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REV 1 REVIEWED RESUB 1-Structural_Calculations+8.4.2022REVISION Aug 04 2022 CITY OF EDMONDS STRUCTURAL CALCULATIONS GRAVITY LOAD ANALYSIS AND DESIGN WIND AND SEISMIC ANALYSIS & DESIGN FOUNDATION ANALYSIS AND DESIGN PROJECT Magrino-D'Sauza Residence ENGINEER I.B.I. COMPANY CONSULTING ENGINEERS REVIEWED BY CITY OF EDMONDS JOB # *22-14 DATE: 7/12/2022 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 EXPIRES APRIL 18, 2023 JUAN C. INCHAUSTE, M.S., P.E. R SUB A4 04 2022 CI OF EDMONDS EVE PMENT SERVICES 2-0199 07/12/2022 General Information And Loads Per IBC 2018 Page 1 PROJECT NAME: Magrino-D'Sauza Residence JOB # *22-14 PROJECT ADDRESS: 16900 Talbot Road Edmonds, WA 98026-5051 CLIENT ADDRESS: Mr. R. Magrino & Ms. B. D'Sauza 16900 Talbot Road Edmonds, WA 98026-5051 ARCHITECT/DESIGNER: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98029 Phone: (206)-523-6427 JURISDICTION: City of Edmonds Department of Planning & Community Development 121 5th Ave. North Edmonds, WA 98029 Phone: (206)-386-1010 07/12/2022 General Information And Loads Per IBC 2018 Page 1 07/12/2022 General Information And Loads Per IBC 2018 Page 2 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Load Definitions (Per section 1602, I.B.C. 2018) 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 of ASCE 7-16 E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 2.3.6 of ASCE 7-16 F = Load due to fluids with well-defined pressures and maximum heights. Fa = Flood Load in accordance with Chapter 5 of ASCE 7-16 H = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials. L = Roof live load greater than 20 psf (0.96 kN/m 2) and floor live load Lr = Roof live load of 20 psf (0.96 kN/m 2) or less R = Rain load. S = Snow Load. T = Cumulative effects of self -restraining load forces and effects V asd = Allowable stress design wind speed, miles per hour (mph) (km/hr) where applicable V = Basic design wind speed, miles per hour (mph)(km/hr)determined from Figures 1609.3(1) through 1609.3(8) W = Load due to wind pressure. W; = Wind -on -ice in accordance with Chapter 10 ASCE 7-16 07/12/2022 General Information And Loads Per IBC 2018 Page 2 07/12/2022 General Information And Loads Per IBC 2018 Page 3 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 General Design Requirements ( Per Section 1604 of the I.B.C. 2018) 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. 2018, 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 2018 Code and drift limits applicable to earthquake loading shall be in accordance with ASCE7-16 Chapters 12, 13, 15 or 16, as applicable Table 1604.3 Deflection Limits a,b,,h,i Construction L S or W r D+L d'g Roof members e Supporting plaster or stucco ceiling Supporting non plaster ceiling Not supporting ceiling 11360 11360 11360 1 11240 1 11240 11180 1 11180 1 11180 11120 Floor members 1 11360 1 ----- I L/240 Exterior Walls: With plaster or stucco finish With other brittle material With flexible finishes ----- 11360 ----- 11240 ----- 11120 ----- Interior Partitions 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. 2018 for footnotes a through i 07/12/2022 General Information And Loads Per IBC 2018 Page 3 07/12/2022 General Information And Loads Per IBC 2018 Page 4 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 LOAD COMBINATIONS PER SECTION 1605 I.B.C. 2018 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 of ASCE 7-16. With the simplified procedure of ASCE 7-16 Section 12.14, the seismic load effects including overstrength factor in accordance with Section 12.14.3.2 of the ASCE 7-16 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 1605.3.1 of the IBC 2016 Code for exceptions 3, 4 and 5 07/12/2022 General Information And Loads Per IBC 2018 Page 4 07/12/2022 General Information And Loads Per IBC 2018 Page 5 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Dead Loads (Per Section 1606, I.B.C. 2018) 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. Roof Dead Loads Roofing ............................. 2.00 p.s.f. #30 Felt ............................. 0.30 p.s.f. 112" Plywood 2x6 Rafters @ 24" oc. R-25 Insulation ............................ 1.60 p.s.f. ............................ 1.15 p.s.f. ............................. 1.50 p.s.f. 112" G.W.B. ............................. 2.00 p.s.f. Electrical and Mechanical ............................. 1.50 EA:. TOTAL LOADS 10.05 p.s.f. USE: 12.00 p.s.f. for Design USE: 6.00 p.s.f. over the roof area to account for wall partition weight for seismic calculations 07/12/2022 General Information And Loads Per IBC 2018 Page 5 07/12/2022 General Information And Loads Per IBC 2018 Page 6 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Dead Loads (Per Section 1606, I.B.C. 2018) 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. Main Floor Dead Loads Carpet and Pad ............................. 1.00 p.s.f. 3/4" Plywood ............................. 2.40 p.s.f. 2x10's Floor Joists @ 16" o.c. ............................. 2.48 p.s.f. Insulation ............................. 1.50 p.s.f. 112" G. W.B. ............................. 2.00 p.s.f. Electrical and Mechanical ............................. 1.50 p.s.f. TOTAL LOADS 10.88 p.s.f. USE: 11.00 p.s.f. for Design USE: 6.00 p.s.f over the roof area to account for wall partition weight for seismic calculations 07/12/2022 General Information And Loads Per IBC 2018 Page 6 07/12/2022 General Information And Loads Per IBC 2018 Page 7 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Dead Loads (Per Section 1606, I.B.C. 2018) 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. Exterior Wall Dead Loads Siding ................... 1.00 p.s.f. 1/2" Plywood ................... 1.60 p.s.f. #30 Felt ................... 0.30 p.s.f. 2x6 Studs @ 16" o.c. ................... 1.73 p.s.f. 2x6 Top & Bottom Plates ................... 1.00 p.s.f. 112" G. W.B. ................... 2.00 p.s.f. Electrical and Mechanical ................... 1.50 p.s.f. TOTAL LOADS 8.13 p.s.f. USE: 10.00 p.s.f. for Design ll.- LATERAL LOADS Use: 5.00 p.s.f. FOR DESIGN (Per Section 1607.14 of the IBC 2012 Code) *Assume 6.00 p.s.f. of roof area to account for walls and partitions for seismic calculations. *Assume 12.00 p.s.f, of floor area to account for walls and partitions for seismic calculations 07/12/2022 General Information And Loads Per IBC 2018 Page 7 07/12/2022 General Information And Loads Per IBC 2018 Page 8 PROJECT: Magrino-D'Sauza Residence JOB#: 1 *22-14 Dead Loads (Per Section 1606, LB.C. 2018) 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. 2 X INTERIOR WALLS 112" G.W.B. ............... 2.00 p.s.f. 2x4 Studs @ 16" o.c. ............... 1.13 p.s.f. 2x4 Top & Bottom Plates ............... 0.75 p.s.f. 112" G.W.B. ............... 2.00 p.s.f. Insulation ............... 1.00 p.s.f. Electrical and Mechanical ............... 1.50 LILL TOTAL LOADS 8.38 p.s.f. USE: 10.00 p.s.f. for Design Il.- LATERAL LOADS Use: 5.00 p.s.f. FOR DESIGN (Per Section 1607.14 of the IBC 2012 Code) 'Assume 6.00 p.s.f of roof area to account for walls and partitions for seismic calculations. *Assume 12.00 p.s.f, of floor area to account for walls and partitions for seismic calculations 07/12/2022 General Information And Loads Per IBC 2018 Page 8 07/12/2022 General Information And Loads Per IBC 2018 Page 9 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Live Loads (Per Section 1607, IBC 2018) 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 1607.1 Live loads per I.B.0 2018 Table 1607.1 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. 2018 Table 1607.1 Item 26 Roofs Ordinary flat, pitched, and curved roofs 20 p.s.f. Live load per I.B.C. 2018 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. 2018 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 1607.11 of the I.B.C. 2018 Roof live load reductions shall be per section 1607.13 of the 1.B.C. 2018 Refer to Table 1607.1 footnotes a through o for additional information 07/12/2022 General Information And Loads Per IBC 2018 Page 9 07/12/2022 General Information And Loads Per IBC 2018 Page 10 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Alternate floor live load reduction ( Per section 1607.11.2 IBC 2018) As an alternative to Section 1607.11.1, 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 1607.13.2 IBC 2018) Lr = LoR, R 2........................................ (Equation 16-26) where: 12 [ Lr [ 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 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) 07/12/2022 General Information And Loads Per IBC 2018 Page 10 07/12/2022 General Information And Loads Per IBC 2018 Page 11 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Snow Loads (Per Section 1608 IBC 2018) 1608.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7-16 but the design roof load shall not be less than determined Section 1607 of the IBC 2018 Code. Ground snow load: Pg = 20 psf (From Fig. 7.2-1 or Table 7.2-1 ASCE-7-16) Importance factor: Is = 1.00 (From Table 1.5-2 based on Risk Category from Table 1.5-1 of ASCE 7-16) Snow exposure factor. Ce = 1.00 (From Table 7.3-1 ASCE-7-16) Partial Exposure B and C Thermal factor: Ct = 1.00 (From Table 7.3-2 ASCE- 7-16) Roof slope factor: Cs = 1.00 (From Fig. 7.4-1 from ASCE-7-16) Design snow load: S=0.7*Ce*Ct*Cs*Pg*/s (For Flat and Sloped Roofs) Use 25 psf Snow Load for Design 07/12/2022 General Information And Loads Per IBC 2018 Page 11 07/12/2022 General Information And Loads Per IBC 2018 Page 12 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Wind Loads (Per Section Section 1609 IBC 2018) 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 7-16 or provitions of the alternate all-heigths method in section 1609.6. The type of opening protection required, the basic design wind speed, V, and the exposure category for a site is permitted to be determined in accordance to Section 1609 or ASCE 7-16 Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered. Basic Wind Speed V ,,tt = 110 mph (Figure 1609A IBC 2018 or Figure 26.5-1A asce 7-16) Surface Roughness B (Section 1609.4.2 IBC 2018 or Section 26.7.2 of the ASCE 7-16) Exposure Category D (Section 1609.4.3 IBC 2018 or Section26.7.3 of the ASCE 7-16) Enclosure Classification Enclosed (Section 26.2 of the ASCE 7-16) Risk Category of Building II (Section 1.5.1 and Table 1.5-2 ASCE 7-16) Wind directionality factor Kd = 0.85 (Section 26.6 and Table 26.6-1 ASCE 7-16) Topographic Factor Kzt = (1+K1 *K2 *K3) 2 (Section 26.8 and Figure 26.8-1) asce 7-16 Wind loads have been calculated based on Chapter 28 Envelope Procedure 07/12/2022 General Information And Loads Per IBC 2018 Page 12 07/12/2022 General Information And Loads Per IBC 2018 Page 13 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 Earthquake Loads (Per Section 1613 IBC 2018) 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-7-16, Chapters 11 thru 18 The seismic design category for a structure is permitted to be determined in accordance with Section 16131BC 2018 or ASCE 7-16 Risk Category of Building 11 (From Table 1.5-1 ASCE-7-16) RCB 11 Site Class D (Site soil classification per Section 20.1 & Table 20.3-1) Sc D Fa Short period site coefficient (at 0.2 s-period) Section 11.4.4 ASCE 7-16 Fa = 1.000 F Long period site coefficient (at 1.0 s-period) Section 11.4.4 ASCE 7-16 F„ = null Ss Mapped MCER 5 % damped, spectra response acceleration parameter at short periods as defined in Section 11.4.2 & 11.4.4 ASCE 7-16 SS = 1.315 S i Mapped MCE R 5 % damped, spectra response acceleration parameter at a periods of 1 s as defined in Section 11.4.2 ASCE 7-16 S, = 0.467 S MS The MCER 5 % damped, spectra response acceleration parameter at short adjusted for site class effects as defined in section 11.4.4 ASCE 7-16 S Ms = Fa S s (Equation 11.4-1) S Ms = 1.315 S M1 The MCER 5 % damped, spectra response acceleration parameter at a period of Is adjusted for site class effects as defined in Section 11.4.4 ASCE 7- SM, =FvSI (Equation 11.4-2) SM, = null S oS Design 5 % damped, spectra response acceleration parameter at short periods as defined in Section 11.4.5 ASCE 7-16 S DS = 213S MS (Equation 11.4-3) S DS = 0.877 S D1 Design 5 % damped, spectra response acceleration parameter at a period of 1s as defined in Section 11.4.5 ASCE 7-16 SDI = 213S M1 (Equation 11.4-4) SDI — 1 e Importance factor as prescribed in Section 11.5.1 ASCE 7-16 Seismic Design Category D (From Tables 11.6-1 & 11.6-2 ASCE- 7-16) Response Modification Factor R=6.5 (Table 12.2-1, 15.4-1, 15.4-2 ASCE-7-16) System Overstrength Factor 0,, =2.5 (Table 12.2-1, 15.4-1, 15.4-2 ASCE-7-16) Deflection Amplification Factor C d = 4 (Table 12.2-1, 15.4.-2 ASCE 7-16) 07/12/2022 General Information And Loads Per IBC 2018 le= SDC = null 1.000 D R = 6.500 Do = 2.500 C d = 4.000 Page 13 07/12/2022 General Information And Loads Per IBC 2018 Page 14 PROJECT: Magrino-D'Sauza Residence JOB: *22-14 SIDS = 0.88 R= 6.50 Seismic Loads (Per Section 1214.8.1 ASCE-7-10) Level Width (x) Width (y) Area Dead Load Partition Load W F Fx Fy Ft Ft Sq. Ft Psf Psf Lbs Lbs Lb/Ft Lb/Ft Roof Upper 98.38 100.66 79.75 97.23 4550.09 4835.16 12 11 6 12 81901.62 111208.68 12150.84 16498.81 152.36 169.69 123.52 163.91 TOTAL WEIGHT (Lbs) 1 193110.30 BASE SHEAR (Lbs) 1 28649.65 V = (F x Sos/R) x W (Equation 12.14-11) W =Area x (D.L. + W.W.) Fx = W / Width(x) Fy = W / Width(y) F = 1.1 for two story building Wind Loads (Per Chapter 28 of the ASCE-7-10) Diaphragm Wind Loads Level Height Pressure Wind Loads Ft Psf Lbs / Ft Ridge 26.38 9.39 n/a Roof 20.41 27.08 192.47 Upper 10.33 27.08 273.60 Main 0.21 27.08 139.91 Ground 0 0 2.82 Ridge 5.96 R roof 192.47 10.08 R upper 273.60 10.12 R main 139.91 0.21 07/12/2022 General Information And Loads Per IBC 2018 Page 14 07/12/2022 General Information And Loads Per IBC 2018 Page 15 PROJECT: Magrino-D'Sauza Residence JOB#: *22-14 General Building Information Building Width at Base (x - dir) = 100.83 (Ft) Building Width at Base (y - dir) = 82.27 (Ft) Ground Floor Area = 4835.16 (Sq.Ft) Building Height (Top of Ridge) from Finish Grade = 26.38 (Ft) Eave Height = 20.41 (Ft) Mean Roof Height = 23.39 (Ft) Roof Angle = 18.43 ° Upper Level Wall Height = 10.33 (Ft) Upper Level Floor Elevation = 10.08 (Ft) Upper Level Floor Assembly = 10.00 (in) Main Level Wall Height = 9.04 (Ft) Main Level Finish Floor Elevation= 0.21 (Ft) Main Level Floor Assembly = 2.50 (in) Finish Grade Reference Elevation = 0.00 (Ft) Mean Roof Heigth to Witdth(x-dir) ratio = 0.23 Mean Roof Heigth to Witdth(y-dir) ratio = 0.28 07/12/2022 General Information And Loads Per IBC 2018 Page 15 07/12/2022 Wind and Seismic Loads Page 1 07/12/2022 Wind and Seismic Loads Page 1 07/12/2022 Wind and Seismic Loads Page 2 07/12/2022 Wind and Seismic Loads Page 2 07/12/2022 Wind and Seismic Loads Page 3 C%TC Hazards by Location Search Information Address: 16900 Talbot Rd, Edmonds, WA 98026, USA 86 ft 9eadawdale Playfields1q Coordinates: 47.8457485,-122.3398605If Mead; Elevation: 86 ft Timestamp: 2022-05-13TO5:43:20.865Z Hazard Type: Seismic Reference ASCE7-16 Go gle � Map data ©2022 Google Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.315 MCER ground motion (period=0.2s) S1 0.467 MCER ground motion (period=1.Os) SMS 1.315 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 0.877 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 0.905 Coefficient of risk (0.2s) CR1 0.894 Coefficient of risk (1.0s) PGA 0.565 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.621 Site modified peak ground acceleration 07/12/2022 Wind and Seismic Loads Page 3 07/12/2022 Wind and Seismic Loads Page 4 TL 6 Long -period transition period (s) SsRT 1.315 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.454 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.842 Factored deterministic acceleration value (0.2s) S1 RT 0.467 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.522 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 1.227 Factored deterministic acceleration value (1.0s) PGAd 1.01 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. 07/12/2022 Wind and Seismic Loads Page 4 07/12/2022 Wind and Seismic Loads C%TC Hazards by Location Page 5 Search Information x Address: 16900 Talbot Rd, Edmonds, WA 98026, USA 86 ft 9eadawdale Playfields� Coordinates: 47.8457485,-122.3398605If Mead; Elevation: 86 ft Timestamp: 2022-05-13T05:42:32.624Z Hazard Type: Tornado C7O gle Map data ©2022 Google ASCE 7-16 Wind Speed 130 mph 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 per ICC-500 and FEMA P-361 and rounded up to the nearest whole integer. NOTE: For queries near the 250-mph region boundary, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within an area requiring the incorporation of a tornado storm shelter as part of the structure under consideration. 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. 07/12/2022 Wind and Seismic Loads Page 5 07/12/2022 Wind and Seismic Loads Page 6 C%TC Hazards by Location Search Information Address: 16900 Talbot Rd, Edmonds, WA 98026, USA Coordinates: 47.8457485,-122.3398605 Elevation: 86 ft Timestamp: 2022-05-13T05:39:07.378Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category I Risk Category II 97 mph Risk Category II Risk Category III 105 mph Risk Category III -IV Risk Category IV 108 mph 86 ft leadowdale Playfields� � Meadavwdale High Sc C7O 9I2 7" Map data ©2022 Google ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 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 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 wPhsitP crops not imnly annrnval by tha nnvPrninn huildinn cnrip hndiPs rPsnnnsihip fnr huildinn cnrlP annrnval and intPrnrPtatinn fnr the 07/12/2022 Wind and Seismic Loads Page 6 07/12/2022 Wind and Seismic Loads Page 7 MINIMUM I}fSIGN LOADS Main Wind force Resisting System — Melhod 2 h S 60 ft. Figure 28.6-I Design Wind Pressures Enclosed Buildings Walls & Roofs d 0 a Q a a 8 0 o ° Co— _ O Case A m ca�am A m- Case B Notes: I . Pressures shown are applied to the horizontal and vertical projections, for expos um B. at h=30 ft {9.1 m). Adjust to other exposures and heights µnth adjustment factor A. 2. The load patterns shown shall he applied to each corner of the building in turn as the reference comer. I See Figure 2R.4- I 3. For Case B use 0 = 0'. 4. Load cases 1 and 2 must he checked for 25' < 8 5 45'. Load case 2 at 25' is provided only For interpolation between 25° and 30'. 5. PI us and minus signs signify pressures acting toward and away from the projected surfaces, respectively. 6. For roof slopes other than those shown, linear interpolation is permined. 7. The total horizontal load shall not be less than that determined by assuming ps = 0 in zones B & D_ R. where fine F or C falls on a roofoverhang on the windward side of the building, use Fw and GnH for the limssure on the horizontal prgjectiorn of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 9, Notation: a: 10 percent ai least horizontal dimension ur 0.4h, whichever is smaller, but not less Bran either 4% of least horizomtal dimension or3ft10.9m]. h: Mean roof h4lit, in feet (meters), except that cave height shall be used for roof angles <10'. & Angle of plant of roof from horizontal, in dagrees. 303 07/12/2022 Wind and Seismic Loads Page 7 07/12/2022 Wind and Seismic Loads Page 8 CHAPTER 2h WIND LOAI?S ON RUJI.DINGS----MWFR5 (ENVELOPF PROCEDURE) Main Wind Force Resisting System - Method i Figure 28.6-1 (coni'd) Design Wind Pressures Enclosed Buildings hS60ft. Wails & Roofs Simplified Design Wind Pressure, p530 (psf) (Exposure Bath= 30 ft- with /= 1.0) Basic Wind Speed (mph) Roof Angle {degrees} � 3 Ivnvs Horizontal Pressures Vertical Prvssunas overfiangs A B c ❑ E F G H Eon Gort 0 b 5' 1 19.2 -10.0 12.7 -5.9 -23A -13.1 -16.0 -10.1 -32.3 -253 10' 1 21.6 -9.0 14.4 5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 110 15' 1 24.1 40 16.0 -4.6 -23.1 -15.1 -16.0 -11-5 -32.3 -25 3 20' 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12-2 -32.3 -25.3 25' 1 2 24.1 - 3.9 --- 17.4 --- 4-0 -10-7 -4.1 -14-6 -7.9 -7-7 -1.1 -11-7 -6.1 -19.9 -17-0 -- 30to45 1 2 21.6 21-6 14-B 14-B 17.2 17.2 11.8 11.8 1-7 8-3 -13-1 -6-5 0.6 7.2 -11.3 -4.6 -7-6 -7-6 -8-7 -8.7 0105' 1 21.0 -10.9 13..9 -6.5 -25.2 -14-3 -17.5 -11-1 -35-3 -27-6 10' 1 23.7 -9.8 15.7 5.7 -25.2 -15.4 -17.5 -11-8 -35.3 -27.6 15' 1 26.3 -8.7 17..5 -5.0 -25.2 -16-5 -17.6 -12-6 -35-3 -27A 1115 20' 1 29.0 -7.7 19.4 -4.2 -25.2 -17.5 -17.5 -13.3 -35.3 -27B 25' 1 2 26.3 4,2 -- 19.1 --- 4.3 -11.7 -4-4 -15.9 -8-7 -8.5 -1.2 -12.8 -5-5 -21.8 -185 -- 30 to 45 1 2 23-6 23.6 16.1 161 18.8 18.8 12.9 12.9 1-6 9-1 -14-3 -7-1 0.6 7-9 -12.3 -6-0 -8-3 -8-3 -9-5 -9-5 0 10 7 1 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -30A -30.1 10' 1 25.8 -10.7 17A -6.2 -27.4 -16-8 -19.1 -12-9 -38A -30-1 15' 1 28.7 -9.5 19.1 -5.4 -27.4 -17.9 -19.1 -133 -38.4 -30.1 20' 1 31.6 -8-3 21.1 -4.6 -27.4 -19-1 -19.1 -14-5 -39A -30.1 120 25' 1 2 28.6 4.6 20.7 4.7 -12.7 -4-8 -17.3 511 -92 -1.3 -13-9 -6-0 -23.7 -202 30 to 45 1 2 25-7 25.7 17-6 17.5 20.4 20.4 14.0 14.0 2-0 9.9 -15-6 -7.7 0.7 8.6 -13.4 -5.5 -9-0 -9.0 -10-3 -10.3 0 So 5' 1 26.8 -13.9 17.8 5.2 -32.2 -18-3 -22.4 -14.2 -45.1 -35.3 10' 1 30.2 -12.5 20.1 -7.3 -32.2 -19.7 -22.4 -15.1 -45.1 -35.3 ,� 15' 1 33.7 -112 22.4 -6.4 -32.2 -21.0 -22.4 -16.1 -45.1 -35.3 20' 1 37.1 -9.8 24.7 5.4 -32.2 ,22.4 -22.4 -17.0 -45.1 -35.3 3� 25' 1 2 33.6 - 5A I --- 24.3 --- 6-5 -14.9 -5.7 -20-4 1 -11.1 -10.8 -1.6 -16-4 -7.1 -27-8 -23-7 30 to 45 1 2 30.1 30A 20-6 20.5 24.0 24.0 16.5 16.5 2-3 11.6 -18-3 -9.0 0.9 Ma -15.7 -6A -10-6 -10.6 -12-1 -12.1 0Ie5 1 31.1 -16-1 20.6 -9.6 -37.3 -21-2 -26.0 -16-4 -52-3 -40-9 10, 1 35.1 -14.5 23.3 -8.5 -37-3 -22-6 -26.0 -17-5 -52-3 -40.9 15' 1 39.o -12.9 26.0 -7.4 -37.3 -24-4 -26.0 -16.6 -52.3 -40.9 140 20' 1 43.0 -11.4 28.7 -6.3 -37.3 -26-0 -26.0 -19-7 -52.3 -40.0 25' 1 2 39.0 - 6.3 I -- 28.2 --- 6A -17.3 -6-6 -23.6 -12-B -12.5 -18 -19.0 -82 -32.3 -275 -- 30 to 45 1 2 35.0 35.0 23-0 23-9 27.8 27.8 19.1 1 19.1 2-7 13-4 -21-2 -10-5 0.9 11,7 -18.2 -1.5 -12-3 -12-3 -14-0 -14-0 0 In 5' 1 35.7 -18.5 23.7 •11.0 -42.9 -24.4 -29.8 -18.8 •60.0 -47.0 10, 1 40.2 -16.7 26.8 -9.7 42.9 -26-2 -29.8 -20-1 50-0 -47.0 15' 1 44.8 -14.9 29.8 -9.6 42.9 -28-0 -29.8 -21A 50-0 -47.0 15C1 20' 1 49.4 -13.0 32.9 -7.2 -42.9 -29-8 -29.8 -22-6 50-0 -47.0 26' 1 2 44-8 72 32.4 7A -19.9 -7-5 -27-1 -14-7 -14.4 -2.1 -21-8 -9A -37.0 -31-6 30 t045 1 2 40-1 40.1 27-4 27.4 31.9 31.9 22.0 22.0 3-1 15A -24-4 -12.0 1.0 13A -20.9 -8.6 1 -14-1 -14.1 -1fi-1 -16.1 Unit Conversions - 1.0 t = 0.3048 rn; 1.0 psf = 0.0479 kN/mz 304 07/12/2022 Wind and Seismic Loads Page 8 07/12/2022 Wind and Seismic Loads Page 9 MINIMUM I}ESIGN LOADS Main Wind Force Resisting System - )Method 2 IN S 60 ft. Figure 28.6-1 (cont'd) Design Wind Pressures Enclosed Buildings Walls $z Roofs SImp llfled ©eslgn WInd Pressure , ps36 (pST) (Exposure B at h =30fJ Basic W Ind Speed (mph) Roof Angle [degrees) d Zones No nxordal pressures Vertical Pressures Overhangs A B C p E F G H Eon Gcy 0 to 5' 1 40.6 -21.1 26.9 -12.5 -48.8 -27.7 -34.0 -21.5 -68.3 53.5 10' 1 45.8 -19.0 30.4 -11.1 -48.8 -29.8 -34.0 -22.9 -68.3 -53.5 15, 1 51.0 -16.9 34.0 -9.6 -4a.8 -31.9 -34.0 -24.3 -69.3 -53.5 160 20' 1 56.2 -14.8 37.5 -8.2 -48.8 -34.0 -34.0 -25.8 -68.3 53.5 25' 1 2 50.9 82 36.9 -- SA -- -22.6 -6.6 -30.8 1 -16.8 -16 4 -2.3 -24.8 -10.7 -42A -35.9 301045 1 2 45.7 45.7 31.2 312 36.3 36.3 25.0 25.0 3.5 17.6 -27.7 -13.7 1.2 152 -23.8 -9.8 -16.0 -16.0 -16.3 -193 0105, 1 51.4 -26.7 34.1 -15A -61.7 -35.1 -43.0 -27.2 -86A -67.7 10. 1 58.0 -24.0 38.6 -14.0 -61.7 -37.7 -43.0 -29.0 -86.4 -67.7 15° 1 64.5 -21,4 43.0 -12.2 -61.7 -40.3 410 -30.8 -86.4 -67.7 20` 1 71.1 -18.8 47.4 -10.4 -61.7 -43.0 -43.0 -32.6 -86.4 -67.7 180 25' 1 2 64.5 10.4 46.7 10.6 -28.6 -10.9 -39.0 -21.2 -20.7 -3.0 -31.4 -13.6 -533 -45.4 - 30 m 45 1 2 57.8 57.8 39.5 39.5 45.9 46.9 31.6 31.6 4.4 222 -35.1 -17.3 1.5 19.3 -30.1 -12.3 .20.3 -20.3 -232 -232 0 b 5 1 $3.4 -32.9 42.1 -19.5 -76.2 -43.3 -53.1 -33.5 -106.7 -835 10, 1 71.5 -29.7 47.6 -17.3 -76.2 46.5 -53.1 -35.0 -106.7 -835 15' 1 79.7 -26.4 53.1 -15.0 -76.2 -49.8 -53.1 -38.0 -106.7 Ms 20` 1 87.8 -23.2 58.5 -12.8 -76.2 -53.1 -53.1 -40.2 -106.7 -83.5 200 25• 1 2 79.6 12.6 57.6 --- 13.1 -- -35.4 -13.4 .46.2 -26.2 -25.6 -3.7 -38.7 -16.8 -65.9 -56.1 30 4D 45 1 2 71.3 71.3 48.5 48.8 56.7 56.7 39.0 39.0 5.5 27A -43.3 -21.3 1.8 23.8 -37.2 -15.2 -25.0 -25.0 -26.7 -28.7 Adjustment Factor for Building Height and Exposure, a Mean roof hel ht ft Exposure 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 5$ 1 1.19 1.59 1.Bd 60 1 1.22 1.62 1 1.87 Unit Conversions- 1.0 ft=0.3048 m; I.0 psf = 0.0479 kNlml 305 07/12/2022 Wind and Seismic Loads Page 9 07/12/2022 Wind and Seismic Loads Page 10 CHAPTP.R 26 WIND LOADS: G3 'NU.RAI. REQCIIRFMENTS 1so1721 Figure 26.5-1A Basic Wind Speeds ror Occupancy Category 11 Building.% and Other Structures. Notes: 1. Values are nominal design 3-second gust wind speeds in miles per hour {mis) at 33 ft ( 10m) above ground for Exposure C category. 2. Linear interpolation between contours is permitted. 3. Islands and coastal areas oulsidc the last contour shall use the last wind speed contour of the coastal area. 4. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examines] for unusual wind conditions. 5. Wind speeds correspond to approximately u 7% probability of excecdance in 50 years (Annual Excecdance ProbabiIily = 0.M143, M R I = 700 Years). 247a 07/12/2022 Wind and Seismic Loads Page 10 07/12/2022 Wind and Seismic Loads Page 11 CHAPTER 26 WIND LOADS: t;Ew1:RA1. RPQUIRFMENTS 9 ESCARPMENT Speed-up !N x(Ilpwhid) J.& .r(W,,..ind) 2-D RIDGE OR 3-D AXISYMMETRICAL HILL Topographic Multipliers for Exposure C H/Li, K, Mulli tier x/Li, Kz Multi lier ►JLi, K, Mulli tier 2-D Ridge 2-D Escarp. 3-D Axisym. Hill 2-D Escarp. All Other Cases 2-D Ridge 2-D Escarp. 3-D Axisym. Hill 0.20 0.29 0.17 0.21 0.00 1.00 1.00 0.00 1.00 1.00 1.00 025 0.36 02I 0.26 0.50 1 0.89 0.67 010 0.74 0.78 0.67 0.30 0.43 0.26 0.32 1.00 0.75 0.33 0.20 0.55 0.61 0.45 0.35 0.51 0.30 0.37 1.50 0.63 0.00 0.30 0.41 0.47 0.30 0.40 0.58 0.34 0.42 2.00 0.50 0.00 0.40 0.30 0.37 0.20 0.45 0.65 0.38 0.47 2.50 0.38 0.00 0.50 0.22 0.29 0.14 0.50 0_72 0.43 0.53 3.00 025 O.t70 DA0 0.17 0.22 0.09 3.50 1 0.13 0.00 0.70 0.12 0.17 0.06 -1.00 0.00 0.00 0.80 0.09 0.14 0.04 0.90 0.07 0.11 0.0.3 1.00 0.05 0.08 0.02 1.50 1 0.01 0.02 0.00 2.00 1 cl.nu 0n0 0.1)1 Notes: 1. For values of HIL,,. x/Lh and x/Lj, other than those shown. linear interpolation is permitted. 2_ i=ar HILT, > 0.5, assume H/Lh - 0.5 for evaluating Ki and substitute 2H far Lh far evaluating K: and K,. 3. Multipliers are based on the assumption that wind approaches the hill or escarpment along the direction of maximum slope. 4. Ablation: I P I Ieight of hill or escarpment relative to the upwind terrain, in feet (meters). Lh: Distance upwind of crest to where the difference in ground elevation is half the height of bill or escarpment, in feet (meters). K,: Factor to account for shape of topographic feature and maximum speed-up effect. K,: Factor to account liar reduction in speed-up with distance upwind or downwind of crest. K,: Factor to account for reduction in speed-up with height above local terra in. x: Distance (upwind or downwind) from the crest to the building site, in feet (meters). z: I[eight above ground surface at building site, in feet (meters). A: I lorixontai attenuation factor. y: Height attenuation factor_ 252 07/12/2022 Wind and Seismic Loads Page 11 07/12/2022 Wind and Seismic Loads Page 12 CHAPTER 2b WIND LOADS: t;FARAL REQt11RFMENTS Main Wind Force Resisting System and Components and .all Heights Cladding Table 26.I1-1 Inlernal Pressure C'oeltirieni, (GC'„) Walls e4c Roofs Enelosed, Partially Enclosed, and Open Buildings Enclosure Classification {CCU J Open Buildings 0,00 Partially Enclosed Buildings +M5 -0.55 Enclosed Buildings +0.18 -0.18 Notes: I. Plus and minus signs signify pressures acting toward and away from the internal surfaces, respectively_ 2. Values of (GCj) shall be used with q_ or qb as specified. 3. Two cases shall be considered to determine the critical load requirements for the appropriate condition: (i) a positive value of (GC,,,) applied to all internal surfaces (ii) a negative value of (GCj) applied to all internal surfaces 253 07/12/2022 Wind and Seismic Loads Page 12 07/12/2022 Wind and Seismic Loads Page 13 IBI Company Project Magrino-D'Souza File WIND-22-19 Subject Wind -Pressures Date 5/15/2022 Location Edmonds Eng JCI Design Wind Pressure,p,Epuation 28.6-1 (ASCE 7-10) lWys�temType���!!7ture Type Equation Main Wind Force Rigid Structures ps : a Kzt (ps30) Resisting System Low -Rise Buildings X : Adjustment Factor (Envelope Procedure) Simple Diaphragm Kzt : Topographic Factor Enclosed Buildings ps30 : Figure 28.6-1 Building Height = 23.41 ft Roof Angle = 18 deg. Basic Wind Speed = 110 mph (Figure 26.5-1 A-C) Occupancy Category = II (Table 1.5-1) Exposure Category = D (Section 26.7.3) Topography = None Kzt @ h = Topographic factor (Figure 26.8-1) _ (1+K1•K2•K3)2 = 1.00 Design Wind Pressure, p, Figure 26.8-1 - Load Case 1 1.59 1.59 25.60 -7.40 40.73 -11.77 19.20 -10.00 30.55 -15.91 1.59 17.02 27.08 12.70 20,20 1.59 -4.18 -6.65 -5.90 -9.39 1.59 -23.10 -36.75 -23.10 -36.75 1.59 -15.64 -24.88 -13.10 -20.84 1.59 -16.00 25.45 -16.00 -25.45 1.59 -11.92 -18.96 -10.10 16.07 1.59 -32.30 -51.39 -32.30 -51.39 1.59 -25.30 -40.25 -25.30 -40.25 07/12/2022 Wind and Seismic Loads Page 13 iliFORTE4CM JOB SUMMARY REPORT Tabolt-Residence Roof Member Name Results Current Solution Comments Roof: Joist Passed 1 piece(s) 2 x 6 DF No.2 @ 24" OC Beam E-1 Passed 1 piece(s) 6 x 8 DF No.1 Beam E-la Passed 1 piece(s) 6 x 8 DF No.1 Beam E-lb Passed 1 piece(s) 6 x 8 DF No.1 Beam E-2 Passed 1 piece(s) 8 x 12 DF No.1 Beam E-3 Passed 1 piece(s) 6 x 8 DF No.1 Beam E-3a Passed 1 piece(s) 6 x 8 DF No.1 Beam H-1 jPassed 12 piece(s) 2 x 8 HF No.2 Beam H-2 IPassed 12 piece(s) 2 x 8 HF No.2 ForteWEB Software Operator Job Notes Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB v3.2 Weyerhaeuser File Name: Tabolt-Residence Page 1 / 12 a" O R T CM MEMBER REPORT PASSED Roof, Roof: Joist 1 piece(s) 2 x 6 DF No.2 @ 24" OC 12 3.751 Sloped Lengih: 20' 9 7/8' 1❑ 2❑ Q3 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Length : 20' 119/16" Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 745 @ 11' 5 1/4" 2228 (3.50") Passed (33%) 1.0 D + 1.0 Lr (Adj Spans) Shear (Ibs) 356 @ 12' 1/4" 1238 Passed (29%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Moment (Ft-Ibs) -563 @ 11' 5 1/4" 1060 Passed (53%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Live Load Defl. (in) 0.202 @ 0 0.382 Passed (2L/454) 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.280 @ 0 0.509 Passed (2L/328) 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 238 392 630 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 275 470 745 None 3 - Beveled Plate - HF 3.50" 3.50" 1.50" 111 188 299 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 15' 11" o/c Bottom Edge (Lu) 13' 8" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Comments 1 - Uniform (PSF) 0 to 19' 10 1/2" 24" 15.0 25.0 Default Load System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Member Pitch : 3.75/12 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 ,vww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 2 / 12 a FORTE'M3 MEMBER REPORT Roof, Beam E-1 1 piece(s) 6 x 8 DF No.1 PASSED 0 12 3.5 1 3' 6" 1❑ Sloped Lengih: 14' a 15/16' 9191, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 802 @ 3' 7 3/4" 8121 (3.50") Passed (10%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 422 @ 4' 4 11/16" 5376 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 859 @ 9' 1 1/16" 5930 Passed (14%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.029 @ 8' 8 11/16" 0.515 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.050 @ 8' 9 5/8" 0.687 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beam - HF 3.50" 3.50" 1.50" 377 340 425 1142 Blocking 2 - Hanger on 7 1/2" HF beam 3.50" Hangers 1.50" 183 180 225 588 See note 1 • ClocKmg Panels are assumea to carry no loaas appnea alrecay aoove mem ano me run loaa Is appuea to me memoer Deing aeslgnea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' 1" o/c Bottom Edge (Lu) 14' 1" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 14' 3 7/16" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Member Pitch : 3.5/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger U66X SLD16 2.00" N/A 8-10dx1.5 4-10d • Reter to manutacturer notes and Instructions for proper Installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 13' 6 1/2" N/A 10.4 1 - Uniform (PSF) 0 to 13' 10" 1' to., 15.6 20.0 25.0 Roof 4ember Notes R Purlins ForteWEB Software Operator Job Notes Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 3 / 12 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Ta bolt- Residence Page 4 / 12 a FORTE'M3 MEMBER REPORT Roof, Beam E-la 1 piece(s) 6 x 8 DF No.1 PASSED 12 3.5 F I YI Sloped Length: 10' 9 3116" 9191, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1820 @ 10' 1/2" 5156 (1.50") Passed (35%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1599 @ 9' 5 5/16" 5376 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4493 @ 5' 1 1/4" 5930 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.163 @ 5'1 1/4" 0.514 Passed (L/759) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.277 @ 5' 1 1/4" 0.686 Passed (L/446) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beam - HF 3.50" 3.50" 1.50" 776 885 1106 2767 Blocking 2 - Hanger on 7 1/2" HF beam 3.50" Hangers 1 1.50" 790 906 1133 2829 See note s • ClocKmg Panels are assumes to Carry no loads appnea Olrecby above tnem ano the run loan Is appneo to the member being aeslgnea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 10' 6" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 10' 7 11/16" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 3.5/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HU68X SLD16 2.50" N/A 14-16d 6-16d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 1/2" N/A 10.4 1 - Uniform (PSF) 0 to 10' 4" 8181. 15.6 20.0 25.0 Roof Member Notes LR Purlins Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 ,4ww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 5 / 12 a FORTE'M3 MEMBER REPORT Roof, Beam E-lb 1 piece(s) 6 x 8 DF No.1 PASSED 12 3.5 F I YI Sloped Length: 10' 9 3116" 9191, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1888 @ 10' 1/2" 5156 (1.50") Passed (37%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1659 @ 9' 5 5/16" 5376 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4661 @ 5' 1 1/4" 5930 Passed (79%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.169 @ 5'1 1/4" 0.514 Passed (L/731) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.287 @ 5' 1 1/4" 0.686 Passed (L/430) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beam - HF 3.50" 3.50" 1.50" 803 919 1148 2870 Blocking 2 - Hanger on 7 1/2" HF beam 3.50" Hangers 1 1.50" 818 941 1177 2936 See note s • ClocKmg Panels are assumes to Carry no loads appnea Olrecby above tnem ano the run loan Is appneo to the member being aeslgnea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 10' 6" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 10' 7 11/16" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 3.5/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HU68X SLD16 2.50" N/A 14-16d 6-16d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 1/2" N/A 10.4 1 - Uniform (PSF) 0 to 10' 4" 9' 15.6 20.0 25.0 Roof Member Notes LR Purlins Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 ,4ww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 6 / 12 a FORTE'M3 MEMBER REPORT Roof, Beam E-2 1 piece(s) 8 x 12 DF No.1 PASSED Overall Length: 26' 1 1/4" 1 1 $' z 1/z" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ■ 3' 5 114" ❑3 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4345 @ 5' 2 3/4" 16706 (5.50") Passed (26%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1264 @ 23' 8" 11241 Passed (11%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -4407 @ 22' 5 3/4" 21387 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.035 @ 26' 13/4" 0.367 Passed (2L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.066 @ 26' 13/4" 0.489 Passed (2L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beam - HF 5.50" 5.50" 1.50" 1925 1935 2420 6280 Blocking 2 - Beam - SPF 5.50" 5.50" 1.50" 1395 1653 2067 5115 Blocking 3 - Beam - HF 5.50" 5.50" 1.50" 1027 786 983 2796 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 26' 2" o/c Bottom Edge (Lu) 26' 2" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 26' 1 3/4" N/A 21.9 1 - Point (lb) 26' (Front) N/A 183 180 225 Linked from: Beam E-1, Support 2 2 - Point (lb) 26' (Back) N/A 377 340 425 Linked from: Beam E-1, Support 1 3 - Point (lb) 13' 10 3/4" (Front) N/A 790 906 1133 Linked from: Beam E-la, Support 2 4 - Point (lb) 13' 10 3/4" (Back) N/A 790 906 1133 Linked from: Beam E-la, Support 2 5 - Point (lb) 5' 2 3/4" (Front) N/A 818 941 1177 Linked from: Beam E-1b, Support 2 6 - Point (lb) 5' 2 3/4" (Back) N/A 818 941 1177 Linked from: Beam E-lb, Support 2 Member Notes Existing LR Ridge Beam ForteWEB Software Operator Job Notes Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 7 / 12 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Ta bolt- Residence Page 8 / 12 a" O R T CM MEMBER REPORT PASSED Roof, Beam E-3 1 piece(s) 6 x 8 DF No.1 Sloped Lengih: 14' 2 1:;/16' 12 3.5 MmIr- 3'6" 1 0 6' 3" 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) 2976 @ 10' 5 1/4" 19694 (5.50") Passed (15%) 1.0 D + 1.0 Lr (Adj Spans) Shear (Ibs) 1502 @ I 3 3/16" 5844 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) -4146 @ 10' 5 1/4" 6445 Passed (64%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl.(in) 0.129 @ 13'8" 0.336 Passed (2L/628) 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.256 @ 13' 8" 0.448 Passed (2L/316) 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Column - HF 5.50" 5.50" 1.50" 526 1019 -230 1230 Blocking 2 - Column - HF 5.50" 5.50" 1.50" 1415 1561 722 3698 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' 3" o/c Bottom Edge (Lu) 14' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 13' 8" N/A 10.4 1 - Uniform (PSF) 0 to 13' 8" 5' 9" 15.6 25.0 - Roof 2 - Point (lb) 13' 7" N/A 514 393 492 1/2 of Reaction 3 of E-2 Member Notes LR Beam over Windows Notes Member Length : 14' 5" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Member Pitch : 3.5/12 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 -parry 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 9 / 12 a" O R T CM MEMBER REPORT PASSED Roof, Beam E-3a 1 piece(s) 6 x 8 DF No.1 12 3.5 spa- 3'6" 6' 3" 1❑ 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) 3144 @ 10' 6" 21484 (6.00") Passed (15%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1601 @ 11' 4 3/16" 5376 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -4577 @ 10' 6" 5930 Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.155 @ 13' 9" 0.339 Passed (2L/524) 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 1 0.288 @ 13' 9" 1 0.451 Passed (2L/282) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Column - HF 6.00" 6.00" 1.50" 524 800 999 2323 Blocking 2 - Column - HF 6.00" 6.00" 1 1.50" 1426 1374 1718 4518 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' 4" o/c Bottom Edge (Lu) 14' 4" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 13' 9" N/A 10.4 1 - Uniform (PSF) 0 to 13' 9" 5' 9" 15.6 20.0 25.0 Roof 2 - Point (lb) 13' 9" N/A 514 393 492 Half of Beam E-2 Support 3 Member Notes LR Beam over Windows Member Length : 14' 6 1/16" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 3.5/12 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 10 / 12 a" O R T CM MEMBER REPORT PASSED Roof, Beam H-1 2 piece(s) 2 x 8 HF No.2 Overall Length: 3' 3" 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) 738 @ 0 1823 (1.50") Passed (41%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 407 @ 8 3/4" 2719 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 600 @ 1' 7 1/2" 2792 Passed (21%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.006 @ 1' 7 1/2" 0.108 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.009 @ 1' 7 1/2" 1 0.162 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 292 447 739 None 2 - Trimmer - HF 1.50" 1.50" 1.5u. 292 447 739 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 3" o/c Bottom Edge (Lu) 3' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Vertical Loads Location Tributary Width (0.90) (non -snow: 1.25) Comments 0 - Self Weight (PLF) 0 to 3' 3" N/A 5.5 1 - Uniform (PSF) 0 to 3' 3" 11' 15.8 25.0 Roof Distributed Load System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 11 / 12 a" O R T CM MEMBER REPORT PASSED Roof, Beam H-2 2 piece(s) 2 x 8 HF No.2 Overall Length: 3' 9" L 3' 6" 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) 508 @ 0 1823 (1.50") Passed (28%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 310 @ 8 3/4" 2719 Passed (11%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 476 @ P 10 1/2" 2792 Passed (17%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.006 @ 1' 10 1/2" 0.125 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 1 0.010 @ 1' 10 1/2" 1 0.188 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 203 305 508 None 2 - Trimmer - HF 1.50" 1.50" 1.5u. 203 305 508 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 9" o/c Bottom Edge (Lu) 3' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Vertical Loads Location Tributary Width (0.90) (non -snow: 1.25) Comments 0 - Self Weight (PLF) 0 to 3' 9" N/A 5.5 1 - Uniform (PSF) 0 to 3' 9" 6' 6" 15.8 25.0 Roof Distributed Load System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:41:14 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 12 / 12 r� F R T E 3 JOB SUMMARY REPORT Tabolt-Residence Main Member Name Results Current Solution EM Comments Beam B-1 Passed 2 piece(s) 2 x 8 HF No.2 Beam B-2 Passed 1 1 piece(s) 1 3/4" x 14" 1.55E TimberStrand@ LSL ForteWEB Software Operator Job Notes Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:42:46 AM UTC ForteWEB v3.2 Weyerhaeuser File Name: Tabolt-Residence Page 1 / 3 a FORTE"M3 MEMBER REPORT Main, Beam B-1 2 piece(s) 2 x 8 HF No.2 PASSED Overall Length: 5 S" 5' 2" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1535 @ 1 1/2" 3645 (3.00") Passed (42%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1072 @ 10 1/4" 2175 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1987 @ 2' 10" 2234 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.061 @ 2' SO" 0.181 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.085 @ 2' SO" 0.271 Passed (L/767) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 430 1105 1535 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 430 1105 1535 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 8" o/c Bottom Edge (Lu) 5' 8" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 5' 8" N/A 5.5 1 - Uniform (PSF) 0 to 5' 8" 9' 9" 15.0 40.0 Floor System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:42:46 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 2 / 3 a FORTE"M3 MEMBER REPORT Main, Beam B-2 1 piece(s) 1 3/4" x 14" 1.55E TimberStrand® LSL PASSED Overall Length: 20' 112' 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) 5416 @ 16' 2" 9494 (7.00") Passed (57%) 1.0 D + 0.75 L + 0.75 Lr (Adj Spans) Shear (Ibs) 3889 @ 5' 4" 5823 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Moment (Ft-Ibs) 10534 @ 9' 3 7/8" 12558 Passed (84%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Live Load Defl.(in) 0.283 @ 10'9/16" 0.410 Passed (L/520) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total Load Defl. (in) 0.580 @ 10' 5/16" 0.615 Passed (L/254) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). Upward deflection on left and right cantilevers exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • Upward deflection on left and right cantilevers exceeds 0.4". System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Total 1 - Trimmer - DF 7.00" 7.00" 3.95" 2914 1772 1401 1484 7571 None 2 - Trimmer - DF 7.00" 7.00" 1 3.99" 2937 1772 1534 956 7199 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T o/c Bottom Edge (Lu) 18' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location Tributary Width (0.90) (1.00) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 20' 1/2" N/A 7.7 1 - Uniform (PSF) 0 to 20' 1/2" 4' 2" 15.0 40.0 - - Floor 2 - Point (lb) 6' 8" N/A 1426 - 1374 1718 Linked from: Beam E-3a, Support 2 3 - Point (lb) 13' 6" N/A 1415 - 1561 722 Linked from: Beam E-3, Support 2 4 - Uniform (PLF) 0 to 20' 1/2" N/A 80.0 - - Upper Floor Wall & Windows Member Notes Rec Room Beam over Doors Weyerhaeuser Notes 1 Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 vww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:42:46 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 3/3 JOB SUMMARY REPORT Tabolt-Residence Deck Member Name Results Current Solution Comments Deck Joist Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC Beam D-1 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-2 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-3 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-4 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-5 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-6 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-7 Passed 1 piece(s) 4 x 12 HF No.2 Beam D-8 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-9 Passed 1 piece(s) 4 x 12 HF No.2 Beam D-10 Passed 1 piece(s) 4 x 12 HF No.2 Beam D-11 Passed 1 piece(s) 4 x 10 HF No.2 Beam D-12 Passed 1 piece(s) 4 x 10 HF No.2 ForteWEB Software Operator Job Notes Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB v3.2 Weyerhaeuser File Name: Tabolt- Residence Page 1 / 14 a FORTE"M3 MEMBER REPORT Deck, Deck Joist 1 piece(s) 2 x 10 HF No.2 @ 16" OC PASSED Overall Length: 11' 1 112" i 10' 6 112" 11 ❑2 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) 537 @ 2 1/2" 1367 (2.25") Passed (39%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 420 @ 1' 3/4" 1388 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1338 @ 5' 6 3/4" 1917 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.196 @ 5' 6 3/4" 0.268 Passed (L/657) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.226 @ 5' 6 3/4" 1 0.535 1 Passed (L/568) 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Pro'"" Rating N/A I N/A I N/A N/A • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Ledger - HF 3.50" 2.25" 1.50" 74 445 185 704 1 1/4" Rim Board 2 - Beam - HF 3.50" 2.25" 1 1.50" 74 445 185 704 1 1/4" Rim Board • Kim boara is assumea to carry au ioaas appiiea airectry aoove it, Dypassing me memoer Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 9" o/c Bottom Edge (Lu) 10' 11" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Load Location (Side) Spacing (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 11' 1 1/2" 16" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 vww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 2 / 14 a FORTE'M3 MEMBER REPORT Deck, Beam D-1 1 piece(s) 4 x 10 HF No.2 PASSED Overall Length: B' a 114' 7' 4" ❑2 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) 1433 @ 8' 3" 2481 (1.75") Passed (58%) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Shear (Ibs) 1189 @ 1' 6 3/4" 3238 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2843 @ 4' 3 3/16" 4242 Passed (67%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl.(in) 0.087 @ 4'4 7/8" 0.253 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.103 @ 4' 4 7/8" 1 0.380 1 Passed (L/889) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.50" 3.50" 1.50" 299 1572 655 2526 Blocking 2 - Column - HF 1.75" 1.75" 1.50" 220 1143/-10 474 1810/ Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 3" o/c Bottom Edge (Lu) 8' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 3 1/4" N/A 8.2 1 - Uniform (PSF) 0 to 5' (Top) 6' 1 3/8" 10.0 60.0 25.0 Deck Distributed Load 2 - Uniform (PSF) 5' to 8' 3 1/4" (Top) 4' 5 1/4" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 vww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 3 / 14 a" O R T CM MEMBER REPORT PASSED Deck, Beam D-2 1 piece(s) 4 x 10 HF No.2 Overall Leng1h:8' a 1/2" I 7' 4 1 /4" I 6" 1❑ ❑2 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) 2077 @ 1/4" 2481 (1.75") Passed (84%) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Shear (Ibs) 1507 @ 6' 8 3/4" 3238 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3739 @ T 9 15/16" 4242 Passed (88%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.117 @ 3' SO" 0.254 Passed (L/783) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.137 @ 3' SO" 1 0.381 1 Passed (L/668) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 1.75" 1.75" 1.501. 307 1668/-12 692 261z/ Blocking 2 - Column - HF 3.50" 3.50" 1.72" 362 1951 813 3126 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 4" o/c Bottom Edge (Lu) 8' 4" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 3 1/2" N/A 8.2 1 - Uniform (PSF) 0 to 8' 3 1/2" (Top) 7' 3" 10.0 60.0 25.0 Deck System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 4 / 14 a" O R T CM MEMBER REPORT PASSED Deck, Beam D-3 1 piece(s) 4 x 10 HF No.2 Overall Length: 11' 1 I 6" 101 I 1I 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) 465 @ 7 3/4" 4961 (3.50") Passed (9%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 323 @ 1' 6 3/4" 3238 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 995 @ 5' 9 1/8" 4242 Passed (23%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.051 @ 5' 9 5/16" 0.342 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.066 @ 5' 9 5/16" 1 0.514 1 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.50" 3.50" 1.50" 104 340 141 585 Blocking 2 - Ledger - HF 3.50" 3.50" 1 1.50" 94 303/-1 125 522/-1 Blocking • rsiocKmg Parris are assumea to carry no ioaas appnea airecay aoove mem ano me run ioaa is appuea to me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 1" o/c Bottom Edge (Lu) 11' 1" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 1" N/A 8.2 1 - Tapered (PSF) 0 to 11' 1" (Top) 6' 8 1/16" to 6' 2 1.5 9.0 3.7 Deck Distributed 3/8" Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 5 / 14 a FORTE'M3 MEMBER REPORT Deck, Beam D-4 1 piece(s) 4 x 10 HF No.2 PASSED Overall Length: 11' 6' 7' 4 114" I 2' 11' L 6" 1❑ ❑2 ❑3 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) 3596 @ 7' 7 3/4" 4961 (3.50") Passed (72%) 1.0 D + 0.75 L + 0.75 S (Adj Spans) Shear (Ibs) 1578 @ 6' 8 3/4" 3238 Passed (49%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -2396 @ 7' 7 3/4" 4242 Passed (56%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl.(in) 0.058 @ T 6 1/4" 0.254 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.067 @ 3' 6 3/16" 0.381 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -278 Ibs uplift at support located at 10' 10 1/4". Strapping or other restraint may be required. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Snow Total Supports Accessories 1 - Column - HF 1.75" 1.75" 1.50" 216 1162/-18 480 18 8/ Blocking 2 - Column - SPF 3.50" 3.50" 2.54" 539 2881 1195 4615 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 42 810/-321 215/-20 1341/ Blocking • biocKmg raneis are assumea to carry no ioaas appnea aireary aoove mem ano me rui ioaa is appnea to me me Der oeing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 6" o/c Bottom Edge (Lu) 11' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 6" N/A 8.2 -- -- 1 - Uniform (PSF) 0 to 11' 6" (Top) 6' 1 3/8" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 6 / 14 a" O R T CM MEMBER REPORT PASSED Deck, Beam D-5 1 piece(s) 4 x 10 HF No.2 6" 1❑ Overall Leng1h:8' 6 1/2" 7' 5 1/2" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 365 @ 7 3/4" 4961 (3.50") Passed (7%) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 227 @ 1' 6 3/4" 3238 Passed (7%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 564 @ 4' 6" 4242 Passed (13%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.016 @ 4' 6 1/8" 0.258 Passed (L/999+) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total Load Defl. (in) 0.021 @ 4' 6 1/8" 1 0.386 1 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Total 1 - Column - HF 3.50" 3.50" 1.50" 82 267 111 460 Blocking 2 - Column - HF 3.50" 3.50" 1 1.50" 71 231/-2 96 398/-2 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 7" o/c Bottom Edge (Lu) 8' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (non -snow: 1.25) Comments 0 - Self Weight (PLF) 0 to 8' 6 1/2" N/A 8.2 1 - Tapered (PSF) 0 to 8' 6 1/2" (Top) 8' 3 3/8" to 7' 9 1.2 7.2 3.0 Deck Distributed 5/8" Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 7 / 14 a FORTE"M3 MEMBER REPORT Deck, Beam D-6 1 piece(s) 4 x 10 HF No.2 PASSED Overall Length: 10' 314' PIP" 19 6 3 114 L i, 21111, i, 0 ❑2 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) 3896 @ 6' 8 1/2" 4961 (3.50") Passed (79%) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 1630 @ 5' 9 1/2" 3238 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2204 @ 6' 8 1/2" 4242 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.040 @ 3'1 7/8" 0.218 Passed (L/999+) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total Load Defl. (in) 0.047 @ 3' 1 13/16" 1 0.327 1 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -480 Ibs uplift at support located at 9' 10 3/4". Strapping or other restraint may be required. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Roof Live Total Supports Accessories mi 1 - Column - HF 3.50" 3.50" 1.50" 241 1339/-30 552 2130/ Blocking 2 - Column - HF 3.50" 3.50" 2.75" 576 3125 1302 5003 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 43 756/-523 206/-61 1584/ Blocking • tsiocKmg raneis are assumes to carry no ioaas appnea aireary aoove mem ano me run ioaa is appnea to me memoer oeing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 1" o/c Bottom Edge (Lu) 10' 1" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live ■ Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (non -snow: 1.25) Comments 0 - Self Weight (PLF) 0 to 10' 3/4" N/A 8.2 -- -- 1 - Uniform (PSF) 0 to 10' 3/4" (Top) 7' 8 3/4" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 8 / 14 a" O R T CM MEMBER REPORT PASSED Deck, Beam D-7 1 piece(s) 4 x 12 HF No.2 Overall Leng1h:8' 5 1/2" 7' 4 112" 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) 3659 @ 7 3/4" 4961 (3.50") Passed (74%) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 2139 @ 1' 8 3/4" 3938 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5636 @ 4' 5 11/16" 5752 Passed (98%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl.(in) 0.099 @ 4'5 5/8" 0.255 Passed (L/929) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total Load Defl. (in) 0.115 @ 4' 5 5/8" 1 0.382 1 Passed (L/795) 1 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Total 1 - Column - HF 3.50" 3.50" 2.58" 535 2940 1225 4700 Blocking 2 - Column - HF 3.50" 3.50" 2.29" 471 2609/-18 1083 411683/ Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (non -snow: 1.25) Comments 0 - Self Weight (PLF) 0 to 8' 5 1/2" N/A 10.0 1 - Uniform (PSF) 0 to 8' S 1/2" (Top) 10' 10 13/16" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 9 / 14 a FORTE'M3 MEMBER REPORT Deck, Beam D-8 1 piece(s) 4 x 10 HF No.2 PASSED Overall Length: S' 9 1/4' PIP" '9 5' 1/4" L 21 11,. � 0 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) 4530 @ 5' 5 1/2" 4961 (3.50") Passed (91%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1721 @ 4' 6 1/2" 3238 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2053 @ 5' 5 1/2" 4242 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.025 @ 2'7 1/4" 0.176 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.029 @ 2' 7 1/8" 1 0.265 1 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -340 Ibs uplift at support located at 8' 7 3/4". Strapping or other restraint may be required. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Snow Total Supports Accessories 1 - Column - HF 3.50" 3.50" 1.50" 271 1569/-59 642 2 82/ Blocking 59 2 - Stud wall - HF 3.50" 3.50" 3.20" 654 3648 1520 5822 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 108 1053/-448 346 1508 Blocking • 151ocKng raneis are assumes to carry no ioaas appnea Direary aoove mem ano me rui ioaa is appnea to the me Der Deng Designea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 10" o/c Bottom Edge (Lu) 8' 10" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow ■ Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 9 3/4" N/A 8.2 1 - Uniform (PSF) 0 to 8' 9 3/4" (Top) 10' 30 13/16" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 10 / 14 a FORTE'M3 MEMBER REPORT Deck, Beam D-9 1 piece(s) 4 x 12 HF No.2 PASSED Overall Length: 8' 5 3/4" 7' 4 314" 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) 3425 @ 7 3/4" 4961 (3.50") Passed (69%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2005 @ 1' 8 3/4" 3938 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5292 @ 4' 5 13/16" 5752 Passed (92%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.093 @ 4' 5 3/4" 0.256 Passed (L/988) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 1 0.109 @ 4' 5 3/4" 1 0.383 1 Passed (L/845) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.50" 3.50" 2.42" 503 2750 1146 4399 Blocking 2 - Column - HF 3.50" 3.50" 2.14" 444 2441/-17 1014 3899/ 17 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the cull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 5 3/4" N/A 10.0 1 - Uniform (PSF) 0 to 8' 5 3/4" (Top) 10' 2 1/16" 10.0 60.0 25.0 Deck System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 ,4ww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 11 / 14 a FORTE"M3 MEMBER REPORT Deck, Beam D-10 1 piece(s) 4 x 12 HF No.2 PASSED Overall Length: L 7 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) 3005 @ 2" 4961 (3.50") Passed (61%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1929 @ 1' 2 3/4" 3938 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4945 @ T 9 1/2" 5752 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.078 @ T 9 1/2" 0.242 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.091 @ T 9 1/2" 0.363 Passed (L/953) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.50" 3.50" 2.12" 440 2414 1006 3860 Blocking 2 - Column - HF 3.50" 3.50" 1 2.12" 440 2414 1006 3860 Blocking • tsiocKmg Faneis are assumeo to carry no ioaas appnea airecay anove tnem ano the run ioao is appnea to the memner Ding oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 77 o/c Bottom Edge (Lu) 7' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 7" N/A 10.0 1 - Uniform (PSF) 0 to 7' 7" (Top) 10' 7 5/16" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 ,4ww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 12 / 14 a" O R T CM MEMBER REPORT PASSED Deck, Beam D-11 1 piece(s) 4 x 10 HF No.2 Overall Length: 7' 11 3/4" 6' 10 3/4" 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) 1913 @ 7 3/4" 4961 (3.50") Passed (39%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1250 @ 6' 11" 3238 Passed (39%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 2976 @ 4' 3 1/8" 4242 Passed (70%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl.(in) 0.082 @ 4'2 13/16" 0.239 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 1 0.096 @ 4' 2 13/16" 1 0.358 1 Passed (L/898) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.50" 3.50" 1.50" 290 1528 637 2455 Blocking 2 - Column - HF 3.50" 3.50" 1 1.50" 264 1409/-9 585 2258/-9 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' o/c Bottom Edge (Lu) 8' o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 11 3/4" N/A 8.2 1 - Uniform (PSF) 0 to 2' (Top) 5' 2 3/8" 10.0 60.0 25.0 Deck Distributed Load 2 - Tapered (PSF) 2' to 6' 6" (Top) 6' 6 5/16" to 6' 10 10.0 60.0 25.0 Deck Distributed 9/16" Load 3 - Uniform (PSF) 6' 6" to 7' 11 3/4" (Top) 5' 6 3/4" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 13 / 14 a FORTE"M3 MEMBER REPORT Deck, Beam D-12 1 piece(s) 4 x 10 HF No.2 PASSED dveralI Length: 7' 3 112" 6' 8 1/2" 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) 1539 @ 2" 4961 (3.50") Passed (31%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1036 @ 1' 3/4" 3238 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2428 @ 3' 7 3/4" 4242 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.063 @ T 7 3/4" 0.232 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.074 @ 3' 7 3/4" 1 0.348 1 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - HF 3.50" 3.50" 1.50" 235 1228 512 1975 Blocking 2 - Column - HF 3.50" 3.50" 1 1.50" 235 1228 512 1975 Blocking • tsiocKmg Faneis are assumeo to carry no ioaas appnea airecay anove tnem ano the run ioao is appnea to the memner Ding oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 4" o/c Bottom Edge (Lu) 74" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 73 1/2" N/A 8.2 1 - Uniform (PSF) 0 to 7' 3 1/2" (Top) 5' 7 3/8" 10.0 60.0 25.0 Deck Distributed Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser 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 ,4ww.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 Juan C.Inchauste Talbot Road IBI Company (425) 785-6080 info@ibicompany.com 7/13/2022 5:43:23 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Ta bolt- Residence Page 14 / 14 PG 1 13 ,, BellevueBellevue, WA, - ;, ,, /.//. Bellevue, ,;//i l l e-mail.- ibicompany*comcastnet Cell. (425) i llil 'o� I I / / / ! I / r OMEN; IN MINE ■�I 'FA VRYj �� �� ■� ■I 1372 Bellevue Way N.E. # 3 P.O. Box 3194 Bellevue, WA, 98004 Bellevue, WA 98009 onsu tzn Phone: (425)-450-0316 r , Cell: (425) 785-6080 e-mail: ibicompany@comcastnet e-mail. info*bicompany.com MW Project: gr,0' ,& or, 4k yTgj Location: Client: 47 0 By: Date: ,% G . - Subject: 'lie • I/o &0 14 egeA i44' 1 i e r A -a c X C r i