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REVIEWED BLD-BLD2021-0940+Structural_Calculations+7.2.2021_12.39.47_PM+2281829REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT I - j QUANTUM CONSULTING ENGINEERS May 03, 2021 STRUCTURAL CALCULATIONS (Permit Submittal) FELTON GARAGE 8415 TALBOT RD. EDMONDS, WA 98026 Quantum Job Number: 21180.01 Prepared for: ALEXANDRA IMMEL 5325 Ballard Ave NW Seattle, WA 98107 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 RECEIVED Jul 08 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 FELTON GARAGE 8415 TALBOT RD. EDMONDS, WA 98026 QUANTUM JOB NUMBER: 21180.01 TABLE OF CONTENTS DESIGNCRITERIA.........................................................................................................................................A-I LATERALDESIGN.........................................................................................................................................B-1 GRAVIYDESIGN............................................................................................................................................C-1 QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 FELTON GARAGE 8415 TALBOT RD. EDMONDS, WA 98026 QUANTUM JOB NUMBER: 21180.01 DESIGN CRITERIA Structural Design Criteria Building Code: 2018 International Building Code Building Department: City of Edmonds Seismic Criteria Wind Criteria S5: 1.31 le: 1.00 Wind Speed: 97 MPH Sl: 0.46 Seismic Soil Site Class: D Risk Category: II Sds: 1.05 Seismic Design Category: D Wind Exposure: C Shc : 0.57 Kzt: 1.0 R: 6.50 Light -Framed Wood Walls Sheathed With Wood Structural Panels Geotechnical Criteria Allowable Bearing Pressure Minimum Footing Width Frost Depth Passive Soil Pressure Coefficient of Friction Materials Criteria Concrete (28 Day Strength): Foundation/Slab on Grade Reinforcing Steel: Grade 60 (#5 bar and larger) Grade 40 (#4 bar) Wood Framing: 2x, 3x & 4x Framing Members 6x Framing Members Glulam Beams Parallam Beams LSL Members - Beams & Headers Wood Sheathing 1,500 PSF Continuous: 18" min., Isolated: 24" min. 18" min. 350 PCF 0.35 F'c= 2,500 PSI Fy= 60,000 PSI Fy= 40,000 PSI HF#2 or DF#2 DF#1 24F-V4 (V8 @ Cont. and Cant. Members) 2.0 E PSL 1.55 E LSL APA RATED 9 Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/30/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 1 61� J Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK A-1 Residential Building Loads Snow Load Roof 25 psf Live Load Residential 40 psf Residential exterior decks / balconies 60 psf Floor Loads Roof Loads Standard Roofing 4.0 psf 1/2" Plywood Shtg 1.5 psf Joists @ 16" o.c. 2.1 psf R38 Insulation 1.0 psf Lights, ducts 0.5 psf 5/8" GWB 2.8 psf PV Allowance 5.0 psf Miscellaneous 1.1 psf Total: 18.0 psf Comments INCL W/ MISC FOR SEISMIC SL=25 PSF Typical Floor Loads Flooring 3.0 psf 3/4" Plywood Shtg 2.3 psf Floor Joists @ 16" o.c. 2.5 psf Lights, ducts 0.5 psf 5/8" GWB 2.8 psf Miscellaneous 1.9 psf Partitons - Total: 13.0 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/240 L/240 *supporting glass Total Load: L/240 61; jQuantum Consulting Engineers LLC Project: Felton Garage Date: 4/30/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 1 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK A - 2 LTCHazards by Location Search Information Port Angeles o Sequim Marysville Address: 8415 Talbot Rd, Edmonds, WA 98026, USA wl 37 ft !rett Coordinates: 47.8413297,-122.3474017 Isla o Elevation: 37 ft Lyn wo© Timestamp: 2021-04-19T16:58:50.205Z Redmond Hazard Type: Seismic Seattle 0 Reference Document: ASCE7-16 Go gle Risk Category: II Site Class: D Basic Parameters Name Value SS 1.309 S1 0.464 SMS 1.309 SMi * null SIDS 0.873 Sol . null " See Section 11.4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC t null Seismic design category Fa 1 Site amplification factor at 0.2s Fv ` null Site amplification factor at 1.0s CRS 0.905 Coefficient of risk (0.2s) CR1 0.894 Coefficient of risk (1.0s) PGA 0.561 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.617 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.309 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.446 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.727 Factored deterministic acceleration value (0.2s) S1 RT 0.464 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.519 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 1.164 Factored deterministic acceleration value (1.0s) PGAd 0.965 Factored deterministic acceleration value (PGA) 0 m Map data ©2021 Google A - 3 nT(- Hazards by Location Search Information Port Angeles o Sequim Address: 8415 Talbot Rd, Edmonds, WA 98026, USA Coordinates: 47.8413297,-122.3474017 of Elevation: 37 ft Ti mestam p: 2021-04-19T 16:48:14.336Z Hazard Type: Wind Go gle ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year 72 mph MRI25-Year --_- 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category II 97 mph Risk Category 11 110 mph Risk Category 111 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph Marysville WI 37 ft Brett Isla ° Lyn 16 od Redmond Seattle ° 0 CO— ASCE 7-05 ASCE 7-05 Wind Speed m Map data ©2021 Google 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. A-4 QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 FELTON GARAGE 8415 TALBOT RD. EDMONDS, WA 98026 QUANTUM JOB NUMBER: 21180.01 LATERAL DESIGN Seismic Weights Calculation Quantum Consulting Engineers Felton Garage 8415 Talbot Rd. Edmonds, WA 98026 Quantum Job Number: 21180.01 N Roof Weight kip 25.3 N) 2nd Floor Weight kip 28.5 Roof framing Exterior Walls Below Area qpL Length Height qoL ft 2 psf ft ft psf 1070 18 120 5 10 2nd Floor Exterior Walls Above Awning framing Area qpL Length Height qpL Area qoL ft 2 psf ft ft psf ft 2 psf 810 15 120 5 10 290 15 Exterior Walls Below Length Height qoL ft ft psf 150 4 10 Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Felton Garage Address: 8415 Talbot Rd. Edmonds, WA 98026 Latitude: 47.8413 Longitude:-122.3474 Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force -Resisting System: Light -Framed Wood Walls Sheathed with Structural Panels R: 6 1/2 per ASCE Table 12.2-1 Wo: 3 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn (ft): 22.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: No Per ASCE 12.8.1.3 S, (g-sec): 0.46 SS (g-sec): 1.31 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 SMs (g-sec): 1.57 per ASCE 11.4.4 Spy (g-sec): 0.57 SpS (g-sec): 1.05 per ASCE 11.4.5 SDC: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL (sec): 6.00 ASCE Figures 22-12 through 22-16 Ts: 0.54 Ta (sec): 0.20 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.20 - <= TL Eauivalent Lateral Force Procedure Desian Base Shear per ASCE 12.8 Cs: 0.16 = SpS/ (R/IE) per ASCE Eq. 12.8-2 Cs -max: 0.43 = Sp1 / (Ta*R/IE) for T <= TL per ASCE Eq. 12.8-3 Cs -max: 13 = 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: 0.161 V : 0.161 W = Cs -use * W per ASCE Eq. 12.8-1 Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/26/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 1 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK AM Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Felton Garage Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 SDS (g-sec): 1.05 per ASCE 11.4.4 Period (Sec): 0.20 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 = CvxV per ASCE Eq. 12.8-11 Cvx = (wxhxk)/(Swihik) per ASCE Eq. 12.8-12 Level hx (ft) wx (k) % of Wtotai wx * hxk C x (%) I Fx (k) Vx (k) Roof 22.00 25.30 47.0% 556.6 66.1 % 5.73 2nd Floor 10.00 28.50 53.0% 285.0 33.9% 2.94 5.73 8.67 Total WT (k): 53.80 Cs -use: 0.161 V (k): 8.67 Sum: 842 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 Level wpx (k) Fw; (k) Fx (k) FFi (k) I Fpx (k) INotes Roof 25.30 25.30 5.73 5.73 5.73 2nd Floor 28.50 53.80 2.94 8.67 5.97 = Fp-min Diaphragm/Story Force Ratio 1.000 2.034 Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/26/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 2 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK Wind Loads Criteria ASCE 7-16 Wind Load Criteria Risk Category: II Table 1.5-1 Roof Type: Monoslope Roof Basic Wind Speed: 97 Figure 26.5.1 Roof Slope: 1.5:12 7.1 DEG Exposure Category: C Section 26.7.3 Mean Roof HT: 22.0 ft UP TO 160FT Ground Elevation: 37 ft Parapet: No Wall Ht: 22.0 ft 0.0 ft UP TO 160FT Wind Topographic Factor, Kam_ per Section 26.8 Direction of Wind z Terrain Type: Direction: Lh: H: X: Z: H AL H/2-- H/2 � Downwind of Crest Upwind of Crest DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. HT. OF HILL OR ESCARP. RELATIVE TO THE UPWIND TERRAIN DIST. (UPWIND OR DOWNWIND) FROM THE CREST TO THE BUILDING HEIGHT ABOVE GROUND SURFACE AT BUILDING SITE Kzt: #DIV/0! EQUATION26.8-1 Kzt• 1.00 MANUALLYINPUT Ke: 0.999 ASCE 26.10.1 Kd: 0.85 ASCE 26.6 lejQuantum Consulting Engineers LLC Project: Felton Garage Date: 4/26/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 1 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK Wind Loads - Main Wind Force Resisting System 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: 97 mph Figure26.5.1 Exposure Category: C Section 26.7.3 KZt: 1.00 Section 26.8 L/B Ratio: Short Dimension Long Dimension Transverse Wind L/B Longitudinal Wind L/B Ke: 0.9987 Section 26.10.1 Kd: 0.85 Section 26.6 G: 0.85 Section 26.11 Wall Height: 22.0 ft j�L� 23.0 ft 32.0 ft 0.71875 WIND cm 1.4 PLAN *NOTE: INTERNAL BUILDING PRESSURE CANCEL EACH OTHER OUT IN ENCLOSED BUILDING Wall Pressures: Kh & KZ: 0.920 At Top of Wall KZ: 0.85 0 ft to 15 ft Transverse Longitudinal Wind Direction Wind Direction Top of Wall: 20.8 psf 19.5 psf 0 ft to 15 ft Wall: 19.8 psf 18.6 psf *Enveloped Leeward and Windward Pressure *All Values Ultimate (multiply x0.6 for ASD) q h0Cp gzGCp Z i-e L ELEVATION ASCE EQ 27.3-1 ASCE EQ 27.3-1 q kGCp q A,GCp Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/26/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 2 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK B - 5 1 A4.2 STRAP AROUND SHEAR WALL OPENING (E)MAIN FLOOR OF HOUSE / ROOF (DASHED) / s ,6 SEW ,OEX�kpF�O� 6 CS16 / oF TAI ?7 cn rn LANAI " 154.84 sq ft TREX DECKING/ ROOFING OVER HEATED SPACE 1 AWNING & ROOF OVERHANG Level I hx (ft) wX (k) °o of Wtote, I wX x hx` I Cox (%) F. (k) VX (k) Roof 22.00 25.30 46.9% 556.6 66.0% 5.74 2nd Floor 10.00 28.70 53.1 % 287.0 34.0% 2.96 5.74 8.70 Transverse Longitudinal Vv'ind Direction Wind Direction Top of Wall: 20.8 psf �19.5 psf 0 ft to 15 ft Wall: 19.8 psf �18.6 psf ROOF LEVEL: Ve = 5.74 K Vw (Trans.) = 20.8 psf * 281 sf = 5.85 K Vw (Long.) = 19.5 psf * 152 sf = 2.96 K 0V q R�gNG CS16 2 E=2.87K OFFICE W = 2.93 K HEATED C-D�� e�C� LVP FLRG. M / / ATTIC STORAGE / (FLOOR HT 1-10" / HIGHER) / CS16 1 SEE SHEETA2.1 FOR UNHEATED o A4.2 \ PLYWOOD FLRG. LEGEND gN��Fp CO CARBON Mi 70 SD SMOKE DEl EXHAUST F, VJ FLOOR N01 \ EXISTING V) C� A 7 A NEW WALL E=2.87K U�N .."'g� 4 0 W=1.48K A4.1 O�� R�pGi A3.1 NEW FLOO1 N 6 Q / GROSS SF PROPOSED NEW GARAGE 1ST FL HEAT PROPOSED NEW GARAGE 1ST FL UNH[ 1 1 E = 2.87 K A3.1 W=2.93K B E = 2.87 K W=1.48K A4.3 SECOND FLOOR PLAN LAT - SHEARWALL KEY PLAN 1 SCALE:1/4" = V-0" ,,aMEL RES/0F OAP A / LJ _J n Q Z R D t'Vq • 206 z N O co 011 z o W Q w Wu (D 3 O Z Lu v ♦ J ce O Lu LL ao zLu IL t/� O C Q w V M. Lu W Z z J 0 Q .. � 0 C/ Lu w O� O Q LuLuJ Lu W LIM H LL LO w z,^ V M W (n w 0 = PRINT DATE: 4/19/21 H DRAWING ISSUE: DATE: v H O 0 Q DRAWN BY: Z REVIEWED BY: O 0 O w 0 z O z Lu U Q j > LU 0_ 0 V J Of ce o W 0 QO z of LL O (< V GO� A2.2 / / / / / 1 A4.2 SEMEN wNO- BE�-OW i / / HDU4 lb i ,o 22 / (b / CO Ova � HDU2}� I 2;�x�a ti I I < 'v � 8X� HDU2 A .7 E = 4.35 K W = 3.53 K off ws A4.1 1 A3.2 B E = 4.35 K W = 3.53 K Dr I Layl HDU2 2' 0 I I I I I i I1 / A4.1 I I�N. / Dr I / Layl Level h,, (ft) w. (k) % of Wtote, w,, " h,,' I C,,, (%) F,, (k) (k ) Roof 22.00 25.30 46.9% 556.6 66.0% 5.74 2nd Floor 10.00 28.70 53.1 % 287.0 34.0% 2.96 5.74 8.70 Transverse Longitudinal Top of Wall: 20.8 psf 19.5 psf I 0 ft to 15 ft Wall: 19.8 psf �18.6 psf ROOF LEVEL: Ve = 5.74 K Vw (Trans.) = 20.8 psf * 281 sf = 5.85 K Vw (Long.) = 19.5 psf * 152 sf = 2.96 K 2ND FLOOR LEVEL: Ve = 8.70 K Vw (Trans.) = 20.8 psf * (281 sf + 364 sf) = 13.42 K Vw (Long.) = 19.5 psf * (152 sf + 210 sf) = 7.06 K BATHROOM CONC FLR MOP SINK / REQUIRED / N. 3X� 1 SETBACK / N /I / 2 / / / 2 E=4.35K / W=6.71 K// J / / I �I I � I I � I I I HDU2 I 1 A4.2 /CO / 4 / / _ J / / 1 E=4.35K W = 6.71 K FIRST FLOOR PLAN SCALE:1/4" = 1'-0" LAT - SHEARWALL KEY PLAN e AEL RES/pF OAP � �T/�< � O x� w Ai Q RDe, z k�\ 0 SS • Z 0 W Q Lu w O Z ^-, Lu v ♦ J w o QCLu LL.z w ::E0 to Q w_ N V Q Lu L u Z � J N Q .. 0 � � W 0 Q � �z w 0 Cie o Q W m w J Lu LIM w H ' 0 Lu Lu 0 = PRINT DATE: 3/19/21 ir- DRAWING ISSUE: DATE: H Z 0 0 Q DRAWN BY: Z REVIEWED BY: O H 0 Z 0 0 w 0 � J LL L w > O Cie 0 LL �^^ I..L Q W Cie H v ( n O Q V V A2.2 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Felton Garage Floor Level: 2nd Floor Level Sds = 1.05 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) = 17.25 Shear Wall Line Information SW Mark LSW (ft) Wall Pier hWp (ft) Aspect Ratio Wall Framing Species P Specific Gravity G Y Interstory of Base? hs`" (ft) Wall Wt. s (P fl Roof/Floor Trib. ft O Roof/Floor Wt. s (P fl SW GRID 1 13.00 - - - - - - - - - SW Segment 1.10 13.00 9.00 0.69 HF #2 0.43 Interstory 9.00 10.0 3.5 13.0 SW Segment SW Segment SW Segment SW Segment SW GRID 2 11.50 - - - SW Segment 2.10 11.50 11.00 0.96 HF #2 0.43 Interstory 11.00 10.0 4.7 13.0 SW Segment SW Segment SW Segment SW Segment SW GRID A 16.50 - - - SW Segment A.1 16.50 9.00 0.55 HF #2 0.43 Interstory 9.00 10.0 13.5 13.0 SW Segment SW Segment SW Segment SW Segment SW GRID B 13.50 - - - - - - - SW Segment B.1 13.50 9.00 0.67 HF #2 0.43 Interstory 9.00 10.0 13.5 13.0 SW Segment SW Segment SW Segment SW Segment Shear Wall Loads and Summary SW Mark EQ (lb) Wall ULT Wind (lb) Wall ULT Wall DL (lb) Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type MIN. # of End Studs Holdown SW GRID 1 2870 2930 - - - SW Segment 1.10 2870 2930 1762 SW-6 2 CS16 (1705) SW Segment SW Segment SW Segment SW Segment SW GRID 2 2870 2930 - - SW Segment 2.10 2870 2930 1962 SW-6 2 CS16 (1705) SW Segment SW Segment SW Segment SW Segment SW GRID A 2870 1480 - - SW Segment A.1 2870 1480 4381 SW-6 2 CS16 (1705) SW Segment SW Segment SW Segment SW Segment SW GRID B 2870 1480 - - SW Segment B.1 2870 1480 3584 SW-6 2 CS16 (1705) SW Segment SW Segment SW Segment SW Segment 91uantum Consulting Engineers LLC Project: Felton Garage Date: 4/27/21 Job No: 21180.01 1,5"11 Third Avenue, Suite 323 Designer: TCN Sheet: 1 Battle, WA 98101 Client: Alexandra Immel Checked By: SKK LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Felton Garage Floor Level: 2nd Floor Level Shear Wall Schedule (LRFD) (b� = 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) (plf) (plf) (plf) (lb/in) SW-6 APA Rated, 7/16", 8d Common 6 520 416 730 584 10 SW-4 APA Rated, 7/16", 8d Common 4 760 608 1065 852 13 SW-3 APA Rated, 7/16", 8d Common 3 980 784 1370 1096 15 SW-2 APA Rated, 7/16", 8d Common 2 1280 1024 1790 1432 20 2SW-4 APA Rated, 7/16", 8d Common 4 1520 1216 2130 1704 26 2SW-3 APA Rated, 7/16", 8d Common 3 1960 1568 2740 2192 30 2SW-2 APA Rated, 7/16", 8d Common 2 2560 2048 3580 2864 40 ""See SDPWS Table 4.3A Note 2 Determine Shear Wall Tvne (LRFD► SW Segment Mark Seismic Shear If (p) Aspect Ratio Reduction Adjusted Seismic Shear (plf) Wind Shear if (p) Adjusted Wind Shear (plf) Controlling Shear If (p) Shear Wall T e Type Shear Wall Capacity (plf) Check Controlling Shear 1.10 221 1.00 237 225 242 237 SW-6 416 OK Seismic 2.10 250 1.00 268 255 274 268 SW-6 416 OK Seismic A.1 174 1.00 187 90 96 1 187 SW-6 416 OK Seismic B.1 213 1.00 229 110 118 229 SW-6 416 OK Seismic Determine Shear Wall Overturnina Moment Lever Arm SW Segment Mark Wall Length Lever Arm (ft) Calculated Lever Arm (ft) aka Different Override Wall Length User Input MOT Lever Arm (ft) 1.10 13.00 12.79 1.63% No 2.10 11.50 11.29 1.85% No A.1 16.50 16.29 1.28% No B.1 13.50 13.29 1.57% No *NOTE: CONTROLLING SHEAR IS BASED ON THE DIFFERENCE IN SHEAR WALL CAPACITY BETWEEN WIND & EQ Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/27/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 3 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Felton Garage Floor Level: 2nd Floor Level Shear Wall End Axial Load (ASDI SW Segment Mark Seismic Tension (lb) ASD Seismic Tension Above (Ib) Seismic Tension Total (lb) Wind Tension tlb) ASD Wind Tension Above (lb) Wind Tension Total (lb) End 1 Dead (lb) End 2 Dead (lb) 1.10 1391 0 1391 1217 0 1217 881 881 2.10 1922 0 1922 1682 0 1682 981 981 A.1 1096 0 1096 484 0 484 2190 2190 B.1 1339 0 1339 592 0 592 1792 1792 Determine Required Holdown (ASD1 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 (Ib) Holdown Holdown Capacity (lb) Status 1.10 -689 -992 -689 -992 -992 CS16 (1705) -1705 OK 2.10 -1093 -1477 -1093 -1477 -1477 CS16 (1705) -1705 OK A.1 830 -104 830 -104 -104 CS16 (1705) -1705 OK B.1 483 -528 483 -528 -528 CS16 (1705) -1705 OK Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/27/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 3 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK 1 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Felton Garage Floor Level: 1st Floor Level Sds = 1.05 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) = 0.00 Shear Wall Line Information SW Mark LSW (ft) Wall Pier hWp (ft) Aspect Ratio Wall Framing Species P Specific Gravity G Y Interstory of Base? hs`" (ft) Wall Wt. s (P fl Roof/Floor Trib. ft O Roof/Floor Wt. s (P fl SW GRID 1 13.00 - - - - - - - - - SW Segment 1.10 13.00 9.75 0.75 HF #2 0.43 Base 9.75 10.0 10.0 13.0 SW Segment SW Segment SW Segment SW Segment SW GRID 2 11.50 - - - - - SW Segment 2.10 11.50 8.00 0.70 HF #2 0.43 Base 8.00 10.0 6.7 13.0 SW Segment SW Segment SW Segment SW Segment SW GRID A 14.50 - - - SW Segment A.1 14.50 8.00 0.55 HF #2 0.43 Base 8.00 10.0 13.5 13.0 SW Segment SW Segment SW Segment SW Segment SW GRID B 13.50 - - - - - - - SW Segment B.1 13.50 9.75 0.72 HF #2 0.43 Base 9.75 10.0 14.5 13.0 SW Segment SW Segment SW Segment SW Segment Shear Wall Loads and Summary SW Mark EQ (lb) Wall ULT Wind (lb) Wall ULT Wall DL (lb) Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type MIN. # of End Studs Holdown SW GRID 1 4350 6710 - - SW Segment 1.10 4350 6710 2958 SW-6 2 HDU2 (3075DF,2215HF) SW Segment SW Segment SW Segment SW Segment SW GRID 2 4350 6710 - SW Segment 2.10 4350 6710 1916 SW-4 2 HDU4 (4565DF, 3285HF) SW Segment SW Segment SW Segment SW Segment SW GRID A 4350 3530 - SW Segment A.1 4350 3530 3705 SW-6 2 HDU2 (3075DF,2215HF) SW Segment SW Segment SW Segment SW Segment SW GRID B 4350 3530 - SW Segment B.1 4350 3530 3861 SW-6 2 HDU2 (3075DF,2215HF) SW Segment SW Segment SW Segment SW Segment 91uantum Consulting Engineers LLC Project: Felton Garage Date: 4/27/21 Job No: 21180.01 1,5"11 Third Avenue, Suite 323 Designer: TCN Sheet: 1 Battle, WA 98101 Client: Alexandra Immel Checked By: SKK B-11 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Felton Garage Floor Level: 1st Floor Level Shear Wall Schedule (LRFD) (b� = 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) (plf) (plf) (plf) (lb/in) SW-6 APA Rated, 7/16", 8d Common 6 520 416 730 584 10 SW-4 APA Rated, 7/16", 8d Common 4 760 608 1065 852 13 SW-3 APA Rated, 7/16", 8d Common 3 980 784 1370 1096 15 SW-2 APA Rated, 7/16", 8d Common 2 1280 1024 1790 1432 20 2SW-4 APA Rated, 7/16", 8d Common 4 1520 1216 2130 1704 26 2SW-3 APA Rated, 7/16", 8d Common 3 1960 1568 2740 2192 30 2SW-2 APA Rated, 7/16", 8d Common 2 2560 2048 3580 2864 40 ""See SDPWS Table 4.3A Note 2 Determine Shear Wall Tvne (LRFD► SW Segment Mark Seismic Shear If (p) Aspect Ratio Reduction Adjusted Seismic Shear (plf) Wind Shear if (p) Adjusted Wind Shear (plf) Controlling Shear If (p) Shear Wall T e Type Shear Wall Capacity (plf) Check Controlling Shear 1.10 335 1.00 360 516 555 555 SW-6 584 OK Wind 2.10 378 1.00 407 583 627 627 SW-4 852 OK Wind A.1 300 1.00 323 243 262 323 SW-6 416 OK Seismic B.1 322 1.00 346 261 281 346 SW-6 416 OK Seismic Determine Shear Wall Overturnina Moment Lever Arm SW Segment Mark Wall Length Lever Arm (ft) Calculated Lever Arm (ft) aka Different Override Wall Length User Input MOT Lever Arm (ft) 1.10 13.00 12.52 3.87% No 2.10 11.50 11.02 4.40% No A.1 14.50 14.02 3.46% No B.1 13.50 13.02 3.72% No *NOTE: CONTROLLING SHEAR IS BASED ON THE DIFFERENCE IN SHEAR WALL CAPACITY BETWEEN WIND & EQ Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/27/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 3 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK B-12 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Felton Garage Floor Level: 1st Floor Level Shear Wall End Axial Load (ASDI SW Segment Mark Seismic Tension (lb) ASD Seismic Tension Above (Ib) Seismic Tension Total (lb) Wind Tension tlb) ASD Wind Tension Above (lb) Wind Tension Total (lb) End 1 Dead (lb) End 2 Dead (lb) 1.10 2284 0 2284 3020 0 3020 1479 1479 2.10 2118 0 2118 2801 0 2801 958 958 A.1 1680 0 1680 1169 0 1169 1852 1852 B.1 2199 0 2199 1530 0 1530 1931 1931 Determine Required Holdown (ASD1 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 (Ib) Holdown Holdown Capacity (lb) Status 1.10 -2132 -1614 -2132 -1614 -2132 HDU2 (3075DF,2215HF) -2215 OK 2.10 -2226 -1684 -2226 -1684 -2226 HDU4 (4565DF, 3285HF) -3285 OK A.1 -57 -841 -57 -841 -841 HDU2 (3075DF,2215HF) -2215 OK B.1 -371 -1325 -371 -1325 -1325 HDU2 (3075DF,2215HF) -2215 OK Quantum Consulting Engineers LLC Project: Felton Garage Date: 4/27/21 Job No: 21180.01 1511 Third Avenue, Suite 323 Designer: TCN Sheet: 3 Seattle, WA 98101 Client: Alexandra Immel Checked By: SKK B-13 QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 FELTON GARAGE 8415 TALBOT RD. EDMONDS, WA 98026 QUANTUM JOB NUMBER: 21180.01 GRAVITY DESIGN _ � o Ir -- E:l I O.H. l I II II j II 1 ❑ I I II I Ili Ill III I � III II I Il I LO — II%8' TJI 210 ® Ib" O.G. 2/54.1 I II II II ----------- ----- =p HUG HANGER, TYP. ❑� �p� C 2'-4" O.H. 4CI 10/54.2 9/54.2 V ROOF FRAMING PLAN (KEY PLAN) 5GALE: 1/4" = I'-O" C - 1 a FORTE'EM-1 OB SUMMARY REPO elton age Roof Level Member Name Results Current Solution Comments Roof: Joist - 1. Passed 1 piece(s) 11 7/8" TJI@ 210 @ 16" OC Roof: Joist - Outlooker -2 Passed 1 piece(s) 2 x 6 Hem -Fir No. 2 @ 16" OC Wall: Header - 3. Passed 2 piece(s) 2 x 10 Hem -Fir No. 2 Wall: Header - 4. Passed 2 piece(s) 2 x 10 Hem -Fir No. 2 ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com A Weyerhaeuser 4/30/2021 8:58:10 PM UTC ForteWEB 0.1 File Name: 21180.01 - Felton Garage C - 2 Page 1 / 5 aFORTE'CM Roof Level, Roof: Joist - 1. 1 piece(s) 11 7/8" THO 210 @ 16" OC PASSED Sloped Length 22' 91/8" T a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 649 @ 2 1/2" 1679 (3.50") Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 633 @ 3 1/2" 1903 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3533 @ 11' 3 1/2" 4364 Passed (81%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.621 @ 11' 3 1/2" 0.745 Passed (L/432) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.071 @ 11' 3 1/2" 1.117 Passed (L/250) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - HF 3.50" 3.50" 1.75" 273 376 649 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.75" 273 376 649 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 10" o/c Bottom Edge (Lu) 22' 9" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 22' 7" 16" 18.0 25.0 Roof Member Length : 22' 10 9/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 1.5/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 8:58:10 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: 211C01-3Iton Garage Page 2 / 5 aFORTE'CM Roof Level, Roof: Joist - Outlooker -2 1 piece(s) 2 x 6 Hem -Fir No. 2@ 16" OC PASSED 1� 26 Ll All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. a Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 317 @ 2' 7 3/4" 2143 (3.50") Passed (15%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 130 @ 3' 2 15/16" 949 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -201 @ 2' 7 3/4" 921 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.032 @ 0 0.200 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.050 @ 0 0.267 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 133 184 317 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 32 59 91 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 11" o/c Bottom Edge (Lu) 6' 11" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 10" 16" 18.0 25.0 Roof Member Length : 6' 11 5/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 1.5/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 8:58:10 PM UTC ForteWEB v3.1, Engine: V8.11.^.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: 211C01,41ton Garage Page 3 / 5 aFORTE'CM Roof Level, Wall: Header - 3. 2 piece(s) 2 x 10 Hem -Fir No. 2 PASSED 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1966 @ 1 1/2" 3645 (3.00") Passed (54%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1324 @ 1' 1/4" 3191 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2831 @ 3' 1 1/2" 3833 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.040 @ 3' 1 1/2" 0.150 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.071 @ 3' 1 1/2" 0.300 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Total 1 - Plate - HF 3.00" 3.00" 1.62" 872 1094 1966 None 2 - Plate - HF 3.00" 3.00" 1.62" 872 1094 1966 None Lateral Bracing Bracing Intervals acomments Top Edge (Lu) 6' 3" o/c Bottom Edge (Lu) 6' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 7.0 1 - Uniform (PSF) 0 to 6' 3" 14' 18.0 25.0 Roof 2 - Uniform (PSF) 0 to 6' 3" 2' 10.0 - Wall System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 8:58:10 PM UTC ForteWEB v3.1, Engine: V8.11.^.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: 211C-501 1ton Garage Page 4 / 5 aFORTE'CM Roof Level, Wall: Header - 4. 2 piece(s) 2 x 10 Hem -Fir No. 2 PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 846 @ 1 1/2" 3645 (3.00") Passed (23%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 643 @ 1' 1/4" 3191 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1693 @ 4' 3" 3833 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.041 @ 4' 3" 0.206 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.081 @ 4' 3" 0.412 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Total 1 - Plate - HF 3.00" 3.00" 1.50" 421 425 846 None 2 - Plate - HF 3.00" 3.00" 1.50" 421 425 846 None Lateral Bracing Bracing Intervals omments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 7.0 1 - Uniform (PSF) 0 to 8' 6" 4' 18.0 25.0 Roof 2 - Uniform (PSF) 0 to 8' 6" 2' 10.0 - Wall System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 8:58:10 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: 211COr-6Iton Garage Page 5 / 5 AWNING ROOF LINE STAIR I 2/SIM. 5TRINGER PER DETAIL 12/54.1 2/54.2 I I :o Z � 9W� Uy k �X NX ryk I rL+b b b 2 G 3Y2x14 LSL ❑$ lob (FLUSH) II/54.3 V STRAP AROUND - - - - SHEAR WALL V<14 L5L OPENING PER 3/54.2 �g (FLUSH) g X m G9\6 1212x6 8/54.2 Gg�b 3/54.5 ❑6 14" TJI 110 ® 5/^2 14" TJI 110 ® 10 n-tib I 1/54.2 SIM. k 16 3x14 P5L 4/54.3 �2x10® 16" O.G. 8/54.3 I/54.2 3'-b" 5Y4-b cv 21-411 AWNING 2/542 a z 2/54.2 PER SIM. — PER b/54.2 11/54.2 UPPER FLOOR FRAM I NG PLAN 5GALE: 1/4" =1'-0" (KEY PLAN) C - 7 JOB SUMMARY REPORT 21180.01 - Felton Garage Floor Level Member Name Results Current Solution Comments Floor: Joist - 5. Passed 1 piece(s) 14" TJI@ 110 @ 16" OC Deck: Joist - 6. Passed 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC Wall: Header - 7. Passed 1 piece(s) 3 1/2" x 14" 2.0E Parallam@ PSL Wall: Header - 8. Passed 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Wall: Header - 9. Passed I 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand@ LSL Wall: Header - 10. Passed 2 piece(s) 2 x 10 Hem -Fir No. 2 ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com A Weyerhaeuser 4/30/2021 9:25:13 PM UTC ForteWEB 0.1 File Name: 21180.01 - Felton Garage C - V Page 1 / 7 aFORTE'CM Floor Level, Floor: Joist - 5. 1 piece(s) 14" T]I@ 110 @ 16" OC PASSED All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 700 @ 2 1/2" 1375 (3.50") Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 678 @ 3 1/2" 1860 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3194 @ 9' 6 1/2" 3740 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.334 @ 9' 6 1/2" 0.467 Passed (L/670) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.459 @ 9' 6 1/2" 0.933 Passed (L/488) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 47 45 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 3.50" 1.75" 191 509 700 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.75" 191 509 700 Blocking • 131OcKmg vaneis are assumes io carry no ioaas appuea airecoy aoove mem ano me Tuu ioaa is appuea ro cne memoer oeing oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 4" o/c Bottom Edge (Lu) 19' 1" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 19' 1" 16" 15.0 40.0 Floor System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 9:25:13 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 -9 Weyerhaeuser File Name: 211C01 1ton Garage Page 2/7 aFORTE'CM Floor Level, Deck: Joist - 6. 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC PASSED I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 529 @ 2 1/2" 2126 (3.50") Passed (25%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 423 @ 1' 3/4" 1388 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1292 @ 5' 3 1/2" 1917 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.150 @ 5' 3 1/2" 0.254 Passed (L/816) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.187 @ 5' 3 1/2" 0.508 Passed (L/653) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 106 423 529 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 106 423 529 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 4" o/c Bottom Edge (Lu) 10' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 7" 16" 15.0 60.0 Deck System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 9:25:13 PM UTC ForteWEB v3.1, Engine: V8.1.6.2,, Data: V8.0.1.0 Weyerhaeuser File Name: 200,01 0 lton Garage Page 3/7 aFORTE'CM Floor Level, Wall: Header - 7. 1 piece(s) 3 1/2" x 14" 2.0E Parallam@ PSL PASSED (: i '-, � I j 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6079 @ 1 1/2" 6563 (3.00") Passed (93%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5056 @ 1' 5" 10894 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 24829 @ 8' 5" 31236 Passed (79%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.400 @ 8' 5" 0.415 Passed (L/497) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.826 @ 8' 5" 0.829 Passed (L/241) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 2.78" 3133 337 2946 6416 None 2 - Trimmer - H F 3.00" 3.00" 2.78" 3133 337 2946 6416 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 15' 1" o/c Bottom Edge (Lu) 16' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 10" N/A 15.3 -- -- 1 - Uniform (PSF) 0 to 16' 10" 1' 15.0 40.0 Floor 2 - Uniform (PSF) 0 to 16' 10" 9' 10.0 - Wall 3 - Uniform (PSF) 0 to 16' 10" 14' 18.0 25.0 Roof System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 9:25:13 PM UTC ForteWEB v3.1, Engine: V8.1.6.2,, Data: V8.0.1.0 Weyerhaeuser File Name: 200b1 F lIton Garage Page 4 / 7 aFORTE'CM Floor Level, Wall: Header - 8. 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PASSED 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3960 @ 1 1/2" 7613 (3.00") Passed (52%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3067 @ 1' 2 7/8" 9878 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 10401 @ 5' 6" 18346 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.157 @ 5' 6" 0.269 Passed (L/822) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.323 @ 5' 6" 0.538 Passed (L/399) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.56" 2035 220 1925 4180 None 2 - Trimmer - H F 3.00" 3.00" 1.56" 2035 220 1925 4180 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' o/c Bottom Edge (Lu) 11' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 11' N/A 13.0 -- -- 1 - Uniform (PSF) 0 to 11' 1' 15.0 40.0 Floor 2 - Uniform (PSF) 0 to 11' 9' 10.0 - Wall 3 - Uniform (PSF) 0 to 11' 14' 18.0 25.0 Roof System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 9:25:13 PM UTC ForteWEB v3.1, Engine: V8.1.6.2,, Data: V8.0.1.0 Weyerhaeuser File Name: 200,01 2lton Garage Page 5/7 aFORTE'CM Floor Level, Wall: Header - 9. 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand@ LSL PASSED 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2943 @ 1 1/2" 7613 (3.00") Passed (39%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2038 @ 1' 1/2" 6872 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5522 @ 4' 4 1/2" 10422 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.117 @ 4' 4 1/2" 0.213 Passed (L/870) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.231 @ 4' 4 1/2" 0.425 Passed (L/442) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 1450 1225 766 3441 None 2 - Trimmer - H F 3.00" 3.00" 1.50" 1450 1225 766 3441 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 9" o/c Bottom Edge (Lu) 8' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 9" N/A 10.4 -- -- 1 - Uniform (PSF) 0 to 8' 9" 7' 15.0 40.0 Floor 2 - Uniform (PSF) 0 to 8' 9" 9' 10.0 - Wall 3 - Uniform (PSF) 0 to 8' 9" 7' 18.0 25.0 Roof System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 9:25:13 PM UTC ForteWEB v3.1, Engine: V8.1.6.2,, Data: V8.0.1.0 Weyerhaeuser File Name: 200,01 3lton Garage Page 6 / 7 aFORTE'CM Floor Level, Wall: Header - 10. 2 piece(s) 2 x 10 Hem -Fir No. 2 PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1632 @ 0 1823 (1.50") Passed (90%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 732 @ 10 3/4" 2775 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1326 @ 1' 7 1/2" 3333 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 1' 7 1/2" 0.081 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.010 @ 1' 7 1/2" 0.162 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports FF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 690 943 203 1836 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 690 943 203 1836 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3" o/c Bottom Edge (Lu) T 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 3" N/A 7.0 1 - Uniform (PSF) 0 to 3' 3" 9' 6" 15.0 40.0 Floor 2 - Uniform (PSF) 0 to 3' 3" 11' 10.0 - Wall 3 - Uniform (PSF) 0 to 3' 3" 5' 18.0 - 25.0 Roof 4 - Uniform (PSF) 0 to 3' 3" 5' 15.0 40.0 - Deck System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 4/30/2021 9:25:13 PM UTC ForteWEB v3.1, Engine: V8.1.6.2,, Data: V8.0.1.0 Weyerhaeuser File Name: 200,01 4lton Garage Page 7 / 7 .DLz1.5 PEF S L Z._; rf F f A,I--Wwpow 4 �,' CJP67NIA/q P `t Ex� L (A'3si 12 3,5) zx1U L=315' f::: 3 -596- � 3' asp+ 5� 1 M Z z T=7C_ Z,354 45 � l MT16 ( AP = ?S0 # 0K T �CAf'• 515 k, 6 �d K) TC = 3 26 = 3.3 315 93'71,3 3' 70 Pz-F _—> Obtaih FXOWI PLF 5-6-0 -To (9 TO) = QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com next page `(2)2x 6 w(iva0wv SELL IS (0 K) CONSULTING ENGINEERS project G -- client CTSl03 Z 1 211 010( date project no. TCN designer sheet es checked byV - 15 aFORTE'CM Roof Level, DBL. 2x6 Window Sill 2 piece(s) 2 x 6 Hem -Fir No. 2 PASSED � � l All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 318 @ 2" 4253 (3.50") Passed (7%) 1.0 D (All Spans) Shear (Ibs) 263 @ 9" 1485 Passed (18%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 631 @ 4' 3 1/2" 1253 Passed (50%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.206 Passed (2L/999+) 1.0 D (All Spans) Total Load Defl. (in) 0.143 @ 4' 3 1/2" 0.412 Passed (L/692) 1.0 D (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 318 318 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 318 318 Blocking • rswcKing vaneis are assumes to carry no ioaas appneo airecoy aoove tnem ano me rui ioaa is appuea to me memoer Deing Designeo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 7" o/c Bottom Edge (Lu) 8' 7" o/c -Maximum allowable bracing intervals based on applied load. ical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 -Self Weight (PLF) 0 to 8' 7" N/A 4.2 1 - Uniform (PLF) 0 to 8' 7" (Front) N/A 70.0 Awning Load System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Thanh C. Nguyen Quantum Consulting Engineers (626) 248-0917 tnguyen@quantumce.com 5/3/2021 8:12:48 PM UTC ForteWEB v3.1, Engine: V8.1.6.2,, Data: V8.0.1.0 Weyerhaeuser File Name: 200,01 c lton Garage Page 1 / 1 Quantum Consulting Engineers LLC Project Title: 1511 Third Avenue, Suite 323 Engineer: Project ID: Seattle, WA 98101 Project Descr: (206) 957-3900 www.quantumce.com Printed: 26 APR 2021, 2:06PM Wood Beam File = m:lAlexandra Imme1121180.01-Felton Garage\Calculations\GRAWelton garage.ec6 ENERCALC, INC.1983-2013, Build:6.13.6.30, Ver:6.13.6.30 Description : (3.5')Awning - 2x6 @ 24" O.C. CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi Load Combination IBC 2015 Fb - Compr 850 psi Fc - Prll 1300 psi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling D(0.03) S(0.05) 2x6 Span = 3.50 ft E : Modulus of Elasticity Ebend- xx 1300 ksi Eminbend - xx 470 ksi Density 27.7 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6241 Maximum Shear Stress Ratio = 0.263 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 792.94psi fv : Actual = 45.29 psi FB : Allowable = 1,270.75 psi Fv : Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 3.053 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.060 in Ratio = 1396 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.098 in Ratio = 856 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.309 0.130 0.90 1.30 1.00 1.00 1.00 1.00 1.00 0.19 306.99 994.50 0.10 17.53 135.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.278 0.117 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.19 306.99 1105.00 0.10 17.53 150.00 +D+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.222 0.094 1.25 1.30 1.00 1.00 1.00 1.00 1.00 0.19 306.99 1381.25 0.10 17.53 187.50 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.624 0.263 1.15 1.30 1.00 1.00 1.00 1.00 1.00 0.50 792.94 1270.75 0.25 45.29 172.50 +D+0.750Lr+0.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.222 0.094 1.25 1.30 1.00 1.00 1.00 1.00 1.00 0.19 306.99 1381.25 0.10 17.53 187.50 +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 C-17 Quantum Consulting Engineers LLC Project Title: 1511 Third Avenue, Suite 323 Engineer: Project ID: Seattle, WA 98101 Project Descr: (206) 957-3900 www.quantumce.com Printed: 26 APR 2021, 2:06PM Wood Beam File = m:\Nexandra Immel\21180.01-Felton Garage\Calculations\GRAWelton garage.ec6 ENERCALC, INC.1983-2013, Build:6.13.6.30, Ver:6.13.6.30 0.00QUANTUM CONSULTING Description : (3.5')Awning - 2x6 @ 24" O.C. Ions Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 3.50 ft 1 0.528 0.222 1.15 1.30 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 1.30 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.174 0.073 1.60 1.30 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.30 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.174 0.073 1.60 1.30 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.174 0.073 1.60 1.30 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.380 0.160 1.60 1.30 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.30 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.380 0.160 1.60 1.30 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.104 0.044 1.60 1.30 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.104 0.044 1.60 1.30 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections - Unfactored Loads y Load Combination Span Max. "" Defl Location in Span Load Combination D+S 1 0.0981 0.000 V f I R f U f t d Si innnrf nntntinn • Far loft is #1 er Ica eac - n ac ore Load Combination Support 1 Overall MAXimum D Only S Only D+S Support 2 0.286 0.111 0.175 0.286 Moment Values Shear Values M tb F'b V fv F'v 0.42 671.46 1270.75 0.21 38.35 172.50 0.00 0.00 0.00 0.00 0.19 306.99 1768.00 0.10 17.53 240.00 0.00 0.00 0.00 0.00 0.19 306.99 1768.00 0.10 17.53 240.00 0.00 0.00 0.00 0.00 0.19 306.99 1768.00 0.10 17.53 240.00 0.00 0.00 0.00 0.00 0.42 671.46 1768.00 0.21 38.35 240.00 0.00 0.00 0.00 0.00 0.42 671.46 1768.00 0.21 38.35 240.00 0.00 0.00 0.00 0.00 0.12 184.20 1768.00 0.06 10.52 240.00 0.00 0.00 0.00 0.00 0.12 184.20 1768.00 0.06 10.52 240.00 Max.'W' Defl Location in Span 0.0000 0.000 \/�Ince in RIPS C-18 Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 (206) 957-3900 www.quantumce.com Project Title: Engineer: Project ID: Project Descr: Printed: 3 MAY 2021, 1:15PM Wood Column File=MAlexandralmmel121180.01-Felton GaragelCalculationslGRAVlfeltongarage.ec6 ENERCALC, INC.1983-2013, Build:6.13.6.30, Ver:6.13.6.30 Description : 6x6 Post - Intermediate Code References Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 11.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb - Tension 1,200.0 psi Fv 170.0 psi Fb - Compr 1,200.0 psi Ft 825.0 psi Fc - Prll 1,000.0 psi Density 32.210 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Applied Loads Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compression 1.0 Ix 76.255 inA4 Cf or Cv for Tension 1.0 ly 76.255 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,600.0 ksi Use Cr : Repetitive ? No (non-glb only) Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 11.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 11.0 ft, K = 1.0 Column self weight included : 74.430 Ibs * Dead Load Factor BENDING LOADS ... Awning Load: Lat. Point Load at 6.0 ft creating Mx-x, D = 0.560 k DESIGN SUMMARY Bending & Shear Check Results Service loads entered. Load Factors will be applied for calculations. PASS Max. Axial+Bending Stress Ratio = 0.6118 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+H Top along Y-Y 0.3055 k Bottom along Y-Y 0.2545 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.980 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are ... Along Y-Y 0.2197 in at 5.685 ft above base Applied Axial 0.07443 k for load combination: D Only Applied Mx 1.522 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 595.22 psi for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.0660 : 1 Bendina Compression Tension Load Combination +D+H Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 11.0 ft Applied Design Shear 15.147 psi Allowable Shear 153.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.6118 PASS 5.980 ft 0.0660 PASS 11.0 ft +D+L+H 1.000 0.5506 PASS 5.980 ft 0.05940 PASS 11.0 ft +D+Lr+H 1.250 0.4405 PASS 5.980 ft 0.04752 PASS 11.0 ft +D+S+H 1.150 0.4788 PASS 5.980 ft 0.05165 PASS 11.0 ft +D+0.750Lr+0.750L+H 1.250 0.4405 PASS 5.980 ft 0.04752 PASS 11.0 ft +D+0.750L+0.750S+H 1.150 0.4788 PASS 5.980 ft 0.05165 PASS 11.0 ft +D+0.60W+H 1.600 0.3441 PASS 5.980 ft 0.03712 PASS 11.0 ft +D+0.70E+H 1.600 0.3441 PASS 5.980 ft 0.03712 PASS 11.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.3441 PASS 5.980 ft 0.03712 PASS 11.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.3441 PASS 5.980 ft 0.03712 PASS 11.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.3441 PASS 5.980 ft 0.03712 PASS 11.0 ft +0.60D+0.60W+0.60H 1.600 0.2062 PASS 5.980 ft 0.02227 PASS 11.0 ft C-19 Quantum Consulting Engineers LLC Project Title: 1511 Third Avenue, Suite 323 Engineer: Project ID: Seattle, WA 98101 Project Descr: (206) 957-3900 www.quantumee.com Printed: 3 MAY 2021, 1:15PM Wood Column AFile=M:Wexandra lmmel\21180.01-FeltonGarage\Calculations\GRAVVeltono garage.eo6 ENERCALC, INC.1983-2013, Build:6.13.6.30, Ver:6.13.6.30 r.�i • •k, Description : 6x6 Post - Intermediate Load Combination Results Maximum Axial + Bending Stress Ratios Load Combination C D Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.2062 PASS 5.980 ft Maximum Reactions - Unfactored S X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only k 0.255 0.3C Maximum Deflections for Load Combinations - Unfactored Loads Load Combination D Only Sketches Y 6x6 5.50 in Max. X-X Deflection Distance 0.0000 in 0.000 Max. Y-Y Deflection Distance 0.220 in 5.685 Maximum Shear Ratios Stress Ratio Status Location 0.02227 PASS 11.0 ft Note: Only non -zero reactions are listed. Axial Reaction @ Base 0.074 k M-x Loads ♦ I Loads are total entered value. Arrows do not reflect absolute direction. C - 20