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Home My WebLink AboutLATERAL DESIGN CALCULATIONS - 22-00151 - 1011 Pine Brook Ln - New SFRG&S Structural Engineers Lindsay505 • d Idaho Falls, ID 83402 Telephone: (208) 523-6918 Email: gs@gsengineers.net Fax: (208)523-6922 March 31, 2022 # 22056 Mr. Jerry Merrill 571 Taurus Drive Rexburg, ID 83440 Re: 1011 Pine Brook Lane Rexburg, Idaho Dear Mr. Merrill, I have designed the lateral force resisting systems for the garage of the above referenced residence. The design is based upon the 2021 IBC with a 90 mph three second wind gust, exposure C, and a seismic design category D. Enclosed are the calculations supporting the lateral design for the garage. Also attached are the reduced `redlines' showing framing for the lateral force resisting system. G&S Structural Engineers did not review any other aspects than stated above and does not claim responsibility for any other structural items, nor any mechanical, electrical, or architectural features. Due to the limited scope that G&S Structural Engineers had in this project, our limit of liability in this project is limited to the fees rendered. Please call if you have any questions or if I can be of further assistance. Sincerely, �S�pNAL FNG �,eNsFoiti�� w C. � -155 -11- Z2 0 s�9T� OF 0 Ryan L. Flamm, PE Enclosures: Prepared For: Jerry and Marianne Merrill 571 Taurus Drive Rexburg, ID 83440 Designed By: Ryan L. Flamm, PE Project # 22056 TABLE OF CONTENTS DESCRIPTION SHEET Design Criteria 1 - 4 Lateral Design 5 - 6 Reduced 'Redlines' 7 �,5StONgt'��, \GEN& ®� Structural Engineers 505 Lindsay Boulevard Idaho Falls, ID 83402 Telephone: (208) 523-6918 Email: gs@gsengineers.net Fax: (208)523-6922 G&S Stuctural Engineers JOB TITLE Merrill Lateral 505 Lindsay Boulevard Idaho Falls, Idaho JOB NO, SHEET NO. 208-523-6918 CALCULATED BY RF DATE 3/18/22 CHECKED BY DATE www.struware.com ®de Search Code: International Building Code 2021 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 8.00/12 33.7 deg Building length 86.0 ft Least width 75.0 ft Mean Roof Ht (h) 16.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 16 psf 200 to 600 sf: 19.2 - 0.016Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A G&S Stuctural Engineers 505 Lindsay Boulevard Idaho Falls, Idaho 208-523-6918 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.860 Kh case 2 0.860 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.10 K3 = 1.000 At Mean Roof Ht: Kzt = (1+K,K2K3)^2 = 1.00 Gust Effect Factor h= 16.0 ft B = 75.0 ft /z (0.6h) = 15.0 ft Riaid Structure e = 0.20 f = 500 ft Zmin = 15 ft C = 0.20 9Q, 9v = 3.4 LZ = 427.1 ft Q = 0.90 Iz = 0.23 G= 0.87 use G=0.85 JOB TITLE Merrill Lateral JOB NO. SHEET NO. CALCULATED BY RF DATE 3/18/22 CHECKED BY DATE ESCARPMENT V(z) x Speed-up V(Z) X(upwind) x(downwind) H/2 H Lh /2 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/B>4 then may be flexible and should be investigated. h/B = 0.21 Rigid structure (low rise bldg) G = 0.85 Using rigid structure formula Flexible or Dvnamically Sensitive Structure Natural Frequency (rij) = 0.0 Hz Damping ratio (j3) = 0 /b = 0.65 /a = 0.15 VZ = 97.1 Nj = 0.00 Kn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 h= 16.0 ft G&S Stuctural Engineers 505 Lindsay Boulevard Idaho Falls, Idaho 208-523-6918 JOB TITLE Merrill Lateral JOB NO. CALCULATED BY RF CHECKED BY Wind Loads -MWFRS h:560' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) = 0.86 Edge Strip (a) = Base pressure (qh) = 24.8 psf End Zone (2a) = GCpi = +/-0.18 Zone 2 length = Wind Pressure Coefficients SHEET NO. DATE 3/18/22 DATE 6.4 ft 12.8 ft 37.5 ft Para et Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS SimDle Dianhraam Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 23.0 psf Roof 15.8 psf End Zone: Wall 29.0 psf Roof 19.8 psf Longitudinal direction (parallel to L) Interior Zone: Wall 17.1 psf End Zone: Wall 25.8 psf Windward roof overhangs = 17.3 psf (upward) add to windward roof pressure WIO EIU44NG M VVINDWAR4ROOF .LEEWARD ROOF VERTICAL 8. x nTrrl TRANSVERSE ELEVATION �j WINDWARD ROOF l 1 1 f j f f-�t_l' LEEWARD.ROOF ! ! ! 1 d ! ! 1 1 ! VERTICAL LJ2 or DDNE 2 LONGITUDINAL ELEVATION CASE A 1 CASE B -6.7 -15.6 2 6 = 33.7 deg -12.6 -21.5 3 -6.2 -15.1 -4.7 Surface GCpf w/-GCpi w/+GCpi -15.6 GCpf w/-GCpi w/+GCpi 1 0.56 0.74 0.38 -11.6 -0.45 -0.27 -0.63 2 0.21 0.39 0.03 -0.69 -0.51 -0.87 3 -0.43 -0.25 -0.61 4E -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 19.6 -0.45 -0.27 -0.63 5 -6.2 -15.1 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.69 0.87 0.51 -0.48 -0.30 -0.66 2E 0.27 0.45 0.09 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.48 -0.30 -0.66 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Para et Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS SimDle Dianhraam Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 23.0 psf Roof 15.8 psf End Zone: Wall 29.0 psf Roof 19.8 psf Longitudinal direction (parallel to L) Interior Zone: Wall 17.1 psf End Zone: Wall 25.8 psf Windward roof overhangs = 17.3 psf (upward) add to windward roof pressure WIO EIU44NG M VVINDWAR4ROOF .LEEWARD ROOF VERTICAL 8. x nTrrl TRANSVERSE ELEVATION �j WINDWARD ROOF l 1 1 f j f f-�t_l' LEEWARD.ROOF ! ! ! 1 d ! ! 1 1 ! VERTICAL LJ2 or DDNE 2 LONGITUDINAL ELEVATION Ultimate Wind Surface Pressures (psf) 1 18.3 9.4 -6.7 -15.6 2 9.7 0.7 -12.6 -21.5 3 -6.2 -15.1 -4.7 -13.6 4 -4.7 -13.6 -6.7 -15.6 5 14.4 5.4 6 -2.7 -11.6 1 E 21.5 12.6 -7.4 -16.3 2E 11.1 2.2 -22.0 -31.0 3E -8.7 -17.6 -8.7 -17.6 4E -7.4 -16.3 -7.4 -16.3 5E 19.6 10.6 6E -6.2 -15.1 Para et Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS SimDle Dianhraam Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 23.0 psf Roof 15.8 psf End Zone: Wall 29.0 psf Roof 19.8 psf Longitudinal direction (parallel to L) Interior Zone: Wall 17.1 psf End Zone: Wall 25.8 psf Windward roof overhangs = 17.3 psf (upward) add to windward roof pressure WIO EIU44NG M VVINDWAR4ROOF .LEEWARD ROOF VERTICAL 8. x nTrrl TRANSVERSE ELEVATION �j WINDWARD ROOF l 1 1 f j f f-�t_l' LEEWARD.ROOF ! ! ! 1 d ! ! 1 1 ! VERTICAL LJ2 or DDNE 2 LONGITUDINAL ELEVATION G&S Stuctural Engineers 505 Lindsay Boulevard JOB TITLE Merrill Lateral Idaho Falls, Idaho JOB NO. SHEET NO. 208-523-6918 CALCULATED BY RF DATE 3/18/22 CHECKED BY DATE Seismic Loads: IBC 2021 Strength Level Forces Risk Category : II Importance Factor (le) : 1.00 Site Class : D Ss (0.2 sec) = 35.70 %g S1 (1.0 sec) = 14.10 %g Fa = 1.514 Fv = 2.318 Site specific ground motion analysis performed: Sms = 0.541 SDs = 0.360 Design Category = C Sm1 = 0.327 SDI = 0.218 Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 16.0 it See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over -Strength Factor (Do) = 2.5 Deflection Amplification Factor (Cd) = 4 SDs = 0.360 SDI = 0.218 Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = Cie +/- 0.072D Special Seismic Load Effect (Em) = Emh +/- Ev = t2o QE +/- 0.2SDs D = 2.5Qe +/ 0.072D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Approx fundamental period (Ta) = CThn" = User calculated fundamental period = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs) = Sdsl/R = need not exceed Cs = Sd1 I /RT = but not less than Cs = 0.044Sdsl = USE Cs = Model & Seismic Response Analysis QE .= horizontal seismic force D = dead load Cu = 1.48 0.160 sec x= 0.75 Tmax = CuTa = 0.237 sec T= 0.160 sec 6 sec 0,055 0.210 0.016 0.055 Design Base Shear V = 0.055W - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa = 0.020hsx where hsx is the story height below level x 1,6 � A (t / /o f, I f f /,-(- (0, q /, 1,S) . /-�, o' q M)o 4tt "t tk" ,/, tiq"� ( 0,9U-, 0 Via. to -3 q 3 � 13 -9 A , I 01/\OMIA1,,t� LjNl,( WJL,na, -t 0, '6 (� � /vot, I LOW �l m,(f3ujH vision I A, -is, WO lvo�,L )W - L 5 nz , -, Cm, -o, b(�l IT'l AV Irry Gj, j, cm a ( 0 siu3w3aino3a 3aoa iu3adno of a3ionaisuoo si arM a3dino3d it a3a31-111N-1 n of iovJaoo3svjle3d3msuvte � 3sdui'.ecx.oz uo 3Nns oiiuiae of a3uvwaoe 3aysorvimvaa O vi N N I s a H _ oyep�'�uno�uosipew ll 11 tl i�aay� auuei.��y� fa.�ap NVId2�00��ii IRRI� �o o i I i i I I I EE�nE –_ zams�my a2gzm�a& �„�x F 3� pec p$m�m+ o� pa31x m bE r0a �3yvQq 3�– ;N=nm �cA Ri Q�c �DuoEv°n�P 2o�EE°�°: x °u �¢ Nv3i3 Eg�mnE° t3n3E $-m nEE o- r x 2b U° �'q, �J li or• m FN WKY Q ood II v OV o ¢ U¢ O D / I I a w — — _gI� �j 4 Y Zx 4< OC D oil R' X o� ¢N LL S O M = 2t a^ oa OD e�x ¢& n� _ x ;b - o i I i i I I I I r