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Home My WebLink AboutBLD2021-00552 - 07A Structural CalculationsREVISED DCD 02/04/2022 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alteration 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 0.701 Kh case 2 0.643 Type of roof Hip Topographic Factor (Kzt) Topography Flat Hill Height (H)30.0 ft H< 60ft;exp B Half Hill Length (Lh) 15.0 ft Kzt=1.0 Actual H/Lh =0.00 Use H/Lh =0.00 Modified Lh = 15.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 3.33 K2 =0.000 z/Lh = 1.48 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =22.3 ft If building h/B>4 then may be flexible and should be investigated. B = 32.0 ft h/B = 0.70 Rigid structure (low rise bldg) /z (0.6h) =30.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure 0.33 34 1) =0.0 Hz 320 ft 0zmin =30 ft /b =0.45 c = 0.30 0.25 gQ, gv =3.4 Vz =70.9 Lz =310.0 ft N1 =0.00 Q =0.91 Rn =0.000 Iz =0.30 Rh =28.282 0.000 h =22.3 ft G =0.87 use G = 0.85 RB =28.282 0.000 RL =28.282 0.000 gR =0.000 R = 0.000 Gf = 0.000 REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alteration 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 100.0 sf NO Ag 100.0 sf Ao > 4' or 0.01Ag YES Aoi 100.0 sf NO Building is NOT Agi 100.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao > smaller of 4' or 0.01 Ag Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant =0.00256 REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alterations 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE Wind Loads - MWFRS h (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.70 Edge Strip (a) =3.2 ft Base pressure (qh) =18.4 psf End Zone (2a) =6.4 ft GCpi = +/-0.18 Zone 2 length =16.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.48 0.66 0.30 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.72 0.90 0.54 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 12.1 5.5 -5.0 -11.6 2 -9.4 -16.0 -9.4 -16.0 3 -4.7 -11.4 -3.5 -10.1 4 -3.6 -10.2 -5.0 -11.6 5 10.7 4.1 6 -2.0 -8.7 1E 16.7 10.0 -5.5 -12.2 2E -16.4 -23.1 -16.4 -23.1 3E -8.2 -14.9 -6.5 -13.1 4E -6.9 -13.6 -5.5 -12.2 5E 14.6 7.9 6E -4.6 -11.3 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =12.9 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 15.7 psf Roof -4.7 psf ** End Zone: Wall 23.6 psf Roof -8.2 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 12.7 psf End Zone: Wall 19.2 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =18.4 psf REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alterations 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply 14.0 deg B= 32.0 ft # of frames (n) = 5 Solid are of end wall including fascia (As) = 1,500.0 sf Roof ridge height = 24.3 ft Roof eave height = 20.3 ft Total end wall area if soild (Ae) =712.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS 2.107 n = 5 KB = 0.8 KS = 5.526 Zones 5 & 6 area = 644 sf 5E & 6E area = 68 sf (GCpf) windward - (GCpf) leeward] = 0.723 p = 59.0 psf Total force to be resisted by MWFRS (F) =42.0 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alterations 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones REVISED DCD 02/04/2022 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" 3.00 1.0 3.0 PSF 15.0 PSF 4.5 PSF 25.0 PSF 3.3 PSF N/A PSF 4.2 PSF 20.0 PSF PSF 12.0 PSF 60.0 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 Pacific Northwest Structural Group, Inc. ACTIVE SOIL PRESSURE PASSIVE PRESSURE FLOOR DEAD LOAD FLOOR LIVE LOAD Gypsum Shtg 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) INTERIOR WALL LOAD Wall Shtg 2x6 @ 16" oc Bottom & Top Plates Insulation Gypsum Shtg Mech., Elec., & Misc. EXTER. WALL DEAD 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 DECK OR BALCONY DEAD LOAD EXTERIOR WALL LOAD SUB-TOTAL MISCELLANEOUS ROOF DEAD LOAD FLOOR LIVE LOAD 2x Decking Deck Joist Mech., Elec., & Misc. DECK DEAD LOAD DECK LIVE LOAD DLS 21-057 Marchand Residence Addition & Alterations 40 Brookhaven Pl, Port Townsend, WA 98368 Marinbow Revised 4-Dec-20Design Live and Dead Loads, Soil Data 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 D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxLoads 9/16/2021 REVISED DCD 02/04/2022 Project Designer Location Project No. Client Roof Pitch 3.00 :12 14.04 Building Length 47.33 ft Building Width 32.00 ft 1st Level Plate Height 8.17 ft 2nd Level Plate Height 10.00 ft 3rd Level Plate Height - ft Gable Height 22.17 ft Roof Height 4.00 ft 20.17 ft Basic Wind Allowable Wind Interior Zone Wall 15.70 9.42 Interior Zone Roof 4.70 2.82 End Zone Wall 23.60 14.16 End Zone Roof 8.20 4.92 Average Wall 18.86 11.32 Average Roof 6.10 3.66 Basic Wind Allowable Wind Interior Zone Wall 12.70 7.62 End Zone Wall 19.20 11.52 Average Wall 15.30 9.60 1st Level Plate 102.8 plf 87.2 plf 2nd Level Plate 71.2 plf 67.2 plf 3rd Level Plate - plf - plf Allowable Design Uniform Wind Load Level Transverse Longitudinal Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse Direction (Normal to Length) Longitudinal Direction (Parallel to Length) Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 98368 21-057 Marinbow Revised 4-Dec-20 ASCE 10-16, 2018 IBC & 2019 OSSC Section 1609 Wind Loads BUILDING DATA: Pacific Northwest Structural Group, Inc. D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxMWFR Under 60 Ft 9/16/2021 REVISED DCD 02/04/2022 Project Designer Location Project No. Client Soil Site Class D Response Spectral Acc. (0.2 sec) Ss 1.32 Response Spectral Acc.( 1.0 sec) S1 0.48 Site Coefficient Fa 1.00 Site Coefficient Fv 1.85 Max Considered Earthquake Acc. SMS 1.321 Max Considered Earthquake Acc. SM1 0.890 @ 5% Damped Design S DS 0.881 S D1 0.593 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 20.17 ft Ct 0.020 x 0.75 Cu 1.400 Approximate Fundamental Period, T a 0.190 sec Ts 0.674 sec SD1/SDS TL 16.00 sec Period for Computing Drift 0.266 sec Cu.Ta Fundamental Period, T 0.190 sec 0.8T s 0.539 sec Response Modification Coef. R 6.50 Pacific Northwest Structural Group, Inc. ASCE 7-16 Table 12.2-1 - ASCE 7-16 11.6 14.1 and 14.5 0.8(SD1/SDS) ASCE 7-16 11.6 ASCE 7-16 11.6 ASCE 7-16 Table 11.6-2 Fv.S1 ASCE 7-16, IBC 2018 & 2019 OSSC Section 1613, EARTHQUAKE LOADS ASCE 7-16 Table 11.4-1 ASCE 7-16 Table 11.4-2 ASCE 7-16 (11.4-1) ASCE 7-16 (11.4-2) ASCE 7-16 11.6 Fa.Ss ASCE 7-16 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 7-16 (11.4-3) ASCE 7-16 (11.4-4) 2/3.SMS 2/3.SM1 Risk Category Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 9836 21-057 Marinbow ASCE 7-16, 2018 IBC Section 1613, & 2019 OSSC 1613 Revised 14-Jan-21 ASCE 7-16 11.4.6 Seismic Force-Resisting System ASCE 7-16 (12.8-7)Ct.(hn)x ASCE 7-16 Table 12.8-2 for SD1 of 0.593g ASCE 7-16 Table 12.8-1 ASCE 7-16 11.4.6 ASCE 7-16 Table 1.5-1 15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS ASCE 7-10 11.6 ASCE 7-16 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. Design Category Consideration: Footnotes - - D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxSeismic 9/16/2021 REVISED DCD 02/04/2022 Project Designer Location Project No. Client Pacific Northwest Structural Group, Inc. Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 9836 21-057 Marinbow ASCE 7-16, 2018 IBC Section 1613, & 2019 OSSC 1613 Revised 14-Jan-21 Over Strength Factor 3.00 Deflection Amplification Factor, Cdb 4.00 Importance factor IE 1.00 Cs 0.135 0.480 T<TL therefore (12.8-4) N/A N/A Cs 0.039 S1 < 0.6g (12.8-6) N/A N/A Use Cs 0.135 Design Base Shear V 0.135 W Design Service Level Base Shear V 0.095 W ASCE 7-16 Table 12.2-1 ASCE 7-16 Table 1.5-2 ASCE 7-16 Table 12.2-1 ASCE 7-16 (12.8-1) Control Control 0.5S1/(R/IE) ASCE 7-16 (12.8-2) ASCE 7-16 (12.8-4)SD1.TL/T2(R/IE) ASCE 7-16 (12.8-6) SDS/R/IE 0.044SDS.IE SD1/(T(R/IE))ASCE 7-16 (12.8-3) ASCE 7-16 (12.8-5) D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxSeismic 9/16/2021 REVISED DCD 02/04/2022 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 Rain-on-Roof Surcharge Load PSF Design Flat Roof Snow Load, pf PSF Roof Pitch :12 o Roof Surface Warm Roof Slope Factor, Cs Slope Roof Design Snow Load, ps PSF 25.0 5.0 ASCE 7-16 7.10, 2019 OSSC 1608.2.5 ASCE 7-10 7.4 SLOPE ROOF SNOW LOAD 3 25.0 Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 9836 21-057 Revised 4-Dec-20 Partially Exposed 23.1 30.0 1.00 1.10 ASCE 7-16 Table 1.5-2 ASCE 7-16 Table 7-1.3 Exposure Factor ASCE 7-16 Table 7.3-2 Thermal Factor II Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value) 1.1 between the ventilated space and the heated space exceeds 25°F x h x ft2/Btu Pacific Northwest Structural Group, Inc.Marinbow ASCE 7-10 7.3 FLAT ROOF SNOW LOAD ASCE 7-16 7.2, 2019 OSSC 1608.2.1 ASCE 7-16 Table 7-3.1 ASCE 7-16 (7.3-1) 0.7CeCtIspg 1.0 ASCE 7-16 Snow Loads , 2018 IBC 1608, 2019 OSSC 1608 All Other Surfaces 1.00 B ASCE 7-16 26.7.2, 2019 OSSC 1609.4.2 ASCE 7-16 7.3.4 pg 20 PSF Ispg, pg > 20 PSF 20Is 25.0 ASCE-7-16 (7-.4-1) Cs*pf ASCE 7-16 Section 7.4.1, 7.4.2, 7.4.3 Figure(s) 7 2 7 2b & 7 2 14.04 ASCE 7-16 Table 1.5-1 D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxSnow Load 9/16/2021 REVISED DCD 02/04/2022 Basis of Design for Structural Lateral Load Resisting Elements. Based on my review of the proposed alterations and additions, the alterations shall comply with the 2018 International Existing Building Code (2018 IEBC). Additionally, the alterations appear to meet the 2018 IEBC, Section 603 Alteration – Level 2 definition; “Level 2 alterations include the reconfiguration of space, the addition or elimination of any door or window, the reconfiguration or extension of any system, or the installation of any additional equipment”. Furthermore, based on our review the alternations to the existing structural elements resisting lateral loads do not result in more than 10 percent greater than its existing demand-capacity ratio. For this reason, the existing structural elements resisting lateral loads are deemed structurally sufficient without further analysis. REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (78.6%) PASS (67.0%) PASS (76.7%) PASS (82.8%) REVISED DCD 02/04/2022 PASS (85.0%) PASS (85.4%) PASS (93.5%) PASS (90.0%) REVISED DCD 02/04/2022 PASS (50.8%) PASS (17.2%) PASS (36.5%) PASS (60.4%) REVISED DCD 02/04/2022 PASS (77.1%) PASS (66.3%) PASS (92.4%) PASS (89.5%) REVISED DCD 02/04/2022 PASS (84.9%) PASS (85.5%) PASS (97.8%) PASS (93.1%) REVISED DCD 02/04/2022 PASS (92.2%) PASS (90.4%) PASS (96.9%) PASS (93.4%) REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (86.2%) PASS (79.7%) PASS (94.5%) PASS (95.1%) REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (92.1%) PASS (94.3%) PASS (99.0%) PASS (94.0%) REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (90.9%) PASS (76.4%) PASS (88.5%) PASS (90.7%) REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (94.8%) REVISED DCD 02/04/2022 PASS (90.3%) PASS (98.3%) PASS (99.3%) PASS (96.4%) PASS (99.3%) PASS (96.4%) PASS (98.4%) REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (99.6%) REVISED DCD 02/04/2022 PASS (99.2%) PASS (99.9%) PASS (99.9%) PASS (99.7%) PASS (99.9%) PASS (99.7%) PASS (99.9%) REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (68.1%) PASS (56.8%) PASS (61.5%) PASS (81.4%) REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 PASS (66.2%) PASS (59.6%) PASS (93.0%) PASS (84.5%) REVISED DCD 02/04/2022 S T R U C T U R A L N O T E S GOVERNING DESIGN CODE2018 INTERNATIONAL BUILDING CODE WITH & WASHINGTON STATE AMENDMENTS.DESIGN CRITERIA1. DESIGN LIVE AND SNOW LOADS FOR NEW CONSTRUCTION, UNLESS NOTED OTHERWISE:2. LIVE LOADS:·ROOF 20 PSF MINIMUM ROOF LIVE LOAD (REDUCIBLE)·RESIDENTIAL FLOORS 40 PSF·DECKS 60 PSF3. SNOW LOADS:·ROOF SNOW LOAD, PS: 25 PSF·GROUND SNOW LOAD, PG: 30 PSF·FLAT ROOF SNOW LOAD, PF: 18 PSF·SNOW EXPOSURE “B”·EXPOSURE FACTOR, CE: 1.0·IMPORTANCE FACTOR, I: 1.0·THERMAL FACTOR, CT: 1.15. SUPERIMPOSED DEAD LOADS·ROOF: 15 PSF·FLOOR: 15 PSF6. WIND DESIGN DATA:·BASIC WIND SPEED 110 MPH·EXPOSURE “B”·WIND DIRECTIONALITY FACTOR, Kd: 0.85·TOPOGRAPHIC FACTOR, Kzt: 1.0·VELOCITY PRESSURE FACTOR, Kz: 0.657.EARTHQUAKE DESIGN DATA:·SEISMIC DESIGN CATEGORY (SDC): D·SEISMIC RISK CATEGORY II·IMPORTANCE FACTOR, I: 1.0·BASIC SEISMIC-FORCE RESISTING SYSTEMS(S)·BEARING WALL SYSTEM - LIGHT FRAME WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE.·SOIL SITE CLASS D·MAPPED RESPONSE ACCELERATIONS; SS: 1.32, S1: 0.48. SPECTRAL RESPONSE COEFFICIENTS; SDS: 0.89, SD1: N/AGENERAL NOTES1. THESE STRUCTURAL NOTES ARE A SUPPLEMENT TO THE SPECIFICATIONS.2. SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE VERSIONS MOST RECENTLY ADOPTED BY THE PERMITTINGAUTHORITY.3. USE THESE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS FOR BIDDING & CONSTRUCTION. VERIFYDIMENSIONS & CONDITIONS FOR COMPATIBILITY. NOTIFY THE ARCHITECT AND ENGINEER OF RECORD OF ANY DISCREPANCIES PRIOR TOCONSTRUCTION OR FABRICATION OF MATERIALS. FIELD VERIFY DIMENSIONS AND ELEVATIONS RELATIVE TO THE EXISTING STRUCTUREPRIOR TO FABRICATION OF MATERIALS.4. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN, PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS,SUBJECT TO REVIEW BY THE ARCHITECT & ENGINEER OF RECORD.5. SUBMIT IN WRITING TO THE ARCHITECT & ENGINEER OF RECORD CONTRACTOR OR OWNER INITIATED CHANGES PRIOR TOCONSTRUCTION OR FABRICATION. CHANGES SHOWN ON SHOP DRAWINGS WILL NOT SATISFY THIS REQUIREMENT.6. APPLY, PLACE, ERECT OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.7. ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST WIND, LATERAL EARTH AND SEISMIC FORCES UNTIL THEPERMANENT LATERAL-FORCE RESISTING SYSTEMS HAVE BEEN INSTALLED.STRUCTURAL FILL OR BACK-FILL1. STRUCTURAL FILL MATERIAL:·SAND AND GRAVEL MIXTURE OR CRUSHED ROCK.·WELL GRADED FROM COARSE-TO-FINE WITH LESS THAN 10% BY WEIGHT OF THE MINUS 3/4” FRACTION PASSING THE NO. 200 SIEVE.·FREE OF ORGANICS, RUBBISH, CLAY BALLS AND ROCKS LARGER THAN 4”.2. PLACE STRUCTURAL FILL IN LOOSE LIFTS, MAXIMUM OF 8” IN THICKNESS.3. COMPACT STRUCTURAL FILL TO A MINIMUM DENSITY OF 95% OF MAXIMUM DRY DENSITY, AS DETERMINED BY ASTM D 1557.4. VERIFY ADEQUACY OF STRUCTURAL FILL COMPACTION WITH RANDOM FIELD DENSITY TESTS.FOUNDATIONS1. FOUNDATION SIZES BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF DEAD AND LIVE LOADS.2. FOUNDATION ELEVATIONS WHERE SHOWN ARE TO TOP OF FOOTINGS.3. PLACE FOOTINGS ON FIRM, UNDISTURBED ORIGINAL SOIL, OR ON STRUCTURAL FILL. SEE “STRUCTURAL FILL OR BACK-FILL” NOTES FORSTRUCTURAL FILL INFORMATION.4. LOCATE BOTTOM OF FOOTINGS AT A MINIMUM OF 1'-6” BELOW FINAL GRADE OR 1'-6” BELOW EXISTING GRADE, WHICHEVER IS LOWER.5. PRIOR TO PLACEMENT OF CONCRETE, REMOVE ALL DISTURBED SOIL FROM FOOTING EXCAVATION TO NEAT LINES.CONCRETE REINFORCING STEEL1. REINFORCING STEEL (TYPICAL, UNLESS NOTED OTHERWISE): ASTM A 615, GRADE 60.2. DETAIL, FABRICATE AND PLACE REINFORCING ACCORDING TO ACI 315, “DETAILS AND DETAILING OF CONCRETE REINFORCEMENT”.3. TYPICAL REINFORCING (MINIMUM, UNLESS NOTED OTHERWISE ON DRAWINGS):·CORNERS AND INTERSECTIONS OF WALLS AND FOUNDATIONS: CORNER BARS EQUAL IN SIZE AND NUMBER TO HORIZONTALREINFORCING. LEG LENGTH: 48 BAR DIAMETERS (2'-0” MINIMUM).4. DO NOT FIELD BEND, DISPLACE, WELD, HEAT OR CUT REINFORCING UNLESS INDICATED ON THE DRAWINGS, OR APPROVED BY ENGINEEROF RECORD.5. PLACE ELECTRICAL CONDUIT NEAR CENTER OF ELEVATED SLAB.6. SPLAY REINFORCING AROUND SLAB OPENINGS WITH 1” IN 10” SPLAY, UNLESS NOTED OTHERWISE.7. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING:·3 ± 1/2” TO BOTTOM OF FOOTING, 2” ± 1/4” TO EARTH FACE OF WALL, 1” ± 1/4” TO INSIDE FACE OF WALL, & 3/4” SLAB TO TOP & BOTSURFACES. CENTER OF SLABS-ON-GRADE8. REINFORCING LAP SPLICES: CONFORM WITH ACI 318 “BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE”, 2-FEET, UNLESSNOTED OTHERWISE ON DRAWINGS:CAST-IN-PLACE CONCRETE1. PROVIDE CONCRETE MATERIALS, FORM WORK, MIXING, PLACING AND CURING ACCORDING TO ACI 301, “STANDARD SPECIFICATION FORSTRUCTURAL CONCRETE”.2. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH 2015 IBC SECTION 1905, 1906 & ACI 301,INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28- DAY STRENGTH OF F'c = 2,500 PSI AND MIX SHALL CONTAIN NOT LESSTHAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS.3. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENTCONFORMING TO ASTM C260, C494 & C618. TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH ACI318-24 SECTION 19.3.2 AND THE 2015 IBC EXPOSED CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3,000 PSI. NO SPECIALINSPECTION IS REQUIRED FOR 3,000 PSI INSTALLED SOLELY TO SATISFY EXPOSED CONCRETE REQUIREMENTS. A N C H O R S I N C O N C R E T E 1 . C A S T - I N - P L A C E A N C H O R S S H A L L B E A C C U R A T E L Y A N D S E C U R E L Y P L A C E D . · A N C H O R B O L T S ; B O L T S W I T H R O L L E D T H R E A D S , A N C H O R B O L T N U T S : C O N F O R M W I T H A S T M A 1 9 4 , A S T M A 3 0 7 M A T E R I A L H O T - D I P P E D G A L V A N I Z E D A C C O R D I N G T O A S T M A 1 5 3 . · U N L E S S N O T E D O T H E R W I S E O N P L A N S P R O V I D E 5 8 " Ø x 7 " E M B E D M E N T W I T H ¼ " x 3 " S Q P L W A S H E R S A T M A X I M U M 7 2 " O N - C E N T E R S P A C I N G A T F O U N D A T I O N S I L L P L A T E S . S I M P S O N S T R O N G - T I E M A S A O R M A S A P M U D S I L L A N C H O R S M Y B E U S E D I N - L I E U - O F A N C H O R B O L T S A N D P L A T E W A S H E R S . S E E S H E A R W A L L S C H E D U L E F O R S P A C I N G . 2 . I N S T A L L P O S T - I N S T A L L E D A N C H O R S W I T H S P E C I A L I N S P E C T I O N A C C O R D I N G A C C O R D I N G T O M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S . · M E C H A N I C A L A N C H O R S : I C C - A P P R O V E D ; C O N F O R M W I T H F F - S - 3 2 5 , G R O U P I I , T Y P E 4 , C L A S S 1 . M A T E R I A L : ( Z I N C P L A T E D A C C O R D I N G T O A S T M B 6 3 3 , H O T - D I P P E D G A L V A N I Z E D A C C O R D I N G T O A S T M A 1 5 3 , O R A I S I 3 0 4 S T A I N L E S S S T E E L ) . U N L E S S N O T E D O T H E R W I S E O N P L A N S E M B E D M E C H A N I C A L A N C H O R S 4 ” M I N I M U M I N T O C O N C R E T E . · A C C E P T A B L E A N C H O R S : “ K W I K - B O L T T Z ” , B Y H I L T I F A S T E N I N G S Y S T E M S , I N C , “ S T R O N G B O L T 2 ” B Y S I M P S O N S T R O N G - T I E C O M P A N Y , I N C . , · A D H E S I V E A N C H O R S ( C O N C R E T E ) : I C C A P P R O V E D . A N C H O R C O M P O N E N T S : A L L - T H R E A D R O D , N U T , W A S H E R A N D A D H E S I V E I N J E C T I O N G E L S Y S T E M . A N C H O R R O D S : R O D S W I T H R O L L E D T H R E A D S . A N C H O R R O D N U T S : C O N F O R M W I T H A S T M A 1 9 4 . A S T M A 3 6 M A T E R I A L H O T - D I P P E D G A L V A N I Z E D A C C O R D I N G T O A S T M A 1 5 3 . · A C C E P T A B L E A D H E S I V E I N J E C T I O N G E L S Y S T E M S : · · “ S E T - 3 G ” , B Y S I M P S O N S T R O N G - T I E C O M P A N Y , I N C . F R A M I N G L U M B E R 1 . L U M B E R S P E C I E S : D O U G L A S F I R - L A R C H G R A D E L U M B E R A C C O R D I N G T O R U L E S O F W E S T C O A S T L U M B E R I N S P E C T I O N B U R E A U ( W C L I B ) . 2 . L U M B E R G R A D E S : · J O I S T S N O . 2 · B E A M S N O . 2 · P O S T S N O . 2 · B L O C K I N G , P L A T E S , B R I D G I N G … … … … … . . S T A N D A R D O R B E T T E R O R S T U D G R A D E 3 . M A X I M U M M O I S T U R E C O N T E N T : 1 9 % A T 3 x O R L E S S ( L E A S T D I M E N S I O N S ) M E M B E R S . 4 . P R O V I D E S O L I D B L O C K I N G ( S A M E D E P T H O F M E M B E R ) A T A L L P O I N T S O F B E A R I N G ( M A X I M U M S P A C I N G O F 8 ' - 0 ” O N - C E N T E R ) , A T J O I S T S W I T H A 5 : 1 O R G R E A T E R D E P T H - T O - T H I C K N E S S R A T I O O R W H E R E O N E E D G E O F J O I S T I S N O T A T T A C H E D T O S H E A T H I N G , W A L L B O A R D , B R A C I N G , E T C . 5 . M E M B E R D I M E N S I O N S I N D I C A T E D A R E S T A N D A R D N O M I N A L U N L E S S N O T E D O T H E R W I S E . 6 . W O O D I N C O N T A C T W I T H C O N C R E T E O R M A S O N R Y A C C O R D I N G T O A W P A S T A N D A R D C - 2 . L A B E L P R E S E R V A T I V E - T R E A T E D L U M B E R W I T H T H E A W P B ( A M E R I C A N W O O D P R E S E R V E R S B U R E A U ) Q U A L I T Y M A R K . 7 . P R O V I D E B L O C K I N G B E T W E E N S T U D S ( O R O T H E R M E A N S O F B R A C I N G ) A T W O O D B E A R I N G W A L L S T O P R E V E N T S T U D B U C K L I N G P R I O R T O I N S T A L L A T I O N O F G Y P S U M W A L L B O A R D . 8 . D O U B L E A L L F L O O R J O I S T S U N D E R A L L P A R A L L E L P A R T I T I O N S . 9 . S E E S C H E D U L E A N D D R A W I N G S F O R F A S T E N I N G . G L U E L A M I N A T E D M E M B E R S 1 . M E M B E R S P E C I E S : W E S T E R N ; M E M B E R G R A D E : S I M P L E S P A N S ; 2 4 F - V 4 ; C O N T I N U O U S O R C A N T I L E V E R E D S P A N S : 2 4 F - V 8 . 2 . M A T E R I A L S T A N D A R D S : A L L O W A B L E S T R E S S E S : A I T C 1 1 7 . A R C H I T E C T U R A L A P P E A R A N C E G R A D E : A I T C 1 1 0 - 2 0 0 1 . M A N U F A C T U R E A N D F A B R I C A T I O N : A I T C A 1 9 0 . 1 . F A B R I C A T E W I T H W A T E R P R O O F G L U E S . S H A P E T O P O F M E M B E R S T O R O O F S L O P E . A D D L A M I N A T I O N S A S R E Q U I R E D F O R S H A P I N G . P R O V I D E S T A N D A R D 3 5 0 0 F O O T R A D I U S C A M B E R , U N L E S S N O T E D O T H E R W I S E O N D R A W I N G S . I D E N T I F Y M E M B E R S W I T H T H E A P A - E W S M A R K O F A M E R I C A N W O O D S Y S T E M S O R M E M B E R I N S P E C T I O N I S R E Q U I R E D B Y A N I N D E P E N D E N T T E S T I N G L A B . E R E C T M E M B E R S A C C O R D I N G T O A I T C S P E C I F I C A T I O N S . P L Y W O O D S H E A T H I N G 1 . P L Y W O O D M A T E R I A L : G R A D E : C - D , U N L E S S N O T E D O T H E R W I S E . M A N U F A C T U R E D W I T H E X T E R I O R G L U E A C C O R D I N G T O U N I T E D S T A T E S P R O D U C T S T A N D A R D P S 1 - 8 3 / A N S I A L 9 9 . 1 . C O N F O R M W I T H A P A P R O D U C T S T A N D A R D P S 1 - 0 7 . S H A L L B E A R T H E A M E R I C A N P L Y W O O D A S S O C I A T I O N ( A P A ) T R A D E M A R K . S U B S T I T U T I O N O F O R I E N T E D S T R A N D B O A R D ( O S B ) F O R P L Y W O O D I S A C C E P T A B L E I F T H E O S B : C O N F O R M S W I T H A P A P S 2 - 0 4 , G R A D E 2 - M - W . M A N U F A C T U R E D W I T H E X T E R I O R G L U E . L O A D / S P A N R A T I N G I N D E X E Q U A L T O P L Y W O O D . B E A R S T H E A P A T R A D E M A R K . 2 . P R O V I D E P R E S S U R E - T R E A T E D P L Y W O O D W H E R E I N D I C A T E D O N D R A W I N G S . C O N F O R M W I T H A W P A S T A N D A R D C - 9 . M A R K S H E E T S W I T H A W P B · S H E A T H I N G T Y P E S : · · F L O O R : 3 4 ” I N D E X 4 8 2 4 T & G M I N I M U M . 3 . P L Y W O O D L A Y O U T A N D I N S T A L L A T I O N : L A Y O U T P L Y W O O D S H E A T H I N G W I T H E N D J O I N T S S T A G G E R E D , U N L E S S N O T E D O T H E R W I S E . L A Y O U T P L Y W O O D T O E L I M I N A T E W I D T H S L E S S T H A N 2 ' - 0 ” U N L E S S A L L E D G E S O F U N D E R S I Z E D P I E C E S A R E S U P P O R T E D B Y B L O C K I N G . P R O V I D E P A N E L S P A C I N G A C C O R D I N G T O A P A R E C O M M E N D A T I O N S . B L O C K S H E A R W A L L S H E A T H I N G W I T H 2 x 4 F L A T B L O C K I N G A T A L L E D G E S . F A S T E N A C C O R D I N G T O S C H E D U L E A N D D R A W I N G S . 4 . P R O T E C T F L O O R A N D R O O F S H E A T H I N G F R O M E X T R E M E W E T C O N D I T I O N S . F A S T E N I N G A N D C O N N E C T I O N S 1 . P R O V I D E T H E M I N I M U M N U M B E R O F F A S T E N E R S P E R T H E F A S T E N E R S C H E D U L E F O R W O O D M E M B E R S , U N L E S S N O T E D O T H E R W I S E O N D R A W I N G S . 2 . S I M P S O N S T R O N G - T I E C O N N E C T O R S I N C O N T A C T W I T H P R E S E R V A T I V E - T R E A T E D W O O D , F I R E - R E T A R D A N T - T R E A T E D W O O D O R E X P O S E D T O E X T E R I O R S H A L L B E Z M A X , H D G O R S S T 3 0 0 . F O L L O W S I M P S O N S T R O N G - T I E R E C O M M E N D A T I O N S F O R S E L E C T I N G C O R R O S I O N R E S I S T A N T C O N N E C T O R S . 3 . P R O V I D E G R A C E V Y C O R ® D E C K P R O T E C T O R I N - L I E U - O F C O R R O S I O N R E S I S T A N T T R E A T M E N T S F O R C O N N E C T O R S I N C O N T A C T W I T H P R E S E R V A T I V E - T R E A T E D W O O D , F I R E - R E T A R D A N T - T R E A T E D W O O D A T I N T E R I O R A P P L I C A T I O N S , U N L E S S N O T E D O T H E R W I S E O N P L A N S . 4 . F A S T E N E R S I N P R E S E R V A T I V E - T R E A T E D O R F I R E - R E T A R D A N T - T R E A T E D W O O D S H A L L C O M P L Y W I T H A S T M A 1 5 3 A N D S H A L L B E H O T - D I P P E D Z I N C - C O A T E D G A L V A N I Z E D S T E E L , S T A I N L E S S S T E E L , S I L I C O N B R O N Z E O R C O P P E R . 5 . N A I L T Y P E : C O M M O N O R S I N K E R , U N L E S S N O T E D O T H E R W I S E O N D R A W I N G S . 6 . S E E F A S T E N E R S C H E D U L E F O R F A S T E N E R S I Z E A N D L O C A T I O N . P L Y W O O D S H E A T H I N G C O N N E C T I O N S 1 . F L O O R S H E A T H I N G · I M M E D I A T E L Y P R I O R T O P L A C I N G P A N E L S , A P P L Y A 1 4 ” D I A M E T E R C O N T I N U O U S B E A D O F C O N S T R U C T I O N A D H E S I V E , C O N F O R M I N G W I T H A F G - 0 1 , T O T O P S O F A L L J O I S T S , B L O C K I N G A N D P L A T E S . · F A S T E N I N G : A L L N A I L S C O M M O N U N L E S S N O T E D O T H E R W I S E . S I M P S O N S T R O N G - T I E " Q U I C K D R I V E " W S N T L 2 1 2 S S C R E W S M A Y B E U S E D I N - L I E U - O F C O M M O N N A I L S , A T S A M E S P A C I N G I N D I C A T E D B E L O W . · · A T E D G E S O F E A C H S H E E T , B L O C K I N G & W A L L S … … … … … … . . . 1 0 D A T 6 ” O C · · A T I N T E R I O R O F S H E E T S … … … … … … … … … … … … … … . … … … … 1 0 D A T 1 0 ” O C · · A T B O U N D A R I E S O F F L O O R … … … … … … … … … … . … … … … … … . . 1 0 D A T 6 ” O C D R A W I N G I N D E X S 1 . 0 S T R U C T U R A L N O T E S & P R O J E C T I N F O R M A T I O N S 1 . 1 S T R U C T U R A L S C H E D U L E S & A B B R E V I A T I O N S S 2 . 1 D A Y L I G H T B A S E M E N T F O U N D A T I O N & F R A M I N G P L A N S 2 . 2 F I R S T F L O O R F O U N D A T I O N & F R A M I N G P L A N S 2 . 3 R O O F F R A M I N G P L A N S 3 . 0 S E C T I O N S & D E T A I L S D E S I G N E R & C L I E N T M A R I N B O W A B R A H A M K E L S O 1 4 3 0 W I L L A M E T T E S T . # 3 1 7 E U G E N E , O R 9 7 4 0 1 D I G I T A L S I G N A T U R E 1 S 1 . 0 Structural Notes & Project Information 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 REVISED DCD 02/04/2022 F A S T E N E R S C H E D U L E C O N N E C T I O N F A S T E N I N G L O C A T I O N C O M M O N N A I L D I M E N S I O N S P E N N Y W E I G H T L D H A B B R E V I A T I O N S 2 S 1 . 1 Structural Schedules & Abbreviations 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 2 7 - O C T - 2 1 REVISED DCD 02/04/2022 3 S 2 . 1 Daylight Basement Foundation & Framing Plan 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 2 7 - O C T - 2 1 0 2 - F E B - 2 2 REVISED DCD 02/04/2022 4 S 2 . 2 First Floor Foundation & Framing Plan 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 2 7 - O C T - 2 1 0 2 - F E B - 2 2 REVISED DCD 02/04/2022 5 S 2 . 3 Roof Framing Plan 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 REVISED DCD 02/04/2022 ···RETAINING WALL S C H E D U L E WALL & FTG DIMENSIONSWALL & FTG REI N F O R C I N G S E E D E T A I L 7 / S 3 . 0 A B C D E F 12 3 4 5 6 6 S 3 . 0 Sections & Details 6 D A T E : P R O J E C T N O : S H E E T S O F 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 David@PNWStructure.com R E V I S I O N S D A T E : P R O J E C T N O : S H E E T S O F PACIFIC NORTHWEST STRUCTURAL GROUP, INC R E V I S I O N S 2 1 - 0 5 7 1 6 - S E P - 2 1 Marchand Residence Addition & Alterations 40 Brookhaven Pl Port Townsend, WA 98368 Original drawing size 24x36 2 7 - O C T - 2 1 0 2 - F E B - 2 2 REVISED DCD 02/04/2022 REVISED DCD 02/04/2022 ASCE 7 Hazards Report Address: 40 Brookhaven Pl Port Townsend, Washington 98368 Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Stiff Soil Elevation:303.89 ft (NAVD 88) Latitude: Longitude: 48.064844 -122.786421 Wind Results: Wind Speed: 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Sep 02 2021 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 7-16 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 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Thu Sep 02 2021 REVISED DCD 02/04/2022 SS : 1.321 S1 : 0.481 F a : 1 F v : N/A SMS : 1.321 SM1 : N/A SDS : 0.881 SD1 : N/A T L : 16 PGA : 0.564 PGA M : 0.621 F PGA : 1.1 Ie : 1 C v : 1.364 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Thu Sep 02 2021 Page 2 of 3https://asce7hazardtool.online/Thu Sep 02 2021 REVISED DCD 02/04/2022 Snow Results: Elevation: Data Source: Date Accessed: Thu Sep 02 2021 In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA. Statutory requirements of the Authority Having Jurisdiction are not included. 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. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Thu Sep 02 2021 REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alteration 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 0.701 Kh case 2 0.643 Type of roof Hip Topographic Factor (Kzt) Topography Flat Hill Height (H)30.0 ft H<60ft;exp B Half Hill Length (Lh) 15.0 ft ∴Kzt=1.0 Actual H/Lh =0.00 Use H/Lh =0.00 Modified Lh = 15.0 ft From top of crest: x =50.0 ft Bldg up/down wind?downwind H/Lh=0.00 K1 =0.000 x/Lh =3.33 K2 =0.000 z/Lh =1.48 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =22.3 ft If building h/B>4 then may be flexible and should be investigated. B =32.0 ft h/B =0.70 Rigid structure (low rise bldg) /z (0.6h) =30.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structureē =0.33 34 ncy (η1) =0.0 Hz ℓ =320 ft Damping ratio (β) =0zmin =30 ft /b =0.45 c =0.30 /α =0.25gQ, gv =3.4 Vz =70.9 Lz =310.0 ft N1 =0.00 Q =0.91 Rn =0.000 Iz =0.30 Rh =28.282 η =0.000 h =22.3 ft G =0.87 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R =0.000 Gf =0.000 REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alteration 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 100.0 sf Ao ≥ 1.1Aoi NO Ag 100.0 sf Ao > 4' or 0.01Ag YES Aoi 100.0 sf Aoi / Agi ≤ 0.20 NO Building is NOT Agi 100.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level =0.0 ft Ke =1.0000 Constant = 0.00256 Adj Constant =0.00256 REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alterations 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.70 Edge Strip (a) =3.2 ft Base pressure (qh) =18.4 psf End Zone (2a) =6.4 ft GCpi = +/-0.18 Zone 2 length =16.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.48 0.66 0.30 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.72 0.90 0.54 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.48 -0.30 -0.66 5E 0.61 0.79 0.436E-0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 12.1 5.5 -5.0 -11.6 2 -9.4 -16.0 -9.4 -16.0 3 -4.7 -11.4 -3.5 -10.1 4 -3.6 -10.2 -5.0 -11.6 5 10.7 4.1 6 -2.0 -8.7 1E 16.7 10.0 -5.5 -12.2 2E -16.4 -23.1 -16.4 -23.1 3E -8.2 -14.9 -6.5 -13.1 4E -6.9 -13.6 -5.5 -12.2 5E 14.6 7.9 6E -4.6 -11.3 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =12.9 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 15.7 psf Roof -4.7 psf ** End Zone: Wall 23.6 psf Roof -8.2 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 12.7 psf End Zone: Wall 19.2 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =18.4 psf ASCE 7-16 procedure θ = 14 deg REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alterations 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360)903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (θ) =14.0 deg B=32.0 ft # of frames (n) =5 Solid are of end wall including fascia (As) =1,500.0 sf Roof ridge height =24.3 ft Roof eave height =20.3 ft Total end wall area if soild (Ae) =712.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS Solidarity ratio (Φ) =2.107 n =5 KB =0.8 KS =5.526 Zones 5 & 6 area =644 sf 5E & 6E area =68 sf (GCpf) windward - (GCpf) leeward] =0.723 p =59.0 psf Total force to be resisted by MWFRS (F) =42.0 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. REVISED DCD 02/04/2022 Pacific Northwest Structural Group JOB TITLE Marchand Residence Addition & Alterations 6193 NE Malbon Ct. Kingston, WA 98346 JOB NO.21-057 SHEET NO. (360) 903.2803 CALCULATED BY DLS DATE 9/2/21 CHECKED BY DATE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones REVISED DCD 02/04/2022 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"3.00 1.0 3.0 PSF 15.0 PSF 4.5 PSF 25.0 PSF 3.3 PSF N/A PSF 4.2 PSF 20.0 PSF PSF 12.0 PSF 60.0 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 Pacific Northwest Structural Group, Inc. ACTIVE SOIL PRESSURE PASSIVE PRESSURE FLOOR DEAD LOAD FLOOR LIVE LOAD Gypsum Shtg 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) INTERIOR WALL LOAD Wall Shtg 2x6 @ 16" oc Bottom & Top Plates Insulation Gypsum Shtg Mech., Elec., & Misc. EXTER. WALL DEAD 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 DECK OR BALCONY DEAD LOAD EXTERIOR WALL LOAD SUB-TOTAL MISCELLANEOUS ROOF DEAD LOAD FLOOR LIVE LOAD 2x Decking Deck Joist Mech., Elec., & Misc. DECK DEAD LOAD DECK LIVE LOAD DLS 21-057 Marchand Residence Addition & Alterations 40 Brookhaven Pl, Port Townsend, WA 98368 Marinbow Revised 4-Dec-20Design Live and Dead Loads, Soil Data 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 D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxLoads 9/16/2021 REVISED DCD 02/04/2022 Project Designer Location Project No. Client Roof Pitch 3.00 :12 θ=14.04 Building Length 47.33 ft Building Width 32.00 ft 1st Level Plate Height 8.17 ft 2nd Level Plate Height 10.00 ft 3rd Level Plate Height - ft Gable Height 22.17 ft Roof Height 4.00 ft Mean Roof Height h =20.17 ft Basic Wind Allowable Wind Interior Zone Wall 15.70 9.42 Interior Zone Roof 4.70 2.82 End Zone Wall 23.60 14.16 End Zone Roof 8.20 4.92 Average Wall 18.86 11.32 Average Roof 6.10 3.66 Basic Wind Allowable Wind Interior Zone Wall 12.70 7.62 End Zone Wall 19.20 11.52 Average Wall 15.30 9.60 1st Level Plate 102.8 plf 87.2 plf 2nd Level Plate 71.2 plf 67.2 plf 3rd Level Plate - plf - plf Allowable Design Uniform Wind Load Level Transverse Longitudinal Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse Direction (Normal to Length) Longitudinal Direction (Parallel to Length) Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 98368 21-057 Marinbow Revised 4-Dec-20ASCE 10-16, 2018 IBC & 2019 OSSC Section 1609 Wind Loads BUILDING DATA: Pacific Northwest Structural Group, Inc. D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxMWFR Under 60 Ft 9/16/2021 REVISED DCD 02/04/2022 Project Designer Location Project No. Client Soil Site Class D Response Spectral Acc. (0.2 sec) Ss 1.32 Response Spectral Acc.( 1.0 sec) S1 0.48 Site Coefficient Fa 1.00 Site Coefficient Fv 1.85 Max Considered Earthquake Acc. SMS 1.321 Max Considered Earthquake Acc. SM1 0.890 @ 5% Damped Design S DS 0.881 S D1 0.593 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 20.17 ft Ct 0.020 x 0.75 Cu 1.400 Approximate Fundamental Period, Ta 0.190 sec Ts 0.674 sec SD1/SDS TL 16.00 sec Period for Computing Drift 0.266 sec Cu.Ta Fundamental Period, T 0.190 sec 0.8Ts 0.539 sec Response Modification Coef. R 6.50 Pacific Northwest Structural Group, Inc. ASCE 7-16 Table 12.2-1 - ASCE 7-16 11.6 14.1 and 14.5 0.8(SD1/SDS) ASCE 7-16 11.6 Limited Building Height (ft) = 65 ASCE 7-16 11.6 ASCE 7-16 Table 11.6-2 Fv.S1 ASCE 7-16, IBC 2018 & 2019 OSSC Section 1613, EARTHQUAKE LOADS ASCE 7-16 11.4.3 ( Default=D) ASCE 7-16 Table 11.4-1 ASCE 7-16 Table 11.4-2 ASCE 7-16 (11.4-1) ASCE 7-16 (11.4-2) ASCE 7-16 11.6 Fa.Ss ASCE 7-16 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 7-16 (11.4-3) ASCE 7-16 (11.4-4) 2/3.SMS 2/3.SM1 Risk Category Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 9836 21-057 Marinbow ASCE 7-16, 2018 IBC Section 1613, & 2019 OSSC 1613 Revised 14-Jan-21 ASCE 7-16 11.4.6 Seismic Force-Resisting System ASCE 7-16 (12.8-7)Ct.(hn)x ASCE 7-16 Table 12.8-2 for SD1 of 0.593g ASCE 7-16 Table 12.8-1 ASCE 7-16 11.4.6 ASCE 7-16 Table 1.5-1 15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS ASCE 7-10 11.6 ASCE 7-16 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. Design Category Consideration: Footnotes - - D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxSeismic 9/16/2021 REVISED DCD 02/04/2022 Project Designer Location Project No. Client Pacific Northwest Structural Group, Inc. Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 9836 21-057 Marinbow ASCE 7-16, 2018 IBC Section 1613, & 2019 OSSC 1613 Revised 14-Jan-21 Over Strength Factor Ωο 3.00 Deflection Amplification Factor, Cdb 4.00 Importance factor IE 1.00 Cs 0.135 T<=TL therefore Cs need not to exceed 0.480 T<TL therefore (12.8-4) N/A N/A Cs 0.039 S1 < 0.6g (12.8-6) N/A N/A Use Cs 0.135 Design Base Shear V 0.135 W Design Service Level Base Shear V 0.095 W ASCE 7-16 Table 12.2-1 ASCE 7-16 Table 1.5-2 ASCE 7-16 Table 12.2-1 ASCE 7-16 (12.8-1) Control Control 0.5S1/(R/IE) ASCE 7-16 (12.8-2) ASCE 7-16 (12.8-4)SD1.TL/T2(R/IE) ASCE 7-16 (12.8-6) SDS/R/IE 0.044SDS.IE ≥ 0.01 SD1/(T(R/IE))ASCE 7-16 (12.8-3) ASCE 7-16 (12.8-5) D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxSeismic 9/16/2021 REVISED DCD 02/04/2022 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 Rain-on-Roof Surcharge Load 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 25.0 5.0 ASCE 7-16 7.10, 2019 OSSC 1608.2.5 ASCE 7-10 7.4 SLOPE ROOF SNOW LOAD 3 25.0 Marchand Residence Addition & Alterations DLS 40 Brookhaven Pl, Port Townsend, WA 9836 21-057 Revised 4-Dec-20 Partially Exposed 23.1 30.0 1.00 1.10 ASCE 7-16 Table 1.5-2 ASCE 7-16 Table 7-1.3 Exposure Factor ASCE 7-16 Table 7.3-2 Thermal Factor II Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value) 1.1 between the ventilated space and the heated space exceeds 25°F x h x ft2/Btu Pacific Northwest Structural Group, Inc.Marinbow ASCE 7-10 7.3 FLAT ROOF SNOW LOAD ASCE 7-16 7.2, 2019 OSSC 1608.2.1 ASCE 7-16 Table 7-3.1 ASCE 7-16 (7.3-1) 0.7CeCtIspg 1.0 ASCE 7-16 Snow Loads , 2018 IBC 1608, 2019 OSSC 1608 All Other Surfaces 1.00 B ASCE 7-16 26.7.2, 2019 OSSC 1609.4.2 ASCE 7-16 7.3.4 pg ≤ 20 PSF Ispg, pg > 20 PSF 20Is 25.0 ASCE-7-16 (7-.4-1) Cs*pf ASCE 7-16 Section 7.4.1, 7.4.2, 7.4.3 Figure(s) 72 72b & 72 14.04 ASCE 7-16 Table 1.5-1 D:\Dropbox\PNW Project Files\2021 Projects\21-057 Marchand Residence Addition & Alterations\ENGR\21-057 Design Criteria 2021.xlsxSnow Load 9/16/2021 REVISED DCD 02/04/2022 Basis of Design for Structural Lateral Load Resisting Elements. Based on my review of the proposed alterations and additions, the alterations shall comply with the 2018 International Existing Building Code (2018 IEBC). Additionally, the alterations appear to meet the 2018 IEBC, Section 603 Alteration – Level 2 definition; “Level 2 alterations include the reconfiguration of space, the addition or elimination of any door or window, the reconfiguration or extension of any system, or the installation of any additional equipment”. Furthermore, based on our review the alternations to the existing structural elements resisting lateral loads do not result in more than 10 percent greater than its existing demand-capacity ratio. For this reason, the existing structural elements resisting lateral loads are deemed structurally sufficient without further analysis. REVISED DCD 02/04/2022 R E V I S E D D C D 0 2 / 0 4 / 2 0 2 2 R E V I S E D D C D 0 2 / 0 4 / 2 0 2 2 REVISED DCD 02/04/2022 DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: -- PROJECT SUMMARY Project Name: 21-057 Framing 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 Code ASDPROJECT: 21-057 Framing Module Location: RB3-2.3 Module Level: S2.3 Module Type: Roof Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 3.5 in. X 9 in. X 10.5 ft Section Adequacy:66.98% Controlling Factor: Bending Stress Y Module Location: RB4-2.3 Module Level: S2.3 Module Type: Roof Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 3.5 in. X 7.5 in. X 5.5 ft Section Adequacy:85.01% Controlling Factor: Shear Stress Y Module Location: RB2-2.3 Module Level: S2.3 Module Type: Roof Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 3.5 in. X 9 in. X 11.42 ft Section Adequacy:17.25% Controlling Factor: Bending Stress Y Module Location: RB1-2.3 Module Level: S2.3 Module Type: Roof Beam Material Type: Solid Sawn Douglas Fir-Larch No. 2 Member Dimensions: (2) 1.5 in. X 7.25 in. X 5.33 ft Section Adequacy:66.25% Controlling Factor: Bending Stress Y Module Location: RB5-2.3 Module Level: S2.3 Module Type: Roof Beam Material Type: Solid Sawn Douglas Fir-Larch No. 2 Member Dimensions: (2) 1.5 in. X 7.25 in. X 3.5 ft Section Adequacy:84.95% Controlling Factor: Shear Stress Y Module Location: DJ1-2.2 Module Level: S2.2 Module Type: Floor Joist Material Type: Solid Sawn Hem-Fir No. 2 Member Dimensions: (1) 1.5 in. X 9.25 in. X 6.5 ft Section Adequacy:90.43% Controlling Factor: Bending Stress Y Module Location: DB1-2.2 Module Level: S2.2 Module Type: Floor Beam Material Type: Solid Sawn Douglas Fir-Larch No. 2 Member Dimensions: (2) 1.5 in. X 7.25 in. X 5.33 ft Section Adequacy:79.66% Controlling Factor: Bending Stress Y Module Location: DJ2-2.2 Module Level: S2.2 Module Type: Floor Joist Material Type: Solid Sawn Hem-Fir No. 2 Member Dimensions: (1) 1.5 in. X 9.25 in. X 8.33 ft Section Adequacy:92.06% Controlling Factor: Shear Stress Y Module Location: DB2-2.2 Module Level: S2.2 Module Type: Floor Beam Material Type: Solid Sawn Hem-Fir No. 2 Member Dimensions: (1) 5.5 in. X 11.5 in. X 19.67 ft Section Adequacy:76.36% Controlling Factor: Bending Stress Y Module Location: DB3-2.2 Module Level: S2.2 Module Type: Floor Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 5.5 in. X 12 in. X 19.5 ft Module Location: PST-DB2-2.2 Module Level: S2.2 Module Type: Column Material Type: Solid Sawn Hem-Fir No. 2 Member Dimensions: (1) 5.5 in. X 5.5 in. X 8.25 ft Section Adequacy:94.75% Controlling Factor: Compressive Stress Module Location: FTG-PST-DB2-2.2 Module Level: S2.1 Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 2 ft. wide X 10 in. tall X 2 ft long Section Adequacy:90.25% Controlling Factor: Soil Bearing Pressure Reinforcement Bars: Size #4, No. Bars Short (3), No. Bars Long: (3) Module Location: PST-DB3-2.2 Module Level: S2.2 Module Type: Column Material Type: Solid Sawn Hem-Fir No. 2 Member Dimensions: (1) 5.5 in. X 5.5 in. X 8.25 ft Section Adequacy:99.56% Controlling Factor: Compressive Stress Module Location: FTG-PST-DB3-2.2 REVISED DCD 02/04/2022 Page 2 2018 International Building Code ASDPROJECT: 21-057 Framing Module Level: S2.1 Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 2 ft. wide X 10 in. tall X 2 ft long Section Adequacy:99.18% Controlling Factor: Soil Bearing Pressure Reinforcement Bars: Size #4, No. Bars Short (3), No. Bars Long: (3) Module Location: FB1-2.3 Module Level: S2.2 Module Type: Floor Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 3.5 in. X 7.5 in. X 7.67 ft Section Adequacy:56.8% Controlling Factor: Bending Stress Y Module Location: RB6-2.3 Module Level: S2.3 Module Type: Roof Beam Material Type: Solid Sawn Douglas Fir-Larch No. 2 Member Dimensions: (2) 1.5 in. X 7.25 in. X 4.33 ft Section Adequacy:59.6% Controlling Factor: Bending Stress Y REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.3 LOADING: ASD MEMBER NAME: RB3-2.3 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 9 DRY RB3-2.3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10.5 Member Slope: 0/12 Actual Length (ft): 10.5 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 31.5 212.62 32.16 7.18 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1497 1100 265 230 1650 650 1800000 950000 1600000 850000 C M 111111111111 C T 111111111111 Bending Adjustment Factors C vr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 10.5 0 10.5 0 1.00 0.98 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (78.6%) PASS (67.0%) PASS (76.7%) PASS (82.8%) MAGNITUDE 65.1 911.3 0.163 (=L/771) 111.6 STRENGTH 304.8 2760.0 0.700 (=L/180) 650.0 LOCATION (ft) 10.5 5.25 5.25 0 LOAD COMBO D+S D+S D+Lr D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 536 0 665 831 0 0 0 0 0 0 0 B 536 0 665 831 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)158.25 158.25 0 10.5 Snow Y Uniform (lbf/ft)94.95 94.95 0 10.5 Dead Y Uniform (lbf/ft)126.6 126.6 0 10.5 Roof Live Y Self Weight (lbf/ft)7.18 7.18 0 10.5 Dead Y Page 3 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.3 LOADING: ASD MEMBER NAME: RB4-2.3 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 7.5 DRY RB4-2.3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 5.5 Member Slope: 0/12 Actual Length (ft): 5.5 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 26.25 123.05 26.8 5.99 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1528 1100 265 230 1650 650 1800000 950000 1600000 850000 C M 111111111111 C T 111111111111 Bending Adjustment Factors C vr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 5.5 0 5.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (85.0%) PASS (85.4%) PASS (93.5%) PASS (90.0%) MAGNITUDE 45.7 402.1 0.024 (=L/2785) 65.3 STRENGTH 304.8 2760.0 0.367 (=L/180) 650.0 LOCATION (ft) 0 2.75 2.75 0 LOAD COMBO D+S D+S D+Lr D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A31003924900000000 B31003924900000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)178 178 0 5.5 Snow Y Uniform (lbf/ft)106.8 106.8 0 5.5 Dead Y Uniform (lbf/ft)142.4 142.4 0 5.5 Roof Live Y Self Weight (lbf/ft)5.99 5.99 0 5.5 Dead Y Page 4 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.3 LOADING: ASD MEMBER NAME: RB2-2.3 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 9 DRY RB2-2.3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 11.417 Member Slope: 0/12 Actual Length (ft): 11.42 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 31.5 212.62 32.16 7.18 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1497 1100 265 230 1650 650 1800000 950000 1600000 850000 C M 111111111111 C T 111111111111 Bending Adjustment Factors C vr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 11.41667 0 11.41667 0 1.00 0.98 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (50.8%) PASS (17.2%) PASS (36.5%) PASS (60.4%) MAGNITUDE 150.0 2284.0 0.483 (=L/283) 257.2 STRENGTH 304.8 2760.0 0.761 (=L/180) 650.0 LOCATION (ft) 11.42 5.71 5.71 0 LOAD COMBO D+S D+S D+Lr D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 1207 0 1555 1944 0 0 0 0 0 0 0 B 1207 0 1555 1944 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)340.5 340.5 0 11.41667 Snow Y Uniform (lbf/ft)272.4 272.4 0 11.41667 Roof Live Y Uniform (lbf/ft)204.3 204.3 0 11.41667 Dead Y Self Weight (lbf/ft)7.18 7.18 0 11.41667 Dead Y Page 5 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.3 LOADING: ASD MEMBER NAME: RB1-2.3 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Solid Sawn Douglas Fir-Larch No. 2 (2) 1.5 X 7.25 DRY RB1-2.3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 5.333 Member Slope: 0/12 Actual Length (ft): 5.33 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 21.75 95.27 4.08 4.96 2 0.5 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1080 690 180 1417 625 1600 580 C M 1111111 C T 1111111 C i 1111111 C F 1.2 1.2 1 1.05 1 1 1 Bending Adjustment Factors C fu = 1 C r = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 5.3334 0 5.3334 0 1.00 0.94 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (77.1%) PASS (66.3%) PASS (92.4%) PASS (89.5%) MAGNITUDE 47.5 419.1 0.027 (=L/2362) 65.6 STRENGTH 207.0 1242.0 0.356 (=L/180) 625.0 LOCATION (ft) 0 2.67 2.67 0 LOAD COMBO D+S D+S D+Lr D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A26603384220000000 B26603384220000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)158.25 158.25 0 5.3334 Snow Y Uniform (lbf/ft)94.95 94.95 0 5.3334 Dead Y Uniform (lbf/ft)126.6 126.6 0 5.3334 Roof Live Y Self Weight (lbf/ft)4.96 4.96 0 5.3334 Dead Y Page 6 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.3 LOADING: ASD MEMBER NAME: RB5-2.3 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Solid Sawn Douglas Fir-Larch No. 2 (2) 1.5 X 7.25 DRY RB5-2.3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 3.5 Member Slope: 0/12 Actual Length (ft): 3.5 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 21.75 95.27 4.08 4.96 2 0.5 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1080 690 180 1417 625 1600 580 C M 1111111 C T 1111111 C i 1111111 C F 1.2 1.2 1 1.05 1 1 1 Bending Adjustment Factors C fu = 1 C r = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 3.5 0 3.5 0 1.00 0.97 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (84.9%) PASS (85.5%) PASS (97.8%) PASS (93.1%) MAGNITUDE 31.2 180.5 0.005 (=L/8399) 43.0 STRENGTH 207.0 1242.0 0.233 (=L/180) 625.0 LOCATION (ft) 0 1.75 1.75 0 LOAD COMBO D+S D+S D+Lr D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A17502222770000000 B17502222770000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)158.25 158.25 0 3.5 Snow Y Uniform (lbf/ft)94.95 94.95 0 3.5 Dead Y Uniform (lbf/ft)126.6 126.6 0 3.5 Roof Live Y Self Weight (lbf/ft)4.96 4.96 0 3.5 Dead Y Page 7 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: DJ1-2.2 CODE: 2018 International Building Code MEMBER TYPE: FLOOR JOIST NDS: 2018 NDS MATERIAL: Solid Sawn Hem-Fir No. 2 (1) 1.5 X 9.25 0(in) O.C.DRY INCISED DJ1-2.2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 6.5 Member Slope: 0/12 Actual Length (ft): 6.5 O.C. Spacing(in): 16 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 13.88 98.93 2.6 2.74 1 0.43 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 850 525 150 1300 405 1300 470 Adjusted Values 860 462 120 1040 405 1235 446 C M 1111111 C T 1111111 C i 0.8 0.8 0.8 0.8 1 0.95 0.95 C F 1.11.111111 Bending Adjustment Factors C fu = 1 C r = 1.15 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 3.083334 0 3.083334 0 1.00 0.99 1.00 1.00 2 3.41667 0 3.41667 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (92.2%) PASS (90.4%) PASS (96.9%) PASS (93.4%) MAGNITUDE 8.4 73.2 0.011 (=L/7664) 29.7 STRENGTH 108.0 765.4 0.342 (=L/240) 448.4 LOCATION (ft) 3.06 3.06 6.5 3.08 LOAD COMBO D D D+L D DURATION FACTOR CD 0.9 0.9 0.9 REACTIONS Units for V: lbf Units for M: lbf-ft Unbalanced loads checked for Live and Live Roof loads, reactions are an ''envelope'' of combos DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A-80000000000 B1560000000000 C00000000000 Reaction Location A B C Page 8 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 CONNECTORS (All connectors are Simpson Strong-Tie connectors)* Model Type Adequacy (%) Fastening (in) Header Joist Nails (in) Thickness (in) Nailer Support A Primary LUS210 Hanger 97.78 (8) 0.148 x 3 (4) 0.148 x 3 N/A Hanger at support A has seat sloped 0 degrees, skewed 0 degrees. WSR = web stiffeners required *Capacity values are adjusted based on specific gravity when members use grades other than those specified in Simpson Strong-Tie's capacity tables. UNBALANCED LIVE LOAD - WORST CASE (Critical Condition Does Not Include Live Loads) -Live Load Applied LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft²)60 60 0 6.500004 Live Y Uniform (lbf/ft²)15 15 0 6.500004 Dead Y Self Weight (lbf/ft)2.74 2.74 0 6.500004 Dead Y Page 9 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: DB1-2.2 CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Solid Sawn Douglas Fir-Larch No. 2 (2) 1.5 X 7.25 DRY DB1-2.2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 5.333 Member Slope: 0/12 Actual Length (ft): 5.33 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 21.75 95.27 4.08 4.96 2 0.5 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1080 690 180 1417 625 1600 580 C M 1111111 C T 1111111 C i 1111111 C F 1.2 1.2 1 1.05 1 1 1 Bending Adjustment Factors C fu = 1 C r = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 5.3334 0 5.3334 0 1.00 0.96 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (86.2%) PASS (79.7%) PASS (94.5%) PASS (95.1%) MAGNITUDE 22.4 197.7 0.015 (=L/4414) 30.9 STRENGTH 162.0 972.0 0.267 (=L/240) 625.0 LOCATION (ft) 0 2.67 2.67 0 LOAD COMBO D D D+L D DURATION FACTOR CD 0.9 0.9 0.9 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A3250000000000 B3250000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Self Weight (lbf/ft)4.96 4.96 0 5.3334 Dead Y Page 10 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)116.8393 116.8393 0 5.3334 Dead Y Page 11 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: DJ2-2.2 CODE: 2018 International Building Code MEMBER TYPE: FLOOR JOIST NDS: 2018 NDS MATERIAL: Solid Sawn Hem-Fir No. 2 (1) 1.5 X 9.25 0(in) O.C.DRY INCISED DJ2-2.2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 8.333 Member Slope: 0/12 Actual Length (ft): 8.33 O.C. Spacing(in): 16 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 13.88 98.93 2.6 2.74 1 0.43 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 850 525 150 1300 405 1300 470 Adjusted Values 860 462 120 1040 405 1235 446 C M 1111111 C T 1111111 C i 0.8 0.8 0.8 0.8 1 0.95 0.95 C F 1.11.111111 Bending Adjustment Factors C fu = 1 C r = 1.15 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 6 0 6 0 1.00 0.94 1.00 1.00 2 2.3334 0 2.3334 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (92.1%) PASS (94.3%) PASS (99.0%) PASS (94.0%) MAGNITUDE 8.6 43.7 0.003 (=L/24000) 26.9 STRENGTH 108.0 767.8 0.300 (=L/240) 448.4 LOCATION (ft) 5.92 6 2.67 6 LOAD COMBO D D D+L D DURATION FACTOR CD 0.9 0.9 0.9 REACTIONS Units for V: lbf Units for M: lbf-ft Unbalanced loads checked for Live and Live Roof loads, reactions are an ''envelope'' of combos DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A550000000000 B1410000000000 C-70000000000 Reaction Location A BC Page 12 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 CONNECTORS (All connectors are Simpson Strong-Tie connectors)* Model Type Adequacy (%) Fastening (in) Header Joist Nails (in) Thickness (in) Nailer Support C Primary LUS210 Hanger 98.09 (8) 0.148 x 3 (4) 0.148 x 3 N/A Hanger at support C has seat sloped 0 degrees, skewed 0 degrees. WSR = web stiffeners required *Capacity values are adjusted based on specific gravity when members use grades other than those specified in Simpson Strong-Tie's capacity tables. UNBALANCED LIVE LOAD - WORST CASE (Critical Condition Does Not Include Live Loads) -Live Load Applied LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft²)60 60 0 8.3334 Live Y Uniform (lbf/ft²)15 15 0 8.3334 Dead Y Self Weight (lbf/ft)2.74 2.74 0 8.3334 Dead Y Page 13 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: DB2-2.2 CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Solid Sawn Hem-Fir No. 2 (1) 5.5 X 11.5 WET INCISED DB2-2.2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 19.667 Member Slope: 0/12 Actual Length (ft): 19.67 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 63.25 697.07 159.44 13.06 1 0.43 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 675 350 140 500 405 1100 400 Adjusted Values 540 280 112 364 271 1045 380 C M 1 1 1 0.91 0.67 1 1 C T 1111111 C i 0.8 0.8 0.8 0.8 1 0.95 0.95 C F 1111111 Bending Adjustment Factors C fu = 1.05C r = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 2.75 0 2.75 0 1.00 0.99 1.00 1.00 2 14.16667 0 14.16667 0 1.00 1.00 1.00 1.00 3 2.75 0 2.75 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (90.9%) PASS (76.4%) PASS (88.5%) PASS (90.7%) MAGNITUDE 9.1 114.9 0.032 (=L/2082) 27.8 STRENGTH 100.8 486.0 0.275 (=L/240) 300.4 LOCATION (ft) 2.75 9.83 19.67 16.92 LOAD COMBO D D D+L D DURATION FACTOR CD 0.9 0.9 0.9 REACTIONS Units for V: lbf Units for M: lbf-ft Unbalanced loads checked for Live and Live Roof loads, reactions are an ''envelope'' of combos DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A00000000000 B5360000000000 C5360000000000 D00000000000 Reaction Location AB CDUNBALANCED LIVE LOAD - WORST CASE (Critical Condition Does Not Include Live Loads) -Live Load Applied Page 14 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Self Weight (lbf/ft)13.06 13.06 0 19.66667 Dead Y LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)41.4124 41.4124 0 19.66667 Dead Y Page 15 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 FAIL DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: DB3-2.2 CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 12 DRY DB3-2.2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 19.5 Member Slope: 0/12 Actual Length (ft): 19.5 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 66 792 166.38 15.05 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 C M 111111111111 C T 111111111111 Bending Adjustment Factors C vr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 12.7502.750 2140140 32.7502.750 PASS-FAIL PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft)LOAD COMBO DURATION FACTOR CD REACTIONS Units for V: lbf Units for M: lbf-ft Unbalanced loads checked for Live and Live Roof loads, reactions are an ''envelope'' of combos DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHReaction Location AUNBALANCED LIVE LOAD - WORST CASE (Critical Condition Does Not Include Live Loads) -Live Load Applied LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Self Weight (lbf/ft)15.05 15.05 0 19.5 Dead Y LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)105.8702 105.8702 0 19.66667 Dead Y Page 16 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: PST-DB2-2.2 CODE: 2018 International Building Code MEMBER TYPE: COLUMN NDS: 2018 NDS MATERIAL: Solid Sawn Hem-Fir No. 2 (1) 5.5 X 5.5 DRY INCISED PST-DB2-2.2 DIAGRAM COLUMN PROPERTIES Start(ft) 0 End(ft): 8.25 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 30.25 76.26 76.26 5.97 1 0.43 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 575 375 140 575 405 1100 400 Adjusted Values 460 300 112 460 405 1045 380 C M 1111111 C T 1111111 C i 0.8 0.8 0.8 0.8 1 0.95 0.95 C F 1111111 Bending Adjustment Factors C fu = 1.05C r = 1 COLUMN DATA Unbraced Length (ft) Column End Span Length (ft) X Y Offset CP Ke(X Axis) Ke(Y Axis) KeL/d (X Axis) KeL/d (Y Axis) 1 8.25 8.25 8.25 0 0.89 1.00 1.00 18 18 PASS-FAIL Compressive Stress (psi) PASS/FAIL PASS (94.8%) MAGNITUDE 19.3 STRENGTH 368.4 LOCATION (ft) 0 LOAD COMBO D DURATION FACTOR CD 0.9 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHZ axis A5850000000000 B00000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Self Weight (lbf/ft)5.97 5.97 0 8.25 Dead Z LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Point (lbf)-535.686 -8.25 -Dead Z Page 17 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.1 LOADING: MEMBER NAME: FTG-PST-DB2-2.2 CODE:2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: Concrete 2 (ft) X 2 (ft) X 10 (in)Soil Depth TOF: 0 (ft)(3) #4 Long, (3) #4 Short FTG-PST-DB2-2.2 DIAGRAMS MATERIAL PROPERTIES FOOTING fc' (psi)Ec (psi)Density (lbf/ft³)Width (ft)Length (ft)Depth (in)Volume (ft³) 2500 2880952 145 2 2 10 3.33 CALCULATION VARIABLES Bo (in)Φ-X Φ-Y 50 0 0 COLUMN Width (in)Length (in)Material Offset (in) 6 6 Wood 0 SOIL Bearing Strength (lbf/ft²) Density (lbf/ft³)Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 REBAR Bar Size ## Bars Long # Bars Short fy (psi)Es (psi) 4 3 3 60000 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 (psi) PASS/FAIL PASS (90.3%) PASS (98.3%) PASS (99.3%) PASS (96.4%) PASS (99.3%) PASS (96.4%) PASS (98.4%) MAGNITUDE 146.2 818.9 85.3 115.2 85.3 115.2 22.7 STRENGTH 1500.0 48750.0 11700.0 3200.0 11700.0 3200.0 1381.3 LOAD COMBO D 1.4D 1.4D 1.4D 1.4D 1.4D 1.4D LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Page 18 2018 International Building CodePROJECT: 21-057 Framing REVISED DCD 02/04/2022 LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Point (lbf)584.9322 -0 -Dead Z Page 19 2018 International Building CodePROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: PST-DB3-2.2 CODE: 2018 International Building Code MEMBER TYPE: COLUMN NDS: 2018 NDS MATERIAL: Solid Sawn Hem-Fir No. 2 (1) 5.5 X 5.5 DRY INCISED PST-DB3-2.2 DIAGRAM COLUMN PROPERTIES Start(ft) 0 End(ft): 8.25 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 30.25 76.26 76.26 5.97 1 0.43 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 575 375 140 575 405 1100 400 Adjusted Values 460 300 112 460 405 1045 380 C M 1111111 C T 1111111 C i 0.8 0.8 0.8 0.8 1 0.95 0.95 C F 1111111 Bending Adjustment Factors C fu = 1.05C r = 1 COLUMN DATA Unbraced Length (ft) Column End Span Length (ft) X Y Offset CP Ke(X Axis) Ke(Y Axis) KeL/d (X Axis) KeL/d (Y Axis) 1 8.25 8.25 8.25 0 0.89 1.00 1.00 18 18 PASS-FAIL Compressive Stress (psi) PASS/FAIL PASS (99.6%) MAGNITUDE 1.6 STRENGTH 368.4 LOCATION (ft) 0 LOAD COMBO D DURATION FACTOR CD 0.9 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHZ axis A490000000000 B00000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Self Weight (lbf/ft)5.97 5.97 0 8.25 Dead Z Page 20 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.1 LOADING: MEMBER NAME: FTG-PST-DB3-2.2 CODE:2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: Concrete 2 (ft) X 2 (ft) X 10 (in)Soil Depth TOF: 0 (ft)(3) #4 Long, (3) #4 Short FTG-PST-DB3-2.2 DIAGRAMS MATERIAL PROPERTIES FOOTING fc' (psi)Ec (psi)Density (lbf/ft³)Width (ft)Length (ft)Depth (in)Volume (ft³) 2500 2880952 145 2 2 10 3.33 CALCULATION VARIABLES Bo (in)Φ-X Φ-Y 50 0 0 COLUMN Width (in)Length (in)Material Offset (in) 6 6 Wood 0 SOIL Bearing Strength (lbf/ft²) Density (lbf/ft³)Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 REBAR Bar Size ## Bars Long # Bars Short fy (psi)Es (psi) 4 3 3 60000 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 (psi) PASS/FAIL PASS (99.2%) PASS (99.9%) PASS (99.9%) PASS (99.7%) PASS (99.9%) PASS (99.7%) PASS (99.9%) MAGNITUDE 12.3 68.9 7.2 9.7 7.2 9.7 1.9 STRENGTH 1500.0 48750.0 11700.0 3200.0 11700.0 3200.0 1381.3 LOAD COMBO D 1.4D 1.4D 1.4D 1.4D 1.4D 1.4D LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Page 21 2018 International Building CodePROJECT: 21-057 Framing REVISED DCD 02/04/2022 LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Point (lbf)49.24617 -0 -Dead Z Page 22 2018 International Building CodePROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.2 LOADING: ASD MEMBER NAME: FB1-2.3 CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 7.5 DRY FB1-2.3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7.667 Member Slope: 0/12 Actual Length (ft): 7.67 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 26.25 123.05 26.8 5.99 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1528 1100 265 230 1650 650 1800000 950000 1600000 850000 C M 111111111111 C T 111111111111 Bending Adjustment Factors C vr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 7.6667 0 7.6667 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (68.1%) PASS (56.8%) PASS (61.5%) PASS (81.4%) MAGNITUDE 84.5 1036.7 0.098 (=L/936) 120.7 STRENGTH 265.0 2400.0 0.256 (=L/360) 650.0 LOCATION (ft) 7.67 3.83 3.83 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A4061073000000000 B4061073000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)280 280 0 7.6667 Live Y Uniform (lbf/ft)105 105 0 7.6667 Dead Y Self Weight (lbf/ft)5.99 5.99 0 7.6667 Dead Y Page 23 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)-5.168969 -5.168969 0 7.6667 Dead Y Page 24 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 PASS DATE: 9/2/2021 COMPANY: Pacific Northwest Structural Group, Inc VITRUVIUS BUILD: Base DESIGNED BY: David Starkel CUSTOMER:REVIEWED BY: David Starkel PROJ. ADDRESS: --PROJECT NAME: 21-057 Framing -- LEVEL: S2.3 LOADING: ASD MEMBER NAME: RB6-2.3 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Solid Sawn Douglas Fir-Larch No. 2 (2) 1.5 X 7.25 DRY RB6-2.3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 4.333 Member Slope: 0/12 Actual Length (ft): 4.33 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²)(in⁴)(in⁴)(lbf/ft)Creep Factor 21.75 95.27 4.08 4.96 2 0.5 1 STRENGTH PROPERTIES Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc⊥(psi)E (psi) x10³ Emin (psi) x10³ Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1080 690 180 1417 625 1600 580 C M 1111111 C T 1111111 C i 1111111 C F 1.2 1.2 1 1.05 1 1 1 Bending Adjustment Factors C fu = 1 C r = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 4.3334 0 4.3334 0 1.00 0.96 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (66.2%) PASS (59.6%) PASS (93.0%) PASS (84.5%) MAGNITUDE 70.0 501.8 0.015 (=L/3444) 96.6 STRENGTH 207.0 1242.0 0.217 (=L/240) 625.0 LOCATION (ft) 0 2.17 2.17 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A387006270000000 B387006270000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lbf/ft)289.5 289.5 0 4.3334 Snow Y Uniform (lbf/ft)173.7 173.7 0 4.3334 Dead Y Self Weight (lbf/ft)4.96 4.96 0 4.3334 Dead Y Page 25 2018 International Building Code ASDPROJECT: 21-057 Framing REVISED DCD 02/04/2022 4 6 ' - 6 1 / 2 " 7 ' 1 3 ' - 6 1 / 2 " 2 6 ' 1 2 3 4 E E 2 0 1 . 1 E E E E E EE 3 2 1 8'-3 1/2" R.O. 6'-7 1/2"1'-8" R.O. 2'6'-3 1/2" R.O. R O O F R I D G E ( V . I . F . ) G A R A G E T . O . S L A B U P P E R L E V E L T . O . S U B F L O O R ( 8 ' - 1 3 / 8 " ) ( 0 ' - 0 " ) ( 2 2 ' - 3 1 / 4 " ) 8'-1 3/8"14'-1 7/8" 22'-3 1/4" 781'-11"5'-10"R.O. 1'-11" 5'-10" R.O. 4 8 ' - 6 1 / 2 " 1 8 ' - 6 1 / 2 " 8 ' 2 2 ' 5 6 7 8 E E E E E E E E E E E E EE 209.1208.1 E E 5 E R O O F R I D G E ( V . I . F . ) G A R A G E T . O . S L A B U P P E R L E V E L T . O . S U B F L O O R ( 8 ' - 1 3 / 8 " ) ( 0 ' - 0 " ) ( 2 2 ' - 3 1 / 4 " ) 8'-1 3/8"14'-1 7/8" 22'-3 1/4" © 2 0 2 1 m a r i n b o w M a r i n b o w 1 4 3 0 W i l l a m e t t e S t . # 3 1 7 E u g e n e , O R 9 7 4 0 1 2 0 2 1 - 0 7 P r o j e c t A d d r e s s 4 0 B r o o k h a v e n P l P o r t T o w n s e n d , W A 9 8 3 6 8 S h e e t T i t l e D a t e 1 . 1 8 . 2 0 2 2 I s s u e P r o j e c t C l i e n t P a m a n d G r e g M a r c h a n d 2 8 4 6 N W 7 2 n d S t . S e a t t l e , W A 9 8 1 1 7 P e r m i t S u b m i t t a l P a r c e l # 9 6 5 0 0 0 0 3 9 N O T F O R C O N S T R U C T I O N E L E V A T I O N S A 2 . 1 WEST ELEVATION1/4" = 1' 0"1NORTHEAST ELEVATION1/4" = 1' 0"2 REVISED DCD 02/04/2022