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Plans ® ��i0&e7- az9/93 . REcove $3/ 7 S--4/ c 'Lai"' CJ . APR - 4 2007 LEDGER ktALL DE Af1ALHEP f0 THE HOUSE PER P05f TOLL DE A1IALHEP TO REAM M1H A POSt OVEN AY WITH 3/ 4" 0 0 J015r5 CONNECTED to 3/ PLYWOOD OR 0 OIL TIGAR o 0 PE fA1LS ON TEEf 5 ANn MOLE 1 ON SHEET I LEDGER NTH JOI51 HWJ 1 &G SHEATHING, TEAMING CAP OR DY NOfQ 1NG POST PER PEfAIL5 5°A4'1 �` , C1 % O fI$ LEPGEP SLIN.L DE AffA0fn r0 TIt 186 t'I YWOOn OR O53 M EXISTING STRU ON S HEET 5 , POST SHAL 0E A1tPLHEP f0 –�CfIlD HIOU`E PER nEfAILS ON SHEE14 TEA111 . SHEATHING N N TOLL DE ArrACHEn ro HECK SHALL 0E A1rACHEn ro CO CO en . / / / / / / /// FRAMING MEMDEeS W11H Ion POOPING WITH A P051 DASE PER PEfAII 5 MOWN EXISTING STRUCTI H?E ANP fADLE I ON TEEf I PECK FRAMING hovers r CO \ \ NAILS @ 4" C/ C Al HECK ON EP 5 ( ALL P0515) // P05f Moen WPEe 4 MOWER, eMOWER, 6 "C/ C AT ALL — \ SHE / %/ WITH ton NAILS @ 4" LO in CaUMNS ON OTHER PANEL EDGES MP K %. 6 ' C Af ALL�OTHEe 51PEWALS FM Gf�3LE 1 C / C IN THE FIELD PANEL EnG 5 AMP Af 12" ROOM ONLY Z' C/ C IN THE PELF z X g REAM SAME `V CONatE (/) — I POOPING 51ZEn 2 X DIMENSIONAL LUMDER J01515 cg v "' '^ 2/ 2X DANP DEAM SAME DE PTH n ky 5 q ul 11 – `^ 10 SuPPOe( W �' o $c 11 " "' HECK LOAFS NP a DE H I li l POWLE ANG DEAM f0 DE i °OSf PT 2/ 2X PAW A5 J01515. '� E POSIflONEP n1 CTLY LAGER WALLS Of ENCLO51. § ' � I n one D L2 CThY 1W REAM I \ - UP WALL5 Of ENCLOSURE U) 0. 10 DE PO51flONEP nIRECThY P0512 la ' + POSE 2 LNPER PRONE WALL Of PO5f 2 OEAM I Ce 04 l 11116' ENQ OSLkE < N REQUIRED WHEN HECK \ \ din ■ a ( P0512 PRO EC110N EXCEEnS I '' JOIST SrUV L DE AI LOWAfsLE PANEL SPAN ' U POSE SUPPORT ;k N ; CONCRETE FOOTING REFER r0 tAOLE "' AffACHEP TO pm, 4X4 MIN FOR PECKS 1.1"f0 5' NIGH POSE I J015f SPACING �- d 5 SHEEP 2 FOR RCQUIREP OEAeING v. � PER PEfAIL I6/ G4 � � moo 4X6 MN FOR PECKS W'f0 8' NIGH BEAM SPAN DEAM AN AAA OF FOOflNGS, ALL FOOfINGS w OR 17/ C-4 DEAM 2 f0 DE W Q' PECKS OVER 8' �QIIIeE PECIAL SEE fADLES 3 OR 5A TEEf 2 SEE MOLES 5 0R 5A TEE12 %ALL DE A MINIMUM OF 8" THICK y� PO5111ONEn ENGINEERING REVIEW FOR ALLOWADLE REAM SPAN5 FOR ALLOWAD REAM 5P A10 SHALL EXTEND OEL oW THE POSE 5 DIRECTLY UNGEP NOTE: FRO5f LINE OF lit LOCALITY OW) . 1 � 1 05f 3 PRONt WALL OF DEFINITION OP TRIDUfAPY LOAF W1PTH FOR DEAM5 FOR Use WWV 1ADLE5 5 ANn 'A roams SHALL 0E CON511 1EW 0 I ) ■ � R TEE'!" 2 IN ACCORDANCE WITH LOCAL COM P05t SUPPORT AM I: PLAN I: PLOOp PLAN WIT'- 0\1� I3�AM 5UPPOp1 P0512 FOOTING 51zEP ro SUPPORT TRIDUTARY LoA17 Wn1H - Al 2 LEPGEe TOLL DE ATTACHED 10 THE PECK ANC' ENCLO51EE EXISTING STRUCfURE PO5f 2 HOUSE WITH I / 2" DIAME 001.15 LOAl25 P05f SUPPORf, Oe LAG 5C WS @ 24 "C/ C .( DEAM SPAN f — REAM SPAN '' P05f5 10 DE PROM P SEE CAME 3 OP 3A TEE1 FOR SEE ME 3 OR 3A TEEf 2 FOR LAGER ALL OF THE PATIO 11 ++..� ALLOW/V3LE DEAM SPANS ALLomax DEAM SPAN5 ENCLO5L9 5 II��s � PO SE 3 LOAD REARING COLUMNS r PEPINMON OF TRIDUTARY LOAF WIG1H POP DEAM5 FOR USE Mai TALES 5 MP POSE iF REAM 3 3A SHEET 2 '' REAM I: N Z Y I I _� TRIDUfAI'Y LOAP WIDTH -( A + 0) / 2 REAM 2: e Z ii 1 I3t fAIZY LOAF WIDTH ..• A/ 2 \ PL-AN 2: FLOO PLAN W11'- iWO [SAM 5UPPO1?15 „F , , � 76Z t -' 5 o rk t II P0512 E I� R CON tE FOOTING 51ZEn 10 cg o � �� SUPPORT PECK LOAF E ARL/ I : MINIMUM REQUIRED LAG SCREW OR DOLTEP CONNEC1ON DEPNEEN 2X LEDGER ANn EXISTING 5 11 1 PE(l 6 (S , • 0 P0512 + � t��' 1 a y III OVERLAY Mill 3/ 4" t &G PLYWOOD PANEL TAN i PECK UVE L OAD t 1' ` t� cA a. fl OR 050 T EAIHHNO. TEAMING TIN.L (F n REAM II POST I I - DE AtfACHEP f0 PEC.13 ILI K FRAMING 40 LDS/ Fr 60 LDS/ Ff • e REAM 2 MEMBERS WITH TOP NNL5 @ 4" C/ C 7' (2)-1/ 2" @ 24 "C/ C (2)-1/ 2" ©16" C/C 8' (2) I/ 2 " @I6 "C /C (2) I/ 2 " @12 "C /C EXPIP w 4E IIA1 INNER PANEL EDGES AID At 12" C/ C • °' IN THE FIELn 9' 1(2)-1/ 2" @ 16 "C/ C (2) - 5 / 8" @ 16 "C/ C ? C).-( Z >n x �' a 2 0 II 10' ,(2) - 1 /2 @ C/C (2)-5/ 8" @ 12 C/C P05f 2 II POST 3 12' (2) 5 / 8" @ I6 "C/ C (2) 5 / 8" @ i2 "C/ C a ' • � �� NOTE: 14' I (2) - 5 / 8" @ I6 "C/ C (2) - 5 / 8" @ 12 "C/ C X11 a.� �� ;: \:` PEFINMON OF 1RIDUfARY LOAF WIDTH FOR REAMS FOP Ib (Z) 5 / 8" @ I6 "C/ C (2) 5 / 8" @ 8 "C/ C NOTE: � _ USE WI1N fPDLE 3 �1EEf 2 ATEPPL DRACING TiALL DE INSfALLEn FOR PECKS DATE: JAN 2004 POST 5 /--._1015f TAN 1* A J015f SPAN 2> 3 REAM I: fADU,AIEP VALUES DASEP ON TIMM W11H A SPECIFIC GRAVITY * 0.55 OVER 4' IN HEIGfif rte THE nEtAIL5 T1O N ON TEE1 SEE EARL/ 2 TEE12 Foe SEE tAT3LE 2 SHEEP 2 FOP TRIDI MeY LOAF IMPTH -(A + 0) / 2 1AD1.-E INCLUDES A MAO LOAF - IOPSF 3. PECKS OVER 8' IN NEIGfif Man SPECIAL SCALE: NONE ALLOWADLE JO15 SPAN ALLOWADLE JOIST SPAN MAM 2: ENGINEERING DRAWN BY: PAJG ROOM IMPiH rPJDUfARY LOAF W11TM - A/ 2 WIG DRAWN BY: PLA\I 3; F1-001 PLAN WIT"- 11 -m 13 5UPPOk1"5 DEAM5: 10F4 TRIDUff eY LOAF WIDTH - 0/ 2 • \ f O M • / TABLE 2: MAXIMUN J0151 SPAN MOLE 3A: MAXIMUM REAM SPAN FOR LIVE LOAF - 40 L135/ Pf TABLE 3A: MAXIMUM BEAM SPAN FOR LIVE I.0AI7 - 40 LD5/ FT TAME 3A: MAXIMUM REAM SPAN FOR LIVE LOAD -40 LI35/ Ff CD al ..10151 SPACING 401.13/FT' a 40 LD/ re 40 LD/ F1a n ti ( INCHES ON CENTER) I I in co) ' J015f 40 L13/ FT 60 L13/ FT; SPECIES DeAM TRIDUTAI:Y LOAD WIP'M C FT) I SPECIES DE AM TRB H (� UTARY LOAD MPT SPECIES REAM TRIDUfAR LOAD IMPT C F1) i r SPECES SIZE size �� � 4' S' 6' 7' 8' 9' 10' II' 12' . 4' S' 16' 7' 8' 9' 10' II' 12' 4' S' 6' 7' 8' 9' 10' II' 12' ` 4X6 7' 6' ' ' ' ' re-, / 9 8 T 1' 2X6 10' 4" 9' S" 7' 10" 9' 0" 8' 2" 6' 8" 2/ 2X6 7' 6' �,�j,, �j, 2/ 2X6 6' 6 ' / 2/ 2X6 6' 4 1// z �, DOUGLAS -FIR 2X8 10' 8" 1 12' S" 10' 2" II' 11" 10' 6" 8' 7" 2/ 2X8 9' 8' 1' 9' 6' � 2/ 2X r 8 8' 1' 6' 6' ` % 2/ 218 8' r 6' 6' r - 2/ 2X10 9 8 8' 7' 6' /�� U, SOUTHEPN PINE 2X10 17' S" 15' S" 12' 1" 15' 0" 13' 0" 10' 7" POUGLAS-FIR 2/ 2X10 11' 10' 9' 8' 8' / / //< PO Nt7ERO5A PINE t' 2XI2 20' 017 10 14 7" 17 5 15' I 12' 4 SOUiNEpN ply 2/ 2X12 13' 12' 10' 10' 9' I 5p EM FIR 2 / 2X10 10 2/ 2X12 II' 10' 9' 8' 8' 6' I � / REDWOOD 2 /2X12 II' 10' 9' 8' 7' 6' — Q N I t j j 0. v 2X6 9' 2" 8' 4" 7' 3" 8' 0" 7' 3" 6' 3" 4X6 1' 7' b / /// 4X6 r 6' b % / / /.1/ / /d WESIERN am / ' V j � 4X8 8' 7' 7' 6' 6' ` �� / � HEM-FIR 2 X 8 112' 9" I I ' 6" 10' 0" 1 1 6 " 10' 0" 8' 3" 4X8 10' 9' 8' 1' 1' 6' 6' 6' / j 4X8 9' 8 7 6 6' 6 j l CO I j � 4X10 10' 9' 8' 8' 7' 7' 6' 6 ' 6 ' F. C AO 1I6' 0" 14' 3" II' 9" 14' 0" 12' 6" 9' 10" 4X10 12' II 10 9 8 8 r 7 r 4X10 I 10 9 8' 7 7' 6 6' 6 .� X12 13' II' 10' 9' 9' 8' 7' 7' 7' 4X12 12' II' 10' 9' 8' 8' 7' 7' 6' cd et E.. 2X12 0' 0".17' 3" 14' 4" 17' 0" 14' 9" II' 6" 4X12 14 13' 11 10' 10 9 9' 8' 8 4A2 Q I = Q 2X6 8' 10" 8' 0" 7' 0" 7' 9" 7' 0" 1 5 II" Z ; fADLE 3A: M AXIMUM BEAM SPAN C FT) TAME 3A : MAXIMUM BEAM SPAN (FT) TABLE 3A: MAXIMUM BEAM SPAN (PT) 0 Z PONPER05A PINE, 2X8 11 8" 10 7 8' 10 10' 2" 9 2 7' 6 MOM() I 60 LD/ Fr 1 � , I 60 LD/ Ft 60 LD/ Ft V Z WES1> RN CEDAR AO '1 10 13 3 10' 10 12' II II' 2 9' 2" Z (11 242 117' 9" 1 15' 4" 12' 7" 15' 0" 13' 0" 10' T DEAM TRIDUTARY Lo WI PTN (Ff) Species BE T RIDUTAKY LO WIPTH (FT) DeAM T1?IDUTARY LOAF WIPTN c FT) ; W r U Species size I �� Species 512E 4' S 6 7' 8' 9' 10' II' 12' 1 4' , 5' 1 6' Ell 8' 9' 10' II' ® ®6 7 8' 9' 10' ® 12' 1 1 2 /2X6 � , �/e/ � � 2/ 2X61 6 / A /'%�' /r, ,//. A % !!G 2/ ZXb 1 5' ! /,'/ / A ' j j %/// , / „ , „„ /j / / /. 2/ 2X8 ( 7' 7' 6' % 4 rA jA % I 2 / 2X8 r 1 %f %i j' /1 / /G,j /.� 2/ 2X8 6' 6 ' j j % '1l /%. % /��� ME % ///%/// /. %! %. 1 2/ 2X101 8' 1 7' 1 7' 6' j //I JO/ 2/ 2X10 8' m 6' 6' f % /! /% 2/ 2X10 9' 1 8' 7' 7' 6' i C DOUGLAS -FIR FEM-FIR 7/ /i pONG1 R05A PINE ` 50UTI RN PINE 4X6 6 2/ ZXI2 ® I 9 8 ' ®, 6' 6' ' i 2/ ZXI2 ; 10' ; 9' II 8 ��, ! ' 7' 6 6 j / kfPWOOf7 2/7A2 9' 8' ®u 6 6 j j / jj j / r � 4X6 6' / / / / % / / . � r j ij j j / / / / % I ' j %G WESTERN CEDAR 4 / �A / , 4X8 8' 1 6' 6' N :II 4 1 4X8 7' 1 7' 1 6' :// . . j 1111 4X8 m 6' b' //� j jf � � / / . 4X10 10' 9' 8' mm 6' 6 6' 4/. 4X10 9' 8' mm 6' j j /// 4X10 9 8' m 6' j J / / /.i //� j �� �. ILI 4X12 ® 10' 9' 9' 8' 8' mm 6' 4X12 10' 9' 8' 8' 7' 1 7' 6' 6 10' 9 8' mm 6' 6' jif!f�''-�- .__, . 4 _ TAME 4: AXIAL LOAFS ON POSTS FOR 40P5F LIVE LOAF + PSF IO REAP LOAD, FROM DECK ONLY TAME 4A: AXIAL LOADS ON PO5f5 FOR 60P5F Live LOAD + IOPSF PEAP LOAD, FROM PECK TABLE 5: REQUIRED FOOTING 505 MP DECK SU'PORT P05f5 . O I Ott Y ! ALLOWADLE I REQUIReP FOOTING sizes , Q jjj o. i DECK _ AXIAL LOADS ON POSE I ( IDS) AXIAL LOADS ON POSE I ( ID5) i 1 501E [SEARING l Y `` ' 12 S O i pROJEC110N DECK 1MP1N (Ft) PROJECTION DECK 1MPTN ( Ff) ! CAPACITY AXIAL LOAFS ON POSE ( IDS) y fa (F1) i0 11 12 1 13 14 ' 15 I6 17 I 18 (M) i 10 I6 17 IB 3 (PSF) 500 1000 � 1500 2000 2500 ' 3000 1 Ott . 4000 4 • 10 1250 1 1375 1900 I 1625 1750 ' 1875 2000 2125 2250 I 10 , 1750 1925 • 2100 2275 2450 2629 2800 2975 3150 10" PIA 14" PIA 117" PIA '20" PIA 22" PIA , 24" P 25 IA 1 s,243'.',1PIA: _ . ,=�t O = 0 1000 9 561u, 12" 5q,, 115" Sq,. 17" 5611 19" 5cp, 121" 5q,. 123" ' 4 `c _ ,, " 11' " V O II 1375 1 1512 1650 1785 1925 j 2063 2200 ; 2338 2475 i II 1925 2118 2310 2503 26% 2886 3080 3273 3465 ` 10" PIA 12" PIA 114" PIA 16" PIA 18" PIA 20" PIA 1 21" PIA 1 f ;a 12 1500 1650 1800 1950 2100 .. ''' G 4 Q v ' 2250 2400 2550 2100 12 2100 2310 2520 2731 2940 5150 3360 3570 3780 1500 9" 5a. 10" 541 12" 5cp,114" 54,. ;16" 54,, ,17" 5cp, i 120" Scp. O O W 13 1625 1787 1950 2113 2275 2437 2600 2763 2925 13 2275 2502 2730 2958 3185 I 3413 3 640 3 868 4095 20 00 1 g �/ 1 PIA 10" PIA 12" PIA ' 14" PIA 16" PIA 17" PIA 18" P : I `__ sA -. — '_ 8 I , 9" 541 9" 54,4, E 1 Sq,. 12" 5q,, 1 2 f 14" 5q,, 15" Sq,, I6" Sm. 541 4 14 1750 1925 2100 2275 2490 ` 2625 2800 2975 3150 14 1 2450 2695 2940 3 3430 3675 3920 4169 4410 ` 110" PIA 10" " PIA II" PIA 13" PIA 14" PIA 19" PIA 16" PIA 117" PIA 4 W 0 15 1875 2062 2250 j 2438 _ 2625 1 2812 3000 3188 1 3375 ! 15 ' 2625 2888 3150 3413 3679 3938 4200 4462 4725 2900 1 9" 56p. 9" 5.41. 10" 5q. 1 II" 54,, 12" 541, 14" 54,, 15" 541, 115" 541, 4' 2 i 10" PIA 10" PIA 10" PIA 12" PIA 13" PIA 14" PIA 15" PIA ! 16" P = IA ® 16 2000 2200 2400 2600 2800 3000 3200 3400 1 3600 16 2800 3080 3360 1 3640 3920 4200 4480 ' 4760 5040 3000 q S 9" 5q,. 9" 5q,, 10" 54E1 II" 541. , 1 2 " 5 6 1 u , 1 1 5 " 5 4 , . 1 1 4 " 5 6 1 1 , U) 17 2125 2337.5 2550 1 2763 2800 1 3000 3200 1 3612 3825 17 2975 3272 3570 1 3640 3920 ; 4200 4760 5097 5 355 10" PIA 10" PIA 10" PIA 10" PIA II" PIA ' 12" PIA ` 13" PIA 114" PIA 1 5355 5670 1 4000 9" 541. 9" 5q,, 9" 54,. ; 9" 5611, , .10" Sq,, II" 5a. 112" 54,, 112" 541. 18 2125 23375 2950 j 2763 2800 3000 320 � 3825 4050 18 3150 3465 3570 ' 3640 3920 4200 5040 N NOTE: DATE: JAN 2004 9131.-e4 ANP 4A 9-I0W5 AXIAL LOAFS FOR S A5 PEI N PLAN I, PLAN 2 ANP PLAN 3 IEE11 I AXIAL LOAFS STALL DE THE COMI31NA -10N OF PECK LOADS FROM ffL3Le5 4 OR 4A PLU5 fit SCALE: NONE FOR ALL PLAN I I CQNFPRATION5 ANP PLAN 2 ANP PLAN 3 CONFIGUP.ATTONS we PANEL SPAN A AAY7 D me eQUAL PA110 eNCL050 LOAFS PE1>;RMINE0 FROM 11f 1\10.051Re ENGINEERING PACKAGE. AXIAL LOADS ON f'OSf 21 - TA13LLATEP VALUES DIVIDED DY TWO FOO11NG5 THAT ARE romp LESS 11-IAN 18" DELOW GRADE SMALL DE A MINIMUM OF 18" DRAWN BY: MJG AXIAL LOADS ON p05131- TAM-AMP VALUES DIVIDED DY FOUR X18" X 12" T14CK DRG NO. C.2 TAT3Le 00E5 NOT INCLLVE ENCLOSLRE COLUMN LOAFS, THESE CAN DE 03fAINEP FROM THE ENGINEERING PACKAGE FOR THE ROOM 2 OF 4 • . 1 r C r! • NOT NOTE: LATERAL BRACING SHALL ME IN5MLEP FOR nECK5 OVER 4' N HEIGHT PER THE PETAIL5 LOAV D EARING COLUMN LATERAL PRICING SHALL DE INSTALLED FOR nECK5 OVER 4' IN HEIGHT PER IFE PETAL5 M 0 S HOWN ON 3I-EET 5, PECKS OVER 8' IN HEIGHT REQUIRE SPECIAL ENGINEERING CHAMPION PATIO ENa05URE \ CHAMPION 0 ENCI.051.e B IQW `1 N ON EEf 5, PECKS OVER 8' IN f EIGHT f�O111 SPECIAL ENGINEERING CO U � CO C-1M PATIO ROOM LOAD 2 X6 PRICING ATTACHED TO T. - - - REARING COLUMN TM PECK FRAMING WITH I No. N. I/ 2" PIAMETi;R MOI_15 EA, f REAM AT LEADING EnGE ENP (TYP) 1, o OF PECK, SIZED PER V = a J 0 fADLE t /� n IT APLE z o ; o ' z 3 OR 3A /)S MEOW PATIO RO J 45' f0 60' COLUMNS N N c ' LOAD REARING 11.1 iii a Tr Z sg ` 4 o _ i/ 1 ,l uI — • • • •.. • L 2X6 MINOR 4X4 KNEE ;- : ; re 4 Q MRALING AffAC•EP t N FOOTINGS • •' POST PER DETAIL 6/ 5 -3 ��� E0OfiNG i p P IMESIONPL L UMT1ER POST PROVInEP OR 7/ 5 3 �' EXTENDING G'E Gl1N o z PER LOCH- PIME5IONAL LUMMER POST PROVIPEP CONCRETE FOOTING -- PIMESIONAL LUMDER POST PROVIDED PROVIDE MOCKING OMEN 1FE FR LINE or r L9 co t PeCLTY MEOW PATIO ROOM LOAD DEARING PIRECL1Y DLEOW PATIO ROOM LOAD REARING nI CLTY DLEOW PATIO ROO L OAD REARING EX1ENnING DELOW X DRPGES AND ATTACH WITH I/ 2" Ike-LOCALITY r, ‘ _ z �j z COLUMN5 T} •E FROST LINE OF COLUMNS PINCER THR OUC�1 MOLTS COLUMNS . ` \ 4X4 MIN FOR PECK5 UFO 9' IN I•EIGHI1 4X4 MN FOR PECKS U" TO 5' N Hear 4X4 MIN FOR PECKS [PTO 5' IN HEIGHT ' u ' W r V iHiE LOCALITY, SEE 4X6 MIN FOR PECKS U'TO 8' IN WIGHT 1, • •9 �,`` t 4X6 MIN FOR PECKS LPfO 8' IN WICK TADI E 2 SHEET I FOR 4X6 MIN FOR PECKS [PTO 8' IN Fear 0 K-E3PACING ELEVATION REQINREP slzE of D X-PFACING ELEVATION ®KNEE C3 ING bFTAII (�� 2 / 4 6 4, L m ® FOOTING REARING VP PECK SUPPORT AREA 1 / 2" DIAMETER THROUGH POST 4X6 MIN 1301.1 REAM SIZED PER fARLE 5 OR 5A SHEET 2 REAM SIZED PER TABLE 5 „ � -�� % /- REAM // . I R E AM z � L i� z _' g NOTICN 4X4 DRAGE • . v. 1%,„-■ REAM 9-IALL DE ATTACI-EP %, I � I f0 ACCOMOPATE �, I/ 2” X 6" MIN LAG SCREW REAM 9-IALL DE MIAOW /, � ,1 1 LAG SCREWS %CURING RACE TO LUJPERSInE t0 POST WITH A MIN OF Z TO POST W11H A MIN OF 2- OEAMS lial /' , I/ 2" nIAMETER THROUGH � /� /� I/ 2" nIAME1ER 11f011611 " PIMEN5ONAL 2X6 ATTACHED TO v NOTCH 4X4 MACE �. 4X4 MIN P05f SHALL DE NOTCI En f0 DOLTS / DGLTS '" LUMBER FRAMING MENDERS -, TO ACCOMOPATE RECEIVE ANn P?OVInE FILL POSE `HALL DE NOfCHEn TO - POST - WITH A I/ 2" 11f011H R0Lf5 � 5/ 8 " DIAM T HROUGH DOLT z Q REARING TO TH E REAM RECEIVE ANP Rome FILL HECK SUPPORT y REARING f0 iN E MEAN POST 4X6 MIN n IAME1 MOI T AT p Z EPLH END P051 4X4 MIN tf� ®POST TO f3EAM CONNECTION I TAIII AIL TO (3EAM CONNECTION DETAIL 2 ®KNEE C3t?ACING PETAL OPTION I t KNEE S LNG nFtAIL OPTION 2 W 0 INV REAM COMPRS OF 2 PIECE5 OF 2X S ` - a" O a. DIMENSIONAL LUMIDER NAILED TOGETHER WTN M Cg 1241 NAILS @ b" C/ C TOP AND MOTtOM, EACH 0 Y F 2X SHALL ME 1- F[LL LENGTH. MUTT JOINTING v Q REAM REAM 4X4 POST MINIMUM 4X4 POST MINIMUM MEAN OR LEnaR OF MENDERS SHALL NOT DE ALLOWED 1M1HIN ,.1 0 SEAN HOPE P05t RASE I THE REAM SPAN Q ® Z UUIU % ;;';;,.. ANCHORED f0 COJCI1E ►�, W �I'� �1 \lll� ELEVATED POSE MAC WITH I/ 2" PIAAAETI R 1 ° F. \� E MDEnPEn IN CONCMTE ANCHOR MIN ,, ` 111 0 ° ° O S 1411W' ill _10 IL 1 0 ca u ism. kri I 1 I o o 'Z 4 d POST CAP CONNECTING THE CONCRETE FOOTING I� ) CONCR FOOTING :; r•,� !.; Y" ® JCISf ° u , O j MEAN TO Tit P05f y ' PI N POST CAP CONNECTING THE �; METAL J015f HANGER SZEn s , °, U R EAM TO E Nn POSE ° ° '�� DATE JAN 2004 4X4 POS MIN 4X4 r'051" MIN FOR J0151 ° SCALE: NONE Atk POST TO C3FAM CONNECTION OA P05T fO [3FAM CONNECTION DETAIL ex n POST TO FOOTING CONNECTION 0 POST TO FOOTING CONNECTION ® J015t TO HFAKIFt?/ LFLGEP ® NAILING PATTEPN FOP NAIL DRAWN 9Y: MJG INF PETAL 3 tTA1L I ® PETAL ® CONNFC11ON rEtAL LAMINATED 6FAM5 ORG NO. C -3 3 OF 4 J • / o M1 0 o oar WALL GENERAL NOTES AND 9PECIFICATION5 en M PROVIDE FU.L DEpiH JOIST SIZED pep TABLE 2 co co E XISTING BLOCKING BETWEEN J01515 Si�llCtlllE OVER SUPPORT SNeET C-2 A THE DESIGN OF 1 DIMEN510NAL LUMBER MEMBERS AND CONNECTIONS NAVE 13eEN r P. en en PERFORMED IN ACCOROANCE NTH 11-Ie REQUIREMENTS OF THE 1997 NA110N1.. DESIGN '. N SPECIFICATION F W OOD C ONSTRUCTION, �� B. A MAXIMUM DESIGN HORIZONTAL WIND L OAD OF 30 WA5 USED IN 11-1E DESIGN OF 'ME DECK CONNECTIONS, 0 s Q C. 11 TERM "PATIO ROOM" IN 11-f SE DPAWNGSFERS 50L ELY TO LIGHT GAUGE ALUMINUM Z d OF 15fING Ii JOIST SNM T A JOIST AN TO THE FRANC 5TRUCRUM5 MANUFACTIKED BY CHAMPION ENCLOSURE SUPPLIERS, THE5E DRAWNG5 ARE OF EXI511NG ' ' LEDGER W1-1 A JOIST RANGfR PER ONLY VALID WHEN 11 E PATIO R0 ARE CONSTRUCTED IN ACC MANCE WITH THE CHAMPION STRUCTl DETAiL12/ C-3. JOIST HANGER NOT ENC1.0U5RE 5LY'PUER5 PATIO ROOM ENGINEERING. 1f >. SHOWN IN 11115 DETAIL FOR CLARITY W a d MATERIALS N 3 I� Nt 2X JOIST SIZED PER TA131.E A I, DIMENSIONAL LUMBER a. Z A DIMENSIONAL LUMBER SHALL DE DOUGLAS FIR, 50U11 -fM PINE, IfM -FIR, SPF, PONDEROSA 0 = PINE, REDWOOD OR WESTERN CEDAR, ALL DIMENSIONAL LUMBER SHALL BE GRADE #2 H 0 �.. ._ MINIMUM. W I \ CONTINUOUS 2X LEDGER A1fACNED TO The X15111\16 B. DIMENSIONAL LUMBER 1ALL BE TREATED FOR pREVeN110N OF DECAY A5 QLlC�ED BY THE _ = WALL OF Z _Zi 5 I , GOVEp�1NG CODE OF THE LOCALITY, N E XISTING STRUCTURE WITH THE I/ 2 DIAMETER LAG 5C1 OR I I DOLTS PER TABLE 1 51ST C I, THE LEDGER MALL BE 2. FOOTINGS 0 SCREWS Z AT MINIMUM SHALL HAVE A SAME MINI UM OF I / 2" AS THE JOISTS. LAG . I J0151 MALL BE ATTACHE A . A LL FOOTINGS SHALL BEAR ON LEVEL( WITHIN 1:12) UNDI511.RDED SOIL OR APPROVED Z !V Z WS MLL MIM f0 CENTER BeAM WTN ENGINEERING FILL WIN A MINIMUM ALLOWA131.E SOIL BEARING CAPACITY OF EMBEDMENT INTO 501 ID WOOD CENTER BEAM 51a19 PER 10 H5 HURRICANE 1000P9e.FOOfING5 SHALL EXTEND BELOW THE FROST LINE OF Ift LOCALITY. W T V mil TABLE 5 OR 3A 51W C -2 ANCHORS 3. CONCRETE m e CO \ \ C n�1'AIIL At CKO:' I3�AM A ALL CONCRETE SHALL CONFORM TO ALL R>;QUIREMENfS OF ACI 301 " SPECIFICATIONS FOR ® 2 C K 10 NOU CONN�C1 n�1 AID 511RJCTURAI, CONCRETE FOR BUILDINGS, 13, ALL CONCITE MALL HAVE A MINIMUM COMPRe551Ve STRENGTH OF 3000 P51 Al DAYS AND WHERE EXPOSED TO THE EXTERIOR ENVIROMENT MALL HAVE AN ENTRAINED AIR CONTENT OF BETWEEN 4.5% TO 70% C. ALL REINFORCING STEEL SHALL CONFORM TO AS1M A6I5 60 K5I DEFROMED BAP5 AND WOO 5C W5 AS1M A185 ME9-I, C0 A TTACNNG WALL JOIST1ALL OVERHAN BEAM A MINIMUM Tf?A TO D pEp OF 3" WHERE LAPPED JOISTS ARE REQUIRED —\ if FASTENERS PATI ROOM y / ALL FASTENERS SHALL BE HOT- PIPPED GALVANIZED STEEL WIN A MINIMUM ZINC COATING OF ENGINEERING PROVIDE FULL DEPTH 0.85 OUNCE per SQU FOOT ILI ,1, A, BLOCKING BETWEEN JOISTS A. 1301.15 MALL COMPLY TO ANSI / ASME STANDARD 8,18.2,1 -1981, BOLTS SHALL IX FIJLL JOIST OVERL W TH Over SUPPORT DIAMETER 1301.`5 WIN A BENDING YIELD 511ING1H OF 70,000 P51, FLOOR SI AI B. LAG 5C1 W5 9IOULD DE GALVANIZED STEEL WTH A MINIMUM BENDING YELP STRENGTH OF 2 60,000P9. O O C. WOO SCREWS MALL NAVE A MINIMUM BENDING YIELD STRENGTH OF 80,000 P9 I 0 y 1 I 0 C Q a SECURE OVERLAPPING Z w 2" 0 ° JOISTS TO EACH 5 011-1 6d NAILS t � - . �c �-?,� Z G Z z a I. z 2 BEAM SIZED PER TABLE 5 J � J J a• OP 3A `,HEFT C -2, FOR S ' `p 1- d U 11. ?05T CAP CONNEC110N 1 J L ° E 4 PROVIDE I/ 2" TReAII D j ` ° ° ° ` 1 Z 0 4 PLYWOOD SPACER , , f - 2 ; O Z Z BETWEEN 2X MEMBERS - ( ` ' v = CC WHERE PO51 CAP CONNECTION 15 arum? - ° �, , Z ILI O a NOTE: FOR 6" WALL ROOM 5YSTEM5 PROVIDE 2X BLOCKING BEMEN JOISTS Al J0151 9-ALL BE ATTACI D V " JOIST HANGER CONNECTING LOAD BENNG COLUMN LOCATIONS, TFw TO CENTER BEAM WIN l (-1. - J015f f0 BEAM THE INSIDE FACT OF THE WALL ABOVE MOCKING MALL DE POSITIONED BELOW CENfEP gAM 5IZED PER SIMPSON H5 HURRICANE � ` 4 – • T ABLE 3 OR 5A SHEET C-2 ANCHORS DATE: JAN 2004 SCALE: NONE ® CON\EC110N .9 FOI? BEAM AT 2CK 1 CONNC110N 3 Al CFN1".p I3AM DRAWN BY: MJG 11 67 DRG NO. C-4 4 OF 4 g3 17 5 LA- C-truckAr CI 64,// 7- l / • /--- 3.794" ---- 3.920" 1 1 / 3.803" / . in / 0.055" o cn 3.741" c'r2P-2. r-, o 3.741 -4- o 9 / 3.741" / 3. -0,-- . 0 R0. - : 1 \ 0.062" 0.062" 0.062" o N 0.055" ( I ) 1 --J - • c f R4.173" ----- LL-1-7-1 4 C2I D [ ' F .-- 1. I 3.684" / 3.810" >1 CNJ g ui cc = = ° VVINI2OVV/19001:' FkAACI-EAGI CD WINPOW/POR FI:Alg JAMPO WINPOW/ OOF %Lc) TRANSOM kriaisioN 0 I-IFFaR [3A<) Idioak AM (....) *2 CC ‹C C I z b- L_Ll ', = 2.055 c " .,_. 0 . ... 1.000" 2.155" -/ -/ 1.938" /•-• A- 2.500" --/ / 3.970" / - E CL 0 ,1' / A- I 0.055" (-) \ \ ..< - 0.055" --- 17 . 0.055" 1.000" b o b -.74 'o ° 1 to 0 a) 0.055" -d: 0.080" CIS 4 u-, ‘t: \ 0.080" h-i ( I) t -- , \ \ IIIIIII \ \ . 4" xio 0 4" F-CI-IMItLe 4" 1-1ANIal3A5Eg 4" SILL x g 4" I- 5C1110N41) --..., 601:N PO5f© .s- ...., CO) cl -- , • . / .545" 1 44 CC . - 0 0 4' i t 2.625" -1 Q. / , -/ •-"/ / C S 4.770" 2.500" ---/ _ 2.438" - 2.00" -' --/ 1.1.1 -1 ›- M \ \ -- "c "-- --- .,_ \ ^ V) \ t) [ 1-- Ca< CT .08 ,.. \ In 117144A71°N DATE CO lii(ILIIII-- D co - - In ---------- ----" .. j o : m ° < z : ! b b (0 (0 (c; co nt N .- CO ) b \ 0 o to t-i h• 1 o 2 1- - . _\_ '1 .--------- '1:- 5.810" I' a_< x \ -•,- ,-- \ I .08" b2. .._._. -.\- \ I-.1 0.080" DATE: DEC 2001 SCALE: NTS ANtL HANIGI3A5F CI 6" I-AM 0 6 F-CHANIqL (1) 6" 5I[( Fosf sa \g © DRAWN BY: MJG ORG NO. S-1 1 OF 5 ., t 1 r(.CM WiI/Tri: CrATMINtl, S� ALLOWAN -E PANEL SPANS ---7" l PANEL SPAN NOTE: ROOM PROJECTION / #8 XI/ 2" 5M5 a 24" C/ C r &6 's / V o o ■ E TAME ST ET 4 FOR ALLOW . SPANS ALIENATE COM 6 1NAilON OF WOOS, LOAD GEARING I EADEE PARS NP 6 ( TYPICAL K ALL I -6EAM TO PANEL CONNECTIONS i Z M SE TA TIM6ER RI BE REFER r0 A c TABLE 6 9-IEEr 5 FOR SPANS � • TRANSOMS ANP KNEE Af COM6INED . SEE fPSI E 3 SFf E1 — ; ; RT PAN � + Alln 5EC110N SIZES WALLS MAY 6E Lao PROVI n FOR � spas #8 X I/ 2" 5M5 @ 24" C/C 1 &6 CN CAV SEE fA / I""' it ._. CC fil E 4 5 5 FOR ALLOWAf�I E SP SPECIFIEn I EIGNr AND SPACING — COM PER I ANn 4 LIMITATIONS ARE ADHERED T0. J W 0 COMT31NEn / GI _ W CL ! 1111111.11 SAMPWICH PANEL ROOF Q N ULL HEIGHT COLUMN PEE 17. ® ® ® / FASCIA 80E '� a `a` FULL HEIGHT' COLUMN 15 ONLY + / /� = r J �/ /, // f/ I // I RECUIREn wHEF� ALLOWABLE (+ . ov f V / off �� Y \ 1 GIRT SPANS ARE LESS THAN E ' f // T�� �/ � — W I I / 2 ROOM IMDTH - #8 1 / 2" @ 6" C/ C / 16EAM PER II _ I WITH 5 Af COLUMNS EX1'ANDEE PER 7 o NON AXIAL - LOAD 6 EAP.ING o ; 1 I / cowmen 2 I 0 0 COLUMS PER I I ANTI 2 COM W1NnOW UNIT POOR UNIT HOOK UNIT i WINnOW UNIT ‘-`,N, WINnOW UNI GOO UNIT WINnOW UNIT j REF ER T'0 TABLE 2 AND 3 �1EEf / c Q i 3 FOR SPACING + - Ni cl3 j ® I i 1 GABLE RIPE POST PER 17. ® , 1 ® / I/ 2" SMS @ 16" W U ® Q } REFER t0 TABLES 5A AND 5B • C/ C EA SIDE I. ® ® , , I KNEE WALL ' FOR MAX NEIGHf ANTI AXIAL ® ® 6EAM GIRT PER I z c f 0A17 CAWING CAnALTY I KNEE WALL 1 i KNEE WALL / I/ 2" SM5 @ 16" O KNEE WALL C /CEA51 .. �. 0_ o G COLUMN SPACING' 1, COLUMN SPACING COLUMN FCING A ...I J I E° ((( COLUMN SPACING - COLUMN SPACING , COLUMN SPACING - A' ! TRANSOM EXTRUSION PER 4 Q COLUMN SPACIN R f01ABLE5 2 ANTI 3 SHEET 4 FOR ALLOWABLE COLUMN SPACING CORNER COLUMN PER 12 COLUMN & NEAnER SPAN & HEA17ER SPAN & HEADER SPAN = PE SIGNEn FOR 30 PSF »� EPEE TO TABLES 2 AND 3 SHEET 4 FOR ALLOWABLE COLUMN SPACING ®SIb�WALl.10 I?00� CONN�C�10N 19-1 (.� ` =' PATIO � NCLO5UI:: GA13L� WALL �LVA110N MAXIMUM AX! A S G OVERNEn PA110 FNCLOSUC?F SIbWALL FLVA110N BY ROOF PANEL CAPACITIES ® Af EXISTING ST1 LICfI dial, PANEL HANGER PER 2 NIE7 FASCIA PER 7 N 1 # 8 XI/ 2" SM5 c�10" C/ C T &6 EXISTING STRUCTLa OR 5/ 16" X 3" LAG SCREWS • ., ! f t Y ,• / NEW GAME IN Ci .. , EE PETAL A FOR ROOF i I CONNECTING HANGER fO 2X 6LOCKING LEDGER. �- t �� 51RUC1I lill RIDGE 6EAM ABOVE i , ' �� CONNECTION f0 SPA PER FOLLOWING TAME, i 1 , SEErABIE69- 5! I 1 MASONRY WALL ROOF LOAn ( PLF) FOR SECTION SIZES 0 IV I l;; 1 (111) 100 150 200 250 300 350 400 t ` ( I` i ---------- FOR ATTACHMENT TO TIMOR FRAMED WALL PEOVIM ROOF OVERHANG ANG ANTI SPANS s EEO'n I Ilk J C WA! L + p SPACING I6" I6" 12" 10' 8" 7" 6" ! 1 ' , 2 No, 5/16" X 3" LAG SCREWS a 24" C/ C OR j (AXIAL LOAD MA/ZING) --.....• (IN) - ! 1 '' :` �'"" FOR ATTACHMENT f0 MASONRY PROVInE A WALL a' w REFER TO TABLE A SFEEr4 FOR ROOF LOADS AT SIrrais '. 1 ! i 2 No. I / 4 "X Z "ZAMPC NNLIN ANCHORS • X ROOM PROJECTION © 17.5 P`F ( AXIAL LOAD GEARING) S t . rit22 6EAM ( INFER TO ` \ r` ' � f i t f AXIAL LOAD TABLE651EEr51ZOR \; 8 12 " / CT &6 BEARING WALL g (6 -WALL) ® Ar c T / cn P051 SLEEVE PEE 17 ' / ja i W Pt Jf CfI NNECTEn TO RIME w 1 � �00 DEflA+I WtM SIMPSON 2 MSTA 15 CC >- NOEIZON 4X4 WOO POSE !�;; ; ,; SI MPSON STRAPS FOR UPLIFT L0A25 5 TO �XTG 5T?UCTLp� CONNFC110N n .,Sr.--' a > 0,. ° "' ,i, � ia0 - UPTO 1800 LDS'* AND CONNECTED F w P�551 MIN ROOM WInTH �� WITH 2 SIMPSON M55A 18 FOR UPLIFT � � V a �; . c � s'3> i ' Z D WPM -0.9 LOADS lPTO 21001 D5 ANn 2 MSfA �, p w O ROOM 22.0 PSF- 1.2 X ROOM PROJECTION el f I2 13FAM TO PANEL nzTAIL 21 FOR LPLIFT LOAD5 UM 24001-85* ,_ J J PATIO NCLO5U?� PLAN @ 27.0 P5F- 1.4 X ROOM PROJECION * Refer to table C sheet 4 for uplift ,t'' - ' Z loads on Gable ridge post 4X4 WOOD POSE CONNECTED 10 5 DE REINFORCED P05T SLE PER 17 CONCI TE SLAJ3 WITH SIMPSON ABU44 � p 4" CONCRETE SLAB ON GRAM 8 WALL OF PATIO ENCI OSUEE — --fi WITH 6X6 W2,O XW2,0 ON VAPOR DR TER r Yf (X " • Z w w L OF EXfG 5fl u iI& 5EE ffBLE 5A ANTI 5D FOR POST DASE OR CONNECTED r0 PECK MASONRY WAL 4 CS': o " , ( � � Q Q i= j ' / / I�Ei@1 AN D AxIAL LO WITH 2 SIMPSON MSTA 21 STRAPS EXPANDER PER 7 E i 1 , , , 7 ; t � S W CG d 4404 ON EANOF STONE ON FIRM & STALE �� CARRYING LIMITATIONS �l 1� ' J . Q O • ti FRAME JAM6 ",:•); ,' ; c: #8 X I/ 2" SMS PER 2 24' C/ C VE RTICALL Y - ' - I FIAT l ' j w z 4 NO 1/ 4" X 2" _ MUSHROOM FEAR ANCHORS 4 * 4' -71,- 4 .. 4 .. — —` a a 1— :,. A n .. I I 1 1 11= 1- COLUMN PER II % F JAMD PER 2 16 "C / INTO He w J 4" FACING AT END OF #4 CONTINUOUS TO NU - HEIGHT 4X4 W0017 ' FRAANNG Q PATIO COVER CONNECTING I F f0 BEAR ON A FIRM II OR ROOF STRUCTURE TO FOR SPACING OF Il • X CONNECTORS TABLE SU6GRADE HAVING A L _:! POST. SEE FABLES SA ANn F I/ 4" X I I / 2" MUSHRO M Cr ASONRY WALL ON INTEL lOR MINIMUM SPFE BEARING 56 FOR HEIGHT ANTI AXIAL PEE 2 j" ' SAD ANCHOR IN10 REFER f0 ECfIION 2A/ 52 CA'PCII OF 1000 PT #8 X 3/ 4" 5M5 LOAD CAVING LIMITATIONS -- ,/ DATE: DEC 2001 EDGE OF PATIO COVES woe MI6" C/ C VERTICALLY II #8 XI/ 2" SM5 @ / SCALE: NTS lir CONTINUOUS PERIMETER FOOTING 24" C/ C VERTICALLY 8" MIN DRAWN BY: MJG A: POO CONNCTION TO MA5ONPY WALL D TLI?Nn DOWN 5LA13 ON GAF FOUNI2A110N I3 TAIL sa GABLE P1126 5UPPOt?T POST 5C110N Z 5112 WALL TO POOP CONNC11ON 121-AIL 121-AIL DRG ND. 5 -Z GH7FfAIL ® e 2 OF 5 l • N / 1 o� • 00 3 4 8 X 3/ 4" 5M5 AT PANEL W/ 3 #8 X 3/ 4" 5M5 AT PANEL W/ °' °' 2 #8 X 3/ 4" AT I -REAM FOR FOP LP (0100 PLF LPLIFT* 2 #8 X 3/ 4" AT I -BEAM FOR FOP LP TO 100 PLF LPLIF1* U r? 3 #8 X 3/ 4" AT I-6EAM UP TO 200 PLF UPLIFT* 3 -3/ 4" OR 6" iMCK 3 #8 X 3/ 4" AT I -BEAM LP f0 200 PLF UPLIFT* 3 -3/ 4" OR b" THICK o 5 # 8 X 3/ 4" AT EACH I-f3EAM LP 10 300 PLF UPLIFT* EPSCO ALUM SKIN SANDWI 5 # 8 X 3/ 4" Af EACH I -(SEAM U° TO 300 PLF LPLIFT* EP5 CORE/ ALUM SKIN IN - , A( 3 3/ 4" OR 6" THICK ( Refer to Tab le A sheet 4fa uplift load at roof supports) PANEL 3 3/ 4" OR 6" THICK EPS (+ Refer to fable A sheet 4for uplift I� at roof suppaie) SANDWICH PANEL cn u� .:,.. SANDWICH P ANEL CORE/ ALUM SKIN #BXI /2" sM5 @24" #8 X1/2" SM S @24" #8 x 3/ 4" C C C/ C sANDWICN PANEL #8 X I/ 2" 5M5 @ 24 f & f3 11111111111 1-° @ 24" C/ C L!-� CL X r y —'``�� # 8 X 3/ 4 SMS @ in ill = FASCIA PER FASCIA PER o ----- 8 OR I5 8 OP 15 ' ` � .M '- o �' c � NEARER ARM ,� ' X 4" @ � c ° , • FASCIA PER I PER 6 �; I #8 X 3/ 4" 5MS @ �; Z" C/ C CONNECT 3/ 5M5 NG 1 l 1 ° t /' GRAVI 1 1AP UPr OR 8 �" � 12' C/ C CONNECTING E Ti �) 850LDS* >, .. NEARER f0 NcAVER •. 1 #8 X5/ 4" HEADER f0 HEAVER ARM HEAVER PER 8 = HEAVER PER 8 I - ARM Y COSAND C/ C CONNECTING HEAVER COLUMN C) n. 1F1 N 860 L6s *USE 4 8 X 3/ 4 5M5 HEAVER TO #8X I/ 2" CCORNER COLUMN „ E CONNECTING DEADER f0 COLUMN aft SIPE HEAVER ARM I C/ C CONNECTING HE TO TRANSOM foR GRAVi1' LOADS UM ° PEP 12 FOR UPLIFT LOADS ON CNTER COLUMN A EXTRUSION PEP `�� f0 TRANSOM 3 -3/ " ALUM SKIN I MOLDS* U v UPf015001.05* USE 6 #8 X 3/ 4" SMS �) 5/ 8 I NSULAtEn GLA55 UNIT WCN m N�AI7p TO COI Nip COLUMN ' l b le � et 4 tor5 CENTER COLUMN PEP 11 WITH PANEL ® uplift loads I.L1 ` FoIN FOR L1 ohs o E COLUMN FRAME JAM PER 2 HAP TO 61-A55 CPANSOM ® NFAI TO PANNI. �9\AN5OM EXPANDER UPTo 2048 LDS* USE 10 #8 X 3/ 4" 5M5 DASE CONNECTING HEAVER f0 COLUMN TRANSOM 3 -3/ 4" ALUM SKIN PER 7 .Refer to table 11 sheet 4 fcr rdan uplift Iced5 E /Y /V V V I.R E XfR5U510N PER EP5 CORE SANPWCN — e� 5/8" i BASE PER 7 s -3 CNT�I? COLUMN T O NtAI2�C; (?NAIL 4 INSULATED #8 X 3/ 4" 5M5 @ 16" C/ C EA PANE 1 ' ' SI PE CONNECTING TO TRANSOM , ��. l �_ #8 X 3/ 4" SMS @ I6" GLA55 UNIT _ , I C/ C EA SIPS ��, i , PROVIDE 5 #8 X 3/ 4" • 1! FOP UPLIFT LOADS ON CENTER #8 X / 2 'r:1c @ I6 "C I . ' I f0 GIRT ( 5MS 6ETWEEN f3A5E CONNECTING RANSOM NECTINI � � -, COLUMN UPrO 8601 f35 * e! ��� ���l +�- VERTICALLY 0 GIRT FAMNAV PR AM Rf E I -(SEAM SECTION v_�� _ 1 [� � C01 LIMN I6" C/ C VERTICALLY CO L TO EXPANDER @ I6 "C/ C — UMN @ I6 "C/ C COLUMN r.. —' �l FRAME JAMB PEP 2 GIRT PER II i II 8 X I/ 2" 5M5 1: 1 �1 8 X I/ 2" 5M5 ATTACHING GOTH COLUMN UPf01300 165* �'' I COLUMN PEP FRAME NEAP PER I �. CON U COL N FOP UPLIFT LOAPZ ON CENTER � USE 6 48 X 3/ 4" 5M5 . �I'�— #8 X I/ 2" 5MS @ 16 "C/ C PEPIZ CORNER COLUMN FOR UPLIFT LOAPZ ON CENTER ` VERTICALLY CONNECTING 9 VAN5OM TO WINDOW FpAM� 0 PANEL TP.AN5OM TO WINDOW FkAM� 0 COLUMN UPro 204OLDS use 10 #8 FRAME JAMBS r0 COLUMN ® o p RI FE ® PLAN OF C l COLUMN T013A5E (111) X Refer to table l3 sheet 4 for cdum uplift loads b WINDOW/ POOR #8 X 3/ 4" SMS @ � Q' S `S'/ WIN DOW/ PO #8 X 3/ 4" 5M5 @ � � N E O No.1 / 4" X2" LONG MUSHROOM NEAP ANCHORS AT PRNv1E SILL PER 3 I6 C/ C �•j ' 9 r 9 .. SILL PER 3 I6 C/ C C�NT�p COL TO 13A5� PLAN f MN COLUMN FOR, CONNECTION TO CONIC TE %AD OR i 4" SILL 4" 5111 ` ' " l 'ER II 73,'.l?C?E r 6 #12X21/2 WOOD SCREWS FOR CONNECTION 1 ® #8 X 3/ 4 " . CC #8 " ■ t � a.� SECTION PER II 11MfiER PEEK @ Ib" C/C ' =1 c 5 @ 16" C/C 1. _,,....---CORNER COLUMN PER 12 ATTACHMENT OF EASE f0 CONCRETE SLAP Af ATTACHMENT OF 13A% TO fIMDER PECK CENTER COLUMN I-f3EAM GIRT (/ 2 P 4O �� I -(SEAM If PER II #8 X 3/ 4" �r 4 3/ �Lo J.. #8X1/2 " SMS 5- E XPANDER PROVIDE A TOTAL OF IC fJI 4 #12 X 2 -1/ Z WOOD `:CREWS WITH b No. I/ 4 X 2 MUSHROOM HEAP Ib "C/C ( 'i '� P ANCHORS FOR PER 7 0' t — WASHERS FOR COLUMN UPLIFT LOADS* COLUMN Limn LOADS* IF r01080# 5/ 8" INSIR A1EP TRANSOM EXt1?U51 tij -� • @ I6 C/ C _ f3ETVVEEN CORNER COLUMN Ce ,_ vT U P f0 920# 8 N o.1/ 4 " X 2" MUSHROOM HEAT ANCHORS FOR G UNIT P ER 4 '� RT I N - 3 -3/ 4" ALUM SK IN 2.5" MIN ANP EXPANDER 6A5E LL U' m v } i 6# 12 X 2-1/ 2" WOOD %PEWS FOR UPLIFT LOADS LP 10 1360 # 4' EPS COP SANDWICH J J z w UPLIFT LOAFS* LP 101360 # 10 NO, I/ 4" X 2" %%ROOM HEAP ANCHORS FOR Q »p,T1 OA•"E• PANEL ' ° ' m z D_ Io # 12 X 2-1/ 2" WOOD SCREWS FOR CENITER COLUMN UPLIFT LOADS* UPTO 2048# WINI2OW PpAM TO GLA55 Tr?AN50M , ! +' ° ' w 0 ? 0 NT OLU ER COLUMN UPLIFr10AV5* LPrO ® ® WINnOW �pAM� TO PANEL o CE # (* Refer to table 6 sheet 4 f ar center colum uplift loads) 5/ 8" INSU AIEP • °a a Z Z J 2048 Q O ( Refer to table 6 sheet 4 fo center GI A55 UNIT 2 No. / 4" X Z" LONG . . �' ° • `° � d v w eel COLUMN PER MUSHROOM HEAP ANCHORS 3 3/ 4' ALUM SKIN c.) column uplift loads) TRANSOM EXTRUSION w Q SEE NOTE IN TEXT IN PER 4 @ 30" FOR CONNECTION E C0 sANCJ(MCN < EXPANDER PER 7 PETAL 4/ 53 FOR TO CONCRETE 5LAD PANEL CON COLUMN TO C3 A5 SECTION to v a Q CONNECTION OF #8 X 1/ 2" 5TAGGEREP EA 51PE POOP 5111 PER 5 .1e-- 2.5" MIN —.I' @ 16" C/C OR # 8X1 / 2" sM5 @ I6" C/ C m EXPANDER TO COLLINM i ° •• 2 #12 X 2-1/ 2 W0017. 2 No. 1 / 4" X 2" LONG #6 X 3/ 4" 02 16" SILL EXTRUSION PER 10 • ! + d ' EXPANDER DASE SCRMW5 a 24" C/ C FOR EXPANDER f3A5E MUSHROOM HEAV ANCHORS c/ c EA 5117E 1 I • PER 7 \ GONINCTION TO tIM6ER PER 7 \ • 1 '' @ 30" C/ C FOR 2 1 / 2" MIN EXPANDER PER 7 • , .. PECK 5f AGGEMn EA SIPS - -- CONNECTION fo CONCRETE + • a .. a • I I a s° r a I a • DATE Dec 2001 _• S1A13 SfAGGE�D EA SIDE ° . . • • • D '� ', oft n ' SCALE: NTS d '- .n CONCRETE 51-AD ° e a . 2 #12 X 2-1/ 2" WOOL � ° ® CNTp COLUMN T O I3A5� SECTION 4 OR - 1 V 5Ct W5 a 24" C/ C FOR ( DRAWN BY: MJC ED KIV WALL TO I3A5 1MfSE PECK ® KN�� WALL TO 13A5� CONNECTION ro TIMDER DRG N0. S -3 HECK srAGCeREn EA 5IPE 0 n00p J ILL TO 6A5� 5�C1 N 3 OF 5 f 1 LADLE C: AXIAL LOADS ON GAME RIDGE SUPPORT P05T U o o TABLE C ( COW' D) : AXIAL LOAD5 ON GABLE RIDGE 5LPPOR1 POST Z ;" LADLE A: ROOF R LOADS ( PLF) K ROOF SUPPORTS ROOM ROOF RIDGE Dm SPAN ( FT) R O O M ROOF N. CNI WIDTH LOAD ; R IDGE BEAM SPAN ( FT) c M M ROOF LOAD + / ( P5 F) C Ft) C FT) 10 1 12 14 16 18 PANEL WIDTH LOAD w �, ,7) ,� (FT) + / -P5F ' 10 I2 14 16 18 J .. C Ft) 10 15 1 20 30 35 1 40 45 50 55 60 20 805 966 1 1127 1288 / /,/ a_ a I 20 20 1150 I 1380 1610 1840 2070 ' 10 65 90 1 115 r fig 165 190E 215 240 265 290 315 980 1,: 1176 1372 1568 25 1400 1660 1960 2240 2520 t!) CV II 71,5 99 1126.5 154 181.5 209 j236b 264 291,5 319 346,5 30 1155 1386 1617 1848 30 1650 1980 2310 2640 2970 c 6 12 78 108 138 168 198 228 j 258 288 318 348 378 35 1330 1596 1862 2128 I .o 35 1900 2280 2660 3040 3420 ( O € 13 84,5 117 149,5 182 214,5 247 1279.51 312 344,5 377 409. 40 1505 1806 , 2107 2408 ,/ 1 U / /// 40 2150 2580 3010 3440 3870 Z 14 91 126 1 161 196 231 266 301 336 371 388 16 20 920 1104 I 1288 1472 1656 ' w e 1 / I 22 20 I 1265 1518 1771 2024 2277 15 97.5 135 1172,5 210 247,5 285 322,5 360 597.5/ Z o 25 1120 1344 1568 1792 2016 16 104 144 j 184 224 264 304 323 /� ! 25 i 1540 1848 21 % 2464 2772 - a i , 30 i 1320 1584 1848 2112 2376 j 1 M y f � 30 1815 2178 2541 2904 3267 i 1 153 20 1195.5 238 280.5 323 / I r R Q r 2128 F 1 / 35 1520 1824 2432 2736 P � mod' { 207 252 297 / 35 2926 3344 37 2 N �c // r / 2090 2508 6 6 � ti , N 18 16 2 20 ; * TABLE INCLUDES R OOF PANEL DEAD LOADS 40 1 1720 2064 2408 2752 3096 40 2365 2838 5311 3784 4257 C7 41.1 , - -- iii cc TABLE 13: COLUMN AXIAL LOADS ( 165) IS 20 1035 1242 1449 1656 1863 24 20 1380 1656 1932 2208 2484 c.- 25 1 I 1260 1512 1 1764 2016 2268 / PANELI COLUMN ROOF LOAD + / - ( P5F) 25 1680 2016 2352 2688 3024 1 AN SPACING 3 1 1485 1782 2079 2376 2673 ' (Ft) 1 (F1) 10 15 20 al 30 35 40 45 1 50 55 60 30 1980 2376 2772 3168 3564 �gR E 35 1710 2052 2394 2736 3078 j 10 4 260 360 460 5601 660 760 860 96011060 3y 2280 2 3192 3 648 4 104 III 1060 1160 1260 i 1EXPIRA701.1 DA7C. 40 1 1935 2322 2709 3096 3483 7 I :, ,, - , 6 :� 390 540 690 990 1140 1290 1440 11590 1740 1890 40 2580 1 3096 3612 4128 4644 /7-?.4. . . 10 s 8 520 720 920 1120 1320 1520 1720 19201 2120 2320 2520 * TABLE INCLUDES ROOF PANEL DEAD LOADSa * TABLE INCLUDES ROOF PANEL DEAD L0A175 12 4 312 432 552 6721792 912 1032 115211272 1392 1512 (III) T A B L E la: ALL0WAI3LE SPANS FOR 3 -3/ 4" THICK EP5/ ALUM SANDWICH PANEL T A B L E 2: MAXIMUM SPACING C3ETWEEN 1-COLUMNS ( PER I I AND 2) 12 6 468 648 828 10081 1188 1368 1548 1728 j i 1908 210:: 2268 12 8 624 864 1104 1344 1584 1824 2064 230412544 2784 3024 LIVE ROOF/ 5N0W LOAD ( P5F) AXIAL LOAD HORIZONTAL WIND PM5511 + / - C P5F w 14 4 364 504 644 784 924 1064 1204 1344 1 1484 1624 20 2* 130 35 40 45 1 50 55 60 (L135) 0 4J n ' 15 17,5 20 22,5 25 27,5 30 z 14 6 546 7% 966 1176 1386 1596 1806 2016 2226 2436 1000 96" 96" 95" 84" i 76" 69" 63" zz TABLE INCLUDE5 ROOF PANEL DEAD LOADS w w 16 15 14 13 12 4 II' 8" II' 10 10 0 96" 96" 95" 84" 76" 69" 63" w w CC 14 8 728 1008 1288 15148 1848 2128 2408 2688 2968 5248 1- -J 0 7 / / / * 1;, CO o 16 4 416 576 736 896 10% 1216 1376 � / , 7/ / SPANS RASED ON LESSER OF ULTIMATE L OAD DIVIDED DY A FACTOR OF I „ -I 0 16 6 624 864 1100 1344 1584 1824 2064 ` ;� SAFETY -- 2,5 OR DEFLECTION CRITERIA OF THE SPAN DIVIDED (3Y 120 1500 96" 96 93 84" 16 67 61 w r r 7 � 2000 96 96 88 78 70 63 58 �? o 16 8 832 1152 1472 1792 2112 2432 2752 / TABLE 16: ALLO SPANS FOR 6 THICK EP5/ ALUM 5ANDWICH PANEL c� > / � " " " " z 18 4 468 648 828 1008 1188 ✓ v r / � 2500 96" 93 82 73 6 5 59 54 0 o 0. ,�% // Z t ROO Lk LOAD C P5F) " 3000 96" 87" 76" 68" 61 55 51 a D 18 6 702 972 1242 1512 1782 / / c _2 z / / / / % / /// % " " a N - 18 8 936 12% 1656 2016 2376 j) r/ .1 r� � 20 25 30 3 40 45 50 55 60 REFER TO T ABLE l3 SNE Et 4 FOR AXIAL LOAt75 ON COLUMNS J v = /rA r�j/ 21' 20' 18' 17' 16' 15' 14' 6" 14 13 TABLE 4: ALLOWABLE LOADS (FLF) F DOOR /WINDOW HEADER a 20 4 520 720 920 � I 20 6 780 1080 1380 �4 � ,j / AT ` * TABLE INCLUDES ROOF PANEL DEA17 L0AD5 HEAVER SPAN 47 9%" y9 67 71" 77" 83" 89" 99" 20 8 1040 1440 1840 �/ � � j � AFTY 5 OR DEFLECTION CRITE A OF THE 1 SPAN DIVIDED 13Y ALLOW LOAD 264 193 168 130 116 98 85 74 65 SCALE: NONE 2001 USE TAC3ULATED VALUES FOR AXIAL LOADS ON CENTER COLUMNS ( PLF) 1,15E 1/ 2 OF THE TAI3ULATD uRa r, VALUES FOR AXIAL LOADS ON CORNER DRAWN NO. . 5 -4 4 COLUMNS *° TABLE INCLUDES R OOF PANEL DEAD LOAI75 REFER t0 TABLE A SHEET 4 FOR APPLIED ROOF REACTION AT SUPPORTS 40F5 l e M N, TABLE 5a: MAX HEIGNI OF GABLE RIDGE SUPPORT PO5T PA5ED ON TABLE 56: AXIAL LOAD CAPACITY OF Z 8 Pn rn TABLE 4: ALLOWABLE GIRT SPANS WIND LOAD POST SLE + 4X4 W0017 POST INSERT GENERAL NOTES AND SPECIFICATIONS _ C.4 CV CO 00 ROOF AL E I I , 11e DESIGN OF THE STRUCTURAL ALUMIMUM MEM6E AND CONNECTIONS HAVE BEEN HEIGHT At • WIND PRESSURE + / ( PSF) ROOM WI2TI.1 WIND PI:ESSU + / - ( P5F) POST ALLOWABLE AXIAL LOAD ( 1.135) PERFORMED IN ACCO137ANCE WITH 11-E REQUIREMENTS OF THE ALUMINUM A550CIA110N DESIGN w Lo w, MANUAL5 2000 ED U51NG THE LOAD COMPINA11ON5 SPECIFIED IN 1 I999130CA, 1997 J (FT) FIGHT DOUG FIR No, 2 HEM FIR No 2 a- r • i ( Ft) 15 17,5 120 1 22,5 27.5 30 1 15 17.5 20 225 25 I 27,5 30 FT7 LOC, 1999 5130, 2000160 AND THE 2003 IPC PULPING CODES a_ c. MAK St , j 12 10' 9" 10' 9" 10' 9 "� 10' 9" l0' 9" 10' 9" 10' 9" 10 4700 No, 2 3850 2 2. UNLE55 OTHERWISE DESIGN OF me ALUMINUM CON HORIZONTAL WIND LOAD OF 30P5F WA5 USED IN TIC c 8 18'31610;1591410141 135 1210 t N 9 17' 10' 16' 5115' 3" 14' 4" 13' 8" 13' I" IZ' 6 14 II' I" II' I" II' I" 1 II' rill' I" II' I" II' I" 10.5 4300 3500 3, THE LOAD GEARING CORNER COLUMN5 HAVE PE DESIGNED TO WITHSTAND A 50P5F LL.i . HORIZONTAL WIND LOAD AND THE MAXIMUM AXIAL LOAD OF 16501.65 IN TIC COM61NA110N5 D ° 10 1 2" 15' 11 "114' II" 14' 0" 13' 3" 12' 7" 12' 2 "1 16 II' 6" 11' 6" H' 6"111 6" II' 6" 11' 6" II' 3" II 3970 3240 5PECIFIED 'N11-1E1999 POCA,199/ UPC, 1999 SRC, 6TH � .c ED OF 11-E MASSACNU55ETT5 STATE O �� „ „i 8' 6UILDING CODE, 2000 IPC AND 11-f 2003 IPC PUILDING CODES _, I I6 9 15' 6 ,14 6 13 7 13' 0 I Z 3 1 110 18 1 110 1 110 1 110"11I' 10 II' 7 II' 2 10 8 ,-- 11.5 3600 3060 4 ,11.115 PATIO ENCLOSURE CAN PE CONSTRUCTED ON 11MPER FRAMED DECKS PROV T1-E DECK Z v 12 16' 3" 15' I" 14' 2" 13' 3" 12' 7" 12' 0" II' 6"1 20 12' 3" 12' 3" 12' 5" 1 11' 7" II' 0" 10' 7"I0' 3" '1 • I 2740 AND ITS F0011NG5 HAVE PEEN PROPERLY ENGINEERED TO SAFELY CARRY THE E NCL05UP.E AND w 3 13 15' 11" 14' 9";13' 10'13' 0" 12' 3" II' 9" II' 3" 1 22 12 2 12 6 II' 9" I I I I 10 7 10 3 9 I I 2530 DECKS DESIGN LOADS, Z /2,5 ; 3100 5. THIS E NCI,OUS�E SYSTEM 15 LIMITED TO RECREATION AND OUTDOOR LIVING PURP05E5 AND 15 O x 24 13' 0"12' 0" II' 5"110' 8" 10' 3" 9' 11" 9' 2" 13,0 2850 2340 NOf TO PE USED AS A CARPORT, GARAGE OR HABITABLE ROOM. E L 26 13' 0"12' 0" II' 0"110' 4" 9'11" 9' 7" 9 lk REFEA TO 1 C SHEET 4 FOR AXIAL LOAl25 ON MATERIALS < I 28 12' 0" II' 2" 10' 6110' I" 9' 2" 9' 4" 9' 2" �dZIDGE POST C-) I, SOILS 30 II' 7" 10' 9 3"19' 10" 9' 5" 9' 5" / A ALL FOOTINGS SHALL BEAR. ON LEVEL( WI11-1IN 1:12) UNDISTL1ZPED 5011- OR APPROVED TABLE 6: REQUIRED SIZE OF RIDGE REAM TABLE 6 CONt'D, REQUIRED SIZE OF RIDGE PERM w ENGINEERING FILL WITH AN ALLOWABLE SOIL GEARING CAPACITY OF IOOOP5F.F0011NG5 SHALL 4 . EXTEND GELOW THE FRO5T LINE OF THE LOCALITY. PANEL 1 ROOF ' RIDGE 6MAM SPAN (FT) 1 PANEL ROOF RIDGE PERM SPAN ( FT) 2. CONCRETE CO SPAN j LOAD 1 SPAN LOAD (Ft) (F1) , 10 1 14 16 ; 18 (FT) (FT) l 10 12 14 16 1 18 .. ; _ A ALL CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF AC1501 " SPECIFICATION5 FOR Si 20 212X8 2/2X8 ; 2/ ZXIO 2/ 2X12 * jj IZ Z0 2/ 2X8 2/ 2X10 2/ 2X12 9 yp �� II,25 LVL, P. ALL CONCRETE SHALL NAVE I A MINIMUM COMPRE551VE STNGTH OF 3000 P51 AT 28 DAYS I :// 25 I 2 PC5 2 PC5 ED P ROP� 1 21 2/ 2X12 2/ 2X12 / ! / /l //� 25 2/ 2X10 2/ 2X12 2/ 2X12 11,25" �,y1 112" WI a �� P GI S�' ANP WNEM EXPOSED TO 11-1E EXTERIOR ENVIROMENT SHALL HAVE AN ENTRAINED AIR CONTENT 2 PC5 2 PC5 2 P C5 2 PC5 �� 4 , OF GETWMEN 4,5% TO 7.0% 30 2/ 2X8 2/ 2X10 2/ 2X12 I 30 2/ 2X10 2/ 2X12 9,5" LW I 9.5" LVL 11.25" L\114.67" LV C5 ASTM AI85 MESH, I - C. Al P.EINFORCING STEEL SHALL CONFORM t0 ASTM A615 60 KK9 DEFROMED PARS AND 35 2/ 2X8 2/ ZXIZ 2/ 2X12 11.2 p LVL / i 35 2/ 2X10 2/ 2XI2 9,y, LVL 2 PC5 2 PC5 II, 5" 1-VC 14' LVL . i 40 2/ 2X10 2/ 2X12 2 PC5 2 PC5 40 2/ 2XI2 9, LVL 11.25" LVL 11.8 PC5 ' LVI 4 VI / 3, �TRIY.TIIPAL ALUMINUM C5 z k.‘ ? 2 - 4 . 9,5 LVI IL25 L ..� 9 20 2/ 2X5 2/ 2X8 2/ 2X10 2/ 242 2 PC5 12 Z0 2/ 2X8 2/ 2X10 2/ 2X12 Z PC5 •,2 PC5 M q - ,:� c,'� A. Al EXTRUSION5 SHALL PE AL 6063 -t6 ALUMINUM PROVIDED PY ENCLOSURE SUPPLIERS z 9.5" LVL 9.5 LVL 11.95 LVL q G O < 2 PC5 2 P 2 PC5 2 PC5 Z• C5 �N IN CORPORTATED, (f) w 25 2/ 2X8 2/ ZXIO 2/ 2X12 9 y �VL 11.25" LW 25 2/ 2X10 2/ 2X12 95" OA- 11.25" LVL 11,25" LVL R OOF PANELS SHALL PE 3 -3/ 4" OR 6" THICK SANDWICH PANELS MANUFACTUR GY w w N 2 PC5 2 PC5 2 PC5 2 PC5 2 /PC5 1RATi0N OAYE. " �� ENCLOSURE SUP PLIERS INCORPORTATEP. THE PANEL CORE SHALL 6E EXPANDED POLY5TY1• NE O m v) 30 2/ 2X8 2/ 2X12 2/ ZXI2 30 2/ 2X10 2/ 2X12 9 y.' LVL u,2y" LVL It LA z ¢ IL25" LVL 11,25" LVL WITH A DEN5ITY OF 1,5 PCF, Thy PANEL SKINS SHALL PE 0,024 ALUMINUM SHEETNING ( 3105 co g 35 2/ 2X10 2/ 2X12 2 PC5 2 PC5 2 PC5 5 2/ 2X12 2 PC5 2 PC5 21'C5 7 PC5 9.5" LVL 11,25" LVL 11.57" LVL 9,5" LVL 11,25" LVL 11.2.k" I ;,14" LVL N374) T01' ANP GOfTOM, ALTERNATIVELY THE PANELS SNAIL HAVE A 0 ALUMINUM ¢ w cc 0 40 2/ 2X10 2/ ZXI2 2 PC5 2 PC5 2/ PC5 40 2/ 2X12 2 PC5 2 PC5 21/C5 '4 ICS BOTTOM SKIN AND 7 /16" 056 TOP ANP SKIN, THE PANELS SHALL PE A MAXIMUM OF 11- EE z o ce 9,5" LVL 11.25" LVL 14" LVL 40 LW 11.25" LVL 11.87" I,VL 14,! LVL FEEL (3') WDE ANP SHALL PE SLOTTED BETWEEN AL 6063 -T6 I- 6EAM5, w M 10 2/2 2/ 2X10 2/ 2X12 2/2X12 2 PC5 13 2/ 2X8 2/ ZXIZ 2/ ZXIZ '" 2 PC5 2 PC5 N Z 20 11,25" LVI 20 11.2 LVVtt.2" LVI 4, rW5 z O 2 2 PC5 2 PC5 2 PC5 2 PC5 2 PC5 ¢ a D 25 2/ 2X8 2/ ZXIO 2/ 2XI2 9.5" LW ; 11.25 „ LVL 25 2/ 2X10 2/ 2X12 9.5" LVL 11 " LVL N _ 2 PC5 2 PC5 2 PC5 2 PC5 2 PC5 2 PC5 27 PC5 a, SHEET METAL SCREWS SHALL PE STAINLESS STEEL, ZINC PLATED, GALVANIZED STEEL OR w LL a 30 2/ 2X10 2 /2X12 9,5" LVL 11.25" LVL 11,25" LVL 30 2/ ZXI2 9.5" LVL 9,5" LVL �i:25 , Iri" LVL 2024 t4 ALUMINUM m w ` 35 2/ 2X10 2/ 2XI2 2 PC5 2 Pcs 2 PC5 35 2/ 2X12 2 PC5 2 PC5 2 PC5 2 /PC5 13, LAG SCREWS SHO(LD PE GALVANISED STEEL WITH A MINIMUM PENDING YIELD STRENGTH OF 95 LVL 11.25 LVL 11.87 LVL 9.5" LVL 11.25" LVL 1187" LVL I.4 LVI 60,000P5I, LAG SCREWS SHALL HAVE A MINIMUM EMPEPPMENT DEPTH OF 8 X LAG SCREW 2 PC5 2 PC5 2 PC5 2/ PC5 2 PC5 2 PC5 2 PC5 2 /PC5 DIAMETER OCT 2003 40 2/ ZXIZ 9.5" LVL 11.25" LVL 11,25" LVL 14" LVL 40 2/ ZXIZ _ 9,5" LW 11.25" I-VI 11.25" LW 14" LVL * TABLE INCLUD R00F PAN DEAD LOADS SCALE: NONE . �. C , W SHALL NAVE A MINIMUM PENDING YIELD STRENGTH OF 80,000 P51 TABLE GASED ON SOUTHERN PINE No. I G DIM LUMI3 AND 4,., DRAWN BY: LUG 1,75 " N 'NICK X 1.9E MICROLLAM LVL GY TRUS J0151 DRC NO, S_S TOTAL LOAD DEFLECTION LIMITED TO L/ 240 5 OF 5 . vc A • APR 10 ?007 � p -- -- -- 52 13 I UU 1i6?ci h . �Q T / a� � iTNT/`' „, `? o PATI ROOM 'mss o ^ z ,_(:)t2.. r C) > s - r � in 12' ± 22'± / / / sc / J J / I \ 1 i Z 1 I i J I I OV ERl -LANG N 1 1 I W .._: oL U PPER FLOOR WALL -/ /�7 Ln u o rn N ce 5 �~ 4 _ / - -/ MAIN FLOOR WALL • O U p n L u O W 5 0 o ° e i —! I w ° z n • a- ' - Q .. > Q Q Q y / N � � Y Q o it r�.i o v } u z o / ti2M Saa Z. o� z .� Z 2 0 , % 0 III i I= cI . , ' Z % ❑ - OL w . \ ■ . . ad ,$ +� � � / 83 17 SW CHAR GT. / 1 Q 0 Z ai E" o ..� g Z a / / /// g 0 Q V N • d y�` ` a V \ (E) HOUSE / / I- 0 Z ar o to° VI . c I / i r < (0 tgr > v t7 ,y'- .e 7,2 7 / / o U to D G Cl7 — as V • Li I 4 �°a H m ,3 o o .. V a z w r 0 E c) v can E `� in a �� °- }- • • logo � z -0 - y G p V = V� Z... 7 j NOTE: I H / / / // / pG Q .. Z ` z (� Y .+ •THI SITE P LAN DEPICTS THE GENERAL LAYOUT OF THE HOUSE W THIN E Approved plans O . O 4. O X o, . Y. O p PROPERTY LINES. DIMENSIONS SHOWN DEPICT MEASUREMENTS THAT HERE �' g 7 2 U < V) z ESTABLISHED BY USING A TAPE MEASURE REFERENCING THE EXISTING FENCE. I -,shall be on jo b site. Z ` d L • / NO FORMAL SURVEY WAS COMPLETED TO ESTABLISH HOUSE LOCATIONS, I I 1 PROPERTY LINES, OR MONUMENTATION. o_ I I t— • O — — --i--- -- 107' -- -- -- -- / - I N — — — — — — — — — — / \ — APPROVED BY CLIENT Y oz Q ___I SW CLl�1 R CT. U- ,' w .-4b- I SITE PLAN DATE -- t L. 1— • O � I ' 10' LLu DATE. APRIL tr)` I of 5 CITY OF TIGARD LIABILIT Approved (>4: permit does not authorize the violation of any and its Conditionals Approved I. rights • ( ): is of holders of private easements. The a City of Tigard Y h p P The Y not be For only thew k as described in: plicant is urged to contact any such parties and em ployees shall ancies • PERMIT NO. la Cam` (>p� � I c +3 I • secure Mier approval before commencing work. ible f Or diSCrep See Letter to: Follow • ( ): respons e ar herein. Attach c >: V ch m a pp Job Add tess: fl �Iti) NrvI r %i-. OFFICE COPY B y: `Q➢n"` Date: r � - act. 07 • , C tJ� d R APPROVED BY CLIENT -C EXISTING ST RUC T%Jr2E • NEYI PAT 10 RCOM 6 L Q ' EX;5TING GUTTERS AND SHINGLED 44 J FOR CLARITY POUTS I ITT ED DATE 1--- Q v I 'A' WALL 12' -0' _-- - _.. 2 /Ox4 SKYLIGHT • .1. _ 1 _ . . III • l � . � - ... . _ J , .. _ A . _. _ _ i _ T L . .. ! . 4 . IA rn " ILI - � - - .- - - __ �l�l� vali iali �- _L `.J_ 1 _L 1.. 1 1, L I 1 t_ 1_ L _ 1. _1. .1_ _L _L _L L. 1�..1. 1. 1_ 1 _ I, L 1_ . _L_ „L. _1_ _L ,1. .1 L 1. . 1_ .L. _l_ _L, .1. 1_ t. .1, _L 1 _L' L d_ ,.,L .I L _ _____ __ _L J,. _L _L J L 1 1 a¢7 , .L ..L aL. _L _t_ ..L. _1_ ° a.. 1 _L J_ _L ..1.. .1. _. _L. 1 ._ ° .L J.,. . L _L ,_1_ 1. L _i_ ' _L. 1. 1 1_ _I_ _1_ ° Z O _L. 1.. .1_ 1 1_ _L _L l 1 3_ 1 L. ..1., 1_ _1, 1. I. .1, i. . „1.....,. _1_ . ..L, ._1. A _.1.. .L _t, t i ,L „3„, 3 W , 6 .... S._ 1 i. ° .1 _ 1 1 _L. _L ... 1. .1. _! _L 1a ... .F. . L . L .1„ .. e _L .L 1 _ ..t._ _l._.L. I. ..i..._L. ..L .L..,t_ ..L _ L _L 1. L O � - ..._... ^ - ° .1. _I. _i, .1„ I. .,1.. .L ..L .1_. _L ._L _1._ . S. .I 1. 1_ 1. L_ ,.1. ._L 1_ . , i_ _1_ _1 _L. 1 ,1_,..L. .1. _L. t. _L.. 1. _1_ -I_ J u..1 I © w n. -.. .. . __ _ t . . . 1 . . ..t. 1. ,t.. _L ...L 2_ .1_ ..1 .1 _L. _L _?_ ...t_ _i ,_E.. t. ._L. � .i.. _t. 1.. _ .. €„ 1 _ _t.. _S_ L_ .1..,..L ..t_ '� ±i 1 " ,1. _I. 1. _L .1_ 1.. _L. 1. .1_ _L .L _, Jt„ _L _L .1.. 1.. _L .1 . _F. 1_ .I L J., ..L _L. J_. _L ..L 1 .1_ .1, 1 _I. ".1. i I 1 Z - - 91 :.1) :.1) .1....:. .L _L 1. .!_ 1__S_ L. .1. _t_ .1 t ,„i °.L .L � _ u7 p E- U1IT UNIT a (L c) to + 0.5 • 67,37 • 4 IL. t �� "B" 7+ - 1 2' -O' _ _ .. _ - 1, Q W 1 ._._ NOTE 4 - Z N > ... NOTE 3 - ..._ -- __ __5 CV iu ! i � � -_ __ -_ �.. -_ �__ r - ( 2) 2/£7x4/0 SKYLIGHTS - _ - _ a, _. _ _ ._ © V Nc7TE5, ±.__J L._ _ - I , t - 2 ® NE GUTTER 1 GptN5PG3tT _ - _._t C1C LLI - lir, I, 'A' WALL I,5 + 67.375 . . _ W." 2. SEE 'PATIO ENCLOSU SIDEWALL ELEVATION ", SHEET 5 -2. ` • �■ © v A SI DE ELEVATION _ 7 - ; - = tl © 3 t om _ 2 3l16' r 1 � W IN'DfJW WINp a- C) __ ._ __ __ . . . UNIT UNIT © - ._ . m �ft_ Q CO I l yPiliv __ CL � SKIRT BOAR D - � E _ / 1_.J 1 1 I I ' E - ER1OR STAIRS: - i- L_ {_ _J MANUFACTURED PECK MATERIAL q' MIN, TREADS, 6' MAX. RISERS SONG i TRIM TO MATCH EXISTING ON I/2' )- ' HANDRAIL PER CODE, PLYWOOD SHTN'G ON 4x4 P.T. POSTS PER PLAN. Fc TINGS PER ENGINEERING tip In (.1r)T flC z Ge I. 'B' WALL 4 + 67,375 + 4 + 67.375 + 4 Q 2, SEE 'PATIO ENCLOSURE GABLE WALL ELEVATION' SHEET 5 -2. }- }- 3. (2) 2x6 LEDGER ATTACHED TO HOUSE WITH (6) I/2'x4' LAG BOLTS EMBED I -I/2" MIN. INTO SOLID WOOD, , " < 4. (2) 1- 3/45III -7/5' I.RE MICRO -LAM RIDGE BEARING ON (2) 2x4 LEDGER, � > FLU ! � FRONT ELEVATION i �/ ill ,� 2 6r I ' -O' W G7 f , APRIL 70P1 • Lfr 2 o 5 . 0 . • . I)c J g)O ROOM : EX15TG5TRUCTURE . NJi PATtO RQZ1 —4--- E)5TI4G TRUCTURE tZ ED (EXISTING GUTTERS AND ON5POUT5 OMIT TED I - -- FOR CLARITY) I I Mme * (2) I-3/4II-7/E IE M1CRO-LAM RIDGE ¼) C' ALL I2-O rn 2/4,O 5KTLIGT 7 T / - t IIi - - 44 POST (2) 26 LEDGER - (I) 1/ 7 I 7' » 5-2 5-3 / 7- 6 / - I LL / 0 NOTE S I LU I ( NOTE 3 I. C u. - 7.375 * 73? 4 f / 2 SEE PATIO ENCLOSURE SiDE4ALL ELEVATION ", 5I-4EET 5-2 1 - - LU SKIRT EOARD I a o SIDE ELEVATION SIDING 4 TRIM TO MATCH \» L o EXISTING ON /2* PLYWOOD "-- (2) 25 25 DECK JOISTS 2b LEDGER < tf) 3 ' Sl-ITNG ON 44 P.T. rQTS - AT I O.C. SEE NOTE 4 - o x (Ei CRALSFACL s 0 W H 1 FTING5 PER ENGINEERING NOTE I. SEE PLAN is FLOOR PLAN KITH ONE 8EAtI SUPPORT*, ORG NO. C-L 2. 44 P.T. POST ON CONCRETE FIX)TIMGS AND POST SASE PER ENGINEERING SPECIFICATIONS 3. 3/4 T*G PLYWOOD DECKING NAILED TO 2x8 FLOOR JOISTS AT IG* O.C. HJTN 2x SOLID EiLOCKING AT BEARING AND MID-SPAN » Z 4. PROVIDE 2x8 LEDGER 5OLTED TO EXISTING FOUNDATION NITI-4 (2) V24 NOG LAGS AT t O.C., TYP, SIMPSON LU2Z NANGER5 OR EQUAL, APPROVED B' CLIENT 5, 5 EXPOSURE HORIZONTAL CEDAR SIDING ON 1/2* PLTN000 SI-IEATI4ING TO REMAIN TrP: • Z UJ DATE SECTION S - t;.J LU W(f) LU IQX7 LU )-: 3 oF5 : . , ., . ,-•• '.; . , i 1 , , . . . . . . I . I . I . 1 • i • • • -- ___: .,..._ „.. ,. ‘. . . 1 ., .• .., ! i • fits . , -71 !..p.„).:-... ... : ti x • - 0 • , 11-, F..., u is tp rt r > 2 a 8 ..; , • • , . —i \ (2) 2xe Z , •5 ' : s , I , n xv- r • , , 4 — 0 Q > xl z r ° _i -1 .. n •-• > (.11 .,.. -II 2 qs .... ■ — ,,, Z -1 m \ A g _ \ I Q, r--1 7 0 O. • "; ' • . 0_, r■ ' - rn . 2 ° 7t : lu 0 0 ' + __Il — rn 0 I (4 Z xl . 0 LI 1) G-4 - • Z M i 70 0 6N ., I :1 g ‘0 ■ CI , r" CP I .0 rn rn fr+ . - g 74 (2) 2e • ° 1 -.,. t.i 10 1 A ---- ,, 1 ....,„,... z..........,.., 74 — a 8 . -n — 7, Li -, -0 rm rn 20 X) 6 1 1 k) 4 1 0 IV . . r- r > — > 1:J 0 (1) —I 11 tn W - rn 70 . m i. . til 0 • rri V.) . . Co . r, r- FT, _ ..„..._ • • . SEE MANUFACTURER'S LAYOUT / PLAN FOR PATIO RCM INSTALLATION DETAILS, TYP. SEE ENGINEERING PLANS / CALCULATIONS, TYP. . v SuEE1 TITLE . , 0.4nEta FOUNDATION PLAN ' A NEW PATIO ROOM FOR: Champion Cascacic Drafting .1.. L . RESIDENCE TNE CROSS RESI 1 a / PATIO ROOMS & Dcsign k.n 8317 SIAI CHAR CT. 13009 NE DAVID CIRCLE — . PORTLAND, OR 97230 TIGARD OR ci7224 s 503,624,2678 877.624.2678 j . . . • . 1 1 , , 4 - ■ . ■ 7j -4 . 1 ' 7J fT3 .3>_ i S 3'-0 CLR. o 0 q) in , 1 rn ..... .-i XI rn a i 01 i 8 Y ' 110 7J r- CP m Z g" . - il l „ ,... 0 ,,, X ......: - 0 0 -4 rn 2 2 6 , (N) ROOF OVERHANG, TYP. i . CI Z — r z l'Il ( \ -‘ X r , ' in 1 0 , 0 11 > 3 ,. I 1 1 0 I I ,.., _ A > t Z • Z z ri y P --- -9 L__ _ _I 0 , › 6 (2) i-314" x 11 1,c1E MICRO-LAM RIDGE I I , - , pX/ 14 ••• ' ....,...,,, 1 ■ ..„ 7 — — — 1 i . 0) ...'"---......„...„ 2 rn ■ x 0 70 t. cr tf o -g 7N 11 CI I 1 / : r i 4 r I I 1 .... .. ...--i --I ---( 4 6 x -4 t I —A -4 r , •• L — 03 1 x) rn ), • m a I 0 s - - NEW PATIO ROOM LIMITS X ii_ -I 4: . -0 2-0' • ) / _ 1' .. .....--- o 2 ---,,, r -, ,0 o'- - o . „ n .., cj t „ , —I ra 1 70 i', C) r -< r ---- P Z,' Ill z '2 0 --I 1 SEE MANUFACTURER'S LAYOUT / PLAN FOR PATIO. Room INSTALLATION DETAILS, TYP, SEE ENGINEERING PLANS / CALCULATIONS, TYP. , g !frarr TaLt ,. , CMOJZR FOUNDATION PLAN ' A NEW PATIO ROOM FOR: Champion Ca5cacie I) _ raftins o t TI-IE CROSS RESIDENCE PATIO ROOMS Cy Dcsivn 8317 SW Cl-JAR CT. 13009 NE DAVID CIRCLE 0 PORND, rl ,,,, fil TLAND, OR 97230 ,_.: —w .1 TIGARD, OR c17224 503,621.2678 877.624.2678 j APR 1 6 2007 ENCLOSU * E SUPPLIERS Inc 12111 Champion Way Cincinnati OH 45241 TEL: 513 782 3900 FAX 513 782 3903 EMA1lnitoss o.champioowindow.com April 12, 2007 s i 1 Champion of Portland b ` g �1 13009 NE David Circle fl � 1 Portland, OR 97230-1077 Attn: Mr. Ed Durrett jok 2 (01 D Re: Cross Residence ��� °V li�� � d� 6317W SW Char CT it t1 Tigard, OR 97224 ! PROJECT NO.: ESI 1035 • Dear Mr. Durrett, We are pleased to inform you that we have completed our work for this project. Scope of work Our scope of work for this project was to perform lateral load calculations to determine the connections required to attach the patio room roof to the existing structure at the above referenced project. Project description The project consists of the construction of a twelve feet (12') projection by a twelve feet (12') wide studio style Champion patio enclosure at the rear of the existing structure. The patio room will be built on new timber - framed deck. The deck will have the same horizontal dimension as the patio room. The deck and the patio room will be attached to the existing structure. The deck will be approximately thirty -two inches (32 ") above grade. Design loads The design loads used for our evaluation are as follows: 0)/`{, )7\ Wind speed: 100 mph Exposure category B 7a38OPE Residential Seismic design category D1 '�/� Roof snow load 25 psf `T' ORE�Oi Floor live load 40 psf � �'r � Floor Dead load 10 psf �_ RT �p� G o`�, Allowable soil Bearing Capacity 1500 psf E{P∎F T5 DA E:' /73 Comments and Conclusions The lateral load and connection design calculations for the patio room roof diaphragms, using the 2003 IBC, are attached. The connection from the patio room roof to the existing structure shall be made in accordance with the details shown in the attached sheets and those presented in the Champion enclosures engineering package. It should be noted that this evaluation is based on the information provided to us by you. ESI have not performed an inspection of the existing structure. We appreciate the opportunity to be of service to you. If you have any further questions, do not hesitate to contact us. 0 Respectfully submitted, Enclosure Suppliers Inc. 1 Martin J. Goss Staff Engineer Z:\ESI PROJECTS\ESI 1000 to 1099\ESI -1035 Cross Res Portland doe FL, F. Page 1 of 2 Date: April 12, 2007 Job Name: Cross Residence fr Address: 8317 SW Char CT., Tigard, OR 97224 Calculations For Cconnections To Resist Lateral Load Wind or seismic loads applied to the front wall of the enclosure are transferred directly to the foundation and existing structure through bending of the front wall system. The design considers the effects of both wind and seismic loads 1. Transfer of forces: Wind and seismic loads are applied to the wall elements of an enclosure system and then transferred to the roof or foundation through bending of the wall element. In addition, wind and seismic forces can be applied to the roof elements directly exposed area or dead load of the roof system. These forces are transferred to the attachment of at the existing structure. If the applied forces are perpendicular to the attachment, forces in the roof system are transferred through the roof panels as axial forces. These forces are relatively small and are not considered detrimental to the system. If the applied forces are parallel to the attachment, forces in the roof system are transferred through the roof panels as racking shears. The racking shear in the panels themselves is relatively small and not considered detrimental to the panels. The connections however do require evaluation. Room projection (Ft): ,12 Room Width (Ft): 12 Average wall height (ft): 7.666 2003 IRC Seismic Loading Residential Design Information Short period Map Value- Ss= 105:3 %g Soil Factor for Site Class D -Fa= 1.08 %g Residential Site Value Sds= 2/3 x Fa x Ss = Sds= 75.82 %g Residential design category D1 Tributary Weight of Structure /ft width -W= 1/2 Wall height x 2 walls x 5 psf + Room width x 3 psf = 74.33 PLF Seismic Design Shear V= 1.25 x Sds x W/ 2.5 J FROF = 28.18 PLF iE O 2003 IRC Wind Design 733S0PE cc Basic Wind Speed= 100 mph Exposure Category= B Use Simplified procedure ASCE 7 -02 Section 6.4 ORE' - Oil ?� Roof Angle O = 15 ° � ''Y 13 Use P= •,19:9 psf 9 gT/N G� Wind Force applied to roof Diaphragm = P x wall heighU EXXP�FLA ;�P? r T_ • d 76.28 Plf 76.28 > 28.1771 Wind governs Design ESI 1035 Cross Res Portland.xls Page 2 of 2 Connection loads Load Applied to connections = Moment/ lever arm tr Load Applied to connections = (Wx proj 2)/ ((room width -(2 x1.33')) Load Applied to connections = 588 lbs Load applied to top and bottom of roof connections = Connection load /2 = 294 lbs Check hanger Capacity Thickness of hanger Wall = 0.055 " Assumed spacing between fasteners= 16 " Sx= bt /6 = 0.008 in Allowable bending strength= 20 ksi Max allowable moment= FbSx = 161.3 inlbs Applied Moment = 147 Hanger is adequate 161.3 > 147 (Hanger is Adequate I Connection of Hanger to the structure Use 5/16" x 3" lag screws Amount of embedment 2 " Southern Pine No. 2 W= W Cd (all other factors = 1.0) W = VVCd ( all other factors = 1.0) W= 266 Cd= 1.6 W= 425.6 Lbs/ in penetration W= 851.2 lbs 665 > 294.00 1 2 No. 5/16" x 3" lag screws are adequate 1 Connection of I -beam to side channels Capacity of #8 screw in shear 163 lbs t1= 0.055 " t2 = 0.08 " Pns= 2ftu1 Dt1 Ns /Nu (Eq 5.3.1.1.2) = 2 x 30000 x 0.164 x 0.055 x 3.0/1.95 = 532 lbs Pas = Pns /3.0= 277 > 163 (Shear capacity of screw governs ,_ %Y h p �� ,. �raGIN No. of screws required = 1.804 Screws fie, ��p C n- 7. ., 0PE tr Provide 3 #8 x 3/4" Sms screws T &B connecting hanger to I -beams �OREGOFJ 4p Y 13. Leo 5 ESI 1035 Cross Res Portland.xls E . c. r F -CHANNEL POOF PIP CIE 13E PJvI PER / 5 EXISTING HANGER A 16" 16" E5I ENGINEERING Ti"UCT1J / / / ' / i , % / / / % // / % % / / / / ; //, (5) -/4 V. (EK SCREWS TO IN • I` THE 1st PANEL ON 5 -5/ }" OR 6" THE GPv3LE ROOF • I THICK 5AN[WMCH OF THE PATIO p4E-.L5 ENCLOSURE, / 2ND STORY WALL • (AGOVE ) Y7 I CONIINUOU5 EAVE . I ME'MAL "H" I-EAM - 5-5/ 4" Op 6" A-WALL OF PATIO THICK SANDWICH ENCLOSURE, / PANEL5 BELOW / 8x5/ 4" TEK ° SCREWS c /� , 12 "C /C W /(5) c V EACH I- �EPM T &13 GA3I,P BOOM 200E PLAN I / 8 " -1' -0" (2)-5/16" LAG 56W5 @ � � EXISTING 5TPUCTUW 16 "C /C AT END OF TOE AND HEEL OF DIAPHRAGM. LPG / r y�� 5CREW5 51-1/11. HAVE A MINIMUM s " ' E ' 0 1 � ( 5 ) - 4 5 X - 5 / 4" c� I b C/ C EMPEDMENTOF 1-1/ 2" INTO / 5 ., 50L112 WOOD, LAG SCREW SPACING AT OTHER L0CAT10N5 5 -5/ 4" OR 6" THICK 5ANPVVICH PANELS 51-L GE PER E5I ENGINEERING '^" "' ° ' PACKAGE, -/ / / /�� H HANGER DPI '. �_ .. _ ^� -... \-- ( 5) -#5 TEK 5CPEW5 ATTAC c (�G`,' / J ' ' :... HANGER CHANNEL HANGER TO PANEL / 7 _ _ :\ A 0 SECTION DETAIL t - CP055 RESIDENCE Nab: 65I7W 5W CHAP CT, TIGAPP, OP 97224 IL('Ir�rl hof AT; ---- J0i3 t-,' 51--974 DATE: q/ 15/ 07 PRAWN 6V: MWC SCALE: AS NOTED CHECKED 6Y: MJG , Esi ENCLOSURE SUPPLIERS INC. 12111 Champion Way, Cincinnati, OK 45241 PH (517) 782-5900 FAX ( 515) 782.7907