Loading...
Specifications 8640.2o` - oi3i5 Structural Calculations For For "A NOV 19 ' Ul9 Tigard Towncenter cayof 11 , , Ace Hardware TI Remodel 16200 SW Pacific Hwy Suite B, Tigard, OR Harsh Investment Properties November 13, 2019 Job Number- 19-T198 OFFICE COP s..ccAuCTurt,14 c_O r DOFF 51411 Flt, .y cc r TOREGON 0 P7:22 " G 4,0 ?HY T. p� IEXPIRES � These Calculations Are Void If Seal And Signature Are Not Original 4111111( FROELICH ENGINEERS * * * LIMITATIONS * * * ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON DENVER OFFICE 17700 SW Upper Boones Ferry RD. Suite 115 745 N.W. Mt.Washington Drive, Suite 204 940 Kimbark St,Suite 3 Portland,Oregon 97224 Bend,Oregon 97701 Longmont, Colorado 80501 503-624-7005/503-624-9770 FAX 541-383-1828 720-799-1001 2/96 FROELICH ENGINEERS F Scope of Work Client: Harsh Investment Properties Project: Tigard Town Center—Ace Hardware TI Remodel Project Number: 12-T058 Date: November 13, 2019 By: S N F Scope of Work: Froelich Consulting Engineers, Inc. (FCE) has provided full structural lateral and gravity design of the project per the 2012 International Building Code (IBC) and 2014 Oregon Structural Specialty Code (OSSC). Froelich Consulting Engineers, Inc. has provided details only to the areas pertaining to our design. Froelich Consulting Engineers, Inc. did not design or review the details for the entire project. Project Description: These drawings are for tenant improvements in an existing single story CMU wall and structural brick building with a wood flexible diaphragm. The TI includes (4) new openings in the existing walls are to be added and reinforced with new steel beams and columns. A new light framed canopy is to be added at the rear of the building. A new free standing trash enclosure will be added at the rear of the building. A new set of egress stairs will be added at the rear of the building. An existing cloth canopy at the front of the building is to be restored and covered with new translucent roofing material. www.froelich-enaineers.com 121 MAIN OFFICE 17700 SW Upper Boones Ferry Rd. Suite 115 Portland, Oregon 97223 503-624-7005 ❑ CENTRAL OREGON 745 NW Mt.Washington Dr.,Suite#204 Bend. Oregon 97703 541-383-1828 0 DENVER OFFICE 940 Kimbark St.,Suite#3 Longmont,Colorado 80501 720-799-1001 3/96 Client: Harsh Investment Properties Project: Ace Hardware TI Proj.#: 19-T198 Date: 11/13/2019 -via r By: BPR FROELICH ENGIINEER9i Project Design Criteria Project Description Existing Strip Mall Open Web Roof Joist Exterior CMU Wall Slab on Grade Conventional Foundations Project Location Tigard Towne Square 16200 SW Pacific Highway,Tigard,OR Average Elevation=300 ft(approximate) General Building Department City of Tigard OR Building Official: Phone Number:503-718-2439 Building Code(s):2012 International Building Code(IBC) 2014 Oregon Structural Specialty Code(OSSC) ASCE7-10 Snow Load Analysis for Oregon(3rd ed.December 2007) Roof Live Load: Ground Snow Load= 10 psf(Snow load Analysis for Oregon 2007) Minimum Roof Snow Load= 25 psf (Snow Load Analysis for Oregon 2007) Snow Importance Factor(Is)= 1.00 (ASCE7-10 Table 1.5-2) Deflection Criteria= L/240 Floor Live Loads: Retail Store Live Load= 100 psf (IBC Table 1607.1) Wind Load: Basic(3-Second Gust)Wind Speed= 120 mph(OSSC Figure 1609) Exposure B Wind Importance Factor(Iw)= 1.00 (ASCE7-10 Table 1.5-2) Seismic Load: Occupancy Category= 1I (IBC Table 1604.5) Seismic Importance Factor(IE)= 1.00 (ASCE7-10 Table 11.5-I) Site Class= D * Mapped Spectral Acceleration Values(Ss)= 0.952 g Mapped Spectral Acceleration Values(S,)= 0.419 g Design Spectral Response Parameter(SDs)= 0.710 g Design Spectral Response Parameter(Se,)= 0.441 g Seismic Design Category= D Response Modification Coefficient(R)= 2.0 Ordinary reinforced masonry shear walls(Bearing (ASCE7-10 Table 12.2-1) Wall System) note as-built geotech allows 2500 psf. Soils Data: used 1500 psf conservatively Allow able Bearing Pressure= 1500 psf* Exterior Footing Depth= 12 inches* • 4/96 GRAVITY DESIGN (NEW OPENINGS) FROELICH ENGINEER S 4111 ❑ Man( '-.x= CLIENT: 17/UUSW Upper Boones Ferry Rd.#115 Portland.Oregon 97224 503-624-7065 PROJECT: ❑Central Oregon 745 NW Mt.Washington Dr.#204 NUMBER: E. Bend,Oregon 97703 541383-1828 FROELICH LIDe�—rt> ,e DATE: E N 6 1 N E E R S i 940 Kimbark St.Suite 3 Longmont,Colorado 80501 www.frcelich-engineers.com 720-799-1001 BY: A)6.4) CfuptOPFi2 �J R.rr A2-44 ASIgto u rRon 1909 °"6'4" 48 Cuw..., 6120u7E0 ,Dt, = 9 f Roof 1)iA bo t,o/to = ?.6 j c eAstsr n.,o) • L At&E ©p6ea.ti16 1N'-tog Atf'Js J = 24.6 „ ROOF Nr a ai -q 6.'0" : zs,, 'r xtz, ec- ra r . clops-F C z5.7 = es? P94 Roo 1= et, . 220,5 ct1-, = Ba P1 P- Our of 0444 45 =owl = p.o f �'e%taf41e 0.?//)(i) = 0.2e4r14) ►Ui. eoP 8oP.f:aCa 2010 22.�7 �sf•- pot -44 = iAr, iw Pr ift oh1C FQo,A ‘1 2 ,pJ., : , op.sfi (o4 J�j (32%z) = )0 453Ir 59,.= 7'Sls4 r - ao 64 "r t+PoeRfgGraa.1 s,•2 21411.7'�� an SE t ssBxex ry 77/47cr4NFNT - 7v t„,)ALL, e16? PI-r YG �pTt� i91.1 4/ 42-frfsE7-3h, liAtlor,} 1 13So f;j 16 is f 7. 'R r ' •S ?iP ,SET-Kp Ar 'roc Froelich Engineers Project Title: You can change this area Engineer: 6/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed.11 NOV 2019. 9:26AM Steel Beam _- _._. __....__ File=llssdarraylProj eds120191144WEs-AwNHIUW-312019.11.11TigardTownCenter.ec6 , Software copyright ENERCALC,INC.1983-2018,Buik1:1018.11.30. Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Large Opening W/Girder Point Load CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(10.453)S(13.066) _. _.... '.. _. -D(0.067)S(0.1) _. o _ -. �.- y> . W24x68 . Span=24.50 ft r, T it - - - - - II Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.9670, S=0.10 k/ft, Tributary Width=1.0 ft Point Load: D=10.453, Sr13.066k@3.0ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.638: 1 Maximum Shear Stress Ratio= 0.176 : 1 Section used for this span W24x68 Section used for this span W24x68 Ma:Applied 124.123 k-ft Va:Applied 34.548 k Mn/Omega:Allowable 194.478 k-ft Vn/Omega :Allowable 196.710 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.730ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection , Max Downward Transient Deflection 0.063 in Ratio= 4,637>=600 Max Upward Transient Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.260 in Ratio= 1131 >=600 Max Upward Total Deflection 0.000 in Ratio= 0 <600 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 24.50 ft 1 0.484 0.111 94.16 94.16 324.78 194.48 1.12 1.00 21.86 295.07 196.71 +D+L+H Dsgn.L= 24.50 ft 1 0.484 0.111 94.16 94,16 324.78 194.48 1.12 1.00 21.86 295.07 196.71 +D+Lr+H Dsgn.L= 24.50 ft 1 0.484 0.111 94.16 94.16 324.78 194.48 1.12 1.00 21.86 295.07 196.71 +D+S+H Dsgn.L= 24.5011 1 0.638 0.176 124.12 124.12 324.78 194.48 1.12 1.00 34.55 295.07 196.71 +D+0.750Lr+0.750L+H Dsgn.L= 24.50 ft 1 0.484 0.111 94.16 94.16 324.78 194.48 1.12 1.00 21.86 295.07 196.71 +D+0.750L+0.7505+H Dsgn.L= 24.50 ft 1 0.599 0.160 116.46 116.46 324.49 194.30 1.12 1.00 31.38 295.07 196.71 +D+0.60W+H Dsgn.L= 24.50 ft 1 0.484 0.111 94.16 94.16 324.78 194.48 1.12 1.00 21.86 295.07 196.71 +D+0.70E+H Dsgn.L= 24.50 ft 1 0.484 0.111 94.16 94.16 324.78 194.48 1.12 1.00 21.86 295.07 196.71 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 24.50 ft 1 0.484 0.111 94.16 94.16 324.78 194.48 1.12 1.00 21.86 295.07 196.71 +0+0.750 L+0.750S+0.450 W+H Dsgn.L= 24.50 ft 1 0.599 0.160 116.46 116.46 324.49 194.30 1.12 1.00 31.38 295.07 196.71 +D+0.750L+0.750S+0.5250E+H Froelich Engineers Project Title: You can change this area Engineer: 7196 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 11 NOV 2019. 9:26AM Steed Beam Fite=llssdarraylProjects120191144WES-Al4NHVUW-312019.11.11 Tigard Town Center.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: New Large Opening W/Girder Point Load Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 24.50 ft 1 0.599 0.160 116.46 116.46 324.49 194.30 1.12 1.00 31.38 295.07 196.71 +0.60D+0.60W+0.6OH Dsgn.L= 24.50 ft 1 0.290 0.067 56.50 56.50 324.78 194.48 1.12 1.00 13.11 295.07 196.71 +0.60D+0.70E+0.60H Dsgn.L= 24.50 ft 1 0.290 0.067 56.50 56.50 324.78 194.48 1.12 1.00 13.11 295.07 196.71 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Del Location in Span +D+S+H - -_ 1 0.2599 11.760 0.0000 _ - 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 34.548 16.789 Overall MINimum 12.691 2.825 +D+H 21.857 13.964 +D+L+H 21.857 13.964 +D+Lr+H 21.857 13.964 +D+S+H 34.548 16.789 +D+0.750Lr+0.750L+H 21.857 13.964 +D+0.750L+0.7503+H 31.375 16.083 +D+0.60W+H 21.857 13.964 +D+0.70E+H 21.857 13.964 +D+0.750Lr+0.750L+0.450W+H 21.857 13.964 +D+0.750L+0.7508+0.450W+H 31.375 16.083 +D+0.750L+0.750S+0.5250E+H 31.375 16.083 +0.60D+0.60W+0.60H 13.114 8.378 +0.60D+0.70E+0.60H 13.114 8.378 D Only 21.857 13.964 Lr Only L Only S Only 12.691 2.825 W Only E Only H Only • Froelich Engineers Project Title: You can change this area Engineer: 8/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. _Title Block Line 6 Printed.11 NOV 2019, 9:24AM Steel Beam File=1lssdarraylProiects120191144WES-A14NHIUW-312019.11.11 Tigard Town Center.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Large Opening CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending E(O.os1) o d d t. xr, o' .r *3,R:.., i i, £ ;rt. '-xl N m <.� s-i 4 £?, Ts k s k ' `',..{; :'rAs'z k sk '''0 ,41', "'s�;S.3 .,. ck -- � 0. 0 x,..�r`VI XX W24x62 note used W24X68 for both AA Span=24.50 ft - yI Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: E=0.0610 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.201 : 1 Maximum Shear Stress Ratio= 0.008 : 1 Section used for this span W24x62 Section used for this span W24x62 Ma:Applied 7.852 k-ft Va:Applied 1.282 k Mn/Omega:Allowable 39.122 k-ft Vn/Omega:Allowable 166.144 k Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span 12.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.496 in Ratio= 592>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.852 in Ratio= 345 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mny Mny/omega Cb Rm Va Max Vny Vny/Omega +D+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+L+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+Lr+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65,33 39.12 1.14 1.00 0.76 249.22 166.14 +D+S+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+0.750Lr+0.750L+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+0.750L+0.75QS+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+0.60W+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+0.70E+H Dsgn.L= 24.50 ft 1 0.201 0.008 7.85 7.85 65.33 39.12 1.14 1.00 1.28 249.22 166.14 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+0.750L+0.750S+0.450W+H Dsgn.L= 24.50 ft 1 0.119 0.005 4.65 4.65 65.33 39.12 1.14 1.00 0.76 249.22 166.14 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 24.50 ft 1 0.180 0.007 7.05 7.05 65.33 39.12 1.14 1.00 1.15 249.22 166.14 +0.60D+0.60W+0.60H Dsgn.L= 24.50 ft 1 0.071 0.003 2.79 2.79 65.33 39.12 1.14 1.00 0.46 249.22 166.14 Froelich Engineers Project Title: You can change this area Engineer: 9/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 11 NOV 2019. 9:24AM Steel Beam File=ilssdarray\Projects12 01 911 4 4WES-A14NHIUW-312019.11.11 Tigard Town Center.e6 . Software copyright ENERCALC,INC.1983-2018,Build:10.1811.30:.:... LIc.#tb KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Large Opening Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.6tH Dsgn.L= 24.50 ft 1 0.153 0.006 5.99 5.99 65.33 39.12 1.14 1.00 0.98 249.22 166.14 Overall Maximum Deflections Load Combination Span Max.""Del Location in Span Load Combination Max.'+"Deft Location in Span +D+0.70E+H 1 0.8518 12.320 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.282 1.282 -- Overall MINimum 0.455 0.455 +D+H 0.759 0.759 +D+L+H 0.759 0.759 +D+Lr+H 0.759 0.759 +D+S+H 0.759 0.759 +D+0.750Lr+0.750L+H 0.759 0.759 +D+0.750L+0.750S+H 0.759 0.759 +D+0.60W+H 0.759 0.759 +D+0.70E+H 1.282 1.282 +D+0.750Lr+0.750L+0.450W+H 0.759 0.759 +D+0.750L+0.7505+0.450W+H 0.759 0.759 +D+0.750L+0.7505+0.5250E+H 1.151 1.151 +0.600+0.60W+0.60H 0.455 0.455 +0.60D+0.70E+0.60H 0.978 0.978 D Only 0.759 0.759 Lr Only L Only S Only W Only E Only 0.747 0.747 H Only Froelich Engineers Project Title: You can change this area Engineer: 10/96 using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019, 9:20AM Steel Beam �le nssdarra tProjects120191144WES-A14NHIUW-312019.11.11 Tigard Town Canter.ec6 . Software copyright ENERCALC,INC.1983-2018,801:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Large Opening CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.967a)S(0.1) a _a �' 5 c{ . n 3 4b ee a e v mc5°�z 4`:,a ii%-al,, .� ", ' ae,r s : :{',:�,xx .n� , a `� .,u. "`,3 ,�'c,N .'?""wr,. ;:, W24x62 Span=24.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.9670, S=0.10 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.754: 1 Maximum Shear Stress Ratio= 0.068 : 1 Section used for this span W24x62 Section used for this span W24x62 Ma:Applied 84.707 k-ft Va:Applied 13.830 k Mn/Omega:Allowable 112.399k-ft Vn/Omega:Allowable 203.820 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 16,227>=600 Max Upward Transient Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.205 in Ratio= 1437 >=600 Max Upward Total Deflection 0.000 in Ratio= 0 <600 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 24.50 ft 1 0.687 0.062 77.20 77.20 187.71 112.40 1.14 1.00 12.60 305.73 203.82 +D+L+H Dsgn.L= 24.50 ft 1 0.687 0.062 77.20 77.20 187.71 112.40 1.14 1.00 12.60 305.73 203.82 +D+Lr+H Dsgn.L= 24.50 ft 1 0.687 0.062 77.20 77.20 187.71 112.40 1.14 1.00 12.60 305.73 203.82 +D+S+H Dsgn.L= 24.50 ft 1 0.754 0.066 84.71 84.71 187.71 112.40 1.14 1.00 13.83 305.73 203.82 +D+0.750Lr+0.750L+H Dsgn.L= 24.50 ft 1 0.687 0.062 77.20 77.20 187.71 112.40 1.14 1.00 12.60 305.73 203.82 +D+0.750L+0.750S+H Dsgn.L= 24.50 ft 1 0.737 0.066 82.83 82.83 187.71 112.40 1.14 1.00 13.52 305.73 203.82 +D+0.60W+H Dsgn.L= 24.50 ft 1 0.687 0.062 77.20 77.20 187.71 112.40 1.14 1.00 12.60 305.73 203.82 +D+0.70E+H Dsgn.L= 24.50 ft 1 0.687 0.062 77.20 77.20 187.71 112.40 1.14 1.00 12.60 305.73 203.82 +D+0.750Lr+0.750L+0.450 W+H Dsgn.L= 24.50 ft 1 0.687 0.062 77.20 77.20 187.71 112.40 1.14 1.00 12.60 305.73 203.82 +D+0.750L+0.750S+0.450W+H Dsgn.L= 24.50 ft 1 0.737 0.066 82.83 82.83 187.71 112.40 1.14 1.00 13.52 305.73 203.82 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 24.50 ft 1 0.737 0.066 82.83 82.83 187.71 112.40 1.14 1.00 13.52 305.73 203.82 +0.60D+0,60W+0.60H Dsgn.L= 24.50 ft 1 0.412 0.037 46.32 46.32 187.71 112.40 1.14 1.00 7.56 305.73 203.82 Froelich Engineers Project Title: You can change this area Engineer: 11/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 11 NOV 2019, 9.20AM Steel Beam File=1\ssdarrayPProjects120191144WES-A\4NHIINW312019.11.11Tigard Town Center.ec8 . Softrare copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lie.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Large Opening Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn.L= 24.50 ft 1 0.412 0.037 46.32 46.32 187.71 112.40 1.14 1.00 7.56 305.73 203.82 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.2045 12.320 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.830 13.830 Overall MINimum 1.225 1.225 +D+H 12.605 12.605 +D+L+H 12.605 12.605 +D+Lr+H 12.605 12.605 +D+S+H 13.830 13.830 +D+0.750Lr+0.750L+H 12.605 12.605 +D+0.750L+0.750S+H 13.523 13.523 +D+0.60W+H 12.605 12.605 +D+0.70E+H 12.605 12.605 +D+0.750L00.750L+0.450W+H 12.605 12.605 +D+0.750L+0.750S+0.450W+H 13.523 13.523 +D+0.750L+0.750S+0.5250E+H 13.523 13.523 +0.600+0.60W+0.60H 7.563 7.563 +0.60D+0.70E+0.60H 7.563 7.563 D Only 12.605 12.605 Lr Only L Only S Only 1.225 1.225 W Only E Only H Only Froelich Engineers Project Title: You can change this area Engineer: 12/96 using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:12 NOV 2019. 1:15PM Steed Base Pate File=Ussdarray,Prajects120191144WES-A14NHIUW-312019.11.11Tgard Town Center.ec6 . Software copyright ENERCALC,INC.1963-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: HSS 8x8x1/4 BASE PLATE Code References Calculations per AISC Design Guide#1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design ct, c :LRFD Resistance Factor 0.650 Steel Plate Fy = 36.0 ksi Concrete Support fc = 2.50 ksi Assumed Bearing Area:Full Bearing Nominal Bearing Fp per J8 2.125 ksi Column&Plate 8" Column Properties Z Steel Section: HSS8x8x1/4 Depth 8 in Area 7.1 inA2 "�', Width 8 in lxx 28.6 inA4 I t Flange Thickness 0.233 in lyy 28.6 inA4 Web Thickness inrT Plate Dimensions Support Dimensions N:Length 14.0 in Width along"X" 14.0 in X B:Width 8.0 in Length along"Z' 8.50 in N iv Thickness 0.750 in Column assumed welded to base plate. --- ,Ak 8-1/2" Applied Loads +p P-Y V-Z M-X f ' +Nrj; D:Dead Load 34.50 k k k-ft +X +X r t° L:Live k k k-ft �I Lr:Roof Live k k k-ft 1 S:Snow 13.920 k k k-ft ,,_ W:Wind k k k-ft E:Earthquake k k k-ftN. H:Lateral Earth........, k k k-ft + +2 "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. "+" Shears push plate towards+Z edge. Anchor Bolts -- Anchor Bolt or Rod Description 0 625 • Max of Tension or Pullout Capacity k - Shear Capacity k Edge distance:bolt to plate 1.50 in x Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • • • • • • z • Froelich Engineers Project Title: 13/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:12 NOV 201g. 1:15PM Steel Base Plate File=\lssdarray\Projects12019t144WES-A14NHIUW-312019.11.11Tigad Town Center.ec6 Software copyright ENERCALC,INC.1983-2018,1311M:10.18.11.30. Lic.# KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: HSS 8x8x1/4 BASE PLATE GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment 2.911 k-in Plate Design Summary Ib:Max.Bending Stress 13.799 ksi Design Method Load Resistance Factor Design Fb:Allowable: 32.400 ksi Governing Load Combination +1.20D+0.50L+1.605+1.60H Fy*Phi Governing Load Case Type Axial Load Only Bending Stress Ratio 0 426 Governing STRESS RATIO 0.4259 Bending Stress OK Design Plate Size 1'-2"x 8"x 0-3/4" fu:Max.Plate Bearing Stress.... 0.569 ksi Pu:Axial 0.000 k Fp:Allowable: 1.381 ksi Mu:Moment 0.000 k-ft Bearing Stress Ratio 0.412 Bearing Stress OK Load Comb. : +1.40D+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 48.300 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.431 ksi Design Plate Width 8.000 in Stress Ratio 0.312 Wilt be different from entry if partial bearing used Plate Bending Stresses Al :Plate Area 112.000 in"2 Mmax=Fu"L"2/2 2.208 k-in A2:Support Area 112.000 in"2 lb:Actual 10.468 ksi sgrt(A21A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio 0.323 Distance for Moment Calculation •m" 3.200 in "n" 0.200 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n'"Lambda 0.000 in L=max(m,n,n") 3.200 in Load Comb. : +1.20D+0.50Lr+1.60L+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 41.400 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.370 ksi Design Plate Width 8.000 in Stress Ratio 0.268 Will be different from entry if padiat bearing used. Plate Bending Stresses Al :Plate Area 112.000 in"2 Mmax=Fu"L"212 1.893 k-in A2:Support Area 112.000 in"2 tb:Actual 8.972 ksi sgrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio 0.277 Distance for Moment Calculation 3.200 in 0.200 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in 4 Froelich Engineers Project Title: 14/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed. 12 Nov 2019. 1:15PM Steel Base Pete File=llssdarraylProjects120191144WES-A14NHIUW-312019.11.11 Tigard Town Center.ec6 . Software copyright ENERCALC,INC.1983-2018,Buiki:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: HSS 8x8x1/4 BASE PLATE Load Comb. : +1.20D+1.60L+0.50S+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 48.360 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.432 ksi Design Plate Wdth 8.000 in Stress Ratio 0.313 Will be different from entry if partial bearing used Plate Bending Stresses Al :Plate Area 112.000 in^2 Mmax-Fu*L^2l 2 2.211 k-in A2:Support Area 112.000 in"2 fb:Actual 10.481 ksi sqrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio 0.323 Distance for Moment Calculation 3.200 in 0.200 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Load Comb. : +1.20D+1.60Lr+0.50L+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 41.400 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.370 ksi Design Plate Width 8.000 in Stress Ratio 0.268 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 112.000 in"2 Mmax=Fu*L^2/2 1.893 k-in A2:Support Area 112.000 in"2 fb:Actual 8.972 ksi sqrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio..................... 0.277 Distance for Moment Calculation 3.200 in 0.200 in X 0.000 in^2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Load Comb. : +1.20D+1.60Lr+0.50W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 41.400 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.370 ksi Design Plate Width 8.000 in Stress Ratio 0.268 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 112.000 in^2 Mmax=Fu*L^2/2 1.893 k-in A2:Support Area 112.000 in"2 lb:Actual 8.972 ksi sqrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio..................... 0.277 Distance for Moment Calculation 3.200 in "n" 0.200 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Froelich Engineers Project Title: You can change this area Engineer: 15/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 12 Nov 2019, 1:15PM Steed Base Pate File=llssdarraylProjectsl20191144WES-Al4NHIt1W-312019.11.11 Tigard Town Center.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: HSS 8x8x1/4 BASE PLATE Load Comb. : +1.20D+0.50L+1.60S+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 63.672 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.569 ksi Design Plate Width 8.000 in Stress Ratio 0.412 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 112.000 in^2 Mmax=Fu*L^2!2 2.911 k-in A2:Support Area 112.000 in"2 fb:Actual 13.799 ksi sgrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio 0.426 Distance for Moment Calculation "m" 3.200 in "n" 0.200 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Load Comb. : +1.20D+1.60S+0.50W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 63.672 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.569 ksi Design Plate Width 8.000 in Stress Ratio 0.412 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 112.000 in"2 Mmax=Fu*L^212 2.911 k-in A2:Support Area 112.000 in^2 fb:Actual 13.799 ksi sgrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio..................... 0.426 Distance for Moment Calculation "m" 3.200 in "n" 0.200 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Load Comb. : +1.20D+0.50Lr+0.50L+W+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 41.400 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.370 ksi Design Plate Width 8.000 in Stress Ratio 0.268 Will be different from entry if partial bearing used. Plate Bending Stresses Al...Plate Area 112.000 in^2 Mmax=Fu*L^2/2 1.893 k-in A2:Support Area 112.000 in02 fb:Actual 8.972 ksi sgrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio..................... 0.277 Distance for Moment Calculation m" 3.200 in n" 0.200 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in • Froelich Engineers Project Title: You can change this area Engineer: 16/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:12 NOV 2019. 1:15PM Steel Base Plate File=1lssdarray1Proleotsl20191144WES-Al4NHIUW:312019.11.11 Tigard Town Center.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS, Description: HSS 8x8x1/4 BASE PLATE Load Comb. : +1.20D+0.50L+0.50S+W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 48.360 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.432 ksi Design Plate Width 8.000 in Stress Ratio 0.313 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 112.000 in62 Mmax=Fu*L"2/2 2.211 k-in A2:Support Area 112.000 ine2 lb:Actual 10.481 ksi sqrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio..................... 0.323 Distance for Moment Calculation "m" 3.200 in "n" 0.200 in X 0.000 in^2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Load Comb. : +1.20D+0.50L+0.20S+E+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 44.184 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.395 ksi Design Plate Width 8.000 in Stress Ratio 0.266 Will be different from entry ifpadiat bearing used Plate Bending Stresses Al:Plate Area 112.000 in^2 Mmax=Fu*L^2/2 2.020 k-in A2:Support Area 112.000 in^2 lb:Actual 9.576 ksi sqrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio 0.296 Distance for Moment Calculation "m" 3.200 in "n" 0.200 in X 0.000 in^2 Lambda 0.000 n'.. 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Load Comb. : +0.90D+W+0.90H Axial Load Only,No Moment Loading )Searing Stresses Pu:Axial 31.050 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.277 ksi Design Plate Width 8.000 in Stress Ratio....................... 0.201 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 112.000 in^2 Mmax=Fu*L^2/2................... 1.419 k-in A2:Support Area 112.000 in^2 lb:Actual 6.729 ksi sgrt(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio..................... 0.208 Distance for Moment Calculation "m" 3.200 in "n" 0.200 in X 0.000 in^2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 3.200 in Froelich Engineers Project Title: You can change this area Engineer: 17/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 12 NOV 2019.. 115PM Steel Base Plate File=tlssdarrayProjects120191t444VESA14NHlUW-312019.11.11 Tigard Town center.ec6 ..... Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS j Description: HSS 8x8x114 BASE PLATE Load Comb. : +0.90D+E+0.90H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial 31.050 k Fp:Allowable 1.381 ksi Design Plate Height 14.000 in fu:Max.Bearing Pressure 0.277 ksi Design Plate Width 8.000 in Stress Ratio 0.201 will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 112.000 in"2 Mmax=Fu*L^2/2 1.419 k-in A2:Support Area 112.000 in"2 fb:Actual 6.729 ksi sort(A2/A1) 1.000 Fb:Allowable 32.400 ksi Stress Ratio 0.208 Distance for Moment Calculation "m".. 3.200 in "n" 0.200 in X.............................. 0.000 in^2 Lambda 0.000 n'........................................ 0.000 in n''Lambda 0.000 in L=max(m,n,n") 3.200 in 1 ❑Mc,o f icU CLIENT: 17700 SW Upper Boones Ferry R .#115 Po 8lF36 1 Portland.Oregon 97224 503-624-7005 PROJECT: .."` 745 NW Mt Washington Or #204 Bend,Oregon97703 NUMBER: 541�83-1828 F R O E L I C H o Denver Office DATE: ENGINEERS 940 Klmbark St.Suite 3 Longmont,Colorado 80501 www.froeiich-engmeers.com 720-799-1001 BY: �Otc, r 7101) Dit•ci Ai AS,g14,/4£00 4 1 3&,6 -.Sox, 84 = ,-14. 1 e C so7t,2 ice:27-" '-.N Og.:, 34i.s 111 t !' so. `�� I ...^ @ 4 ,1' Past" st,, :242.26 I Przt v1zDE 2.'-O,4xS'P'X Get1GEX 74,4"..CroA ' ‘9 } 06' - 4,‘ L cfr (7)n okra ?R4.d , Froelich Engineers Project Title: You can change this area Engineer: 19/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 11 NOV 2019.11 10AM General Footing F =lissdanaylPry1�ts420191144WES-AWNHILJW-312019.11.i1TigardTownCenter.ec8. g Software copyrightENERCALC,INC.1983-2018,Build:10.18.11.30. Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Footing Extension at Center Column Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel %Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure Yes = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.0 ft z Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 12.0 in i Pedestal dimensions... px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 in Height - in Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in -r-j.1 W Reinforcing "W. Bars parallel to X-X Axis Number of Bars - 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 ',, 4 � ,,, ', ' �a 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 = 34.50 13.920 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Froelich Engineers Project Title: 20/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 11 NOV 2019.. 11.10AM Genera Footing File 11ssdarray4Proects420/9114 4WES-A14NHi1M-312019.11.11 Tigard Tom Center.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30.... "',#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Footing Extension at Center Column DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9933 Soil Bearing 1.490 ksf 1.50 ksf +D+S+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 0.5220 Z Flexure(+X) 6.288 k-ft/ft 12.046 k-ft/ft +1.20D+0.50L+1.605+1.60H PAss 0.5220 Z Flexure(-X) 6.288 k-ft/ft 12.046 k-ftft +1.20D+0.50L+1.60S+1.60H PASS 0.5220 X Flexure(+Z) 6.288 k-fUft 12.046 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5220 X Flexure(-Z) 6.288 k-ft/ft 12.046 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.4192 1-way Shear(+X) 31.443 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PAss 0.4192 1-way Shear(-X) 31.443 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4192 1-way Shear(+Z) 31.443 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4192 1-way Shear(-Z) 31.443 psi 75.0 psi +1.20D+0.50L+1.605+1.60H PASS 0.6536 2-way Punching 98.047 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress©Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 1.103 1.103 n/a n/a 0.735 X-X,+D+L+H 1.50 n/a 0.0 1.103 1.103 n/a n/a 0.735 X-X,+D+Lr+H 1.50 n/a 0.0 1.103 1.103 n/a n/a 0.735 X-X,+D+S+H 1.50 n/a 0.0 1.490 1.490 n/a n/a 0.993 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.103 1.103 n/a n/a 0.735 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.393 1.393 n/a n/a 0.929 X-X,+D+0.60W+H 1.50 n/a 0.0 1.103 1.103 n/a n/a 0.735 X-X,+D+0.70E+H 1.50 n/a 0.0 1.103 1.103 n/a n/a 0.735 X-X.+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.103 1.103 n/a n/a 0.735 X-X,+D+0.750L+0.7505+0.450W+H 1.50 n/a 0.0 1.393 1.393 n/a n/a 0.929 X-X.+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 1.393 1.393 n/a n/a 0.929 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.6620 0.6620 n/a n/a 0.441 X-X.+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.6620 0.6620 n/a n/a 0.441 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 1.103 1.103 0.735 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.103 1.103 0.735 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 1.103 1.103 0.735 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 1.490 1.490 0.993 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.103 1.103 0.735 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.393 1.393 0.929 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 1.103 1.103 0.735 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 1.103 1.103 0.735 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.103 1.103 0.735 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.393 1.393 0.929 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.393 1.393 0.929 Z-Z.+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.6620 0.6620 0.441 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.6620 0.6620 0.441 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Froelich Engineers Project Title: 21/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed.11 NOV 2019.11.10AM General Footing File=11ssdarraylProjects120191144WES-Al4NHIUW-312019.11.11 Tigard Town Center.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Footing Extension at Center Column Footing Flexure Mu Side Tension As RGym.d As Actual As Phi"Mn Flexure Axis&Load Combination k-fl Surface n"2 in^2 in^2 k- Status fl X-X,+1.40D+1.60H 4.770 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D+1.60H 4.770 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 4.088 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 4.088 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.200+1.60L+0.505+1.60H 4.776 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 4.776 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.088 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.088 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 4.088 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.088 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+1.60S+1.60H 6.288 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+1.60S+1.60H 6.288 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 6.288 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 6.288 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.088 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.088 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.776 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.776 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.363 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.363 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+W+0.90H 3.066 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+W+0.90H 3.066 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E+0.90H 3.066 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E+0.90H 3.066 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D+1.60H 4.770 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D+1.60H 4.770 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.088 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.088 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 4.776 -X Bottom 0.2592 Min Temp'% 0.310 12.046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 4.776 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.088 -X Bottom 0.2592 Min Temp'% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.088 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.088 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.088 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 6.288 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+1.605+1.60H 6.288 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 6.288 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 6.288 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.088 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.088 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.776 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 4.776 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.363 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.363 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+W+0.90H 3.066 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+W+0.90H 3.066 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+E+0.90H 3.066 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+0.90D+E+0.90H 3.066 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 23.85 Psi 23.85 psi 23.85 psi 23.85 psi 23.85 psi 75.00 psi 0.32 OK +1.20D+0.50Lr+1.60L+1.60H 20.44 Psi 20.44 psi 20.44 psi 20.44 psi 20.44 psi 75.00 psi 0.27 OK +1.20D+1.60L+0.50S+1.60H 23.88 psi 23.88 psi 23.88 psi 23.88 psi 23.88 psi 75.00 psi 0.32 OK +1.20D+1.60Lr+0.50L+1.60H 20.44 Psi 20.44 psi 20.44 psi 20.44 psi 20.44 psi 75.00 psi 0.27 OK +1.20D+1.60Lr+0.50W+1.60H 20.44 psi 20.44 psi 20.44 psi 20.44 psi 20.44 psi 75.00 psi 0.27 OK +1.20D+0.50L+1.60S+1.60H 31.44 Psi 31.44 psi 31.44 psi 31.44 psi 31.44 psi 75.00 psi 0.42 OK +1.20D+1.60S+0.50W+1.60H 31.44 psi 31.44 psi 31.44 psi 31.44 psi 31.44 psi 75.00 psi 0.42 OK +1.20D+0.50Lr+0.50L+W+1.60H 20.44 Psi 20.44 psi 20.44 psi 20.44 psi 20.44 psi 75.00 psi 0.27 OK +1.20D+0.50L+0.50S+W+1.60H 23.88 psi 23.88 psi 23.88 psi 23.88 psi 23.88 psi 75.00 psi 0.32 OK +1.20D+0.50L+0.20S+E+1.60H 21.82 psi 21.82 psi 21.82 psi 21.82 psi 21.82 psi 75.00 psi 0.29 OK +0.90D+W+0.90H 15.33 Psi 15.33 psi 15.33 psi 15.33 psi 15.33 psi 75.00 psi 0.20 OK Froelich Engineers Project Title: You can change this area Engineer: 22/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed. 11 Nov 2019.11.10AM General Footing File Nssdarrey1Projects120191144WEs-A14NHIUW-312019.11.11 Tigard Town Center.ec6 . g Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Footing Extension at Center Column One Way Shear Load Combination... Vu @-X Vu @+X Vu @•Z Vu @+Z Vu:Max Phi Vn Vu/Phi Vn Status +0.90D+E+0.90H 15.33 psi 15.33 psi 15.33 psi 15.33 psi 15.33 psi 75.00 psi 0.20 OK Two-Way"Punching"Shear All units k Load Combination... Vu PhrVn Vu/Phi*Vn __ Status +1.40D+1.60H 74.38 psi 150.00psi 0.4958 OK +1.20D+0.50Lr+1.60L+1.60H 63.75 psi 150.00psi 0.425 OK +1.20D+1.60L+0.50S+1.60H 74.47 psi 150.00psi 0.4965 OK +1.20D+1.60Lr+0.50L+1.60H 63.75 psi 150.00psi 0.425 OK +1.20D+1.60Lr+0.50W+1.60H 63.75 psi 150.00psi 0.425 OK +1.20D+0.50L+1.60S+1.60H 98.05 psi 150.00psi 0.6536 OK +1.20D+1.60S+0.50W+1.60H 98.05 psi 150.00psi 0.6536 OK +1.20D+0.50Lr+0.50L+W+1.60H 63.75 psi 150.00psi 0.425 OK +1.20D+0.50L+0.50S+W+1.60H 74.47 psi 150.00psi 0.4965 OK +1.20D+0.50L+0.20S+E+1.60H 68.04 psi 150.00psi 0.4536 OK +0.90D+W+0.90H 47.81 psi 150.00psi 0.3188 OK +0.90D+E+0.90H 47.81 psi 150.00psi 0.3188 OK Froelich Engineers Project Title: You can change this area Engineer: 23/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 %Anted: 11 NOV 2019,11:20AM General Footing File=llssdarray\Projectsf20191144WES^A14NHIUW-31201c9111 11gardTornCente.ec6 . g SofMare capydght ENERCALC,INC.1983-2018,Build:10.18.11.30. tic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Footing Extension At Edge Column Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoiVConcrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 fl Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use flg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 12.0 in Load location offset from footing center... ex:PM to X-X Axis = 4 in ,. = in Pedestal dimensions... x_ ' x px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 in -t--- Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 6.0 in Reinforcing ,40. Bars parallel to X-X Axis Number of Bars 7 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 x ,x , r Reinforcing Bar Size = # 5 _ Bandwidth Distribution Check (ACI 15.4,4.2) ,,F v' �. - ".. ,.,. :�sa , „, Direction Requiring Closer Separation <-.--.„,„z ,- -... Bars along X-XAxis #Bars required within zone 88.9% #Bars required on each side of zone 11.1 % Applied Loads D Lr L S W E H P:Column Load = 13.964 0.0 0.0 2.825 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Froelich Engineers Project Title: 24/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019.11:20AM _--- File=lissdarraylProjects120191144WES-Al4NHIUW-312019.11.11 Tigard Town Centered . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10,18.11.30. Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Footing Extension At Edge Column DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9333 Soil Bearing 1.40 ksf 1.50 ksf +D+S+H about Z-Z axis PASS nla 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 0.1225 Z Flexure(+X) 1.313 k-ft/ft 10.721 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1323 Z Flexure(-X) 1.419 k-ft/ft 10.721 k-ftlft +1.20D+0.50L+1.60S+1.60H PASS 0.2188 X Flexure(+Z) 2.497 k-ft/ft 11.410 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.2188 X Flexure(-Z) 2.497 k-ftlft 11.410 k-ft/ft +1.20D+0.50L+1.6OS+1.60H PASS 0.2309 1-way Shear(+X) 17.314 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1997 1-way Shear(-X) 14.979 psi 75.0 psi +120D+0.50L+1.605+1.60H PASS 0.3251 1-way Shear(+Z) 24.380 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3251 1-way Shear(-Z) 24.380 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3928 2-way Punching 58.916 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing - Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.8432 0.8432 n/a n/a 0.562 X-X,+D+L+H 1.50 n/a 0.0 0.8432 0.8432 n/a n/a 0.562 X-X,+D+Lr+H 1.50 n/a 0.0 0.8432 0.8432 n/a n/a 0.562 X-X,+D+S+H 1.50 n/a 0.0 0.9845 0.9845 n/a n/a 0.656 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.8432 0.8432 n/a n/a 0.562 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.9491 0.9491 n/a n/a 0.633 X-X,+D+0.60W+H 1.50 nla 0.0 0.8432 0.8432 n/a n/a 0.562 X-X,+D+0.70E+H 1.50 n/a 0.0 0.8432 0.8432 n/a n/a 0.562 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.8432 0.8432 n/a n/a 0.562 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.9491 0.9491 n/a nla 0.633 X-X,+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 0.9491 0.9491 n/a n/a 0.633 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.5059 0.5059 n/a n/a 0.337 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.5059 0.5059 n/a n/a 0.337 Z-Z,+D+H 1.50 3.312 n/a n/a n/a 0.4976 1.189 0.793 Z-Z,+D+L+H 1.50 3.312 n/a n/a n/a 0.4976 1.189 0.793 Z-Z,+D+Lr+H 1.50 3.312 n/a n/a n/a 0.4976 1.189 0.793 Z-Z.+D+S+H 1.50 3.411 n/a nla n/a 0.5689 1.40 0.933 Z-Z,+D+0.750Lr+0.750L+H 1.50 3.312 n/a nla n/a 0.4976 1.189 0.793 Z-Z,+D+0.750L+0.750S+H 1.50 3.389 n/a n/a nla 0.5511 1.347 0.898 Z-Z,+D+0.60W+H 1.50 3.312 n/a n/a n/a 0.4976 1.189 0.793 Z-Z,+D+0.70E+H 1.50 3.312 n/a n/a nla 0.4976 1.189 0.793 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 3.312 n/a n/a nla 0.4976 1.189 0.793 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 3.389 n/a n/a n/a 0.5511 1.347 0.898 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 3.389 n/a n/a n/a 0.5511 1.347 0.898 Z-Z,+0.60D+0.60W+0.60H 1.50 3.312 n/a n/a n/a 0.2986 0.7133 0.476 Z-Z,+0.60D+0.70E+0.60H 1.50 3.312 n/a n/a n/a 0.2986 0.7133 0.476 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Froelich Engineers Project Title: 25196 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019.11:20AM File=Ussdanay1Projects120191144WES-A14NHIUW-312019.11.11 Tigard Town Center.ec6 General Footing Software eoPydghtENERCALC,INC.1983-2018,Buil:10.18.11.30. Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description : Footing Extension AI Edge Column Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in"2 k-it X-X,+1.40D+1.60H 2.294 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.40D+1.60H 2.294 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.966 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.966 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.132 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.132 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.966 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.966 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.966 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.966 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.497 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.497 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.497 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.497 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.966 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.966 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 2.132 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.132 -Z Bottom 0.2592 Min Temo% 0.4650 11.410 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 2.033 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 2.033 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+0.90D+W+0.90H 1.475 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+0.90D+W+0.90H 1.475 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+0.90D+E+0.90H 1.475 +Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK X-X,+0.90D+E+0.90H 1.475 -Z Bottom 0.2592 Min Temp% 0.4650 11.410 OK Z-Z,+1.40D+1.60H 1.303 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.40D+1.60H 1.207 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.117 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.034 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.211 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 1.121 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.117 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.034 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.117 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.034 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.419 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.313 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.419 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 1.313 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.117 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.034 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.211 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.121 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.155 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.069 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+0.90D+W+0.90H 0.8379 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+0.90D+W+0.90H 0.7757 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+0.90D+E+0.90H 0.8379 -X Bottom 0.2592 Min Temp% 0.4340 10.721 OK Z-Z,+0.90D+E+0.90H 0.7757 +X Bottom 0.2592 Min Temp% 0.4340 10.721 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 13.76 psi 15.91 psi 22.40 psi 22.40 psi 22.40 psi 75.00 psi 0.30 OK +1.20D+0.50Lr+1.60L+1.60H 11.80 psi 13.64 psi 19.20 psi 19.20 psi 19.20 psi 75.00 psi 0.26 OK +1.20D+1.60L+0.50S+1.60H 12.79 psi 14.79 psi 20.82 psi 20.82 psi 20.82 psi 75.00 psi 0.28 OK +1.20D+1.60Lr+0.50L+1.60H 11.80 psi 13.64 psi 19.20 psi 19.20 psi 19.20 psi 75.00 psi 0.26 OK +1.20D+1.60Lr+0.50W+1.60H 11.80 psi 13.64 psi 19.20 psi 19.20 psi 19.20 psi 75.00 psi 0.26 OK +1.20D+0.50L+1.60S+1.60H 14.98 Psi 17.31 psi 24.38 psi 24.38 psi 24.38 psi 75.00 psi 0.33 OK +1.20D+1.60S+0.50W+1.60H 14.98 psi 17.31 psi 24.38 psi 24.38 psi 24.38 psi 75.00 psi 0.33 OK +1.20D+0.50Lr+0.50L+W+1.60H 11.80 psi 13.64 psi 19.20 psi 19.20 psi 19.20 psi 75.00 psi 0.26 OK +1.20D+0.50L+0.50S+W+1.60H 12.79 psi 14.79 psi 20.82 psi 20.82 psi 20.82 psi 75.00 psi 0.28 OK +1.20D+0.50L+0.20S+E+1.60H 12.20 psi 14.10 psi 19.85 psi 19.85 psi 19.85 psi 75.00 psi 0.26 OK +0.90D+W+0.90H 8.85 psi 10.23 psi 14.40 psi 14.40 psi 14.40 psi 75.00 psi 0.19 OK Froelich Engineers Project Title: 26/96 You can change this area Engineer: using the"Settings'menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019.11:20AM General Footing Ftle=llssdarraprojeds120191144WES-AUNHItJW-312019.11.11 Tigard Town Center.ec6 . g Software copyright ENERCALC,INC.1983.2018,BuiId:10.18.11.30. Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Footing Extension At Edge Column One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 8.85 psi 10.23 psi 14.40 psi 14.40 psi 14.40 psi 75.00 psi 0.19 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 54.13 psi 150.00psi 0.3609 OK +1.20D+0.50Lr+1.60L+1.60H 46.40 psi 150.00psi 0.3093 OK +1.20D+1.60L+0.505+1.60H 50.31 psi 150.00psi 0.3354 OK +1.20D+1.60Lr+0.50L+1.60H 46.40 psi 150.00psi 0.3093 OK +1.20D+1.60Lr+0.50W+1.60H 46.40 psi 150.00psi 0.3093 OK +1.20D+0.50L+1.60S+1.60H 58.92 psi 150.00psi 0.3928 OK +1.20D+1.60S+0.50W+1.60H 58.92 psi 150.00 psi 0.3928 OK +1.20D+0.50Lr+0.50L+W+1.60H 46.40 psi 150.00psi 0.3093 OK +1.20D+0.50L+0.50S+W+1.60H 50.31 psi 150.00psi 0.3354 OK +1.20D+0.50L+0.20S+E+1.60H 47.97 psi 150.000Si 0.3198 OK +0.90D+W+0.90H 34.80 psi 150.00psi 0.232 OK +0.90D+E+0.90H 34.80 psi 150.00psi 0.232 OK 4 't[]Main Office CLIENT: SW Upper Soones Ferry Rd.4115 ' •� Portland,Oregon 97224 503.624 7005 PROJECT: ,` 114745 NW Mt Washington Dr *204 8end.Ortsyvn 97703 NUMBER: 5413831828 F R O E L I C H L Denver Once DATE: ENGINEERSI 940Kmbark St.Suite 3 Longmont,Colorado 80501 www.froelich-engineers.com 720-799-1001 BY: A)a) IN A __ Pe4tiza 6 (4C)/ fib&i e. a 98 rn j O1. =(2S1- 8.66') 6OP- . t zoori• lci) - ldzapif ,St, : 7.SPs4-U J ioo PHI' , iA,S C8x,JD$ ilk = .3*fis4 „ =61S'P►I 4._z.723 3 2. 14 3) yz' ,. Ariz / 43"Q Si. -,/ /90H &t d?.E4,J0 LA. P{cS bxgi .'V*' 6 444 EAR ..v $..r4 Tn., Ca4) ro 0.44...C., "_‹ 1?�Pik i,t5&• %t 414 Ay ,BPIF sir'fp , r 9 "ve. Froelich Engineers Project Title: You can change this area Engineer: 28/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019, 2:10PM Ffte OlssrierrayPProjects1201911444VES-A14NHIUW-312019.11.11 Tigard Town Center.ec6 . Steel Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.t1.30 . Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Mandoor Opening OOP CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending S(022)W(0.29).__. 8 8 , O C6x8.2 Span=3.333 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: S=0.220, W=0.290 klft, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.293: 1 Maximum Shear Stress Ratio= 0.058 : 1 Section used for this span C6x8.2 Section used for this span C6x8.2 Ma :Applied 0.410 k-ft Va:Applied 0.4925 k Mn/Omega:Allowable 1.403 k-ft Vn/Omega:Allowable 8.518 k Load Combination +D+0.750L+0.750S+0.450W+H Load Combination +D+0.750L+0.750S+0.450W+H Location of maximum on span 1.667ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 985>=600 Max Upward Transient Deflection 0.000 in Ratio= 0<600 Max Downward Total Deflection 0.041 in Ratio= 967 >=600 Max Upward Total Deflection 0.000 in Ratio= 0 <600 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega +D+H Dsgn.L= 3.33 ft 1 0.000 2.34 1.40 1.00 1.00 -0.00 14.22 8.52 +D+L+H Dsgn.L= 3.33 ft 1 0.000 2.34 1.40 1.00 1.00 -0.00 14.22 8.52 +D+Lr+H Dsgn.L= 3.33 ft 1 0.000 2.34 1.40 1.00 1.00 -0.00 14.22 8.52 +D+S+H Dsgn.L= 3.33 ft 1 0.218 0.043 0.31 0.31 2.34 1.40 1.14 1.00 0.37 14.22 8.52 +D+0.750Lr+0.750L+H Dsgn.L= 3.33 ft 1 0.000 2.34 1.40 1.00 1.00 -0.00 14.22 8.52 +D+0.750L+0,750S+H Dsgn.L= 3.33 ft 1 0.163 0.032 0.23 0.23 2.34 1.40 1.14 1.00 0.27 14.22 8.52 +D+0.60W+H Dsgn.L= 3.33 ft 1 0.172 0.034 0.24 0.24 2.34 1.40 1.14 1.00 0.29 14.22 8.52 +D+0.70E+H Dsgn.L= 3.33 ft 1 0.000 2.34 1.40 1.00 1.00 -0.00 14.22 8.52 +D+0.750Lr+0.750L+0.450 W+H Dsgn.L= 3.33 ft 1 0.129 0.026 0.18 0.18 2.34 1.40 1.14 1.00 0.22 14.22 8.52 +D+0.750L+0.750S+0.450W+H Dsgn.L= 3.33 ft 1 0.293 0.058 0.41 0.41 2.34 1.40 1.14 1.00 0.49 14.22 8.52 +D+0.750 L+0.750 5+0.5250 E+H Dsgn.L= 3.33 ft 1 0.163 0.032 0.23 0.23 2.34 1.40 1.14 1.00 0.27 14.22 8.52 +0.60D+0.60W+0.60H Dsgn.L= 3.33 ft 1 0.172 0.034 0.24 0.24 2.34 1.40 1.14 1.00 0.29 14.22 8.52 Froelich Engineers Project Title: 29/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 11 NOV 2019, 2:10PM .- -_-- File=llssdarray1Projects120191144WES-Al4NHIUW-312019.11.11 Tigard Town Center.ec6 . wee. Beam File copyright ENERCALC,INC.1983.2018,&dld10.18.11.30. #: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Mandoor Opening OOP Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0,60D+0.70E+0.60H Dsgn.L= 3.33 fl 1 0.000 2.34 1.40 1.00 1.00 -0.00 14.22 8.52 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.450W+H 1 0.0414 1.676 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.492 0.492 Overall MINimum 0.217 0.217 +D+H +D+L+H +D+Lr+H +D+S+H 0.367 0.367 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.275 0.275 +D+0.60W+H 0.290 0.290 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.217 0.217 +D+0.750L+0.7505+0.450W+H 0.492 0.492 +D+0.750L+0.750S+0.5250E+H 0.275 0.275 +0.60D+0.60W+0.60H 0.290 0.290 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only 0.367 0.367 W Only 0.483 0.483 E Only H Only Froelich Engineers Project Title: 30/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed. 11 NOV 2019. 2:00PM .._- Ale=llasdarraylProjecls120191144WES-Al4NHIl1W-312019.11.11 Tigad Town Center ec6 .-- Steel Bearn Software copyright ENERCALC,INC.1983-2018,BWId;10.18.11.30. Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Mandoor Opening CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: , 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending _.. __. _... __.. D(1.626)S(0.1) _.. _. < '.. ao EyF Y i* - '> {�- £ '`'> >9 -in 9,', 6 f # 31 C8x11.5 Span=3.333 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=1.626, S=0.10 klft, Tributary Width=1.0 ft DESIGN SUMMARY Dash n i Maximum Bending Stress Ratio = 0.139: 1 Maximum Shear Stress Ratio= 0.127 : 1 Section used for this span C8x11.5 Section used for this span C8x11.5 Ma:Applied 2.413 k-ft Va:Applied 2.896 k Mn/Omega:Allowable 17.299 k-ft Vn/Omega:Allowable 22.764 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 1.667ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<600 Max Upward Transient Deflection 0.000 in Ratio= 0<600 Max Downward Total Deflection 0.005 in Ratio= 7778 >=600 Max Upward Total Deflection 0.000 in Ratio= 0 <600 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn.L= 3.33 ft 1 0.131 0.120 2.27 2.27 28.89 17.30 1.14 1.00 2.73 38.02 22.76 +D+L+H Dsgn.L= 3.33 ft 1 0.131 0.120 2.27 2.27 28.89 17.30 1.14 1.00 2.73 38 02 22.76 +D+Lr+H Dsgn.L= 3.33 ft 1 0.131 0.120 2.27 2.27 28.89 17.30 1.14 1.00 2.73 38.02 22.76 +D+S+H Dsgn.L= 3.33 ft 1 0.139 0.127 2.41 2.41 28.89 17.30 1.14 1.00 2.90 38.02 22.76 +D+0.750Lr+0.750L+H Dsgn.L= 3.33 ft 1 0.131 0.120 2.27 2.27 28.89 17.30 1.14 1.00 2.73 38.02 22.76 +D+0.750L+0.750S+H Dsgn.L= 3.33 ft 1 0.137 0.125 2.38 2.38 28.89 17.30 1.14 1.00 2.85 38.02 22.76 +D+O.60W+H Dsgn.L= 3.33 ft 1 0.131 0.120 2.27 2.27 28.89 17.30 1.14 1.00 2.73 38.02 22.76 +D+0.70E+H Dsgn.L= 3.33 ft 1 0.131 0.120 2.27 2.27 28.89 17.30 1.14 1.00 2.73 38.02 22.76 +D+0.750 Lr+0.750L+0.450W+H Dsgn.L= 3.33 ft 1 0.131 0.120 2.27 2.27 28.89 17.30 1.14 1.00 2.73 38.02 22.76 +D+0.750 L+0.750 S+0.450 W+H Dsgn.L= 3.33 ft 1 0.137 0.125 2.38 2.38 28.89 17.30 1.14 1.00 2.85 38.02 22.76 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 3.33 ft 1 0.137 0.125 2.38 2.38 28.89 17.30 1.14 1.00 2.85 38.02 22.76 +0.60D+0.60W+0.60H Dsgn.L= 3.33 ft 1 0.079 0.072 1.36 1.36 28.89 17.30 1.14 1.00 1.64 38.02 22.76 Froelich Engineers Project Title: 31/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed.11 NOV 2019, 2.00PM File=llssda<reyVProjeds120191144WES-Ak1NHIUW-312019.11.11 Tigard Town Center.ec6 . L Steed Beam Software copyright ENERCALC,INC.1983-2018.Build:10.18.11.30 . Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: New Mandoor Opening Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Lenglh Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn.L= 3.33 ft 1 0.079 0.072 1.36 1.36 28.89 17.30 1.14 1.00 1.64 38.02 22.76 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0051 1.676 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.896 2.896 Overall MINimum 0.167 0.167 +D+H 2.729 2.729 +D+L+H 2.729 2.729 +D+Lr+H 2.729 2.729 +D+S+H 2.896 2.896 +D+0.750Lr+0.750L+H 2.729 2.729 +D+0.750L+0.7505+H 2.854 2.854 +D+0.60W+H 2.729 2.729 +D+0.70E+H 2.729 2.729 +D+0.750Lr+0.751L+0.4501N+H 2.729 2.729 +D+0.750L+0.750S+0.450W+H 2.854 2.854 +D+0.750L+0.750S+0.5250E+H 2.854 2.854 +0.60D+0.60W+0.60H 1.637 1.637 +0.60D+0.70E+0.60H 1.637 1.637 D Only 2.729 2.729 Lr Only L Only S Only 0.167 0.167 W Only E Only H Only Froelich Engineers Project Title: 32/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 12 NOV 2019. 1:37PM _- File=11ssdarray1Projects120191144WES-A14NHIUW-312019.11.11 Tigard Town Centerec6 . Steel Column Software copyright ENERCALC,INC.1983.2018,Butld:10.18.11.30. Llc.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Mandoor Strongback Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : HSS6x6x1/4 Overall Column Height 20.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=20.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=20.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:379.727 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 20.0 ft,Yecc=3.0 in,D=2.723,S=0.1670 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.0950,E=0.0840 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1233 : 1 Maximum Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 9.396 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.950 k Pa:Axial 3.103 k Bottom along Y-Y 0.950 k Pn I Omega:Allowable 71.131 k Ma-x:Applied 2.609 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 25.709 k-ft Along Y-Y 0.4168 in at 10.067 ft above base Ma-y:Applied 0.0 k-ft for load combination:W Only Mn-y!Omega:Allowable 25.709 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.01524 :1 Load Combination +D+0.70E+H Location of max.above base 20.0 ft At maximum location values are... Va:Applied 0.6220 k Vn/Omega:Allowable 40.826 k Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+H 0.048 PASS 19.87 ft 1.15 1.00 102.56 102.56 0.001 PASS 0.00 ft +D+L+H 0.048 PASS 19.87 ft 1.15 1.00 102.56 102.56 0.001 PASS 0.00 ft +D+Lr+H 0.048 PASS 19.87 ft 1.15 1.00 102.56 102.56 0.001 PASS 0.00 ft +D+S+H 0.051 PASS 19.87 ft 1.15 1.00 102.56 102.56 0.001 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.048 PASS 19.87 ft 1.15 1.00 102.56 102.56 0.001 PASS 0.00 ft +D+0.750L+0.750S+H 0.050 PASS 19.87 ft 1.15 1.00 102.56 102.56 0.001 PASS 0.00 ft +D+0.60W+H 0.120 PASS 9.40 ft 1.15 1.00 102.56 102.56 0.015 PASS 20.00 ft +D+0.70E+H 0.123 PASS 9.40 ft 1.15 1.00 102.56 102.56 0.015 PASS 20.00 ft +D+0.750Lr+0.750L+0.450W+H 0.092 PASS 9.26 ft 1.15 1.00 102.56 102.56 0.011 PASS 20.00 ft +D+0.750L+0.750S+0.450W+H 0.093 PASS 9.13 ft 1.15 1.00 102.56 102.56 0.011 PASS 20.00 ft +D+0.750L+0.750S+0.5250E+H 0.095 PASS 9.13 ft 1.15 1.00 102.56 102.56 0.012 PASS 20.00 ft +0.60D+0.60W+0.60H 0.116 PASS 9.66 ft 1.15 1.00 102.56 102.56 0.014 PASS 20.00 ft +0.60D+0.70E+0.60H 0.120 PASS 9.66 ft 1.15 1.00 102.56 102.56 0.015 PASS 20.00 ft Froelich Engineers Project Title: 33I96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:12 NOV 2019, 1:37PM _- File=llssderraylProjectsl20191144WES-A14NHIl1W-312019.11.11 Tigard Town Center ec6. Steel Column Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lie >W-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Mandoor Strongback Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 3.103 -0.034 0.034 +D+L+H 3.103 -0.034 0.034 +D+Lr+H 3.103 -0.034 0.034 +D+S+H 3.270 -0.036 0.036 +D+0.750Lr+0.750L+H 3.103 -0.034 0.034 +D+0.750L+0.750S+H 3.228 -0.036 0.036 +D+0.60W+H 3.103 0.536 0.604 +D+0.70E+H 3.103 0.554 0.622 +D+0.750Lr+0.750L+0.450W+H 3.103 0.393 0.462 +D+0.750L+0.750S+0.450W+H 3.228 0.392 0.463 +D+0.750L+0.750S+0.5250E+H 3.228 0.405 0.477 +0.60D+0.60W+0.60H 1.862 0.550 0.590 +0.600+0.70E+0.60H 1.862 0.568 0.608 D Only 3.103 -0.034 0.034 Lr Only L Only S Only 0.167 -0.002 0.002 W Only 0.950 0.950 E Only 0.840 0.840 H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 3.270 -0.036 0.036 Minimum Reaction, X-X Axis Base Maximum 3.103 -0.034 0.034 Minimum 3.103 -0.034 0.034 Reaction, Y-Y Axis Base Maximum 0.950 0.950 Minimum 3.270 -0.036 0.036 Reaction, X-X Axis Top Maximum 3.103 -0.034 0.034 Minimum 3.103 -0.034 0.034 Reaction, Y-Y Axis Top Maximum 3.103 -0.034 0.034 Minimum Moment, X-X Axis Base Maximum 3.103 -0.034 0.034 Minimum 3.103 -0.034 0.034 Moment, Y-Y Axis Base Maximum 3.103 -0.034 0.034 Minimum 3.103 -0.034 0.034 Moment, X-X Axis Top Maximum 3.103 -0.034 0.034 Minimum 3.103 -0.034 0.034 Moment, Y-Y Axis Top Maximum 3.103 -0.034 0.034 Minimum 3.103 -0.034 0.034 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft -0.037 in 11.678 ft +D+L+H 0.0000 in 0.000 ft -0.037 in 11.678 ft +D+Lr+H 0.0000 in 0.000 ft -0.037 in 11.678 ft +D+S+H 0.0000 in 0.000 ft -0.039 in 11.678 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft -0.037 in 11.678 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft -0.038 in 11.678 ft +D+0.60W+H 0.0000 in 0.000 ft 0.214 in 9.799 ft +D+0.70E+H 0.0000 in 0.000 ft 0.222 in 9.799 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.152 in 9.799 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.150 in 9.799 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.156 in 9.799 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.229 in 9.933 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.237 in 9.933 ft D Only 0.0000 in 0.000 ft -0.037 in 11.678 ft Froelich Engineers Project Title: 34/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed.12 NOV 2019. 1:37PM Steel.ColumnFile=llssdarraylProJeas1201911441NES-A14NHtUW-312019.11.11TigardTownCenter.ecs . Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Mandoor Strongback Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 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 -0.002 in 11.678 ft W Only 0.0000 in 0.000 ft 0.417 in 10.067 ft E Only 0.0000 in 0.000 ft 0.369 in 10.067 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS6x6x1/4 Depth = 6.000 in I xx = 28.60 in"4 J = 45.600 in^4 Design Thick = 0.233 in S xx = 9.54 in"3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 in"3 Area = 5.240 in^2 I yy = 28.600 in^4 C = 15.400 in"3 Weight = 18.986 plf S yy = 9.540 in"3 R yy = 2.340 in Ycg = 0.000 in Sketches ......._._..__ 2 NOR 2 899x +Y Load 1 o x 0 I. 6.00in "law O ce 4111 17700 SW upper Boones Ferry ad.#115 35196 Pat and.Oregon 97224 CLIENT 503624-700.5 PROJECT: 745 NW Mt.Washington Dr. #204 NUMBER: Bend.Oregon 97703 �'` 541-383-1828 F R O E L I C H U Denver Office DATE: EN G IN E E R S I 940 Kimbark St.Suite 3 Longmont.Colorado 80501 www.froelich-engineers.com 720-799-1001 BY: V&&J fly-044 4 e)050104 • Lildcl .2 = y` Pk= 260, -C?t/i) hop,s4(>SX f apse' f 2409 = 7.3*25-11.F 3zso plc S).. = ZSP.st ( 7n/z) =813-Pi P u,54. oaP 7.33"47'Q, = )29 PIP AS 12 ill 7 Ng (14.6t ASS 6)40,,c 3 20 pMit (A.SE (t) 62ai& Y�° i9T2 Al 9 OG 5as z, FAD e ..- P7"` 11916" Pt- T44.4 .47 H=o ©� �e CLIENT: pq,� 4 17700 SW Upper Boones Ferry Rd.#115 38195 / Portland Oregon 97224 ,w 503-624-7005 PROJECT: fir'' 745 NW Mt.Washington Dr. #204 NUMBER: Bend.Oregon 97703 '' `- 541-383-1828 F R O E L I C H D Denver Office DATE: E N G I N E E R S& 940 Kimbark St Suite 3 Longmont.Colorado 80501 www Froelich-engineers.cam 720-799-1001 BY: r_____ (,AR,D,� G',r~, /74( „Q�Q kiar45_, ,, ,Ol.: zaps f,29a6% * UI(2d) .. .t Fero fl a 8 SA. ; 7q.al 'r) =3?I OF- , '11, y o asi,e�., -J u<s SA2 ter ems. AS .v ra 8� R Of aZi Froelich Engineers Project Title: 37�96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019, 2:35PM - _- -File=NssdarrayiProiects120191144WES-AWNHIUW-3t2019.11.11 Tigard Town Centered. General Footing Software .•. ',htENERCALC,INC,1983-201B,Build:10.18.11.30. Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Footing Extension At Edge Column Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoillConcrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - 0.0 ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 3.50 ft 4 Footing Thickness = 12.0 in Load location offset from footing center... ex:Prll to X-X Axis = 4 in = in x Pedestal dimensions... io px:parallel to X-X Axis = 8.0 in M pz:parallel to Z-Z Axis = 8.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... 7 at Bottom of footing = 6.0 in Is s Reinforcing z - Bars parallel to X-X Axis Number of Bars - 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 5 4,' %-4 `„ , ` Bandwidth Distribution Check (ACI 15.4.4.2) ;{ _ _ _ - _: ,< .4..x ,,... +, Direction Requiring Closer Separation =-.--w= .<,.a....-.. Bars along Z-Z Axis #Bars required within zone 93.3% #Bars required on each side of zone 6.7% Applied Loads D Lr L S W E H P:Column Load = 8.70 0.0 0.0 3.209 0.0 0.0 0.0 k 0B:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Froelich Engineers Project Title: 38/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed, 11 NOV 2019. 2'35PM --- File=11ssdarraylProjects120191144WES-A\1NHItJW-312019.11.11 Tigard Town Center.ec6 . General Footing Software copyright ENERCALC,INC.19832018,Build:10.18.11.30 . Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Footing Extension At Edge Column DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9447 Soil Bearing 1.417 ksf 1.50 ksf +D+S+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 nla Uplift 0.0 k 0.0 k No Uplift PASS 0.1543 Z Flexure(+X) 1.373 k-ft/ft 8.901 k-fUft +1.20D+1.60S+0.50W+1.60H PASS 0.1666 Z Flexure(-X) 1.483 k-ft/ft 8.901 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1420 X Flexure(+Z) 1.116 k-fUft 7.861 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1420 X Flexure(-Z) 1.116 k-ft/ft 7.861 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.2414 1-way Shear(+X) 18.105 psi 75.0 psi +1.20D+0.50L+1.6OS+1.60H PASS 0.2089 1-way Shear(-X) 15.664 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1875 1-way Shear(+Z) 14.060 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1875 1-way Shear(-Z) 14.060 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2785 2-way Punching 41.782 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow RotationL Axis& (in) Bottom,-Z To +Z Left,-X Right,+X Ratio Load Combination... Gross Allowable R 9 _. X-X,+D+H 1.50 n/a 0.0 0.7664 0.7664 n/a n/a 0.511 X-X,+D+L+H 1.50 n/a 0.0 0.7664 0.7664 n/a nla 0.511 X-X,+D+Lr+H 1.50 n/a 0.0 0.7664 0.7664 n/a n/a 0.511 X-X,+D+S+H 1.50 n/a 0.0 0.9956 0.9956 n/a nla 0.664 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.7664 0.7664 n/a n/a 0.511 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.9383 0.9383 n/a n/a 0.626 X-X,+D+0.60W+H 1.50 n/a 0.0 0.7664 0.7664 n/a n/a 0.511 X-X,+D+0.70E+H 1.50 n/a 0.0 0.7664 0.7664 n/a n/a 0.511 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.7664 0.7664 n/a n/a 0.511 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.9383 0.9383 n/a n/a 0.626 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.9383 0.9383 n/a n/a 0.626 X-X.+O.60D+0.66W+0.60H 1.50 n/a 0.0 0.4599 0.4599 n/a n/a 0.307 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4599 0.4599 n/a n/a 0.307 Z-Z,+D+H 1.50 3.243 n/a n/a n/a 0.4588 1.074 0.716 Z-Z,+D+L+H 1.50 3.243 n/a n/a n/a 0.4588 1.074 0.716 Z-Z,+D+Lr+H 1.50 3.243 n/a n/a n/a 0.4588 1.074 0.716 Z-Z,+D+S+H 1.50 3.417 n/a n/a n/a 0.5746 1.417 0.945 Z-Z,+D+0.750Lr+0.750L+H 1.50 3.243 n/a n/a n/a 0.4588 1.074 0.716 Z-Z,+D+0.750L+0.750S+H 1.50 3.382 n/a nla n/a 0.5456 1.331 0.887 Z-Z,+D+0.60W+H 1.50 3.243 n/a n/a n/a 0.4588 1.074 0.716 Z-Z,+D+0.70E+H 1.50 3.243 n/a n/a n/a 0.4588 1.074 0.716 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 3.243 n/a n/a n/a 0.4588 1.074 0.716 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 3.382 n/a n/a nla 0.5456 1.331 0.887 Z-Z,+D+0.750L+0.750S+0,5250E+H 1.50 3.382 n/a n/a n/a 0.5456 1.331 0.887 Z-Z.+0.60D+0.60W+0.60H 1.50 3.243 n/a n/a n/a 0.2753 0.6444 0.430 Z-Z,+0.60D+0.70E+O.6OH 1.50 3.243 n/a n/a n/a 0.2753 0.6444 0.430 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Froelich Engineers Project Title: 39/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019, 2.35PM _- -- - File=\lssdarraylProjects120191144WES-A14NHIUW-312019.11.11TigardTown c8 Center.e . General Footing Sofware copyright ENERCALC,INC.1983-2018,Buid:10.18:11.30. LIc.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Footing Extension At Edge Column Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn status k-ft Surface in^2 in^2 in"2 k-ft X-X,+1.40D+1.60H 0.8729 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.40D+1.60H 0.8729 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7482 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7482 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.200+1.60L+0.50S+1.60H 0.8632 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8632 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7482 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7482 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.7482 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.7482 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.116 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50L+1.605+1.60H 1.116 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.116 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.116 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7482 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7482 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.8632 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.8632 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.7942 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.7942 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+0.90D+W+0.90H 0.5612 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+0.90D+W+0.90H 0.5612 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X,+0.90D+E+0.90H 0.5612 +Z Bottom 0.2592 Min Temp% 0.310 7.861 OK X-X.+0.90D+E+0.90H 0.5612 -Z Bottom 0.2592 Min Temp% 0.310 7.861 OK Z-Z,+1.40D+1.60H 1.160 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.40D+1.60H 1.074 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9943 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.9205 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.147 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.062 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.9943 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.9205 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9943 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9205 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.483 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.373 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.483 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z.+1.20D+1.605+0.50W+1.60H 1.373 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.9943 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.9205 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.147 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.062 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.055 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.9771 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+0.90D+W+0.90H 0.7458 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+0.90D+W+0.90H 0.6904 +X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+0.90D+E+0.90H 0.7458 -X Bottom 0.2592 Min Temp% 0.3543 8.901 OK Z-Z,+0.90D+E+0.90H 0.6904 +X Bottom 0.2592 Min Temp°% 0.3543 8.901 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @•Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 12.25 psi 14.16 psi 11.00 psi 11.00 psi 14.16 psi 75.00 psi 0.19 OK +1.20D+0.50Lr+1.60L+1.60H 10.50 psi 12.14 psi 9.43 psi 9.43 psi 12.14 psi 75.00 psi 0.16 OK +1.20D+1.60L+0.50S+1.60H 12.11 psi 14.00 psi 10.87 psi 10.87 psi 14.00 psi 75.00 psi 0.19 OK +1.20D+1.60Lr+0.50L+1.60H 10.50 psi 12.14 psi 9.43 psi 9.43 psi 12.14 psi 75.00 psi 0.16 OK +1.20D+1.60Lr+0.50W+1.60H 10.50 psi 12.14 psi 9.43 psi 9.43 psi 12.14 psi 75.00 psi 0.16 OK +1.20D+0.50L+1.605+1.60H 15.66 psi 18.11 psi 14.06 psi 14.06 psi 18.11 psi 75.00 psi 0.24 OK +1.20D+1.60S+0.50W+1.60H 15.66 psi 18.11 psi 14.06 psi 14.06 psi 18.11 psi 75.00 psi 0.24 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.50 psi 12.14 psi 9.43 psi 9.43 psi 12.14 psi 75.00 psi 0.16 OK +1.20D+0.50L+0.50S+W+1.60H 12.11 psi 14.00 psi 10.87 psi 10.87 psi 14.00 psi 75.00 psi 0.19 OK +1.20D+0.50L+0.20S+E+1.60H 11.15 psi 12.88 psi 10.00 psi 10.00 psi 12.88 psi 75.00 psi 0.17 OK +0.90D+W+0.90H 7.88 Psi 9.10 psi 7.07 psi 7.07 psi 9.10 psi 75.00 psi 0.12 OK Froelich Engineers Project Title: 40196 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed.11 NOV 2019. 2:35PM _ - File=1.1ssdarray1Proiects120191144WES-A14NHlUW-312019.11.11 Tigard Town Center.ec6 . General Footing File copyright ENERCALC,INC.1983-2018,Build.10.18.11.30 . Lie:#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description Footing Extension At Edge Column One Way Shear Load Combination... Vu @-X Vu @+X Vu©-Z Vu @+Z Vu:Max Phi Vn Vu/PhrVn Status +0.90D+E+0.90H 7.88 psi 9.10 psi 7.07 psi 7.07 psi 9.10 psi 75.00 psi 0.12 OK Two-Way"Punching"Shear All units k Load Combination... _ Vu Phi*Vn Vu l Phi*Vn Status +1.40D+1.60H 32.68 psi 150.00psi 0.2178 OK +1.20D+0.50Lr+1.60L+1.60H 28.01 psi 150.00psi 0.1867 OK +1.20D+1.60L+0.50S+1.60H 32.31 psi 150.00psi 0.2154 OK +1.20D+1.60Lr+0.50L+1.60H 28.01 psi 150.00psi 0.1867 OK +1.20D+1.60Lr+0.50W+1.60H 28.01 psi 150.00psi 0.1867 OK +1.20D+0.50L+1.60S+1.60H 41.78 psi 150.00psi 0.2785 OK +1.20D+1.60S+0.50W+1.60H 41.78 psi 150.00psi 0.2785 OK +1.20D+0.50Lr+0.50L+W+1.60H 28.01 psi 150.00psi 0.1867 OK +1.20D+0.50L+0.50S+W+1.60H 32.31 psi 150.00psi 0.2154 OK +1.20D+0.50L+0.20S+E+1.60H 29.73 psi 150.00psi 0.1982 OK +0.90D+W+0.90H 21.01 psi 150.00psi 0.14 OK +0.90D+E+0.90H 21.01 psi 150.00psi 0.14 OK Froelich Engineers Project Title: 41/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 _ Printed'. 11 NOV 2019, 2.26PM - File=llssdarray1Projects120191144WES-At4NHIUW-312019.11.11 Tigard Town Center,ec6 . Steel Beam Software copyright ENERCALC,INC.1983-2018,Buid:10.18.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: New Double Mandoor Opening CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending _..._.._... . D(1.626).S(0.1) X ___ _. __... ___. _... ___. __. ___. ___ C12x20.7 _ Span=7.333 ft -I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=1.626, S=0.10 kift, Tributary Width=1.0 ft DESIGN SUMMARY,Design OK Maximum Bending Stress Ratio = 0.278: 1 Maximum Shear Stress Ratio= 0.146 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma:Applied 11.741 k-ft Va:Applied 6.404 k Mn/Omega :Allowable 42.191 k-ft Vn/Omega:Allowable 43.769 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 3.667ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 50,368>=600 Max Upward Transient Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.031 in Ratio= 2884 >=600 Max Upward Total Deflection 0.000 in Ratio= 0 <600 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 7.33 ft 1 0.262 0.138 11.07 11.07 70.46 42.19 1.14 1.00 6.04 73.09 43.77 +D+L+H Dsgn.L= 7.33 ft 1 0.262 0.138 11.07 11.07 70.46 42.19 1.14 1.00 6.04 73.09 43.77 +D+Lr+H Dsgn.L= 7.33 ft 1 0.262 0.138 11.07 11.07 70.46 42.19 1.14 1.00 6.04 73.09 43.77 +D+S+H Dsgn.L= 7.33 ft 1 0.278 0.146 11.74 11.74 70.46 42.19 1.14 1.00 6.40 73.09 43.77 +D+0.750Lr+0.750L+H Dsgn.L= 7.3311 1 0.262 0.138 11.07 11.07 70.46 42.19 1.14 1.00 6.04 73.09 43.77 +D+0.750L+0.750S+H Dsgn.L= 7.33 ft 1 0.274 0.144 11.57 11.57 70.46 42.19 1.14 1.00 6.31 73.09 43.77 +D+0.60W+H Dsgn.L= 7.33 ft 1 0.262 0.138 11.07 11.07 70.46 42.19 1.14 1.00 6.04 73.09 43.77 +D+0.70E+H Dsgn.L= 7.33 ft 1 0.262 0.138 11.07 11.07 70.46 42.19 1.14 1.00 6.04 73.09 43.77 +D+0.750 Lr+0.750 L+0.450 W+H Dsgn.L= 7.33 ft 1 0.262 0.138 11.07 11.07 70.46 42.19 1.14 1.00 6.04 73.09 43.77 +D+0.750L+0.750S+0.450W+H Dsgn.L= 7.33 ft 1 0.274 0.144 11.57 11.57 70.46 42.19 1.14 1.00 6.31 73.09 43.77 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.33 ft 1 0.274 0.144 11.57 11.57 70.46 42.19 1.14 1.00 6.31 73.09 43.77 +0.60D+0.60W+0.60H Dsgn.L= 7.33 ft 1 0.157 0.083 6.64 6.64 70.46 42.19 1.14 1.00 3.62 73.09 43.77 Froelich Engineers Project Title: 42/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 NOV 2019. 2:26PM File=Ikeda`raylProiect3120191144WES A14NHIUW^312019.11.11 Tigard Town Center.ec6 . Steel Beam File copyright ENERCALC,INC.1983-2018,Build:10.18.11.30 . Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: New Double Mandoor Opening Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+O.60H Dsgn.L= 7.33 ft 1 0.157 0.083 6.64 6.64 70.46 42.19 1.14 1.00 3.62 73.09 43.77 Overall Maximum Deflections Load Combination Span Max."-"Def Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.0305 3.687 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.404 6.404 Overall MINimum 0.367 0.367 +D+H 6.038 6.038 +D+L+H 6.038 6.038 +D+Lr+H 6.036 6.038 +D+S+H 6.404 6.404 +D+0.7501r+0.750L+H 6.038 6.038 +D+0.750L+0.750S+H 6.313 6.313 +D+0.60W+H 6.038 6.038 +D+0.70E+H 6.038 6.038 +D+0.750Lr+0.750L+0.450W+H 6.038 6.036 +0+0.750L+0.750S+0.450W+H 6.313 6.313 +D+0.750L+0.750S+0.5250E+H 6.313 6.313 +0.60D+0.60W+0.60H 3.623 3.623 +0.60D+0.70E+0.60H 3.623 3.623 D Only 6.038 6.038 Lr Only L Only S Only 0.367 0.367 W Only E Only H Only Froelich Engineers Project Title: 43/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed.11 NOV 2019, 2:20PM -- - _-- - _ File=l\ssdarray1Praiechl20191144w£S-A14NHIUW L312019.11.11 Tigar,B Trnm Centetsc6 . Steel Column Softwarec yrightENERCALC,INC..1983-2018,Budd:10.18.11.30. Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Double Mandoor Strongback Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS6x6x3/8 Overall Column Height 20.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=20.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=20.0 ft,K=1.0 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Column self weight included:548.12 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 20.0 ft,Yecc=3.0 in,D=8.708,S=0.8780 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.1290,E=0.1470 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1601 : 1 Maximum Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 8.993 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 1.470 k Pa:Axial 9.256 k Bottom along Y-Y 1.470 k Pn/Omega:Allowable 99.085 k Ma-x:Applied 4.114 k-ft Maximum Load Deflections... Mn-x I Omega:Allowable 36.267 k-ft Along Y-Y 0.2774 in at 9.799ft above base for load combination:+0.60D+0.70E+0.60H Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 36.267 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.01991 :1 Load Combination +D+0.70E+H Location of max.above base 20.0 ft At maximum location values are... Va:Applied 1.138 k Vn I Omega:Allowable 57.137 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio_Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+H 0.106 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.002 PASS 0.00 ft +D+L+H 0.106 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.002 PASS 0.00 ft +D+Lr+H 0.106 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.002 PASS 0.00 ft +D+S+H 0.117 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.002 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.106 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.002 PASS 0.00 ft +D+0.750L+0.750S+H 0.114 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.002 PASS 0.00 ft +D+0.60W+H 0.126 PASS 8.59 ft 1.17 1.00 105.26 105.26 0.015 PASS 20.00 ft +D+0.70E+H 0.160 PASS 8.99 ft 1.17 1.00 105.26 105.26 0.020 PASS 20.00 ft +D+0.750Lr+0.750L+0.450W+H 0.104 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.012 PASS 20.00 ft +D+0.750L+0.750S+0.450W+H 0.112 PASS 19.87 ft 1.17 1.00 105.26 105.26 0.012 PASS 20.00 ft +D+0.750L+0.750S+0.5250E+H 0.127 PASS 8.46 fl 1.17 1.00 105.26 105.26 0.016 PASS 20.00 ft +0.60D+0.60W+0.60H 0.117 PASS 9.13 ft 1.17 1.00 105.26 105.26 0.015 PASS 20.00 ft +0.60D+0.70E+0.60H 0.152 PASS 9.40 ft 1.17 1.00 105.26 105.26 0.019 PASS 20.00 ft Froelich Engineers Project Title: 44/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 _ Printed:11 NOV 2019, 2:20PM - File=Nssda ray1Projects 20191144WES-Al4NHIUW-3l2019.1 t.11 Tigard Town Centered . Steel Column Software copyrightENERCALC,INC.1983-2018,Build:10.18.11.30. Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Double Mandoor Strongback Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 9.256 -0.109 0.109 +D+L+H 9.256 -0.109 0.109 +D+Lr+H 9.256 -0.109 0.109 +D+S+H 10.134 -0.120 0.120 +D+0.750Lr+0.750L+H 9.256 -0.109 0.109 +D+0.750L+0.750S+H 9.915 -0.117 0.117 +D+0.60W+H 9.256 0.665 0.883 +D+0.70E+H 9.256 0.920 1.138 +D+0.750Lr+0.750L+0.450W+H 9.256 0.472 0.689 +D+0.750L+0.750S+0.450W+H 9.915 0.463 0.698 +D+0.750L+0.750S+0.5250E+H 9.915 0.655 0.889 +0,600+0.60W+0.60H 5.554 0.709 0.839 +0.60D+0.70E+0.60H 5.554 0.964 1.094 D Only 9.256 -0.109 0.109 Lr Only L Only S Only 0.878 -0.011 0.011 W Only 1.290 1.290 E Only 1.470 1.470 H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 10.134 -0.120 0.120 Minimum Reaction, X-X Axis Base Maximum 9.256 -0.109 0.109 Minimum 9.256 -0.109 0.109 Reaction, Y-Y Axis Base Maximum 1.470 1.470 Minimum 10.134 -0.120 0.120 Reaction, X-XAxisTop Maximum 9.256 -0.109 0.109 Minimum 9.256 -0.109 0.109 Reaction, Y-Y Axis Top Maximum 9.256 -0.109 0.109 Minimum Moment, X-X Axis Base Maximum 9.256 -0.109 0.109 Minimum 9.256 -0.109 0.109 Moment, Y-Y Axis Base Maximum 9.256 -0.109 0.109 Minimum 9.256 -0.109 0.109 Moment, X-X Axis Top Maximum 9.256 -0.109 0.109 Minimum 9.256 -0.109 0.109 Moment, Y-Y Axis Top Maximum 9.256 -0.109 0.109 Minimum 9.256 -0.109 0.109 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft -0.085 in 11.678 ft +D+L+H 0.0000 in 0.000 ft -0.085 in 11.678 ft +D+Lr+H 0.0000 in 0.000 ft -0.085 in 11.678 ft +D+S+H 0.0000 in 0.000 ft -0.094 in 11.678 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft -0.085 in 11.678 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft -0.091 in 11.678 ft +D+0.60W+H 0.0000 in 0.000 ft 0.164 in 9.396 ft +D+0.70E+H 0.0000 in 0.000 ft 0.245 in 9.664 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.103 in 9.128 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.097 in 8.993 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.157 in 9.396 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.196 in 9.664 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.277 in 9.799 ft D Only 0.0000 in 0.000 ft -0.085 in 11.678 ft Froelich Engineers Project Title: 45/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed, 11 NOV 2019, 2:20PM - File=1lssdarraff roiects12019I144WES-Al4NHIUW-312019.11.11 Tigard Town Center ec6 . Steel Column Software copyright ENERCALC,INC.1983-2018,Buitd:10.19.11.30 . Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Double Mandoor Strongback Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance LrOnly 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 it -0.009 in 11.678 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS6x6x3I8 Depth = 6.000 in I xx = 39.50 in"4 J = 64.600 in"4 Design Thick = 0.349 in Sxx = 13.20 in^3 Width = 6.000 in R xx = 2.280 in Wall Thick = 0.375 in Zx = 15.800 in"3 Area = 7.580 in"2 I yy = 39.500 in"4 C = 22.100 in"3 Weight = 27.406 plf S yy = 13.200 in"3 R yy = 2.280 in Ycg = 0.000 in Sketches BSB9k 9.5801, Load 1 • s i , c +X COCO Q - 8 I { 6.00in 9z1, 46/96 LATERAL DESIGN pip FROELICH ENGINEER S 4 11 Main Office CLIENT: 17700 SW Upper Boones Ferry Rd.#115 4176 1 Portland,Oregon 97224 503-624-7005 PROJECT: ' ❑Cenirai�. a 745 NW Mt Washington Dr #204 NUMBER: Bend,Oregon 97703 541383.1828 F R O E L I C H a Denver Office DATE: ENGtNEERSt 91401GmbarkSt.Suite 3 , Longmont,Colorado 80501 *10 BY: ww frorIich-engineers.com 720-799-1001 Jl$TEQA)--- DEsrGJ in tivc IP I APO' id ,..„ r ,,,, ,,, ,„3„,4, ?0, frop, ‘,.,„ .7,), w Fizoio r- 661 to del �ZDS' -Sr t.47f.yFng S'1 1s uTl C zjsEM0 rE SEA Jr- COT- ,qP d.A1, Sx,p- f1$ .5104 ,5r.1 : 14.49F-. k,= .30® T-67 .094) 7® -- Po:s�''°®Eptr�Alcs („1/tl.L 14- (24 +.3) (106-+ /s-o i- 1-1e0°3C 2) eofif" = dc3, 60230 z boo f Pi- -( s' . 41, r. Az' ( 001 +�. '`6)� 3), -M all"' ds 2 ae raau. I` )P03� = � t Co'so Pe) 17 Ps,- - f - .›) G R S�3 3 = A11F p l�1 ( -a ) &psi �.--2 i..Pls.,_' , C,ass' = Sty?►i pf.D.2 17A&y g k�T M ASo4..3/c ' S H444.4L4LL— • 'Ili El Main Office 17700 SW Upper Boones Ferry Rd.*115 Portland,Oregon 97224 CLIENT: ifi,Fri / 503-624-7035 PROJECT: ; 411111„.. ,.. ,.,- 0 Cenhal Oregon ...: , .,„ 745 NW Mt.Washington Dr.#204 NUMBER: Bend,Oregon 97703 541,383-1828 FROELICH 0 Denver Office DATE: 940 Kimbark St.Suite 3 ENGINEERS1 Longmont,Colorado 80501 ww,,,tioeh,11 r,gmeen.t orn 720-799-1001 BY: ri:13-7-E444., of.s.TA-4) 6/2.1 0 3 t"-- - vs — - • 37-Artis 0.0 ,-- 1141.7 geock saraAg6 Ay S-441) IA , i 4 ii 74.16"._13 4 n 4 SI' . peAcEA)r A xv 1.41TEAL- 1.0A00 . ; THAI) 494 • . 4,11191.r/tie oX! i _ __ 49/96 Current Date: 11/13/2019 4:21 PM Units system:English_ GRID 2 SHEARWALL CHECK Level 1 5.338 6.67 ft ) ( ) 20 ft 7ft 8ft Level 0 s .�+;�,x_ .'� 24.5ft 3.33 ti 67ft 6667ft 2ft 49ft iR3ft 154.5'4 50/96 FA z t Current Date: 11/13/2019 1:21 PM Units system:English Design Results Masonry wall GENERAL INFORMATION: Global status : Design code TMS 402-13 ASD Geometry: Total height 20.00[ft] Total length • 154.50[ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements None Materials: Material CMU 1.5-60 Mortar type Port/Mort-M/S Grouting type Partial grouting Mortar bed type Full bed Masonry compression strength(Fsm) 1.5[Kip/in2] Steel tension strength(fy) 60[Kip/in2] Steel allowable tension strength(Fs) 32[Kip/in2] Steel elasticity modulus(Es) 29000[Kip/in2] Masonry elasticity modulus(Em) 1350[Kip/in2] Masonry unit weight 0.135[Kip/fl3] Number of stories: 1 Story Story height Wall thickness Effective unit weight [ft] [in] [Kiplft3] 1 20.00 7.63 0.07 Openings: Reference X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] ------------------------- ------------------------------------------- Lower left 101.17 0.00 49.00 14.67 Lower left 24.50 0.00 3.33 8.00 Load conditions: ID Comb. Category Description -------------------------- ----------------- DL No DL Dead Load EQ No EQ Earthquake ASD1 Yes 0.6DL+0.7EQ ASD2 Yes 0.6DL-0.7EQ ASD3 Yes DL+0.7EQ ASD4 Yes DL-0.7EQ Sery Yes DL+0.7EQ SHEAR WALL DESIGN: 51/96 Status • p x - ter.. "We'*ikw prlw,sr+*-y+At"tzl« wker_ti '`.�," ..'Sp- -------:y _ `,. r l I I I I I Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 24.50 8.00 2 27.83 0.00 4.67 8.00 3 32.50 0.00 66.67 8.00 4 99.17 0.00 2.00 8.00 5 150.17 0.00 2.00 8.00 6 152.17 0.00 2.33 8.00 7 0.00 8.00 27.83 6.67 8 27.83 8.00 4.67 6.67 9 32.50 8.00 66.67 6.67 10 99.17 8.00 2.00 6.67 11 150.17 8.00 2.00 6.67 12 152.17 8.00 2.33 6.67 13 0.00 14.67 27.83 5.33 14 27.83 14.67 4.67 5.33 15 32.50 14.67 66.67 5.33 16 99.17 14.67 51.00 5.33 17 150.17 14.67 2.00 5.33 18 152.17 14.67 2.33 5.33 Reinforcement: Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 7-#5 48.00 0.00 -- 0.00 0.00 2 2-#5 48.00 0.00 -- 0.00 0.00 3 17-#5 48.00 0.00 -- 0.00 0.00 4 1-#5 48.00 0.00 -- 0.00 0.00 5 1-#5 48.00 0.00 -- 0.00 0.00 6 1-#5 48.00 0.00 - 0.00 0.00 7 7-#5 48.00 0.00 -- 0.00 0.00 1-#5 48.00 0.00 - 0.00 0.00 8 2-#5 48.00 0.00 -- 0.00 0.00 9 17-#5 48.00 0.00 -- 0.00 0.00 10 1-#5 48.00 0.00 2-#5 48.00 39.33 11 1-#5 48.00 0.00 - 0.00 0.00 12 1-#5 48.00 0.00 - 0.00 0.00 13 7-#5 48.00 0.00 -- 0.00 0.00 1-#5 48.00 0.00 -- 0.00 0.00 - 14 2-#5 48.00 0.00 -- 0.00 0.00 15 17-#5 48.00 0.00 - 0.00 0.00 16 1-#5 48.00 0.00 -- 0.00 0.00 13-#5 48.00 0.00 -- 0.00 0.00 17 1-#5 48.00 0.00 - 0.00 0.00 18 1-#5 48.00 0.00 -- 0.00 0.00 Results: Combined axial flexure Segment Condition P M Ma Ratio [Kip] [Kip*ft] [Kip*ft] 1------------------ ------ASD4(Bottom) 29.38 ----140.87 ----817.16 0.17 2 ASD3(Bottom) 15.21 6.47 69.97 0.09 O. 1 52/96 3 ASD2(Max) 71.71 -977.31 5250.16 0.19 7 ASD3(Bottom) 35.97 -72.52 1061.49 0.07 8 ASD1(Bottom) 2.51 -4.13 45.60 0.09 ® 9 ASD2(Bottom) 57.08 -645.56 4878.00 0.13 11 ASD4(Max) 30.22 8.32 20.33 0.41 "" 13 ASD4(Max) 19.40 65.29 965.50 0.07 14 ASD3(Bottom) 2.35 -0.46 45.29 0.01 15 ASD3(Max) 28.55 318.24 3957.82 0.08 B 16 ASD3(Bottom) 29.99 347.37 2641.97 0.13 Y 17 ASD3(Top) 2.21 1.92 3.04 0.63 - ;..<;� Interaction diagrams, P vs.M: P vs.M(Segment 1) P vs,Mt(Segment 10) i i i t I i r a 5 7:.yell . �' - m ; ( fit"_1 % :._ 41C0 2142e 4.L0 0 706 i4C 2162 .24 -16 S' 0 C 1(6 24 1, 6,V V RO P 1 [wb".xV;N'v"£11 P vs-V,(Segment 11) P vs.At{Sep-test 121 , t 4CN-- 'a i , I u r 20--- -I--- k .24 .16 2 0 C 10 24 -3G .22 40 0 IC S 3 1.2r26.:{Mip:•Ti M4".6^r rFSO'!?. 53/96 P vs.M(Segment 13) P vs.M(Sit 14) iez• , — 4 ... i 1 1E0 337, SOD 1 vi Alhi emt i hi, 1 I A ; 1 i 3 ir 2,301 i 1 I kik I Z' I II i ; 400A I 80 .7. a 3 i i 1 1 , . . : a obi. I , . 1 211/0 3'MCC 700 0 702, 1740 27CO -12C -<C? ...10 0 40 so 140 00-33.03.t 3/4303'11 3340,444 3730321 .\ P vs.IA(Segment 15). P vs.M(Segment le) 240,1 t • 1 i I . , 1 1 13 j I 3 I I .3 11 . A0113, 1 3 1 3 3 1E a 3 1 CC. . 120C ;331; 1 3 i , I i 3 1 1 i— 3 , 3 3 1 I --I-- ! E. . i 1 i 1 E i 7 i 7 _ 1 1 3 it . ! ' IMF 11 i i I 1 , 1 , .1500C .103.200 -7720 0 WO 10002 1.2{0C 332300C 4000 -3000 0 .1000 6nt e 100,03.3 37.33•131 War 0.3c 73,0110 P vs.it(Segment 17) P vs.IA',Segment IS) e2..... 1 Ix, , 1 I co-) i . . , ' I . i I. , 1., 40- . — — .-1-: r. .- 1- - , .5 t , . e• ; • . -"IIIIIIIIPP• .0. • ; — -24 316 -a C a 16. 23 -7) .20- -10 C 10 2C aC 11,03,30-137,0"30 3703-0-1231,01311 . . 54196 P vs.IA(Servant 2) P vs. (Segment 3} .0., 2 I 1 I 120, i .m.. 1200 • i I 1 ---] I I ! 1 , I 1 t I I E • A 1 I E 1 1 ! i 1 HI I i 1 .1 i I 1 i } .0•411 o i , , i."411111111"." -fx ..so -so o io io 120 .1SOCD .1CD00 .2000 0 SOCC. WM' 1:4!C2 P.dor.,-.0 fikvti PkteL.4.-A nt.:0"t1 P vs.1,4(Segment 4) P vs.IA(Segment 5) . : = 1 I 1 = 1 soti = I 1 = 1 i I 1 . , IN , E 1 1=I 40-i- i i I : I i I 1 I i' i i 1 1 x i I 1 3 3:', ' I I - •, i 1 I ; I i , 1 t , W , t , i 1 , , N i i . x , 1 Ix i I i r x.. , 1 i ^204 ,i0 ..........-.........- -2 0 i 16 24 .2,0 C0 20 40 7.,,,,r.--,..a-t I.*:f1.411 P vs.IA(Segmert 5) P vs,M(Segment.7) Ica , — ! i , s . . . ' , . . : . . . , . i .4,.:,, ,. , , E ' i5 : • X'r 20C.i 1 . 0: . , 0, — ----4, ! , . , . : . -SC -20 -10 0 1C. 20 30 .2700 -1V;0 -X C.. .X.( 10 2780 m. 55/96 P vs.M(Segment 8) P vs.#A(Segment 9) 7 . 150 4. 2erkt---nr,11 t 1 t I 1 j M I i i i 1 , 12C _ '1'""-'.' _{ ip. El i 0 i I i i i i I a - - ... ....... 1 1X E0 41C 0 40 80 120 17O20 -10000 -i000 0 IV: 10000 13C00 r4,-4get P04421 1Mmers rrw G'11 Results:Axial compression Segment Condition P Pa Ratio [Kip] [Kip] 1 ASD3(Bottom) 41.08 260.91 0.16 I 2 ASD3(Max) 15.76 52.49 0.30 3 ASD3(Max) 134.77 704.25 0.19 Wxt 5 ASD4(Top) 17.18 22.99 0.75 I "1'1 7 ASD3(Bottom) 35.97 297.65 0.12 l i 8 ASD4(Bottom) 7.19 52.49 0.14 11 9 ASD3(Bottom) 104.17 704.25 0.15 10 ASD4(Max) 20.97 22.74 0.92 12 ASD4(Bottom) 5.86 26.24 0.22 El-----1 13 ASD3(Bottom) 21.44 297.65 0.07 W 14 ASD4(Bottom) 3.93 52.49 0.07 ® 15 ASD3(Bottom) 44.48 704.25 0.06 16 ASD4(Bottom) 30.48 542.91 0.06 i 17 ASD4(Bottom) 20.35 22.99 0.88 m 18 ASD1(Top) 0.01 26.24 0.00 I Results:Axial tension Segment Condition ft Fs Ratio [Kip/in2] [Kiplin2] ---------------------- ----------- 1 ASD1(Top) 0.00 32.00 0.00 2 ASD2(Bottom) 0.40 32.00 0.01 [ I 3 ASD1(Top) 0.00 32.00 0.00 6 ASD1(Bottom) 18.48 32.00 0.58 � 7 ASD1(Top) 0.00 32.00 0.00 I I 8 ASD1(Top) 0.00 32.00 0.00 9 ASD1(Top) 0.00 32.00 0.00 I I 10 ASD1(Bottom) 23.67 32.00 0.74 "� 11 ASD1(Top) 0.00 32.00 0.00 I I 13 ASD1(Top) 0.00 32.00 0.00 56/96 14 ASD1(Top) 0.00 32.00 0.00 I 1 15 ASD1(Top) 0.00 32.00 0.00 I I 16 ASD1(Top) 0.00 32.00 0.00 I I 17 ASD1(Top) 0.00 32.00 0.00 I I Results:Shear Segment Condition fv Fv Ratio [Kip/in2] [Kiplin2] --------------------------------- ------- 1 ASD3(Max) 0.021 0.060 0.35 7-7 1 2 ASD3(Max) 0.037 0.068 0.54 I. I 3 ASD1(Top) 0.052 0.061 0.85 I I 4 ASD1(Max) 0.041 0.052 0.79 I.` .-I 6 ASD4(Top) 0.059 0.063 0.94 I f 7 ASD3(Max) 0.020 0.060 0.34 I 1 8 ASD4(Max) 0.028 0.063 0.45 I I 9 ASD1(Max) 0.046 0.059 0.78 f 1 -1 13 ASD1(Max) 0.024 0.058 0.42 I 1 I 14 ASD4(Top) 0.029 0.059 0.48 1 I 15 ASD4(Max) 0.041 0.059 0.69 i :1 I 16 ASD3(Max) 0.023 0.057 0.41 [ 1 I Notes: *P=Axial load *Pa=Allowable compressive force due to axial load. *M=Moment at the section under consideration. *Ma=Wall allowable moment due to axial force or lintel pure flexure allowable moment *fa=Calculated compressive stress due to axial load only *fb=Calculated compressive stress due to axial flexure only *ft=Calculated axial tension *Fa=Allowable compressive stress due to axial load only *Fb=Allowable compressive stress due to axial flexure only *fv=Calculated shear stress *Fs=Allowable tensile or compressive stress *Fv=Allowable shear stress *Id=Embedment length *As=Effective cross sectional area of reinforcement *Ss=Calculated deflection * max=Maximum allowable deflection 57/96 TRASH ENCLOSURE FROELICH ENGINEERS,; 58/96 Client: BSA Project: Ace Hardware TI Project#: 19-T198 .; Date: 11/8/2019 By: BPR FROELICH ENGINEERS{ WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 6.5.14 Page Refs by Printing METHOD 2-ANALYTICAL PROCEDURE 2nd Printing 3rd Printing Design Wind Loads on Solid Freestanding Walls and Solid Signs Basic Wind Speeds Input 3 Second Gust V3,= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.11-1 page 258 page194 Wind Exposure Category= B Object Parameters Horizontal Dimension of Sign,B= 12 ft Vertical Dimension of Sign,s= 7 ft Height of Sign,h= 7 ft Building Elevation= 300 ft Base Elevation Above Sea Level Approximate Fundamental Period Ta= 0.09 sec Eq. 12.8-7 page 90 page 72 Output-Fundamental Frequency f= 11.6 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 page 252 page 196 Length of 1/2 hill height Lb= 1000 ft Figure 26.8-1 page 252 page 196 Dist.From Crest to Bldg.x= 100 ft Figure 26.8-1 page 252 page 196 Height Above Local Grade z= 15 ft Figure 26.8-1 page 252 page 196 Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 page 252 page 196 Height Attenuation Factor g= 3 Figure 26.8-1 page 252 page 196 Shape Factor Kl/(H/Lh)= 1.3 Figure 26.8-1 page 252 page 196 Output-Topographic Multipliers K1= 0.00 K2= 0.93 K3= 0.96 Topographic Factor Kn= 1.00 59/96 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 26.9-1 page 256 page 199 Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 page 256 page 199 3-s gust exponent a= 7.00 Table 26.9-1 page 256 page 199 Turbulence Intensity Factor c= 0.30 Table 26.9-1 page 256 page 199 Power Law Exponent e= 0.333 Table 26.9-1 page 256 page 199 Minimum Height z,,;,,= 30 ft Table 26.9-1 page 256 page 199 Integral Length Scale of Turbulence LZ= 310 ft Gust Effect Factor G= 0.85 Pressure Coefficients Input Aspect Ratio,B/s= 1.7 Clearance Ratio,s/h= 1.0 Velocity Pressure Exposure Coefficients Ki, (see below) Table 29.3-1 page 251 Force Coefficients Cf (see below) Figure 29.4-1 page 252 Elevation Adjustment Average Air Density= . 0.07581 (Ibm/ft3) Table C27.3-2 page 548 Constant= 0.00253 Height(ft) Kh qz(psf) Velocity 15 0.57 17.8 Pressure 20 0.62 19.3 Output qz 25 0.67 20.6 30 0.70 21.7 h= 7 0.57 17.8 qh Force Coefficients,Cf Load Case Cf Case A 1.42 Case B 1.42 Design Wind Pressures-p(psi)at h p=ghGCf Load Case Pressure,p Case A 21.50 Case B 21.50 Note: Pressure shall not be less than 16 psf, per ASCE 7-10 27.1.5 page 203 10/28/2019 U.S.Seismic Design Maps 60/96 IS-AN CA4WPNA Tigard Towne Center - Ace Hardware TI 16200 SW Pacific Hwy, Tigard, OR 97224, USA Latitude, Longitude: 45.40286829999999, -122.79548030000001 SW Durham Rd Best Western Pius McDonaid's Woodspring Apartments Northwind inn & Suites Anytime Fitness ucks J' ' Little Caesars Pizza 4 Marshalls • t;qq gie Map data©2019 Date 10/28/2019.2:49:36 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description SS 0.952 MCER ground motion.(for 0.2 second period) Si 0.419 MCER ground motion. (for 1.0s period) SMS 1.066 Site-modified spectral acceleration value SMt 0.662 Site-modified spectral acceleration value Sips 0.71 Numeric seismic design value at 0.2 second SA Spt 0.441 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fe 1.119 Site amplification factor at 0.2 second Fv 1.581 Site amplification factor at 1.0 second PGA 0.417 MCEG peak ground acceleration FPGA 1.083 Site amplification factor at PGA PGAM 0.452 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.952 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.063 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.616 Factored deterministic acceleration value. (0.2 second) S1RT 0.419 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.48 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Si D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.596 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.896 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 10/2.8/2019 U.S.Seismic Design Maps 61/96 Type Value Description CR1 0.872 Mapped value of the risk coefficient at a period of 1 s https:l/seismicmaps.org 2/3 10/28/2019 U.S.Seismic Design Maps 62/96 MCER Response Spectrum Design Response Spectrum 1.5 0.8 0.6 1.0 a m m 0.4 0.5 0.2 0 0 0.0 0 10 0 10 Period, T(sec) Period, T(sec) —Sa(g) — Sa(g) DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicmaps.org 3/3 0 Main Office CUENT: ?)54 17700 SW Upper Boones Ferry Rd.#115 63NE l Ponionct Otegon 97224 503-624.7005 PROJECT: ACE It 0 Central Oregon II 745 NW Mt.Washit ajk.x1Dr.#204 NUMBER: t' l--r-1.7 Bend.Oregon 97703 541-383-1828 FROELICH 4 Denver°ffice DATE: 940 Kimbork St.Suite 3 ENGINEERS Longmont.Colorado 80501 wwwicoelich-engineers.com 720_799_1001 BY. , TrZ ., ielf.,It crrr..,C-C \CVLO/vs, SebSw-rs: :idIA)b Pe..6.51,atz .rtuk, . 'ou b 1,041A.,_ : SP-6E--Tr 10' 1,S-"Oe4,- (Ail a Ftickv;) . , Sosreq„, L OA 4 V- Ls IA) (IN), PLAA)t--) ,.. 0 r,, 0 (si- '6 r44.10/„.(-TiZvs/Tfts. Lhot U.- ' 1,) - SE/SA',iC kk.17" )/i,,,L LE-e,,,,,,,--r,„:, , /9 i,(to/44.7Eri seciteeo) /6 ' 0 t.. (7')(!,-)') t< 51000 0,41 --4 (zs :.-.. ____--- k,Atriz tr- '„'• 1 10 ' 7 I j..-._ cmq-L...(.s,55') . 0.ewL 0.4 .9)qo / (7-0e)e-L-0 ) - of 14 . 1-, 1,vmcifory ....c. e ..'' at.._ 0/4- 00(-; 0, Li (0,- )0,0) . .- 17, i tesX-- 1,,,)1,,,/.) cor,i7:40.Lk. Title Block Line 1 Project Title: You can change this area Engineer: 64/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 NOV 2019,10 09AM -- _- File=0:1Projects12MA7Q9-H111P30A-CiSEV10W-KIC7A4YC-F1Telw79-HlTrash Enclosure-CFN WaLec6 . Cantilevered Retaining Wall Software copyrightENERCALC,INC.1983-2019,8uild:12.19.8.31 . Lie.#:KW-06002304 FROELICH CONSULTING ENGINEERS DESCRIPTION: Trash Enclosure Wall Criteria J Soil Data 1 Calculations per ACI 318.11. ACI 530-11,IBC 2012, CBC 2013,ASCE 7-10 Retained Height = 0.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 7.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 45.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem -1 Adjacent Footing Load Lateral Load = 18.0 plf Adjacent Footing Load = • 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ...Height to Top = 8.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 21.5 psf at Back of Wall Axial Live Load = 0.0 lbs P P Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in LDesign Summary i Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.89 OK Wall Material Above"Ht" = Masonry Sliding = 2.96 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 1,546 lbs Rebar Spacing in= 32.00 ...resultant ecc. = 13.79 in Rebar Placed at = User Spec Design Data - Soil Pressure @ Toe = 1,101 psf OK fb/FB+fa/Fa = 0.980 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 307.1 Allowable = 1,500 psf Moment....Actual ft-I= 1,261.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,322 psf Moment Allowable ft-I= 1,287.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 4.3 Footing Shear @ Toe = 8.0 psi OK Shear Allowable psi= 38.7 Footing Shear @ Heel = 4.0 psi OK Wall Weight psf= 78.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.00 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 45.00 Lateral SlidingForce = 326.1 lbs Lap splice if below in= 10.29 Hook embed into footing in= 10.29 less 100%Passive Force = - 345.8 lbs Masonry Data less 100%Friction Force = 618.0Ibs fin psi= 1,500 Added Force Req'd = 0.0 lbs OK Fy 1 psi= 24,000 ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Yes Load Factors Modular Ration' = 21.48 Dead Load 1.600 Short Term Factor = 1.000 Live Load 1.600 Equiv.Solid Thick. in= 7.60 Earth,H 1.600 Masonry Block Type = 2 Wind,W 1.600 Seismic,E 1.000 Masonry Design Method = ASD Title Block Line 1 Project Title: 65/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Panted: 8 NOV 2019,10:09AM _- - - File=O:\Projectsl2MA7Q9^H111P3QA-ClsEV10w-KIC7A4YC-FIT61W79-H\Trash Enclosure-CAC Wall.ec6 . Cantilevered Retaining Wall Software copyrightENERCALC,INC.1983-2019,Build:12.19.8.31 . Lie.#:KW-06002304 FROELICH CONSULTING ENGINEERS DESCRIPTION: Trash Enclosure Wall [Footing Dimensions&Strengths [Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 2.67 Factored Pressure = 1,322 0 psf Total Footing Width = 4.17 Mu':Upward = 1,473 0 ft-lb Footing Thickness = 14.00 in Mu':Downward = 383 650 ft-lb Mu: Design = 1,089 650 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 7.98 4.01 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 62.5 0.56 34.7 Soil Over Heel = 110.2 3.17 349.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -41.7 0.56 -23.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 144.0 5.17 744.0 *Axial Live Load on Stem = Load @ Stem Above Soil = 161.3 5.42 873.4 Soil Over Toe = 82.5 0.75 61.9 Surcharge Over Toe = Stem Weight(s) = 624.0 1.83 1,144.0 Earth @ Stem Transitions = Total = 326.1 O.T.M. = 1,629.0 Footing Weight = 729.8 2.09 1,521.5 ResistinglOverturning Ratio = 1.89 Key Weight = Vertical Loads used for Soil Pressure= 1,546.4 lbs Vert.Component = Total= 1,546.4 lbs R.M.= 3,076.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Title Block Line 1 Project Title: You can change this area Engineer: 66196 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 NOV 2019,10:13AM File=0:1Projects\2MA703^M11P3QA-ClSEV10W-10C7A4YC-FIT6I 79-H1Trash Enclosure-CMU Wall.ec6. Masonry Slender Wall Software copynght ENERCALC,INC.1983-2019,Build:12.19.8,31 . Lie.#:KW-06002304 FROELICH CONSULTING ENGINEERS DESCRIPTION: Trash Enclosure Code References Calculations per ACI 530-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fin = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0.0 Fr-Rupture = 75.0 psi Rebar"d"distance 3.813 in % Em=fm* = 900.0 Lower Level Rebar... Minimum Vertical Steel = 0.0020 Max%of p bal. = 0.1116 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 7.0 ft ,- �`1 B Parapet height = ft B L £� �'` r; Wall Support Condition Top Free, Bottom Fix r y tl < Y ., I A I . I i Floor Attachment Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 21.50 psI Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 18.0 psf Fp 1.0 = 18.0 psf Title Block Line 1 Project Title: You can change this area Engineer: 67/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 NOV 2019,10:13AM _- _- -- File=0:lProtecis12MA709-M11P30A-C1SEV10W-K1C7A4Y0-F1161W19-HlTrash Enclosure-CMMUWall.ec6 . Masonry Slender Wall Software copyright E.NERCALC,INC.1983-2019,Build:12.19.8.31.. Lic.#:KW-06002304 FROELICH CONSULTING ENGINEERS DESCRIPTION: Trash Enclosure DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2950 +0.90D+W Max Mu -0.5270 k-ft Phi*Mn 1.787 k-ft PASS Service Deflection Check Actual Deft.Ratio U 7,124 Allowable Defl.Ratio 150.0 W Only Max.Deflection 0.02358 in /2 for Cantilever PASS Axial Load Check Max Pu I Ag 7.857 psi Max.Allow.Defl. 1.120 in +1.20D+W Location 0.1167 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Actual As/bd 0.002541 Max Allow As/bd 0.1116 Maximum Reactions. .. for Load Combination.... Top Horizontal 0.0 k Base Horizontal W Only 0.1505 k Vertical Reaction +D+0.70E 0.3850 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bat k k k-ft k-ft _... . k-ft in"2 _. . 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+0.50W at 0.00 to 0.23 0.462 17.640 0.56 0.26 0.90 1.82 0.116 0.0025 0.1114 +1.20D-0.50W at 0.00 to 0.23 0.462 17.640 0.56 0.26 0.90 1.82 0.116 0.0025 0.1114 +1.20D+W at 0.00 to 0.23 0.462 17.640 0.56 0.53 0.90 1.82 0.116 0.0025 0.1114 +1.200-W at 0.00 to 0.23 0.462 17.640 0.56 0.53 0.90 1.82 0.116 0.0025 0.1114 +0.901D+W at 0.00 to 0.23 0.346 17.640 0.56 0.53 0.90 1.79 0.116 0.0025 0.1115 +0.90D-W at.0.00 to 0.23 0.346 17.640 0.56 0.53 0.90 1.79 0.116 0.0025 0.1115 +1.342D+E at 0.00 to 0.23 0.517 17.640 0.56 0.44 0.90 1.83 0.116 0.0025 0.1114 +1.3420-E at 0.00 to 0.23 0.517 17.640 0.56 0.44 0.90 1.83 0.116 0.0025 0.1114 +0.7580D+E at 0.00 to 0.23 0.292 17.640 0.56 0.44 0.90 1.77 0.116 0.0025 0.1115 +0.7580D-E at 0.00 to 0.23 0.292 17.640 0.56 0.44 0.90 1.77 0.116 0.0025 0.1115 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0+0.60W at 6.77 to 7.00 0.013 0.56 0.00 342.40 23.72 342.400 0.014 11,865.2 +D+0.450W at 6.77 to 7.00 0.013 0.56 0.00 342.40 23.72 342.400 0.011 15,820.2 +0.60D+0.60W at 6.77 to 7.00 0.008 0.56 0.00 342.40 23.71 342.400 0.014 11,868.5 +D+0.70E at 6.77 to 7.00 0.013 0.56 0.00 342.40 23.72 342.400 0.014 12,147.7 +D+0.5250E al 6.77 to 7.00 0.013 0.56 0.00 342.40 23.72 342.400 0.010 16,196.9 +0.600+0.70E at 6.77 to 7.00 0.008 0.56 0.00 342.40 23.71 342.400 0.014 12,151.1 W Only at 6.77 to 7.00 0.000 0.56 0.00 342.40 23.69 342.400 0.024 7,124.1 E Only at 6.77 to 7.00 0.000 0.56 0.00 342.40 23.69 342.400 0.020 8,509.4 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 0.385 k +D+0.60W 0.1 k 0.00 k 0.385 k +D+0.450W 0.1 k 0.00 k 0.385 k +0.60D+0.60W 0.1 k 0.00 k 0.231 k Title Block Line 1 Project Title: You can change this area Engineer: 68/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 NOV 2019,10:13AM Masonry Slender Wa.. Pie=0:lProjects2M4709 M11P30A CSES104heospy copyright ALC,INCshEnc20u2-CId:12.19.8.31 . Software copyright ENERCALC,INC.19832019,Suild:12.19:8.31 . Lic.#:KW-06002304 FROELICH CONSULTING ENGINEERS DESCRIPTION: Trash Enclosure +D+0.70E 0.1 k 0.00 k 0.385 k +D+0.5250E 0.1 k 0.00 k 0.385 k +0,60D+0.70E 0.1 k 0.00 k 0.231 k W Only 0.2 k 0.00 k 0.000 k E Only 0.1 k 0.00 k 0.000 k m. Title Block Line 1 Project Title: You can change this area Engineer: 69/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 8 NOV 2019,10:14AM File=OAPrgecis12MA709-M11P30A-CVSEVtONKlC7A4YGFITE6 W79^H1Tresh Enclosure-CMU Wallace . Waif Footing Software copyright ENERCALC,INC.19832019,Build:12.19.8.31 . Lic.#:KW-06002304 FROELICH CONSULTING ENGINEERS DESCRIPTION: Trash Enclosure Footing Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing _ 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Increases based on footing Depth Shear = 0.7.750 Reference Depth below Surface = 1.50 ft Analysis Settings Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 Min Al %BendingReinf. = when base footing is below = ft Min.Overturning Safety Factor = 1.50:1 Increases based on footing Width Min.Sliding Safety Factor = 1.50:1 Allow.Pressure Increase per foot of width ksf AutoCalc Footing Weight as DL Yes when footing is wider than ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 3.670 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = • # 5 from center of footing = 0 in r Jx£ }W 1x ' Ety t 1 nth. m ,'-10.111fi !1T ': al 2 CSb Q;12 int$ . Applied Loads D Lr L S W E H P:Column Load = 0.3850 k OB:Overburden = ksf V-x = k M-zz = 1.10 k-ft Vx applied = in above top of footing Title Block Line 1 Project Title: 70/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block"selection. Title Block Line 6 _ Printed: 8 NOV 2019,10:14AM File=OnPrgectst2MA709-M11P3CIA-C18EV10W-MC7A4YGflTMW79-H1Trash Enclosure-CMU Waft.ec6 . wall Footing Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06002304 FROELICH CONSULTING ENGINEERS DESCRIPTION: Trash Enclosure Footing DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.530 Overturning-Z-Z 0.660 k-ft 1.010 k-ft +0.60D+0.60W PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3798 Soil Bearing 0.5698 ksf 1.50 ksf +0.60D+0.60W PASS 0.06798 Z Flexure(+X) 0.8246 k-ft 12.131 k-ft +0.90D+W PASS 0.02090 Z Flexure(-X) 0.2536 k-ft 12.131 k-ft +0.90D PASS 0.02894 1-way Shear(+X) 2.378 psi 82.158 psi +1.40D PASS 0.02894 1-way Shear(-X) 2.378 psi 82.158 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc -X +X Ratio ,D Only 1.50 ksf 0.0 in 0.2499 ksf 0.2499 ksf 0.167 +D+0,60W 1.50 ksf 8.635 in 0.0 ksf 0.5442 ksf 0.363 •+D+0.450W 1.50 ksf 6.477 in 0.03234 ksf 0.4675 ksf 0.312 +0.60D+0.60W 1.50 ksf 14.392 in 0.0 ksf 0.5698 ksf 0.380 +0.60D 1.50 ksf 0.0 in 0.1499 ksf 0.1499 ksf 0.100 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status ,D Only None 0.0 k-ft Infinity OK ,+D+0.60W 0.660 k-ft 1.683 k-ft 2.550 OK +D+0.450W 0.4950 k-ft 1.683 k-ft 3.40 OK ,+0.60D+0.60W 0.660 k-ft 1.010 k-ft 1.530 OK ,+0.60D None 0.0 k-ft Infinity OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Side? or Top? in^2 in^2 in"2 k-ft Status +1.40D 0.3944 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.40D 0.3944 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +120D 0.3381 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK ,+1.20D 0.3381 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+0.50W 0.1372 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+0.50W 0.5389 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+W 0.002262 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+W 0.7922 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +0.90D+W 0 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK ,+0.90D+W 0.8246 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK ,+0.90D 0.2536 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +0.90D 0.2536 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn _ Vu!Phi*Vn Status +1.40D 2.378 psi 2.378 psi 2.378 psi 82.158 psi 0.02894 OK +1.20D 2.038 psi 2.038 psi 2.038 psi 82.158 psi 0.02481 OK +1.20D+0.50W 2.038 psi 2.038 psi 2.038 psi 82.158 psi 0.02481 OK +1.20D+W 2.038 psi 2.038 psi 2.038 psi 82.158 psi 0.02481 OK +0.90D+W 1.529 psi 1.529 psi 1.529 psi 82.158 psi 0.01861 OK +0.90D 1.529 psi 1.529 psi 1.529 psi 82.158 psi 0.01861 OK 4111 t. r 17700 SW Upper Boones Ferry Rd #115 Portland,Oregon 97224 CLIENT: 503-624-7005 PROJECT: 4 ' 745 NW Nit Washington Or. #204 NUMBER: ',..,N,,, .. trs.* Bend,Oregon 97703 1tr,ri' 541-383-1828 FROELICH Li: -',-- - DATE: 940 Kirnbark St.Surle 3 ENGINEE RS1 Longmont,Colorado 80501 wWw.fraetich-engmeerS oarn 720.799.1001 BY. i*Ago EA)c4age44r 6,9r4 e ,...... I ' I \STE E L 6 A GATE Ay orik.-45' 1 4, Val- 6,xe,x fig Pas 9-- 0 I / as= 22676 7- t 1 _ ?l 4 J.31;07# ) 14/X-0 .. 45.-0 ilf -.). ANCSG4/4.00 t4i = 16-PS ef- 0 1,, 17-• 7-6 9-c•P 1 U le-SA tt. - 11:44 L. r- ic4Z i It i Froelich Engineers Project Title: 72/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:12 NOV 2019, 9.38AM File=NssdaraytPr°S'20t911441NES-A14NHlUW-3t2Ol9.11.11 Tigard Town Center.ec6. Pole Footing Embedded in SoilSoftware copyright ENERCALC,INC,INC,1983.2018,Build:10.16.11.30. Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Gate Footing Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Rectangular Pole Footing Width 16.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 250.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination: +D+0.60W+H io Lateral Load 0.6552 k Point Load Soil Surface Surface L iiral Restraint Moment 4.564 k-ft r5 Restraint @ Ground Surface M Pressure at Depth + Actual 842.20 psf Allowable 875.0 psf Surface Retraint Force 3,426.03 lbs 17. tt, ., - Minimum Required Depth t3 n, �� a ; 0T Footing Base Area 1.778 ft"2 Maximum Soil Pressure 0.4669 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Applied Moment (kft) Vertical Load (k) D:Dead Load 0.0 k 0.0 0.0 0.0 left 2.205 k-ft 0.630 k Lr:Roof Live 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k L:Live 0.0 k 0.0 0.0 0.0 left 0.0 k-ft 0.20 k S:Snow 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k W:Wind 1.092 k 0.0 0.0 0.0 k/ft 3.822 k-ft 0.0 k E:Earthquake 0.0 k 0.0 0.0 0.0 kilt 0.0 k-ft 0.0 k H:Lateral Earth 0.0 k 0.0 0.0 0.0 k/ft 0.0 k-ft 0.0 k Load distance above TOP of Load above ground surface ground surface 0.10 ft 0.0 0.0 0.0 ft BOTTOM of Load above ground surface 0.0 0.0 0.0 ft Load Combination Results Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor +D+H 0.000 2.205 2.75 659.1 687,5 1.000 +D+L+H 0.000 2.205 2.75 659.1 687.5 1.000 +D+Lr+H 0.000 2.205 2.75 659.1 687.5 1.000 +D+S+H 0.000 2.205 2.75 659.1 687.5 1.000 +D+0.750Lr+0,750L+H 0.000 2.205 2.75 659.1 687.5 1.000 +D+0.750L+0.7508+H 0.000 2.205 2.75 659.1 687.5 1.000 +D+0.60W+H 0.655 4.564 3.50 842.2 875.0 1.000 +D+0.70E+H 0.000 2.205 2.75 659.1 687.5 1.000 +D+0.750Lr+0.750L+0.450W+H 0.491 3.974 3.38 788.7 843.8 1.000 m. Froelich Engineers Project Title: 73/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:12 Nov 2019, 9:36AM Pole Footing Embedded in Soil File=\sedan P' 12019144`"Es'A14NN'ww3tz019.11.111gardTow,Center.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.11.30. Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Gate Footing +D+0.750L+0.750S+0.450W+H 0.491 3.974 3.38 788.7 843.8 1.000 +D+0.750L+0.750S+0.5250E+H 0.000 2.205 2.75 659.1 687.5 1.000 +0.60D+0.60W+0.60H 0.655 3.682 3.25 788.0 812.5 1.000 +0.60D+0.70E+0.60H 0.000 1.323 2.38 530.2 593.8 1.000 74/96 CANOPY CALCULATIONS . FROELICH ENGINEERS '. A 0 Mcin(1ince CLIENT: PAGE ! 6969 SW Hampton St. 75/96 Portland,Oregon 97223 503-624-7005 PROJECT: { []Central Oregon * . 745 NW Mt.Washington Dr.#205 NUMBER: �, g:;°' Bend Oregon 97703 §,,„x=' ' 541-383-1828 F R O E L I C H 0 Denver Office DATE: 940 Kimbark St.Suite 3 ENGINEERS ! Longmont,Colorado 80501 www.froelich-engineers.com 720-799-1001 BY' CC Moey desig,, 1 In =5 psc si. = 25 psF B Mt 9. ( ('0o4 Jo i st) tvi : 1)L= 5 PsF WI St. = 2s?sF I I USE 2X io DC 2 2 @ 24'' V-o• 8M2 w1 Wl: bi- = 2.( 44 IbS g (102q \ ) t44 165 V Si, = 2. ( 15o 165 +c (12' /2V°)) - 170i6s 1 it USE 5'12 x 1342. GL gM 3 w1 CO ( : bi. = 800 x ( 12"/ 72 '-) = 135 t6S sL a lira x ( IZ 4/ 72-) = 3 25 t bs vSE 51/8 x 131/2 & f - l-r-4'' Mne,a DEG#ttJ(r 5L JSi'- l2'' 76/96 . COMPANY PROJECT di WoodWorks 0 Froelich Engineers, Inc. Portland Office SOF,%VARF FOR W000 DESIGN Nov. 13, 2019 14:22 BM 1.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 5.00 (24.0") psf Load2 Snow Full Area 25.00 (24.0") psf Self-weight Dead Full UDL 4.6 plf Maximum Reactions (Ibs) and Bearing Lengths (in) : 1 6' t 0' 5.958' Unfactored: Dead 44 44 Snow 150 150 Factored: Total 194 194 Bearing: Length 0.50* 0.50* Min req'd 0 .50* 0 .50* *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports:All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0"c/c;Total length: 6.0'; Clear span: 5.917'; volume = 0.8 cu.ft. Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 13 Fv' = 207 psi fv/Fv' = 0.06 Bending(+) fb = 195 Fb' = 1547 psi fb/Fb' = 0.13 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.30 = L/240 in 0.06 Total Defl'n 0.03 = <L/999 0.40 = L/180 in 0.07 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. (/I'Jli . COMPANY PROJECT Froelich Engineers, Inc. di WoodWo rks® Portland Office SOFTWARE FOR WOOD DESIGN Nov. 13,2019 14:25 BM2.wwb Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start End Loadl Dead Full UDL 44.0 plf Load2 Snow Full UDL 150.0 plf Self-weight Dead Full UDL 17.1 plf ' Maximum Reactions (Ibs) and Bearing Lengths (in) : k 26' t 1 0' 25.936' Unfactored: Dead 794 794 Snow 1950 1950 Factored: Total 2744 2744 Bearing: 0 77 Length 0.77 Min req'd 0.77 0.77 Glulam-Unbal.,West Species,24F-V4 DF, 5-1/2"x13-1/2" 9 laminations, 5-1/2"maximum width, Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length:26.0'; Clear span: 25.872';volume= 13.4 cu.ft. Lateral support:top=at supports, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 50 Fv' = 305 psi fv/Fv' = 0.17 Bending(+) fb = 1275 Fb' = 2538 psi fb/Fb' = 0.50 Dead Defl'n 0.31 = <L/999 Live Defl'n 0.75 = L/413 0.86 = L/360 in 0.87 Total Defl'n 1.21 = L/256 1.30 = L/240 in 0.93 Design Notes: 1.Woodworks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd=actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . Ri/96 COMPANY PROJECT Froelich Engineers, Inc. ill WoodWorks Portland Office ii�`J Nov. 13,2019 14:27 SOFTWARE FOR WOOD DESIGN BM3.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft1 Magnitude Unit tern Start End Start End Loadl Dead Full UDL 135.0 plf Load2 Snow Full UDL 325.0 plf Self-weight Dead Full UDL 15.9 plf Maximum Reactions (Ibs) and Bearing Lengths (in) : - 17.33' 0' 17.227' Unfactored: 1307 Dead 1307 Snow 2816 2816 Factored: Total 4123 4123 Bearing: Length 1.24 1.24 Min req'd 1.24 1.24 Glulam-Unbal.,West Species, 24F-V4 DF, 5-118"x13-1/2" 9 laminations, 5-1/8" maximum width, Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 17.33';Clear span: 17.124';volume= 8.3 cu.ft. Lateral support:top=at supports, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 77 Fv' = 305 psi fv/Fv' = 0.25 Bending(+) fb = 1361 Fb' = 2627 psi fb/Fb' = 0.52 Dead Defl'n 0.16 = <L/999 Live Defl'n 0.34 = L/607 0.57 = L/360 in 0.59 Total Defl'n 0.58 = L/357 0.86 = L/240 in 0.67 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification (NDS 2015),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd=actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ©Main Office CLIENT: e�F 17700 SW Upper Boones Ferry Rd.#115 Py Portland.Oregon 97224 508-644_7005 PROJECT: 0 Central Oregon 745NW Mt.Washington Dr.e204 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H ❑ D Office DATE: 940enver Kimtwrk St.Sulte 3 ENGINEERS' Longmont,Colorado 80501 www.froelich-engineers.com 720-799-1001 BY: C &Welt' beSigy► j. bi-= to PSF SL = 25 psf Olt 0-oisr: (i' = 1BL.= 10 PsF SL =ZS PSF 15'--0' rnax USE Soo —$I6't-6q C L'-o" oc. 3EAtA: tN tapsF = 80 pL.F +� I PSF = zoo pLF i IT'—3 N►ox v5E ASS b'x9 x 1/4 LO k010(r Q 11;p roof Wj 2 bt--t(opsFx I5'}/r = Io& pt.y : ctotscx (')/+1 =7 f1.F Stir, ( 2,S?SF-xl6')/Ct = z65 PLC b/d SLZ = (25P5f X1'1/tri = Ia Pc. vs-E Boo —SL50— 6a bar*. -b c� 80/96 Project Name: FJ-back-back Page 1 of 2 Model: Rafter—1 Date: 11/08/2019 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.0.0.3 R1 Slope 3 " :12 R2 15 ft 0 ft Section : 800S162-54 (50 ksi)Single C Stud Fy=50 ksi Maxo= 3065.9 Ft-Lb Moment of Intertia, I =5.600 in^4 Va=2091.3 lb Rafter Spacing= 24 in Rafter Slope= 3 :12 Flexural Bracing, Main Span : 48 in Flexural Bracing,Overhang: None Distortional Buckling K-phi : 0 lb-in/in Distortional Buckling Bracing, Lm: None Load Cases Span Overhang 1 Dead Load 10 0.01 2 Live Load 0.01 0.01 3 Snow Load 25 0.01 4 Outward Wind Load 25 0.01 5 Inward Wind Load 10 0.01 Load Combinations Combination Case Factor Case Factor Case Factor 1 1 1 2 1 None 1 2 1 1 3 1 None 1 3 None 1 4 1 None 1 4 1 1 2 0.75 5 0.75 Rafter Flexural and Deflection Mmax Ma Mmax/ Load Span Load Overhang Load Span Ft-Lb Ft-Lb Ma Comb. Defl Comb. Defl Comb. Center Span 1986 2734 0.726 2 L/359 2 L/359 2 Rafter Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (Ib) Comb. (in) (Ib) (Ib) Intr. Comb. Req'd R1 513.8 2 3.50 826.0 1445.6 0.32 2 NO R2 513.8 2 3.50 826.0 1445.6 0.32 2 NO SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 81/96 Project Name: FJ-back-back Page 2 of 2 Model: Rafter—1 Date: 11/08/2019 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer1M 3.0.0.3 Rafter Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (lb) Comb. Factor VNa M/Ma Unstiffen Comb. Stiffen Comb. R1 514 2 1.000 0.25 0.00 0.25 2 N/A N/A R2 514 2 1.000 0.25 0.00 0.25 2 N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Froelich Engineers,Inc. Project Title: 82I96 Structural/Civil Engineers Engineer: • 17700 SW Upper Boones Project ID: pPe Project Descr: Portland,OR 97224 (503)624-7005 -- _ FIe=P:120191144WES-AWNHIUW-314XMH3E-3Manopy.ec6 . Steel Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 . Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: canopy(max span=17'-3") CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.081 S(0.2) a a HSS8x4x 1/4 Span= 17.250 ft I. Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT intemally calculated and added Uniform Load: D=0.080, S=0.20 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.341 : 1 Maximum Shear Stress Ratio= 0.043 : 1 Section used for this span HSS8x4x1/4 Section used for this span HSS8x4x114 Ma:Applied 10.415 k-ft Va:Applied 2.415 k Mn/Omega:Allowable 30.529 k-ft • Vn/Omega:Allowable 56.229 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.625ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.325 in Ratio= 637>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.455 in Ratio= 455>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 17.25 ft 1 0.097 0.012 2.98 2.98 50.98 30.53 1.00 1.00 0.69 93.90 56.23 +D+L+H Dsgn.L= 17.25 ft 1 0.097 0.012 2.98 2.98 50.98 30.53 1.00 1.00 0.69 93.90 56.23 +D+Lr+H Dsgn.L= 17.25 ft 1 0.097 0.012 2.98 2.98 50.98 30.53 1.00 1.00 0.69 93.90 56.23 +D+S+H Dsgn.L= 17.25 ft 1 0.341 0.043 10.41 10.41 50.98 30.53 1.00 1.00 2.42 93.90 56.23 +D+0.750Lr+0.750L+H Dsgn.L= 17.25 ft 1 0.097 0.012 2.98 2.98 50.98 30.53 1.00 1.00 0.69 93.90 56.23 +D+0.750L+0.7505+H Dsgn.L= 17.25 ft 1 0.280 0.035 8.55 8.55 50.98 30.53 1.00 1.00 1.98 93.90 56.23 +D+0.60W+H Dsgn.L= 17.25 ft 1 0.097 0.012 2.98 2.98 50.98 30.53 1.00 1.00 0.69 93.90 56.23 +D+0.750Lr+0.450W+H Dsgn.L= 17.25 ft 1 0.097 0.012 2.98 2.98 50.98 30.53 1.00 1.00 0.69 93.90 56.23 +D+0.750S+0.450W+H Dsgn.L= 17.25 ft 1 0.280 0.035 8.55 8.55 50.98 30.53 1.00 1.00 1.98 93.90 56.23 +0.60D+0.60W+0.60H Dsgn.L= 17.25 ft 1 0.058 0.007 1.79 1.79 50.98 30.53 1.00 1.00 0.41 93.90 56.23 +D+0.70E+0.60H Dsgn.L= 17.25 ft 1 0.097 0.012 2.98 2.98 50.98 30.53 1.00 1.00 0.69 93.90 56.23 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 17.25 ft 1 0.280 0.035 8.55 8.55 50.98 30.53 1.00 1.00 1.98 93.90 56.23 Froelich Engineers,Inc. Project Title: 83196 Structural/Civil Engineers Engineer: 17700 SW Upper Boones Project ID: Project Descr: Portland,OR 97224 (503)624-7005 File=P:120191144WES-AWNHIl1W-314XMH3E-3lcanopy.ec6 . Steel Beam Software copyright ENERCALC,INC.1883-2018,Build:10.18.12.13 . Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: canopy(max span=17'-3") Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+H Dsgn.L= 17.25 ft 1 0.058 0.007 1.79 1.79 50.98 30.53 1.00 1.00 0.41 93.90 56.23 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+S+H - - 1 0.4547 8.674 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.415 2.415 Overall MINimum 0.414 0.414 +D+H 0.690 0.690 +D+L+H 0.690 0.690 +D+Lr+H 0.690 0.690 +D+S+H 2.415 2.415 +D+0.750Lr+0.750L+H 0.690 0.690 +D+0.750L+0.750S+H 1.984 1.984 +D+0.60W+H 0.690 0.690 +D+0.750Lr+0.450W+H 0.690 0.690 +D+0.750S+0.450W+H 1.984 1.984 +0.60D+0.60W+0.60H 0.414 0.414 +D+0.70E+0.60H 0.690 0.690 +D+0.750L+0.750S+0.5250E+H 1.984 1.984 +0.60D+0.70E+H 0.414 0.414 D Only 0.690 0.690 Lr Only L Only S Only 1.725 1.725 W Only E Only H Only 84/96 Project Name: FJ-back-back Page 1 of 1 Model: Beam/Stud—1 Date: 11/11/2019 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.0.0.3 Reactions Support Reactions(lb) R1 2260.42 R2 1239.58 Shear and Web Crippling Checks Bending and Shear 57.8% Stressed (Unstiffened): @ Within Span Bending and Shear NA (Stiffened): R1 R2 Web Stiffeners No Required?: 17.50 X Sloped/Partial Loads Case X1 ft W(X1) lb/ft X2 ft W(X2) Ib/ft 1 0.00 375.0 17.50 25.0 Section : (2)800S250-68 (50 ksi)Back-To-Back C Stud Maxo= 10275.0 Ft- Va= 8441.5 lb I= 18.48 in"4 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 7812.7 0.760 7812.7 48.0 10275.0 0.760 0.775 L/271 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 210.0 8959.0 0.872 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 85/96 Client: Project: Tigard Town center Project#: 19-T198 Date: 11/g/2019 By: FROELICH ENOI NEERS6 WIND FORCE CALCULATION-C&C Roof Page Refs by Printing 2nd Printing 3rd Printing ASCE 7-10 SECTION 30.4 and 30.6 Part 1-ANALYTICAL PROCEDURE Part 3-ANALYTICAL PROCEDURE Design Wind Loads on Components and Cladding-Roof Basic Wind Speeds Input 3 Second Gust V36= 120 mph Exposure Category= B Wind Directionality Factor Ke= 0.85 Table 26.6-1 page 250 page 194 Mean Height of Roof,h= 15 ft Building Elevation= 0 ft Base Elevation Above Sea Level Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 page 252 page 196 Length of 1/2 hill height L„= 1000 ft Figure 26.8-1 page 252 page 196 Dist.From Crest to Bldg.x= 100 ft Figure 26.8-1 page 252 page 196 Height Above Local Grade z= 15 ft Figure 26.8-1 page 252 page 196 Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 page 252 page 196 Height Attenuation Factor g= 3 Figure 26.8-1 page 252 page 196 Shape Factor KI/(H/lh)= 1.3 Figure 26.8-1 page 252 page 196 Output-Topographic Multipliers K6= 0.00 Ki= 0.93 K3= 0.96 Topographic Factor Ka= 1.00 Terrain Exposure Constants nominal height of boundary z5= 1200 Table 26.9.1 page 256 page 199 3-s gust exponent a= 7.00 Table 26.9.1 Elevation Adjustment Average Air Density= 0.07650 pm/ft) Table C27.3-2 page 548 Constant= 0.00256 86/96 Pressure Coefficients Input Velocity Pressure Exposure Coefficients ICh (see below) Table 30.3-1 page 317 page 259 Height(ft) Kh qh(paf) Velocity 15 0.70 21.9 Pressure 20 0.70 21.9 Output qi 25 0.70 21.9 30 0.70 21.9 40 0.76 23.8 50 0.81 25.4 60 0.85 26.7 70 0.89 27.9 80 0.93 29.0 90 0.96 30.0 100 0.99 30.9 120 1.04 32.6 I h= 15 0.70 21.9 qh I GCr;=+/- 0.55 Pressure Coefficients on Exterior Surfaces of Roof Zone GCs Mono Figure 30.4-5B for h<60 ft 10°<Theta<30° page 290 Eff Wind Area(s0 10 20 50 100 200 500 1000 zone I(+) 0.40 0.39 0.36 0.30 0.30 0.30 0.30 zone/(+t 0.40 0.39 0.36 0.30 0.30 0.30 0.30 Zone 2(+) 0.40 0.39 0.36 0.30 0.30 0.30 0.30 z000t(-) -1.30 -1.25 -1.15 -1.10 -1.10 -1.10 -1.10 Zone 2(-) -1.60 -1.50 -1.30 -1.20 -1.20 -1.20 -1.20 Zone 2(-) -2.90 -2.60 -2.30 -2.00 -2.00 -2.00 -2.00 Calculate Wind Pressure,p,per Equation 30.4-1 and 30.6-1 260&262 Roof Surface Pressure Zone p(psf) Eff Wind Area(sf) 10 20 50 100 200 500 1000 zone t(+) 20.82 20.60 19.94 18.63 18.63 18.63 18.63 with Positive Internal Pressure qh(GCp-(-)GC.,) Lone 2(+) 20.82 20.60 19.94 18.63 18.63 18.63 18.63 with Positive Internal Pressure gh(GCh-(-)GC. Zone 3() 20.82 20.60 19.94 18.63 18.63 18.63 18.63 with Positive Internal Pressure gh(GC,-(-)GCe;) zose t(-) -40.54 -39.44 -37.25 -36.16 -36.16 -36.16 -36.16 with Negative Internal Pressure qh(GCh-(+)GCr;) Zone 2(-) -47.11 -44.92 -40.54 -38.35 -38.35 -38.35 -38.35 with Negative Internal Pressure gh(GC,-(+)GC„) Zone 3(-) -75.60 -69.02 -62.45 -55.88 -55.88 -55.88 -55.88 with Negative Internal Pressure gh(GCh-(+)GC0) NOTE:NET pressure effect shall not be less than 16 psi.per ASCE 7-10,30.2,2. page 257 87/96 Client: Project: Project#: v Date: By: FROELICH ENGINEER 5 A WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 27.2 DIRECTIONAL PROCEDURE Page Refs by Pr 2nd Printing Basic Wind Speeds Input 3 Second Gust V3,= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.11-1 page 258 Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 230 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 170 ft Measured Parallel to wind direction Mean Roof Height h= 15 ft Ref.Figure 27.4-1 page 263 Highest Roof Level h„= 15 ft Building Elevation= 0 ft Base Elevation Above Sea Level Approximate Fundamental Period Ta= 0.15 sec Eq. 12.8-7 page 90 Output-Fundamental Frequency f= 6.6 Hz> 1 Hz Therefore Rigid Or alternatively,if h/(min width)<=4.0,structure is rigid Commentary C26.2 Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 page 252 Length of 1/2 hill height Lb= 1000 ft Figure 26.8-1 page 252 Dist.From Crest to Bldg.x= 100 ft Figure 26.8-1 page 252 Height Above Local Grade z= 15 ft Figure 26.8-1 page 252 Horizontal Attenuation Factor in= 1.5 Figure 26.8-1 page 252 Height Attenuation Factor g= 3 Figure 26.8-1 page 252 Shape Factor K1/(H/Lh)= 1.3 Figure 26.8-1 page 252 Output-Topographic Multipliers K, = 0.00 K.,= 0.93 K3= 0.96 Topographic Factor K ,= 1.00 88/96 Gust Effects Input Integral Length Scale Factor/= 320 ft Table 26.9-1 page 256 Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 page 256 3-s gust exponent a= 7.00 Table 26.9-1 page 256 Turbulence Intensity Factor c= 0.30 Table 26.9-1 page 256 Power Law Exponent E = 0.33 Table 26.9-1 page 256 Minimum Heightzm;m= 30 ft Table 26.9-1 page 256 Integral Length Scale of Turbulence Lz= 310 ft Output-Background Response Factor Q= 0.80 Intensity of Turbulence I = 0.30 Gust Effect Factor G= 0.81 -Gust Effect Factor need not exceed 0.85 (ASCE7-10 26.9) Pressure Coefficients Input Length to Width Ratio LB- 0.74 Height to Length Ratio h/L= 0.09 • Roof Pitch= 3 : 12 = 14.04 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 page 261 External Pressure Coefficients Cp (see below) Figure 27.4-1 page 264 Elevation Adjustment Average Air Density= 0.07650 (Ibm/ft3) Table C27.3-2 Constant= 0.00256 Direction Cp Height(ft) Kh qz(psI) Velocity Windward 0.80 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.5 Output qz Roof Windward 0.00 25 0.67 20.8 Roof Leeward -0.50 30 0.70 21.9 40 0.76 23.8 50 0.81 25.4 60 0.85 26.7 70 0.89 27.9 80 0.93 29.0 90 0.96 30.0 100 0.99 30.9 120 1.04 32.6 h= 15 0.57 18.0 qh hsereenwau= 54 0.83 25.9 qh hparapet= 52 0.82 25.6 qh 89/96 Design Wind Pressures p (psfl-GCP:=(-) 16 psf min per Section 27.1.5 Internal Pressure Coefficient GCpi= -0.55 Table 26.11-1 page 258 Roof Horiz Roof Effects(normal to Roof Surface) Wall Prot Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 21.5 2.6 18.9 ft 20 22.5 2.6 19.9 25 23.4 2.6 20.8 30 24.1 2.6 21.5 40 25.3 2.6 22.7 50 26.3 2.6 23.7 60 27.2 2.6 24.6 70 28.0 2.6 25.4 80 28.7 2.6 26.1 90 29.3 2.6 26.7 100 29.9 2.6 27.3 120 31.0 2.6 28.4 15 21.5 2.6 9.9 2.6 18.9 8.00 Screen 54 38.9 -25.9 64.8 Parapet 52 38.5 -25.6 64.1 Design Load Case 1 Controls-By Inspection Figure 27.4-8 page 271 Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)-GCE,;=(+Z 16 psf min per Section 27.1.5 Internal Pressure Coefficient GCP;= 0.55 Table 26.11-1 page 258 Roof Horiz Roof Effects(normal to Roof Surface) Wall Proj Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 1.8 -17.2 18.9 ft 20 2.8 -17.2 19.9 25 3.6 -17.2 20.8 30 4.3 -17.2 21.5 40 5.5 -17.2 22.7 50 6.5 -17.2 23.7 60 7.4 -17.2 24.6 70 8.2 -17.2 25.4 80 8.9 -17.2 26.1 90 9.5 -17.2 26.7 100 10.1 -17.2 27.3 120 11.2 -17.2 28.4 15 1.8 -17.2 -9.9 -17.2 18.9 8.00 Screen 54 38.9 -25.9 64.8 Parapet 52 38.5 -25.6 64.1 Design Load Case 1 Controls-By Inspection Figure 27.4-8 page 271 Parapet Loading per ASCE7-10 27.4.5 MS-200 (single lock - iirr- 0196 TAY�{)R Roof panel METAL PRODUCTS ALLOWABLE UNIFORM LOADS,psi SECTION PROPERTIES For various dip spadngs(i.e.span values) Top in Compression Bottom in Compression Inward Load Weight Width,in- Gauge Yield iai Ia Lies Sr, In 1 S'/ 2' 2.5' 3' 3.5 4' 4.5' 5' 5.5' 6' 8' iroft. inPsf `/ft. in'/ft in`/ft. in in`/ft.f1. hem. _ 12 24 50 1.47 0.2350 0.2100 0.1350 0.1478 0.1731 0.1488 296.4 237.1 197.6 169.4 148.2 131.7 118.6 107.8_93.8 52.7 12 22 50 1.875 0.2868 0.2560 0.1623 0.1821 02125 0.1824 296.4 237.1 197.6 169.4 148.2 131.7 118.6 107.8 98.8 63.4 16 24 50 1.36 0.1850 0.1640 0.1020 0.1110 0.1325 0.1100 222.3 177.8_148.2 127.0 111.1 98.8 88.9 80.8 70.8 39.8 16 22 50 1.71 0.2320 0.2050 0.1220 0.1380 0.1653 0.1394 222.3 177.8 148.2 127.0 111.1 98.8 88.9 80.8 74.1 47.7 18 24 50 1.28 0.1670 0.1470 0.0900 0.0990 0.1187 0.0970 197.7 158.2 131.8 113.0 98.9 87.9 79.1 71.9 62.5 35.2 18 22 SO 1.61 0.2090 0.1840 0.1080 _ 0.1220 0.1472 0.1236 _ 197.7 158.2 131.8 113.0 98.9 87.9 79.1 71.9 65.9 42.2 1.Theoretical section properties have been calculated per AISI 2012 North American Specification for the Design of Cold-Formed Steel Structural Member. I,,and S,are effective section properties for deflection and bending. 2.Allowable load is calculated in accordance with AISI 2012 specifications considering bending,shear,combined bending and shear and deflection. Allowable load considers a 3 or more equal span condition. 3. Allowable load does not address panel weight,fasteners,connection strength or support material. 4. Allowable load includes web crippling. 5.Load/Span values are based on theoretical computations and not load testing. 6.Deflection is not considered. 7.Allowable loads do not include a 1/3 stress increase for wind. .._.._. ALLOWABLE UNIFORM LOADS.psf SECTION PROPERTIES For various clip spacings(i.e.span values) Top in Compression Bottom in Compression inward Load Weight Width,in. Gauge Yield lai Ix. In Po14 Szt I. IA Id8 S" Psf 2' 2.5' 3' 3.5 4' 4.5' S' 5.5' 6' 8' in`/ft. in4/ft. in3/ft in°/ft. in'/ft. inu/ft 12 24 50 1.47 0.2350 0.2100 01350 0.1478 0.1731 0.1488 296.4 237.1 197.6 169.4 148.2 131.7. 118.6 107.8 93.8 52.7 12 22 50 1.875 0.2868 0.2560 0.1623 0.1821 0.2125 0.1824 296.4 237.1 197.6 169.4 148.2 131.7 118.6 107.8 98.8 63.4 16 24 50 136 0.1850 0.1640 0.1020 0.1110 0.1325 0.1100 222.3 177.8 148.2 127.0 111.1 98.8 88.9 80.8 70.8 39.8 16 22 50 1.71 0.2320 0.2050 0.1220 0.1380 0.1653- 0.1394 222.3 177.8 148.2 127.0 111.1 98.8 88.9 80.8 74.1 47.7 18 24 50 1.28 0.1670 0.1470 0.0900 0.0990 0.1187 0.0970 197.7 158.2 131.8 113.0 98.9 87.9 79.1 71.9 62.5 352 18 22 50 1.61 0.2090 0.1840 0.1080 0.1220 0.1472 0.1236 197.7 158.2 131.8 113.0 98.9 87.9 79.1 71.9 65.9 42.2 1.Theoretical section properties have been calculated per AISI 2012 North American Specification for the Design of Cold-Formed Steel Structural Member. I„and 5„are effective section properties for deflection and bending. 2.Allowable load is calculated in accordance with AISI 2012 specifications considering bending,shear,combined bending and shear and deflection. Allowable load considers a 3 or more equal span condition. 3. Allowable load does not address panel weight,fasteners,connection strength or support material. 4. Allowable load includes web crippling. 5.Load/Span values are based on theoretical computations and not load testing. 6.Deflection consideration is limited by a maximum deflection ratio of L/120. 7.Allowable loads do not include a 1/3 stress increase for wind. ALLOWABLE UNIFORM LOADS,psf SECTION PROPERTIES For various clip spacings(i.e.span values) Top in Compression Bottom in Compression inward Load Weight Width,in. Gauge Yield psi IA I=1.44 Sw I. la ids S.Psi 2' 2.5' 3' 3.5 4' 4.5' 5' 5.5' 6' 8' in`/ft. in°/ft. in3/ft in"/ft. in4/ft. in'/ft 12 24 50 1.47 0.2350 0.2100 0.1350 0.1478 0.1731 0.1488 296.4 237.1 197.6 169.4 148.2 131.7 118.6 107.8 93.8 52.7 12 22 50 1.875 0.2868 0.2560 0.1623 0.1821 0.2125 0.1824 296.4 237.1 197.6 169.4 148.2 131.7 118.6 107.8 98.8 63.4 16 24 50 1.36 0.1850 0.1640 0.1020 0.1110 0.1325 0.1100 222.3 177.8 148.2 127.0 111.1 98.8 88.9 80.8 70.8 39.8 16 22 50 1.71 0.2320 0.2050 0.1220 0.1380 0.1653 0.1394 222.3 177.8 148.2 127.0 111.1 98.8 88.9 80.8 74.1 47.7 18 24 50 128 0.1670 0.1470 0.0900 0.0990 0.1187 0.0970 197.7 158.2 131.8 113.0 98.9 87.9 79.1 71.9 62.5 35.2 18 22 50 1.61 02090 0.1840 0.1080 0.1220 0.1472 0.1236 197.7 158.2 131.8 113.0 98.9 87.9 79.1 71.9 65.9 42.2 1.Theoretical section properties have been calculated per AISI 2012 North American Specification for the 5.AOCrilRg7 Design of Cold-Formed Steel Structural Member. I„and S,,are effective section properties for deflection and bending. 2._.°Ropes 2.Allowable load is calculated in accordance with AISI 2012 specifications considering bending,shear,combined bending doe �tyGI NE .:Sio and shear and deflection. Allowable load considers a 3 or more equal span condition. I- re ?. 3. Allowable load does not address panel weight,fasteners,connection strength or support material. 4. Allowable load includes web crippling. vI 5.load/Span values are based on theoretical computations and not load testing. 'Po :,, oa, .•. G.P 6.Deflection consideration is limited by a maximum deflection ratio of 1/180. et 'T V.14p4.,' 7.Allowable loads do not include a 1/3 stress increase for wind. 1} ' ❑Main Office CLIENT: 6969 SW Hampton St. PAGE f Portland,Oregon 97223 91/96 503.624-7005 PROJECT: Centro€Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend.Oregon 97703 541-383.182E F R O E L I C H Li Denver Office DATE: ENGINEERS 1 940 Kirnbark St.Suite 3 Longmont,Colorado 80501 www.froelich-engineers.com 720-799-1001 BY: CAv►oQy 2 (,ow4• v .&. MS Zoo ($'' 22 9ti0g4. 7.1 psF x 0.6 x(ie"/12) = 112.3c1 F $ 3 � 12.7. 2 ►bs 131,8 Ibs > 127.2165 014 @ 3` o'^ UC cre &ups fT6- 0.6(17 Qsc — 8 fsF) b esF (15'/2)x( 33.5It2)x( 6esF) = 75'iIbS 2' x Z/.x dcpfh X 150 esc x 0.6 751( 16S =d Z'- 1 c ke-G1c 144. )(27 '' )40.0o18 =. 1.16411 ihZ vS 5 #S bk r wl ,4s _ cot ih2 d. 14"y ''0,t/0.314hL ,: S.7 .. uc '( .# S` Z�—o x 2'-o`''x 2'3'' cu/ tyl #S EA. (..)Gy 92/96 MISCILLANECUS 411( FROELICH ENGINEER S ' - This is the Brick half wall at front garden area Froelich Engineers r ' T I : , You can change this area ngineer: 93/96 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Panted: 12 NOV 2019,10:11 PM Cantilevered Retaining Wall File=llssdanayVProjecls120191144W ES-Al4NHIUIN-312019.11.11TgardTownCenter.ec6. Software copyright ENERCALC,INC.1983.2018,Build:10.18.11.30. Lie,#:KW-06002304 Licensee: FROEUCH CONSULTING ENGINEERS Description: Brick Garden Wall Criteria Soil Data Calculations per ACI 318-11, ACI 530.11,IBC 2012, Retained Height = 0.00 ft Allow Soil Bearing = 1,500.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 4.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.33 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 0.00 in Surcharge Loads j Lateral Load Applied to Stem [Adjacent Footing Load ] Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 35.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary J Stem Construction J Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.52 OK Wall Material Above'Ht" = Masonry Sliding = 2.56 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 638 lbs Rebar Spacing in= 16.00 ...resultant ecc. = 7.92 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,250 psf OK Design Data _ PoIFB+fa/Fa _ 0.196 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 140.0 Allowable = 1,500 psf Moment....Actual ft-I= 280.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,500 psf Moment Allowable ft-I= 1,431.8 ACI Factored @ Heel = 0 psf Shear Actual psi= 2.2 Footing Shear @ Toe = 5.4 psi OK Shear Allowable psi= 38.7 Footing Shear @ Heel = 1.1 psi OK Wall Weight psi= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 24.00 Lateral Sliding Force = 139.0 lbs Lap splice if below in= 8.40 less 100%Passive Force = - 132.0 lbs Hook embed into footing in= 8.40 less 100%Friction Force = - 220.0 lbs Masonry Data psi= 1,500 Added Force Req'd = 0.0 lbs OK Fy t psi= 24,000 ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Yes Load Factors Dead Load 1.200 Modular Ration' = 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth,H 1.B00 Equiv.Solid Thick. in= 7.60 Wind,W 1.600 Masonry Block Type = 3 Seismic,E 1.000 Masonry Design Method = ASD Froelich Engineers Project Title: 94/96 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 12 NOV 2019.10:11 PM Cantilevered Retainin Wall He llssdarraylProjects12 01 911 4 4WES-A14NHIUW-312019.11.11TgardTownCenterec8 . g Software copyright ENERCALC,INC.1983.2018,6uild:10.18.11.30' Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Brick Garden Wall Footing Dimensions&Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = _ 1.33 Factored Pressure = 1,500 0 psf Total Footing Width = 2.00 Mu':Upward = 379 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 64 63 ft-lb Mu: Design = 315 63 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 5.39 1.05 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments .....OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 17.5 0.33 5.8 Soil Over Heel = 0.0 1.67 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -18.5 0.34 -6.3 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 140.0 3.00 420.0 Soil Over Toe = 2.0 0.33 0.7 Surcharge Over Toe = Stem Weight(s) = 336.0 1.00 336.0 Earth @ Stem Transitions = Total = 139.0 O.T.M. = 419.5 Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.52 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 638.0 lbs Vert.Component = Total= 638.0 lbs R.M.= 636.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. This is the retaining wall for stairway at rear of building Use menu item Settings>Printing&Title §1e: 1 to set these five lines of information Job#: Dsgnr: Date: 12 NOV 2019 for your program. Description.... Stairway Retain Wall This Wall in File:11ssdarray\projects\20191194198(tigard town center-ace hardware ti remodel)140 RetainPro(c)1987-2018, Build 11.18.07.31 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC [Criteria I Soil DataI rANii- t .. Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore '- ''`•. for passive pressure = 12.00 in _ .• a. � Surcharge Loads Lateral Load Applied to Stem ' Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to FtgCL Dist = 0.00 ft Load Type = Wind ce Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 26.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I [Stem Construction I 3rd 2nd Bottom Stem OK Stem OK Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 5.33 3.33 0.00 Overturning = 0.58 UNSTABLE! Wall Material Above"Ht" = Masonry Masonry Concrete Slab Resists All Sliding! Design Method = ASD ASD LRFD Thickness = 8.00 12.00 12.00 Total Bearing Load = 1,568 lbs Rebar Size = # 5 # 5 # 7 ...resultant ecc. = 23.39 in Rebar Spacing = 32.00 16.00 16.00 Resultant Exceeds Ftg. Width! Rebar Placed at = Edge Edge Edge Soil Pressure @ Toe = 0 psf OK Design Data Soil Pressure @Heel = 0 psf OK fb/FB+fa/Fa = 0.008 0.076 0.206 Allowable = 1,500 psf Soil Pressure Less Than Allowable Total Force @ Section ACI Factored @ Toe = 0 psf Service Level lbs= 37.5 269.E ACI Factored @ Heel = 0 psf Strength Level lbs= 1,688.7 Footing Shear @ Toe = 0.1 psi OK Moment....Actual Footing Shear @ Heel = 5.5psi OK Service Level ft-#= 11.4 288.6 Strength Level ft-#= 3,770.2 Allowable = 75.0 psi Sliding Calcs Moment Allowable ft-#= 1,494.8 3,820.4 18,288.8 Lateral Sliding Force = 1,388.9 lbs Shear Actual Service Level psi= 0.4 1.9 Strength Level psi= 14.7 Shear Allowable psi= 54.0 44.4 75.0 Anet(Masonry) in2= 91.50 139.50 Rebar Depth 'd' in= 5.25 9.00 9.56 Masonry Data - - Pm psi= 1,500 1,500 Fs psi 32,000 24,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ration' = 21.48 21.48 NOT considered in the calculation of soil bearing Wall Weight g psf= 78.0 124.0 150.0 Load Factors Short Term Factor = 1.000 1.000 Building Code IBC 2012,ACI Equiv.Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data - Wind,W 1.000 f c psi= 2,500.0 Seismic, E 1.000 Fy psi 60,000.0 i --- I Use menu item Settings> Printing&Title Block Title ge: 2 . to set these five lines of information Job#: Dsgnr: Date: 12 NOV 2019 for your program. Description.... Stairway Retain Wall This Wall in File:1lssdarraylprojects12019\19-t198(tigard town center-ace hardware ti remodel)140 RetainPro(c)1987-2018, Build 11.18.07.31 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0906 in2/ft (4/3)*As: 0.1208 in2/ft Min Stem T&S Reinf Area 0.863 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.259 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 9.26 in #4@ 18.52 in Provided Area: 0.45 in2/ft #5@ 14.35 in #5@ 28.70 in Maximum Area: 1.2954 in2/ft #6@ 20.37 in #6@ 40.74 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.75 ft 1m Heel Heel Width = 1.25 Factored Pressure = 0 0 psf Total Footing Width = 2.00 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 63 193 ft-# Mu: Design = -63 193 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.08 5.50 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 3.00 @ Btm. 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot 0.26 in2 Ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,102.5 2.33 2,572.5 Soil Over Heel = 385.0 1.71 657.7 Surcharge over Heel = 286.4 3.50 1,002.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 58.3 1.71 99.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 7.00 *Axial Live Load on Stem = = Soil Over Toe = 0.38 Surcharge Over Toe = Total 1,388.9 O.T.M. 3,574.8 Stem Weight(s) = 799.8 1.24 991.0 Earth @ Stem Transitions= 24.6 1.58 38.9 = = Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 0.58 Key Weight = Vertical Loads used for Soil Pressure= 1,567.7 lbs Vert. Component = _ Total= 1,567.7 lbs R.M= 2,087.2 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.