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Plans H T 'o 3? EME RTO - 96- � A 647/4 ll Lf57_ ENGINEERS & PLANNERS City of Tigard JULY 27, 2010 A • • roved Plans By • Date 7 I) Everett Custom Homes y Attn: Mac Even 735 SW 158 Ave. Beaverton, OR 97006 Subject: Window Relocation Soles Subdivision, Lot 4, Tigard, OR REVISION jj T �� Emerio Job Number: 10 -030 Dear Mr. Even, This letter is in request to a proposed window change at the above listed site. It is understood that the window above the lower level fireplace was removed. It is also understood that two small windows were added adjacent to that wall at the other side of the living room. After further review of the proposed changes, this poses no changes to our previously submitted lateral ov vertical calculations, and these modifications are acceptable. In summary, these minor changes are acceptable. See attached plan for the revisions. If you have any questions please do not hesitate to contact this office. Respectfully, •t Emerio Design ;' PROS / b 54573 %1 Geoffrey D. Wright, PE Project Engineer x �,� r. " Uox '- ti D. , ' 2 ( / 6900 SW 105 Avenue, Suite C Beaverton, Oregon 97008 TEL: 503.515.5528 Fax: 503.639.9592 • • • ,•• k k• F ):- c.4 5457 4,1 EGON rlitin, 6 v 4/4 y . • ••••••-q t ii i t - y 0 \l'i -/ • L• • 4 ( (0 D4 D4 [EXPIRES: 6 / 30 / C .-1- " - 15'-0" / 4'-6" V-0" \ \ 5/0 x 6/8 SLDR. 4/0 x 5/0 o CNI X c., 0 AS FAMILY SERI' 16/0 x 22/0 o ‘-- ( . 4 1'-0"--/---/- U DINING 12/0 x 12/0 4 to r " ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento, CA 95828 (916) 387 -0116 Page 1 of 1 Document ID: 1U3V7175Z0328 1 1 3446 Truss Fabricator: Truss Conponents of Oregon Job Identification: 0410185A- -PARR LUMBER - HILLSBORO - Everett custom Sloera 203 -- VERIFY TIGARD, OR Model Code: IBC Truss Criteria: I BC2006/TP I -2002 (STD) Engineering Software: Alpine proprietary truss analysis software. Version 8.05. Truss Design Loads: Roof - 42 PSF @ 1.15 Duration Floor - N/A Wind - 100 MPH (ASCE 7- 05- Closed) Notes: Seal Date: 07/28/2010 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer /engineer of Christian Chappell record, as defined in ANSI /TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 Details: A1003005- GBLLETIN- GABRST05- Submitted by CWC 11:33:48 07 -28 -2010 Reviewer: TSB $$ # Ref Description Drawing# Date 1 56175- -AGE 10209002 07/28/10 2 56176 - -AGEA 10209001 07/28/10 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0410185A - -PARR LUMBER - HILLSBORO - Everett custom Sloera 203 -- VERIFY TIGARD, OR - AGE) Top chord 2x4 DF -L #1 &Bet.(g) 100 mph wind, 27.13 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x12 DF -L #2 anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Std /Stud(g) psf. :W3, W6, M2, M3, M4, M5, M6, M7, M8, M15, M16, M17, M18, M19, M20, M21 2x4 DF -L #1 &Bet.(g): :W5 2x4 DF -L #2(g): Wind reactions based on MWFRS pressures. ' Connectors in green lumber (g) designed using NDS /TPI reduction factors. End verticals not exposed to wind pressure. Truss spaced at 24.0" OC designed to support 1 -6 -0 top chord See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more outlookers. Cladding load shall not exceed 3.00 PSF. Top chord may be requirements. notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not (A) #3 or better scab brace. Same size & 80% length of web member. notch in overhang or heel panel. Attach with 10d Box or Gun nails (0.128"x3",min.) @ 6" OC. 4X5(R) III Bottom chord checked for 10.00 psf non - concurrent bottom chord live Deflection meets L/360 live and L/240 total load applied per IBC -06 section 1607. load. 3X5 3X3 = b 3X3=--- Truss designed for unbalanced snow load based on Pg =25.00 psf, - 5 r — • Ct =1.10, Ce =1.10, CAT II & Pf =21.17 psf. —, 5 i 1' it i 3X3 il l 1 r 1 Ii i i 1 7 i i � . � ? C W6 i � , i i i 6 I i 4. • i r ' 4 -0 -0 0 i 9: i i • i • 3X3 13 -0 -9 1 5 � r S D i ii i� i 'S 0 ' 0. r r 5 i0 i i O C f' i i 01 0 i i r�, 4 r G r r r r .. r 7-3-11 r r r r r r 0 : iiiiiiii 00000 r r II I r r 5 -2 -11 II 1 � 1 s o 0 3X12 III 3X3= 3X3= 1012= 4X8• 3 „8 3X5= . 3X12 III 1 10-0-14 4 -3 -8 15-4-14 18 1 -2 -10 I. 13 -9 -4 _I_ 18 - - J f °= 32 - - Over Continuous Support R =139 PLF U =45 PLF W= 32 -6 -8 RL =5/ -8 PLF Note: All Plates Are 1.5X3 Except As Shown. Design Crit: IBC2006 /TPI- 2002(STD) PLT TYP. Wave FT /RT= 496(0%)/4(0) 8.05.02.0728 QTY:2 OR /- /1 /- / - /R /- Scale = .1875 " /Ft. Truss Components of Oregon (5031357-2MP n T SC S I E RU S C REE E REErE E VA Z O ON) C T AE •B ( TR COUNCIL LATE AMERICA. 6300 PROFS TC LL 25 825 No 25.0 PSF nh 4 Street, Cornelius Olt REF R7175- 56175 ENTERPRISE LANE, MADISON, 21 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS P a GI N. ' • OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND Barron CHORD SHALL HAVE ( 146 - . � -\ TC DL 7.0 PSF DATE 07/28/1 0 A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR7175 10209002 •• IMPOR�r• TA• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ALPINE vim IN GROUP. CONF ORMANCE WITH NOT TPI; OR FOR A HANDLING. 1 SHIPPING. i1 INSTALLING N BRACING OF TRUSSESO THE TRUSS BC LL 0.0 PSF CA- ENG TSB /CWC .,_ DESIGN CONFORM WITH NS APPLICABLE PROVISIO OF NOS (NATIONAL DESIGN SPEC, BY gNAPA) AND TPI. ALPINE V CONNECTOR OR PLATES ARE RE MADE OF 16GA (W,H /SS /K) ASTIR A653 GRADE 40/60 (W, GALV. STEEL. APPLY # 41E x. 4 TOT . LD . 42.0 PSF SEQN- 110589 AND, PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION OSITION PER DRAWINGS 160A -2. ANY INSPECTION OF PLATES FOLL00E0 BY (I) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC,3. A SEAL OM THIS a,PA GA DUR . FAC . 1.15 FROM BB ITW Building Components Group, Inc. DESIGN I SHUNS. THE SUITABILIT USE Y ANDFIOF THIS IN C06& E 0 NT R ANY B BUILDING S RE500NSI B ITV OF THE ,N ��' Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC 2. SPACING 24.0” J REF - 1 U3V7 1 7 5203 EXP. 12 -31 -11 71115 01K PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0410185A- -PARR LUMBER - HILLSBORO - Everett custom Sloera 203 -- VERIFY TIGARD, OR - AGEA) Top chord 2x4 DF -L #1 &Bet.(g) 100 mph wind, 27.13 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x12 DF -L #2 anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Std /Stud(g) psf. :M2, M3, M4, M9, M10, M11, M12, M13, M14, M15, M16, M17, M18, M19, M20 2x4 DF -L #1 &Bet.(g): Wind reactions based on MWFRS pressures. - Connectors in green lumber (g) designed using NDS /TPI reduction factors. End verticals not exposed to wind pressure. Truss spaced at 24.0" OC designed to support 1 -6 -0 top chord See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more outlookers. Cladding load shall not exceed 3.00 PSF. Top chord may be requirements. notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not (A) #3 or better scab brace. Same size & 80% length of web member. notch in overhang or heel panel. Attach with 10d Box or Gun nails (0.128 "x3 ",min.) @ 6" OC. 4X5(R) R ) III Bottom chord checked for 10.00 psf non - concurrent bottom chord live Deflection meets L /360 live and L/240 total load applied per IBC -06 section 1607. load. 3X5 3X3= " : Truss designed for unbalanced snow load based on Pg =25.00 psf, 7 5 Ct =1.10, Ce =1.10, CAT II & Pf =21.17 psf. y 3X3= r 1 1 1 , 5 i 1 i 1. 3X3,--,-- $ ! 0 $ 000$ 0 $ y ii i G s, 12 . , o , M . 0 s 3 -8 i 4113f 14S G • i y i i , 4 i 15i 0 5 i IS $ 4 -0 -0 A ; A) % A) A i i F. 16 17 i :M4 i (A) i ) (A (A 1 7 ? g i 3X3 ° 13 -0 -9 p� o M3 0 0 G i y i ( A i ?A;9ll S i ` ISI S i o i o i I(. 7 -3 -11 i i $ i • o i i o i ' � ! ■i , ' // 5 -2 -11 l• 1 D ' ^ ^ ^ e B o- D D D C i/////////////////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / /// ////////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / /// ( 18 -0 -0 L 3X12 III 3X3= 3X3= 4X5= 2X4111 2X4111 1012= 3X5= 3X12 III 32 -6 -8 29 -9 -51 13 -9 -4 I 18 -9 -4 J 1 32 -6 -8 Over Continuous Support R =139 PLF U =45 PLF W= 32 -6 -8 RL =5/ -8 PLF Note: All Plates Are 1.5X3 Except As Shown. Design Crit: IBC2006 /TPI- 2002(STD) PLT TYP. Wave FT/RT= 4 %(0 %)/4(0) 8.05.02.072 QTY:2 OR /- /1 /- / - /R /- Scale = .1875 " /Ft. LING, Truss Components of Oregon .( 503 " j " 57-- REFFR BCSI E ON NFOB RICATI . PUB BY 7P (1RUSS IPI PIA EINGANDUTEE, BRACING. a � , hHOF r TC LL 25.0 PSF REF R7175- 56176 825 North 4 Street Cornelius OR 608TH LEE STREET. UITE 3 12, ALEXA VA 22314) AND ACA ( 4000 TRUSS COUNCIL OF AMERICA, 530D m � , /Si N V � � ENTERPRISE LANE, MADISON. WI 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 7.0 PSF DATE 07/2B/1 0 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE _, ' V .. 1 TC DL A PROPERLY AMMO RIGID CEILING. ' BC DL 10.0 PSF DRW causa7ns 10209001 *. IMOR PTAMT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS TH GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD E TRUSS BC LL 0.0 PSF CA - ENG TSB /CWC IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. A ;T . DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF•PA) AND TPI. ALPINE �I V TES P ES TO E�AC ac E E OF MATR S 2 / � e LESS O D ON THIS RESIGN, POSITI PER DR D wcs B APPLY Z. j �Fc. 1 19s9� i TOT. LD . 42 .0 PSF SEQ 110 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX Al OF TPI1-2002 SEC.3. A SEAL ON THIS /N qA• G�1` DUR . FAC . 1.15 FROM BB W IT Building Components Group, Inc. DESIGN SHOWN. TH SUITABl TTY BOO USE T L " ENGINE D � R FOR ANY BUILDD IH� S HE TI ��I N TIi W1 EM Sacramento, CA 95828 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. EXP. 12 -31 -11 SPACING 24.0" JREF- 1U3V7175Z03 G A. A E L D E T A 1 T T GABLE TRUSS PLATE SIZES U J� j 'T" REINFORCEMENT ATTACHMENT DETAIL i � r1 i� REFER TO APPROPRIATE ITW GABLE DETAIL FOR FOR LET-IN VERTICALS MINIMUM PLATE SIZES FOR VERTICAL STUDS. i T" REINFORCING T" REINFORCING MEMBER MEMBER , ABOUT 0 REFER TO ENGINEERED TRUSS DESIGN FOR PEAK. SPLICE, WEB AND HEEL PLATES. TOENAIL - OR - / ENDNAIL / ., V \ IF GABLE VERTICAL PLATES OVERLAP. USE A � \ \\ Q SINGLE PLATE THAT COVERS THE TOTAL AREA OF �� /' THE OVERLAPPED PLATES TO SPAN THE WEB. / \\ ,O - TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, EXAMPLE: 2X4 / MULTIPLY ° T" INCREASE BY LENGTH (BASED ON \ ' • 2X4 I 2X8 APPROPRIATE ITW' GABLE DETAIL) S LE ,, MAXIMUM ALLOWABLE "I REINFORCED CABLE VERTICAL / * ) * \ TYP, • \ LENGTH IS 14' FROM TOP TO BOTTOM CHORD. \ ° - 1, \ WEB LENGTH INCREASE W/ "T" BRACE ' WIND SPEED "T" REINF. \\ r � AND MRH MPH MBR. SIZE INCREASE 0 140 MPH 2x4 10 % (* ; C % 15 FT 2x6 50 U % \\\/// \ 140 MPH 2x4 10 ,� 30 FT 2x8 50 0 T1 C 0_11 , p , 130 MPH 2x4 10 % rak 15 FT 2x6 50 % 130 MPH 2x4 10 0 6 ` 31 30 FT 2x6 50 PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN. 120 MPH 2x4 10 15 FT 2x6 50 % ATTACH EACH 'T" REINFORCING MEMBER WITH 100 MPH 2x4 10 END DRIVEN NAILS: 0 104 COMMON (0.148 "X 3. ",MIN) NAILS AT 4" O.C. PLUS 30 FT 23/6 40 (4) NAILS IN TOP AND BOTTOM CHORD. 110 MPH 2x4 10 15 FT 2x6 40 RIGID SHEATHING TOENAILED NAILS- 110 MPH 2x4 10 10d COMMON (0.148 "x3 ",MIN) TOENAILS AT 4" O.0 PLUS 30 FT 2x6 50 % ( 4 NAILS I( V (4) TOENAILS IN TOP AND BOTTOM CHORD. — I F 1 00 MPH 2x4 20 THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE ]5 FT 2x6 30 REINFORCING WIND LOAD. 100 MPH 2x4 10 0 MEMBER ASCE 7 - 98 GABLE DETAIL DRAWINGS 30 FT 2x6 40 A13015980109, Al2015980109, A11015980109, A10015980109, 90 MPH 2x4 20 2 — A13030980109. Al2030980109, A11030980109, A10030980109 15 FT 2x6 20 0 TRUSS NABS A SCE 7 -02 GABLE DETAIL DRAWINGS 90 MPH 2x4 20 % TRUSS.. SPACED AT 213015020109, Al2015020109, A11015020109. A10015020109. A14015020109. 30 FT 2x6 30 % 4" O.C. A13030020109. Al2030020109, A11030020109, A10030020109, A14030020109 ASCE 7 -05 GABLE DETAIL DRAWINGS EXAMPLE: A13015050109, Al2015050109, A11015050109, A10015050109, A14015050109. ASCE WIND SPEED = 100 MPH A13030050109, Al2030050109. A11030050109, A10030050109, A14030050109 MEAN ROOF HEIGHT = 30 FT. Kzt = 1.00 SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM GABLE VERTICAL = 24" 0.C. SP #3 UNREINFORCED GABLE VERTICAL LENGTH. "T REINFORCING MEMBER SIZE = 254 7 10 X 4 NAILS 1 V (1) 254 BRACE "L" BRACE LENGTH ABOVE) 7) = ] 0% = CEILING MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH 1.10 x 6' 7" = 7' 3 • ••WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET OD PROF DATE 1/1/09 REF LET —IN VERT Trusses re4mre extreme care m fabricating, handling, shipping, installing and bracing Refer to and follow tt4 • /1/1/ SCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior to performing y' . a � /O / �] these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord C � et shall have properly attached structural panels and bottom chord shall have a properly attached rigid i / 4 4 � 14659 Belling Locatians Shawn far permanent lateral reatramt of webs shall have bracing installed per BCSI oe r DRWG GBLLETIN0109 / // etions t3 & B7 5e this lob' general notes page for more information. ••IEIPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 20 0 ITW Building Components Croup Inc. (ITWBCG) shall not be responsible for any deviation from thin design. -' --' Budding Components Group In any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & 5 ' y bracing of trusses. ITWBCG connector plates are made of 20/19/16GA (W,H /S /K) ASTN 5653 grode 37/40/60 A o F 89 (K /W /H.S) galy, steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. A Q 1 MAX TOT. LD. 60 PSF A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely 7 f� for the truss component design shown. The suitability and use of this component for any budding is the � C 7, •19 Q AMW, GO OUR. FAC. ANY responsibility of the Building Designer per ANSI /TPI I See. 2 Falhcuy,vlosaeas tTW-BCC: www.itwbcg.com: TPI: www,tpinstcorn, WTCA' own sbcmdustry.com: ICC: wwwoccsafe.org EXP. 12 -31 -11 MAX SPACING 24.0 ASCE 7 -05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 100 MPH, SOFT. MEAN HGT, ASCE 7 -05, CLOSED H LESS THAN 4'6" - NO STUD BRACING REQUIRED BLDG, LOCATED ANYWHERE IN ROOF. CAT II, EXP C, H GREATER THAN 4'6" TO 7'G" IN LENGTH KzI. = 1.00, WIND TC DL =5.0 PSF, WIND BC DL =5.0 PSF. PROVIDE A 2X6 STIFFBACK AT MID - HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1003005). BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAX: SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID - HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL. REFER TO DRWG A1003005). NAILS: 10d COMMON (0.148 "x3 ") OR BOX (0 128"x3",MIN) NAILS * OPTIONAL 2X L- REINFORCEMENT ATTACHED TO STIFFBACK WITH 10D BOX OR GUN OR GUN (0.125 "X 3.' ,min) NAILS. (0.128" X 3 ", MIN.) NAILS Co 6" 0.0. ...----\ /% \ ' \ / // /< 2X4 BLOCKING NAILED TO 4 \/ \ 45° SHEATHING AND 2 MAX -- \/` \ EACH TRUSS i 1 H / 4 .-- 2X4 STUD, #:3 \ OR BETTER \ � H/2 DIAGONAL BRACE * I] • ATTACH EACH END 1 l ,\ FOR 560#. k - - - / / / // CONTINUOUS BE ARING / / / \ / i / / - 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3 ", MIN.) NAILS. E e "WARNING.. READ AND FOLLOW ALL. NOTES ON THIS SHEET! I`�sv PRWEi LL PSF REF GE WHALER Trusses require extreme care in fabricating, handling, shipping. Installing and bracing Refer to and follow BCSI (Building Component Safely Information. by TPl and WTCA) for safety practices prior to performing `y aG� �/ - _::,^` — / / these functions Installers shall provide temporary bracing per BCSI Unless noted otherwse top chord �?" TC DL PSF DATE 1/1/09 //// / ' shed have properly attached structural panels and bottom chord shall have a properly attached rigid — OC f ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI �� -C DL PSF DRWG GABRST050109 / sections B3 k 87. See this job's general notes page for more information. l z ' • IMPORTANT. FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. U ;yam CI BC LL PSF ..,, UR Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. tb G Building Components Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, mstelhng f et Q $ E� bracing of trusses !MCC connector plates are made of 20 /18 /16GA (W,R /S /K) ASTM A853 grade 37/40/80 7A C 7 19 CO TOT. LD. PSF (K /fe /H.S) gaiv. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details 41). [ ` A seal or. this drawing or cover page indicates acceptance and professional engineering responsibility solely • 4N� C for the truss component design shown The suitability and use of this component for any building is the DUR. FAC. responsibility of the Building Designer per ANSI /TPI 1 Sec 2. ITW— BCC: wewalwbcgcost; TPI: www.tpmst.com: WTCA: www.sbcrndustry.com; ICC: wwwrcesafe.org EXP. 12 -31 -11 MAX SPACING 24" Earth City, MO 63045 r GABLE STUD REINFORCEMENT DETAIL ASCE 7 -05: 100 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 . BRACE (1) 1X4 "L" BRACE " (1) 2X4 "L" BRACE " (2) 2X4 "L" BRACE "" (1) 2X6 "L" BRACE " (2) 2X6 "L" BRACE "" GABLE VERTICAL NO • SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B #1 / # 3' 11" 6' 10" 7' 0" 8' 1" 8' 4" 9 8" 9' 1 1 2 8" 13 I" 14 0" 14' 0' BRACING GROUP SPECIES AND GRADES SPF # 3' 10 6 1" 6' 1" 8' I' 8 1" 9' B" 9' 8" 12 7" 12 7" 14 O" 14' 0" GROUP A: H F STUD 3' 10 6 1' 6' I" 8' 0" 8' 0" 9' 8" 9' 8" 12 6" 12 6" 14' 0" 14' 0" 11 SPRUCE PINE - FIR HEM W (] STANDARD 3' 10" 5' 3" 5' 3" 8' 11' 6' 11" 9' 3" 9' 3' 10' 9' 10" 9" 14' 0" 14' 0" #1 / #2 STANDARD #2 I STUD i ...- #1 4' 4" 6 10 ® 8' 1" 8' 9" 9' 8" 10' 5" 14 0 14 0" #3 ' STUD #3 'STANDARD SP #2 4' 3' 6' 10 9' 8" 10' 5" 13 8" 14 0' 14' 0" 7't #3 4' 1" 6' 3" 6' 3" 8' I' 8' 3" 9' 8" 10' 2" 12' 8" 12 10 14 0" 14' 0" DOUGLAS FIR - LARCH SOUTHERN PINE C u DFL STUD 4' 1" 6' 2" 6' 2" 8' 1" 8' 2" 9' 8" 10' 2 " 12 8" 12 9 0" 14' 0" #3 #3 STUD STUD U STANDARD 3' 11" 5' 4" 5' 4" 7' 1" 7' 1" 9' 6" 9' 6" 11 0" 11 ' 0" 14 0" 14' 0" STANDARD STANDARD ~ '" #1 # 7' 10 8' 0" 9' 3" 9' 6" 11' 1" 11' 4" 14 0" 14 0" 14 0" 14' 0" E SPF _ 7' 6" 7' 6" 9' 3" 9' 3" 11' 1" 11' 1" 14 0" 14 0" 14 0" 14' 0" 14 U T TT-+ STUD 4' 5" 7' 5" 7' 5" 9' 3" 9' 3" ® 14 0" 14' 0" 14' 0" 14' 0" GROUP B: W 0 1 11' STANDARD 4' 5" 6' 5" 6' 5" 8' 5" 8' 5" 13' 2" 13' 2" 14 0" 14' 0" # � 0.. 7' 10 8 . 5,. 9' 3" 10' 0" 11' 1" 11' 11" 14' 0" 14' 0" 14 0" 14' 0" HEM - FIR SP 4' ' 10" 7 ' 10 " 8 ' S" 9' 3" 10' 0" I1' I 11' 11" 1 4' 0" 4' 0" 14 0 #1 & BTR " 14' 0" #1 QC) 4' 8" _ 7' 8" 7' 8" 9' 3" 9' 9" 11' 1" 11' 8" 14 0" l4' 0" 14 0" 14' 0" DFL STUD 4' 8 " 7' 7" 7 7 " 9' 3" 9' 9" 11' 1" 11' 8" 14 0 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR - LARCH STANDARD 4' 6" 6' - 6' 7" 8' 8" 8' 8" II' 1" 11' 4" 13' 5" • 13' 5" 14' 0" 14' 0" #1 #'I 0 P T � #1 / #2 5' 0" 8' 7" 8' 10 10' 2" 10' 6" 12' 2" 12' 6" 14' 0" 14' 0" 14' D" 14' 0" #" #2 I #3 4 10 8' 7" 8' 7" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14 0" 14 0' 14' 0" (-) u F STUD 4' 10 8' '7" 8' 7" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14 0" 14' 0" 0 11 _ STANDARD 4' 10" 7' S" 7 S" 9' 9" 9' 9" 12' 2" 12' 2" 14 0" 14 0" 14 0" 14' 0" CABLE TRUSS DETAIL NOTES: X #1 5' 6" : 9' 3" 10' 2" 11' 0" 12' 2" 13' 1" 14 0" 14' 0" 14' 0" 14' 0" Q SP # 2 5' 4" 9' 3" 10' 2" 11' 0" 12' 2" 13' 1" 14 0" 14 0" 14 0' 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. 0,2 #3 5' 1" 8' 7" B' 10 10' 2" 10' 9" 12' 2" 12' 10" 14 0" 14 0" 14 D 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 75 PLF OVER - -I DEL STUD 5 1 " 8 7 8' 9 10' 2" 10' 9" 12' 2" 12' 10" 14 0 14 0 14' 0 14' 0" CONTINUOUS BEARING (5 PST TC DEAD LOAD). STANDARD 5' 0" 7' 7" 7' 7" 10' 0" 10' 0" 12' 2" 12' 6" 14 0" 14 0" 14' 0 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG, OR 12' SYMM I("p PLYWOOD OVERHANG. ABOUTI'Y, � + ATTACH EACH ° L" BRACE WITH 10d NAILS. 'I G ABLE TRUSS r� �� (0.128"x3" min) A / 'L t7i 2X4 #2N OR BETTER * FOR (1) "L BRACE. SPACE NAILS AT 2" O.0 IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. DIAGONAL BRACE OPTION L A ii @ ** FOR (2) "C' BRACES' SPACE NAILS AT 3" O.C. VERTICAL LENGTH MAY BE IN 18" END ZONES AND G" D.0 BETWEEN ZONES. DOUBLED WHEN DIAGONAL r , BRACE IS USED CONNECT "L" 0 "L" BRACING MUST BE A MINIMUM OF BO': OF WEB DIAGONAL BRACE FOR 5604 \ BRACE 11 MEMBER LENGTH. AT EACH END. MAX WEB / II TOTAL LENGTH IS 14'. / // \ 2X4 STUD, #3 OR BETTER DIACONAL \ GABLE VERTICAL PLATE SIZES VERTICAL LENGTH NO SPLICE / VERTICAL LENGTH SHOWN BRACE; SINGLE \ LESS THAN 9' 0" 1X4 OR 2X3 IN TABLE ABOVE. OR DOUBLE CUT 1 1Q, C GR LESS RH 4 N 1 t 4's:', BUT 2X4 • • • • (AS SHOWN) AT U n` UPPER END. C or ■ ■ EN ■ ■ o GREATER THAN 11 8' 2.504 I / ONTINUOUS BEARIN(j' / / j ' / / + REFER TO COMMON TRUSS DESIGN FOR PEAK. SPLICE. AND HEEL PLATES. CONNECT DIAGONAL AT 11 \f'. - REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. MIDPOINT OF VERTICAL WEB ic s r WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! T end C REF SCE7- 05— GABI0030 Trusses require extreme care in fabricating, hanandling, , shipping. installing and bracing Refer to and fofollow t�i0 A 8C31 (Building Component Safely Information, by TPl a a"PCA) for safety practices poor to performing �44 these functions installers shall provide temporary b end W per Berl unless ic e ri r Lop mars C DATE 1 1/09 shell have properly attached structural panels end bottom chord shall have a property attached rigid // _ / f ceiling Locations shown for permanent lateral restraint of webs shall have bracing instailed per BCSI / 4�. DRWG A10030050109 secUOns 63 & B7. See this job's general notes page for more in; ormation. / /l I / 7/ ...IMPORTANT.* FURNISH COPY OF THIS RESIGN TO INSTALLATION CONTRACTOR. IT O W Building Components Group Inc (ITBBCG) shall not be responsible for any deviation from this design. U I 28 , 20 0 Budding Components Group Inn, any failure to build the truss in conformance with WI, or fabricating. handling. shipping. installing A OREGON' bracing f trusses. IT'ABCG connector plates are made of 20/18/160A (W,H /S /K) ASTM A653 grade 37/40/60 S i (E /W /H.S) galy steel. Apply plates to each face of truss. positioned as shown above and on Joint Details. 44A ° ee T 1 #9 44L MAX. TOT. LD. 60 PSF A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely gt, 0 Q Q for the truss component design shown. The suitability and use of this component for any building is the _! /AMW �I . G•� responsibility of the Building Designer per ANSP /TPI I Sec. 2 - Earth City, Ado 83045 N'b' -BCC: www.itwbcg coin; TPI www,tpinst.com: *TCA: www_sbclndustry.com, ICC: www.rccsate erg EXP. 12 MAX. SPACING 24.0" Z O , LEGEND ,2t CITY OF TIGARD - SITE PLAICI REVIEW J O w u BUILDING PERMIT NO.: N 0 -00. Ofth > O -- -- RIGHT - OF - WAY PLANNING DIV 1SION: m c CURB Required SetbwIns: In Approved ❑ Not Approved , a Side: 45 Street Side: it.. ° z RECOilrhi — — — — CENTERLINE - From. i S Garage: t7 Rear: f� , , ,, LOT LINE Visual Clearance: ❑ App r ved ❑ Not Approved J O Maximum Building Height feet MIA 18 2013 "' - EASEMENT LINE CWS Service Provider Letter Required: ❑ Yes 20 0 1 20 40 0 Iniimimi ❑ No CITY OF TIGARD ss SANITARY SEWER , /�,' I //- ❑ Received . DIVISION B' : t c�c�0 D ate: 4-19 /io SD STORM DRAIN 1 inch = 10 ft. ENGINEERING DEPARTMENT: (SCALE ,= ,o „x,r) W WATER LINE Actual S pe:3_.% 5 Approved ❑ Not Approved (SCALE 1=9oN 227.341 B to Pia : Es Approved Date: ❑ of proved X WATER METER ` O WM Notu's: *.tee- �di-4-,w” �'a�`° z + ) ' STREET TREE l,�- d Q �� `a i " CITY QY TIGARD - SITE P �W b g J lb �� BUIL DING. i' M17 NO: p O At ( iv Y,--43 . Street Trees: pproirec! •�j blot Protect Trc Approv s� grooved Approved „ �. ofc1 12r ,, - i tte: I I I I 1 /� a �I ° ' V , II u) ° �� 1 1 I I I // cn 1 it \ N 89° 15'24" E 131.86' 1 , 1 I / / ° . 20 I I ° �%° \ 1 "' 2C N N II I / Q 1 - N \ I ° ° ■ ■ irat' SAN LAT 60.00' I 0) ° \� I I (; i u) a ° a . \ LOT 4 \ a ° a . .9 r °. � 3.426 SF o tri 8'f'UE ° f °' \ FF 219.6 \ ' ": (11.% � I I � Nm � J ,, Ipir <:: I ° N 89 °15'24" E 138.81' ,�g3 ; o , I T i <, 4' I \ II 2 CC CURVE RADIUS DELTA LENGTH BEARING CHORD SURVEYED BY: C2 ' 14.00' 34 °54'55" 8.53' S 20 °22'17" W 8.40' ALPHA COMMUNITY DEVELOPMENT C3 36.00' 10 °07'52" 6.37' N 32 °45'49" E 6.36' 9600 SW OAK, SUITE 230 SHEET j PORTLAND, OREGON 97223 1 OF / 1