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Home My WebLink AboutBLD2020-00498 - 07 STRUCTURAL CALCSDigitally signed by David L. Starkel Date: 2020.09.08 15:46:59 -07'00' ASCE 7 Hazards Report Address: 6892 Flagler Rd Nordland, Washington 98358 Standard:ASCE/SEI 7-10 Risk Category:II Soil Class:D - Stiff Soil Elevation:35.01 ft (NAVD 88) Latitude: Longitude: 48.04702 -122.69025 Wind Results: Data Source: Date Accessed: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014 Tue Sep 08 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. Page 1 of 3https://asce7hazardtool.online/Tue Sep 08 2020 SS : 1.303 S1 : 0.524 F a : 1 F v : 1.5 SMS : 1.303 SM1 : 0.786 SDS : 0.869 SD1 : 0.524 T L : 16 PGA : 0.54 PGA M : 0.54 F PGA : 1 Ie : 1 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil D Data Accessed: Date Source: Tue Sep 08 2020 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Tue Sep 08 2020 Snow Results: Ground Snow Load, p : 15 lb/ftg 2 Elevation: 35.0 ft Data Source: ASCE/SEI 7-10, Fig. 7-1. Date Accessed: Tue Sep 08 2020 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. 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Page 3 of 3https://asce7hazardtool.online/Tue Sep 08 2020 Project Designer Location Project No. Client 1.5 PSF 1.0 PSF 1.5 PSF 2.3 PSF 1.5 PSF 3.3 PSF 3.3 PSF 1.3 PSF 1.6 PSF 5.6 PSF 2.2 PSF 1.5 PSF PSF PSF PSF 15.0 PSF 11.6 PSF 40.0 PSF SLOPE CORRECTION "X:12"6.00 1.1 2.0 PSF 15.0 PSF PSF 25.0 PSF PSF N/A PSF PSF 16.0 PSF PSF - PSF PSF 4.0 PSF 1.5 PSF 1.7 PSF PSF 0.8 PSF PSF 0.5 PSF PSF 2.2 PSF PSF 0.3 PSF PSF 11.0 PSF PSF PSF - PSF PSF 4.4 PSF 1.1 PSF 0.5 PSF 0.8 PSF 1.2 PSF 8.0 PSF SOILS REPORT GEOTECHNICAL ENGINEER DATE OF REPORT 1,500 PSF N/A PCF N/A %N/A N/A %N/A PCF 1,500 PSF N/A PCF N/A PSF Floor Covering Floor Shtg Floor Joist Insulation DESIGN LIVE AND DEAD LOADS ROOF LOAD :FLOOR LOAD Asphalt Shingles Re-Roof Roof Shtg Truss @ 24" oc DLS 20-051 Colden Residence Relocation Foundation 6892 Flagler Rd, Nordland, WA 98358 John Colden Revised 15-Sep-18Design Live and Dead Loads, Soil Data DECK OR BALCONY DEAD LOAD EXTERIOR WALL LOAD SUB-TOTAL MISCELLANEOUS ROOF DEAD LOAD FLOOR LIVE LOAD DECK DEAD LOAD DECK LIVE LOAD Gypsum Sheathing Mech., Elec., & Misc. INCREASE FOR DEPTH MAX. SOIL PRESSURE ISOLATED FOUNDATIONS Insulation Gypsum Shtg ROOF SNOW LOAD REDUCED SNOW LOAD ROOF LIVE LOAD Siding N/A INTERIOR WALL DEAD LOAD BASIC BEARING PRESSURE FLOOR DEAD LOAD INTERIOR WALL LOAD Wall Shtg 2x6 @ 16" oc Bottom & Top Plates Insulation Gypsum Shtg Mech., Elec., & Misc. EXTER. WALL DEAD LOAD 2X4 @ 16" oc Bottom & Top Plates Insulation SOIL FRICTION N/A Mech., Elec., & Misc. INCREASE FOR WIDTH N/A SOILS DATA PADS & CONT. FND E.F.P. (Cantilever) E.F.P. (Restrained) Pacific Northwest Structural Group, Inc. ACTIVE SOIL PRESSURE PASSIVE PRESSURE FLOOR DEAD LOAD FLOOR LIVE LOAD Gypsum Shtg C:\Users\dlsta\Dropbox\PNW Project Files\2020 Projects\20-051 Colden Foundation\ENGR\20-051 Design Criteria 2018.xlsxLoads 9/8/2020 Project Designer Location Project No. Client 110 MPH Figure 1609 Exposure B 1609.4 Roof Pitch 6.00 :12 B C D θ=26.57 Building Length 46.00 ft Building Width 25.00 ft 1st Level Plate Height 8.00 ft 2nd Level Plate Height 8.00 ft 3rd Level Plate Height - ft Gable Height 22.25 ft Roof Height 6.25 ft Mean Roof Height h =19.13 ft 0.85 1.00 0.62 ASCE 7-10, 27.3-1 psf psf psf psf psf 1st Level Plate 146.4 plf 78.6 plf 2nd Level Plate 99.3 plf 70.0 plf 3rd Level Plate - plf - plf Colden Residence Relocation Foundation DLS 6892 Flagler Rd, Nordland, WA 98358 20-051 John Colden Revised 15-Sep-182015 IBC Section 1609.6 Wind Loads BUILDING DATA: Ultimate Design Wind Speed, Vult Wind directionality factor, Kd Topographic Factor, Kzt Velocity pressure factor, Kz Exposure Condition 1 1609.6 Alternate All-Heights Method + Internal pressure - Internal pressure 0.43 0.73 (0.51) (0.21) (0.66) (0.35) Windward Wall Leeward Wall Sidewall Windward roof slopes (0.66) (0.35) (1.09) (0.79) 0.06 Wind perpendicular to ridge Leeward roof or flat roof Wind parallel to ridge and flat roofs Windward Wall Leeward Wall Sidewall Pressure 18.81 16.38 16.38 6.97 Pacific Northwest Structural Group, Inc. Allowable Uniform Wind Load Level Transverse Longitudinal 11.68 Wind perpendicular to ridge Leeward roof or flat roof Windward roof slopes Description 0.37 Description IBC 2015 Table 1609.6.2, Net Pressure Coefficients, Cnet C:\Users\dlsta\Dropbox\PNW Project Files\2020 Projects\20-051 Colden Foundation\ENGR\20-051 Design Criteria 2018.xlsxIBC 1609.6 Method 9/8/2020 Project Designer Location Project No. Client Soil Site Class D Response Spectral Acc. (0.2 sec) Ss 1.30 Response Spectral Acc.( 1.0 sec) S1 0.52 Site Coefficient Fa 1.00 Site Coefficient Fv 1.50 Max Considered Earthquake Acc. SMS 1.303 Max Considered Earthquake Acc. SM1 0.786 @ 5% Damped Design S DS 0.869 S D1 0.524 II Yes Yes Yes Seismic Design Category (SDC)- Seismic Design Category for 0.1 sec D Seismic Design Category for 1.0 sec D S1 < .75g - Seismic Design Category (SDC)D - - - ASCE 7 Section Where Detailing Requirements Are Specified Building ht. hn 19.13 ft Ct 0.020 x 0.75 Cu 1.400 Approximate Fundamental Period, Ta 0.183 sec Ts 0.603 sec SD1/SDS TL 16.00 sec Period for Computing Drift 0.256 sec Cu.Ta Fundamental Period, T 0.183 sec 0.8Ts 0.483 sec Response Modification Coef. R 6.50 Design Category Consideration: Footnotes - - ASCE 7-10 11.4.5 Seismic Force-Resisting System ASCE 7-10 (12.8-7)Ct.(hn)x ASCE 7-10 Table 12.8-2 for SD1 of 0.524g ASCE 7-10 Table 12.8-1 ASCE 7-10 11.4.5 ASCE 7-10 Table 1-1 15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS ASCE 7-10 11.4.1 ASCE 7-10 Table 11.6-1 In each of the two orthogonal directions, the approximate fundamental period of the structure, Ta, determined in accordance with Section 12.8.2.1 is less than 0.8Ts, where Ts is determined in accordance with Section 11.4.5. Colden Residence Relocation Foundation DLS 6892 Flagler Rd, Nordland, WA 98358 20-051 John Colden 2015 IBC Section 1613 Earthquake Loads Revised 15-Sep-18 Fv.S1 ASCE 7-10 & IBC 2015 Section 1613, EARTHQUAKE LOADS ASCE 7-10 11.4.2 ( Default=D) ASCE 7-10 Table 11.4-1 ASCE 7-10 Table 11.4-2 ASCE 7-10 (11.4-1) ASCE 7-10 (11.4-2) ASCE 7-10 11.6 Fa.Ss ASCE 7-10 Figure(s) 22-1 through 22-18 In each of two orthogonal directions, the fundamental period of the structure used to calculate the story drift is less than Ts. Diaphragms are rigid as defined in Section 12.3.1 or for diaphragms that are flexible, the distance between vertical elements of the seismic force-resisting system does not exceed 40 ft. ASCE 7-10 (11.4-3) ASCE 7-10 (11.4-4) 2/3.SMS 2/3.SM1 Risk Category Pacific Northwest Structural Group, Inc. ASCE 7-10 Table 12.14-1 - ASCE 7-10 11.6 14.1 and 14.5 0.8(SD1/SDS) ASCE 7-10 11.6 Limited Building Height (ft) = 65 ASCE 7-10 11.6 ASCE 7-10 Table 11.6-2 C:\Users\dlsta\Dropbox\PNW Project Files\2020 Projects\20-051 Colden Foundation\ENGR\20-051 Design Criteria 2018.xlsxSeismic 9/8/2020 Project Designer Location Project No. Client Colden Residence Relocation Foundation DLS 6892 Flagler Rd, Nordland, WA 98358 20-051 John Colden 2015 IBC Section 1613 Earthquake Loads Revised 15-Sep-18 Pacific Northwest Structural Group, Inc. Over Strength Factor Ωο 3.00 Deflection Amplification Factor, Cdb 4.00 Importance factor IE 1.00 Cs 0.134 T<=TL therefore Cs need not to exceed 0.441 T<TL therefore (12.8-4) N/A N/A Cs 0.038 S1 < 0.6g (12.8-6) N/A N/A Use Cs 0.134 Design Base Shear V 0.134 W Design Service Level Base Shear V 0.094 W ASCE 7-10 (12.8-2) ASCE 7-10 (12.8-4)SD1.TL/T2(R/IE) ASCE 7-10 (12.8-6) SDS/R/IE 0.044SDS.IE ≥ 0.01 SD1/(T(R/IE))ASCE 7-10 (12.8-3) ASCE 7-10 (12.8-5) 0.5S1/(R/IE) ASCE 7-10 (12.8-1)Control ASCE 7-10 Table 12.14-1 ASCE 7-10 Table 1.5-2, UFC 3-301-01 Table 2-2 ASCE 7-10 Table 12.14-1 C:\Users\dlsta\Dropbox\PNW Project Files\2020 Projects\20-051 Colden Foundation\ENGR\20-051 Design Criteria 2018.xlsxSeismic 9/8/2020 Project Designer Location Project No. Client Ground Snow Load, pg PSF Exposure Category Exposure of Roof Thermal Condition Risk Category Snow load importance factor, Is Snow exposure factor, Ce Thermal factor, Ct Flat-roof snow load, pf PSF Min. Design Flat Roof Snow Load, pm PSF Design Flat Roof Snow Load, pf PSF Roof Pitch :12 Roof Slope, Θ o Roof Surface Warm Roof Slope Factor, Cs Slope Roof Design Snow Load, ps PSF All Other Surfaces 1.00 B ASCE 7-10 26.7.3 Exposure Categories ASCE 7-10 7..4 pg ≤ 20 PSF Ispg, pg > 20 PSF 20Is 21.0 ASCE-7-10 (7-.4-1) Cs*pf ASCE 7-10 Section 7.4.1, 7.4.2, 7.4.3 Figure(s) 72 72b & 72 26.57 ASCE 7-10 Table 1.5-1, UFC 3-301-01 Table 2-2 ASCE 7-10 7.3 FLAT ROOF SNOW LOAD ASCE 7-10 7.2 ASCE 7-10 Table 7-2 Exposure Factor ASCE 7-10 (7.3-1) 0.7CeCtIspg 1.0 Colden Residence Relocation Foundation DLS 6892 Flagler Rd, Nordland, WA 98358 20-051 Revised 18-May-18 Partially Exposed 21.0 30.0 1.00 1.00 ASCE 7-10 Table 1.5-2, UFC 3-301-01 Table 2-2 ASCE 7-10 Table 7-2 Exposure Factor ASCE 7-10 Table 7-3 Thermal Factor II All structures except as indicated below 20.0 Pacific Northwest Structural Group, Inc.John Colden ASCE 7-10 Snow Loads ASCE 7-10 7.4 SLOPE ROOF SNOW LOAD 6 21.0 C:\Users\dlsta\Dropbox\PNW Project Files\2020 Projects\20-051 Colden Foundation\ENGR\20-051 Design Criteria 2018.xlsxSnow Load 9/8/2020 DATE: 9/8/2020 COMPANY: Pacific Northwest Structural Group, LLC VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER: REVIEWED BY: David Starkel PROJECT LOCATION: ,PROJECT SUMMARY Governing Codes:Building Code: 2018 International Building CodeASCE: ASCE 7-16Steel: AISC 360-16Concrete: ACI 318-14Masonry: TMS 402/602-16 Page 1 2018 International Building CodeProject Name: 20-051 Foundation Module Type: Continuous Footing Material Type: Concrete Member Dimensions: 1 ft. wide X 6 in. tall Section Adequacy:0.5% Controlling Factor: Soil Bearing Pressure Rebar - Longitudinal: (2) #4 Bars Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 3 ft. wide X 10 in. tall X 6 ft long Section Adequacy:27.8% Controlling Factor: Soil Bearing Pressure Reinforcement Bars: Size #4, No. Bars Short (4), No. Bars Long: (10) Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 1.5 ft. wide X 8 in. tall X 1.5 ft long Section Adequacy:4.6% Controlling Factor: Soil Bearing Pressure Reinforcement: Unreinforced (Plain) FTG-1 DIAGRAMS DATE: 9/8/2020 COMPANY: Pacific Northwest Structural Group, LLC VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER: REVIEWED BY: David Starkel PROJECT LOCATION: , LEVEL: Basement LOADING: LOCATION: FTG-1 CODE: 2018 International Building Code TYPE: CONTINUOUS FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 1 (ft) Wide X 6 (in) Deep Soil Depth TOF: 0 (ft) Longit: (2) #4 Bars MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Depth (in) 2500 2880952 145 1 6 Width (in) Height (in) Material Offset (in) 618Concrete0 Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 0 Bar Size # Transv. Spacing (in) # Longit. Bars fy (psi) Es (psi) 4 None 2 60000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) One-Way Shear Y (lbf) Moment Y (lbf-ft) PASS/FAIL PASS (0.5%) PASS (72.5%) PASS (33.7%) MAGNITUDE 1492.3 619.2 265.4 STRENGTH 1500.0 2250.0 400.0 LOAD COMBO D+0.75L+0.75S 1.2D+1.6L+0.5S 1.2D+1.6L+0.5S LOAD LIST Uniform (lbf/ft) 338 338 0 1 Snow Z Uniform (lbf/ft) 668 668 0 1 Live Z Uniform (lbf/ft) 629 629 0 1 Dead Z Stemwall Weight (lbf/ft) 108.75 108.75 0 1 Dead Z Page 2 2018 International Building CodeProject Name: 20-051 Foundation NOTES The footing requires a minimum area of dowel bars equal to 0.0864 in²/ft into the stem wall ACI 11.6.1. Page 3 2018 International Building CodeProject Name: 20-051 Foundation Chimney FTG DIAGRAMS DATE: 9/8/2020 COMPANY: Pacific Northwest Structural Group, LLC VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER: REVIEWED BY: David Starkel PROJECT LOCATION: , LEVEL: Basement LOADING: LOCATION: Chimney FTG CODE: 2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 3 (ft) X 6 (ft) X 10 (in) Soil Depth TOF: 0 (ft) (4) #4 Long, (10) #4 Short MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Length (ft) Depth (in) Volume (ft³) 2500 2880952 145 3 6 10 15 Bo (in) Φ-X Φ-Y 194 0.6 0.6 width (in) length (in) Height (in) Volume (ft³) Material Offset (in) 24 60 12 10 Concrete 0 Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 Bar Size # # Bars Long # Bars Short fy (psi) Es (psi) 4 4 10 60000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) Two-Way Shear (Punching) (lbf) Moment X (lbf-ft) Moment Y (lbf-ft) Crushing (lbf) PASS/FAIL PASS (27.8%) PASS (82.7%) PASS (88.2%) PASS (88.2%) PASS (98.6%) MAGNITUDE 1083.3 27300.0 568.8 1137.5 19.0 STRENGTH 1500.0 157950.0 4800.0 9600.0 1381.3 LOAD COMBO D 1.4D 1.4D 1.4D 1.4D LOAD LIST Point (lbf) 18050 - 0 - Dead Z Pedestal Weight (lbf) 1450 - 0 - Dead Z Page 4 2018 International Building CodeProject Name: 20-051 Foundation NOTES The footing requires a minimum area of dowel bars equal to 7.2 in² into the column ACI 16.3.4.1 Page 5 2018 International Building CodeProject Name: 20-051 Foundation Typical Pad FTG DIAGRAMS DATE: 9/8/2020 COMPANY: Pacific Northwest Structural Group, LLC VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER: REVIEWED BY: David Starkel PROJECT LOCATION: , LEVEL: Basement LOADING: LOCATION: Typical Pad FTG CODE:2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 1.5 (ft) Dia. X 8 (in) Soil Depth TOF: 0 (ft) Unreinforced (Plain) Concrete MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Length (ft) Depth (in) Volume (ft³) 2500 2880952 145 1.5 1.5 8 1.5 Bo (in) Φ-X Φ-Y 34 0.6 0.6 Width (in) Length (in) Material Offset (in) 4 4 Wood 0 Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 Bar Size # # Bars Long # Bars Short fy (psi) Es (psi) None None None 40000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) Two-Way Shear (Punching) (lbf) One-Way Shear X (lbf) Moment X (lbf-ft) One-Way Shear Y (lbf) Moment Y (lbf-ft) Crushing (lbf) PASS/FAIL PASS (4.6%) PASS (83.6%) PASS (92.4%) PASS (74.9%) PASS (92.4%) PASS (74.9%) PASS (82.9%) MAGNITUDE 1431.7 3772.0 317.3 330.3 317.3 330.3 235.8 STRENGTH 1500.0 22950.0 4201.8 1316.2 4201.8 1316.2 1381.3 LOAD COMBO D+L 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr LOAD LIST Point (lbf) 1840 - 0 - Live Z Point (lbf) 690 - 0 - Dead Z Page 6 2018 International Building CodeProject Name: 20-051 Foundation