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HomeMy WebLinkAboutPermit Building 2001-1-29 ;.- . . I Job# 01-00083-01 I Page 1 of2 TRANS#:01-0004336 DATE:JAN 29 2001 AMT RECD:1 $ 89.00 CHANGE:$ 0.61 CASHIER: 061 ~ 225 North Fifth Street Springfield, OR 97477 CITY OF SPRINGFIELD, OREGON COMMERCIAL PERMIT City Of Springfield Community Services Division Building Safety Job Number: 01-00083-01 Office: 726-3759 Inspection Line: 726-3769 Location Of Proposed Site: 3738 Main St Spr Assessors Map#: 17023142 Lot: Block: Addition: Tax Lot #: 02406 Subdivision: Owner: Address: Arlie & Company 722 Country Club Road City/State/Zip: Eugene, OR 97401 Alteration Value: $4,050 Phone Number: 541-344-5500 Scope Of Work: Commercial garage door infill plus addtnl site work Contractor Type General Contr Contractor Registration # Expiration Date Two Feathers Contracting 2350 North Terry Space 37, Eugene, OR 97402 Phone 541-461-5733 : -~ ":l,H, . ,- '.ll....\V Land Use'. # Of B 'Id'."~" ,!.., UI mgs. _ ,'"). , i,' I:' . - ,,_, .:' .,')~ I_ . Zoning Code: .' O,<:cupancy'Groltl1:>.QO',- .-.1,,'.1 _"I""\t\rlO;J(;. Bedrooms: ",,"c,l"'~ . '_\l\"tjl!~tlSour.ce: th<, 'U\25 b~ R ~'I,.\lU' S F -.:: "t 1l~ ange: JA.-1. :,,' ",," (\h .~:, .oo~g~~:1~lap\10ne }~v .'. _ . t' ...;..;111....1. \l.~...,......._;~~t\. ,'\ot\iiCa\1U" To request an inspection call the 24 hour recording at 726-3769. AII:inspections req~e~ed befor~.?:OO a.m. will be made the same working day, inspections requested after. 7:00'a.ni'. will be made ttiefollo~ing working day. . Construction Types: Occupancy Groups: # Of Buildings: # Of Bedrooms: Handicap Access? 0 iArea (Sq, Feet) I Main: Accessory: Quad Area: # Of Units: Constr. Type: Water Heater: Framing Drywall Glu-Lam Beams Final Building Office Use Required Inspections Building - Prior to cover. - Prior to taping. -Inspection Certificate by an approved agency to be Rrovided to City Building Inspector prior to ~ - When all required inspections have been ap,p,@ve'd.a'Ra the building~~i-~8r,J;1Plete.wORK 1HIS PERMI1 SHALL ~~HIS PERM\1 IS N01 AU1HORIZED UNDE BANDONED FOR COMMENCED OR IS A NY 180DAYPERIOD. I-'Height (feet): Proposed Units: # Of Stories: Current Units: Census Code: Does not apply Total: . Job# 01-00083-01 . Page 2 of 2 Fee Paid On Receipt# Plan Check 01/29/2001 4336 Value/Quantity Fee Amount Commercial Plan Check Total Plan Check 4,050 $32.83 $32.83 Building Permit State Surcharge For Building Permit Building Administrative Fee Total Building Grand Total Building 01/29/2001 4336 01/29/2001 4336 01/29/2001 4336 4,050 $50.50 $3.54 $1.52 $55.56 $88.39 Plan Check Type Checked By Date Completed Comment Structural-C/I/P Lome Pleger 01/29/2001 By si9nature, I state and agree that I have carefully examined the completed application and do hereby certify that all information herein is true and correct, and I further certify that any and all work performed shall be done in accordance with the Ordinances of the City of Springfield and the Laws of the State of Oregon. I further state that only contractors and employees who are in compliance with ORS 701.055 will be used on tIli project. I further agree to ensure that all required inspections are request t the proper time, l~a the project address is readable from the street, that the permit card is loc ed a the front of thl 'r!P rty, and the approved set of plans will remain on the site at all times dur' g COni~tion'1 {l 01 ltT i,) Signature\,; " -~ Oat' / - - - -----.- KEATING ENGINEERING L L C 188 WEST B ST. - BLDG P SPRIt-ISFIELD. OR 97477 .VOiCE.....t54ifi2(;::999i1 FAX.........-!54iiii6-9996- email keatinqeng@msn.com . . January 25, 200 I City of Springfield 225 Fifth Street Springfield, OR 97477 Re: infills I tenant improvements at 3738 Main Street Please not the following revisions to the drawings for the above project: I. The owner is electing 10 infill two overhead doors on the north wall of the building. Since these are curtain walls, the only structural requirements pertain to wind loading, decay measures and insulation. The proposed studs meet provisions of the structural specialty code for height and spacing without engineering evaluation. The sill plates are to be pressure treated, and \vith adjacent paving and slabs they will have the requisite 6" separation fonn soils. Since the wall thickness is to match the existing CMU, the studs will be cut to suit, and the insulation. will be expected to expand slightly to fill the entire cavity. (See sheet 930001A) 2. The interior wall between the western Iwo units in the building ground floor area is to be removed in some areas. This will not effect the building structure, as the existing floor trusses span parallel to Ihis wall, and do not depend on it for bearing (see revised sheet 93000 I) If you have any questions, please feel free to call r6fds' Jf.~" ! St~~ G. Keating PE '. .. KEATING ENGINEERING C.........cmmm..C 188 \\EST 8 ST. - IlUlG P ~:di97477 VOICE (541) 726-9995 fAX (54li 721>9996 em::iI:,_ ..,,__i:lm9l.CD'1l . . ISSUE "" TE Nov.mb<< 8, 2000 CALCULATED: s. KtATlNG PROJECT NO: 00-100 CHECKED BY SK REVlS<lNS : I=CT PIOOJECT CESCRI!'T1ON ARLIE AND COMPANY BEAM TO SUPPORT FLOOR LOADS IN EXISTING BUILDING AT 3738 MAIN STREET, SPRINGFIELD, OREGON DESIGN lOADS SEISMIC ZONE 3 CONST TYPE WD<O Lao.D "''''PH """""'ANCE FACTOR ROOF S..:Hi 2S PSF UlN OURATlON FACTOR SOL""^"",,, 10lXlPSF P,,"8M RESTRAM" , F\.COR IT'VE .. Fl"""""'" I ROOF LM (5NONLOl ROOF 0EA:l I WAll. LM 0 WALl oe.AO LO'D CClOfS 1997 OREGON STRUCTURAl SPEcw..TY COOE ONE AND TWO FAMILY OE"WU.J'>IG SPECW-. TY CODE STATE OF OREGON Pl..\JMBiI!>IG SPEcw.n CODE STATE Of OREGON ~ SPEQ..IlLTYCO:::lE '" OCCUPANCY F.' WlNO B EXPOSURE ACTMO ", t~r3C PRESSURES "''SC Ft.ClOI> POINT "',. COllATERAl. OPSF U5 N'A '0 15PSF . CONTRACTOR MUST ENSURE THAT NEW WORK CONFORMS TO ONE- HOUR CONSTRUCTION FOR FLOOR CEILINGS WITH GWB WRAP ON BEAM TWO LA YERS 5/8" TYPE X GWB, WITH 1 LAYER 5/8" TYPE X GWB ON SUPPORT PSOTS EXPffiES 6-30- " -: PROJECT:, ... ~-' - .""1..\( '\ cc .,31" .,.,.....J ''''-, '7Pi-I~(fl\V1 n~"" -,r'1 .. ---, 'SH:oET: " oJ v li v , II JO~:c~i?~;;~)C-;i1~o -- k . --.. f.N\1..i t7r ~. - . -7_ . __'. ..--___.___._ .'_ _"__". .__.._ ._. _'... '__'d'_. __ '.. ... ..._., _ ._._._.____ __,__ _._ _ _..___ "0 n_.'_'___ .._._____.___~_ _.. ____..h_,. (j-:: 'lJ' I ~ "'''''l') \,' w~ ~~I.I ~ , . . . i I"'~~ f:,~'"" .-f o f: -{D -(J) / \-:k o / , I; r-f2.) t.' _ _ _ _ _~__"'~- I \ \.J1~ (2-) '1.' \ \ '-" ~ f" -.:r:r !.Ow 6_ <; It ',q.... ~ ~ Ll- -. il - . -1pO\.O Cfrl- -= -.:.., ~!.~' =- ':'~1f.: ~H ,,+ ~l..v W1 ffi ': q 0 I '" 'F.e'M '7 &- IH.' 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" '_: \ ,q_ .:_...:.'~:..::~------::::::= ~___~~u ~~..:.::.:...ft=:::.~:~~--:::.l- ' ___ _________~_____ . ...... .......:~~-l~~=c-~. ==~;~ I ..~.,_~_;~.Eff~4~_ _u---f.:.-.:_._. ~ I - 117P1p~. 4c. (, (2-) H # l. 0, lit. qi.J,~ -5!r~ i'iif:K (,WP.l WJ1f L----- .S,'1I"-..J ~ Mil ~(. ........ i I I--t-- I I (~--l~~~-- ( I I -~ - . - ~. ....~ _.~ _... ..- - ~ .. . . . . ..... ..... ... .._m. :--.~ .,' ---..._._~- ~~\) F'f"~-~ <;v~ ~ t '", Zlt-f'i4- ~ ~~ ) PI~W)I..lJ t. foaT1..ll, \ ...~~ , , . . .. ...._.._..... __._. .___n.__.. ._n__.._..._ ..~.._._ _.__._._.__________ __ __~ _.__. --.-- ''1" n--;r:T-:::TI.'-1"'.-- ~17.:::' -- Glll-.5DP~-:::~----:------'------- ----.q---- fr. G-vl"-l\t::--~-..N{.t r.\-........,_.. - . ,.", '..', -: c-S2-"L"..: - -~.. .,~' , ,Jo ~c:t.l't<. '" ~ 'I ~~ Keating Engineering LLC. '88 \'YeslS Street. Bui/ding ~ - Springfield, OregOA &7477 - P(541)726.9995. F (541)726-99&5 - email: kealinoeno/8msn.com -::::.-:---=--.::::::.-:===-.::-- ----~.:.--=-=-~-=-~:: :-::=---::::---:::-::---:.::-:- ".~:-:::--:::'--::"=:.::--~::::::=:::::: ~=-----':'::::::-::.-::-: D J 0 0 O-,l-;~- ?::~'~l PROJE~ 1 ~~'~~:~;~~-~6";~-;;;_:::_~-,;~=-~=~-=lib::T~~)- ~&~:Jl :'~T'~ :.-~i:- '- '. , ' 'I '-~,----- ;1 ' .. .. ',,--,--j. ' --t:::- -:----i : I ; I 'I.. It, I I I I I I I I .J I I I I I I I i , -;------------:-._._---_._----~_._.._._--! : j I --~I I , I I I ,-- I I i I " , I .. I . . -;-;-~, '" j ~.._------ , I , I ___J I , 1---------'--. , -i---'--- - . -------- -._- I .---.--.-----.-----.. , , --~------'-~ I I -;-----==--1::. ::.=-==----1-- I ! ,-- ,. , , , -.--------------- ----.- ,- , . , . --..:._~-----;-- ~-- '__J_ I , '1--~- I ' , --'---,----;-+---:--'- n__J.________~-----_---2-~------......!---.:.......--~.~-: -,--- -1________~- -i- J I -':::::::_L.' --- , ---.-- , , ---J...:.-' r:-- -+---- '" I,: I :.,. I ; ; "'I-T,i.J-::--:-~--C--;-:--------,----1 ~ ,777 I 7-:---:--;-:-h -, - ;-. ~ --i=-~~~--"7i-~-;_7_.~ . ; ; -, I.: ..,. ~;. -, . f i .-....:--:-...:..J......:.......:...........:....L_;-..:.....:._:.L..:.....:_...:_...:._, . J......:-.: '" ", , ;. . -I I I I I "I; I . !' . l ". .-i:--:-r:-'I-~' H ': I 7-.::: ~"C\6;::--r:c..\'Ij-ri-., :13.()1-\-r~~\="1':\~OI---'-\-( --L-~ : 'l~ ~;, _~ _ ' :.::.~~ "] :-J---:-:C:'" .//:r ,~/--::I- I' l.?_~-,~---l~~----=Lr::-~?=-~::::!===~_...:..:-'---~.:: -'. '- ,-- . : . . . F- :-i -::~~j=:T__~~_:Jt~:~2i~~A::u _':.:::'-:: ~:::t':::-::::~ _::=~_.t:~~=:::=~-~::::l~:~=~-~_ :~::-~J~_C~~::~:_:t~~~=-_ -:::;:.::-i.. _- ---. Keating Engineering LLC - 188 West B Street. Building P - Springfield, Oregon 97477. P(S41)726-9995 - F (541)726-9995. _ em.il: ke3linoenol!llm.n com _,__ - J ""____.. _____ _+_~______,_~_u,... !___ ._____..____ __ m__:__ - '_.__!__ ___u ____L___ __.__ - , I .._.._._.__~.__... u....___ ___....___._ . '" . -. -h---......-.--..--r---.----. ...."'.. -"! := .=-~: =.~==.~~:~ :.~L~~=..~~=:::_-_--=_=.=~ __ .."\ ~ , .' q~e"'5 4' Keating Engineering LlC - 188 West B street - Springfield. OR - 97477 Tel: (541) 726-9995. Fax: (541) 726.9996 emaii: keatingeng@msn.com 3738 MAIN STREET CENTERLINE BEAM Prepared by: SK I 5-118x 12 .9JJ!'24F-V4 DFIDF ~ Min Bearing Area Seam Span Beam WI per ft Seam Weight Max Moment TL Max Defl LL Max Defl Choice Condition Data . Attributes Actual Critical Status Ratio Values Ad;ustments Loads I Sase Values Sase Adjusted Cv Volume Cd Duration Cr Repetitive Ch Shear Stress em Wet Use SeamChek has automatically added the beam se~-weight into the calculations. Section (in') 123.00 113.43 OK 92% Date: 11/09/00 BASE Fb = 2400 SeamChek 2.2 ADJ Fb = 2400 R1= 14.0 in'R2= 14.0 in' 10.0 ft Reaction 1 14.94 fI Reaction 2 149 fI Maximum V 22687 '# Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Defl Shear (in') TL Defl (in) 61.50 0.31 57.31 0.50 OK OK 93% 61% DL Defl 0.09 in Suggesled Camber 0.13 in 9075 # Reaction 1 LL 6500 # 9075 fI Reaction 2 Ll 6500 # 9075 # 7260 # L/391 L/546 LL Defl 0.22 0.33 OK &6% Fb (psi) 2400 2400 1.000 1.00 F cJ. (psi) 650 650 Fv (psi) 190 190 E (psi x mil) 1.8 1.8 1.00 Unifonn TL: 1800 = A I r 6 R1 = 9075 Unifonn LL: 1300 Unitonn Load A I I 6 R2 = 9075 SPAN = 10 FT Unifonn and partial unifonn loads are Ibs per lineal ft. .<--. . Keating Engineering LLC -188 West B Street - Springfield - OR - 97477 Tel: (541) 726-9995 Fax: (541) 726-9996 emaU: keatlngeng@msn.com 3738 MAIN STREET BEAM AT CENTER OF BOTTOM FLR Prepared by; SK Date; 10/19/00 Choice I 5-1/8x 10-1/2 GLB 24F-V4 OF/OF I BASE Fb = 2400 Conditions '51 'I z.~t.- ~... R1~2= 12.6 in' DL Den 0.08 in Suggested Camber ('9.0-ftfleaction 1 8159 # Reaction 1 LL f.i'u8It Reaction 2 8159 #. Reaction 2LL 118# MaxirnumV 8159#' . 18357 '# Max V (Reduced) 6572 # L /240 TL Actual Den L /360 L /360 LL Actual Den L/502 Shear (in') . TL Den (in) LL Den 53.81 0.30 0.22 51.89 0.45 0.30 OK OK OK 96% 67% 72% Fb (psi) Fv (psi) E (psi x mil) 2400 190 1.8 2400 190 1.8 1.000 1.00 .. Data Min Bearing Area Beam Span Beam WI per ft Beam Weight Max Moment TL Max Den LL Max Den A tlribute s Actual Critical Status Ratio Section (in') 94.17 91.79 OK 97% . Values Base Values Base Adjusted Cv Volume Cd Duration Cr Repetitive Ch Shear Stress CmWet Use Adiustments (\ '"l ,-, U~ (. 5 vv-J u. BeamChek 2.2 AOJ Fb = 2400 0.13 in .5850# 5850 # Fcl (psi) 650 650 1.00 BeamChek has automatically added lhe beam seff-weight into the calculalions. Loads Uniform TL: 1800 = A 1300 '5~ I I .6 R1 = 8159 Uniform LL: 10 'SP~ ohSo-ci Uniform Load A I ! .6 R2 = 8159 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. . . .-.". .. . OJGOOG Keating Engineering LLC -188 West B Street- Springfield. OR - 97477 Tel: (541) 726-9995 Fax: (541) 726-9996 emall: keatlngeng@msn.com 3738 MAIN STREET Prepared by: SK Date: 10/19/00 BeamChek 2.2 Conditions I 4. 6 DF-L Select Wood Column Using values for 2x and 4. solid sawn, Dimension Lumber. NDSID In Grade Values Choice Data Reaction 8200 # Column Area 19.25 in' Kf 1.00 Actual Height 9.0 ft Ie d1 Effective Ht 108in c 0.80 Unbraced dl 9.0ft Ie d2 Effective Ht 108 in KcE 0.30 Unbraced d2 9.0ft Ke Buckling Mode 1.0 FeE 599 Controlling d is 3.5 inches Fc II (psi) E (psi. mil) I Base Values 1700 1.9 leld psi Area (in') Sase Adjusted 555 1.9 Actual 31 42S 19.25 CF Size Factor 1.15 Critical 50 555 14.78 Cd Duration 1.00 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 62% 77% 77% Cp Stability 0.28 Attribufes and Va!ue,2, Note: A wood plate under this column must have an Fc value. perpendicular to the grain. greater than 426 psi. . . . . (', .') I' u~ 0 7 vv-.J Keating Engineering LLC -188 West B Street - Springfield - OR - 97477 Tel: (541) 726-9995 Fax: (541) 726.9996 emall; keatlngeng@msn.com 3738 MAIN STREET Choice I 6x 6 DF-L Select Prepared by: SK Wood Column Date: 10/19/00 BeamChek 2.2 CondiUons Using values for 5x + sofid sa"71, Posts and Timbers. Data Reaction Actual Height Unbraced d1 Unbraced d2 16300 # 9.0 ft 9.0ft 9.0 ft Column Area 30.25 in' Kf 1.00 Ie d1 Effective HI 108in c 0.80 Ie d2 Effective Ht 108in KcE 0.30 Ke Buckling Mode 1.0 FcE 1245 Attributes and Values Controlling d is 5.5 inches I Base Values Base Adjusted CF Size Factor Cd Duration Cm Wet Use Cp Stebility Fc 1/ (psi) 1150 825 1.00 1.00 1.00 0,72 E (psi x mil) 1.6 1.6 leld psi Area (in') Actual 20 539 30.25 Critical 50 825 19.75 Status OK OK OK Ratio 40% 65% 65% 1.00 Note: A wood plate under this column must have an Fc value. perpendicular to the grain. greater than 539 psi. . " 1 Projecl: ARLIE AND CO 3738 MAIN ST SPRiNGFI . INDIVIDUAL SQUARE :.'. JTINGS EVALUATION OF EXISTING SLA I ,-. Oil 11(' 8 Page: v J J V U Oate: I 10118 Proi no: 1 00-93 41BARS 8 OCEW 2000' PSF 150 PSF 1850 PSF o PSF 9.35 SO FT 40 EA SIDE 1707 PSF System Design depth to steel I actual d/2 allowabie Vc reinforcing bar size # development length available development Ker 611N reinforcement location factor 1.00 6 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 min 15 IN CHECK EFFECTIVE REINFORCEfIo""., "nlO 1 10 account for reduced development lenoths 200lPSI 100lPSI 24508.3 LB FT I 0.038151 Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995 Key Number: I BEARING AT . Location: EXISTING WALL LINE WIDTH 1 LENGTH i 401 401 REINFORCING #1 SPACING I Input parameters: applied load I depth of excavation I footing thickness I column dimensions I depth to steei I F'cl Fyi 17300 LBS soil allowable bearing I 1 FT footing unit weight 12 IN net soil allowable I 6 IN surcharge load 6 IN above base minimum footing area: I 2500 PSI footing dimensions (inches) 1 60 KSI actual bearino pressure 1 Pier design two-way shear! 15965.12/LBS = 18.48 PSI allowable one-way shear I 6111.111 LBS = 25.463 PSI allowable bending moment I 14416.67 LB FT required design moment bar spacing I 8 IN oc reinforcing bar size # I 4 rho I 0.0040891 rho bail 0.0508557 I rho max moment capacitvl 24959.93 LB FT I Ker 24959.927 OK BENDING USING MODULUS OF RUPTURE AT 4" DEPTH - . --. .. S=I 96011N3 Erl 350 PSI M=I' 28000lLB FT P= I 33600 LBS SF=17119764.71ILBS COMPRESSION USING TRIAXIAL SHEAR COL. WIDTH 4 COLLENGTH 4 SLAB DEPTH 12 BEARING AREAl 784 SO IN BEARING CAPACITYj 10888.89 LBS lW?oJt1'fS-> >>-IE ~~ o.Jp.)~.sJ