The URL can be used to link to this page

Home My WebLink AboutENGINEERING CALCS - 09-00212 - Madison County Road & Bridge - Quonset BldgM C dl I v� vazr Madison County Roan Quonset Bldg D esign Intelligencet,-,L� Engineering Calculations Summary r, • r, Date& Jul 20. 20nv,() Subjecte, Madison County Road and Bridge Customer.ip Madisonty d d d ------------- rs :. ... ,, ... :„ acv ,::,-.' . r..,� .. ,,,� '. .. : �> " " �•s �, �;,' .�r. yq �a .. {��,v .moi.. �4 F.v ... - '.... .... � •. . - } ,.v{{e:.. .: .. - ..i-:. v�, .�{ �� ,1a1 �' - .,..... .. vii... - .. .. :"`4� v.. -. }+.v'°• . }.J �. N. f:. .. -. :�,.• .. ..... :. '. N ...° v.v-+C by -.. •'� ry This analysis uses the Design Criteria required by the ocal junsdiction and the MC 2006 as the basis for the c�.lculatians. Materials, Dimensional Lumber — NDS 2005 design values Concrete: 2500 psi @ 28 days Reinforcing to l - and smaller Grade 10 urger Grade 60 Assumptions: _ SBC 2006 — Foundations designed for Max 13rg Pressure of 1500 psi Design Loads: Roof Live Load {min) -- 20 psf during construction Ground Snow load — 50 psf, Roof Snow load= 35 psf Snow Load Importance Factor — 1.0 Scow Exposure Factor -- 1..0 Wind = 90 mph, Exposure B W ind Importance Factor—1.0 Wind Exposure — B Seisric Design. Category — D Seismic Use Group - 1 References.: EBC 2006 Customer Drawings Ti-usJQist MacMilhan Design Guides 6 F.. •t �.•• ry,a 4,•� ..., Iffy ��q�• ��!!r�ss�•.u'Yyr•--.�Ps�.�7�.saailk7x4 JUL 2 3 2009 Y 0 P , F"7V r) 1 1 T)r% . i• •:! .� Pral 'J 7,0 ao- dq These calculations and included details are for this location and customer only and not to be reused in any manner wi.tljout the written consent of Design Intelligence, 4 4 3 -Design Intelligence, LLC 1037 Erikson Dr. MADISON COUNTY ROAD BRIDE Rexburg, Idaho 83440 BUILDING FOUNDATION 'BUILDING COUNTY, IDAHO ' Design Parameters � ASCE 7-'05 Snow Occupancy Category it Snow Loads per ASCE 7 CeExposure Fully Partial. Sheltered Factor _ 0.9 I 1 1.2 = Above ........ Freezing Freezing Heated Ct =Thermal Factor � 1.2 ------------ I=Importance Factor (Non -Essential) - - _ �- pg =Ground Snow Load (20 psf min) 50 psf Lf=Flat Roof Snow Load (slope less than,1/12) 35, psf Roof Pitch (units Vertical per 12 units Horizontal) _ Slippery Pitch WarmNon-SlipperyCurved Barrel 3/12 Pitch Warm I Curved 0.87 0.87 1 3/12 � - � 4/12-- I 0.81�� 0.81 � 1 5/12 0.73 p,73 4/12 1 1 6/120.68� 5172 0.68 1 1 � 7/12 0.63 0.63 1 6/127/12 8/12 0.58 0.58 � 9112 0.52 0.52 8/72 0.95 4_��,Y__ 10/12 0.49 0.49 9/72 0.85 0.85 T1/12 0.42 � 10/12 0. 78 0.78 0.42 12/12 0.39 0.39 � 11/12 0.71 0.71 12/12 0-63--i 0.63 Cs =Roof Slope Factor PS =Sloped Roof Snow Load 27.30 psf W =Distance from Ridge to Eave 4 X. ft lu Len gth of Roof upwind of the Drift _ j�� ft hd = Height of the Drift 1 - = 1.45 ft Gamma =Density of Snow 20.5 pct Drift Surcharge Load = 24.29- psf Length of Surcharge = 4.74ft Unbalanced' Uniform Snow Load - Windward Side � - 0.00 psf Unbalanced Uniform Snow Load - Leeward Side � = 50.00 psf 7/20/2009 Barrel Des -n 1nte[jjgQncp 19 6* LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Wind - Walls and Roofs Design Wind Speed Importance Factor Exposure �1 Adjustmek-F—a-'J-- ctor Mean Roo' f Height 15 20 25 30 35 40 45. 50 • 55 60 Wind .Pressures Wind Speed 85 90 100 105 110 120 . .1 MADISON BUILDING FOUNDATION -`MADISON COUNTY,IDAHO_ r Horizontal Vertical 15.91 i -13.8 17.8 -15.4 2200 -19.1 24.3 -21.1 26-6 -23.1 31.6 -27-4 Design Wind Pressure fort Lateral = I 17 8 psf P i 9MA, Overhang 11 ------------ -21. 6 -26.7 -29.4 -32.3 -38.4 1 Q 7/20/2009 1. Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 in w I Seismic - I Reference Code - IBC 2006 1615,1.2. ( 1) Fa 1615.1.2(L2) Fv 1615.1 Ss 1615.1 S1 MADISON COUNTY ROAD BRIDGE BLJILDING FOUNDATION MADISON COUNTY, IDAHO Values for Ss, S1, Fa,and Fv are taken from Code Control CD using zip Code Fv Site Class A -Hard Rock � I Fa Site Class B -Dense Soil of Soft Rock 0.8 �'$ LFv Site Class C -Stiff ff s�--—�— � � Class D -Soft So�� z 1.7�.-_�.,.,.._ 1.01_ -59 7w, IA Site Class B ID C C 1615.1.2 — SMS = FaSs 1.235 T,247 1615-1.2 1.4821 - SM1 FvS1 .1 0.646 �0.5168' ''1.02714,! Design Spectral -Resp Accell1615.1.3 2/3*SMSSDS : n I SDI = 2/3*SMI 1 61 -6.2 Seismic Use Group Gr::. 'eye. Seismic Response Coefficient 1 61 6.3 Seismic Design Category Table.1616.3(1) Table .1616.3(2) L L 1 61 7.6 (Table 1 61 7.6) Response Modification Factor 1 6 1 6.2 (Table 1 604.5) Occupancy Importance. Factor I Basic Fundamental Period Ct Steel Moment Resisting Frame .0-035 Reinforced Concrete Moment Resisting Frame All Other Building Systems 0.03 L_ T 0.02' f A................ }� _._ft '1617.4.2 Cu�. Bui`lding Height Tahfi :}f All Table Site Class CS = SD51(Rl1} Max Cs = SDI!(R/I)T = Min Cs, = 0.044SDS*i = DA 0.1018 0,0151 7—.- 0.0291 I }k (U se 6 } t� t� 2. 0 f r Log Structu res ." Rigid Bldg' B C 0.127+3 0.0189 Page 3 .7/20/2009 1 0. 1528." 0,0322, 0r437�� o .7/20/2009 1 fA r:) E;! 3 L) I Design Intelligence,, U -C 1037 nt lli nc ,,U- 1037 Erikson Dr. Rexburg, Idaho 83440 Design SeismicResPonSe COeffiGient Site Gjass CS 7617.4.1 Equiv Lateral Force Method 1617.5.1 Simplified Approach 'Prllk'DISQN COUNTY ROAD BRIDGE BU1LaING FOUNDATION .MADISON C0UNTY5 IDAHO Determine' Method of Se�smiG Analysis Light Framing onstruction Criteria 2308.2.1 Building stories 2308-2.2 Bear'ng wall floor to floor height 9 i stories IYES 2308.2.3.1 Average DL ft �ES 23082.3.2 Floor Live Loads– —40 e, f. YES 2308.2.3.3 Ground Snow Load -- Psf YES 2308.2.4 Wind speed -- 5&.OQ Psf YES 230a.2.5an � � _— 90 mph � YES� ft YES 1616.6al Simplified Analysis ReCl uirements� 7. Does -Buildl,ng rnee t light frame Construc#ion criteria ? 2. is building of any other const ruction with flexible diaphragmsewery leve! as defined in section 1602 ?at Buildin.9may asei pl1�idAnalysisMethod may_ 3 4 t b i.j .. A4..4••; 1}.�ktr��As$Vl 712012009 f Q. z Design iliteilrgGnCE, LLC 1037 Ericson give Rexburg, Idaho 8344 F3cSpread� Footin' g s MADISON IT` ROAD BUILDING FOUNDATION -MADISON COUNTY7 IDAHO ..r Allowable Soil Bearing Pressure Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy) Post Description Part '1 Loads Part 2 Loads Vertical SGi°�'tvi'}�Siiw'tat}fir„� 7e . 1343 1343 r Reinforcing for Long Direction Use j 4 � ft.. Wide K Culated mimmum Reinforcing = , tLar size J#4 Area = � Use 6 #4 Reinforcing for Short Direction-,--r— Use 'x.67 ft'Wide-X Calculated Minimum Reinforcing Rebar Size ; #4 Area Use 3 #4 otal Loads }• • { { � 024 c Vertical SGi°�'tvi'}�Siiw'tat}fir„� 7e . 1343 1343 r Reinforcing for Long Direction Use j 4 � ft.. Wide K Culated mimmum Reinforcing = , tLar size J#4 Area = � Use 6 #4 Reinforcing for Short Direction-,--r— Use 'x.67 ft'Wide-X Calculated Minimum Reinforcing Rebar Size ; #4 Area Use 3 #4 Moment Part 3 Loads Part 4 Loads Soil Wt Weight e = MN psf psf 7/20/2009 ft -lbs 'ZI ?2�471.6 lbs ` 72 in. Deep' Footing 1. 152 Win 0.2 in*in 8.40 in O.C. 12 din. Deep Footing 0.48096 in*in 01..2 in*in in. -O.C. USE 48Y20.04X12 FTG WITH (6) #4 EACH WAY Post Specification (Based on 10'unbraced Length) DescripEion DF #1 2x4 Use >» DF #1 2x6 EDF #1 6x6 DF #1 6X8 DF #1 8X8 DF #1 10X10 TS§ 3)x3x 1 /4 LTS 4x4xl/4 ---- (1) DF #1 2x6 rapacity 2160 7470 2 10 00 r 28600 48200 83000 33000, 65000 i Quantity Total C4pacity - 4, —8640 lbs � 7470- �Ibs 7 21000 lbs � 28600 1'bs � 48200lbs � 83000 lbs � 33000 lbs � 650001bs i Page 5 OK _hPsf }• • { { � 024 c :..{.M., vsi :. psi }x v :_}.: �o.xtr .. Moment Part 3 Loads Part 4 Loads Soil Wt Weight e = MN psf psf 7/20/2009 ft -lbs 'ZI ?2�471.6 lbs ` 72 in. Deep' Footing 1. 152 Win 0.2 in*in 8.40 in O.C. 12 din. Deep Footing 0.48096 in*in 01..2 in*in in. -O.C. USE 48Y20.04X12 FTG WITH (6) #4 EACH WAY Post Specification (Based on 10'unbraced Length) DescripEion DF #1 2x4 Use >» DF #1 2x6 EDF #1 6x6 DF #1 6X8 DF #1 8X8 DF #1 10X10 TS§ 3)x3x 1 /4 LTS 4x4xl/4 ---- (1) DF #1 2x6 rapacity 2160 7470 2 10 00 r 28600 48200 83000 33000, 65000 i Quantity Total C4pacity - 4, —8640 lbs � 7470- �Ibs 7 21000 lbs � 28600 1'bs � 48200lbs � 83000 lbs � 33000 lbs � 650001bs i Page 5 OK