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Home My WebLink AboutSTRUCTURAL DESIGN CALCS STAMPED - 16-00313 - Complete Family Care - A&R Addition0 M 0 CD CD 0 STRUCTURAL DESIGN CALCULATIONS FOR THE ADDITION TO THE COMPLETE FAMILY CARE OFFICE BUILDING .t" - d V Vo LOCATED AT 10 MADISON PROFESSIONAL PARK �JE 112 -sbo6 Telephone: (208) 523.6918 REXBURG, IDAHO Prepared For Stud"to i Driggs, Idaho Desi -qned BY: Mark D. Andrus, PE Project # 16040 TABLE OF CONTENTS DESCRIPTION General Design C(Reda Design Load Calculations Lateral Design (seismic & wind) Gravity FrarnIng Four dation Design Reduced Copy ofRedines SHEAT G & S Structural Engineers 505 Lindsay Boulevard Idaho Falls, ID 53402 E-mail: gs@gsengineersmet Fax: (208) 523.6922 Telephone.: (208) 523-691& Proj,ect. Location: Building fade: design Loads. G & S Structural Engineers 5U5 Lindsay Boulevard Idaho Falls, ID 83402 E-mail: gs@gsengineers.net Complete Familv Care Addition Project 16040' Rexburg, Idaho � 1' _ 11 AT151=:i riP�i1�IL a -- 2012 Inter -national Buildinq Code OBC Roof: Snow Load (SL): 35 PSF Dead Load (DL).4120 PSF Floor.- Live Load (LL}: 50 PSF Partition Load: 15 PSF Dead Load (DL): 15 PSF Foundation'. Assumed soil type: clay, sandy cia Allowable soil pressure: 1500 Psail pressure: 1500 PSF Wind: 11a mph 3 -second wind gush (Ultimate) 9D -mph 3 -second gush (Nominal) Exposure B Importance Factor: 1w = 1.0 Fax: (208) 523.6922 (ground snow = 50 pso silty clay, clayey silt sift and sandy silt (Per IBC Table 1806.2) Seismic: SS = 44.9 % g Sys = 0.431 g Si = 15.8 % g SDI= 0.22$ g Site cuss D Design Category a Importance Factor-'- IE = 1.0 A%&R�.5, light framed shear walls wish OSB wall panels V _ 0.066 1111 20% of snow weight was considered for seismic load calculations Sheet 1. 1 G&S Structural Engineers Idaho Falls, Idaho lti State Phone Code: Live Loads; Root Typical Floor Padiffons Dead Loads: Floor Roof Wind Design Data: .jog RTLE complete Family Cary Rexburg, Idaho .jos oto. 16040 SHEET NO. CALCULATED B Mark Andra DT 3/16/16 CHECKED BY MA DATE 3117/16 www.struware,,.com CODE SUMMARY to 200 f: 200 to 600 over 600 f: Ultimate Design Wind Speed Nom'Inal Design Wind SpeecT Risk o Mean Roof Ht (h) Exposure Category Enclosure Clif. Internal pressure Cost Ir tionalit d) Roof Snow Loads: Design Uniform Roof Snow load Flat Roof Snow toad ted Snow Load Ground Snow Loa Importance Factor Snow Exposure Factor Thermal Factor Sloped -roof Factor Earth ua D 1 L , Risk Category Importance Factor Mapped spectral response accelerate( Site Class Spectral Response Cf. Ssismic Dasign Category Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef, Response Modification Factor Analysis Procedure International Building Code 201 19 PSf 22.8 s 0.01 gArea, but not less than 12 psf 12 psf 50 P f 15 psf 1r0 pf 20.0 psf 115 mph 89.08 mph 11 16.0 ft B Enclosed Building -f 1 0,85 = l l I 1.00 4490 % �i 15.80 D Sds = 0.431 I. = 0.228 D Bearing Wall Systems Light frame (wood) walls Y4th structural wood sheaf panels .!0W 0.066 . Equivalent Lateral -Force Analysis 20 35.0 pf Pf w 35.0 psf P ` .0 i f �e ��1 # f 1.00 = 1.00 t 1.00 CS 1.00 = l l I 1.00 4490 % �i 15.80 D Sds = 0.431 I. = 0.228 D Bearing Wall Systems Light frame (wood) walls Y4th structural wood sheaf panels .!0W 0.066 . Equivalent Lateral -Force Analysis 20 G&5 Structural Engineers Idaho Falls, Idaho City,. State Phone Code.. International Building Cede 2012 Occupancy: Occupancy Group Pm B Busibess Risk Category & Importance Factors: Risk Category � 11 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 Build'l'ng Geometry: Roof angle (e} 5.00112 Building length (L) 57.0 ft Leat width {$} 18.0 ft Mean Roof Ht (h) 16.0 ft Parapet ht above grd 0.0 ft Minimum parapet h# 0.0 ft Lire Leads: 22.6 deg JOB TITLE Complete Family Care Rexbwq, Idaho . . ........ JOB N{3. 16Q40 SHEAT N4. CALCULATED BY Mark Andrus QArE 3/16/16 CHECKED BY MA _ 13A7E 31171'1$ Roof D to 200 sf: 19 psf 200 to 600 sf: 22.8 - 0.019Area, but not less than 12 psf over 600 sf: 12 ps# Floor: Typical Floor 60 psf Partitions 16 psf y�Wv{,stru�vara.com 21 G&S Structural engineers JOB TITLE Complete Family Care Idaho Falls, Idaho Rexburg, Idaho City, State JOB NO. - 16040 SHEET NO. Phone CALCULATEDBY Mark'An dids DATE 3116116 CHECKEi? BY -MA � DATE 3/17116 anw'a�A'J�1�114�gpl— — m 1�91PP\ NYI� Wind Loads: Ultimate Wird Speed Nominal end Speed Risk Category Exposure Category Enclosure Ciassif. Internal pressure Directionality (Kd) Kh case Z Kh case 2 - Type Tyke of roof Topoaraphic Factor _.fKzt Topography Hill Hight (H) Half Hill Length (Lh) Actual HlLh -- Use, HILh -- Modified l.h From fop of crest: x M Bldg upldvwn wind? H/Lh= 0.50 x/Lh - 0.31 L = 0.10 At Mean Roof Ht. ASCE 7- 10 1'i5 mph 89.1 mph 11 B Enclosed Building 0.85 x.70'! G.585 Gable Flat 80.0 ft 100.0 ft }0 0.50 160$0 ft 50.0 ft downwind K, = 0.000 K2= 0192 K3 = 1.000 Kzt = (I +KIK2K3)A 2 = 1.00 Gust Effect Factor h = 16.0 ft B= 1&0 ft 1z (0.6h) � 30.0 ft _ k, l Structure = 0.33 a20 ft In 30 ft = 0.30 v 3.4 L 310.0 ft } 93 17 0,30 0.88 Ute G ^ . z AUP k%i .� - H In H)2 ESCARPMENT V(z) _ h - -Speed-up V(Z) xhWnd) x(downvAnd) H!2 W21 2D RIDGE or 3D AXISYMMETRICAL HILI Flexible structure If natural frequency < 1 H I second),, HDwever, it building h/6 < 4 thea probably rigid structure (rule of t b). h/B = 0.89 Rigid structure G 0.86 Using ngid structuredefault Flexible ,. r DynamIcally Sensitive Structure Maturer Frequency (9,) = 0.0 Damping ratio P = 0 lb = 0.45 ti = 0.000 VZ 74.1 Q � 0.00 n 'x.000 Rh '""' 2,282 B 28.282 j_ - 28.282 0.000 0.000 0~000 ti = 0.000 Q � 0,000 16.0 ft 2. 3 G&S Structural Engineers JOB TITLE Complete Family Gaye Idaho Facts, Idaho Rexburg, Idaho City, State JOB NO. 16040 SHEET NO. Phone.. .. .... . CALCULATED BY Mark Andrus SATE 3116/16 CHECKED By MA ._.._..__----------- DATE 3/17l76 mind Leads w MWFRS hBuildinas.)-..Enclose�/Dartialiv enclosed coni Kz = Kh (case 1) = 0.70 Base pressure (qh) = 20.2 psi GGpj Wind Pressure Coefficients Edge S#rip (a) � 3.0 it End Zine (2a):-- 6.0 ft Zone 2 length = 9.0 ft Ultimate Wind Surface Pressures (psf) CASE A 14.6 7.2 -5.4 -12.7 Interior i CAS5_8 -5.5 -12,8 _ k r -17.5 End Zone-. = 22.6 dei i. -13.0 -. -11.1 psf 4 -4.7 -12.o Surface GCpf w/-GCp! W/+GCpi 11.7 �4, GCpf wJ-GCp*1 w/+GCpi 1 0.54 r7 2 0,36 0.46 -0.27 -0.63 -17.9 . -25.2 4.45 -0.27 -0.63 -7.1 -14.3 -0.69 -0.51 -0.87 -. 0 2. k -0.29 -0.65 '9 8.7 -0,37 -0. 19 -0.55 4 -0.41 -0.23 -0. -0.27 -0.63 0.40 0.58 0.22 -0,29 -0.1 -0.47 1E 0.77 0.950,30 -0.66 2 -0-72 ,54 M0.90 1.07 40.89 -1.25 3 -0.65 -0.47 _0.83 -0,53 -0,35 -0.71 0.60 -0 -0..78 -0,48 -0.30 -0.66 E 0.61 0.79 0.43 L�6E - -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.6 7.2 -5.4 -12.7 Interior i Wall -5.5 -12,8 _ k r -17.5 End Zone-. Wall i. -13.0 -. -11.1 psf 4 -4.7 -12.o -5 A, -12..7 11.7 �4, -9s 1E 19,2 11.9 -10.9 - .1 -17.9 . -25.2 3E -9.4 -16.7 -7.1 -14.3 4E -. -. 0 2. '9 8.7 (1 -5.0-1203 nJMEJAMLmLL rarau�� Windward parapet W Leeward parapet 0.4 psf (GCpn = -x1.5) 0.0 psf (GCpn = -1.0) Horizontal, MWFRS SimQ19 Dia0ragm Pressures s Transverse directlon (normal to L) Interior zone: Wall X9.2 psf Roof 0.3 psf Ertl Zone: VIlal! 27.5 psf Roof -1.4 psf *� Long'Itudinal direction (parallel to L) Interior i Wall 13.9 psf End Zone-. Wall 21.0 psf ** NOTE: Taal hariz force shad not be Tess than that determined by neglecting roof farces (except for MWFRS moment frames). i' rte code requires the M FRS be designed for a min ultimate for�,e of 16 psf mulfiplied by the wait area plus an 8 psf farce applied to the vertical projection of the rove. 'windward roof overhangs µ 14.1 psf (upward) add to windward roof pressure EH.�' Vit M vaiilDL'IARF} RC3OF LEEWARD ROOF VEIL. ZONE 2 e TRANSVERSE ELEVA!1"1014 Vin LF-ENVA Wnt ROOF VERTICAL CJ L O L ION G&S Structure! Engineers Idaho Falls, Idaho City, State Phony Snow Loads - from ad'acent bufldin Root slope H to ridge dist (W) Roof length parallel to ridge L Projection height (roof61ep) 'h Building separation Higher_Roof 226 deg ,f1 57.0 ft JOB TITLE Complete Family Cof Rexburg, Idaho JOB NO. 16040 SHEET ND. CALCtILATEG BY MarkAndrus DATE 311611 ED 13Y MA DTF_ 3117/16 ASCE 7-10 Lower Roof 5.00 112 = 22.6 deg 28.5 ft 20.0 ft 4.0 ft 0,0 ft Type of Roof Hip and gable /trussed systems monoslope Ground snow Load Pg 50.0psf 60.0 psf Risk Category 11 11 Importance Factor 1 1.0 1. Thermal Factor Ct 1.00 1.00 Exposure Factor 1.0 1.0 Pf = 0.7*Ce*Ct*I*Pg 35.0 psf 35,0 psf Unobstructed Slippery Surface no no 1pd;rf Factor 1.00 1.00 Balanced Snow Load PS 35.0 psf 36.0 P$'f Rain on Snow Surcharge Angie 0.18 deg 0.57 deg Maximum Rain Surcharge f 5-0 psf Rain on Snow Surcharge 0.0 p5f 0.0 psf Ps plus r in surcharge r 35.0 psf 35.0 psf Minimum Snow Load PM 0.0psf 0.0 Pf rrifOT Roof sz n Snow Load = 35.6 P5f 35.0:5f35psf Building OfflCial Minimum Leeward Snow Drifts -from adiacent higher roof Upper roof length Snow density Balanced snow height hob OF Adistructure factor Drift height hd Dfift width Surcharge load-, Balanced Snow load: lu 30,0 ft 9 20.5 pf hb = 1.71 ft ho 229 ft Therefore, design for drift 1.00 2.22 ft 8.87 ft 45.5 psf 35.0 psf 80.5 Pf W"ndward Scow Drifts - from low roof against hiah roof Lower roof length lu 20.0 ft Adi strutu re facto r 1.00 Drift height hd 1.31 ft Drift i th W y 5.26 ft Surcbarge load; Pd = V*hd = 2619 psf Balanced Snow load: 35.E � f 61,9 psf Sliding Snow - onto lower roof Sliding snow = 0.4 Pf W 126.0 Of Di tribWad ove r 15 feet 8.4 psf h + lib = 2.12 ft h + hb < =h therefore sliding snow 8.4 psf Balanced snow load 35.0 Pf Uniform snow load Wthin 1 ' cf higher roof 43.4 p f Nominal Snow Farces .OTE; Alternate spans of cotInuous beams and other areas shall be foaled Wth half the design roof snow Egad so as to produce the greatest psi tae effect -see code.. Pr 1r Balanced - Snowr Load G&S Structural Engineers Idaho Balis, Idaho City, State Phone Seismic Loads: I BC 2012 Risk Category: if import nw Factor 1 ; 1.00 Site Class J 0 B TITL E -CompleteFamily Care ....... -.....-.1.- Rexburg., Ida h .- - J B No. 16040 SHEET NOM CALCULATED M r n r u DATA3/16/16 CHECKED 13Y MA DATE 3/17/16_ Strength Level Forces Ss (0.2 sec) = 44,90 % S 1.0 see) Fa = 1.441 Srns 0.647 0.431 i = 0.228 Design Category Seismic Design Category Number of Ston : Structufe Type All other building systems H ri ri f Strutt irr u i riti . plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible l r rns Yes B Ildin System-, Bearing Wail Systems i ^ resisting sy, t m: Light frame (wood) walls with structural wood shear panels System Structural H i Limit.- Actual Structural Height = 17+9 ft See ASCE? Section 12.2.5 for exoaptions and other systern If itt 'ln DESIGN COEFFICIENTS AND -FACTORS Response Modification f � nt . Over -Strength Factor o . 25 Deflection ii cation Factor = 0.431 w = 0.228 Seis m i s Loa d Eft t QE- - 0. 2 S D D Special Seismic Load 2ffect = flo QE +I- 0.28L)s D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - tJse Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Building rind coef.(CT) = Approx fundamental period (Ta) User calculated fundamental rod J) .0-1 Coag Period TransItion Period L Selsrnic respon*e coef. (cs) need not creC but not less than Cs_ USE MOdel & Seismic Response Analysis LLOWASL STORY DRIFT - Pa rmitted 0.020 That ASGE7 map dl 1 IRT = tSi Structure Type: All other structures. P E, 2.5 QE � 0,174 see sec Is 0,065 0.202 0,76 P = redundancy coefficient 0.086D QE= horizontal seismic; force dead load CU = 1.47 TMaX = C u T =; 0.266 0+019 0,066 Design Bass ShOar=. W Permitted see Cade for procedure} Allowable story dr1f t 0.020hsx wherethe t height t aloe level Use 0,174 Design Maps Summary Report �� Design Maps Summary Report User -Specified Input �t�part Ti��e Com�I��e Farn��y dare Tf�u� March 17, 2��6 iG: �7;�2 LiT'C Budding t;ode Fte��rence Dacurne�t Si�� Cc�ardit��te� bite Sa�� Ciassificatior� Risk Ca�egvey �Qi2 �r�t�rnatior�af 6u��ding bode {ti�rt�ici� ut�t]z�s Ll��$ h�za�d data available in 200$} X3.82359°N, �, � 1.77358°�4! Site Cass D - "Stiff Soil" „i+ �.._ _ • - ° d. - •+ Fl -. a ... �,: 'rn N, - r ��. _ - ° • La_ +� • , • _ ..., r,. - __ - _ _ yr _ r _ _ _ -�-__ _'1� .__. _ .i a -_T _ _L LL d '1 S L e' ! - .., .. _ , , +.. ... a +•-_ _• - ' •, tea. -u',' +.. a+' ,. -_,_�_ '.• -4 -.: _"-T , '+ k--. .. _-•F i.. - nee., , - -- +_ , - -r _ _ , ,.. _._ a„ r , -_ • + - -,. __ n_ a - - r__'T y-K'.rz- .. 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F 5 �b ' } +Y'*r "° tiJ USGS-Provided Output Ss = 0.449 g SMs = 0.647 g Sps = 0.431 g S, = 0.158 g 5,,, = 0.342 g Soy = 0.228 g r i or �tj n how the and 1 values above have been alcu laced fro deterministic, ground mot i ons i thy: 1 r ti f maximum h r l re s select the "`2-309 H V ildin code reference locum - MCE� Re�por��e spe�tru�n 0- 0 0.00 � r.4 0 0190 0.00 1, 00 � , F # e r od, sec) 0, D O V -U Uldu aesi��l Respv[�se �p��rum AQ 0,60 0,.90 1,()() i1 0 )- 0 14 1IV 2, rl , T ( , . �.-.-- .r,r,_r_,.-., �.,--rrn r -- - -- �,,.r,,,�...a_.. _ �� '�fr��r� �� ' � �, ��i�� r-�Jr�� r� r�� r��r�r-f�r�� expressed Or Ail, t the a r c f th data contained therein. This tool I ,got substitute for technical sub _ ��itp;ll�h��-�a�-f.��.quake.��.�.�sgs.ga��fdesignmapsh�sls�.�mn�aiy.�hp�tei��plate =n�i.� mal��atit«de-43.�235��.,. 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D + 1.0 L (Cone, LL� � � ani 11 r 2. 50,, 1.0 D + LO L ric. LL 0 183H) 0MI Shear (I bs) 1276 @ 17 1955 Passed (651%) 1.00 �t-o MOMLe t Ft -lbs) SS76 1z 8' 5.521, 7335 Pam (76%b) 1.00 1,0 D + 1.0 L Conc. LL @ 99")(Ali 1 Me Load DO. [n 0.379 @ 8'7.25r' 0.423 Pam __ 1.0 D + 1.0 L (Cone, LL @ 99") ani 1. Totai Load D e.r1n) 0.441 @ ` 7.25 0.846 _ _ 1. 0 D + 1.0 L r(Conc. LL @ 9 9Tt)I pan�) [181 TRrl" Rating 52 40 Pam , i ff t Uo i t o LL (11480) a rid TL ° J(Lu),., All compfe.-Acn ed� es (top and bo ft m) m us t be brar-t ' 9.67 o c unless detal I ed othen%ise,. Proper a h ment a nd poi5itioning of la berg brad l required to hf rrtmber staNlity. *A sutural an Ws of"deck has not been poiformedl F Deflection awls Is basW on composite action vqth a sinle layer of13 2t V` feu ' Edge" Panel (4# Span Rating) ftt is glued and nai'led down., Addi r ,31 cori&lde ra dons fa r to TJ -Proms RaN inciwjer None conc--nVated floor [ bad h been ap l d to this member per JBC sectioa 1607.44 •, - ' _ r h FAQ p=fir + tis .. - _ _ __ � _ • _ _ut - ---- `err rw - _, -ti__-- - .. - - r r 1' � - n• rr -- -,- _ r rr 1 - Pete on torr - D.F 5.504 4..25® 2.W 2 - Leck�e1 on maswry ',` DF 3,50" 2.83" L�y,� �1 rr 'r w.Rfi r� L1S ppL� (wit UtthbCOACALI' 7 �7n i• ficries_ . , r�r - rive 177 766 943 1/4" Rim mrd 173 1 751 RIM 3D8 rd 15 a Mmad to Ca a]I loads -a, #E dlr c Uy abow it. bypa ssi og the member d n d. B110cidn Pants are ass�jmed to carry w ids apOfed dfrecdy above tem and the full load is 81ppIfed to the nlernber rte, 1 - Unff n (P F) 0 to 17'G.00" 160 Ito. - Unff (i F) 0 to 17' 6.00"' 16® yes ntrated Live Load ObsIP 1 t-4 n r f� wi th the concentrated INle load check Wit t dd-sbuted over an area of M reet by 21/2 rect L _ s•.ti�•I .. 'S' 15.Office Bul INS - Offices 15.0 Parbftn Load 7-000 Office ,.alldr s- Ff with ye'rhaeU'Ser-.N6 pq Weyer ,?user idiarrants &ot the sizing of Itsucts will be In accordance with Weyerhaeuser product design cAteda a Wewrhae-user sl y dii xialms any oar iva rranUes related to the so ffiva re, Refer tio c urrent Vlewxhaeuser Meratu re for fnstariation die ijs. (MvVe Ay XW brpyy-Com)cessafies rn Doa rd BkxVng Pates and Squa sh Stocks} a re no t desig rred by this so lard re. Use of fhl s softiva re Is f 1 nterided to l rcu rrvirent the Tieed fof a desn professional a s determfned by tie authority havi ng judsdIction, The diner of record, bul Ider or f ramff 3s respwsi ble to aSSure that this of ulabon is com •b bl a vol the overafI project. Products ma nu facturgid at Weyerha-euser facillU es are third -pa rty Certs Red to susta fna U e fore5try SUWar & Weyerhaeuser F ined Lumber Products have been eMuated by ICC underechr�i l r f� c?�la�'�ftl� aI ASTM s�ar�ds. For current ccodef � � e � � ��,�.�� a �=13� �r��r tested bion r s refer to h ' / i,%Y co rr se lces/s_+ al r .a sp x. The proftrft affilcatio.9, input dign loads, dimen5ions and support lnfornmHnn have been p fd-ed by Forte Softvare Operator Forte fware Operator. : _ Job Noles PAarkAnd rus G& trucluraf Eng t'eE?FS () J rnar ggen in r .net PASSED Systo m : Floor member T y Joist 6rj11,i Use rn rcial S�z''dj9 e - 1 Design Methodology : ASD 5USTAIN4$F.E FORESTRY 1mngTNE 31612016 : 1-1 P Forte v . , Design Engine. V6.4.0.4 //,f 9 Page 1 of 1 7 i• . , 1 - Unff n (P F) 0 to 17'G.00" 160 Ito. - Unff (i F) 0 to 17' 6.00"' 16® yes ntrated Live Load ObsIP 1 t-4 n r f� wi th the concentrated INle load check Wit t dd-sbuted over an area of M reet by 21/2 rect L _ s•.ti�•I .. 'S' 15.Office Bul INS - Offices 15.0 Parbftn Load 7-000 Office ,.alldr s- Ff with ye'rhaeU'Ser-.N6 pq Weyer ,?user idiarrants &ot the sizing of Itsucts will be In accordance with Weyerhaeuser product design cAteda a Wewrhae-user sl y dii xialms any oar iva rranUes related to the so ffiva re, Refer tio c urrent Vlewxhaeuser Meratu re for fnstariation die ijs. (MvVe Ay XW brpyy-Com)cessafies rn Doa rd BkxVng Pates and Squa sh Stocks} a re no t desig rred by this so lard re. Use of fhl s softiva re Is f 1 nterided to l rcu rrvirent the Tieed fof a desn professional a s determfned by tie authority havi ng judsdIction, The diner of record, bul Ider or f ramff 3s respwsi ble to aSSure that this of ulabon is com •b bl a vol the overafI project. Products ma nu facturgid at Weyerha-euser facillU es are third -pa rty Certs Red to susta fna U e fore5try SUWar & Weyerhaeuser F ined Lumber Products have been eMuated by ICC underechr�i l r f� c?�la�'�ftl� aI ASTM s�ar�ds. For current ccodef � � e � � ��,�.�� a �=13� �r��r tested bion r s refer to h ' / i,%Y co rr se lces/s_+ al r .a sp x. The proftrft affilcatio.9, input dign loads, dimen5ions and support lnfornmHnn have been p fd-ed by Forte Softvare Operator Forte fware Operator. : _ Job Noles PAarkAnd rus G& trucluraf Eng t'eE?FS () J rnar ggen in r .net PASSED Systo m : Floor member T y Joist 6rj11,i Use rn rcial S�z''dj9 e - 1 Design Methodology : ASD 5USTAIN4$F.E FORESTRY 1mngTNE 31612016 : 1-1 P Forte v . , Design Engine. V6.4.0.4 //,f 9 Page 1 of 1 SOLUTIONS REPORT Level, Floor. Joist Current Solution: P. 1 piece(s) i4" TJI@ 360 @ 16" OG Overall Length-, 17, C.-0011 a- • _ _"__ "__•_ _ ,, s�sw - _ - '` - ne __ i . rry, �'" - - - -L 'i y'L _ _ •5, a>a __ a'+'f � '' ,� ,�, ,'^ ya .a ___._'-__ � �'_ - - __ :° •.•• � _ �:r: al r -r - ti 'r 'r _ 1 _:•„i�•ti - P' {,.� ._ � „� 1 _ .ti- '„ "*�:• _-- - - `=� _ 'r f'�' '� � -_ -- +4 L4�`+•• '�+.s.-_._ • 1. �-•: ;` _= "y dam°.erh - ti -`:� :i �at -�:.tiL'{7.s 7---, } r ,•�`_--_ - r.{ryr•r. _ ya•'ny 1'_ r _ f�_y�a�y r-,.+ , �+ �. __�-:-�� "�a7'� �. - r+t'^� ,a= r_ -k _ _-�� 'ti Fw•r.r - �v �� ,t r � _ "rt °`ti.'�. L'r. +�'+: •";�y- - .,d- °?rti, .°.9° � :a.- �` - _ '=i, - -- _ �A� -- - �V —_ -4: 4, r' _- •,i -'-d:," ANAs. �rrr° - _ -- - .-S, ..M. �L.e-y 'ti — _ - �'+. _ s~ __ -_ - °r ° � �~``_ -+.{_� _ � r 3'° ,,9'•'' „ � _ — r'a,-•„+•ems 1} ti, - -•, � T� •_ _•+_ -ti ,� ,dam _ ti_ : ti = "" r�'r'.4 4*,_ -- W�i'riY 9, ti�•' - __ _ •'�}1'�'Y}r FI _ �', .,S�S;ya� �_-_--�_,a-° 9 •;,} :"-:: ".. �''r.. �. •sr. +_- - _ r� _ .� .y 1+ _ - r'4r. a.•r ---ti _ sfr ,;y°"�.:y .. '� 27.+,.•-v7 - _-'-. F. "if••Lr�..`.�= ,,� �- rti"°' �,. pga• s a ,1. 4,��,. �.{'tip r } - - '°.a d n r - +1 �'4 -_ - �.{r',, ,� Y`,_._.`ti -_ - p: �~�,°;, .•. ._�: ��: ___ - -- ti'1 r Pti. �.v'-. - t L � ,'.� - _ � •`0 -�. '4 _f r.,�tiP it h' 1�J�. I_w � �.� art: - =- �"1=�"`_�`�'{is,� �99s t4_, ~-,,,'r'A. :'. . __ �__=ti-=:,.�.4r �F t{w.4 F''' 'mow � �;+'` - - rti I alb - �,r _ � ,r` ^A^. 'satiq'ti:r:_°�-. �._`� � _ �•_ - •, :P'L � „- j9 L� __ _ - - _- f -. a. kd..,F•� rt.+ .4. - 'y h nw _ - _ - +,� � �� _ _ --. -�^ . �F° ° _ r', 1'n,'i - a -,, ,--, ,+ r.y ;;�4 �_ _ti:_�__ � :'_ -r �., rr ti*ti�;'...5 ` �• �r*r�. r, L".; ,-: p. � , r°, r •y - - _ - �. }a�,,...�:i �:_._�.. �',+n __�. s,.^.,P. ,rssrt +,-,.-_: _ � __. s- �-� F,d�� ,s .•.:•.••,• r �= _ i .1:51'' -_ v-- - •E•,� � _- ' .. �,�',. Z°,:h'k°c ,•.ti-=+- --_---. •___ ,€r�4°;s,�,,,' _ ',4,°9 'r .. _ _ _ L . r: -�_ _ - _ _ _ "� - - - :��... .x�.,,- - �'�' r f� : PASSED N M� em i st Budd! Me : Comm rdal lblldft Cod ; IBC n MeVvioikfogy : ASD ine purp)se of triis report is for product compaHson only. Load and support Inforrnatlon necesqryfor professional de 1gn revfizi is not dirpjayed hers, pleas printan Ind-r0due . Member Report for u5mi tal pur' r ' ° ', le i0pe ^ - 'rti - _° s _ joteS - .. _. .. _, L_ � � ail ' _ � r • • ' , l , °''�•� •, as aa, a __ '..mss°S- i•� _ C^': ��, -_ -_ ,� . Lati:e �'.�, LL •+� •.e faa'. - - ,6.� 1T6.002 in i focations are measured from the outside face of left support r I eft canthi ver n. Al I d1 men slons are horizo nta I. f DrawingIs Concept j I sults, 16w- ed Result,"" • _ ,LOFDeAlgn. 1505 Member Reaction I tr Shear b 4 1276 @ 171 2}501 1955 Pam % 11.00 Mown',- Ft-Jb 5576 @ E 5.52ti 7335 Pam (760,S) 1. UvLoad Deft. I 0.379 @ ' , ,r 0.423 Paste 81536) Total Load Deft. in 0.441 @ 1 7.25" 0.846 Pam 0 _! TI-PiFl" 52 40 Ras PASSED N M� em i st Budd! Me : Comm rdal lblldft Cod ; IBC n MeVvioikfogy : ASD ine purp)se of triis report is for product compaHson only. Load and support Inforrnatlon necesqryfor professional de 1gn revfizi is not dirpjayed hers, pleas printan Ind-r0due . Member Report for u5mi tal pur' r ' ° ', le i0pe ^ - 'rti - _° s _ joteS - %Wk Andrus tru !ural Eng:nom (208) 5231 rn a r@?gfi engincer, net 3116/2016 2.51128 P Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 Structural Engineers MarkMdus Woodworl<s bola r. 16, 2016 15:30 5W-1IVA R Fop WO (h) MS1C.Y Beam l Dire Check Calculation Sheet Wco:P;Vorks Sizer i 0A Loads Load Type 1M stribu t 41 -on. Pat- Location ft] Magnitude Unit tern Start Lied Starts End Load-- -'WILI 11 €ADL 1050. ID iplf Load ad Full UDL 600.0 Pl f ;V t� _j raagn' to e 'o s riot -include or=al Trapertance factor froom � a le r 2.3. , which 4- applied during analysis - Maximum Reactions I and Bearing Lengths (in) '`*i a -•..' ,.y_„•.•- a+ -s, �,�-` _ �� '� t+!!'` ager - ti-'. „►.'rte a 'a i : _ - y�,e+kY _,--r•- _y' - _ = _ _ JF _rc...e. J �. _ _ ,• r-�-y - :, icer. _+r'v.� , r_�..•6 .. '�•1�- _ t _ _ e... y� "- ; • i. Y •� -,rte - - - _ .. �, - . �•. .,�z�ii - _ - - .4: ems, _ _ ��i '#�. 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'•y' `a - - r -�•'-.�.�"' r+: r':�,�_ _.'.. rte. �� :� erf - 'tea �+�•�� _�e�.r, . ,,,,,, '.- P ,� a •.. f,. ti,�.�. - .- - � ��'� - - � T` � ,r�%16 r _ y �r •�.. •�' . +,'�' �•.e.�� e e •.�, :Yy- �'•'� - "'' ��"` - 4��'• at e r _ - •'' _ .eeMaa �aS.;r. �q-9��,. +�'�' -`IT' '�re.�• n �e �+rL'i � s��_� - >. • ' � � � �d `r"~ ' ��` � �-�-� h� r�R �.i'r��yf erg � ®' a'� � __ -_ ,� ` � �''' ', � �,,, ..r,e .. -atierS e� eFTe '-fir 'Jr • i _� ` -- ` eeeeebe.•,V,. , - _ - �ti.�pr• • i° e e eTf �• - - - : e aim-�L�L°��z''i��e �•�-. jr- .' ,a P ee 'yam"* _f �-^� � � °- •- b. _�� s ,��'L , tom` .! � ��. -',. ee.y'��.t_�c�'j ` - -_ ..-�•�.`'t+'�Mlr��1P►a �eor. aT �'�f �`�� `��e ,�• �•., c e� �`�f3 '��ye��w�a3� ice #`,• ��.�._r , �s�� 1�, fJfi'_.�; �ri�rr�r.c�-.rrte'�^e h.1 •�•."=�' !,� z.. a .i'?�__ _•�"'��f_��_._" ",r`. #'�■�e�+i _4'� .t.' �J ��-. �• • •_-r. iwdi_: �•,�#"- +��_�''�'�rw;•+��'� •~-_ ��.�- , - - R" - _ .r��• a .. , ��®' , �,�, •rr. ��_�ee,� � � �..e�+-*� e., ��- e� - eee� a eee�° •eF� _ c--74, _ '�� „r- '~ � • ';'� . �`-' �31 - - ��:-- •� � r"'�T' �?�- _Y - - t -T .^ �' y-+ �'�'^�- ,T �rr�� e e �~� _ _ - '`=�-� '�-,r•�,-,;.+..r, Y' =a _'t"r'� ..�.,- P ' ��t !a'+�yJ�� v'._.. - y.. i,. -- - , `'�'�Y T_i - '•�� '��" ��•r` _-_�s'•r�''�� 4: ~¢ •.Y_ "r', �• •� _ -s;;, `�-"� ®rf ��,� - - �r ti n �� -- +r -' - 1ij+ "' '~L �-} - Te••:' ,r• "Mi �e�.._ e. -T �"'e i�w_ s �' - 'e.r, �e - _ -- '�'�+ti^ ''�^ �. tee' ��' �: � c,ie _ - � _ �� e"_` �.. *�`• �- ` : � ° ° �. ��'i��r'4 rte•,' _ � w• •.• • r. ` •'• � � -., � �+��'e. �� uY.�' ate.; i�.''�.ar.. e. dF ' `+�4`�r ��.� `ter' -r :�4"* ' ; -_ �, _''•+--+--rte �5 �,?�!� wee'#' }ti' :LrT"� ■.i !'iFRi;E' _•' x� +i a �' . �'t'-'c ,#$ '�6�.. '....e4 i•L r,�i�` 9i;.;14/e y� �,,� k°• r �.� �� . 1��e -_ :r.� ev~._..�r�, • o�e:'oj'.._�„ - -- - -i �t� J�4�:�•��.'J''�F'a.. OP t Dead 19-92. q i 343 34341 Factored: Tot a 1 5426 5426 Lrxth 2$24 Min r-eq'd `W[narnum bearing length governed by the required h oft, a up rt n mb r. LVL n -ply, 1.13E; 0 F j - /4'` -1/2", ", a j -1 f x' 412") Supports, AM - Timber -soft (tarn, D.Fir=L Nra.2 Tot&I Ian J �4 oo umu = 1. 5 CU. .7 I_af rat :5PPC*TL top= at ,supports, Wttw= at supports+ Analysis . Allowable Stress and'Deflectimi using NOS 2012 ricer -ion Anat,si$ VaW Design 'value Units Analysis/Design Shear f v = 172 _ 328 psi fv/Fv' 0.52 fb - 1909 Fri' - 3015 psi f l>/ Eb _ 0.63 ,"gad Deflln 0.05 <LP999 dive DerlIn 0,0 = L/991 0,2,1 = L/30 in 0-4 otral Defl l n Or 1.0 0.32 = L1240 in 0. Additional Data FAA, ORS FIS (Psi) CIS C.M.t CL CV cfu Cr Cfrt ci Cn L 9 FV .285 1.15 - 1.00 r 1.00 r 1.00 2 Fes2600 1,15 - 1.00 0.977 1.03 - 1.00 1.00 - - Fc,p' 750 - 1.00 1.00 i -- ' 1.8 million - 1.00 �- a - - 1000 CRiTICitL -LOAD COMBINATIONS: Shear : LC #2 Wsr 5272, Viia sign - _3� 3 lbs Bendin5 � t j r LC # * M 63+? 4 lbs -ft Def _'cct an ,- 1,C 42 (live) LC 42 D+ (total) 1�---Ilead L-1iV S-Sn w W-wind1=irpact Tyr= -roof live lay-cozicentrat-t=!d E=earthquake All Ll, -'s are listed in the Arialysis o-utpu t Load ave inations . ASCE 7-1.0 1 18C 201 LCU Tf Deflection+ El 225eCC lb-in2jply "L --re" deflection = F Deflection X11 ;� -da c loads Wind, 0tal eflecLiOn = 1-50(mead I.Oad Deflection, Live Load r3eElection La t ex al s to b i 111 ty t + 1 j . 2.5,T Ln 121-8.1511, 10 . S E� Design Notes: 1. WooWofks analysis and deslign are in accordance with Lhe ICC Intemational BuflCode (I BG 2012), the National Design SpP-flti (NOS 2O ,. arw NDS Design suppjemont. 2_ Peas e vanfy that VW default def IerAion Frits aro ado date for your a pp Ii tion- , a S C t-43Mi(Struc4ura I Composil Lumber); the attached 8 C L selection is for pro f-1MInEtr design 9 r Far final member 0ecWig-n cor, !a ct yo Lr 18 G L manufacturer. e S iza facWs va ry frm one rnar,ufactur { t0 anothor for S C L maled ats, Th 0 Y Can he Changed in the data ba 5e edjt Dr, ,5- 8 �J1L I -U P SCS -BEA 1 S: contuct manufacturer for roan tion dela, when 1 ds are not ap Eed equally to ani plys Loads: W0%,,1dWor1<s COMPANY Mark Andrus k':f. 1, 2016 15:219 Design Check Calculation Sheet load 7 YP a Di5tTibutio Pad.- L ration f ftj !`-acjnit'ude unit Dead 394 rr Start End SLart End fb -1091 Factore t psi fb/Yb - 0.90 Total 1042 X042 ad; wLse Da ad Ft] ,. UD14 L-4 ie Def IIn Length 80.0 if .c wei,glit 1 Dead Fit` i UDL 0.28 L/388 0.46 L/240�. 5.2 Ulf ,areal 17LPorcanoe tactor tron able 4.2.3.2, Which is applied during ana l y8 a , Maximum ReaGfi ns(lbs) and bearing Lengths (in) : PROJECT Bearnl SUPPOdSL- Al - Timber -soft Beam, D•Fir-L No-2 TotalIth-. V-3.1"; volume = 1.4 .fit. L to m t support, top= a t sup ports, botto z at supports, Repetitive fa c -r: appliadAfiere permitted {refer to +ars li n help 7 Analysis . Allowable stress and Deflection USJng _NDS 2D12 criterion or ` R Y4 UJI factored: Ana z fs/Des-1 n Shear Dead 394 394. now 13L-ndin (+I fb -1091 Factore t psi fb/Yb - 0.90 Total 1042 X042 Dei. g: --- L-4 ie Def IIn Length 0.56 , 53 Kin reald0.56,; r amal Deft' n 0.28 L/388 SUPPOdSL- Al - Timber -soft Beam, D•Fir-L No-2 TotalIth-. V-3.1"; volume = 1.4 .fit. L to m t support, top= a t sup ports, botto z at supports, Repetitive fa c -r: appliadAfiere permitted {refer to +ars li n help 7 Analysis . Allowable stress and Deflection USJng _NDS 2D12 criterion Analysis Value Veli ga �, lue Unit Ana z fs/Des-1 n Shear XRT - 62 V' - 207 psi fV/FVC �_ 0.30 13L-ndin (+I fb -1091 F]' = 1218 psi fb/Yb - 0.90 Deed Def! In 0.09 <L/999 - 1-00 1.00 - - L-4 ie Def IIn 0.15 b/742 0.31 = L/360 in x.46 r amal Deft' n 0.28 L/388 0.46 L/240�. CRITICAL WAD Ml TlON: 2 ddif l nal Data: FACTORS: F E (psi) Cl) CM C t_ CLr CV CfU Cr. Cfrt Ci Cn -LC# # 1d 80 1k . 15 1,00 1-�i00 - _ - 1' Do 1400 1.00 y .F lei+ 900 .1..15 1.00 1.0 �1 0.980 .200 'e 1 ■00 i.00 1,50 i* -04 Fcp it 625 1.00 1.00 -- - 1-00 1.00 - - 1 r 1 _x 1.6 r-;, I i I iCz1.00 1.00- 1.00 1.00 0.58 lai I iicn 1.00 1, 1.00 2 CRITICAL WAD Ml TlON: slie,Pr IF qC 4 2 V+ S, V = 1037, V desilgr _ 896 lbs Fendi:.<Ji ) : 1,C 42 = D+ S, .1-1 w 2389 lbs -ft Deflection: LC 42 D-�(t t.ve) LC 42 D+ (total) :load L=i ive-- 5ROW F--wizid. I=it-pact r -roof lige Lc=concentrated E=earthquake All LC's ark lisLed in the rma 1ys I s output Load coinatjans ASCE 7-10 / 113C 2012 CALCULATIONS- U T1-Deflectsion: Deflection;El - •� 6, e 1-�n2/pj 'Live' deflection -= D-2.1fiectilon fron all non -dead loads 1 ' ve, ..rind, snow. -A Otal D fI Ct ion 1.50 (Dead Lona Deflection) + alive Load Deflection. Lateral StFib l l ty . Lu - 91-2.561" L -e _ 1611-11..44" 12 t UO Design Notes t. 000` or# s amalysis a design are in a ofdar o o th the ICC international OWd7ng Code (IRC 2012), the National Design SpecXcation (NDS 2012), and N DS Design Supplement_ . Please verify that the default deflection limits are approp ate for your:application, 3. Savl, IU.rn. % bond 5- ng memb-cr s sha1 a latera It :s u pporled acooroi rig to the provi s 1 on s of NDS Clause 4.4.1. . BUIL7- P BCAMS- it is ass um -ed that cath pry is a zsirFi 9 1conti nuous rnem r t a -t 1s, no outt joints ere present) rastened tog ethe r Securely at inte rva[s not exce ediNj 4 t°m.e: the depth and that each ply is equally €o -Rua-ded. Where beams are de eadt ', special fastening details may te requrred. k1l ,j rk-0ject �0100w/ Project No.. /-0 011,19 Date C3 Designed By 'FvOr+ 4'. O�ev-, ?, f Jr /HO 5-53 fX&,�,t� s � = - 553 . 4 -� �? /OP d - /q�ro AS Structural EngIneers �heet 5'►1 Company': G&S Structural Engineers Designer : Mark Andrus March 77) 2016 Job Number : 16040 Complete Family Care Checked By:_„_ 41 t" TO r 1 ft .91 .%- C Materials and Criteria 41 LH C 7 IC I C 0 ri ! Cq J } # Length A #t ex : 0 ill Gross Allow. Bearing :1500 psf (gross) Slee} fy : 60 ksj Width :2.666 ft eZ : 0 in Concrete Weight : 145 pct Minimum Steel :.,002 Thickness : 12 I'll PX : loin Concrete f c : 3 ksi Max'imum Steel :.0075 Height :0 in pZ :12 in Design -Code :ACI 318-11 Footing Top Bar Cover :3.,5 in Overtuming 1 SlidIng SF : 1.5 Phi for FIexure :0.9 Footing Bottom Bay Caper : 3.5 in Coeff icient of Friction ; 0.3 Phi for Shear : U.15 Pedestal Longitudinal Bar Cover :1 .5 in Passive Resistance of Sol"I NO k Pati for Bearing :4.65 Loads P k --- Vx (k) VZ (k) __..__._. Mx (k -ft) _._. _ Mz (k -ft) Overburden (pso DL 21 Baa SL 1.05 .� + P < +Vx � +1/z � +MX +Mz �+ fiver d��A A D D C D C A D Soil Beat-i�� Description Categories and Factors ASCE 2 4.1 1 1 p 1. 1.500 ASCE 2-Aal 2 1 DL+1 LL+.75LL,S 1600 ESCE24.13a 1DL+1,RLL+18L+1SLN+1RL ASCE 2A.1-4 1 DL+.,75LL+.75LLS+.76,,, ASCE 2.4.7.5a 'E 1D1.+1 WL ASCE 2.4.1-6b 1D1+.7EL ASCE 2,4.4-6a I DL+ .7 SWL+ , 76 L L+ v 75 L.. ,...,ASCE 244,1.6b 1DL+.525EL+,75LL+.75.. A.3CE 2.4.1-7 .6DL+7WL ASCE 2.4.1-8 .6DL+.7EL Gross pllow. (Ps 1500 7590 1,500 Max Bearing (psi Max/Allowable Ratio 1032v64(A)....688 _...___..1032.6k(A) _ .688I 1426.46 (A) _951 � 1328 (A) i .885 1032.b64 (A)_._� 1032.64 (A) 1328. -(Lk 1328 (A 619.,58340 i, Mnm RISAFvot Version 4.00 [Untitled.1t] mage I 2, Company GAS Structural Engiiieers Designer :Mark Andrus March 17, 2016 pop Number.' 16940 Complete family Care Checked By... Ske -j"c h At x Geomet z 1 ft Materials and Criteria N �J a N r -I Length : 1 ft eX :pin Grass Allow. Bearing ;'fSD0 psf (gross) Steel fy : 6a ksi Width : 2 ft ez ;Din Concrete Weight ; 145 pcf Minimum Steel : ,O02 Thickness :12 in. PX : 10 in Concrete f c :3 ksi Maxzirnum Steil :.UQTS Height ; .0 €npZ :1 2 fn Design Codi :ASI 318-11 Foofiflg Top Bar Coyer : 3.5 in Over-turnf"ng 1 Sliding 5F :115 Phi for Flexure : Q.9 Footir,g Bottom far Cover: 3.5 in Coefficient of Friction : 0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Gayer :I Z In Passive Resistance of Soil : 0 k Phi dor Bearing :0.65 Loads P (k) DL 1.708 LL .553__ SL 4q +P Soi! Bea '* i VX_tk).._ +VX A D Vz (k) Mx (k -ft +Vz NVIIIIIIIIIIIIIIIIIIIIIIIAO Description categories and Factors ASCE 2.4. E -1 iDL ASCE 2.4.1-2 'f DL+I LL+.75LLS-----�-,__.._.___„_. .._..._.ASCE 2.'I -3a . .4 I aL+1 RLL+1SL+1 S LN+I RL ASCE 2.4.1 -4 -_ - '1 DL+.75LL+.75LLS+.75-,, ASCE 2.4.1 y5a 1 DL+1 SIL I aL+.7EL----.......�._. ---- ASGE 2.4.1-6a ^...1 DL+.75WL+.75LL+.75L,. 2.4.1-6b 11]L+.525EL+.75LL+.75,. ASCE 2.4.1-7 .6DL+l WL ASCE 2.41-8 RISAFoot Version 4.00 JUntitled.rftj (y+MX D C Gross Allqw.,(psfl. 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 Mz (k -ft.) ----.-..,,-,.Overburden 10 0 Max Bearin S� .1099.17 (A) 1375.73 (A) 1169.18 jA)- - --- 1359.1 { 1099.1TJA) 1 099.17 (A) 1359.1 (A) 9359.9 (A) 659.503![Al 659.503 (A) +Over E. S Max/Allowable Ratio .733 �f .779 .906 .733 .733 1906 .906 .44 .44 Page I 5--3 NVIIIIIIIIIIIIIIIIIIIIIIIAO Description categories and Factors ASCE 2.4. E -1 iDL ASCE 2.4.1-2 'f DL+I LL+.75LLS-----�-,__.._.___„_. .._..._.ASCE 2.'I -3a . .4 I aL+1 RLL+1SL+1 S LN+I RL ASCE 2.4.1 -4 -_ - '1 DL+.75LL+.75LLS+.75-,, ASCE 2.4.1 y5a 1 DL+1 SIL I aL+.7EL----.......�._. ---- ASGE 2.4.1-6a ^...1 DL+.75WL+.75LL+.75L,. 2.4.1-6b 11]L+.525EL+.75LL+.75,. ASCE 2.4.1-7 .6DL+l WL ASCE 2.41-8 RISAFoot Version 4.00 JUntitled.rftj (y+MX D C Gross Allqw.,(psfl. 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 Mz (k -ft.) ----.-..,,-,.Overburden 10 0 Max Bearin S� .1099.17 (A) 1375.73 (A) 1169.18 jA)- - --- 1359.1 { 1099.1TJA) 1 099.17 (A) 1359.1 (A) 9359.9 (A) 659.503![Al 659.503 (A) +Over E. S Max/Allowable Ratio .733 �f .779 .906 .733 .733 1906 .906 .44 .44 Page I 5--3 Company G&5 Structural En.gineers Designer mark Andrus Jib Number', 16040 .Sk(;--tch -0 44 I ft I W i Complete Family Care Al a T H March 17, 2016 Checked By-,- Geo me LMa teria Is and Criteria Length :'I ft eX :Qin Gross Allow. Bearing : 1500 psf (gross) Steel fy :60 ksi Width :1.666 ft eZ 0 in Concrete Weight : X45 pef Minimum Steel .402 Thickness :12 in p?C : 10 in Concrete fc :3 ksi maximum Steri :.DOTS Height :din pZ :12 in Design bode :ACI 318-11 Footing Top Bar hover : 3.5 ill Overturning I Sliding SF :1.5 Phi for Flexure ; 0..9 Footing Bottom Bar Caves :3.6 in Coefficient of Friction : 0.3 Phi for Shear : R15 Pedestal Longitudinal Bar Cover : '#.5 in Passive Resistance of Sail : 0 k Phi for Bearing : 0-r65 Loads P (k) DL 1.4 LL .553 SL .14 Sofi Bearin - : .ti-- --.p — :r -,- ,... ...... Vz (k Mz {k -it Overburden(Pn 100 +P +VX +Vz +MX +Mz +Over n A a o c v c A D Description ASCE 2,4,l-1 AGCE,2.4.1..2 ASCE 2.4.13a Categories and Factors Gross Allow. --__ _--------- 1500 1DL+q LL+.75LLS 1500 I DL+1 FZLL+l SL+1 SLN+l RL 1500 ASCE 2.4.1.4 1DL+,:75LL+,75LLS+.75,. 1500 ASCE2.4.4-5a 11 1DL+1WL ASCE 2:41-5b_ 1DL+,7EL ASCE 2.4.1-6a 1DL+.75WL+.75LL+,75L.. 1DL+,325EL+.75LL+.75.0 .6DL+1 W t, ASCE 2.4.1-61) ASCE 2.4.1-7 ASCE 2.4.1-8 ,6DL+,7EL RISAFoot Version 4.0D [Untitled,rft] 9500 1500 1500 1500 1500 Max/Allowable Ratio Page � Ito 4-J 9 a 1 11 -:—s:----. y �In 9 m IF F F F F Y F L Y L 4 1 i a F d F d d. J, A 0 L a z } of rt w � L T■ • 9 0�� ' aaaa a.'--_--'—'-------s.:--a—:a::z:r I Q z ted' 0 e� n �zg 31 Or 11 Z, A. .0 k Vb Im fit, lk MIMI 11 44 1 1 u I ?;," -? 2m I t I VRV , 14 L W Whill nown'Tt, Q "t _4n9 9 i 0 Z- 0�— Ir1.4 0 I fa 4j rl k4 &1 1.3.