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31C-021 (2) 85 OLANDER DR - LOT 10 MORNINGSIDE BP-2011-0727 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31C - 021 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: New Single Family House BUILDING PERMIT Permit # BP- 2011 -0727 Project # JS- 2011- 001208 Est. Cost: $263722.00 _' Fee: $1296.00. PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft.): 6795.36 Owner: WRIGHT BUILDERS Zoning: PV(100) / /SG a/SG b Applicant: WRIGHT BUILDERS AT: 85 OLANDER DR - LOT 10 MORNINGSIDE Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 0116) Workers Compensation NORTHAMPTON MAO 1060 ISSUED ON :4/15/2011 0 :00 :00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W /ATT GARAGE POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service Meter : / / / /// � Footings: Rough. , Rough: 7...,.s 1) House # Foundation: �� kit ° Driveway Final: Final: 6 `, ! % Final: / // I", t / Rough Frame: 0 9" 1 �/7 A Gas: Fire Department Fireplace /Chimney: ,, y �� 1.71 tiA Insulation: F "fl eV Roughi -4 �1 ; � � � Oil: ' °z; v� f S V'Y - Final: / 0. . ., oke. Final: 5k I 6 _ ( g) — ii C N„,...‘/ a I L- sw-‘%-eqc.1 ��,Jt` THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REG . . TI 0 S. 1 Certificate of Occupancy 'nature: ti 1 401.4.40 FeeType: Date Paid: Amount: Building $1296.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck - Building Commissioner LOT 10 BRADY , MA 56 -5 -12 iH I , i II TT i I I N O - O O CO i CO I I I 1 I ' 1 04 OTES 1. USE ONE H2.5A PER BEARING FOR TRUSS TO WALL CONNECTION UNLESS NOTED ON INDIVIDUAL ENGINEERED DRAWINGS. .1 1 I I I � , o o o I o 0 0 0 0 0 0 � ,11- o 0 0 4 I I o 0 o o 0 0 0 0 0 0 7 0 0 0 0. ( 2. SEE INDIVIDUAL ENGINEERED N N N N N N N N N N N N N CV 1 DRAWINGS FOR PERMANENT LATERAL BRACING I # _ , - _ - —. _.. 3 FACE UNLESS NOTED OTHERWISE. TO cn 0 o I m N N N N N N N N N � 4. DO NOT CUT OR ALTER TRUSSES 0 01 0 0 0 0 0 [ ,,li UNDER o o 0 0 0 0 0 CO 0 o 1, S rk ' G NDER ANY CIRCUMSTANCES. I, in In U1 I In U) in U1 In I In In N. N. N- N. Z i o 5. ALL DIMENSIONS FROM OUTSIDE Q 6' OF STUD WALL. N 1 U- Y 6. SEE BCSI 1 -03 SUMMARY FOR 'V (, CROSS BRACING REQUIREMENTS �� P UNLESS STATED OTHERWISE BY ENGINEER OF RECORD. 7. SEE BSCI 1 -03 SUMMARY FOR RECOMMENDED HANDLING ' AND BRACING. I 8. PLYWOOD SHEATH ROOF PRIOR � � TO INSTALLING VALLEY SETS. I �; 9. ALL MULTI -PLY GIRDERS TO BE i i NAILED IN FACTORY. 1 IL 1 I I 1 -0 -0 I 1 -0 -4 2• 26 -0-0 6 -5 -12 /� r q n� A/ — t/ x V Cs/'tJ y G� �T" TRUSS PLACEMENT SE DRA GS A' 'OVID A GUIDE TO THE INSTALLATION v " DIAGRAM SF METAL • E CON *OD TRUSSES, ENGINEERED LUMBER �. 'ODU T GAG TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS JOB NAME: LOT 10 BRADY P v *MP* ENTS. R ' LE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIATION FROM THE CONTENTS /� JOB NUMBER: 1101005 . OF .E DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT RELIABLE TRUSS WRIT • UTHORIZATION FROM RELIABLE TRUSS. `" , AND COMPONENTS, INC. CUSTOMER NAME: R.KMILESHATFIELD. 200 Welby Road, New Bedford, MA DATE:01- 06.2011 Toll Free 1- 888 -808 -7877 Local 1- 508 -998 -7877 FOR PRELIMINARY 01 -06 -2011 FAX 1 -508- -1724 DESIGNER: I SCALE: NONE • 1111‘,. INTERSECTING WALLS - Overdiq Procedure Stairwell Header Procedure (Builder Guideline Booklet - Pg. 12, Fig. 3) (Builder Guideline Booklet - Pg. 36, Fig. 28 & 29) • When a wall such as a garage wall or crawl space • Use details below for stairwell openings which wall intersects the basement wall and rests on a are within 8 feet of basement walls. precast ledge, the overdig must not exceed 5-0". 1 • The opening should not exceed 9'-6" in length. If a larger opening is required consult an engineer or your Superior Walls supplier. 1 - 1 1 1 • Use construction adhesive between the sill plate II 1 % % j � 11 ' " ___�f ' ' I and top bond beam of the Superior Wall. • ld e suprt beam x sill pl and two 2 x 8's 2' -0 past each end of the opening x4) Eve Z.0 O.C. without spl (see details below). (2x4) Every 2' -0' O.C. Intersecting P tyvuood Sub Fbor P Superior Wal I •Use Bui 1 / 2 " bolt po in ever y hole; (2 2 -0" OC ate through HwooSb F the bon b so lid ekxkirg Solid Blocking 5'' 2 - 2) am Fbor Jw st yoM m Bnv (zio)sII Ps � � [ t i1 1 � ' E�iEI SrlPlteBoll t - = fi r Sill Plate (2 Bol Bo d Bem 11 Ii— r rr . - se Plate Bolt I ( 2 x 4 ) Nail Throu Fin Joists Beyond S bfloo r al s olid Block 2 0) m 11" 2 B1 te ' !� = Ir .III7r7f Bona Beam �vl 1I �I1 -� 1 I 1 = 1 1 11 =l 1= Il I h. Ether Memo ne " 7 1 : ' Il - J1=' I I =II 11 I I I I I IF I 6 i � _ _� / vi 111 = _ 1in1 Ilq I VAT I� .. f lfL =1 " " / _ =off It — II rR'�'� JL 1.#10E—_4=1_ 1 1 = 11 = 11 IL = 1 — n� ► = u I=u u� =n 1 =I II 71-1 I 71C I=IIII I—II _IIII 1 1-I- Iyi1c I TI -I Iq I I I�FII, / m INTERSECTING WALLS - E xcessive Overdiq Procedure a% 8 a` (Builder Guideline Booklet - Pg. 13, Fig. 4) = m°% a rn / = • When an overdig is more than 5' -0", an r _ ° — / E rn m j intermediate support column is required unless o o m/ E 2 m • o ,E, project - specific engineering is provided. o m / I A m m / m/ m/ 1 m E E'-'/ / m E N/ m m 1O m m F1 ./ 2 m m/ m 2 - m c/ E / K / I -1 % / w U / r ; / M U/ Intersecting ° Superior ore Support Wall - t Superior Walls pu. Nndson Valley 7 / Wne supporsyoo t - / 68 VIOLET AVENUE Maximum 5 -0' 5' Maximum ° r POUGHKEEPSIE, NY 12601 to Firm Baemg (845)485 -4033 Fax:(845)485 -2501 E -mail: in fo @swhv.com ° I I Website: www.swhv.com „ pp WRIGHT BUILDERS =n 1'g: /// I 48 Bates Street 'I— I II 1— '1=1-11 1 =11 I =1 co mte °rMaoryce °ru Northampton, MA J -- 1 4 11 =11 JL= 31 ' = Joists Parallel Joists Perpendicular 71: Ir =11(= = L (Fig 28) (Fig 29) PROJECT: lI 1" t Jt LOT #10 A7=7 �II =.:: pea 85 OLANDER DRIVE Ada siue n °r Memwarm I�1 =11 I I Ill = u —eased sae • ' I II I 1 11 a 1 II II _ . � n Northampton, MA 311 I 1 11 I 1 =11 I u4 - of 4 ,—. ' virgin sor 1 = � • earaFll =item IAIN- J1 r rrr . Ado =U — ''� IL- JL— JL IPr Ir r II �JI�I� - JAMES 1 ' DATE: REVISED: =J = u�u= I - JIB I � u'k'� =u� u =1 u � ' , � =IL .IIP.uru - �F 11 li fa -n= =I I _I- III ira 714 L -' ="o 11 uwn Willi irTir r 02 -08 -11 03 -02 -11 -11 11 1_1 _ 11 -I- -I I 7 ii 11 -I- I 11 -I 1 -11 11 11 11- 11 I 11 I -1- it 1 ♦ 1 03 -14-11 - 1-1=1.11-1 11 1 u 1 II II 1 =11 1 =1-11 I I II 1 1 III 1 1 1 t . � ' ill I i t =.. o ._ � ii i1 _ - - 03 - 31 - 11 w an► • di i f "s • 4" 04 -04 -11 . °f e /Sn' / DRAWN BY: SCALE: N....__SrSIONAL PDA None PROJECT NO.: SHEET NO.: Q16572 5 of 5 SUPERIOR WALLS PRECAST SYSTEM Floor Connection: Joists Perpendicular to Superior Walls Floor Connection: Joists Perpendicular to Superior Walls Modular Connection CONSTRUCTS° ACCORDING - Ito NATIONALLY RECOGNIZED STANDARDS (Builder Guideline Booklet - Pg. 26, Fig. 16) (Builder Guideline Booklet - Pg. 27, Fig. 17) (Builder Guideline Booklet - Pg. 33, Fig. 25) I Framing Strap Requirements (Table 5) • Construction adhesive is recommended between Framing Strap, the lop bond beam and the 5111 plate. BeckfH Height Framing Strap Spacing Toe Nat Each Jds[ III � t Ueng2 -16ils or II ilk I II Accor to Code to Code t k • Use SWA modular straps where it is difficult to nail •-1 �� _ I 1 1 Y \ f dt za" .C. joists to the sill plate T6" - 9'6" 32' O.C. '.- iikl ' x6'BRACE ODD BLOCKING 1 MEW � � t 'II ® 1�' u PLATE it `40 Toe Nal Each Joist wan • The Framing Strap lies between the band joist and Il � ' _ '. Tated sPl(y °me12 Bolt O• AN ,0 WIRED (REF. INSPECTOR BOOK) 1 l-IJI�JN I1 .40C RAT. Framing Strap " ! I (REF. F. ACI ACI 2 318. . TABL TABLE 4.22.) Treated SIN %efe &1CAKFRLL , EA 1 .TUD SPACING 24' CENTERS Top Bond 80am - 1 - 11=111 s rm TX'x 2I Y' Framing strap .� 1[ — a ,'` _ I 1 WALL HEIGHT THICKNESS d'- 0 0 0 .11'Y ' — 11 11 =' . 11011011#.1 I I 1 .-- 11= 11 =11 .. i N. / 11 11- . 11 =1� I -I fir L iw 71 , DRAM 4• PERFORATED PIPE TO Floor Connection: Joists Parallel to Superior Walls Floor Connection: Joists Parallel to Superior Walls 11. =.11=1=1, OPTS_ DAYLIGHT OR TO SUMP MT *11- 11 =t1r. FIL awwE PIPE INSIDE OR OUTSIDE OPTION (Builder Guideline Booklet - Pg. 28,Fg.18) (Builder Guideline Booklet - Pg. 29, Fig. 19) . l l r sll 1 , IMPROVE DRAINAGE 11 'N1' t1 4' BAsEMENT SLAB Fastening Schedule (Table 4) Nail (2x6) End WaN Brace 1f •. � 11 Securely No the Sit Plate �[' � �I ? "h � ` v- irr =4.. OF Sill Plate brace 8 Block Number of Solid Min imum nce Dista ( -10d Nails Through ( End (Minimum 5- 10d Nab) ,1^ CRUSHED STONE Backfil Height Bd6n S aci Blocks Required of Blockin Plywood Into solid Block Wall Brace Daylight Basement / Above Grade Walls (Frost Areas) JL JiFI . n:.11..11. J1 .tl 11 - .L* • v1001 SOk 9 P 9 9 OR Framing Strap May Be Required C 1= Apply Construction Adhes vem Required Crushed Stone Trench Footing 24" O.C. 3 for Joists over Surface of Blocking for Finished 7 f« Modular Connections ' 6" - O' -0' '4Y Modular Floors. oors. (i) 1/2' Boll 10' High 5 1` 48" O.C. / ,� 1Y2' z 5 1/2' 24' O.C. 12' from the 2 for Joists under l II Bon 24' O.C. (i) 1/2' Bolt interior of each 10' High � e � � use 1 Nail m of the Framing Simi Hole • Must be in virgin soil (Bottom and both sides.) Comer e\ � 4 O 1 � . , p 0' - T -0' 48 O.C. 1 2' `s° • III • Provide an outlet 4" pipe) to daylight or to a sum it t)1 /2 - 'Bd ` I (J 1 �� ( PP) sump Bearing / Holdown s with pump. (Do NOT place a continuous pipe in the -- - Si mpson Stro -Tie OSP. e trench due to the possibility of crushing which SU'� Instal per manufacturer recommendations PO ty pipe 9 MINA « Patin m« Defiance 3 could cause wall settlement.) Constitution As Of Pa. M Table 9k j) 1D v4' Per Ta 1 - 10d Nails Through � �� 1 i lt� M,,,erans ,, <> Plywood Into solid Blocking • \ , Q •Trench must extend below local frost depth, as shown. F \ \ \ \ \ \� \/ Sono ^w« 4 �4•t 36' I Sol , �/ • Filter Membrane percode. / / / / % ® t' •'" � �' l l l •W idth of trench is 36 " . 1. -'r... t T I I t O Firs 1-1��JI ��JI��J1 e ms`' " °g ` '�� Je / , III III III I I III _ a ` / II I I 111-111 1 1 III I III I 11101 0 I s �«a / , • Fill trench with v2" - 3~ clean crushed stone vibrating in ) a I I I I I 1 1M I I I I I I I � I I 4e" s aw Blocking 6" lifts wlih a plate vibrator. The top 4" - 6" must be 1/2" J I i clean crushed stone. II III IIIII III II 1I( z xs) End via l Braci g I III I I _I III GNaa Gn s ed [II Stone (BY Om«s, (5) 10d Nails • C over od s o e I III I III - .. Third Ih III III = III III —III I j Tre etl Sil Pare with fill or patio /sidewalk construction; properly I� H � I = I� I_ -4;'....:Y.4 %' i; «; Jost I sloped to backthe drain exp aw stone from the n wal the xterior of the wall l I I III I III III —III 1 I I1 • ' v! • 'e; i I I I=1 I I III =1 1 a R� 3 w " • oudn • Bend slab connectors Into concrete floor pour. — -1-',..-;-,:•::::':',V*, —III_ • m I DRpB 1 .^ .c Jeis b Pa ='' { II • Install a backwater valve to prevent the backibw of 1 I I IT I1 i I I II �I11 - 111 - - Fed -- I II I 11 11, ' moist air into the stone footing area which will reduce I l —I I- • I the likelihood of excessive interior humidity. Joist I F ifln ' Repaired Widen Concrete studsC Q 24 0.C. Minimum Distance Per Table 4 Insulation , B-0 Superor Walls e i u. Nadsen Yalley 1 ,L, PO GHKEOEPSIE,VNN12601 PI I A A 2x6) End Wall Brac ng (84 -4033 Fax:(845)485 -2501 (2X6) End Wall Bracing E -mail: info@swhv.com Website: www.swhv.com a4 @ 12-o.C. BUILD EACH WAY WRIGHT BUILDERS 48 Bates Street Northampton, MA TOP CORD BEARING TRUSS J. PROJECT: LOT #10 I OLANDER DRIVE I r SECTION A-A Northampton, MA VIEW OF SOLID CONCRETE �F C . x .' POUR AT BEAM BEARING/HOLDOWN /�'= r \, DATE: REVISED: $C,' 02 -08 -11 03 -02 -11 � „`-... 03 -14 -11 P /'P'""1 I , 03 -31 -11 /' t - ' ;_ 04 -04-11 '' DRAWN BY: SCALE: PDA None PROJECT NO.: SHEET NO.: Q16572 4 of 5 r r e shs''s Aft 40 100 °1"11111" 6 r e Supe rior Walls onue Huds Valley 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 E -mail: info@swhv.com Website: www.swhv.com BUILDER: WRIGHT BUILDERS 48 Bates Street Northampton, MA PROJECT LOT #10 85 OLANDER DRIVE Northampton, MA Rik DATE REVISED: n - �. 02 -08 -11 03 -02 -11 r1 03-14-11 s p . ; �F• s 03 -31 -11 il t I 04-04 -11 '� /��,'. DRAWN BY SCALE PDA None PROJECT NO.: SHEET NO.: Q16572 3 of 5 55' . - NOTES: . 27' _ 23' .o `O "' Cu A.> WINDOW CAST -IN 6'6' ( 11' 9'6' OKRA HOPPER C S2•, I ER S HEADER p I "UM- 1... ...2.....4..4. ' . T. : s. >ENTR� DOOR R.O. .a .. •, 3- 1111Ix16N '° SUPPORT LEDGE .• `D ► ■'•; 7 v2' TALL) ' • 4 ... c. >CARACE DOOR CUTOUT , • D0211 8' -4 1 /2' 11 x it DIP B FROM T.t1.V. \ J 5 21 1 E D. 6lAN POCKET 4/ i /7 • I { �/ 3 STUDS BELOW c :h f .-• 26' 2 ' 6 ' E.> WINDOW CAST -IN _°` ::: — BK 4040 WINDOW SYSTEM : Ii' HEADER • SUPPORT LEDGE ° CO '� WALL THICKNESS • 10 1 /4• (7 1/2' TALL) Cu - :' D FR I T.d V 2' ALL PANELS INCLUDE R10 G , DOW INSULATION en 24' (7\ 2'6' ( .7 n ;° INTERIOR BEAMS 6 COLUMNS I I = 9' —O' TALL PANELS / T.O.W. = 0'-0' / B.O.W. = —9' -0' PER ARCHITECTURAL PLAN (BY OTHERS) cu - FROST PROTECTION E- . I..._{ = 6' -0' TALL PANELS / T.O.W. = —2' -4` I B.Q.W. = —8' -4' BY OWNER /CUSTOMER 0.1 M T m ) —' ALL PANELS INCLUDE Rio ca DOW INSULATION SHIP LOOSE (4) 3 CONCRETE FOOTERS t Superior Walls x 3 ' -0' ' -0' x 6' THICK otas Hudson Valley • A - (t) B K 4040 WINDOW SYSTEM V/ 5•-0' HIGH WINDOW WELL 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 13'6' 6'6' 4' (105) BOLTING HARDWARE E -mail: info ■swhv.com 1/2' DIA. x 6' CARRIAGE BOLT Website: www.swhv.com WITH NUT 6 WASHER BUILDER: 24' 26 ' ° WRIGHT BUILDERS N «.I 48 Bates Street Northampton, MA A SEAL ON THIS PLAN CONFIRMS THAT CUSTOMER RELEASE THIS SUPERIOR WALLS FOUNDATION IS ADEQUATE TO SUPPORT THE STRUCTURE ABOVE PROJECT' The attached drawing was created from -- LOT # 10 information and dimensions provided by the customer /builder. Superior Walls of 85 OLANDER DRIVE r fordevationsfrom e ntlore F Northampton, MA information provided by customer /builder. lJ`4 I have reviewed the attached drawing(s) ii,,, qcs , 1A-* DATE: REVISED: .. and all of the dimensions and objects therein; ,;; ` �r 02 - - 03 - - NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED I us ma n that ur l �,�,� e Superior Walls will be r ' custom manufactured per this drawing ,it , \ \- 03 - - AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO especially for me. Therefor having reviewed I 1 4 4 t : ' ° - 03 FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL the drawing and all of the listed dimensions. ,,r� rr 04 VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF I accept full responsibility for any and all �' :.3129 _ WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY OF , ! � ` , asurements and information provided by N a y . t+I t�f�: DRAWN BY SCALE: me WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. ` /. , � .:. �?� PDA None OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL , , ,,,�'` -- PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. X -' PROJECT NO; SHEET NO.: PLEASE MARK CRANE LOCATION(S) WITH AN "X" Approved Date Q16572 2 of 5 QUALITY ASSURANCE CRITERIA SHEET INDEX 3rd Party Inspection Agency: PFS Corporation, Madison, WI 1 of 5 - General Notes Quality Assurance Manual: Superior Walls of America MAN 42 -8002 [4 -10 -2007] Site Preparation Guide: Superior Walls Builder Guideline Booklet MAN 42 -9000 [January 2008] 2 of 5 - Plan View (Foundation) 3 of 5 - Isometric View 4 of 5 - Details / Sections 1 5 of 5 - Details / Sections WALL MATERIALS Concrete Compressive Strength: 5,000 PSI Water /Cement Ratio: 0.40 DAMP PROOFING Reinforcing Steel: No. 4 and larger - 60,000 PSI No. 3 and smaller - 40,000 PSI Superior Walls are recognized by Secondary Reinforcement: Polypropylene Fiber the ICC -ES as an alternate method Embedded Wood Blocking: Preservatively Pressure Treated of providing foundation wall damp Insulation: R - 10 Owens Corning Warm proofing. No additional damp proofing is required. (See ICC -ES Report ESR -1553) GENERAL NOTES 1. Jobsite shall be prepared by the builder in accordance with Superior Walls of America Builder Guideline Booklet - Site Preparation and Framing Attachment Requirements (MAN 42 -8002) PLEASE NOTE and Construction Detail shown on Sheets 4 and 5 of this drawing submission. To comply with building code 2. Auxiliary drain pipe must be four (4) inch diameter perforated and directed to a sump pit or daylight. requirements, the framing /decking 3. Builder shall establish the required elevation benchmark. 4. Builder shall ensure site access for trucks and crane. connections at the top of the Superior Wall and floor slab at the bottom of the Superior Wall MUST be completed prior to back filling. Superior Walls nu. Verson Vann INSTALLATION NOTES 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485-4033 Fax:(845)485 -2501 1. Installation shall be supervised by a Superior Walls certified installer. ( 845)4 E -mail: info @swhv.com Certification is obtained through Superior Walls of America, Ltd. BUILDER: Website: www.swhv.com 2. Installation shall comply with Superior Walls of America's Installation Manual (8- 17 -06) WRIGHT BUILDERS . ' 48 Bates Street Northampton, MA PROJECT: LOT #10 85 OLANDER DRIVE Northampton, MA r, : 7 JAMES ' ti, DATE: REVISED: 02 -08 -11 03 -02 -11 ` if i', 03 -14 -11 O i -03 -31 -11 NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED , r ' ". 33129 z 04 -04 -11 AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO 41'i, \ - FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL ' ` '' '' DRAWN BY: SCALE: VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF �"`6 a e : � } .' WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY OF ` s`l , ,,. PDA None WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. A SEAL ON THIS PLAN CONFIRMS THAT PROJECT NO.: SHEET NO.: OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL THIS SUPERIOR WALLS FOUNDATION IS PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. ADEQUATE TO SUPPORT THE STRUCTURE ABOVE Q16572 1 of 5 SECOND FLOOR TRUSS PLACEMENT DIAGRAM LOT 10 BRADY , MA 55 -0 -0 27 -0 -0 23 -0 -0 2 -6 -0 2 -6 -0 - _... __.... _.... _ _.... _. _. NOTES 1. ALL TRUSSES SPACED AT 24" FACE TO ° Q FACE UNLESS NOTED OTHERWISE. of 2. DO NOT CUT OR ALTER TRUSSES UNDER ANY CIRCUMSTANCES. , _... __. __ - 3. ALL DIMENSIONS FROM OUTSIDE OF - -' - -- - -- - - - -- - 1-0-0 , FOUNDATION WALL. 2 -6 -0 4. PLACE 2X6 STRONG BACK BRACING _ _ __ @10' -0" O.C. MAX. STRONG BACK 014 ( 6 ) 015 (4) J BRACING TEMPORARY AND /OR PERMANENT W BRACING IS NOT THE RESPONSIBILITY OF o. - - - - THE TRUSS MANUFACTURER AND THEREFORE o G __._ _ _. \ 9 IS NOT SUPPLIED. 0 m �\ x 9 v ° o MATERIAL SCHEDULE: 2 -6 -0 0 _ _. < \ V B- THAC418 C O ,/ - . B C - HGUS48 �� `' O � PB01 FB01 - (2) 1 -3/4' x 11 -7/8" x 9' LVL FB02 V1 � F602 - (2) 1 -3/4" x 7- 114" x 7 LVL NO ROOF LOADS TO BE APPLIED FP � TO FLOOR FRAMING. m ALL BEAMS OTHERTHA B01 & FB02 ,--21 J HAVE BEEN SPECIFIED BY THE BUILDING _� DESIGNER o 0 0 /!� 008(3) 009(3) - - 010(4) 1-0-0 . 0 0 24 -0 -0 - 26 -0 -0 FOR APPROVAL 3 -16 -2011 THESE DRAWINGS ARE PROVIDED AS A GUIDE TO THE INSTALLATION - 'I RUSS PLACEMES1 OF METAL PLATE CONNECTED WOOD TRUSSES, ENGINEERED LUMBER DIAGRAM PRODUCTS, LIGHT GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS USED AS FRAMING COMPONENTS. ' JOH NI Mani 11010,1, E1 RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIATION FROM THE CONTENTS RELIABLE TRUSS OF THESE DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT AND COMPONENTS, INC. „w1...,,,F > R.,<.M ",.+„ "F,„ VIO Road. WRITTEN AUTHORIZATION FROM RELIABLE TRUSS . , 1”11 fit-nM1-21111,10 Ile, EOM TM-0450311 110105- 235,4F2 FL APPROVAL MA 11511 . 7 5 CLc„,relevc_ 0(... • 0 Boise Cascade Triple 1 -3/4" x 11 -7/8" VERSA -LAM® 2.0 3100 SP Floor Beam \FB04 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Tuesday, March 08, 2011 Build 440 File Name: BC CALC Project Job Name: Brady Description: FB04 Address: Lot 10 Olander Dr Specifier: City, State, Zip: Northampton, MA Designer: Bob Klemick Customer: r.k. Miles Company: Reliable truss and Components Code reports: ESR -1040 Misc: Connection Diagram Disclosure b -•••- -e— d --owl Completeness and accuracy of input must be verified by anyone who would rely on a output as evidence of suitability for particular • 4— • • application. Output here based on building c code- accepted design properties and • __ • • analysis methods. Installation of BOISE engineered wood products must be in _. i ' accordance with current Installation Guide e and applicable building codes. To obtain Installation Guide or ask questions, please a minimum = 1 -1/2 "c = 8 -7/8" call (800)232 -0788 before installation. b minimum =4" d =24" e minimum = 1" BC CALC®, BC FRAMER®, AJS TM , ALLJOIST®, BC RIM BOARDTM, BCI®, Connection design assumes point load is `top- loaded'. For connection design of BOISE GLULAMTM, SIMPLE FRAMING `side- loaded' point loads, please consult a technical representative or professional of SYSTEM®, VERSA -LAM®, VERSA -RIM Record. PLUS®, VERSA -RIM®, Install screws from both sides, staggering screws by of the spacing to avoid splitting. VERSA-STRAND VERSA -STUD® are Member has no side loads. trademarks o of Boise Cascade, L.L.C. Concentrated loads are not considered in side load analysis. Connectors are: SDS 1/4 x 3 -1/2 Page 2 of 2 Z5 oLa..vaL_ 07r),,, (.6) (Ij►) Boise Cascade Triple 1 -3/4" x 11 -7/8" VERSA -LAM® 2.0 3100 SP Floor Beam \FBO4 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Tuesday, March 08, 2011 Build 440 File Name: BC CALC Project Job Name: Brady Description: FB04 Address: Lot 10 Olander Dr Specifier: City, State, Zip: Northampton, MA Designer: Bob Klemick Customer: r.k. Miles Company: Reliable truss and Components Code reports: ESR -1040 Misc: 2 • m F s r v V vt r WV V V 7 V( V V V V V V V V Y V V V V V V V V V V V V V V V V V V V r v V V V V V V V ■ V V V a VVVVVVVVVVVVV V V V V • V V V 1 V V It • V V V VVVVVVVVV 14 - 00 - 00 BO, 3 -1/2" B1, 3 -1/2" LL 3,924 lbs LL 4,486 lbs DL 1,753 lbs DL 2,033 lbs Total Horizontal Product Length = 14 -00 -00 Live Dead Snow Wind Roof Live Trib. (in.) Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Standard Load Unf. Area (psf) L 00 -00 -00 14 -00 -00 40 20 01 -00 -00 2 Unf. Lin. (plf) L 00 -00 -00 14 -00 -00 475 190 n/a 3 Conc. Pt. (Ibs) R 03 -10 -00 03 -10 -00 1,200 600 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 20,419 ft-lbs 64.0% 100% 1 1 - Internal Completeness and accuracy of input must End Shear -5,567 lbs 47.0% 100% 1 1 - Right be verified by anyone who would rely on Total Load Defl. L/351 (0.463 ") 68.4% 1 1 output as evidence of suitability for particular Live Load Defl. L/509 (0.319 ") 70.7% 1 1 application. Output here based on building Span / Depth 13.7 n/a 1 code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in %Allow %Allow accordance with current Installation Guide Bearing Supports Dim. (L x W) Value Support Member Material and applicable building codes. To obtain BO Post 3 -1/2" x 3 -1/2" 5,677 lbs n/a 61.8% Unspecified Installation Guide or ask questions, please B1 Post 3 -1/2" x 3 -1/2" 6,519 lbs n/a 71.0% Unspecified call (800)232 -0788 before installation. BC CALC®, BC FRAMER®, AJSTM Cautions ALLJOIST®, BC RIM BOARDTM, BCI® , Member is not fully supported at post BO. A connector is required at this bearing. BOISE GLULAMT" ,SIMPLE FRAMING Member is not fully supported at post B1. A connector is required at this bearing. SYSTEM®,VERSA -LAM®, VERSA -RIM PLUS® , VERSA -RIM®, VERSA - STRAND®, VERSA -STUD® are Notes trademarks of Boise Cascade, L.L.C. Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Fastener Manufacturer: Simpson Strong -Tie, Inc. Page 1 of 2 7 S 01, ®Boise Cascade Double 1 -3/4" x 11 -7/8" VERSA -LAM® 2.0 3100 SP Floor Beam\FBO3 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Tuesday, March 08, 2011 Build 440 File Name: BC CALC Project Job Name: Brady Description: FB03 Address: Lot 10 Olander Dr Specifier: City, State, Zip: Northampton, MA Designer: Bob Klemick Customer: r.k. Miles Company: Reliable truss and Components Code reports: ESR -1040 Misc: 3 r v r r r r r v r r r r r r r r r r s r v w v v r r r r r r r r r r r r r r s r r r 2 r • v • w r r r • r • • r r • w • • r • v • w • v v • r w • • r r • r r r • • v w v r v r • r • r r • v 2 r • • V V V V • r ]r v r • r r • • _ r I. r r • i` F l r F J 12 -00- B0, 3 -1/2" B1, 3 -1/2" LL 3,990 lbs LL 3,990 lbs DL 1,810 lbs DL 1,810 lbs Total Horizontal Product Length = 12 -00 -00 Live Dead Snow Wind Roof Live Trib. (in.) Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Standard Load Unf. Area (psf) L 00 -00 -00 12 -00 -00 40 20 01 -00 -00 2 Low Roof Unf. Lin. (plf) L 00 -00 -00 12 -00 -00 150 80 n/a 3 High Roof Unf. Lin. (plf) L 00 -00 -00 12 -00 -00 475 190 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 16,097 ft-lbs 75.7% 100% 1 1 - Internal Completeness and accuracy of input must End Shear 4,562 lbs 57.8% 100% 1 1 - Left be verified by anyone who would rely on Total Load Defl. L/351 (0.395 ") 68.5% 1 1 output as evidence of suitability for particular Live Load Defl. L/510 (0.272 ") 70.7% 1 1 application. Output here based on building Span / Depth 11.7 n/a 1 code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in %Allow %Allow accordance with current Installation Guide Bearing Supports Dim. (L x W) Value Support Member Material and applicable building codes. To obtain BO Post 3- 1/2 "x3 -1/2" 5,800 lbs n/a 63.1% Unspecified Installation Guide or ask questions, please B1 Post 3 -1/2" x 3 -1/2" 5,800 lbs n/a 63.1% Unspecified call (800)232 -0788 before installation. BC CALC®, BC FRAMER®, AJSTM Notes ALLJOIST® , BC RIM BOARDTM, BCI® , Design meets Code minimum (L/240) Total load deflection criteria. BOISE GLULAMTM, SIMPLE FRAMING Design meets Code minimum (L/360) Live load deflection criteria. SYSTEM®,VERSA -LAM®, VERSA -RIM PLUS® , VERSA -RIM®, VERSA - STRAND®, VERSA -STUD® are Connection Diagram trademarks of Boise Cascade, imi-lb q� a • I • Me r „N c • _ 46 a minimum = 2" c = 7 -7/8" b minimum = 3" d = 12" Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 ® Boise Cascade Double 1 -3/4" x 7 -1/4" VERSA -LAM® 2.0 3100 SP Floor Beam\FB02 (pD BC CALC® 3.0 Design Report - US 1 span I No cantilevers I 0/12 slope Wednesday, March 16, 2011 Build 440 File Name: 23574F2.BCC Job Name: Morningside - Victorian Cottage Description: FB02 Address: Olander Drive Specifier: Andrew Savaria City, State, Zip: Northhampton, MA Designer: Andrew Savaria Customer: R.K Miles- Hatfield Company: Reliable Truss & Components Inc. Code reports: ESR -1040 Misc: 200 Welby Road, New Bedford, MA 02745 ._ Y _, Y Y Y_ Y s_ -Y Y s Y s_iY _Y , / L Y 1 � Y Y�- - . - - L -T Y Y s Y � Y -._ L -. -Y Y 1Z 3 -- i BO, 3 -1/2" B1, 3 -1/2" LL 1,192 lbs LL 1,192 lbs DL 615 lbs DL 615 lbs / Total Horizontal Product Length = 08 -01 -00 \'..>,:') Live Dead Snow Wind Roof Live Trib. (in.) Load Summary Tag Description Load Type Ref. Start End 100% 133% 125% 1 Unf. Lin. (plf) L 00 -00 -00 08 -01 -00 295 1 n/a Controls Summary value % Allowable Duration Case Spa Disclosure Pos. Moment 3,250 ft 38.8% 100% 1 Completeness and accuracy of input must End Shear 1,407 lbs 29.2% 100% 1 t be verified by anyone who would rely on Total Load Defl. L/598 (0.153 ") 60.2% 1 output as evidence of suitability for Live Load Defl. U907 (0.101 ") 52.9% 1 1 particular application. Output here based Max Defl. 0.153" 15.3% 1 on building code - accepted design Span / Depth 12.6 n/a 1 properties and analysis methods. P p Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable /o Allow % All. building codes. To obtain Installation Guide Bearin • Su • • OrtS Dim. L x Value Su • • • rt tuber aterial or ask questions, please call BO Wall /Plate 3 -1/2" x 3 -1/2" 1,807 lbs n/a Unspecified (800)232 - 0788 before installation. B1 Wall /Plate 3 -1/2" x 3-1/2" 1,807 lbs n/a Unspecified BC CALC®, BC FRAMER®, AJST"" ALLJOISTO I Notes BOISEGLUULAMTR SIMPLD G , SIMPLE FRAMING Design meets User specified (U360) Total load deflection triter' SYSTEM ®, VERSA - LAM®, VERSA - RIM Design meets User specified (L/480) Live load deflection crite '. PLUS® , VERSA - RIM ®, Design meets arbitrary (1 ") Maximum load deflection criteri. VERSA - STRAND®, VERSA - STUD® are trademarks of Boise Cascade, L.L.C. Connection Diagram -b_ I d '61- a .e ms 4 • 4 • Q • • Q a minimum = 2" c = 3 -1/4" b minimum = 3" d = 12" Member has no side loads. D Connectors are: 16d Sinker Nails O C11) Page 1 of 1 '( k The engineer's approval is for structural Engineer Lumber Products (ELP) only and is based solely on the information provided Reliable Truss by the Customer. Reliable Truss is not responsible for checking the validity of this information or to ascertain what further factors may be taken into consideration. It is the Customer's responsibility to satisfy themselves that the information and configuration shown is correct and satisfactory for the y '(H OF A4A given structure and all parties involved - e' s 4 0 . y If Nreliable Truss Co. Products are not used on this particular project then Reliable Truss accepts no responsibility 9 TIMOTHY L. G or liability for the validity of this document. Furthermore the engineer's seal becomes null and void. z LaCHAPELLE o CIVIL y Reliable Truss o- • & Components Inc. r r f 200WM'PO N./111E1.01.0 M , . ..e.� `` ` may - 1 TLL- 0454310 1101005- 23574F2 FL APPROVAL MA 3 -16 -11 ®Boise Cascade Double 1 -3/4" x 11 -7/8" VERSA -LAM® 2.0 3100 SP Floor Beam \FBO1 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Wednesday, March 16, 2011 Build 440 File Name: 23574F2.BCC Job Name: Morningside - Victorian Cottage Description: FB01 Address: Olander Drive Specifier: Andrew Savaria City, State, Zip: Northhampton, MA Designer: Andrew Savaria Customer: R.K Miles- Hatfield Company: Reliable Truss & Components Inc. Code reports: ESR -1040 Misc: 200 Welby Road, New Bedford, MA 02745 i i i i i_V_s -_ z_ i i i i Y t 2 a_ i s i e - _ s s v a i i r i e -. %V i V V,,_V_V_V i ♦ BO, 3 -1/2" B1. 3 -1/2" LL 2,526 lbs LL 2,526 lbs DL 1,320 lbs DL 1,320 lbs / Total Horizontal Product Length = 08 -01 -00 Live Dead Snow Wind Roof Live Trib. (in.) Load Summary Tag Description Load Type Ref. Start End 100% • . 133% 125% 1 Unf. Lin. (plf) L 00 - 00 - 00 08 - 01 - 00 625 3 n/a Controls Summary Value %Allowable Duration Case Spa Disclosure Pos. Moment 6,917 ft 32.5% 100% 1 - - • Completeness and accuracy of input must End Shear 2,627 lbs 33.3% 100% 1 be verified by anyone who would rely on Total Load Defl. 111,235 (0.074 ") 29.2% 1 output as evidence of suitability for Live Load Defl. U1,880 (0.049 ") 25.5% 1 1 particular application. Output here based Max Defl. 0.074" 7.4% 1 1 on building code - accepted design Span / Depth 7.7 n/a 1 Installation t llation of BOISE engineered wood products must be in accordance with Allow % Al current Installation Guide and applicable Bearin • Su • • orts Dim. L x Value Su • •ort . - mber aterial building codes. To obtain Installation Guide or ask questions, please call BO Wall /Plate 3 -1/2" x 3 -1/2" 3,846 lbs n/a 4 °o Unspecified (800)232 - 0788 before installation. B1 Wall /Plate 3 -1/2" x 3 -1/2" 3,846 lbs n/a • 1 / Unspecified BC CALC®, BC FRAMER ®, AJS", ALLJOIST®, BC RIM BOARD', BCI® , Notes BOISE GLULAM", SIMPLE FRAMING Design meets User specified (U360) Total load deflection triter SYSTEM® , VERSA - LAM®, VERSA - RIM Design meets User specified (U480) Live load deflection crite ' -. PLUS®, VERSA - RIM®, Design meets arbitrary (1 ") Maximum load deflection criteri- O VERSA - STRAND®, VERSA STUD®are trademarks of Boise Cascade, L.L.C. Connection Diagram I I d 7 .(- c O 1 • • 0 a minimum = 2" c = 7 -7/8" bminimum =3" d = 12" Member has no side loads. ''Cl Connectors are: 16d Sinker Nails 0 Page 1 of 1 The engineer's approval is for structural Engineer Lumber Products (ELP) only and is based solely on the information provided Reliable Truss by the Customer. Reliable Truss is not responsible for checking the validity of this information or to ascertain what further factors may be taken into consideration. It is the Customer's responsibility to satisfy themselves that the information and configuration shown is correct and satisfactory for the . OF Afg given structure and all parties involved. o p' `r ,f •9C' If Nreliable Truss Co. Products are not used on this particular project then Reliable Truss accepts no responsibility , TIMOTHY L. y G N or liability for the validity of this document. Furthermore the engineer's seal becomes null and void. z LaCHAPELLE mi CIVIL -1 Reliable Truss o - o & Components Inc. r , / r r ` ' . y � /;/J� amwcuv ro. �vecoram ..«. w�wrm \ ' 4.4.44 , ! 1 TLL- 0454309 1101005- 23574F2 FL APPROVAL MA 3 -16 -11 Job I Truss 'Truss Type Qty Ply 23574F2 015 FLOOR 4 1 I _ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:29 2011 Page 1 ID:YLVXOi ?B5U9KR1 i6By65fJzyBW4- Q2UIIrs97g2YxzWcSW SaRXxyFXvOpXKisMNu ?ozaJl 0-1-8 H 1--- 2-6-0 1-6-0 H 1.20 1 Scale = 1:23.0 1x3 II 1x3 = 3x8 = 1x3 I I 1,0 I I 3x8 3x3 I I 1 2 3 4 3x3- 5 7 I _ — �� T _..__ ■ li . ___ a a 11 10 9 8 3x6 = 1x3 Ii 3x10 = 3x8 = 3x8 5-0-8 H O 6-10-8 ■ 13-6 -8 6-10-8 / 6-8-0 Plate Offsets X, 11:0- 1- 8,Ed.e - - = LOADING (psf) SPACING 2 -0-0 CSI DEFL Vn .. I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 •rt(LL 1 • 0 >855 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.77 : (TL) -0 -c 11 -12 >420 360 BCLL 0.0 Rep Stress 'nor YES WB 0.42 , o . TL) 0.15 8 n/a n/a BCDL 10.0 1 Code IRC2003ITP12002 (Matrix) Weight: 50 lb FT = 20 %F, 11%E LUMBER `: ■ TOP CHORD 4 X 2 SPF No.2 • - •'• RD Structural wood sheathing directly applied or 6 -0-0 oc puffins, except end verlRl BOT CHORD 4 X 2 SPF 1650F 1.5E .OT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 4X2 SPF No.2 REACTIONS (lb /size) 12= 791/0 -3-8, 8= 797 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 12 -13 =- 104/0, 1- 13=- 104/0, 7 -8 =- 106/0, 1- 2 = -7/0, 2-3=-297» I, , , . =- 2959/0, 5 -6 =- 2959/0, 6 -7 =0 /0 BOT CHORD 11- 12= 0/1941, 10- 11= 0/2974, 9- 10= 0/2974, 8- 9= 0/1946 WEBS 2 -12 =- 2039/0, 2 -11= 0/1140, 3 -11 =- 224/0, 4 -10 =- 172/19, 4 -9- - :2/2.8, 6 -8 =- 2051/0, 6 -9= 0/1071, 5 -9 =- 243/28 NOTES O 1) Unbalanced floor live loads have been considered for this desk - . 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 Intemat • - -e • -n Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end ft od ; :s us-. n the analysis and design of this truss, 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -. 1 . .stened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O 4". ti�NOFq�gss � y C2) 4 O TIMOTHY L. 6 <% 0 z LaCHAPELLE to o CIVIL 0, o. 30 • ii ii , s , i 0/ ' 16/11 r Warning! — Verify design parameters and READ NOTES ON THIS AND j ° INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b43U8 11 01 UUb- 23b/41 - 2 I ANI'ROVAL MA 3-1(5-11 RT- 901 3 -13 -07 S Job Truss Truss Type Qty Ply 23574F2 1 014 FLOOR 6 1 ___ _ _ _ _ I Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:29 2011 Page 1 ID:YLVXOi?B5U9KR1 i6By65fJzyBW4 zWcSWSaRXxyEXvdpXBisMNu ?ozaJl 0 - 1 - 8 I stifle = 1:23.5 H F 2-6-0 1-6-0 1 -5-8 -_ 1 153 II 153 = 358 = 1x3 11 1x3 I I 358 153 I I 1 2 3 4 3x3- - 5 71x3= li ! 140 _A.__ ill _ — , , _wes.— 11111 111S F AIP sm.. K. 10 9 in 3x6 = 1x3 I I 3510 = 358 = 358 = - ____ __. 5441 0 6 -10-8 — ■ 13 -10-0 I— 6108 I 6118 - Plate Offsets (X,Y): )11:0- 1- 8,Edge] _ _ _. _ Nur LOADING (psf) SPACING 2 -0-0 CSI DEFL m 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 - ert(LL ' 0 >781 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.82 r. (TL) -0 .: 11 -12 >426 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 TL) 0.15 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 51 lb FT = 20%F, 11 %E ■ LUMBER TOP CHORD 4 X 2 SPF No.2 RD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end ver)R] BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 12= 809/0 -3-8, 8= 809/0 -3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12 -13 =- 105/0, 1 -13 =- 104/0, 8-14 =- 104/0, 7 -14 =- 104/0, 1 -2= / 2 -3 - - . • -4 =- 3092/0, 4 -5 =- 3068/0, 5-6 =- 3068/0, 6- 7 = -7/0 BOT CHORD 11- 12= 0/1994, 10- 11= 0/3092, 9- 10= 0/3092, 8- 9= 0/1993 WEBS 2 -12 =- 2094/0, 2 -11= 0/1205, 3 -11 =- 236/0, 4 -10 =- 161/19, 4 -9- ■ 17/ .., 6 -8 =- 2093/0, 6 -9= 0/1135, 5 -9 =- 256/10 NOTES 1) Unbalanced floor live loads have been considered for this desi. . 2) This truss is designed in accordance with the 2003 International -Si t . Code sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fist I .s -d I • the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 r I a f. stene. o each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard O �� of ,N gss40y O TIMOTHY L. 6. 0 z LaCHAPELLE o CIVIL • 0.30 ;; ` I - 16/11 Warning! — Verify design parameters and READ NOTES ON THIS AND �- ,, INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b43U/ 11U1UUb- 235/41 I-L AI'I'KOVAL MA 3 -1b -11 RT -901 3 -13 -07 Job Truss Truss Type , Qty Ply 23574F2 013 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:28 2011 Page 1 ID:YLVXOi ?B5U9KR1 i6By65fJzyBW4- yswMYVrXMMwhKpyQupxLvJOvJ71 ?4AOZeidLTMzaJI L 01.8 Scale =1:22.1 • 1x3 II 3x3 11 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 10 II 1x3 11 : - II 1x3 II 1x3= 1 2 3 4 5 6 7 8 10 11 S7 N. 41111 11116. ,At 1 I . 23q O I ME T _— T 7 T T �� q 1 1 • I ris .∎. � . � :,. �♦`.�.� � .N.1.E... - : ... - .K 40 Iry , ,♦ ... - .1. ♦_ : 1 .�`l c : — - 01 .- N e 22 21 20 19 18 17 16 14 13 12 30 II 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 1x3 11 lx I 1x3 II 1x3 II 3x3= O 1-4-0 2 -8-0 4-0-0 5-4-0 6 -8-0 8-1 l : - • I 10-8-0 12 -0-0 __ 13 -0-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4- 0 ∎ WW4 v , I + 1-4-0 1-4-0 1 -0-0 LOADING SPACING 2 - CSI DEF (1 I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(:) a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 -rt(TL I. - n/a 999 BCLL 0.0 Rep Stress Ira' YES WB 0.02 - �.(TL • 0 % 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) ` Weight: 40 lb FT =20 %F, 11 %E LUMBER TOP CHORD 4 X 2 SPF No.2 I • - uRD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end veil/digs) BOT CHORD 4 X 2 SPF No.2 ¢ • ,o RD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 REACTIONS (lb /size) 22= 64/13 -0 -0, 12= 40/13 -0-0, 21= 161/13 -0-0, 20= 160/13 -0-0, 19 60/1 I -•, 18= 160/13 -0 -0, 17= 160/13 -0-0, 16= 160/13 -0 -0, 15= 159/13 -0-0, 14= 165/13 -0 -0, 13= 134/13 -0 -0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -22= -54/0, 12- 23= -32/0, 11- 23= -31/0, 1- 2 = -9/0, 2- 3 = -9/0, 3•= /0, • I -6= -9/0, 6- 7 = -9/0, 7- 8 = -9/0, 8 -9= -910, 9- 10 = -9/0, 10- 11 = -9/0 BOT CHORD 21- 22 =0/9, 20- 21 =0/9, 19- 20 =0/9, 18- 19 =0/9, 17- 18 =0/9, 1 : -1 - - =0.:, 14- 15 =0/9, 13- 14 =0/9, 12- 13 =0/9 WEBS 2 -21 =- 134/0, 3 -20 =- 133/0, 4 -19 =- 133/0, 5-18 =- 133/0, 6 -17 =- ' /0, -16 =- 134/0, 8 -15 =- 132/0, 9 -14 =- 138/0, 10 -13= -113/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced agar la - ovement (i.e diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) This truss is designed in accordance with the 2003 Intern. to R: -ide at • ode sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Semi -rigid pitchbreaks including heels" Member end ' ' 1 I as used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 a + fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other m= is. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O C2:)1 4 O ( T1OTHVL $ \ . G. ‘< U) z LaCHAPELLE a o CIVIL -4 o. 30 ' • ili:60 1 1 6/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND --- INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 R EL RELIABLE TRUSS RIABLE SS AND COMPONENTS, INC. I LL- U4b43Ub 11U1UUb -23b /41 FL AI'F'KOVAL MA 3- 1fi -11 RT-901 3-13-07 • - - Job Truss Truss Type Qty TI5 ly -- 23574F2 012 GABLE 1 1 1 _- _ -_ _ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:28 2011 Page 1 ID: YLVXOi? B5U9KR1i6B y65fJzyBW4- yswMYVrXMMwhKp OupxLvJOv171v4AOZeidLTMizaJIL 0-1=8 Scale =132.6 1,50 = 3x6 FP= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 15 1617 T1 -- _ _ ll ■ 3s _Iln . . .1 �I1 II . ._ ,1 Ill1 = ,ll • ,I = 4 111 it �I L'Y 1 S AAA AAA AAA AAA * A9i =4 A A� AA .I A� AAA • II tT� _1 AAA AA A� 34 33 32 31 30 29 28 27 26 25 24 Nf 21 20 1918 4x4 = 3x + 3x4 II O 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 1 8 -0-0 9-4-0 10-8-0 ■ -0 ,k. ' I 14-8-0 1 16-0 -0 i 17-4 -0 I 18 -8-0 1 y-0 O-4- 0 1-4-0 1-4-0 1-4-0 1-4 -0 1-4-0 1-4-0 1-4-0 1-4-0 \M I 1-4-0 1-4-0 1-4-0 1-4-0 _ Plate Offsets X, : 34:Ed•e 0 -1-8 `/ • _ -- LOADING (psf) SPACING 2 -0-0 CSI DEFL in • . 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 •rt(LL �i /. - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 ..- : (TL) • a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 TL) 0.10 18 n/a n/a BCDL 10.0 , Code IRC2003RPI2002 (Matrix) Weight: 58 lb FT = 20 %F, 11%E LUMBER TOP CHORD 4 X 2 SPF No.2 RD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verifttahl BOT CHORD 4 X 2 SPF No.2 :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 2 SPF No.2 ' REACTIONS (113/size) 34= 58/19 -0-0, 18 =- 13/19 -0 -0, 33= 160/19 -0 -0, 32 =160 •-• • ' = 9 3 -0, 30= 160/19 -0 -0, 29= 160/19 -0 -0, 28= 160/19 -0-0, 27= 160/19 -0-0, 26= 160119 -0 -0, 25= 160/19 -0-0 24= 160/19 -0-0, 22= 160/19 -0-0, 21= 159/19 -0-0, 21 1 9 1-0, • 4/19 -0-0 Max Upliftl8= -13(LC 1) / FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 34- 35= -49/0, 1 -35= 49/0, 17 -18 =0/21, 1- 2 = -9/0, 2 -3 = -• I, 3• -9 e 4- -9/0, 5- 6 = -9/0, 6- 7 = -9/0, 7- 8 = -9/0, 8- 9 = -9/0, 9- 10 = -9/0, 10- 11 = -9/0, 11- 12 = -9/0, 12- 13 = -9/0, 13- 14 = -9/0, 14- 15 = -9/0, 15- •- 1.. -17= • 11 BOT CHORD 33- 34 =0/9, 32- 33 =0/9, 31- 32 =0/9, 30- 31 =0/9, 29- •= 0/9, 2 - 28 =0/9, 26- 27 =0/9, 25- 26 =0/9, 24- 25 =0/9, 23- 24 =0/9, 22- 23 =0/9, 21- 22 =0/9. 20- 21 =0/9, 19- 20 =0/9, 18- 19 =0/9 WEBS 2 -33 =- 132/0, 3- 32=- 134/0, 5- 31=- 133/0, 6 -30= • 9= • 3/0, 8 -28 =- 133/0, 9- 27=- 133/0, 10- 26=- 133/0, 11- 25=- 133/0, 12 -24 =- 133/0, 13- 22=- 134/0, 14 -21 =- 132/0, 15 -20 =- 138/0, 6- - - -1 ■4 /r NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or sec el br. - ...al ateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) One H2.5A Simpson Strong -Tie connectors recom ' e • o • nett truss to bearing walls due to uplift at jt(s) 18. 6) This truss is designed in accordance with the 2003 •te •tional Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks including hee : -tuber end ' /. model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on -.g . ed at 10-0 I oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restra' e y h • -.ns. 9) CAUTION, Do not erect truss b. k d . LOAD CASE(S) Standard ?� al OF SA 90ti O s O TI MOTHY L. G N z LaCHAPELLE I'`, ov CIVIL -I 0.30' • �41'�►hv � { 1 16/11 Warning! - Verify design parameters and READ NOTES ON THIS AND � / / \ 7--- INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 - RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b43Ub 1 1U 1 UU5-235 /41 1 L ANI'KOVAL MA 3 -1b -11 RT- 9013 -13 -07 • • Qty Job Truss Truss Type Qt Ply I 23574F2 011 FLOOR 2 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:27 2011 Page 1 ID: YLVXOi ?B5U9KR1i6By65fJzyBW4 -UfM K9qub3ogifNDL5Q6M6sbtjlKLYHQP2unxwzaJIM 0-1-8 HI- 2.6-0 _ 1-6 -0 IT 0 -11.4 1-5-4 1-6-0 0 -,1 -8 e = 1:55.5 2x4 II 3x8MT18H FP= 2x4 [I 1.5x3 = 3x12 = 3x6 FP= 2x4 II 4x4 = 2x4 I 1 4x6 = 2x4 II 5x14 = 3x4 II 4x12 = 2x4 11 4x • x. 11 3x6 = 1.5x3 1 2 3 4 5 6 7 8 9 10 11 12 13 - 16 17 4 a 03.>:; �'' - 11 i .1 31 4 29 .. - 2 .._ 27 26 25 2 is __ - - ;11 8 4 23 18 1 4x8 = 8-0-0 4x12 - 2x II 4x4 - 4x12 - 3x6 FP= 5x14 = 3x6 22 9 FP 3 4x4 = 4x6 = 5ya O 18 -3 -12 ∎ 32-0 -0 18 -3-12 / 13-8 -4 I Plate Offsets (X,Y): [5:0- 1- 8,Edge], [6:0- 1- 8,0 -0-0], [14:0- 1- 8,Edge], [15:0- 1- 8,0 -0-0], [17:0- 1- 8,Edge], [18:E.•e. 0 -1 -8], t:0 -' -8 dge], [20:0- 1- 8,Edge], [25:0- 3- 12,Edge], [26:0- 1- 8,Edge], [27:0- 1- 8,Edge] , 29:Ed.e,0 -1-8 LOADING (psf) SPACING 2 -0 -0 CSI I FL IV, : ) I /deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 : (LL) -0 •4 27 >717 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.49 - TL) -0. • 1 27 -28 >431 360 MT18H 197/144 BCLL 0.0 1 Rep Stress leer YES WB 0.72 • ) 1f 23 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 127 lb FT = 20%F, 11%E LUMBER TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, except end ver[R Jkl BOT CHORD 4 X 2 SYP 2850F 2.3E 40T CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 29= 903/0 -3-8, 18= 563/0 -3 -0, 23= 2332/0 -3-8 Max Gray 29= 941(LC 2), 18= 676(LC 3), 23= 2332(LC 1) O FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 29 -30 =- 107/0, 1 -30 =- 107/0, 18- 31=- 100 /0, 17 -31= -99/0, 1 -2= : 0, 2 4 =- 3870/0, 3-4 =- 3870/0, 4 -5 =- 3870/0, 5 -6 =- 4199/0, 6 -7 =- 4199/0, 7-8=-2549/0, 8-9=-2549/0, 9-10=0/3582, 10-11=0/358 ,11- :- • 8 , 2 -13 =- 1758/847,13 -14 =- 1758/847,14 -15 =- 2213/236, 15 -16 =- 2213/236, 16- 17 = -7/0 BOT CHORD 28-29=0/2379, 27-28=0/4199, 26-27=0/4199, 25- .= 84 , ' -25 = -8 5/268, 23-24=-835/268, 22-23=-1774/362, 21-22=-1774/362, 20- 21 = -236/ 2213 ,19 -20 =- 236/2213,18 -19 =0/159 WEBS 10 -23 =- 299/0, 2 -29 =- 2500/0, 2 -28= 0/1576, 4- : -- . 5- : =- 550/306, 5 -27 =- 139/31, 9 -23 =- 3336/0, 9 -25= 0/2537, 8 -25 =- 276/0, 7- 25=- 1495/0, 7 -26= 0/870, 6- 26=- 378/0, 16 :- 7 0, . 19 290/656, 15 -19 =- 143/109, 12 -23 =- 2668/0, 12- 21= 0/1810, 13- 21=- 173/83, 14- 21=- 1165/0,14 -20 =0/214 V NOTES 1) Unbalanced floor live loads have been considere. .r this de • 2) All plates are MT20 plates unless otherwise Ind' ate., 3) This truss is designed in accordance with the 204 ltiona • •sidential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member e • fi •• model was used in the analysis and design of this truss. 5) Required 2x6 strongbacks, on edge, spaced at 10 -0 I • . nd fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by of - -ans. 6) CAUTION, Do not erect truss back :r LOADCASE(S) Standard (FM aCHAPELLE CIVIL -, 0.30 e 1 16/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b43U4 1101 UUb- 2;3b /4l-2 F Ah'NROVAL MA 3 -1b -11 RT -901 3 -13 -07 • • ■ Job Truss - Truss Type Qty Ply 23574F2 010 FLOOR 4 1 ___L Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:27 2011 Page 1 ID:YLVXOi ?B5U9KR1 i6By65fJzyBW4- UfM_ K9qub3ogifNDL5Q6M6sfnjHILZPQP2unxwzaJl M 0 -1-8 H P _____..__ 2-6-0 I I-_— 2-0-6 Scale =1:31.1 2x4 1.5x3 = 402= 3x6 FP= 2x4 II 4x4 = 2x4 II 4212 = 3x4 II 1 2 3 4 5 6 456 = 7 9 4. _ _- ! r '11. - . : Ai. mop 2 15 14 13 1 _ 10 4x8 — 4z12 = 2x4 3x4 4z12 — P 4 x8 = I 8 .0-0 I O 18 -1 -14 — I 18 -1 -14 Plate Offsets X,Y: 5:0- 1 -8Ed•e 10:Ed.e 0-1-8 14:0-1-8 Ed.e 16:Ed.e,0 -1-8 LOADING (psf) SPACING 2 - CSI DEFL In ..- I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 -rt(LL . - 4 >643 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.56 (TL) -0 :• 13 - 14 >365 360 BCLL 0.0 Rep Stress Incr YES WB 0.64 TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight 85 lb FT = 20%F, 11%E _ LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E • - a ., RD Structural wood sheathing directly applied or 6 -0-0 oc pudins, except end ver)R2iIk) BOT CHORD 4 X 2 SYP 2850F 2.3E :0T CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 16= 1068/0 -3 -8, 10= 1074 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 16 -17 =- 116/0, 1 -17 =- 116/0, 9 -10 =- 118/0, 1- 2 = -8/0, 2 -3 = -45 •/ 3-4 • - x -5 =- 4566/0, 5-6=-5426/0, 6 -7 =- 4571/0, 7-8= -4539/0, 8 -9 =0 /0 BOT CHORD 15- 16= 0/2846, 14- 15= 0/5426, 13- 14= 0/5426, 12 -13 =0/54: 1 0 : 1 11 -11= 0/2850 WEBS 8 -10 =- 2992/0, 2 -16 =- 2980/0, 8 -12= 0/1803, 2 -15= 0/1802 7 -1 -3 ., 4 -15 =- 303/5, 6 -12 =- 1269/0, 5 -15 =- 1273/0, 5 -14 =- 74/142, 6 -13 =- 76/138 NOTES 1) Unbalanced floor live loads have been considered for this desi• • 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 Internati• - 'e •en - Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end ft od .:s use. n the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 . • . astened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard • O v. \:, NOFMgs64 O 4 o TIMOTHY L. G z LaCHAPELLE o CIVIL Q Ch o.30j? `, • 4 . h am. 1 1 6/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND !- :_ INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U454,i1/i 1101 UUb- 23b/4b2 FL ANI'KUVAL MA 3 - - RT - 901 3 - 13 - 07 • Job Truss Truss Type Qty Ply 23574F2 009 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:26 2011 Page 1 ID:YLVXOi ?B5U9KR1 i6By65fJzyBW4- 0Toc7ppGdgz4Vo1 nOvtpuJRdJr9c9fGAO8EOTzaJIN 0-1-8 H I 2-6-0 � 1 I Scale =1:25.7 153 11 1x3= 3x10= 1x311 3x4= 1x311 3 353 II 1 2 3 4 5 7 W I � 4 El � __. . __ J. P-2 ■ -__ _-_ 11 ___.. 10 __- y 3x8 = _ v -__- _ „ 358 = 3512 153 11 3x8 = 1 8•0.0 a O 15-1-0 461., A. I 15-1-0 16,ff Plate Offsets X, : 4:0 -1-8 Ed.e 9:0 -1-8 Ed.e — ■ 'V LOADING (psf) SPACING 2 -0-0 CSI DEFL n . I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 -rt(LL � .3 . r : 1 >587 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 1.00 (TL) -0 • 10 -11 >361 360 BCLL 0.0 Rep Stress Incr YES W B 0.48 TL) 0.17 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 55 lb FT = 20%F, 11 %E _ LUMBER TOP CHORD 4 X 2 SPF 2100E 1.8E •' a■RD Structural wood sheathing directly applied or 6 -0-0 oc pudins, except end ver(RSRS] BOT CHORD 4 X 2 SPF 1650F 1.5E :OT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 12= 884/0 -3-8, 8= 890/0 -3 -0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12- 13=- 109/0, 1 -13 =- 109/0, 7 -8 =- 114/0, 1- 2 = -8/0, 2 -3= -3557 I, - ' -- =- 3624/0, 5 -6 =- 3624/0, 6 -7 =0/0 BOT CHORD 11- 12= 0/2207, 10- 11= 0/3624, 9- 10= 0/3624, 8- 9= 0/2217 WEBS 2 -12 =- 2318/0, 2 -11= 0/1426, 3 -11 =- 329/0, 4 -11 =- 539/272 4- : 13"r15, 6-8 =- 2337/0, 6 -9= 0/1529, 5 -9= -313/0 • NOTES 1) Unbalanced floor live loads have been considered for this desi. ' 2) This truss is designed in accordance with the 2003 International ' -si 1 - Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ' 3) "Semi -rigid pitchbreaks including heels" Member end 8x1 I ' -5 =d I • the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 1. 1 stene. o each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O O 4 o TIMOTHY L. u , <% z LaCHAPELLE T.11 o CIVIL � may` 1►•!: 1 16/11 Warning! — Verify design parameters and READ NOTES ON THIS AND '`'- INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b4iU2 11 U 1 Mb-Z:15 /41 I-L APPROVAL MA :3-16-1 1 RT -901 3 -13 -07 • Job Truss Truss Type Qty T y 23574F2 008 FLOOR 1 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Bavaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 16:29:26 2011 Page 11 ID:YLVXOi ?B5U9KR1 i6By65fJzyBW4- OToc7ppGrlgz4Vo1 nOvtpuJSBJvTc5BGAO8EOTzaJIN 0-1-8 H H 2.8-0 - I F- 1 -88 1 Scale =115,5 153 1 1x3 = 3510 = 153 II 3x4 = 1 4512 = 1 2 3 4 5 3x4= 7 _ _ . .... —__ _ _._ —_ -__— - — v 4 ' c u \ 1 • E e 4x12 = 12 11 10 9 B 3x12= 153 II 1x3 it 358 = 8 -0A (1 22 ) I I 12 -3-8 — -- 14 -9.0 15.1 Ed.e 12 -3-8 - / - 2-5-8 b 4� Plate Offsets X, : 4:0 -1-8 Ed•e 5:0 -1-8 Ed.e :0 -3 -8 Ee 9:0 -3 -12 Ed.e LOADING (psf) SPACING 2 -0-0 CSI DEFL '< .,in 1 /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 -rt(LL 2 >675 480 MT20 197/144 TCDL 10.0 Lumber Increase Y 00 BC 0.72 - (TL) -0 • 11-12 >3 BCLL 0.0 Rep Stress Ina YES W B 0.71 • TL) 0.15 15 n/a n/a /a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 55 lb FT =20 %F, 11 %E _ LUMBER `- TOP CHORD 4 X 2 SPF 2100E 1.8E RD Structural wood sheathing directly applied or 6 -0-0 oc pudins, except end vertftftj BOT CHORD 4 X 2 SPF 2100F 1.8E :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 OTHERS 4 X 4 DF No.3 REACTIONS (lb /size) 13= 882/0 -3-8, 15= 885/0 -3-8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 13 -14 =- 108/0, 1 -14 =- 108/0, 1- 2 = -8/0, 2 -3 =- 3545/0, 3 -4 = -3" , 5/ , _ • ./0 .- 6=- 2380/0, 6- 7=- 2380/0, 7- 15= -885/0 BOT CHORD 12- 13= 0/2205, 11- 12= 0/3616, 10- 11= 0/3616, 9- 10= 0/3616 : -• =0 /0 WEBS 2 -13 =- 2316/0, 2 -12= 0/1416, 3 -12 =- 321/0, 7 -9= 0/2501 • -9 =- 2 5 -• - 1368/0, 5 -10 =- 10/167, 4 -12 =- 504/272, 4 -11 =- 138/46 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 15 considers parallel to grain value usin.: a • e to grain formula. Building designer should verify capacity of bearing surface. 3) This truss is designed in accordance with the 2003 Inte a . identi. •de sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixi • od:• was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced . 0 -0 -0 oc : d : tened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other —ans. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O �� N OF Mg £7 0 • � TIMOTHY L. G. z LaCHAPELLE a o CIVIL -, o.i.; : c . 1 1 6/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND i� INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b4:3U1 1101006-236/41-2 I A1.1 -1 OVAL MA 3-16-11 RT- 901 3 -13 -07 INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON ADJUSTABLE STRAP HANGOIS Strong-Tie INSTALLATION NOTE: CONCEALED FLANGE AND SKEWED THA SERIES HANGERS MUST BE PRE - MOUNTED Minimum and maximum nailing options. See design information for correct installation option. For minimum nailing, straps must be bent over the top of the carrying member a minimum of 2W for the THA29 and 1W for the THA213. Fasteners (Quantity & Size) j Model Minimum Nailing installation (Top Flange) Maximum Nailing Installation • O No. Carrying Member Carried Member Carrying Member Carried Member 1 , THA29 Top: (4)-.148x3 (4)- .148x3 (slant) Face: (16)- .148x3 (4)- .148x3 (slant) Face: (4)- .148x3 THA213 Top: (4)-.148x3 (4)- .1 48x1% (straight) Face: (14)- .148x3 (4)- (slant) / ° Face: (2)- .148x3 ( o o Typical THA29 1 ` Typical THA29 Minimum Nailing Maximum Installation Nailing o Installation THA29 ■ �i4 5 �t �3' For minimum nailing only, o 1° :� �' ( � r , iil� tabs must be straightened, _I • I � ' �� S that nails can be '" ! driven straight. THA213 ADJUSTABLE FLOOR TRUSS HANGERS (THA AND THAR/L) THAR/L has a standard skew of 45 °. THAR/L straps must be bent over the carrying member a minimum of 2W. THA straps must be bent a minimum of 2' for the minimum nailing installation. Fasteners (Quantity & Size) Model Minimum Nailing installation (Top Flange) Maximum Nailing installation No. Carrying Member Carried Member Carrying Member Carried Member • THA418 Top: (4) .162x3'/2 (6)- .162x3% (straight) Face: (16)- .162x3 (6)- .162x31/2 (slant) Face: (2)- .162x3 THA422/ Top: (4)- .162x31/2 (6)- .162x3% (straight) Face: (22)- .162x31/2 (6)- .162x3% (slant) THAC422 Face: (2)- .162x3% THA422 -2/ Top: (4)- .162x31/2 (6)- .162x31/2 (straight) Face: (30)- .162x31/2 (6)- .162x3 (slant) • THAC422 -2 Face: (4)- .162x3 Top: (4)- .148x3 (1)- .148x3 (straight) Top: (4)- .148x3 (1)- .148x3 (straight) THAR/L422 Face: (2)- .148x3 (2)-.148x11/2 (slant) Face: (12)- .148x3 (2)-.148x11/2 (slant) Carrying Typical THA Typical THAC422 Member with a l l 4x2 Installation /, floor trues � � ' � �j t u ss . 4x2 wood 4 y ' . ////, �,, qi t I rHU422 r Ill '.~ a° Carried e �� Member -o- 211111KR Aro SST -THA THAC THAR THAL TLL- 0454300 1101005- 23574F2 FL APPROVAL MA 3 -16 -11 v INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON Fi ICE HANGBI Strange Ile LUS/MUS/HUS/HHUS/HGUS SERIES \ ., Carded Model Fasteners (Quantity & Size) B E m m a m E Member No Carrying Member Carried Member • - -- ! J J LUS24 (4)- .148x3 (2)- .148x3 {p Id 'g' gsatz /3 - ___ LUS26 (4)- .148x3 (4)- .148x3 ) x_1 m i LUS28 (6)-.148x3 (4)-.148x3 0 I LUS210 (8)- .148x3 (4)- .148x3 / 1 I ° r;, 1 M (6)- .148x3 (6)- .148x3 //'.. 1 -PLY MUS28 (8)- .148x3 (8)- .148x3 LUS28 'a +` Typical LUS HUS26 (14)- .162x3 (6)- .162x3'/2 ' Installation HUS28 (22)- .162x3 (8)- .162x31/ HUS210 (30)- .162x31/2 (10)- .162x31/2 • •i c 1 HGUS26 (20)- .162x31/2 (8)- .162x3' ' .... • z 4 . • • r•" HGUS28 (36)- .162x31/2 (12)- .162x3 • .O • . e 1 HHUS26 -2 (14)-.162,31/2 (6)-16W% G 1 4 •;• i ' o HHUS28 -2 (22)- .162x3% (8)- .162x3 s , 4 `• t2 HHUS210 -2 (30)- .162x31/2 (10)- .162x3'/2 f dq' ` 1' 2 -PLY HGUS26 -2 (20)-.162x3'/2 (8)- .162x3'/2 ( - . � � ° r I HGUS28 -2 (36)- .162x3 (12)- .162x31/2 � - HGUS28 -2 f !a � r HGUS210.2 (46)- .162x31/2 (16)- .162x3 f° ' . r a HG -3 (20)- .162x3'/2 (8)- .162x3' j i4. i 7 3 -PLY HGUS28 -3 (36)- .162x3'/2 (12)- .162x3' �: c d 1 ° MUS28 HGUS210 -3 (46)- .162x31/2 (16)- .162x3 110 HHUS210 -4 (30)- 162x31/2 (10)- .162x31/2 r • ' HGUS26 -4 (20)- .162x31/2 (8)-.162x3% ti a �u. p 4-PLY HGUS28 -4 (36)- .162x3'/2 (12)- .162x3'/2 ° 0 � f H . Pal GUS210 -4 (46)- .162x3' (16)-.162x3' � to HUS210 HGUS212 -4 (56)- .162x31/2 (20)- .162x3 1 p , (HHUS similar) l HGUS214 -4 (66)-.162x3 (22)-.162x31/2 .- �' HUS410 (8)- .162x3 (8)- .162x3 �''' r Double Shear Nailing 4X HUS410 Top View HHUS410 (30)- .162x3/2 (10)- .162x31/2 HTU SERIES M Nailing - Fill Round Holes Max. x Nailing - Fill Round and Triangle Holes Minimum and maximum nailing options. See design information • • -� • for correct installation option • ,p • Carrying . • Member . Carried * Carried Model Fasteners (Quantity 3 Size) • • - Member Member No. Carrying Member Carried Member •' ' . HTU26 (20)- .162x31/2 (Min: 14) /(Max: 20)- .148x1 ' • • • o ", • L,....l1113 6 th 1 -PLY HTU28 (26)- .162x3'/2 (Min: 14) /(Max: 26)- .148x1 , ti o 1 ; ; HTU210 (32)- .162x3'/2 (Min: 14) /(Max: 32)- .148x11/2 : !I / /Inj o ` ` HTU26 -2 (20)- .162x3'/2 (Min: 14) /(Max: 20)-.148x3 HTU26 N ` ' ' _ `` ,-tf. 2 -PLY HTU28 -2 (26)- .162x3% (Min: 14)/(Max: 26)-.148x3 H 0 Tti210 -2 (32)- .162x31/2 (Min: 14) /(Max: 32) .148x3 Typical HTU26 Minimum Nailing Installation SST- LUS MUS HUS HHUS HGUS HTU TLL- 0454299 1101005- 23574F2 FL APPROVAL MA 3 -16 -11 INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS G UIBAL COMIEC SIMPSON Straggle IIIITAWANN . FASTENER HOLE SHAPES I .1 0 o , Pilot ,, Hole Round Holes Obround Holes Triangle Holes Diamond Holes All holes must be filled Used to provide easier nailing Provided on some products in addition Optional holes to except for the THA access in tight locations. to round holes for additional load. temporarily secure Pilot Holes adjustable height hanger. Fasteners may be installed at Round and triangle holes must be filled connectors to the member Tooling holes for manufacturing an angle. Holes must be filled. to achieve the maximum load value. during installation. purpose. No fasteners required. DOUBLE SHEAR PROPER INSTALLATION (SLANT) NAILING ,,, shall bear completely on the connector seat, and the gap between • the truss end and the header (carrying member) shall not exceed 1 /8 . ��h_ CARRIED MEMBER fi f °.°- ›* 1 _..J 1 ` I Dome Double CARRYING MEMBER C k 1- , ( Shear Nailing 2 -PLY SHOWN) tom- 1 / � ��-t: � D 11,21 ouble Shear Nailing 1 Top View (The nail is installed into the carried truss Tab Shear an ` and header.) b Dbl Sh Nailing � EN MAX. GAP BETWEEN GAP BETWEEN END (Do not bend tabs except where END OF TRUSS AND OF TRUSS AND noted for straight nailing.) CARRYING MEMBER MEMBER T00 LARGE YING USING A STANDARD CONNECTOR AND SLOPED TRUSS — GlRDERTRUSS GIRDER TRUSS GIRDER TRUSS NAIL PLATES RUN- THROUGH END VERTICALS RUN - THROUGH END VERTICAL BY OTHERS � ____.,\,_ MONO TRUSS DOUBLE END q i MONO TRUSSES •UU VERTICAL \ , I V1 I �, ' a) %% :� STANDARD NON- SLOPED �,d � "� ��I l i o a SIMPSON HANGER— o iW�� ' I'111 D40 NAIL PLATE THGBH SHOWN I C' I I ' '� h '.,d % BY OTHERS ° r $ NAIL PLATES \ ) 11 % ° ° ;V %`; � ,Z,%.,,,, BY OTHERS ! II Illy_ cp p ' S ` � Ian 1 q � , MONO STANDAR 4 . TRUSS MTHM' SIMPSON I_ CEILING 1 --/ HANG PEE —I CEILING PLANE CEILING PLANE WORK POINT WORK POINT AS REQUIRED WORK POINT AS REQUIRED AS REQUIRED SST-Gen'l Cyr Sht TLL- 0454298 1101005- 23574F2 FL APPROVAL MA 3 -16 -11 INSTALLATION GUIDE SIMPSON PLATO) TRUSS COMIECTORS st,..„,„k, GENERAL NOTES THIS POSTER IS A GUIDE FOR SIMPSON STRONG -TIE® STRUCTURAL CONNECTORS ONLY! 1. See the current Wood Construction Connectors 4. All specified fasteners must be installed catalog for hanger design information. according to the instructions in this installation 2. Simpson Strong -Tie does not express and guide and current Wood Construction Connectors will not accept any responsibility for any catalog. Incorrect fastener quantity, size, type, manufactured wood component including, material or finish may cause connection failure. but not limited to, bearing blocks and 5. Install all fasteners before loading the connection. backing blocks. 6. The hanger must be sized for the wood truss 3. The structural component manufacturer is being used. Hole 00ce the primary source of information concerning 7. Multiple members must be fastened together 41lfie1 .,MI 4do the use of their products. to act as a single unit to resist the applied load." Noteimeet UsA 5 151&, Wy FASTENERS Use only the specified size, type, and quantity of fasteners! istaisolum goottfloSt 16d sinkers (.148 x 3 may be substituted for 10d common nails (.148 x 3).� No other substitutions are permitted unless approved and specified by the designer. fpoesttoo 22210oosio tot 16d common 16d sinker 10d common N16 8d common N10 N8 SDS /4X3 (.162x3 %) (.148 x 3%) (.148x3) (.162x2%) (.131x2%) (.148 x 1%) (.191 x 1%) MX 91042-53/9 r 0E4 11.0101111$A IE — k1osl St TIT, d OldOn 1482::8 i } I� ■ T11 1 i i 1 I 1 404 418 ra 064 11006 I i E '' J � I f 6151451 s ! i s �C T,I frena r. 5 wog" 11/ — ' . I r ' X 91 8.7274 WesteM . , e,BV1Xar6 r Cana41 21/ — &deft t•"f. 1 it kern. Mk t 3 — 1 �r) 1 3 — 800- 999 -5099 f i / vrww.strongiie com 31/2 — 4� �C"r ? , NO framing ,'� \ , , -\\ nail nails UNLESS equivalent Same uses ; \\‘ diameter and length o as specified an d iNmpote04441eterapsny, ft, , 4• , d ( driven with a hole dk►1ket�sA locating tool. WC-P7OW$ am SST- Gen'l Cyr Sht TLL- 0454297 1101005- 23574F2 FL APPROVAL MA 3 -16 -11 P FLOOR TRUSS STRONGBACK BRACING DETAILS (REFERENCE ANSI / TPI 1) 1. Strongback bracing is either RECOMMENDED or REQUIRED as indicated on each individual truss design. When RECOMMENDED to help control bounce and vibration, the braces are suggested to be not more than 10' -0" apart for floor assemblies. When braces are REQUIRED to help control deflection, the braces shall be spaced as specified on the individual truss designs. 2. Strongbacks shall, as a minimum be 2x6 (nominal), and shall be attached with (3) 10d (0.131" x 3 ") nails each to a vertical web member, or shall be similarly attached to a vertical scab secured at top and bottom chords of each truss with a minimum of two 10d (0.131" x 3 ") common nails into each chord. The details below show strongbacks at the bottom chord but, they may be located anywhere on the vertical. Strongbacks located at the bottom chord provide additional stiffness to trusses without a rigid ceiling applied and may satisfy the lateral bracing requirements of the bottom chord and. 3. Strongbacks shall be oriented vertically and shall be continuous. Strongbacks should be blocked to adjacent partition walls. 4. Splice strongbacks with a 4' -0" long scab centered over splice and joined with (12) 10d (0.131" x 3 ") nails evenly spaced. Alternate Splice: Overlap strongback members a minimum of 4' -0" and fasten with (12) 10d (0.131" x 3 ") common nails. This can only be used when the strongback is not aligned with a vertical web member. 5. When required to be cut, removed or modified to allow the installation of mechanical and /or plumbing lines, the continuity of the adjoining floor sections shall be maintained. ilk I / / 2x6(typ) i0�� STRONGBACK FASTENED TO VERTICAL WEB - AO ,' � (2)10d nails (typ) STRONGBACK FASTENED TO 2X SCAB ISSUE DATE TITLE SHEET # lieszsEmszsi 8 -21 -10 FLOOR TRUSS RT -25 TRUSS INC. STRONGBACK BRACE TLL- 0454296 1101005- 23574F2 =L APPROVAL MA 3 -16 -11 WARNING Failure to Follow Could Cause Property Damage or Personal Injury IMPORTANT NOTES These notes pertain to the attached truss designs and placement plans The following trusses are designed at the request and specification of the customer as an individual building component, in a vertical plane, to be incorporated into the building design at the specification of the building designer. Bracing requirements shown is for lateral support of individual truss members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Design and materials are in substantial accordance with state building code's referenced edition of NDS and /or TPI /ANSI specifications. For general guidance regarding design responsibility, storage, erection and bracing, consult "Building Component Safety Information BCSI 2006 Guide to Good Practice For Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses," available from the Structural Building Component Association (SBCA) www.scbindustrv.com and the code referenced edition of the "National Design Standard for Metal Plate Connected Wood Truss Construction ANSI/7P11" 1. Provide copies of truss designs to the building designer and 11. Contractor or building designer responsible to assure that erection supervisor. load bearing walls and foundations is adequate to support the loads imposed by the trusses. 2. Top chords must be sheathed throughout or purlins provided at spacing prescribed on the individual truss designs. 12. Camber is a non - structural consideration. Trusses are not cambered except as specified by the customer and noted on the 3. Bottom chords require lateral restraints (or alternate) as individual truss design. shown on the individual truss designs if no ceiling is installed. Anchorage and /or tie -in components are the responsibility of 13. The effect of lateral thrust /horizontal displacement of others. supports for scissors type trusses is not a consideration of these designs. The design of the truss supports must accommodate 4. ® Designates the location for a lateral restraint (or alternate) the lateral thrust/horizontal displacement of the truss. for lateral support of individual truss members only. Subject to review and approval by the building designer, this is a 2x4 14. Mitek Connector Plate Code Approval: ESR -1311, ESR - continuous lateral restraint fastened to each member with two (2) 1988, ESR -1352 & ESR -2362. 12d or 16d nails or alternately, a Simpson Strong -Drive Truss Spacer Bracer or Mitek Stabilizer. 15. For additional information refer to Reliable Trusses': Order Paperwork & Proposal 5. Do not stack construction materials on floor or roof that Placement Diagram & Notes. induce loading on truss greater than designated loads. Individual Truss Designs Other Detail Sheets as Provided 6. Except as noted on the attached designs, do not cut or alter truss without prior written approval of Reliable Truss or a 16. Reliable Truss and it's vendors reserve the right to upgrade registered design professional. the specified truss material to facilitate manufacturing without customer approval. 7. Building designer is responsible to insure that loading shown hereon is applicable to building and use. Additional Notes for Floor Trusses Only 8. Care should be exercised in handling, erection, and 17. Refer Reliable Trusses "2x6 Strongback Bracing installation of trusses. Recommendations" for additional performance related notes 9. Provide adequate drainage for all trusses with shallow top 18. Maximum allowable gap between the inside of bearing and chord slopes. end web for top chord bearing floor trusses is W. 10. Building designer to determine and transfer all gravity, uplift, = wind, seismic and other lateral loads from trusses to building • 1110r,:li foundation. �� 1 /2" MAX GAP BEARING REFER TO ATTACHED WTCAJTPI BCSI -B1 & B3 FOR IMPORTANT HANDLING INSTALLATION AND RESTRAINING SUMMARY INFORMATION ISSUE DATE TITLE SHEET # RELIABLE TRUSS 4 -26 -10 STANDARD TRUSS NOTES RT -2 AND COMPONENTS. INC RT -002 4 -26 -10 TLL- 0454295 1101005- 23574F2 FL APPROVAL MA 3 -16 -11 SHOP DRAWING REVIEW Thank you for selecting Reliable Truss and Components to be your component supplier. The enclosed drawings represent our understanding of your plans and needs consistent with the scope of our proposal and /or written contract. Naturally, plan ambiguities, revisions, and "as built" site conditions can change these needs without our knowledge. Therefore we request that you, along with your architect, engineer or building designer, review these documents and carefully verify: dimensions, loads, bearing locations, member spacing, consistence with overall design intent, conflicts with plumbing & mechanicals and, any other conditions noted. Construction should not begin until this information has been reviewed and approved as accurate The builder should understand all the relevant installation requirements in these documents and in the manufacture's product literature. After review, please initial each of the attached plans and /or calculations then check the appropriate box below and sign in the space provided. Approved As Submitted: ❑ Approved As Noted: ❑ By: Title Company Date: Customer: R.K. MILES- HATFIEI_D Project: LOT 10 BRADY, OLHANDER BRADY, NORTHAMPTON, MA Task: 1 FLOOR TRUSS APPOVAL SUBMISSION Date: 3/16/11 Reference #: 1101005- 23574F2 Designer: ANDREW SAVARIA - In any case, please return one copy to our office and retain the other for your records. You will be sent a final "for - the- record" copy of truss designs with an engineers seal. We regret that we cannot accept architects or engineers approval stamps in lieu of our approval stamp. If you have any questions please contact your salesman or component designer. ISSUE DATE TITLE SHEET # , IARIF,7�,y$ NA SHOP DRAWING REVIEW NOTES RT -O TLL-0454294 1101005-23574F2 FL APPROVAL MA 3 -16 -11 1 N IP RELIABLE TRUSS AND COMPONENTS, INC. COMPONENT DESIGNS & PLACEMENT DIAGRAM FOR R.K. MILES - HATFIELD LOT 10 BRADY OLANDER BRADY NORTHAMPTON, MA 2ND FLOOR TRUSSES Submission Date: 3/16/11 SHOP APPROVAL DOCUMENTS Ref: 1101005-23574F2 REFER TO DETAIL SHEET RT -0 FOR INSTRUCTIONS Approved shop drawings must be returned 2 -3 weeks prior to the requested product delivery date. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the engineered wood components shown per ANSI /TPI/WTCA 4 -2002. Questions ? ?? Call Reliable Truss at 508 -99 -TRUSS (87877) or 1- 888 -80 -TRUSS (87877) Reliable Truss and Components, Inc. 1 200 Welby Rd, New Bedford, MA 02745 I T: 508 - 998 -7877 F: 508 - 995 -1724 RT-920 09-26-2008 TLL- 0454293 1101005 - 23574F2 FL APPROVAL MA 3 -16 -11 FIRST FLOOR TRUSS PLACEMENT DIAGRAM LOT 10 BRADY , MA 24 -0 -0 26 -0 -0 2 -6 -0 2 -6 -0 NOTES 1. ALL TRUSSES SPACED AT 24" FACE TO FACE UNLESS NOTED OTHERWISE 1 -0 -0 - - -- - - - -- - - - - - -- - _ - -- _ - -- _ - - 2. 00 NOT CUT OR ALTER TRUSSES UNDER °' GARAGE 2-6-0 ANY CIRCUMSTANCES. o N O O 0 0 003 ( 5 ) - 007 ( 6 ) 3. ALL DIMENSIONS FROM OUTSIDE OF FOUNDATION WALL. m - .... - _.. v - - 0 LO tO 0 0.. 0 0 4 PLACE 2X6 STRONG BACK BRACING SILL PLATE IS REQUIRED TO u d @10' -0" O.C. MAX. STRONG BACK BE SET FLUSH WITH THE INSIDE - - - -- - - " - rr _. " BRACING TEMPORARY AND /OR PERMANENT FACE OF THE FOUNDATION WALL `r c, I d o 0 0 0 9 0 0 0 0 BRACING IS NOT THE RESPONSIBILITY OF 0 I o (TYP ALL WALLS) d d d d d d d d d d 0 d THE TRUSS MANUFACTURER AND THEREFORE N N N N N N N N N N A' - N IS NOT SUPPLIED. 9 , .. 0 3-0-0 10-4 -8 ` \ d - � �\ \ v _ _ / 2-6-0 4 0 \ D , cn J ° ° ° ° ° ° am I ° ° ° 4 ° 4 ° R 0 4 ° 4 0 ° 4 q _ 0 0 0 0 0 o d o d o O o 0 0 ,� 4 y v a v <r o d d N N N N N N N N N N N N N N N Q. N N N j o v\ 0 O O N � D \ � - Lo 001(12) n\ 004(5) 002(8) 0 _ _ - 10 -30 1290 .... - 24 -0 -0 26-0 -0 FOR APPROVAL 3 -16 -2011 . -_-` TRUSS PLACEMENT THESE DRAWINGS ARE PROVIDED AS A GUIDE TO THE INSTALLATION - DIAGRAM OF METAL PLATE CONNECTED WOOD TRUSSES, ENGINEERED LUMBER - ..- PRODUCTS, LIGHT GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS USED AS FRAMING COMPONENTS. RELIABLE " �� RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIATION FROM THE CONTENTS AND COMPONENTS, INC. " ,,,, m , . ,, ^" R ''''''' ' ' OF THESE DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT : 1111 `"`' ^� " ^•" WRITTEN AUTHORIZATION FROM RELIABLE TRUSS . Be w�wx fix, 1,11 0.111,-20110W. 110 2011 PPROVAL MA 3ifi -tt Job 'Truss Truss Type Qty Ply LOT 10 BRADY,MA 23574F1 007 FLOOR 8 1 1_ 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 14:12:01 2011 Page 1 ID: 3fHYsPdVEoPl9m_ MHfOVTIyU71C- wG6fgZ1TYTurQQPHIUO9BKPuiyKIBMgE7OSWszaLm• 0-9-4 2-6-0 2 -0-8 -- _ - -._ - Scale =1:22.9 6x8 = 5x6 = 1 x3 3x4 = 1x3 3x8 3x3 II 1 2 3 4 5 7 , AS w r i I I ■ ------VOt--.____ 9 • __ • __ I � -- 01 __ _- --- 1 leo ■ 11 9 3x6 =. 8 a 12 1 J 1x3 II 5x14 = 1a3 II 3x8 = -.__ _.___ 6-1 -12 2 -0-8 I 1( :) 0.9.4 . _ 13-6-12 0-9-4 12 -9-8 Plate Offsets (X,Y): (1:0- 1- 8,Edge), (2:1- 10 -4,0 -9 -01, (4:0- 1- 8,Edge), (9:0- 1- 8,Edge( _ - _ LOADING (psf) SPACING 2 -0-0 CSI DEFL n .. I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 -A -rt(LL .1. : -9 >930 480 MT20 197/144 TCDL 10.0 • Lumber Increase 1.00 BC 0.48 ) -0 .2 8-9 >393 BCLL 0.0 Rep Stress Incr YES WB 0.56 TL) 0.12 8 n/a n/a /a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 51 lb FT = 20%F, 11%E _ � LUMBER — -- `+ - -� - -" "- TOP CHORD 4 X 2 SPF 2100F 1.8E RD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end vet) BOT CHORD 4 X 2 SPF 2100F 1.8E O :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 8= 756/0 -1 -12, 1= 756/0 -8-12 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =0/28, 7 -8 =- 105/0, 1 -2 =- 1902/0, 2 -3 =- 1901/0, 3-4= -190 0 2 :05 =- 2695/0, 6 -7 =0 /0 ' BOT CHORD 11- 12 =0 /0, 10- 11= 0/2695, 9- 10= 0/2695, 8- 9= 0/1815 WEBS 6 -8 =- 1913/0, 1 -11= 0/1978, 6 -9= 0/1037, 3 -11 =- 263/27, 5 -9 =- t /0, - -11 =- 1007/0, 4 -10 =- 33/100 NOTES 1) Unbalanced floor live loads have been considered for this desi. ' . 2) Provide mechanical connection (by others) of truss to bearing pl. - at l • s) 8. 3) This truss is designed in accordance with the 2003 Intemaf • - - - •en : Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi-rigid pitchbreaks including heels" Member end fi od , :s use. n the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 . 1 . -storied to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and firs -.onal o -rti - web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O O S ` o TIMOTHY L. G z LaCHAPELLE CIVIL o. 30 % : . 1 16/11 1 Warning! — Verify design parameters and READ NOTES ON THIS AND / \ � INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL-04b43973 11 U1 UU5- 23b/41 I-L A1'I'I -ZUVAL MA d -1 b -11 RT- 901 3 -13 -07 M A Job I Truss Truss Type 'Qty Ply LOT 10 BRADY,MA 23574F1 006 FLOOR 1 1 I Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 14:12:01 2011 Page 1 ID: 3fHYsPdVEoP19m MHfOVTIyU71C- wG6fgZ1 TYTurQO PHIUO9BKMIiOSIGxgE7OSWszaLm • 1 -0 -14 I --- I __ 2-6-0 _._. I ___ 0-8-8 [ I Seale: 3/4 " =1 1 6x8 = 3x6 H 3x6 II 6x8 = 1 2 3 41x3' 5 1x3 II 6 ` 8 . - , T2 . -- -__ • I — _ - T1_ -- _._ __ -.__ - — T1 -_..— - - I=M . I7 11111.1. -'4111 111 11....- i �wi r i 3x6 = lx3 II 12 11 10 9 1x3 II 34 = O 1 -0-14 - 7 - ■ 8-4-4 1 -0-14 6-2-8 / — 1 -0-14 Plate Offsets X,Y: 1:0- 2 -0 0 -9 -0, 1:0 -2 -0 0 -10-8 2:0- 1- 8Ed•e, 3:2 -1- 140 -9-0 6:6- 2- 6,0 -9 -0 7:0-1-8 d.e 8:• r 8 8:8- 2- 4,0 -9 -0 , 10:0- 1- 8,Ed•e 11:0- 1- 8,Ed•e LOADING (psf) SPACING 1 -0-0 CSI DEFL in .. 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 -rt(LL �.1 1 >600 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.22 .. (TL) -0 11 >363 360 BCLL 0.0 Rep Stress Incr YES W B 0.20 ) -0.12 8 n/a n/a BCDL 10.0 Code IRC2003/fP12002 (Matrix) Weight: 36 lb FT =20 %F, 11 %E _ LUMBER il` TOP CHORD 4 X 2 SPF No.2 *Except* • T ■ ' Structural wood sheathing directly applied or 6 -0-0 oc puffins, except end ver(RM} T2: 4 X 2 SPF 1650F 1.5E - OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF No.2 WEBS 4X2SPFNo.2 REACTIONS (lb /size) 1= 239/0 -8 -14, 8= 239/0 -8 -14 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2 -12 =0/19, 7 -9 =0/19, 1- 2 = -0/0, 2 -3 =- 688/0, 3-4 =- 678/0, 4 - -6 , 5 .= • 8/s, 6 -7 =- 688/0, 7 -8 =0 /0 BOT CHORD 11- 12 =0/0, 10 -11= 0/688, 9- 10 =0 /0 WEBS 7- 10= 0/715, 2- 11= 0/715, 4 -11 =- 181/0, 5 -10= -181/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 Internal • - 'e • -n : Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fi od ;:s use. n the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 . 1 . astened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard O C2)1 4 4 TIMOTHY L. G z LaCHAPELLE a CIVIL --'„ o. 30% ` 4:4..444;0:;;;,), • r I - 16/11 Warning! — Verify design parameters and READ NOTES ON THIS AND - INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 L RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b43Y / 11 U1 UUb- 23b /4F 1 F L AYI'KUVAL MA 3-1 b-11 RT-901 3-13-07 Job ' Truss Truss Type TOty Ply LOT 10 BRADY,MA 23574F1 005 FLOOR 2 1 i Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 14:12:00 2011 Page 1 ID: 3fHYsPdVEoPl9m __MHfOVTIyU7(C- S4YHTD1rnAm oGPDjaz9c_nBBJciZmHXOTfu_QzaLm■ 0-9-4 — 2-6-0 1 -5-8 1-6-8 1-5-8 0-9-4 __I I _.__— ____ I ! _ I H - - - -- -_{ [ - - -._ - -_.1 i -- Scats L 1:19.7 658 = 4x6 I I 456 I i 6x8 = 3x3-= 1 2 3153 I I 4 6 353 = 6153 I I 7 8 T2 __— __ .111 .._ T1 1 _.. _1 I II • I ' 1 !_.i U 7� '— • q • i 1 I I - -A I• 14 13 12 11 9 153 II 153 II 3x12= 15311 1x311 O 0-9-0 10 -11 -12 _.— 11-9-0 0-9-4 i 10-2-8 0-9-4 I I Plate Offsets (X,Y): [1:0- 1- 8,Edge], [2:1- 8 -0,0 -9 -0], [7:10- 1- 0,0 -9 -0], [8:0 1 - 8,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in .. I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 -rt(LL 0 2 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase YES BC 0.50 _ ) -0 11-12 >960 n/a BCLL 0.0 Rep Stress Incr YES W B 0.42 TL) -0.13 8 n/a /a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 48 lb FT =20 %F, 11 %E LUMBER `= TOP CHORD 4 X 2 SPF No.2 RD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end ver]RSPk] BOT CHORD 4 X 2 SPF No.2 :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 1= 605/0 -8 -12, 8= 605/0 -8 -12 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =0/26, 8 -9 =0/26, 1 -2 =- 1428/0, 2 -3 =- 1429/0, 3-4 =- 14280, 4 --- 1 . -• =- 1428/0, 6 -7 =- 1429/0, 7-8 =- 1428/0 BOT CHORD 13- 14 =0/0. 12 -13= 0/1700, 11 -12= 0/1700, 10- 11= 0/1700, • 0 WEBS 8 -10= 0/1485, 1 -13= 0/1485, 6 -10 =- 24318, 3 -13 =- 243/8, 5- 0= - - 1 0, , -13 =- 481/0, 4 -12 =- 26/84, 5 -11= -26/84 NOTES 1) Unbalanced floor live loads have been considered for this desi. . 2) This truss is designed in accordance with the 2003 International -si f : Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixi 1 I -s -d I the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 • • do a)b f stene• • each truss with 3 -10d (0.131" X 3 ") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagona •r - - ical web shall not exceed 0.500in. i LOAD CASE(S) Standard 1 O ?0 ,�HOFMgs i S (::)1 4 0 TIMOTHY L. 6- z LaCHAPELLE a o CIVIL �; o 0.30 i c % 16/11 Warning! — Verify design parameters and READ NOTES ON THIS AND \-_ INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL- U454;39b 11 U1 UU5 -L:3S /41 APPROVAL MA 3-1b-11 RT-901 3-13-07 [Job Truss 'Truss Type Qty Ply LOT 10 BRADY,MA I23574F1 004 FLOOR 5 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 s Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 14:12:00 2011 Page 1 ID: 3IHYsPdVEoP19m MHfOVT1yU71C- S4YHTD1 rnAm _oGPDjaz9c_nGXJbBZInXOTfuQzaLm 0 -9-4 2-6-0 - 1 -6-0 1-11-4 Scale = 1:25.3 658 = 4x6 II 1x3 II 3x6= 1x3 II 153 35 1 353 II 1 2 3 4 5 6 8 } g fi � maw. AI 13 12 11 10 3x8 = 153 I! 4512 = 354 = 3x8 = - . —_ -_— -_.— 8 - - 12 O 0 -9-4 3-4-12 8-6-4 __ 14 -1 0-9-4 2-7-8 5-1-8 a 6-5-4 -_— — Plate Offsets X, : 1:0 - Ed.e 2:1- 8 -0,0 -9-0 10:0- 1- 8,Edge], [11:0- 1- 8,Edge] ' ' LOADING (psf) SPACING 2 -0-0 CSI DEFL I n .. I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 -rt(LL 2 >745 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.54 •-- •:• _�(TL) -0 11 -12 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.45 TL) -0.11 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) = Weight: 64 lb FT = 20%F, 11 %E LUMBER TOP CHORD 4 X 2 SYP 2850E 2.3E • • .•,RD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2400F 2.0E :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W2: 4 X 2 SYP 2850F 2.3E REACTIONS (lb /size) 9= 840/0 -3 -0, 1= 840/0 -8 -12 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -13 =0/12, 8 -9 =- 120/0, 1 -2 =- 2198/0, 2 -3 =- 2199/0, 3 -4 = -21 :/0, -- •• 0 : -6 =- 3199/0, 6 -7 =- 3199/0, 7 -8 =0 /0 BOT CHORD 12- 13 =0/0, 11 -12= 0/3135, 10 11= 0/3199, 9- 10= 0/2069 WEBS 7 -9 =- 2181/0, 7 -10= 0/1308, 3 -12 =- 198/0, 6 -10 =- 351/0, -12 = -' • • 5- =- 97/18, 4 -11 =- 185/484, 1 -12= 0/2286 I NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 Internal • - •e • -n : Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi-rigid pitchbreaks including heels" Member end fi y od ,:s use. n the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -. r . astened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and firs •' -.onal o •-rtl - web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O C1 \11 0 TIMOTHY L. G, .z LaCHAPELLE Q CIVIL o. 30 •' ' • • � ,►I4 . 1 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 - RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b439b 1101 UUb- 23b(41 I-L AI*rIfUVAL MA 3 -16 -11 RT-901 3-13-07 Job rTruss I Truss Type Qty Ply LOT 10 BRADY,MA 23574F1 003 FLOOR 5 1 j Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc Wed Mar 16 14:11:59 2011 Page 1 ID:3IHYsPdVEoPI9m MHfOVTIyU7IC- t vFtODOse7B6g19tSw4mF3MvGggHINnpvLR zaLm 0-9-4 , H___.__— I - -_ 2 -6-0 __H H _- -_.___ 2 -2-0 __.. y Scale =1:23.2 I 6x8 = 5x6 = 1x3 11 3x4 = 1x3 11 3x8 3x3 11 1 2 3 4 5 7 orirmairAkep sima 2 1 12 11 10 9 3x6 = '� 1x3 11 5x14 = 1x3 11 3x8 = H ___..__ _.__ 6-1 -12 I __ 2-2-4 • I 0-9-4 I 13-8-8 I 0-9-4 12 -11-4 NIL, Ar Plate Offsets X, : 1:0 -1-8 Ed.e , 2:1- 10 -0,0 -9 -0 , 4:0 -1 -8 Ed.e , 9:0 -1 -8 Edge) V_ _ .__ LOADING (psf) SPACING 2 -0-0 CSI DEFL in .. 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 � -rt(LL 1 :-9 >879 480 MT20 197/144 TCDL 10.0 Lumber Increase YS 0.49 , (TL) -0 I 8-9 >3 — — BCLL 0.0 Rep Stress lncr YES W S W B 0.57 TL) 0.12 8 n/a /a n/a nla BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 52 lb FT = 20%F, 11 %E LUMBER �- TOP CHORD 4 X 2 SPF 2100F 1.8E RD Structural wood sheathing directly applied or 6 -0-0 oc pudins, except end verl:Mf§) BOT CHORD 4 X 2 SPF 2100F 1.8E :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4X2 SPF No.2 REACTIONS (lb /size) 8= 765/0 -3-8, 1= 765/0 -8 -12 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =0/28, 7- 8=- 106/0, 1 -2 =- 1928/0, 2 -3 =- 1927/0, 3-4= -192' 0 2 • • •=- 2750/0, 6 -7 =0 /0 BOT CHORD 11- 12 =0/0, 10 -11= 0/2750, 9- 10= 0/2750, 8- 9= 0/1840 WEBS 6-8= 4940/0, 1 -11= 0/2005, 6 -9= 0/1073, 3 -11 =- 262/31, 5 -9 =- /0, - -11 =- 1044/0, 4 -10 =- 31/103 NOTES 1) Unbalanced floor live loads have been considered for this desi. - 2) This truss is designed in accordance with the 2003 International - -si t': Code sections R502.11.1 and RB02.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fiA n I .s -d i • the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -I. I f stene. o each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagona • r - • ical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O ? N v of M4 86±.„ ::)I 4 4 TIMOTHY L. G N zE LaCHAPELLE c" o CIVIL 7 ; o. 30 ' . izip.:44 ilill . 00 16/11 Warning! — Verify design parameters and READ NOTES ON THIS AND r 1 INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 R z RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b4354 11 U1 UU5 -23b /4F 1 I- L AF-'H-(OVAL MA 3 -1 b -11 RT- 901 3 -13 -07 • Job Truss Truss Type Qty Ply LOT 10 BRADY,MA 23574F1 002 FLOOR 10 1 [Job Reference (optional) RELIABLE TRUSS CO., NEW. BEDFORD MA, 02745, Andrew Savaria 7250 s Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 14:11:57 2011 Page 1 ID:3fHYsPdVEoFi9m MHfOVTIyU71C- 1Vs8gB zUFOPxpge2SPS ?LAn75bMMKT5KVQEN5zaLme 0 -9-4 2-60 2-4-0 H 1 - j _____— - -., -_ –_ Scale = 1:30.8 • 7x12 = 2x4 3x6 FP= 3x8 = 2x4 I I 2x4 1, , x10 = 3x4 I I 1 2 3 4 5 6 7 4x4 = 8 10 >3 ___ �_ - -_ _ 1 - —_ ; - -__ /L -.. -... — �I -.__ ,' -._ .- 1I .� I o , li Ai��_ 411 70 r 17 16 15 14 13 1 z 1 a ' 2x4 I I 4x12 = 3x8 MT18H FP= 4x6 = 2x4 I 4x8 = I - 8-7 -12 14-8 __ - _H O 0-9-4 I 10 -1 -12 _ 10 3 18 -2-4 0 -9-4 9-4-8 0 -2-0 7 -10-8 Plate Offsets (X,Y): [1:0- 3- 8,Edgel, )6:0- 1- 8,Edge], [7:0- 1- 8,Edgel, [11:Edpe,0 -1-8], [13:0- 1- 8,0 -0-01, [14:0 -1 Ed e , - dqe] _ LOADING (psf) SPACING 2 -0-0 CSI DEFL 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 -rt(LL � 2 3 >710 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.48 • (TL) -0 14 -16 >399 360 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 TL) O. 1 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 83 lb FT= 11% _ LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E • • •RD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W1: 4 X 4 DF No.3 REACTIONS (lb /size) 1= 1029/0 -8 -12, 11= 1029/0 -1 -12 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =0/28, 10 -11 =- 128/0, 1 -2 =- 2773/0, 2 -3 =- 2780/0, 3-4= 7 1 -5 =- 3/•, 5 -6 =- 5012/0, 6 -7 =- 5012/0, 7-8= -4326/0, 8 -9= -4326/0, 9 -10 =-80/0 BOT CHORD 16- 17= 0/234, 15- 16= 0/4283, 14- 15= 0/4283, 13 -14= 0/501. 1 3 = 012, 11- 12= 0/2623 WEBS 9 -11 =- 2680 /0, 1 -16= 0/2635, 9 -12= 0/1799, 3 -16= -122/ 8- •• /1, • -16 =- 1595/0, 7 -12 =- 1062 /0, 5 -14= 0/1065, 6 -14 =- 201/0, 7 -13 =- 88/104 NOTES 1) Unbalanced floor live loads have been considered for this design. 1 2) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to be. n• : -te -t j• • (s r11. 4) This truss is designed in accordance with the 2003 lute a identi. ode sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Semi -rigid pitchbreaks including heels" Member end fixit • od:• was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced . 0 -0-0 oc : d - tend to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other ' -ans. 7) Gap between inside of top chord bearing and firs d( I or ve ' al web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O ��tH OF Mgk9,p CD 0 TIMOTHY L. y6 z LaCHAPELLE R' 0 CIVIL • II iz v: . i i , i i i,,Itill .111 . 1 6/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND ... !\ INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL-U454393 11U1 UU5- 2J5/4F1 FL ANI'KUVAL MA ,3 -lb -11 RT- 9013 -13 -07 Job Truss Truss Type 1Qty Ply LOT 10 BRADY,MA 23574F1 001 1FLOOR 112 1 I _ _____ _ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 s Sep 1 2010 MiTek Industries, Inc. Wed Mar 16 14:11:57 2011 Page 1 ID:3fHYsPdVEoP19m MH(OVTlyU71C- 1Vs8gB zUFOPxpge2SPS ?LAmh5bmMLD5KVQEN5zaLm 0-9-4 H H I 2-6-0 I I 140 I 160 I 0-9-4 ie 130.2 7x12 = 2x4 u 3x6 FP= 3x6 = 2x4 II 2x4 II 3x6 - 7x12 1 2 3 4 5 6 7 8 10 11 ii• ... gyp' pm • 18 17 16 154x6 = 14 12 2x4 I i 4x12 = 4x4 = 3 — 4x12 == 1.50 F 7 -7 -12 +_,,. _ 1.6-0 0 0 -9-4 { 17 -2-4 - . _ 17 -11-8 0-9-4 16.5.0 0 -9-4 Plate Offsets X, : 1:0 -3-8 Ed.e , 6:0 -1-8 Ed.e , 7:0 -1 -8 0 -0-0 11:0- 3- 8,Edge] )13:0- 3- 12,Edge], [15:0- -88,Edge], •:0- -8 dgel, [17:0-5-4,Edqe] T LOADING (psf) SPACING 2 - CSI DEFL \ \in • 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 ert(LL . ' 5 >721 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.46 ;, (TL) -0 % 13 -15 >373 360 MT18H 244/190 - BCLL 0.0 Rep Stress Incr YES WB 0.70 • . •TL) -0.15 11 n/a n/a 1 BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 76 lb FT = 11% LUMBER •' - TOP CHORD 4 X 2 SPF 2400E 2.0E • - o RD Structural wood sheathing directly applied or 6 -0-0 oc purtins, except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E :OT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W1:4X4DFNo.3 REACTIONS (lb /size) 1= 968/0 -8 -12, 11= 968/0 -8 -12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -18 =0/37, 11 -12 =0/22, 1 -2 =- 2568/0, 2 -3 =- 2574/0, 3-4= -2 , =- • c 0 .-6 =- 4424/0, 6 -7= -4424/0, 7-8= 4424/0, 8 -9 =- 2593/0, 9-10 =- 2599/0, 10- 11=- 2593/0 BOT CHORD 17- 18= 0/222, 16- 17= 0/3919, 15- 16= 0/4424, 14- 15= 0/3921 1 4 =1 921, 12 -13 =0/219 WEBS 11- 13= 0/2464, 1 -17= 0/2434, 9 -13 =- 122/20, 3 -17 = -1 , 4, 8- = -• , 0 • 5 -17 =- 1427/0, 8 -15= 0/858, 5 -16= 0/857, 6 -16 =- 307/0, 7 -15= -166/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 Intern io R..ide al • .de sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end • • I as used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 • a : fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other m. -.s. 6) Gap between inside of top chord bearing and fi . diag. .. • ve - web shall not exceed 0.500w. LOAD CASE(S) Standard O • �. I� A OF kiss O .9 TIMOTHY L. y G N z LaCHAPELLE n', o CIVIL u, o 0.30 ' • 44, e. . ,, -.., Warning! — Verify design parameters and READ NOTES ON THIS AND �`- - INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 " RELIABLE TRUSS AND COMPONENTS, INC. ILL -U454 392 11U1OUb- 2:35741 FL AI'I- <OVAL MA 3-lb-11 RT- 901 3 -13 -07 FLOOR TRUSS STRONGBACK BRACING DETAILS (REFERENCE ANSI / TPI 1) 1. Strongback bracing is either RECOMMENDED or REQUIRED as indicated on each individual truss design. When RECOMMENDED to help control bounce and vibration, the braces are suggested to be not more than 10' -0" apart for floor assemblies. When braces are REQUIRED to help control deflection, the braces shall be spaced as specified on the individual truss designs. 2. Strongbacks shall, as a minimum be 2x6 (nominal), and shall be attached with (3) 10d (0.131" x 3 ") nails each to a vertical web member, or shall be similarly attached to a vertical scab secured at top and bottom chords of each truss with a minimum of two 10d (0.131" x 3 ") common nails into each chord. The details below show strongbacks at the bottom chord but, they may be located anywhere on the vertical. Strongbacks located at the bottom chord provide additional stiffness to trusses without a rigid ceiling applied and may satisfy the lateral bracing requirements of the bottom chord and. 3. Strongbacks shall be oriented vertically and shall be continuous. Strongbacks should be blocked to adjacent partition walls. 4. Splice strongbacks with a 4' -0" long scab centered over splice and joined with (12) 10d (0.131" x 3 ") nails evenly spaced. Altemate Splice: Overlap strongback members a minimum of 4' -0" and fasten with (12) 10d (0.131" x 3 ") common nails. This can only be used when the strongback is not aligned with a vertical web member. 5. When required to be cut, removed or modified to allow the installation of mechanical and /or plumbing lines, the continuity of the adjoining floor sections shall be maintained. 0 4, ffr4 10 11 2x6(typ) STRONGBACK FASTENED TO VERTICAL WEB (2)10d nails (typ) STRONGBACK FASTENED TO 2X SCAB ISSUE DATE TITLE SHEET # Liszsi=esza FLOOR TRUSS RELIABLE TRUSS 8 -21 -10 STRONGBACK BRACE RT -25 N Q i01ENTS II TLL- 0454391 1101005- 23574F1 =L APPROVAL MA 3 -16 -11 WARNING Failure to Follow Could Cause Property Damage or Personal Injury IMPORTANT NOTES These notes pertain to the attached truss designs and placement plans The following trusses are designed at the request and specification of the customer as an individual building component, in a vertical plane, to be incorporated into the building design at the specification of the building designer. Bracing requirements shown is for lateral support of individual truss members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Design and materials are in substantial accordance with state building code's referenced edition of NDS and /or TPI /ANSI specifications. For general guidance regarding design responsibility, storage, erection and bracing, consult "Building Component Safety Information BCSI 2006 Guide to Good Practice For Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses," available from the Structural Building Component Association (SBCA) www.scbindustry.com and the code referenced edition of the "National Design Standard for Metal Plate Connected Wood Truss Construction ANSI/TPI 1" 1. Provide copies of truss designs to the building designer and 11. Contractor or building designer responsible to assure that erection supervisor. load bearing walls and foundations is adequate to support the loads imposed by the trusses. 2. Top chords must be sheathed throughout or purlins provided at spacing prescribed on the individual truss designs. 12. Camber is a non - structural consideration. Trusses are not cambered except as specified by the customer and noted on the 3. Bottom chords require lateral restraints (or alternate) as individual truss design. shown on the individual truss designs if no ceiling is installed. Anchorage and /or tie -in components are the responsibility of 13. The effect of lateral thrust/horizontal displacement of others. supports for scissors type trusses is not a consideration of these designs. The design of the truss supports must accommodate 4. CO Designates the location for a lateral restraint (or alternate) the lateral thrust/horizontal displacement of the truss. for lateral support of individual truss members only. Subject to review and approval by the building designer, this is a 2x4 14. Mitek Connector Plate Code Approval: ESR -1311, ESR - continuous lateral restraint fastened to each member with two (2) 1988, ESR -1352 & ESR -2362. 12d or 16d nails or alternately, a Simpson Strong -Drive Truss Spacer Bracer or Mitek Stabilizer. 15. For additional information refer to Reliable Trusses': Order Paperwork & Proposal 5. Do not stack construction materials on floor or roof that Placement Diagram & Notes. induce loading on truss greater than designated loads. Individual Truss Designs Other Detail Sheets as Provided 6. Except as noted on the attached designs, do not cut or alter truss without prior written approval of Reliable Truss or a 16. Reliable Truss and it's vendors reserve the right to upgrade registered design professional. the specified truss material to facilitate manufacturing without customer approval. 7. Building designer is responsible to insure that loading shown hereon is applicable to building and use. Additional Notes for Floor Trusses Only 8. Care should be exercised in handling, erection, and 17. Refer Reliable Trusses "2x6 Strongback Bracing installation of trusses. Recommendations" for additional performance related notes 9. Provide adequate drainage for all trusses with shallow top 18. Maximum allowable gap between the inside of bearing and chord slopes. end web for top chord bearing floor trusses is W. 10. Building designer to determine and transfer all gravity, uplift, = wind, seismic and other lateral loads from trusses to building foundation. • I►P� '/2 MAX GAP BEARING REFER TO ATTACHED WTCAITPI BCSI -B1 & B3 FOR IMPORTANT HANDLING INSTALLATION AND RESTRAINING SUMMARY INFORMATION ISSUE DATE TITLE SHEET # RELIABLE TRUSS 4 -26 -10 STANDARD TRUSS NOTES RT -2 AND COMPONENTS. INC RT -002 4 -26 -10 TLL- 0454390 1101005- 23574F1 FL APPROVAL MA 3 -16 -11 SHOP DRAWING REVIEW Thank you for selecting Reliable Truss and Components to be your component supplier. The enclosed drawings represent our understanding of your plans and needs consistent with the scope of our proposal and /or written contract. Naturally, plan ambiguities, revisions, and "as built" site conditions can change these needs without our knowledge. Therefore we request that you, along with your architect, engineer or building designer, review these documents and carefully verify: dimensions, loads, bearing locations, member spacing, consistence with overall design intent, conflicts with plumbing & mechanicals and, any other conditions noted. Construction should not begin until this information has been reviewed and approved as accurate The builder should understand all the relevant installation requirements in these documents and in the manufacture's product literature. After review, please initial each of the attached plans and /or calculations then check the appropriate box below and sign in the space provided. Approved As Submitted: ❑ Approved As Noted: ❑ By: Title Company Date: Customer: R.K. MILES - HATFIELD Project: LOT 10 BRADY, OLEANDER BRADY, NORTHAMPTON, MA Task: 1 FLOOR TRUSS APPOVAL SUBMISSION Date: 3/16/11 Reference #: 1101005- 23574F Designer: ANDREW SAVARIA In any case, please return one copy to our office and retain the other for your records. You will be sent a final "for - the- record" copy of truss designs with an engineers seal. We regret that we cannot accept architects or engineers approval stamps in lieu of our approval stamp. If you have any questions please contact your salesman or component designer. ISSUE DATE TITLE SHEET # NA SHOP DRAWING REVIEW NOTES RT -O pc- TLL- 0454389 1101005 - 23574F' FL APPROVAL MA 3 -16 -11 '**4 RELIABLE TRUSS AND COMPONENTS, INC. COMPONENT DESIGNS & PLACEMENT DIAGRAM FOR R.K. MILES - HATFIELD LOT 10 BRADY OLANDER BRADY NORTHAMPTON, MA 1ST FLOOR TRUSSES Submission Date: 3/16/11 SHOP APPROVAL DOCUMENTS Ref: 1101005-23574F REFER TO DETAIL SHEET RT -0 FOR INSTRUCTIONS Approved shop drawings must be returned 2 -3 weeks prior to the requested product delivery date. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the engineered wood components shown per ANSI /TPI/WTCA 4 -2002. Questions ? ?? Call Reliable Truss at 508 -99 -TRUSS (87877) or 1- 888 -80 -TRUSS (87877) Reliable Truss and Components, Inc. 1 200 Welby Rd, New Bedford, MA 02745 I T: 508 - 998 -7877 F: 508 - 995 -1724 Rr -920 09- 26-2009 TLL- 0454388 1101005- 23574F1 FL APPROVAL MA 3 -16 -11 r • Boise Cascade Triple 1 -3/4" x 7-1/4" VERSA -LAM® 2.0 3100 SP Floor Beam1FB01 BC CALC® 3.0 Design Report - US 4 spans I No cantilevers 1 0/12 slope Friday, April 08, 2011 Build 440 File Name: Lot 10 Job Name: Brady Description: FB01 Address: Lot 10 Olander Dr Specifier: City, State, Zip: Northampton, MA Designer: Bob Klemick Customer: r.k. Miles Company: Reliable truss and Components Code reports: ESR -1040 Misc: Connection Diagram Disclosure sr b d — Completeness and accuracy of input must be verified by anyone who would rely on a output as evidence of suitability for particular • • • application. Output here based on building c code - accepted design properties and • • • analysis methods. Installation of BOISE engineered wood products must be in L accordance with current Installation Guide i B and applicable building codes. To obtain Installation Guide or ask questions, please a minimum = 1 -1/2 "c = 4 -1/4" call (800)232 -0788 before installation. b minimum = 4" d = 24" e minimum = 1" BC CALC ®, BC FRAMER ®, AJS ALLJOIST ®, BC RIM BOARDTM, BCI® , Connection design assumes point load is `top - loaded'. For connection design of BOISE GLULAMTM, SIMPLE FRAMING 'side- loaded' point loads, please consult a technical representative or professional of SYSTEM ®, VERSA - LAM ®, VERSA - RIM Record. PLUS® , VERSA -RIM ®, oise Install screws from both sides, staggering screws by 1 /2 of the spacing to avoid splitting. VERSA-STRAND® VERSA -STUD® are Member has no side loads. trademarks of B Boise Cascade, L.L.C. Concentrated loads are not considered in side load analysis. Connectors are: SDS 1/4 x 3 -1/2 Page 2 of 2 l® Boise Cascade Triple 1 -3/4" x 7 -1/4" VERSA -LAM® 2.0 3100 SP Floor Beam1FB01 BC CALC® 3.0 Design Report - US 4 spans I No cantilevers I 0/12 slope Friday, April 08, 2011 Build 440 File Name: Lot 10 Job Name: Brady Description: FB01 Address: Lot 10 Olander Dr Specifier: City, State, Zip: Northampton, MA Designer: Bob Klemick Customer: r.k. Miles Company: Reliable truss and Components Code reports: ESR -1040 Misc: 0 71 v L ♦ f V 5 _- • < ♦ V s • Y f 4 s Y V V Y II IV W V M •■ ♦ 1. V f ■ 1r * V *Y ♦ WWWWWW 'V It S ♦ ♦ WW i 7 A 06 -06 -00 06 -05 -00 07 -10 -00 04 -05 -00 BO B1 B2 B3 B4 LL 1,668 lbs LL 4,370 lbs LL 7,434 lbs LL 9,220 lbs LL 2,822 lbs DL 767 lbs DL 2,056 lbs DL 2,861 lbs DL 3,998 lbs DL 1,129 lbs Total of Horizontal Design Spans = 25 -02 -00 Live Dead Snow Wind Roof Live Trib. (In.) Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 First Floor Back Unf. Area (psf) L 00 -00 -00 25 -02 -00 40 20 07 -00 -00 2 Conc. Pt. (Ibs) R 04 -05 -00 04 -05 -00 2,507 655 n/a 3 Conc. Pt. (Ibs) R 12 -03 -00 12 -03 -00 2,507 655 n/a 4 First Floor Front Unf. Lin. (plf) L 12 -11 -00 25 -02 -00 370 185 n/a 5 2nd Floor Back Unf. Lin. (plf) L 00 -00 -00 12 -11 -00 283 142 n/a 6 Second Floor Front and Babk Unf. Lin. (pit) L 20 -09 -00 25 -02 -00 727 364 n/a Controls Summary value %Allowable Duration Case Span Disclosure Pos. Moment 3,796 ft-lbs 30.2% 100% 14 3 - Internal Completeness and accuracy of input must Neg. Moment -5,667 ft-lbs 45.1% 100% 22 4 - Left be verified by anyone who would rely on End Shear -2,544 lbs 35.2% 100% 16 4 - Right output as evidence of suitability for particular Cont. Shear 4,312 lbs 59.6% 100% 22 4 - Left application. Output here based on building Total Load Defl. L/937 (0.1") 25.6% 14 3 code - accepted design properties and 0.078" 29.8% 1 4 3 analysis methods. Installation of BOISE Live Load Defl. L/1,209 (0.078") engineered wood products must be in Total Neg. Defl. U -2,025 (- 0.038 ") 11.9% 1 4 2 accordance with current Installation Guide Span / Depth 13.0 n/a 3 and applicable building codes. To obtain Installation Guide or ask questions, please Cautions call (800)232 -0788 before installation. Negative Total Deflection - 0.038" exceeds arbitrary maximum limit of -0 ". BC CALC ®, BC FRAMER® , AJST"", ALLJOIST ®, BC RIM BOARDTM, BCI® , Notes BOISE GLULAMTM' SIMPLE FRAMING Design meets Code minimum (L/240) Total load deflection criteria. SYSTEM® , V ®, Design - RIM ®, VERSA -RIM n meets Code minimum U360 Live load deflection criteria. PLUS® , A - T R VERSA-STRAND®, 9 ( ) f i i VERSA - STRAND®, VERSA -STUD® are Minimum bearing length for BO is 1 -1/2 ". trademarks of Boise Cascade, L.L.C. Minimum bearing length for B1 is 3 ". Minimum bearing length for B2 is 3 ". Minimum bearing length for B3 is 3 -3/8 ". Minimum bearing length for B4 is 1 -1/2 ". Entered /Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing Fastener Manufacturer: Simpson Strong -Tie, Inc. Page 1 of 2 Brady 4 -11 -1 ICeyBeant Village Hill 11:54am Nothampton Ma 1 of :eyBeam® 4.506a mBeamEngine 4.508e1 Aaterials Database 1271 Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: SBC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 9' 6.00" 16' 0.00" 10 50 Snow Additional Uniform (PSF) 0' 0.00" 9' 6.00" 10' 0.00" 10 20 Live / / 960 / 9 6 0 / Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 1.846" 4846# -- 2 9' 0.750" Wall 3.500" 1.846" 4846# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 1221# 906# 3625# 2 1221# 906# 3625# Design spans 9' 0.750" Product: 1 3/4x9 1/2 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10979.'# 16051.'# 68% 4.53' Total load D +S Shear 3999.# 7265.# 55% 8.61' Total load D +S Max. Reaction 4846.# 9188.# 52% 0' Total load D +S TL Deflection 0.3245" 0.4531" L/335 4.53' Total load D +S LL Deflection 0.2428" 0.3021" L/447 4.53' Total load S Control: LL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners '„ Ir / -. Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The i Job Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 704 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 14:04:58 2011 Page 1 lD: Zju275BPhIuIkMBou _gSwpyTVTQ- Wwxnk6tJRbOr1 Ffrcyiheh8DghAfelX8xFxSDAzyCzB 2 -6 -0 5-0-0 2 -6 -0 2 -6 -0 4x4 Scale = 1:9.5 . 600 12 , T1 - F1 0 ST1 81 O 4 2x4 1x3 2x4 5 -0 -0 5 -0 -0 LOADING (psf) SPACING 2-0-0 CSI DEF (loc) 1 /deft L/d PLATES GRIP TCLL 50.0 — Plates Increase 1.15 TC 0.12 V: a 999 MT20 197/144 TCDL 10.0 " Lumber Increase 1.15 BC 0.04 V- n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz ..00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 11 lb FT = 20% LUMBER G TOP CHORD 2 X 4 SPF No.2 Structural wood sheathing directly applied or 5 -0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 HO' Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 141/5 -0 -0 (min. 0 -1 -8), 3= 141/5 -0-0 (min. 0 -1 -8), 4= 244/5 -0 -0 ( 1-8) Max Horz 1= -15(LC 6) Max Upliftl= -11(LC 8), 3= -11(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except sho NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B 4ft; a ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members - fo : M S for reactions shown; Lumber DOL=1 60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom cho• • on . rren ith any other live loads. 5) H15 Simpson Strong -Tie connectors recommended to co g walls due to uplift at jt(s) 1 and 3. 6) This truss is designed in accordance with the 2003 atio ' -si. - ..e sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks including heels Member en mod - used in the analysis and design of this truss. 8) H15 Hurricane tie must have a stud inline below the tru t fort . exceeding 7:12 slope. LOAD CASE(S) Standard '', ''q''' Job . Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 703 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 - 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 14:04:30 2011 Page 1 ID: Zju275BPhlulkMBou_ gSwpyTVTO- LXFCsXYl1_ spgyWSz4C6Vn _NuPbD4da0Vu9_DozyCzd 6 -6 -0 13 -0 -0 6 -6 -0 6 -6 -0 Scale = 1.21.0 4x6 3 ' ' ' ' ' - l - - . - - „ - . . . 600 12 w 1x3 ST2 2n: -- 2 ST1 1 v / B \ 4 ° A ∎• ∎•■ �� *AAA. -* * aAA -A�..* •-a *A -a*A *AAA- * ** *AA - *A� T. *-a* & & `' ∎ e &•�.7.A■AAA-&•••. && 8 7 6 3x4 1x3 1x3 1x3 3x4 13 -0 -0 13 -0 -0 LOADING (psf) SPACING 2 - - CSI DEF (loc) I /deft Ud PLATES GRIP TCLL 50.0 ” Plates Increase 1.15 TC 0.38 V: /a 999 MT20 197/144 TCDL 10.0 — Lumber Increase 1.15 BC 0.10 V- n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz 4.00 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 33 lb FT= 20% LUMBER G TOP CHORD 2 X 4 SPF No.2 Structural wood sheathing directly applied or 6-0-0 oc pud ns BOT CHORD 2 X 4 SPF No.2 • HO' . Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 13 -0 -0. (Ib) - Max Horz 1= -48(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 8, 6 Max Gray All reactions 250 lb or less at joint(s) 1, 5 except 7 =477 8=531 , 6= 531(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except w own. . WEBS 3 -7 =- 392/65, 2 -8 =- 470/169, 4- 6= -470/169 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf' •=25ft; B=4: =2• - ve =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C - .- and -s : WFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf botto rd liv- • non.. -nt with any other live loads. 5) H15 Simpson Strong -Tie connectors recommended nect i o bearing walls due to uplift at jt(s) 1. 6) One H2.5A Simpson Strong -Tie connectors recommen corm: ss to bearing walls due to uplift at jt(s) 8 and 6. 7) This truss is designed in accordance with the 2003 Interns esi. tial Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity mo s used in the analysis and design of this truss. 9) H15 Hurricane tie must have a stud inli ow the truss. Not fo sses exceeding 7:12 slope. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 702 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 14:03:49 2011 Page 1 ID: Zju275BPhlulkMBou _gSwpyTVTQ- 2fGiFW21 hOhdFfta3zzVL8nO7tcjz2V _30jJIgzyD_G 10 -6 -0 21 -0 -0 10 -6 -0 10 -6 -0 Scale = 1:340 4x6 4 600 12 2x4 2x4 5 3 0 T1 ........, 4, I ST5 7x4 ST2 $T . 6 2x4 Sri �� $ �� 7 ? i '7 B1 _ o ►.&.&.&. �. �.∎ .& &. &. &. &.a.�.�. ∎.A. & &. &_ ∎. ∎. ∎. . 4&.♦ . &. &. ∎.aa4e,a, &. &. &. &. ∎.a. ∎.! ♦♦ • V ∎ ∎ .fit &. &. &. ∎. ∎. ∎ ♦A.A.& &. &. ■.■■ d .' 3x4 13 12 11 10 9 8 3x4 1.5x3 1.5x3 1.5x3 3x6 1.5x3 1 5x3 21 -0 -0 2100 LOADING (psf) SPACING 2-0-0 CSI DEF (loc) 1 /deft L/d PLATES GRIP TCLL 50.0 ''^ Plates Increase 1.15 TC 0.32 V• • a 999 MT20 197/144 TCDL 10.0 r Lumber Increase 1.15 BC 0.09 V- - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz ..00 7 n/a n/a '.. BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 58 lb FT = 20% LUMBER rG TOP CHORD 2 X 4 SPF No.2 • • Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 • HO' Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21 -0 -0. (Ib) - Max Horz 1 =81(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 12, 13, 9, 8 Max Gray All reactions 250 lb or less at joints) 1, 7 except 0 =4 , 13= 464(LC 1), 9= 621(LC 13), 8= 464(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except w WEBS 4 -10 =- 371/0, 3- 12=- 539/177, 2- 13=- 397/135, 5 -9 = -5 7, 6- NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf •=25ft; B =4: =2 .ve =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C - .. and es : , WFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf botto rd liv • non ,, -nt with any other live loads. 5) H15 Simpson Strong -Tie connectors recommended nect o bearing walls due to uplift at jt(s) 1. 6) One H2.5A Simpson Strong -Tie connectors recommen cone_ - ss to bearing walls due to uplift at jt(s) 12, 13, 9, and 8. 7) This truss is designed in accordance with the 2003 Interns esi._Sal Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrTPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity mo s used in the analysis and design of this truss. 9) H15 Hurricane tie must have a stud inli ow the truss. Not fo sses exceeding 7:12 slope. LOAD CASE(S) Standard ''' z Job Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 701 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 14:02:59 2011 Page 1 ID:Zju275BPh lu I kMBou_gSwpyTVTQ -V 1 FoIQRgT1 OjFz3z8T4nJbjr ?jY ?FNGdZEcfYazyD ?2 14 -6 -0 26 -0 -0 14 -6 -0 11 -6 -0 Scale = 1:43.9 4x6 5 2x4 \� 2x4 4 \ 6 600 12 2x4 TI ^ 3 ST4 ST6 £T< 2x4 2x4 \ ST2 ,- o WI 1 I m 3x4 16 15 14 13 12 11 10 9 1 5x3 1.5x3 1 5x3 3x6 1.5x3 1 5x3 1.5x3 26 -0 -0 26 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEF floc) 1 /deft LJd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 V- • ... a 999 MT20 197/144 TCDL 10.0 P- Lumber Increase 1.15 BC 0.09 V • n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz ..00 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 81 lb FT = 20% LUMBER .G TOP CHORD 2 X 4 SPF No.2 • • Structural wood sheathing directly applied or 6 -0 -0 oc purlms, except end verticals. BOT CHORD 2 X 4 SPF No.2 : HO' . Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2 X 3 SPF No 2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 26 -0-0. (Ib) - Max Horz 1= 106(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 16, 11, 1 Max Gray All reactions 250 lb or less at joint(s) 1, 9 excep - 78(L 14= 599(LC 12), 15= 570(LC 1), 16= 478(LC 12), 11= 604(LC 13), 10= 549(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less e hen s WEBS 5 -12 =- 398 /4, 4 -14 =- 519/169, 3 -15 =- 487/166, 2 -16 =-4 '' . - 11 = - 0, 7 - 10 = - 472/164 NOTES 1) Unbalanced roof live loads have been considered for thi • 2) Wind: ASCE 7 -02; 100mph; TCDL 6.Opsf; BCDL =6.0ps , .•1. : i . 6ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; for -rs - • & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom ch boa. .ncurrent with any other live loads. 5) H15 Simpson Strong -Tie connectors recommended to co truss .searing walls due to uplift at jt(s) 1 6) One H2 5A Simpson Strong -Tie connectors recommended t ect truss to bearing walls due to uplift at jt(s) 9, 14, 15, 16, 11, and 10. 7) This truss is designed in accordance wit 2003 Internationa idential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" r end fixity mo el was used in the analysis and design of this truss. 9) H15 Hurricane tie must have a stud ' e be e truss r trusses exceeding 7.12 slope. LOAD CASE(S) Standard .'q' Job Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 602 ',GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 14:00:14 2011 Page 1 I D:Zju275BPh lu IkMBou_gSwpyTVTQ -rH nQ7 ?RAKKc8ycxFzJc47oNcl CCV5r2Ld38REezyD 1 d -1 -0 -0 7 -10 -8 8 -0 -0 1 -0 -0 7 -10 -8 0 -1 -8 3x4 Scale - 1.31.4 1x3 5 6.00 12 1x3 4 T1 '- 1x3 . 3 W2 $T3 3x6 2 $T2�� `'.�• $T1 W1 ? B1 11 10 9 1x3 3x6 1x3 1x3 2x4 ,I 8 -0 -0 8 -0 -0 Plate Offsets (X, y): [2:0-3-0,0-1-4) Aliik LOADING (psf) SPACING 2 -0 -0 CSI D *el L/d PLATES GRIP • TCLL 50.0 Plates Increase 1.15 TC 0.39 V- .. •• n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert ..00 1 n/r 90 BCLL 0.0 Rep Stress 'nor NO WB 0.11 Horz(TL 00 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 34 lb FT = 20% LUMBER + TOP CHORD 2 X 4 SPF No.2 • HO' Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. .116". WEBS 2 X 3 SPF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W2: 2 X 4 SPF No.2 during truss erection, in accordance with Stabilizer Installation guide. OTHERS 2X3SPFNo.2 REACTIONS All bearings 8 -0 -0. (lb) - Max Horz11= 183(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 11, 7, 8, 9 excep 130(L Max Gras All reactions 250 lb or less at joint(s) 7, 10 - . -pt 11 LC 1), 4(LC 1), 9= 289(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less ex. sho TOP CHORD 2 -11 =- 268/33 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL�.Opsf; BCDL =6.Ops , `•1. e i • ■ 4ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; verb. - a posed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss For xposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced 1 lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed for a 10.0. • om chord live •ad nonconcurrent with any other live loads. 7) One H2.5A Simpson Strong -Tie co ors `amended + :nnect truss to bearing walls due to uplift at jt(s) 11, 7, 8, 9, and 10. 8) This truss is designed in accorda ith the 21. • em. al Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks includin els" M ber e odel was used in the analysis and design of this truss. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 601 MONO 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 13:59:42 2011 Page 1 ID:Zju275BPhIuIkMBou _qSwpyTVTQ- n7rKP335sVag6hV65bl ag225eJCEbMhdG5Ok7UzyD27 -1 -0 -0 7 -10 -8 8 -0 -0 1 -0 -0 7 -10 -8 0 -1 -8 Scale = 130.7 3 2x4 6.00 12 71 LS W N 4x4 2 `° W1 os 5 3 , armik 2x4 8 -0 -0 8 -0 -0 Plate Offsets QX,Y) (2 0 1- 13,0 -2 1_ _ -_- __ - -- _ -- - — _ - - . =---- - - -. -..... -- LOADING (psf) / SPACING 2 -0 -0 CSI D •efl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.63 V- • • '- 461 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert '4.50 4 -5 >184 180 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL ' 00 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) . • Weight. 40 lb FT = 20% LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E • HO . Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 "Except" MiTek recommends that Stabilizers and required cross bracing be installed W3: 2 X 4 SPF No2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 5= 684/0 -5-8 (min. 0 -1 -8), 4= 533/0 -1 -8 (min. 0 -1 -8) Max Horz 5= 180(LC 5) Max Uplift5= -39(LC 8), 4= -42(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less ex•, •t whe n. TOP CHORD 3 -4 =- 456/154, 2 -5 =- 607/193 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; =25ft; B=4; = ve =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end - and exp. 'd;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom ord li - . no - -nt with any other live loads. 3) Bearing at joint(s) 4 considers parallel to grain valu AN 1 ang o grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to plat - .int(s) 4. 5) H10 Simpson Strong -Tie connectors recommended to co truss •' ,earing walls due to uplift at jt(s) 5. 6) One H2.5A Simpson Strong -Tie connectors recommended t ect truss to bearing walls due to uplift at jt(s) 4. 7) This truss is designed in accordance wit 2003 Intemationa 'dental Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels' r end fixity mo el was used in the analysis and design of this truss. LOAD CASE(S) Standard .g'' • Job Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 502 COMMON 12 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 13:58:36 2011 Page 1 ID: Zju275BPhlulkMBou gSwpyTVTQ- iRsNZUFiPDG1 CYSQEks697JofihR7KIw5pPFpJzyD39 -1 -0 -0 9 -10 -4 19 -6 -0 29 -1 -12 39 -0 -0 40 -0 -0 1 -0 -6 9 -10 -4 9 -7 -12 9 -7 -12 9 -10 -4 1 -0 -0 Scale = 1'.67.3 600 6.00 125 \\ 5x8 T2 A T2 \ 5x8 4 \ `6 4x6 \ \ 4x6 3 � � m ' Ti. / W2 Y,3 W 6x10 ✓ \ �\ \ \. 6x10 2 \ ... Y. 9 m 1 . yY-1 \ m r m B1 62 LL B3 -14 13 12 11 =10 4x10 8x8 5x8 = 4x6 4x10 13 -0 -13 25 -11 -3 39 -0 -0 13 -0 -13 12 -10 -5 13 -0 -13 Plate Offsets (X,Y): [2 0 6 2,Edge1,13:0- 2- 8,0 -2 -0], [7:0-2-8,0-2-0118:0-6-2,0-0-01113:0-4-0,0-5-01 LOADING (psf) . SPACING 2 -0 -0 CSI D eft Ltd PLATES GRIP TCLL 50.0 — Plates Increase 1.15 TC 0.67 V - 99 240 MT20 197/144 TCDL 10.0 ' Lumber Increase 1.15 BC 0.48 Vert .45 11 -13 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL 13 10 n/a n/a I BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 218 lb FT = 20% LUMBER Afr; TOP CHORD 2 X 6 SPF 1650F 1.5E HO' . Structural wood sheathing directly applied or 3 -9 -14 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* BS 1 Row at midpt 7 -11, 3 -13 W3: 2 X 3 SPF No.2, W1: 2 X 6 SPF 2100F 1.8E, W2: 2 X 4 SPF 1650F 1.5 2 Rows at 1/3 pts 3 -14, 7 -10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 14= 2845/0 -5 -8 (min. 0 -4 -7), 10= 2845/0 -5 -8 (min. -4 -7) Max Horz14=- 217(LC 6) Max Upliftl4=- 110(LC 8), 10 =- 110(LC 8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less a ■ en sh TOP CHORD 2 -3 =- 1303/318, 3-4 =- 3634/591, 4 -5 =- 3354/638, 5 -6 =- �- • 6 -7 =- 591, 7 -8 =- 1303/318 2 -14 =- 1186/333, 8 -10 -- 1186/333 BOT CHORD 13 -14 =- 332/3392, 12 -13 =- 77/2431, 11 -12 =- 2431, 10 -33. • WEBS 5 -11= -164/ 1232, 7 -11 =- 920/349, 5- 13 = -1 3 = -9. ' 9 4 =- 28931286, 7 -10 =- 2893/286 NOTES 1) Unbalanced roof live loads have been considered fo esig 2) Wind: ASCE 7 -02; 100mph; TCDL =6.0psf; BCDL =6.0 5ft; : .- L =39ft; eave =5ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end ve ft an. ght exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 ottom chord live loa onconcurrent with any other live loads. 4) One H2.5A Simpson Strong -Tie connecto mmended t nnect truss to bearing walls due to uplift at jt(s) 14 and 10. 5) This truss is designed in accordan . th the Interns' Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi -rigid pitchbreaks including s" Membe xi del was used in the analysis and design of this truss. LOAD CASE(S) Standard g 1141P. cg' S t.e Job Truss Truss Type Qty Ply LOT 10 BRADY , MA ROOF 501 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Jan 06 13:57:22 2011 Page 1 ID: Zju275BPhlulkMBou _gSwpyTVTO -tCOO1 BMHgUxXJAoCuBX19WFFTIWKo _J14JTKCczyD4J -1 -0 -0 19-6 -0 39 -0 -0 40 -0 -0 1 -0 -0 19 -6 -0 19 -6 -0 1 -0 -0 Scale = 1 - .69.1 5x6 13 14 15 6.00 12 12 1 ti 16 11 T,7 10 T2 -. 18 3x6 r ',1 19 3x6 9 8 20 22 6 Lr ' I T9 w2 ST1° ' /2 9 5 j- re 4r8 \\ , T T7 0 ST7 ST7 4 ST6 6 I 24 +1 ST5 `4 3x4 3 ST4 25 3x4 2 �� T3 s, 3 26 1 ^ 71 5T2 S 012 \ 27 e , =° ST1 S71 �� \ m `9 , IA i/ I, j, u u I `' . 0 I, r, - :) E1 r+ - +1 17 - rd 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 32 31 30 29 28 3x6 3x6 39 -0 -0 39 -0 -0 Plate Offsets (X,Y)• [2:0- 2 -0 ,0 -1-4], [26.0-2-0,0-1-4] -- - _ LOADING (psf) SPACING 2-0-0 CSI D- . efl L/d PLATES GRIP TOLL 50.0 - Plates Increase 1.15 TC 0.28 V - ` n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert - ..01 27 n/r 90 BCLL 0.0 Rep Stress lncr NO WB 0.38 Horz(TL • 01 28 n/a n/a BCDL 10.0 Code IRC2003fTPI2002 (Matrix) Weight: 208 lb FT = 20% LUMBER TOP CHORD 2 X 4 SPF No.2 • HO • . Structural wood sheathing directly applied or 6 -0-0 oc purtins, except end verticals. BOT CHORD 2 X 4 SPF No 2 CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 BS 1 Row at midpt 14 -40, 12 -42, 11-43, 16 -38, 17 -36, 13-41, 15 -39 OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 39 -0 -0. (Ib) - Max Horz 52 =222(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 42, 43, 45, 46, , 49, , 36, 35, 34, 33, 32, 31, 30, 29 except 52=- 158(LC 6), 28=- 134(LC 7), 51=- 114(LC 7) Max Gray All reactions 250 lb or less at joint(s) 40, 4 38, 2 39 ex 2= 257(LC 12), 28= 257(LC 13), 43= 290(LC 12), 45= 279(LC 1), 46= 280(LC 12), 47= 280(LC } 81(L 9 =2 (LC 1), 50= 294(LC 12), 36= 290(LC 13), 35= 279(LC 1), 34= 280(LC 13), 33= 280(LC 1), 32= 281(LC 1 • (LC 294(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) • , • ss except 'en - TOP CHORD 7 -8 =- 59/267, 8 -9 =- 49/273, 9- 10= -49/320, • 66, 2 =- 16, 12 -13 =- 29/456, 13 -14 =- 26/440, 14 -15 =- 26/440, 15- 16 = -29 ' - .- !x; 17 -18= -49/366, 18- 19= 49/320, 19 -20 =- 33/272, 20 -21= -49/267 WEBS 14 -40 =- 255/0, 4 -50 =- 253/85, 24-30= - NOTES 1) Unbalanced roof live loads have been considered for this desi 2) Wind: ASCE 7 -02; 100mph; TCDL =6.0 CDL= 6.Opsf; h =25 , -48ft; L =39ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and ri ht e d ; end verti eft and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in plane of th o For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unles rwise 'cated 5) Gable requires continuous b chor ring. 6) Truss to be fully sheathed fr e f r secur raced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2 -0-0 oc. 8) This truss has been d • ' • for a sf b chord live load nonconcurrent with any other live loads. 9) One H2.5A Simpso. • conn mmended to connect truss to bearing walls due to uplift at jt(s) 52, 28, 42, 43, 45, 46, 47, 48, 49, 50, 51, 38, 36, 35, 34, 33, 32 , 30, a '9. 10) This truss is d- , ned in . -. ■ ith the 2003 International Residential Code sections R502.11.1 and R802 10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pi •aks • • Member end fixity model was used in the analysis and design of this truss. LOAD CAS nd- A• a �• Wright Builders, Inc. • r L i J E 0 C R A U\J J; U L 1 J/� r 48 Bates Street x - IV D IL�71llJJ�UU( Hw \ �J� ��IIJ�L LLI nn�111 Northampton, Ma 01060 Date 3/18/2011 fJob No. 08 -922 2011 Attention: (413) 586 -8287 Re: Fax (413) 587 -9276 CEPn OF BUILDING INSPECTIONS 85 Olander Dr NORTHAMPTON I�o Northampton, MA To: Louis Hasbrouck / Chuck Miller Northampton Building Dept We are Sending You 17 Attached r Under Separate Cover via The Following Items: r Shop Drawings E Prints f Plans E Samples r Specifications r Copy of Letter r Change Order Copies Date No. Description 1 3/8/11 Beam Calcs 1 3/16/11 1st Flr, 2nd FIr and Roof Truss Info These are Transmitted as checked below: For approval r Approved as submitted r Resubmit _copies for approval tai For your use r Approved as noted r Submit copies for distribution As Requested r Returned for corrections r Return corrected prints r For review and comment E FOR BIDS DUE r PRINTS RETURNED AFTER LOAN TO US Remarks Copy to File Signed: Linda Gaudreau ; • r v "Kt t Wright Builders, Inc. O 48 Bates Street Northampton, Ma 01060 Date 4/11/2011 [Job No. 08 -922 Attention: (413) 586 -8287 Re: Brady Residence Fax (413) 587 -9276 85 Olander Dr Northampton, MA To: Chuck Miller Assistant Bld• Commissioner Northam •ton BI• Des CgVAID tip I I al We are Sending You Attache. ■ •er Separate Cover via The Following It- ' r Shop Drawings i Prints t Plans r Samples r Specifications r Copy of Letter r Change Order r Copies Date No. Description 1 4/8/11 Beam calc for basement beam 1 4/4/11 Stamped foundation drawings showing correct address: 85 Olander Dr to replace drawings originally submitted with bldg permit application These are Transmitted as checked below: P" For approval r Approved as submitted r Resubmit _copies for approval r For your use r Approved as noted C"" Submit copies for distribution As Requested r Returned for corrections F Return corrected prints r For review and comment r FOR BIDS DUE r PRINTS RETURNED AFTER LOAN TO US Remarks Copy to File Signed: Linda Gaudreau Wright Builders, Inc. 48 Bates Street Northampton, Ma 01060 Date 4/11/2011 'Job No. 08 -922 Attention: (413) 586 -8287 Re: Brady Residence Fax (413) 587 -9276 85 Olander Dr Northampton, MA To: Chuck Miller Assistant Bldg Commissioner Northampton Bldg Dept We are Sending You l✓ Attached r Under Separate Cover via The Following Items: ✓ Shop Drawings P Prints E Plans r Samples r Specifications ✓ Copy of Letter r Change Order r Copies Date No. Description 1 4/11/11 Beam calc for overhead garage door header These are Transmitted as checked below: P For approval r Approved as submitted f Resubmit _copies for approval ✓ For your use r Approved as noted "`° Submit copies for distribution • As Requested r Returned for corrections r Return corrected prints ✓ For review and comment r r FOR BIDS DUE E PRINTS RETURNED AFTER LOAN TO US Remarks Copy to File Signed: Linda Gaudreau MEMO /t . Louis Hasbrouck / Chuck Miller C ‘.-O Northampton Building Dept. 6 4 Date: 3/16/11 , Boo �vr��csa From: Linda / Wright Builders Re: Permitting for: New House 85 Olander Dr Northampton, MA Hi Louis / Chuck, Missing from this permit application pkg are the truss and beam calc info. I'll drop this off as soon as I receive it — which should be by the end of this wk. Linda K e-ced WRIGHT BUILDERS, INC. 48 Bates Street Northampton, MA 01060 Tel: 1- 413 -586 -8287 Fax: 1- 413 - 587 -9276 2009 IECC ANNUAL ENERGY COST COMPLIANCE 85 Oleander - Page 2 to the "prevailing federal minimum standards" as of January, 2009. These standards are subject to change, and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. ©1985 -2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE Date: September 08, 2010 Rating No.: 7351 Building Name: 85 Oleander - Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 85 Oleander Dr Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7351 85 Olander PLANS 12.85 -.blg Rating Date: 9/8/10 Annual Energy Cost 2009 IECC As Designed Heating: 1567 900 Cooling: 42 35 Water Heating: 276 247 Lights & Appliances: 1279 1259 Photovoltaics: -0 -0 Service Charge: 0 0 Total: 3164 2441 * Duct Insulation R -Value Check (per Section 405.2) 511 Minimum Duct Insulation (Design must be higher): 6.0 18.2 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.297 Home Infiltration per Section 402.4.2: PASSES Duct Leakage per Section 403.2.2: PASSES This home MEETS the annual energy cost requirements in accordance with Section 405 of the 2009 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 22.9 %. Name: Josy Raycroft Signature: Organization: CET Date: September 08, 2010 Design energy cost is based on the following systems: Heating: Fuel -fired air distribution, 100.0 kBtuh, 92.5 AFUE. Cooling: Air conditioner, 30.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.65 EF. Window -to -Floor Area Ratio: 0.10 Blower door test: Htg: 4.00 Clg: 4.00 ACHSO In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore, the standard reference design HVAC system efficiencies are set REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985 -2010 Architectural Energy Corporation, Boulder, Colorado. 'Builaing Elements Type U -Value Area Window U:0.30, SHGC:0.27 0.300 79.0 Window U:0.30, SHGC:0.27 0.300 27.6 Window U:0.30, SHGC:0.250 0.300 36.4 Window U:0.30, SHGC:0.27 0.300 59.4 Window U:0.30, SHGC:0.27 0.300 43.2 Window U:0.30, SHGC:0.27 0.300 9.0 Window U:0.28, SHGC:0.28 0.280 24.0 Window U:0.28, SHGC:0.28 0.280 10.6 Window U:0.28, SHGC:0.28 0.280 10.6 Door R5 steel insul 0.168 20.0 Door R5 steel insul 0.168 20.0 Door R6.25 steel insul w/ 0.122 20.0 Door R6.25 steel insul w/ 0.122 20.0 Basement Walls Wall Superior 2 "rigd +R21f 0.023 1019.0 Wall Superior 2 "rigd +R21f 0.023 320.0 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York © 1985 -2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC OVERALL BUILDING UA COMPLIANCE Date: September 08, 2010 Rating No.: 7351 Building Name: 85 Oleander - Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 85 Oleander Dr Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7351 85 Olander PLANS 12.85 -.blg Rating Date: 9/8/10 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 41.6 26.3 Above -Grade Walls: 117.3 65.1 Windows and Doors: 140.4 107.1 Basement Walls: 88.1 31.4 Overall UA (Design must be lower): 387.4 229.9 Duct Insulation R -Value Check (Design must be higher - 403.2.1) Outdoors, Supply: 6.0 18.2 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.297 This home MEETS the overall thermal performance requirements of the International Energy Conservation Code based on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 40.7 %. Building Elements Type U -Value Area Ceilings Roof R60,CE16 ",16 -10 0.016 1184.0 Roof R25,CE,8 -, +161 0.035 204.0 Above -Grade Walls Wall R21,CE1,dbl -24 +2" 0.030 1076.8 Wall R21,CE 1,db1 -24 +2" 0.030 332.0 Wall R21,CE1,dbl -24 +2" 0.030 361.3 Joist rim /amb 0.041 131.0 Joist band /amb 0.041 36.0 Joist band /attic 0.041 80.0 Joist rim /garage 0.041 40.0 Windows and Doors Window U:0.30, SHGC:0.27 0.300 21.4 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. ©1985 -2010 Architectural Energy Corporation, Boulder, Colorado. -6 " 4 11* ENERGY STAR ENERGY STAR HOME VERIFICATION SUMMARY Date: September 08, 2010 Rating No.: 7351 Building Name: 85 Oleander - Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 85 Oleander Dr Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7351 85 Olander PLANS 12.85 -.big Rating Date: 9/8/10 Building Information Conditioned Area (sq ft): 3183 Housing Type: Single- family detached Conditioned Volume (cubic ft): 25154 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 18360 HERS Index: 52 * * * * *+ Number of Bedrooms: 3 Building Shell Ceiling w /Attic: R60,CE16 ",16 -10 U =0.016 Window/Wall Ratio: 0.15 Vaulted Ceiling: R25,CE,8 -, +161 U =0.035 Window Type: U:0.30, SHGC:0.27 Above Grade Walls: R21,CE1,dbl -24 +2" U =0.030 Window U- Value: 0.300 Found. Walls (Cond): Superior 2 "rigd +R21f R =73.2 Window SHGC: 0.270 Found. Walls (Uncond): None Infiltration: Htg: 4.00 Clg: 4.00 ACHSO Frame Floors: None Measured Duct Leakage: 228.00 CFM25 . Slab Floors: R10edge,Rl5under U =0.037 Leakage to Outside: 161.23 CFM Mechanical Systems r� Heating: Fuel -fired air distribution, 100.0 kB 4h, 92.5 AFUE. Cooling: Air conditioner, 30.0 kBtuh, .• SEER. Water Heating: Conventional, Gas, 0.65 EF. Programmable Thermostat: Heat =Yes; Cool =Yes Note: Where feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985 -2010 Architectural Energy Corporation, Boulder, Colorado. . Mar 14 11 11:1la DREW POWERS 4133690100 p.2 Entire House d 1756 49028 15.460 703 703 Other equip loads • 2506 0 Equip. @ 0.92 RSM 14223 Latent cooling 2931 TOTALS 1756 51534 17155 703 703 Bolditatic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wri Right-Suit e® Universal 7.123 RSU10D1O 2011 - Mar - 1011:4826 ._ DrevJDocurnenls\ Wrightsaft HVAC \Vllage Hill Lot 8Danielle.rup CaIc =MJ8 Orientation =SW Paget 1 Mar 14 11 11:11a DREW POWERS 4133690100 p.1 0 Load Short Form Job: 4 , tt 1 ' Byte: . -' - - - - =:'� . Entire House / V By Drew Powers Powers Air Phone: 413369 -0100 Email: powersair@corrrastnet y/E..._ For. Village Hill Lot 1 0 S � Htg Cig Infiltration Outside db ( °F) -5 87 Method Simplified Inside db ( °F) 68 75 Construction quality Tight Design TD ( °F) 73 12 Fireplaces 1 (Average) Daily range - M _ Inside humidity ( %) 50 50 Moisture difference (gr /lb) 48 24 - HEATING EQUIPMENT COOLING EQUIPMENT Make American Standard Make - Trade AMERICAN STANDARD - - Trade Model ADX2B060A9362A* - Cond GAMA ID 2016732 Coil , ARI ref no. Efficiency 92.1 AFUE Efficiency 0 SEER Heating input 60000 Btuh Sensible cooling 0 Btuh Heating output 55000 Btuh Latent cooling 0 Btuh Temperature rise 72 °F Total cooling ' 0 Btu Actual airflow 703 cfm Actual airflow m Air flow factor 0.014 cfm/Btuh Air flow factor 0.046 cfm/Btuh • Static pressure 0.02 in H2O Static pressure 0.02 in H2O Space thermostat Load sensible heat ratio 0.84 ROOM NAME Area 1 Htg load Clg load Htg AVF Clg AVF (ft (Btuh) (Btuh) (cfm) (cfm) m.bedroom 224 5650 1885 81 86 m. bath 66 1963 763 28 35 closet 50 518 101 7 5 half bath 70 1629 568 23 26 hallway 180 5007 885 72 40 liv /din 350 10461 3601 150 164 foyer 112 2004 407 29 19 kitchen 176 5617 2734 81 124 bed 2 169 5658 1573 81 72 2nd floor bath 90 3130 1190 45 54 stairs 100 1813 301 26 14 bed 3 169 5580 1450 80 66 Botd4taIc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. A* wrightsaft Rig ht -Suitee Universal 7.123 RSU10010 2011- Mar -10 11:4826 ..- Drew"Doarments \Wrghtsoft HVACWVillage Hill Lot 8 Danielle.rup Dale= MJS Orientation = SW Page 1 BOARD BOARD OF SHEET METAL WORKERS SM AS A MASTER- UNRESTRICTED TYPE DREW E POWERS M1 68 HAMILTON DR CONWAY MA 01341 -9605 787214 504 A 3/12 787214 INSURANCE COVERAGE: I have a current liability insurance policy or its equivalent which meets the requirements of M.G.L. Ch. 112 Yes! No ❑ If you have checked Yes, indicate t type of coverage by checking the appropriate box below: A liability insurance policy Other type of indemnity ❑ Bond ❑ OWNER'S INSURANCE WAIVER: I am aware that the licensee ancm not haw' the insurance coverage required by Chapter 112 of the Massachusetts General Laws, and that my signature on this permit application waivAsthis requirement. Check One Only Owner ❑ Agent ❑ Signature of Owner or Owner's Agent By checking this box❑, I hereby certify that all of the details and information 1 have submitted (or entered) regarding this application are true and accurate to the best of my knowledge and that all sheet metal work and installations performed under the permit issued for this application will be in compliance with all pertinent provision of the Massachusetts Building Code and Chapter 112 of the General Laws. Duct inspection required prior to insulation installation: YES ✓/ NO Prngrecs IncpPetinnc Tate Comments Final inepPctinn Pate Comments Typ of License: By C :.t I5 I S b ,re ",tc k_. Master Title ❑ Master - Restricted 1/4. t dw City/Town ❑Journeyperson Signature of Licensee Permit #Nl — /� 5 2 2 7 ❑Journeyperson- Restricted License Number: jf + . / Fee$ '1.S.c-J ❑ Check at www mast gnv /drl __ Inspector Signature of Permit Approval p • = RECEIVED 30`67 monwealth of Massachusetts � � � r P v City Of Northampton ¶ 25 t OF BUILDING INSPECTIONS 5 2 s ( - C) o o Z t �� , „ PTON, mAcnoso eet Metal Permit Date. - Permit # l G 2 / Estimated Job Cost: $ I 00 Permit Fee: $ Plans Submitted: YES / NO Plans Reviewed: YES NO Business License # O /36d4lf Z Applicant License # Business Information: Property Owner / Job Location Information: if ( ' , , t i �2 Name: �Y Rr r / 6 to Street: 1T 4M . (�tpj Street: 85 Oi' 9e1 Sr, Lot /6 City /Town:Cc/NW a / o / 34f 1 City /Town: NO e".4 p7DJJ Telephone: '71 - 537- .703 2.. Telephone: 4 /3 ' 6 9 00,5- Photo I.D. required / Copy of Photo I.D. attached: YES NO Staff Initial J -1 / M- 1- unrestricted license J -2 / M -2- restricted to dwellings 3- stories or less and commercial up to 10,000 sq. ft. / 2- stories or less Residential: 1 -2 family ✓ Multi- family Condo / Townhouses Other Commercial: Office Retail Industrial Educational Institutional Other Square Footage: under 10,000 sq. ft. / over 10,000 sq. ft. Number of Stories: Sheet metal work to be completed: New Work: ✓ Renovation: HVAC / Metal Watershed Roofing Kitchen Exhaust System Metal Chimney / Vents Air Balancing Provide detailed description of work to be done: NEW 1- Ouse New 'oc1 SysrtM 4' 1 Av €W 64s F'o 4✓ K d - *cN -4N) ? 4 E w.4407- r ) vc r/N6 4 4'So Fees with Building Permit: $25.00 Residential, $50.00 Commercial. Fees for jobs without a Building Permit $6.00 per $1000 Minimum fees for jobs without Building Permit $50.00 Residential, $100.00 Commercial MUNICIPAL SEWER/ AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 85 Olander Drive, Village Hill i 0 T /d Inquiry Made By: Wright Builders, 586 -8287 Date of Inquiry: 1/24/11 Reason for Hook into City Sewer System Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 1 /2 deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie -in to Sanitary Main Tie -in to Sanitary Stub Comments: f R W A f Note: If this availibility is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. /40. / John Hall / Sewer Department cc: Ned Huntley, Director DPW Louis Hastouck, Building Commissioner SEWER CONNECTION Z 26^ / l INSPECTION REPORT Northampton Sewer Department 125 Locust St. Northampton, MA 01060 (413) 587 -1570 D ate: 2/25/11 Engineering has taken ties to service Signature Type of Service: New X Renewal Repair 1 Pipe: Size Material ocation of Installation: 85 Olander Drive, Lot 10, Village Hill (Street and Number) F ermit Issued To: Wright Builders Contractor/Developer Installing Service Connection: T elephone No.: The service connection at this location was inspected by the undersigned on (Date) at and approved by: (Time) Sewer Supervisor have instructed of that the installation can be backfilled. Measurements for all installation shall be listed on the back of this form. The information shall be attached to the permit on file at the Public Works Department office. \ \Smbl \admin\Permits \Sewer Entry\Permits 2011 Sewer \S13 -11 85 Olander Drive, Lot 10, Village Hill.doc 4. The City shall not be held liable for any open plumbing fixtures below street level. 5. The applicant and/or owner hereby agrees to pay to the City any sewer use assessments or charges as may be established under city ordinance. DATE: 2/25/11 SIGNED: (Applicant) Wright Builders, Inc. 48 Bates Street, Northampton (Address of Applicant) 413 -586 -8287 (Telephone No. of Applicant) $ 500.00 inspection fee paid Check No. 037013 Application approved and permit issued: MATE: 3 7 / SIGNED: (Director o Public orks) Code of Ordinances Section 22 -41 through 22 -52 available upon request. Tie -in to sanitary main $200.00 Tie -in to sanitary service at street line $500.00 X Tie- in to storm drain $100.00 \ \Smbl \admin\Permits \Sewer Entry\Permits 2011 Sewer \S13 -11 85 Olander Drive, Lot 10, Village Hill.doc . K Permit No. S13 -1 CITY OF NORTHAMPTON, MA RESIDENTIAL OR COMMERCIAL BUILDING SEWER APPLICATION A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. To the City of NORTHAMPTON, MASSACHUSETTS: The undersigned, being the Owner's Agent of the property (Owner, Owner's Agent) located at 85 Olander Drive, Lot 10, Village , does hereby request a permit to install and Hill (Number) (Street) connect a building sewer to serve the Residence at said location. (Residence, Commercial Bldg., etc.) 1. The applicant and/or owner shall furnish upon request of the Superintendent the estimated quantity and characteristics of waste to be discharged to the public sewer. 2. "Owner" shall mean the person holding title to the property served or to be served by the building sewer. 3. The person or firm who will perform the proposed work is Duffy Willard Paving ,of Florence, Ma (Name) (Address) 4. Plans and specifications for the proposed building sewer are attached hereunto as Exhibit «A„ In Consideration of the granting of this permit, the undersigned agrees: 1. To accept and abide by all provisions of the Code of Ordinances, City of Northampton, Massachusetts, Sections 22 -41 through 22 -52, and all other pertinent ordinances or regulations that may be adopted in the future. 2. To maintain the building sewer at no expense to the City. 3. To notify the Superintendent when the building sewer is ready for inspection and connection to the public sewer, but before any portion of the work is covered. \ \Smbl \admin\Permits \Sewer Entry \Permits 2011 Sewer \S13 -11 85 Olander Drive, Lot 10, Village Hill.doc (o Ct/W • MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 85 Olander Drive, Village Hill Inquiry Made By: Wright Builders, Inc. 586 -8287 Date of Inquiry: 1/24/11 Number of Type of Single Family Type of Private Units: Unit(s): Accessory Apart. Ownership: Condo Multi- family Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: Ductile Iron Age: 2005 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 100 If done attach results Size of Service Connection 1" 3� » Suggested Meter Size: Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements of such installation shall be made with the Northampton Water Department with a minimum of wer ' days notification. All works all conform / No orthampton Water Depai talent specifications. David W. Sparks, Superintendent of Water Water Entry $200.00 Meter $150.00 Radio $100.00 cc: Ned Huntley, Director cc: Louis Hasbrouck, Building Commissioner Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. :I s '',„f_ ity kc `' V50 . -cr`) Permit No. W18-11 WATER CONNECTION INSPECTION REPORT Northampton Sewer Department 237 Prospect Street Northampton, MA 01060 (413) 587 -1570 Date: 2/25/11 Type of Service: New X Renewal J Repair Pipe: Size 8" Material DI Age: 2005 Water Entry Fee Paid: Yes x No N/A - Meter Size 3 /4" Fee Paid? Yes x No N/A Radio Read Fee: Paid? Yes Location of Installation: 85 Olander Drive, Lot 10 Village Hill (Street and Number) Permit Issued To: Wright Builders, Inc. Contractor/Developer Installing Service Connection: Duffy Willard Paving Telephone No.: 586 -1477 The service connection at this location was inspected by the undersigned on (Date) at and approved by (Time) Water Superintendent I have instructed of that the installation can be backfilled. Measurements for all installation shall be documented by the Water Department. The information shall be on file at the Public Works Department office. Permit No. W18 -11 CITY OF NORTHAMPTON, MA RESIDENTIAL OR COMMERCIAL BUILDING WATER ENTRY APPLICATION DATE: 2/25/11 if ( Applicant) Name of Applicant: Wright Builders, Inc. Address of Applicant: 48 Bates Street, Northampton Telephone #: 413 -586 -8287 $ 200.00 Entry fee paid Check No. 037014 $ 150.00 Meter fee paid Check No. 037014 $ 100.00 Radio Read Fee paid Check No. 037014 Application approved and permit issued: DATE: c3/7// SIGNED: , (I1 irector of Public W •' s) Fee Schedule: Water Entry Permit Fee: $200.00 X 5/8" Meter Fee $100.00 3 /4" Meter Fee $150.00 X 1" Meter Fee $200.00 Radio Read Fee: $100.00 X \ \Smbl \admin\Permits \Water Application \Water Permit 2011 \W18 -11 85 Olander Drive, Village Hill.doc Permit No. W18 -11 CITY OF NORTHAMPTON, MA RESIDENTIAL OR COMMERCIAL BUILDING WATER ENTRY APPLICATION A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. To the City of NORTHAMPTON, MASSACHUSETTS: The undersigned, being the Owner's Agent of the property (Owner, Owner's Agent) located at 85 Olander Drive, Lot10 , does hereby request a permit to install and Village Hill (Number) (Street) connect a 1" Water Service to the Residence at said location. (Size) (Residence, Commercial Bldg., etc.) 1. "Owner" shall mean the person holding title to the property served or to be served by the water service. 2. The person or firm who will perform the proposed work is Duffy Willard Paving of Florence, MA 01062 (Name) (Address) 3. Plans /sketch and specifications for the proposed water service shall be attached to permit. In Consideration of the granting of this permit, the undersigned agrees: 1. The Water Department shall make all taps to the water main. 2. WATER ENTRY PERMIT FEE is $200.00. 3. Additional work performed by City forces from the water main to street line shall be paid at the prevailing labor rates and cost of material. Water Meters 5/8" $100.00 Water Meters 3 /a" $150.00 X Radio Read $100.00 X Water Meters 1" $200.00 Water Meters 1.5" and above shall be purchased by the owners using city specs. 4. A fee of $100 for the Radio Read Fee with the purchase of a new meter. 5. The Water Superintendent shall be notified for water line inspection prior to backfill of trench. CLU6uj env? WRIGHT BI LDERS, INC. 037112 DATE INVOICE NO. DESCRIPTION INVOICE AMOUNT DEDUCTION BALANCE 3 -04 -11 030411- 922fire 08 -922 152.00 .00 152.00 rc ■v ' A.M P ' CHECK 3 -08 -11 CHECK 37112 TOTALS 152.00 .00 152 UU DATE NUMBER WRIGHT BUILDERS, INC. FLORENCE S AVING S BANK 037112 48 BATES STREET FLORE MA 01qC2 NORTHAMPTON, MA 01060 53 7168/2118 413 - 586 - 8287 = - 3 . * * * * * * * * * * * * * * * * p * * * * * * * * * * * * ** *One hundred. fifty -two dollars and no cen r _ DATE CHECK NO AMOUNT March 8, -2011 371 2 $ * ** * * * *1 2.00 PA NOTVALID AFTE 90 D OVER TO THE TWp SIGNA FT}tES REQUIRED O CH S OVER $5000.00 Y CITY OF NORTHAMPTON ORDER' AUTHORIZED - SIGNATURE NT u'037 1:2L18716881: 0L 25 00560611' A Northampton Fire Dept. Fees Job: Brady New House - Victorian Cottage Village Hill - Morningside (Lot #10) 85 Olander Drive (Map 31C, Lot 021) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1330 x 0.04 $53.20 1st Floor 1330 x 0.04 $53.20 2nd Floor 601 x 0.04 $24.04 Garage 530 x 0.04 $21.20 TOTAL: $151.64 Hardwired smoke, CO and heat detectors per Code in new house & garage. Building permit application pkg to be submitted to the Bldg Dept by 3/16/11. Wright Builders will drop $152 check directly to Asst. Chief Duane Nichols at Northampton Fire Dept by 3/16/11. cc: Louis Hasbrouck, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. Planning - Decision City of Northampton Hearing No.: PLN -2008 -0025 Date: January 25, 2008 (2) The Project and site plan meet the requirements and standards set forth in this § 350 -20, or a waiver has been granted therefrom. No waivers have been granted; and (3) Extraordinary adverse potential impacts of the Project on nearby properties have been adequately mitigated. The Board approved three separate house, garage, and driveway layouts for Lot 11. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 12125/2007 1/17/2008 5/8/2008 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 1/10/2008 4/28/2008 1/24/2008 • 5/8/2008 2/14/2008 • FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: 'DECISION DATE: 1/10/2008 1/24/2008 1/24/2008 1/25/2008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: • 1 1/17/2008 7 :25 PM 5/8/2008 5/8/2008 - MEMBERS PRESENT: VOTE: (rte- Katharine G. Baker votes to Grant D ILr�� V . Stephen Gilson votes to Grant Jennifer Dieringer votes to Grant JAN 2 5 2008 Francis Johnson votes to Grant George Kohout votes to Grant CITY CLERKS OFFICE . Keith Wilson votes to Grant NORTHAMPTON, MA 01060 — Kenneth Jodrie votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Kenneth Jodrie Jennifer Dieringer 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning & Development. • 1, Carolyn Misch, as agent to the Planning Board, certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on January 25, 2008. 1 certif that a copy of his decfsior► as been mailed to the Owner and Applicant • Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt. 40A, Section 17 as amended and as stipulated in MGL Chpt 40R within twenty (20) days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. February 15, 2008 I, Wendy Mazza, City Clerk of Northampton, hereby certify that the above decision of the Northampton Planning Board was filed in.the office of the City Clerk on January 25, 2008, that twenty days have elapsed since such filing and that no appeal has been filed in this matter Attest: , e / 4 ,4Gk✓ City Clerk -City of N. ampton ATTEST: HAMPSHIRE, t : i, . �1 , GLISTER MARIANNE L. DONOHUE GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. 11111•1094 allbe .11100•11•11.11111. Planning - Decision City of Northampton Hearing No.: PLN- 2008 -0025 Date: January 25, 2008 APPLICATION TYPE: SUBMISSION DATE: PR 40R Review 1/9/2008 Applicant's Name: Owner's Name: Surveyor's Name: NAME: NAME: COMPANY NAME: Wright Builders HOSPITAL HILL DEVELOPMENT ADDRESS: ADDRESS: ADDRESS: 48 Bates St e% MassDevelopment 160 Federal Street TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: NORTHAMPTON MA 01060 BOSTON MA 02110 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413) 586 -8287 (413) 587 -9276 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: Site Information: STREET NO.: SITE ZONING: VILLAGE HILL RD PV /Smart Growth Overlay District TOWN* SECTION OF BYLAW: NORTHAMPTON MA 01060 350 -20: Smart Growth Overlay District MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: 31C 017 001 Approved With Conditions - Book: Page: 09282 ,121 NATURE OF PROPOSED WORK: Construction of 11 single family homes with attached garage. These Tots will be created along a newly created street named Milder Drive. HARDSHIP: CONDITION OF APPROVAL: 1) Prior to issuance of a building permit, the following items must be addressed: a. Infiltration design behind the single family structures shall be approved by Department of Public Works to ensure that erosion down the embankment to the detention area will not occur. b. The applicant shall flag all trees for protection and those that will be removed. These trees will be reviewed by staff to ensure that appropriate protection measures are used to protect specimen trees. These specimen trees do not include the row of blue spruce behind lots 1, Z 3 etc. 2). Driveways shall ramp up to sidewalks as planned therefore preventing any street runoff from entering onto private property and preventing runoff from private property from flowing into the Wander Drive. 3).Sewer clean outs and water shutoffs will be required at the property line for each single family house in accordance with Department of Public Works requirements. FINDINGS: The Planning Board granted approval of the application based on the submissions within the application that address all the section in 350.20 and the following plans and documents: 1. Morningside at Village Hill dated 12 -21 -2007, Prepared by The Berkshire Design Group, Inc., Sheets L -1 through L -6, 2. Elevation Sheets prepared by Wright Builders, Inc. Last Revised date 12/17/07. Victorian West Elevation, North Elevation, Basic East _Elevation, Basic South Elevation, West Elevation Victorian Lot 11, North Elevation Basic Victorian Lot 11, East Elevation Victorian Lot 11, South Elevation Victorian Lot 11, Craftsman West, North, East, South Elevations. (separate set of elevations for all sheets above submitted showing depth of step backs. 3). Memo and documentation submitted by Jeff Squire of The Berkshire Design Group, Inc. dated January 24, 2008 re: DPW /OPD review comments Eastview and Morningside. In accordance with approval criteria in section 350- 20.14, the Planning Board found that the following criteria were met: (1) The applicant has submitted the required fees and information as set forth in the Plan Approval Authority's regulations section 350- 20; and GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc.. • _ I II I 1111 111111 IIIjJ HAMPSHIRE 20 0 0 0 Bk: 9394Pg: 201 Page: 1 of 3 REGISTRY OF DEEDS Recorded: 02/15/2008 09:44 AM r' DOCUMENT COVER SHEET For use with documents that do not meet For Registry Use Only document formatting standards. Information from original document takes precedence when indexing data into Registry system. THIS IS THE FIRST PAGE OF THIS DOCUMENT - DO NOT REMOVE PROPERTY ADDRESS: V 1 (- ( - /4 DOCUMENT TYPE: 0,4NN C/ + p � NAME REFERENCE: Q"' i c It m De_N i R %coo �, ._.: \ (r(,, T `� • + Lirit'7 II Z c C� 1li i�tt,tCfl =, 3 a 1 _ fVi`iJ 1Y i; ;s., 1y ,.. a7f�ct IIYr::S ' ` r f� t* "•'•• CE?:'.R i M?VT OE 3 C:•IL°ENG INSP °Ci iC NS _ ti ` 31`2 � aLu [tree_ Municipal Building � �' \ -,, _ C ^C �— IN iOR ?larthziinoton, Kass. 01060 R Scuare 2 Footage • A:�.cun t Easement @ , � 1 3° o .4> l st _ ? ccr 5o 1330 - t C,4, a 2nd _ ? cor @ -a D t t I a ©. 30 : 1/2 Floors, Attic, Garage �U 5 0 /b4- -- I r Dee vcrches 4r?"O jp____ t 9 ;. . t 1a —gr.3a [. It 1?-14 . -- 1 1 i z. 24(- �. . l< • Co (-� .-"AVy,,g;-Z AAA, I c i tztr( 0 i • (s C (, April 14, 2011 Wright Builders Inc. 48 Bates Street Northampton, MA 01060 Subject Property: 85 Olander Drive Northampton, MA 01060 Mr. Buzzell, The plans for the Single Family Residential addition dated 2 -26 -11 have been approved as noted; 1. Structure conforms to 780 CMR 7 addition 1 and 2 family building codes. 2. Energy aspects must comply with 2009 IECC prescriptive and mandatory requirements or an appropriate HERS rating. Northampton has the stretch energy code. (appendix 120AA) 3. Deck ledgers must be bolted through the foundation. 4. 5/8" drywall must be applied over the attic access stair within the garage. 5. Hot tub specification needed, requires fence or locking top. 6. Sunroom exemption needs to be submitted (found in code appendix). 7. Sunroom energy code requirements must be followed (2009 IECC) if not included in HERS rating. 8. Must be a smoke and CO within 10' of bedrooms. ' Charles Miller Assistant Commissioner of Buildings SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction /� S / u � pervisor: 2 ,,h f ,� rte, Not Applicable 0 Name of License Holder : V" 1 N, ( 1 1 t'/ f ( Q � ° C 'Gl` a -- k li D I ,e-to / License Number / lif9//7 Address Expiration Date Signature 2 Telep one 9.;Restistered Home Improvement Contractor Not Applicable ❑ W gi ( 6ti,`14 l t e 06-24- 22/0A- / a 15 3,, Company Name Registration Nymber i W Ads Ss• IVlPt --qIb Pt0P) Mk (0/. Address �f �f J p� Expiration Date �� 6 G '_7 Telephone Rto -6 �2 — SECTION 10- WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152, § 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes y No ❑ 11. - Home Owner Exemption The current exemption for "homeowners" was extended to include Owner- occupied Dwellings of one (1) or two(2) families and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts as supervisor. CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person (s) who own a parcel of land on which he /she resides or intends to reside, on which there is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm structures. A person who constructs more than one home in a two -year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he /she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House X Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors 0 Accessory Bldg. ❑ Demolition 0 New Signs [l7] Decks [Q Siding [0] Other [0] Brief Description of Proposed No v ci t,rr � (� - , , i � it ehrotret Work: 'v G - '` y,.E}./N Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing, complete the following: a. Use of building : One Family !t Two Family Other b. Number of rooms in each family unit: Number of Bathrooms a- 14- ofit pus: SCR -bute Sev►^t' - f .% s Slit o IM kikyA -- 0 A c. Is there a garage attached? 11/E5 n /I tl .., `' l S v�e�� jO' ' d. Proposed Square footage of new construction 4 2 t'E '� w Dimensions �PtQ'D r 6 V tti.-AI l wX �Pr e. Number of stories? (:" //�� f. Method of heating? tlQ+ -- pQ Fireplaces or Woodstoves .__.. Number of each g. Energy Conservation Compliance. ` � Masscheck Energy Compliance form attached? (fa h. Type of construction 5 " i. Is construction within 100 ft. of wetlands? Yes `< No. Is construction within 100 yr. floodplain Yes KNo j . Depth of basement or cellar floor below finished grade git k. Will building conform to the Building and Zoning regulations? X Yes No . I. Septic Tank City Sewer X Private well City water Supply X SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, VV I 1 L ] eg /MiW4. ( W1 , as Owner of the subject property ',` /� - �y.�� .( hereby authorize W 1`�I r l l � n to act on my behalf, in all matters relative to wo authorized by this building permit application. Signature f Owner Date I V P ;6 - &lll lip `, t , as Owne Authorized Agen hereby declare that the statements and information on the foregoing application are true and accurate, to the best o , • • - age elief. Signed under the pains and penalties of perjury. g t 't- • Print Name .. /� Signature of 6wner /Agent `/ 7 Date 4 e e'r 1330 SF 6.1a-km 5'30 s ,s1- 0.A b 1330 SP leyietiwt C 39 o SP ft,001- f CF sc„4 -Po- i uj ', f'n / ` - PA-r o D s f t /aC /tte. Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled • ry Building Departmen Lot Size Frontage Setbacks Front Side L: R: L: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved parking) # of Parking S . • • s Fill: v me & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW 0 YES sg ev — t gesketit, IF YES, date issued: (toeti ;e,Qp IF YES: Was the permit recorded at the Registry of Deeds? Kt.f/o - A — iftte , steD) NO 0 DONT KNOW 0 YES IF YES: enter Book 69 39 Page c )--c and /or Document #' 6300 B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained , Date Issued: C. Do any signs exist on the property? YES (J NO i►®! IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES Q NO IF YES, describe size, type and location: '+ E. Will the construction activity disturb clea ing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES s+® NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. ST Mi J -- P N) ri' ti.kr a fkiN [ el) t'f V i UcA -�' - Ek - �'U- /1--0 f- Sw Spar •� `� - t `f P.>-s Retti e g ey eA.44, h`R-e 1'(-0 t v e &el) vPw 0 14 4-1D -9 Jog. -- • Department use only o orthampton Status of Pemut: RECEIVE _ . • ing Department Curb Cut/Driveway Permit 2 2 -in Street Sewer /Septic Availability Wit t 6 6111 Rom 100 i/tlater/Well Availability North- pt • n, MA 01060 Two Sets of Structural Plans • • • • - t,_ 12.0 Fax 413- 587 -1272 Plot/Site Plans • =- .0v gw1DIN61N �� 1iU►oloso Other Specify 'APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION (/o /0/ M o ANi N 0 t›E, V �'�(,h- fh�lf✓L 1.1 Property Address: This section to be completed by office gs. t r6A {> . Map Lot Unit No ( _)-1 f 7o ci% A A v` P( Zone Overlay District M IK 1 i I j l o't Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: Wi '4 11 - r eVt / M AA IC L 'P `ft g £r7 1v O R-N- PTbr4 Ime(Print) Current Mailing Address: et Telephone Signature 2.2 Authorized Agent: (Pa - 11 gv / libel - S 1 - .� t f d elm -cr 1 /U o Jp— �1+,A1 - iorb Name (Print) Current Mailing Address: f , Signature Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building 51. 1 u I (� i fif (a) Building Permit Fee 2. Electrical 11>i / 9›. (b) Estimated Total Cost of Construction from (6) 3. Plumbing �` j 5 / 3 y[ Building Permit Fee 4. Mechanical (HVAC) It 9 • /b 1 711 5. Fire Protection 6. Total = (1 + 2 + 3 + 4 + 5) 4 )...4 t ?7 a^. — Check Number 3, f4/ #ta �rQ This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2011 -0727 APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) PROPERTY LOCATION 85 OLANDER DR - LOT 10 MORNINGSIDE MAP 31C PARCEL 021 001 ZONE PV(100) / /SG a/SG b THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out t39/7/ . / d 91 .. Fee Paid Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 84280 3 sets of Plans / Plot Plan THE FOL TION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ATION PRESENTED: pproved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission _ Permit DPW Storm Water Management D-: : ''o. Delay diP � 4 4-- / ( / - (( "atture of Building Officio Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. 85 OLANDER DR - LOT 10 MORNINGSIDE BP- 2011 -0727 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31C - 021 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: New Single Family House BUILDING PERMIT Permit # BP- 2011- 0727 Project # JS- 2011- 001208 Est. Cost: $263722.00 Fee: $1296.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft.): 6795.36 Owner: WRIGHT BUILDERS Zoning: PV(100) / /SG a/SG b Applicant: WRIGHT BUILDERS AT: 85 OLANDER DR - LOT 10 MORNINGSIDE Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON:4/15/2011 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W /ATT GARAGE POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building $1296.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner