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v EXISTING PARKING k.)o,k/ , ›-i 1 i EXISTING BUILDING �if 24,050 Sq, Ft �5'« A., Cif?), - l� 0 4r U � � 8 04,0 1/4 ° P 7- /GA COI P tp w w 11 1 Existing Rain Drain CANOPY t 0 1 — Sorbent Booms t Existing Pavement Proposed 6" Rain Drain Line i To Existing Rain Drain I 1 o d . 5 E V a -1.1 : XISTING PARKING —, - _ _ EXISTING PARKING ' t — :ID , 9 qc) , , 153.18 Ft — Purposed Site For i 24" xi Pole Building i r' g embankment on existing property 1 , w ____ 24'X96'X20' Eave ( 2,304 Sq Ft 14- -- -10. Ft Setback I From Property Line r Proposed 6" Rain Drain Line , , , 1 To Existing Rain Drain o f . Site Development Plan 2. Each 6'X12' "�� SNYDER ROOFING OF OREGON LLC a, es S plit Slider Doors 503 620 -5252 O F 503 684 -3310 FAX w c '0 12650 SW Hall Blvd, Tigard g b10 Existing an . OR 97223 -6243 ig Compaq ve d a . N Zoning = 1 -H t o r AREA CALCULATION ! e''' 1 .1 t o ' • Purposed Site Size: 2,304 Sq Ft c • C —' MAP: 2S 101BC _ 1$. - 4.49 Acres • r }: 1 TOTAL AREA = 195 584.4 SQ FT E ` i I IF �r - S B r ' ` � ' ! z = t V 8 p 1" _ 40'- _ - - " _ : 1 's . ' , SCALE 1 40 0 • ...�... ` .1 , ExistinkAsPhalt �.. CI Storage Tank Area EL, F 9 'AlT:F w. 205.38 Ft , 11 Mil loud 6 / ' \ POST / BRACING NOTES ITEM DESCRIPTION . 6X12 P.T. #2 H-F POST (7, USE 5'-6" (MIN) EMBEDMENT DEPTH, - \-!--:-/ 24 FOOTING AND GRANULAR BACKFILL, NOTE ORIENTATION 6X10 P.T. #2 H-F POST r' USE 5' - 6" (MIN) EMBEDMENT DEPTH, \----/ 240 FOOTING AND GRANULAR BACKFILL, NOTE ORIENTATION 6X8 P.T. #2 H-F POST 96 ('\ 5'-6 (MIN) EMBEDMENT DEPTH, Q-=- 24"o FOOTING AND GRANULAR 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" BACKRtLL, NOTE ORIENTATION ..s. ,--, (SEE GENERAL NOTE 3) ..---, (1 l B ) ..1- ,• 1 %,___., -_,, .__., Ill ni „,, Cl) V) V) R”. I V) V) cr, co :7,- CO V) --) (./) V) (/) V) V) V) , AZ Cl) = = :-- I .. .: -.• g 1--' X CC CC _J (n Cr: u_C 1 1 w w L-I W W 1_,J U) W 1_,, M M ,, T■ - C. , ;<- 2 : D --■ " r) D D --, •7:' — :1: .. • 0 0 _4 0 0 0 0 Ln :,'„,,- L,..:-..) --EZ ,----, I C7 K7 _ ' C71) - CO . . PI V 3068 MD 1,:5) : b NOISING 0 NIGIT4j -.I' Cu -10 ADO i ;! i EiS' C13 f\ q___,,Oati \„. ./,,,c 4' 76."..."-'; N ,F-7 IC ,,y. 1 I , 4) v ; / .,.4` ,.." \:..57 GENERAL NOTES ce 4' ' - PEI ' \c:i i I...i 4 ,6,. , ,.- ., /7 -I) -- 7/ PLAN VIEW 1 . ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED ,. i,hz ;;I' Z-1-- I rat: FOR BURIAL. 1/4.•: -6;0RE4'0‘1 , I,LINcE EC IN ING . „,,. 2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN MAY BE LOCATED BY ;\1,/,-J7 ... THE BUILDER IN THE WALL(S) SHOWN UNLESS SPE 4 (ii' v G .1'3- o's i www.polebuildingengineering.corn I LO LOCATED ON NIS DRAWING. \ \,6 1 > << / IP DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE .._: R Ho.„--- 2700 Market St NE • Salem, Oregon 97301 (503) 589-1727 CONTRACTOR UNLESS NOTED OTHERWISE. DOOR POSTS MAY BE CUENT I OWNER / BUILDING LOCATION J OMITTED IF DOOR IS FRAMED DIRECTLY AGAINST A STRUCTURAL cy , :o R ' ' • C2, i' , J... I. I. ueOut,--77 i ECON-O-FAB BUILDINGS SNYDER ROOFING POST. ,,----•,-------,--- - 14255 SW PARMELLE 12650 SW HALL BLVD ' 4. CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. GASTON, OR 97119 TIGARD, OR 97225 i DATE: 13 AUG 07 DWG NO: JOB NO: REV: OAWANCE 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: BC I PLOT 0: 96 PFB-01 of 06 180447 /0\ 12 ' 4 � ` - - 0 0 0 0 N N I 12'X12' SPLT SLD 96' -0" 24' -0" REAR EAVE VIEW LEFT GABLE VIEW 12 4 L/ I�I Hof - 0 O O N I I - 3068 MD 12'X12' SPLT SLD 96' -0" 24' -0" FRONT SAVE VIEW RIGHT GABLE VIEW . ,4l;f' ELEVATION VIEWS ON s ALLIANCE www.polebuildingengineering.com w , a :7.�h �� • : � , �� 5 . ti ;�/ 2700 Market St NE • Salem, Oregon 97301(503) 589 -1727 CLIENT I OWNER / BUILDING LOCATION — �0_ ��`� ECON —O —FAB BUILDINGS SNYDER ROOFING I --- ''rte` 14255 SW PARMELLE 12650 SW HALL BLVD GASTON, OR 97119 TIGARD, OR 97225 DATE: 13 AUG 07 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: BC I PLOT 0 128 PFB -02 of 06 180447 /0\ \ r - -2X6 #2 D----F PURLINS @ 24" (MAX) O.C. • • i / NAB TO BLOCKS W/ (3) 1fid OR (2) 20d NAILS 12 0S i� NAIL 2X6 BLOCKS 70 TRUSSES 4 �� S ... / W/ (2) 16d OR 20d NAILS EA SIDE / NAIL TOP GIRT TO POST � . ♦ j W/ (4) (MIN) 16d OR 20d NAILS � . (6) 16d OR 20d NAILS ( ' — 7-0 — MN CI f / . (4) (MIN) 16d OR 20d NAILS \ S • H -PRE-ENGINEERED TRUSSES BY OTHERS a 7 A - - 5/8 "0 A -307 BOLTS 1 • .. I v` WJ NUT & FLAT WASHERS EA SIDE SEE DETAIL _ _ ..- 2X CORBEL BLOCK TO I -.- 10.e. / I ) MATCH POST WIDTH 1., (SEE STANDARD DETAILS r I FOR BOLT SPACING & ____.----V BLOCK SIZE) 7i 1 DETAIL 1 I i # HAIRPINS TO o I 1 o T YP ALL POSTS N a a <1 4 c y I ii I G G G a 4 G ! • .i _ e a . D G d A , ` 29 GA METAL SHEATHING TYP ROOF AND WALLS . r DETAIL 2 / #2 H -F GCS 4 24" (MAX) O.C. - / NAIL TO POST W/ (3) 16d OR (2) 20d NAILS EA END , x .---P.T. BOTTOM GIRT SEE DETAIL 2-y ^ � NAIL TO POST W/ (6) 16d OR 20d NAILS EA END 4 (MIN) CONCRETE FLOOR � , • . N m — BACKF!LL PER POST /BRACING NOTES ON PFB -01 (SEE CONSTRUCTION NOTES) 6 ' ` THIC CONCRETE FOOTING ,� BUILDING DATA: GENERAL NOTES 4:4 :-.77:77--- ‘,..) ' WIDTH: 24' -0" (SEE CONSTRUCTION NOTES) `CAS /• �-- ,: LENGTH: 96'_0" 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE f•�._f \. ' .3• • =� EAVE HT: 20' -0" AT 24" Q.C. BY THE CONTRACTOR WITH 2X i r / ` dr' ROOF SLOPE: 4 IN 12 BLOCKING BETWEEN MEMBERS OR WITH / f 9,4,8 .a / j,... ! SECTION A . TRUSS SPACING: 12' -0" SIMPSON LU26 HANGERS (OR EQUAL). IF 2X / i r / - - 5 ,) �r • BLOCKING IS USED, THEN NAIL BLOCKING TO / ' f , / c ".y l E N I I) ING BUILDING CODE: POST WITH (6) 20d OR (6) 16d NAILS (MIN). ':f .., 0 � / - WIND LOAD: 94.5 MPH NAIL GIRTS TO BLOCKING WITH (2) 20d OR (3) '� / www olebuildin en ineerin com )- () cl - O P 9 9 9 EXPOSURE: B 16d NAILS AT EACH END. \ .C\ `� / /1 C - C) ALLIA ' SNOW LOAD: 25 PSF 2. PURLINS MAY BE INSTALLED WITH SIMPSON `,: .ti V 9 , - ,,. �� � � � ' 2700 Market St NE •Salem, Oregon 97301(503) 589 -1727 DEAD LOAD: 3 PSF LU26 H (OR EQUAL) SEE NOTE 15 ON /\; r:` t z ; , , CUENT I OWNER / BUILDING LOCATIOJ SOIL BEARING: 1.5 KSF THE CONSTRUCTION NOTES, OVER - LAPPED, OR -- - ° ECON —O —FAB BUILDINGS SNYDER ROOFING SEISMIC ZONE: D 6UIItD ON THE TRUSSES AS REQUIRED BY i� , 14255 SW PARMELLE 12650 SW HALL BLVD ' S 6/30P, !BC: 2006 THE CONTRACTOR. GASTON, OR 97119 TIGARD, OR 97225 • \ l DATE: 13 AUG 07 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: BC IPLOT ®: 48 PFB —O3 of 06 180447 /0\ \ • 1 ▪ \�— TRUSS HEEL • •\ \.— (6) 16d OR 20d NAILS • • \`-- 2X BLOCKING BETWEEN GIRTS • . W/ (10) 16d OR 20d NAILS IN EACH BLOCK PLACE NAILS AT 1 -1/4" (MIN) FROM BLOCK EDGE & AT 2 -1/2" (MINI) O.C. TRIM BLOCK FOR TIGHT FIT , TYP (2) PLCS ON EACH GABLE WALL CORNER \ POST UNDER EACH TRUSS HEEL GIRT j r - -POST 1 . NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH 0 GABLE TRUSS N.T.S. , /v ` ; y ' / 5 ' \ FRAMING DETAILS GENERAL NOTES cz,, -1,: : - 1 . 1: , }�` ,-, 7 --. E N E E � 1. IF TOTAL NUMBER OF NAILS SPECIFIED WILL NOT FIT DUET SIZE OF BLOCKING, AN EXTRA BLOCK MAY BE ADDED' , rk q TO ACCOMMODATE THE REMAINDER OF THE NAILS. ®� =�''N www.polebuildingengineering . com • ' 2. IF GIRTS ARE INSTALLED COMMERCIAL STYLE PER \ (/&/ ,,,-N 1> 4t7 2700 Market St NE • Salem, Oregon 97301(503) 589 -1727 _ GENERAL NOTE 1 ON SECTION A DRAWING THEN INSTALL �iC / ? ` T 9, += ' CLIENT 1 OWNER / BUILDING LOCATION) 2X CORBEL BLOCK W/ �: f � ` �/ 1 QUANTITY OF NA ILS SHOWN. ECON —O —FAB BUILDINGS SNYDER ROOFING PLACE NAILS AT 1 -1/4" (MIN) FROM BLOCK EDGE & AT .. � 14255 SW PARMELLE 12650 SW HALL BLVD 2 -1/2" (MIN) O.C. ;S; [_(3C/ '_ GASTON, OR 97119 TIGARD, OR 97225 DATE: 13 AUG 07 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: BC (PLOT 16 PFB -04 Of 06 180447 /0\ \ 2" 2 „ f CORBEL BLOCK &POST TRUSS OR RAFTER HEEL TRUSS OR RAFTER HEEL I I . CORBEL BLOCK FREE OF SPLITS. \ CHECKS. AND SHAKES, \ CORBEL BLOCK FREE OF SPLITS. BEFORE AND AFTER NAILING 1 CHECKS, AND SHAKES, z BEFORE AND AFTER NAILING i TRIM FOR TIGHT FIT TRIM FOR TIGHT FIT — — \ — z A -307 BOLT W/ NUT n z & FLAT WASHERS EA SIDE z vi w A. 307 BOLTS W/ NU i Z a N \ n Z — & FLAT WASHERS EA SIDE — ,r E > - N. (STAGGERED AS SHOWN) I 6 Z ° POST �\\ _ z POST -r-,-) �\ Z ^� 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. ® CORBEL BLOCK © CORBEL BLOCK FOR (2) OR MORE BOLTS FOR (1) BOLT #14 X 7/8" S?TCH SCREWS I NOTE: FOR METAL ROOFS WITH ROOF SLOPE LESS 9„ 0 24" 0.0. MID SPAN - rPANEL OVERLAP #9 X 1 -1/2' SCREWS 7 THAN 3 iN 12 SEE NOTE 10 (MAX) / 29 GA METAL SHEATHING r / i # X 1-1/2' SCREWS I ON CONSTRUCTION NOTES. NOTE: FOR METAL ROOFS , 5 , — _ 1/2" (MIN) ` 1 WITH ROOF SLOPE LESS EDGE DISTANCE 2X (MIN) FRAMING MEMBER 1 r THAN 3 IN 12 SEE NOTE 10 ( ) # X 1" LONG SCREWS @ 9" O.C. (MAX) ON CONSTRUCTION NOTES. \ - 2X (MIN) FRAMING MEMBER 2X (MIN) FRAMING MEMBER --/ NOTE: NO STITCH SCREWS REQUIRED 9" FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1" AT 9" O.C. ADJACENT TO r- 29 GA METAL SHEATHING (MAX) EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2" (MIN) FROM PANEL EDGES. INCREASE LENGTH { _ — — — — — — — OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. 2X (MIN) FRAMING MEMBER — j #9 X 1 -1/2" SCREWS © 9" O.C. (MAX) _ TYPICAL SCREW SCHEDULE ...„:—,-,,----E7-7-, c,3 r _? i : � ® N.T.S. FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1 -1/2" AT 9" O.C. ADJACENT TO EACH OF !' '`,f a;' 4, ;,C p !T THE MAJOR RIBS. PARALLEL TO THE PANEL RIBS, AT TERMINATING EDGES, THE #9 X 1 -1/2" SCREWS SHALL BE SPACED 4,/,, /'f NI,'" � 1`e STANDARD DETAILS f , AT 12" O.C. (ADDITIONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER SCREW SPACING AT TERMINATING EDGES). THE 3 r. 1 1r t� i FASTENERS SHALL BE 1/2" (MIN) FROM PANEL EDGES. THE DECK SIDE LAPS SHALL BE FASTENED TOGETHER WITH #14 X . ./ o'' t i 7/8" LONG SELF DRILLING SCREWS MID SPAN BETWEEN THE SUPPORTS AT 24" O.C. (MAX). INCREASE LENGTH OF #9 / O E- �' 1 www.polebuildingengineering.com I MIG SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. i • (f j , �j ' 2700 Market St NE • Salem, Oregon 97301(503) 589 -1727 ° A �°- G 0 CLIENT I OWNER / BUILDING LOCATION f 7 ALTERNATE SCREW SCHEDULE � r R. = -� ECON -O -FAB BUILDINGS SNYDER ROOFING ® N.T.S. ---- ✓ e— 14255 SW PARMELLE 12650 SW HALL BLVD 31 XPIHS: r3 /?E�! I GASTON, OR 97119 TIGARD, OR 97225 DATE: 13 AUG 07 DWG NO: JOB NO: REV' A ©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: BC IPLOT ®: 12 PFB -05 of 06 180447 0 s POLE BUILDING CONSTRUCTION NOTES: 1. UNLESS NOTED OTHERWISE, ALL CONCRETE f'c SHALL BE 2500 PSI MINIMUM AT 28 9. IF THE DRAWINGS SPECIFY SAND BACKFILL IN THE POSTHOLES, THE CONTRACTOR DAYS. THE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO .) SHALL INSURE THAT THE SAND IS SATURATED PRIOR TO BACKFILLING AND IS PLACEMENT. NO SPECIAL INSPECTION IS REQUIRED. COMPACTED AFTER EACH 6" LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. 2. ALL SOLID SAWN LUMBER 5 "X5" AND LARGER SHALL BE ROUGH SAWN VISUALLY GRADED I TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING LUMBER SHALL BE AT LEAST THE 10. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS (GIRTS AND MINIMUM NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT MAY BE PURLINS) PER THE TYPICAL SCREW SCHEDULE GIVEN ON THE STANDARD DETAILS STANDARD OR BEI IER. No. 2 DOUG -FIR MAY BE SUBSTITUTED FOR No. 2 HEM -FIR. DRAWING UNLESS NOTED OTHERWISE. FOR NON- STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF LESS THAN 3 IN 12 AND STANDING SEAM METAL ROOFS WITH ROOF 3. INSURE THAT ALL BRACING AND BEARING AREA REQUIRED BY THE MANUFACTURER OF SLOPE OF 1/4 IN 12, APPLY LAP SEALANT PER MANUFACTURER'S SPECIFICATIONS IN THE PRE- ENGINEERED TRUSSES HAVE BEEN INSTALLED IN ACCORDANCE WITH THE ACCORDANCE WITH IBC SECTION 1507.4.2 MANUFACTURER'S INSTRUCTIONS. 11. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL COMPLY WITH 4. THE POSTS SHALL BE CENTERED ON THE FOOTINGS. THE CONTRACTOR SHALL INSURE 'I IBC SECTIONS 2303 & 2304. THAT THE BACKFILL IN THE POSTHOLES IS CAST AGAINST UNDISTURBED SOIL. ' 12, ALL FASTENERS DRIVEN INTO PRESSURE TREATED WOOD SHALL. BE HOT DIPPED 5. UNLESS NOTED OTHERWISE, GIRTS AND PURLINS HAVE BEEN DESIGNED FOR STRESS GALVANIZED. ONLY. THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR FINISHES. 13. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT BRACING OF ALL TRUSSES 6. IF THE DRAWINGS SPECIFY CONCRETE BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL SHALL COMPLY WITH BUILDING COMPONENT SAFETY INFORMATION PUBLICATIONS BCSI -B1 AND BCSI - -B1O. BE THE MINIMUM PSI AS SPECIFIED IN NOTE 1, UNLESS OTHERWISE NOTED. THE CONTRACTOR SHALL INSTALL (10) 20d NAILS 2" DEEP INTO (2) OPPOSITE POST FACES 14. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS OF THE PANELS ON EACH POST BELOW GRADE. NAILS MAY BE OMITTED IN BUILDINGS WITH A 4" (MIN) MUST TERMINATE AT A WALL GIRT. WALL GIRTS THAT LIGHT PANELS ARE ATTACHED CONCRETE FLOOR. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. TO MUST BE FASTENED TO THE POSTS W/ (4) 16d OR 20d NAILS AT EACH END UNLESS COMMERCIAL GIRTS ARE USED. 7. IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL BE 5/8" TO 3/4" ( -) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL 15. IF PURLINS ARE INSTALLED WITH JOIST HANGERS, THEN OMIT THE PURLIN BLOCKS INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AND INSTALL 2X CONTINUOUS BLOCKING TO MATCH POST WIDTH BETWEEN AFTER EACH 6" LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. RAFTERS /TRUSS TOP CHORDS. LOCATE BLOCKING AT THE TOP OF THE RAFTERS /TRUSS TOP CHORDS AND NAIL EA SIDE WITH 16d NAILS AT 12" (MAX) O.C.. 8. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL CONTRACTOR TO VERIFY THAT THE WIDTH OF THE TRUSS TOP CHORD IS EQUAL TO BE WELL- GRADED NATIVE SOIL (FREE FROM ALL ORGANICS AND LARGE COBBLES). THE OR GREATER THAN THE PURLIN WIDTH, PRIOR TO CONSTRUCTION. CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6" LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. J .‹..''Y./ ''1/4' , i -7 t; \ f . ? / �f 1 ,,,/,4 ,2 CONSTRUCTION NOTES ABBREVIATIONS & SYMBOLS: i r ,f0 AN PLACES i �° .? D-1 DOUGLAS FIR PLCS � Q kLJ I EA EACH P.T. PRESSURE TREATED GA GAUGE SP SOUTHERN PINE �A� 9, '� ��C� 1 w ww.polebuildingengineering.COm r. as GLUE LAM BEAM SW SOUTHERN YELLOW PINE . . R 4`` � 2 700 Market St NE • Salem, Oregon 97301 503 H HEMLOCK FIR TYP TYPICAL �-- 9 (503) 589 -1727 MD MAN DOOR W WINDOW P� _ +' `` CLIENT I OWNER J BUILDING LOCATION I ' MF MANUFACTURER'S W/ WITH tit I "L �. r``' ' i ECON-0—FAB BUILDINGS SNYDER ROOFING O.C. ON CENTER AT 14255 SW PARMELLE 12650 SW HALL BLVD OPP OPPOSITE 0 DIAMETER J GASTON, OR 97119 TIGARD, OR 97225 DATE: 13 AUG 07 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: BC IPLOT ®: 1 , PFB -06 of' 06 180447 /o\ AL 1 � 1 1 . ,V TP .., . %fir. 4: ,i .__; t , , . 4 a POST FRAME BUILDING STRUCTURAL C U TI (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 180447 BUILDING OWNER / LOCATION: Snyder Roofing 12650 SW HaII Blvd Tigard, OR 97225 CLIENT: Econ -O -Fab Buildings, Inc. 14255 SW Parmelle Gaston, OR 97119 ENGINEER: z - E 91 ,6 39 ' 5' ° �� <c o c)c) o O FFICE COPY , l j F X P ! `; E ` / ;i its, '',3- ! 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 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 1 POST FRAME BUILDING SUMMARY: This is a post -frame building with wooden trusses or rafters and preservately treated posts that are pressure treated for burial. Post size, post embedment depth, post hole diameter and backfill is given in the body of the calculation. The posts will be modeled as cantilevers that are fixed at the base. The post frames will be assumed to act as a unit. Wind Toads will be imposed on the windward and leeward sides of the building simultaneously. 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. 2001 Edition, National Design Specification (NDS) Supplement For Wood Construction, American Wood Counsel 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 2 DESIGN INPUT VALUES: Building Dimensions := 24 ft Width of Building 1. := 96 ft Length of Building 1 Ihidg := 20 ft Eave Height of Building 0 in Length of Eave Overhang := 4 / 12 Roof pitch 13 12 ft Greatest nominal spacing between eavewall posts Design Loads for Building: Wind Design Values: Fastest wind speed (3 second gust) Vwind := 94.5 MPH Wind Exposure: 1 xposur� .,13„ Roof Load Design Values: p := 25 Ibs Ground snow load p := 3 lbs Roof dead load p := 0 Ibs Additional truss bottom chord dead load (if applicable) Seismic Design Values: S := 107.0 Mapped spectral acceleration for short period S� := 37.4 Mapped spectral acceleration for 1 second period I := 1.0 Importance factor W = Dead load of building (See analysis below) R, := 1.5 Response modification factor 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Post Properties: Pttidth in Post width y-axis POST SIZE (Solid rough -sawn Hem -Fir post "depth := 12 in Post depth x -axis unless otherwise specified) Grade : _ Grade of Post ( 2, 1, or SS = Select Structural) Purlin Properties: Girt Properties: _ , 1 urlin_spactng := in Girt_spadn := 24 In Spurlin :_ 'x26 Bahl S:,26 t purlin = 1 'bt)F2dim 1: eirt I'h1IF2dim Footing and Post Hole Design Values: (hod := 1500 psf Assumed soil vertical bearing capacity s,oil = 150 psf Assumed soil lateral bearing capacity dia rooting := 2 ft Main truss post footing diameter Slab and backfiil information Concrete slab = "Yes" Concrete backlill = "No" Backfill in main posts (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 4 SNOW LOAD ANALYSIS: Design per ASCE 7 -05 For roof slopes greater than 5 degrees, and Tess than 70 degrees. p,, = 25 psf Ground Snow Load (from above) C := 1.0 Exposure factor C := 1.0 Thermal Factor C = 1.00 Roof slope factor i := 1.0 Importance factor pf Flat roof snow load, psf (see analysis below) p Sloped roof snow load, psf (see analysis below) 1. Determine p and p pf := .7.C C, i , p - 17.5 psf Flat roof snow load Note: This is NOT the snow p. = 17 .5 psf Sloped (balanced) roof snow load toad used for design -See i s pi psu at bottom of page. 2. Determine the unbalanced snow load W = 12 ft Horizontal distance from eave to ridge Note: If Wridge < 20', use Method 1 to determine unbalanced snow Toad, otherwise use Method 2 Method 1 Ps „7 I, p,ur = 25 psf Unbalanced snow load for buildings with Wridge < 20' Method 2 The unbalanced snow load will occur from the ridge to a distance l,, and intensity, psu2 as follows: = 1.56 ft Height of drifted snow = 17.25 pcf Snow density S = ft Run in roof for a rise of1 Is = 7.2 ft Distance of unbalanced snow from ridge (if applicable -see below) Psu2 = 33 psf Unbalanced snow load for buildings with Wridge > 20' Final unbalanced snow Toad p = 25 psf Final (roof) snow load used for design of structural members and connections as required per Chapter 7 of ASCE 7 -05 Application of snow load to building The snow load, p was calculated using Method = 1 , therefore the final roof snow load used for design shall be Distributed = "across entire building width” If Method 2 is used, the remainder of roof shall be designed using no less than p = 25 psf snow load 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 5 WIND ANALYSIS: Design per ASCE 7 -05 Method 2 - Analytical Procedure 1„ := 1.0 Importance factor ` ✓wird 94 Basic Wind Speed k :_ .85 Wind Directionality Factor ,4 52) k:,, = 1.0 Topographic Factor ?QQ1 k 0.701 Wind Exposure Factor p1J ��tS pN eulL p1N G .002.56•k kt,'kir V w i n d lie Velocity Pressure q = 13.6 i psf Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: 9retie: qh ( iCpt - „w qi„.:= qI, ce GCpflti' 7.03 psf — - ' s 91w = .._;.C psf Windward Gable Wall: Leeward Gable Wall: q„..„ := til GCpftewg ellwg: gh c1„«9. = 5'45 Psf c1wg — =.95 psf Windward Roof: Leeward Roof: c lwr c1h' GCpfwi cltr := clh GCpilr cher = —9.39 psf tilt = —6.38 psf Wall Elements: Roof Elements: dwc := ch,- (iCpfw c GCpfr y _ — psf c1,. _ —18.38 psf internal Wind Pressure ( +/ -): di Ih CrCpi 9i = 2.45 psf 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 6 BUILDING MODEL: a := 13 a = 144 in Bay spacing in inches l,I,,,t_hntl= in �) = 18.4 dcg roof angle from horizontal l 'root = 4 ft CALCULATE TOTAL SIDE SWAY FORCE: Apply wind loads to the wafts to determine moment (Mwin) and fiber stress (fwind) Calculate the wind load on the roof. roof_wind :_ 0 - 91r) Vroof wind = —145 Ibs Calculate the roof wind load on the post M roof _wind 'V roUPwind't1zost_hndo Mroof wind = -321 in -Ibf � wind - �._ ( ra , I_wind - -112 psi Calculate total wind pressure on the walls: ci := ti�dww _. (llw < 10 16, 9ww = 12.69 psf a th :a _ gel 12 12 i tltot = 12.69 pli Calculate the total bending stress due to the distributed wind load applied the walls. "l all ind tit,., rwali wind = 31266 4 in n.t �c :dl_,•: ind r all ,•:ind ( wall wind = 1086 psi - yust Calculate the total moment (Ka) and the total fiber stress ( P to ). Mtot N wind + 1 \ 4 wali wind M = 280544 in -lbf riot Goof wind ± 1 wail wind 'wt = 974 psi 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 7 SEISMIC CALCULATIONS: Design per ASCE 7 -05 S, = 107 Mapped spectral acceleration for short periods (from above) S = 37.4 Mapped spectral acceleration for 1- second period (from above) t = 1.t1 Importance factor W = Dead load of building 12, = 1.5 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate SpS and Sp For S For Sp,: For S, = 1.07 For S = 0.37 1 , = 1.07 F,. = 1.65 Sits 5 s" 1• 11 SM1 := SI'l S \gs = 1.15 S , . = 0.62 Sns I — I SMN Sul I — I Sn u 'i' SDDs = 0.76 SllI = 0.41 Scislnic_l.)esign_Category = "1)" 2. Determine the building parameters Building dead load weight, W: F. I 1 -lbl W := r(Wbld + r Wbldg'i , bldg) + dg + I "Pd W = 14112 lbf Building area, Ab: Ab := 1 -bldg' W bldg A b = 2304 ft2 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 8 3. Determine the shear force to be applied a. Determine the structural period, T 7; T.:= t 1 1,;,1,'. 02 1 :_ - 1' ; , 1 = 1.06 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: Sus R = 0.510 i But shall not be less than: C := .044 S l C = 0.034 But need not exceed: s lit C: = C = ().258 R i ._ i Jr ; C =0.310 c. Detemine the Seismic Base Shear: V hasr shear = Vbase shear = 3643 $bt 4. Determine the seismic load on the budding: 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 Scisn., _Dcsign_Categor,• _ *T}" , p = 1.3 I't p' Vbase shear I -bide j �'n. <t nuwL –''I I t Post number = 1 4 E .= — 1 E = 278£ lb E' Lpost_bndg tbE Post_ number'Stpost f or = 307 psi This is the seismic load on one post 8/20/2007 180447 (Snyder Roofing) 24x96x20.xrned 9 MAIN POST DESIGN: Calculate allowable unit compression stress, F,,. Fel = 500 psi F,:= 1 1.15 = 575 psi Allowable compression stress including load factors l_, st b = 222 in Bending length of post �� = 12 in Minimum unbraced dimension of post K := 0.8 c := 0.8 K := 0.3 F = 1 1000(0 psi t�s tt't)t)(1 = p J. = 177.6in 12 c1- • Kc1 1 'ch = 143 1 i Calculate Column Stability Factor, C T I; I 1 '. = , I 1 C =0.9 = 1, C n F„ = 517 psi Allowable compression stress on the post W t • = 28 psf Total roof loading Psnottnast = 3600 lbs Axial loading per post due to roof snow load Od a = 4 !bs Axial loading per post due to roof dead load 1 l 1 •bl' 1.6 F = 1080 psi Allowable bending stress per post including load factors 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 10 Check Load Cases: Load Case 1: Dead Load + .75* Wind Load + .75 * Snow Load fbt :_ .751 ii, = 731 psi Actual bending stress on post . � sn,rc ;osP + I d.adpusP t;, := f = 44 psi Actual compression stress per post r 1 t :.'' ty ! CC1'ALI 1 :_ 11 — 1 + vl CCIFAI.11 = 0.70 I a Load Case 2: Dead Load + .7* Seismic + .75* Snow Load Iii 71 i t: 1;,, = 215 psi Actual bending stress on post `f'„n„« + l ' de-adroA = 44 psi Actual compression stress per post r, l: j j. t I I CCFA1_12 =0.21 t= J Load Case 3: Dead Load + Wind Load fbt := -iot ti., = 974 psi Actual bending stress on post I'd<adp„st = 6 psi Actual compression stress per post Apo CCFA1,13 := 11 —' + 1 I « f;.. 1 ' CCFM 13 = 0.91 L F,l %� 8/20J2007 18O44T (Snyder Roofing) 24x00x20 xmud 11 ° Check Load Cases (cont'd): Load Case 4: Dead Load + Seismic Load fb/ = 307 psi Actual bending stres on post 1,= --''- L~6 psi Actual compression stress pe/post ' C[[\LA= -- + / C[[N |4 = 029 F, | - ' CC[&1.4~ Less than 1.00 thus OK Load Case 5: Dead Load + Snow Load fbi 0 1 = 0 psi Actual bending stress on post |' sn,"pm + P ^~,~ ' = 56 psi Actual compression stress per post . �{FAL|5 .~ I — + [ L [IR\U5~00\ ' F^ | - | \` Fa C([AlJ~ Less than 1DO thus OK 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 12 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. The backfill may be gravel, natural or concrete backfil6 as specified on page 3. Post is = "constrained by a concrete slab" Concrete backtill = "No" (Input from page 3) V., = 1523 Ibf Lateral shear load at the groundfine M = ( 1689 ft-Ibf Moment at the groundline = 2 ft. Main post footing diameter S,„„ i = 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. d t ,,,, t = 3.2 ft. This is the minimum required post embedment depth for lateral loading FOOTING DESIGN FOR MAiN POST: Determine the footing size and depth for vertical bearing for the main posts. dta footing I Alooting �' i I \ 4 i Al ,tine = 3.14 ft Footing area <1 t = 1500 psf Soil bearing capacity for footing d t , t ;, = 2 ft Footing diameter Post dep = 5.5 ft Minimum required post embedment depth l't'ooting = Atoottog'clsoil dt etor Ptooti = 8954 Ibf End bearing capacity of footing [' = 4032 Ibf Total footing load Note that the end bearing capacity (Piooting) is greater than the snow load (P This is OK. 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 13 • 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. i_ spcin g Sic gin t6u b,d Girt grrcgirt = 1.86 pli I .� ut - span — — 138 in Orientation = "Hat" g .pan M„ii M ; = 4438 in - Ibf 11,1n,, :_ fb; = 2154 psi Stress applied to the girt �sirt Determine the allowable member stress including load factors. I := 1.6 Cfu = 1.15 CPgirt = 1.30 C,.:= 1.15 i' Uirt = 850 psi I • LDF C C C 1 F = 2 338 psi > f This is OK. ngi,t — :rind' fa Fgirt' r girt og,rt p b PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Lpurl span = 13 in Bending length of purlin purlin = 4.43 pli Distributed snow load along top edge of purlin ��purlid 1- pnrlin_span N'l put lin M pur = 10086 in -Ibf Bending moment in the purlin f !\!purlin = 1334 p si Bending stress applied to the purlin • bpur lbpurlin g pP P S pwiin Determine the allowable member stress including load factors LDFsnOW := 1.15 CFpurlin = 1.30 C := 1.15 Cfupurlin = 1.00 F purlin = 900 psi Fbpurlin := LDFsnow 'CF'purlin• Cr" Cfupurlin•Fpurlin Fbpurlin = 1547 psi > fbpurlin This is OK 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 14 ' MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Assume full snow load and dead load on the roof. Allowable fastener shear capacities := 1590 Ibf Shear capacity for 518" dia. bolts PhoIt := 2190 Ibf Shear capacity for 3/4" dia. bolts Phoit ttt 3(00 Ibf Shear capacity for 1" dia. bolts p16(1 := 122 lbf Shear capacity for 16d nails p := 147 Ibf Shear capacity for 20d nails p = 4032 Ibf Combined snow and dead load on corbels If 5/8 dia. bolts are used: Nt,,,tts5 = 2.2 Number of 518" dia. bolts required in the corbel block If 3/4 dia. bolts are used: ^Ji,oit„ _t = I.. Number of 3/4" dia. bolts required in the corbel block If 1 dia. bolts are used: Nbottsttf = 1.0 Number of 1". dia. bolts required in the corbel block If 20d nails are to be used: Naits20d = 11.9 number of 20d nails required in each corbel block. If 16d nails are to be used: Nails 16d = 14.4 number of 16d nails required in each corbel block. 8/20/2007 180447 (Snyder Roofing) 24x96x20.xmcd 15 • - SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wt,id, = 24 ft (Width of Building) Wind_speed = 94.5 MPH Grnund_snot:_laad = 25 psf Wind exposure = "Jr Roof snoww load = 25 psf 1 1,idg = 96 ft (Length of Building) Roof' dead load psf Ilbia� = 20 ft (Eave Height of Building) Scismic_I)esign Category = "1)" - eri _ o in (Length of Eave Overhang) IZ i . = 4 / 12 (Roof pitch) Footing Details: Post Details Past is = "constrained by a concrete slab" Post_sizc = "6x12" Post_ is ost_grade = "No. 2 1 - lens -Fir" Postdepth = 5.5 ft (Design Post Depth) Usaee = 91 % (Combined stress usage of post) d fo: , f; ,,, = 2 ft (Design Footing Diameter) Girt Details: Footingusage = 45 % (Stress usage of footing) Girt_usage = 92 % (Stress usage of wall girt) Orientation = "Flat" Purtin Details: Purlin_usagc = 86 % (Stress usage of roof purfln for snow loading) Corbel Block Bolts: Nboits;s = 2.2 Number of 5/8" dia. bolts required in the corbel block if used. N bolt „ = 1.6 Number of 3/4” dia. bolts required in the corbel block if used. Nbelisto = i.0 Number of 1" dia. bolts required in the corbel block if used. N, = 11.9 Number of 20d nails required in each corbel block if used. NaiisiFd = 14.4 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. f1111ti(11 C ompuTrus Inc. This design prepared from computer input by 11I11111111111111 III 111111110111111111i111 PACIFIC LUMBER / BC Trans IL 1' / D o w LUMBER SPECIFICATIONS TRUSS SEAN 24'• 0.0' IBC 2003 SINGLE MEMBER FORCES 48A(CUF) LOAD OURATICN INCREASE = 1.15 4 0 10 -5816 B 1. 5293 6 1. •1642 CD 512E SPECIE GRADE PANEL(5) SPACED 84.0' 0.C. T 2= -0998 9 2= 5283 W 2= 1481 TOP CHORDS: 0 2x 6 Of SS 1• 4 LOADING T 4= •5886 w 3= •5832 BOTTOM CHORDS: LL( 25.0).01( 5.0) OH TOP CHORD = 90.0 PSF 2x 6 Of 62 1- 2 TR. ON BOTTOM CHORD = 1.0 PSF N 2x 4 OF WEBS: 1- 3 TOTAL LOAD = 31.0 PSf LEFT = 2604 RIG111 a 2604 I I BEARING AREA REQUIRED (SO. IN) TC MAX 686118 SPACTNC 32•00, IHTN. (*) 865 8 0'• 0.0' 4.17 DF I 6.43 HF 1 6,13 SPF, m BC VAX PURLIN SPACING 60'OC. UON. I 1 BAG a 24'• 0.0' 4 :17 DF / 6,43 Hf / 6.13 SPF 0 SINGLE TRUSS REOUI RED ON EACH SIDE OF POLE. VAX LL DEFL = - 0.237' (1/1168) 6 12' • 0.0' 1 /240 a 1.154' Z CONNECTIONS FOR FULL SUPPORT ANO EEiWEEN TRUSSES BAR TL DEFL = - 0.293' (1/945) 8 12'• 0,0' 1/180 a 1.530' BY OTHERS. REFER TO PUAI2N SPACING REOUIR61{ENTS FOR VAX 1104112. LL DEFL = 0,090' 0 23' • 6.5' O PROPER BRACING OF CHORD MEMBERS. MAX HORIZ. 0L OEfL = 0.111 6 23'• 8.5' TI ALItHNAlt SNAC1NU: 144 "U.C. Wind; 110 MP, 8=15ft, TCDL =3.0,BC0L -0.6, ASCE 7.02, CO Enclosed, Gat.2, Eap.B, 116F55, CO interior tone, load duration factor =1.33 C Max Calculated uplift: Left - 0042 Right = •1042 r Z . 0 Cn 12 -00 -00 12-00-00 T 12 C -4x7.7 12 • • 4.00 IT 4 '4.00 ����p PROp � �C . 7 � . G1NgF ' D C -2.5x6 6 , C -2.5x6 • � OREG0:1 in in r ,�- .� ` 0 T ��E F: �- !/ /'�10 ° C- 4x11.9 0.25' C- 4x11.9 ° - CPI 12/31(071 co C- 7x11.9(S) A CID 24.00.00 . ;' It.. C ., • 809341 114' s h O F w�S 4. 40 ; JOB NADE: ECONOFAB • 21 -14.00 4 / ,t�4 e�sl� •a Nor elmor A. p. 1. M ed a d OMnal lnMill Wamte a bater esaaWUkn of lrusus, General 6btas, unless otherwise noted: K . , C� x l 1, OesSgn to 5 e leads OS s�tewl. t. OuUdor sad erection cmbacter should ba advised of an Ons1a1 Netts and 2. Design assn ee ,o afW bolto c ho to be laterally braced at PILE N0.: 24-14-0C Womble, Won mn.am am uc,n em.nces. o.c. a t 1 r y a ss beacon throughout weft crT„ a. ass eamprettton use 04.0145 mutt Oa Whiled %Mare drown .. Len CIA a tease h taUll Aaletanlfan* n W man" tprh as 11 " 4 " a" paraunant brac 3. f ppatltl R l } l� tet� � np required wnara shown ++ ' a DATE; 1/16/2007 .41st b0 entrust and prosh*sd Ire **limn of complete strum*. S. tan assumes Mss us snmas 1Mitt1)') fret* leDe used s e of the on i non - canoeist t n environment. won. 17778 • carton.* 4 . . 044. no rpon.lbelyrerwet b eet.* e nd g e f o t us In a n onssrr '� � i[1 1D • to an g a. teas Mute to apptlea to any eeepeea eafil abet r. bmalnp and 6. Design kw "dry CO dstumec Atli dl anlhp et t al �v VV a8 avpporta shown. 6N or m wedge II DEB. BY: BB luties are ewe eltte ,andatnoIlmeshouldanyleada rthan ..Lyn n0 saery •� S, � '1 N bads b applied to aM component. 7. O e l aesuT adequate WOW* b provided. �1S1AL s� - .. b. COMpuTfu ► bat 610 Ontlol ow. and um n .u•n no .ponathry for ee E . la te 416811 be I I t OM. s on both NceS of b. and ptac so their center ) l b r / D - , - SEQ.: 3227335 hbAsauan, h. naeay, .lYpmanr inn tn,taweanalesn onla tines coincide tit aItt Po^ 9. Digit, idicat` al plate p inches. 7. file dgn b h tdmishad w hict te the ltmh. an lists dea;yn■ sat gosh 10. r basic s i el ss of t he CempuTlus Plato, Indicated by eta prefix r� by VI In 10841 ofTPWANTcA la 04811.01 0 001.0 or W111011 wet be famished "G', see e t.G 1'f 4218. EXPIRES 8/30/07 by C mop lTrut upen request. 11. 'The Compu Indicates Pieta inc 'CN' t.d by ha prefix the 0 ( l r _ ' (18) I Is used. h it milers aro 2 go. City of Tigard, Oregon O 13125 SW Hall Blvd. ® Tigard, OR 97223 ] M �W I IV111 +,�a a June 29, 2007 .10 ` Don Slate, Sr. 10 e Snyder Roofing of Oregon, LLC - � }j 12650 SW Hall Blvd. Tigard, OR 97223 RE: Snyder Roofing Minor Modification MMD2007 -00016 Dear Mr. Slate: This letter is in response to your request for a Minor Modification (MVID2007- 00016) at 12650 SW Hall Blvd, WCTM 2S11BC, Tax Lot 2700. You have requested to modify the site by building a 2,304-SF pole building to store equipment. The existing and proposed use, Industrial Services, is permitted in the Light Industrial Zone. The submitted site plan reflects the current and proposed conditions. Analysis of Modification Request: Section 18.360.060 of the Tigard Development Code Site Development Review chapter states: "Any modification which is not within the description of a major modification as provided in section 18.360.050 shall be considered a minor modification." Section 18.360.050 states that the Director shall determine that a major modification(s) has resulted if one (1) or more of the changes listed below have been proposed: 1. An increase in dwelling unit density or lot coverage for residential development. The proposal does not involve residential development. Therefore, this criterion does not apply. 2. A change in the ratio or number of different types of dwelling units. The proposal does not involve residential development. Therefore, this criterion does not apply. 3. A change that requires additional on -site parking in accordance with Chapter 18.765. The use of the property, Industrial Services, will remain the same. Therefore, the parking requirement will remain the same. 4. A change in the type of commercial or industrial structures as defined by the Uniform Building Code. The new hole building will not cause a change in the ype of industrial structure as defined 5y the Building Code. In addition, it will be separate from the existing building. 5. An increase in the height of the building(s) by more than 20 percent. The applicant has not proposed to increase the height of any buildings. The height of the pole building would be 23 feet and the height. of the existing building is 24 feet. Therefore, this criterion does not apply. 6. A change in the type and location of accessways and parking areas where off -site traffic would be affected. The proposal does not include changes to the access points, driveway aisles, or location of parking. Therefore, this criterion does not apply. 7. An increase in vehicular traffic to and from the site and the increase can be expected to exceed 100 vehicles per day. The pole building, which will be used for storage, is not expected to generate any additional of traffic. Page 1 of 2 CPI, /9[1 A171 _ CA" /OA 71[17 _ _.._.._.. _ 7" 7 D_1 fn') /OA 177'1 • 8. An increase in the floor areas proposed for a non - residential use by more than ten percent excluding expansions under 5,000 square feet. The 2,304 - square foot pole building is less than 5,000 square feet, thereby excluding it from consideration for a Site Development Review based on floor area. 9. A reduction in the area reserved for common open space and /or usable open space that reduces the open space area below the minimum required by the code or reduces the open space areas by more than ten percent. There is no common or usable open space on site. Therefore, this criterion does not apply. 10. A reduction of project amenities (recreational facilities, screening; and /or, landscaping provisions) below the minimum established by the code or by more than ten percent where specified in the site plan. The proposal does not include changes to existing landscaping. Therefore, this criterion does not apply. 11. A modification to the conditions imposed at the time of Site Development Review approval that is not the subject of criteria (B). 1 through 10 above this subsection. There have not been any previous conditions of approval for the use of this site. Therefore, this criterion does not apply. THIS REQUEST HAS BEEN APPROVED BY THE CURRENT PLANNING DIVISION. PLEASE SUBMIT A COPY OF THIS LETTER WITH YOUR BUILDING PERMIT APPLICATION. This request is determined to be a minor modification to an approved site development plan. The Director's designee has determined that the proposed minor modification of this existing plan will continue to promote the general welfare of the City and will not be significantly detrimental, nor inju sous to surrounding properties provided that, development which occurs after this decision complies with all applicable local, state, and federal laws. If you need additional information or have any questions, please feel free to call me at (503) 718 -2172 or stop by the Planning office at City Hall, 13125 SW Hall Blvd, Tigard, OR 97223. Sincerely, i „ X ( Emily Eng (/ ;e9 Assistant Planner Page 2 of 2 _ \ �G i 4 . , .fir d 1-4 .., ,: , \ / -i \ > ' _ \ . / GEOGRAPHIC INFORMATION SYSTEM `� �� J Q > ___ _ I VICINITY MAP j , z/N\ _\,, >„,/ f N / / - M1VD2007- 00016 F / o ��� �` ' �� 7/ %f ! ' SNYDER ROOFING POLE 1 (---- .1 / 1 UILDING • / 1/ .L 9 6,4,4,,>/ l O '1 =), V O � FR 2 p LEGEND: ��P j % SUBJECT • A SITE v «1L • O • O S r N -- 11 ��k ..'1 o r.. / Tigard Area Map A `\ 0 100 200 300 400 500 Feet \ 1 "= 379 feet 1': I' : tfi � .: Information on this map is for general location only and • should be verified with the Development Services Division. 13125 SW Hall Blvd > Tigard. OR 97223 • - m �� (503)639-4171 _— _ _ http: / /vnvw.ci.tigard.or.us • Community Development Plot date: Jul 5, 2007; C: \magic \MAGICO3.APR 1 Co EXISTING BUILDING >- 24,050 Sq, Ft Z e U W G L y , CANOPY MAP: 2S1 1 BC -02401 Lot 1, Acres 315- m .49 5 Ft Setback From Property Line 2.Each 6'X12' Split Slider Doors Existing Parking Area 4 , ad_ lot- l Ld;.Snkve .) J Purposed Site For Pole Building 24'X96'X20' Eave 2,304 Sq Ft Site Development Plan —�— 1 SNYDER ROOFING OF OREGON LLC 503 620 -5252 m 503 6843310 FAX S 12650 SW Hall Blvd, Tigard A- 2.Each 6'X12' OR 97223 -6243 Split Slider Doors Zoning = l- H MAP: 2 C -02700 .01 AREA CALCULATION Lot A .94 ' d Purposed Site Size: 2,304 Sq Ft a Lot 1, 154,638 Sq Ft to y Lot 2,40,946.4SgFt .o • TOTAL AREA = 195,584.4 SQ FT Te CITY OF TIGARD SCALE 1" = 50' -0" Approved [ Crrtoitionaliy Approved........_ _...� � . For only the work as described in: ;r, PERMIT NO. 'f" See Letter to: Follow - .... -. __._._...- [ 1 '",�' , ` t 77? See .s. tok Attach __ ...._. [ 1 y: Da.e:__Z_ 0 :, It Existi Asphalt Ko k`' Storage Area CITY OF TIGARD BUILDING DIVISION PERMIT #: BUP2007-00472 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 912612007 Phone: (503) 639 -4171 Nl Inspection Requests (24 Hrs.): (503) 639 -4175 A.Jsk INSPECTION WORKSHEET FOR DATE: 11/15/2007 TIME: 7 :O1AM PAGE: 31 SITE ADDRESS: 12650 SW HALL BLVD CLASS OF WORK: SUBDIVISION: LOT #: TYPE OF USE: PROJECT NAME: SNYDER ROOFING POLE. BUILDING DESCRIPTION: 2304 sf. pole building OWNER: JFK PROPERTIES OF OR. LLB', PHONE #: 603- 557 -4603 CONTRACTOR: ECON 0 FAB BUILDINGS, INC. PHONE #: 503 -985 -1808 Inspection Request Scheduled For: Date: 11/15/2007 Pour Time: 9:00 Code # Inspection Description Confirm # Contact # Message 220 Slab 059718 -01 503 -620- 5252 N Corrections /Comments/ Instructions: PAS ■ PARTIAL APPROVAL ❑ CANCEL ❑ NO ACCESS FAIL o CALL FOR INSPECTION ❑ ADDITIONAL F ES ASSESSED a Inspector: / Air / 1 V Phone #: (503) 718 - 7L CITY OF ��om n w~�n TIGARD . BUILDING DIVISION PERMIT #: ~°~~^=~~°""~~° ~~" ° "~°"~~"~ ' ` _. BU��2O(}7-CKD472 13125SVVHaUB�d..Tlgand.DRQ7223 - - DATE ISSUED: 9/26/2007 Phone: (503) 639-4171 Inspection Requests (24Hmj:(5O3)83O-4175 _��� "� INSPECTION WORKSHEET FOR DATE: TIME: PAGE: � 10/17Y2807 � �[D2AK� � 30 SITE ADDRESS: CLASS � 12G50SVV HALL BLVD � SUBDIVISION: LOT #: TYPE OF USE: PROJECT NAME: � SNYDERR00FINGPOLE BUILDING DESCRIPTION: � 2304 m{. pole building OWNER: JFK PROPFRTIES OF OR. LLC, PHONE #: 603.557-4603 CONTRACTOR: ECON 0 FA0BU|LC4NGS INC. PHONE #: 50_986,1800 Inspection Request Scheduled For: Date: 10V17y2007 Pour Time: Code # Inspection Description Confirm # Contact # Message 276 Framing 057763-01 503-820-6252 N Corrections/Comments/Instructions: �� �� ��{���- \��z-^� �� r / ~~^ 1 1 CANCEL NO ACCESS FAIL CALL FOR INSPECTION 1 1 ADDITIONAL FEES ASSESSED | c Date: Wm . 1 1 Phone #: U503\ 718 ar . = CITY OF TIGARD BUILDING DIVISION PERMIT #: BUP2007-00472 - A 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 9/26/2007 Phone: (503) 639-4171 It" A Inspection Requests (24 Hrs.): (503) 639-4175 INSPECTION WORKSHEET FOR DATE: 10/9/2007 TIME: 7:00Am PAGE: 10 SITE ADDRESS: 12650 SW HALL BLVD CLASS OF WORK: SUBDIVISION: LOT #: TYPE OF USE: PROJECT NAME: SNYDER ROOFING POLE BUILDING DESCRIPTION: 23(4 sf. pole building OWNER: JFK PROPERTIES OF OR, LLC, PHONE #: 503-657.4603 CONTRACTOR: ECON 0 FAB BUILDINGS, INC. PHONE #: 503-985.1808 Inspection Request Scheduled For: Date: 10/9/2007 Pour Time: am) Code # Inspection Description Confirm # Contact # Messa e 205 Footing 057229-01 503-985.1808 Correc ' n 3 Comments/Instructions: / 2- e- )‹ z4 , , /4 S 'l Pc c_so \(&__ sot cif •pz___A-Nt, .., ,,- .g. A PA : El PARTIAL APPROVAL CANCEL n NO ACCESS FAIL CALL FOR INSPECTION n ADDITIONAL FEES ASSESSED o Inspectr: __.■■____—___ Date: ., . Tito e: 4-q-47— Phone #: (503) 718- /b I)