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Specifications (19) 64,,040/2-co45-- 1 )Th5 L/5-5A/ ,40,,! ,C ,,,__ _� ASCA DE • ENGINEERING, INC �� COPY 209 NE Lincoln Street, Suite. A OFFICE Hillsboro, OR 97124-3043 503-846-1131 Calculations For �T P Tigard Terrace Apartments REVI>SI®ld 12345 SW Hall Blvd Tigard, OR 97223 Job No: 17118.3 Client: Bill Conklin Cat o 'ig - 7/17/2017 BpproVed Iran Index to Calculations y- f, --:f Jo Item Sheet Design Criteria and Loads DO- D5 General Vert. Loading G1 Temporary Framing T1 -T8 Foundations Fl - F7 Design Drawings S-0 to S-4 tijai 7 x z �... • C, _r , U0.9,900 �� kS. vv [E,1RES: 6/ i Signature 2017.07.17 18:04:29-07'00' These calculations apply to specific structural framing elements and foundations subjected to the gravity and lateral loads required by the Building Code. Analysis is only for structural elements specifically addressed in these calculations. The Owner is responsible for the all other structural elements and the overall structural integrity of the building. „��,;;:,\\,CASCA bE /:eStl .ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 Project Narrative This project design is for a foundation wall replacement at gridline#1 on the drawings.The current concrete wall is showing signs of cracking and settlement issues,due to an undersized continuous footing and retained height of soil behind the wall.The new foundation wall will be comprised of a concrete cantilever wall with a wood framed ponywall above to resupport vertical loads. Our design loads on the foundation wall were based on measurements and review by the engineer on site. The dead\live loads come from supporting a roof,2-stories of floor,and walls, which has a tributary width about 30%of the overall length of building for horizontal framing. Also,foundation walls have a max of 4'-0” of retained soil height depending on the location along gridline 1. All dead loads were develop and estimated based on measurement taken on site for depth of floors and roof,where framing was not visible. Soil bearing and pressures were assumed based on Washington county prescriptive loads shown in Building Services Engineering Guide 5 and OSSC 2010. Overall foundation wall design meets OSSC 2014 building codes and design references. All holdowns that are shown on the construction plans are part of a voluntary seismic upgrade to the back wall of the structure. The holdowns are not required to be installed for wall replacement, but the anchors in the concrete stem wall are recommend for ease of future seismic upgrades. For all other comments or design question, please contact Cascade Engineering. 7\ Job# 12 133 By JJB Date 7/17/17 Sheet# DO of . i A.",,. cASCA DE ® ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 STRUCTURAL DESIGN CRITERIA Location: City of Tigard, OR Latitude: 45.431 Longitude: -122.765 Elevation: 150 ft Occupancy: Multifamily Residence Risk Category II Applicable Codes: 2014 Oregon Structural Specialty Code ASCE7-10 Minimum Design Loads for Buildings and Other Structures NDS-12 National Design Specification for Wood Construction ACI 318-10 Building Code Requirements for Structural Concrete Live Loads: Floor: (ASCE7 Table 4-1) Concentrated Residential 40 psf Residential Balconies or Decks 60 psf Residential Attics with Storage 20 psf 200 lb Snow Loads: Ground Snow Load p9: 15 psf Importance Factor I5: 1.0 Exposure: B Exposure Factor Ce: 1.0 Minimum Roof Snow Load pf: 25 psf Thermal Factor Ct: 1.1 Wind Loads: Ultimate Wind Speed V„it: 120 mph Exposure: B Enclosure Classification: Enclosed Topographic Factor Kn: 1.0 Seismic Loads: Mapped Short Period Ss: 0.948 Site Class: D Mapped 1 Second S1: 0.340 Importance Factor le: 1.0 Seismic Design Category: D Seismic Force Resisting Systems: Light framed walls with shear panels-wood structural panels/steel panels R= 6.5 Sl = 3 Cd = 4 Analysis Procedure Used: Equivalent Lateral Force Analysis Seismic Weight Includes: Total Dead Load Foundations: Allowable Bearing Pressure: 1500 psf Design Frost Depth: 12 in Soil Density 110 pcf Soil Active Pressure(Pa) 40 pcf Soil Passive Pressure (Pp) 300 pcf Coefficient of Friction with Concrete(µ) 0.35 Job# 171 18.3 By JJB Date 7/17/17 Sheet# D 1 . 1 frCASCAbE ®- ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 MATERIALS SPECIFICATIONS Steel Reinforcing: Fy psi Fu psi Rebar: ASTM A615, Grade 60 60,000 Rebar(to be welded): ASTM A706, Grade 60 60,000 Anchorage to Concrete: Fy psi Fu psi Cast Anchors: F1554 Grade 36 Galvanized 36,000 58,000 Adhesive Anchors: Simpson SET-XP Epoxy Adhesive (Installed temp. above 50 deg.) (If Used) F1554 Gr. 36 (Threaded Rod) Galvanized 36,000 58,000 (Continuous Special Inspection Required) Concrete: fc' psi Foundations, slabs: 2500 Framing Lumber: (NDS-12) Fb psi Fc psi Fv psi E psi Dimension Lumber(Grades as Noted on Plans): Doug Fir Larch No. 2, 2" to 4"thick 900 1350 180 1.60E+06 Doug Fir Larch No. 1, 2"to 4"thick 1000 1500 180 1.70E+06 Doug Fir Larch No. 1, 5X5+ 1350 925 170 1.60E+06 Doug Fir Larch No. 2, 5X5+ 875 600 170 1.30E+06 Plates, Blocking: Doug Fir Larch Standard Grade 575 1400 180 1.40E+06 Wall Studs: Doug Fir Larch No. 2, 2" to 4" thick 900 1350 180 1.60E+06 Solid Posts: 4X4 &4X6: Doug Fir Larch No. 2 900 1350 180 1.60E+06 6X6: Doug Fir Larch No. 1 1350 925 170 1.60E+06 Glulam: Doug Fir 24F-V4 2400 1650 240 1.80E+06 Plywood: (APA Rated) Roof: 1/2" Rated Sheathing (15/32" Minimum.) Exp. 1 Span 32/16 Walls: 7/16" Rated Sheathing Exp. 1 Span 24/16 Floor: 3/4"T&G Rated Sheathing Exp. 1 Span 48/24 OSB substitution allowed with equivalent rating. Statement of Special Inspections: ITEM DURATION INSP.AGENCY CONCRETE: DIMENSIONS AND LOCATION OF FORMWORK PERIODIC TESTING LAB PLACMENT OF REINFORCING STEEL PERIODIC TESTING LAB PLACING OF CONCRETE FOR CAST-IN ANCHORS CONTINUOUS TESTING LAB INSTALLATION OF POST INSTALLED ANCHORS PERIODIC TESTING LAB STRUCTURAL WELDING & HIGH-STRENGTH BOLTING: SINGLE PASS FILLET WELDS 5/16"AND SMALLER PERIODIC TESTING LAB Job# 17 118.3 By JJB Date 7/17/17 Sheet# D2 . 1 ^ CASCADE '® ® ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW hall Blvd, Tigard, OR 97223 503-846-1131 Dead Load Calculation Note: Dead Loads do not include the weight of mechanical units or other equipment unless specifically noted here and/or on the structural drawings. Roof: Shingles on Rafters (psf) Asphalt shingle system 3.0 1/2" Plywood/OSB sheathing 1.5 2X10's at 24" O.C. 1.9 10" +/- Blown-in Insulation 1.0 1/2" Gypboard 2.2 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 4.4 Total Dead Load 15.0 psf Floor: Carpet on Wood Framing (psf) Carpet and Pad 1.0 3/8" Plywood/OSB sheathing 1.2 2X T&G Decking 4.5 10" +/-Glass Batt Insulation 1.0 2X10's at 16" O.C. 2.8 1/2" Gypboard 2.2 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 2.3 Total Dead Load 16.0 psf Walls: Framed with Wood Siding (psf) Wood siding 3.0 3/8" Plywood/OSB sheathing 1.2 2X4's at 16" O.C. 1.1 5" +/- Glass Batt Insulation 0.5 1/2" Gypboard 2.2 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 1.0 Total Dead Load 10.0 psf Walls: Interior Framed (psf) 2 Layers of 1/2" Gypboard 4.4 2X4's at 24" O.C. 0.7 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 1.9 Total Dead Load 8.0 psf Job# 17118.3 By JJB Date 7/17/17 Sheet# D3 . 1 /,/i,, CASCADE _ �ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW hall Blvd, Tigard, OR 97223 503-846-1131 Wind Load Calculation ASCE7-10, 27.2 Directional Proceedure, Main Wind Force Resisting System Primary Building Frame Location: Wind Speed (3sec, Ult): Exposure: City of Tigard, OR 120 B Occupancy: Risk Category II Enclosure Classification: Enclosed Internal Pressure GCpi: 0.18 Gust Effect Factor G: 0.85 Directionality Factor Kd: 0.85 )5iiiiee•A Topographic Factor Kn: 1.00 Roof Mean Height h(ft): 23.75 Roof Rise/Run: 0.5 :12 Roof Length Ridge L(ft): 42 Roof Length Perp. L2(ft): 34.25 23.7 ". 00 iiilli Velocity Pressure gh(psf): 20.5 Design: (Strength\Working) 1.00 I 42 Internal Pres. q;(GCpi) (psf): 3.70 34.25 Roof Slope 0 (deg): 2.4 Exposure Factor KZ\Kh: 0.66 Design Pressure p= gGCp-q;(GCp;) (psf) Normal to Ridge for A > 10deg (Normal Forces, in psf): Windward: Cp (max): -0.180 Cp (min): -1.055 Leeward: Cp: -0.655 Wind f 101. • Wall Heights(ft) Windward Wall mm-- 00 -22.1 -15..1 '�°'�8' Leeward Wall 22.5 17.4 j (outward) a -5.0 14.5 15.9ll 1 III -5.0 0 15.9 II I -5.0 I,. 34 25 I-I Flat or Parallel to Ridge (Uplift Forces, in psf): Distance from Windward Roof Edge (ft) 11.875. 1 23.75 ( 47.5 _1 Wind Gabel End 17.7 I i l i l i1 ' " , 1II i l l l l f -3.7 Wall Heights (ft) -20 3 -19 4 -12 4 -1 t2 22.5 17.4 = _ -3.7 14.5 15.9 " _ -3.7 0 15.9 = - -3.7 42 Job# 171 18.3 By JJB Date 7/17/17 Sheet# D4 . i ,,"xASCA bE ®� ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 Seismic Load Calculation Building Structures 2012 IBC, Earthquake Loads, 1613 &ASCE7-10, Chapter 11 & 12 Location: Ss S1 Soil Profile: City of Tigard, OR 0.948 0.340 D Occupancy: Risk Category II Importance Factor I 1.00 ASCE7 Table 11.5-1 Site Coefficient for Acceleration Fa 1.1208 ASCE7 Table 11.4-1 Site Coefficent for Velocity F„ 1.72 ASCE7 Table 11.4-2 Short Period Spectral, SDs =2/3*Fa*Ss (9) 0.71 ASCE7 11.4-1 & 11.4-3 1 s Period Spectral, SDI =2/3*F„*SI (g) 0.39 ASCE7 11.4-2& 11.4-4 Seismic Design Category: D ASCE7 11.6-1 & 11.6-2 Primary Building Frame Structural System: Light framed walls with shear panels-wood structural panels/steel panels Response Modification Coefficient R 6.5 ASCE7 Table 12.2-1 System Overstrength Factor no 3.0 Approximate Period Parameter Cr 0.02 ASCE7 Table 12.8-2 Approximate Period Parameter x 0.75 Mean Roof Height h„ (ft) 23.75 Approximate Period T= Cr*h„" 0.22 ASCE7 12.8-7 Maximum Value: CS = SDs/(R/I) 0.11 ASCE7 12.8-2 Period Dependent Value: CS = SDI/T(R/I) 0.28 ASCE7 12.8-3 Minimum Value C5 = 0.044SDsl > 0.01 0.03 ASCE7 12.8-5 Minimum for S1 > 0.6: Cs = 0.5S1/(R/I) 0.00 ASCE7 12.8-6 Governing Coefficient CS (g) 0.11 No single shear wall has more than 1/3 the total story shear strength Redundancy Factor p 1.0 ASCE7 12.3.4.1 Ultimate Load Effect pQE 0.11 ASCE7 12.4-3 Load Effect with Overstrength StoQE 0.33 ASCE7 12.4-7 Allowable Stress Design Load 0.7pQE (g) 0.08 ASCE7 12.4.2.3 Vertical seismic load effect, 0.2SDSD 0.14 ASCE7 12.4.2.2 Vertical load for ASD, 0.14SDSD (g) 0.10 ASCE7 12.4.2.3 Deflection Apmlification Factor Cd 4.0 ASCE7 Table 12.2-1 Allowable Drift Da 0.025 ASCE7 Table 12.12-1 Elastic calculated drift limit= 0.7*Aa*I/Cd 0.004375 ASCE7 12.8-15 (modified for drift calculated from working loads) Job# 17118.3 By JJB Date 7/17/17 Sheet# D5 . A(#,XASCA DE ,i®®®� ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 Gravity Loads on the Walls Typ. Grid 1 Wall Loading Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL(plf) TL (plf) Roof 7.167 15 25 107 179 287 Roof Uniform Load Total 107 179 287 2nd Floor Walls 8.25 10 83 0 83 2nd Floor 7.167 16 40 115 287 401 2nd Floor Decks 0 8 60 0 0 0 2nd Floor Uniform Load Total 197 287 484 1st Floor Walls 8.25 10 83 0 83 1st Floor 1 14 40 14 40 54 1st Floor Decks 0 8 60 0 0 0 1st Floor Uniform Load Total 97 40 137 Btm of Wall of 1st Floor Uniform Load Total 401 I 506 I 907 Wood Basment Walls 4.5 10 45 0 45 Conc. Basment Walls 3.75 75 281 0 281 Foundation Uniform Load Total 727 506 952 Point Load From: Trib. (sgft) DL (psf) LL (psf) DL (Ib) LL (lb) TL (Ib) (E) 1st Floor Beam 20.19 14 40 283 808 1,090 0 Point Load Total 283 808 1,090 Tvp. Grid 4 Wall Loading Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Roof 8.625 15 20 129 173 302 Roof Uniform Load Total 129 173 302 2nd Floor Walls 8.25 10 83 0 83 2nd Floor 8.5 16 40 136 340 476 2nd Floor Decks 4.75 8 60 38 285 323 2nd Floor Uniform Load Total 257 625 882 1st Floor Walls 8.25 10 83 0 83 1st Floor 0 14 40 0 0 0 1st Floor Decks 0 8 60 0 0 0 1st Floor Uniform Load Total 83 0 83 Btm of Wall of 1st Floor Uniform Load Total 468 I 798 I 1,266 Basment Walls 5 I 75 375 0 375 Foundation Uniform Load Total 843 798 1,641 Point Load From: Trib. (sgft) DL (psf) LL(psf) DL (Ib) LL (Ib) TL (Ib) (E) 1st Floor Beam 40.38 14 40 565 1,615 2,180 0 Point Load Total 565 1,615 2,180 Job# 17 118.3 By JJB Date 7/17/17 Sheet# G I of . . �, ;;, ASCA DE ® - ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW hall Blvd, Tigard, OR 97223 503-846-1131 AISC 2005 Steel Beam-Column Compact Channels, Chapter F2 & E4 Temp. Channel Support Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Beam Self-weight 8 0 8 Floor Load 2 18.75 38 0 38 Wall Load 8 12.5 100 0 100 Uniform Load Total 146 0 146 Point Load From: Trib. (ft2) DL (psf) LL (psf) DL (lb) LL (Ib) TL(Ib) 2nd Fir Window Hdr 673 673 1st Fir Window Hdr 941 941 Point Load Total 1,614 0 1,614 For simple span with uniform load and/or point load at center: E (psi) 29000000 lx(in4) 13.1 wP Length (ft) 4.5 DL LL TL } } } { j* t' } y i I + Uniform Load (pif) 146 0 146 i L Il Point Load (Ib) 3,228 0 3,228 RL ARR Left Reaction (Ib) 1,942 0 1,942 Right Reaction (Ib) 1,942 0 1,942Shear Bending (lb-ft) 4,000 0 4,000 ll �1111JJJ�lI!!u Deflection (in) 0.031 0.000 0.031 .,nri rr r - -rrn-rr, Deflection Ratio 1719 0 1719 Axial Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Axial Load Total 0 0 0 Job# 17118.3 By JJB Date 7/17/17 Sheet# T I of . �; ��,�,�^�CASCA DE • ®®®®\ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 AISC 2005 Steel Beam-Column Compact Channels, Chapter F2& E4 Temp. Channel Support Steel Yeild Strength Fy (ksi) I 36 Elastic Modulus E (ksi) 29,000 Shear Modulus G (ksi) 11,200 Beam Column Unbraced Length Lb (ft) 4.5 X Axis Unbraced Length L (ft) 4.5 Bending M1 (k-ft) 4.000 X Axis Buckling Coeff. Kx 1 Bending M2 (k-ft) 4.000 Y Axis Unbraced Length L (ft) 4.5 Beam Bending Coefficient Cb 1 Y Axis Buckling Coeff. Ky 1 Torsional Unbraced Length L (ft) 4.5 Torsional Buckling Coeff. Kz 1 Axial Load P (kips) 0.000 Section Properties Shape 19 Weight Area, A Depth, d tw bf tf (plf) (in2) (in) (in) (in) (in) C6X8.2 8.2 2.39 6.0 0.200 1.92 0.343 lx Sx rx Zx ly Sy ry Zy (in4) (in3) (in) (in3) (in4) (in3) (in) (in3) 13.1 4.4 2.340 5.2 0.7 0.5 0.536 1.0 rts ho J Cw xo ro (in) (in) (in4) (in6) (in) (in) 0.64 5.66 0.074 5 1.111 2.65 Compact Section Check Flange b/t 5.60 Xp NA kr 15.89 Flange is compact Web h/t 26.57 Xp 106.72 Kr 161.78 Web is compact Web Axial 26.57 Kp NA Kr 42.29 Web is compact Bending Axial Yeilding Moment Mp (k-ft) 15.480 Slenderness Ratio KL/r 100.7 Yeilding Limit Length Lp (ft) 2.23 Elastic Buckling Stress Fe (ksi) 28.2 Torsional Constant c 1.082 Torsional B'klg Stress Fex(ksi) 537.5 LTB Limit Length Lr(ft) 10.19 Torsional Constant H 0.824 LTB Moment Fcr(ksi) 67.655 Torsional B'klg Stress Fez(ksi) 76.6 Safety Factor ab (ASD) 1.667 Torsional B'klg Stress Fe (ksi) 50.6 Allowable Bending (k-ft) 8.203 Flexural B'klg Stress Fcr(ksi) 21.1 Bending Stress Ratio 0.49 Safety Factor tic (ASD) 1.667 Allowable Axial (k) 30.255 Combined Loads Axial Stress Ratio 0.00 Combined Stress Ratio: I 0.49 Use C6X8.2 Beam Job# 17118.3 By JJB Date 7/17/17 Sheet# T2 of • . , 4„CASCADE ��- ®®�ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 AISC 2005 Steel Beam-Column Compact Channels, Chapter F2 & E4 Temp. Vert. Support 'Steel Yeild Strength Fy (ksi) I 36 Elastic Modulus E (ksi) 29,000 Shear Modulus G (ksi) 11,200 Beam I Column Unbraced Length Lb (ft) 1.5 X Axis Unbraced Length L(ft) 1.5 Bending M1 (k-ft) 0.000 X Axis Buckling Coeff. Kx 1 Bending M2 (k-ft) 0.000 Y Axis Unbraced Length L (ft) 1.5 Beam Bending Coefficient Cb 1 Y Axis Buckling Coeff. Ky 1 Torsional Unbraced Length L (ft) 1.5 Torsional Buckling Coeff. Kz 1 Axial Load P (kips) 1.942 Section Properties Shape 19 Weight Area, A Depth, d tw bf tf (plf) (in2) (in) (in) (in) (in) C6X8.2 8.2 2.39 6.0 0.200 1.92 0.343 lx Sx rx Zx ly Sy ry Zy (in4) (in3) (in) (in3) (in4) (in3) (in) (in3) 13.1 4.4 2.340 5.2 0.7 0.5 0.536 1.0 rts ho J Cw xo ro (in) (in) (in4) (in6) (in) (in) 0.64 5.66 0.074 5 1.111 2.65 Compact Section Check Flange b/t 5.60 Ap NA Ar 15.89 Flange is compact Web h/t 26.57 Ap 106.72 Ar 161.78 Web is compact Web Axial 26.57 Ap NA Ar 42.29 Web is compact Bending Axial Yeilding Moment Mp (k-ft) 15.480 Slenderness Ratio KL/r 33.6 Yeilding Limit Length Lp (ft) 2.23 Elastic Buckling Stress Fe (ksi) 253.8 Torsional Constant c 1.082 Torsional B'klg Stress Fex (ksi) 4837.1 LTB Limit Length Lr(ft) 10.19 Torsional Constant H 0.824 LTB Moment Fcr(ksi) 399.713 Torsional B'klg Stress Fez (ksi) 296.5 Safety Factor f b (ASD) 1.667 Torsional B'klg Stress Fe (ksi) 199.2 Allowable Bending (k-ft) 9.288 Flexural B'klg Stress Fcr(ksi) 33.4 Bending Stress Ratio 0.00 Safety Factor SZc (ASD) 1.667 Allowable Axial (k) 47.862 Combined Loads Axial Stress Ratio 0.04 Combined Stress Ratio: I 0.02 Use C6X8.2 Beam Job# 1 71 18.3 By JJB Date 7/17/17 Sheet# T3 of %Irljiu,;: �CASCA DE ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 AISC 2005 Steel Beam-Column Compact Channels, Chapter F2&E4 Temp. Corner Channel Support Uniform Load From: Trib. (ft) DL (psf) LL(psf) DL (plf) LL (plf) TL (plf) Beam Self-weight 8 0 8 Floor Load 2.125 18.75 40 0 40 Wall Load 8 11.875 95 0 95 Uniform Load Total 143 0 143 Point Load From: Trib. (ft2) DL (psf) LL (psf) DL(Ib) LL (Ib) TL (Ib) 2nd FIr Window Hdr 673 673 1st FIr Window Hdr 941 941 Point Load Total 1,614 0 1,614 For simple span with uniform load and/or point load at center: P E (psi) 29000000 lx(in4) 13.1 w Length (ft) 8.5 DL LL TL } } i } } } } } { } Uniform Load (plf) 143 0 143 L Point Load (Ib) 1,614 0 1,614 RL - "RR Left Reaction (Ib) 1,415 0 1,415 Right Reaction (Ib) 1,415 0 1,415 Tf JTf lT1 m7r Shear Bending (lb-ft) 4,721 0 4,721 -w-u-1-1-1-1-11-1-1111-1 Deflection (in) 0.138 0.000 0.138 Bending Deflection Ratio 738 0 738 _..11a1110101UI1IIIIlhIlIIIIl1rm...- Axial Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL(Ib) Axial Load Total 0 0 0 Job# 17 118.3 By JJB Date 7/1 7/17 Sheet# T4 of �;,, CASCADE ® ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 AISC 2005 Steel Beam-Column Compact Channels, Chapter F2& E4 Temp. Corner Channel Support Steel Yeild Strength Fy(ksi) I 36 Elastic Modulus E (ksi) 29,000 Shear Modulus G (ksi) 11,200 Beam Column Unbraced Length Lb (ft) 8.5 X Axis Unbraced Length L (ft) 8.5 Bending M1 (k-ft) 4.721 X Axis Buckling Coeff. Kx 1 Bending M2 (k-ft) 4.721 Y Axis Unbraced Length L(ft) 8.5 Beam Bending Coefficient Cb 1 Y Axis Buckling Coeff. Ky 1 Torsional Unbraced Length L (ft) 8.5 Torsional Buckling Coeff. Kz 1 Axial Load P (kips) 0.000 Section Properties Shape 19 Weight Area, A Depth, d tw bf tf (plf) (in2) (in) (in) (in) (in) C6X8.2 8.2 2.39 6.0 0.200 1.92 0.343 lx Sx rx Zx ly Sy ry Zy (in4) (in3) (in) (in3) (in4) (in3) (in) (in3) 13.1 4.4 2.340 5.2 0.7 0.5 0.536 1.0 rts ho J Cw xo ro (in) (in) (in4) (in6) (in) (in) 0.64 5.66 0.074 5 1.111 2.65 Compact Section Check Flange b/t 5.60 Ap NA Ar 15.89 Flange is compact Web h/t 26.57 Ap 106.72 Ar 161.78 Web is compact Web Axial 26.57 Ap NA Ar 42.29 Web is compact Bending I Axial Yeilding Moment Mp(k-ft) 15.480 Slenderness Ratio KL/r 190.3 Yeilding Limit Length Lp (ft) 2.23 Elastic Buckling Stress Fe (ksi) 7.9 Torsional Constant c 1.082 Torsional B'klg Stress Fex (ksi) 150.6 LTB Limit Length Lr(ft) 10.19 Torsional Constant H 0.824 LTB Moment Fcr(ksi) 30.833 Torsional B'klg Stress Fez(ksi) 56.8 Safety Factor (lb (ASD) 1.667 Torsional B'klg Stress Fe (ksi) 35.3 Allowable Bending (k-ft) 6.289 Flexural B'klg Stress Fcr(ksi) 6.9 Bending Stress Ratio 0.75 Safety Factor 11c (ASD) 1.667 Allowable Axial (k) 9.940 Combined Loads Axial Stress Ratio 0.00 Combined Stress Ratio: I 0.75 Use C6X8.2 Beam Job# 17 118.3 By JJB Date 7/1 7/17 Sheet# T5 of . ;,1,��,CASCADE ®®®® ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 AISC 2005 Steel Beam-Column Equal Leq Steel Single Angle, Chapter F10, E3 &E5 Welded Support Tab Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Beam Self-weight 3 0 3 Wind on Wall 0 0 0 Uniform Load Total 3 0 3 Point Load From: Trib. (ft2) DL(psf) LL (psf) DL(Ib) LL (Ib) TL(Ib) H2 Header 1,614 0 1,614 a = 0.166667 ft For simple span with uniform load and/or point load at center: E (psi) 29000000 Ix(in4) 0.3 Length (ft) 0.416667 DL LL TL Uniform Load (plf) 3 0 3 Point Load (Ib) 1,614 0 1,614 Left Reaction (Ib) 0 0 0 Right Reaction (Ib) 1,614 0 1,614 Bending (lb-ft) 404 0 404 Deflection (in) 0.000 0.000 0.000 Deflection Ratio 0 0 0 Axial Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL(Ib) 0 0 Axial Load Total 0 0 0 Job# 17 118.3 By JJB Date 7/17/17 Sheet# T6 of ,,,,�;,i, \CASCADE ® . ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 AISC 2005 Steel Beam-Column Equal Leq Steel Single Angle, Chapter F10, E3& E5 Welded Support Tab Steel Yeild Strength Fy (ksi) I 36 Elastic Modulus E (ksi) I 29,000 Beam Column Unbraced Length Lb (ft) 0.416667 Z Axis Unbraced Length (ft) 0.416667 Bending M1 (k-ft) 0.404 Z Axis Buckling Coeff. Ky 1 Bending M2 (k-ft) 0.404 Axial Load P (kips) 0.000 Beam Bending Coefficient Cb 1 Section Properties Shape 3 Weight Area, A Depth, d Width, b t (plf) (in2) (in) (in) (in) L2X2X1/4 3.2 0.94 2.000 2.000 0.250 lx Sx rx Zx yb rz (in4) (in3) (in) (in3) (in4) (in) 0.346 0.244 0.605 0.440 0.586 0.387 Compact Section Check h/t or b/t 8.00 Ap 15.33 Xr 25.83 Legs are compact Axial 8.00 Xp NA Xr 12.77 Legs are compact Bending Axial Yeilding Moment My (k-in) 8.784 Slenderness Ratio KL/r 12.9 LTB C (F10-4a) Me (k-in) 114.494 Elastic Buckling Stress Fe (ksi) 1714.7 LTB T(F10-4b) Me (k-in) 6239.294 Slenderness Reduction Qs 1.00 LTB PA(F10-5) Me (k-in) 667.000 Flexural B'klg Stress Fcr(ksi) 35.7 Governing Me (k-in) 114.494 Safety Factor Stc (ASD) 1.667 0.80 My (k-in) 7.027 Allowable Axial (k) 20.084 (F10-2) Mn (k-in) -211.792 Axial Stress Ratio 0.00 (F10-3) Mn (k-in) 11.455 Comp. Sec. Modulus Sc (in3) 0.195 B'klg Stress (F10-9) Fcr(ksi) 321.719 (F10-7) Mn (k-in) NA (F10-8) Mn (k-in) NA Governing Mn (k-in) 10.541 Safety Factor SZb (ASD) 1.667 Allowable Bending (k-ft) 0.527 Bending Stress Ratio 0.77 Combined Loads Combined Stress Ratio: I 0.77 Use L2X2X1/4 Angle Job# 171 18.3 By JJB Date 7/17/1 7 Sheet# T7 of . „ ,,,,h,,,..\dI \ CASCAbE N - ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW Hall Blvd, Tigard, OR 97223 503-846-1131 Weld Group-2 Lines Temp Support Tab Weld XI Dimensions Depth, d Width, b Leg Size Throat d ``�--t, x (in) (in) (in) (%) 1,,1 4 1.9 0.1875 0.707107 a Properties Length, Lw(in) 3.800 NA Distance, cy (in) 0.95 Moment of Inertia, ly (in3) 15.2 NA Distance, cz(in) 2 Moment of Inertia, lz(in3) 1.143167 Section Modulus, Sy (in2) 7.600 Torsional Moment Jx(in3) 16.34317 Section Modulus, Sz(in2) 1.203 Loads Px(k) Py(k) Pz(k) Tx(k-in) My(k-in) Mz(k-in) 1.614 0 0 0 4.842081 , 0.000 Stresses Px Py Pz Tx My Mz Total fx(pli) 0.424846 - - - 0.637116 0 1.062 fy(pli) - 0 - 0 - - 0.000 fz(pli) - - 0 0 - - 0.000 Total-SRSS (pli) 1.062 Weld Strength Nominal Tensile, Fexx(ksi) 70 Safety Factor a(ASD) 2 Fw=1/11*0.6Fexx (ksi) 21 Effective Weld Area Aw(in2) 0.133 Stress Ratio Maximum Weld Stress (k/in) 1.062 Allow. Fw*Aw(Eq. J2-3) (k/in) , 2.784 Weld Stress Ratio 0.38 Use 3/16” Fillet Both Sides Job# 17118.3 By JJB Date 7/1 7/17 Sheet# T8 of I ASCAbE - ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, suite. A Hillsboro, OR 97124-3043 Project Tigard Terrace Apartments 503-846-1131 Location 12345 SW Ball Blvd, Tigard, OR 97223 RETAINING WALL DESIGN (ACI318) RETAINING WALL ANALYSIS In accordance with International Building Code 2012 Tedds calculation version 2.9.00 Retaining wall details Stem type; Cantilever Stem height; hstem=4 ft Stem thickness; tstem=6 in Angle to rear face of stem; a=90 deg Stem density; ystem= 150 pcf Toe length; hoe=1 ft Heel length; Iheel= 1 ft Base thickness; tbase=12 in Base density; ybase=150 pcf Height of retained soil; hret=3.5 ft; Angle of soil surface; (3=0 deg Depth of cover; dcover=0 ft Retained soil properties Soil type; Medium dense fine or silty sand Moist density; ymr= 115 pcf Saturated density; ysr= 130 pcf Prescribed active soil pressure; par=40 psf/ft Base soil properties Soil density; yb= 120 pcf Prescribed passive soil pressure; pob=300 psf/ft Allowable bearing pressure; Pbearing= 1500 psf Loading details Vertical line load at 1.25 ft; P01 =445 plf Pit =506 plf Job# 171 18.3 By JJB Date 7/17/20 17 Sheet# F I \CASCA bE / esb. ENGINEERING, INC Client Bill Conklin • 209 NE Lincoln Street, suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 503-846-1131 Location 12345 SW Hall Blvd, Tigard, OR 97223 —1—yI T _ xx 180 psf 1057 psf 666 psf N z5 General arrangement Calculate retaining wall geometry Base length; (base=2.5 ft Moist soil height; hmoist=3.5 ft Retained surface length; Isur=1 ft Effective height of wall; herr=4.5 ft Area of wall stem; Astern=2 ft2; Vertical distance; Xstem= 1.25 ft Area of wall base; Abase=2.5 ft2; Vertical distance; Xbase= 1.25 ft Area of moist soil; Amoist=3.5 ft2; Vertical distance; xmoist_v=2 ft Horizontal distance; Xmolst_h= 1.5 ft Soil coefficients Coeff.friction to back of wall; Kfr=0.325 Coeff.friction to front of wall; Kfb=0.325; Coeff.friction beneath base; Kfbb=0.325 From IBC 2012 c1.1807.2.3 Safety factor Load combination 1; 1.0 x Dead+ 1.0 x Live+ 1.0 x Lateral earth Sliding check Vertical forces on wall Total; Ftotal_v=Fstem+ Fbase+ Fmoist_v+ FP_v= 1523 plf Horizontal forces on wall Total; FtotaLh= Fmoist_h=405 plf Job# 17118.3 By JJB Date 7/17/2017 Sheet# F2 ,� ,,;,��i, CASCADE • `- = ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 503-846-1131 Location 12345 SW Hall Blvd, Tigard, OR 97223 Check stability against sliding Resistance to sliding; Frest=645 plf; Factor of safety; FoSsi= 1.592;> 1.5 PASS-Factor of safety against sliding is adequate Overturning check Vertical forces on wall Total; Ftotal_v= Fstem+ Fbase+ Fmoist v+ Fp_v= 1523 plf Horizontal forces on wall Total; Ftotal_h=Fmoist_h+Fexc h=255 plf Overturning moments on wall Total; Mtotal oT=Mmoist_OT=607 lb_ft/ft Restoring moments on wall Total; Mtotal_R=Mstem_R+ Mbase_R+Mmoist_R+Mexc R+ Mp_R=2255 lb_ft/ft Check stability against overturning Factor of safety; FoSot=3.712; > 1.5 PASS-Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall Total; Ftotal_v=Fstem+ Fbase+ Fmoist_v+ FP_v=2029 plf Horizontal forces on wall Total; Ftotal_h=max(Fmoist_h+ Fpass_h-Ftotal_v x Ktbb, 0 plf)=0 plf Moments on wall Total; Mtotal= Mstem+ Mbase+ Mmoist+ Mpass+ Mp=2280 lb_ft/ft Check bearing pressure Bearing pressure at toe; gibe=1057 psf; Bearing pressure at heel; ghee)=566 psf Factor of safety; FoSbp= 1.419; PASS-Allowable bearing pressure exceeds maximum applied bearing pressure RETAINING WALL DESIGN In accordance with ACI 318-11 Tedds calculation version 2.9.00 Concrete details Compressive strength; fc=2500 psi; Concrete type; Normal weight Reinforcement details Yield strength; fy=60000 psi; Modulus of elasticity; Es=29000000 psi Cover to reinforcement Front face of stem; csf= 1.5 in; Rear face of stem; csr=2 in Top face of base; cbt=2 in; Bottom face of base; Cbb=3 in From IBC 2012 c1.1605.2.1 Basic load combinations Load combination no.1; 1.4 x Dead Load combination no.2; 1.2 x Dead+ 1.6 x Live+ 1.6 x Lateral earth Job# 17118.3 By JJB Date 7/17/2017 Sheet# F3 ��Iu ���CASCAbE ENGINEERING INC Client Bill Conklin 209 NE Lincoln Street, suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 503-846-1131 Location 12345 5W Hall Blvd, Tigard, OR 97223 Load combination no.3; 1.2 x Dead+ 1.0 x Earthquake+ 1.0 x Live+ 1.6 x Lateral earth Load combination no.4; 0.9 x Dead+ 1.0 x Earthquake+ 1.6 x Lateral earth Loading details-Combirmfon No.i-Nps/ft Shear fo -Comb nation No 1-k ps%% Bentl ng moment Combination No.i-kid ftRt I I C C 0.4 rr Loading details-Combination No 2-kips/ft Shear force Comb nation No.2-kipsRt Bending moment-Comb nation No.2-kips_WY! 1 1.2 L � v...t 0 '.. 0"* o 0 4 1 0.5 0.7 Job* 171 18.3 By JJB Date 7/17/2017 Sheet# F4 • .. , A, ,,�ii,,�,�CASCAOE ♦AENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 503-846-1131 Location 12345 SW Hall Blvd, Tigard, OR 57223 neaia-canbnacwnao;a-km Shear Porce-Comb nation No.4-kipsHt Bending moment Combinatwn No.4-kid fl/fl 1 1 I ,I 3 1 I 3 0.8 e o -_,,,,,z4„_ ..e c N==1 d A.4 Y._. 0.5 Check stem design at base of stem Depth of section; h =6 in Rectangular section in flexure-Chapter 10 Factored bending moment; M=457 lb_ft/ft Compression reinforcement; None; Area provided; Asf prov=0 in2/ft Tension reinforcement; No.4 bars @ 18"c/c; Area provided; Asr.prov=0.131 in2/ft Max.reinforcement spacing; Smax= 18 in PASS-Reinforcement is adequately spaced Nominal flexural strength; Mn=2354 lb_ft/ft; Strength reduction factor; Of=0.9 Design flexural strength; OMn=2118 lb_ft/ft; M/OMn=0.216 PASS-Design flexural strength exceeds factored bending moment Reinforcement by analysis; Asides=0.027 in2/ft; Minimum reinforcement; Asr.mod=0.036 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 Design shear force; V=392 lb/ft Nominal conc.shear strength; Vc=4500 lb/ft; Strength reduction factor; 4s=0.75 Design conc.shear strength; OVA=3375 lb/ft; V/OVA=0.116 PASS-No shear reinforcement is required Horizontal reinforcement parallel to face of stem Min.area of reinforcement; Asx req=0.144 in2/ft Trans.reinforcement provided; No.4 bars @ 16"c/c; Trans.reinforcement provided; Asx.prov=0.147 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required Check base design at toe Depth of section; h=12 in Rectangular section in flexure-Chapter 10 Factored bending moment; M=652 lb_ft/ft Compression reinforcement; No.4 bars @ 18"c/c; Area provided; Abt.prov=0.131 in2/ft Job# 17118.3 By JJB Date 7/17/2017 Sheet# F5 CASCAbE ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 503-846-1131 Location 12345 SW Hall Blvd, Tigard, OR 97223 Tension reinforcement; No.4 bars @ 18"c/c; Area provided; Abb.prov=0.131 in2/ft Max.reinforcement spacing; smax= 18 in PASS-Reinforcement is adequately spaced Nominal flexural strength; Mn=5626 lb_ft/ft; Strength reduction factor; $t=0.9 Design flexural strength; OMn=5063 lb_ft/ft; M/4Mn=0.129 PASS-Design flexural strength exceeds factored bending moment Reinforcement by analysis; Abb.des=0.017 int/ft; Minimum reinforcement; Abb.min=0.259 in2/ft OK- The provided area of reinforcement is at least 1/3 greater than that required by analysis(Chapter 10.5.3) Rectangular section in shear-Chapter 11 Design shear force; V= 1226 lb/ft Nominal conc.shear strength; Vo= 10500 lb/ft; Strength reduction factor; Os=0.75 Design conc.shear strength; OW=7875 lb/ft; V/4Vc=0.156 PASS-No shear reinforcement is required Check base design at heel Depth of section; h= 12 in Rectangular section in flexure-Chapter 10 Factored bending moment; M=214 lb_ft/ft Compression reinforcement; No.4 bars @ 18"c/c; Area provided; Abb.prov=0.131 in2/ft Tension reinforcement; No.4 bars @ 18"c/c; Area provided; Abt.prov=0.131 in2/ft Max.reinforcement spacing; smax= 18 in PASS-Reinforcement is adequately spaced Nominal flexural strength; Mn=6281 lb_ft/ft; Strength reduction factor; (I:tt=0.9 Design flexural strength; 4Mn=5653 lb_ft/ft; M/4:1Mn=0.038 PASS-Design flexural strength exceeds factored bending moment Reinforcement by analysis; Abides=0.005 in2/ft; Minimum reinforcement; Abt.min=0.259 in2/ft OK-The provided area of reinforcement is at least 1/3 greater than that required by analysis(Chapter 10.5.3) Rectangular section in shear-Chapter 11 Design shear force; V=354 lb/ft Nominal conc.shear strength; Vo= 11700 lb/ft; Strength reduction factor; 4s=0.75 Design conc.shear strength; IlVc=8775 lb/ft; V/4Vc=0.040 PASS-No shear reinforcement is required Transverse reinforcement parallel to base Min.area of reinforcement; Abx.req=0.259 in2/ft Trans.reinforcement provided; No.4 bars @ 18"c/c each face; Trans.reinforcement provided; Abx.prov=0.262 int/ft PASS-Area of reinforcement provided is greater than area of reinforcement required Job# 171 18.3 By JJB Date 7/17/2017 Sheet# F6 . . CASCAbE ,�1�i,1 ,\ ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 503-846-1131 Location 12345 SW Hall Blvd, Tigard, OR 97223 No 4 bars le Go haraontal reinforcement I 11 11 parsltet to face of stem II No 4bars@18"Go No.4bars p, z M J T No 4 bars@ 18"c/c o4bars@re le c/c nt In base Reinforcement details • Job# 17118.3 By JJB Date 7/17/2017 Sheet# F7 FOR OFFICE USE ONLY—SITE ADDRESS: /033 YI S Sw 1 // This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT s Transmittal ilIl tta Letter r c,A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: "l—;:"-4-1 /47-pcdtAA-- DATE ;4 a CEIVED DEPT: BUILDING DIVISION JUL 19 2017 FROM: 6;[( cock(l+'U CITY OF TIGARD COMPANY: elp()QR.LCp1C cR j Ci;0.1 (.cam BUILDING DIVISION (PHONE: 5 03 - ,s-).-7- 5U? ( Ec RE: /(9-3 of S' 54) goLtk rackc.0 / dim,3„ao/7-Gb/$'S- (Site Address) �'�" (Permit Number) ----77- «a3(J `-e.o�_Q� Q- /r _,. i� (Project ame or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of-plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: ' vt-C.C.Q. cue - -: toorL4-,LidttA-1--r-F-440 o_Am.,..,51 sAo_e_o_clio-..,..... E.,... . • . ..... (. (lila^ p —v J e=�. i zi Ata U FO OFFICE USE ONLY Routed to Permit Technician: Dat 1c:) — 1"----1, Initials: 1 Fees Due: ❑ Yes No Fee D scription: Amount Due: $ 0 $ $ $ Special Instructions: : �,7�d frt vi")-A e3v,1' tiV cce Pt ec 7� -- 42fxleA,7"1 a. , Reprint Permit(per PE : A Yes i,':.1-, o [ Done4441.- Applicant Notified: Date: /'p 7A& (7 Initials:J — I:\Building\Forms\TransmittalLetter-Revisions 061316.doc