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15790 SW ROYALTY PARKWAY-1 ......, -.. ..... ...ro�eta. ..: _. _ _ - .. _ _ ... ^*+ne^.+ .. .. wp;.. _.. .. .fir. ..R-.,r-. ..,.�.:�--.. ,,,,am�r�q.•.. 1 , J V ! I SF17 2 B C SHT 2 �'-9 'HC HT F 5HT .,1 r /• ' 3 r j Uii'L� Rpb� .. _•"."� w J I t'`- t2 HCD N TQAPI50M PAWFLe" AVAILAGLE UNIT LEWGT41 W1T1.1 I;AI�LES / I�� F111-i•-__ I L_$ VARIES WITH 12E(�'p LOAD/SPAN ►�_ . � - INC E4vE� -_ 1%,NCD EINE) I - T I _T _ I PLAN VIEW I � its` , `�; w1AJc I IV ,► - 9, 4' 11 MA •� -- 'r-T1 --- �c-=� ^_ r -� I f ►��x. --�- �,ER I E S )O aC ' UN(T ,f ` .r'��.;i ,�''- ! J , WINDOWS TYR - , r f ROC �WE�'HI►1dCq I I WID H .i�.I i� _ge. ( ( �I Ott) 1 ( MAY .- AVAILABLE g- '/ ~ HINCX I �� �` ;r .,. a 6-.I I MAX I PR07ECTIG►r �� � ` �•- •� A - - - �/ j 'L NCO WT ^LL p'ROTE'CTIONS� I POSITION NT WALL -- 1`-114_ ' / __ .-'_ Y-Io� • �,�{ SHT ! I 1 ± 5HT Z -- - - _ 1 IIS _ J I -OPTIONAL E' y _ _ _ _ - f FR I SHT 2CD i= SIFT -�NG SILI, I war. •�1 1 0 ;r z M r v • c . r u a o✓ -0 w UL11T LE IlC.1T1 i UNIT• LE NUTN -�- - - - - - - - - J • w •.. g' pa a . . All, r • •.... .. c - ► o u UNIT Vyimm 2'=II BAY FI40NT WALL - �;wNGlf •ccw + l. u'a✓ • tr0Ug• W IT N tJ A e L E S) - aA l F�� 1 - E MN SI OW SNO T -�1Zrr BAY PANEL ., • a c 9 o a n w ►• , (WITH t _ / WITS 8 -C o r • • •-. weep I� MM PROJECTION l .r O•C •�+ [ C 2 r C • • p J SEi�IES ?_?10 F1ZaN'T �LEVATIQM c ,Y 1V ryr�� • r a oo ate✓ c .. o ►•. �1 p 45eMULLION I• '.SWINCoW�� w >r+ c A C • •p U V O c pC V SERIES 23Ca F��t.IT ELE�/ATIoN Cl p C� ..✓ 0 . r-• 2 0 .. 2-3oGABLE 1.ND ELEVATIUI� • 0 0✓•P.C- 040 a 2 •A a _ n,`o (WITH TRANSC)M -'- • c • 20a2o�-g.-. •v.• w -r•fr-� •✓ U 0 r- OC ✓L • rt. r 07'� Va00 • �1 wc �� -p 1O �•!7 Z 1lrlta+ad•wd DebttdRod�nrrtic:al itll•�ll��L• i�l�IY of 7'-10 L�'o.c.� NMI.S i►HP s P�;d, � + • •.��J > r bo o� y • � TABLE OF ALLOWABLE ROOF WE LOADS (PSF)' f�dZ�Qtl� c sass g w u • ► ••• w • • w r u +�. ro 1. Thesd s!andwrd ,plans shot• m•laborn, connections, and allowablw f iy.0► a,: 9 o v•a: o .. T- tt•cr ao wdw for tn• p1 oduac, and assume that the connections at the •✓ c • •✓z v✓ c. 1.u 1✓ ado0 �'� ao ao f--n - •r •_•H rtdqq+ and byre era securod to ad•yµat` strucCural co■ppnnn- � u + w e • . PP- �. r•,tet wro- �"+ »c•fR .ot•.�u aa•w auww ent/ of the •xistr_gq at.ructur• as artdicated an the details. o • e g.. 2 •.. r✓ • w a „ -�1 a�•ia r eaa a►� oa .esu uoevw overr•wa C 001 , iso .an oae.r �reM �.�.r Iwr. - all• U w-' r M:.�i• c r .a . r0sra --L.6 M-6 2. In order for an axiatlny s:ah to be sed, !t shall De in good eo o g ✓ o t. e.+ f r✓✓ �/� / r•tr•p M e0 70 so M so >o •° ro�a• r• an P• r Yo w condptian wllh no •"!dance of •xt:•na "w crack n M-- .. • o✓ • •-. u.�a✓ V �w STC4 /I I ! , jaw u.e. .�. .rw MM r..i 4.r„i•r+. •r•.��w..�►.w w, T� � Y t q. water t e t ■•e p- °Aj r" w hal r ayye 0r unstaoio foundrtron �cnaract•rlstles. Minimus thickness _H'A -TNEI?MAL�TYP, WALL ASS •' s 11000 ao so 10 so •• «• :o so I ao ao •� w w so w aCtall ba 7 1/2'. �_- ---, Poll a• •s r• w rr .r ti •a T a ��"T-'►i .• » w rr •. -' `�� of I •e u •s •e •s N NT�rTw' t u ,a •• w •r 9. Mechanical fl,ston•rs: _ I A. :ihwqt M•taJ ac ews io Dr Nil[i-Kwik Pro-self drilling ,i ? 1104 7a act fa 10 >d 110 ?a I job jp��p •O 110 rr 60 as op wtaln.ler• rt•*1 nr •0L be (�! I Ir' Ic re• a of sa » •r » a 1 •i» sa as •r a: ai aur b. anchor bolt• into concrete slab sh4ll be 1/4' dia. n 2" o , sae a• n » » » » a• a° i• a• as ao a• a• s• ar Nilti-Nit anchor. w , • `\„ atw0 to to to /a so 'P ,• E .�;`sem _1t•+ r Ia g, ao to toae an 4. All bt:ruc[vrpl m•mburs includiAg headers, rafter stiffeners a , � •. - rel epi ar rr fr ar ar •a as •a aY Vert est mull/pals and causer ppoei[• shown or chess plana aha11 e�•' . ti 1j o a -, w• ar ar ra as ar ar as a: atawao`•a be a ur nus alloy r.nd temper 15003-3S, exrett as noted o ♦ o' -- a ar a sa sa sa a: w►se. other- a �\� : =`W.•� •3�5 /,•• tae Ir a00r to to ao 110 sa as so so • pati �'�,���N as •• r. .. a.•./ 3- Th Lt product nay be use•Q •Ether s� a patio -mos or as • room , =:,•,r F as as as 110 add tion for the loads :tuireated n t.a tablas herein. -_� -5 r e fa fa r• a-. a•or to ro 4.4 4 - Ir Ir ar a 'o to Io to fe ao ra au n room (as Drtavlded Por unc er Chao �r 49 c1 ` ro'• a• a• as Nw a=-r` •s •. u •Upported on • new or •xi•tirtq non-• "as red a• Y. a• a• r. r. a• f. s•.I 4 -' tonc ii• slab on grad•. If •ucA Iwn-wnyln•er•d !lab 1. Q ' aced/ararlrerr suartird.^.amourGonstrt¢tanwithatlowrp0• 11 x.cI than the allowab]w }pad {{s 1i inow by such slab ! - - -- 1NaCIt4ray lttdacetq e+rraa drarh M a•rtd etttrr]or 1.2'•trtahw lard rtscrlad th�.attwt •' as Rd 1C•C•d In footnote ) oK lOaQ tabes. 4/4 RIDGE/ FACIA-THERMAL (TYP WALL .062) _ "`" "r'r"w°""o•and bottom Mat•rwNthe b. Tho of much pa[ro rooms are 11■it•d to r•er•atlonaiPON Q•w•neat at.0 11 n..012 vert dtwwswl. '•'t•�•o'M 24 and outdone 11"ilxrj purp0••• only and are not to be used CalfatiMrta•tw•wvaslboo...•enohs sound r• KO,a �s earporY •rage, st,raq• a habitable ropsa. (, t awe,rr le tw+te.2s sound of 2 tis ue ag amsu II- 'pen area 8f t • to es wall •rid one •ddl tional wall setwte tlr,IaaoK tar wsrt•e• 'dieng3: of the ran below a height of �? 3.929 •hall be a ■animuac of 6 1111.1 arae• 6'-4" for each wall Op•n a`*a' is defined as area W lrgec nrM°r'der`••'"°w'•dt4-y,^o" a."'r,a,0•^loao..d.ahorwr,,,,s- v�tla lnaect ecr••nlnq or rw 411yy rwmavablo clear plastic 70- 0114 d 0 AUas•. Sorer aarwl•ww.•s+rw nor swat cakwrdd ra Htr.war•+w•n•rM vdtar q aslraq not to exceed 1%�^ in th ickne•■. The thlgd wa l llama►'r wo 1••r aa11n•. t •tar•rora,rnwJd a red-« 9.z 5 Am al be wo 1 td er g 1 a s ed with glass. V ouj, no iU 1. Mort-th0"11141 Mot Poured"erbnepeel N channel maybe used w"h r..a-muh (1 d of lthel`USCrihal lebr adheredtoter 44 "Patio lttaos enclosures' Q v ^ }[ and"yld at tart yr aams a etwlW oa•«ws beds to,the I,&%. �11r d]'-t0]N:a.c. - + _ a -" I ---- (((JJJ •2 n a. coonirea• a�ildt ourxla`lona shall be built as required (] - -' 2. Aa•wable bade tot"to rust oan I no Conthed bw Pabvt A Walla.r E.-µ,t 11 b. ;K QI } nq authority.. 0 <_ Y ureal Wat•"Cava>vr0h. VC.Catrtorna bCwus 014471,or Arrlr ••tl't•rw°024704 or mar LSO • iva tttaon 0n allowable loading as result of painq acw0sl T•r'r^o air•anar>♦retrae IWWb a non-sng n••;•11 slab footnote 7) •halt not b• * 1 b - ]. Edaenpn C. Vertical moulllons snow d p� heavy thermal N section wherve oi►+^prwwrd•tab are arttwe0»t)td+r loses w prot.ere for UDC-Aaperr 4• If argrtetrrtp tp d aenrad for�de.7u•te �oa4lrq } 4.580 ula tee w po.+n.e.act•,wad trdtwawow eoau alas apply. 0 1 other r• 1re•oeto of Iota l code■ shall be adhered to. w W I ~ 4' AitwteMres rl r. All steel 1 contact with aluminum shall be Tet dip gqalvanixad _' S•1�4 sans.•f70 ffor[•.ash+•roan ftfu to•sast.rf. open tarraw. ro E,owr•a.C r r• or electrop�11*ted. J►luminum n contact with wood, contr•ta or 7 Y �' ~-- stltivelartt a 24►.S.F 70 dttph EsaoslRa C b eotwwes Io 20►.S.F. masonry shall ed coated in accordance with UBC Standard 0 < i. ttYllate Iowa.ale an p.an td Iry t.arltr tlw Mo. 2•-1(f)2. o wrAan WWI Its lowed m u1d•rno the standard�lavd•'•w•a•dssuh d•rarlp the Masvy 1I cIt•drtrl tr•rbcal , 2 4 /4 RIDGE/ FACIA (T v P WALL .Opo 2 at«tears t►at.rwl., wt»n ons t a►r•+mart,,a..t,.trr we«ar (n w r 7 W Q 19 '�'21�E/FACIA TYP. WALL . •0 j - � 8 z W • 1. `- will (SEE BE.LOw' � z NCD l4 NC.0 v ( J ) 7 I� ZNCD ]0 o O , H_ 3.000 RE F }--- --I 6. EXPANDER- SILL/ TNERMA� CHANNEL-CHANNEL � '• �' DEADER THCRM L -- , STANDARD H-CHANNEL WALL 15.055 'I� II �� RE ` Z 1i� 3. 141 REF HEIII H-CHANNEL WALL IS.o511 REIF ' 3. 151 REF ----- O _.-. __ � 1,31 • -1-�, �- -- .175 � 118OREF� R ' .3�J3 FCEF _. QEF. Ret• W ( ---r1 REF I ��NC LL �- �I 2.390 REF 0 W 0 I TYP. WA V U HCD Dt 8.00 Q F >� I I 0 z 'I O ( L O5 5 ) z C�iA j�L_A ro .315 REF I _ .,, 110- 0 - N _� �- 14�J cv I -0G2 o .. .4Fi0 _ _ �.� Ln N (� . 180 REF 12- I-9 0 N -- -- i- FULL''^' REQ 4 _� - _-L ? otao SCF :104 � .ow 7 KG PATIQ ROOM (TVP. WALL .055) .180REFJIPe­ - - ISUREF - .50 -3. 0-86-75 (TVP. WALL .050) (TYP. WALL' 7060 ) 3.510Rr-F 230 -EXPANDER SILL HEADER (TYPICAL WALL .ops I I - - FLAT- E A.VE O H CHANNEL I iiiiit' _ O 3 i RACEWAY 151 RACEWAY YER 90 CORNER U 15790 SW Royalty Parkway ��� King City 1 of 3 / If this notice app ai's clearer- than the JUL 0 8 1998 docnmew, the document is of inar inal quality. N11IC'01"1LMED � IlI � I � I � IIl1 ! l � iIIIlI ! ' Illfil III 1I11I / l i ! ll � l � -I I i � ! e 11 � =� t - � � � I � . � I � l � i � 1i11rll ill ! � I 1 �. � i111liIIl ' 11111 .11 � IlllIIIII. � � , � � �- i � � illllilllll � , . M � t 1t � It { I ! 1 � I � il lll � � Ilfli l � l � lll illlf � � lll � : i tt M Is 3 Illi 1A nna ttf !!11 llilll + I 1 11 iii ii ii j �il 1 � 1 IIl�lIIIl111l�tI1tllillilll rtl (� /r ! ii i 1i� tl I i t tIl tI t I � i I i! �ttll�itti lill�IsillIIIIIIillttii� ilt�la�i il•I�Iiil.Iti �' tlt Ott! it I 1 t I f i Nf� itil�IlI iI{!illi iitt�tlli ilr!lifli illillsii ���ilitl��l�,IlliI111111h111111111111I!►r, { moll CO u N T E R FLA INcq---------- .___ _ (£SY OT H 6 iZS �_ 3�• ATTACH RID4E TO FACIA WITH 2 SIO T.4 x- =14 `_SHEET META.. :Ce. WITH f— UNIT WIDTIR ---yr+ (2 /g� — -� 2 g11EE1' ICTAL 5 - 2 /—'14 lriFC HER - 12* C..� a1AX.(4•L4.USED F>✓� I �� LAG SCREw5 111LT1 KWIK PRb SC[tWS TbPkb4TTOM A" E+JCT111CK' ROQF-LUSED i oY4T11GK.ftC�OF� ! ' I 4� —MAX i� __ 1 (TTYP•NIvOiC.TIE WA \ ` /• �` ROOF PANEL MAINTAIN EDGE DItiTAWCE I � , '- /��',�• 1� `y l I 1 �M SNOW FGM.l�OF SCttE W 5 TO E 4` ED" Of SHEET STEte_. �� .-��+ R%KE W IT•N 174 _ a•° l ' .~i •• •�,` '� �,J ROOF PANEL(3,! ;:Vo j OEPEND1k% ON -TOP PIDOTTOM ;4 �, r - FLANGE 'Top 0,BOTTOM I a� i ! r C� MILT KW1 I H I • - r Pe0 SCef NS to 7,-1,Q.L. I N \�•� f �/ Q _ To Cyr TOM I W Z � �.. a 4 IN- -20 l _ - - PLAN VI_CV1✓OF END STUDS E NCO -'e` c 9dq" ::` o0HILTI-KWIr PRO - - ! 5 1� 11 7� _ Wj IdE : . . e.. 51:Lf OItILEIHG Wg •, -o g.. .: .. ' , r N • 1 • i-• Y Y i O • SCICEWS- �p.C. 3" S',� q4 . e � og,. � Y � w '� . i _a*•� MULLION OETA1 � � • `g�o � �« • a MYLEE; . >.r e . o J 1i 6 a 4/li..•• A.9,E r,•«• m s7�w • st �•� •,or "L -v FILM 31•u o u u e• ..+ Sn • Ru • 0 04 O • r 7 U 7 WG t.. J /c*•.... �^7Cs7 — ••L i.•+ N .ac y u G -got ■ • Oua • O C • O _ n] r 'f I' 1`NCC FOR d'S• iiiu".Z06r • C ■_, rte,- �•.h •• V L P i Y 0/ > M I d>r2 SH E ET NEI: 3• d • L • • .. . r s ATTR;�, I71o4� PfECE To 2� sTu05 • • • a . o r� RY SClt - 3040 _- YP NCO FOR DO' i-`g i✓ X NEATEST TO r,A9LF.S VYITW (2) �Pj� !�yt 4u •� ' H • ::4� L11� SCI:E WS. 3`MIN ENC,,AC•E I'EEivT EADER OE STUDS ►•� 14- • g�.. w u c.•. • I C E VE DETAIL ' 13 — X41 �s� go > �.�. .u..�_., (SEE PLAN w ... • uuo •.4U.+ f• ATTACH PPEFAD. SANDWICH AnNEI. 1C) 2104E "T UNIT AA II NO OM UWIT WIDTH PIECE WITH(1(*x"10-24 HILTI KWIK ?to T WIOTN cb-ceEWS pI-I•e7.C. OP EYISTIWC� STUCCO e T 450,jTOM CENTERED , ON (2� �YgP L.Ay SCCEWS OR slp1N` TO W• Pr-MAI N C. NOTE- WHEN ENC 9TUG IS CL04'tf' THAN at Ga TO EU4C r' � �'�• _ ><� , I �'• ��� OF 50LAt;IUM THF:(10)x10 7'PCW-- TO SANDWICH PANEL ' • e fi t AeE NOT REQ O, 4 RIor�E tLND W�C CONNECTION STUpS I ATTAC►i BASE PIECE TO CoNcjeETE U 1 1 I , 5L18 VVITN01 1/4 0 X 2+• H.LTI HIT ANCHOR ( -- 1_ \ U • 1 •I� Al IO.C. ALSO PROVIDE- (1) AItiICHOQ ON �..--,•�3• N�O - t/� z W3 W ' ti '_AOE OF EACH VEkTIC,L MULL ION EAi. 11 14. NIT LENGTH MYLAe 1l ? .N Z I-I L M 1- _I 2 MINIMUM �W9 O - -ZGr2 LG NIL11 -KWIK PRc, I A CORNER DETAIL a 5ELV DRILLING - '%%�"SNEE7 p r 15CF2EWS•3•0.C. METAL SCREW on 4 AT EACH VERTICAL - - - • �- - - 1• J L V l-a W rj H H CHANNEL LNC 01 -4___5�MULL(ON _oLNT Q < j CW5 � 0 _ _ _ C� 1NC�UL D 3E SI M I L m �� a�► _ ar � ~ � 70P OF Z'e M soM W - n f - ' r-- ,SLS aE!C R N I A O N L Y 1 . p � Q OP_ COTTo►1 OF - Z W I. I Z W 1 1 1 1 I ------ $ o KICKPAI.IEL_ 1_ C] = J K( • ''' I (�S "•NFACTU?EI) 3Y DUO- TEMP I 12 PAM HEAP W1DO0 SCS'. 5�M1 EX15T1M� _ i 1 f f la ` .I PROVIDE NEOPRENE ! IG•O.C. 'SET 1f 14ya Q ' cJ V V NON-ENGINEERED ` z 11 1 �, - SPACER 5ETWEEN 'rlo Yl" -SHEET METAL �1-ID WOOD a Z CONCRETE SLAB IN _ so a f I I "C�.- ?0-O C. ( W9 1 ry5 H iv i ALUMINUM tr CONCQETE I — ` D CC>•IDITIOK i w O f 56ALANT - 2 N CD 00 F LL I cv of ■, --- L-.- i �--- NCD NCD-CUT L E.N C T►+ TO Ilk FIF_LO I I , O _ •�> a ~-EDGE. OF CONC2ETFSC• 6+. veld IE O) DO SILL DETAIL I �Bs�L !.CeE i MET W y� ( 5�•ROOF PANEL If. CC. I , '• a i ' W� 2G GAGE. 5TE1'L SKIN l 0 -ExISTIIdC, 5TRUCTUK'E :I .__j ' � ALUM. ROOF CLE41 Ct31 �A HEt,NT i II WALLS CELOWI� UNIT WIOTFi_8!j0IG:M)'AX, : /—.r 2 sNeeT MET., _ _1 j �c...e"■o ws I (VARIES WITH MODEL) ---__-- sct:.- 24 O.C. —) . J II I C —g MYLA2 FILM I —_ — _J LL--_-_ _ _ --�� 3� oe 4i ROOI PA,WE L, •. 12.-TIG • .�. . - _ SEALANT OI'.�oP ~IWN. S[?u ,•EPS µ!3 /A'$a rSNE'CT METAL � FULL" } E L 5CIE. WIDTH I I UNIT LIN( -1-- MYLAQ 30" O .C.-T`rP. � f 1LM 14 '"»•" VARIES. WITH NOOE 4 230 OF .SAVE D�Ta I � z IaNERZ VINYL ROOF CLFAT • "• 51M ELEVATIph�- _FLAN �Ijtvy R00 PANE L 301'JT� F1 Al E AVE .. ._. Cr WIT"1RANSOM &5 MANUFikCTuem DY TEMO INC WALL- BAR, 15790 SW Royalty Parkway King City - o.2 OF��.»..,. 2 of 3 If this notice appears clearer than the JUL U 8 1998 document, the (iocument is of marginal quality. MICROFILMED 1 � dli °� , �1lI1 111 ! # r� ili � i � liilil. 1I 1 # �µAKOf 11 � � 111j111 II � III 11lill : 4. ii�fl�lll{Ill�fiil�Ill�lilll�1111�1�l,IIf11�1l� -II#ll�ll ��� y� itl��lli llil!!=il!!!!�=I' , . I, SI,I�aW' 1lll�iiiir!li1�1;11 III1�11►i 11111111111111111111111;11 !111!1114111I�Ilili!lisItlll�1Ill IIIIIIIc+ AwpwV,iT!•}',.AA7,Ea'! 4 J^�x W5 W2 — W3 W9 w8 1 uj,(. W4. YL AR FILM 128 NC D = NCO-NT 1, 12 'r6•Z SwF C T rlE�rM — ._. . . I a• < • >r A. ': . ar o MiAO!! 2S11 - M. GOl MYLAR O eLF •4T•fi0YNCD Y•• N «S o ' : •$ uY rp 64 r >w Y" _. u •w" • 'PrHORIZONTAL SECTIOW TNQU WING�W ' rcu • c • C��F�. � Yau•.3g.Y r�Y �• ri.riu �~ ocv�:cpwi .r. W x (Sr-�(,wN WfTH ��TOQM QANELS) 2 • ,_ ., clvviz C .U r a • O p WSIZES WHICH W!t_L FIT FKtDNT 'NALL OF o . Y w. • r • c • .. moos— r WL � `3ERIE5 ��p CURVED EAVE •y • » � � � p ca•.... > ■ o rr 4'-911CD � < w_. Yc a• o o a•s o . WT OUTSIDE W4 .407 •, 010 0 cam. .. YYr • i- . . rte. W 9 1 J,,_ Y ~ - _ V I � �, 4• GP+• � •r+ •r • a6}� I I � rOCCr O > C-+ "u —TfF-== — U-=.a MYLAQ FILM / LA_ M . .w 1-111 NCD CUT HEIG r` ��i:,.�r • �.••r 1 d o r W3 J . F- ad LJ LL f - -- -'rr��._�. __L � i:-3O'fi,, NC 7 3 F T• 31 � H Cr) _ 1 �� I"NCD 4FT- 4WNC.D SFT• bJ 3/4 NCD - (& T- _12'Y NCD l T PANSON I-O)NLY) 12C 7 17 WALL 2griCD VERTICAL EEC ► 1CN. WI NOOW CICKPAN =I w C•O KICK PANE;..HORI CVTa _ rC- _ _ IvN 1 - IT?AN - a ' Asp CW5 ---�I N: v r- � � �yCC �^J �,h1�r ` Z55 a. i 5CREEN HANDLE — -- _ NC C t 't r+ + v r I FRONT WALI- VEreTICAL SECTkOnt �_. I _lir✓--JI r R:NO M_ W I K IC<PA N E L I — I 3. 7. ? — r00� J Lr) +0 .S 408 ---�OO acs>rj R I L ':P WALL .0!:0) I 3.000 1 1 INTERLOCK STILE �.—_. _ rn � � I (TyP. WALL 50 ) cv L-�� �►. , v (� 8 . • ' vl , I i.SOO _ r t (T) ! O �:---T O -r_ OD L0 I-SOO .' I - i �_ _ c�� 12-oNI.-9C) KD PAS 10"h o m WI � •"•,•3.000 _j L .812 J(TrP WALL (TvP. WALL .062JO/ J� (�� _ 5L _(TrP w.�� .o6s) WINDOW HEAD(�vPw�, .xs) FxE0 JAMB @(TYP WXt .0;2 (TYP WALL .050 ) (TVP. WAIL •050) 2 � y NT 1b IBNSOM_ �EA1CENT _F. 3_A_ R_ OWI I.00 K ST I i.E 15790 SW Royalty Parkway .1! nc P=y I I n N I King City I 3 of 3 If this notice dearer than the + JUL 0 8 1999 document, the docurrnent is of mauial quality. I1CZ®FIi11rD iiiiij ! 1j16i { 1 l � i � lii � i 1 i � ! i Ali i ! � I ' i i ' i i � s 1 # , ( I ! I � 0 � � � , � � � 1 � I , i 0 �� i ( � i � I � ! � � I � I i i � l � iil. pit � •i � �jili t � i � lli f I � i � i � � ! i I I i ! I I i I ; : : . I � L, ' I��Illlil!{I�(I!I 111l�l4►! 1411�li►�l . Prrr1� :r i..r r rl�r r 1 r �r .r : � � tN � � �► II. ISt�,, r� 1 I �i� E �� t� t �1 !t ��.,,, ,�„i...,�i,►1. ,lilli.itl�s},�il,l.,l�i ;i`,.lt� lr�!�� lill�iiiillii!�ltil�,Iillil�ill! �li.�l�ll.,,�, e,' t„isY- I i 1 31ii�11lr � �., , �i�ilsi., F���fi�1� ���i����i ,rsll�Il��N�II�I��I►��il�ifiliii:I�si)1,., ADDRESS: rn i:\records\microflm\targets\building.doc INSPECTION NOTICE City of Tigard Building Deparl:m t 13125 SW Ball BLvd. Tigard, Oregon 9 2.. Inspection Line (Rea-O-Phune)t 639-4175 Business Phone: 6.39-4171 Inspection:— Footing Plt>g. nderslab Mach. Rough-in Appr/Sdwt)c Found. Plbg. Top Out Gas Line FINAL: Post/Beam Struct. San. Sewer Framing -Bldg. Post/Beam Mach. Rain Drain Insulation -Plumb. Plbg. Underfloor Water LLne Gyp. Rd. -Mach. I �4IZDate Requested: C� i I �Timss ,/�11OAM L,PM Address: 1' Permit #s l-lVf �-y'Z✓� Builder:__ Y�S� THE FOLLOWING CORE REQUIRF.Dt 02 t!5: LAX4- Inspect. r —_-- _ Datet ___APPROVED DISAPPROVED — APPROVED SUBJECT To ABOVE _—Call For Reinsp. Ci7 ®F TiVARD �CrTYOFTWARD COMMUNITY DEVELOPMENT DEPARTMENT anoo« 13125 SW HWI BW. P.O.Box 23307,Tigard,Oregon 97223(603)8394175 CAAAD I V I I ON. . . . .-�E I SGUE ('IJISS OF w0kk- .000 F I R I.""! . . . . N: YPE, Ljf-: LAIN' 1 , 1'H I RD. . . . Na S. W jC"UjPP*X.'Y Gro". i; T 01 A[ 0 r ROOF' 1 . 1.RF P I':'I i ULCUPFINCY f AREII 140"YED.- f UG('J-) RO 1 LAS 14 T' , MEZ i. RUDD F-1-0014 LOAD. LJJ. "f f t RI-HI a f t F-3,F2 �--'P i-,I �;Mntl' DWELLING UNITS: F RNT f1: REAR.- ft FIR OLRIYI- Hl\1D1(.`F' CWT K'JAK'3: BVI I IAS IMF, `'RJRFCIC'F: ! P R(:7 t'0 R 1-0 VOLUE. b 0 0 0 ! 073EA) J'07 U) !,wrier: ORRU3 1* PIVD 1. 11. k! T A'. i.:v P sA in ii P'l 111: Lai dote - 790 bW HL), rY, 18767 SW KRISI .J. LJitY L.AKf- C614L.00 Ok Pimie ft., 6-19- 741 ; $ Req #' . : 106'.y08 REJA-HRED 1NbPF-L1J(JN-:) This persit is issued subject to the VeqUIM1011S LOntained in toa F-tiot/f-(3j-mcJ TTISP Tigard Municipal Code, State of Urs. Specialty Cedes and 311 other f7 r-,pj fr,j yj q I r I, 1,, ;soplirable laws, fill work will he done in accordance mitt, Jris-p approved plans. This pertit will expire if work. is not started Gyp 14c3i.Ar-d Itisp within 180 dens of issuance, or if work is suspended for oore Q.1 j n Ll r"-A i n Jnvtp titan 180 (lays. 1Y1tLP1- - ClYIN TIG.�►.RD i3�uswi1auisNa. PI_NCK/RCCT # — 5'_OF PO Box 23397 �� ��,o�� >�,971?3 PERMIT # L3cr�'�'L- UZ.i� COMMUNITY I)I,VEI,01'MI,N'1'DP,1'ARTMENI' g' g` (503)639-4i71 DATE ISSUED — JOE{ ADDRESS: -ZA"r`--1 ? �' TAX MAP/LOT JS00C d,l�UcJ LAND USE: SUB: �C C M -- OT: _--- �.__ --. VALUATION: / �'l - ----- OWNER �� SPCCIAL NOTES NAME: _- �c- ;r �E�' _ REISSUE OF: — LAST REISSUE: ADDRESS: FLOOD PLAIN/ 3 � PHONE: SENSITIVE LAND: — ���� CONTRACTOR APPROVALS RFQUIRED NAME: ._— �� ��� PLANNING: ------ i ENGINEERING: - ADDRESS: � £' - �i9K� FIRE DEPT: PHONE: 1v3 W // -- OTHER: --- CONTR. BOARD #: 3 EXP DATE: �. ITEMSRF(UIRED SUBCONTRAC TTORS: PLUMB: _ I_I ST/SUBCONTRACTORS: MECH: --_ BUS TAX: —. --_-- _- h;tCHZ EN G I NEER CALCULATIONS: — NAME: — _—^-` _ __ - TRUSS DETAILS: _ -----_�_-__— ADDRESS: _ _— OTHER- PHONE: THER PHONE: -- PROPOSED BLDG. USE: 4---- -- COMMENTS: r � AP ICANT SIG U Date Received: Received By: PERMIT # ACC # DESCRIPTION AMOUNT AMOUNT PD. BAL. DUE Duf'4l-ozii-o 10-432 00 Building Permit Fees -- 10-431 00 Plumbing Permit Fees _ — _ 10-431 01 Mechanical Permit Fees — -- — 10-230 O1 State Building Tax (5%) �' 3 ' k Building s ' Plumbing Mechanical 10-433 00 Plans Check Fee 3 7_3 Buildings �3 Plumbing Mechanical _ 10-230 06 Fire — 30-202 00 Sewer Connection 30-444 00 Sewer Inspection - 25-448-02 Commercial TIF Fees 25-448-04 InJustrial TIF Fees 25-448-06 Institutional TIF Fees — — 2.5-448-03 Office TIF Fees — 25-448-01 Residential Traffic Fees -- 25-448-05 Mass Transit TIF Fees r_ 52-449 00 Parks System Dev Charge (PDC) _ .._ 31-450 00 Storm Drainage Syst Dev Chrg (SSDC) — 24-445-01 Water Quality (Fee in lieu of) 24-445-02 Water- Quantity (Fee in lieu of) _ �.��. TOTAL nm/3587P.WPF JUN-25-'92 TMJ 09:17 ID:CiTY OF KING CITY FAX NO:503 539-3771 9200 P02 KING CITY 15.300 S.W. 116th Avenue,Ding City,Oregon 97224 Phone:639-40S2 COMMUNITY DEVELOPMENT APPLICATION FOR BUILDING PERMIT (Instructions on reverse) DA 1. NAME OF APPLICANT' _ � r � _g� Phone No. w �y��` . ADDRESS: _ ADDRESS OF O ED IMPR — -- VEMFNP OR CONSTRUCT I ON FOR WHIM{ ERM I T I S AlQ(1ES 1'1� 2. TYPE OF QiANGE, IMPRO DESCRIBE BRIEFLY - ATTACH TWO COPIES OF PLANNc-' OR DRAWINGS OF PROPOSED PROJECT:- 3. ROJECT:_3. AND ADD S OF QOMPRAC I'OR.. f,2'A l PHONE NC ICENSE NO. 4. NEIGUBORS WHO MAY BE AFFECTED BY THIS PRO,= WILL BE NOTIFIED BY THE CITY. 5. APPLICANT OR HER/HIS RE1-'RESEIVTA' VF ST BE PRESENT AT THE PLANNING COWISSION MEETING NM HELD ON _. REPRESENTATIVES NF>NE-- Zc� PHONE NO. -92 ;�, _ (The King City planniag Coeeis�' will nsider only' plications received at least five (5) daps prior to a meeting.) G SIGNATURE APPLICATION RECEIVED BY�I-D J- n TF APPLICABLE FEE RECEIVED $- Gly "AT, --.-- PLANNING oomiSSION DECISION: Approved___-..-._ - Denied --- CONDITIONS Approved applications are valid for sir months Only Signature ��,ct ,l=�- Date� _r NOTE: Oregon Bosebuilders Law requires tb persons who contract for Bork On th*ir residence be registered with the Builders eoard(vblcb atlas the contractor is bonded and insured on the job site. For your protection, be certain your contractor is registered by calling City 8111 Ph' 639-4082. NOTE: A permit waist also be obtained from the City of Tigard Department of Ccuu mitt' Development YesNo *ic****,kir,k**z,t*,k****rt**z**iczzzzz*,t*****zzzzzztz*,tzzzzzz*zzzzz*zzzzzzz*zrtz**zz**icz*ic CIT)LOF TIGARD INSPECTION REPORT The above listed project has been inspected and Approved Denied Date Camr_nts_ -- Signature_ (&LiR.ding .tn,5peAt.0& p Qa,&e. 4vAt i m ortQ (1 copy to KAnq City) CITY OP Tlf.-JA OF tfYMFN-J' PUTIP"T NE). 2, f'l-Jf:'C-K AM01 W x 96. 06 N Mt WYLE"'p, FORREST AM01 INT 0. 100 1 ADDRESS a 1571)0 Sw ROYAL.TV P'(WY PAVMENT DATE 0 25 ',31-Mr)I V 113 1 ON KING CITY, OR PURPUM7 OP PQYMF--':NT PMOUNT P,011) PURP1,151'. 01" 1.'('.iYMFNI PMOLINT VIVID BUILDIN6 rr.,Fm Sf.l. 150 VLAN CHUCV, FF 3 S T. I C-1 S 1AL111—D POR 3 TOTAL PMOUNT 61 HYYTINEN ENGINEERING 3400 Kauai Court, No. 108 Reno, Nevada 89509 • (702) 826-3019 PREPARED FOR: FOUR SEASONS SOLARIUMS DATE OF CALCULATIONS: September 10, 1991 S Aarium Product O'ngineering Only Notes: SERIES 230 & 330: STANDARD CALCULATIONS 'Awlve i SCOPE OF WORK: These standard calculations investigate this solarium product for the allowable vertical and lateral loads for the members and applicable connections . Both solariums are assumed to be attached to stud wall framing at the ridge and a concrete slab at the base as detailed in the shop drawings . LIMITATION OF ENGINEERING: If the intended use or attachment of the solarium does not conform with the standard design as shown on the shop drawings, then additional attention by a registered engineer is required. 1 , 17 INDEX TO CALCULATIONS: Note: These units were originally named Series 270,4 and 370k. The units are now named Series 230 and 330. All calculations here refer to Series 270k and 370k since calculations were completed before the name change occurred. Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.3 Notes & Qualifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.4 Cross-section of units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.5 Dssignloads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.6 Strength of glazing bars and corresponding allowable roof loads 2. 1 Strength of aluminum sh,-jpe SW-26794 eave header for series 270K and corresponding allowable roof loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3. 1 Strength of aluminum shape SW- eave 1, ader for series 370K and corresponding allowable roof loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. 1 .,Strength of aluminum shape: SW-26745: vertical mullion and corresponding allowable roof luaus . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5. 1 Strength of aluminum shape: 7TSL: slider-sill . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6. 1 Strength of aluminum shape: SW-26782 Raceway H . . . . . . . . . . . . . . . . . . . . . . . 7. 1 Strength of aluminum shape: 7CB: center bar . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8. 1 Allowable loads on ridge headers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9. 1 Table of allowable roof loads based on maximum point loads on an unengineered slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I . . . . . . . . 10. 1 Lateral design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Strength of standard connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12. 1 Summaries of allowable vertical & lateral loads . . . . . . . . . . . . . . . . . . . . . . . 13. 1 Strength of aluminum shape: SW-26746 Poured and Debridged vertical mullion and corresponding allowable roof loads . . . . . . . . . . . . . . . . . . 14. 1 Strength of aluminum shape: Poured and Debridged Heavy-H vertical mullion and corresponding allowable roof loads . . . . . . . . . . . . . . . . . . 15. 1 Strength of aluminum shape: SW-26795 45 degree Bay Window mullion for alloy and temper 6005-T5. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16. 1 DESIGN CRTPER_7A PROJECT LOCATION: Four Seasons Series 270K & 370n Standard Calculations BUILDING CODES AND DESIGN REFERENCES: f 1 . Uniform Building Code, 1988 Edition. 2 . Specifications for Aluminum Structu.res, Fifth Edition, By the Aluminum Association, Inc. DESIGN LOADS: Roof Load: "'1l -20 psf minimum Wind Load: ww,,; Tabulated in Cie summaries, with a minimum load based on 70mpi with Exposure B . Seismic Load: wey; Based on Seismic Zone 4 . MATERIALS: Extruded Aluminum Sections; Alloy & Temper: 6005-T5 . Tube Steel Columns; ASTM A-500, Grade B, Fy = 46ksi . Screws; Hilti Kwik-Pro or Equal . Anchor Bolts; Itilti Kwik Bolts or Equal . DESIGN ASSUMPTIONS: Standard design assumptions for Patio Covers are based on additional design criteria found in Chapter 49 and Section 2311 (h) of the 1.988 UBC. SOILS REPORT: soil: assumed tc be well-compacted, granular, and non- expansive with an allowable soil bearing pressure of 1000psf. Contractor shall verify that existing soils are proper to support the assumed bearing pressures. NOTES AND 0 U,I L IFICA TIONS A. Dead load of system is taken at 3 psf., complete. All the other gravity loads are considered Live Loads. Horizontal Glazing Bars (roof mullions) are continuous, from ridge to eave, are spaced at 3WIh filches on center, and are assumed braced as described herein. Glazing Bars are also assumed to be supported at sill and ridge so as to carry the reactions indicated with no horizontal and vertical movement. Section properties are based on die drawings. 8. Analysis assumed that muntins are adequately restrained to prevent movernent along their length. C. Load Duration Factors used are 1.00 for Gravity loads, and 1.33 for wind. D. Maximum Deflection was evaluated at midpoint of straight glass lengths. E. Wind and Live Loads indicated are the maximum allowable applied loads the controlling member can support. Since these loads are based on stress only, they may result in total structure deflections that are unacceptable. ,F. Effect of the total structure deflection on the weather tightness of the compete system was not reviewed. 'G. Contractor shall be responsible for all required temporary bracing during construction, and for insuring that construction loads do not exceed the maximum allo.� able loads shown on summary sheets. H. Thermal:tresses were not reviewed. I. The following items represent some conditions which will require additional attention by the engineer: 1) drifting and/or sliding snow. 2) placement on a raised deck. J. Roof Panels are approved for California Factory Built Housing Approval I.D. C.I.P. S46. All design and engineering of roof panels is provided by others. K. _METHOD_O_FANALYSIS 1. Loading conditions include gravity loads (dead plus live loads), wind loads, and a combination of both, applied to the structure per 1988 UBC, 2. The horizontal and vertical Glazing Bars were analyzed for flexural stresses, and axial stresses and interaction. Consideration was given to unsupported length of the compression flange (Lateral buckling) and to Euler buckling effects. L. SPECIAL NOTE REGARDING REINFORCED ROOF LEG: (IF APPLICABLE) Analysis assumes structurally adequate attachment of continuous hottom reinforcing channel to continuous heavy Glazing Bar for the entire straight portion of the roof leg. 4 Seasons Table.-8 408 -Jr. HYYTINEN ENGINEERING SHEET NO / � OF '400 Kauai Court Suite #108 RENO, NEVADA 89509 CALCULATEDBY DATE Phone (702) 826.3019 Fax (702) 826.3076 CMECKEDBY DATE J SCALE i L. .r PAY of y>✓(cs R L -' .__i ��- � --.;___�F.r�TK;sL _ MUL.�!ONS D •�'- /z o.L._ _K,. w - MUu.aoN _ _ Wl r fi►4 V�KJ GS , HIr+ 1'-th KI ti rtlU\L MuU-I0N5. r L_ a i. _._. ... �.._.. L.._ fall+ � I • i � + ' 34b k I MiI JOB HYYTINEN ENGINEERING SHEET NO. OF-- 3400 Kauai Court Suite #108 RENO, NEVADA 89509 ED BY LIATL CALCULATED Phone (702) 826-3019 CHECKED By--. DATE Fax (702) 826-3076 SCALE ...... ......... ........... ------t. .......... ............ .......... .............. .......... CKI Twels ................. ID. --4 WI WID L 5 Lxl) or etl Aj TH_ Le- 20 1 1 A�s SW4"lspke L11c, W ...•.. ....... 41 M—qrA T -p-s .......... I —1 A .......... 4 .... .......... .... .......... ... .................... ... ............� _j......... JOB ` HYYTINEN ENGINEERING S;4EE1 NO- 94 � OF 3400 Kauai Court Suite #108 DATE RENO, NEVADA 89509 CALCULATED BY__ ------ (702) 826-3019 CHECKED 0Y DATE _ SCALE Q1N" =XON" i.`� IN JK,IN� SrLIN� Rx 1a �C(aV L-AR B AR 1•011.1 0-11,147 a•3"1 b8 0. 60I q v• bsb3 a•Ss1l a59�o 3GB 6(.A ZC: aAe McA��y ]':QTY 1,6402 l 03b1 V So%`1 p.75S Z 0. 110 r 0.'7448 4•S M. 3 14��• G I ncc 8A2 RAfTr-lZ STIFf\M9. 6,1057 0. 37" 0.42.7$ a. 4b77. 6.3.147 04411 Q,W3 4RS RAFrctr Scn� Gp x•1763 d. Doig a os3t o.ouz 0.0044. 6.010 a 15 tat) W........ Cdr-�g I/J n TZ c�J :[U�rrCR L IPS \.• I°L2'7. o.�i.lo Scz^I_ CAP .._..1....__..i..... ! 5.4tlAT' ,00 \•qGt': .oD19 .......... __i.244.1.......0.� of $?1 t .. ........ _. Y 4 Z _. 0,9 tq? 1- 794 1, �44'?� j .._I.;lb2Z 0.60 .5 . ........�. 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TYP.2 1.240 1.750 • �..Qs em�uae m►ot 0.011!1. ll+ KCIFIED 14ALL TMIOLc CM .090 TYP.2 TYP.2 i .062 R .355 .133 .062 ;. TYP.2 ; ^�,' �2` ��rF .415 - , •.� co ---� .1138 •- TYP.2 \ PROJECT -rfp 77 TlPCt:- 09ZU UN 14 it + eQ it VA r TYP.2 TYP 2 .316 2J6 .393 R. TA ' TYP 2 TrP.2 .2 .055 TYP.2 .062 205 "5 .775 TYP. 2AIA I .257 i R. TYPA IO WV?C1` TYP.2 1.213 .3l5 2.440 C2.2:0 2.3190 I n'P.2 l .C 43 1' I 1.430 .140 R. '� �'i .• '� •�.,.� 4.012 .575 ..� .. .17 .3co 50 .230 �` .i i' TYP.2 tQIi1. 1.2.10— !.710 �.j' /�1? 1 055 oc�= Tip oF4 . t� 10 1a I amu' • it '� •' � • .jos' 13 14� - - � '" dd to 'L .10 P 9OK,t_ 10 Syr CONE 910E Orr Y) f -��3=�.= .r_•.v�z-•y/��;o:..:a'�._: .. 160 • I J�, t.M 1.938 .093 R • •1 .006 R .Soo .270 I � r .090 .035tiI K .035 I . CD J 1. 130 t. 1 C9 1.200 0S3 r .t tri F -N r lL l0 Z 3 't. RTI� rL�r'I :�-_�,,_ c�Q ,;�. � • i.4L - • 3 •F55 •« .o27s , i 3S � � � o,.� : •4- ,cn"� .�(� ,2,835 ;i 3�; , � ,O(a ,135 l• i�• . I47� _ -�-�- -=-__. - . 05 •tel j 'u, 11,6e6lil3jr r J i f - 09�, .055 .04-0 0,0217 p 10 onc, ! . co3o .057 12 ,car 4. ,o5S I,14-, .OPS 13 .09to .055 I•r&2 •0275 C,ajMNrD 5EGT1O1l 0 r. . It" A Y Al' AC(--Yl -Zn I 1.o! /, 3 iL. 1.31`I ,O53y- £5)1-7 2 .17(p 6g 5 • '�o� . '7al�i- .00 l�- �.��� f-A r `-ropx I I'-127 j�C7.oi -1,'Sl.�) _ • SZIo x.13 l N f-- 1.1724 1.EAUo .p>7Z$ 7U7 _ �� •9057 -M(A7 -7LI7 I.0?A .3722 JOB_ NYYTINEN ENGINEERING SHEET NO_Z2�91—/2-- OF �s — 3400 Kauai Court Suite #108 RENO, NEVADA 85509 CALCULATED BV DATE _ (702) 826.3019 CHECKED BV _ DATE. SCALE 7 1<c•oF �CGtiIE �T C,ItELIDS C21 T!C/1 L �'�7YMGtUI� 2AF-rr-r2 Mn rC21AL. 4 Gum At-L-cy Loos-.T5 e f✓ 2 R_�uc�trt Gc., z cfZ t • o.to" b: 0.415„ g•rT'tiAa FLaN40c 6 � t. S3 " 7o? P✓r_ tS �1� o.415 _ A,15 DP 85.�ts C t5.85 1�IL = o.'1q _ to tb oao J _............. bit = 8S ES 35 11.53 > 4,15 .._.... ..........:..........J...... 14 Fb- f� - 35 � 11.21 ILSI ....I.........�...... _ .S?ec- lL. b1t° 1`53 - tz '15 b/t = 37.45 > Ix•7C. _ ._..;. .... i_. .,_ t.............. f7_ ,. _. _ .. .. -- ... 1 .._.-41 , l .I......... .....,... ...,...;. . I . QA cTZ Sr �. ...............b_;_........., ;...... a . I6/� k .....» ......» ........ ..__.__. a.......... ._.__. 1,•'� .FcY - .123. 2G - �•a l35 x..1..32 .���..�. �����S.....i......... 3.5 Db 3 ..... ..................;.........,....._..;_ . .........Ft) . ' I j S��c 18 Rc� !ca.hYEtlz b�t 1. 9Sr.o� =. 15,54 <....3.2,Sy. ... ............. , r _.. ........_� L.......... � i� ...._ ........ ». ......... .. ..... ..........4...... ......... ., - hC6 af.A 4E p,t2 �SY i..........�. ....._ S r-At- .- . ....... 1.........1....... . SFec2o ! t 15 SO < 35-53 . ........... ._....._..... !.._......1 0 I ,..........;...........i.........i.,. . . Fs 2tz izicsl BS = zvj I+,(?e�!3, :°_ 25b3_....»..........._.................... 1L 1.1.9 — 4•'� �li ... J _, loea. .... ta.. oi.. 1 i 60"FQGSSIO(J VY C+-AA I ... ...... ... 7 L- JPGG �.... .i...... .». _. . ....,....... � Max _. .... .._ . .... ..:... . . ... r... H `,TI - r � N .7&`70 1.03C1 . 54 I'2. N4 .zr�,�v�9 t .4278.9 297 rY- l.�x/AJ` _ /.1 g'�JZ ,•r r;C�J�II�'`" •(ppb-� JOB HYYTINEN ENGINEERING SHEET NO. j ��/ OF 3400 Kauai Court SURE #108 CALCULATED BY DATE RENO, NEVADA 89509 (702) 826-3019 CHECKED BY DATE— SCALE 1 CeuT 5t = I.4 4?G Sc ' (•'7 a 4 LJ io Pc.F 1 . 41-Ti, 0Nk1 L8 c "CALL 4- L_ M,4LL WLj "t.� 1S Is'.Y4 34. 4r6b 34 ,r31 o 2'1.33 �3 13.6E 2�.`fj ZU.�s 11.9 663 '} 46.7E i b 10.4 . 20 .2 3G.0 2�•�1� 24.4 I�3, 36 �s�, �S 3'+ ZBl.oq ilu•'1 9 i 20.7 3 6•`1 2 g,l \/KAK: 655( 2.640) Ilbq - 1 111•"1 � ................ . ... . .. : ...... ........................ ......... I M 120o EMBCi` 5u►-tn�AR.y' L_......L.._.....L........�.........L.... ,.... i ... ,.., ........... ..,..... ... ... ._. ... (a u c OAU g . PS f �_.....�.. ' ' 1......; ..... 4 1 C �.... »........................}.........!..........�. .. .. ... 1 �.. .....i...........•.... L........ 3� 3+468 J. 1..................�............ L) r R 5 .. t + RS ..................... .41 ......; O ......_.. .... ..... .._..,.._._ 2ta 3 5 o SOS f3 15 21 ��7 4 ........................... �....... �. .... i a. ....,. a 1 .. ». .;.. . . ......... r . ......1 ....... ................... ....... �_..... ......................».._...........L....,......._...�..........,..........� . ...1.._......_.... .... .... ... .... 1......... .............. ».t.. i.. �... ......, ..�... ...1 t.., I - ALUMINUM SHAPE SW-26794 WITH WS ATTACHED (inches, degrees) A= .GS03203 Xc= 1.523421 �.- ------r- ' Yc= .8414878 { �- Ix= .6925832 S b= .4311164 I II St= .5396 'I 19= 1.ZZ1548 Sl= .6976221 ;L Sr= .7551700 xr Ix97 5.048287E-92 -- Iz= 1.914132 X= 1.80281E-93 L S Axp= 5.463967 Ixp= .6878905 Shp= .4571993 Stp= .5399325 19p= 1.226323 SIP= .7440137 3 Srp= .7883457 Iq s64i-h y = I LZ I N 4 si �,t7. I� 2.51x5 in_ �5.�4 33bc 1�,�4 V:4 rk it SPG•- �I �� . �o-{Itrin .(I�� is tp«f+t�t� 6 s�e� 4 }fMr,��r in bcy-A"S 6CN4 a 0%k�e�r wrnlc � S s`' = 6.4311.'iv AI.�,t,wA�l.��'�.,,•. — ZS�ocfl pc� rr 'T "` t3�o�. 1. P..•;H W.t(. a �4.q I+�i►, , 4-19. I6.l('- n1 - 48Ik/ v1ti� - :T Fv 1 ,1�,8 I;, 34. 1 114hi 1 z,070.9 1LA Lip- = 277.3 16/61 37,T- IL-14- `-" may• ILL Litt. LL vin = � �, t r 4 = w� = lgS � _ 4 7A. IIS/( / r �- -r1l 4 2 W n- Vt W . C, i z s4.� psi 14 S( l8 I 34•.3 I'=.r JOB HYYTINEN ENGINEERING SHEET No. . ' of 3400 Kauai Court Suite #108 I�ij(�� DATEzC- RENO, NEVADA 89509 CALCULATED BY --_ Phone (702) 826-3019 CHECKED BV DATE Fax (702) 826.3075 SCALE I s 6k. L 14 — „�—Q:�*' IL For C., l l) � za �'i..,lk Pcn :F� Uvlu l i� r_Irr_.� i. .... .i 1.. . . _ . . _..� a n 4 �Nc -r y U-�i ..AL n1�H ter 1 Cusl�N I ) � e,c,� c � = ! x I l r 91el-14 rf�-c LIZtYl k,.. I,4.(,- I� I � ; I _ .._ __. ...._ _. .. ..... ......, _..__ ....._.. ._ .__. __ _.._.....a_. .._ .___ .a_.__. ._....-i........_._.. ...... i i i + � ... I + I i _....j..__.. �_._... 1. i.._._...... .. ..4. ..... _....._ _ _............ .._. l..__.._»__ ..__»...�..j_..._. »_.._......._... ......... _..... .. _ .._ i -1- _._ . _ _. ...._._. _._ ._.._.._..,... ....... �.__ .....-.... __......1.._._.I__.._..._ ,...._. .............._.._... _ _. . __ ..._... __ _ .........._.. .._. ...__ _....__�_ .. ................. ... .......... ........... _ _.. __� -......_ __ . __..�.._ . ..._.. .._ _...... ._. .__.._._......_ _..»_.......... _._. _...._..._... .__ .. _..�_.__ ._ I I ... i __ __ _... .._..___... ....__.I..__�_. ..... i.__... ...._ ....... _.._....L_.. ._._...._....._....... .... ........... a. IISii _ I _.. ... 1.... _.. ... L..... _... _............ _. __.. ......_. ...__.�- _ ........_.. ........_........._w. .......... ..................... . !........... ... ._. .. �....._ ... ....... .i_.. ...(.. �. __ __ _ .... _......._x.._. �....._".___..__...._._. ...._...�. ..._......., j._...._ .... _ ......... _. !.....__. ..._...1..._.'......_...._W...1.._.............. .._............ ...................L..._................�. .._. ...i.. _ ..... —_.___....�....._..,.I_•_.__I ..... i-_.._:......1._........�.,..._. _.....L......_ .._...4.......... L..,.... .... . _.. ._ _.. ..._ _.. .. ._ I ..�......_ _.... _►.. . . .. . i } � 1 -- .__...�......._ _..,__.i_...._...k._._..._!...._.._._.....�._...,.. ..__..._....»......_.......�._._._............1......__, ..................... ........... _. �............._ ! �.. JOB FhJr r-q'.�M c►Lc� Zjrl. 4 ��.//�: HYYTINEN ENGINEERING SHEET NO. Zl �_ OF .L_, 3400 Kauai Court Suite #108 ��� RENO, NEVADA 89509 CALCULATED OY ]:YDATE Pnone (702) 826.3019 Fax (702) 826.3076 CHECKED BY DATE SCALE J. w W 2� {+?T ».. ' . ' . ! . _... .._. i.._._.._�_._. t. _ = .1 z .,n .. __.._ ..__ - i.......»;_». _....__......_...._...«......»_...... ._ ... ..... .... ... ' ... ; . . _.._.........._ ._._ .... .... .. :. .. ... . ... .. ( i ..A AIo2.M �1,�! 33 'in� ih �.4c�e I �.__ ..�...... i.«.... !....... ._... ... . "' -Ira � _�..» ... «.. «_ ... .._ ........ «. ........ .. _.... 1 �$ _. -_ I�.._. _,�o� _...I�h ) � .5b�.�._._..►'�/fin .. ... _.y» .« ... _ .». ..... __ _µ�..._ .. .... 1.tW3 f J ......1 ... ..... ...... I... q W �..� r' lu a� sl f4 14�1 I SW '�15 ... i � L I !l ..... _ J.......... ....... ..., _._�.___.�....__4..... I�..__,.. 47: i�(C. 3. '..1�_, _. `ttZZ��C-11M.«._..»... ... .. .._ .», i .. ..... ... I ! I .. .�..... _ .._- --_i....._.L._.. _ _._i._....�_.......1.__....�.._;.. Gr.r•,rrp Mr�''t'f tp-A `.j'!'1 Tn._ _�a-Zr.j`��r wl���r.•� _. _..._1..._....�,..... I __ _..a....__ _a... N- vE. _._ c �._./.h's� ir k� , ..._. ......! .......... .,_._................ ....!_.._.!_.__.........._ _._..� ...._....__...»J.._._._..__.. W.i.... ALUMINUM SHAPE SN— B1DGE HEADER (inches, degrees) A= .5587849 Xc= 1.582283 Yc= L 441%'1.1 - lx= .2852468 { 51,= .1423637 St= .1756848 Y ly= 1.H5377L 1 S1= .4678857 Sr= .5627461 Ir7�xP Ixy= 7.718621E-8Z Iz= 1,2585Z X= 7.108821E-04 Axp= 5.15329 Ixp= .198295 Shp= .1261823 i Stp= .1921653 lyp= 1.868225 SIP= .4955883 Srp= .5384132 i JOB HYYTINEN ENGINEERING SHEET NO OF / 3400 Kauai Court Suite 9108 RENO, NEVADA 89509 CALCULATED BY 1:V11r DATE `� Z-f— l Phone (702) 826.3019 Fax (702) 1326.3076 CHECKED BY DATE SCALE r--av W __....._..l___.i.._...... _. ...._.. _.._....._... _.._ __. _.,. _..._... — _....... _._i _ .... _..._..............�.............._. ..._._._._«_._._.__,_.._.__...__..................... ............1..._..__...... . ......,.. .....�.... „ ..... _...�..__ i I Vt 1 blo t, !- - q 15� x•4911 �N � 1 1 q 1.t1 I rA 4 I r.. a —. Gt �?'.��1d;_%►. ..�L!� _ l$<c? ... ... lid 's _.. -�..!" .s�.. _.i....,_ .._....^ �.......... ...oil . _,..._ .. C.es�JN i j + 4 � _. ..��_ _._I _ .-..-�___.. .__,..4_...... ......_ .._..... ... _ .......... _.. _ .... - .. __�-__ __..1.___t.___. _ _,..._.._ _.... ..._.�...__ ._....,.�...__... _.__..«...... _..... _. ........ ._-......_... .... .� ... _.,« ..._ _. _ --1.._....- {...__. _.. —_... _.�._..._ -- ................. _. __ ....... 1 j i i � B TABLE OF ALLUWABLE 1UTAL LUAUS FUR HEAllLkS SERI ES 370k: UH ti< ijv W I I H t AVL HEADEf-: ANll Wim: H I I Hi :H�ll ----------------------------------- Unit ----__ ---_Unit 1 :" - 6 �J/tf" ; 4' - 11 1/ " Widths ; Lclad, I ; Lead. lb ----------- ---------------•- ' ,AI I ow ; Al I ow ; �`' , �..r.c� , D.1.. i Lo,ad, ps f ; Li_.ac,, ps f ; =,b4r. -4c�l ---•------------------------------ 8.C)(-) 122. '36; 57. 4(.') : --------------------------------- 1().()(-): 178. 57 ; 45. 921 13.0(.); 137. 1. ; �,5. J3 ; 15. U!_i; 1 18. ':�1 ; 3(.). 62 : f i 1 e: JOB— HYYTINEN ENGINEERING SHEET NO. OF 3400 Kauai Court Suite #108 RENO, NEVADA 89509 CALCULATED BY DATE Phone (702) 826-3019 CHECKED BY DATE Fax (702) 826-3076 SCALE ............................... ........ ............ i+ L .......... ........... ;Thl 143 r Sb Z Z-121,(rc,f'."l ........ ......._. __ _ _.__ ___ ___.�.._ . _._. ... .......... ....... ------ ...... ... ....... _. �.. . _. ............. eP�14tzty .......... IVIALVIJ ........... G25 i _ --- .� Qz _ ............. .......... _ _ - _ . jIv. _L5 Ml ................. Lj rN 161 __. _ ._ ... ......... ............ ............... . . .......... ......... .......... .............. j . .. .............-J...................... ................. .......... ................................ .......... ............ S� / al'A2_6005 allowable stresses for section SW-k'IDUE with W2 attached _b - 3U.c2,bi) b = 2. 51"3C) h = 1 . '751:)0 t w = 11.0550 t f = ).U6U(j r x - 1 .05315 ry = 1.2717 tension on extreme fiber in bending fbt = ..28.0 k s i - flexural strength based on extreme tiber in :compression allowable stress for spe-= #11 : based on Lb/ry Fbc = 20.`.1 flexural strength with local tlange buckling in compression allowable stress for spec #16: based on b/tf = 41 . 88 Fbc = 15. 85 flexural strength with local web buckling in compression allowal-)le stress for spec #18: based on h/tw = 31 .82 Fbc = 28. 0C.) y � ALUMINUM SHAPE SW-RIDGE WITH W2 ATTACHED (inches, degrees) A= 1.160635 Xc= 1.454839 Yc= .5402S1Z r Ix= 1.297640 " SL= .5435506 " St- .629181 IY J} 19= 1.H99b4H �� ti It S1= .9362155 Sr= .945421 11 ='e ru'' I x9= .3188331 -- - -- Iz= 3.187997 << t X= 1.536666E-03 CZL 1 Axp= 23.53931 Ixp= 1.158156 I Shp: .6224437 IL Stp= .6953439 19p= 2.928941 SIP= .9721321 Srp= .7630453 TABLE OF ALLOWABLE TOTAL LOADS FOR HEADERS SERIES 371:Ik:. DH °< 613 W I I H LAVE HEADER ----------------------------------- ',I rj t Unit 2' - E 5/811 ` : 4' -- 11 1/ " 1 Widths : Load, lb 1 Load, 1b 1 : 31 B. 00 : 161 . : Al 1 ow : Al 1 1 Load, , psf i Load, psfi AI1vor4.-1 �J I! ----------- ---------------..------- B.Cua ; ----------------------------------- ICI. 4'x,. 84 : 1JJ. ��: ---------------------------------- 13. 00 : Ja. 24 1 I 1 1 15.C10 ; 33. �\: ti. 41 : ------------------ file: H 37(.A:1 JOB HYYTINEN ENGINEERING SHEET NO. OF�� 3400 Kauai Court Suite #108 � DWI' DATE 1 RENO, NEVADA 89509 CALCULATED BY Phone (702) 826.3019 Fax (702) 826-3076 CHECKED BY DATE_. SCALE i I I �Aulow�e� ':t_cAo � St�nee_T►..� — 'HF.�tiyL � I I � I i ._. f A .. _. 1 Y. h v1 Cob o7 531 4 0 35XIb� 4, i CoNsw NT' l_ V.L...__.. ..._. _._._ .__f. _. _.. . ... ,......_� ,_. ._...... ... i ; __._.. ......_�_._._.... .. l t � ... .......... .... L i _ �y..,i..__.__....__...,.....__. ...._... .._ _ � . ...i.___ ._ _ _I .._ ... ._ � i i-- I / �. �z.o s xb ils•�H2. rai P o. sM Ff �..... . .... _ _ .. .._... t . 2S� Z I(rs/6• 31.8 Ib- I I_._....i��i_ 1�- I � 3�$ 11'- ._. �...._ _ ._ Il'-.... -.. I � ' .. .... _...... ...._..... I , . I T. - .... .._._i :1 I I f i f _,..._.__..._.. .. a I � i � i f i !- .. _ ... . i i ...... ........1.__..._(.. ... _ �._........ .....L....._._ .i_....... ._.. (._.. _!.. ...� ... ..... _ _ .....�..._. _. _ � I i I I I ..;. I f i } � I y� / a12 6005 allowable stresses for section SW-- : N.idue Header Lb = 30. 6'5( - b = ' �.513i� h = 1 . 7500 t w = 05-=)O t f = i►,06ijc r = 0.6061 ry = 1 . 3730 tension on extreme fiber in bending allowable stress for spec #2: / F"bt = X8. 0 I:s i flexural strenqth based on e.vA reme fiber in compression allowable stress for spe-= fall : based on Lb/ry = 22. 31 Fbc = 2'1 . )(:) flexural strength with local flange bui.f:l incl in. c.ompressicin allowable stress for spec #16, based on bitf = 41 . 88 c-bc = 13.85 flexural strength with local web buckling in compression allowable stress for spec #18: based on h/tw Fbc = '8. 00 I ^ N N -� O nLn aID \ a � °= u� a mw p! z in W n Q W ❑— " = muN = iQ > -a o L ~ 7 O J Q N Q rt W . Z Q � W a W r W ... 1-I J N z ID�r v' WJ W {Wj cy 1 L I�/ ❑ r O 3 xO W ` 'V^ LLQ w < W W K W P W o Li A W Q V1 a M L°: Z _W r W/- M 61 -1 NY W u 1 (I xW W t.7 a i u ru W an a � N Ln CD a' .. In o Z d m i InKi BGG �V, 1= r •V, r a — � a C� o � o N .Q� In W in rj rr O � •' •1 ' N o`n rl 1 � N " N 1 `•' lV • �� o �� U In N n � � \ O m m Al .mf. O V � Z I e e W n Ony,J C 1 In _ ` 1 0 t- � o L % a o 1�a Y • r� - W Q ry u to � — O ASTRO OIC NO. : 45CO O = .r m v CO nv N = u) a n o J N N N O �! O �r P, ,zJ Y N G n J Nl m '' N I WCc O t n U. U R W O u O I Y 1 .Wt p 6 , N u U ? o r u u l o C u+i o �.I 2pn O ,l7 V o 0 JvQ N w N C) G /• C) W N �O 0 CL U N W �..� wlj ID O l� N a o in N N p O O t,! o m p o 0 Qn Cn O r D L� ry T N Y O E ._•__ P of 40 C�o wl I ~ ooInIn f l..' p oo-- WLjI —� J `� C' L _ (/1 a s 11 UJ QJif J I (nl Ww ZY I �o 41 o i F—I In p 2I m w 'D y l * O Qfr z CL z� bn J a I N q n vOi c L_.__.._._._——— -——- 'J oW . p r, M U c W L I _ rv' m� I rN o r--- o oLM -.I o._� my X0f IG - ci n —� L' vrho�ln�a` n O I nrcu9in 4,4 1" 000f?3u O O O O I I y1N VINNWW pO �H.W-1W-�W"lJV QQC.QW W uuuuuaa N vl N Z K Z"» q O O O J J SEC.71011 PROPERTIES with URAPHli:S 011-O1-i'�8u ALUMINUM SHAPE SW- RIDGE READER Units: inches, degrees Rectangle Data Number Base Heigh,: X-korner Y-Corner Ana_ 1e 13.048 U 1) 2 . 351 •C'J .... 56 (_1 3 i :Ib 1 .()48 1 . 7b 1) 4 .'D':95 .V6 . 1 13 1 .69 0 5 .F19 .0'-94 -. J77 1 . 6tb 0 6 .0155 1 .656 -.Obb U CI 7 .l)t) . 875 Z. JJd . 87b -4 8 1 ubt) I WH Q 1 1 10 .Ube .Ob C1 .8/b C 1 1 1 .UJ Section data is stored on tile: SW RI11vE. DAI Section Property Values Area = . 5587049 X-Centroid = 1 . 582 0 Y-Centroid = 1 . 441721 Outer fiber - x left = -2. 1592013 Outer fiber - right = 1 . 871797 Outer fiber - y bottom = 1 . 441721 Outer fiber - y top = 1 . 16t '<79 Moment of inertia x-axis = 2052488 _ Section modulus - bottom = . 1423637 Section modulus - top = . 1756848 Moment of inertia y-axis = 1 . 0532272 Section modulus - left = . 48780157 Section modulus - right = .5627061 Moment of inertia Ixy = 7. 710621E-O'-j Radius of gyration x-axis = .60L1066 Radius of gyration y—axis = I . 3 7302b Moment of inertia z-axis = 1 .158b-2 Radius of gyration -axis = 1 . 5U(.)8bb Torsion constant K = 7. 10801 1E-0-4 Angle of principal axis - 5. 1:,:3'2'J Outer fiber - xp left Outer fiber - :,:p right = 1 . 'Jb,JIb/ Outer fiber yp tic-ttom = 1 . b7 W=13 Outer fiber -- yp top = 1 . 1):sI 698 Moment of inertia principal x-axis 8:z95 Se._tic-n modulus - bottom = . 1261c=12�; Section mcldul us - t op = . 19._'1653 Moment -f inert is principal y-axis = 1 . 01602 5 Section medal us - left = .49550133 Se,-t i,--,n me,duius - r iaht = . 53t34132 RadILIS Of gyration pr incipa.l -axis = . ;;' 57507 Rad ILIS 0f gyrat ion pt, inc ipaI y-a.x is = 1 . 3775.`,'2 C SEC-:TION PPOPERTIES with GRAPHICS 01-01-19SU ALUMINUM SHAPE SW-RIDGE WITH W2 ATTACHED Units: inches, degrees K*ectanale Uaca Number base Height X-Gorner Y-Corner Angle 2.61 J.046 .05 3. 10:3 �.5b U .06 1.046 Q 4 Yjtj ub I.b9 5 b,:1 .0%04 1.656 0 6 obb 1.b5t) -.Ubb 0 0 7 .05 67b 2.bbu •W/b -4 8 . 133 Ut:05 -. 186 0 U .(.)62 .05 2.'Jub .8/b U I U62 .05 U .875 U 11 U5 094 -.577 1.562 0 121 1 . X23 •Obb .Obb -.u2b 0 13 .065 1. 713 U -1.:338 0 14 .065 1. 181 2.94 E306 0 15 1 . 377 .065 1.563 025 c) 16 . 156 .065 2.784 .31 0 17 ,U65 .335 1 .673 .U4 0 18 .U65 .335 1. 184 .U4 0 1'3 . 146 .065 .07Z;1 0 20 '.9'.27 .065 07 -1.338 0 21 .054 .5 .411 -1.838 Q 2-2 . ()55 .5 2.95 .375 0 23 (.)F-,b 2.621 606 0 .2-4 . (.)65 18b -.741 25 .065 . 125 1.22b -. 15 0 2E1 .ubb .5 U .3/b Section data is stored on files SWR I DUEA. LJA Section Property Values Area = 1 . 168635 X-Centroid = 1.45483'd Y-Centroid = .5482512 Outer fiber - x left = 2.03183'3 Outer fiber - x riaht = 1 . 9'3'3161 Outer fiber - y bottom = 2.386251 Outer fiber - y top = 2.0617-19 Moment of inertia x-axis = 1.297048 Section modulus - bottom = .5435506 Section modulus - top = .6'2'3 U1 Mc-iment of inertia y-axis = 1 .8'30048 Section modulus, - left .930215b Sect icor modulus - right = . 945421 Moment of inertia 1xv . 3188331 , F-,,adius of gyration x-axis = 1.05351 Radius Of gyration y-axis = 1.�7173b M.--,(nent of inertia z-axis = 3. 1870'3'7 I-'a d i U S 0f gyration Z-axis = 1.b51422 torsion constant i:.. = I . hlnQl!' i �)r1nC1poI a Outer fiber - xp left = .:.Qid IU-i lJuter fiber - %G rIUht = �.btjr,= Uuter f iber - yp bottcvn = 7 . UtItJb'-J'J Uuter 11Uer - yp top = 1 . '�1�;�1'J Mc-ment cif inertia principal -a %ice Section modulus - bottom = .b: :'-44Ji Se,_t i c.n mdul us - top = . but)j43�,j M-_Iment of inert is pr lnC 1pal y-aXis Set:t1cn modulus - left = . �7211 Sect ion m,_,dulLis - r 1Qht = . 7E:;,0454 : Radius of gyrat ion principal -ax is = Radius cif gyrat ion pr inc ipal y-a.',,1s = 1 . 317635 sEQ_I¢.S 33� R. - �ALUMIRM, SHAPE Sol-26?45 (inches, degrees) -� A= .3274 Ll I \ Xc= .9152642 ! \ Yc= 1.5 Ix= .4953756 Sb= .3302504 St= .3382504 Y ly= 4.364537.E-02 S I= 4.768663E-02 Sr= 5.568882E-02 Ixg= 2.38026BE-00 ! X lx= .5390209 ' X= 2.728334E-64 II I Axp=-3.029191E-06 ill lxp= .4953756 Sbp= .336256•i Stp= .3302504 I` O Iyp' 4.364532E-02 Slp= 4.760603E-02 Srp= 5.568881E-62 S et_is } b..c.kary 4-6�'f" .✓G~,k. .Kl�. _ L Y� = (•23 in 1 � J L (e�, r.+ �' - (Qn' or G -QrY e�%a, ...�. (nG✓ Vr l�le Pcr.if t �1 S�p`,.�rt'. 1 b 1 YK 13.44 61 4— Fa T &&7, tif- � r SveG 1re� Ctc ire, .e� a 4� �G tlo � Lam• - I�-i;, �k = �•..g ; Ke = 1e. Ftp. Y� (oc-t A ele-Ia. = 13.L4 t_ zt �� lj kV' oc�( �., �u`k1�;� FIer..kn-� ef-el. .t-. -sVsTEM _1"9LA.404_ Spaar+c� z - Gos/6''a / s370kgg wind criteria: 70mph, exposure g )ind pressure = 8. 40 psf applied wind load = 1 . 7':� lb/in buckel inq stress, Fe.-- = 18033. 84 psi moment due to wind lead, Mwl = 97'2. 73 lb-in bending stress, fb = :'j45.44 psi p = 3189. 00 combined stresses = 1 . 33296 maximum vertical 1 c-ad n = 3-1189. 0C.) l b ,o / sai(:)I;gg wind cr i ter ia: A)mph, exposure )_ wind pressure = 14. 4(.) psf applied wind lead = : . u6 lb/in buckeling stress, Fec = psi moment due to wind lead, Mwl = 1667. 54 lb--in bending stress, fb = 504'=I. 3,� psi p = 1537. 00 combined stresses = 1 . 32' 6 maximum vertical load p = 25 7. uu lbw. / s37OIcgg wind criteria: 80mph, exposure b wind pressure = 1C). '32 p s f applied wind load = 2. 32 lb/ in buckeling stress, Fec = lEiu33. 84 psi moment due to wind load, Mwl = 1A264. 55 lb--in bending stress, fb = 382'J. 07 psi E = 895. U�i combined stresses maximum vertical lead p / s3701.'-Qq wind criteria: d(--)mph, exposure )_ wind nressure = 18. 72 psi applied wind load = 3. 98 lb/in f buckel inq stress • Fe._ = 18033. 8.1 psi moment due to wind load, Mwl = 2167.80 lb-in ending stress, fb = 6564. ' psi p = 2148. 00 combined stresses = 1 . x298 maximum vertical lead p = 2148. 0u lb SYSTEM 370F; Gu- ----------------------------------------------------------------- Mul 1 ion Lenqth, L = S' - 6" Mul 1 icm Spacing, S = <' - 6 t)\b" 2.5521 TABLE OF ALLOWABLE kOOF LOAD ON MULLIONS (-;t ST, ----------------------------------------- MAX VERTICAL LOAD UNDEk COMHINED HENDINV ---------------------------------------- 318':1; 2148: ------------------------------------------ WIND LUHUS 7VMF-'H 7UMF-'H 8uMF-'H OvM1=•H WIDTH OF UNIT EXP e E:XN L. EXP N EXF-' C ----- 81 - 1 7\ 16" U. 12u 3uJ. 78 : X44. bb; 27'j. 41 <UI. 31 ----------------------------------------------------------------- 10' - 8 1\ 16" 10. 67 : Z34. lb ; 186. 3u: 212. 191 1557. 731 13' - 2 11\ 16 1 13.«_ : 188. '=lU : 150.35: 171 .56 : 127.291 15' - 9 5\ 16 : 15. 78 : 15H. 41 : 126. ()A2'; 143.81 : 106. 70: FILE: 37QIJ 1 i / s37ukgg wind criteria: 70mph, exposure b oind pressure = 8.40 psf applied wind load = lb/in buckel inq stress, F ec psi moment due to wind load, Mwl = 14;;1 . : lb-in bendinq stress, fb = psi p = 2741 .00 combined stresses = maximum vertical lead p = 741 . 00 lb / s370kaa wind criteria: 70mph, e.aposure G wind pressure = 14.40 psf ,-applied wind load = 4.t1 lb/in buckeling stress, Fec = 18033. 64 psi moment due to wind load, Mwl = '2453. 65 lb-in bendinq stress, fb = 74 '3.66 psi P = 1945.00 combined stresses = 1 . 32'38 maximum vertical ] c,ad p = 1945. 00 lb / s;70kaq wind criteria: Bumph, e";posurE_ b wind pressure psf applied wind load = �. 4 lb/ in buckeling stress, Fec = psi moment due to wind load, Mwl = 186u. bb lb-in bending stress, fb = 5b34. 1u psi p = 2281 .00 combined stresses = 1. 32' 7 maximum vertical lead p lb / s3701,QQ wind criteria: b0 nph, exposure L. wind pressure - 18. 72 psf applied wind load = 5. 86 lb/ in buckel inq stress, Fey_ = 18(:).3j. 84 psi -ment due to wind load, Mwl = 318':J. 74 lb-in uendinq stress. fb = '-:1658. 5b psi p = 1470. 00 combined stresses = 1 . 395 maximum vertical lead p = 147(:). U0 lb 1 s s SYSTEM 37OK 131.3 ------------------------------------------------------------------ MUllion Length, L = ti' - L" Mullion Spacing, b 4.91583 TABLE OF ALLOWABLE HOOF LOAD ON MULLIONS ----------------------------------------- MAX VERTICAL LOAD UNDER COMBINED BENUING ---------------------------------------- .-.741 : 11945: X381 : 147(_): ------------------------------------------ WIND LOADS 70NPH 7(.)MF'H BOMPH 8�1MF'H WIDTH OF" UNIT EXP B EXF' C EXF' B EXP C H' --1 7\ 16" : B. 1 1 112'/. JH : 15b. 1 / : ':Jb.42: 101 --a 1\ 16-- - 1 1(.). 6/ 1 136. 7':j ; /. 11/ 1 118.8J 1 3. .:b l ----------------------------- 131' - 1 1\ t b' : 1. . « : 1 1U. .:':1 : /8. 3--l : 1:1J. b'i : t'3. X111 151 - 9 5\ 16" : 15. /ti i '102. b4 : bb. bb: 8(-). 38; 49.63' : -------------------------------------------------------------------- FILE: 37UI:i�G � 1 k. 6-6 / al _6005 allowable stresses for section 5W-2674b: H-Ghannel nodel 370E:dh — }•�.•s L = 62. 625V Lb = 26. b = 0.662( t - 0. 0500 rx = 1 . 230.)1 ry - 0. 3651 basic axial compressive streocith allowable stress for spec 447: user on L/r.,,. = 67. 17 Fa = 11 .3(_) compressive strength with Jc-cal tlanUe buck:linq al lowable stress for spec_ ftd: based on b/t = 13. 24 Fa = 11 . 4 flexural strength based on extreme fiber in compression allowable stress for spe,. #11 : based on Lb/ry = 71 . 21 Fb = 15. 07 flexural strength with local flange buCklina allowable stress for spec #15: based on b/t = 13. 2x# Fb = 13. 82 f1er.ural strength with local web buckling alIowable, stress for spec_ #ltd: based on h/t = b8.uo Fb = 24. 84 / s370kdh wind criteria: 70mph, eXposure b rind pressure = 8. 4U psf applied wind load = 1 . 7':o lb/in buckeling stress, Fec = 11506. 76 psi moment due to wind load, Mwl = 15-4. 50 lb-in bending stress, fb = 4616. :.1 psi P = 2107.00 combined stresses = 1 .32­:�7 maximum vertical load p lb / s370icdh wind criteria: A)mph, eY:p-_-,sure L: wind pressure = 14. 4Cr psf applied wind load = 3.Ob lb/in buckeling stress, Fec = 11;POb. 7b psi moment due to wind load, Mwl = 2613.44 lb--in bending stress, fb = psi P = 1458. 00 combined stresses = 1 . 32'-_07 maximum vertical load p = 1458. 00 lb / s37fikdh wind criteria: Bumph, exposure b wind pressure = 10. 92 psf applied wind 'load = 2.32 lb/in buckeling stress, Fec = 11;,u6. 7b psi moment due to wind load, Mwl = 1'=fd1 . 8b lb-in bending stress, fb = 6()ll1 . 07 psi p = 1814.00 combined stresses = maximum vertical lead p = 1tl14.0ir lb / s37(')kdh wind criteria: 81)mph, eXposure L wind pressure = 18. 72 psf applied wind load = lb/in bUCkelinq stress, Fec = 11:;06. 76 psi moment due tc. wirid lead, Iliwl = 33' 7. 47 lb-in bendinq stress, fb = 10287. 5:; psi p = 1070. 00 combined stresses = 1 . 3298 maximum vertical lead p lb SYSTEM 3-/Q :. DH Mulli .n Lenyth, L = b' - 1(.) t)/8" Mullion Spacing, b b 5\b" ... JJ2 l TAFLL_ OF ALLOWANLE ROUE- LUAD ON MULLIONS T,� t TL ------------------------------------------ MAX VERTICAL LOAD UNDEIh, COMBINLD BENDING ------------------------------------------ 2107 1 1458: 1814 : 1070 to ---------------------------------------- WIND LOADS 7UMPH 7C)MF'H H(.)MF'H b()MF'H WIDTH OF UNIT EXP b EXP C EXP b EXP C B. 1�U : A..)- ( . 35 : 14)). 7. : 175.08 : 103. 27 : 1()' — 8 1\ 16" : 1(-).E'.7 : 1 4. 7._: 10/.(-)7 : 133. 21 : 78. 57 : :3' - � 11\ 16 : 13. Hb. 4U : 107. 50: 63.41 : -------------------------------------------------------------------- 15' - 13 5\ I6" ; 15. 78 ; 1(-)4. bb; I: . -4--l' ; 11 : J3. 1J : ------------------------------------------------------------------- FILE: 37(A..DH 1 ___`��r_�1 _��v�-ter+• - -- / s370kdh wind criteria: 70mph, exposure b +ind pressure psf applied wind load _ .b3 lb/ in nuckelinq stress, Fec = llbub. 7b psi moment due to wind load, Mwl = ' 43. 18 lb-in 3endinq stress, fb = 67'�3. 3b psi p = 1661 .00 combined stresses = 1 . 3'297 maximum vertical load p lb / s3 70kdh wind criteria: 7i)mph, exposure G wind pressure = 14. 4 ! psf applied wind load = 4.51 lb/in buckeling stress, Fec = lldub. 7b psi woment due to wind load, Mwl = 3645.45 lb-in benuing stress, fb = llb44. (:)tj psi p = 867.00 combined stresses = 1 . 3-'J4 maximum vertical lead p lb / s370kdh wind criteria: 80mph, exposure h wind pressure = 10. 92 psf applied wind load = 3.4 lb/in buckelinsi stress, Fec = 11506. 76 psi moment due to wind lead, Mwl = : 316. 13 lb-in bending stress, fb = 8830.►?7 psi p = 1302.00 combined stresses = 1 . 32'35 mAximum vertical load p = 13:2. 00 lb / s37(')I::dh wind criteria: Sumph, e.',.pcIsure L. wind pressure = 18. 72 psf applied wind lead = �j. H6 lb/ in buckeling stress, Fec = 11b0b. 7b psi moment due tc, wind load, Mwl = lb-in bending stress, fb = 1;D137. b psi P = 394. 00 combined stresses = maximum vertical lead p = 3'j-4. U0 lb SYSTEM 37( , DH -------------------------------------------------------------------- Mullion Length, L 5/8" Mullion Spacing, S 4. ' 583 YFalSLE Uh ALLL.IWHLILL kUUh LUHU UN MULLIONS h1HX VEk,''T I CAL LUHU UNUEk' L.OME+I NE D BEND I NlU ------------------------------------------ 1 bb 1 : Hb/ : l J(-);: : j94 ; ------------------------------------------- WIND LOAL)S 7i!11PH 7()MF'H 8i IMF'H BOMPH WIDTH OF UNIT EXF-' b EXP C: EXP Et EXP C. - ------- 81 - 1 7\ 16 B. 1::U i 108. 135 : J6. 87 i 85. 40: 225.84 i lo' -_8 1\ 16"-- 11) . 67 ; 766 � �' 131 - 11\ 16" : 15. 66. 1:1(-.) ; 34. 9--,: 52'. 44 : 15. 87 : ------------------------------------------------------------------ 15' - 9 b\ 16" i 15. 78 i S6. UH : 43.':)6 : 13. 301 f ILE: 37Ci1,DH SE.k-Ml ~ALUMINVI SHAPE Std-267e5 (inches, degrpec) 1 A= .3274 It Xc= .9152642 1 Yc= 1.5 ix= .4953756 SD= .3382504 St= .338Z504 Y� ly= 4.364532E-02 1 S1= 4.768663E-82 Sr= 5.5G888ZE-flZ lxy= 2.30926BE-00 7t X lz= .5390289 ' X= 2.728334E-64 Axp=-3.829191E-06 I xp= .495;474 I I Shp= .336356y 1� Str= MUSH I� Iyp- 4.3HSRE-02 Slp= 4.48603E-01. !� Srp= 5.56888iE-62 r1 i I � � ef,'� � ------- �,c{•� �13 nl,�,� ..JC..�C_ ..Xl� .— .MG.�1par b"Kel !h l.. dfrecJti�rl (_ - 1�}",�2r- l- - �F,.^:1�"' of <�t•�c7i� „-r.-^����^ L �(�.� > (,G• �� = 8,col� �.tij -4--- �a �TT lY 7. -{, n• Drj I� = t b. Z4 r� s _ le___l,oc.a�C. (ln.Nr�� I��LrI!��._eb ..�lcx ,y eAo'n'`e = 13. of- -t,. D.n51h = sa y 7-4.64 kA Four Seasons Series 230 Patio Enclosure FILE : 2 3 0 - c o m 3 . m c d Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load . GEOMETRY : L 94 . 625 . . . total length of compression member Lb 57. 0 . . . unbraced length of compression member T r i b : - 3 . 8958 . . . mullien spacing of 3 10 3/4" MEMBER PROPERTIES : S : = 0 . 3303 A 0 . 3274 r 1 . 23 nu 1 .92 ALLOWABLE STRESSES : E 10100000 2 E Fa 8620 Fec t Fec = 24175 . 775 F : = 18470 2 Lb nu rx LOADS : Ce 1 . 2 Cq 1 . 2 qs 17 . 0 . 75 . I 1 . 0 . . . Based on 80mph Exp C P w I Ce ' Cq • gs l Pwl = 18 . 36 T r i b Wwl PwI Wl = 5 . 961 12 2_ L Mwl WwI — Mwl = 6671 . 291 8 Mwl f f = 20197 . 672 S P 1 Guess value Given P fa — p > 0 . . . P is a positive number A fa f — , -- -- = 1 . 3 3 Fa f aFb 1 - ec result Find( P ) resin : 471 . 74'3 Table of max . allowable roof loads on vertical mullions Under load combination : OL + 1 /2 LL + WL . Values are in PSF . i 0 5 OL 3 W W is unit width i 8 10 12 14 16 18 result Pll 2 3 2 W Pll i W Tr ib i i i 8 54 . 545 10 42 . 436 12 34 . 363 14 28 . 597 16 24 . 273 18 20 . 909 C o n c I u s i o r section is adequate for a wind pressure based on 80mph Exp C combined with ttie Live Loads given in the table above . � 7 Four Seasons Series 230 Patio Enclosure FILE : 2 3 0 - c o m 3 .m c d Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load . GEOMETRY : L 94 . 625 . . . total length of compression member Lb 57 . 0 . . . unbraced length of compression member T r i b = 3 . 8958 . . . mullien spacing of 3 10 3/4 " MEMBER PROPERTIES : S 0 . 3303 A 0 . 3274 1 x 1 . 23 nu 1 . 92 ALLOl1A8LE STRESSES : E : = 10100000 2 E fe 8620 Fec = t • Fec 24175 . 775 F 18470 2 [L b nu rx LOADS : Ce 1 . 2 C 1 . 2 q 13 . 0 . 75 1 1 . 0 . . . based on 7 0 m p h Exp C P w I e • Cq • gs I P w 1 = 14 . 04 T r i b YwI PMI ' Wl = 4 . 558 12 2 L M w t llwl --- M w 1 5101 . 575 8 M w I f : _ f = 15445 . 278 S P 1 . . . Guess value Given p fa — p > 0 . . . P is a positive number A fa f — = 1 . 33 Fa [f a Fec result Find( P ) result = 1037. 489 Table of max . allowable rc.of loads on vertical mullions Under Load comoination: DL + 1 /2 LL + WL Values arc in P S F i 0 . . 5 DL 3 W V is unit width i A 10 12 14 16 18 result P 2 3 2 W Pll i W Tr ib i i i 8 _ 127 . 155 10 100 . 524 1_2 82 . 77 14 70088 16 60 . 577 18 53 . 18 Conclusion : section is adequate for a wind pressure based on 70mph Exp C combined with the live loads given in the table above FILE : 2 3 0 - W I N D M C D four S a a s o n s Series 230 Patio Enclosure Calculate the maximum wind load which can be applied to vertical mullien at gable end of solarium . 9 0" max height at ridge GE 011ETRY : L 108 . 0 total length of compression membcr lb : = 57 . 0 . . . unbraced ler.gth of compression member T r i b : - 3 . 6958 . . . mullien spacing of 3 ' 10 3/4" MEMBER PROPERTIES : S : - 0 . 3303 A : = 0 . 3274 r : = 1 . 23 nu : = 1 . 92 ALLOWABLE STRESSES : E 10100000 F : = 18470 LOADS : Ce 1 . 2 C 1 . 2 q 13 0 . 75 1 1 . 0 . . . eased on 7 0 m p h Exp r, P w I Ce • Cq • gs i Pwl = 14 04 T r i b W w I P w I Wl = 4 . 558 12 2 L M w I W w I — Mwl 6645 . 689 8 M w I f f = 20120 . 162 S f = 1 . 089 < 1 . 33 OK F Conclusion : Vertical Mullien is adequate to support a wind load based on 70mph Exposure C for a Patio Enclosure as defined in U 8 C Chapter 49 . JJ W 1 \ < S o O n C ) y N -N ❑ � W . Q z o H = .t1 n vl 'L O Z JJ J W = <p•^V7 W m U Su�O CC � � m V•� W �(W O W,D —_—_ Z or 2 ~ r o m o d`ti •'N ov'� •�N �. •O 1 'P O O O W u W J I 14 N Z W j 1.1 ' du d N T < J AW V d p cl o •S Ot •i•iN N I N f'1 D•05 N 2 a 2 Y�- p� (k Q o p U ocaY 0 � IIW m Z a W j Z�- co n n W J O � F- 00 X Q �� tr �Q o vv G < a ''Ell LII W yUl , 1G W II v SECTION PF'OF-'EKf1ES with GRAPHICS C)1-01-19d0 ALUMINUM SHAPE SW- 6745 Units: inches, decrees Rectanale Data Number base He1aht X-Cc-rner Y-i_corner Angle i tj iI it 3 1 .611 J . (.)b 1) IJ 4 tfj Section data is Stared on file: SW �Gi4b. L/Al Section Property ValUe5 Area = . 374 X-Centroid = 15�b42 Y-CentrcIid = 1 . , Outer fiber - x left Outer fiber - x right = . 7837358 Outer f iber - y bot tc-m = 1 . , Outer fiber - y t i.-..p = 1 . b Moment of inertia x-axis = . 4953756 Section modulus - bottom = . 3302504 -- Section 3302504 -- Section modulus - top = .3302504 Moment of inertia y-axis = 4. 364532'E- 1 i Section me Ddu i us - left = 4. 7686(.)3E-(-.)2 Section modulus - r i qht = 5. 56888'E-1_)2 M•iment of inert is I xy = Z.3fi8b8E-Od Radius of gyration x-axis = 1. t�00E5 Radius of gyratic^ y-axis = .36:,1148 Moment c i f inertia z-axis = . 53'=0020'-� Radius 0f gyration axis = 1IU'j Torsion constant K _ �. 7<H::3'4E-U4 Angle of principal axis Outer fiber - .,.p lett = .'3152b43 Outer fiber - xp right = . 78:s7jt�8 Outer fiber - yp b,:.ttc.m = i . 5 Outer fiber - yp top = 1 .ti Moment of inertia prin,_ ipaI x-ax1s /bb Se-:ti----n modulus - bottom = . 330:t) 4 Section modulus - top = . rJ'3Q25()4 Moment of inertia principal y-axis = 4. F,4t�;:;2E-uc Section mc.dulus - left == 4. 768603E-(.) Section modUIu5 - right = 5. 568881E-02 Radius Of gyration principal x-a.xis = 1 . 230(:)65 Rad1U5 c-f gyration principal y-axis = .3651148 ALUMINUM SHAPE ?TSL SLIDES - SILL ( inches, degrees) ii V .3272075 Xc= .4121963 �I Yc= 1.325174 lx= .1718498 I ' SL= .1290772 St= .1231"502 1 y= 5.666739E--OZ �Y S1= .1374767 Sr= 6.016901E-02 Ixy=-8.573389E-03 Z Xp lz= .2277172 X= 4.328882E-04 Axp= 4.26279 lxp= .1716489 Shp= .1325826 Stp= .1240126 Iyp= 5.602035E--02 Sip= .1099549 Srp= 6.192806E-02 J f> HYYTINEN ENGINEERING SHEET NO yIJ OF 7 _ 3400 Kauai Court Suite #108 1._I,y RENO, NEVADA 89509 CALCULATED BY DATr_ Phone (702) 826.3019 CHECKED BY __ DATE Fax (702) 826-3076 SCALE , t�r11L4 Tj4m_� Nl I.1tY-!yr��_s.-- V.C'!,�.11/.C� � •�1 r�� S� nCk -5��.._ _ ......�....._._�._.... � ..._.�..__...�-.. «. «.... I , •._..- Au.owP.r•Lr s#r.�.�+� ' � I...._..i_. .......-1._.. I ._ � .__.i._._l_... .._. .... �k:..._ _...�. . _ 35 44 M ! w 37 I f in 7— • . - , -- , �._x._ 137Itt�arr f, c i. z.>^�_� V4t_� _�..�t ' b -" ._�.�' _�? I'o_c.�?-M..�_= B tr 3I in _ OP I�/fl1 0 _� . IL� _ V 9 `'V(c c!a,TPMT wt a.T�4 I .._ 3 fl k. t.'.41• ',1_...�.�KIJ!o _����G..1(. = I.2 .�. .._. ara -I-TWa+�'vtAR, Vo �-tcrr✓ k _}Sol _ __ _ __;..._ . ........... , 1Q�l�jr�-. _ . ''j.'�•-- .... I .._1.:.. ' _..1.._ C441 .4' L I 1----� >vsTPIN, __..___...._. F...........!._.._.._.}-. IJT Y. ,.11,�G t�/�:, `$M e �.1 P.�l,_ s'Fr7►Jr, o .._._..........+.._.....�_..__'._.b1�6 Ero_oN c,t! ^P, �ru7lo �t•c�.�?s �� _ ' h ff j I , - --- p o F C:,zzzzz �� p pVi 0 00 111 UI0000^ uppu N N N O . n�m3.paaa O ,J N'� O O Cl()---I -I A O 0 A y A 00 nSobo�io N-A F70,.1770 U I I O f(A O ^N.. OO � vvv Am �O 1 t. �� v JO • U p O '-V7 O N o,'O -.gym O O rrl O Int O in o O N 1 07 O O y U -R' Coo cn o _ _ 10 O zI --'o I Coov -�> I D T �m 1n o cn 1—I o �} m cpm �r �\ Mm —FT -,^ > Y IN o p o D m IM I p p u o o < [T1 m I cOn p O KC— I'^ N —1 0 a C) r--� Irq Cl CD = I I m 0'-- L------------j N '' I� z n y L u N O VI J I V N N N r z o p w p C' T Coo It T I m — N O o --�� _ m A _ u lfl ca u Q n � -�- �� N O I O U LP 1.n O •p N �� (7 n t7 N O m O O 10 N O U C r N 4 U j - A {/� Ll } _ fOt I A " vl I I ICA L N F= C! Ln r _ O to rn <r Ll r O 1 C7 A d Ln YU A IJ O -- CJ (,fl < p p � 10 I- C)0 N 4 4 p lG^Y 'nN 71n ONlsv IU14 with 111*,'H11Hl1-*5 ALUMINUM SHFAF*E /''1'73L 3 bLIDEN !31 LL Units: incries, deurees Rectanale Data Number base HeightQ r F I L-r Y-L.:.:,r n e r Anal P (.)b4 4(-)b Q 065 68L . 734 5 C)i5 . 734 6 7:3b-i !)6J 09 7 b . 734 0 7 5-, (.,)FlJ . 834 7961-) 0 6 065 33tD 1 . 17'=1 5 Section data is stored on file: 7TSL. DA1 Section F'roperty Values Area 327.2,()75 X-Centroid . 411'3V3 Y-Centroid = 1 . :r;215174 Outer f iber lett = . 41•::1'36 Outer f fiber riaht Outer fiber y batter = 1 2.1 Ij 1 74 Outer fiber y t ---p = -'-'6 --'to Moment of inertia x-axis = Section modulus - bottom = Section mc-dUILIS - top Moment :of inertia y-axis f-bb Section modulus - left 13/4/67 Secti-n modulus - right = 6 1 6'3(.-)I E-C-)2 Moment o f inertia Ixy = -8. b73-289E-03 Radius ---f ayratic-n x-axis = 7 3()1'--) Radius of gyration y-a.xis = 416154'j Moment of inertia z-axis = . 2277172 Radius of gyration z-axis = . 8342,31 Torsion constant 11 = 4. 328882E-04 Angle of principal axis = 4. 2627'3 Outer fiber - -.v.p left = . 5095577 Outer fiber - xp right . ,304721'29 Outer f iber - yp bi.-.,ttctm = 1 . -'34'358 Outer fiber - yp top = 1 . 384447 Moment cot inertia principal . 1716899 Section modulus - bc-ttom 1 b 8-.1 b Section m,-,dL(ILIS - t C-P Moment of inertia principal y-a.xis = t). (.)bjt)E-02 Ser-,tion modulus left = I 4'J Section medal us riqht = 6. Radius :,I avration Principal 24 to HL; kadiLIS of gyration principal y-ay. is; -4 1 ALUMINUM SHAPE SU-26792 RACEWAY H ( inches, degrees) A= .558395 Xv 1.232162 Yc= 1.1S1087 Ix= .6768849 Sb= .sGG9004 i St_ .3647784 II it ly .770099, S1= .4417831 Sr= .4383439 Y lxy=-7.966819E-03 lz= 1.446104 K= 5.49827E-94 Z Xp Axp=-4.271184 Ixp= .6754771 Shp= .528782 Stp= .3422835 lyp= .7796271 SIP= .4107074 Srp= .4218517 -- / al E�()05 allowable stresses for section H nodel 3700 DH L = b .6.25O Lb = -26. b = 0. 511O h = 2.'3()01() w = 0. O55U t, = 0. 0500) r r, = 1 . 1003 ry = 1 . 1744 rmin = 1 . 1003 basic axial compressive strength allowable stress for spec #7: based cin L/rmin = 7ti. 0'3 Fa = 3. 04 compressive strength with local flange bucI:lina al I c-wable stress for spe-_ 03: based cin bit f = 1(_). ' � Fa = 15. x)- flexural strength based on extreme fiber in compression allowable stress fcrr spe._ #11 : based i_.n Lbiry = <<. 14 b flexural strength with local flange buckling allowable stress for spec #1 ,: based cin b/tf = 1O.' c Fb = 17. 91 flexural strencath with local web buckling allowable stress for spec #16: based on h/tw = 5'.:'. 73 Fb = 26. 2E allowable stresses tor�r section 5W-267'32: I A)-EWI)Y H nodel 3701: ).-3'V L = 66. Lb = 3. 375(.-) b = 0. 511(.) h - 2.900)'1 t w = U. Q5;j1) t f r ry = 1. 1744 rmin = 1 . 1003 basic axial compressive strength allowable stress for spec 447: based on L/rmin = to'J. Jd Fa = 12. 64 compressive strencith with local tiAnge bucl:.linq allowable stress for spec #ti: based on b/tf = 1 .). Fa = fIe.,•:ural strength based on extreme fiber in ccimpression allowable stress f ,r spec #11 : based on Lb/ry r-b = 11 . QC) flexural strength with local flange buckling allowable stress for spec #15: based on b/tf = lu. ' Fb = 17. 91 f1eYural strength with local web buckling allowable stress for spec #la: based on h/tw = 5*. 7 Fb - 26. -6 al 6 allowable stresses for sec t i -n 5W-2`6792: PAI LW(4Y H iadel '700 L = 83. Lb = -24. -5�iC i b = C). 51117 t w = C). 0551_) r X = 1 . 1()C), r y = 1 . 1 /44 r m i n = 1 . 1U1.) basic axial compressive strength allowable stress fcrspec UY: based on L/rmtr) _ %x.44 Fa compressive sit renuth with 1oca1 flange bucklinu allowable stress for spec. #b: based on bitf = 1k_). 'L,.,Lo Fa = 15. 03 f1 er,ural strength based on e•,:treme f iber in compression al 1 owab 1 e st r ess f ,r spec #1 1 : based cm Lb/r y = 2U. 65 1 b = 1 flexural strenqth with local flange buc1:11nq allowable stress for spec #15: based on b/tt = 1Q. 22 f b = 17.91 flexural strength with local web bLIC k:lina allowable stress for spec #lid: based on hitw Fb - 2b. '2,6 y�. S sYST�-► z��k � � h / s3701:gq Mvu ipN Ae-+'(j mind criteria: bOmph, exprisure G find pressure 18.72 psf applied wind lead == 3.u/ ib/in buck:l Lna stress. Fec psi moment due to wind lead. illwl = :�3�1Q.38 lb—in bendinq stress, fb = *:014-1- 87 psi p = l E17.UU combined st r esries = max)mum vertical ! cad p = < 1 d 7.llll Ib ��vmM�w� sL,aP1 syl— z1�g74•� u�•�II 4r_ rcilacc� ,..,,�., /l�v.+.ryt v.� ShC �W - LV���, I Ik �IGe {y�e..� Wr'I•l.J 13 For s`(71 »k vI/ w,,�Il+h l�nUrirJ 0.1 I►Ih." o. r,-Na R w �,1 lo.�.� ��SG� er .3.'�w�,h w•-� /*`.�C�. G, `11i� /'Itn X„ �f GJ�1 Ct•� Ie� -jar �w Gln SI,.r.�C 1> 4L ie+uo��'• ' 5L!-2Co�Q-5 ' cWga�a>~•1� F'I-vz 1(p'�• �� <_Ll �- �� oat. --fy?r, o.:, 5�,,., ,o�. r d..n � i��cr�l.eN,elt..� , No �r f�.�. G.�,2.c�1� •/IS n.�E,� V-�-rtiaI� -�-» .".�`�S�.tN��,.ic. <�r,t,.-�t, •�._._. — oj O w v7 C J � �V7o U CT ) 0- n Oa u mn � H Q -�, z> O �fV Qn \I � r w �f J WLi N T � t •- 7 n ` ' O. Li 3 ti a �TF cc w W G a. d: 2 1 i- �I -•I O �i •I U Z 1 fi Nl..pt-�. O GA W _ G O U ,fl 1.1 Lj W G_ � G 1� 7 ♦11(7 �� 0 r- I /_ N W I c O w Y C V) Qi v 0 0 - / CW 1 J Q V7 J Q in Q W nj O o n n W Q u o a N _ cc kz 0 0 CE o >< 0 O •i ■ IY o a �-c/ N —• :T 0 0 0 ET "o U / cCOc W V7 r N N W O:N Fn N N y< O" O n n u7 Dw / r v p Nn W E7 W n In m a - �c s � � uG O Of J� fl u� n I U SECTION F*,C)F'Ek.'TlEb with 6f-.'HF'H11-:6 ALUMINUM SHAF-'E 8W--' 'b73:2 : F.'.A'--'EW(-Vf H Units: inches, degrees Rectangle Data Number base Height Y-earner AnQ I e .511 Otj . 511 .055 1 1 L. 95 )55 . 055 055 0,35 2. 4-::31 05b 5 2.478 .055 (1 6 . 5 05 5 7 .5 05 2'.478 C.) Q Section data 15 sitc,red on file: DA'F Section Property Values Area = .558:3'35 X-Centroid = 1 . 23''2162 Y-Centroid = 1 . 151800 Outer fiber - x left = 1 . 743162 Outer fiber - x right = 1 . 7 bbb'�B Outer fiber - y bottom = 1 . 1b18()/ Outer fiber - y top = 1 .bb3 VJ4 Moment of inertia x-axis = Section modulus - bottom = 586'3()84 Section modulus - top = .2641/04 Moment of inertia y-axis = . Section modulus - left = .4417W;�l Section modulus - right = .4383439 Moment of inertia IY.Y = Radius of gyration x-axis = 1. Radius of gyration y-axis = 1 . 174364 Moment of inertia z-axis = 1 . 446104 Radius of gyration z-axis = 1 .60'9271 Torsion constant K = 5. 498217E-04 Angle of principal axis = --4. 271184 Outer fiber - x13 left = 1 . 876'21.41 Outer fiber - xc) right = A . 82'677: Outer fiber - yp bottom = 1 . -'77614 Outer fiber - yp top = ? . ':073zi0b Moment of inertia principal x-axis = . 67�j4771 Section modulus - bottom 5 2 8 7(G".' Sef7tion modulus - top = Moment of inertia principal y-axis Section MOdUiLIS - left = .41(-)7(-)74 Section modulus - right = . 4�l8b1 / F'adius of gyration principal x-axis = 1 . Radius Ot gyration principal Y-axis = 1 . 17476(.:j JOB r-c r•�+ .QG• ...r1 ,�__.�. �r .l. 1. HYYTINEN ENGINEERING SHEET NOVF- 3400 Kauai Court Suite #108 CALCULATED OV_ MIS! _ DATE RENO, NEVADA 89509 Phone (702) 826-3019 CHECKEu BY DATE Fax (702) 826.3076 — SCALE goV_IPC 37Ff�}� ���flfY�� Cw�YRe�, mA}Z i . ..j... 1_ L.._... -� _ , ----�+——� i — — I ...........i..._.....' . ...�..., +_.... ...__, . .. In' 03�(+ 1N+ + _ ... j ..... _«.i..._ _._ .... !. : I x•73 — L..� �' � L �° �k• y ��.3 , k4t. IF _ : I , _ i 1 r { ,� '� C�+ � I � _. �},�, J`� P�t'-n� � O.(�E��.4�n}..J t•__. '._� ,f h __...1._-..M ... , _ I ..... 4.1, . t4 iM �o`l'� L...,..!.. _ .._..J...... _. i . -... ...._.._ l�s _.___...._ �. 4 ..__. ' _...1.. ;......__� WINDLoAG� ..... z4 F r _.. a At I I ( y t WL 1 I,...._.7. I f I cctlr�Si�N � SGcrt"* 15,J-bsr�At�-rb S�;;Ti4�N r�nx 1 1 . 1't7V .._..:.. ! a. I 1 t ' i. I. ALIAIIMM SHAPE 7C9 CENTER ud ( inches, degrees) A= .2999706 1 Xc= .4744399 f Yc= .0687389 Ix= .0778867 I Sb= 9.83952' -02 St= .87671.27 I �_ 19= 3.K6571E;-N2 _ SI= 8.335456E-62 Sr= '1.3R7727C-82 Ixy--1..952876E-gZ 1 z= . 117:-1774 I xl. X= 3.846657%-03 + ' it I Axp= 7.2.8Hl61 I I Ixp= 8.641687E;-V I I I Sbp= 8.592546E-62 Stp- 7.884JUL-U 1L I9p= 3.135553E-g? j SIP= .049,11Z II Srp= 4.861683E-62 i 1 ASTRO DIE NO. 4570 m O Z _ s o � lir w Ll x u N l.J O N a d 0 I to o n p r. m r o c N Z o � � �w u a o � „ Z 11 p W o !, I � -I o o u u J � N O U p ® m N G N z LL .�LL Ln b yQWr ¢ " f O a o - 0 0, W n rn Q r ry T 4 N ml L, o d e Cl O p O / C o o I j/ o C) - ul - ~ p C I O ¢� if x J t LL �— �n o Lr, v -vy ;!` �— o W N N I O O N O w m er------------� , m Wo W `a ��., v'I NJ C �— I n..i.ni.Wl•- V SUN O o I <L I aed��oitF� � +- N-•r1N�7 ICI I r -'C=.--L-_"� N('1•D N K u -------- u_uu_uuuc n q N OOODONII, 9 a zzz?z� , SEC TION F,F,,UF'Ef-.TIES with GRAPHICS 01-01-19HO ALUMINUM SHARE 7C:B : C-.,ENTEF: BAR Units: inches, degrees Rectangle Data Number Base Height X-I-or ner Y-Cor ner Angle . 06 . 5 o72 1 . 37t- .062 1 .01 C) .36b 43b Qt5 .Z�65 Q 5 . 51 b Q Q 6 .(,.)5 1 .824 .,jib (j 7 782 (xQ 8 636 . 06 . 1 6 .4a 1 . 2b (1 10 .53 06:21 .48 1 . 1813 11 .06< VJtj .':14b . ild.: 4b Section data is stored on filet 7L.B.DAr Section Property Values Area = . 2'999 786 X-Centres-lid - .47443' Y-C.1-ant ri--,id 8607389 Out tir fiber x left 474439,:1 Outer fiber x right = . 53556 Outer fiber y bo t t m = . 860738'3 Oute, fiber y t.-,p = 1 .014261 Momeiit of inertia x-a.xis = . 0778(.')67 Sect on modulus - bottom 9.03'3523E-02 Section modulus - top = 0767127 Moment of inertia y-axis = 3.'j 5 b 5 7 1 E-0 2 Secti,:tn m,:,dulus - lef t = 8. Section modulus - right = -i 8 E-(Yce Moment of inertia Ixy = RadiLIS of gyration X-axis = b C.).:j 2 8 73 Radius of gyration y-a.xis - 61:1117 3 7 Moment of inertia z-axis 731/24 Radius Q f gyration z-axis = . 615:515"' Tclrsior, constant t, = 2. W468t57E-(.)3 Angle -:-" principal axis = 2-'.d 1 Outer fiber - xp left b�-':14877 Outer f. ber - Y.p r ight Outer f : ber - yp bottom = I . 00102' Outer I iopr - yp top = 1 090961 Moment of inertia principal x-axis 8. 601687E-02 Sect i on -,is--,dulLtS - bottom = B. 59284LE-02 Section nodulus - top = 7. 88-45(.-)7E-(.'Q" Moment o ' inert is principal y--a:..is Jb553E--02 Section nodUILIS - left 0498112 Section (r,:idUlUS - right = 4.861683E-'.)2 Radius of gyration principal x-axis = . 5354842 Radius of gyration principal y-axis = . 3233047 JOB ��, \' •a /+• i /��' ` ! - HYYTINEN ENGINEERING SHEET NO. ` �- OF 3400 Kauai Court Suite #108 rl).�% DATE 1� �1�f RENO, NEVADA 89509 CALCULATED BY ---- Phone (702) 826-3019 CHECKED BY DATE___ Fax (702) 826.3076 SCALE mi S 1' a tzg, �K.r L- � � i f fci7':1'T Z n F tic_ cs_ }!._._1.."?p � 3 F" a Yip ...1I...._..�....... 1 I I ALtJewaerxt I . --�- a._! •o A (2�w�(r.. tr ; S I ,-.ct •,5 M� I1 _. i..._.. . . I -Lo' � I { ; �.. i f I I ! �iLY{C i ' I wl Mji t4c tlykc�_ I I i I f I u1pTF1 � � I � I � I I i i �__-�---- ¢' IIB � ' __ib�, ,__l�1��r Ne p�►1._,SueTRhex!'.'t?. .. i_..._ _ J ..__.�.__ 1c 94.E �._. �._ a _..., .._ ., .. f ..1... ' _...i I ' l4r ic�'I i i.1- ` l ... I ' I I E JOE HYYTINEN ENGINEERING SHEET NO. or-__Z:—�_ 3400 Kauai Court Suite #108DATE- -y RENO, NEVADA 89509 CALCULATED by 11 Phone (702) 826-3019 CHECKED By DATE Fax (702) 826-3076 SCALE -L-4 .......... 4— ... .........4 ............. A Lux ....... c'-ce' JU. J �f Xg A Ucio-I.A tL41 uo X 1:10 1 H ilk IA i ------L-.-- ------i -7- j -lot-v, .......... .......... _4 T. T ................. .......... ... .... - l�- l SYSTEM 270K' ---------------------------- TABLE OF ALLOWABLE RUOF LUAUS bASE.D UN I`1HXlF1Ul`1 ALLUWr4dLE POINT LOAD ON A SLAB F-'EKSUANI TO L:H(-lF'lLR 4'j OF UN! --------------------------------------------------------- MAX VERTICAL LOAD ON UUNC:RETE SLAB ---------- 7001 F.'OOF LOAD �-' 111E Daus PE=E -�DTAL VERTICAL MULL l ON SPAT=:1 Nb go- BF:&'tt WIDTH OF UNIT 2.55 4.96 ---- �------------ 81- 1 7\ 16" 1 8. 120 i 67.`JB 1 33.78 : ------------------------------- ------------- lot- 8 1\ 16" 1 10.67 1 51 .40; 25.7U: ---------------------------------------------- 131 - v 11\161, 1 13.ii: 1 41 .461 :;O. /41 ----------------------------------------- 151- 9 J\ 1b" i 1:). /8 i .S4. 7/ i 1 /..D;Ji ---------------------------------------- FILE: 37�►F:_1 Four Seasons Series UO Table of Allowable Roof Loads Based on Maximum Allowable Point Load on a Slab Persuant to Charter 49 of the 1988 UBC. Pmax -?500 ...Maxiwun Point Load W ...width of units S-390 ...vertical mullion spacings B P. 10 to.07'1 12 18.462 19 12.051 V.473 16 .4.038 16 1.368 Pia ix Pi-2 (S N. 1 l �JJ JOE HYYTINEN ENGINEERING SHEET NO. • 01- 3400 Court Suite #108 k NEVADA 89509 CALCULATED BY -- '' DATE Phu.m (702) 826-3019 CHECKED BY DATE _Fax (702) 826-3076 SCALE — i f - �phz =11,;f�Tr-lI V7rk L•I•! _ I:: C !•./•.-U ft _.�. i\1-'1��C�,$�2; f C ' t-'r �r,.r.%..,._.,_�_s�•t•t�.�._ _rte.-____-...r.� _.._ .•�r- - / I I P ' i I sw, litI ' f I I I I t 1 _ 3 e �_.,_� �- I .q•z wt ,_..__1__-•�_.. ...._-..I---_.,»_._ a.__.�..._ _....., IIS ._ 1,, ..._ __ ... _.... .. z'1 4 I T: 1.. I , . I r—� F,.t�_ ALLJ"�nt;L� , t I L ..._....I»._ I I TABLE OF POST EMBEDMENT DEPTHS SERIES 370K DH --------------------------------------------------------- DESIGN COEFFICIENTS FOR, NON—GUNS(+44INLI) F'Ub I ----------------------------------------- AVE. HT = 8.:z MAX. LUAU 11 t; tASCl, e14 rt;'-j-TW cT Te. Sl = 4U(.-).Q Li = 1 . 5 H 6.9 Af = .004 ----------------------------------------- kEUUlRED LMHEDMENI DEPTH ------------------------------------------------------- UNIT WIDTHS ------------------------------------------------------ i 8.0 11 .c.) 13. 0 i 16.0 ------------------------------------------------------- WIND LOAD I LOAD DEPTH ; LOAD DEPTH : LOAD DEPTH ', LOAD L)EPTHJ ------------------------------------------------7--------------------------- 70 MPH EXF, b: 8.4 : 130 2.3 1 189 2. 8 1 224 3.0 : 276 3.4: ------------------------------------------------------------------------------ 80 MPH EXP D: 1(.'). 7 : 17b 2.6 1 241 : 285 3.5 1 351 4.0: ---------------------------------------------------------------------------- 70 MPH EXP C: 14.4 ; 236 3. 1 ;j 2 b 3.8 i 384 4.2 1 472 4.81 -------------------------------------------------------------------------------- E30 MPH EXP C:i 18.7 ; 3(.)7- 3. 7- 11 4 2� 4.4 ; 4'J H 4.9 : 613 5.611 ----------------------------------------------------------------------------- I LE: POST—UH -tt- 114e //-3 i //015 1 TABLE OF' POST EMbEDf1L-:N l DE1'T H5 SERIES 370!, Cri; ------------------------------------------------------------- DES I UN i::,DEF-F"I L:I EN'F S FOR: NUN-L:UNb TRA 1 NED R'Cl5 I b --------- -------------------------------- AVE. HT = 7.0 MAX. LOAD - 1 , 3.38 S1 = B = H = b.5 A p _ .004 ------------------------------------------ REQUIRED EMBEDMENT DEPTH ! ------------------------------------------------------- UNIT WIDTHb ! ------------------------------------------------------ 8.0 ! 11 .0 S 13. 0 i 16.0 i ------------------------ --- --------------------------- WIND LOAD ! LOAD DEPTH ! LOAD DEFTH ! LUAD DEPTH i LOAD DEPTH, 70 MPH EXP B! b.4 ! 118 1.'3 S 1E, :. s : 1'31 :.�.5 ! 2,35 2.8! ---------------------------------------------------------------------------- HO MPH EXP b; 10. 7 3 1bt.) ... 2 ! �Ob .b ! 24cI �.'3 ! 3t:10 3.:;! ----------------------------------------------------------------------------- 70 MFH EXP Ci 14.4 ; 2C1:: ::.b 1 277 3. 1 S J:db ::I.5 ! 403 4.01 -------------------------------------------------------•--------------------- 80 MFH EXP i=! 18. 7 ! :.c-6- U 360 j. 7 ! 4:2b 4. 1 1 524 4. 71 FILE: L POSE llat'. !s-�}tg f+c-�U/K--l,aAiy M'('U[I� �"� iHC Col_•�r-�rl FTS 144 wIN4 L-A0 clks F OF U-10, TABLE OF ALLUWAHLE LATERAL LOADS FOR EMHEUEO f-'OSTS SERIES ----------v--- -WITH-T_S__-_-1_/2+-_r._�__1/2 -v.- �7��f: uU << UH Gij UNITS- DH UNITS ------ S 1 AVE HT, ft 1 AVE H1 , ft 7.00 ; 8.20E -------------E i Load, lb E Load, lb i ,a�a.(►U t 1, 115.CwE ------------------------------ ALLUWANLE W1NU FUh:GES ---------------------------- ALLOW f ALLUW 14-DTH OF UNIT 1 LUAU, pSt E LUAU, pSf ----------------- 0 - 1 7\16" E 8. 12(.) 1 98. 28 ; 66.98 f --------------------------------------------------------- 1.01 - .---- ---------------------- 1.0' - 8 1\161, 10.67 f 74.86 E 50.97 1 c , 131 -• --------------------------------------------------------11\ 16"-- --13_-2 -- -----------c--i--- - '--------41. 131 3 34.481 5' •- 9 5\ 16" 1 15.78 50.64 --------------- ---------------------------- ILE: L_370K'Gh 6"Alc JOB -F.1 •i , ,_ _ .� L HYYTINEN ENGINEERING SHEET NO. 3400 Kauai Court Suite #108 RENO, NEVADA 89509 CALCULATED BV i" DATE Phone (702) 826.3019 Fax (702) 826-3076 CHECKED BV,_ DATE ALE .... i ..... .�.. .... _...._ _ Alai- _. es I' o�•;� �1. 1_.l!! cry I Ls I _ ...._��._. L�1+' 'f 4�` � p.�A•^ f 1(f� >'L.l --`M� _ Ire� ... __ _. .«._ _�__`. _ ... .._. ._ ._ .... z — -. fv° _. t.._._. coilGu�Si.«� h l°ykl�'�V�'I JLYx�nl_ tPCS ^r+li,� �,,r+�Y , I �_-- �._.._.�_._._. _. _ . _._ _. ...__.. .. ._... ....... ._..i....._4. �_..__.. ..._.... . .._ _._. _.. .�.... . _ . _l... ...J........1.......... ......._........L...... ( ._..._�.._... ......_..._._. _.�_ _ _ ..... 1 } I j I I I JOB----------------- / /./.� HYYTINEN ENGINEERING SHEET NO. --J1/'� OF 3400 Kauai Court Suite #108 -1 %. DATE is /21. RENO, NEVADA 89509 CALCULATED BV Phone (702) 826.3019 CHECKED By___ DATE Fax (702) 826.3076 SCALE �, r.�,. I r 'ham �a >., t, EWAe-INcl c .... r .. I I i f . i ' I � I i f L_ E -.. 1 j..... ........ (�l �olf�M _OvI�.•1n.XlG,-,�'-�-�'.s't �3 v48 _� __'IEv o 7.33 { � I (o '.?�z2L d { __.. .... __...�.... ;...._..__ _ 1? icy,! ��.t c I�->v-t IF,f (v) f.. ._1...,.. i r _. Tll/ TS .... (�'7.. I, �i C�✓ V�. .... �i :^ _.�............ .._ _. of-.._.I_... _. ...1...........4....... s-Ilii ' �!• r'� -A/JI-yI '/�v 1• Rr7:f f C7. >;. �It CQR�'1� _.. ....1 .... ............ ..... .._ �,•l _ : Sr1.P�1`ivr1 F C.A�'�16 Is LJ' �Z•'�=I 5 ! I JOB HYYTINEN ENGINEERING SHEET NO. C, 3400 Kauai COUrt Suite #108 RENO, NEVADA 89509 CALCULATED DATE- Phone (702) 826-3019 CHECKED BY DATE Fax (702) 826-3076 SCALE DeT-A 16 ............ F................... WST, .......... ......... .............. V ............. -9 x. LAI r)'L '�R--- C. Im C�A Me.t ty tf (.EfjtA&_Tlv-4 L Uj + - ; � .......... .......... L ................ _...J..... _2 ............... ........... .................. ............... _4......... .............. ............. ............. ............. ............ .............- TABLE 017 ALLOWABLE LATE-F:AL LGHDS F OI•:: ' V — BRAG1Ni.3 SE :1 ES 37(.A.'.. +:iii UH )>i , UN l l b UH UNI IS 1 HE=1).3H1 , t t HL 1)oH 1 , t t I i b. A) 'j() : I Lead, lb P-I 1 Loacl. 10 Q ,) 1 24H.()O :,1i), ------------------------------- ALLUWABLE= WIND F ON'.t::ES ------------------------------ ALLOW i ALLOW ; WIDTH OF UNIT I LOAD, psf LOAD, psf 8' — 1 7\ 16" : E3. 1' u ; 2z. 21 ; 36. 41 ------------------------------------------------------------ 1G' - 8 1\ 16" 1 1(. 67 : 16. S'(--) : 27. 7G� ---------------------------------------------------------- 13' — 2, 11 \ 16" 1'.3. 64 ; 151 — 'a 5\ 1611 -------------------------------------------------- FILE: L1 3K1.3u JOB r� P-- SEte i 1C, HYYTINEN ENGINEERING SHEET NO OF 3400 Kauai Court Suite #108 RENO, NEVADA 89509 CALCULATED BY—lill--- DATE Phone (702) 826-3019 Fax (702) 826-3076 CHECKED BY DATE------- SCALr fZ-lVe-.r 4 IVIL- ........ Ar . .......... .............— ................ ........... ._i �-� 17 In ................. ILI Vils 4AL,. GA 1 ,4 C-� CCV4'U c r�t-w�frA L� mr?-y L t e2 i *'v V)ell$ en sc ............... .......... -2- X-4- ........... 4-9�rAvi L- .......... .............. .......... ...... -4 LA ...... ...... ------ I ?-j Y &7l.4f- HYYTINEN ENGINEERING SHEET NO /' Of 5 3400 t(auai Court Suite #108 � _ DATE ��L�r RENO, NEVADA 89509 CALCuu••EDev , Phone (702) 826.3019 Fax (702) 826.3076 CHECHEUBy DATE. SCALE i r' ivy ........... 710 410) 4/o a )J .v i )- h= _ J � , • .Srvtss. tw;,Pt1/�� { _. .... .._.Ir�1��.__ ANG —1II !1 1t ! I1 E a _ lop f ntr.•� ccx%'ten. ��;�`'��� _�"/�� 1 I _ ..._s«N _.. __... , r. _ i e e /. ri 4L �1_ r.." � o i f r� �.t ✓/��� ! TT�'�1' .0/�/ r L Dc/t�T Ll'STi1fUGP� a 1 I , A �... .. � - J 1 I I i I 1 N.rs. r.rr w�a.r.w_.• n„v �.�.. ,. �u...�.r..•.��..a+.0•���rer„v.«,r PROVIDE NEOPRENE SPACER 'BETWEEN ALUMINUM t CONCRETE ATTAc;H FOUR SEASONS BASE PIECE TO CONC. SLAB. w/ (1) 1/4'104' HILTI HI"C ANCHOR AT 116' G.C. ALSO PROVIDE /I) ANCHOR ON EACH SIDE OF VERT. MULLIF' EXISTING NON-E'4GINEERED CONC. SLAB IN GOOD CONDITION. AA ----,�- L 2 MIN. EMBEDMENT. --�� MIN. 2' FROM EDGE OF COMIC. SLAB. STANDARD BASE CONNECTION I DATE: a Ln HYYTINEN PPJJECT: vQ ENGINEERING SU^`-E FOUR SEASONS SOLARIUMS 3 3400 Kauai Court, No. 108 Reno, Nevada 89509 SERIES 230 & 330 UNITS (702) 826-3019 3 " ce ��,'r = ��.z�t.z),ia p:Ex�.e) • asf K� 8�s¢ c�r�arti-C�,. L-AwL 2A, VA --; �. r�aN- s•NylNo�� sfs�.t; fu c�� it C*.assfo? (_Aj4- K.e PQOwC. 6e 1= 111 �514S- CL___ lisp .f r � i • ' "' ��Ov I A, 4?+C IML 2.�"�a4 ih y AL 0'`1453 (�l r 1'. 3(I aJ'! (N L - I.Z��I IN { ._/0.z - �.S�1b tuL \J v� • z.� �'� �.� E - 14- p�; (s:�I ,',.' ) X44 Ilz 'o V, 43a Per ut-Irr. sN Or . TArs SA{zv L-oD `S d?� (�'-. . 1'h�W''� M�la1�N1311 (� C�•�'riLOtl_P,� tn-k-n-LQ StIm,mmry Sheet fc,r Series 330k GG — PATIO ENCLOSURES Allowable live loads contained in these tables ere based on additional design criteria found in chop to.49 of rhe UBC for patio onck sures. if the solarium cannot be classified under the chapter 49 definition, this summary sheet does not apply. Refer to calcule ions and summitry sheets-for room additions. Table of Maximum Vertical Roof Load, psf. ? 2 _ Unit 7 RAFTER TYPE Width 3GB 31IGB 3GB + RS 3HGB + RS 8' 31 31 31 31 10' 23 23 13 23 13' 13 18 18 18 16' 9 13 14 14 'The loads contained in this table represent the most severe wind load condition of 80 mph with Exposure C and a mullion spacing of 4'• 11'a.c. Other wind load cases and mullion spacings can result in higher ellowabla roof load values. However, those higher loads generally do not gover. over a point load on a non-engineered slab. 'Solarium D.L. - 3 psf. Table of /Maximum Lateral wind load, psf. MAXIMUM WIND LOAD: Unit --' Width Post footings: With "X" Bracing With Embeded Posts Allowable Load, psf Allowable load, psf Embed. Diameter, Depth, ft. ft. 8' Pmax. = 22.2 psf Pmax. = 125.2 psf 2.8' 18" 80 mph exp. C 80 mph exp. C 10' Pmax. = 16.9 psf Pmax. = 95.3 psf 3.3' 18" 80 mph exp. C 80 mph exp. C 13' Pmax. = 13.6 psi Pmax. - 76.9 psf 4.0' 18" 80 mph exp. C 80 mph exp. C 16' Pmax. - 11.4 psf Pmax. = 64.5 psf 4.7' 18" 80 mph exp. C 80 mph exp. C Note: Wind load conditions: Ce CO Pwl Cenditiw 0.7 1.2 13 pit•314 . Io prr 8.4 prr 70 mph with rrp.0 0.7 1.2 17 prr•3/4 . I3 pir 10.7 psr eG mph with rrp.a 1.1 1.7 13 prr•3/4 . tapir 14.4 pit 70 mph with Exp.C 1.2 1.2 17 pd•3/4 . 13 p+r to.7 pit a0 mph with Fp.C 4 Seasons Table-? I J-oC Summary Sheet for Series 3300kk GG - ROOM ADDITIONS Allowable livo loads contained in these tables are based on design criteria found in the 1988 UBC. Table of Maximum Vertical Roof Load, psf.t 7 Unit RAFTER TYPE Width 3GB 3NGB 3GB + RS 3NCB + RS 8' 47 47 47 47 10' 26 35 37 37 13' 15 21 28 28 16' 9 13 24 24 'The loads contained in this table represent the most severe wind load condition of 80 mph with Exposure C and a mullion spacing of 4'• 11'o.c. Other wind load cases and mullion spacings can result in higher allowable roof load values. 'Solarium D.L. - 3 psf. Table of Maximum Lateral wind load, psf.. MAXIMUM WIND LOAD: Unit Width Post footings: With "X." Bracing With Embeded Posts Allowable Load, psf Allowable load, psf Embed. Diameter, Depth, ft. ft. 8' Pmax. = 22.2 psi Pmax. = 125.2 psf 2.8' 18" 70 rnph exp. C 80 mph exp. C 10' Pmax. = 16.9 psf Pmax. = 95.3 psf 3.3' 18" 80 mph exp. B 80 mph exp. C 13' Pmax = '13.6 psf Pmax. = 76.9 psi 4.0' 18" 70 mph exp. B 80 mph exp. C 16' Pmax, = 11.4 psf Pmax. - 64.5 psf 4.7' 18" 70 mph ex.p. B 80 mph exp. C Note: Wind load conditions: Cc Co of pwl Condition 0.7 1.7 IJ pi' 10.9 pit 70 mph wifh Cap.a 0.7 1.7 17 pit 14,3 pi/ 90 mph with tip.a 1.2 1.1 13 p.t 19.7 pit 70 mph wifh El P.C r.7 1.7 1 17,0 74.6 p✓ 80 mph with E+p.C 4 Sensnns Table-4 i Summary Sheet for Series 330k DH - PA1.70 ENCLOSURES Allowable live t ids contained in these tables are based on additional design criteria found in chap tar 49 of the UBC for patio enclosures. if the solarium cannot be classified under the chapter 49 definition, this summary sheet does not apply. Refer to calculations and summary sheers for room additions. Table of Maximum Vertical Roof Load, psf. l 1 t� _, .. ...._.t._....�.__ - .t Uri f. • - -- RAFTER TYPE - Width 3GB 3HGB 3GB + RS 3HGB + RS 8' 23 23 .23 23 10' 17 17 17 17 13' 73 13 13 13 16' =9 10 10 10 'The loads 7ontained in this table represent etre most severe wind load condition c/80 mph with Exposure C and a mullion spacing of 4 I I'o.c. Other wind load cases and mull,'on spacings con result in higher allowable roof load values. However, these higher loads generally do not govern over a point load on a non•engineered slab. 'Solarium D.L. - 3 psf. Table of Maximum Lateral wind loed, Fsf. MAXIMUM WIND LOAD: Unit ' Post footings: Width With "X"-Aracing With Embeded Posts Allowable Load, psf Allowable load, psf Embed. Diameter, Depth, ft. ft. 8' Pmax. = 36.4 psf Pmax. = 79.6 psf 3.4' 18" 80 mph exp. C 80 mph exp. C 10' Pmax. = 27.7 psf Pmax. = 60.6 psf 4.0' 18" 80 mph exp. C 80 mph exp. C 13' Pmax. = 22.4 psf Pmax. = 48.9 psf 4.8' 18" 80 mph exp. C 80 mph exp. C. 16' Pmax. = 18.7 psf Pmax. = 41.0 psf 5.6' 18" 80 mph exp. C 80 mph exp_C Note: Wind load conditions: ca Ca 0, Pw/ Condition 0.7 1.1 1.7 p,f•3/4 . 1 o P,1 8.4 p,l 70 mph with Exp.a 0.7 1.1 17 P,r•3/4 - 1 J p,/ 10.7 par e0 mph wit's Ea P.E 1.1 L1 IJ Pd'7/1 . 10 P,/ 14.4 Pal 70 mph with 60,C 7 pal 60 mph with I.P.C 4 Seasons Table-I Sum�ry Sheet for Series 330Y DH – ROOM ADDITIONS Allowable live loads contained in these table.;are 'based on design criteria found in the 1988 UBC. Table of Maximum Vertical Roof Load, psf. t 2 Unit RAFTER TYPE Width 3CB 3HGB 3GB + RS 3HCB + RS 8' 23 23 23 23 10' 17 17 17 17 13' 13 13 13 13 I� —16' 9 10 10 — 10 'The loads contained in (his table represent the most severe wind load condition of 80 mph with Exposure C and a mullion sp,uing of 4'- 11'o.c. Other wind load cases and mullion spacings can result in higher allowable fool load values. 'Solarium 0.L. - 3 psf. Table of Maximum Lateral wind load, psf. MAXIMUM WIND LOAD: Unit Width Post footings: With "X" Bracing With Embeded Posts Allowable Load, psf Allowable load, psf Embed. Diameter, Depth, ft. ft. 8' Pmax. = 36.4 psf Pmax. = 125.2 psf 3.4' 18" 80 mph exp. C 80 mph exp. C 10' Pmax, = 27.7 psf Pmax, = 95.3 psf 4,0' 18" 80 mph exp. C 80 mph exp. C 13' Pmax. = 22.4 psf Pmax. = 76.9 psf 4.8' 18" 70 mph exp. C 80 mph exp. C 16' Pmax, = 18.7 psf Pmax. = 64.5 psf 5.6' 18" 70 mph exp. C 80 mph exp. C Note: Wind load conditions: Ce Co ox Pwl Condition 0.7 1.2 13 pit 10.9 pit 70 mph with I.P.a 0.7 1.2 17 pal 14,3 pit 80 mph with F.P.a 1.2 1.2 13 pit 18.7 Pat 70 mph with Exp.C 1.2 1.2 17 p✓ 24,6 pit 80 mph with fxp.C 4 Seasons Table-3 FOUR SEASONS SERIES 230 PATIO ENCLOSURES Non-thermal H-channel vertical mullion at maximum spacing of 3 ' -10 3/4" o.c. TABLE OF ALLOWABLE ROOF LIVE LOADS' THICK 3.0" 3.5" 3.0" 3.0" 4.25" 4.25" 4.25" 4.25" ROOF SPAN SKIN 26 CA, STL 26 GA STL .019 ALU .032 ALU .019/.032 .032 ALU .032 ALU .032 ALU PANE!. W1'-0" LNGTP OVRHNG CORE 150 iso 1#EPS 1#EPS 1#EPS 1#EPS 2#EPS MOPS WIND 70 8U 70 80 70 80 70 80 7U 80 70 80 70 80 70 80 LOAr) MPH MPH MPH IIP11 Mr MPH MPH MPH MPH MPH MPH MPH APH MPH MPH MPH ROOF _ ' FRAME 79 55 79 55 79 55 79 55 79 9 8 55 79 55 79 55 79 55 SLAB' 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 IIROOF 11' 10' FRAME 62 42 62 42 62 42 62 42 62 42 62 42 62 42 62 42 SLAB' 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 ROOF 13' 12' FRAME 52 34 52 34 52 34 52 34 52 34 52 34 52 34 52 34 SLAB' 32 32 32 32 32 32 32 32 32 32 32 32 32 32 32 32 ROOF 15' 14' L FRAME 44 29 44 29 44 29 1 44 29 44 29 1 44 1 29 44 29 44 29 r SLAB' 28 28 28 28 28 28 28 28 28 28 28 211 28 28 28 28 ROOF 17' 16' FRAME 38 24 38 24 38 24 38 24 1 38 24 38 24 38 24 38 24 SLAB' 24 2424 24 24 24 I 24— 24 24 21, 1 24 1 24 24 24 24 24 'Alloweble loads for roof panels are certified by Robert A. W:rz, P.E., Michigan License #26704. 'Existing non-engineered slabs are limited to these loads as provided for in UBC Chapter 49. If engine^ring for the slab is provided, this load limitation does not apply. 'All wind loads assume Exposure C. FOUR SEASONS SERIES 230 PATIO ENCLOSURES Poured & Debridged H-channel vertical mullion at maximum spacing of 3 ' -10 3/4" o.c. TABLE OF ALLOWABLE ROOF LIVE LOADS' THICK 3.0" 3.5" 3.0" 3.0" 4.25" 4.25" 4.25" ROOF SPAN SKIN 26 GA STL 26 GA STL .019 ALLI .032 ALU .019!.032 .032 All) .032 ALUi2 ALU PANEL W1'-0" LNGTH OVRHNG CORE 150 150 1#EPS 1#EPS 1#EPS 1#EPS 2#EPS 2.5#EPS WIND L70 80 70 80 70 80 70 80 70 80 70 80 70 80 70 80 LOAD' MPF! MPH MPH MPH MPH MPH __LPj_j MPH MPH MPH MPH MPH MPH MPH MPH ROOF 9' 8' FRAME 79 46 79 46 79 46 79 46 79 46 79 46 79 46 79 46 SLAB' 48 413 48 48 48 48 48 48 48 48 413 48 48 _ 48 48 48 ROOF -- 11' 30' FRAME 62 35 62 3:_ 62_ -Ti5 62 35 62 35 62 35 62 35 62 35 SLAB' 39 _'9_ 39 39 _39 39 39 ',9 3939 39 39 39 39 39--. -- — ROOF 13' 12' FRAME 52 28 52 23 52 28 52 28 52 28 52 28 5r_ 28 52 29 SLAB' 32 32 32 V. Y2 32 32 1 32 32 32 32 32 3:' 32 32 32 ROOF 15' 14' FRAME 1,4 23 44 23 44 23 44 23 44 23 44 23 44 23 4L 23 SLAB' 28 28 28 28 28 28 2828 28 28 28 28 28 28 28 28 Mir _ 17' 16' FRAME 38 20 38 20 38_ 20 38 20 38 20 751 20 38 20 38E24 SLAB' 24 2L-i-24 24 24 24 24 24 24 A 24 24 24 24 24 Allowable loads for roof panels are certified by Pobort A. Walz, P.E.. ;iirhigan License #26704. 'Existing non-engineered slabs are limited to these loads as prr,,i ded for in UBC Chapter 49. If engineering for the slab is provided, this load limitation does not apply. 'All wind lead-, assimc Erpcsure C. JOB HYYTINEN ENGINEERING SHEET NO / — OF ✓_ 3400 Kauai Court Suite #108 r RENO, NEVADA 89509 CALCULATED By t i/l _ DA,E_`t `l____ Phone (702) 826.3019 CHECKED BV_ DATE Fax (702) 826.3676 SCALE tOAlGIt�cF ��'L'�rO S �'�'.✓..•-, :: . C���.1rlv�t. i j—._ ...._.. 4 • Lr � ���In I f �tJI i . ........ '4—t- -f-j - -f� 0-r I-11"-1 pjT ryr Ir! .ra��1 GFh'l1�S( _ �. 4__. _ �,�q•h..,�, 0 A:1'r, e..r.r C e Gn��1rr�G.4?7',-'r�;. �e�+l"D. I,.) �'/1 r 7� ��1 �. __..._.._.�..._.._.�___ —._._.1....�,..._`_,1....- __... .�...__..� ..., .`-1.r-Y', �'.n:.1L' 1�1._� ?>-c• '1 W-1 �i.•!'..1'tr+tet'^f'1... _._ ,_ie »n..... i .» _.... f TNAT.._ ! C c>Crr �_. .'!�_. �P" ......._..._...... .. ...... M4. ...... ..... t I 1 Gehl. V l r7 9 ,�tt-� 1N 7!A '1M _.... i . _ i i i r _.».. _a..._ ..:... . ....1.__...,..... I_. a.... i..__. ... ......i ._ �u1.. . ..... . ... I j _.... .... _ . 1I ! ........ ... ... �. '. J... i t l � . i , SW-26746 THERMAL H CHANNEL (inches, degrees) A= .1726 Xc= ,8856465 Y Yc= .9964562 Ix= 4,.819924E-02_.._ --Sb= 4.034221E-02 �Xp St= .1001117 Iyy= 2.144318E-02 S1= ,0242119 Sr: 2.636392E-02 Ixy=-2,274397E-03 Iz= 6.164243E-02 K= 1.438333E-04 Axp= 6.816199 Ixp= .0404711 Shp: 4.038887E-02 Stp= 8,032876E-02 Iyp= 2.117133E-02 Slp= 2,527425E-02 Srp= 2.475421E-02 SECTION PROPERTIES with GRAPHICS 08-27-1991 511-26746 THERMAL H CHANNEL Units: inches, degrees Rectangle Data 14umber Base Height %-Corner Y-Carner Angle 1 1.699 .05 0 1.348 0 2 .28 .05 .667- .11 0 3 .05 1.348 .942 0 0 4 .05 .125 .662 1.223 0 Section data is stores' on file: SW26746.DAT Section Property Values Area = .1726 x-Centroid = .8856465 Y-Centroid = .9964562 Outer fiber . x left .8856.65 outer fiber - x right = .8133535 (hiter fiber - y bottom = .9964;62 Outer fiber - y top = .4015438 Moment of inertia x-axis = 4.019924E-02 Section modulus bottom = 4.034221E-02 Section modulus top = .1001117 Moment of inertia y-axis = 2.144318E-72 Section modulus left .0242119 Section modulus right 2.636392E-02 Moment of inertia Ixy - -2.274397E-03 Radius of qyration x-axis = .4826013 Pedius of gyration y-axis = .3524717 Moment of inertia z-axis = 6.164243E-02 Radius of gyration z-axis = .5976122 Torsion constant K = 1.438333E-04 Angle of principal axis = 6.816199 Outer fiber - xp left = .8376639 outer fiber xp rigit .8552619 Outer fiber yp bottom = 1.002036 Outer fiber yp top _ .5038183 Moment of inertia principal x-axis = .040,711 Section modulus tattom = 4.038887E-02 Section modulus 1.op = 8.032876E-02 Moment of inertia Drincipal y-axis = 2. 117133E-02 Section modulus left L 2.527425E-02 Section modulus right = 2.475421E-02 Radius of gyration principal x-axis = .4842305 Radius of gyration principal y-axis = .3502302 M � � N� � JCS v' J •Nti N i Q LJ P W a N J Q N J VI r ' N h <N ym Jam\ 'cDja W x W n W Q N Ln <P< SK12. WJ z^Y �za JD a>aJW 'ru ru u � G W _ .(. t In c ....... u � W � EA N N n W J K� of tn G \ J 4 V ZZ W M p r7 W a� Y Q' O> U w 2d � m W � •„I � N� I K N d a o O O a = c W 1,41 ru ru ru M G O N 4;"j oo d N lJ p W N .IO W Y m1 oti 0cl LI Q1 1^ o NNIt O C c n^ Q' _. 0 n a� a x �^ UI O •> Li Q J +_ LI W � O K(- W U u Z u W x i Q O W u J a LI n / W (] v+ (J D. d xLj [u W �G W R 1. or •�W uz tru r 0 u ;.•, ' r 47 /: . i • _- GC)ky hL T, 14 01 23`1. rOUR SEASONS Series 230 FILE : Nseel.med Loed-Deflection Curve Non- ThermaI H Channel Section 0 0 19 . 8 0 39 . 6 0 59 . 4 0 . 006 79 2 0 . 009 99 . 0 0 . 022 load 118 . 8 Deflection 0 . 036 L 138 . 6 D 0 . 045 158 . 4 0 . 055 178 , 2 0 . 064 198 . 0 0 . 073 217 . 8 0 . 084 237 . 6 0 . 093 257 . 4 LO . 102 Load- Deflection C u r v c Based on actual test data : i 0 13 300 Load , K9 L i 0 0 D 0 . 11 i Deflection , in / 17 Load-Deflection Curve Normalized by Multiple linear Regression i 3 13 r corr ( D , L ) m : = sIope(D , L ) b : = intercept ( D , L ) m 2 . 213 10 . . .mid-uluo af—�1a� tizi-ty of non- thermal section 300 m + b i 0 — D 0 . 11 i V" i � 3 1c8E — o in i N 4�5 F fag - mavtt.,i M la t�.r� �Me•su�P�- Qti�s I i I i VAwe. �. i 1 1�its Au_c_PTs+i3lG 11N ITr r i I I i I I i i FOUR SEASONS Series 230 FILE : Hsec2 .mcd Load-UefIection Curve Poured and Debridged H Channel Section 0 0 19 . 8 0 39 . 6 0 59 . 4 0 . 006 79 . 2 0 . 009 99 . 0 0 . 419 load 118 . 8 Deflection 0 . 030 L 138 . 6 D 0 . 040 158 . 4 0 . 048 178 , 2 0 . 056 198 . 0 0 . 063 217 . 8 0 . 075 237 . 6 0 . 082 257 . 4 0 . 093 Load - Deflection Curve Based on actual test data : i 0 13 300 load , Kg L i } 0 -- 0 D 0 . 11 i Deflection, in Load-Deflection Curve Normalized by Multiple Linear Regression i 3 13 r corr ( D , L ) m sIope ( D , L ) b intercept (D , L ) 3 s� Gh+Q✓ m = 2 . 488 . 10 mo-dof Poured and D e b r i d g e d section 300 m D + b i I 0 0 D 0 . 11 { 3 \JALJ . t)'CR\veP 4:7.+1 T%stT 4'►h �c e.(,Fra i h 4- L A 55,JH11N1 mo [s--leo7gr- S = 0 4'1�c 104 �— t-IA)< 1 ysLx{ID'S -T IAL cc,1Ffs rIt A-Tk+' c o^t[.111Si cN 1'1"��CNr r} I')t ]1A aF Svc-P—A -rn �s�u nl e_AL4_OL.AVI-+-s I5 T = 0.4636 tn4 Four Seasons Series 236 Patio Enclosure File: 238tsecl.ncd Poured and Debridged H-Channel Calculate the Section Modulus of the Composite Member GEOMETRY: L 44.815 LOADS: P 257.0 M P L M = 2883.219 K ' 4 ALLOI,'ABLE STRESSES: MEMBER PROPERTIES: E 10100000.0 ' b 0.215 I c 0.4166 ✓ al 0.1726 Ec 214060 D 2.1970 ' I 0.4970 f cit 0.4015 Gc 0.33 Ec ' Dc 0 424 lo 0.0804 ✓ CpL SOLVE FOR STRESSES: U = P Gp I b. D2 (I Dc)Gc Cy (EGlo) p _ 2 DO 0 Dl = D2 - 6 D3 P D4 0 [2 p� 16 E I flL' E 1 -0.5 D4 L3-0.75 D3 L2-D2 L-Dt -lep D0 Cy Fep* 1 l F2 -DO-F1 ; , �Cy• — ep d = Y = 12 D4 x2+6 D3 x+2 D2+ Cy . [pi ep]+'2 ep S - -(M-E Io Y)_E cit Y il (al D) S = -9147.984 f4% Sc �SI Sc = 0315 ...section modulus of composite member. � = fn��� 7t=57 /'�sjLTs 2 - r .¢lo3B i� 3.ov 'n /' Pour Seasons Series 239 Patio Enclosure File: 23Ocorel.mcd Poured and Debridged H-Channel Calculate the Shear Stress in Elastomeric Core. GEOMETRY: L 94.625 Lb 57.0 Trib 3.8958 LORDS: Ce 1.2 Cq 1.2 qs - 13 0.15 1 1.0 ...Based on 70nph Exp C Pwl Ce Cq qs 1 Purl = 14.04 Trib Www Mwl Pwl 12 12 Vwl = 4.558 P Ywf L P = 1.329 ALLOIIABLE STRESSES: MEMBER PROPERTIES: E 101000000 b 0.275 (1c_2v- Ec = 214000 D 2.214 1 0.4987 Gc 0.33 Ec Dc 0.424 lo 0.0757 brain = 0.175 SOLUE FOR ST1TSSES: U P !jp I b D2 Gc(1 Dc) Cy Cp p =(EL T6 2 D0 0 Dl •= �Ic-P J+-P L 2 D2 0 D3 P D4 0 �= [2 Gp] [16 E 1] [12 E 1] -0.5 D4 L3-0.75 D3 L2-D?. L-Di - D0 P F1 _ e F2 = -DO-Fl (( JC9' ep+_ e1 p 3 da =Y = 6 D3 4Cy15 (F1 -1''2) Uc = U-E In V Uc = O R4fl Uc = 563.435 U fu f Uc (bmin 11) fu = 1454.214 ( 3000psi .. naximum allowable shear stress in the polyureathane core Four Seasons Series 230 Patio Enclosure FILE: 230tcom2.mcd Poured and Debridged H-Channel Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load. GEOMETRY: L = 94.625 ...total length of compression member Lb 51.0 ...unbraced length of compression member crib = 3.8950 ...aullien spacing of V-10 3/4" MEMBER PROPERTIES: S _ 0.3150 A = 0.3451 rx 134 nu 192 ALLOWABLE STRESSES: Fes E 10100000 n2 E Fa = 8611[i FCC = 18693.252 Fb nu — 184?U LOADS: Ce 12 Cq = 12 qs 11 0.15 I 1.0 ...Based on SOmph Exp C Pw1 Ce Cq qs I PYl = 18.36 Will Pwl Trib Wu]. = 5.961 1"l STRESSES: 2 Mwl WWI L Mwl = 6621.291 8 fb = Ms1 fb = 21118.101 fb 1147 iFb SOLVE FOR MAXIMUM LOAD: P 1 ...Guess value Given P P) 0 ...P is a positive number A�4 f Fa Fb• 1- A FCC result = Find(P) result = 101339 Table of ■ax. allnuahle rnnf lnadc nn uertiral mullinns Under Load combination: DL + 1/2 LL + NL. Values are in units of PSP. = 0.. I DL .= 3 Ni ...W is unit width 10 Il 14 16 16 ��e Plli 2 sultWl Trib -3 Zi Pili 8 5.509 to 5.287 7. 16.893 8.339 14 3.434 6 9.755 8 Cnnr.lncinn: sertion is ademiate fnr a wind oressure bases sn 88poh Eq C combined with the live loads giten in the table above. Four Seasons Series 230 Patio Enclosure FILE: 230tcom2.mcd Poured and Debridged fl-Channel Calculate the Aaxinum vertical load which can he applied to vertical mullien in comhinat.ion with a given wind load. GECMETRV°: L 91� ...total length of compression riember Lb 51.0 ...unbraced length of compression member Trib = 3.895E ...mullien spacing of 3'-10 3/4" MEMBER PROPERTIES: S 0 3150 A 0 3452 rx 1.34 nu L92 AL1,014 1 STRESSES: E 10i00000 Fec n E — Fa 8611.0Wf I Fec = 28693 2S2 nu.IL— Fb 18410 rx LOAD;: Ce = .'.2 Gq 12 qs 13 0.15 1 1.0 ...Based on 7&ph Exp C Pwl Ce Cq qs I Fwl = 14.04 Will Pwl irib WWI = 4 SS8 12 STRESSES: 2 Mwl Nwl L Mwl = 5101.515 8 fb = MSI fb = 16195.418 Fb = 0.811 SOLUS FOR MAXIMUM LOAD: P 1 ...Guess value Given P> 0 ...P is a positive nunher PI A , f h .1.33 Fa �jj Fb• I- FCC result = Find(P) result = 1041.454 Tahle of may. allnuahle rnnf lnadn nn uertir.al mnllinns Under Load combination: DL + 1/2 LL + UL. Ualues are in wits of PSF. i = 0.. 5 DL := 3 Vi ...Y is unit width 8 10 1? 14 16 18 Fll. := 2 result 1 W Trib 9 Pili 8 127.664 10 08.931 2 83.189 4 0.379 6 60.832 ne 3.486 Cnnrbsinn• sertinn is ademiate fnr a wind pressure based on Mob Exn C combined with the live loads given in the table above. Af:-4 V)- SECTION PROPERTIES with GRAPHICS 10.03-1991 7�t:72J lAcc�- HEAVY THERMAL H CHANNEL Units: inches, degrees Rectangle Data Number Base Height X•Corner Y-Corner Angle 1 1.699 .09 0 1.348 0 2 .28 .05 .662 .11 0 3 .08 1.348 .942 0 0 4 .05 .125 .662 1.223 0 Section Property Values Area - .26401 X-Centroid = .8972566 Y-Centroid r 1.027482 Cuter fiber x left z .8972566 14 Outer fiber x right = .8017434 Outer fiber y bottom = 1.027482 Outer fiber - y top z .4005181 Moment of inertia x-axis = 5.912115E-02 j Section modulus bottom = 5.753984E-02 Section modulus top = .1476117 J _ Moment of inertia y-axis = 3.433359E-02 y Section modulus left z 3.826507E-02 Section modulus eight = 4.282366E-G2 Moment of inertia Ixy z -4.71943E-03 Radius of gyration x-axis = .473218 Radius of gyration y-axis = .3606197 Moment of inertia z-axis = 9.345473E-02 Radius of gyration z-axis - .5949637 Torsion constant K = 5.368963E-04 Angle of principal axis z 10.42317 Outer fiber - xp left = .8244632 Outer fiber xp right z .8609738 Outer fiber yp bottom = 1.033095 Outer fiber yp top = .5562377 Moment of inertia principal x-axis = .0599893 Section modulus bottom = 5.606755E-02 Section modulus top = .1078483 Moment of inertia principal y-axis = '.i.346544E-02 Section modulus left = 4.059058E-02 Section modulus right = 3.886928E-02 Radius of gyration principal x-axis = .4766798 Radius of gyration principal y-axis = .3560312 MMA THERMAL BREAK STRUCTURAL ANALYSIS CALCULATE EFFECTIVE COMPOSITE SECTION PROPERTIES VERSION 1.0 1/15/90 ART FILE NAME (FILENAME): HEAVY3 ART DESCRIPTION (FILEDESS): HEAVY H SECTIO14 LUMINUM COMPONENTS: AREAS: a1= 0.2640 IN2 a2= 0.2640 IN2 1 VALUES: 101= 0.05910 144 102= 0.05910 IN4 Cf_NTRnID LOCATIONS: c11= 0.4005 IN D= 2.2590 IN c22= 0.4005 IN WEB THICKNESS: tw= .8000 IN MODULUS: E= 10100 KSI DEPTH: Oc- 0.4240 IN AVE WIDTH: b= .2250 IN CLEARANCE GAP: g= 0.2040 IN 1 UN INPUTS: RUN DESCRIPTION (RUNDESS): POINT LOAD LOAD TYPE (0): P w - UNIFORM P - CONCENTRATED ISPAN LENGTH: L= 94.63 IN "FFECTIVE URETHANE SHEAR MODULUS: Gc= 70.6 KSI F.SULTS: EFFECTIVE MOMENT OF INERTIA: 1'e= 0.7614 IN4 MIN/MAX I VALUES: lo= 0.1182 IN4 1= 0.7918 IN4 EFFECTIVE. SECTION MODULI: Set= 0.4992 IN3 Set= 0.4992 IN3 CORE SHEAR FLOW: y 0.377 x Vtotal KIPS/IN Four Seasons Series 230 Rosi Eddition FILE: 239tcom3.mcd Poured and Debridged H-Channel Calculate the maximum vertical load which can be applied to vertical mullien in combination with a given wind load. GEOMETRY: L = 9162'j ...total length of compression member Lb 57.0 ...unbraced length of compression member Trib = 389 8 ...nullien spacing of 3'-10 3/4" MEMBER PROPERTIES: S = 0~99,1 A = ON r;c = 1201 nu 1.92 ALLOWABLE STRESSES: 2. L E 1010000', Fec Z _ E, _ Fa 8617.0 nu j L 12 Fec = 8363.617 Fb 18470 rx 1 LOADS: Ce = 1Z Cq 1.Z qs = 17 I 1.0 ...Based on 99mph Exp C Ful Ce Cq qs I PW1 = 214 WWI Pwl Trib Wwl = 7.947 12 STRESSES: MWI WWI L2 MWI 0 U fb = � fb = 17818.619 fb SOLVE FOR MAXIMUM LOAD: P = I ...Guess value Given P>0 P is a positive number (P � I+_ fb a � Fb7F�= ec result = Find(P) result = 75`.687 Table of max. allowable roof loads on vertical mullions Under Load combination: DL + 1/2 LL + NL. Values are in units of PSF. i 0.. S OL 3 Ni = N is unit witlili 0 10 12 14 16 �R Plli L12 restalt ]_31 1 ` G�Trib J Ni Plli 9.421 Conclusion: section is adequate for a wind pressure based on SOmph Exp C combined with the live loads given in the table above. I. `, • HYYTINEN ENGINEERING _� �- oF!'7 3400 Kauai Court Suite #108 RENO, NEVADA 89509 CALCULATED By - - UATE- Phone (702.) 826.3019 CHECKED 6Y DATE _ Fax (702) 826.3076 SCALE, —_ — - -- i , r + I I I 4 9 t a a I UL I ; I I + + t i I I E I + la. 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W t. �. i : ... ........ ... _ - .. .. _ .... : : _ ..... _. ..... _.. 1 I 1 i i I I i i I I , i .I� � � I 4-SEASONS 45 DEGREE MULLIEN - TOP (inches, degrees) /— A= .13383 Xc=-1.989752E-92 Yc=-.4884258 lx= 3.342488E-92 Sb= 3.789197E-92 St= .455957 19= 4.769747E-83 S1= 9.592518E-93 Xp Sr= 9.189789E-93 Ix9= 1.1684Z9E-93 lz= 3.819467.E-92 K= 1.11525E-94 Axp=-2.33111 lxp= 3.347244E-92 Shp= 3.69477.E-92 Stp= 5.339136E-92 19P= 4.722182E-93 Slp= 9.98743E-93 Srp= 9.52461E-93 SECJ 1 ON PROPERI 1 ES w i t h GRAPH I CS I)1-01-1981) 4-SEASONS 45 DEGREE MULLIEN 1OF Units: inches, degrees Rectangle Data - Y-f Number L4 a E,L, He i Qht X-1-:or ner c.r n E?r Ana 1 e . (,)5 1 . 071 1 071 F, ti -)5 J5 4 C '15 C.)9 8 2U:_. 5 G 1434 5 Section data is stared on file: 4-45DEG2'. DAT Sectic-n Property Val LIPS Area = . 13383 X-Centroid Outer fiber - x left = 49 7 F,I Outer I fiber - x r i(7iht . 5191:)313 Outer f iber y bottom = . 9011351 Outer f iber y tl--,p Moment of inertia a x i s = 3. 342488E-C) Section mcodUILIS - br-ittom = 3. 7 O'D 19 7 E- Section (T),---dL(ILIS - t Op = .(.-)55(-.)57 Moment cof inertia y-axis = 4. 76'D747E-('.)-'--! Section modult-IS - left = 9. 5 18 E- z)e,:tii--,n modulus - right = 9. 1897(),DE-03 Mc,ff,e n t ozi f i n er t i a I x y = 1 16842'3E-03 Radius Q f gyration :- a ; is = .4997562 Ra d i U S of gyr at i --,n y-axis = . 1887865 M,--,(rient c,f inertia z-axis = 3. 819462E-02 Radius 0f gyration .--a.xic-i, .5342252 Torsion constant I:i' = 1 . 11525E-04 Angle oi principal axis = -2. 33111 OL-Iter fiber - ,,,p left . 5196389 Outer fiber - xp right = . 4957875 OLAter fiber - yp br-Atc-im = . 9('.)59455 OLAt Pr f iber -- yp top = . 6269262 Moment of inertia principal Y.-axis = 3. 347244E-1.)2 Sec t i i-,n m----d Li I LIS, - bot tc-m = 3. 694752E-02 Section mc-dUIUS - t C,p = 5. 3 39 13 C-,E- 2, Moment .--,f inertia principal y-axis = 4. 72 18'E-1.)3 Section moduILIS - left = 9. C.)8 7�'33E-C-C-3 Section m.:.dL(lL(S - right = 'D. 52-4 E 1 E-('.)'3' RadlLIS Of gyration principal x-a.xis = . 51_)01116 F'�.dius 5(')(--)1110- F'�.dius --.f gyration principal y-a.,,. is - . 1878428 4—SEASOMS 45 DEGREE MULLIEN (inches, degrees) A= .316677 Xc= 5.475231E-83 Yc= .6214148 Ix= .9748327 gib= .1191357 St= 5.972565E-92 ly= .1783786 SI= .1873850 Sr= .1981886 lxy= 1.49782?.E-83 Iz= .2524113 )I= 3.885752E-89 � ow XP Axp= .8222284 lxp= 7.481121E-82 Sbp= .1198267 �. Stp= 5.981817E-82 lyp= .1784981 SIP= .1974696 Srp= .1808643 SEC�TION PROPERTIES with GRAPHICS 4-SEASONS 45 DEGREE. MULL IEN Units: inches, degrees Roctanqle Data Number Base Height X- r n e I, rri er AnQlL- 79 1 7'327' 157.5 5 4 147 J 22. 05 G7t)3 157. S . 2- 6 :HJ 05 1 . 609 5 7 . 05 C.) 2-2.5 It 13' 1 . 74(" 39 Se,:ti,-_,n data is stored on file: 4-45dEQ. dat Sect ion F'r.--.pE?rty V61LIC-S, Area . 316677 X-I- -entroid = 5. 47521E-(.)S Y-Centroid = . 6214148 Outer fiber - ,,, left 1 . 661101 Outer fiber - x right = 1 . 650117 Outer fiber - y bottc-fl, . 6' 14148 Outer f iber - y top = 1 • ;'3'3546 Moment :if inertia -x--1 x i S = .(-)74()3,-17 Section mc-IJUILIS - bottom = . 1191357 SeI--ti,--,n modulus - t 1--p = 5. '37565E-(72 Moment -:if inertia y-ax-i S = . 1783786 Section modulus - left 107385B 9, e,:ti,--.n modUlLIS - right . 1081000- Moment I:-f inertia I-x y = 1 4'378 122E-03 Radius of gyration x-a.xis 4835079' Radius of gyration y-a.xis 7505,-.,16 Moment o f inertia zz-a.,,Is X5241 13 Radius 0 f gyration z-axis . 8'3' 7 8 3 E Torsion constant K 0857x:-.F.. C.)4 Angle .--if principal a.xiS = . 8',22 2220 4 Outer fiber - xp left 1 . 660006 Outer fiber - xp right 1 . 650871 Outer f iber - yp b-:lttt--,m = . 62180)32 Out er fiber - yp tc-P =- I '-237435 Moment of inertia principal .,,-axis 7. 41)1 121E- 2 Se,--ti,--.n mc,doILIS - bl--,ttl--im = . 11'30267 Section modulus; - t OP = Moment :if inertia principal Y-axis 1784(,)(-.)l Section modulus - left = . 1074696 Section modulus - right Radius of gyration principal ,;-axis . 4834377 Radius Of gyration principal Y-axis = . 75(-)566B TUI J-25-'92 TH I C19: 18 I D:r I TY OF k I I Ir C I TY FAX 1,10:503 539-3771 1� { . - Y w w,`. 1 ! C A 141 T,, ll� F � ,� �\�1 � .�� `\\ ��\�\ �` 1`\ •'.1�.;��`'\\ � ��~ •fir r In i n .r.. f_ ^ � / � / �- - �•�MJF•�/ `•� i _ 1� O �' 1'•1 1 .w :,�1 � ; aa • ' 1, IIr Ir i ti ► �Uy n r ^ �1 Y ^ 0. P V:l� 1 u �In , ' U �'• O 111 'W I•' ` :1�^ Z Z ►.r - p 1�' 71>^> 1� 11 r •� 9 1- I•f l9► t r -1 . 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