Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (20)
N\Ccs GREEN MOUNTRIN structural engineering STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 21 Tigard, Oregon Contractor: Riverside Homes iTc'tI PROren Lid 49 SPE y 0 OREGON [EXPIRES 12 2410 Project Number: 17485 October 10, 2018 Index Structural Information Lateral Analysis L-1 thru L-15 greenmountainse.com-info©greenmountainse corn-4857 NW Lake Rd.,Suite 260.Camas,WA 98607 I .V GREEN MOUNThIN if structural engineering STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2015 International Residential Code(IRC) 2015 International Building Code(IBC) This engineering pertains to the design of the Lateral Force Resisting System and a review of the home designer's framing and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations to their framing and foundation plans. 1. Dead Load: A. Roof 15 psf B. Floor 10 psf C. Exterior walls 10 psf D. Exterior walls with veneer 50 psf E. Interior walls with gypboard each side 5 psf 2. Live load: A. Floor 40 psf B. Decks&Balconies 60 psf 3. Snow load: A. Uniformly distributed snow load on roof 25 psf 4. Wind load-based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=126 mph B. Exposure B C. Importance factor I=1.0 D. Topographical Factor Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed 5. Seismic load-based on ASCE 7-10 Section 12.14: A. Mapped Spectral Acceleration for short periods Ss=1.0 B. Mapped Spectral Acceleration for 1 second period S1=0.34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 .Soil Class#5 B. Maximum vertical bearing pressure 1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top 40 pcf B. Walls restrained against lateral displacement at top 45 pcf 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars if ASTM A615,Grade 60 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTnIN PROJECT: Riverside - 2885 1lie structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= R •W (Ea 12.14-11 with F=12) Ss mapped spectral acceleration for Ss := 1.00 short periods(Sec.11.4.1) from USGS web site S5 mapped spectral acceleration for := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 114-1) Fa 1'1 Based on Soil F5 Site coefficient(Table 11.4-2) F := 1.8 Site Class D SMS Fa•S5 SMs= 1.1 (Eq.11.4-1) SM1:= F„•Si SM1= 0.61 (E q.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDs 3'SMS SDs= 0.73 > 0.50g SEISMIC 2 CATEGORY SD1:= 3'SM1 SDI = 0.41 > 0.20g D per Table 11.6-1 1.2•SDS WOOD SHEAR PANELS V:_ W R:= 6.5 Table 9.52.2 1.2-0.73 V:= 6.5 •W V:= 0.135•W 12.4 Seismic Load Combinations E:= 1.3•V (Eq.12.4-3 with redundancy factor=13 per 12.3.42) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123-W WOOD SHEAR PANELS 11 GREEN MOUNTRIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 -4 III — 7.4 psf psf Wind base Shear --> Ill —4 Length L:= 52-ft Height Ht:= 24-ft WIND:= L•Ht-(11•psf + 7.4•psf) SEISMIC WIND= 22963.2 lb Fr Wroof F2 — Wfloor Seismic *yell base Shear Aroof:= 52-ft-40-ft Aroof= 2080ft2 Afloor 43•ft•40•ft Afloor= 1720 ft2 Wwalls 4.52•ft•20•ft Wwalls = 4160 ft2 SEISMIC:_ (Aroof'15•psf+ Afhr•15•psf + Wwalls.10 psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN II GREEN MOUMTIIIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 By: CM JOB NO: 17485 SHEET: L-3 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qZ:= .00256•KZ•KZt•Kd•V2•I (Eq 6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIEUT 0'-15' KZ:= 0.57 qz:= .00256•KZ•KZt•Kd.1/N2•I qz= 19.69 (vales/height) 15'-20' KZ:= 0.62 qZ:= .00256•KZ•KZt•Kd•V3s2.1 qz= 21.42 20'-25' := 0.66 qZ:= .00256•KZ•Kn•Kd•V3s2•I qZ= 22.8 25-30' KZ:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qZ= 24.18 11 GREEN MOUNTRIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= 9Z•G•CP G:= 0.85 Gust factor C, pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC1605.3.1 01-t! WINDWARD P„,:= 12.4•psf•0.85.0.8 P,„= 8.43 psf LEEWARD Pi. := 12.4•psf•0.85.0.5 PL= 5.27 psf 15-20' WINDWARD P,„:= 13.49.psf•0.85.0.8 PW= 9.17 psf LEEWARD Pi.:= 13.49.psf•0.85.0.5 PL= 5.73 psf 2Q5' WINDWARD P„,:= 14.36•psf•0.85.0.8 P„,= 9.76psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD P„,:= 12.4•psf•0.85.0.3 PN,= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL = 6.32 psf 15-20' WINDWARD P„,:= 13.49.psf•0.85.0.3 P„,= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL= 6.88 psf 20'-25' WINDWARD PN,:= 14.36•psf•0.85.0.3 PN,= 3.66 psf LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf 25'-30' WINDWARD P„,:= 15.23•psf•0.85.0.3 PN,= 3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf IA GREEN MOUNTMIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3 44 6 Assume Cp-0.3 psf psf 8 := 35 111110‘ r cp--D.6 8ft 9.17 psf 6.1 psf 9 ft Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf.5.5•ft= 18.92 pIf Leeward 6.88•psf 5.5•ft= 37.84 plf Wall loads at upper level at main level Windward 8.43psf•4•ft= 33.72 plf 8.43.psf•8.5•ft= 71.66 plf Leeward 5.73.psf 4•ft= 22.92pIf 5.73•psf•8.5•ft= 48.71 plf II Livh-i ? 1249S Roof A( v) VK- rr -1 n + , It L-6 I I I I I 1 kia ! 11 1 P II 7 It I t 11 II ! I II • LI !i • - IM PRE. MG - •s e 24"_2.C. L. El I �- Of•V. TRUSS `v ••••• ••••••• •r•`►1�'►��•�•�•��®J�•��•••►•I1 1.1®N0 ti••;• ,i.A. ;i;A;i ♦ V••••••••4i ##•••••••••••r ,� - 414*.• •••••�• •• •t1 •••♦ r"v- •••••4-1,1••41•••••V •••••••••►••••Co. Co ♦••••••«i••••♦ ® •11 •••►• ►••••' •••••• ►• ►•••' .,�� ••�;•;i,41k •I►;••.444440 i • ••• •v •' L n w . RIDE El - L _, ....-.-:-.....,. ,,...„,,,,,.., .••••••••. /•'i!•*400!•?•••!•\. i•••f)••O••«►••• i • •4►••«►•41 •�►•• •• \ i••♦•••t W. /••••••••• i •••••♦• -rik•••••• ••••••••♦• I'•••*� — i•••1•••• ' ice•♦•❖.•••❖.••,••.�•^,. !><_�!L ♦•.❖•••.� _--I _ ..... MFO. I SSSS 0 24. O.C. imml& L Psi ; I .44 ''._ • arf UFO. 13 e � � �4 (W/1-.0 RAI +. ' IMO `'l, ROOF' OUEST OA AT JACKS Te d O/24" O.C. ® o TRUSSES I . S" RAISED MI 0/24"_0 C. L... I 111 N&L!' S RAISED I E „low 106 it_tliiii tri., L-7 11' (2. 51b Will' / r moi. amossassw I I al I I UI I I I I YA_____. ASAM III ...._..... ....v.....„ _..... I. ,.._ III MASTER BET •-•J 4. F Sw in I II �i BA TF1 \1111 FILAUNDRY r1 '_LJ• 0z n(� 3Ic�I L1,—.J _ P&S I_ Y ii PSS §41•‘/f \\......17— P&S • LOFT p p BEDROOETHREE BEDRRUOOM FO 0 . , , . • inammq fiiii=1.111111. I, ..11.11111P N 4 7 4l C1, lid 2°5r5 w �� (EGRESS)XO SLIM (E 046R SS)SLpR. 2030 MG. PIC. 10/41417 101416 0.. . J414 a, L-8 J L. /A7p //�� 14016 `//)))�� 1 .> .I VrAffirlYNNMO 711 k `.. . DINING ROOM GREAT -- ROOM ...., POCKET f==4 D OFFICE \ 1I \•. II _ rNrvPlcwl.STAIR —rV �� CZ ( —*III I - 4 ri OETA0. J� I I) II KITCHEN ----. "`... at...III In 1 11 WORM/ __--F-- III 1 i t i t III 111111 III I II I I I I I III 111 -• 11 0 40(p ' � 1 L- ---,--00 ALL, v DETAIL 14. I W.LC. I _`f� GARAGE II FOYER fi --- :=9 ifr f r , t__I__ _ _7 .....1 ._.:} L t ui 1 / . ,�. , aEH in l W 71 Ili I Vat It a el 15b11....16 i I Ill r-- ii 4 CI 1 c � vo . GREEN MOUNTIIIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATE RAL SHEAR WALL DESIGN PdI f dI I WdI 4, p ( P:= wind V:= seismic h R=Holdown Force Based on 2012 IBC Basic Load Combinations 16053.1 0.6D+ W (Equation 16-11) 0.6•D + 0.7•E (Equation 16-12) Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6.0N/di + Wwaii)•�2 + 0.6•Pdi•L Mot- Mr Holdown Force R:- L II GREEN MOUNTRIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1O LATE RAL Left Elevation Exterior Walls Second Level Wind Force P:= 2260•Ib P= 22601b Length of wall L:= 5•ft+ 4•ft+ 19•ft L= 28ft P Shear v:= — v= 80.71 plf A 5 Overturning Mot:= P•8•ft 28 Mot= 3228.57 Ib•ft Moment (5•ft)2 Resisting Mr:= 0.6•(15.psf•2•ft+ 10.psf-8•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 2625Ib•ft Mot- Mr Holdown = 120.71 Ib Force 5 ft Mal)Level Wind Force P:= 4-660.1b P= 466016 Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear v:= — v= 145.63pIf B 8 Overturning Mot:= P•9•ft•32 Mot= 10485 Ib•ft Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10.psf•17•ft)• 2 + 0.6.800•Ib•8•ft Moment Mr= 7680lb•ft Mot- Mr Holdown = 350.63 lb 8ft Force 11 • GREEN MOUNTI1IN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-11 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373.1b P= 23731b Length of wall L:= 3.5•ft+ 3.ft+ 3.5•ft+ 3.5•ft L= 13.5ft P Shear v:= — v= 175.78p1f B L 3.5 Overturning Mot:= P•8•ft•— Mot= 4921.78lb.ft Moment 13.5 (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft Moment Mr=1774.5lb.ft Mot— Mr Holdown = 899.22lb Force 3.5 ft MSTC48B3 Malty Level Wind Force P:= 2988•lb P= 2988 lb Length of wall L:= 2.25•ft+ 2.25•ft+1.5•ft+ 1.5•ft L= 7.5ft 2.25.3.5= 7.88 P Shear Wind v:= - v= 398.4 plf D L 2.25 Overturning Mot:= P 7.88 f t — Mot= 7063.6316 ft Moment 7.5 (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft). 2 + 0.6.800.lb•2.25•ft Moment Holdown Mot Mr = 2564.89 lb Mr = 1292.63Ib•ft Force 2.25.ft HTT5 II GREEN MOUNTAIN PROJECT: Riverside - 2885 11110, structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATE RAL Right Elevation Exterior Walls Second Level Wind Force P:= 2260.1b P= 22601b Length of wall L:= 8•ft+ 5•ft+ 4.ft L= 17ft P Shear v:_ — v=132.94 pif A 4 Overturning Mot:= P•8•ft•17 Mot= 4254.121b•ft Moment (4,ft)2 Resisting Mr:= 0.6•(15•psf•2•ft + 10•psf•8•ft)• 2 + 0.6.600•Ib•4•ft Moment Mr= 1968Ib.ft Mot- Mr Holdown = 571.531b Force `ift Main Level Wind Force P:= 4660-lb P= 4660 lb Length of wall L:= 15•ft+ 8-ft+ 3•ft L= 26ft P Shear v:= — v= 179.23pIf S a Overturning Mot:= P'9'ft•26 Mot= 12904.62Ib.ft Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10.psf.17•ft)• 2 + 0.6.800•lb•8•ft Moment Mr = 7680lb.ft Mot- Mr Holdown = 653.08 lb 8'ft Force II • GREEN MOUNTIIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 174 8 5 SHEET: L-13 LATE RAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373•Ib P= 2373 lb Length af wall L:= 7.5•ft+11•ft+4•ft L= 22.5ft P Shear v:= - v= 105.47 plf A 7.5 Overturning Mot:= P•8•ft•— Ma= 63281b•ft Moment 22.5 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•12•ft)•(7 2ft)2 + 0.6.600•Ib•7.5•ft Moment Mr = 5231.25lb•ft Ma- Mr Holdown = 146.23 lb Force 7'S ft Mafn Level Wind Force P:= 3813•Ib P= 38131b Length of wall L:= 6•ft+ 7-ft+ 4-ft L= 17ft P Shear Wind v:= — v= 224.29pIf B 4 Overturning Mot:= P•9•ft•17 M°t= 8074.59lb•ft Moment (4.ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib.4•ft Moment MotMr Mr = 2592 I b•ft Holdown = 1370.65 lb Force Oft HTTS II GREEN MOUNTMIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-14 LATERAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069•lb P= 4069 lb Length of wall L:= 18-ft L= 18ft P Shear Wind v:= — v= 226.06 plf B Overturning Mot:= P•9•ft Mot= 36621lb•ft Moment (18•ft)2 Resisting M�:= 0.6•(10.psf•12•ft+ 10•psf•9•ft)• 2 + 0.6.1200•Ib•18•ft Moment Holdown Mot- Mr = 180.5 lb Mr= 33372lb•ft Force 18 ft II • ., GREEN MOUNTIIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-15 LATE RAL WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf + 8.86.psf) w= 79.7 plf /1 D \ II 1 II II II IIw II M II II IITc II 4 II ll '�— " I Iii id / J DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 11•ft w•L2 M:= 2 M= 3987 lb ft support beam on post in wall at house with M Simpson HUCQ-SDS C:= — T:= C C= 398.7 lb L 12 SDS 1/4x21/4 screws(min)x172 lbs=2064 in combined withdraw w•L Nail top and bottom chord of first truss to wall with v:= p v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) II