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GREEN MOUNTIIIN *IP 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 ASTM A615,Grade 60 greenmountainse.com—infoQa greenmountainse.com—4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTMIN PROJECT: Riverside - 2885 structural engineerin DATE: 12/4/2017 BY: CM g LATERAL JOB NO: 17485 SHEET: L-1 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 12 SEISMIC BASE SHEAR v y,; (EQ.12.14-11 with F=12) P, Ss mapped spectral acceleration for i hr short periods(Sec.11.4.1) from USGS web site SS mapped spectral acceleration for := 034 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa 1.1 Based on Soil F� Site coefficient(Table 11.4-2) Fs,:= 1,g Site Class D SMS Fa•Ss SMS= 1.1 (Eq.11.4-1) SM1 F 'S7 5M1 = 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS= SEISMIC 2 CATEGORY _ SDI:= —'5M1 S 0.41 > .s a ; 3 D1 1 4, D per Table 11.61 1.2 S°S WOOD SHEAR PANELS V:_ W R:= 6.5 Table 9.52.2 R 1.2.0.73 V V:= 0.135•W 6.5 12.4 Seismic Load Combinations E : 1.3•, (Eq.12. -3 with redundancy factor=13 per 12.3.42) WSD:= 0.7•E 0.7.1.3.0.135•W C)l2n k,+, WOOD SHEAR PANELS 11 GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AO' 111 11 7.4 psf psf Wind ease Shear Length L:= 52-ft Height Ht:= 24-ft WIND:= L•Ht-(11 psf+ 7.4•psf) SEISMIC WIND= 22963.2 lb Fr Wroof F2 1 — Wfloor Seismic Wwa l l ease Shear Aroof:= 52•ft•40•ft Aroof = 2080ft2 Afloor:= 43•ft•40•ft Afioor= 1720ft2 Wwaiis 4.52•ft•20-ft Wwaiis = 4160ft2 SEISMIC:_ (Aroof•15•psf + Afloor•15•psf + Wwaus'10•psf) 0.123 SEISMIC = 12127.8 lb WIND GOVERNS DESIGN GREEN MOUNThIN PROJECT: Riverside - 2885 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•K2•Krt•Kd•V ! (Eq.6-15) EXPOSURE WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Kn:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•Krt Kd•V3s2 I qz= 19.69 (varies/height) 2 15-20' KZ:= 0.62 qz:= .00256•KZ•Krt•Kd•V3s •I qz= 21.42 20'-25 KZ:= 0.66 q2:= .00256.KZ•Ict•Kd•V3s2•i qz= 22.8 25' 30' KZ:= 0.70 q2:_ .00256•KZ•K zt•Kd•V3s2•I q2= 24.18 A GREEN M0UNThIN PROJECT: Riverside - 2885 AYstructural 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:= qZ•G•CP G := 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD PW:= 12.4•psf•0.85.0.8 P,= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL = 5.27 psf 15'-20' WINDWARD PW:= 13.49•psf•0.85.0.8 P,,= 9.17 psf LEEWARD PL := 13.49.psf•0.85.0.5 PL = 5.73 psf 20'-25' WINDWARD PW:= 14.36•psf•0.85.0.8 PH,= 9.76 psf LEEWARD PL := 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD PW:= 12.4•psf.0.85.0.3 PW= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL = 6.32 psf 15'-20' WINDWARD PW:= 13.49•psf•0.85.0.3 PW= 3.44 psf LEEWARD PL := 13.49•psf•0.85.0.6 PL = 6.88 psf 20-25 WINDWARD PW:= 14.36•psf•0.85.0.3 PW= 3.66psf LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf 25'-30' WINDWARD P, := 15.23•psf•0.85.0.3 PW= 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 Pi = 777 psf GREEN MOUNTIIIN PROJECT: Riverside - 2885 410 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. Assume ,x.44 6.88 Cp-0. psf psf {� , 41114‘. 7Cp--0.6 I Ina ) 9.17 6.1 psf psf 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 pIf Wall loads at upper level at main level Windward 8.43psf•4•ft= 33.72 pIf 8.43•psf.8.5•ft= 71.66 pIf Leeward 5.73.psf 4•ft= 22.92pIf 5.73•psf•8.5•ft= 48.71 pIf A W1ncs Roof Ap) 6r rr + , " L-6 r 1 till (r11 ' °7 I II L" PRE. MFG. -U i',S 0 2.4'_9.C. _GIRDER TRUSS Id "'--• 1-----ir ttt-'ttl.-.r.A tti--tilt't�ittiV1 . t�► /� i i tit•!- ,•�t t`Ifjri� ti�ttjijtjtttitttttii '�i• *►�1�/i �, :®.+itiA►�Ii®vi ♦�:v►t:!'i►:t ij`►l if!� ! !'i ii li'►►tiji•i�i0 .', 1 it!`ti+ro,t 4,_ t.►tlliitiiilli• #0 c �:itittlili�i' ��! �lit!iliili' st--. ie^�,►,� ti4.6140+4 ►littttitii iii . - -i!, i its0 _ i® `1' il ! • all ' f ....%„. . - n —,....----,-- n1 1 RIDGE —1 ,—i ii\ 4,...iMi ♦\ ftttlti\ i ♦tliii• ii♦itttii \ _1 d'iiitii_�_i��_:. tit`ttttjItlii'►titil�lt�►iti�t♦>tt�i►i♦♦t♦ilt♦�1iij►� �\ a,.�ti4 ! tttt\ itii: 14►t♦ titit tl\ \•ii \ � i��iwf - iii\ , ��ij�i /ts /tt ��:ir t�i�`ii��•**Ai* l„di 46, tltt`• Is ❑ - - © - . MFG. TRUSSES 0 24` O.C. , .. . TRIM PRC. MFG. tRUSSES 0 24' O.C. ' R� w 1'-6” RAISED AT PORCH :�� [[10'-6' PLATE Al tnEel I«� ROOF GUEST BDRM) .4b II W JACKS ® �'.,, MI 0 24" Q.C. PRE. MFG. W/ t'-a RAISED h1 &. TRUSSES HEEL �f 6/24" O.C. hi W 1-6' RAISED !1/ y D C r . 4--eft-' L-7 .'71"D 101 V` TP&S I Ill I Ill i I l I til MASTER (- •.--...... _' ATM T M ASTER 111 BEDROOM i w� BETWO M it UN il' (—....11))::::1 `-1--S IIA 0 ill In II! —_L.—, P&S .±...f— OATH ' r'1L— r� 14 I 'L.—) Z i 0 , r'iir„LAUNDRY, L � 1 it= I u,—, _ P&S 2_ Z (/ i P&S I I Z 0 i I i �s��.c I 10 O f a 1 =11 T1 \ / I P&S • LOFT BEDROOM I BEDROOM THREE FOUR IIIMNMPNP!PF .==.immlOP Fey . ( "P' . 1 iii Ili 23113 6046XO SWR. 6040 040 X0 SLOR. 20305030 Pic. (EGRESS) t t 67 tAL, t i sa..t lAklifP t1401,, tr • 114‘..117 IpkT" @, 14 L-8 GJ LO 1 .. 14 " VVO - 3 . . t ," 1 ..., I I I ! DINING I ROOM GREAT 111 ROOM O0 OFFI ET == f r •�_II I � II I TYPICAL II STAIR II (-- r— DETAIL Ii Il i 1 II II ...„, is Q L II KITCHEN .••„� al"""."°- - fir■ I ! tl .. u+ OO M -___�__-& � I,' 1 1 1 1 1 1 1 J . � - � 1 Ii 1 3 1 MOM i l �� - L� ' 49 �('� TYPIC= vv��" (j„JI PETNL � �„ PA li I Hw.l.c iI CGARAGE iI -� FOYER i ili I ifr---+-===yam f 'i J \\____ 2 1 PEN V (7 , , I IU 1146I C. t ts . klofkle *4 GREEN MOUNTVIIN PROJECT: Riverside - 2885 1410" structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl IPdl Wdl I p m P:= wind -[ V:= seismic h iR=Holdown Force Based on 2012 IBC Basic Load Combinations 1605.3.1 61 + W (Equation 16-11) C, (Equation 16-12) Overturning Moment: Mot:= P•h (L2 Resisting Moment: Mr:= 0.6•(4di + Wwai1)*2 + 0.6•Pdi•L Mot— Mr Holdown Force R 1111 w • N GREEN MOUNThIN PROJECT: Riverside - 28 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-10 LATERAL Left Elevation Exterior Walls Second Level Wind Force P:= 2260.1b P= 2260lb Length of wall L:= 5•ft+ 4•ft+ 19•ft L= 28ft P v= 80.71 plf A Shear v:= � 5 Mot= 3228.57 l b•ft Overturning Mot:= P•8•ft'28 Moment (5.ft)2 Resisting Mr:= 0.6.(15•psf•2•ft+ 10•psf•8•ft)• + 0.6.600•Ib•5•ft 2 Moment Mr = 2625Ib•ft Mot- Mr Holdown = 120.71 lb Force 5 ft Main Level Wind Force P:= 4660•lb P= 4660 Ib Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear vv= 145.63plf := 8 Mot= 10485lb•ft Overturning �1„r :- P•9•ft•�_ Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft + 10•psf•17•ft)• + 0.6.800•lb•8•ft 2 Moment Mr = 7680lb•ft Mot- Mr Holdown 8 ft = 350.63 lb Force GREEN MOUNThIN PROJECT: Riverside - 2885 11101 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 1 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373•lb P= 23731b Length of wall L:= 3.5•ft + 3•ft+ 3.5•ft+ 3.5•ft L= 13.5ft P Shear v:= v= 175.78pIf B 3.5 Mot= 4921.7816•ft Overturning Mot:= P'8-ft'13.5 Moment (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4-ft+ 10•psf•8•ft)• 2 + 0.6.600•1b•3.5•ft Moment Mr = 1774.5lb•ft Mot- Mr Holdown = 899.22 lb Force 3.5-ft MSTC48153 Main 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 p l f D 2.25 oe= 7063.6316 ft Overturning t-1 , ;- F' 7,&8•ft• 7.5 Moment (2.25-ft)2 Resisting Mr:= 0.6•(15•psf•4•ft + 10 psf•8•ft)• + 0.6.800•lb•2.25•ft 2 Moment Mot- Mr Mr= 1292.63lb•ft Holdown = 2564.89 lb Force 2.25-ft HITS " GREEN MOUNTMIIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATERAL Right Elevation Exterior Wal is Second Level Wind Force P:= 2260•lb P= 2260 lb Length of wall L:= 8•ft+ 5•ft+ 4•ft L= 17ft P v=132.94 plf A Shear v:= � 4 Mot= 4254.121 b ft Overturning Mot:= P•8•ft•17 Moment (4 ft)2 Resisting Mr := 0.6 (15•psf•2•ft + 10•psf•8•ft)• + 0.6.600•Ib•4-ft 2 Moment • M, = 19681b ft Mot Mr Holdown 4 ft = 571.53 lb Force Main Level Wind Force P:= 4660•lb P= 4660 lb Length of wall L:= 15-ft+ 8-ft+ 3•ft L = 26ft P v= 179.23pIf S Shear v:= L 8 Mot = 12904,62 lb ft Mot:= P•9.ft•26 Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•2.ft+ 10•psf•17•ft)• + 0.6 800.Ib•8-ft 2 Moment Mr= 7680lb•ft Mot— Mr Holdown 8-ft = 653.08 lb Force II GREEN MOUNTIAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373.1b P= 23731b Length of wall L:= 7.5•ft+ 11•ft+ 4•ft L= 22.5ft P v= 105.47 plf A Shear v:= � 75 Mat= 6328 lb-ft Overturning Mot:= P•8•ft 225 Moment (7.5•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft + 10•psf•12•ft)• + 0.6.600•lb•7.5•ft 2 Moment Mr = 5231.25lb•ft Mot- Mr Holdown = 146.23 lb Force 7.5•ft Main Level Wind Force P:= 3813•lb P= 3813 lb Length of wall L:= 6•ft+ 7•ft+ 4•ft L= 17ft P B Shear Wind v:= v= 224.29 plfL 4 Mot= 8074,591b•ft Overturning '4_;, ;= p'9'ft•—17 Moment (4•ft)2 Resisting Mr:= 0.6•(15 psf•4•ft + 10•psf•8•ft)• + 0.6.800•Ib•4•ft 2 Moment Mot- Mr Mr = 2592lb•ft Holdown = 1370.65 lb Force Oft HITS 11 GREEN MOUNThIN PROJECT: Riverside - 2885 160 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•Ib P= 4069lb Length of wall L:= 18•ft L= 18ft P v= 226.06pIf Shear end v:_ — Overturning Mot:= P•9•ft Mot= 36621Ib•ft Moment (18•ft)2 Resisting Mr:= 0.6.(10•psf•12•ft+ 10•psf.9•ft)• + 0.6.1200•Ib•18•ft 2 Moment Mot- Mr Mr = 33372 Ib•ft Holdown = 180.5lb Force 18 ft A , GREEN MOUNTVIIN PROJECT: Riverside - 2885 Ilitt structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP 5 w:= 6•ft•(4.43•psf + 8.86•psf) w= 79.7 f, f / 0 / / [1I II II II ,III "' II M II L IIT 4 li II II II I _ll '�-- " 1 III mi / DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11•ft w•L2 M:= M= 3987 lb ft 2 support beam on post in wall at house with M Simpson HUCQ-SDS C:= L T:= C C= 398.7 Ib 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 — v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) I")