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Structural-Calculations 6.5.20PROJECT ENGINEER JOB # 20-13 DATE: 4/23/2020 STRUCTURAL CALCULATIONS GRAVITY AND LATERAL DECK STRUCTURAL CALCULATIONS AND FOUNDATION DESIGN DeVitis Residence Deck Addition I.B.I. COMPANY CONSULTING ENGINEERS P.O. Box 3194, Bellevue, WA, 98009 1372 Bellevue Way N.E. # 3 Bellevue, WA 98004 Phone: (425) 450 - 0316 Fax: (425) 450-0316 E-mail: ibicompany@comcast.net E-mail: info@ibicompany.com JUAN C. INCHAUSTE, M.S., P.E. 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 1 PROJECT NAME: DeVitis Residence Deck Addition JOB # 20-13 PROJECT ADDRESS: DeVitis Residence Deck Addition 1212 8th Ave. North Edmonds, WA 98029 CLIENT ADDRESS: Mr. & Mrs. DeVitis 1212 8th Ave. North Edmonds, WA 98029 ARCHITECT/ DESIGNER: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98029 Phone: (206)-523-6427 JURISDICTION: City of Edmonds Development Service Department 121 5th Ave. North Edmonds, WA 98020 Phone: (425)-771-0220 Fax-425-771-0221 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 1 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 2 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 Load Definitions (Per section 1602, I.B.C. 2015) LOADS. Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitud, such as dead loads. All other loads are variable loads. Symbols & Notations D = Dead Loads. D; = Weight of ice in accordance with Chapter 10 ofASCE 7-10 E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4.2 ofASCE 7-10 F = Load due to fluids with well-defined pressures and maximum heights. Fa = Flood Load in accordance with Chapter 5 ofASCE 7-10 H = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials. L = Roof live load greater than 20 psf and floor live load Lr = Roof live load of 20 psf or less R = Rain load. S = Snow Load. T = Self -straining load Vasa = Nominal design wind speed (3-second gust), miles per hour (mph) where applicable V „jt = Ultimate design wind speed (3-second gust), miles per hour (mph) from figures 1609 3(1), 1609 3(2), 1609 3(3) orASCE 7-10 figures 26.5-1A, 26.5-1B or 26.5-1C W = Load due to wind pressure. W; = Wind -on -ice in accordance with Chapter 10 ASCE 7-10 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 2 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 3 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 General Design Requirements ( Per Section 1604 of the I.B.C. 2015) 1604.1 General Building, structures and parts thereof shall be designed and constructed in accordance with allowable stress design, as permitted by the applicable materials. 1604.2 Strength. Buildings and other structures, and parts thereof, shall be design and constructed to support safely the nominal loads in load combinations defined in the I.B.C. 2015, Code without exceeding the appropriate specified allowable stresses for the materials of construction. 1604.3 Serviceability. Structural systems and members thereof shall be design to have adequate stiffness to limit deflections and lateral drift as required by Table 1604.3 of the IBC 2015 Code and Section 12.12.1 of the ASCE 7-10 Table 1604.3 Deflection Limits a,b,c,h,l Construction L S or W f D+L "g Roof members e Supporting plaster or stucco ceiling Supporting non plaster ceiling Not supporting ceiling 11360 11360 11360 1 11240 1 11240 1 11180 1 11180 1 11180 1 11120 Floor members 1 11360 1 ----- I L/240 With plaster or stucco finish With other brittle material With flexible finishes ----- 11360 ----- 11240 ----- 11120 ----- Refer to Table 1604.3 of the I.B.C. 2015 for footnotes a, b, c, d, e,g, h, and 1. 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 3 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 4 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 LOAD COMBINATIONS PER SECTION 1605 I.B.C. 2015 Section 1605.1 General. Buildings and other structures and portions thereof shall be designed to resist the load combinations specified in Section 1605.1 1. The load combinations pecified in Section 1605.2, 1605.3.1 or 1605.3.2 2. The load combinations specified in Chapters 18 through 23, and 3. The seismic load effects including overstrength factor in accordance with Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 ofASCE 7-10. With the simplified procedure ofASCE 7-10 Section 12.14, the seismic load effects including overstrength factor in accordance with Section 12.14.3.2 of the ASCE 7-10 shall be used. Section 1605.3 Load combinations using allowable stress design Section 1605.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by the code, is used, structures and portions thereof shall resist the most critical effects resulting from the following combinations of loads: D + F (Equation 16-8) D+H+F+L (Equation 16-9) D+H+F+(L r or S or R) (Equation 16-10) D+H+F+0.75(L)+0.75(L r or S or R) (Equation 16-11) D+H+F+(0.6W or 0.7E) (Equation 16-12) D+H+F+0.75(0.6W)+0.75L+0.75(L r or S or R) (Equation 16-13) D+H+F+0.75(0.7E)+0.75L+0.75S (Equatiion 16-14) 0.6D+0.6W+H (Equation 16-15) 0.6(D+F)+0.7E+H (Equation 16-16) Exceptions: 1.- Crane hook loads need not be combined with roof live load or with more than three -fourths of the snow load or one-half of the wind load 2.- Flat roof snow loads of 30 psf or less and roof live loads of 30 psf or less need not be combined with seismic loads. Where flat roof snow load exceeds 30 psf 20 percent shall be combined with seismic loads. Refer to section 1605.2.1 of the IBC 2015 Code for exceptions 3, 4 and 5 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 4 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 5 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 Dead Loads (Per Section 1606, I.B.C. 2015) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. In absence of definite information, values used shall be subject to the approval of the building official. Deck Dead Loads Composite Deck 314" Plywood 18" LVL's @ 16" o.c. 1x6 T & G V Groove Ceiling ............................. 5.00 p.S.f. ............................. 2.40 p.s.f. ............................. 6.90 p.s.f. ............................. 2.19 p.s.f. Electrical and Mechanical ............................. 1.00 P.S.f. TOTAL LOADS 17.49 p.s.f. USE: 18.00 p.s.f. for Design 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 5 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 6 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 Live Loads (Per Section 1607, IBC 2015) Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed unit loads required by Table 160 7. 1 Live loads per I.B.0 2015 Table 1607.1.1 Item 25 Residencial One and Two family dwellings Uninhabitable attics without storage' .................... 10 p.s.f. Uninhabitable attics with storage'' k ...................... 20 p.s.f. Habitable attics and sleeping areas k .................... 30 p.s.f. All other areas except balconies and decks areas.... 40 p.s.f. Hotels and multifamily dwellings Private rooms and corridors serving them .............. 40 p.s.f. Public rooms and corridors serving them ................ 100 p.s.f. Live load per I.B.C. 2015 Table 1607.1 Item 26 Roofs Ordinary flat, pitched, and curved roofs 20 p.s.f. Live load per I.B.C. 2015 Table 1607.1 Item 30 Stairs & Exits One and two family dwellings .............................. 40 p.s.f. All other.......................................................... 100 p.s.f. Live load per I.B.C. 2015 Table 1607.1 Item 31 Storage Warehouses Storage warehouses (shall be designed for heavier loads if required for anticipated storage) Heavy.............................................................250' p.s.f. Ligth...............................................................125' p.s.f. Live load reductions shall be per section 1607.10 of the I.B.C. 2015 Roof live load reductions shall be per section 1607.12.2 of the I.B.C. 2015 Refer to Table 1607.1 for footnoted and additional Information 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 6 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 7 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 Alternate floor live load reduction ( Per section 1607.10.2 IBC 2015) As an alternative to Section 1607.10.1, uniform live loads are permitted to be reduce in accordance with the following provisions. Such reductions shall apply to slab systems, beams, girders, columns, piers, walls and foundations. The design live load for any structural member supporting 150 Sq. Ft. or more is permitted to be reduced in accordance with the following equatiion. R=0.08(A-150)......................................... (Equation 16-24) Such reduction shall not exceed 1.- 40 percent for horizontal memebers 2.- 60 percent for vertical members 3.- R as determined by the following equation R=23.1(1+D/Lo)......................................... (Equation 16-25) A = Area of floor supported by the member in square feet D = Dead load per square foot or area supported Lo = Unreduced live load per square foot or area supported R = Reduction in percent. Reduction in roof live load (Per Section 1607.12.2 IBC 2015) Lr = LoR 1 R 2........................................ (Equation 16-26) where: 12 s Lr s 20 Lo = Unreduced roof live load per square foot of horizontal projection supported by the member. Lr = Reduced live load per square foot of horizontal projection in pounds per square foot The reduction factors R 1 and R 2 shall be determined as follows: R, = 1 for A t <= 200 Sq. Ft .................................. (Equation 16-27) R = 1.2 - 0.001 "At for 200 < At < 600 Sq. Ft............ (Equation 16-28) R = 0.6 for At > 600 Sq. Ft .................................. (Equation 16-29) where: At = Tributary span (span length multiplied by effective width) in square feet supported by any structural member, and F = for a sloped roof, the number of inches of rise per foot, and F = for an arch dome, rise -to -span ratio multiplied by 32, and R 2 = 1 for F<=4......................................... (Equation 16-30) R 2 = 1.2-0.05F for 4<F<12..................................... (Equation 16-31) R 2 = 0.6 for F> 12........................................ (Equation 16-32) 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 7 L'ITC Hazards by Location 04/26/2020 Search Information General Building Data & Loads Per IBC 2015 Code �31Fs, Address: 1212 8th Ave N, Edmonds, WA 98020, USA Coordinates: 47.82042149999999,-122.369595 Elevation: 67 ft Ti m esta m p: 2020-04-24T00:10:04.029Z Hazard Type: Snow ASCE 7-16 Ground Snow Load _______ A 20 Ib/sqft The reported ground snow load applies at the query location of 67 feet up to a maximum elevation of 350 feet with a tolerance of 100 feet. (-Go, gle ASCE 7-10 Ground Snow Load __ A 15 Ib/sqft The reported ground snow load applies at the query location of 67 feet up to a maximum elevation of 400 feet. Page 8 mt. Mar Ville Baker-snoq� a National Fc w 67 ft erett I _ o 1° Redmond Seattle ° 4 e7i Map , Report a map error ASCE 7-05 Ground Snow Load ______ A 15 Ib/sqft The reported ground snow load applies at the query location of 67 feet up to a maximum elevation of 400 feet. 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer 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. 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 8 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 9 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 Snow Loads (Per Section 16081BC 2015) 1608.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7-10, but the design roof load shall not be less than determined Section 1607. Ground snow load: Pg = 20 psf (From Fig. 7-1 or Table 7-1 ASCE-7-10) Importance factor: Is = 1.00 (From Table 1.5-2 based on Risk Category from Table 1.5-1 of ASCE 7-10) Snow exposure factor: Ce = 1.00 (From Table 7-2 ASCE-7-10) Partial Exposure B and C Thermal factor.• Ct = 1.00 (From Table 7-3 ASCE- 7-10) Roof slope factor: Cs = 1.00 (From Fig. 7-2 from ASCE-7-10) Design snow load: S=0.7*Ce*Ct*Cs*Pg*Is (Flat & Sloped Roofs) Use 25 psf Snow Load for Design 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 9 L'ITC Hazards by Location 04/26/2020 General Building Data & Loads Per IBC 2015 Code Search Information a31F>, Address: 1212 8th Ave N, Edmonds, WA 98020, USA Coordinates: 47.82042149999999,-122.369595-' Elevation: 67 ft Timestamp: 2020-04-24T00:09:32.811 Z Hazard Type: Wind ,,Go gle ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year 72 MRI25-Year 73 mph MR125-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category 11 97 mph Risk Category 11 110 mph Risk Category 111 104 mph Risk Category III -IV 115 mph Risk Category IV 108 nph Marys Ville 1 _67 ft Brett 0 1° Redmond Seattle o 4 ASCE 7-05 Page 10 Mt. Baker-snoqil. National Fc 0 tin - Map , Report a map error ASCE 7-05 Wind Speed 85 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 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 R$&, nor to substitute for the ?&N3�r8AA1; Ms in interpreting and applyingPeWrtAults 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 thic wphcitp rinps not imply annrnval by the nnvprninn huilrlinn cnrlp hnrlipG rpsnnnGihlp fnr huilrlinn cnrlp annrnval and intprnrptatinn fnr the 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 11 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 Wind Loads (Per Section Section 1609 IBC 2015) 1609.1 Applications. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by others. 1609.1.1 Determination of wind loads. Wind loads on every building shall be determined in accordance with Chapters 26 to 30 of ASCE 7-10 or provitions of the alternate all-heigths method in section 1609.6. The type of opening protection required, the ultimate design wind speed, V tt, and the exposure category for a site is permitted to be determined in accordance to Section 1609 or ASCE 7-10 Basic Wind Speed V It = 110 mph (Figure 1609A IBC 2015 or Figure 26.5-1A asce 7-10) Surface Roughness B (Section 1609.4.2 IBC 2015 or Section 26.7.2 of the ASCE 7-10) Exposure Category B (Section 1609.4.3 IBC 2015 or Section26.7.3 of the ASCE 7-10) Enclosure Classification Enclosed (Section 26.2 of the ASCE 7-10) Risk Category of Building 11 (Section 1.5.1 and Table 1.5-2 ASCE 7-10) Wind directionality factor Kd = 0.85 (Section 26.6 and Table 26.6-1 ASCE 7-10) Topographic Factor KZt = (1+K 1 *K2 *K3) 2 (Section 26.8 and Figure 26.8-1) asce 7-10 Wind loads have been calculated based on Chapter 28 Envelope Procedure 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 11 OTCHazards by Location 04/26/2020 Search Information Address: 1212 8th Ave N, Edmonds, Coordinates: 47.82042149999999, -122. Elevation: 67 ft Ti mestam p: 2020-04-24TOO: 11: 1 0.30OZ Hazard Type: Seismic Reference IBC-2015 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters General Building Data & Loads Per IBC 2015 Code ngeles 141 agequim f WA 98020, USA 369595 °1 rk pGo gle Marysville 0 67 ft e rett Redmond Seattle ° 0 Page 12 mt. Baker-snoqua National For 0 0 Map i Report a map error Design Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Name Value Description SS 1.277 MCER ground motion (period=0.2s) S1 0.5 MCER ground motion (period=1.Os) SMS 1.277 Site -modified spectral acceleration value SM1 0.751 Site -modified spectral acceleration value SDS 0.851 Numeric seismic design value at 0.2s SA SD1 0.5 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s FV 04/2642920 Site amplification qj,"@f4tB1{iMng Data & Loads Per IBC 2015 Code Page 12 CRg 0.981 Coefficient of risk (0.2s) CR1 04/26ZO40 Coefficient of risk"mil Building Data & Loads Per IBC 2015 Code PGA 0.519 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.519 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.277 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.302 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.601 Factored deterministic acceleration value (0.2s) S1RT 0.5 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.528 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.639 Factored deterministic acceleration value (1.0s) PGAd 0.617 Factored deterministic acceleration value (PGA) Page 13 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. 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 13 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 14 PROJECT: DeVitis Residence Deck Addition JOB#: 20-13 Earthquake Loads (Per Section 1613 IBC 2015) 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earrthquake motion in accordance with ASCE-7-10, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 IBC 2015 or ASCE 7-10 Risk Category of Building 11 (From Table 1.5-1 ASCE-7-10) RCB 11 Site Class D (From section 11.4.2 ASCE-7-10 Sc D Fa Short period site coefficient (at 0.2 s-period) Section 11.4.3 ASCE 7-10 Fa = 1.000 F Long period site coefficient (at 1.0 s-period) Section 11.4.3 ASCE 7-10 F„ = 1.500 Mapped MCE R 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.1 Ss = 1.277 g Mapped MCE R 5 percent damped, spectra response acceleration parameter at a periods of 1 s as defined in Section 11.4.1 ASCE 7-10 S, = 0.500 g The MCE R 5 percent damped, spectra response acceleration parameter at short adjusted for site class effects as defined in section 11.4.3 ASCE 7-10 S ms = Fa S S (Equation 11.4-1) S ms = 1.277 g The MCE R 5 percent damped, spectra response acceleration parameter at a periods of 1 s adjusted for site class effects as defined in Section 11.4.3 ASCE 7-10 S m, = F v S I (Equation 11.4-2) S M, = 0.750 g Design 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.4 ASCE 7-10 S DS = 213S Ms (Equation 11.4-3) S oS = 0.851 g Design 5 percent damped, spectra response acceleration parameter at a period of 1 s as defined in Section 11.4.4 ASCE 7-10 SDI = V3S M, (Equation 11.4-4) SDI = 0.500 g 1 e Importance factor as prescribed in Section 11.5.1 ASCE 7-10 1 e = 1.000 Seismic Design Category D (From Tables 11.6-1 & 11.6-2 ASCE- 7-10) SDC = D Response Modification Factor R=1.5 (From Table 12.2-1 ASCE-7-10) R = 1.500 System Overstrength Factor 0,, =1.5 (From Table 12.2-1 ASCE-7-05) Do = 1.500 Deflection Amplification Factor C d =1.5 (from Table 12.2-1 ASCE 7-10) C d = 1.500 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 14 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 15 I J,01' M. Ln 04/26/2020 General Building Data & Loads Per IBC 2015 Code Page 15 04/24/2020 Timber Frame Analysis And Footing Design Page 1 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS VersaFrame V8.13 (608.0) Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:31:14 (C) Digital Canal Corp. LoaKomb: [Default] TIMBER FRAME (Isometric View) -x z Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 1 04/24/2020 Timber Frame Analysis And Footing Design Page 2 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 14:16:26 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 2 04/24/2020 Timber Frame Analysis And Footing Design Page 3 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 14:18:29 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x 180 Ib/ft Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 3 04/24/2020 Timber Frame Analysis And Footing Design Page 4 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 14:19:30 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. -600 Ib/ft Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 4 04/24/2020 Timber Frame Analysis And Footing Design Page 5 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 14:22:05 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 5 04/24/2020 Timber Frame Analysis And Footing Design Page 6 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:36:13 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. 933. P-x Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 6 04/24/2020 Timber Frame Analysis And Footing Design Page 7 General Info Model Name: TIMBER FRAME WITH EMBEDED POSTS Company: IBI COMPANY Engineer: Juan C. Inchauste, M.S., P.E. Notes: Write your notes here Units Length ft Dimension in Force lb Linear Force lb/ft Moment lb-ft Linear Moment lb-ft/ft Surface Pressure lb/ft^2 Translational Displacement in Rotational Displacement rad Temperature F Modulus lb/in^2 Weight Density lb/ft^3 Reinforcement Area in^2 Stress lb/in^2 Nodal Translational Spring lb/in Nodal Rotational Spring lb-in/rad Line Translational Spring lb/in^2 Surface Translational Spring lb/ft^3 Materials Units: Young's Modulus (E), fc, fy, fys [lb/in^2]; Weight Density (Wc) [lb/ft^3]; Thermal Coefficient (Tc) [1/F] Material Label E Poisson v We Tc fc -------------------------------- 1 Default 2.900e+007 -------------------- 0.3 489.0 ---------------------- 0.00 3.000e+003 2 DF-1-PT 1.600e+006 0.3 35.0 0.00 3.000e+003 3 Concrete30 3.156e+006 0.15 145.0 0.00 3.000e+003 4 PSL-2.OE 2.000e+006 0.3 35.0 0.00 3.000e+003 Sections Units: Iz, Iy, J [in^4]; A, Ay, Az [in^2] fy fys 6.000e+004 6.000e+004 6.000e+004 6.000e+004 6.000e+004 6.000e+004 6.000e+004 6.000e+004 Section Label Iz Iy J A Ay Az 1 Default 1.00 1.00 1.00 1.00 1.00 1.00 2 Round24 16286.00 16286.00 32572.00 452.39 407.15 407.15 3 Rect5.5x5.5 76.26 76.26 128.87 30.25 25.21 25.21 4 Rect5.25xl4 1200.50 168.82 516.01 73.50 61.25 61.25 Load Cases LoadCase -------- -------------------------------- Label -------------------------------- Type 1 Default Dead-D 2 Dead -Load Dead-D 3 Live -Load Live-L 4 Snow -Load Snow-S 5 Seismic -Loads Earthquake-E Load Combinations 04/24/2020 Timber Frame Analysis And Footing Design Page 7 04/24/2020 Timber Frame Analysis And Footing Design Page 8 LoadComb Label P-Delta LoadCase Factor 1 Default No Default 1.00 2 Dead -Load No Dead -Load 1.00 3 Live -Load No Live -Load 1.00 4 Snow -Load No Snow -Load 1.00 5 Seismic -Loads No Seismic -Loads 1.00 6 DL+LL No Dead -Load 1.00 Live -Load 1.00 7 DL+SL No Dead -Load 1.00 Snow -Load 1.00 8 DL+0.75LL+0.75SL No Dead -Load 1.00 Live -Load 0.75 Snow -Load 0.75 9 DL+0.7E No Dead -Load 1.00 Seismic -Loads 0.70 10 DL+0.75LL+0.75S+0.525E No Dead -Load 1.00 Live -Load 0.75 Snow -Load 0.75 Seismic -Loads 0.53 11 0.6DL+0.7E No Dead -Load 0.60 Seismic -Loads 0.70 Miscellaneous Model type 2D Frame (X, Y, OZ) Maximum Nonlinear Iterations 10 P-Delta Tolerance (%) 0.5 Fictitious oz stiffness factor for shell 1e-007 Diaphragm stiffness factor 10000 Consider member shear deformations No Consider rigid diaphragms Yes Use cracked section properties (Icr) No Number of segments for member output 20 Average shell and brick stresses Yes Use thin plate bending formulation for rectangular shells Yes Use incompatible membrane formulation for shells Yes Self weight considered as load case Default Self weight acted in global direction Y Self weight multiplier 0 Number of modes (eigenvalues and eigenvectors) 1 Number of iteration vectors 8 Eigenvalue tolerance 0.001 Maximum subspace iterations 18 Load combination for mass Default Convert loads to masses Yes Nodes Units: Coordinates X, Y, Z [ft] Node X Y Z Node X Y z 1 0.00 0.00 0.00 2 0.00 1.00 0.00 3 0.00 2.00 0.00 4 0.00 3.00 0.00 5 0.00 4.00 0.00 6 0.00 13.01 0.00 7 14.21 13.01 0.00 8 14.21 4.00 0.00 9 14.21 3.00 0.00 10 14.21 2.00 0.00 11 14.21 1.00 0.00 12 14.21 0.00 0.00 04/24/2020 Timber Frame Analysis And Footing Design Page 8 04/24/2020 Timber Frame Analysis And Footing Design Page 9 Members Units: Angle [deg]; Length [ft] Release flag: 1=released, 0=not released;[Start-OZ][End-OZ][Start-OY][End-OY][Torsion-OX] Nonlinear flag: 0=1inear, 1=tension only, 2=compression only Member Node-1 Node-2 Section Material Angle Cracking Length Release Nonlinear 1 1 2 2 3 0.000 1.000 1.00 00000 0 2 2 3 2 3 0.000 1.000 1.00 00000 0 3 3 4 2 3 0.000 1.000 1.00 00000 0 4 4 5 2 3 0.000 1.000 1.00 00000 0 5 5 6 3 2 0.000 1.000 9.01 00000 0 6 6 7 4 4 0.000 1.000 14.21 11000 0 7 8 7 3 2 0.000 1.000 9.01 00000 0 8 9 8 2 3 0.000 1.000 1.00 00000 0 9 10 9 2 3 0.000 1.000 1.00 00000 0 10 11 10 2 3 0.000 1.000 1.00 00000 0 11 12 11 2 3 0.000 1.000 1.00 00000 0 Supports Units: Forced Displacements Dx, Dy, Dz [in]; Dox, Doy, Doz [rad] Node Flag Dx Dy Dz Dox Doy Doz -------------------------------------------------------------------------------------------- 1 111000 0.000 0.000 0.000 0.000 0.000 0.000 12 111000 0.000 0.000 0.000 0.000 0.000 0.000 Line Springs Units: Kx, Ky, Kz [lb/in^2] Member Flag Kx Ky Kz -------- 1 -------------------- 000000 ------------ 600000.000 ------------ 0.000 0.000 2 000000 600000.000 0.000 0.000 3 000000 600000.000 0.000 0.000 4 000000 600000.000 0.000 0.000 8 000000 600000.000 0.000 0.000 9 000000 600000.000 0.000 0.000 10 000000 600000.000 0.000 0.000 11 000000 600000.000 0.000 0.000 Moment Releases Member Start OZ End OZ Start OY End OY Torsion OX -------------------------------------------------------------------- 6 1 1 0 0 0 Nodal Loads Units: Force [lb]; Moment [lb-ft]; Direction: O=X, 1=Y, 2=Z, 3=OX, 4=OY, 5=OZ *************** LOAD CASE - [ Seismic -Loads ]*************** Node Direction Value Node Direction Value ---------------------------------------------------------- 6 0 933.870 7 0 933.870 04/24/2020 Timber Frame Analysis And Footing Design Page 9 04/24/2020 Timber Frame Analysis And Footing Design Page 10 Line Loads Units: Force [lb/ft]; Coord-Sys: Local=0, Global=l; Direction: O=X, 1=Y, 2=Z *************** LOAD CASE - [ Dead -Load ]*************** Member Coord-Sys Direction Valuel Value2 Distancel Distance2 -------- 6 ------------------ 1 1 ------------ -180.000 ------------------------ -180.000 0.000 ------------ 1.000 *************** LOAD CASE - [ Live -Load ]*************** Member Coord-Sys Direction Valuel Value2 Distancel Distance2 -------- 6 ------------------ 1 1 ------------ -600.000 ------------------------ -600.000 0.000 ------------ 1.000 *************** LOAD CASE - [ Snow -Load ]*************** Member -------- Coord-Sys Direction ------------------ Valuel ------------ Value2 ------------------------ Distancel Distance2 ------------ 6 1 1 -250.000 -250.000 0.000 1.000 Nodal Displacements Units: Displacements Dx, Dy, Dz [in]; Dox, Doy, Doz [rad] Load Combination 2: Dead -Load Node Dx Dy Dz Dox -------------------- 1 ------------ 0.000 ------------ 0.000 ------------ 0.000 0.000 2 0.000 -0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 4 0.000 -0.000 0.000 0.000 5 0.000 -0.000 0.000 0.000 6 0.000 -0.003 0.000 0.000 7 0.000 -0.003 0.000 0.000 8 0.000 -0.000 0.000 0.000 9 0.000 -0.000 0.000 0.000 10 0.000 -0.000 0.000 0.000 11 0.000 -0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 Load Combination 3: Live -Load Node -------------------- Dx ------------ Dy ------------ Dz ------------ Dox 1 0.000 0.000 0.000 0.000 2 0.000 -0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 4 0.000 -0.000 0.000 0.000 5 0.000 -0.000 0.000 0.000 6 0.000 -0.010 0.000 0.000 7 0.000 -0.010 0.000 0.000 8 0.000 -0.000 0.000 0.000 9 0.000 -0.000 0.000 0.000 10 0.000 -0.000 0.000 0.000 11 0.000 -0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 Load Combination 4: Snow -Load Node Dx Dy Dz Dox 1 0.000 0.000 0.000 0.000 2 0.000 -0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 4 0.000 -0.000 0.000 0.000 5 0.000 -0.000 0.000 0.000 6 0.000 -0.004 0.000 0.000 7 0.000 -0.004 0.000 0.000 8 0.000 -0.000 0.000 0.000 M• J 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 WA 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 MJ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Doz 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Doz 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Doz 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 04/24/2020 Timber Frame Analysis And Footing Design Page 10 04/24/2020 Timber Frame Analysis And Footing Design Page 11 9 0.000 -0.000 0.000 0.000 0.000 0.000 10 0.000 -0.000 0.000 0.000 0.000 0.000 11 0.000 -0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination 5: Seismic -Loads Node Dx Dy Dz Dox Doy Doz -------------------- 1 ------------ 0.000 ------------ 0.000 ------------ 0.000 ------------ 0.000 ------------ 0.000 0.000 2 -0.000 0.000 0.000 0.000 0.000 0.000 3 -0.000 0.000 0.000 0.000 0.000 -0.000 4 0.000 0.000 0.000 0.000 0.000 -0.000 5 0.001 0.000 0.000 0.000 0.000 -0.000 6 3.231 0.000 0.000 0.000 0.000 -0.045 7 3.231 0.000 0.000 0.000 0.000 -0.045 8 0.001 0.000 0.000 0.000 0.000 -0.000 9 0.000 0.000 0.000 0.000 0.000 -0.000 10 -0.000 0.000 0.000 0.000 0.000 -0.000 11 -0.000 0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination 6: DL+LL Node Dx Dy Dz Dox Doy Doz 1 0.000 0.000 0.000 0.000 0.000 0.000 2 0.000 -0.000 0.000 0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 0.000 0.000 4 0.000 -0.000 0.000 0.000 0.000 0.000 5 0.000 -0.000 0.000 0.000 0.000 0.000 6 0.000 -0.013 0.000 0.000 0.000 0.000 7 0.000 -0.013 0.000 0.000 0.000 0.000 8 0.000 -0.000 0.000 0.000 0.000 0.000 9 0.000 -0.000 0.000 0.000 0.000 0.000 10 0.000 -0.000 0.000 0.000 0.000 0.000 11 0.000 -0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination 7: DL+SL Node Dx Dy Dz Dox Doy Doz 1 0.000 0.000 0.000 0.000 0.000 0.000 2 0.000 -0.000 0.000 0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 0.000 0.000 4 0.000 -0.000 0.000 0.000 0.000 0.000 5 0.000 -0.000 0.000 0.000 0.000 0.000 6 0.000 -0.007 0.000 0.000 0.000 0.000 7 0.000 -0.007 0.000 0.000 0.000 0.000 8 0.000 -0.000 0.000 0.000 0.000 0.000 9 0.000 -0.000 0.000 0.000 0.000 0.000 10 0.000 -0.000 0.000 0.000 0.000 0.000 11 0.000 -0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination 8: DL+0.75LL+0.75SL Node Dx Dy Dz Dox Doy Doz 1 0.000 0.000 0.000 0.000 0.000 0.000 2 0.000 -0.000 0.000 0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 0.000 0.000 4 0.000 -0.000 0.000 0.000 0.000 0.000 5 0.000 -0.000 0.000 0.000 0.000 0.000 6 0.000 -0.013 0.000 0.000 0.000 0.000 7 0.000 -0.013 0.000 0.000 0.000 0.000 8 0.000 -0.000 0.000 0.000 0.000 0.000 9 0.000 -0.000 0.000 0.000 0.000 0.000 10 0.000 -0.000 0.000 0.000 0.000 0.000 11 0.000 -0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination 9: DL+0.7E Node Dx Dy Dz Dox Doy Doz 1 0.000 0.000 0.000 0.000 0.000 0.000 2 -0.000 -0.000 0.000 0.000 0.000 0.000 3 -0.000 -0.000 0.000 0.000 0.000 -0.000 4 0.000 -0.000 0.000 0.000 0.000 -0.000 04/24/2020 Timber Frame Analysis And Footing Design Page 11 04/24/2020 Timber Frame Analysis And Footing Design Page 12 5 0.000 -0.000 0.000 0.000 0.000 -0.000 6 2.262 -0.003 0.000 0.000 0.000 -0.031 7 2.262 -0.003 0.000 0.000 0.000 -0.031 8 0.000 -0.000 0.000 0.000 0.000 -0.000 9 0.000 -0.000 0.000 0.000 0.000 -0.000 10 -0.000 -0.000 0.000 0.000 0.000 -0.000 11 -0.000 -0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination 10: DL+0.75LL+0.75S+0.525E Node Dx Dy Dz Dox Doy Doz -------------------- 1 ------------ 0.000 ------------ 0.000 ------------ 0.000 ------------ 0.000 ------------ 0.000 0.000 2 -0.000 -0.000 0.000 0.000 0.000 0.000 3 -0.000 -0.000 0.000 0.000 0.000 -0.000 4 0.000 -0.000 0.000 0.000 0.000 -0.000 5 0.000 -0.000 0.000 0.000 0.000 -0.000 6 1.696 -0.013 0.000 0.000 0.000 -0.024 7 1.696 -0.013 0.000 0.000 0.000 -0.024 8 0.000 -0.000 0.000 0.000 0.000 -0.000 9 0.000 -0.000 0.000 0.000 0.000 -0.000 10 -0.000 -0.000 0.000 0.000 0.000 -0.000 11 -0.000 -0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination 11: 0.6DL+0.7E Node Dx Dy Dz Dox Doy Doz -------------------- 1 ------------ 0.000 ------------ 0.000 ------------ 0.000 ------------ 0.000 ------------ 0.000 0.000 2 -0.000 -0.000 0.000 0.000 0.000 0.000 3 -0.000 -0.000 0.000 0.000 0.000 -0.000 4 0.000 -0.000 0.000 0.000 0.000 -0.000 5 0.000 -0.000 0.000 0.000 0.000 -0.000 6 2.262 -0.002 0.000 0.000 0.000 -0.031 7 2.262 -0.002 0.000 0.000 0.000 -0.031 8 0.000 -0.000 0.000 0.000 0.000 -0.000 9 0.000 -0.000 0.000 0.000 0.000 -0.000 10 -0.000 -0.000 0.000 0.000 0.000 -0.000 11 -0.000 -0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 Support Reactions Units: Force Reactions Rx, Ry, Rz [lb]; Moment Reactions Rox, Roy, Roz [lb-ft] Load Combination 2: Dead -Load Node Rx Ry Rz Rox Roy Roz -------------------------------- 1 -0.000 ------------ 1278.750 ------------ 0.000 ------------ 0.000 ------------ 0.000 0.000 12 -0.000 1278.750 0.000 0.000 0.000 0.000 Load Combination 3: Live -Load Node Rx -------------------------------- Ry ------------ Rz ------------ Rox ------------ Roy ------------ Roz 1 -0.000 4262.500 0.000 0.000 0.000 0.000 12 -0.000 4262.500 0.000 0.000 0.000 0.000 Load Combination 4: Snow -Load Node Rx -------------------------------- Ry ------------ Rz ------------ Rox ------------ Roy ------------ Roz 1 -0.000 1776.042 0.000 0.000 0.000 0.000 12 -0.000 1776.042 0.000 0.000 0.000 0.000 Load Combination 5: Seismic -Loads Node Rx -------------------------------- Ry ------------ Rz ------------ Rox ------------ Roy ------------ Roz 1 2169.731 -0.000 0.000 0.000 0.000 0.000 12 2169.731 -0.000 0.000 0.000 0.000 0.000 Load Combination 6: DL+LL Node Rx Ry Rz Rox Roy Roz 1 -0.000 5541.250 0.000 0.000 0.000 0.000 04/24/2020 Timber Frame Analysis And Footing Design Page 12 04/24/2020 Timber Frame Analysis And Footing Design Page 13 12 -0.000 5541.250 0.000 0.000 0.000 0.000 Load Combination 7: DL+SL Node Rx Ry Rz Rox Roy Roz 1 -0.000 3054.792 0.000 0.000 0.000 0.000 12 -0.000 3054.792 0.000 0.000 0.000 0.000 Load Combination 8: DL+0.75LL+0.75SL Node Rx Ry Rz Rox Roy Roz -------------------------------- 1 -0.000 ------------ 5807.656 ------------ 0.000 ------------ 0.000 ------------ 0.000 0.000 12 -0.000 5807.656 0.000 0.000 0.000 0.000 Load Combination 9: DL+0.7E Node Rx -------------------------------- Ry ------------ Rz ------------ Rox ------------ Roy ------------ Roz 1 1518.812 1278.750 0.000 0.000 0.000 0.000 12 1518.812 1278.750 0.000 0.000 0.000 0.000 Load Combination 10: DL+0.75LL+0.75S+0.525E Node Rx Ry Rz Rox Roy Roz -------------------------------- 1 1139.109 ------------ 5807.656 ------------ 0.000 ------------ 0.000 ------------ 0.000 0.000 12 1139.109 5807.656 0.000 0.000 0.000 0.000 Load Combination 11: 0.6DL+0.7E Node Rx Ry Rz Rox Roy Roz 1 1518.812 767.250 0.000 0.000 0.000 0.000 12 1518.812 767.250 0.000 0.000 0.000 0.000 Member End Forces and Moments Units: Force Fx, Fy, Fz [lb]; Moment Mx, My, Mz [lb-ft] Load Combination 2: Dead -Load Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) ---------------- 1 ------------ 1 -1278.750 ------------ 0.000 ------------------------ 0.000 0.000 ------------ 0.000 ------------ 0.000 2 -1278.750 0.000 0.000 0.000 0.000 0.000 2 2 -1278.750 0.000 0.000 0.000 0.000 0.000 3 -1278.750 0.000 0.000 0.000 0.000 0.000 3 3 -1278.750 0.000 0.000 0.000 0.000 0.000 4 -1278.750 0.000 0.000 0.000 0.000 0.000 4 4 -1278.750 0.000 0.000 0.000 0.000 0.000 5 -1278.750 0.000 0.000 0.000 0.000 0.000 5 5 -1278.750 0.000 0.000 0.000 0.000 0.000 6 -1278.750 0.000 0.000 0.000 0.000 0.000 6 6 0.000 1278.750 0.000 0.000 0.000 0.000 7 0.000 -1278.750 0.000 0.000 0.000 0.000 7 8 -1278.750 0.000 0.000 0.000 0.000 0.000 7 -1278.750 0.000 0.000 0.000 0.000 0.000 8 9 -1278.750 0.000 0.000 0.000 0.000 0.000 8 -1278.750 0.000 0.000 0.000 0.000 0.000 9 10 -1278.750 0.000 0.000 0.000 0.000 0.000 9 -1278.750 0.000 0.000 0.000 0.000 0.000 10 11 -1278.750 0.000 0.000 0.000 0.000 0.000 10 -1278.750 0.000 0.000 0.000 0.000 0.000 11 12 -1278.750 0.000 0.000 0.000 0.000 0.000 11 -1278.750 0.000 0.000 0.000 0.000 0.000 04/24/2020 Timber Frame Analysis And Footing Design Page 13 04/24/2020 Timber Frame Analysis And Footing Design Page 14 Load Combination 3: Live -Load Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) ---------------- 1 ------------ 1 -4262.500 ------------ 0.000 ------------------------ 0.000 0.000 ------------ 0.000 ------------ 0.000 2 -4262.500 0.000 0.000 0.000 0.000 0.000 2 2 -4262.500 0.000 0.000 0.000 0.000 0.000 3 -4262.500 0.000 0.000 0.000 0.000 0.000 3 3 -4262.500 0.000 0.000 0.000 0.000 0.000 4 -4262.500 0.000 0.000 0.000 0.000 0.000 4 4 -4262.500 0.000 0.000 0.000 0.000 0.000 5 -4262.500 0.000 0.000 0.000 0.000 0.000 5 5 -4262.500 0.000 0.000 0.000 0.000 0.000 6 -4262.500 0.000 0.000 0.000 0.000 0.000 6 6 0.000 4262.500 0.000 0.000 0.000 0.000 7 0.000 -4262.500 0.000 0.000 0.000 0.000 7 8 -4262.500 0.000 0.000 0.000 0.000 0.000 7 -4262.500 0.000 0.000 0.000 0.000 0.000 8 9 -4262.500 0.000 0.000 0.000 0.000 0.000 8 -4262.500 0.000 0.000 0.000 0.000 0.000 9 10 -4262.500 0.000 0.000 0.000 0.000 0.000 9 -4262.500 0.000 0.000 0.000 0.000 0.000 10 11 -4262.500 0.000 0.000 0.000 0.000 0.000 10 -4262.500 0.000 0.000 0.000 0.000 0.000 11 12 -4262.500 0.000 0.000 0.000 0.000 0.000 11 -4262.500 0.000 0.000 0.000 0.000 0.000 Load Combination 4: Snow -Load Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) 1 1 -1776.042 0.000 0.000 0.000 0.000 0.000 2 -1776.042 0.000 0.000 0.000 0.000 0.000 2 2 -1776.042 0.000 0.000 0.000 0.000 0.000 3 -1776.042 0.000 0.000 0.000 0.000 0.000 3 3 -1776.042 0.000 0.000 0.000 0.000 0.000 4 -1776.042 0.000 0.000 0.000 0.000 0.000 4 4 -1776.042 0.000 0.000 0.000 0.000 0.000 5 -1776.042 0.000 0.000 0.000 0.000 0.000 5 5 -1776.042 0.000 0.000 0.000 0.000 0.000 6 -1776.042 0.000 0.000 0.000 0.000 0.000 6 6 0.000 1776.042 0.000 0.000 0.000 0.000 7 0.000 -1776.042 0.000 0.000 0.000 0.000 7 8 -1776.042 0.000 0.000 0.000 0.000 0.000 7 -1776.042 0.000 0.000 0.000 0.000 0.000 8 9 -1776.042 0.000 0.000 0.000 0.000 0.000 8 -1776.042 0.000 0.000 0.000 0.000 0.000 9 10 -1776.042 0.000 0.000 0.000 0.000 0.000 9 -1776.042 0.000 0.000 0.000 0.000 0.000 10 11 -1776.042 0.000 0.000 0.000 0.000 0.000 10 -1776.042 0.000 0.000 0.000 0.000 0.000 11 12 -1776.042 0.000 0.000 0.000 0.000 0.000 11 -1776.042 0.000 0.000 0.000 0.000 0.000 Load Combination 5: Seismic -Loads Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) 04/24/2020 Timber Frame Analysis And Footing Design Page 14 04/24/2020 Timber Frame Analysis And Footing Design Page 15 1 1 0.000 -2169.731 0.000 0.000 0.000 0.000 2 0.000 -2169.731 0.000 0.000 0.000 -2169.731 2 2 0.000 -2470.836 0.000 0.000 0.000 -2169.731 3 0.000 -2470.836 0.000 0.000 0.000 -4640.567 3 3 0.000 -2535.678 0.000 0.000 0.000 -4640.567 4 0.000 -2535.678 0.000 0.000 0.000 -7176.245 4 4 0.000 -1238.313 0.000 0.000 0.000 -7176.245 5 0.000 -1238.313 0.000 0.000 0.000 -8414.558 5 5 0.000 933.870 0.000 0.000 0.000 -8414.558 6 0.000 933.870 0.000 0.000 0.000 0.000 6 6 0.000 0.000 0.000 0.000 0.000 0.000 7 0.000 0.000 0.000 0.000 0.000 0.000 7 8 0.000 933.870 0.000 0.000 0.000 -8414.558 7 0.000 933.870 0.000 0.000 0.000 0.000 8 9 0.000 -1238.313 0.000 0.000 0.000 -7176.245 8 0.000 -1238.313 0.000 0.000 0.000 -8414.558 9 10 0.000 -2535.678 0.000 0.000 0.000 -4640.567 9 0.000 -2535.678 0.000 0.000 0.000 -7176.245 10 11 0.000 -2470.836 0.000 0.000 0.000 -2169.731 10 0.000 -2470.836 0.000 0.000 0.000 -4640.567 11 12 0.000 -2169.731 0.000 0.000 0.000 0.000 11 0.000 -2169.731 0.000 0.000 0.000 -2169.731 Load Combination 6: DL+LL Member ---------------- Node ------------ Fx(Axial) Fy (Major) ------------ Fz (Minor) Mx ------------------------ (Torsion) My (Minor) ------------ Mz (Major) ------------ 1 1 -5541.250 0.000 0.000 0.000 0.000 0.000 2 -5541.250 0.000 0.000 0.000 0.000 0.000 2 2 -5541.250 0.000 0.000 0.000 0.000 0.000 3 -5541.250 0.000 0.000 0.000 0.000 0.000 3 3 -5541.250 0.000 0.000 0.000 0.000 0.000 4 -5541.250 0.000 0.000 0.000 0.000 0.000 4 4 -5541.250 0.000 0.000 0.000 0.000 0.000 5 -5541.250 0.000 0.000 0.000 0.000 0.000 5 5 -5541.250 0.000 0.000 0.000 0.000 0.000 6 -5541.250 0.000 0.000 0.000 0.000 0.000 6 6 0.000 5541.250 0.000 0.000 0.000 0.000 7 0.000 -5541.250 0.000 0.000 0.000 0.000 7 8 -5541.250 0.000 0.000 0.000 0.000 0.000 7 -5541.250 0.000 0.000 0.000 0.000 0.000 8 9 -5541.250 0.000 0.000 0.000 0.000 0.000 8 -5541.250 0.000 0.000 0.000 0.000 0.000 9 10 -5541.250 0.000 0.000 0.000 0.000 0.000 9 -5541.250 0.000 0.000 0.000 0.000 0.000 10 11 -5541.250 0.000 0.000 0.000 0.000 0.000 10 -5541.250 0.000 0.000 0.000 0.000 0.000 11 12 -5541.250 0.000 0.000 0.000 0.000 0.000 11 -5541.250 0.000 0.000 0.000 0.000 0.000 Load Combination 7: DL+SL Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) 1 1 -3054.792 0.000 0.000 0.000 0.000 0.000 04/24/2020 Timber Frame Analysis And Footing Design Page 15 04/24/2020 Timber Frame Analysis And Footing Design Page 16 2 -3054.792 0.000 0.000 0.000 0.000 0.000 2 2 -3054.792 0.000 0.000 0.000 0.000 0.000 3 -3054.792 0.000 0.000 0.000 0.000 0.000 3 3 -3054.792 0.000 0.000 0.000 0.000 0.000 4 -3054.792 0.000 0.000 0.000 0.000 0.000 4 4 -3054.792 0.000 0.000 0.000 0.000 0.000 5 -3054.792 0.000 0.000 0.000 0.000 0.000 5 5 -3054.792 0.000 0.000 0.000 0.000 0.000 6 -3054.792 0.000 0.000 0.000 0.000 0.000 6 6 0.000 3054.792 0.000 0.000 0.000 0.000 7 0.000 -3054.792 0.000 0.000 0.000 0.000 7 8 -3054.792 0.000 0.000 0.000 0.000 0.000 7 -3054.792 0.000 0.000 0.000 0.000 0.000 8 9 -3054.792 0.000 0.000 0.000 0.000 0.000 8 -3054.792 0.000 0.000 0.000 0.000 0.000 9 10 -3054.792 0.000 0.000 0.000 0.000 0.000 9 -3054.792 0.000 0.000 0.000 0.000 0.000 10 11 -3054.792 0.000 0.000 0.000 0.000 0.000 10 -3054.792 0.000 0.000 0.000 0.000 0.000 11 12 -3054.792 0.000 0.000 0.000 0.000 0.000 11 -3054.792 0.000 0.000 0.000 0.000 0.000 Load Combination 8: DL+0.75LL+0.75SL Member ---------------- Node ------------ Fx(Axial) Fy (Major) ------------ Fz (Minor) Mx ------------------------ (Torsion) My (Minor) ------------ Mz (Major) ------------ 1 1 -5807.656 0.000 0.000 0.000 0.000 0.000 2 -5807.656 0.000 0.000 0.000 0.000 0.000 2 2 -5807.656 0.000 0.000 0.000 0.000 0.000 3 -5807.656 0.000 0.000 0.000 0.000 0.000 3 3 -5807.656 0.000 0.000 0.000 0.000 0.000 4 -5807.656 0.000 0.000 0.000 0.000 0.000 4 4 -5807.656 0.000 0.000 0.000 0.000 0.000 5 -5807.656 0.000 0.000 0.000 0.000 0.000 5 5 -5807.656 0.000 0.000 0.000 0.000 0.000 6 -5807.656 0.000 0.000 0.000 0.000 0.000 6 6 0.000 5807.656 0.000 0.000 0.000 0.000 7 0.000 -5807.656 0.000 0.000 0.000 0.000 7 8 -5807.656 0.000 0.000 0.000 0.000 0.000 7 -5807.656 0.000 0.000 0.000 0.000 0.000 8 9 -5807.656 0.000 0.000 0.000 0.000 0.000 8 -5807.656 0.000 0.000 0.000 0.000 0.000 9 10 -5807.656 0.000 0.000 0.000 0.000 0.000 9 -5807.656 0.000 0.000 0.000 0.000 0.000 10 11 -5807.656 0.000 0.000 0.000 0.000 0.000 10 -5807.656 0.000 0.000 0.000 0.000 0.000 11 12 -5807.656 0.000 0.000 0.000 0.000 0.000 11 -5807.656 0.000 0.000 0.000 0.000 0.000 Load Combination 9: DL+0.7E Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) 1 1 -1278.750 -1518.812 0.000 0.000 0.000 0.000 2 -1278.750 -1518.812 0.000 0.000 0.000 -1518.812 04/24/2020 Timber Frame Analysis And Footing Design Page 16 04/24/2020 Timber Frame Analysis And Footing Design Page 17 2 2 -1278.750 -1729.585 0.000 0.000 0.000 -1518.812 3 -1278.750 -1729.585 0.000 0.000 0.000 -3248.397 3 3 -1278.750 -1774.975 0.000 0.000 0.000 -3248.397 4 -1278.750 -1774.975 0.000 0.000 0.000 -5023.372 4 4 -1278.750 -866.819 0.000 0.000 0.000 -5023.372 5 -1278.750 -866.819 0.000 0.000 0.000 -5890.190 5 5 -1278.750 653.709 0.000 0.000 0.000 -5890.190 6 -1278.750 653.709 0.000 0.000 0.000 0.000 6 6 0.000 1278.750 0.000 0.000 0.000 0.000 7 0.000 -1278.750 0.000 0.000 0.000 0.000 7 8 -1278.750 653.709 0.000 0.000 0.000 -5890.190 7 -1278.750 653.709 0.000 0.000 0.000 0.000 8 9 -1278.750 -866.819 0.000 0.000 0.000 -5023.372 8 -1278.750 -866.819 0.000 0.000 0.000 -5890.190 9 10 -1278.750 -1774.975 0.000 0.000 0.000 -3248.397 9 -1278.750 -1774.975 0.000 0.000 0.000 -5023.372 10 11 -1278.750 -1729.585 0.000 0.000 0.000 -1518.812 10 -1278.750 -1729.585 0.000 0.000 0.000 -3248.397 11 12 -1278.750 -1518.812 0.000 0.000 0.000 0.000 11 -1278.750 -1518.812 0.000 0.000 0.000 -1518.812 Load Combination 10: DL+0.75LL+0.75S+0.525E Member ---------------- Node ------------ Fx(Axial) ------------ Fy (Major) Fz (Minor) Mx ------------------------ (Torsion) My (Minor) ------------ Mz (Major) ------------ 1 1 -5807.656 -1139.109 0.000 0.000 0.000 0.000 2 -5807.656 -1139.109 0.000 0.000 0.000 -1139.109 2 2 -5807.656 -1297.189 0.000 0.000 0.000 -1139.109 3 -5807.656 -1297.189 0.000 0.000 0.000 -2436.298 3 3 -5807.656 -1331.231 0.000 0.000 0.000 -2436.298 4 -5807.656 -1331.231 0.000 0.000 0.000 -3767.529 4 4 -5807.656 -650.114 0.000 0.000 0.000 -3767.529 5 -5807.656 -650.114 0.000 0.000 0.000 -4417.643 5 5 -5807.656 490.282 0.000 0.000 0.000 -4417.643 6 -5807.656 490.282 0.000 0.000 0.000 0.000 6 6 0.000 5807.656 0.000 0.000 0.000 0.000 7 0.000 -5807.656 0.000 0.000 0.000 0.000 7 8 -5807.656 490.282 0.000 0.000 0.000 -4417.643 7 -5807.656 490.282 0.000 0.000 0.000 0.000 8 9 -5807.656 -650.114 0.000 0.000 0.000 -3767.529 8 -5807.656 -650.114 0.000 0.000 0.000 -4417.643 9 10 -5807.656 -1331.231 0.000 0.000 0.000 -2436.298 9 -5807.656 -1331.231 0.000 0.000 0.000 -3767.529 10 11 -5807.656 -1297.189 0.000 0.000 0.000 -1139.109 10 -5807.656 -1297.189 0.000 0.000 0.000 -2436.298 11 12 -5807.656 -1139.109 0.000 0.000 0.000 0.000 11 -5807.656 -1139.109 0.000 0.000 0.000 -1139.109 Load Combination 11: 0.6DL+0.7E Member ---------------- Node ------------ Fx(Axial) ------------ Fy (Major) Fz (Minor) Mx ------------------------ (Torsion) My (Minor) ------------ Mz (Major) ------------ 1 1 -767.250 -1518.812 0.000 0.000 0.000 0.000 2 -767.250 -1518.812 0.000 0.000 0.000 -1518.812 2 2 -767.250 -1729.585 0.000 0.000 0.000 -1518.812 3 -767.250 -1729.585 0.000 0.000 0.000 -3248.397 04/24/2020 Timber Frame Analysis And Footing Design Page 17 04/24/2020 Timber Frame Analysis And Footing Design Page 18 3 3 -767.250 -1774.975 0.000 0.000 0.000 -3248.397 4 -767.250 -1774.975 0.000 0.000 0.000 -5023.372 4 4 -767.250 -866.819 0.000 0.000 0.000 -5023.372 5 -767.250 -866.819 0.000 0.000 0.000 -5890.190 5 5 -767.250 653.709 0.000 0.000 0.000 -5890.190 6 -767.250 653.709 0.000 0.000 0.000 0.000 6 6 0.000 767.250 0.000 0.000 0.000 0.000 7 0.000 -767.250 0.000 0.000 0.000 0.000 7 8 -767.250 653.709 0.000 0.000 0.000 -5890.190 7 -767.250 653.709 0.000 0.000 0.000 0.000 8 9 -767.250 -866.819 0.000 0.000 0.000 -5023.372 8 -767.250 -866.819 0.000 0.000 0.000 -5890.190 9 10 -767.250 -1774.975 0.000 0.000 0.000 -3248.397 9 -767.250 -1774.975 0.000 0.000 0.000 -5023.372 10 11 -767.250 -1729.585 0.000 0.000 0.000 -1518.812 10 -767.250 -1729.585 0.000 0.000 0.000 -3248.397 11 12 -767.250 -1518.812 0.000 0.000 0.000 0.000 11 -767.250 -1518.812 0.000 0.000 0.000 -1518.812 Line Spring Reactions Units: Spring Force Reactions SRx, SRy, SRz [lb/ft] Load Combination 2: Dead -Load Member SRx SRy SRz Beam SRx SRy SRz -------------------- 1 ------------ 0.000 ------------ 0.000 -------- 0.000 ------------ 2 ------------ 0.000 ------------ 0.000 0.000 3 0.000 0.000 0.000 4 0.000 0.000 0.000 8 0.000 0.000 0.000 9 0.000 0.000 0.000 10 0.000 0.000 0.000 11 0.000 0.000 0.000 Load Combination 3: Live -Load Member SRx SRy SRz Beam SRx SRy SRz -------------------- 1 ------------ 0.000 ------------ 0.000 -------- 0.000 ------------ 2 ------------ 0.000 ------------ 0.000 0.000 3 0.000 0.000 0.000 4 0.000 0.000 0.000 8 0.000 0.000 0.000 9 0.000 0.000 0.000 10 0.000 0.000 0.000 11 0.000 0.000 0.000 Load Combination 4: Snow -Load Member SRx SRy SRz Beam SRx SRy SRz -------------------- 1 ------------ 0.000 ------------ 0.000 -------- 0.000 ------------ 2 ------------ 0.000 ------------ 0.000 0.000 3 0.000 0.000 0.000 4 0.000 0.000 0.000 8 0.000 0.000 0.000 9 0.000 0.000 0.000 10 0.000 0.000 0.000 11 0.000 0.000 0.000 Load Combination 5: Seismic -Loads Member SRx SRy SRz Beam SRx SRy SRz -------------------- 1 ------------ 150.553 ------------ 0.000 -------- 0.000 ------------ 2 ------------ 182.974 ------------ 0.000 0.000 3 -616.262 0.000 0.000 4 -2820.865 0.000 0.000 8 -2820.865 0.000 0.000 9 -616.262 0.000 0.000 10 182.974 0.000 0.000 11 150.553 0.000 0.000 Load Combination 6: DL+LL Member SRx SRy SRz Beam SRx SRy SRz -------------------- 1 ------------ 0.000 ------------ 0.000 -------- 0.000 ------------ 2 ------------ 0.000 ------------ 0.000 0.000 3 0.000 0.000 0.000 4 0.000 0.000 0.000 8 0.000 0.000 0.000 9 0.000 0.000 0.000 10 0.000 0.000 0.000 11 0.000 0.000 0.000 04/24/2020 Timber Frame Analysis And Footing Design Page 18 04/24/2020 Timber Frame Analysis And Footing Design Page 19 Load Combination 7: DL+SL Member SRx SRy SRz -------------------- 1 ------------ 0.000 ------------ 0.000 0.000 3 0.000 0.000 0.000 8 0.000 0.000 0.000 10 0.000 0.000 0.000 Load Combination 8: DL+0.75LL+0.75SL Member -------------------- SRx ------------ SRy ------------ SRz 1 0.000 0.000 0.000 3 0.000 0.000 0.000 8 0.000 0.000 0.000 10 0.000 0.000 0.000 Load Combination 9: DL+0.7E Member SRx SRy SRz -------------------- 1 ------------ 105.387 ------------ 0.000 0.000 3 -431.383 0.000 0.000 8 -1974.606 0.000 0.000 10 128.082 0.000 0.000 Load Combination 10: DL+0.75LL+0.75S+0.525E Member -------------------- SRx ------------ SRy ------------ SRz 1 79.040 0.000 0.000 3 -323.537 0.000 0.000 8 -1480.954 0.000 0.000 10 96.061 0.000 0.000 Load Combination 11: 0.6DL+0.7E Member -------------------- SRx ------------ SRy ------------ SRz 1 105.387 0.000 0.000 3 -431.383 0.000 0.000 8 -1974.606 0.000 0.000 10 128.082 0.000 0.000 Beam SRx SRy SRz -------------------- 2 ------------ 0.000 ------------ 0.000 0.000 4 0.000 0.000 0.000 9 0.000 0.000 0.000 11 0.000 0.000 0.000 Beam SRx SRy SRz -------------------- 2 ------------ 0.000 ------------ 0.000 0.000 4 0.000 0.000 0.000 9 0.000 0.000 0.000 11 0.000 0.000 0.000 Beam SRx SRy SRz -------------------- 2 ------------ 128.082 ------------ 0.000 0.000 4 -1974.606 0.000 0.000 9 -431.383 0.000 0.000 11 105.387 0.000 0.000 Beam SRx SRy SRz -------------------- 2 ------------ 96.061 ------------ 0.000 0.000 4 -1480.954 0.000 0.000 9 -323.537 0.000 0.000 11 79.040 0.000 0.000 Beam SRx SRy SRz -------------------- 2 ------------ 128.082 ------------ 0.000 0.000 4 -1974.606 0.000 0.000 9 -431.383 0.000 0.000 11 105.387 0.000 0.000 04/24/2020 Timber Frame Analysis And Footing Design Page 19 04/24/2020 Timber Frame Analysis And Footing Design Page 20 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:40:08 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x SAME (DL+LL DEFLE LDadComb.[DL+LL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 20 04/24/2020 Timber Frame Analysis And Footing Design Page 21 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:41:04 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LoaKomb: [DL+SL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 21 04/24/2020 Timber Frame Analysis And Footing Design Page 22 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:42:07 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x -0.31 TIMBER FRAME (DL+0.75LL LoadComb. [DL+0.75LL+0.75SL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 22 04/24/2020 Timber Frame Analysis And Footing Design Page 23 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:53:25 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LDadComb:[DL+0.7E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 23 04/24/2020 Timber Frame Analysis And Footing Design Page 24 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:52:32 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LoadComb: [DL+0.75LL+0.755+0.525E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 24 04/24/2020 Timber Frame Analysis And Footing Design Page 25 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:54:30 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LDadComb. [0.6DL+0.7E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 25 04/24/2020 Timber Frame Analysis And Footing Design Page 26 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 15:59:10 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LDadComb.[DL+LL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 26 04/24/2020 Timber Frame Analysis And Footing Design Page 27 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:00:10 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. 3054.792 lb P--x LoaKomb: [DL+SL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 27 04/24/2020 Timber Frame Analysis And Footing Design Page 28 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:01:41 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LDadComb. [DL+0.75LL+0.75SL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 28 04/24/2020 Timber Frame Analysis And Footing Design Page 29 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:03:15 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x 1278.750 lb LDadComb:[DL+0.7E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 29 04/24/2020 Timber Frame Analysis And Footing Design Page 30 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:05:03 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LoadComb: [DL+0.75LL+0.755+0.525E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 30 04/24/2020 Timber Frame Analysis And Footing Design Page 31 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:06:15 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LDadComb. [0.6DL+0.7E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 31 04/24/2020 Timber Frame Analysis And Footing Design Page 32 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:08:49 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LDadComb.[DL+LL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 32 04/24/2020 Timber Frame Analysis And Footing Design Page 33 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:09:40 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LoaKomb: [DL+SL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 33 04/24/2020 Timber Frame Analysis And Footing Design Page 34 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. Date/Time: 04/24/20 16:11:31 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x LDadComb. [DL+0.75LL+0.75SL] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 34 04/24/2020 Timber Frame Analysis And Footing Design Page 35 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. I Date/Time: 04/24/20 16:19:38 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x A LDadComb:[DL+0.7E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 35 04/24/2020 Timber Frame Analysis And Footing Design Page 36 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. I Date/Time: 04/24/20 16:20:49 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x rft LoadComb: [DL+0.75LL+0.755+0.525E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 36 04/24/2020 Timber Frame Analysis And Footing Design Page 37 Company/Project: IBI COMPANY / TIMBER FRAME WITH EMBEDED POSTS Engineer: Juan C. Inchauste, M.S., P.E. I Date/Time: 04/24/20 16:21:46 VersaFrame V8.13 (608.0) (C) Digital Canal Corp. P--x A LDadComb. [0.6DL+0.7E] Note: 04/24/2020 Timber Frame Analysis And Footing Design Page 37 1372 Bellevue Way N.E. # 3 Bellevue, WA, 98004 k '` r �r�C (any'_; Consulting Software Developers I P.O. Box 3194 E Bellevue, WA 98009 ngineers Cell: (425) 785-6080 e-mail: info@ibicompany.com Phone: (425)-450-0316 e-mail. ibicompany@comcast net Project: ZDC / C e Location: jyl ypdt Client: pze.01 D,0.t9 BY:467 Subject: .S�/,l�.Gt♦C l0�/�t Date: 9/1J/Pd�� t r i l k f t t � I i p t f ` f d /I k 4 00, G / C t / t. _JA t ] I ( IAri 1 1 s k f k � t i Z2 f k a,r7l2 x = 01 2 S - e TI -z 1372 Bellevue Way N.E. # 3 i Bellevue, WA, 98004 C6m Consulting Phone. (425)-450-0316 Software Developers e-mail: ibicompany@comcastnet �p��yG pa / y 7T ngineers P.O. Box 3194 Bellevue, WA 98009 Cell: (425) 785-6080 e-mail. info@ibicompany.com Project: ,� Location: If t Client: C !/ .DlJ/ By: C �• Subject: •S'tr yy�rC �0 Date: ZS p024 �i t I 000 A' i G i � 9 i ! F � i i I I i p, fy o s' x l M 4L 1 44r., X i �i i 1372 Bellevue Way N.E. # 3 Bellevue, WA, 98004 Phone: (425)-450-0316 e-mail. ibicompany@comcast.net P.O. Box 3194 Bellevue, WA 98009 Cell: (425) 785-6080 V I e-mail: info@ibicompany.com 1 / Project: Joe /11 yC Location: j GS , AfWr r Client: Aa By: ✓. `. �. Subiect: 1,".4 Date: 9/9S%?did r P.O. Box 3194 Bellevue WA �,m-i i,� / i I I ,*�f`':,....r .`,..._ ems? 98004 Phone: (425)-450-03I6 .S©jt►Vare vellipers Cell: (425) 785-6080 e-mail: ibicompany &omcast.net e-mail. info@ibicompany.com Project: Location:p�ktA•-t� Client: p l e By: • �� .2 5ubiect: Aoo e z7",". /'G�r� Date: �/gft,T/tit .!, 1 1372 Bellevue Way N.E. # 3 Bellevue, WA, 98004 P.O. Box 3194 R Br Bellevue, WA 98009 ConsultingEngineers _ Software Developers Cell: (425) 785-6080 e-mail. info@ibicompany.com Phone: (425)-450-0316 e-mail: ibicompany@comcast.net Project: Location: GG4OWp�t� Client• ,� / �, f j By: Subject: !/A�/� �o�' f% ��� Date: ojo i d i d f € l t i � } III G A� t el U / i A i �'y !.I le `t t T -41 --T---'!- -T-T-- + f s s/OO I � I I F + i L% z 1 r 1 E S t C iC � /✓ f 4 �' 1 i E _/ i i I i i F 1 STRUCTURAL CALCULATIONS GRAVITY LOAD DESIGN DeVitis Residence 1212 8t" Avenue North Edmonds, WA JOB SUMMARY REPORT DeVitis DECK Member Name Results Current Solution Comments Deck Joist Passed 1 1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 16" OC Flush Beam Passed 1 1 piece(s) 5 1/4" x 14" 2.0E Parallam@ PSL ForteWEB Software Operator Job Notes 4/28/2020 8:39:15 PM UTC Weyerhaeuser Page 1 / 3 �I FQ R T F CM MEMBER REPORT PASSED DECK, Deck Joist 1 piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 16" OC Overall Length: 20' I L 19' 5" L 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1035 @ 2 1/2" 1595 (2.25") Passed (65%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 858 @ 18' 6 1/2" 4655 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4753 @ 9' 11 1/2" 12614 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.336 @ 9' 11 1/2" 0.488 Passed (L/697) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.415 @ 9' 11 1/2" 0.975 Passed (L/564) 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-ProT"' Rating 52 40 Passed - -- • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 3" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 7" o/c based on loads applied, unless detailed otherwise. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT`° Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 199 797 332 1328 1 1/4" Rim Board 2 - Hanger on 14" PSL beam 3.50" Hangers 1 1.50" 201 803 335 1339 See note s • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • s See Connector grid below for additional information and/or requirements. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d 2-10dx1.5 Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 20' 16" 15.0 60.0 25.0 Floor Weyerhaeuser Notes 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 ForteWEB Software Operator Job Notes A Weyerhaeuser 4/28/2020 8:39:15 PM UTC ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 File Name: DeVitis Paget/3 �I FQ R T F CM MEMBER REPORT PASSED DECK, Flush Beam 1 piece(s) 5 1/4" x 14" 2.0E Parallam@ PSL Overall Length: 14' a' 14 1' I 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5751 @ 2" 11484 (3.50") Passed (50%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4394 @ V 5 1/2" 14210 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 19209 @ 74" 40743 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.269 @ 74" 0.358 Passed (L/640) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.342 @ 74" 0.717 Passed (L/503) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 14' 8" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 8" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length I Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.50" 3.50" 1.75" 1232 4253 1772 7257 Blocking 2 - Column - HF 3.50" 3.50" 1 1.75" 1232 4253 1772 7257 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 14' 8" N/A 23.0 1 - Uniform (PSF) 0 to 14' 8" (Front) 9' 8" 15.0 60.0 25.0 Floor System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 ForteWEB Software Operator Job Notes A Weyerhaeuser 4/28/2020 8:39:15 PM UTC orteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 File Name: DeVitis Page 3/3