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REVIEWED RESUB1 BLD2024-1348+Structural_Calculations+12.16.2024_9.06.22_AM+4670966RESUB BLD2024-1348 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED CITY OF EDMONDS ej QUANTUM C0 N S U LTIIJG ENGI IJ E E R S STRUCTURAL CALCULATIONS (Permit Submittal) WELLMAN RESIDENCE 9019 191ST PLACE SW EDMONDS, WA 98026 Quantum Job Number: 24246.01 Prepared for: CASA ARCHITECTURE 17281 1311 NW Shoreline, WA 98177 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 September 27, 2024 QUANTUM I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 WELLMAN RESIDENCE 9019 191 ST PLACE SW EDMONDS, WA 98026 QUANTUM JOB NUMBER: 24246.01 TABLE OF CONTENTS DESIGNCRITERIA..................................................................................................................................................A-1 LATERALDESIGN.............................................................................................................................................................B-1 GRAVITYDESIGN...................................................................................................................................................C-1 FOUNDATION DESIGN........................................................................................................................................................D-1 WELLMAN RESIDENCE 9019 191" Place SW Edmonds, WA 98026 Quantum Job Number: 24246.01 DESIGN CRITERIA A-1 Structural Design Criteria Building Code: 2021 International Building Code Building Department: City of Edmonds Seismic Criteria Wind Criteria Ss: 1.30 le: 1.00 Wind Speed: 98 MPH Sl: 0.46 Seismic Soil Site Class: D Risk Category: II Sds: 1.04 Seismic Design Category: D Wind Exposure: B Sd l : 0.56 Kzt: 1.12 R: 6.50 Light -Framed Wood Walls Sheathed With Wood Structural Panels Geotechnical Criteria Allowable Bearing Pressure Minimum Footing Width Frost Depth Active Soil Pressure (Restrained/Unrestrained) Passive Soil Pressure Coefficient of Friction Materials Criteria Concrete (28 Day Strength): Foundation Garage Slab -on -grade Reinforcing Steel: Grade 60 (#5 bar and larger) Grade 40 (#4 bar) Structural Steel: Wide -Flange Sections: A-992 Miscellaneous Sections: A-36 Tube Sections: A-500 Pipe Sections: A-53 Welding Wood Framing: 2x, 3x & 4x Framing Members 6x Framing Members Glulam Beams Parallam Beams LSL Members - Beams & Headers LSL Members - Studs & Columns LVL Members - Beams & Headers Wood Sheathing 1500 PSF Continuous: 16" min., Isolated: 24" min. 18" min. 50 PCF / 35 PCF 300 PCF 0.3 F'c= 2,500 PSI F'c= 3,000 PSI Fy= 60,000 PSI Fy= 40,000 PSI Fy= 50,000 PSI Fy= 36,000 PSI Fy= 46,000 PSI Fy= 35,000 PSI Fy= 70,000 PSI HF#2 or DF#2 DF#1 24F-V4 (V8 @ Cont. and Cant. Members) 2.2 E PSL 1.55 E LSL 1.3 E LSL 1.9 E LVL APA RATED Quantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 Seattle, WA 98101 Client: Casa architecture Checked By: Sandro A-2 Residential Building Loads Snow Load Roof 25 psf Live Load Residential 40 psf Residential exterior decks 60 psf Assembly Loads Roof Loads Standard Roofing 4.0 psf 5/8" Ply. Sheathing 2.2 psf Trusses @ 24" o.c. 2.2 psf Insulation 1.0 psf 5/8" GWB 2.8 psf Lights, ducts 0.8 psf Miscellaneous 2.0 psf PV Panels Total: 115.0 psf Interior Wall Framing 5/8" GWB 2.8 psf 2x4 @ 16" o.c. 0.9 psf 5/8" GWB 2.8 psf Mech./Elec. 0.5 psf Misc. 1.0 Total: msf 8.0 Comments SL=25 PSF Typical Floor Loads Hardwood Flooring 4.0 psf 3/4" Ply. Sheathing 2.3 psf Floor Joists @ 16" o.c. 2.3 psf Insulation 1.0 psf Ducts 0.8 psf Miscellaneous 2.6 psf Total: 13.0 psf Exterior Wood Stud Wall Siding 2.3 psf 1/2" Plywood 1.5 psf 2x6 studs @ 16 " o.c. 1.7 psf Insulation 0.5 psf 1/2" GWB 2.2 psf Mech./Elec. 0.5 psf Misc. 1.3 psf Total: 10.0 psf Comments LL=40 PSF Deflection Criteria Roof Walls L/120 *flexible finishes Floor Live Load: L/240 L/240 *brittle finish Live Load: L/360 Total Load: L/180 L/240 *supporting glass Total Load: L/240 Quantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: ####### 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 22243 Seattle, WA 98101 Client: Casa &&cture Checked By: Qing �►S�E AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 9019 191 st PI SW Edmonds, Washington 98026 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 47.826464 Risk Category: II Longitude:-122.355056 Soil Class: D - Default (see Elevation: 316.26677336200623 ft Section 11.4.3) (NAVD 88) - c r Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Jul 05 2024 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. hftps:Hascehazardtool.org/ Page 1 of 3 Fri Jul 05 2024 A-4 ipA�E® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS 1.297 Sp, N/A S, 0.458 T L 6 Fa 1.2 PGA: 0.554 F N/A PGA M : 0.665 S MS 1.556 F PGA 1.2 SM, N/A le 1 SIDS : 1.038 Cv 1.359 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jul 05 2024 Date Source: USGS Seismic Design Maps hftps:Hascehazardtool.org/ Page 2 of 3 Fri Jul 05 2024 A-5 ipA�E® AMERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 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 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 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 Hazard Tool. https:Hascehazardtool.org/ Page 3 of 3 Fri Jul 05 2024 A-6 Qing Huang From: Bjorback, Leif <Leif.Bjorback@edmondswa.gov> Sent: Friday, July 5, 2024 4:20 PM To: Qing Huang Subject: RE: Wind design info. Hi Qing, The wind exposure category for that address is most likely B. Unfortunately the City does not have a kzt map so you will need to derive the factor by other means. And the design wind speed under the new 2021 building codes as adopted by Edmonds is 98 mph. Best, Leif Bjorback I Building Official City of Edmonds Planning and Development Dept p. 425.771.0220 x1380 m. 425 754-7864 e. Leif iorback(d)edmondswa.gov The Development Services Permit Center is open M-F 8:30am to noon and 1:00 to 2:OOpm for in person service. Appointments are encouraged. Telephone and Digital/Remote access is available M-F 8:00am to 4:30pm. To apply for a permit, check status of a permit or schedule inspections please visit MyBuildingPermit.com. City website www.edmondswa.co For building permit inquiries: onlinepermits(a-)edmondswa.co For all other permit inquiries please email: devserv.admin(a)edmondswa.goov Web Map: www.maps.edmondswa.gov From: notification@civiclive.com <notification@civiclive.com> Sent: Friday, July 5, 2024 3:45 PM To: Building <Building@edmondswa.gov> Subject: Code Question 2024-07-05 03:44 PM(MST) Submission Notification A-7 7/5/24, 3:05 PM Building Codes & Design Info - City of Edmonds, WA Min. Roof Snow Load 25 psf (non -reducible) Ground Snow Load 25 psf (non -reducible) Seismic Design Category D1(Residential) / Category D (Commercial) Wind Speed 98 mph Wind Exposure B,C & D (varies with location contact plan review staff) Winter Design Temp 27 degrees F (-3 degree C) Mean Annual Temp 50 degrees F (10 degree C) A-8 https://www.edmondswa.gov/government/departments/development_ services/building_division/building_codes_design_info 2/2 WELLMAN RESIDENCE 9019 191" Place SW Edmonds, WA 98026 Quantum Job Number: 24246.01 IA� 9 0 1 \ M, 11, CALCULATIONS 145 Roof edge above _,�,_._,_, S -6 ti — — —Ra �geabave— :� _ _ ti _._. j .�W_6 aoti Existtnl Existng windows e exisrzrrg ep ace sliding doors ne window �l� w windy w Z' Existing win w windowu �r S- 42" 5-18-1r2- 67114" 11- 82- 58•• I ;J window ,2� Active door ❑ `" jCeift.4 Bedroom waad 92" akline g2 ----' 4 :Livin gDinin Masterp ea�ooa � � Bedroom + HaM d j Existing shed e Rem�p- existing - _- Master Closet ❑ Pdace masonry x bwaad j I n Exising roof ridge above 'IF ❑ I - 42"counter �92" I Halms 6 New skyligh + ---_ Masters K a _________________________ 0"bald door. o-..--___- v ______ elecrncFeoor�� Existing shed � I Bath bearmar aaai w I DN IlP ®® o Ty/L� i I. Unen j I 'r >:leca ranse / Roof edge above 10" 73/4'x I Law kitchen storage LHrprw cabs y o j FStair or fyeI Patmarda _ Kitchen I - 4, 6„ H.N d YPanrrY Aardwoad Uppercabmets b / '\ r� ,� r i nuaardwpanvy rr � I Bath ;- ' _.$NL-6—— — — — —'—'—' l a wr � � � Sauna � •I, V s freezer �a�elain ar) a _ I ? up L New roof ridge above - Work bench VP O 6' I p ► (aonesr>ur I Roof edge above C Garbage cans Entry Co —pad a I Roofedge above awwaadl I,Garage LlU / ❑� I — —' --- --' — ana--- N � New roof ridge a6 ve New optional fence enclosure I ti Newfrontporeh M plank N \ a y Office , ' sink na.d»ead .y II � New —fridge above I 9 90 Front yard setback dine I N entry walk . _ -1 $ . _ _ SW-6 G? i v Roof edge above SSi�tt New wipdom Rear yard setback line --Tj aoTPdgc¢above SW-6 Existing edge ofpaved driveway ► Exisiingpave drivewar Area calculations N chematic Floor Plan Existing area: I1 !lto" House = 1,629.33 sf (+ existing shed area, 253 s� 2 v Option C Garage = 401.92 sf y New area: I - Wind Loads Criteria Per IBC 2021 & ASCE 7-16 Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 98 Figure 26.5.1 Exposure Category: B Section 26.7.3 Ground Elevation: 317 ft Wall Ht: 8.0 ft Wind Topographic Factor. Kt - per Section 26.8 Direction of Wind Roof Type: Gable/Mansard Roof Slope: 5.0:12 22.6 DEG Mean Roof HT: 10.9 ft UP TO 16OFT Parapet: No 0.0 ft UP TO 16OFT Downwind of Crest Terrain Type: 2-dimensional escarpments Direction: Upwind of Crest Lh: 714 ft DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. H : 174 ft HT. OF HILL OR ESCARP. RELATIVE TO THE UPWIND TERRAIN x: 576 ft DIST. (UPWIND OR DOWNWIND) FROM THE CREST TO THE BUILDING z: 113 ft HEIGHT ABOVE GROUND SURFACE AT BUILDING SITE KZt: 1.12 EQUATION 26.6-1 KZt: 1.12 MANUALLYINPUT Ke: 0.989 ASCE 26.10.1 Kd: 0.85 ASCE 26.6 Quantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 Seattle, WA 98101 Client: Casa architecture Checked By: Sandro Wind Loads - Main Wind Force Resisting System Per IBC 2021 & ASCE 7-16 Chapter 27.3 Part 1 - Enclosed Simple Diaphragm, h<160ft Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 98 mph Figure 26.5.1 Exposure Category: B Section 26.7.3 KZt: 1.12 Section 26.8 Wall Pressures: Ke: 0.9886 Section 26.10.1 Kd: 0.85 Section 26.6 G: 0.85 Section 26.11 Wall Height: 8.0 ft LIB Ratio: f~ L --*I Short Dimension: 49.8 ft Long Dimension: 80.5 ft WIN Wind L/B: 0.62 Co Longitudinal Wind L/B: 1.62 PLAN *NOTE: INTERNAL BUILDING PRESSURE CANCEL EACH OTHER OUT IN ENCLOSED BUILDING Kh & KZ: 0.480 At Top of Wall KZ: 0.57 0 ft to 15 ft Transverse Longitudinal Wind Direction Wind Direction Top of Wall: 16.0 psf MIN 16.0 psf MIN 0 ft to 15 ft Wall: 16.0 psf MIN 16.0 psf MIN ASCE 27.1.5 ASCE 27.1.5 *Enveloped Leeward and Windward Pressure *All Values Ultimate (multiply x0.6 for ASD) q '=a I - L -- ELEVATION ASCE EQ 27.3-1 ASCE EQ 27.3-1 F F hGCP Quantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 2 Seattle, WA 98101 Client: Casa architecture Checked By: Sandro Wind Loads - Main Wind Force Resisting System (Cont.) ASCE 7-16 Chapter 27.3 Part 1 - Enclosed Simple Diaphragm, h<160ft Roof Pressure: Slope: 5.0:12 = 22.6 DEGREES Mean Roof HT: 10.9 ft Building Dimension: 80.5 ft Parallel to Ridge Building Dimension: 49.8 ft Normal to Ridge Kh & KZ: 0.570 At Mean Roof Ht Windward Pressure Parallel to Ridge LC 1 LC 2 LC 1 LC 2 0 to h/2 -12.5 psf 0.4 psf h/2 to h -12.5 psf 0.4 psf h to 2h -8.0 psf 0.4 psf >2h -5.7 psf 0.4 psf Windward Pressure Normal to Ridge 5.2 psf Horizontal Projected Pressure: 2.0 psf Leeward Pressure Normal to Ridge q=GCP q hGCP qzC-CP ELEVATION -9.1 psf Horizontal Projected Pressure: -3.5 psf � — L ,- *Negative indicates pressure away from surface ELEVATION *Total horizontal shear shall not be less than that determined by neglecting roof wind forces *All Values Ultimate (multiply x0.6 for ASD) Roof Overhang (PSF) Po„ h: -18.1 psf Horizontal Projected Pressure: -6.9 psf Minimum Total Projected Horizontal Pressure (PSF) 8.0 psf ASCE 27.1.5 q MGCP q kGCP q hGCP qJQuantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.0 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 3 hhL Seattle, WA 98101 Client: rs rasa architecture Checked By: Sandro QUANTUM CONSULTINGENGINEERS 1511 Third Avenue, Suite 323 T. 206.957.3900 Seattle, WA 98101 F. 206.957.3901 Project Wellman Residence Job # 24246.01 Page 4 Client Casa architecture By Qing Date 07/31/24 Subject Wind Load Checked Sandro Date Wind Forces (East-West): Roof Angle 23 ZONE AREA (SF) ZONE PRESSURE (PSF) LEVEL 1 1 2 3 4 5 L__J 2 3 4 5 FORCE (K) ROOF 438.0 8.0 3.50 MAIN 607.5 16.0 9.72 0.00 0.00 BASE SHEAR: 13.22 Wind Forces (North -South): Roof Angle 23 ZONE AREA (SF) ZONE PRESSURE (PSF) LEVEL 1 2 3 4 5 1 2 3 4 5 FORCE (K) ROOF 141.0 8.0 1.13 MAIN 286.0 16.0 4.58 0.00 0.00 BASE SHEAR: 1 5.701 • Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2021 & ASCE 7-16 e Structure: Wellman Residene Address: 9019 191 st Place SW, Edmonds, WA 98026 Latitude: 47.8265 Longitude:-122.3551 Structure Classification Risk Category : II per ASCE Table 1.5-1 Seismic Force -Resisting System: Light -Framed Wood Walls Sheathed with Structural Panels R: 61/2 per ASCE Table12.2-1 Wo: 3 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn (ft): 10.90 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: Yes Sds (max) = 1.0 Per ASCE 12.8.1.3 S, (g-sec): 0.46 Ss (g-sec): 1.30 Site Class: D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used F, 1.84 Fa 1.20 1.2 Min Value where SC D Assumed SM, (g-sec): 0.85 Seas (g-sec): 1.56 Sp1 (g-sec): 0.56 SDS (g-sec): 1.04 SDC: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period Der ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL (sec): 6.00 ASCE Figures 22-14 through 22-17 Ts: 0.54 Ta (sec): 0.12 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.12 - — TL Eauivalent Lateral Force Procedure Desian Base Shear Der ASCE 12.8 Cs: 0.16 = SDS / (R/IE) per ASCE Eq. 12.8-2 Cs -max: 0.72 = Sp1 / (Ta*R/IE) for T — TL per ASCE Eq. 12.8-3 CS -Max,• = Spy*TL / (Ta2*R/IE) for T > TL per ASCE Eq. 12.8-4 Cs -min: 0.05 per ASCE Eq. 12.8-5 Cs -min: -- = 0.5S, / (R/IE) for S, => 0.6g per ASCE Eq. 12.8-6 Cs -use: 0.16 V : 0.160 W = Cs_„SQ * W per ASCE Eq. 12.8-1 per ASCE 11.4.4 per ASCE 11.4.5 Quantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 esigner: QinqSheet: Seattle, WA 98101 Client: Casa architecture Checked By: Sandro An Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure Per IBC 2021 & ASCE 7-16 Structure: Wellman Residene Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 SDS (g-sec): 1.04 per ASCE 11.4.4 Period (Sec): 0.12 per ASCE 12.8.2.1 k: 1.00 per ASCE 12.8.3 Vertical Distribution of Seismic Forces per ASCE 12.8.3 Fx = C xV per ASCE Eq. 12.8-11 C'vx = (wxhxk)/(Swihik) per ASCE Eq. 12.8-12 Total WT (k): 58.80 Cs -use: 0.160 V (k): 9.41 Sum: 641 per ASCE 12.8.1 Vertical Distribution of Seismic Diaphragm Forces per ASCE 12.10.1.1 Fpx = (SF;/Swi) * wpx per ASCE Eq 12.10-1 Fpx-max = 0.4*SDS*IE"wpx per per ASCE 12.10.1.1 Fpx-min = 0.2"SDS*IE"wpx per per ASCE 12.10.1.1 Diaphragm/Story Force Ratio 1.300 • Quantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 2 Seattle, WA 98101 Client: Casa architecture Checked Bv: Sandro Seismic Weights Calculation Quantum Consulting Engineers Wellman Residence 9019 191st Place SW Edmonds, WA 98026 Quantum Job # 24246.01 Roof: Roof PV Panels Exterior Walls Upper Floor Interior Walls Weight Area qpL Area qpL Length Height qpL Length Height qpL kip ft2 Psf ft2 Psf ft ft Psf ft ft Psf 58.8 2998 15 0 5 161 4 10 112 4 8 Floor (guest bedroom) Area qpL ft 2 Psf 294 13 AEG Shearwall Load Distribution Quantum Consulting Engineers Wellman Residence 9019 191 st Place SW Edmonds, WA 98026 Quantum Job # 24246.01 Upper Floor: Wind Load W = 13224_Jib (E- W loading direction) 5700 1 lb (N-S loading direction) Seismic Load E = 9410 lb (E- W loading direction) 9410 dib (N-S loading direction) Total diaphragm area A = 2998 sf East - West Direction Shearwall lines Trib. Area (sf) Perc. % Wind (Ib) Seismic (Ib) 1 673 22 2969 2112 2 515 17 2272 1616 0 0 0 North - South Direction Shearwall lines Trib. Area Perc. % Wind (Ib) Seismic (Ib) A 593 20 1127 1861 B 1433 48 2725 4498 C 972 32 1848 3051 0 0 0 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2021, ASCE 7-16, SDPWS 2021 & NDS 2018 Structure: Wellman Residence Floor Level: Main Level (N-S) Sds = 1.04 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) = 11.00 Shear Wall Line Information SW Mark Lsw (ft) Wall Pier hwP (ft) Aspect Ratio Wall Framing Species Specific Gravity G Interstory or Base? h(ft) sw Wall Wt. (psf) Roof/Floor Trib. (ft) Roof/Floor Wt. (psf) SW GRID A 17.17 - - - - - - - - - SW segment A.1 7.00 8.00 1.14 HF #2 0.43 Base 8.00 10.0 11.8 15.0 SW Segment A.2 3.00 8.00 2.67 HF #2 0.43 Base 8.00 10.0 11.8 15.0 SW Segment A.3 3.70 8.00 2.16 HF #2 0.43 Base 8.00 10.0 2.0 15.0 SW Segment A.4 3.47 8.00 2.31 HF #2 0.43 Base 8.00 10.0 2.0 15.0 SW GRID B 29.26 SW Se ment B.1 11.63 8.00 0.69 HF #2 0.43 Base 8.00 10.0 11.8 15.0 SW Segment B.2 6.80 8.00 1.18 HF #2 0.43 Base 8.00 10.0 1.0 15.0 SW segment B.3 10.83 8.00 0.74 HF #2 0.43 Base 8.00 10.0 1.0 15.0 SW GRID C 19.24 SW Segment CA 3.60 8.00 2.22 HF #2 0.43 Base 8.00 10.0 13.0 15.0 SW Segment C.2 6.64 8.00 1.20 HF #2 0.43 Base 8.00 10.0 13.0 15.0 SW Segment C.3 9.00 8.00 0.89 HF #2 0.43 Base 8.00 10.0 13.0 15.0 SW GRID 0.00 Shear Wall Loads and Summary SW Mark EQ (lb) W(ULTJall Wind (lb) Wall Wall DL (lb) Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type MINEnd . # of Studs Holdown SW GRID A 1861 1127 - - - - - - SW Segment A.1 759 459 1794 SW-6 2 HDU2 (3075DF,2215HF) SW Segment A.2 325 197 769 SW-6 2 HDU2 3075DF,2215HF SW Segment A.3 401 243 407 SW-6 2 HDU2 (3075DF,2215HF) SW Segment A.4 376 228 382 SW-6 2 HDU2 3075DF,2215HF SW GRID B 4498 2725 SW Segment BA 1788 1083 2980 SW-6 2 HDU2 (3075DF,2215HF) SW Segment B.2 1045 633 646 SW-6 2 HDU2 (3075DF,2215HF) SW Segment B.3 1665 1009 1029 SW-6 2 HDU2 3075DF,2215HF SW GRID C 3051 1848 SW Segment CA 571 346 990 SW-6 2 HDU2 3075DF,2215HF SW Segment C.2 1053 638 1826 SW-6 2 HDU2 (3075DF,2215HF) SW segment C.3 1427 864 2475 SW-6 2 HDU2 3075DF,2215HF SW GRID I151uantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1 Third Avenue, Suite 323 Designer: Qing Sheet: 1 eattle, WA 98101 Client: Casa architecture Checked By: Sandro B-11 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2021, ASCE 7-16, SDPWS 2021 & NDS 2018 Structure: Wellman Residence Floor Level: Main Level (N-S) Shear Wall Schedule (LRFD) EQ � SDPWS 4.1.4.1 WIND ,� SDPWS 4.1.4.2 �. = 0.5 �. = 0.8 LRFD Nominal LRFD Wind Sheathing Panel Edge Nominal Seismic Seismic SW Wind SW SW Shear Shear Wall Type Sheathing Grade, Sheathing Thickness, & Nail Size Nail SW Capacity (plf) Capacity Capacity Capacity Stiffness, G. Spacing (in) (pit) (piq (pit) (Iblin) SW-6 APA Rated, 7116"+15132", 8d Common 6 730 365 730 584 11 SW-4 APA Rated, 7116"+15132", 8d Common 4 1065 533 1065 852 14 SW-3 APA Rated, 7116"+15132", 8d Common 3 1370 685 1370 1096 17 SW-2 APA Rated, 7116"+15132", 8d Common 2 1790 895 1790 1432 21 2SW-4 APA Rated, 7116"+15132", 8d Common 4 2130 1065 2130 1704 28 2SW-3 APA Rated, 7116"+15132", 8d Common 3 2740 1 1370 2740 1 2192 34 2SW-2 APA Rated, 7116"+15132", 8d Common 2 3580 1 1790 3580 1 2864 42 **See SDPWS Table 4.3A Note 2, assumes studs at 16" o.c. Determine Shear Wall Tvoe (LRFD) SW Segment Mark Seismic Shear (plf) Aspect Ratio Reduction Adjusted Seismic Shear (plf) Wind Shear (plf) Adjusted Wind Shear (plf) Controlling Shear (pit) Shear Wall Type Shear Wall Capacity ( plf) Check Controlling Shear A.1 108 1.00 117 66 71 117 SW-6 365 OK Seismic A.2 108 0.92 127 66 77 127 SW-6 365 OK Seismic A.3 108 0.98 119 66 72 119 SW-6 365 OK Seismic A.4 108 0.96 121 66 73 121 SW-6 365 OK Seismic B.1 154 1.00 165 93 100 165 SW-6 365 OK Seismic B.2 154 1.00 165 93 100 165 SW-6 365 OK Seismic B.3 154 1.00 165 93 100 165 SW-6 365 OK Seismic CA 159 0.97 175 96 106 175 SW-6 365 OK Seismic C.2 159 1.00 171 96 103 171 SW-6 365 OK Seismic C.3 159 1.00 171 96 103 171 SW-6 365 OK Seismic `NOTE: CONTROLLING SHEAR IS BASED ON THE DIFFERENCE IN Determine Shear Wall Overturn in Moment Lever Arm SHEAR WALL CAPACITY BETWEEN WIND & EQ SW Segment Mark Wall Length Lever Arm (ft) Calculated Lever Arm (ft) % Different Override Wall Length User Input MOT Lever A.1 7.00 6.52 7.43% No A.2 3.00 2.52 19.25% No A.3 3.70 3.22 15.06% No A.4 3.47 2.99 16.22% No B.1 11.63 11.15 4.35% No B.2 6.80 6.32 7.67% No B.3 10.83 10.35 4.68% No C.1 3.60 3.12 15.55% No C.2 6.64 6.16 7.87% No C.3 9.00 8.52 5.69% No ISQuantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 3 eattle, WA 98101 Client: Casa architecture Checked By: Sandro I LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2021, ASCE 7-16, SDPWS 2021 & NDS 2018 Structure: Wellman Residence Floor Level: Main Level (N-S) Shear Wall End Axial Load (ASD) SW Segment Mark Seismic Tension (lb) ASD Seismic Tension Above (Ib) Seismic Tension Total (lb) Wind Tension (lb) ASD Wind Tension Above (lb) Wind Tension Total (lb) End 1 Dead (lb) End 2 Dead (lb) A.1 607 607 315 315 897 897 A.2 607 607 315 315 384 384 A.3 607 607 315 315 204 204 A.4 607 607 315 315 191 191 B.1 861 861 447 447 1490 1490 B.2 861 861 447 447 323 323 B.3 861 861 447 447 514 514 CA 888 888 461 461 495 495 C.2 888 888 461 461 913 913 C.3 888 888 461 461 1238 1238 Determine Required Holdown (ASD) SW Segment Mark Wind End 1 Eq. 16-15 EQ End 1 Eq. 16-16 Wind End 2 Eq. 16-15 EQ End 2 Eq. 16-16 Controlling Ten. Load Holdown Holdown Capacity Status A.1 223 -199 223 -199 -199 HDU2 (3075DF,2215HF) -2215 OK A.2 -84 -432 -84 -432 -432 HDU2 3075DF,2215HF -2215 OK A.3 -193 -514 -193 -514 -514 HDU2 (3075DF,2215HF) -2215 OK A.4 -201 -520 -201 -520 -520 HDU2 3075DF,2215HF -2215 OK B.1 447 -184 447 -184 -184 HDU2 (3075DF,2215HF) -2215 OK B.2 -253 -714 -253 -714 -714 HDU2 (3075DF,2215HF) -2215 OK B.3 -138 -627 -138 -627 -627 HDU2 3075DF,2215HF -2215 OK CA -164 -663 -164 -663 -663 HDU2(3075DF,2215HF) -2215 OK C.2 87 -473 87 -473 -473 HDU2 (3075DF,2215HF) -2215 OK C.3 281 -326 281 -326 -326 HDU2(3075DF,2215HF) -2215 OK JQuantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 3 Seattle, WA 98101 Client: Casa architecture Checked By: Sandro B-13 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2021, ASCE 7-16, SDPWS 2021 & NDS 2018 Structure: Wellman Residence Floor Level: Main Level (E-W) Sds = 1.04 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) = 11.00 Shear Wall Line Information • 1 �000000000 SW Segment 1 1 ---------- ---------- ---------- ---------- • 1 III aeeaaaaea 1 1 11 11 1• 1 �� 11 1 1 �� • 1 III aaaaaaaaa • 1 III aaeaaaaaa Chnar Wall I nark and R��mmary 1 I r I151uantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1 Third Avenue, Suite 323 Designer: Qin Sheet: 1 eattle, WA 98101 Client: Casa architecture Checked By: Sandro LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2021, ASCE 7-16, SDPWS 2021 & NDS 2018 Structure: Wellman Residence Floor Level: Main Level (E-W) Shear Wall Schedule (LRFD) EQ � SDPWS 4.1.4.1 WIND ,� SDPWS 4.1.4.2 �. = 0.5 �. = 0.8 LRFD Nominal LRFD Wind Sheathing Panel Edge Nominal Seismic Seismic SW Wind SW SW Shear Shear Wall Type Sheathing Grade, Sheathing Thickness, & Nail Size Nail SW Capacity (plf) Capacity Capacity Capacity Stiffness, G. Spacing (in) (pit) (piq (pit) (Iblin) SW-6 APA Rated, 7116"+15132", 8d Common 6 730 365 730 584 11 SW-4 APA Rated, 7116"+15132", 8d Common 4 1065 533 1065 852 14 SW-3 APA Rated, 7116"+15132", 8d Common 3 1370 685 1370 1096 17 SW-2 APA Rated, 7116"+15132", 8d Common 2 1790 895 1790 1432 21 2SW-4 APA Rated, 7116"+15132", 8d Common 4 2130 1065 2130 1704 28 2SW-3 APA Rated, 7116"+15132", 8d Common 3 2740 1 1370 2740 1 2192 34 2SW-2 APA Rated, 7116"+15132", 8d Common 2 3580 1 1790 3580 1 2864 42 **See SDPWS Table 4.3A Note 2, assumes studs at 16" o.c. Determine Shear Wall Tvoe (LRFD) SW Segment Mark ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- `NOTE: CONTROLLING SHEAR IS BASED ON THE DIFFERENCE IN Determine Shear Wall Overturning Moment Lever Arm SHEAR WALL CAPACITY BETWEEN WIND & EQ SW Segment Mark r r r r S B-15 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2021, ASCE 7-16, SDPWS 2021 & NDS 2018 Structure: Wellman Residence Floor Level: Main Level (E-W) Shear Wall End Axial Load (ASD) SW Segment Mark Wind Tenbsion Total (I Determine Required Holdown (ASD) JQuantum Consulting Engineers LLC Project: Wellman Residence Date: 7/31/24 Job No: 24246.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 3 Seattle, WA 98101 Client: Casa architecture Checked By: Sandro Anchor Designer" Software Version 3.1.2303.1 0 1.Project information Company: Quantum Consulting Engineers Date: 7/31/2024 Engineer: Qing Huang Page: 1/5 Project: Wellman Residence Address: 1511 3rd Ave., Suite 323, Seattle, WA 98101 Phone: 206-957-3918 E-mail: ghuang@quantumce.com Customer company: Casa Architecture Customer contact name: Jed Miller Customer e-mail: Comment: Holdown HDU2 embedment design in existing concrete 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 12.500 Code report: IAPMO LIES ER-263 Anchor category: - Anchor ductility: Yes hmin (inch): 13.88 ca. (inch): 25.67 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: AT-XP@ - AT-XP w/ 5/8" 0 F1554 Gr. 36 Code Report: IAPMO LIES ER-263 a Project description: Wellman Residence 9019 191st Place SW Edmonds, WA 98026 Location: Fastening description: Holdown HDU2 Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Uncracked Compressive strength, F. (psi): 2500 4J.,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-17 Anchor Designer" Software Version 3.1.2303.1 0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 948 Vuax [lb]: 0 Way [lb]: 0 <Figure 1> 0 lb Company: Quantum Consulting Engineers Date: 7/31/2024 Engineer: Qing Huang Page: 2/5 Project: Wellman Residence Address: 1511 3rd Ave., Suite 323, Seattle, WA 98101 Phone: 206-957-3918 E-mail: ghuang@quantumce.com 948 lb 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer" Software Version 3.1.2303.1 <Figure 2> Company: Quantum Consulting Engineers Date: 7/31/2024 Engineer: Qing Huang Page: 3/5 Project: Wellman Residence Address: 1511 3rd Ave., Suite 323, Seattle, WA 98101 Phone: 206-957-3918 E-mail: ghuang@quantumce.com Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer" Software Version 3.1.2303.1 0 Company: Quantum Consulting Engineers Date: 7/31/2024 Engineer: Qing Huang Page: 4/5 Project: Wellman Residence Address: 1511 3rd Ave., Suite 323, Seattle, WA 98101 Phone: 206-957-3918 E-mail: ghuang@quantumce.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (lb) Way (lb) �(Vuax)z+(Vuay)z (lb) 1 948.0 0.0 0.0 0.0 Sum 948.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 948 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (Ib) rd ONsa (Ib) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kcA.V fchef' 5 (Eq. 17.6.2.2.1) kc Aa fc (psi) her (in) Nb (Ib) 24.0 1.00 2500 12.000 49883 ONcb = 0 (ANcI ANco)Ved,NVc,NVcp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) AN- (in2) Ca,min (in) tled,N Vc,N Vcp,N Nb (Ib) 0 ONcb (Ib) 288.00 1296.00 1.75 0.729 1.00 0.731 49883 0.65 3838 6. Adhesive Strength of Anchor in Tension (Sec. 17.6.5) Tk,uncr = Tk,uncrfshort-te Ksat Tk,uncr (psi) fshort-term K-t Tk,uncr (psi) 1715 1.00 1.00 1715 Nba = /1 a TuncriTdahef(Eq. 17.6.5.2.1) /1 a Tuncr (psi) da (In) hef (In) Nba (Ib) 1.00 1715 0.63 12.500 42092 ONa = 0 (ANaI ANao)Ved,NaVcp,NaNba (Sec. 17.5.1.2 & Eq. 17.6.5.1a) ANa (in') ANao (in') CNa (In) Ca.min (In) Ved, Na Vcp,Na Nba (Ib) 0 ONa (Ib) 124.86 243.61 7.80 1.75 0.767 0.304 42092 0.65 3272 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-20 Anchor Designer" Software Version 3.1.2303.1 0 Company: Quantum Consulting Engineers Date: 7/31/2024 Engineer: Qing Huang Page: 5/5 Project: Wellman Residence Address: 1511 3rd Ave., Suite 323, Seattle, WA 98101 Phone: 206-957-3918 E-mail: ghuang@quantumce.com 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, N (lb) Design Strength, oNn (lb) Ratio Status Steel 948 9833 0.10 Pass Concrete breakout 948 Adhesive 948 3838 0.25 Pass 3272 0.29 Pass (Governs) AT-XP w/ 5/8" 0 F1554 Gr. 36 with hef = 12.500 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-21 WELLMAN RESIDENCE 9019 191" Place SW Edmonds, WA 98026 Quantum Job Number: 24246.01 GRAVITY CALCULATIONS C-1 62W' 15'-5112" 25'-5 112, .6 74112" 144112" 5W' 4'-8" Roof edge above Roof edge above —.— — Ex- windows—. ——.—Repla eexisti —.—. —.—.—.—.—.—.—.— — —.— —.— — —.— — — ——.—.—.—.—.— — —.—.— je,aceslidig g ndoors n windo windo �y stt windoµ4x8 windows O(E)r. 2) x (2) x✓i (tj f7C. — — — — — — — 3-1 /2x -1/2 GIL N-Bi" s= 18-112" �' 67 14" 'ndow � Active door Guest Be Dom I I I N I I Ceilin break e , . Master Bedrm Remove- i6 �r R nt Remove wall INFILLw 2x -eat 00 ¢ Reimive wall 24" O.C., SIZE ¢ �: a "m. � � - x a i Existing shed e a TO MATCH x Remove g%re ' a EXISTING No hange tin ew Master Clo8,t place asonry here nma'Exis�ing roof ridge above 7 >N-'h1l. ress az^ea (E) ROOF RIDGE � Y 92" r r Remove wd( ry vY Hall Remove wa11 Y New skylight New ush amed upset ° Ilrerm��m, �, fl 6 P J. beam or existing attic loor �-'- f g 1 Master i / I o---t----r-- ot----'--- --- ------- �Jorsts ___ - = Ba D w i Existingshed er frame shaded area . � I DN P ®° w n�' _ N Remove wall raming m /Sx.x Roo edgeabove fk alr Dyer 4'-6" CC! w C Q64 Bath -_ — — — — — �% — — Ina d , 3 1/2x GL 1 2x G -1/ LC2) x8 (2)� © U6 0:-a 91 10-1/2 me adds —----------- — --- 4x4 \—C o64 rs ,_2 �, 1/2" ,_6„ 1_4112" New exterior wall 36' 5„ j¢O New roof ride above Lj p UP - Roof edge above e 6' New roofsupport Garage N E try I 2' (girder truss) w Roof edge above I - °' New a dition c m I 20 wi I t0 —Over frame shaded are match E) m New !jtrusses @ 2'W' oc C7 ; _ o New front porch rna —.—.—.—.—.—.—.—.—.—.—.—.— — - �——.—.—.—.—.— rr 3, 1 " I _ _ _ _- uld the girder a truss stop here New roofridge ab ve or do a beam? Section , . Pre- ru sesp24�o0� i New roof support beam wA L JJ TR SSSUPPORTING Office / \ ud ry —Roof pverframing i per x x.x New roof ridge above I 5-1/8xl5 GL --- Qp, —� — — — MSTA24 - - - - - -�`41 STA24—.—--.— -- - HEADER T� F�+ DER TO TOP PLATE T 'Mofedge above Pre-fab.t sses — — ^(2) 2x8 24" O. New windo y Rear oof edge above Stickfro me roof this area 14' 30' �.� Exi.vtinn naved drivewrry (N) M C LG. JOIST 16" i P1`1 ► i 62L8" 5'-51/2" 25'-51/2" T-41/2" 14'-41/2" 5'-9" 4'-8" Existing Downspout Roof edge above Roofedge ab ove Existing windows S Replace existing windows Replace sit in doo s n window new win Existing windows Existing Downs o S p t s - sail" 671/4" _ A >< door 4x8 gage min. of y- gy,„ N window (3) fling joists M Bedroom jak line Livin 92" A35 on ea. side t Remove I 00 " J 7' r Ha dwaa ng•, wail LU w aster -'Hardwood B4 dYOOm Existing shed �o Remove existing fire Master Closet a dwaae - ❑ place masonry LL Hardwood Remove woll Lli°WWC ij gxi.�ting roofridge above., LUS_ 46 7 6'R' ee ss L �o 1 Q 2 2x8 - 1— — _ _ _ _ _ _ _ Remove w.It N W w w _ _ _ _ _ Remove wall 4Xba _u_ _ 92'� Hall — — b'-o°aijolaaoors — — Newskylight — — — — - = , LUS48 X .Remo a(( o TC� N O } LL_aster /7 i i - N ^ h ' / She/J W cX p a th (aln Nle) / \ ° ®® - oil M _ _ J(-- - / \° - _ N J w _ El, t' loo W / /L. Existing shed O. o ' , 11 11 heat mat outline Li,e DN 4X$UP rn J w ___ •___ ___/--, ; 10" 7314"R LL Lowtaeheast-age Elect. range Q \ Roofedge abot U NJ Kitchen Di Ploywbiney em wi oveb - Hardumod U "u� r�rypan.y i Hardwood uPPer /_ \ 4,_6a o wno td%Paavy "^ Bath — — — — — — — — — — — — - - / po e(ata dt� v Sou a d D, -------------- - L - LL�f er In iI I '_2a 4'-8112" '-6" 6'-4112" N exterior wall New window °P New roo ridge above 36'-5" Work bench UP srmsl I Roofedge above �O `� 6 — Garbage cans ► - Entry 2 2 Co —pad Roo ed a above I g '^ �, ardw-dl / Garage g New front porch o plan �— — Lj — - — New optional fence enclosure r egu J � New roof ridge ab ve Section 4 �+ v �� v lInk Z7Office u N Hardwood � \ Downspout \ New roof ridge above Front yard setback line I N New entry walk — ► — - — - Roof edge above A Downspout - - Downspout '^ New windo 0 L i0ofedge above � 14' 30' Existing edge ofpaved driveway ► Area calculations Existing paved drive (N* CEILING FRAMING PLAN Existing area: ,, House = 1, 629.33 sf (+ existing shed area, 253 sfi 62W' I S'-S I/2" 25'-5 I/2" 7-41/2" 14'-41/2" 5'-9" 4'W' �Existing Downspout ww Roofedge above Roofedge above m m — ____ ____ ____ — — — ——�,fid,.g.�o. ------ � Existin windows Replace existing w a a`E htlt. g pls n windo n windo 3� Existing windowsEx_tingDownspo t winows , . _______ ______ ___ s-redo• 67114" - - - - ---------s-47" - 38" I t4 wlndnw LL Active door G to t Bedroom _ n aMvnrur O x I I i ill. - J I � w >- 42 I et — T lL l S S I (E) BEAM (Fuld rif'y) I — �IELD VESIFIq - emowwaae Dinin 'I — aster I I T r ramwa 8, X-'HaMwoodL� 0 t B droom .G IZE �E istin shed I g I � I I a drvood j p, AT,C _ - XI TING -----� n eui ve exi.rlin ire Master Clo' et li - .. 5 P dace nruaon i I ','� � III ro I / ry Hardwood Ranove wall „ I i ❑ f E 8 STEM 7 WALL BELOW I Ex" tin ro "d e above b'-R" N ""' g g E BEAM Field venif'� rvP. I _ _ a� 4x8 az•eaanrer — — — Remove wau 9"�P+Hall Z _ Remove wall @6 6'-0"bifola doors New skylight �� ♦� --.-. - Remo oll1i �/ z stz Bath I\ lI HU48 Inst Ilw/`; '-"'--' L :� - - - ---------- -- \\ / I - as ( (dj v ] T....... t � / 114X1-3/4 iten c q-------------------_--.._----. _.. LI 1 Turbo acre sto? m /sbel ^ �+ --,( elan N) 1�\ x conc.) r" O / •'$ D w " isteng shed I 1 (E) AM (------- ErerrrirPaar /L_ J DN U ` 4X10 - - _. /meter lo^ 73/4�e--� b^w-tirne�.n ��E1an.raee F� -- -- Roofedge above) ng, I(y rnrraar Kitchen - 6 StQISdY 2r d%PanM - xu,dwaad UPper cabineho e \ _ 4'-6" spout J �wa'p""6 4V1a'^ Bath — — — — — — — —— --- p W I +°. /pamela;n ar) \ Sauna e, Downspout ------ -W ' - - - --------- -= ---- ------ _ ------- - ------ - -------------- --------- ---- - --------- _Rejr/R/__ v i ___.___ ____ _ _____________________ _ _ ____ II -- -- ------ — ------ '-2"-/4=81/2' '-6" 6'-4112" 2x N exterior watt 36, S„ 16 O.C. New window New mo ridge above i Work bench rm nm+l I Roof dge above `° 6' p I I Garbage 10, to ^, ' 2' ! i Cont. pad I °` Show 6" Stem wall Roofedge above En 2' M En 76' 6" STE c below o y (forage WALL LOW — I � coot re j I �L L Li m I New front porch -ON_GR I N (7Y.piank All' \ ti+ NOTES 3 ""v"all \ ti ar New roof ridge ab ve New options! fence enclosure Section 4 N \ ` - - - _ - - - - - , M 8" TEM \ 8" STEM W1 LLB LOW ©� \ \ WALL BE OW I i \ Slnk O ce I ud h I N 2X8 @ 6" O.Bu od \ � 2k6 wall I i Downspout ~ v ' N roofridge above -- --- -- --- - j +� HU48 (Install w/ �Or t/4xt-3/4Tnen 2+ '. _ _._ _ _ _._._ _._ _._ 4 �A'_ _ _ _._._ Downspout ' � + �F � 2x6 wall _ Turbo screws to — Fmnt yard setback line I New entry walk co� ),,= �A,9+ I v i ► \� --------------------------- Roofedge above _ __ __ ___ _ _ Downspout N Downspout ` wi u oof edge above m K 6 1 M 30 Existing edge ofpaved driveway , Existingpaved driveway I Area calculations I a (N* FLOOR FRAMING PLAN Existing area: Floc, — 1. 629. 3? sf /t exictino shed wren. 253 ) I a FO RT E W E B MEMBER REPORT PASSED Roof Framing, 1 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam 0 NMI 0 ❑2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2549 @ 1 1/2" 6825 (3.00") Passed (37%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2024 @ 10 1/2" 5333 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 5102 @ 4' 3" 7411 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.175 @ 4' 3" 0.412 Passed (L/567) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.282 @ 4' 3" 0.550 Passed (L/351) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/240) and TL (L/180). • A 1.8% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 973 1576 2549 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 973 1576 2549 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 8' 6" N/A 6.4 1 - Uniform (PSF) 0 to 8' 6" (Top) 14' 10" 15.0 25.0 Roof • Side loads are assumed to not induce cross -grain tension. Member Notes Wall opening header - living Notes Member Length : 8' 6" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 eyerhaeuser File Name: 24246.01 Wellman Residence Page 2 / 27 aFORTEWEB' MEMBER REPORT Roof Framing, 2 1 piece(s) 4 x 8 DF No.1 PASSED 0 0 Overall Length 7 4 1 5' 10 1/2" E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2212 @ 1 1/2" 6563 (3.00") Passed (34%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1699 @ 10 1/4" 3502 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3806 @ 3' 8 1/4" 3776 Passed (101%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.114 @ 3' 8 1/4" 0.356 Passed (L/751) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.184 @ 3' 8 1/4" 0.475 Passed (L/465) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 1.2% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 844 1367 2212 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 844 1367 2212 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 4 1/2" N/A 6.4 -- 1 - Uniform (PSF) 0 to 74 1/2" (Top) 14' 10" 15.0 25.0 Roof • 5ioe ioaas are assumea to not mauce cross -grain tension. Member Notes Nall opening header - guest bedroom 0 Member Length : 74 1/2" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 rnd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ iocument-library. Fhe product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 eyerhaeuser File Name: 24246.01 Wellman Residence Page 3 / 27 a FORTE W GB MEMBER REPORT Roof Framing, 3 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam PASSED Overall Length 11' 2 16 10' 7 3/8" C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3122 @ 2" 7963 (3.50") Passed (39%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2541 @ 1' 1/2" 6400 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 8228 @ 5' 7 3/16" 10499 Passed (78%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.282 @ 5' 7 3/16" 0.543 Passed (L/463) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.457 @ 5' 7 3/16" 0.724 Passed (L/285) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/240) and TL (L/180). • A 3.4% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 10' 10 3/8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - HF 3.50" 3.50" 1.50" 1198 1925 3122 None 2 - Column - HF 3.50" 3.50" 1.50" 1198 1925 3122 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 2 3/8" N/A 7.7 1 - Uniform (PSF) 0 to 11' 2 3/8" (Top) 13' 9" 15.0 25.0 Roof • Side loads are assumed to not induce cross -grain tension. Member Notes New beam supporting (E) roof framing - Kitchen Notes Member Length : 11' 2 3/8" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: 24246.01 Wellman Residence Page 4 / 27 aFORTEWEB' MEMBER REPORT Roof Framing, 4 1 piece(s) 5 1/2" x 9" 24F-V8 DF Glulam PASSED D 0 0 19' 2 1 /4" J14 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2139 @ 3 1/2" 5363 (1.50") Passed (40%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 1973 @ 1' 1/2" 10057 Passed (20%) 1.15 1.0 D + 1.0 S (Alt Spans) Pos Moment (Ft-Ibs) 10308 @ 9' 11 1/8" 16715 Passed (62%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -444 @ 19' 8 1/2" 16715 Passed (3%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.689 @ 9' 11 13/16" 0.971 Passed (L/338) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1.159 @ 9' 11 11/16" 1.294 Passed (L/201) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Upward deflection on right cantilever exceeds overhang deflection criteria. • A 2.1% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 19' 3 1/4". • Critical negative moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 2' 2 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Hanger on 9" GLB beam 3.50" Hanger' 1.50" 895 1306 2201 See note ' 2 - Column - HF 5.50" 5.50" 1.50" 1072 1550 2622 Blocking • 15100King vaneis are assumea ro carry no ioaas appuea airecoy aoove tnem ana the ruu ioaa is appnea to me memoer Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Member Length : 21' 5" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HU610 2.50" N/A 14-16d 6-16d • Reter to manutacturer notes ana instructions Tor proper Installation and use or all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.1S) Comments 0 - Self Weight (PLF) 3 1/2" to 21' 8 1/2" N/A 12.0 1 - Uniform (PSF) 0 to 21' 8 1/2" (Top) 5' 3" 15.0 25.0 Roof • Jlae Ioaas are assumea to not mauce cross -grain tension. Member Notes Front porch beam ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: 24246.01 Wellman Residence 7 Page 5 / 27 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: 24246.01 Wellman Residence Page 6 / 27 a FO RT E W E B MEMBER REPORT PASSED Roof Framing, 5 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 0 0 Overall Length - - - 6' 8 7/8" 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2019 @ 1 1/2" 6825 (3.00") Passed (30%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1461 @ 1' 6400 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 3405 @ 3' 7 7/16" 10655 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.048 @ 3' 7 7/16" 0.349 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.078 @ 3' 7 7/16" 0.466 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/240) and TL (L/180). • A 2% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 6' 11 7/8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - HF 3.00" 3.00" 1.50" 774 1244 2019 None 2 - Column - HF 3.50" 3.50" 1.50" 783 1259 2042 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 3 3/8" N/A 7.7 1 - Uniform (PSF) 0 to 73 3/8" (Top) 13' 9" 15.0 25.0 Roof • side loads are assumed to not induce cross -grain tension. Member Notes New beam supporting (E) roof framing - Kitchen 0 Member Length : 73 3/8" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C OFyerhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 7 / 27 a FO RT E W E B MEMBER REPORT PASSED Roof Framing, 6 (Garage door opening header) 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam r 1ih C ❑2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5070 @ 3" 14991 (4.50") Passed (34%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4276 @ 1' 7 1/2" 15618 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 25049 @ 10' 4 1/2" 40658 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.428 @ 10' 4 1/2" 1.013 Passed (L/567) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.713 @ 10' 4 1/2" 1.350 Passed (L/341) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/240) and TL (L/180). • A 8% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 0.98 that was calculated using length L = 20' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 4.50" 4.50" 1.52" 2022 3048 5070 None 2 - Trimmer - HF 4.50" 4.50" 1.52" 2022 3048 5070 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 20' 9" N/A 18.7 1 - Uniform (PSF) 0 to 20' 9" (Top) 11' 9" 15.0 25.0 Roof • Side loads are assumed to not induce cross -grain tension. Member Notes Garage door header 0 Member Length : 20' 9" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 er `�1PAL Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com 12/9/2024 6:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 24246.01 Wellman Residence Page 1 / 1 aFORTEWEB' MEMBER REPORT Roof Framing, 7 1 piece(s) 4 x 8 DF No.1 PASSED 0 El 4 9 N Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1276 @ 0 3281 (1.50") Passed (39%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 904 @ 8 3/4" 3502 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1595 @ 2' 6" 3789 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.023 @ 2' 6" 0.250 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.038 @ 2' 6" 0.333 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 0.8% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 489 787 1276 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 489 787 1276 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 5' N/A 6.4 -- 1 - Uniform (PSF) 0 to 5' (Top) 12' 7 3/16" 15.0 25.0 Roof • 5ioe ioaas are assumea to not mauce cross -grain tension. Member Notes Entry door header 0 Member Length : 5' System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 rnd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C- rrhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 9 / 27 a FORTE W GB MEMBER REPORT Roof Framing, 8 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED Overall Length 1 I - - 10' 5 3/8" C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4307 @ 2" 12513 (3.50") Passed (34%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3721 @ 1' 1/2" 10057 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 13797 @ T 16906 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.263 @ 5' 5 5/8" 0.535 Passed (L/488) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.435 @ 5' 5 5/8" 0.713 Passed (L/295) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/240) and TL (L/180). • A 1% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 10' 8 3/8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - HF 3.50" 3.50" 1.50" 1695 2612 4307 None 2 - Column - HF 3.50" 3.50" 1.50" 1608 2486 4094 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 3/8" N/A 12.0 1 - Uniform (PSF) 0 to 11' 3/8" (Top) 13' 9" 15.0 25.0 Roof 2 - Point (lb) 5' (Front) N/A 895 1306 Roof • Side loads are assumed to not induce cross -grain tension. Member Notes New beam supporting (E) roof framing - Kitchen Member Length : 11' 3/8" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C- Terhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 10 / 27 aFORTEWEB' MEMBER REPORT Roof Framing, 9 1 piece(s) 4 x 8 DF No.1 PASSED 0 El 4 , 9 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1401 @ 0 3281 (1.50") Passed (43%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 985 @ 8 3/4" 3502 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1722 @ 2' 5 1/2" 3789 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.024 @ 2' 5 1/2" 0.246 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.040 @ 2' 5 1/2" 0.328 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 0.8% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 535 866 1401 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 535 866 1401 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 4' 11" N/A 6.4 -- 1 - Uniform (PSF) 0 to 4' 11" (Top) 14' 1" 15.0 25.0 Roof • 5ioe ioaas are assumea to not mauce cross -grain tension. Member Notes Nall opening header - BTWN entry and bath 0 Member Length : 4' 11" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 rnd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ iocument-library. Fhe product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C- y(eyerhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 11 / 27 aFORTEWEB' MEMBER REPORT Ceiling Framing, 10 2 piece(s) 2 x 8 HF No.2 PASSED 0 Overall Length: T Y Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 859 @ 0 1823 (1.50") Passed (47%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 474 @ 8 3/4" 2501 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 698 @ 1' 7 1/2" 2507 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 1' 7 1/2" 0.162 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.011 @ 1' 7 1/2" 0.217 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 2.4% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 328 532 859 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 328 532 859 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 3' 3" N/A 5.5 -- 1 - Uniform (PSF) 0 to 3' 3" (Top) 13' 1" 15.0 25.0 Roof • 5ioe ioaas are assumea to not mauce cross -grain tension. Member Notes Wall opening header - BTWN master bath & master bedroom 0 Member Length : T 3" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C_ Syerhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 12 / 27 aFORTEWEB' F_ 0 MEMBER REPORT Ceiling Framing, 11 1 piece(s) 4 x 6 DF No.1 . -r.-,II _ i- -:'I 4 I L 3' 8 1/2" 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 979 @ 3 1/2" 3281 (1.50") Passed (30%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 737 @ 9" 2657 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 908 @ 2' 1 3/4" 2189 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.017 @ 2' 1 3/4" 0.185 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.027 @ 2' 1 3/4" 0.247 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 0.4% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Hanger on 5 1/2" HF beam 3.50" Hanger' 1.50" 430 702 1132 See note' 2 - Hanger on 5 1/2" DF beam 3.50" Hanger' 1.50" 430 702 1132 See note' • At nanger supports, me iorai rsearing aimension is equal to me wiam or me marenai mac is supporting me nanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points PASSED 0 Member Length : T 8 1/2" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS46 2.00" N/A 4-16d 4-16d 2 - Face Mount Hanger HUC46 2.50" N/A 12-10dx1.5 6-10d • Reter to manufacturer notes and instructions for proper Installation and use of all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 4' N/A 4.9 -- 1 - Uniform (PSF) 0 to 4' 3 1/2" (Top) 13' 1" 15.0 25.0 Roof • �,iae Ioaas are assumea to not mauce cross -grain tension. F,e ber Notes ceiling beam ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C- Weyerhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 13 / 27 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com erhaeuser C- Tye 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 14 / 27 aFORTEWEB' MEMBER REPORT Ceiling Framing, 12 1 piece(s) 4 x 8 DF No.1 + IJ I 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1154 @ 15' 11 1/2" 3281 (1.50") Passed (35%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1123 @ 15' 4 1/4" 3502 Passed (32%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 3247 @ 11' 6 3/16" 3696 Passed (88%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.436 @ 8' 6 9/16" 0.790 Passed (L/435) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.751 @ 8' 6 3/4" 1.053 Passed (L/252) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 3.2% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 240 323 132 581 None 2 - Hanger on 7 1/4" DF beam 3.50" Hanger' 1.50" 493 328 570 1166 See note ' • At nanger supports, me iorai rsearing dimension is equal to me widen or me maceriai mac is supporting me ranger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points PASSED 0 Member Length : 15' 11 1/2" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS48 2.00" N/A 6-10d 4-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side) Tributary (0.90) (1.00) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 15' 11 1/2" N/A 6.4 -- -- 1 - Uniform (PSF) 0 to 16' 3" (Top) 2' 7.0 20.0 - Attic 2 - Point (lb) 13' (Top) N/A 403 702 Roof • rice ioaas are assumea to not induce cross -grain tension. F mber Notes ceiling beam ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C�4 Wyerhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 15 / 27 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 ghuang@quantumce.com C_ gerhaeuser 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 24246.01 Wellman Residence Page 16 / 27 a FORTE rV GB MEMBER REPORT Ceiling Framing, 13 4 piece(s) 1 3/4" x 16" 2.0E Microllam@ LVL PASSED i + I. 25' 4 3/8" C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7086 @ 25' 7 7/8" 7875 (1.50") Passed (90%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 6345 @ 24' 3 7/8" 24472 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 45155 @ 12' 10 15/16" 71131 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.677 @ 12' 10 15/16" 1.274 Passed (L/452) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.152 @ 12' 10 15/16" 1.699 Passed (L/266) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 4.4% decrease in the moment capacity has been added to account for lateral stability. • Member should be side -loaded from both sides of the member or braced to prevent rotation. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Stud wall - HF 3.50" 3.50" 2.53" 2956 4223 7179 None 2 - Hanger on 16" DF beam 3.50" Hanger' 1.50" 2975 4264 7239 See note' • At nanger supports, me iorai rsearing aimension is equal to me wiam or me maceriai mac is supporting me ranger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' o/c Bottom Edge (Lu) 1' 4" o/c Member Length : 25' 7 7/8" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HGUS7.25/12 4.00" N/A 56-10d 20-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Multiple Member Connections Type Location Fastener Placement Rows O.C. # of Fasteners Details Uniform 0 to 25' 7 7/8" 10d (0.128" x 3") or (0.131" x 3") Nail One Face 4 12" -- L6 • When connecting 4-ply members, nail each ply to the Other and offset nail rows by T' from rows in the ply below. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 25' 7 7/8" N/A 32.7 -- 1 - Uniform (PSF) 0 to 25' 11 3/8" (Top) 13' 1" 15.0 25.0 Roof • �,iae ioaas are assumea to not mauce cross -gram tension. Member Notes New ceiling beam ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 aFyerhaeuser File Name: 24246.01 Wellman Residence �J Page 17 / 27 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 rerhaeuser File Name: 24246.01 Wellman Residence Page 18 / 27 aFORTEWEB' MEMBER REPORT Ceiling Framing, 15 1 piece(s) 4 x 8 DF No.1 PASSED + I I 1 Cl" Fil 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2061 @ 2" 4961 (3.50") Passed (42%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1563 @ 10 3/4" 3502 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3486 @ 3' 8 1/2" 3776 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.098 @ 3' 8 1/2" 0.354 Passed (L/867) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.167 @ 3' 8 1/2" 0.472 Passed (L/510) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 1.1% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 848 1213 2061 None 2 - Stud wall - HF 3.50" 3.50" 1.50" 848 1213 2061 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 5" N/A 6.4 -- 1 - Uniform (PSF) 0 to 7' 5" (Top) IT 1" 15.0 25.0 Roof 2 - Uniform (PSF) 0 to T Y (Top) T 3" 8.0 - Wall • aioe ioaas are assumea to not mauce cross -grain tension. F mberNotes Meter - above stair 0 Member Length : 75" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 yerhaeuser File Name: 24246.01 Wellman Residence L Page 20 / 27 aFORTEWEB' MEMBER REPORT Floor Framing, 16 1 piece(s) 2 x 8 HF No.2 @ 16" OC PASSED F 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 309 @ 4 1/2" 2430 (4.00") Passed (13%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 243 @ 1' 3/4" 1088 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 601 @ 4' 6" 1284 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.090 @ 4' 6" 0.275 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.119 @ 4' 6" 0.412 Passed (L/832) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating N/A N/A N/A N/A • Deflection criteria: LL (L/360) and TL (L/240). • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total I Available Required Dead Floor Live Factored 1 - Plate on concrete - HF 5.50" 4.00" 1.50" 78 240 318 1 1/2" Rim Board 2 - Plate on concrete - HF 5.50" 4.00" 1.50" 78 240 318 1 1/2" Rim Board • Kim board is assumea ro carry au ioaas appuea airecoy aoove ¢, Dypassmg me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 9' 16" 13.0 40.0 Floor F mberNotes entry floor joists 0 Member Length : 8' 9" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 yerhaeuser File Name: 24246.01 Wellman Residence J Page 21 / 27 a FO RT E W E B MEMBER REPORT PASSED Floor Framing, 17 1 piece(s) 4 x 8 DF No.1 0 5' 4 1 /4" 5' 4 1 /4" 0 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3270 @ 5' 9 1/2" 7656 (3.50") Passed (43%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1293 @ 6' 6 1/2" 3045 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1819 @ 5' 9 1/2" 3267 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.029 @ 8' 9 3/16" 0.188 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.035 @ 8' 9 13/16" 0.281 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 1.6% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 7 1/4" DF beam 3.50" Hanger' 1.50" 279 946/-25 1225 See note ' 2 - Column - HF 3.50" 3.50" 1.50" 836 2434 3270 None 3 - Column - HF 3.50" 3.50" 1.50" 275 918/-116 1194 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points 0 Member Length : 11' 3 1/2" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS48 2.00" N/A 6-16d 4-16d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 11' 7" N/A 6.4 1 - Uniform (PSF) 0 to 11' 7" (Top) 8' 9" 13.0 40.0 Floor • zioe ioaas are assumes to not mouce cross -grain tension. Member Notes New floor beam at office ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 y(eyerhaeuser File Name: 24246.01 Wellman Residence �F Page 22 / 27 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 5yerhaeuser File Name: 24246.01 Wellman Residence Page 23 / 27 .I FORTE W E B MEMBER REPORT PASSED Floor Framing, 18 1 piece(s) 4 x 10 DF No.1 Overall Length: 15' 4 1/4" 6' 11 3/9' T 5 3/8" Q ❑2 3Q Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5225 @ 7' 5 1/8" 6379 (4.50") Passed (82%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2824 @ 8' 4 5/8" 4468 Passed (63%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 4384 @ 11' 10 5/16" 5517 Passed (79%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Live Load Defl. (in) 0.062 @ 11' 6 1/8" 0.259 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.109 @ 11' 6 7/16" 0.388 Passed (L/854) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 3.9% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Plate on concrete - HF 3.50" 3.50" 1.50" 119 817/-130 -175 936/-110 None 2 - Stud wall - HF 4.50" 4.50" 3.69" 3106 2286 2883 6983 Squash Blocks 3 - Stud wall - HF 3.50" 3.50" 1.95" 1249 863/-100 1160 2766 None • squash Blocks must match bearing length and are assumed to carry all loads applied directly above them, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side) Tributary (0.90) (1.00) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 15' 4 1/4" N/A 8.2 1 - Uniform (PSF) 72 7/8" to 15' 4 1/4" (Top) 13' 1" 15.0 25.0 Roof 2 - Uniform (PSF) 3' 1 1/2" to 3' 11 6' 9" 8.0 - Wall 3/8" (Top) 3 - Uniform (PSF) 72 7/8" to 15' 4 10' 8.0 - Wall 1/4" (Top) 4 - Uniform (PSF) 0 to 15' 4 1/4" (Top) 6' 1" 13.0 40.0 Floor 5 - Point (lb) 75 1/8" (Top) N/A 848 - 1213 Roof • 5ioe loaas are assumea to not mauce cross -grain tension. Member Notes Basement storage room beam ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 0 Member Length : 15' 4 1/4" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 lgyerhaeuser File Name: 24246.01 Wellman Residence Page 24 / 27 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Tye erhaeuser File Name: 24246.01 Wellman Residence Page 25 / 27 .I FORTE W E B MEMBER REPORT PASSED Floor Framing, 19 1 piece(s) 4 x 8 DF No.1 Overall Length: 15' 4 1/4" 1 6' 11 3/9' T 5 3/8" 1Q ❑2 3Q Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2485 @ 7' 5 1/8" 6379 (4.50") Passed (39%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1058 @ 8' 2 5/8" 3045 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1871 @ 7' 5 1/8" 3240 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.045 @ 11' 6 1/8" 0.259 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.067 @ 11' 7 7/16" 0.388 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 2.5% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Plate on concrete - HF 3.50" 3.50" 1.50" 318 510/-81 828 None 2 - Stud wall - HF 4.50" 4.50" 1.75" 1057 1428 2485 None 3 - Stud wall - HF 3.50" 3.50" 1.50" 353 539/-62 892 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 15' 4 1/4" N/A 6.4 -- 1 - Uniform (PSF) 0 to 15' 4 1/4" (Top) 7' 1" 8.0 - Wall 2 - Uniform (PSF) 0 to 15' 4 1/4" (Top) 1 3' 9 5/8" 13.0 40.0 Floor • Side loads are assumed to not induce cross -grain tension. Member Notes Basement storage room beam Member Length : 15' 4 1/4" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 rrhaeuser File Name: 24246.01 Wellman Residence Page 26 / 27 aFORTEWEB' MEMBER REPORT Floor Framing, 20 2 piece(s) 2 x 8 HF No.2 PASSED 0 1❑ 4 ❑2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1341 @ 0 1823 (1.50") Passed (74%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1008 @ 3' 6 1/4" 2175 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1660 @ 2' 5 3/4" 2169 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.023 @ 2' 1 3/16" 0.142 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.041 @ 2' 1 5/16" 0.213 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 2.9% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 583 757 53 1341 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 550 553 53 1103 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.1s) Comments 0 - Self Weight (PLF) 0 to 4' 3" N/A 5.5 1 - Uniform (PSF) 0 to 4' 3" (Top) 1' 15.0 25.0 Roof 2 - Uniform (PSF) 0 to 4' 3" (Top) 11' 10.0 Wall 3 - Uniform (PSF) 0 to 2' 7" (Top) 79" 13.0 40.0 Floor 4 - Point (lb) 2' 7" (Top) N/A 318 510 Floor • Side loads are assumed to not Induce cross -grain tension. Member Notes heck (E) wall opening header at garage 0 Member Length : 4' 3" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by Casa architecture ForteWEB Software Operator Job Notes Qing Hua Huang Wellman Residence Quantum Consulting Engineers 9019 191st Place SW (206) 957-3918 Edmonds, WA 98026 qhuang@quantumce.com C- 7/31/2024 10:20:45 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 gerhaeuser File Name: 24246.01 Wellman Residence Page 27 / 27 WELLMAN RESIDENCE 9019 191" Place SW Edmonds, WA 98026 Quantum Job Number: 24246.01 FOUNDATION CALCULATIONS D-1 5L5112" 25'-5112" 7-4112" " 3 14'-4112" Existing — — — — Existing windows Downspout RooJedge above 'F � Roofedge ab Replace existing —. — —. —. —.—.re e ve Replace slioonewdon winwindows------ting Downspo t -------- '+ - -------------------------- - 58" Ip} window Active door - - s- 'U I t Bedroom I' "d—nd —� ceiling) b ak line 92" _ _ _ _ _ Living Re email I T Hardwaad Dining aster -�Hanhvoad('r B droom a dwaad Existing shed o j ZZ Remweexistingfire I' )PAD FOOTIN 'I Master Ca4ir place masonry Remove wa TO REMAIN E STEM (8") L t' 6'-8" & FGT. (16" wide) se I-- -- I----- — — 42"counter --- — —_-- -- --- _------- — Renov —11 1 92" Hall I ,� Remove wan i� 6' 0" bif Id daors New skylight may,, j + Fig.#1 Rem an I� *�i I: , J I �,Master i � ill , I I + --- ----1 i Bath c o / F2.5 - r w j Existing shed ®®ode I L EteaMenaar� � �nearmaroaeine ON UP " E[ec(-ran L---J �•�• ----/ Li en ---- i range / �� - ® ----- -- R g above Law lichen sro age Roofedge e a Display cabinet' 'Remove w )1 ,V Kitchen 6' Stair foyer put[ oua davpam'y it the Upper cabiners / LL 4'-6" , o Hamwood paRoar aypanyy a''-1 t2n^ Bath — — — — — — w °° — — — — - - /Sauna DO spout - - -- ---------------- -- -- ---- E ------ n3 �_______ r___ ___I____ ________ ___ ____________ ____ ______ ____ __ ___ ___ _ _ _____ _____________ —-- -----— ——— — , rI - - - I; / 4'-8112" 6'-41/2" I - N exterior wall 36' 5" New window j UP Vi a ridge above Work bench I; UP 6r on sr n) I Roof dge above '4 ! I Garbage cans ► a "L" shape footing Entry 2' 2' s° STEIM cam. pad N I P 9 Roof edge above a and / a Garage con 16"x8"I G. c re Ll ONC. — — — — — — — Newfrontporch o,e°ma� NOTES 3 4 N .- -- ---� New fridges t nv optional fence enclosure I . e roo v ' Section m ; �. V-�------------� , J 8 STE LU O Q PO,ar 8' STEM , I I' 1 ST G. Qffic-F2. 16"x8" G. 0 Slnk I' I Ua I F2.0 N - i odi Pog \ i Downspout -- -�-- ------------ --------------- 41, -A j�b�a New roof ridge above - ------------------------------------------------- I' a 6 cry my Q� — — — — — — — — — — — — — — — — — — w — Downspout Front yard setback line New en walk p —UP- - — — Existing edge ofpaved driveway - - - ► o <° Roof edge above is Downspout -'- _ ---- -- '----` ------ — Downspout rNew windo o oofedge above �� K 6'-1 " 14' _ `O 30' ► /� Area calculations Existingpaved driveway N FOUNDATION PLAN Existing area: B Flnmvp= 1 629 33 cf /+ exictino.ched area 253 cfl N 70 00 - (0 Reuseexisting Living Rm sliding doors 15'-5 1/2"Act)( 1, wCo ------------ - - - - -- - - ----------- - �---- Foundation Remove exist. garage d9or ht. = 7" ' (8„) (E) STEM & FGT. ' Le el existinz conc. i i Remove existing fire (16" wide)! i (E) floor - verify place masonry 6SLAB-ON-GRADE To b.o. joist Existing, wi dow F2.0 ls UP I- - - - (E) STEM (8") & FGT. (16" wide) ri -- `-- ✓ ,OyryO - - Storage Optional doog1 ---------- F2.5 ' -----4- ' I Ftg.#3 ' 06 rage/Mech. A 0 t headroom) HVAC heat pump -verify Hot water verify i!---------- - - - -- i i L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - New Addition Perimeter Footing Quantum Consulting Engineers Wellman Residence 9019 191 st Place SW, Edmonds, WA 98026 Quantum Job # 24246.01 -Ils Indicate Innutsll I nark nn Fnntinn- Trib. Width R qDL psf qsL psi 9u psi Width in Depth in Coen. Weight pot Total DL plf Total SL plf I Total LL p/f Roof 12.5 15 25 0 188 313 0 Wall 8 10 0 0 80 0 0 Floor 5 13 40 65 0 200 0 0 0 0 0 0 Concrete stem Wall 8 24 1 150 1 200 Concrete Footing 16 1 8 1 150 133 Total Loads 666 313 200 P. 1 Allowable Soil Bearing Pressure Bsca (psf) = 1500 1L ASD Combinations: P(plf) Bsoa (psf) Req'd Footing Width (in) D 666 1500 5.3 D + L 866 1500 6.9 D + S 978 1500 7.8 D + 0.75L + 0.75S 1050 1500 8.4 Req'd. Footing Width (in) 8.4 User Selected Footing Width (in) 16 LONGIT. 6 BAR g M � Footing Reinforcing: fy= 40 (ksi) fc= 2500 psi isI0ron -RFD Combinations: P. Of) Footing Width B (in) Factored Soil Pressure (psf) Canted L (in) Mu (k-in) Mn (k-in) Footing Depth D (in) d (in) As (in2) Min.As (in2) Req'd.As in2) #4 Reber As (in2) Reber Spacing (in) Spacing (Transverse) 1.4D 932 16 699 4 0.47 0.52 8 4.75 0.0030 0.1026 0.1026 0.2 23.4 #4 @ 16" o.c. 1.2D + 1.61- + 0.5S 1275 16 956 4 0.64 0.71 8 4.75 0.0041 0.1026 0.1026 0.2 23.4 #4 @ 16" o.c. 1.2D + 1.6S + 0.51- 1399 16 1049 4 0.70 0.78 8 4.75 0.0045 0.1026 0.1026 0.2 23.4 94 @ 16" o.c. 1.2D + 0.51- + 0.5S 1055 16 791 4 0.53 0.59 8 4.75 0.0034 0.1026 0.1026 0.2 23.4 #4 @ 16" o.c. 1.2D + 0.51- + 0.2S 962 16 721 4 0.48 0.53 8 4.75 0.0031 0.1026 0.1026 0.2 23.4 94 @ 16" o.c. Longitudinal Steel: Steel Ratio p Width (in) Thickness (in) Req'd As (in)I Selected Reinforcing 0.0020 16 8 0.256 (2) - #4 p = 0.002 for grade 40 p = 0.0018 for grade 60 1.0 for normal weight concrete 0.85 for sand light weight concrete Check Footing Thickness: 1, (Light Weight Concrete Factor) = 1.00 0.75 for all light weight concrete -RFD Combinations: a (psf) Effective Length (in) Effective As iff2) V. (lb) 0Vu (lb) Result 1AD 699 -0.75 -0.06 -44 4275 OK 1.2D + 1.61- + 0.5S 956 -0.75 -0.06 -60 4275 OK 1.2D + 1.6S + 0.51- 1049 -0.75 -0.06 -66 4275 OK 1.2D + 0.51 + 0.5S 791 -0.75 -0.06 -49 4275 OK 1.2D + 0.51- + 0.2S 721 -0.75 -0.06 -45 4275 OK 16"w. x 8"dp. Continuous Footing w/ (2) #4 Longt. Bars at Bottom Check (E) Footing w/Addition Quantum Consulting Engineers Wellman Residence 9019 191 st Place SW, Edmonds, WA 98026 Quantum Job # 24246.01 -Ils Indicate Innutsll I nark nn Fnntinn- Trib. Width # qDL psf qsL psi 9u psi Width in Depth in Coen. Weight pot Total DL plf Total SL pIf I Total LL p/f Roof 23 15 25 0 345 575 0 Wall 8 10 0 0 80 0 0 Floor 3.5 13 40 46 0 140 0 0 0 0 0 0 Concrete Stem Wall 8 24 150 1 200 Concrete Footing 12 1 8 150 100 Total Loads 1 771 1 575 140 P. 1 Allowable Soil Bearing Pressure Bsca (psf) = 1500 1L ASD Combinations: P(plf) Bsoa (psf) Req'd Footing Width (in) D 771 1500 6.2 D + L 911 1500 7.3 D + S 1346 1500 10.8 D + 0.75L + 0.75S 1307 1500 10.5 Req'd. Footing Width (in) 10.8 User Selected Footing Width (in) 12 LONGI.T 6 BAR B M � Footing Reinforcing: fy= 40 (ksi) fc= 2500 psi isIDron -RFD Combinations: P. Of) Footing Width B (in) Factored Soil Pressure (psf) Canted L (in) Mu (k-in) Mn (k-in) Footing Depth D (in) d (in) As (in2) Min.As (in2) Req'd.As in2) #4 Reber As (in2) Reber Spacing (in) Spacing (Transverse) 1.4D 1079 12 1079 2 0.18 0.20 8 4.75 0.0012 0.1026 0.1026 0.2 23.4 #4 @ 16" o.c. 1.2D + 1.61- + 0.5S 1436 12 1436 2 0.24 0.27 8 4.75 0.0016 0.1026 0.1026 0.2 23.4 #4 @ 16" o.c. 1.2D + 1.6S + 0.51- 1915 12 1915 2 0.32 0.35 8 4.75 0.0021 0.1026 0.1026 0.2 23.4 94 @ 16" o.c. 1.2D + 0.51- + 0.5S 1282 12 1282 2 0.21 0.24 8 4.75 0.0014 0.1026 0.1026 0.2 23.4 #4 @ 16" o.c. 1.2D + 0.51- + 0.2S 1110 12 1110 2 0.18 0.21 8 4.75 0.0012 0.1026 0.1026 0.2 23.4 94 @ 16" o.c. Longitudinal Steel: Steel Ratio p Width (in) Thickness (in) Req'd As (in)I Selected Reinforcing 0.0020 12 8 0.192 (2)- #4 p = 0.002 for grade 40 p = 0.0018 for grade 60 1.0 for normal weight concrete 0.85 for sand light weight concrete Check Footing Thickness: 1, (Light Weight Concrete Factor) = 1.00 0.75 for all light weight concrete -RFD Combinations: a (psf) Effective Length (in) Effective As iff2) V. (Ib) 0Vu (Ib) Result 1AD 1079 -2.75 -0.23 -247 4275 OK 1.2D + 1.61- + 0.5S 1436 -2.75 -0.23 -329 4275 OK 1.2D + 1.6S + 0.51- 1915 -2.75 -0.23 -439 4275 OK 1.2D + 0.51 + 0.5S 1282 -2.75 -0.23 -294 4275 OK 1.2D + 0.51- + 0.2S 1110 -2.75 -0.23 -254 4275 OK MIN. 12"w. x 8"dp. Existing Continuous Footing Spread Footing 1 Project Number: 24246.01 Project Name: Wellman Residence Footing Number: Footing 1 Today's Date: 8/1/2024 Engineer: Qing Huang Inputs: Service Dead Load = 3.7 kips Service Live Load = 0.1 kips Service Snow Load = 3.9 kips LRFD Factored Load = 11.8 kips Allowable Soil Bearing = 1500 psf Concrete Strength (fc) = 2500 psi Column Xc Dimension = 3.50 in. Column Yc Dimension = 5.50 in. Footing X Dimension = 2.50 ft. Footing Y Dimension = 2.50 ft. Rebar Strength Fy = 40.0 ksi Footing Thickness (t) = 12.00 in. Rebar Clear Cover = 3.00 in. Rebar Effective Depth (d) = 8.75 in. Bearing Check: ASD Factored Load = 8.5 kips Required Footing Area = 5.67 sq. ft. Actual Footing Area = 6.25 sq. ft. OK Beam Shear Desian - X Direction: Ultimate Soil Bearing Stress = 1.88 ksf O= 0.75 Vu = 1.8 kips OVn = 20 kips OK Beam Shear Design - Y Direction: O= 0.75 Vu = 1.4 kips OVn = 20 kips Punching Shear Design: O= 0.75 Vu = 9 kips OVn = 70 kips 0 Flexural Desian - X Direction: O= 0.9 Bar Size = #4 Number of Bars Provided = 4 As Minimum = 0.72 sq. in. As Provided = 0.80 sq. in. Mu = 3 ft-kips OMn = 20 ft-kips Bar Spacing = 8.00 in. Flexural Design - Y Direction: O= 0.9 Bar Size = #4 OK Number of Bars Provided = 4 As Minimum = 0.72 sq. in. As Provided = 0.80 sq. in. Mu = 2 ft-kips OMn = 20 ft-kips OK Bar Spacing = 8.00 in. u OK OK OK OK OK OK • Spread Footing 2 Project Number: 24246.01 Project Name: Wellman Residence Footing Number: Footing 2 Today's Date: 8/1/2024 Engineer: Qing Huang Inputs: Service Dead Load = 0.8 kips Service Live Load = 2.4 kips Service Snow Load = 0.0 kips LRFD Factored Load = 5.5 kips Allowable Soil Bearing = 1500 psf Concrete Strength (fc) = 2500 psi Column Xc Dimension = 3.50 in. Column Yc Dimension = 3.50 in. Footing X Dimension = 2.00 ft. Footing Y Dimension = 2.00 ft. Rebar Strength Fy = 40.0 ksi Footing Thickness (t) = 10.00 in. Rebar Clear Cover = 3.00 in. Rebar Effective Depth (d) = 6.75 in. Bearing Check: ASD Factored Load = 3.8 kips Required Footing Area = 2.51 sq. ft. Actual Footing Area = 4.00 sq. ft. OK Beam Shear Desian - X Direction: Ultimate Soil Bearing Stress = 1.37 ksf O= 0.75 Vu = 0.8 kips OVn = 12 kips OK Beam Shear Design - Y Direction: O= 0.75 Vu = 0.8 kips OVn = 12 kips Punching Shear Design: O= 0.75 Vu = 4 kips OVn = 42 kips 0 Flexural Desian - X Direction: O= 0.9 Bar Size = #4 Number of Bars Provided = 3 As Minimum = 0.48 sq. in. As Provided = 0.60 sq. in. Mu = 1 ft-kips OMn = 12 ft-kips Bar Spacing = 9.00 in. Flexural Design - Y Direction: O= 0.9 Bar Size = #4 OK Number of Bars Provided = 3 As Minimum = 0.48 sq. in. As Provided = 0.60 sq. in. Mu = 1 ft-kips OMn = 12 ft-kips OK Bar Spacing = 9.00 in. u OK OK OK OK OK OK D-7 Spread Footing 3 Project Number: 24246.01 Project Name: Wellman Residence Footing Number: Footing 3 Today's Date: 8/1/2024 Engineer: Qing Huang Inputs: Service Dead Load = 3.1 kips Service Live Load = 2.3 kips Service Snow Load = 2.9 kips LRFD Factored Load = 10.6 kips Allowable Soil Bearing = 1500 psf Concrete Strength (fc) = 2500 psi Column Xc Dimension = 3.50 in. Column Yc Dimension = 4.50 in. Footing X Dimension = 2.50 ft. Footing Y Dimension = 2.50 ft. Rebar Strength Fy = 40.0 ksi Footing Thickness (t) = 12.00 in. Rebar Clear Cover = 3.00 in. Rebar Effective Depth (d) = 8.75 in. Bearing Check: ASD Factored Load = 7.9 kips Required Footing Area = 5.28 sq. ft. Actual Footing Area = 6.25 sq. ft. OK Beam Shear Desian - X Direction: Ultimate Soil Bearing Stress = 1.70 ksf O= 0.75 Vu = 1.6 kips OVn = 20 kips OK Beam Shear Design - Y Direction: O= 0.75 Vu = 1.4 kips OVn = 20 kips Punching Shear Design: O= 0.75 Vu = 9 kips OVn = 67 kips 0 Flexural Desian - X Direction: O= 0.9 Bar Size = #4 Number of Bars Provided = 4 As Minimum = 0.72 sq. in. As Provided = 0.80 sq. in. Mu = 3 ft-kips OMn = 20 ft-kips Bar Spacing = 8.00 in. Flexural Design - Y Direction: O= 0.9 Bar Size = #4 OK Number of Bars Provided = 4 As Minimum = 0.72 sq. in. As Provided = 0.80 sq. in. Mu = 2 ft-kips OMn = 20 ft-kips OK Bar Spacing = 8.00 in. u OK OK OK OK OK OK