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Home My WebLink AboutMiscellaneous Plans 2005-1-12 ~ .... / /, .. ! ;.~ " ~{. " CITY OF SPRINGFIELD Development Services Department Building Safety Division Residential Plan Review JOB ADDRESS: 4\QD-\-Jrt.C\,IL ~ CITY JOB#: C!.t>- 51.'1 OWNER: ~ \~ PHONE: 11.lo'LC\lL6 CUI' :..MCfOR: PHONE: Items listed below (If any) and those marked in red directly on the ".t',p<u..ed permit . docinnents are incorporated into this project in addition to any ~ents appearing on the construction plans and the City standard document entitled "Single Family and Duplex Construction Most Commonly Missed Items". f,. c.,u""',p:...ding num~ is marked on your plans fo~ any items listed.below where applicable. 0 All references are to the 2000 Oregon Stan:: One and Two Family Dwelling Specialty Code, (1998 International One and Two Family Dwelling Code as amended by the State of Oregon unless noted otherwise.. A copy of this code may be obtained from the Building Tech Bookstore, Inc., 8020 S.W. Cinus Dr. Beaverton, Oregon 974008-5986 . Your signature on the Building Permit is an lI&.............ent that all items will be installed or c.,u""~..J, and that all work on this . project will comply with applicable codes. ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS,. SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING. SAFETY CODES. OR OF ANY OTIIER ORDINANCE OF THE CITY OF SPRINGFIELD. po ANS REVIEWED rr. . F ~"- PHONE, ,Y(,-S4'<'l\ . S~. f\ ~\"\eJ CO/0 'STll-vGT \0 0. ~\J \ CU=::MS/J~ C-l-\E(JCU ST. r KEATING ENGINEERING LLC t ...o...cr I'C.LO"~I..EAF DE'LUX15 II """",,,,"SEE. t!>EL.Ov,! SCOPe ENGINeeRING FOR DUPLEX MLUKE OES1"'~S, "l:NC. DESIGNER I STEVE KEATING . . 141001 ,01/13/05 THU 11:41 FAX 5417289995 , ..j ,f . ., _,; IKEATING ENGINEERING LLC ~ -== I1S8WEST B.STREET SUITE 'P' , . =:= ISPRlNGFIElD - OREGON . 97477 =- -IPHONE 541-728-9995 FAA 541.-.72S-991l6 . emaU: ',' keetinAeng@msn.com tl [ 't j DATe PROJECT NO """'""" 1/1212005 I I STRUCTURALCALCULA TIONS u i f: ! " , .~. i , t ~ I PRQ,,1E:0T I?c:~<!RIPTION ENGINEERING FOR OFFICE REVISIONS IVALUES USED IN STRUCTURAL ANALYSIS i' i; , ~ { , t ~ , , ~~ f. i-: " .~ i -s ~: , l~ , ~ i . . FLOOR LIVE LOAD FlDOR DEAD LOAD WAU..OEA!. LOAD FLOOR CONCENTRATED LOAD ROOF: DEAD LOAD ROOF LIVE LOAD ',140 110 110 INIA 115 125 'PSF I . WIND EXPOSURE PSF I BEARING AT PIERS PSF I CONSlRucnON lYPE LBS I SEISMIC ZONE PSF I IMPORTANCE FACTOR PsF I 180 MPH 11800 ITYPE 13 I, I EXPB PSF V I 1 1 I EVALUATED USING 1997 use VALUES FOR WIND AND SEISMIC i: " ! ~ ~; ~ ! Ii, I!: ~ !i j:- ( ii. l". t ~~ & o. f!; ~ k ~ ~ t . i i ;:: I- ~i ! Ii S re " ~ u if ~ t i ~ i ,. ., SEAL .J" 012> loCA ,.1 ON : PAIU'.~\ * 2 P\^T=lI:"2~c:;-p-i~ 5=>RlfJ/~RI=I 1/ \ A~\E f..("jlN.l\f I OR. tJ)12\..\F"~42112 r tAMEUJA ' t;:OI.lTl2M"_"\I\l<' : . . DJAI-lt; 'Kl.11 t.HTS RllJ.JJ>':=R , . .. /1Jo'l ?2t-. - 2'1/,,0 (;v:,) ??~ -I !..hI. ."}.... :; ,; . .;,.. .' ." "' . .....1 . t t . I KEATING ENGINEERING LLC I ... 188 WEST B STREET. - . SUITE 'P" - .ISPRINGFIElD - OREGON . 974771 - I PHONE 541-726-9995 FAA 541-726-991l6 I ---: I email: keatinQen!:H~msn.com I r ; Lf r'i t' , .1 \ ., l ~ iI' \1YJL PROJECT II M LUKE DESIGNS DUPLEX ADDRESS I SEE COVER SHEET .' ' ' SCOPE LATERAL AND GRAVITY LOADS FOR DUPLEX STRUCTURE DESIGNER Steve KeatinQ .., ., &' I I (l'Hlf,nL I DATe ' I 1/27/2003 I PROJECT NO I i REVISED 1 n?-\1i~v-J" !,,:<;IT!.) z.~ (IL~S~ '1tt~.\/') I i I A I i , 4ll2.- I i c; ( ! i ~. .- . I ( . ----_.- ".. , ,.. '--.1 , ~ Ii " .- . k ~I C b"i /L'I'.J~\IJ) ";'\\,-"'"0 r () VH (Z.UO fJt.? 71-t.~-.J) -- 4~t 4ft l\o} i-J -\0 O(~ JII/' ,...lI1"\L)1'{f .".... ,/ ,-J::;li\f':"J.\ Y'1'?1 ~ [.r:. e \ ~O"J,II ,qll~./ .. B '--'; j1 r .);\ ~ D>o~\;\,) r Ii PI U1\J . , IIY ,It I! l-' 1 I (--"- -'--_.---~' / f4 'r- -- -.. . - i I " J 'j 1\ ... ). .:- <1 y'q , .-I. T i I u " ., } oJ J .... ~ :. ~ 1 , j j , ~ ---'---"---- , , t. T. _. KEATING ENGINEERING LLC j ""'-:-r 1M LUKE DESIGNS DUPLEX . .'j/;', ~. 188 WEST B STREET- ----..;. .h SUITE 'po --ADDRESS SEE COVER SHEET.----.-...---.._.._... _._ ".. 0 3 (/ (/ ISPRINGFIELD... OREGON.. -.. 97477 JI-- SCOPE LATERALANDGRAVITYLOADSFOR__ IOATe. ,. "'12712003 iPHONE 541-725-9995 FAA 541-725-991l6 I DUPLEX STRUCTURE IPROJECTNO I I lemail:""" --- - '.. keatinQeng@msn.com II DESIGNER 'S1:eyeKeating_. "".. I REVISED I F . -- -= ...........------------.. .---.:-. 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".. ~_._-._- - . . --------..;.---:----.-.---.-..--.-.---.--- - -'-- .-.__.~-_...._.._-._. .---.--. jd ~ .- .._---.,...----.-.~--- --. -----..----. -_.~-- CD 1$0 r t,v' J::T ,. , ';~ (to ~~~ ""1~ \ '?-I~~~u'If(.:H~~~~ __ _ I W kf.: .:IC~,w,_ - .-- .-.--'- ~.----~-==-..~. lE.( t!- F-',:::: _.=:=.~=:.:::.:::_ .:.:. . . j~t~i~~~~-~~l;~~~~~---~ Iyo~)u -- ~'--~;.G- O' "t-..----- (Y-,l;q'\I--*~._-- L_..: - ---:.. . ,". _.~. =:::...:...___. _ '-:':___:'-'=':-:--:::::.-::::=::=~--- eLN'7il~ ....--.- U --.___'n '..___._,__._.. ':"~.-." '_'_.___._. .-;:-----_ .. ."---. ----.j--~---,---,- .-.-..-----'0- .__--:_:_......~._.._. _.._______ ~.. ~~'.. ~~M~..:__~~~'::~~.H.~:~__.~:.::=.:--;~-=:::::==~~=:__+ _::::_:.. H ;~~:~:~;~~;=--::.:::~~~]~~;~=__ ..-:'(~-~@..~~~:l~____..___. _. .____ . ~',' ... _ I n_..___________ . - ------- .--- '-. , ---- ..------... -~ -~._. '-'_""_U'__. .,...---.._--~._-- . '.- -_"'_~_n_ _". ..-------.------.----- ".-.'- _.~--_... . ---_.~ -----. .--. -------~ .. .-~::::: :.::::=:.==:~:::;::::: u - -- -.: L::=:::::::~=::: ~i::::::.-u ,__ m..____~~ .'_._ ___ -~..-._-_.-._-, -".~__,"u._.. ,_.~ "___.._._. _0_._._._. ___. ~_ ,.. , Project: M LUKE DESIGNS DUPLEX LANE COUNTY OREGON DUPLEX HALF ..-, SEISMIC LATERAL FORCES ZONE 3 APPLICATIONS FOR BASE SHEAR AND EQUIPMENT SUPPORT PER OSSC 16 IV """"",, ~",w,., ~ ,. ",~I'" '"' Co ]1 maximum V=2.5C.IW/R Cv= O. minimum O.llC.lw R= 5.50 1= 1.25 c.= . SHEAR LOADING roof area overhang area top floor perimeter wall top floor interior wall top floor area included live load special lower floor perimeter wall lower floor interior wall lower floor area included live load special loads base Ivl fir perimeter wall base level fir interior wall base floor area included live load special loads 990 sq ft 180 sq ft 108 If 82 If 680 sq ft o Ibs u Ibs 140 If 38 If 530 sq ft o Ibs o Ibs o If o If o sq ft o Ibs o Ibs o Vdesign= I Vmax= V_=I V used= , T=I U.b4tstlIW b.204SJW O.0495IW O.2()4~lW u. TO~llsec roof diaphragm weight overhang weight exterior wall weight interior wall weight floor diaphragm weight special load weights included live load top floor height lower floor height base floor height I shear to 1st floor roof ;hear to lower floor diaphragm shear to base level diaphragm SIMPLIFIED Fx=3.0C.Wi/r for ea story! 0.196364IW shear to roof diaphragm BASE SHEAR shear to top floor diaphragm shear to lower floor diaphragm shear to base level diaphraQm LATERAL 'pdes=apC.lplRp(1 +3hxlhr)= I FORCE ON FpMAX = 4.0C.lpWp c I COMPONENTS FpMlN = 0.7 C.lpWp = I AND Fpuoedx Impottancofo_ EQUIPMENT. 0.2ooolwp 1.8000IWp 0.31501Wp 0.39375 Wp where ap= 1.00 I hx=----n hr=~ Rp = 2:.QQJ ". , . Page: Date: . Pro; no: 030003 1/27/2003 rool nelgnt ~LU n I top floor height 8 fl lower floor height 8 ft base floor height 0 ft .10 psf 8 pst 8 pst 8 pst 10 o pst pst 8 ft 8 ft Oft 2475" 6937 Ibs 8167 Ibs 8167llbs 4327 Ibs 5657 Ibs 6837 Ibs 6837 Ibs Project: M LUKE DESIGNS DUPLEX LANE COUNTY OREGON DUPLEX HALF SHEAR WALL DESIGN (UPPER) Plywood sheathed panels with hold~own restraint FRAMED TO ADJACENT FLOOR OR WALL Shear wall no: IN/A Shear wall location: . UPPER PARTY WALLS Input parameters: design wall length: design wall height: react. from above: shear from above: in-plane stlear: 34FT 8FT o LBS LBS 3600 LBS applied DL from roof: , applied DL from walls: applied DL from floors: applied LL from roof: applied LL from walls: I' applied LL from floors: Shear panel data: I unit shear: I comer forces: I 105!PLF -6831 LBS see design evaluation below UPLIFT DESIGN: ... Page: I Dale: I Proino:1 030004 I 1/27/20031 J J 40 LBS 80 LBS o LBS o LBS o LBS o LBS j TYPICAL SHEAR PANEL SHEATHING: Y.z" COX PL YWD OR 7/16" OSB SHTG. NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON MINIMUM SHEAR PANEL FIELD NAILING: 8d COM. NAILS AT MINIMUM SHEAR PANEL EDGE NAILING: 8d COM. NAILS AT STUD DIMENSIONS AND SPACING (#2 D FIR): 2X4 CHORD LUMBER (#2 D. FIR) fX4 BOTTOM PLATE MEMBER (#2 D FIR): \2X4 NAILING OF BOTTOM PLATE TO FLOOR: 16d COM. NAIL AT 1 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONT PLATE , j HOLD-DOWN HARDWARE: NOT REQUlRED N/A ATTACHMENT: N/A "", 1ISIDE(Sl 6INO.C. 6INO.C. 16INO.C. 16fIN O.C. , IINO.C. Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 _ (541) 726-9995 . Project M LUKE DESIGNS DUPLEX LANE COUNTY OREGON DUPLEX HALF SHEAR WALL DESIGN Plywood sheathed panels with hold-down restraint Concrete orade beam des ion for base restraint Shear wall no: ISW1 (TWO SEGMENTS) Shear wall location: REAR WALL OF GARAGE Input parameters: design wall length: design wall height: react. from above: shear from above: in-plane shear. soil bearino: _ Foundations: Shear panel data: I Grade beam length: I Grade beam design: DESIGN: SW1 4.5 FT 8FT o LBS 933 LBS 1667 LBS 1000 PSF applied DL from roof: applied DL from walls: applied DL from floors: applied LL from roof: applied LL from walls: applied LL from floors: footing width: 15 IN footing depth: 7 IN wall width: 8 IN wall depth: 24 IN depth of steel from bottom of g. rade bm: I depth of steel from tOD of orade bm: -030005 Page: I I Date: I 1/27/2003 Proi no: i J 170 LBS 80 LBS 30 LBS ' 250 LBS o LBS 200 LBS depth of footing embedment: 12 IN reinforcing grade: 60 KSl reinforcing bar size: 4 number of bars 1 area of steel: I 0.19625 sa IN rho: I 0.00102 1 J 91feet in Diane of shear wall measured about center of corner force aDDlication 311N 2 IN 577\PLF 4150lLBS see design evaluation below uDlift and bearino unit shear. I comer forces: I self weight of foundation: I weight of imposed DL: , design line LL on foundation: , allowable uplift resistance: actual bmo lenoth (Cd 1.33\: 297 PLF 280 PLF 100 PLF 451 'PLF .5 FT allowable bearing: I actual uolift lenoth: I moment capacity: I required moment: I 122871LB FT 4668' LB FT 13331LBS 91FT TYPICAL SHEAR PANEL SHEATHING: 17/16" OSS SHTG I 1 NUMBER OF FACES (ONE SIDE OR mo SIDE): INSTALL SHTG ON 1 SIDEtS) , MINIMUM SHEAR PANEL FIELD NAILING Sd NAILS SIIN O.C. MINIMUM SHEAR PANEL EDGE NAILING Sd 2 IN O.C. MINIMUM STUD DIMENSIONS AND SPACING 2X6 MIN STUDS 2~iN O.C. CHORD LUMBER AT HOLD.DOWN LOCATIONS 4X6 #2 0 FIR , WALL PLATES AT TOP 2X6 DOUBL PER CODE WALL PLATES AT BOTTOM MATCH STUDS SINGLE PER CODE NAILING OF BOTTOM PLATE TO SILL f6d NAILS AT SUN O.C. BOLTING OF MUD SILL TO FOUNDATION/ Yo" X 10" A.B. ATI 26 IIN O.C. NAILING OF TOP PLATE TO TRUSS ,NA I HOLD.DOWN aAACKET: I SIMPSON IHD6A I BOLTING OF HOLD.DOWN TO FOUNDATION:' SIMPSON, S., I D.<.O I USE 7/S" NUT COUPLER AND 7/S" ALL.THREAD TO EXTEND HOLD.DOWN TO ANCHOR Project: M LUKE DESIGNS DUPLEX LANE COUNTY OREGON DUPLEX HALF PERFORATED SHEAR WALL ---.ltlflr,M~ Plywood sheathed panels with openings included ..~ DesiQned per American Plywood Association #157 (199 Proi no: I Shear wall no: I SW2 REAR WALL Shear wall location: PERIMETER WALLS AT LOWER FLOOR wind stagnation pres. I coCoa. at h<20' =I Input parameters: Uesign wall length: I lesign wall height: "eact. from above: shear from above: in-plane shear: F actors for AP A equations opening lengths opening areas wall area a B r F Shear panel data: I unit shear: I corner forces: 14.4IPSF 23.5 FT 8FT o LBS 1866 LBS 2014 LBS I applied DL from roof: applied DL from walls: applied DL from floors: applied LL from roof: applied LL from walls: aDolied LL from floors: 10 total length of door and window openings (feet) 40 total area of openings (sq It) 188 (sq ft) 0.21 area of openings/area of wall (sq It) 0.57 summation of full height seclionsfwalllength 0.73 area factor 1 / (1 +afB) 0.4737 reduction coefficient for wall rfl3.2r) 348IPLF -15871LBS see design evaluation below uolift and bearina ) , -l 170 LBS. 160 LBS: 13q LBS 425 LBS o LBS 520 LBS I J DESIGN I SW2 , TYPICAL SHEAR PANEL SHEATHING: Yo" CDX PL YWD OR7/16" OSB SHTG; NUMBER OF FACES (ONE SIDE OR TWO SIDE): MINIMUM SHEAR PANEL FIELD NAILING: MINIMUM SHEAR PANEL EDGE NAILING: STUD DIMENSIONS AND SPACING (#2 D FIR): CHORD LUMBER (#2 D. FIR) BOTTOM PLATE MEMBER (#20 FIR): DRAG STRUT/COLLECTOR AT TOP OF WALL: CONNECT BLOCKING AT TOP TO DIAPHRAGM HOLD.DOWN HARDWARE: INSTALL SHTG ONI Sd COM. NAILS AT I Sd COM. NAILS AT 2X6 STUD DOUBLE I USE TOP PLATE I NOT REQUIRED I MAY SUBSTITUTE 16 GA X 2" STAPLES AT 3" O.C. FOR PANEL EDGE NAILING MAY SUBSTITUTE 16 GA X 2" STAPLES AT 6" O.C. FOR FIELD EDGE NAILING '., 1ISIDE(S) SIIN O.C. 4INO.C. 24 IN a.c. 2X6 2X6 J Keating Engineering LLC -188 West 8 Street - 81dg P - Springfield - Oregon - 97477 _ (541) 726-9995 Project: M LUKE DESIGNS DUPLEX lANE COUNTY OREGON DUPLEX HALF PERFORATED SHEAR WALL 030007 : Plywood sheathed panels with openings included Date: I 1/27/20031 DesiQned oer American Plvwood Association #157 119'- Proi no: I I Shear wall no: I SW2 SIDE WAlL Shear wall location: PERIMETER WAlLS AT LOWER FLOOR wind stagnation pres. I CaCaO. at h<20' =1 Input parameters: 'Iesign wall length: I lesign wall height: "eact. from above: ,hear from above: in-plane shear: Factors for AP A equations opening lengths opening areas wall area a B r F Shear panel data: I unit shear: 1 comer forces: , DESIGN 1 SW2 14.4IPSF 28 FT 8FT o LBS 1800 LBS 1200 LBS .. applied oL from roof: I applied DL from walls: applied oL from floors: , applied LL from roof: applied LL from walls: aODlied LL from floors: , 10 total length of door and window openings (feet) 40 total area of openings (sq ft) 224 (sq ft) 0.18 area of openings/area of wall (sq ft) 0.64 summation of full height sectionslwalllength 0.78 area factor 1/ (1 +a1B) 0.5455 reduction coefficient for wall r1!3-2rl 1961PLF -10321LBS see design evaluation below uolift and bearina J 20'LBS 160 LBS 20 LBS 50 LBS o LBS 80 LBS J TYPICAL SHEAR PANEL SHEATHING: Yz" COX PLYWD OR 7/16" OSB SHTG. NUMBER OF FACES (ONE SIDE OR TWO SIDE): MINIMUM SHEAR PANEL FIELD NAILING: MINIMUM SHEAR PANEL EDGE NAILING: STUD DIMENSIONS AND SPACING (#2 0 FIR): CHORD LUMBER (#2 D. FIR) BOTTOM PLATE MEMBER (#20 FIR): DRAG STRUT/COLLECTOR AT TOP OF WALL: CONNECT BLOCKING AT TOP TO DIAPHRAGM. HOLD.DOWN HARDWARE: INSTALL SHTG ONI 3d COM. NAILS AT I 3d COM. NAILS ATI 2X6 STUDI DOUBLE I USE TOP PLATE NOT REQUIRED I MAY SUBSTITUTE 16 GAX2" STAPLES AT 3" O.C. FOR PANEL EDGE NAILING MAY SUBSTITUTE 16 GA X 2" STAPLES AT 6" O.C. FOR FIELD EDGE NAILING ... 1 SIDE(S) 3INO.C. 4 fNO.C. 24 IN O.C. 2X6/ 2)(61 Keating Engineering LLC -188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995 I Project: MLUKEDESIGNSDUPLEX PERFORATED SHEAR WALL . I O~HI(1.D.R- I LANE COUNTY OREGON Plywood sheathed panels with openings included I Date: 11/27/20031 OUPLEX HAlF DesiQned per American Plvwood Association #157 1199 Pro; no: I I , . Shear wall no: sm UPPER FRONT Shear wall location: PERIMETER WALLS AT UPPER FLOOR wind stagnation pres.ICoCoO. at h<:~~ 14AlPSF Input parameters: lesign wall length: fesign wall height: react. from above: shear from above: in-plane shear: ~ 40 FT 8FT o LBS LBS 1866 LBS Factors for AP A equations opening lengths opening areas wall area a B r F applied DL from roof: applied DL from walls: applied DL from floors: applied LL from roof: applied LL from walls: applied LL from floors: . 16 ' total length of door and window openings (feet) 50 total area of openings (sq ft) 320 (sq ft) 0.16 area of openings/area of wall (sq ft) 0.60 summation of full height sectionsiwalllength 0.79 area factor 1/ (1+a1B) 0.5614 reduction coefficient for wall r1(3.2rl Shear panel dala: I unit shear: I comer forr,e~. 82 PLF .3376 LBS see design evaluation below u lift and bearino DESIGN / SW3 1 iiu'l.BS 80 LBS 50 l!~S 425. LBS o LBS 520 LBS TYPICAL SHEAR PANEL SHEATHING: '1." COX PL YWD OR 7116" OSB SHTG. NUMBER OF FACES (ONE SIDE OR TWO SIDE): MINIMUM SHEAR PANEL FIELD NAILING: MINIMUM SHEAR PANEL EDGE NAILING: STUD DIMENSIONS AND SPACING (#2 0 FIR): CHORD LUMBER (#2 D. FIR) BOTTOM PLATE MEMBER (#20 FIR): INSTALL SHTG ON I 8d COM. NAILS AT I 8d COM. NAILS ATI 2)(6 STUD I DOUBLEI DRAG STRUT/COLLECTOR AT TOP OF WALL: CONNECT BLOCKING AT TOP TO DIAPHRAGM: HOLD.DOWN HARDWARE: USE TOP PLATEI USE H2.5 EA TRUSS NOT REQUIRED I MAY SUBSTITUTE 16 GAX2" STAPLESAT4~ O.C. FOR PANEL EDGE NAILING MAY SUBSTITUTE 16 GAX2" STAPLESAH" O.C. FOR FIELD J .., 1/SfDE(S) 8INO.C. ~ INO.C. 24 IN O.C. 2)(61 2)(61 ~JNO.C. I Keating Engineering LLC -188 West B Street - Bldg P - Springfield _ Oregon _ 97477 _ (541) 726-9995 Project: M LUKE DESIGNS DUPLEX LANE COUNTY OREGON DUPl EX HALF PERFORATED SHEAR WALL I 03nrt.o.~ Plywood sheathed panels with openings included I Date: I 112712003 Desioned per American Plvwood Association #157 (198 Proi no: I Shear wall nO:/SW4 UPPER REAR Shear wall location: PERIMETER WALLS AT UPPER FLOOR wind stagnation pres. I cocoa. at h<20' =I Input parameters: lesign wall length: lesign wall height: "eact. from above: shear from above: in-plane shear. Factors for AP A equations opening lengths opening areas wall area a B r F Shear panel data: I 14.4IPSF 40 FT 8FT o LBS LBS 1866 LBS applied DL from roof: I applied DL from walls: applied DL from floors: applied LL from roof: applied LL from walls: aPDlied LL from floors: 18110tallenglh of door and window openings (feet) 52 total area of openings (sq fl) 3201 (sq ft) 0.16 area ot openings/area otwall (sq ft) 0.55 summation offull height sectionslwalllength 0.77 area factor 1/ (1+a1B) 0.5301 reduction coefficient for wall r{(3-2rl unit shear. I 871 PLF comer forces: I -33761 LBS see design evaluation below uolift and bearino . j 170"LBS 80 LBS 50 LBS 425 LBS o LBS 520 LBS DESIGN 1 SW4 TYPICAL SHEAR PANEL SHEATHING: .y," COX PL YWD OR 7116" OSB SHTG. NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON I 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING: 8d COM. NAILS AT I 8 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING: 8d COM. NAILS AT I 6 IN O.C. STUD DIMENSIONS AND SPACING (#2 0 FIR): 2X6 STUDI 24 IN O.C. CHORD LUMBER (#2 D. FIR) DOUBLE I 2X6 BOTTOM PLATE MEMBER (#2 0 FIR): I 2X61 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONNECT BLOCKING AT TOP TO DIAPHRAGM: HOLD-DOWN HARDWARE: USE TOP PLATE USE H2.5 EA TRUSS NOT REQUIRED MAY SUBSTITUTE 16 GA X 2" STAPLES AT 4" O.C. FOR PANEL EDGE NAILING MAY SUBSTITUTE 16 GA X 2" STAPLES AT 6" O.C. FOR FIELD NAILING .., IINO.c. 1 Keating Engineering LLC -188 West B Street - Bldg P - Springfield - Oregon - 97477 _ (541) 726-9995 Project: M LUKE DESIGNS DUPLEX LANE COUNTY OREGON DUPLEX HALF PORTAL FRAME DESIGN plywood or OSB panels with hold-oown restraint Concrete orade beam desion for base restraint Portal frame no: IPF101 Location: FACE OF GARAGE Input parameters: design length: 1 left side segment I right side segment I design panel height: 1 dist DL from above 1 dist LL from above I applied lateral force: I Foundations: Shear panel data: Grade beam design: Portal beam design 910 1 footing width: I footing depth: I wall width: I wall depth: I Lateral force aPDlied: I 13.21 Ft end-to-end 2 FT (PANEL A) 21 FT (PANEL B) 71FT 60lPLF 50 PLF 1300lLBS 1211N 61'N 6 IN 12j1N ~rade bm: I depth of steel from top of orade bm: I unit shear: , comer forces: I I 910lLBS soil bearing: applied DL from roof: applied DL from wall: applied DL from floors: applied LL from roof: applied LL from floors: uplift oenerated bv wind , n :~ (1(, ! I} page:l Date: 1127/2003 Proi no: I - I J lOoolPSF 40 PLF 40 PLF o PLF 100 PLF o PLF 90 PLF depth of footing embedment: I 12 IN reinforcing grade: I 60 KSI reinforcing bar size: 1 4 number of bars I 2 area of steel: 1 0.3925 sa IN rho: I 0.00595 311N 3 IN 325 PLF 1790 LBS maximum uplift (dead load restraint only) 1746 LBS maximum bearino (jncludino all oravitv loads I self weight of foundation: I weight of imposed DL: I design line LL on foundation: I allowabl.e uplift resistance: I actual bmo lenoth (Cd 1.331: 150 PLF 80 PLF 100 PLF 220 PLF 2 FT moment capacity: I required moment: I allowable bearing: 1 actual uDlift lenoth: I moment induced by lateral forces I bending moment with 1/2 wind and full snow loads bendino moment with full wind and 1/2 snow loads 1 uniformly distributed Io.d DOrta! beam - IP 9.2 ft span Pl.F 345ILB FT 13361LB FT 1244ILB FT 10466ILB FT 1821 LB FT 1000lLBS 81FT maximum connection forces 1746.27 bearing (increased by LL and DL) 1790 tension (reduced by DL) 7 IP ft IP - panel - height PANEl A PANEl. S ... I ... Member requuirements (glue-lam beams) 0.30667 in. maximum beam deflection DESIGN fb DESIGN tv Cd 875 PSI 95 PSI 1.15 .,. s=1 15.93lin' a= I 16.611 in2 1= 61.30 in' USE 4X12 #20 FIR (MIN) USE "SIMPSON" PA51 AT BASE AND /2) LSTA24 AT TOP CONNECTIONS IUSE y," COX PLYWOOD OR 7/16" OSB OR :liB" (NET) T-1-11 NAILED Bd AT 3" O.C. ALL EDGES AND B" O.C. IN FIELD, WITH 4X6 CHORDS AND BLOCKING Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 . (541) 726-9995 " r I , l' 5 5 5 x X X 4.37 min 3.32 min 5.19 min Keating Engineering LLC. 188 West B Street. Springfield. OR. 97477 Tel: (541) 728.9995 Fax: (541) 728.9998 email: KEATING ENGINEERING. COM LUKE DUPLEX B101 Prepared by: SK QWf!I. CDnditiDns I 5.1I8x 12 GLB 24F-V4 DFIDF Date: 1/27/03 BASE Fb = 2400 '030011 BeamChek 2.2 ADJ Fb = 2760 Min Bearing Area R1 = 8.9 in> R2= 8.9 in> DLDefl 0.11 in Suggested Camber 0.16 in " Beam Span 12.0 ft Reaction 1 5760 # Reaction 1 LL 3960# Beam WI per ft 14.94# Reaction 2 . 5760 # Reaction 2 LL 3960 # Beam Weight 179 # Maximum V 5760 # Max Moment 17279 '# Max V (Reduced) 4800 # TL Max Defl LI 240 TL Actual Defl LI 428 LL Max Defl L/360 LL Actual Defl LI 622 Section c.n>) Shear (in') TL Defl (in) LL Defl 123.00 61.50 0.34 0.23 75.13 32.95 0.60 0.40 OK OK OK OK 61% 54% 56% 58% Data AI/ributes Actual Critical Status RatiD Fb (pSi) Fv (psO E (psi x mil) Fc.L (psO Values Base Values 2400 190 1.8 650 Base Adjusted 2760 219 1.8 650 Ad/ustments CvVolume 1.000 Cd DuratiDn 1.15 1.15 Cr Repetitive Ch Shear Stress em Wet Use BeamChek has aulomatically added the beam self-weight into the calculations. Loads Unilonn TL: 200 = A UnifDnn LL: Par Unif LL 500 160 Par Unif TL H = 745 I I I .6 R1 = 5760 H Unifonn Load A J J 6 R2 = 5760 SPAN = 12 FT Unilonn and partial unifonn loads ,,-re Ibs per lineal fl '-, Start o End 12.0 Keating Engineering LLC. 188 West B Street. Springfield. OR. 97477. Tel: (541) 726.9995 Fax: (541) 726-9996 email: KEATlNGENGINEERING.COM LUKE DUPLEX B102 Prepared by: SK ~ Conditions I 4x 8 DF-L #2 '91 NDS Min Bearing Area Beam Span Beam WI per fl Beam Weight Max Moment TL Max Den. LL Max Den Section (in') 30.66 18.86 OK 62% Data Attributes Actual Critical Status Ratio Date: 1127/03 BASE Fb " 875 R1= 2.5 in> R2= 2.5 in> DL Den <0.01 in. 4.5 fl Reaction 1 1589 # Reaction 1 LL 6.17 # Reaction 2 1589 # Reaction 2 LL 28 # Maximum V 1589 # 1787 '# Max V (Reduced) 1162 # LI 240 TL Actual Den LI > 1 000 LI 360 LL Actual Den LI > 1 000 Shear (in>) TL Den (in) LL Den 25.38 0.04 0.03 18.35 0.22 0.15 OK OK OK 72% 16% 19% Fb (psi) Fv (psi) E (psi x mil) Fc.l (psi) Values Base Values 875 95 1.6 625. Base Adjusted 1138 95 1.6 625 Adiustments CF Size Factor 1.300 Cd DuratiDn 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self.weight into the calculations. LDads Uniform TL: 700 = A 560 I I 6 R1 = 1589 UnifDrm LL: Uniform Load A j J 6 R2 = 1589 SPAN = 4.5 FT Uniform and partial uniform loads ~re Ibs per lineal fl '.. 030012 BeamChek 2.2 ADJ Fb '= 1138 1260# 1260# 03U013 Keating Engineering LLC. 188 West B Street. Springfield. OR. 974n Tel: (541) 726-9995 Fax: (541) 726-9998 email: KEATINGENGINEERJNG.COM LUKE DUPLEX B103 Prepared by: SK ~ Conditions ~ Attributes Actual Critical Status Ratio ~ Adiustments LDads Date: 1/27/03 BASE Fb = 2400 BeamChek 2.2 ADJ Fb = 2400 ] I 5-1/ax 12 GLB 24F.V4 DFIDF Base Values Base Adjusted Cv Volume Cd DuratiDn Cr Repemive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self.weight into the calculations. Min Bearing Area Beam Span Beam WI per II Beam Weight Max Moment TL Max Deft LL Max Deft Section (in-') 123.00 59.85 OK 49% Rl= 6.1 in-' R2= 6.1 in-' DL Deft 0.05 in Suggested Camber 0.08 in I 12.0 It Reaction 1 3990 # Reaction 1 LL 3120 # 14.94 # Reaction 2 3990 # Reaction 2 LL 3120 # 179 # Maximum V 3990 # 11969 '# Max V (Reduced) 3325 # Ll240 TL Actual Deft Ll618 L / 360 LL Actual Deft L / 790 Shear Qrt') TL Deft (in) LL Deft 61.50 0.23 0.18 26.25 0.60 0.40 OK OK OK 43% 39% 46% Fb (psi) Fv (psi) E (psi x mil) 2400 190 1.8 2400 190 1.8 . 1.000 1.00 Fc.!. (pSi) 650 650 1.00 UnifDrm TL: 650 = A Uniform LL: 520 4-( f,.wl ~~ 9101 ~1'lo ~~ Uniform Load A A1" w-\t1ll/.J woM/ ~uno n (,~~ k (~~9) SPAN = 12 FT C7 Uniform .and partial uniform loads a.re Ibs per fineal II. ... -030014 Keating Engineering LLC - 188 West B Street - Springfield. OR. 97477 Tel: (541) 726-9995 Fax: (541) 726-9998 emaii: KEATlNGENGINEERlNG.COM LUKE DUPLEX B104 Prepared by: SK Choice I Conditions I (2) 2x 12 DF-L #2 '91 NOS Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Deft LL Max Den Date: 1/27/03 BASE Fb = 875 R1= 4.5 in> R2= 4.5 in> DL Deft' 0.01 in 6.5 ft Reaction 1 8.2 # Reaction 2 53 # Maximum V 4532 '# Max V (Reduced) L I 240 TL Actual Deft L I 360 LL Actual Deft TL Deft (in) 0.06 0.32 OK 19% Data Attributes Section (in') Shear (in') Actual 63.28 33.75 Critical 62.16 31.34 Status OK OK Ratio 98% 93% Fb (psO Values Base Values 875 Base Adjusted 875 Adjustments CF Size Factor 1.000 Cd Duration 1.00 Cr Repetitive Ch Shear Stress em Wet Use Fv (psi) 95 95 1.00 2789 # 2789 # 2789 # 1985# LI >1000 L 1>1000 LL Deft 0.05 0.22 OK 22% Reaction 1 LL Reaction 2 LL E (psi x miO 1.6 1.6 Fc.l (psi) 625 625 Loads BeamChek has automatically added the beam self-weight into the. calculations. Uniform TL: 850 = A (~ t \ '~ZJ ?U; Uniform Load A SPAN = 6.5 FT Uniform LL: 680 ~~ BeamChek 2.2 ADJ Fb = 875 2210# 2210# jl) foil,", ~"-J Uniform and partial uniform IDads are Ibs per lineal ft. '., . Keating Engineering LLC -188 West B Street - Springfield - OR - 97477 Tel: (541) 726-9995 Fax: (541) 726-9998 email: KEATINGENGINEERlNG.COM LUKE DUPLEX Bl05 Prepared by: SK ChDice ConditiDns Data Attributes Actual Critical Status Ratio Values Adjustments LDads / / / . . 03U015 I 3-1/8x 12 GLB 24F-V4 DFIDF Date: 1/27/03 BASE Fb = 2400 ADJ Fb = 2400 BeamChek 2.2 Min Bearing Area Rl= 8.4 in' R2= 8.4 in' DL Defl.. 0.05 in Suggested Camber 0.07 in I Beam Span 8.0 ft Reaction 1 5436 # Reaction 1 LL 3800 # Beam WI per ft 9.11 # Reaction 2 5436 # Reaction 2 LL 3800 # Beam Weight 73 # Maximum V 5436# Max MDment 10673'# Max V (Reduced) 4077 # TL Max Defl II 240 TL Actual Defl LJ 622 LL Max Defl LJ 360 LL Actual Defl LJ 890 Section (in') Shear (in') TL Defl (in) LL Defl 75.00 37.50 0.15 0.11 54.36 32.19 0.40 0.27 OK OK OK OK 72% 86% 39% 40% Fb (psi) Fv (psi) E (psi x mil) Fe.!. (psi) Base Values 2400 190 1.8 650 Base Adjusted 2400 190 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress em Wet Use BeamChek has automatically added the beam self-weight into the calcula1ions. Uniform TL: 1140 = A Uniform LL: 950 Par Unif TL H=210 End 8.0 Start o I I I 6 Rl = 5436 r fl~ 10" Cuvv-.l /0'5 H Uniform Load A SPAN=8FT Uniform and partial uniform loads are Ibs per lineal ft. ... , . -03U016 . Keating Engineering LLC -188 West B Street - Springfield - OR - 97477 Tel: (541) 726-9995 Fax: (541) 728-9998 email: KEATINGENGINEERlNG.COM LUKE DUPLEX ENTRY PORCH IF SUPPORTING TRUS Prepared by: SK Date: 1127/03 ChDice I 3-1/8x 10-1/2 GLB 24F-V4 DFIDF Conditions Data Attributes Actual Critical Status Ratio Min Bearing Area Beam Span Beam Wt per fI Beam Weight Max Moment TL Max Dell LL Max Dell Section (in') 57.42 47.58 OK 83% BeamChek 2.2 BASE Fb = 2400 ADJ Fb = 2760 Rl= 5.6 in' R2= 5.6 in' DL Dell'. 0.20 in Suggested Camber 0.30 in 12.0 fI Reaction 1 7.97 # Reaction 2 96 # Maximum V 10944 '# Max V (Reduced) L 1 240 TL Actual Dell L 1 360 LL Actual Dell Shear (in') TL Dell (in) 32.81 0.52 25.04 0.60 OK OK 76% 87% 3648 # 3648 # 3648# N/A L/ 276 L/447 LL Dell 0.32 0.40 OK 80% 2250 # 2250 # Reaction 1 LL Reaction 2 LL Fb (psi) Fv (ps~ E (psi x mil) FcJ. (ps~ Values Base Values 2400 190 1.8 650 Base Adjusted 2760 219 1.8 650 Adjustments Cv Volume 1.000 Cd DuratiDn 1.15 1.15 Cr Repetitive Ch Shear Stress em Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 600 = A Uniform LL: I , ~ . Rl = 3648 Un~orm LDad A 375 I I 6 R2 = 3648 SPAN = 12 FT Un~orm and partial un~orm loads are Ibs per lineal fl. .., . Keating Engineering LLC -188 West B Street - Springfield - OR - 974n Tel: (541) 726-9995 Fax: (541)726-9998 email: KEATING ENGINEERING. COM LUKE DUPLEX H102 Prepared by. SK ChDice CDnditions Data Attributes Actual Critical Status Ratio Values Ad;ustments Loads I 4x 8 OF-L #2 '91 NOS. Min Bearing Area Beam Span Beam WI per It Beam Weight Max Moment TL Max Defl LL Max Defl Section (i"") 30.66 13.83 OK 45% Date: 1/27/03 BASE Fb = 875 - 030017 BeamChek 2.2 AOJ Fb = 1138 r .' R1= 2.4 in' R2= 2.4 in' DL Defl <0.01 in. 3.5 It Reaction 1 1498 # Reaction 1 LL 6.17# Reaction 2 1498# ReaClion2 LL 22 # Maximum V 1498 # 1311'# Max V (Reduced) 981 # L/240 TL Actual Defl L/ >1000 L/ 360 LL Actual Defl L/ > 1 000 Shear Qn'l TL Defl On 1 LL Defl 25.38 0.02 0.01 15.49 0.17 0.12 OK OK OK 61% 9% 11% Fb (psi) Fv (psi) E (psi x mil) 875 95 1.6 1138 95 1.6 1.300 1.00 F c.i (psi) 625 625 1.00 UnifDrm TL: 850 = A Base Values Base Adjusted CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has autDmatically added the beam self-weight into the calculations. I l 6 R1 = 1498 UnifDrm LL: 680 Uniform Load A J 6 R2 = 1498 SPAN = 3.5 FT Uniform and partial uniform loads are Ibs per lineal fl. . .., 1190# 1190# . . . Keating Engineering LLC -188 West B Street- Springfield - OR. 974n Tel: (541) 726-9995 Fax: (541) 728-9996 email: KEATINGENGINEERING.COM LUKE DUPLEX H201 Prepared by: SK Date: 1/27/03 'BASE Fb = 875 ~ CondiliDns Data Attributes Actual Critical Status Ratio 03U018 BeamChek 2.2 ADJ Fb = 1308 l I 4x 8 DF-L #2 '91 NOS Min Bearing Area Beam Span Beam WI per It Beam Weight Max Moment TL Max Defl LL Max Defl Section (in') 30.66 26.58 OK 87% Rl= 3.4 in> R2= 3.4 in' 5.5 ft Reaction 1 6.17 # Reaction 2 34 # Maximum V 2897 '# Max V (Reduced) L I 240 TL Actual Defl L I 360 LL Actual Defl Shear (in') TL Defl (in) 25.38 0.09 22.57 0.28 OK OK 89% 32% DL Defl 0.03 in 2107 # Reaction 1 LL 2107 # Reaction 2 LL 2107# 1644# L/745 L/ >1000 LL Defl 0.05 0.18 OK 30% Fb (psi) Fv (psi) E (psi x mil) Fe.!. (psi) Values Base Values 875 95 1.6 625 Base Adjusted 1308 109 1.6 625 Ad;ustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam seW-weight into the calculations. LDads Unifonn TL: 760 = A UnifDnn LL: 475 I I 6 Rl = 2107 Unifonn Load A I 1 6 R2 = 2107 SPAN = 5.5 FT Unifonn and partial unifonn loads are Ibs per lineal ft. . 1306# ' 1306# . O~(J()19 Keating Engineering LLC -188 West B Street' Springfield. OR. 97477 Tel: (541) 726-9995 Fax: (541) 728-9996 emall: KEATINGENGINEERING.COM LUKE DUPLEX TYPICAL 4X4 COLUMN Prepared by: SK Date: 1127103 BeamChek 2.2 Conditions , 4x 4 DF.{. #2 Wood Column Using values for 2x and 4x solid sawn, Dimension Lumber. NDSQl> In Grade Values J Choice Data Reaction Actual Height Unbraced dl Unbraced d2 6500# 8.0ft 8.0ft . 8.0ft Column Area Ie dl Effective Ht Ie d2 Effective Ht Ke Buckling Mode 12.25 in' 96 in 96 in 1.0 Kf c KcE FcE 1.00 0.80 0.30 638 Attributes and Values Controlling d is 3.5 inches Fc" (psi) I Base Values 1300 leld psi Area (in") Base Adjusted 568 Actual 27 531 12.25 CF Size Factor 1.15 Critical 50 568 11.44 Cd DuratiDn 1.00 Status OK OK OK Cm Wet Use 1.00 Ratio 54% 93% 93% Cp Stability 0.38 E (psi x mil) 1.6 1.6 1.00 Note: A wood plate under this column must have an Fe value, perpendicular to the grain, greater than 531 psi. ... . . . . . . Project: M LUKE DESIGNS DUPLEX LANE COUNTY OREGON DUPLEX HALF FOUNDATION GRADE BEAM Plywood sheathed panels with hold-down restraint Concrete grade beam design for base restraint (11I1r,?ii page:] Date: 1/27/2003 Proj no: I Foundation wall: I TYPICAL FOUNDATION GRADE BEAM 'spacing I'. Location: B101/1031104 bay width Olft Olft Input parameters: proposed point load: react. from above: soil bearing: depth of footing embedment 8000 LBS o LBS 1200 LBS 12 IN 12 IN applied DL from roof: applied DL from walls: applied DL from floors: applied LL from roof: applied LL from floors: 40 LBS 160 LBS 40 LBS 100 LBS 160 LBS Foundation: footing width: I 15 IN footing depth: 7 IN wall width: , 8 IN wall depth: I 24 IN depth of steel from bottom of g. rade bm: I depth of steel from top of gradebm: concrete strength: 2500 PSI reinforcing grade: 60 KSI reinforcing bar size: I 41 number of bars 3 31'N area of steel: 0.58875 sa IN 2 IN rho: 0.00307 Output: footing reserve cap: 1617.70831PLF grade beam length: I 12.95 UN FT required for point load distribution required moment I 25902 LB FT allowable moment: I 35778 LB FT allowable shearl 8160 Ibs DOES NOT CONTROL concrete Ft I 404 PSI CRACKED SECTION uplift resistance: I 5485 LBS ASSUMING UNCRACKED SECTION uplift resistance: I 6446 LBS ASSUMING CRACKED SECTION (CONT LENGTH) Maximum uDlift: I 0 LBS based on bay width of 0 FT and f.s.=1.5 Notes: steel is imbalanced at bottom of grade beam concrete strength is limited to 2500 PSI for purposes of design reinforcing grade 16 KSI soil bearing capacity is Iimled to code-specified minimum BEAM REDISTRIBUTES ROOF LOADS TO FOUNDATION, WHICH WOULD BE OF SUFFICIENT DIMENSIONS FOR DISTRIBUTED LOAD. GRADE BEAM DESIGN EVALUATES FOOTING'S ABILITY TO ACCEPT MOMENTS WHILE REDISTRIBUTING LOAD TO SOIL WITHOUT DISTRESS ... Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995 two-way shear 5167.56 LBS = one-way shear 9664 LBS = bending moment 3624 LB FT bar spacing I 121'IN oc reinforcing bar size # 4 rho I 0.003271 rho ball 0.05086571 rho max moment caoacitvl11229.6 LB FT I Ker Project: M LUKE DESIGNS DUPL>EX II LANE COUNTY OREGON DUPLEX HALF Key Number: I PIER B Location: PORCH CORNER Input parameters: applied load depth of exc. to native , footing thickness column dimensions depth to steel Fe' Fvl System Design depth to steel I actual d/2 allowable Vc reinforcing bar size # development length available development Ker Pier design INDIVIGUAL SQUARE FOOTINGS 03 (J (j 22 Cast-in-place reinforced concrete . "Oate: I 1127/2003 Proi no:1 , WIDTH I 321 REINFORCING #\ 4 I BARS LENGTH I 32 SPACING I 120CEW 5436 LBS soil allowable bearing I 1000 PSF1 1 FT footing unit weight I 100 PSF, 8 IN net soil allowable I 900 PSF, 6 IN surcharge load I 960 PSF. 3 IN above base minimum footing area: I 6.04 sa FT 2500 PSI footing dimensions (inches) I 32 EA SIDE 60 KSI actual bearino oressure I 864.438 PSF' 511N reinforcement location factor 1.00 5.5 IN reinforcement coating factor 1.00 200 PSI . reinforcement size factor 0.80 4 lightweight concrete factor 1.00 14.40 IN transverse reinforcment index 0.00 ACI inin 11.25 IN CHECK EFFECTIVE REINFORCclYlc,., ,{ATlO 1. '28 to account for reduced develooment lenoths 8.54 PSI allowable I 60.4 PSI allowable required design moment I 200jPSI , 100 PSI 6160.81LB FT I 0.038151 Notes: . Place reinforcing steel on supports 3" above base of footing unless noted provide 2" clearance from formed sides to ends of bars at sides If earth-formed sides, allow one additional inch of reinforcing bar clearance (increase pier size 2" in length and width) use 2500 psi concrete for design, 3000 psi concrete for durability use orade 60 deformed metal reinforcino bars ", Keating Engineering LLC -188 West B Street - Bldg P - Springfield - Oregon - 974n - (541) 726-9995