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jr CONSERVATION RECEIVED T E C H N I X MAY 2 2 2013 4 CITY OF TIGARD PICNIC SHELTER SUBMITTAL BUILDING DI\PSIOI', TO: Mike McCarthy,Project Engineer, City of Tigard CITY OF GARD Approved.. :- [�- FROM: Steve Duh, Conservation Technix Conditionally Approved [ ] See Letter to:Follow [ � DATE: 20 May 2013 Attached Permit Number: 3L P2.) Z PROJECT: East Butte Heritage Park Ado ess 03(O �� ,►— By . Date: aim. Appfeve-ens shall be on job site. The Poligon ULTRASHELTER square 20'shelter plans are conditionally approved upon the following revisions: • The original design called for a standing seam roof. Revise the drawings to include a standing seam roof, not the MaxRib noted. • The original design called for an electrical cut-out in one of the columns. Revise the drawings to include an electrical cut-out. • Column ba overs are necessary r patron safety and secur• of the unit. The product catalog does n reference them. Coor • ate with the manufacture o identify and include color-matching col n base covers to cone the fasteners into the pie ootings. • Regarding column and roof colors,the roof shall be an Evergreen color and the columns shall be a Dusty Grey color. ❑ REVIEWED AND APPROVED OFFICE COPY MAKE CORRECTIONS NOTED ❑ REVISE AND RESUBMIT ❑ REJECTED REVIEW IS FOR GENERAL CONFORMANCE WITH CONTRACT DOCUMENTS. REVIEW OF THIS SUBMITTAL DOES NOT RELIEVE THE CONTRACTOR FROM FULL RESPONSIBILITY AND LIABILITY FOR THE ACCURACY AND COMPLETENESS OF THIS SUBMITTAL AND FOR ITS FULL COMPLIANCE WITH REQUIREMENTS OF THE CONTRACT DOCUMENTS. PO Box 12736 • Portland,OR 97212 • 503.989.9345 (p) www.conservationtechnix.com r '- 0 _ . . _ . a..i of 5036 I EPvelopes Daneel Construction, Inc —— . .. 36296 N.E. VVIIsonville Rd. ,... ,.. -. _ -.. "„--.-:.,,.-.:::}1..1,-..,.. .:•;,,, .";,C.i. , !.:•.... . . •q:.V,Fi ' Newberg, OR 97132 • ._ .. • . . • . ••. Ph: 503-625-6602 Fax 503-625-2036 DATE / / i [;Rtyit3.44e,ttoi nifra...' 1 5 011 BB 47933 ATTEN1,0 • , ..... • . •....•••,,... .• .. ":;0 WA DANEAC1175NU A i AL. rh z...G.,.K,14t.ii•i'l '''''MOVT.A.I/t.T.".i..?•';.:. 'r.'.' :',.''' • RE: —_ •':;. 7', .7,,,.. -,.,. • ...:2 ,.. ..0 74 z; „b„....D,- ,,,,-1,...., ....r. . ,,,.,,,,t4;,-.. ,.• . . , . . . . ,' -•;:%,:., . : z4;,....•,,...i..,:,.-- • : • .--li,..,-': ‘ -4,4,4:0..,: ;;..,.',-•.: .••:„.:•....., . . vo -0^ ,,• • - ,g: ,. ..:*.t.-#.,r, w.-.,-.111.-L,..,..,.?-1$...- - ‘ .. . .• . s i .... • '. .:v.:!"-. ..:rrro,A.-,0-..- •.,..,r.. .r.: , -P - : -,-r,41i.•,.,..4".,..- :.....;... • . -., • • • l''' it'1:11,‘7:. ..0.,..,.'41e:,"t'El ''‘' ■J ' ‘)1 '' ' -'':.... ''',;%r ',.'. • ,i,i...••••.:: . . , t„. =1,_,:,-4141:-.''7,„L;?.?..*1.,„' "-,,,ri.,:'.:-• A-.' . , 'Mrs.s-END! *.,,,•-,*!:‘,., „,.,5z-vr:; :c1:-atn.der separate cover via -. ,..,...,. 44 --44.-. .7:'':''''7`-`,.,t1.1;;,':.•.. . . ... 1. Plans 0 Ss-roles - ,,::;•t.:..:!..:'‘ v --,0 000,yrit4:latter ., :.,.) ;,;7:6v,ftg,e drsi.er 0 ' -,''' '-',P.:t. • • - ' ' - ,-:1,,. ,,,,1°- : • . .. . . COPIES DATE NO. DESCRIPTION -.■1111111111111111111111 Picot t_ 5ktil:P- - 1 . . . _ • THESE ARE TRANSMITTED as checked below. Vero-r approval 0 Approved as submitted 0 Resubmit copies for approval O For your use 0 Approved as noted 0 Submit copies for distribution O As requested 0 Returned for corrections 0 Return corrected prints > O For review and comment 0 , O FOR BIDS DUE 0 PRINTS RETURNED AFTER LOAN TO US . REMARKS . ,5 t. :(76.5 ----/ • __11111101/11■_ DESIGN CR��7TEERRWW REVISIONS BY RSINTEARAT16N4L BUILDING CODE RISK CATEGORY:II DEAD LOAD:600 PSF•STRUCTURE DEAD WEIGHT • SNOW LOAD: ROOF SNOW LOAD 25.00 PSF -SNOW EXPOSURE FACTOR:1.0 SNOW LOAD IMPORTANCE FACTOR:1.0 • THERMAL FACTOR:1.2 LIVE LOAD' ROOF LIVE LOAD.20.00 PEP WIND LOAD. BASIC WIND SPEED:AC MPH ' t f`�•T� WINO IMPORTANCE FACTOR'1.0 /f„S NANO EXPOSURE CATEGORY:C GUST EFFECT FACTOR:0.eS / �1•. ' T^ SEISMIC DESIGN: //G�e 'c hV t`' "� SEISMIC DESIGN CATAGORY:D J r\ i F,o r_ ` �i SEISMIC SITE CLASS:D / A`�% + Y '/ �,”` BASIC SEISMIC FORCE RESISTING ( "4'/111 1... r ` SYSTFAI•CANTILEVER COLUMN 1 -I f , -? , \ I2v-a'i . 1 i SDS•0.841 SDI=0.32 240" I DESIGN BASE SHEAR.0.49 KIP '. �; r --- WELD. ,/ L i�E IJ AWS STANDARD AND E7061 ELECTRODES �.. A T 4. fJfp) FO ''paTLgNlN pD��$$11CN ', ��y n iic-1,„•"•7 CONCRETE t6ifP CASIVE STRENGTH AFTER 28 DAYS.3,000 PSI -L .�, ' STEEL I AL REINFORCEMENT:RESSURE:1,50 PSF 60 �"�5/,Q{;i`� VERTICAL FOUNDATION PRESSURE:100 1,500 PSF I t LATERAL BEARING PRESSURE:100 PSFAF 5 TYPE UREL ASTM MIN.YIELD STRENGTH RECTANGULAR HSS TUBES A500(GRADE 9 46 KSI SQUARE HSS TUBES A500(GRADE B 46 KSI RCUND HSS TUBES A500(GRADE B 42 KSI SCHEDULE PIPE A53(GRADE B) 35 KSI A__ MISC.CONNECTION BOLTS S A36 36 KSI --- —'-— --_--Y-- CONNECTION BOLTS A325 92 KSI I }y HEADED ANCHOR BOLTS A1554 36 KSI I (20' 01 240' _..._._.__.� { W_ PLAN VIEW J I- 1 6V ! J . .4..J (13',2 WW1 ""' 9 158 1!16' I } Li t 98• GROUND LEVEL PROJECT SHEET INDEX _ 4" i •• —7- •• 1Square 20' 71RC Hn SHEET -T.uRAL VIEWS— SNEELL 24 ga.MasRib RODE w/T&G Subroof FOOTING PLAN SHEET 2X FRAMING PLAN SHEET 3.0 FRONT VIEW :East E Butte Herritage Park (FRAME CONNECTION DETAILS SHEET 4.0 SHEET 1.0 i Tigard,OR 97223 ROOF LAYOUT SHEET 5.0 5/6/2013 Page 1 of 6 • • I • ;REVISIONS BY 0271 VT /-.. \ [ 1 I' "ilk ---.......... ik#4 ') I- / . \ / . / \ \271 112' tit' . / t r i 4, t. V 1--- 1 \ 'CP' i`: G ;in 4 0 VI fr bd ‘IN OY CC rt ,\ �fi9, ! Lat =a t flv,y.li 00 314"x tfi"F 1554 GR.36 m�01 HEADED ANCHOR BOLT \ ?i W (4)PLCS EACH \ m_S i NNECTION- (1)3!4'NUT W (2'P4"WASHER a N�}•O 3//4'PLATE AT (( `\ /' Z� m� BASE OF COLUMN NONSHRINK 0 (QY GROUT UNDER ' 004.q= 3'• PIATE 1"THICK �- ,\ LL to e4 W/- Lrl- 11•11.1111 I —(5)45 VERTICAL _.rN, \ 9z N xs TIES O e•o.c. '/. r SQUARE 20'FOOTING I LAYOUT mgr PIER FOOTING SCALE r -. SHEET 2.0 N.T.S. \- 5/6/2013 Page2of6 | | ~~ • ` • " ' , ` REVISIONS BY ` 11141 ..;•\. .."-"---'-'114r • ^` 1 II ii_t it S���,� | i III ..l SitIEE114.1 . 1;:`,:''r:,...../--,:','<•,-;.. -----4?'' . :,r. .`•-•,'">\\60.0 ce ix 7 CI 1 --- ' : /I• ( ''. -J:3:a '';'‘.,c,,,,,it‘,.,..;3 i.t.„:::,t\;".,e _csi 11:::,s! ;ITEM DESCRIPTION QTY. LENGTH 1 MATEFUAL i _ — ' { ��, I.;��~�am , `°"°' ,3 p�m^ 4 190 1M" � ^ 8�m=� 01 '' s �"�,� m"r " , � °"=� �omw"�S o mpo�mnm 4 m`v«r ------ A500 1 i 8 1 1/2" Washer � — _ ^I A925 flat o x1/1/2"Machine em 40 ",�m~w=�e�� i SHEET 3.0 5/6/2013 Page 3 of 46 .. a a as SlN A 4 LpNrltl( REVISIONS/ BY COL uNN r----t..1-PLATE Nl BFJ.Y TAa T43'Ltni USE / + �� •W VOW W C,r. Y E.411Y NYY / �M yr a 1-1Q'SOLT lM•1-UT•VOLT I ■ • I a)RCS EACH �.= aW NlA,NUT —~ i•Y�•N-t R•NNXT i calve EACH opiNICTNON Pl INE.NUT aNMECTID WANNER NUT cak, D + —is NWT ®Nr PUTT -c PNEaaaN�VBE © TP-a Mr lOLT � ixl.VN'XSa VI•aYA1'E--'— -- WAPNEA NUT _.. - 0)PLEA EACH CONNECTION NW SEAN NNNbatH'Hsi-- P . =AV MS] av'1a'NYa PTIRU*4 AMii COLUMN TO NIP BEAM.HIP SCALE ( PURLIN B TO HIP BEAM SCALE (31 BEAM TA L.PURLIN .` 1 1,N CONNECTION ` TUBE BEAM N E COMPRESSION SCALE CONNECTION N.T.S. ` J N.T.S. 2 'TUBE coNNECnou l 1 _.... N.T.S. 11'nr I nr. /41,11 es r_j vm III /r Cr-r L LC '/ v,/f/ f �, COLUMN TO BASE PLATE SCALE 1 PURL[14 A TO HAT CONNECTION SCALE '. i«��! /{V (• r �� Z ! CONNECTION ee ---`N r s. 4 N.T.S. 5 �"c�''.} Yf 0 xg C'ch t uoTnn Fii,FhiLVI? C. I W t1:::1' N SHEET 4.0 5/6/2013 Page 4 of 6 ... • r • . • • REVISIONS i BY ===t3=1 ..c: 1—1/4" 1 5/16"HEX 1 6 3n . i 1114" 1 15/16"HEX t I ' 21!? 53/41 21)? r I 0 i 1 0 1 1 1- i . ...__5 314- ,..____4-......_, 1 , SCALE (--„,-. S (-B PLATE 8 GALE PLATE A ------ N.T.S. ../.‘,./ N.T.S --. =====c+ I 39/l6" 15/18"HEX 1 h.2....,...i - 1 VW • 2 15116" HEX - •5 Mr---... cl- C/-7..,li' C-- 11.../C"—' . -• . , / / / ,,,i,,,, z -„, PLATE D SCALE (-: --.. D vgik o torpix uww"g °. .4 41.P HI i 1g ui-Jw .coo i r..' 3-,--% _....._ ..F.L.-- u.Otor.suit— _ i 7 _ I "111 W 1 -ir----i f . . 9/18" I T-1 117' 1 lir I 4C Ln ' 1 r 0--- r 4.....1 i 0 02112"o r-----7 07/8'44 PLATE E I SCALE ( HAT SCALE V-F-■ SHEET 4.1 N.T.S. _E) N.T.S. i 5/6/2013 Page 5 of 6 r F t ■ TONGUE&GROOVE INSTALL- ;REVISIONS SY 1 SNAP A CHALK LINE TO MARK THE CENTER 1- OF COMPRESSION RING AND CENTER OF PURLINS. LOCATE THE FIRST TWO PLANKS ON If_.`__. i EACH SIDE OF THE CHALK UNE AND WORK OUT TO THE CORNERS PLANKS MUST BE LONG ENOUGH TO COVER EAVE PURUN AND/OR HIP BEAM. NO END JOINT WITHIN 24' OF PURUN A 2 IUPS WITH(2) 2-1,04" METAL FASTENERS PH1UP5 SCREW W/WIPM,iS TO EACH PURUN ' 3 ALL T8G PLANKING IS SOUTHERN YELLOW PINE WHICH MAY CONTAIN SOME MINOR _......... ____.... 4,111111111111111111111111111111111111i111).. IMPERFECTIONS,PRECTION REMOVE SE DER OF C. ... MATERIAL FOR MAXIMUM YIELD 4.PURUN OINTSIN DECKING WITHIN 24"QF P%;() PURUN a --"--: \.,,,Cr CORRECT TOO TOO —5I?4 ' \, � � � . ' n�marcrialuigW}•. S bt_nat7iJn a....'iae r,�d � '7'+'• lsiblr;aIi%"of n4Ial 1 bL.Noun.,-I K2;-11: ■ 4'.a #12 x 2-1/4"PHILIPS SCREW 2X6 T&G,V-EDGE .414L,r.is.1F)Iyit comp.•tuna 41 WI WING;. 1_2)PER BOARD FACES DOWN `'alp"'s rS 151b FELT AT EACH PURUN '6.„,(4...."itv„,:,...;31E.:,...314 k), oait...1 PHILLW 0‘ i MAXR18 PANEL INSTALL FELT INSTALL: ,•.••ccr•?v-.4•^ 1. PANELS WILL BE PRECUT AND MITER CUT 1. NAIL DOWN FELT TO THE T&C BY APPLYING �'1 TO R T 314 Its OF NAILS PER 100 501.Fl EVENLY FOR BEST APPEARANCE,ULTRA SHELTER 2.FIND THE CENTER 0'-ONE 310E OF THE DISPERSED.(NAILS PROVIDED BY OTHERS)) RECOMMENDS THAT ALL TSG END JOINTS �T. SHELTER AND INSTALL PANELS FROM THE 2. EXTEND FrLT8EiONUPALL ENDS.4Nd BE MITERED AT45 CEN'ERDDTToEACHDM LL WRAP OVER ENDS. 7Ta asieSfiflimR�7a1rmina]dU 3.EACH PA/J'IHTK)ULOBEIN.aTALLE'1 O PURLIN PLUMB TRAIGHTATIAC ACCURATELY. �� • 4. EACH PANEL IS ATTACHEDTOTI DECKING m¢ USING 49x1•SCREWS SCREWS SHOULD BE PLACED MINIMUM 4'EVENLY SPACED. 41 W 1'.1 1 =-'•.,: ' METAL SHAV1M48 FROM DRILLING OR INSTALLATION OF ROOF PANELS OR TRIM .5< MUST BE CAREFULLY REMOVED FROM THE (.4 12 ROOF BY BRUSHING OR SWEEPING AT TI-E t 5 p. L ENO OF EACH DAY OF INSTALLATION. 6[5.-- -6 -� SHAVINGS LEFT ON THE ROQF•WILL c.3U4C31LY 0_ —au RUST AND STAIN THE ROOFING FINISH. J N O 8 ATTACH HIP TRIM USING 1/4•0/8"SCREW 24 ggna MSxR1'b Roof %' '^'^r'=C�' O w/T&GSuboof co,3 3.410._ _4_� 0=nm% 1341/4" iNI. SF"t_. 1 O :L u C., _. PURUN B "•.1 la 3x3x1/8"HSS -wR�..4"a' 1 " 851/1 . 1 r_n+lr 1- V % III NIF-t8'.--'-• Y 1 N-1 �(� r t'..J F'•f.r. F' 00 Ali �4a► {il : it..,.x,.. , ..— 1 ' `!14.. :•L TA' S=?_cL si C.. it '1711. ' 24118' I -urr' bfi.CTx=ui�' ;��i _..._� PURUN A NOTE-EAVE TRIM MUST BE INSTALLED HIP BEAM SHEET 5.0 3x8x3/18"HSS S( EIA NAT E.AM�PANELSARE 5/6/2013 Page 6of6 RECEIVED ROMTEC SCOPE OF SUPPLY AND DESIGN6 2013 SUBMITTAL CITY OFTIGARD BUILDING DIVISION FOR: p A iti. t. L { b k a 'rX £ t ,f -iu €;i I fi i t - ^9 r y �V a ���F � 4 �'L�;� �+ �„-:k v'i `m k1 yit , i�, �Y �,ti•p`t t�R1 � to 5, '•-y}:: E `� a s t r e u 1 w r Y' r .3°: u i� 4 Mks}, .. - ._ x ® �: I vrt t•P i X is S Y 5� '*:::.:4-,_,-.=:! 54 4. ? ? t -7114,4,-� t 1 �'2 i. 1.} 4.1:-,.-40-'47 4� d t ii ',.,1, fly " z;� `irR Cr ? LAIN ET c 4 t' - -a �,2 3 at :t 7 i ,r a ' .� r'ti 4�'�r '' \''' J a DATE: May 2, 2013 REVISION: 1 • ROMTEC QUOTE #: 81303002 (3/4/13) SUBMITTED TO: David Erickson Daneal Construction, Inc. (503) 625-6802 36296 NE Wilsonville Rd. Newberg, OR 97132 ericksonpamie @gmail.com RE-061\/:TEc Romtec, Inc. 18240 North Bank Road, Roseburg, OR 97470 541-496-3541 • 541-495-0803 (fax) • romtecl @romtec.com • www.romtec.com Doc Rev:2-27-13 RCMTEC May 2, 2013 To: David Erickson, Daneal Construction, Inc. From: Romtec Operations Re: Documentation for the proposed project identified as: Project Name: East Butte Heritage Plan Set: 18394 Revision: 1 Romtec is pleased to offer this Scope of Supply and Design Submittal for the project listed above. All parties with an interest in this project must carefully read and comprehend the information contained herein. 1. Introduction Includes information about this document and how to use it, typical Romtec process and documents to return to Romtec. 2. Scope of Supply — Products & Services Lists products and services to be supplied by Romtec. 3. Products & Services Not Supplied by Romtec Lists products and services not supplied by Romtec. 4. Project Site Includes site considerations, delivery procedures, and site layout drawings if supplied by others. 5. Warranty & Limitations Includes the Romtec, Inc. limited warranty, copyright, and limitations of Romtec's responsibilities. 6. Plan Set The project plan set and calculations if applicable. 7. Product Data Sheets Product data sheets, if available, for the Romtec supplied building components. Please address questions, comments and requests for changes to: Romtec, Inc. 18240 North Bank Road, Roseburg, OR 97470 541-496-3541 • 541-495-0803 (fax) romtecl @romtec.com • www.romtec.com Doc Rev: 2-27-13 ROMTEC 11.03 TYPICAL ROMTEC PROCESS Below are the typical steps in the process to design, price, approve, produce, and deliver a Romtec building: 1. Customer (or customer's representative) works with Romtec to develop the design criteria for the project. 2. Romtec produces a preliminary design and quotation, sends to Customer. 3. Customer sends Purchase Order to Romtec. 4. Romtec produces Scope of Supply and Design Submittal, sends to Customer. 5. Customer reviews Scope of Supply and Design Submittal, sends written comments to Romtec. 6. Based on Customer comments, Romtec revises Scope of Supply and Design Submittal and, if necessary, the building quotation; sends revised documents to customer. 7. Customer sends formal approval of Scope of Supply and Design Submittal to Romtec. 8. Customer sends Notice to Proceed with delivery date to Romtec. 9. Romtec begins manufacturing the building and sends projected delivery date to customer. 10. Customer's contractor prepares project site for installation of building. 11. Romtec delivers building to project site. 12. Customer's contractor installs building. Doc Rev: 2-27-13 1 v - CONSERVATION TEL H N I X . ROMTEC RESTROOM SUBMITTAL TO: Mike McCarthy, Project Engineer, City of Tigard FROM: Steve Duh, Conservation Technix DATE: 7 May 2013 PROJECT: East Butte Heritage Park: ROMTEC Model 2022 Sierra II Compact • Revised ROMTEC restroom plans (Plan Set#18394, revision 1) conditionally approved upon the ' following revisions • Remove the Elkay Model ER 2 chiller from the project _ • Clarify on the drawings and/or in plumbing notes that the exterior hose bid shall be the Woodford Model 67 Series Freezeless Wall Hydrant and that the Woodford Model 21 Wall Faucet shall be for the mechanical room • Use the Stanley Best Lock S-Classroom deadbolt for the mechanical room, as shown. Remove the Schlage B500 series deadbolt and replace with the Stanley Best Lock K-Turnknob for the restroom doors. It would be preferable if an occupancy indicator can be incorporated to the restroom deadbolts, but not required.The Contractor will install the lock unit, and the City will provide a Best Lock key core consistent with others used throughout the park system. ❑ REVIEWED AND APPROVED © MAKE CORRECTIONS NOTED ❑ REVISE AND RESUBMIT ❑ REJECTED REVIEW IS FOR GENERAL CONFORMANCE WITH CONTRACT DOCUMENTS. REVIEW OF THIS SUBMITTAL DOES NOT RELIEVE THE CONTRACTOR FROM FULL RESPONSIBILITY AND LIABILITY FOR THE ACCURACY AND COMPLETENESS OF THIS SUBMITTAL AND FOR ITS FULL COMPLIANCE WITH REQUIREMENTS OF THE CONTRACT DOCUMENTS. PO Box 12736 • Portland,OR 97212 • 503.989.9345 (p) www.conservationtechnix.com R mTEc h., p, PLAN SET NO s 1 83c14- _ � W 202.2 SIERRA II 0OMPAGT N/ 3'-6" MEGH. 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DCISIC 0011000 DAT& *IMO RS,OM: .OY.RA.C.O.wL.V..wroO..•Mm.•M•O.OMNO. • IwTif x mono,GTEORT.I •.O.TAMCE OCTIR 11 Aoa0C1MO,O.00oM.rtw.•.MM • - ..,T.0 • Z .PTI•ACE FKTOR I, MWD®. .VN maximal.,A..M.a..w+n.MP..O,M.ME..Mn.. • AM.,/ t 2 }•MO M ME..0,w 6a w t'1 MOOD.C y at 1 MM.FME11/.E COFME. .1D 5 W na e .MrnM..TAM..,... .OtO o.oao 4 � d J a 1 MM_..M.M.w.s ..Max.n•e.nR. ......NAM aRSmi L.AMM • b.:x 5 CI NMJE eawc Sao.aTEOOm o ...1aY. sw . .a.orw w.was w Y RFroAMnA....®a MK DC.v.x M nT .MMw.mn acca mowfl a M.6a 1.1.10... - • - 18 i.A.M.MVMwun...M 0 imi_ lE.A10 KALI.01717 Y DECAL 41N1.C811MtOMT YFMM MLL! w Ya � ro _ •.18394...rm...., • , -m..ne R. AlawM CMwwiOO.•MC....ON..1 LY&T,a 4.108 EO.WBo VATC.CIIi.C„. p iQ9 CC...11M M MN.A.MnwX•.MeM.MMw • • uiZ 09r33/7o19 Aw.. .,MAT E 1 N Rev.„ ePECUL Mrccnw. 1'k 1111 ii .MMHM.DWI MMO.n. • a M...1 .MLL. . ET co4DETT DECK M.D.ND REC R.PER CC 110... 121,np ExCE0 1 ROA Om34.08 Ort.u•a mww•a wm,MM..i • - DK. a • 00 c R� \ � Ma G2 r F..p AO,au♦uu,- iii g pITilyiq il H1o� 4 iiiil P 1/j P it Vii �� a A 8 o o W �iTN / g CI CO WI 1.1 iR MP 0 q0in ' L T Sg r i>>P� -.t: 4 A ( .I\ DO �ra4 4 § , i N lFa i 414 -I I - OI!'� % e � A b 11\ - L ® �8� r C ell `J a0 L . I 01 9 qN ® bm 8§;1 o U p g I PRELIMINARY ` s 020PJ Rc.rrti Ma M1 RNM19 ROEtVm.TNT[rtme Ake pUMMy MAY MOT se mememycm.AAWt1T9 OR name. ..17:P�Dtll✓aRlD.NV 110 dMDM6s MAY 8!Cp19TRULTIO T1AIM,M�1101R T 1'RRTfl1�[IIMI .Q RpM}!G,MG. =.-- / I O ^n+��273]SIERRA II GcM•AL7 W 9'6'MM.Rpp4 j � T A, ,, 0 HERITAGE T1GARp,OREGON U. �L LOCATION R�IVITEC MNaA.o...... ,. r r WALL TYPE SCHEDULE NOTE FIXTURES AND ACCESSORIES 22=SM 6'MORTAR JOINT 0,1I1 WALL ARE DIMENSIONED ON 7111 A7. RUNNN6 BOND FATTeRN REINFORCED/&ROUT PILLED b'MORTAR JOINT GNU WALL RUNNN6 BOND FATTeRN REINFORCED•&ROT FILLED 116 iii CONCRETE WALK ii; (BY OTHERS, U comet ii I El Era-.a i i1� 16'0'BUILDN& •i ULI of Q' OF CH $_Fv MEGH BPh i % .t ; ' ,,�,0,..>y,,, s„�.,„ • ,, 6'FILLER WALL P; � _ J �� SEE SHEET AT.1 FOR DETAILS 54:446 OVER.6”X 16'SOOTH FACE MORTAR 6'-O' ; / '. ` V V/ ' .`\ JOINT CM1 CONCRETE BLOCK MALL RUNNN6 lie f INrnQ4ECnoNI \Ii. ,�',' , I. A I\ I Boren PATTERN.FMK REINFORCED ..,Fp1 Y Fp t `'� /' ,. // I ARE WEAVE MESH&ABLE VENTS,11T(4) C-I UNISEX UNISEX —3HEET Ab4 FOR DETAILS Z .8 S = : . ` kg.i in IIIIII■ ..� ,DW,Ir W ,e 5 .4 � _ yv. /2 D° „ 44 I 6-0' 160' k � 'FLOOR PLAN Milo SCALE 1/4•TO' PLAN / ( NI 5 o�g A2.1 ) • 1 SMOOTH WASHABLE SURFACE REG UIR97•9!LOCAL CODE U'TOA MM 46• ADOVE FINISHED FLOOR EMEND ALL FUME/INS • • FIXTURES AND ADJACENT FALLS(AS TO LOCAL LODE REGYwa•eHT6). RB8TROOM WALL FINISH,EPDXY PANT(BY OTIBRS) SLAB TOG ut,*OVER BLOCK PLUM(BY OTHERS) SLAB TO CERJHS. ALL OTHER INTERIOR FALL FINISH,!POW FAINT(BY OTHERS)SLAB TO COLN6. r it YKE VENT._ FAI •'j REFER TO SIFT N.4 FOR OAL6 - WE 6HEETI FOR DENS ogigiii I �I i !w E-. _ ______, h /, 6B18 a RI ;� 7 6' 1111111811 a ..F, 681 Ap l�\ TLT Il Q�d Ci SWTH ` YE:a7 HORTH EAST IL INTERIOR ELEVATION Z l i_ 0 SCALE V4 .1'-0 Y CIE 1 i I M-t1Cv( °$\.- CR j MO.. >42.5 I- r FIRE WEAVE MESH v15(T TYP(4)REFER TO SHEET 5'VTR.T,T.(2) • A6.4 FOR PETAR3 \ 2 _— . WALL MOM LGHT.T1T��I, /is`Q _ ` ® .1- /} ISJ PITH BRAILLE 51611 b o a PER ACA I LOCAL copes ail Ii I SONS OVER a 16 51400TH FACE i/ i �\ MORTAR JOINT Cl•N CONCRETE BLOCK Q=S ;! VMLLRUWNb BOND PATTERN,REBAR Y3F Fb GONG Y4 LIC .•.::.� REINFORCED r ' _ ' 164• I 1y `. {�]J ^ 1x4 PT FURRING STRIPS VERTICAL TTT ..(( 6 •16'oc HORL TOP AND BOTTOM •-•—E-o O SOUTH ELEVATION a�(m FASTENERS V4•x S'SPLIT I� wIr 1 ANCHOR BOLTS•16•0c MAX eh ff I■II7' SCALE: V4•••1'-0' •�' �ij� i 1 SMOOTH FACE in in IP STANDNb Seem METAL ROOM& 5'VTR,TyP.(2) REINFORCED GMU WALL •4 I.9 8 i..a E Nam: IIIIUIIIII >ith 1.TRIM BOARD AND BATTEN EXTENSIONS I W BOARDS MUST BE 5'4 OR LC:NEO Y AND MITERED SO•-45••JONTS. p J.FA TExe R5�T FOR SPLIT ANCHORS)ARE F O WALL DETAIL FURNISHED BY CONTRACTOR 3 SCALE V4'•1'0' S.PNBH 15 er CONrnAaTCR VERIFY ALL Wm4 dY6! I I a < 144 PT MRRN&-ATTACH WITH V4'x T SPLIT 1=------- eLECT eRS METI'JR Z I 4 a MN ANCHOR BOLTS•24'oc 11 (Bt'OTHERS) 1/16'OM SHEATNN6-ATTACH WT14 1 1/4•STAPLES PERMETE R•roc,BODY NTO FURRN&•16bG 21"1-11 NAME LAP PLANKS T REVEAL-ATTACH WITH 1 3/4' ROOMS NM-3•Woo MO MUMS <F AARC TRIM PIECES-ATTACH NTH 2'FINISH NAILS•1004.COUlTM5 I FINISH Tpp P& GONG Wu c 11111111911®111M1® 11OREI MEIN CO w.WALK i 4>A,10>94 •••c O5/25/2O19 OEAST ELEVATION IL Up i.. SGAL6 1/4'•1'4' �O\ CR C • A3.1 I i I" N PHOTOCELL UNDER Fine FeA.VE MESH yew ROOF M(4)REFER TO SHEET S'VTR M.(y A6.4 FOR PETALS 216 6ABLE FASCIA I 111 ' 11 6LI.LAM BEAMS X5.4 yp, = / =W= ELECTRJG METER BY CONTRACTOR i ►rAACe�MO JOP(r GAL - ,S i CONCRETE BLOCK N14.LRUN11N6 I- O n BOND PATTERN.MBAR = NM s\ U = i.� B REINFORCED F6 EMI IISI ®lA��I�AI®i��•,l F6 / w uHDac6Rau1412 ELECT. ONORTH ELEVATION m y SCALE um..1'-0• 5'VTR.M.(2) 5IA1mN6 SEMI METAL R0019 116 I 1 IIIIIuuii ICIN eLGl.T EEr°n es)) Z iiiii jy e9. I.�.ro F� ■rLa .. i y � J 1 . � GoLGFIALK a°sIIIIIMEM®CDZ$SE COHGYNLK F6 Wi2: 4 ,v..,•,; .•ree•�/'' I OY75/ao15 gig 1,17-0' T 2 WEST ELEVATION 0.1 R .1., I 5uy a l/4 • o R■ at A3.2 1 / r LAP PANE.NAILM6.9/0'MIN.AT ED6E9 3 INTO S/O'MN. F1.RR1N6 A5 SHOWN SPACN6 PER SHIT A5.1 al 1X4 HARDIE TRIM .� 1�, I ii��\ 7 M���',r HARDIE PLANK LAP SIDING '1 `\`\.∎ \ \; `\\\\\\\\\\\\ \\\\\\\\\\ �\�tl�ll m 0 9/16'05B SHEATHING ,, i•. %.'..z.....;::•••••�..\\. ... "...-7.• . .: .. \-1, 1■ — GIEAR SILICONE IN 6AP ! I!'R .•\ + •� ••Y \\ �f • �•'r\�\� CLEAR SILIGO//ENbAP .,,ii 1\•., ,•t . ••• \ t • •..6..! \ 1 1x4 FT FURRING 4\ . '� 3 ��. \\ ♦.:\ 1 •16'OG m< 1/4'OFFSET • id HARDIE':• `•' ' '• : \` ,' •����• LAP SONG PLANK 1x4 PT FVRRN6 •f;fil\f�\\\\\i`I FRAME TO WALL6 Ili �\\\\\\\\\\\\\\\\\\\\`\\\ `\\\\\\\"` 1 15*151.D6.rAree 1!111 1� pCy S .•. �: I". ■ 1 9/16'058 9HEATHN6 1x4 HARDIE TRM 1[ r', NOM F4 POR FASTENING NOTES . \ 1x4 HARDIE TRIM . spy[C[ SEC'art A5.1 (FIELD RIP) F . • . CLEAR s ucaNe .~ DOOR JAMB DETAIL ® GMU CORNER TRIM DETAIL O .5 •1.0- SCALP:9'•1'-0' p HARDIE PLANK LAP SIDING 1 %WA i DD YY 13.BLDG.PAPER I� 7/16'C5B SHEATHING 1X4 FOAM TRM Y 5HM if l� % 144 PT FVRRN6 1%4 HARDIC07RlA liii LL 2'x SHIED, d I,1.% % CLEAR SILICONE STEM-FRAME [) 1D AM!TPYO ALL WINDOW ED&M V 1111, /.. 1,% PRAtl TO YOU.FLASHN6 ; � CNY uP FLASH UP]'BEHND 'II'11/ ' '. . TRM.PITH HEMMED DRIP EDGE ••••••••• T-4' ','I1/ Al ROMTEC FT-00O-5018 '1'% % 1 R msQQ / ,•"'••3'`% 1x4 HARDIE TRM �'•:__ t~�<< ix4 HARDIE TRIM :::.,:i.' ":..!..".:77,...:•.".,"71 ' 'e:-'Y i ri l i V '.. 4 D F 1x4 HARDIE TRIM ,.'1. : •:r.-s.+'•. ..k4 1 ••:4, / / n.x • •R.•.'.!i.n 15:BLDG.PAPER 1 1b394 (FRS rf RIP) •.:.. ,�.;..:,e:'., o I i ]yit••. 1x4 PT PURItM6 TOP yC t 09,73/2019 1 94 MM.IIIIII CLEAR 61L.K.OrR 1 1/4'MN.OVERLAP IIj 3 VERTICALLY•16'oc x ncvwow HARDIE PLANK LAP 50IN6 d 7 9/4'• 7/16'0 31 SIIEI.T71N6 OM ii �_ O •.••R DOOR HEADER TRIM DETAIL WINDOW TRIM SECTION o- "c 4z O SCALDS•1'O ( X13.3 HARDIE PLANK LAP SIDING 7/16'056 SIGN MOUNTING BRACKET 1,e4 PT FURRING 15•BLDG.PAPER (0.159 SHEATHING) fo 111. 9 1/4'x 9 1/4"x 5/4' FECE OF HARDIE PANE. SIDING TO MOUNT SIGN 7 k. SIDE V64 HARDE PLANK LAP SIDING TOP$HEFT 9/16"055 SHEATHING 1x4 PT PURRING NORZ AT SHEATHING JOINTS Z-METAL FLA5HN6 BEHIND TOP SHEET OF 056 SHEATHING N PRONT OF LOWER SHEET 13.BLDG.PAPER OVER SHEATHING LOWER 5HEET V16'05B SHEATHING 3 O SHEATHING INTERFACE VET .CALL 9.•rc ill Pi oz.„, n W Y 6 Z 1x4 PT PURRING , �� ' �$$((i�`,►�/ 15.8L 08.PAPER CI Vi6'05B T%/ O✓FIR SHEATHING t�n�7Aii■ SHEATHING �` NAU3•1610,INTO FURRfN& a i Z ry F M 5/4'-1'FROM TOP OF PLANK {(� FR•� ., NAILS 5/5'MIN.FROM Mi I WF 1' EGDE OF PLANK,TYP. 2 JAMES HARDIE DOES NOT RECOMMEND Iii 8394 CAULK/N6 AT PELD BUTT JOINTS. yj OS/25r201S IZ MSTN1 FACTORY ELE TOGETHER AT F, REVISIONS d T JOINTS, g r OHARDIE LAP DETAILS ,J�� scat 1/2'•r.o 0 \ cR ( P�3 .4 j 1 I 3ei €�3 V 9 1/4'x 9 1/4'X 5/4' PIECE OF HARDIE PANEL SONG TO NOWT 516N PLAN VIEW 9/16'05B HARDIE PLANK LAP SONG 516N MOINTN6 BRACKET OSIGN MOUNTING DETAIL scAL :1 1/7•1'-0' 1x4 PT FURRING VERT.•tb.o C I SABLE SAVE VENT.Tyr(4) 0 T> �1 WITH WIRE Y€AVE MESH �•r C la, SEE SHEET A6.4 FOR DETAILS p D 17` [k —15.4 2 r ' AL L I TA16.058 OKIN6 NS OVER r-1 7x6 FASCIA SABLE I EAVE Q iI 0 i 7x6 TIS DECKING yC ly \'II r J II, 'I VY lc UNISEX r IL 'SMOOTH ` ABLE SURFACE REGURED PER LOCAL 6•x 16'SMOOTH FACE MORTAR JOINT n UNISEX r UNISEX 11 CODE VP TO A MN 4e- GHU CONCRETE BLOCK WALL II _Y F n ABOVE FINISHED FLOOR BENNO ALL PLUMBNS E X RLNNINS BOND PATTERN.REBAR REINFORCED If I 11 FIXTURES AND ADJACENT WALLS(A5 TO LOCAL CODE TTT II 1-1/V16' I T-1 V16• N REOVIREMENT°.r). CONCRETE SLAB PER PLAN L N RESTRg7h1 MR�LL FINISH:EPDXY PANE(BY OTHERS) N R § II SLAB TO CEIL116 OVER BLOCK FILLER(BT OT,IERS) I I�`� I o II ALAS TO Ceu+b. 2{ F� II �\ II ALL OTHER NTHRIDR WALL FINISH:EPDXY PANT(BY II \ II OTH9t9)SLAB TO CEJLNS, yq FS /I1 II 9 C-,4, 0.... w UNDISTURBED NATIVE SOIL UNDISNRBED NATIVE SOIL OR 1Y FILL COMPACTED OR 6'FILL COMPACTED m TO 40%ASTM D 1551 TO 97'Y.ASTM D 1551 N 1T�T*a TO MEET OR EXCEED ALLOYMBLE TO MEET OR EXCEED ALLOI62 /� 1- BEAR PRESSURE ON SHEET 67 BEAR PRESSURE ON SHEET 67 R OBUILDING SEGTION p F I 1 SCALE: 1/4'•1-0' 1`14 X189 4 Lill I 05/73/7019 IZ IRRV1110118 ��Ie`Tcm C �A4.1 5 1 p / 1 C III ® -® - ;l- ril 7 1/7 .C ; —6. /_ SMOOTH WASHABLE SURFACE REG UIRED PER LOCAL g p (DY OTHERS)" Y ELECTRICAL CODE UP TO A MM 46'ABOVE FLASHED FLOOR BEHHD , r�pbH6 OVER D'x 16'SMOOTH TALE F ALL PLIJr48N6 FIXTURES AND ADJACENT WALLS(AS TO M MEGH 1 M'' MORTAR.IOHT OMU CONCRETE BLOCK RESTROOM MALL FINISH EPDXY PAINT(BY OTHERS) N 9-b' i 1II 11 RMCLL 6 BOND PATTERN,newt i ; - SLAB TO CDLN6 OVER BLOCK FILLER(BY OTHERS) O SLAB TO,PII N6. u ,ii r II CONCRETE SLAB PER PLAN Y ALL OTHER INTERIOR WALL FHEAH.EPDXY PANT(BY II • i I OTHERS)SLAB TO CEILN6. II / I \ / II F6 CONC rwuc II ) I II g oirg-h. I 11 S/ w ` UNDISTURBED NATIVE SOIL Z OR 13'FlL.COMPACTED I i I V UNDISTURBED NATIVE BOIL TO 90%ASTM 01 51 OR b'FILL COMPACTED TO MEET OR EXCEED ALLOWABLE TO MEET OR TO 9296 A 71.1 V 151 BEM PRESSURE ON SHEET 62 N BEAR PRESSURE ON SHEET 62 E �A F OBUILDING SEDITION J i 1 7 SCALE 1/4'.1'-0' tO5/75f2015 C A4.2 l I ■ NOTE& I. PRISM FLOOR SLOPE TO MAN•2%(1/4•RR FT)MAX 4 1%(1/e•RR PT)MN.UJO 2. ADEPT SDEMIALKS MX/CVWCI S. PROVIDE BLDGKOVTS FOR PU JMBN6,MECHANICAL I ELECTRICAL AS ROOD. GO.ORDNATE MV SUBS. 16'-0•BULDN6 4. DO NOT VIBRATE 6R0TT,AS DAMAGE TO TIE C.441 C.441 MAY / RESULT. USE A KEBAB TO ROO THE&ROUT, .1,-. y� I S. SLUMP B TO BE 4•4/-1' b. B AR MN.BEND SMALL Be NOT LESS TNAN e�INSIDE DI A. AS PER ALI 515 SECTION 72 1. SAY JOINTS BY CONTRACTOR SLAB APPEARANCE B A 5•LONG SLAB PRIORITY. SCE 2/A5'J LOCATE JOETS•MAX UL7 DC. 1 g r ■ MV*5 REBAR•16.OGDY 6. !MAXIMUM SLOPE OF eXCAVATDN MAY BC LIMITED BY tj +t OVER e'BI6NCR�FILL I? LOCAL SOIL COM MTON& MACAW DEPTH OF FORMED ikE S\ n S-4• 7-0• CONCRETE AS RECD. ��� MO 1 CONCRETE SLAB BENEATH FLOOR MQMTED FIXTURES B TO Be LEVEL T1N Se.A 4 6 10.UNDER FOOTINGS:ALLO NNBLE LOAD BENUMB U — , :::.:-::'.::::::::: UNDISTURBED NATIVE SOIL OR LESS THAN 1r FILL I I COMPACTED TO 40%ASTM D 1557. $ I r•—— Ew III ate--- FINISH SLAB BAL A MATER 6•.�O �-}—_ i CONCRETE SEALER(PROVIDED BY OINW) _ d n )' ® RECYCLE • . �L �III' I. , RECYCLE ALL USED SMIFPN6 4 .io h S, �'I I 14•C MATERIALS AND LEFT OVER T. �' I~ �1II TYr II—•�FD I M 0 BUILDING MATERIALS P i val I �• I LEVEL RF0 *E1;1 § 5-4' 3-4' Y_O• S-4' ' , S-4• ,MO .4., . `11 � £ F ,— -F CONCRETE SLAB BY CONTRACTOR / Mil 1 Wig ;a. MI parlors FOUNDATION PLAN o$ 1' OSCALE: 1/4-••1'-0- ®7N r A5.1 i IMIAMI®9Q19RO111YflCLC�tl SOND SEAM CM, 9.\ .'`` RBSAR PER per 1/A5.4 GMU BLOCK `' I RFAAR PER VET VASA APPROX 5/E/LEVEL/46`` MORTAR BED W/'NTDRATITE SEE DETAL MA•.1 FOR alai ' GONGRME 5118 r REBNt SLAB T11RE5HoLp pETALS PLO'MORTAR ADMIX / ` PB2 SLAB PLAN 1:.. .t. \, REBAR M SLAB AS PER i I �( ' SLAB PLAN SHEET F.5.1 1 8a `. TOO.JOINT AT SLAB Y p • :•�=! ..►° '' .fir'.1. �..,.k. }1 Wx anew l FILL s '• Iwr:•: �y /.'('. —� SLOPE N'NT 1/4':12' h ?S ` ''�`� FV SELF LEVaM6 . -op�°T,p ..`r .:l• . �- ,_ r ws POLYURETHANE SEALANT 0 oap�, f FINISH GRADE.S 1 • • Y •�•• ••••' NOTE 14 SHEET 61 ATRO%9/D' I� • •• ..I. BREAKER, p I �• �\���'}: :"�i��I 1 12'MN Fp�ts • •'r •• DO/W 1/2'FROM Z / '. t } a TOP of SLAB �. "11 g rVl OVER FOUN • ,1' 2.0' ,�' (9,�S may"CONT. w ® WALL-SLAB CONNECTION MONOLITHIC SLAB OPTION iE- _ SCALE:7•,'O' gg ; 9 cMV BLOCK llpl�N.4 %� € ,Pfr 1lEM7!fB!DET VASA RBBAR PER PET VISA N 'k1i 6 coaaeE'rE SLAB RrBNe fC 9',. CONCRETE SLAB REBAR j �\ POT.SLAB PLAN j j PER SLAB PLAN Mtgl-----DMIC=IM3 E- ajol--6014122=== , Cg!I'° '° Z 1 _ p LU �9 �8po '9:d '� ��, ®800 ��� „.' 0 . • ••OOo'O o°OOb'O = 61 0 B ° \`/ Q,� CQIPALrm mt. �O( f4 y\ = .���, CONTACTED FILL _i ¢ �j �/` Ott ALTERNATE Nodes o ����;iii • ALTERNATE .4 A QQQ,yy1L f] NTO MOTTO I / INTO FOOTN6 E 11 D� R.L •J NORZ Rmall•TO ry q •S BOND BEAM••TO mi 4 F-t WagarJ W OC ^ N EOI�BEAM 1 16'CC g 2 µ'1&394 GMU BY OTHERS i ••,a W I 1� Q9/25I2P19 If_ 2'-O. 4L [01�!cow. Y-o' (71 6 CONT. R�•`nswHa CONCRETE STEM WALL FOOTING OPTION CMU STEM WALL OPTION OFOUNDATION DETAIL ®8 rm SCALE:1'•1'O' A5.2 r r 1 5'GONG.SLAB rV b x b (2)IS RCBAR GOVT 10/10 PPI M OR 45 REBAR• 16.OCPYI CONTRACTORS PRISM SRAM OPTION,SLOPE AWAY FROM BLDG.•V4'.1Y UNO •S'CONCRETE SLAB PO PO P}�'•b 0°O• ` rr/.5 REBAR• 6 OCDV •. •q C;430•0400.. OVER co RUSMC ROCK AS RPm + Op :Cl/• �E6{ �E T �7 \' ,,3�.P17 ,,*): '/ COMPACTED PLL 111 A�o_p„p, O&." I // °0•^6o SAY po \ i1 6°Pt •••' :•..o—&RAVEL PILL 12N i> WIVE SOIL \/ W O CONCRETE WALK DETAIL EDGE OF GONG SLAB / E� 4 SGA11:r•T-0• e SGALEi,-•1.0- "y,,i D , RBBAR PBR DETAIL I/A3.4 [V CENTERED N WALL .. MORTAR JOINT CMU BLOCK MBAR p.m DETAIL 1/A5-4 I a ALTERNATE NOOKS INTO SLAB C (W rS RCEIAR GONTWOUS ,.11 MAKE SWIC1.71'1 1/7•DEEP YAWN 24 MRS I OP POUR. PLL WTI UPAND146 . n uJOINT COMPOUND. n .�. •i.T4I R a AT CONTRACTORS orr orN b Z 3 GGNTROL JOINT MAY BE TOOLED RI/SHINS C $■DURING CONCRETE RI/SHINS ' ° �l.11 ,.L 1 .T— =a=:11:1171=n-Lr=IRE1=:n=a—g=a=u=fir °y+{vn O NATNE AML OR PLL — — — — ' CI° ° &RAVEL PILL COMPACTED TO RO% IB9g4 O SAVVGUT JOINT O THICKENED SLAB AT INTERIOR WALL W °'�'°" SCAM •,'O' SCALE r•1'-0 p 0.08 , La \i.� ma A5.3 to' /- 1 1 \ TYPICAL HCRLZ R EAR ff:; TYPICAL MORIZ REBAR \ PER DETAIL 1/A53 PER DETAIL VAS.S CUT NOTCH P1 BLOCK WITH ALTERNATING 47'BLEW CUT NOTG44 N BLOCK :,:.1� r*TH A1T NAT'N6 RD'BEND AS NEEDED ?IIt TYPICAL VERTICAL REBAR AS NEEDED _ TYPICAL VERTICAL REBAR PER DETAIL 1/A3.5 PER DETAIL NABS TYPICAL NORIZ REBAR SEE Spy NOTE TYPICAL MORIZ REBAR � ', PER DETAIL 1/AS.S SEE SPLICE NOTE PER DETAIL 1/A5 5 PER DETAIL 1/A5.5 t PER DETAIL VAS $L'il J'2S ?/ rai pai:F a%/i,ii/%icoiaph 3 2 Pdr.I.k G L/.°; Iwlini. MAN wriir.,,,,,ci::,,,,,,7,74.4,://ii/..4,. Goraiii:47;.Piio/,7/ //Ui7, /iao/ma 6" MORTAR JOINT 6"-8 MORTAR JOINT ! ! O GMU INTERSECTION DETAIL O GMU INTERSECTION DETAIL CC � E SCALE:I-=1'-0' O ZS 2 1/2' 2 1/2' 1 •1 I It VERT REBAR '/ERT REBAR W OJT NOTCri N BLOCK HORZ REBAI! 4 =RmM H WIRE MFSM PR VERTU.•a REBAR ////// AS NEED®FOR R@AR UNDER STOP BEAMS GOVT I/rr/ s EMBEDMENT t-- � ,,,,,,A._ 5 v4• Y MOT REQ.AT VERT)k �•� i. NSIDE OF WALL-- OUTSIDE OF WALL N51DE OF WALL- .� OJTSVE OF WALL 3' 1 i _�'.;'. NOTE:REBAR INSTALLED AS PER ACI 59608 NOTE:REBAR INSTALLED AS PER AG S5O-0S '� W D DOA« REBAR PLACEMENT 6" REBAR PLAGEMEN PER DETAIL 1/A5.4 ® SCALE:1'•1'-0' O SCALE:1'•1-0' MORTAR JOINT >mV1t OGMU WALL END DETAIL x,l g�§ ul SCALE:1'•1'-0' REBAR MN.LAP BEND RAD. {22� 4 24' _ 3'MIN. GMU RC£NR O1L`4. .' .MINN.NSI E BEND RADIUS SMALL ���\ TYPICAL HORIZ REBAR •! so. 9-0/4'MN. BE NOT LESS THAN Ad AS PER Q� •� PER DETAIL 1/A5.4 VERTICAL*4 REBAR•52'DC ' AO e90OD SECTION 1.15k p g i I It HORIZONTAL k REBAR•Sroc -SPLIOMn LAP SPLICES ARE PERMITTED S it- YITM ALTERNATING 90'BEND •4 REBAR ALL SIDES OF OPENINGS `RIOPENINGS AS PER AO S50-0D SECTION 2.1.47 TYPICAL VBITICAL REBAR (2)k REBAR ABOVE I PSELOPI Mr. PER DETAIL 1/A5.4 MAJOR OPENINGS MI1111111♦• p�g9 ���\�C��\ TY►IJJ-HORa MBAR (2)•4 REBAR•TOP ccuRse 11=L`� A TYT.Rmva R6 [E PER DETAIL VAS.4 c.0- — — m�♦i ', RAUemerT DEW- ga SPLICE LAP WITH 40'BEm TVJA DETAIL • F ; �, IfPP��`- g2 11.'394 �••••� /aiaii,is%iiiaio/o✓aiamviii/aiaio/a �i dr%cw eo •w�•,• ��\% R� AROUIm �REINFORCEMENT- A��'1 �L'rNLL DETAL h .1 � s W rH STANDARD MD AT ALL COMERS. 1��11 1st COURSE HOIRZ o9rn/sole ,:m.CACA 2iaoioa///iw,/%6,.. iaiiiii/D/i////ioa AHD Ha Z REBAR TO BEND DOME AND Nm�� RmnR EErm uP "'A°1ONt LAP VERTICAL REBAR AT ALL OPEING 1� /I F.F. MORTAR JOINT LOCATIONS AS PE!DETAILS THE PAGE GMU CORNER DETAIL ;1 T OO GMU REBAR LAYOUT DTL ®14 t cx SCALE:1'•1-0' SCALE: V4'•1-0' C A5.4 DOOR SCHEDULE DOOR NO. SIZE(YOTHXT) DOOR FRAME HARDNARE °.A GRO 'tlNb RB4ARK5 UP o 56'x 54"x 1 S/4' SL20 F16 170-1 LEFT Q 96'x 54'x 1 5/4" 5120 F1b DO-1 !CENT BOND BEAM EA SDE OF DOOR o 56'x 64"x 1 5/4' 5L20 Fib DO-2 RIGHT i EXTEND 2'(EON D 45 OR EXTEND 24'BEYOND DOOR DOOR HARDWARE SCHEDULE (arm FBe Danes �I 24'MN EA SIDE 6R) DO-2 iiailaia3a= MBAR IN BOND BEAM I I EACH HINGE 45'x 4.5'S.S.,MODEL:41.136002-450-650(STANDARD)BY BOMM� �,,,��0 i AS PER DETAIL 1/A5.4 , © X19 HEAD y 2 2 EAGH HINGE 4.5'x 4.5"55.,MODEL:aLBe002.4505-650(I'1RP)BY BOMMER T Inv=; moo JAMB i T 1 SGHLAGE LOCK 5511 626 CYLINDER DEADLOCK WRH TMUMB-T1RN,OCCUPANCY INDICATOR. `iii © r�e RFBAR•JAMBS i 111(1. (ENTRANCE/OFFICE) , 0:1• n. AS PER Mt 1/A5.4 g G 1 - LGVER LOGK5ET HAGER 55'T5-2 E/4"-U526D4YTNNG YYT PM GCNSTRUGTION CORE 1t �u I��, POYaD6e GOAT FMBN 0E m - 1161 DOOR a FRAME j 1 EACIi SCHLAGE FOWER DOOR LOCK-5EN50R SLAN II,ELEGTROMASNETIG LOCK M490 W/ 7 •I�nl '�.FF DOOR cur,T1'P 4 T Li -) DELAYED ACTON SWITCH•625RD-EX-DA-626,SHARED TIMER MT9iMATIG T101 1C� _ EACH BEST LOCK 55T-9-5575-626(SCHOOLHOUSE SAFETY)CYLINDER DEADLOCK SATIN i _ 1 FINISH,W/THUMB-TURN RV GONSTRUGTION CORE - T A THRESHOLD 1 1 DOOR CLOSER,IR DOR-0-MATIG 5061 SINGLE H) LEFT HAND ND SHOWN - • 2 PULL PLATE,TRPMCO 1001-9,4'W X 16'h O DOOR DETAIL 6 2 PULL HANDLE TR 1194-2 1 HGO 1 1 KICK PLATE 10'X 54'.TRIMGO 50096 SCALE 1/4'•1'-0' 5 , . 6 6 WIRE DOOR CLIPS L9F NOTE:ALL DOORS MAY BE OPENED FROM THE INSIDE PVO-KEY,-SPECIAL KN0'ILEDSE, q OR EFFORT.5a MAX OPENING EFFORT DOOR IS EQUIPPED 5 WI 4/SINGLE-EFFORT, i, EN NON-GRASP NARDYNRE.POOR COMPLIES NTH ADA REQUIREMENT FOR AN MSOE LOCK. [- ■ REBAR M BOND BEAM %•..•. ' • / DOOR CLIP � ' IlJ AS PER DETAIL 1LL •• -, .� REBAR•-IIAMBS \Lia AS FM DTL 1/A5A \AVOID INTERFERENCE \\V4'NOTCH Grn)FOR IdlI1r q VVV y DOOR cur• SLOPE 1/4':12' • H ADDITIONAL(1)N-0'a512®IR <.. •• •`\\\\\I 1/4' f— EXTEND 24'BEYOND DOOR .•"• we19994 WRAP WALL IF RECUR® ', a• - 09/25/7019 1 STEEL DOOR �� ,7fil CONC.SLAB 4 REBAR 4 • • a 1 15/16'f / it 1 15/16' GROUT 50LJD .AS PER SLAB PLAN I �:�-r• '15/4"x 4' f OHEADER DETAIL O JAMB DETAIL O THRESHOLD DETAIL „e.. .cR SCALE:S'•1.-0' SCALE:5'•1'-0' SCALE:S'•1'-0- A s.1 5 VENT SCHEDULE e ANGNORS INSIDE 5119 SIZE INSERT SLOPE SILL NTT SAVE<S ULAM BF-AM Q T2'x99 9/8'x 6 5/6' WIRE WEAVE ME51-1 5.45:12 5 10 ROMTEC XV-054-1006 ROMTEC 6LULAM HOLD COPN Q T7 x39 5/8"x 6 5/D' WIRE r1AVE ME511 5.45:12 5 10 ROMTEC XV-054-1005 2x PT HOOD FILLER D' OPPOSITE NAIL TO 6LULAM AS NEEDED sa Q T2'x 99 9/8'x 6 5/6' Y11RE WEAVE ME544 5.45:12 5 10 ROMTEC XV-054-1005 METAL VENT FRAME I-IIIIII OPPOSITE WV WIRE HEAVE MEri14 I cD -12'x59 5/5'z 6 5/8' WRE YENVE MESH 5.45:12 5 10 ROMTEC XV-054-1005 1/2'x 9 9/4' /////:////, ExTANSION i„....ANCHOR BOLT .1 OM',.'�..j�..'? id HARDWARE ai ,:- .4f/ :-:<,;;% i� TRIM AS NEEDED AT I,I;.I\ t , i OTT PER MND VI CONTRACTORS OPTION "I;;!!I1II (BY OTHERS) AMR, i (......) 10 +14 x 1'W000 SCAEYlS \-- ' MORTAR JOINT GNU LIJ S 1/7 x 9 9/4'EJV'ANS ANGI Os 001.75 VENT,CORNER DETAIL ic n 3 • . , SCALE:, a!� • 1/16'O5B SNEATN1146 i . PIM 246 116 DECKIN6 1/16'05B SNEATHM6 y •14 6 1'6ALV✓1000 SCREI'19 O B9 2x6 716 DECKN6 i! -�`�� •5'S'M 4401,55 PROVIDED `��� PREJSEEMLED METAL PRAMS _ �� `- Q C n I�_ `�,_ (2)L2'x 25-x 1/0'1(2)1/D'x7FB - f-9 e •••• . `,. IN/PREASSEMBLED MIRE WEAVE MESH MSERT 3/4-Ill 1/2-x 5 5/4-EXPAN510I ANCHORS 5 1/7 MN. •14 x I'Y4000 5C.R5Y1 E}0 i EMBEDMENT•16'K N HOLES PRODDED z 2x PT"OOP FILLER WARE v�AVE MESH INSERT PRPA55ENBLED STEEL OUT TO FR AS NEEDED �I.1 (2)L 7 x 7 x 1/D' . ' I ID .` ��_ 1111 0 VENT FRAME 11i g p PANTED BLACK TO MATCH WEACP1 imi <Y (PANT BP CONTRACTOR) 11/7 5 5/D'M 8'CMU ••••'1/I ' i i•.I�` ��6LIX.M7 BEAM APPLY APPROX 1/4- it BEAD OF SEALN+T pypy FN- i ._ 444 © ON-IAMBS 1 SILL !i (�i \\!r z.1\X 1/7x59/4' -1 ay LL] •• \�d1� EXPANSION ANGIOR Z , -^gal L6 FLASNN6 BOLTS 3 1/2"MN. i 2 18 ROMTEC FT-000-5016 598®141,9 W i 4' 16' D. ' WO CMU 1 1 1 05/25/2015 ..,4' M MORTAR JOINT GNU / --1 ..-o .0 VENT DETAIL 2 VENT SECTION o `� SCALE:3/4'•1.0' i .... SCALE:1 1/7•1'-0' ',.. A6.4 „ WOOD FILLER WALL SCHEDULE SYM SIZE FRAME SLOE REMARKS O 69 V4'x 45 1/4"x 6 1/16' 7x DP POD 5.4:17 OPPOSITE OF ONE 5NO1,N 69 1/4"x 45 1/4"x 6 1/16' 24 DP HOOD 5.4:12 HARDWARE 0TY5 PER WALL SECTION: 6 1/7'x 4 1/7'ExPAN910N ANCHOR 1 IHOOO SCREWS,•7 x 2 1/7 6ALVANLTZD 2 LA6 BOLTS,1/4"x 5 1/7' 2 YNSH545.1/6'x 1 1/450.w/5/16'0 OTY PER ASSEMBLY: 9 1/7'0 x 10'NN BOLT Y\/144 NUTS I Y•35 1/4'0 x 5 1/'1'LA6 BOLTS WV WASHER (2)INTO eAcri WE OF 6WLA4.4 R1D6E BEAM 1/70 x 10•BOLT THRU PRAMINE WITH HEAVY YVSHER EA END •17 x 2 1/2"6ALV WOOD SCR15•6•16'OL 7x6 DP PRAM1N6 RIP®TO 4 5/6'•16'OG YV P.T.BOTTOM PLATE,PRAMIN6 PA5TEN616 MIN.(2)12d x 2 1/2"NAILS PER STUD 1/7'x 4 1/7'HILT K55•16%K. PAINT BY CONTRACTOR 1/2"SMART PANEL MEU'SIDE) RESTROOM t SIDE: 1X6 T16 FASTEN TOP I BOTTOM TO STUDS VOR DLOCKN6 YV FINISHED NAILS MEGH SIDE *12 x 1 1/4'WI 4400D SCREWS •bbG PANEL E126ES 112-OG PBD 7244 DP PRAI4•6•160G YV P.T.BOTTOM PLATE PRA141446 PA5TERIN6 MN.(2)170 x 7 1/7'NAILS rat STUD 1/70 x 4 1/7 10PAN540% ANG10R4•16.0G 6'0MU BLOCK WALL O2x6 WOOD FILLER WALL SECTION SCALE:1 1/7•1'-0' RP6E 6L ULA/4 BEAM 51464 BCTYEJR FRAME AND 6LULAM, EACH 511E AS NEEDED 1)16 TIS S h 15 1/4 /MORTAR JOINT CMU 6 T-5 V4' OFILLER WALL FRAMING DETAIL SCALP 9/4••r-0• T3 1/4" ib• TY, T EiNg ErIR 18394 05/ 75/7015 x•1Ixxy B 9/4• b al WIN,NCI 1 ROOFING.MATERIALS count None Length 6 900 Felt raper 14,-4 2 Flashing 91n Vent Pips Boa 2 Roofing-Flashing fable Floe 15'-17• 4 Tooling-Horizon 16-Magi IN Magi 6abla Ti V2' . 22 Roofing-IbNzon lb-RooMN Pansl T3 V1' I ROOf1ng-RJdgs up 15'-11 1/4" ♦ F ' 4 srA1s GP-A1-1 METAL RooF►as 1' Q7Rl 16'-11'NTa .. .42iikk 1.i [U - F� I1=1.1. I I I n I immi..„___......14,„,_,......, ,, my -- a'VTR,M.(2) 1 : pi :; m - N 1I , �•� i : L---IM121121■1111=111111 Zri in b� �Wy OROOD PLAN ® Ii +I 6f lt: V4.i'-0' PLAN NORTH �� [w �o a.♦ cm ♦ ( A8.1 ) ROOF FRAMING MATER IAL5 Cast None Leval Math 46 025 Lag Bate 2 20.400' 15'-0' 4 2t6 C4aar T-T 66 2•6 T13 Decking T-4. 12 5T-000-1200 6LIOn HD Samar El©9 6L-on 530 x 600 15'-0' 260 Ill 10a x 300 • Sheathing 0A5 0643 6•-0• 4•.0" 2 sheathing 0.48 063 6'O' T-5 V2 • Sheathing 0.45 0743 5'-11' 4'O' ` V 2 Sheathing 05 056 5'-11' 1•-3 1/7 f K d 1 11 i 6LULAM BEAM HOLD 11 DOWN BRACKET ROMTEC �� i 1* ST-COO-1200 W 'm WITH(5)1/4 x €I 2 1/2"LAB SOREI5. 2x6 GABLE EAVE 16'-11'NT5 TYP.(12) 4,U V CEDAR FASCIA,TYP, / l 1�'NTD I 1-4'NT9 �w _ 7 1/3'NIT'S Q P —■RBI�;� 2t6 EAVE CEDAR FASTN,TW. E Y i Ia1r—m��i� �■� r 0 ∎Nain�m�p�— �∎sa_ •�• � 1/W 058 SHEATIIRRN6 ATTACH OSB �aa-�-0� TO PECANS W/64(2" 0.119-) P\■i6�r_11�-i■� j r �'o••∎•∎_M^t��..'■∎ NAILS OR MM 7/16•8 1 1/4" iii Iilli111•11= 1M STAPLES•6.0C EDGE 117bt:FEW n p �.■.11Zi• 71ST-M- i a■ i∎ii■�a— 0 \�.■I -r�t�■/MI A63 P _�ta�Ila�a�ii fi A63 � Ct!IY W 2 —■i.......-----■— F l..ea�t���IN�r.... EAVE BEAM 5.50•x 6.00"6LIA_AM fi■T_ae��ea�1lea_■I∎ BEAM reTH ROMTEC BT-00()1200 646"08 r'-_aa�111•-fir■ F MINNILa■�IMee■ll■■■••■•••■• jok UMWoa_IN■•■ae•=1t1■■1•11•1■1ri■■1 al NM FASTEN 21 T16 DECKRN6NI1��� ig AT EACH BEAM WITH 102 X _r■1■ ......iroe■..,....., A 5•(MN)NAILS(2)PER 2)t6 1∎111. ■1e��s■Ieeemvmmt∎eM1e■a1mil A A6.9 GABLE R LL.TT(2)n4 LLLL(11 oak GALV EA VSOCl2 VENT 90Rd'6 A .8394• FROM EA VE "INTO THE 09/'5/0019 0 ROOF FRAMING PLAN ;; T 1 6 DEOKIN6 ReVe,�„," OSCARE: 1/4.1'-0" PLAN NORTH A8.2 I- I 1 T/16'05B SHEATHES FASTEN DEGKN6 4 SHEATH646 OVER 216 746 DECKN6 PER FRAHN6 PLMI 216 GABLE FASCIA ATTACH i/■EiF � �� NI/10d x T 6ALV NAILS• 1�/ail 1700 ALTDWAIN6 V�� BETY�JH DEGKM6 AND SUB-FASCIA _i- 24 5I1B-PASUA ATTACH TO DEGKN6 P4/10d x S'6ALV NAILS C Iii C GABLE EAVE DETAIL TYP J III O CALE:1 1/1'•1'-0• ' 4.� W I E-1 4` 8 194 i n I A • c r A n I_s 1/7 I 1� .�'9�•.�' 7116'058 SHEATHN6 OVER 216116 DECKN6 p 1 t d FASTEN DEGKNb 1 SHEhTHN6 1/16'OSB SHGTNN6 -\ FASTEN DECKN6 TO 6WLAH PER FRAHN6 PLAN![??W «14, IN PER FRAHN6 PLAN OVER 216116 DECK-1/46 216 EAVE FASCIA ATTACH Q i 5 1/1'6WLAH `� YV 10d X S'66LV NAILS•• BULDN6 RIDbE BEAM ,v1`� S 1/7 6W LAN - 1700 ALTERNATES `' OVER SILL-SEAL .`--_, CENTERED EAVE BEAMS = BETNEEN DECKN6 AND Z p _ 10 '�%// OVER 9 LL SEAL MAE. • - �"'C� ({ ZZZ ,�+ HOLD EDOYN BRACKET `\` \� _ J�mil EHBEDED ��A 6wLU4 BEAM BRACKET j���7 ie 4I► A pp<�� CENTERS,84.000-1100 �; ��5�SH�"EET�4 /111�� ®�� M 1 i �'(6)LAS SCREMb 7 I 17aaf 4 R®Nt PER 5C11®VLE ...1:, .. ,Q DATE 9ff SHEET A9.4 3 S/S' �II PER PLAN < 05/25/2015 I ELdfASC16 ATTACH DECK/ 46 D CK6 8 L /10d x T 6ALV NAS•1700 a A _ 21 O RIDGE CONNECTION DETAIL O EAVE CONNECTION DETAIL o- C.F2 KALE=1 V7•1'-O' SCALD 1 VS.F-CF 1 � A8.3 J / r NOTE: CONTRACTOR SMALL WALL ROOPN6 N STRICT ACCORDANCE AITH INSTALLATION PLE U. A[p4EHIS OF ROOFN6 MANUFACTURER. • 1 FAERAL HORIZON W 2494 STANDN6 SEMI N0 x 1•PANDA•Z NP SUM*•16'oG BORE•EA Re '' 'II METAL ROOFN OJ 6 ER.!O 10019446 PAPER AND 12'GG VERTKALLr € CIE SEALANT AS STANDN6 a&, SEALANT AS BIND Ur PANEL b III REWIRED SNAP DOM REGVIPED IT FLANGE P ROOMS PAPER a V OVER etas I�. ,._ ATLAS 414 x 1•YtlOaTfR ri_CORIBEW. C t►3Ct �•1gt�-- : �' � ATLAS r4 x 1'YtOOpTITE WSCREN.17ex: :9111 MEM SC4401.12•0G aw TITSI SABLE TRII(HEMMED 6AB12 TRI14flE4MED1 ROIREC FT-0004022 NSTALLER RORf1EC F'f-006307II TO MITEI•RIME Se SUB-FASCIA INSTALLER TO MITER s y alb FASCIA •ROSE k OGABLE ROOFING DETAIL i 1.1 '{. METAL ROOMS O M R 30'FELT gg Y IU '10 x r PANC.NCE ED e M`a METAL RIDGE CAP MO x r PAHC.MQ My SCREWS WE PETAL 3 ROHIIEC FT.000.60II SC RE'E SEE PETAL 3 FOR SPAGN6 CLOSURE FOAM sTRr FOR SPACN6 �S] CLOSURE FOAM AT .jA Z �j METAL ROOPN6 1' 110'�� ATLAS CAP x I. E END OP PAILS _6pS D OVER 30*FELT �i SCRENS•EACH Re,TI? , ,' II pp• �•�; ` ATLAS*14 x V' 21"111 rAWIC SCREYS•1YOG • 1/16'OM SI#.ATHNS 11= 118p1 "�, METAL FLAeNN6 kilo.' OVER 2c6 TR6 DEfXN6 4 IMPUTI MI NOTE=SAME PLASMAS V MUST BE NSTALLED 6LU LAM R2D6E SEAM ED • MAP ROOPN6 W 3i1� SORE RP6E CAP ROMTEC FT 0066051 PAPER OVER END 03/25/2713 ORIDGE ROOFING DETAIL O EAVE ROOFING DETAIL F I SCALE:1 1/2••1-0' SCALE:1 1/r•1-0' I 1 1Tw _O CR A8.4 c U '� R u A u u , i i b1 ilt il) t ° -.gb' r Oa 8 m § ao o , CIl i °IiA Zc 1+ Z 1 : 1 14:4$44 Ej4 y8 II r , — 1 I --4< r NN U i _ nn p } p ry y l i9.�[1 gi g 1 n $ 1/§ p li h 1 i i 53 r9 9 0 i 2, ` eiy, iiiiiii_iiiiiiii,9.: ON iii i 1111 ( i!'i QN A P- �, r� ía- �� T�a�\ jli Q , Lim , - , %--..V.,A PRELIMINARY b ®re ROM[O.NC,ALL 11.1475 RGfOiVm,nese rums wO wlwas WO'mar ee""'"'"Em AGMne)all nllnae ....0aeneeureo,AND trio 171.11-0.1(.5 HAY se Ga11�7RUG7m MOM nese rl.se.nrnovr n1e wllrtel'en.eelM ar RoMet e.' 1 t Q rRn.RCr:2022 SERRA II CO-NPACT YV 9'6'meek ROOM 1 —� i n M m EAST BUTTE HERITAGE 6 e l.0 "n6ARD.OREGON u\ 1 5 K ROMTEC"-�=_:::_ El I y 1 4 n e u u ju 4 i> o it Wil gl r. ; .. g . °iq b O 3 as P 4 A ; 1111 a § g iia ii g iii gig O 1 ?; ig/i li �i 1 ,3R �� � . A GN S r,6� R iii rn 4 lql F z . 4 4 S v u . 4 D an u 4;-. : ' it rid :5. si< 4.t . N $ 111'1 I 11 JI,'1% S 1 E 4 4 I I ? z s Cl PRELIMINARY 7I ; « Roza sanw cor+�cr ry ee rneu+wa. 1 IV 1pppp- EAST BUTTE HERITAGE qa TI&ARD•ORE&OM * .rr.ma RJMBNb C-$t \--^, S R /ITEC-.77.77.77:.-^ ■ • 516113 Bud Design & Engineering Services, Inc. :0175 S.Saginaw St.Suite ill Grand Blanc,MI 48439 I Ph:810.695.0793 I Fax:810.695.0569 I www.buddesign.com RECEWED MAY 222013 Gm OF BUUILD ILD G DIVISION CALCULATIONS FOR: ultrashelter Square 20' Tigard, OR 2009 International Building Code, ASCE 7-05, AISC 13th Edition, ACI 318-99 May 6, 2013 PREPARED UNDER THE DIRECT CONT-= +• - - ISION OF: co `GtiN � 'O� Q � 2 9 OREGON � � CFA `4-. 31, co /it. PHILO?0" MAY 0 " 2013 THIS SEAL PERTAINS ONLY TO THE MATERIAL SIZES WHICH INCLUDES ALL BEAM, COLUMNS,AND PURL INS SUPPLIED BY ultrashelter THIS SEAL DOES NOT SERVE AS-OR REPRESENT-THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH.CONNECTIONS ARE PROPIETARY TO ultrashelter AND WERE NOT REVIEWED OR DESIGNED BY ENGINEER LISTED ABOVE.BEARING PRESSURE AND SOIL CONDITIONS FOR SUGGESTED FOUNDATIONS SHOULD BE CONFIRMED AT THE TIME OF INSTALLATION. BD-13-188 #49196 Page 1 of 35 • t. ^ 5/6/13 Bud Design & Engineering Services, Inc. 10775 S.Saginaw St.Suite 8 1 Grand Blanc,Ml 48439 1 Ph:810,695.0793 1 Fax:810.695.0569 1 www.buddesign.com TABLE OF CONTENTS 1 Design Criteria 2 Building Materials 3 Support Reactions(Loads to the Foundation) 4 Structural Geometry and Computer Model 5 Structural Analysis and Design 6 Footing&Anchorage Design BD-13-188 #49196 Page 2 of 35 5/6/13 Bud Design & Engineering Services, Inc. 10775 S.Saginov'St.Suite B I Grand Blanc.Ml 48439 I Ph:810.695.0793 I Fax:810,695.0569 I •N,wv.buddesign.corn DESIGN CRITERIA 2009 International Building Code,ASCE 7-05,AISC 13th Edition, ACI 318-99 Dead Loads: Weight of Roofing System = 6.00 psf+ Structure Dead Weight Snow Loads: Basic Ground Snow Load (Pg) = 25.00 psf Roof Snow Load (ps)= 0.7(Ce)(Ct)(I)(Pg) = 21.00 psf Ce= 1.0 ASCE 7, Table 7-2 Ct= 1.2 ASCE 7, Table 7-3 I = 1.0 ASCE 7, Table 7-4 Unbalanced Roof Snow Load = 25.00 psf Live Loads: Roof Live Load = 20.00 psf Wind Loads: 3 Second Gust Wind Speed: 110 mph See Wind Analysis Sheets Seismic Loads: Seismic Use Group I,Using Simplified Design Procedure,IBC Sec. 1616.6.1 &Sec. 1617.5 Seismic Design Category= D ASCE 7,Table 11.6-1 Seismic Site Class= D ASCE 7,Table 20.3-1 Basic Seismic Force Resisting System: Cantilevered Columns ASCE 7,Table 12.2-1 Detailed to Intermediate Moment Frames V=CS*W=(Sos'I/R)*W= 0.427 'W ASCE 7, 12.8-1, 12.8-2 I= 1.00 ASCE 7, 11.5.1 R= 1.50 ASCE 7,Table 12.2-1 flo= 1.25 ASCE 7,Table 12.2-1 p = 1.00 ASCE 7, 12.3.4.1 SD5=2/3'(Fa'Ss)= 0 641 ASCE 7,Table 11.6-1 Fv= 1.400 ASCE 7,Table 11.4-2 Si= 0.343 ASCE 7,Figure 22-2 Fa= 1.000 ASCE 7,Table 11.4-1 Ss= 0.961 ASCE 7,Figure 22-1 Wog+k'W��= 1.15 kip ASCE 7, 12.7.2 Qe=V= 0.49 kip ASCE 7, 12.4.2.1 Seismic Load,E=p'(Qe)=p'(V)= 0.49 kip ASCE 7, 12.4.2.1 Load Combinations: Basic Load Combinations per IBC 2009 D = Dead Loads S = Snow Loads Lr = Roof Live Load W =Wind Loads E = Seismic Loads (1) 1.4D (2) 1.2D + 1.6(Lr or S) + 0.8W (3) 1.2D + 1.6W +0.5(Lr or S) • (4) 1.2D + 1.0E + 0.2S (5)0.9D + 1.6W (6)0.9D + 1.0E BD-13-188 #49196 Page 3 of 35 • • 5/6/13 BDE Project . ultraPLAY File : BD-13-188 Subject : Square 20 Date : 5/6/2013 Loca on : Tigard,OR Eng . Biniam Aregawi Design Wind Pressure,p,Equa on 27.4-3(ASCE 7-10) System Type Structure Type Equa on Main Wind Force Resis ng System Rigid Structures p =qh G Cn (Direc onal Procedure) of all Heights qh :velocity pressure at h Free Pitched Roofs G :Sec on 26.9.1 Cn :Figure 27.4-5&27.4-7 Velocity Pressure Calcula ons: Velocity pressure qh is calculated in accordance with section 27.3.2 qh=Velocity pressure @ height(h) qh=Constant•Kh•Kzt•Kd•V 2 (Eq.27.3-1) Where:Constant = Numerical constant (Sec on C27.3.2) = Y•((Air density lb/cu )/(32.2 /s2)] ((mi/h)(5280 /mi)•(1 hr/3600 s)]_ = 0.00186 Mean Sea Level = 10,600.00 Air Density @MSL = 0.0557 lb/cu (Table C27.3-2) Occupancy Category = II (Table 1.5-1) Exposure Category = C (Sec on 26.7.3) a = 9.50 (Table 26.9-1) Zg = 900.00 (Table 26.9-1) Basic Wind Speed = 110.00 mph (Figure 26.5-1 A-C) Structure Height = 13.00 Kh = Velocity pressure coe cient @ height h = 2.01•(Z/Zg)^(2/a)for 15 <=Z<=Zg (Table 27.3-1) = 2.01•(15/Zg)A(2/a)for Z<15 = 0.85 Kzt = Topographic factor (Figure 26.8-1) = (1+K1•K2•K3)2 Topography = None Kzt @ h = 1.00 Kd = Wind direc onality factor (Table 26.6-1) = 0.85 Gust E ect Factor.G The gust effect factor is in accordance with section 26.9.1. G = 0.85 BD-13-188 #49196 Page 4 of 35 5/6/13 BDE Project : ultraPLAY File : BD-13-188 Subject : Square 20 Date : 5/6/2013 Loca on : Tigard,OR Eng : Biniam Aregawi Design Wind Pressure,p,Equa on 27.4.3 Figure 27.4-5(Pitched Free Roofs) Roof Height = 13.00 Roof Angle = 26.6 deg. h/L = .65 Clear Flow Load Case Side kz K3 Kzt Kd qh(psf) G Cn p(psf) 0 or 180 Windward 0.85 1.00 1.00 0.85 16.24 0.850 1.21 16.69 0 or 180 Leeward -1 0.85 1.00 1.00 0.85 16.24 0.850 0.21 2.89 0 or 180 Windward 0.85 1.00 1.00 0.85 16.24 0.850 -0.10 -1.38 0 or 180 Leeward 0.85 1.00 1.00 0.85 16.24 0.850 f -0.85 -11.80 { Obstructed Flow Load Case I Gamma I Side I kz I K3 I Kzt I Kd I qh(psf) I G I Cn I p(psf) A 0 or 180 Windward 0.85 1,00 1.00 0.85 16.24 0.850 -0.93 -12.79 A 0 or 180 Leeward 0.85 1.00 1.00 0.85 16.24 0.850 -0.93 -12.79 B 0 or 180 Windward _ 0.85 1.00 1.00 0.85 16.24 0.850 -0.47 -6.52 , B 0 or 180 Leeward 0.85 1.00 1.00 0.85 16.24 0.850 -1.37 -18.94 • BD-13-188 #49196 Page 5 of 35 • 5/6/13 BDE Project : ultraPLAY File : BD-13-188 Subject : Square 20 Date : 5/6/2013 Loca on : Tigard,OR Eng . Biniam Aregawi Design Wind Pressure,p,Eaua on 27.43 Figure 27.4-7(Free Roofs-wind parallel to ridge) Wind pressures are for gamma=90 and 270 degrees. Roof Height = 13.00 Roof Angle = 26.6 deg. h/L = .65 Clear Flow Horizontal Load Case kz K3 Kzt Kd qh(psi) G Cn p(psf) Distance from Windward Edge <=h A 1.00 1.00 1.00 0.85 16.24 0.850 -0.80 -11.04 <=h B 1.00 1.00 1.00 0.85 16.24 0.850 0.80 11.04 >h,<=2h A 1.00 1.00 1.00 0.85 16.24 0.850 -0.60 -8.28 >h,<=2h B 1.00 1.00 1.00 0.85 16.24 0.850 0.50 6.90 >2h A 1.00 1.00 1.00 0.85 16.24 0.850 -0.30 -4.14 >2h B 1.00 1.00 1.00 0.85 16.24 0.850 0.30 4.14 Obstructed Flow Horizontal Load Case kz K3 Kzt Kd qh(psf) G Cn p(psf) . Distance from Windward Edge <=h A 1.00 1.00 1.00 0.85 16.24 0.850 -1.20 -16.56 <=h B 1.00 1.00 1.00 0.85 16.24 0.850 0.50 6.90 >h,<=2h A 1.00 1.00 1.00 0.85 16.24 0.850 -0.90 -12.42 >h,<=2h B 1.00 1.00 1.00 0.85 16.24 0.850 0.50 6.90 >2h A 1.00 1.00 1.00 0.85 16.24 0.850 -0.60 -8.28 >2h B 1.00 1.00 1.00 0.85 16.24 0.850 0.30 4.14 BD-13-188 #4 91 96 Page 6 of 35 LeP 5/6/13 Bud Design & Engineering Services, Inc. 10775 S.Saginaw St.Suite B I Grand Blanc,MI 48439 I Ph:810.695.0793 I Fax:810.695.0569 I www.budde1ign.com BUILDING MATERIALS Member Description Member Size: Fy (ksi) COLUMN HSS 6X6X3/16 46 HIP BEAM HSS 6X6X3/16 46 PURLIN A HSS 6X3X3/16 46 PURLIN B HSS 3X3X1/8 46 HIP BEAM TAIL HSS2x6x11ga 46 Steel &Hardware Shop Notes: 1.All steel is to be ASTM A-36 except steel tubes. 2. Steel tubes shall be ASTM A-500 Grade B. 3.All welding is to be done in accordance with the latest AWS standards and all welds are to develop full strength of component parts. (E7081 Electrodes). 4. All bolts to be ASTM A-325 &Treaded rod to be ASTM B-7 5.All fabricated steel &structural tubes to be painted with a rust inhibitive alkyd primer according to Steel Structures Painting Council (SSPC-SP2)as outlined in AISC 6.5. Roof Material: 2x6 SYP T&G BD-13-188 #49196 Page 7 of 35 5/6/13 n ene # Current Date:5/6/2013 3:42 PM Units system:English File name:C.\Project\13-188\BD-13-188.etz\ Analysis result Reactions My Y c x ) X ' Fy Mx Z Fx 'I Fz /•-> Mz) Direction of positive forces and moments Forces fKiol Moments fKip"ftl Node FX FY FZ MX MY MZ Condition S1=DL 1 -0.01027 1.11558 0.01001 0.02383 0.00208 0.01997 3 -0.01001 1.11558 -0.01027 -0.01997 0.00208 0.02383 - 5 0.01027 1.11558 -0.01001 -0.02383 0.00208 -0.01997 7 0.01001 1.11558 0.01027 0.01997 0.00208 -0.02383 SUM 0.00000 4.46231 0.00000 0.00000 0.00833 0.00000 Condition S2=DL+LL 1 -0.04458 3.11558 0.04360 0.11773 0.00781 0.10028 3 -0.04360 3.11558 -0.04458 -0.10028 0.00781 0.11773 5 0.04458 3.11558 -0.04360 -0.11773 0.00780 -0.10028 7 0.04360 3.11558 0.04458 0.10028 0.00780 -0.11773 SUM 0.00000 12.46231 0.00000 0.00001 0.03122 0.00000 Condition S3=DL+SN 1 -0.05316 3.61558 0.05200 0.14121 0.00924 0.12036 3 -0.05200 3.61558 -0.05316 -0.12036 0.00924 0.14120 5 0.05316 3.61558 -0.05200 -0.14120 0.00923 -0.12036 7 0.05200 3.61558 0.05316 0.12036 0.00923 -0.14120 SUM 0.00000 14.46231 0.00000 0.00001 0.03694 0.00000 Condition S4=DL+0.75SN 1 -0.04244 2.99058 0.04151 0.11186 0.00745 0.09526 3 -0.04150 2.99058 -0.04244 -0.09526 0.00745 0.11186 5 0.04244 2.99058 -0.04151 -0.11186 0.00745 -0.09526 7 0.04151 2.99058 0.04244 0.09526 0.00745 -0.11186 SUM 0.00000 11.96231 0.00000 0.00001 0.02979 0.00000 BD-13-188 #491RJage1 Page 8 of 35 Reactions 5/6/13 Forces fKipl Moments IKip'ftl Node FX FY FZ MX MY MZ Condition S5=DL+0.75LL - 1 -0.03600 2.61558 0.03521 0.09425 0.00638 0.08020 3 -0.03521 2.61558 -0.03600 -0.08020 0.00638 0.09425 5 0.03600 2.61558 -0.03521 -0.09425 0.00637 -0.08020 7 0.03521 2.61558 0.03600 0.08021 0.00637 -0.09425 SUM 0.00000 10.46231 0.00000 0.00001 0.02550 0.00000 Condition S6=DL+WL 1 -0.33812 2.60299 0.04698 0.14072 -0.08294 2.50469 3 -0.33264 2.60435 -0.04840 -0.11626 0.09140 2.50030 5 -0.33034 1.26055 -0.03969 -0.10197 0.07479 2.52257 7 -0.32423 1.26643 0.04111 0.11368 -0.06556 2.49326 SUM -1.32533 7.73431 0.00000 0.03617 0.01770 10.02082 Condition S7=DL+0.7EQ 1 -0.38846 1.07162 0.02599 0.07314 -0.12014 3.13389 3 -0.38781 1.07162 -0.02625 -0.06928 0.11719 3.13663 5 -0.36793 1.15953 0.00598 0.02549 0.12431 3.09395 7 -0.36780 1.15953 -0.00572 -0.02934 -0.11303 3.08897 SUM -1.51200 4.46231 0.00000 0.00000 0.00833 12.45344 Condition S8=DL+0.75WL+0.75SN 1 -0.28833 4.10614 0.06923 0.19953 -0.05632 1.95881 3 -0.28348 4.10715 -0.07103 -0.16748 0.07443 1.96921 5 -0.21302 3.09930 -0.06377 -0.17046 0.06198 1.81164 7 -0.20917 3.10371 0.06557 0.16555 -0.04328 1.77595 SUM -0.99400 14.41631 0.00000 0.02714 0.03681 7.51562 Condition S9=DL+0.75WL+0.75LL 1 -0.28189 3.73114 0.06293 0.18192 -0.05739 1.94375 3 -0.27718 3.73215 -0.06460 -0.15242 0.07336 1.95161 5 -0.21945 2.72430 -0.05747 -0.15286 0.06091 1.82670 7 -0.21547 2.72871 0.05914 0.15049 -0.04436 1.79356 SUM -0.99400 12.91631 0.00000 0.02714 0.03252 7.51562 Condition S10=DL+0.525EQ+0.75SN 1 -0.32608 2.95761 0.05349 0.14885 -0.08422 2.43071 3 -0.32486 2.95761 -0.05442 -0.13225 0.09378 2.44646 5 -0.24121 3.02354 -0.02952 -0.07487 0.09911 2.24018 7 -0.24185 3.02354 0.03045 0.05828 -0.07889 2.22274 SUM -1.13400 11.96231 0.00000 0.00001 0.02979 9.34008 Condition S11=DL+0.525EQ+0.75LL 1 -0.31965 2.58261 0.04719 0.13124 -0.08529 2.41565 3 -0.31856 2.58261 -0.04799 -0.11719 0.09271 2.42885 5 -0.24764 2.64854 -0.02322 -0.05726 0.09804 2.25524 7 -0.24815 2.64854 0.02401 0.04322 -0.07996 2.24034 SUM -1.13400 10.46231 0.00000 0.00001 0.02550 9.34008 BD-13-188 #4911Nige2 Page 9 of 35 • Reactions 5/6n3 Forces Kip] momenm1ma`N Node m FY FZ MX MY MZ Condition S12=0.6nL+WL ' 1 '0.33401 2.15676 0.04298 0.13119 -0.08377 2.49671 3 -0.32864 2.15812 �.04429 *10827 0.09056 2.49077 5 '0.33*44 0.81432 -0.03569 -0.0924* 0.07396 2.53056 7 -0.32823 0.82019 0.03701 0.10569 -0.06639 2.50279 -'------'- --- -------------'---'------ '---' SUM '1.32533 5.94939 0.00000 0.03617 0.01436 10.02082 cvnmnvnm1x=o.soL~n.rso 1 '0.38436 0.62539 0.02199 0»6361 '0.12098 3.12590 3 '0.38381 0.62539 '0.0221* '0»6130 0.11636 3.12709 5 -0.37204 0.71330 0.00998 0.03502 0.12347 3.1019* 7 '0.37180 0J1330 -0.00982 -0.03733 '011386 3.09850 ------------ ---- ------------ ---------- SUM -1.51200 2.67739 0.00000 0.00000 0.00500 12.*5344 BD-13-188 #491113age3 Page 10 of 35 ' 'Bentley# 5/6/13 • r" • Current Date:5/6/2013 3:39 PM Units system:English File name:C:\Project\13-188\BD-13-188.etz1 Analysis result Maximum forces at members Condition:D1=1.4DL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] (Kip•ft] [Kip*ft] [Kip'ft] MEMBER 1 Max -1.39 0.01 0.01 0.00 0.03 0.10 Min -1.56 0.01 0.01 0.00 -0.10 -0.03 MEMBER 2 Max -1.39 0.01 -0.01 0.00 0.10 0.10 Min -1.56 0.01 -0.01 0.00 -0.03 -0.03 MEMBER 3 Max -1.39 -0.01 -0.01 0.00 0.10 0.03 Min -1.56 -0.01 -0.01 0.00 -0.03 -0.10 MEMBER 4 Max -1.39 -0.01 0.01 0.00 0.03 0.03 Min -1.56 -0.01 0.01 0.00 -0.10 -0.10 MEMBER 5 Max 1.27 0.32 0.03 0.06 0.00 1.62 Min 1.14 -0.32 -0.03 -0.06 -0.18 0.00 MEMBER 6 Max 1.27 0.32 0.03 0.06 0.18 1.61 Min 1.14 -0.32 -0.03 -0.06 0.00 0.00 MEMBER 7 Max 1.27 0.32 0.03 0.06 0.18 1.61 Min 1.14 -0.32 -0.03 -0.06 0.00 0.00 MEMBER 8 Max 1.27 0.32 0.03 0.06 0.00 1.62 Min 1.14 -0.32 -0.03 -0.06 -0.18 0.00 MEMBER 9 Max 0.11 0.00 0.05 0.00 0.01 0.00 Min 0.04 0.00 0.01 0.00 -0.07 0.00 MEMBER 10 Max 0.11 0.00 0.05 0.00 0.01 0.00 Min 0.04 0.00 0.01 0.00 -0.07 0.00 MEMBER 15 Max 0.11 0.00 -0.01 0.00 0.02 0.00 Min 0.04 0.00 -0.05 0.00 -0.07 0.00 MEMBER 16 Max 0.11 0.00 -0.01 0.00 0.02 0.00 Min 0.04 0.00 -0.05 0.00 -0.07 0.00 MEMBER 19 Max -0.54 0.10 0.00 0.02 0.01 0.28 Min -0.74 0.00 0.00 0.02 -0.01 0.00 MEMBER 21 Max -0.75 0.08 0.02 0.01 0.00 0.27 Min -0.75 -0.07 -0.02 -0.01 -0.09 0.00 MEMBER 22 Max -0.75 0.08 0.02 0.01 0.00 0.27 Min -0.75 -0.07 -0.02 -0.01 -0.09 0.00 MEMBER 23 Max -0.75 0.08 0.02 0.01 0.00 0.27 Min -0.75 -0.07 -0.02 -0.01 -0.09 0.00 MEMBER 24 BD-13-188 #491riagel. Page 11 of 35 Maximum forces at members 5/6/13 _ Condition:D1=1.4DL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip"ft] [Kip*ft] - Max -0.75 0.07 0.02 0.01 0.09 0.27 Min -0.75 -0.08 -0.02 -0.01 0.00 0.00 MEMBER 25 Max -1.70 0.11 0.00 -0.01 0.00 0.31 Min -1.79 -0.02 0.00 -0.01 -0.01 0.00 MEMBER 26 Max -1.70 0.11 0.00 -0.01 0.00 0.31 Min -1.79 -0.02 0.00 -0.01 -0.01 0.00 MEMBER 28 Max -0.54 0.10 0.00 0.02 0.01 0.28 Min -0.74 0.00 0.00 0.02 -0.01 0.00 MEMBER 29 Max -1.70 0.02 0.00 -0.01 0.01 0.31 Min -1.79 -0.11 0.00 -0.01 0.00 0.00 MEMBER 30 Max -0.54 0.00 0.00 0.02 0.01 0.28 Min -0.74 -0.10 0.00 0.02 -0.01 0.00 MEMBER 31 Max -0.54 0.00 0.00 0.02 0.01 0.28 Min -0.74 -0.10 0.00 0.02 -0.01 0.00 MEMBER 32 Max -1.70 0.02 0.00 -0.01 0.01 0.31 Min -1.79 -0.11 0.00 -0.01 0.00 0.00 Condition:D5=1.2DL+1.6SN+0.8WL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip`ft] [Kip`ft] [Kip'ft] MEMBER 1 Max -6.38 0.34 0.11 0.05 0.31 0.97 Min -6.53 0.34 0.11 0.05 -0.69 -2.17 MEMBER 2 Max -6.38 0.34 -0.11 -0.09 0.76 0.89 Min -6.53 0.34 -0.11 -0.09 -0.26 -2.20 MEMBER 3 Max -5.31 0.19 -0.10 -0.07 0.66 -0.09 Min -5.45 0.19 -0.10 -0.07 -0.28 -1.85 MEMBER 4 Max -5.31 0.19 0.11 0.04 0.26 -0.07 Min -5.46 0.19 0.11 0.04 -0.71 -1.80 MEMBER 5 Max 4.84 0.88 0.10 0.22 0.00 4.77 Min 4.14 -0.88 -0.10 -0.21 -0.52 0.00 MEMBER 6 Max 4.99 1.59 0.17 0.41 0.95 8.64 Min 4.21 -1.58 -0.19 -0.39 0.00 0.00 MEMBER 7 Max 4.85 1.60 0.17 0.41 0.97 8.64 Min 4.32 -1.58 -0.17 -0.39 0.00 0.00 MEMBER 8 Max 4.91 1.58 0.19 0.41 0.00 8.69 Min 4.20 -1.60 -0.17 -0.39 -1.00 0.00 MEMBER 9 Max 0.39 0.02 0.34 0.00 0.09 0.05 Min 0.15 0.00 0.11 0.00 -0.52 0.00 MEMBER 10 Max 0.39 0.00 0.33 0.00 0.09 0.00 Min 0.15 -0.01 0.11 0.00 -0.51 -0.03 BD-13-188 #49.198ge2 Page 12 of 35 Maximum forces at members 5/6/13 Condition:D5=1.20L+1.6SN+0.8WL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] • MEMBER 15 Max 0.68 0.03 -0.07 0.06 0.08 0.00 Min 0.21 0.01 -0.17 0.01 -0.19 -0.07 MEMBER 16 Max 0.68 -0.01 -0.07 -0.01 0.08 0.04 Min 0.21 -0.02 -0.17 -0.06 -0.19 0.00 MEMBER 19 Max -1.95 0.28 0.02 0.08 0.09 1.04 Min -2.67 0.10 -0.03 0.06 -0.13 0.00 MEMBER 21 Max -3.46 0.42 0.13 0.08 0.00 1.59 Min -3.47 -0.36 -0.12 -0.06 -0.52 0.00 MEMBER 22 Max -2.96 0.42 0.13 0.04 0.00 1.59 Min -3.16 -0.36 -0.12 -0.09 -0.52 0.00 MEMBER 23 Max -2.80 0.23 0.07 0.04 0.00 0.86 Min -2.83 -0.20 -0.07 -0.03 -0.27 0.00 MEMBER 24 Max -2.91 0.36 0.13 0.11 0.53 1.63 Min -3.09 -0.42 -0.12 -0.02 0.00 0.00 MEMBER 25 Max -6.67 0.41 0.01 -0.20 0.07 1.54 Min -7.11 0.08 -0.04 -0.22 -0.04 0.00 MEMBER 26 Max -6.64 0.41 0.05 0.05 0.04 1.56 Min -7.11 0.09 0.01 0.04 -0.09 0.00 MEMBER 28 Max -1.90 0.27 0.02 0.12 0.03 0.91 Min -2.63 0,07 0.01 0.10 -0.02 0.00 MEMBER 29 Max -6.24 -0.05 0.03 -0.17 0.08 1.13 Min -6.56 -0.29 -0.03 -0.21 -0.07 0.00 MEMBER 30 Max -1.86 -0.16 0.03 -0.01 0.11 1.45 Min -2.57 -0.35 -0.03 -0.01 -0.10 0.00 MEMBER 31 Max -1.91 -0.16 0.02 0.20 0.06 1.46 Min -2.62 -0.36 0.01 0.20 -0.03 0.00 MEMBER 32 Max -6.14 -0.02 0.04 0.10 0.11 1.05 Min -6.47 -0.28 0.02 0.09 0.00 0.00 Condition:D9=1.2DL+1.6WL+0.5SN Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 1 Max -4.82 0.56 0.09 0.13 0.27 1.07 Min -4.97 0.56 0.09 0.13 -0.57 -4.05 MEMBER 2 Max -4.82 0.55 -0.09 -0.15 0.64 0.98 Min -4.97 0.55 -0.09 -0.15 -0.23 -4.05 MEMBER 3 Max -2.67 0.51 -0.08 -0.12 0.53 0.69 Min -2.82 0.51 -0.08 -0.12 -0.21 -3.99 MEMBER 4 Max -2.68 0.50 0.08 0.10 0.22 0.66 BD-13-188 #491R9ge3 Page 13 of 35 Maximum forces at members 5/6/13 Condition:D9=1.2DL+1.6WL+0.5SN Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip'ft] [Kip*ft] - Min -2.83 0.50 0.08 0.10 -0.54 -3.94 MEMBER 5 Max 3.13 0.21 0.01 0.07 0.15 0.00 Min 2.54 -0.21 -0.01 -0.07 0.00 -1.03 MEMBER 6 Max 3.43 1.25 0.12 0.31 0.77 6.79 Min 2.68 -1.25 -0.17 -0.31 0.00 0.00 MEMBER 7 Max 3.16 1.26 0.13 0.32 0.77 6.78 Min 2.90 -1.25 -0.13 -0.30 0.00 0.00 MEMBER 8 Max 3.36 1.24 0.16 0.32 0.00 6.82 Min 2.59 -1.27 -0.12 -0.30 -0.81 0.00 MEMBER 9 Max 0.06 0.03 0.32 0.00 0.07 0.08 Min 0.04 0.00 0.10 0.00 -0.55 0.00 MEMBER 10 Max 0.06 0.00 0.32 0.00 0.07 0.00 Min 0.04 -0.03 0.10 0.00 -0.55 -0.08 MEMBER 15 Max 0.64 0.06 0.01 0.11 0.11 0.01 Min 0.17 0.01 -0.02 0.02 0.02 -0.13 MEMBER 16 Max 0.64 -0.01 0.01 -0.02 0.11 0.09 Min 0.17 -0.04 -0.02 -0.11 0.02 -0.01 MEMBER 19 Max -1.34 0.15 0.02 0.03 0.14 0.42 Min -1.82 0.02 -0.05 0.00 -0.16 0.00 MEMBER 21 Max -2.75 0.33 0.10 0.06 0.00 1.24 Min -2.75 -0.28 -0.09 -0.04 -0.41 0.00 MEMBER 22 Max -1.75 0.33 0.11 -0.01 0.00 1.24 Min -2.13 -0.28 -0.09 -0.11 -0.42 0.00 MEMBER 23 Max -1.42 0.06 0.01 0.01 0.08 0.00 Min -1.47 -0.07 -0.02 -0.01 0.00 -0.22 MEMBER 24 Max -1.62 0.28 0.10 0.12 0.41 1.28 Min -2.01 -0.33 -0.10 0.02 0.00 0.00 MEMBER 25 Max -4.69 0.37 -0.01 -0.32 0.14 1.28 Min -5.03 0.07 -0.08 -0.34 -0.08 0.00 MEMBER 26 Max -4.63 0.36 0.09 0.19 0.08 1.31 Min -5.03 0.08 -0.02 0.17 -0.18 0.00 MEMBER 28 Max -1.24 0.12 0.03 0.10 0.08 0.27 Min -1.75 -0.03 0.01 0.07 -0.09 0.00 MEMBER 29 Max -3.83 0.00 0.03 -0.27 0.08 0.46 Min -3.94 -0.12 -0.05 -0.32 -0.14 0.00 MEMBER 30 Max -1.16 -0.14 0.02 -0.15 0.14 1.24 Min -1.63 -0.29 -0.06 -0.15 -0.16 0.00 MEMBER 31 Max -1.27 -0.14 0.05 0.27 0.15 1.26 Min -1.72 -0.30 -0.01 0.27 -0.10 0.00 MEMBER 32 BD-13-188 #491P38ge4 Page 14 of 35 Maximum forces at members 5/6/13 _ Condition:D9=1.20L+1.6WL+0.5SN Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip'ft] [Kip'ft] [Kip*ft] - Max -3.63 0.05 0.05 0.30 0.15 0.37 Min -3.76 -0.09 0.04 0.27 -0.01 0.00 Condition:D12=0.9DL+1.6WL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip'ft] [Kip*ft] MEMBER 1 Max -3.27 0.53 0.07 0.13 0.21 0.90 Min -3.38 0.53 0.07 0.13 -0.42 -3.99 MEMBER 2 Max -3.28 0.53 -0.07 -0.14 0.47 0.83 Min -3.39 0.53 -0.07 -0.14 -0.17 -3.98 MEMBER 3 Max -1.12 0.54 -0.06 -0.12 0.37 0.86 Min -1.24 0.54 -0.06 -0.12 -0.15 -4.05 MEMBER 4 Max -1.13 0.53 0.06 0.11 0.17 0.81 Min -1.25 0.53 0.06 0.11 -0.37 -4.01 MEMBER 5 Max 1.85 0.58 0.05 0.16 0.37 0.00 Min 1.42 -0.57 -0.05 -0.16 0.00 -3.07 MEMBER 6 Max 2.15 0.87 0.08 0.22 0.55 4.76 Min 1.56 -0.88 -0.12 -0.21 0.00 0.00 MEMBER 7 Max 1.87 0.89 0.09 0.22 0.54 4.75 Min 1.77 -0.88 -0.09 -0.21 0.00 0.00 MEMBER 8 Max 2.09 0.87 0.12 0.22 0.00 4.77 Min 1.45 -0.89 -0.07 -0.21 -0.58 0.00 MEMBER 9 Max 0.01 0.03 0.26 0.00 0.04 0.08 Min -0.10 0.00 0.08 0.00 -0.46 0.00 MEMBER 10 Max 0.01 0.00 0.25 0.00 0.04 0.00 Min -0.10 -0.03 0.08 0.00 -0.45 -0.08 MEMBER 15 Max 0.49 0.06 0.08 0.11 0.20 0.01 Min 0.12 0.01 0.01 0.02 0.02 -0.13 MEMBER 16 Max 0.49 -0.01 0.08 -0.02 0.20 0.10 Min 0.12 -0.04 0.01 -0.11 0.02 -0.01 MEMBER 19 Max -0.84 0.06 0.02 0.00 0.13 0.13 Min -1.13 -0.01 -0.05 -0.03 -0.15 0.00 MEMBER 21 Max -1.93 0.23 0.07 0.04 0.00 0.87 Min -1.94 -0.20 -0.06 -0.03 -0.29 0.00 MEMBER 22 Max -0.94 0.23 0.08 -0.03 0.00 0.87 Min -1.31 -0.20 -0.06 -0.10 -0.29 0.00 MEMBER 23 Max -0.60 0.14 0.04 0.03 0.20 0.00 Min -0.65 -0.16 -0.05 -0.03 0.00 -0.59 MEMBER 24 Max -0.80 0.20 0.07 0.10 0.29 0.89 Min -1.19 -0.23 -0.07 0.03 0.00 0.00 BD-13-188 #491F38ge5 Page 15 of 35 Maximum forces at members 5/6/13 Condition:D12=0.9DL+1.6WL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip"ft] [Kip•ft] • MEMBER 25 Max -2.99 0.28 -0.02 -0.31 0.14 0.93 Min -3.23 0.05 -0.08 -0.32 -0.08 0.00 MEMBER 26 Max -2.93 0.27 0.09 0.20 0.08 0.96 Min -3.23 0.07 -0.02 0.19 -0.18 0.00 MEMBER 28 Max -0.74 0.03 0.03 0.08 0.08 0.05 Min -1.05 -0.06 0.01 0.05 -0.09 -0.15 MEMBER 29 Max -2.13 0.01 0.02 -0.26 0.07 0.12 Min -2.14 -0.03 -0.05 -0.30 -0.14 0.00 MEMBER 30 Max -0.66 -0.10 0.02 -0.17 0.12 0.92 Min -0.94 -0.21 -0.05 -0.17 -0.15 0.00 MEMBER 31 Max -0.77 -0.10 0.05 0.25 0.15 0.94 Min -1.03 -0.21 -0.02 0.25 -0.12 0.00 MEMBER 32 Max -1.93 0.07 0.05 0.32 0.13 0.09 Min -1.96 0.00 0.04 0.28 -0.01 -0.05 BD-13-188 #49f38ge6 Page 16 of 35 I • Current Date:5/6/2013 3:45 PM Units system:English 5/6/13 File name:C:1Project113-188160-13-188.etz\ • N 13 N6 y'. 'acV�_00 8 ..„0"" •S' , 'Y 18 tt} ''2 \k'N 41- 450p Grp 291/4/ N 4 moo Gr8 rectangular \'6e eds �r ON ‘1100- HSS L r 26 HSS_RECT 243X3_16 N 17 66 6'- ^ ta'41 9}�500 Grg S.g/hf N 14 _$�it} I.. s, M - m r- SS SOR&XB n9t,lar 37 A500 Gr8 rectangular 'LO4.yyKm0,44 •6 m cr a g n X3 16v `0591 t)SS_SQR 3X3X1_$ `,o *�6-1^�, x 7y� vii to, ro x Qrg / N 1D G r N 75 qti q a '4 § k O a ��SQR XvX3 16' co r yes ° T f.,.> ^P �� G6 m yc sa s. m a w i 5 'fdrso N16 w �y0 if a N 15 L: q. A500 Gr8 rectangular - C, 2 HSSSQR 3X3X1_6 g .0 ySS�,*e sc97. 1 J yb Q,p Nay_ff �.fiG}`O+ -06q14),. N 8 vQ Q� 76 c° 6 150 1S L 16(it1 ? N 2 PSgD Gr8 rectangular SS'QF��� N 12 �a` HSS_REGT 6X3X3_1fir Ji e.�~,§`,e,' j„',/ v as E l� rpDry k (41 it % 5 NI it Q40 4c,X%< 5, N 7 X Ni BD-13-188 #49196 Page 17 of 35 i TT{jj tenttey. Current Date:5/8/2013 3:44 PPM Units system:English 5/6/13 File name:C:\Projec013-1881BD-13-188.etz\ • s. Yx A4 BD-13-188 #49196 Page 18 of 35 leenzB` n fle ' 5/6/13 . Current Date:5/6/2013 3:43 PM Units system:English File name:C:\Project\13-188\BD-13-188.etz1 Load data GLOSSARY Comb :Indicates if load condition is a load combination Load conditions Condition Description Comb. Category DL Dead Load No DL LL Live Load No LLR SN Snow Load No SNOW WL Wind Load No WIND EQ Earthquake Load No EQ Load on nodes Condition Node FX FY FZ MX MY MZ . [Kip] [Kip] [Kip] [Kip"ft] [Kip"ft] [Kip"ft] WL 2 0.06 0.00 0.00 0.00 0.00 0.00 4 0.06 0.00 0.00 0.00 0.00 0.00 EQ 2 0.54 0.00 0.00 0.00 0.00 0.00 4 0.54 0.00 0.00 0.00 0.00 0.00 6 0.54 0.00 0.00 0.00 0.00 0.00 8 0.54 0.00 0.00 0.00 0.00 0.00 Load on shells Condition Shell Pressure Temp. [Lb/ft2] [F] DL 1 -6.00 0.00 2 -6.00 0.00 3 -6.00 0.00 4 -6.00 0.00 LL 1 -20.00 0.00 2 -20.00 0.00 3 -20.00 0.00 4 -20.00 0.00 SN 1 -25.00 0.00 2 -25.00 0.00 3 -25.00 0.00 4 -25.00 0.00 WL 1 -17.22 0.00 2 18.94 0.00 3 -17.22 0.00 4 -17.22 0.00 BD-13-188 #491F38ge1 Page 19 of 35 Load on shells 5/6/13 Condition Shell Pressure Temp. [Lb/ft2] [F] Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MultX MultY MultZ DL Dead Load No 0.00 -1.00 0.00 LL Live Load No 0.00 0.00 0.00 SN Snow Load No 0.00 0.00 0.00 WL Wind Load No 0.00 0.00 0.00 EQ Earthquake Load No 0.00 0.00 0.00 Earthquake(Dynamic analysis only) Condition a/g Ang. Damp. [Deg] [%] DL 0.00 0.00 0.00 LL 0.00 0.00 0.00 SN 0.00 0.00 0.00 WL 0.00 0.00 0.00 EQ 0.00 0.00 0.00 BD-13-188 #49 ege2 Page 20 of 35 • `Benfle_ y 5/6113 Current Date:5/6/2013 3:43 PM Units system:English File name:C:\Project\13-188\BD-13-188.etz\ Steel Code Check Report: Summary-For all selected load conditions Load conditions to be included In design : D1=1.4DL D2=1.2DL+1.6LL D3=1.2DL+1.6SN D4=1.2DL+1.6LL+0.8WL D5=1.2DL+1.6SN+0.8WL D6=1.2DL+0.8WL D7=1.2DL+1.6WL D8=1.2DL+1.6WL+0.5LL D9=1.2DL+1.6WL+0.5SN D10=1.2DL+EQ D11=1.2DL+EQ+0.2SN D12=0.9DL+1.6WL D13=0.9DL+EQ Description Section Member Ctrl Eq. Ratio Status Reference HSS_RECT6X2X1_8 9 D1 at 100.00% 0.01 OK Eq.H1-lb D10 at 100.00% 0.07 OK Eq.H1-lb D11 at 100.00% 0.08 OK Eq.H1-lb D12 at 100.00% 0.10 OK Eq.H1-1 b D13 at 100.00% 0.07 OK Eq.H1-lb D2 at 100.00% 0.06 OK Eq.H1-lb D3 at 100.00% 0.07 OK Eq.H1-lb D4 at 100.00% 0.10 OK Eq.H1-1b D5 at 100.00% 0.11 OK Eq.H1-1b D6 at 100.00% 0.06 OK Eq.H1-lb D7 at 100.00% 0.10 OK Eq.H1-1b D8 at 100.00% 0.11 OK Eq.H1-1b D9 at 100.00% 0.12 OK Eq.H1-lb 10 D1 at 100.00% 0.01 OK Eq.H1-lb D10 at 100.00% 0.07 OK Eq.H1-lb D11 at 100.00% 0.08 OK Eq.H1-lb D12 at 100.00% 0.10 OK Eq.H1-lb D13 at 100.00% 0.07 OK Eq.H1-lb D2 at 100.00% 0.06 OK Eq.H1-lb D3 at 100.00% 0.07 OK Eq.H1-lb D4 at 100.00% 0.10 OK Eq.H1-lb D5 at 100.00% 0.11 OK Eq.H1-lb D6 at 100.00% 0.06 OK Eq.H1-1b D7 at 100.00% 0.10 OK Eq.H1-lb D8 at 100.00% 0.11 OK Eq.H1-1b D9 at 100.00% 0.12 OK Eq.H1-lb 15 D1 at 0.00% 0.01 OK Eq.H1-1b D10 at 0.00% 0.06 OK Eq.H1-lb D11 at 0.00% 0.05 OK Eq.H1-lb D12 at 0.00% 0.06 OK Eq.H1-lb D13 at 0.00% 0.06 OK Eq.H1-lb D2 at 0.00% 0.06 OK Eq.H1-lb • D3 at 0.00% 0.07 OK Eq.H1-lb D4 at 0.00% 0.04 OK Eq.H1-lb BD-13-188 #49f3age1 Page 21 of 35 5/6/13 Description Section Member Ctrl Eq. Ratio Status Reference D5 at 0.00% 0.05 OK Eq.H1-1 b • D6 at 0.00% 0.02 OK Eq.H1-lb D7 at 0.00% 0.05 OK Eq.H1-lb D8 at 0.00% 0.04 OK Eq.H1-lb D9 at 0.00% 0.04 OK Eq.H1-lb 16 D1 at 0.00% 0.01 OK Eq.H1-lb D10 at 0.00% 0.05 OK Eq.H1-lb D11 at 0.00% 0.05 OK Eq.H1-lb D12 at 0.00% 0.05 OK Eq.H1-lb D13 at 0.00% 0.06 OK Eq.H1-lb D2 at 0.00% 0.06 OK Eq.H1-lb D3 at 0.00% 0.07 OK Eq.H1-lb D4 at 0.00% 0.03 OK Eq.H1-lb D5 at 0.00% 0.05 OK Eq.H1-lb D6 at 0.00% 0.02 OK Eq.H1-lb D7 at 0.00% 0.05 OK Eq.H1-lb D8 at 0.00% 0.04 OK Eq.H1-lb D9 at 0.00% 0.03 OK Eq.H1-lb HSS_RECT 6X3X3_16 5 D1 at 50.00% 0.10 OK Eq.H1-1b D10 at 50.00% 0.09 OK Eq.H1-lb D11 at 50.00% 0.13 OK Eq.H1-lb D12 at 50.00% 0.20 OK Eq.H1-lb D13 at 50.00% 0.07 OK Eq.H1-lb D2 at 50.00% 0.36 OK Eq.H1-lb D3 at 50.00% 0.43 OK Eq.Hl-lb D4 at 50.00% 0.24 OK Eq.H1-lb D5 at 50.00% 0.31 OK Eq.H1-lb D6 at 50.00% 0.05 OK Eq.H1-1b D7 at 50.00% 0.18 OK Eq.H1-lb ' D8 at 50.00% 0.10 OK Eq.H1-1b D9 at 50.00% 0.08 OK Eq.H1-lb 6 D1 at 48.44% 0.10 OK Eq.H1-1b D10 at 50.00% 0.09 OK Eq.H1-lb D11 at 50.00% 0.13 OK Eq.H1-lb D12 at 50.00% 0.30 OK Eq.H1-lb D13 at 50.00% 0.07 OK Eq.H1-lb D2 at 48.44% 0.36 OK Eq.H1-lb D3 at 48.44% 0.43 OK Eq.H1-1 b D4 at 48.44% 0.47 OK Eq.H1-lb D5 at 48.44% 0.54 OK Eq.H1-lb D6 at 50.00% 0.20 OK Eq.H1-lb D7 at 50.00% 0.32 OK Eq.H1-lb D8 at 50.00% 0.40 OK Eq.H1-lb D9 at 50.00% 0.42 OK Eq.H1-lb 7 D1 at 48.44% 0.10 OK Eq.H1-lb D10 at 48.44% 0.09 OK Eq.H1-lb D11 at 48.44% 0.13 OK Eq.H1-lb D12 at 48.44% 0.30 OK Eq.H1-lb D13 at 48.44% 0.07 OK Eq.H1-lb D2 at 48.44% 0.36 OK Eq.H1-lb D3 at 48.44% 0.43 OK Eq.H1-1 b D4 at 48.44% 0.47 OK Eq.H1-1 b D5 at 48.44% 0.54 OK Eq.H1-lb D6 at 48.44% 0.20 OK Eq.H1-1 b D7 at 48.44% 0.32 OK Eq.H1-lb D8 at 48.44% 0.40 OK Eq.H1-1b D9 at 48.44% 0.42 OK Eq.H1-1 b 8 D1 at 50.00% 0.10 OK Eq.H1-1b BD-13-188 #491Rage2 Page 22 of 35 5/6/13 Description Section Member Ctrl Eq. Ratio Status Reference D10 at 50.00% 0.09 OK Eq.H1-lb D11 at 50.00% 0.13 OK Eq.H1-lb D12 at 50.00% 0.30 OK Eq.H1-lb D13 at 50.00% 0.07 OK Eq.H1-1 b D2 at 50.00% 0.36 OK Eq.H1-lb D3 at 50.00% 0.43 OK Eq.H1-lb D4 at 50.00% 0.48 OK Eq.H1-lb D5 at 50.00% 0.55 OK Eq.H1-lb D6 at 50.00% 0.21 OK Eq.H1-1b D7 at 50.00% 0.33 OK Eq.H1-lb D8 at 50.00% 0.41 OK Eq.H1-lb D9 at 50.00% 0.43 OK Eq.H1-lb NSS_SQR 3X3X1_8 21 D1 at 46.88% 0.07 OK Eq.H1-1 b D10 at 46.88% 0.06 OK Eq.H1-lb 011 at 46.88% 0.09 OK Eq.Hl-lb D12 at 46.88% 0.26 OK Eq.H1-lb D13 at 46.88% 0.05 OK Eq.H1-lb D2 at 46.88% 0.31 OK Eq.H1-lb D3 at 46.88% 0.37 OK Eq.H1-lb D4 at 46.88% 0.41 OK Eq.H1-1b D5 at 46.88% 0.47 OK Eq.H1-lb D6 at 46.88% 0.15 OK Eq.H1-lb D7 at 46.88% 0.28 OK Eq.H1-lb D8 at 46.88% 0.35 OK Eq.H1-lb D9 at 46.88% 0.37 OK Eq.H1-lb 22 01 at 46.88% 0.07 OK Eq.H1-1 b 010 at 46.88% 0.06 OK Eq.H1-lb D11 at 46.88% 0.09 OK Eq.Hl-lb D12 at 46.88% 0.25 OK Eq.H1-1b D13 at 46.88% 0.05 OK Eq.H1-1 b D2 at 46.88% 0.31 OK Eq.H1-1b D3 at 46.88% 0.37 OK Eq.H1-1b D4 at 46.88% 0.41 OK Eq.H1-lb D5 at 46.88% 0.47 OK Eq.Hl-lb D6 at 46.88% 0.15 OK Eq.H1-lb D7 at 46.88% 0.27 OK Eq.Hl-lb D8 at 46.88% 0.34 OK Eq.H1-lb D9 at 46.88% 0.36 OK Eq.H1-lb 23 D1 at 46.88% 0.07 OK Eq.H1-lb D10 at 46.88% 0.06 OK Eq.H1-lb D11 at46.88% 0.09 OK Eq.H1-lb D12 at 46.88% 0.16 OK Eq.H1-lb D13 at 46.88% 0.05 OK Eq.H1-lb D2 at 46.88% 0.31 OK Eq.H1-lb D3 at 46.88% 0.37 OK Eq.H1-lb D4 at 46.88% 0.17 OK Eq.H1-lb D5 at 46.88% 0.27 OK Eq.H1-lb D6 at 46.88% 0.04 OK Eq.H1-1 b D7 at 46.88% 0.14 OK Eq.H1-1b D8 at 46.88% 0.08 OK Eq.H1-1 b D9 at 46.88% 0.06 OK Eq.H1-1 b 24 D1 at 50.00% 0.07 OK Eq.H1-1b D10 at 50.00% 0.06 OK Eq.Hl-lb D11 at 50.00% 0.10 OK Eq.H1-1b - D12 at 50.00% 0.26 OK Eq.H1-1b D13 at 50.00% 0.05 OK Eq.H1-1b D2 at 50.00% 0.33 OK Eq.Hl-lb D3 at 50.00% 0.39 OK Eq.Hl-lb D4 at 50.00% 0.43 OK Eq.H1-lb BD-13-188 #49f3age3 Page 23 of 35 5/6/13 Description Section Member Ctrl Eq. Ratio Status Reference D5 at 50.00% 0.49 OK Eq.H1-lb • D6 at 50.00% 0.16 OK Eq.H1-lb D7 at 50.00% 0.27 OK Eq.H1-lb D8 at 50.00% 0.35 OK Eq.H1-lb D9 at 50.00% 0.37 OK Eq.H1-lb HSS_SQR 6X6X3_16 1 D1 at 100.00% 0.01 OK Eq.H1-lb D10 at 0.00% 0.17 OK Eq.H1-lb D11 at 0.00% 0.17 OK Eq.H1-lb D12 at 0.00% 0.16 OK Eq.H1-lb D13 at 0.00% 0.16 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-2 D3 at 100.00% 0.05 OK Eq.H1-2 D4 at 0.00% 0.10 OK Eq.Hl-lb D5 at 0.00% 0.10 OK Eq.Hl-lb D6 at 0.00% 0.08 OK Eq.H1-lb D7 at 0.00% 0.16 OK Eq.H1-1b D8 at 0.00% 0.16 OK Eq.H1-1b D9 at 0.00% 0.16 OK Eq.H1-1 b 2 D1 at 100.00% 0.01 OK Eq.H1-lb D10 at 0.00% 0.17 OK Eq.H1-lb D11 at 0.00% 0.17 OK Eq.H1-lb D12 at 0.00% 0.16 OK Eq.H1-1b D13 at 0.00% 0.16 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-2 D3 at 100.00% 0.05 OK Eq.H1-2 D4 at 0.00% 0.10 OK Eq.H1-lb D5 at 0.00% 0.10 OK Eq.H1-lb D6 at 0.00% 0.08 OK Eq.H1-lb D7 at 0.00% 0.16 OK Eq.H1-lb D8 at 0.00% 0.16 OK Eq.H1-lb D9 at 0.00% 0.16 OK Eq.H1-lb 3 D1 at 100.00% 0.01 OK Eq.H1-lb D10 at 0.00% 0.16 OK Eq.H1-lb D11 at 0.00% 0.17 OK Eq.H1-lb D12 at 0.00% 0.15 OK Eq.H1-lb D13 at 0.00% 0.16 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-2 D3 at 100.00% 0.05 OK Eq.H1-2 D4 at 0.00% 0.08 OK Eq.H1-lb D5 at 0.00% 0.09 OK Eq.H1-lb D6 at 0.00% 0.08 OK Eq.H1-lb D7 at 0.00% 0.15 OK Eq.H1-lb D8 at 0.00% 0.15 OK Eq.H1-1b D9 at 0.00% 0.15 OK Eq.H1-1b 4 D1 at 100.00% 0.01 OK Eq.H1-1b 010 at 0.00% 0.16 OK Eq.H1-1 b D11 at 0.00% 0.17 OK Eq.1-11-1b D12 at 0.00% 0.15 OK Eq.H1-1b D13 at 0.00% 0.16 OK Eq.H1-1b D2 at 100.00% 0.05 OK Eq.H1-2 D3 at 100.00% 0.05 OK Eq.H1-2 D4 at 0.00% 0.08 OK Eq.H1-lb D5 at 0.00% 0.08 OK Eq.H1-1b D6 at 0.00% 0.08 OK Eq.H1-1b D7 at 0.00% 0.15 OK Eq.H1-1b D8 at 0.00% 0.15 OK Eq.H1-lb D9 at 0.00% 0.15 OK Eq.H1-lb 19 D1 at 100.00% 0.01 OK Eq.H1-1b BD-13-188 #4919age4 Page 24 of 35 5/6/13 Description Section Member Ctrl Eq. Ratio Status Reference D10at46.88% 0.01 OK Eq.H1-1b • D11 at 46.88% 0.02 OK Eq.H1-1 b D12 at 100.00% 0.01 OK Eq.H1-2 D13 at 46.88% 0.01 OK Eq.H1-lb D2 at 100.00% 0.04 OK Eq.H1-1b D3 at 100.00% 0.05 OK Eq.H1-1b D4 at 100.00% 0.04 OK Eq.H1-lb D5 at 100.00% 0.05 OK Eq.H1-lb D6 at 93.75% 0.01 OK Eq.H1-lb D7 at 100.00% 0.01 OK Eq.H1-2 D8 at 100.00% 0.02 OK Eq.H1-lb D9 at 100.00% 0.02 OK Eq.H1-lb 25 D1 at 81.25% 0.02 OK Eq.H1-1b D10 at 46.88% 0.02 OK Eq.H1-1b D11 at 46.88% 0.02 OK Eq.H1-1 b D12 at 100.00% 0.04 OK Eq.H1-lb D13 at 46.88% 0.02 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-lb D3 at 100.00% 0.06 OK Eq.H1-lb D4 at 100.00% 0.07 OK Eq.H1-lb D5 at 100.00% 0.08 OK Eq.H1-lb D6 at 100.00% 0.03 OK Eq.H1-lb D7 at 100.00% 0.05 OK Eq.H1-lb D8 at 100.00% 0.06 OK Eq.H1-lb D9 at 100.00% 0.06 OK Eq.H1-lb 26 D1 at 81.25% 0.02 OK Eq.H1-lb D10 at 46.88% 0.02 OK Eq.H1-lb D11 at 46.88% 0.02 OK Eq.H1-lb D12 at 100.00% 0.05 OK Eq.H1-lb - D13 at 46.88% 0.02 OK Eq.H1-lb D2 at 100.00% 0.05 OK Eq.H1-lb D3 at 100.00% 0.06 OK Eq.H1-lb D4 at 100.00% 0.07 OK Eq.H1-lb D5 at 100.00% 0.08 OK Eq.H1-lb D6 at 100.00% 0.03 OK Eq.H1-1b D7 at 100.00% 0.05 OK Eq.H1-lb D8 at 100.00% 0.06 OK Eq.H1-lb D9 at 100.00% 0.06 OK Eq.H1-lb 28 D1 at 100.00% 0.01 OK Eq.H1-lb D10 at 46.88% 0.01 OK Eq.H1-lb D11 at 46.88% 0.02 OK Eq.H1-1 b 012 at 100.00% 0.01 OK Eq.H1-2 D13 at 46.88% 0.01 OK Eq.H1-lb D2 at 100.00% 0.04 OK Eq.H1-lb D3 at 100.00% 0.05 OK Eq.H1-lb D4 at 100.00% 0.03 OK Eq.H1-lb D5 at 100.00% 0.04 OK Eq.H1-lb D6 at 59.38% 0.01 OK Eq.H1-lb D7 at 100.00% 0.01 OK Eq.H1-lb D8 at 50.00% 0.01 OK Eq.H1-lb D9 at 53.13% 0.02 OK Eq.H1-lb 29 D1 at 18.75% 0.02 OK Eq.H1-1b D10 at 0.00% 0.01 OK Eq.H1-lb D11 at 0.00% 0.02 OK Eq.H1-lb D12 at 0.00% 0.02 OK Eq.H1-lb D13 at 0.00% 0.01 OK Eq.H1-1b D2 at 0.00% 0.05 OK Eq.H1-lb D3 at 0.00% 0.06 OK Eq.H1-lb 04 at 6.25% 0.05 OK Eq.H1-2 BD-13-188 #49Sege5 Page 25 of 35 5/6/13 Description Section Member Ctrl Eq. Ratio Status Reference D5 at 9.38% 0.06 OK Eq.H1-2 • D6 at 0.00% 0.02 OK Eq.H1-1b D7 at 0.00% 0.02 OK Eq.H1-1b D8 at 0.00% 0.03 OK Eq.H1-1 b D9 at 0.00% 0.03 OK Eq.H1-1 h 30 D1 at 0.00% 0.01 OK Eq.H1-1b D10at0.00% 0.01 OK Eq.H1-1b Dl l at 0.00% 0.02 OK Eq.H1-1 b D12 at 0.00% 0.04 OK Eq.H1-1b D13 at 50.00% 0.01 OK Eq.H1-lb D2 at 0.00% 0.04 OK Eq.H1-1b D3 at 0.00% 0.05 OK Eq.Hl-lb D4 at 0.00% 0.05 OK Eq.H1-1b D5 at 0.00% 0.06 OK Eq.H1-1 b D6 at 0.00% 0.02 OK Eq.H1-1b D7 at 0.00% 0.04 OK Eq.H1-1b D8 at 0.00% 0.05 OK Eq.H1-1b D9 at 0.00% 0.05 OK Eq.H1-1b 31 D1 at 0.00% 0.01 OK Eq.H1-lb D10 at 0.00% 0.01 OK Eq.H1-lb Dll at 0.00% 0.02 OK Eq.Hl-lb D12 at 0.00% 0.04 OK Eq.Hl-lb D13 at 50.00% 0.01 OK Eq.H1-1b D2 at 0.00% 0.04 OK Eq.H1-lb D3 at 0.00% 0.05 OK Eq.H1-lb D4 at 0.00% 0.05 OK Eq.H1-lb D5 at 0.00% 0.06 OK Eq.H1-lb D6 at 0.00% 0.03 OK Eq.H1-lb D7 at 0.00% 0.04 OK Eq.H1-lb 08 at 0.00% 0.05 OK Eq.H1-lb D9 at 0.00% 0.05 OK Eq.H1-lb 32 D1 at 18.75% 0.02 OK Eq.Hl-1b D10 at 0.00% 0.01 OK Eq.Hl-lb D11 at 0.00% 0.02 OK Eq.H1-lb D12 at 50.00% 0.01 OK D13 at 0.00% 0.01 OK Eq.H1-lb D2 at 0.00% 0.05 OK Eq.H1-1b D3 at 0.00% 0.06 OK Eq.H1-lb D4 at 0.00% 0.05 OK Eq.H1-1 b D5 at 0.00% 0.06 OK Eq.H1-1b D6 at 28.13% 0.01 OK Eq.H1-lb D7 at 46.88% 0.02 OK Sec.El D8 at 18.75% 0.02 OK Eq.H1-lb D9 at 15.63% 0.03 OK Eq.H1-lb BD-13-188 #491Fiage6 Page 26 of 35 1:71T 5/6/13 Bud Design& Engineering Services, Inc. 19775 S.Saginaw St.Suite 13 Grand Blanc,All 48439 I Ph:810.695.0793 810.695,0569 I www.buddesign.com T&G Slats Analysis - 2x6 Southern Pine No. 2 Section Properties Referenced Design Values Adjustment Factors for End-Use Length= 7.10 ft. Fb= 1850 psi CD= 1.15 Cr= 1.15 Depth= 1.50 in F,= 175 psi CM FD= 1.00 CF= 1.00 Width= 5.50 in E= 1600000 psi CM F„= 1.00 C = 1.15 Area= 8.25 in^2 CM_E= 1.00 Ct= 1.00 Ix= 1.55 in^4 Deflection Criteria C;= 1.00 Sx= 2.06 in"3 Deflection U 180 for L Deflection U 180 for S or W Loading Condition Deflection U 120 for D+L D =Dead Load= 6.00 psf Lr=Roof Live Load= 20.00 psf S=Roof Snow Load 25.00 psf W=Wind Load= 31.33psf Bending Design w= (D+W+(Lr or S) dth/12)= 29 plf M= 1.5wi2= 2160 in-lbs. Fb= M/Sx= 1047 psi Fbx= FDCM_FDCtCDCrCFCwC;= 2814 psi fb<Flu Bending OK Check Shear V= wl/2= 101 lbs. fy= V/Area= 12 psi F'�= FVCM_FVCDCtC1= 201 psi f,<F', Shear OK Check Deflection Limits 'allow= Use: U180 0.47 for L Hallow= Use: U180 0.47 for S or W Da11ow= Use: U120 0.71 for D+L wlive= (Lr)(Width/12)= 9 plf D+Lr= (D+Lr)(Width/12)= 12 plf max(S or W)= (max S or W)(Width/12)= 22 plf E'= ECM_ECtC;= 1600000 psi A= [(wiive)(I^4)]/(185)(E')(Ix)= 0.09 in. A= [(max(Snow or Wind)(I^4)]/(18 0.21 in. A= [(D+L)(I^4)]/(185)(E')(Ix)= 0.11 in. Hallow>AL Deflection OK =allow>Amax S orW Deflection OK 'allow>AD,L Deflection OK BD-13-188 #49196 Page 27 of 35 LIT1 5/6/13 Bud Design & Engineering Services, Inc. 10775 S.Saginaw St.Suite 8 I Grand Blanc.MI 48439 I Ph:810.695.0793 I Fax:810.695.0569 I xww.buddesign.com DRILLED SHAFT FOUNDATION DESIGN WITHOUT GROUND SURFACE CON STRAINT Rx[Ib] Ry[Ib] Rz[Ib] Rox[lb-ft] Roy[lb-ft) Roz[lb-ft] Combination 1: -283.48 4107.15 -71.03 -167.48 74.43 1969.21 max vertical Combination 2: -384.36 625.39 21.99 63.61 -120.98 3125.9 max uplift Combination 3: -53.16 3615.58 53.16 -141.2 117.19 3136.63 max overturning Foundation Dimensions: Diameter,W= 2.25 ft Depth, D= 3.00 ft e. Soil Conditions: Allowable Soil Bearing Pressure, Bt= 1500.00 psf g, • Allowable Lateral Soil Bearing Pressure Lpa= 100.00 pcf .MS. • Foundation Properties: APE. fc= 3000 psi you BARS Number of Vertical Reinforcement Bars= (5) III Vertical Reinforcement Bar Size= #5 HORIZONTAL - l l Horizontal Tie Size= #3 Horizontal Tie Spacing= 8 in.o.c. 11116I11111I fy= 60000 psi Ground Surface Constraint(0=No/1=Yes)= 0 i 1. f . Bearing Pressure Analysis: _ a. Area of Footing,At=rtW2/4= 3.98 sq.ft. S MIN. MN. Actual Bearing Pressure, Bp=(Pd„/Ar)*1000= 1032.97 psf w Max.soil (P/A)*(1+6*ey/L pressure,Qmax. y+6*ex/Lx)< (Psf) Qall 1033.75 psf Maximum Applied Pressure Doesn't Exceed Allowable Bearing Pressure-OK Allowable Soil Bearing Pressure Exceeds Actual Soil Bearing Pressure-OK Uplift Analysis: Factored Wind Uplift Load=((P„p*1.0)*1000)= 0.00 lbs. Weight of Footing,W1= 1729.59 lbs. Weight of Footing Exceeds Factored Wind Uplift Load-OK Foundation Lateral/Overturning Analysis(Nonconstrained): Allowable Lateral Pressure,S1 =(Lpa*D*1/3)= 200.00 pcf Equivalent Column Height, h=MN= 0.00 ft Nonconstrained Factor,A=(2.34V)/(S1*W)= 1.52 ft Embedment Depth,d=(A/2)(1+(1+(4.36h)/A)^1/2= 1.52 ft Comb-1 Footing Depth Exceeds Embedment Depth-OK Allowable Lateral Pressure,S1 =(Lpa*D*113)= 200.00 pcf Equivalent Column Height, h=MN= 1.24 ft Nonconstrained Factor,A=(2.34V)/(S1*W)= 2.00 ft Embedment Depth,d=(A/2)(1+(1+(4.36h)/A)^1/2= 2.93 ft Comb-2 Footing Depth Exceeds Embedment Depth-OK Allowable Lateral Pressure,S1 =(Lpa*D*1/3)= 200.00 pcf Equivalent Column Height, h=MN= 0.00 ft Nonconstrained Factor,A=(2.34V)l(S1*W)= 0.39 ft Embedment Depth,d=(A/2)(1+(1+(4.36h)/A)^1/2= 0.39 ft Comb-3 Footing Depth Exceeds Embedment Depth-OK BD-13-188 #49196 Page 28 of 35 Steel Reinforcement Analysis: 5/6/13 Minimum Required Reinforcment,Ai ; = 1.43 inA2 Actual Reinforcement,Area= 1.53 inA2 Actual Reinforcement Exceeds Minimum Required Reinforcement-OK Use:2.25 Ft.Diameter x 3 Ft.Deep Concrete Footing.WI 5 No.5 Bars Vertical and No.3 Ties at 8 Inches O.C. BD-13-188 #49196 Page 29 of 35 Company name: Bud Design and Engineering 5/6/13 PDA Powers Design Assisi Project: Tigard, OR Date: 5/6/2013 . Version: 2.1.4697.20171 Project number: BD-13-188 Page: 2/6 • Geometry: i -- , � s „ } Load actions: [Ib], [ft-lb] Z Design loads/actions Nu 626 Tai Y V ux 22 °4M� Vim, Vuy 385 i M ux 3126 M,uy M uy 64 :.'_I..-. _._. x f. 1 Muz 121,.., mux Vm: , Eccentric profile ex = 0.00 inch; ey = 0.00 inch Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility Fasteners,2 Powers Lane,Brewster,NY 10509,USA,http:/lwww.powers.coml BD-13-188 #49196 Page 31 of 35 Company name: Bud Design and Engineering 5/6/13 wk...n Powers Design Assist Project: Tigard,OR Date: 5/6/2013 Version: 2.1.4697.20171 Project number: BD-13-188 Page: 3/6 • Calculations: Selected anchor: Hex Bolt F1554 Gr 36-3/4", Grade 36 (CIP) Effective embedment depth: hef = 14.000 inch Approval: ACI 318 Appendix D Issued: 1/1/2002 Basic principles design: Design method: ACI 318-08 (Appendix D) Concrete: Normal weight concrete, cracked concrete, f = 3000 psi Load combination: taken from Section 9.2 Reinforcement: edge reinforcement? #4 bar Condition B Stand-off: not existent CIP Torque (ACI 318 Yes D.8): Seismic Loads: No Resulting anchor forces/load distribution: 01 02 Anchor No. Tension load Shear load #1 O lb 72 1b #2 2340 lb 651b Y #3 2296 lb 147 lb #4 Olb 1501b X 04 03 Maximum 2340 lb 150 lb Max. concrete compression strain: 0.08%e Max. concrete compression stress: 330 psi Resulting tension force: 4636 lb Resulting compression force: 4010 lb Summary: Design proof Demand Capacity Status Tension load 2340 lb 10920 lb 0.21 <_ 1.0 Shear load 393 lb 15951 lb 0.02 5 1.0 OK Interaction - - 0.20 <_ 1.0 Anchor plate: Material: fyk = 36000 psi Length x width: 11.00 inch x 11.00 inch Actual plate thickness: 0.750 inch Calculated plate thickness: 0.437 inch, OK Profile: HSS6X6X3/16 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. Powers Fasteners,2 Powers Lane,Brewster,NY 10509,USA,http:/hwww.powers,com/ BD-13-188 #49196 Page 32 of 35 Company name: Bud Design and Engineering 5/6/13 rDn Powers Design Assist Project: Tigard, OR Date: 5/6/2013 Version: 2.1.4697.20171 Project number: BD-13-188 Page: 4/6 Design proof tension loading: Reference Steel strength: Nsa = 19372 lb D.5.1 * Nsa = � * Nsa= 0.75 * 19372 lb = 14529 lb D.5.1.2 Nua = 2340 lb Design proof: Nua/ (11)* Nsa) = 2340 lb / 14529 lb = 0.16 5 1.00 Concrete strength: hef = 9.333 inch D.5.2.3 k c = 16.0 Nb = kc * fc'0.5* hef1.667 = 16.0 * 54.77 * 41.405 = 36258 lb D.5.2.2 A Nc0 = 784.00 inch2 ANc = 1008.00 inch2 Wec,N,x = 0.997 D.5.2.4 Wec,N,y = 1.000 D.5.2.4 Wed,N = 1.000 D.5.2.5 Wc,N = 1.00 D.5.2.6 Wcp,N = 1.000 D.5.2.7 * N cbg _(D* (ANc/A Nc0)•4/ec,N,x *W ec,N,y * ed,N* W c,N*4/cp,N* N b D.5.2.1 =0.70•(1008.00/784.00)*0.997* 1.000* 1.000* 1.00• 1.000* 36258 lb=32544 lb Nua = 4636 lb Design proof: Nua/ (0* Ncbg) = 4636 lb / 32544 lb = 0.14 5 1.00 Pullout/Bond strength: * Npn = c * WC,P* 8 * Abrg * fc. = 0.70 * 1.0 * 8 * 0.65 * 3000 = 10920 lb Nua = 2340 lb Design proof: Nua/(c* Np„) = 2340 lb / 10920 lb = 0.21 5 1.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. Powers Fasteners,2 Powers Lane,Brewster,NY 10509,USA,http://www.powers.com/ BD-13-188 #49196 Page 33 of 35 Company name: Bud Design and Engineering 5/6/13 PDA Powers Design Assist- Project: Tigard, OR Date: 5/6/2013 Version: 2.1.4697.20171 Project number: BD-13-188 Page: 5/6 Design proof shear loading: Reference Steel strength (without lever arm): Vsa = 11623 lb D.6.1 * Vsa = * Vsa= 0.65 * 11623 lb = 7555 lb D.6.1.2 Vua = 150 lb Design proof: Vua/ (c1)* Vsa) = 150 lb / 7555 lb = 0.02 5 1.00 Concrete breakout strength,direction y+: = 6.00 inch D.6.2 e do = 0.75 inch Cal = 14.00 inch Vb = 7 * (le/d0)0.2 * d00.5* fc'0.5* Ca11.5 = 7 * 1.516 * 0.866 " 54.772 * 52.38 = 26363 lb Avco = 882.00 inch' qvc = 756.00 inch' 4�ed,v = 0.900 D.6.2.6 • Wa V = 1.016 D.62.1 c 4/ec,v = 0.919 D.6.2.5 Wc,V = 1.200 D.6.2.7 Wh,V 1.000 D.6.2.8 m * Vcbg = * (qvc/Avco) * 4/ed,V* Wa,V` Wec,V* Wc,V * U/h,V* Vb =0.70•(756.00/882.00)*0.900• 1.016*0.919* 1.200• 1.000*26363 lb= 15951 It D.6.2.1 Vua = 393 lb Design proof: Vua/ (c1)* Vcbg) = 393 lb / 15951 lb = 0.02 5 1.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility Fasteners,2 Powers Lane,Brewster,NY 10509,USA,http://www.powers.com/ BD-13-188 #49196 Page 34 of 35 ppv . Company name: Bud Design and Engineering 5/6/13 Project: Tigard, OR Date: 5/6/2013 Version: 2.1.4697.20171 Project number: BD-13-188 Page: 6/6 Pryout strength: hef = 14.000 inch kc = 16.0 Nb = kc * fc'0.5 * hef1.667 = 16.0 * 54.77 * 81.395 = 71268 lb D.5.2.2 ANc = 324.00 inch' ANcO = 1764,00 inch' Gamin = 14.00 inch Wed,N = 0.900 D.5.2.5 Wcp,N = 1.000 D.5.2.7 Wc,N = 1.000 D.5.2.6 kcp = 2.0 D.6.3.1 Vcp = c* (AN,/ANcO)*Wed,N•Wcp,N*4Pc,N*Nb*kcp D.6.3.1 = 0.70*(324.00/1764.00) *0.900* 1.000* 1.000*71268 lb*2.0= 16493 lb Vua = 150 lb Design proof: Vua/ (cD* Vcp) = 150 lb / 16493 lb = 0.01 5 1.00 Combination tension 1 shear load: • Interaction: Design proof: (Nu/ (03:0* Nn) + Vu/ (c1)* Vu)) / 1.2 = (0.21 + 0.02) / 1.2 = 0.20 5 1.0 Fastening ok! Warnings/remarks: • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. 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