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Specifications (6) ,AA 57-2,0/)- 037 Wi AAI afghan associates,inc. / ,)—. 0 S--- 5 / 4//4n1frIelln ENGINEERING REC flAirt41 f0 OFFICE COPY SEP 1 8 ?or CITY OF TIGARD -up:ow;p roc friN STRUCTURAL CALCULATIONV- - - ' ' ---- - - PROJECT: Wilmington House Remodel PROJECT No.: A17166 DATE: September 13,2017 PERMIT SUBMITTAL ,ucTil/i. , sl Client: viD PROte, \V 88 John Annand so, i N 0 0 •:7 4, 11,2,2 0 r— _,: Contents: f f" ,, oRvii Structural 1-28 ii, .0. Calculations set ip R. N*C.1 I EXPIRES: 12/31/17 1 4875 SW Griffith Drive I Suite 300 I Beaverton,OR I 97005 503.620.3030 I tel 503.620.5539 I fax www . aaieng . com eif-ss- (4--/- 0 mAi JW Lo E k--to, . 6 Ac , c '6- .2, 0 IP L2_ C4.2 2c6 AleAST-44 -C-.at,-.1 F4 c_77)(4— Pcre, 73qt5LE e,P‘,7—a isL.upe t 7—) Letl_b eAsc: , -17:-0 A/ 1.7#1 -9'4,417 -3cl,4'. ' —2-a...5-2. --/K tic./ 0 ‘'E E 7 ! 0 1 0 0 (-; li..... .5h 4 to 4.5b tbAllikka0666 TO ...4144100 ."44111111111411111k4c/ -9 Ifip Roof 3) -- ...„......."'" h O.% 1 0--* 1 5" la E f 4, p (4;„,, „23-) 17z.. piAAI , e li ,. ,,,4 j, afghan associates,inc. ...,',/ ,te By-i(Lc-i' Date: ENGINEERING Project No / . 4875 SW Grate Drive 1 Suee 300 1 Beaverton OR I 97005 503 620 3030 1 te 503 620 5539 1 fax wv,,A, seeng corn Sheet: of: i of 2.a._ 4-,S ‘441-E-44L, AA/AL,..‘1 ,57S1, V 1-----1 3,647e ... --- ,, ,.._ 14 2/Di ,11 '---4 A r ICAeit,c,4 ot.Do I.-3 4/ Foot- 0 Ur 0 so PI,44 Ai A.: 4.0X•4/1:4 tiro A 16s-4 , 8 /1i5-- 4'/,'z-,5'.= 96±24.:(2 2.. 1v14.4-4.- - 21;4 224 ) E F /72„5--64 40,*(U.4(10,"1)----1" WALL 25;to).?z,4 G. Lo. 0 1,12.-..,-) . fc,g,te 2- CD -6a/ 3,-4- , 1 14 395-to„,. Ati4ti.,.. .ps .6 ) 7214 E (opp, ) /4 7(L,0 71143,44= /4424.7.- - ,.,Liz,) 301 -ftegar .44 F;4, e00 r Rez,e ss cc le-re: $ _4.a.,i, 4-- 0-a M it .014-4,- kir2:- .$t A-,le,--"e:-S, *I+) 14)80T R i AAI afghan associates,inc. By:I/C4. Date: 9/2'147 ENGINEERING Project No.: 4875 SW Griffith Drive I Suite 300 I Beaverton,OR I 97005 503,620.3030 I MI 503.620,5539 I fax www.aaieng.com Sheet:_ of: 2 of 28 „..„ . ///-3.4,.97-6.4e 44. rt4,A4-4-y ! ttr.).> flii.t.5 e- 4.9,Eoht 41414-5 74%-ir 6 .295".4) dt 0. 6 04 A A r-c.et_c-tr , --.' 2.222 A4..c. 1; ,S1Q.'41 A:4Y:)(6 44 LAS) 2:-/CO3' /6-5 goor ; - 1 e..•a g 0 i 2--5-) . V/Go, 1 4,s ” Atcr 1 77o 1'6.5 tuop- ..v- —"5_ 9•5;ti i i:,s 'Aloc re- 2- rit 1- I-44ot ‘- 11) .225-- (9 5.;Orb,62..S" (27 57-6.,s-,4)(0.6 t 5 X014225) = --?-15-0)b /0'"XL' f Le.1: 60,to('‘.0(a.(.1,$) -...:.- .--- `,"p2,As 12-00r. —1> F60Ort.z. F ' 117 Vs;G o,to 2s-) ?ga/6_s 14.''Or 2— R-,00 tz 2 t.f..-1.-: sc5-5.:: 1;6:7--)9) (6::::-:-----)) -71---6"'"::// :: ::'::?E::::2- v;,, ,,, - /0,671:c 4 3 y 5-6,1,543)le6,1,lr) 6 3 4 pszo. /035-4$ rhe)4#e 2" 3 Lt s.(2 s-,40 la f 6 2-5-)fat(1,2-$)::-.• , 315(5/65 goo F Le-zt. A ' 1e i: go,q /4.9)(a,6-4s--) .. 163.4 /65 ae 1.c.... , e/o, (-3,7) (0,1, as-) ' . -- '17/ite /6s cte) .0.yx5/24-c„,. FX-004/ ,IC .2. •,::: 0 vele,S At;.,e 4.04)A" ,4""41,.12,,e'4 8 E F E., A, ' z..a. ..J..) /122)0 ,Pic r .•, —14 3,a+ 7704 -zy24:134, ...., ., e... , b P . Cr ... ,-s ,i 1'1,00 it 2 NET- ..--: - ' 770 it -763--4124-4 f3(a -it -22.3 1-/035 = -1/74 i tits FL-oo IL / plifE r ,.... • ...2..7s-a4 ..3tiso. 6'- 645 gig # 435- .7. --ig:60 /&s t......_................................, 1fjti pli#45e. - vtel o;)4,0_, 5 , ..4e--- 0.3 A LL, , 7 1,--1-enA TS)rz-y C'F4 T. x`,T 15 i.,,C' Dr 44 ile,46,01 1,4" - Or*. Sr, S ill_ la 1/0,„Ta 72 —6, 23,2z(D.2- 7-7- p?/.. -r 64f- itf- ) 9 AA I afghan associates,inc. 4, , .„,,,(7„,,,,,,,,7,4 7 /13/.4,5-,/„.- By:,4idie,, Date. S727/ax,71.7 ENGINEERING Project No,: /4 7/6 . . 4875 SW Griffith Drive i Suite 300 i Beaverton,OR I 97005 ' 503.620 3030 i tel 503.620.5539 i fax www aaieng.com Sheet of: 3 of 28 8/29/2017 Design Maps Summary Report 2 usGsDesign Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41848°N, 122.81051°w Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III t.... Astilt ii:.... ......_... ... ....fill.. . _..._-:�. ... ...t.. .......:...... .. ... .. ::..., ....... .... ref '.: ::::.......... .. s Ci';',;..±...2.t:..iittlienVlate ..»:a:. .: ...itil...«........ .....:.:..^>::s ,...:.nye t -S°r. :-,....:: d.;.,.. t ' itT17 t. ......::a......:_....ilii. 'r............... a.....:: .......:..... .:..u.. -.�: ........ Ti.... i. ...... ,.... _..:�sip .ns....... ^ _ .._. ......_.. �.......::� ............:s.;t. :...... ::i:r.::.: .....:... ........ -.::.ups vii'iEi:`:f: "�iii:c ...,.I+ ......... :j; a:.:,:: i ..:.:: ,..?. `r,,,;.. ..,. - . ���'461 3.5 '� t } y>.! 1 30 `' c ra.' ,6'l ::'' _ x -' '' a s - ..............................................- xF.. ` `.a P. rk ai r p 9 , USGS-Provided Output S5 = 0.957 g SMS = 1.069 g SDs = 0.713 g S1 = 0.421 g SM1 = 0.665 g SD1 = 0.443 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP"building code reference document. Res cxise S cttu{tt Eres:gn Responsa SPe'et~;jr'n fiti.CEttt_:35 f, ''7, ...r. Q .r<.. ,7 1 ui :i° For PGA,, TL, CRS, and CRL values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed c-implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.418479&longitude=-122.810513&siteclass=3&riskcateof 28 1/1 g... 9Z 10 9 :10 :leoys Luo 'Oue!ee•mAnm xei 6Egg'ONTOg lel I OCOE'OZTEOS 90OL6 I 2d0'uopaneaS I 00C alinS I mut:114100 MS SLR' ‘; 6, / //,/ ON Pafoid ON12133NION3 :ama .3u1'sapposse lay* I V V 01-6re; ceq0,2$/ hioSC'e t (b) (204./ + (or)b -134.5.7 QAT" 00S/ -;" o..c 46 09 4) Cv-P- 0-soer (o_s, 4 (zitY7) -4- 00h/ ; I.-kcal/0x GIO4' = Vas)rir s 003 ilvrcf.x3 it>" cs 0.,XittsVL , 00-y- c: 4) 00,4/ (bicioS (a)4 ssikv-7 3 .109d ,Ogs c?c2,1 o-s Cc.,) -)49 ; 45' 003 c: 0/ .77w4 igh86/ 00,1)(417-Ci'zj(4 7-77%737PW JO N/ .5,71 She-0-X -4=7 *: .7,49 76- -ZI 31i7 ; se, .; V.7764 01 -047=r 4 3. 4)/3 ssse4,• . ; ; I Sw ,09-71 -swae9#5-. s,s7:91- c;07 H-5-175 5,c,51k11V 17, V/77 70"Alh6e 7 Sir ..... S iv,/r .4 L.,"4444 1-YS isl- 012- f ,E3cria.44-1-, oz4/71- ......tvi- 67 . zytt rwOrz_ : 20 047/1- /4 r 4 olzei._ 41 Ass ., + 6 S7) * 2..-' 0 00(10) -- (9 50 14 s .5 E— S,,f,tr 0.- , /7re $ = 41 7/3 e - 8.4sE- V /000 ....5- ___....„,.."...... „11.0:47.0 5 „ei. ,,' 3 I a. k 47 =1 a 6(5,i, 2_) f--- („3, 7-- l'Ins.D As s frtAtr,f,"6„ 1).14 Ptirto ,s -1-e.c Cr6...r-b 401/6 r .rox..., 00,4 zi-,5 /1,1„4 ip-ir P.,--. //,..s-i 0 A' 3 -pc 1A/Arl-4.- ' 6 IS6X4E "tirkb 131—C- -51-10Ait 14141-i.— S //'2 ,v1& t ot 1 g •4 14,4 AAIpi afghan associates,inc. By:Aid-ft Date ENGINEERING 4 2/64 4975 SW Girtfm Dave!Suite 300 j Beaveaor,OR 197035 Project No 503 620 3330 I tel 503.620 5539 fax Javvv: aaleng elm Sheet:_ of: 6 of 28 ,im••••m•m.mmmmm•mmimimmimmmmmmm„..,__._._.____Ar,De 14/iit-- P:es6A.4: ,1•--- 2. 1 L-65.-9(4?) "--- Zs Si k. . AA. i+Sb 644 r-.44 r 4,411-..g,14 t 01 te- vw I 4r0.7..vet.44ors 1 g. 1 PE.opic- m..e.co)4-r fitowt A oP a„6"g4 ftte401.1 C., 1 I 4 t #" PP a ti ..,5,41 Xiol frt. itd A i.4... V 4 LE LI, ,y, 1,41e- iI ‘01,,,,,II efr,- tly"4>//4/0,90 /1E4 14 LC titOd e 6 "o..e.., , , 12, /0,,,,,,,..c .4 b 64x. 1,0-72414'11))62-) 1- is 07: 4/0 24 /6 5, /fixer ivAkt. 5-,eicA 14. 7(1C) - .:: ...., /6 4:7-0 6e- 1{51-"0500.-/ Dr-roe Ht-bbot0 , te•5 E: 3.5- c /2 "x 4.4,r iCo711.-lety 44.1 0)449 1/.10,07 ,,e,,YR 1-71 lizAA/se.cee sr .:-:...... .„„z ie,64. .6 06 tA.,64/ rti 6 Ott /1157* 37- AA I afghan associates,inc. XAL L. Da.,6-7---A e pi By: kt,c4re... Date: ENGINEERING 1 Project No 7 4875 SW Griffith Drive I Suite 300 I Beaverton,OR f97005 503 620 3030 1 tel 503 620 5539i fax Sheet of. 7 of 28 www aareng corn 40<ok4-01 )t--.57 64, Lti 6 644 tc-: ecAcr: -4,/e'kepAr. Loa e— 72' op /1 .85 vvf ‘4,6174 * 4M coglost IAJ AAA. t/itii ei/Op0if L .v*60 akL7r,/ foe 4, tifq 0 p 4 75- 4 2/3 q 2zie 7:- 1794 S it AA' tv F2g- V1 50z-3/65 4 s .5-0cAg --A7c-t-efeAr7. r0,5,-xl, 2 A - — at 7 5 E. rx vr.4.7 AAI afghan associates,inc. By:,4" Date: ENGINEERING 4875 SW Greth Dave I Su 300 Beaverton OR 97005 Project No.: /41/7/6 503 620,3030 I tel 503 620 5539 fax wv,er aa,arg con Sheet: of: 8 of 28 4:444 /4r2 L-2.ei A SA ri4ffirffif lr-..7>i/ FO 6E:/4' ,/l--, ...4s). -A L 04,, 6 0r.r.,4.,' F 4C-Tote- FoeZ reor Storaff-; g "Z• .62', '.,„, .5 4,1 ZdtAir-ft- 6ar :- , 7fr3'de.,.e,vfr'' R t i'D 6, E,e r ktm 1. Sy IF 4 0 6,e_ z--,V:2/4 .ity e4.44 L.L 16 1,:57.5 44,..... f.--4 y 45,:c A viA, I 12 1200 rt ! LAM ' A6--4e. r r OA) -- 1-, 1 /; , , ---k- -1 t 31, 11) -= r 7, 5--4 ,A I • • • 1 41:-..,.. 8.7,5---(.:20) -,..., /7 so th s-("2 r) :...- 42,/ ?r ii, , , rfrx.f I'.40 ,e-ertf,a" 110404, f c1:90 re., .017/4 0 ,, 1:1)la 7- 41,05-610) = 25—pi; 1114 t, C- b e#4 4) 7(V--r-, 70p,f-- = ) (6,&?-) ) = 67/q ih5 go-Aipt 40,40 5vm4ity. ; 4St:k DAV trP:4 54.- 4 J, 4 47—3 i t• ..,k ii— GT -— -&---------1, -cz, A ----7 4,51 Wi AA I afghan associates,inc. ; 7' "7-,- ' 4.,A,52- By:444 NI Date: ENGINEERING Project No,: /474 4875 SW Griffith OnvelSuite 3001Beaverton,OR 87005 503 620,3030,tel 503 527 5539,tax www aaierg corr Sheet:_ of: 9 of 28 ZE,441 .....bE... ..76 Ai: ; :AY:vr i.: :AFE:4,i,r,4 : Iv- .4,1:s jA/T:E0:4"1„/ t, .2:5 674,L, 5r;e zE55E 0 12,4. 5:7--4/646— 5-ptv 414/6T 0* ;2 F74/ te, - 4 12E I/Met-C. 6. )6T-S-re--Te ikre- L-1,4 f: .5 .7 E/2-- R a#---4 VE 4 3- 4 i .4, zr-diA) z 4 3 VI f:: - / 14 3V-1 s'i i, ge‘i 622224 ,f, 0 bi".11 = ti = 1,41,1 #- c2L412 1K0-g- st,4i2 Fp pL7: -- I 1(2 =. r 14,) — 2 it-2 -:-- 2,00,9 i ---,: ) 240E, 7-.Vr 44 li,.. ---/ 701. 76 x A 2,5 ---rze-r , 44 ; 0.179 441-3-a-s 0 Li : 130,5_ .6 ---. A 4793 41 447 q 2_k--- AA Iafghan associates,Inc. By 1 Date: ENGINEERING Project No i 7/ , ,,,, 48'5 SW Griffith Drive 1 Suite 300 Beave6on,OR j97005 503 520 3030 1 tei 503 620 5530!fax www aaleng cam Sheet _of: 1ksa.2.6_,_ m•I•.mm6•i•-Am41 •mm•mmmmmiimmmmmmmim , .....___.___..2)Esz64/: ......: M4 imt rioie4a-E-44,F rt 3023 / / 64/4„) st ,.„,,7e)2 — 1113 ) .2.x• St-Dri-iz 2.... .41=vt,,, ' k 5 c rxi sr:" cr 7z, of .3 ( ) )(-4 15..1— gs I it-rov Foxe c.1 e-41e44/-rt .., t , r t : 7 N ..) 7.41 74;- -- (1) (-(ye-1 7:42„:4141eL ...- )4),,try ,41i20 S T Ceof P Ea- ',7 .1, F- 7/4/40'..,)/6,1„444-ri5 47 , r Ai 5ir 3b1r9 So it, ,f4/ 3'‘ 't 6S' e ,,,,,„, .," . AA I afghan associates,inc. fr: ,4, 4, iir,):''!,4e. ,,,,,:. f, By: 1,(ede. Date: WI ENGINEERING Project No.. 4875 SW Griffith Drive i SJite 300 i Beavertor OR i 97005 503 629 3930 i tei 503 620 5539 1 tax Sheet: of: 11 of 28 www aa eng corn g ,i4i irtN,c0.---6'44 I- (14444/- ,1:1).E's re 3- . , Zo 40* Veilgirk =, P./1 > . e ii,bs ( 2)4...,....,A b V i/V 4 4 0 = /O'4 . Afxo gp . ,4: s.t. ". 1 i,6 d„4".42- 4.s /451./ ii: s / = / //ó Asr-s,her 4._ AvcitArara : y 0 ../15; 2 -/7----t 2 itC,,,,or / .5 . , (t- .) 1Z°0--)''S‘ /6,d Ar,......, e.-;' c,91tac.., .„,,,-4 c-ic e0. ,s CZ) /249v.i s ifeAd Axis 0 3 4' 7".'f,4 ,e4LC4JS ,Alf-rib 5,4 1,A ev afghan associates,ix z5,,,,,L it; -- i pi -aede Date. ENGINEERING Project No.: 4 ... id, 4625 SO/Gann Drive;suite 300,Beaverton OR 02005 503 CO 3035 tef 503 620 65391 fax Sheet: _of: 12 of 28 t-r,op P_f(,. „,e1L, '— (,7 - MIR 1, / AP,* In I Os : Au - ik- 7 si--/Va /., P - P OP 40 2D F 1-00 0-- ' 0 a' x /‘35,4 --,. 1 .01,21,1 D rE,40 P, X 1,op. 1'. VF-0/9 l f 1,3 f = 137- p 1 c 1. T 4Q .2S—ps f - - /5of21 5/1,/•,A.,, /5r C70‹. ( /0 /A,/0•,,,f ,. /7 3,-7 cia/5 D- D /7,375-1) Vo D- Of 5-p/5- - a ) FArea- )75-0 /h5 °L'Ar r..) r V ir 7 iy 7Y-2, /63 S1 ' .4?74C-/d r b /-0 rt- 4.-,e6-g c#4,..c., r „/...,<44,1/ 7 ,47,27 ,,, .4)E 4- -6 Ai ettsx,„.) 6-)/ a 75-'x 3,75.'x I ' AALk I afghan associates,inc. By:410.4e- Date: ENGINEERING Project No: 4 716 4875 SW Grrflith CP-5,e ISA,'300 I BeavErt5n OR R7005 503 6203037 I lei 5L3 520 5539,fax Sheet: —of:13 of 28 w,,,,,w aateng corn Pages 14-16 intentionally left blank W d Bealrrl File=F:12017W17166-Bull Mountain Housetstructurallbull'mountain house.ec6 fN ERCALC,INC 1983 2015 Build 615 12.9 Ver.6:17 8 31 U .#;'tall[-06009892 Licensee:MI Description: Hallway bearing wall Engineering CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2600 psi Ebend-xx 2000 ksi Fc-PrIl 2510 psi Eminbend-xx 1016.535 ksi Wood Species : iLevel Truss Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 2.0 E Fv 285 psi Beam Bracing : Completely Unbraced Ft 1555 psi Density 42 pcf D(0.180)L(0.440) At !rte _ - _ -- _ - _ -- - --fit 2-1.75x9.25 Span=9.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.180, L=0.440 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.689 1 Maximum Shear Stress Ratio = 0.416 : 1 Section used for this span 2-1.75x9.25 Section used for this span 2-1.75x9.25 fb:Actual = 1,771.30 psi fv:Actual = 118.57 psi FB:Allowable = 2,570.60 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.875ft Location of maximum on span = 9.003ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.195 in Ratio= 600 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.275 in Ratio= 425 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 C r C m C t C L M fb Ft V fv F'v +p+H 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.222 0.134 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.14 514.25 2316.65 0.74 34.42 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.689 0.416 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.37 1,771.30 2570.60 2.56 118.57 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.161 0.097 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.14 514.25 3201.67 0.74 34.42 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.174 0.105 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.14 514.25 2949.93 0.74 34.42 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.455 0.274 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.06 1,457.04 3201.67 2.11 97.54 356.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 17 of 28 Wood Bea171 File=F:\2017441 7166-Bull Mountain House1structurallbull mountain house.ec6 #..KW-06009892 ENERCALC INC 19832015,Build 615:12 9,Ver:6.17 8 31 I ` Licensee:AAI Engineering Description: Hallway bearing wall 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=9.750 ft 1 0.494 0.298 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.06 1,457.04 2949.93 2.11 97.54 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.126 0.075 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.14 514.25 4074.70 0.74 34.42 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.126 0.075 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.14 514.25 4074.70 0.74 34.42 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.358 0.214 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.06 1,457.04 4074.70 2.11 97.54 456.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.358 0.214 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.06 1,457.04 4074.70 2.11 97.54 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.358 0.214 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.06 1,457.04 4074.70 2.11 97.54 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.076 0.045 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.28 308.55 4074.70 0.45 20.65 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.076 0.045 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.28 308.55 4074.70 0.45 20.65 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2747 4.911 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.023 3.023 Overall MINimum 0.527 0.527 +D+H 0.878 0.878 +D+L+H 3.023 3.023 +D+Lr+H 0.878 0.878 +D+S+H 0.878 0.878 +D+0.750Lr+0.750L+H 2.486 2.486 +D+0.750L+0.750S+H 2.486 2.486 +D+0.60W+H 0.878 0.878 +D+0.70E+H 0.878 0.878 +D+0.750Lr+0.750L+0.450W+H 2.486 2.486 +D+0.750L+0.750S+0.450W+H 2.486 2.486 +D+0.750L+0.7505+0.5250E+H 2.486 2.486 +0.600+0.60W+0.60H 0.527 0.527 +0.60D+0.70E+0.60H 0.527 0.527 D Only 0.878 0.878 Lr Only L Only 2.145 2.145 S Only W Only E Only H Only 18 of 28 Wood Beam File=F.'120171A17166-Bull Mountain House\structural\buil mountain house.ec6 ENERCALC,INC 1983-2015,Build 615.12 9 Ver6:17 8 31 #:KW-06009892 - Licensee Engineering Description: Existing beam -Reinforced CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination i BC 2012 Fb-Compr 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(0.385)S(0.4813) D(0.385)S(0.4813) D(0.0070)L(0 02520) D(0.0420)S(0.052,3) x ► i 4x12 Span=16.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Partial Length Uniform Load: D=0.0420, S=0.05250 k/ft,Extent=6.670-->>16.50 ft Partial Length Uniform Load: D=0.0070, L=0.02520 k/ft,Extent=0.0-->>16.50 ft Point Load: D=0.3850, S=0.4813 k @ 1.0 ft Point Load: D=0.3850, S=0.4813 k @ 6.670 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.879: 1 Maximum Shear Stress Ratio = 0.305 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 980.44 psi fv:Actual = 63.16 psi FB:Allowable = 1,115.56 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.684ft 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 0.219 in Ratio= 902 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.413 in Ratio= 479 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 C r Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.520 0.180 0.90 1.100 1.00 1.00 1.00 1.00 0.99 2.81 456.47 877.93 0.77 29.16 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.607 0.201 1.00 1.100 1.00 1.00 1.00 1.00 0.98 3.64 590.84 973.40 0.95 36.21 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.377 0.130 1.25 1.100 1.00 1.00 1.00 1.00 0.98 2.81 456.47 1209.56 0.77 29.16 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.879 0.305 1.15 1.100 1.00 1.00 1.00 1.00 0.98 6.03 980.44 1115.56 1.66 63.16 207.00 19 of 28 Wood BeamFile=F:\20171A17166 Buil Mountain House\structural\buIl mountain house.ec6 .. .:...2 .:• EN ERCAi_C INC 1983-2015,Build 615:129 Ver:6.178.81 KW-0600nsee9892 ng Description: Existing beam -Reinforced Load Combination Max Stress Ratios Moment Values Shear Value s Segment Length Span# M V Cd C FN C i C r Cm C t C L M fb F'b V fv F'v +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.461 0.153 1.25 1.100 1.00 1.00 1.00 1.00 0.98 3.43 557.25 1209.56 0.90 34.45 225.00 +D+0.750L+0.7505+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.852 0.290 1.15 1.100 1.00 1.00 1.00 1.00 0.98 5.85 950.23 1115.56 1.57 59.95 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.298 0.101 1.60 1.100 1.00 1.00 1.00 1.00 0.97 2.81 456.47 1532.81 0.77 29.16 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.298 0.101 1.60 1.100 1.00 1.00 1.00 1.00 0.97 2.81 456.47 1532.81 0.77 29.16 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.364 0.120 1.60 1.100 1.00 1.00 1.00 1.00 0.97 3.43 557.25 1532.81 0.90 34.45 288.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.620 0.208 1.60 1.100 1.00 1.00 1.00 1.00 0.97 5.85 950.23 1532.81 1.57 59.95 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.620 0.208 1.60 1.100 1.00 1.00 1.00 1.00 0.97 5.85 950.23 1532.81 1.57 59.95 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.179 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.97 1.69 273.88 1532.81 0.46 17.50 288.00 +0.600+0,70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.179 0.061 1.60 1.100 1.00 1.00 1.00 1.00 0.97 1.69 273.88 1532.81 0.46 17.50 288.00 Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.4127 8.130 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.664 1.122 Overall MINimum 0.208 0.208 +D+H 0.772 0.527 +D+L+H 0.980 0.734 +D+Lr+H 0.772 0.527 +D+S+H 1.664 1.113 +D+0.750Lr+0.750L+H 0.928 0.683 +D+0.750L+0.7505+H 1.597 1.122 +D+0.60W+H 0.772 0.527 +D+0.70E+H 0.772 0.527 +D+0.750Lr+0.750L+0.450W+H 0.928 0.683 +D+0.750L+0.7505+0.450W+H 1.597 1.122 +D+0.750L+0.7505+0.5250E+H 1.597 1.122 +0.60D+0.60W+0.60H 0.463 0.316 +0.60D+0.70E+0.60H 0.463 0.316 D Only 0.772 0.527 Lr Only L Only 0.208 0.208 S Only 0.893 0.586 W Only E Only H Only 20 of 28 Wood ge8lli File=F:120171A17166-Bull Mountain House\structural\bull mountain house ec6 i ENERCALC,INC.1983-2015,Build 6151.2 9 Ver fi.17 8 31 # KW-06009892. Licensee AM Engineering Description: LVL Beam Reinforcement-Single side CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend-xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Completely Unbraced D(0.495)S(0.619) D(0.495)S(0.619) D(0.0090)L(0 03240) V 7 V D(0.0540)S(0.06710) _ 1 V V 2-1.75x11.25 Span=16.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Partial Length Uniform Load: D=0.0540, S=0.06750 k/ft,Extent=6.670-->>16.50 ft Partial Length Uniform Load: D=0.0090, L=0.03240 klft,Extent=0.0-->>16.50 ft Point Load: D=0.4950, S=0.6190 k @ 1.0 ft Point Load: D=0.4950, S=0.6190 k @ 6.670 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.395 1 Maximum Shear Stress Ratio = 0.244 : 1 Section used for this span 2-1.75x11.25 Section used for this span 2-1.75x11.25 fb:Actual = 1,260.70 psi fv:Actual = 81.22 psi FB:Allowable = 3,190.35psi Fv:Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.684ft 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 0.226 in Ratio= 877 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.424 in Ratio= 466 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.4245 8.130 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.140 1.443 Overall MINimum 0.267 0.267 +D+H 0.992 0.677 +D+L+H 1.260 0.944 +D+Lr+H 0.992 0.677 21 of 28 Wood Q@1117 file=F:12017%17166-Bull Mountain Housetstructuralibuii mountain house.ec6 ENERCALC,INC.1983-2015,Build:6.15.12,9,Ver:6.17.8.31 Uc #: W 892.... L 1 ring Description: LVL Beam Reinforcement-Single side Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 2.140 1.431 +D+0.750Lr+0.750L+H 1.193 0.878 +D+0.750L+0.750S+H 2.054 1.443 +D+0.60W+H 0.992 0.677 +D+0.70E+H 0.992 0.677 +D+0.750Lr+0.750L+0.450W+H 1.193 0.878 +D+0.750L+0.750S+0.450W+H 2.054 1.443 ,046000000004.001.44144140tiapiv% +D+0.750L+0.750S+0.5250E+H 2.054 1.443 +0.600+0.60W+0.60H 0.595 0.406 +0.60D+0.70E+0.60H 0.595 0.406 D Only 0.992 0.677 Lr Only L Only 0.267 0.267 S Only 1.148 0.754 W Only E Only H Only 7.9 59 r, L F MEMBER- 1.57 319 482 6,44 807 970 1132 12.95 1457 1620 Distance(It) +D+H I+D+L+H 1+D+L14 /+D+S+H 11 +D+D,7.bL+D,T6L+H +D+D.TJDL+D.7JDS+H +D+0,6DW+H 1+D+D,7DE+H I+D+D.7SDlI+D,76DL+D,�JDGI+H /+D+G,76DL+G,75GS+G.9SGl1++H 1+D+D,7 L+D,716S+6,S2S6E+N I+G,6ED+6,EDW+��,66H 1+9.600+D.7DE+D,6DH 22 of 28 Wood $e� File=f:120171A17166-Bull Mountain Housels#ucturalibullmountain house.ec6 ENERCALC,INC.1983-2015,But 6151?9 Ver 6.17 8 31 l�AI�� . €ceerl€ Description: LVL Beam Reinforcement-Single side 22 13 k 0.4 a MEMBER•••'p> ,_ • • tri .03 •15 157 3,19 4,82 6,44 8.07 910 1132 1298 14,97 1620 Distance(ft) 1+6+H I+6+1.+H I+6+11+H /+6+S+H 1+6+G.I6t+6.TSGl+H +D+6.7561+G.7S0�+H 1+G+G,6GW+H 1+6+6,76E+H I+D+6.75611+0.7561+G.�SGW+H I+6+6.7561+6.7`105+6.4S6W+H 1+6+0.75611+G.7S0S+GSZSGE+H 1+6,666+G,60W+0,60H 1+0.666+6.76E+6.66H MEMBER••• 1 Sg 011 — . - t ° .- 4,22 • v ,. •032 9 .:.....r.. :iiia , '.. .. •0,43 157 319 4,82 fi,44 8,07 9.70 1132 1298 14,97 1620 Distance(It) 1+6+H I+D+L+H 1+6+11+H 1+6+S+H 1+6+6,7S611+6,7561+H I+6+6.7S61+6.7566+H +6+0,6GW+H 1+6+G,70E+H I+6+G.7SGli+G.TSDL+0AS6W+11 I+D+0,75611+6.75GS+G,456W+H 1+6+6.7501+G.7SGS+0,52SGE+H 1+0,606+G.66W+G.6GH 1+0,606+G.TGE+G,66H 16gnly I L Only l3�ly S my I W17l'g I EOnly I HOnly 23 of 28 Wood ColumnFile=B2017%17166-Bull Mountain House\structuralthull mountain house.ec6 :: " ENERCALC,INC.1..3-2015,Build:6.15.129,Ver 6.17 8 31 tic # #iif OO9892 Licensee :/ C�1�gti��etrtrtg Description: Basement column with beam loads 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 8.50 ft Wood Member Type Sawn Uses `or ust s ender &culabbns i Exact Width Wood Species Douglas Fir- Larch 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb Tension 900.0 psi Fv 180.0 psi Area 30.250 inA2 Cf or Cv for Compression 1.0 lx 76.255 inA4 Cf or Cv for Tension 1.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 76.255 inA4 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 uds 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: Unbraced Length for X-X Axis buckling=8.50 ft.K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :55.710 lbs*Dead Load Factor AXIAL LOADS. . . Beam loads and column loads:Axial Load at 8.50 ft, D=6.960, L= 10.260, S=4.40 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6043 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+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 17.276 k Applied Mx 0.0 k-ft for load combination: n/a Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 945.07 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 8.50 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 0.525 0.2599 PASS 0.0 ft 0.0 PASS 8.50 ft +D+L+H 1.000 0.525 0.6043 PASS 0.0 ft 0.0 PASS 8.50 ft +D+Lr+H 1.250 0.525 0.2218 PASS 0.0 ft 0.0 PASS 8.50 ft +D+S+H 1.150 0.525 0.3736 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.750Lr+0.750L+H 1.250 0.525 0.4651 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.750L+0.750S+H 1.150 0.525 0.5895 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.60W+H 1.600 0.525 0.2044 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.70E+H 1.600 0.525 0.2044 PASS 0.0ft 0.0 PASS 8.50 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.525 0.4285 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.750L+0.750S+0.450W+H 1.600 0.525 0.5246 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.525 0.5246 PASS 0.0 ft 0.0 PASS 8.50 ft +0.60D+0.60W+0.60H 1.600 0.525 0.1226 PASS 0.0ft 0.0 PASS 8.50 ft 24 of 28 Wood column File=F:120171A17166-Bull Mountain House\structured:mil mountain house.ec6 1Icki# .-0600989 198Licensee 61 I Engineering ENERCALC INC Description: Basement column with beam loads 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 0.525 0.1226 PASS 0.0 ft 0.0 PASS 8.50 ft Maximum Reactions Note Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 7.016 k +D+L+H k k 17.276 k +D+Lr+H k k 7.016 k +D+S+H k k 11.416 k +D+0.750Lr+0.750L+H k k 14.711 k +D+0.750L+0.7505+H k k 18.011 k +D+0.60W+H k k 7.016 k +D+0.70E+H k k 7.016 k +D+0 750Lr+0.750L+0.450W+H k k 14.711 k +D+0.750L+0.7505+0.450W+H k k 18.011 k +D+0.750L+0.7505+0.5250E+H k k 18.011 k +0.60D+0.60W+0.60H k k 4.209 k +0.60D+0.70E+0.60H k k 4.209 k D Only k k 7.016 k Lr Only k k k L Only k k 10.260 k S Only k k 4.400 k W Only k k k E Only k k k H Only k k k 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+0.750S+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 25 of 28 ColumnFile=F:120171A17166-Bull Mountain Houselstructural\bul mountain tiouse.ec6 Wood ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver,8.17 8.31 Lic.#.KW 00989 .Licensee:AAIEngineering Description: Basement column with beam loads Sketches Y 21 620k A 3'''1111111111110111 i »d vz f- 1tin p1 el 1 a x r, �,, Will,. FC . t 11v' °h .:moi• X 3i N Q N .fE .w i ':z 4 s -3 tght o Fa r Co�i ilit s 1- F F ' I I WF. S3 �"'s�F..._.._ C_1 ii:d vaF "`F.::uF:ii nFFnagl .a' i<:�ry:i"x3; •^'ai'3:.':t•�3'";d2?'r [[y:.:.�-_y �_.�, '� '.,F_'-v'. "F^ 22:TiE47a. 9a?e:i}>x;i=?5 3iiLrFe€lF;t:Lpu2u:., EiEt • m::vcR:F. C :E FF,01M-i:a 3 6x6 inili II 18 f..._____._.....'cFa 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. 26 of 28 General Footing File=F:120171A17166-Buil Mountain House\structurallbull mountain house•ec6 U .#k KW-060098921983-2015,Licensee 15129 Engineering ENERCALC INC. Description: Basement column footing at beam Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No 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 SettingsFooting base depth below soil surface = ft Min Steel°/0 Bending Reinf. = Allowable pressure 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 = ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3,760 ft Length parallel to Z-Z Axis = 3.750 ft Z Footing Thicknes = 12.0 in KS £is££'�a'iiEc£Etiiiisy:aii£E 'is,•y';iii`:':Ii2,':£s£££iSia�•:•^:ii } iiii1 ...';:":r':ii2££E S;�;• ,L3^ii ii. EEE3:i't £'3»i'u.•»?�j••s;..,:.�k:^[�cii zi'r'i22'i'.......tt•_ v.3.i: ::.....t?F:::»®.;"" £3::;;eF3�:ciT»;z:•c•...,•i::Eso :?if3E-.c •.':2?i»:''.•?.'yriie'rie4uiiEi »?mitiiZ.ii .iir�4EE�:i..;3......:.:....:::&;;ilc£Eu^Si�•ya:rz:::,; giiMEiilldIM i»,,,,t iiirk:,;tEfiiii>s•.•e"ti:I.iE E P`i];:::; .......... Pedestal dimensions... " .• _ (M ivUaile 93's?,v,'EiiEi•ati![ Es t Ei..,,,_,._ .[E£:ic px:parallel to X-X Axis 6.0 in €u 3 ' €amiumbnimminibb'Im ='iilit`it pz:parallel to Z-Z Axis = 6.0 in gli iii�ia 3 ibMI€ €;i� :=-==3�;i: ;::: Height = in u<;'< r: n:1-`°,..., , : t'• ::�.;... ,3€i'<<.,.. n Rebar Centerline ..4.1i`i==t HMii -€i:1! iiia iti nimiii: to Edge of Concrete... �7 a t i Ertts» ° £o at Bottom of footing 3.250 in t ffil li griira i x ip I Reinforcing 3'-9i1/8" Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz( = # 4 I 5-#4 Bars ', 1 5-#4 Bars - M .: ¢', .., nz'ta= '. ...:,.., —" .�:.t ZZSectio,,L ok,,g to-4x1 —,,.. ..,;'? Bandwidth Distribution Check (ACI 15.4.4.2) �•� Direction Requiring Closer Separation \g Z-Z Axis #Bars required within zone 99.9% #Bars required on each side of zone 0.1 % Applied Loads D Lr L S W E H P:Column Load = 6.960 10.260 4.40 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 27 of 28 File=F\2011A17166-BullMountain=House\structura\bullmountain house.ec6 General,Footing ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.17.8.31 tic.# -0 00989 Llcensee AA Engineering Description Description: Basement column footing at beam DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9453 Soil Bearing 1.418 ksf 1.50 ksf +D+0.750L+0.7505+0.5250E+H about Z- 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 0.2494 Z Flexure(+X) 2.541 k-ft 10.186 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.2494 Z Flexure(-X) 2.541 k-ft 10.186 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.2485 X Flexure(+Z) 2.525 k-ft 10.160 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.2485 X Flexure(-Z) 2.525 k-ft 10.160 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1945 1-way Shear(+X) 15.981 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1945 1-way Shear(-X) 15.981 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1940 1-way Shear(+Z) 15.939 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1940 1-way Shear(-Z) 15.939 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2826 2-way Punching 46.434 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.6386 0.6386 n/a n/a 0.426 X-X,+D+L+H 1.50 n/a 0.0 1.366 1.366 n/a n/a 0.911 X-X,+D+Lr+H 1.50 n/a 0.0 0.6386 0.6386 n/a n/a 0.426 X-X,+D+S+H 1.50 n/a 0.0 0.9507 0.9507 n/a n/a 0.634 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.184 1.184 n/a n/a 0.789 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.418 1.418 n/a n/a 0.945 X-X,+D+0.60W+H 1.50 n/a 0.0 0.6386 0.6386 n/a n/a 0.426 X-X,+D+0.70E+H 1.50 n/a 0.0 0.6386 0.6386 n/a n/a 0.426 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.184 1.184 n/a n/a 0.789 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.418 1.418 n/a n/a 0.945 X-X,+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 1.418 1.418 n/a n/a 0.945 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3832 0.3832 n/a n/a 0.256 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3832 0.3832 n/a n/a 0.256 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.6386 0.6386 0.426 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.366 1.366 0.911 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.6386 0.6386 0.426 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.9507 0.9507 0.634 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.184 1.184 0.789 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.418 1.418 0.945 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.6386 0.6386 0.426 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.6386 0.6386 0.426 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.184 1.184 0.789 Z-Z,+D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a n/a n/a 1.418 1.418 0.945 Z-Z,+D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.418 1.418 0.945 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3832 0.3832 0.256 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.3832 0.3832 0.256 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 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding 28 of 28