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Home My WebLink AboutSTRUCTURAL DESIGN CALCS - 16-00313 - Complete Family Care A&R AdditionSTRUCTURAL DESIGN CALCULATIONS FOR THE ADDITION TO THE COMPLETE FAMILY CARE OFFICE BUILDING LOCATED AT 10 MADISON PROFESSIONAL PARK REXBURG, IDAHO Prepared For: Studio i Driggs, Idaho Desiqned By: Mark D. Andrus, PE Project #16040 TABLE OF CONTENTS DESCRIPTION SHEET General Design. Criteria— 1.1 Design Load Calculations 2.1-27 Lateral Design (seismic & wind) 3.1-3.2 Gravity Framing Design 4.1-4.5 Foundation Design 5.1-5.4 Reduced Copy of Redlines 6.1-6.3 G & S Structural Engineers 506 Lindsay Boulevard Idaho Falls, ID 83402 Telephone: (208) 623-6918 E-mail: gs@gsenginsers.net Fax: (208) 623-6922 Telephone: (208) 523-6918 Project: Location: Building Code: Design Loads: G & S Structural Engineers 505 Lindsay Boulevard Idaho Falls, ID 83402 E-mail: gs@gsengineers.net GENERAL DESIGN CRITERIA Complete Family Care Addition (Project 16040) Rexburg, Idaho 2012 International Building Code (IBC) Roof: Snow Load (SL): Dead Load (DL): Floor. Live Load (LL): Partition Load: Dead Load (DL): 35 PSF 20 PSF 50 PSF 15 PSF 15 PSF Fax: (208) 623-6922 (ground snow = 50 psf) Foundation: Assumed soil type: clay, sandy clay, silty clay, clayey silt, silt and sandy all Allowable soil pressure: 1500 PSF (Per IBC Table 1806.2) Design soil pressure: 1500 PSF Wind: 115 mph 3 -second wind gust (Ultimate) 90 -mph 3 -second gust (Nominal) Exposure B Importance Factor: Iw= 1.0 Seismic: Ss = 44.9 % g SDs = 0.431 g S1= 15.8%g Soi=0.228g Site class D Design Category D Importance Factor: IE = 1.0 R = 6.5, light framed shear walls with OSB wall panels V = 0.066 W 20% of snow weight was considered for seismic load calculations Sheet 1.1 G&S Structural Engineers JOB PRE Complete Family Care Idaho Falls, Idaho Rexburg, Idaho City, Stale doe No. 16040 SHEET NO. Phone CALCULATED BY Mark Andrus DATE 3/16/16 CHECKED BY MA DATE 3/17/16 www.struware.com CODE SUMMARY Code: International Building Code 2012 Live Loads: Roof 0 to 200 at,. 19 psf 200 to 600 at: 22.8 - 0.019Area, but not less than 12 psf over 600 sf: 12 psf Typical Floor 50 psf Partitions 15 psf Dead Loads: Floor 15.0 psf Roof 20.0 psf Wind Deslan Data: Ultimate Design Wind Speed 115 mph Nominal Design Wind Speed 89.08 mph Risk Category II Mean Roof Ht (h) 16.0 it Exposure Category B Enclosure Classif, Enclosed Bullding Internal pressure Cost. +/-0.18 Directionality, (Kd) 0.85 Roof Snow Loads: Design Uniform Roof Snow load = 35.0 psf Flat Roof Snow Load Pf = 35.0 psf Balanced Snow Load _ Ps = 35.0 psf Ground Snow Load Pg = 50.0 psf Importance Factor I = 1.00 Snow Exposure Factor Ce = 1.00 Thermal Factor Ct = 1.00 Sloped -roof Factor Cs = 1.00 Earthquake Design Data: Risk Category = II Importance Factor I = 1.00 Mapped spectral response acceleratir Ss = 44.90 %g S1 = 15.80 %g Site Class = D Spectral Response Coef, Sds = 0.431 Sdt = 0.228 Seismic Design Category _ - D Basic Structural System = Bearing Wall Systems Seismic Resisting System = Light frame (wood) walls with structural wood shear panels Design Base Shear V = 0.066W Seismic Response Cost, Cs = 0.066 Response Modification Factor R = 6.5 Analysis Procedure = Equivalent Lateral -Force Analysis 2,) G&S Structural Engineers JOB TITLE Complete Family Care Idaho Falls, Idaho Rexburg, Idaho City, State JOB NO. 16040 SHEET N0. Phone CALCULATED BY Mark Andrus DATE 3/16/16 CHECKED BY MA DATE 3/17/16 www.struware.com Code Search Code: International Building Code 2012 Occupancy: Occupancy Group = B Business 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 (6) 5.00/12 22.6 deg Building length (L) 57.0 ft Least width (B) 18.0 ft Mean Roof Ht (h) 16.0 it Parapet ht above grd 0.0 it Minimum parapet ht 0.0 It Live Loads: Roof 0 to 200 sf: 19 psf 200 to 600 sf: 22.8 - 0.019Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf 2.2 G&S Structural Engineers JOB TITLE Complete Family Care Idaho Falls, Idaho Rexburg, Idaho City, State JOB NO. 16040 SHEET NO. Phone CALCULATED BY Mark ArldNB DATE 3/16/16 Enclosure Classif. CHECKED BY MA DATE 3/17/16 Wind Loads: ASCE 7-10 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.701 Kh case 2 0.585 Type of roof Gable Toconraohic 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 It From top of crest: x = 50.0 It Bldg up/down wind? downwind H/Lh= 0.50 KI= 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.10 K3 = 1.000 At Mean Roof Ht: 0.30 9D, 9v = Kzt = (1+KrK2K3)A2 = 1.00 Gust Effect Factor It = 16.0 ft B = 18.0 ft /z (0.6h) = 30.0 It Riuld Structure 6 = 0.33 t = 320 ft Zmin = 30 ft c = 0.30 9D, 9v = 3.4 Lz = 310.0 ft Q = 0.93 Iz = 0.30 G = 0.88 use G = 0.85 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T> 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.89 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamlcaliv Sensitive Structure Natural Frequency (qr) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.45 /a = 0.25 VZ = 74.1 Ni = 0.00 Rn = 0.000 Rh = 28.282 q = 0.000 He = 28.282 ri = 0.000 RL = 28.282 q = 0.000 gR = 0.000 R = 0.000 G = 0.000 h = 116.01t 2r3 G&S Structural Engineers Idaho Falls, Idaho City, State Phone JOB TITLE Complete Family Care Rexburg, Idaho JOB No. 16040 SHEETNO. CALCULATED BY Mark Andrus DATE 3/16/16 CHECKED BY MA DATE 3/17/16 Wind Loads - MWFRS h560' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) = 0.70 Edge Strip (a) = 3.0 it Base pressure (qh) = 20.2 psf End Zone (2a) = 6.0 ft GCpi = +/-0.18 Zone 2 length = 9.0 ft Wind Pressure Coefficients Ultimate Wind Surface Pressures (psf) 1 CASE A -5.4 -12.7 2 -5.5 -12.8 CASE B--- -10.3 -17.5 3 -5.8 -13.0 0 = 22.6 deg -3.8 -11.1 4 -4.7 -12.0 - 4, -12.7 Surface GCpi w/-GCpi w/+GCpi 6 6 GCpi w/-GCpi w/+GCpi 1E 0.54 0.7 2E -0.45 -0.27 -0.63 2 -0.45 -0.27 -0.63 4E -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 6E -0,37 -0.19 -0.55 4 -0.41 -0.23 -0.59 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.77 0.95 0.59 -0.48 -0.30 -0.66 2E -0.72 -0.54 -0.90 -1.07 -0.89 -1.25 3E -0.65 -0.47 -0.83 -0.53 -0.35 -0.71 4E -0.60 -0.42 -0.78 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.5 7.2 19.2 psf -5.4 -12.7 2 -5.5 -12.8 27.6 psf -10.3 -17.5 3 -5.8 -13.0 -3.8 -11.1 4 -4.7 -12.0 - 4, -12.7 5 11Y-' ----4-,r-- 1.74 - 6 6 -2.2 -9.5 1E 19.2 11.9 2E -10.9 -18.1 -17.9 -25.2 3E -9.4 -16.7 -7.1 -14.3 4E -8.4 -15.7 -8.0-----13 B.0 _ -,.d `13. 5E .9 8.7 6E -5.0 -12.3 Pa_ rapet Windward parapet = Leeward parapet = 0.0 psf (GCpn = +1.5) Windward roof 0.0 psf (GCpn = -1.0) overhangs = 14.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 19.2 psf Roof 0.3 psf End Zane: Wall 27.6 psf Roof -1.4 psf " Longitudinal dlrectlon (parallel to L) Interior Zone: Wall 13.9 psf End Zone: Wail 21.0 psf •" NOTE: Total hodz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). Tne code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. MPR AW TRANSWRS& W F-VATION vnrmr Roon LaewARORoos {! 1 1{! 11 t I f-1TF-i-fTrl VORTICAL LONGITUDMAL BLEVATTON 219 G&S Structural Engineers 30.0 It Snowdenstly g = JOB TITLE Complete Family Care Idaho Falls, Idaho 1.71 It he = Rexburg, Idaho City, State Adj structure factor = 1.00 .roB No. 16040 SHEET NO. Phone Drift width w = CALCULATED By Mark Andrus DATE 3118/18 Surcharge load: pd = y'hd = 45.5 psf Balanced Snow load: = CHECKED By MA DATE 3/17!18 Snow Loads - from adjacent building or roof: 80.5 psf ASCE 7-10 Nominal Snow Forces Lower roof length lu = 20.0 ft Higher Roof Lower Roof Drift height hd = Roof slope = 22.6 deg 5.00 / 12 = 22.6 dog Horiz. eave to ridge dist (W) = 9.0 fl 28.5 it 61.9 psf, Roof length parallel to ridge (L) = 57.0 it 20.0 0 126.0 pit Projection height (roof step) h = 8.4 psf 4.0 It 2.12 ft Building separation s = 8A psf 0.0 ft 35.0 Dof Type of Roof Hip and gable w/trussed systems Monoslope . Ground Snow Load Pg = 50.0 psi 50.0 psi Risk Category = II II Importance Factor 1 = 1.0 1.0 Thermal Factor Ct = 1.00 1.00 Exposure Factor Ce = 1.0 1.0 Pf = 0.7`Ce`Ct'I'Pg = 35.0 psf 35.0 psi Unobstructed Slippery Surface no no Sloped -roof Factor Cs = 1.00 1.00 Balanced Snow Load Ps = 35.0 pat 35.0 psf Rain on Snow Surcharge Angle 0.18 deg 0.57 deg Code Maximum Rain Surcharge 5.0 pat 5.0 psf Rain on Snow Surcharge = 0.0 psf 0.0 psf NOTE: Alternate spans of continuous beams and Ps plus rain surcharge = 35.0 psf 35.0 psf other areas shall be loaded with half the design Minimum Snow Load Pm = 0.0 psf 0.0 psf roof snow load so as to produce the greatest possible effect - see code. Uniform Roof Design Snow Load = 35.0 psf 35.0 psf Building Official Minimum = Leeward Snow Drifts_- from adjacent hiaher roof Upper roof length lu = 30.0 It Snowdenstly g = 20.5pcf Balanced snow height hb = 1.71 It he = 2,29 it hclhb>0.2=1.3 Therefore, design for drift Adj structure factor = 1.00 Drift height (hd) = 2.22 0 Drift width w = 8.87 It Surcharge load: pd = y'hd = 45.5 psf Balanced Snow load: = 35.0 psf 80.5 psf W'ndward Snow Drifts - from low roof aoainst high roof Lower roof length lu = 20.0 ft Adj structure factor = 1.00 Drift height hd = 1.31 it Ddftwidth w = 5.25 ft Surcharge load: pd = rhd = 26.8 pat Balanced Snow load: - 35.0 psf 61.9 psf, Slidina Snow - onto lower roof Sliding snow= 0.4 Pf W = 126.0 pit Distributed over 15 feet = 8.4 psf hd+hb= 2.12 ft hd + bb < =h therefore sliding snow= 8A psf Balanced snow load = 35.0 Dof Uniform snow load within 15 of higher roof = 43A psf Upper Roof Sliding Snow Load Balanced Snow Load 15' Lower Roof 2, 5 G&S Structural Engineers JCB TITLE Complete Family Care Idaho Falls, Idaho-- Rexburg,ldaho City, State JCB NC. 16040 _ SHEET NO, Phone CALCULATED BY Mark AndrnS DATE 8/18/16 CHECKED BY MA DATE 3/17/16 Seismic Loads: IBC 2012 Risk Category: II Importance Factor (1) : 1.00 Site Class: D Ss (0.2 sec) = 44,90 %g 81 (1.0 Sec) = 16.80 %g Fa = 1.441 FV = 2.168 Strength Level Forces Sms = 0.647 SDS = 0.431 Design Category = C Sml = 0.343 Sor = 0.228 Design Category= D Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Strucl 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: 66 ft Actual Structural Height (hn) = 17.9 R 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 = 0.431 Sol = 0.228 p = redundancy coefficient Seismic Load Effect (E) = p Qe +/- 0.25DSD = p Qe +/- 0.086D QE = horizontal seismic force Special Seismic Load Effect (Em) = Do QE +/- 0.280s D = 2.5 QE +/- 0.086D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coal. (CT) = 0.020 Cu = 1.47 Approx fundamental period (Ta) = CThn"= 0.174 sec x--0.75 Tmex = CuTa = 0.256 User calculated fundamental period (T) = 0 sec Use T = 0.174 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response cost. (CS) = SDSIIR = 0.066 need not exceed Cs = sdi I IRT = 0.202 but not less than Cs = 0.044Sdsl= 0.019 USE Cs = 0.066 Design Base Shear V = 0.066W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 2. tD Design Maps Summary Report MLW Design Maps Summary Report User—Specified Input Report Title Complete Family Care Thu March 17, 2016 16:27:42 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2000) Site Coordinates 43.823590N, 111.773580W Site Soil Classification Site Class D - "Stiff Soll" Risk Category I/II/III USGS—Provided Output Ss = 0.449 g Sas = 0,647 g Sss = 0.431 g S, = 0.158 g San = 0.342 g So: = 0.228 g For Informstlon on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. - 0.70 0.63 0.56 0.{9 0.35 0.20 6.21 0.17 0.07 MCEn Response Spectrum 1 0.00 1.00 1.20 1.40 l.co 1,00 2.00 Period, T (sec) Design Response Spectrum Period, T (sec) 4lthough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Page 1 of I 'rttp://ehp2-earthquake.wr.usgs,gov/designmaps/us/sumniary.php?template=minimal&latitude=43.823591... 3/17/2016 Project _ _r��p� ��%l�y� A/C� . Project No. // OPO Date 3 —/7—/6 Designed By oe,m rri,i D,vtyt��,z(3!)-zo)(/l9v) + `l(5-0)57, - 2�7� i�� (u.►�; »�� e 7r o 9011 I bs ( At b> WPAd 2 4- I, Vq dVgl /6>s .(lib) 6-1) )a,51. 4- �iMy - tl,-t) 7the MAW) D) ev j �= 12,5a t(/2,3-95)</(�)Z %v le"e a) -'/)A )w md'. Nre��,rl�j PJ /�/ie:cj<�i�i�jr Cvf)seivao��M. alae- Zsemle_ GUS Structural Engineers Sheet Z.1 Project��piS�P%% �Gr� Project No./l Dy0 Date _ c� 7-1b Designed BygI dJ tsr,-k C = zpw /vs - sheAr Ald —r- /No Dig tvX 9't /ails '109A LO .57 .53 7 Jar gtoO lbs 3Z1 tbs - All /b/z - i:�1619 /��,�s Na /f� l7Ryr� GJ/ AU ' f 1706 Llof' /Z`-F/n �Lj 6 Io�DN 70 la 6-c, 41-161 � la RV/i > o t M A)a Ned /, - flu )AD RwI r- Ao G&S Structural Engineers 2 /'IV )bS �l'mi7 5yl�k71DR3 W/ 0-) Xxlo s4-9 Sheet 2- Project,,, Project No. I&OVO Date Designed By AIW ; d/G G'1Gr,S,17P`J� �r/ '%"J2ld'S I'y%Crl9G7%Y'/C�/!YP-/` IAI 11 l,�G //Y TJX 3100 0— 12"% //X w/ 5/£3 10 fro// C /2 r/j u�� i'r� /! (i l5"(Cyd. Roo lb.rlAol as,�1 a dpelb/e ZX:.�OJfGs�rr -Y"//"Q I -V -1 - goo 707 plt) A26 y�fr/aaJ,/i� - y wsr^ 'I (as) !yn Spam' &4, C&S Structural Engineers Sheet 6` I -V -1 - goo we,. - y wsr^ 'I (as) !yn Sheet 6` WFORTE" MEMBER REPORT Level, Floor: Joist 1 plece(s) 14" THO 360 @ 16" OC 0 Overall Length: 1716.00" 0 'DeSjn:ReaUItS % .':Actual in ow", Aiio'wed ResNlt Uwi Will coi rialifiqi (pavigun) rquPj Member Reaction (Ibs) 1349 @ 4.50" 1505 (3.50") Passed (90%) 1.00 1.0 D + 1.0 L (Cont LL @ 15") (All Spans) Fill Shear (Ibs) 1276 @ 17'2.50" 1955 Passed (65%) 100 = 1.0 D + 1.0 L (Conc. LL@ 18F) (All Spans) 1`251 Moment (R -lbs) 5576 @ 8'5.52" 7335 Passed (76%) 1.00 1.0 D + 1.0 L (Conc. LL @ 99) (All Spans) 1`181 Live Load Defl. on) 0,379 @ 8'7.25" 0.423 Passed (L/536) -- 1.0 D + 1.0 L (Cont. LL @ 9W) (All SpansIrI01 Total Load Deff. (In) 0.441 0 V 7.25" 0.846 Passed (L/460) Office Buildings - D 1.0 Scan + 1.0 L (Cont LL @ 99") (All s) 1181 TJ -Pro'" Rating 52 q0 Passed - Offices • Velimuon cmena: U. and TL (t/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3- 9.67' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • A shclural analysis of IN deck has not been performed. • Defection analysis Is based on composite action with a single layer of 23132" Weyerhaeuser Edge^' Paul (241 Span Rating) that Is glued and nailed down. • Additroisl considerations for the TJ -Pro— Rating Include: None • A conicntrated floor Bye load has been applied to this member per IBC section 1607.4. 't Job Nolos eeanog Length Leads tgSupporta (Ibs) "' x . . ......P1fMsoft (208) 523 6918 m.,k@Ms.rB;neers.n:e,s , (u )o, Regained 1 - Uffiform (PSF) Oto 176.00' I- Plate on concrete -DF 5.50' 4.25' 2.86- --F 177 766 943 1 1/4" Rim Board I - Ledge on masonry -DP 3.50" 3.50• 2.83' 173 751 924 Blcclft - RIM Board Is assumed to carry all loads applied directly abuse ik bypassing the member being designed - Blocking Panels are assumed to carry no loads applied dtan:11yabove them and the full load Is applied to the member being designed. ' 00311 n Poor live load with the concentrated 11% load check 2 Uniformly distributed over an area of 2V2 feet by 214 feet warrants that the suing of Its products will be In accordanor expressly disclaims my other warrantles related to the soft., wy.conri Accessodes (IBM Board, Blocldng Panels and Squa need for a design professional as determined by the author calculabon Is compatible with the overall project. Products rds. Wswuhaeuser Engineered Lumber Products have been dimensions and support Information haw been provided by Forte Forte Software Operator Job Nolos Mans Andras G&S Structure] Engin Floor (208) 523 6918 m.,k@Ms.rB;neers.n:e,s , (u )o, C hw� 1 - Uffiform (PSF) Oto 176.00' 16" t! 50.0 Office Buildings - offices 2-UnInomn (PSF) Oto 1716.00, 16" 15.0 Partition Load 3 - Concenuired Lhe vades 16' 2000 Office Buildings - -LLad flosY Offices ' 00311 n Poor live load with the concentrated 11% load check 2 Uniformly distributed over an area of 2V2 feet by 214 feet warrants that the suing of Its products will be In accordanor expressly disclaims my other warrantles related to the soft., wy.conri Accessodes (IBM Board, Blocldng Panels and Squa need for a design professional as determined by the author calculabon Is compatible with the overall project. Products rds. Wswuhaeuser Engineered Lumber Products have been dimensions and support Information haw been provided by Forte Forte Software Operator Job Nolos Mans Andras G&S Structure] Engin (208) 523 6918 m.,k@Ms.rB;neers.n:e,s , I values. MIS. ! Is not Intended to Is responsible to to sustainable PASSED Sysb!m: Floor flember Type : 3 "1 Building Use : Commercial Building Code i IBC Design Methodology: Aso 0 SUSTAINABLE fORESTRYINIMATIVE 3/16/2016 2:51:18 PM Forte v5,0, Design Engine: V6.4.0.40 ///9 Page 1 of 1 WIF0 R T E SOLUTIONSIREPORT Level, Fbor.'Jofst PASSED Current Solultion: : I plece(s) 14" THO 360 @ 16" OC Overall Length: 1IT6.00" Eq All locations are measured from the outside face of left support (or left cantil,wer end).All dimensions are horizontal.; Dravilng IS Conceptual 9 System z Floor Vlembe,Type: )Wst Building Use: Commercial Building Code: IBC Design NeffioddlOgy: ASD Depth Series: Plies Splicing TJ P Result LOF Winter Reaction Obs) 1349 (b 4.50, 1505 (3.50 pawed (90%) Pa 1.00 Shear Obs) 1276 0 17'2,50" 1955 Passed (65%) 1.00 Moment (Ft -lbs) 5576 0 8' 5.52" 7335 Passed (76%) 1.00 live Load Dell. (Ito) 0.379 08' 7.25" 0.423 Passed (L/536) 11718' Total Load Dell. In 0.441 @ 8' 7.25" 0.846 Passed (L/460) 117/8" TJ-Pfo" Rating 52 40 Passed 1411 9 System z Floor Vlembe,Type: )Wst Building Use: Commercial Building Code: IBC Design NeffioddlOgy: ASD Depth Series: Plies Splicing TJ P 7 14" T310 210 1 12" 54 1.10 11 718" TJ1@ 360 1 12" 52 1.36 14" THO 360 1 12" 57 1.41 14" TJ1@ 360 1 16" 52 1.05 11718' TIM 560 1 1 12" 1 57 1 2.00 117/8" TJ1@ 560 1 16" 52 1.50 1411 TJ1@ 560 1 12" 61 2.05 14- TJ1@ 560 1 16" 57 1.54 The purp)se of this report Is for product comparison only. Load and support Information necessary for professional design Wow Is not displayed here. Please pant an IncMdua. Member Report for submittal purposes. 3/16/20162:51:28 IPM Forte Y5.0, Design Engine: V6.4.0.40 11t3 Page 1 of 1 ..... .lForlesoftwamoinerat0i . M&kAndws GBS Structural Engineers (208)5234910 /� (COMPANY G3S Sbuoluml Engineers Marx Andrus I PROJECT V \V/ Wood\ o r l<S Mer. 16, 201816:30 Vagnitude sornvasr FOR WOOD Dlsres• 3434 aeaml Design Check Calculation Sheet woodworks Slier 10.4 Loads: Load4ype Anal sie value Distribution Pat- Location Ifti Vagnitude Unit 3434 .. 3434 Factored: Total tarn Ste It`end start F.nd 2.24 I.oadl snow fM' UDL 2.24'• Fo' 1050.0 plf Load2 Dead Full UDI. 0.05 = 1 cL/999 600.0 plf Self -weight Dead . Full UDL flue Deft'n 0.09 = 9.6 pit_ Boas magnev... sees nor anus... norma. mp0 ¢ante raccor rrom ,ae,e •. e.a.e, wnrvn is applied during analysis. Maximum Reactions (lbs) and Bearing Lengths (In) .. __ ---- ....--- ._. 88.6. - Unfactored: Anal sie value psaiqn Dead 1992 1992 R.:ow 3434 .. 3434 Factored: Total 5426 5426 near+n9: Lenvth 2.24 2.24 MA. ee •d 2.24•' 2.24'• -'minimum coming iengm govemea Dy me roquuee wmm 9r me Supponmg memoir. LVL n -ply, 1.11E, 2600Fb,1.3/4"x9.112", 2 -ply (3.112"x94/2") I Supports: All -Timber-soft seam, D.Fir-L No.2 Total length: B'8.9; volume= 1.5 cult.; Lateral support top= at supports, bottom= at supports; Analvsls vs. Allowable Stress and Deflection using Nos 2012: Criterion Anal sie value psaiqn Value Unit Mel els/Deal n Shear fv = 172 "1 = 328 pet tv Fv' = 0.52 Oending l+l fb a 1909 Fo' 3015 Dei _ tb/Fb' = 0.63 Ooad per 0.05 = 1 cL/999 I flue Deft'n 0.09 = L/091 0.21 = L/360 in 0.40 Total Defl'n 0.16 - L/476 0.32 = L/290 in - 0. So - Additional Data: FACTORS: F/Eipai)CD Ca Ct CL CV Cie cr CCrt Ci ce LCK Fv' 205 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fla 2600 1.15 - 1.00 0.977 1.03 - 1,00 1.00 - 2 Fcp' 750 - - 1.00 - - - 1.00 - E' 1.8 million - 1.00 - - - - 1.00 - 2 Smithey, 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS. Shear LC 42 = D+S, V - 5272, V design - 3803 lbs sending p): LC 42 - D+S, M = 8394 lbs -ft Dof.'octisn: LC 42 = D+S (live) LC 42 = DiS Itotal) f= -dead L=live 5-snaw %-wind 1=tmpaet Lmrsof live l.e-ce... atrated E -earthquake Al I LC'a are listed in the Malysis output Load co:binationsc ASCE 7-30 / ISC 2012 _ .... __. CALCULATIONS: Tlectis: EI 225.06 lb-int/ply n I e" deflection = Deflection E=all non -dead loads (live, winds snow -1 iota. Deflection = 1.501Dead Load Deflectlenl + Live Load Deflection: " Lateral stability t+H he = 6'-4.25" Le = 12-8.75' M = 10108 Design Notes: 1, woodV✓arks analysis and design are in accordance tt4t.11he ICC Imemational Building Coda (IBC 2012), the National Design Specification (NOS 2012), and NOS Design Supplement. 2. Please verify that the default deneclion limits aro appropriate for your appliceilom 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials, They can be changed in the database editor. 5. BUILT-UP SCL-BERIS: contact manufacturer for mMecson details efum loads are not applied equally to all plys. yY COMPANY PROJECT Gas Suuctufal Engineers m. Wood orks® Mar. 201 V \V/ Mar. 18, 2016 15:29 4llnuARI woe n'oou DESIGN Beaml Design Check Calculation Sheet Woodworks Slur 10.4 Loads: Load Type Diatributtoh eat- Location [f t] N.agaitude Unit 648 696 Factored: Total tarn Start End Start End 0.56 Load) Snow Full VOL 0.56 1091 140.0 plf Leedl Ocad EL 11 UOL Dead Defl•n 0.09 60.0 plf Self weight Dead Full UDL Lire DeflJn 5.2 elf au.ac n�auoa unyu,�evw aa.. wa aav+ aauav •.e..,. e, wuau, is applied during analysis. Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactorad• Anal Els Value Dead 394 394 Snow 648 696 Factored: Total 1042 1042 Beating: Length 0.56 0.56 Min ra 'd 0.56 0.56 Lumber n -ply, D.Pir-L, No.2, 2x8, 2 -ply (311x7.1/41 Supports: NI - Timber -soft Beam, D.Pir-L Not Total length: 9'-3.1^, volume =1.4 tuft; Lateral suppod: top= at supports, bottom= at supports; Repetitive factor. appliedxhere permuted (refer to online help); Analysis vs. Allowable Stress and Deflection using N115 2012: Criterion Anal Els Value ID..Ign Value I UnitMal sia/peal n Shear fv - 62 Fv' = 207 psi Lv N' 2 Dendingf+l fb = 1091 tb' - 1238 psi Lb/Fb' 2 Dead Defl•n 0.09 - 2 CRITICAL LOAD COMBINATIONS: Lire DeflJn 0.15 - L/792 0.31 = L/360 Sn 0.48 Total Defl'u 0.28 = L 388 0.46 h/240 !n 0.62 Addlflonal Data: FACTORS: F/E(psi)CD CP. CL CL CF CEO Cr Cfrt Ci Cn LC# Fv' 180 I.ls 1.00 1.00 - - - - 1.00 1.00 1.00 2 F. 900 1.15 1.00 1.00 0.980 1.200 1.00 1.00 1.00 1.00 - 2 Fcp• 625 -1100 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Eni n• 0.58 million 1.00 1.00 - - - - 1.00 I.00 - 2 CRITICAL LOAD COMBINATIONS: sheer : iE 42 - D+S, V = 1037, V design = 096 lbs 8endinq(+1: LC 92 = D+S, M = 2389 lbs -ft Deflection: LC 42 = DES (live) LC 02 - DES (total) D=dead L=11ve S=snow a=wind T=impact Lr -roof live Le=concentrated E=earthquake All LC•s are listed in the Imalysis output Load co:bin.ti.o.: MCE 7-10 / IDC 2012 CALCULATIONS: Deflection: El = 76.2.06 lb-int/ply "Live^ deflaction = Deflection from all non -dead load. (live, wind, snow_) Total Deflection - 2.50(Dead Load Deflection) + Idea Load Deflection. Lateral stability (+): Lu - 9'-2.56" Le = 161-11.44" RS - 12.80 Design Notes: 1. Wood Warks analysis and design are in accordance with the ICC International Building Code (IBC 2912), No National Design Specification (NDS 2012), end NDS Design Supplement 2. Please verily that the default deflection imils are appropriate for your application. 3. Stan. comber bantling members shall be laterally supported according to IM provisions of NDS Clause 4.4.1. 4. BUILT-UP BEMIS: it is assumed that each ply is a single continuous member (that Is, no bull Winds are present) fastened together securely at intervals not emea ing 4 times the depth and that each ply is equally top -loaded. Whore beams are a1do4oac ed, spacial featuring details may be required. �E J Project �yvYl�%/r /%/rfi/ ('G Y'� Project No./Oe0ZQ Date Designed By hun j't. die --><i SL : $d (35) ` /d5U DI. - 30 `uJ) D HIzO) j'v/ 1pittr:I A �1 ice/ 4 = /Z `X 2 8° Awl- �X/�✓nj �Jl`L�.��i s %Z HX /�&'n�iv�`. � ol�� f - cxi��is�u��l � /zt,�e i� . G&S Structural Engineers Sheet 5,l Company G&S Structural Engineers March 17, 2016 Designer Mark Andrus Job Number: 16040 Complete Family Care Checked By.,— Ske•ch o ft x °W w a a to e Z to N p� 71 lw�mw* 1 ft Geometrtr. Materials and Criteria Length :lit eX : 0 in Gross Allow. Bearing :1600 psf (gross) Steel fy :60 ksi Width :2.666 ft eZ :0 in Concrete Weight :146 pcf Minimum Steel :.002 Thickness :12 in pX :10 In Concrete fc :3 ksi Maximum Steel :.0075 Height :0 In pZ :12 in Design Code :ACI 318-11 Footing Top Bar Cover :3.5 in Overturning I Sliding SF :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.76 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.66 Loads DL SL '-u x ZP+M ux Z l A D D C D C A D Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 IDL 1500_ 1032.64 A .688 ASCE 2.4.1-2^ DL+1 LL+,75LLST _ 1500 2.6A 1034 .688 __1 ,t.SCE2.4.1-3a 1DL+1RLL+ISL+1SLN+IRL _ 1500 _ 1426.46 A ASCE 2.4.1-4 1DL+.76LL+.75LLS+.75. _ 1500 1328 A _.951 .886 ASCE 2.4.1-5a _ 1DL+1WL__ 1500 1032.64 A_ .688 ASCE 2.4.1-5b 1DL+.7EL .T 1500 1032.64 A .688 ASCE 2.4.1.6a 1DL+.75WL+.75LL+.75L.. 1500 1328 A .886 ASCE 2.4.1.6b _ 1DL+.526EL+.7.6_LL+.75.. _ _ _ 1500 1328 A _ ,885 ASCE 2.4.1-7 .6DL+lWL _ 1500 _ "19.683 A 413 ASCE 2.4.1-8 _ _ .6DL+.7EL 1500 fi19.583 A 413 RISAFoot Version 4.00 [Untitled.rft] Page 1 sz Company G&S Structural Engineers March 17, 2016 Designer Mark Andrus Job Number : 16040 Complete Family Care Checked By: Ske"ch X 1 ft Geometrv. Materials and Criteria A Length Aft OX :0 in Gross Allow. Bearing :1500 psf(gross) Steelfy :60 ksi Width :2 It eZ :0 in Concrete Weight :145 pcf Minimum Steel :,002 Thickness :12 in, pX :10 in Concrete fc :3 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318.11 _ _160D __1099.17 1099.17 (A)� _ .733 Footing Top Bar Cover :3.6 In Overturning t Sliding SF :1.6 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads DL LL SL A D D C D C A D Soil Bearinq Description Categories and Factors Gross Allow.(psf) Max Bearing s Max/Allowable Ratio ASCE 2.4.1.1 IDL 1500 1099.17 A 733 ASCE 2.4.1-2 IDL+ILL+.75LLS 1500 1375.73 A .917 ASCE 2.4.`1-3a " _ lDL+IRLL+ISL+1SLN+1RL_ _ 1500 ___ 1169.18(A)._ .779 ASCE 2.4.1-4 1DL+.75LL+.75LLS+.75.. 1500 1359.1 A .906 ASCE 2.4.1-5a 1DL+1WL _ 1500 " _ A .733 ASCE 2.4.1-5b _ _ _1 DL+.7EL _ _160D __1099.17 1099.17 (A)� _ .733 ASCE 2.4.1.6a IDL+,76WL+.75LL+,75L.. 1600 1359.1 A .906 AsCE 2.4.1-6b 1DL+.526EL+,75LL+.75.. 1600 _ 1359.1 A .906 ASCE 2.4.1-7 .6DL+l WL 1500 659.503 A .44 ASCE 2.4.1-8 ' ,6DL+.7EL 1500 659.503 A .44 RISAFoot Version 4.00 [Untitled.rft] Page 1, 3 Company : G&S Structural Engineers March 17, 2016 Designer : Mark Andrus Job Number : 16040 Complete Family Care Checked By:_ Sketch Aix 1 £t Geometrv. Materials and Criteria Length :1 ft eX : 0 In Gross Allow. Bearing :1500 psi (gross) Steel fy :60 ksi w :1.666 ft eZ :0 in Concrete Weight - a ID µ 4 to :3 ksi Maximum Steel :.0075 W _- pZ :12 in Design Code :ACI 318-11 H N _ _ 1085.18(A) ® \I Length :1 ft eX : 0 In Gross Allow. Bearing :1500 psi (gross) Steel fy :60 ksi Width :1.666 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.002 Thickness :12 in pX :10 in Concrete fc :3 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318-11 _ ASCE 2.4.1-5a Footing Top Bar Cover :3.5 in Overturning / Sliding SF :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 In Passive Resistance of Soil :0 k Phi for Bearing :0.66 Loads DL LL SL +P +, x +Z rR+M k-s+MZ +Over i A.,..:..:D D C D C A D Soil Bearinq Descriotion Cateaories and Factors Gross Allow.(Dsfi Max Bearina (Dsfl Max(Allowable Ratio ASCE 2.4.1-7 IDL 1500 A .723 AGCE2.4.1-2 1DL+q LL+.76LLS 1500 _1085.18 !_ 14I7.06A .945 ASCE 2.4.1-3a 1DL+IRLL+ISL+1SLN+IRL _ 1500 1169.2 A .779 ASCE 2.4.1.4 DL+.75LL+.76LLS+.75.. 1500 1397.1 A .931 _ ASCE 2.4.1-5a _1 1DL+1WL _ _ 1500 1085.18(A) .723 ASCE 2.4.1-5b 1 DL+.7EL 1500 1085.18 A .723 _ ASCE 2.4.1-6a _ 1DL+,75WL+.76LL+.75L.. 1e6d 1397.1 A .931 ASCE 2.4.1-6b 1DL+.625EL+.75LL+,75.. _ 1500 _ 1397.1 A)_._ _ .931 ASCE 2.4.1-7 1500 651.117 A .434 ___.6DL+1WL ASCE 2.4.1-8 .6DL+.7EL 1500 661.111 A .434 RISAFoot Version 4.00 [Untitled.rftj Page G n Y O 1n.1 ei• � e11®e 1 $ hill E $ n Y O 1n.1 a ssmj wo yo�'sup S$.. @4488 S� B it n Y O 1n.1 07 � �� §#`m§| � %�Z |, | ; H0 ! . , 171V| 6,