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APPROVED BLD-2019-7-17 Carpenter struct. calc'sREVISION STRUCTURAL Project: For: Date: Structural Calculations (Addition to Existing Residence) Carpenter Residence 21811 95t" Ave E Edmonds, WA 98020 Scott Carpenter 21811 95t" Ave E Edmonds, WA 98020 Annee Structural 1801 18t" Ave S Seattle, WA 98144 July 17, 2019 Engineering, LLC Oct 16 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT .,.,.,.,.,.,.,............................... REVIEWED BY - CITY OF EDMONDS : aq i Date: 7/3/2019 Project Name: Carpenter Residence Soil Bearing: 2000 psf Location: 2101.1. 9 5th Ave. W, . .<, WA Frost Depth: 1.2" ANNEE R1n"ERW, « Dead Roof: Floors: Walls: Loads: Comp. Roofing 5.1. PSF Flooring 3.0 PSF Siding 2.:3 PSF 1/2" Sheathing 1.7 PSF 0.0 PSF Plywood 1.7 PSF Rafters 2.2 PSF 3/4" Sheathing 2.5 PSF 2x Studs 1,8 PSF Insulation 0.9 PSF Joists 2.2 PSF Insulation 0, 5 PSF 5/8" Gypsum 2.8 PSF 5/8" Gypsum 2.8 PSF 1/2" Gypsum 2.2 PSF Miscellaneous 2.3 PSF Miscellaneous 1.5 PSF Miscellaneous 1.5 PSF Total 15.0 PSF Total 12.0 PSF Total 10.0 PSF Live Loads: Snow 25AO PSF Floor 40.0 PSF Wind 12.4 P5F Seismic Loads: per 201.5718C, 5ecr`: 1613 & ASCE7-JO, Chapter 11 Design Category = D Importance = 1.0 Redundancy = 1.00 Site Class = D R = 0.5 Latitude (°N) _ 47,801 (per USGS) S, = 1.266 Fa = 1.00 SDS = 2/3(FaxS,,) = 0.844 Longitude (°W) = 122,360 (per USGS) SI = 0.495 F = 1.50 SDI = 2/3(F xSI) = 0.497 Building Ct = 0.02 (wood) Height h„ = 19.5 ft. Period T=Ct(h,)314 = 0.19 sec. To=0.2*(SDI/SDs) = 0.12 Ts=(SDI/SDS) = 0.59 Sa = 0.844 Sa=SDS if To<T<TS, Sa=0.6*(SDs/To)*T+0.4*SDS if T<To, Sa=SDI/ ' if T>Ts Not greater than: C,=SDI/T*(R/I) = 0.412 Not less than: C,=0.044SDS*I = 0.037 Design Category E or F; not less than: Cs=0.5SI/(R/I) = 0.038 Seismic Design Coefficient: C=SDS/(R/I) = 0.130 C, = 0.130 Seismic Weight Distrubution: Diaphragm h(ft.) w (kips hw, K-ft.) wh/sum(wh,) Ffibs.),Sum F,(lbs.) 0 0 0 0 0 0 0 0 0 0 0 0 Roof 17,0 13,48 229.2 0.383 1,898 1,898 2nd Floor 9.0 111.04 369.4 0.617 3,058 4,956 54.52 598.6 Design Base Shear (working str.) = 0.7*( 0.130 * W) = 0.091 * W = 4,956 lbs. Wind Loads: per 201518C, Section 1609.6 Alternate All -Heights Method' Cladding (0.6W)-100 ft2 Wind Speed (MPH) 110 KZ= 0.62 Pnet = 11.5 x Cf,t (0.6W) C t Per (Pao Exposure 0 IW= 1.00 Roof -field (Zone 1) -0.92 -10.6 Roof Pitch (x:12) 5 MFWRS (0.6W) Overhang (Zone 1) .1.36 -15.7 KI= 0.00 C Att P..t (PSO Roof -edges (Zone'2) -1.17 -13.5 K2= 0.00 Wall (windward) 0.43 5.0 Overhang (Zone 2) -1.87 -21.5 K3= (),00 Wall (leeward) 0.51 -5.9 Roof -corners (Zone 3) -1.85 -21.3 Kt=(1+KI*K2*K3)2= 1.00 Roof (windward) OM3 0.3 Overhang (Zone 3) -2.1.3 -24.5 Roof (leeward) -0,66 -7.6 Wall (Zone 4)-20 ft2 -1.08 -12.4 Wall (Zone 5)-20 ft2 -1-33 -15.3 7_ 6/10/2019 21811 95th Ave W - Google Maps k�a 21811 95th Ave W Lai n,n tir ut{f Ili1fP L } Par! Li Fdrrvod .S� s Cowif tj'- Y r L'Igl 4oT1 ':II Com kidm,n>n -, = �:-rrg Trti k�t�r,Ih 6,vl,n �i - , ('tort of [drn� Hij .� '1 l Iri 3 r _ :r 21I1U 9`Zill /i'124lLC til`Esf Fl:e r .4 F't1i1 i'sl#K 7 ,l n tli 1': El t Cilu J. fatR l�-u�1 1-19 to si i Y,...:--i r 1 iFt _ Park ,r 4 � l ' jiligiiti t,� norctS �• �. ., ' -` (;�o I:"I)l EDorl - - - z V"E ;* t GA i F. - ia�. �i• L7LL `s Sid � n) L t f_i ❑�i ❑u1y r�;� tiiil•tr13[L� t fl-, �,591 t r,i rSY,ir [ri Rcl39d1 l� -= u 1 •c.i - it _ R,i Isli,le rr r t{Ic.�n,�:�;�._rn h,tan•a;t i I ,4 .,,.prl„I Map data ©2019 1000 ft I A Ito 21811 95th Ave W Edmonds, WA 98020 I https://www.google.com/maps/place/21811 +95th+Ave+W,+Edmonds,+WA+98020/@47.7985482,-122.3643667,15z/data=!4m5l3m4! 1 sOx54901 a929bf... 1 /2 6/10/2019 U.S. Seismic Design Maps 2171h St SW �a .J ro -- ts11 Pi SW 218[h St SW 21901 `it SW w Go l � Map data ©2019 Date Design Code Reference Document Risk Category Site Class Type Value Description SS 1.266 MCER ground motion. (for 0.2 second period) 6/10/2019, 12:46:33 PM ASCE7-10 D - Stiff Soil St 0.495 MCER ground motion. (for 1.0s period) SMs 1.266 Site -modified spectral acceleration value SMt 0.745 Site -modified spectral acceleration value SDS 0.844 Numeric seismic design value at 0.2 second SA SDI 0,497 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.505 Site amplification factor at 1.0 second PGA 0.512 MCER peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0.512 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.266 Probabilistic risk -targeted ground motion. (0.2 second) SsLlH 1.283 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.505 Factored deterministic acceleration value. (0.2 second) S1 RT 0.495 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.52 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.602 Factored deterministic acceleration value. (1.0 second) PGAd 0.568 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.987 Mapped value of the risk coefficient at short periods CRt 0.952 Mapped value of the risk coefficient at a period of 1 s l� i https:Hseismicmaps.org 1 /2 6/10/2019 U.S. Seismic Design Maps moffl]Ui MCER Response Spectrum Period, T (sec) Sa(g) 5 Design Response Spectrum r 0] 0.75 rn m 0.50 0.25 HE DISCLAIMER Period, T (sec) Sa(g) 5 While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https:Hseismicmaps.org 2/2 1��CP i �ec�tt`�t DES ` t 'OEs ?� �1 i � �AP IL6Ov — — v t pf P >� t, I h,l U�tIAIJ) m ul_`Y'- �t��Pytr¢t: �>>�,�t� �1tt,'t�,t�� �.�•��-'��,i5��v�f�tsta // y ry 60 ('10� t Mi (11:>Ot',i \Il),�..-%Lk��q`�`�%�� Date A N N L ESTRUCTURAL ENGINEERING, H-C 1801 18th Ave S, Seattle, WA 98144 206.658.5169 Sheet 51sw, 9(41 oh'�_ (,:oov Vjb/ 1' . .r %)/VctO J' 11 o4) w, �q OM l o < <�) 00 1 �r�,��,�"ro 11ttir..�>QAW, ('3o IT, a' {I it, 0lf Date 1801 18th Ave S, Seattle, WA 98144 206.658.5169 Sheet LR� —SW �- 4x6 )76 TRUSSES @ 24"o �I 1 I i L Upper Roof Framing Plan SCALE: 1/4" = 1'-0" SW6 SW6 i j �a I I I TRUSSES I @ 24"oc x r-a � PSL A— —XIO n, sW6 (7)) 24 oc C12 al F2 �^ a I x 24'V PSL .1 L/ 2YIO (1) 2A2 (E) 2x12 2,1'nc p — — — — — — — — — — — — — — — 2nd Floor & Lower Roof Framing Plan SCALE: 1/4" = V-O" I a t 1st Floor Framing & Foundation Plan SCALE: I/4" = P-O" \tE \(E \cE / � �s N � (E) (F) (F) r _ _ to 'v o "�51 QD pm v"vi V b, [Alul�-�A�'(l Tc, > `)FzQ A-XA, C-(\V-(-, sf!fi kVVkmf'v"o o'j-( '�)Y'Y) wl(�' uv"-/ Designer Date ANNEESTRUCTURAL ENGINEERING, LLC 1801 18th Ave S, Seattle, WA 98144 206.658.5169 Sheet 1 , , MEMBER REPORT PASSE® 2nd Floor Framing, 3- Joist 1 piece(s) 11 7/8" TJI@ 360 @ 16" OC 0 Overall Length: 19' 4" 19' 4" a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location '. Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 663 @ 2 1/2" 1202 (2.25") Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 650 @ 3 1/2" 1705 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3101 @ 9' 8" 6180 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.352 @ 9' 8" 0.473 Passed (L/645) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.458 @ 9' 8" 0.946 Passed (L/496) 1.0 D + 1.0 L (All Spans) TJ-Pro"' Rating 46 1 40 Passed I __ • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must he braced at 5' 4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 2" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysts Is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro"' Rating include: 5/8" Gypsum ceiling. 'Bearing Length .Toads to Supports (Ibs) Supports ' Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 3.50" 2.25" 1.75" 155 516 671 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 155 516 671 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Load Dead '-Floor Live location (Side) Spacing (0.90) .(1.00) Comments 1- Uniform (PSF) 0 to 19' 4" 16" 12.0 40.0 Default Load WPVPrhnPrlcP.r Nntpc 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso 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 sofhvare. Use of this sofhvare 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 %%vw.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 Mike Annee Annee Structural Engineering LLC (206) 658-5169 mike@anneestructural.com A0, SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 7/3/2019 10:24:52 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Carpenter Residence Pagel/1 0- of a MEMBER REPORT 2nd Floor Framing, 4 - Beam 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL @ 16" OC An excessive uplift of -2460 lbs at support located at 5 1/4" failed this product. Overall Length: 19' 4" 19' 4" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5015 @ 5 1/4" 5015 (1.53") Passed (100%) 1.0 D + 0.7 E (All Spans) Shear (Ibs) 4847 @ 1' 5 1/8" 19285 Passed (25%) 1.60 1.0 D + 0.7 E (All Spans) Moment (Ft-lbs) 12351 @ 9' 8" 35705 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.209 @ 9181, 0.461 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Deft, (in) 0.506 @ 9' 8" 0.923 Passed (L/438) 1.0 D + 1.0 S (All Spans) TJ Pro"' Rating 63 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 18' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must he braced at 18' 6" o/c unless detailed otherwise. • A 4% increase In the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Bearing Length Loads to Supports (Ibs) Supports Total Available Required :Dead Snow (Seismic Total Accessories 1 - Hanger on 11 7/8" PSL beam 5.25" Hanger' 1,53" 1643 1160 4923/-4923 7726/ 4923 See note' 2 - Hanger on 11 7/8" PSL beam 5.25" Hanger' 1,53" 1643 1160 1102/-1102 311002 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support :Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger APHH610 3.00" N/A 14-SDS25300 6-SDWS22312STN 2 - Face Mount Hanger APHH610 3.00" N/A 14-SDS25300 6-SDWS22312STN Vertical Loads Dead ' Snow Seismic Location (Side) Spacing ;(0.90) (1,15) . (1.60) Comments 1 - Uniform (PLF) 0 to 19' 4" N/A 170.0 120.0 - Default Load 2 - Point (lb) 1 1/2" N/A - - -6025 3 - Point (Ib) 2' 1 1/2" N/A - - 6025 4 - Point (lb) IT 2 1/2" N/A - - -6025 5 - Point (lb) 19' 2 1/2" N/A - - 6025 Wavarhaansar hlntac I 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 tv%vw.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 1 7/18/2019 6:17:06 PM UTC Mike Annee Annee Structural Engineering LLC (206)658-5169 rnike@anneestructural.com ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Carpenter Residence Page 1 / 2 a MEMBERREPORT 2nd Floor Framing, 5 - Beam 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrari LSL @ 16" OC Overall Length: 19' 4" 19' 4" IJ All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal. Design Results : Actual @ Location :Allowed Result '.LDF Load: Combination (Pattern) Member Reaction (Ibs) 1237 @ 19' 1 1/2" 3189 (2.25") Passed (39%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1155 @ 18' 5/8" 8590 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4573 @ 11' 7 15/16" 16591 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.186 @ 10' 3 3/16" 0.473 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.365 @ 10' 5/8" 0.946 Passed (L/623) 1.0 D + 1.0 L (All Spans) TJ-ProT' Rating 57 40 Passed I __ • Deflection criteria: LL (1-/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 19' 2" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 2" o/c unless detailed otherwise. • A 4% Increase in the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Bearing Length `-Loads to Supports (Ibs) Supports ' Total Available Required :Dead Floor Live Total Accessories 1 - Stud wall - HF 3.50" 2.25" 1.50" 448 365 813 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 548 697 1245 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Vertical Loads Dead Floor Live location (Side) - spacing ' (0.90) (1.00) Comments 1- Uniform (PLF) 0 to 19' 4" N/A 43.0 26.7 Default Load 2 - Point (lb) 15, 5" N/A 164 546 1111 rn•rnrh�m�enrlUn}ne 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso 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 sofhvare. 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 vAvw.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software ForteWEB Software Operator Job Notes Mike Annee Annee Structural Engineering LLC (206)658-5169 mike@anneestructural.com 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 7/3/2019 10:35:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Carpenter Residence Page 1 / 1 1 r UK I r. ULU McMBER REPORT PASSED 2nd Floor Framing, 6 - Beam 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL 0 3' 6 3/4" Overall Length: 12' 2 3/4" r r r r i r r r r r :r 0 8. 8° All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results l:Actual @ Location Allowed Result :LDF: Load: Combination (Pattern) Member Reaction (lbs) 11009 @ 3' 10 1/4" 14884 (7.00") Passed (74%) __ 1.0 D + 0.525 E + 0.75 L + US S (All Spans) Shear (Ibs) 4905 @ 5' 1 5/8" 13861 Passed (35%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) -12581 @ 3' 10 1/4" 34332 Passed (37%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.139 @ 0 0,200 Passed (2L/668) -- 1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt Spans Total Load Defl. (in) 0.232 @ 0 0.385 Passed (21-/398) 1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 3" o/c unless detailed otherwise. 0 System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Bearing Length '.Loads toSupports (Ibs) Supports Total Available Required .Dead Floor Live 'Snow .Seismic .Total Accessories 1 - Stud wall - HF 7.00" 7.00" 5.18" 5101 3384 3064 2044/-2044 13593/- Blocking 2044 2 - Stud wall - HE 7.00" 7.00" 1.50" 1002 1708/-363 1159 642/-642 4511/- Blocking 1005 • Blocking Panels are assumed to carry no loads applied directly above them and me tun Joao is appuea to me memoer oemg aesigneo. Dead 'Floor Live Snow Seismic Vertical Loads Location (Side) TributaryWidth (0.90) (1,00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 12' 2 3/4" N/A 19.5 -- -- -- 1 - Uniform (PSF) 0 to 12' 2 3/4" (Front) 9' 8" 12.0 10.0 - - Default Load 2 - Uniform (PLF) 0 to 12' 2 3/4" (Front) N/A 80.0 - - - 3 - Point (Ib) 6' (Front) N/A 744 - 1094 - 4 - Uniform (PSF) 6' to 12' 2 3/4" (Front) 10,11 1/4" 17.0 - 25.0 - 5 - Point (lb) 2 3/4" (Front) N/A 1565 - 1160 1402 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 %v%m.weyerhaeuser.com/woodproducts/doctiment-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mike Annee Annee Structural Engineering LLC (206)658-5169 mike@anneestructural.com iii 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 7/4/2019 12:39:53 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Carpenter Residence Page 1/1 i r u n i r. c au MEMBER REPORT PASSED 2nd Floor Framing, 7 - Beam 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 1' 7" H1 Overall Length: 19' 10 1/2" 1 J 3 3/4" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 4' 11 3/4" Design Results Actual @ Location Allowed Result LDF,. Load: Combination (Pattern) Member Reaction (Ibs) 1500 @ 14' 9" 7656 (3.50") Passed (20%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 799 @ 14' 3502 Passed (23%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 1958 @ 7' 7 9/16" 3438 Passed (57%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.220 @ 8' 11/16" 0.326 Passed (L/709) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.312 @ 7' 11 11/16" 0.651 Passed (L/500) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (21-/240). • Top Edge Bracing (Lu): Top compression edge must he braced at 19' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 11" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length -.Loads to Supports (Ibs) Supports ' Total Available Required Dead Snow ' Total Accessories 1 - Beam - OF 3.50" 3.50" 1.50" 316 599 915 Blocking 2 - Beam - DF 3.50" 3,50" 1.50" 539 960 1499 Blocking • Blocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being designed. Vertical Loads 'Dead ' `Snow Location (Side) Tributary Width (0,90) (1.15) Comments 0 - Self Weight (PLF) 0 to 19' 10 1/2" N/A 6.4 -- 1 - Uniform (PSF) 0 to 19' 10 1/2" (Front) 3' 5/8" 12.0 25.0 Default Load WAVArhnPrr4Pr Nnt'PG I System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the sofpvare. Use of this sofi<vare 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 sofRvare. 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 vAvw.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 Mike Annee Annee Structural Engineering LLC (206)658-5169 mike@anneestructuraLmm 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 7/4/2019 1:05:53 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Carpenter Residence Pagel/1 I(, PROJECT: k =F e dean DATE: 07/03/19 ND.S 2005 Column Design - Combined Bending and Axial Load Section Grade A #2 SPF B #1 DF C #2 DF D #1 HF E #2 HF F HF-STUD G 1.8E PSL Stud Spacing 12 Wind (psf) 00 Moment (ft.-lbs.) 0 Moment - Strong 8,�r�:7 Moment - Weak i Axial Load (plQ 1,768 Load/stud (lbs.) 1,768 Ke 1-n # of members Section Mark G Grade Mark Axial Load (lbs.) 1,768 Moment Strong Axis (ft.-lbs.) 8,729 Moment Weak Axis(ft.-lbs.) 129 Load Duration Factor jA5 Repetitive Factor Cr i_ Incised Lumber (Y/N) N Unbraced Length Strong Axis (ft.) i6.631 Unbraced Length Weak Axis (ft.) 1,33 Grade 1.8E PSL Axial alone = fc/F'c 0.05 Interaction Eq. Term 1 0.00 Interaction Eq. Term 2 0.85 Interaction Eq. Term 3 Total Interaction Eq. 0.02 0.87 Strong axis deflection - uniform load over simple span of 16.625' = 1.61 Weak axis deflection - uniform load over simple span of 1.333' = 0.00 Strong axis deflection - point load at center of 16.625' span = 1.29 Weak axis deflection - point load at center of 1.333' span = 0.00 Fbx (psi) = 2,654 Fby (psi) = 2,400 Fc (psi) = 2,500 Ex (psi) = 1.80E+06 Ex min (psi) = 9.30E+05 Ey (psi) = 1.80E+06 Ey min (psi) = 9.30E+05 L / 124 L / ### L / 155 L / ### Mk I Section A 2x4 B 2x6 C 2x8 D 2x10 E 2x12 F 4x4 G 4x6 H 4x8 I 4x10 J 4x12 K 6x6 L 6x8 M 6x10 N 6x12 P 5-/7 1 5.1/AX7 fc = P/A (psi) = 48.1 AXIAL F*c = Fc x Cd x Ci(psi) = 2875.0 K*(le2/d2) = 3.0 K*(lel/di) = 28.5 = 941.2 P = Fce/F*c = 0.327 c = 0.9 (1+F')/2c = 0.737 Cp = 0.313 Column Stability Factor Pc = F*c x Cp (psi) = 900.1 fc/F'c = 0.058 (fc/F'c)^2 = 0.00 Interaction Equation, 1st term fb2/[ fbi = M/S (psi) = 2443.1 Fb* = Fb x Cd x Cr x Ci (psi) = 3052.3 lu = 16.0 le = 33.0 Rb = sq. rt.(le x d/b^2) 3.7 Fbe = 1.2 x E'min/Rb^2 (psi) = 82474.7 F = Fbe/Fb* = 27.021 (1+F)/1.9 = 14.748 CL = 0.998 F'bi (psi) = 3046.4 fbi/F'bi = 0.802 (psi) = 941.2 1-(fc/Fcei) = 0.949 fb1/[F'b1*(1-(fc/Fce2))] = 0.85 STRONG AXIS BENDING in. in. Beam Stability Factor fb2 = M/S (psi) = 48.1 WEAK AXIS BENDING Fb* = Fb x Cd x Cr x Ci (psi) = 2760.0 Fbe = 1.2 x E'min/RbA2 (psi) = 82474.7 F = Fbe/Fb* = 29.882 (i+F)/1.9 = 16.254 CL = 0.998 Beam Stability factor F'b2 (psi) 2755.2 fb2/F'b2 = 0.017 (psi) = 82347.5 1-(fc/Fce2) = 0.999 fbi/Fbe = 0.030 1-(fc/Fce2)-(fbi/Fbe)^2)] = 0.02 Interaction 2nd term 3rd term 1% PROJECT: cavn�Wkkv € sidp," �� DATE: 07/03/19 N®5 2005 Column Design - Combined Bending and Axial Load Section Grade A #2 SPF B #1 DF C #2 DF D #1 HF E #2 HF F HF-STUD G 1.8E PSL Stud Spacing _ 12 Wind (psf) 0,0 Moment (ft.-Ibs.) 0 Moment - Strong 0 Moment - Weak 0 Axial Load (plQ 11,010 Load/stud (Ibs.) 11,010 Ke i A # of members Section Mark Grade Mark 1 Axial Load (Ibs.) 11,010 Moment Strong Axis (ft.-Ibs.) 1,147 Moment Weak Axis ft.-Ibs.) 535 Load Duration Factor 1,60 Repetitive Factor Cr i Incised Lumber (Y/N) N Unbraced Length Strong Axis (ft.) 7,63 Unbraced Length Weak Axis (ft.) 133 Grade #2 DF Axial alone = fc/F'c 0.22 Interaction Eq. Term 1 0.05 Interaction Eq. Term 2 0.26 Interaction Eq. Term 3 Total Interaction Eq. 0.20 0.50 Strong axis deflection - uniform load over simple span of 7.625' = 0.06 Weak axis deflection - uniform load over simple span of 1.333' = 0.00 Strong axis deflection - point load at center of 7.625' span = 0.05 Weak axis deflection - point load at center of 1.333' span = 0.00 Fbx (psi) = 1,170 Fby (psi) = 1,365 Fc (psi) = 1,575 Ex (psi) = 1.60E+06 Ex min (psi) = 5.80E+05 Ey (psi) = 1.60E+06 Ey min (psi) = 5.80E+05 fc = P/A (psi) = 419.4 F*c = Fc x Cd x Ci(psi) = 2520.0 K*(le2/d2) = 4.6 K*(lei/di) = 12.2 = 3203.2 F' = Fce/F*c = 1.271 c = 0.8 (1+F')/2c = 1.419 Cp = 0.767 Pc = F*c x Co (osi) = 1932.4 fc/F'c = 0.217 2 = 0.05 Mk I Section A 2x4 B 2x6 C 2x8 D E F 2x10 2x12 4x4 G H 4x6 4x8 I 4x10 I 4x12 K 6x6 L 6x8 M 6x10 N 6x12 I 4x L / 4006 L / 1876 L / 5008 AXIAL Column Stability Factor Interaction Equation, 1st term fbi = M/S (psi) = 419.4 Fb* = Fb x Cd x Cr x Ci (psi) = 1872.0 lu = 16.0 le = 33.0 Rb = sq. rt.(le x d/b^2) 5.7 Fbe = 1.2 x E'min/Rb^2 (psi) = 21336.3 F = Fbe/Fb* = 11.398 (1+F)/1.9 = 6.525 CL = 0.995 F'b1 (psi) = 1863.1 fbi/F'bl = 0.225 (psi) = 3203.2 1-(fc/Fcel) = 0.869 F'bl*(1-(fc/Fce2))] = 0.26 STRONG AXIS BENDING in. in. Beam Stability Factor Interaction Equation, 2nd term fb2 = M/S (psi) = 419.4 WEAK AXIS BENDING Fb* = Fb x Cd x Cr x Ci (psi) = 2184.0 Fbe = 1.2 x E'min/RbA2 (psi) = 21336.3 F = Fbe/Fb* = 9.769 (1+F)/1.9 = 5.668 CL = 0.994 Beam Stability factor F'b2 (psi) = 2171.7 fb2/F'b2 = 0.193 (psi) = 22825.1 1-(fc/Fce2) = 0.982 fbi/Fbe = 0.020 1/Fbe)^2)] = 0.20 Interaction 3rd term )_b PROJECT: Caqu�Aer ®ATE: 07/03/19 NDS 2005 Column Design - Combined Bending and Axial Load Section Grade A #2 SPF B #1 DF C #2 DF D #1 HF E #2 HF F HF-STUD G 1.8E PSL Stud Spacing 16 Wind (psf) 1 5. 3 Moment (ft.-lbs.) 705 Moment - Strong 0 Moment - Weak U Axial Load (elQ 2Q21 Load/stud (lbs.) Ke 269 1_ .0 # of members Section Mark Grade Mark 2x6 Axial Load (lbs.) 269 Moment Strong Axis (ft.-lbs.) 725 Moment Weak Axis (ft.-lbs.) 6 Load Duration Factor 1-60 Repetitive Factor Cr 1,1.5 Incised Lumber (Y/N) N Unbraced Length Strong Axis (ft.) Unbraced Length Weak Axis (ft.) 1.,33 Grade #2 HF Axial alone = fc/F'c 0.11 Interaction Eq. Term 1 0.01 Interaction Eq. Term 2 0.66 Interaction Eq. Term 3 0.02 Total Interaction Eq. 0.69 Strong axis deflection - uniform load over simple span of 16.625' = 0.93 Weak axis deflection - uniform load over simple span of 1.333' = 0.00 Strong axis deflection - point load at center of 16.625' span = 0.75 Weak axis deflection - point load at center of 1.333' span = 0.00 Fbx (psi) = 1,105 Fby (psi) = 1,271 Fc (psi) = 1,430 Ex (psi) = 1.30E+06 Ex min (psi) = 4.70E+05 Ey (psi) = 1.30E+06 Ey min (psi) = 4.70E+05 L / 214 L / ### L / 267 L / ### A 2x4 B 2x6 C 2x8 D 2x10 E 2x12 F 4x4 G 4x6 H I 4x8 4x10 I 4x12 K 6x6 L 6x8 M 6x10 N 6x12 P 5-'/4x --1/4 I 2X6 fc = P/A (psi) = 32.6 AXIAL F*c = Fc x Cd x Ci(psi) = 2288.0 K*(le2/d2) = 10.7 K*(lei/dl) = 36.3 = 293.6 F' = Fce/F*c = 0.128 c = 0.8 (1+F')/2c = 0.705 Cp = 0.125 Column Stability Factor F'c = F*c x Cp (psi) = 285.5 fc/F'c = 0.114 2 = 0.01 Interaction Equation, 1st term w fb2/[( fbl = M/S (psi) = 1151.0 Fb* = Fb x Cd x Cr x Ci (psi) = 2033.2 lu = 16.0 le = 33.0 Rb = sq. rt.(le x d/bA2) 11.4 Fbe = 1.2 x E'min/RbA2 (psi) = 4330.5 F = Fbe/Fb* = 2.130 (1+F)/1.9 = 1.647 CL = 0.961 F'bl (psi) = 1953.0 fbl/F'bl = 0.589 (psi) = 293.6 1-(fc/Fcel) = 0.889 b1*(1-(fc/Fce2))] = 0.66 fb2 = M/S (psi) = 32.6 Fb* = Fb x Cd x Cr x Ci (psi) = 2338.2 Fbe = 1.2 x E'min/Rb^2 (psi) = 4330.5 F = Fbe/Fb* = 1.852 (1+F)/1.9 = 1.501 CL = 0.950 F'b2 (psi) = 2221.2 fb2/F'b2 = 0.015 (psi) = 3397.3 1-(fc/Fce2) = 0.990 fb1/Fbe = 0.266 1-(fc/Fce2)-(fbl/Fbe)^2)] = 0.02 STRONG AXIS BENDING in. in. Beam Stability Factor Interaction Equation, 2nd term WEAK AXIS BENDING Beam Stability factor Interaction Equation, 3rd term