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Specifications (2) A • �� space planning /commercial renovation / RECEIVED interior design /dental /medical JUN 0 6 2008 June CITY OF TIGARD une 5, 2008 BUILDING DIVISION Dan Nelson City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Re: Building Permit: BUP2008 -00167 Dr. Massih Office Building B Occupancy, 5 -B, non - sprinklered Pacific Plaza Plaza, 13000 SW Pacific Hwy Dear Dan, I received your letter dated May 23, 2008 and am responding to your request to have the drawings revised and this letter which accompanies them stating item by item how each was addressed. 1. Complete code summary of entire project showing occupant loads and all exiting requirements provided on sheet 1.1. 2. Attachment of all wall bracing and suspended ceilings showing number and type of fasteners is provided. See "Suspension systems for acoustical lay -in ceilings" on sheet 1.2. Please call if you have any questions (503) 235 -0243. Very Truly, TONI KING & ASSOCIATES 330 SE MLK Blvd, Suite 350 / Portland Oregon 97214 ph: 503 235 0243 / fx: 503 546 5698 t[T KA space planning /commercial renovation/ interior design /dental /medical Tara Cantrell Toni King & Associates TONI KING & ASSOCIATES 330 SE MLK Blvd, Suite 350 / Portland Oregon 97214 ph: 503 235 0243 / fx: 503 546 5698 RECEIVED • „: 1F'1 space planning /commercial renovation/ JUN 0 6 2008 interior design /dental /medical CITY OF TIGARD BUILDING DIVISION June 5, 2008 Dan Nelson City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Re: Building Permit: BUP2008 -00167 Dr. Massih Office Building B Occupancy, 5 -B, non - sprinklered Pacific Plaza Plaza, 13000 SW Pacific Hwy Dear Dan, I received your letter dated May 23, 2008 and am responding to your request to have the drawings revised and this letter which accompanies them stating item by item how each was addressed. 1. Complete code summary of entire project showing occupant loads and all exiting requirements provided on sheet 1.1. 2. Attachment of all wall bracing and suspended ceilings showing number and type of fasteners is provided. See "Suspension systems for acoustical lay -in ceilings” on sheet 1.2. Please call if you have any questions (503) 235 -0243. Very Truly, TONI KING & ASSOCIATES 330 SE MLK Blvd, Suite 350 / Portland Oregon 97214 ph: 503 235 0243 / fx: 503 546 5698 ITKA] space planning /commercial renovation/ interior design /dental /medical Tara Cantrell Toni King & Associates TONI KING & ASSOCIATES 330 SE MLK Blvd, Suite 350 / Portland Oregon 97214 ph: 503 235 0243 / Tx: 503 546 5698 ' This form is recognized by most Building Departments in the Tri- County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. BUILDING DIVISION , f i r'i witty T ► G rA Rift TRANSMITTAL LETTER TO: DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED JUN 0 6 2008 FROM: 0 if _ , rT1 - CITY OF TIGARD COMPANY: n C � TTu BUILDING DIVISIQN PHONE: , 503 BY rte • • • r (Permit/Case Number) . 44/Z itomegir 0/449 'roject name or u• It kinnw name an. of num.er ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: 4 . Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. S Other (explain): ii/Ad — r,C e arns ( REMARKS: 2 j AgedtrACTVAIL 2 lois s FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑ No Fee Description: Amount Due: Special Instructions: Reprint Permit (per PE): ❑ Yes _ ❑ No ❑ Done Applicant Notified: Date: Initials: I:\Building\Forms \Transmittal Letter- Revisions.doc 4/4/07 fiTCE a WC Structural Calculations V-0° !MAY 1145:2008 891,Lhi` .G Div 1 S1 D Project: Vision World Mezzanine Client: Massih, LLC TMR Job No: 8108 Date: April 28, 2008 Code: 2007 OSSC & ASCE 7 -05 OFFICE COPY Table of Contents: Existing Building Plans 1.1 — 1.2 Framing ID Key 2.1 Existing Foundation Checks ...3.1 — 3.3 aU T uR Existing Steel Column Checks 4.1 — 4.2 Q�� P R OI p New Foundations 5 1 — 5.3 44, 13,089 m. New Timber Posts 6.1 — 6.9 'I REGON New Beams — T 1 > ,'tt \Qe 7 1 7. yy MERR\\. -- Misc. Framing 8.1 — 8.4 IEXPIRES: 12-31 -08 Lateral Analysis 9.1 — 9.9 TM RIPPEY Consulting Engineers 7650 SW Beveland Street Suite 100 Tigard, Oregon 97223 Phone: (503) 443 -3900 i • — I m 6 `! a - I . • -pr- 1 v N. _ r B�_ I 6 li 4 • I N. if t. o I I , .. ..,...,.._ 1 , , N :*-3: 41 n q , I ) / s. 6 a. D' -m' I'•I�' D' -m' ' e'- O'' D'.r 1.14• D• p• 1• -17• D • 1� �' �. -0. ,.-2i. • s B II ` i.;,.i. 6 in ."— 1 . \ 1 `'7' T r -0' Iii' _rr �T {/ D • I? II MACWINE i; il II T C s i I _ s . 1 . ____„ 1 • I ' i n.44 n' -11 1' 1 D -1 4' �..•p•4 I 1'•-p01 '•81' 9'-14• 5 1, '••B / r-14. � r Ii •r 1 { 1 � 4 , 21'-e • TI r W • - ,. / FIRST FLOOR PLAN IMI I\... TM RIPPEY Consulting Engineers 7650 SW Beveland Street Project: ')'S ) i4 P 64.P rl,F &2. Suite 100 Project Number: Nob Tigard, Oregon 97223 Date: '! /Z -1 /ab Phone: (503) 443 -3900 35 1 0 1 .„ 1 . . . 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NJ KE P DISPENSING AREA ; - -.. . 11121 0 ExAumi , GA , ' 1 100 , •. ,I. • . ,, ..___, __ • • ... rov 1 ,,, 1 di [ci.:_ _ © - • /.8 / ' ii 1 / a - . ck - ' ■47 "" ritilp ill 16=61 , q. • / 1 if ER 1 . 1 EXAM RM 2 ..'', OPEN TO ABOVE hoil le --- d. - ...._•1 II-' \- ... 1. ,.//‘', ., ,\...........................T ELEVATO y. Wad 1i' r 1.4 si il ITT 3 EXT. , CORRIDOR V . 1 INI 1 . - , . ..,. ,,,-•-- ' * ti; ' - RECEPTIOP ELEV. u_ 0 11021 , 14 . 1 7 .... ,_ F1 is ',._!:• _ 0 . I F-• -J ,*5 1:I Z ce , r -- FILE STORAGE • .•i!: , 1D1 !di , UNDER STAIRS ; - i' 30" - 11 1---Dll Lj 0 0 _ - L > j EXAM RM 3 . ell 'IM_I 0 < 1 cr LAB 11031 41) r°3 11111111111111111 ,, . _ „ . , 1110 :,... .. II .11111111111111111.111 .. ''' ' -. 1 IV ,,.) EXT. ....• , a l 2 ....._.. t .•.__. ......,._ 18 ......______, • _.__... MACHI.• RM •• < '„.--- 3 -8 .- -. VAIN •:r Z , li, .:,.k.; , \ ..... Ali& 0 2..-ko .. '1 , : . , it4it. t ufo NJ- ...„ ital-, 0 - ., 0 .•. l' I- c D • 4:1 •i:,■. -:,:' REVISIONS PUBLIC RR II ,-, .. i..,, T . b ily,n• • 111 III , :,.t...• •?.: .. -,. SPECIAL TESTING :} I ONT . ta OF • :,.. STAF• 6 -,, I 104 : 0 . III 107 „ ST ' FF RR [I ,..-:-. .T.., • 108 DATE 04/17/08 $, illIl " 111 '-'' il FL, • :. ... ,:.•-: _ ,.. :,:r ...- ''i - 0 .1 ii lit :.„. _L CP JOB 2007-49-01 DWN TC I CHK X Ili • I. ■■■■. .. --.- r 1 a 1 'la 1/8" = 1' - 0" 1 OF 3 SHEETS 6 Loft rye I ' 1115 il` N,c rF,) �6elt 1 , ! Roe.", Cyi4(:.tQ/I Wit:C -'C Er4' -. it c. in Gep�: 1 ,: --- s . k<<20 °_. v 11 o o 0 7L(, :: 14,100 \ o p o i j{ 'S" ',___22 (3 !1O (2?) . ZS Zn ( 7, -7 ' /89 7i I4 i 6"&Ge ¢ 1 70(.,*25 2 c , - t /ea°.y 0 1 _1" art FPr� GF 5..7s0 /134 DL CMaz sow Fa •S svat ( I 7to1 Lt_ I (/ /31/x / ( ) _� 46 0 6„-s ` ' Fk` PP /SO o J F- t Mt 0 1 //3//6. -+l ^0 (4.c.,) u "Me t 2,i Y/ P‘F /Au= e t cF(3`) (cF.s /z)(6• vr`, a 3.72 K re- ; (ou co . - / Q5 .4,,_, 0, - 0.4d) / Z.,) 7: Z, (1. • "r,r J f .. 2.G b7 K t (' C f/3e . a a. F (LJ, 0 . 7 5 f,�i ,'; ;. - 3 1,,9 i*-P .. • F0071 or!a o 6^ - - SNP Folk C'c rv) S►(+. lEAK RIPPEY 1s)E. 61°L1)7\-r` ' � C ©a7 1 - AJEJGv BY - TA DATE /�iq1 �� CONSULTING ENGINEERS _ 4d CHK BY DATE 7650 S.W. Beveland St, Suite 100 _ 10B NO 0100 Tigard, Oregon 97223 Phone (503) 443 -3900 - _ SHEET 3. 1 OF i 9 L e;: N: ✓ 1 i, ; t _,....__. -.1 -- X ' 1 C3 i''5: ):, awl. / 6 \ /5 ,'''' C l , & A ( L / / 1 : 4 - " 1 EN 0R: 1 1 . 0 5 9 6 C I ) <r- . - 6:: , .:..,;, , ._. 4 C " C p.-14,,,r.: s 7 ,.(`, COL. I1-"v J C. : 2 /116,31 - 7 gEt COcA.ir°.,..' C.L1 C ,ey.,ciu < -91n " IG9 0 3 x/3 /e(- - 3e&v ra 711 y / bt ' � /67S.7 G9� - _- ----- ._.. - - - - -- _._.._,_— _______ 3 °D PI I 1 1 7,c. , Pe C 21 1 'S 1I q h 1 As5 / C' CFA ✓ - eRi: './)(37 i IL Ft @, I i • I sic? (1-'s2).. X % 9z' 1 �t ., m$..) - 61 erre' ? —d. 9 (1.z) 1 cad°'∎. — 7 7Z J 47 1 1`4J" 71 l ` ��.zt , /,_)�1. w) ' 7 1 Ft = 9` '.7,. c74.. i`' C M,, 0 . 9 ( 0 . ' ; 6 0 . 0 ) ( 1 . C - c //3'7 (Ai = 772_`7. - 3. 33D 71 5676 � � C y 41,1 s (,,7� (z) (SIX (4 = I &, Lie, fey" > 2.. K - t F. 47 ° J sJ n TM RIPPEY I " CocAi t-', —) S_ , - 3 rwt, ctAi i 1 Sal Up ve BY `ri4 DATE /(200 CONSULTING ENGINEERS Irk 4,c _ CHK BY DATE 7650 S.W. Beveland St, Suite 100 - JOB NO blob Tigard, Oregon 97223 Phone (503) 443 -3900 — SHEET 3. 2 or r rue : visrurn vvunu - i viezzanine Job # 8108 Dsgnr: TA Date: 9:45AM, 24 APR 08 Description : Scope : Rev 580000 ' User Kw 0602562 Ver 5.8.0, 1 -Dec 2003 1 {c)1983-2003ENERCALC Engineering Software Square Footing Desi _ P '-- /r7R,T,51 - , .,, . '---�''ru.2aa , A.To.. , c - � - -. .... :- .r077-- r+ , , .;:::1-..,. - a..s-,.Ti� .. ... T -- ,. ',.4. ' n s Page �� _ vision world ecw.Footi g . . • .. ..: -:. �. s . 1:.17"5' T"' cig59![" +t y,;r.,..:- .r Description EC.1 Ge Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 F. r+ hRY�' K vxRf rol.' Sn. ptif4lfiiteld5Z'rPi17. ,l b'{7' c�fi _ Dead Load 10.000 k Footing Dimension 4.667 ft Live Load 17.070 k Thickness 10.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 3 Bar Size 5 Overburden Weight 100.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL & ST Loads Combine FY 60,000.0 psi Load Duration Factor 1.000 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Reinforcing • Rebar Requirement Actual Rebar "d" depth used 6.438 in As to USE per foot of Width 0.216 in2 200 /Fy 0.0033 Total As Req'd 1.008 in2 As Req'd by Analysis 0.0018 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0023 % leamm eeffsgmlovinftreneasweracied Summary I Footing OK 4.67ft square x 10.0in thick with 4- #5 bars Max. Static Soil Pressure 1,463.67 psf Vu : Actual One -Way 38.35 psi Allow Static Soil Pressure 1,500.00 psf Vn'Phi : Allow One -Way 93.11 psi Max. Short Term Soil Pressure 1,463.67 psf Vu : Actual Two -Way 93.44 psi Allow Short Term Soil Pressure 1,500.00 psf Vn *Phi : Allow Two -Way 186.23 psi Altemate Rebar Selections... Mu : Actual 3.84 k -ft / ft 6 # 4's 4 # 5's 3 # 6's Mn ' Phi : Capacity 7.38 k-ft / ft 2 # 7's 2 # 8's 2 # 9's 1 # 10's . ,r` 2Zu Z • Cp &ls� C' 5z. 5. eP r • 1 1 , `,I , ) p ,: C 61 wm..J EC . 2 ly 3r t. 5 L J ew Lc' 3ZSa Zi 93ZC, (. Ct,../ LOrtC: e % S b ° I or + 0.7� ( i & - t 4 11\/11\ TM RIPPEY XI5T1^) ( S/(,�6, c � ( BY DATE /!. — IA C ONSULTING ENGINEERS J � ��I11 1 e-tm P5 Fre'1-1 CHK BY DATE 7650 S.W. Beveland St, Suite 100 1416=ZNI i08 NO 0 ® Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET y. / OF 1 w : vision vvorio - Mezzanine Job # 8108 Dsgnr: TA Date: 9:42AM, 24 APR 08 Description : Scope : ' Rev: 580000 f -- - -- - - - - -- User: KW- 0602562, Ver 5.8.0. 1- Dec-2003 Steel Column Page 1 (c)1983.2003 ENERCALC Engineering Software ..,... .. . -_ -_ vision world.ecw:Columns : .. ..•-;. ;: .: ,.: .., �4"^N. r +r. ^;:' - �. Description EC.1 I General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ` 'morr y' kFfrwrriTA .77f r,`•r ,T ..:- . ^::€z!wirri = �W. +,svet -.;.. vi-liaamis : :3' - . ,., rif ;rP it3P%Y wi.i.i+r4o twat.; co" cn =r:'tmar:ru ira75:'aid Steel Section ISS5- 1/2X5 - 112X5116 • Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 26.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads Axial Load... Dead Load 10.00 k Ecc. for X -X Axis Moments 3.500 in Live Load 17.07 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Summary ! Column Design OK Section : HSS5- 1/2X5- 1/2X5/16, Height = 26.00ft, Axial Loads: DL = 10.00, LL = 17.07, ST = 0.00k, Ecc. = 3.500in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3185 0.5277 0.5277 AISC Formula H1 - 2 0.3353 0.5317 0.5317 AISC Formula H1 - 3 0.2289 XX Axis : Fa calc'd per Eq. E2-1, K "Llr < Cc YY Axis : Fa calc'd per Eq. E2.1, K'L /r < Cc Stresses Allowable & Actual Stresses Dead • Live - DL + LL DL + Short Fa : Allowable 18.11 ksi 18.11 ksi 18.11 ksi 18.11 ksi fa : Actual 1.71 ksi 2.92 ksi 4.63 ksi 4.63 ksi Fb:xx : Allow [F3.11 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 3.71 ksi 6.34 ksi 10.05 ksi 10.05 ksi Fb:yy : Allow [F3.11 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values l F'ex : DL +LL 23,425 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 23,425 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 23,425 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 23,425 psi Cm:y DL +LL +ST . 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.788 in at 15.080 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft - • Y' I me : vision vvUnu - iviezzanine Job # 8108 Dsgnr: TA Date: 9:44AM, 24 APR 08 Description : • Scope : . ( Rev 580000 User Kw0602562,Ver580 1-Dec-2003 Combined Footing Design Page 1 J (c)1983 -2003 ENERCALC Engineering Software vision world.ecw Footings .- Aw,„,,,iP°.RiSis1.:...,.., F ' :: - K;P77.:, :.. 77f.:. :T-^C' n't.4 sa,7.. %,, M ;S: ,-:^7TY ....n , Q^} - Ni '1,' F.: r4 . V• 5 ,•.'144.74,14,,,,,7,`,1f,,,; Description C.2 hoc rrIN General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - >am oas u-irx -mere r imuigdw .gra wrsn awe .. ,_a ,., ;= , ,.:. aria Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.00 Distance to CL of Rebar 3.50 in Overburden 50.00 psf Live & Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 3.00 ft #1 : Square Dimension 5.50 in Dist. Betwn Cols 4.00 ft ...Height 0.00 in Distance Right 1.00 ft #2 : Square Dimension 5.50 in Footing Length 8.00 ft ...Height 0.00 in Width • 4.00 ft . Thickness 10.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... (a Left Column (a7 Right Column Dead Load 3.842 k 0.997 k Live Load 23.670 k 5.047 k Short Term Load k k Summary Footing Design OK Length = 8.00ft, Width = 4.00ft, Thickness = 10.00in, Dist. Left = 3.00ft, Btwn. = 4.00ft, Dist. Right = 1.00ft Maximum Soil Pressure 1,439.30 psf Allowable 1,500.00 psf Steel Req'd @ Left 0.278 in2 /ft Max Shear Stress 140.31 psi Steel Req'd @ Center 0.281 in2 /ft Allowable 170.00 psi Steel Req'd @ Right 0.216 in2 /ft Min. Overturning Stability 999.000 :1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 1,439.3 1,500.0 psf Eq. C -1 2,332.8 psf 0.240 ft Dead +Live +Short Term 1,439.3 1,500.0 psf Eq. C -2 2,015.0 psf 0.240 ft Soil Pressure @ Right End Eq. C-3 342.1 psf Dead + Live 999.6 1,500.0 psf Eq. C -1 1,620.1 psf -0.240 11 Dead +Live +Short Term 999.6 1,500.0 psf Eq. C -2 1,399.5 psf -0.240 ft Stability Ratio 999.0 :1 Eq. C -3 237.6 psf Moment & Shear Summary ( values for moment are given per unit width of footing) , Moments... ACI C -1 ACI C -2 ACI C -3 Mu @ Col #1 7.72 k -ftft 6.54 k -ft/ft 0.68 k -ft/ft Mu Btwn Cols 7.80 k -ftlft 6.62 k -fUft 0.71 k -ftlft Mu @ Col #2 0.42 k -ft/ft 0.35 k -ft/ft 0.03 k -ft/ft . One Way Shears... Vn : Allow' 0.85 85.000 psi • 85.000 psi 85.000 psi Vu @ Col #1 56.996 psi 48.301 psi 4.967 psi • Vu Btwn Cols 0.000 psi 0.000 psi 0.000 psi Vu @ Col #2 4.087 psi 3.435 psi 0.251 psi Two Way Shears... Vn : Allow' 0.85 170.000 psi 170.000 psi 170.000 psi Vu @ Col #1 140.310 psi 118.452 psi 11.809 psi Vu @ Col #2 27.215 psi 23.108 psi 2.535 psi 57 9 lnie : vision vvorio - Mezzanine Job # 8108 Dsgnr: TA Date: 9:44AM, 24 APR 08 Description : Scope : f Rev 580000 L User KW 0602562 Ver580 7 Dec2003 Combined Footing Design Page 2 (c)1983 -2003 ENERCALC Engineering Software rt45 � a cr ...,.:r 7i m-s ' M :s r7.0 . .-.. iG.. r . _ ..: F' g - z ,� 9 �' vision world ngs :,,... .. - ... n:. . 1. �. i.. ��, -"'C ._. '.�c ' Ti . ..: .. ... . i �. Q TR ecw ooh Description C.2 Forf r — Reinforcing (values given per unit width of footing ) — u!u,,r'a!k,, .mi sramr as;rar vti > r .,: ;. tJa ae;m rF*.w : v.".. aoafeb... +at,, ii a,. wsem,w.oR_ , ,t.Ar «6 c c ff+reruod"moA a,v2t rpx,:t.:;,t„ at (a Left Edge of Col #1 Between Columns a Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 203.05 psi 0.278 in2 /ft @ Bottom 205.19 psi 0.281 in2lft @ Bottom 10.97 psi 0.216 in2 /ft @ Bottom ACI C -2 172.10 psi 0.260 in2 /ft @ Bottom 174.11 psi 0.260 in2lft @ Bottom 9.22 psi 0.216 in2 /ft @ Bottom ACI C -3 17.80 psi 0.216 in2 /ft @ Bottom 18.69 psi 0.216 in2 /ft @ Bottom 0.68 psi 0.216 in2 /ft @ Bottom ACI Factors (per ACI, applied internally to entered loads) E ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST .: 1.100 7- i iue : vision vvono - mezzanine Job # 8108 Dsgnr: TA Date: 9:44AM, 24 APR 08 Description : Scope : r Rev. 58000D User KW0602562,Ver580,1- Dec2003 Square Footing Design Page 1 j (c)1983 -2003 ENERCALC Engineering Software - ii -- ---:;-•• - -v .., , n , r, r.. 1:.:, r r FOOtrngs -.,� _ vision world ecw Description C.6 itJL ... . �,, .,,. , General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 j _y,a Ai7.sE^�eNCrM.rr_z•crr --^ r 'z- j o ,'r';7t!p: NIVEIZv'axLT.:V63=,. 'x r..; ..sr. Eaarq;;' c r yr:r ∎;W , N9i 1 �vM;•. , - .w.4.ui .,E :1 ESC % �'Io�i,"�s �nc� t �,�,g�; Dead Load 3.000 k Footing Dimension 4.167 ft Live Load 18.760 k Thickness 9.00 in Short Term Load 0,000 k # of Bars 5 Seismic Zone 3 Bar Size 4 Overburden Weight 50.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f c 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 7.00 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Reinforcing s ,F '.. >..:,: .i .: v+- .:..•. r. r..:.,. ...:.: �.' ... '..:t It .: ,'.: ,, -.. :v . .... .., x r. . .... u:. ... -. -. .. ..-.. . -.. .. , ._.,.. ... ., .. Et.. .- r .. .. i.. 1 � Rebar Requirement Actual Rebar "d" depth used 5.500 in As to USE per foot of Width 0.205 in2 200 /Fy 0.0033 Total As Req'd 0.855 in2 As Req'd by Analysis 0.0023 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0031 % Summary Footing OK 4.17ft square x 9.Oin thick with 5- #4 bars Max. Static Soil Pressure 1,411.93 psf Vu : Actual One -Way 46.49 psi Allow Static Soil Pressure 1,500.00 psf Vn *Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,411.93 psf Vu : Actual Two -Way 136.20 psi Allow Short Term Soil Pressure 1,500.00 psf Vn *Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu : Actual 3.69 5 # 4's 3 # 5's 2 # 6's Mn 'Phi : Capacity 5.63 2 # 7's 2 # 8's 1 # 9's 1 # 10's Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : Scope : . Rev: 580000 User: KW -0602562, Vet 5.8.0, 1- Dec -2003 Page 1 7 . (c)1983.2003ENERCALC Engineering Software Timber Column Desi ..?. i ux .a.at, itit.wu+w - fdri rT, i7a71 vision world .ecw:Co Description C.1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. ;.. ...a,yp.n : -e °.e L- - ::. .--- — -- z - -- -- - - -.-- .. ..,-c- ..:..,. - -- a.t - - - - -• . -r.1: ,'n:, _ -w.:er rsF::.. Wood Section PrIIm: 7.0x14.0 Total Column Height 11.50 ft Le XX for Axial 11.50 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 11.50 ft Column Depth 7.00 in Fc 2,500.00 psi Lu XX for Bending 11.50 ft Width 7.00 in Fb 2,500.00 psi Manuf E - Elastic Modulus 1,800 ksi Truss Joist - MacMillan, Parallam 2 Loads Dead Load Live Load Short Term Load Axial Load 2,685.00Ibs 16,209.00 lbs 0.00 Ibs Eccentricity 1.000in Summary Column OK Using : PrIlm: 7.0x14.0, Width= 7.00in, Depth= 7.00in, Total Column Ht= 11.50ft DL +LL DL +LL +ST DL +ST fc : Compression 385.59 psi 385.59 psi 54.80 psi Fc : Allowable 1,630.30 psi 1,630.30 psi 1,630.30 psi fbx : Flexural 330.51 psi • 330.51 psi 46.97 psi F'bx : Allowable 2,500.00 psi 2,500.00 psi 2,500.00 psi Interaction Value 0.1682 0.2210 0.0205 Stress Details ? Fc : X -X 1,630.30 psi For Bending Stress Calcs... Fc : Y -Y 1,630.30 psi Max k*Lu / d 50.00 F'c : Allowable 1,630.30 psi Actual k*Lu/d 18.00 F'c:Allow • Load Dur Factor 1,630.30 psi Min. Allow k*Lu / d 11.00 F'bx 2,500.00 psi Cf:Bending 1.000 F'bx " Load Duration Factor 2,500.00 psi Rb : (Le d / b 5 2) ^.5 6.023 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 19.71 Axial Y-Y k Lu / d 19.71 • &•Q Title : Vision World - Mezzanine Job is 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : Scope : Rev user: KW-06 W -0602562.Ver580 1-Dec-2003 Timber Column Design Page (01983 -2003 ENERCALC Engineering Software vision world.ecw:Colum :ad �3rs. rr r'4 „R,,, �ctrrz, - 77 ,, i f6#.W,r v7.7, ,o.4_,:':"M1F 3K5 Tara -s ” "'Tx ,rd F r.. _ 3 :7rr:'fi'.<H}F9h48ntS: W.'cnLQ' , lti. A!F Description C.2.1 I General Information Code Ref: 2001 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined. Wood Section Prllm: 7.0x14.0 Total Column Height 11.50 ft Le XX for Axial 11.50 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 11.50 ft Column Depth 7.00 in Fc 2,500.00 psi Lu XX for Bending 11.50 ft Width 7.00 in Fb 2,500.00 psi . Manuf E - Elastic Modulus 1,800 ksi Truss Joist - MacMillan, Parallam 2 Loads Dead Load Live Load • Short Term Load Axial Load 3,842.00 Ibs 23,670.00 Ibs 0.00 Ibs Eccentricity 1.000in r Summary • I Column OK Using : Prllm: 7.0x14.0, Width= 7.00in, Depth= 7.00in, Total Column Ht= 11.50ft • DL + LL DL + LL + ST DL + ST fc : Compression 561.47 psi 561.47 psi 78.41 psi Fc : Allowable 1,630.30 psi 1,630.30 psi 1,630.30 psi fbx : Flexural 481.26 psi 481.26 psi 67.21 psi F'bx :Allowable 2,500.00 psi 2,500.00 psi 2,500.00 psi Interaction Value 0.2852 0.3898 0.0303 Stress Details Fc : X -X 1,630.30 psi For Bending Stress Calcs... Fc : Y -Y 1,630.30 psi Max k'Lu / d 50.00 F'c : Allowable 1,630.30 psi Actual k *Lu /d 18.00 F'c:Allow * Load Dur Factor 1,630.30 psi Min. Allow k *Lu / d 11.00 F'bx 2,500.00 psi Cf:Bending 1.000 F'bx * Load Duration Factor 2,500.00 psi Rb : (Le d / b ^2) ^.5 6.023 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 19.71 Axial Y -Y k Lu / d 19.71 Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : Scope : Rev: 580000 - -- - - User: KW -0602562,Ver 5.8.0, 1- Dec -2003 Timber Column Design age 1 (c)1983 -2003 ENERCALC Engineering Software g Ei • a.: twtr,.,•d, s cVees:m us...p.,4m9 7r ry, F , w , R'rx_ , , , svm= "rammr�.,-'� _iLvu.hez- t(m -cx v -m e = t= .� :vz.ft - r + 3b1w; ":. =,z par n - gaa:&do,9+ �. a' usgs vision ;i-,3: -kw Description C.2.2 [General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. A(�' '..+1s..; ......k... .:: y. ....'! 4 t•.. l W " ::.. , (.• .', ".. -.,, : ;'t- •. ,.,: -- ..,a i.- f:.:. ,' 1 n..,.... • . -'. ,tiw!nw - ..;. h•a.I• Wood Section 6x6 Total Column Height 12.33 ft Le XX for Axial 12.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 12.33 ft Column Depth 5.50 in Fc 1,000.00 psi Lu XX for Bending 12.33 ft Width 5.50 in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 • Loads Dead Load Live Load Short Term Load • Axial Load 997.00lbs 5,047.00 Ibs 0.00 lbs Eccentricity 1.000in L Summary Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 12.33ft DL +LL DL +LL +ST DL +ST fc : Compression 199.80 psi 199.80 psi 32.96 psi Fc : Allowable 537.97 psi 537.97 psi 537.97 psi fbx : Flexural 217.97 psi 217.97 psi 35.95 psi F'bx : Allowable 1,200.00 psi 1,200.00 psi 1,200.00 psi Interaction Value 0.2790 0.3979 0.0353 Stress Details I Fc : X -X 537.97 psi For Bending Stress Calcs... Fc : Y -Y 537.97 psi Max k *Lu / d 50.00 F'c : Allowable 537.97 psi Actual k *Lu /d 26.84 F'c:Allow ' Load Dur Factor 537.97 psi Min. Allow k*Lu / d 11.00 F'bx 1,200.00 psi Cf:Bending 1.000 F'bx • Load Duration Factor 1,200.00 psi Rb : (Le d / b ^2) ^.5 7.036 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 26.90 Axial Y -Y k Lu / d 26.90 • Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : Scope : Rev: 580000 - -- -- User: KW -0602562 1- Dec -2003 Timber Column Design Page 1 j, (c)1983 -2003 ENERCALC Engineering Software r- •rn:44r7=w•"'3'r'ca" arse; 5•c ;7s Isar .: +.:.wixy;...T.A'aZE;.1E: • :�.rPOIWr.':,-,�e;. ',.. vision w ga74, 4 cw:Columns _ �B '?x.�'z ,� C � F..z�rfp &t,,,vt ... Description C.3 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. • Wood Section PrIIm: 7.0x14.0 Total Column Height 12.33 ft Le XX for Axial 12.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 12.33 ft Column Depth 5.25 in Fc 2,500.00 psi Lu XX for Bending 12.33 ft Width 5.25 in Fb 2,500.00 psi Manuf E - Elastic Modulus 1,800 ksi Truss Joist - MacMillan, Parallam 2 Loads Dead Load Live Load Short Term Load Axial Load 1,406.00Ibs 8,786.00 Ibs 0.00 Ibs Eccentricity 1.000in r Summary Column OK Using : PrIlm: 7.0x14.0, Width= 5.25in, Depth= 5.25in, Total Column Ht= 12.33ft • DL +LL DL +LL +ST DL +ST fc : Compression 369.78 psi 369.78 psi 51.01 psi Fc : Allowable 897.08 psi 897.08 psi 897.08 psi fbx : Flexural 422.60 psi 422.60 psi 58.30 psi F'bx : Allowable 2,500.00 psi 2,500.00 psi 2,500.00 psi Interaction Value 0.3061 0.4472 0.0279 Stress Details - Fc : X -X 897.08 psi For Bending Stress Calcs... Fc : Y -Y 897.08 psi Max k *Lu / d 50.00 F'c : Allowable 897.08 psi Actual k'Lu /d 18.00 F'c:Allow ' Load Dur Factor 897.08 psi Min. Allow k *Lu / d 11.00 F'bx 2,500.00 psi Cf:Bending 1.000 F'bx • Load Duration Factor 2,500.00 psi Rb : (Le d / b^2) ^.5 7.201 For Axial Stress Calcs... Cf : Axial 1.000 • Axial X -X k Lu / d 28.18 Axial Y -Y k Lu / d 28.18 • r,k Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : • Scope : Rev: 580000 — — '— - User: Ver 5.8.0, 1- Dec -200 "s Timber Column Design age V,mq 1 (c)1983 -2003 ENERCALC Engineering Software g C,. .! s1:r,:r: rare = <; .P':�s'xs-.zvz °r:.�. ,; x. awzicoi, ass_ r- a ai,;tT: .;e ssark »rsa;ar,7.: vision world.ecw:Colu ''F.T�'S`�Fa+lrs- i «;:l[4�:k±t.:, 'Fi321Hli:.GR3�4 '.WHl`i'.Cs98�d.'.,�. °.C�*"S;� •. Description C.4 L General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. nee �:, ,,.- :•.., ,,r.<.,...t,�,...,, ::.:.,S:: -: -.,, :,,,,,..,.., ,, Wood Section PrIlm: 7.0x14.0 Total Column Height 12.33 ft Le XX for Axial 12.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 12.33 ft Column Depth 7.00 in Fc 2,500.00 psi Lu XX for Bending 12.33 ft Width 7.00 in Fb 2,500.00 psi Manuf E - Elastic Modulus 1,800 ksi Truss Joist - MacMillan, Parallam 2 [Loads . Dead Load Live Load Short Term Load Axial Load 1,925.00lbs 12,293.00 Ibs 0.00 Ibs Eccentricity 0.500in Column OK Using : Prllm: 7.0x14.0, Width= 7.00in, Depth= 7.00in, Total Column Ht= 12.33ft DL +LL DL +LL +ST DL +ST fc : Compression 290.16 psi 290.16 psi 39.29 psi Fc : Allowable 1,472.86 psi 1,472.86 psi 1,472.86 psi fbx : Flexural 124.36 psi 124.36 psi 16.84 psi F'bx : Allowable 2,500.00 psi 2,500.00 psi 2,500.00 psi Interaction Value 0.0616 • 0.0989 0.0076 [Stress Details . Fc : X -X 1,472.86 psi For Bending Stress Calcs... Fc : Y -Y 1,472.86 psi Max k'Lu / d 50.00 F'c : Allowable 1,472.86 psi Actual k'Lu /d 18.00 F'c:Allow * Load Dur Factor 1,472.86 psi Min. Allow k'Lu / d 11.00 F'bx . 2,500.00 psi Cf:Bending 1.000 F'bx * Load Duration Factor 2,500.00 psi Rb : (Le d / b ^2) ^.5 6.236 • For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 21.14 Axial Y -Y k Lu / d 21.14 • Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : Scope : Rev. 580000 User: KW -0602562 Ver 5.8.0, 1-Dec-2003 Timber Column Design Page 1 (01983 -2003 ENERCALC Engineering Software vision world ecw:Columns — su,icz. - 1 - 1 urn.. 4,7!7.'c siVrtiV R. :J.rr rlk7W4:-.07:',.1R77 4EIF ,': :;.1>.w+• ..fi4T:1473 .f.17477L'? rAcTITaOSIN ?SR9Tr 6?nR'r'-7£f•:rn. Description C.5 j General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Wood Section PrIIm: 7.0x14.0 Total Column Height 12.33 ft Le XX for Axial 12.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 12.33 ft Column Depth 7.00 in Fc 2,500.00 psi Lu XX for Bending 12.33 ft Width 7.00 in Fb 2,500.00 psi Manuf E - Elastic Modulus 1,800 ksi Truss Joist - MacMillan, Parallam 2 Loads Dead Load Live Load Short Term Load Axial Load 2,272.001bs 14,631.00 Ibs 0.00 Ibs Eccentricity 1:750in Summary Column OK Using : PrIIm: 7.0x14.0, Width= 7.00in, Depth= 7.00in, Total Column Ht= 12.33ft DL + LL DL + LL + ST DL + ST fc : Compression 344.96 psi 344.96 psi 46.37 psi Fc : Allowable 1,472.86 psi 1,472.86 psi 1,472.86 psi fbx : Flexural 517.44 psi 517.44 psi 69.55 psi F'bx : Allowable 2,500.00 psi 2,500.00 psi 2,500.00 psi Interaction Value 0.2633 0.3151 0.0296 ■ Stress Details Fc : X -X 1,472.86 psi For Bending Stress Calcs... Fc : Y -Y 1,472.86 psi Max k'Lu / d 50.00 F'c : Allowable 1,472.86 psi Actual k*Lu/d 18.00 F'c:Allow' Load Dur Factor 1,472.86 psi Min. Allow k *Lu / d 11.00 F'bx 2,500.00 psi Cf:Bending 1.000 F'bx * Load Duration Factor 2,500.00 psi Rb : (Le d / b ^2) ^.5 6.236 For Axial Stress Calcs... Cf : Axial 1.000 Axial X - XkLu /d 21.14 Axial Y -Y k Lu / d 21.14 Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : Scope : Rev: 580000 — — - -- 1 I User: KW -0602562.Ver 5.8.0, 1- Dec -2003 Timber Column Design Page 1 i (c)1983 -2003 ENERCALC Engineering Sohware vision world ecw Column i .. , r .rr , :.i � re u +� w _v:rt.Ywr4AY.;,,,, ..IvourpRth!•Ft�.'v: r.o,,m3iaar:?e arrcar"6::Arr7r Fu�.s�ararrin.•, � wr. e.r,, Description . C.6 General Information Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowabies are user defined. ,:e c.:...: e ,,., , : ,_ - +,,.. , -:, �„�: �. :. ,.. •roc -.r ,,:..r, s.e -+ �.. ..._ .y _.._.. :: -: . ..Y,<r � „r.:l.e aa,,,.� - n• Wood Section PrIlm: 7.0x14.0 Total Column Height 12.33 ft Le XX for Axial 12.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 12.33 ft Column Depth 7.00 in Fc 2,500.00 psi Lu XX for Bending 12.33 ft Width 7.00 in Fb 2,500.00 psi Manuf E - Elastic Modulus 1,800 ksi Truss Joist - MacMillan, Parallam 2 Loads Dead Load Live Load Short Term Load • Axial Load 3,000.001bs 18,756.00 Ibs 0.00 Ibs Eccentricity 1.000in L _ . ...,...7 1 Summary Column OK Using : Prllm: 7.0x14.0, Width= 7.00in, Depth= 7.00in, Total Column Ht= 12.33ft DL + LL DL + LL + ST DL + ST fc : Compression 444.00 psi 444.00 psi 61.22 psi Fc : Allowable 1,472.86 psi 1,472.86 psi 1,472.86 psi fbx : Flexural 380.57 psi 380.57 psi 52.48 psi F'bx : Allowable 2,500.00 psi 2,500.00 psi 2,500.00 psi Interaction Value 0.2150 0.2976 0.0235 Stress Details I F Fc : X -X 1,472.86 psi For Bending Stress Calcs... Fc : Y -Y 1,472.86 psi Max k *Lu / d 50.00 F'c : Allowable 1,472.86 psi Actual k *Lu /d 18.00 F'c:Allow * Load Dur Factor 1,472.86 psi Min. Allow k'Lu / d 11.00 F'bx 2,500.00 psi Cf:Bending 1.000 F'bx ' Load Duration Factor 2,500.00 psi Rb : (Le d / b ^2) ^.5 6.236 • For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 21.14 • Axial Y -Y k Lu / d 21.14 • • 7 Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:37AM, 24 APR 08 Description : Scope : Rev: 580000 User: KW- 0602562,Ver 5.8.0, 1- Dec -2003 Timber Column Design Page 1 (c)1983 -2003 ENERCALC Engineering Software ,gp- ,,�� 4 ,, . �,. , wK ., a . t ,. - vision world.ecw:Columns -Vv1 °IRM i "&ZraWitt4:trP- MJZSG'4tK.r.: ;, = 3twaze;w7AWarrgrtg'iEN Description C.7 I General Information • Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined. aA Wood Section 6x8 Total Column Height 12.33 fi Le XX for Axial re f ft 12.33 Rectangular Column Load Duration Factor 1.00 Le YY for Axial 12.33 ft Column Depth 7.50 in Fc 925.00 psi Lu XX for Bending 12.33 ft Width 5.50 in Fb 1,350.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Loads Dead Load Live Load Short Term Load Axial Load 2,101.00lbs 12,885.00 Ibs 0.00 Ibs Eccentricity 1.000in 1 Summary i Column OK Using : 6x8, Width= 5.50in, Depth= 7.50in, Total Column Ht= 12.33ft DL +LL DL +LL +ST DL +ST fc : Compression 363.30 psi 363.30 psi 50.93 psi Fc : Allowable 525.23 psi 525.23 psi 525.23 psi fbx : Flexural 290.64 psi 290.64 psi 40.75 psi F'bx: Allowable 1,340.07 psi 1,340.07 psi 1,340.07 psi Interaction Value 0.5363 0.7859 0.0411 Stress Details Fc : X -X 721.54 psi For Bending Stress Calcs... Fc : Y -Y 525.23 psi Max k'Lu / d 50.00 F'c : Allowable 525.23 psi Actual k'Lu /d 27.91 F'c:Allow ' Load Dur Factor 525.23 psi Min. Allow k *Lu / d 11.00 F'bx 1,340.07 psi Cf:Bending 1.000 F'bx' Load Duration Factor 1,340.07 psi Rb : (Le d / b ^2) ^.5 8.216 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 19.73 Axial Y -Y k Lu / d 26.90 a,r^ r we : vistun vvunu - Ivlezzanine Job # 8108 Dsgnr: TA Date: 9:42AM, 24 APR 08 Description : Scope : Rev: 580000 - -- - - - User KW0602562,Ver580,1Dec2003 Timber Column Design Page 1 (c)1983.2003 ENERCALC Engineering Software g vision wo, Id ecw :Columns Description C.9 I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 'D- F4=-vi A:.rs ,,,.,,i. -. 7.;, i.n .- s. 07»:NL"oui...'xiei5,74 -4 �'A Et.-- +.•7917iv,,..,. ,,•, t CY•'Y,mr imii,. -A-,i rianz$ 7 'S '.F�. :. ' . „.,,.. u.3+' '3c aq�J Wood Section 6x6 Total Column Height 12.33 ft Le XX for Axial 12.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 12.33 ft Column Depth 5.50 in Fc 1,000.00 psi Lu XX for Bending 12.33 ft Width 5.50 in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 [Loads Tgargi Dead Load r Live Load Short Term Load Axial Load 1,137.00Ibs 7,114.00 Ibs 0.00 Ibs Eccentricity 1.000in t M 11 Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column -It= 12.33ft DL +LL DL +LL +ST DL +ST fc : Compression 272.76 psi 272.76 psi 37.59 psi Fc : Allowable 537.97 psi 537.97 psi 537.97 psi fbx : Flexural 297.56 psi 297.56 psi 41.00 psi F'bx : Allowable 1,200.00 psi 1,200.00 psi 1,200.00 psi Interaction Value 0.4873 0.6782 0.0411 Stress Details € Fc : X -X 537.97 psi For Bending Stress Calcs... Fc : Y -Y 537.97 psi Max k'Lu / d 50.00 F'c : Allowable 537.97 psi Actual k *Lu /d 26.84 F'c:Allow ' Load Dur Factor 537.97 psi Min. Allow k'Lu / d 11.00 F'bx 1,200.00 psi Cf:Bending 1.000 F'bx • Load Duration Factor 1,200.00 psi Rb : (Le d / b ^2) ^.5 7.036 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 26.90 Axial Y -Y k Lu / d 26.90 Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : R ev: 580000 - -' - - User: KW -0602562, Ver 5.8.0, 1- Dec -2003 Multi -Span Timber Beam Page 1 l' (c)1983 -2003 ENERCALC Engineering Software vision world.ecw:2nd Floor Framin .'v@i.4tfi3Xi : ?J IJtyom , ,rtrvr• -7-: ... ,,..., ::�_) mI'. "•'" ram rt...4.MU'fF g E'£ 5+ ft - 'SAa.�c$w�'arN.F4P�r�sav`y:�'; avt�y- Xtin�.n, Description 2.1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined • Truss Joist - MacMillan Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 • • Timber Member Information • Description Span ft .7.50 6.50 Timber Section Prilm: 3.5x16.0 Priam: 3.5x16.0 Beam Width in 3.500 3.500 Beam Depth in 16.000 16.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Loads Itzumul .:r Live Load Used This Span ? Yes Yes Dead Load #/ft 160.00 160.00 Live Load #/ft 1,000.00 1,000.00 Results Mmax @ Cntr in -k 59.4 36.6 @ X = ft 2.90 4.20 Max @ Left End in -k 0.0 -86.6 Max @ Right End in -k -86.6 0.0 fb : Actual psi 579.7 579.7 Fb : Allowable psi 2,900.0 2,900.0 Bending OK Bending OK Shear @ Left k 3.39 4.88 . Shear @ Right k 5.31 2.66 fv : Actual psi 100.3 90.3 Fv : Allowable psi 290.0 290.0 Shear OK Shear OK . • Reactions & Deflection DL © Left k 0.47 1.41 LL @ Left k 2.92 8.79 Total @ Left k 3.39 10.19 DL @ Right k 1.41 0.37 • LL @ Right k 8.79 2.29 Total @ Right k 10.19 2.66 Max. Deflection in -0.017 -0.006 @ X = ft 3.25 3.94 Query Values Location it 0.00 0.00 Moment in -k 0.0 -86.6 Shear k 3.4 4.9 Deflection in 0.0000 0.0000 • 7! Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : Rev 580000 - - — — — — User: KW- 0602562 Ver 5.8.0, 1- Dec -2003 Multi -Span Timber Beam Page 1 i s • i (c)1983 -2003 ENERCALC Engineering Software vision world.ecw:2nd Floor Framing fa'Ta.-.°.1:7nrrar ., � 27'. 7[�.r .utrag,ui;/Hrt^,v-!7—niki -r. , "'';,ii9:G _C=a`'.1:::; - r:1.. F. n: vx(rweitzs c'¢ iFi:C:.w'i[C,tiaFti1[NJ .i ya a zFw '3!q Description 2.2 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 [Timber Member Information gaarimalstausagrommisj Description Span ft 16.00 Timber Section Pr1Im: 3.5x16.0 Beam Width in 3.500 Beam Depth in 16.000 • End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type vamaxas Loads Live Load Used This Span ? Yes Dead Load #/ft 120.00 Live Load #/ft 750.00 Results Mmax @ Cntr in -k 334.1 @ X = ft 8.00 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 2,237.1 Fb : Allowable psi 2,900.0 Bending OK Shear © Left k 6.96 Shear @ Right k 6.96 fv : Actual psi 156.6 Fv : Allowable psi 290.0 Shear OK Reactions & Deflection DL @ Left k 0.96 LL @ Left k 6.00 Total @ Left k 6.96 DL @ Right k 0.96 LL @ Right k 6.00 Total @ Right k 6.96 Max. Deflection in -0.537 @X =. ft 8.00 Query Values • Location it 0.00 Moment in -k 0.0 Shear k 7.0 Deflection in 0.0000 Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : Rev 580000 - -_ _ User. KW -0602562 Ver 58.0. 1- Dec -2003 Multi Span Timber Beam Page 1 ] '. (c)1983 -2003 ENERCALC Engineering Software vision world ecw 2nd Floor Framin - -ie :- ! %'A°-- ..r cw. ..,,: :4d - 0:::;, 717 . •-7< _ ..,- C,U4_T 0374171 .I MIW- 1•T:+F klfi : k` U" WVaf 1.= Q4/; T43- k*I7Ti7 ^7 .3' mr Description 2.3 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 'Timber Member Information Description " .• Span ft 10.00 10.00 Timber Section Prllm: 3.5x16.0 PrIlm: 3.5x16.0 Beam Width in • 3.500 3.500 • Beam Depth in 16.000 16.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Loads diECOMMZESEM Live Load Used This Span ? Yes Yes Dead Load #/ft 160.00 160.00 Live Load # /ft 1,000.00 1,000.00 Point #1 Dead Load lbs 367.00 Live Load lbs 2,873.00 @ X ft 5.500 Results Mmax @ Cntr • in -k 156.3 84.4 @ X = ft 4.73 6.53 Max @ Left End in -k 0.0 -211.3 Max @ Right End in -k -211.3 0.0 fb : Actual psi 1,414.9 1,414.9 Fb : Allowable psi 2,900.0 2,900.0 Bending OK Bending OK Shear @ Left k 5.50 7.56 Shear @ Right k 9.34 4.04 fv : Actual psi 208.8 161.1 Fv : Allowable psi 290.0 290.0 Shear OK Shear OK Reactions & Deflection . DL @ Left k 0.73 2.27 LL @ Left k 4.77 14.63 Total @ Left k 5.50 16.90 DL @ Right k 2.27 0.56 LL @ Right k 14.63 3.47 Total @ Right k 16.90 4.04 Max. Deflection in . -0.079 -0.033 @X= ft 4.53 6.13 Query Values . Location ft 0.00 0.00 Moment in -k 0.0 -211.3 Shear k 5.5 7.6 Deflection in 0.0000 0.0000 Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : Rev 580000 - - pp _� __ User KW- 0602562,Ver 58.0 1 Dec2003 Multi S an Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software vision world ecw :2nd Floor Framing .; P$ r..Y,.ar _: .; .', 1'.-" 3' t.. -. .'? .) . 77n,(i . r , :a;179.1-:tti . , ' , ':- . %•i a C.Yr.:zV.T1W c Aci .. , , r ... n .. Description 2.4 ,.. ._,, ,. �1. General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined) �dPb>•Ci'N `J %$�//:Y -'. ti'. .G!.Y %{rA.1 Ia .t. -..r - .,' .. �. .,.....:.4 . - ..i .:.:: <. .:::. -0t64: )s..:.a - . Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 Timber Member Information Description Span ft 10.00 Timber Section Prllm: 3.5)(16.0 Beam Width in 3.500 Beam Depth in 16.000 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 • Member Type Loads IBSWEEMSKOSIONV Live Load Used This Span ? Yes Dead Load #!ft 160.00 Live Load #/ft 1,000.00 Results Mmax @ Cntr in-k 174.0 ' @ X = ft 5.00 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 1,165.2 Fb : Allowable psi 2,900.0 Bending OK Shear @ Left k 5.80 Shear @ Right k 5.80 fv : Actual psi 113.9 Fv : Allowable psi 290.0 Shear OK Reactions & Deflection r . 4 DL @ Left k 0.80 LL @ Left k 5.00 Total @ Left k 5.80 DL @ Right k 0.80 • LL @ Right k 5.00 Total @ Right k 5.80 Max. Deflection in -0.109 @ X = ft 5.00 Query Values Location ft 0.00 Moment in -k 0.0 Shear k 5 Deflection in 0.0000 1Lii Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : Rev: 580000 — — Multi-Span User: KW- 0602562 1- Dec -2003 M � uItt S an Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software b BS�tJ;.sRYletsx�:ae%+:cr.t,: •crv,.r,,'n•¢ .: -... �;,,�p -r _� nd Flo vision worltl ecw2 or Framing Description 2.5 General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ' '.:r°."'-.`-- ;= 1smsEC mgsy, 5, T ,esagrrcc: MUSZaar Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 [Timber Member Information IRZZAVEMBWICINCEMIXIMMERIJ Description Span ft 6.50 Timber Section Prllm: 3.5x16.0 Beam Width in 3.500 Beam Depth in 16.000 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type [1 oads Live Load Used This Span ? Yes Dead Load # /ft 160.00 Live Load # /ft 1,000.00 Results & Mmax @ Cntr in -k 73.5 @ X = ft 3.25 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 492.3 Fb : Allowable psi 2,900.0 Bending OK Shear @ Left k 3.77 Shear @ Right k 3.77 fv : Actual psi 60.6 Fv : Allowable psi 290.0 Shear OK Reactions & Deflection • DL @ Left k 0.52 LL @ Left k 3.25 Total @ Left k 3.77 DL @ Right k 0.52 LL @ Right k 3.25 Total @ Right k 3.77 Max. Deflection in -0.019 @X= ft 3.25 Query Values Location ft 0.00 Moment in -k 0.0 Shear k 3.8 Deflection in 0.0000 Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : • Rev: 580000 -- - -° Multi-Span — — -- — User: KW -0602562.Ver58.0 1-Dec-2003 Multi -Span Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software • vision world ecw.2nd Floor Framing ra tkL.7 S.atcarer iL".4 r}'L"u °x:.}P.:'!L R'.' -';c :71.4."A_'. V.- F:'.�.•''^.a: �'L++h'r�'a9v+'��> u,'n�r: �:. ,�:t�- .,,. _r. � -- .a�?nrrrsa.;- +,- s Description 2.6 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ``.�u�.`- °YTS._- ... { rr,: r:,..: ,r y:.. _ rvr. - . :. ..�.... ` w:.. -•n - .: v..'. . - •. - M{ 51:..r- t'•:r t ." Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 Timber Member Information Description Span ft 17.40 Timber Section Prllm: 3.5x16.0 Beam Width in 3.500 Beam Depth in 16.000 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type Loads Live Load Used This Span ? Yes Dead Load # /ft 130.00 Live Load # /ft 813.00 Results Mmax @ Cntr In -k 428.3 @ X = ft 8.70 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 2,867.8 Fb : Allowable psi 2,900.0 Bending OK Shear @ Left k 8.20 Shear @ Right k 8.20 fv : Actual psi 187.5 Fv : Allowable psi 290.0 Shear OK Reactions & Deflection DL @Left k 1.13 LL @ Left k 7.07 Total @ Left k 8.20 • DL @ Right k 1.13 LL @ Right k 7.07 Total @ Right k 8.20 Max. Deflection in -0.814 @X= ft 8.70 • Query Values Location ft 0.00 Moment in -k 0.0 Shear k 8.2 Deflection in 0.0000 7. Lip Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 • Description : Scope : Rev: 580000 - - - - -- -- - - -- User: KW- 0602562, Vet 5.8.0, 1- Dec -2003 Multi -Span Timber Beam Page 1 • (01983 -2003 ENERCALC Engineering Software vision world.ecw:2nd Floor Fram �:'_T: _ .y...rpr- _ 'T - - 9�n /G'T+' d'"C11p3N. *b'.it& ✓•l - Description 2.7 ..R. 'z.7W �5 �ISJ' ;.��", r'�G' nr:,,> �,- ... �F;�. � ,. General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined vmeams.serzawszomatEraaa a . ....Rrrrtr.Aay. atmsao-F,w, ... . Y .: r _ - .,r • , ...., „r, s .. n w ,.. ,.: >.. R,.: Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information ..... ..: _. " :'-s -h:... {' ....r .Y":. •.��v. -,�:. . w� - .- ..fir... ... vrH -v w. :...J,: - ..t r.f: :-. -.. ,.. Description Span ft 18.00 Timber Section 6.75x16.5 Beam Width in 6.750 Beam Depth in 16.500 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type GluLam Loads -Th. lexgzasizamitagiemwdanamtumpascemanangsgssuilsaanumas Live Load Used This Span ? Yes Dead Load #/ft 180.00 Live Load #/ft 1,125.00 Start ft End ft 12.000 Dead Load @ Left #/ft 60.00 Dead Load @ Right #/ft Live Load @ Left # /ft 375.00 Live Load @ Right #/ft Start ft 12.000 End ft 18.000 Point #1 Dead Load lbs 520.00 Live Load lbs 3,250.00 @ X ft 4.750 Results Mmax @ Cntr in -k 650.6 @ X = ft 7.44 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 2,124.3 Fb : Allowable psi 2,296.8 • Bending OK Shear @ Left k 13.51 Shear @ Right k 7.23 • fv : Actual psi 158.7 Fv : Allowable psi 240.0 Shear OK Reactions & Deflection DL @ Left k 1.86 LL @ Left k 11.64 Total @ Left k 13.51 DL @ Right k 1.00 LL @ Right k 6.23 • Total @ Right k 7.23 Max. Deflection in -0.713 @X= ft 8.64 Query Values • Location ft 0.00 Moment in -k 0.0 Shear k 13.5 Deflection in 0.0000 7, q Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : Rev: 580000 - - User. KW- 0602562, Ver 5.8.0. 1 -Dec 2003 pp P age 1 L (0 1983- 2003ENERCALC Engineering Software Multi-Span Timber Beam I ,,,,,, vision world ecwy2nd Floor Framin '?YP. jai: 6•. 'J- _S�+SS'r+2�?'P.t'n""'_idti.t ,.rr-� � .T r_�:;T:� K�:- k' ��. Ir? iG� fi-: �i' �9$ e� f6. cu4 - .� - : ". w�� .r sn' E�'.+,/ x"' - �.. ..., xsr Description 2.8 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined mna sia.3lksammwa414115/ : MIMI wc Mii» ,,:. ...,,. , , . ,...., . ,, �,.. , :, .,.,, .; : Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 Timber Member Information Description • Span ft 16.00 4.00 Timber Section PrIIm: 3.5x16.0 Pr1Im:3.5x16.0 Beam Width in 3.500 3.500 Beam Depth in 16.000 16.000 End Fixity Pin - Pin Pin - Free Le: Unbraced Length ft 0.00 0.00 Member Type . GluLam Sawn [Loads • Live Load Used This Span ? Yes Yes Dead Load #/ft 60.00 Live Load #/ft 375.00 Dead Load #/ft 100.00 Live Load # /ft 625.00 Start ft End ft 10.000 4.000 Dead Load @ Left #/ft 60.00 Dead Load @ Right #/ft 60.00 Live Load @ Left #/ft 375.00 Live Load @ Right #Ift 375.00 Start ft 10.000 End ft 16.000 4.000 Point #1 Dead Load lbs 400.00 Live Load lbs 500.00 @ X ft 0.250 Point #2 Dead Load lbs 400.00 Live Load Ibs 500.00 @ X ft 3.750 Results :., Mmax @ Cntr ink 209.5 0.0 @X= ft 6.93 4.00 Max @ Left End in -k 0.0 -85.0 Max @ Right End in -k -85.0 0.0 fb : Actual psi 1,402.8 • 568.9 Fb : Allowable psi 2,900.0 2,900.0 Bending OK Bending OK Shear @ Left k 5.03 3.54 Shear @ Right k 4.83 0.00 fv : Actual psi 113.2 55.2 Fv : Allowable psi 290.0 290.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.62 1.77 LL @ Left k 4.41 6.59 Total @ Left k 5.03 8.37 DL @ Right k 1.77 0.00 LL @ Right k 6.59 0.00 Total @ Right k 8.37 0.00 Max. Deflection in -0.312 0.173 @X= ft 7.57 4.00 Query Values 4p, . ,v,,F.'w m:,,T, crvk -4Ni5^ ;N�^.�, - 7f..s'fi 1tF:7_;.,vkT3i.".':'d>ti*P ' EIvum.,ma8A2itY11rt.vN- is_t,,, 'm',-.r,.,x:r.s.7i.,.. . ru.,. 4, iit' ,mrr.am'-Ty,,F-:.,;t, ,q.ki o Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1- Dec -2003 Multi -Span Timber Beam (c)1983 -2003 ENERCALC Engineering Page 2 Software _ ate vision world.ecw:2nd Floor Framing � � d• T �+ 1. Y�AI?: T - Ar. - i "A`.l Y.i:7i J ?..;: '.L. .i .F..,.'_.. 1 i.Y � CIO ° .!q'IfiT'' "r'r "f�67' Description 2.8 Location ft .0.00 0.00 Moment in -k -0.0 -85.0 Shear k 5.0 3.5 Deflection in 0.0000 0.0000 �,eQ Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : • r Rev: 580000 - - -- User.Kw0602562,Ver580,1- Dec2003 Multi -Span Timber Beam Page 1 L (c)1983.2003 ENERCALC Engineering Software vision world ecw.2nd Floor Framing Description 2.9 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ::... nx, ,.. ,-,. .y rcn,.s= i cxa- •,br..+e: .t;i - ,.rae:_reoi�z+ . Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 • Timber Member Information Description Span ft 19.00 Timber Section Prllm: 3.5x16.0 Beam Width in 3.500 Beam Depth • in 16.000 • End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type I GluLam Loads Live Load Used This Span ? Yes Dead Load #/ft 20.00 Live Load #/ft Dead Load #/ft 100.00 Live Load #Ift 625.00 Start ft End ft 9.500 Dead Load @ Left #/ft 40.00 Dead Load @ Right #/ft 40.00 Live Load @ Left #/ft 250.00 Live Load @ Right #/ft 250.00 Start ft 9.500 End ft 19.000 Results Mmax @ Cntr in -k 294.2 @ X = ft 8.11 Max @ Left End in -k 0.0 Max © Right End in -k 0.0 fb : Actual psi 1,970.3 Fb : Allowable psi 2,900.0 . Bending OK Shear @ Left k 6.04 Shear @ Right k 3.98 fv : Actual psi 136.6 Fv : Allowable psi 290.0 • Shear OK Reactions & Deflection • DL @ Left k 1.00 LL @ Left k 5.05 Total @ Left k 6.04 DL @ Right k 0.71 LL @ Right k 3.27 . Total @ Right k 3.98 . Max. Deflection in -0.648 @ X = ft 9.12 Query Values Location ft 0.00 Moment in -k 0.0 Shear k 6.0 Deflection in 0.0000 '°].l 0 • title : vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : r Rev. KW-06 Multi-Span on world ecw 2 User: 8 562,Ver58.0,1 -Dec 2003 ryl(tlti-S an Timber Beam (c)1983 -2003 ENERCALC Engineering Software p Page 1 ewJa_.+exx!; s.:r,.27. - ,y.,,,.,.Tz" a --* -r_ .7,;_i nd Floor Framin � 9!`f�l �)s.r 1.n_�'Pi� -k i>. T: i ;_-r. 1.s ri ..;.. r. - �::T' �•:. sa6; "'S {4 Mf..,RNW:IIiN. Description 2.10 • I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ' ' d' •c ai.t....v.` ervu. N. 4.TeAD ICW9y , U.Tluvai oittir , ilraAfmusi marsh Truss Joist - MacMillan, TimberStrand 1. Fb : Basic Allow 2,250.0 psi Elastic Modulus 1,500.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 285.0 psi Load Duration Factor 1.000 • Timber Member Information 1 - Description Span ft 10.00 • Timber Section TmbrStrnd: 2x14 Beam Width in 2.000 Beam Depth in 16.000 • End Fixity • Pin - Gin Le: Unbraced Length . ft 0.00 Member Type GluLam Loads wassamscanmunasesessenasummeascomm Live Load Used This Span ? Yes Dead Load @ Left #/ft 70.00 Dead Load @ Right #/ft Live Load © Left #/ft 438.00 Live Load @ Right #/ft Start ft End ft 10.000 • Results Mmax @ Cntr in-k 39.1 r . .. . , •_... a,. ...� . r. ,..,, �. .r _, < ._ _ ,. @ X = ft 4.20 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 • fb : Actual psi 458.3 Fb : Allowable psi 2,250.0 Bending OK Shear @ Left k 1.69 Shear @ Right k 0.85 fv : Actual psi 49.7 Fv : Allowable psi 285.0 Shear OK Reactions & Deflection DL @ Left k 0.23 LL @ Left k 1.46 Total @ Left k 1.69 DL @ Right k 0.12 LL @ Right k 0.73 Total @ Right k 0.85 Max. Deflection in -0.056 @ X = ft 4.80 Query Values Location ft 0.00 Moment in -k 0.0 Shear k 1 Deflection in 0.0000 • Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : • • Scope : Rev 580000 KW -0602562. Ver 58.0 1-Dec-2003 Page 1 User ( c) 19832003ENERCALCEngineerngSohware vision world.ecw 2nd Floor Framing Multi-Span Timber Beam r - - Q Gu` =' . �i vi'lmv4oi • ia'F` i :.. 9; "f -:.1 ^., - . . -' -. ,,7 ... W. »i'3r ° � Description 2.11 L:., :�:'.ae ..St:. :�!"r5 -R FI ?:a n.< _ .: ... •yr+ ;_'F.,... T- *c'7'. ^"R"s'A,.A oirp N J .a,•u�, I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined • ,r , n .. { mom 0 .jai- =i: . _ Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information Description Span ft 23.00 Timber Section 6.75x21 Beam Width in 6.750 Beam Depth in 21.000 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type GluLam Loads • Live Load Used This Span ? Yes Dead Load #/ft 70.00 Live Load #/ft 438.00 Start ft 5.000 End ft 15.000 Dead Load @ Left #/ft 127.00 Dead Load @ Right #/ft 127.00 Live Load @ Left #/ft 795.00 Live Load @ Right # /ft 795.00 Start ft 15.000 End ft 23.000 Point #1 Dead Load Ibs 712.00 Live Load Ibs 3,266.00 @ X ft 5.000 Point #2 Dead Load Ibs 233.00 Live Load Ibs 1,460.00 @ X ft 15.000 Point #3 Dead Load Ibs 997.00 Live Load Ibs 6,233.00 @ X ft 15.000 • Results Mmax @ Cntr in -k 1,082.6 @ X = ft 14.87 • Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 2,182.0 Fb : Allowable psi 2,187.7 Bending OK Shear @ Left k 10.37 Shear @ Right k ,14.99 fv : Actual psi 140.6 Fv : Allowable psi 240.0 Shear OK Reactions & Deflection DL @ Left k 1.56 LL @ Left k 8.81 Total @ Left k 10.37 DL @ Right k 2.10 LL @ Right k 12.89 Total @ Right k 14.99 Max. Deflection in -0.908 . @X= ft 11.96 Query Values rar;z . em...,. :,',,, cest1`8;X!cA'Y,:3w .r.G17's; nS¢dt 7'r! . %';.r, l'7. a+'iV, P.7% - : =.::.A' Pr '?i: -M,, ...mmas..sw,roaa nurt ,rwf ... ? °I Z Title : Vision World Mezzanine Job #e1n8 Dsgnr: TA Date: 9:35*w. 24 APR 08 Description : Scope : Rev: 580000 — — — — User: KW-0602562, Ver 5.8.0. 1-Dec-2003 Multi-Span Timber Beam Page 2j (c)1983-2003 ENERCALC Engineering Software vision world.ecw:2nd Floor Framing Description 2.11 Location h| 0.00 Moment in-k 0.0 Shear x 10.4 Deflection in| 0.0000 • -7.15 I Itte : vision vvorld - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : Rev: 580000 - - - - - - - -- - User KW 0602562, Ver 58.0, 1 Dec 2003 Multi-Span Timber Beam Page (c)1983-2003 ENERCALC Engineering Software M vision world.ecw'2nd Floor Framing 9 Description 2.12 w•< w -_ General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined cr,,r,, :v fX;baoi ' .... =3 taft n.•, ,omprmo*R.netrrs gY^tr.:, >�x itioir Y a9 Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 . Timber Member Information Description Span ft . 10.00 24.00 Timber Section 6.75x27 6.75x27 Beam Width in 6.750 6.750 Beam Depth in 27.000 27.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam L Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 230.00 Live Load #/ft 1,438.00 Dead Load #/ft 180.00 . Live Load #/ft 1,125.00 Start ft End ft 10.000 19.000 Dead Load @ Left #!ft 80.00 Dead Load @ Right #/ft 80.00 Live Load @ Left #/ft 500.00 Live Load @ Right #/ft 500.00 Start ft 19.000 End ft 10.000 24.000 Point #1 Dead Load Ibs 1,557.00 Live Load Ibs 8,814.00 @ X ft 15.000 Results Mmax @ Cntr in-k 250.2 , . 1,689.9 @ X = ft . 5.00 14.72 Max @ Left End in -k 0.0 0.0 Max @ Right End in -k 0.0 0.0 . fb : Actual psi 305.1 2,060.5 Fb : Allowable psi 2,318.8 2,124.4 Bending OK Bending OK Shear @ Left k 8.34 19.17 Shear @ Right k 8.34 18.89 fv : Actual psi 38.4 144.1 Fv : Allowable psi 240.0 240.0 Shear OK Shear OK Reactions & Deflection j DL @Left k 1.15 2.69 LL @ Left k 7.19 16.48 • Total @ Left k 8.34 19.17 DL @ Right k 1.15 2.69 LL @ Right k 7.19 16.21 Total @ Right k 8.34 18.89 Max. Deflection in -0.020 -0.739 @ X = • ft 5.00 12.16 Query Values Location ft .. t. 0.00 O.00 Moment in -k 0.0 0.0 Shear k 8.3 19.2 Deflection in 0.0000 0.0000 1, ?,)V Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : • Scope : Rev :80000 Multi-Span — — User W0602562 Ver580 1- Dec2003 Timber Beam Page 1 7,)198.2003 ENERCALC Engineering Software vision worltl ecw 2nd Floor Framing r.:s:Y!` + 37.5 , :rirW7r raT7 - .^?C t..';:, ':'.Tc44 ,` , -K47 T 3.M,:444x3g , W..:.'v 7,7 ...: i....., •-.. 7:7,7"7` :.4 ri._3,':;aliVrjr Description 2.13 L General Infor Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined yeas , r .egifilirM :ma . 7,q -te4MR . ,,. ,, - t..,- „,:..., ... „ ,• . ....,'”- ■ ..Z.V:XWMPRIWNSIM.T2NEMIESUWIlargraiarrW.Wittrn Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,500.0 psi Elastic Modulus 1,800.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 230.0 psi Load Duration Factor 1.000 1 Timber Member Information Span ft 4.50 Timber Section Prilm: 7.0x14.0 Beam Width in 7.000 • Beam Depth in 7.000 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type GluLam Loads Live Load Used This Span ? Yes „Y Dead Load #/ft 70.00 Live Load # /ft Point #1 Dead Load Ibs 1,150.00 Live Load Ibs 7,190.00 @ X ft 2.250 Results Mmax @ Cntr in -k 114.7 @ X = ft 2.25 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 2,006.7 Fb : Allowable psi 2,500.0 Bending OK Shear @ Left k 4.33 Shear @ Right k 4.33 fv : Actual psi 131.3 Fv : Allowable psi 230.0 Shear OK Reactions & Deflection DL @ Left k 0.73 LL @ Left k 3.60 Total @ Left k 4.33 DL @ Right k 0.73 LL @ Right k 3.60 Total @ Right k 4.33 Max. Deflection in -0.078 @ X = ft 2.25 Query Values Location ft 0.00 Moment in -k 0.0 Shear k 4.3 Deflection in 0.0000 • • Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description : Scope : r Rev 580000 p� v Page 1 User KVV-0602562. CALCEngin e Engineering (c)198 Multi -Span Timber Beam 3 23 ENECALC Enginering S — a;r °6' m"�T7F ga, a "-a >��. - F ma • :-7:5 : „.,... -xv: r, g- , =-r - FA :7.—as _, i _a... - :rg; =aa Floor Framing 'r i vision wor ecw 2nd - . . ...,._. .._ ,�:� ,:�:� �,: --� >, Description 2.14 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowable s are user define F tFr= ::3.�A"a:ari a ^ ,mrvi ri mil&Notiii 1�i�0. ? 'aratomi 4pf•.m.i.,:,wirar inisgri `SC e.,, Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,500.0 psi Elastic Modulus 1,800.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 230.0 psi Load Duration Factor 1.000 Timber Member Information samwmpame =a ) Description Span ft 7.00 Timber Section PrlIm: 7.0x14.0 Beam Width in 7.000 Beam Depth in 7.000 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type GluLam • Loads . 3 Live Load Used This Span ? Yes Dead Load #/ft 70.00 Live Load #/ft Dead Load # /ft 160.00 Live Load #/ft 1,000.00 Start ft End ft 7.000 Results :. .r: . - - - .N '..• :i..r,i ..:.!'. +.. .:. ..:t. - r:� -: -....N r. ..l _�,o..:.,.c a-. e�:.t+i•sA . � - .. .'.... _. _ .�, -. r , .- - sr: . -..,. - - .w:5.r .ey:... 1...::. '. F.e:.: �,:t::.v�t... . Mmax @ Cntr in -k 90.4 @X = ft 3.50 Max @ Left End in -k 0.0 Max @ Right End in -k 0.0 fb : Actual psi 1,581.4 Fb :Allowable psi 2,500.0 Bending OK • Shear @ Left k 4.30 Shear @ Right k 4.30 Iv : Actual psi 110.7 Fv : Allowable psi 230.0 Shear OK Reactions & Deflection • DL @ Left k 0.80 LL @ Left k 3.50 Total @ Left k 4.30 DL @ Right k 0.80 LL @ Right k 3.50 Total @ Right k 4.30 Max. Deflection in -0.184 @ X = ft 3.50 Query Values Location ft 0.00 Moment • in -k 0.0 Shear k 4.3 Deflection in 0.0000 ine : vision vvono - Mezzanine Job # 8108 Dsgnr: TA Date: 9:35AM, 24 APR 08 Description Scope : Rev: 580000 - - -- User: KW 0602562, Ver 5.8.0, 1-Dec-2003 Multi Span Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software ➢+. t +yc +x r� .+ ;:- r ,« .vrr7i' ± ..rfi,:us:c:s" 'a(i t:f2Tua£}x4 ^nF,7, a?:. ^A v cv: ;c-z -.,, x;. .,, _ vision world.ecw:2nd Floor Framing . ... .. .. L.•.' - . ^.' _•.....a7q^,'X.t+'+-e': p:,.'J -. t7°"1..'OFd6771°13.11:.:,,.Tr U,,,'Z, - L .. • Description NEW DOOR HEADER 1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Tour,, ,f t :4fwaFCrvrai `.,. . rBGff'r I9 aiklra 5+ KX ng IS`. ipts, Z,P,z,:i3 :R sLiFwzatv:p7ama Douglas Fir - Larch, No.2 Fb : Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 180.0 psi Load Duration Factor 1.150 Timber Member Information Description Span ft 5.00 Timber Section 6x8 Beam Width in 5.500 Beam Depth in 7.500 End Fixity vin - Pin Le: Unbraced Length ft 0.00 Member Type Sawn (Loads inazasnammaaj Live Load Used This Span ? I Yes , .. Dead Load #/ft 330.00 Live Load #/ft 550.00 Dead Load #/ft 70.00 Live Load #/ft Start ft End ft 5.000 • Results Mmax @ Cntr ink 35.6 @ X = ft 2.50 Max @ Left End in -k 0.0 • Max @ Right End in -k 0.0 fb : Actual psi 690.9 Fb : Allowable psi 1,035.0 Bending OK Shear @ Left k 2.37 Shear @ Right k 2.37 fv : Actual psi 65.6 Fv : Allowable psi 207.0 Shear OK Reactions & Deflection DL @Left k 1.00 LL @ Left k 1.37 Total @ Left k 2.37 DL @ Right k 1.00 LL @ Right k 1.37 Total @ Right k 2.37 Max. Deflection in -0.043 @X= ft 2.50 Query Values Location ft 0.00 Moment in -k 0.0 Shear k 2.4 Deflection in 0.0000 • c 76) t k • � - ! 015'1 s f� • °l o .. � i s ,��' " �.' t7 rilti y.t(: : F i ';'-'r'14.; L . 4 1C:' c '-•-- �....... F-.�.m r .. it l.. L. f' ,SC) ' n ;i : / , • 10 k F I NEED • f` � )7 9 I' I?. Z ` ki-Oc ` i # ' r"i . < 92,10 6;' S 14- 0154 Z,°-c g 0 At oTd EEL CAEct. EFL&( ?tc -' o c' e..preJ , +_1 1 s Z 2 it, floe C 1 L n d / //6 TIa L /L10 y 7?, 4.N E 1QA-0 "N1 \( /yr occciI , -J so 6o VZ, I 0) L /s (7 z )? 1 J�lgx 5 ff c r« J 3e,.PIf (17/2) 19-lZ_µ eA0011 (Ir:dry)"2 USE tji 4 0 2. J 6 r`¢ e,.. tear, co-4, -x 4 - 13 7Z-fc tst° [_1 ) 5c)iL. @ P5L. < 3 1vM RI PE Y L ZzA -ni Fl-C>Ue 701: %S BY 1ft• DATE a CONSULTING ENGINEERS 7 CHK BY DATE 7650 S.W. Beveland St, Suite 100 j08 NO I "Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 8. I of TO 5„ c.- 0 t 4),-- '''' rie V .,- . ........... 1 k. 1(i v 1 - 7 /''',,. r• .) C)56 Z ''' e 1 •>(: .. i l 't ' '''. fl "") ()Si. .t:7 t3 1 , - > i /z,..-. 6.770,-, pL.A,-r (.7. 0 T "1 . i DIS100,..170 CiAt ''' __12_., , 7, vr° 0 lil ( ii, 4: 7E, - Lk,. 0 oiz. rp-I -,, 2 I I, 10 ,,,. , Tl,tcs (t.k. A ZI. 6 V-0, : 1 ! r 1 fr.:- - t• o.:2'-i‘ ------------..1, Or" ?le i-F € ,•,.JE.D "'' qg Z•lf, 0( c — 0- ',(::, 7 \,) (F-.). ( . ( Z -C) .7 ' '>)(6-) E ....- cz P‘.7i •.::',;;', 04,-7, t,..,6,it'2rr) Go..,--) 6..1 .to- 1 ku -D /4 IM-1 1 PMn( t 1 11 ° 1 f i 1 . WP ' 6 3(..e.) r 0 30 (5)6).7AC) II I; 9Ciuot;) e , a cqk v. i , V° - FP‘e • uk< , . hli / J 4 / . . 11 TM IRIPPEY (-JC90 U;k 1 6 - 'A'' `',1) .. EL BY IA DATE I l tI Z 4 e) *5 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 Joe NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET 8 OF ,fr LA tv. j. '100 (L,(, 1:4; 4 4/ r 7 • (/ " f : ,( ` `--/C ,5 p f'" LO c2 60' (if 574)(kx* k ■■°.<, (..15(-:" 2\),, / U_SE /6,01 1.3; 5 11,0 4 17..Vie 3 Th /ft ^;) c2 .1) Tv- c d,ai 1„, 0 P44:-. •" 4,05. Ef dp Zocc) 7-z="5" 9t; t‘„, 7/-47 7'els X0125 e'0 f5; v:ec•Ar b(a '16 04) 1)6 (z14. (IzA,K / /eo p)p-• --)1‘ pqr. gi,40Kkpk . 5 . e01.7 L-& (47 C't Li.• 1(-,7 S r ir , t S. a:7 ''''' to y fr ," 619) 6 r 1 11\ii T1VI ItiPPEY UAL looS CU gs BY 14 DATE 4 41Y JD k CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 'Figard, Oregon 97223 Phone (503) 443-3900 SHEET 3 OF TM RIPPEY ENGINEERING STRUCTURAL CONSULTANTS WOOD STUDS COMBINED LOAD PROJECT: Vision World Mezzanine DATE: 4/23/2008 Governing Bearing Wall JOB NO. 81(18 BY: TA NOTES: NDS '05 INPUT: SPECIES: Douglas Fir GRADE: 2 LENGTH: 12.00 ft. Fb (PSI) = 900 Fell (PSI) = 1350 Fct (PSI) 625 E (KSI) = 1.600 E (PSI) = 1,600,000 Col. width = 1.5 in. Col. depth = 5.5 in. Axial Load = 3767 lbs. Wind load = 5.0 plf Cd (Duration Factor) : 1.00 CF (Size Factors) CFc = 1.10 Cr (Repetetive Member Factor): 1.15 CFb = 1.30 Cl (Beam Stability Factor): 1.00 Cm (Wet Service Factor): 1.00 Ct (Temperature Factor): 1 OUTPUT: Fce = 700 psi A = 8.25 in. ^3 Adjusted Fc = 1485 psi S = 7.56 in. ^3 Cp (Column Stability Factor) = 0.41 Fb = 1346 psi Fc' = 614 psi M = 90 ft. -lb. .78 *Fc' = 479 psi fb = 143 psi fc = 457 psi (fc /Fc') ^2 + [fb/Fb'(1- fc/Fce)] = 0.86 OK under combined loading NOTES: Fb' (PSI) = Fb (CD)x(CL)x(Cr)x(CM)x(Ct)x(CFb) Cp =[(1 +( Fce /Fc *)) /2c]- {[((1 +( Fce /Fc *)) /2c) ^2]- (Fce /Fc *) /c } ^.5 M(allow) = Fb'xS Fc * = (Fcpx(CD)x(CM)x(Ct)x(CF) Kce =0.3 FcI' (PSI) = Fcl(CD)x(Cp)x(CM)x(Ct)x(CFc) Fce = (Kce)x(E') /(L /d) ^2 c =0.8 Fc +' (PSI) = Fc +x(CM)x(Ct) E'= (E)x(CM)x(Ct) Lateral Deflection = 0.07 in. L/ 2054 (Deflection OK) 9•`1 _,. 4 1 1 — -4,- (2.) 1 / (3. ''' 3:2 1 . ' 1 , ( 'E ‹ / I : 0 04,, )(i‘-. _, ci?) 1 1 , 1 , ......_ , / . . t--., ; m s 15 ______ _ ,,,, !.. / .1 ,,, rk 1 ,_: , :" ' __ --- s ; ; 3 - 11 ° 1 1 i / ), ---------- , - /17 ,. OFe., 00 -ect4t rz,orak FO (Z. r'r 47 / , .k . C L-o 13 RC r : G99s ) 0\trIrrqp4s -, 4m4 T 3'177 s @ Q-)orr --., 5 2. .S° b , 7.5s YyPE /g DEA p Lopec? ( ZArrp c-evez.- P , rt,o9(?.. Prtalt7 IP As5. --- 6. Ix F ') — it,g 5 0 ; 03; 1,-) 6c.: 1 t 4, "ii,p er PE( x --.: ( (..S) (r)( lo ?-y-:-') - 4/5-4Z4L1 1,... Imi\_ RIPPEY ..E/9.4 )c., c-Jelepti 7 oF 001‘...ttvLo BY DATE CONSULTING ENGINEERS c.)( 4,)-r 25" y .51051 A lx 1- b r ,i . CHK BY DATE_ 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET 9 , OF -- Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42566 Longitude = - 122.77934 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.934 (Ss, Site Class B) 1.0 0.337 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42566 Longitude = - 122.77934 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.126 ,Fv = 1.726 Period Sa (sec) (g) 0.2 1.052 (SMs, Site Class D) 1.0 0.582 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42566 Longitude = - 122.77934 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.126 ,Fv = 1.726 Period Sa (sec) (g) 0.2 0.701 (SDs, Site Class D) 1.0 0.388 (SD1, Site Class D) Conterminous 48 States 9.a- TM Rippey Engineering Structural Consultants Seismic Loading: Equivalent Lateral Force Method Project: Vision World Job #: 8108 Date: 4/21/2008 Notes: OSSC 2007, ASCE 7 -05 Seismic Design Category II Occupancy Category 1.00 Occupancy Importance Factor, I D Site Class Classification 0.934 Short Period Spectral Response Acceleration, Ss 0.337 1 Second Period Spectral Response Acceleration , S1 1.13 Fa 1.73 Fv 1.051684 Sms = (Fa)(Ss) 0.581662 Sm1 = (Fv)(S1) 0.701 SDS = (2 /3)Sms 0.388 SD1 D Seismic design category based on short period D Seismic desgin category based on 1 second period Approximate Fundamental Period 0.02 Ct 0.75 X 27 Hn, Height of Structure 0.237 Approximate period, Ta = (Ct)(Hn ^X) Equivalent Lateral Force Procedure 6.5 Response Modificaton Factor, R 0.108 Cs = SDS /(R/I) 0.252 Cs upper bound = SD1 /(Ta(R/I)) 0.031 Cs lower bound = 0.044(SDS)I 0.108 Cs used 832539 W, Seismic Weight in pounds 89802 _Vb = Cs(W) Lateral Force Distribution 1 k x Wx Hx (Wx)(Hx) ^k Cvx Fx 2 482244 14 6751416 0.41651 37404 Roof 350295 27 9457965 0.58349 52398 0 0 0 0 0 0 0 0 0 0 Sum 16209381 Base Shear = 89802 lbs. F2= 37404 lbs. FR = 52398 lbs. 0 lbs. 0 lbs. Yy ,D��rIC(0. ?H)/fZf?i 1i - -"c : _ . �1( / `. % C. • 5 u. P H ,,a,o(kvi, t 6 5.53 (�05 P1 /N z 21. o% S tVdAu. to fir= c,z/i)(18)(7. s3 w /f 6 7 UJD (‘vl)(g (6.3e, /C1. ` ci7Q 705CLL 63.17 - 23 7c, sw6kt;wa 3 air- = Z3e76-(7s - 31 = /Pi t ) - )79 Z40 • Z3 ��, F = 11. S42.I )7o31 ) ZY$ r 7 0 #,e 9 � g 5wL 1 L @ zp19 ft (5 *1ri -� ° y5 4 6,75Y TM RIPPEY BY DATE ��[[[ CONSULTING ENGINEERS CHKBY DATE 7650 S.W. Beveland St, Suite 100 _ JOB NO Tigard, Oregon 97223 9 dip Phone (503) 443 -3900 SHEET s _ of 6 HC 14'k), 6 i 7Y f27 2,,t0 f-Cd- ( ///z FooF F.;b7 ( 7 /P - t- 7tio (6738 /z-&'l' 15€-fiv ?gi 25 6.6 sN1D4g Witt "7 7 C Pitt 5.55. 7 zmv 72 C 3 e eriz / 5HeAki40,(4, e C FE L 0 /(1 -2 t1S71 - z)J &Ye rt.t- (5 3 e5 /f 60e; 7.z.-a 7 rqtt t Zo 4,NRir+00,Av..,c orz rcc ito Lip c 4.ePsunT (0(o.W:) (o.b9) , •555 )4 ' . 51\st..D. p.) A sicKoeLAc,.t; C,v9 ( 44— (..,.;;Jefu- /,) z (0 em .p. 14+1 a rz." ei--oti 0 g // s c 7oto `(o.) r5"&s6-y) ttweozeiAL,6 gAtseo oAd 1464_0 0 4-4") / .371 . 4 r--- 6„ootmeiAl 1M1 '_ TM RIPPEY BY DATE CONSULTfNC ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 10B NO • Tigard, Oregon 97223 SHEET OF Phone (503) 443-3900 TM RIPPEY ENGINEERING PROJECT: Vision World Shearwall Analysis DATE: 4/21/2008 0.6I)L 4 0.7E Second Level Walls Shearwall 1 Wall length height I height ! height height I Shear force' Shear force Shear force Shear force Load Dead load 0.6 DL Treq '; Shear Loa ft (first) I (second) I (third)! (forth) (first) L (second) f (thrid) $ (forth) , g plf plf lbs plf £ . _ . . . I - ' ) , lbs. E lbs. a lbs. lbs. 1 1.0 10.5 0 0 3 13.0 1 0.0 1 0.0 0 3415 0 0 270 162 3608. 325 2.0 21 5 0.0 13.0 13.0 j 0,0 0 0 E 0 3890 I 0 R 0 . ........ 165 99 1329 181 3.0 30.0 0.0 13:0 f 0.0 0.0 0 i 12582 0 0 . 295 177 : 2861 419 4.0 0 0 13.0 ... i 147 � . - -- - -- _ _._.._ . - _._.. -. 0.0 0.0 0 4438 0 g 0 1 165 99 3350 302 5.0 l4 7 0.0 13.0 0.0 0.0 0 4438 0 0 165 99 3350 ' 302 6.0 30:0 9 0.0 m 13.0 . 0.0 I 0.0 0 12582 0 0 g 460 276 • 1342 419 E 70 275 00 13.0 ! 00 0.0 0 3890 , - -�- - - _ 1 1- 165 ' 99 490 141 -.. 8.0 17.4 0 0 13.0 , 0.0 g 0.0 0 s 3415 0 , 0 I 165 99 1758 196 First Level Walls Shearwall Wall length height height i height height Shear force Shear force Shear force Shear force I Dead load 10.6 DL Treq Shear Load' ft (first)_ (second) I (third) (forth) I (first) ._(second) i ( thrill) (forth) I plf plf : lbs plf - _lbs.: _..._ lbs lbs. I lbs. F ... 1.0 10.6 1 14.0 d 27.0 0.0 I 0.0 3875 3415 0 0 ; 560 336 12848 688 2.0 21.5 2 1 . 5 14 0 4 27 0 0.0 0.0 4442 3890 0 0 305 183 5997 388 3 0 p 30.0 14 0 27 0 0 0 0.0 11922 12582 0 _ - -- 0 690 414 10921 817 4.0 . 14.7 14.0 . 27 0. 0.0 0.0 4728 S 4438 i 0 0 i 305 183 11849 624 5.0 14.7 . 14.0 27.0 1 0.0 0.0 3949 4438 0 j 0 ........... 305 183 11072 : 571 6.0 30.0 14.0 27.0 0.0 0.0 I 10787 12582 z 0 0 660 396 10656 779 7.0 27.5 I 14.0 27.0 0.0 1 0.0 3798 3890 0 I 0 305 183 3317 280 : 8.0 - 17.4 14.0 0 . 0.0 I .._ 0.0 . 3875 3415 0 0. 305 183 7098 419 TM RIPPEY ENGINEERING PROJECT: Vision World Overturning Resistance Check DATE: 4/21/2008 (/.hDl ' 0.7E Second Level WalIs i ---'-------' ------- T -------'� - -- ' - Sboun,uU : Treq Existing Capacity Evaluation ; i � ! | Um Simpson _U ! of Existing ` ��--_ [O 3608 : Cont. Studs ' ---- / OK .___! . : 2.0 1329 i MSTC66 5494 OK | . -__-_'-_- .... �__' i 3.0 / 2861 : MSTC66 | 5494 ' OK : � - .�__-___�___-_-________/ ` 4.0 ! 3350 1 MSTC66 | 5494 0� i � -~ 6.0 r --- ! 8.0 / 1758 i Cont. - | O� '-----'----'------- '�� First Level Walls 1.0 13015 (2) HDU8 13918 OK 3.0 10921 HHDQ14 13710 OK 4.0 11849 (2) HDU8 13918 OK 5.0 11072 (2) HDU8 13918 OK 6.0 10656 HHDQ14 13710 OK �� r' TM RIPPE1 ENGINEERING PROJECT: Vision World Sheanvall Resistance Check DATE: 4/2 I /2008 folk - ft Second Level Walls . • - • • • . - - Sheanvall Shear Load , Existing ; Capacity Evaluation : . , plf ' Shearwall (Ibs.) of Existing 1.0 : 325 7/16" OSB w/ 8d 2", 12" : 640 plf OK 2.0 ; 181 ' 7/16" OSB w/ 8d 4", 12" 380 plf OK • .., 3.0 419 , 7/16" OSB w/ 8d 3", 12' 490 plf OK 4.0 , 302 ' 7/16" OSB w/ 8d 4", 12" ; 380 plf OK ' 5.0 302 ' 7/16" OSB w/ 8d 4", 12" : 380 plf OK . i• 6.0 419 7/16" OSB w/ 8d 3", 12" 490 plf OK ......_ 7.0 141 7/16" OSB w/ 8d 4, 12" 380 plf OK . I 8.0 , 196 ' 7/16" OSB w/ 8d 2", 12" 1 640 plf OK First Level Walls Shearwall Shear Load Existing Capacity ! Evaluation plf Shearwall (lbs.) of Existing 1.0 694 7/16" OSB w/ 8d 2", 12'' 640 plf No Good Need to add 7/16" OSB w/ 8d 4",12" at interior face --/ 2.0 388 7/16" OSB w/ 8d 3", 12" 490 plf ....,_ OK 3.0 817 19/32" OSB w/ 10d 2", 12" 870 plf OK 4 0 7/16" OSB w/ 8d 2", 12" 640 plf OK 5.0 571 7/16" OSB w/ 8d 2, 12" 640 plf OK 6.0 779 19/32" OSB w/ 10d 2", 12" 870 plf OK 7.0 280 7/16" OSB w/ 8d 3,12" 490 plf OK , • 8.0 419 -I : 7/16" OSB w/ 8d 2", 12" 640 plf OK P ei i b ¢ (QC: �J h1/a��L'2 !) pr (J! ty, b,76 e i \ 1 / C i ti 5Htt L rJaw ter 1" if 1 1 0- 4 ' d , (sue Mife;,t opE ft.) I wL 7 -0.40 @ g,,—r r- ( 7C +o. DC') /zs ga ( - y3 5 - - T> -- X60 `PI f T yc.o P!C (G;11('') 0 ()( 1 ) a5 5-1;4006. �� .„ � 1 � • C 409ti F ("( 6 . 05E C„5/4. feere TM RL X E 1 i`4: l9 oP6'io N6 A) EN ir.rPh) S BY *1 DATE //z.�� CONSULTING ENGINEERS „10.55 d CHK BY DATE 7650 S.W. Beveland St, Suite 100 _ X08 NO OW Tigard, Oregon 97223 q a Phone (503) 443 -3900 — _ SHEET ,' B OF • TM RIPPEY RECEIVED City of Tigard Consulting Engineers 13125 SW Hall Blvd. JUN 0 6 2008 Tigard, OR 97223 Job Name: Vision World TI BUP2008 -00167 Date: 06/02/08 CITY OF TIGARD BUILDING DIVISION MCE Project No: 080520 Structural Plan Review #1 Response Item Page No. Response No. 1 S1 & S2 Anchors per report ESR -1056. See revised sheet S1 and foundation plan, keynote 5. 2 S2 See revised foundation plan, keynote 4 and new calculation sheets 10.1 - 10.3 3 S2 See revised foundation plan 4 S2 & S3 See revised detail 6/S3 for framing. Diaphragm edge nailing is specified as 10d commons at 6" o/c on sheet S4, which will apply to both parallel and perpendicular joist conditions. 5 S2 See revised 2nd Floor Framing Plan 6 S3 See revised detail 2/S3 and new calculation sheets 11.1 - 11.5 7 S3 See revised detail 3/S3 and new calculation sheets 11.1 - 11.5 8 S3 See revised detail 5/S3 9 S3 See revised detail 6/S3 10 S4 See revised detail 6/S4 and new calculaton sheet 12.1 11 - -- See new calculation sheet 12.1 12 - - -- See new calculation sheet 12.1 OFFICE COPY Structural Calculations — Plan Review Responses Project: Vision World Mezzanine Client: Massih, LLC TMR Job No: 8108 Date: June 2, 2008 Code: 2007 OSSC & ASCE 7 -05 Table of Contents: Item 2 10.1 —10.3 Item 6 &7 11.1 -11.5 Item l0,11, &12 12.1 �L' Pp®,f1' -7 13,089 ' 1 irr • OR1 t,ON �O ✓�� r. 1 1 ,10C)fl �QQ ME RRILY EXPIRES: 12.31 -OS I 11 � XK TM RIPPEY 11Y1 Consulting Engineers 7650 SW Beveland Street Suite 100 Tigard, Oregon 97223 Phone: (503) 443 -3900 6(1E1 S - EC ,l FOOT iAJ b 4 -- Ron " DL _ )OooO ii S. 4 2715 -4- 330 _ 11o4S -i GL = 1 7, 070 lbs . 1010 " - ) 6 *. CuECK So+l. PREESSaE T O T S LoA - 13 -1° 18l ,O = 3l Z0S 5 016 . ( 4 LE 3124Ir l LIS) PC F ( I SZO JrF Oil . CI r OTcrl, - 1/1 . s'1 P✓ _ 1 o,oGO (l.Z)- 170706. 5/ 3/2_ soli_ i ges s J e-F = 39 a, z. �Jl �/ , • /6303 7sr (Jo ( 41. C*7 (44C 33.J) a 9. /5- - K F 5 a .9f3 K`Pt. LJ- C) aka& r) 3 k)/y.G -) - '. 24 ,40 #1.4 o. (..)! G•T - • 2412) = 86.7 /( -s• a. PS(a.SVo eel k-x, , s&•% vt �.. UNr &" vote. h.►'T OK V J = l e03 P7F ( = Y2lO th d Jv = 6 Z �o ' 0,1° -i 2) _ coc0 > Yuo ° K_ 7 ► 44 , wfw skei. pw4ct A ✓J = 59312 kk4s. ��n�,by - (�•ct 1p,r✓ rt �(o; t- )(z) i C40.-t Q bA _ ti (44.)(4,1 )(0.71") = 6Y35 > 3,502. Kto3 Ek(s ?(NL 1 Z,S GyI�J TM RIPPEY FXrST�r b f ooTtr -J CH E�k (6C ,) 1 BY T n CONSULTING ENGINEERS /EA 1 1. / p- DATE �1 L!l f/ CHK BY DATE 7650 S.W. Beveland St, Suite 100 (Te-1 2) JOB NO 81640 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 1 1 OF pv-rw Ioc7- f�= 38 ®e , t51,70 z _ cirri L 50 Lk.. 2 ? S L -► 1. o '9 a: x 2 o e6t vr Cep - (i'-o.) L � 3 z" Ter,- Dc_ Z 38 .91 7 ie. 3z(17 Fs P) - - /U. $ 7O 9 ' Rem,.- ztooy5 Prorrkm.. Totem- IA- - 0- 136 + 50 4'7 t Soli, R ss"1.67 07/ "Ir 3c13/2 ad . /371 4‹, FS K&MNFt�Rlfr► /I o - (,o.►d12"J1wla c. sue: vS Lr Ip" DP. 3e,yzki -2) - 234 7o(1.0 - 4LY92 ' Ssal. -t_r = yZ yBz /(y -s 212y ?'SF. Low,. 40%. Lrvf gt+- (zyis)62„"m-) _ //6 zN- ¢.41 .10 0. 38D' 39 f LA) _ 0.91 in a tgz. r 1t) (I � ( j — Q. Cl/ L) ' /Z( s pvi > //S te.1.4 \. \ K6'4 F (0.-0 0.1JS 1\1 1 O. Zr (lA), ©. 51' 0• ,r, /e 63,5 > I k , olcv 1 00E' - w e t l y 5,40,4.= 2�td ees 2-6 0•7r(L) Z a p ( `s � 1 ) = 585 < 372 * VJ vSe ►1" r= acerw., s > c ()4 a. 0. - 6.) (J ') (7 t,(► — c 7i fa ' a 1c- PPM SIaL :: Ou = ( 4 2 "0 1 -- ;i ( 0, 7C () 2 = - w ( sb)(7-1-) (A 2S " vse" 1) " 4eV FeArng TM FtIPPE II NrW r VO'T l~ I/ `" H r( L , (CZ.) BY DATE 00 �L Z CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 � ■> SOB NO b I bf Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET I OF � 0_ AA) v fl F/Vt1 r1 t� S 3oc," (DL) -r 2�i + 19 C 16760 0-4) + 8(„g C,GV so.L �l J i re L -- Z1131 "- /'!27 ( lam < o r PS P ° ors- ( ra 1 :t1 CI Z) / 7t,o (1 �1 33 bl e iRe55JltEr = 331216 = 193 'P5F = (cm 3 yn) ' )V 6" 6 °.`f k • 7 -h RC\ N r= - 2 - O Zy 01 pr 4 - o. Zuf (a) 0. S � � a y-, 92. -)0,z) 047— . 7 ((ro) ( ,i1) ( — .S 4) • G7 ,G k o 1� V thr° 033 0.9/24 = go 30 m QN" - o.7c (c. 661.\ g -80 • Tv o 1m.4' f 5 +tEAL® v u — 33(04.0 :71 -(yam 04)0,$) = 6iCsa' 7 530G. o1e, 1 .LSZ Y1'IRII PEY /\)rN Eo -INi o/9Et,K (1.. �i� BY DATE WOO ENGINEERS CH K BY DATE 7650 S.W. Beveland St, Suite 100 (r1Er') 2.2) BY NO v ' d i1 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET la ' OF • 77s3vL- lZe°17.A S L. o +0.7 ."0,LY S1- C - c�2tZi v+� F,-s7 rto l-iE ATS 1-77S" D t. 1 4 16'1 cl.- X771611)- `0(. - 5'l k &S Lt, 3 261 y9y�yr) ay760..1)- �.�rpe 2 +3I, y .S N e= s,� 5 1' G.9�� ( )Vs o 7q,t, 1 o L t /.o L_ L4 Ltd v) G' hot"G -S A� = 5.l1( K•7--) (1.O /.4): GS9q (y - 3ty80,1 . 9. SS, Pte= 'A 9� �• e -r Z- S(.36 s7wt, L -L. �ry� sc. ). 0 D(.. to7S(LL45 66N ) , .. 0 t=^'7 1,-1,1,-.1G -nS C j zo Z8d (�.I� 1.71 ZSbc. I suw u.- e et, eG61 /3r( (..1) '- 6.o K U) (.L- AL = 99Th t' Lc) - / 0 DL .+ Cam,J�Jrteli/1 Norit rL- - 1.71 x -Ti PL = 9rsQ LL TM RIPPEY EY ey13 TIN COWPAr.■ a reLt • t BY / DATE b /qob CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB No 6 9 0 E Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET /!. / OF Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 11:09AM, 2 JUN 08 Description : Scope : Rev: 580000 User: KW-0602562, Ver 5.8.0, 1 Dec 2003 1 (c) 1983 -2003 ENERCALC Engineering Software Steel Column Page 1 vision world ecw Plan Review Comments Description EC.1 - Modified (1.0DL + 0.75(LL + SL) General Information Steel Section SS5- 1/2X5- 112X5/16 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 26.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 14.000 ft K)x 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads . Axial Load... Dead Load 10.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 17.07 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Applied Moments X -X Axis Moments DL LL ST At TOP k -ft Height Between Ends (_ 0.43 % 0.62 k -ft 14.000 ft At BOTTOM _.....-.--• :'- -.- k -ft Summary ji • Column Design OK • Section : HSS5- 1/2X5- 1/2X5/16, Height = 26.00ft, Axial Loads: DL = 10.00, LL = 17.07, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.1785 0.2876 0.2876 AISC Formula H1 - 2 0.1210 0.1935 0.1935 AISC Formula H1 - 3 0.1049 • XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc YY Axis : Fa calc'd per Eq. E2-1, K *L /r < Cc Stresses R �' �UL�3h ALwl *S.'i43^.3i�.`?- 1fW.__X r �_._9L_ i_- -..�. ._�'v'.r •. - - •',. -.. .r - +et` 'g1 - 'S` . a - _.. ., T...:.= .v""L�*� a Allowable & Actual Stresses Dead _ Live . DL --+ LL DL + Short -s Fa : Allowable 18.11 ksi 18.11 ksi 18.11 ksi 18.11 ksi fa : Actual 1.71 ksi 2.92 ksi 4.63 ksi 4.63 ksi Fb:xx : Allow [F3.1) 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.29 ksi 0.42 ksi 0.71 ksi 0.71 ksi Fb:yy : Allow [F3.1) 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values a., .w•• �: «', r,,, z-.va w'��; ;,n.s ra .T .: «fin. ^ <.. -a:am. r_ p -. ^"-.4„..,, F .,,,,p,3tF4a15..' ,,,, + i&Y::. ,,, „t3 . F'ex : DL +LL 23,425 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey : DL +LL • 23,425 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 23,425 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 23,425 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.022 in at 9.013 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 1f2- Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 11:09AM, 2 JUN 08 Description : Scope : Rev: 580000 _ User: KW -0602562, Ver 5.8.0, 1 Dec 2003 Steel Column Page (c)1983.2003 ENERCALC Engineering Software umn ge 1 _ Y vision wor10 ecw Plan Review Comments Description EC.1 - Modified (1.0DL + 1.0LL) Gener General Information al Steel Section ISS5- 112X5 - 112X5116 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 26.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads Axial Load... - Dead Load 10.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 9.84 k Ecc. for Y -Y Axis Moments 0.000 in Short Temi Load k Applied Moments X -X Axis s Moments DL LL ST At TOP k -ft Height Between Ends _0.43 0.82 k -ft 14.000 ft At BOTTOM k -ft Summary Column Design OK Section : HSS5- 1/2X5- 1/2X5/16, Height = 26.00ft, Axial Loads: DL = 10.00, LL = 9.84, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2232 0.2232 AISC Formula H1 - 2 0.1536 0.1536 AISC Formula H1 - 3 0.1049 0.1131 XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc YY Axis : Fa calc'd per Eq. E2-1, K *L /r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 18.11 ksi 18.11 ksi 18.11 ksi 18.11 ksi fa : Actual 1.71 ksi 1.68 ksi 3.39 ksi 3.39 ksi Fb:xx : Allow [F3.1) 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.29 ksi 0.56 ksi 0.85 ksi 0.85 ksi Fb:yy : Allow 1F3.1) 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL +LL 23,425 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey : DL +LL 23,425 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 23,425 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 23,425 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.026 in at 9.013 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft '/3 Title : Vision World - Mezzanine Job # 8108 • Dsgnr: TA Date: 11:09AM, 2 JUN 08 Description : Scope : • Rev: 580000 User: KW -0602562, Ver 5.8.0, 1-Dec-2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software umn vision world ecw Plan Review Comments Description EC.2 - Modified (1.0DL + 0.75(LL + SL) General Information Steel Section ISS5- 1/2X5- 112X5/16 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 26.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads �.+.•. -� w....r�.z-.. v .u,..... -.v-r - M.,,.:e..h*..•.aw,�..,. -. :au.- s`..... , ...,.+ > <.'R. s.: q...,n.e ,....n4<.,rarr....ro. 4.= tw.;..rn;.:`a.z.•..,.w.•t k....a- .:_.. -.m r...n.. Axial Load... .. ..< Dead Load 9.96 k Ecc. for X -X Axis Moments 0.000 in Live Load 16.99 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Applied Moments Ev.: p =Je.{ .:::33_ - .rs -f - ...v:.�.- n.: as±„ 2•..e . _ du,.�.. ,c.:_.rta1 +tuk✓i.,..o.- ,n- ...Ej.'o= :.h'2t _ .. -__. L. __ �. _ ._ _ _...- �'- , -_' -_ - J.,� - �avaM ....v..rr•...... 2:y �.dr�a+:�.d Y.r a�1.r X -X Axis Moments DL LL ST At TOP k -ft Height Between Ends 0.14 �67,) k -ft 14.000 ft At BOTTOM k -ft S mma Column Design OK Section : HSS5- 1/2X5- 1/2X5/16, Height = 26.00ft, Axial Loads: DL = 9.96, LL = 16.99, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.1791 0.2791 0.2791 AISC Formula H1 - 2 0.1217 0.1868 0.1868 AISC Formula H1 - 3 0.0974 XX Axis : Fa calc'd per Eq. E2 - K *L /r < Cc YY Axis : Fa calc'd per Eq. E2.1, K *L /r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 18.11 ksi 18.11 ksi 18.11 ksi 18.11 ksi fa : Actual 1.70 ksi 2.90 ksi 4.61 ksi 4.61 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.10 ksi 0.45 ksi 0.55 ksi 0.55 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL +LL 23,425 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey DL +LL 23,425 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 23,425 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 23,425 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.017 in at 9.013 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Title : Vision World - Mezzanine Job # 8108 Dsgnr: TA Date: 11:09AM, 2 JUN 08 Description : Scope : Rev: 580000 User: KW -0602562 Ver 58.0, 1-Dec-2003 Steel Column Page (c)1983 -2003 ENERCALC Engineering Software vision world ecw:Pian Review Comments Description EC.2 - Modified (1.0DL + 1.OLL) General Information Steel Section 1SS5- 1/2X5- 112X5/16 Fy 46.00 ksi X -X Sideswa y: Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 26.000 ft Elastic Modulus 29,000.00 ksi • End Fixity Pin -Pin X -X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads h ryv r.. t ..;rz; , - •,mac -t-•. ..�.+t. -.in3 - .« -m tw- .,a... vv - a .ia.u., .. I Axial Load... .. -..- Dead Load 9.96 k Ecc. for X -X Axis Moments 0.000 in Live Load 8.25 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Applied Moments i X -X Axis Moments DL LL ST At TOP _ k -ft Height Between Ends 0.14 C..0.19.___'). k -ft 14.000 ft At BOTTOM . �`-- k -ft i Summary Column Design OK Section : HSS5- 1/2X5- 1/2X5116, Height = 26.00ft, Axial Loads: DL = 9.96, LL = 8.25, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2011 0.2011 AISC Formula H1 - 2 0.1381 0.1381 AISC Formula H1 - 3 0.0974 0.0997 XX Axis : Fa calc'd per Eq. E2 -1, K*L/r < Cc YY Axis : Fa calc'd per Eq. E2.1, K *Llr < Cc Stresses ` Wat Allowable & Actual ,. -at , ,,:-_ 19 k � , �A 1, � a Stresses _ Dead Live DL + LL DL + Short Fa : Allowable 18.11 ksi 18.11 ksi 18.11 ksi 18.11 ksi fa : Actual 1.70 ksi 1.41 ksi 3.11 ksi 3.11 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.10 ksi 0.60 ksi 0.70 ksi 0.70 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 1 Analysis Values R..., ,,,, At1tE?3.x W_N"..:N•. ......,.. 7,--4 -. _t ur.. . "L'dYS ..... , F'ex : DL +LL 23,425 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey : DL +LL 23,425 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 23,425 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 23,425 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.022 in at 9.013 ft Max Y -Y Axis Deflection 0.000in at 0.000 ft • T7ET1 1 O • T Zoe) . e 7E $'o.a - lb6 /1 ) I9 ve t ‘'A 02. = s� (3l.aCJ sti1a Tti teJeS W ASS 11 04L A BLS (yb' z "- 2-4 )/V/ 1 - ` 7 / SPat -cis = eL ^A,« 04PoteAr7-/ r /Z N�A� v� '7� 04 /�'/S , l., 6 .49) = / Y 5 > / No 7,64L-V il2 oft ✓. rTEri 11 1PC Ews-n/4 I. R'M mls7 /1 9 Artie' . y�ctc�c aeler AST ¢ arC » � t oou.eZ rr 0 , , r"-Ate/s 4te_ 774 E M>6nra. Aut. ss, w6" p -714 • i7e D �� 1 76 1.4.1e4/11- �.t�ss 'To THC Ut':27u✓�Z- 4051 rn 015. 0 714 ela r21 oLrr r keZ 4 e ARe k r4 - rem> of A \_. � 7 I0 -1 M2 OrJ� 5l AR ,LE �' WAit E . fs d' � \\ If .✓ / 1 \4 \ 01 Z76. tZ Cs - Coos 41 Go . ►e''A us /S /32 VAt - ises) Taec.r Z30 �'7I�KIo2 FAcc = 7)1 t, " osg tea) 6d civc- tt-142 @ 2 * 5 IL : Gel() ?if T.PI7e2%� MC& = 71( to OS. 3 U w� 6, Com ` 380 P 694 plf- aSS� PEeZ Zia = al ) W ISM}- Pkcet2.1 a 3130 P �2) L 7C.0 0°P 4,9Y Ply 04 IL/11 RIPP1C.Y U/ i / / � Y741'� 5 BY �fl - DATE 1 izio TM CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO eloo Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 1 -• L OF TM RIP ]PEY City of Tigard Consulting Engineers 13125 SW Hall Blvd. Tigard, OR 97223 Job Name: Vision World TI BUP2008 -00167 Date: 06/17/08 MCE Project No: 080520 Structural Plan Review #1 Response Item Page No Response No. 2 -- See new calculation sheet 13.1. The (3) footings called out with keynote 3 only require a 9" footing thickness. 11 -- The load distribution was revised based on flexible wall /flexible diaphragm approach as requested using tributary widths and uniform load distribution to individual shearwalls. See new calculation sheets 14.1 -14.4. The new calculations show the existing lateral system is adequate to resist the lateral forces, thus the current design is conservative. Structural Calculations — Plan Review Responses 2 Project: Vision World TI Client: Massih, LLC _ - ; y ak �� • Ls 3 „ hll TMR Job No: 8108 4 ; �•,, Date: June 17, 2008 r Code: 2007 OSSC & ASCE 7 -05 Fi pp \ 11 < lY` a`GVV • Table of Contents: Item 2, additional 13.1 Item 11, additional 14.1 — 14.4 -r TM RIPPEY lY1 K Consult Engineers 7650 SW Beveland Street Suite 100 Tigard, Oregon 97223 Phone: (503) 443 -3900 • 1 3 ;Pi Y , o 7 L. 0- l �L /� ii �'Ti.. -5 w4 fL'S al -y" . I • . . , • , .. ,: i ?itR'i rfkorJ� 0 - o i A ODD 1676 o � scot... ?ge. s,,rr = 7o - rAt.= IV 6 4 Li j V 2-7 p • < I S o p Cy/9)�w19) - ®4v . Foo-tkoLp j - 3ovo - -1- I437leo('4 g 336I PRESS,/ a� i /irtlr -7€ 33 6I 1.... _ . /9.33 es • (,y Ititegalta 1•4d (/933 Kr)e., (q.1-9L4)(14,\ Li : 5o ..Li K. - l Pei = 5(0,2) . 0• � ,. /1"+ . q ® . o .2 H i.,.\ . s o &,'S /1 9/7 a 12., P5M = 0.4 ((i0) (oz.w)( - ,SGr /2..) 67• (sr k > Sp• yl‹. - OK • .. . L g �' - 3 cce - ,1 z, -, 5 7c" _> 0156 S" 12..` C. Con.2Sy rr°Yt w 0 k,r- 1#44"d' .S N Vv % //3b PC F: (l l /7-S '1o 2o. I' ' OUrt - o.'7) ( 2 . ) 75; (S 3' t6.) 3 y 9 >`to3 0 Is-J -- 1 - c..)o - WA-Y 5 rt t (7 PoS ?) ibgn- .t7757.(k)( ) (s c ' ) v W .moo 73 310.1(7 2 .✓ yiLi,5Q 01-1 (WC) OK %.1 IL/11 'I'M RL Phi II � I l.N6(_E _ — i & r , BY DATE /0 _ & C ONSULTING ENGINEERS /i' ' OiK BY DATE 7650 S.W. Beveland St, Suite 100 JDB No I0 Tigard, Oregon 97223 Phone (503) 443 -3900 sHEET)J OF Z w . 2 = r- 6 1 79 Sss = /0 931 2,44; v 53 , t• CS ci(, //562. ` . • Sh 2W 2 @ ; t r — /'- Q0= r/3z),(// &12) 3.899 ski rZWML . R°d" Cus73Z to 1 43 4. 7b.) Z_ i Loo (ir s%3z) ,1m &2, 7983 s kevz.v/i -K- a J (71)t j 7 9, y sH i,J/srvt, (76 SH ?7 9 sree‘aLAAt.... z�., raw 7 55s7 ye79 -z l OLl3 e..® • t- — /7- y 7 = syz t sS3S = 109,u ) 9y9 gyp, e-s .. c (17, v /yyq)(o (7/ac,) = y® ( ih o .07 /yy /os ) qZ (1 I I A M RI PPE 3 V/510 J ° '0 9 / BY DATE i..7/ 0 / \] Y CONSULTING ENGINEERS CHK BY _. DATE 7650 S.W. Beveland St, Suite 100 108 NO 61vJ Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 114.9 OF • TM RIPPEY ENGINEERING PROJECT: Vision World Shearwall Analysis DATE: 6/17/2008 0.6DL ÷ 0.7E Second Level Walls Shearwall I Wall length I height I height I height I height I Shear force' Shear force Shear force I Shear force I Dead load I 0.6 DL I Treq ; Shear Load! ft. i (first) ! (second) (forth) (first) (second) I (thrid) ' (forth) I plf plf I lbs plf t , I I lbs. lbs. I lbs. lbs. : ! ' I 1.0 10.5 ' 0.0 I 13.0 I 0.0 I 0.0 0 0 ' 270 162 I 2262 I 228 .. _ - . 2397 I... 0 2.0 21.5 ' 0.0 I 13.0 I 0.0 I 0.0 0 4908 I 0 0 165 99 : 1965 I 228 _. ! 3.0 I 0.0 i 13.0 I 0.0 , 0.0 0 12582 7 ,:_ 0 0 295 177 I 2861 419 _ ...._ . --- : - .._ . , 4.0 14.7 I 0.0 I 13.0 i 0.0 I 0.0 0 4438 I 0 0 165 99 I 3350 ' 302 - ; 5.0 14.7 I 0.0 13.0 0.0 0.0 4438 0 0 165 ; 99 I 3350 ; 302 13.0 0.0 I 0.0 I 0 L 12582 0 0 460 1 276 i 1342 I 419 E 7.0 27.5 I 0.0 I 13.0 I 0.0 I 0.0 I 0 I 4474 0 0 165 : 99 I 773 I 163 99 ; 1304 I 163 ,I , . First Level Walls ' Shearwall I Wall length I height I ; height I height I height I Shear force I Shear force Shear force{ Shear force I Dead load I 0.6 DL Treq I Shear Load" _,... i 3 ft. t , , (first) L (second) I (third) I (forth) I (first) (second) I (thrid) I (forth) plf plf lbs I plf . lbs. lbs. _.j • 1 1.0 __ _ 10.5 14.0 27.0 I 0.0 I 0.0 I 2729 2397 1 0 1 0 560 336 8586 I 488 2.0 21.5 14.0 27.0 I 0.0 i 0.0 i 5588 4908 I 0 _ I 0 _ 305 183 8087 i 488 -- I i 3.0 30.0 14.0 27.0 I 0.0 I 0.0 11922 12582 I 0 1 0 690 414 10921 , 817 -- - 4.0 14.7 14.0 27.0 I 0.0 I 0.0 4728 4438 ; 0 I 0 305 183 11849 i 624 ' .... _ 5.0 14.7 14.0 i 27.0 i 0.0 I 0.0 3949 4438 i 0 I 0 I 305 183 11072 ' 571 ....i. 6.0 30.0 14.0 I 27.0 i 0.0 I 0.0 I 10787 12582 I 0 : 0 I 660 396 10656 I 779 ..., 7.0 27.5 14.0 I 27.0 :I 0.0 I 0.0 I 4699 4474 I 0 i 0 I 305 183 I 4375 ' 334 t , 8.0 , 17.4 14.0 I 27.0 I 0.0 I 0.0 2974 2831 I 0 I 0 I 305 I 183 I 5402 334 ..-w_ \--) TM RIPPEY ENGINEERING PROJECT: Vision World Shearwall Resistance Check DATE: 6/17/2008 0.6DL + 0.7E Second Level Walls 1 I Shearwall Shear Load Existing Capacity ! Evaluation if Shearwall (ibs) of Existin ' 1.0 - 228 i 7/16" OSB w/ 8d 2 ", 12" 640 plf OK 2.0 228 7/16" OSB w/ 8d 4 ", 12" 380 plf OK i 3.0 419 7/16" OSB w/ 8d 3 ", 12" 490 plf OK 7/16" OSB w/ 8d 4 , 12" 380 if OK '• 4.0 302 " " " 5.0 302 7/16 r n 12" 380 plf OK OSB w/ 8d 4 , 12 E 6.0 419 7/16" OSB w/ 8d 3", 12" 490 plf ' OK 7 U 163 7/16" OSB w/ 8d 4", 12" 380 plf ; OK 8.0 4 163 7/16" OSB w/ 8d 2 ", 12" ! 640 plf ; OK First Level Walls Shcarwall Shear Load i Existing ' Capacity ; Evaluation . ,_.._» .._____._ f _......__plf.____. Shearwall _ » (Ibs.) 1 of Existing 1.0 488 ' 7/16" OSB w/ 8d 2 ", 12" 640 plf OK 2.0 488 7/16" OSB w/ 8d 3 ", 12" 490 plf 1 OK ..__. _..30 817 __. 19/32" OSB w/ lOd 2", 12" 870 plf _€ _...__.OK 4.0 624 7/16" OSB w/ 8d 2 ", 12" 640 plf 1 OK 5 0 571 7/16" OSB w/ 8d 2 ", 12" ,..... _._.__640 plf OK 6.0 779 19/32" OSB w/ 10d 2 ", 12" 870 plf 1 OK " 7.0 s 334 7/16" OSB w/ 8d 3", 12" p _._._,___.________,__._._ _.___._..__;_..- ..__._..___ ___ ___._._.._ ,..____..._.._._..._490 if _..._s�K_.._._._. 8 0 f 334 7/16" OSB w/ 8d 2 ", 1 2 "... , 640 plf 1 OK X1,5 TM RIPPEY ENGINEERING PROJECT: Vision World Overturning Resistance Check DATE: 6/17/2008 0.6DL -1 0.7E Second Level Walls Shearwall I Treq Existing Capacity . Evaluation lbs Simpson Strap (lbs.) of Existing 1.0 2262 Cont. Studs ---- OK , . 2.0 1965 MSTC66 5494 OK ! . _ 3.0 2861 MSTC66 5494 OK 4.0 3350 MSTC66 5494 OK 5.0 3350 MSTC66 5494 OK 6.0 1342 MSTC66 5494 OK ! _ 7.0 773 MSTC66 5494 OK 8.0 1304 . Cont. Studs 1 ---- OK First Level Walls ; Shcarwall I Treq Existing Capacity Evaluation lbs Holdown (lbs.) of Existing 1.0 8586 (2) HDU8 13918 OK ; 2.0 8087 _ „ (2) HDU8 , 13918 OK 3.0 10921 HHDQ14 13710 OK 4.0 11849 (2) HDU8 13918 OK 5.0 11072 (2) HDU8 13918 OK _. . 13710 OK 6.0 10656 HIMQ14 7.0 4375 (2) HDU8 13918 OK 8.0 , 5402 (2) HDU8 ! 13918 OK I I I ti 7 7650 SW Beveland Street TM RIPPEY suite Tia Tigard, , Oregon 97223 CONSULTING ENGINEERS Phone: (503) 443-3900 Fax: (503) 443 - 3700 February 12, 2008 Mr. Dan Nelson City of Tigard 13125 SW Hail Blvd. Tigard, Oregon 97223 Re: Broadway Rose Building Code Review Dear Mr. Nelson: We have reviewed the 2nd Structural Plan Review for this project and respond as follows: ITEM # 11. Per revised calc sheet SB -2 (attached), Hilti HY -150 epoxy anchors satisfy the slab thickness, edge distance and load requirements. The permit documents should be relined as shown on attached detail 8/S3.01. 12. Detail 19/S3.01 should be redlined as noted on the attached to indicate epoxy anchors. 17. Details 16 & 17/S5.01 should be redlined as noted on the attached to indicate GL 5 1/8 beams. 19. Refer to revised calc sheet (attached) showing ASCE wind load to be less than the seismic load that was used in design. Please contact us if you have any questions. Sinc rely, Douglas G. Ga nett, PE T.M. Rippey Consulting Engineers Encl: Calc Sheets SB -2 & L -1 and Redlined Details 8/S3.01, 19/S3.01, 16/S5.01 & 17/S5.01 CC: Tim Ayersman — Soderstrom Architecture File: 7076BroadwayRose2ndPC 5 P 1 Y c , 4 t1 1- .1fr 62-) 1 -ft,c,e) 2-//-oa ' • 9)4 ( c-rt+ (1.6Nr.) 1Dv-Ah( ye /z a dtr6) /.x /,‘/-1 413 (/, - $. t 4 lc& 3 c fL r ?Ot:ID r C3 7 • 1/, ir 7 e • ‘, )17 1, 01, )( t / K "y• -9 6 11 f6 2 A // 1'7 1 e \ . .47--> • 42" ) (fipe (.18r) t 3.YA- lm li TM RIF'PEY DATE CD) .1. N., CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET .9fi. - 2 .. OF : S))10 k t6: 1 - 6 C _._________ -- - - I ( )2.e` f2k' r 2 • q -og == — kJ,h� r-fL p_ y.«.t& s)� pL, p,60 1 me-piot : 6) N w /. /s ( fie4r9Ar67. s `—� /2 I . 7 7 '' - . T.: ._._./ -,) 1-4 k„,__ -----■ ta, G-17 lieCit , . © ( S1)) - i.0 &Li-4 t(or yAr)).r /2 J z'... = . Q. .___ , —............._-- 1.2 )( . /,r t , Ii /2 GUgc = ./ 1 • ova (i) . B_ I'D I1+pIIA4,1 K-t v - . 2 () , s.o L V w/ VrL;zs■. = , 2 (1 2 a.6/ z 7 11 \1 TM RJP �' (�I� �I. PE Q O LI,� BY DATE 7 ' (J ' v ) C ONSULTING ENGINEERS , �" I /2,,,,_ n, / CHK BY DATE 7650 S.W. Beveland St, Suite 100 Tigard, Oregon 97223 108 NO Phone (503) 443 -3900 SHEET C - , of L ' CP l 3 ) - i L 1 : 1 i j 1. ( m — / = �i dl 1 _ , Fri i f Z 1 ) O 4 { I.— C j ( 7} c c ' j I 13 i I 1J i tn , C) G I> � (. i :-. Pa l ` ,} J j : — \\ \ — \\ \ \ \ \ \\\ ' ! ' ' ! \ s ' ''' j — o I? \ c5) r ,1 r _... El Ni (P �� ( (h ( l ! 1 j J n l 1� n\ U ' (I' () ‹ L �t, I = :P 0 x �1 C 11 ( 1)in' \ O 7\ ul �l) ( , x - --t� � , r a P1 i` ill < .._i n. _III �,. j ��j i__ CP < ;II CP a x ( , . , C`. t. f_ 13 . -- ,..j - u ) :1 1;" , ,,,,, - c7 t , -:.17, , 1 n 1,77, ( -I ) c; (.2x 7 7\ , --,--,-, 17.-] , .----,' (.-7....,) / ,/,0 „-e,,,, ,_, w,• , t , . ixoci \ iLin lQ amp ,-..-::,_:-..,, , „,, ,... ,,, ..... -1- 1\:/17 Cinig , 3><f 0 k f (..::: :_•7 1- ; :) .1: ; 7,: j , -."/.1 •' / ;), __ _..:,,,, • , '--- -- ■,, , 1045 11 - 1 './ :- - .../ 7 - - 1 _- 1 i .._./-_-_, ' - - ..-'• r../ - 1 d i i_ .....noc.i..- r)N1 : z-_ r -V' >\ --, \ON 7/ , \'',7• - c - --it=t-_,- (C) i g‘5 1 ' c2\I % =:-% ---: a 9 "IDN'T' :-... .:1 -, .....7/1 -C :tt I?x 7 /2 '/ 'I t 7 1. 1 c:1 7 /, (7; ir 6 0L/ a DG `2 i // / / / '2 / ''' ,1 / ' ' 91 --c,--_-, 4, 7 7 ra 0// • • • e - Ocl‘, .7 7650 SW Beveland Street 1\- TM RIPPEY Y Suite 100 Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: (503) 443 -3900 Fax: (503) 443-3700 January 21, 2008 Mr. Tim Ayersman Soderstrom Architects, PC ■ 1200 - NW - Naito - Parkway, Suite 410 JAN Portland, OR 97209 CITY 09' I IUA4�D Re: Broadway Rose BUIEDMOONS Building Code Review Dear Tim: We have reviewed the City of Tigard's Structural Plan Review and respond as follows: ITEM # 1. Refer to revised holdown call -out in Shear Wall Schedule and revised calculation sheets L-4 and L -6. 2. Refer to revised footing schedule indicating 3" clear. 3. Refer to added epoxy anchor line item in Concrete Special Inspection Table. 4. Refer to revised calculation sheets L -4 and L -6. 5. Refer to revised detail call -out indicating 23/S3.01. 6. Detail 13/S3.01 is OK as it is intended to show the bottom of ramp. 7. Refer to added detail 21/S5.01. 8. Refer to revised detail cuts indicating 4 & 13/S4.01. 9. Refer to added detail 22/S5.01. 10. Refer to added notes on details 6 and 22/S3.01. 11. The vertical strongbacks in detail 8/S3.01 carry only lateral load. Refer to calculation sheet F -1 for slab check of mezzanine load carried by wall in detail S3.01. We don't see that detail 23/S3.10 is applicable to this item as a new footing is shown. 12. As all shear along the east side of the new shop building is taken to the existing masonry wall, the wood framed wall to the north has no theoretical load. The wall is sheathed with ply and connected to the masonry wall corner as an additional cushion. 13. Refer to revised detail 7/S4.01. 14. Refer to revised details indicating A/S2.01. 15. 2x6 blocking is OK as it is added for shear transfer from the exterior side only. 16. Refer to revised detail indicating reference to detail 21/S3.01. 17. The beams noted on the plans do conform to the sizes shown in the details 16 and 17/S4.01. 18. Refer to revised detail 20/S5.01 indicating reference to detail 8/S3.01. 19. The UBC 97' Importance Factor for wind of 1 is reflected accordingly in the calculations. Although the snow load Importance Factor is 1.1, the roof snow design load = .7 x 1.2 (Ce) x1 (Ct) x 1.1 (I) x 25 (Pg) = 23.7, which, is less than the 25 PSF load used. 20. Per the framing plan on S2.02, the framing ended up being turned 90 degrees with a resulting span of only 9'. 21. Refer to Special Inspection tables on S1.00. There is no new masonry construction on this project. 22. Refer to S1.00. 23. & 24. Shop drawings will be submitted by the contractor. Please contact us if you have any questions. Sincerely, Douglas G. Ga ett, PE T.M. Rippey Consulting Engineers. Encl: Calculation Sheets L -4 & L -6 File: 7076BroadwayRosePC C 2, t!tr('� 9k r . W 2 \ �08 J • I I ' CL)—'? \ / I hi • 1 I ' cr; i / ,` 3 4 / / \ 1 1 W.; : /31 et/ 'z .. d'i<' -(2/.- 9( J) . 6.¢ (6 l3 it.. Af444, text - () t . 0/ (d . 38 MA_Typv _.0/(2,) _ , 1. ><.is -. /g / ?t ' ,01 4 - (6¢. ) = Ho 6, 41144 INaG( - . © 6,1r ( / (3) _ .6r 2.b1 x /J" - . 4 11\111' al�BY<YS BY DATE ^ I��D� CONSULTING ENGINEERS GHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET C'/ OF E /3•1'0) L92, x - 92.E -- 6-1 1, / 3.2 t 2 (ie.2.; C � Amitt f}- ./9 (¢JL /4/ AV L . l vtDr4-1 l ), 1(4 1,iV -TEAK PEY BY DATE 2' /r LT, CONSULTING ENGINEERS CHK BY _ DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET Z OF 01/10/2008 08:24 5036243681 TIGARD BUILDING DEPT PAGE 01/02 Job Name: The Broadway Rose CITY OF x { Job Address: 12985 SW Grant Avenue, Tigard, OR 13125 SW HALL B September 18, 2007 TIGARD, OR 97223 SHEET 1 OF 2 BUP2007 -00433 MCE Project No.: 070929 STRUCTURAL PLAN REVIEW V1 Plans Dated 8116/07 • Calculations Dated 8/1107 W Correction Item Page No. Comments Code Reference made N. 1 51.00 - Legend Clarify holdown used with Shear Wall 108.1.1 and Notes Type 5. Holdown used and detail specified do not match. 2 S1,00 - Legend Clarify clear distance used for the 106.1.1 and Notes reinforcing steel in the concrete footings. 3 51.00 - Legend Clarify special inspection program with 106.1.1, 1704.13 and Notes respect to the epoxy anchors. 4 S2.01 - Clarify shear wall along Grid C.8 — what 106.1.1 Foundation footing Is at each end, what anchor bolts Plan are at the sole plate, and what holdown _ is used at each end. 5 S2.01 - Clarify Detail 22/S3.01 at shear wails 106.1.1 Foundation along Grids A.6 and C.5. Phan 8 S2.01 - Clarify Detail 13/S3.01 along the exterior 106.1.1 Foundation wall at approximately Grid 8.8. Plan 7 52.02 — Clarify continuity tie, position of framing 108.1.1, ASCE 12.1.3 Mezzanine Plan with respect to the glulam beam and and Cale PpLL- connection to diaphragm. 8 S2.02 — Clarify Details 4 and 13/S5.01 in the 106.1.1 Mezzanine Plan area of Grids C.5 - 2.9, l 9 S2,03 — Roof Clarify Detail X/S5.01 in the area of 106.1.1 Framing Plan Grids e - C.S. 10 Detail 6/S3.01 Clarify hooks used at curb -slab joint. 108.1.1 and 22/S3,01 11 Detail 8/S3.01, Submit Calculations consideri etheth 106.1.1 17/53.01 and thickness of the existing concrete slab 2 3153.01 on grade. 12 Detail 19/S3.01 Submit calculations and details for the 105.1.1 anchor bolts between the existing frami and the new frami 13 Detail 7/S4.01 Clarify which hanger to use with a 23'/° 106.1.1 deep glulam beam. 14 Sheet S5.01 Clarify the reference to A/55.01 in 106.1.1 Details 7, 8, 9 and 10/95.01. Poet-ir Fax Note 7671 ° a ^ ,~ To i • Co./De- fL.�4J �4 s�% ! ► _ : r..,. ;r 1:11 Phone R Fax O / )... r Fax it As 01/10/2008 08:24 5036243681 TIGARD BUILDING DEPT PAGE 02/02 Job Name: The Broadway Rose CITY OF TIGARD Job Address: 12985 SW Grant Avenue, Tigard, OR 13125 SW HALL BLVD. September 18, 2007 TIGARD, OR 97223 SHEET 2 OF 2 BUP2007 -00433 MCE Project No,: 070929 STRUCTURAIL PLAN REVIEW 81 Plana Dated 8/16107 Calculations Dated 8/1/07 correction Item Page No. Comments ` Code Reference Made No. 15 Detail 13/S5.01 Clarify the size and use of the bioddng 106.1.1 used in the 2x8 pony wall. 16 Detail 15/S6.01 Provide Detail 21/S5,01 for review. 106.1.1 17 - Detail 18 Clarify the size of thegiularn beam 108.1.1 17/S4.01 shown in the details as compared to the beams s eafied in the , lens. 18 Detail 20/S4.01 Clarify the reference to 131S3.01 in 106.1.1 regard to the strong back member, 19 Calculations Submit calculations considering the 106.1.1 Importance Factors for wind and snow loading as req fired. 20 Calculations, Clarify the spacing discrepancy between 106.1.1 page MF -1 page MF -1 end TJF -2. 21 Special Spedal inspection is required for 1704 Inspection ,concrete, masonry, reinforcing steel, 1705 bolts in concrete and masonry, boning, 1707 _ epoxy anchors and soils, 1708 22 Structural Structural observation for general 1709 Observation framing as indicated on Sheet S1.00. 23 General Submit one set of roof wood t and (Shop glulam beams shop drawings. which Drawings) have been reviewed and Initialed by the project engineer, to be filed with the City .. of Tigard before placement 24 General Submit one set of miscellaneous s steel (Shop shop drawings, which have been Drawings) reviewed and initialed by the project engineer, to be filed with the City of ,„ • Tigard before placement. 25 General Approved resolution of the above items shall be Incorporated into submittal plans before a permit will be issued. Submit four (4) sets of revised plans to the city of Tigard. MEMORANDUM 2(}le? 60 15- C( (49 4 SODERSTROM ARCHITECTS, P.C. architecture I planning I exterior restoration I interior design DATE October 22, 2007 Dan Nelson TO Senior Plans Examiner, FROM Tim Ayersman PROJECT / NO. 07001 /Broadway Rose Theatre TI FILE NUMBER Document2 DISTRIBUTION file SUBJECT Plan Review Response BROADWAY ROSE TI Building Permit: BUP2007 -00433 Address: 12850 SW Grant St. Construction Type: 5 -B Occupancy Type: A -1 Stories: 1 1.) Provide roof vents and smoke control as per OSSC 410.3.7 Response: Existing vents and smoke controls will be repaired and up graded as necessary to meet OSSC 410.3.7. See key note 6/ A6.02 AND General note #10 on A6.01 and A6.02 2.) Provide details for 1 hour wall construction as per OSSC 410.5.1& 2. Response: See detail W01, W02, W04, W06 on sheet A9.01 and key note 4 on A2.03. 3.) Provide details for stage exiting per OSSC 410.5.3 & 410.3.3. Response: Exterior doors 12A and 12B will not be open during performances. All existing doors onto the stage are fire doors. The new man door 13A and overhead door will both be fire rated. See specification section 08000 for door label and detail 16/A9.02 4.) Show location of transfer seat complying with OSSC 1108.4.9.1 Response: The seating capacity is 270 and we do not have various price ranges for seating. The first row in front of the retractable seating will be removable seats with no 1200 NW Naito Parkway, Suite 410 I Portland, Oregon 97209 I 503. 228. 5817 I FAX 503. 273. 8584 I www.sdra.com MEMORANDUM 10/30/2007 PAGE 2 armrests. This provides for our required 1% (3 seats) being transfer seats. Refer to sheet A2.04. 5.) Provide details for assisted listening device as per OSSC 1108.4.9.2 Response: The owner will provide no less than 11 wireless assistive listening devices tied into the buildings sound system. Refer to General Note 3 on sheet A2.01. 6.) Show details of exiting of mezzanine with seats retracted OSSC 1018. Response: The mezzanine will not be occupied when the seats are retracted. The door 28A to the mezzanine will be posted as 'No public access' and will be key entry only from the first floor. 7.) Install exit partitions in lobby as per OSSC 1025.4 Response: The 'Lobby 10' and 'Concession 33' areas will be occupied at intermission with the people in the 'House 11', neither space will be occupied at the same time. The Broadway Rose Theatre Company does not do multiple performance in one evening, it would be too physically demanding on the performers. 8.) Provide occupant load for lobby. Response: Added to sheet A0.01. 9.) Are all exits accessible or signed. Response: All exits are accessible except the existing door 11A in the 'House 11'. Directional signs shall be provided in the 'House 11' indicating the route to the nearest accessible exit. Refer to the added legend on sheet A0.01 and specification section 8000 door schedule note 1. 10.) Show spacing of seating and placement of handrails and guardrails. Response: The retractable seats are a deferred submittal. They will be required to provide handrails and guardrails that meet all OSSC requirements. See also sheet A2.04, key note 16, and detail 19/A9.02. 11.) Comply with uniform width requirements found in OSSC 1025.9.1 Response: The retractable seats and aisles are a deferred submittal. The aisle stairs will have seating on only one side and the width will be no Tess than 36" per OSSC 1024.9. The clear aisle accessway width will be 14" from the back of the row ahead and the nearest projection of the row behind per OSSC 1024.10. Refer to sheet A2.03 key note 8. MEMORANDUM 10/30/2007 PAGE 3 12.) Provide contrasting marking stripe as per OSSC 1025.11.3 Response: The retractable seats are a deferred submittal. They will be required to provide a contrasting marking stripe on the nosing of each tread per OSSC 1025.1 1.3 13.) Show connection of seats complying with OSSC 1025.12 Response: Refer to additional note on section 3 of sheet A3.11. 14.) Provide guardrails as per OSSC 1025.14 Response: Guardrails at the aisles have been added. Refer to sheet A2.04 note 16 and detail 19/A9.02. SA 03072 BUSH ELEMENTARY SCHOOL 02/05/04 _ 1 I 2 1, 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 j 11 I 12 I 13 1 14 1 15 1 16 1 DOOR SCHEDULE 2 1 I 1 1 1 1 1 3 DOOR HDWR FRAME DETAILS 4 MARK SIZE LABEL TYPE MATL FINISH GLASS GROUP TYPE MATL FINISH HEAD JAMB SILL REMARKS 5 10A 6-0" x 7' -0" x 1 -3/4" E HM P Temp /Ins D2 HM P 6 7 8 9 11A 3' -0" x 7' -0" x 1 -3/4" A HM P F HM P E . 10 116 3' -0 "x 7'- 0 "x 1 -3/4" 45MIN A WD S F HM P 11 12 13 12A 6-0" x 7' -0"x 1 -3/4" 45MIN A HM P G HM P E 14 12B 6-0" x 7' -0" x 1 -3/4" 45MIN A HM P G HM P 15 13A 3' -0" x 7' -0"x 1 -3/4" 45MIN A HM P F HM P 16 14A 3' -0" x 7' -0"x 1 -3/4" A HM P F HM P 17 14B 3' -0" x 7' -0"x 1 -3/4" B WD P F WD P R 18 14C 3' -0" x 7' -0"x 1 -3/4" 45MIN A WD S F HM P E 19 15A 6' -0" x 7' -0" x 1 -3/4" A HM P G HM P E 20 16A 6-0" x 7' -0" x 1 -3/4" B HM P Temp /Ins G HM P E 21 16B 3' -0" x 7' -0" x 1 -3/4" A HM P F HM P E 22 17A 3' -0" x 7' -0" x 1 -3/4" A WD S F HM P 23 18A 3' -0" x 7' -0" x 1 -3/4" 45min A . WD S F HM P 24 19A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F HM P 25 20A 3' -0" x 7 -0" x 1 -3/4" C WD S F HM P 26 NOT USED 27 21A 3' -0 "x 7'- 0 "x1 -3/4" C WD S F HM P E 28 22A 3' -0" x 7' -0"x 1 -3/4" C WD S F HM P 29 30 23A 3' -0" x 7' -0" x 1 -3/4" C WD S F HM P 31 24A 3' -0" x 7' -0" x 1 -3/4" C WD S F HM P 32 25A 3' -0" x 7' -0" x 1 -3/4" B HM P Temp /Ins G HM P E 33 256 3' -0" x 7' -0"x 1 -3/4" 45min B WD P F HM P 34 35 27A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F HM P R 36 28A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F HM P E 37 29A 6-0" x 7' -0" x 1 -3/4" B HM P G HM P E 38 29B 3' -0" x 7' -0" x 1 -3/4" 45 min A WD S F . HM P 39 30A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F HM P 40 31A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F . HM P 41 32A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F . HM P 42 43 34A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F HM P E 44 34B 6-0" x 7' -0" x 1 -3/4" A WD S G HM P 45 35A 3' -0 "x 7' -0"x1 -3/4" C WD S F HM P 46 36A 3' -0" x 7' -0" x 1 -3/4" C WD S F HM P 47 48 37A 3' -0" x 7' -0" x 1 -3/4" C WD S F HM P 49 378 3' -0" x 7' -0" x 1 -3/4" A WD S F HM P E 50 51 40A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F HM P 52 42A 3' -0"x7' -0"x1 -3/4" A WD S F HM P 53 43A 3' -0" x 7' -0" x 1 -3/4" 45min B WD S F HM P 54 44A 3' -0" x 7' -0" x 1 -3/4" 45min A WD S F HM P 55 56 57 58 59 60 61 08000 - _ DOOR SCHEDULE SA 03072 BUSH ELEMENTARY SCHOOL 02/05/04 1 I 2 I 3 1 4 1 5 I 6 1 7 I 8 1 9 1 10 I 11 1 12 I 13 [ 14 1 15 1 16 1 DOOR SCHEDULE 2 3 DOOR HDWR FRAME DETAILS 4 MARK SIZE LABEL TYPE MATL FINISH GLASS GROUP TYPE MATL FINISH HEAD JAMB • SILL REMARKS 118 REMARKS 119 1 120 1. ALL ACCESSIBLE EXITS TO BE IDENTIFIED BY THE INTERNATIONAL SYMBOL OF ACCESS. SEE DETAIL SHEET AND OSSC 1108.4.12.1 AND 1109.15 121 2. SEE SPECIFICATION FOR ADDITIONAL SIGNAGE FOR ROOM /DOOR NAMES AND NUMBERS. 122 3. REFER TO SPECIFICATION FOR PAINT COLOR AND MANUFACTURER. 1 1 123 4. PROVIDE LEVER DOOR HANDLES -- TYPICAL. COORDINATE WITH HARDWARE GROUPS. 124 5. PROVIDE PANIC HARDWARE. COORDINATE WITH HARDWARE GROUPS. 125 6. FIELD MEASURE OPENING. 1 1 1 126 7. ON HOLD OPEN. COORDINATE WITH HARDWARE GROUPS. 127 8. EXIT ALARMED / EXIT ONLY. 1 1 128 9. THE MAXIMUM TRANSMITTED TEMPERATURE ENDPOINT FOR THIS DOOR SHALL NOT EXCEED 450 DEGREES ABOVE AMBIENT AT THE END OF 30 MINUTES OF 129 THE FIRE EXPOSURE SPECIFIED IN UBC STANDARD 7 -2. SEE OSSC 713.3 AND 1005.3.3.5. 130 10. OVERHEAD COILING COUNTER FIRE DOOR. 131 11. DOOR AND FRAME BY MANUFACTURER. 132 12. NO FRAME AT HEADER. 133 1 134 13. 450 °F MAXIMUM TRANSMITTED TEMPERATURE ALLOWED. 135 14. NOT USED. 1 1 1 136 15. INTEGRAL RELIGHT W /DOOR FRAME. (45 MINUTE RATING WHEN DOOR IS RATED SIMILARLY.) 137 16. 3' -0" LEAF, AND THE OTHER IS 2' -0 ", SEE A2.01. 138 139 GENERAL NOTE: 140 THE DOORS RATED LABEL TAKES PRIORITY. 141 SEE SHEET A8.01 FOR FRAME AND DOOR TYPES 142 143 144 145 146 • • Oa��U - DCTOR SGHE^ULE 4