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75Rac q- ( \ � L1/4SA., _)" ti-i1/4k, 'vct DECEIVE D ,,,;;��,.� ,\CASCADE JUL 3 2017 ENGINEERING, INC 209 NE Lincoln Street, Suite. A CITY OF TIGARD Hillsboro, OR 97124-3043 BUILDING DIVISION 503-846-1131 Calculations • PY For OFFICE Tigard Terrace Apartments 12345 SW Hall Blvd Tigard, OR 97223 Job No: 13154 Client: Bill Conklin 6/29/2017 Index to Calculations Item Sheet Design Criteria and Loads D1 - D3 Floor Framing R1 - R6 Temporary Framing T1 -T11 General Vert. Loading G1 -G3 Foundations F1 - F11 Design Drawings S-0 to S-4 C <A10 10 P Oft c 8926 ECU, ." Q 'zO. / S \No gnature L L. i/_LQL48'J 2017.06.29 Digital 11Si:23:17-07'00' These calculations apply to specific structural framing elements and foundations subjected to the gravity 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. , PNCASCA 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 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 restrained wall at the high side and a cantilever wall with a ponywall to resupport vertical loads. We are also providing other remodeling work to allow the walk-in crawl space to be turned into storage and a small onsite workshop for the owner. 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' to 4'-6" of retained soil height depending on type of wall. 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 show in Building Services Engineering Guide 5 and OSSC 2010. Overall foundation wall design meets OSSC 2010 building codes and design references. For all other comments or design question, please contact Cascade Engineering. Job# 12 133 By JJB Date 029/17 Sheet# DO of , ,,ii \\\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 STRUCTURAL DESIGN CRITERIA Location: City of Tigard, OR Latitude: 45.431 Longitude: -122.765 Elevation: 190 ft Occupancy: Occupancy Category II Applicable Codes: 2014 Oregon Structural Specialty Code 2012 International Building 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 Snow Loads: Ground Snow Load: 15 psf Exposure: B Minimum Roof Snow Load: 25 psf 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 Wind Loads: Basic Wind Speed: 95 mph Exposure: B Seismic Loads: Mapped Short Period Specteral Response: 0.948 Mapped 1 Second Specteral Response: 0.340 Soil Profile: D Seismic Design Category: D Seismic Weight Includes: Total Dead Load Load Combinations: (ASCE7 2.4.1) Dead Only Dead + Floor Live Dead + (Roof Live or Snow) Dead + 0.75[Floor Live + (Roof Live or Snow)] Dead + (Wind or 0.7Seismic) Dead + 0.75[Floor Live + (Roof Live or Snow) + (Wind or 0.7Seismic)] 0.6Dead + (Wind or 0.7Seismic) Foundations: Allowable Bearing Pressure: 1500 psf Design Frost Depth: 18 in Job# 13 154 By JJB Date 6/29/17 Sheet# D I of 6J�III�„,,�CASCADE iGtiL�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: A307, Grade A, (Headed or J) Galvanized 35,000 60,000 A36 (Threaded Rod) 36,000 58,000 Adhesive Anchors: Simpson SET-XP Epoxy Adhesive (Installed temp. above 50 deg.) Simpson AT-XP Acrylic Adhesive (Below 50 deg.) (If Used) A36 (Threaded Rod) 36,000 58,000 (Continuous Special Inspection Required) Concrete: fc' psi Foundations, slabs: 2500 Framing Lumber: (NDS-05) 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 Doug Fir Larch Sel Str, 2" to 4" thick 1500 1700 180 1.90E+06 Plates, Blocking: Doug Fir Larch Standard Grade 1500 Fl - F10 180 1.40E+06 Wall Studs: Doug Fir Larch No. 2, 2" to 4" thick 575 1400 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-V8 2400 1650 240 1.80E+06 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. Job# 13 154 By JJB Date 6/29/17 Sheet# D2 of �11111fd\\,,,�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: Carnet 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 0.5 Total Dead Load 9.5 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# 13 154 By JJB Date 61291 17 Sheet# D3 of AfrCASCA 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 Worksheet for Beam Gravity Loads Beam RJ 1 R.Header 1 2FJ1 2FH1 1FB1 - Beam Length (ft) 16.75 8 17 8 9.5 1 Left End Trib. Width 1 (ft) 2 8.5 1.3333333 7.125 4.25 _ Right End Trib. Width 1 (ft) 2 8.5 1.3333333 7.125 4.25 0 _ Trib. DL (psf) for 1 15 15 16 16 14 Trib. LL (psf) for 1 20 20 40 40 40 - Left End Trib. Width 2 (ft) 0 2.375 0 2.125 0 - Right End Trib. Width 2 (ft) 0 2.375 0 2.125 0 U _ Trib. DL (psf) for 2 0 15 0 10 0 a) - Trib. LL (psf) for 2 0 20 0 40 0 •E - Uniform DL (plf) 0 7 0 64 10 ,a) - Uniform LL (plf) 0 0 0 0 0 0 - Point DL (Ib) 0 0 0 0 2040 a) _ a) Point LL (Ib) 0 0 0 0 2760 c _ Point Dist. from Left (ft) 0 0 0 0 2 Member Description 2X10 4X8 2X12 4X10 4X8 - Timber Grade DFL#1 DFL#1 DFL#1 DFL#1 DFL#1 DFL#2 Load Duration Factor CD 1.15 1.15 1 1 1 1 Left DL. Reaction (Ib) 251 681 181 797 1,941 0 Left LL. Reaction (Ib) 335 870 453 1,480 2,986 0 Left Total Reaction (lb) 586 1,551 635 2,277 4,927 0 Right DL. Reaction (Ib) 251 681 181 797 760 0 Right LL. Reaction (Ib) 335 870 453 1,480 1,389 0 Right Total Reaction (Ib) 586 1,551 635 2,277 2,148 0 DL Moment (lb-ft) 1,052 1,361 771 1,594 4,005 0 Total Moment (lb-ft) 2,455 3,101 2,697 4,554 10,281 0 Member Area A (in2) 13.875 25.375 16.875 32.375 25.375 1.000 Section Modulus Sx(in3) 21.391 30.661 31.641 49.911 30.661 1.000 Moment of Inertia Ix (in4) 98.932 111.148 177.979 230.840 111.148 1.000 Size Factor CFb/Cv 1.10 1.30 1.00 1.20 1.30 1.00 Shear Stress Fv (psi) 180 180 180 180 180 180 Bending Stress Fb (psi) 1000 1000 1000 1000 1000 900 Elastic Modulus E (psi) 1.7E+6 1.7E+6 1.7E+6 1.7E+6 1.7E+6 1.6E+6 Allowable Shear Fv' (psi) 207.0 207.0 180.0 180.0 180.0 180.0 Allowable Bending Fb' (psi; 1,265.0 1,495.0 1,000.0 1,200.0 1,300.0 900.0 Member Shear fv (psi) 63.4 91.7 56.4 105.5 291.3 0.0 Member Bending fb (psi) 1,377.2 1,213.6 1,023.0 1,094.9 4,023.6 0.0 Dead Load Deflection (in) 0.316 0.083 0.133 0.047 0.344 0.0 Total Load Deflection (in) 0.737 0.189 0.464 0.134 0.884 0.0 Max DL/LL Defl. Ratio 477 905 616 1105 211 - Total Load Deflection Ratio 273 508 440 718 129 - Total Stress Ratio 1.09 0.81 1.02 0.91 3.1 0.0 Beam Callout 2X10 4X8 2X12 4X10 4X8 - Left Support/Hanger - - - - - - Right Support/Hanger - - - - - - Job# 13 154 By JJB Date 6/29/17 Sheet# R I of . fii1Ii,»� �CASCA bE a�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 Worksheet for Wood Beams - Loads 1st Floor Beam Design Construction Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Beam Self-weight 10 0 10 Floor Load 4.25 16.8 71 0 71 Sub-total: 81 0 81 0 0 0 0 0 0 Uniform Load Total 81 0 81 Point Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Wall Loads -2 2232 2,232 Wall Loads- 1 2035.2 2,035 Nit. 4 3 Vy` 11lii iiiii1 i� 4 ID; _ 'i 9, _ - 3 DA Wy' 4 9 9 3 Mz' -3.432 kip-ft Max Nit' 4.743 kip-ft Vy' 2.045 kip Max Vy' 2.266 kip dy' 0.003 in 8 9 3 Max dy' 0.151 in Wy' 0.080 kip/ft Max Wy' 0.080 kip/ft Dist 9.37 ft Dist 9.37 ft Mentser 2 Length (ft) 18.75 DL LL TL Left Reaction (Ib) 0 Right Reaction (Ib) 0 (+) Bending (lb-ft) 4,743 (-) Bending (lb-ft) 3,672 Deflection (in) 0.290 0.290 Job# 13 154 By JJB Date 6/29/17 Sheet# R2 of . A\\ C A SCA no E 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 Worksheet for Wood Beams -Analysis AF&PA NDS 2005, Design Provisions Chapter 3 1st Floor Beam Design Construction Geometry Member Description 4X8 Member Length (ft) 9.5 Timber Grade DFL#1 Effective Length Factor k 1 Load Duration Factor CD 1.15 Beam Unbraced Length Lu (ft) 0.95 Loads Design Bending M (lb-ft) 4,743 Design Shear V (Ib) 2,266 Left Design Reaction Rr(Ib) 0 Right Design Reaction RI (Ib) 0 Section Properties Member Width b (in) 3.5 Section Modulus Sx (in3) 30.66146 Member Depth d (in) 7.25 Moment of Inertia lx(in4) 111.1478 Member Area A(in2) 25.375 Elastic Modulus E (psi) 1700000 Bending Calculation Shear Calculation Bending Stress Fb (psi) 1000 Shear Stress Fv (psi) 180 Bending Size Factor CFb 1.30 Allowable Shear Fv' (psi) 207 Adjusted Bending Fb' (psi) 1495 Member Shear fv (psi) 134.0 Effective Beam Lue (ft) 1.957 Beam Slenderness Rb (<50) 3.728 Bearing Calculation Min Modulus Emin (psi) 620000 Allowable Bearing Fc' (psi) 625 Beam Euler Buckling FbE (psi) 53530.2 Left Reqd. Bearing Length (in) 0.00 FbEf 19.3717 Right Reqd. Bearing Length (in) 0.00 Beam Stabilty CL 0.9986 Bending Volume Factor Cv 0 Deflection Calculation Allowable Bending Fb' (psi) 1492.9 Calculated DL Deflection (in) 0.290 Member Bending fb (psi) 1856.3 Calculated Total Deflection (in) 0.290 Total Load Deflection Ratio 393 Total Stress Ratio 1.24 Min. DL/LL Deflection Ratio #DIV/01 Recommended Camber(in) 0.435 Use: 4X8 DFL#1 Left Support: AC4 on 4X4 Post Right Support: AC4on 4X4 Post Job# 13 154 By _ JJB Date GJZSJ 17 Sheet# R3 of 'Irilii,,aa�\C A S C A bE 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 Worksheet for Wood Beams - Loads 1st Floor Beam Design (Resupported) Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Beam Self-weight 10 0 10 Floor Load 4.25 16.8 71 0 71 Sub-total: 81 0 81 0 0 0 0 0 0 Uniform Load Total 81 0 81 Point Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Wall Loads -2 2232 2,232 Wall Loads- 1 2035.2 2,035 M<' 6 0 1 5 Vy' r,'4i 6 ,,'1',,I 10 41 h2 5 homa- i_____L dy' 6 0 _ 11 1.--------5 Wy' 6 10 11 1? 5 Mz' -2.581 kip-ft 6 10 11 12 5 Max Mz' 2.700 kip-ft Vy' 2.837 kip Max Vy' 3.280 kip dy' 0.000 in Max dy' 0.011 in Wy' 0.176 kip/ft Max Wy' 0.176 kip/ft Dist 3.98 ft Dist 14.77 ft Member 3 Length (ft) 18.75 DL LL TL Left Reaction (Ib) 0 Right Reaction (Ib) 0 (+) Bending (lb-ft) 2,700 (-) Bending (Ib-ft) 2,581 Deflection (in) 0.290 0.006 Job# 13 154 By JJB Date 6/29/17 Sheet# R4 of kCA5CAbE e®®� 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 Worksheet for Wood Beams -Analysis AF&PA NDS 2005, Design Provisions Chapter 3 1st Floor Beam Design (Resupported) Geometry Member Description 4X8 Member Length (ft) 9.5 Timber Grade DFL#1 Effective Length Factor k 1 Load Duration Factor CD 1.15 Beam Unbraced Length Lu (ft) 0.95 Loads Design Bending M (Ib-ft) 2,700 Design Shear V (Ib) 2,266 Left Design Reaction Rr (Ib) 0 Right Design Reaction RI (Ib) 0 Section Properties Member Width b (in) 3.5 Section Modulus Sx (in3) 30.66146 Member Depth d (in) 7.25 Moment of Inertia Ix (in4) 111.1478 Member Area A(in2) 25.375 ,Elastic Modulus E (psi) 1700000 Bending Calculation Shear Calculation Bending Stress Fb (psi) 1000 Shear Stress Fv (psi) 180 Bending Size Factor CFb 1.30 Allowable Shear Fv' (psi) 207 Adjusted Bending Fb' (psi) 1495 Member Shear fv (psi) 134.0 Effective Beam Lue (ft) 1.957 Beam Slenderness Rb (<50) 3.728 Bearing Calculation Min Modulus Emin (psi) 620000 Allowable Bearing Fc' (psi) 625 Beam Euler Buckling FbE (psi) 53530.2 Left Regd. Bearing Length (in) 0.00 FbEf 19.3717 Right Reqd. Bearing Length (in) 0.00 Beam Stabilty CL 0.9986 Bending Volume Factor Cv 0 Deflection Calculation Allowable Bending Fb' (psi) 1492.9 Calculated DL Deflection (in) 0.290 Member Bending fb (psi) 1056.7 Calculated Total Deflection (in) 0.006 Total Load Deflection Ratio 19000 Total Stress Ratio 0.71 Min. DULL Deflection Ratio -401 Recommended Camber(in) 0.435 Use: 4X8 DFL#1 Left Support: AC4 on 4X4 Post Right Support: AC4on 4X4 Post Job# 13154_ _ By B__._ Date 6/29/17 Sheet# R5 of_____ . ,I�;,1i�k%CASCA bE /. ----1P."---. 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 503-846-1131 Worksheet for Beam Gravity Loads Beam 2FH2 1FH1 - - - - Beam Length (ft) 7 6 1 1 1 1 Left End Trib. Width 1 (ft) 8.5 2.125 0 0 0 _ Right End Trib. Width 1 (ft) 8.5 2.125 0 0 0 c o - Trib. DL (psf) for 1 16 10 0 0 0 • - Trib. LL (psf) for 1 40 40 0 0 0 5- - Left End Trib. Width 2 (ft) 2.125 0 0 0 0 - Right End Trib. Width 2 (ft) 2.125 0 0 0 0 0 _ Trib. DL (psf) for 2 10 0 0 0 0 -o a) - Trib. LL (psf) for 2 40 0 0 0 0 :� - Uniform DL (plf) 64 15.58 0 0 0 -al - Uniform LL (plf) 0 0 0 0 0 0 _ Point DL (lb) 0 0 0 0 0 a)- - Point LL (lb) 0 0 0 0 0 _ Point Dist. from Left (ft) 0 0 0 0 0 ., Member Description 4X10 2-2X4 - - - - Timber Grade DFL#2 DFL#2 DFL#2 DFL#2 DFL#2 DFL#2 Load Duration Factor CD 1 1 1 1 1 1 Left DL. Reaction (Ib) 774 110 0 0 0 0 Left LL. Reaction (Ib) 1,488 255 0 0 0 0 Left Total Reaction (Ib) 2,262 365 0 0 0 0 Right DL. Reaction (Ib) 774 110 0 0 0 0 Right LL. Reaction (Ib) 1,488 255 0 0 0 0 Right Total Reaction (Ib) 2,262 365 0 0 0 0 DL Moment (Ib-ft) 1,355 166 0 0 0 0 Total Moment (lb-ft) 3,958 548 0 0 0 0 Member Area A (in2) 32.375 10.500 1.000 1.000 1.000 1.000 Section Modulus Sx (in3) 49.911 6.125 1.000 1.000 1.000 1.000 Moment of Inertia Ix (in4) 230.840 10.719 1.000 1.000 1.000 1.000 Size Factor CFbICv 1.20 1.50 1.00 1.00 1.00 1.00 Shear Stress Fv (psi) 180 180 180 180 180 180 Bending Stress Fb (psi) 900 900 900 900 900 900 Elastic Modulus E (psi) 1.6E+6 1.6E+6 1.6E+6 1.6E+6 1.6E+6 1.6E+6 Allowable Shear Fv' (psi) 180.0 180.0 180.0 180.0 180.0 180.0 Allowable Bending Fb' (psi; 1,080.0 1,350.0 900.0 900.0 900.0 900.0 Member Shear fv (psi) 104.8 52.2 0.0 0.0 0.0 0.0 Member Bending fb (psi) 951.7 1,074.1 0.0 0.0 0.0 0.0 Dead Load Deflection (in) 0.032 0.063 0.0 0.0 0.0 0.0 Total Load Deflection (in) 0.095 0.207 0.0 0.0 0.0 0.0 Max DL/LL Defl. Ratio 1351 498 - - - - Total Load Deflection Ratio 889 348 - - - - Total Stress Ratio 0.88 0.8 0.0 0.0 0.0 0.0 Beam Callout 4X10 2-2X4 - - - - Left Support/Hanger - - - - - - Right Support/Hanger - - - - - - Job# 13 154 By JJB Date 6/29/17 Sheet# R6 of . .,� i�+��,CASCA 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 Worksheet for Wood Columns AF&PA NDS 2005, Design Provisions Chapter 3 Worst Case Floor Beam Column Point Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) FB1 Floor Beam 3,072 3,051 6,123 0 Point Load Total 3,072 3,051 6,123 Geometry Member Description 4X4 Column Unbraced Length (ft) 6 Timber Grade DFL#2 Effective Length Factor k 1 Load Duration Factor CD 1 Beam Unbraced Length Lu (ft) 6 Loads Compression Load P (lb) 6,123 Uniform (Beam) Load (plf) 0 Rep. Member Factor Cr(Walls) 1 Additional Bending (lb-ft) 223.2344 Total Bending M (lb-ft) 223.2344 Section Properties Member Width b (in) 3.5 Section Modulus Sx (in3) 7.145833 Member Depth d (in) 3.5 Moment of Inertia lx(in4) 12.50521 Member Area A (in2) 12.25 Min Modulus Emin (psi) 580000 Compression Calculation Bending Calculation Comp. Stress Fc (psi) 1350 Bending Stress Fb (psi) 900 Comp. Size Factor CFc 1.15 Bending Size Factor CFb 1.5 Adjusted Comp. Fc' (psi) 1552.5 Adjusted Bending Fb' (psi) 1350 Mystery Code Factor c 0.8 Effective Beam Lue (ft) 0 Column Slenderness Rc (<50) 20.571 Beam Slenderness Rb (<50) 0.000 Column Euler Buckling FcE (psi) 1126.6 Beam Euler Buckling FbE (psi) 0.0 FcEf 1.0785 FbEf 0.0000 Column Stabilty Cp 0.5724 Beam Stabilty CL 1.0000 Allowable Comp. Fc' (psi) 888.7 Allowable Bending Fb' (psi) 1350.0 Member Comp. fc (psi) 499.8 Member Bending fb (psi) 374.9 Allowable Plate Bearing (psi) 625 Interaction Factor 0.815 Use 4X4 DFL#2 Post Job# _1 J 54 .___ By Date 6/29/1 7 Sheet# R7 of ____ y �;1�®®XASCAbE 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 Worksheet for Wood Beams AF&PA NDS 2005, Design Provisions Chapter 3 Temporary Post Support Beam (TBM1) Geometry Member Description 6X6 Member Length (ft) 4 Timber Grade DFL#2T Effective Length Factor k 1 Load Duration Factor CD 1.15 Beam Unbraced Length Lu (ft) 4 Loads Point Dist. From Left Uniform Point Reaction Reaction Bending Deflection (ft) 2 Load (plf) Load (Ib) Left(lb) Right(lb) (lb-ft) (in) Dead Loads 10 2,141 1,091 1,091 2,161 0.063 Live Loads 0 0 0 0 0 0.000 Total Loads 10 2,141 1,091 1,091 2,161 0.063 Design Bending M (lb-ft) 2,161 Design Shear V(lb) 1,091 Section Properties Member Width b (in) 5.5 Section Modulus Sx (in3) 27.72917 Member Depth d (in) 5.5 Moment of Inertia lx (in4) 76.25521 Member Area A (in2) 30.25 Elastic Modulus E (psi) 1300000 Bending Calculation Shear Calculation Bending Stress Fb (psi) 875 Shear Stress Fv (psi) 170 Bending Size Factor CFb 1.00 Allowable Shear Fv' (psi) 195.5 Adjusted Bending Fb' (psi) 1006.25 Member Shear fv (psi) 54.1 Effective Beam Lue (ft) 0 Beam Slenderness Rb (<50) 0.000 Bearing Calculation Min Modulus Emin (psi) 470000 Allowable Bearing Fc' (psi) 625 Beam Euler Buckling FbE (psi) 0.0 Left Reqd. Bearing Length (in) 0.32 FbEf 0.0000 Right Reqd. Bearing Length (in) 0.32 Beam Stabilty CL 1.0000 Bending Volume Factor Cv 0 Deflection Calculation Allowable Bending Fb' (psi) 1006.3 Total Load Deflection Ratio 765 Member Bending fb (psi) 935.2 Min. DL/LL Deflection Ratio 765 Total Stress Ratio 0.93 Recommended Camber (in) 0.094 Use: 6X6 DFL#2T Left Support: 4x6 POST Right Support: 4x6 POST Job# 13 154 By JJB Date 6/29/1_Z Sheet# T I of A, ;���,����CASCA LSE - ®� ENGINEERING, INC Client Dill 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 Worksheet for Wood Columns AF&PA NDS 2005, Design Provisions Chapter 3 Temp Support Post Corner Point Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (lb) Corner Beam 1,771 1,771 0 Point Load Total 1,771 0 1,771 Geometry Member Description 4X4 Column Unbraced Length (ft) 8 Timber Grade DFL#1T Effective Length Factor k 1 Load Duration Factor CD 1 Beam Unbraced Length Lu (ft) 8 Loads Compression Load P (Ib) 1,771 Uniform (Beam) Load (plf) 0 Rep. Member Factor Cr(Walls) 1 Additional Bending (lb-ft) 118.0667 Total Bending M (lb-ft) 118.0667 Section Properties Member Width b (in) 3.5 Section Modulus Sx (in3) 7.145833 Member Depth d (in) 3.5 Moment of Inertia lx (in4) 12.50521 Member Area A (in2) 12.25 Min Modulus Emin (psi) 580000 Compression Calculation Bending Calculation Comp. Stress Fc (psi) 925 Bending Stress Fb (psi) 1350 Comp. Size Factor CFc 1.15 Bending Size Factor CFb 1.5 Adjusted Comp. Fc' (psi) 1063.75 Adjusted Bending Fb' (psi) 2025 Mystery Code Factor c 0.8 Effective Beam Lue (ft) 0 Column Slenderness Rc (<50) 27.429 Beam Slenderness Rb (<50) 0.000 Column Euler Buckling FcE (psi) 633.7 Beam Euler Buckling FbE (psi) 0.0 FcEf 0.9973 FbEf 0.0000 Column Stabilty Cp 0.4973 Beam Stabilty CL 1.0000 Allowable Comp. Fc' (psi) 529.0 Allowable Bending Fb' (psi) 2025.0 Member Comp. fc (psi) 144.6 Member Bending fb (psi) 198.3 Allowable Plate Bearing (psi) 625 Interaction Factor 0.202 Use 4X4 DFL#1T Post Job# __ l 3 154. By JJB__ Date G/29/17 Sheet# T2____ of ___ I(%PNa\NCASCADE 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 Footing Load Summaries Temp. Construction Pad Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Existing Floor Beam 1,091 1,091 0 Point Load Total 1,091 0 1,091 Pad Footing Footing Width (in) 12 Footing Length (in) 12 Footing Thickness (in) 10 Footing Weight(Ib) 125 Total Net Load (Ib) 1,091 Gross Bearing (psf) 1,216 Net Bearing (psf) 1,091 < 1500 OK Use 12"X 12"X 10" Thick Job# 13 154 By JJB Date 6/29/17 Sheet# T3 of 0X A S C A DE ' . -`N®® - ENGINEERING, INC_ Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 SW I-tall 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 4.625 18.75 87 0 87 Wall Load 8 11.875 95 0 95 Uniform Load Total 190 0 190 Point Load From: Trib. (ft2) DL (psf) LL (psf) DL (lb) LL (Ib) TL (lb) 2nd Fir Window Hdr 851 851 1st FIr Window Hdr 1,076 1,076 Point Load Total 1,928 0 1,928 For simple span with uniform load and/or point load at center: E (psi) 29000000 lx (in4) 13.1 w P Length (ft) 4.5 DL LL TL { { i } { + } { } { Uniform Load (plf) 190 0 190L4 L Point Load (Ib) 3,855 0 3,855 R 4R Left Reaction (Ib) 2,355 0 2,355 Right Reaction (Ib) 2,355 0 2,355ThjaiiShear 11111� Bending (lb-ft) 4,818 0 4,818 Deflection (in) 0.038 0.000 0.038 �r�r� Bending Deflection Ratio 1425 0 1425 ,I" 11111111 �� Axial Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (lb) Axial Load Total 0 0 0 Job# 131..5_4 By JJB. Date 6/29/1_7 Sheet# T4 of CASCADE Ai, ''---®P, -. ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 5W 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) 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) 4.818 X Axis Buckling Coeff. Kx 1 Bending M2 (k-ft) 4.818 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 its 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 Xr 15.89 Flange is compact Web h/t 26.57 Xp 106.72 Xr 161.78 Web is compact Web Axial 26.57 Xp NA Xr 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 Sib (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 0.59 Safety Factor Sic (ASD) 1.667 Allowable Axial (k) 30.255 Combined Loads Axial Stress Ratio 0.00 Combined Stress Ratio: 0.59 Use C6X8.2 Beam Job# 13 154 By JJB___ Date 6/29/17 Sheet# T5 of . 4ICASCA 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 AISC 2005 Steel Beam-Column Compact Channels, Chapter F2 & E4 Temp. Vert. Support Steel Yeild Strength Fy (ksi) 36 Elastic Modulus E (ksi) 29,000 Shear Modulus G (ksi) 11,200 Beam 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) 1.928 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 Xr 15.89 Flange is compact Web h/t 26.57 Xp 106.72 Xr 161.78 Web is compact Web Axial 26.57 Xp NA Xr 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 Sib (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 Sic (ASD) 1.667 Allowable Axial (k) 47.862 Combined Loads Axial Stress Ratio 0.04 Combined Stress Ratio: 0.02 Use C6X8.2 Beam Job# 13154 By JJB Date 029/17 Sheet# __T__6_ . / ��®®NCASCA DE -�` --- ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 5W 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 4.625 18.75 87 0 87 Wall Load 8 11.875 95 0 95 Uniform Load Total 190 0 190 Point Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) 2nd FIr Window Hdr 851 851 1st Fir Window Hdr 1,076 1,076 Point Load Total 1,928 0 1,928 For simple span with uniform load and/or point load at center: E (psi) 29000000 lx (in4) 13.1 w P Length (ft) 8.5 DL LL TL Iii } } + } } `{1 Uniform Load (plf) 190 0 190 RR Point Load (Ib) 1,928 0 1,928 RL� L "i Left Reaction (Ib) 1,771 0 1,771 Right Reaction (Ib) 1,771 0 1,771 III111n11nmon Shear Bending (lb-ft) 5,811 0 5,811 on1111111111111111 Deflection (in) 0.171 0.000 0.171 Bending Deflection Ratio 597 0 597 .„,rdirr ,� tl TT1____ Axial Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Axial Load Total 0 0 0 Job# _13154 __ By JJB Date c2/29/17 Sheet# T7_ of _ 4),N.X ASCA DE .. 71P.,,-„ 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) 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) 5.811 X Axis Buckling Coeff. Kx 1 Bending M2 (k-ft) 5.811 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 its 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 Xr 15.89 Flange is compact Web h/t 26.57 Xp 106.72 Xr 161.78 Web is compact Web Axial 26.57 Xp NA Xr 42.29 Web is compact Bending 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 Sib (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 0.92 Safety Factor SZc (ASD) 1.667 Allowable Axial (k) 9.940 Combined Loads Axial Stress Ratio 0.00 Combined Stress Ratio: 0.92 Use C6X8.2 Beam Job# 13 154 ___ By JJB Date 6/29L1Z Sheet# To ___.. of_.__. ,j��I,�� 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 Equal Leg 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 (lb) H2 Header 1,928 0 1,928 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) 1,928 0 1,928 Left Reaction (Ib) 0 0 0 Right Reaction (Ib) 1,928 0 1,928 Bending (lb-ft) 482 0 482 Deflection (in) 0.001 0.000 0.001 Deflection Ratio 0 0 0 Axial Load From: Trib. (ft2) DL (psf) LL (psf) DL (Ib) LL (lb) TL (Ib) 0 0 Axial Load Total 0 0 0 Job# 113 154 ___ By __��)� Date 61291 17 Sheet# _T9_ _ of j1��I 1/44ASCA 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 Equal Leg Steel Single Angle, Chapter F10, E3 & E5 Welded Support Tab Steel Yeild Strength Fy (ksi) 36 Elastic Modulus E (ksi) 29,000 Beam Column Unbraced Length Lb (ft) 0.416667 Z Axis Unbraced Length (ft) 0.416667 Bending M1 (k-ft) 0.482 Z Axis Buckling Coeff. Ky 1 Bending M2 (k-ft) 0.482 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 Ix 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 Xp 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 SZc (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 0.91 Combined Loads Combined Stress Ratio: 0.91 Use L2X2X1/4 Angle Job# 13 154 _ By JJB Date 6/29/17 Sheet# T I 0 of y(��,,ltN.X 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 Weld Group-2 Lines Temp Support Tab Weld z1 Dimensions Depth, d Width, b Leg Size Throat d (in) (in) (in) (%) 4 1.9 0.1875 0.707107 b 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, Iz (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) 1.928 0 0 0 5.783331 0.000 Stresses Px Py Pz Tx My Mz Total fx (pli) 0.507412 - - - 0.760965 0 1.268 fy (pli) - 0 - 0 - - 0.000 fz (pli) - - 0 0 - - 0.000 Total - SRSS (pli) 1.268 Weld Strength Nominal Tensile, Fexx (ksi) 70 Safety Factor 1 (ASD) 2 Fw=1/S2*0.6Fexx (ksi) 21 Effective Weld Area Aw (in2) 0.133 Stress Ratio Maximum Weld Stress (k/in) 1.268 Allow. Fw*Aw (Eq. J2-3) (k/in) 2.784 Weld Stress Ratio 0.46 Use 3/16" Fillet Both Sides Job# ____13 154 By__JJB Date 6/29/17 Sheet# ____IL_L of ,,frCASCA bE��, ENGINEERING, INC Client Bill Conklin 209 NE Lincoln Street, Suite. A Project Tigard Terrace Apartments Hillsboro, OR 97124-3043 Location 12345 5W 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 7.125 15 20 107 143 249 Roof Uniform Load Total 107 143 249 2nd Floor Walls 8.25 10 83 0 83 2nd Floor 7.125 16 40 114 285 399 2nd Floor Decks 0 8 60 0 0 0 2nd Floor Uniform Load Total 197 285 482 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 386 428 813 Basment Walls 5 75 375 0 375 ,Foundation Uniform Load Total 761 428 1,188 Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) (E) 1st Floor Beam 20.19 14 40 283 808 1,090 0 Point Load Total 283 808 1,090 Typ. 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 468 798 1,266 Basment Walls 5 75 375 0 375 Foundation Uniform Load Total 843 798 1,641 Point Load From: Trib. (sqft) 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# 13 154 By JJB Date 6/29/17 Sheet# __ G I of . /141;i' �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 Gravity Loads on the Walls Typ. Grid 2.75 Wall Loading Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Roof 10 15 20 150 200 350 Roof Uniform Load Total 150 200 350 2nd Partition Walls 8.25 10 83 0 83 2nd Floor 10 15 40 150 400 550 2nd Floor Decks 0 8 60 0 0 0 2nd Floor Uniform Load Total 233 400 633 1st Partition Walls 8.25 10 83 0 83 1st Floor 0 12 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 465 600 1,065 Basment Walls 0 75 0 0 0 Foundation Uniform Load Total 465 600 1,065 Typ. Grid 2.25 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 Partition Walls 8.25 10 83 0 83 2nd Floor 8.625 15 40 129 345 474 2nd Floor Decks 0 8 60 0 0 0 2nd Floor Uniform Load Total 212 345 557 1st Partition Walls 8.25 10 83 0 83 1st Floor 0 12 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 424 518 941 Basment Walls 0 75 0 0 0 Foundation Uniform Load Total 424 518 941 Job# 13 154 By JJB Date G/29/17 Sheet# G2 of I����rl,iis,CA5CA bE -``10'.P'- ENGINEERING, INC Client sill 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 A/C Wall Loading Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Roof 2 15 20 30 40 70 Roof Uniform Load Total 30 40 70 2nd Floor Walls 8.25 10 83 0 83 2nd Floor 1.333333 15 40 20 53 73 2nd Floor Decks 0 8 60 0 0 0 2nd Floor Uniform Load Total 103 53 156 1st Floor Walls 8.25 10 83 0 83 1st Floor 2.125 12 40 26 85 111 1st Floor Decks 0 8 60 0 0 0 1st Floor Uniform Load Total 108 85 193 Btm of Wall of 1st Floor Uniform Load Total 241 178 419 Basment Walls 6 75 450 0 450 Foundation Uniform Load Total 691 178 869 Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) 0 0 0 0 Point Load Total 0 0 0 Typ. Grid B Wall Loading Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Roof 2 15 20 30 40 70 Roof Uniform Load Total 30 40 70 2nd Floor Walls 8.25 10 83 0 83 2nd Floor 1.333333 15 40 20 53 73 2nd Floor Decks 0 8 60 0 0 0 2nd Floor Uniform Load Total 103 53 156 1st Floor Walls 8.25 10 83 0 83 1st Floor 2.125 12 40 26 85 111 1st Floor Decks 0 8 60 0 0 0 1st Floor Uniform Load Total 108 85 193 Btm of Wall of 1st Floor Uniform Load Total 241 178 419 Basment Walls 0 0 0 Foundation Uniform Load Total 241 178 419 Job# __1 3 154 _ By JJB Date 6129/17 Sheet# G3 of __ ___ �1N.X RSCA 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 Footing Load Summaries Continuous Footing Under Pocket Beam at Grid 1 Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Floor FB6 Right 242 808 1,050 Point Load Total 242 808 1,050 Effective Length (ft) 11.66667 Equivalent Distributed Load (plf) 90 Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Typical Wall 386 428 813 Uniform Load Total 386 428 903 Continuous Footing P Footing Width (in) 6 W Footing Thickness (in) 10 } ; } { } i i i Stem Width (in) 6 M Stem Height (in) 60 /' \\ 1 Total Net Load (plf) 1278.354 „ ”' -11 Footing Weight (plf) 62.5 Gross Bearing (psf) 2,682 Net Bearing (psf) 2,557 > 1500 NG Effective Length Continuous Footing Under Pocket Beam at Grid 1 Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Floor FB6 Right 242 808 1,050 Point Load Total 242 808 1,050 Effective Length (ft) 11.66667 Equivalent Distributed Load (plf) 90 Uniform Load From: Trib. (ft) DL (psf) LL (psf) DL (plf) LL (plf) TL (plf) Typical Wall 386 428 813 Uniform Load Total 386 428 903 Continuous Footing P Footing Width (in) 11 W Footing Thickness (in) 10 iiiialliiii Stem Width (in) 6 , Stem Height(in) 60 1 Total Net Load (plf) 1278.354 1 Footing Weight (plf) 114.5833 \, Gross Bearing (psf) 1,520 Net Bearing (psf) 1,395 < 1500 OK Effective Length Existing Design adequate for loading, but constructed wrong. Job# 13 154 By JJB Date 1/29/17 Sheet# F I____ of 4S\ 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 Footing Load Summaries Existing Pad Under Post Foundation Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Existing Floor Beam 38 14 40 532 1,520 2,052 0 0 0 Point Load Total 532 1,520 2,052 Pad Footing Footing Width (in) 23 Footing Length (in) 23 Footing Thickness (in) 8 Footing Weight(Ib) 367.3611 Total Net Load (Ib) 2,052 Gross Bearing (psf) 659 Net Bearing (psf) 559 < 1500 OK Uplift Load (Ib) 1,200 0.60 (Dead + Footing Wt.) (Ib) 540 Existing 23"X 23"X 8" Thick Existing Pad Under Post Foundation (Grid B) Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Existing Floor Beam 39.844 14 40 558 1,594 2,152 Wall Loads 2,040 2,070 4,110 Point Load Total 2,598 3,664 6,262 Pad Footing Footing Width (in) 23 Footing Length (in) 23 Footing Thickness (in) 8 Footing Weight(Ib) 367.3611 Total Net Load (Ib) 6,262 Gross Bearing (psf) 1,804 Net Bearing (psf) 1,704 > 1500 NG Existing 23"X 23" X 8" Thick Job# 13 L5_4_,____ By JJB_____ Date G/2_9_/17 Sheet# F2 of /i�,l�h"„ ,\CASCADE e® ENGINEERING, INC Client sill 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 Footing Load Summaries Construction Pad Under Floor Beam (4' off Grid 1) Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (lb) LL (lb) TL (Ib) Existing Floor Beam 500 1,000 1,500 0 Point Load Total 500 1,000 1,500 Pad Footing Footing Width (in) 12 Footing Length (in) 12 Footing Thickness (in) 10 Footing Weight (Ib) 125 Total Net Load (lb) 1,500 Gross Bearing (psf) 1,625 Net Bearing (psf) 1,500 < 1500 OK Use 12"X 12"X 10" Thick With #4 (a 12" O.C. E.W. at Bottom New Foundations Under Posts btwn Grid A&B Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Existing Floor Beam 3,072 3,051 6,123 0 Point Load Total 3,072 3,051 6,123 Pad Footing Footing Width (in) 18 Footing Length (in) 36 Footing Thickness (in) 10 Footing Weight(Ib) 562.5 Total Net Load (Ib) 6,123 Gross Bearing (psf) 1,486 Net Bearing (psf) 1,361 (< 1500 OK Use 18"X 36"X 10"Thick With #4 12" O.C. E.W. at Bottom New Foundations Under Posts btwn Grid B&C Point Load From: Trib. (sqft) DL (psf) LL (psf) DL (lb) LL (Ib) TL (lb) Existing Floor Beam 3,072 3,051 6,123 0 Point Load Total 3,072 3,051 6,123 Pad Footing Footing Width (in) 24 Footing Length (in) 24 Footing Thickness (in) 10 Footing Weight (Ib) 500 Total Net Load (Ib) 6,123 Gross Bearing (psf) 1,656 Net Bearing (psf) 1,531 < 1500 OK Use 24"X 24"X 10" Thick With #4( 12" O.C. E.W. at Bottom Job# _L3 154 ___ By JJB Date 029/11 Sheet# F3 of Use menu item Settings>Printing&Title Block Title : Retaining Wall-Phase 1.0 Page: to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr: Narrower Footing ✓Vali in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Criteria I _Soil Data Retained Height = 3.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads i Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied has been increased 1.00 Footing Type Line Load PP to Stem ` by a factor of Base Above/Below Soil Axial Dead Load = 424.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 518.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in _Design Summary IStem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,910 lbs Rebar Spacing = 18.00 ...resultant ecc. = 1.13 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 936 psf OK fb/FB+fa/Fa = 0.117 Soil Pressure @ Heel = 592 psf OK Total Force @ Section lbs= 288.0 Allowable = 1,500 psf Moment....Actual ft-#= 288.0 Soil Pressure Less Than Allowable Moment Allowable = 2,455.6 ACI Factored @ Toe = 1,225 psf ACI Factored @ Heel = 774 psf Shear Actual psi= 5.6 Footing Shear @ Toe = 2.9 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 2.5 psi OK Wall Weight = 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 18.72 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 320.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 487.0 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors Short Term Factor = Building Code IBC 2006,ACI Equiv.Solid Thick. = 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 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 F4 Use menu item Settings>Printing&Title Block Title : Retaining Wall-Phase 1.0 Page: to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr:Narrower Footing Nall in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,225 774 psf Total Footing Width = 2.50 Mu': Upward = 582 417 ft-# Footing Thickness = 12.00 in Mu': Downward = 90 288 ft-# Mu: Design = 492 129 ft-# Key Width = 12.00 in Actual 1-Way Shear = 2.91 2.53 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 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: Not Req'd=Mu<S*Fr Summary of Overturning& Resisting Forces& Moments 111 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 320.0 1.33 426.7 Soil Over Heel = 330.0 2.00 660.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 424.0 1.25 530.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 518.0 1.25 647.5 = Soil Over Toe = Surcharge Over Toe = Total 320.0 O.T.M. 426.7 Stem Weight(s) = 262.5 1.25 328.1 Earth @ Stem Transitions= Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 4.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,909.5 lbs Vert.Component = Total= 1,391.5 lbs R.M.= 1,986.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: F5 Use menu item Settings>Printing&Title Block Title : Retaining Wall-Phase 2 Page: to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr: i/Vall in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Criteria r _Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads r Lateral Load Applied to Stem 0 Adjacent Footing Load i Surcharge Over Heel = 0.0 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load AppliedStemhas been increased 1.00 Footing Type Line Load to ` by a factor of Base Above/Below Soil Axial Dead Load = 424.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 518.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 0 Stem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.76 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,095 lbs Rebar Spacing = 18.00 ...resultant ecc. = 2.88 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,321 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 355 psf OK Total Force @ Section lbs= 512.0 Allowable = 1,500 psf Moment....Actual ft-#= 682.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,716 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 461 psf Shear Actual psi= 10.0 Footing Shear @ Toe = 4.2 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 0.0 psi OK Wall Weight = 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 500.0 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Short Term Factor = Building Code IBC 2006,ACI Equiv.Solid Thick. = 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 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 F6 Use menu item Settings>Printing&Title Block Title : Retaining Wall-Phase 2 Page: to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr: Nall in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Footing Dimensions&Strengths 10FootingDesign Results Toe Width = 1.00 ft l Toe Heel Heel Width = 1.50 Factored Pressure = 1,716 461 psf Total Footing Width = 2.50 Mu': Upward = 774 314 ft-# Footing Thickness = 12.00 in Mu':Downward = 90 354 ft-# Mu: Design = 684 40 ft-# Key Width = 12.00 in Actual 1-Way Shear = 4.18 0.03 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 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<5*Fr Heel: Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning& Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 500.0 1.67 833.3 Soil Over Heel = 440.0 2.00 880.0 Surcharge over Heel = Sloped Soil Over Heel =- Surcharge Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 424.0 1.25 530.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 518.0 1.25 647.5 = Soil Over Toe = Surcharge Over Toe = Total 500.0 O.T.M. 833.3 Stem Weight(s) = 337.5 1.25 421.9 Earth @ Stem Transitions= = Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 2.76 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,094.5 lbs Vert.Component = Total= 1,576.5 lbs R.M.= 2,300.6 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: F7 Use menu item Settings>Printing&Title Block Title : Retaining Wall-Phase 2.1 Page: to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr:60%Dead Load only ✓Nall in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Criteria Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads r _Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 424.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in _Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.76 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,577 lbs Rebar Spacing = 18.00 ...resultant ecc. = 3.83 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,114 psf OK fb/FB+fa/Fa = 0.278 Soil Pressure @ Heel = 147 psf OK Total Force @ Section lbs= 512.0 Allowable = 1,500 psf Moment....Actual ft-#= 682.7 Soil Pressure Less Than Allowable _ ACI Factored @ Toe = 1,337 psf Moment Allowable - 2,455.6 ACI Factored @ Heel = 177 psf Shear Actual psi= 10.0 Footing Shear @ Toe = 3.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 2.6 psi OK Wall Weight = 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.25 Sliding Calcs Slab Resists All Sliding ! LAP SPLICE IF ABOVE in= 18.72 LAP SPLICE IF BELOW in= Lateral Sliding Force = 500.0 lbs HOOK EMBED INTO FTG in= 6.00 Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2006,ACI Equiv.Solid Thick. = 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 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 F8 Use menu item Settings>Printing&Title Block Title : Retaining Wall-Phase 2.1 Page: to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr:60%Dead Load only Nall in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Footing Dimensions &Strengths 1 L Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,337 177 psf Total Footing Width = 2.50 Mu':Upward = 591 166 ft-# Footing Thickness = 12.00 in Mu°: Downward = 90 354 ft-# Mu: Design = 501 188 ft-# Key Width = 12.00 in Actual 1-Way Shear = 3.11 2.62 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 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: Slab Resists Sliding-No Force on Key Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 500.0 1.67 833.3 Soil Over Heel = 440.0 2.00 880.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 424.0 1.25 530.0 Load @ Stem Above Soil = "Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 500.0 O.T.M. 833.3 Stem Weight(s) = 337.5 1.25 421.9 Earth @ Stem Transitions= = Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 2.76 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,576.5 lbs Vert.Component = Total= 1,576.5 lbs R.M.= 2,300.6 "Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: F9 Use menu item Settings>Printing&Title Block Title : Tigard Terrace Foundation Walls Page: I to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr: Rall in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Restrained Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Criteria 1 Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 4.50 ft Heel Active Pressure = 55.0 psf/ft Top Support Height = 4.50 ft Passive Pressure 300.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wall = 0.00: 1 FootingliSoil Frictior = 0.350 Height of Soil over Toe = 0.00 in Soil height to ignore Water height over heel = 0.0 ft for passive pressure = 1.00 in Thumbnail Surcharge Loads 0 Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psfLateral 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 424.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 518.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load i Fp/WP Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary ` Concrete Stem Construction Total Bearing Load = 2,095 lbs Thickness = 6.00 in Fy = 60,000 psi ...resultant ecc. = 0.56 in Wall Weight = 75.0 psf fc = 2,500 psi Soil Pressure @ Toe = 838 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 838 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,211 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 966 psf Design Height Above Ftc = 4.50 ft 1.83 ft 0.00 ft Footing Shear @ Toe = 9.6 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 2.7 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in Allowable = 75.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 130.4 lbs Rebar Depth 'd' = 3.50 in 3.50 in 3.50 in Reaction at Bottom = 557.1 lbs Design Data Sliding Stability Ratio = 1.58 OK fb/FB+fa/Fa = 0.000 0.203 0.000 Sliding Calcs (Vertical Component NOT Used) Mu....Actual = 0.0 ft-# 407.1 ft-# 0.0 ftp# Lateral Sliding Force = 557.1 lbs Mn"Phi Allowable = 2,005.6 ft-# 2,005.6 ft-# 2,005.6 ft-# less 100%Passive Force= - 149.0 lbs less 100%Friction Force= - 733.1 lbs Shear Force @ this height = 208.6 lbs 495.4 lbs Added Force Req'd = 0.0 lbs OK Shear Actual = 4.97 psi 11.80 psi ....for 1.5: 1 Stability = 0.0 lbs OK Shear Allowable = 100.00 psi 75.00 psi Load Factors Rebar Lap Required = 18.72 in 18.72 in Building Code IBC 2006,ACI Hooked embedment into footing = 8.40 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Live Load 1.600 Toe:#4 @ 12.00 in -or- Not req'd,Mu<S*Fr Earth, H 1.600 Heel:#4 @ 12.00 in -or- Not req'd,Mu<S"Fr Wind,W 1.600 Key: Not Req'd=Mu<S"Fr -or- Not Req'd=Mu<S*Fr Seismic,E 1.000 F10 A A Use menu item Settings>Printing&Title Block Title : Tigard Terrace Foundation Walls Page: to set these five lines of information Job# : 13154 Dsgnr: JJB Date: 28 Jun 2017 for your program. Descr: Alall in File:c:\users\arsenal\documents\cascade structural projects\1 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055115 Restrained Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CASCADE ENGINEERING INC Footing Strengths&Dimensions Footing Design Results Toe Width = 1.00 ft Toe eel Heel Width = 1.50 Factored Pressure = 1,211 966 psf Total Footing Width = 2.50 Mu':Upward = 743 634 ft-# Footing Thickness = 12.00 in Mu':Downward = 114 448 ft-# Key Width = 12.00 in Mu: Design = 629 186 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 9.63 2.69 psi Key Distance from Toe = 0.42 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in [Summary of Forces on Footing : Slab is NOT resisting sliding,stem is PINNED at footing Forces acting on footing for overturning,sliding,&soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft-# Stem Shear @ Top of Footing = -309.6 1.00 -309.6 Surcharge Over Heel = Heel Active Pressure = -247.5 0.48 -119.2 Adjacent Footing Load = Sliding Force = 557.1 Axial Dead Load on Stem = 1.25 1,177.5 Overturning Moment = -428.8 Soil Over Toe = 942.0 Footing Stability Ratio ###.## Std bWV tI1ver Toe = 337.5 1.25 421.9 Net Moment Used For Soil Pressure Calculations 98.3 ft-# Soil Over Heel = 440.0 2.00 880.0 Footing Weight = 375.0 1.25 469.3 Net Mom.at Stem/Ftg Interface= 98.3 ft-# Total Vertical Force = 2,094.5 lbs Allow.Mom.@ Stem/Ftg Interface= 1,253.5 ft-# Resisting Moment = 2,948.6 Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 837.8 psf DESIGNER NOTES: F11