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LATERAL DESIGNS - 05-00441 - 536 Eaglewood Dr - New SFR
SUMMIT CONSULTING SERVICES, INC. i43 N 4080 E, Rigby, ID 83442 (208) 709-5549 #05 -1 062 December 2, 2005 Mr. Alan Conk Acrotech Design P.O. Box 1.31 Teton, [D $3451 Re: Muir Resideiice Eaglewood Subdivi'sion Rexburg, IIJ Thi's letter is to provide documentation that Summit Consulting Serviecs, Inc. has designed the lateral resisting system for the above referenced residence. The design is eased upon a 35 psf roof snow load, a. 90 mph 3 secnnd gust wind force with exposure B, and lateral forces for seismic design category D. The structural design is based upon the 2003 International Building Codes requirements and resir-zctians. Included Eii-e "redlined" 24x36 main floor and foundation plans, an S %z x 11 "Wood Wall Schedule", an S �z x I T "Holdown Schedule"., 8 I/z x I I detail sheets, and calculations. The lateral resisting systern is based upon continuously sheathed malls using 7116" APA rated wall sheathing. All edges are to be blocked. This design does not require any inierior braced walls. 'This design is intended to cover only the lateral. design of the building referenced above. This letter i5 not intended to cover any tither structural, mechanical, electrical, or architectural fcatures. The design 'is for a one time use for the above mentioned building 0111y. The lateral analysis is linaited to a. one time use for the above referenced project and none oI` the design or portions of the design are to be used or reused an any ether projects w-ithout the written consent of Summit Consulting Se-nTlces, Inc. Due to the limited involvement and no construction observation, Sumniit Consulting Services, Inc. is limiting ouz liability to $450Q. S-j'-ricere].Y, • I+'.°��; � r'' rtr �, w � � �' ' S :�. • ,mss' _ `�"•� + i, P " ra P ani R. Hoop es,'T.] o sob,�°�'� 1 0 (SEE FRAM I NC7 ASCE I1�PRo�R A �N FOR SHEAR �vAf_!_ HoLoo�vrt5) OR �30LT� NC�� SEGTiQ1�5 FORBCJTT0MI PLI�TC- �!A f L I N6 �3W = C3EARINO }^IALL SW 5H�/-�R W,4LL HALL STUDS 1 51 LL PLATE/ BC?TTOM PLATE (2) LA-I'TI LTHASHJ�R5 DETAIL AILI APA RATE (9-12'b"41 11 ".-MIN.) F 2x lo 5-oll 04G,l YE!5 2X6 9 k ONE 51DE O "O_G4 I" � P ���� �L � V. 5" x 6 a 545pl (P 1 it E -- ,..",EMDEP LJ�rT. rf �� ..@ 12 ——� — a 'f ' —� 'I I' - 1", 2x6 + 10 PANEL JT, (1) IJ5E CI TI .IJ TI G RADE D0U6 L FIR., (2) U5E URE TREATED op f- 11 CONTACT K TIS (3) E � STEEL, 1T EIST, E T AND � ISE INTO ILL PLANE. MINIMUM PER lel e� . L O TE ANCHOR BOLTS 1 '" FROM !E ft #ge l (4) USE TSL T � � _ �I�" � ����. � IE INTO 11-L PLATE. (5) NHERE TOF PLATE 15 Gt)T OR I`fJ {IIr ,�ypr IF{�/yl��'}J F�y'J {'''� � T�' ' BREAKITS-� 5IMF h � I��,�j� �9 1 T � �� SJ 1 y "—f i Rr v� (� al, !H.I�L � TI �� #�F���1T.L I�!�ITTI1`�1.� E 1~ E E T EL JOIN -15 AND 1L 1,: PLATE E 1AL7rzRNA7E 57AFLE 5 rmffiHEL��LE AFA RA7EI�) 5HEA7HINC7 Ei7&F NAIL Sf'AGihlr,7 AS 5F'F_0FIEI7 IN CR UJAPHRA0o" `i�9-IC- ;r4iC70I� Y�fl�L�_. �5G!-ILDULC5 ' i '' O.Cl, el 11..ra A IF �i GA00E E 1 E I E M --------------- e 1 .. 5 " . it , I'r e� NONE w NONE i' �. ALLA FLE-TO HA`K'E —7/16" . MINIMUH PENETRAT]UNF-ORALL T FLEU&E-5 15 13. F TS E F [CSO "' . 4ORLE55 REGUIRE5 P NOMINAL 3x tlEMREF,. HOEDOWN SGH�I��;�E MARK I"10DE-L I -IOLDONN ANC,,�o-kTm- I N, I 'mum MINIMUM I) /-1!_L I-lOLiJCWNS E3,45EU UPQN SfF'iPSON STRQiJG-TIS GCNNFG'T'ORS. "D COLUMI 5IMFN ACJ( Pit 5.E TFC@ 911 L PLATE - 5I P4C)Vp ANGHOP, WI T 0p Cot-" F30TTOM PLATE - �°Loo 51 lE TRIM MEQ T TI�P SILL PLATS ,--4 In Hc��.F�oWN TYPE A HCL:)OfNN TYPE B — H09P I - J I IZEAPL-o R-ov PLCOR f=F ,,f-11 his I5, 5TRAF 1L5. B6TT G KIM ic OR T --L( JD13L, Tc hOOO GOLL H01.I7CfNN TYPE G . _ .r a� y if .tGi -5'11,,6;V1z Granit TZigiISTT F4G'GF�•a as•r+.ITrih7•'L�Yr�4�a Df i.- eqr.% ti . _ .r a� y if .tGi -5'11,,6;V1z Granit TZigiISTT F4G'GF�•a as•r+.ITrih7•'L�Yr�4�a Df i.- eqr.% Wtnr .A �i / 44f7,-zO,- dir I-- .- rpr�. Y,l .. . . . -., . . -"F-� *Fm� I T:p L"J77, . .. - - -. -V. r 9+S$F F,-.0. so CL E 0 0 cn CT . DO z Lli Zx 4000< V-" 9 ,O,e f 1 /60 4h 117' 7,$ 17 m doey 4AV ire ��m�as� �.'Srr -.1 W.4'a 4 oct� zx /;l T- r modeip,5 -r- ale Designer: Adam Hoopes Dade: 12/2/2005 Project: Muir Residence - Eagle Wood Estates CODE: 2003 IBC LOA2S�,r ROOF SNOW = ROOF DEAD = FLOOR DEAD = FLOOR LIVE _ EISWjC DESIGN A DESIGN CRI 35 15 15 4(7 ETERS FROMLUSQS Ss = 0.606 g Fa S1 = 0.193 g Fv = 2.03 From seismic c2lculation output - Seismic Design Shear, 0.07 W WINDEIGN:S 3 second wind gust speed Wind exposure = 90 mph B Summit Consulting Servim.�s, INC 143 N 4080 E Rigby, ID 8a442 0 !:J WOOD SHEAR WALL I 1 i i c 4 I k y_ I i i c k y_ �'1 Ali i F1� I 4-4 CD kill LL, LLCLL. T CL CL 0 LO LL 4-4 CD LL, LLCLL. T CL 0 LO LL co 4-0 cn7 CL rom Designer: Adam Hoopes Date: 12/212005 Projec#: MLflr Residence- Eagle Wood Estalec; ROOF SNOW ROOF DEAD FLOOR DEAD FIOU� go Summit Consulting Services, !INC 143N4t180E Rigby, 1D 83442 35 15 15 ROOF AREA = 65'80 F = ((02'35)+15)`(5200)"(0.07) = 5200 FT`2 &M LBS. Designer: Adam Hoopes Date: 11/30/2005 Project: Muir Residence- Eagle Wood Estates second wind gust speed Wind exposure Win mph kit End Zone C alculatio Longitudinal dimension Transverse Dimensibn78 have Height Summit Consulting Services, INC 143 ns 4080 E Rigby? fa 83442 Edge Strips 10% of least horizontal dimesbn or 40% of eave height, whichever is less, but not less than 4% of feast horizontal dimension or 3 test. End Zone - 2 *Edge Strips Long[tudinal Edge Strip = End Zone = Transverse Edge Strip Eng' Zone FROM 2003 IBC WIND LOAD TABLE 1609.62.1(1) HORIZONTAL S 'ES r D ROOF PITCH = NOTE- use 10 PSF MINIMUM 7 Designer: Adam Hoopes Date: 11/3012005 Project: Muir Residence - Eagle Wood Estates FRONT ELEVATION AREA- a -LF T^5.� aRESaURE ZONE A - 5 10 *X4.4 PSF ZONE A - 15 10 14.4 PSF ZONE C - 5 45 1 1.5 PSF ZONE D - 12 45 * 10 PSF ZONE A 3.5 10 * 14.4 PS ZONE A - 5 10 * 14.4 PS F SIDE ELEVATION Summit Consulting Services, fNC 143N4D8OE Rigby, ID 83442 -- 720 -- 504 258.5 5400 504 = 720 TOTAL = 10440 LBS ZONE A - 5 14 * 14.4 PSF ZONE B _ -� 72D 10 12 * 10 PSF 1200 ZONE G = 5 58 * 11.5 PSF - 3335 ZONE D = 6.5 58 '� 10 PSF 4 3770 SONE B - 10 12 * 10 PSF 1200 ZONE A -- 10 10 * 14.4 PSF - 144 TOTAL -- 11670 LBS Muir Residence MCE Ground Motion Zip Code - Period (sec) 0.2 1.0 - Conterminous 48 States Central Latitude = 43.763462 Central Longitude = -111.609017 MCE Sa {%g} 060.6 MCE Va 019.3 MCE Va Spectral Parameters for Sit O.2 079.4 Sa 1.0 039.2 Sa = lue of Ss, Site Class B lue of S1, Site Class B e Class' D FaSs, Fa = 1.31 FvS 1 , Fv = 2.03 Designer-, Adam Hoopes Date: 12/2/2005 Pro ect.o Muir Residence , l Estates SEISMIC DESIGNar ; Type of Occupancy: (Table 1604,5 and Section 1618) Building Gateaory or 4aiemin i �ao r�.�.,�.�, Summit Consulting Services, INC 143 N 4060 E Rigby, ID 834g2 .�,,.v.���.....�G v1vuN'2 (Table 1604.5 and 1816.2) Seismic Importance Factor: (T@ble 1604.5) Soil Site Class: Response Modification Coeff. R.: (Tabfe 1617.6.2) EquivalentLateral Force Procedure for 2003 IBC -M Approximate Fundamental Pe'riod, Ta h4l = Height (feet) above base tc) highest Ie 1 of building. t = Building Period Coefficient ASCE 7-02t 9.5.5) Calculate Approxhate Fundamental Period T Maximum Considered Earthquake Response Accelerations: Short Periods, S5: (CD rom) 1 Second Period, S1: {Co ram) Earthquake Response Accelerations Adjusted for Site Class Effect�; S*te Coefficients: F�' (Table 'I 6'f 5.1.2(1 ) or C❑ ram} FVV (Table 1815.1.2(2) or CD romp SMS' Fads (2000 IBC Fq. 16-1s ,X003 IBC Eq. 16-3E3, or CQ ram) SMI FvS, (2000 1BC Eq. 10-17, 2003 IBC Eq, 9i5-39, or CD rim) Design Spectral Response Acceleration Parameters, 5176 - 2 /-3 Sn,s (,2800 15C Eq, 16-181 2003 [BC Eq� 16-40) %9pI - 2/3SITI (20(}0 IBC Eq. 15-19, 2.003 !BC Eq, 15-4) Nature Seismic Table 1616,1 1) of Use �11 Occupancy' Group SSS SDC* residential _ 1 0.529 p** SDC lys the "Seismic Design Cate oryff Residei-itic il Building t e r = � site_ Class ' D R 6,5 h�� = 25 Ct 0.02 T a = 0.224 , 606 0.193 Fa = 1.310 g F� = 2030 g SIMS 0.794 g SMS 0. 392 g Soy °0 0.529 9 Sol --' 0.261 g Table 1616,1(2) Largest SDC f�'om SDC* to Tables 16`I6.3.(1)&(2) Use dor Say SDC* Design 51 =x.'!93 Seismic Use Groups I and Il lures located on sites with mapped max'lmum considered spectral response acceleration at 1 -second pedodm S1 , equal to or greater than 0-75g, Shall b(',, assigned to Seismic Design Category E, and SeismI ru Use Group III structures located on such sites sh'all be assigned to Baia I Des" ri Category F. Designer: Adam Hoopes Dade: 12J212005 PrQJeCf� MuJr Residence - Eaglewoad Estates Summit Consulti'ng Services, INC 143 N 408D E Rigby, 1D 83442 Seismic Base Shear: v = cs*w See Section 1617 for the E. to use in the load combinations of Section 1605.4, QE The effect of horizontal seismic forces w Seismic base shear (V) = cs*w (Eq.' 16- 3 4) Seismic load effect E, Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use in Formulas 16-5, 10, and 17 shall be defined by - E = p*QE + 0.2*SDS*D (Eq. 18-28) Where tine effects of gravity and seismic ground motion counteract, the seismic load, E, for use in Formulas 16-6, 12, and 18 shall be defined by: E = P*QE - 0.2*s�S*o (Eq. 16-29) [ir. Date. Proj ect: kiz Adam Hoopes 1212/2005 Muir Residence - Eaglewood Estates oo�iec ig Summit Consulting Services, INC 143 N 4080 E Rigby, ID 83442 Simplified analysis in accordance with Section 1617,5 shalt be petrol##ed to be used for any stucture in Seismic Use Group i, subject to the following limitations. Requirements for simplified analysis: 1) SeiSMIC Use Group 1 2} Buildings of light frame construction not exceeding tree stores in height, exwuding basemf:tnts. 3) Buildings of any construction other than light -framed construction, not exceeding two stories in height, excluding basements, with flexibly diaphragms of every level as defined T n Section 1602. SectJorl 1 6 17.5. 1 Seismic Base Shear. V T 1.2*Sa, "V11 IS R = The response modification factor from Table 1617.6.2 V = 1.2 *SDS *W R 6.5 V=QE SBC 1617.1 Seismic Load Effect E 6.5 For structures designed using the simplified anaiys�s procedure in Section 1617.5, load effects, E and Em, shall be determined from Section 1617.1.1 IBC 161 7'.1.1 Seismic Load Effect, E the seismic, Where the effects of gravity and the seismic ground motion are additive, seismic load, an Equations 16-5) 16-10, and 16-175 shall be defined by equation 16-50.- E E -50: E ~ PQr + O-2*5Ds*D QE = effect of horizontal seismic forces = S implMed Base ;hear (V) p =redundancy coefficient obtained in accordancy with Section 1617.2 D effect of dead 16ac! E, for Use Equation 16-50 Where the effects of gravity and seismic ground Motion counteract, the seismic load, E, for use in Equations 16-6, 16-12, and 16-18 shall be defined by equation 16-51. E - p0r_ - . *S * D P from shear wall and frame analysis (ase the largestp dor tach dNreGtion} PrninT�.Q r Max1.J Equation 6-1 %.e r P front f back — sides 1.00 1.00 Seismic load effect E for use in the load combinations is - Front/ Back Dir�ctivn: From Equation, 16-50 E = pQE + 0.2*5DS*D W 0 .00} * QE 0.2 * (0.53) * D = 1.00 *QE + 0�1 i *D When D and QE are €n the same directian. E = PQe -0.2 *D = (1.00) ' ()E- 0.2 " (0.53) ` � = 1.00 "Qe - 0.11 `D When D and QE are in opposite directiii ons. From Seismic toad Combinations: Equation 16-10 Q+0.7*E+L D + 0.7 (1 .00*QE +D.11*D)+p-1.074 �`D+ [].7 'rQ� When D and Qu ars in the same direction. D + 0.7E + L D+0�7(1-00*QE -0.11*D)+0= 0.926 *D + Q.7 'k Q E When D and QE are in opposite directions. equation 1G-12 0.6*D + (].7*E - 0.6*D + 0.T (1 .OU*QE + a. 1 1 *E7) - 0,674 D + 17.7 'k QE When D and Cis are Fri the same direction. 0.6*D + 0.7* -E _ 0.6*D+0,7(1-00*QE - 0.1 1 #D) - 0.526 * D + 4.7 OE When D and CSE are in opposite direction. !rar I-rvnt ! B��k ❑irect2vn: - For design shear capacity, dead and live load are not involved, all load combinations reduce t 0. 70 Qr:: Holdown tension capacFty the governing load combir�ation is(comparing opposite direction eq 0.53 *D + 0.70*Q E Wall' boundary element compression capacity (comparing same direction equations) 1.074 *D + 0.70*CSE Side5j From Equation 16-50 E = pQj� + . *SDS* E = pQE - 0,2*SDS*I) 0 .00) C)E-: + 0,2 * (0.53) * D 1 -00 *QE + 0. 11 *D. When D and E are 'ib the same direction. _ (1 ooh ' QE 0.2 - (0,53) • o MI 1.00 .1 *ID .-tw_ From Seismic Load Combinations: Equation 16-10 D + O.7*E + L = D + 0.7 (1.00*QE D -i- 0.7E + L _ D + 0.7 0 , 00*Q E Equation 16-12 0.6*D + 0,7*E = When D and OE ars in apposite directions. + 0-11T) + 0 1,074 D + 0.7 QE When D and QE ars in the same direcdvn. --.%. - 0.1 I*D + 0. 26 ik D + 0.7QE VVhen D and QE are in===m' wposite directions. 0.6*D+0.7(1.00*QE -1-0.11*D)= 0.674 D + 0,7 Qa 'JVhen D and QE� are in the same direction.- 0.6*D+0.7(1,00*QE When D and QE are in opposite direction. For design shear capacity, dead and live 0. 70 QE� oad ars nab involved, all load combinations reduce to: Holdown tension capacity the governing ford combination is (comparing opposite direction equations) 0.53 *D + 0.70*QP Wall boundary element compression capacity (comparing same direction equations) 1.074 *D + 0.70*QE SUMMARY OF SEISMIC.: DESIGN FORCES VV = Dead Load + Reduced Roof Snow Load (dor Roof Snow Load' ver '30 PSF) D r Dead Load I 7P -k, Dec; 2, 2005 at 11:13 AM_ w Global b- �Play--S-ections for Mr CSI_ 51 Int Include Shear Deformation Y.6s n U t T • - -- ---------- - Af)% Area Load Mesh ire 4 77 2 -Uelta Analysis Tolerance 1050% ..v Number of Shear yen I Biaxral Column Metho'd PCA Load Contour W::.ra.r B Ir IA 1,5 - t-' Cor -trete StF Block RechanguiaF Us VA ri 0 k 1..Bad F ra mi nq _Warnin s No 777�, gn W ry Genera!__Material Properfies LRhp-I Hot Rolled Steel Properties F rkcil L a A 3 6— 29000 5 e 72-Gt~ �j• A992 i 2.QOOO % % 0 4' A500 46 General Section Sets r� ig Hot Rolled Steel Section, Sets *W�j Am Label ShaDe__.._ Design List Type Mater�ai Design Rules A Tint�� _ ] -y LiM; H R1 A H5SSX4X�4 j, Tube Beam i A500 46 L -Typical 5.225 1 4.39 7 42-463 k 35.'I 9� Member Prima ta I.inint RISA -3D Version 5.Oc -1 Ir%int F.q [C:1Program FiIeS\RiS2\unt-It)ed.r3d] Page 1 IP N io Member Prima ,Data (Continued Member Advanced Data Label I Release J Release etli wh T/C Onl Joint Coordinates and Temperatures. Joint Bounda Joint [.-nhpl Conditions y rk i'rnl �_. -Y Ff L] Z,ft Tem - -TaPIFI., F D e ta c h. Fro m. D i a r).., 0 0 A. . ., j_., , , I I . I Hot Rolled Steel Design Parameters k-ft1r a d1 Design Size and Code Check Parameters �_ 1 -.-----TypiGal .... ax De thfin) Min DOM --,-Max-Wdth[jn Min Width[in Joint Loads a n d Enfvrced Dis la ffir3L C 3 : LATERAL Joint La -bel LWDJV N 5 L RISA -31D Version 5.0c [C:1Pragram FHeS'\Ris@\unt1t1ed.r'3d] I X Max Bendina C1 k MAY I;hppr fp'*hie MRin IM k sL2 /fjj 3Y5 Page 2e�� 6, . ....... . Joint Coordinates and Temperatures. Joint Bounda Joint [.-nhpl Conditions y rk i'rnl �_. -Y Ff L] Z,ft Tem - -TaPIFI., F D e ta c h. Fro m. D i a r).., 0 0 A. . ., j_., , , I I . I Hot Rolled Steel Design Parameters k-ft1r a d1 Design Size and Code Check Parameters �_ 1 -.-----TypiGal .... ax De thfin) Min DOM --,-Max-Wdth[jn Min Width[in Joint Loads a n d Enfvrced Dis la ffir3L C 3 : LATERAL Joint La -bel LWDJV N 5 L RISA -31D Version 5.0c [C:1Pragram FHeS'\Ris@\unt1t1ed.r'3d] I X Max Bendina C1 k MAY I;hppr fp'*hie MRin IM k sL2 /fjj 3Y5 Page 2e�� Design Size and Code Check Parameters �_ 1 -.-----TypiGal .... ax De thfin) Min DOM --,-Max-Wdth[jn Min Width[in Joint Loads a n d Enfvrced Dis la ffir3L C 3 : LATERAL Joint La -bel LWDJV N 5 L RISA -31D Version 5.0c [C:1Pragram FHeS'\Ris@\unt1t1ed.r'3d] I X Max Bendina C1 k MAY I;hppr fp'*hie MRin IM k sL2 /fjj 3Y5 Page 2e�� r .Member Point Loads ._ _._. Member Label_ ---__ .. Direction ..... _..._. :..Mnifu.k,k._ftj_ Ifo D ata to Print Member Pattern Distributed Loads _. Member Label -- Load Pattern _. _.� Multiplier -- __ No Data to Print ... D r"stribufeof Lead Pattem Definitions Member Direct Distributed Loads (BGC 1 : DEAD Member Label i 'lon Start Mn M5 Ah JlocaflQn 0 Member Direct Distributed Loads (BLC 2 : LIVE Label DirectionStart aitu.d�fL,d,.End..,rtrt...Start Lo ti�,' r - -- ---- M5 y 575 0 ., - ...�. ,..,.,.. �. mea ..,�..�,} _ ... .. .• : ... ..... ..: ...... , r - . � .. ,s . „ . ...... . , :. . , .. .,,,.,.._..: � •:ot. . � � ..: • :..:.... . .�:.. � ham' .3 Basic Load Cases BLC Descriatio DEAD 2 IUI M& M- I— LATERAL„ Load Combinations DC;FiD#i EL X Gravity Y Gravity Z Gravit RISA -3D Version 5.�c [C-.\Prc)gram Files�R'Isa\unfitled.r3d] L clint 1 ion ft %1 Paint... -Pattern .-..- ire ,. rQ .a. u . - _ + "A �•' fiy"''�°�d',''* ^.:'fid { �'+`,� W. r i ;r ` r -'0`_' 0 -- --�P —J-7 Y7 Page 3 c r i ;r ` r -'0`_' 0 -- --�P —J-7 Y7 Page 3 Envelope Joint Displacements - r iur rnin. N5 max N6 max Fnvelo e Joint Reactions Joint Envelope Member Section Forces {�} M T, 2 I rriax 14 1C X Rotat"rDn Rota U 1 002R_9 . ............ l ` � I 1 C1 Q90,M04 0 n .0ter r 0 0 3.702e-3 21 0, 0 3.879e-3 9 77 0 AM 0 1 5 5-8 '3'_- 21, 0 1 2 ,- 304e3 L .0• • D, _5 2 �k=ft .]Ic 7:0 :ZWD 6 AM 3 17 ' .. .... 4 �Max 5.231 9 1.152 20 0 `-"T.. 63. '9.,.. w 1.0 20,' 19• 5 max 5, 231 9 1 5z_ 20 0 F+go 0, 65 �fM 3 -max! 10.14 8 1.363 0 2 T: m r 22- 23 U 2 _M2x 10.14 8 1.363 8 vi 0 - _ r�. 0.. 7 4 8 25-, 1 1 10.1 RISA -3D Version 5.,Oc [CAProgram Fi1es\Rjsa\untit1ed.r3d] Page 4 � �3 7777-7. :ZWD 6 AM 3 17 ' .. .... 4 �Max 5.231 9 1.152 20 0 `-"T.. 63. 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