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REVIEWED BLD2024-1260+Structural_Calculations+9.25.2024_11.28.05_AM+4522730Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Email: admin@sdaeverett.com STRUCTURAL CALCULATIONS LATERAL, GRAVITY, FOUNDATION SDA Job # 10080 09-19-24 WOOLSEY REMODEL 7714 192ND PL SW EDMONDS, WA 98026 September 16, 2024 WOOLSEY REMODEL I September 17, 2024 1 SDA Job # 10080 Scope of Work: LATERAL, GRAVITY, FOUNDATION Site Address: 7714 192ND PL SW EDMONDS. WA 98026 Number of Stories: 2 Engineer: CRL Reviewed by: CCC Risk Category: II BLDGS EXCEPT I, III, & IV Construction Type: LOW RISE - RESIDENTIAL Roof Level Loading: Roofing Composition 3.0 Sheathing 15/32" Plywood 1.5 _ Z 0 Insulation Roll/Batt 3.0 w Ceiling 5/8" GWB 2.8 a U) Framing Trusses 2.2 J Miscellaneous fixtures, mechanical, electrical, partitions etc. 2.5 LIVE LOAD: 20.0 psi TOTAL DEAD LOAD: 15.0 psf 25.0 psf WALL DEAD LOAD: Level Loading: 10.0 sf ROOF SNOW LOAD: 2nd Floor Floor Covering Carpet/Hardwood/Tile 3.3 z Sheathing 3/4" Plywood 2.3 T 0 Ceiling 1/2" GWB 2.2 o w Joists 2x10 2.8 U- U) Beams 0.0 � J N Q Miscellaneous fixtures, mechanical, electrical, partitions etc. 1.4 12.0 psf WALL DEAD LOAD11 10.0 sf TOTAL DEAD LOAD: 40.0 psf Level Loading: FLOOR LIVE LOAD: Grade Floor Covering ' Sheathing Ceiling Joists Beams Miscellaneous WALL DEAD LOAD 10.0 psf TOTAL DEAD LOAD: 12.0 psf 40.0 psf Level Loading: FLOOR LIVE LOAD: NA Floor Covering Sheathing Ceiling Joists Beams Miscellaneous NA WALL DEAD LOAD 10.0 sf TOTAL DEAD LOAD: 12.0 psf FLOOR LIVE LOAD: 40.0 sf Soil Bearing Capacity: 1500 sf 18 in Frost Depth: WOOLSEY REMODEL Type of construction: I LOW RISE -RESIDENTIAL Applicable Building Codes: 2021 IBC, ASCE 7-16 September 17, 2024 SDA Job # 10080 1 1 Location: 477MONDS 14 192ND PL SW WA 98026 Work performed : LATERAL, GRAVITY, FOUNDATION WIND DESIGN: Enclosure Classification: ENCLOSED - SIMPLE DIAPHRAGM PER ASCE 7-16, 26 2 Exposure : B Wind Exposure Category as set forth in 2021 IBC. Section 1609 4 Wind Speed = 110 MPH Basic Wind Speed as used in ASCE 7-16, Figure 26 5-1(A-D) VASD = 86 MPH Allowable Stress Design Wind Speed A = 089 Adjustment factor for building height and exposure from Figure28 5-1 of ASCE 7-16 KZT = 100 Adjustment factor for increased wind speed due to a hill or escarpment Front/Rear Slope = tan-1 ( rise s run / 12 ) = 26 6 degrees Left/Right Slope = tan-1 1 12 ) = 26.6 degrees 20 ft Mean Elevation per ASCE 7-16 26 2 Simplified Design Wind Pressure (Ps) = APs30Kzt ASCE 7-16, 28.5 3 Average uplift (FIR)= -4 5 psf Based on wind zones 'G' and 'H' Average uplift (R/L)= -4 5 psf Based on wind zones 'G' and 'H' riz0 Ps30= Ps= End zone of wall End zone of roof Front/Rear Left/Right Front/Rear Left/Right A = 23 3 psf 23 3 psf B = 7.3 psf 7.3 psf 20 8 psf 20 8 psf 8.0 8.0 psf M I It sf MODIFIED ASCE 7-16. 28 5 4 ASCE 7-16. 28 5 4 Interior zone of wall Front/Rear Left/Right Ps30= C = 17 3 psf 17 3 psf Ps= 16 0 psf 16.0 psf ASCE 7-16. 28 5 4 1 ASCE 7-16. 28 5 4 iV Roof = Interior zone of roof Front/Rear Left/Right D = 6 4 psf 6.4 psf 8 0 psf 8.0 psf ASCE 7-16. 28 5 4 1 ASCE 7-16, 28 5 4 FRONTIREAR ZONES 0 Number of floors: WIND ZONE A B C D AVE. HEIGHT 27 62 174 348 AVE. WIDTH 1 1 1 1 Ps 20.76 800 1600 800 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 SUBTOTAL 560 496 2784 2784 0 0 0 0 0 0 0 0 TOTAL l6:624lbs .a iMrff.9rrrAE:� WIND ZONE A C AVE. HEIGHT 65 421 AVE WIDTH 1 1 Ps 20.76 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 SUBTOTAL 1349 6736 0 0 0 0 0 0 0 0 0 0 TOTAL i8.085lbs ------------------------------------ LY Vrauv WIND ZONE AVE. HEIGHT AVE. WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :0lbs ----------------- ►aY/17_8 1 11 1 11 1 11 1 11 1 11 1 11 1 11 1 11 1 11 1 11 1 11 1 11 S • 000000000000 • 1 . WOOLSEY REMODEL I September 17, 2024 1 SDA Job# 10080 LEFT/RIGHT ZONES FV Roof = WIND ZONE A 0 AVE. HEIGHT 47 135 AVE. WIDTH 1 1 Ps 20.76 16.00 0.00 000 0.00 0.00 000 0.00 0.00 0.00 0.00 000 SUBTOTAL 976 2160 0 0 0 0 0 0 0 0 0 0 TOTAL ;3,136Ibs zv -,na moor = WIND ZONE A O D AVE. HEIGHT 65 215 40 AVE. WIDTH 1 1 1 Ps 20.76 1600 8.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 000 SUBTOTAL 1349 3440 320 0 0 0 0 0 0 0 0 0 TOTAL :5,109lbs FV Grade = WIND ZONE AVE. WIDTH Ps 0.00 1 000 0.00 1 0.00 0.00 0.00 0.00 000 1 0.00 0.00 0.00 000 SUBTOTAL 0 0 0 1 0 0 0 0 0 0 0 0 0 TOTAL :0lbs WIND ZONE AVE. HEIGHT AVE. WIDTH Ps 000 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :Olbs WOOLSEY REMODEL I September 17, 2024 1 SDA Job# 10080 1 3 SEISMIC LOAD: (ASCE7-16 §12.8) https97hazards.atcounci1.org/ Flexiable Diaph.? YES v=C,W Irregularities? YES C,=SDAR/le) Risk Category = II Risk Category Cs MIN CA5E2=0.5S1/(R/le) Cs MI :CA5E1=0.044SDSle>0.011 Site Class = D - DEFAULT C:.MAx=SDI/(T(R/le) IE = 1 (Table 1.5.1) 1 T<TL, Cs=SDl/R(R/le) hD = 18 Structural Height T>TL, cs=SD,TL/T2(R/le) SITE RESPONSE ANALYSIS RE UIREMENT 11.4.7 DESIGN WITH SEISMICALLY ISOLATED STRUCTURE? NO DESIGN STRUCTURE WITH DAMPING SYSTEM? NO NOT REQUIRED: 11.4.8.E.2, Cs MODIFIED AS REQUIRED BY EXCEPTION E=C,p §11.44 Ss = 129.9% TYPE: (T12.2-1) Ta (s) R 00 Cd Cs SMs=F.Ss = 155.9% §11.4 4 Fa = 1.20 1) Al -WSW 0.17 6.50 2.50 4.00 0.160 SDS=2/3SMs = 103 9% §11 4 4 Si = 45.9% 2) SDS'=SDS = 103 9% §12.8 1 3 Fv = 1.95 3) SMl=FvS1 = 89.6% §11.45 SDC= D 4) - SD1=2/3SM1 = 59 8% §11 4 5 TL = 6 is Ts=SM/SDS = 57.5% .41146 W (ROOF) = W (FLOOR) = W (WALL) = Roof Level Diaphragm Loading: LENGTH WIDTH COEFF LOAD TOTAL 1637 1 1.1 150 27502 1.0 150 0 1.0 150 0 1.0 150 0 1.0 150 0 Area = 1637 Sub -Total= 27902 Ih LENGTH WIDTH LOAD TOTAL 12.0 0 120 0 120 0 120 0 12.0 1 0 Area = u sub- i otai= ih NUMBER LENGTH TRIB. HT. LOAD TOTAL 2 24.5 4 100 1960 2 565 4 100 4520 100 0 Area = 324 Sub -Total= 6480 TOTAL = 33982 lb 2nd Floor Level Diaphragm Loading: W (ROOF)_ W (FLOOR) = W (WALL) _ LENGTH WIDTH COEFF LOAD TOTAL 238 1 1.0 150 3606 1.0 150 0 1.0 150 0 1.0 150 0 1.0 15.0 0 Area = 2M St1D- I oral= 3hilh Ih LENGTH WIDTH LOAD TOTAL 1385 1 120 16620 120 0 120 0 120 0 120 0 Area = i mb sub. i oial= l hfi7tl ih NUMBER LENGTH TRIB. HT. LOAD TOTAL 2 24.5 9 100 4410 2 56.5 9 100 10170 2 12.5 4.5 100 1125 Area = 785 Sub -Total= 15705 TOTAL = 35931 lb I WOOLSEY REMODEL I September 17, 2024 1 SDA Job# 10080 1 4 SEISMIC DISTRIBUTION FOR: A15 - WSW, R=6.5 FV height EV x height EV ROOF = 5433lb 17 92359lb EV 1 ST FLOOR = 5744 lb 8 45956 lb EV = lb lb EV = lb lb BASE SHEAR = 11177 lb BASE SHEAR = BASE SHEAR = BASE SHEAR = 138315 lb UNFACTORED LOAD SUMMARY: REDISTRIBUTE: E 7464 lb FV x height x IV TOTAL = 3713 lb FV x height TOTAL LEVEL WIND SEISMIC (Ft-Rr) I (Lt-Rr) A15 - WSW FV (Root) = 6625 Ibs 3136 Ibs 7464 Ibs FV (2nd Floor) = 8086 Ibs 5110 Ibs 3713 Ibs NOT APPLICABLE NOT APPLICABLE TOTAL BASE SHEAR= 1 14711 Ibs 8246 Ibs 11177 Ibs WOOLSEY REMODEL I September 17. 2024 1 SDA Job# 10080 IRREGULARITY: Increase in force due to irregularities for seismic design categories D-F (per ASCE7-16, §12.3.3.4): Yes 11:. Seismic T 25% for collector & diaph. Affected Levels: Out -of plane offset with discontinuity, including out -of -plane offset of at least one vertical elements (T12.3-1. T e 4 Yes ]:• Seismic x C20 for diaphragm loading Affected Levels: One or two-family dwelling of light frame construction: Yes j:. f20=1.0 (§12.10.1.1) no = 2.50 FLEXIBLE DIAPHRAGM DESIGN (ASD) £V (Roof) = % of load transfer = 10 (Percentage of level load transferred through diaphragm) Total diaphragm length = 56.5 ft Sub -diaphragm length = 24.5 0 6 x £V (Roof) = 3,975 Ibs FACTORED WIND (FRONT -REAR) > Location @ 253 PLF x S.G = 0 ft Diaphragm width = 24.5 ft 0 7 x £V (Rooq = 5,225 Ibs FACTORED SEISMIC / rho > Location @ 240 PLF x S G = 0 ft Aspect Ratio = 1 v = ASDxFV(FLOOR) _ [3975 Ibs 5225 Ibs] _ [WIND=88 PLF, SEISMIC=115 PLF] *Seismic Governs! (2)(width)(S G.) 2 x 24.5 ft. x 0.93 2021 SDPWS T4.2A & T4.2C *NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY USE: 15/32" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C EV (2nd Floor) _ % of load transfer = 100% (Percentage of level load transferred through diaphragm) Total diaphragm length = 56.5 ft Sub -diaphragm length = 24.5 ft 0 6 x £V (2nd Floor) = 4,852 Ibs FACTORED WIND (FRONT -REAR) ---> Location @ 253 PLF x S G = 0 ft Diaphragm width = 24.5 ft 0 7 x £V (2nd Floor) = 2,600 Ibs FACTORED SEISMIC / rho ---> Location @ 240 PLF x S G = 0 ft Aspect Ratio = 1 ASDx£V(FLOOR) v = _ — [4852 Ibs , 2600 Ibs] _ [WIND=107 PLF, SEISMIC=58 PLF] Wind Governs! (2)(width)(S.G.) 2 x 24.5 ft. x 0.93 2021 SDPWS T4.2A & T4.2C *NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY USE: 3/4" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C (Percentage of level load transferred through diaphragm) 2021 SDPWS T4.2A & T4.2C (Percentage of level load transferred through diaphragm) 2021 SDPWS T4 2A & T4 2C 5 WOOLSEY REMODEL I September 17, 2024 1 SDA Job# 10080 1 6 CHORD DESIGN: EV (Roof) = Sub -diaphragm length = 24.5 ft Total -diaphragm length = 56.5 ft Design Load (critical case) = 115 PLF Sub -diaphragm width = 24.5 ft T = M = `FV(unit shear) x (diaphragm length) = 1 15 PI 1= x 56 5 it = 810 Ibs 8 8 'SEE DIAPHRAGM DESIGN FOR EV(unit Top Plate Size: 2x6 Species/Grade: ( HF #2 shear) Area =1 8.25 in^2 Ft = 525 psi Load duration (CD) =1 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than T applied, OK. SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs # OF NAILS PER 4FT. SPLICE = 810 Ibs _ 163 Ibs - 5 NAILS 102 x Cd x p = 163 Ibs 2018 NDS USE: 2x6 HF #2 TOP PLATE w/ (8) 10d COMMON NAILS PER SPLICE EV (2nd Floor) = Sub -diaphragm length = 24.5 ft Total -diaphragm length = 56.5 ft Design Load (critical case) = 76 PLF Sub -diaphragm width = 24.5 ft T = -M _ "FV(unit shear) x (diaphragm length) _ 77 PLF ex 56.5 ft. = 538 Ibs 'SEE DIAPHRAGM DESIGN FOR FV(unit Top Plate Size: 2x6 Species/Grade: ( HF #2 shear) Area = 8.25 in^2 Ft = 525 psi Load duration (CD) = 1.607 Tallowable = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than T applied, OK SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs 102 x Cd x p = 163 Ibs 2018 NDS # OF NAILS PER 4FT. SPLICE = 537 Ibs = 4 NAILS x w ) 163 Ibs COMMON NAILS PER SPLICE WOOLSEY REMODEL I September 17, 2024 1 SDA Job# 10080 1 7 Lateral Calculation Key - for Shearwalls Only (See attached calcs for other lateral load resisting system designs) If'2 V V = Shear, Ibf H = Height of shearwall B_eff = Effective length of shearwall for overturning calculations, ft. B — > B_eff for HDU = (3/2) Post width + HDU Offset --> B_eff for Strap = Post width P1 = B= Length of shearwall P1 = Weight of shearwall and connected framing P2 = Weight of adjacent wall r *T = (V x H / B_eff) - 0.5P1 - P2 = Tension reaction to be resisted by holdown C = (V x H / B_eff) + 0.5P1 = Compression reaction *Holdown tension load supporting roof framing includes wind uplift from'Zone G' &'Zone H' V t B_eff T C ASD Basic Load Combinations For calculation of tension and compression forces in compliance with ASCE 7-16 2 4.1 Tension Eauations (Uplift 7. 0.61D +0.6 W 8** (0.6-0.14SDS)D+0.7Emh 10. 0.6D-0.7Ev+0.7Eh 10*. 0.6D-0 7Ev+0 7Emh Compression Equations 5. D+0.6W 5** (1+0.14SDS)D+0.7Emh 6. D+0.75L+0.75(0.6W)+0.75S 6b** (1+0 105SDS)D+0 525Emh+0.75L+0.75S 8. D+0.7Ev+0.7Eh 8* D+0.7Ev+0.7Emh 9 D+0.525Ev+0.525Eh+0.75L+0 75S 9* D+0.525Ev+0 525Emh+0.75L+0.75S LRFD Basic Load Combinations (Where Applicable) For calculation of tension and compression forces in compliance with ASCE 7-16 2.3.1 Tension Eauations (UDlift 5. 0.9D+W 7. 0.9D-Ev+Eh 7* 0 9D-Ev+Emh 7**. (0.9-0.2SDS)D+Emh Compression Equations 4. 1.2D+1.6W+L+0.5S 5**. (1+0.2SDS)D+Emh+L+0.2S 6. 1.2D+Ev+Eh+L+0.2S 6*. 1.2 D+Ev+Emh+L+0.2 S Abbreviation Symbol Legend: HD - HOLDOW N Load Symbol Legend: D - Dead load L - Live load S - Snow load W - Wind load SDS - Design spectral response acceleration Eh - Effect of horizontal seismic forces Ev - Effect of vertical seismic forces Em - Effect of horizontal seismic forces, including over. Emh - Vertical seismic load effect Shear Wall Coefficient Legend: (see "SEGMENTED SHEAR WALL DESIGN" gagesl WL FACTOR - Factor for increasing seismic capacity to wind load capacity per SDP WS-2015 T4.3A. ASPECT RATIO - Full -height segmented shear wall reduction factor per SDPWS-2015 4.3.3.4.1. Shear walls with similar stiffness per 4.3.4.2. TOTAL ADJ. LENGTH - Sumation of shear wall segments widths adjusted with aspect ratio (as required). S.G. - Specific Gravity Adjustment Factor for Hem -Fir Framing (may be increased to 1.0 for Douglas -Fir framing). ASD - Allowable Stress Design load combination factor. ALLOWED UNIT SHEAR - Unit shear capacity per SDPWS-2015 T4.3A. Shear values adjusted with FACTOR OF SAFETY per 4.3.3. WIND CAPACITY- Ultimate shear value calculated per: WL FACTOR x S.G. x UNFACTORED SHEAR CAPACITY / (FACTOR OF SAFETY x ASD). SEISMIC CAPACITY- Ultimate shear value caulated per: S.G. x UNFACTORED SHEAR CAPACITY / (FACTOR OF SAFETY x ASD). WOOLSEY REMODEL I September 17, 2024 SDA Job # 10080 I 8 ROOF FRONT I Al - WSW I SEGMENTED WALL Floor Info ROOF Floor Level, e g Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, e g Left -Right, Front -Rear HF2 I Stud Wall Specres/Grade Structural Panels - Sheathing Sheathing type (T4.3A of SDPWS-2021) 1.00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3 4) ROOF Resisting Dead Load Shearwall Segment Len th& Ad . Total Len th 4.5ft 1 245ft 1 5.5ft 1 5.0ft EV (ROOF) = 3136 lb EV()= 0lb EV()= 0lb EV()= 0lb 7 (Wind) = 3,136 lb ULT. v = 40 PLF EV (ROOF) = 7464 lb EV()= 0lb EV()= 0lb EV()= 0lb E (Smc) = 7,464 lb ULT. V x p = 94 PLF ASD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 666 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF Area (ROOF) MTributar 1.0 tributary width 2.0 total width Tributary Area (2ND) tributary width total width Tributary Area (NA) tributary width total width 0 a O Tributary Area (NA) o tributary width Z total width Height of Shearwall = 8.0 ft Length of Shearwall = 1 4.5 ft Aspect Ratio OK Holdown Above: NO HOLDOWN ABOVE ASD C TOTAL = (floor above) + (this floor) = 682 Ibs Seismic controls -C3 (ASD eq 8): ASD T TOTAL w/o (20 = (floor above) + (this floor) = 181 Ibs Seismic controls -T2 (ASD eq 10): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -484lbs 336lbs EQ -800lbs 800lbs DL 834lbs 834lbs LL/SL 823lbs 823lbs Chord Post/Holdown Info 6x I HF2 ISize/SpeciesyGracle ASD Ductile Design Criteria/Anchor Failure 4 3 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) 1.0 tributary area 2.0 total area Tributary Area (2ND) tributary area total area Tributary Area (NA) z tributary area a total area o Tributary Area (NA) tributary area w total area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 7.8 ft Length of adjoining wall = 2.0 ft R= 6.5 Q0= 25 Seismic controls shearwall design SHEARWALL TYPE: WSP Chord Post: 2-2x6 Ft'g Holdown, Use? Yes -OK- Framing Strap, Use? No NOT USED Framing HDU, Use? No NOT USED I ROOF REAR I A15 - WSW ]SEGMENTED WALL I Floor Info ROOF Floor Level, a g. Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, a g. Left -Right, Front -Rear HF2 Stud Wall Species/Grade Structural Panels - Sheathing I Sheathing type (T4 3A of SDPWS-2021) 1.00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) ROOF Resisting Dead Load Shearwall Segment Lengths Ad' Total Len th = 32 5 ft 50ft 1 6.5 ft 1 9.5ft 1 7.0ft 1 45ft EV (ROOF) = 3136 lb EV()= 0lb EV()= 0lb EV()= 0lb E (Wind) = 3,136 Ib ULT. v = 48 PLF EV (ROOF) = 7464 lb EV()= 0lb EV()= 0lb EV()= 0lb E (Smc) = 7,464 lb ULT. V x p = 115 PLF ASD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF Tributary Area (ROOF) 1.0 tributary width 2.0 total width Tributary Area (2ND) tributary width total width Tributary Area (NA) tributary width El Z 0 total width a O Tributary Area (NA) o tributary width Z total width 3 Height of Shearwall = 8.0 ft Length of Shearwall = 1 4.5 ft Aspect Ratio OK Holdown Above: I NO HOLDOWN ABOVE ASD C TOTAL = (floor above) + (this floor) = 745 Ibs Seismic controls -C3 (ASD eq. 8): ASD T TOTAL w/o (20 = (floor above) + (this floor) = 480 Ibs Seismic controls -T2 (ASD eq. 10): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -487lbs 409lbs EQ -973lbs 973lbs DL 442lbs 442lbs LL/SL 436lbs 4361bs Chord Post/Holdown Info 6x HF2 Size/Species/Grade ASD Ductile I Design Criteria/Anchor Failure 4 3 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) 1.0 tributary area 2.0 total area Tributary Area (2ND) tributary area total area Tributary Area (NA) z tributary area a total area o Tributary Area (NA) U tributary area w total area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 7.8 ft Length of adjoining wall = 0 0 ft R = 6.5 (2o = 25 Seismic controls shearwall design SHEARWALL TYPE: (WSP Chord Post: 2-2x6 Ft'g Holdown, Use? Yes -OK- Framing Strap, Use? No NOT USED Framing HDU, Use? No NOT USED WOOLSEY REMODEL I September 17, 2024 SDA Job # 10080 9 ROOF LEFT I At - WSW ISEGmENTED WALL Floor Info ROOF Floor Level, e.g. Roof, 4TH, 3RD, 2ND Ft-Rr Load Direction, a g. Left -Right, Front -Rear HF2 1 Stud Wall Species/Grade Structural Panels - Sheathing I Sheathing type (T4.3A of SDPWS-2021) 1.00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) ROOF Resisting Dead Load Shearwall Segment Lengths Adj. Total Ler4M— 24.5 ft 24.5 ft EV (ROOF) = 6625 lb EV (ROOF) = 7464 lb EV()= 0lb EV()= 0lb EV()= 0lb EV()= 0lb EV()= 0lb EV()= 0lb E (Wind) = 6,625 Ib E (Smc) = 7,464 lb ULT. v = 135 PLF ULT. Vx p = 152 PLF 4SD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF Tributary Area (ROOF) 1.0 tributary width 2.0 total width Tributary Area (2ND) tributary width total width Tributary Area (NA) tributary width Z total width 0 a O Tributary Area (NA) o tributary width Z total width Height of Shearwall = 8 0 ft Length of Shearwall = 1 24 5 ft Aspect Ratio OK Holdown Above: 1 NO HOLDOWN ABOVE ASD C. TOTAL = (floor above) + (this floor) = 1122 Ibs Seismic controls -C3 (ASD eq. 8): ASD T. TOTAL w/o 00 = (floor above) + (this floor) = 49 Ibs Seismic controls -T2 (ASD eq 10): UNFACTORED OVERTURNING LOADING LOAD IT] [C] WL -1238lbs 1093lbs EQ -1231lbs 1231lbs DL 1788lbs 1788lbs LL/SL 813lbs 813lbs Chord Post/Holdown Info 6x HF2 Size/Species/Grade ASD Ductile Design Criteria/Anchor Failure 24 3 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) 1.0 tributary area 2.0 total area Tributary Area (2ND) tributary area total area Tributary Area (NA) z tributary area a total area Tributary Area (NA) tributary area w total area Weight of Shearwall = 10.0 Ibs Tributary width for dead load = 2 0 ft Length of adjoining wall = 4.0 ft R= 65 no= 25 Seismic controls shearwall design SHEARWALL TYPE: 4) WSP Chord Post: 2-2x6 Ft'g Holdown, Use? Yes - -OK11 Framing Strap, Use? No NOT USED Framing HDU, Use? No NOT USED I ROOF RIGHT I A15 - WSW ISEGMENTED WALL I Floor Info ROOF Floor Level, e.g Roof, 4TH, 3RD, 2ND Ft-Rr Load Direction, a g. Left -Right, Front -Rear HF2 I Stud Wall Species/Grade Structural Panels - Sheathing I Sheathing type (T4.3A of SDPWS-2021) 1 00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) ROOF Resisting Dead Load Shearwall Segment Len ths: Ad. Total Length 24 5 ft EV (ROOF) = 6625 lb EV()= 0to EV O = 0 lb EV()= 0lb E (Wind) = 6,625 lb ULT. v = 135 PLF EV (ROOF) = 7464 lb EV()= 0lb EV()= 0lb EV()= 0lb 7 (Smc) = 7,464 lb ULT. Vx p = 152 PLF 4SD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF I (2.8 x 0.7) = 346 PLF Tributary Area (ROOF) E1.0 tributary width 2.0 total width Tributary Area (2ND) tributary width total width Tributary Area (NA) tributary width Z 0 total width a O Tributary Area (NA) o tributary width Z total width Height of Shearwall = 8.0 ft Length of Shearwall Aspect Ratio OK Holdown Above: 1 NO HOLDOWN ABOVE ASD C TOTAL = (floor above) + (this floor) = 1058 Ibs Seismic controls -C3 (ASD eq. 8): ASD T TOTAL w/o 00 = (floor above) + (this floor) = 249 Ibs Seismic controls -T2 (ASD eq. 10): UNFACTORED OVERTURNING LOADING LOAD IT) [C] WL -1202lbs 1093lbs EQ -1231lbs 1231lbs DL 1348lbs 1348lbs LUSL 613lbs 613lbs Chord Post/Holdown Info 6x I HF2 Size/Species/Grade ASD I Ductile IDesign Criteria/Anchor Failure 24 3 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) 1.0 tributary area 2.0 total area Tributary Area (2ND) tributary area total area Tributary Area (NA) z tributary area a total area Tributary Area (NA) tributary area w total area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 2 0 ft Length of adjoining wall = 0 0 ft R= 65 no 25 Seismic controls shearwall design SHEARWALL TYPE: 1 WSP Chord Post: I 2-2x6 Ft'g Holdown, Use? jN -OK- Framing Strap, Use? NOT USED Framing HDU, Use? I NOT USED WOOLSEY REMODEL I September 17, 2024 1 SDA Job # 100801 10 MAIN FRONT I A15 - WSW ISEGMENTED WALL Floor Info 2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND Tributary Area (ROOF) Tributary Area (ROOF) Lt-Rt Load Direction, e g Left -Right, Front -Rear tributary width M 1.0 tributary area total width 2.0 total area HF2 Stud Wall Species/Grade Tributary Area (2ND) Tributary Area (2ND) Structural Panels - Sheathing Sheathing type (T4 3A of SDPWS-2021) 18.5 tributary width 800.0 tributary area 1 00 1 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) 37 0 total width 1622.0 total area 2ND/FL Resisting Dead Load Tributary Area (NA) Tributary Area (NA) z Shearwall Segment Length Ad Total Length = 22 5 ft tributary width o tributary area a 4.5 ft 4.0 ft 5 5 ft 4.5 ft 4,0 ft total width total area O Tributary Area (NA) o Tributary Area (NA) FV (ROOF) = 3136 lb EV (ROOF) = 7464 lb tributary width z tributary area w EV (2ND FLOOR) = 5110 lb EV (2ND FLOOR) = 3713 lb total width total area EV()= 0lb EV()= 0lb EV () = 0 lb EV () = 0 lb Height of Shearwall = 8.0 ft Weight of Shearwall = 10 -0 Ibs E (Wind) = 8,246 lb 2:(Smc) = 11,177 lb Length of Shearwall = 4.0 ft Tributary width for dead load = 6.0 ft ULT. v = 183 PLF ULT. Vx p = 247 PLF Aspect Ratio OK Length of adjoining wall = 4.123 lb 5.563 lb R = 6.5 ASD SHEAR WALL DESIGN PER: SDPWS-2021 no = 2.5 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / 2.8 x 0.7) = 346 PLF Holdown Above: I NO HOLDOWN ABOVE ASD C. TOTAL = (floor above) + (this floor) = 1521 Ibs Seismic controls -C3 (ASD eq 8): ASD T. TOTAL w/o (20 = (floor above) + (this floor) = 1339 Ibs Seismic controls -T2 (ASD eq 10): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -1564lbs 1564lbs EQ -2110lbs 2110lbs DL 304lbs 304lbs LL/SL 0lbs 0lbs Chord Post/Holdown Info 6x HF2 Size/Species/Grade ASD Ductile Design Criteria/Anchor Failure 3 8 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Ft'g Frami Frarri Seismic controls shearwall design FTAO I MAIN REAR I A15 - WSW ISEGMENTED WALL I Floor Info 2ND Floor Level, a g. Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, e g Left -Right, Front -Rear HF2 I Stud Wall Species/Grade Structural Panels - Sheatim Sheathing type (T4.3A of SDPWS-2021) 1.00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) 2ND/FL Resisting Dead Load Shearwall Se ment Len ths: Ad'. Total Length =P79 245ft 70ft 8.0ft 5Oft EV (ROOF) = 3136 lb EV (2ND FLOOR) = 5110 lb EV()= 0lb EV()= 0lb E (Wind) = 8,246 lb ULT. v = 73 PLF EV (ROOF) = 7464 lb EV (2ND FLOOR) = 3713 lb EV()= 0lb EV()= Olb E (Smc) = 11,177 lb ULT. Vxp= 120PLF 3.260 lb 5.319 lb \SD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF I (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF Tributary Area (ROOF) 1.0 tributary width 2.0 total width Tributary Area (2ND) 12 3 tributary width 37.0 total width Tributary Area (NA) tributary width Z 0 total width a O Tributary Area (NA) o tributary width Z total width Height of Shearwall = 1 8 0 ft Length of Shearwall = 5.0 ft Aspect Ratio OK Holdown Above: I ROOF REAR ASD C TOTAL = (floor above) + (this floor) = 1568 Ibs Seismic controls -C3 (ASD eq. 8): ASD T TOTAL w/o QO = (floor above) + (this floor) = 984 Ibs Seismic controls -T2 (ASD eq. 10): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -1129lbs 1051lbs EQ -2037lbs 2037lbs DL 974lbs 974lbs LL/SL 436lbs 436lbs Chord Post/Holdown Info 6x HF2 Size/Species/Grade ASD Ductile Design Criteria/Anchor Failure 4 8 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) 1.0 tributary area 2.0 total area Tributary Area (2ND) 693.0 tributary area 1622.0 total area Tributary Area (NA) z tributary areaEl a total area Tributary Area (NA) :::::]nbutary area w total area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 6 0 ft Length of adjoining wall = 1 Oft R= 65 no = 2.5 Seismic controls shearwall dl FVg � FTAO WOOLSEY REMODEL I September 17, 2024 SDA Job # 10080 11 MAIN LEFT A15 - WSW 1SEGMENTED WALL Floor Info 2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND Ft-Rr Load Direction, e.g. Left -Right, Front -Rear HF2 I Stud Wall Species/Grade Structural Panels - Sheathing Sheathing type (T4.3A of SDPWS-2021) 1 00 1 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) 2ND/FLJ Resisting Dead Load Shearwall Segment Lengths. Ad]. Total Length= 24.5 ft 245ft EV (ROOF) = 6625 lb EV (2ND FLOOR) = 8086 lb EV()= 0lb EV()= Olb E (Wind) = 14.711 lb ULT. v = 300 PLF EV (ROOF) = 7464 lb IV (2ND FLOOR) = 3713 lb EV()= 0lb EV()= 0 b E (Smc) = 11,177 Ito ULT. V x p = 217 PLF ASD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF I (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF I (2.8 x 0.7) = 346 PLF Tributary Area (ROOF) 1.0 tributary width 2.0 total width Tributary Area (2ND) 28.3 tributary width 56.5 total width Tributary Area (NA) (D width Z Etributary total width 0 a O Tributary Area (NA) o tributary width Z total width Height of Shearwall = 8 0 ft Length of Shearwall = 1 24.5 ft Aspect Ratio OK Holdown Above: 1 ROOF LEFT ASD C TOTAL = (floor above) + (this floor) = 2619 Ibs Seismic controls -C3 (ASD eq 8): ASD T TOTAL w/o 00 = (floor above) + (this floor) = 474 Ibs Seismic controls -T2 (ASD eq 10): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -3677lbs 3531lbs EQ -2999lbs 2999lbs DL 3576lbs 3576lbs LL/SL 813lbs 813lbs Chord Post/Holdown Info 6x HF2 S,re,Spec,es+Grade ASD Ductile Design Criteria/Anchor Failure 24 3 ft ICalculated Effective Width No Manually Enter Effective Width? (Yes/No) A15 - Floor Info 2ND Floor Level, e g Roof, 4TH, 3RD, 2ND Ft-Rr Load Direction, a g. Left -Right, Front -Rear HF2 I Stud Wall Species/Grade Structural Panels - Sheathing I Sheathing type (T4.3A of SDPWS-2021) 1.00 1 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) 2ND/FL Resisting Dead Load Shearwall Segment Len ths: . Total Length 37.0 ft EV (ROOF) = 6625 lb EV (2ND FLOOR) = 8086 lb EV O = 0 lb EV()= 0lb E (Wind) = 14,711 lb ULT. v = 199 PLF IV (ROOF) = 7464 lb EV (2ND FLOOR) = 3713 Ito EV()= 0lb EV()= 0lb E (Smc) = 11,177lb ULT. V x p = 151 PLF ASD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF PiL��1�a1U9198 Tributary Area (ROOF) 1.0 tributary area 2.0 total area Tributary Area (2ND) 693.0 tributary area 1622.0 total area Tributary Area (NA) z tributary area a total area Tributary Area (NA) tributary area w total area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 2.5 ft Length of adjoining wall = 4 0 ft R= 6.5 .no 25 Seismic controls shearwall design SHEARWALL TYPE: / 1 \ WSP Chord Post: 2-2x6 Ft'g Holdown, Use, Yes -OK- Framing Strap, Use? No NOT USED Framing HDU, Uses No NOT USED Tributary Area (ROOF) 1.0 tributary width 2.0 total width Tributary Area (2ND) 1.0 tributary width 2.0 total width Tributary Area (NA) (D tributary width :::--]total Z 0 width Q O Tributary Area (NA) o tributary width Z total width 2' Height of Shearwall = 9 5 ft Length of Shearwall = 1 37 0 ft Aspect Ratio OK Holdown Above: I ROOF RIGHT ASD C. TOTAL = (floor above) + (this floor) = 2399 Ibs Seismic controls -C3 (ASD eq. 8): ASD T. TOTAL w/o 00 = (floor above) + (this floor) = 269 Ibs Seismic controls -T2 (ASD eq. 10): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -3115lbs 3005lbs EQ -26891bs 2689lbs DL 3550lbs 3550lbs LL/SL 613lbs 613lbs Chord Post/Holdown Info 6x HF2 Size/Species/Grade ASD Ductile Design Criteria/Anchor Failure 36 8 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) ributery Area (ROOF) 1.0 tributary area 2.0 Itotall area ributary Area (2ND) 811.0 tributary area 1622.0 total area ributary Area (NA) z tributary area a total area ributary Area (NA) tributary area `-^ total area Weight of Shearwall = 10.0 Ibs Tributary width for dead load = 2.0 ft Length of adjoining wall = 0.0 ft R= 6.5 no = 2.5 Seismic controls shearwall design SHEARWALL TYPE: a) WSP Chord Post: I 2-2x6 Ft'g Holdown, Use? YesE -OK- Framing Strap, Use? NoI NOT USED Framing HDU, Use? No F NOT USED WOOLSEY REMODEL I September 17, 2024 SDA Job # 10080 12 GARAGE FRONT A15 - WSW I SEGMENTED WALL Floor Info 2ND Floor Level, e g Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, a g. Left -Right, Front -Rear HF2 1 Stud Wall Species/Grade Structural Panels - Sheathing Sheathing type (T4.3A of SDPWS-2021) 1 00 1 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12 3.4) ROOF J Resisting Dead Load Shearwall Segment Lengths Ad'. Total Length 2.5 ft 1 25ft EV (ROOF) = 3136 lb EV (2ND FLOOR) = 5110 lb FV()= 0lb EV()= 0lb E (Wind) = 8,246 lb ULT. v = 211 PLF EV (ROOF) = 7464 lb EV (2ND FLOOR) = 3713 lb EV()= 0lb EV()= 0lb E (Smc) = 11,177 lb ULT. V x p = 72 PLF ASD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF I (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF Tributary Area (ROOF) tributary width q00total width Tributary Area (2ND) 6.5 tributary width 37.0 total width Tributary Area (NA) tributary width Z 0 total width o Tributary Area (NA) o tributary width Z total width Height of Shearwall = 8.0 ft Length of Shearwall = 1 2.5 ft Aspect Ratio OK Holdown Above: I NO HOLDOWN ABOVE ASD C. TOTAL = (floor above) + (this floor) = 1127 Ibs Wind controls -C1 (ASD eq, 5): ASD T. TOTAL w/o 00 = (floor above) + (this floor) = 1051 Ibs Wind controls -T1 (ASD eq. 7): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -18891bs 1878lbs EQ -6421bs 6421bs DL 138lbs 138lbs LL/SL 631bs 631bs Chord Post/Holdown Info 6x HF2 Size/Species/Grade ASD Ductile Design Criteria/Anchor Failure 2 3 ft lCalculated Effective Width No Manually Enter Effective Width? (Yes/No) A15 - Floor Info 2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND Ft-Rr Load Direction, e.g. Left -Right, Front -Rear HF2 I Stud Wall species/Grade Structural Panels - Sheathing Sheathing type (T4.3A of SDPWS-2021) 1 00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) 2ND/FL Resisting Dead Load Shearwall Segment Lengths Ad'. Total Length = 12.5 ft 125ft EV (ROOF) = 6625 lb EV (2ND FLOOR) = 8086 lb EV U = 0 lb EV()= 0lb E (Wind) = 14,711 lb ULT. v = 80 PLF EV (ROOF) = 7464 lb EV (2ND FLOOR) = 3713 lb EV()= 0lb EV()= 0lb E (Smc) = 11,177 lb ULT. Vx p = 22 PLF 4SD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF I (2 x 0.6) = 566 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF rirG11111111 Tributary Area (ROOF) tributary area total area Tributary Area (2ND) 134.0 tributary area 1622 0 total area Tributary Area (NA) z tributary area a total area Tributary Area (NA) u tributary area Ln w total area LfJ Weight of Shearwall = 10.0 Ibs Tributary width for dead load = 2 0 ft Length of adjoining wall = 0.0 ft R= 65 no = 2.5 Wind controls shearwall design SHEARWALL TYPE: WSP Chord Post: 2-2x6 Ft'g Holdown, Use' Yes LSTHD8 Framing Strap, Use? No NOT USED Framing HDU, Use? No NOT USED Tributary Area (ROOF) tributary width total width Tributary Area (2ND) 7.0 tributary width 56.5 total width Tributary Area (NA) tributary width Z 0 total width a O Tributary Area (NA) o tributary width Z total width 3 Height of Shearwall = 9 5 ft Length of Shearwall = 1 12 5 ft Aspect Ratio OK Holdown Above I NO HOLDOWN ABOVE ASD C. TOTAL = (floor above) + (this floor) = 475 Ibs Wind controls -C1 (ASD eq, 5): ASD T. TOTAL w/o f20 = (floor above) + (this floor) = -264 Ibs Wind controls -T1 (ASD eq. 7): UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL -7921bs 792lbs EQ -215lbs 2151bs DL 1231lbs 1231lbs LL/SL 1328lbs 1328lbs Chord Post/Holdown Info 6x I HF2 Size/Species/Grade ASD Ductile I Design Criteria/Anchor Failure 12 3 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) tributary area ::--]total area Tributary Area (2ND) 119.D tributaryarea 1622.0 total area Tributary Area (NA) z tributary area a total area Tributary Area (NA) tributary area w total area v Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 8.5 ft Length of adjoining wall = 00ft R= 65 no 25 Wind controls shearwall design SHEARWALL TYPE: WSP Chord Post: I 2-2x6 Ft'g Holdown, Use? Yes -OK- Framing Strap, Use? No NOT USED Framing HDU, Use? No NOT USED WOOLSEY REMODEL September 17, 2024 SDA Job # 10080 13 A15 - WSW ISEGMENTED WALL Floor Info ROOF Floor Level, a g. Roof, 4TH, 3RD, 2ND Tributary Area (ROOF) Tributary Area (ROOF) Lt-Rt Load Direction, e.g Left -Right, Front -Rear tributary width tributary area total width total area HF2 I Stud Wall Species/Glade Tributary Area (2ND) Tributary Area (2ND) Structural Panels - Sheathing Sheathing type (T4 3A of SDPWS-2021) tributary width tributary area #NUM! Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3 4) total width total area ROOF Resisting Dead Load Tributary Area (NA) (D Tributary Area (NA) z Shearwall Segment Lengths Actl Total Length#NUM! tributary width o tributary area 0 total width oa total area o Tributary Area (NA) o Tributary Area (NA) FV (ROOF) = 3136 lb FV (ROOF) = 7464 lb tributary width Z tributary area w FV () = 0 lb EV () = 0 lb total width total area FV()= 0lb EV()= 0lb 7V () = 0 lb EV () = 0 lb Height of Shearwall = Weight of Shearwall = 10 0 Ibs E (Wind) = 3,136 lb Z (Smc) = 7,464 lb Length of Shearwall = #NUM! Tributary width for dead load = ULT. v = #NUM! ULT. V x p = #NUM! #NUM! Length of adjoining wall = R= 6.5 ASD SHEAR WALL DESIGN PER: SDPWS-2021 no = 2.5 SHEARWALL FAILSI SHEARWALL FAILS! Holdown Above: I NO HOLDOWN ABOVE #NUM! ASD C TOTAL = (floor above) + (this floor) = #NUM! #NUM! ASD T TOTAL w/o RO = (floor above) + (this floor) = #NUM! #NUM! ZL SHEARWALL TYPE: UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL #NUM! #NUM! EQ #NUM! #NUM! DL #NUM! #NUM! LL/SL #NUM! #NUM! Chord Post/Holdown Info 6x I HF2 Size/Species/Grade ASD Ductile Design Criteria/Anchor Failure #NUM! I Calculated Effective Width Floor Info ROOF Floor Level, e g Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, a g. Left -Right, Front -Rear Manually Enter Effective Width? (Yes/No) A15 - WSW HF2 Stud Wall Species/Grade Structural Panels - Sheathing Sheathing type (T4 3A of SDPWS-2021) #NUM! Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12 3 4) ROOF Resisting Dead Load Shearwall Segment Lengths: di Total Lenry n = #NUM! EV (ROOF) = 3136 lb EV (ROOF) = 7464 lb FV()= 0lb FV()= 0lb EV()= Olb EV()= 0lb EV()= 0lb FV()= 0lb E (Wind) = 3,136 lb i (Smc) = 7,464 lb ULT. v= #NUM! ULT. Vxp= #NUM! \SD SHEAR WALL DESIGN PER: SDPWS-2021 SHEARWALL FAILS! SHEARWALL FAILSI SEGMENTED WALL WSP Chord Post: CALC REQUIRED Ft'g Holdown, Use? Yes Framing Strap, Use? No NOT USED Framing HDU, Use? No NOT USED <-- MANUALLY ENTER EFFECTIVE WIDTH! Tributary Area (ROOF) tributary width total width Tributary Area (2ND) tributary width total width Tributary Area (NA) tributary width Z total width 0 a 0 Tributary Area (NA) o tributary width z total width 3 Height of Shearwall = Length of Shearwall = I #NUM! #NUM! Tributary Area (ROOF) tributary area total area Tributary Area (2ND) tributary area total area Tributary Area (NA) CD z tributary area 0 total area Tributary Area (NA) tributary area w total area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = Length of adjoining wall = R= 65 no 25 Holdown Above: 1 NO HOLDOWN ABOVE #NUM! ASD C TOTAL = (floor above) + (this floor) = #NUM! #NUMI ASD T TOTAL w/o 00 = (floor above) + (this floor) = #NUM! #NUM! SHEARWALL TYPE: UNFACTORED OVERTURNING LOADING LOAD [T] [C] WL #NUM! #NUM! EQ #NUM! #NUM! DL #NUM! #NUM! LL/SL #NUM! #NUM! Chord Post/Holdown Info L. HF2 Size/Species/Grade A Ductile Design Criteria/Anchor Failure #NUM! Calculated Effective Width ®Manually Enter Effective Width? (Yes/No) WSP Chord Post CALC REQUIRED Ft'g Holdown, Use? Yes Framing Strap, Use? No NOT USED Framing HDU, Use? No NOT USED <-- MANUALLY ENTER EFFECTIVE WIDTH! USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 7714 192nd PI SW, Edmonds, WA 98026, USA Latitude, Longitude: 47.8242728,-122.3379424 0 NGB ng CO 0 Or 00 GoogleM Date Design Code Reference Document Risk Category Site Class Type Value SS 1.299 Si 0.459 SMS 1.559 SMt null -See Section 11.4.8 SDS 1.039 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 F„ null -See Section 11.4.8 PGA 0.555 FPGA 1.2 PGAM 0.666 TL 6 SsRT 1.299 SsUH 1.432 SsD 2.575 S1RT 0.459 S1UH 0.513 S1D 1.086 PGAd 0.911 PGA,, 0.555 CRS 0.907 CR1 0.895 Cv 1.36 191 St Sts�p SDM Bookk qPIng 193rd PI SW v rn S D m :l OSH PD 192nd PI SW Map data ©2024 9/16/2024, 2:04:56 PM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient FTAO Visual & Size Determination: 1 Opening Date: 9/17/2024 Engineer: CRL MAIN FRONT RIGHT Job: 10080 Vwind: 1722.266 VEo: 2323.785 V 1627 Opening 1 L1 4.5 ft ha1 1.166667 ft L2 4 ft hol 3.5 ft hb1 3.083333 ft Lot 8 ft TD AR: 6.9 : 1 hwau 7.75 ft Trib. Width of Dead Load: 6 ft Wall SW -307 Ibs Lwall 16.5 ft Length of Adjoining Wall: 0 ft 1. Hold -Down Forces: H=V*hwau/Lwau 764 lb 6. Unit Shear Beside Opening: vl=(V/L)(Ll+Tl)/L1 191 plf 2. Unit Shear Above & Below Openings: v2=(V/L)(T2+L2+T3)/L2 191 plf First Opening: val=vbl=H/(hal+hbl) 180 plf 3. Total Boundary Foce Above & below Openings: First Opening: 01=va1*Lol 1438 Ibs 4. Corner Forces: F1=O1(Ll)/(L1+L2) 761 Ibs F2=O1(L2)/(L1+L2) 677 Ibs 5. Tributary Length of Openings: T1=(Ll*Lol)/(Ll+L2) 4.24 ft T2=(L2*Lo1)/(L1+L2) 3.76 ft Checkvl*Ll+v2*L2+v3*L3+v4*L4=V? 1627 OK 7. Resistance to Corner Forces: Rl=vl*Ll 861 Ibs R2=v2*L2 765 Ibs 8. Difference Corner Force + Resistance: 11141 100 Ibs 13242 89 Ibs 9. Unit Shear in Corner Zones: vcl=(Rl-Fl)/Ll 22 PLF vc2=(R2-F2)/L2 22 PLF Holdown Load From Above: H 160 Left: IbS Right: Ii)5 F V Vc Va Holdown NO FLOOR ABOVE: OK 1 761 191 22 180 FLR-FLR OK 2 677 191 22 Shearwall: 1 Straps: CS20 22 180 22 191 761 677 191 csm 761 677 22 180 22 OK 1160.1 Into Foundation 160 OK OK FLR-to-FLR OK Adj. Factor Method: 1.25-.125h/bs Wall Pier Aspect Ratio Adjustment Factor P1=ho/Ll 0.78 P2=ho/L2 0.88 The width -to -height ratio of sheathing above or below the openings exceeds 6.5:1. Excersice caution when assuming fixity at corner regions, as assumed in this calculator. FTAO Visual & Size Determination: 2 Openings Date: 9/17/2024 Engineer: CRL MAIN FRONT LEFT Job: 10080 Vwind: 2400.734 VEo:3239.115 V 2267 Opening 1 Opening 2 L1 4.5 ft hal 1.166667 ft ha2 1.166667 ft L2 4 ft hol 3.5 ft hot 3.5 ft L3 &5 ft hbl 3.083333 ft hb2 3.083333 ft Lol 6 ft Lot 3 ft 10 TD AR: 5.2 : 1 TO AR: 2.6 : 1 hwao 775 ft Trib. Width of Dead Load: 6 ft Wall SW -428 Ibs Lwal 23 ft Length of Adjoining Wall: 0 ft 1. Hold -Down Forces: H=V*hwaii/Lwaii 764 lb 6. Unit Shear Beside Opening: v1=(V/L)(L1+T1)/L1 168 plf 2. Unit Shear Above & Below Openings: v2=(V/L)(T2+L2+T3)/L2 199 pif First Opening: val=vbl=H/(hal+hbl) 180 plf v3=(V/L)(T4+L3+T5)/L3 130 plf Second Opening: va2=vb2=H/(ha2+hb2) 180 plf Checkvl*L1+v2*L2+v3*L3=V? 2267 OK 3. Total Boundary Foce Above & below Openings: 7 Resistance to Corner Forces: First Opening: 01=va1*Lo1 1079 Ibs R1=v1*L1 757 Ibs Second Opening: 02=va2*Lo2 539 Ibs R2=v2*L2 797 Ibs R3=v3*L3 713 Ibs 4. Corner Forces: F1=O1(L1)/(L1+L2) 571 Ibs F2=O1(L2)/(Ll+L2) 508 Ibs F3=O2(L2)/(L2+L3) 227 Ibs F4=O2(L3)/(L2+L3) 312 Ibs 5. Tributary Length of Openings: T1=(L1*Lo1)/(L1+L2) 3.18 ft T2=(L2*Lol)/(L1+L2) 2.82 ft T3=(L2*Lo2)/(L2+L3) 1.26 ft T4=(L3*Lo2)/(L2+L3) 1.74 ft 8. Difference Corner Force + Resistance: R1-F1 R2-F2-F3 R3-F4 186 Ibs 63 Ibs 401 Ibs 9. Unit Shear in Corner Zones: vc1=(R1-F1)/L1 41 PLF vc2=(R2-F2-F3)/L2 16 PLF vc3=(R3-F4)/L3 73 PLF H -78 Holdown Load From Above: Left: IbS Right: lbs F 1 571 2 508 3 227 4 312 V 168 199 130 vc va 41 180 16 180 73 Holdown NO FLOOR ABOVE: f OK FLR-FLR OK Shearwall: 1 Straps: CS20 41 180 16 180 73 168 571 508 199 227 312 130 Cs2o cszo = cszo 571 508 227 312 41 180 16 180 73 OK -77.8 Into Foundation -78 OK OK FLR-to-FLR OK Adj. Factor Method: 1.25-.125h/bs Wall Pier Aspect Ratio Adjustment Factor Pl=ho/L1 0.78 1 P2=ho/L2 0.88 1 P3=ho/L3 0.64 1 FTAO Visual & Size Determination: 1Opening Date: 9/17/2024 Engineer: CRL MAIN REAR Job: 10080 Vwind: 3260 VEo: 5319 V 3723 Opening 1 Ll 24.5 ft ha1 1.166667 ft L2 7 ft hol 3 ft hbl 3.583333 ft Lot 2 ft TD AR: 1.8 : 1 hwar 7.75 ft Trib. Width of Dead Load: Lwaii 33.5 ft Length of Adjoining Wall: 1. Hold -Down Forces: H=V*hwaii/Lwaii 861 lb 2. Unit Shear Above & Below Openings: First Opening: val=vbl=H/(hal+hbl) 181 plf 3. Total Boundary Foce Above & below Openings: First Opening: 01=val*Lol 363 Ibs 4. Corner Forces: F1=O1(Ll)/(L1+L2) 282 Ibs F2=O1(L2)/(Ll+L2) 81 Ibs 5. Tributary Length of Openings: T1=(L1*Lo1)/(L1+L2) 1.56 ft T2=(L2*Lol)/(L1+L2) 0.44 ft 6 ft Wall SW -558 Ibs 0 ft 6. Unit Shear Beside Opening: vl=(V/L)(Ll+T1)/L1 118 plf v2=(V/L)(T2+L2+T3)/L2 118 plf Checkvl*Ll+v2*L2+v3*L3+v4*L4=V? 3723 OK 7. Resistance to Corner Forces: Rl=v1*L1 2896 Ibs R2=v2*L2 827 Ibs 8. Difference Corner Force + Resistance: R1-F1 2614 Ibs R2-F2 747 Ibs 9. Unit Shear in Corner Zones: vc1=(R1-F1)/L1 107 PLF vc2=(R2-F2)/L2 107 PLF Holdown Load From Above: H -300 Left: ib5 Right: Ibs F V Vc Va Holdown NO FLOOR ABOVE: OK 1 282 118 107 181 FLR-FLR OK 2 81 118 107 Shearwall: 1 Straps: CS20 107 181 107 118 282 81 cszo118 r282'81 107 181 107 OK -300 Into Foundation -300 OK OK FLR-to-FLR OK Adj. Factor Method: 1.25-.125h/bs Wall Pier Aspect Ratio Adjustment Factor P1=ho/Ll 0.12 P2=ho/L2 0.43 / l DrNd- Z M 1'4til Z -3•s` rL/e; /2` `6(8 OF Z- 6*t#s 2` (Z) Zx6 fig /1/6• Z o va CZ) 2x g p �a r Z m B41 Ala, Z C2J tr �, /I 9 /3.Zs. ,/mot 50Ft IF aB #I-(o �✓Qll: 4� 000 wow o� a e 0 S-` T --�-T Z /3.2s` Z-Y, lU pf Ivor Z l.✓�//: gip;` V_ �yJ / Ve / �7ZO / /ss �� ��c-�o��c✓ a ✓cOSZ /V(�iN /Car ( �o� l� ✓� i /12- r Max; / �✓��2 (,✓oo�; -73 Dowel Type Fastener Capacity (D>=.25") Date:9/19/2024 Engineer: CRL Job: 10080 EXIST. MUD SILL TO FDN CONNECTION ASD C D: 1.6 C A: 1 C tn: 1 C—M: 0.7 C_eg: 1 C t: 1 C di: 1.1 Fastener Size: 1/2 Type: Hex Bolt Gap: 0 Shear: Single D: 0.5 in Length: 7 in Dr: 0.500 in v Framing: 2x Thickness: 1.5 N Grade: HF 6m: 0 Framing: 12 Thickness: 12 6s: 0 2 Grade: CONC. Fern : 7500 psi K1 4.0736 Fes: 4820 psi K2 1.2673 Lm: 12.000 in Lm=P K3 1.2059 Ls: 1.500 in g 0 Fyb: 45000 psi Rd (Im, Is): 4 Rd (II): 3.6 Rd (Illm,llls, IV): Rt: 8.00 Re: 1.56 z Im 13860 Is 1113 II 5040 IIIm 5339 Ills 734 IV 903 z = 734 Ibs 3.2 Governing Limit State: Ills LIMT=LL es Im Connection yield is goverened by crushing of wood fibers in the main member. Is Connection yield is goverened by crushing of wood fibers in the side member. I I Connection yeild is governed by rigid rotation of the fastener at the shear plane Connection yield is govered by formation of a single plastic Illm hinge in the fastener at the shear plane, combined with wood crushing in the main member. Connection yield is governed by formation of a single plastic Ills hinge in the fastener at the shear plane, combined with wood crushing in the side member. IV Connection yield is governed by the formation of two plastic hinges in the fastener at each shear plane. Anchor Designer TIVI for Concrete Software Version 3.3.2404.1 1,13roject Information Project description: EXIST. 1/2" ANCHOR BOLT CAPACITY Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: F1554 Grade 36 Diameter (inch): 0.500 Effective Embedment depth, her (inch): 5.000 Anchor category: - Anchor ductility: Yes hmm (Inch): 6.25 Cmin (Inch): 0.75 Smin (inch): 2.00 Recommended Anchor Anchor Name: J- or L-Bolt -1/2"0 J- or L-Bolt, F1554 Gr. 36 Company: Date 4/19/2024 Engineer: Chris Lalonde Page: 1/4 Project: Shearwall Derivation Address: Phone E-mail: Comment: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f. (psi): 2500 We,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Yes 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 Strang -Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925 560 9000 Fax: 925.847.3871 www strongtie com Anchor Designer TM for Concrete Software Version 3.3.2404.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: not satisfied Ductility section for shear: not satisfied Do factor: not set Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Wax [lb]: 0 Vuay [lb]: 1772 <Figure 1> X Company: I Date. 4/19/2024 Engineer: Chris Lalonde I Page: 2/4 Project: Shearwall Derivation Address: Phone: E-mail: Z 0lb Pi Y 1772 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strang -Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com zo3 0 <Figure 2> Anchor DesignerT"^ for Concrete Software Version 3.3.2404.1 i Company: I Date: 4/19/2024 Engineer: Chris Lalonde I Page: 3/4 Project: Shearwall Derivation Address: Phone: E-mail: Pet 4m25 00 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (lb) Vnax (Ib) V ay (lb) J(Vuax)2+(V av)z (lb) 1 0.0 0.0 1772.0 1772.0 Sum 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 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 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 1772.0 1772.0 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 2a E-�I►��l�.z•�►■ Anchor DesignerT11 for to , Concrete Software Version 3.3.2,104.1 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb) 09mul 0 OgmutoVsa (lb) 4940 1.0 0.65 3211 Company: Date: 4/19/2024 Engineer: Chris Lalonde Page: 4/4 Project: Shearwall Derivation Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.21 Shear parallel to edge in x-direction: Vny = min17(/e/da)024d-1a4f.cal' S; Vallfcca7' S1 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) Ic (in) da (in) A. fc (psi) ca, (in) Vey (Ib) 4.00 0.500 1.00 2500 2.25 1266 OVicex=0(2)(Avc/Avg )P.d,vY vAh,vVey(Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1a) Avc (in2) Avc (in') Wf d,v W.,V WYh,v Vny (lb) 0 OVicex (lb) 22.78 22.78 1.000 1.000 1.000 1266 0.70 1772 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.31 OVcp = OkcpNce = Okcp(ANc/ANcc)Wd,NVYc,NPcp,NNe (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANc (In2) ANco (In2) WWd,N WV,N Wp,N Ne (lb) 0 OVcp (lb) 2.0 51.00 72.25 0.859 1.000 1.000 5723 0.70 4857 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Shear Factored Load, Via (lb) Design Strength, 0Va (lb) Ratio Status Steel 1772 3211 0.55 Pass II Concrete breakout x+ 1772 Pryout 1772 1772 1.00 Pass (Governs) 4857 0.36 Pass 1/2"0 J- or L-Bolt, F1554 Gr. 36 with hef = 5.000 inch meets the selected design criteria. 12, Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Table 17.9.2(a) for torqued cast -in -place anchor is waived per designer option.\n - Brittle failure governs for shear. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-19 Section 17.10.6.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-19 Sections 17.10.6.3(a), (b) or (c) is satisfied for shear loading, select appropriate checkbox from Inputs tab to disable this message Alternatively, 00 factor can be entered to satisfy ACI 318-19 Section 17.10.6.3(c) to increase the earthquake portion of the loads as required. - Designer must exercise own judgement to determine if this design is suitable. 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 Date: 9/18/2024 Deflection Limit (Ux) Load Duration: Rafter Size: Collar -Tie Size: Nail Size: DL Lr S Dist-L Spacing Depth Roof Slope Roof Angle 1.15 2x6 10d Common 7 20 25 13.5 24 27 4 18.43 Collar -Tied Rafter Calculator Engineer CRL V1.0 Job: 10080 Rafter: DF No.2 (2x&4x) Mtie (3.9-3) (3 9-4) Bend: Comp: D/C: U DF No.2 (2x&4x) Checks 44% 4% 40% 7% 44% 792 Checks psf psf psf ft in o.c. in :12 Degrees VERTICAL DL 14.76 plf Lr 37.95 plf S 47.43 plf W=DL+LL 62.19 plf Mbend 393.56 in"ft Rxn. 420 Ibs T 630 Iba Mtie 0 Ib"ft 0 Win HORIZONTAL DL+LL DL 4.43 Lr 12.65 S 15.81 W=DL+LL 20.24 Rafter: Length: 712 Member: 2x6 Depth: 5.50 Area: 8.250 %03): 7.563 1: 1 20.8 R B 14.447 fc 144 fb1 624 F'bl 1547 F'c 1964 F'b2 0 E'min 5.80E+05 FcE1 1.98E+03 FbE 3335 Checks: (3.9-3) 44% (3.9-4) 4% Bending: 40% Compression: 7% Collar -Tie: DL 8 psf Bend: Shear: D/C: L/ Lr 10 psf 84% 21 % 84% 200 Checks Dmax 27 in H1 2.25 ft H2 0 ft H3 0 ft 10d Common Nails Required Collar -Tie: W 36 plf M 82013 Ib'ft V 243 Ibs fb: 13014 psi fv: 44.182 psi S 7 5625 inA3 A 8 25 inA2 F'b: 1547 si F'v: 207 psi T i :i I: H3 = M M T T z fR R f V T—(RXD —(W X2X 4) (H1 — H2) M=(RXH3)—(WXH3x :;) ,.OdI FORTEWEB MEMBER REPORT ALL LEVELS, UB#1 2 piece(s) 2 x 10 HF No.2 Overall Length- 6' 3" 0 0 6' 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 0 Location ANowed ResuR LDF Load: combination (Pattern) Member Reaction (Ibs) 1817 @ 0 1823 (1.50") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear(Ibs) 1296 @ 10 3/4" 3191 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2839 @ 3' 1 1/2" 3477 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load DeFl. (in) 0.046 @ 3' 1 1/2" 0.208 Passed (L/999+) — 1.0 D + 1.0 S (All Spans) Total Load DeFl. (in) 0.078 @ 3' 1 1/2" 0.313 Passed (U967) — 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 9.3 % 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) Accessork. Total Available Required Dead Roof Live I Snow I Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 743 859 1074 1817 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 743 859 1074 1817 1 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points l Dead Roof Live Snow Vertical Loads Location T ibuta(0.90) (1.25) (1.15) Comments wry 0 - Self Weight (PLF) 0 to 6' 3" N/A 7.0 -- •• 1 - Uniform (PSF) 0 to 6' 3" 13' 9" 16.8 20.0 25.0 Roof Member Length : 6' 3" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD _Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodprodLicts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Chris Lalonde Structural Design Associates (425) 339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: VS.1.6.3 Weyerhaeuser File Name: 10080 Page 2 / 27 IFORTEWEB + 0 n MEMBER REPORT ALL LEVELS, UB#2 2 piece(s) 2 x 8 HF No.2 Overall Length 5' 3" I I 5' 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 0 Location Allowed Resu@ LDF Load. Combination (Patten) Member Reaction (Ibs) 1522 @ 0 1823 (1.50") Passed (84%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1099 @ 8 3/4" 2501 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1998 @ 2' 7 112" 2447 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans Live Load Defl.(in) 0.047 @ 2' 7 112" 0.175 Passed (L/999+) — 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.080 @ 2' 7 1/2" 0.262 Passed (L/787) — 1.0 D + 1.0 S(All Spans) • Deflection criteria: LL (L/360) and TL (1-/240). • A 4.8 % 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 abs) Accessories Total Available Required Dead Roof Live Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 620 722 902 1522 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 620 722 902 1522 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Roof Live Snow Vertical Loads Location Tributary (0.90) (1.25) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 5' 3" N/A 5.5 •- -- 1 - Uniform (PSF) 0 to 5' 3" 13' 9" 16.8 20.0 25.0 Roof PASSED G J 0 Member Length : 5' 3" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software Operator Job Notes Chris Lalonde Structural Design Associates (425)339-0293 clalonde@sdaeverett.com Weyerhaeuser 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 10080 Page 3/27 it FORTEWEB MEMBER REPORT ALL LEVELS, 1ST#1 1 piece(s) 2 x 10 DF No.2 @ 24" OC Overall Length: 12' 7" 0 12' Fill 2Q 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 0 Location ABowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 639 @ 2 1/2" 1367 (2.25") Passed (47%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 548 @ 11' 6 1/4" 1665 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1898 @ 6' 3" 2029 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.242 @ 6' 3" 0.302 Passed (L/598) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.31S @ 6' 3" 0.604 Passed (L/460) — 1.0 D + 1.0 L (All Spans) MT- Rating N/A N/A N/A — N/A • Deflection criteria: LL (L/480) 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 Supper (lbs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 3.50" 2.25" 1.50" 150 500 650 1 1/4" Rim Board 2 - Hanger on 9 1/4" HF beam 3.50" Hanger' 1 1.50" 152 507 659 See note ' • mm Doom is assumes [o carry au ioaos appiteo uirmry Won rc, uWassmg me member oei g oesgneu. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points PASSED /f ii'/' 0 Member Length : 12' 2 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 • Reter to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (side) spacing Dead (0.90) Floor Live (1.00) comments 1 - Uniform (PSF) 0 to 12' 7" 24" 12.0 40.0 FLR 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 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 Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeusercom/woodproducts/ iocument-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software Operator Job Notes Chris Lalonde Structural Design Associates (425) 339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 4 / 27 it FORTE VV EB MEMBER REPORT PASSED ALL LEVELS, JST#2 1 piece(s) 2 x 10 DF No.2 @ 16" OC Overall Length_ 13' 8" 0 0 13' 3" 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) 469 @ 13' 5 1/2" 1367 (2.25") Passed (34%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 409 @ 10 3/4" 1665 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1541 @ 6' 9 112" 2029 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.240 @ 6' 9 112" 0.333 Passed (L/668) — 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.311 @ 6' 9 1/2" 0.667 1 Passed (L,/514) — 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A I N/A — N/A • Deflection criteria: LL (L/480) 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 Nos. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total AvaBable Required Dead Floor Live Factored 1 - Hanger on 9 1/4" HF Ledger 1.50" Hanger' 1.50" 109 362 471 See note' 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 110 367 477 1 1/4" Rim Board nuu oudru a cssun ieu w Ldrry au iudm dppueu urreury duuve It, oypd55"ry me inenicer oemy oesrgnea. • 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) Continuous Bottom Edge (Lu) End Bearing Points Connector: Simpson Strong -Tie Member Length : 13' 5 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Support Model Seat Length Top Fastener Face Fasteners Member Fasteners Accenodes 1- Face Mount Hanger I LU28 1.50" N/A 8-10dxl.5 6-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) 11 Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 13' 8" 16" 12.0 40.0 FLR 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 Chris Lalonde Structural Design Associates (425) 339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: VS.1.6.3 Weyerhaeuser File Name: 10080 Page 5 / 27 it FORTE WEB MEMBER REPORT PASSED ALL LEVELS, MB#1 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL — + 0 Overall Length: 13' 6" r t 1T 2 1i2" F ❑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 0 Location Arlowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4344 @ 1/4" 5742 (1.75") Passed (76%) •. 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3613 @ 1' 1 5/8" 12053 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 14569 @ 6' 9" 29854 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.238 @ 6' 9" 0.449 Passed (U678) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.319 @ 69" 0.673 Passed (L/506) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/36U) and FL (L/240). Supports Bearing Length Loads to Supports (lbs) Aceesaories Total AvaOable Required Dead Floor Live Factored F1 - Stud wall - DF 1.75" 1.75" 1.50" 1104 3240 4344 Blocking 2 - Stud wall - DF 1.75" 1.75" 1.50" 1104 3240 4344 Blocking • niocKmg var.eis are assumed to carry no ioacis applied directly aoove tnem and the run load is applied to the member being designed. Lateral Bracing Bracing Intervals comments Top Edge(Lu) Continuous 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 13' 6" N/A 19.5 •- 1 - Uniform (PSF) 0 to 13' 6" (Front) 12' 12.0 40.0 Floor • roe roads are assumed to not induce cross -gram tension. 0 Member Length : 13' 6" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Neyerhaeuser Notes feyerhaeuser 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 dated 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 :sponsible 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 feyerhaeuser 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 id/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/ acument-library. he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Chris Lalonde Structural Design Associates (425)339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: VS.1.6.3 Weyerhaeuser File Name: 10080 Page 6 / 27 iFORTEVVEB MEMBER REPORT PASSED ALL LEVELS, MB#2 1 piece(s) 4 x 8 DF No.2 Overall Length: 3' 9 1/2" 3' 6" 1 1❑ ❑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 0 Location ANowed Result: LDF Load: Combination (Pattern) Member Reaction (Ibs) 1195 @ 1/4" 2481 (1.75") Passed (48%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 722 @ 9" 3045 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1108 @ 1' 10 3/4" 2989 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.012 @ 1' 10 3/4" 0.125 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.016 @ 1' 10 3/4" 0.188 Passed (L/999+) — 1.0 D + 1.0 L (All Spans) Deflection criteria: ILL (L/360) and TL (L/240). Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead floor Live Factored 1 - Stud wall - HF 1.75" 1.75" 1.50" 285 910 1195 Blocking 2 - Stud wall - HF 1.75" 1.75" 1.50" 285 910 1195 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the hill load is applied to the member being designed. Lateral Bracing Bracing Intervals Commmrts Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points Vertical Loads Location (Side) Trib tary th Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 9 1/2" N/A 6.4 — 1 - Uniform (PSF) 0 to T 9 1/2" (Front) 12' 12.0 40.0 Floor • Sloe loads are assumed to not Mrduca cross -grain tension. Member Length : 3' 9 1/2" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -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 Chris Lalonde Structural Design Associates (425) 339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: VS.1.6.3 Weyerhaeuser File Name: 10080 Page 7 / 27 �9IFORTEWEB MEMBER REPORT ALL LEVELS, MB#3 1 piece(s) 4 x 10 DF No.1 Overall Length: 1 V S" 0 0 r r 11' 1 V2" 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) 1485 @ 1/4" 2481 (1.75") Passed (60%) — 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1247 @ 11" 3885 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4208 @ 5' 8 1/2" 4991 Passed 84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.173 @ 5' 8 1/2" 0.379 Passed (t/790) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.250 @ 58 1/2" 0.569 Passed (L/547) — 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Avaibble Required Dead Floor Live Factored 1 - Stud wall - HF 1.75" 1.75" 1 1.50" 458 1028 1485 Blocking 2 - Stud wall - HF 1.75" 1.75" 1 1.50" 458 1028 1485 Blocking • wocRing rands are assumed w carry no wags appried aueary atwve tnem ano the run ioao is appaed io the memcer oerng oestgneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Commants 0 - Self Weight (PLF) 0 to 11' 5" N/A 8.2 -- 1 - Uniform (PSF) 0 to 11' 5" (Front) 6' 12.0 30.0 Floor • bide loads are assumed to not induce cross -grain tension. PASSED Member Length : 11' S" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Veyerhaeuser 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 Blacks) are not designed by this software. Products manufactured at Veyerhaeuser 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 ind/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/ locument-library, he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Chris Lalonde Structural Design Associates (425)339-0293 clalonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: VS.1.6.3 Weyerhaeuser File Name: 10080 Page 8 / 27 IFORTEWEB 0 MEMBER REPORT ALL LEVELS, MB#4 1 piece(s) 5 1/4" x it 7/8" 2.2E Parallam0 PSL Overall Length: 14' 1/2" 13' 9" 11 Q2 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 ANowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4518 @ 1/4" 5742 (1.75") Passed (79%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3787 @ 1' 1 5/8" 12053 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 15765 @ 7' 1/4" 29854 Passed 53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.277 @ 7' 1/4" 0.467 Passed (L/606) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.372 @ 7' 1/4" 0.700 1 Passed (L/452) - 1.0 D + 1.0 L (All Spans) • Deflection criteria: ILL (L/360) and TL (L/240). Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - DF 1.75" 1.75" 1.50" 1148 3370 4518 Blocking 2 - Stud wall - DF 1.75" 1.75" 1 1.50" 1148 3370 4518 Blocking DiocRmg vdneis are assumed to carry no roaas app"eo aneary aoove mem ann the can raao is appam to uie meni oemg oesignea. Lateral Bracing Bracing Ines comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points Dead Floor Live Vertical Loads Location (Side) T1riiba bu ry dth (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 14' 1/2" N/A 19.5 — 1 - Uniform (PSF) 0 to 14' 1/2" (Front) 12' 12.0 40.0 Floor JWe rdddb are d-111— Ld IIUL IIIU"Le UKM6 IJrdln EC Skin. PASSED G I 0 Member Length : 14' 1/2" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) 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 ESIR-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/ locument-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Chris Lalonde Structural Design Associates (425) 339-0293 clatonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 9 / 27 it FORTE W E B MEMBER REPORT PASSED ALL LEVELS, MB#5 2 piece(s) 2 x 6 HF No.2 0 u Overall Length: 2' 3" 2' a 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 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 985 @ 0 1823 (1.50") Passed (54%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 474 @ 7" 1898 Passed (2S%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 554 @ 1' 1 1/2" 1583 Passed (35%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Den. (in) 0.005 @ 1' 1 1/2" 0.075 Passed L/999+) - 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.009 @ 1' 1 1/2" 0.112 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • ueriection criteria: LL [Lobu) ano i L (L/t4u). • A 1.2 % decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. 0 Member Length : 2' 3" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 476 293 309 387 985 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 476 293 309 1 387 985 None Lateral Bracing Bracing Intervals Comma is Top Edge (Lu) End Bearing Pointr Bottom Edge (Lu) End Bearing Points Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 2' 3" N/A 4.2 -- 1 - Uniform (PSF) 0 to 2' 3" 6' 6• 12.0 40.0 - - Floor 2 - Uniform (PSF) 0 to 2' 3" 13' 9" 16.8 - 20.0 25.0 Roof 3 - Uniform (PSF) 0 to T 3" 111' 10.0 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 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 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 ind/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeusercom/woodproducts/ iocument-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Chris Lalonde Structural Design Associates (425) 339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 10 / 27 l FORTE W EB MEMBER REPORT ALL LEVELS, MB#6 2 piece(s) 2 x 8 DF No.2 Overall Length- 6' 6" 1 1 0 0 6' 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 (Pattem) Member Reaction (Ibs) 2811 @ 1 1/2" 5625 (3.00") Passed (50%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1087 @ 10 1/4" 2610 Passed 42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2214 @ 3' 3" 2277 Passed (97%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.059 @ 3' 3" 0.208 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.102 @ 3' 3" 0.313 Passed (L/734) — 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 3.7 % decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. PASSED Member Length : 6' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.5o" 1372 845 859 1074 2811 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 1372 845 859 1074 2811 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points 1 Bottom Edge (Lu) End Bearing Points Dead Floor Live Roof Live Snow Vertical Loads Lotatkm Tributary (0.90) (1.00) (1.25) Com.ta dth 0 - Self Weight (PLF) 0 to 6' 6" N/A 5.5 -- — -- 1 - Point (Ib) 0 N/A 743 859 1074 Linked from: UB#1, Support 1 2 - Point (Ib) 6-6- N/A 743 859 1074 Linked from: UB#1, Support 2 3 - Uniform (PSF) 0 to 6' 6" 6-6- 12.0 40.0 Floor 4 - Uniform (PSF) 0 to 6' 6" 11' 10.0 - - - Wall 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.weyerhaeusercom/woodprGducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Chris Lalonde Structural Design Associates (425) 339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 11 / 27 I FORTEWEB MEMBER REPORT PASSED ALL LEVELS, M6#7 2 piece(s) 2 x 6 HF No.2 Overall Length_ 4' 4 1/2" J ❑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) 2420 @ 4' 3" 3645 (3.00") Passed (66%) — 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 697 @ 7" 1650 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1021 @ 2' 1 1/2" 1364 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.035 @ 2' 1 1/2" 0.142 Passed (L/999+) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.061 @ 2' 1 1/2" 0.213 Passed (L/831) — 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 211 darrPase in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Member Length : 4' 4 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Root Live Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 408 553 - 961 None 2 - Trimmer - HF 3.00" 3.00" 1.99" 1175 585 859d 1074 2420 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live Roof Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.25) (1.15) Commenb Width 0 - Self Weight (PLF) 0 to 4' 4 1/2" N/A 4.2 -- -- - 1 - Point (lb) 4' 4 1/2" N/A 743 - 859 1074 Linked from: UB#1, Support 1 2 - Uniform (PSF) 0 to 4' 4 1/2" 6' 6• 12.0 40.0 - - Floor 3 - Uniform (PSF) 0 to 4' 4 1/2" 11' 10.0 - - Wall 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 Chris Lalonde Structural Design Associates (425) 339-0293 clalonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 12 / 27 :I FORTE W EB MEMBER REPORT PASSED ALL LEVELS, MB#8 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length_ 13' 10" 0 1 1 0 , 13' a' 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 0 Location ABowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5938 @ 13' 8" 7796 (3.50") Passed (76%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4938 @ 12' 8" 11733 Passed (42%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pas Moment (Ft-Ibs) 17818 @ 8' 9" 23244 Passed (77%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.342 @ 7' 1/8" 0.450 Passed (L/474) - 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.613 @ 7' 3/8" 1 0.675 1 Passed (L/264) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 6". • 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. Member Length : 13' 10" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Factored 1 - Stud wall - HF 3.50" 3.50" 2.64" 2654 1798 2010 2513 5888 Blocking 2-Stud wall- HF 3.50" 3.50" 1 2.67" 2719 1798 1994 2493 5938 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) Continuous Bottom Edge (Lu) End Bearing Points FDead Floor Live Roof Live Snow Vertical Loads Location (Side) Tributary (0.90) (1.00) (1.25) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 13' 10" N/A 14.0 •• •- -• 1 - Uniform (PSF) 0 to 2' 9" (Front) 14' 9" 16.8 20.0 25.0 Roof 2 - Uniform (PSF) 0 to 2' 9" (Front) 9. 10.0 - - - Wall 3 - Point (lb) 2' 9" (Front) N/A 743 - 859 1074 Linked from: UB#1, Support 1 4 - Point (lb) 8' 9" (Front) N/A 743 - 859 1074 Linked from: UB#1, Support 2 5 - Uniform (PSF) 8' 9" to 13' 9" (Front) 14' 9" 16.8 - 20.0 25.0 Roof 6 - Uniform (PSF) 8' 9" to 13' 9" (Front) 9' 10.0 - - Wall 7 - Uniform (PSF) 0 to 13' 10" (Front) 6' 6• 12.0 40.0 - - Floor • Side loads are assumed to not Mduce cross -grain tension. 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 Chris Lalonde Structural Design Associates (425) 339-0293 cialonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 13 / 27 it FORTE W E B MEMBER REPORT PASSED ALL LEVELS, M6#9 1 piece(s) 4 x 8 DF No.2 Overall Length- 9' 3" 0 0 b 9' 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) 706 @ 0 3281 (1.50") Passed (22%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 595 @ 8 3/4" 3502 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1632 @ 4' 7 1/2" 3387 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Del]. (in) 0.081 @ 4' 7 1/2" 0.308 Passed (L/999+) — 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.141 @ 4' 7 1/2" 0.313 1 Passed (L/785) - 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • A 1.5 % 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) Accesses Total Available Required Dead Roof Live Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 301 324 405 706 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 301 324 405 706 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Roof Live Snow Vertical Loads Location Tributary (0.90) (1.25) (1.15) comments Width 0 - Self Weight (PLF) 0 to 9' 3" N/A 6.4 -- •• 1 - Uniform (PSF) 0 to 9' 3" 3' 6" 16.8 20.0 25.0 Roof Member Length : 9'' 3" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/18/2024 11:19:51 PM UTC Chris Lalonde Structural Design Associates ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 (425) 339-0293 dalonde@sdaeverett.com Weyerhaeuser File Name: 10080 Page 14 / 27 i2 FO RTE W E B MEMBER REPORT PASSED ALL LEVELS, MB#10 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Overall Length 8' 6" a 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 Resutt LDF Load: Combination (Pattern) Member Reaction (Ibs) 3870 @ 1 1/2" 6825 (3.00") Passed (S7%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2991 @ 1' 6400 Passed (47%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 8042 @ 4' 4 13/16- 10565 Passed (76%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.129 @ 4' 2 5/16" 0.275 Passed (L/767) — 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.245 @ 4' 2 3/16" 0.412 Passed (L/403) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 2.8% derrease in the moment rapacity 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. Member Length : 8' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.70" 1856 1105 1264 1580 3870 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1311 1105 741 1 926 2835 None Lateral Bracing Bracing Intervals Ce,mne,ts Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live Roof Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.25) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 8' 6" N/A 7.7 -- •- - 1 - Uniform (PSF) 0 to 4' B" 13' 9" 16.8 - 20.0 25.0 Roof 2 - Uniform (PSF) 0 to 4' 8" 11' 10.0 - - - Wall 3 - Uniform (PSF) 0 to 8' 6" 6' 6" 1 12.0 1 40.0 1 - - Floor 4 - Point (lb) 4' 8" N/A 620 - 722 902 Linked from: UB#2, Support 1 5 - Uniform (PSF) 4' 8" to 8' 6" 6 10.0 - - - Wall 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 Chris Lalonde Structural Design Associates (425) 339-0293 clalonde@sdaeverett.com Weyerhaeuser 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: VS.1.6.3 File Name: 10080 Page 15 / 27 .I FORTEWEB MEMBER REPORT PASSED ALL LEVELS, MB#I1 2 piece(s) 2 x 6 HF No.2 Overall Length 3' 3" 0 0 3' 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 0 Location Allowed Result LDF Load: combination (Pattern) Member Reaction (Ibs) 1423 @ 0 1823 (1.50") Passed (78%) .- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 912 @ 7" 1898 Passed (48%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 1156 @ 1' 7 1/2" 1572 Passed (74%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.021 @ 1' 7 1/2" 0.108 Passed (L/999+) — 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.041 @ 1' 7 1/2" 0.162 Passed (L/959) 1.0 D + 0.75 L + 0.75 S (All Spans) • Defection criteria: LL (L/360) and TL (L/240). • A 1.8 % decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Member Length : 3' 3" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live J Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 687 423 447 559 1423 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 687 423 447 559 1423 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points I Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (1.25) Snow (1.15) comments 0 - Self Weight (PLF) 0 to 3' 3" N/A 4.2 -• •- -- 1 - Uniform (PSF) 0 to 3' 3" 13' 9" 16.8 - 20.0 25.0 Roof 2 - Uniform (PSF) 0 to 3' 3" 11' 10.0 - - - Wall 3 - Uniform (PSF) 0 to 3' 3" 6' 6" 12.0 40.0 - - Floor 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 Blacks) 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 Chris Lalonde Structural Design Associates (425) 339-0293 clalonde@sdaeverett.com Weyerhaeuser 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 10080 Page 16 / 27 it FORTE W E B MEMBER REPORT ALL LEVELS, MB#12 2 piece(s) 2 x 8 HF No.2 Overall Length. 6' 6" 0 1 1 0 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 0 Location Allowed Rew@ LDF Load: Combination (Pattern) Member Reaction (Ibs) 2649 @ 1 1/2" 3645 (3.00") Passed (73%) .- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 967 @ 10 1/4" 2175 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1970 @ 3' 3" 2126 Passed (93%) 1.00 1.0 D + 1.0 L (Ali Spans) Live Load Defl. (in) 0.072 @ 3' 3" 0.208 Passed (L/999+) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.112 @ 3' 3" 0.313 Passed (L/671) — 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 4.8 % decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based an NDS. PASSED Member Length : 6' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Factored 1 - Trimmer - HF 3.00" 3.00" 2.18" 1209 1209 845 859 1074 2649 None 2 - Trimmer - HF 3.00" 3.00" 2.18" 845 859 1074 2649 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) End Bearing Paints Bottom Edge (Lu) End Bearing Points Dead Floor Live Roof Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.25) (l.ls) Comments Width 0 - Self Weight (PLF) 0 to 6' 6" N/A 5.5 -- — -- 1 - Point (lb) 0 N/A 743 - 859 1074 Linked from: UB#1, Support 1 2 - Point (lb) 6' 6" N/A 743 - 859 1074 Linked from: UB#1, Support 2 3 - Uniform (PSF) 0 to 6' 6" 6' i 10.0 1 - - - Wall 4 - Uniform (PSF) 0 to 6' 6" 6' 6" 112.0 1 40.0 1 Floor 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 Chris Lalonde Structural Design Associates (425) 339-0293 dalonde@sdaeverett.mm 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 17 / 27 %2FORTEVIEB 0 6' 4 314" MEMBER REPORT ALL LEVELS, M6#13 1 piece(s) 4 x 12 DF No.1 Overall Length- 13' 8 1/4" 6' 4 3/4" 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 AOowed Reaurt LDF Load., Combination (Pattern) Member Reaction (Ibs) 1820 @ 1/4" 2481 (1.75") Passed (73%) -- 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 1935 @ 7' 11 1/4" 4725 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -3611 @ 6' 9 1/4" 6556 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.022 @ 10' 4 V16" 0.225 Passed (L/999+) — 1.0 D + 1.0 L (Alt Spans Total Load Defl. (in) 0.026 @ 10' 4 13/16" 0.338 Passed (L/999+) — 1 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 3.1 % 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 (lbs) Accessories Total Available Required Dead Floor Live Factored 1 - Ledger - HF 1.75" 1.75" 1.50" 393 1428/-203 1820 None 2 - Stud wall - SPF 5.50" 5.50" 3.60" 1299 1050 5349 Blacking 3 - Stud wall - HF 3.50" 3.50" 1.50" 415 1498/-203 1913 Blocking awawy rm�m me aawmw w i.any nu Guam eppn u uutuiy auuvt ureni anu Lilt imi luau a apputLi w Lilt nicmutr Liemy uesiyneu. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points Dead Fbor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 13' 8 1/4" N/A 10.0 -- 1 - Uniform (PSF) 0 to 13' 8 1/4" (Front) 12' 12.D 40.0 Floor • roe iwas are assumes to not mouce cross -gram tension. PASSED 0 Member Length : 13' 8 1/4" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Chris Lalonde Structural Design Associates (425)339-0293 clalonde@sdaeverett.com Weyerhaeuser 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: VS.1.6.3 File Name: 10080 Page 18 / 27 S FORTE O' E B MEMBER REPORT PASSED ALL LEVELS, CB#1 3 piece(s) 2 x 10 DF No.2 Overall Length- 13' 4 114" 0 1 0 6' 5 3/4" 6' F 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) 6655 @ 6' 10" 10519 (5.50") Passed (63%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 504 @ 5' 10" 4995 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -854 @ 6' 10" 4694 Passed 18%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.004 @ 3' 3 3/8" 0.224 Passed L/999+) — 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.008 @ 3' 1 3/8" 1 0.335 Passed (L/999+) — 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 11.3 % 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 noon Live Factored 1 - Hanger on 9 1/4" HF Ledger 1.50" Hanger' 1.50" 284 163/-13 447 See note ' 2 - Stud wall - SPF 5.50" 5,50" 3.48" 2169 4486 6655 Blocking 3 - Stud wall - HF 3.50" 3.50" 1.50" 267 158/-24 424 Blocking • oiutrcmg Fangs are assumed to carry no wags appneo mfecuy aaove tnem dno uIe IUD roan is appned to uie memoer oerng oesgnau. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points Member Length : 13' 2 3/4" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat length Top Fasteners Face Fasteners Member Fast rears I Accessories 1 - Face Mount Hanger LUS28-3 2.00" N/A 6-10dx1.5 4-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 1 1/2" to 13' 4 1/4" N/A 10.6 -- 1 - Uniform (PSF) 0 to 13' 4 1/4" (Front) 1-4- 12.0 40.0 Floor 2 - Uniform (PSF) 0 to 13' 4 1/4" (Front) 8' 10.0 Wall 3 - Point (Ib) 6' 10" (Front) N/A 1299 405o Linked from: MB#13, Support 2 true ragas are assumed to not inauce cross -gram tension. ForteWEB Software Operator Job Notes Chris Lalonde Structural Design Associates (425)339-0293 clalonde@sdaeverett.com 9/18/2024 11:19:51 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 19 / 27 it FORTE W E B MEMBER REPORT PASSED Drawing is Conceptual ALL LEVELS, MB#1 POST 1 piece(s) 4 x 6 DF No.2 Wall Height: 8' Member Height: T 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 17 50 Passed (33%) - Compression (Ibs) 4344 21144 Passed (21%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 4344 7796 Passed (56%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 — 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 3696 Passed (1%) 1.60 1 1.0 D + 0.6 W Lateral Moment (R-Ibs) Ill @ mid -span 2749 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.02 @ mid -span 1 0.76 JPassed (L/4295) — 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.18 1 Passed (18% 1.00 1.0 D + 1.0 L • Laterai aenecbon criteria: wina (L/1zu) • Input axial load eccentricity for this design is 10 % of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 1' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD • nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top late assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (LOO) Comments 1 - Point (lb) N/A - - 2 - Point (lb) N/A 1104 3240 Linked from: MB#1, Support 1 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.5 - Rl1.y.7Ga JC LnPUnUre L LCyUry kD), I9edlI KUUI nelyl I i,� ), IUpUyrd PI I IL rdtlnr t 1.Uj, Winn UlreClKK dllty rdL[or tll.D]), odSK: wino bP= (10). TUSK LategWyt ll), wind Gone t9), VLpI (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. 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.weyerhaeusercom/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 9/18/2024 11:19:51 PM UTC Chris Lalonde Structural Design Associates ForteWEB 0.8, Engine: V8.4.1.24, Data: VS.1.6.3 (425) 339-0293 clalonde@sdaeverett.com Weyerhaeuser File Name: 10080 Page 21 / 27 I FORTEWEB MEMBER REPORT PASSED 1 Drawing is Conceptual ALL LEVELS, MB#1 & M6#2 POST 1 piece(s) 4 x 6 DF No.2 Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 17 50 Passed (33%) — -- Compression (Ibs) 5539 21144 Passed (26%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 5539 7796 Passed (71%) — 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 — 1.60 1.0 D + 0.6 W Lateral Shear(lbs) 1 51 3696 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 2749 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.02 @ mid -span 0.76 Passed (L/3662) — 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.25 1 Passed (25%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 10% of applicable member side dimension. • Applicable calculations are based on NDS. Orts Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 1' Lateral Connections Supports Connector Type/Modd Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails Bd (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Commits 1 - Point (lb) N/A - - 2 - Point (Ib) N/A 1104 3240 Linked from: MB#1, Support 2 3 - Point (Ib) N/A 285 910 Linked from: MB#2, Support 1 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.5 �y�r=i 1 —1. —.Y: r=xpusurc 1areyury to), r•iedn reuui neiym t ), wpuyrdpnic rduor tr.U), wnw rnrecuonaury raced tv.n�), oasic vvmo 11peea LL"), nisK lategorytu J, mno tone l9), VL.pr 0.18), Effective Wind Area determined using full member span and Crib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. 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 9/18/2024 11:19:51 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: VS.1.6.3 Weyerhaeuser File Name: 10080 Page 22 / 27 Job Notes Chris Lalonde Structural Design Associates (42S) 339-0293 dalonde@sdaeverett.mm 4 FORTE W E B MEMBER REPORT PASSED Drawing is Conceptual ALL LEVELS, MB#2 & MB#3 POST 1 piece(s) 4 x 4 DF No.2 Wall Height: 8' Member Height: 77 1/2" Tributary Width: 1' Design Results Actual Allowed RMUR LDF Load: Combination Slenderness 26 50 Passed (52%) — Compression (Ibs) 2681 7551 Passed (36%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 2681 4961 Passed (54%) — 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 -- 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 54 2352 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 111 @ mid -span 1286 Passed (9%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.76 Passed (L/1790) — 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.28 1 Passed (28%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 10 % of applicable member side dimension. • Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comm.nts 1' Lateral Connections supports Connector Type/Modal Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 4 Bd (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2018 Design Methodology : ASD • Nalled connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A - 2 - Point (lb) N/A 285 910 Linked from: MB#2, Support 2 3 - Point (lb) N/A 458 1028 Linked from: MB#3, Support 1 Lateral Load Location Tributary Width Wind (1.60) Cmnmenta 1 - Uniform (PSF) Full Length 1' 25.5 • ASCE/SEI 7 Sec. 30.4: Exposure Category (0), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. 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 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 23 / 27 lob Notes Chris Lalonde Structural Design Associates 339-0293 clato dalonde@sdaeverett.com I FO RTE W E B MEMBER REPORT PASSED ALL LEVELS, MB#3 & MB#4 POST 1 piece(s) 4 x 6 DF No.2 Wall Height: 8' Member Height: 7' 7 1/2" �j l� Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 17 50 Passed (33%) — Compression (Ibs) 6004 21144 Passed (28%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 6004 7796 Passed (77%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 — 1.60 1.0 D + 0.6 W Lateral Shear(lbs) 51 3696 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 111 @ mid -span 2749 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.76 Passed (L/3450) — 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.28 1 Passed (28%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 10% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Drawing is Conceptual Max Unbraeed Length Comments 1' Lateral Connections supports Connector Type/Model Quantity Connector Nosing Top Nails 8d (0.113" x 2 1/21 (Toe) 2 N/A Base Nails 8d (0.113" x 2 112") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nalled through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary width Dead (ago) Floor Live (1.00) Comments 1 - Point (lb) N/A - - 2 - Point (lb) N/A 458 1028 Linked from: MB#3, Support 2 3 - Point (lb) N/A 1148 3370 Linked from: MB#4, Support 1 Lateral Load Location Tributary Width Wind (L60) Comments 1 - Uniform (PSF) Full Length 1' 25.5 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(lt), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. 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/woodprodticts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software Operator 9/18/2024 11:19:51 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 24 / 27 Job Notes Chris Lalonde Structural Design Associates (425) 339-0293 clalonde@sdaeverett.com .l FO RTE W E B MEMBER REPORT PASSED ALL LEVELS, MB#4 & MB#13 POST 1 piece(s) 4 x 6 DF No.2 Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 17 50 Passed (33%) — Compression (Ibs) 6339 21144 Passed (30%) 1.00 1.0 D + 1.0 L [1] Plate Bearing (Ibs) 6339 7796 Passed (81%) — 1.0 D + 1.0 L [1] Lateral Reaction (Ibs) 58 — 1.60 1.0 D + 0.6 W [1] Lateral Shear (Ibs) 51 3696 Passed (1%) 1.60 1.0 D + 0.6 W [1] Lateral Moment (ft Ibs) ill @ mid -span 2749 Passed (4%) 1.60 1.0 D + 0.6 W [1] Total Deflection (in) 0.03 @ mid -span 0.76 Passed (L/3338) — 1.0 D + 0.45 W + 0.75 L + 0.75 S [1] Bending/Compression 0.31 1 Passed (31%) 1.00 1.0 D + 1.0 L 1 • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 10% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Drawing is Conceptual MaxMax Unbraced Length Comments I1 Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) comments 1 - Point (lb) N/A - - 2 - Point (lb) N/A 1148 3370 Linked from: MB#4, Support 2 3 - Point (lb) N/A 393 1426/-203 Linked from: MB#13, Support 1 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.5 • ASCE/SE1 7 Sec. 30.4: Exposure Category (0), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.W, Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. 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 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Weyerhaeuser File Name: 10080 Page 25 / 27 Job Notes Chris Lalonde Structural Design Associates (425) 339-0293 clalonde@sdaeverett.com FO RTE W E B MEMBER REPORT PASSED ALL LEVELS, MB#13 MID POST 1 piece(s) 4 x 6 DF No.2 Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDP Load: Combination - 1.0 D + 1.0 L Slenderness 17 50 Passed (33%) — Compression (Ibs) 5349 21144 Passed (25%) 1.00 Plate Bearing (Ibs) 5349 7796 Passed (69%) — 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 — — 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 3696 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 111 @ mid -span 2749 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.02 @ mid -span 0.76 Passed 1-/3757) — 1.0 D + 0.45 W + 0.75 L + 0.75 5 Bending/Compression 0.24 1 JPassed 24% 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (U120) • Input axial load eccentricity for this design is 10 % of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir P'r Max Unbraced Length Comment: Drawing is Conceptual 1' 1 7- Lateral Connections Supports Connector Type/Mudd Quantity ConnectorNailin0 Top Nails Bd (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 112") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Loads Tributary Width (0.90) 1 - Point (lb) N/A - 2 - Point (lb) N/A 1299 Floor Lire (1.00) 1 Comments 4050 1 Linked from: MB#13, Support 2 Lateral Load Location Wind Tributary Width (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.5 • Axgxr i sec. sun: exposure category to), mean noon neignc t» b topograpna raaor 1im), wino uueaionamy raaor tu.DW, rasa vmno npeeo rosx LaWgorytiI), wtna Lone (9), eLpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. 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 9/18/2024 11:19:51 PM UTC Chris Lalonde Structural Design Associates ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 (425) 339-0293 clalonde@sdaeverett.com Weyerhaeuser File Name: 10080 Page 26 / 27 igIFORTEWEB MEMBER REPORT PASSED Drawing is Conceptual ALL LEVELS, M6#13 RIGHT POST 1 piece(s) 4 x 4 DF No.2 Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: V Design Results Actual Allowed i Result LDF Load: Combination [Load Group] Slenderness 26 50 Passed (52%) - - Compression (Ibs) 1913 7551 Passed 25%) 1.00 1.0 D + 1.0 L [1] Plate Bearing Ibs) 1913 4961 Passed (39%) - 1.0 D + 1.0 L [1] Lateral Reaction (Ibs) 58 - 1.60 1.0 D + 0.6 W [1] Lateral Shear(lbs) 54 2352 Passed (2%) 1.60 1.0 D + 0.6 W [1] Lateral Moment (ft-Ibs) 111 @ mid -span 1286 Passed (9%) 1.60 1.0 D + 0.6 W [11 Total Deflection (in) 0.04 @ mid -span 0.76 Passed (L/2036) - 1.0 D + 0.45 W + 0.75 L + 0.75 S [1] Bend ing/Compression 0.16 1 Passed (16%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S [11 • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 10% of applicable member side dimension. • Applicable calculations are based on NOS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type I Material System : Wall Member Type : Column Top Dbl 2X Hem Fir Building Code : IBC 2018 Base 2X Hem Fir Design Methodology : ASD Max Unbraced Length comments 1' Lateral Connections supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Naded connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor live Vertical Loads Tributary Width (0.90) (1.00) Comments 1 - Point (Ib) N/A - - 2 - Point (lb) N/A 415 1498/-203 Linked from: MB#13, Support 3 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.5 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCp1 (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Blacks) 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 lob Notes Chris Lalonde Structural Design Associates (425) 339-0293 clalonde@sdaeverett.com Weyerhaeuser 9/18/2024 11:19:51 PM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 10080 Page 27 / 27 Pilaster Design Date: 9/17/2024 ENG: CRL GARAGE FRONT WIND ULT. V 205 PLF Holdown 1853 LBS Wall Width 2.5 FT. Pilaster Ht 2.5 FT. Mshear 1281 LB -FT Mholdown 4633 LB -FT Footing Design M-xx 4.6 KIP -FT V-z 0.513 KIP r1J/1►1�7 ULT. V PLF Holdown LBS Wall Width FT. Pilaster Ht FT. Mshear 0 LB -FT Mholdown 0 LB -FT Footing Design M-xx 0.0 KIP -FT V-z 0.000 KIP Z L.- X 70 SDA# 10080 SEISMIC ULT. V 73 PLF Holdown 651 LBS Wall Width 2.5 FT. Pilaster Ht 2.5 FT. Mshear 456 LB -FT Mholdown 1628 LB -FT Footing Design M-xx 1.6 KIP -FT V-z 0.183 KIP SEISMIC ULT. V PLF Holdown LBS Wall Width FT. Pilaster Ht FT. Mshear 0 LB -FT Mholdown 0 LB -FT Footing Design M-xx 0.0 KIP -FT V-z 0.000 K I P Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE Project ID: SDA#10080 ' Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing LIC# : KW-06014008. Build:20 23 10 02 Structural Design Associates DESCRIPTION: Pilaster Footing Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength 2.50 ksi fy : Rebar Yield 40.0 ksi Ec : Concrete Elastic Modulus 2,8500 ksi Concrete Density 145.0 pcf :Phi Values Flexure 090 Shear 0 750 Soil Information Analysis/Design Settings Project File: 10080.ec6 (c) ENERCALC INC 1983-2023 Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on 'd') Min Allow % Temp Reinf (based on thick) 0.00180 Min. Overturning Safety Factor 1.0: 1 Min. Sliding Safety Factor 1.0: 1 Allowable Soil Bearing 1 50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Increases based on footing Depth . Soil Passive Sliding Resistance 250.0 pcf Allowable pressure increase per foot ksf (Uses entry for "Footing base depth below soil surface" for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.250 Increases based on footing Width Allowable pressure increase per foot ksf when maximum length or width is greater tha ft Maximum Allowed Bearing Pressure 10 0 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 1 50 ksf (Allowable Soil Beanng adjusted for footing weight and depth & width increases as specified by user) Dimensions & Reinforcing Distance Left of Column #1 = 1.50 ft Between Columns = 11.50ft Distance Right of Column #2 = 1.50 ft Total Footing Length = 14.50ft Footing Width = 2.0ft Footing Thickness = 12 0 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column D Axial Load Downward = Moment (+CW) _ Shear (+X) _ Applied @ Right Column Axial Load Downward = Moment (+CW) _ Shear (+X) _ Overburden = Pedestal dimensions Col #1 Sq Dim. = 120 Height = 30 in 30m Lr L As As Bars left of Col #1 Count Size # Provided Req'd Col #2 Bottom Bars 30 4 0.60 0 5184 in^2 12 0 in Top Bars 3.0 4 060 0.0 in^2 in Bars Btwn Cols Bottom Bars 30 4 060 0.5184 in^2 Top Bars 3.0 4 060 0 5184 inA2 Bars Right of Col #2 Bottom Bars 3.0 4 060 0.5184 inA2 Top Bars 3.0 4 0.60 0 0 inA2 S W E H k 4.60 1 60 k-ft 0.5130 0.1830 k k 4.60 1 60 k-ft 0.5130 0.1830 k Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE Project ID: SDA#10080 Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing Project File: 10080ec6 LIC# : KW-06014008, Build:20 23.10.02 Structural Design Associates DESCRIPTION: Pilaster Footing DESIGN SUMMARY - • • Factor of Safety Item Applied Capacity Governing Load Combination PASS 2.981 Overturning 6.136 k-ft 18.292 k-ft +0.60D+0.60W PASS 1.025 Sliding 0.6156 k 0.6308 k +0.60D+0.60W PASS No Uplift Uplift 0 0 k 0 0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.1549 Soil Bearing 0.2323 ksf 1.50 ksf +D+0.60W PASS 0.04009 1-way Shear - Col #1 3 007 psi 75.0 psi +1.20D+W PASS 0.04051 1-way Shear - Col #2 3.038 psi 75.0 psi +0.90D+W PASS 0003156 2-way Punching - Col #1 0 4733 psi 150.0 psi +0.90D+W PASS 0.003213 2-way Punching - Col #2 0.4820 psi 150.0 psi +0.90D+W PASS 0008461 Flexure - Left of Col #1 - Top -0.1335 k-ft 15 776 k-ft +1.20D+W PASS No Bending Flexure - Left of Col #1 - Bottom 0 0 k-ft 0.0 k-ft N/A PASS 0.2895 Flexure - Between Cols - Top -4.568 k-ft 15.776 k-ft +1.20D+W PASS 02907 Flexure - Between Cols - Bottom 4 586 k-ft 15 776 k-ft +0.90D+W PASS No Bending Flexure - Right of Col #2 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.008516 Flexure - Right of Col #2 - Bottom 0.1343 k-ft 15.776 k-ft +0.90D+W Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only 4.21 k 0.000 ft 0.15 ksf 0.15 ksf 1.50 ksf 0 097 +D+0.60W 421 k 1.459 ft 0.06 ksf 0.23 ksf 1.50 ksf 0 155 +D+0.450W 4.21 k 1.094 ft 0.08 ksf 0.21 ksf 1 50 ksf 0 140 +0.60D+0.60W 2.52 k 2.432 ft 0.00 ksf 0.17 ksf 1.50 ksf 0.116 +D+O 70E 421 k 0.594 ft 011 ksf 0.18 ksf 1 50 ksf 0 120 +D+0.5250E 4.21 k 0.445 ft 0.12 ksf 0.17 ksf 1.50 ksf 0.114 +0.60D+0 70E 252 k 0.989 ft 005 ksf 0.12 ksf 1.50 ksf 0 082 Overturning Stability Moments about Left Edge k-ft loments about Right Edg k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 000 0.00 999.000 000 000 999 000 +D+0.60W 000 0.00 999.000 6.14 30.49 4 969 +D+0.450W 000 0.00 999.000 460 30.49 6 625 +0.60D+0.60W 000 0.00 999.000 6.14 18.29 2.981 +D+0.70E 000 0.00 999.000 2.50 30.49 12.213 +D+O 5250E 000 000 999.000 1.87 30.49 16.284 +0 60D+0.70E 000 0.00 999.000 2.50 1829 7.328 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 k 1.05 k 999 +D+O 60W 062 k 1.05 k 1 708 +D+0.450W 0.46 k 1 05 k 2.277 +0.60D+0.60W 0.62 k 0.63 k 1.025 +D+O 70E 0.26 k 1.05 k 4 103 +D+0.5250E 0.19 k 1.05 k 5.471 +0.60D+0.70E 0.26 k 0.63 k 2 462 Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu / PhiMn (ft-k) (ft) (in^2) (in A2) (ft-k) +0.60D+0 70E 0 000 0.000 0 0 000 0 0 000 0 000 0.000 +0.60D+0.70E 0.000 0.036 0 0.000 0 0.000 0 000 0.000 +0 60D+0.70E 0 000 0 073 0 0 000 0 0.000 0 000 0.000 +0.60D+0.70E 0.000 0.109 0 0.000 0 0 000 0 000 0.000 +0 60D+0.70E 0 000 0.145 0 0.000 0 0 000 0 000 0 000 +0.60D+0.70E 0.000 0.181 0 0.000 0 0 000 0 000 0.000 Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE t/p! Project ID: SDA#10080 Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing Project File: 10080.ec6 LIC# : KW-06014008, Build:20 23 10 02 Structural Design Associates (c) ENERCALC N6 1983-2023 DESCRIPTION: Pilaster Footing Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu / PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0 60D+0.70E 0 000 0.218 0 0 000 0 0.000 0.000 0.000 +0.60D+0.70E 0.000 0.254 0 0.000 0 0.000 0 000 0 000 +1 20D+W -0.012 0 290 Top 0 518 Min Temp % 0.600 15.776 0.001 +1.20D+W -0 015 0.326 Top 0.518 Min Temp % 0.600 15.776 0 001 +1.20D+W -0.019 0.363 Top 0.518 Min Temp % 0 600 15 776 0 001 +1.20D+W -0.023 0.399 Top 0.518 Min Temp % 0.600 15.776 0.001 +1.20D+W -0.027 0.435 Top 0.518 Min Temp % 0 600 15.776 0 002 +1.20D+W -0.032 0.471 Top 0 518 Min Temp % 0.600 15.776 0.002 +1.20D+W -0 037 0.508 Top 0.518 Min Temp % 0.600 15.776 0 002 +1.20D+W -0.042 0.544 Top 0.518 Min Temp % 0.600 15 776 0.003 +1.20D+W -0 048 0.580 Top 0 518 Min Temp % 0.600 15.776 0.003 +1.20D+W -0.054 0.616 Top 0.518 Min Temp % 0 600 15 776 0.003 +1 20D+W -0 060 0.653 Top 0 518 Min Temp % 0.600 15.776 0.004 +1.20D+W -0 067 0.689 Top 0.518 Min Temp % 0.600 15.776 0.004 +1.20D+W -0.074 0.725 Top 0 518 Min Temp % 0 600 15.776 0.005 +1.20D+W -0 082 0.761 Top 0.518 Min Temp % 0.600 15.776 0.005 +1.20D+W -0.089 0.798 Top 0.518 Min Temp % 0 600 15.776 0.006 +1.20D+W -0 098 0.834 Top 0.518 Min Temp % 0.600 15.776 0.006 +1.20D+W -0.106 0.870 Top 0.518 Min Temp % 0.600 15.776 0.007 +1.20D+W -0.115 0.906 Top 0 518 Min Temp % 0.600 15.776 0.007 +1.20D+W -0 124 0.943 Top 0.518 Min Temp % 0 600 15.776 0.008 +1.20D+W -0.133 0.979 Top 0.518 Min Temp % 0.600 15.776 0.008 +1.201)+W -0 143 1.015 Top 0.518 Min Temp % 0.600 15.776 0.009 +1.20D+W -0.153 1.051 Top 0.518 Min Temp % 0.600 15.776 0 010 +1 20D+W -0.164 1.088 Top 0.518 Min Temp % 0.600 15.776 0.010 +1.20D+W -0.175 1.124 Top 0.518 Min Temp % 0.600 15.776 0 011 +1 20D+W -0.186 1.160 Top 0.518 Min Temp % 0.600 15.776 0.012 +1.20D+W -0.197 1.196 Top 0.518 Min Temp % 0.600 15.776 0 013 +1.20D+W -0.209 1.233 Top 0 518 Min Temp % 0.600 15.776 0.013 +1.20D+W -0 221 1.269 Top 0.518 Min Temp % 0.600 15.776 0 014 +1.20D+W -0.234 1.305 Top 0.518 Min Temp % 0.600 15 776 0 015 +1.20D+W -0.246 1.341 Top 0.518 Min Temp % 0.600 15.776 0.016 +1.20D+W -0.259 1.378 Top 0.518 Min Temp % 0 600 15 776 0 016 +1.20D+W -0.273 1.414 Top 0.518 Min Temp % 0.600 15.776 0.017 +1 20D+W -0.286 1.450 Top 0.518 Min Temp % 0.600 15.776 0.018 +1.20D+W -0.300 1.486 Top 0.518 Min Temp % 0 600 15 776 0 019 +0.90D+W 4.813 1.523 Bottom 0 518 Min Temp % 0.600 15.776 0.305 +0.90D+W 4.798 1.559 Bottom 0.518 Min Temp % 0 600 15 776 0.304 +0.90D+W 4.784 1 595 Bottom 0 518 Min Temp % 0.600 15.776 0.303 +0.90D+W 4.769 1.631 Bottom 0.518 Min Temp % 0.600 15.776 0.302 +0.90D+W 4.754 1.668 Bottom 0.518 Min Temp % 0 600 15 776 0 301 +0.90D+W 4.738 1 704 Bottom 0 518 Min Temp % 0.600 15.776 0.300 +0.90D+W 4 723 1.740 Bottom 0.518 Min Temp % 0.600 15.776 0 299 +0.90D+W 4.707 1.776 Bottom 0.518 Min Temp % 0 600 15.776 0 298 +0.90D+W 4 690 1 813 Bottom 0 518 Min Temp % 0.600 15.776 0.297 +0.90D+W 4 674 1.849 Bottom 0.518 Min Temp % 0.600 15.776 0 296 +0.90D+W 4.657 1 885 Bottom 0.518 Min Temp % 0.600 15 776 0 295 +0 90D+W 4 639 1 921 Bottom 0 518 Min Temp % 0.600 15.776 0.294 +0 90D+W 4 622 1.958 Bottom 0.518 Min Temp % 0 600 15.776 0 293 +0.90D+W 4.604 1 994 Bottom 0.518 Min Temp % 0.600 15 776 0 292 +0 90D+W 4 586 2030 Bottom 0 518 Min Temp % 0.600 15.776 0.291 +0 90D+W 4.568 2.066 Bottom 0.518 Min Temp % 0.600 15.776 0 290 +0.90D+W 4.549 2 103 Bottom 0 518 Min Temp % 0.600 15.776 0.288 +0 90D+W 4 530 2 139 Bottom 0.518 Min Temp % 0.600 15.776 0.287 +0.90D+W 4.511 2.175 Bottom 0.518 Min Temp % 0.600 15 776 0 286 +0.90D+W 4 492 2 211 Bottom 0 518 Min Temp % 0.600 15.776 0.285 +0.90D+W 4 472 2.248 Bottom 0.518 Min Temp % 0.600 15.776 0 283 +0.90D+W 4.452 2 284 Bottom 0 518 Min Temp % 0 600 15.776 0.282 +0 90D+W 4 432 2.320 Bottom 0.518 Min Temp % 0.600 15.776 0 281 +0.90D+W 4.411 2.356 Bottom 0 518 Min Temp % 0.600 15.776 0.280 +0.90D+W 4 391 2.393 Bottom 0.518 Min Temp % 0.600 15.776 0 278 +0.90D+W 4.370 2.429 Bottom 0 518 Min Temp % 0.600 15.776 0.277 +0 90D+W 4 348 2.465 Bottom 0.518 Min Temp % 0 600 15.776 0 276 Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE Project ID: SDA#10080 Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing Project File: 10080.ec6 LIC# : KW-06014008, Build:20 23 10 02 Sttactural Design Associates (c) ENERCALC INC 1983-2023 DESCRIPTION: Pilaster Footing Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu / PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0 90D+W 4.327 2 501 Bottom 0.518 Min Temp % 0.600 15.776 0.274 +0.90D+W 4 305 2 538 Bottom 0.518 Min Temp % 0.600 15.776 0.273 +0 90D+W 4.283 2.574 Bottom 0.518 Min Temp % 0 600 15 776 0 271 +0.90D+W 4.261 2 610 Bottom 0.518 Min Temp % 0.600 15.776 0.270 +0 90D+W 4.238 2.646 Bottom 0.518 Min Temp % 0 600 15 776 0 269 +0.90D+W 4.215 2 683 Bottom 0.518 Min Temp % 0.600 15.776 0.267 +0.90D+W 4.192 2.719 Bottom 0.518 Min Temp % 0.600 15.776 0.266 +0.90D+W 4.169 2.755 Bottom 0.518 Min Temp % 0 600 15 776 0.264 +0.90D+W 4 145 2 791 Bottom 0.518 Min Temp % 0.600 15.776 0.263 +0.90D+W 4.122 2.828 Bottom 0.518 Min Temp % 0 600 15 776 0 261 +0.90D+W 4.098 2 864 Bottom 0 518 Min Temp % 0.600 15.776 0.260 +0.90D+W 4 073 2.900 Bottom 0 518 Min Temp % 0 600 15.776 0.258 +0.90D+W 4.049 2.936 Bottom 0.518 Min Temp % 0.600 15 776 0 257 +0.90D+W 4 024 2.973 Bottom 0.518 Min Temp % 0.600 15.776 0.255 +0 90D+W 3.999 3.009 Bottom 0.518 Min Temp % 0 600 15 776 0 253 +0.90D+W 3.974 3 045 Bottom 0.518 Min Temp % 0.600 15.776 0.252 +0.90D+W 3.949 3.081 Bottom 0 518 Min Temp % 0 600 15 776 0 250 +0 90D+W 3.923 3 118 Bottom 0.518 Min Temp % 0.600 15.776 0.249 +0.90D+W 3.897 3.154 Bottom 0.518 Min Temp % 0.600 15.776 0.247 +0.90D+W 3.871 3 190 Bottom 0.518 Min Temp % 0.600 15.776 0.245 +0.90D+W 3.845 3 226 Bottom 0.518 Min Temp % 0.600 15.776 0.244 +0 90D+W 3.818 3.263 Bottom 0.518 Min Temp % 0.600 15.776 0 242 +0.90D+W 3 792 3.299 Bottom 0.518 Min Temp % 0.600 15.776 0.240 +0.90D+W 3.765 3.335 Bottom 0 518 Min Temp % 0 600 15.776 0 239 +0 90D+W 3 738 3.371 Bottom 0.518 Min Temp % 0.600 15.776 0.237 +0.90D+W 3.710 3.408 Bottom 0.518 Min Temp % 0 600 15 776 0 235 +0 90D+W 3.683 3.444 Bottom 0.518 Min Temp % 0.600 15.776 0.233 +0.90D+W 3 655 3.480 Bottom 0.518 Min Temp % 0 600 15.776 0.232 +0.90D+W 3.627 3.516 Bottom 0.518 Min Temp % 0.600 15 776 0.230 +0.90D+W 3.599 3.553 Bottom 0.518 Min Temp % 0.600 15.776 0.228 +0.90D+W 3.571 3.589 Bottom 0.518 Min Temp % 0 600 15 776 0.226 +0.90D+W 3.542 3.625 Bottom 0.518 Min Temp % 0.600 15.776 0.225 +0.90D+W 3.513 3.661 Bottom 0 518 Min Temp % 0.600 15 776 0.223 +0.90D+W 3.484 3.698 Bottom 0.518 Min Temp % 0.600 15.776 0.221 +0.90D+W 3 455 3.734 Bottom 0.518 Min Temp % 0.600 15.776 0.219 +0.90D+W 3.426 3.770 Bottom 0 518 Min Temp % 0.600 15 776 0.217 +0.90D+W 3 396 3.806 Bottom 0.518 Min Temp % 0.600 15.776 0.215 +0.90D+W 3 367 3.843 Bottom 0 518 Min Temp % 0.600 15.776 0 213 +0.90D+W 3.337 3.879 Bottom 0.518 Min Temp % 0.600 15.776 0.212 +0 90D+W 3 307 3 915 Bottom 0.518 Min Temp % 0.600 15.776 0.210 +0.90D+W 3.276 3.951 Bottom 0 518 Min Temp % 0.600 15 776 0208. +0.90D+W 3.246 3 988 Bottom 0.518 Min Temp % 0.600 15.776 0.206 +0.90D+W 3 215 4 024 Bottom 0.518 Min Temp % 0 600 15.776 0.204 +0.90D+W 3.185 4.060 Bottom 0 518 Min Temp % 0 600 15 776 0202 +0 90D+W 3.154 4.096 Bottom 0.518 Min Temp % 0.600 15.776 0.200 +0.90D+W 3 123 4 133 Bottom 0 518 Min Temp % 0 600 15.776 0.198 +0.90D+W 3.091 4.169 Bottom 0 518 Min Temp % 0.600 15.776 0 196 +0 90D+W 3 060 4205. Bottom 0.518 Min Temp % 0.600 15.776 0.194 +0.90D+W 3.028 4.241 Bottom 0 518 Min Temp % 0 600 15 776 0.192 +0.90D+W 2.997 4.278 Bottom 0.518 Min Temp % 0.600 15.776 0 190 +0 90D+W 2.965 4 314 Bottom 0.518 Min Temp % 0.600 15.776 0.188 +0.90D+W 2 933 4.350 Bottom 0 518 Min Temp % 0 600 15 776 0 186 +0.90D+W 2.900 4.386 Bottom 0.518 Min Temp % 0.600 15.776 0.184 +0.90D+W 2.868 4 423 Bottom 0 518 Min Temp % 0.600 15.776 0.182 +0.90D+W 2.835 4.459 Bottom 0.518 Min Temp % 0 600 15 776 0 180 +0 90D+W 2.803 4.495 Bottom 0.518 Min Temp % 0.600 15.776 0.178 +0.90D+W 2.770 4.531 Bottom 0 518 Min Temp % 0 600 15.776 0 176 +0.90D+W 2.737 4.568 Bottom 0.518 Min Temp % 0.600 15.776 0.173 +0.90D+W 2.704 4.604 Bottom 0.518 Min Temp % 0 600 15.776 0 171 +0.90D+W 2.670 4.640 Bottom 0.518 Min Temp % 0.600 15.776 0.169 +0.90D+W 2.637 4 676 Bottom 0.518 Min Temp % 0.600 15.776 0.167 +0 90D+W 2.604 4.713 Bottom 0.518 Min Temp % 0.600 15.776 0.165 +0.90D+W 2.570 4.749 Bottom 0 518 Min Temp % 0.600 15.776 0 163 Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE Project ID: SDA#10080 Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing Project File: 10080.ec6 LIC# : KW-06014008, Build:20 23 10 02 Structural Design Associates (c) ENERCALC INC 1983-2023 DESCRIPTION: Pilaster Footing Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0 90D+W 2.536 4 785 Bottom 0.518 Min Temp % 0.600 15.776 0.161 +0.90D+W 2.502 4.821 Bottom 0.518 Min Temp % 0.600 15.776 0.159 +0.90D+W 2.468 4 858 Bottom 0.518 Min Temp % 0 600 15 776 0 156 +0 90D+W 2.434 4.894 Bottom 0.518 Min Temp % 0.600 15.776 0.154 +0.90D+W 2.399 4 930 Bottom 0.518 Min Temp % 0 600 15 776 0.152 +0.90D+W 2.365 4.966 Bottom 0.518 Min Temp % 0.600 15.776 0.150 +0.90D+W 2.330 5.003 Bottom 0.518 Min Temp % 0.600 15.776 0.148 +0.90D+W 2 296 5 039 Bottom 0.518 Min Temp % 0.600 15 776 0.146 +0 90D+W 2.261 5.075 Bottom 0.518 Min Temp % 0.600 15.776 0.143 +0.90D+W 2 226 5 111 Bottom 0.518 Min Temp % 0 600 15.776 0.141 +0 90D+W 2.191 5.148 Bottom 0.518 Min Temp % 0.600 15.776 0.139 +0.90D+W 2.156 5.184 Bottom 0.518 Min Temp % 0 600 15.776 0.137 +0.90D+W 2 120 5 220 Bottom 0.518 Min Temp % 0.600 15 776 0.134 +0.90D+W 2.085 5.256 Bottom 0 518 Min Temp % 0.600 15.776 0.132 +0.90D+W 2049 5 293 Bottom 0.518 Min Temp % 0.600 15 776 0.130 +0 90D+W 2.014 5.329 Bottom 0 518 Min Temp % 0.600 15.776 0.128 +0.90D+W 1 978 5.365 Bottom 0.518 Min Temp % 0.600 15 776 0.125 +0 90D+W 1.942 5.401 Bottom 0.518 Min Temp % 0.600 15.776 0.123 +0.90D+W 1.906 5.438 Bottom 0 518 Min Temp % 0.600 15.776 0.121 +0.90D+W 1.870 5.474 Bottom 0.518 Min Temp % 0.600 15 776 0.119 +0.90D+W 1.834 5.510 Bottom 0 518 Min Temp % 0.600 15.776 0.116 +0.90D+W 1.798 5.546 Bottom 0.518 Min Temp % 0.600 15 776 0.114 +0 90D+W 1.762 5.583 Bottom 0 518 Min Temp % 0.600 15.776 0 112 +0.90D+W 1.725 5 619 Bottom 0.518 Min Temp % 0.600 15 776 0.109 +0 90D+W 1.689 5.655 Bottom 0 518 Min Temp % 0.600 15.776 0 107 +0.90D+W 1.652 5,691 Bottom 0.518 Min Temp % 0 600 15 776 0.105 +0.90D+W 1 615 5.728 Bottom 0.518 Min Temp % 0.600 15 776 0 102 +0.90D+W 1.579 5.764 Bottom 0.518 Min Temp % 0.600 15.776 0.100 +0.90D+W 1.542 5.800 Bottom 0.518 Min Temp % 0.600 15 776 0.098 +0.90D+W 1.505 5.836 Bottom 0.518 Min Temp % 0.600 15.776 0.095 +0.90D+W 1_468 5 873 Bottom 0.518 Min Temp % 0 600 15 776 0.093 +0 90D+W 1.431 5.909 Bottom 0 518 Min Temp % 0.600 15.776 0.091 +0.90D+W 1.394 5 945 Bottom 0.518 Min Temp % 0.600 15.776 0.088 +0 90D+W 1.357 5.981 Bottom 0 518 Min Temp % 0.600 15 776 0.086 +0.901D+W 1.319 6.018 Bottom 0.518 Min Temp % 0.600 15.776 0.084 +0.90D+W 1.282 6 054 Bottom 0.518 Min Temp % 0 600 15 776 0.081 +0 90D+W 1.245 6.090 Bottom 0 518 Min Temp % 0.600 15.776 0 079 +0.90D+W 1 207 6 126 Bottom 0.518 Min Temp % 0 600 15.776 0.077 +0.90D+W 1.170 6 163 Bottom 0.518 Min Temp % 0.600 15 776 0 074 +0 90D+W 1.132 6.199 Bottom 0 518 Min Temp % 0.600 15.776 0.072 +0.90D+W 1.094 6 235 Bottom 0.518 Min Temp % 0.600 15 776 0.069 +0.90D+W 1.057 6.271 Bottom 0.518 Min Temp % 0.600 15 776 0 067 +0.90D+W 1.019 6.308 Bottom 0.518 Min Temp % 0.600 15.776 0.065 +0.90D+W 0.981 6 344 Bottom 0.518 Min Temp % 0.600 15 776 0.062 +0.90D+W 0.943 6.380 Bottom 0 518 Min Temp % 0.600 15.776 0 060 +0.90D+W 0.905 6.416 Bottom 0.518 Min Temp % 0.600 15.776 0.057 +0.90D+W 0.867 6 453 Bottom 0.518 Min Temp % 0.600 15 776 0 055 +0 90D+W 0.829 6.489 Bottom 0.518 Min Temp % 0.600 15.776 0 053 +0.90D+W 0.791 6 525 Bottom 0.518 Min Temp % 0 600 15.776 0.050 +0.90D+W 0 753 6 561 Bottom 0.518 Min Temp % 0 600 15 776 0 048 +0 90D+W 0.715 6.598 Bottom 0.518 Min Temp % 0.600 15.776 0.045 +0.90D+W 0 677 6 634 Bottom 0.518 Min Temp % 0 600 15 776 0.043 +0.90D+W 0.639 6.670 Bottom 0 518 Min Temp % 0.600 15.776 0 040 +0.90D+W 0.601 6 706 Bottom 0.518 Min Temp % 0 600 15.776 0.038 +0.90D+W 0 562 6.743 Bottom 0.518 Min Temp % 0 600 15.776 0 036 +0 90D+W 0.524 6.779 Bottom 0 518 Min Temp % 0.600 15.776 0.033 +0.90D+W 0.486 6 815 Bottom 0.518 Min Temp % 0 600 15 776 0.031 +0 90D+W 0.448 6.851 Bottom 0.518 Min Temp % 0.600 15.776 0 028 +0.90D+W 0.409 6 888 Bottom 0.518 Min Temp % 0 600 15 776 0.026 +0.90D+W 0.371 6.924 Bottom 0 518 Min Temp % 0.600 15.776 0.024 +0.90D+W 0 332 6 960 Bottom 0.518 Min Temp % 0.600 15 776 0 021 +0 90D+W 0.294 6.996 Bottom 0.518 Min Temp % 0.600 15.776 0.019 +0.90D+W 0 256 7 033 Bottom 0 518 Min Temp % 0 600 15.776 0 016 Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE Project ID: SDA#10080 Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing LIC# : KW-06014008. Build:20 23.10 02 Structural Design Associates DESCRIPTION: Pilaster Footing Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0.90D+W 0.217 7.069 Bottom 0.518 Min Temp % 0 600 15.776 0.014 +0 90D+W 0.179 7.105 Bottom 0 518 Min Temp % 0.600 15.776 0 011 +0.90D+W 0 140 7.141 Bottom 0.518 Min Temp % 0 600 15 776 0.009 +0 90D+W 0.102 7.178 Bottom 0.518 Min Temp % 0.600 15.776 0 006 +0.90D+W 0 063 7 214 Bottom 0.518 Min Temp % 0.600 15.776 0.004 +0.90D+W 0.025 7.250 Bottom 0.518 Min Temp % 0 600 15.776 0.002 +1.20D+W -0.038 7 286 Top 0.518 Min Temp % 0.600 15.776 0 002 +1.20D+W -0.077 7.323 Top 0.518 Min Temp % 0.600 15.776 0.005 +1.20D+W -0.115 7.359 Top 0.518 Min Temp % 0.600 15.776 0 007 +1.20D+W -0 153 7 395 Top 0.518 Min Temp % 0 600 15.776 0.010 +1.20D+W -0.192 7.431 Top 0 518 Min Temp % 0 600 15 776 0 012 +1 20D+W -0.230 7 468 Top 0.518 Min Temp % 0.600 15.776 0 015 +1.20D+W -0.268 7.504 Top 0.518 Min Temp % 0 600 15.776 0.017 +1.20D+W -0.307 7.540 Top 0 518 Min Temp % 0.600 15.776 0 019 +1.20D+W -0.345 7.576 Top 0.518 Min Temp % 0.600 15.776 0.022 +1.20D+W -0.383 7.613 Top 0 518 Min Temp % 0.600 15.776 0 024 +1 20D+W -0 421 7 649 Top 0.518 Min Temp % 0.600 15.776 0.027 +1.20D+W -0.460 7.685 Top 0 518 Min Temp % 0.600 15.776 0.029 +1 20D+W -0 498 7 721 Top 0.518 Min Temp % 0.600 15.776 0 032 +1.20D+W -0.536 7.758 Top 0.518 Min Temp % 0 600 15 776 0.034 +1.20D+W -0 574 7.794 Top 0 518 Min Temp % 0.600 15.776 0.036 +1.20D+W -0.612 7 830 Top 0.518 Min Temp % 0 600 15 776 0.039 +1 20D+W -0.650 7.866 Top 0.518 Min Temp % 0.600 15.776 0.041 +1 20D+W -0.688 7 903 Top 0.518 Min Temp % 0 600 15.776 0.044 +1.20D+W -0.726 7.939 Top 0.518 Min Temp % 0.600 15 776 0.046 +1 20D+W -0.764 7 975 Top 0.518 Min Temp % 0.600 15.776 0.048 +1.20D+W -0.802 8.011 Top 0.518 Min Temp % 0.600 15.776 0.051 +1.20D+W -0.840 8.048 Top 0.518 Min Temp % 0.600 15.776 0 053 +1.20D+W -0.878 8.084 Top 0.518 Min Temp % 0.600 15 776 0.056 +1.20D+W -0.916 8.120 Top 0.518 Min Temp % 0.600 15.776 0 058 +1 20D+W -0 954 8.156 Top 0.518 Min Temp % 0.600 15.776 0.060 +1.20D+W -0.991 8.193 Top 0 518 Min Temp % 0 600 15.776 0.063 +1 20D+W -1 029 8.229 Top 0.518 Min Temp % 0.600 15.776 0 065 +1.20D+W -1.067 8.265 Top 0.518 Min Temp % 0 600 15 776 0.068 +1 20D+W -1.104 8.301 Top 0.518 Min Temp % 0.600 15.776 0.070 +1 20D+W -1 142 8.338 Top 0.518 Min Temp % 0.600 15 776 0.072 +1.20D+W -1.179 8.374 Top 0.518 Min Temp % 0 600 15.776 0.075 +1 20D+W -1 217 8.410 Top 0.518 Min Temp % 0.600 15.776 0.077 +1.20D+W -1 254 8.446 Top 0.518 Min Temp % 0 600 15 776 0.079 +1.20D+W -1.291 8.483 Top 0.518 Min Temp % 0.600 15.776 0 082 +1.20D+W -1.328 8.519 Top 0.518 Min Temp % 0.600 15.776 0.084 +1.20D+W -1.366 8.555 Top 0.518 Min Temp % 0 600 15 776 0.087 +1.20D+W -1.403 8.591 Top 0 518 Min Temp % 0.600 15.776 0 089 +1 20D+W -1.440 8 628 Top 0.518 Min Temp % 0.600 15.776 0.091 +1 20D+W -1.477 8.664 Top 0 518 Min Temp % 0 600 15 776 0.094 +1 20D+W -1.513 8 700 Top 0.518 Min Temp % 0.600 15.776 0.096 +1 20D+W -1 550 8 736 Top 0.518 Min Temp % 0.600 15 776 0 098 +1 20D+W -1.587 8.773 Top 0 518 Min Temp % 0 600 15 776 0.101 +1 20D+W -1 624 8.809 Top 0.518 Min Temp % 0.600 15.776 0 103 +1 20D+W -1 660 8 845 Top 0.518 Min Temp % 0 600 15.776 0.105 +1 20D+W -1.697 8.881 Top 0 518 Min Temp % 0 600 15.776 0.108 +1.20D+W -1 733 8 918 Top 0.518 Min Temp % 0.600 15.776 0 110 +1.20D+W -1.769 8.954 Top 0.518 Min Temp % 0 600 15.776 0.112 +1.20D+W -1.805 8.990 Top 0 518 Min Temp % 0.600 15.776 0 114 +1 20D+W -1.841 9.026 Top 0.518 Min Temp % 0.600 15.776 0 117 +1.20D+W -1.877 9.063 Top 0.518 Min Temp % 0.600 15 776 0.119 +1 20D+W -1.913 9.099 Top 0.518 Min Temp % 0.600 15.776 0 121 +1.20D+W -1.949 9.135 Top 0.518 Min Temp % 0.600 15 776 0.124 +1 20D+W -1 985 9 171 Top 0 518 Min Temp % 0.600 15.776 0 126 +1.20D+W -2.020 9.208 Top 0 518 Min Temp % 0.600 15 776 0.128 +1 20D+W -2 056 9 244 Top 0.518 Min Temp % 0.600 15.776 0 130 +1.20D+W -2.091 9.280 Top 0 518 Min Temp % 0 600 15.776 0.133 +1 20D+W -2.127 9 316 Top 0.518 Min Temp % 0.600 15.776 0 135 Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE ;^ Project ID: SDA#10080, Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing Project File: 10080.ec6 LIC# : KW-06014008, Build:20 23 10 02 Structural Design Assoc>ates (c) ENERCALC INC 1983-2023 DESCRIPTION: Pilaster Footing Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +1 20D+W -2 162 9.353 Top 0.518 Min Temp % 0 600 15.776 0 137 +1.20D+W -2.197 9.389 Top 0.518 Min Temp % 0.600 15 776 0.139 +1 20D+W -2 232 9.425 Top 0.518 Min Temp % 0.600 15.776 0.141 +1.20D+W -2.267 9.461 Top 0.518 Min Temp % 0 600 15 776 0.144 +1 20D+W -2.301 9 498 Top 0 518 Min Temp % 0.600 15.776 0.146 +1 20D+W -2.336 9.534 Top 0.518 Min Temp % 0.600 15.776 0.148 +1.20D+W -2.370 9.570 Top 0 518 Min Temp % 0.600 15 776 0.150 +1.20D+W -2.405 9 606 Top 0.518 Min Temp % 0.600 15.776 0.152 +1.20D+W -2.439 9.643 Top 0.518 Min Temp % 0 600 15 776 0.155 +1 20D+W -2.473 9.679 Top 0 518 Min Temp % 0.600 15.776 0.157 +1.20D+W -2.507 9 715 Top 0.518 Min Temp % 0 600 15.776 0.159 +1.20D+W -2.541 9.751 Top 0.518 Min Temp % 0.600 15 776 0.161 +1 20D+W -2.575 9 788 Top 0.518 Min Temp % 0 600 15.776 0 163 +1.20D+W -2.608 9.824 Top 0.518 Min Temp % 0.600 15.776 0.165 +1 20D+W -2.642 9.860 Top 0.518 Min Temp % 0.600 15.776 0.167 +1.20D+W -2.675 9.896 Top 0.518 Min Temp % 0 600 15.776 0.170 +1.20D+W -2.708 9.933 Top 0 518 Min Temp % 0.600 15.776 0 172 +1 20D+W -2.741 9 969 Top 0.518 Min Temp % 0.600 15 776 0.174 +1.20D+W -2.774 10.005 Top 0.518 Min Temp % 0.600 15.776 0 176 +1.20D+W -2.807 10.041 Top 0.518 Min Temp % 0 600 15.776 0.178 +1.20D+W -2.839 10.078 Top 0 518 Min Temp % 0.600 15 776 0.180 +1 20D+W -2.872 10.114 Top 0.518 Min Temp % 0.600 15.776 0 182 +1.20D+W -2.904 10 150 Top 0.518 Min Temp % 0.600 15 776 0.184 +1 20D+W -2 936 10.186 Top 0 518 Min Temp % 0.600 15.776 0 186 +1 20D+W -2.968 10.223 Top 0.518 Min Temp % 0.600 15 776 0.188 +1.20D+W -3.000 10.259 Top 0 518 Min Temp % 0.600 15.776 0 190 +1.20D+W -3 032 10 295 Top 0.518 Min Temp % 0.600 15:776 0 192 +1.20D+W -3.063 10.331 Top 0 518 Min Temp % 0.600 15 776 0.194 +1 20D+W -3 095 10 368 Top 0.518 Min Temp % 0.600 15.776 0 196 +1.20D+W -3.126 10.404 Top 0.518 Min Temp % 0 600 15 776 0.198 +1 20D+W -3.157 10.440 Top 0.518 Min Temp % 0.600 15.776 0200 +1 20D+W -3.188 10.476 Top 0.518 Min Temp % 0 600 15.776 0.202 +1.20D+W -3.218 10.513 Top 0.518 Min Temp % 0.600 15 776 0.204 +1 20D+W -3.249 10 549 Top 0.518 Min Temp % 0.600 15.776 0206 +1.20D+W -3.279 10.585 Top 0.518 Min Temp % 0 600 15 776 0.208 +1.20D+W -3.309 10.621 Top 0 518 Min Temp % 0.600 15.776 0 210 +1.20D+W -3.339 10 658 Top 0.518 Min Temp % 0 600 15 776 0.212 +1.20D+W -3.369 10.694 Top 0 518 Min Temp % 0.600 15 776 0.214 +1 20D+W -3 399 10 730 Top 0.518 Min Temp % 0.600 15.776 0 215 +1.20D+W -3.428 10.766 Top 0.518 Min Temp % 0 600 15.776 0.217 +1.20D+W -3 457 10.803 Top 0 518 Min Temp % 0.600 15 776 0.219 +1 20D+W -3 486 10 839 Top 0.518 Min Temp % 0 600 15.776 0 221 +1.20D+W -3.515 10.875 Top 0.518 Min Temp % 0 600 15 776 0.223 +1.20D+W -3.544 10.911 Top 0 518 Min Temp % 0.600 15 776 0 225 +1.20D+W -3 572 10.948 Top 0.518 Min Temp % 0 600 15.776 0.226 +1.20D+W -3.601 10.984 Top 0 518 Min Temp % 0.600 15 776 0.228 +1.20D+W -3 629 11.020 Top 0.518 Min Temp % 0.600 15.776 0 230 +1 20D+W -3 657 11.056 Top 0.518 Min Temp % 0 600 15.776 0 232 +1.20D+W -3.684 11.093 Top 0 518 Min Temp % 0 600 15.776 0.234 +1.20D+W -3.712 11.129 Top 0 518 Min Temp % 0.600 15.776 0 235 +1 20D+W -3.739 11 165 Top 0.518 Min Temp % 0 600 15.776 0 237 +1.20D+W -3.766 11.201 Top 0 518 Min Temp % 0 600 15 776 0.239 +1 20D+W -3.793 11 238 Top 0.518 Min Temp % 0.600 15.776 0 240 +1.20D+W -3.820 11 274 Top 0.518 Min Temp % 0.600 15.776 0.242 +1.20D+W -3.846 11.310 Top 0 518 Min Temp % 0 600 15.776 0 244 +1 20D+W -3 872 11 346 Top 0.518 Min Temp % 0 600 15.776 0.245 +1.20D+W -3.898 11.383 Top 0 518 Min Temp % 0.600 15.776 0.247 +1 20D+W -3 924 11.419 Top 0.518 Min Temp % 0.600 15 776 0 249 +1.20D+W -3.950 11.455 Top 0.518 Min Temp % 0.600 15 776 0.250 +1 20D+W -3.975 11.491 Top 0.518 Min Temp % 0.600 15.776 0.252 +1.20D+W -4.000 11 528 Top 0.518 Min Temp % 0 600 15 776 0.254 +1 20D+W -4 025 11 564 Top 0.518 Min Temp % 0.600 15.776 0 255 +1.20D+W -4.049 11.600 Top 0 518 Min Temp % 0.600 15 776 0.257 Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE Project ID: SDA#10080 Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing Project File: 10080.ec6 LIC# : KW-06014008, Build:20 23 10 02 Structural Design Associates (c) ENERCALC INC 1983-2C23 DESCRIPTION: Pilaster Footing Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +1.20D+W -4.074 11.636 Top 0.518 Min Temp % 0.600 15.776 0.258 +1.20D+W -4.098 11.673 Top 0 518 Min Temp % 0 600 15 776 0.260 +1.20D+W -4.122 11.709 Top 0.518 Min Temp % 0 600 15.776 0 261 +1 20D+W -4 146 11.745 Top 0.518 Min Temp % 0.600 15.776 0.263 +1.20D+W -4.169 11.781 Top 0.518 Min Temp % 0 600 15 776 0.264 +1 20D+W -4.193 11.818 Top 0.518 Min Temp % 0.600 15.776 0 266 +1.20D+W -4 216 11 854 Top 0.518 Min Temp % 0.600 15 776 0.267 +1.20D+W -4.238 11.890 Top 0.518 Min Temp % 0.600 15.776 0 269 +1.20D+W -4.261 11 926 Top 0 518 Min Temp % 0.600 15.776 0.270 +1.20D+W -4.283 11.963 Top 0 518 Min Temp % 0.600 15 776 0.271 +1 20D+W -4.305 11.999 Top 0.518 Min Temp % 0.600 15.776 0 273 +1.20D+W -4 327 12.035 Top 0.518 Min Temp % 0 600 15 776 0.274 +1.20D+W -4.348 12.071 Top 0.518 Min Temp % 0.600 15.776 0 276 +1.20D+W -4 370 12.108 Top 0 518 Min Temp % 0 600 15.776 0.277 +1.20D+W -4.391 12.144 Top 0 518 Min Temp % 0.600 15 776 0 278 +1 20D+W A.411 12 180 Top 0.518 Min Temp % 0.600 15.776 0.280 +1.20D+W -4.432 12.216 Top 0 518 Min Temp % 0.600 15 776 0 281 +1.20D+W -4.452 12 253 Top 0.518 Min Temp % 0.600 15.776 0 282 +1 20D+W -4.472 12 289 Top 0.518 Min Temp % 0.600 15 776 0.283 +1.20D+W -4.492 12.325 Top 0.518 Min Temp % 0.600 15.776 0 285 +1 20D+W -4 511 12 361 Top 0 518 Min Temp % 0 600 15 776 0.286 +1.20D+W -4.530 12.398 Top 0.518 Min Temp % 0.600 15.776 0 287 +1 20D+W -4.549 12 434 Top 0 518 Min Temp % 0.600 15.776 0.288 +1.20D+W -4.568 12.470 Top 0.518 Min Temp % 0 600 15 776 0 290 +1 20D+W -4.586 12.506 Top 0.518 Min Temp % 0.600 15.776 0.291 +1.20D+W -4.604 12 543 Top 0 518 Min Temp % 0 600 15 776 0.292 +1.20D+W -4.622 12.579 Top 0.518 Min Temp % 0.600 15.776 0 293 +1 20D+W -4.639 12 615 Top 0 518 Min Temp % 0.600 15.776 0.294 +1.20D+W -4.657 12.651 Top 0.518 Min Temp % 0 600 15 776 0 295 +1 20D+W -4.674 12.688 Top 0 518 Min Temp % 0.600 15.776 0.296 +1.20D+W -4 690 12.724 Top 0 518 Min Temp % 0.600 15 776 0.297 +1.20D+W -4.707 12.760 Top 0.518 Min Temp % 0.600 15.776 0 298 +1 20D+W -4.723 12 796 Top 0 518 Min Temp % 0 600 15 776 0.299 +1.20D+W -4.738 12.833 Top 0.518 Min Temp % 0 600 15.776 0 300 +1.20D+W -4.754 12 869 Top 0 518 Min Temp % 0.600 15.776 0.301 +1.20D+W -4.769 12.905 Top 0.518 Min Temp % 0 600 15 776 0.302 +1.20D+W -4.784 12 941 Top 0.518 Min Temp % 0.600 15.776 0.303 +1 20D+W -4.798 12 978 Top 0 518 Min Temp % 0.600 15 776 0.304 +0.90D+W 0.302 13.014 Bottom 0.518 Min Temp % 0.600 15 776 0.019 +0 90D+W 0.288 13 050 Bottom 0 518 Min Temp % 0.600 15.776 0.018 +0.90D+W 0.274 13.086 Bottom 0.518 Min Temp % 0.600 15 776 0.017 +0.90D+W 0.261 13.123 Bottom 0.518 Min Temp % 0.600 15.776 0 017 +0 90D+W 0.248 13 159 Bottom 0.518 Min Temp % 0.600 15.776 0.016 +0.90D+W 0.235 13.195 Bottom 0.518 Min Temp % 0 600 15.776 0.015 +0.90D+W 0.223 13.231 Bottom 0.518 Min Temp % 0.600 15.776 0 014 +0 90D+W 0.210 13 268 Bottom 0 518 Min Temp % 0.600 15.776 0.013 +0.90D+W 0.199 13.304 Bottom 0.518 Min Temp % 0 600 15.776 0 013 +0.90D+W 0.187 13.340 Bottom 0.518 Min Temp % 0.600 15.776 0 012 +0 90D+W 0.176 13 376 Bottom 0.518 Min Temp % 0.600 15.776 0.011 +0.90D+W 0.165 13.413 Bottom 0.518 Min Temp % 0 600 15.776 0.010 +0 90D+W 0.154 13.449 Bottom 0.518 Min Temp % 0.600 15.776 0 010 +0.90D+W 0 144 13 485 Bottom 0 518 Min Temp % 0 600 15.776 0.009 +0.90D+W 0.134 13.521 Bottom 0.518 Min Temp % 0.600 15.776 0 009 +0.90D+W 0.125 13.558 Bottom 0.518 Min Temp % 0.600 15.776 0.008 +0 90D+W 0 116 13.594 Bottom 0 518 Min Temp % 0.600 15 776 0.007 +0.90D+W 0.107 13.630 Bottom 0.518 Min Temp % 0.600 15.776 0 007 +0 90D+W 0.098 13 666 Bottom 0 518 Min Temp % 0.600 15 776 0.006 +0.90D+W 0.090 13.703 Bottom 0.518 Min Temp % 0 600 15 776 0 006 +0 90D+W 0 082 13 739 Bottom 0.518 Min Temp % 0 600 15.776 0.005 +0.90D+W 0.075 13.775 Bottom 0.518 Min Temp % 0.600 15 776 0 005 +0.90D+W 0 067 13 811 Bottom 0.518 Min Temp % 0.600 15.776 0.004 +0.90D+W 0.061 13.848 Bottom 0.518 Min Temp % 0 600 15.776 0 004 +0 90D+W 0 054 13 884 Bottom 0 518 Min Temp % 0 600 15.776 0.003 Project Title: WOOLSEY REMODEL Engineer: CHRIS LALONDE Project ID: SDA#10080 Project Descr: LATERAL, GRAVITY, FOUNDATION Combined Footing Project File: 10080.ec6 LIC# : KW-06014008, Build:20.23 10 02 Structural Design Associates (c) ENERCALC INC 1983-2023 DESCRIPTION: Pilaster Footing Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft-k) (ft) (in A2) (in^2) (ft-k) +0.90D+W 0.048 13.920 Bottom 0.518 Min Temp % 0 600 15 776 0.003 +0.90D+W 0 042 13.956 Bottom 0.518 Min Temp % 0.600 15.776 0.003 +0.90D+W 0.037 13.993 Bottom 0.518 Min Temp % 0 600 15.776 0.002 +0.90D+W 0 032 14.029 Bottom 0.518 Min Temp % 0.600 15.776 0.002 +0.90D+W 0.027 14.065 Bottom 0.518 Min Temp % 0.600 15.776 0 002 +0.90D+W 0.023 14.101 Bottom 0.518 Min Temp % 0.600 15 776 0.001 +0.90D+W 0.019 14.138 Bottom 0.518 Min Temp % 0.600 15.776 0 001 +0.90D+W 0.015 14.174 Bottom 0.518 Min Temp % 0.600 15 776 0.001 +0.90D+W 0.012 14.210 Bottom 0.518 Min Temp % 0.600 15.776 0.001 +0 90D+W 0.000 14.246 0 0.000 0 0.000 0.000 0 000 +0.90D+W 0.000 14.283 0 0.000 0 0.000 0 000 0.000 +0.90D+W 0.000 14.319 0 0.000 0 0.000 0.000 0 000 +0.90D+W 0.000 14.355 0 0.000 0 0.000 0 000 0.000 +0.90D+W 0.000 14.391 0 0.000 0 0.000 0.000 0.000 +0.90D+W 0 000 14.428 0 0.000 0 0.000 0.000 0.000 +0.90D+W 0.000 14.464 0 0.000 0 0 000 0.000 0.000 +0 90D+W 0 000 14 500 0 0.000 0 0.000 0.000 0 000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 +1.40D 75.00 psi 0.01 psi 001 psi 150.00 psi 0.01 psi 0 01 psi +1.20D 7500 psi 0 01 psi 0.01 psi 150.00 psi 0.01 psi 0.01 psi +1.20D+0.50W 75.00 psi 1.50 psi 1 52 psi 150.00 psi 0.23psi 0.24 psi +1 20D+W 75 00 psi 3.01 psi 3.02 psi 150.00 psi 0.47psi 0.48 psi +0.90D+W 7500 psi 2 98 psi 3.04 psi 150.00 psi 0.47psi 0.48 psi +1 20D+E 75.00 psi 1.04 psi 1.06 psi 150 00 psi 0.16psi 0.17 psi +0.90D+E 75.00 psi 1 05 psi 1.06 psi 150 00 psi 0.16psi 0.17 psi Date: 9/18/2024 X Footing Dimension (ft) 28.4375 Point Load FT'G SW 1 2 3 4 5 6 7 8 9 10 (ft) X 14.219 3.125 7.125 11.125 12.771 15.096 16.563 19.125 23.125 27.125 27.896 Footing Load w/ Multiple point loads Engineer: CRL Y Z 2 1 Soil Bearing Area Req'd Area Provided Y Magnitude Moment 1 8531 0 1 5052 -56046.5 1 5052 -35838.2 1 4906 -15178.7 1 5542 -8023.87 1 2552 2238.39 1 2677 6274.414 1 2552 12521.16 1 2563 22822.27 1 2563 33072.27 1 6004 82117.21 Tota l: 47994 Downward Moment 43958 Upward Moment 11998 Eccentricity of Moments 55957 e 0.9159 ft Job: 10080 1500 psf 32 D/C: 56% 57 F.S. 1.78 0 2: 681 psf Q 1: 1007 psf D/C: 45% D/C: 67% F.S.: 2.2 F.S.: 1.5 Footing Crib Sheet Date:9/18/2024 Engineer: CRL Wall Height Above Grade 6 in Wall Width: 6 in Frost Depth: 18 in Allowable Soil Bearing: 1500 psf Soil Friction: 0.25 Equivalent Fluid Pressures: Active 35 pcf Passive 150 pcf Gravity Loads Only Capacity (kips): 1.350 12NUN12" Deep w/ 2 #4 Bar Each Way 3.038 18N18N12" Deep w/ 2 #4 Bar Each Way 5.400 24" x24N12" Deep w/ 3 #4 Bar Each Way 8.438 30NMN12" Deep w/ 4 #4 Bar Each Way 12.150 36NM x12" Deep w/ 4 #4 Bar Each Way 16.538 42N42N12" Deep w/ 5 #4 Bar Each Way 21.600 48N48N12" Deep w/ 6 #4 Bar Each Way 27.338 54N54"x12" Deep w/ 6 #4 Bar Each Way 33.750 60"x60N12" Deep w/ 7 #4 Bar Each Way 40.081 66N66N14" Deep w/ 9 #4 Bar Each Way 47.700 72"02" x14" Deep w/ 10 #4 Bar Each Way 54.925 78"08N16" Deep w/ 12 #4 Bar Each Way 63.700 84NMN16" Deep w/ 13 #4 Bar Each Way 73.125 90NSION16" Deep w/ 13 #4 Bar Each Way Footing: Width: Thickness: S.W.: (lbs) Capacity (klf): Capacity (kips): 1208 12 8 200 1.453 5.800 1608 16 8 233 1.946 7.767 2410 24 10 338 2.921 11.663 3010 30 10 400 3.657 14.600 3610 36 10 463 4.392 17.538 4210 42 10 525 5.128 20.475 1506 15 6 206 1.827 7.294