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REVIEWED BLD BLD2021-0662+Structural_Calculations+5.10.2021_11.19.08_AM+2187515RECEIVED BLD2021-0662 May 14 2021 CITY OF EDMONDS ¢� /� DEVELOPMENT SERVICES Structural Design AsEoc�y -.- DEPARTMENT 3006 Rucker Ave. Everett, WA 93201-3774 Phone: (425) 339-0293 Email: admin@sdaeverett.com STRUCTURAL CAS �Ua TIONS LATERAL ONLY SDA Job # 9239 APR 2 0 2021 PAULSEN-DUNKIiNSON PROPER TIES 7003 165TH PL SW EDMONDS, XYVA 96026 April 20, 2021 AULSEN-DUNKINSON PROPERTIES April 20, 2021 Scope of Work: LATERAL ONLY Site Address: 7003 165TH PL SW EDMONDS, WA 98026 Number of Stories: 2 Engineer: Risk Category: L II BLDGS EXCEPT I, ill, & IV Reviewed by: Construction Type: LLOW RISE - RESIDENTIAL Roof Level Loading: Roofing Composition Sheathing 15/32" Plywood 0 Insulation Roll/Batt Of a Ceiling 5/8" GWB Framing Trusses Miscellaneous fixtures, mechanical, electrical, partitions etc. < LIVE LOAD: 20.0 psf TOTAL DEAD LOAD: WALL DEAD LOAD: 10.0 sf ROOF SNOW LOAD: 2nd Floor Level Loadin Floor Covering Carpet/Hardwood/Tile z Sheathing 3/4" Plywood Ceiling 1/2" GWB o w Joists 2x10 a J Beams N < Miscellaneous fixtures, mechanical, electrical, partitions etc. —� WALL DEAD LOAD �— 10.0 psf TOTAL DEAD LOAD: FLOOR LIVE LOAD: Grade Level Loadin Floor Covering Sheathing Ceiling Joists Beams Miscellaneous WALL DEAD LOAD 10.0 sf TOTAL DEAD LOAD: FLOOR LIVE LOAD: Level Loadin NA Floor Covering Sheathing Ceiling Joists Beams Miscellaneous 10.0 psf TOTAL DEAD LOAD: NA WALL DEAD LOAD FLOOR LIVE LOAD: Soil Bearing Capacity: 1500 sf Frost Depth. 18 in CHRIS CCC 3.0 1.5 3.0 2.8 2.2 2.5 15.0 K 25.0 r 3.3 2.3 2.2 2.8 0.0 1.4 12.01 40.0 12.0 psf 40.0 psf 12.0 100.0 PAULSEN-DUNKINSON PROPERTIES I April 20, 2021 SDA Job # 9239 Type of construction: LOW RISE - RESIDENTIAL Location: 7003 165TH PL SW Applicable Building Codes: 12018 IBC, ASCE 7-16 EDMONDS, WA 98026 Work performed : LATERAL ONLY WIND DESIGN: Ps=,\Ps30Kzt Enclosure Classification: ENCLOSED - SIMPLE DIAPHRAGM PER ASCE 7-16, 26.2 Exposure : C Wind Exposure Category as set forth in 2018 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 = 1.27 Adjustment factor for building height and exposure from Figure28.5-1 of ASCE 7-16 KZT = 1.38 Adjustment factor for increased wind speed due to a hill or escarpment Roof slope : Front/Rear tan-1 ( rise run 6 / 12 ) = 26.6 degrees Left/Right tan-1 ( 6 / 12 ) = 26.6 degrees 19 ft Mean Elevation Average uplift (F/R)= -8.8 psf Based on wind zones'G' and'H' Average uplift (R/L)= -8.8 psf Based on wind zones 'G' and 'H' ^' Ps30= Ps= Ps30= Ps= —rV Roof = 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 41.0 psf 41.0 psf 12.9 psf 12.9 psf Interior zone of wall Interior zone of roof Front/Rea Front/Rear Left/Right Left/Right C = 17.3 psf 17.3 psf D = 6.4 psf 6.4 psf 30.5 psf 30.5 psf 11.3 psf 11.3 psf FRONVREAR ZONES �o�0000000000a TOTAL i / lbs z v ena poor = �0000000000ao LV t rau& - '®• 0000000000001 TOTAL/ lbs 1 PAULSEN-DUNKINSON PROPERTIES ZV Roof = 1 20, 2021 LEFT/RIGHT ZONES SDA Job# 9239 1 2 WIND ZONE A B C 1 D AVE. HEIGHT 9 g 1 5 9.5 AVE. WIDTH 5 j 10 37.6 19.6 Ps 40.99 12.85 30.48 11.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 1845 F 1028 5730 1 2108 0 0 0 0 1 0 0 0 0 TOTAL ;10,711 Ibs WIND ZONE A C AVE. HEIGHT 7.75 7.75 AVE. WIDTH 9 35 Ps 40.99 30A8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 2859 8267 0 0 0 0 0 0 0 0 0 0 TOTAL ;11,126 Ibs ------------------------------------- e v uraae = A C 0 1 0 AVE. WIDTH 0 0 Ps 40.99 30.48 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 10 Ibs �A Bcr_r 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 ; 0 Ibs -------------------------------------- SEISMIC LOAD p CALCS (ASCE7-16 $12.3.4): Roof Level Plate Height: Total length of Shearwall in Shortest Line: Length of Shortest Segment within Shear Line: Length of Longest Segment in Shear Line: Floor Level Calculations Plate Height Total length of Shearwall in Shortest Line Length of Shortest Shearwall within Shear Line Length of Longest Wall in Shear Line Grade Level Calculations Plate Height: Total length of Shearwall in Shortest Line: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: NA Level Calculations Plate Height: Total length of Shearwall in Shortest Line: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line:; 7.75 ft Tributary Area: 3.5 16.25 ft Total Area: 44.0 2.75 ft 9.00 ft p = 1.00 ASCE 7-16 12.3.4.2 b 7.75 ft Tributary Area: 3.0 16.00 ft Total Area: 44.0 3.00 ft 8.00 ft p = 1.00 ASCE 7-16 12.3.4.2 b Tributary Area: 1.0 Total Area: 2.0 p = NA Tributary Area: 1.( Total Area: 2.0 p = NA PAULSEN-DUNKINSON PROPERTIES 1 20, 2021 SDA Job# 9239 1 3 SEISMIC LOAD: (ASCE7-16 §12.8) httos://hazards.atcouncil.oro! Flexiable Diaph.? YES v=C,W Irregularities? NO SITE RESPONSE ANALYSIS REQUIREMENT (11.4.71 C SDs/(R/IQ) Risk Category = II Risk Category DESIGN WITH SEISMICALLY ISOLATED STRUCTURE? NO CS -MI NCASE2 =0- 5S I/ (R/1 e) p = 1.00 Redundancy DESIGN STRUCTURE WITH DAMPING SYSTEM? NO Cs MINUSES-0.044SDSIe>0.011 Site Class = D - DEFAULT C, MAX=SDS/(T(R/IQ) IE = 1 (Table 1.5.1) NOT REQUIRED: 11.4.8.E.2, Cs MODIFIED AS REQUIRED BY _ EXCEPTION T<TL, Cs=SDS/R(R/le) h = 19 Structural Height T>TL, Cs=SDSTL/T2(R/I E=Csp §11.4.4 Ss = 127.6% TYPE: (T12.2-1) Ta (s) R no Cd Cs E SMs=F.Ss = 127.6% §11.4.4 Fa = 1.00 1) SDI-2/3SW = 85.1% §11.4.4 S1 = 44.4% 2) SDS'=SDS = 85.1 % §12.8.1.3 Fv = 1.56 3) SM1=F"S1 = 69.3% §11.4.5 SDC = D 4) A15 - WSW 0.18 1 6.50 2.50 4.00 0.131 0.131 SDI -2/3SM3 = 46.2% §11.4.5 TL = 6 S Ts=SD1/SDS = 54.3% §11.4.6 W (ROOF) = W (FLOOR) = W (WALL) = Roof Level Diaphragm Loading: LENGTH WIDTH COEFF LOAD TOTAL 59 32 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 ArPA = 1 MMM Suh- I ntA1= Ih LENGTH WIDTH LOAD TOTAL 12.0 0 12.0 0 12.0 0 12.0 0 12.0 1 0 Area = 0 Sub -Total= Ih NUMBER LENGTH TRIB. HT. LOAD I TOTAL 2 48 3.75 10.o 3600 10.0 0 10.0 0 Area = 180 Sub -Total= 3600 TOTAL = 3600 lb 2nd Floor Level Diaphragm Loading: W (ROOF) _ W (FLOOR) = W (WALL) = LENGTH WIDTH COEFF LOAD TOTAL 28 20 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 Area = 560 Sub -Total= lb LENGTH WIDTH LOAD TOTAL 49.3 35 12.0 20706 12.0 0 12.0 0 12.0 0 12.0 0 Area = 1726 Sub -Total= 7n7nR Ih NUMBER LENGTH I TRIB. HT. I LOAD ITOTALI 2 48 3.75 10.0 1 3600 2 66 3.75 10.0 4950 10.0 0 Area = 428 Sub -Total= 8550 TOTAL = 29256 lb I PAULSEN-DUNKINSON PROPERTIES I April 20, 2021 1 SDA Job# 9239 I 4 SEISMIC DISTRIBUTION FOR: Al -WSW, R=6.5 EV (ROOF) _ EV (1 ST FLOOR) _ EV()= EV()= TOTAL = FV FV x p height FV x height 471lb 471lb 17 8009lb 3829lb 38291b 8 30630lb 4300 Ib 4300 Ib [ci i mill:? UNFACTORED LOAD SUMMARY: REDISTRIBUTE: E () 892 lb FV x height x FV TOTAL = 3408 lb FV x height TOTAL WIND SEISMIC LEVEL (Ft-Rr) 11 Lt-Rr) A15 - WSW EV (Roofl = 10711 Ibs 892 Ibs EV (2nd Floor) = 11126 Ibs 3408 Ibs NOT APPLICABLE NOT APPLICABLE TOTAL BASE SHEAR= 21837 Ibs 4300 Ibs PAULSEN-DUNKINSON PROPERTIES I April 20, 2021 1 SDA Job# 9239 IRREGULARITY: Increase in force due to irregularities for seismic design categories D-F (per ASCE7-16, §12.3.3.4): Yes . Seismic r 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, Type 4) Yes :. Seismic x 00 for diaphragm loading Affected Levels: One or two-family dwelling of light frame construction: No no = 2.50 FLEXIBLE DIAPHRAGM DESIGN (ASD) EV (Roof) _ % of load transfer = 100% 1 (Percentage of load transferred through diaphragm) Total diaphragm length:M15 Sub-diaphragm length = #VALUE! #VALUE! #VALUE! #VALUE'. Diaphragm width = 0.7 x EV (Roof) = 624 IbS FACTORED SEISMIC / rho -> Location @ 240 PLF x S.G. = 0 Aspect Ratio = ASDxFV(FLOOR) v = #VALUE! _ #VALUE! #VALUE! (2)(width)(S.G.) 2 x 44 ft. x 0.93 2015 SDPWS T4.2A & T4.2C 'NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY SEE 2015 SDPWS T4.213 FOR HIGH STRENGTH BLOCKING EV (2nd Floor) _ % of load transfer = 100% (Percentage of load transferred through diaphragm) Total diaphragm length = 66.0 ft Sub -diaphragm length = 66.0 ft #VALUE! #VALUE! #VALUE! #VALUE! Diaphragm width = 44.0 ft 0.7 x IV (2nd Floor) = 2,386 IbS FACTORED SEISMIC / rho -> Location @ 240 PLF x S.G. = 0 Aspect Ratio = 1.5 ASDxFV(FLOOR) v = #VALUE! _ #VALUE! #VALUE! (2)(width)(S.G.) 2 x 44 ft. x 0.93 2015 SDPWS T4.2A & T4.2C 'NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY SEE 2015 SDPWS T4.2B FOR HIGH STRENGTH BLOCKING PAULSEN-DUNKINSON PROPERTIES April 20, 2021 SDA Job# 9239 CHORD DESIGN: EV (Roof) = Sub -diaphragm length = 66.0 ft Total -diaphragm length = 66.0 ft Design Load (critical case) = #VALUE! Sub -diaphragm width = 44.0 ft M 'FV(unit shear) x (diaphragm length) #VALUE! 0 T — — 8 = 8 #VALUE! 'SEE DIAPHRAGM DESIGN FOR FV(unit Top Plate Size: 2x6 Species/Grade: HF #2 shear) Area = 8.25 inA2 Ft = 525 psi Load duration (CD) = 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than T applied, OK. SHEAR CAPACITY OF 1 Od COMMON NAIL = 102 Ibs 102 x Cd x p = 163 Ibs 2018 NDS # OF NAILS PER 4FT. SPLICE _ #VALUE! #VALUE! #VALUE! 163 Ibs EV (2nd Floor) _ Sub -diaphragm length = 66.0 ft Total -diaphragm length = 66.0 ft Design Load (critical case) _ #VALUE! Sub -diaphragm width = 44.0 ft T = M = 'EV(unit shear) x (diaphragm length) #VALUE! —� _ #VALUE! 8 $ `SEE DIAPHRAGM DESIGN FOR FV(unit Top Plate Size: 2x6 Species/Grade: HF #2 shear) Area = 8.25 inA2 Ft = 525 psi Load duration (CD) = 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 102 x Cd x p = 163 Ibs 2018 NDS # OF NAILS PER 4FT. SPLICE _ #VALUE! #VALUE! 163 Ibs #VALUE! PAULSEN-DUNKINSON PROPERTIES I April 20, 2021 1 SDA Job# 9239 Lateral Calculation Key - for Shearwalls Only (See attached calcs for other lateral load resisting system designs) v P2 V = Shear, plf H = Height of shearwall L = Length of shearwall P1 = Weight of shearwall and connected framing P2 = Weight of adjacent wall IPI *T = V x H - 0.5P1 - P2 = Tension reaction to be resisted by holdown TJ C C = V x H + 0.5P1 = Compression reaction *Holdown tension load supporting roof framing includes wind uplift from 'Zone G' &'Zone H' ASD Basic Load Combinations For calculation of tension and compression forces in compliance with ASCE 7-16 2.4.1 Tension Equations (UDlift 7. 0.6D +0.6 W 8**. (0.6-0.14SDS)D+0.7Emh 10. 0.6D-0.7Ev+0.7Eh 10 *. 0.6 D-0.7 E v+0.7 E m h 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 Eouations (UDlift 5. 0.9D+W 7. 0.9D-Ev+E h 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 Load Symbol Legend: Abbreviation Symbol Legend D- Dead load HD- HOLDOWN L- Live load S - Snow load W - Wind load SIDS - Design spectral response acceleration Eh - Effect of horizontal seismic forces Ev - Effect of vertical seismic forces Em - Effect of horizontal seismic forces, including overstrength Emh - Vertical seismic load effect Shear Wall Coefficient Legend: (see "SEGMENTED SHEAR WALL DESIGN" pages) WL FACTOR- Factor for increasing seismic capacity to wind load capacity per SDPWS-201S 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). PAULSEN-DUNKINSON PROPERTIES I April 20, 2021 SDA Job # 9239 8 Upper Rear I A15 - WSW (SEGMENTED WALL Floor Info Tributary Area (ROOF) ROOF Floor Level, e.g. Roof, 4TH, 3RD, 2ND tributary width Lt-Rt Load Direction, e.g. Left -Right, Front -Rear Mtotalwidth (For Left Wall, Use Front -Rear Load Direction) Tributary Area (2ND) CDX Sheathing type (T4.3A of SDPWS-2015) tributary width total width ROOF Resisting Dead Load Tributary Area (NA) Shearwall Segment Lengths: Adj. Total Length = 15.5 ft z tributary width 2.8 ft 1 9.0 ft 4.5 ft a0 total width o Tributary Area (NA) IV (ROOF) = 10711 Ito 892 lb z tributary width IV () = 0 lb 0 lb 3 total width IV () = 0 lb 0 lb IV () = 0 lb 0 lb Height of Shearwall = 7.8 ft E (Wind) = 10,711 lb F (Smc) = 892 lb Length of Shearwall = 2.8 ft ULT, v = 55 PLF ULT. v = 5 PLF Aspect Ratio OK ASO SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1(2 x 0.6) = 499 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF 1 (2 x 0.7) = 305 PLF Holdown Above: NO FLOOR ABOVE ASD C. TOTAL = (floor above) + (this floor) = ASD T. TOTAL w/o 00 = (floor above) + (this floor) = _..._._....._._....._...._._._............... ._................ _...... __...- ................_._..---- ............------ ..................._.... ._._....., Unfactored C. WL = 427 Ibs Unfactored T. WL = 563 Ibs Unfactored C. EQ = 36 Ibs Unfactored T. EQ = 36 Ibs Unfactored C. DL = 628 Ibs Unfactored C.LL/SL = 384 Ibs ................................................ _........................... --.................................................. _......................... .......... .............................. rear Floor Info ROOF Floor Level, e.g. Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, e.g. Left -Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) CDX Sheathing type (T4.3A of SDPWS-2015) ROOF Resisting Dead Load Shearwall Segment Lengths: Adj. Total Length 22.0 ft IV (ROOF) = 10711 lb EV()= 0lb FV()= 0lb EV()= 0lb E (Wind) = 10,711 lb ULT. v = 205 PLF 892 lb 0 Ito 0 lb 0 lb E (Smc) = 892 lb ULT. v = 17 PLF ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1(2 x 0.6) = 499 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF 1 (2 x 0.7) = 305 PLF Holdown Above: NO FLOOR ABOVE ASD C. TOTAL = (floor above) + (this floor) = ASD T. TOTAL w/o .QO = (floor above) + (this floor) = Unfactored C. WL = 1586 Ibs Unfactored T. WL = 3540 Ibs Unfactored C. EQ = 132 Ibs Unfactored T. EQ = 132 Ibs C. DL = 4462 Ibs Unfactored C.LL/SL = 5531 Ibs Unfactored ......................................... .................................. ........... _........................ ........................ ................................................................... .: Tributary Area (ROOF) 3.5 tributary area 44.0 total area Tributary Area (2ND) tributary area total area z Tributary Area (NA) a tributary area O total area Tributary Area (NA) -^ tributary area total area Weight of Shearwall = 10.0 Ibs Tributary width for dead load = 3.0 ft Length of adjoining wall = 3.8 ft R = 6.5 LRFD Holdown Design? F No Q0 = 2.5 Ductile Anchor Design? No Block Shear Wall USEA, Wind controls shearwall design 0 Ibs + 256 Ibs = 256 Ibs Wind controls -C1 (ASD eq, 5): 0 Ibs + -39 Ibs = -39 Ibs Wind controls -T1 (ASD eq. 7): c� z 0 O 0 z_ 3 NO HOLDOWNS REQUIRED OK FOUNDATION / INTERIOR WALLS: OK Tributary Area (ROOF) 18.5 tributary width 44.0 total width Tributary Area (2ND) �tota butary widthl width Tributary Area (NA) tributary width total width Area (NA) tributary width total width Tributary Area (ROOF) 18.5 tributary area 44.0 total area Tributary Area (2ND) tributary area total area z Tributary Area (NA) Q tributary area O total area Tributary Area (NA) w tributary area total area Height of Shearwall = 7.8 ft Weight of Shearwall = 10.0 Ibs Length of Shearwall = 22.0 ft Tributary width for dead load = 15.0 It Aspect Ratio OK Length of adjoining wall = 3.8 11 R = 6.E LRFD Holdown Design? No 00 = 2.5 Ductile Anchor Design? No Block Shear Wail USE Wind controls shearwall design 0 Ibs + 952 Ibs = 952 Ibs Wind controls -C1 (ASD eq, 5): 0 Ibs + -553 Ibs = -553 Ibs Wind controls -T1 (ASD eq. 7): NO HOLDOWNS REQUIRED K FOUNDATION / INTERIOR WALLS: IK PAULSEN-DUNKINSON PROPERTIES I April 20, 2021 SDA Job # 9239 9 main rear Al - WSW SEGMENTED WALL Floor Info Tributary Area (ROOF) Tributary Area (ROOF) 2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND 3.5 tributary width 3.5 Itributary area Lt-Rt Load Direction, e.g. Left -Right, Front -Rear 44.0 total width 44.0 total area (For Left Wall, Use Front -Rear Load Direction) Tributary Area (2ND) Tributary Area (21\10) CQX Sheathing type (T4.3A of SDPWS-2015) 3.5 tributary width 3.5 tributary area 44.0 total width 44.0 total area 2ND/FL Resisting Dead Load Tributary Area (NA) z Tributary Area (NA) Shearwall Segment Lengths: Adj. Total Length = 15.3 ft o tributary width a tributary area 5.0 ft 6.0 ft 3.0 ft ao total width total area o Tributary Area (NA) Tributary Area (NA) fV (ROOF) = 10711 lb 892 lb z tributary width w tributary area FV (2ND FLOOR) = 11126 lb 3408 lb 3 total width total area EV ( ) = 0 lb 0 lb Height of Shearwall = 7.8 ft Weight of Shearwall = 10.0 Ibs E (Wind) = 21,837 lb i (Smc) = 4,300 lb Length of Shearwall = 3.0 ft Tributary width for dead load = 3.5 ft ULT. v = 113 PLF ULT. v = 22 PLF Aspect Ratio OK Length of adjoining wall = 3.8 ft R= 6.5 ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) = 499 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF 1(2 x 0.7) = 305 PLF Holdown Above: Upper Rear ASD C. TOTAL = (floor above) + (this floor) = ASD T. TOTAL w/o QO = (floor above) + (this floor) = ......... .......... _... _......................................... .._...... __............... _...... --._.......__..._............_.._.._._..... ...... ............. .. Unfactored C. WL = 1307 Ibs Unfactored T. WL = 1443 Ibs Unfactored C. EQ = 209 Ibs Unfactored T. EQ = 209 Ibs t Unfactored C. DL = 1255 Ibs Unfactored C.LUSL = 385 Ibs .................................................. _._............ ............. _._._................ _...... _.._..................................................... ........ _...... -................. Floor Info 2ND I Floor Level, e.g. Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, e.g. Left -Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) CDX Sheathing type (T4.3A of SDPWS-2015) 2ND/FL Resisting Dead Load Shearwall Segment Lengths: Adj. Total Length Oft 1 14.0 ft EV (ROOF) = 10711 lb 892 lb FV (2ND FLOOR) = 11126 lb 3408 lb zV ( ) = 0 lb 0 lb FV () = 0 lb 0 lb 3 E (Wind) = 21,837 lb F (Smc) = 4,300 lb ULT. v = 510 PLF ULT. v = 106 PLF ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 ULT. WIND CAPACITY: 1.4 x 0.93 x 720 PLF 1(2 x 0.6) = 781 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 720 PLF / (2 x 0.7) = 478 PLF Holdown Above: upper rear interior ASD C. TOTAL = (floor above) + (this floor) = ASD T. TOTAL w/o 00 = (floor above) + (this floor) = ........................ ........ .... ....... ...... ............ _.... ............. ........................ .... ..... _..... .__......... ............ _..._._...._.._... ._.._..._: Unfactored C. WL = 5542 Ibs Unfactored T. WL = 7495 Ibs € Unfactored C. EQ = 958 Ibs Unfactored T. EQ = 958 Ibs Unfactored C. DL = 5058 Ibs Unfactored C.LUSL = 5532 Ibs ....................................................................__........._.._............ _.............. _........................ _............. __......... ............ ............... : LRFD Holdown Design? No Qc = 2.5 Ductile Anchor Design? I No Block Shear Wall USE 1 Wind controls shearwall design 257 Ibs + 527 Ibs = 784 Ibs Wind controls -C1 (ASD eq, 5): -38 Ibs + 151 Ibs = 112 Ibs Wind controls -T1 (ASD eq. 7): NO HOLDOWNS REQUIRED OK FOUNDATION I INTERIOR WALLS: _=77 Tributary Area (ROOF) Tributary Area (ROOF) 15.0 tributarywidth 15.0 tributaryarea 44.0 total width 44.0 total area Tributary Area (2ND) Tributary Area (2ND) 18.5 tributary width 18.5 tributary area 44.0 total width 44.0 total area Tributary Area (NA) z Tributary Area (NA) o tributary width a tributary area ao total width o total area o Area (NA) - Tributary Area (NA) -----]tributary Z Lutary tributary width 2 area 3 total width " total area Height of Shearwall = 7.8 ft Length of Shearwall = 3.0 ft Aspect Ratio OK Weight of Shearwall = 10.0 Ibs Tributary width for dead load = 3.0 ft Length of adjoining wall = 3.8 ft R = 6.E LRFD Holdown Design? No Qa = 2.E Ductile Anchor Design? No Block Shear Wall USE 2 Wind controls shearwall design 952 Ibs + 2373 Ibs = 3325 Ibs Wind controls -Cl (ASD eq, 5): -553 Ibs + 2015 Ibs = 1462 Ibs Wind controls -T1 (ASD eq. 7): SIMPSON DESIGNED HOLDOWN: FOUNDATION / INTERIOR WALLS: PAULSE-DUNKINSON PROPERTIES REMODEL/ADDITION ROOF LOAD: 25# LIVE LOAD, 15# DEAD LOAD FLOOR LOAD: 40# LIVE LOAD, 15# DEAD LOAD DECK LOAD: 60# LIVE, 15# DEAD LOAD WALL LOAD: 10# PLF AMERICAN HOME PLANNERS * 2716 COLBY AVENUE, EVERETT, WA 98201 * PHONE: (425) 258-6400 PASS A DATE: 4/2/2021 COMPANY: American Home Planners VITRUVIUS BUILD: StruCalc DESIGNED BY: L V CUSTOMER: Paulsen-Dunkinson REVIEWED BY: L V PROD. ADDRESS: PROJECT NAME: Paulsen-Dunkinson Edmonds WA 98026 LEVEL: Main Floor LOADING: ASD MEMBER NAME: UpperFlrBmAbvKitchenStairs&Dining CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: STRUCTURAL COMPOSITE LUMBER Weyerhaeuser 2.0E Parallam PSL (1) 5.25 X 9.25 DRY Y Start (ft): 0 End (ft): 14 Member Slope: 0112 Actual Length (ft): 14 Area Ix ly BSW Lams Cfn Kcr (in Z) (in4) (in') (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values l T Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 14 0 14 0 1.00 0.99 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (31.4%) 199.0 290.0 0 D+L 1 Bending Stress Y (psi) PASS (18.8%) 2409.0 2968.0 0 D+L 1 Deflection (in) PASS (67.2%) 0.230 (=L/731) 0.700 (=L/240) 7 D+L Bearing Stress (psi) PASS (43.9%) 350.5 625.0 0 D+L 1 E73!274=6 ObW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 2241 4200 0 0 0 0 0 0 0 0 0 B 2241 4200 0 0 0 0 0 0 0 0 0 M@x A 5230 9800 0 0 0 0 0 0 0 0 0 B -5230 -9800 0 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD •� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 600 600 0 14 Live Y Uniform (Ibf/ft) 225 225 0 14 Dead Y Uniform (Ibf/ft) 80 80 0 14 Dead Y Self Weight (Ibf/ft) 15.18 15.18 0 14 Dead Y PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD V-11 DATE: 4/2/2021 VITRUVIUS BUILD: StruCalc CUSTOMER: Paulsen-Dunkinson PROD. ADDRESS: Edmonds, WA 98026 LEVEL: Main Floor MEMBER NAME: UpperFlrBmAbvKitchenWithPtLd MEMBER TYPE: FLOOR BEAM MATERIAL: STRUCTURAL COMPOSITE LUMBER Weyerhaeuser 2.0E Parallam PSL (1) 5.25 X 9.25 ri COMPANY: American Home Planners DESIGNED BY: L V REVIEWED BY: L V PROJECT NAME: Paulsen-Dunkinson LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 14 Member Slope: 0/12 Actual Length (ft): 14 Area Ix ly BSW Lams Cfn Kcr (in Z) (in4) (in") (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 14 0 14 0 1.00 1.00 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (7.6%) 268.0 290.0 14 D+L 1 Bending Stress Y (psi) PASS (16.3%) 2486.6 2971.8 14 D+L 1 Deflection (in) PASS (80.1%) 0.140 (=L/1203) 0.700 (=L/240) 7.56 D+L Bearing Stress (psi) PASS (24.5%) 472.2 625.0 14 D+L 1 • 10 MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 1315 1632 0 0 0 0 0 0 0 0 0 B 3308 5368 0 0 0 0 0 0 0 0 0 M@x A 3327 4293 0 0 0 0 0 0 0 0 0 B -6074 -9440 0 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 14 Member Slope: 0/12 Actual Length (ft): 14 Area Ix ly BSW Lams Cfn Kcr (in Z) (in4) (in") (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 14 0 14 0 1.00 1.00 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (7.6%) 268.0 290.0 14 D+L 1 Bending Stress Y (psi) PASS (16.3%) 2486.6 2971.8 14 D+L 1 Deflection (in) PASS (80.1%) 0.140 (=L/1203) 0.700 (=L/240) 7.56 D+L Bearing Stress (psi) PASS (24.5%) 472.2 625.0 14 D+L 1 • 10 MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 1315 1632 0 0 0 0 0 0 0 0 0 B 3308 5368 0 0 0 0 0 0 0 0 0 M@x A 3327 4293 0 0 0 0 0 0 0 0 0 B -6074 -9440 0 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD A 3327 4293 0 0 0 0 0 0 0 0 0 B -6074 -9440 0 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD •� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 200 200 0 14 Live Y Uniform (Ibf/ft) 75 75 0 14 Dead Y Point (Ibf) 4200 - 12 - Live y Point (Ibf) 2241 - 12 - Dead Y Uniform (Ibf/ft) 80 80 0 14 Dead y Self Weight (Ibf/ft) 15.18 15.18 0 14 Dead Y PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD PASS A DATE: 4/2/2021 COMPANY: American Home Planners VITRUVIUS BUILD: StruCalc DESIGNED BY: L V CUSTOMER: Paulsen-Dunkinson REVIEWED BY: L V PROD. ADDRESS: PROJECT NAME: Paulsen-Dunkinson Edmonds, WA 98026 LEVEL: Main Floor LOADING: ASD MEMBER NAME: UpperFlrBmAbvDining CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: STRUCTURAL COMPOSITE LUMBER Weyerhaeuser 2.0E Parallam PSL (1) 5.25 X 9.25 DRY • • ' • • ' Start (ft): 0 End (ft): 14 Member Slope: 0/12 Actual Length (ft): 14 Area Ix ly BSW Lams Cfn Kcr (in Z) (in°) (in") (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 14 0 14 0 1.00 0.99 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (72.4%) 80.0 290.0 0 D+L 1 Bending Stress Y (psi) PASS (67.3%) 969.1 2968.0 0 D+L 1 Deflection (in) PASS (86.8%) 0.092 (=L/1818) 0.700 (=L/240) 7 D+L Bearing Stress (psi) PASS (77.4%) 141.0 625.0 0 D+L 1 • 10 MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 1191 1400 0 0 0 0 0 0 0 0 0 B 1191 1400 0 0 0 0 0 0 0 0 0 M@x A 2780 3267 0 0 0 0 0 0 0 0 0 B -2780 -3267 0 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD •� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 200 200 0 14 Live Y Uniform (Ibf/ft) 75 75 0 14 Dead Y Uniform (Ibf/ft) 80 80 0 14 Dead y Self Weight (Ibf/ft) 15.18 15.18 0 14 Dead Y PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD PASS A DATE: 4/2/2021 COMPANY: American Home Planners VITRUVIUS BUILD: StruCalc DESIGNED BY: L V CUSTOMER: Paulsen-Dunkinson REVIEWED BY: L V PROD. ADDRESS: PROJECT NAME: Paulsen-Dunkinson Edmonds, WA 98026 LEVEL: Main Floor LOADING: ASD MEMBER NAME: ColumnPost@Kitchen CODE: 2018 International Building Code MEMBER TYPE: COLUMN NDS: 2018 NDS MATERIAL: SOLID SAWN Douglas Fir -Larch No. 2 (1) 5.5 X 5.5 DRY I • •• . • ''•' Start (ft): 0 End (ft): 9 Member Slope: 0/12 Actual Length (ft): 9 Area Ix ly BSW Lams G Kcr (in Z) (i n') (in') (Ibf/ft) Creep Factor 30.25 76.26 76.26 6.9 1 0.5 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 750 475 170 700 625 1300 470 Adjusted Values 750 475 170 700 625 1300 470 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1.05Cr = 1 • D i Unbraced Length (ft) Column End Span Length (ft) X Y Offset CP Ke(X Axis) Ke(Y Axis) KeL/d (X Axis) KeL/d (Y Axis) 1 9 0 0 0 1.00 1.00 1.00 0 0 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Compressive Stress (psi) PASS (40.6%) 374.4 630.0 0 D 0.9 • 01141W Units for V: Ibf Units for M: Ibf-ft Z axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 11324 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 Reaction Location A B •1 DA REM Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) -11262 - 9 - Dead Z Self Weight (Ibf/ft) 6.9 6.9 0 9 Dead Z PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD PASS A DATE: 4/2/2021 COMPANY: American Home Planners VITRUVIUS BUILD: StruCalc DESIGNED BY: L V CUSTOMER: Paulsen-Dunkinson REVIEWED BY: L V PROD. ADDRESS: PROJECT NAME: Paulsen-Dunkinson Edmonds, WA 98026 LEVEL: Main Floor LOADING: ASD MEMBER NAME: Column Post@ExistStairs CODE: 2018 International Building Code MEMBER TYPE: COLUMN NDS: 2018 NDS MATERIAL: SOLID SAWN Hem -Fir No. 2 (1) 3.5 X 7.25 DRY • •• . TIME , IWOMMIETOMmm- Start (ft): 0 End (ft): 9 Member Slope: 0/12 Actual Length (ft): 9 Area Ix ly BSW Lams G Kcr (in Z) (in°) (in") (Ibf/ft) Creep Factor 25.38 111.15 25.9 5.01 1 0.43 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 850 525 150 1300 405 1300 470 Adjusted Values 1105 630 150 1365 405 1300 470 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.3 1.2 1 1.05 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 • D i Unbraced Length (ft) Column End Span Length (ft) X Y Offset CP Ke(X Axis) Ke(Y Axis) KeL/d (X Axis) KeL/d (Y Axis) 1 9 0 0 0 1.00 1.00 1.00 0 0 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Compressive Stress (psi) PASS (79.2%) 255.6 1228.5 0 D 0.9 • &W Units for V: Ibf Units for M: Ibf-ft Z axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 6486 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 Reaction Location A B •1 DA REM Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) -6441 - 9 - Dead Z Self Weight (Ibf/ft) 5.01 5.01 0 9 Dead Z PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD DATE: 4/2/2021 VITRUVIUS BUILD: StruCalc CUSTOMER: Paulsen-Dunkinson PROD. ADDRESS: Edmonds, WA 98026 LEVEL: Main Floor MEMBER NAME: 5.67FtUpperflrBmAbvDining&Living MEMBER TYPE: FLOOR BEAM RAATCDIAI • CTDI IrTI IDAI rnKADn C'ITC I I IRADCD Weyerhaeuser 2.0E Parallam PSL (1) 5.25 X 9.25 ri COMPANY: American Home Planners DESIGNED BY: L V REVIEWED BY: L V PROJECT NAME: Paulsen-Dunkinson LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Area Ix ly BSW Lams Cfn Kcr (in Z) (i n') (in') (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 6 0 6 0 1.00 1.00 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (80.7%) 70.0 362.5 6 D+Lr 1.25 Bending Stress Y (psi) PASS (90.2%) 363.1 3720.4 6 D+Lr 1.25 Deflection (in) PASS (97.9%) 0.006 (=L/11250) 0.300 (=L/240) 3 D+Lr Bearing Stress (psi) PASS (80.3%) 123.3 625.0 0 D+Lr 1.25 IFIRT14=6 10 MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 1065 160 1200 0 0 0 0 0 0 0 0 B 1065 160 1200 0 0 0 0 0 0 0 0 M@x A 1065 160 B -1065 -160 Reaction Location A 1200 0 0 0 0 0 0 0 0 -1200 0 0 0 0 0 0 0 0 B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Area Ix ly BSW Lams Cfn Kcr (in Z) (i n') (in') (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 6 0 6 0 1.00 1.00 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (80.7%) 70.0 362.5 6 D+Lr 1.25 Bending Stress Y (psi) PASS (90.2%) 363.1 3720.4 6 D+Lr 1.25 Deflection (in) PASS (97.9%) 0.006 (=L/11250) 0.300 (=L/240) 3 D+Lr Bearing Stress (psi) PASS (80.3%) 123.3 625.0 0 D+Lr 1.25 IFIRT14=6 10 MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 1065 160 1200 0 0 0 0 0 0 0 0 B 1065 160 1200 0 0 0 0 0 0 0 0 M@x A 1065 160 B -1065 -160 Reaction Location A 1200 0 0 0 0 0 0 0 0 -1200 0 0 0 0 0 0 0 0 B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD A 1065 160 B -1065 -160 Reaction Location A 1200 0 0 0 0 0 0 0 0 -1200 0 0 0 0 0 0 0 0 B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD •� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 400 400 0 6 Roof Live Y Uniform (Ibf/ft) 240 240 0 6 Dead Y Uniform (Ibf/ft) 53.2 53.2 0 6 Live Y Uniform (Ibf/ft) 19.95 19.95 0 6 Dead Y Uniform (Ibf/ft) 80 80 0 6 Dead Y Self Weight (Ibf/ft) 15.18 15.18 0 6 Dead Y PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD DATE: 4/2/2021 VITRUVIUS BUILD: StruCalc CUSTOMER: Paulsen-Dunkinson PROD. ADDRESS: Edmonds, WA 98026 LEVEL: Main Floor MEMBER NAME: UpperflrBmAbvDining&Living MEMBER TYPE: FLOOR BEAM RAATCDIAI • CTDI Ir-ri IDAI rnKADn C'ITC 1111 Weyerhaeuser 2.0E Parallam PSL (1) 5.25 X 9.25 ri COMPANY: American Home Planners DESIGNED BY: L V REVIEWED BY: L V PROJECT NAME: Paulsen-Dunkinson LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 14.5 Member Slope: 0/12 Actual Length (ft): 14.5 Area Ix ly BSW Lams Cfn Kcr (in Z) (in4) (in') (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 14.5 0 14.5 0 1.00 0.99 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (38.5%) 222.9 362.5 14.5 D+0.75L+0.75Lr 1.25 Bending Stress Y (psi) PASS (24.5%) 2794.8 3702.8 14.5 D+0.75L+0.75Lr 1.25 Deflection (in) PASS (66.1%) 0.246 (=L/708) 0.725 (=L/240) 7.25 D+Lr Bearing Stress (psi) PASS (37.2%) 392.7 625.0 0 D+0.75L+0.75Lr 1.25 IFIRT14=6 10 MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 3300 2320 2900 0 0 0 0 0 0 0 0 B 3300 2320 2900 0 0 0 0 0 0 0 0 M@x A 7975 5607 B -7975 -5607 Reaction Location A 7008 0 0 0 0 0 0 0 0 -7008 0 0 0 0 0 0 0 0 B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 14.5 Member Slope: 0/12 Actual Length (ft): 14.5 Area Ix ly BSW Lams Cfn Kcr (in Z) (in4) (in') (Ibf/ft) Creep Factor 48.56 346.26 111.54 15.18 1 9 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 2900 2300 290 2900 625 2000 1016.535 Adjusted Values 2900 2300 290 2900 625 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 14.5 0 14.5 0 1.00 0.99 1.00 1.00 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (38.5%) 222.9 362.5 14.5 D+0.75L+0.75Lr 1.25 Bending Stress Y (psi) PASS (24.5%) 2794.8 3702.8 14.5 D+0.75L+0.75Lr 1.25 Deflection (in) PASS (66.1%) 0.246 (=L/708) 0.725 (=L/240) 7.25 D+Lr Bearing Stress (psi) PASS (37.2%) 392.7 625.0 0 D+0.75L+0.75Lr 1.25 IFIRT14=6 10 MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 3300 2320 2900 0 0 0 0 0 0 0 0 B 3300 2320 2900 0 0 0 0 0 0 0 0 M@x A 7975 5607 B -7975 -5607 Reaction Location A 7008 0 0 0 0 0 0 0 0 -7008 0 0 0 0 0 0 0 0 B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD A 7975 5607 B -7975 -5607 Reaction Location A 7008 0 0 0 0 0 0 0 0 -7008 0 0 0 0 0 0 0 0 B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD •� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 400 400 0 14.5 Roof Live Y Uniform (Ibf/ft) 240 240 0 14.5 Dead Y Uniform (Ibf/ft) 320 320 0 14.5 Live Y Uniform (Ibf/ft) 120 120 0 14.5 Dead Y Uniform (Ibf/ft) 80 80 0 14.5 Dead Y Self Weight (Ibf/ft) 15.18 15.18 0 14.5 Dead Y PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD PASS A DATE: 4/2/2021 COMPANY: American Home Planners VITRUVIUS BUILD: StruCalc DESIGNED BY: L V CUSTOMER: Paulsen-Dunkinson REVIEWED BY: L V PROD. ADDRESS: PROJECT NAME: Paulsen-Dunkinson Edmonds, WA 98026 LEVEL: Main Floor LOADING: ASD MEMBER NAME: ColumnPost@Dining LivingRm CODE: 2018 International Building Code MEMBER TYPE: COLUMN NDS: 2018 NDS MATERIAL: SOLID SAWN Douglas Fir -Larch No. 2 (1) 5.5 X 5.5 DRY • •• . • •' 11 D I '' �•f • ..•. Start (ft): 0 End (ft): 9 Member Slope: 0/12 Actual Length (ft): 9 Area Ix ly BSW Lams G Kcr (in Z) (i n') (in') (Ibf/ft) Creep Factor 30.25 76.26 76.26 6.9 1 0.5 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 750 475 170 700 625 1300 470 Adjusted Values 750 475 170 700 625 1300 470 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CIF 1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1.05Cr = 1 • D i Unbraced Length (ft) Column End Span Length (ft) X Y Offset CID Ke(X Axis) Ke(Y Axis) KeL/d (X Axis) KeL/d (Y Axis) 1 9 0 0 0 1.00 1.00 1.00 0 0 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Compressive Stress (psi) 328.7 630.0 0 D 0.9 E3774=9 &W Units for V: Ibf Units for M: Ibf-ft Z axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 9942 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 Reaction Location A B •1 DA REM Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) -9880 - 9 - Dead Z Self Weight (Ibf/ft) 6.9 6.9 0 9 Dead Z PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD PASS A DATE: 4/2/2021 COMPANY: American Home Planners VITRUVIUS BUILD: StruCalc DESIGNED BY: L V CUSTOMER: Paulsen-Dunkinson REVIEWED BY: L V PROD. ADDRESS: PROJECT NAME: Paulsen-Dunkinson Edmonds, WA 98026 Main Floor LOADING: ASD LEVEL: MEMBER NAME: ColumnPost@Dining Living RmExteriorWall CODE: 2018 International Building Code MEMBER TYPE: COLUMN NDS: 2018 NDS MATERIAL: SOLID SAWN Douglas Fir -Larch No. 2 (1) 5.5 X 5.5 DRY • •• . • •' •III lrkwel..•. Start (ft): 0 End (ft): 9 Member Slope: 0/12 Actual Length (ft): 9 Area Ix ly BSW Lams G Kcr (in Z) (i n') (in') (Ibf/ft) Creep Factor 30.25 76.26 76.26 6.9 1 0.5 1 IRETUMPIT-09N. Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x103 Emin (psi) x103 Base Values 750 475 170 700 625 1300 470 Adjusted Values 750 475 170 700 625 1300 470 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1.05Cr = 1 • D i Unbraced Length (ft) Column End Span Length (ft) X Y Offset CP Ke(X Axis) Ke(Y Axis) KeL/d (X Axis) KeL/d (Y Axis) 1 9 0 0 0 1.00 1.00 1.00 0 0 • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Compressive Stress (psi) PASS (38.2%) 389.2 630.0 0 D 0.9 • 101141W Units for V: Ibf Units for M: Ibf-ft Z axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 11773 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 Reaction Location A B •1 DA REM Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) -11711 - Self Weight (Ibf/ft) 6.9 6.9 9 0 - Dead Z 9 Dead Z PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD DATE: VITRUVIUS BUILD: CUSTOMER: PROD. ADDRESS: 4/2/2021 StruCalc Paulsen-Dunkinson PASS A COMPANY: DESIGNED BY: REVIEWED BY: PROJECT NAME: American Home Planners LV LV Paulsen-Dunkinson Edmonds, WA 98026 LEVEL: Basement LOADING: MEMBER NAME: 30x30x10 FTG @ KitchenStairs CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 2.5 (ft) X 2.5 (ft) X 10 (in) Soil Depth TOR 0 (ft) (4) #4 Long, (4) #4 Short 9 1 � >t 1031 P SF 1031 P SF JL 2. 6- F 7a31 PSU 1031 PSU . ..•. M. FOOTING fc' (psi) Ec (psi) Density (Ibf/ft3) Width (ft) Length (ft) Depth (in) Volume (ft') 2500 2880952 145 2.5 2.5 10 5.21 CALCULATION VARIABLES Bo (in) (D-X 0-Y 50 0 0 COLUMN Width (in) Length (in) Material Offset (in) 6 6 Wood 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/fti) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 REBAR Bar Size # # Bars Long # Bars Short fy (psi) Es (psi) 4 4 4 40000 2.9E+07 PASS/FAIL MAGNITUDE Soil Bearing Pressure (Ibf/ft2) PASS (31.3%) 1030.6 Two -Way Shear (Punching) (Ibf) PASS (78.9%) 10305.6 One -Way Shear X (Ibf) PASS (87.1%) 1889.4 Moment X (Ibf-ft) PASS (48.5%) 2061.1 One -Way Shear Y (Ibf) PASS (87.1%) 1889.4 Moment Y (Ibf-ft) PASS (48.5%) 2061.1 Crushing (Ibf) PASS (79.3%) 286.3 STRENGTH 1500.0 48750.0 14625.0 4000.0 14625.0 4000.0 1381.3 •� Type Left Magnitude Right Magnitude Load Start (ft) LOAD COMBO D+L 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr Load End (ft) Load Type Live Direction Point (Ibf) 6441 0 PROJECT: Paulsen- Dunkinson 2018 International Building Code Z DATE: VITRUVIUS BUILD: CUSTOMER: PROD. ADDRESS: 4/2/2021 StruCalc Paulsen-Dunkinson PASS A COMPANY: DESIGNED BY: REVIEWED BY: PROJECT NAME: American Home Planners LV LV Paulsen-Dunkinson Edmonds, WA 98026 LEVEL: Basement LOADING: MEMBER NAME: 36x36x10 FTG @ Dining/LivinglnteriorPost CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 3 (ft) X 3 (ft) X 10 (in) Soil Depth TOF: 0 (ft) (4) #4 Long, (4) #4 Short 14 1097 PSF 1097 P SF Ly I 3' } r 1 D97 PSF 1097 P SF ROOM FOOTING fc' (psi) Ec (psi) Density (Ibf/ft3) Width (ft) Length (ft) Depth (in) Volume (ft') 2500 2880952 145 3 3 10 7.5 CALCULATION VARIABLES Bo (in) (D-X 0-Y 50 0 0 COLUMN Width (in) Length (in) Material Offset (in) 6 6 Wood 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/fti) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 REBAR Bar Size # # Bars Long # Bars Short fy (psi) Es (psi) 4 4 4 40000 2.9E+07 • PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure (Ibf/ft2) PASS (26.8%) 1097.8 1500.0 D+L Two -Way Shear (Punching) (Ibf) PASS (67.6%) 15808.0 48750.0 1.2D+1.6L+0.5Lr One -Way Shear X (Ibf) PASS (78.7%) 3732.4 17550.0 1.2D+1.6L+0.5Lr Moment X (Ibf-ft) PASS (72.7%) 4116.7 15098.0 1.2D+1.6L+0.5Lr One -Way Shear Y (Ibf) PASS (78.7%) 3732.4 17550.0 1.2D+1.6L+0.5Lr Moment Y (Ibf-ft) PASS (72.7%) 4116.7 15098.0 1.2D+1.6L+0.5Lr Crushing (Ibf) PASS (68.2%) 439.1 1381.3 1.2D+1.6L+0.5Lr lrr•��� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) 9880 0 Live Z PROJECT: Paulsen- Dunkinson 2018 International Building Code DATE: VITRUVIUS BUILD: CUSTOMER: PROD. ADDRESS: 4/2/2021 StruCalc Paulsen-Dunkinson PASS A COMPANY: DESIGNED BY: REVIEWED BY: PROJECT NAME: American Home Planners LV LV Paulsen-Dunkinson Edmonds, WA 98026 LEVEL: Basement LOADING: MEMBER NAME: 36x36x10 FTG @ KitchendininglnteriorPost CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 3 (ft) X 3 (ft) X 10 (in) Soil Depth TOF: 0 (ft) (4) #4 Long, (4) #4 Short 1 . • • • '• A 1251 PSF 12511 PSF Ly I 3' } r 1251 PSF 1251 PSF KKAFTIVIEWTIMILTON FOOTING fc' (psi) Ec (psi) Density (Ibf/ft3) Width (ft) Length (ft) Depth (in) Volume (ft') 2500 2880952 145 3 3 10 7.5 CALCULATION VARIABLES Bo (in) (D-X 0-Y 50 0 0 COLUMN Width (in) Length (in) Material Offset (in) 6 6 Wood 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/fti) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 REBAR Bar Size # # Bars Long # Bars Short fy (psi) Es (psi) 4 4 4 40000 2.9E+07 • RO PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure (Ibf/ft2) PASS (16.6%) 1251.3 1500.0 D+L Two -Way Shear (Punching) (Ibf) PASS (63.0%) 18019.2 48750.0 1.2D+1.6L+0.5Lr One -Way Shear X (Ibf) PASS (75.8%) 4254.5 17550.0 1.2D+1.6L+0.5Lr Moment X (Ibf-ft) PASS (68.9%) 4692.5 15098.0 1.2D+1.6L+0.5Lr One -Way Shear Y (Ibf) PASS (75.8%) 4254.5 17550.0 1.2D+1.6L+0.5Lr Moment Y (Ibf-ft) PASS (68.9%) 4692.5 15098.0 1.2D+1.6L+0.5Lr Crushing (Ibf) PASS (63.8%) 500.5 1381.3 1.2D+1.6L+0.5Lr lrr•��� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) 11262 0 Live Z PROJECT: Paulsen- Dunkinson 2018 International Building Code V-11 DATE: 4/2/2021 VITRUVIUS BUILD: StruCalc CUSTOMER: Paulsen-Dunkinson PROD. ADDRESS: LEVEL: Main Floor MEMBER NAME: 3FthdrBm@Dining MEMBER TYPE: ROOF BEAM MATERIAL: SOLID SAWN Douglas Fir -Larch No. 2 (1) 3.5 X 7.25 ri COMPANY: American Home Planners DESIGNED BY: L V REVIEWED BY: L V PROJECT NAME: Paulsen-Dunkinson LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 3.33 Member Slope: 0112 Actual Length (ft): 3.33 Roof Pitch: 0/12 Area Ix ly BSW Lams G Kcr (in Z) (i n') (in') (Ibf/ft) Creep Factor 25.38 111.15 25.9 5.79 1 0.5 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1170 690 180 1417 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.3 1.2 1 1.05 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 3.33 0 3.33 0 1.00 1.00 1.00 1.00 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (70.0%) 67.5 225.0 0 D+Lr 1.25 Bending Stress Y (psi) PASS (74.6%) 372.0 1462.5 1.66 D+Lr 1.25 Deflection (in) PASS (95.2%) 0.011 (=L/3735) 0.222 (=L/180) 1.66 D+Lr Bearing Stress (psi) PASS (85.1%) 93.2 625.0 0 D+Lr 1.25 IFIR-74"6041W Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 517 0 624 0 0 0 0 0 0 0 0 B 517 0 624 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD LOADING. ASD CODE: 2018 International Building Code NDS: 2018 NDS DRY Start (ft): 0 End (ft): 3.33 Member Slope: 0112 Actual Length (ft): 3.33 Roof Pitch: 0/12 Area Ix ly BSW Lams G Kcr (in Z) (i n') (in') (Ibf/ft) Creep Factor 25.38 111.15 25.9 5.79 1 0.5 1 ••• Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1170 690 180 1417 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.3 1.2 1 1.05 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 3.33 0 3.33 0 1.00 1.00 1.00 1.00 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (70.0%) 67.5 225.0 0 D+Lr 1.25 Bending Stress Y (psi) PASS (74.6%) 372.0 1462.5 1.66 D+Lr 1.25 Deflection (in) PASS (95.2%) 0.011 (=L/3735) 0.222 (=L/180) 1.66 D+Lr Bearing Stress (psi) PASS (85.1%) 93.2 625.0 0 D+Lr 1.25 IFIR-74"6041W Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 517 0 624 0 0 0 0 0 0 0 0 B 517 0 624 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (70.0%) 67.5 225.0 0 D+Lr 1.25 Bending Stress Y (psi) PASS (74.6%) 372.0 1462.5 1.66 D+Lr 1.25 Deflection (in) PASS (95.2%) 0.011 (=L/3735) 0.222 (=L/180) 1.66 D+Lr Bearing Stress (psi) PASS (85.1%) 93.2 625.0 0 D+Lr 1.25 IFIR-74"6041W Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 517 0 624 0 0 0 0 0 0 0 0 B 517 0 624 0 0 0 0 0 0 0 0 Reaction Location A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD A B PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD •� Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 375 375 0 3.33 Roof Live Y Uniform (Ibf/ft) 225 225 0 3.33 Dead Y Uniform (Ibf/ft) 80 80 0 3.33 Dead Y Self Weight (Ibf/ft) 5.79 5.79 0 3.33 Dead Y PROJECT: Paulsen- Dunkinson 2018 International Building Code ASD