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2021.09.17 21129 Tahoma Terra BLDG A Structural Calculations
Structural Engineers * INC 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512(V) (206) 285-0618(F) mmckeown@ctengineering.com #21129 Structural Calculations for: BUILDING A TAHOMA TERRA APARTMENTS 14301 TAHOMA BLVD SE YELM, WA 98597 Architect: RD+A, ROSS DECKMAN & ASSOCIATES INC. 207 FOURTH AVENUE SOUTHEAST PUYALLUP, WA 98372 Ph. (253) 840-9405 FX. (253) 840-9503 C T E N G I N E E R I N G 11/05/20209/16/2021 I N 0, Project: Client Date: Page Number: DESIGN CRITERIA Structural Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-9512 FAX: (206)285-0618 Structural Engineers INC. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512(V) (206) 285-0618(F) DESIGN CRITERIA Project: Tahoma Terra Apartments CT Project #: 21129 DESIGN CRITERIA: Building Code: IBC 2018 & ASCE 7-16 Loads: Roof Dead Load: 17 PSF Roof Live Load: 25 PSF (snow) Walls/Partitions: 10 PSF Floor Dead Load: 15 PSF Floor Live Load: 40 PSF Wind Load: Vult = 110 MPH; Exp. B; Kzt = 1.00 Seismic Design Category D, Ie=1.0, Ss=1.293g, S1=0.58g, Sds=0.862g, Sd1= 0.468g, Site Class D, Light frame walls with shear panels – wood structural panels (IBC Table 1617.6.2: 1.K), R=6.5, Equivalent Lateral Force Procedure. Soil Data: Soil Bearing = 1500 PSF Frost Depth – 18 inches Concrete: F’c = 2500 PSI Special inspection not required Composite Lumber Beams: See 06190 sheet S1.0 Plywood: See 06160 sheet S1.0 Sawn Lumber: See 06100 sheet S1.0 DESIGN SUMMARY: The proposed project is to be four, three story wood-framed apartment buildings with combination of three different unit types. All structural design is based on the requirements of the 2018 IBC along with the referenced standards listed in the IBC chapter 35. Gravity Design: Roof framing is to be pre-manufactured wood trusses. Typical floor framing is primarily with 2x12 joists. The foundations are to be conventional spread footings. Lateral Design: Wind design is based on the ASCE 7-16 MWFRS for 110 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is “equivalent lateral force” procedure with Ss and S1 values from the USGS website. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). C T E N G I N E E R I N G SHEET TITLE:DEAD LOAD SUMMARY CT PROJECT # : Tahoma Terra BLDG A Lateral - By Unit Pair ROOF Roofing - 3.5 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24" o.c. 4.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR Flooring 1.0 psf 1 1/4'' gypcrete 11.0 psf 3/4'' Plywood 2.3 psf 2x12 joists @ 16" o.c. 6.0 psf Insulation 1.0 psf (1) 5/8'' Gypsum wallboard 2.8 psf Misc./Mech. 1.5 psf FLOOR DEAD LOAD 26.0 PSF Seismic Partitions 10.0 psf SEISMIC DEAD LOAD 36.0 PSF I N 0, Project: Client Date: Page Number: VERTICAL DESIGN Structural Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-9512 FAX: (206)285-0618 Post TypeSpecies widthHeightFcEminMult Fc* c' le/d Fce Fce/Fc* Fc' Load DF Bear'g Max. Load HF Bear'g Max. Load DF Plate HF Plate4x4 DF No. 2 1 3.5 8 1350 580000 1.15 1553 0.8 27 634 0.408 568 6960 84776960549354934x4 DF No. 2 1 3.5 10 1350 580000 1.15 1553 0.8 34 406 0.261 381 4665 84774665549346654x4 DF No. 2 1 3.5 12 1350 580000 1.15 1553 0.8 41 282 0.181 270 3311 84773311549333114x4 DF No. 2 1 3.5 14 1350 580000 1.15 1553 0.8 48 207 0.133 201 2462 84772462549324624x4 DF No. 2 1 3.5 16 1350 580000 1.15 1553 0.8 55 158 0.102 155 1899 8477189954931899 6x6 DF No. 1 1 5.5 8 1500 580000 1 1500 0.8 17 1565 1.043 1058 32008 201952019513087130876x6 DF No. 1 1 5.5 10 1500 580000 1 1500 0.8 22 1002 0.668 811 24526 201952019513087130876x6 DF No. 1 1 5.5 11 1500 580000 1 1500 0.8 24 828 0.552 703 21280 201952019513087130876x6 DF No. 1 1 5.5 14 1500 580000 1 1500 0.8 31 511 0.341 468 14170 201951417013087130876x6 DF No. 1 1 5.5 16 1500 580000 1 1500 0.8 35 391 0.261 367 11113 20195111131308711113 4X6 DF No. 2 1 3.5 8 1350 580000 1.15 1553 0.8 27 634 0.408 568 10937 1285210937832883284X6 DF No. 2 1 3.5 10 1350 580000 1.15 1553 0.8 34 406 0.261 381 7331 128527331832873314X6 DF No. 2 1 3.5 12 1350 580000 1.15 1553 0.8 41 282 0.181 270 5202 128525202832852022x4 HF Stud 1 3.5 8 800 440000 1.05 840 0.8 27 481 0.572 405 2127 41022127265821272x4 HF Stud 1 3.5 10 800 440000 1.05 840 0.8 34 308 0.366 280 1469 41021469265814692x4 SPS stud 1 3.5 8 725 510000 1.05 761 0.8 27 557 0.732 438 2301 41022301265823012x6 HF No. 2 1 5.5 8 1300 470000 1.1 1430 0.8 17 1268 0.887 927 7646 64456445417741772x6SPF No. 21 5.5 8 1150 510000 1.1 1265 0.8 17 1376 1.088 910 7506 64456445417741774X8 DF No. 2 1 3.5 8 1350 580000 1.15 1553 0.8 27 634 0.408 568 14416 158591441610277102774X8 DF No. 2 1 3.5 10 1350 580000 1.15 1553 0.8 34 406 0.261 381 9663 158599663102779663STUD CAPACITY Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)666 @ 2 1/2"1367 (2.25")Passed (49%)--1.0 D + 1.0 L (All Spans) Shear (lbs)569 @ 1' 2 3/4"1688 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2492 @ 7' 9 1/2"2577 Passed (97%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.274 @ 7' 9 1/2"0.379 Passed (L/663)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.446 @ 7' 9 1/2"0.758 Passed (L/408)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"260 416 676 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"260 416 676 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' o/c Bottom Edge (Lu)15' 5" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 15' 7"16"25.0 40.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Floor: 2x12 @ 16'' 1 piece(s) 2 x 12 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 7/12/2021 4:35:19 PM UTC Truc Thai CT Engineering (206) 285-4512 tthai@ctengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: test Page 1 / 1 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 14.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.463: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 56.60 psi= = 1,013.90 psi 2-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 150.00 psi== Section used for this span 2-2x8 Maximum Shear Stress Ratio 0.377 : 1 0.000 ft= = 469.53 psi Maximum Deflection 0 <480 2660 Ratio =0 <360 Max Downward Transient Deflection 0.008 in 4343Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.014 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 0.99Length = 3.0 ft 1 0.199 0.162 0.90 1.200 1.00 1.00 1.00 0.40 181.87 913.11 0.32 135.001.00 21.92 0.99+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 3.0 ft 1 0.463 0.377 1.00 1.200 1.00 1.00 1.00 1.03 469.53 1013.90 0.82 150.001.00 56.60 0.99+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 3.0 ft 1 0.314 0.256 1.25 1.200 1.00 1.00 1.00 0.87 397.61 1265.21 0.69 187.501.00 47.93 0.99+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 3.0 ft 1 0.068 0.055 1.60 1.200 1.00 1.00 1.00 0.24 109.12 1615.33 0.19 240.001.00 13.15 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0135 1.511 0.0000 0.000 . Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.371 1.371 Overall MINimum 0.840 0.840 D Only 0.531 0.531 +D+L 1.371 1.371 +D+0.750L 1.161 1.161 +0.60D 0.319 0.319 L Only 0.840 0.840 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-2 (roof) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 12.750 ft Uniform Load : D = 0.060 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.492: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 56.29 psi= = 1,069.52 psi 2-2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 172.50 psi== Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.326 : 1 0.000 ft= = 526.52 psi Maximum Deflection 0 <360 3870 Ratio =0 <240 Max Downward Transient Deflection 0.018 in 3423Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.016 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.989 ft 1 0.283 0.196 0.90 1.100 1.00 1.00 1.00 0.84 236.80 838.10 0.49 135.001.00 26.42 1.00Length = 2.007 ft 1 0.295 0.196 0.90 1.100 1.00 1.00 1.00 0.88 247.12 838.06 0.42 135.001.00 26.42 1.00Length = 1.004 ft 1 0.189 0.196 0.90 1.100 1.00 1.00 1.00 0.57 158.59 839.84 0.49 135.001.00 26.42 1.00+D+S 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 1.989 ft 1 0.472 0.326 1.15 1.100 1.00 1.00 1.00 1.80 504.53 1069.58 1.04 172.501.00 56.29 0.99Length = 2.007 ft 1 0.492 0.326 1.15 1.100 1.00 1.00 1.00 1.88 526.52 1069.52 0.90 172.501.00 56.29 1.00Length = 1.004 ft 1 0.315 0.326 1.15 1.100 1.00 1.00 1.00 1.20 337.89 1072.52 1.04 172.501.00 56.29 1.00+D+0.750S 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-2 (roof) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 1.989 ft 1 0.409 0.283 1.15 1.100 1.00 1.00 1.00 1.56 437.59 1069.58 0.90 172.501.00 48.82 0.99Length = 2.007 ft 1 0.427 0.283 1.15 1.100 1.00 1.00 1.00 1.63 456.67 1069.52 0.78 172.501.00 48.82 1.00Length = 1.004 ft 1 0.273 0.283 1.15 1.100 1.00 1.00 1.00 1.04 293.07 1072.52 0.90 172.501.00 48.82 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections S Only 1 0.0175 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.502 1.502 Overall MINimum 0.797 0.797 D Only 0.705 0.705 +D+S 1.502 1.502 +D+0.750S 1.302 1.302 +0.60D 0.423 0.423 S Only 0.797 0.797 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-2 (floor) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 8.750 ft, (FLOOR) Uniform Load : D = 0.150 , Tributary Width = 1.0 ft, (Walls above) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.682: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 67.84 psi= = 930.72 psi 2-2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 150.00 psi== Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.452 : 1 0.000 ft= = 634.55 psi Maximum Deflection 0 <480 2918 Ratio =0 <360 Max Downward Transient Deflection 0.019 in 3117Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.989 ft 1 0.375 0.260 0.90 1.100 1.00 1.00 1.00 1.12 314.07 838.10 0.65 135.001.00 35.04 1.00Length = 2.007 ft 1 0.391 0.260 0.90 1.100 1.00 1.00 1.00 1.17 327.76 838.06 0.56 135.001.00 35.04 1.00Length = 1.004 ft 1 0.250 0.260 0.90 1.100 1.00 1.00 1.00 0.75 210.34 839.84 0.65 135.001.00 35.04 1.00+D+L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.989 ft 1 0.653 0.452 1.00 1.100 1.00 1.00 1.00 2.17 608.05 930.77 1.25 150.001.00 67.84 1.00Length = 2.007 ft 1 0.682 0.452 1.00 1.100 1.00 1.00 1.00 2.26 634.55 930.72 1.08 150.001.00 67.84 1.00Length = 1.004 ft 1 0.436 0.452 1.00 1.100 1.00 1.00 1.00 1.45 407.22 932.95 1.25 150.001.00 67.84 1.00+D+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-2 (floor) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 1.989 ft 1 0.500 0.346 1.15 1.100 1.00 1.00 1.00 1.91 534.55 1069.58 1.10 172.501.00 59.64 0.99Length = 2.007 ft 1 0.522 0.346 1.15 1.100 1.00 1.00 1.00 1.99 557.86 1069.52 0.95 172.501.00 59.64 1.00Length = 1.004 ft 1 0.334 0.346 1.15 1.100 1.00 1.00 1.00 1.28 358.00 1072.52 1.10 172.501.00 59.64 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.0206 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.810 1.810 Overall MINimum 0.875 0.875 D Only 0.935 0.935 +D+L 1.810 1.810 +D+0.750L 1.591 1.591 +0.60D 0.561 0.561 L Only 0.875 0.875 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 8.750 ft, (FLOOR) Point Load : D = 0.5620, L = 0.8750 k @ 2.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.850: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 79.46 psi= = 1,016.32 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 150.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.530 : 1 0.000 ft= = 863.72 psi Maximum Deflection 0 <480 3146 Ratio =0 <360 Max Downward Transient Deflection 0.030 in 2020Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.019 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.989 ft 1 0.324 0.230 0.90 1.200 1.00 1.00 1.00 1.23 296.21 915.07 0.67 135.001.00 31.07 1.00Length = 2.007 ft 1 0.369 0.230 0.90 1.200 1.00 1.00 1.00 1.40 337.78 915.04 0.62 135.001.00 31.07 1.00Length = 1.004 ft 1 0.192 0.230 0.90 1.200 1.00 1.00 1.00 0.73 176.19 916.56 0.67 135.001.00 31.07 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.989 ft 1 0.745 0.530 1.00 1.200 1.00 1.00 1.00 3.15 757.41 1016.36 1.71 150.001.00 79.46 1.00Length = 2.007 ft 1 0.850 0.530 1.00 1.200 1.00 1.00 1.00 3.59 863.72 1016.32 1.58 150.001.00 79.46 1.00Length = 1.004 ft 1 0.442 0.530 1.00 1.200 1.00 1.00 1.00 1.87 450.52 1018.22 1.71 150.001.00 79.46 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 1.989 ft 1 0.550 0.390 1.15 1.200 1.00 1.00 1.00 2.67 642.11 1168.13 1.45 172.501.00 67.36 1.00Length = 2.007 ft 1 0.627 0.390 1.15 1.200 1.00 1.00 1.00 3.05 732.23 1168.09 1.34 172.501.00 67.36 1.00Length = 1.004 ft 1 0.326 0.390 1.15 1.200 1.00 1.00 1.00 1.59 381.93 1170.63 1.45 172.501.00 67.36 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections L Only 1 0.0297 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.155 2.155 Overall MINimum 1.313 1.313 D Only 0.843 0.843 +D+L 2.155 2.155 +D+0.750L 1.827 1.827 +0.60D 0.506 0.506 L Only 1.313 1.313 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 1.60 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 10.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.573: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.250 ft 58.32 psi= = 987.30 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.324 : 1 5.575 ft= = 565.29 psi Maximum Deflection 0 <480 1948 Ratio =0 <360 Max Downward Transient Deflection 0.024 in 3207Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.040 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.589 ft 1 0.184 0.141 0.90 1.100 1.00 1.00 1.00 1.01 163.99 888.85 0.60 162.001.00 22.90 1.00Length = 1.589 ft 1 0.250 0.141 0.90 1.100 1.00 1.00 1.00 1.36 221.82 888.85 0.43 162.001.00 22.90 1.00Length = 1.613 ft 1 0.250 0.141 0.90 1.100 1.00 1.00 1.00 1.37 221.93 888.82 0.40 162.001.00 22.90 1.00Length = 1.589 ft 1 0.193 0.141 0.90 1.100 1.00 1.00 1.00 1.06 171.97 888.85 0.60 162.001.00 22.90 1.00Length = 0.1186 ft 1 0.018 0.141 0.90 1.100 1.00 1.00 1.00 0.10 15.90 890.85 0.60 162.001.00 22.90 1.00+D+L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.589 ft 1 0.423 0.324 1.00 1.100 1.00 1.00 1.00 2.57 417.71 987.34 1.53 180.001.00 58.32 1.00Length = 1.589 ft 1 0.572 0.324 1.00 1.100 1.00 1.00 1.00 3.48 565.02 987.34 1.09 180.001.00 58.32 1.00Length = 1.613 ft 1 0.573 0.324 1.00 1.100 1.00 1.00 1.00 3.48 565.29 987.30 1.02 180.001.00 58.32 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 1.589 ft 1 0.444 0.324 1.00 1.100 1.00 1.00 1.00 2.69 438.04 987.34 1.53 180.001.00 58.32 1.00Length = 0.1186 ft 1 0.041 0.324 1.00 1.100 1.00 1.00 1.00 0.25 40.51 989.81 1.53 180.001.00 58.32 1.00+D+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.589 ft 1 0.287 0.220 1.25 1.100 1.00 1.00 1.00 2.18 354.28 1233.29 1.30 225.001.00 49.47 1.00Length = 1.589 ft 1 0.389 0.220 1.25 1.100 1.00 1.00 1.00 2.95 479.22 1233.29 0.93 225.001.00 49.47 1.00Length = 1.613 ft 1 0.389 0.220 1.25 1.100 1.00 1.00 1.00 2.95 479.45 1233.22 0.86 225.001.00 49.47 1.00Length = 1.589 ft 1 0.301 0.220 1.25 1.100 1.00 1.00 1.00 2.29 371.52 1233.29 1.30 225.001.00 49.47 1.00Length = 0.1186 ft 1 0.028 0.220 1.25 1.100 1.00 1.00 1.00 0.21 34.36 1237.20 1.30 225.001.00 49.47 1.00+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.589 ft 1 0.062 0.048 1.60 1.100 1.00 1.00 1.00 0.61 98.39 1576.98 0.36 288.001.00 13.74 1.00Length = 1.589 ft 1 0.084 0.048 1.60 1.100 1.00 1.00 1.00 0.82 133.09 1576.98 0.26 288.001.00 13.74 1.00Length = 1.613 ft 1 0.084 0.048 1.60 1.100 1.00 1.00 1.00 0.82 133.16 1576.87 0.24 288.001.00 13.74 1.00Length = 1.589 ft 1 0.065 0.048 1.60 1.100 1.00 1.00 1.00 0.63 103.18 1576.98 0.36 288.001.00 13.74 1.00Length = 0.1186 ft 1 0.006 0.048 1.60 1.100 1.00 1.00 1.00 0.06 9.54 1583.51 0.36 288.001.00 13.74 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0400 3.274 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.140 2.140 Overall MINimum 1.300 1.300 D Only 0.840 0.840 +D+L 2.140 2.140 +D+0.750L 1.815 1.815 +0.60D 0.504 0.504 L Only 1.300 1.300 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 1.60 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 10.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.573: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.250 ft 58.32 psi= = 987.30 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.324 : 1 5.575 ft= = 565.29 psi Maximum Deflection 0 <480 1948 Ratio =0 <360 Max Downward Transient Deflection 0.024 in 3207Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.040 in Ratio =>=360 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.589 ft 1 0.184 0.141 0.90 1.100 1.00 1.00 1.00 1.01 163.99 888.85 0.60 162.001.00 22.90 1.00Length = 1.589 ft 1 0.250 0.141 0.90 1.100 1.00 1.00 1.00 1.36 221.82 888.85 0.43 162.001.00 22.90 1.00Length = 1.613 ft 1 0.250 0.141 0.90 1.100 1.00 1.00 1.00 1.37 221.93 888.82 0.40 162.001.00 22.90 1.00Length = 1.589 ft 1 0.193 0.141 0.90 1.100 1.00 1.00 1.00 1.06 171.97 888.85 0.60 162.001.00 22.90 1.00Length = 0.1186 ft 1 0.018 0.141 0.90 1.100 1.00 1.00 1.00 0.10 15.90 890.85 0.60 162.001.00 22.90 1.00+D+L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.589 ft 1 0.423 0.324 1.00 1.100 1.00 1.00 1.00 2.57 417.71 987.34 1.53 180.001.00 58.32 1.00Length = 1.589 ft 1 0.572 0.324 1.00 1.100 1.00 1.00 1.00 3.48 565.02 987.34 1.09 180.001.00 58.32 1.00Length = 1.613 ft 1 0.573 0.324 1.00 1.100 1.00 1.00 1.00 3.48 565.29 987.30 1.02 180.001.00 58.32 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 1.589 ft 1 0.444 0.324 1.00 1.100 1.00 1.00 1.00 2.69 438.04 987.34 1.53 180.001.00 58.32 1.00Length = 0.1186 ft 1 0.041 0.324 1.00 1.100 1.00 1.00 1.00 0.25 40.51 989.81 1.53 180.001.00 58.32 1.00+D+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.589 ft 1 0.287 0.220 1.25 1.100 1.00 1.00 1.00 2.18 354.28 1233.29 1.30 225.001.00 49.47 1.00Length = 1.589 ft 1 0.389 0.220 1.25 1.100 1.00 1.00 1.00 2.95 479.22 1233.29 0.93 225.001.00 49.47 1.00Length = 1.613 ft 1 0.389 0.220 1.25 1.100 1.00 1.00 1.00 2.95 479.45 1233.22 0.86 225.001.00 49.47 1.00Length = 1.589 ft 1 0.301 0.220 1.25 1.100 1.00 1.00 1.00 2.29 371.52 1233.29 1.30 225.001.00 49.47 1.00Length = 0.1186 ft 1 0.028 0.220 1.25 1.100 1.00 1.00 1.00 0.21 34.36 1237.20 1.30 225.001.00 49.47 1.00+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.589 ft 1 0.062 0.048 1.60 1.100 1.00 1.00 1.00 0.61 98.39 1576.98 0.36 288.001.00 13.74 1.00Length = 1.589 ft 1 0.084 0.048 1.60 1.100 1.00 1.00 1.00 0.82 133.09 1576.98 0.26 288.001.00 13.74 1.00Length = 1.613 ft 1 0.084 0.048 1.60 1.100 1.00 1.00 1.00 0.82 133.16 1576.87 0.24 288.001.00 13.74 1.00Length = 1.589 ft 1 0.065 0.048 1.60 1.100 1.00 1.00 1.00 0.63 103.18 1576.98 0.36 288.001.00 13.74 1.00Length = 0.1186 ft 1 0.006 0.048 1.60 1.100 1.00 1.00 1.00 0.06 9.54 1583.51 0.36 288.001.00 13.74 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0400 3.274 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.140 2.140 Overall MINimum 1.300 1.300 D Only 0.840 0.840 +D+L 2.140 2.140 +D+0.750L 1.815 1.815 +0.60D 0.504 0.504 L Only 1.300 1.300 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Boise Cascade Versa Lam 2.0 3100 East 3,100.0 3,100.0 3,000.0 750.0 2,000.0 1,036.83 285.0 2,150.0 41.760 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 1.60 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 12.0 ft, (DECK) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.633: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.750 ft 104.67 psi= = 3,096.46 psi 7x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 285.00 psi== Section used for this span 7x11.25 Maximum Shear Stress Ratio 0.367 : 1 14.595 ft= = 1,959.43 psi Maximum Deflection 0 <360 279 Ratio =0 <240 Max Downward Transient Deflection 0.397 in 468Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.665 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.584 ft 1 0.104 0.164 0.90 1.000 1.00 1.00 1.00 3.56 289.16 2787.14 2.21 256.501.00 42.09 1.00Length = 1.584 ft 1 0.184 0.164 0.90 1.000 1.00 1.00 1.00 6.31 512.50 2787.14 1.99 256.501.00 42.09 1.00Length = 1.584 ft 1 0.240 0.164 0.90 1.000 1.00 1.00 1.00 8.24 670.01 2787.14 1.48 256.501.00 42.09 1.00Length = 1.641 ft 1 0.274 0.164 0.90 1.000 1.00 1.00 1.00 9.40 763.75 2787.03 0.97 256.501.00 42.09 1.00Length = 1.584 ft 1 0.283 0.164 0.90 1.000 1.00 1.00 1.00 9.70 787.93 2787.14 0.44 256.501.00 42.09 1.00Length = 1.584 ft 1 0.282 0.164 0.90 1.000 1.00 1.00 1.00 9.69 787.26 2787.14 0.58 256.501.00 42.09 1.00Length = 1.584 ft 1 0.267 0.164 0.90 1.000 1.00 1.00 1.00 9.17 744.94 2787.14 1.10 256.501.00 42.09 1.00Length = 1.641 ft 1 0.228 0.164 0.90 1.000 1.00 1.00 1.00 7.84 636.80 2787.03 1.63 256.501.00 42.09 1.00Length = 1.584 ft 1 0.163 0.164 0.90 1.000 1.00 1.00 1.00 5.60 455.40 2787.14 2.14 256.501.00 42.09 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 1.131 ft 1 0.076 0.164 0.90 1.000 1.00 1.00 1.00 2.62 213.26 2787.96 2.21 256.501.00 42.09 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.584 ft 1 0.232 0.367 1.00 1.000 1.00 1.00 1.00 8.85 719.09 3096.46 5.50 285.001.00 104.67 1.00Length = 1.584 ft 1 0.412 0.367 1.00 1.000 1.00 1.00 1.00 15.68 1,274.48 3096.46 4.95 285.001.00 104.67 1.00Length = 1.584 ft 1 0.538 0.367 1.00 1.000 1.00 1.00 1.00 20.50 1,666.18 3096.46 3.68 285.001.00 104.67 1.00Length = 1.641 ft 1 0.613 0.367 1.00 1.000 1.00 1.00 1.00 23.37 1,899.30 3096.33 2.41 285.001.00 104.67 1.00Length = 1.584 ft 1 0.633 0.367 1.00 1.000 1.00 1.00 1.00 24.11 1,959.43 3096.46 1.09 285.001.00 104.67 1.00Length = 1.584 ft 1 0.632 0.367 1.00 1.000 1.00 1.00 1.00 24.09 1,957.76 3096.46 1.45 285.001.00 104.67 1.00Length = 1.584 ft 1 0.598 0.367 1.00 1.000 1.00 1.00 1.00 22.79 1,852.53 3096.46 2.72 285.001.00 104.67 1.00Length = 1.641 ft 1 0.511 0.367 1.00 1.000 1.00 1.00 1.00 19.49 1,583.60 3096.33 4.04 285.001.00 104.67 1.00Length = 1.584 ft 1 0.366 0.367 1.00 1.000 1.00 1.00 1.00 13.94 1,132.50 3096.46 5.31 285.001.00 104.67 1.00Length = 1.131 ft 1 0.171 0.367 1.00 1.000 1.00 1.00 1.00 6.53 530.34 3097.48 5.50 285.001.00 104.67 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.584 ft 1 0.158 0.250 1.25 1.000 1.00 1.00 1.00 7.53 611.61 3869.44 4.67 356.251.00 89.03 1.00Length = 1.584 ft 1 0.280 0.250 1.25 1.000 1.00 1.00 1.00 13.34 1,083.99 3869.44 4.21 356.251.00 89.03 1.00Length = 1.584 ft 1 0.366 0.250 1.25 1.000 1.00 1.00 1.00 17.44 1,417.14 3869.44 3.13 356.251.00 89.03 1.00Length = 1.641 ft 1 0.418 0.250 1.25 1.000 1.00 1.00 1.00 19.88 1,615.41 3869.23 2.05 356.251.00 89.03 1.00Length = 1.584 ft 1 0.431 0.250 1.25 1.000 1.00 1.00 1.00 20.51 1,666.56 3869.44 0.93 356.251.00 89.03 1.00Length = 1.584 ft 1 0.430 0.250 1.25 1.000 1.00 1.00 1.00 20.49 1,665.14 3869.44 1.24 356.251.00 89.03 1.00Length = 1.584 ft 1 0.407 0.250 1.25 1.000 1.00 1.00 1.00 19.39 1,575.63 3869.44 2.32 356.251.00 89.03 1.00Length = 1.641 ft 1 0.348 0.250 1.25 1.000 1.00 1.00 1.00 16.57 1,346.90 3869.23 3.44 356.251.00 89.03 1.00Length = 1.584 ft 1 0.249 0.250 1.25 1.000 1.00 1.00 1.00 11.85 963.23 3869.44 4.52 356.251.00 89.03 1.00Length = 1.131 ft 1 0.117 0.250 1.25 1.000 1.00 1.00 1.00 5.55 451.07 3871.05 4.67 356.251.00 89.03 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.584 ft 1 0.035 0.055 1.60 1.000 1.00 1.00 1.00 2.13 173.50 4950.82 1.33 456.001.00 25.25 1.00Length = 1.584 ft 1 0.062 0.055 1.60 1.000 1.00 1.00 1.00 3.78 307.50 4950.82 1.19 456.001.00 25.25 1.00Length = 1.584 ft 1 0.081 0.055 1.60 1.000 1.00 1.00 1.00 4.95 402.00 4950.82 0.89 456.001.00 25.25 1.00Length = 1.641 ft 1 0.093 0.055 1.60 1.000 1.00 1.00 1.00 5.64 458.25 4950.48 0.58 456.001.00 25.25 1.00Length = 1.584 ft 1 0.095 0.055 1.60 1.000 1.00 1.00 1.00 5.82 472.76 4950.82 0.26 456.001.00 25.25 1.00Length = 1.584 ft 1 0.095 0.055 1.60 1.000 1.00 1.00 1.00 5.81 472.35 4950.82 0.35 456.001.00 25.25 1.00Length = 1.584 ft 1 0.090 0.055 1.60 1.000 1.00 1.00 1.00 5.50 446.96 4950.82 0.66 456.001.00 25.25 1.00Length = 1.641 ft 1 0.077 0.055 1.60 1.000 1.00 1.00 1.00 4.70 382.08 4950.48 0.98 456.001.00 25.25 1.00Length = 1.584 ft 1 0.055 0.055 1.60 1.000 1.00 1.00 1.00 3.36 273.24 4950.82 1.28 456.001.00 25.25 1.00Length = 1.131 ft 1 0.026 0.055 1.60 1.000 1.00 1.00 1.00 1.57 127.96 4953.50 1.33 456.001.00 25.25 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.6646 7.807 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.222 6.222 Overall MINimum 3.720 3.720 D Only 2.502 2.502 +D+L 6.222 6.222 +D+0.750L 5.292 5.292 +0.60D 1.501 1.501 L Only 3.720 3.720 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-9 (ROOF) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 10.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.286: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.500 ft 26.28 psi= = 918.91 psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 165.60 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.159 : 1 6.055 ft= = 262.95 psi Maximum Deflection 0 <360 4012 Ratio =0 <240 Max Downward Transient Deflection 0.012 in 6961Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.993 ft 1 0.126 0.086 0.90 1.000 1.00 1.00 1.00 0.92 90.72 719.34 0.47 129.600.80 11.13 1.00Length = 1.993 ft 1 0.155 0.086 0.90 1.000 1.00 1.00 1.00 1.13 111.38 719.34 0.28 129.600.80 11.13 1.00Length = 1.993 ft 1 0.152 0.086 0.90 1.000 1.00 1.00 1.00 1.10 109.24 719.34 0.46 129.600.80 11.13 1.00Length = 1.022 ft 1 0.077 0.086 0.90 1.000 1.00 1.00 1.00 0.56 55.54 719.66 0.47 129.600.80 11.13 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.993 ft 1 0.233 0.159 1.15 1.000 1.00 1.00 1.00 2.16 214.18 918.91 1.11 165.600.80 26.28 1.00Length = 1.993 ft 1 0.286 0.159 1.15 1.000 1.00 1.00 1.00 2.66 262.95 918.91 0.65 165.600.80 26.28 1.00Length = 1.993 ft 1 0.281 0.159 1.15 1.000 1.00 1.00 1.00 2.61 257.89 918.91 1.07 165.600.80 26.28 1.00Length = 1.022 ft 1 0.143 0.159 1.15 1.000 1.00 1.00 1.00 1.32 131.13 919.45 1.11 165.600.80 26.28 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-9 (ROOF) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.993 ft 1 0.199 0.136 1.15 1.000 1.00 1.00 1.00 1.85 183.32 918.91 0.95 165.600.80 22.49 1.00Length = 1.993 ft 1 0.245 0.136 1.15 1.000 1.00 1.00 1.00 2.27 225.06 918.91 0.56 165.600.80 22.49 1.00Length = 1.993 ft 1 0.240 0.136 1.15 1.000 1.00 1.00 1.00 2.23 220.73 918.91 0.92 165.600.80 22.49 1.00Length = 1.022 ft 1 0.122 0.136 1.15 1.000 1.00 1.00 1.00 1.13 112.23 919.45 0.95 165.600.80 22.49 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.993 ft 1 0.043 0.029 1.60 1.000 1.00 1.00 1.00 0.55 54.43 1277.88 0.28 230.400.80 6.68 1.00Length = 1.993 ft 1 0.052 0.029 1.60 1.000 1.00 1.00 1.00 0.68 66.83 1277.88 0.17 230.400.80 6.68 1.00Length = 1.993 ft 1 0.051 0.029 1.60 1.000 1.00 1.00 1.00 0.66 65.54 1277.88 0.27 230.400.80 6.68 1.00Length = 1.022 ft 1 0.026 0.029 1.60 1.000 1.00 1.00 1.00 0.34 33.33 1278.93 0.28 230.400.80 6.68 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0209 3.526 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.518 1.518 Overall MINimum 0.875 0.875 D Only 0.643 0.643 +D+S 1.518 1.518 +D+0.750S 1.299 1.299 +0.60D 0.386 0.386 S Only 0.875 0.875 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-8 (deck) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0750, S = 0.060 ksf, Tributary Width = 3.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.812: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 6.000 ft 50.45 psi= = 918.90 psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 165.60 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.305 : 1 0.000 ft= = 746.03 psi Maximum Deflection 0 <360 825 Ratio =0 <240 Max Downward Transient Deflection 0.075 in 1919Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.175 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.971 ft 1 0.325 0.222 0.90 1.000 1.00 1.00 1.00 2.36 233.51 719.34 1.21 129.600.80 28.76 1.00Length = 2.015 ft 1 0.525 0.222 0.90 1.000 1.00 1.00 1.00 3.81 377.36 719.33 0.96 129.600.80 28.76 1.00Length = 2.015 ft 1 0.591 0.222 0.90 1.000 1.00 1.00 1.00 4.30 425.31 719.33 0.48 129.600.80 28.76 1.00Length = 1.971 ft 1 0.591 0.222 0.90 1.000 1.00 1.00 1.00 4.30 425.31 719.34 0.47 129.600.80 28.76 1.00Length = 2.015 ft 1 0.527 0.222 0.90 1.000 1.00 1.00 1.00 3.83 379.42 719.33 0.95 129.600.80 28.76 1.00Length = 2.015 ft 1 0.330 0.222 0.90 1.000 1.00 1.00 1.00 2.40 237.66 719.33 1.21 129.600.80 28.76 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.971 ft 1 0.446 0.305 1.15 1.000 1.00 1.00 1.00 4.14 409.60 918.92 2.13 165.600.80 50.45 1.00Length = 2.015 ft 1 0.720 0.305 1.15 1.000 1.00 1.00 1.00 6.69 661.92 918.90 1.69 165.600.80 50.45 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-8 (deck) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.015 ft 1 0.812 0.305 1.15 1.000 1.00 1.00 1.00 7.54 746.03 918.90 0.84 165.600.80 50.45 1.00Length = 1.971 ft 1 0.812 0.305 1.15 1.000 1.00 1.00 1.00 7.54 746.03 918.92 0.83 165.600.80 50.45 1.00Length = 2.015 ft 1 0.724 0.305 1.15 1.000 1.00 1.00 1.00 6.72 665.54 918.90 1.67 165.600.80 50.45 1.00Length = 2.015 ft 1 0.454 0.305 1.15 1.000 1.00 1.00 1.00 4.21 416.87 918.90 2.13 165.600.80 50.45 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.971 ft 1 0.398 0.272 1.15 1.000 1.00 1.00 1.00 3.69 365.58 918.92 1.90 165.600.80 45.02 1.00Length = 2.015 ft 1 0.643 0.272 1.15 1.000 1.00 1.00 1.00 5.97 590.78 918.90 1.51 165.600.80 45.02 1.00Length = 2.015 ft 1 0.725 0.272 1.15 1.000 1.00 1.00 1.00 6.73 665.85 918.90 0.75 165.600.80 45.02 1.00Length = 1.971 ft 1 0.725 0.272 1.15 1.000 1.00 1.00 1.00 6.73 665.85 918.92 0.74 165.600.80 45.02 1.00Length = 2.015 ft 1 0.646 0.272 1.15 1.000 1.00 1.00 1.00 6.00 594.01 918.90 1.49 165.600.80 45.02 1.00Length = 2.015 ft 1 0.405 0.272 1.15 1.000 1.00 1.00 1.00 3.76 372.07 918.90 1.90 165.600.80 45.02 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.971 ft 1 0.110 0.075 1.60 1.000 1.00 1.00 1.00 1.42 140.11 1277.90 0.73 230.400.80 17.26 1.00Length = 2.015 ft 1 0.177 0.075 1.60 1.000 1.00 1.00 1.00 2.29 226.42 1277.85 0.58 230.400.80 17.26 1.00Length = 2.015 ft 1 0.200 0.075 1.60 1.000 1.00 1.00 1.00 2.58 255.19 1277.85 0.29 230.400.80 17.26 1.00Length = 1.971 ft 1 0.200 0.075 1.60 1.000 1.00 1.00 1.00 2.58 255.19 1277.90 0.28 230.400.80 17.26 1.00Length = 2.015 ft 1 0.178 0.075 1.60 1.000 1.00 1.00 1.00 2.30 227.65 1277.85 0.57 230.400.80 17.26 1.00Length = 2.015 ft 1 0.112 0.075 1.60 1.000 1.00 1.00 1.00 1.44 142.60 1277.85 0.73 230.400.80 17.26 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.1745 6.044 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.512 2.512 Overall MINimum 1.080 1.080 D Only 1.432 1.432 +D+S 2.512 2.512 +D+0.750S 2.242 2.242 +0.60D 0.859 0.859 S Only 1.080 1.080 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-9 (breezeway short span) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0750, L = 0.10 ksf, Tributary Width = 5.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.344: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 32.69 psi= = 799.17 psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 144.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.227 : 1 0.000 ft= = 274.90 psi Maximum Deflection 0 <360 5373 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 9550Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.011 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.989 ft 1 0.160 0.110 0.90 1.000 1.00 1.00 1.00 1.16 115.22 719.34 0.60 129.600.80 14.30 1.00Length = 2.007 ft 1 0.167 0.110 0.90 1.000 1.00 1.00 1.00 1.21 120.24 719.33 0.58 129.600.80 14.30 1.00Length = 1.004 ft 1 0.107 0.110 0.90 1.000 1.00 1.00 1.00 0.78 77.16 719.67 0.60 129.600.80 14.30 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.989 ft 1 0.330 0.227 1.00 1.000 1.00 1.00 1.00 2.66 263.42 799.18 1.38 144.000.80 32.69 1.00Length = 2.007 ft 1 0.344 0.227 1.00 1.000 1.00 1.00 1.00 2.78 274.90 799.17 1.33 144.000.80 32.69 1.00Length = 1.004 ft 1 0.221 0.227 1.00 1.000 1.00 1.00 1.00 1.78 176.42 799.59 1.38 144.000.80 32.69 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.989 ft 1 0.227 0.156 1.25 1.000 1.00 1.00 1.00 2.29 226.37 998.71 1.18 180.000.80 28.09 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-9 (breezeway short span) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.007 ft 1 0.237 0.156 1.25 1.000 1.00 1.00 1.00 2.39 236.24 998.70 1.14 180.000.80 28.09 1.00Length = 1.004 ft 1 0.152 0.156 1.25 1.000 1.00 1.00 1.00 1.53 151.61 999.36 1.18 180.000.80 28.09 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.989 ft 1 0.054 0.037 1.60 1.000 1.00 1.00 1.00 0.70 69.13 1277.88 0.36 230.400.80 8.58 1.00Length = 2.007 ft 1 0.056 0.037 1.60 1.000 1.00 1.00 1.00 0.73 72.14 1277.86 0.35 230.400.80 8.58 1.00Length = 1.004 ft 1 0.036 0.037 1.60 1.000 1.00 1.00 1.00 0.47 46.30 1278.95 0.36 230.400.80 8.58 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0112 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.222 2.222 Overall MINimum 1.250 1.250 D Only 0.972 0.972 +D+L 2.222 2.222 +D+0.750L 1.909 1.909 +0.60D 0.583 0.583 L Only 1.250 1.250 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-9 (breezeway long span) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0750, L = 0.10 ksf, Tributary Width = 4.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.967: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 64.90 psi= = 799.18 psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 144.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.451 : 1 8.047 ft= = 773.18 psi Maximum Deflection 0 <360 1061 Ratio =0 <240 Max Downward Transient Deflection 0.057 in 1891Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.102 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 1.971 ft 1 0.323 0.220 0.90 1.000 1.00 1.00 1.00 2.34 232.06 719.34 1.20 129.600.80 28.47 1.00Length = 2.004 ft 1 0.465 0.220 0.90 1.000 1.00 1.00 1.00 3.38 334.58 719.33 0.86 129.600.80 28.47 1.00Length = 2.004 ft 1 0.472 0.220 0.90 1.000 1.00 1.00 1.00 3.43 339.21 719.33 0.50 129.600.80 28.47 1.00Length = 2.004 ft 1 0.421 0.220 0.90 1.000 1.00 1.00 1.00 3.06 302.61 719.33 1.18 129.600.80 28.47 1.00Length = 1.018 ft 1 0.189 0.220 0.90 1.000 1.00 1.00 1.00 1.38 136.14 719.66 1.20 129.600.80 28.47 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.971 ft 1 0.662 0.451 1.00 1.000 1.00 1.00 1.00 5.34 528.94 799.19 2.74 144.000.80 64.90 1.00Length = 2.004 ft 1 0.954 0.451 1.00 1.000 1.00 1.00 1.00 7.70 762.63 799.18 1.95 144.000.80 64.90 1.00Length = 2.004 ft 1 0.967 0.451 1.00 1.000 1.00 1.00 1.00 7.81 773.18 799.18 1.14 144.000.80 64.90 Wood Beam C.T. ENGINEERINGLic. # : KW-06002997 DESCRIPTION:B-9 (breezeway long span) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Beam Calcs.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.004 ft 1 0.863 0.451 1.00 1.000 1.00 1.00 1.00 6.97 689.76 799.18 2.69 144.000.80 64.90 1.00Length = 1.018 ft 1 0.388 0.451 1.00 1.000 1.00 1.00 1.00 3.13 310.32 799.58 2.74 144.000.80 64.90 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.971 ft 1 0.455 0.310 1.25 1.000 1.00 1.00 1.00 4.59 454.72 998.73 2.35 180.000.80 55.79 1.00Length = 2.004 ft 1 0.656 0.310 1.25 1.000 1.00 1.00 1.00 6.62 655.62 998.71 1.68 180.000.80 55.79 1.00Length = 2.004 ft 1 0.666 0.310 1.25 1.000 1.00 1.00 1.00 6.71 664.69 998.71 0.98 180.000.80 55.79 1.00Length = 2.004 ft 1 0.594 0.310 1.25 1.000 1.00 1.00 1.00 5.99 592.97 998.71 2.31 180.000.80 55.79 1.00Length = 1.018 ft 1 0.267 0.310 1.25 1.000 1.00 1.00 1.00 2.70 266.77 999.35 2.35 180.000.80 55.79 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.000.80 0.00 1.00Length = 1.971 ft 1 0.109 0.074 1.60 1.000 1.00 1.00 1.00 1.41 139.23 1277.90 0.72 230.400.80 17.08 1.00Length = 2.004 ft 1 0.157 0.074 1.60 1.000 1.00 1.00 1.00 2.03 200.75 1277.86 0.51 230.400.80 17.08 1.00Length = 2.004 ft 1 0.159 0.074 1.60 1.000 1.00 1.00 1.00 2.06 203.53 1277.86 0.30 230.400.80 17.08 1.00Length = 2.004 ft 1 0.142 0.074 1.60 1.000 1.00 1.00 1.00 1.83 181.57 1277.86 0.71 230.400.80 17.08 1.00Length = 1.018 ft 1 0.064 0.074 1.60 1.000 1.00 1.00 1.00 0.83 81.69 1278.93 0.72 230.400.80 17.08 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1018 4.533 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.472 3.472 Overall MINimum 1.949 1.949 D Only 1.523 1.523 +D+L 3.472 3.472 +D+0.750L 2.984 2.984 +0.60D 0.914 0.914 L Only 1.949 1.949 MARQUEE ON MEEKER 30 Page 16 of 215 Page 17 of 215 Page 18 of 215 Page 40 of 42 Page 41 of 42 Page 42 of 42 I N 0, Project: Client FOUNDATION Structural Engineers Date: Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-9512 FAX: (206)285-0618 BASED ON 1500PSF BEARING2250 PLF2250 PLF3000 PLF2250 #13500 # Page 42 of 42Page 44 of 44 I N C. Project: Client: Date: Page Number: LATERAL ANALYSIS Structural Engineers 180 Nickerson St. Sults 302 Seattle, WA 98109 (206) 285-x}512 FAX: (206)285-0618 8/11/2021 ATC Hazards by Location ATC Hazards by Location Search Information Value Tacorrla SDC * null Seismic design category Shelton o ° Puyallup 0 Address: 14301 Tahoma Boulevard Southeast, Yelm, WA FV * null Site amplification factor at 1.0s CRS 377 ft Coefficient of risk (0.2s) 98597, USA 0.891 olyrrlpia- PGA 0.519 Elma 0 If Coordinates: 46.939423, -122.630482 leen ° 0.571 Elevation: 377 ft Mt Ruiriii National P Timestamp: 2021-08-11 T23:41:23.387Z Central is ° Hazard Type: Seismic C70 �e ° Chehalis I:..-�.�: _ Map data ©2021 Google Reference ASCE7-16 Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.293 MCER ground motion (period=0.2s) S1 0.468 MCER ground motion (period=1.Os) SMS 1.293 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SIDS 0.862 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.908 Coefficient of risk (0.2s) CR, 0.891 Coefficient of risk (1.0s) PGA 0.519 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.571 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=46.939423&Ing=-122.630482&address=14301 Tahoma Boulevard Southeast%2C Yelm%2C WA 98597%2 1/2 8/11/2021 ATC Hazards by Location TL 16 Long -period transition period (s) SsRT 1.293 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.424 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1 RT 0.468 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.526 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.636 Factored deterministic acceleration value (1.0s) PGAd 0.519 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=46.939423&Ing=-122.630482&address=14301 Tahoma Boulevard Southeast%2C Yelm%2C WA 98597%2... 2/2 2018 IBC SEISMIC OVERVIEW SHEET TITLE:2018 IBC SEISMIC OVERVIEW CT PROJECT # :Tahoma Terra BLDG A Lateral - By Unit Pair Step #2018 IBC ASCE 7-16 1. RISK CATEGORY TYPE =II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE =1.00 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. =D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response SS =1.29 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1 =0.47 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient (short period) Fa =1.00 Figure 1613.3.3(1) Table 11.4-1 7. SMS = Fa * SS SMS =1.293 EQ 16-37 EQ 11.4-1 SDS = 2/3 * SMS SDS =0.862 EQ 16-39 EQ 11.4-3 8. Seismic Design Category 0.2s SDCS =D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 =D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC =D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R =6.5 N/A Table 12.2-1 13. Overstrength Factor W0 =2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD =4.0 N/A Table 12.2-1 15. Plan Structural Irregularities ---NO N/A Table 12.3-1 16. Vertical Structural Irregularities ---NO N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 2 2018 IBC EQUIV. LAT. FORCE SHEET TITLE:2018 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 CT PROJECT # : Tahoma Terra BLDG A Lateral - By Unit Pair SDS =0.862 h n =29.10 (ft) x =0.75 ASCE 7-10 (Table 12.8-2) R = 6.5 Ct =0.020 ASCE 7-10 (Table 12.8-2) IE =1.0 T = 0.251 ASCE 7-10 (EQ 12.8-7) S1 =0.468 k =1 ASCE 7-10 (Section 12.8.3) TL =6 ASCE 7-10 (Section 11.4.5: Figure 22-15) CS = SDS / (R/IE) 0.133 W ASCE 7-10 (EQ 12.8-2) CS = SD1 / (T*(R/IE)) (for T<T L )0.000 W ASCE 7-10 (EQ 12.8-3) (MAX.) CS = (SD1 * TL)/ (T2*(R/IE)) (for T>T L )0.000 W ASCE 7-10 (EQ 12.8-4) (MAX.) CS = 0.01 0.010 W ASCE 7-10 (EQ 12.8-5) (MIN.) CS = (0.5 S1)/(R/IE)0.036 W ASCE 7-10 (EQ 12.8-6) (MIN.if S1> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.133 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Height AREA DL w i w i * h i k w x * h x k LEVEL Height (ft) (sqft) (ksf) (kips) (kips) Sw i * h i k Ridge 13.07 42.17 ASD LRFD ASD LRFD Roof 8.80 29.10 2722 0.020 54.44 1584.2 0.36 8.0 11.4 8.0 11.4 3rd 10.10 20.30 2600 0.036 93.60 1900.1 0.43 9.6 13.7 17.6 25.2 2nd 10.20 10.20 2600 0.036 93.60 954.7 0.22 4.8 6.9 22.4 32.0 1st (SOG)0.00 0.00 SUM = 241.6 4439.0 1.00 22.4 E = V = 32.05 (LRFD) 0.7*E = 22.43 (ASD) DESIGN SUM Vi DESIGN Vi Page 3 SHEET TITLE:MAIN WIND FORCE RESISTING SYSTEM , CHAPTER 27 PART 2 ASCE7-16 CT PROJECT # :Tahoma Terra BLDG A Lateral - By Unit Pair V ult . Wind Speed 3 Sec. Gust =110 mph Figure 1609 V asd. Wind Speed 3 Sec. Gust =85 mph (EQ 16-33) Exposure =B WIND IN FRONT-BACK DIRECTION: L= 44.0 ft B = 61.0 ft H =42 ft L/B = 0.72 Ph = 18.6 psf P0 = 15.8 psf (table 27.5-1 ASCE 7-16) Roof tributary area =866.3525 SF P3 = 17.7 psf wind load at 3rd diaphragm W = 15.4 kips → 06 W = 9.2 kips 3rd tributary area =576 SF P2 = 17.2 psf wind load at 2nd diaphragm W = 9.9 kips → 06 W = 5.9 kips 2nd tributary area =619 SF P1 = 16.5 psf wind load at 1st diaphragm W = 10.2 kips → 06 W = 6.1 kips Total wind load in this direction W = 35.5 kips 06 W = 21.3 kips WIND IN SIDE-SIDE DIRECTION: L= 61.0 ft B = 44.0 ft H = 42 ft L/B = 1.39 Ph = 17.8 psf P0 = 17.1 psf (table 27.5-1 ASCE 7-16) Roof tributary area =481.14 SF P3 = 17.6 psf wind load at 3rd diaphragm W = 8.4 kips → 06 W = 5.1 kips 3rd tributary area =415.8 SF P2 = 17.4 psf wind load at 2nd diaphragm W = 7.2 kips → 06 W = 4.3 kips 2nd tributary area =447 SF P1 = 17.3 psf wind load at 1st diaphragm W = 7.7 kips → 06 W = 4.6 kips Total wind load in this direction W = 23.4 kips 06 W = 14.0 kips SHEET TITLE:SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT # : Tahoma Terra BLDG A Lateral - By Unit Pair SHEATHING THICKNESS tsheathing =7/16" NAIL SIZE nail size =0.131" dia. X 2.5" long STUD SPECIES SPECIES =Hem-fir SPECIFIC GRAVITY S.G. =0.43 ANCHOR BOLT DIAMETER Anc. Bolt dia. =0.625 ASD F.O.S. =2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16" w/8d common v seismic v s allowable v wind v w allowable (15/32" values per (SDPWS-2018) modify per S. G. (SDPWS-2018) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) ---0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G.10000 4650 10000 4650 SHEET TITLE:LATERAL Front to BackCT PROJECT # : Tahoma Terra BLDG A Lateral - By Unit PairLATERAL Front to BackDiaph. Level:Roof0.6W 0.7EPanel Height =8.8ft.Design Wind N-S Vi= 9.22 kips Seismic Vi= 8.01 kipsMax. aspect =3.5SDPWS Table 4.3.4Sum Wind N-S Vi= 9.22 kips Sum Seismic Vi= 8.01 kipsMin. Lwall = 2.51 ft.(0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6Wper SDPWS-2018ri=1.00Table 4.3.3.5 Wind Wind E.Q. E.Q.r=1.00E.Q.E.Q. WindWind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind WindMax.Grid ID % LOAD LwallLDL eff.C 0w dlVlevelVcummVlevelVcumm2w/h viType TypeviOTMOTMcummROTMUnetOTMOTMcummROTMUnetUsum(ft) (ft) (klf) (kip) (kip) (kip) (kip)r(plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip)(kip)0.5025.0 35.0 1.000.204.61 4.61 4.00 4.00 1.00 1.00 160P6 P6184 35.22 35.22 58.72 -0.68 40.57 40.57 73.50 -0.96-0.68 N/A0.1617.0 17.0 1.000.301.51 1.51 1.31 1.31 1.00 1.00 77P6TN P6TN89 11.52 11.52 20.78 -0.57 13.26 13.26 26.01 -0.78-0.57 N/A0.1718.0 18.0 1.000.301.60 1.60 1.39 1.39 1.00 1.00 77P6TN P6TN89 12.19 12.19 23.29 -0.64 14.04 14.04 29.16 -0.87-0.64 N/A0.1617.0 17.0 1.000.301.51 1.51 1.31 1.31 1.00 1.00 77P6TN P6TN89 11.52 11.52 20.78 -0.57 13.26 13.26 26.01 -0.78-0.57 N/A1.009.22 9.228.01 8.01S's9.22 9.228.01 8.010.8k OR LESS NEGLIGIBLEBreezewayB-SW1B-SW2B-SW3ExteriorE-SW2HD TypeHD SpecHOLDOWN FORCES Diaph. Level:3rd LATERAL Front to BackPanel Height =10.10ft.0.6W 0.7EMax. aspect =3.5SDPWS Table 4.3.4Design Wind N-S Vi= 5.93 kips Seismic Vi= 9.60 kipsMin. Lwall = 2.89 ft.Sum Wind N-S Vi= 15.15 kips Sum Seismic Vi= 17.61 kips(0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6Wper SDPWS-2018ri=1.00Table 4.3.3.5 Wind Wind E.Q. E.Q.r=1.00E.Q.E.Q. WindWind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind WindMax.Wall ID % LOAD LwallLDL eff.C 0w dlVlevelVcummVlevelVcumm2w/h viType TypeviOTMOTMcummROTMUnetOTMOTMcummROTMUnetUsum(ft) (ft) (klf) (kip) (kip) (kip) (kip)r(plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip)(kip)0.118.5 13.5 1.000.200.65 0.65 1.05 1.05 1.00 1.00 123P6TN P6TN76 10.56 10.56 8.74 0.14 6.52 6.52 10.94 -0.340.14 N/A0.2825.0 35.0 0.880.201.67 6.29 2.71 6.71 1.00 1.00 306P4 P6286 67.80 103.02 58.72 1.44 63.48 104.06 73.50 0.891.44 MST370.118.5 13.5 1.000.200.65 0.65 1.05 1.05 1.00 1.00 123P6TN P6TN76 10.56 10.56 8.74 0.14 6.52 6.52 10.94 -0.340.14 N/A0.1617.0 17.0 1.000.300.97 2.48 1.57 2.88 1.00 1.00 169P6 P6TN146 29.07 40.58 20.78 1.21 25.02 38.28 26.01 0.751.21 MST370.1718.0 18.0 1.000.301.03 2.62 1.66 3.05 1.00 1.00 169P6 P6TN146 30.78 42.97 23.29 1.14 26.49 40.54 29.16 0.661.14 MST370.1617.0 17.0 1.000.300.97 2.48 1.57 2.88 1.00 1.00 169P6 P6TN146 29.07 40.58 20.78 1.21 25.02 38.28 26.01 0.751.21 MST371.005.93 15.15 9.60 17.61S's5.93 15.15 9.60 17.610.8k OR LESS NEGLIGIBLEE-SW1ExteriorHOLDOWN FORCESHD TypeHD SpecE-SW2E-SW3BreezewayB-SW1B-SW2B-SW3 Diaph. Level:2nd LATERAL Front to BackPanel Height =10.20ft.0.6W 0.7EMax. aspect =3.5SDPWS Table 4.3.4Design Wind N-S Vi= 6.12 kips Seismic Vi= 4.82 kipsMin. Lwall =2.91ft.Sum Wind N-S Vi= 21.28 kips Sum Seismic Vi= 22.43 kips(0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6Wper SDPWS-2018ri=1.00Table 4.3.3.5WindWindE.Q.E.Q.r=1.00E.Q.E.Q.WindWindE.Q.E.Q.E.Q.E.Q.WindWindWindWindMax.WallID% LOADLwallLDL eff.C 0w dlVlevelVcummVlevelVcumm2w/hviTypeTypeviOTMOTMcummROTMUnetOTMOTMcummROTMUnetUsum(ft)(ft)(klf)(kip)(kip)(kip)(kip)r(plf)(plf)(kip-ft)(kip-ft)(kip-ft)(kip)(kip-ft)(kip-ft)(kip-ft)(kip)(kip)0.118.5 13.5 1.000.200.67 1.31 0.53 1.57 1.00 1.00 185P6 P6154 16.02 26.58 8.74 1.39 13.39 19.91 10.94 0.701.39 STHD0.2825.0 35.0 0.880.201.73 8.01 1.36 8.07 1.00 1.00 368P3 P4365 82.36 185.39 58.72 4.12 81.74 185.79 73.50 3.274.12HDU0.118.5 13.5 1.000.200.67 1.31 0.53 1.57 1.00 1.00 185P6 P6154 16.02 26.58 8.74 1.39 13.39 19.91 10.94 0.701.39 STHD0.1617.0 18.0 1.000.301.00 3.48 0.79 3.67 1.00 1.00 216P6 P6205 37.40 77.98 23.29 3.16 35.47 73.76 29.16 2.573.16 STHD0.1718.0 19.0 1.000.301.06 3.68 0.84 3.88 1.00 1.00 216P6 P6205 39.60 82.57 25.96 3.09 37.56 78.10 32.49 2.493.09 STHD0.1617.0 18.0 1.000.301.00 3.48 0.79 3.67 1.00 1.00 216P6 P6205 37.40 77.98 23.29 3.16 35.47 73.76 29.16 2.573.16 STHD1.006.12 21.28 4.82 22.43S's6.12 21.28 4.82 22.430.8k OR LESS NEGLIGIBLEB-SW2B-SW3HOLDOWN FORCESHD TypeHD SpecExteriorE-SW1E-SW2E-SW3BreezewayB-SW1 SHEET TITLE:LATERAL Side to SideCT PROJECT # : Tahoma Terra BLDG A Lateral - By Unit PairLATERAL Side to SideDiaph. Level:Roof0.6W 0.7EPanel Height =8.80ft.Design Wind N-S Vi= 5.07 kips Seismic Vi= 8.01 kipsMax. aspect =3.5SDPWS Table 4.3.4Sum Wind N-S Vi= 5.07 kips Sum Seismic Vi= 8.01 kipsMin. Lwall = 2.51 ft.(0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6Wper SDPWS-2018ri=1.00Table 4.3.3.5 Wind Wind E.Q. E.Q.r=1.00E.Q.E.Q. WindWind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind WindMax.Wall ID % LOAD LwallLDL eff.C 0w dlVlevelVcummVlevelVcumm2w/hviType TypeviOTMOTMcummROTMUnetOTMOTMcummROTMUnetUsum(ft) (ft) (klf) (kip) (kip) (kip) (kip)r(plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip)(kip)0.188.0 13.0 0.790.300.89 0.89 1.41 1.41 1.00 1.00 223P6 P6TN141 12.38 12.38 12.15 0.02 7.83 7.83 15.21 -0.600.02 N/A0.075.5 5.5 1.000.300.38 0.38 0.60 0.60 1.00 1.00 108P6TN P6TN68 5.24 5.24 2.17 0.63 3.31 3.31 2.72 0.120.63 N/A0.1517.5 26.0 1.000.400.76 0.76 1.21 1.21 1.00 1.00 69P6TN P6TN44 10.63 10.63 64.80 -2.14 6.73 6.73 81.12 -2.94-2.14 N/A0.1517.5 26.0 1.000.400.76 0.76 1.21 1.21 1.00 1.00 69P6TN P6TN44 10.63 10.63 64.80 -2.14 6.73 6.73 81.12 -2.94-2.14 N/A0.1011.5 21.0 1.000.400.50 0.50 0.79 0.79 1.00 1.00 69P6TN P6TN44 6.98 6.98 42.28 -1.74 4.42 4.42 52.92 -2.39-1.74 N/A0.1011.5 21.0 1.000.400.50 0.50 0.79 0.79 1.00 1.00 69P6TN P6TN44 6.98 6.98 42.28 -1.74 4.42 4.42 52.92 -2.39-1.74 N/A0.188.0 13.0 0.790.300.89 0.89 1.41 1.41 1.00 1.00 223P6 P6TN141 12.38 12.38 12.15 0.02 7.83 7.83 15.21 -0.600.02 N/A0.075.5 5.5 1.000.300.38 0.38 0.60 0.60 1.00 1.00 108P6TN P6TN68 5.24 5.24 2.17 0.63 3.31 3.31 2.72 0.120.63 N/A1.005.07 5.07 8.01 8.01S's5.07 5.07 8.01 8.011.0k OR LESS NEGLIGIBLESW4SW3SW2SW4ExteriorParty WallExteriorSW2SW4SW1SW2HOLDOWN FORCESHD TypeHD Spec Diaph. Level:3rd LATERAL Side to SidePanel Height =10.10ft.0.6W 0.7EMax. aspect =3.5SDPWS Table 4.3.4Design Wind N-S Vi= 4.34 kips Seismic Vi= 9.60 kipsMin. Lwall = 2.89 ft.Sum Wind N-S Vi= 9.41 kips Sum Seismic Vi= 17.61 kips(0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6Wper SDPWS-2018ri=1.00Table 4.3.3.5 Wind Wind E.Q. E.Q.r=1.00E.Q.E.Q. WindWind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind WindMax.Wall ID % LOAD LwallLDL eff.C 0w dlVlevelVcummVlevelVcumm2w/hviType TypeviOTMOTMcummROTMUnetOTMOTMcummROTMUnetUsum(ft) (ft) (klf) (kip) (kip) (kip) (kip)r(plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip)(kip)0.107.0 12.0 1.000.300.43 0.43 0.94 0.94 1.00 1.00 135P6TN P6TN61 9.54 9.54 10.35 -0.07 4.32 4.32 12.96 -0.76-0.07 N/A0.118.0 13.0 0.790.300.46 1.35 1.02 2.43 1.00 1.00 386P3 P6215 24.54 36.91 12.15 2.42 13.67 21.50 15.21 0.512.42MST480.055.5 5.5 1.000.300.20 0.57 0.43 1.03 1.00 1.00 187P6 P6TN104 10.38 15.62 2.17 2.78 5.78 9.10 2.72 1.322.78MST480.1517.5 26.0 1.000.400.66 1.42 1.45 2.66 1.00 1.00 152P6 P6TN81 26.83 37.46 64.80 -1.08 14.34 21.07 81.12 -2.37-1.08 N/A0.1517.5 26.0 1.000.400.66 1.42 1.45 2.66 1.00 1.00 152P6 P6TN81 26.83 37.46 64.80 -1.08 14.34 21.07 81.12 -2.37-1.08 N/A0.1011.5 21.0 1.000.400.43 0.93 0.95 1.75 1.00 1.00 152P6 P6TN81 17.63 24.61 42.28 -0.87 9.42 13.84 52.92 -1.92-0.87 N/A0.1011.5 21.0 1.000.400.43 0.93 0.95 1.75 1.00 1.00 152P6 P6TN81 17.63 24.61 42.28 -0.87 9.42 13.84 52.92 -1.92-0.87 N/A0.107.0 12.0 1.000.300.43 0.43 0.94 0.94 1.00 1.00 135P6TN P6TN61 9.54 9.54 10.35 -0.07 4.32 4.32 12.96 -0.76-0.07 N/A0.118.0 13.0 0.790.300.46 1.35 1.02 2.43 1.00 1.00 386P3 P6215 24.54 36.91 12.15 2.42 13.67 21.50 15.21 0.512.42MST480.055.5 5.5 1.000.300.20 0.57 0.43 1.03 1.00 1.00 187P6 P6TN104 10.38 15.62 2.17 2.78 5.78 9.10 2.72 1.322.78MST481.004.34 9.41 9.60 17.61S's4.34 9.41 9.60 17.611.0k OR LESS NEGLIGIBLESW3SW4SW4SW1SW2ExteriorSW1SW2SW1SW2SW4Party WallExteriorHOLDOWN FORCESHD TypeHD Spec Diaph. Level:2nd LATERAL Side to SidePanel Height =10.20ft.0.6W 0.7EMax. aspect =3.5SDPWS Table 4.3.4Design Wind N-S Vi= 4.62 kips Seismic Vi= 4.82 kipsMin. Lwall =2.91ft.Sum Wind N-S Vi= 14.04 kips Sum Seismic Vi= 22.43 kips(0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6Wper SDPWS-2018ri=1.00Table 4.3.3.5WindWindE.Q.E.Q.r=1.00E.Q.E.Q.WindWindE.Q.E.Q.E.Q.E.Q.WindWindWindWindMax.WallID% LOADLwallLDL eff.C 0w dlVlevelVcummVlevelVcumm2w/hviTypeTypeviOTMOTMcummROTMUnetOTMOTMcummROTMUnetUsum(ft)(ft)(klf)(kip)(kip)(kip)(kip)r(plf)(plf)(kip-ft)(kip-ft)(kip-ft)(kip)(kip-ft)(kip-ft)(kip-ft)(kip)(kip)0.107.0 12.0 1.000.300.45 0.88 0.47 1.42 1.00 1.00 203P6 P6TN126 14.47 24.01 10.35 1.21 9.00 13.31 12.96 0.031.21STHD0.118.0 13.0 0.790.300.49 1.85 0.51 2.94 1.00 1.00 468P2 P6293 30.02 66.94 12.15 5.36 18.83 40.32 15.21 2.045.36HDU0.055.5 5.5 1.000.300.21 0.78 0.22 1.25 1.00 1.00 226P6 P6TN142 12.70 28.32 2.17 5.41 7.97 17.06 2.72 2.975.41HDU0.1517.5 26.0 1.000.400.70 2.12 0.73 3.38 1.00 1.00 193P6 P6TN121 34.52 71.97 64.80 0.28 21.60 42.66 81.12 -1.520.28 N/A0.1517.5 26.0 1.000.400.70 2.12 0.73 3.38 1.00 1.00 193P6 P6TN121 34.52 71.97 64.80 0.28 21.60 42.66 81.12 -1.520.28 N/A0.1011.5 21.0 1.000.400.46 1.39 0.48 2.22 1.00 1.00 193P6 P6TN121 22.68 47.30 42.28 0.25 14.19 28.04 52.92 -1.220.25 N/A0.1011.5 21.0 1.000.400.46 1.39 0.48 2.22 1.00 1.00 193P6 P6TN121 22.68 47.30 42.28 0.25 14.19 28.04 52.92 -1.220.25 N/A0.107.0 12.0 1.000.300.45 0.88 0.47 1.42 1.00 1.00 203P6 P6TN126 14.47 24.01 10.35 1.21 9.00 13.31 12.96 0.031.21STHD0.118.0 13.0 0.790.300.49 1.85 0.51 2.94 1.00 1.00 468P2 P6293 30.02 66.94 12.15 5.36 18.83 40.32 15.21 2.045.36HDU0.055.5 5.5 1.000.300.21 0.78 0.22 1.25 1.00 1.00 226P6 P6TN142 12.70 28.32 2.17 5.41 7.97 17.06 2.72 2.975.41HDU1.004.62 14.04 4.82 22.43S's4.62 14.04 4.82 22.431.0k OR LESS NEGLIGIBLESW4SW3SW4SW2ExteriorSW1SW2SW2SW4Party WallSW1ExteriorSW1HOLDOWN FORCESHD TypeHD Spec