Loading...
Plans 05/06/2009 08: 5036243681 TIGARD BUILDING DEPT PAGE 02/04 • • • Soakage Trench for Rain Disposal On the west side of the Willamette River or 9 6,60° 0 2av 9 &/ - for soil conditions that have low permeability 7Z1 -s �' P or cAl cvl g f $Des f ,4 ire :;•�: 4440,, H iir .• ....i..,,,:.;.:::::',..,.;::-.:,....,,,i... . .. .:::...•: 'Roof areas larger Than 1''. ':; 400 square feet use -... 10 feet of soakage trench • : , ry -: - ri'; .. ",. -:: per 400 square feet ►1 K t is r"'' (or pa heo of of IS best c1eSr ..:.f [ ; _ : 11 ;;, : ' t <; , . ;4 ; , area. to be Installed on o . . I ., >: :T. = :' _ a. contour. r :.r Tc :. Y v " :0 , iKf .- ' 1'if'q 38" :: x�,, 8 0 " l i � ' � +`;:_ `' ". Y�:;):..- ;i • ?vP, • °., I , 12" r , - ~'''''. ,^ / ' Y : ,,1, F j: • �.: .- • ..:i.•.I:.: r _ — ` I'1 t 4 ; . � r , a l' `. ';-::,:.:;;.? y .4. , ' , . ; : � ,•�.�•e.. ^i - / I , • Ci V, A f i' " : ' ? 1Q min /" fP� j�:' ; ,.ry• P.:fS4'.:,�r ., :.: is,r -7 J ` B.., ■ ."!!: � 12. tA i r .,;:.. j�: ,' (:,. T rench shall be / � / ,. / 10' from buildings and . c. / / / ®it 1 S' fromproperty lines. 9 e• a / � A ra_ / • . ;:ej . .' , 2 .. . - ;". , ;;•••:...:::-:,. / .. 1 s, : . / 7 5'- L 1 :,!I `j , i; ,+::; 10 min. / ,� / above / '/ / / cover rock ground / / / with filter fabric :a% I ,0' /� / / , 11 =11=V.= 111 =11 = 1111 -11 =11=11- :" era • • `11=11- 11 =11 =IIG1�11 =11Mii,'= ll - '11It 1 -11' - 1c11= � 1 =11 =11 =11: =11 =11 =11 =11 = .. -IIS_ r ` V .. . 12" min. � / / below _ . 6 _ 41 i1 �A 1 � / ground pt. / , 3" ABS SCH40 _/ I ci T - 11'1 3" C.I. or ?I1�11- 11i1- T1r:a rated I, =11= �I =11= smooth wall 3" PVC SCH40 pipe • 11 =11 -11 11. (4" pipe Quired -11 -11 •\ plastic pipe over 1 500 square feet) \__dean gravel fill 314" to 2112" In areas within Multnomah County, where there is not adequate knowledge of the soil conditions, the City of Portland performs on-site soils evaluations to determine the suitability for storm drainage disposal. In order to perform this evaluation, an application, with the correct fee included, needs to be submitted and test pits provided for evaluation. '05/06/2009 08:11 5036243681 TIGARD BUILDING DEPT PAGE 03/04 Reinforced Concrete Dry Well for Rain .Disposal 92384 . ■4ah,.■• ,..:::4"; l44e.f / / Rd 5 54-) ic a u21 ti 1 rl 411%114 4.b, _ - . ! K ,....:, 2 ...* , . Sti1NG CRITERIA: Gravelly sand. , ; ..1;'::..i---...‘,..,1r.::., ' ' . ` , ', . gravely loamy sand, or other equally . Y. Y f' f' "G; porous material oowrs in a ` ' : : a ; , - ' ? �� c o n t i n u o u s f i v e (5) toot deep stratum ., .' .,; A, within twelve (12) feet of the ground ;, ,;`• :' '. , ?:• - .:, , -- , " 4 - . .:. `:;.S.- �:. ;c :il: surface. , `aa, :..... y • , + r • Drell must be 10 feet from any c' .1.! .:: c� "" �s :j;'.; • �i:: ; buildiing, 5 feet from property line, • ( and 20 feet from existing cesspools. r r .- 1 , : ' ..4 �,`:i i ,` . �.•''i.'i•. ; CITY OF TIGARD _, . •.t. 4•t41• t' : i fl;' 5k• ,; . III App roved ]: s '. ' _ ,� ' � ' . rondo` 'sonf., y p • ' he Work as described in , . F or o': y t • ::�r '1, +'' .. , ;; lT N •. y..', P::RM O. —. Or �, ;, , ; See Letter Follow }: : =,r:' ' r - 11 Attach 1 • t mn. „;�. � ' . 0 Job Add -,:.:' : � �' -� above Date: � ` ' = �'�c ! ground - j: : Bv: 1 . . ,iL . . , ; 10 min- . — 11=11 Iu — n =11- 11_11_11-11 A -11=11. u11y -4 =,1= n = -i Min. 2' 12' min. below -u ii - 11- !�- n -n -u -u • ground ' t I i . to 3• ABS SCH40 l;� o 0 CI o 0 Q � ; ' . 3' C_I. or ■.,', 3' PVC SCH40Ripe ''�; c0❑ O 00C �'., (4' pipe required , VI' Min. T for roof areas p 0 0 0 II 4 i ",' over 1500 square feet) 314'•2 112” round rock i• Min. 5' between pit lining and . p o p o p earth Wrap. up to the lid r Q ;,: • , '= coo o oofiy►: I ;....I Coo ❑ 00gr ;....I i. 1 G,;i ' ti}', * i coo .° oob ►` y ,. Min. 2'4 • Min. 4' Dia. In areas within Multnomah County, where there is not adequate knowledge of Me soil conditions, the City of Portland performs on -site soils evaluations to determine the suitability for storm drainage disposal. In order to perform this evaluation, an application, with the correct fee included, needs to be CI thm,ttpd and a fast hnla nrnvidPd rnr Pvaluation. .4;... • ''05/06/2009 08:11 5036243681 TIGARD BUILDING DEPT PAGE 04/04 r _ }l CZ ' ****** w Cu cC w w w a au E. H Ci H Ea E E" E a Cu WWicdW WW W Gc.W ''4 4. aaaa to U) CD CA til CA 0000 40000 N000 1/490000 \ \,k r-4 N Cr) t M tO Q) N el 1..) \) 3323 3 3333 4 O L- t n ._, ._, r., . . iz xxxx xx.xx ›... • r ...,,, GQCO 0000 r ., , (11. 14 H H 1-1 H 1■4 1-1 1-4 H I\\ ■ - : 7. : )rft41.4441 N N N CV d'' a' a' v. Cr 0 w €. Arbor Vitae Hedge Along Fence 7' ;h Fence „ � , , �, O O O O • • • , • ; \\ . . Id 8 O. E O • ° • 235.30° ' � � b FOUND 5/8” IR W /RPC FOUND 5/8" IR W/O CAP O YY �` MARKED "WLLSC LS808" .401, S 08 E f i 20' Rear Yard Setback -• ) !/ 0 1,4E6(58'49" W - i \ . . . I Grave - . ( £E/v® 4 mm' , 41.c g 1E4 4 Fire Lane A flfl J I 1.Oa Side �ard Setback .. '�� LA............ • ME- °- Q � 1E- , �� 2' Concrete •- ...: 62.9.....: ; . 6 I Wall < '6....'. .. .. ... . � '} • p l�L� �o� C�9 7� �P Stairs i.:•••••••••• •••••••':;:••••••••••••••••••••••• a tl O ;..'•'.'... flfl p 0 P arcel II 5 ' Diameter 0 ........ ''' • U. U Planter 10.2 ...'''. .'.':.'.'. . ' . .. '. . ' . .'. .. �............ . )i( \ ' (11"... : 0 Planters I 2S110DC -00600 .� . . . . ..•1 5'•'•'• .' ; ;..... • • •'• • • -..... ,7 • • /''� 1.500 AC 1 • g ' . ' . ' . ' • ' • ' . '.'.'.'•'.'.'. • . i , �„a� ' , 7 v �65,343 SQ FT .. ....:... 1 i -Y 9 .::: .'. : ......... 1 Asphalt ! O . .'..'..'.'.'...'.'.'. .'.'.'..' i Pavement 1 O ... : . '' :..:. :.:.::.:.:..:.:.:.:...:..: J • • • I 10' Side Yard Setback Y� . I ;; • ' ' ! ,s- I i® I ' 95.00° • •.. •• "••••••.... ' � • • 1 = cW FOUND 5/8" IR W/O CAP ; 0:252, N 27'10'04" W '''' ... ........... I FOUND 5/8 IR W /YPC 4 ►� ........ .. . ▪ .. MARKED "PELSER PLS • Q z • . ' • ' 5' X 5 ' V AULT 2801' At Corner O � .':. " " " " " " 9 O I Stairs 2 Story Bldg •:•:.': .'.'.'.'.'.'.:'.' :::.': ' Lawn 12.2' .......,..••.'' • Asphalt ps vi..'.'.'.':.':.':.':. • • ••••••••••••••••. • 3III •••••• : .. : : ::.• I Pavement 0 ' .. . : N . . LA ci, ••, • •, i', 10' Side .. ...'..'.'.'.' '.'.'.'.'.'.'.'.'. i :.: O Yard Setback 3.' . •, , • •, • •••• • • I A eo /S ... ...'.'...'... .. ...... , • '.'. ▪ • • FOUND 5/8" IR W /YPC e ": " • • "::." " • " • " • ":.':: . . ort of Marked "W. L. M. C. LS3v3" O(` Oh n �'o ' 0.185, S 07'22'34" E ft 8 `` 98/ Vt 7 9 • ▪ .. ..... ` • - _ ., �y4 {}�, 433 F7 •: :. • : • :•••• ".• '•• • "•• ,: • • 9 � • FDUND Brass Screw � ilk • • •••:.•••••••.•••••••.•... . ▪ • With 3/4" Washer Ad joiners At Corner • .` -P • : .• ; N89'42'08 "E •'•'.'••.'•'• I'•••• Sidewalk r � • . : 13.38' •� • • • • ..•••••..•.•.•• • 1' . : • Asphalt ▪ : • :.:.:.:.:.:.:.: '.:.: ; '.:.:.:. �' • • Pavement 4...F � 4 , 11 .• : ' : • : ' : ::": : ' : • ..'. • Hip Willowbrook Lic o • • . .:.;•;.;.;• • .. • • • .: • • :... z .' ' • • 2S110DC -02300 N - •• '•••••••' '•: • •• • '∎ • • _ • Doc. No. 94020883 AdJolners — "a•, _ D • : :j Parking ' o` ...••• • ••.. •• o • c FOUND 5/8" IR 9 O o :.:.' . '''''': • '''' ' ,• . .. '':''' �•. \ ► • • • 13 W /YPC Illegible .' :...'•',': •'..'..... . At Corner- • • / G 'v, •:• • • •.•.•;.•:::. .. •,• . ' • ' . ' .. ' . ' • FOUND 5/8" IR W/O CAP / e ▪ '9.7' .• • •• ••••• • • 34 0.410,538'19'41 "W �: Roi/ '. M' • • LA FOUND 5/8 IR - L ` & 6+ 8 4 2 ��° � 1 8 / -. .. . �' ;�. Ma rke d "DON HOLLY LS891" —_ gib4. At Corner S? a onc Wall • / 10' 1Side • ' 1 Yard Se' bock "Willobrook" / I 1 i P 'i . A �..a.. . r _.. , Ad joiners � _ - ti� 10 I i • : °( a a FT .c) ''_'' b' Dumpster _ �� 3 0 _ P /�I i � 'N C , ? J ! Enclosure P" 4. "'D . `ry 0�,� 1 Re r o er / g j _ — ebi 44' 4 N� OF `� AY _ � 2 _ - _ . w— _ _ _ ....\...• � i - -- — e •� J 4OOD -- - --- 71_ _ _ ..„... � I�� Stay "a 0 , v/ �`�� \O- R1ie Right" ;�� \ : � X8.76 /a • t \ -N ,c N 3370 / • 0. N „ ''.3 *14 POST / BRACING NOTES ITEM DESCRIPTION 6X8 P.T. #2 H -F POST `' i OF GARD O USE 3' -0' (MIN) EMBEDMENT DEPTH, 24 ° 0 FOOTING AND CONCRETE Approval .i 1 -4 BACKFILL NOTE ORIENTATION jp�1y► . M I 3 6X6 P.T. #2 H -F POST See Liter to: F0110W O USE 3' -0 (MIN) EMBEDMENT DEPTH, - ' h= -' .0 I B 24 °0 FOOTING AND CONCRETE PamIt ber .. 444 . " # .. BACKFILL ' or i 6X6 P.T. #2 H -F POST 4■11tit." I.:,;-. n ��'- ■ •• © USE 3' -0 (MIN) EMBEDMENT DEPTH, u 18'0 FOOTING AND CONCRETE BACKFILL / 60' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" © O O O O © XI IX N fn VI Vl P. I I I I I I . o 0 0 0 0 In rcp Vu 41 Vh Ve N N c•11 I N I N I c-11 I N N N N N N N U' m m m m C) Z = = = Z CI) 0 0 4 0 0 N OPEN OPEN OPEN OPEN OPEN © © ® ® ® 4 OFFICE COPY co- Act- 6"j, 3 LAN VIEW / /'/' XV L LJANCE ENGINE ,' OREGON W rin m z ww.poletbuildingenginee g.c• � 3. vG4 Q ' 2 5 V714 c 2700 Market St NE • Salem, Oregon 97301(503) 589 -1727 GENERAL NOTES � C ' J1 CLIENT I OWNER / BUILDING LOCATION I 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE �S CLA OMT CONSTRUCTION HOLIDAY RETIREMENT TREATED FOR BURIAL EXPIRES: E;3 .,, ;.` P.O. BOX 455 11205 SW SUMMERFIELD DR I COLTON, OR 97017 TIGARD, OR 97224 DATE: 24 FEB 09 DWG NO: JOB NO: REV: ©AWANCE ENGINEERING OF OREGON. INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: RC (PLOT a 64 PFB —01 of 06 120219 /0\ \ 2v . 0 0 I 00 60 - 0 " I 12' -0" REAR EAVE VIEW LEFT GABLE VIEW 2 0 0 OPEN OPEN OPEN OPEN OPEN I I 60' -0" I 12' -0" FRONT EAVE VIEW RIGHT GABLE VIEW �c %Ne „? t (Q`�p PROFFss co` • . / / ; /I / ii.• 07 ' ELEVATION VIEWS ." OREGON NG JL LJAN CE E GIN ERI �C ve ,995 Q , www E • 25 P � 2700 Market St NE • Salem, Oregon 97301(503) 589 -1727 � 1 ' /4S CLA'( CLIENT I OWNER / BUILDING LOCATION I EXPIRES: 6/30/ ' S OMT CONSTRUCTION HOLIDAY RETIREMENT P.O. BOX 455 11205 SW SUMMERFIELD DR COLTON, OR 97017 TIGARD, OR 97224 DATE: 24 FEB 09 DWG NO: JOB NO: REV: ©ALLIANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: RC IPLor a 64 PFB -02 of' 06 120219 /0\ \ NAIL TOP GIRT TO POST WI (4) (MIN) 16d OR 20d NAILS (8) 164 OR 20d NAILS f . (1) 3/40 A -307 BOLT W/ NUT & FLAT WASHERS EA SIDE (4) (MIN) 16d OR 20d NAILS 2X6 #2 D -F PURUNS 0 24 (MAX) O.C. (1) 3/40 A -307 BOLTS NAIL TO BLOCKS W/ (3) 16d OR (2) 20d NAILS W/ NUT & FLAT WASHERS EA SIDE NAIL 2X6 BLOCKS TO RAFTERS 2X CORBEL BLOCK TO W/ (2) 16d OR 20d NAILS EA SIDE MATCH POST WIDTH ' (SEE STANDARD DETAILS , iliiiiiimi 1, i. FOR BOLT SPACING & 'ir DETAIL 1 BLOCK SIZE) _'�i'` SEE DETAIL 1 RAFTER 4 ....„.___... SEE DETAIL 1 ° a (SIMILAR) ° POST 29 GA METAL SHEATHING of a _. oo m TYP ROOF AND WALLS 2X6 /2 H -F COMMERCIAL GIRTS 0 24' (MAX) O.C. (SEE GENERAL NOTE 1 BELOW) • P.T. BOTTOM GIRT NAIL TO POST WI (6) 16d OR 20d NAILS EA END 1 BACKFILL PER POST/BRACING NOTES ON PFB -01 ; w I (SEE CONSTRUCTION NOTES) cn • a 4 • ' 6' THICK CONCRETE FOOTING • " (SEE CONSTRUCTION NOTES) e , BUILDING DATA: GENERAL NOTES <C PR OFes WIDTH: 12' -0' er g V % EF ,4 s A • LENGTH: 60' -0' 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE �? • EAVE HT: VARIES AT 24' O.C. BY THE CONTRACTOR WITH 2X , 1" ��/ SECTION A ROOF SLOPE 2 IN 12 BLOCKING BETWEEN MEMBERS OR WITH . . RAFTER SPACING: 12' -0' SIMPSON LU26 HANGERS (OR EQUAL). IF 2X �j BUILDING CODE: BLOCKING IS USED, THEN NAIL BLOCKING TO 2 OREGON biNCE ERIN G POST WITH (6) 20d OR (6) 16d NAILS (MIN) i W WIND LOAD: 94.5 MPH �/ h � www.polebuildingengineering.com EXPOSURE: C NAIL GIRTS TO BLOCKING WITH (2) 20d OR (3) , S, �/( 25 1 9 � Cj � SNOW LOAD: 25 PSF 2. URU NAILS MAY AT EACH BE INSTALLED WITH SIMPSON 0 ' 1 S CLP� JP' CUENT 1 2700 Market St NE • Sale OWNE / UILDING 97301(503) LOCATION 1 727 DEAD LOAD: 3 PSF LU26 HANGERS (OR EQUAL) SEE NOTE 15 ON SOIL BEARING: 1.5 KSF THE CONSTRUCTION NOTES, OVER - LAPPED, OR " OMT CONSTRUCTION HOLIDAY RETIREMENT SEISMIC CATEGORY: D EXPIRES: 6/3 '�� P.O. BOX 455 11205 SW SUMMERFIELD DR IBC: 2006 THE CO TR THE RAFTERS AS REQUIRED BY COLTON, OR 97017 TIGARD, OR 97224 ` THE CONTRACTOR. � DATE: 24 FEB 09 DWG NO: JOB NO: REVA ©ALLIANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: RC (PLOT Qk 32 PFB -03 Of 06 120219 /0\ \ • • • • RAFTER HEEL I (8) 16d OR 20d NAILS 2X CORBEL BLOCK BY 12° (MIN) LONG W/ (8) 16d OR 20d NAILS PLACE NAILS AT 1 -1/e (MIN) FROM BLOCK EDGE & AT 2 -1/2 (MIN) O.C. DP ON EACH GABLE WALL POST UNDER EACH RAFTER HEEL POST NOTE ALL 2X BLOCKS TO MATCH POST WIDTH. 0 . 1 GABLE RAFTER N.T.S. ,. _ .- „ I . AID, 1 1_ FRAMING DETAILS ..i_ OREGON , A j� NCE ENGINEE Y� www. olebuildin n ine rin .com • JG °� '`Z P 1 9e 9 e 9 y Q/ 4'25:0 5 2700 Market St NE • Salem, Oregon 97301(503) 589 -1727 `�S CLA'� JP CLIENT I OWNER / BUILDING LOCATION I OMT CONSTRUCTION HOLIDAY RETIREMENT j 0/30/ ,..1 P.O. BOX 455 11205 SW SUMMERFIELD DR COLTON, OR 97017 TIGARD, OR 97224 DATE: 24 FEB 09 DWG NO: JOB NO: REV: ©AWANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: RC IPLOT Ilk 16 PFB -04 Of 06 120219 /0\ \ CORBEL BLOCK & POST ] • TRUSS OR RAFTER HEEL J TRUSS OR RAFTER HEEL CORBEL BLOCK FREE OF SPUTS,- I CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SHAKES, - I L CHECKS, AND SHAKES, z BEFORE AND AFTER NAILING • BEFORE AND AFTER NAILING in TRIM FOR TIGHT FlT� TRIM FOR TIGHT FlT-\ ( - — Z A -307 BOLT W/ NUT ' z & FLAT WASHERS EA SIDE u z „ Z A - BOLTS W/ NUT & FLAT WASHERS EA SIDE m > (STAGGERED AS SHOWN) - — _ z ' , POST SJ z in m POST - __NE_- z r7 v NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING SIZING ONLY. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND ONLY. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY QUANTITY REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING OR OR COATING FOR ALL CORBEL BLOCKS, BOLTS, TRUSS HEELS AND COATING FOR ALL CORBEL BLOCKS, BOLTS, TRUSS HEELS AND RAFTER RAFTER HEELS DIRECTLY EXPOSED TO THE ELEMENTS. HEELS DIRECTLY EXPOSED TO THE ELEMENTS. 0 CORBEL BLOCK © CORBEL BLOCK FOR (2) OR MORE BOLTS FOR (1) BOLT #14 X 7/8' STITCH SCREWS NOTE: FOR METAL ROOFS WITH 0 24 O.C. MID SPAN PANEL OVERLAP #9 X 1 -1/2 SCREWS THAN ROOF O IN 12 E NOTE 10 (MAX) 29 GA METAL SHEATHING #9 X 1 -1/2 SCREWS ON CONSTRUCTION NOTES. - - - - - NOTE: FOR METAL ROOFS ,�,— — 1/2" (MIN) WITH / H ROOF SLOPE LESS EDGE DISTANCE 2X (MIN) FRAMING MEMBER J #9 X 1 LONG SCREWS 0 9 O.C. (MAX) THAN 3 IN 12 SEE NOTE 10 ON CONSTRUCTION NOTES. 2X (MIN) FRAMING MEMBER 2X (MIN) FRAMING MEMBER NOTE: NO STITCH SCREWS REQUIRED FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1 AT 9 O.C. ADJACENT TO 9 EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2" (MIN) FROM PANEL EDGES. INCREASE LENGTH (MAX) 29 GA METAL SHEATHING OF #9 SCREWS BY THICKNESS OF ANY APPUED SUBSHEATHING. - 2X (MIN) FRAMING MEMBER '4 X 1 -1/2 SCREWS 0 9 O.C. (MAX) TYPICAL SCREW SCHEDULE ca, Ep PROff 0 N.T.S. <C Gti�F sio FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1 -1/2 AT 9 O.C. ADJACENT TO EACH C? e '� 11 STANDARD DETAILS OF THE MAJOR RIBS. PARALLEL TO THE PANEL RIBS, AT TERMINATING EDGES OF ROOF, WALLS AND ALL OPENINGS, THE -r ■ A + #9 X 1 -1/2 SCREWS SHALL BE SPACED AT 12 O.C. (ADDITIONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER / y% L LIAC E E N G []�] E E� T SCREW SPANG AT TERMINATING EDGES). THE FASTENERS SHALL BE 1/2 (MIN) FROM PANEL EDGES. THE DECK SIDE j 1 LAPS SHALL BE FASTENED TOGETHER WITH #14 X 7/8 LONG SELF DRIWNG SCREWS MID SPAN BETWEEN THE SUPPORTS s GSN Www.polebuildingengineering.com AT 24' O.C. (MAX). INCREASE LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPUED SUBSHEATHING. �h 44./ 2700 Market St NE • Salem, Oregon 97301(503) 589 -1727 G k y 25, P� CLIENT I OWNER / BUILDING LOCATION I is, © ALTERNATE SCREW SCHEDULE k13 CLP1/4( OMT CONSTRUCTION HOLIDAY RETIREMENT N.T.S. P.O. BOX 455 11205 SW SUMMERFIELD DR I EXPIRES: 6/30'/ 24 , OR 97017 TIGARD, OR 97224 DATE: ATE: 24 FEB 09 DWG NO: JOB NO: REV: ©AWANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: RC IPLOT 12 PFB -05 of 06 120219 /0\ \ r POLE BUILDING CONSTRUCTION NOTES: ., _ 1. UNLESS NOTED OTHERWISE, ALL CONCRETE fc SHALL BE 2500 PSI MINIMUM AT 28 8. IF THE DRAWINGS SPECIFY NATURAL BACKFlLL IN THE POSTHOLES, THE BACKFlLL SHALL DAYS. THE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO BE WELL— GRADED NATIVE SOIL (FREE FROM ALL ORGANICS AND LARGE COBBLES). THE PLACEMENT. NO SPECIAL INSPECTION IS REQUIRED. CONTRACTOR SHALL INSURE THAT THE BACKFlLL IS SATURATED PRIOR TO BACKFlWNG • AND IS COMPACTED AFTER EACH 6 UFT. PROVIDE 6 THICK CONCRETE FOOTING TO 2. ALL SOLID SAWN LUMBER 5 ° X5 ° AND LARGER SHALL BE ROUGH SAWN VISUALLY GRADED MATCH HOLE DIAMETER. TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING LUMBER SHALL BE AT LEAST THE MINIMUM NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT MAY BE g. IF THE DRAWINGS SPECIFY SAND BACKFlLL IN THE POSTHOLES, THE CONTRACTOR SHALL STANDARD OR BEIItlt. No. 2 DOUG —FIR MAY BE SUBSTITUTED FOR No. 2 HEM —FIR. INSURE THAT NE SAND IS SATURATED PRIOR TO BACKFlWNG AND IS COMPACTED AFTER MSR1650 MAY BE SUBSTITUTED FOR No. 2 DOUG—RR. EACH 6 LIFT. PROVIDE 6 THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. 3. INSURE THAT 11 BRACING AND BEARING AREA REQUIRED BY THE MANUFACTURER OF 10. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS ( GIRTS AND THE PRE — ENGINEERED TRUSSES HAVE BEEN INSTALLED IN ACCORDANCE WITH THE PURUNS) PER THE TYPICAL SCREW SCHEDULE GIVEN ON THE STANDARD DETAILS MANUFACTURER'S INSTRUCTIONS. DRAWING UNLESS NOTED OTHERWISE. FOR NON — STANDING SEAM METAL ROOFS WITH ROOF • 4. ALL POSTS SHALL BE CENTERED IN THE POSTHOLES. ALL POST EMBEDMENT DEPTHS SLOPE OF LESS THAN 3 IN 12 AND STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF SHALL BE MEASURED FROM THE TOP OF THE CONCRETE PAD TO TOP OF GRADE. IF 1/4 IN 12, LAP SEALANT PER MANUFACTURER'S SPECIFICATIONS IN ACCORDANCE SOLID ROCK IS ENCOUNTERED, THE CONCRETE PAD MAY BE OMITTED PROVIDED THE WITH IBC ACCTION TION 1507.4.2 POST BEARS DIRECTLY ON SOLID ROCK. POSTS SHALL BE EMBEDDED INTO UNDISTURBED 11. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL COMPLY WITH NATIVE SOIL AT THE EMBEDMENT DEPTHS SPECIFIED. IF FILL IS PLACED ON THE SITE, IBC SECTIONS 2303 & 2304. THE POSTHOLE DEPTHS SHALL BE INCREASED AS REQUIRED TO PROVIDE UNDISTURBED NATIVE SOIL UNLESS THE FILL HAS BEEN TESTED BY A CERTIFIED SOILS TESTING 12. ALL FASTENERS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT DIPPED LABORATORY TO BE 95% COMPACTED. GALVANIZED. 5. UNLESS NOTED OTHERWISE, GIRTS AND PURUNS HAVE BEEN DESIGNED FOR STRESS 13. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT BRACING OF ALL TRUSSES ONLY. THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR SHALL COMPLY WITH BUILDING COMPONENT SAFETY INFORMATION PUBUCATIONS BCSI -81 FINISHES. AND BCSI —B10. 6. IF THE DRAWINGS SPECIFY CONCRETE BACKFlLL IN THE POSTHOLES, THE BACKFlLL SHALL 14. IF THE DRAWINGS SHOW TRANSLUCENT UGHT PANELS, BOTH ENDS OF THE PANELS MUST BE THE MINIMUM PSI AS SPECIFIED IN NOTE 1, UNLESS OTHERWISE NOTED. THE TERMINATE AT A WALL GIRT. WALL GIRTS THAT UGHT PANELS ARE ATTACHED TO MUST CONTRACTOR SHALL INSTALL (10) 20d NAILS 2 DEEP INTO (2) OPPOSITE POST FACES BE FASTENED TO THE POSTS W/ (4) 16d OR 20d NAILS AT EACH END UNLESS ON EACH POST BELOW GRADE. NAILS MAY BE OMITTED IN BUILDINGS WITH A 4 (MIN) COMMERCIAL GIRTS ARE USED. CONCRETE FLOOR. PROVIDE 6 THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. 15. IF PURUNS ARE INSTALLED WITH JOIST HANGERS, OMIT THE PURUN BLOCKS AND INSTALL 7. IF THE DRAWINGS SPECIFY GRANULAR BACKFlLL IN THE POSTHOLES, THE BACKFlLL 2X CONTINUOUS BLOCKING TO MATCH POST WIDTH BETWEEN RAFTERS /TRUSS TOP - SHALL BE 5/8 TO 3/4" ( —) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL CHORDS. LOCATE BLOCKING AT THE TOP OF THE RAFTERS/TRUSS TOP CHORDS AND NAIL INSURE THAT NE BACKFlLL IS SATURATED PRIOR TO BACKFlWNG AND IS COMPACTED EA SIDE WITH 16d NAILS AT 12 (MAX) O.C.. CONTRACTOR TO VERIFY THAT THE WIDTH • AFTER EACH 6° LIFT. PROVIDE 6 THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. OF THE TRUSS TOP CHORD IS EQUAL TO OR GREATER THAN THE PURUN WIDTH, PRIOR TO CONSTRUCTION. I .3,,or . ,,c O‘G1N-$. ..,, ABBREVIATIONS & SYMBOLS: -/ :���rJ,�� CONSTRUCTION NOTES D —F DOUGLAS FIR PLCS PLACES �� OREGON jL LJANCE E N G [N EER • GLB GLUE LAM BEAM SW SOUTHERN YELLOW PINE T EA EACH P.T. PRESSURE TREATED olebuil en ineerin 1 - GA GAUGE SP SOUTHERN PINE y p G� www. y 25 ,� Gj�� P 9 9 9 com H —F HEMLOCK FIR TYP TYPICAL �q �P 2700 Market St NE • Salem, Oregon 97301 (503) 589 -1727 MD MAN DOOR W WINDOW s C LA� CL IENT I OWNER / BUILDING LOCATION I 0- MT CONSTRUCTION HOLIDAY RETIREMENT MFR'S MANUFACTURER'S W/ WITH EXPIRES: 6/3 P.O. BOX 455 11205 SW SUMMERFIELD DR O.C. ON CENTER © AT `OPP OPPOSITE 0 DIAMETER J COLTON, OR 97017 TIGARD, OR 97224 DATE: 24 FEB 09 DWG NO: JOB NO: REVA ©AWANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: RC IPLOT a 1 PFB -06 Of 06 120219 /0\ ` ALL 1 A IENGEKKg D POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 120219 BUILDING OWNER / LOCATION: Holiday Retirement 11205 SW Summerfield Dr Tigard, OR 97224 CLIENT: OMT Construction P.O. Box 455 Colton, OR 97017 ENGINEER: c op PROpe / e ,,, 7 4, 2 OREGON 1- �C ' S ' y 7_5 , A g q , ��4 I EXPIRES: GPO/ Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright ©Alliance Engineering of Oregon, Inc. 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589 -1727 Salem, OR 97301 www.aeoregon.com Fax: (503) 589 -1728 4. 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 1 POST FRAME BUILDING SUMMARY: This is a single - sloped post -frame building with wooden trusses or rafters and preservately treated posts that are pressure treated for ground contact. Post size, post embedment depth, post hole diameter and backfill is given in the body of the calculation. The building will depend on the diaphragm action of the roof and wall sheathing for lateral stability. The posts will be modeled as propped cantilevers that are fixed at the base and propped by the deep beam action of the roof. The roof structure spans horizontally between the wall diaphragms where it is simply supported. The post frames will be assumed to act as a unit. Wind loads will be imposed on the windward and leeward sides of the building simultaneously. The actual post length for bending will be assumed to be measured from top of the post hole backfill to the top of the corbel block. If there is no concrete floor, the concrete backfill will provide lateral constraint in the windward and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided at the ground line by the concrete floor. REFERENCES: 1. 2006 Edition of the International Building Code 2. ASCE 7 -05 - Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers, 2006 3. 2005 Edition, National Design Specification (NDS) Supplement For Wood Construction, American Wood Counsel 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 2 SUMMARY OF DESIGN VALUES: Building Dimensions Wbidg 12 ft (Width of Building) Lbld := 60 ft (Length of Building) Hbldgl := 8 ft (Low Eave Height of Building) Hbldg2 := 10 ft (High Eave Height of Building) O ver h ang ! 0 in (Length of Low Eave Overhang) °verhang2 := 0 in (Length of Eave Overhang) Monotruss :_ "n" "y" if monotrusses used; "n" if intermediate rafters are used B := 12 ft (Greatest spacing between eavewall posts) Rpitcb = 2 / 12 (Calculated roof pitch) Wgableopenings := 0 ft (Total width of openings in one gable wall) Weaveopeningsl := 0 ft (Total width of openings in low eave wall) Design Loads for Building: Wind Design Values: • Fastest wind speed (3 second gust) uwind := 94.5 MPH Wind Exposure: E •= "C" Exposure • — Roof Load Design Values: p := 25 lbs Ground snow load p := 3 lbs Roof dead load p := 0 lbs Additional truss bottom chord dead load (if applicable) Seismic Design Values: S := 0.944 Mapped spectral acceleration for short period S := 0.338 Mapped spectral acceleration for 1 second period IE = 1.00 Importance factor R := 7 Response modification factor 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 3 Post Properties: Low Eave Post 'width := 6 in (Post width y -axis) POST SIZE Pdepth := 8 in (Post depth x -axis) Grade := "2" (Grade of Post ( 2, 1, or SS = Select Structural)) High Eave Post 'width := 6 in (Post width y -axis) POST SIZE Pdepth := 6 in (Post depth x -axis) Grade := "2" (Grade of Post ( 2, 1, or SS = Select Structural)) Purlin Properties: Girt Properties: Purlin_spacing:= 24 in Girt_spacing:= 24 in Spurlin := Sx26 Sgirt := Sx26 Fpurlin := FbDF2dim Fgin := FbHF2dim Footing and Post Hole Design Values: gsoil := 1500 psf Assumed soil vertical bearing capacity S ooil = 150 psf Assumed soil lateral bearing capacity ft Main truss post footing diameter dia_footing : 2 Slab and backfill information Concrete_slab = "Optional (may be installed but not required for post constraint)" Concrete backfill = "Yes" Backfill in main posts (GO TO LAST PAGE FOR SUMMARY OF RESULTS) . h 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 4 SNOW LOAD ANALYSIS: Design per ASCE 7 -05 For roof slopes greater than 5 degrees, and less than 70 degrees. p = 25 psf Ground Snow Load (from above) C := 1.0 Exposure factor C, := 1.0 Thermal Factor C := 1 Roof slope factor I = 1.00 Importance factor p Flat roof snow load, psf (see analysis below) Ps= Sloped roof snow load, psf (see analysis below) 1. Determine p p .7•Ce C Equation 1 p 17.5 psf Ps PfCs Equation 2 p = 17.5 psf This is the balanced snow load on the roof (used for seismic design only). 2. Determine final snow load, p Psu Pg'ls Psu = 25 psf This is the snow load to be used for design of all structural components except for seismic loads. 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 5 WIND ANALYSIS: Design per ASCE 7 -05 Method 2 - Analytical Procedure Vwind = 94.5 Basic Wind Speed k :_ .85 Wind Directionality Factor k = 1.0 Topographic Factor k = 0.849 Wind Exposure Factor 1 = 1.00 Importance factor • (I, z := .00256•k 2 •Iw Velocity Pressure qz = 16.5 psf Calculated Wind Pressures: Windward Eave Roof Pressure: Leeward Eave Roof Pressure: gwwr gz'G cilwr qi G'Cplr gwwr = -9.81 psf qiwr ° -9.35 psf Windward Eave Wall Pressure: Leeward Eave Wall Pressure: gwwe qi G'Cpwwe giwe qi G'Cplwe q = 11.22 psf glove = -7.01 psf Gable End Windward Wall Pressure: Gable End Leeward Wall Pressure: gwwg qi G.Cpwwg qi qi G gwwg = 11.22 psf qi = -2.80 psf Wall Elements: Roof Elements: qwe := g qr qi GCpfr qwe = -16 psf q = -22.27 psf Internal Wind Pressure ( + / -): qi gz'GCpi qi = 9.07 psf 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 6 BUILDING MODEL: a := B 12 .a = 144 in Bay spacing in inches CALCULATE TOTAL WIND LOADS: Apply wind loads to the walls to determine moment and fiber stress in the posts. Calculate Total Wind Pressure -Low Eave Post: q1 := Iif(gwwe < glwe,gwwe,giwe)I + gi•0.5 q = 11.55 psf a g lowpost ql' 12.12 gtot glowpost glo wpost = 11.55 pli gtot = 11.55 PH 2 M L postl M 40738 in-lbf post/ := gtot' 2 post] = Mposti fbpostl fbpostl = 637 psi axpostl Calculate Total Wind Pressure -High Eave Post: q2 := if (g1 = Igwwel + gi Igi , Igwwel) + gi' q = 15.75 psf (a_high post) ghighpost (12' 12.12 ) (tot ghighpost ghighpost = 0.66 pli q tot = 0.66 phi 2 Lpost2 M = 3828 in -Ibf Mpost2 �= qtot 2 M posa = Mpost2 fbpostl fbpostl = 106 psi Sxpost2 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 7 SEISMIC CALCULATIONS: Design per ASCE 7-05 S = 0.94 Mapped spectral acceleration for short periods (from above) S = 0.34 Mapped spectral acceleration for 1- second period (from above) I = 1.0 Importance factor W = Dead load of building Rs = 7 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate S and S For S For S D1: For S = 0.94 For S 0.34 F = 1.12 F = 1.72 S := S SMI == S S = 1.06 SMI = 0.58 SDS := C 3 I SMS SDI := (}SM1 S = 0.71 S = 0.39 Seismic_Design_Category = "D" 2. Determine the building parameters Building dead load weight, W: [2(w W := C( L g'( + [ (Wbld g Lbld g ) + + ) bldgbld )Pf • 2 )� L bldg ' 2 'Pd W = 4320 lbf Building area, Ab: ,• Ab Lbldg' Wbldg A = 720 ft2 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 8 3. Determine the shear force to be applied a. Determine the structural period, T T :_ . + Hroof)75 T := T T = 0.13 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: SDS Cs2 :_ R s C = 0.101 IE But shall not be less than: ' 0.5.S C := if S >_ 0.6, , 0.01 Rs C = 0.010 I E But need not exceed: SDI Co := CC = 0.430 R T — IE C = 0.101 c. Detemine the Seismic Base Shear: Vbase_shear := Cs' W Vbase shear = 436 lbf 4. Determine the seismic load on the building: Per ASCE 7 -05 Section 12.3.4.1 & 12.3.4.2, for Seismic Design Category's A, B, and C, p =1.0; for Seismic Design Category D, E, or F, p shall 1.3. Since Seismic_Design_Category = "D" , p = 1.3 Eh P• Vbase_shear Eh = 567 E :– Eh Lbldg Post_number B 1 P ost_number = 4 B E• L post 1 fbE _postl — P S fbE _post = 186 psi This is the seismic load on one low eave post ost_number' xpostl ° E• L post2 fbE r ost_numbee S xpostl �° fbE st2 post 425 psi This is the seismic load on one tall eave ost 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 9 LOW EAVE POST DESIGN: Calculate allowable unit compression stress, F F = 575 psi F, := F • 1.15 F = 661 psi Allowable compression stress including load factors Lpostl = 84 in Bending length of post d psst = 6 in Minimum unbraced dimension of post K := 1.2 c := 0.8 Ewood = 400000 psi Ie Ke'Lpostl I 100.8 in 0.822-E FcE : FCE = 1165 2 dpost Calculate Column Stability Factor, C 2 1 + 1 + FcE FcE F cE — — Fc F ` Fe — C := — — C = 0.84 P _ 2c j \ 2- c c _ P F := F C F = 558 psi Allowable compression stress on the post Wroof = 28 psf Total roof loading Psnowpost = 1800 lbf Axial loading per post due to roof snow load (Load Case 1) Psnowpost_roof = 1800 lbf Axial loading per post due to roof snow load (Load Cases 4 & 5) Pdeadpost = 216 lbs Axial loading per post due to roof dead load Fb := Fb1•1.6 Fb = 920 psi Allowable bending stress per post including load factors 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 10 Check Load Cases for Eave Post Loads: Load Case 1: Dead Load + Snow Load fb] := 0 fb1 = 0 psi Actual bending stress on post Psnowpost + Pdeadpost fc := f = 42 psi Actual compression stress per post Apost 1 2 — CCFALI1 := f + fb1 Fcc — CCFALI1 = 0.01 Fb 1 FcE Load Case 2: Dead Load + Wind Load • fb] fbpost1 fb1 = 637 psi (Actual bending stress on post) Pdeadpost f :_ fc = 5 psi Actual compression stress per post A post 1 2 CCFALI2 := fc + fbl CCFALI2 = 0.69 Fcc F 1 — FcE —fc ) Load Case 3: (1 +0.14 *SDS) *Dead Load + .7 *Seismic Load f := 0.7fbE post1 fb1 = 130 psi Actual bending stress on post (1 + 0.14 • SDs)P deadpost f := fc = 5 psi Actual compression stress per post Apost 1 2 f CCFALI3:= f + bt F cc f c CCFALI3 = 0.14 Fb 1 — FcE 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 11 Check Load Cases (cont'd): Load Case 4: Dead Load _+ .75 * Wind Load + .75 * Snow Load fbl :_ . fb1 = 477 psi Actual bending stress on post . + Pdeadpost f := f = 33 psi Actual compression stress per post Apostl 2 - CCFALI4 := f + fb1 F cc fc CCFALI4 = 0.54 Fb 1 — FcE Load Case 5: (1 +0.105 *S *Dead Load + .525 * Seismic + .75* Snow Load fbl :_ . fb1 = 98 psi Actual bending stress on post •75Psnowpost_roof + (1 + 0.105•SDS)P i := f = 33 psi Actual compression stress per post Apost 1 2 fbl CCFALI5 := — + Fcc f c CCFALI5 = 0.11 Fb. 1 — FcE CCFALI = 0.69 Less than 1.00 thus OK 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 12 EMBEDMENT FOR LOW EAVE POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. The backfill may be gravel, natural or concrete backfill as specified on page 3. Post is = "not constrained by a concrete slab" Concrete _backfill = "Yes" (Input from page 3) V = 875 lbf Lateral shear load at the groundline M = 3395 ft-lbf Moment at the groundline dia_footing = 2 ft. Main post footing diameter S = 150 psf Lateral capacity of soil Trial depth = 1.5 ft.- The starting depth of the post hole depth. The final post hole depth is determined by iterating to a final depth, per ASAE EP486.1, as allowed per 2006 IBC. depth _post = 2.7 ft. This is the minimum required post embedment depth for lateral loading FOOTING DESIGN FOR LOW EAVE POST: Determine the footing size and depth for vertical bearing for the main posts. 2 dia_footing Afooting n' 4 Afooting = 3.14 ft Footing area cl = 1500 psf Soil bearing capacity for footing dia_footing = 2 ft Footing diameter Post_depth = 3 ft Minimum required post embedment depth Pfooting Afooting' 9soil ' Pfooting = 6597 lbf End bearing capacity of footing Total footing load Psnow l = 2016 lbf Note that the end bearing capacity (Pfooting) is greater than the snow load (Psnow 1)• This is OK. 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 13 TALL EAVE POST DESIGN: Calculate allowable unit compression stress, F F = 575 psi F := F • 1.15 F = 661 psi Allowable compression stress including load factors Lpost2 = 108 in Bending length of post d post = 6 in Minimum unbraced dimension of post K := 1.2 c := 0.8 Ewood = 400000 psi Ke'Lpost2 I e = 129.6 in 0.822•F FcE := 2 F = 705 le dpost Calculate Column Stability Factor, C FcE / FcE " 2 FcE 1 +— 1 +— — C := Pc — F — Fc C = 0.71 p _\ 2•c / \ 2.c / c _ F� := F C F = 471 psi Allowable compression stress on the post Wroof = 28 psf Total roof loading Psnowpost = 1800 lbf Axial loading per post due to roof snow load (Load Case 1) Fsnowpost_roof = 1800 lbf Axial loading per post due to roof snow load (Load Cases 4 & 5) Pdeadpost = 216 lbs Axial loading per post due to roof dead load Fb := Fbl • 1.6 Fb = 920 psi Allowable bending stress per post including load factors 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 14 Check Load Cases for Eave Post Loads: Load Case 1: Dead Load + Snow Load f := 0 f = 0 psi Actual bending stress on post fc:– Psnowpost + Paeaapost f c = 56 psi Actual compression stress per post Apost2 2 fbl CCFALI1 := — + F fc CCFALI1 = 0.01 F 1 – FcE Load Case 2: Dead Load + Wind Load fbl fbpost2 fb1 = 106 psi (Actual bending stress on post) Pdeadpost fc :_ f = 6 psi Actual compression stress per post A post2 2 fc fb1 CCFALI2 := — + Fec CCFALI2 = 0.12 -L) Fb 1 – FcE Load Case 3: (1 +0.14 *SDS) *Dead Load + .7 *Seismic Load f := 0 . 7 fbE.post2 fb1 = 298 psi Actual bending stress on post (1 + 0 . 14. SDS)Pdeadpost f f = 7 psi Actual compression stress per post • Apost2 2 CCFALI3 := — + fbl Fcc CCFALI3 = 0.33 Fb• 1 – FcE • 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 15 Check Load Cases (cont'd): Load Case 4: Dead Load + .75 * Wind Load + .75 * Snow Load fbt :_ - 75 fbpost2 fbl = 80 psi Actual bending stress on post _ • roof + Paeaapost f c fc _ 44 psi Actual compression stress per post _ — Apost2 2 f CCFALI4 := + bl Fcc f CCFALI4 = 0.10 Fb 1 FcE Load Case 5: (1 +0.105 *S *Dead Load + .525 * Seismic + .75* Snow Load f :_ .525fbE post2 fbi = 223 psi Actual bending stress on post •75Psnowpost_roof + ( 1 + 0. 105• SDS)Pdeadpost f :_ f = 44 psi Actual compression stress per post Apost2 • 2 1 CCFALI5 := f + fbl F cc CCFALI5 = 0.27 F — 1 FcE CCFALI = 0.33 Less than 1.00 thus OK 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 16 EMBEDMENT FOR TALL EAVE POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. The backfill may be gravel, natural or concrete backfill as specified on page 3. Post is = "not constrained by a concrete slab" Concrete backfill = "Yes" (Input from page 3) V = 1094 lbf Lateral shear load at the groundline M = 319 ft-lbf Moment at the groundline dia_footing = 2 ft. Main post footing diameter S = 150 psf Lateral capacity of soil Trial depth = 1.5 ft.- The starting depth of the post hole depth. The final post hole depth is determined by iterating to a final depth, per ASAE EP486.1, as allowed per 2006 IBC. depthpost = 2.1 ft. This is the minimum required post embedment depth for lateral loading FOOTING DESIGN FOR TALL EAVE POST: Determine the footing size and depth for vertical bearing for the main posts. 2 dia footing Afooting n' 4 Afooting = 3.14 ft Footing area 9soii = 1500 psf Soil bearing capacity for footing dia_footing = 2 ft Footing diameter • Post_depth = 3 ft Minimum required post embedment depth Pfooting Afooting'gsoil'dfactor Pfooting = 6597 lbf End bearing capacity of footing Psnow 2 = 2016 lbf Total footing load Note that the end bearing capacity (Pfooting) is greater than the snow load (Psnow 2)• This is OK. 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 17 Check uplift: Poi I W21dg I ' B ay.quplif P„I = 1360 lbf This is the uplift on one eave wall post Assume a total weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend to keep the truss post in the ground will be as follows: 2 E := 150 P 3.• di footing — Apost2 post_hole ost_dept 14 _ 4 144 = 1301 lbs Weight of concrete in posthole Epost_hole Posts (Hbldg2 + Post_depth) = 96 lbs Weight of post Posts W ulr •— I\ — r 2 W2lag + Ep ost hole + P o W ulr — = 1540 Ibf This is the uplift resistance of one JBay2 ' eave wall post Note that the uplift resistance (W is greater than the uplift (P This is OK. • 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 18 GIRT DESIGN: • The girts will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. Girt_spacing awegirt gwind gwegirt = 4.18 Phi Lgirt = 138 in Orientation = "Commercial" „ 12.12 2 Lgirt_span Mgirt gwegi -e 8 M = 9948 in-lbf fbgirt := Mort fbgirt = 1316 psi Stress applied to the girt Sgirt Determine the allowable member stress including load factors. LDF := 1.6 Cfugirt = 1.00 CFgin = 1.30 C := 1.15 Fgin = 850 psi Fbgirt := LDFwind'C fugirt'CFgirt'Cr'Fgin Fbgin = 2033 psi > f bg;n This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin = "2x6" Purlin_spacing = 24 in O.C. L pur l in_span = 135 in Bending length of purlin bpurlin = 4.6 pli Distributed snow load along top edge of purlin 2 M • n Wpurlin'Lpurlin_span Mpurlin = 10487 in-lbf Bending moment in the purlin purli = 8 f _ Mpurlin f = 1387 psi Bending stress applied to the purlin bpurlin •— bpurlin = g PP P Spurlin Determine the allowable member stress including load factors LDFsnow 1.15 CFpurlin = 1.30 C := 1.15 Cfupurlin = 1.00 Fpurlin = 900 psi Fbpurlin LDFsnow ' CFpurlin'Cr'Cfupurlin'Fpurlin Fbpurlin = 1547 psi > fbpurlin This is OK 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 19 CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the intermediate truss corbel block. Assume full snow load and dead load on the roof. Pbolt_58 1590 lbf Pbolt_34 := 2190 lbf Pbolt10 := 3600 lbf P16a := 122 lbf Plod := 147 lbf Psnow = 2016 lbf If 5/8 dia. bolts are used: Nbolts58 = 1.1 Number of 5/8" dia. bolts required in the corbel block If 3/4 dia. bolts are used: Nbolts34 = 0.8 Number of 3/4" dia. bolts required in the corbel block If 1 dia. bolts are used: Nboltsl0 = 0.5 Number of 1" dia. bolts required in the corbel block If 20d nails are to be used: Nails?Od = 6 number of 20d nails required in each corbel block. If 16d nails are to be used: Nails 16d = 7.2 number of 16d nails required in each corbel block. • 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 20 • RAFTER DESIGN: Determine the required section for intermediate building or shed rafters. The rafters will simple span between posts. It will be assumed that both ends are pinned. Lrafter_span 138 in Sxrafter Sx212 w m f ter = 331 pif M raft „ = 65747 lb -inch Q := 2 Total No. of rafters Determine fiber stress: fbrafter Mrafter fbrafter = 1039 psi Note: Use single rafter on Qty' Sxrafter each side of each post. Frfter FbDF1dim F � = 1000 psi Allowable bending stress F brafter := LDFsnow' CFrafter'Frafter Fbrafter = 1150 PSI > (fbrafter) 100 0 Ratio_Fb fbrafter' Ratio_Fb = 90 � OK Fbrafter • 2/25/2009 120219 (Holiday Ret) 12x60x8.xmcd 21 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg = 12 ft (Width of Building) L 60 ft (Length of Building) Wind_speed = 94.5 MPH Ground_snow_load = 25 psf bldg = Wind_exposure = "C" Roof snow_load = 25 psf Hbldgl = 8 ft (Low Eave Height of Building) Roof = 3 psf Hbldg2 = 10 ft (High Eave Height of Building) • °verhangl = 0 in (Length of Eave Overhang) Seismic_Design_Category = "D" Overhang2 = 0 in (Length of Eave Overhang) R pitch = 2 / 12 (Roof pitch) Post Details Low eave post High eave post Post sizel = "6x8" Post size2 = "6x6" Post_gradel = "No. 2 Hem -Fir" Post_grade2 = "No. 2 Hem -Fir" Usagel = 69 % (Combined stress Usage2 = 33 % (Combined stress usage of post) usage of post) Footing Details: dia_footing = 2 ft (Design Footing Diameter) Postdepth_1 = 3.0 ft (Design Low Eave Post Depth) Postdepth_2 = 3.0 ft (Design High Eave Post Depth) Footingusage_1 = 31 % (Stress usage of low % eave footing) Footingusage_2 = 31 /° (Stress usage of high eave footing) Girt Details: Purlin Details: Girt_usage = 65 % (Stress usage of wall girt) Purlin_usage = 90 % (Stress usage of roof purlin for snow loading) Orientation = "Commercial" Corbel Block Bolts: Nbolts58 = 1.1 Number of 5/8" dia. bolts required in the corbel block if used. • Nbolts34 = 0.8 Number of 3/4" dia. bolts required in the corbel block if used. Nboltslo = 0.5 Number of 1" dia. bolts required in the corbel block if used. Nails20d = 6 Number of 20d nails required in each corbel block if used. Nailsi6d = 7.2 Number of 16d nails required in each corbel block if used. SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspections are required. No structural observation by the design engineer is required.