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REVIEWED BLD2022-1731+Structural_Analysis_or_Calculations+12.20.2022_1.36.52_PM+3278401AMOMM PROJECT: JOB#:TSE �� J A Engineering A BLD2022-1731 BY, WOODINVILLE, WA 98072 A (4 5) 481-6601 DATE:. I0 F' 131 RECEIVED Dec 21 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ....,...,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT' v 6.31.07 a Job Name: Smith Site Address: 821 Sprague St Edmonds WA 98020 Jurisdiction: City of Edmonds Plans By: PRDG architecture + design Plan Number/Job ID: 9573 Design Specifications: Building Type: Importance Factor: Basic Wind Velocity: Wind Exposure: Roof Snow Load: Occupancy Category: R: % of Snow Incl. w/ Seismic: Soil Site Class: Allowable Soil Bearing: Analysis Procedure: Spectral Response Accelerations, Ss: Load Combinations: Building Design Parameters: Roof DL: Floor DL: Wall DL: Levels: Floor Level Names: 2018 IBC Low -Rise, Simple Diaphragm 1.00 110 mph (ASCE 7-16 Fig 26-1A ) C (Strength Design Value) 25 psf 11 6.5 0 D 1600 psf Wnd: ASCE 7-16 Envelope Procedure Seismic: ASCE 7-16 Equiv.Lateral Force Proced 130 % g S1 45 %g ASD Basic 15 psf 12 psf 12 psf 3 3rd Level 2nd Level Bsmt 40891 kl il S TBR��G��J `rfUIVAl. F� 12/08/22 ENGINEER'S SEAL IS FOR THE LATERAL LOAD (WIND AND SEISMIC) AND GRAVITY LOAD DESIGN OF THE MODIFIED AREAS ONLY. DESIGN OF THE UN -MODIFIED AREAS OF THE EXISTING STRUCTURE IS BY OTHERS. EXCEPTIONS: NONE V PROJECT: JOB#: e Engineering A A7rozAG_. J.Ar) BY: F/ 12810 NE 178TH ST STE 218 WOODINVILLE, WA98072 e (425) 481-6601 AMA L.YSIS DATE: E1.,EVAT�oAS$�wtrSD A7te'�lS�faRfhS M oDIFf irD ARCA$ I w! t��+ �,����3� li I ------ LL - -------------------- EXI STI /J C1 A6vsc SOUTH ELEVATION PA {, ,F 4]rjljr4 it7it5 }f4 `r 1� +17rV , Ii �'u1S lti lS fit`. �F1 i' ii�i �� 1 t�r2�{'¢;, is — — — — ---------------- WEST ELEVATION 1 ANNE / V PROJECT: JOB#: g /� A Engineering A GA-rc" I-4A-i MY ivt °l 12810 NE 178TH ST STE 218 WOODINVILLE,WA98072A(425)481-6601 4A, 4 L.lstf DATE: �q3 FLAN VsCk)1 P-lb' 9 �y� To $E MaD1�YC'D AT uFpCR A140 M, l tJ Z UVELS TSE Engineering Wind Pressures (Wind per ASCE 7-16 Method 2) Velocity pressure qh = 0.00266 Kz Kzt Kd Ke V2 = 26.55 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26,10-1 page 268) Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268) Kd = wind directionality factor. (Tab. 26.6.1, for building, page 266) h = mean roof height Ke=1 Job#: By: c( Page: y Plan Number/Job ID 9573 1.01 0.85 34.76 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) 0,18 or -0.18 Roof Rise 4 to 12 Note: pressures shown 0 18 degrees are Strength Design and notes:- negative values considered as later adjusted for ASD -when roof type is Gable end, use'1+4' and TRANSVERSE DESIGN WIND PRESSURES I'IE+41F for '2+3' and'2E+3P. respectively Roof Type 1 Sloped Net Design Net Roof Pressure, psf Components Surface +Gcpi -Gcpi Horiz. Vert. 1 9.38 18.94 2 -20.46 -10.90 -6.47 -19A1 3 -17.38 -7.82 5.50 -16.49 4 -16.02 -6.46 tE 16.14 25.70 2E -29.26 -19.70 -9.25 -2T76 3E -22.63 -13.07 7.16 -21.47 4E -21.30 -11.75 5 5.84 15.40 6 -12.48 -2.92 5E 11.42 20.98 6E •16.20 -6.64 LONGITUDINAL DESIGN WIND PRESSURES Roof Type 1 Sloped Net Design Net Roof Pressure Pressure, psf Components Surface +Gcpi -GOP! Horiz. Vert. 1 9.38 18.94 2 -20.48 -10.90 -6.47 -19.41 3 -17.38 -7.82 5.50 -16.49 4 -16.02 -6.46 1E 16.14 25.70 2E -29.26 -19.70 -9.25 -27,76 3E -22.63 -13.07 7.16 -21.47 4E -21.30 -11.75 5 5.84 15.40 6 -12.48 -2.92 5E 11.42 20.98 6E -16.20 -6.64 Pressure Combos 1+4 1 E+4E 2+3 2E+3E 5+6 5E+6E Results (Horiz Comp) 25.40 37.44 11.97 16.41 18.32 27.62 Design Pressures 25.40 37.44 11.97 16.41 18.32 27.62 'E 3 2 i r G C REPERENCt: CORNER ^'- IE �•� WIND DIRECNON ASD Design Pressures 15.24 22.47 7.18 9.85 10.99 16.57 TSE Engineering TRANSVERSE WIND FORCES Grid: 1 2 3 Wind Pressures per: ASCE 7-16 Interior Zone; Horiz.Wind Roof = 10.99 7.18 T18 Horiz.Wind Wall = 10.99 15.24 15.24 End Zone; Horiz,Wind Roof = 16.57 9.85 9.85 Horiz.Wind Wall = 16,57 22.47 22.47 2a = 6.0 ft. Sum of Transverse Wind Shears: A) ASCE 7-16 Wind Pressure on Projected Area of Building; 3rd Level 6505 lbs. 2nd Level 8204 lbs. Bsmt 8824 tbs. Total 23532 tbs. CONTROLS (see following pages for distribution) B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; 3rd Level 4018 lbs. 2nd Level 6334 lbs. Bsmt 5905 tbs. Total 15257 lbs. LONGITUDINAL WIND FORCES Job#: By:� Page:S Plan Number/Job ID 9573 psf psf psf psf Grid: A B C D E F Wind Pressures per: ASCE 7-16 Interior Zone; Horiz.Wind Roof = 7.18 psf Horiz.Wind Wall = 15.24 psf End Zone; Horiz.Wind Roof = 9.85 psf Horiz.Wind Wall = 22.47 psf 2a = 6.0 ft. Sum of Longitudinal Wind Shears A) ASCE 7-16 Wind Pressure on Projected Area of Building; 3rd Level 3549 lbs. 2nd Level 4429 lbs. Bsmt 6253 tbs. Total 14231 lbs. CONTROLS (see following pages for distribution) B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; 3rd Level 2006 lbs. 2nd Level 2423 lbs. Bsmt 3420 tbs. Total 7849 lbs. Wall En Wall En Wall En TSE Engineering Job#: By: E� Page:6 Plan Number/Job ID 9573 Grid:1 2 3 4 5 6 7 I Roof End Zone E E Wall Ht, 8 8 8 f dZone INoSW E E Wall Ht. 9 9 9 1 d Zonal No SW E E Wall Ht. 9 9 9 1 d Zone / No SW E N E Width 28,5 28.5 24.5 1 X 16 21.75 25 1 LEVEL: 3rd Level Roof Typal 2 1 1 1 1 Ridge/Gable Ht 5.5 6.5 5.5 ft. OH left 1.5 ft. OH right 1.5 ft. Area left -40 sq.ft. Area right -20 sq.ft. V left 850 1092 1256 0 0 0 0 lbs. V right . 615 1092 1599 0 0 0 0 lbs. ----- ---------------------------- ---- - -- --------- - - --- -- --- LEVEL: 2nd Level Roof Type Ridge/Gable Ht ft. OH left ft. OH right ft. Area left sq.ft. Area right sq.ft. V left 1882 2501 2875 0 0 0 0 lbs. V right 1363 2501 35861 01 01 01 0 lbs. Roof Type Ridge/Gable Ht ft. OH left ft. OH right ft. Area left sq.ft. Area right sq.ft. V left 6616 0 4589 0 0 0 0 lbs. V right 0 6598 5691 0 0 0 0 lbs. TSE Engineering LONGITUDINAL WIND FORCE DISTRIBUTION RIGHT ELEVATION Wall En Wall En Wall En Job#: By:Zf Pager Plan Number/Job ID 9573 Grid: A B C D E F Roof End Zone E E Wall Ht. 8 d Zone / No SW E E Wall Ht. 9 d Zone / No SW E E Wall Ht. 9 d Zone / No SW E E Length 62.75 Y 28.5 LEVEL: 3rd Level Roof Type 1 Ridge/Gable Ht 5.5 ft. OH front 1.5 ft. OH back 1.5 ft. Area front sq.ft. Area back sq.ft. V front 1774 0 0 0 0 lbs. V back 1774 0 0 0 0 lbs. Roof Type Ridge/Gable Ht ft. OH front ft. OH back ft. Area front sq.ft. Area back sq.ft. V front 3989 0 0 0 0 lbs. V back 1 3989 0 0 0 0 lbs. LEVEL: Bsmt Roof Type Ridge/Gable Ht ft. OH front ft. OH back ft. Area front sq.ft. Area back sq.ft. V front 6334 0 0 0 0 lbs. V back 1 63341 0 0 0 0 lbs. TSE Engineering Job#: By:F t Page: I SEISMIC ANALYSIS - SEISMIC WEIGHTS Plan Number/Job ID 9573 TRANSVERSE A Grid: Total per Level: 37091 lbs. at Roof 34262 lbs. at 3rd Level 21065 lbs. at 2nd Level R 9805 F 87361 F 8928 1 _-_._------- R --I 2-3EF5 F 11876 F 12137 R 14921 F 13650 3 4 _..5 _.—__------ Long Wells LONGITUDINAL Total per Level: 37091 lbs. at Roof 34262 lbs. at 3rd Level 21066 lbs. at 2nd Level lbs. Ibs. Ibs. 8 TSE Engineering Job#:, j By: � ( t Page: 4 SEISMIC ANALYSIS - VERTICAL DISTRIBUTION OF FORCES Plan Number/Job ID ASCE 7-16 9573 Seismic Factor, IE = 1.00 Soil Site Class = D Coefficient, Ct = 0.02 9 Coefficient, x = 0.75 18 Coefficient, R = 6.5 hn = 26 ft. Ss = 1.3 g S1 = 0.45 g Ta = 0.23 secs. Fa = 1.00 Fv = 1.55 k = 1 SMs = 1.3 SM1 = 0.70 Sos = 0.867 g Sol = 0.47 g Cs = 0.1333 TRANSVERSE DIAPHRAGM FORCES Base Shear= 12322 lbs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx wx wxhxx Cvx -Fz Vx ZR EWI Fox (ft.) (ft.) (lbs.) (ft,-lbs.) (lbs.) (lbs.) (Ibs.) (Ibs.) (lbs.) Roof 26 37091 964362.8 0.545 6711 6711 37091 6711 8 6711 3rd Level 18 34262 616707 0.348 4292 11003 71352 5939 9 11003 2nd Level 9 21065 189580.5 0,107 1319 12322 92417 3651 9 12322 Bsmt E = 92417 1770660 LONGITUDINAL DIAPHRAGM FORCES Base Shear = 12322 lbs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx ,wx wxhxx CV)( Ex- Vx EFI EWi Fox (ft.) (ft.) (lbs.) (ft:lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) Roof 26 37091 964363 0.545 6711 6711 37091 6711 8 6711 3rd Level 18 34262 616707 0.348 4292 11003 71352 5939 9 11003 2nd Level 9 21065 189581 0,107 1319 12322 92417 3651 9 12322 Bsmt E = 92417 1770650 Note: Base shear values and all seismic forces calculated this page are at ultimate level with no adjustments TSE Engineering SEISMIC ANALYSIS - DISTRIBUTION OF DIAPHRAGM FORCES L 1 C G A Grid: F E D C B rrenay.Wam A Grid: TRANSVERSE Total Force per Level: 6711 lbs, at Roof 11003 lbs. at 3rd Level 12322 lbs, at 2nd Level Job* P� By:F-j � ✓ Page: jo Plan Number/Job ID 9573 R �1774 F 2859 F 3663 _.. R 2237 F 3738 F 4850 —_._ --27 R 00 F 4406 lbs. lbs. lbs, 8 Base shear values are summed Per block between grids LONGITUDINAL Total Force per Level: 6711 lbs. at Roof 11003 lbs. at 3rd Level 12322 lbs. at 2nd Level 2859 2 3663 3738 2 4850 4406 2 Long Watts lbs. lbs. lbs. 8 TSE Engineering Job#:,ft By: �( Page: (� SEISMIC DESIGN FORCES AT SHEARWALLS Plan Number/Job ID 9573 p = 1.3 TRANSVERSE GRID LEVEL Lsw QE D QE E 0,7E (ft.) (lbs.) (lbs.) (lbs.) (lbs.) 1 3rd Level 13 887 1153 1153 807 2nd Level 12.25 1430 1858 1858 1301 Bsmt 20.5 4284 5569 5569 3898 2 3rd Level 15.5 2006 2607 2607 1825 2nd Level 13.5 3299 4288 4288 3002 Bsmt 0 3 3rd Level 6.75 2469 3209 3209 2246 2nd Level 22 4072 5293 5293 3705 Bsmt 24 6063 7882 7882 5517 4 3rd Level 17 1350 1755 1755 1228 2nd Level 4 2203 2864 2864 2005 TSE Engineering Jog : (� Page: �Z SEISMIC DESIGN FORCES Plan Number/Job ID 9573 P= 1.3 LONGITUDINAL GRID LEVEL Lsw QE p QE E 0.7E (ft.) (lbs.) (lbs.) (lbs.) (lbs.) A 3rd Level 21.25 3356 4362 4362 3054 2nd Level 62.75 5501 7152 7152 5006 Bsmt 38 6343 8246 8246 5772 B 3rd Level 7.6 3356 4362 4362 3054 2nd Level 34 5601 7162 7152 5006 Bsmt 20 6343 8246 8246 5772 TRANSVERSE SHEARWALLS Grid 1 Grid: A Level: 3rd Level v v se R wind R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: 2nd Level 13 65 62 EXISTING NO TSE Engineering W l3epEpRo-M B IC ID I Lsw 12.25 v wind 154 v seismic 106 USE: EXISTING R wind No R seismic CRAN&E5 Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic USE: Level: Bsmt Lsw 8 v wind 318 v seismic 190 USE: EXISTING No CHAaCnEX Job#: By: E/ Page: 13 Plan Number/Job ID 9573 G M ft. pif plf Ibs Ibs ft. Ibs Ibs Ids Ids Ids 12.5 ft. pif pif TSE Engineering WAu AT TRANSVERSE SHEARWALLS $ECRooM Grid 2 Grid: A B C D Level: 3rd Level Lsw 15.5 v wind 110 v seismic 118 USE: EXISTING R wind No R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: 2nd Level Lsw 13.5 A v wind 286 v seismic 222 USE: EXISTING WALL ;AT Job#: f� By: €.�j�iE Page:1s Plan Number/Job ID 9673 F IG I No C44A0GFS' RTF TT1is (SR10, LOAW StfOWA) 4=0A MOCE41NC7 FLLK'tbSt.0 bNO plf plf ft. plf plf TRANSVERSE SHEARWALLS Grid e el: 3rd Level IA r IB Lsw 6.75 v wind 348 v seismic 333 USE: SW4 R wind 2783 R seismic 2662 Roof Trib. 2 Roof DL 203 Wall DL 648 Uplift wind 2528 Uplift seismic 2280 USE: HDUS or MSTC40 Level: 2nd v seismic USE: R wind R seismic Roof Trib. 7.5 244 168 SW4 3053 2333 TSE Engineering WALL AT 141TCNEtJ CLes&T IC ID WALL AT Roof DL 0 Wall DL 810 Floor Trib, 1.33 Floor DL 120 Upliftwind 2519 Uplift seismic 1532 USE: HDUS 6/8 Dia. @ 12" o.c. Level: Bsmt 'Lsw 24 v wind 466 v seismic 230 USE: CONC. CoNCASM 7;uaVA'CtoN WAL<- A-r- M"VANrCAL !STORAGE Ro"tr E Job*: By: E Page: lb — Plan Number/Job ID 9573 G 14.5 ibs Ibs ft. ibs Ids Ibs Ibs Ids ft. ibs ibs Ibs ft. pif pif TRANSVERSE SHEARWALLS Grid 4 Level: 3rd I v R R< I Up Uplift Level: 2nd Level v/ 17 94 72 SW2 752 578 3 765 1632 33 0 TSE Engineering UJALt AT uuC� KITow p,,Roots B C I== Job#: By:� Page: K Plan Number/Job ID 9573 G H ft. pif pif Ibs Ibs ft. Ibs Ibs Ibs Lsw 1.5 2.5 ft, v wind 697 plf v seismic 501 pif USE: EXISTING �. FA,STlnlfa WAIL pAtjVL- AT �gRA�aE FQONT CNo LONGITUDINAL SHEARWALLS Grid A Grid: Level: 3rd Level Lsw v wind v seismic USE: EX R wind R seismic Roof Trib. Roof DL Wall DL Uplift wind Uplift seismic USE: Level: 2nd v seismic USE: R wind R seismic Roof Trib. Roof DL Wall DL Floor Trib, Floor DL Uplift wind Uplift seismic Level Bsmt Lsw 20 v wind 167 v seismic 152 USE: CONC. (!�Oju Cgr-TE Li Fbtj N V A-n oN WAK AT Roots TSE Engineering WA" AT $AURooM 18 167 152 CONC. ep/jCRETE ro uN DAT0 nN WA" AT Mew. ROOM Job#: By: cf Page:1 7- Plan Number/Job ID 9573 7 8 7.25 ft. plf pif Ibs Ibs ft. Ibs Ibs Ibs Ibs plf pif Ibs Ibs ft' 'rioN Ibs AT ,P Y R661vt Ibs ft. Ibs Ibs Ibs ft. pif pif TSE Engineering WAIL AT CpPAIER� oT j (V11V a LONGITUDINAL SHEARWALLS (pw0 Grid B Grid:' Level: 3rd Level v wind v seismic USE: R wind R seismic Roof Trib, Roof DL Wall DL Uplift wind Uplift seismic USE: Level: 2nd I v R seismic Roof Trib. Roof DL Wall DL Floor Trib. Floor DL Uplift wind Uplift seismic 1 2 3 4 5 4 3.5 5 (3M(C 237 237 (o REINt 407 407 SW4 SW4 1893 1893 3257 3257 '�Ry 9 9 540 473 A (.tow , 384 336 SAS 1615 1660 2841 2893 HDU4 MSTC62 or MSTC48B WAu t1T 116 RODA, 9.5 24.5 dt 117 117 All AT 147 147 6ARA66 EXISTING EXISTING Na No CiaANc?E-s CPANG Level: Bsmt Lsw 5 v wind 317 v seismic 289 USE: EXISTING No WAI 5 WALL AT 317 8gj>8DCM 289 EXISTING CNANCXl7 AT Job#: By: iF1 tt Page:19 Plan Number/Job ID 9573 6 7 8 T=CT ft. C'UP Al plf pif Ibs Ibs 4f> AR= ooXo,$it bs tF 7 Cep :7 F Ibs lbs °K� u Swy Ibs AT' L.(ur 6 AoDH 1 DjM1A)6 ROOM 10 Af Af bs bs t. bs bs ff. bs ft, plf plf No7E ' "Fat' BEAM oK- t-iEA1) 1 uNOEx c,41EAKwAu waur,� A V�✓?Z(Cd(-- Y�IZ NoktzeN%Au 1'CAIU �FZhuca�(1� � rYA�+✓ 4126 -fog G4tC' ©CCU V-;5. 5'E &F KAM W rTEi ,SPF cr4 ( `oAPs C4S%tS' Aq1'�' AN ou%12SPKiJ�`i7r1 Fe, CroR I --3 TSE A Engineering A 12810 NE 178TH ST STE 218 WOODINVILLE,WA98072 A(425)481-6601 ROOF FRAMING PLAN PROJECT: (_, R AV tT -Y L-AD .4AIALYr(N JOB##: BY: DATE: K K i; bla. ------------ 'J Li,J LU_ • R)xrn .w 30 .ate ; SECOND FLOOR FRAMING PLAN tU07c:O )A1Dt CRrE � 'E Nam 661E ivK SEAM ok. Cdj,*.V CALC- HEADER INPUT: Roof (psf) Tributary (ft) Wall (psf) Tributary (ft) Floor (psf) Tributary (ft) Other (plf) Uniform Loading w (DL) w (LL) 15 25 3 3 12 0 0 12 40 0 10 0 55 75 plf pif TSE Engineering Span Length L 12 ft w (TL) 130 plf Job#: ) By: EI Page: o?o RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 330 330 450 450 780 780 990 1350 2340 lbs. lb& lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf t-br. GL 2400 265 650 1.8 CD 1.15 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 9 31.50 47.3 213 in. in. in ^2 in ^3 in.^4 fv = 33 psi Brg.Lgth.= 0.029 ft. CL = 1.000 fb = 590 psi GL Cv = 1 R = 2148 ft. A (DL) = 0.07 in. o (LL) = 0.09 in. A (TL) = 0.16 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION tv / Fv' = 0.11 L / 1675 for LL fb / Fb' = 0.21 L / 909 for TL USE OLULAM 3-1/2x9 C MtN) v 3.3.03 TSE Engineering Job #: By: rc_ Page:02 j HEADER INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 16.5 Tributary (ft) 9 9 ft Wall (psf) 12 0 Tributary (ft) 0 Floor (psf) 12 40 Tributary (ft) 0 Other (plf) 15 0 w (TL) 150 225 375 plf plf plf RESULTS VI (DL) Vr(DL) VI(LL) Vr(LL) VI(TL) Vr(TL) M (DL) M (LL) M (TL) 1238 1238 1856 1856 3094 3094 5105 7657 12762 lbs. lbs. lbs. lbs. lb& lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10A6 Manuf.Lbr. GL 2400 265 650 1.8 CD 1.15 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S 1 5.6 12 66.00 132.0 792 in. in. in.A2 in.A3 In.A4 fv = 62 psi Brg.Lgth.= 0.072 ft. CL = 1.000 fb = 1160 psi GL Cv = 1 R = 1552 ft. A (DL) = 0.18 in. A (LL) = 0.26 in. A (TO = 0.44 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv / Fv' = 0.20 L / 752 for LL fb / Fb' = 0.42 L / 451 for TL USE GLULAM 5-1/2x12 v 3,3.03 TSE Engineering '.1 Job #: By: Er Page: INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 6 Tributary (ft) 8 8 ft Wall (psf) 12 0 Tributary (ft) 0 Floor (psf) 12 40 Tributary (ft) 0 Other (plf) 10 0 w (TL) 130 200 330 plf plf pif RESULTS: VI (DL) Vr(DL) VI(LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 390 390 600 600 990 990 585 900 1485 lbs. lbs. lbs. lbs. lbs, lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. GL 2400 265 650 1.8 CD 1.16 Timber CH 1 Dimen. Lbr, Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9 31.60 47.3 213 in. in. in ^2 in.^3 in ^4 fv = 35 psi Brg.Lgth.= 0.036 ft. CL = 1.000 fb = 380 psi GL Cv = 1 R = 3635 ft. A (DL) = 0.01 in. A (LL) = 0.02 in. A (TL) = 0.03 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv / Fv' = 0.12 L / 4725 for LL fb / Fb' = 0.14 L / 2864 for TL USE GLULAM 3-1/2x9 v 3.3.03 w� lz.!� Roo F RIDGE BEAM INPUT: w (DL) pif w (LL) pff w (TL) pif P (DL) lbs P (LL) lbs P (TL) lbs RESULTS: RA (TL) r w T T RA Re Rc 8 7 7 8 8 1, 84 22 ft. Le-c = 24 ft. 190 190 190 200 200 200 295 295 295 310 310 310 485 485 485 510 510 510 01 0 Ol 0 3826 lbs. Re (TL) = 14347 lbs. Rc (TL) = 4737 lbs. LOADS S44v-#J F-9 flAf- FOSCr 01 5 Apo 14 / elf g V-95 TSE Engineering COLUMN Overall End Conditions Intermediate Supports Length Kara Keyy xx axis yy axis 12.5 1 1 0 0 ft. Column Size Duration b d Co 5.5 6.6 1 A 5 in. in. MATERIAL Type]Specie Grade Manuf.Lbr. Timber DFL #1 Dimen.Lbr fc 474 psi SR. (le/d) 27.27 SRyy (le/b) 27.27 Fc' 1150 psi KCE 0.3 FeE 645 psi C 0.8 ki 0.975795 k2 0.70169 Cp 0.476209 Fc' 546 psi Mac 0 ft.lbs SM 27.73 inA3 0 0 psi 645 psi Fbd 1380 psi + 0 Myy 0 ft.ibs Syy 27.73 1nA3 fbyy 0 psi FCEyy 645 psi KbE 0.438 Re 5.222 FbE 25696 psi M 0 v 3.3.03 Fbm 1200 psi Fbyy 1200 Job# By:q�w_ Page: fy / P �LipGc 5E+�^7 Loadinc xl / P axial w xx w yy 14350 0 lbs. plf pif Plate Properties Specie Fc(perp) Cb7 Cb DFL 625 YES 1.068 psi Fc En (10)A6 Eyy (10)A6 1000 1.6 1.6 psi psi psi psi RESULTS COLUMN CSI = 0.867 <1 o.k. fc(perp) / Fc(perp)' = 0.711 <1 o.k. ALLOWABLE AXIAL LOAD = N/A P axial x� y y x Wxx Wyy b d USE: 6x6 DFL #1 / Pr p ff-10'71C � TSE Engineering Job #: By: i Page:k6r ;IF-91GI »A"1i51 INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 6 Tributary (ft) 0 ft Wall (psf) 12 0 Tributary (ft) 0 Floor (psf) 12 40 Tributary (ft) 2.5 2.5 Other (plf) 10 0 w (TL) 40 100 140 plf pif pif RESULTS VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 120 120 300 300 420 420 180 450 630 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.ibs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10A6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 1170 180 625 1.6 Cr 1 psi psi psi psi CI 1 b d A S 1 3.5 7.25 25.38 30.7 i l l in. in. in A2 in A3 in.A4 fv = 20 psi Brg.Lgth.= 0.016 ft. CL = 1.000 fb = 250 psi GL Cv = NIA R = NIA A (DI.) = 0.01 in. A ILL) = 0.02 in. A (TL) = 0.02 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION tv / Fv' = 0.11 L / 4391 for LL fb / Fb' = 0.21 L / 3136 for TL USE 4x8 DFL#2 v 3.3.03 MEMBER REPORT Level, Floor: Header 26 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 IDP Glulam 6164bm W 7 Ft *(Z 1421 Overall Length: 12' J-10AIA f 31DEae- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 7147 @ 4" 9669 (4.25") Passed (74%) 1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt Spans) Shur (Ibs) 6068 0 V 4" 10388 Passed (58%) 1.60 1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt Spans) Pos Moment (Ft-Ibs) 7507 0 1'6" 20580 Passed (36%) 1.60 1.0 D + 0.525 E + 0.75 L + 0,75 S (Aft Spans) Neg Moment (Ft-Ibs) -3134 @ 6 9915 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.039 0 2' 8 15/:16" 0.142 Passed (L/999+) — 1.0 D + 0.525 E + 0.75 L + 0,75 S (Alt Spans) Total Load Dell. (in) 0.049 @ 2- 8 13116- 0.783 Passed (L/999+) — , IpaD + 0.525 E + 0.75 L + 0.75 S (At I I IS ns) I • Deflettlon ofteria: LL (1-1480) and TL (L/240), • Allowed moment does not relied the adjustment for the beam stabUlty, mclow. • CdUml Positive Moment adjusted by a volume factor of 1.00 that was calmlated using length L = 4- 7 318". • Crtu:al negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 11 91IV, • -602 11n; uplift at support located at 6. Strapping or other restraint may be required. • The effects of positive or negative camber have not been accounted for when calculating deflection. • The speciffled glolam Is assumed to have Its strong lamlnatlons at the bottom of the boom. Install with proper side up as Indicated by the manufacture. • Apolcable calculations are based an Nos. System I floor Member Type :Flush Beam Building Use; Residential Building Code : IBC 2018 Design Methodology : ASO "J SGppo a 1 - CoWmm - HF 5.501, 4.25- 3.14" 12941-115 1689 16348/-63481 12111- 11/4" Rim Board 3443 2 - Wumn - IF So 2.76" 20 32% 607 12595/-2595162041-602 None 3 - Colilmn - HF !2" S50" 2 -: 4�i5 1.50" 497 129M41-1 .98 1 4201-120 1 1791 1 I/V 111m Beam - Rim Board Is assumed to carry all foods applied dlreLtly above it, bypassing the member being designed. A, Top Edge I Bottom Edge (Lu) it, 10- o/c -Maximum allowable unsung Intervals based on applied load. So, a - aour wd'ht optpl I 1/4" t. IV 10 a/4' NIA 9.9 - - 1- Uniform (PLF) 0 to V V (Front) N/A 355.0 460,0 225.0 Default Load 2 - Uniform (PLF) 1' 6' to 12- N/A 220.0 460.0 - 3 - Point (11b) V 6- (Front) N/A 1240 1860 Header #21 4 - Point (11b) 11 6' (Front) N/A - 8523 QO-2841 bs Omega-3 ForteWES Software Operator ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 A wqwh".e' Hle Name: Smith Edmonds lob Notes apses purge Ise engineering (42S) 481-6601 EUSEEILUNGA@GMAIL,COM TSE Engineering COLUMN Overall End Conditions Intermediate Supports Length Kara Keyy xx axis yy axis 9 1 1 0 0 ft. Column Size b d 6 3.5 in. in. MATERIAL Type/8pecle Grade Manuf.Lbr. Timber Dimen.Lbr HF STUD fc 299 psi SRm (le/d) 30.86 SRyy (le/b) 18 Fc` 966 psi KcE 0,3 FcE 378 psi c 0.8 ki 0,869576 1<2 0,489152 Cp 0.352845 Fc' 341 psi MM 0 ft.lbs SM 12.25 inA3 0 0 psi 378 psi Fb>a 982 psi + 0 Myy 0 ft.lbs Syy 21 in43 fbyy 0 psi FcEyy 1111 psi KbE 0.438 Re 3.240 FbE 50057 psi k4 0 Duration CD 1.16 Fbm Fbyy 854 854 psi psi JoB F—' Page: 1-7— �� 2 $E"AM.ft£ Loading P axial w xx w yy 6285 0 lbs, plf plf Plate Properties Specie Fc(perp) Cb y Cb DFL 625 YES 1 psi Fc Em (10)A6 Eyy (10)A6 840 1.2 1.2 psi psi psi RESULTS COLUMN CSI = 0.877 <1 o.k. fc(perp) / Fc(perp)' = 0.479 <1 o.k. ALLOWABLE AXIAL LOAD = N/A P axial x� y y x Wxx b ` WYy USE: (4)2x4 HF STUDS V 3.3.03 MOITATITRE Hamm MEMBER REPORT Level, Floor: Flush Beam 28 2 piece(s) 13/4" x il 1/4" 2.0E Mlcrollam@ LVL All Imlions; are measured from the outside facer of left support (or left cantilever end). All dimensions are horizontal. nRisy.10,1-1 1/4" 8181 (5.50") Passed (48%) 1.0 D + 1.0 S (Al Spam) Sheer (Itirs) 3129 @ V 3/4' 8603 Passed (369%) LIS 1.0 D + 1.0 S (All Spans) Moment (R-lbs) -6979 @ 2' 2 3/4" 18558 Passed (38%) 1,1S 1.0 D + 1.0 S (All Spans) Uve Load Dell. (in) 0.100 @ 0 01200 Passed (2L/536) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.160 @ 0 0.223 Passed (2L/334) 1.0 1) + 1.0 S (All Spans) * VaHW" orlbana: M WOO) and n (V240). * Overhang defection unions: U (O.r) and n. (2L/240). * Allowed moment does net mRW the adjustment for the beam stability factor. * 4145 IbS Win: at support located at IT 8-. Snapping or other restraint may be required. 1 - stud wall W 5.50' 5.50' 2.W 1706 434 2223 3928 mockins, 2 - Beam - SPF 5ST 4.25" 1.50' -83 32W-6 -363 239/-05 1 114" Rim Board • run. .. . ..mco no carry an nuacre apprea carecul, avorre n, empossang ma member caurg; aresugnea. • Blocking Panels are assumed W carry no fouls applied directly above them and the full load Is applied to the member being designed. 13'11"DIC Boxom Edge(W) IT It- 01C .Kaurnurn allowable bracing intervals based on applied lead. 0 - Seff Welght (PLE) 0 to IT 10 314" N/A 2o i"Heacler 1 - Uniform (PSF) 0 to 14'(R;;_ I t) 1- 3 1511V Default Load 2 - Point (b) 0 (Frout) H/A 1240 #21 System: floor "l-n-1 lype; Flush .. Building Use: Residential Building Code: IBC 2018 DbIgn Methodology: ASO Weyerhaeuser warran"at the suing of Its Products will be In accordance with Weyerhaeuser product design c-Mvia and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this sdhvam is not Intended to ducumverrL the reed for a design professional as determined by the authority having juds1killon. The designer of mound, builder or framer Is m%porrunt,le to assure that this calculation Is compatible with the overall project, Accemdei (Rim Board, Backing Panels and Squash Blocks) are net designed by this saflovane. Products manufactured at Weyerhaeuser faclUdes are thlrd-party certified to sustainable forestry standards. Weyerhaeuser engineered Winter Products have been evaluated by 10C-ES under evaluation reports ESR-1153 and ESR-1187 andlo, tested In accordance with applicable ASTM standards. For current code evaluation reports Weyerhaeuser Product literature and Installation details refer to wore.weyeaoeuser.com/wDodpmducts/dowment-ribmry. The pmdud appikalkin, Input danger loads, dimensions and support fnfometion have been provided by RxmVVEB Software Operator FortaVVEB Software operator ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 A File Name: Smith Edmonds Job Notd ellsee Ourga Ter Englireermc, (4M) 4111-6601 EUSEOWNGAOCIMAILCOM T> PROJECT: (.aJOBM A Engineering A RAVITV Los1D BY: (ale 12810 NE 178TH ST STE 218 WOODINVILLE, WA98072 A(425) 481-6601 41vAcyss DATE: FIRST FLOOR FRAMING PLAN �� Ir /MOTE ;O INDLCATt PAGE ALUMBM Vw $EAM oR rADwm#I CAI-C. FOUNDATION PLAN i� i TSE Engineering HEADER INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 12 40 4 Tributary (ft) 0 ft Wall (psf) 12 0 Tributary (ft) 8 0 `� CstcrMN MZ7- Floor (psf) 12 40 Tributary (ft) 7 7 Concentrated Loading Other (plf) 10 0 Load Xc P (DL) P (LL) w (TL) 1 2.5 2025 4180 190 280 470 2 plf plf plf ft lbs lbs RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) 1139 1646 2128 3173 3267 4818 2278 4479 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10A6 Manuf.lbr. GL 2400 265 650 1.8 CD Timber CH Dimen. Lbr. Cr psi psi psi psi Ci b d A S 1 3.5 9 31.50 47.3 213 in. in. in.12 in.A3 in.A4 fv = 213 psi Brg.Lgth.= 0.148 ft. CL = 1.000 fb = 1720 psi GL Cv = 1 R = 933 ft. A (DL) = 0.01 in. A (LL) = 0.03 in. A (TL) = 0.04 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv / Fv' = 0.80 L / 1754 for LL fb / Fb' = 0.72 L / 1158 for TL USE GLULAM 3-112X9 v 3.3.03 Job y: fl Page: SO P (TL) 6205 0 lbs M (TL) 6757 ft.lbs. 1 1 1 1 TSE Engineering FLOOR BEAM Job #: By: E-1`� Page: 3I INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 12 40 14 Tributary (ft) 0 ft Wall (psf) 12 0 Tributary (ft) 0 fj�oof- Floor(psf) 12 40 =5EAJ Tributary (ft) 1.33 1.33 Concentrated Loading Other (plf) 10 0 Load Xc P (DL) P (LL) P (TL) w (TL) 1 4 170 840 1010 25.96 53.2 79.16 2 0 plf pif plf ft lbs lbs lbs RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 303 230 972 612 1276 843 1122 3703 4825 lbs. Ibs, lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 10A6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 900 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 4.6 11.25 50.63 94.9 634 in. in. in.A2 in.A3 in.A4 tv = 36 psi Brg.Lgth.= 0.031 ft. CL = 1.000 fb = 610 psi GL Cv = N/A R = N/A A (DL) = 0.04 in. A (LL) = 0.13 in. A (TL) = 0.17 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv / Fv' = 0.20 L / 1302 for LL fb / Fb' = 0.68 L / 985 for TL USE (3)2x12 DFL#2 v 3.3.03