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Plans W V�/; 6 ^' 4a . 7 = I /5— 9 ys- ...5 ,4/ ev- h3, -ae.te G ,� This permit does no authorize the v of any rights of holders of private easements. The ap- T ':0 Q `' ^d.. _ , ° T7R .1 y LIABILITY plicant is urged to contact any such parties and secure shier ap before commencing work. The City of Tigard and its RECEIVED . employees shall not be AUG 0 8 2005 responsible for discrepancies which may appear herein. CITY OF TIGARD BUILDING DIVISION r i . F_` — ^ - -- -- -- - -- -- - -- - - -- - approval is t ' - _ t I '` � S Final inspection app required prior to occupancy. . `� �� 3t • I I l 1 E?ces iAc-A / oZ`d i G3, ► £ Approved plans o.�: �. - I a 5: ' shall be on job site. aonr t . , ' Address shall be posted and visible from street. , r x� ` s t � , �5 N lo' 1 _ Z \L e. S v� / l tr•75- t 'y 3 ' t / 1 •y. 9 a` a I 6P Kt., i % fv - RI" I - �3 ' \l` pi � r ' '� U i f P �� is CITY' OF TIGARD - SI E PLAN REVIEW ' I I I BUILDING PrRMITNO. :'3 p. 4 ,ds 003)1 I ° '�' 3 I ■ PLANNING DIVISION: 1 • • - 11 Se+biacks' kr Approv:d ❑ Not Appr / o I , ( Sid street Side: t�.‘?' t q, 1 :.4.-0:•.: - ._ _- _ Garage. Re�tr U ��, �y 3► ' ' i sa<z' +:' >rance 0 ❑ Approv, ❑ Not A r� - I • Maxi t, t�, ::iii. r Rp __--- - - - - - � --- - - - - -- -- -- - - -- — — - --- - d np Heizht•,� f� t { WS . ■i'viCC i'rovtde: I.ettt•r t' ecit ed: CI Ye' f } : NGINEERi DEPAR7MEty ■ CITY OFT(GARD .actual Slope: % ❑ • d ed A Approved (? — �Kk Site P 0 Appro 1, s � —� t � k � At', k3,,ConditionallyApproved , ( ): 5t'� � � , 5 By. �_ p of Appro For only the work as described in: ���` Da te: PERMIT NO . al, a rte S - ov 3 F/ Notes: � / a - M a -. { ry e aQ 1-r,,9 s . See Letter to: Follow ( ): o Bal ., c ,,,,, e ..- c ,,,,, c� ,e Attach Job Address: Js J ..Al Ds�t. 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' - 1( , i k?eg g / _ . . . . • `. .. — :. ......_ • , - , . . ,... _ 1 -, r • U oc ( 3.794" / 3.920" P.-)1 M 3.803" / 0.055" o / 5.375" / Cr) 0 d r 3.741" o00 3.741 • / 3.7 / Q I - °• 80,18 + �,� J I 0.062" 0.062" 0.062" 0 0. 055 " x ` - lty �- i N I 84.173 d - \ 0 o \ ± L ,, - \- st i Ln Ln / 3.684" --/ 3.810" W •c- CL _ r6 j it 0.080 = o Cr) WINDOW/ POOP FPAME NPAP 0 WINDOW/ POOP FPAMC JAMP WINDOW/ POOP rim %I, 0 112AN5OM FXTPU510N ® HEA1'JE 13A • 3 H AP -�" �P AP.M © 9 o c_.) z W o C -r' 2.055" .t 1.000" 2.155" / 1.938" f / 2.500" --/ / 3.970" / O o .�' \ i \ T_ \ -1T- ' l l Q \ U 0.055" 0.055" 0.055" 1.000" O 0 p 0 h 0 o p 'CS r o ° 4 0.080" vi 0.055" \ (1 4" �XPANPEP 0 4" F-CNANNKD 4" NANG�P 13A5 O 4" 5111 �X11:U510N 10 4" I- 5C11 I I 0N C OPNEP 1 12 la .545" i 0 o 2.625" 4 /- 2.438" -1 / 4.770" . / 2.500" ---/ 2.00" w �-- \ \ \ o z )- . (0 _ O w \ d r ,n .08" \ g c r 1 .000" = OJ §O U Lil Z ce w \ ,^� ° o " �_ o Ow z N N o // -o- N 0 pJ 6 i 6 t0 t i 6 \ _ t0 N i �, Z .08" o / o to - J .08 \ d \ 0.080 ". _ 1' C3`S . 5.810" `\ N. ,---- \ \ I \ \ � - 1 Va ,1� - DAM: DEC 2001 SCALE: Errs 6" pANU NANaP 13A5 C3 6" I l3PAM 0 6" 19 CNANNEL 0 6" 511110 r ± : ;p051 S1 ��V 17 paAwN Eli: MJG '. DRG NO. S -1 1 OF 4 z CD °° ,� R OOM W IDTH / 3 -3/ 4" OR / / ROOF SPAN / °f °i 6" SANDWICH PANEL ROOF / SEE VOLE IA & IP 5I-EE14 FOR ALLOWABLE PROJECTIONS / (N cN LOAD DEARING I-EVER / GRf � / PICTI NANDOW G' PER 5 AND 6 COMBINED I' MAXIMUM O VERi�A NG WING WALL PANEL `�' K' NO SEE TABLE 3 5-4 FOR MAXIMUM SPANS EXPAND PER 7 EXISTING w • A LTERNATE COMBINATION OF DOORS, #8 X I / 2" 5M5 @ 1PL�TI EE -T WiNDOW5,1PANSOMS AND KNEE 12 FILL HEIGHT COLUMN PER 17. FULL 24" C/ C VERTICALLY d. WAI LS MAY BE USED PROVIDED 4 I/ 2 �- a MAX !EE " LPG SCREW O 5 7 3 SPECIFIED I EIGHf AND SPA te I I � " TO WOOD ® ® LIMtfAnONS ARc ADHERED T0 1 4 FR I COLUMN PER II i N \ I - GIRT PER II AND 4 COMBIN1Eb, \ OR W < ! —I / J i , I HORIZONTAL ND LOAF \ _ �/ 3OR COM61t�17 FRAME PER 2 2 — ., I/ 4" ANCHOR I MMUSN:OOM o j ER = ._ � <>2 ALLOWN3LE GRf SPANS r--. MA50t`➢'.1' � o MAXIMUM TRANSOM c J c - ® 1 I EIGHT- 21" #8 X I / 2" 5M5 • 4 c WINDOW UNIT POOR UNIT DOOR UNIT WINDOW UNIT 24" CI C VERTICALLY Z WINDOW UNIT DOOR UNIT WINDOW LNtT CENTER MU LION PER II. REFER TO LOAD BEARING COLUMN PER TABLE 2 5 -4 FOR MAXIMUM © 5It2 WALE 0 P CO NN�C11ON n�1 A� ( , ® , SPACING BETWEEN COLUMNS ® Z c ® Q © I AND 2 COMBINED. N O 10 W ® 1 �► — REFER 10 TABLE 2 9-af 4 �.�— r - I o 5 _ 3 FOR MAYJMUIM COLUMN I KNEE WALL KNEE WALL KNEE WALL ® YNEE WALT I SPACING S v CORNER COLUMN / C SPACING COL SPACING - HANGER BASE PER 9 OR 13 ,k401. SPACING -COLUMN SPACING •COLUMN SPACINGi -COL SPACI CORNER COLUMN PER 12 .�`- C01 SPACING .� OL * .� / 3 #8 X 3/ 4" 5M5 PER PANEL T &B (6 TOTAL) PLUS U PER I 4kREFER TO TABLES 2 & 4 51-EET 4 FOR MAXIMUM SPACING BETWEEN COLUMNS 2 #8 X 3/ 4" 5M5 e I-BEAM 1 &B @ 20 P5F HOPJZONTAL LOAD EXTG FA50A REFER f0 TABLES 2 ANVJ 4 51 EET 4 FOR MAXIMUM SPACING BETWEEN COLUMNS COLUMN DESIGNED FOR 30 PSF HORIZONTAL LOAD AND 3 #8 X 3/ 4" 5M5 @ I-DEAM TO • 30 P5I HORIZONTAL LOAD EXISTING RAFTER OP' PA110 NCI-05L11 FI;ON1" � LVA110N MAXIMUM AXIAL A5 GOVERNED PATIO FNCL05UP,� 5112 �L EX VA110N ROOF PANEL 11155 ISTING BY ROOF PANEL CAPACITIES _ - - - s 1 #8 X 1 / 2" SM5 � 24" C/ C f &B A' i C ® m Ar ©Ar # 8 X1/ 2" 5M5 24" C/ C T &B ( TYPICAL AT ALL I -BEAM f0 PANEL CONNECTIONS) i .1 1........ 1 EXISTING STRLCTIP� Pi ' �-- / �/ / / / / /// ///// r / 16" X 3" LAG SCR WITH I" WAXER ` - ' i � J CONNECTING HANGER 10 2X BLOCKING LEDGER, r S f in PACING PER FOLLOWING 1 i - i/ r - ---N - J J v FASCIA PER — . c ROOF LOAD (PLF) ..._ 100 150 200 250300 350 400 EXTG. WALL SEE DETAIL A FOR PRE MIN ROOM WIDTH 8 OR 1 —I_ I REQ D � ` M SF CONNECTION 10 2 17,5 P5F 60. X R OOM PROIC g_ i _ " - SPACING I6" I6" 12" 10" 8" 7" 6" MASONRY WALL ® 22,0 P5F- 1.2 X ROOM PROJECTION I L PER II OR 14 (IN) R0 ^ 27.6 1,4 X ROOM PROJECIN o *al/ 2" 6" C/ C EXPANDER PER 7 ' REFER TO TADI.E 2 SHEET 4 FOR ROOF LOADS AT SIPPORTS 2/ 2X BLOCKING BETWEEN I © (111: ~ 0 PSF n - \ : WtH5 #8 XI/ 2 "5M5Af EXTG ROOFMEMBEPS ® C WALL COLUMNS e A. CLIP ANGLE CONNECTOR BY LISP LISP (NON AXIAL LOAP BE ARING) o t WTI-1410P NAILS EA. LEG - - ANON AXIAL LOAP BEAPJNG) I /2" 5M5 f 16" 1. c- L . -.,, 0 ,00 CONNEC11ON 1"0 �X1"G t?OO o j e--(45 BEARING WALL (B WALL) 0 AT o < C/ C E A SIDE INo I/ 4" X 2" MUST DOM HEAP ANCHORS w ® oo o I GIRT PER II I/ 2" 5M5 c 16" \ 4 r l NNECnNG HANGER 10 MASONRY WALL SPACING SHIM AS WIMP .7Z w l l ' a " AT INTERIOR OF ROOF PER FO LOvMNG TABLE . J c/ c EA SIDE ., I .� a d � ROOF LOAD + / ( PLF) EXISTING 51112 OR MASONRY WALL \ o U, cc 1RPN50M E XTRUSION PER 4 ; .r WIND LOAD ° (PSF) 100 150 200 250 300 350 400 HANGER BASE PER 2 OR 9 FLASH A5 ROOM 1MD1N k sibWAL p00� CONNC110N n � T AIL IVY �^ ' ' �` �� 20 2 4" I6" 16" I6" 12" 12" 10" T I �, REQUIRED � z U PATIO NCLOSUI PLAN • 30 16" 16" 16" 12" 12" 10" 10" --- '/ /..,. (7) Z 4" CONCRETE SLAB ON GRADE INEORCED 13-WALL OF PATIO ENCLOSI� 40 16" 12 IZ IZ 10 10 8 i O z wM 1 6X6 W2.OXW2,0 ON VAPOR BARKER z O Z MASONRY WALL OF EXTG STRUCII ROOF PANEL / ON 4" CLEANOF STONE ON FIRM a STALE • Vg MMIZ TO rA t A 5•EEr 4 FOR ROOF L0A175 AT SPPOR E G. ¢ a Z SATE vr vr REFER TO A/5-2 FOR ANCHOR SPACING AT EDGES OF ROOF 51RIL1i.E r j \rum / �` •a GPATIE ONNECTING z �� 7 = J ° 5/ I6" X 3" LAG SCREW C ��� � U UQ HANGER f0 nMfR 5 WALL r- - I NUMBER AND SPACING OF SCREWS PR FOLLOWING TABLE > 41+ 4' 4.. ,� 4.. a • I I I -II \ W 4 NO I / 4 X 2 L HOP.TZ MAX ROOF LOAD + / - (ELF) W MUS NEAR ANCHORS . WIND L OAD I SCREW I SCRE 2 SCREW 2 SC c 4" SPACING AT END OF ' FOR SPACING OF I I FO OTING 13 BEAR HA I FIPM (P5F) @ 16" • 24" I6" @ 24" # 51AI 5193GRAI7E HAVING A 3 8 X 3/ 4 5M5 } DEL t &B ( 6 form PLUS PATIO COVER CONNECTING CONNECTORS ON INTERIOR # =- MINIMUM 5AFE BEARING '` DATE: DEC 2061 • ROOF 51RUCTl� t0 FER fO5ECTIIN ZA/ 52 4 CONTIN1UOUS f &B 1 - - I 1000 PSF 15 235 157 470 313 2 #8 X 3/ 4" 5M5 ©l -BEAM TO 20 P5F 20 235 144 470 313 HORIZONTAL LOAD SCALE rrrs MASONRY WALT ROOF EDGE PATIO COVER 25 755 7 470 313 3 ©8 X 3/ 4" 5M5C©I - BEAM • 30 P5F ROOF STRUCTI IT CONTINUOUS PERIMETER FOOTING 30 / 470 DRAWN BY: r�J6 21 h � 313 NORIZONfPL LOAD o 8 MN 35 187 /� 0 28° 9,1,00F CONNC110N 10 �X1"G WALL J 6 � G 2 OE 4 2 ® n1"AIL A: p CO NNC110N 1 O MA5ONI?Y WALL Mk 1�U E:NW DOWN SLAB ON GPA POUNWA11ON 17�T:AIL 4. ® , F.EFEP TO voLE A BEET 4 FOR RO LOADS kS 5 ?FOR r U 3 #8 X 3/ 4" 5M5 Af PANEL W/ 3# 8 X3 / 4" 5M5 PS PANEL W/ Z m ° rn 2 4 48 X 3/ 4" Af 143EAM FOR FOR LP TO 100 PLF LPLIFT* 2 #8 X 3/ 4" Af I -BEAM FOR FOR LP TO 100 PLC LPI -IFf* 1 1 N. - 3 #8 X 3/ 4" Af I-13EAM LP TO 200 PLF LPLIC7+ 3 3/ 9" 01 6" 1111CI: 3 #8 Y, 3/ 4" Af I BEAM LP TO 200 PLF LPLPf* 3 -3/ 4" OR 6" THICK c f ) m 5* 8 X 3/ 4" AT EACH 1-PPAM LP To 300 ELF UPLIFT'. NPSCOfS:/ ALUM SI;W SN IPVIAC i 3 4" 0 5 8 Y. 3/ 4" Af A EPLN 4If 16E LP TO 300 PLC LPLII'T EPS C013 / ALUM 5KI N M 1? 6" THICK A (4' Refer to table A sheet 4fo- eft bad at roof MN. 3 -3/ 4" OP 6" 11-110: EPS 5AN71MCH PANEL L�J SANI7WICN EARL sppats) CGI / PJ LUv1 S' IN Eefer to fable sheet a uft bad at roof s upp F s11 _J n n • #8Y.I/2" SMS @ 24" #8 XI/ 2" SMS @24" SANDWICH P ANEL #8 Y. I / 2 SM5 _ @ ? 4" f &8 C/ C (* C/ C �/� @ 24 C/ C ° 4 CN IOW will v, �� E.. — . — . 4 8 Y. 3/ 4" 5M5 c L �� 1 21' C/ C CONNECTING -- _�_ - FASCIA PER — -- FPSCIAEER J-.- -------- — CAPER f0 PEAMP • _ 80815 8C>f'15 �:M (f) - �� • f 1 FEARER ARM i — I # ii Y. 3/ 4" SMS @ �� —I 'F FASCIA PEE. I F s� , PER 6 ` ' � f :' 1 #8 X 3/ 4" SMS @ F ! ` ; + �" C/ C COIJiJECnNG Es F I ; GRAVITY LOA 19 f U OR 8 . - I MEAGER TO C TING H ARM AGER TO HEAVER HEADEE PER 8 —' . 8501,65'* W o 3/ 4" a , . _ PROVID 5 #8 X 3/ 4" SMS HEAVER PER B : I #8 X 5M5 @ 12" C/ C HEADER ARM PER 6 ARM HE ARM EEr 6 ( ' - #8X I / 2" 5M5 @ 24" 3EfV1EEN N EA17ER PNI7 COMER' FOR UPLIFT LOAP5 ON CENTER COLUMN CONNECTING HEA P PEP 5 . C/ C CONNECTING FEVER O L1Pf0 860 L85* USE 4 #8 X 3/ 4" 5M5 FADER TO j #8X I / 2" 5M5 @ 24" HEADER PER 5 CORNER COLUMN I COLUMN _ E CONNECTING FE f01P.ANSOM a E GRAVITY LOP,15 LP � f0E G.A FEVER TO COLUMN 2EA 5IDE FEA7ER ARM C / C CONNECTING F AG R PER 12 rPAN50M A. 3 -3 " SKIN 17=135* v FOR LPLIFf LOAD5 ON CENTER COLUMN Al . EXTRUSION PER 4 TO TRANSOM / 4 UPTO 1300L85 * USE 6 #8 X 3/ 4" 5M7 � 5/ 8" INSULATED GLASS W CO swN1MrH p N�AI t? TD C01? COLUMN p T er to It a. e Y et w r d un" _ CONNECTING FADER r0 COLUMN CENTER COLUMN EER II IMTN PANEL ® upa bads U `-' FOR UPLIFT LOADS ON CENTER COLUMN FRAME JAMI3 PER 2 ® NEAI�Ep TO GLASS TPANSOM ® HEAPED TO PANEL TPAN.5OM ExEAN1EE LP7o 2048 L35 * USE 10 #8 X 3/ 4" 5M5 13A5; PER 7 CONNECTING FEAPER TO COLUMN TRANSOM 3 -3/ 4" ALUM SKJN EXPPNPEP P.efer to table B sheet 9 for cadno ipldt bids EXn51.1510NN PER EP5 COP 5ANPW1CH — GAS PER 7 �- 5/8 EANEL 5 CNT1. COLUMN TO HEAVE!? PETAL 4 wSLLATEP #8 X5/ 4" 5M5 @ 16" c/ c EA W 4 Y J !. I T l LA55 UNIT. SIDE CONNECTING f TRANSOM i " „ TRANSOM �i'` SMS BETWEEN BASE (n CONNECTING T COLUMN LPfO 860185 - jii I� VERnG ALLI' CONNECTING 10 GIRT ^ ..._. FRAME NEAP PER _ i BEAM Gl?f EXPANDER AND COPJEE +� 2 #8 X 3/ 4" 5M5@ elk USE 4 #8 X 3/ 4" 5M5 CONNECTING AM- JAM85 TO CC�.UMN I COLUMN 16" C/ C VTICALLY COLUMN f0 EXPANDER � c-� FAM JA M B PER 2 GIRT PER II � � '_ i +I #8 X I/ 2" 5M5 �I — +l �8 X I/ 2" SMS , I _ � AffPLNING BOfN FOR UPLIFT" LOAD5 ON CENTER �I " CORNIER COLUMN f9'T01300 L85* J I COLUMN PER II @ 16 C/ C @ I C/ C COR FRAME JAM85 f0 CO L U N L X O I 4" SMS ' 1I _ #8 X I / 2" SMS @ 16 "c/ C F HEAD PER I COLUMN L CORNER COLUMN FOR UPLIFT LOADS ON CENTEE vERncALLY coNNECTINIG al AN5OM TO WINDOW EI?AME 0 PANEL 11 AN5OM 1 WINDOW EPA COLUMN LPrO 2040! 85 LI5 10 #g FRAME JAMesro COLUMN ® ® ® PLAN a CENTEP COLUMN TO BASE 0 X 1/ 2" 5M5 *Refer to tablet) Meet 4 fa aim sy�R lords WINDOW / DOOR #8 X 3/ 4" 5M5 @ WINDOW/ DOOR #5 X 3/ 4" 5M5 @ 9-fl3 16 "C/ C FRAME 5 L-I- PER 3 I6 "C/ C 6 No, I/ 4 „ X 2 LONG MUSHROOM HEAP RS AT FRAME SILL PER 3 COLUMN FOR CONNECTION TO CONCM1 E SLAP OR . J © C�NTEk' COL UMN TO 13A5 PLAN 1 4 SILL SECTION PER II 4° SILL 6 # 12X 2 I/ 2" woos scREWS FOR CONNECTION TO ® # X 3/ 4 -;� d� � - *8X5/4" 1� SECTION PER II ATTACHMENT Gf PA5E TO CONCRETE 5LAI3 AT @ I6" C/ c II @ 16" c/ C L TIMBEE DECK „......---- COf3JEE COLUMN PER 12 ATfACHMENf OF BA5E f0 TIMBER DECK CENTEE CO UMN @ X 3/ 4 '� 1 -3EAM G IRT PER ii L L.— I -BEAM GIRT PER 11 # " -1 *8X/4" �� " EXPANDER PR OVIDE A fof 1- OF W 4# 12 X 2-1/ 2" WOOD SCREWS WITH I 6" C/ C le @ 16" C/ C 1 # 8 X 1 / 2 SMS ' 5 #8 X 3/ 4" SNS W 6 N I / 4 X 2" Al25 OOP FEAN7 ANCrI0P5 FOR i 3 3/ 4 PLUM SKIN 2.5p MIN I ' BETWEEN cornier coLUMN p o f g WASHERS. FOR COLUMN LPLIFt LOADS* COLUMN UPLIFT LOA175* LP TD 1080# 5/ 8" INSLLATED TP.AN50M EX11 1510! t , cn o LP TO 920# / ANND EXPANDER BASE p 0 V) LaJ CC 8 No. I / 4" X 2" MUSHROOM FEAT ANCNOPS FOR a.ASS LINK PER 4 6 # 12 X 2 -I/ 2" WOCN STOWS FOR EPS CORE 5ANDWICN _ UPLIFT L OADS* !P TO 1360 # ^ • p LPI -IF-T LOAP5* LP TO !360 # NO N0. I/ 4" X 2" MUSHROOM FEA17 ANCNGf5 FOR_ ak WINDOW PpAM TO GLA55 ANSOM PANEL PER 5 . 10 # 12 X 2-1/ 2" W0017 SCREWS FOR CENITEE COLUMN intl LOAI75* IPKO 2048# ® a o — p CENTEE COLUMN LPLIFf 1-0A175* 75* WO 5 W INDOW PI?AMI� TO PANEL .. ' & g (* Refer to table 8 sheet 4 fa center cdurm uplift loads) • • • ' •a • ' O Q w 2048# — 5/8" IN5LLAIED 2 No. I / 4" X 2" LONG - _ O ( Refer to table 8 the 4 for center GLA55 UNIT 3 3/ 4" ALUM SKIN - V U a = ^ MID -ROOM I O ANCHORS column uplift bads) l I COLUMN PER II TRANSOM EXT ZISION @ 30" FOR CONNECTION EES CORE SANDIMCH < O .. 5M NOTE IN TEXT BOX N PER 4 m COLUMN T I3A5� C ON • . EXPANDER PER 7 r0 CON TE SLAB PANEL C OKN�P COLD O 5� 11 I v 0- ` PETAL 4/ 53 FOR 1 #8 X I/ 2" ii CONNECTION OF A SITE @ I6" c/ c @ I _. EXPANDER fo COLI A " WOOF . c/ C FOR MUSHROOM FCAD PdNCI TOPS c 5117E TINY __ � t E A SDE � . -- . a : d -- CONNECTION TO cOfE . •a. 4', ° I I era: d SLAB S EA SIDE e 4 d .. I DATE. Dec 2001 I" . OP n: E: NTS °a ' • - 4• -• .._-41 . .n CONCRETE S-AS - n o .. - d _ . s . 2 *12 X 2-I/ 2" W001 • • © CENTP COLUMN TO I3A5� 5�C110N v oR SCN'Ews @ 24" CI C FOR t 2 DRAWN BY: WC ® Nt3EE DRG N0. 5 -3 p 0 CONNECTION To n NIP KN�� WALL TO 13A5� ® KN�� WALL TO 13A5� D srwGE D EP, SIDE ® 17001? 5 1LL T I3A5E SEC TION 3 OF 4 , j bA OrD5 • r TABLE A: ROOF REACTION LOADS ( PLF) At ROOF SEAPORTS TABLE la: ALLOWABLE 5PAN5 FOR 3 - 4" ma EPS/ ALUM SANDWICH PANEL G NOTES AND SPECIFICA110N5 Z M 2 • I ' N N I PANEL ROOF LOAD + / - (P5F) SPAN • 10 I5 1 20 I 25 LIVE ROOF/ SNOW LOAD ( PSF) I. THE CV m DE5IGN OF THE 5fl UCTINAL ALUMIMUM MEMBERS AND CONNECTIONS HAVE BEEN M C FT) 1 30 1 35 i 40 45 50 55 60 j 20 , 25 :1 30 35 j 40 1 45 1 50 55 60 PERFORMED IN PCCOPJ7ANCE WITH 1NE REOUIREMENtS OF TIC ALUMINUM ASSOCIATION 17E51GN U �" i I 1 MANUALS 1994 AND 2000 EDITIONS. Cl_. x 10 65 1 90 . 115 ' 140 165 190 { 215 240 265 290 i 315 I ' 16' 1 15' 1 14' 13' 12'4" I 1 II' 8" 1 II' ' 10'6" 10' 2, UNLESS OTHERWISE NOTED, A DESIGN HORIZONTAL WIND LOA OF 3 OP5F WA5 USED IN THE x ( . I 1 DESIGN OF THE ALUMINUM FRAME CONNECTIONS. II 71.5 1 99 1 126.5 154 181,5 209 236,5; 264:2915 319 {346.5 TPd3LE INCLUDES POOF PANEL DEAD LOADS 3, T HE LOAD HEAPING CORNER COLUMNS HAVE BEEN DESIGNED t0 WTHSTAND A 3OPSF N 12 76 j 108 1 138 , 168 1 198 1 228 1 258 j 288 1 318 , 348 1 378 5PAN5 BASED ON LE55ER OF L;I.TIMATE LOAD DIVIDED BY A FACTOR OF H ORIZONTAL WIND LOAD AND THE MAXIMUM AXIAL LOAD OF 1650185 IN Tf E COMBINATIONS I- i I SAFETY = 2,5 OR DEFLECTION CRITERIA OF TI E SPAN DIVIDED BY 120 SPECIFIED IN THE 1999 BOCA, 1997 UPC, 1999 SBC, 2000 IBC BUILDING CODES = o 13 84,5 117 , 149,5 ; 182 214.5 247 279,5; 31Z 344.5 377 409, ' I TABLE I8 ALLOWABLE SPANS FOR 6" THICK EPS/ ALUM SANDIMCN PANEL 4, THIS PA11O ENCL05LPE CAN BE CONSTRUCTED ON TIMBER FRAMED PECKS PROVIDED THE DECK O c i 14 91 126 1 161 196 231 266 1 301 j 336 371 388 / 1 AND ITS FOO11NG5 HAVE BEEN PROPERLY ENGINEERED TO SAFELY CAPRI INE ENCLOSLk E AND CD f� / c i i 15 97,5 135 172.5 21 247,5 285 322,5] 360 397, f ROOF LI/ SNOW LOF) (1 THIS ENCOUSE SYSTM IS LIMITED TO RECREATION AND OUTDOOR LIVING PL 'OS AND 15 z ESIN LOADS, w I6 104 1 144 184 224 264 304 323 ��� 20 25 30 35 ` 40 45 50 155 60 1 z Ell 153 1 20 i 195.5 ; 238 280, X323 �� � / j 21' 20' 1 18' ' 17' 1 16' 15' 14' 6" 14 1 13 MATERIALS Q o I 18 162 20 207 ` 252 297 '/ / * TABLE INCLUDES ROOF PANE ANEL DEAD LOAl2f * TABLE INCLUDE5 ROOF PANEL DEAF) LOADS 1, SOILS Q SPANS BASED ON LE55ER OF LL11MATE OAP DIVIDED BY A FACTOR OF = SAFETY = 2,5 OR DEFLECTION CRITERIA OF THE SPAN DIVIDED BY 120 A. ALL FOO11NG5 SHALL BEAR. ON LEVEL( WITHIN I:12) UNP1511 J3ED SOIL OR APPROVED U ENGINEERING FILL WITH AN ALLOWABLE SOIL BEARING CAPACITY OF IOOOP5F,FOO11NG5 SHALL TABLE 2: MAXIMUN SPACING BEIVVEEN I- COLUMNS (PEP II AND 2) EXTEND BELOW THE FROST LINE OF THE LOCALITY, TN3LE 8: COLUMN AXIAL LOADS ( IB5) 2, CONC TE PANEL COLUMN ROOF LOAD + / (P5F) , AXIAL LOAl2 HORIZONTAL WND PRE55LP.E + / - (P5F) CA SPACING t i 10 i 15 1 20 1 25 I 30 1 35 I 40 ' 45 ` 50 1 55 ` 60 (L85) A PJ ALL CONCRETE SHALL CONFORM t0 L REOUIPEMENTS OF ACI 301 " SPECIFICATIONS FOR (FT) (Ft) i I € 1 15 1 17,5 1 20 22.5, 25 275 30 STRUCTUPAL CONCRETE FOR BUILDINGS, 10 4 1 2601 360 460 1 5601 660 760 1 8601 960 ; 10601 1160 f 12601 I • 9 B. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE 511 NG111 OF 3000 P51 At 28 DAYS 1 0 96" 1 6. s ; 96" 1 95" 84" 1 76" , " , 63" AND WHEEE EXPOSED TO 111E EXTERIOR ENVIPOMENT SHALL HAVE AN ENTRAINED AIR CONTENT U 10 6 1 390 j 540 1 690 840 9901 1140 1290 1 1440 1590 1 1740 ; 1890 V 1000 96" 96" 1 95" 1 54" 76" 69" 63" OF BETWEEN 4.5% TO 7.0% , . 1 1 I I 1 6 C. ALL REINFORCING 51> EL SHALL CONFORM TO PSTM A61 S 60 K51 DEFROMED BAPS AND 10 8 (520 720 1 920 112O 1320 1520 1720 1920 212O1232O 252OI 1500 96" 196" 1 93" 1 84" 76" j 67" 61" ASTM AI85 MESH, 12 4 312I 43215521672 792 912 1032 115211272 i 139211512 2000 96" 1 96" 1 88" 1 78" 70" 163" 58" 1 (111) 2 6 468 648 828 1 1 1188 1368 1 1548 1 1728 1 1908 20881 2268 3. STRUCTURAL ALUMINUM 2500 96" 1 93" 82" 1 73 65" 59" 54" 12 8 624 1 864 1 1104 1 1344 1 1584 1824 1206A 2304; 2544 27841 3024 A ALL 3 624 I 3000 96" 1 87 " I 76" 1 68 61" 55" 51" WCORPOR USIONS SHALL BE Al. 6065-T6 ALUMINUM PROVIDED BY ENCL05LPE SLPPUEPS TATED, .. J 14 4 364 504 644 784 924 1064 1204 144 1464 I RE FER TO TABLE B FOR AXIAL LOADS ON COLUMNS B, ROOF PANELS SHALL BE 5-5/ 4" OR 6" THICK SANDWCH PANELS MANLEACII.P.ED BY 14 6 546 756 %6 1176 1386 15% 1806 201612226 2436 ENCLOSLP.E SUPPLIERS INCORPORCATEP. THE PANEL COPE SHALL BE EXPANDED POLY5111 NE D u , 0 TABLE 3: ALLOWABLE GIRT SPANS 8.5 NIGH RO 14 8 728 1008 1288 15158 1848 2128 2408 2688 2968 3248 � // WITH ,. DENSITY OF I.5 PCF 11-E PANEL SKINS SHALL BE 0,024" ALUMINUM `,1 EETNING (3105 ¢ p ' , A ROOF H574) TOP AND BOTTOM, ALTERNATIVELY 11-E PANELS SHALL HAVE A 0,024" ALUMINUM w 16 4 416 576 736 896 1056 1216 1376 //f!/� � ATTACHMENT WN PRESSLiRE + / - ( PSF) BOTTOM SKIN AND 7 / 16" 0513 TOP AND SKIN. THE PANELS MALL BE A MAXIMUM OF 11 F — . z w I6 6 624 864 1100 1344 1584 1824 2064 ��` FEET (3') WDE AND SNAI L BE 51 OTTED BETWEEN AL 6065-T6 I BEAMS, z _ / �/ J � / I 15 j 17 .5 20 22,5 25 27 30 ; 32 .5 D >- FO // /!�1/1 " , J in Q J I6 8 832 1472 1792 2112 „I 'f " 4, SCREWS < o a w / /� 8 183116101591410 141 135;1210 w � _ 18 4 468 648 828 1008 1188 9 17 10' j 16' 3" 15' 3" 14' 4" l3' 8" 1 3' I" 12 6 12 O" a, ST ET META SC REWS SNAI L BE STAINLESS STEEL, ZINC PLATED, GALVANIZED STEEL OR Z w 0 18 6 702 972 1242 1512 1782 � % ' /� / / /!/� � //�. 10 17 Z `15 I I 1 4' I I 14 O 13' 3 12' 7 7"112' 2"1 II' 7 2024-54 ALUMINUM z o 0 J B, LAG SCREWS SHOULD BE GALVANISED STEEL WTN A MINIMUM BENDING HELD STRENGIN OF ¢ a o z 18 8 936 1296 1656 2016 2376 / /' ,r % II 16' 9 " 6" 14' 6" 13' 7" 13' O" 112' 3' 11' 10" I II' 3" 6O,000P51, LAG SCREW SH ALL HAVE A MINIMUM EM3EDDMENT PEPTN OF 8 X LAG SCR < o N w 20 4 520 720 920 , � 12 1 3 DIAMETER ' w — �� " 1 15' 1" 14' 2" 13' 3" 12' 7" 12' 0" 11' 6" I I' I" C, WOOD SCREWS SHALL HA �>�IINh PE.NI1 N LD STFINGTN OF 80,000 P51 w co 20 6 780 1080 1380 '/ /l /% f�. / ' //f! � // 13 15 II "I 14' 9" 13' 10' 13' 0" IZ' 3 "� I I' 9" II' 3" 10' 9" D, CONCR ANCHORS 51 fV d O k� PI IC QRS WTN STAINLESS STEEL NPJL OR i` 0 _ z f / �� / � � / /� // / € QUIVALENT, AND SW{LL7. 4v1 ` I 1 P FOLb,O�! PPOP rtfl 5 IN 3OOOP51 CONCI TE - w 20 8 1040 1440 1840 / / �� % j r /' / j 4 MINIMUM TENSILE I --., / U5E 1ABLLATED VALUES FOR AXIAL LOADS ON CENTER COLUMNS TABLE 4: ALLOWABLE LOADS (PLF) FOR DOOR/ WINDOW I.1APER USE I/ 2 OF TIC TABULATED VALLES FOR AXIAL LOADS ON CORNER DATE: OCT 2003 HEADER SPAN 47" 55" 59" 67" i 71'' 77" 83" 89" 95" v , ~ " SCALE: NONE COLUMNS (F� �, � , 1 DRAWN BY: AUG ALLOW LOAD 264 193 168 130 116 I6 98 85 74 65 1:.__:::.:-.:-.1.-..;-3, DRG ND. s -a lk TA(3LE INCLUDE5 ROOF PANEL DEAD LOADS (PLF) * _`: ' 5 4 Of 4 A REFER TO TABLE A FOR APPLIED ROOF I ACT10N At SUPPORTS . ' J o i r m CC 6' )94 w - M55 W1111 2X4 TO' GIOV. N 155E5 51 @ 24"C/ C m m in 3 # X 3 /'P' 5M5F1r,+ FM. 'MD 3 4 8 X 3/ 4" 5M5 @ I-GEAM I (3 V ' • • A O'f 1E1 • LJ1 F co ?Gt PPl' - - • • ENV C) 515fE W �'� larsir • co Iv _ '` \ lid W 1 ��1 m _�� I J r . 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P. 1111 •••••• ■■•••i• ' L....L. .... 1 . .' ..,....... .... -Inm-. ___.. ..f_. _i___ -i......J--. --..-- I I ; ! .1 1 : ! t : "Ie"-..----."---..1"........-1.-•-•“•••;.-....--.444.-..-÷”......41--44-../.4,..11........4- 4--.........o.-......-1 s.......-.-+..-..............1....-, ,..-......;........./..!.......... .....4_. 1 _.,;......_.., ....;..._ .... ...„..__..; ..... .........1 .,,.' -......., ; , ; 4 ! • _-,.... i .--...i..,....,. : ..__ ___.._ _;.„.,; ■ . ......1. • ; I i • r : '• : • . 1 I ....._-__,......”...i....__,__..---.4....__ I ....... ...,.„,...„,..„„.„........__-..., i • -- 1"" ----- : —.. "" --- : -. .....4.---- - -- -----L----;-- — - -.....L.---....J--,......_,_- __ ._-_.i,.........:._ --;.-._„--..--.................,...... i 1 . ; . i I , , • • ' 1 ; ; • i 1 i i I ' ' , • I . • • . • i 08/23/2005 11:34 513 -782 -3903 ENCLOSURE SUPPLIERS PAGE 02 ENCLOSURE SUPPLIERS Inc. 1211 i Chit plop Wav Cincinnati oil 45241 T L: 513 782 3900 FAN 513.782 3903 l; lviAllanzossnchampinnwindow-com August 22, 2005 Champion of Portland 13009 NE David Circle Portland, OR 97230 -1077 �`V +,® Attn: Mr. Jerry Smith iltSG Re; Wynne Residence PS �\ & ) 1 0 5945 SW Alderbrook, 1 of 0 \ .�\s Tigard, Oregon 97224 0 PROJECT NO.: ESI 578 Dear Mr. Smith, We are pleased to inform you that we have completed our work for the above referenced project. Scope of work Our scope of work for this project was to perform calculations to determine the connections required to attach the patio room roof diaphragm to the existing structure and to determine if the existing 24" overhang is adequate to support the new design loads imposed by the patio room roof. Project description The project consists of the construction of a ten feet (10') projection by a fifteen feet (15') wide studio style Champion patio enclosure at the rear of the existing structure. The roof of the patio room will be attached to the overhang of the existing structure. Design loads The design loads used for our evaluation are as follows: Wind speed: 90 mph e tc �'`" ��� Expsoure category g � ,',�� c � , �> Roof snow load 25 psf h � 7338UpE Residential Seismic design category D1 OREGON L.S 4/.9r/N J , a ec) - 2 Z�11> RATION DATE' eAgirgA a T.:I33I PRO31= - CT3‘LS1•57, Wynne RCS Portland.doc 08/23/2005 11:34 513 - 782 -3903 ENCLOSURE SUPPLIERS PAGE 03 Comments and Conclusions The existing 2x4 top chords of the truss are not adequate to support the new design loads applied by the patio room roof. New 2x4 DF #2 members shall be sistered to the existing top chords per the attached sketch prepared by Enclosure Suppliers Inc., dated August 22, 2005. The 2x4 members shall extend a minimum of 6' past the rear wall of the existing structure. The lateral load and connection design calculations for the patio room roof diaphragm, using the 2003 IBC, are attached. The connection between the patio room roof diaphragm to the existing structure shall consist of 2 No. 5/16" x 3" lag screws @ 16" c /c. The connection shall be made into blocking attached to the trusses per detail 3/S2 of the Champion Enclosure engineering package. The aluminum I -beams shall be connected to the panel hanger with 3 #8 x a /a" Tek screws top and bottom. All other connection shall be made in accordance with the details presented in the Champion Enclosure's engineering package dated December 2001. 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. Respectfully submitted, Enclosure Suppliers Inc. Martin J. Goss Staff Engineer & c 4) 7338U 0q If s, OREGON I ^} 4.1-1- 13 .a° 2-7( EXPIRATION DATE: t:\ESI PROJECTS \ES1 -5714 Wynn, Rem POW Rod .dac