The URL can be used to link to this page

Specifications (18) (3v dao 1 $- Oa o `j 3 o \ iTh � RECEIVED • APR 2 2018 08 v CITY Of 1-0.7,4AD BUILDING DIVISION Enayat ► Schneider 4' Smith y Engineering, Inc. Structural Calculations For • Fields Apartments — Building 3, Clubhouse Tigard, OR Date: 3/29/2018 ESS Project No.: 17154 • PRuz ,.r` G N' eR 4 8. • '9,y16 G. E r. • EXPiRES; 121311I�j Fields Multifamily ESS NO.: 17154 Table of Contents: Item: Sheet: Design Criteria 1 TO 3 Lateral Analysis and Design 4 TO 20 Header and Beam Design 21 TO 130 Column and Wood Stud Design 131 TO 161 Foundation Design. 162 TO 190 • • Fields Multifamily ESS NO.: 17154 • Design Criteria • • Page 1 of 190 DESIGN CRITERIA • Project Name: Fields Multifamily-Building3, Clubhouse Y Project location: Tigard, Oregon Governing Building Code: 2014 Oregon Structural Specialty Code Foundation Requirements: Minimum depth at perimeter 18 in Design Soil Bearing Pressure 2,000 psf Native material coefficient of friction 0.35 Depth of granular material on top of subgrade 6 in Depth of groundwater below grade 8 ft Active Pressure 35-60 pcf(depending on slope behind wall) Passive Pressure 200 pcf Design Loads Roof Live load: Ground &Design snow load 25 psf Roof Dead load: EPDM roofing 2.0 psf • Plywood-1/2" 1.6 psf 24"Pre-engineered trusses @ 24" 2.0 psf Ceiling-1 layer of gyp. board 2.8 psf R-49 Insulation 3.0 psf Mechanical/Electrical 2.0 psf Greenroof(saturated) 32.0 psf Greenroof(dry) 20.0 psf 45.4 psf -3 46 psf(23 psf for uplift) Wind Criteria: Wind Velocity 120 mph (ultimate) Exposure B Seismic Design Category: D .2 second SRA 0.975 1.0 second SRA 0.423 Soil Type D R(OSB shear walls) 6.5 Importance factor 1.0 • Page 2 of 190 Enayat Schneider Smith Engineering JOB TITLE 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. SHEET NO. 720-904-1234 CALCULATED BY DATE CHECKED BY DATE www.struware• Code Search Code: International Building Code 2012 Occupancy: Occupancy Group= R Residential Risk Category& Importance Factors: Risk Category= I I 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) 1.00/ 12 4.8 deg Building length (L) 75.0 ft • Least width (B) 63.0 ft Mean Roof Ht (h) 15.7 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A Page 3 of 190 Fields Multifamily ESS NO.: 17154 • Lateral Analysis and Design • • Page 4 of 190 PROJECT 3141 Walnut Street,Suite 203A Denver,Colorado 00205 PROJECT 11 BY Enayat Schneider Smith y 11201 9041234 DATE PAGE Engineering, Inc. . . 3— 0.-. -. Loys.A.- ‹ Lt 4.1 ovDV) c <05S foi• ‘,.,)41/41-Not,...) of fl4c LLoFjI s • N),,Pv-Im.," UA,if- 444 (w-1 c.-2_;),“4• ery,11,, 63:4 psC)c-s(4:g. 0 A S 4:1 0-(6U2Q !Ai 04 L ND- cigkA tr,c kmtev... (1).- Pi,4 ) 4 - 12 1",,•-ideic tMvv ft• Loy\ t (OA es-C)(4c -R- ) 1, (2 fc.,c)c4-6o i2- 61 C IL vmeril) Pr C4.41 LL“- Jo '6‘as)6 (,-;4*(4, S 1 (A) Att.,L p.S4' P-cio CV-4. I7 es-C vqz6A z (11'f4/0(6/ 4) 4' 41.7.3 fl:•44:)(734)(4 cBIC41 0 t\wrF: 1.4,a iLo 0 fv6 i_ovLo ri,,o 6,V• 41'1 or:4; L viA.v,$)F c=A LoiAf Cel 4 H4 4'7 I IQ1wnA-r 1--ovNt) -7-10 di 0 €1-'C! (3-(-5-40)0 f'D 01,J .0‘P wI‘C. erWv•tvvIrr“,- 0 • • 0 o 1)t ( n .1 EakAkv\ALCNrt .)c) 11:0QT-- \A! k<ii v- 01.1-54 ) ) .c3 c ) 44-14 ) -CC e 4: i1,1 -04 et 4,) 17 " o wf-1.4ort (+1- p‹-C )(27.4-cvo tçc • 6,14 f )„, WI 0 c4„, Sc 4•t (35 c)(0,zr ) fw olti4 itro '621-ro' C1 t 044_ 1.464,1.4rY (e • CHECKED BY. L.5,146,"1 w°C pin tz. CV, DATE: Page 5 of 191.:31 PROJECT -4,e, 3141 Walnut Street,Suite 203A PROJECT N BY Enayat ► Benet Colorado 00205 Schneider j 11201904-1234 • Smith r' " DATE PAGE Engineering, Inc. ' (Co Qj)(.44.144':4 ) t 6k, V14�(37.52'-C 1- 106 1+1(37xs-6) elc) .12A41- (g) -F-) ` It b•111 (2.4 V-) _ /7,7 k- (tA•L.7-\ rq � z t w.....(I 3)-� -7'4 lam) _ 6 t �� (`IAT..7 k:v1414- .) — * j (0:1) (1c .125-2 (s��.�,� v,A,w c -Lc IJ o� vti�?.1. T y �a�J� i Z. ((AL3•.nn M.-r4.) � 7.16, pi c O C. = j 0:- L LUL'(t Nn A ) (,.ho 4 k pa sFttAV.- - = 75;t tL C1,0-4-‘vv0.1 -45,1i.14-45,1i.tc LS .t rti4) Uat o(2---o-� pi5rp-i;�t4.7'5..n S4isv L. Lo�� _ �. ), , �� - .s1 Ps4' oc t (` 1 O w= 4l! g l F t f ' 1 t O t w h .q ,e.5C)(;6..ci) W - l °r1 1-( pa466, 1 O :.. 5cc N kf rfi6.5. co, s,,Isv CL v‘-'r CHECKED BY: Page 6 of 190 DATE: Enayat Schneider Smith Engineering JOB TITLE 3141 Walnut Street,Ste 203A Denver, Colorado JOB NO. SHEET NO. 720-904-1234 CALCULATED BY DATE CHECKED BY DATE IIIWind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.58 h= 15.7 ft GCpi= +/-0.18 Base pressure(qh)= 18.2 psf ridge ht= 18.3 ft G= 0.85 Roof Angle(8)= 4.8 deg L= 75.0 ft qi=qh Roof tributary area-(h/2)*L: 589 sf B= 63.0 ft (h/2)*B: 495 sf Ultimate Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.84 h/L= 0.25 L/B= 1.19 h/L= 0.21 Surface Cp ghGCP w/+q,GCP; w/-ghGCpi Dist.* Cp ghGCP w/+q;GCpi w/-ghGCP; Windward Wall(WW) 0.80 12.4 see table below 0.80 12.4 see table below Leeward Wall(LW) -0.50 -7.8 -11.0 -4.5 -0.46 -7.2 -10.4 -3.9 Side Wall(SW) -0.70 -10.9 -14.1 -7.6 -0.70 -10.9 -14.1 -7.6 Leeward Roof(LR) ** • Included in windward roof Windward Roof: 0 to h/2* -0.90 -14.0 -17.2 -10.7 0 to h/2* -0.90 -14.0 -17.2 -10.7 h/2 to h* -0.90 -14.0 -17.2 -10.7 h/2 to h* -0.90 -14.0 -17.2 -10.7 h to 2h* -0.50 -7.75 -11.04 -4.47 h to 2h* -0.50 -7.8 -11.0 -4.5 >2h* -0.30 -4.65 -7.94 -1.37 >2h* -0.30 -4.7 -7.9 -1.4 **Roof angle<10 degrees.Therefore,leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs,entire roof surface is either windward or leeward surface. Windward Wall Pressures at"z"(psf) Combined WW+LW Windward Wall Normal Parallel LR z I Kz I Kzt I gzGCp w/+q;GCP; w/-ghGCP; to Ridge to Ridge fit 1'' r 0 to 15' 0.57 1.00 12.2 9.0 15.5 20.0 19.4 geIIr 12.0 ft 0.57 1.00 12.2 9.0 15.5 20.0 19.4 LW ridge= 18.3 ft 0.61 1.00 13.0 9.7 16.2 20.7 20.1 `~� ,.^ wnia warp NOK/1.6.7.TO RIr)OE WR tY f f IR // WR - LK-- .`F� i .` t1W itrill _,,,,,,,--- warp pEcneH yam PARALLEL To mob: ,<",-.9:,>", LW NOTE: sw C.,, See figure in ASCE7 for the application of full and partial loading �`'---. I'- of the above wind pressures.There are 4 different loading cases. Parapet z410 0 Kz Kzt qp(psf) 44 III00 ft 0.57 1.00 0.0 \ww ` '-'.,,sup 0 Windward parapet: 0.0 psf (GCpn=+1.5) 1• Leeward parapet: 0.0 psf (GCpn=-1.0) i;-A tram p tom,-si�r�t i Windward roof overhangs(add to windward roof pressure): 12.4 psf(upward) MAC AL WIND UMW W Page 7 of 190 Enayat Schneider Smith Engineering JOB TITLE 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO, SHEET NO. 720-904-1234 CALCULATED BY DATE CHECKED BY DATE Seismic Loads: IBC 2012 Strength Level Fores Risk Category: I I Importance Factor(I): 1.00 Site Class: Ss(0.2 sec)= 97.50%g S1 (1.0 sec)= 42.30%g Fa= 1.110 Sms= 1.082 SDS= 0.722Design Category= D Fv= 1.577 Sm1 = 0.667 SD1 = 0.445 VHF Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type: Light Frame 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 V" System Structural Height Limit: 65 ft Actual Structural Height(hn)= 17.8 ft 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(00)= 2.5 Deflection Amplification Factor(Cd)= 4 ,Ds= 0.722 SD1 = 0.445 p=redundancy coefficient Seismic Load Effect(E)= p QE+1-0.25Ds D = p QE +I- 0.144D QE=horizontal seismic force Special Seismic Load Effect(Em)= no QE+1-0.25Ds D =2.5 QE +/- 0.144D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis Permitted Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= C-rhn..= 0.173 sec x=0.75 Tmax=CuTa= 0.243 User calculated fundamental period(T)= 0 sec Use T= 0.173 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef.(Cs)= SDs1/R= 0.111 need not exceed Cs= Shc I IRT= 0.395 but not less than Cs= 0.044Sdsl= 0.032 USE Cs= 0.111 Design Base Shear V= 0.111W t . 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 Page 8 of 190 • ,.,, , i . 1 1 ‘, .. . - . _ _ .... . • . ..., „.............—................-----..... LI ' °•J _ ---- •1 \ II LTCC.1•GC11 , COUP IITOr....GC , I 1-01 1I I J-ii•34 I 4 I J-Ii Mt.= i• 1 „...----" ----____ El ,,,, Ili Mil ill..•ffi ----- 1... „. 111111 I J-L4i. I • . •41 '; -„,1 -f4:1.,°,,c1 4, '--- milimoi 1311111111Willan ' Wil 1110602 1....-- I! • I • ' I i, l'ik, • 1 1 I IIIII re' / Ill 11-Wadimma ' ..--,- 1' ,' •., al" ' en __ _ ___ ------ L.. =11.11L211 2,....ii:D .c....) • EMIE.C.-0491 16fr•' Th j IF r•TE Odd II .6. f., ,,, r•ff I J-ii2 I I J-111 j 1 - _ :-'4 ..„,.......___L, ....____ ....... . I C WC F.MI 1 J-66. I ti L - 1 al _ N.t. , ,,,. 4.3.,„ ,,,,,,, ,,,,,,,,,, .e.,/ . 1 •,-,, U LI 4 i- ,/,\,, k, et, k I (,- ':=',, I )NJ,\ L- I it '''',4./ Ei r- i . •N__ --. , .._....••••••••••••,..•=2111111.,...••••,11•01111•11111011114.••••• MI MEI .•• •••.• -011.----iiii--,. ----- c A • A • 1 III .1 •440e:-•••••.' ila --,--- F 1 . h014113..%F.CC • I J-t. j iliZ271/4• j --- M .4-4 - 5\r4 . I I ‘AC r6 -i ) .. . . , i I __4_ _ __-__ _i_____ _ _______ _i_ . II iii -El I OM(C , .•..., 1 .9d.ICT7.`,EL . N, P.KCCL 'ir'')- , •-• =44 4V-4'1.•I 4.4K I I I g A.... - + - - --- - -- - -- --- - -- . . '",-7\e-: s• . I • . . . I I I.1-*1 I .4- 1 1 . . -F-7••=1 - - I I ei____:II • 1 . • e I I I • ............ •as. ‘... --, „. -...\VI . _1___ _ __ 13 ,--,,,,,,,...• ':' 1 I L...., 1 ....,v , t 0 I Page 9 of 190 '�;;',. 3141 Walnut Street,Suite 203A-Denver,Colorado 80205-720.904.1234•essdenver.com >>.A,.i ,, Enayat +1.►4l Schneider ff Smith y 1` _( 1 L `La i IEnn`gineenng. -7 p .�\ (k Y y 1 Shear Wall:(seismic) 1 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System <L Aspect Ratio 1 Dead Load: uplift: Holdown check: Deflection 120 +"Mod A 13.5 A 250 5026 lbs HDU11 OK 0.379 ok 1 h B 10 B 250 5288 lbs \HDU11 OK 0.446 ok C C / 0 lbs p t+ 8 N to D t- D 6/ O lbs L�S i� ,- -a, x ta .tea a."x,° ..,� E E r b. Olbs "f''f'ip4. 3 F F t't4r s' ' Olbs G ye �� G 0 lbs Lateral(plf): 471 A .'-' 0 lbs aa) Trib Width: 18.83 B f"C`-„ 0 lbs E Sheath#sides: 1 C 0 lbs a Plate Height: 14 D 0 lbs Floor Depth: 2 E 0 lbs Wind or Seismic: seismic seismic seismic seismic seismic F 0 lbs ; OSB or Gypsum: osb G 0 lbs 0Use: no A Olbs w m m h Above Open: B 0 lbs o c h Below Open: C 0 lbs o ti Total Wall Length: D 0 lbs `t Strap for FR,ax: E 0 lbs co o k Finax: F 0 lbs i check: ! • ; G 0 lbs shear: 377 plf A 0 lbs FRT adjustment: 1 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 377 plf C 0 lbs ',''''''''''' '''''ll 1 use 7/16"panel w/8d @,3" ' : D 0 lbs ''' c E O lbs F 0 lbs °' G 0 lbs A 0 lbs proportional *Shear distribution is based on the shear capacities of individual full height wall segments B 0 lbs per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E Olbs _F 0lbs G 0 lbs III • III • • -,--1 '1' 1 •.1-'-1-1. I --.I.�T 1 aR t, vry oc41 W.ImaDor,Cobr do 90205•• �oa� .vn Oo. Wmwcv r. m III It Enaye ►, Schneider iii ', ' Shear Wall:(seismic) 2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System Continuous Tiedown System j. AaPO4,A.tlo'. 1 Dead Load: uplift Holdown check: Uplift Comp Post Brg Plate Rod: Takeup: check: Deflection 120 gier.:f >Mod. A 17.5 A 165 9107 lbs HDU14 - OK 9107 lbs 8,800 lbs ^ 0.424 okto;`1ky3 i e B B 0 lbs 0 lbs 0 lbs ±45 • D D 0 lbs 0 lbs 0 lbs o D D 0 lbs 0 lbs 0 lbs I N f, E B 0 lbs O lbs O lbs a,l '�(I" o :,'I i'... E E Olbs Olba Olbs E,11��y%, G G 0Iba 0Ibs 0Ibs ,,. .., Lateral(plf): :10267 A 0 Ibs -9107 lbs 0 lbs m Tdb Width: 1 B 0 lbs 0 lbs 0 lbs 6 Sheath#aides: 2 C 0 lbs 0 lbs 0 lbs f,4�"L. ' '.. $ Plate Height 15 D O lbs 0 Ibs 0 Ibs a 4 e a Floor Depth: 2 E 0 lbs 0 lbs 0 lbs I�h�li+�l� 3 Wind or Seismic: seismic seismic seismic seismic seismic f 0 lbs 0 lbs 0 lbs OSB or Gypsum: osbG 0 lbs 0 lbs 0 lbs Use: no „, A 0 lbs 0 lbs 0 lbsPFS�i# ,`m h Above Open: B 0 lbs 0 lbs 0 lbs 1jk 1' m h Below Open: D 0 lbs 0lbs 0lbs ti Total Wall Length: D 0 lbs 0 lbs 0 lbs ' '-' Strap for F,„.,: E 0 lbs 0 lbs Olbsice'i) i. F,,,,: E 0 lbs O lbs 0 Iba °, t -0 check G 0 lbs 0lbs 0lbs A) shear: 587 plf A O lbs0 lbs 0 lbs r„ N FRT adjustment 1 1 1 1 1 B 0 lbs 0 lbs 0 lbs ` ', . Shear ad)for aspect ratio: 587 pIf & 0 lbs 0 lbs 0 lbs T'`'f e 4. 1 or 1 use 7118 panel va 8d Cg4 O 0 lbs Olbs Olbs jji *"s O B- B 0 lbs 0 Ibs 0 Iba .y r1 �` • ro F 0 lbs 0 lbs 0 lbs „f,,-1.,r.,,,.„.,yi3 r?�( O - I _ G 0 lbs 0 lbs 0 lbs E, it lI �p' O 0 lbs 0 lbs 0 lbs •Sherrdltdbeessisbreedons,.Prw,nionalcimorcapacitiesorSSadducifwtalentwail:.somas, B 0 lbs 0 lbs 0 lbs pa 000 4.5.3.4 Eruption 1 D Olbs Olbs 0 lbs -e I1. 0 Olbs Olbs Olbs �,��rtf;p. E Olbs - 0lbs 0lbsAti E 0lbs 0Ibs 0Ibs -- ; G Olbs 'Olbs Olbs ` .< 3141 Wainer Stii.,t,Suite 203A-Denver,Colorado 80205-720.904.1234-essdenver.corn Enayat $ Schneider Smith y � Engfncertng, Ina Shear Wall:(seismic) 3 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System <L Aspect Ratio 1 Dead Load: uplift: Holdown check: Deflection 120 Mod. A 10 A 165 5901 lbs HDU11 OK 0.510 ok 1 y B B Olbs , -o C C Olbs z D D Olbs -1 E E Olbs 3 F F Olbs G G Olbs ' y Lateral(plf): 197 A 0 lbs m Trib Width: 18.2 B 0 lbs oSheath#sides: 1 C 0 lbs dt� s o Plate Height: 15.84 D 0 lbs i Floor Depth: 2 E 0 lbs �4"i iii m Wind or Seismic: seismic seismic seismic seismic seismic F 0 lbs i' Ir OSB or Gypsum: osb G 0 lbs ".'.'..,§#4-'''''''''' " Use: no A 0 lbs cQ m hh Above Open: B 0 lbs CD c h Below Open: C 0 lbs } i N Total Wall Length: D 0 lbs Ib`r H i o X14 3 v ?r,-. v Strap for Finaz E 0 lbs I"41. 4?at"i ' o o F F 0lbs check: G 0 lbs ,rit,%rte .. shear: 359 plf A 0 lbs rt 1r,'"00, FRT adjustment: 1 1 1 1 1 B 0 lbs .'l'fki Shear adj for aspect ratio: 359 plf C 0 lbs ; i V,:cr 1 use 7/16"panel w/8d @ 3" D 0 lbs tri.i'lt c E 0 lbs ^ 1R,, z � m F Olbs t,yI °' G 0 lbs co A 0 lbs ,,,,,,-,4. .,„„.,.,11 'Shear distribution is based on the proportional shear capacities of individual full height wall segments B 0 lbs _ $,tai 0 per NDS 4.3.3.4 Exception 1 C 0 lbs §$+• w` P D Olbs ,' E 0 lbs ; 4tia, G 0 lbs t tl'445V- ; • 110 0 • • 3141 Walnut Street,Suite 203A•Denver,Colorado 80205•720.904.1234•essdenver.com `10.►.l i Enayat ►-i Schneider !' Smith pt dl`,. ' . Engineering, i Inc. / mpx cwY. . = J(va- o ��)Cls.\� _ «G I 10 Shear Wall:(seismic) 4 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System $L As "'gtt3 1 Dead Load: uplift: Holdown check: Deflection 120 ` A 25.5 A 290 -676 lbs none OK 0.173 ok w, t, •H 8 B 0lbs \ C C O lbs i'.a 1.1.C,'LIT D .,- D 0 lbs N., r(y.,, t•" it,..,t.A 4t`-e. E E O lbs ii .,,,,,t,,,,,,,;,,-,,,,,,,,' : F F O lbs (,, G G 0 lbsStNtiltr st' Lateral(plf): 197 - r� ti A 0 lbs j , 64 Trib Width: 11.63 B O lbs 1 ',,,',17i1+,` a Sheath#sides: 1 C 0 lbs r Plate Height 15.17 D 0lbs � >r" �- a Floor Depth: 2 E 0 lbs 4, N eY 3 Wind or Seismic: seismic seismic seismic seismic seismic F 0 lbs 'q,�r� OSB or Gypsum: osb G 0 lbs "';'`Oh (* 13 Use: no w A 0 lbs mPa CO h h Above Open: B 0 lbs c , w m h Below Open: C 0 lbs '',...-'L.7-'-'1.-...',"..04..,.. O 1= Total Wall Length: D 0 lbs ,� f�1� m Strap for Fmax: E 0 lbs 0 t°l Finax: F Olbs 4` h0?'� check: 'N1+ .0 G 0 lbs ti .4r " ', shear: 90 plf A 0 lbs FRT adjustment 1 1 1 1 1 B 0 lbs ,, , Mi2 Shear adj for aspect ratio: 90 plf C 0 lbs ?z,x040.' 1 use 7/16"panel w/Sd 6" D o @ 0 lbs r$ 4s� E O lbs 01,,,,,%,+, F O lbs m -c ' G 0 lbs R4,,,vo ?*-4,-1/. A 0 lbs t `Shear distribution is based on the proportional shear capacities of individual full height wall segments 8 0 lbs ' 4W1 < per NDS 4.3.3.4 Exception 1 C 0 lbs r 44fdu"ii� D 0 lbs 'J>ururx i4.u1 E 0 lbs 0 F 0lbsl "`t4,°1J G 0 lbs r,�i�'f " - `I 3141 Walnut Street,Suite 203A-Denver,Colorado 80205-720.904.1234-essdenver.com I,Enayat j Schneider Smith '(t ;•:: r\ c+);loci Y"X - / i'4 , I'` ,J L(-7 5 .t§ llf c/ ' 42-7 I� Shear Wall:(seismic) 5 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System <L Aspect Ratio` 1 Dead Load: uplift: Holdown check: Deflection 120 Mod. - A 14 A 940 889 lbs HTT4 OK0.369 ok1t y B 12 B 940 1453 lbs HTT4 OK 0.399 ok 1 .c C C . 0 lbs a D --- D Olbs --.1 E E Olbs try" "1't'4,"'"c,`� -t, t` c4 41l-j0' j- 'F 3 FF (g5( you k Olbs G G ''1,f L� Olbs Lateral(pit): 569 A t ct" 0 lbs m Trib Width: 13 B TiOv 0lbs , 1 a Sheath#sides: 1 C 0 lbs o Plate Height: 15 D 0 lbs a Floor Depth: 2 E 0 lbs 3 Wind or Seismic: seismic seismic seismic seismic seismic E 0 lbs OSB or Gypsum: osb G 0 lbs w Use: no A Olbs ,, m m B O lbs h Above Open: a c h Below Open: C 0 lbs o ti Total Wall Length: D 0 lbsli..) cb Strap for Finax: E 0 lbsco {fit 0 o F 0 lbs ut � Finax 1, check: G Olbs s ' ` shear: 285P If A 0 lbs ri FRT adjustment: 1 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 285 plf C 0 lbs : >'. 1 use 7/16"panel w/8d @ 4" D 0 lbs .".".74,f', �` s E O lbs 4x 4gN�, ?i,• F OIbS -„r',x, k,- a x s °' G Olbs � �^4;',-.4- co � ,rrtfi,a1 � A O lbs "Shear distribution is based on the proportional shear capacities of individual full height wall segments B 0 lbs x per NDS 4.3.3.4 Exception 1 C 0 lbs ar d D 0 lbs , . E O lbs y x F O lbs sr ” ; G Olbs „' � . t III 0 III 11 0 ,., ' 0 • '_ _._l � :!.�,, 3141 Walnut Street,Suite 203A•Denver,Colorado 80205-720.904.1234•essdenver.com Enayat ;•-r Schneider '` :" Smith ,,i ,,; Engineering, ��k 6,,,.(), z J\ ,c 05 P1C')( .k.9<=6 -':a_) , 111-3 4 I� Shear Wall:(seismic) 6 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System <1_ Aspect Ratio, 1 Dead Load: uplift: Holdown check: Deflection 120 Mod. A 12.5 A 1230 8335 lbs HDU14 OK 0.516 B B O lbs .c C C Olbs u'5 --1 . —'.# * 2n e , , , ce D �ti ��`6 �y>)/T loolS D Olbs F �(� �26 (r�sl( -�� 7zl 1 b E Olbs 1 F Olbs G _ G 0 lbs y Lateral(plf): 1,0065 A 0 lbs Trib Width: 1 B 0 lbs "� r Q Sheath#sides: 2 C 0 lbs a Plate Height: 14.08 D 0 lbs Floor Depth: 2 E 0 lbs 3 Wind or Seismic: seismic seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb G 0 lbs w Use: no A Olbs ,a h Above Open: B 0 lbs , c h Below Open: C 0 lbs o F` Total Wall Length: D 0 lbs � a) Strap for Fr„„„: E 0 lbs Finax F OIbS check: G 0 lbs shear: 805 plf A 0 lbs FRT adjustment: 1 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 805 plf C 0 lbs a 1 use 7116"panel w/8d @ 3" D 0 lbs lc E O lbs 6 F O lbs m G 0 lbs h A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height wall segments B 0 lbs per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs r :Y G 0 lbs A � , 3141 Walnut Stn,et,Suite 203A•Denver,Colorado 80205-720.904.1234-essdenver-com Enayat 11.-_ 1 Schneider 1 !Smith y` _,, ` -2_.- `` •I Inc.Engineering, .- (�-,Z f'- )\j 7'1.- - 4,-1-1IL. Shear Wall:(seismic) 7 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System <I_ Aspect Ratio • 1 Dead Load: uplift: Holdown check: Deflection 120 =.Mod A 15.5 A 995 116 lbs HTT4 OK 0.268ok 1 y B 8 Olbs ,7 0 C C 0 lbs f zl lo . 114 j-i‘, i-�=t.z'-t - °c D N- D Olbs 1 t a) —f E E 0 lbs �� , 3 F F Olbs { " s G G Olbs Lateral(plf): 286 A 0 lbs h Trib Width: 18 B 0 lbs ,' m ai Sheath#sides: 1 C 0 lbs Plate Height: 12.28 D 0 lbs Floor Depth: 2 E 0 lbs , G Wind or Seismic: seismic seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb G 0 lbs Use: no A Olbs m `m h Above Open: B 0 lbs Cr) m h Below Open: C 0 lbs o Total Wall Length: D 0 lbs Strap for Fm : E 0 lbs CO tL Fina,: F Olbs check: G 0 lbs shear: 332 plf A 0 lbs FRT adjustment: 1 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 332 plf C 0 lbs 1 use 7/1p"panel w/8d,@ 3" D 0 lbs c.oE 0 lbs s w F O lbs G 0 lbs A 0lbs `Shear distribution is based on the proportional shear capacities of individual full height wall segments B 0 lbs per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs , G 0 lbs 0 • III 411, I l ? T ! 0 -•••T•...,,........:�.�'• `' 3141 Walnut Street,Suite 203A-Denver,Colorado 80205-720.904,1234-essdenver.corn Enayat h►.i Schneider „e'•- Smith T'i 'Engineenng lna U\/1 x �v"� _ .: yi \ \ISS e )( -4,S .r.4- )-7 4 4 )6 Shear Wall:(seismic) 8 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Hoiddown System <L Aspect Ratio 1 Dead Load: uplift: Holdown check: Deflection 120 Mod. A 16 A 675 -1187 lbs none OK 0.213 ok 1 u) B B Olbs C C Olbs r1° vAc\,,ar1 . m D 0 lbs N E 0 lbs o ,. ! fJ '. i, r.7.., _ , 3 F F Olbs G G O lbs h Lateral(plf): 286 A 0 lbs a Trib Width: 8.67 B 0 lbs a Sheath#sides: 1 C 0 lbs Plate Height: 11.25 D 0 lbs wr '"I'"-`./ e1.'4-�-� s a Floor Depth: 2 E 0 lbs �i Wind or Seismic: seismic seismic seismic seismic seismic F 0 lbs r OSB or Gypsum: osb G 0 lbs 520 Use: no A Olbs Cam ,a h Above Open: B 0 lbs ch Below Open: C 0 lbs o ti Total Wall Length: D 0 lbs � Strap for Fmax: E 0 lbs to L Finax: F Olbs check: G 0 lbs shear: 155 plf A 0 lbs - FRT adjustment: 1 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 155 plf C 0 lbs 1 use 7/16”panel w/8d @ 6" D 0 lbs E Olbs 3ji41s a F O lbs t a -c I G 0 lbs A O lbs -Shear distribution is based on the proportional shear capacities of individual full height wall segments .B 0 lbs per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F 0 lbs G 0 lbs PROJECT 3141 Walnut Street,Suite 203A t;nayat ® Denver,Colorado 80205 PROJECT# 31`Schneider [12019041234 Smith ,1� DATE PAGE Engineering, Inc. .... ' o(1- _ Pjt.CAT') Foos tN aS f3i . Wvtl� (3otA f"%t (Lies 140( S(y iT1�t--1 O �rJTJ UN f � roS Fooi,rl�, ►S LA'f Lov.C) levvviE Cycle 4( �. _ �.--004. .)..( --3 Ft.)(t,...5..c4.)..z °loo. C j/l c.)4 c l'T (o (0)0 s b uc o" c P'-) c4)4 L$`' 64/0)(-3 4. 1 o f:Fe. wt;I(,(4 ? 4't) FooT rr`► s -31. 0 u , 0 1, K 61-Iti4 ' (($• d)(E5a e (1 -4)(3 4) -$V 61Z t 1 0" 1 n �'`4 a x o C a .1 'F'I 4--c+- ( c Nt-1,) s -2.1p, (4a j '.P�, , j"..`x 1r L'� to• C1'io fc.0 (C(4-)(S4)(1.s474 t "5-4)S 61 0 1, 1-o' (o,(,)(( t,tIJ (t 4)4( (t-)(I, c1,) (,4$0 16 -4'-L" ti.)} >4o' t�" ' (�,1,)(14o v6(1.5 cl- (- Sc )(�� c '); 115 111 ?r.tma a.7',-6" * ' �" r'.o•G) t�A 07C)1(7.64). 7•S''c1"r(?(,+) = Int 4S Iia q' 6"k4'.i" x 0`4{ ` -(e.C) (Ic' 05)(4 cti)(4cc4 3C,)r1513IL (i.1,) 654 � � +�(� c‘)€1--4 > .5 R-).o 14 • 0 0 O • CHECKED 0?: DAEE: Rage 18 pf 100 PROJECT ..... .... 3141 Walnut Street Suite 203A Omer,Colorado 00205 PROJECT it BY • Enayat Schneider :1/4 Smith 172010011234 PAR Engineering, Inc. 66LIA (z. i)P-A -t(L.AL<A T ,(04.,v4I )00 P 1-) LAT RALo, LipAbL dill (1.`jit ) tAsE )10 el,k h.. _ -00,x1.- .1. AQ,. 0_10( AL0,06. L DitA9{-W t-wv‘ tit 6(LA4, 7.. Loco7",0 i3L0014t-lc-- S -rr Y7-67 INIL) 1.2_1.,.3,„f I-C 4o. ,) 11-S qiC T 0; (2-A 0 F-L- ,2 )( ls ti c t uts oto 1,1"-(4.0 14. \XL c3.,$) 7 g v,..sZ1 Q0( 17_1 114 \• cotsw NAL‘ 0C44.114 " - 173 Lo (.14,to \i-"s1;-rwc -n/ A Ci3 f-ak P 00'0 u,(A Q-A/Lc4 0..61,16. Li 6--11A or plot 1-0-A ilt-04.04; \10 = tLpLIi-iLotAb _, ,„ v,,,(,,,,, 4/0 <L.4t,,,,)v2.6?.‘q, 15 z erc sAAAu Fp 4 Li- 7141 4_ +411- 'tS5 • 1017:0 5T-{INN? fof2--&E,' t (.114 ).(-43.6-t Yig• f4/1))(21-3.1.'EL) 1%9-7, Pit- 7690 ( 7LScr- i.& r'• 04 9 IL .0.10A Pk.Lk4•••F 14) — r3Lbc,k-it46.," F30:1A,C -) vit•O <70\ r L°Ay 014s, 1,4,1-ca pt,L, t,00,1-3 ,k.1„1!) 4) jt4 & 44tf+ -1-0TA ••••\'(44 ro(21., 411 al )(3'7•16"44-) 4'3+1 t A , 51444)f' 43 ttl.- \ So.6 7.:*? U1,,K !NIA,1 CAI 0 11, ("Z,1, iIA (41 ) • CHECKED BY: Page 19 of 190 DATE. . . PROJECT 41 3141 Walnut Street,Suite 203A EnayatDenver,Colarada 80205 PROJECT// BY • Schneider (12019041234 Smith y1` DATE PAGE Engineering, Inc. toN0et-rto 3 AI" ipr 14r.vt 1avf1xt,. (,1APf'rL1*N oStwg5So./4 41.00 i (A $ Itb (lb 7 1,6') C.toP> C,lT ( a cr.„ viNe-,\14 13p6.T tern lb) j,(,) Z Ioho Ib tpir4 TWi3lar,�Z,F sec,t(,. �r � S &i.S re 11 s (:•8k �� _� USC.. let Yv1 k, '�77 €f� O 4Q,/,,014 oF` tAd 7. in+A ....etc �' =� (AS 30`I w►i�e1C, 5tT 1 5 e,\I-106, o f ✓' l3 j„4'1 /5 sl f I c ' I,1*r -Pt kig I9" 1Aaku <(>f4l,106 QF 'AT; w 736 tE� I.�S `� uSE r' " 4�t4t70cs S p e L 1,) iR „F 1A R , "4°. 11'/ bit els ' 2 o z-Ft- t4 t. C 6160 It El° /7, rC,C? 7 4 z� X13t 4$ V�i1 S Girl pE' IQ j = Iq.4n 'YIP ,1 4 BL< .17 IAS . 4 q> 1, ,tAk',1 50S11/40t3 \Jf zz3c �k 121 '70,43 C ` •4k =1 =7 vg4,4N x , S P,�LI Ir'C:l o F 14-3� j ( , 54006, caF t 1 40 ►Ir/4'6s 3,cs r=" 1,1.sti 4s '4 1vs y, vZ S P0410cr yoc35 b�S I�.. dos �� P•gt, Pt- -! 1.Aq. 11". ..� slt'-Cv of 1ak6f405 eLp in<k 15 " ,rA,,k, ....... L 1 8 6.�1.s...11/4'/-5 1.. V 2 09 4 ;,--2 59 '1Naa, of J�35 J Ib..� 3 p. t wS� w 1 . s 4 <>Ol4,11,1di dr vtei . Iato 1b771z elf t 3,13 44 €7 Sr~ fibo; 5 '06 plA c1 N'e. 0c 0 3 c a btt C 7/1SiC PI,C z• 4.ks f1- _} IA fig,, 4J tAk S( C.ic of AU ' �o4d /1s$ etc e4,7f C4 c (ASTL 4$" wti 0, O • GOM ,-r{ r,F ,(�,, D1�, y>rl+-1.ow o`'C E ('�,tzP. '(o 6,0...o,h1) : ('i`do I�) i.L) 1, ��?6 16u 0.1 E Gk vA0.mo(I'4 oF 64- `A-1'-01."t'!� s1Ca CHECKED DY: e Ytt' 4)(0 6) z 1`3(, Ptd BAIL � �6, Fields Multifamily ESS NO.: 17154 • Header and Beam Design S i Page 21 of 190 • 14/._ �.. _ . ..mss .r r il _ • d ' i) /' _ , 1 s `i • i (244 t (Zl�to Rall f,3,e m' — §, .d i _ — — —. ;r 57 t I —; 0 —_ i -- �--i. ? P i TN'i- ., IL r. 0 .1 It Tti , I ' 1 it 11 ci [ ,t. , 3 I 1- - t34 E • Page 22 of 190 • . •. . , 0 --y -_ „ . 1 .i . 1 . , . f ii ii {— gt,,r0VIVIVEO./Anfirr.r.omagrAwn,I.CA .=_.:=__-:a mem. An V=:=11,0•7,2 KW"wap,a ,r,===-----=:1 — i 1 1:: !: 1 *I-. 1.111111111111 0. 1 : 1 I 11 I 1 1 I P O' b i. I. II n 11611.011iiiiMMINNINI I 1, '7 l' IMEMIIIIM . , l'I _ IUII . . , 1 0 iiiMIJ 1 11 1. ,, Fl .,•• • 4 - IMMENIIIIIIull - ! .. • • . .-,r-• ri------1 1: 1 0 i PAIN 111. IIIIIII! -', IMIIIIIIMIIII=11.=IMI 11 , 11 11 -,- -II I 1 ,f H-11 II I-1 —III! ro ' p . ;==.TZ. ., . .-. ..... ....=I 10 C..........===.....=.= :=U. \ 11 1 '-- —••• — — 1 ,,, . 11 1 /I I[ v' •-4 •• 0 -- ! le I 1 1 13111 I I I i 1 . • 1 I! OMNI 1 i I • I I ' I 1 — 1:i Pi •__ ..._ __. I 11,1 , oimmilmalm''' I - ,., -, 0 0 - - - - - 1 100= II v II „ 0 IL . , 0 , . . ! .t , Il ... / --1.i . . . ,, 11 ag IL I' _ _...... ,. , It ; 11 il . ---, , . 1 : I".4' AV Age 4,7 AV .1,97,47 ,t07.0SW .0' AKe A' AO,-, _ i_ • I _._JH _ .._. s)VC Page 23 of 190 I ' PROJECT Vir.ill' A etigi-04 143141 Walnut Street,Suite 203A 17o.. Deliver,Colorado 80205 PROJECT# \')1 < By v\A t..•13 0 Enayat Schneider A"' Smith V 1 OM 9041234 BATE Engineering, Inc. / 10%4k-011'1G' -') ' 6l. kilRoVSE r 01 l'i v)''‘.--ii 0 o o il 1-1 %,4i i:l.tif ri ri s t A t- _,__ _____ _ _ __.., _ _ ..... . __—_..,,_. ...._4., • - •. •_.,- - 12 14\ 1 L : t. f,L • (-1•A ,ea) L 1 •1- "2--G1 r4) , ) ch. a 1 -- p- :lei•ZS 0 r - 4 1 i op -rp.)01 --• it) = == m , „„ •,- .(2-‹ p s.-V )Ci C4-17-)th-IL cl:A 66i. 1p- cl, ILI k)6, t CO 2sLc 1 Is = H_.",•,,_4 t---- () , o D 1.. rif • 11,, '? ITs,/,,,„ % (I) 2x4. is,‘,,,myi - ' . • ( +i,)(tH,/ 4115 ) 1 V37- 16- S'4 t iorA(7., s (,+ 1-6-) 1.4) - 7,g4 f4 (/) ttt7yiei (I fg•(:)Czt .C411-41.1,) f.1) : -Prz dc ,), — III 7_ R.c,00---rop-i ! ,; • ie--t- IA. r,((lw, NG, 0 0 L ( eip ,(rsC)(7-(,, -Ctii,4 11-1'-i C1-1- 1 -7 g 4 14 Z /4) -2,x ow. Df 14,'2, 0 C (24 001 0-4 *I it. + et-f ) Cz • 13/4 /Ii '. 6,01 ' 1.2.i0 LIThioi-) ' '31-1-q 1 -- tr'o4vvv = /lb 24 Yv\\,),Ips) - t'') (4)(1.0 4/3 )0„-aS -4-41/8). 7:7 s 1 ( - (4 vi 4 -L' C21") Ls n' - o - I-) , t GI e“)(..2- 1 4- 7-0 el A,-)-. = .7 6 1- p 1,c (-2-) (-34">, i C . 1 AO 0,-e-- S 1 (a 0 1(ii, 911, p.c.,Ao.cvdo . 7.4. 0 111 --rp vi, CO 2 x.'6 PA„ii,,,,,, '• t30 f i t.') ( I r4/.0t16.), C le/g) -i-' -44.1-1 IL 44 y i f-t(ei r (7... ) 2,„>, 8 f , _... Dt- (,(4, e0) () (4 i- -/-'4:1 ("0 1$4 014, --i t:&.). qiif' /IA.c.) °Q- ),. 41-1._ ei.c (7,) 1-5/ey I4P (1 . k) __ I? 0 41°\0 r-.) 7••• ';z1 ,1 n 11 ._, (1t./s 0 0 _ 1 _ L IL', T ' , , (.. c, 02)(rV3-3. /./7, 4' "C C'i ) ' 0 5 5 elf- (-s-) FL/2 m5').-?, (IA 600.-11-1vs,cA.e. . (Ls t-z vg!c)(k-7,-,,-- -117, 4 g.'s. 44 )/ 429 et,As You 1-1-),\-3/t")(7'It'l 41AF.) If-i,t-,")" u ' " - C 7-313 (Y 1,\ 1.?-0- 500A CHECXEDBY: \AAvslwa\:) c;.k.k-r-E_.‘9- IA rti(3) ' (3.?ecl:) (t.s 1 4-4-k)br *4-''''/f3) ' = 1 i--r-Oad424f ipt9 - v., , Li) -2-)i L DATE: 141 r-4, 3 Li') 2'i' PROJECT F 1 E.1-�5 tl Phi RI tn,,r4Ne S 41 3141 Walnut Street,Suite 203A v Denver,Colorado 00205 PROJECT# 11I Si BY W02Schneider Enayat ! [120]904-1234 Smith y' DATE I-18 `t B PAGE 2 • Engineering, Inc. PlAkp toe, ,, 7 et4, i4v,<f - w11,41.) 0/ 000 Np- L:MIAD f 1.35: >u 60,N TcNlit D N4I A IL. s t -4;'11`- P1-= 4;:I1"1,1.= (.c e-a$(`7 X) " -)-* `" It) ; g s`4 `i 1 (t" , 5 k_t ,I.q Z-0:w", 0,6. St, • -. S ()c4 )to --tac9... -A 8 < 'NI ; O2` pI ('.I /h`{ y -7 it' (lh d,o)T, z N�� l2ro/i-T,nr..1 ` 920 e. l� �r Vot'd t/3 04I,04w4s• tipT � � ,op. jAw -4) : . :(1r3 .s )( 6.51 /v - 6.4.3 /11(11tl/90) -, 293`- Ike..rt •• :.t 7 yjN(., - C20 (3/1,"x, c 1/,y" IA E) O(e* "+)4, NA`. 01.1 L = a'-, %" PL.' s`) c4 )(2 "12' 43.1114) . '78 I l* (1.), I-4,/Q,, kI�,`°(t•AS) p(z. 1 SL ?..1- p n 's �/ 'r•r.6 r1 ) ',.i 4 > -0/ t, x t IZyitT",i .•) z ` i 30 Ib , 1`g,�,,,-, % 2) 2k 6 NtA w.a.ta " 43 P f ) 09'1:7(VT)(1t.1- 2/ ) .611411,41 ) -i to G, ' d1) z"g 2t/11 \,. .L IIS'- 0 pt= it, P vs.( )(1,6 v/L -k 6,,---is C4-) z• 4-) z• c '6;$ eik 3$ "/4"3, w / '1A wJ ,. . - - ,'1 tt. • CzC P(c)( b 1•A 4 6.7S (1) 444 t, Lc 1241,12-tet,, a ' -) 213 Ib TR+w,` ( 1f`i".„a, C4'k-t-c• •t2- 111 JS-,i ) (3,0 ';t•:'� (9.`I S Fl/-2,, 1-4,09- 11I��g)= '3C 25 IIS•-c 1416- 2 T3 K , O (z-FA 10 : f1 7 `ivy' I-L= ei so vs, 7, `E°/-L-1-4 s C1) 61 os P►- CO. E-3/4-"), (e (I 1t- St_ (IC p“ )(it 4/-vi 6,`)4 4) 4q1- 101:(' 5 R 4 L T,t,tJ = h 5 2.) it yv w..101) L i wr I'-t o 0.vv ) .:-(' (3'0 est') 01.7 3 4/ti. 11,-, 1 441)(I t. 541t/g) t ei s 4.11,-4 — 1'--11111 L. 51-g,'/,,.” 00 6 c o t t- = asp e;4" 0-4 f+ -1, is .fit.) 1 `1qpI ' It1)l3/2% X41 (i.. rJ 4 1l.Ct- (-T10 / 721 . ii• 1 I too lota1"i%a'i, ii cz, t /0tiO4 ,c Qs` )(`isi$c4 -'')l I4-.03 f1-v/'P,) i 1,:61 I- 1b - 4 DI. : (Cr3 fit) ( 4 S.I? cr:) Y 1 q E,I 0) 13/4" y IA"().1E) . < IL , 17 S �,j . )(.1 -c-I• I S,I y 1) IS-5 e IC ✓t LT foto • ` 4 53/3 1 wlwl) Owl-v. s\0f IPAA6) (3 v psf)((I4,.Sagi'l'/ 1713-F).,.)(14.08 ft.%) '1`3 .100—kt. _., -� S .E. Li( foe- (oST. j4 T; INt 1p...1aV� v0v 3 O ,2111; k.= • • PROJECT 515l,r,S Af.Pliz.TfrANT 3141 NMI Street,Suite 203A Denver,Colorado 00205 PROJECT II 6 I BY 1"1"-"3 Enayat Schneider Smith yl [120]9041234 BATE 19 PAGE 3 Engineering, inc. kt•I k — IAA t'\"'"A '''VQ\ 14,2i,,°_,V_IPASki!V-441)5 1-D5..sigo ,k.ivkED 1)1160 L,04-C)04,4, 114 t23141-1,) ' II (7) INg Of t Le erc)1:1/' 11/,,,, 6'. 4'4/72) S ) W \,4 \01-1t 11. - Li) DF otwrill)(1,-.0647-/g) : ILf4 L /*tk o , S5VmA VNE"fi oil .1!1 (1.).. .. 'SL 0 TNot-) - 5 t2 12,1-1-z * (7-141(,- Lc t' 'L i) t.2. )L ' • 4,40 . - 10 b ‘. L (.k4 0 A> (1)1 IT-4; bt_.• d+ tt2. F.,6A 3-2 \Th p- , It I- (3 , 0 D t,z DE cL0 •, 407 tI „ E F-446 * IND\e--A-TE -1,e,-.A*40ty% 1,1 vtp,,;4“ R, wri.0 -r) i-r p -c- F-7IHEc.of ks) Isfts LIeLT (-HE t 0 2-0N -3 014 ' s-r vi-vr kAft.,vis" t Ds 6r) — ( •L) 641 7./ .1? va LI 1.1> vAX-2, 41/t)= IL 2.• .,- (r N o ,.H t. -3/ \c,:k 141,1" CHECKED EIY:USX 01- : • • 5;4;1 Q5 rt- P4906*IP DATE: PROJECT . li 440,,, 3141 Waluul Street,Suite 203A EnayatiDeriver,Colorado 80205 PROJECT H BY ® [1201904.1234 • Schneider :- Smith yl DATE PAGE Engineering, Inc. N (co s �.0 b.. VI.k V2,1' 9- Y I I17 I F Si ds"� 2�.f'„ Nii -bc- CSS.. ver'\ St_ f- (z4 4S,c' 1-b 1-/i, k- 1r�,6, /til , C4;;1 f,) G ) 1.' II Sp k f 1-+ -c k 1 .A(11 N6 00 ^cP r'1<v`-'1 ` t7, A t4(11°`:i iv) ; "i-`L + PS, OV.... 1'6 13IA0- Ao o C5 *.o.c:,)( ,:s) Tor 'PLIA-r F,_ 1-C-- ,1.= 21' : o st' t�,r 1 t`t.1�..i-1/ 10o I� '�o X 2 �S [ F 6., LIA.1r�W1 4 t s ( s j,: l 1cd'6'I C.V� t,�.,� ...kV t 4 ,9 Lq k L } I s +11. 1 (foo.Ib( (K p IP.Go At 0�) �.1k��I� f�v�-�-,mac, o� -�Qr ;t,w��F:,...:...C.m ll � r .�� .�i T k.Il S ;,/ ) ( .S ‘) To Q 'o'1T F t. C 1 ep<'' Loi"' (7 ' c t6/a(oVL )3ALIL-SPIr4 to 1 7 1` 1-&J - (')L' (Sb• �iV.)(2-C4 ) a I°P PIC : t.3/4" r Til:' ,Vl <L (z-s T=A;)(I c' ) c° c1C . • o 0,,, 1 0 vvic (2, )cF ,g._ j 0 J;.Lk.� PO r4 t. 2 4'' � ..e. 1,..s Tq3 vi vt. L = 2'.+" 0) CSS S 1`: C C1-. t 1?‘" (..fa F '1., } 133 � LFfr L✓A�' r, c,vil. , z.1.21.14t �_ IL 3� 9._ I(; Q , ,1111 f ..i ; l. • SA S�) ( C7-7 F It:4. ) 'r 25: P1 j_M ak4.0 i SL= (ac �0,0( $ 9t ( i7. + 14) 1�.s I+ ,Ax IZGv Ctat.t i <.z'3t 1& CsZ14.1%i4. O -1,t4 i �I? L4il� ro...ry �4 ,(�,��T ��rarlt€��F�, �� _ zA.bz � L 117 Z � i, Dt,, 2,51,. fq 'i 14.3 1,,t,v iit i SL ' -2,$' kr 1 ►A c jLCt{4c741.0t''- x 63,gc it ( vut4.E) c J/CEF1' Gw YNLi:vEtZ'rz.t?f+ L r 1;gs -F.I L' R•4p f.- 14, s -a� :< fz L Q (f� s C/ 3.+ I 2— '5 PL P ` •1 _ P i5 Y I l 'S L t (Z- �4Q ( 4. t V4) : 1 0r. w1,0 Rovio,ov1 - 4, 4- ($ ev1I,)/' O 136 ..,c.L. ?°,1,7- -F Ly ►; 6 j_k sc1LE vEJ4- - 2,.1� ). • t,.. • 1,0' `tx. �' CHECKED BY: An,><,,, V L1 D1-4 % ?.S i. iSFtJ,f-c) DATE: 1 Wood Beam File=E:IProjects12017117154(Fields Apartments-Otak)1Calculations\Building 3-Chultwuse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH1-header over 3'-0"wide exterior door CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination i BC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.184)S(0.092) ''-', ° o a ° 2-2x6 Span=3.0 ft ill Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.1840, S=0.0920, Tributary Width=1.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.184E 1 Maximum Shear Stress Ratio = 0.127 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 246.35psi fv:Actual = 26.37 psi FB:Allowable = 1,339.10psi Fv:Allowable = 207.00P si Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 14205>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.008 in Ratio= 4735>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb F'b . V Iv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.157 0.109 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.21 164.23 1049.15 0.19 17.58 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.141 0.098 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.21 164.23 1165.22 0.19 17.58 180.00 ii" +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.113 0.078 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.21 164.23 1454.89 0.19 17.58 225.00 D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.184 0.127 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.31 246.35 1339.10 0.29 26.37 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.113 0.078 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.21 164.23 1454.89 0.19 17.58 225.00 Page 28 of 190 File=E:IProjects12017117154(Fields Apartments-Otak)ICalculations\Building 3-Clubhouse\Fields Clubhouse.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1-header over 3'-0"wide exterior door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V Iv F'v +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.169 0.117 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.28 225.82 1339.10 0.27 24.18 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.088 0.061 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.21 164.23 1859.20 0.19 17.58 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.088 0.061 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.21 164.23 1859.20 0.19 17.58 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.088 0.061 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.21 164.23 1859.20 0.19 17.58 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.121 0.084 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.28 225.82 1859.20 0.27 24.18 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.121 0.084 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.28 225.82 1859.20 0.27 24.18 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.053 0.037 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.12 98.54 1859.20 0.12 10.55 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.053 0.037 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.12 98.54 1859.20 0.12 10.55 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.0076 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.414 0.414 Overall MINimum 0.138 0.138 III +D+H 0.276 0.276 +D+L+H 0.276 0.276 +D+Lr+H 0.276 0.276 +D+S+H 0.414 0.414 +D+0.750Lr+0.750L+H 0.276 0.276 +D+0.750L+0.750S+H 0.380 0.380 +D+0.60W+H 0.276 0.276 +D+0.70E+H 0.276 0.276 +D+0.750Lr+0.750L+0.450W+H 0.276 0.276 +D+0.750L+0.750S+0.450W+H 0.380 0.380 +D+0.750L+0.750S+0.5250E+H 0.380 0.380 +0.600+0.60W+0.60H 0.166 0.166 +0.600+0.70E+0.60H 0.166 0.166 D Only 0.276 0.276 Lr Only L Only S Only 0.138 0.138 W Only E Only H Only • Page 29 of 190 Wood Col u rn n File=E:1Projects12017117154(Fields Apartments-Otak)1Calculaions\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13.560 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10 lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi Fc-PM 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=13.560 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:24.239 lbs*Dead Load Factor • DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1088 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination D Only Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.4382 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 488.424 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension Load Combination +0.600 Location of max.above base 13.560 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.365 0.1088 PASS 0.0 ft 0.0 PASS 13.560 ft +0.60D 1.600 0.217 0.06176 PASS 0.0 ft 0.0 PASS 13.560 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.438 +0.60D 0.263 • Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft Page 30 of 190 Wood c 0•U Ill n File=E:IProjects12017117154(Fields Apartments-Otak}\Calculations\Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 jamb-gravity Sketches X 0 ori 1 v 2x6 1 1.50 in • • Page 31 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-otak)1Calculatlons\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13.560 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Area 8.25 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 1.547 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=13.560 ft,K=1.0 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. • Column self weight included:24.239 lbs*Dead Load Factor BENDING LOADS. . . Moment acting about X-X axis,W=0.8620 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2189 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.06357 k Bottom along Y-Y 0.06357 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.826 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.06715 in at 4.004 ft above base Applied Axial 0.02424 k for load combination: W Only Applied Mx -0.2569 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 516.05 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02408 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 13.560 ft Applied Design Shear 6.935 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.365 D.006015 PASS 0.0 ft 0.0 PASS 13.560 ft +D+0.60W 1.600 0.217 0.2189 PASS 6.826 ft 0.02408 PASS 13.560 ft +D+0.450W 1.600 0.217 0.1642 PASS 6.735 ft 0.01806 PASS 13.560 ft +0.60D+0.60W 1.600 0.217 0.2184 PASS 6.826 ft 0.02408 PASS 13.560 ft +0.60D 1.600 0.217 D.003416 PASS 0.0 ft 0.0 PASS 13.560 ft Maximum Reactions Note: Only non-zero reactions are listed. 4110X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base Top @Base Top @ Base @ Base @ Top @ Base @ Top D Only 0.024 +D+0.60W 0.038 -0.038 0.024 Page 32 of 190 Wood Column File=E:Projects12017117154(Fields Aparuments-Otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RI-11 jamb-lateral Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments I Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.029 -0.029 0.024 +0.60D+0.60W 0.038 -0.038 0.015 +0.60D 0.015 W Only 0.064 -0.064 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.040 in 4.004 ft +D+0.450W 0.0000 in 0.000 ft 0.030 in 4.004 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.040 in 4.004 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.067 in 4.004 ft Sketches X 0 iri ,,,,, § 111 i. :_, t i , v 2x6 I 1.50 in I III Page 33 of 190 Wood Beam File=E:1Projects12017117154(Fields Apartments-Otak)\Calculatons\Buikdng 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH2-header over 6'-0"wide exterior door CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.184)S(0.092) t b 8 b o X rat 2-2x6 )40;11 Span=6.0ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.1840, S=0.0920, Tributary Width=1.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.739 1 Maximum Shear Stress Ratio = 0.311 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 985.39psi fv:Actual = 64.28psi psi :Allowable = 1,333.12psi Fv:Allowable = 207.00 Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 1775>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.122 in Ratio= 591 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.628 0.265 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.83 656.93 1045.67 0.47 42.86 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.566 0.238 1.00 1.300 1.00 1.00 1.00 1.00 0.99 0.83 656.93 1160.83 0.47 42.86 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1) Length=6.0 ft 1 0.454 0.190 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.83 656.93 1447.66 0.47 42.86 225.00 D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.739 0.311 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.24 985.39 1333.12 0.71 64.28 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.454 0.190 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.83 656.93 1447.66 0.47 42.86 225.00 Page 34 of 190 File=E:Projects12017117154(Fields Apartments-Otak)ICalculations\Building 3-ClubhouselFields Clubhouse.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH2-header over 6'-0"wide exterior door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.678 0.285 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.14 903.27 1333.12 0.65 58.93 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.356 0.149 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.83 656.93 1846.41 0.47 42.86 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.356 0.149 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.83 656.93 1846.41 0.47 42.86 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.356 0.149 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.83 656.93 1846.41 0.47 42.86 288.00 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.489 0.205 1.60 1.300 1.00 1.00 1.00 1.00 0.99 1.14 903.27 1846.41 0.65 58.93 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.489 0.205 1.60 1.300 1.00 1.00 1.00 1.00 0.99 1.14 903.27 1846.41 0.65 58.93 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.213 0.089 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.50 394.16 1846.41 0.28 25.71 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.213 0.089 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.50 394.16 1846.41 0.28 25.71 288.00 Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1216 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.828 0.828 Overall MINimum 0.276 0.276 III +D+H 0.552 0.552 +D+L+H 0.552 0.552 +D+Lr+H 0.552 0.552 +D+S+H 0.828 0.828 +D+0.750Lr+0.750L+H 0.552 0.552 +D+0.750L+0.750S+H 0.759 0.759 +D+0.60W+H 0.552 0.552 +D+0.70E+H 0.552 0.552 +D+0.750Lr+0.750L+0.450W+H 0.552 0.552 +D+0.750L+0.750S+0.450W+H 0.759 0.759 +D+0.750L+0.7505+0.5250E+H 0.759 0.759 +0.60D+0.60W+0.60H 0.331 0.331 +0.60D+0.70E+0.60H 0.331 0.331 D Only 0.552 0.552 Lr Only L Only S Only 0.276 0.276 W Only E Only H Only III Page 35 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH2 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13.560 ft Wood Member Type Sawn Wood Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors Wood GradepecNo.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 si Fv 180.0 si Area 8.25 in^2 Cf or Cv for Compression 1.10 p p Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 1.547 in^4 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=13.560 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:24.239 lbs*Dead Load Factor AXIAL LOADS. . . RH2 reaction:Axial Load at 13.560 ft, D=0.5520, S=0.2760 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2055: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.8522 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 502.73 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension Load Combination +0.600 Location of max.above base 13.560 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.365 0.1430 PASS 0.0 ft 0.0 PASS 13.560 ft +D+S 1.150 0.294 0.2055 PASS 0.0 ft 0.0 PASS 13.560 ft +D+0.750S 1.150 0.294 0.1888 PASS 0.0 ft 0.0 PASS 13.560 ft +0.60D 1.600 0.217 0.08121 PASS 0.0 ft 0.0 PASS 13.560 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments • Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.576 +D+S 0.852 +D+0.750S 0.783 Page 36 of 190 Wood Column File=E:\Projects12017\17154(Fields Apartments-Otak)\Calcula6ons\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH2 jamb-gravity Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.346 S Only 0.276 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7505 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Ag I tii `. o 1kii 4,1-a-1 Lt) I III,1, ,,,,i, 1 f 2x6 1.50 in ID Page 37 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH2 jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.670 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10 Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 31.20 pcf Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.670 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:20.860 lbs*Dead Load Factor BENDING LOADS. . . Moment acting about X-X axis,W=1.532 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3883 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.1313 k Bottom along Y-Y 0.1313 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.874 ft. Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.08812 in at 3.368 ft above base Applied Axial 0.02086 k for load combination: W Only Applied Mx -0.4565 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 680.73 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04973:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 11.670 ft Applied Design Shear 14.321 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.468 0.004043 PASS 0.0 ft 0.0 PASS 11.670 ft +D+0.60W 1.600 0.287 0.3883 PASS 5.874 ft 0.04973 PASS 11.670 ft +D+0.450W 1.600 0.287 0.2912 PASS 5.796 ft 0.03730 PASS 11.670 ft +0.60D+0.60W 1.600 0.287 0.3878 PASS 5.874 ft 0.04973 PASS 11.670 ft +0.60D 1.600 0.287 0.002229 PASS 0.0 ft 0.0 PASS 11.670 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.021 +D+0.60W 0.079 -0.079 0.021 Page 38 of 190 File=E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Building 3-ClubhouselFields Clubhouse.ec6 W00 ColumnENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH2 jamb-lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top 0 Base 0 Base @ Top @ Base 0 Top +0+0.450W 0.059 -0.059 0.021 +0.60D+0.60W 0.079 -0.079 0.013 +0.60D 0.013 W Only 0.131 -0.131 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.053 in 3.368 ft +0+0.450W 0.0000 in 0.000 ft 0.040 in 3.368 ft +0.600+0.60W 0.0000 in 0,000 ft 0.053 in 3.368 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.088 in 3.368 ft Sketches t t Df ,, 0 8 LLL y? is, : ro ii • il u t 1 I I t ..E' , t1.ta 2 6 rl ti 1.50 in III Page 39 of 190 Wood Beam File=E:1Pro;cts12017117154(Fields Apartments-Otak)ICalculations\Builrltj 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH3-2 ply header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Completely Unbraced X t D(0.784))S(0.392) o X 2-1.75x11.25 MI;11 Span= 10.167 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.7840, S=0.3920, Tributary Width=1.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.871: 1 Maximum Shear Stress Ratio = 0.568 : 1 Section used for this span 2-1.75x11.25 Section used for this span 2-1.75x11.25 fb:Actual = 2,469.80 psi fv:Actual = 186.18 psi FB:Allowable = 2,834.85 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.084ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.120 in Ratio= 1015>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.360 in Ratio= 338>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.729 0.484 0.90 1.000 1.00 1.00 1.00 1.00 0.97 10.13 1,646.54 2259.36 3.26 124.12 256,50 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.660 0.436 1.00 1.000 1.00 1.00 1.00 1.00 0.96 10.13 1,646.54 2493.89 3.26 124.12 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 0 Length=10.167 ft 1 0.539 0.348 1.25 1.000 1.00 1.00 1.00 1.00 0.94 10.13 1,646.54 3053.41 3.26 124.12 356.25 D+S+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.871 0.568 1.15 1.000 1.00 1.00 1.00 1.00 0.95 15.20 2,469.80 2834.85 4.89 186.18 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.539 0.348 1.25 1.000 1.00 1.00 1.00 1.00 0.94 10.13 1,646.54 3053.41 3.26 124.12 356.25 Page 40 of 190 File=E:\Prcjects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH3-2 ply header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cm Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.799 0.521 1.15 1.000 1.00 1.00 1.00 1.00 0.95 13.93 2,263.99 2834.85 4.48 170.67 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.440 0.272 1.60 1.000 1.00 1.00 1.00 1.00 0.90 10.13 1,646.54 3743.30 3.26 124.12 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.440 0.272 1.60 1.000 1.00 1.00 1.00 1.00 0.90 10.13 1,646.54 3743.30 3.26 124.12 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.440 0.272 1.60 1.000 1.00 1.00 1.00 1.00 0.90 10.13 1,646.54 3743.30 3.26 124.12 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.605 0.374 1.60 1.000 1.00 1.00 1.00 1.00 0.90 13.93 2,263.99 3743.30 4.48 170.67 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.605 0.374 1.60 1.000 1.00 1.00 1.00 1.00 0.90 13.93 2,263.99 3743.30 4.48 170.67 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.264 0.163 1.60 1.000 1.00 1.00 1.00 1.00 0.90 6.08 987.92 3743.30 1.95 74.47 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length=10.167 ft 1 0.264 0.163 1.60 1.000 1.00 1.00 1.00 1.00 0.90 6.08 987.92 3743.30 1.95 74.47 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.3604 5.121 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.978 5.978 Overall MINimum 1.993 1.993 III +D+H 3.985 3.985 +D+L+H 3.985 3.985 +D+Lr+H 3.985 3.985 +D+S+H 5.978 5.978 +D+0.750Lr+0.750L+H 3.985 3.985 +D+0.750L+0.750S+H 5.480 5.480 +D+0.60W+H 3.985 3.985 +D+0.70E+H 3.985 3.985 +D+0.750Lr+0.750L+0.450W+H 3.985 3.985 +D+0.750L+0.7505+0.450W+H 5.480 5.480 +D+0.750L+0.750S+0.5250E+H 5.480 5.480 +0.600+0.60W+0.60H 2.391 2.391 +0.600+0.70E+0.60H 2.391 2.391 D Only 3.985 3.985 Lr Only - -. - L Only S Only 1-.993 1.993 W Only E Only H Only • Page 41 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-ClubhousetFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH3 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.25 ft Wood Member Type Sawn ��(;f()' On ',I -V C,a j,,,uonsi Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth Wood Grade No.2 p 7.250 in Cf or Cv for Bending 1.20 Fb+ 900.0psi Fv 180.0 psi Area 10.875 in^2 Cf or Cv for Compression 1.050 p lx 47.635 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 31.20 pcf y 2.039 in^4 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.25 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. 40Column self weight included:38.289 lbs*Dead Load Factor AXIAL LOADS. . . RH3 reaction:Axial Load at 16.250 ft, D=3.201,S=1.601 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7523 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.840 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 591.62 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension Load Combination +0.60D Location of max.above base 16.250 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+BendingStress Ratios Maximum Shear Ratios Load Combination C 0 C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.5245 PASS 0.0 ft 0.0 PASS 16.250 ft +D+S 1.150 0.363 0.7523 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.750S 1.150 0.363 0.6901 PASS 0.0 ft 0.0 PASS 16.250 ft +0.60D 1.600 0.271 0.2913 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments 411Load Combination 0 Base 0 Top @ Base @ Top @ Base @ Base @ Top 0 Base @ Top D Only 3.239 +D+S 4.840 +D+0.7505 4.440 Page 42 of 190 Wood C O l u Ill h File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ' M „ ;..;; Licensee: Enayat Schneider Engineering Inc Description: RH3 jamb-gravity Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base @ Top 0 Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 1.944 S Only 1.601 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7505 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches I L• ! 1 cv 2x8 1.50 in Page 43 of 190 Wood B@8171 File=E:1Projects12017117154(Fields Apartments-Otak)1Calculatons\Bulli g 3-Clubhouse%Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH4-header over 6-8""wide exterior door(sawn lumber) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced X o D(0.784))S(0.392) X j 4-2x10 Span=6.667 ft El • Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.7840, S=0.3920, Tributary Width=1.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.808 1 Maximum Shear Stress Ratio = 0.396 : 1 Section used for this span 4-2x10 Section used for this span 4-2x10 fb:Actual = 916.38 psi fv:Actual = 81.98 psi FB:Allowable = 1,134.48 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.334ft Location of maximum on span = 5.913 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio= 2890>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.083 in Ratio= 963>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.688 0.337 0.90 1.100 1.00 1.00 1.00 1.00 1.00 4.36 610.92 888.57 2.02 54.65 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.619 0.304 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.36 610.92 986.98 2.02 54.65 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ii" Length=6.667 ft 1 0.496 0.243 1.25 1.100 1.00 1.00 1.00 1.00 1.00 4.36 610.92 1232.72 2.02 54.65 225.00 D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.808 0.396 1.15 1.100 1.00 1.00 1.00 1.00 1.00 6.53 916.38 1134.48 3.03 81.98 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.496 0.243 1.25 1.100 1.00 1.00 1.00 1.00 1.00 4.36 610.92 1232.72 2.02 54.65 225.00 Page 44 of 190 File=E:1Projects12017117154(Fields Apartments-Otak)ICalcula8ons\Building 3-Clubhouse\Fields Clubhouse.ec6 WOOL Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH4-header over 6-8-wide exterior door(sawn lumber) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FAr Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.740 0.363 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.99 840.02 1134.48 2.78 75.15 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.388 0.190 1.60 1.100 1.00 1.00 1.00 1.00 0.99 4.36 610.92 1576.01 2.02 54.65 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.388 0.190 1.60 1.100 1.00 1.00 1.00 1.00 0.99 4.36 610.92 1576.01 2.02 54.65 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.388 0.190 1.60 1.100 1.00 1.00 1.00 1.00 0.99 4.36 610.92 1576.01 2.02 54.65 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.533 0.261 1.60 1.100 1.00 1.00 1.00 1.00 0.99 5.99 840.02 1576.01 2.78 75.15 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.533 0.261 1.60 1.100 1.00 1.00 1.00 1.00 0.99 5.99 840.02 1576.01 2.78 75.15 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.233 0.114 1.60 1.100 1.00 1.00 1.00 1.00 0.99 2.61 366.55 1576.01 1.21 32.79 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.233 0.114 1.60 1.100 1.00 1.00 1.00 1.00 0.99 2.61 366.55 1576.01 1.21 32.79 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0830 3.358 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.920 3.920 Overall MINimum 1.307 1.307 III +D+H 2.613 2.613 +D+L+H 2.613 2.613 +D+Lr+H 2.613 2.613 +D+S+H 3.920 3.920 +D+0.750Lr+0.750L+H 2.613 2.613 +D+0.750L+0.750S+H 3.594 3.594 +D+0.60W+H 2.613 2.613 +D+0.70E+H 2.613 2.613 +D+0.750Lr+0.750L+0.450W+H 2.613 2.613 +D+0.750L+0.7505+0.450W+H 3.594 3.594 +D+0.750L+0.750S+0.5250E+H 3.594 3.594 +0.60D+0.60W+0.60H 1.568 1.568 +0.60D+0.70E+0.60H 1.568 1.568 D Only 2.613 2.613 Lr Only L Only S Only 1.307 1.307 W Only E Only H Only • Page 45 of 190 Wood Column File=E:IProjects12017\17154(Fields Apartments-Otak)1Calculations\Building 3-Clubhouse 1Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vet:10.17.12.10 L.Ic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH3 jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth Wood Grade No.2 7.250 in Cf or Cv for Bending 1.20 Fb+ 900.0 psi Fv 180.0 psi Area 10.875 in^2 Cf or Cv for Compression 1.050 lx 47.635 in^4 Cf or Cv for Tension 1.20 Fb 900.0 psi Ft 575.0 psi Fc-PHI 1,350.0 psi Density 31.20 pcf ly 2.039 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:::Flat Built-up p Factor 1.0 columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included : 38.289 lbs*Dead Load Factor BENDING LOADS. . . Moment acting about X-X axis,W=3.371 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5337 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.2074 k Bottom along Y-Y 0.2074 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.180 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1646 in at 4.799 ft above base Applied Axial 0.03829 k for load combination: W Only Applied Mx -1.005 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 613.53 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.05961 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 16.250 ft Applied Design Shear 17.168 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.00620 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.60W 1.600 0.271 0.5337 PASS 8.180 ft 0.05961 PASS 16.250 ft +D+0.450W 1.600 0.271 0.4003 PASS 8.180 ft 0.04471 PASS 16.250 ft +0.60D+0.60W 1.600 0.271 0.5326 PASS 8.180 ft 0.05961 PASS 16.250 ft +0.60D 1.600 0.271 0.003443 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note: Only non-zero reactions are listed. IIIX-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.038 +D+0.60W 0.124 -0.124 0.038 Page 46 of 190 Wood COI U tll h File=E:iProjects12017117154(Fields ApartmentsdRak)1Calculations\Building 3-Clubhouse1Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH3 jamb-lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.093 -0.093 0.038 +0.60D+0.60W 0.124 -0.124 0.023 +0.60D 0.023 W Only 0.207 -0.207 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.099 in 4.799 ft +D+0.450W 0.0000 in 0.000 ft 0.074 in 4.799 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.099 in 4.799 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.165 in 4.799 ft Sketches Y C X o LO N IIIla i. I_.4. I 1 t 2x8 1.50 in III Page 47 of 190 Wood Bealll File=E:1Projects12017117154(Fields Apartmerds-Otak)ICalculations1Buildirgg 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 ic.v# 6009534 Licensee : Enayat Schneider Engineering Inc Description: RH4-header over 6'-8"wide exterior door(engineered lumber) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Pill 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Completely Unbraced D(0.784)S(0.392) X b b b X 1411 3-1.75x5.5 Span =6.667 ft F IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.7840, S=0.3920, Tributary Width=1.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.9951 1 Maximum Shear Stress Ratio = 0.540 : 1 Section used for this span 3-1.75x5.5 Section used for this span 3-1.75x5.5 fb :Actual = 2,962.28 psi fv:Actual = 176.89 psi FB:Allowable = 2,977.84 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.334ft Location of maximum on span = 6.229ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.127 in Ratio= 631 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.380 in Ratio= 210>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.847 0.460 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.36 1,974.85 2332.67 2.27 117.93 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.762 0.414 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.36 1,974.85 2590.89 2.27 117.93 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.610 0.331 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.36 1,974.85 3235.55 2.27 117.93 356.25 ill 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.995 0.540 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.53 2,962.28 2977.84 3.41 176.89 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.610 0.331 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.36 1,974.85 3235.55 2.27 117.93 356.25 Page 48 of 190 Wood Beam =E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.19133-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH4-header over 6'-8"wide exterior door(engineered lumber) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.912 0.495 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.99 2,715.42 2977.84 3.12 162.15 327.75 +D+O.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.478 0.259 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.36 1,974.85 4135.78 2.27 117.93 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.478 0.259 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.36 1,974.85 4135.78 2.27 117.93 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.478 0.259 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.36 1,974.85 4135.78 2.27 117.93 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.657 0.356 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.99 2,715.42 4135.78 3.12 162.15 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.657 0.356 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.99 2,715.42 4135.78 3.12 162.15 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.287 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.61 1,184.91 4135.78 1.36 70.76 456.00 +0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.667 ft 1 0.287 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.61 1,184.91 4135.78 1.36 70.76 456.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.3802 3.358 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.920 3.920 Overall MINimum 1.307 1.307 III +D+H 2.613 2.613 +D+L+H 2.613 2.613 +D+Lr+H 2.613 2.613 +D+S+H 3.920 3.920 +D+0.750Lr+0.750L+H 2.613 2.613 +D+0.750L+0.750S+H 3.594 3.594 +D+0.60W+H 2.613 2.613 +D+0.70E+H 2.613 2.613 +D+0.750Lr+0.750L+0.450W+H 2.613 2.613 +D+0.750L+0.750S+0.450W+H 3.594 3.594 +D+0.750L+0.750S+0.5250E+H 3.594 3.594 +0.600+0.60W+0.60H 1.568 1.568 +0.60D+0.70E+0.60H 1.568 1.568 D Only 2.613 2.613 Lr Only L Only S Only 1.307 1.307- W Only E Only H Only III Page 49 of 190 Wood Column File=E:\Projects12017117154(Fields Apartments•Otak)1CalculaBaasBuilding 3-ClubhouselFields Clubhause.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH4 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Wood(Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 10.875 in^2 Cf or Cv for Compression 1.050 Ix 47.635 in^4 Cf or Cv for Tension 1.20 Fb 900.0 psi Ft 575.0 psi Fc-PM 1,350.0 psi Density 31.20 pcf ly 2.039 in^4 Cm:Wet Use Factor 1.0 Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:38.289 lbs*Dead Load Factor AXIAL LOADS. . . RH4 reaction:Axial Load at 16.250 ft, D=2.613, S= 1.307 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6152 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.958 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 591.62 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 16.250 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.4293 PASS 0.0 ft 0.0 PASS 16.250 ft +D+S 1.150 0.363 0.6152 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.750S 1.150 0.363 0.5644 PASS 0.0 ft 0.0 PASS 16.250 ft +0.60D 1.600 0.271 0.2384 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments • Load Combination @ Base @ Top @ Base @ Top @ Base @ Base 0 Top 0 Base @ Top D Only 2.651 +D+S 3.958 +D+0.7505 3.632 Page 50 of 190 Wood Column File=E:tProjects12017117154(Fields Apartments-Otak)1Calculations\Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH4 jamb-gravity Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 1.591 S Only 1.307 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches CI o •A1 N °I I i • 2X8 1.50 in ,_ . • Page 51 of 190 Wood Column M=E:1Prgects12017117154(Fields Apartments-Otak)\Calculations\Butding 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 .`_, Licensee: Enayat Schneider Engineering Inc Description: RH4 jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Wood Species Douglas Fir-Larch Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 10.875 in^2 Cf or Cv for Compression 1.050 lx 47.635 in^4 Cf or Cv for Tension 1.20 Fb 900.0 psi Ft 575.0 psi ly 2Wet Fc-PM1,350.0 psi Density 31.20 pcf .039 in^4 Cm TUse Factor1.0 Fc-Perp 625.0 psi Ct:Temempperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. . Column self weight included:38.289 lbs*Dead Load Factor BENDING LOADS. . . Moment acting about X-X axis,W=2.752 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4357 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.1694 k Bottom along Y-Y 0.1694 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.180 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1344 in at 4.799 ft above base Applied Axial 0.03829 k for load combination: W Only Applied Mx -0.8201 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 613.53 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04867:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 16.250 ft Applied Design Shear 14.015 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C o C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.00620 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.60W 1.600 0.271 0.4357 PASS 8.180 ft 0.04867 PASS 16.250 ft +D+0.450W 1.600 0.271 0.3268 PASS 8.180 ft 0.03650 PASS 16.250 ft +0.60D+0.60W 1.600 0.271 0.4348 PASS 8.180 ft 0.04867 PASS 16.250 ft +0.60D 1.600 0.271 0.003443 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note:Only non-zero reactions are listed. 4110X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.038 +0+0.60W 0.102 -0.102 0.038 Page 52 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-otak)1Calculations\Building3-Clubhouse\FiedsClubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH4 jamb-lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base 0 Top @ Base @ Base @ Top 0 Base @ Top +D+0.450W 0.076 -0.076 0.038 +0.600+0.60W 0.102 -0.102 0.023 +0.60D 0.023 W Only 0.169 -0.169 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.081 in 4.799 ft +D+0.450W 0.0000 in 0.000 ft 0.060 in 4.799 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.081 in 4.799 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.134 in 4.799 ft Sketches X u7 CV 2x8 1.50 in 4110 Page 53 of 190 Wood B@8111 File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations'Building 31Fie ds Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH5-header above storefront at Grid 3.1(short) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Un braced c D(0.76665)S(0.383325) b b 3-1.75x11.25 Span= 13.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.050, S=0.0250 ksf, Tributary Width=15.333 ft,(roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.912 1 Maximum Shear Stress Ratio = 0.506 : 1 Section used for this span 3-1.75x11.25 Section used for this span 3-1.75x11.25 fb:Actual = 2,671.84 psi fv:Actual = 165.96 psi FB:Allowable = 2,928.13 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.500ft Location of maximum on span = 12.099ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.209 in Ratio= 745>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.637 in Ratio= 244>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V Iv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.779 0.435 0.90 1.000 1.00 1.00 1.00 1.00 0.98 16.56 1,794.37 2304.83 4.39 111.46 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.702 0.391 1.00 1.000 1.00 1.00 1.00 1.00 0.98 16.56 1,794.37 2555.29 4.39 111.46 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.565 0.313 1.25 1.000 1.00 1.00 1.00 1.00 0.98 16.56 1,794.37 3174.60 4.39 111.46 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.912 0.506 1.15 1.000 1.00 1.00 1.00 1.00 0.98 24.66 2,671.84 2928.13 6.53 165.96 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Page 54 of 190 File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: RH5-header above storefront at Grid 3.1(short) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=13.0 ft 1 0.565 0.313 1.25 1.000 1.00 1.00 1.00 1.00 0.98 16.56 1,794.37 3174.60 4.39 111.46 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.838 0.465 1.15 1.000 1.00 1.00 1.00 1.00 0.98 22.63 2,452.47 2928.13 6.00 152.33 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.446 0.244 1.60 1.000 1.00 1.00 1.00 1.00 0.97 16.56 1,794.37 4021.44 4.39 111.46 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.446 0.244 1.60 1.000 1.00 1.00 1.00 1.00 0.97 16.56 1,794.37 4021.44 4.39 111.46 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.446 0.244 1.60 1.000 1.00 1.00 1.00 1.00 0.97 16.56 1,794.37 4021.44 4.39 111.46 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.610 0.334 1.60 1.000 1.00 1.00 1.00 1.00 0.97 22.63 2,452.47 4021.44 6.00 152.33 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.610 0.334 1.60 1.000 1.00 1.00 1.00 1.00 0.97 22.63 2,452.47 4021.44 6.00 152.33 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.268 0.147 1.60 1.000 1.00 1.00 1.00 1.00 0.97 9.94 1,076.62 4021.44 2.63 66.87 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.268 0.147 1.60 1.000 1.00 1.00 1.00 1.00 0.97 9.94 1,076.62 4021.44 2.63 66.87 456.00 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.6374 6.547 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.587 7.587 III Overall MINimum 2.492 2.492 +D+H 5.095 5.095 +D+L+H 5.095 5.095 +D+Lr+H 5.095 5.095 +D+S+H 7.587 7.587 +D+0.750Lr+0.750L+H 5.095 5.095 +D+0.750L+0.750S+H 6.964 6.964 +D+0.60W+H 5.095 5.095 +D+0.70E+H 5.095 5.095 +D+0.750Lr+0.750L+0.450W+H 5.095 5.095 +D+0.750L+0.750S+0.450W+H 6.964 6.964 +D+0.750L+0.7505+0.5250E+H 6.964 6.964 +0.600+0.60W+0.60H 3.057 3.057 +0.600+0.70E+0.60H 3.057 3.057 D Only 5.095 - 5,095 ------ Lr Only L Only S Only 2.492 2.492 W Only E Only H Only i Page 55 of 190 WOOL) Column File=E:1Projects12017117154(Fields Apartments-Otak)ICalculations\Building 3-ClubhousetFieids Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH5 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x8 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn (usod for not, :, n ,,.r,o; Exact Width 3,0 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth Wood Grade No.2 7.250 in Cf or Cv for Bending 1.20 Area 21.750 in^2 Cf or Cv for Compression 1.050 Fb+ 900.0 psi Fv 180.0 psi lx 95.270 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi ly 16.313 in^4 Cm:Wet Use Factor 1.0 Fc-PHI 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:76.578 lbs*Dead Load Factor AXIAL LOADS. . . RH4 reaction:Axial Load at 16.250 ft, D=5.180,S=2.501 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6029 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 7.758 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 591.62 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 16.250 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.4256 PASS 0.0 ft 0.0 PASS 16.250 ft +D+S 1.150 0.363 0.6029 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.750S 1.150 0.363 0.5543 PASS 0.0 ft 0.0 PASS 16.250 ft +0.60D 1.600 0.271 0.2364 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments • D Only Load Combination 0 Base @ Top @ Base Top @ Base @ Base @ Top @ Base @ Top 5.257 +D+S 7.758 +D+0.7505 7.132 Page 56 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 k Licensee:Enayat Schneider Engineering Inc Description: RH5 jamb-gravity Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 3.154 S Only 2.501 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches c o Loath 1X inN ir N.: I te E III 2-2x8 3.0 in 0 Page 57 of 190 Wood Column File=E:IProjects12017117154(Fields Apartments-Otak)1Calculations\Butrkng 3-Clubhousaields Clubhouse.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 I Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH5 jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Wood Species Douglas Fir Larch Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 21.750 in^2 Cf or Cv for Compression 1.050 Ix 95.270 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi ly 16.313 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.20 pcf Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included: 76.578 lbs*Dead Load Factor BENDING LOADS. . . Moment acting about X-X axis,W=6.437 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5096: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.3961 k Bottom along Y-Y 0.3961 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.180 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1572 in at 4.799 ft above base Applied Axial 0.07658 k for load combination: W Only Applied Mx -1.918 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 613.53 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.05691 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 16.250 ft Applied Design Shear 16.391 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.00620 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.60W 1.600 0.271 0.5096 PASS 8.180 ft 0.05691 PASS 16.250 ft +D+0.450W 1.600 0.271 0.3822 PASS 8.070 ft 0.04269 PASS 16.250 ft +0.60D+0.60W 1.600 0.271 0.5085 PASS 8.180 ft 0.05691 PASS 16.250 ft +0.60D 1.600 0.271 0.003443 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note: Only non-zero reactions are listed. IIIX-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @Base @Top @Base @Top @Base @ Base @ Top @ Base @ Top D Only 0.077 +D+0.60W 0.238 -0.238 0.077 Page 58 of 190 File=E:1Projects12017117154(Fields Apartments-Otak)1Calcdations1 Building 3-Clubhouse\Fields Clubhouse.ec6 Wood Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Vet:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH5 jamb-lateral Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base @ Top 0 Base 0 Top @ Base @ Base @ Top @ Base 0 Top +0+0.450W 0.178 -0.178 0.077 +0.60D+0.60W 0.238 -0.238 0.046 +0.60D 0.046 W Only 0.396 -0.396 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.094 in 4.799 ft +D+0.450W 0.0000 in 0.000 ft 0.071 in 4.799 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.094 in 4.799 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.157 in 4.799 ft Sketches c X o to cNi r; S� g s III 2-2x8 fli I 3.0 in III Page 59 of 190 INOOCI B@ant File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building Melds Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH6-header above storefront at Grid 3.A CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-Pill 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced X 8 D(0.2665)S(0.13325) o X r4 3-1.75x9.25 ;`, Span = 16.250 ft F 11111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.050, S=0.0250 ksf, Tributary Width=5.330 ft,(roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.74a 1 Maximum Shear Stress Ratio = 0.289 : 1 Section used for this span 3-1.75x9.25 Section used for this span 3-1.75x9.25 fb:Actual = 2,189.86 psi fv:Actual = 94.78 psi FB:Allowable = 2,926.08 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.125ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.320 in Ratio= 610>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.993 in Ratio= 196>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.645 0.251 0.90 1.000 1.00 1.00 1.00 1.00 0.98 9.26 1,484.89 2303.75 2.08 64.27 256.50 +D+L+1i 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.581 0.225 1.00 1.000 1.00 1.00 1.00 1.00 0.98 9.26 1,484.89 2553.87 2.08 64.27 285.00 4111,D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.468 0.180 1.25 1.000 1.00 1.00 1.00 1.00 0.98 9.26 1,484.89 3172.03 2.08 64.27 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.748 0.289 1.15 1.000 1.00 1.00 1.00 1.00 0.98 13.66 2,189.86 2926.08 3.07 94.78 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Page 60 of 190 Wood Beam File=E:\Projects12017117154(Fields Apartmerds-O tak)1CalculationseAding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH6-header above storefront at Grid 3.A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ft) F'b V fv F'v Length=16.250 ft 1 0.468 0.180 1.25 1.000 1.00 1.00 1.00 1.00 0.98 9.26 1,484.89 3172.03 2.08 64.27 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.688 0.266 1.15 1.000 1.00 1.00 1.00 1.00 0.98 12.56 2,013.62 2926.08 2.82 87.15 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.370 0.141 1.60 1.000 1.00 1.00 1.00 1.00 0.97 9.26 1,484.89 4016.18 2.08 64.27 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.370 0.141 1.60 1.000 1.00 1.00 1.00 1.00 0.97 9.26 1,484.89 4016.18 2.08 64.27 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.370 0.141 1.60 1.000 1.00 1.00 1.00 1.00 0.97 9,26 1,484.89 4016.18 2.08 64.27 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.501 0.191 1.60 1.000 1.00 1.00 1.00 1.00 0.97 12.56 2,013.62 4016.18 2.82 87.15 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.501 0.191 1.60 1.000 1.00 1.00 1.00 1.00 0.97 12.56 2,013.62 4016.18 2.82 87.15 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.222 0.085 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.56 890.93 4016.18 1.25 38.56 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.222 0.085 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.56 890.93 4016.18 1.25 38.56 456.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.9928 8.184 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.363 3.363 • Overall MINimum 1.083 1.083 +D+H 2.280 2.280 +D+L+H 2.280 2.280 +D+Lr+H 2.280 2.280 +D+S+H 3.363 3.363 +D+0.750Lr+0.750L+H 2.280 2.280 +D+0.750L+0.750S+H 3.092 3.092 +D+0.60W+H 2.280 2.280 +D+0.70E+H 2.280 2.280 +D+0.750Lr+0.750L+0.450W+H 2.280 2.280 +D+0.750L+0.750S+0.450W+H 3.092 3.092 +D+0.750L+0.750S+0.5250E+H 3.092 3.092 +0.60D+0.60W+0.60H 1.368 1.368 +0.60D+0.70E+0.60H 1.368 1.368 D Only 2.289 2.280 Lr Only L Only S Only 1.083 1.083 W Only E Only H Only 111 Page 61 of 190 Wood Column File=E:1Projects\2017117154(Fields Apartments-Otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH6 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf, Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn 70,,,, ,,l/r.„,1,./7, Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth Wood Grade No.2 7.250 in Cf or Cv for Bending 1.20 Fb+ 900.0 psi Fv 180.0 psi Area 10.875 in^2 Cf or Cv for Compression 1.050 Ix 47.635 in^4 Cf or Cv for Tension 1.20 Fb 900.0 psi Ft 575.0 psi ly 2.039 in^4 CmWet Fc-Prll 1,350.0 psi Density 31.20 pcf Use Factor1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:38.289 lbs*Dead Load Factor AXIAL LOADS. . . RH4 reaction:Axial Load at 16.250 ft, D=1.493,S=0.6980 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3465:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.229 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 591.62 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 16.250 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.2479 PASS 0.0 ft 0.0 PASS 16.250 ft +0+5 1.150 0.363 0.3465 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.7505 1.150 0.363 0.3194 PASS 0.0 ft 0.0 PASS 16.250 ft +0.600 1.600 0.271 0.1377 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions__ Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments • Load Combination @ Base @ Top @ Base @ Top @ Base 0 Base @ Top @ Base @ Top D Only 1.531 +D+S 2.229 +D+0.750S 2.055 Page 62 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)\Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH6 jamb-gravity Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.919 S Only 0.698 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches o L 1 N f • 'i` 2x8 1.50 in • Page 63 of 190 Wood Column File=E:\Projects12017117154(Fields Apartments-Otak)1Calcula6ons\Building 3-Clubhouse\Fieids Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH6 jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 7.250 in Cf or Cv for Bending 1.20 Fb+ 900.0 si Fv 180.0 si Area 21.75 in^2 Cf or Cv for Compression 1.050 p p lx 95.27 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Pr!! 1,350.0 psi Density 31.20 pcf y 16.313 in^4 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fullybraced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. 0 Column self weight included : 76.578 lbs*Dead Load Factor BENDING LOADS. . . Moment acting about X-X axis,W=8.047 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6370 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-Y 0.4952 k Bottom along Y-Y 0.4952 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.180 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1965 in at 4.799 ft above base Applied Axial 0.07658 k for load combination: W Only Applied Mx -2.398 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 613.53 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07115: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 16.250 ft Applied Design Shear 20.491 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.00620 PASS 0.0 ft 0.0 PASS 16.250 ft +0+0.60W 1.600 0.271 0.6370 PASS 8.180 ft 0.07115 PASS 16.250 ft +0+0.450W 1.600 0.271 0.4778 PASS 8.180 ft 0.05336 PASS 16.250 ft +0.60D+0.60W 1.600 0.271 0.6357 PASS 8.180 ft 0.07115 PASS 16.250 ft +0.60D 1.600 0.271 0.003443 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments 0 Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.077 +0+0.60W 0.297 -0.297 0.077 Page 64 of 190 Wood Column File=E:IProjects12017117154(Fields Apartments-Otak)ICalculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH6 jamb-lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.223 -0.223 0.077 +0.60D+0.60W 0.297 -0.297 0.046 +0.60D 0.046 W Only 0.495 -0.495 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.118 in 4.799 ft +D+0.450W 0.0000 in 0.000 ft 0.088 in 4.799 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.118 in 4.799 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.197 in 4.799 ft Sketches F. f 1 O N s 1110 v 2-2x8 1 I 3.0 in S Page 65 of 190 Wood Beam File=E:1Projects12017\17154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH7/RH7A-Continuous header above storefront at Grid 3.4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span#1, Fully Braced Span#2, Fully Braced Span#3, Fully Braced D(0.8580)S(0.4290) 2-1.75x7.25 2-1.75x7.25 2-1.75x7.25 • 14- 14d111 ,, Span=6.920 ft Span=6.50 ft Span=6.920 ft • F 'f' i' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.8580, S=0.4290 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.770. 1 Maximum Shear Stress Ratio = 0.825 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 2,301.99 psi fv:Actual = 270.50 psi FB:Allowable = 2,990.00 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.500ft Location of maximum on span = 6.500 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio= 1413>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.177 in Ratio= 468>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values • Segment Length Span# M V C d C pi C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.658 0.705 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 2340.00 3.06 180.85 256.50 Length=6.50 ft 2 0.658 0.705 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 2340.00 3.06 180.85 256.50 Length=6.920 ft 3 0.658 0.705 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 2340.00 3.06 180.85 256.50 Page 66 of 190 I Fik=E: .1201 717 71 54(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH7/RH7A-Continuous header above storefront at Grid 3.4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.592 0.635 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 2600.00 3.06 180.85 285.00 Length=6.50 ft 2 0.592 0.635 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 2600.00 3.06 180.85 285.00 Length=6.920 ft 3 0.592 0.635 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 2600.00 3.06 180.85 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.474 0.508 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 3250.00 3.06 180.85 356.25 Length=6.50 ft 2 0.474 0.508 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 3250.00 3.06 180.85 356.25 Length=6.920 ft 3 0.474 0.508 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 3250.00 3.06 180.85 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.770 0.825 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.88 2,301.99 2990.00 4.58 270.50 327.75 Length=6.50 ft 2 0.770 0.825 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.88 2,301.99 2990.00 4.58 270.50 327.75 Length=6.920 ft 3 0.770 0.825 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.88 2,301.99 2990.00 4.58 270.50 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.474 0.508 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 3250.00 3.06 180.85 356.25 Length=6.50 ft 2 0.474 0.508 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 3250.00 3.06 180.85 356.25 Length=6.920 ft 3 0.474 0.508 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 3250.00 3.06 180.85 356.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.706 0.757 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 2990.00 4.20 248.08 327.75 Length=6.50 ft 2 0.706 0.757 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 2990.00 4.20 248.08 327.75 Length=6.920 ft 3 0.706 0.757 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 2990.00 4.20 248.08 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 Length=6.50 ft 2 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 Length=6.920 ft 3 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0 Length=6.920 ft 1 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 Length=6.50 ft 2 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 Length=6.920 ft 3 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 Length=6.50 ft 2 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 Length=6.920 ft 3 0.370 0.397 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.93 1,539.05 4160.00 3.06 180.85 456.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.508 0.544 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 4160.00 4.20 248.08 456.00 Length=6.50 ft 2 0.508 0.544 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 4160.00 4.20 248.08 456.00 Length=6.920 ft 3 0.508 0.544 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 4160.00 4.20 248.08 456.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.508 0.544 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 4160.00 4.20 248.08 456.00 Length=6.50 ft 2 0.508 0.544 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.39 2,111.25 4160.00 4.20 248.08 456.00 Length=6.920 ft 3 0.508 0.544 1.60 1000__t00 1.00 1.00 1.00 1.00 5.39 2,111.25 4160.00 4.24 248.08 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.222 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 923.43 4160.00 1.84 108.51 456.00 Length=6.50 ft 2 0.222 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 923.43 4160.00 1.84 108.51 456.00 Length=6.920 ft 3 0.222 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 923.43 4160.00 1.84 108.51 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.920 ft 1 0.222 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 923.43 4160.00 1.84 108.51 456.00 Length=6.50 ft 2 0.222 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 923.43 4160.00 1.84 108.51 456.00 Length=6.920 ft 3 0.222 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 923.43 4160.00 1.84 108.51 456.00 Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1773 3.140 0.0000 0.000 2 0.0000 3.140 +D+S+H -0.0176 1.147 +D+S+H 3 0.1756 3.838 0.0000 1.147 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.629 9.535 9.535 3.629 III Overall MINimum 1.203 3.160 3.160 1.203 +D+H 2.426 6.375 6.375 2.426 Page 67 of 190 File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building Wields Clubhouse.ec6 Wood Beam File INC.19812017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH7/RH7A-Continuous header above storefront at Grid 3.4 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+L+H 2.426 6.375 6.375 2.426 +D+Lr+H 2.426 6.375 6.375 2.426 +D+S+H 3.629 9.535 9.535 3.629 +D+0.750Lr+0.750L+H 2.426 6.375 6.375 2.426 +D+0.750L+0.750S+H 3.328 8.745 8.745 3.328 +D+0.60W+H 2.426 6.375 6.375 2.426 +D+0.70E+H 2.426 6.375 6.375 2.426 +D+0.750Lr+0.750L+0.450W+H 2.426 6.375 6.375 2.426 +D+0.750L+0.750S+0.450W+H 3.328 8.745 8.745 3.328 +D+0.750L+0.750S+0.5250E+H 3.328 8.745 8.745 3.328 +0.60D+0.60W+0.60H 1.456 3.825 3.825 1.456 +0.600+0.70E+0.60H 1.456 3.825 3.825 1.456 D Only 2.426 6.375 6.375 2.426 Lr Only L Only S Only 1.203 3.160 3.160 1.203 W Only E Only H Only • • Page 68 of 190 VVood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH7 inner jamb-gravity and lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-1.75x5.5 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Height 11.0 ft Wood Member Type Microllam LVL 5,'a t<„ <> Exact Width 3.50 in Allow Stress Modification Factors Wood Species Trus Joist Exact Depth Wood Grade MicroLam LVL 1.9E 5.50 in Cf or Cv for Bending 1.0 Area 19.250 in^2 Cf or Cv for Compression 1.0 Fb+ 2,600.0 psi Fv 285.0 psi lx 48.526 in^4 Cf or Cv for Tension 1.0 Fb- 2,600.0 psi Ft 1,555.0 psi ly :Wet Use Factor 1.0 Fc-PrIl 2,510.0 psi Density42.0 pcf y 19.651 in^4 Ct:Temperature Factor 1.0 Fc-Perp 750.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,900.0 1,900.0 1,900.0 ksi Use Cr:Repetitive? No Minimum 965.71 965.71 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:61.760 lbs*Dead Load Factor AXIAL LOADS. . . III RH4 reaction:Axial Load at 11.0 ft, D=6.156, S=3.052 k BENDING LOADS. . . Moment acting about X-X axis,W=2.934 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3771 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.2667 k Bottom along Y-Y 0.2667 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.05428 in at 3.248 ft above base Applied Axial 9.270 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,276.86 psi for-load-combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02735:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 11.0 ft Applied Design Shear 12.470 psi Allowable Shear 456.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.545 0.2624 PASS 0.0 ft 0.0 PASS 11.0 ft +D+S 1.150 0.442 0.3771 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.7505 1.150 0.442 0.3461 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.60W 1.600 0.327 0.2471 PASS 5.463 ft 0.02735 PASS 11.0 ft +D+0.450W 1.600 0.327 0.2458 PASS 0.0 ft 0.02051 PASS 11.0 ft +D+0.7505+0.450W 1.600 0.327 0.3363 PASS 0.0 ft 0.02051 PASS 11.0 ft • +0.60D+0.60W 1.600 0.327 0.1881 PASS 5.463 ft 0.02735 PASS 11.0 ft +0.60D 1.600 0.327 0.1475 PASS 0.0 ft 0.0 PASS 11.0 ft Page 69 of 190 Wood Column File=E:\Projects12017\17154(Fields Apartments-0tak)\Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: 009534 Licensee : Enayat Schneider Engineering Inc Description: RH7 inner jamb-gravity and lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 6.218 +D+S 9.270 +D+0.750S 8.507 +D+0.60W 0.160 -0.160 6.218 +D+0.450W 0.120 -0.120 6.218 +D+0.750S+0.450W 0.120 -0.120 8.507 +0.600+0.60W 0.160 -0.160 3.731 +0.60D 3.731 S Only 3.052 W Only 0.267 -0.267 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.033 in 3.248 ft +D+0.450W 0.0000 in 0.000 ft 0.024 in 3.248 ft +D+0.7505+0.450W 0.0000 in 0.000 ft 0.024 in 3.248 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.033 in 3.248 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.054 in 3.248 ft • Sketches C' - Load 1 X i 0 IIII tri i t 2-1.75x5.5 3.50 in 411 Page 70 of 190 WOOL' Column File=E:\Projects12017117154(Fields Apartments-Otak)1Calculations\Buildl g 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: KW-06009534 r; Licensee: Enayat Schneider Engineering Inc Description: RH7 outer jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn (Used!or !1,')7 S1evidca c,rraalations 1 Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 P Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lxCf or Cv for Tension 1.30 psi Fb- 900.0 Ft 575.0 psi 21.547 in^4 IY 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Pr!! 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 19.663 lbs*Dead Load Factor III AXIAL LOADS. . . RH4 reaction:Axial Load at 11.0 ft, D=2.265,S=1.123 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5721 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.408 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 721.96 psi for load combination:n/a Other Factors used to calculate allowable stresses... PAS` Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension Load Combination +0.60D Location of max.above base 11.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.512 0.4048 PASS 0.0 ft 0.0 PASS 11.0 ft +0+5 1.150 0.423 0.5721 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.750S 1.150 0.423 0.5250 PASS 0.0 ft 0.0 PASS 11.0 ft +0.60D 1.600 0.319 0.2195 PASS 0.0 ft 0.0 PASS 11.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments 411)Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.285 +D+S 3.408 +D+0.7505 3.127 Page 71 of 190 Wood COlU177t1 File=E:1Projects12017117154(Fields Apartments-Otak)\Calculations\Building 3-ClubhouseWFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH7 outer jamb-gravity Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 1.371 S Only 1.123 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Nti�a t z� , ,. fil m ,-. • ,, ,,-.. . ,, i ;S i E' 2 6 !' 1.50 in 1, III Page 72 of 190 Wood Column File=E:IProjects12017117154(Fields Apartments-Otak)1Calculations\Building 3-Clubhousaields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:14.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH7 outer jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2ression 1.10 Cf or Cv for Com Fb+ 900.0psi Fv 180.0psi Area 8.250in^2 P lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 ,vt)s 7s s 2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 19.663 lbs*Dead Load Factor III BENDING LOADS. . . Moment acting about X-X axis,W=1.477 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3742:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.1343 k Bottom along Y-Y 0.1343 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.463 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.07571 in at 3.248 ft above base Applied Axial 0.01966 k for load combination: W Only Applied Mx 0.4401 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 756.93 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.05086: 1 liVencirtg Compression Tension Load Combination +D+0.60W Location of max.above base 11.0 ft Applied Design Shear 14.648 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.512 0.003483 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.60W 1.600 0.319 0.3742 PASS 5.463 ft 0.05086 PASS 11.0 ft +D+0.450W 1.600 0.319 0.2806 PASS 5.463 ft 0.03815 PASS 11.0 ft +0.600+0.60W 1.600 0.319 0.3737 PASS 5.463 ft 0.05086 PASS 11.0 ft +0.60D 1.600 0.319 0.001889 PASS 0.0 ft 0.0 PASS 11.0 ft Maximum Reactions Note: Only non-zero reactions are listed. • X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.020 +D+0.60W 0.081 -0.081 0.020 Page 73 of 190 Wood Column File=E:\Projects12017117154(Fields Apartments-Otak)1Calculalions\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 UO,.„#eviv-oaoogs34t,.,. .. u Licensee: Ena at Schneider Engineering Inc Description: RH7 outer jamb-lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base 0 Top @ Base @ Top 0 Base @ Base 0 Top @ Base @ Top +D+0.450W 0.060 -0.060 0.020 +0.60D+0.60W 0.081 -0.081 0.012 +0.60D 0.012 W Only 0.134 -0.134 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.045 in 3.248 ft +D+0.450W 0.0000 in 0.000 ft 0.034 in 3.248 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.045 in 3.248 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.076 in 3.248 ft Sketches 1 ot in ,0 • tri 1 1 f a 1. _ v 2x6 jtE 1.50in . III Page 74 of 190 Wood Beam File=E:\Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clulse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ve':10.1712.10 Lic.#: KW-06009534 :}n: Licensee: Enayat Schneider Engineering Inc Description: RH8-header above storefront at Grid 3.1(long) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Pr!! 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced b D(0.7840�S(0.3920) d 21 3-1.75x11.25 1;1 Span= 13.083 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.• Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.7840, S=0.3920 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.9451 1 Maximum Shear Stress Ratio = 0.521 : 1 Section used for this span 3-1.75x11.25 Section used for this span 3-1.75x11.25 fb:Actual = 2,766.40 psi fv:Actual = 170.74 psi FB:Allowable = 2,927.66 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.542ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Spit#1 Maximum Deflection Max Downward Transient Deflection 0.220 in Ratio= /"14>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.668 in Ratio= 234>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CI_ M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.806 0.447 0.90 1.000 1.00 1.00 1.00 1.00 0.98 17.14 1,857.58 2304.58 4.51 114.65 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.727 0.402 1.00 1.000 1.00 1.00 1.00 1.00 0.98 17.14 1,857.58 2554.96 4.51 114.65 285.0 0 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.0 Length=13.083 ft 1 0.585 0.322 1.25 1.000 1.00 1.00 1.00 1.00 0.98 17.14 1,857.58 3174.00 4.51 114.65 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.945 0.521 1.15 1.000 1.00 1.00 1.00 1.00 0.98 25.53 2,766.40 2927.66 6.72 170.74 327.75 Page 75 of 190 Wood Beam File=E:1Projects12017\17154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10:17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH8-header above storefront at Grid 3.1(long) Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fl) F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.585 0.322 1.25 1.000 1.00 1.00 1.00 1.00 0.98 17.14 1,857.58 3174.00 4.51 114.65 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.867 0.478 1.15 1.000 1.00 1.00 1.00 1.00 0.98 23.43 2,539.20 2927.66 6.17 156.72 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.462 0.251 1.60 1.000 1.00 1.00 1.00 1.00 0.97 17.14 1,857.58 4020.23 4.51 114.65 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.462 0.251 1.60 1.000 1.00 1.00 1.00 1.00 0.97 17.14 1,857.58 4020.23 4.51 114.65 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.462 0.251 1.60 1.000 1.00 1.00 1.00 1.00 0.97 17.14 1,857.58 4020.23 4.51 114.65 456.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.632 0.344 1.60 1.000 1.00 1.00 1.00 1.00 0.97 23.43 2,539.20 4020.23 6.17 156.72 456.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.632 0.344 1.60 1.000 1.00 1.00 1.00 1.00 0.97 23.43 2,539.20 4020.23 6.17 156.72 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.277 0.151 1.60 1.000 1.00 1.00 1.00 1.00 0.97 10.29 1,114.55 4020.23 2.71 68.79 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.083 ft 1 0.277 0.151 1.60 1.000 1.00 1.00 1.00 1.00 0.97 10.29 1,114.55 4020,23 2.71 68.79 456.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.6685 6.589 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Overall MAXimum Support 1 Support 2 7.805 7.805 Overall MINimum 2.564 2.564 +D+H 5.241 5.241 +D+L+H 5.241 5.241 +D+Lr+H 5.241 5.241 +D+S+H 7.805 7.805 +D+0.750Lr+0.750L+H 5.241 5.241 +D+0.750L+0.750S+H 7.164 7.164 +D+0.60W+H 5.241 5.241 +D+0.70E+H 5.241 5.241 +D+0.750Lr+0.750L+0.450W+H 5.241 5.241 +D+0.750L+0.7505+0.450W+H 7.164 7.164 +D+0.750L+0.750S+0.5250E+H 7.164 7.164 +0.60D+0.60W+0.60H 3.145 3.145 +0.60D+0.70E+0.60H 3.145 3.145 D Only 5.241 5.241 Lr Only L Only S Only 2.564 2.564 W Only E Only H Only • Page 76 of 190 Fite=E:IProjects12017117154(Fields Apartments-Otak)1Calculations1Building 3-ClubhouselFields Clubhouse.ec6 Wood ColumnENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ,.- a.. Licensee: Enayat Schneider Engineering Inc Description: RH8 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Area 21.750 in^2 Cf or Cv for Compression 1.050 Fb+ 900.0 psi Fv 180.0 psi lx 95.270 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi ly 16.313 in^4 Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:76.578 lbs*Dead Load Factor III AXIAL LOADS. . . RH4 reaction:Axial Load at 16.250 ft, D=6.343,S=3.087 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7388:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 9.507 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 591.62 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Sen tn4_- rresston Tension Load Combination +0.60D Location of max.above base 16.250 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.5197 PASS 0.0 ft 0.0 PASS 16.250 ft +D+S 1.150 0.363 0.7388 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.750S 1.150 0.363 0.6788 PASS 0.0 ft 0.0 PASS 16.250 ft +0.60D 1.600 0.271 0.2886 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments • Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base 0 Top D Only 6.420 +D+S 9.507 +D+0.750S 8.735 Page 77 of 190 �VIIOOd Column File=E:1Projects12017117154(Fields Apartments-Otak)tCalculations\Building 3-Clubhouse\Fields Clubhouse.ec6 1 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH8 jamb-gravity Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base 0 Top +0.60D 3.852 S Only 3.087 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 4 ii C Load 1X , N / t III ,.i., , I 1 4 2-2x8 3.0 in i Page 78 of 190 WOOL) Column File=E:IProjects12017117154(Fields Apartments-Otar)1Calculations1Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH8 jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn t o11-5Icv7c: Exact Width Wood Species Douglas Fir Larch 3.0 in Allow Stress Modification Factors p g Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Area 21.750 in^2 Cf or Cv for Compression 1.050 Fb+ 900.0 psi Fv 180.0 psi lx 95.270 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density31.20 pcf y 16.313 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:76.578 lbs*Dead Load Factor BENDING LOADS. . . III Moment acting about X-X axis,W=7.798 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6173 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.4799 k Bottom along Y-Y 0.4799 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.180 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1904 in at 4.799 ft above base Applied Axial 0.07658 k for load combination: W Only Applied Mx -2.324 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 613.53 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06895: 1 - -Bdi^ Compression Tension Load Combination +D+0.60W Location of max.above base 16.250 ft Applied Design Shear 19.857 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.445 0.00620 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.60W 1.600 0.271 0.6173 PASS 8.180 ft 0.06895 PASS 16.250 ft +D+0.450W 1.600 0.271 0.4630 PASS 8.180 ft 0.05171 PASS 16.250 ft +0.60D+0.60W 1.600 0.271 0.6160 PASS 8.180 ft 0.06895 PASS 16.250 ft +0.60D 1.600 0.271 0.003443 PASS 0.0 ft 0.0 PASS 16.250 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.077 +D+0.60W 0.288 -0.288 0.077 Page 79 of 190 File=E:IProjects12017117154(Fields Apartments-Otak)1Calculations\Build ng 31Fields Clubhouse.ec6 WOOL) Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH8 jamb-lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base 0 Base @ Top @ Base @ Top +D+0.450W 0.216 -0.216 0.077 +0.60D+0.60W 0.288 -0.288 0.046 +0.60D 0.046 W Only 0.480 -0.480 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.114 in 4.799 ft +D+0.450W 0.0000 in 0.000 ft 0.086 in 4.799 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.114 in 4.799 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.190 in 4.799 ft Sketches .,.‘y, /J., 5 al tt[. k fi`x3 ft.:r'. C x 0 'd I ' • t..... t 1 . 1 €R i , x . ,'1' t ) ; 2-2x8 1, 3.0 in '' `I • Page 80 of 190 WOOL) B@a111 File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534Licensee Enayat Schneider Engineering Inc Description: RH9-header at storefront along Grid 3.2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi I Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Completely Unbraced a D(0.9880)�S(0.4940) X 1 3-1.75x14 I Span= 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.• Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.9880, S=0.4940 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0 781: 1 Maximum Shear Stress Ratio = 0.502 : 1 Section used for this span 3-1.75x14 Section used for this span 3-1.75x14 fb:Actual = 2,222.28 psi fv:Actual = 164.50 psi FB:Allowable = 2,844.65 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.500ft Location of maximum on span = 11.861 ft Span#where maximum occurs = Span#1 Span#whew maximum oa,urs = Sparr#1 - Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio= 1114>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.426 in Ratio= 366>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.665 0.431 0.90 0.979 1.00 1.00 1.00 1.00 0.98 21.32 1,492.08 2245.25 5.41 110.45 256.50 +D+L+H 0.979 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.600 0.388 1.00 0.979 1.00 1.00 1.00 1.00 0.98 21.32 1,492.08 2486.75 5.41 110.45 285.0 0 +D+Lr+H 0.979 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.0 Length=13.0 ft 1 0.484 0.310 1.25 0.979 1.00 1.00 1.00 1.00 0.97 21.32 1,492.08 3079.92 5.41 110.45 356.25 +D+S+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.781 0.502 1.15 0.979 1.00 1.00 1.00 1.00 0.97 31.76 2,222.28 2844.65 8.06 164.50 327.75 Page 81 of 190 Wood Beam File=E:\Prgects\2017117154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH9-header at storefront along Grid 3.2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.484 0.310 1.25 0.979 1.00 1.00 1.00 1.00 0.97 21.32 1,492.08 3079.92 5.41 110.45 356.25 +D+0.750L+0.750S+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.717 0.461 1.15 0.979 1.00 1.00 1.00 1.00 0.97 29.15 2,039.73 2844.65 7.40 150.99 327.75 +D+0.60W+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.385 0.242 1.60 0.979 1.00 1.00 1.00 1.00 0.95 21.32 1,492.08 3877.11 5.41 110.45 456.00 +D+0.70E+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.385 0.242 1.60 0.979 1.00 1.00 1.00 1.00 0.95 21.32 1,492.08 3877.11 5.41 110.45 456.00 +D+0.750Lr+0.750L+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.385 0.242 1.60 0.979 1.00 1.00 1.00 1.00 0.95 21.32 1,492.08 3877.11 5.41 110.45 456.00 +D+0.750L+0.7505+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.526 0.331 1.60 0.979 1.00 1.00 1.00 1.00 0.95 29.15 2,039.73 3877.11 7.40 150.99 456.00 +D+0.750L+0.7505+0.5250E+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.526 0.331 1.60 0.979 1.00 1.00 1.00 1.00 0.95 29.15 2,039.73 3877.11 7.40 150.99 456.00 +0.60D+0.60W+0.60H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.231 0.145 1.60 0.979 1.00 1.00 1.00 1.00 0.95 12.79 895.25 3877.11 3.25 66.27 456.00 +0.60D+0.70E+0.60H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.231 0.145 1.60 0.979 1.00 1.00 1.00 1.00 0.95 12.79 895.25 3877.11 3.25 66.27 456.00 Overall Maximum Deflections Load Combination Span Max ""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.4260 6.547 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 9.772 9.772 Overall MINimum 3.211 3.211 +D+H 6.561 6.561 +D+L+H 6.561 6.561 +D+Lr+H 6.561 6.561 +D+S+H 9.772 9.772 +D+0.750Lr+0.750L+H 6.561 6.561 +D+0.750L+0.7505+H 8.970 8.970 +D+0.60W+H 6.561 6.561 +D+0.70E+H 6.561 6.561 +D+0.750Lr+0.750L+0.450W+H 6.561 6.561 +D+0.750L+0.750S+0.450W+H 8.970 8.970 +D+0.750L+0.7505+0.5250E+H 8.970 8.970 +0.60D+0.60W+0.60H 3.937 3.937 +0.60D+0.70E+0.60H 3.937 3.937 D Only 6.561 6.561 Lr Only L Only S Only 3.211 3.211 W Only E Only H Only • Page 82 of 190 WOOL) Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH9 jamb-gravity Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.080 ft Wood Member Type Sawn t,,, nor,-51cna,„ . Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2Cf or Cv for Compression 1.050 Fb+ 900.0 psi Fv 180.0 psi Area 10.875 in^2 p Ix 47.635 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi ly 2.039 in^4 Cm:Wet Use Factor 1.0 Fc-PM 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.080 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 33.176 lbs*Dead Load Factor III AXIAL LOADS. . . RH4 reaction:Axial Load at 14.080 ft, D=4.937,S=2.408 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9046 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 7.378 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 750.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 BPndinq Compression Tension Load Combination +0.60D Location of max.above base 14.080 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.552 0.6490 PASS 0.0 ft 0.0 PASS 14.080 ft +D+S 1.150 0.460 0.9046 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750S 1.150 0.460 0.8308 PASS 0.0 ft 0.0 PASS 14.080 ft +0.60D 1.600 0.349 0.3459 PASS 0.0 ft 0.0 PASS 14.080 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments • Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 4.970 +D+S 7.378 +D+0.750S 6.776 Page 83 of 190 Wood Column File=E:\Projects12017\17154(Fields Apartments-Otak)\Calculations1Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH9 jamb-gravity Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 2.982 S Only 2.408 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches I 1 o LO i1 N T 1 III 1 ., 2x8 PP _j 1.50 in 11 • Page 84 of 190 Wood Column File=E:\Projects12017\17154(Fields Apartments-otak)\Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Rli9jamb-lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.080 ft Wood Member Type Sawn usoa to; Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2ression 1.050 Cf or Cv for Com Area 10.875 in^2 P Fb+ 900.0 psi Fv 180.0 psi Ix 47.635 in^4 Cf or Cv for Tension 1.20 Fb 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density31.20 pcf y 2.039 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.080ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:33.176 lbs*Dead Load Factor BENDING LOADS. . . • Moment acting about X-X axis,W=3.625 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5729:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.2575 k Bottom along Y-Y 0.2575 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.993 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1329 in at 4.158 ft above base Applied Axial 0.03318 k for load combination: W Only Applied Mx 1.080 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 792.65 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07398 : 1 - Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.080 ft Applied Design Shear 21.307 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.552 0.004332 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.60W 1.600 0.349 0.5729 PASS 6.993 ft 0.07398 PASS 14.080 ft +D+0.450W 1.600 0.349 0.4297 PASS 6.993 ft 0.05549 PASS 14.080 ft +0.60D+0.60W 1.600 0.349 0.5721 PASS 6.993 ft 0.07398 PASS 14.080 ft +0.60D 1.600 0.349 0.002309 PASS 0.0 ft 0.0 PASS 14.080 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments • Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.033 +0+0.60W 0.154 -0.154 0.033 Page 85 of 190 Wood Col U(71 11 File=E:\Projects\2017117154(Fields Apartments-Otak)1Calculations1Building 31Fiekis Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH9 jamb-lateral Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0+0.450W 0.116 -0.116 0.033 +0.60D+0.60W 0.154 -0.154 0.020 +0.60D 0.020 W Only 0.257 -0.257 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.080 in 4.158 ft +D+0.450W 0.0000 in 0.000 ft 0.060 in 4.158 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.080 in 4.158 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.133 in 4.158 ft Sketches Ej X O e' , ? r o ' • � {E' s I i 2x8 g { 1.50 in 1 ill Page 86 of 190 Wood Beam =E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH10-header at storefront along Grid 3.2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Pill 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Completely Unbraced D(0.9880))S(0.4940) b X o X 3-1.75x14 la Span= 12.667 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.9880, S=0.4940 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.741: 1 Maximum Shear Stress Ratio = 0.485 : 1 Section used for this span 3-1.75x14 Section used for this span 3-1.75x14 fb:Actual = 2,109.89psi fv:Actual = 158.87 psi FB :Allowable 2,847.32 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.334ft Location of maximum on span = 11.511 ft Span#where maximum occurs = Span#1- Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.126 in Ratio= 1204>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.384 in Ratio= 395>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.631 0.416 0.90 0.979 1.00 1.00 1.00 1.00 0.98 20.25 1,416.62 2246.60 5.23 106.67 256.50 +D+L+H 0.979 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.569 0.374 1.00 0.979 1.00 1.00 1.00 1.00 0.98 20.25 1,416.62 2488.56 5.23 106.67 285.0 0 +D+Lr+H 0.979 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.0 Length=12.667 ft 1 0.459 0.299 1.25 0.979 1.00 1.00 1.00 1.00 0.97 20.25 1,416.62 3083.34 5.23 106.67 356.25 +D+S+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.741 0.485 1.15 0.979 1.00 1.00 1.00 1.00 0.97 30.15 2,109.89 2847.32 7.78 158.87 327.75 Page 87 of 190 Wood Beam File=E:\Projects\2017\17154(Fields Apartments-Otakj\Calculations\Building31FieldsClubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH10-header at storefront along Grid 3.2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V Iv F'v +D+0.750Lr+0.750L+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.459 0.299 1.25 0.979 1.00 1.00 1.00 1.00 0.97 20.25 1,416.62 3083.34 5.23 106.67 356.25 +D+0.750L+0.7505+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.680 0.445 1.15 0.979 1.00 1.00 1.00 1.00 0.97 27.68 1,936.57 2847.32 7.14 145.82 327.75 +D+0.60W+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.365 0.234 1.60 0.979 1.00 1.00 1.00 1.00 0.95 20,25 1,416.62 3884.55 5.23 106.67 456.00 +D+0.70E+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.365 0.234 1.60 0.979 1.00 1.00 1.00 1.00 0.95 20.25 1,416.62 3884.55 5.23 106.67 456.00 +D+0.750Lr+0.750L+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.365 0.234 1.60 0.979 1.00 1.00 1.00 1.00 0.95 20.25 1,416.62 3884.55 5.23 106.67 456.00 +D+0.750L+0.7505+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.499 0.320 1.60 0.979 1.00 1.00 1.00 1.00 0.95 27.68 1,936.57 3884.55 7.14 145.82 456.00 +D+0.750L+0.750S+0.5250E+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.499 0.320 1.60 0.979 1.00 1.00 1.00 1.00 0.95 27.68 1,936.57 3884.55 7.14 145.82 456.00 +0.60D+0.60W+0.60H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.219 0.140 1.60 0.979 1.00 1.00 1.00 1.00 0.95 12.15 849.97 3884.55 3.14 64.00 456.00 +0.60D+0.70E+0.60H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=12.667 ft 1 0.219 0.140 1.60 0.979 1.00 1.00 1.00 1.00 0.95 12.15 849.97 3884.55 3.14 64.00 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.3840 6.380 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 9.522 9.522 Overall MINimum 3.129 3.129 +D+H 6.393 6.393 +D+L+H 6.393 6.393 +D+Lr+H 6.393 6.393 +D+S+H 9.522 9.522 +D+0.750Lr+0.750L+H 6.393 6.393 +D+0.750L+0.7505+H 8.740 8.740 +D+0.60W+H 6.393 6.393 +D+0.70E+H 6.393 6.393 +D+0.750Lr+0.750L+0.450W+H 6.393 6.393 +D+0.750L+0.750S+0.450W+H 8.740 8.740 +D+0.750L+0.750S+0.5250E+H 8.740 8.740 +0.60D+0.60W+0.601-1 3.836 3.836 +0.60D+0.70E+0.60H 3.836 3.836 D Only 6.393 6.393 Lr Only L Only S Only 3.129 3.129 W Only E Only H Only III Page 88 of 190 VVOOd Column File=E:1Projects12017117154(Fields Apartments-Otak)1CalculatonstBuilding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH10 inner jamb-gravity and lateral Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 8x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.080 ft Wood Member Type Sawn Exact Width 7.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2Cf or Cv for Compression 1.0 Fb+ 900.0psi Fv 180.0psi Area 56.250 in^2 Ix 263.672 in^4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi ly 263.672 in^4 Cm:Wet Use Factor 1.0 Fc-Pr!! 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.080ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:171.60 lbs*Dead Load Factor III AXIAL LOADS. . . RH10 reaction:Axial Load at 14.080 ft, D=6.446, S=3.129 k BENDING LOADS. . . Moment acting about X-X axis,W=8.334 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3564:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.5919 k Bottom along Y-Y 0.5919 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.993 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.05521 in at 4.158 ft above base Applied Axial 6.618 k for load combination: W Only Applied Mx 2.483 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 834.37 psi for load combination:nfa Other Factors used tocalculateallowable stresses... PASS Maximum Shear Stress Ratio= 0.03288: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.080 ft Applied Design Shear 9.470 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.597 0.1623 PASS 0.0 ft 0.0 PASS 14.080 ft +D+S 1.150 0.503 0.2218 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750S 1.150 0.503 0.2040 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.60W 1.600 0.386 0.3564 PASS 6.993 ft 0.03288 PASS 14.080 ft +D+0.450W 1.600 0.386 0.2722 PASS 6.993 ft 0.02466 PASS 14.080 ft • +D+0.7505+0.450W 1.600 0.386 0.3023 PASS 6.993 ft 0.02466 PASS 14.080 ft +0.60D+0.60W 1.600 0.386 0.3254 PASS 6.993 ft 0.03288 PASS 14.080 ft +0.60D 1.600 0.386 0.08460 PASS 0.0 ft 0.0 PASS 14.080 ft Page 89 of 190 WOOd COIUttlil File=E:\Projects\2017117154(FieldsApartments-Otak)\Calculations\Building3\FieldsClubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH10 inner jamb-gravity and lateral Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 6.618 +D+S 9.747 +D+0.750S 8.964 +D+0.60W 0.355 -0.355 6.618 +0+0.450W 0.266 -0.266 6.618 +D+0.750S+0.450W 0.266 -0.266 8.964 +0.60D+0.60W 0.355 -0.355 3.971 +0.60D 3.971 S Only 3.129 W Only 0.592 -0.592 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.033 in 4.158 ft +D+0.450W 0.0000 in 0.000 ft 0.025 in 4.158 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.025 in 4.158 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.033 in 4.158 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.055 in 4.158 ft • Sketches ity ii t' r, t,, ii 4- - il . x (7 tt ' __;`t S 9 941 #i#,g f Tib S *.. e� `3.t i S it. qq 8x8 ri t 7.50 in . III Page 90 of 190 Wood Beam File=E:\Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ,Nw ..„ ,,t Licensee: Enayat Schneider Engineering Inc Description: RH11-header at storefront along Grid 3.2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,000.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 1,000.0 psi Eminbend-xx 1,300.0 ksi Wood Species : Fc-Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0 pcf Beam Bracing : Completely Unbraced D(0.9880)S(0.4940) 3-1.75x20 Span=9/50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.• Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.9880, S=0.4940 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.578 1 Maximum Shear Stress Ratio = 0.932 : 1 Section used for this span 3-1.75x20 Section used for this span 3-1.75x20 fb:Actual = 613.88psi fv:Actual = 69.70 psi FB:Allowable = 1,065.59 psi Fv:Allowable = 74.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.875ft Location of maximum on span = 8.113 ft Span#where maximum occurs = Span#t- Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 526 i>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.068 in Ratio= 1727>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.494 0.801 0.90 0.933 1.00 1.00 1.00 1.00 0.99 12.03 412.62 835.28 3.28 46.85 58.50 +D+L+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.445 0.721 1.00 0.933 1.00 1.00 1.00 1.00 0.99 12.03 412.62 927.50 3.28 46.85 65.0 +D+Lr+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.0 Length=9.750 ft 1 0.356 0.577 1.25 0.933 1.00 1.00 1.00 1.00 0.99 12.03 412.62 1157.48 3.28 46.85 81.25 +D+S+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.576 0.932 1.15 0.933 1.00 1.00 1.00 1.00 0.99 17.90 613.88 1065.59 4.88 69.70 74.75 Page 91 of 190 Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH11-header at storefront along Grid 3.2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci C r Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.356 0.577 1.25 0.933 1.00 1.00 1.00 1.00 0,99 12.03 412.62 1157.48 3.28 46.85 81.25 +D+0.750L+0.750S+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.529 0.856 1.15 0.933 1.00 1.00 1.00 1.00 0.99 16.44 563.57 1065.59 4.48 63.99 74.75 +D+0.60W+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.279 0.450 1.60 0.933 1.00 1.00 1.00 1.00 0.99 12.03 412.62 1477.94 3.28 46.85 104.00 +D+0.70E+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.279 0.450 1.60 0.933 1.00 1.00 1.00 1.00 0.99 12.03 412.62 1477.94 3.28 46.85 104.00 +D+0.750Lr+0.750L+0.450W+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.279 0.450 1.60 0.933 1.00 1.00 1.00 1.00 0.99 12.03 412.62 1477.94 3.28 46.85 104.00 +D+0.750L+0.750S+0.450W+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.381 0.615 1.60 0.933 1.00 1.00 1.00 1.00 0.99 16.44 563.57 1477.94 4.48 63.99 104.00 +D+0.750L+0.7505+0.5250E+H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.381 0.615 1.60 0.933 1.00 1.00 1.00 1.00 0.99 16.44 563.57 1477.94 4.48 63.99 104.00 +0.60D+0.60W+0.60H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.168 0.270 1.60 0.933 1.00 1.00 1.00 1.00 0.99 7.22 247.57 1477.94 1.97 28.11 104.00 +0.60D+0.70E+0.60H 0.933 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.168 0.270 1.60 0.933 1.00 1.00 1.00 1.00 0.99 7.22 247.57 1477.94 1.97 28.11 104.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 0.0677 4.911 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination0 Support 1 Support 2 Overall MAXimum 7.346 7.346 Overall MINimum 2.408 2.408 +D+H 4.937 4.937 +D+L+H 4.937 4.937 +D+Lr+H 4.937 4.937 +D+S+H 7.346 7.346 +D+0.750Lr+0.750L+H 4.937 4.937 +D+0.750L+0.750S+H 6.744 6.744 +D+0.60W+H 4.937 4.937 +D+0.70E+H 4.937 4.937 +D+0.750Lr+0.750L+0.450W+H 4.937 4.937 +D+0.750L+0.7505+0.450W+H 6.744 6.744 +D+0.750L+0.750S+0.5250E+H 6.744 6.744 +0.60D+0.60W+0.60H 2.962 2.962 +0.600+0.70E+0.60H 2.962 2.962 D Only 4.937 4.937 Lr Only L Only S Only 2.408 2.408 W Only E Only H Only III Page 92 of 190 WOOCI Beam =E:\Projects12017\17154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH12-3 ply header at storefront along Grid 3.0 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(1.583)S(0.736) D(0.4090)S(0.2050) 3t b 1 b b R ;II 3-1.75x14 I Span= 18.667 ft 14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.4090, S=0.2050 k/ft Point Load: D=1.583, S=0.7360 k @ 8.0 ft,(B3 reaction) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.947: 1 Maximum Shear Stress Ratio = 0.406 : 1 Section used for this span 3-1.75x14 Section used for this span 3-1.75x14 fb:Actual = 2,638.46psi fv:Actual = 133.06 psi FB:Allowable = 2,786.70 psi Fv:Allowable 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.039ft Location of-maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.321 in Ratio= 698>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.998 in Ratio= 224>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 ft Length=18.667 ft 1 0.808 0.352 0.90 0.979 1.00 1.00 1.00 1.00 0.97 25.60 1,791.13 2217.36 4.42 90.28 256.5[ +D+L+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.731 0.317 1.00 0.979 1.00 1.00 1.00 1.00 0.96 25.60 1,791.13 2448.91 4.42 90.28 285.00 +D+Lr+H 0.979 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Page 93 of 190 Wood Bea IT1 File=E:1Projects\2017\17154(Fields Apartments-Otak)\Calculations\Building Wields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH12-3 ply header at storefront along Grid 3.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=18.667 ft 1 0.596 0.253 1.25 0.979 1.00 1.00 1.00 1.00 0.94 25.60 1,791.13 3004.28 4.42 90.28 356.25 +D+S+H 0.979 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.947 0.406 1.15 0.979 1.00 1.00 1.00 1.00 0.95 37.71 2,638.46 2786.70 6.52 133.06 327.75 +D+0.750Lr+0.750L+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.596 0.253 1.25 0.979 1.00 1.00 1.00 1.00 0.94 25.60 1,791.13 3004.28 4.42 90.28 356.25 +D+0.750L+0.750S+H 0.979 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.871 0.373 1.15 0.979 1.00 1.00 1.00 1.00 0.95 34.68 2,426.62 2786.70 6.00 122.37 327.75 +D+0.60W+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.484 0.198 1.60 0.979 1.00 1.00 1.00 1.00 0.91 25.60 1,791.13 3700.53 4.42 90.28 456.00 +D+0.70E+H 0.979 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.484 0.198 1.60 0.979 1.00 1.00 1.00 1.00 0.91 25.60 1,791.13 3700.53 4.42 90.28 456.00 +D+0.750Lr+0.750L+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.484 0.198 1.60 0.979 1.00 1.00 1.00 1.00 0.91 25.60 1,791.13 3700.53 4.42 90.28 456.00 +D+0.750L+0.7505+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.656 0.268 1.60 0.979 1.00 1.00 1.00 1.00 0.91 34.68 2,426.62 3700.53 6.00 122.37 456.00 +D+0.750L+0.7505+0.5250E+H 0.979 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.656 0.268 1.60 0.979 1.00 1.00 1.00 1.00 0.91 34.68 2,426.62 3700.53 6.00 122.37 456.00 +0.60D+0.60W+0.60H 0.979 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.290 0.119 1.60 0.979 1.00 1.00 1.00 1.00 0.91 15.36 1,074.68 3700.53 2.65 54.17 456.00 +0.60D+0.70E+0.60H 0.979 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=18.667 ft 1 0.290 0.119 1.60 0.979 1.00 1.00 1.00 1.00 0.91 15.36 1,074.68 3700.53 2.65 54.17 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.9982 9.265 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.256 6.925 Overall MINimum 2.334 2.229 +D+H 4.922 4.696 +D+L+H 4.922 4.696 +D+Lr+H 4.922 4.696 +D+S+H 7.256 6.925 +D+0.750Lr+0.750L+H 4.922 4.696 +D+0.750L+0.7505+H 6.673 6.367 +D+0.60W+H 4,922 4.696 +D+0.70E+H 4.922 4.696 +D+0.750Lr+0.750L+0.450W+H 4.922 4.696 +D+0.750L+0.750S+0.450W+H 6.673 6.367 +D+0.750L+0.750S+0.5250E+H 6.673 6.367 +0.60D+0.60W+0.60H 2.953 2.818 +0.60D+0.70E+0.60H 2.953 2.818 D Only 4.922 4.696 Lr Only L Only S Only 2.334 2.229 W Only E Only H Only • Page 94 of 190 File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building Wields Clubhouse.ec6 Wood Bearn ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH13-header at storefront along Grid 3.0 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(0.310)S(0.1550) X o c X 3-1.75x14 140;11 Span= 17.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.• Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.310, S=0.1550 kilt DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.456 1 Maximum Shear Stress Ratio = 0.228 : 1 Section used for this span 3-1.75x14 Section used for this span 3-1.75x14 fb:Actual = 1,278.21 psi fv:Actual = 74.73 psi FB:Allowable = 2,803.52 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.667ft Location of maximum on span = 16.194ft Span#where maximum occurs = Span#1 Span-it-where-maximum ocettrs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.139 in Ratio= 1498>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.436 in Ratio= 477>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm Cr CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.391 0.199 0.90 0.979 1.00 1.00 1.00 1.00 0.97 12.45 870.92 2225.19 2.50 50.92 256.50 +D+L+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.354 0.179 1.00 0.979 1.00 1.00 1.00 1.00 0.97 12.45 870.92 2459.67 2.50 50.92 285.0 +D+Lr+H 0.979 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.0 Length=17.333 ft 1 0.288 0.143 1.25 0.979 1.00 1.00 1.00 1.00 0.95 12.45 870.92 3026.52 2.50 50.92 356.25 +D+S+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.456 0.228 1.15 0.979 1.00 1.00 1.00 1.00 0.96 18.27 1,278.21 2803.52 3.66 74.73 327.75 Page 95 of 190 WOOL, Bea117 File=E:\Prciects12017\17154(Fields Apartments-Otak)\Calculations\Building 31Fidds Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: RH13-header at storefront along Grid 3.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V Iv F'v +D+0.750Lr+0.750L+H 0.979 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.288 0.143 1.25 0.979 1.00 1.00 1.00 1.00 0.95 12.45 870.92 3026.52 2.50 50.92 356.25 +D+0.750L+0.7505+H 0.979 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.420 0.210 1.15 0.979 1.00 1.00 1.00 1.00 0.96 16.81 1,176.39 2803.52 3.37 68.78 327.75 +D+0.60W+H 0.979 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.232 0.112 1.60 0.979 1.00 1.00 1.00 1.00 0.92 12.45 870.92 3754.36 2.50 50.92 456.00 +D+0.70E+H 0.979 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.232 0.112 1.60 0.979 1.00 1.00 1.00 1.00 0.92 12.45 870.92 3754.36 2.50 50.92 456.00 +D+0.750Lr+0.750L+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.232 0.112 1.60 0.979 1.00 1.00 1.00 1.00 0.92 12.45 870.92 3754.36 2.50 50.92 456.00 +D+0.750L+0.7505+0.450W+H 0.979 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.313 0.151 1.60 0.979 1.00 1.00 1.00 1.00 0.92 16.81 1,176.39 3754.36 3.37 68.78 456.00 +D+0.750L+0.7505+0.5250E+H 0.979 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.313 0.151 1.60 0.979 1.00 1.00 1.00 1.00 0.92 16.81 1,176.39 3754.36 3.37 68.78 456.00 +0.60D+o.60W+0.60H 0.979 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.139 0.067 1.60 0.979 1.00 1.00 1.00 1.00 0.92 7.47 522.55 3754.36 1.50 30.55 456.00 +0.60D+0.70E+0.60H 0.979 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=17.333 ft 1 0.139 0.067 1.60 0.979 1.00 1.00 1.00 1.00 0.92 7.47 522.55 3754.36 1.50 30.55 456.00 Overall Maximum Deflections Load Combination Span Max.""Def Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 0.4356 8.730 0.0000 0.000 0Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.216 4.216 Overall MINimum 1.343 1.343 +D+H 2.872 2.872 +D+L+H 2.872 2.872 +D+Lr+H 2.872 2.872 +D+S+H 4.216 4.216 +D+0.750Lr+0.750L+H 2.872 2.872 +D+0.750L+0.7505+H 3.880 3.880 +D+0.60W+H 2.872 2.872 +D+0.70E+H 2.872 2.872 +D+0.750Lr+0.750L+0.450W+H 2.872 2.872 +D+0.750L+0.7505+0.450W+H 3.880 3.880 +D+0.750L+0.7505+0.5250E+H 3.880 3.880 +0.60D+0.60W+0.60H 1.723 1.723 +0.60D+0.70E+0.60H 1.723 1.723 D Only 2.872 2.872 Lr Only L Only S Only 1.343 1.343 W Only E Only H Only • Page 96 of 190 Wood Beam File=E:1Projects12017117154(Fields Apartments-otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,BIM:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH14-header over 3'-0"wide interior door CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(1.118)S(0.559) to o a x x X, 2-2x8 Span=3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=1.118, S=0.5590, Tributary Width=1.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.69a 1 Maximum Shear Stress Ratio = 0.502 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 861.43 psi fv:Actual = 103.84 psi FB:Allowable = 1,234.68 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.007 in Ratia= 5355>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.020 in Ratio= 1785>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.594 0.427 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.26 574.29 967.62 1.00 69.22 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.534 0.385 1.00 1.200 1.00 1.00 1.00 1.00 0.99 1.26 574.29 1074.54 1.00 69.22 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.428 0.308 1.25 1.200 1.00 1.00 1.00 1.00 0.99 1.26 574.29 1341.27 1.00 69.22 225.0nM +D+S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0. Length=3.0 ft 1 0.698 0.502 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.89 861.43 1234.68 1.51 103.84 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.428 0.308 1.25 1.200 1.00 1.00 1.00 1.00 0.99 1.26 574.29 1341.27 1.00 69.22 225.00 Page 97 of 190 OOCI Beam File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations'Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH14-header over 3'-0"wide interior door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V iv F'v +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.640 0.460 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.73 789.65 1234.68 1.38 95.18 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.335 0.240 1.60 1.200 1.00 1.00 1.00 1.00 0.99 1.26 574.29 1713.23 1.00 69.22 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.335 0.240 1.60 1.200 1.00 1.00 1.00 1.00 0.99 1.26 574.29 1713.23 1.00 69.22 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.335 0.240 1.60 1.200 1.00 1.00 1.00 1.00 0.99 1.26 574.29 1713.23 1.00 69.22 288.00 +D+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.461 0.330 1.60 1.200 1.00 1.00 1.00 1.00 0.99 1.73 789.65 1713.23 1.38 95.18 288.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.461 0.330 1.60 1.200 1.00 1.00 1.00 1.00 0.99 1.73 789.65 1713.23 1.38 95.18 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.201 0.144 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.75 344.57 1713.23 0.60 41.53 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.201 0.144 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.75 344.57 1713.23 0.60 41.53 288.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.0202 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.516 2.516 0 Overall MINimum 0.839 0.839 +D+H 1.677 1.677 +D+L+H 1.677 1.677 +D+Lr+H 1.677 1.677 +D+S+H 2.516 2.516 +D+0.750Lr+0.750L+H 1.677 1.677 +D+0.750L+0.7505+H 2.306 2.306 +D+0.60W+H 1.677 1.677 +D+0.70E+H 1.677 1.677 +D+0.750Lr+0.750L+0.450W+H 1.677 1.677 +D+0.750L+0.750S+0.450W+H 2.306 2.306 +D+0.750L+0.7505+0.5250E+H 2.306 2.306 +0.600+0.60W+0.60H 1.006 1.006 +0.600+0.70E+0.60H 1.006 1.006 D Only 1.677 1.677 Lr Only L Only S Only 0.839 0.839 W Only E Only H Only 1 III Page 98 of 190 Wood Beam File=E:\Projects12017\17154(Fields Apartments-Otak)\Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH15-transom header below RH8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi [bend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.05) X b b b x 2-2x8 4;1 1 Span= 15.750 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.050, Tributary Width=1.0 ft,(window weight) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.751: 1 Maximum Shear Stress Ratio = 0.155 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 707.91 psi fv:Actual = 25.17 psi FB:Allowable = 943.14 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 7.875ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection _ Max Downward Transient Deflection 0.000 in Ratio= 3<7aiT Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.457 in Ratio= 413>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.751 0.155 0.90 1.200 1.00 1.00 1.00 1.00 0.97 1.55 707.91 943.14 0.37 25.17 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.679 0.140 1.00 1.200 1.00 1.00 1.00 1.00 0.97 1.55 707.91 1042.33 0.37 25.17 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.552 0.112 1.25 1.200 1.00 1.00 1.00 1.00 0.95 1.55 707.91 1281.71 0.37 25.17 225.0 11 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.0 Length=15.750 ft 1 0.596 0.122 1.15 1.200 1.00 1.00 1.00 1.00 0.96 1.55 707.91 1187.62 0.37 25.17 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.552 0.112 1.25 1.200 1.00 1.00 1.00 1.00 0.95 1.55 707.91 1281.71 0.37 25.17 225.00 Page 99 of 190 Wood Beam =E:1Projects12017117154(Fields Apartments-Otak)1CalculadonslBuilding 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 L1c.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH15-transom header below RH8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.596 0.122 1.15 1.200 1.00 1.00 1.00 1.00 0.96 1.55 707.91 1187.62 0.37 25.17 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.446 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0.92 1.55 707.91 1587.51 0.37 25.17 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.446 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0.92 1.55 707.91 1587.51 0.37 25.17 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.446 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0.92 1.55 707.91 1587.51 0.37 25.17 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.446 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0.92 1.55 707.91 1587.51 0.37 25.17 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.446 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0.92 1.55 707.91 1587.51 0.37 25.17 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.268 0.052 1.60 1.200 1.00 1.00 1.00 1.00 0.92 0.93 424.74 1587.51 0.22 15.10 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=15.750 ft 1 0.268 0.052 1.60 1.200 1.00 1.00 1.00 1.00 0.92 0.93 424.74 1587.51 0.22 15.10 288.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.4568 7.932 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 0.394 0.394 Overall MINimum 0.394 0.394 +D+H 0.394 0.394 +D+L+H 0.394 0.394 +D+Lr+H 0.394 0.394 +D+S+H 0.394 0.394 +D+0.750Lr+0.750L+H 0.394 0.394 +D+0.750L+0.7505+H 0.394 0.394 +D+0.60W+H 0.394 0.394 +D+0.70E+H 0.394 0.394 +D+0.750Lr+0.750L+0.450W+H 0.394 0.394 +D+0.750L+0.750S+0.450W+H 0.394 0.394 +D+0.750L+0.7505+0.5250E+H 0.394 0.394 +0.60D+0.60W+0.60H 0.236 0.236 +0.60D+0.70E+0.60H 0.236 0.236 D Only 0.394 0.394 Lr Only L Only S Only W Only E Only H Only III Page 100 of 190 Wood Beam File=E:1Projects12017117154(Fields Apartments-Otak)\Calculations\Building 3-ClubhousetFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH16-transom header below RH4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.05) dX b 8 b X 1 2-2x8 ,S) Span=6.750 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations.• Uniform Load: D=0.050, Tributary Width=1.0 ft,(window weight) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.135 1 Maximum Shear Stress Ratio = 0.059 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 130.02psi fv:Actual = 9.60 psi FB:Allowable = 962.10psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 3.375ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= U 44U Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.015 in Ratio= 5256>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.135 0.059 0.90 1.200 1.00 1.00 1.00 1.00 0.99 0.28 130.02 962.10 0.14 9.60 162.00 Length=0.02464 ft 1 0.002 0.059 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 971.97 0.14 9.60 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.122 0.053 1.00 1.200 1.00 1.00 1.00 1.00 0.99 0.28 130.02 1067.53 0.14 9.60 180.00 Length=0.02464 ft 1 0.002 0.053 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1079.96 0.14 9.60 180.0 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0� Length=6.725 ft 1 0.098 0.043 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.28 130.02 1329.48 0.14 9.60 225.00 Length=0.02464 ft 1 0.001 0.043 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1349.94 0.14 9.60 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 101 of 190 Wood B@anl File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Buildirg 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH16-transom header below RH4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=6.725 ft 1 0.106 0.046 1.15 1.200 1.00 1.00 1.00 1.00 0.99 0.28 130.02 1224.99 0.14 9.60 207.00 Length=0.02464 ft 1 0.002 0.046 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1241.95 0.14 9.60 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.098 0.043 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.28 130.02 1329.48 0.14 9.60 225.00 Length=0.02464 ft 1 0.001 0.043 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1349.94 0.14 9.60 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.106 0.046 1.15 1.200 1.00 1.00 1.00 1.00 0.99 0.28 130.02 1224.99 0.14 9.60 207.00 Length=0.02464 ft 1 0.002 0.046 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1241.95 0.14 9.60 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.077 0.033 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.28 130.02 1691.72 0.14 9.60 288.00 Length=0.02464 ft 1 0.001 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1727.89 0.14 9.60 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.077 0.033 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.28 130.02 1691.72 0.14 9.60 288.00 Length=0.02464 ft 1 0.001 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1727.89 0.14 9.60 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.077 0.033 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.28 130.02 1691.72 0.14 9.60 288.00 Length=0.02464 ft 1 0.001 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1727.89 0.14 9.60 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.077 0.033 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.28 130.02 1691.72 0.14 9.60 288.00 Length=0.02464 ft 1 0.001 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1727.89 0.14 9.60 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.077 0.033 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.28 130.02 1691.72 0.14 9.60 288.00 Length=0.02464 ft 1 0.001 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.89 1727.89 0.14 9.60 288.00 •�0.60D+0.60W+0.6oH 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.046 0.020 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.17 78.01 1691.72 0.08 5.76 288.00 Length=0.02464 ft 1 0.001 0.020 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.13 1727.89 0.08 5.76 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.046 0.020 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.17 78.01 1691.72 0.08 5.76 288.00 Length=0.02464 ft 1 0.001 0.020 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.13 1727.89 0.08 5.76 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0154 3.400 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.169 0.169 Overall MINimum 0.169 0.169 +D+H 0.169 0.169 +D+L+H 0.169 0.169 +D+Lr+H 0.169 0.169 +D+S+H 0.169 0.169 +D+0.750Lr+0.750L+H 0.169 0.169 +D+0.750L+0.7505+H 0.169 0.169 +D+0.60W+H 0.169 0.169 +D+0.70E+H 0.169 0.169 +D+0.750Lr+0.750L+0.450W+H 0.169 0.169 +D+0.750L+0.750S+0.450W+H 0.169 0.169 +D+0.750L+0.7505+0.5250E+H 0.169 0.169 +0.60D+0.60W+0.60H 0.101 0.101 +0.60D+0.70E+0.60H 0.101 0.101 D Only 0.169 0.169 Lr Only L Only S Only • W Only E Only H Only Page 102 of 190 Wood Beam File=E:1Projects\2017117154(Fields Apartments-Otak)\Calculalions\8uilding 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ,.,mx Licensee: Enayat Schneider Engineering Inc Description: RH17-transom header below RH5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.05) X o o XX 2-2x6 j r& Span= 13.050 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.", Uniform Load: D=0.050, Tributary Width=1.0 ft,(window weight) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.816 1 Maximum Shear Stress Ratio = 0.171 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual 844.48 psi fv:Actual = 27.71 psi FB:Allowable 1,034.66 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 6.525ft Location of maximum on span = 12.621 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection In ati- ------U<240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.493 in Ratio= 317>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.816 0.171 0.90 1.300 1.00 1.00 1.00 1.00 0.98 1.06 844.48 1034.66 0.30 27.71 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.737 0.154 1.00 1.300 1.00 1.00 1.00 1.00 0.98 1.06 844.48 1146.57 0.30 27.71 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.594 0.123 1.25 1.300 1.00 1.00 1.00 1.00 0.97 1.06 844.48 1422.51 0.30 27.71 225.0 0 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.0 Length=13.050 ft 1 0.643 0.134 1.15 1.300 1.00 1.00 1.00 1.00 0.98 1.06 844.48 1312.85 0.30 27.71 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.594 0.123 1.25 1.300 1.00 1.00 1.00 1.00 0.97 1.06 844.48 1422.51 0.30 27.71 225.00 Page 103 of 190 Wood Beal11 File=ElPrgects12017117154(Fields Apartments-Otak)1Calculationsl Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH17-transom header below RH5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.643 0.134 1.15 1.300 1.00 1.00 1.00 1.00 0.98 1.06 844.48 1312.85 0.30 27.71 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.470 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.96 1.06 844.48 1797.09 0.30 27.71 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.470 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.96 1.06 844.48 1797.09 0.30 27.71 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.470 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.96 1.06 844.48 1797.09 0.30 27.71 288.00 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.470 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.96 1.06 844.48 1797.09 0.30 27.71 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.470 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.96 1.06 844.48 1797.09 0.30 27.71 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.282 0.058 1.60 1.300 1.00 1.00 1.00 1.00 0.96 0.64 506.69 1797.09 0.18 16.63 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=13.050 ft 1 0.282 0.058 1.60 1.300 1.00 1.00 1.00 1.00 0.96 0.64 506.69 1797.09 0.18 16.63 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.4931 6.573 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 0.326 0.326 Overall MiNimum 0.326 0.326 +D+H 0.326 0.326 +D+L+H 0.326 0.326 +D+Lr+H 0.326 0.326 +D+S+H 0.326 0.326 +D+0.750Lr+0.750L+H 0.326 0.326 +D+0.750L+0.750S+H 0.326 0.326 +D+0.60W+H 0.326 0.326 +D+0.70E+H 0.326 0.326 +D+0.750Lr+0.750L+0.450W+H 0.326 0.326 +D+0.750L+0.7505+0.450W+H 0.326 0.326 +D+0.750L+0.7505+0.5250E+H 0.326 0.326 +0.60D+0.60W+0.60H 0.196 0.196 +0.60D+0.70E+0.60H 0.196 0.196 D Only 0.326 0.326 Lr Only L Only S Only W Only E Only H Only • Page 104 of 190 AI r1 Beam File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-CluMxwsetFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH18-transom header below RH6 CODE REFERENCES Calculations per NDS 2012,IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.05) x o 0 o x M;I2-2x8 Span= 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.• Uniform Load: D=0.050, Tributary Width=1.0 ft,(window weight) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.800 1 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 753.57 psi fv:Actual = 25.97 psi FB:Allowable = 941.76 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 8.125ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.000 in Ratio= U-24U Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.518 in Ratio= 376>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.800 0.160 0.90 1.200 1.00 1.00 1.00 1.00 0.97 1.65 753.57 941.76 0.38 25.97 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.724 0.144 1.00 1.200 1.00 1.00 1.00 1.00 0.96 1.65 753.57 1040.42 0.38 25.97 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.590 0.115 1.25 1.200 1.00 1.00 1.00 1.00 0.95 1.65 753.57 1277.77 0.38 25.97 225.0 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.0 Length=16.250 ft 1 0.636 0.125 1.15 1.200 1.00 1.00 1.00 1.00 0.95 1.65 753.57 1184.64 0.38 25.97 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.590 0.115 1.25 1.200 1.00 1.00 1.00 1.00 0.95 1.65 753.57 1277.77 0.38 25.97 225.00 Page 105 of 190 Wood BeamFile=E:1Projects12017117154(Fields Apartments-Otak)1CalculationstBuildirg 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vet:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH18-transom header below RH6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.636 0.125 1.15 1.200 1.00 1.00 1.00 1.00 0.95 1.65 753.57 1184.64 0.38 25.97 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.478 0.090 1.60 1.200 1.00 1.00 1.00 1.00 0.91 1.65 753.57 1578.00 0.38 25.97 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.478 0.090 1.60 1.200 1.00 1.00 1.00 1.00 0.91 1.65 753.57 1578.00 0.38 25.97 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.478 0.090 1.60 1.200 1.00 1.00 1.00 1.00 0.91 1.65 753.57 1578.00 0.38 25.97 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.478 0.090 1.60 1.200 1.00 1.00 1.00 1.00 0.91 1.65 753.57 1578.00 0.38 25.97 288.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.478 0.090 1.60 1.200 1.00 1.00 1.00 1.00 0.91 1.65 753.57 1578.00 0.38 25.97 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.287 0.054 1.60 1.200 1.00 1.00 1.00 1.00 0.91 0.99 452.14 1578.00 0.23 15.58 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.287 0.054 1.60 1.200 1.00 1.00 1.00 1.00 0.91 0.99 452.14 1578.00 0.23 15.58 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.5176 8.184 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 41) Overall MINI mum 0.406 0.406 Overall MINimum 0.406 0.406 +D+H 0.406 0.406 +D+L+H 0.406 0.406 +D+Lr+H 0.406 0.406 +D+S+H 0.406 0.406 +D+0.750Lr+0.750L+H 0.406 0.406 +D+0.750L+0.750S+H 0.406 0.406 +D+0.60W+H 0.406 0.406 +D+0.70E+H 0.406 0.406 +D+0.750Lr+0.750L+0.450W+H 0.406 0.406 +D+0.750L+0.7505+0.450W+H 0.406 0.406 +D+0.750L+0.750S+0.5250E+H 0.406 0.406 +0.60D+0.60W+0.60H 0.244 0.244 +0.60D+0.70E+0.60H 0.244 0.244 D Only 0.406 0.406 Lr Only L Only S Only W Only E Only H Only III Page 106 of 190 File=E:\Projects12017117154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 Wood Beare ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 `" _' Licensee:Enayat Schneider Engineering Inc Description: short outrigger CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.05) D(0.1)S(0.05) a o ( a ) o a o o a o x x 2x10 2x10 Span=2.60 ft Span=2.330 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.050, Tributary Width=1.0 ft,(window weight) Load for Span Number 2 Uniform Load: D=0.10, S=0.050, Tributary Width=1.0 ft, (window weight) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.208 1 Maximum Shear Stress Ratio = 0.122 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 228.42 psi fv:Actual = 25.33 psi FB :Allowable = 1,099.15psi Fv:Allowable = 207.00 psi Load Combination +D+S+--1 Load Combination +D+S+H Location of maximum on span = 2.600ft__ Location of maximum on span = 2.600ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 11194>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.014 in Ratio= 3978>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.175 0.104 0.90 1.100 1.00 1.00 1.00 1.00 0.98 0.27 152.28 869.57 0.16 16.89 162.0 Length=2.330 ft 2 0.175 0.104 0.90 1.100 1.00 1.00 1.00 1.00 0.98 0.27 152.28 872.58 0.16 16.89 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.158 0.094 1.00 1.100 1.00 1.00 1.00 1.00 0.97 0.27 152.28 962.30 0.16 16.89 180.00 Page 107 of 190 Wood Beam =E:1Projects12017\17154(Fields Apartments-Otak)\Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: short outrigger Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V Ey F'v Length=2.330 ft 2 0.158 0.094 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.27 152.28 966.34 0.16 16.89 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.128 0.075 1.25 1.100 1.00 1.00 1.00 1.00 0.96 0.27 152.28 1188.63 0.16 16.89 225.00 Length=2.330 ft 2 0.127 0.075 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.27 152.28 1196.43 0.16 16.89 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.208 0.122 1.15 1.100 1.00 1.00 1.00 1.00 0.97 0.41 228.42 1099.15 0.23 25.33 207.00 Length=2.330 ft 2 0.207 0.122 1.15 1.100 1.00 1.00 1.00 1.00 0.97 0.41 228.42 1105.20 0.23 25.33 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.128 0.075 1.25 1.100 1.00 1.00 1.00 1.00 0.96 0.27 152.28 1188.63 0.16 16.89 225.00 Length=2.330 ft 2 0.127 0.075 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.27 152.28 1196.43 0.16 16.89 225.00 +D+0.750L+0.7505+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.190 0.112 1.15 1.100 1.00 1.00 1.00 1.00 0.97 0.37 209.38 1099.15 0.21 23.22 207.00 Length=2.330 ft 2 0.189 0.112 1.15 1.100 1.00 1.00 1.00 1.00 0.97 0.37 209.38 1105.20 0.21 23.22 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.102 0.059 1.60 1.100 1.00 1.00 1.00 1.00 0.94 0.27 152.28 1487.51 0.16 16.89 288.00 Length=2.330 ft 2 0.101 0.059 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.27 152.28 1505.04 0.16 16.89 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.102 0.059 1.60 1.100 1.00 1.00 1.00 1.00 0.94 0.27 152.28 1487.51 0.16 16.89 288.00 Length=2.330 ft 2 0.101 0.059 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.27 152.28 1505.04 0.16 16.89 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.102 0.059 1.60 1.100 1.00 1.00 1.00 1.00 0.94 0.27 152.28 1487.51 0.16 16.89 288.00 Length=2.330 ft 2 0.101 0.059 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.27 152.28 1505.04 0.16 16.89 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Aft Length=2.60 ft 1 0.141 0.081 1.60 1.100 1.00 1.00 1.00 1.00 0.94 0.37 209.38 1487.51 0.21 23.22 288.00 Length=2.330 ft 2 0.139 0.081 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.37 209.38 1505.04 0.21 23.22 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.141 0.081 1.60 1.100 1.00 1.00 1.00 1.00 0.94 0.37 209.38 1487.51 0.21 23.22 288.00 Length=2.330 ft 2 0.139 0.081 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.37 209.38 1505.04 0.21 23.22 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.061 0.035 1.60 1.100 1.00 1.00 1.00 1.00 0.94 0.16 91.37 1487.51 0.09 10.13 288.00 Length=2.330 ft 2 0.061 0.035 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.16 91.37 1505.04 0.09 10.13 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=2.60 ft 1 0.061 0.035 1.60 1.100 1.00 1.00 1.00 1.00 0.94 0.16 91.37 1487.51 0.09 10.13 288.00 Length=2.330 ft 2 0.061 0.035 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.16 91.37 1505.04 0.09 10.13 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+5+H -0.0016 1.554 +D+S+H 2 0.0141 2.330 0.0000 1.554 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.092 0.571 Overall MINimum -0.039 0.169 +D+H -0.039 0.402 +D+L+H -0.039 0.402 +D+Lr+H -0.039 0.402 +D+S+H -0.092 0.571 +D+0.750Lr+0.750L+H -0.039 0.402 +D+0.750L+0.750S+H -0.079 0.529 +D+0.60W+H -0.039 0.402 +D+0.70E+H -0.039 0.402 +D+0.750Lr+0.750L+0.450W+H -0.039 0.402 +D+0.750L+0.750S+0.450W+H -0.079 0.529 +D+0.750L+0.750S+0.5250E+H -0.079 0.529 • +0.60D+0.60W+O.60H -0.024 0.241 +0.60D+0.70E+0.60H -0.024 0.241 D Only -0.039 0.402 Lr Only L Only Page 108 of 190 VVood Beam File=E:IProjects12017117154(Fields Apartments-Otak)ICalculationstBuilding 31Fields Clubhouse.ec6 ENERCALC,INC 1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: short outrigger Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 S Only -0.052 0.169 W Only E Only H Only • Page 109 of 190 File=E:1Projects\2017\17154 Wood Beam (Fields Apartments-Otak)\Calculations1Butding 3\Fiekls Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering inc Description: long outrigger CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(-0.07) W(-0.092) a b D(0.0741 S(0.05) b b a D(0.070S(0.05) b b b b b b b a b b b 1.75x9.25 1.75x9.25 Span=7.0 ft Span=5.330 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0740, S=0.050, Tributary Width=1.0 ft Uniform Load: W=-0.070 Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0740, S=0.050, Tributary Width=1.0 ft Uniform Load: W=-0.0920, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.294 1 Maximum Shear Stress Ratio = 0.174 : 1 Section used for this span 1.75x9.25 Section used for this span 1.75x9.25 fb:Actual = 879.20 psi fv:Actual = 57.09 psi FB:Allowable = 2,990.00 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 6.257 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.079 in Ratio= 1614>=240 Max Upward Transient Deflection -0.159 in Ratio= 804>=240 Max Downward Total Deflection 0.204 in Ratio= 626>=180 Max Upward Total Deflection -0.016 in Ratio= 5161 >=180 IIIMaximum Forces & Stresses for Load Combinations Page 110 of 190 Wood BeamFile=E:tProjects12017117154(FieldsApartments-Otak)1Calculations\Buildk�g31FieldsClubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: long outrigger Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.230 0.136 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 2340.00 0.38 34.91 256.50 Length=5.330 ft 2 0.230 0.136 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 2340.00 0.36 34.91 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.207 0.123 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 2600.00 0.38 34.91 285.00 Length=5.330 ft 2 0.207 0.123 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 2600.00 0.36 34.91 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.165 0.098 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 3250.00 0.38 34.91 356.25 Length=5.330 ft 2 0.165 0.098 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 3250.00 0.36 34.91 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.294 0.174 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.83 879.20 2990.00 0.62 57.09 327.75 Length=5.330 ft 2 0.294 0.174 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.83 879.20 2990.00 0.59 57.09 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.165 0.098 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 3250.00 0.38 34.91 356.25 Length=5.330 ft 2 0.165 0.098 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 3250.00 0.36 34.91 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.265 0.157 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.65 793.82 2990.00 0.56 51.55 327.75 Length=5.330 ft 2 0.265 0.157 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.65 793.82 2990.00 0.53 51.55 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.039 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 160.66 4160.00 0.15 13.80 456.00 Length=5.330 ft 2 0.039 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 160.66 4160.00 0.11 13.80 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.129 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 4160.00 0.38 34.91 456.00 Length=5.330 ft 2 0.129 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.12 537.69 4160.00 0.36 34.91 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0 Length=7.0 ft 1 0.061 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 254.91 4160.00 0.21 19.08 456.00 Length=5.330 ft 2 0.061 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 254.91 4160.00 0.17 19.08 456.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.123 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.06 511.05 4160.00 0.39 35.71 456.00 Length=5.330 ft 2 0.123 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.06 511.05 4160.00 0.34 35.71 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.191 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 793.82 4160.00 0.56 51.55 456.00 Length=5.330 ft 2 0.191 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 793.82 4160.00 0.53 51.55 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.013 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 54.63 4160.00 0.04 3.39 456.00 Length=5.330 ft 2 0.013 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 54.42 4160.00 0.04 3.39 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.67 322.61 4160.00 0.23 20.95 456.00 Length=5.330 ft 2 0.078 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.67 322.61 4160.00 0.22 20.95 456.00 Overall Maximum Deflections Load Combination Span Max .."Defl -Location-in Span. Load Combination Max "+"DPfl I nation in Span W Only 1 0.0162 4.615 +D+S+H -0.0163 5.006 +D+S+H 2 0.2039 5.330 0.0000 5.006 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.189 1.398 Overall MINimum -0.058 0.543 +D+H 0.116 0.855 +D+L+H 0.116 0.855 +D+Lr+H 0.116 0.855 +D+S+H 0.189 1.398 +D+0.750Lr+0.750L+H 0.116 0.855 +D+0.750L+0.750S+H 0.171 1.262 +D+0.60W+H 0.0810.302 III +D+0.70E+H 0.116116 0.855 +D+0.750Lr+0.750L+0.450W+H 0.090 0.440 +D+0.750L+0.750S+0.450W+H 0.145 0.847 +D+0.750L+0.7505+0.5250E+H 0.171 1.262 Page 111 of 190 Wood Bea Ill File=E:iPrgects12017117154(Fields Apartments-Otak)1Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: long outrigger Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +0.60D+0.60W+0.60H 0.034 -0.040 +0.60D+0.70E+0.60H 0.069 0.513 D Only 0.116 0.855 Lr Only L Only S Only 0.074 0.543 W Only -0.058 -0.922 E Only H Only • • Page 112 of 190 File=E:IP Wood Beam (Fields Apartments-Otak)1CalculationstBuilding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 131-Glulam drop beam at re-entrant corner CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(1.117)S(0.559) b b b X 5.125x22.5 Span=20.670 ft • F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=1.117, S=0.5590 ksf, Tributary Width=1.0 ft,(Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.971: 1 Maximum Shear Stress Ratio = 0.619 : 1 Section used for this span 5.125x22.5 Section used for this span 5.125x22.5 fb:Actual = 2,520.95 psi fv:Actual = 188.62 psi FB:Allowable = 2,595.95 psi Fv:Allowable = 304.75 psi Load Combination +D+S _Load Combination +D+S Location of maximum on span = 10.335ft Location of maximum on span = 18.859 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.264 in Ratio= 940>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.802 in Ratio= 309>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Ci Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=1.961 ft 1 0.286 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 20.95 581.44 2031.62 9.73 126.63 238.5 Length=2.037 ft 1 0.520 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 38.06 1,056.21 2031.62 9.56 126.63 238.5 Length=1.961 ft 1 0.684 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 50.06 1,389.14 2031.62 7.24 126.63 238.50 Length=2.037 ft 1 0.790 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 57.87 1,605.83 2031.62 5.00 126.63 238.50 Length=1.961 ft 1 0.832 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 60.91 1,690.23 2031.62 2.67 126.63 238.50 Page 113 of 190 Wood B@aIll File=E:1Pejects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B1-Glulam drop beam at re-entrant corner Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FAr Ci Cr Cm C t CL M fb F'b V fv F'v Length=2.037 ft 1 0.833 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 60.99 1,692.48 2031.62 1.90 126.63 238.50 Length=1.961 ft 1 0.812 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 59.42 1,648.84 2031.62 4.14 126.63 238.50 Length=2.037 ft 1 0.731 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 53.50 1,484.72 2031.62 6.46 126.63 238.50 Length=1.961 ft 1 0.583 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 42.71 1,185.25 2031.62 8.70 126.63 238.50 Length=2.037 ft 1 0.380 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 27.84 772.61 2031.62 9.73 126.63 238.50 Length=0.6789 ft 1 0.106 0.531 0.90 0.941 1.00 1.00 1.00 1.00 1.00 7.75 215.07 2031.62 9.73 126.63 238.50 +D+S 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.961 ft 1 0.334 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 31.21 866.06 2595.95 14.50 188.62 304.75 Length=2.037 ft 1 0.606 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 56.69 1,573.23 2595.95 14.24 188.62 304.75 Length=1.961 ft 1 0.797 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 74.56 2,069.12 2595.95 10.78 188.62 304.75 Length=2.037 ft 1 0.921 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 86.19 2,391.88 2595.95 7.44 188.62 304.75 Length=1.961 ft 1 0.970 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 90.72 2,517.60 2595.95 3.98 188.62 304.75 Length=2.037 ft 1 0.971 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 90.84 2,520.95 2595.95 2.82 188.62 304.75 Length=1.961 ft 1 0.946 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 88.50 2,455.95 2595.95 6.16 188.62 304.75 Length=2.037 ft 1 0.852 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 79.69 2,211.49 2595.95 9.62 188.62 304.75 Length=1.961 ft 1 0.680 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 63.62 1,765.43 2595.95 12.96 188.62 304.75 Length=2.037 ft 1 0.443 0.619 1.15 0.941 1.00 1.00 1.00 1.00 0.99 41.47 1,150.81 2595.95 14.50 188.62 304.75 Length=0.6789 ft 1 0.123 0.619 1.15 0.941 1.00 1.00 1.00 1.00 1.00 11.54 320.34 2595.95 14.50 188.62 304.75 +D+0.7505 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.961 ft 1 0.306 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 28.64 794.91 2595.95 13.31 173.12 304.75 Length=2.037 ft 1 0.556 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 52.03 1,443.97 2595.95 13.07 173.12 304.75 Length=1.961 ft 1 0.732 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 68.44 1,899.12 2595.95 9.89 173.12 304.75 Length=2.037 ft 1 0.846 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 79.11 2,195.36 2595.95 6.83 173.12 304.75 • Length=1.961 ft 1 0.890 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 83.27 2,310.75 2595.95 3.65 173.12 304.75 Length=2.037 ft 1 0.891 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 83.38 2,313.84 2595.95 2.59 173.12 304.75 Length=1.961 ft 1 0.868 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 81.23 2,254.17 2595.95 5.65 173.12 304.75 Length=2.037 ft 1 0.782 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 73.14 2,029.80 2595.95 8.83 173.12 304.75 Length=1.961 ft 1 0.624 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 58.39 1,620.39 2595.95 11.90 173.12 304.75 Length=2.037 ft 1 0.407 0.568 1.15 0.941 1.00 1.00 1.00 1.00 0.99 38.06 1,056.26 2595.95 13.31 173.12 304.75 Length=0.6789 ft 1 0.113 0.568 1.15 0.941 1.00 1.00 1.00 1.00 1.00 10.60 294.02 2595.95 13.31 173.12 304.75 +1.101D 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.961 ft 1 0.177 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 23.07 640.14 3611.76 10.72 139.41 424.00 Length=2.037 ft 1 0.322 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 41.90 1,162.83 3611.76 10.53 139.41 424.00 Length=1.961 ft 1 0.423 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 55.11 1,529.36 3611.76 7.97 139.41 424.00 Length=2.037 ft 1 0.489 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 63.71 1,767.92 3611.76 5.50 139.41 424.00 Length=1.961 ft 1 0.515 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 67.06 1,860.84 3611.76 2.94 139.41 424.00 Length=2.037 ft 1 0.516 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 67.15 1,863.32 3611.76 2.09 139.41 424.00 Length=1.961 ft 1 0.503 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 65.41 1,815.27 3611.76 4.55 139.41 424.00 Length=2.037 ft 1 0.453 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 58.90 1,634.59 3611.76 7.11 139.41 424.00 Length=1.961 ft 1 0.361 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 47.02 1,304.89 3611.76 9.58 139.41 424.00 Length=2.037 ft 1 0.236 0.329 1.60 0.941 1.00 1.00 1.00 1.00 0.99 30.65 850.60 3611.76 10.72 139.41 424.00 Length=0.6789 ft 1 0.066 0.329 1.60 0.941 1.00 1.00 1.00 1.00 1.00 8.53 236.77 3611.76 10.72 139.41 424.00 +1.076D+0.7505 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.961 ft 1 0.232 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 30.23 838.93 3611.76 14.05 182.71 424.00 Length=2.037 ft 1 0.422 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 54.92 1,523.94 3611.76 13.80 182.71 424.00 Length=1.961 ft 1 0.555 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 72.22 2,004.29 3611.76 10.44 182.71 424.00 Length=2.037 ft 1 0.641 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 83.49 2,316.93 3611.76 7.21 182.71 424.00 Length=1.961 ft 1 0.675 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 87.88 2,438.71 3611.76 3.85 182.71 424.00 Length=2.037 ft 1 0.676 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 88.00 2,441.97 3611.76 2.73 182.71 424.00 Length=1.961 ft 1 0.659 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 85.73 2,378.99 3611.76 5.97 182.71 424.00 Length=2.037 ft 1 0.593 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 77.19 2,142.20 3611.76 9.32 182.71 424.00 Length=1.961 ft 1 0.473 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 61.62 1,710.12 3611.76 12.55 182.71 424.00 Length=2.037 ft 1 0.309 0.431 1.60 0.941 1.00 1.00 1.00 1.00 0.99 40.17 1,114.75 3611.76 14.05 182.71 424.00 Length=0.6789 ft 1 0.086 0.431 1.60 0.941 1.00 1.00 1.00 1.00 1.00 11.18 310.30 3611.76 14.05 182.71 424.00 +0.60D 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=1.961 ft 1 0.097 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 12.57 348.87 3611.76 5.84 75.98 424.00 Length=2.037 ft 1 0.175 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 22.84 633.73 3611.76 5.74 75.98 424.00 Length=1.961 ft 1 0.231 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 30.03 833.48 3611.76 4.34 75.98 424.00 Length=2.037 ft 1 0.267 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 34.72 963.50 3611.76 3.00 75.98 424.00 Length=1.961 ft 1 0.281 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 36.54 1,014.14 3611.76 1.60 75.98 424.00 Page 114 of 190 File=EftProjects12017117154{Fields Apartrneks-t )1Calculations!Building 31Fields Clubhouse.ec6 Wood Beam ENERCALC,INC 1983-2017,Buld:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B1-Glulam drop beam at re-entrant corner Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=2.037 ft 1 0.281 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 36.59 1,015.49 3611.76 1.14 75.98 424.00 Length=1.961 ft 1 0.274 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 35.65 989.30 3611.76 2.48 75.98 424.00 Length=2.037 ft 1 0.247 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 32.10 890.83 3611.76 3.88 75.98 424.00 Length=1.961 ft 1 0.197 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 25.63 711.15 3611.76 5.22 75.98 424.00 Length=2.037 ft 1 0.128 0.179 1.60 0.941 1.00 1.00 1.00 1.00 0.99 16.70 463.57 3611.76 5.84 75.98 424.00 Length=0.6789 ft 1 0.036 0.179 1.60 0.941 1.00 1.00 1.00 1.00 1.00 4.65 129.04 3611.76 5.84 75.98 424.00 +0.4991D 0.941 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.961 ft 1 0.080 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 10.46 290.18 3611.76 4.86 63.20 424.00 Length=2.037 ft 1 0.146 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 18.99 527.11 3611.76 4.77 63.20 424.00 Length=1.961 ft 1 0.192 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 24.98 693.26 3611.76 3.61 63.20 424.00 Length=2.037 ft 1 0.222 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 28.88 801.40 3611.76 2.49 63.20 424.00 Length=1.961 ft 1 0.234 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 30.40 843.53 3611.76 1.33 63.20 424.00 Length=2.037 ft 1 0.234 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 30.44 844.65 3611.76 0.95 63.20 424.00 Length=1.961 ft 1 0.228 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 29.65 822.87 3611.76 2.06 63.20 424.00 Length=2.037 ft 1 0.205 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 26.70 740.97 3611.76 3.22 63.20 424.00 Length=1.961 ft 1 0.164 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 21.32 591.51 3611.76 4.34 63.20 424.00 Length=2.037 ft 1 0.107 0.149 1.60 0.941 1.00 1.00 1.00 1.00 0.99 13.89 385.58 3611.76 4.86 63.20 424.00 Length=0.6789 ft 1 0.030 0.149 1.60 0.941 1.00 1.00 1.00 1.00 1.00 3.87 107.33 3611.76 4.86 63.20 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8025 10.410 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 17.580 17.580 Overall MINimum 5.777 5.777 D Only 11.802 11.802 +D+S 17.580 17.580 +D+0.7505 16.135 16.135 +0.60D 7.081 7.081 S Only 5.777 5.777 III Page 115 of 190 Wood Beam File=E:1FRgects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fiekts Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic.#:KW-06009534 .ry- , Licensee:Enayat Schneider Engineering Inc Description: B2-Glulam drop beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span#1, Defined Brace Spacing, First Brace at 6.750 ft and spaced at 2.0 ft D(0.9)S(0.45) b 0 b 0 b x x x x x x x x x x X X X X X X x x x 5.125x22.5 1111 F Span=21.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.90, S=0.450 ksf,Extent=6.750--»21.40 ft, Tributary Width=1.0 ft,(Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.70R 1 Maximum Shear Stress Ratio = 0.469 : 1 Section used for this span 5.125x22.5 Section used for this span 5.125x22.5 fb:Actual = 1,832.59 psi fv:Actual = 142.83 psi FB:Allowable = 2,583.72 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 11.863ft Location of maximum on span = 19.851 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.201 in Ratio= 1295>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.616 in Ratio= 421 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FA/ Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 0 Length=6.722 ft 1 0.444 0.264 0.90 0.936 1.00 1.00 1.00 1.00 0.98 32.32 896.92 2022.04 4.85 63.04 238.50 Length=1.977 ft 1 0.548 0.264 0.90 0.936 1.00 1.00 1.00 1.00 1.00 39.90 1,107.29 2022.04 4.72 63.04 238.50 Length=1.977 ft 1 0.602 0.264 0.90 0.936 1.00 1.00 1.00 1.00 1.00 43.87 1,217.32 2022.04 2.92 63.04 238.50 Length=2.056 ft 1 0.611 0.264 0.90 0.936 1.00 1.00 1.00 1.00 0.99 44.51 1,235.17 2022.04 1.09 63.04 238.50 Length=1.977 ft 1 0.606 0.264 0.90 0.936 1.00 1.00 1.00 1.00 1.00 44.15 1,225.31 2022.04 2.64 63.04 238.50 Page 116 of 190 Wood Beam File=E:Wn ects12017117154(Fields Apartments-Otak)ICalculations1Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 62-Glulam drop beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M f) F'b V fv F'v Length=1.977 ft 1 0.559 0.264 0.90 0.936 1.00 1.00 1.00 1.00 1.00 40.74 1,130.63 2022.04 4.47 63.04 238.50 Length=2.056 ft 1 0.463 0.347 0.90 0.936 1.00 1.00 1.00 1.00 0.99 33.71 935.61 2022.04 6.37 82.87 238.50 Length=1.977 ft 1 0.310 0.403 0.90 0.936 1.00 1.00 1.00 1.00 1.00 22.57 626.33 2022.04 7.40 96.20 238.50 Length=0.9491 ft 1 0.112 0.403 0.90 0.936 1.00 1.00 1.00 1.00 1.00 8.17 226.60 2022.04 7.40 96.20 238.50 +D+L+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.399 0.238 1.00 0.936 1.00 1.00 1.00 1.00 0.98 32.32 896.92 2246.71 4.85 63.04 265.00 Length=1.977 ft 1 0.493 0.238 1.00 0.936 1.00 1.00 1.00 1.00 0.99 39.90 1,107.29 2246.71 4.72 63.04 265.00 Length=1.977 ft 1 0.542 0.238 1.00 0.936 1.00 1.00 1.00 1.00 0.99 43.87 1,217.32 2246.71 2.92 63.04 265.00 Length=2.056 ft 1 0.550 0.238 1.00 0.936 1.00 1.00 1.00 1.00 0.99 44.51 1,235.17 2246.71 1.09 63.04 265.00 Length=1.977 ft 1 0.545 0.238 1.00 0.936 1.00 1.00 1.00 1.00 0.99 44.15 1,225.31 2246.71 2.64 63.04 265.00 Length=1.977 ft 1 0.503 0.238 1.00 0.936 1.00 1.00 1.00 1.00 0.99 40.74 1,130.63 2246.71 4.47 63.04 265.00 Length=2.056 ft 1 0.416 0.313 1.00 0.936 1.00 1.00 1.00 1.00 0.99 33.71 935.61 2246.71 6.37 82.87 265.00 Length=1.977 ft 1 0.279 0.363 1.00 0.936 1.00 1.00 1.00 1.00 0.99 22.57 626.33 2246.71 7.40 96.20 265.00 Length=0.9491 ft 1 0.101 0.363 1.00 0.936 1.00 1.00 1.00 1.00 1.00 8.17 226.60 2246.71 7.40 96.20 265.00 +D+Lr+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.319 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.97 32.32 896.92 2808.39 4.85 63.04 331.25 Length=1.977 ft 1 0.394 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 39.90 1,107.29 2808.39 4.72 63.04 331.25 Length=1.977 ft 1 0.433 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 43.87 1,217.32 2808.39 2.92 63.04 331.25 Length=2.056 ft 1 0.440 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 44.51 1,235.17 2808.39 1.09 63.04 331.25 Length=1.977 ft 1 0.436 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 44.15 1,225.31 2808.39 2.64 63.04 331.25 Length=1.977 ft 1 0.403 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 40.74 1,130.63 2808.39 4.47 63.04 331.25 Length=2.056 ft 1 0.333 0.250 1.25 0.936 1.00 1.00 1.00 1.00 0.99 33.71 935.61 2808.39 6.37 82.87 331.25 Length=1.977 ft 1 0.223 0.290 1.25 0.936 1.00 1.00 1.00 1.00 0.99 22.57 626.33 2808.39 7.40 96.20 331.25 Length=0.9491 ft 1 0.081 0.290 1.25 0.936 1.00 1.00 1.00 1.00 1.00 8.17 226.60 2808.39 7.40 96.20 331.25 Ak +D+S+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.01 Length=6.722 ft 1 0.514 0.305 1.15 0.936 1.00 1.00 1.00 1.00 0.97 47.85 1,327.96 2583.72 7.16 93.10 304.75 Length=1.977 ft 1 0.635 0.305 1.15 0.936 1.00 1.00 1.00 1.00 0.99 59.15 1,641.37 2583.72 7.03 93.10 304.75 Length=1.977 ft 1 0.699 0.305 1.15 0.936 1.00 1.00 1.00 1.00 0.99 65.07 1,805.64 2583.72 4.35 93.10 304.75 Length=2.056 ft 1 0.709 0.305 1.15 0.936 1.00 1.00 1.00 1.00 0.99 66.04 1,832.59 2583.72 1.63 93.10 304.75 Length=1.977 ft 1 0.704 0.305 1.15 0.936 1.00 1.00 1.00 1.00 0.99 65.52 1,818.23 2583.72 3.91 93.10 304.75 Length=1.977 ft 1 0.650 0.305 1.15 0.936 1.00 1.00 1.00 1.00 0.99 60.47 1,678.20 2583.72 6.63 93.10 304.75 Length=2.056 ft 1 0.538 0.404 1.15 0.936 1.00 1.00 1.00 1.00 0.99 50.05 1,389.00 2583.72 9.46 123.02 304.75 Length=1.977 ft 1 0.360 0.469 1.15 0.936 1.00 1.00 1.00 1.00 0.99 33.51 930.00 2583.72 10.98 142.83 304.75 Length=0.9491 ft 1 0.130 0.469 1.15 0.936 1.00 1.00 1.00 1.00 1.00 12.13 336.50 2583.72 10.98 142.83 304.75 +1)+0.750Lr+0.750L+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.319 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.97 32.32 896.92 2808.39 4.85 63.04 331.25 Length=1.977 ft 1 0.394 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 39.90 1,107.29 2808.39 4.72 63.04 331.25 Length=1.977 ft 1 0.433 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 43.87 1,217.32 2808.39 2.92 63.04 331.25 Length=2.056 ft 1 0.440 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 44.51 1,235.17 2808.39 1.09 63.04 331.25 Length=1.977 ft 1 0.436 0.190 1.25 0.916- 1: D0- 31 2808.39 164 h.1114 331.25 Length=1.977 ft 1 0.403 0.190 1.25 0.936 1.00 1.00 1.00 1.00 0.99 40.74 1,130.63 2808.39 4.47 63.04 331.25 Length=2.056 ft 1 0.333 0.250 1.25 0.936 1.00 1.00 1.00 1.00 0.99 33.71 935.61 2808.39 6.37 82.87 331.25 Length=1.977 ft 1 0.223 0.290 1.25 0.936 1.00 1.00 1.00 1.00 0.99 22.57 626.33 2808.39 7.40 96.20 331.25 Length=0.9491 ft 1 0.081 0.290 1.25 0.936 1.00 1.00 1.00 1.00 1.00 8.17 226.60 2808.39 7.40 96.20 331.25 +D+0.750L+0.750S+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.472 0.281 1.15 0.936 1.00 1.00 1.00 1.00 0.97 43.97 1,220.20 2583.72 6.58 85.58 304.75 Length=1.977 ft 1 0.584 0.281 1.15 0.936 1.00 1.00 1.00 1.00 0.99 54.34 1,507.85 2583.72 6.46 85.58 304.75 Length=1.977 ft 1 0.642 0.281 1.15 0.936 1.00 1.00 1.00 1.00 0.99 59.77 1,658.56 2583.72 3.99 85.58 304.75 Length=2.056 ft 1 0.651 0.281 1.15 0.936 1.00 1.00 1.00 1.00 0.99 60.66 1,683.24 2583.72 1.50 85.58 304.75 Length=1.977 ft 1 0.646 0.281 1.15 0.936 1.00 1.00 1.00 1.00 0.99 60.18 1,670.00 2583.72 3.59 85.58 304.75 Length=1.977 ft 1 0.597 0.281 1.15 0.936 1.00 1.00 1.00 1.00 0.99 55.54 1,541.31 2583.72 6.09 85.58 304.75 Length=2.056 ft 1 0.494 0.371 1.15 0.936 1.00 1.00 1.00 1.00 0.99 45.97 1,275.65 2583.72 8.69 112.99 304.75 Length=1.977 ft 1 0.331 0.430 1.15 0.936 1.00 1.00 1.00 1.00 0.99 30.78 854.08 2583.72 10.08 131.17 304.75 Length=0.9491 ft 1 0.120 0.430 1.15 0.936 1.00 1.00 1.00 1.00 1.00 11.14 309.02 2583.72 10.08 131.17 304.75 +D+0.60W+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.250 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.95 32.32 896.92 3594.74 4.85 63.04 424.0 0 Length=1.977 ft 1 0.308 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 39.90 1,107.29 3594.74 4.72 63.04 424.0 Length=1.977 ft 1 0.339 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 43.87 1,217.32 3594.74 2.92 63.04 424.00 Length=2.056 ft 1 0.344 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 44.51 1,235.17 3594.74 1.09 63.04 424.00 Length=1.977 ft 1 0.341 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 44.15 1,225.31 3594.74 2.64 63.04 424.00 Page 117 of 190 Woad Beam File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Buikl:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B2-Glulam drop beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t C L M fb F'b V fu F'v Length=1.977 ft 1 0.315 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 40.74 1,130.63 3594.74 4.47 63.04 424.00 Length=2.056 ft 1 0.260 0.195 1.60 0.936 1.00 1.00 1.00 1.00 0.99 33.71 935.61 3594.74 6.37 82.87 424.00 Length=1.977 ft 1 0.174 0.227 1.60 0.936 1.00 1.00 1.00 1.00 0.99 22.57 626.33 3594.74 7.40 96.20 424.00 Length=0.9491 ft 1 0.063 0.227 1.60 0.936 1.00 1.00 1.00 1.00 1.00 8.17 226.60 3594.74 7.40 96.20 424.00 +D+0.70E+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.250 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.95 32.32 896.92 3594.74 4.85 63.04 424.00 Length=1.977 ft 1 0.308 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 39.90 1,107.29 3594.74 4.72 63.04 424.00 Length=1.977 ft 1 0.339 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 43.87 1,217.32 3594.74 2.92 63.04 424.00 Length=2.056 ft 1 0.344 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 44.51 1,235.17 3594.74 1.09 63.04 424.00 Length=1.977 ft 1 0.341 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 44.15 1,225.31 3594.74 2.64 63.04 424.00 Length=1.977 ft 1 0.315 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 40.74 1,130.63 3594.74 4.47 63.04 424.00 Length=2.056 ft 1 0.260 0.195 1.60 0.936 1.00 1.00 1.00 1.00 0.99 33.71 935.61 3594.74 6.37 82.87 424.00 Length=1.977 ft 1 0.174 0.227 1.60 0.936 1.00 1.00 1.00 1.00 0.99 22.57 626.33 3594.74 7.40 96.20 424.00 Length=0.9491 ft 1 0.063 0.227 1.60 0.936 1.00 1.00 1.00 1.00 1.00 8.17 226.60 3594.74 7.40 96.20 424.00 +D+0.750Lr+0.750L+0.450W+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.250 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.95 32,32 896.92 3594.74 4.85 63.04 424.00 Length=1.977 ft 1 0.308 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 39.90 1,107.29 3594.74 4.72 63.04 424.00 Length=1.977 ft 1 0.339 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 43.87 1,217.32 3594.74 2.92 63.04 424.00 Length=2.056 ft 1 0.344 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 44.51 1,235.17 3594.74 1.09 63.04 424.00 Length=1.977 ft 1 0.341 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 44.15 1,225.31 3594.74 2.64 63.04 424.00 Length=1.977 ft 1 0.315 0.149 1.60 0.936 1.00 1.00 1.00 1.00 0.99 40.74 1,130.63 3594.74 4.47 63.04 424.00 Length=2.056 ft 1 0.260 0.195 1.60 0.936 1.00 1.00 1.00 1.00 0.99 33.71 935.61 3594.74 6.37 82.87 424.00 Length=1.977 ft 1 0.174 0.227 1.60 0.936 1.00 1.00 1.00 1.00 0.99 22.57 626.33 3594.74 7.40 96.20 424.00 ii" Length=0.9491 ft 1 0.063 0.227 1.60 0.936 1.00 1.00 1.00 1.00 1.00 8.17 226.60 3594.74 7.40 96.20 424.00 D+0.750L+0.7505+0.450W+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.339 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.95 43.97 1,220.20 3594.74 6.58 85.58 424.00 Length=1.977 ft 1 0.419 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 54.34 1,507.85 3594.74 6.46 85.58 424.00 Length=1.977 ft 1 0.461 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 59.77 1,658.56 3594.74 3.99 85.58 424.00 Length=2.056 ft 1 0.468 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 60.66 1,683.24 3594.74 1.50 85.58 424.00 Length=1.977 ft 1 0.465 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 60.18 1,670.00 3594.74 3.59 85.58 424.00 Length=1.977 ft 1 0.429 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 55.54 1,541.31 3594.74 6.09 85.58 424.00 Length=2.056 ft 1 0.355 0.266 1.60 0.936 1.00 1.00 1.00 1.00 0.99 45.97 1,275.65 3594.74 8.69 112.99 424.00 Length=1.977 ft 1 0.238 0.309 1.60 0.936 1.00 1.00 1.00 1.00 0.99 30.78 854.08 3594.74 10.08 131.17 424.00 Length=0.9491 ft 1 0.086 0.309 1.60 0.936 1.00 1.00 1.00 1.00 1.00 11.14 309.02 3594.74 10.08 131.17 424.00 +D+0.750L+0.750S+0.5250E+H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.339 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.95 43.97 1,220.20 3594.74 6.58 85.58 424.00 Length=1.977 ft 1 0.419 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 54.34 1,507.85 3594.74 6.46 85.58 424.00 Length=1.977 ft 1 0.461 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 59.77 1,658.56 3594.74 3.99 85.58 424.00 Length=2.056 ft 1 0.468 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 60.66 1,683.24 3594.74 1.50 85.58 424.00 Length=1.977 ft 1 0.465 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 60.18 1,670.00 3594.74 3.59 85.58 424.00 Length=1.977 ft 1 0.429 0.202 1.60 0.936 1.00 1.00 1.00 1.00 0.99 55.54 1,541.31 3594.74 6.09 85.58 424.00 Length=2.056 ft 1 0.355 0.266 1.60 0.936 1.00 1.00 1.00 1.00 0.99 45.97 1,275.65 3594.74 8.69 112.99 424.00 Length=1.977 ft 1 0.238 0.309 1.60 0.936 1.00 1.00 1.00 1.00 0.99 30.78 854.08 3594.74 10.08 131.17 424.00 Length=0.9491 ft 1 0.086 0.309 1.60 0.936 1.00 1.00 1.00 1.00 1.00 11.14 309.02 3594.74 10.08 131.17 424.00 +0.60D+0.60W+0.60H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.722 ft 1 0.150 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.95 19.39 538.15 3594.74 2.91 37.83 424.00 Length=1.977 ft 1 0.185 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 23.94 664.37 3594.74 2.83 37.83 424.00 Length=1.977 ft 1 0.203 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 26.32 730.39 3594.74 1.75 37.83 424.00 Length=2.056 ft 1 0.206 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 26.71 741.10 3594.74 0.65 37.83 424.00 Length=1.977 ft 1 0.205 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 26.49 735.18 3594.74 1.58 37.83 424.00 Length=1.977 ft 1 0.189 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 24.45 678.38 3594.74 2.68 37.83 424.00 Length=2.056 ft 1 0.156 0.117 1.60 0.936 1.00 1.00 1.00 1.00 0.99 20.23 561.36 3594.74 3.82 49.72 424.00 Length=1.977 ft 1 0.105 0.136 1.60 0.936 1.00 1.00 1.00 1.00 0.99 13.54 375.80 3594.74 4.44 57.72 424.00 Length=0.9491 ft 1 0.038 0.136 1.60 0.936 1.00 1.00 1.00 1.00 1.00 4.90 135.96 3594.74 4.44 57.72 424.00 +0.60D+0.70E+0.60H 0.936 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 Length=6.722 ft 1 0.150 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.95 19.39 538.15 3594.74 2.91 37.83 424.00 Length=1.977 ft 1 0.185 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 23.94 664.37 3594.74 2.83 37.83 424.00 Length=1.977 ft 1 0.203 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 26.32 730.39 3594.74 1.75 37.83 424.00 Length=2.056 ft 1 0.206 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 26.71 741.10 3594.74 0.65 37.83 424.00 Length=1.977 ft 1 0.205 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 26.49 735.18 3594.74 1.58 37.83 424.00 Page 118 of 190 Wood Beam File=E:\Projects12017117154(Fields -Otak)1CalculationstBuilding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#':KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B2-Glulam drop beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r Cm C t CL M fb F'b V fv F'v Length=1.977 ft 1 0.189 0.089 1.60 0.936 1.00 1.00 1.00 1.00 0.99 24.45 678.38 3594.74 2.68 37.83 424.00 Length=2.056 ft 1 0.156 0.117 1.60 0.936 1.00 1.00 1.00 1.00 0.99 20.23 561.36 3594.74 3.82 49.72 424.00 Length=1.977 ft 1 0.105 0.136 1.60 0.936 1.00 1.00 1.00 1.00 0.99 13.54 375.80 3594.74 4.44 57.72 424.00 Length=0.9491 ft 1 0.038 0.136 1.60 0.936 1.00 1.00 1.00 1.00 1.00 4.90 135.96 3594.74 4.44 57.72 424.00 Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.6163 11.230 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.202 13.116 Overall MINimum 2.311 4.282 +D+H 4.892 8.835 +D+L+H 4.892 8.835 +D+Lr+H 4.892 8.835 +D+S+H 7.202 13.116 +D+0.750Lr+0.750L+H 4.892 8.835 +D+0.750L+0.750S+H 6.625 12.046 +D+0.60W+H 4.892 8.835 +D+0.70E+H 4.892 8.835 +D+0.750Lr+0.750L+0.450W+H 4.892 8.835 +D+0.750L+0.750S+0.450W+H 6.625 12.046 +D+0.750L+0.7505+0.5250E+H 6.625 12.046 +0.60D+0.60W+0.60H 2.935 5.301 1111 +0.60D+0.70E+0.60H 2.935 5.301 D Only 4.892 8.835 Lr Only L Only S Only 2.311 4.282 W Only E Only H Only • Page 119 of 190 Steel Beam File=E:1Prgects12017117154(Fields Apartments-otak)\Calculations\Bufding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B3-exterior drop beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.250)S(0.1250) mi , X i HSS6x6x 16 HSS6x6x3/16 HSS6x6x3/16 HSS6x6x3/16 Span=2.12I5ft Span Span=9.604ft Span = 14.125ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.250, S=0.1250 k/ft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.323: 1 Maximum Shear Stress Ratio= 0.090 : 1 Section used for this span HSS6x6x3/16 Section used for this span HSS6x6x3/16 Mu:Applied 8.964 k-ft Vu:Applied 4.263 k Mn*Phi:Allowable 27.785 k-ft Vn*Phi:Allowable 47.354 k Load Combination +1.200+0.50L+1.605+1.60H Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 8.193ft Location of maximum on span 9.604 ft Span#where maximum occurs Span#4 Span#where maximum occurs Span#3 Maximum Deflection Max Downward Transient Deflection -0.044 in Ratio= 1,162>=360 Max Upward Transient Deflection -0.044 in Ratio= 1,162 >=360 Max Downward Total Deflection 0.329 in Ratio= 516 >=240 Max Upward Total Deflection -0.137 in Ratio= 373 >=240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L= 2.13 ft 1 0.030 0.046 -0.84 0.84 30.87 27.79 1.00 1.00 2.20 52.62 47.35 Dsgn.L= 13.65 ft 2 0.205 0.060 5.69 -5.31 5.69 30.87 27.79 1.26 1.00 2.85 52.62 47.35 Dsgn.L= 9.60 ft 3 0.221 0.064 -0.00 -6.15 6.15 30.87 27.79 2.10 1.00 3.05 52.62 47.35 Dsgn.L= 14.13 ft 4 0.231 0.064 6.42 -6.15 6.42 30.87 27.79 1.26 1.00 3.05 52.62 47.35 +1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 2.13 ft 1 0.026 0.040 -0.72 0.72 30.87 27.79 1.00 1.00 1.88 52.62 47.35 Dsgn.L= 13.65 ft 2 0.176 0.052 4.88 -4.55 4.88 30.87 27.79 1.26 1.00 2.45 52.62 47.35 Dsgn.L= 9.60 ft 3 0.190 0.055 -0.00 -5.27 5.27 30.87 27.79 2.10 1.00 2.61 52.62 47.35 Dsgn.L= 14.13 ft 4 0.198 0.055 5.50 -5.27 5.50 30.87 27.79 1.26 1.00 2.61 52.62 47.35 +1.20D+1.60L+0.505+1.601-1 Dsgn.L= 2.13 ft 1 0.031 0.048 -0.86 0.86 30.87 27.79 1.00 1.00 2.26 52.62 47.35 Dsgn.L= 13.65 ft 2 0.210 0.062 5.84 -5.44 5.84 30.87 27.79 1.26 1.00 2.93 52.62 47.35 IIIDsgn.L= 9.60 ft 3 0.227 0.066 -0.00 -6.31 6.31 30.87 27.79 2.10 1.00 3.13 52.62 47.35 Dsgn.L= 14.13 ft 4 0.237 0.066 6.58 -6.31 6.58 30.87 27.79 1.26 1.00 3.13 52.62 47.35 +1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 2.13 ft 1 0.026 0.040 -0.72 0.72 30.87 27.79 1.00 1.00 1.88 52.62 47.35 Dsgn.L= 13.65 ft 2 0.176 0.052 4.88 -4.55 4.88 30.87 27.79 1.26 1.00 2.45 52.62 47.35 Dsgn.L= 9.60 ft 3 0.190 0.055 -0.00 -5.27 5.27 30.87 27.79 2.10 1.00 2.61 52.62 47.35 Dsgn.L= 14.13 ft 4 0.198 0.055 5.50 -5.27 5.50 30.87 27.79 1.26 1.00 2.61 52.62 47.35 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 2.13 ft 1 0.026 0.040 Page0170 of 19(6.72 30.87 27.79 1.00 1.00 1.88 52.62 47.35 Dsgn.L= 13.65 ft 2 0.176 0.052 4.88 -4.55 4.88 30.87 27.79 1.26 1.00 2.45 52.62 47.35 Steel Beam File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#: KW-06009534 .1 ', ,. Licensee:Enayat Schneider Engineering Inc Description: B3-exterior drop beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 9.60 ft 3 0.190 0.055 -0.00 -5.27 5.27 30.87 27.79 2.10 1.00 2.61 52.62 47.35 Dsgn.L= 14.13 ft 4 0.198 0.055 5.50 -5.27 5.50 30.87 27.79 1.26 1.00 2.61 52.62 47.35 +1.20D+0.50L+1.605+1.60H Dsgn.L= 2.13 ft 1 0.042 0.065 -1.17 1.17 30.87 27.79 1.00 1.00 3.07 52.62 47.35 Dsgn.L= 13.65 ft 2 0.286 0.084 7.95 -7.41 7.95 30.87 27.79 1.26 1.00 3.99 52.62 47.35 Dsgn.L= 9.60 ft 3 0.309 0.090 -0.00 -8.60 8.60 30.87 27.79 2.10 1.00 4.26 52.62 47.35 Dsgn.L= 14.13 ft 4 0.323 0.090 8.96 -8.60 8.96 30.87 27.79 1.26 1.00 4.26 52.62 47.35 +1.200+1.605+0.50W+1.60H Dsgn.L= 2.13 ft 1 0.042 0.065 -1.17 1.17 30.87 27.79 1.00 1.00 3.07 52.62 47.35 Dsgn.L= 13.65 ft 2 0.286 0.084 7.95 -7.41 7.95 30.87 27.79 1.26 1.00 3.99 52.62 47.35 Dsgn.L= 9.60 ft 3 0.309 0.090 -0.00 -8.60 8.60 30.87 27.79 2.10 1.00 4.26 52.62 47.35 Dsgn.L= 14.13 ft 4 0.323 0.090 8.96 -8.60 8.96 30.87 27.79 1.26 1.00 4.26 52.62 47.35 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 2.13 ft 1 0.026 0.040 -0.72 0.72 30.87 27.79 1.00 1.00 1.88 52.62 47.35 Dsgn.L= 13.65 ft 2 0.176 0.052 4.88 -4.55 4.88 30.87 27.79 1.26 1.00 2.45 52.62 47.35 Dsgn.L= 9.60 ft 3 0.190 0.055 -0.00 -5.27 5.27 30.87 27.79 2.10 1.00 2.61 52.62 47.35 Dsgn.L= 14.13 ft 4 0.198 0.055 5.50 -5.27 5.50 30.87 27.79 1.26 1.00 2.61 52.62 47.35 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 2.13 ft 1 0.031 0.048 -0.86 0.86 30.87 27.79 1.00 1.00 2.26 52.62 47.35 Dsgn.L= 13.65 ft 2 0.210 0.062 5.84 -5.44 5.84 30.87 27.79 1.26 1.00 2.93 52.62 47.35 Dsgn.L= 9.60 ft 3 0.227 0.066 -0.00 -6.31 6.31 30.87 27.79 2.10 1.00 3.13 52.62 47.35 Dsgn.L= 14.13 ft 4 0.237 0.066 6.58 -6.31 6.58 30.87 27.79 1.26 1.00 3.13 52.62 47.35 +1.20D+0.50L+0.205+E+1.60H Dsgn.L= 2.13 ft 1 0.028 0.043 -0.77 0.77 30.87 27.79 1.00 1.00 2.03 52.62 47.35 I Dsgn.L= 13.65 ft 2 0.189 0.056 5.26 -4.91 5.26 30.87 27.79 1.26 1.00 2.64 52.62 47.35 I Dsgn.L= 9.60 ft 3 0.205 0.060 -0.00 -5.69 5.69 30.87 27.79 2.10 1.00 2.82 52.62 47.35. ' Dsgn.L= 14.13 ft 4 0.213 0.060 5.93 -5.69 5.93 30.87 27.79 1.26 1.00 2.82 52.62 47.3 +0.90D+W+0.90H Dsgn.L= 2.13 ft 1 0.019 0.030 -0.54 0.54 30.87 27.79 1.00 1.00 1.41 52.62 47.35 Dsgn.L= 13.65 ft 2 0.132 0.039 3.66 -3.41 3.66 30.87 27.79 1.26 1.00 1.83 52.62 47.35 Dsgn.L= 9.60 ft 3 0.142 0.041 -0.00 -3.95 3.95 30.87 27.79 2.10 1.00 1.96 52.62 47.35 Dsgn.L= 14.13 ft 4 0.148 0.041 4.12 -3.95 4.12 30.87 27.79 1.26 1.00 1.96 52.62 47.35 +0.90D+E+0.90H Dsgn.L= 2.13 ft 1 0.019 0.030 -0.54 0.54 30.87 27.79 1.00 1.00 1.41 52.62 47.35 Dsgn.L= 13.65 ft 2 0.132 0.039 3.66 -3.41 3.66 30.87 27.79 1.26 1.00 1.83 52.62 47.35 Dsgn.L= 9.60 ft 3 0.142 0.041 -0.00 -3.95 3.95 30.87 27.79 2.10 1.00 1.96 52.62 47.35 Dsgn.L= 14.13 ft 4 0.148 0.041 4.12 -3.95 4.12 30.87 27.79 1.26 1.00 1.96 52.62 47.35 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S+H -0.1367 0.000 +D+S+H 2 0.2736 6.459 0.0000 0.000 3 0.0000 6.453 +11+6+H -0.0717 5.058 +D+S+H 4 0.3287 7.722 0.0000 5.058 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 3.141 4.780 5.172 2.293 Overall MINimum 1.008 1.534 1.660 0.736 +D+H 2.133 3.246 3.512 1.557 +D+L+H 2.133 3.246 3.512 1.557 +D+Lr+H 2.133 3.246 3.512 1.557 +D+S+H 3.141 4.780 5.172 2.293 +D+0.750Lr+0.750L+H 2.133 3.246 3.512 1.557 +D+0.750L+0.750S+H 2.889 4.397 4.757 2.109 +D+0.60W+H 2.133 3.246 3.512 1.557 +D+0.70E+H 2.133 3.246 3.512 1.557 +D+0.750Lr+0.750L+0.450W+H 2.133 3.246 3.512 1.557 +D+0.750L+0.750S+0.450W+H 2.889 4.397 4.757 2.109 • +D+0.750L+0.750S+0.5250E+H 2.889 4.397 4.757 2.109 +0.60D+0.60W+0.60H 1.280 1.948 2.107 0.934 +0.60D+0.70E+0.60H 1.280 1.948 2.107 0.934 D Only 2.133 3.246 3.512 1.557 Lr Only L Only S Only 1.008 1.513,4ige 121 4E03 0.736 W Only Steel Beam File=E:IProjects12017117154(Fields Apartments-Otak)1CalculaCrau\Building 31Fiekls Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ;K Licensee: Enayat Schneider Engineering Inc Description: B3-exterior drop beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 E Only H Only • • Page 122 of 190 Steel Beam File=E:\Projectst2017117154(FieldsApartments-Otak)1Calculations'Building3\FieldsClubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: B4-exterior drop beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths Span#1, Defined Brace Spacing, First Brace at ft and spaced at ft Span#2, Defined Brace Spacing, First Brace at ft and spaced at ft Span#3, Defined Brace Spacing, First Brace at ft and spaced at ft Span#4, Defined Brace Spacing, First Brace at 6.750 ft and spaced at 2.0 ft D(0.250)S(0.1250) HSS6x6x1/4 HSS6x6x1/4 HSS6x6x1/4 H$66x6x1/4 pan=5.219ft Span=20.625 ft AST, Span= 17.0ft Span =2125ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.250, S=0.1250 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.558: 1 Maximum Shear Stress Ratio= 0.099 : 1 Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x1/4 Mu:Applied 21.553 k-ft Vu:Applied 6.091 k Mn*Phi:Allowable 38.640 k-ft Vn*Phi:Allowable 61.361 k Load Combination +1.20D+0.50L+1.60S+1.60H Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 20.625ft Location of maximum on span 20.625 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection -0.153 in Ratio= 820>=360 Max Upward Transient Deflection -0.153 in Ratio= 820 >=360 Max Downward Total Deflection 0.753 in Ratio= 329 >=240 Max Upward Total Deflection -0.481 in Ratio= 260 >=240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L= 5.22 ft 1 0.133 0.055 -5.13 5.13 42.93 38.64 1.00 3.38 68.18 61.36 Dsgn.L= 20.63 ft 2 0.402 0.072 10.03 -15.53 15.53 42.93 38.64 1.85 1.00 4.39 68.18 61.36 Dsgn.L= 17.00 ft 3 0.402 0.066 6.41 -15.53 15.53 42.93 38.64 2.34 1.00 4.06 68.18 61.36 Dsgn.L= 2.13 ft 4 0.022 0.013 -0.85 0.85 42.93 38.64 1.00 0.80 68.18 61.36 +1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 5.22 ft 1 0.114 0.047 -4.40 4.40 42.93 38.64 1.00 2.90 68.18 61.36 Dsgn.L= 20.63 ft 2 0.344 0.061 8.60 -13.31 13.31 42.93 38.64 1.85 1.00 3.76 68.18 61.36 Dsgn.L= 17.00 ft 3 0.344 0.057 5.49 -13.31 13.31 42.93 38.64 2.34 1.00 3.48 68.18 61.3 110 Dsgn.L= 2.13 ft 4 0.019 0.011 -0.73 0.73 42.93 38.64 1.00 0.69 68.18 61.3 +1.20D+1.60L+0.505+1.60H Dsgn.L= 5.22 ft 1 0.136 0.056 -5.25 5.25 42.93 38.64 1.00 3.46 68.18 61.36 Dsgn.L= 20.63 ft 2 0.411 0.073 10.27 -15.88 15.88 42.93 38.64 1.85 1.00 4.49 68.18 61.36 Dsgn.L= 17.00 ft 3 0.411 0.068 6.55 -15.88 15.88 42.93 38.64 2.34 1.00 4.16 68.18 61.36 Dsgn.L= 2.13 ft 4 0.023 0.013 -0.87 0.87 42.93 38.64 1.00 0.82 68.18 61.36 +1.20D+1.60Lr+0.50L+1.60H Page 123 of 190 Dsgn.L= 5.22 ft 1 0.114 0.047 -4.40 4.40 42.93 38.64 1.00 2.90 68.18 61.36 Steel Beam File=E:1Projects12017117154(Fields Apartments-Otak)1CalculationstBuilding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ; Licensee: Enayat Schneider Engineering Inc Description: B4-exterior drop beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 20.63 ft 2 0.344 0.061 8.60 -13.31 13.31 42.93 38.64 1.85 1.00 3.76 68.18 61.36 Dsgn.L= 17.00 ft 3 0.344 0.057 5.49 -13.31 13.31 42.93 38.64 2.34 1.00 3.48 68.18 61.36 Dsgn.L= 2.13 ft 4 0.019 0.011 -0.73 0.73 42.93 38.64 1.00 0.69 68.18 61.36 +1.200+1.60Lr+0.50W+1.60H Dsgn.L= 5.22 ft 1 0.114 0.047 -4.40 4.40 42.93 38.64 1.00 2.90 68.18 61.36 Dsgn.L= 20.63 ft 2 0.344 0.061 8.60 -13.31 13.31 42.93 38.64 1.85 1.00 3.76 68.18 61.36 Dsgn.L= 17.00 ft 3 0.344 0.057 5.49 -13.31 13.31 42.93 38.64 2.34 1.00 3.48 68.18 61.36 Dsgn.L= 2.13 ft 4 0.019 0.011 -0.73 0.73 42.93 38.64 1.00 0.69 68.18 61.36 +1.200+0.50L+1.60S+1.60H Dsgn.L= 5.22 ft 1 0.184 0.076 -7.12 7.12 42.93 38.64 1.00 4.69 68.18 61.36 Dsgn.L= 20.63 ft 2 0.558 0.099 13.93 -21.55 21.55 42.93 38.64 1.85 1.00 6.09 68.18 61.36 Dsgn.L= 17.00 ft 3 0.558 0.092 8.89 -21.55 21.55 42.93 38.64 2.34 1.00 5.64 68.18 61.36 Dsgn.L= 2.13 ft 4 0.031 0.018 -1.18 1.18 42.93 38.64 1.00 1.11 68.18 61.36 +1.200+1.60S+0.50W+1.60H Dsgn.L= 5.22 ft 1 0.184 0.076 -7.12 7.12 42.93 38.64 1.00 4.69 68.18 61.36 Dsgn.L= 20.63 ft 2 0.558 0.099 13.93 -21.55 21.55 42.93 38.64 1.85 1.00 6.09 68.18 61.36 Dsgn.L= 17.00 ft 3 0.558 0.092 8.89 -21.55 21.55 42.93 38.64 2.34 1.00 5.64 68.18 61.36 Dsgn.L= 2.13 ft 4 0.031 0.018 -1.18 1.18 42.93 38.64 1.00 1.11 68.18 61.36 +1.200+0.50Lr+0.50L+W+1.60H Dsgn.L= 5.22 ft 1 0.114 0.047 -4.40 4.40 42.93 38.64 1.00 2.90 68.18 61.36 Dsgn.L= 20.63 ft 2 0.344 0.061 8.60 -13.31 13.31 42.93 38.64 1.85 1.00 3.76 68.18 61.36 Dsgn.L= 17.00 ft 3 0.344 0.057 5.49 -13.31 13.31 42.93 38.64 2.34 1.00 3.48 68.18 61.36 Dsgn.L= 2.13 ft 4 0.019 0.011 -0.73 0.73 42.93 38.64 1.00 0.69 68.18 61.36 +1.200+0.50L+0.505+W+1.60H Dsgn.L= 5.22 ft 1 0.136 0.056 -5.25 5.25 42.93 38.64 1.00 3.46 68.18 61.36 • Dsgn.L= 20.63 ft 2 0.411 0.073 10.27 -15.88 15.88 42.93 38.64 1.85 1.00 4.49 68.18 61.36 Dsgn.L= 17.00 ft 3 0.411 0.068 6.55 -15.88 15.88 42.93 38.64 2.34 1.00 4.16 68.18 61.36 Dsgn.L= 2.13 ft 4 0.023 0.013 -0.87 0.87 42.93 38.64 1.00 0.82 68.18 61.36 +1.20D+0.50L+0.205+E+1.60H Dsgn.L= 5.22 ft 1 0.123 0.051 -4.74 4.74 42.93 38.64 1.00 3.12 68.18 61.36 Dsgn.L= 20.63 ft 2 0.371 0.066 9.27 -14.34 14.34 42.93 38.64 1.85 1.00 4.05 68.18 61.36 Dsgn.L= 17.00 ft 3 0.371 0.061 5.92 -14.34 14.34 42.93 38.64 2.34 1.00 3.75 68.18 61.36 Dsgn.L= 2.13 ft 4 0.020 0.012 -0.79 0.79 42.93 38.64 1.00 0.74 68.18 61.36 +0.90D+W+0.90H Dsgn.L= 5.22 ft 1 0.085 0.035 -3.30 3.30 42.93 38.64 1.00 2.17 68.18 61.36 Dsgn.L= 20.63 ft 2 0.258 0.046 6.45 -9.98 9.98 42.93 38.64 1.85 1.00 2.82 68.18 61.36 Dsgn.L= 17.00 ft 3 0.258 0.043 4.12 -9.98 9.98 42.93 38.64 2.34 1.00 2.61 68.18 61.36 Dsgn.L= 2.13 ft 4 0.014 0.008 -0.55 0.55 42.93 38.64 1.00 0.51 68.18 61.36 +0.900+E+0.90H Dsgn.L= 5.22 ft 1 0.085 0.035 -3.30 3.30 42.93 38.64 1.00 2.17 68.18 61.36 Dsgn.L= 20.63 ft 2 0.258 0.046 6.45 -9.98 9.98 42.93 38.64 1.85 1.00 2.82 68.18 61.36 Dsgn.L= 17.00 ft 3 0.258 0.043 4.12 -9.98 9.98 42.93 38.64 2.34 1.00 2.61 68.18 61.36 Dsgn.L= 2.13 ft 4 0.014 0.008 -0.55 0.55 42.93 38.64 1.00 0.51 68.18 61.36 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Def Location in Span 1 0.0000 0.000 +D+S+H -0.4814 0.000 +D+S+H 2 0.7534 9.488 0.0000 0.000 +D+S+H 3 0.2665 10.313 +1)+5+H -0.0152 1.020 4 0.0000 10.313 +D+S+H -0.1289 2.125 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 5.592 8.842 3.283 Overall MINimum 1.774 2.805 1.042 +D+H 3.818 6.037 2.241 +D+L+H 3.818 6.037 2.241 +D+Lr+H 3.818 6.037 2.241 +D+S+H 5.592 8.842 3.283 40 +D+0.750Lr+0.750L+H 3.818 6.037 2.241 +D+0.750L+0.750S+H 5.148 8.141 3.023 +D+0.60W+H 3.818 6.037 2.241 +D+0.70E+H 3.818 6.037 2.241 +D+0.750Lr+0.750L+0.450W+H 3.818 6.037 2.241 +D+0.750L+0.7505+0.450W+H 5.148 8.141 3.023 +D+0.750L+0.7505+0.5250E+H 5.148 8.14$1 ge 124 3f0 n +0.600+0.60W+0.60H 2.291 3.62E 01.314 0 Steel Beam File=E:,Projects\2017117154(Fields Apartments-Oak)tCalculations\Bulding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B4-exterior drop beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 +0.60D+0.70E+0.60H 2.291 3.622 1.345 D Only 3.818 6.037 2.241 Lr Only L Only S Only 1.774 2.805 1.042 W Only E Only H Only • S Page 125 of 190 Steel Beam File=E:1Projects12017117154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B5-exterior drop beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.20),S(0.1 0) HSS8x4iiL(4 HSS8x4x1/4010 , HSS8x4x1/4 HSS8x4x1/4 Span=2.125 ft Span= 13.646 ft Fr Span=9.604 ft Span= 14.125 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.20, S=0.10 k/ft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.160: 1 Maximum Shear Stress Ratio = 0.041 1 Section used for this span HSS8x4x1/4 Section used for this span HSS8x4x1/4 Mu:Applied 7.324 k-ft Vu:Applied 3.483 k Mn*Phi:Allowable 45.885 k-ft Vn*Phi:Allowable 84.512 k Load Combination +1.20D+0.50L+1.60S+1.60H Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 8.193ft Location of maximum on span 9.604 ft Span#where maximum occurs Span#4 Span#where maximum occurs Span#3 Maximum Deflection Max Downward Transient Deflection -0.018 in Ratio= 2,769>=360 Max Upward Transient Deflection -0.018 in Ratio= 2,769 >=360 Max Downward Total Deflection 0.141 in Ratio= 1200 >=240 Max Upward Total Deflection -0.059 in Ratio= 868 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L= 2.13 ft 1 0.015 0.022 -0.69 0.69 50.98 45.89 1.00 1.00 1.82 93.90 84.51 Dsgn.L= 13.65 ft 2 0.103 0.028 4.71 -4.39 4.71 50.98 45.89 1.00 1.00 2.36 93.90 84.51 Dsgn.L= 9.60 ft 3 0.111 0.030 -0.00 -5.09 5.09 50.98 45.89 1.00 1.00 2.53 93.90 84.51 Dsgn.L= 14.13 ft 4 0.116 0.030 5.31 -5.09 5.31 50.98 45.89 1.00 1.00 2.53 93.90 84.51 +1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 2.13 ft 1 0.013 0.018 -0.59 0.59 50.98 45.89 1.00 1.00 1.56 93.90 84.51 Dsgn.L= 13.65 ft 2 0.088 0.024 4.04 -3.77 4.04 50.98 45.89 1.00 1.00 2.03 93.90 84.51 Dsgn.L= 9.60 ft 3 0.095 0.026 -0.00 -4.37 4.37 50.98 45.89 1.00 1.00 2.16 93.90 84.51 Dsgn.L= 14.13 ft 4 0.099 0.026 4.55 -4.37 4.55 50.98 45.89 1.00 1.00 2.16 93.90 84.51 +1.20D+1.60L+0.50S+1.60H Dsgn.L= 2.13 ft 1 0.015 0.022 -0.71 0.71 50.98 45.89 1.00 1.00 1.86 93.90 84.51 Dsgn.L= 13.65 ft 2 0.105 0.029 4.81 -4.48 4.81 50.98 45.89 1.00 1.00 2.41 93.90 84.51 0Dsgn.L= 9.60 ft 3 0.113 0.030 -0.00 -5.20 5.20 50.98 45.89 1.00 1.00 2.58 93.90 84.51 Dsgn.L= 14.13 ft 4 0.118 0.030 5.42 -5.20 5.42 50.98 45.89 1.00 1.00 2.58 93.90 84.51 +1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 2.13 ft 1 0.013 0.018 -0.59 0.59 50.98 45.89 1.00 1.00 1.56 93.90 84.51 Dsgn.L= 13.65 ft 2 0.088 0.024 4.04 -3.77 4.04 50.98 45.89 1.00 1.00 2.03 93.90 84.51 Dsgn.L= 9.60 ft 3 0.095 0.026 -0.00 -4.37 4.37 50.98 45.89 1.00 1.00 2.16 93.90 84.51 Dsgn.L= 14.13 ft 4 0.099 0.026 4.55 -4.37 4.55 50.98 45.89 1.00 1.00 2.16 93.90 84.51 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 2.13 ft 1 0.013 0.018 Pagee'6 of 19(6.59 50.98 45.89 1.00 1.00 1.56 93.90 84.51 Dsgn.L= 13.65 ft 2 0.088 0.024 4.04 -3.77 4.04 50.98 45.89 1.00 1.00 2.03 93.90 84.51 Steel Beam File=E:1Rojects12017117154(Fields Apartments-Otak)\Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: B5-exterior drop beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn.L= 9.60 ft 3 0.095 0.026 -0.00 -4.37 4.37 50.98 45.89 1.00 1.00 2.16 93.90 84.51 Dsgn.L= 14.13 ft 4 0.099 0.026 4.55 -4.37 4.55 50.98 45.89 1.00 1.00 2.16 93.90 84.51 +1.20 D+0.50L+1.605+1.60H Dsgn.L= 2.13 ft 1 0.021 0.030 -0.95 0.95 50.98 45.89 1.00 1.00 2.51 93.90 84.51 Dsgn.L= 13.65 ft 2 0.142 0.039 6.50 -6.06 6.50 50.98 45.89 1.00 1.00 3.26 93.90 84.51 Dsgn.L= 9.60 ft 3 0.153 0.041 -0.00 -7.02 7.02 50.98 45.89 1.00 1.00 3.48 93.90 84.51 Dsgn.L= 14.13 ft 4 0.160 0.041 7,32 -7.02 7.32 50.98 45.89 1.00 1.00 3.48 93.90 84.51 +1.20D+1.60S+0.50W+1.60H Dsgn.L= 2.13 ft 1 0.021 0.030 -0.95 0.95 50.98 45.89 1.00 1.00 2.51 93.90 84.51 Dsgn.L= 13.65 ft 2 0.142 0.039 6.50 -6.06 6.50 50.98 45.89 1.00 1.00 3.26 93.90 84.51 Dsgn.L= 9.60 ft 3 0.153 0.041 -0.00 -7.02 7.02 50.98 45.89 1.00 1.00 3.48 93.90 84.51 Dsgn.L= 14.13 ft 4 0.160 0.041 7.32 -7.02 7.32 50.98 45.89 1.00 1.00 3.48 93.90 84.51 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 2.13 ft 1 0.013 0.018 -0.59 0.59 50.98 45.89 1.00 1.00 1.56 93.90 84.51 Dsgn.L= 13.65 ft 2 0.088 0.024 4.04 -3.77 4.04 50.98 45.89 1.00 1.00 2.03 93.90 84.51 Dsgn.L= 9.60 ft 3 0.095 0.026 -0.00 -4.37 4.37 50.98 45.89 1.00 1.00 2.16 93.90 84.51 Dsgn.L= 14.13 ft 4 0.099 0.026 4.55 -4.37 4.55 50.98 45.89 1.00 1.00 2.16 93.90 84.51 +1.20 D+0.50 L+0.505+W+1.60H Dsgn.L= 2.13 ft 1 0.015 0.022 -0.71 0.71 50.98 45.89 1.00 1.00 1.86 93.90 84.51 Dsgn.L= 13.65 ft 2 0.105 0.029 4.81 -4.48 4.81 50.98 45.89 1.00 1.00 2.41 93.90 84.51 Dsgn.L= 9.60 ft 3 0.113 0.030 -0.00 -5.20 5.20 50.98 45.89 1.00 1.00 2.58 93.90 84.51 Dsgn.L= 14.13 ft 4 0.118 0.030 5.42 -5.20 5.42 50.98 45.89 1.00 1.00 2.58 93.90 84.51 +1.20 D+0.50 L+0.205+E+1.60H Dsgn.L= 2.13 ft 1 0.014 0.020 -0.64 0.64 50.98 45.89 1.00 1.00 1.68 93.90 84.51 Dsgn.L= 13.65 ft 2 0.095 0.026 4.35 -4.05 4.35 50.98 45.89 1.00 1.00 2.18 93.90 84.51 Dsgn.L= 9.60 ft 3 0.102 0.028 -0.00 -4.70 4.70 50.98 45.89 1.00 1.00 2.33 93.90 84.51 Dsgn.L= 14.13 ft 4 0.107 0.028 4.90 -4.70 4.90 50.98 45.89 1.00 1.00 2.33 93.90 84.5. +0.90D+W+0.90H Dsgn.L= 2.13 ft 1 0.010 0.014 -0.44 0.44 50.98 45.89 1.00 1.00 1.17 93.90 84.51 Dsgn.L= 13.65 ft 2 0.066 0.018 3.03 -2.82 3.03 50.98 45.89 1.00 1.00 1.52 93.90 84.51 Dsgn.L= 9.60 ft 3 0.071 0.019 -0.00 -3.27 3.27 50.98 45.89 1.00 1.00 1.62 93.90 84.51 Dsgn.L= 14.13 ft 4 0.074 0.019 3.41 -3.27 3.41 50.98 45.89 1.00 1.00 1.62 93.90 84.51 +0.90D+E+0.90H Dsgn.L= 2.13 ft 1 0.010 0.014 -0.44 0.44 50.98 45.89 1.00 1.00 1.17 93.90 84.51 Dsgn.L= 13.65 ft 2 0.066 0.018 3.03 -2.82 3.03 50.98 45.89 1.00 1.00 1.52 93.90 84.51 Dsgn.L= 9.60 ft 3 0.071 0.019 -0.00 -3.27 3.27 50.98 45.89 1.00 1.00 1.62 93.90 84.51 Dsgn.L= 14.13 ft 4 0.074 0.019 3.41 -3.27 3.41 50.98 45.89 1.00 1.00 1.62 93.90 84.51 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S+H -0.0587 0.000 +D+S+H 2 0.1176 6.459 0.0000 0.000 3 0.0000-- 6.459 +D+S+H -0.0308 5.058 +D+S+H 4 0.1413 7.722 0.0000 5.058 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 2.572 3.915 4.236 1.878 Overall MINimum 0.806 1.227 1.328 0.589 +D+H 1.766 2.687 2.908 1.289 +D+L+H 1.766 2.687 2.908 1.289 +D+Lr+H 1.766 2.687 2.908 1.289 +D+S+H 2.572 3.915 4.236 1.878 +D+0.750Lr+0.750L+H 1.766 2.687 2.908 1.289 +D+0.750L+0.750S+H 2.370 3.608 3.904 1.731 +D+0.60W+H 1.766 2.687 2.908 1.289 +D+0.70E+H 1.766 2.687 2.908 1.289 +D+0.750Lr+0.750L+0.450W+H 1.766 2.687 2.908 1.289 +D+0.750L+0.7505+0.450W+H 2.370 3.608 3.904 1.731 III +D+0.750L+0.7505+0.5250E+H 2.370 3.608 3.904 1.731 +0.60D+0.60W+0.60H 1.059 1.612 1.745 0.773 +0.60D+0.70E+0.60H 1.059 1.612 1.745 0.773 D Only 1.766 2.687 2.908 1.289 Lr Only L Only S Only 0.806 1.2Oige 127 cif.340 0.589 W Only Steel Beam File=E:\Projects12017\17154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: B5-exterior drop beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 E Only H Only • Page 128 of 190 Steel Beam File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: B6-exterior drop beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths Span#1, Defined Brace Spacing, First Brace at ft and spaced at ft Span#2, Defined Brace Spacing, First Brace at ft and spaced at ft Span#3, Defined Brace Spacing, First Brace at 6.750 ft and spaced at 2.0 ft D(0.20)S(0.10) -I to HSS8x4x1/4 HSS8x4x1/4 H8x4x 1/4 Span=20.625 ft Span= 17.0 ft Span=2.125 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Ill Loads on all spans... Uniform Load on ALL spans: D=0.20, S=0.10 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.414: 1 Maximum Shear Stress Ratio= 0.062 : 1 Section used for this span HSS8x4x1/4 Section used for this span HSS8x4x1/4 Mu :Applied 19.009 k-ft Vu:Applied 5.282 k Mn*Phi:Allowable 45.885 k-ft Vn*Phi:Allowable 84.512 k Load Combination +1.20D+0.50L+1.605+1.60H Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 20.625ft Location of maximum on span 20.625 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.168 in Ratio= 1_,472>=360 Max Upward Transient Deflection 0.168 in Ratio= 147; >=360 Max Downward Total Deflection 0.536 in Ratio= 46 >=240 Max Upward Total Deflection -0.060 in Ratio= 84 >=240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L= 20.63 ft 1 0.300 0.045 10.14 -13.78 13.78 50.98 45.89 1.67 1.00 3.83 93.90 84.51 Dsgn.L= 17.00 ft 2 0.300 0.040 4.80 -13.78 13.78 50.98 45.89 2.47 1.00 3.38 93.90 84.51 Dsgn.L= 2.13 ft 3 0.015 0.008 -0.69 0.69 50.98 45.89 1.00 0.65 93.90 84.51 +1.20 D+0.50Lr+1.60L+1.60H Dsgn.L= 20.63 ft 1 0.257 0.039 8.69 -11.81 11.81 50.98 45.89 1.67 1.00 3.28 93.90 84.51 Dsgn.L= 17.00 ft 2 0.257 0.034 4.12 -11.81 11.81 50.98 45.89 2.47 1.00 2.89 93.90 84.51 Dsgn.L= 2.13 ft 3 0.013 0.007 -0.59 0.59 50.98 45.89 1.00 0.56 93.90 84.51 +1.20 D+1.60L+0.505+1.60H Dsgn.L= 20.63 ft 1 0.306 0.046 10.34 -14.06 14.06 50.98 45.89 1.67 1.00 3.91 93.90 84.5 11) Dsgn.L= 17.00 ft 2 0.306 0.041 4.90 -14.06 14.06 50.98 45.89 2.47 1.00 3.44 93.90 84. Dsgn.L= 2.13 ft 3 0.015 0.008 -0.71 0.71 50.98 45.89 1.00 0.66 93.90 84.5 +1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 20.63 ft 1 0.257 0.039 8.69 -11.81 11.81 50.98 45.89 1.67 1.00 3.28 93.90 84.51 Dsgn.L= 17.00 ft 2 0.257 0.034 4.12 -11.81 11.81 50.98 45.89 2.47 1.00 2.89 93.90 84.51 Dsgn.L= 2.13 ft 3 0.013 0.007 -0.59 0.59 50.98 45.89 1.00 0.56 93.90 84.51 +1.20D+1.60Lr+0.50W+1.60H Page 129 of 190 Dsgn.L= 20.63 ft 1 0.257 0.039 8.69 -11.81 11.81 50.98 45.89 1.67 1.00 3.28 93.90 84.51 Steel Beam File=E:1Projects12017117154(Fields Apartments-Otak)\Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: B6-exterior drop beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 17.00 ft 2 0.257 0.034 4.12 -11.81 11.81 50.98 45.89 2.47 1.00 2.89 93.90 84.51 Dsgn.L= 2.13 ft 3 0.013 0.007 -0.59 0.59 50.98 45.89 1.00 0.56 93.90 84.51 +1.20D+0.50L+1.60S+1.60H Dsgn.L= 20.63 ft 1 0.414 0.062 13.98 -19.01 19.01 50.98 45.89 1.67 1.00 5.28 93.90 84.51 Dsgn.L= 17.00 ft 2 0.414 0.055 6.63 -19.01 19.01 50.98 45.89 2.47 1.00 4.66 93.90 84.51 Dsgn.L= 2.13 ft 3 0.021 0.011 -0.95 0.95 50.98 45.89 1.00 0.90 93.90 84.51 +1.20D+1.605+0.50W+1.60H Dsgn.L= 20.63 ft 1 0.414 0.062 13.98 -19.01 19.01 50.98 45.89 1.67 1.00 5.28 93.90 84.51 Dsgn.L= 17.00 ft 2 0.414 0.055 6.63 -19.01 19.01 50.98 45.89 2.47 1.00 4.66 93.90 84.51 Dsgn.L= 2.13 ft 3 0.021 0.011 -0.95 0.95 50.98 45.89 1.00 0.90 93.90 84.51 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 20.63 ft 1 0.257 0.039 8.69 -11.81 11.81 50.98 45.89 1.67 1.00 3.28 93.90 84.51 Dsgn.L= 17.00 ft 2 0.257 0.034 4.12 -11.81 11.81 50.98 45.89 2.47 1.00 2.89 93.90 84.51 Dsgn.L= 2.13 ft 3 0.013 0.007 -0.59 0.59 50.98 45.89 1.00 0.56 93.90 84.51 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 20.63 ft 1 0.306 0.046 10.34 -14.06 14.06 50.98 45.89 1.67 1.00 3.91 93.90 84.51 Dsgn.L= 17.00 ft 2 0.306 0.041 4.90 -14.06 14.06 50.98 45.89 2.47 1.00 3.44 93.90 84.51 Dsgn.L= 2.13 ft 3 0.015 0.008 -0.71 0.71 50.98 45.89 1.00 0.66 93.90 84.51 +1.20D+0.50L+0.20S+E+1.60 H Dsgn.L= 20.63 ft 1 0.277 0.042 9.35 -12.71 12.71 50.98 45.89 1.67 1.00 3.53 93.90 84.51 Dsgn.L= 17.00 ft 2 0.277 0.037 4.43 -12.71 12.71 50.98 45.89 2.47 1.00 3.11 93.90 84.51 Dsgn.L= 2.13 ft 3 0.014 0.007 -0.64 0.64 50.98 45.89 1.00 0.60 93.90 84.51 +0.90D+W+0.90H Dsgn.L= 20.63 ft 1 0.193 0.029 6.52 -8.86 8.86 50.98 45.89 1.67 1.00 2.46 93.90 84.51 Dsgn.L= 17.00 ft 2 0.193 0.026 3.09 -8.86 8.86 50.98 45.89 2.47 1.00 2.17 93.90 84.51 0Dsgn.L= 2.13 ft 3 0.010 0.005 -0.44 0.44 50.98 45.89 1.00 0.42 93.90 84.51 + Dsgn. Dsgn.L= 20.63 ft 1 0.193 0.029 6.52 -8.86 8.86 50.98 45.89 1.67 1.00 2.46 93.90 84.51 Dsgn.L= 17.00 ft 2 0.193 0.026 3.09 -8.86 8.86 50.98 45.89 2.47 1.00 2.17 93.90 84.51 Dsgn.L= 2.13 ft 3 0.010 0.005 -0.44 0.44 50.98 45.89 1.00 0.42 93.90 84.51 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.5363 9.213 0.0000 0.000 +D+S+H 2 0.1182 10.653 +D+S+H -0.0194 1.587 3 0.0000 10.653 +D+S+H -0.0602 2.125 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.594 7.498 2.588 Overall MINimum 0.813 2.350 0.811 +D+H 1.781 5.147 1.777 +D+L+H 1.781 5.147 1.777 +D+Lr+H 1.781 5.147 1.777 +D+S+H 2.594 7.498 2.588 +D+0.750Lr+0.750L+H 1.781 5.147 1.777 +D+0.750L+0.750S+H 2.391 6.910 2.385 +D+0.60W+H 1.781 5.147 1.777 +D+0.70E+H 1.781 5.147 1.777 +D+0.750Lr+0.750L+0.450W+H 1.781 5.147 1.777 +D+0.750L+0.750S+0.450W+H 2.391 6.910 2.385 +D+0.750L+0.7505+0.5250E+H 2.391 6.910 2.385 +0.600+0.60W+0.60H 1.069 3.088 1.066 +0.60D+0.70E+0.60H 1.069 3.088 1.066 D Only 1.781 5.147 1.777 Lr Only L Only • S Only 0.813 2.350 0.811 W Only E Only H Only Page 130 of 190 Fields Multifamily ESS NO.: 17154 11 • Column and Wood Stud Design • • Page 131 of 190 ' . g.gagaggg, , - .-,...-...--- 7,77=4;14_4,F4,41.7.4g,g,g4gfgEggfg=7,---4771-4,74Zr 44744111401147,44,,,,,,g447,7'...=-72,g: 2.7,,,,,,,g1TREMEgg Kaggsg,kaggg,-04.747g4g41,,g4gagn.ggeaurgagg,,,af—.......agmfgarsiggs44407,1 „, , g,iff-,,,,,,,,,,,,,,,,,,,,,,,,,g,,,,,,,,,,...g.-.,mra,,g..4,444,,,.4,4,,.444219gagg=gfas 44.44444,4,44,,,,414.,,, ,,,r,-,41,4fmag f =ggifg M4..4 gage.44434.g.,,,,,,,,g7,,,‘4,44',4fggigtga..Vgglg.g125.2.414kgroff-g,,ggago.,',444,,,gggE g g C‘g „ • L I . .1-,,...a. \ ; 1 i,,,” ar--- - It 1 I i ?:,., 0 k , N i I . J •i.ti,-- 1 .. i ,..r..- , e j , ,1 dg 11 i f ... i 1 10.,i • , i L13 , tf, , ,-) *, : .,. -— / i 1: i . 1: \ !: f . I III , it• 1 I i. - 7, ! •• 1 ., • .-. \ . , 1 k. 1 ...: L.... , '• (,.....-- 1,/4 I . , . ... $ I •t : ' t .• .•• : • • , , t t t t • . I .11 , i _7 _ --77--- • 1._.. _ 1. i I i : 4 1.1• i 1 I 12'''L.,..¢SVM•raeMM.:1175''' '-'-'''''''''''''sj 11 '1 1 i i b C II II 1.3. i ....21.0.TM,A, 1 iti i i 4•1111•11 ; g I 4 1 I ., g i 1 g. 1 I I L I I I .. I I 1 .. \ 1 I ' 1 44.4. I g I 11 • Page 132 of 190 Hun 11 Et...i)C PA 9-1"Ma(\ire) 3141 Walnut Street,Suite 203A \-7 k Denver,Colorado 00205 PROJECT 11 By OA Enavat Schneider :" [1201 904-1234 Smith yl Engineering, Inc. OE - PAGE 41,v,,( tA „isc — 5"-kb .25 I Lr 14-‘ REL\I-1,LT 191,4 CV."416-1446- 6-41 1 .11- 10 0. c ,s.‘ 4 0, 6-zs 010 tcJ 4,,Av csA q.t v2..5 C? 2 j4. iii. jLN9? -I- To Ai 49 kc; 4 p.62-c H.„ i Ah1-J tfi e oe- cs'i-V17-1 &I4' / • 7( tf, 9:. vtA (ALT‘n nzovi I‘a e13 ,i3,cB4/1. )64-06 -4 7 ) -11 0 Lk L 7.-•Sl \ 14 4,A L.-c (4 9NA, LA \ +. s 4 lc 1'- 04 s„..„ 11 N.} (AA I i 12.E„vws"%01"4 f4oA (244 11 1 S 4 x 6 Po p•C c)0(-- r v-?e, v - -3"8.C?) IA/14 iMwIND ( ° C4)(114/L-)(11 f.1:Y6) 6L, = c.C' (2 /7„ )-1- 7,C-1 ct) 67 1 sL- c-c)(7-"41,_ f 24-7 f4 () i , `A/1 CI pli)( C-v)( -0:1/8 ) g 6.4+ dl ) ) ' DC' 0 CI z. ck) 0,) 3 1, L vy.e Pf 7eiv c e< C)(.1 Ci)ta "),( ) 06 11,,...tt CHECKED 0Y: Nr, Pqge 133 of 190 • BATE . . pno r)EL-P A eci .................. 4.4r, 3141 Walnut Street,Suite 203A Omer,Colorado 80205 POOJECI OY Enayat Schneider 44" Smith V Nol 904-1234 OAR I-I PAGE Engineering, Inc. roA\L-0‘.6, 3 - CLv,81-1."S`c POI r4i L. 14) I" p L z 4?'/-1, t1/7,)(1. pA) 2.(31 I O)r) (7 1 -CY*/ .1/, VvIt-yrt ( c)( -CO( 1,E,o Vf."7, g Lu4, Lt k„ 00( 1'1:1“‘4/7+ FOCIIY311, o (i-c 0-C V1-0311/ h c 1, .C4)01 R'Lig ci c,4 ) v-.1C 14-0 f4) sf)( 1c1, cb) -367 SL 1 1)(.1 ,k, I- 1_4d F.7) t ( - t))(2 CO 0 ,0 Cta) iti4 4110 ) L o DA_ 0 ps 0( IC 100 IL " t ci.Cl c )(2 o 6 6 ( vv!,( 12-0 L °.) piLoo, i2gA(k-vol,1 r(2+ f-3.4 tiVtvJ tiS).b ( c e4-1‘)L7v1-)(1 70) - („ti 40)Avvvvit4 Pkt.41:;4 t--\10.4,/) 0 0 CHECKED BY: Pane 134 Of 190 DAIL Wood Column File=E:\Projects12017117154(Fields Apartments-Otak)\Calculations\Buildiing 31Fie ds Clubhouse.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Cl-wood post supporting glulam beam at re-entrant corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.080 ft Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1ression 1.0 Cf or Cv for Com Fb+ 1,000.0 psi Fv 180.0psi Area 30.250 in^2 P Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 1,000.0 psi Ft 675.0 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,500.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive? No Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:92.283 lbs*Dead Load Factor III AXIAL LOADS. . . qlulam reactions:Axial Load at 14.080 ft, D=11.359,S=5.555 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3259 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 17.006 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Appliedc:AllowableMy 0.0 psi for load combination:n/a Fc: 1,725.0 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 14.080 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.2804 PASS 0.0 ft 0.0 PASS 14.080 ft +D+L+H 1.000 1.000 0.2524 PASS 0.0 ft 0.0 PASS 14.080 ft +D+Lr+H 1.250 1.000 0.2019 PASS 0.0 ft 0.0 PASS 14.080 ft +D+S+H 1.150 1.000 0.3259 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.2019 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750L+0.750S+H 1.150 1.000 0.2993 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.60W+H 1.600 1.000 0.1577 PASS 0.0 ft 0.0 PASS 14.080 ft • +D+0.70E+H 1.600 1.000 0.1577 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.1577 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750L+0.7505+0.450W+H 1.600 1.000 0.2151 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.2151 PASS 0.0 ft 0.0 PASS 14.080 ft +0.60D+0.60W+0.60H 1.600 1.000 0.09464 PASS 0.0 ft 0.0 PASS 14.080 ft Page 135 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-otak)1CalculationslBtlding 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: C1-wood post supporting glulam beam at re-entrant corner Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000 0.09464 PASS 0.0 ft 0.0 PASS 14.080 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base 0 Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 11.451 +D+L+H 11.451 +D+Lr+H 11.451 +D+S+H 17.006 +D+0.750Lr+0.750L+H 11.451 +D+0.750L+0.7505+H 15.618 +D+0.60W+H 11.451 +D+0.70E+H 11.451 +D+0.750Lr+0.750L+0.450W+H 11.451 +D+0.750L+0.7505+0.450W+H 15.618 +D+0.750L+0.750S+0.5250E+H 15.618 +0.60D+0.60W+0.60H 6.871 +0.60D+0.70E+0.60H 6.871 D Only 11.451 Lr Only L Only S Only 5.555 • W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 4111 Page 136 of 190 File=E:1Prgects12017\17154(Fields Apartments-Otak)1Calcula s\Buildktg 31Fields Clubhouse.ec6 Wood Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: C1-wood post supporting glulam beam at re-entrant corner Sketches n //Load 1 X 9g o 0 � 1 6 or r� I ' € O. 6x6 f fI r 5.50 in • 111 Page 137 of 190 Wood Column File=E:\Projects12017117154(Fields Apartments-Otak)\CalculationstBuilding 3WFiel ds Cluthouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: C2-interior wood post supporting glulam beam Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.530 ft Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 30.250 in^2 Cf or Cv for Compression 1.0 Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb 900.0 psi Ft 575.0 psi Fc-PO 1,350.0 psi Density 31.20 pcf iy 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. ID Column self weight included:82.124 lbs*Dead Load Factor AXIAL LOADS. . . glulam reactions:Axial Load at 12.530 ft, D=9.897,S=4.815 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3150: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 14.794 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,552.50 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 12.530 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.2715 PASS 0.0 ft 0.0 PASS 12.530 ft +D+L+H 1.000 1.000 0.2444 PASS 0.0 ft 0.0 PASS 12.530 ft +D+Lr+H 1.250 1.000 0.1955 PASS 0.0 ft 0.0 PASS 12.530 ft +D+S+H 1.150 1.000 0.3150 PASS 0.0 ft 0.0 PASS 12.530 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.1955 PASS 0.0 ft 0.0 PASS 12.530 ft +D+0.750L+0.750S+H 1.150 1.000 0.2894 PASS 0.0 ft 0.0 PASS 12.530 ft • +D+0.60W+H 1.600 1.000 0.1527 PASS 0.0 ft 0.0 PASS 12.530 ft +D+0.70E+H 1.600 1.000 0.1527 PASS 0.0 ft 0.0 PASS 12.530 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.1527 PASS 0.0 ft 0.0 PASS 12.530 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.2080 PASS 0.0 ft 0.0 PASS 12.530 ft +D+0.750L+0.7505+0.5250E+H 1.600 1.000 0.2080 PASS 0.0 ft 0.0 PASS 12.530 ft +0.60D+0.60W+0.60H 1.600 1.000 0.09164 PASS 0.0 ft 0.0 PASS 12.530 ft Page 138 of 190 File=E:IProjects12017117154(Fields Apartments-Otak)1Calculations B 31Fields Clubhouse.ec6 Wood Column ENERCALC,INC.1983-2017,Bt :10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: C2-interior wood post supporting glulam beam Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000 0.09164 PASS 0.0 ft 0.0 PASS 12.530 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 9.979 +D+L+H 9.979 +D+Lr+H 9.979 +D+S+H 14.794 +D+0.750Lr+0.750L+H 9.979 +D+0.750L+0.750S+H 13.590 +D+0.60W+H 9.979 +D+0.70E+H 9.979 +D+0.750Lr+0.750L+0.450W+H 9.979 +D+0.750L+0.750S+0.450W+H 13.590 +D+0.750L+0.7505+0.5250E+H 13.590 +0.60D+0.60W+0.60H 5.987 +0.60D+0.70E+0.60H 5.987 D Only 9.979 Lr Only L Only S Only 4.815 W Only III E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in -oft-- - --- 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft • Page 139 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: C2-interior wood post supporting glulam beam a 1:: Sketches irtli!,\,‘‘.' .)-1:0 '41/ Ei,I., _ il 1,!:,i1, / y i.iiiiL' t x i.it:-., '1/41°',..',i it' tt,,'..1,' .- 6 6 I 4_ t}. 5.50 in • S Page 140 of 190 Wood Column File.E:IProjects12017117154(Fields Apartments-Otak)\Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KVU-06009534 Licensee:Enayat Schneider Engineering Inc Description: C3-exterior column supporting glulam beam Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.080 ft Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Cf or Cv for Com pression 1.0 Fb+ 900.0 psi Fv 180.0 psi Area 41.250 in^2 lx 193.359 in^4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0psi Density31.20 cf y 103.984 in^4 p Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 ` Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.080 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 125.840 lbs*Dead Load Factor AXIAL LOADS. . . III glulam reactions:Axial Load at 14.080 ft, D=9.897,S=4.815 k header over storefront reactions:Axial Load at 14.080 ft, D=3.091, S= 1.447 k BENDING LOADS. . . Moment acting about X-X axis,W=5.755 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9460 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750S+0.450W Top along Y-Y 0.4087 k Bottom along Y-Y 0.4087 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.993 ft Maximum SERVICE Load Lateral Deflections,.. At maximum location values are... Along Y-Y 0.05198 in at 4.158 ft above base Applied Axial 17.810 k for load combination: W Only Applied Mx 1.286 k-ft_- ham., _ Applied My 0.0 k-ft Along X X 0.0 in at 0.0 ft above-base-bas,�ote_ Fc:Allowable 751.05 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04954:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.080 ft Applied Design Shear 8.918 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 1.000 0.556 0.4233 PASS 0.0 ft 0.0 PASS 14.080 ft +D+S 1.000 0.556 0.6254 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.750S 1.000 0.556 0.5749 PASS 0.0 ft 0.0 PASS 14.080 ft +D+0.60W 1.000 0.556 0.8495 PASS 6.993 ft 0.04954 PASS 14.080 ft • +D+0.450W 1.000 0.556 0.6819 PASS 6.993 ft 0.03716 PASS 14.080 ft +D+0.750S+0.450W 1.000 0.556 0.9460 PASS 6.993 ft 0.03716 PASS 14.080 ft +0.60D+0.60W 1.000 0.556 0.6209 PASS 6.993 ft 0.04954 PASS 14.080 ft +0.60D 1.000 0.556 0.2540 PASS 0.0 ft 0.0 PASS 14.080 ft Page 141 of 190 Wood Column File=E:1Projects12017\17154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 License;: Enayat Schneider Engineering Inc Description: C3-exterior column supporting glulam beam Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 13.114 +D+S 19.376 +D+0.750S 17.810 +0+0.60W 0.245 -0.245 13.114 +0+0.450W 0.184 -0.184 13.114 +D+0.750S+0.450W 0.184 -0.184 17.810 +0.600+0.60W 0.245 -0.245 7.868 +0.60D 7.868 S Only 6.262 W Only 0.409 -0.409 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W 0.0000 in 0.000 ft 0.031 in 4.158 ft +0+0.450W 0.0000 in 0.000 ft 0.023 in 4.158 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.023 in 4.158 ft +0.600+0.60W 0.0000 in 0.000 ft 0.031 in 4.158 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.052 in 4.158 ft qi• Sketches o Lbs X N- `. §I + i=: t' = ,+ yl 1 6x8 ttli 5.50 in III Page 142 of 190 Wood Column File=E:\Projects12017117154(FieldsApartments-Otak)ICalculationstBuilding31FieldsClubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: C4-RH12/RH13 inner jamb that also supports B2 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 8x8 End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 12.530 ft Wood Member Type Sawn Exact Width 7.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 56.250 in^2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi Ix 263.672 in^4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density31.20 pcf y 263.672 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=12.530 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 152.709 lbs*Dead Load Factor AXIAL LOADS. . . III B2 reaction:Axial Load at 12.530 ft, D=9.897, S=4.815 k RH12 reaction:Axial Load at 12.530 ft, D=3.102, S= 1.447 k RH13 reaction:Axial Load at 12.530 ft, D=2.859, S=1.343 k BENDING LOADS. . . Moment acting about X-X axis,W=13.348 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7752 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.065 k Bottom along Y-Y 1.065 k Governing NOS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.980 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1541 in at 4.793 ft above base Applied Axial 16.011 k for load combination: W Only Applied Mx 4.461 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,009.20 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.05918 :1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 12.530 ft Applied Design Shear 17.045 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.683 0.3432 PASS 0.0 ft 0.0 PASS 12.530 ft +D+S 1.150 0.592 0.4567 PASS 0.0 ft 0.0 PASS 12.530 ft +D+0.7505 1.150 0.592 0.4199 PASS 0.0 ft 0.0 PASS 12.530 ft 41) +D+0.60W 1.600 0.467 0.7752 PASS 6.980 ft 0.05918 PASS 12.530 ft +D+0.450W 1.600 0.467 0.6013 PASS 6.980 ft 0.04439 PASS 12.530 ft +D+0.750S+0.450W 1.600 0.467 0.7342 PASS 6.980 ft 0.04439 PASS 12.530 ft +0.60D+0.60W 1.600 0.467 0.6463 PASS 6.980 ft 0.05918 PASS 12.530 ft Page 143 of 190 WOOL) Column File=E:\Projects\2017\17154(Fields Apartments-Otak)\Calculationstsuilding 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Bui100.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: C4-RH121RH13 inner jamb that also supports B2 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D 1.600 0.467 0.1692 PASS 0.0 ft 0.0 PASS 12.530 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 16.011 +D+S 23.616 +D+0.750S 21.714 +D+0.60W 0.639 -0.639 16.011 +D+0.450W 0.479 -0.479 16.011 +D+0.750S+0.450W 0.479 -0.479 21.714 +0.60D+O.60W 0.639 -0.639 9.606 +0.60D 9.606 S Only 7.605 W Only 1.065 -1.065 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.092 in 4.793 ft ill +D+0.450W 0.0000 in 0.000 ft 0.069 in 4.793 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.069 in 4.793 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.092 in 4.793 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.154 in 4.793 ft Sketches e Y V 'I 1 Ilit' r £1 it ' , T, 1 # , ` ' r', R f : I rttt t 1 (t1. �`i g "if 8x8 ,„ ftii 1.i 7.50 in E • Page 144 of 190 Wood Col u rn n File=E:tPn ects12011\17154(Fields Apartments-Otak)1Calculations\Building 3-Clubhane\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lae.#:KW-06009537 Licensee: Enayat Schneider Engineering Inc Description: C5-corner jamb supporting RH7 and RH13 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 p Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi lx 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi l Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density31.20 cf y 76.255 in^4 P Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 72.096 lbs*Dead Load Factor III AXIAL LOADS. . . RH13 reaction:Axial Load at 11.0 ft, D=2.859, S=1.343 k RH7 reaction:Axial Load at 11.0 ft, D=2.265, S=1.123 k BENDING LOADS. . . Moment acting about X-X axis,W=3.857 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3517 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +0+0.60W Top along Y-Y 0.3506 k Bottom along Y-Y 0.3506 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.463 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.05392 in at 3.248 ft above base Applied Axial 5.196 k for load combination: W Only Applied Mx 1.149 k-ft psi MX-X ang- 0.0 in at 0.0 ft above base Fc:Allowable 2,160.0 psi Applied My 0.0 for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03622 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 11.0 ft Applied Design Shear 10.432 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ _ CD C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 1.000 0.1414 PASS 0.0 ft 0.0 PASS 11.0 ft +D+S 1.150 1.000 0.1632 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.7505 1.150 1.000 0.150 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.60W 1.600 1.000 0.3517 PASS 5.463 ft 0.03622 PASS 11.0 ft • +D+0.450W 1.600 1.000 0.2654 PASS 5.463 ft 0.02717 PASS 11.0 ft +D+0.750S+0.450W 1.600 1.000 0.2707 PASS 5.463 ft 0.02717 PASS 11.0 ft +0.600+0.60W 1.600 1.000 0.3477 PASS 5.463 ft 0.03622 PASS 11.0 ft +0.600 1.600 1.000 0.04771 PASS 0.0 ft 0.0 PASS 11.0 ft Page 145 of 190 0Wood Column File=E:1Prgects12017117154(Fields Apartments-Otak)ICalculations\Building 3-ClubhousetFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: C5-corner jamb supporting RH7 and RH13 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 5.196 +D+S 7.662 +D+0.750S 7.046 +D+0.60W 0.210 -0.210 5.196 +D+0.450W 0.158 -0.158 5.196 +D+0.750S+0.450W 0.158 -0.158 7.046 +0.60D+0.60W 0.210 -0.210 3.118 +0.60D 3.118 S Only 2.466 W Only 0.351 -0.351 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7505 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.032 in 3.248 ft +D+0.450W 0.0000 in 0.000 ft 0.024 in 3.248 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.024 in 3.248 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.032 in 3.248 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.054 in 3.248 ft . Sketches 'I .__ v VF: c �� `Load 2. X 0 3.P I in tri :it i • " � ' o € . 66 ', E,,' 5.50 in11 Page 146 of 190 Steel CO i u n1 n File=E:1Projects12017117154(Fields Apartments-otak)ICalculations'Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: C6-Exterior column supporting B6 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name: Pipe6 Std Overall Column Height 15 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 35.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=15 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=15 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:286.258 lbs*Dead Load Factor AXIAL LOADS... B6 reaction:Axial Load at 15.0 ft,D=6.037,S=2.805 k BENDING LOADS... Moment acting about X-X axis,W=0.3530 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1019 :1 Maximum Load Reactions.. Load Combination +1.20D+1.60S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k • At maximum location values are... Top along Y-Y 0.02353 k Pu 12.076 k Bottom along Y-Y 0.02353 k 0.9*Pn 118.501 k Mu-x 0.0 k-ft Maximum Load Deflections... 0.9*Mn-x: 27.825 k-ft Along Y-Y 0.001457 in at 4.430ft above base for load combination:W Only Mu-y 0.0 k-ft 0.9*Mn-y: 27.825 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.000572 :1 Load Combination +1.20D+W Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.02353 k Vn*Phi:Allowable 41.108 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.075 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+0.50S 0.076 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+0.50W 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60S 0.102 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60S+0.50W 0.102 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+W 0.064 PASS 0.00 ft 0.001 PASS 0.00 ft +1.20D+0.50S+W 0.076 PASS 0.00 ft 0.001 PASS 0.00 ft +1.20D+0.20S 0.069 PASS 0.00 ft 0.000 PASS 0.00 ft +0.90D+W 0.048 PASS 0.00 ft 0.001 PASS 0.00 ft +0.90D 0.048 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed.• Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top 0 Base @ Top @ Base @ Top D Only 6.323 Page 147 of 190 Steel Column Fide=E:1Projects12017t17154(Fields Apartments-Otak)ICalculations\Building 31Fields Clubhouse.ec8 ENERCALC,INC.1983-2017,BuId:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: C6-Exterior column supporting B6 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+S 9.128 +D+0.7505 8.427 +D+0.60W 6.323 0.014 -0.014 +D+0.450W 6.323 0.011 -0.011 +0+0.7505+0.450W 8.427 0.011 -0.011 +0.600+0.60W 3.794 0.014 -0.014 +0.60D 3.794 S Only 2.805 W Only 0.024 -0.024 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 9.128 Minimum 0.024 -0.024 Reaction, X-X Axis Base Maximum 6.323 Minimum 6.323 Reaction, Y-Y Axis Base Maximum 0.024 -0.024 Minimum 6.323 Reaction, X-X Axis Top Maximum 6.323 Minimum 6.323 Reaction, Y-Y Axis Top Maximum 6.323 Minimum 6.323 •Moment, X-X Axis Base Maximum 6.323 Minimum 6.323 Moment, Y-Y Axis Base Maximum 6.323 Minimum 6.323 Moment, X-X Axis Top Maximum 6.323 Minimum 6.323 Moment, Y-Y Axis Top Maximum 6.323 Minimum 6.323 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W 0.0000 in 0.000 ft 0.001 in 4.430 ft +D+0.450W 0.0000 in 0.000 ft 0.001 in 4.430 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.001 in 4.430 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.001 in 4.430 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.001 in 4.430 ft Steel Section Properties : Pipe6 Std Ill Page 148 of 190 Steet Column File=E:\Prgects12017117154(Fields Apartments-Otak)\Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: C6-Exterior column supporting B6 Steel Section Properties : Pipe6 Std Depth = 6.625 in Ixx = 26.50 in^4 J = 52.900 in^4 S xx = 7.99 in^3 Diameter = 6.625 in R xx = 2.250 in Wall Thick = 0.280 in Zx = 10.600 in^3 Area = 5.220 in^2 I yy = 26.500 in^4 Weight = 19.084 plf S yy = 7.990 in^3 R yy = 2.250 in Ycg = 0.000 in Sketches Y III 7- 1 . ,,T . ,., /7 •. i( *Load 1 X 1, 6.63in ID Page 149 of 190 Wood Column File=E:\Projects12017117154(Fields Apartments-otak)tCalculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: W1-tall exterior wall supporting trusses Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 17.25 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Area 10.875 in^2 Cf or Cv for Compression 1.050 Fb+ 900.0 psi Fv 180.0 psi Ix 47.635 in^4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 2.039 in^4 Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=17.25 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. . Column self weight included : 40.645 lbs* Dead Load Factor AXIAL LOADS. . . roof loads:Axial Load at 17.250 ft, D= 1.567, S=0.7840 k BENDING LOADS. . . wind: Moment acting about X-X axis,W=1.981 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5124 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-Y 0.1148 k Bottom along Y-Y 0.1148 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.220 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.1702 in at 11.693 ft above base Applied Axial 1.608 k for load combination: W Only Applied Mx -0.6222 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 549.67 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0330 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 17.250 ft Applied Design Shear 9.504 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.404 0.2870 PASS 0.0 ft 0.0 PASS 17.250 ft +D+S 1.150 0.327 0.4126 PASS 0.0 ft 0.0 PASS 17.250 ft +D+0.750S 1.150 0.327 0.3788 PASS 0.0 ft 0.0 PASS 17.250 ft +D+0.60W 1.600 0.242 0.5124 PASS 8.220 ft 0.0330 PASS 17.250 ft • +D+0.450W 1.600 0.242 0.4024 PASS 8.220 ft 0.02475 PASS 17.250 ft +D+0.7505+0.450W 1.600 0.242 0.5116 PASS 8.220 ft 0.02475 PASS 17.250 ft +0.60D+0.60W 1.600 0.242 0.4137 PASS 8.220 ft 0.0330 PASS 17.250 ft +0.600 1.600 0.242 0.1614 PASS 0.0 ft 0.0 PASS 17.250 ft Page 150 of 190 Wood Column File=E:1Projects12017\17154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubbouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: W1-tall exterior wall supporting trusses Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.608 +D+S 2.392 +D+0.750S 2.196 +D+0.60W 0.069 -0.069 1.608 +D+0.450W 0.052 -0.052 1.608 +D+0.750S+0.450W 0.052 -0.052 2.196 +0.600+0.60W 0.069 -0.069 0.965 +0.60D 0.965 S Only 0.784 W Only 0.115 -0.115 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft -0.102 in 11.693 ft +D+0.450W 0.0000 in 0.000 ft -0.077 in 11.693 ft +D+0.7505+0.450W 0.0000 in 0.000 ft -0.077 in 11.693 ft +0.60D+0.60W 0.0000 in 0.000 ft -0.102 in 11.693 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft -0.170 in 11.693 ft III Sketches o L•2'Ei 1 LotN ;4 l: 7 2x8 l: 1 1, 1.50 iin '' 1- III Page 151 of 190 Wood Column File=E:lProjectsV017117154(Fields Apartments-Otak)1CalculationsIBuilding 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Buiid:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: W2-tall exterior wall parallel to trusses Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 17.25 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10 lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb 900.0 psi Ft 575.0 psi Fc-Pill 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=17.25 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included : 30.834 lbs* Dead Load Factor AXIAL LOADS. . . roof:Axial Load at 17.250 ft, D=0.3670, S=0.1840 k BENDING LOADS. . . Moment acting about X-X axis,W=1.981 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6375 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.1148 k Bottom along Y-Y 0.1148 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.220 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.3899 in at 11.693 ft above base Applied Axial 0.3978 k for load combination: W Only Applied Mx -0.6222 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 326.195 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04350 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 17.250 ft Applied Design Shear 12.528 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.237 0.1522 PASS 0.0 ft 0.0 PASS 17.250 ft +D+S 1.150 0.188 0.2193 PASS 0.0 ft 0.0 PASS 17.250 ft +D+0.7505 1.150 0.188 0.2019 PASS 0.0 ft 0.0 PASS 17.250 ft +D+0.60W 1.600 0.137 0.6375 PASS 8.220 ft 0.04350 PASS 17.250 ft • +D+0.450W 1.600 0.137 0.4836 PASS 8.220 ft 0.03263 PASS 17.250 ft +D+0.750S+0.450W 1.600 0.137 0.5298 PASS 8.220 ft 0.03263 PASS 17.250 ft +0.60D+0.60W 1.600 0.137 0.5849 PASS 8.220 ft 0.04350 PASS 17.250 ft +0.60D 1.600 0.137 0.08870 PASS 0.0 ft 0.0 PASS 17.250 ft Page 152 of 190 Wood Column File=E:1Projectst2017117154(Fields Apartments-Otak)1Calculations\Buiding 31Fie ds Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 `'` Licensee: Enayat Schneider Engineering Inc Description: W2-tall exterior wall parallel to trusses Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.398 +D+S 0.582 +D+0.7505 0.536 +0+0.60W 0.069 -0.069 0.398 +D+0.450W 0.052 -0.052 0.398 +D+0.750S+0.450W 0.052 -0.052 0.536 +0.600+0.60W 0.069 -0.069 0.239 +0.600 0.239 S Only 0.184 W Only 0.115 -0.115 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7505 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft -0.234 in 11.693 ft +D+0.450W 0.0000 in 0.000 ft -0.175 in 11.693 ft +D+0.7505+0.450W 0.0000 in 0.000 ft -0.175 in 11.693 ft +0.60D+0.60W 0.0000 in 0.000 ft -0.234 in 11.693 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft -0.390 in 11.693 ft • Sketches It 1 1 1 .E 1:�1 o 1 In ' _`i1 '; A ti w F 2 • r it -- --- t 1.50 in • Page 153 of 190 Wood Column File=E:tProjects\2017117154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: W3-interior wall along grid 3.2 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Exact Width Wood Species Douglas Fir-Larch 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:29.047 lbs*Dead Load Factor AXIAL LOADS. . . roof:Axial Load at 16.250 ft, D= 1.486,S=0.740 k BENDING LOADS. . . wind: Moment acting about X-X axis,W=0.2480 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7592 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.01526 k Bottom along Y-Y 0.01526 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.06271 in at 10.143 ft above base Applied Axial 2.255 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 360.040 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.005781 :1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 16.250 ft Applied Design Shear 1.665 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.265 0.5191 PASS 0.0 ft 0.0 PASS 16.250 ft +D+S 1.150 0.211 0.7592 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.750S 1.150 0.211 0.6969 PASS 0.0 ft 0.0 PASS 16.250 ft +D+0.60W 1.600 0.154 0.5018 PASS 0.0 ft 3.005781 PASS 16.250 ft 0 +D+0.450W 1.600 0.154 0.5018 PASS 0.0 ft 3.004336 PASS 16.250 ft +13+0.7505+0.450W 1.600 0.154 0.6857 PASS 0.0 ft 3.004336 PASS 16.250 ft +0.60D+0.60W 1.600 0.154 0.3011 PASS 0.0 ft 3.005781 PASS 16.250 ft +0.60D 1.600 0.154 0.3011 PASS 0.0 ft 0.0 PASS 16.250 ft Page 154 of 190 WOO, Colum File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: W3-interior wall along grid 3.2 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base @ Top @ Base @ Top @ Base 0 Base 0 Top 0 Base @ Top D Only 1.515 +D+S 2.255 +D+0.750S 2.070 +D+0.60W 0.009 -0.009 1.515 +D+0.450W 0.007 -0.007 1.515 +D+0.750S+0.450W 0.007 -0.007 2.070 +0.60D+0.60W 0.009 -0.009 0.909 +0.60D 0.909 S Only 0.740 W Only 0.015 -0.015 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft -0.038 in 10.143 ft +D+0.450W 0.0000 in 0.000 ft -0.028 in 10.143 ft +D+0.750S+0.450W 0.0000 in 0.000 ft -0.028 in 10.143 ft +0.60D+0.60W 0.0000 in 0.000 ft -0.038 in 10.143 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft -0.063 in 10.143 ft III Sketches c Loo 1 iri 2x6 1.50 in • Page 155 of 190 Wood Col u m n File=E:IProjects12011\17154(Fields Apartments-Otak)1Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: W4-short exterior wall supporting trusses Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10 lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb 900.0 psi Ft 575.0 psi Fc-PrIl 1,350.0 psi Density 31.20 pcf Iy 1.547 in^4 Cm:Wet Use Factor 1.0 Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. 0 Column self weight included: 19.663 lbs*Dead Load Factor AXIAL LOADS. . . roof:Axial Load at 11.0 ft, D=1.734, S=0.8670 k BENDING LOADS. . . wind:Moment acting about X-X axis,W=0.9080 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.440 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.08255 k Bottom along Y-Y 0.08255 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.04654 in at 3.248 ft above base Applied Axial 2.621 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 721.96 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03127:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 11.0 ft Applied Design Shear 9.005 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.512 0.3107 PASS 0.0 ft 0.0 PASS 11.0 ft +D+S 1.150 0.423 0.440 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.7505 1.150 0.423 0.4036 PASS 0.0 ft 0.0 PASS 11.0 ft +D+0.60W 1.600 0.319 0.3875 PASS 5.463 ft 0.03127 PASS 11.0 ft • +D+0.450W 1.600 0.319 0.3103 PASS 5.463 ft 0.02345 PASS 11.0 ft +D+0.750S+0.450W 1.600 0.319 0.4137 PASS 5.463 ft 0.02345 PASS 11.0 ft +0.60D+0.60W 1.600 0.319 0.2995 PASS 5.463 ft 0.03127 PASS 11.0 ft +0.60D 1.600 0.319 0.1685 PASS 0.0 ft 0.0 PASS 11.0 ft Page 156 of 190 File=E:\Prgects\2017\17154(Fields Apartments-Otak)\Calculations\Building 3-Clubhouse\Fields Clubhouse.ec6 W00 Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: W4-short exterior wall supporting trusses Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.754 +D+S 2.621 +D+0.7505 2.404 +0+0.60W 0.050 -0.050 1.754 +0+0.450W 0.037 -0.037 1.754 +D+0.750S+0.450W 0.037 -0.037 2.404 +0.600+0.60W 0.050 -0.050 1.052 +0.60D 1.052 S Only 0.867 W Only 0.083 -0.083 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7505 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.028 in 3.248 ft +D+0.450W 0.0000 in 0.000 ft 0.021 in 3.248 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.021 in 3.248 ft +0.600+0.60W 0.0000 in 0.000 ft 0.028 in 3.248 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.047 in 3.248 ft IIISketches kti, , i l t,„.i.... , ) i , , , 11::. y t cf , -tl-1 ; :t . 11 f 26 I 1.50 in L III Page 157 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calcultions\Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: W5-short exterior wall parallel to trusses Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information _ Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.67 ft Wood Member Type Sawn 11,,(,) v)(101 c.;1culanorls Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 p 5.50 in Cf or Cv for Bending 1.30 Area 8.25 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly :Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 1.547 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial K Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.67 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:26.223 lbs*Dead Load Factor AXIAL LOADS. . . roof:Axial Load at 14.670 ft, D=0.3670,S=0.1840 k BENDING LOADS. . . wind:Moment acting about X-X axis,W=1.614 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4657:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.110 k Bottom along Y-Y 0.110 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.286 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1463 in at 4.234 ft above base Applied Axial 0.3932 k for load combination: W Only Applied Mx 0.4810 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 444.877 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04167:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.670 ft Applied Design Shear 12.002 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.318 0.1120 PASS 0.0 ft 0.0 PASS 14.670 ft +D+S 1.150 0.255 0.1606 PASS 0.0 ft 0.0 PASS 14.670 ft +D+0.750S 1.150 0.255 0.1478 PASS 0.0 ft 0.0 PASS 14.670 ft +D+0.60W 1.600 0.187 0.4657 PASS 7.286 ft 0.04167 PASS 14.670 ft • +D+0.450W 1.600 0.187 0.3521 PASS 7.286 ft 0.03126 PASS 14.670 ft +D+0.750S+0.450W 1.600 0.187 0.3758 PASS 7.286 ft 0.03126 PASS 14.670 ft +0.60D+0.60W 1.600 0.187 0.4385 PASS 7.286 ft 0.04167 PASS 14.670 ft +0.60D 1.600 0.187 0.06428 PASS 0.0 ft 0.0 PASS 14.670 ft Page 158 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3-ClubhouselFields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: W5-short exterior wall parallel to trusses Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.393 +D+S 0.577 +D+0.750S 0.531 +D+0.60W 0.066 -0.066 0.393 +D+0.450W 0.050 -0.050 0.393 +D+0.7505+0.450W 0.050 -0.050 0.531 +0.60D+0.60W 0.066 -0.066 0.236 +0.60D 0.236 S Only 0.184 W Only 0.110 -0.110 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.088 in 4.234 ft +D+0.450W 0.0000 in 0.000 ft 0.066 in 4.234 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.066 in 4.234 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.088 in 4.234 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.146 in 4.234 ft IIISketches . . i Lo1; r 1" 1 - 5 2x6 - s J ii -1.50 in • Page 159 of 190 Wood Column File=E:1Projects12017117154(Fields Apartments-Otak)ICalculations\Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: W6-interior wall parallel to trusses Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.670 ft Wood Member Type Sawn Wood Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors Wood GradepecNo.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.25 in"2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi IxCf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi 2 .547 in^4 Fc-PrIl 1,350.0 psi Density 31.20 pcf ly 11.547 in^4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.670 ft,K=1.0 II Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 26.223 lbs* Dead Load Factor • AXIAL LOADS . . . roof:Axial Load at 14.670 ft, D=0.10, S=0.050 k BENDING LOADS. . . wind: Moment acting about X-X axis,W=0.330 k-ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.08737 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.02250 k Bottom along Y-Y 0.02250 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.286 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.02990 in at 4.234 ft above base Applied Axial 0.1262 k for load combination: W Only Applied Mx 0.09834 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 444.877 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.008521 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.670 ft Applied Design Shear 2.454 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.318 0.03595 PASS 0.0 ft 0.0 PASS 14.670 ft +D+S 1.150 0.255 0.04904 PASS 0.0 ft 0.0 PASS 14.670 ft +D+0.7505 1.150 0.255 0.04556 PASS 0.0 ft 0.0 PASS 14.670 ft +D+0.60W 1.600 0.187 0.08737 PASS 7.286 ft 3.008521 PASS 14.670 ft • +D+0.450W 1.600 0.187 0.06582 PASS 7.286 ft 3.006391 PASS 14.670 ft +D+0.7505+0.450W 1.600 0.187 0.06729 PASS 7.286 ft 3.006391 PASS 14.670 ft +0.60D+0.60W 1.600 0.187 0.08546 PASS 7.286 ft 0.008521 PASS 14.670 ft +0.60D 1.600 0.187 0.02064 PASS 0.0 ft 0.0 PASS 14.670 ft Page 160 of 190 Wood Column File=E:1ProjectsV017117154(Fields Apartments-Otak)1Calculations1Building 31Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: W6-interior wall parallel to trusses Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.126 +D+S 0.176 +D+0.750S 0.164 +0+0.60W 0.013 -0.013 0.126 +0+0.450W 0.010 -0.010 0.126 +D+0.750S+0.450W 0.010 -0.010 0.164 +0.600+0.60W 0.013 -0.013 0.076 +0.60D 0.076 S Only 0.050 W Only 0.022 -0.022 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.018 in 4.234 ft +0+0.450W 0.0000 in 0.000 ft 0.013 in 4.234 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.013 in 4.234 ft +0.600+0.60W 0.0000 in 0.000 ft 0.018 in 4.234 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.030 in 4.234 ft IIISketches .S Load 1 o ___ ` H r.ri t' F t 2x6 ■, 1.50 in- III Page 161 of 190 Fields Multifamily ESS NO.: 17154 Foundation Design i • Page 162 of 190 • • _ . _ I . � .%E . ..c721 .... .3,.E. ,,• - aN . ?.WZd' ,..,_.,.v.. ;, — oP 31. • (t.... ; .kl,..xat4.4,4...f,,— ' 1 k yc 4.� ]0-: s 3a Df L. k .I1 • 1. fez '� ) 1 `m (c owek civ` d' Q b gig` I _} � � Ste'.' r I ts AAA__ • � } /' RI 1 `--, . • • ..,.aNy o- , ,3 jil li ,- i '3 :i i„ ! I;'" , I !v w.3 . ____ t , • ,,, ---1-1 \ ,,,,,, , ,i 1:: • I I1 E 11 i3 '3 13 ( II r�� / •• • Page 163 of 190 • PROJECT ® A 41 3141 Walnut Street,Suite 203A Yat Denver,Colorado 002D5 PROJECT 11 DY Ena Schneider ®® [1201904.1234 • Smith y 1DATE PAGE Engineering, Inc. fluc,t1-1714-.1 - Lt431.1_0 E.,cs — �o No tCJS'4 PgSl( 'R o o . ...i. `5��..f.g lI 2 } Z•! 7 6 '7 PI S AA)AA,1,. 1.,v64.11- (11- Q 4X(6 f4)c 216 S i in�V=Gt Wil 610' ' k)( 18 14a 4 t 14i Pn( SL _ 2ST 7 �) = 342 -ra1'w L ' l E 3 �� 2641 42.t �...; F y � ...r�•Al (� C. �,� .�,� ��.t� . .. O �}L�. 1 rzL, > 7_000 \S b1,a.to. .... }DIM......lF4 T(4.V4 h15\f` tz t i ) I N r P P-r k r,1 at t .G,('ca �IdrC-10(4-(is Brie\xrN1 Ian S;4f C �I.Z)(?q,-f..P1-''424/ 4- ocab Is+ EF)-F I,,C (m-2-fIC) S a....�. .. ...� r‘-,C rvt (t3'Is 5i(.t cv )( 11�N /17-) 2 211 IU� /�•6 411 l O S to.f,,1- ,.,}(1.o..',, Zoe = L 7 mI VNo + 5 Ia 3 G to 7S)C4) ;3aop) `/l i -°A 'nt 211.2--3 1 .._ �. �"`�- > �/L.L t, - ilii (�'� 1 7 N.A fi-ANs.l iNF� I-E•C U.1e-4b fa P-- ( \ v, (1715 c4)(12‘,11. B.Y/I 1'L) S'J3 1 I 6/f4. Vvl c ,. ... . `..khat, fi .s. .(..z)...� .sQ.6.)1{ ...�.t .(..r_.a..� - q 86 o 1Y- 7 V,,, 0 0 ..4 QvOoI �� L �a oaf�J(1'a.„ I(Io�- L 0.32 1 n 11 v ',,s7 �I S (30 *-* /ANT. As,0,0 'Ac sc 01 Era 1.0, r or 2 (1'1 elC.td L I Y SL IFa: r:a°`-t r'l() zo4G '4 = Ls ° Irs-F)(26 117..i k x.17 C41 Ii t7 Pt ujA 1>C1G,61 . < �s�)(i4.4q) 'E) , 11-s SIL , (2. ,,,)(14 r -19 v0 1S a fL€ )CI/f -t)r l 7 ( � 0 ° k,, PE. 0,4-) o v7 2-11( t 47) , 137 P1 (2_1P $ ` (24 s4)4. 6.:`(17 4 (0,c7 fi-I-k) z. C51 Ic O 7 a►' �- 2-0 41 )1 a I.,o'f. -C4 141 p 14 0_, = 2.004 to S ft 6404^r. fr r6, IA•c 1"` }Yj 1 • • F�rl3 (Su,frov.-ro,jG-_.l°sT_..61._; S i3otti,or'•1RY) CHECKED BY: SE42V I/.- Lph 0-4ff i s R . 1` St-) i it T l 0'135 I6 p,`L�QS p4. z I• 14- rxagg,J,54.q l,9Q `�1,4h k 4�•.DY'k2�.7,00 DATE: y f FIJ'`1W 6, PROJECT 1`� ® 3141 Walnut Street,Suite 203A EIra�yat i Denver,Colorado 00205 PROJECT 11 DY • Schneider [1201 9041234 Smith DATE PAGE Engineering, Inc. rIo,) kev04-51;.1 S�tP Vlf~ Lown F vw ( (4.1' !v 0 j ps b L k 4 4 k } �` Po" f r r61J 5 (stAlPpgs.,0 po5T E3 cl..a LPAD 4 21 5 k ' [Lt< 'E5 `� 1n3 �'6° ��G hx a'• ton • 1,i0 FT6N, rpt-) tAS 1 oGT IivC,,, t nS1' [4) O w; (-fzow 41 = 1.3. ) LW `El i L px,de T. s )04" ' o„ti S u L 7.-51 k, i -o" ► `r(,. pS For.) tsiA CVo(f.T10l,, (o►-tiwrrJ CC) cc,Rvit TLovit) f1Dr^ L g- gt 1- 7 4,1 3,-1`'OPk o',.�a.. 0 S L: o.ro7ti f`�� 4111 O 0 • O CHECKED BY: DATE: Page 165 Of 190 f Combined Footing File=E:1Prgects12017117154(Fields Apartments-Otak)\Calculations1Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 w.x. Licensee: Enayat Schneider Engineering Inc Description: FDN3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1:1 Shear: 0.75 Min.Sliding Safety Factor 1:1 Soil Information Allowable Soil Bearing 2 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 1.50 ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for'Footing base depth below soil su;fa i , when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width...Allowable Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions& Reinforcing III P Distance Left of Column#1 = 1.830ft Pedestal dimensions... As As Between Columns = 3.271 ft Bars left of Col#1 Count Size# rovided Req'd Distance Right of Column#2 = 1.830 ft Col#1 Col#2 Bottom Bars 3 5 0.930 2.074 inA2 Total Footing Length = 6.931 ft Sq.Dim. = 6.0 12 in Top Bars 3 5 0.930 2.074 in"2 Height = in Bars Btwn Cols Footing Width = 4.0 ft Bottom Bars 3 5 0.930 2.074 in^2 Footing Thickness = 24.0 in Top Bars 2.0 5 0.620 2.074 in"2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 3 5 0.930 2.074 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 2.0 5 0.620 0.0 in"2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = -8.335 k Moment(+CW) k-ft Shear(+X) Applied @ Right Column Axial Load Downward = 13.0 5.555 k k-ft Moment(+CW) = k Shear(+X) _ Overburden = 1'-9-15/16" - 3-31/4' 7 1'-9-75/16" 345 PvM+ 245 q iul 4 , -v ,_ $ - o 41111 345 345 345 -- 1'-9-15/16" 3'-3-1/4" L 1'-9-15/16"_., 6'-11-3/16" 6'-11-3/16" Page 166 of 190 Combined Footing File=E:\Pnjects12017117154(FieldsApartmerts-4tak)1Calculations\Building31FieldsClubhouse.ec6 9 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider° tneear n. Inc Description: FDN3 DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.215 Overturning 25.510 k-ft 30.991 k-ft +0.60D+0.60W+0.60H PASS No Sliding Sliding 0.0 k 7.437 k No Sliding PASS 2.524 Uplift 5.001 k 12.624 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9541 Soil Bearing 1.908 ksf 2.0 ksf +D+0.750L+0.750S+0.450W+H PASS 0.05696 1-way Shear-Col#1 4.680 psi 82.158 psi +0.90D+W+0.90H PASS 0.05696 1-way Shear-Col#2 4.680 psi 82.158 psi +0.90D+W+0.90H PASS 0.01882 2-way Punching-Col#1 3.092 psi 164.317 psi +0.90D+W+0.90H PASS 0.03485 2-way Punching-Col#2 5.726 psi 164.317 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.01991 Flexure-Left of Col#1-Top -1.731 k-ft 86.931 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS No Bending Flexure-Left of Col#1 -Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.03030 Flexure-Between Cols-Top -1.763 k-ft 58.166 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.1382 Flexure-Between Cols-Bottom 12.013 k-ft 86.931 k-ft +0.90D+W+0.90H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.1045 Flexure-Right of Col#2-Bottom 9.084 k-ft 86.931 k-ft +0.90D+W+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio • +D+H 21.04 k 1.011 ft 0.10 ksf 1.42 ksf 2.00 ksf 0.711 +D+L+H 21.04 k 1.011 ft 0.10 ksf 1.42 ksf 2.00 ksf 0.711 +D+Lr+H 21.04 k 1.011 ft 0.10 ksf 1.42 ksf 2.00 ksf 0.711 +D+S+H 26.59 k 1.141 ft 0.01 ksf 1.90 ksf 2.00 ksf 0.952 +D+0.750Lr+0.750L+H 21.04 k 1.011 ft 0.10 ksf 1.42 ksf 2.00 ksf 0.711 +D+0.750L+0.7505+H 25.21 k 1.114 ft 0.03 ksf 1.78 ksf 2.00 ksf 0.892 +D+0.60W+H 16.04 k 1.836 ft 0.00 ksf 1.64 ksf 2.00 ksf 0.819 +D+0.70E+H 21.04 k 1.011 ft 0.10 ksf 1.42 ksf 2.00 ksf 0.711 +D+0.750Lr+0.750L+0.450W+H 17.29 k 1.585 ft 0.00 ksf 1.53 ksf 2.00 ksf 0.765 +D+0.750L+0.750S+0.450W+H 21.46 k 1.594 ft 0.00 ksf 1.91 ksf 2.00 ksf 0.954 +D+0.750L+0.7505+0.5250E+H 25.21 k 1.114 ft 0.03 ksf 1.78 ksf 2.00 ksf 0.892 +0.60D+0.60W+0.60H 7.62 k 2.746 ft 0.00 ksf 1.76 ksf 2.00 ksf 0.880 +0.60D+0.70E+0.60H 12.62 k 1.011 ft 0.06 ksf 0.85 ksf 2.00 ksf 0.426 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 9.15 94.18 10.290 25.51 51.65 2.025 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 6.86 94.18 13.720 19.13 51.65 2.700 +D+0.750L+0.750S+0.450W+H 6.86 115.43 16.817 19.13 59.28 3.098 +D+0.750L+0.750S+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 9.15 56.51 6.174 25.51 30.99 1.215 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio +D+H 0.00 k 7.44 k 999 • +D+L+H 0.00 k 7.44 k 999 +D+Lr+H 0.00 k 7.44 k 999 +D+S+H 0.00 k 9.10 k 999 +D+0.750Lr+0.750L+H 0.00 k 7.44 k 999 +D+0.750L+0.750S+H 0.00 k 8.69 k 999 Page 167 of 190 Combined FOOT File=E:\Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3tFields Clubhouse.ec6 9 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ?% Licensee: Enayat Schneider Engineering Inc Description: FDN3 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio +D+0.60W+H 0.00 k 5.94 k 999 +D+0.70E+H 0.00 k 7.44 k 999 +D+0.750Lr+0.750L+0.450W+H 0.00 k 6.31 k 999 +D+0.750L+0.750S+0.450W+H 0.00 k 7.56 k 999 +D+0.750L+0.750S+0.5250E+H 0.00 k 8.69 k 999 +0.60D+0.60W+0.60H 0.00 k 3.41 k 999 +0.60D+0.70E+0.60H 0.00 k 4.91 k 999 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn (ft-k) (ft) (in^2) (in^2) (ft-k) +0.60D+0.70E+0.60H 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E+0.60H 0.000 0.017 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E+0.60H 0.000 0.035 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E+0.60H 0.000 0.052 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E+0.60H 0.000 0.069 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E+0.60H 0.000 0.087 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E+0.60H 0.000 0.104 0 0.000 0 0.000 0.000 0.000 +1.20D+0.50L+0.50S+W+1.60H -0.010 0.121 Top 2.074 Min Temp% 0.930 86.931 0.000 +1.20D+0.50L+0.50S+W+1.60H -0.013 0.139 Top 2.074 Min Temp% 0.930 86.931 0.000 +1.20D+0.50L+0.505+W+1.60H -0.017 0.156 Top 2.074 Min Temp% 0.930 86.931 0.000 +1.20D+0.50L+0.50S+W+1.60H -0.021 0.173 Top 2.074 Min Temp% 0.930 86.931 0.000 +1.20D+0.50L+0.50S+W+1.60H -0.025 0.191 Top 2.074 Min Temp% 0.930 86.931 0.000 +1.20D+0.50L+0.50S+W+1.60H -0.030 0.208 Top 2.074 Min Temp% 0.930 86.931 0.000 +1.20D+0.50L+0.50S+W+1.60H -0.035 0.225 Top 2.074 Min Temp% 0.930 86.931 0.00 +1.20D+0.50L+0.50S+W+1.60H -0.041 0.243 Top 2.074 Min Temp% 0.930 86.931 0.00 +1.20D+0.50L+0.50S+W+1.60H -0.047 0.260 Top 2.074 Min Temp% 0.930 86.931 0.00 +1.20D+0.50L+0.50S+W+1.60H -0.054 0.277 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.060 0.295 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.068 0.312 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.075 0.329 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.084 0.347 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.092 0.364 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.101 0.381 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.111 0.399 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.120 0.416 Top 2.074 Min Temp% 0.930 86.931 0.001 +1.20D+0.50L+0.50S+W+1.60H -0.131 0.433 Top 2.074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.141 0.451 Top 2.074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.152 0.468 Top 2.074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.164 0.485 Top 2.074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.176 0.502 Top 2.074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.188 0.520 Top 2:074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.201 0.537 Top 2.074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.214 0.554 Top 2.074 Min Temp% 0.930 86.931 0.002 +1.20D+0.50L+0.50S+W+1.60H -0.228 0.572 Top 2.074 Min Temp% 0.930 86.931 0.003 +1.20D+0.50L+0.50S+W+1.60H -0.242 0.589 Top 2.074 Min Temp% 0.930 86.931 0.003 +1.20D+0.50L+0.50S+W+1.60H -0.256 0.606 Top 2.074 Min Temp% 0.930 86.931 0.003 +1.20D+0.50L+0.50S+W+1.60H -0.271 0.624 Top 2.074 Min Temp% 0.930 86.931 0.003 +1.20D+0.50L+0.50S+W+1.60H -0.286 0.641 Top 2.074 Min Temp% 0.930 86.931 0.003 +1.20D+0.50L+0.50S+W+1.60H -0.302 0.658 Top 2.074 Min Temp% 0.930 86.931 0.003 +1.20D+0.50L+0.50S+W+1.60H -0.318 0.676 Top 2.074 Min Temp% 0.930 86.931 0.004 +1.20D+0.50L+0.50S+W+1.60H -0.334 0.693 Top 2.074 Min Temp% 0.930 86.931 0.004 +1.20D+0.50L+0.50S+W+1.60H -0.351 0.710 Top 2.074 Min Temp% 0.930 86.931 0.004 +1.20D+0.50L+0.50S+W+1.60H -0.369 0.728 Top 2.074 Min Temp% 0.930 86.931 0.004 +1.20D+0.50L+0.50S+W+1.60H -0.386 0.745 Top 2.074 Min Temp% 0.930 86.931 0.004 +1.20D+0.50L+0.50S+W+1.60H -0.405 0.762 Top 2.074 Min Temp% 0.930 86.931 0.005 +1.20D+0.50L+0.50S+W+1.60H -0.423 0.780 Top 2.074 Min Temp% 0.930 86.931 0.005 +1.20D+0.50L+0.50S+W+1.60H -0.442 0.797 Top 2.074 Min Temp% 0.930 86.931 0.005 +1.20D+0.50L+0.50S+W+1.60H -0.462 0.814 Top 2.074 Min Temp% 0.930 86.931 0.00 +1.20D+0.50L+0.505+W+1.60H -0.481 0.832 Top 2.074 Min Temp% 0.930 86.931 0.0 +1.20D+0.50L+0.50S+W+1.60H -0.502 0.849 Top 2.074 Min Temp% 0.930 86.931 0.00 +1.20D+0.50L+0.50S+W+1.60H -0.522 0.866 Top 2.074 Min Temp% 0.930 86.931 0.006 +1.20D+0.50L+0.50S+W+1.60H -0.544 0.884 Top 2.074 Min Temp% 0.930 86.931 0.006 +1.20D+0.50L+0.50S+W+1.60H -0.565 0.901 Top 2.074 Min Temp% 0.930 86.931 0.007 Page 168 of 190 Combined Footing File=E:\Projects\2017117154(Fields Apartments-Otak)iCalculations1Building 3\Fields Clubhouse.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN3 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn (ft-k) (ft) (in^2) (in^2) (ft-k) +1.20D+0.50L+0.50S+W+1.60H -0.587 0.918 Top 2.074 Min Temp% 0.930 86.931 0.007 +1.20D+0.50L+0.50S+W+1.60H -0.609 0.936 Top 2.074 Min Temp% 0.930 86.931 0.007 +1.20D+0.50L+0.50S+W+1.601-1 -0.632 0.953 Top 2.074 Min Temp% 0.930 86.931 0.007 +1.20D+0.50L+0.50S+W+1.60H -0.655 0.970 Top 2.074 Min Temp% 0.930 86.931 0.008 +1.20D+0.50L+0.50S+W+1.60H -0.679 0.988 Top 2.074 Min Temp% 0.930 86.931 0.008 +1.20D+0.50L+0.505+W+1.60H -0.703 1.005 Top 2.074 Min Temp% 0.930 86.931 0.008 +1.20D+0.50L+0.50S+W+1.60H -0.727 1.022 Top 2.074 Min Temp% 0.930 86.931 0.008 +1.20D+0.50L+0.505+W+1.60H -0.752 1.040 Top 2.074 Min Temp% 0.930 86.931 0.009 +1.20D+0.50L+0.50S+W+1.60H -0.778 1.057 Top 2.074 Min Temp% 0.930 86.931 0.009 +1.20D+0.50L+0.505+W+1.60H -0.803 1.074 Top 2.074 Min Temp% 0.930 86.931 0.009 +1.20D+0.50L+0.505+W+1.60H -0.829 1.092 Top 2.074 Min Temp% 0.930 86.931 0.010 +1.20D+0.50L+0.505+W+1.60H -0.856 1.109 Top 2.074 Min Temp% 0.930 86.931 0.010 +1.20D+0.50L+0.50S+W+1.60H -0.883 1.126 Top 2.074 Min Temp% 0.930 86.931 0.010 +1.20D+0.50L+0.50S+W+1.60H -0.910 1.144 Top 2.074 Min Temp% 0.930 86.931 0.010 +1.20D+0.50L+0.50S+W+1.60H -0.938 1.161 Top 2.074 Min Temp% 0.930 86.931 0.011 +1.20D+0.50L+0.50S+W+1.60H -0.966 1.178 Top 2.074 Min Temp% 0.930 86.931 0.011 +1.20D+0.50L+0.505+W+1.601-1 -0.995 1.196 Top 2.074 Min Temp% 0.930 86.931 0.011 +1.20D+0.50L+0.50S+W+1.60H -1.024 1.213 Top 2.074 Min Temp% 0.930 86.931 0.012 +1.20D+0.50L+0.50S+W+1.60H -1.053 1.230 Top 2.074 Min Temp% 0.930 86.931 0.012 +1.20D+0.50L+0.50S+W+1.60H -1.083 1.248 Top 2.074 Min Temp% 0.930 86.931 0.012 +1.20D+0.50L+0.505+W+1.60H -1.114 1.265 Top 2.074 Min Temp% 0.930 86.931 0.013 +1.20D+0.50L+0.50S+W+1.60H -1.144 1.282 Top 2.074 Min Temp% 0.930 86.931 0.013 +1.20D+0.50L+0.50S+W+1.60H -1.175 1.300 Top 2.074 Min Temp% 0.930 86.931 0.014 • +1.20D+0.50L+0.50S+W+1.60H -1.207 1.317 Top 2.074 Min Temp% 0.930 86.931 0.014 +1.20D+0.50L+0.50S+W+1.60H -1.239 1.334 Top 2.074 Min Temp% 0.930 86.931 0.014 +1.20D+0.50L+0.505+W+1.60H -1.271 1.352 Top 2.074 Min Temp% 0.930 86.931 0.015 +1.20D+0.50L+0.505+W+1.60H -1.304 1.369 Top 2.074 Min Temp% 0.930 86.931 0.015 +1.20D+0.50L+0.505+W+1.60H -1.337 1.386 Top 2.074 Min Temp% 0.930 86.931 0.015 +1.20D+0.50L+0.50S+W+1.60H -1.371 1.404 Top 2.074 Min Temp% 0.930 86.931 0.016 +1.20D+0.50L+0.50S+W+1.60H -1.405 1.421 Top 2.074 Min Temp% 0.930 86.931 0.016 +1.20D+0.50L+0.50S+W+1.60H -1.440 1.438 Top 2.074 Min Temp% 0.930 86.931 0.017 +1.20D+0.50L+0.505+W+1.60H -1.475 1.456 Top 2.074 Min Temp% 0.930 86.931 0.017 +1.20D+0.50L+0.50S+W+1.60H -1.510 1.473 Top 2.074 Min Temp% 0.930 86.931 0.017 +1.20D+0.50L+0.50S+W+1.60H -1.546 1.490 Top 2.074 Min Temp% 0.930 86.931 0.018 +1.20D+0.50L+0.50S+W+1.60H -1.582 1.507 Top 2.074 Min Temp% 0.930 86.931 0.018 +1.20D+0.50L+0.50S+W+1.60H -1.618 1.525 Top 2.074 Min Temp% 0.930 86.931 0.019 +1.20D+0.50L+0.50S+W+1.60H -1.655 1.542 Top 2.074 Min Temp% 0.930 86.931 0.019 +1.20D+0.50L+0.505+W+1.60H -1.693 1.559 Top 2.074 Min Temp% 0.930 86.931 0.019 +1.20D+0.50L+0.505+W+1.60H -1.731 1.577 Top 2.074 Min Temp% 0.930 86.931 0.020 +1.20D+0.50L+0.50S+W+1.60H -1.767 1.594 Top 2.074 Min Temp% 0.930 86.931 0.020 +1.20D+0.50L+0.505+W+1.60H -1.799 1.611 Top 2.074 Min Temp% 0.930 86.931 0.021 +1.20D+0.50L+0.505+W+1.60H -1.827 1.629 Top 2.074 Min Temp% 0.930 86.931 0.021 +1.20D+0.50L+0.50S+W+1.60H -1.850 1.646 Top 2.074 Min Temp% 0.930 86.931 0.021 +1.20D+1.605+0.50W+1.60H -1.871 1.663 Top 2.074 Min Temp% 0.930 86.931 0.022 +1.20D+1.60S+0.50W+1.60H -1.895 1.681 Top 2.074 Min Temp% 0.930 86.931 0.022 +1.20D+1.60S+0.50W+1.60H -1.917 1.698 Top 2.074 Min Temp% 0.930 86.931 0.022 +1.20D+1.60S+0.50W+1.60H -1.936 1.715 Top 2.074 Min Temp% 0.930 86.931 0.022 +1.20D+1.60S+0.50W+1.60H -1.953 1.733 Top 2.074 Min Temp% 0.930 86.931 0.022 +1.20D+1.60S+0.50W+1.60H -1.967 1.750 Top 2.074 Min Temp% 0.930 86.931 0.023 +1.20D+1.605+0.50W+1.601-1 -1.979 1.767 Top 2.074 Min Temp% 0.930 86.931 0.023 +1.20D+1.60S+0.50W+1.60H -1.989 1.785 Top 2.074 Min Temp% 0.930 86.931 0.023 +1.20D+1.60S+0.50W+1.60H -1.996 1.802 Top 2.074 Min Temp% 0.930 86.931 0.023 +1.20D+1.605+0.50W+1.60H -2.001 1.819 Top 2.074 Min Temp% 0.930 86.931 0.023 +1.20D+1.605+0.50W+1.60H -2.003 1.837 Top 2.074 Min Temp% 0.620 58.166 0.034 +1.20D+1.60S+0.50W+1.60H -2.004 1.854 Top 2.074 Min Temp% 0.620 58.166 0.034 +1.20D+1.60S+0.50W+1.60H -2.001 1.871 Top 2.074 Min Temp% 0.620 58.166 0.034 +1.20D+1.60S+0.50W+1.60H -1.996 1.889 Top 2.074 Min Temp% 0.620 58.166 0.034 . +1.20D+1.60Lr+0.50W+1.60H -1.990 1.906 Top 2.074 Min Temp% 0.620 58.166 0.034 +1.20D+1.60Lr+0.50W+1.60H -1.981 1.923 Top 2.074 Min Temp% 0.620 58.166 0.034 +1.20D+1.60Lr+0.50W+1.60H -1.970 1.941 Top 2.074 Min Temp% 0.620 58.166 0.034 +1.20D+1.60Lr+0.50W+1.60H -1.956 1.958 Top 2.074 Min Temp% 0.620 58.166 0.034 +1.20D+1.60Lr+0.50W+1.60H -1.940 1.975 Top 2.074 Min Temp% 0.620 58.166 0.033 +1.20D+1.60Lr+0.50W+1.60H -1.922 1.993 Top 2.074 Min Temp% 0.620 58.166 0.033 Page 169 of 190 Combined Footing File=E:iRq:cts12017117154(Fields Apartments-Otak)1Calculations\Building Wields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 �< 4 ,;, Licensee: Enayat Schneider Engineering Inc Description: FDN3 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn (ft-k) (ft) (in^2) (inA2) (ft-k) +1.20D+1.60Lr+0.50W+1.60H -1.901 2.010 Top 2.074 Min Temp% 0.620 58.166 0.033 +1.20D+1.60Lr+0.50W+1.60H -1.878 2.027 Top 2.074 Min Temp% 0.620 58.166 0.032 +1.20D+1.60Lr+0.50W+1.60H -1.853 2.045 Top 2.074 Min Temp% 0.620 58.166 0.032 +1.20D+1.60Lr+0.50W+1.60H -1.825 2.062 Top 2.074 Min Temp% 0.620 58.166 0.031 +1.20D+1.60Lr+0.50W+1.60H -1.794 2.079 Top 2.074 Min Temp% 0.620 58.166 0.031 +1.20D+1.60Lr+0.50W+1.60H -1.763 2.097 Top 2.074 Min Temp% 0.620 58.166 0.030 +1.20D+1.60Lr+0.50W+1.60H -1.731 2.114 Top 2.074 Min Temp% 0.620 58.166 0.030 1 +1.20D+1.60Lr+0.50W+1.60H -1.699 2.131 Top 2.074 Min Temp% 0.620 58.166 0.029 +1.20D+1.60Lr+0.50W+1.60H -1.668 2.149 Top 2.074 Min Temp% 0.620 58.166 0.029 +1.20D+1.60Lr+0.50W+1.60H -1.636 2.166 Top 2.074 Min Temp% 0.620 58.166 0.028 +1.20D+1.60Lr+0.50W+1.60H -1.605 2.183 Top 2.074 Min Temp% 0.620 58.166 0.028 +1.20D+1.60Lr+0.50W+1.60H -1.573 2.201 Top 2.074 Min Temp% 0.620 58.166 0.027 +1.20D+1.60Lr+0.50W+1.60H -1.542 2.218 Top 2.074 Min Temp% 0.620 58.166 0.027 +1.20D+1.60Lr+0.50W+1.60H -1.510 2.235 Top 2.074 Min Temp% 0.620 58.166 0.026 +1.20D+1.60Lr+0.50W+1.60H -1.479 2.253 Top 2.074 Min Temp% 0.620 58.166 0.025 +1.20D+1.60Lr+0.50W+1.60H -1.447 2.270 Top 2.074 Min Temp% 0.620 58.166 0.025 +1.20D+1.60Lr+0.50W+1.60H -1.416 2.287 Top 2.074 Min Temp% 0.620 58.166 0.024 +1.20D+1.60Lr+0.50W+1.60H -1.384 2.305 Top 2.074 Min Temp% 0.620 58.166 0.024 +1.20D+1.60Lr+0.50W+1.60H -1.353 2.322 Top 2.074 Min Temp% 0.620 58.166 0.023 +1.20D+1.60Lr+0.50W+1.60H -1.321 2.339 Top 2.074 Min Temp% 0.620 58.166 0.023 +1.20D+1.60Lr+0.50W+1.60H -1.290 2.357 Top 2.074 Min Temp% 0.620 58.166 0.022 +1.20D+1.60Lr+0.50W+1.60H -1.258 2.374 Top 2.074 Min Temp% 0.620 58.166 0.022 +1.20D+1.60Lr+0.50W+1.60H -1.227 2.391 Top 2.074 Min Temp% 0.620 58.166 0.021 +0.90D+W+0.90H 1.794 2.409 Bottom 2.074 Min Temp% 0.930 86.931 0.020 +0.90D+W+0.90H 1.894 2.426 Bottom 2.074 Min Temp% 0.930 86.931 0.02 +0.90D+W+0.90H 1.995 2.443 Bottom 2.074 Min Temp% 0.930 86.931 0.02 +0.90D+W+0.90H 2.095 2.461 Bottom 2.074 Min Temp% 0.930 86.931 0.024 +0.90D+W+0.90H 2.195 2.478 Bottom 2.074 Min Temp% 0.930 86.931 0.025 +0.90D+W+0.90H 2.294 2.495 Bottom 2.074 Min Temp% 0.930 86.931 0.026 +0.90D+W+0.90H 2.393 2.512 Bottom 2.074 Min Temp% 0.930 86.931 0.028 +0.90D+W+0.90H 2.492 2.530 Bottom 2.074 Min Temp% 0.930 86.931 0.029 +0.90D+W+0.90H 2.591 2.547 Bottom 2.074 Min Temp% 0.930 86.931 0.030 +0.90D+W+0.90H 2.689 2.564 Bottom 2.074 Min Temp% 0.930 86.931 0.031 +0.90D+W+0.90H 2.787 2.582 Bottom 2.074 Min Temp% 0.930 86.931 0.032 +0.90D+W+0.90H 2.884 2.599 Bottom 2.074 Min Temp% 0.930 86.931 0.033 +0.90D+W+0.90H 2.981 2.616 Bottom 2.074 Min Temp% 0.930 86.931 0.034 +0.90D+W+0.90H 3.078 2.634 Bottom 2.074 Min Temp% 0.930 86.931 0.035 +0.90D+W+0.90H 3.175 2.651 Bottom 2.074 Min Temp% 0.930 86.931 0.037 +0.90D+W+0.90H 3.271 2.668 Bottom 2.074 Min Temp% 0.930 86.931 0.038 +0.90D+W+0.90H 3.367 2.686 Bottom 2.074 Min Temp% 0.930 86.931 0.039 +0.90D+W+0.90H 3.463 2.703 Bottom 2.074 Min Temp% 0.930 86.931 0.040 +0.90D+W+0.90H 3.558 2.720 Bottom 2.074 Min Temp% 0.930 86.931 0.041 +0.90D+W+0.90H 3.653 2.738 Bottom 2.074 Min Temp% 0.930 86.931 0.042 +0.90D+W+0.90H 3.748 2.755 Bottom 2.074 Min Temp% 0.930 86.931 0.043 +0.90D+W+0.90H 3.843 2.772 Bottom 2.074 Min Temp% 0.930 86.931 0.044 +0.90D+W+0.90H 3.937 2.790 Bottom 2.074 Min Temp% 0.930 86.931 0.045 +0.90D+W+0.90H 4.030 2.807 Bottom 2.074 Min Temp% 0.930 86.931 0.046 +0.90D+W+0.90H 4.124 2.824 Bottom 2.074 Min Temp% 0.930 86.931 0.047 +0.90D+W+0.90H 4.217 2.842 Bottom 2.074 Min Temp% 0.930 86.931 0.049 +0.90D+W+0.90H 4.310 2.859 Bottom 2.074 Min Temp% 0.930 86.931 0.050 +0.90D+W+0.90H 4.403 2.876 Bottom 2.074 Min Temp% 0.930 86.931 0.051 +0.90D+W+0.90H 4.495 2.894 Bottom 2.074 Min Temp% 0.930 86.931 0.052 +0.90D+W+0.90H 4.587 2.911 Bottom 2.074 Min Temp% 0.930 86.931 0.053 +0.90D+W+0.90H 4.678 2.928 Bottom 2.074 Min Temp% 0.930 86.931 0.054 +0.90D+W+0.90H 4.770 2.946 Bottom 2.074 Min Temp% 0.930 86.931 0.055 +0.90D+W+0.90H 4.861 2.963 Bottom 2.074 Min Temp% 0.930 86.931 0.056 +0.90D+W+0.90H 4.951 2.980 Bottom 2.074 Min Temp% 0.930 86.931 0.057 +0.90D+W+0.90H 5.042 2.998 Bottom 2.074 Min Temp% 0.930 86.931 0.0550 +0.90D+W+0.90H 5.132 3.015 Bottom 2.074 Min Temp% 0.930 86.931 0.0 +0.90D+W+0.90H 5.221 3.032 Bottom 2.074 Min Temp% 0.930 86.931 0.06 +0.90D+W+0.90H 5.311 3.050 Bottom 2.074 Min Temp% 0.930 86.931 0.061 +0.90D+W+0.90H 5.400 3.067 Bottom 2.074 Min Temp% 0.930 86.931 0.062 +0.90D+W+0.90H 5.489 3.084 Bottom 2.074 Min Temp% 0.930 86.931 0.063 Page 170 of 190 Combined FOOtI h File=E:\Projects12017117154(Fields Apartments-Otak)1Calculations1Buildmg 31Fields Clubhouse.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN3 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn (ft-k) (ft) (in^2) (in"2) (ft-k) +0.90D+W+0.90H 5.577 3.102 Bottom 2.074 Min Temp% 0.930 86.931 0.064 +0.90D+W+0.90H 5.665 3.119 Bottom 2.074 Min Temp% 0.930 86.931 0.065 +0.90D+W+0.90H 5.753 3.136 Bottom 2.074 Min Temp% 0.930 86.931 0.066 +0.90D+W+0.90H 5.841 3.154 Bottom 2.074 Min Temp% 0.930 86.931 0.067 +0.90D+W+0.90H 5.928 3.171 Bottom 2.074 Min Temp% 0.930 86.931 0.068 +0.90D+W+0.90H 6.015 3.188 Bottom 2.074 Min Temp% 0.930 86.931 0.069 +0.90D+W+0.90H 6.101 3.206 Bottom 2.074 Min Temp% 0.930 86.931 0.070 +0.90D+W+0.90H 6.188 3.223 Bottom 2.074 Min Temp% 0.930 86.931 0.071 +0.90D+W+0.90H 6.274 3.240 Bottom 2.074 Min Temp% 0.930 86.931 0.072 +0.90D+W+0.90H 6.359 3.258 Bottom 2.074 Min Temp% 0.930 86.931 0.073 +0.90D+W+0.90H 6.445 3.275 Bottom 2.074 Min Temp% 0.930 86.931 0.074 +0.90D+W+0.90H 6.530 3.292 Bottom 2.074 Min Temp% 0.930 86.931 0.075 +0.90D+W+0.90H 6.614 3.310 Bottom 2.074 Min Temp% 0.930 86.931 0.076 +0.90D+W+0.90H 6.699 3.327 Bottom 2.074 Min Temp% 0.930 86.931 0.077 +0.90D+W+0.90H 6.783 3.344 Bottom 2.074 Min Temp% 0.930 86.931 0.078 +0.90D+W+0.90H 6.867 3.362 Bottom 2.074 Min Temp% 0.930 86.931 0.079 +0.90D+W+0.90H 6.950 3.379 Bottom 2.074 Min Temp% 0.930 86.931 0.080 +0.90D+W+0.90H 7.033 3.396 Bottom 2.074 Min Temp% 0.930 86.931 0.081 +0.90D+W+0.90H 7.116 3.414 Bottom 2.074 Min Temp% 0.930 86.931 0.082 +0.90D+W+0.90H 7.199 3.431 Bottom 2.074 Min Temp% 0.930 86.931 0.083 +0.90D+W+0.90H 7.281 3.448 Bottom 2.074 Min Temp% 0.930 86.931 0.084 +0.90D+W+0.90H 7.363 3.466 Bottom 2.074 Min Temp% 0.930 86.931 0.085 +0.90D+W+0.90H 7.444 3.483 Bottom 2.074 Min Temp% 0.930 86.931 0.086 0 +0.90D+W+0.90H 7.525 3.500 Bottom 2.074 Min Temp% 0.930 86.931 0.087 +0.90D+W+0.90H 7.606 3.517 Bottom 2.074 Min Temp% 0.930 86.931 0.087 +0.90D+W+0.90H 7.687 3.535 Bottom 2.074 Min Temp% 0.930 86.931 0.088 +0.90D+W+0.90H 7.767 3.552 Bottom 2.074 Min Temp% 0.930 86.931 0.089 +0.90D+W+0.90H 7.847 3.569 Bottom 2.074 Min Temp% 0.930 86.931 0.090 +0.90D+W+0.90H 7.927 3.587 Bottom 2.074 Min Temp% 0.930 86.931 0.091 +0.90D+W+0.90H 8.006 3.604 Bottom 2.074 Min Temp% 0.930 86.931 0.092 +0.90D+W+0.90H 8.086 3.621 Bottom 2.074 Min Temp% 0.930 86.931 0.093 +0.90D+W+0.90H 8.164 3.639 Bottom 2.074 Min Temp% 0.930 86.931 0.094 +0.90D+W+0.90H 8.243 3.656 Bottom 2.074 Min Temp% 0.930 86.931 0.095 +0.90D+W+0.90H 8.321 3.673 Bottom 2.074 Min Temp% 0.930 86.931 0.096 +0.90D+W+0.90H 8.399 3.691 Bottom 2.074 Min Temp% 0.930 86.931 0.097 +0.90D+W+0.90H 8.476 3.708 Bottom 2.074 Min Temp% 0.930 86.931 0.098 +0.90D+W+0.90H 8.553 3.725 Bottom 2.074 Min Temp% 0.930 86.931 0.098 +0.90D+W+0.90H 8.630 3.743 Bottom 2.074 Min Temp% 0.930 86.931 0.099 +0.90D+W+0.90H 8.707 3.760 Bottom 2.074 Min Temp% 0.930 86.931 0.100 +0.90D+W+0.90H 8.783 3.777 Bottom 2.074 Min Temp% 0.930 86.931 0.101 +0.90D+W+0.90H 8.859 3.795 Bottom 2.074 Min Temp% 0.930 86.931 0.102 +0.90D+W+0.90H 8.935 3.812 Bottom 2.074 Min Temp% 0.930 86.931 0.103 +0.90D+W+0.90H 9.010 3.829 Bottom 2.074 Min Temp% 0.930 86.931 0.104 +0.90D+W+0.90H 9.085 3.847 Bottom 2.074 Min Temp% 0.930 86.931 0.105 +0.90D+W+0.90H 9.160 3.864 Bottom 2.074 Min Temp% 0.930 86.931 0.105 +0.90D+W+0.90H 9.234 3.881 Bottom 2.074 Min Temp% 0.930 86.931 0.106 +0.90D+W+0.90H 9.308 3.899 Bottom 2.074 Min Temp% 0.930 86.931 0.107 +0.90D+W+0.90H 9.382 3.916 Bottom 2.074 Min Temp% 0.930 86.931 0.108 +0.90D+W+0.90H 9.455 3.933 Bottom 2.074 Min Temp% 0.930 86.931 0.109 +0.90D+W+0.90H 9.528 3.951 Bottom 2.074 Min Temp% 0.930 86.931 0.110 +0.90D+W+0.90H 9.601 3.968 Bottom 2.074 Min Temp% 0.930 86.931 0.110 +0.90D+W+0.90H 9.674 3.985 Bottom 2.074 Min Temp% 0.930 86.931 0.111 +0.90D+W+0.90H 9.746 4.003 Bottom 2.074 Min Temp% 0.930 86.931 0.112 +0.90D+W+0.90H 9.818 4.020 Bottom 2.074 Min Temp% 0.930 86.931 0.113 +0.90D+W+0.90H 9.889 4.037 Bottom 2.074 Min Temp% 0.930 86.931 0.114 +0.90D+W+0.90H 9.960 4.055 Bottom 2.074 Min Temp% 0.930 86.931 0.115 +0.90D+W+0.90H 10.031 4.072 Bottom 2.074 Min Temp% 0.930 86.931 0.115 • +0.90D+W+0.90H 10.102 4.089 Bottom 2.074 Min Temp% 0.930 86.931 0.116 +0.90D+W+0.90H 10.172 4.107 Bottom 2.074 Min Temp% 0.930 86.931 0.117 +0.90D+W+0.90H 10.242 4.124 Bottom 2.074 Min Temp% 0.930 86.931 0.118 +0.90D+W+0.90H 10.312 4.141 Bottom 2.074 Min Temp% 0.930 86.931 0.119 +0.90D+W+0.90H 10.381 4.159 Bottom 2.074 Min Temp% 0.930 86.931 0.119 +0.90D+W+0.90H 10.450 4.176 Bottom 2.074 Min Temp% 0.930 86.931 0.120 Page 171 of 190 File=E:Projecs12017117154(FieldsApartments-OtakCalculatlons\B 31FieldsClubhouse.ec6COlb11etFooting ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ;:..-" ,,,.. Licensee: Enayat Schneider Engineering Inc Description: FDN3 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn (ft-k) (ft) (inA2) (in^2) (ft-k) +0.90D+W+0.90H 10.519 4.193 Bottom 2.074 Min Temp% 0.930 86.931 0.121 +0.90D+W+0.90H 10.587 4.211 Bottom 2.074 Min Temp% 0.930 86.931 0.122 +0.90D+W+0.90H 10.655 4.228 Bottom 2.074 Min Temp% 0.930 86.931 0.123 +0.90D+W+0.90H 10.723 4.245 Bottom 2.074 Min Temp% 0.930 86.931 0.123 +0.90D+W+0.90H 10.791 4.263 Bottom 2.074 Min Temp% 0.930 86.931 0.124 +0.90D+W+0.90H 10.858 4.280 Bottom 2.074 Min Temp% 0.930 86.931 0.125 +0.90D+W+0.90H 10.925 4.297 Bottom 2.074 Min Temp% 0.930 86.931 0.126 +0.90D+W+0.90H 10.991 4.315 Bottom 2.074 Min Temp% 0.930 86.931 0.126 +0.90D+W+0.90H 11.057 4.332 Bottom 2.074 Min Temp% 0.930 86.931 0.127 +0.90D+W+0.90H 11.123 4.349 Bottom 2.074 Min Temp% 0.930 86.931 0.128 +0.90D+W+0.90H 11.189 4.367 Bottom 2.074 Min Temp% 0.930 86.931 0.129 +0.90D+W+0.90H 11.254 4.384 Bottom 2.074 Min Temp% 0.930 86.931 0.129 +0.90D+W+0.90H 11.319 4.401 Bottom 2.074 Min Temp% 0.930 86.931 0.130 +0.90D+W+0.90H 11.384 4.419 Bottom 2.074 Min Temp% 0.930 86.931 0.131 +0.90D+W+0.90H 11.448 4.436 Bottom 2.074 Min Temp% 0.930 86.931 0.132 +0.90D+W+0.90H 11.512 4.453 Bottom 2.074 Min Temp% 0.930 86.931 0.132 +0.90D+W+0.90H 11.576 4.470 Bottom 2.074 Min Temp% 0.930 86.931 0.133 +0.90D+W+0.90H 11.639 4.488 Bottom 2.074 Min Temp% 0.930 86.931 0.134 +0.90D+W+0.90H 11.702 4.505 Bottom 2.074 Min Temp% 0.930 86.931 0.135 +0.90D+W+0.90H 11.765 4.522 Bottom 2.074 Min Temp% 0.930 86.931 0.135 +0.90D+W+0.90H 11.828 4.540 Bottom 2.074 Min Temp% 0.930 86.931 0.136 +0.90D+W+0.90H 11.890 4.557 Bottom 2.074 Min Temp% 0.930 86.931 0.137 +0.90D+W+0.90H 11.952 4.574 Bottom 2.074 Min Temp% 0.930 86.931 0.137 +0.90D+W+0.90H 12.013 4.592 Bottom 2.074 Min Temp% 0.930 86.931 0.13 +0.90D+W+0.90H 12.074 4.609 Bottom 2.074 Min Temp% 0.930 86.931 0.13 +0.90D+W+0.90H 12.131 4.626 Bottom 2.074 Min Temp% 0.930 86.931 0.14 +0.90D+W+0.90H 12.185 4.644 Bottom 2.074 Min Temp% 0.930 86.931 0.140 +0.90D+W+0.90H 12.235 4.661 Bottom 2.074 Min Temp% 0.930 86.931 0.141 +0.90D+W+0.90H 12.281 4.678 Bottom 2.074 Min Temp% 0.930 86.931 0.141 +0.90D+W+0.90H 12.323 4.696 Bottom 2.074 Min Temp% 0.930 86.931 0.142 +0.90D+W+0.90H 12.361 4.713 Bottom 2.074 Min Temp% 0.930 86.931 0.142 +0.90D+W+0.90H 12.396 4.730 Bottom 2.074 Min Temp% 0.930 86.931 0.143 +0.90D+W+0.90H 12.427 4.748 Bottom 2.074 Min Temp% 0.930 86.931 0.143 +0.90D+W+0.90H 12.454 4.765 Bottom 2.074 Min Temp% 0.930 86.931 0.143 +0.90D+W+0.90H 12.477 4.782 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.496 4.800 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.511 4.817 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.523 4.834 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.531 4.852 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.534 4.869 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.535 4.886 Bunum-- 21074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.531 4.904 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.523 4.921 Buttons 2.074 Min Temp% 0.930 86.93-1 0.144 +0.90D+W+0.90H 12.512 4.938 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.497 4.956 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.478 4.973 Bottom 2.074 Min Temp% 0.930 86.931 0.144 +0.90D+W+0.90H 12.455 4.990 Bottom 2.074 Min Temp% 0.930 86.931 0.143 +0.90D+W+0.90H 12.428 5.008 Bottom 2.074 Min Temp% 0.930 86.931 0.143 +0.90D+W+0.90H 12.398 5.025 Bottom 2.074 Min Temp% 0.930 86.931 0.143 +0.90D+W+0.90H 12.363 5.042 Bottom 2.074 Min Temp% 0.930 86.931 0.142 +0.90D+W+0.90H 12.325 5.060 Bottom 2.074 Min Temp% 0.930 86.931 0.142 +0.90D+W+0.90H 12.283 5.077 Bottom 2.074 Min Temp% 0.930 86:931 0.141 +0.90D+W+0.90H 12.237 5.094 Bottom 2.074 Min Temp% 0.930 86.931 0.141 +0.90D+W+0.90H 12.188 5.112 Bottom 2.074 Min Temp% 0.930 86.931 0.140 +0.90D+W+0.90H 12.134 5.129 Bottom 2.074 Min Temp% 0.930 86.931 0.140 +0.90D+W+0.90H 12.077 5.146 Bottom 2.074 Min Temp% 0.930 86.931 0.139 +0.90D+W+0.90H 12.016 5.164 Bottom 2.074 Min Temp% 0.930 86.931 0.138 +0.90D+W+0.90H 11.951 5.181 Bottom 2.074 Min Temp% 0.930 86.931 0.1.3lik +0.90D+W+0.90H 11.882 5.198 Bottom 2.074 Min Temp% 0.930 86.931 0.1 +0.90D+W+0.90H 11.809 5.216 Bottom 2.074 Min Temp% 0.930 86.931 0.13 +0.90D+W+0.90H 11.733 5.233 Bottom 2.074 Min Temp% 0.930 86.931 0.135 +0.90D+W+0.90H 11.653 5.250 Bottom 2.074 Min Temp% 0.930 86.931 0.134 +0.90D+W+0.90H 11.569 5.268 Bottom 2.074 Min Temp% 0.930 86.931 0.133 Page 172 of 190 Combined FOOtI h File=E:1Projects\2017\17154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN3 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn (ft-k) (ft) (in^2) (in^2) (ft-k) +0.90D+W+0.90H 11.481 5.285 Bottom 2.074 Min Temp% 0.930 86.931 0.132 +0.90D+W+0.90H 11.389 5.302 Bottom 2.074 Min Temp% 0.930 86.931 0.131 +0.90D+W+0.90H 11.293 5.320 Bottom 2.074 Min Temp% 0.930 86.931 0.130 +0.90D+W+0.908 11.194 5.337 Bottom 2.074 Min Temp% 0.930 86.931 0.129 +0.90D+W+0.90H 11.091 5.354 Bottom 2.074 Min Temp% 0.930 86.931 0.128 +0.90D+W+0.90H 10.984 5.372 Bottom 2.074 Min Temp% 0.930 86.931 0.126 +0.90D+W+0.90H 10.873 5.389 Bottom 2.074 Min Temp% 0.930 86.931 0.125 +0.90D+W+0.90H 10.758 5.406 Bottom 2.074 Min Temp% 0.930 86.931 0.124 +0.90D+W+0.90H 10.640 5.424 Bottom 2.074 Min Temp% 0.930 86.931 0.122 +0.90D+W+0.90H 10.517 5.441 Bottom 2.074 Min Temp% 0.930 86.931 0.121 +0.90D+W+0.90H 10.391 5.458 Bottom 2.074 Min Temp% 0.930 86.931 0.120 +0.90D+W+0.90H 10.261 5.475 Bottom 2.074 Min Temp% 0.930 86.931 0.118 +0.90D+W+0.90H 10.127 5.493 Bottom 2.074 Min Temp% 0.930 86.931 0.116 +0.90D+W+0.90H 9.990 5.510 Bottom 2.074 Min Temp% 0.930 86.931 0.115 +0.90D+W+0.90H 9.848 5.527 Bottom 2.074 Min Temp% 0.930 86.931 0.113 +0.90D+W+0.90H 9.703 5.545 Bottom 2.074 Min Temp% 0.930 86.931 0.112 +0.90D+W+0.90H 9.554 5.562 Bottom 2.074 Min Temp% 0.930 86.931 0.110 +0.90D+W+0.90H 9.401 5.579 Bottom 2.074 Min Temp% 0.930 86.931 0.108 +0.90D+W+0.90H 9.244 5.597 Bottom 2.074 Min Temp% 0.930 86.931 0.106 +0.90D+W+0.90H 9.084 5.614 Bottom 2.074 Min Temp% 0.930 86.931 0.105 +0.90D+W+0.90H 8.924 5.631 Bottom 2.074 Min Temp% 0.930 86.931 0.103 +0.90D+W+0.90H 8.764 5.649 Bottom 2.074 Min Temp% 0.930 86.931 0.101 +0.90D+W+0.90H 8.603 5.666 Bottom 2.074 Min Temp% 0.930 86.931 0.099 • +0.90D+W+0.90H 8.442 5.683 Bottom 2.074 Min Temp% 0.930 86.931 0.097 +0.90D+W+0.90H 8.281 5.701 Bottom 2.074 Min Temp% 0.930 86.931 0.095 +0.90D+W+0.90H 8.119 5.718 Bottom 2.074 Min Temp% 0.930 86.931 0.093 +0.90D+W+0.90H 7.958 5.735 Bottom 2.074 Min Temp% 0.930 86.931 0.092 +0.90D+W+0.90H 7.795 5.753 Bottom 2.074 Min Temp% 0.930 86.931 0.090 +0.90D+W+0.90H 7.633 5.770 Bottom 2.074 Min Temp% 0.930 86.931 0.088 +0.90D+W+0.90H 7.470 5.787 Bottom 2.074 Min Temp% 0.930 86.931 0.086 +0.90D+W+0.90H 7.307 5.805 Bottom 2.074 Min Temp% 0.930 86.931 0.084 +0.90D+W+0.90H 7.143 5.822 Bottom 2.074 Min Temp% 0.930 86.931 0.082 +0.90D+W+0.90H 6.980 5.839 Bottom 2.074 Min Temp% 0.930 86.931 0.080 +0.90D+W+0.90H 6.816 5.857 Bottom 2.074 Min Temp% 0.930 86.931 0.078 +0.90D+W+0.90H 6.652 5.874 Bottom 2.074 Min Temp% 0.930 86.931 0.077 +0.90D+W+0.90H 6.488 5.891 Bottom 2.074 Min Temp% 0.930 86.931 0.075 +0.90D+W+0.90H 6.324 5.909 Bottom 2.074 Min Temp% 0.930 86.931 0.073 +0.90D+W+0.90H 6.161 5.926 Bottom 2.074 Min Temp% 0.930 86.931 0.071 +0.90D+W+0.90H 5.997 5.943 Bottom 2.074 Min Temp% 0.930 86.931 0.069 +0.90D+W+0.90H 5.834 5.961 Bottom 2.074 Min Temp% 0.930 86.931 0.067 +0.90D+W+0.90H 5.672 5.978 Bottom 2.074 Min Temp% 0.930 86.931 0.065 +0.90D+W+0.90H 5.510 5.995 Bottom 2.074 Min Temp% 0.930 86.931 0.063 +0.90D+W+0.90H 5.349 6.013 Bottom 2.074 Min Temp% 0.930 86.931 0.062 +0.90D+W+0.90H 5.188 6.030 Bottom 2.074 Min Temp% 0.930 86.931 0.060 +0.90D+W+0.90H 5.028 6.047 Bottom 2.074 Min Temp% 0.930 86.931 0.058 +0.90D+W+0.90H 4.870 6.065 Bottom 2.074 Min Temp% 0.930 86.931 0.056 +0.90D+W+0.90H 4.712 6.082 Bottom 2.074 Min Temp% 0.930 86.931 0.054 +0.90D+W+0.90H 4.555 6.099 Bottom 2.074 Min Temp% 0.930 86.931 0.052 +0.90D+W+0.90H 4.399 6.117 Bottom 2.074 Min Temp% 0.930 86.931 0.051 +0.90D+W+0.90H 4.245 6.134 Bottom 2.074 Min Temp% 0.930 86.931 0.049 +0.90D+W+0.90H 4.092 6.151 Bottom 2.074 Min Temp% 0.930 86.931 0.047 +0.90D+W+0.90H 3.940 6.169 Bottom 2.074 Min Temp% 0.930 86.931 0.045 +0.90D+W+0.90H 3.790 6.186 Bottom 2.074 Min Temp% 0.930 86.931 0.044 +0.90D+W+0.90H 3.641 6.203 Bottom 2.074 Min Temp% 0.930 86.931 0.042 +0.90D+W+0.90H 3.495 6.221 Bottom 2.074 Min Temp% 0.930 86.931 0.040 +0.90D+W+0.90H 3.349 6.238 Bottom 2.074 Min Temp% 0.930 86.931 0.039 +0.90D+W+0.90H 3.206 6.255 Bottom 2.074 Min Temp% 0.930 86.931 0.037 • +0.90D+W+0.901-4 3.065 6.273 Bottom 2.074 Min Temp% 0.930 86.931 0.035 +0.90D+W+0.90H 2.926 6.290 Bottom 2.074 Min Temp% 0.930 86.931 0.034 +0.90D+W+0.90H 2.789 6.307 Bottom 2.074 Min Temp% 0.930 86.931 0.032 +0.90D+W+0.90H 2.654 6.325 Bottom 2.074 Min Temp% 0.930 86.931 0.031 +0.90D+W+0.90H 2.521 6.342 Bottom 2.074 Min Temp% 0.930 86.931 0.029 +0.90D+W+0.90H 2.391 6.359 Bottom 2.074 Min Temp% 0.930 86.931 0.028 Page 173 of 190 Combined Footing File=E1Projects12017117154(Fields Apartments-Otak)1Calculations\Building 3\Fields Clubhouse.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN3 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn (ft-k) (ft) (in^2) (inA2) (ft-k) +0.90D+W+0.90H 2.263 6.377 Bottom 2.074 Min Temp% 0.930 86.931 0.026 +0.90D+W+0.90H 2.138 6.394 Bottom 2.074 Min Temp% 0.930 86.931 0.025 +0.90D+W+0.90H 2.015 6.411 Bottom 2.074 Min Temp% 0.930 86.931 0.023 +0.90D+W+0.90H 1.895 6.429 Bottom 2.074 Min Temp% 0.930 86.931 0.022 +0.90D+W+0.90H 1.778 6.446 Bottom 2.074 Min Temp% 0.930 86.931 0.020 +0.90D+W+0.90H 1.664 6.463 Bottom 2.074 Min Temp% 0.930 86.931 0.019 +0.90D+W+0.90H 1.553 6.480 Bottom 2.074 Min Temp% 0.930 86.931 0.018 +0.90D+W+0.90H 1.445 6.498 Bottom 2.074 Min Temp% 0.930 86.931 0.017 +0.90D+W+0.90H 1.340 6.515 Bottom 2.074 Min Temp% 0.930 86.931 0.015 +0.90D+W+0.90H 1.238 6.532 Bottom 2.074 Min Temp% 0.930 86.931 0.014 +0.90D+W+0.90H 1.140 6.550 Bottom 2.074 Min Temp% 0.930 86.931 0.013 +0.90D+W+0.90H 1.045 6.567 Bottom 2.074 Min Temp% 0.930 86.931 0.012 +0.90D+W+0.90H 0.954 6.584 Bottom 2.074 Min Temp% 0.930 86.931 0.011 +0.90D+W+0.90H 0.866 6.602 Bottom 2.074 Min Temp% 0.930 86.931 0.010 +0.90D+W+0.90H 0.782 6.619 Bottom 2.074 Min Temp% 0.930 86.931 0.009 +0.90D+W+0.90H 0.702 6.636 Bottom 2.074 Min Temp% 0.930 86.931 0.008 +0.90D+W+0.90H 0.625 6.654 Bottom 2.074 Min Temp% 0.930 86.931 0.007 +0.90D+W+0.90H 0.553 6.671 Bottom 2.074 Min Temp% 0.930 86.931 0.006 +0.90D+W+0.90H 0.484 6.688 Bottom 2.074 Min Temp% 0.930 86.931 0.006 +0.90D+W+0.90H 0.420 6.706 Bottom 2.074 Min Temp% 0.930 86.931 0.005 +0.90D+W+0.90H 0.360 6.723 Bottom 2.074 Min Temp% 0.930 86.931 0.004 +0.90D+W+0.90H 0.304 6.740 Bottom 2.074 Min Temp% 0.930 86.931 0.004 +0.90D+W+0.90H 0.253 6.758 Bottom 2.074 Min Temp% 0.930 86.931 0.003 +0.90D+W+0.90H 0.206 6.775 Bottom 2.074 Min Temp% 0.930 86.931 0.00 +0.90D+W+0.90H 0.164 6.792 Bottom 2.074 Min Temp% 0.930 86.931 0.00 +0.90D+W+0.90H 0.126 6.810 Bottom 2.074 Min Temp% 0.930 86.931 0.00 +0.90D+W+0.90H 0.093 6.827 Bottom 2.074 Min Temp% 0.930 86.931 0.001 +0.90D+W+0.90H 0.065 6.844 Bottom 2.074 Min Temp% 0.930 86.931 0.001 +0.90D+W+0.90H 0.042 6.862 Bottom 2.074 Min Temp% 0.930 86.931 0.000 +0.90D+W+0.90H 0.024 6.879 Bottom 2.074 Min Temp% 0.930 86.931 0.000 +0.90D+W+0.90H 0.011 6.896 Bottom 2.074 Min Temp% 0.930 86.931 0.000 +0.90D+W+0.90H 0.000 6.914 0 0.000 0 0.000 0.000 0.000 +0.90D+W+0.90H 0.000 6.931 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 2.64 psi 2.64 psi 164.32 psi 0.50 psi 2.99 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.26 psi 2.26 psi 164.32 psi 0.43 psi 2.56 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 2.66 psi 2.66 psi 164.32 psi 0.50psi 3.02 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 2.26 nci 2 26, psi 64.32 psi 0.43psi__ 7 56 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 2.73 psi 2.73 psi 164.32 psi 1.58 psi 3.95 psi +1.20D+0.50L+1.60S+1.60H 82.16 psi ---3.55 psi 3.5J psi 1-64.32 psi 0.67 psi psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 3.93 psi 3.93 psi 164.32 psi 1.75 psi 5.42 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 3.48 psi 3.48 psi 164.32 psi 2.90 psi 5.20 psi +1.20D+0.50L+0.505+W+1.60H 82.16 psi 3.59 psi 3.59 psi 164.32 psi 2.90 psi 5.73 psi +1.20D+0.50L+0.70S+E+1.60H 82.16 psi 2.82 psi 2.82 psi 164.32 psi 0.53 psi 3.20 psi +0.90D+W+0.90H 82.16 psi 4.68 psi 4.68 psi 164.32 psi 3.09 psi 3.24 psi +0.90D+E+0.90H 82.16 psi 1.70 psi 1.70 psi 164.32 psi 0.32 psi 1.92 psi III Page 174 of 190 File=E\Projects12017117154(FieldsApartments-Otak)Calculations\BuildingFieldsClubhouse.ec6Gehera Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lfc.#' KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 145.0 pcf = = Soil/Concrete Friction Coeff. 0.30 P cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z • Footing Thickness = 10.0 in Pedestal dimensions... x x px:parallel to X-X Axis = in 4', pz:parallel to Z-Z Axis - in i_.r Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Jo m W z Reinforcing 3.-0. Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis 7 •'' 1 ',a,,rr `i \ :., Number of Bars = 4.0 - , ,,,, t4 ; ReinforcingBar Size = # 4 ',t.,;-..,',4?.,„ , I. t. Bandwidth Distribution Check (ACI 15.4.4.2) ' m • L.: £" 'h.''t Direction Requiring Closer Separation n/a „$ems Looking sm #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 11.419 4.740 k OB:Overburden = ksf 41) M-xx k-ft M-zz = k-ft V-x = k V-z = k Page 175 of 190 1 General F ooti n File=E:1Projectst2017117154(Fields Apartments-otak)1Calculations1Building 31Fields Clubhouse.ec6 Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN4 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9950 Soil Bearing 1.990 ksf 2.0 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3291 Z Flexure(+X) 2.661 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3291 Z Flexure(-X) 2.661 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3291 X Flexure(+Z) 2.661 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3291 X Flexure(-Z) 2.661 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.3187 1-way Shear(+X) 26.186 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3187 1-way Shear(-X) 26.186 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.3187 1-way Shear(+Z) 26.186 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3187 1-way Shear(-Z) 26.186 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6345 2-way Punching 104.262 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 1.463 1.463 n/a n/a 0.732 X-X,+D+L+H 2.0 n/a 0.0 1.463 1.463 n/a n/a 0.73 X-X,+D+Lr+H 2.0 n/a 0.0 1.463 1.463 n/a n/a 0.73 X-X,+D+S+H 2.0 n/a 0.0 1.990 1.990 n/a n/a 0.995 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.463 1.463 n/a n/a 0.732 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.858 1.858 n/a n/a 0.929 X-X,+D+0.60W+H 2.0 n/a 0.0 1.463 1.463 n/a n/a 0.732 X-X,+D+0.70E+H 2.0 n/a 0.0 1.463 1.463 n/a n/a 0.732 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.463 1.463 n/a n/a 0.732 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.858 1.858 n/a n/a 0.929 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.858 1.858 n/a n/a 0.929 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.8778 0.8778 n/a n/a 0.439 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.8778 0.8778 n/a n/a 0.439 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.463 1.463 0.732 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.463 1.463 0.732 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.463 1.463 0.732 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.990 1.990 0.995 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.463 1.463 0.732 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 nTa n/a n/a 1.858 1.858 0.929 Z-Z,+D+0.60W+H 2.0 0.0 n/a -- n/a n/a 1.463 1.463 0.732 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 1.463 1.463 0.732 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.463 1.463 0.732 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.858 1.858 0.929 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.858 1.858 0.929 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.8778 0.8778 0.439 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.8778 0.8778 0.439 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis 41)LoaddCombination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Page 176 of 190 General FOOL.h File=E:\Pn ects\2017117154(Fields Apartments-utak)\Calculations\Building 3\Fields Clubhouse.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN4 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 1.998 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.40D+1.60H 1.998 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.713 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.713 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.009 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.009 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.713 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.713 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.713 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.713 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.605+1.60H 2.661 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.661 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.661 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.661 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.713 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.713 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.009 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.505+W+1.60H 2.009 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 2.128 +7 Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 2.128 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 1.285 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 1.285 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 1.285 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 1.285 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK • Z-Z,+1.40D+1.60H 1.998 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.40D+1.60H 1.998 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.713 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.713 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.009 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.009 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.713 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.713 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.713 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.713 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.661 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.661 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.661 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.605+0.50W+1.60H 2.661 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.713 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.713 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.009 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.009 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 2.128 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.705+E+1.60H 2.128 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+W+0.90H 1.285 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+W+0.90H 1.285 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+E+0.90H 1.285 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+E+0.90H 1.285 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 19.67 psi 19.67 psi 19.67 psi 19.67 psi 19.67 psi 82.16 psi 0.24 0.00 +1.20D+0.50Lr+1.60L+1.60H 16.86 Psi 16.86 psi 16.86 psi 16.86 psi 16.86 psi 82.16 psi 0.21 0.00 +1.20D+1.60L+0.505+1.60H 19.77 Psi 19.77 psi 19.77 psi 19.77 psi 19.77 psi 82.16 psi 0.24 0.00 +1.20D+1.60Lr+0.50L+1.60H 16.86 psi 16.86 psi 16.86 psi 16.86 psi 16.86 psi 82.16 psi 0.21 0.00 +1.20D+1.60Lr+0.50W+1.60H 16.86 psi 16.86 psi 16.86 psi 16.86 psi 16.86 psi 82.16 psi 0.21 0.00 +1.20D+0.50L+1.605+1.60H 26.19 Psi 26.19 psi 26.19 psi 26.19 psi 26.19 psi 82.16 psi 0.32 0.00 • +1.20D+1.60S+0.50W+1.60H 26.19 Psi 26.19 psi 26.19 psi 26.19 psi 26.19 psi 82.16 psi 0.32 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 16.86 psi 16.86 psi 16.86 psi 16.86 psi 16.86 psi 82.16 psi 0.21 0.00 +1.20D+0.50L+0.50S+W+1.60H 19,77 psi 19.77 psi 19.77 psi 19.77 psi 19.77 psi 82.16 psi 0.24 0.00 +1.20D+0.50L+0.70S+E+1.60H 20.94 Psi 20.94 psi 20.94 psi 20.94 psi 20.94 psi 82.16 psi 0.25 0.00 +0.90D+W+0.90H 12.64 psi 12.64 psi 12.64 psi 12.64 psi 12.64 psi 82.16 psi 0.15 0.00 Page 177 of 190 General Footing Fids E:1Projecis2017117154(Fields Apartments-Otak)1Calculations\Building 31Fields Clul se.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FDN4 One Way Shear Load Combination... Vu 0-X Vu @+X Vu 0-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 12.64 Psi 12.64 psi 12.64 psi 12.64 psi 12.64 psi 82.16 psi 0.15 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 78.30 psi 164.32psi 0.4765 OK +1.20D+0.50Lr+1.60L+1.60H 67.12 psi 164.32psi 0.4085 OK +1.20D+1.60L+0.50S+1.60H 78.72 psi 164.32psi 0.4791 OK +1.20D+1.60Lr+0.50L+1.60H 67.12 psi 164.32psi 0.4085 OK +1.20D+1.60Lr+0.50W+1.60H 67.12 psi 164.32psi 0.4085 OK +1.20D+0.50L+1.60S+1.60H 104.26 psi 164.32 psi 0.6345 OK +1.20D+1.60S+0.50W+1.60H 104.26 psi 164.32 psi 0.6345 OK +1.20D+0.50Lr+0.50L+W+1.60H 67.12 psi 164.32 psi 0.4085 OK +1.20D+0.50L+0.50S+W+1.60H 78.72 psi 164.32psi 0.4791 OK +1.20D+0.50L+0.70S+E+1.60H 83.37 psi 164.32psi 0.5074 OK +0.90D+W+0.90H 50.34 psi 164.32psi 0.3063 OK +0.90D+E+0.90H 50.34 psi 164.32psi 0.3063 OK • S Page 178 of 190 O Genera) Footing File=E:1Projects12017117154(Fields Apartments-otaknCalculations\Building 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Buiid:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FDN5 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Z ioFooting Thickness = 10.0 in Pedestal dimensions... X X px:parallel to X-X Axis = in w pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in A° Reinforcing Z Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis P.+ 4 w, Number of Bars = 4.0 ., "_ � • " ,� .z.;f Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) -�_. ,�. , 4,7iel., ,,,,,,,,,,, ,,..,-4,L,,,,,,,-,..,...,.�.-�-� .�.,M��.�„ ,,.,�,�-�:�. Direction Requiring Closer Separation n/a .,k-,o„w.,o,�_ =s--—o, #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 15.0 8.390 k OB:Overburden = ksf 0M-xx k-ft M-zz = k-ft V-x = k V-z = k Page 179 of 190 File=E:1Projects12017117154(Fields Apartments-Otak)\Calculations\Building 3\Fields Clubhouse.ec6 General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN5 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9921 Soil Bearing 2.104 ksf 2.121 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5636 Z Flexure(+X) 3.928 k-ft/ft 6.970 k-ft/ft +1.20D+1.60S+0.50W+1.60H PASS 0.5636 Z Flexure(-X) 3.928 k-ft/ft 6.970 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5636 X Flexure(+Z) 3.928 k-ft/ft 6.970 k-ft/ft +1.20D+1.605+0.50W+1.60H PASS 0.5636 X Flexure(-Z) 3.928 k-ft/ft 6.970 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.4293 1-way Shear(+X) 35.272 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4293 1-way Shear(-X) 35.272 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4293 1-way Shear(+Z) 35.272 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.4293 1-way Shear(-Z) 35.272 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.9507 2-way Punching 156.222 psi 164.317 psi, +1.20D+0.50L+1.605+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.121 n/a 0.0 1.419 1.419 n/a n/a '0.669 X-X,+D+L+H 2.121 n/a 0.0 1.419 1.419 n/a n/a 0.669 X-X,+D+Lr+H 2.121 n/a 0.0 1.419 1.419 n/a n/a 0.669 X-X,+D+S+H 2.121 n/a 0.0 2.104 2.104 n/a n/a 0.992 X-X,+D+0.750Lr+0.750L+H 2.121 n/a 0.0 1.419 1.419 n/a n/a 0.669 X-X,+D+0.750L+0.750S+H 2.121 n/a 0.0 1.932 1.932 n/a n/a 0.911 X-X,+D+0.60W+H 2.121 n/a 0.0 1.419 1.419 n/a n/a 0.669 X-X,+D+0.70E+H 2.121 n/a 0.0 1.419 1.419 n/a n/a 0.669 X-X,+D+0.750Lr+0.750L+0.450W+H 2.121 n/a 0.0 1.419 1.419 n/a n/a 0.669 X-X,+D+0.750L+0.7505+0.450W+H 2.121 n/a 0.0 1.932 1.932 n/a n/a 0.911 X-X,+D+0.750L+0.750S+0.5250E+H 2.121 n/a 0.0 1.932 1.932 n/a n/a 0.911 X-X,+0.60D+0.60W+0.60H 2.121 n/a 0.0 0.8512 0.8512 n/a n/a 0.401 X-X,+0.60D+0.70E+0.60H 2.121 n/a 0.0 0.8512 0.8512 n/a n/a 0.401 Z-Z,+D+H 2.121 0.0 n/a n/a n/a 1.419 1.419 0.669 Z-Z,+D+L+H 2.121 0.0 n/a n/a n/a 1.419 1.419 0.669 Z-Z,+D+Lr+H 2.121 0.0 n/a n/a n/a 1.419 1.419 0.669 Z-Z,+D+S+H 2.121 0.0 n/a n/a n/a 2.104 2.104 0.992 Z-Z,+D+0.750Lr+0.750L+H 2.121 04 - n/a nla n/a 1.419 1.419 0.669 Z-Z,+D+0.750L+0.750S+H 2.121 0.0 n/a n/a n/a 1.932 1.932 0.911 Z-Z,+D+0.60W+H 2.121 0.0-- nla n/a nla 1.419 1.419 _ 0.669 Z-Z,+D+0.70E+H 2.121 0.0 n/a n/a n/a 1.419 1.419 0.669 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.121 0.0 n/a n/a n/a 1.419 1.419 0.669 Z-Z,+D+0.750L+0.7505+0.450W+H 2.121 0.0 n/a n/a n/a 1.932 1.932 0.911 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.121 0.0 n/a n/a n/a 1.932 1.932 0.911 Z-Z,+0.60D+0.60W+0.60H 2.121 0.0 n/a n/a n/a 0.8512 0.8512 0.401 Z-Z,+0.60D+0.70E+0.60H 2.121 0.0 n/a n/a n/a 0.8512 0.8512 0.401 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability _ Force Application Axis • Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Page 180 of 190 General Footing File=E:\Projects12017117154(Fields Apartments-Otak)1Calculations\Building31FieldsClubhouse.ec6 ENERCALC,INC.1983-2017, :10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN5 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi'Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 2.625 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.40D+1.60H 2.625 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.250 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.250 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.774 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.774 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.250 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.250 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.250 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.250 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.60S+1.60H 3.928 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.60S+1.60H 3.928 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.928 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.928 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.250 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.250 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.774 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.774 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 2.984 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 2.984 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+W+0.90H 1.688 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+W+0.90H 1.688 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+E+0.90H 1.688 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+E+0.90H 1.688 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK 411) Z-Z,+1.40D+1.60H 2.625 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.40D+1.60H 2.625 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.250 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.250 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.774 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.774 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.250 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.250 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.250 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.250 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 3.928 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 3.928 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.928 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.928 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2.250 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2.250 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.774 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.774 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 2.984 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 2.984 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 1.688 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 1.688 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 1.688 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 1.688 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 23.57 psi 23.57 psi 23.57 psi 23.57 psi 23.57 psi 82.16 psi 0.29 0.00 +1.20D+0.50Lr+1.60L+1.60H 20.20 psi 20.20 psi 20.20 psi 20.20 psi 20.20 psi 82.16 psi 0.25 0.00 +1.20D+1.60L+0.50S+1.60H 24.91 psi 24.91 psi 24.91 psi 24.91 psi 24.91 psi 82.16 psi 0.30 0.00 +1.20D+1.60Lr+0.50L+1.60H 20.20 psi 20.20 psi 20.20 psi 20.20 psi 20.20 psi 82.16 psi 0.25 0.00 +1.20D+1.60Lr+0.50W+1.60H 20.20 psi 20.20 psi 20.20 psi 20.20 psi 20.20 psi 82.16 psi 0.25 0.00 +1.20D+0.50L+1.60S+1.60H 35.27 psi 35.27 psi 35.27 psi 35.27 psi 35.27 psi 82.16 psi 0.43 0.00 • +1.20D+1.60S+0.50W+1.60H 35.27 Psi 35.27 psi 35.27 psi 35.27 psi 35.27 psi 82.16 psi 0.43 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 20.20 Psi 20.20 psi 20.20 psi 20.20 psi 20.20 psi 82.16 psi 0.25 0.00 +1.20D+0.50L+0.50S+W+1.60H 24.91 psi 24.91 psi 24.91 psi 24.91 psi 24.91 psi 82.16 psi 0.30 0.00 +1.20D+0.50L+0.70S+E+1.60H 26.80 psi 26.80 psi 26.80 psi 26.80 psi 26.80 psi 82.16 psi 0.33 0.00 +0.90D+W+0.90H 15.15 Psi 15.15 psi 15.15 psi 15.15 psi 15.15 psi 82.16 psi 0.18 0.00 Page 181 of 190 File=E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Building Wields Clubhouse.ec6 General Footing ENERCALC,INC 1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN5 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu 0+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 15.15 Psi 15.15 psi 15.15 psi 15.15 psi 15.15 psi 82.16 psi 0.18 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 104.40 psi 164.32psi 0.6354 OK +1.20D+0.50Lr+1.60L+1.60H 89.49 psi 164.32psi 0.5446 OK +1.20D+1.60L+0.50S+1.60H 110.34 psi 164.32psi 0.6715 OK +1.20D+1.60Lr+0.50L+1.60H 89.49 psi 164.32psi 0.5446 OK +1.20D+1.60Lr+0.50W+1.60H 89.49 psi 164.32psi 0.5446 OK +1.20D+0.50L+1.60S+1.60H 156.22 psi 164.32psi 0.9507 OK +1.20D+1.60S+0.50W+1.60H 156.22 psi 164.32psi 0.9507 OK +1.20D+0.50Lr+0.50L+W+1.60H 89.49 psi 164.32psi 0.5446 OK +1.20D+0.50L+0.50S+W+1.60H 110.34 psi 164.32psi 0.6715 OK +1.20D+0.50L+0.70S+E+1.60H 118.68 psi 164.32psi 0.7223 OK +0.90D+W+0.90H 67.11 psi 164.32psi 0.4084 OK +0.90D+E+0.90H 67.11 psi 164.32 psi 0.4084 OK III III Page 182 of 190 General Footing File=E:\Projects12017\17154(Fields Apartments-Otak)1CalculationstBuilg 3\Fields Clubhouse.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN6 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.5 ft • Length parallel to Z-Z Axis = 4.50 ft Footing Thickness = 12.0 in Pedestal dimensions... X X px:parallel to X-X Axis = 0.0 in :, pz:parallel to Z-Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in __ lig il w Reinforcing 4,TB, Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5Ilk ` `��h4 ,", i ii p iI ��r`,,��a i� g • 4 ?43 y ti 4 r -1' t' 4S 'i Reinforcing Bar Size # 5 `444-1;i y . Bandwidth Distribution Check (ACI 15.4.4.2) "°'' r'" ""`""_"`" . ' '" u ' "'" m I . ,, . `' f tml Direction Requiring Closer Separation n/a ..x.. ng . #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 18.321 0.0 0.0 7.490 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf 41M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Page 183 of 190 • File=E:\Projects1201 A17154(Fields Apartments-Otak)ICalculations\Building 3\Fields Clubtause.ec6 General FootingENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN6 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6876 Soil Bearing 1.475 ksf 2.145 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3163 Z Flexure(+X) 4.246 k-ft/ft 13.427 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3163 Z Flexure(-X) 4.246 k-ft/ft 13.427 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3163 X Flexure(+Z) 4.246 k-ft/ft 13.427 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3163 X Flexure(-Z) 4.246 k-ft/ft 13.427 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.2807 1-way Shear(+X) 23.066 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2807 1-way Shear(-X) 23.066 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2807 1-way Shear(+Z) 23.066 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2807 1-way Shear(-Z) 23.066 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6217 2-way Punching 102.159 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.145 n/a 0.0 1.105 1.105 n/a n/a 0.515 X-X,+D+L+H 2.145 n/a 0.0 1.105 1.105 n/a n/a 0.5150 X-X,+D+Lr+H 2.145 n/a 0.0 1.105 1.105 n/a n/a 0.515 X-X,+D+S+H 2.145 n/a 0.0 1.475 1.475 n/a n/a 0.688 X-X,+D+0.750Lr+0.750L+H 2.145 n/a 0.0 1.105 1.105 n/a n/a 0.515 X-X,+D+0.750L+0.750S+H 2.145 n/a 0.0 1.382 1.382 n/a n/a 0.644 X-X,+D+0.60W+H 2.145 n/a 0.0 1.105 1.105 n/a n/a 0.515 X-X,+D+0.70E+H 2.145 n/a 0.0 1.105 1.105 n/a n/a 0.515 X-X,+D+0.750Lr+0.750L+0.450W+H 2.145 n/a 0.0 1.105 1.105 n/a n/a 0.515 X-X,+D+0.750L+0.750S+0.450W+H 2.145 n/a 0.0 1.382 1.382 n/a n/a 0.644 X-X,+D+0.750L+0.750S+0.5250E+H 2.145 n/a 0.0 1.382 1.382 n/a n/a 0.644 X-X,+0.60D+0.60W+0.60H 2.145 n/a 0.0 0.6628 0.6628 n/a n/a 0.309 X-X,+0.60D+0.70E+0.60H 2.145 n/a 0.0 0.6628 0.6628 n/a n/a 0.309 Z-Z,+D+H 2.145 0.0 n/a nla n/a 1.105 1.105 0.515 Z-Z,+D+L+H 2.145 0.0 n/a n/a n/a 1.105 1.105 0.515 Z-Z,+D+Lr+H 2.145 0.0 n/a n/a n/a 1.105 1.105 0.515 Z-Z,+D+S+H 2.145 0.0 n/a n/a nla 1.475 1.475 0.688 Z-Z,+D+0.750Lr+0.750L+H 2.145 10- n/a n/a n/a 1.105 1.105 0.515 Z-Z,+D+0.750L+0.750S+H 2.145 0-.0- n/a n/a n/a- 1.382 1.382 0.644 Z-Z,+D+0.60W+H 2.145 0.0 _11a_ n/a nla 1.105 1.105 0.515 Z-Z,+D+0.70E+H 2.145 0.0 n/a n/a n/a 1.105 1.105 0.515 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.145 0.0 n/a n/a n/a 1.105 1.105 0.515 Z-Z,+D+0.750L+0.750S+0.450W+H 2.145 0.0 n/a n/a n/a 1.382 1.382 0.644 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.145 0.0 n/a n/a n/a 1.382 1.382 0.644 Z-Z,+0.60D+0.60W+0.60H 2.145 0.0 n/a n/a n/a 0.6628 0.6628 0.309 Z-Z,+0.60D+0.70E+0.60H 2.145 0.0 n/a n/a n/a 0.6628 0.6628 0.309 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis • LoaddCombination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Page 184 of 190 General Foov File=E:lProjects12017117154(Fields Apartm s-0[ak)tcalculations,B ung 31Fields Clubhouse.ec6 9 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN6 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 3.206 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.40D+1.60H 3.206 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.748 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.748 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.216 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.216 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.748 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.748 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.748 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.748 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.246 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50L+1.605+1.60H 4.246 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.246 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+1.605+0.50W+1.60H 4.246. -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.748 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.748 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 3.216 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 3.216 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 3.404 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 3.404 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+0.90D+W+0.90H 2.061 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+0.90D+W+0.90H 2.061 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+0.90D+E+0.90H 2.061 +Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK X-X,+0.90D+E+0.90H 2.061 -Z Bottom 0.2592 Min Temp% 0.3444 13.427 OK • Z-Z,+1.40D+1.60H 3.206 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.40D+1.60H 3.206 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.748 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.748 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.216 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.216 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.748 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.748 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.748 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.748 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.246 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.246 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.605+0.50W+1.60H 4.246 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 4.246 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2.748 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2.748 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 3.216 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 3.216 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 3.404 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 3.404 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+0.90D+W+0.90H 2.061 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+0.90D+W+0.90H 2.061 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+0.90D+E+0.90H 2.061 -X Bottom 0.2592 Min Temp% 0.3444 13.427 OK Z-Z,+0.90D+E+0.90H 2.061 +X Bottom 0.2592 Min Temp% 0.3444 13.427 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 17.42 psi 17.42 psi 17.42 psi 17.42 psi 17.42 psi 82.16 psi 0.21 0.00 +1.20D+0.50Lr+1.60L+1.60H 14.93 psi 14.93 psi 14.93 psi 14.93 psi 14.93 psi 82.16 psi 0.18 0.00 +1.20D+1.60L+0.50S+1.60H 17.47 psi 17.47 psi 17.47 psi 17.47 psi 17.47 psi 82.16 psi 0.21 0.00 +1.20D+1.60Lr+0.50L+1.60H 14.93 Psi 14.93 psi 14.93 psi 14.93 psi 14.93 psi 82.16 psi 0.18 0.00 +1.20D+1.60Lr+0.50W+1.60H 14.93 psi 14.93 psi 14.93 psi 14.93 psi 14.93 psi 82.16 psi 0.18 0.00 +1.20D+0.50L+1.60S+1.60H 23.07 psi 23.07 psi 23.07 psi 23.07 psi 23.07 psi 82.16 psi 0.28 0.00 • +1.20D+1.60S+0.50W+1.60H 23.07 Psi 23.07 psi 23.07 psi 23.07 psi 23.07 psi 82.16 psi 0.28 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 14.93 Psi 14.93 psi 14.93 psi 14.93 psi 14.93 psi 82.16 psi 0.18 0.00 +1.20D+0.50L+0.50S+W+1.60H 17.47 psi 17.47 psi 17.47 psi 17.47 psi 17.47 psi 82.16 psi 0.21 0.00 +1.20D+0.50L+0.70S+E+1.60H 18.49 psi 18.49 psi 18.49 psi 18.49 psi 18.49 psi 82.16 psi 0.23 0.00 +0.90D+W+0.90H 11.20 0si 11.20 psi 11.20 psi 11.20 psi 11.20 psi 82.16 psi 0.14 0.00 Page 185 of 190 File=E:1Projects12017117154(Fields Apartments-Otak)1Calculations1Building 3\Fields Clubhouse.ec6 General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN6 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 11.20 psi 11.20 psi 11.20 psi 11.20 psi 11.20 psi 82.16 psi 0.14 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 77.14 psi 164.32psi 0.4694 OK +1.20D+0.50Lr+1.60L+1.60H 66.12 psi 164.32psi 0.4024 OK +1.20D+1.60L+0.50S+1.60H 77.38 psi 164.32 psi 0.4709 OK +1.20D+1.60Lr+0.50L+1.60H 66.12 psi 164.32psi 0.4024 OK +1.20D+1.60Lr+0.50W+1.60H 66.12 psi 164.32psi 0.4024 OK +1.20D+0.50L+1.60S+1.60H 102.16 psi 164.32psi 0.6217 OK +1.20D+1.60S+0.50W+1.60H 102.16 psi 164.320si 0.6217 OK +1.20D+0.50Lr+0.50L+W+1.60H 66.12 psi 164.32 psi 0.4024 OK +1.20D+0.50L+0.50S+W+1.60H 77.38 psi 164.32psi 0.4709 OK +1.20D+0.50L+0.70S+E+1.60H 81.89 psi 164.32 psi 0.4983 OK +0.90D+W+0.90H 49.59 psi 164.32 psi 0.3018 OK +0.90D+E+0.90H 49.59 psi 164.32psi 0.3018 OK IIII S Page 186 of 190 General FOOfI h File=E:1Projects1201n17154(Fields Apartments-Otak)1CalcuiationslB ding 31Fields Clubhouse.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FDN7 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear • No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z • Footing Thickness = 10.0 in 1 Pedestal dimensions... X x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing W Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis 4 ,}, 4t Number of Bars = 4.0 ;I:4° �_�,�, 1 "': 4. Reinforcing Bar Size = # 4 .�` _ � �,�, w * . Bandwidth Distribution Check (ACI 15.4.4.2) 4? ,L,`f ,, , ,, Direction Requiring Closer Separation n/aX-%Section wk ,o #Bars required within zone n/a ��'" #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 6.037 2.805 k OB:Overburden = ksf SM-xx = k-ft M-zz k-ft V-x k V-z = k Page 187 of 190 File=E\Projects12017117154(FieldsApartments-OtakCalculatian\Building3\FieldsClubhouse.ec6G@n@ra Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 s Licensee: Enayat Schneider Engineering Inc Description: FDN7 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5550 Soil Bearing 1.177 ksf 2.121 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1814 Z Flexure(+X) 1.467 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1814 Z Flexure(-X) 1.467 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1814 X Flexure(+Z) 1.467 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1814 X Flexure(-Z) 1.467 k-ft/ft 8.086 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1757 1-way Shear(+X) 14.433 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1757 1-way Shear(-X) 14.433 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.1757 1-way Shear(+Z) 14.433 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1757 1-way Shear(-Z) 14.433 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3497 2-way Punching 57.465 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.121 n/a 0.0 0.8649 0.8649 n/a n/a 0.408 X-X,+D+L+H 2.121 n/a 0.0 0.8649 0.8649 n/a n/a 0.40 X-X,+D+Lr+H 2.121 n/a 0.0 0.8649 0.8649 n/a n/a 0.40811. I X-X,+D+S+H 2.121 n/a 0.0 1.177 1.177 n/a n/a 0.555 X-X,+D+0.750Lr+0.750L+H 2.121 n/a 0.0 0.8649 0.8649 n/a n/a 0.408 X-X,+D+0.750L+0.750S+H 2.121 n/a 0.0 1.099 1.099 n/a n/a 0.518 X-X,+D+0.60W+H 2.121 n/a 0.0 0.8649 0.8649 n/a n/a 0.408 X-X,+D+0.70E+H 2.121 n/a 0.0 0.8649 0.8649 n/a n/a 0.408 X-X,+D+0.750Lr+0.750L+0.450W+H 2.121 n/a 0.0 0.8649 0.8649 n/a n/a 0.408 X-X,+D+0.750L+0.7505+0.450W+H 2.121 n/a 0.0 1.099 1.099 n/a n/a 0.518 X-X,+D+0.750L+0.7505+0.5250E+H 2.121 n/a 0.0 1.099 1.099 n/a n/a 0.518 X-X,+0.60D+0.60W+0.60H 2.121 n/a 0.0 0.5190 0.5190 n/a n/a 0.245 X-X,+0.60D+0.70E+0.60H 2.121 n/a 0.0 0.5190 0.5190 n/a n/a 0.245 Z-Z,+D+H 2.121 0.0 n/a n/a n/a 0.8649 0.8649 0.408 Z-Z,+D+L+H 2.121 0.0 n/a n/a n/a 0.8649 0.8649 0.408 Z-Z,+D+Lr+H 2.121 0.0 n/a n/a n/a 0.8649 0.8649 0.408 Z-Z,+D+S+H 2.121 0.0 n/a n/a n/a 1.177 1.177 0.555 Z-Z,+D+0.750Lr+0.750L+H 2.121 0.0 nla- - n/a n/a 0.8649 0.8649 0.408 Z-Z,+D+0.750L+0.750S+H 2.121 0.0 nTa n/a n/a 1.099 1.099 0.518 Z-Z,+D+0.60W+H 2.121 0.0 n/a ---- n/a n/a 0.8649 0.8649 _ 0A08 Z-Z,+D+0.70E+H 2.121 0.0 n/a n/a n/a 0.8649 0.8649 0.408 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.121 0.0 n/a n/a n/a 0.8649 0.8649 0.408 Z-Z,+D+0.750L+0.7505+0.450W+H 2.121 0.0 n/a n/a n/a 1.099 1.099 0.518 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.121 0.0 n/a n/a n/a 1.099 1.099 0.518 Z-Z,+0.60D+0.60W+0.60H 2.121 0.0 n/a n/a n/a 0.5190 0.5190 0.245 Z-Z,+0.60D+0.70E+0.60H 2.121 0.0 n/a n/a n/a 0.5190 0.5190 0.245 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis 41)Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Page 188 of 190 General Footing File=E:\Projects\2011\17154(Fields Apartments-Otak)\Calculations\Building Wields Clubhouse.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN7 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 1.056 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.40D+1.60H 1.056 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9056 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9056 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.505+1.60H 1.081 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.505+1.60H 1.081 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.9056 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.9056 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9056 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9056 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.467 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.605+1.60H 1.467 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.467 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.605+0.50W+1.60H 1.467 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.9056 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.9056 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.081 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.081 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.151 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.151 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.6792 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.6792 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 0.6792 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 0.6792 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK 0 Z-Z,+1.40D+1.60H 1.056 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.40D+1.60H 1.056 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9056 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9056 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.081 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.505+1.60H 1.081 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.9056 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.9056 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9056 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9056 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.467 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.467 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.605+0.50W+1.60H 1.467 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.467 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.9056 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.9056 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.505+W+1.60H 1.081 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.081 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.151 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.705+E+1.60H 1.151 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+W+0.90H 0.6792 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+W+0.90H 0.6792 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+E+0.90H 0.6792 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+E+0.90H 0.6792 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu C+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 10.40 psi 10.40 psi 10.40 psi 10.40 psi 10.40 psi 82.16 psi 0.13 0.00 +1.20D+0.50Lr+1.60L+1.60H 8.91 psi 8.91 psi 8.91 psi 8.91 psi 8.91 psi 82.16 psi 0.11 0.00 +1.20D+1.60L+0.505+1.60H 10.64 psi 10.64 psi 10.64 psi 10.64 psi 10.64 psi 82.16 psi 0.13 0.00 +1.20D+1.60Lr+0.50L+1.60H 8.91 psi 8.91 psi 8.91 psi 8.91 psi 8.91 psi 82.16 psi 0.11 0.00 +1.20D+1.60Lr+0.50W+1.60H 8.91 psi 8.91 psi 8.91 psi 8.91 psi 8.91 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+1.60S+1.60H 14.43 psi 14.43 psi 14.43 psi 14.43 psi 14.43 psi 82.16 psi 0.18 0.00 • +1.20D+1.60S+0.50W+1.60H 14.43 Psi 14.43 psi 14.43 psi 14.43 psi 14.43 psi 82.16 psi 0.18 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 8.91 psi 8.91 psi 8.91 psi 8.91 psi 8.91 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+0.505+W+1.60H 10.64 psi 10.64 psi 10.64 psi 10.64 psi 10.64 psi 82.16 psi 0.13 0.00 +1.20D+0.50L+0.705+E+1.60H 11.33 psi 11.33 psi 11.33 psi 11.33 psi 11.33 psi 82.16 psi 0.14 0.00 +0.90D+W+0.90H 6.68 psi 6.68 psi 6.68 psi 6.68 psi 6.68 PSI 82.16 psi 0.08 0.00 Page 189 of 190 File=EProject12017117154(Fields Apartments-OtakCalculationsBuilding 3WFieds Clubhouse.ec6 Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FDN7 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 6.68 Psi 6.68 psi 6.68 psi 6.68 psi 6.68 psi 82.16 psi 0.08 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 41.40 psi 164.32psi 0.2519 OK +1.20D+0.50Lr+1.60L+1.60H 35.48 psi 164.32 psi 0.2159 OK +1.20D+1.60L+0.50S+1.60H 42.35 psi 164.32psi 0.2577 OK +1.20D+1.60Lr+0.50L+1.60H 35.48 psi 164.32psi 0.2159 OK +1.20D+1.60Lr+0.50W+1.60H 35.48 psi 164.32 psi 0.2159 OK +1.20D+0.50L+1.60S+1.60H 57.47 psi 164.32psi 0.3497 OK +1.20D+1.60S+0.50W+1.60H 57.47 psi 164.32psi 0.3497 OK +1.20D+0.50Lr+0.50L+W+1.60H 35.48 psi 164.32 psi 0.2159 OK +1.20D+0.50L+0.50S+W+1.60H 42.35 psi 164.32 psi 0.2577 OK +1.20D+0.50L+0.70S+E+1.60H 45.10 psi 164.32 psi 0.2745 OK +0.90D+W+0.90H 26.61 psi 164.32 psi 0.162 OK +0.90D+E+0.90H 26.61 psi 164.32 psi 0.162 OK III 1 S Page 190 of 190