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10. 170 ft Kx 2 .0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1 .0000 Cby 1.0000 ex 0. 0000 in Cmx 1 .0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11.170 ft 22 CFS Version 9.0.4 Page 5 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 691 42. 669 0.368 0.000 0.000 Applied 0. 691 42. 669 0.368 0.000 0. 000 Strength 19.675 93.542 10. 817 56.416 12. 185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe (t) 3.2527 in^3 Sye(1) 2.5298 in^3 Sxe(b) 3.2527 in^3 Sye(r) 2. 5298 in^3 Interaction Equations NAS Eq. C5.2 . 1-1 (P, Mx, My) 0. 035 + 0. 468 + 0. 000 = 0. 503 <= 1 . 0 NAS Eq. C5.2 . 1-2 (P, Mx, My) 0. 018 + 0. 456 + 0. 000 = 0. 474 <= 1.0 NAS Eq. C3.3. 1-1 (Mx, Vy) Sgrt (0. 173 + 0. 001)= 0. 417 <= 1.0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0.000 + 0. 000)= 0. 000 <= 1.0 �3 CFS Version 9.0.4 Page 1 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 41 Analysis Inputs Members Section File Revision Date and Time 1 Boxed 6x5x19ga.cfss 12/10/2015 9:93: 30 AM Start Loc. End Loc. Braced R ko Lm (ft) (ft) Flange (k) (ft) 1 0.000 10.170 None 0. 0000 0.0000 10.170 ex ey (in) (in) 1 0. 000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XT 0.000 1.00 No 1. 0000 2 XYTRxRy 10.170 2.00 No 1 . 0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.170 0. 6910 0. 6910 k _ 124 CFS Version 9.0.4 Page 2 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.170 5.4000 5. 4000 k Loading: Wind Load Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.5150 NA k Bearing Length 1 .00 in Loading: Seismic Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0. 000 0.500 NA 0.5150 NA k Bearing Length 1.00 in Load Combination: D+W Longit+ 0.5S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Longit. 0. 600 3 Roof Snow Load 0.500 Load Combination: D+0.5W longit+S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Longit. 0. 600 3 Roof Snow Load 1.000 Load Combination: D+S/1.4 Longit Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Longit. 0.714 Load Combination: D+W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Longit. 0. 600 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+W Design Parameters at 10. 170 it, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10. 170 ft Kx 2. 0000 Ky 1.0000 Kt 1 .0000 25 CFS Version 9.0.4 Page 3 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1 .0000 Cby 1. 0000 ex 0.0000 in Cmx 1 .0000 Cmy 1. 0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 10.170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 691 0.000 0.000 0. 925 0.023 Applied 0. 691 0.000 0.000 0. 925 0. 023 Strength 19. 675 93.542 10.817 56.416 12. 185 Effective section properties at applied loads: Ae 1. 7423 in^2 Ixe 9.7581 in^4 Iye 6.3245 in^4 Sxe (t) 3.2527 in^3 Sye(l) 2.5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2.5298 in^3 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0.035 + 0. 000 + 0.017 = 0.052 <= 1. 0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0.018 + 0. 000 + 0.016 = 0.034 <= 1 .0 NAS Eq. C3.3. 1-1 (Mx, Vy) Sgrt (0. 000 + 0.000)= 0.000 <= 1 .0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0. 000 + 0.000)= 0.016 <= 1 .0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+W Longit+ 0.5S Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10. 170 ft Lt 10. 170 It Kx 2. 0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi_ Cbx 1.0000 Cby 1. 0000 ex 0.0000 in Cmx 1.0000 Cmy 1. 0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 10.170 It Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 3.391 0. 000 0.000 0. 925 0.023 Applied 3.391 0. 000 0.000 0. 925 0. 023 Strength 19. 675 93. 542 10.817 56.416 12. 185 _ Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6.3245 in^4 Sxe (t) 3.2527 in^3 Sye (1) 2.5298 in^3 Sxe(b) 3.2527 in-3 Sye (r) 2. 5298 in^3 Interaction Equations NAS Eq. C5.2 . 1-1 (P, Mx, My) 0.172 + 0. 000 + 0.017 = 0. 190 <= 1. 0 NAS Eq. C5.2 .1-2 (P, Mx, My) 0. 088 + 0. 000 + 0.016 = 0.105 <= 1. 0 NAS Eq. C3.3. 1-1 (Mx, Vy) Sgrt (0. 000 + 0.000)= 0.000 <= 1. 0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0. 000 + 0. 000)= 0.016 <= 1. 0 2G CFS Version 9.0.4 Page 4 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.5W longit+S Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10. 170 ft Lt 10. 170 ft Kx 2.0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1 . 0000 Coy 1 .0000 ex 0. 0000 in Cmx 1.0000 Cmy 1 .0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 10. 170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 6.091 0. 000 0.000 0. 925 0. 023 Applied 6.091 0. 000 0.000 0. 925 0. 023 Strength 19. 675 93. 542 10.817 56.416 12. 185 Effective section properties at applied loads: Ae 1 .7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe (t) 3.2527 in^3 Sye (l) 2. 5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2. 5298 in^3 Interaction Equations NAS Eq. C5.2 . 1-1 (P, Mx, My) 0.310 + 0.000 + 0.018 = 0. 328 <= 1. 0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0.159 + 0.000 + 0.016 = 0. 175 <= 1. 0 NAS Eq. C3. 3. 1-1 (Mx, Vy) Sgrt (0.000 + 0.000)= 0.000 <= 1. 0 NAS Eq. C3. 3. 1-1 (My, Vx) Sgrt (0. 000 + 0.000)= 0.016 <= 1. 0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+S/1. 4 Longit Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10. 170 ft Lt 10. 170 £t Kx 2.0000 Ky 1.0000 Kt 1 .0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1 .0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 10. 170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 691 0. 000 0. 000 1. 100 0.027 Applied 0. 691 0. 000 0. 000 1. 100 0.027 Strength 19. 675 93. 542 10.817 56. 416 12 . 185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6.3245 in^4 Sxe (t) 3. 2527 in^3 Sye(1) 2. 5298 in^3 Sxe (b) 3.2527 in^3 Sye(r) 2.5298 in^3 2� CFS Version 9.0.4 Page 5 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0. 035 + 0. 000 + 0.020 = 0.055 <= 1 .0 NAS Eq. C5 .2. 1-2 (P, Mx, My) 0. 018 + 0. 000 + 0.020 = 0.037 <= 1.0 NAS Eq. C3.3. 1-1 (Mx, VY) Sgrt (0. 000 + 0.000)= 0.000 <= 1. 0 NAS Eq. C3. 3. 1-1 (My, Vx) Sgrt (0. 000 + 0. 000)= 0. 020 <= 1. 0 CFS Version 9.0.4 Page 1 Section: Boxed 6x5x14ga.cfss #2012 Bonaventure of Tigard Box 6x2.5xlx14ga Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Section Inputs Material: A653 HSLAS Grade 55/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0.22954 in^6 _ Torsion Constant override, J 11.018 in^4 Connector Spacing 0 in Left Channel, Thickness 0. 07 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1 .0000 270.000 0.1.2500 None 0.000 0.0000 0 .5000 2 2.5000 180.000 0.12500 Single 0.000 0.0000 1 .2500 3 6.0000 90.000 0.12500 Cee 0.000 0. 0000 3.0000 4 2 .5000 0.000 0.12500 Single 0.000 0. 0000 1.2500 5 1 .0000 -90. 000 0.12500 None 0.000 0. 0000 0.5000 Right Channel, Thickness 0.07 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 -90.000 0.12500 None 0. 000 0.0000 0.5000 2 2. 5000 0.000 0.12500 Single 0.000 0.0000 1.2500 3 6.0000 90.000 0.12500 Cee 0.000 0.0000 3.0000 4 2 .5000 180.000 0.12500 Single 0.000 0.0000 1.2500 5 1 .0000 270.000 0.12500 None 0.000 0.0000 0.5000 2� CFS Version 9.0.4 Page 2 Section: Boxed 6x5x14ga.cfss #2012 Bonaventure of Tigard Box 6x2.5xlx14ga Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Full Section Properties Area 1 .7423 in^2 Wt. 0.0059240 k/ft Width 24 . 891 in Ix 9.758 in^4 rx 2.3666 in Ixy 0. 000 in^4 SX(t) 3.2527 in^3 y(t) 3.0000 in a 0. 000 deg Sx(b) 3.2527 in^3 y(b) 3.0000 in Height 6.0000 in Iy 6. 324 in^4 ry 1.9052 in Xo 0. 0000 in Sy(1) 2.5298 in^3 x(1) 2.5000 in Yo 0.0000 in Sy(r) 2. 5298 in^3 x (r) 2.5000 in j 0. 0000 in Width 5.0000 in jy 0. 0000 in I1 9.758 in^4 rl 2.3666 in I2 6.324 in^4 r2 1. 9052 in Ic 16. 083 in^4 rc 3.0362 in Cw 0.23 in^6 Io 16. 083 in^4 ro 3.0382 in J 11.016 in^4 Section Inputs Material: A653 HSLAS Grade 55/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi - Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0.22954 in^6 Torsion Constant Override, J 11. 018 in^4 Connector Spacing 0 in Left Channel, Thickness 0.07 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1. 0000 270. 000 0. 12500 None 0. 000 0. 0000 0. 5000 2 2.5000 180.000 0. 12500 Single 0. 000 0. 0000 1.2500 3 6.0000 90.000 0. 12500 Cee 0. 000 0. 0000 3.0000 4 2.5000 0.000 0. 12500 Single 0. 000 0. 0000 1.2500 5 1. 0000 -90.000 0. 12500 None 0. 000 0. 0000 0.5000 • Right Channel, Thickness 0. 07 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1. 0000 -90.000 0. 12500 None 0.000 0.0000 0.5000 2 2. 5000 0.000 0. 12500 Single 0. 000 0.0000 1.2500 3 6. 0000 90. 000 0. 12500 Cee 0.000 0.0000 3.0000 4 2. 5000 180. 000 0. 12500 Single 0.000 0.0000 1.2500 5 1.0000 270. 000 0. 12500 None 0.000 0.0000 0.5000 Fully Braced Strength - 2012 North American Specification - US (ASD) CFS Version 9.0.4 Page 3 Section: Boxed 6x5x14ga.cfss #2012 Bonaventure of Tigard Box 6x2.5xl x14ga Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Compression Positive Moment Positive Moment Pao 38 .423 k Maxo 102. 62 k-in Mayo 56.42 k-in Ae 1.2575 in^2 Ixe 9.5029 in^4 Iye 4 .8775 in^4 Sxe (t) 3. 1159 in^3 Sye (1) 2. 2658 in^3 Tension Sxe (b) 3.2210 in^3 Sye (r) 1.7130 in^3 Ta 59.358 k Negative Moment Negative Moment Maxo 102. 62 k-in Mayo 56.42 k-in Shear Ixe 9. 5029 in^4 Iye 4 .8775 in^4 Vay 10.817 k Sxe (t) 3.2210 in^3 Sye (1) 1. 7130 in^3 Vex 12. 185 k Sxe (b) 3.1159 in^3 Sye (r) 2.2658 in^3 Baja Construction Co., Inc. Page Zjl 223 Foster Street Martinez, CA 94553 (800)366-9600 Required column embedment: Dead Load+Roof Snow ................................ (MDL+ MSL) = 0.00 ft kips Dead Load+Wind Load ............................... MDL+ Mwindtr.s") = 13.132 ft kips Dead Load+Wind Load+1/2 snow ........... MDL+ Mwindu.s, + 0.5 MSL = 13.132 ft kips Dead Load+Snow load+1/2 Wind ............. MDL+ MSL + 0.5 Mwind.s,) = 6.566 ft kips Dead Load+Snow Load+Seismic/1.4 ....... (MDL+ MSL + C2o-MEh) = 7.727ftkips Mmax:= 13.132-ft-kips Load factor .......... LF:= 1.7 LF.(Mmax) = 22.32ft-kips ACI318-11 Section 10.14: Strength reduction factor .............................. _ 0.65 Concrete Strength .......................................... fc:= 2500-psi Design bearing strength ............................... Fbrg:= �-(0.85-fc) 'a a �Im Fbrg= 1.38 ksi Column flange width ...................................... b,,,:= 5.0-in w:= (Fbrg/'(bc.) w= 82875.00plf Required column embedment: 6 (LF).(Mmax) dregd:= dregd = 15 in w Baja Construction Co., Inc. Page 223 Foster Street Martinez, CA 94553 (800)366-9600 Pier Footing: 24"�x T-4" deep Hco1= 12.00ft Mmax= 13.132 ft-kips Equivalent Point Load, P:= Mmax P= 1.09 kips Heol Allowable lateral bearing pressure ...................... Sa= 100.00 psf ft Pole diameter(or diagonal) .................................... b := 24.O-in r:= 0.5 b r= 12.00 in Structure is not adversely affected by 1/2"ground motion — use twice value of Sa Unconstrained pier embedment depth ........... Dunconst:= 7.33-ft Dunconst St := 2 S8 S, =488.67 psf 3 2.34-P A:= A= 2.62ft SIb r dunconst 2'I 1 + 1 + 4'36AHcol1 dunconst = 731 ft Check Pier Footing for Vertical Loads (DL+LL): Max.Vertical Load ................ P:= Pdl + Psl P= 6.091 kips Allow.Soil Bearing: SBPallow= 1500.00 psf Allow. Skin Friction ............. Ff := SBP allow Ff = 250.00 psf 6 Pier Capacity ......................... Cap:= n b FIT Cap = 1570.80 plf Friction capacity .................. F:= (Cap)•(Dunconst— 1.O ft) F=9.94 kips _ O.K. (neglect top 1.0 ft) Check Pier Footing for Uplift Loads(DL+Wind): Pwin4ax.neg:= 20.898-psf Uplift:= w (0.6Pwindm.ncg—0.67 RDL) Scot).(dcol) Uplift= 2.245 kips Wei toffootin Z gh g ................ Wftg:= (145 pcf) sr (Dunconst) Wftg= 3.34 kips -- O.K. for uplift,use 1/3 of skin friction only: FS:= Wftg+ 0.33-F FS= 2.95 Uplift Title Block Line 1 Project Title: You can change this area Engineer: Project ID: Sj3 using the'Settings'menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 PnrW:10 DEC 2015,3 03P General Footing FIe=C:lUsersWaNUD000ME-IN-CALC-IID-DOUB-IWI-STD-IV012-D-i@0125P-1.EC6 g ENERCALC,INC.19133 Build:6.14.1.26,Ver.6.14.4.30 r.rr ■D Description: Alternate Spread Footing-HC BAY Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : 20061BC&ASCE7-05 General Information Material Properties Soil Design Values f :Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 100-0 pct Concrete Density = 145.0 pd Soil/Concrete Friction Cceff. = 0.250 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when fooling base is below = 0.0 ft Min.Overturning Safety Factor = 1.50 ;1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl- 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 = 6.0 If Length parallel to Z-Z Axis = 6.0 It Footing Thicknes = 24.0 inY.' 3. Pedestal dimensions... o px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis = 0.0 in Height - 0.0 in a Rebar Centerline to Edge of Concrete. at Bottom of footing = 12.0 in o N_ 11 Reinforcing 6'0" Bars parallel to X-X Axis Number of Bars = 11 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 11 Reinforcing Bar Sizl = # 5 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 = 0.6910 5.40 0.0 0.0 0.0 0.090 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf ----- - .. -- - -- - - ---- M-xx ----6-.-0= 0--..0 0.0 0.-0 4.924 4.755 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 13.132 4.755 0.0 k-ft V-x 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 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: if'+ using the"Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 PnMed:10 DEC 2015, 3:03PM General Footing File=C:lUsersWa ilo\DOCUME-1 ENERCALC,INC.1983-2014, uildo614.1.2G,VeS6.14. 430 r.rr .. Description: Alternate Spread Footing-HC BAY DESIGN SUMMARY ' • Min.Ratio ttem Applied Capacity Governing Load Combination PASS 0.4709 Soil Bearing 0.7063 ksf 1.50 ksf +O.60D+W+H about Z-Z axis PASS 4.069 Overtuming-X-X 4.924 k-ft 20.036 k-ft 0.6D+W PASS 1.526 Overturning-Z-Z 13.132 k-ft 20.036 k-ft 0.6D+W 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 0.1934 Z Flexure(+X) 3.811 k-ft 19.70 k-ft +1.20D+0.50Lr+0.50L+1.60W PASS 0.1396 Z Flexure(-X) 2.750 k-ft 19.70 k-ft +1.20D+1.60Lr+0.50L PASS 0.1562 X Flexure(+Z) 3.078 k-ft 19.70 k-ft +1.20D+1.60Lr+0.50L+0.80W PASS 0.1396 X Flexure(-Z) 2.750 k-ft 19.70 k-ft +1.20D+1.60Lr+0.50L PASS 0.1132 1-way Shear(+X) 8.487 psi 75.0 psi +1.20D+1.60Lr+0.50L+O.80W PASS 0.1132 1-way Shear(-X) 8.487 psi 75.0 psi +1.20D+1.60Lr+0.50L+0.80W PASS 0.1267 1-way Shear(+Z) 9.50 psi 75.0 psi +1.20D+1.60Lr+0.50L+0.80W PASS 0.1132 1-way Shear(-Z) 8.487 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.2475 2-way Punching 37.129 psi 150.0 psi +1.20D+1.60Lr+0.50L Baja Construction Co., Inc. Page 223 Foster Street Martinez, CA 94553 (800)366-9600 Column Loading: Tram hf>�-b VW rVZ*OV5 Design height, Hcol:= 12.0-ft sco1:= 18.0•ft✓ dco1:= 9.0-ft /DL on column, Pdl := RDLI(scnl).(d�.l) Pdl = 0.518kips SL column PSI:= Pf (scnl) (dont) PSI =4.050kips DL+LL Moment to column(double post system pin connection atcolumn): MDL:= 0.0-ft-kips MSL:= 0.0 ft kips Transverse Wind Load: Apply maximum wind pressure to T-0"vertical projection Pwindm.= 22.798 psf Fw= Pwindm (scoi)-(2.O-ft) Fw=0.821 kips total wind load each bay Mwindt,„s,:= (Fw).Hcol Mwindtra sv= 9.849ftkips Mwind,msv Equiv.horizontal load : Fwtmnsv:= Fv'o-aas" = 0.82 kips Hcol Longitudinal Wind Load: Max wind pressure, Pwindm�= 22.798 psf (apply to T-0"vertical projection) Fwlongi[:- (Pwindmaz) (dcol)'( ) longil 2.O ft Fw 410.36lbf total wind load � Mwindlongit (Fw[ongit)-(Hcol) Mwindionga = 4.924ft•kips load per column Baja Construction Co., Inc. Page 223 Foster Street Martinez, CA 94553 (800) 366-9600 Seismic Load: (per col.@ both direction) seismic response coefficient, Cs =0.5733 W:= Pdl W= 518.40lbf dead load on column V:= Cs-W V= 0.297kips seismic load on column Mseis:= (V).(Hcol) Mseis= 3.566 ft.kips Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE:= V QE= 0.297 kips Eh:= p QE Eh= 0.386 kips MEh:= Eh.(Hcol) MEh=4.636 ft kips Vertical Seismic Load Effect: From page 6, SDs = 0.717 Dead load, D:— W D = 518.401bf Ev:= 0.2.SDs•D Ev= 0.074 kips V7 CFS Version 9.0.4 Page 1 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 41 Analysis Inputs Members Section File Revision Date and Time 1 Boxed 6x5xl4ga.cfss 12/10/2015 9:43:30 AM Start Loc. End Loc. Braced R k� Lm (ft) (ft) Flange (k) (ft) 1 0.000 10.170 None 0.0000 0.0000 11.170 ex ey (in) (in) 1 0 .000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XT 0.000 1.00 No 1.0000 2 XYTRxRy 10.170 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10. 170 0.5180 0.5180 k 38 CFS Version 9.0.4 Page 2 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 10. 170 10. 170 4. 0500 4. 0500 k Loading: Wind Load Transv. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.8200 NA k Bearing Length 1.00 in Loading: Wind Load Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.3860 NA k Bearing Length 1.00 in Loading: Seismic Transv. Type Angle Start Loc. End Loc. Start End (deg) (£t) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 0.3860 NA k Bearing Length 1.00 in Loading: Seismic Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.3860 NA k Bearing Length 1.00 in Load Combination: D+W Transv+0.5 S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1. 000 2 Wind Load Transv. 0. 600 3 Roof Snow Load 0.500 Load Combination: D+0.5W Transv+S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Transv. 0.500 3 Roof Snow Load 1.000 Load Combination: D+E/1.4 Transv Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Transv. 0.714 Load Combination: DL + SL Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1. 000 2 Roof Snow Load 1. 000 CFS Version 9.0.4 Page 3 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Member Check - 2012 North American Specification - US (ASD) Load Combination: DL + SL Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10.170 ft Kx 2. 0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11.170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 518 0.000 0.000 0.000 0.000 Applied 0. 518 0. 000 0. 000 0. 000 0. 000 Strength 19. 675 93.542 10.817 56.416 12. 185 Effective section properties at applied loads: As 1. 7423 in^2 Ixe 9. 7581 in^4 Iye 6. 3245 in^4 Sxe (t) 3.2527 in^3 Sye (1) 2.5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2.5298 in^3 Interaction Equations NAS Eq. C5. 2. 1-1 (P, Mx, My) 0.026 + 0. 000 + 0.000 = 0.026 <= 1.0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0.013 + 0.000 + 0.000 = 0.013 <= 1.0 NAS Eq. C3.3. 1-1 (Mx, Vy) Sgrt (0.000 + 0.000)= 0.000 <= 1 .0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0.000 + 0.000)= 0.000 <= 1.0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+W Transv+0.5 S Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10. 170 ft Lt 10. 170 ft Kx 2.0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1. 0000 Cby 1. 0000 ex 0.0000 in Cmx 1. 0000 Cmy 1. 0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11. 170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.518 57.092 0. 492 0. 000 0.000 Applied 0.518 57.092 0.492 0.000 0.000 Strength 19. 675 93.542 10.817 56.416 12. 185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6.3245 in^4 Sxe (t) 3.2527 in^3 Sye (1) 2 .5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2.5298 in^3 40 CFS Version 9.0.4 Page 4 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0.026 + 0. 622 + 0. 000 = 0. 649 <= 1.0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0. 013 + 0. 610 + 0. 000 = 0. 624 <= 1. 0 NAS Eq. C3.3. 1-1 (Mx, Vy) Sgrt (0.310 + 0.002)= 0. 558 <= 1.0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0.000 + 0.000)= 0. 000 <= 1.0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.5W Transv+S Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10.170 ft Kx 2.0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1. 0000 Cloy 1. 0000 ex 0. 0000 in Cmx 1.0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11.170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0. 518 47.576 0.410 0.000 0. 000 Applied 0. 518 47.576 0. 410 0. 000 0.000 Strength 19. 675 93. 542 10. 817 56. 416 12. 185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6.3245 in^4 Sxe (t) 3.2527 in^3 Sye (l) 2.5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2.5298 in^3 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0. 026 + 0.519 + 0.000 = 0. 545 <= 1 . 0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0. 013 + 0. 509 + 0. 000 = 0.522 <= 1. 0 NAS Eq. C3.3. 1-1 (Mx, VY) Sgrt (0.215 + 0.001)= 0. 465 <= 1 .0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0. 000 + 0.000)= 0. 000 <= 1. 0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+E/1. 4 Transv Design Parameters at 10.170 ft, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10. 170 ft Kx 2.0000 KY 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.c£ss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1. 0000 Cby 1. 0000 ex 0. 0000 in Cmx 1. 0000 Cmy 1. 0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 11.170 ft CFS Version 9.0.4 Page 5 Analysis: project#2012.cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.518 31. 981 0.276 0.000 0. 000 Applied 0. 518 31. 981 0. 276 0. 000 0. 000 Strength 19. 675 93.542 10. 817 56. 416 12.185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe(t) 3.2527 in^3 Sye(1) 2. 5298 in^3 Sxe(b) 3.2527 in^3 Sye(r) 2. 5298 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.026 + 0.349 + 0. 000 = 0.375 <= 1. 0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0. 013 + 0. 342 + 0. 000 = 0. 355 <= 1. 0 NAS Eq. C3. 3. 1-1 (Mx, Vy) Sgrt (0. 097 + 0.001)= 0.313 <= 1 . 0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0.000 + 0. 000)= 0. 000 <= 1.0 d2 CFS Version 9.0.4 Page 1 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Analysis Inputs Members Section File Revision Date and Time 1 Boxed 6x5xl4ga.cfss 12/10/2015 9:43:30 AM Start Loc. End Loc. Braced R k� Lm (ft) (ft) Flange (k) (ft) 1 0.000 10.170 None 0. 0000 0.0000 10.170 ex ey (in) (in) 1 0. 000 0. 000 Supports • Type Location Bearing Fastened K (£t) (in) 1 XT 0.000 1. 00 No 1.0000 2 XYTRxRy 10.170 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10. 170 0.5180 0.5180 k CFS Version 9.0.4 Page 2 43• Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Loading: Roof Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.170 4.0500 4.0500 k Loading: Wind Load Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.3860 NA k Bearing Length 1.00 in Loading: Seismic Longit. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.3860 NA k Bearing Length 1.00 in Load Combination: D+W Longit+ 0.5S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Longit. 0. 600 3 Roof Snow Load 0. 500 Load Combination: D+0.5W longit+S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load Longit. 0. 600 3 Roof Snow Load 1. 000 Load Combination: D+S/1.4 Longit Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Seismic Longit. 0.714 Load Combination: D+W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 • 2 Wind Load Longit. 0. 600 !i Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.5W longit+S Design Parameters at 0. 536 ft: Lx 10. 170 ft Ly 10.170 ft Lt 10. 170 ft Kx 2. 0000 Ky 1.0000 Kt 1.0000 CFS Version 9.0.4 Page 3 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard • Columns • Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Section: Boxed 6x5xl4ga. cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1. 0000 Cby 1. 0000 ex 0. 0000 in Cmx 1. 0000 Cmy 1. 0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 10.170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 4. 568 0. 000 0. 000 -1. 279 0. 000 Applied 4 .568 0.000 0. 000 -1.279 0.000 Strength 19. 675 93. 542 10. 817 56. 416 12. 185 Effective section properties at applied loads: As 1 .7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe(t) 3.2527 in^3 Sye (1) 2.5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2 .5298 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.232 + 0.000 + 0.024 = 0.256 <= 1.0 NAS Eq. C5. 2. 1-2 (P, Mx, My) 0. 119 + 0. 000 + 0. 023 = 0. 142 <= 1. 0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt (0.000 + 0.000)= 0.000 <= 1. 0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt (0. 001 + 0.000)= 0.023 <= 1. 0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+W Longit+ 0. 5S Design Parameters at 10.170 ft, Left side: Lx 10. 170 ft Ly 10. 170 ft Lt 10. 170 ft Kx 2 .0000 Ky 1. 0000 Kt 1.0000 Section: Boxed 6x5x14ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.0000 Coy 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1. 0000 ey 0. 0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 10.170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.543 0.000 0.000 0. 693 0.017 Applied 2.543 0.000 0. 000 0. 693 0.017 • Strength 19. 675 93.542 10.817 56.416 12. 185 Effective section properties at applied loads: As 1.7423 in^2 Ixe 9.7581 in^4 Iye 6.3245 in^4 Sxe (t) 3.2527 in^3 Sye (1) 2. 5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2.5298 in^3 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0. 129 + 0.000 + 0.013 = 0. 142 <= 1.0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0.066 + 0.000 + 0.012 = 0. 078 <= 1. 0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt (0. 000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3. 3. 1-1 (My, Vx) Sgrt (0. 000 + 0.000)= 0.012 <= 1.0 CFS Version 9.0.4 Page 4 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.5W longit+S Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10. 170 ft Lt 10. 170 ft Kx 2. 0000 KY 1. 0000 Kt 1 .0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cox 1. 0000 Coy 1. 0000 ex 0. 0000 in Cmx 1. 0000 Cmy 1. 0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 10. 170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 4. 568 0.000 0. 000 0. 693 0.017 Applied 4 .568 0.000 0.000 0. 693 0.017 Strength 19. 675 93.542 10.817 56. 416 12. 185 Effective section properties at applied loads: _ Ae 1. 7423 in^2 Ixe 9.7561 in^4 Iye 6.3245 in^4 Sxe (t) 3.2527 in^3 Sye (1) 2. 5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2.5298 in^3 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0.232 + 0. 000 + 0.013 = 0.245 <= 1.0 NAS Eq. C5. 2. 1-2 (P, Mx, My) 0. 119 + 0. 000 + 0.012 = 0. 131 <= 1. 0 NAS Eq. C3.3. 1-1 (Mx, vy) Sgrt (0.000 + 0.000)= 0.000 <= 1. 0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0. 000 + 0.000)= 0. 012 <= 1.0 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+S/1. 4 Longit Design Parameters at 10. 170 ft, Left side: Lx 10. 170 ft Ly 10.170 ft Lt 10. 170 ft Kx 2. 0000 Ky 1.0000 Kt 1. 0000 Section: Boxed 6x5xl4ga.cfss Material Type: A653 HSLAS Grade 55/1, Fy=55 ksi Cbx 1. 0000 Cby 1.0000 ex 0. 0000 in Cmx 1. 0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None k� 0 k • Red. Factor, R: 0 Lm 10.170 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.518 0.000 0 .000 0. 825 0. 020 Applied 0.518 0. 000 0 .000 0. 825 0. 020 Strength 19. 675 93. 542 10. 817 56. 416 12. 185 Effective section properties at applied loads: Ae 1.7423 in^2 Ixe 9.7581 in^4 Iye 6. 3245 in^4 Sxe (t) 3.2527 in^3 Sye (1) 2.5298 in^3 Sxe (b) 3.2527 in^3 Sye (r) 2.5298 in^3 CFS Version 9.0.4 Page 5 Analysis: project#2012 longi(3).cfsa #2012 Bonaventure of Tigard Columns Job#2012 Rev. Date: 12/10/2015 By: #2012 Bonaventure of Tigard Printed: 12/10/2015 Interaction Equations NAS Eq. C5.2. 1-1 (P, Mx, My) 0.026 + 0.000 + 0.015 = 0.041 <= 1.0 NAS Eq. C5.2. 1-2 (P, Mx, My) 0.013 + 0.000 + 0.015 = 0. 028 <= 1.0 NAS Eq. C3.3. 1-1 (Mx, VY) Sgrt (0.000 + 0.000)= 0.000 <= 1. 0 NAS Eq. C3.3. 1-1 (My, Vx) Sgrt (0.000 + 0.000)= 0.015 <= 1.0