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31C-022 (3) INTERSECTING WALLS - Overdig 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". 4 • 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�/. • Use construction adhesive between the s8 plate II 11 L and top bond beam of the Superior WaIL • Build the support beam (2 x 10 sill plate and two 2 x B's) 2' -0" past each and of the opening • (2z4) Every 2 -0' O.C. without splices (see details below). (244) Every 2' - 0 . O.C. Intersecting Pt ywooe sub Floor .Use 112" bolts in every hole; 2' -0" OC through Plywood Sub Floor Superior W al "---- the bond beam. So= odo g sOrid Blocking Rim Joist ll Maxxrwm 5.0 ° 2 - (2x8) Beam II Floor Joist Beyond — ro non ecemg (ale) s:plera 1� � ? q i 1 1� 1. p► 1► Bona Beam I I ��E i i u Z / /� i'f/i1 ► sal Plate eat 1' � / I l� - - --M 1� =r ;• • • . ~: Se Plate Bat Bond Beam > Sal Plate Bolt �i .Pri Lr p I (2x4} Nailed Through Floor Joists Beyond J 1lr 11ll 2 - (2xa) eeam subaoor at Sala Bloc r 11 r- 11 =r =n� !ll\ - I:lf 7 &. 711=1 n� (2x10)Si 11� 11=11= 1. �i, ►' 1 g JI= t . t 1. i :∎ 1= I .11-11- r - 0 0 1 , E MI 11111 II= : 11 =.n =1� Il=1� =L Bond Beam ' I 1t - 1r =1 1- l l — Il — il = 11 = 11 =b. er n 1 = li=lin Q =n r� f�, I I l r i t 7r lull 11 Q. ' I .1T IIt =11 11,1r- `[- IC - eILJI Jl n u r Jr "- e - V n, boa I �r > � t � Il n 1r 1r 7t �1r r 1 =n -`n 1r % - i 1111 11= 1 — 1—n. l �1r=lr�=J r a ._ °7►� I 1 f// =u—!_!—n. — — u —u.. g u g u- -u =u— u— JL „.... ll—IL egg llIl—ll-71 JL—D-O—IL— J1=n— J I=J = I = = 1L =1L 1 :=1 =1l 11=11=1 = =11= I 1 =I1 =11 = —I= 1� I.n�11J1� ' � -1 = c 1 1 1=1 I _i7�=„ I 04 m INTERSECTING WALLS - Excessive Overdig Procedure a a (Builder Guideline Booklet - Pg. 13. Fig. 4) a o • When an overdig is more than 5' -0", an m — t m c 5 intermediate support column is required unless — c O E — $. E ° o O project - specific engineering is provided. m x FE 2 SI 2 2 1 E m 8 E _ m 3 m ! rn li .2 1, 11� II II w ll`l. w 1- �_ 1 1 roll • Inter W 0 Supe it Superior Walls rior Wag ar. ,nraHer +o.0 Maximum Orerdp span With one sawon l VL -ET AV Max�n,ppsa p I Ofr I PS IE, NY 12601 5, Maxanum - - - - _ (845)4 -40 33 68 IO OUGHKEEP F ax:(845)465 -2501 il E -mail: info @ swhv.com Website: www.swhv.com v ASS X14., ` t o I I 4 BUILDER: - " ,;: ' WRIGHT BUILDERS , I _ i r u=u= u =g a — r= u = I ►r. =lam II II I III 48 Bates Street i 71 - - 1 gii = Concrete ° "�° n � ° � Northampton, MA 01060 s lj == I ll n 11 =1 �Ii_r— [ p Joists Parallel Joists Perpendicular 11. 11 11= =t1 JI=u h. = 1- 1! =Jr= (Fig. 28) (Fig. 29) PROJECT: 1—:111 F s� � i �.1 L ,1, l r r i tI =I — _ =11.1,, KELSEY RESIDENCE f B 5 Pad sve F Membrane LOT # Drive I I 1 = n = .nom - =1f s O thamp Northampton, 1 =II=miror = II =lf 7r � ••••••••••••••;�,••r••••••••••; Northampton, MA I1r_ r 7 — .iL a u .0 u ti u, l ira ti it I v�ym spa 71 cCIC= — 11 = u Ir ` i► .'L �L'��r i': i n u n'L�."u r u n =IC ne J= = =II — — ,I1F-1 JL Il lI 1 1r=J1= JI J1 Ir JL J 11 =IC 11 11 IL 11 DATE: REVISED: n. Jl n u= 11=1=4 r11:1 —u=4i a n g u u. A A il=nV1r Il a=n =r lr a e ` n =u- I -r - L-1 g g =r — l - n = =g u n n -u ,1 = n - 1r nom n 1r. 1r - - 1� g = - ni1= — rr AIIT nom n =n =11 1 eTrwiT t --rr =1 u— _ -4=fir-- Ir= 11=r =Jr 1 03 -07-11 03 -14 -11 ffrA- 4 e . � ° ` 1 � DRAWN BY: SCALE: ., PDA None PROJECT NO.: SHEET NO.: Q16571 5 of 5 SUPERIOR WALLS PRECAST SYSTEM Floor Connection: Joists Perpendicular to Superior Walls Floor Connection: Joists Perpendicular to Superior Walls Modular Connection CONSTRUCTED ACCORDING TO NATIONALLY RECOGNIZED STANDARDS (Builder Guideline Booklet - Pg. 26, Fig. 16) (Builder Guideline Booklet - Pg. 27, Fig. 17) (Builder Guideline Booklet - Pg. 33, Fig. 25) Framing Strap Requirements (Table 5) I s - • Construction adhesive is recommended between Framing Strap. Hi 1 Bhp:, r , : Toe Nall Each Joist F \` the top bond beam and the sal plate. Backfill Height Framing Strap Spacing N \t i..y pl 1\ R „,1,,,, Using 2 - t6d Nail or let twF k r y .. , . :,,:, I gaoMing to code ' Il 11011,...„.... • Use SWA modular straps where it is difficult to nod 12'x54. fists to the sM to 32" 0.C. ," :du•l3uH.•l „ - ..." 401 1 eat�z4•o.c. PSIS plate ' ' ”' " 1 `O ` • The Framing Strap lees between the band joist and Toe Nail Real Joist veto tit, Jlt '• 2 -160 Node «Acwrd to Code 0' -T6' 48' 0.C. +k I t' s,:d II,e : 1 , sill plate and is fastened with 1 - 1l2" galvanized H T xI .r 1 .Arc. \ ''� ®- nails provided. Use 1 nail in every hole of the Tre Framing Strap . Nail Me Framing Strap to sill plate (6)tNesTgh th [ 1 :F e , Simpson Strang -Tie DSinstall before setting the stNClure. Plywood Into Said Blocking 1? \ O ' install per manufacturer recommendrecommendationrecommendations ons A Constriction OR Aenasive b Top 4\0 / Surface of Bloating for Finished Modulo. Floors. l l _ l N 1 I'FI` I.,il.,:: , .ty fl i `/ poly 1�1 © 11 \ 1 it l - - 44 s.n ( Framilg sstep 1 II Ilt� h� Il� Gn...; P.,. , ♦a... s / SICd S:.! LxT nx / Treated 5a Plate Top T Bond Beam Hock Ior 0mnss ■:.d P >:rx,E -fir_ 111 1 Framing strap '; \ P/ Floor Connection: Joists Parallel to Superior Walls Floor Connection: Joists Parallel to Superior Walls o ,.a• t \. R:vaneJ 5 (Builder Guideline Booklet - Pg. 28, Fig. 18) (Builder Guideline Booklet - Pg. 29, Fig. 19) - f oo.:d:tk *n Fastening Schedule (Table 4) of trench < I) Marl in End e S Brace f h t l +-v Securely into the Sal Plate IJ /t d Solid Minimum Distance Ili) - tOd Nail Through (2x6) End Sift Plate Brace 8 Block Number (Minimum 5 - led Naas) s ` sa _ c H 1. I r Backfill Heigh Plywood mmSold elparkg was eras ` Daylight Basement / Above Grade Walls (Frost Areas) Bolting Spacing Blocks Repaired or Blocking „ , Ids: OR Framing Strap May Be Required Crushed Stone Trench Footing Apply Con:Ans . Adhesive to Top -- (T - -'' e'' .. 24 O.C. 3 for Joists over Surface of Bbckkg fa Finished ♦ for Modular Wns 7.-6.-9'6- - (1)t/2 " Bale 10' High 5-0' Modular Floors. �`�, � � \,Iii 3 Ns. - I ''. " - +te r 1/2'x51/2' •• s;, l 24" O.C. 1 from the 2 for under , ` Bolt @ 24 C. . T-e - 9'-6" 4'-0" I ie (rushed Se h ` ( ' , Use t N in Eacn Hde • st be in virgin soil. (Bottom and both sides.) i ; Fume (1) 1 /2 ' Bolt interior of each 10' Hgh s� ° 4 Mu Wa Oi � or tna Framng strap Ile h \an.� N.T \pPhc'run) corner eland' 48' O.C. `yd++d ''' Beam Bearing / Holdown (1) 7/2• eon • Provide an outlet (4" pipe) to daylight or to a sump pit '' simpson s1ra,Tle DSP with pump. (Do NOT place a continuous pipe in the h,..1aa par ,r,,,,,, ,,,e, ,�mme,wm;o„ trench due to the possibility of pipe crushing wh Amour! OSaDeena, O ca censer a.. As or Pa pei Times � , ,ewd" h could cause wall settlement.) Reese. (s Dd Naas Through O �� v ` • Trench must extend below local frost depth, as shown. E -, 4,,,,,,,,w“, 4,,,,,,,,w“, e s co n•eo, i8 1f4' I P Into Solid Mocking as I Vie' 4 �/ • Filter Membrane per code. `•�� J!r .4: .. : ; . :';'4 . . " : • 4 - l � q � � l u �� l �� With rs 36 ". C 1 _ I ��JI��JI..c, , $ I l • d / t III�II -11 IL II II —1 1 1� O ` • F01 trench with 1/2 - 3 clean crushed stone; v i n a I m I I • II� Be m M / I I 11 11= I I I 2 : ' a l 4e• � c said Blocking ( 8" lifts with a plate vibrator. The top 4" - 6" must be 1! 1 I 1216) EM Watt Bracing )- tgd Naas •C over the exposed s to n e s o the exter o of the wag I IA I I I I� I f� s ° "le °"•`a Amour! �,+� Treated tool III III II J olt with backfiN or patio! sidewalk rgnstruction; property U I I 1 1 I I " x• i: ` ' � / sloped to dram away f om the wall. _ I I I -1 = 1 fl - y t F ourm • Bend slab connectors into concrete Rom pour. — ^ - - -. - F ^= i q <' ' { r • Install a backwater valve to prevent the backtbw of I I I I— I I I I1 I1 _Ht. L ,4 1 r f moist air into the stone footing area which will reduce - ' the likelihood of excessive interior humidity. Concrete Slush F4o , ewe. wen st 1 24.O.C. H_ Mini tra DisfanCe -- Q Insulation P m Table b • 1 1 4 Superior Walls _ doe Edson Valley \ 68 VIOLET AVENUE iD A A _ POUGHKEEPSIE, NY 12601 , (2X6) End Wall Bracing (845)485 -4033 Fax :(845)485-2501 (2X6) End wall Bracing E - mail: info@swhv.com a II = Website: www.swhv.com ee @ 12' o.C. BUILDER: EA °R , . _ ' WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 TOP CORD BEARING TRUSS o , PROJECT: KELSEY RESIDENCE • ,p,,,. LOT # 11 • I Olander Drive SECTION A-A Northampton, MA VIEW OF SOLID CONCRETE POUR AT BEAM 8EARINGIHOLDOWN DATE: REVISED: s, 03 -07 -11 03 -14 -11 41101 1 . ; :\ '2;, ---. 1- a , DRAWN BY: SCALE: `�' PDA None PROJECT NO.: SHEET NO.: Q16571 4 of 5 f f f j j y I 4 &1/, �-�w / � 1 1 / fit „-------- \ � � i' � • �A / ---- ---- ,,,,,.,,,,..d. ' �r Z / � �,� Superior Walls �;\ i \ i i v � / a Me Hodson Vallee 9' - "- /� I i ,.1 6' 68 VIOLET AVENUE j � , � i 6 . �' POUGHKEEPSIE, NY 12601 / f \. / �,� i �/ ? (845)4 -4033 Fax:(845)485 -2501 / /` f '�. ( �" p P - / ! E , I E -mail: info @swhwcom Y' �'\ i /�' 1 / ''''>" , ; Website: wwwswhv.com \ \ yam .- // BUILDER � �; / 1 1 WRIGHT BUILDERS r� \ 48 Bates Street \ f. / \mss Northampton, MA 01060 i ti a . 6. J \ /j f �� PROJECT: KELSEY RESIDENCE � ` \ % .,' LOT # 11 i Olander Drive Y Northampton, MA 5' if, � 1+ r ! ! ,� DATE REVISED' 1 03 -07 -11 03 -14 -11 -........, i -.... \ / + , ' ' DRAWN BY: SCALE: 'r 3 PDA None PROJECTNO.. SHEET NO L._ Q16571 3 of 5 48' n, ""*. Al — 12' 30' NOTES: A. >ENTRY DOOR CUTOUT 3' -6'11 x la' DEEP 1'10' 1 •...•.•.•.•.•.• % . C. >ENTRY DOOR CUTOUT 2`2' . E 3'-4'W x ' IMP • • D. >EARA6E DOOR CUTOUT • • 9' -64/ x 10' DEEP • E. >WALL SUPPORT CUTOUT 2 10 x 4'-0 DEEP • 6. >NALL SUPPORT CUTOUT • N 10 x 7'- 6 DEEP • • CU • C N. >WALL SUPPORT CUTOUT • • • 6•w x 4' -6' DEEP • : : BOXED DIMENSIONS TO BE • - - - -- - - -- 2 9' 1 3/4' - - -- - - - - - -- VERIFIED /PROVIDED BY OTNERS • WALL THICKNESS a 10 1/4' • to . .... —) 1 ; : FROST PROTECTION 23 3/4 , _ BY OWNER /CUSTOMER INTERIOR BEAMS 1 COLUMNS / FOOTINGS SUPPORT LEDGE PER ARCHITECTURAL PLAN (BY OTHERS) 9_112' TALL DOWN 8` -2 1/2' FROM T.E'f.W :•: • - I..• CIJ ? C' Superior Walls ■: ;i. / % erne Hudson Vann .•� ,:, 68 VIOLET AVENUE 18'10 1 t / '.• 4' •.• POUGHKEEPSIE, NY 12601 ,* . (845)485 -4033 Fax 5)485 -2501 ' n az:(84 1 $ l l l l E -mail: info@swhv.com SUPPORT LEDGE .s. W mail: wwwswhv.c°m AT END DE PANEL BUILDER 2 9 1 TALL '� WRIGHT BUILDERS f., G H DMA 8'-2 1/2' o: N 48 Bates Street .�� .• , • "° Northampton, MA 01060 ,...,_,•,:.•,.,•,:.•,:.•,:,• FROM LTV. .il A SEAL ON THIS PLAN CONFIRMS THAT CUSTOMER RELEASE THIS SUPERIOR WALLS FOUNDATION IS FINISHED END % : s CVO *V`•' ♦ «VY � WW4r4..... `WW W.....` r....l�• ADEQUATE TO SUPPORT THE STRUCTURE ABOVE ' •.� t ► h�.� R t.� t �.1 t.� �. ♦.E �_f ►s.� i 1 +. •.f �.f_` The attached drawing was created from __ _ ___ _ _ __ _- J PROJECT A information and dimensions provided by KELSEY RESIDENCE 4 t t 4 �"" th customer /builder. Superior Walls of LOT # 11 1 d r 8' the Hudson Valley is not responsible .•�„�N' `i • , Olander Drive for deviations from the Blue Print or 18' 24' L O ' information provided by customer /builder. Northampton, MA I have reviewed the attached drawing(s) . - 7 ' , a DATE' REVISED: and all of the dimensions and objects therein; r" 03 - - 03 - - r._..__ - - -1 = CXIl 9` -0' TALL PANELS / T.0.1,/, = 0` - 0' / B4O.V. _ -9` -0' I understand that the Superior Walls will be NOTE TO OWNER. THIS SHOP DRAWING SHALL BE REVIEWED custom manufactured per this drawing / ¢ . AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO ' '! 41! III. = (XI] 8`-2' TALL PANELS / T.ELW. = - 4'- 6_1/2' / 13,0N. = -12'-8_1/2' especially for me. Therefor having reviewed .ga FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL �''`�' the drawing and all of the listed dimensions, VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF I accept full responsibility for any and all WALL ELEVATIONS. LEDGE ELEVATIONS, LOAD CAPACITY OF r :74117:7 1 = CXI] 8'-2' TALL PANELS t' T.O.V. _ -5` -0 1 / 2' / B4O.V. _ - 13`- 2 -1/2' measurements and information provided by `'� DRAWN BY: SCALE' WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. - me. ��, 1,-', OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL fir. „..,1-,-40 PDA None PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. =• == = ER -5] 8' -2' TALL PANELS / T.O.W. = 0` -0' / B.O.V. = -8' -2' X 1 H PROJECT NO.: SHEET NO.: PLEASE MARK CRANE LOCATION(S) WITH AN "X.• Approved Date Q16571 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 -9004 [4 -30 -2007] Site Preparation Guide: Superior Walls Builder Guideline Booklet MAN 42 -9000 [January 2008] 2 of 5 - Plan View (Foundation) 3 of 5 - Plan Veiw (Foundation) 4 of 5 - Isometric View 5 of 5 - Isometric View WALL MATERIALS Concrete Compressive Strength: 5,000 PSI - Water /Cement Ratio: <— 0.40 Reinforcing Steel: No. 4 and larger - 60,000 PSI No. 3 and smaller - 40,000 PSI Secondary Reinforcement: Polypropylene Fiber DAMP PROOFING Embedded Wood Blocking: Preservatively Pressure Treated DOW Insulation: R -10 (Xi) Superior Walls are recognized by the ICC -ES as an alternate method of providing foundation wall damp proofing. No additional damp proofing is required. GENERAL NOTES (See ICC -ES Report ESR -1662) 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 6 and 7 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. 3. Builder shall establish the required elevation benchmark. requirements, the framing /decking 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 Mee loam Vain INSTALLATION NOTES 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 1. Installation shall be supervised by a Superior Walls certified installer. (845)485 -4033 Fax:(845)485 -2501 E -mail: info @swhv.com Certification is obtained through Superior Walls of America, Ltd. Website: www.swhv.com g P BUILDER: 2. Installation shall comply with Superior Walls of America's Installation Manual (8- 17 -06) WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT KELSEY RESIDENCE LOT # 11 a . Olander Drive ,: • Northampton, MA ` :,! DATE: REVISED: ;' 0 4 03 -07 -11 03 -14 -11 .iitiol v;)/44‘4.....4.; NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO 1 FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL 4 DRAWN BY: SCALE: VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF -` WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY OF PDA None WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. A SEAL ON THIS PLAN CONFIRMS THAT .1 OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL THIS SUPERIOR WALLS FOUNDATION IS PROJECT NO.: SHEET NO.: PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. ADEQUATE TO SUPPORT THE STRUCTURE ABOVE Q16571 1 of 5 / ' ( 1 CITY OF NORTHAMPTON, MASSACHUSETTS LOCUS NOTES: PLANNING BOARD APPROVAL NOT REQUIRED c 1. OWNER /APPLICANT: HOSPITAL HILL DEVELOPMENT, LLC UNDER SUBDIVISION CONTROL LAWS. 0 0 0 a,,, c/o MASS DEVELOPMENT FINANCE AGENCY 1441 MAIN STREET SPRINGFIELD, MA 01103 a g, REMAINING LAND OF 1� bb 2. LAND IS ZONED PLANNED VILLAGE -PV, AND IS IN THE SMART GROWTH SUBZONE ' a' p CA tO Po y -- LOT 13 -A (REV) w. - � OVERLAY DISTRICT. ,y • a -- ""'a 1 3. FOR LOCUS DEED REFERENCE; SEE BOOK 6925 PAGE 302; PLANBOOK 216 PAGE 71 -85; N 1-+ 0 e PLANBOOK 218 PAGE 25; PLANBOOK 221 PAGE 96. ,4 N 0 ‘." t 4. FOR NORTHAMPTON ASSESSORS MAP REFERENCE: SEE MAP 31C PARCEL 17. H P=C. Z 5. THE PREMISES SHOWN ARE SUBJECT TO AND /OR TOGETHER WITH THE BENEFITS OF ANY AND ALL EASEMENTS, RIGHTS, CONDITIONS, COVENANTS, AGREEMENTS, RESERVATIONS AND o i RESTRICTIONS OF RECORD, IF ANY ARE IN FORCE AND APPLICABLE. E N 6. SEE EASEMENT RIGHTS TO VERIZON NEW ENGLAND INC. IN BOOK 9558 PAGE 342. DATE: d a- LOCUS PLAN I REPORT THAT THIS PLAN CONFORMS TO THE TECHNICAL AND PROCEDURAL NOTE: PLANNING BOARD'S ENDORSEMENT IS v STANDARDS FOR THE PRACTICE OF LAND SURVEYING IN THE COMMONWEALTH NOT A DETERMINATION THAT THE LOTS tH DF •F M ASSACHUSETTS; I REPORT THAT THIS PLAN HAS BEEN PREPARED IN N A ARE MINATION LOTS. FORMITY WITH THE RULES AND REGULATIONS OF THE REGISTERS OF DEEDS PAUL ` E COMMONWEALTH OF MASSACHUSETTS; \ RESERVED FOR REGISTERS USE ONLY LUSSIER No.29648 03/08/2011 _ co a , AUL R. LUSSIER, PLS 29648 DATE \ 4,.... v uw \ z \ � a �' 1 ' a N. r FORMER LINE AS SHOWN \ ➢ U ps S 7 :4 74. IN PLANBOOK 221 PAGE 96 n puhe \ z aNA4 '9)-5'44 50' _ \ 521 ' 36'28 "E — v -- -- -- -- 31c -on i ` 86.76' - 68.39' 4tt REMAINING LAND OF (� 1 LOT 13-A 'REV Z�// 2,384530 S.F.* 70" BEECH c 54.741 ACS.* S66 36'28 "E 1 N I ° � HOSPITAL HILL 16.97' 31C -021 1 31C -020 ° a p o DEVELOPMENT, LLC O O BOOK 6925 PAGE 302 O O Z 31C-022 O g o aci NOTE: o W LOT 11 —REV O Is LOT 10 see PLANBOOK 1 218 P 25 a s q m 4 MAP/PARCEL 31C -022 W 9804 S. F f 0 EXPANDING BY O ? a 3 2328 SFt o ° a (0.225 ACS ±) C ~ V , 1 ' S MAP/PARCEL 31C -017 N r7 v l REDUaNG BY :V 2328 S.F.& O Z c0 U .� (/) J 0 17.52 - \ � ` 18.00 � 98.76' . - - - - _ _ w d. q-- N2136'28"W w _ 0 I < (i) Ld Ol 5 w LI o J 1 Q. Z J ......) o _ ,� C:1.. Za_ O , 0 Q (S ---- 20 0 20 40 60 80 Li_ Q o , ,+ F- v I 1 I I I Z I O °w a_ - - Z U) 5 0 5 10 20 METERS Q 0 W 0 a. Z a 1 \ / l J Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property - 4 - 1 3 Center plate on joint unless x, y offsets are indicated. 6 -4 -8 dimensions shown in ft - in - sixteenths Damage or Personal Injury WEE Dimensions are in ft -in- sixteenths. 1 (Drawings not to scale) Illgb‘, Appull ly plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fy embed teeth diagonal or X- bracing, is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer. For 0 - /16 " 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator AllillE1111 bracing should be considered. O ill ■_� 4 3. Never exceed the design loading shown and never 1L\lipilp% stack ma terials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer erection supervisor, property owner and plates 0 'n d' from outside U all other interested parties. edge of truss. o 5. Cut members to bear tightly against each other. C78 C6 - 7 C5 6 p_ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully. Knots and wane at joint 8 7 6 5 required direction of slots in locations are regulated by ANSI /TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPI 1. `Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non consideration and is the width measured perpendicula 4 x 4 NUMBERS / LETTERS . responsibility of truss fabricator. General practice is to tO slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that �i j� Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 43, 96 31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, or Eliminator bracing NER -487, NER-561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 1 Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTekOO All Rights Reserved approval of an engineer. ■1111111 reaction section indicates joint 16 17 = 1111 . 111 IIII number where bearings occur. M=_ 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable _� environmental, health or performance risks. Consult with Industry Standards: ANSI /TPI l : National Design Specification for Metal project engineer before use. 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ■ a and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, ' e 20. Design assumes manufacture in accordance with . Guide to Good Practice for Handling, POWER TO PERFORM. "" ANSI /TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08 Job Truss !Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 1 117830493 23573R 1509 ROOF TRUSS 1 1 • _ l ,Job Reference Loptonalj.. RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, 7.250 e Jan 28 2011 MiTek Industries, Inc. Mon Jun 06 10:23.41 2011 Page 2 ID: 1WyBAdy4sQ9kVCvNCeSglVzpH30- M12vhAaRRcl2atSlJYuz8QQOdd5T6Whxf _hipez91SO LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -3= -128, 3 -4= -120, 4 -5= -128, 5 -8= -120, 7- 13 = -20 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 = -28, 3- 4 = -20, 4- 5 = -28, 5- 8 = -20, 7- 13 = -40 3) C -C Wind: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =27, 3 -4 =38, 4 -5 =27, 5 -7 =35, 7 -8 =43, 9- 13 = -12, 7 -9 =27 Horz: 1- 3 = -47, 4- 5 = -47, 5 -7 =47, 7 -8 =55 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =2, 3- 14 -32, 4- 14 -23, 4 -5 -2, 5 -7 -19, 7 -8 =3, 7- 13 = -12 Horz: 1- 3 = -22, 4- 5 = -22, 5 -7 =31, 7 -8 =15 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =11, 3 -4 =23, 4 -5 =11, 5 -7 =10, 7 -8 =14, 9- 13 = -12, 7 -9 =8 Horz: 1- 3 = -31, 4- 5 = -31, 5 -7 =22, 7 -8 =26 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -41, 3- 4 = -23, 4- 5 = -41, 5- 7 = -13, 7 -8 =3, 7- 13 = -12 Horz: 1 -3 =21, 4 -5 =21, 5 -7 = -1, 7 -8 =15 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 • Uniform Loads (plf) Vert: 1- 3 = -21, 3- 4 = -23, 4- 5 = -21, 5- 7 = -33, 7 -8 =3, 9- 13 = -12, 7 -9 =8 Horz: 1 -3 =1, 4 -5 =1, 5- 7 = -21, 7 -8 =15 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =18, 3 -4 =26, 4 -5 =18, 5 -7 =26, 7 -8 =30, 7- 13 = -12 Horz: 1- 3 = -38, 4- 5 = -38, 5 -7 =38, 7 -8 =42 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =8, 3 -4 =16, 4 -5 =8, 5 -7 =16, 7 -8 =20, 9- 13 = -12, 7 -9 =8 Horz: 1- 3 = -28, 4- 5 = -28, 5 -7 =28, 7 -8 =32 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -31, 3- 4 = -23, 4- 5 = -31, 5- 7 = -23, 7 -8 =12, 7- 13 = -12 Horz: 1 -3 =11, 4 -5 =11, 5- 7 = -11, 7 -8 =24 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -31, 3- 4 = -23, 4- 5 = -31, 5- 7 = -23, 7 -8 =12, 9- 13 = -12, 7 -9 =8 Horz: 1 -3 =11, 4 -5 =11, 5- 7 = -11, 7 -8 =24 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -3= -128, 3 -4= -120, 4 -5= -128, 5- 8 = -20, 7- 13 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -28, 3- 4 = -20, 4- 5 = -28, 5 -8= -120, 7- 13 = -20 • OF M4.g 4J �� P `S cyGr og XUEGANG a LIU STRUCTURAL NO 43283 A9 o� 9 EG rST EaE� 4 ` -N June 6,2011 SWIM A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MIME REFERENCE PAGE A61.7473 res. 10 '08 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown MiTek- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building desi is gner. For general guidance regarding POWER TO PERWoRM fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria; DSB -89 and BCSI Building Component 14515 N. Outer Forty, Suite 8300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Chesterfield, MO 63017 Job Truss Truss Type Qty i Ply 1101131 WRIGHT RESIDENCE, MA I23573R 509 ROOF TRUSS 1 1 4 O IF 30493 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, 7.250 e Jan 28 2011 MiTek Industries, Inc. Mon Jun 06 10:23.41 2011 Page 1 Q 4 1D: 1WyBAdy4sQ9kVCvNCeSg1VzpH3O- MI2vhAaRRcl2atSlJYuz8000dd5T6W2hxff _hipez9lSO 23-6-14 d - - _ 5 -11 -1 5-6 1 I 1 4 0 -0 { 2- 0 { 5-10-12 i _ 7-9-6 _.. d -9-14 4x6 I Scale = 1:60.0 STUB TRUSS FROM THE LEFT END AT THE EDGE OF LEFT END BEARING LUMBER TO BE CUT CLEANLY AND ACCURATELY',/x8 4x4 5 NO PLATES ARE TO BE DISTURBED. 3 /L.2 to 7.00 112 y 14 �, r it '' VA 6x10 ° 2 - - 3x6 � \ 2 �� \ PY i' r- 8 k-_ 11 10 ` =J 8x8 o 13 12 9 5x6 3x8 4x6 4x8 3x6 �,. ADD 2 X 4 SPF NO.2 AS SHOWN ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" APA RATED SHEATHING 32/16 EXP 1) CUT TO FIT TIGHT TO EACH FACE OF TRUSS WITH 10d (3" X .131 ") NAILS DRIVEN THROUGH BOTH SHEETS TRIM CORNER OF CONNECTOR PLATE TO ALLOW OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE NEW MEMBER TO FIT TIGHT. PLATE MUST BE CUT 2 x 3's - 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED @ 0 -4 -0 O.C. CLEANLY AND ACCURATELY AND THE REMAINING NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A PLATE MUST BE FULLY EMBEDDED AND UNDISTURBED. NET 0 -2 -0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0 -3 -0 MEMBER END DISTANCE. 1 1-8 -2 1 11 -5 -2 1 20 -5 -6 1 29 -3 -2 _... 29-8-2 31-4-4 1 L82____.___ 9 -9-0 _ -. 9-0 8 -9 -12 0 -5 18.2... -.. Plate Offsets (X,V1: )305- 0,0- 1- 121A0- 4- 0,0 -3 -4], [7:0- 2- 10,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.14 10 -12 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert(TL) - 0.2410 -12 >999 180 BCLL 0.0 I Rep Stress Incr NO WB 0.71 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 I Code IRC2003/TPI2002 (Matrix) Weight: 141 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -9 -1 oc purlins, exceIRSA] 5 -6: 2 X 4 SPF 1650F 1.5E, 6 -8: 2 X 4 SPF 2100F 1.8E end verticals, and 2 -0 -0 oc purlins (3 -9 -8 max.): 3 -4. BOT CHORD 2 X 6 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 X 3 SPF No.2 *Except* 6 -0 -0 oc bracing: 7 -9. 6- 9,1 -13: 2 X 4 SPF No.2 WEBS 1 Row at midpt 4 -10, 2 -13, 6 -9 WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 13= 1999/0 -10 -0, 9= 2327/0 -10 -0 Max Horz 13= 157(LC 7) Max Upliftl3=- 128(LC 8), 9=- 230(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 256/57, 2 -3 =- 2310/403, 3 -14 =- 1832/398, 4 -14 =- 1832/398, 4 -5 =- 1556/379, 5 -6 =- 2249/465, 6 -7 =- 207/421, 7 -8 =0/36, 1 -13 =- 262/55 BOT CHORD 12- 13=- 184/1915, 11 -12 =- 98/1945, 10 -11 =- 98/1945, 9- 10=- 193/1967, 7 -9 =- 162/233 WEBS 2 -12 =- 192/150, 3 -12 =- 31/454, 4 -12 =- 280/84, 4 -10 =- 1075/240, 5 -10 =- 297/1367, 6 -10 =- 475/252, 2 -13 =- 2413/368, 6 -9 =- 2653/544 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; 8 =488; L =31ft; eave=4ft; Cat. II; Exp B; partially; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber �� OF MM,,,_ DOL =1.60 plate grip DOL =1.60 �a 4- 3) Provide adequate drainage to prevent water ponding. -4 G , 4) All additional member connections shall be provided by others for forces as indicated. o XUEGANG 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LIU 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 13 and 230 Ib uplift at STRUCTURAL joint 9. NO 43283 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced -0 9 E p xQ standard ANSI/TPI 1. �cFr FO rSTE � G 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are S /0NA 1 correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. June 6,2011 Continued on page 2 lik WARNING Verify design parameters and READ NOTES ON 71118 AND INCLUDED MITEK REFERENCE PAGE WI 70 rev, 10.'08 BEFORE USE. I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design paramenters and proper incorperation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure 6 the responsibility of the building desgner. For general guidance regarding .o..E *a ar•.ro.M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 14515 N. Outer Forty, Suite 8300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield. MO 63017 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 1 117830492 23573R 508 ROOF TRUSS 1 1 lJob ReferenceSoptionall _. RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, . 7.250 e Jan 28 2011 MiTek Industries, Inc. Mon Jun 06 10.02:38 2011 Page 2 ID:1 WyBAdy4sQ9kVCvNCeSg1 VzpH3O- rmDRcl I CtYvFYnOlpokoS4ca KV25g Fz1E_FO_Lz9111 LOAD CASE(S) Uniform Loads (plf) Vert: 1-3=-128, 3 -4 =- 120,4 -5= -128, 5 -7= -120, 7- 12 = -20 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 = -28, 3- 4 = -20, 4- 5 = -28, 5- 7 = -20, 7- 12 = -40 3) C -C Wind: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =27, 3 -4 =38, 4 -5 =27, 5 -7 =35, 8- 12 = -12, 7 -8 =27 Horz: 1- 3 =-47, 4- 5 = -47, 5 -7 =47 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =2, 3 -4 =32, 4 -5 =2, 5 -7 =19, 7- 12 = -12 Horz: 1- 3 = -22, 4- 5 = -22, 5 -7 =31 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =11, 3 -4 =23, 4 -5 =11, 5 -7 =10, 8- 12 = -12, 7 -8 =8 Horz: 1- 3 = -31, 4- 5 = -31, 5 -7 =22 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -41, 3- 4 = -23, 4- 5 = -41, 5- 7 = -13, 7- 12 = -12 Horz: 1 -3 =21, 4 -5 =21, 5 -7 = -1 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 • Uniform Loads (plf) Vert: 1- 3 = -21, 3- 4 = -23, 4- 5 = -21, 5- 7 = -33, 8- 12 = -12, 7 -8 =8 Horz: 1 -3 =1, 4 -5 =1, 5 -7 = -21 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =18, 3 -4 =26, 4 -5 =18, 5 -7 =26, 7- 12 = -12 Horz: 1- 3 = -38, 4- 5 = -38, 5 -7 =38 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =8, 3 -4 =16, 4 -5 =8, 5 -7 =16, 8- 12 = -12, 7 -8 =8 Horz: 1- 3 = -28, 4- 5 = -28, 5 -7 =28 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -31, 3- 4 = -23, 4- 5 = -31, 5- 7 = -23, 7- 12 = -12 Horz: 1 -3 =11, 4 -5 =11, 5 -7 = -11 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -31, 3- 4 = -23, 4- 5 = -31, 5- 7 = -23, 8- 12 = -12, 7 -8 =8 Horz: 1 -3 =11, 4 -5 =11, 5 -7 = -11 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -3= -128, 3 -4= -120, 4 -5= -128, 5- 7 = -20, 7- 12 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -28, 3- 4 = -20, 4- 5 = -28, 5 -7= -120, 7- 12 = -20 .,1N OF Mi ,S• og XUEGANG LIU STRUCTURAL NO 43283 0, ' GISTERE� %, FS S /ONAL EN June 6,2011 f WARNING Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MU 74 rev. 10'08 BEFORE USE. - - Y Design valid for use only with MiTek connectors. This design is hosed only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of componen is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibi1ly of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding POWER +c eee.oa.+ fabrication, quality control, storage, celivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI Building Component 14515 N. Outer Forty, Suite 0300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 __ -- ___ __ -_ � yP ROOF TRUSS Qty y 1 JobR RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, (optional) - ..... - _ n 7830492 2373R 508 6 ss _ Ot PI 7 11 n f 201E ( oetIndustries, al) Inc. Mon Jun 06 10:02:38 2011 OF e 4 1 250 e a 9 ID:1 WyBAdy4sQ9kVCvNCeSg1 VzpH3O- rmDRcUICtYvFYnOIpokoS4caKV25gFz1 E_FO_Lz9111 - 0.0.14+ 4 -9 -13 }. 9{-_5 2 . 13 -5 -2 1 17 -6 -2 23 -6 -14 31-4 4 0 - - 4 -9 -13 4 -7 -5 4 -0 -0 4 -3 -0 5 -10 -12 7-9-6 STUB TRUSS FROM THE LEFT END AT THE EDGE OF LEFT END BEARING 4x6 '1 Scale = 1,59.5 LUMBER TO BE CUT CLEANLY AND ACCURATELY, 5 NO PLATES ARE TO BE DISTURBED. ., 4x6 4x6 � \\\ \ :.: 3 \ ,I 7.00 112 [`9 4�1 6x12 1 -6 -0 3x10 ' �� \ n 1 m1 � -- y f- L C t °. 2 11 10 9 C. = 8 7 6x8 4x6 3x8 4x6 6x8 446 '' ADD 2 X 4 SPF NO.2 AS SHOWN ATTACH 1/2" PLYWOOD OR OSB GUSSET (1522" APA RATED SHEATHING 32/16 EXP 1) CUT TO FIT TIGHT TO EACH FACE OF TRUSS WITH 10d (3" X .131 ") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: TRIM CORNER OF NEW MEMBER TO AVOID DAMAGE 2 x 3's - 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'5 AND LARGER - 3 ROWS: SPACED @ 0 -4 -0 O.C. TO EXISTING CONNECTOR PLATES. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0- 2 -00.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0 -3 -0 MEMBER END DISTANCE. 1.8 -2 241.- 9 -5 -2 20- 5- 6 ... t 29 -32 2�8 .31 1 8 -4 -4 2 182 OS 7- 4 -0 11-0-4 8 -9-12 0 5 -- Plate OffsetsAX,Y): 13:0-3-8,0-2-01 ]6 :0- 6- 0,EdgeLLTEdge,0 -2 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.15 9 -11 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.32 9 -11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 l (Matrix) I Weight: 137 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, exceptSA] 5- 6,6 -7: 2 X 4 SPF 2100F 1.8E end verticals, and 2 -0 -0 oc purlins (3 -10 -12 max.): 3 -4. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 X 3 SPF No.2 *Except* 6 -0 -0 oc bracing: 7 -8. 6- 8,1 -12: 2 X 4 SPF No.2 WEBS 1 Row at midpt 2 -12, 4 -9, 6 -8 MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib /size) 12= 2005/0 -10 -0, 8= 2222/0 -10 -0 Installation guide. Max Horz 12= 162(LC 7) Max Upliftl2=- 133(LC 8), 8=- 201(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 183/52, 2 -3 =- 2409/394, 3 -4 =- 1956/382, 4 -5 =- 1716/376, 5 -6 =- 2293/466, 6 -7 =- 169/449, 1 -12 =- 195/44 BOT CHORD 11- 12=- 183/1774, 10 -11 =- 202/2312, 9- 10=- 202/2312, 8 -9 =- 226/2030, 7 -8 =- 165/213 WEBS 2 -12 =- 2415/346, 2 -11 =- 0/205, 3 -11 =- 50/608, 4 -11 =- 629/155, 4 -9 =- 1215/283, 5 -9 =- 277/1342, 6 -9 =- 522/272, 6 -8 =- 2745/560 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 =48ft; L =31ft; eave=4ft; Cat. 11; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C -C wind load user defined. 4) Provide adequate drainage to prevent water ponding. OF Mq � Sy 5) All additional member connections shall be provided by others for forces as indicated. 4 y 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .° XUEGANG Gr 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint 12 and 201 Ib uplift at o LIU joint 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced STRUCTURAL standard ANSI/TPI 1. NO. 43283 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are -3 9 ,9 p Q' O OA - G / STER E �� correct for the intended use of this truss. f S Sl / S1 E G 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) f 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 June 6,2011 Continued on page 2 IIMMIM4 WARNING Verify design parameters and REED NOTES ON THIS AND INCLUDED INTER REFERENCE PAGE PM 74 73 rcr. 10'08 BEFORE USE. 1111 � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek- is for lateral support of individual web members only Additional temporary bracing to insure stability during construction the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure 6 the responsibility of the building desi is gner. For general guidance regarding POWER ,n PER TOR. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 14515 N. Outer Forty, Suite 9300 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job i Truss Truss Type Qty PI 1101131 WRIGHT RESIDENCE, MA Y Y I 117830491 23573R 504 'ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 e May 11 2011 MiTek Industries, Inc. Fri Jun 03 07:52:35 2011 Page 2 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH3O-? mgSgW76PK9J1Qca2ZgHNHfeazBUw9VX _4UG81zA2xg LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2 =35, 2 -4 =27, 4 -6 =35, 2 -9 =28, 7- 9 = -12, 6 -7 =28 Horz: 1- 2 = -55, 2- 4 = -47, 4 -6 =47 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =7, 2 -4 =3, 4 -6 =19, 2 -9 =8, 6 -9 = -12 Horz: 1- 2 = -27, 2- 4 = -23, 4 -6 =31 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2 -4 =11, 4 -6 =11, 2- 7 = -12, 6 -7 =8 Horz: 1- 2 = -15, 2- 4 = -31, 4 -6 =23 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2- 4 = -41, 4- 6 = -13, 2 -9 =8, 6 -9 = -12 Horz: 1- 2 = -15, 2 -4 =21, 4 -6 = -1 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2- 4 = -21, 4- 6 = -33, 2- 7 = -12, 6 -7 =8 Horz: 1- 2 = -15, 2 -4 =1, 4 -6 = -21 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 2 -4 =18, 4 -6 =26, 2 -9 =8, 6 -9 = -12 Horz: 1- 2 = -42, 2- 4 = -38, 4 -6 =38 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2 -4 =8, 4 -6 =16, 2- 7 = -12, 6 -7 =8 Horz: 1- 2 = -32, 2- 4 = -28, 4 -6 =28 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2- 4 = -31, 4- 6 = -23, 2 -9 =8, 6 -9 = -12 Horz: 1- 2 = -24, 2 -4 =11, 4 -6 = -11 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2- 4 = -31, 4- 6 = -23, 2- 7 = -12, 6 -7 =8 Horz: 1- 2 = -24, 2 -4 =11, 4 -6 = -11 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -128, 4- 6 = -20, 2 -6 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -28, 4- 6 = -120, 2 -6 = -20 � � 04, � OF MA.S;g XUEGANG LIU ( STRUCTURAL NO 43283 o9 G� 9 F OlST ER� FS S /ONALEN�' \ June 6,2011 A WARNING Verify design parameters and READ NOTES 01V THIS AND INCLUDED MITEKREFERENCE PAGE MI! 7473 rev. 10 -'015 BEFORE USE 1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qual'fy control, storage, delivery, erection and bracing, consult ANSI /TPIT Quality Criteria, DSB -89 and BCSI Building Component 14515 N. Outer Forty, Suite 6300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 1 Job Truss ' Type Qty l iPly 1101131 WRIGHT RESIDENCE, MA 117830491 23573R 504 ROOF TRUSS 1 1 ■ - - _ _ - -... Job Referoptional) 2 OF 4 _._ __.. __.. _.. Reference ( _.. 4 RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 e May 11 2011 MiTek Industries, Inc. Fri Jun 03 07:52:35 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH3O-? mciSgW76PK9J1Qca2ZgHNHfeazBUw9VX _4UG8IzA2xg -9-9-11 6:11 -5 I 13 -8 -2 20-4 -15 27 -4 -4 d -9 -i4 6 -11 -5 6 -8 -13 6 -8 -13 - 6 -11 -5 4x6 Scale = 1:52.3 STUB TRUSS FROM THE LEFT END AT THE EDGE OF LEFT END BEARING 4 SEE SHEET 1 OF 4 FOR REPAIR DETAIL 7.00 112 j - 6x12% 2 < 3 65x1, 1 o 8x8 VA g - - 8 L - �- 8x8 / 7 3x6 5x12 3x6 1- 8 -2 1- 13-8-2 2- I 25 -3 -2 8{{227 -4-4 I 1 1-8-2 0 -5-b 11 -7 -0 11 -7 -0 0 -5 -0 1-8-2 Plate Offsets (X,Y);_ L2:0 4 -0, Edge], [3:0 -5 -12, Edge], [5 0- 5- 12,EdgeL[6 0- 4- 0,Edge], [8:0- 6- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.28 7 -8 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.70 7 -8 >401 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 105 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4 -11 -11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 5 -7, 3 -9 5- 7,3 -9: 2 X 4 SPF No.2 ' MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E Installation guide. 1 REACTIONS (Ib /size) 7= 1927/0 -10 -0 (min. 0 -3 -0), 9= 2117/0 -10 -0 (min. 0 -3 -5) Max Horz 9= 165(LC 7) Max Uplift7=- 172(LC 8), 9=- 171(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 296/691, 3 -4 =- 1660/317, 4 -5 =- 1646/307, 5 -6 =- 287/516 BOT CHORD 2 -9 =- 375/328, 8- 9=- 124/1584, 7 -8 =- 175/1584, 6- 7=- 229/308 WEBS 4 -8 =- 105/679, 5 -8 =- 533/275, 5 -7 =- 2375/636, 3 -8 =- 535/214, 3 -9 =- 2564/577 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 =48ft; L =27ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C -C wind load user defined. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are � OF M4 S p correct for the intended use of this truss. 4' gC, 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o XUEGANG ', LOAD CASE(S) '-' LIU "' 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 STRUCTURAL Uniform Loads (plf) NO 43283 Vert: 1 -4= -128, 4 -6= -120, 2 -6 = -20 •a 9 9 O ‘<, 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 G '`f F STE ‘`` Uniform Loads (plf) 9SION G \ Vert: 1- 4 = -28, 4- 6 = -20, 2 -6 = -40 3) C -C Wind: Lumber Increase =1.60, Plate Increase =1.60 June 6,2011 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED HITEK REFERENCE PAGE HD 7473 res. 20 '08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. !, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Po.. a+n .rRroAM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB•89 and BCSI Building Component 14515 N. Outer Forty, Suite 8300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 117830490 23573R 503 PROOF TRUSS 1 1 _ Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, . 7.250 e Jan 28 2011 MiTek Industries, Inc. Mon Jun 06 09:49:07 2011 Page 2 I D:1 WyBAdy4sQ9kVCvN CeSg 1 VzpH3O- 51jr0 ?UVtMkJI8uQp_hc42 WyPa7j9SUgkl IzOsz91 yQ LOAD CASE(S) 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 = -20, 3- 6 = -28, 5- 10 = -40 3) C -C Wind: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =35, 3 -5 =27, 5 -6 =35, 7- 10 = -12, 5 -7 =29 Horz: 1- 3 = -47, 3 -5 =47, 5 -6 =55 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =11, 3 -5 =11, 5 -6 = -5, 5- 10 = -12 Horz: 1- 3 = -23, 3 -5 =31, 5 -6 =15 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =19, 3 -5 =3, 5 -6 =7, 7- 10 = -12, 5 -7 =8 Horz: 1- 3 = -31, 3 -5 =23, 5 -6 =27 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -33, 3- 5 = -21, 5 -6 = -5, 5- 10 = -12 Horz: 1 -3 =21, 3 -5 = -1, 5 -6 =15 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -13, 3- 5 = -41, 5 -6 = -5, 7- 10 = -12, 5 -7 =8 Horz: 1 -3 =1, 3- 5 = -21, 5 -6 =15 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =26, 3 -5 =18, 5 -6 =22, 5- 10 = -12 Horz: 1- 3 = -38, 3 -5 =38, 5 -6 =42 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =16, 3 -5 =8, 5 -6 =12, 7- 10 = -12, 5 -7 =8 Horz: 1- 3 = -28, 3 -5 =28, 5 -6 =32 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -23, 3- 5 = -31, 5 -6 =4, 5- 10 = -12 Horz: 1 -3 =11, 3- 5 = -11, 5 -6 =24 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1- 3 = -23, 3- 5 = -31, 5 -6 =4, 7- 10 = -12, 5 -7 =8 Horz: 1 -3 =11, 3- 5 = -11, 5 -6 =24 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1 .15 Uniform Loads (plf) Vert: 1- 3 = -120, 3- 6 = -28, 5- 10 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -20, 3 -6= -128, 5- 10 = -20 fr A.S g gcyG r XUEGANG L' LIU c" CTURAL NO. 43283 Q 9 • S /ONALt\'' f61S1ERE��`�� 1, �1 June 6,2011 MOWN Ai WARNING Ver design parameters moms READ ND ON THIS AND INCLUDED MITER REFERENCE PAGE 1Mf1. 7473 rep. 10'08 BEFORE USE. 11111 � if j Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and i5 for an ind vidual building component. Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 14515 N. Outer Forty. Suite 8300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Chesterfield, MO 63017 (Job 1Truss Truss Type 015 Ply `1101131 WRIGHT RESIDENCE, MA 117830490 23573R 1503 ROOF TRUSS 1 1 4 UNITS YF I. 1 _ _ _ IJob Reference (optional 1 OF 4 RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, . 7.250 e Jan 28 2011 MiTek Industries. Inc. Mon Jun 06 09:49:07 2011 Page 1 Q ID: 1 WyBAdy4sQ9kVCvNCeSglVzpH3O- 51jrO? UVtMkJI8uQp _hc4 d 9 14 6 -11 -5 6-8-13 13-8-2 6- } 2 6 -8 -13 6-11-5 d8 2 4 9 -1 Scale = 1:59.0 STUB TRUSS FROM THE LEFT END AT THE EDGE OF LEFT END BEARING 5x6 LUMIBER TO BE CUT CLEANLY AND ACCURATELY, ' NO PLATES ARE TO BE DISTURBED. t. 7.00 12 6x12 ....,... 2 ' ,;,,,,,,, 6 2 •- i 11 F —d _ ..._ _ Et] 8x8 // o 10 9 8 7 3x6 i� 5x12 - 3x6 C ADD 2 X 4 SPF NO.2 AS SHOWN ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" APA RATED SHEATHING 32/16 EXP 1) CUT TO FIT TIGHT TO EACH FACE OF TRUSS WITH 10d (3" X .131 ") NAILS DRIVEN THROUGH BOTH SHEETS OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: TRIM CORNER OF NEW MEMBER TO AVOID DAMAGE 2 x 3's - 1 ROW, 2 x 4's - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED @ 0 -4 -0 O.C. TO EXISTING CONNECTOR PLATES. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 0 -2 -0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0 -3 -0 MEMBER END DISTANCE. 1 -8 -2 21-1- 3 -8-2 } 13 -8 -2 25 -3 -2 21 -8 227 -4-4 1 -8 -2 0 -5- 1 -7 -0 10 -0 -0 11 -7 -0 0 -5 -5 1 -8 2 Plate Offsets (X,Y): [2:0- 6- 0,Edge], [4:0- 6- 0,Edge], [5:0 -4 0,Edge] [8 0- 6- 0,0 -3 -4], ]10:0- 3- 0,0 -1 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.29 7 -8 >964 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.72 7 -8 >393 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 102 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4 -10 -14 oc purlins, [PSA] BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 3- 8,4- 8,2 -8: 2 X 3 SPF No.2 5 -1 -0 oc bracing: 5 -7. WEDGE WEBS 1 Row at midpt 4 -7 Right: 2 X 6 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s): 11 MiTek recommends that Stabilizers and required cross bracing REACTIONS (Ib /size) 7= 2134/0 -10 -0, 10= 1655/0 -10 -0 be installed during truss erection, in accordance with Stabilizer Max Horz 10= 160(LC 7) Installation guide. Max Uplift7=- 132(LC 8), 10=- 146(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 441/78, 2 -3 =- 1667/312, 3 -4 =- 1692/326, 4 -5 =- 305/691, 5 -6 =0/30, 1 -10 =- 403/94 BOT CHORD 9- 1D=- 160/1616, 8 -9 =- 160/1616, 7 -8 =- 115/1603, 5 -7 =- 375/336 WEBS 3 -8 =- 104/685, 4 -8 =- 532/209, 4 -7 =- 2599/594, 2 -8 =- 538/262, 10 -11 =- 1738/278, 2 -11 =- 1758/324, 9 -11 =- 29/137 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02, 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =27ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C -C wind load user defined. 4) All additional member connections shall be provided by others for forces as indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 7 and 146 Ib uplift a t �� OF 444.gyA joint 10. � Cy 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced o XUEGANG standard ANSI/TPI 1. LIU 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are STRUCTURAL correct for the intended use of this truss. NO. 43283 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q LOAD CASE(S) g 9UcFSSG1STERN x�� 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 ONALE Uniform Loads (plf) Vert: 1- 3 = -120, 3 -6= -128, 5- 10 = -20 / June 6,2011 Continued on page 2 1 f A WARNING Verify design parameters and READ N078B ON MB AND INCLUDED MIME REFERENCE PAGE ME 7073 rev, 10 -'08 BEFORE USE. MI Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER *o pcnro.m, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Informoton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 ,I A � MiTek` POWER TO PERFORM. MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017 -5746 Re: 23573R 1101 131 WRIGHT RESIDENCE, MA The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Reliable Truss & Compnts.Inc. Pages or sheets covered by this seal: 117830490 thru 117830493 My license renewal date for the state of Massachusetts is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. � OF MA.SSQC35, og XUEGANG c' LIU u' STRUCTURAL NO. 43283 -990 4 4 /S1ERE N 1 / 4,4(2 S June 6,2011 Liu, Xuegang The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI 1. ATTACH TRUSS 607 AND 608 PER DETAIL A -13. ADDITIONAL TRUSSES HAVE BEEN SUPPLIED TO ALIGH WITH FOR INSTALLATION 4- 28-17. 6 Ga STUDS PERDETAIL. J; R ING T ` API I I N ;RA',' ROOF TRUSS PLACEMENT DIAGRAM 15 -10 -0 16 -0 -0 30-0 -0 WRIGHT RESIDENCE 3 NORTHAMPTON, MA ao-o 1 _ ..- o �� NOTES ■e� ;fie 1p a7 1. USE ONE H2.5A PER BEARING !11 o- A A � A A p A /A A A FOR TRUSS TO WALL CONNECTION. 8 _ _ _ OZ ® I ■ �� -0-0 USE TWO H2.5A PER BEARING FOR TRUSS 901 AND 903. !' 905 - Mall -0-0 USE ONE HCPS FOR ALL CORNER GIRDER TO IMERIU . 0 F 60 o-0 PLATE CONNECTION. 2 -o-0 � r B r ,I — 2. SEE INDIVIDUAL ENGINEERED 2 -0-0 ®1 - 601 IMF 0 DRAWINGS FOR PERMANENT ®_ LATERAL BRACING 9 20-0 �' 803 �? n c 80 1 -0 -0 3. ALL TRUSSES SPACED AT 2' FACE TO 601 9 9 9 9 9 4 9 9 4 4 4 0 9 9 9 S' - 801 p -p FACE UNLESS NOTED OTHERWISE 4. 2 0-0' ®1 - - e -0 -0 r cQv DO NOT CUT OR ALTER TRUSSES 2- 0.011601 N 9 r H ry N r 9 N �\ 9 n N 801, 1-4 UNDER ANY CIRCUMSTANCES. 9 4 5. ALL DIMENSIONS FROM OUTSI 1 - i� 601 601'® 1-4 N OF STUD WALL. lii 1 10 .1 601 601 1w e. SEE BCSI 1 -03 SUMMARY FOR CROSS BRACING REQUIREMENTS UNLESS STATED OTHERWISE 2 -o-0 ®' 601 601 1� o-0 BY ENGINEER OF RECORD. ®►nJ1l'M 2- 0-0I 601 Q _ 7. SEE BSG 1 -03 SUMMARY B B FOR RECOMMENDED HANDLING AND BRACING. 2.0.0 ®1 3 ':' Op 6013 -0-0 B. PLYWOOD SHEATH ROOF PRIOR AL 4 2 -0.0�1� s 1 .-p -p 4 TO INSTALLING VALLEY SETS. ZT • u I.2 o h 9. ALL MULTI-PLY GIRDERS TO BE 20.0 ®l�� ■O ��o - ol NnL�Ee FACroRY. , c � INSTALLATION OF METAL PLATE CONNECTED WOOD 0 '� � q " _ �_ - -- - _ H � TRUSSES, ENGINEERED LUMBER PRODUCTS, UGHT N MIRES Iiiiiiiiiil GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLSUSED AS FRAMING COMPONENTS. c E REUABLE TRUSS WILL ASSUME NO RESPONSIBIUTY FOR ANY DEVIATION FROM THE CONTENTS OF THESE F DRAWINOS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT WRITTEN AUTHORIZATION FROM RELIABLE TRUSS. 9 HARDWARE: 9 I STICK FRAMING AREA I N B T HJA2 B = THJA26 C = HUS26 D = LUS26 E = SUR/L24 F =HJC26 H2.5A 2 = (2) H2.5A 3 = HCP2 TRUSS PLACEMENT 9 \ - ` DIAGRAM RELIABLE TRUSS ,oe w� . , ' AND COMPONENTS, INC, mo *°c'cc^n^'c: c r cILL *•e°^ 13 -10-0 18 -0 -0 24-0-0 1 6 -0 -0 oo ae4mw 61 - 10 - 0 c""'-' "U Ms�sncx. srnu.rvo..c CONVENTIONAL FRAMED SHED � I DORMER WILL NEED TO BE ADJUSTED • IN THE FIELD TO MATCH TRUSS J SOFFIT DETAIL r Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 906 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:08 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH30- AwKT5H3XOGfPgaPYOE1xcRaAuT7xOMVHSzN ?KGzJugH - 1 -1 -15 2-11-3 7 -10 -14 1 -1 -15 2 -11-3 4 -11 -11 Scale = 1:21.6 2x4 11 4 4.95 12 3x4 6 3 ft1111111111111111151.1NieleleM11-111°11 OallIllMllft e d 1 2 ' ■ 81 - - ' 711L24 •••••••••♦•• Via. ∎ ∎ ∎A SUR24 6 4x4= 7.4 II 23 -11 2 -11-3 7 -10 -14 2-3-11 0 -7 -7 j 4 -11 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.88 Vert(LL) 0.01 5-6 >999 240 M120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) 0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) -0.00 5 rile n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 33 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end ver)l2SIf5} BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 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 (lb/size) 5 =39 /Mechanical, 6= 1023/1 -2 -14 Max Horz 6= 116(LC 7) Max Uplift5=-83(LC 4), 6=- 176(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/36, 2-3=-85/733, 3-4 =- 133/68, 4-5 =- 237/49 BOT CHORD 2-6= -571/97, 6-7=-571/1, 5 -7 =571/1 WEBS 3-6=- 1017/110, 3-5= -1/594 NOTES 1) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 5. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls clue to uplift at jt(s) 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSL/TPI 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Use Simpson Strong -Tie SUL24 (4 -10d Girder, 4 -10dx1 1/2 Truss, Single Ply Girder) or equivalent at 5 -1 -15 from the left end to connect truss(es) 604 (1 ply 2 X 4 SPF) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 9) Use Simpson Strong -Tie SUR24 (4-10d Girder, 4 -10dx1 1/2 Truss, Single Ply Girder) or equivalent at 5-1 -15 from the left end to connect truss(es) 604 (1 ply 2 X 4 SPF) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 it O $.4 Unifonn 1 -4 120, 2-5=-20 '* �'0 • Concentrated Loads (Ib) Q TIMOTHY jY L. "5" Vert: 7= 170(F =85, B =85) 4 .z LaCHAPELLE a o CIVIL - 1 a. 302'. r)40, 1 04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND -77, INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 ,,, RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b1bZb 11U1131- Z3b/3K KI INS 1 ALL MA U5 -U4 -11 KtV RT -901 3 -13 -07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 905 ROOF TRUSS 1 1 Job Reference (optional) REUABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:07 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH30- hjm5ux2vFyXY2OrLTWWi3D14A3bg fyA7DKdRogzJugl I 2x4 11 Scale =1:21.7 2 7.0051 - 3x4 i 1 t ME, 5 3 ' HUS26 4 / 4x4 — 2x4 11 I 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 3-4 >735 240 M120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.10 3-4 >449 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 3 Na n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 21 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4 oc purlins, except end vei1R IM BOT CHORD 2 X 6 SYP M 23 BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 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) 3= 1111 /Mechanical, 4= 1057/0 -10-0 Max Horz 4 =69(LC 7) Max Uplift3=- 105(LC 7), 4= -19(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 92/92, 23=- 228/56, 1 -4= -228/0 BOT CHORD 4-5=-69/37, 3-5=-69/37 WEBS 1-3=-39/72 NOTES 1) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 3. 5) One H2.5A Simpson Strong -Te connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P! 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 6 -10d Truss, Single Ply Girder) or equivalent at 2 -0-12 from the left end to connect truss(es) 505 (1 ply 2 X 4 SPF) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -120, 3.4= -20 Concentrated Loads (Ib) Vert: 5=- 1637(F) ....,,,,,,. r • :,.,, 4 .....,00 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND - �— -- 4,, INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 . RELIABLE TRUSS AND COMPONENTS, INC. I LL- 04b1525 11011:31- ZJbriK Kb INS I ALL MA Ub -U4 -11 REV RT 901 3 - 13 - 07 1 . t • Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 904 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:07 2011 Page 2 ID:1 WyBAdy4sQ9(0CvNCeSg 1 VzpH30- hjm5ux2vFyXY2QrLTWWi3D 1053d6fkk7DKdRogzJugl LOAD CASE(S) 3) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =1, 2 -3 = -2, 3 -4 =16, 4 -5 = -2, 5 -7 =13, 2 -13 =4, 8- 13 = -12 Horz 1- 2 = -21, 2-3=-18, 4-5=-18, 5 -7 =25 Drag: 3-4=1 Concentrated Loads (Ib) Vert: 12= 212(F) 4) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 --8, 2 -3 -5, 3-4-8, 4-5 -5, 5 -7 =6, 2-8=-12 Horz: 1- 2 = -12, 2-3=-25, 45 = -25, 5-7 =18 Drag: 3-4=0 Concentrated Loads (Ib) Vert: 12= 212(F) 5) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =-8, 2- 3 =-37, 3-4=-29, 45 =37, 5- 7 = -13, 2 -13 =4, 8- 13 = -12 Horz: 1- 2 = -12, 23 =17, 45 =17, 5 -7 = -1 Drag: 3-4=-0 Concentrated Loads (Ib) Vert: 12= 212(F) 6) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -8, 2- 3 = -21, 3-4=-29, 4-5=-21, 5- 7 = -29, 2 -8= -12 Horz 1- 2 = -12, 2-3=1, 4-5=1, 5 -7 = -17 Drag: 3-4=-0 Concentrated Loads (lb) Vert: 12= 212(F) 7) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =14, 2 -3 =11, 3-4=11, 4-5=11, 5 -7 =19, 2 -13 =4, 8- 13 = -12 Horz: 1- 2 = -34, 2-3=-31, 4-5=-31, 5 - =31 Drag: 3-4=0 Concentrated Loads (Ib) Vert: 12= 212(F) 8) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =6, 2 -3 =3, 34 =3, 45 =3, 5 -7 =11, 2-8=-12 Horz: 1- 2 = -26, 2- 3 = -23, 4- 5 = -23, 5 -7 =23 Drag: 3-4=0 Concentrated Loads (Ib) Vert: 12= 212(F) 9) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -0, 2-3=-29, 34 = -29, 4-5=-29, 5- 7 = -21, 2 -13 =4, 8- 13 = -12 Horz: 1- 2 = -20, 2 -3 =9, 4-5=9, 5 -7 =-9 Drag: 3-4=-0 Concentrated Loads (Ib) Vert: 12= 212(F) 10) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -0, 23 = -29, 3-4=-29, 4-5=-29, 5- 7 = -21, 2 -8= -12 Horz: 1- 2 = -20, 2-3=9, 4-5=9, 5 -7 = -9 Drag: 34 =-0 Concentrated Loads (Ib) Vert: 12= 212(F) 11) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-3=-128, 34=- 128, 4-5 =- 128, 5- 7 = -20. 23 = -20' Concentrated Loads (Ib) Vert: 12=- 1110(F) 12) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 13 = -28, 3-4=-28, 4-5=-28, 5 -7= -120, 2 -8= -20 Concentrated Loads (lb) Vert: 12=- 1110(F) 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND 'A' INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL -U4b1 b24 11 U11:i1- 2:3b /.iK Kl INS 1 ALL MA U5 -04 -11 KtV RT - 901 3 - 13 - 07 ` , 1 ' Jcb Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 904 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:07 2011 Page 1 ID:1 W)BAdy4sQ9kVCvNCeSg 1 VzpH3o-hjm5ux2vFyXY2QrLTW Wi3D 1053d6fkk7DKdRogzJugl -0-9 -1 5-5 -2 9-5-2 17-8-2 23-6-14 29-8-2 0 -9 -14 5-5 -2 1 4-0-0 1 8-3-0 1 5 -10 -12 1 6-1-4 I Scale =1:52.8 6x6 5 R! 73 4x6 0 6 • 7x12 i 6x6 = 4 • . 7 RI RI - 7e0 , 72 Al/ 'ILL . e 3x8 11 r 6x10 ►� 10 9 12 11 13 6 4x12 i 3x6 II 5x6 = 5x6 = 5x8 = 5x6 = Special 1 1-8 -2 2 5-5-2 9.5-2 1 19 -5-6 29.8 -2 1-8 -2 0-5-0 3-4-0 4-0-0 10-0 -4 10 -2 -12 Plate Offsets (X,Y): [2:0- 15,0 -241, [3:0.8 -0,0 -1-81, [4:05 -0,0 -2 -01, 111:0 -2-8,0 -2-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.21 9 -11 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.40 9 -11 >836 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.09 8 Na Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 153 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except end verb] T1: 2 X 4 SPF No.2. T2: 2 X 4 SPF 1650F 1.5E and 2 -0-0 oc purlins (3 -2 -13 max): 3-4. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: WEBS 2 X 3 SPF No.2 "Except* 6 -0-0 oc bracing: 2 -13. W4: 2 X 4 SPF 2100F 1.8E, W7: 2 X 4 SPF No.2 WEBS 1 Row at midpt 3 -13, 4 -9, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 13= 3400/0 -10 -0, 8= 2098/0 -10-0 Max Horz 13=- 126(LC 5) Max Upliftl3=- 236(LC 7), 8= -90(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3=- 266/171, 3-4=-4162/223, 4-5 =- 2263/165, 5-6=- 2520/180, 6-7=-416/65, 7-8=- 449168 BOT CHORD 2-13=-35/185, 12 -13 =- 168/2690, 11 -12 =- 173/2717, 10-11=-156/4191, 9 -10 =- 156/4191, 8- 9= -86/2235 WEBS 3-13=-3696/254, 3 -11= 0/1899, 4 -11 =- 1044/72, 4 -9 =- 2573/198, 5-9=-40/1278, 6-9=-457/177, 6-8=- 2547/115, 3 -12 =- 205/969 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =30ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 13 and 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1110 Ib down and 212 Ib up at 5-8 -2 on bottom C F chord. The design/selection of such connection device(s) is the responsibility of others. ,I MA 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 4 861, LOAD CASE(S) O� TIMOTHY L. ' • 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 , m Uniform Loads (off) .� LaCHAPELLE Content t Vert: 1- -1 8, 3-4=-128, 45= -128, 5 -7= -120, 2 -0 = -20 Q CIVIL Vert: 12=- 1110(F) o. 30 ''s 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 J Uniform Loads (plf) y ' ` / 4:),,/)..! Vert: 1- 3 = -28, 34 = -28, 4- 5 = -28, 5- 7 = -20, 2-8=-40 4" . .. ' Concentrated Loads (Ib) irf' " Vert: 12= 367(F) Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND t INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL -U4b1 bZi 11U11.i1- Z:3b /.iK KI INS I ALL MA Ub -U4 -11 KtV R7-901 3-13-07 r' t , Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 903 ROOF TRUSS 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:2306 2011 Page 2 ID: 1WyBAdy4sQ9kVCvNCeSgIVzpH3O- DXCjgb1HUfPiQGG9vp ?1VVOVgJfQawOM ?guuFOzJugJ LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -2 =1, 2-4=-2, 4- 15 =24, 6- 15 =16, 6 -8 =13, 8 -9 = -0, 2 -14 =4, 8- 14 = -12 Horz: 1- 2 = -21, 2- 4 = -18, 6-8=25, 8 -9 =12 Drag: 4-5=-0, 5-6=0 4) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =8, 24 =5, 4- 16 =16, 6- 16 =24, 6-8 =6, 8-9 =9, 2- 10 = -12, 8-10 =4 Horz: 1- 2 = -12, 2-4=-25, 6 -8 =18, 8 -9 =21 Drag 4-5 = -0, 5-6=0 5) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =-8, 2-4=-37, 4-6=-21, 6-8= -13, 8-9= -0, 2 -14=4, 8- 14 = -12 Horz: 1- 2 = -12, 24 =17, 68 = -1, 8 -9 =12 Drag: 4-5=0, 5-6=-0 6) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2=-8. 2-4=-21. 4-6= -21, 6-8=-29, 8 -9 = -0, 2- 10 = -12, 8 -10 =4 Horz: 1- 2 = -12, 2-4=1, 65 = -17, 8 -9 =12 Drag: 45 =0, 5-6=-0 7) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =14, 2-4=11, 4-6 =19, 6-8=19, 8 -9 =22, 2 -14 =4, 8- 14 = -12 Horz: 1- 2 =-34, 2-4=-31, 6-8=31, 8-9=34 Drag: 4-5=-0, 5-6=0 8) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =6, 2-4=3, 4-6=11, 6-8=11, 8 -9 =14, 2- 10 = -12, 8-10 =4 Hoe 1- 2 = -26, 2- 4 = -23, 6-8=23, 8 -9 =26 Drag: 4S = -0, 5-6 =0 9) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Unifoml Loads (plf) Vert: 1 -2 = -0. 2-4=-29, 4-6=-21, 6-8=-21, 8 -9 =8, 2 -14 =4, 8- 14 = -12 Hoe 1- 2 = -20, 2-4=9, 6-8=-9, 8 -9 =20 Drag: 4-5=0, 5-6=-0 10) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2 = -0, 2-4=-29, 48 = -21, 6-8=-21, 8 -0 =8, 2- 10 = -12, 8 -10 =4 Hoe 1- 2 = -20, 2-4=9, 6-8=-9, 8 -9 =20 Drag 4-5 =0, 5-6=-0 11) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-128, 4-6=-120, 6- 9 = -20, 2-8=-20 12) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-28, 4-6= -120, 6- 9 = -120, 2-8=-20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND t v . INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL -U4b1 b2 11U11:31-Z35 /JK RI INS 1 ALL MA Ub -U4 -11 KtV RT 901 3 - 13 - 07 4 • 9 • Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 903 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:06 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSglVzpH3O- DXCjgb1HLJfPi0009vp ?TWOVgJfQawOM ?guuFOzJugJ 4- 9-1 2 -1 -2 7-5-2 15-8-2 2311 -2 29-3 -2 31-4-4 32-2 - 9-14 2 -1 -2 I 5-4-0 I 8-3-0 I 8-3-0 I 5-0.0 I 2-1-2 6.9.14 Scale =1:504 7x10 MT18It 7x10 MT18HF 5x10 MT18H 4 1R1 r1T1.5 15.1 1'51 5 [71 r51 152 III 6 7.00 12 5x5 ', 5x6 d 3 7 d 5 0 g 2 ' �= �7i ` 9 X81 - - - - - -- - - - -- - - _...__ - -- ..._.. - - - -- - _ - . - - - -- —ai , I4 3x4 �— - - -- ►� 3x4 14 13 12 11 10 3x4 II 3x8 = 8x8 = 3x8 = 3x4 II 14.2 2 �{ -1 1 2 7-0-2 I 154-2 2311 -2 I 29.3 -2 z9-8r231-4-4 1S2 0.54 5-4.0 8-3-0 8-3-0 5-4-0 0-5-0 1-8-2 Plate Offsets (X,Y): 14:0 -0 -4,0 -1 -121, [5:0- 5 -0,0 -3 -01,16:0 -0 -0,0 -1 -121, 111:0- 2- 8,0 -1 -81, 112:04 -0,0 -4-81, 113:0- 2-8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl LJd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.15 12 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.24 12 -13 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.03 10 Na Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 141 lb FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3 -3-12 oc purlins, except [PSA] T2: 2 X 4 SYP 2850F 2.3E 2 -0-0 oc purlins (3 -9 -5 max): 4-6. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 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. REACTIONS (lb/size) 14= 2357/0 -10 -0, 10= 2296/0 -10-0 Max Horz 14 =72(LC 6) Max Upliftl4 =- 102(LC 7), 10 =- 126(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 48/279, 3-4 =- 2240/119, 4-15 =- 2951/203, 5-15 =- 2951/203, 5 -16 =- 2951/203, 6-16 =- 2951/203, 6-7 =- 2215/129, 7 -8=- 52/259, 8-9=0/36 BOT CHORD 2- 14=- 107/52, 13 -14 =- 107/100, 12- 13= 0/1774, 11- 12= 0/1762, 10 -11 =- 99/50, 8 -10= -99/50 WEBS 3 -14 =- 2211/133, 3 -13 =- 29/1947, 4 -13 =- 360/92, 4-12 =- 88/1436, 5-12 =- 1145/180, 6 -12= -69/1449, 6 -11 =- 354/95, 7 -11= 40/1927, 7 -10 =- 2150/178 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =31ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights): cantilever left and right exposed: Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 14 and 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. ZH OF m4 LOAD CASE(S) Standard s. 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Q TIMOTHY L. Vert: 1 -0 =- 128.4-6= 20, 6 -9= -120, 2-8=-20 LaCHAPELLE Tt 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) t.) CIVIL CJ) Vert: 14 = -28, 4-6= -20, 6- 9 = -20, 2 -8=-40 a. 30 ``= 3) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 1 f 5 : T . 1 - Continued on page 2 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND , - `, INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2� . . . . . . ... ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " . . . . . . . . . . . . . . . RELIABLE TRUSS AND COMPONENTS, INC. I LL -U4b1 b21 11011 .i1- 2:ib IJK RI INS I ALL MA U5 -U4 -11 KEV RT 901 3 - 13 - 07 .A1y 6 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 902 ROOF TRUSS 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:05 2011 Page 1 ID:1 WyBAdy4sQ9kVCvNCeSg 1VzpH3O-ILeLTF1 fjLHrp6hzL5UE _oyhlF4lByvgmO8LjyzJugK - 1 -1 -15 5-6-6 10-8-13 1 -1 -15 5-6-6 1 5-2 -7 3x4 H Scale =1:27.0 4 Pio MO 7 4.9612 3x6 3 Nil 2 I volohigi 3z8 -,-- ► � V' ,�♦ 6 6 6 4x4 = 3x4 i 24 -11 10-8-13 2-3-11 8-5-1 Plate Offsets (X,Y): 12:0 -0- 10,0 -1S1 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.78 Vert(LL) 0.04 5-6 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.08 5-6 >999 180 BCLL 0.0 Rep Stress Inc/ NO WB 0.45 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 45 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end ver)R2fifkj BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 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) 5= 582/Mechanical, 6= 2155/1 -2 -14 Max Horz 6= 153(LC 7) Max Uplift5=- 147(LC 7), 6=-387(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/36, 2-3=-95/846, 3-7 =- 193/34, 4-7= 39/87, 4-5=336/88 BOT CHORD 2-6= -641/118, 6-8=- 164/381, 5-8=-164/381 WEBS 35= 397/174, 3-6=-1389/165 NOTES 1) Wind: ASCE 7 -02; 90mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =248; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 5 and 387 Ib uplift at joint 6. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 Ib down and 113 Ib up at 8-5-6 on top chord, and 955 Ib down and 105 Ib up at 2 -9-8, 123 Ib up at 2 -9-8, and 57 Ib down and 67 Ib up at 5 -7 -7, and 57 Ib down and 67 Ib up at 5 -7 -7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4= -120, 2-5=-20 �- OF 4,1 Concentrated 6=-832(F=123) ( ) 7=- 162(F) 8=- 115(F =57, B = -57) AV'. 1 O `er TIMOTHY L. .z LaCHAPELLE o CIVIL t 0.30 ii)fila, I 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 ,- ai RELIABLE TRUSS AND COMPONENTS, INC. I LL -U4b1 b1U 11U11 ,31 -1351 3K K1 INS !ALL MA U5 -U4 -11 KEV RT 901 3 - 13 - 07 4 Job Truss Truss Type Oty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 901 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:04 2011 Page 2 ID: 1WyBAdy4sQ9kVCvNCeSgIVzpH3O- H85yGvOly19_ Bz6nnOz ?RbPUnre4SQshXMPnBVzJugL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13= -822(F) 12=- 262(F) 11=- 822(F) 17=- 262(F) 18=- 262(F) 19= 262(F) 20=- 262(F) 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-4=-28, 4-6= -20. 6- 9 = -20. 2-8 =40 Concentrated Loads (Ib) Vert: 13= 339(F) 12= - 93(F) 11= 339(F) 17= - 93(F) 18= - 93(F) 19= - 93(F) 20= - 93(F) 3) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =1, 2-4=-2, 4- 15 =25, 6- 15 =16, 6 -8=13, 8-9 = -0, 2 -14 =4, 8- 14 = -12 Horz: 1- 2 = -21, 24 = -18, 6 -8=25, 8 -9 =12 Drag: 4 -15 = -0, 5 -15 = -0, 5-6=0 Concentrated Loads (Ib) Veit 13= 264( F) 12 = 102( F) 11 = 264( F) 17 = 102 (F)18= 102(F)19= 102(F)20= 102(F) 4) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =-8, 2-4=5, 4- 16 =16, 6- 16 =25, 6 -0 =6, 8-9 =9, 2- 10 = -12, 8 -10=4 Horz 1- 2 = -12, 24 = -25, 6-8=18, 8-9=21 Drag: 4-5= -0, 5 -16 =0, 6 -16 =0 Concentrated Loads (Ib) Vert: 13=264(F) 12=102(F) 11=264(F) 17=102(F) 18=102(F) 19=102(F) 20=102(F) 5) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =-8, 2-4=-37, 43 = -21, 6-8= -13, 8 -9 = -0, 2 -14 =4, 8- 14 = -12 Horz: 1- 2 = -12, 2-4=17, 6 -8= -1, 8 -9 =12 Drag: 45 =0, 5-6=-0 Concentrated Loads (Ib) Vert: 13=264(F) 12=102(F) 11=264(F) 17=102(F) 18=102(F) 19=102(F) 20=102(F) 6) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =-8, 2-4=-21, 4-0 = -21, 6-8= -29, 8 -9 = -0, 2- 10 = -12, 8 -10 =4 Horz: 1- 2 = -12, 24 =1, 6-8= -17, 8 - =12 Drag: 45 =0, 5-6=-0 Concentrated Loads (Ib) Vert: 13=264(F) 12=102(F) 11=264(F) 17=102(F) 18=102(F) 19=102(F) 20=102(F) 7) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =14, 2-4=11, 4-6=19, 6-8=19, 8 -9 =22, 2 -14 =4, 8- 14 = -12 Horz 1-2=-34, 2-4=-31, 6-8=31, 8 -9 =34 Drag: 45 = -0, 5-6 =0 Concentrated Loads (Ib) Vert: 13=264(F) 12=102(F) 11=264(F) 17=102(F) 18=102(F) 19=102(F) 20=102(F) 8) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1 .60 Uniform Loads (plf) Vert: 1 -2 =6, 24 =3, 4-6=11, 6 -8 =11, 8 -9 =14, 2- 10 = -12, 8 -10 =4 Horz: 1- 2 = -26, 2-4=-23, 6-8=23, 8 -9 =26 Drag: 45 = -0, 5-6 =0 Concentrated Loads (Ib) Vert: 13=264(F) 12=102(F) 11=264(F) 17=102(F) 18=102(F) 19=102(F) 20=102(F) 9) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -0, 2-4=-29, 4-6= -21, 6-8=-21, 8 -9 =8, 2 -14 =4, 8- 14 = -12 Horz: 1- 2 = -20, 2-4=9, 6 -8= -9, 8 -9 =20 Drag: 45 =0, 5.6 =-0 Concentrated Loads (Ib) Vert: 13= 264(F)12= 102(F)11= 264( F) 17 = 102 (F)18= 102(F)19= 102(F)20= 1 10) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -0, 24 = -29, 4-6= -21, 6- 8 = -21, 8 -0 =8, 2- 10 = -12, 8 -10 =4 Horz: 1- 2 = -20, 2-4=9, 6 -8 = -9, 8 -9 =20 Drag: 4-5=0, 5-6=-0 Concentrated Loads (Ib) Vert: 13=264(F) 12=102(F) 11=264(F) 17=102(F) 18=102(F) 19=102(F) 20=102(F) 11) 1st unbalanced Regular Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-128, 4-6=-120, 6- 9 = -20, 2 -8= -20 Concentrated Loads (Ib) Vert: 13=- 822(F) 12=- 262(F) 11= -822(F) 17=- 262(F) 18=- 262(F) 19=- 262(F) 20=- 262(F) 12) 2nd unbalanced Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-28, 4-6= -120, 6 -9= -120, 2 -8= -20 Concentrated Loads (lb) Vert: 13= -822(F) 12=- 262(F) 11= -822(F) 17=- 262(F) 18=- 262(F) 19=- 262(F) 20=- 262(F) 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT-2 RELIABLE TRu s AND COMPONENTS, INC. I LL- 04b1519 11 U1131- 2:ib(JK Kb INS I ALL NIA Ub -U4 -11 KEV RT 901 3 - 13 -07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 901 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek industries, Inc. Wed May 04 12:23:04 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSglVzpH3O.- H85yGv01y19_ Bz6nnOz ?RbPUnre4SQshXMPnBVzJugL -0-9 -1 2 -1 -2 7-5-2 13-8 -2 19-11 -2 25-3-2 27-4 -4 2- 0-9-1 2 -1 -2 I 5.4-0 I 6 -3-0 I 6-3-0 I 5-4-0 I 2 -1 -2 9-1 Scale = 1:48.7 10010 0 1.54 11 10x10 4 T2 IRI r i i i 15 r.1 16 1..1 1.5Z1 6_ 7.00 4116 - 688 -; 6x8 d 7 d 3 2 ,1 Cell% i s 0 - phi/ 11 ■ 1:1 I I I 11�L t 3x4 . j j 13 17 18 12 19 20 11 3x4 sz6 II 6x8 = LUS24 LUS24 8x8 = LUS24 LUS24 6 = 34 THJA26 LUS24 THJA26 1-8 -2 2-1 7-5-2 13-8 -2 19 -11 -2 25-3-2 25-8 274 -4 1-8-2 OS- 5-4-0 6-3-0 6-3-0 5-4-0 -5 1-8-2 Plate Offsets (X,Y): [4:0- 64,0 -1 -121, [6:0 -64,0- 1 -12), [11:0 -1- 8,040, [12:0- 4-0,0 -5 -01, [13:0- 1 -8,0-0 -4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.20 12 -13 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.32 12 -13 >856 180 BCLL 0.0 Rep Stress Ina' NO WB 0.82 Horz(TL) 0.04 10 Na n/a BCDL 10.0 Code 1RC2003/TP12002 (Matrix) Weight 121 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 "Except* TOP CHORD Structural wood sheathing directly applied, except [PSA] T2: 2 X 4 SPF 2100F 1.8E 2 -0-0 oc purlins (2-9-3 max.): 4-6. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 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. REACTIONS (lb/size) 14= 3554/0 -10 -0, 10= 3495/0 -10-0 Max Horz 14 =72(LC 6) Max Upliftl4= -609(LC 7), 10=- 631(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3 = -83/ 208, 34= 3903/833, 4-15=-4501/1034, 5-15=-4500/1034, 5 -16= 4500/1034, 6 -16= 4501/1034, 6-7=-3879/841, 7 -8=- 94/187, 8 -9 =0/36 BOT CHORD 2- 14= 40/65, 13- 14=- 80/84, 13- 17= -61813216, 17- 18= -618/3216, 12- 18= -618/3216, 12- 19= -62313205, 19-20=-623/3205, 11- 20= -623/3205, 10-11=-31/73, 8-10 =31/73 WEBS 4-13 =- 2161382, 4-12=-356/1678, 5-12= -840/127, 6-12= 34(1/1691, 6 -11 =- 210/388, 3-14=-3381/640, 3 -13= -646/3348, 7- 1043321/684, 7- 11=- 664/3329 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =27ft; eave =4ft; Cat. II; Exp 8; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Two H2.5A Simpson Strong -Te connectors recommended to connect truss to bearing walls due to uplift atjt(s) 14 and 10. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. n 10) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 7 -0-0 from the left end to connect truss(es) 601 (1 ply 2 X 4 SPF), s+ 902 (1 ply 2 X 6 SPF) to front face of bottom chord. 'T 11) Use Simpson Strong -Te LUS24 (4-10d Girder. 2 -10d Truss, Single Ply Girder) or equivalent spaced at 2 -0-0 oc max. starting at 93 -14 from the left e to 17 -7-6 to connect truss(es) 601 (1 ply 2 X 4 SPF) to front face of bottom chord. L • 12) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 19 -7 -12 from the left end to connect truss(es) 601 (1 ply 2 X 4 LE o f SPF), 902 (1 ply 2 X 6 SPF) to front face of bottom chord. • 13) Fill all nail holes where hanger is in contact with lumber. C 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard , Q f 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 y, , � Uniform Loads (plf) 11% Vert: 14 =- 128, 4-6=-120, 6 -9= -120, 2 -8= -20 , %` Continued on page 2 I 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND . ." INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U46 151 8 11 U1 1 i1 -1.65 /:3K KI INS I ALL MA U5 -04 -11 KEV RT- 901 3 -13 -07 Job Truss Truss Type Oty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 608 SPECIAL 23 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:03 2011 Page 1 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH3O-pyXa2a? PBk17ZpXaEgRmvNtVLSSTj9RY1 'rfEf3zJugM 2 -7-8 3-7-0 2-7-8 0 -11-8 Scale = 1:13.5 3 2x4 5.00112 2 -.11111111111111d111A n a p 354 = 4 2x4 11 2 -7-8 3 -7 -1 2 -7-8 0 -11 -9 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (toc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.00 1 n/r 120 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 nla r1/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 13 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -7-8 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 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 (lb/size) 3 =0 /Mechanical, 4= 543 /Mechanical Max Horz 3= 258(LC 1), 4=- 258(LC 1) Max Uplift4=- 113(LC 8) Max Gray 4 =543(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 219/401, 2- 3=- 102/233, 2-4=-518/249 BOT CHORD 1-4=-258/222 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft: B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;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 chord live Toad nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard n 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 - RELIABLE TRUSS AND COMPONENTS, INC. ILL -U4b1 b1 / 11U1131-235 KF INSTALL MA U5 -U4 -11 KEV RT 3 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 607 MONO PITCH 10 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:03 2011 Page 1 ID:1V BAdy4sQ9kVCvNCeSgI VzpH3O- pyXa2a? PBk17ZpXaEgRmvNtRJSSjj9RYfrfEf3zJugW 2 -7-8 5 -7-8 I I 2 -7 -8 I 3-0-0 Scale =1:179 1 11 d 590 12 •1 2x4 I' 2 T1 — a 1 ,,,, ,1 MIIIIIIW 1x4 = 4 2x4 l i 2 -7-8 I 2 -7-8 LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.00 1 n/r 120 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.03 1 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 Na n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 17 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -7-8 oc puffins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 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) 3 =-0/Mechanical, 4= 805 /Mechanical Max Horz 3.88(LC 1), 4= -88(LC 1) Max Uplift4=- 111(LC 8) Max Gray 4= 805(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 77/307, 2 -3=- 35171, 2-4 =- 788/243 BOT CHORD 1.4= -88/70 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;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 chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 4. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIIIPI 1. 8) "Sem i -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -2= -193, 2- 3 = -93, 1.4 = -13 no 40 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL-U4b1 b1b 11011:31 -23b /3K KI- INS I ALL MA Ub -04 -11 KEV RT 9013 - 13 -07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 603 ROOF TRUSS 8 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:02 2011 Page 2 ID: 1WyBAdy4sQ9kVCvNCeSglVzpH3O-LmzCrE _nQQvGyfyOgzwXMAK9e2zt hVO42wg6dzJigt■ LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2 =7, 2-4=3, 25 =8, 5-6= -12 Horz: 1- 2 = -27, 24 = -23 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2=-5. 2-4=11, 2 -5 = -12 Horz: 1- 2 = -15, 2-4=-31 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 24 =41, 2-6=8, 5-6= -12 Harz 1- 2 = -15, 2-4=21 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2-4=-21, 2-5=-12 Horz: 1- 2 = -15, 24 =1 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 24 =18, 2.6 =8, 5-6= -12 Harz: 1-2=-42, 2-4=-38 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 24 =8, 25 = -12 Horz: 1-2=-32, 2-4=-28 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 2-6=8, 5-6= -12 Horz: 1- 2 = -24, 24 =11 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 2-5=-12 Horz 1- 2 = -24, 2-4=11 05/04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL U4b151 b 11011.31 2:35/3K FU INS I ALL MA U5 - 04 - 11 REV RT 901 3 - 13 - 07 5 Job ' Truss Truss Type Oty Ply 1101131 WRIGHT RESIDENCE, MA • 23573R 603 ROOF TRUSS 8 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:02 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH3O- LmzCrE_nQQvGyfyOgzwXMAK9e2zt hVO42wg6dzJugN -0-9-14 2 -1 -2 5-7 -1 0-9 -14 2 -1 -2 3-5-15 2x4 11 Scale =1:22.5 4 7.00'12 gi l 1.54 11 • 3 Ng • 2 d 1 r 4x4:- 5 .. 6 2,4 11 1x3 H 1-8 -2 5-7-1 1-8-2 3 -10 -15 Plate Offsets (X,Y): f2:0 -0- 11,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.87 Vert(LL) 0.02 5-6 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.63 Vert(LL) 0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 19 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -7 -1 oc puffins, except end veilik Is( BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 3 SPF No.2 REACTIONS (Ib /size) 5 =77 /Mechanical, 6= 840/0 -10-0 Max Horz 6= 142(LC 8) Max Up1ift5= -55(LC 5), 6= -48(LC 8) Max Gray 5= 101(LC 6), 6= 840(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/30, 2 -3=- 196/179, 3-4=- 138/59, 4-5=-127/73 BOT CHORD 2-6=-61/194, 5-6=-19/7 WEBS 3-6=- 592/193 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) C-C wind load user defined. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 5. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) n orm 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 . Uniform Loads (plf) 0 Vert: 111= -128, 25 = -20 '' 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 • N Uniform Loads (plf) . E t Vert: 111 = -28, 2 -5 =-40 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 j y Uniform Loads (plf) Vert. 1 -2 =41, 211 =33, 25 =40, 55 = -12 Horz: 1- 2 =-61, 211 =53 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 ` ! 't,�, ;T ., . Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND `�' INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- 04b1514 11 U 1131 -2;ib /:iK KI INS I ALL MA U5 -04 -11 KEV RT 901 3 - 13 - 07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 602 ROOF TRUSS 10 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:02 2011 Page 2 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH3O- LmzCrE_nQQvGyfyOgzwXMAKBwaY hY042wg6dzJugN LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2 =7, 2-4=3, 2-6=8, 5-6= -12 Horz: 1- 2 = -27, 2-4=-23 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 24 =11, 2-5=-12 Horz: 1- 2 = -15, 2-4=-31 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =5, 24 =41, 2-6=8, 5-6= -12 Horz: 1- 2 = -15, 2-4=21 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-21, 2 -5 = -12 Horz 1- 2 = -15, 2-4 =1 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 2 -4 =18, 2-6=8, 5-6= -12 Horz: 1- 2 =-42, 24 =- 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-4=8, 2-5=-12 Horz: 1- 2 =-32, 24 = -28 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 2-6 =8, 5-6= -12 Horz: 1- 2 = -24, 2-4=11 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 25 = -12 Horz 1- 2 = -24, 24=11 05/04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- 04b151:3 1101131- 2,ib /JK KI INb I ALL MA 05 -04 -11 KEV RT 901 3 - 13 - 07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 602 ROOF TRUSS 10 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:02 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSglVzpH3O- Ln1zCrE_nQQvGyfyOgzwXMAKBv2xY hY042wg6dzJugN -0-9 -14 2-1-2 3 -7 -1 0 -9-14 2 -1 -2 1-5 -15 3x6 Scale= 1:15.7 15x1 I 7.001 3 2 44111 III 404 i 5 1x3 11 6 3x6 11 1-8-2 3-7-1 1-8-2 1 -10 -15 Plate Offsets (X,Y): 12:0-0- 11.0 -2 -01, [5:Edge.0 -2-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.72 Vert(LL) 0.00 5-6 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.15 BC 0.72 Vert(TL) 0.01 5-6 >999 180 BCLL 0.0 Rep Stress !nor NO WB 0.11 Horz(TL) -0.00 5 Na n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 13 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -1 oc purlins, except end ver)Rarf6] BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation quide. Left: 2 X 3 SPF No.2 REACTIONS (Ib /size) 5 =-339 /Mechanical, 6= 995/0 -10-0 Max Horz 6 =98(LC 8) Max Uplifs=- 339(LC 1), 6 = -81(LC 8) Max Gray 5 =21(LC 10), 6= 995(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/32, 2-3=-136/212, 3-4= -95/8, 4-5=-16/103 BOT CHORD 2 -6= -61/146, 5-6= -61110 WEBS 3-6=-577/171 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) C-C wind load user defined. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 Ib uplift at joint 5. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11 has /have been modified. Building designer must review Toads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 S AL 06 Uniform Loads (p1f) Vert: 1 -4= -136, 2 -5 = -20 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 O TIMOTHY L. 6, f> Uniform Loads (pIf) LaCHAPELLE m1 Vert: 1 -4= 36,25 = -40 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 0 CIVIL -4 Uniform Loads (pIf) o. 30 - Vert: 1 -2 =41, 2 -4 =33, 25=40, 5-6=-12 Horc 1- 2 =-61, 2 -4=53 + * 4 I 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 r r JT, } " Continued on page 2 4/11 rte-, Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. 1 LL- U4blb1Z 1101131 -235 /dKKF INS I ALL MA U5-04-11 KtV RT -9013 -1347 ■ Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 601 ROOF TRUSS 16 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:01 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSgIVzpH30- tZPgduz8g6nPKVNC6GPIpyoyFehgFDuFrOA7aAzJugC -0-9 -14 2 -1 -2 7 -8 -2 1 0 -9 -14 I 2-1-2 5-7-0 2x4 II Scale =1:279 4 790 12 1.5x3 II FLA b 1� • •• 1 I 3x8 11 �__ 5 6 2x4 II 1Sx3 I 1 -8 -2 7-8 -2 1-8 -2 6 -0-0 Plate Offsets (X,Y): [2:0- 3 -8,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.04 5-6 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 rda n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 25 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. [PSA] BOT CHORD 2 X 4 SPF No.2 BOT CHORD 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 WEDGE during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 3 SPF No.2 REACTIONS (Ib /size) 5= 282/Mechanical, 6= 877/0 -10-0 Max Horz 6= 189(LC 8) Max Uplift5= -90(LC 8), 6= -85(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/28, 2-3 =- 269/177, 3-4=-210/88, 4-5=-256/140 BOT CHORD 2-6=- 79/243, 5-6= -11/14 WEBS 3-6=- 723/305 NOTES 1) Wind: ASCE 7-02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;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 chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 5. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Sem i -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard (nCt 40 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND L INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 ` `S RELIABLE TRUS AND COMPONENTS, INC. 1LL- U4b1b11 11011,31- Zib /31 KI INS !ALL MA U5 -04 -11 KEV RT 3 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 512 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:01 2011 Page 2 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH30- tZPgduz8g6nPKVNC6GPIpyoyleemF5HFrOA7aAzJugC LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2 =35, 24 =27, 4-6=38, 6 -8 =35, 8 -9 =43, 2- 14 =26, 10- 14 = -12, 8 -10 =26 Horz: 1- 2 = -55, 2-4=-47, 6 -8=47, 8 -9 =55 Drag: 4-5= -0, 5-6=0 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =6, 2-4=2, 4- 15 =32, 6- 15 =23, 63 =19, 8 -9 =3, 2 -14 =8, 8- 14 = -12 Horz: 1- 2 = -26, 2-4=-22, 6 -8=31, 8 -9 =15 Drag: 4 -15 = -0, 5 -15 = -0, 5-6=0 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =5, 2-4=11, 4- 16 =23, 6- 16 =32, 6-8=10, 8 -9 =14, 2- 10 = -12, 8 -10 =8 Horz: 1- 2 = -15, 24 = -31, 6.8 =22, 8 -9 =26 Drag: 45 = -0, 5 -16 =0, 6-16 =0 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2-4=-41, 45 = -23, 6-8= -13, 8-9 =3, 2 -14 =8, 8.14 = -12 Horz 1- 2 = -15, 2-4=21, 6 -8= -1, 8 -9 =15 Drag: 4-5=0, 5-6=-0 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-21, 4-6=-23, 6-8=-33, 8 -9 =3, 2- 10 = -12, 8 -10 =8 Horz 1- 2 = -15, 2-4=1, 6-8= -21, 8 -9 =15 Drag: 45 =0, 5-6=-0 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 2-4=18, 4-6=26, 6-8=26, 8 -9 =30, 2 -14 =8, 8- 14 = -12 Horz: 1-2=-42, 2-4=-38, 6 -8=38, 8 -9 =42 Drag: 45 = -0, 5-6=0 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 24 =8, 45 =16, 6-8=16, 8 -9 =20, 2- 10 = -12, 8 -10 =8 Horz: 1 -2 =32, 2-4=-28, 6-8=28, 8 -9 =32 Drag: 45 = -0, 5-6=0 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 24 = -31, 4-6=-23, 6 -8= -23, 8 -9 =12, 2 -14 =8, 8- 14 = -12 Horz: 1- 2 = -24, 2-4=11, 6-8= -11, 8 -9 =24 Drag: 4-5=0, 5-6=-0 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4-6=-23, 6- 8 = -23, 8 -9 =12, 2- 10 = -12, 8 -10 =8 Horz: 1- 2 = -24, 2-4=11, 63 = -11, 8 -9 =24 Drag: 4-5=0, 5-6=-0 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-128, 4-6=- 120, 6- 9 = -20, 2 -8= -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-28, 4-6=- 120, 6-9= -120, 25 = -20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND ' INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL- 04b1b1U 11 U11.31-23b (.31-‹ KI INSI ALL MA Ub -U4 -11 KhV RT 9013 - 13 -07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 512 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:01 2011 Page 1 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH30- tZPgduz8g6nPKVNC6GPIpyoyleemF5HFrOA7aAz .lugC 1 2 -1 -2 I 362 15-8-2 21-11-2 29-3-2 31-4-4 32-2-2 0-9.4 2 -1 -2 7-4-0 I 6 6-3-0 I 7-0-0 I 3.0 2 -1 -2 9.1 Scale =1:554 6x8 i 1.5x3 H 6x8 4 1 6d 5 6z1 IRI 16c71 66 700 12 d 5x6 i 5x6 � 7 1 ilte r _ 3x8 11 i 13 12 11 3x8 II 14 10 3,4 11 3x8 = 558 = 3x8 = 3x4 11 1-8-2 21 9.5-2 15 -8-2 21 -11 -2 29-3-2 29. 8;231.44 1-8-2 d b4 7-4-0 6-3-0 I 6-3-0 I 7-0-0 d -510 1 -2 Plate Offsets (X,Y): [2:03 -0,Edgel, [4:0-4- 12,0 -2 -01, 16:0-4- 12,0 -2 -01, f8:0- 3-8,Edge1, [11:0 -2-8,0 -1-81, f12:0-4- 0,0 -3-01, [13:0- 2- 8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 50.0 + Plates Increase 1.15 TC 1.00 Vert(LL) -0.12 12 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.21 12 -13 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.68 Horz(TL) 0.04 10 Na n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 118 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E *Except` TOP CHORD Structural wood sheathing directly applied or 2 -7-8 oc purlins, except [PSA] 12: 2 X 4 SPF No.2 2 -0-0 oc purlins (2 -10-6 max.): 4 -6. BOT CHORD 2 X 4 SPF No.2 BOT CHORD 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 WEDGE during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 3 SPF No.2, Right: 2 X 3 SPF No.2 REACTIONS (lb/size) 14= 2369/0 -10 -0, 10= 2300/0 -10-0 Max Horz 14= 113(LC 7) Max Upliftl4=- 219(LC 8), 10=- 243(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/30, 2-3=-108/145, 3 -4=- 2300/391, 4-15 =- 2246/ 506, 5-15 =- 2245/506, 5-16 =- 2245/506, 6- 16=- 2246/506, 6- 7=- 2264/397, 7-8=- 111/132, 8 -9 =0/28 BOT CHORD 2- 14=- 15/119, 13- 14= -61/232, 12- 13=- 113/1756, 11 -12 =- 129/1740, 10 -11 =- 19/117, 8 -10 =- 19/117 WEBS 3 -14 =- 2251/477, 3 -13 =- 183/1703, 4-13 =- 193/139, 4-12 =- 147/826, 5 -12= -833/251, 6 -12 =- 125/848, 6 -11 =- 190/142, 7 -11 =- 196/1689, 7- 10=- 2180/549 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =31ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Te connectors recommended to connect truss to bearing walls due to uplift at jt(s) 14 and 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8) A + following a basic load indicates that the load has been modified in one or more load cases. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. C F 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e,O, ��SS 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. .* C' LOAD CASE(S) 9 TIMOTHY L. 0, 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 LaCHAPELLE ' Uniform Loads (plf) O CIVIL Vert: 1-4=-128, 4-6=- 120, 6-9=-120, 2 -0 = -20 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 o 30 Uniform Loads (plf) Vert: 1-4=-28, 4-6=-20, 6- 9 = -20, 2 -0 =40 t • ` ,/ G • 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 t* ij Q A. Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND i `t''" - INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2� RELIABLE TRUSS AND COMPONENTS, INC. I LL -U4b1 bU9 11 U11:11 -1:3b /JK KI INS 1 ALL MA Ub -U4 -11 KEV RT -901 3 -13 -07 r; Job Truss Truss Type Oty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 511 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:00 2011 Page 2 ID:1 Wy8Ady4sQ9kVCvNCeSg 1 VzpH3O-PNrSQYzVW peYiLo ?Wu3HIFpGEFkWbQ5ckRa2kzJugF LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2 =6, 2-4 =2, 4 -5 =23, 5 -7 =19, 7-8=3, 2 -13 =8, 7- 13 = -12 Horz: 1- 2 = -26, 24 = -22, 5 -7 =31, 78 =15 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2=-5. 2-4=11, 4-5=23, 5 -7 =10, 7-8=14, 2- 9 = -12, 7 -9 =8 Horz: 1- 2 = -15, 2-4=-31, 5 -7 =22, 7-8=26 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =5, 2-4=-41, 4-5=-23, 5- 7 = -13, 78 =3, 2 - 13 =8, 7 - 13 = - 12 Horz 1- 2 = -15, 2-4=21, 5 -7 = -1, 7-8=15 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 24 = -21, 4-5=-23, 5- 7 = -33, 7-8=3, 2- 9 = -12, 7 -9 =8 Horz: 1- 2 = -15, 2-4 =1, 5- 7 = -21, 7-8=15 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 211 =18, 4-5=26, 5 -7 =26, 78 =30, 2 -13 =8, 7- 13 = -12 Horz 1- 2 =-42, 2-4=-38, 5 -7 =38, 7-8=42 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-4=8, 4-5=16, 5 -7 =16, 7-8=20, 2- 9 = -12, 7 -9 =8 Horz: 1 -2 =32, 24 = -28, 5 -7 =28, 7-8=32 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4-5=-23, 5- 7 = -23, 7-8=12, 2 -13 =8, 7- 13 = -12 Horz: 1- 2 = -24, 2-4=11, 5- 7 = -11, 78 =24 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4-5=-23, 5- 7 = -23, 7-8=12, 2- 9 = -12, 7 -9 =8 Horz: 1- 2 = -24, 2-4=11, 5- 7 = -11, 7-8=24 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 .. Uniform Loads (plf) Vert: 14 = -128, 4-5=-120, 58 = -20, 2 -7 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-28, 4-5=-120, 5-8=-120, 2 -7 = -20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE us • AND COMPONENTS, INC. 1 LL -U4b1 bU8 11011 J1 -Z35 /3K KF INS 1 ALL MA U5 -U4 -11 KLV RT 901 3 - 13 - 07 Job Truss Truss Type Oty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 511 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:23:00 2011 Page 1 ID: 1 VVyBAdy4sQ9kVCvNCeSg 1 VzpH3O-PNrSQYzVVvpeYi Lo ?YYu3HI FpGEFkW bQ5ckRa2kZJug F *9-1 5-9-13 114 -2 15-8 -2 19-11 -2 25-6-7 31-4-4 32-2-2 6-9-14 5-9-13 5-74 4-3-0 4-3-0 5-7-5 5-9-13 9.1 Scale =1:55A 8x8 % 8x8 J d 5 T2 • THIS SIDE GARAGE 7m 5d 3x10 i 3x10 VM 6 A n , � n ii / ,, III IIII III 1111111 III . . IIIIIIIIII 7 8 c i'1 ;01141 = EN - -- :: . �+� 1' d 6x10 = ► 0 12 11 10 ►r 6x10 — 13 9 3x8 .. 3x6 = 3x6 = 3x6 = 3x8 •� • 1-8-2 2.12 11-5-2 19-11-2 29-3-2 29.8- 2314 -4 1-8-2 d5$ 9-4-0 I 8-5-15 I 9-4-0 0'5-0 1-8-2 Plate Offsets (X,Y): [2:0- 1- 1,Edgel, [4:0-5-12,0-5-01, [5:Edge,0 -3 -81, [7:0- 1- 1.Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) t/defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.16 12 -13 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.40 12 -13 >828 180 . BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.09 9 n/a Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 124 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. except [PSA] T2: 2 X 6 SPF 1650F 1.5E 2 -0-0 oc purlins (4-9-8 max.): 4-5. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 3 -13, 4 -10, 6 -9 - W1: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 3 SPF No.2, Right: 2 X 3 SPF No.2 REACTIONS (lb/size) 13= 2379/0 -10 -0, 9= 2306/0 -10-0 Max Horz 13= 136(LC 7) Max Upliftl3=- 205(LC 8), 9=- 238(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/30, 2 -3 =- 259/678, 3-4=-2215/417, 4-5 =- 1739/423, 5-6=- 2182/425, 6- 7=- 279/612, 7-8 =0/28 BOT CHORD 2- 13= 402/288, 12 -13 =- 165/1763, 11 -12 =- 70/1756, 10- 11=- 70/1756, 9 -10 =- 203/1723, 7- 9=- 358/316 WEBS 3 -13 =- 2961/621, 3 -12 =- 102/267, 4 -12= 0/315, 4 -10 =- 274/232, 5 -10= 0/313, 6 -10 =- 75/295, 6 -9 =- 2846/711 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =31ft; eave =4ft; Cat. 8; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 13 and 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. ��,-OA (} F 4 LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 'C Uniform Loads (plf) O TIMOTHY L. C Us Vert: 1-4=-128, 45= -120, 5- 8 = -120, 2 -7 = -20 LaCHAPELLE r 1 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) O CIVIL Vert: 1-4=-28, 4-5=-20, 5- 8 = -20, 2 -7 =40 Q 30 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 J Uniform Loads (plf) ' Vert: 1 -2 =35, 2-4=27, 45 =38, 5 -7 =35 7.8 =43, 2- 13 =26, 9- 13 = -12, 7 -9 =26 4► L' , y ,� 's * - Horz: 1-2=-55, 24 =47, 5 -7 =47, 7-8=55 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 `�f I , Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND ' INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 I �� RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b1bU/ 11U1131- 23b /3K RI IN IALL MAUb -U4 -11 REV RT-901 3-13-07 9 • Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 510 ROOF TRUSS 2 1 Job Reference (optional) REUABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:59 2011 Page 2 ID:1VVyBAdy4sQ9kVCvNCeSg1VzpH30-wl3H3CCyu8V1Nh5BDp?rNqkXid?qzjnAcry04hOWIzJugC LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-6, 2-4=-10, 4-5=3, 5-7=19, 7-8=3, 2-13=8, 7-13=-12 Flom 1-2=-26, 2-4=-22, 5-7=31, 7-8=15 5) MWFRS Wind Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-17, 2-4=-1, 4-5=3, 5-7=10, 7-8=14, 2-9=-12, 7-9=8 Horz: 1-2=-15, 2-4=-31, 5-7=22, 7-8=26 6) MWFRS Wind Left Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-17, 2-4=-53, 4-5=-43, 5-7=-13, 7-8=3, 2-13=8, 7-13=-12 Horz: 1-2=-15, 2-4=21, 5-7=-1, 7-8=15 7) MWFRS Wind Right Positive : Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-17, 2-4=-33, 4-5=-43, 5-7=-33, 7-8=3, 2-9=-12, 7-9=8 Horz 1-2=-15, 2-4=1, 5-7=-21, 7-8=15 8) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=10, 2-4=6, 4-5=6, 5-7=26, 7-8=30, 2-13=8, 7-13=-12 Horz: 1-2=-42, 2-4=-38, 5-7=38, 7-8=42 9) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert 1-2=0, 2-4=-4, 4-5=-4, 5-7=16, 7-8=20, 2-9=-12, 7-9=8 Horz 1-2=-32, 2-4=-28, 5-7=28, 7-8=32 10) MWFRS 1st Wind Parallel Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-8, 2-4=-43, 4-5=-43, 5-7=-23, 7-8=12, 2-13=8, 7-13=-12 Horz: 1-2=-24, 2-4=11, 5-7=-11, 7-8=24 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-8, 2-4=-43, 4-5=-43, 5-7=-23, 7-8=12, 2-9=-12, 7-9=8 Horz 1-2=-24, 2-4=11, 5-7=-11, 7-8=24 12) 1st unbalanced Regular Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plh Vert: 1-4=-140, 4-5=-140, 5-8=-20, 2-7=-20 13) 2nd unbalanced Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-40, 4-5=-140, 5-8=-120, 2-7=-20 • 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND r INCLUDED RELIABLE TRUSS REFERENCE PAGE RT-2 RELIABLE TRUSS AND COMPONENTS, INC. 1 LL-U4b 1 bUb 1 1 U11 ;31 -*Lib /3K KI- INS 1 ALL MA Ub-U4-1 1 K V RT 3 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 510 ROOF TRUSS 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:59 2011 Page 1 9 p ID: 1WyBAdy4sQ9kVCvNCeSgIVzpH3O- wBH3CCyu8VWh5BOp ?rNgkXid ?gzjnAgy04hOWIzJugC 0-9-14 6-9-13 I 6-7-5 14.5 -15 I 247-7 6-9-13 14 Scale =1:55.4 4x8 - 5x8 J 4 BB EN 5 7.00 ■Nek 1 `l — 6x12 MT18H-.% 6x10 3 6 c r�llllll IIIIIIIIIII ull .,1 � �p1 2 B1 ■ e Id 2[ft 6x10 1 12 11 10 6x8 13 4x6 , i 9 4x6 = 3x8 — 3x4 = 4x6 �� • 1-8-2 -1 13-5-2 17 -11 -2 29-3 -2 231-4-4 I 1-8-2 0.5J0 4 110 4 -5.15 I 11-4-0 1-8-2 Plate Offsets (X,Y). [2:0- 1- 5,0 -2.4], 13:0- 5-0,0 -3 -0], [4:048,0 -2 -0]. [5:04- 60 -2 -01 16:040,0-3-41, [7:0 -1- 10,0 -2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.10 9 -10 >999 240 M120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.26 9 -10 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.06 9 r/a Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 145 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E `Except" TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, except [PSA] T3: 2 X 4 SPF No.2, T4,T5: 2 X 4 SPF 1650F 1.5E 2 -0-0 oc purlins (4-4-0 max): 4-5. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 3 SPF No.2 *Except' WEBS 1 Row at midpt 3 -13, 5 -12, 6 -9 W1,W5. 2 X 4 SPF No2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13= 2389/0 -10 -0, 9= 2312/0 -10-0 Max Horz 13=- 158(LC 6) Max Uplift13 =5(LC 8), 9=- 160(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/42, 2-3=-338/497, 3-4=-2143/279, 45 =- 1643/281, 5-6=- 2110/281, 6-7 =- 377/382, 7-8 =0/36 BOT CHORD 2 -13 =- 211/265, 12 -13 =- 24/1967, 11- 12= 0/1630, 10- 11= 0/1630, 9- 10=- 138/1922, 7- 9=- 143/321 WEBS 3 -13 =- 2787/377, 3- 12= 484 / 163, 4-12=-38/336, 5-12=-2171336, 5-10 =- 34/316, 6-10=-386/265, 6-9=-2681/598 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =31ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift atjt(s) 13 and 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOADCASE(S) Standard Except: n A4q 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 ` s. Uniform Loads (plf) 0� Vert: 14=- 128, 4-5= -120, 5-8= -120, 2 -7 = -20 Y U. 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 K' Uniform Loads (plf) LLE Vert: 14 =40, 45 =40, 5- 8 = -20, 2 -7 =40 -4 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 i! Uniform Loads (plf) Vert: 1 -2 =23, 24 =15, 45 =18, 5 -7 =35, 7 -8=43, 2- 13 =26, 9- 13 = -12, 7 -9 =26 Horz 1 -2 =55, 24 =47, 5 -7 =47, 75 =55 a �� 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 �) . , rj/ 0 t Continued on page 2 I 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 1., m 1 RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b15Ub 11 U1131- Z3b /31{ RI INS I ALL MA Ub -U4 -11 REV RT-901 3-13-07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 509 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:58 2011 Page 2 ID:1 WyBAdy4sQ9kVCvNCeSg1VzpH3O- Sjh? sxGNBOgT2fdR7sbCKASaRep2i0p9QyTzszJugR LOAD CASE(S) Uniform Loads (p8) Vert: 1 -2 =6, 2-4=2, 4-5=23, 5-6=2, 6 -8 =19, 8 -9 =3, 2 -14 =8, 8- 14 = -12 Horz 1- 2 = -26, 2-4=-22, 5-6= -22, 6-8=31, 8 -9 =15 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2-4=11, 45 =23, 55 =11, 65 =10, 8 -9 =14, 2- 10 = -12, 8 -10 =8 Horz: 1- 2 = -15, 2-4=-31, 5-6= -31, 6-8=22, 8 -9 =26 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2-4=-41, 4-5=-23, 5-6=-41, 6.8 = -13, 8 -9 =3. 2 -14 =8, 8- 14 = -12 Horz: 1- 2 = -15, 2-4=21, 5-6=21, 65 = -1, 8 -9 =15 7) MWFRS Wind Right Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (p6) Vert: 1 -2 = -5, 2-4=-21, 4- 5 = -23, 5-6= -21, 6-8=-33, 8 -9 =3, 2- 10 = -12, 8 -10 =8 Horz 1- 2 = -15, 2-4=1, 5-6=1, 6- 8 = -21, 8-9=15 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (p8) Vert: 1 -2 =22, 2-4=18, 4-5=26, 5-6=18, 6-8=26, 8 -9 =30, 2 -14 =8, 8- 14 = -12 Horz 1-2=-42, 2-4=-38, 55 =-38, 6-8=38, 8 -9=42 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-4=8, 4-5=16, 5-6=8, 6-8=16, 8 -9 =20, 2- 10 = -12, 8 -10 =8 Horz: 1-2=-32, 2-4=-28, 5-6=-28, 6 -8=28, 8 -9 =32 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4-5=-23, 5-6=-31, 6- 8 = -23, 8 -9 =12, 2 -14 =8, 8- 14 = -12 Horz: 1- 2 = -24, 2-4=11, 5-6=11, 6-8= -11, 8 -9 =24 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4-5=-23, 5-6=31, 6-8= -23, 8 -9 =12, 2- 10 = -12, 8 -10 =8 Horz: 1- 2 = -24, 2-4=11, 5-6=11, 6-8= -11, 8 -9 =24 12) 1st unbalanced Regular Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-128, 4-5=-120, 5-6=- 128, 6- 9 = -20, 2A = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-28, 4-5=-20, 5-6= -28, 6- 9 = -120, 2-8=-20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL-0451504 11 U 11:31 -1:35 f:3 K 1{)- INS !ALL MA U5 -04 -11 KL V RT 901 3 - 13 -07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 509 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:57 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSgIVzpH3O-_ oAJoWwecuGzru4QtQLMf6dHgllaJF8fwmCvRPzJugS 1 5-11 -1 11-5-2 15-5-2 17-8 -2 23 -6-14 31-4-4 2 -2- 9-1 5-11 -1 I 5-6-1 I 4-0-0 I 2-3-0 I 5-10-12 I 7 -95 9-1 Scab =1:55.4 4x6 11 6 axa = axs = 1 a r71 T2 3's \ . 6x10 • 7.00 'i 7 . 3x6 O 3 V r- /... . • 9 i 12 M B1 m B2 p = Ib 6x8 12 11 [ ; a.. 251 axa 13 14 3z8 4x6 = 4x8 = 3x6 �� 5x6 = 1-8-2 11-5-2 20-5-6 29-3-2 26-8r 231-44 1-8-2 9-9-0 1 9-0-4 8 -9-12 855-0 1 -8-2 Plate Offsets (X,Y): 12:0-1-5,0-2-41, 14:0-5-0,0 -1 -121, 17:0-4-0,0-3-41, [8:0- 2- 10,Edgej LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.15 11 -13 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.26 11 -13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code IRC2003/1P12002 (Matrix) Weight: 147 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 2 -11 -15 oc purlins, except [PSAI T4: 2 X 4 SPF 1650F 1.5E, T5: 2 X 4 SPF 2100F 1.8E 2 -0-0 oc purlins (3 -10 -1 max.): 4-5. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 *Except" WEBS 1 Row at midpt 5 -11, 3 -14, 7 -10 W8: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation guide. Right: 2 X 4 SPF No.2 REACTIONS (lb/size) 14= 2395/0 -10 -0, 10= 2308/0 -10-0 • Max Horz 14=- 160(LC 6) Max Upliftl4=- 197(LC 8), 10=- 228(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 201/497, 3-4=-2247/390, 4-5 =- 1771/384, 5-6=- 1539/374, 6-7 =- 2222/457, 7-8=- 201/425, 8 -9 =0/36 BOT CHORD 2- 14=- 258/246, 13- 14=- 158/1839, 12- 13=- 89/1902, 11- 12= -89/1902, 10- 11=- 188/1946, 8 -10 =- 165/232 WEBS 3- 13=- 172/135, 4-13=-30/436, 5-13 =- 292/91, 5-11 =- 1031/231, 6-11 =- 291/1344, 7-11=-475/253, 3 -14 =- 2824/548, 7 -10 =- 2635/536 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =31ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 14 and 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. O F 4.q q S S LOAD CASE(S) . -70 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 + y Uniform Loads (plf) Q TIMOTHY L. N Vert: 1-4=-128, 4-5= -120, 5-5= -128, 6- 9 = -120, 2-5 = -20 t'" 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 LaCHAPELLE Uniform Loads (plf) ° CIVIL -4 Vert: 1-4=-28, 4-5=-20, 5-6= -28, 6 -9 = -20 2-5 =40 Q 30 ' S 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) ' * , .0 f Vert: 1 -2 =35, 24 =27, 45 =38, 55 =27 6-5 =35, 8 -9 =43, 2- 14 =26, 10- 14 = -12, 8 -10 =26 4, v. ' w . ' j r j / I Horz: 1- 2 = -55, 24 =47, 5-6=47, 6-8=47, 8 -9 =55 1 � , x` 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 '�+► . 7 Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND - " - INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 ' ` " "' `T RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b15Ui 11 U11;i1- 23b13K KI IN TALL MA Ub -U4 -11 KEV RT 3 • Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 508 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:57 2011 Page 2 . ID:1 WyBAdy4sQ9kVCvNCeSg I VzpH3O- _oAJoWwecuGznulQtQLMf6dlol JeJEMfwmCvRPzJugS LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2 =6, 2-4=2, 4- 14=32, 5- 14 =23, 5-6=2, 6 -8=19, 2 -13 =8, 8- 13 = -12 Horz: 1- 2 = -26, 2-4=-22, 5-6= -22, 6-8=31 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 24 =11, 45 =23, 5-6=11, 6-8 =10, 2- 9 = -12, 8 -9 =8 Horz 1- 2 = -15, 2-4=-31, 5-6=-31, 6-8=22 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 = -5, 2-4=41, 4- 5 = -23, 5-6=-41, 6-8= -13, 2 -13 =8, 8- 13 = -12 Horz 1- 2 = -15, 2-4=21, 5-6=21, 6-8= -1 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =5, 2-4=-21, 4- 5 = -23, 5-6= -21, 65 =33, 2- 9 = -12, 8 -9 =8 Horz: 1- 2 = -15, 2-4=1, 5-6=1, 65 = -21 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 2-4=18, 4-5=26, 5-6=18, 6-8=26, 2 -13 =8, 8- 13 = -12 Horz: 1 -2 =42, 2-4=-38, 5-6=-38, 6 -8=38 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 24 =8, 45 =16, 5-6=8, 6-8=16, 2- 9 = -12, 8-9 =8 Horz 1 -2 =32, 2-4=-28, 55 = -28, 63 =28 " 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4- 5 = -23, 55 =31, 6 -8= -23, 2 -13 =8, 8- 13 = -12 Horz: 1- 2 = -24, 24 =11, 55 =11, 6.8 = -11 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 24 =31, 4-5=-23, 5-6=-31, 6-8=-23, 2- 9 = -12, 8 -9 =8 Horz 1- 2 = -24, 24 =11, 55 =11, 6-8=-11 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -128, 45= -120, 5-6= -128, 6-8= -20, 2 -8 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-28, 4-5=-20, 5-6= -28. 6-8= -120, 2-8= -20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND n,{ INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 • RELIABLE TRUSS AND COMPONENTS, INC. ILL -04b1 bUZ 1101131- 2Jbf3K KF INS1ALL MA Ub -04 -11 KEV RT 3 5- Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 508 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:57 2011 Page 1 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH3O-_ oAJoWwecuGzru4QtQLM6db1JeJEMfwmCvRPzJugS 9- 31 49-13 9-5 -2 13-5-2 17-8 -2 23-6-14 31-4-4 314 4-9-13 1 4-7-5 I 4-0-0 1 4-3-0 1 5 -10-12 1 7 -96 1 Scale =1:55A 4x6 11 6 1 4x6 = 4x6 = 4 6Z IR T2 6x12 14 7 7.00 12 41N 3x10 3_ o N v / a j N / 6 l i 2 _ gi - - - - -- - BZ .__ - - - -- • * Id 4810 12 11 10 9 6x8 C 14x5 3x6 = 4x6 = 6x8 = 4x6 \. 1-8-2 20 9-5-2 20-5-6 29-3-2 23144 1-8-2 05$ 7-4-0 11-0-4 I 8-9-12 0410 1-8-2 Plate Offsets (X,Y), [2:0 -0- 14,0 -1 -8], [4:0- 3- 8.0 -2 -01, [7:05- 12,Edge], [8:Edge,0-2-41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.15 10 -12 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.33 10 -12 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.87 Horz(TL) 0.06 9 Na Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 142 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except [PSA] T4,T5: 2 X 4 SPF 2100F 1.8E 2 -0-0 oc purlins (3 -11 -10 max): 4-5. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 3 -13, 5 -10, 7 -9 W8: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13= 2402/0 -10 -0, 9= 2203/0 -10-0 Max Horz 13= 165(LC 7) Max Uplift13=- 202(LC 8), 9=- 199(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 167/539, 34 =- 2330/375, 4-14 =- 1880/363, 5 -14 =- 1880/363, 5-6=-1696/371, 6 -7 =- 2265/459, 7-8 =- 166/452 BOT CHORD 2- 13=- 323/208, 12- 13=- 153/1669, 11- 12=- 188/2255, 10- 11=- 188/2255, 9- 10=- 221/2008, 8-9 =- 167/212 WEBS 3 -13 =- 2841/492, 3 -12 =- 13/237, 4-12=-46/583, 5-12= -662/163, 5-10 =- 1163/271, 6-10 =- 271/1317, 7-10=-523/273, 7 -9=- 2724/553 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =31ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Te connectors recommended to connect truss to bearing walls due to uplift at jt(s) 13 and 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) nrck0 g 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 i$1, Uniform Loads (plf) 0 Vert: 14=- 128, 45= -120, 5.6= -128, 6 -0= -120, 2 -8 = -20 L. G 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) LLE . Vert: 14 = -28, 45 = -20, 5-6= -28, 6- 8 = -20, 25 =40 -4 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 t/0 Uniform Loads (plf) ' Vert: 1 -2 =35, 24 =27, 45 =38, 5-6=27, 6 -8=35, 2- 13 =26, 9- 13 = -12, 8 -9 =26 Horz: 1 -2 =55, 24 =47, 5-6=47, 6.8 =47 �y y 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 ! / , t } Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND , INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE IaaL TRUSS AND COMPONENTS, INC. I LL -U4b 1 b01 1101131 -Z3b RJR KI INS I ALL MA U5 -04 -11 KEV RT - 901 3 - 13 -07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 507 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:56 2011 Page 2 ID: 1WyB Ady4sQ9kVCvNCeSgIVzpH3O- WccxaAwOra86EkVEJip76v46Adw aphWh6TMvzzJugT LOAD CASE(S) Uniform Loads (plf) Vert: 1 -2 =35, 2 -3 =27, 34 =38, 4 -5 =27, 5 -7 =35, 2- 12 =27, 8- 12 = -12 Horz: 1- 2 = -55, 2 -3 =47, 45 =47, 5 -7 =47 Drag: 3-4=0 4) MWFRS Wind Left Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =6, 2 -3 =2, 3-4=33, 4-5=2, 5 -7 =19, 2 -12 =8, 8- 12 = -12 Horz: 1- 2 = -26, 2-3=-22, 4-5=-22, 5 -7 =31 Drag: 3-4=0 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (p8) Vert: 1-2=-5, 2-3=11, 3-4=23, 4-5=11, 5 -7 =10, 2-8= -12 Horz: 1- 2 = -15, 2-3=-31, 4- 5 = -31, 5 -7 =22 Drag: 3-4=0 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2=-5. 2 -3 =111. 3-4=-23, 4-5=-41, 5- 7 = -13, 2 -12 =8, 8- 12 = -12 Horz 1- 2 = -15, 2-3=21, 4-5=21, 5 -7 = -1 Drag: 3-4=-0 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =5, 2-3=-21, 3-4=-23, 45 = -21, 5 -7 =33, 23 = -12 Horz: 1- 2 = -15, 2-3=1, 4-5=1, 5 -7 = -21 Drag: 3-4=-0 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 2 -3 =18, 3-4=26, 4 -5 =18, 5 -7 =26, 2 -12 =8. 8- 12 = -12 Horz: 1-2=-42, 2-3=-38, 4-5=-38, 5 -7 =38 Drag: 3-4=0 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-3 =8, 34 45 =8, 5 -7 =16, 2-8= -12 Horz 1-2=-32, 2-3=-28, 45 = -28, 5-7 =28 Drag: 3-4=0 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-3=-31, 34 = -23, 45 =-31, 5- 7 = -23, 2 -12 =8, 8- 12 = -12 Horz 1- 2 = -24, 2- 3= 11,45 =11, 5 -7 = -11 Drag: 34 =-0 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-3=-31, 3-4=-23, 4-5=-31, 5- 7 = -23, 2 -8= -12 Horz: 1- 2 = -24, 2-3=11, 4-5 =11, 5 -7 = -11 Drag: 3-4=-0 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-3=-128, 34= -120, 45= -128, 5- 7 = -20, 2 -8= -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-3=-28, 3-4=-20, 4-5 = -28, 5- 7 = -120, 2 -8= -20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND r INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL -U4b1 bUO 11 U1 1 J1 -23b /:iK KI- INS I ALL MA Ub -04 -11 KhV RT 901 3 - 13 - 07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 507 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:56 2011 Page 1 ID: 1 WyBAdy4sQ9kVCvNCeSg1VzpH3O- WccxaAwOra86EkVEJip76v46Adw __aphWh6TMvzzJugT -0-9 -1 7 -5-2 11 -5-2 17-8-2 23-6-14 29-8 -2 0 -9 -14 7 -5-2 I 4-0-0 6-3-0 I 5-10-12 6-1-4 Scale =1:53.0 5x6 = 5 WI :5.3 6x8 = 1.5x3 // I1R1 IRI 6 7.00 Plf r o 6x8 = c 1p1p011 ` , :1 VIII I d 4 10 2 0. 00 111 11g 46 1x10 ,i1.- , 11 10 9 12 3x6 �i 4x6 5x6 = 6x10 = 3x6 II 1 1-8 -2 112 7-5-2 11-5-2 1 20-5-6 29-8 -2 1.8 -2 0-5-0 5-4-0 4-0-0 9-0-4 9 -2 -12 Plate Offsets (X,Y): 12:0.6- 1,Edgel, [3:0 -5-0,0 -241, [7:0- 2 -8,Edgel, [8:Edge,0 -2 -81, [11:0- 25,0-2 -01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.17 9 -11 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.30 9 -11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.71 Horz(TL) 0.05 8 Na n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 145 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2 -0-0 o4PSAj T1: 2 X 4 SPF 2400F 2.0E, T3: 2 X 4 SPF 1650F 1.5E purlins (3-1-5 max.): 3-4. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: WEBS 2 X 3 SPF No.2 *Except* 6 -0-0 oc bracing: 2 -12. W1,W4,W7:2X4SPFNo.2 WEBS 1 Rowatmidpt 3- 12,4 -9 WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left: 2 X 8 SYP M 23 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12= 2404/0 -10 -0, 8= 1951/0 -10-0 Max Horz 12=- 157(LC 6) Max Upliftl2=- 202(LC 8), 8=- 171(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3 =- 236/372, 3-4=-2734/454, 4-5 =- 1851/375, 5-6=- 2305/460, 6-7 =- 2715/447, 7-8=- 1863/337 BOT CHORD 2- 12=- 139/217, 11- 12=- 224/1924, 10- 11= 302/2752, 9-10=-302/2752, 8-9=-42/207 WEBS 3 -12 =- 2616/471, 4-11= -806/208, 4 -9 =- 1476/274, 5-9 =- 226/1219, 6 -9 =- 709/298, 7 -9 =- 259/2019, 3 -11 =- 113/1239 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =30ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 6) One H2.5A Simpson Strong -Te connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review Toads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. , 1 OF A4 LOAD CASE(S) ' 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 `c - Uniform Loads (plf) O TIMOTHY L. t Vert: 1-3=-128, 3-4=-120, 4-5 =- 128, 5-7= -120, 2-8=-20 . LaCHAPELLE f f 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 o CIVIL Uniform Loads (plf) 0 LO Vert: 1-3=-28, 3-4=-20, 4-5=-28, 5- 7 = -20, 2-8=-40 O. 30 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 j .4 ,,,, ... ,,... .„. Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND = - INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 SZ EI � "" RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b1499 11 U11.51 -Zibf iF4 RI INS I ALL MA U5-U4-1 1 KhV RT 901 3 - 13 -07 S Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 506 ROOF TRUSS 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:55 2011 Page 1 p ID:1 WyBAdy4sQ9kVCvNCeSg1VzpH3O-2P2ZNgvO4G0Fc avl2m ?Iua 1YwpDbmrLGMTSjpNXzJugU 09-14 7-11-5 I 7-8-13 I 7-8-13 7- 69-1 Scale =1:60.0 5x8 MT18H= 4 7.0012 O. THIS SIDE GARAGE 6x12 MT18H \ 6x12 MT18H 3 0 \ 5 , ., N llllilllli• %i I II , „ 6 g 1 2 A B1 j I B2 Id i 0i 10 9 8x8 8x8 i 11 12 8 4x6 � 4x4 = 4x6 = 4x4 = 4 �?{� I 14-2 I 1 1-8-2 1 - 8 - 2 d 9-0-11 1 9-0-11 I 9-0-11 2 1O� 1-8-2 Plate Offsets (X,Y): [2:0- 2- 10,Edgel, [3:05 -0,Edgel, F5:05-0,Edgel, [6:0- 2- 10,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.13 9 -11 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.23 9 -11 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 8 n/a Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 143 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2400E 2.0E TOP CHORD Structural wood sheathing directly applied or 3-9 -12 oc purlins. [PSA] BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 5 -8, 3 -12 W1: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation guide. Left 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (lb/size) 8= 2320/0 -10 -0, 12= 2399/0 -10-0 Max Horz 12 =183(LC 7) Max Uplift8=- 224(LC 8), 12=- 184(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 208/479, 3 -4=- 2289/453, 4-5 =- 2249/462, 5-6=- 216/439, 6 -7 =0/36 BOT CHORD 2 -12 =- 179/224, 11- 12=- 143/2044, 10- 11= 0/1451, 9- 10= 0/1451, 8- 9=- 191/1997, 6- 8=- 159/244 WEBS 4 -9 =- 140/694, 5-9=-583/302, 5 -8=- 2699/554, 4-11 =- 98/736, 3-11 =- 633/251, 3-12 =- 2785/468 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =488; L =31ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 12. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) "Sem i -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) �'1s k OF /44 Vert: 1 -0=- 128(F =-8), 4- 7 = -120, 2-6= -20 , c4 Ak :;) TIMOTHY L. , i , LaCHAPELLE +r 0 CIVIL Q.30 J(,: 4 s I .04., , , • ...0 , • 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND r ,,,_ • INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b149S 11U11.31-Lib l31) KI INS I ALL MA Ub -U4 -11 REV RT 3 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 505 ROOF TRUSS 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:54 2011 Page 2 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH3O-aDUA9VuIJzuP _QLsCHnf1U ?mrpGS6yGDEo Fg4zJugV LOAD CASE(S) 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -3 =5, 3-5=7, 6- 10 = -12 Horz: 1- 3 = -25, 3-5=19 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 13 =37, 3-5=-13, 6- 10 = -12 Horz: 1-3=17, 3-5=-1 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-3=-21, 35 = -29, 6- 10 = -12 Horz: 1 -3 =1, 3-5=-17 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-3=11, 3-5=19, 6- 10 = -12 Horz 1-3=-31, 3 -5 =31 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-3=3, 3-5=11, 6- 10 = -12 Horz: 1- 3 = -23, 35 =23 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-3=-29, 3-5=-21, 6- 10 = -12 Horz: 1-3=9, 3 -5 = -9 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-3=-29, 3-5=-21, 6- 10 = -12 Horz: 1-3 =9, 3-5=-9 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 13 = -128, 3- 5 = -20, 6-10=-20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-3=-28, 3-5=-120, 6- 10 = -20 05/04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b149/ 11011.31 -2MriK KI INS IALL MA Ub -U4 -11 KtV RT 901 3 - 13 - 07 1 . Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 505 ROOF TRUSS 2 1 Job Reference (optional) REUABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 a Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:54 2011 Page 1 ID: 1WyBAdy4sQ9kVCvNCeSglVzpH3O-aDUA9VuIJzuP QLsCHnf1U ?mrpGS6yGDEo Fg4zJugV 5 -11 -12 11 -10-8 17 -9-4 23 -10-8 5 -11 -12 5 -10 -12 5 -10 -12 6-1-4 5x6 = Scale =1:46A 3 �a THIS SIDE GARAGE DO NOT ERECT BACKWARDS. 7.00 F11 1.5x3 U 15x3 // 2 4 r Q I�III •• 6x8 = \ ,,, 6x8 = 5 1 I V y a, •• • --- II IIIIIIIIIIIIIIIIIHN 9 4x10 = e 7 2t 10 306 - 4x10 = 6 306 11 3x4 11 7 -11-5 15-9-11 23-10-8 7 -11-5 7-10-5 1 8 -0-13 Plate Offsets (X,Y): 11:Edge,0 -2 -91, 15:0- 2- 8,Edgel, f6:Edge,0 -2.81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.11 7 -9 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.29 7 -9 >992 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.02 6 Na Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 96 lb FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10 -10 oc purlins, except end [PSA] BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 10= 1727 /Mechanical, 6= 1680/0 -10-0 Max Horz 10= 111(LC 7) MaxUpliftl0= -14(LC 8), 6 = -61(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 2232/189, 2.3 =- 2000/284, 3 -4=- 1981/302, 45 =- 2202/220, 1- 10=- 1659/135, 5-6=- 1611/182 BOTCHORD 9- 10 = -71/ 161, 8 -9= 0/1241, 7.8= 0/1241, 6 -7 =- 18/160 WEBS 3 -7 =- 115/730, 4-7 =- 726/237, 3-9= 64/747, 2 -9 =- 768/184, 1 -9 =- 71/1669, 5 -7 =- 99/1630 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =248; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind Toad user defined. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 10 and 61 Ib uplift at joint 6. 7) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) n 4„.v., `�� Vert: 1 -3= -128, 35 =- 120, 6- 10 = -20 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 0 Unifo m Loads (plf) L . Vert: 1- 3 = -28, 35 = -20, 6-10 = -40 101 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 E ,,,,t Uniform Loads (plf) - i Vert: 1-3=18, 35 =26, 6- 10= -12 tr Horz: 1- 3 =-38, 35 =38 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) d • Vert: 1 -3 = -1, 35 =13, 6- 10 = -12 p a . '� ► Horz: 1 -0 = -19, 35 =25 1Prf. Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND 1 INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b149b 11 011131- Z:ib/:3K HI- INS 1 ALL MA Ub -U4 -11 KtV RT 901 3 - 13 -07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 504 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:53 2011 Page 2 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH3O- 61woy9t7YfmYNGmfeaGQVGSbAQpFNQg3 ?8EilezJugW LOAD CASE(S) 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=11, 4-6=11, 2- 7 = -12, 6 -7 =8 Horz: 1- 2 = -15, 24 =-31, 4-6=23 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =5, 2-4=-41, 4-6= -13, 2-9=8, 6 -9 = -12 Horz: 1- 2 = -15, 2-4=21, 4-6= -1 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =5. 24 = -21, 4-6=-33, 2- 7 = -12, 6 -7 =8 Horz: 1- 2 = -15, 2-4 =1, 4-6= -21 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =22, 211 =18, 4 -6 =26, 2 -9 =8, 6 -9 = -12 Horz 1- 2 =-42, 2 -4 =38, 4-6=38 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-4=8, 4-6=16, 2- 7 = -12. 6 -7 =8 Horz 1 -2 =32, 24 = -28, 4-6=28 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4-6= -23, 2 -9 =8, 6 -9 = -12 Horz 1- 2 = -24, 2-4=11, 4 -6 = -11 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =4, 2-4=-31, 4-6= -23, 2- 7 = -12, 6 -7 =8 Horz: 1- 2 = -24, 2-4=11, 4-6 = -11 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert 14 = -128, 4-6=-20, 25 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-28, 4-6= -120, 2-6= -20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. 1 LL- 04b1405 11011;31 -2:3b (;if< Kt- INS 1 ALL MA U5 -04 -11 KEV RT - 901 3 - 13 - 07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 504 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:53 2011 Page 1 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH3O-61woy9t7YfmYNGmfeaGQVGSbAQpFNQg3 ?8EilezJug W Q 9 1 6-11-5 13-8-2 20 -4-15 27--4 0 9 14 6-11-5 6 8 -13 6 8 -13 6-11-5 Scala =1:48.6 4x6 = 4 7.00 12 6x12 \ 6x12 3 \ 5 N11 / 6 61 81 8x8 \\ 8 8x8 // 9 3x6 zi 7 502 = 3x6 1-8 -2 20 13-8 -2 25-3 -2 25-5-227-4-4 1-8 -2 0-5 11 -7-0 11 -7-0 1-8-2 Plate Offsets (X,Y): 12:0-4- 0,Edge], r3:05- 12,Edgel, [5:0- 5- 12,Edgel, 16:0-4- 0,Edge], 18:0 -6-0,0 -3 -01 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.28 7-8 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.70 7-8 >401 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.07 7 rile n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 105 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4 -11 -11 oc purlins. [PSA] BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 5 -7, 3-9 W1: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib /size) 7= 1927/0 -10 -0, 9= 2117/0 -10-0 Max Horz 9 =165(LC 7) Max Uplift7=- 172(LC 8), 9 =- 171(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/30, 2 -3=- 296/691, 3-4=-1660/317, 4- 5=- 1646/307, 5-6 =- 287/516 BOT CHORD 2 -9 =- 375/328, 8-9 =- 124/1584, 7 -8=- 175/1584, 6 -7 =- 229/308 WEBS 4-8=-105/679, 5 -8=- 533/275, 5- 7=- 2375/636, 3-8=-535/214, 3-9 =- 2564/577 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =27ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind load user defined. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 Ib uplift at joint 7 and 171 Ib uplift at joint 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 -OA OF ]i Uniform Loads (plf) �.� y� Vert: 1-4=-128, 4E = -120, 2-6=-20 C/ 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 C 4" Uniform Loads (plf) - 0 TIMOTHY L. N Vert: 14 = -28, 4-6=-20, 2-6=-40 z LaCHAPELLE mi 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) ° CIVIL { j Vert: 1 -2 =35, 2-4=27, 4-6=35, 2 -9 =28, 7-9= -12, 6 -7 =28 O. 30 •.. Flom: 1-2=-55, 2-4=-47, 4-6=47 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 + • �• Uniform Loads "AilltAr y 4 x Vert: 1 -2 =7, 2-4=3, 4 -6=19, 2 -9 =8, 6 -9 = -12 4 Horz: 1- 2 = -27, 24 = -23, 4.6 =31 j .^ Continued on page 2 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND - INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 • RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b1494 11U1131 -Z3b /JK KI 1NS I ALL MA Ub -U4 -11 KEV RT -901 3 -13 -07 C. Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 503 ROOF TRUSS 1 1 Job Reference (optional) REUABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:2252 2011 Page 2 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH3O-erMQkpsVnLeh17BT4tlBy3wQR0T _ezQvmW9mCzJugX LOAD CASE(S) 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =3, 2 -4=19, 4-6=3, 6 -7 =7, 2- 8 = -12, 6-8=8 Horz: 1- 2 = -15, 2-4 =-31, 4-6=23, 6 -7 =27 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =3, 2- 4 =-33, 4- 6 = -21, 6-7=-5, 2 -10 =8, 6- 10 = -12 Horz: 1- 2 = -15, 2 -4=21, 4.6 = -1, 6 -7 =15 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =3, 2- 4 = -13, 4-6=-41, 6-7=-5, 2-8= -12, 6-8 =8 Horz 1- 2 = -15, 2-4=1, 4-6= -21, 6 -7 =15 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (p8) Vert: 1 -2 =30, 2 -4 =26, 4-6=18, 6 -7 =22, 2 -10 =8, 6- 10 = -12 Horz: 1- 2 =-42, 2- 4 =-38, 4-6=38, 6 -7 =42 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =20, 2 -4 =16, 4.6 =8, 6 -7 =12, 2- 8 = -12, 6 -8=8 Horz: 1- 2 = -32, 2-4 = -28, 4-6=28, 6 -7 =32 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-4=-23, 45 =-31, 6 -7 =4, 2 -10 =8, 6- 10 = -12 Horz: 1- 2 = -24, 2 -4 =11, 4-6 = -11, 6 -7 =24 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (p8) Vert: 1 -2 =12, 2 -4= -23, 4-6=-31, 6 -7 =4, 2 -8= -12, 6-8=8 Horz: 1- 2 = -24, 2 -4=11, 4-6= -11, 6 -7 =24 12) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=- 120, 4- 7 = -28, 2t = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1.4 = -20, 4-7 =- 128, 2-6 = -20 05/04/11 O w^M Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT-2 RELIABLE TRUSS AND COMPONENTS, INC. 1 LL- U4b149:3 11U11,31-23b / 3K K1 INS 1 ALL MA Ub -U4 -11 KtV RT 901 3 - 13 - 07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 503 ROOF TRUSS 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:52 2011 Page 1 3 {1 ID: 1WyBAdy4sQ9kVCvNCeSg1VzpH3O- erMQkpsVnLeh17BT4tIBy3wQROT _ezQwnUV9mCzJugX 0-914 6-11-5 6-8-13 6-8-13 6- 27-4-4 6-9.11 Scale =1:512 5x6 = 4 7.00112 04 6x12 6x12 0 5 - - , ., 2 Sri r 6 7 0 4) S B1 Bi /1/ Id 8x8 \\ y 8x8 // 10 306 O 8 5x12 = 3x6 Q 1-8-2 2-12 13-8-2 25-3-2 25-8r227 -4.4 5.0 1.8.2 0 11 -7-0 11 -7-0 rf� a-0 1-8 -2 I Plate Offsets (X,Y): [2:04-0,Edgel, 13:0- 5- 12,Edgel, 15:05- 12,Edgel, 16:0-4- 0,Edgel, [9:06 -0,03 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.28 9 -10 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0.70 9 -10 >404 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.07 8 Na Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 107 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc puffins. [PSA] BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 `Except* WEBS 1 Row at midpt 5-8, 3 -10 W1: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (lb/size) 8= 2107/0 -10 -0, 10= 2036/0 -10-0 Max Horz 10=- 162(LC 6) Max Uplift8=- 128(LC 8), 10=- 240(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/28, 2-3=-322/636, 3-4=-1627/300, 4- 5=- 1644/311, 5-6=-295/691, 6 -7 =0/30 SOT CHORD 2-10=-342/361, 9-10 =- 144/1534, 8 -9 =- 106/1572, 6- 8=- 3751328 WEBS 4 -9 =- 97/656, 5-9=-535/215, 5-8=- 2547/571, 3-9=-491/259, 3 -10 =- 2453/665 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =27ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 3) C-C wind load user defined. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 10. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 nt7 Uniform Loads (plf) �c Vert: 14=- 120, 4-7= -128 , 26 = -20 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 ' Uniform Loads (pIf) Vert: 14 = -20, 4- 7 = -28, 26 =40 r 4 3) C-0 Wind: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (pIf) Vert: 1 -2 =43, 24 =35, 46 =27, 6 -7 =35, 2- 10 =28, 8- 10 = -12, 6-8=28 Horz: 1- 2 = -55, 24 =47, 46 =47, 6 -7 =55 4) MWFRS Wind Left: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (pIf) jt�� Vert: 1 -2 =15, 24 =11, 46= 11,6 -7 = -5, 2 -10 =S 6- 10 = -12 I , Horz: 1- 2 = -27, 24 = -23, 46 =31, 6 -7 =15 r Continued on page 2 1 04/11 Warning! Verify design parameters and READ NOTES ON THIS AND -- \,-----::;:--- g!— fy 9 P I - , INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL U4b14U2 11U1131 Z35/3K KF IN [ALL MA U5 - 04 - 11 KEV RT - 901 3 - 13 - 07 m I . Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 501 ROOF TRUSS 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:51 2011 Page 2 ID:1 WyBAdy4sQ9kVCvNCeSglVzpH3O-9eo2XTst02Wg7zcHX9EyPrNJbcDOvaQnYglbEmzJugY LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -2 =15, 2-4=11, 45 =11, 5 -7 =11, 7 -9 =11, 9 -10 =5, 2 -15 =8, 9- 15 = -12 Horz: 1- 2 = -27, 2-4=-23, 4- 5 = -23, 5 -7 =31, 7 -9 =31, 9 -10 =15 5) MWFRS Wind Right: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =3, 24 =19, 4 -5 =19, 5 -7 =3, 7 -9 =3, 9 -10 =7, 2- 11 = -12, 9 -11 =8 Horz: 1- 2 = -15, 24 =31, 45 = -31, 5 -7 =23, 7 -9 =23, 9 -10 =27 6) MWFRS Wind Left Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =3, 2- 4 = -33, 4-5=-33, 5- 7 = -21, 7- 9 = -21, 9 -10 =5, 2 -15 =8, 9- 15 = -12 Horz: 1- 2 = -15, 24 =21, 45 =21, 5 -7 = -1, 7 -9 = -1, 9 -10 =15 7) MWFRS Wind Right Positive : Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =3, 24 = -13, 45 = -13, 5-7=-41, 7 -9 =41, 9 -10 =5, 2- 11 = -12, 9 -11 =8 Horz: 1- 2 = -15, 24 =1, 45 =1, 5- 7 = -21, 7- 9 = -21, 9 -10 =15 8) MWFRS 1st Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =30, 2-4=26, 4-5=26, 5 -7 =18, 7 -9 =18, 9- 10 =22, 2 -15 =8, 9- 15 = -12 Horz: 1-2=-42, 2-4=-38, 4-5=-38, 5 -7 =38, 7 -9 =38, 9 -10 =42 9) MWFRS 2nd Wind Parallel: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =20, 24 =16, 4-5=16, 5 -7 =8, 7 -9 =8, 9- 10 =12, 2- 11 = -12, 9 -11 =8 Horz 1 -2 =32, 24 = -28, 45 = -28, 5 -7 =28, 7 -9 =28, 9 -10 =32 10) MWFRS 1st Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-4=-23, 45 = -23, 5- 7 = -31, 7 -9 =31, 9 -10 =4, 2 -15 =8, 9- 15 = -12 Horz: 1- 2 = -24, 24 =11, 4 -5 =11, 5- 7 = -11, 7- 9 = -11, 9 -10 =24 11) MWFRS 2nd Wind Parallel Positive: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =12, 2-4=-23, 4-5=-23, 5-7=-31, 7 -9 =31, 9 -10 =4, 2- 11 = -12, 9 -11 =8 Horz 1- 2 = -24, 24 =11. 4 -5 =11, 5- 7 = -11, 7- 9 = -11, 9 -10 =24 12) 1st unbalanced Regular Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-120, 4-5=-120, 5- 7 = -28, 7- 10 = -28, 2 -9 = -20 13) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-20, 45 = -20, 5 -7= -128, 7 -10= -128, 2 -9 = -20 05/04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE Truss AND COMPONENTS, INC. ILL- U4b1491 11U11:31- Zib1.iK KF INS IALL MA Ub -114 -11 KhV RT 901 3 - 13 - 07 1 ' r Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573R 501 ROOF TRUSS 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 e Mar 23 2011 MiTek Industries, Inc. Wed May 04 12:22:51 2011 Page 1 ID:1 WyBAdy4sQ9kVCvNCeSg 1 VzpH3O-9eo2XTstO2Wg7zcHX9EyPrNJbcDOvaQnYgtbEmzJugY 9-1{1 4-9 -13 I 9 -10-3 I 13-8-2 17-6-1 22-0-7 27-4-4 2 0-9-14 4-9-13 5-0-5 3-9-15 3-9-15 5-0-5 4-9-13 9-1 4 Scale =1:51A 386 = 5 N 4x8 G 488 <- 384 = 4 ` 5x8 G 588 7.00 '1 ri, \ ;46. c il 2 �' . �. 9 1 i B1 t� r f I ill B1 pp��77 d 68811 14 13 12 I? 6x811 15 11 3x6 /. 3x8 = 1� = 388 = 3x6 . . � 1-8-2 2-1 9-10- 17-6-1 I 25-3-2 26- 8x2 27-4-4 1-8-2 0-5-0 7 -9 -1 7 -7 -15 7 -9.1 0-5.Io 1.8-2 Plate Offsets (X,Y): [2:0- 3-8,Edgel, [3:0 -3- 8,0 -3-0), [5:0- 3 -0,Edge), [8:03- 8,0 -3-0I, [9:03- 8,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.09 12 -14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.19 14 -15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 117 Ib FT= 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3 -10 -15 oc purlins. [PSAI BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 3 SPF No.2 WEBS 1 Row at midpt 3 -15, 8 -11 WEDGE JOINTS 1 Brace at Jt(s): 6 Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15= 2036/0 -10 -0, 11= 2107/0 -10-0 Max Horz 15=- 162(LC 6) Max Upliftl5=- 241(LC 8), 11=- 127(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension . TOP CHORD 1 -2 =0/28, 2 -3 =- 259/617, 3-4=-1821/309, 4-5=-539/112, 4-6=- 1091/294, 6- 7=- 1111/273, 5- 7=- 549/118, 7-8 =- 1856/295, 8 -9 =- 233/663, 9 -10 =0/30 BOT CHORD 2-15=-386/285, 14 -15 =- 103/1276, 13- 14=- 13/1444, 12- 13=- 13/1444, 11- 12=- 72/1307, 9-11=-415/256 WEBS 3 -15 =- 2433/570, 3 -14 =- 20/217, 4-14= -80/261, 6 -14 =- 251/229, 6-12 =- 212/267, 7 -12 =- 107/234, 8 -12= 32/204, 8 -11 =- 2523/481 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =27ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift atjt(s) 15 and 11. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) "Sem rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard n „.‘0FA.4,4 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 � Uniform Loads (plf) y Vert: 14= -120, 45= -120, 5 -7= -128, 7 -10= -128, 2 -9 = -20 1 2) IBC BC Live: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) E - � 1 Vert: 14 = -20, 4.5 = -20, 5- 7 = -28, 7- 10 = -28, 2 -9 =40 � 4 3) C-C Wind: Lumber Increase =1.60, Plate Increase =1.60 Uniform Loads (plf) Vert: 1 -2 =43, 24 =35, 45 =35, 5 -7 =27, 7 -9 =27, 9 -10 =35 2- 15 =28, 11- 15 = -12, 9 -11 =28 Harz: 1- 2 = -55, 24 =47, 45 =47 5 -7 -47, 7 -9 - 47, 9 -10 =55 J 4) MWFRS Wind Left Lumber Increase =1.60 Plate Increase =1.60 �A� . 'f // r M i r Continued on page 2 I 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND J rv_ INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 g • RELIABLE TRUSS AND COMPONENTS, INC. ILL-04b1490 1101131- Z:ib /3K KF 1N51/ALL MA U5 -U4 -11 KtV RT 901 3 - 13 - 07 r ,s p Co e H i /iaCk Co n nec A tE°ALTAii3G7NPA, -;*7417; _,,,iii'i HHC HJC HJHC, & HTHJ series Codes: Fastener Schedule' NER 532 USP Carrying Carried Member NER 564 P � ICBO 3613 Stock No Ref. No Member per Hip per Jack L.A. City RR 25307 HJC26 -- -- (16) 16d (5) 10d (7) 10d Dade County, FL 01 0327.04 HJC28 -- -- (20) 16d (6) 10d (8) 10d • • :: oo° HTHJ24 -18 -- -- (10) 10d (5) 10d (3) 10d HTHJ26 -18 LTHJR/L (16) 16d (7) 16d (5) 16d ) : *Al HHC26 -- -- (20) 16d (5) 10d -- -- E HHC28 -- -- (24) 16d (6) 10d -- -- HJHC26 MTHM (20) 16d (5) 10d (2) 10d Typical HJC28 ;, HJHC28 -- -- (24) 16d (6) 10d (2) 10d installation ;° ° 0 e 1) 16d sinkers (9 gauge x 3 -1/4 "" long) may be used where Q ° ° 10d commons are specified. 1° L w 0 i D D m HJC28 D 0 D D m ..� D D v 45° 45 ®� Typical HJC /HTHJ installation t view HTHJ26 -18 -1 - � 1 1 - � - ° ° _ti � 1 1 I - 1 -�. 45° 1 fi►�, i ii * — HHC26 Typical HHC installation top view 45° 45° D I , � 1 0`I Typical HJHC �o i c installation top view ° a_ `1 0 � ■ d 0 t o ) HJHC28 JCopyright 2002 United Steel Products Company USP844 -021 TLL- 0461489 1101131- 23573R RF INSTALL MA 05 -04 -11 REV cs, 1 Plated Truss Lumber Installation Guide Connectorsma i A GIBRALTAR COMPANY General Notes This installation guide lists the most common USP plated truss Washers should always be used under the head of a bolt or nut installations. Refer to USP`s current Full Line Catalog for detailed when not in contact with the connector, unless noted otherwise. hanger information and additional installation options. Consult the plated truss fabricator for information concerning the use of their It is permissible to use nail guns to install connectors, provided the products. USP Lumber Connectors TM does not express, and will specified nails are installed through prepunched nail holes and all not accept, responsibility for any wood component including, but nail holes are filled. Refer to USP Technical Bulletins; not limited to, bearing blocks and backing blocks. USP829 -011 — Halsteel, USP812 -012 — Pas /ode, and USP814 -011 — Senco, for specific instructions. USP recommends Use proper safety equipment during connector installations. the use of nail guns featuring hole - locating mechanisms. Always wear gloves when handling connectors. Caution: Always follow nail gun manufacturer's safety guidelines. The type and quantity of fasteners used to install USP products is Joists installed in hangers shall bear fully on the connector seat critical to connector performance. To achieve the allowable loads, and shall be cut to fit against the header with a gap no greater install with the fasteners specified. than vs" between the joist end and header face. Drill bolt holes a minimum of 1 /32" and a maximum of 1 /15" larger Multiple ply members must be fastened securely together to act than the diameter of the bolt to be installed (per the 1997 NDS®, as one unit. Section 8.1.2.1). Nails USP Wire Nail NA16D NA9D NA11 Stock No. Ref. No. Description Finish' Gauge Diameter Length NA11 N8 8d x 1 -1/2 HDG -- -- 0.131 1 -1/2 -- -- -- -- 8d Common Bright 10 -1/4 ga. 0.131 2 -1/2 p p NA9D N10 10d x 1 -1/2 HDG -- -- 0.148 1 -1/2 -- -- -- -- 10d Common Bright 9 ga. 0.148 3 -- -- -- -- 16d Sinker Bright 9 ga. 0.148 3 -1/4 V NA16D N16 16d x 2 -1/2 HDG -- -- 0.162 2 -1/2 -- -- -- -- 16d Common Bright 8 ga. 0.162 3 -1/2 1) HDG = Hot -Dip Galvanized; Bright = No Finish V Wood Screw USP Dimensions Codes: ICBO 5634, L.A. City RR 25433 Stock No. Ref. No. Description Finish' L SH T —, I , ,_/ Serrations WS3 SDS1 /4x3 1/4" x 3" Wood Screw Zinc 3 " 3/4" 2 -1/4 " SH 1) Zinc= Yellow zinc dichromate. I Beveled Q -j Reamer USP name P Refer to USP Technical Bulletin, USP838 - 013 —WS Series Cut Wood Screw Applications, for information on ` S ° Screw length Thread s Joining 2, 3, or 4 PI Wood Trusses. 9 Y Self- Drilling Ux 3 /8 ' `" irtt 5 "°' - -, USP supplies quality products for building Stronger Safer Structures San Francisco ((�� Office Minneapolis Corporate Office Tampa Office TLL- O4FT f1011'31- 23573R RF INSTALL MA 05 -04 -11 REV 1-800-328-5934 1- 800 443 6442 www.USPconnectors.com ©Copyright 2002 United Steel Products Company USP844 -021 ' • fps &lies SIMPSON f I H Seismic & Hurricane Ties x JG ,, C , ' . e -,,,,,,w ` / a o e ] ; ,, a3 ( j 1 ,ems,. ' ` y . Igo, '� � i o Plate nails t 4......... for lateral H105 F � rF loads onl Installation 40 H8 attaching ® H8 attaching Q H8 attaching H10 Installation F z ' 1. rafter to double stud to sill I -)olst to double top plates (4 -8d into plate, top plates _ 5 -8d into stud, ! r k,h , H14 Installation to ,, F refer to footnote ,, s I, 3 for loads) 7 � ,� " ce V double top plates 4. (f "'" ° ° 8d commons to i -- 1 f °� ( " " plates. Rll one of AVOID A F 7 : three holes to H14 MISINSTALLATION / i 1 _ :1 bottom flange. - � ,,,L Plate nails ■ t " o : for lateral ...._______0. 4 / f; �� l ' loads only , ' pam a ` • e ° � � ° H10-2 Installation ' ' ° . F' w (H11Zsimilar) 4 "" 1 gh • , H1OS Installation H10A -r " : ° 1 with stud offset Installation ® ° ° q;, „ ,�° � H10 optional positive angle nailing connects shear blocking to rafter. H14 8d commons to header. ,--- y Use 8d common nails. Slot allows maximum field- bending up to a Installation Fill Mangle ne Do not make pitch o f 6/12, use 75% of the table uplift load; bend one time only. to double 2 bottomflango W holes or 2x header overdrive nails! Considerations for Hurricane Tie Selection Hurricane Tie Installations to 1. What is the uplift load? Achieve Twice the Load (Top View) 2. What is the parallel -to -plate load? 3. What is the perpendicular -to -plate load? Both connectors shall be same model. 4. What is the species of wood used for the rafter and the top plates? (Select the load table based on the lowest performing species of wood.) Wall 5. Will the hurricane tie be nailed into both top plates or the upper Wa Wall Wall Top Plate top plate only? Top Plate . Top Plate , 6. What load or loads will the hurricane tie be taking? g : Allowable simultaneous loads in more than one direction on a single ( 1 connector must be evaluated as follows: 1 i t , f k f f # . Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate / ' y Allowable Lateral Parallel to Plate + Design Lateral Perpendicular .� -� to Plate / Allowable Lateral Perpendicular to Plate < 1.0. - - The three terms in the unity equation are due to possible directions that en exist to generate force on a hurricane tie. The actual number of terms used Install diagonally across Products can be on the Nailing into both sides of Ro Z in the equation for each condition is dependant on designer method of from each other for same side of the wall a single ply 2x truss may z1 calculating wind forces and the utilization of the tie in the structural system. minimum 2x truss. provided they are cause the wood to split. 2 configured as shown. 0 7. Select hurricane tie based on performance, application, installed cost W and ease of installation. ,_ VB Knee Braces The VB provides lateral resistance force at the bottom of beams 2Yz' Min. when installed approximately 45° or more to the vertical plane. N MATERIAL: 12 gauge FINISH: Galvanized 1 Z INSTALLATION: • Use specified fasteners. See General Notes. not show • 16 -N54A fasteners are included with the brace. CODES: See page 12 for Code Reference Key Chart. j Sa N54A Nails _� - •..� Model H L Fasteners Allowable Tension Loads' Code --- No. (Beam Depth) (Total) Floor (100) Roof (125) Ref. ``- o each N54A VB5 i 10” -15' 5' 16 -N54A 990 1240 't 6' VB7 15" - 221" 7' 16 -N54A 990 1240 _ - Two N54A VB8 22Y2° - 281/2° 8' 16 -N54A 990 1240 115, F14 Accommodates in seat f beam widths of VB10 28W-36' 10' 16 N54A 990 1240 3' /s" to 10 VB12 36 " -42' i 12' 16 -N54A 990 1240 SST-1-11 to H14 1. Roof loads have been increased 25% with no further increase allowed. Typical VB Installation 157 TLL- 0461487 1101131- 23573R RF INSTALL MA 05 -04 -11 REV v str & ties SIMPSON H Seismic & Hurricane Tres '' ` � 6 X 1 1 nt These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-lie for details. DF /SP SPF /HF Uplift Load Fasteners Allowable Loads Uplift Load Allowable Loads with Model Ga Lateral with Lateral 8dx1'/2 Code TO No. To To Uplift 18dx1 / Nails Uplift Ref. Rafters/ (160) 1 (160) Nails Plates Studs --; (160) Truss (160) Fi I F2 1 I (160) Fi F2 (160) H1 18 6- 8dx11/2 j 4 -8d — 585 485 165 1 455 400 415 140 370 117, L22, F16 H2 18 5 -8d — 5 -8d 335 j — — 1 335 230 — — 230 H2A 18 5 -8dx11/2 2- 8dx1 5 -8dx1 575 130 55 I — 495 130 55 — IP1,F25 H2.5 18 5 -8d 5 -8d , — 415 150 150 415 ! 365 1 130 130 365 117,L22,F16 H2.5A 18 5 -8d _ 5 -8d I 600 110 1 110 1 480 535 110 110 480 117, F16 H2.5T 18 5 -8d 5 -8d — 545 135 145 1 425 ; 545 135 145 425 IP1,F25 H3 18 4 -8d 4 -8d — 455 125 160 415 320 105 140 290 H4 20 4 -8d 4 -8d — 360 165 160 360 235 140 135 235 I17,L22,F16 H5 18 4 -8d 4 -8d — i 115 200 455 ! 265 100 170 265 H6 16 — 8 -8d 8 -8d 950 — — — 820 I — — — 117, Fib H7Z 16 4 -8d 2 -8d 8 -8d 985 1 400 — ! 845 345 — — H8 18 5- 10dx11/2 5- 10dx11/2 — 745 75 I — _ 565 75 — F26 H10 18 8- 8dx1Y2 8- 8dx1 /2 — I .. ' - • — 850 505 ',.', — 117, F16 H10A 18 9- 10dx1'/2 9- 10dx1 — 1140 j 590 285 ! — 1015 505 285 — 117, F25 H10S 18 8- 8dx1 8- 8dx11/2t 8 -8d 1010 ..if.. ° I 215 j 550 870 c i '' 6 185 475 IP1,F25 H10 -2 18 6 -10d 6 -10d — 760 455 395 — j 655 390 340 — 117, F16 H11Z 18 1 6- 16dx21/2 6- 16dx21/2 — 830 525 760 — 715 450 655 — 170 H14 18 '1 12 -8dx13 13 -8d — 1350 ! 515 265 — 1050 480 245 — IP1,F25 12- 8dx1 15 -8d — 1350' , 515 265 1 — 1050 480 245 — 1. Loads have been increased 60% for wind or earthquake loading with 6. Hurricane Ties are shown installed on the outside of the wall for clarity and assume a minimum no further increase allowed; reduce where other loads govern. overhang of 3W installation on the inside of the wall is acceptable (see General Instructions for 2. Allowable loads are for one anchor. A minimum rafter thickness of the Installer notes u on page 14). For uplift Continuous Load Path, connections in the same area 21/22 must be used when framing anchors are installed on each side (i.e. truss to plate connector and plate to stud connector) must be on same side of the wall. of the joist and on the same side of the plate (exception: connectors 7. Southern Pine allowable uplift loads for H10A = 1340 lbs. and for H14 = 1465 lbs. installed such that nails on opposite sides don't interfere). 8. Refer to technical bulletin T- HTIEBEARING for H1, H10, H10S, H10 -2, H11Z, H14 allowable 3. Allowable DF /SP uplift load for stud to bottom plate installation bearing enhancement loads (see page 191 for details). (see detail 15) is 400 lbs. H2.5); 390 lbs. (H2.5A); 360 lbs. (H4) an 310 lbs. (H8). For SPF /HF values multiply y these values by 0.86. d g. H1OS can have the stud offset a maximum of 1" from rafter (center to center) for a thes 4. Allowable loads in the Fi direction are not intended to replace reduced uplift of 890 lbs. (DF /SP), and 765 lbs. (SPF). diaphragm boundary members or prevent cross grain bending of 10. H1OS nails to plates are optional for uplift but required for lateral loads. the truss or rafter members. 11. NAILS:16dx2' = 0.162' dia. x 21b" long, 10d = 0.148' dia. x 3" long, 5. When cross -grain bending or cross -grain tension cannot be avoided 10dx11 = 0.148° dia. x 11/2" long, 8d = 0.131' dia. x 2'1/2" long, 8dx112 = 0.131" dia. x 11/2° long. in the members, mechanical reinforcement to resist such forces may See page 16 -17 for other nail sizes and information. be considered. tb .... ' ,,,V. '104/ 0 / 4,7 <,,,,,,, ' r 40'0 .,,,;/)/ o » � ' ' " . ::..,,, I y © ® n 11 tion H2.5 Installation H2.5A Installation H2.5T Installation o H1 Installation H2 H2 similar) I ste a ( Nails into both top plates) (Nails into both top plates) (Nails into both top plates) ,.'t th...440:, ( o U o . N 1N , r/ " 11,e x1111 a 11 _ of tWO Ed na is ` 'IN � 1 a Tr t his iU oftniaa o 1 1 4 }- 0 H4 '*§ �ntal a ; Ed �t ' 1 11 � ' ' ra; ma Q I H3 Installation (H2.5 similar) o-n . - . (Nails into upper top plate) (see footnote 3) ° 0 H2.5T Installation . Ft Two Ec nails li � : N � e ` nt01t l� nul m; E e d !I I 0 r� C . - n ail s i nto e \ . °�' � ,..ire i o I SIUdE H6 Stud SST- H1 to H14 H4lfistailatio H5 Installation to Top Plate ® H 6 Stud to Band 0 H7Z Installation (Nails into upper top plate) Installation Joist Installation 156 (Nails into both top plates) TLL- 0461486 1101131- 23573R RF INSTALL MA 05 -04 -11 REV INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON FACE MOLIIT HANGBIS && LUS/MUS/HUS/HHUS/HGUS SERIES - „, „ ii_ \7 . .. __ ,, : _ Carded, Model Fasteners (Quantity & Size) Member ' No. Carrying Member Carried Member m * i / i4___ LUS24 (4)- .148x3 (2)- .148x3 i� LUS26 (4)-.148x3 (4)-.148x3 - „'� i ER I LUS28 (6)-.148x3 (4)-.148x3 I g '_ t: LUS210 (8)- .148x3 (4)- .148x3 j .1 / / // �° r' MUS26 (6)- .148x3 (6)- .148x3 �� f Y / TYPIcaI o¢$° 1 -PLY MUS28 (8)- .148x3 (8)- .148x3 / LUS28 LUS HUS26 (14)- 162x3'/ (6)- .162x3/2 Installation HUS28 (22)- .162x3'/2 (8)- .162x3/2 \ \ \\ HUS210 (30)- .162x3 (10)- .162x3 ; fi HGUS26 (20)- .162x3' (8)- .162x3'/2 ° 1-7.77,„ ° s ` e - ° HGUS28 (36)- .162x31/2 (12)- .162x3'/2 i ) 4 : ) r HHUS26 -2 (14)- .162x3'2 (6)-.162x3 I 0 .4:1 °° HHUS28-2 (22)-.162x31/2 2 (8) .162x3' � ° HHUS210 -2 (30)-.162x31/2 (10)-.162x31/2 ( 10)- .162x3 ,� / 4' - i L 2-PLY �r < . / I o` HGUS26 -2 (20)- 162x3 (8)- .162x31/2 HGUS28 -2 r , r HGUS28 -2 (36)- .162x3 ' (12 )- ,162x3Y2 o ° I HGUS210 -2 (46)- .162x3'/2 (16)- .162x3'/2 r` / 1 y ,'I HGUS26 -3 (20)- .162x3 (8)- .162x3 `r ',/""' b 3 -PLY HGUS28 -3 (36)- .162x3 (12)- .162x31/2 c r i * h / P . . I c a -- -.," MUS28 HGUS210 -3 (46)- .162x31/2 (16)- .162x31/2 ' r: L 6 HHUS210 -4 (30)- .162x3 (10)- .162x3' P HGUS26 -4 (20)- .162x3' (8)- .162x31/2 , v q ® 4-PLY HGUS28 -4 (36)- .162x3' (12)- .162x31/2 r Q HGUS210 4 (46)- .162x3 (16)-.162x31/2 I ti, HUS210 �,�\ ) HGUS212 -4 (56)- .162x31/2 (20)- .162x3' r I ", (HHUS similar) HGUS214 -4 (66)- .162x3 (22)- .162x3 HUS410 O - .162x3Y� 8 - .162x3 4X O Double Shear Nailing HHUS410 (30)- .162x3 (10)- .162x312 HUS410 ` , 1 ' Top View Min. Nailing - Fill Round Holes HTU U SERIES , Max. Nailing - Fill Round and Triangle Holes Minimum and maximum nailing options. See design information ( a ► ; 7 for correct installation option ' r 1 , ° Carrying ' • ®' v ° Member Fasteners (Quantity & Size) ° ° Canned Carded Model iy ) \ /Member ° Member No. Carrying Member Carried Member ' '' °° ° \. �( HTU26 (20)- .162x3 (Min: 14) /(Max: 20)-.148x11/2 ° ° IIIII�IIIIII °° tli 1 -PLY HTU28 (26)- .162x312 (Min: 14) /(Max: 26)- .148x1 Y2�s ��.°,° o m° �$' HTU210 (32)- .162x3 (Min: 14) /(Max: 32)- .148x1 , / kticti °o ° $ g a HTU26 2 (20)-.162x3 (Min: 14) /(Max: 20)- .148x3 o °'a g -I 2 -PLY HTU28 -2 (26)- .162x31/2 (Min: 14)/(Max: 26)-.148x3 HTU26 1 .i ai l ling Insstt HTU210 -2 (32)- .162x3 (Min:14)/(Max: 32)- .148x3 Typical HTU Minimum 0 Naiallation SST- LUS MUS HUS HHUS HGUS HTU TLL- 0461485 1101131- 23573R RF INSTALL MA 05 -04 -11 REV . , , INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SKEWA SIMPSON IIANGE118 , .,,,,,,--„,,,„,,,,, ,- SUR/L & HSUR/L Standard 45 degree skew. Im fo • ,° u .. _. Carried Model Fasteners (Quantity & Size) . ® I Member No. Carrying Member Carried Member ° a j le SUR/L24 (4)- .162x31 (4)-.148x11/2 ° j 1 - PLY SUR/L26 (6)- .162x3 (6)- .148x11/2 ° o 450 SUR/L210 (10)- .162x31 (10)- .148x112 j �� ° liSUR/L26 -2 (12)- .162x3 (4)- .162x212 Typical SUL Installation 2 -PLY HSUR/L210.2 (20)- .162x3 (6)- .162x2'/ with Square Cut Joist HSUR SUL (HSUL similar) THASR/La 45- degree skewed, field skewable from 46° to 84°. 1 . I i i ' Q 0 For 45° floor truss hanger, see THAR/L Adjustable Strap Hanger. ' .0. - 9 Q ', 6 � 01 Fasteners h ) H i ` * 0 Carried Model (Quanta & Size) ��d�� o I 1 Member No. Carrying Member Carried Member, i4 ' 2x6 Min Top: (4)-.148x3 ! h ` (THASR/L218) 1 -PLY THASR/L218 Face (6) .148x3 (6)- .148x11/ W # n I . C C arried �, y 2x8 Top: (4)- .148x3 — (THASR/L218-2) 2 -PLY THASR/L218 -2 Face: (8) .148x3 (6)- .148x11 Member \ THASL218 Typical THASL218 Installation (L in model name = Lett, R In model name = Right) INSTALLATION SEQUENCE i t 1 7 \ 1 1> �� j ♦ ♦♦ ALIGN BACRIELK EDGE L . - T ' % // o \ ' -- ROT A CUFE LIE \ ; / \ MEMBEED HO R TO THE /7- TO 7 ESIRLU A JGLE �� - �.',I ,/ Step 4: Adjust obtuse � SLOTT �� IN SEAT o; � side of hanger flush THASL HANCER r Step 2: Install 10d 2 - with the carrying Step 1; Install carried member I N nails into header Step 3: Adjust acute ' -- member. Install 10d into the seat of the hanger. on the acute angle side of hanger to the DE Eo SS LE t nails into header on Secure with 610dx112° nails. side first. desired angle. obtuse side. TJC37 Carrying _-- - .11 Field skewable from 0° to 67.5 °. Bend one time only. Minimum Member - and maximum nailing options (check design information). -- FASTENERS: ® / /� o Typical TJC37 Carried Installation Carried Member: Member Min: (4)- .131x11e S{ Max: (6)- .131x11/ u.",,„, 0 0 Carrying Member: $ + ! _ 1/ , Top View Installation Min: (4)-.131x134 Max: (6)- .131x11 TJC37 SST- SUR &L THASL &R TJC37 TLL- 0461484 1101131- 23573R RF INSTALL MA 05 -04 -11 REV t , INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON MULTPLE MUSS IIANIN:118 `:,,,..::',4,I■Ztz, - . , THJA26/LTHJA26 ' THJA26 ... /.- - „. US Patent ; i4' 1 -,----- - ' 465 .," , . 5,253, „ . I ,. ”. y,r '4 ....0 Fasteners (Quantity & Size) Model hi No. Carrying Carried Member Member Hip' Jack Carrying Member V_,, 1 - IA THJA26 (20)-.162x31/2 (6)-.148x1 (4)-.148x11/2 111=111110-=111■11 LTHJA26 / IIIICCIIMI! US Patent LTHJA26 (20)-.148x3 (7)-.148x11/2 (4)-.148x11/2 k\ 5253,465 :01 0 00# - -:- - ----.--- ------ - _ Wor r 1. For the LTHJA26, one .148x11/2 nail must be installed into the Point I bottom of each Hp through bottom of hanger seat Top View HI P -. Left Hand Hip Jack-. Installation Typical THJA26 installation (LTHJA26 Similar) MSCPT ..... . W ' (MSCPT2-2 11/0"mT 1r,iii .:--- MSCPT2 • i !,illill 1 po Model Fasteners (Quantity & Size) - 4 similar) I h 110. Carrying Member Carried Member MSCPT2 (26)-.162x31/2 (18)-.148x11/2 ,---1 L._ : 1 MSCPT2N (26)-1 . 62x31/2 (14)-.148x11/2 . . 1 1 14 10 1 4 1 il [4. , g . 1.1, 4 . :1! MSCPT2-2 (30)-.162x31/2 (20)-.148x3 MSCPT2N Top View MSCPT2-2N (30)-.162x31/2 _ (14)-.148x3 (MSCPT2-2N similar) a ei4 MSCPT2 Top View (MSCPT2-2 similar) Typical MSCPT2 Installation MTHM/MTHM-2 P 'Or P ,00A 6( 11111111 % 2,pl Fasteners (Quantity & Size) Detail No. Bottom c arry i ng Carried Member ItIg-E7-msoug,,,„:2:111111 Model - 1 : 11 6VE - V, il Chord Member FIX Hip Jack MTHM 1 1 (MTHM-2 similar) 2x4 (22)-.162x31/2 (8)-.148x1 (4)-.148x11/2 K I 0.0 Pi A - B MTHM 2x6 (34)-.162x31/2 (8)-.148x11/2 (4)-.148x11/2 Carrying Member 2x8 (42)-.162x3 (8)-.148x11/2 (4)-.148x11/2 ...,.... 6,,A 2X4 (22)-.162x3 (16)-.148x1 (4)-.148x1 Carried At i 1111 C MTHM 2x6 (34)-.162x31/2 (16)-.148X1'/2 (4)-.148x11/2 Membe Typical MTHM installation 2x8 (42)-.162x31/2 (16)-.148x11/2 (4)-.148x1 Jack . 2x4 (22)-.162x31/2 (16)-.148x11/2 - D MTHM 2x6 (34)-.162x31/2 (16)-.148x11/2 - illl INIIII=M -- =IMMENIII 121111E IMIIMIlli 111MI IIMIIII - - 2x8 (42)-.162x3 (16)-.148x1 - rik 41 111\ / 41 / 2 N 2x4 (39)-.162x3 (8)-,148x11/2 (4)-.148x11/2 N E - F MTHM-2 2x6 (47)-.162x3 (8)-.148x11/2 (4)-.148x1 A III B C D 2x8 (39)-.162x31/2 (16)-.148x11/2 (4)-.148x11/2 G MTHM-2 __ ____ all="=•11 NIIMIIM111 111111MMENII! 2x4 (47)-.162x31/2 (16)-.148x11/2 (4)-.148x11/2 arm awsw■=m rmisionm awmmisr 2x6 (39)-.162x31/2 (16)-.148x1 - E P 1 ,i1 i:Ns s i . ‘ lc% H MTHM-2 - 2x8 (47)-162'41/2 (16)-.148x11/2 - F III G " H SST- THJA26 LTHJA26 MSCPT MTHM MTHM-2 TLL-0461483 11 0 1 1 3 1-23 57 3R RF INSTALL MA 0 5-04-1 1 REV INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS EMI. CallECTINI SIMPSON Y 4 , •,' r - ' - , -,-, - 44,.<,# 11811WMI FASTENER HOLE SHAPES ( --- A — 0 9 0 \\\,_ 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 i 1 PROPER INSTALLATION (SUINT) NAILING , Truss shall bear completely on the connector seat, and the gap between fe•• the truss end and the header (carrying member) shall not exceed ve. ft , r00: CARRIED MEMBER 4 1111111h... ® , Dome Double CARRYING MEMBER 1 r (2-PLY SHOWN) ill Shear Nailing * wm=smow... 4 / i nowm■ ■■■■■...................., A 1 - 1 , Iry 1 _ 0 1 7 ort-( . 4 Double Shear Nailing , To View Y ',, „. i''''' - ..,,,, , Ali i , . ii (The nail is installed I -s into the carried truss MAX. GAP BETWEEN and header.) Tab Double Shear Nailing C -, 4,. END OF TRUSS AND GAP BETWEEN END , (Do not bend tabs except where CARRYING MEMBER OF TRUSS AND CARRYING noted for straight nailing.) MEMBER T00 LARGE USING A STANDARD CONNECTOR AND SLOPED TRUSS 1 ,-- GIRDER TRUSS I ! GIRDER TRUSS GIRDER 1RUSS 1 ...___L.-., ' - NAIL PLATES ,,- RUN-THROUGH END VERTICALS RUN-THROUGH END VERTICAL 1 ::-. 1 BY OTHERS --.7.-:-:-: I 1 MONO TRUSSES , MONO TRUSS . -1. DOUBLE END IN 1 VERTICAL / • - • f.::::::::::-..: 1 ,, - - 0 --- ,; LA 1 NAIL RATE 1 THGBH SHOWN 1 i 0°1 'WAN,- 0 BY OTHERS 1 :0 NAIL PLATES 1 ffl 4 ,,,,,-. - BY OTHERS 1 A , irkkm , /....,-..5.'- 11; a a ' . ' 1 s 4 Ws% - '-' ! 1 /..„. ‘. Iv, --MONO MTHM %/ /1 '' STANDARD s ttZ , L , TRUSS SIMPSON , ( CEILING i HANGER PLANE , /CEIL PLANE ING CEILING PLANE WORK POINT WORK POINT AS REQUIRED WORK POINT AS REQUIRED AS REQUIRED SST-Gen'I Cyr Sht TLL-0461482 1101131-23573R RF INSTALL MA 05-04-11 REV INSTALLATION GUIDE SIMPSON TRUSS P 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 instal catalog for hanger design information. acco rding 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 quant 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 Dublin. 3. The structural component manufacturer is being used. Home Ms the primary source of information concerning 7. Multipl e members must be fastened together 4120 Dubin Bid., Ste 400 the use of their products. to act as a single unit to resist the applied Ioad. FAX:9 1 S cA � 25(8331496 Northwest USA 515 Airport W p FAx: 9ay Stockton, CA 95206 F ASTENERS ` 209/234-38 66 only the specified quantity of fasteners! 2260 P1. Palm St 16d sinkers (.148 x 3'/4size , type, and may be substituted for 10d common nails (.148 x 3). Brea, CA 92821 No other substitutions are permitted unless approved and specified by the designer. FAX: 714/871 9167 Use outheast USA 2221 S Country Lane 16d common 16d sinker 10d common N 16 8d c o m m on N10 N8 SDS I Kinney, Tx 75069 (. 162 x 3'/z) (.148 x 3 i) ( .14813) (.1 62x 2'/) (.18 x 2 %) ( x 1v: (.1st x 1' /) ® FAX 9721542 5379 0 . 62 14 QL L / FAX e�le isi- ® ® �� ' Northam LISA 2600 International St w � Columbus, OH 43221 : 614/876 -0636 m i , I ' rn 4 43 3 6 rt D Gallatin, Ta x 1111 n d 37066 I '� 5 Kenview Blvd. 1 . Iv a B p ON L6T 5G5 1 1/2 �� ! a FAX: 905/458 7274 Wes Canada 11476 Kingston St maple Ridge, BC V2X OY5 v Canada 1 u FAX: 604/465 -0297 � u 2Y2 , Warehouser Enfield, CT; Jackscnvilie, FL; Item WA; Lang*, BC 1 3 1I 3'/4 1 �_ 800 - 999 -5099 www.strongtie.com NO framin 31/ ' �a + ' ` ' F nail-gun nails t UNLESS equivalen Same uses " ""° '" �� diameter and length cc�r�a2oos 1 ' . as spe cified and sknpsonStr Inc f 1 � + � , � driven w ith a h ole Pt d In the USA locat ng tool .. WC-pTB106 3/06 SST- Gen'l Sht TLL- 0461481 1101131- 23573R RF INSTALL MA 05 -04 -11 REV CONNECTION DESIGN PARAMETERS Main Windforce Resisting System (ASCE 7 -1998, ASCE 7 -2002 and ASCE 7 -2005) Max Design Load: 40 psf Roof Snow + 15 psf Dead Load Supporting Roof Pitch: 3/12 to 8/12 Wind Velocity: 110 mph 3 sec gust Max. Mean Roof Height: 33' Category II Bldg., Exposure B Wind Duration 1.6 USE FOR ANY SPAN BASE TRUSS. VALLEY FRAMING NOT TO EXCEED 40' -0" Trusses supporting the valley framing have been designed to support uniform loads only. Therefore valley over - framing must be constructed so as to minimize the concentrated loads being applied to the trusses. The following construction technique accomplishes this. CONSTRUCTION SEQUENCE (All material minimum #2 KD19 or better) 1. Install base trusses; apply sheathing to top chord!! (Supporting trusses must be sheathed and spaced no greater the 24" O.C.). 2. Brace bottom chord and web members per truss designs 3. Install 2x4 valley plates. Fastened to each supporting truss with two (2) 16d nails. 4. Define valley ridge by running a level string from the intersecting ridge of the (a) gable end, (b) girder truss or (c) common truss to the roof sheathing. 5. Set a 2x6 or larger ridge beam. Support with posts* spaced 48" O.C. Bevel bottom chord of post to sit evenly on sheathing. Fasten POST to RIDGE BEAM with 4 -10d nails. Fasten POST to ROOF SHEATHING with 3 -16d toe - nails. Block between adjacent trusses to support posts. 6. Frame valley rafters from valley plate to ridge beam. Maximum rafter spacing is 24" O.C.. Fasten VALLEY RAFTER to RIDGE BEAM with 3 -16D toe - nails. Fasten VALLEY RAFTER to VALLEY PLATE with 4 -16d toe- nails. RIDGE BEAM A GABLE END, COMMON TRUSS 7- Support the valley (SEE NOTE ♦6) OR GIRDER TRUSS TYP. _ — �'flQ �- — — — 1/ rafters with posts* r - - 1�1 11 11 11 � � � POST 48" or less O.C. iil IF I6EENDTE »�I 1 alon each rafter. - ''3 '— Install posts in a 1 i' staggered pattern ; ; i as shown below. --- — ., Posts shall be � V{LL LEY RAFTERS 11 ' Air I aligned with trusses ; ;I 1 below- Fasten — -. VALLEY RAFTER ii to POST with 3 -10d ii ii VALLEY ELATE nails. I /SEE NOTE Pd) 8. Fasten POST to I II 'I SHEATHING 1R05 IYP. d6 2d'O. C TRUSSES with 4- /s y 16d toe -nails I � ` (SEE NO RAFTER (SEE NOTE F T) POST * Post shall be 2x4 #2 or (SEE NOTEdB) better SPF, Doug Fir or - Hardpine. Posts whose ,; 1 i 1 I 1 length exceeds 72" shall P A either be increased to 4x4 SECT B -B size or assembled from RIDGE BEAM (SEE NOTE ♦6) two 2x4 members �pII fastened together with 10d �`K _ nails staggered at 6" O.C.. SST GABLE END, COMMON TRUSS Consult Reliable Truss (SEE NOTERR( /OR GIRDER TRUSS NP. for posts whose length `\) f exceeds 11'8" in length. TRUSS MUST BE SHEATHED—, SECT A -A ISSUE DATE TITLE SHEET # 2 -s_�o CONVENTIONAL VALLEY' RT -50h TI I - 046''A486°P110f1�31=93573R F.F INSTAI I MA 0rif4 -11 RFV FRAMING INSTRUCTIONS f C 1 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. f t, oir 2x6(typ) i l STRONGBACK FASTENED TO VERTICAL WEB , � � (2)10d nails (typ) STRONGBACK FASTENED TO 2X SCAB ISSUE DATE TITLE SHEET # IFE FLOOR TRUSS RELIABLE TRUSS 8 -21 -10 STRONGBACK BRACE RT -25 TLL- 0461479 1101131- 23573R RF INSTALL MA 05 -04 -11 REV 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. ® 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 'h ". 10. Building designer to determine and transfer all gravity, uplift, = wind, seismic and other lateral loads from trusses to building ��,� foundation. 1�.t %" MAX GAP BEARING REFER TO ATTACHED WTCA/TPI BCSI -B1 & B3 FOR IMPORTANT HANDLING INSTALLATION AND RESTRAINING SUMMARY INFORMATION ISSUE DATE TITLE SHEET # t lA L I<u 4 -26 -10 STANDARD TRUSS NOTES RT -2 RT -002 4 -26 -10 TLL- 0461478 1101131- 23573R RF INSTALL MA 05 -04 -11 REV a v_ *i RELIABLE TRUSS AND COMPONENTS, INC. COMPONENT DESIGNS & PLACEMENT DIAGRAM FOR R.K. MILES - HATFIELD WRIGHT RESIDENCE VILLAGE HILL NORTHAMPTON MA ROOF TRUSSES Submission Date: 05 -04 -11 REV INSTALLATION DOCUMENTS Ref: 1101131- 23573R The seal on these drawings indicate acceptance of professional engineering responsibility solely for the engineered wood components shown per ANSI /TPIMITCA 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 1 T: 508 - 998 -7877 F: 508 - 995 -1724 RT-920 09-26-2008 TLL- 0461477 1101131 - 23573R RF INSTALL MA 05 -04 -11 REV Wright Res. 3-11-11 1KeyBeani Village Hill 9:52am Northampton Ma 1 of 1 KeyBeam® 4.506a kmBeamEngine 4.508e1 Materials Database 1271 Member Data Description: Member Type: Beam Application: Floor Writing Studio 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: 11.7 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 12' 6.00" 14' 0.00" 10 50 Snow 'fi fr 12 6 0 0 12 6 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 1.957" 5137# -- 2 12' 0.750" Wall 3.500" 1.957" 5137# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Snow 1 915# 4222# 2 915# 4222# Design spans 12' 0.750" Product: 1 3/4x11 7/8 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 15491.'# 24466.'# 63% 6.03' Total load D +S Shear 4294.# 9081.# 47% 0.01' Total load D +S Max. Reaction 5137.# 9188.# 55% 0' Total load D +S TL Deflection 0.4153" 0.6031" L/348 6.03' Total load D +S LL Deflection 0.3414" 0.4021" L/424 6.03' 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 s Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. tefined 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 - +. reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. Wright Res. 3 -11 -11 (eyBca =i it Village Hill 10:07am Northampton Ma 1 of 1 KeyBeam7 4.506a kmBeamEngine 4.508e1 Materials Database 1271 Member Data Description: Member Type: Beam Application: Floor Garage Headers Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: SBC Dead Load: 10 PLF Deflection Criteria: L1360 live, L/240 total ' Live Load: 40 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: KYB2 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 10' 0.00" 22' 0.00" 10 50 Snow I ; 1000 / 0 / 10 0 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 2.426" 6367# -- 2 9' 6.750" Wall 3.500" 2.426" 6367# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Snow 1 1108# 5259# 2 1108# 5259# Design spans 9' 6.750" Product: 1 314x11 7/8 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 15222.'# 24466.'# 62% 4.78' Total load D +S Shear 5049.# 9081.# 55% 8.61' Total load D +S Max. Reaction 6367.# 9188.# 69% 0' Total load D +S TL Deflection 0.2565" 0.4781" L/447 4.78' Total load D +S LL Deflection 0.2119" 0.3187" L/541 4.78' Total load S Control: Max. Reaction 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 > 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 design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. Wright Res. 3 -11 -11 K Village Hill 10:13am J Northampton Ma 1 of 1 KeyBeam® 4.506a kmBeamEngine 4.508e 1 Materials Database 1271 Member Data Description: Member Type: Beam Application: Floor Win "K" Drm &Kt 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: 11.7 PLF Filename: KYB3 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 10' 0.00" 7' 6.00" 10 30 Live Additional Uniform (PSF) 0' 0.00" 10' 0.00" 17' 0.00" 10 50 Snow m n` / / 10 0 0 / ® 10 0 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 2.016" 5291# -- 2 9' 6.750" Wall 3.500" 2.016" 5291# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 1227# 1076# 4064# 2 1227# 1076# 4064# Design spans 9' 6.750" Product: 1 314x11 7/8 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 12650.'# 24466.'# 51% 4.78' Total load D +S Shear 4196.# 9081.# 46% 0.01' Total load D +S Max. Reaction 5291.# 9188.# 57% 0' Total load D +S TL Deflection 0.2131" 0.4781" L/538 4.78' Total load D +S LL Deflection 0.1637" 0.3187" L /700 4.78' Total load S Control: Max. Reaction 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 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 design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers specifications. Wright Res. 3 -11 -11 Keylleana Village Hill 10:l9am Northampton Ma 1 of 1 KeyBeam R 4.506a kmBeamEngine 4.508e1 Materials Database 1271 Member Data Description: Member Type: Beam Application: Floor Music Studio 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: KYB4 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 10' 8.00" 9' 0.00" 10 30 Live Additional Uniform (PSF) 0' 0.00" 10' 8.00" 6' 0.00" 10 50 Live 'n 1' / , 10 8 0 / O m 10 8 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 5.500" 1.500" 3609# -- 2 9' 10.750" Wall 5.500" 1.500" 3609# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 789# 2820# 2 789# 2820# Design spans 9' 10.750" 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 8929.'# 13958.'# 63% 4.95' Total load D +L Shear 3032.# 6318.# 47% 0.01' Total load D +L Max. Reaction 3609.# 14438.# 24% 9.9' Total load D +L TL Deflection 0.3147" 0.4948" L/377 4.95' Total load D +L LL Deflection 0.2459" 0.3299" L/482 4.95' Total load L 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 t 0 ; .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 design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers specifications. Wall Headers Beam Calcs 91 Olander Dr a Boise Cascade Double 1 -3/4" x 24" VERSA -LAM® 2.0 3100 SP Roof Beam1RB01 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: RB01 Address: 91 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 d Completeness and accuracy of input must • t - - - - - -- - be verified by anyone who would rely on • • output as evidence of suitability for particular c application. Output here based on building • • . code- accepted design properties and analysis methods. Installation of BOISE • • • engineered wood products must be in accordance with current Installation Guide e and applicable building codes. To obtain Installation Guide or ask questions, please a minimum = 1 -1/2 "c = 10 -1/2" call (800)232 -0788 before installation. b minimum = 4" d = 24" e minimum = 1" BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARDTM, BCI® , Install Screws with screw heads in the loaded ply. BOISE GLULAMTM, SIMPLE FRAMING Member has no side loads. SYSTEM®, VERSA -LAM®, VERSA -RIM Connectors are: SDS 1/4 x 3 -1/2 PLUS® , VERSA -RIM®, VERSA - STRAND®, VERSA -STUD® are trademarks of Boise Cascade, L.L.C. Page 2 of 2 • *Boise Cascade Double 1 -3/4" x 24" VERSA -LAM® 2.0 3100 SP Roof Beam\RB01 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: RB01 Address: 91 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: 12 r r r r r s t r r r r r ♦ r r r r . r r r r r r r r r r r r r r r r t J 23 -06 -00 BO, 5 -1/4" B1, 5 -1/4" DL 4,038 Ibs DL 4,038 Ibs SL 9,400 Ibs SL 9,400 Ibs Total Horizontal Product Length = 23 -06 -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 23 -06 -00 20 50 16 -00 -00 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 73,989 ft -Ibs 80.1% 115% 3 1 - Internal Completeness and accuracy of input must End Shear 10,650 Ibs 58.0% 115% 3 1 - Left be verified by anyone who would rely on Total Load Defl. L/319 (0.855 ") 56.4% 3 1 output as evidence of suitability for particular Live Load Defl. L/457 (0.598 ") 52.6% 3 1 application. Output here based on building .855" 85.5% 3 1 code- accepted design properties and Max Defl. 0 Span / Depth .8 5 n/a 1 analysis methods. Installation of BOISE p P engineered wood products must be in accordance with current Installation Guide %Allow %Allow and applicable building codes. To obtain Bearing Supports Dim. (L x W) Value Support Member Material Installation Guide or ask questions, please BO Post 5 -1/4" x 3 -1/2" 13,438 Ibs n/a 97.5% Unspecified call (800)232 -0788 before installation. B1 Post 5 -1/4" x 3 -1/2" 13,438 Ibs n/a 97.5% Unspecified BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARDTM, BCI® , Cautions BOISE GLULAMTA SIMPLE FRAMING For roof members with slope (1/4)/12 or less final design must ensure that ponding SYSTEM®,VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, instability will not occur. VERSA - STRAND®, VERSA -STUD® are For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow trademarks of Boise Cascade, L.L.C. surcharge load. Notes Design meets Code minimum (L/180) Total load deflection criteria. Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (1 ") Maximum load deflection criteria. Fastener Manufacturer: Simpson Strong -Tie, Inc. Page 1 of 2 Boise Cascade Double 1 -3/4" x 24" VERSA -LAM® 2.0 3100 SP Floor Beam1FB13 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB13 Address: 91 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 1 r r r r r r r 23 -00 -00 BO, 5 -1/4" B1, 5-1/4" LL 460 Ibs LL 460 Ibs DL 3,948 Ibs DL 3,606 Ibs SL 6,892 Ibs SL 6,208 Ibs Total Horizontal Product Length = 23 -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 23 -00 -00 40 20 01 -00 -00 2 Unf. Lin. (plf) L 00 -00 -00 21 -10 -00 300 600 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 60,730 ft -Ibs 65.7% 115% 2 1 - Internal Completeness and accuracy of input must End Shear -8,927 Ibs 48.6% 115% 2 1 - Right be verified by anyone who would rely on Total Load Defl. L/398 (0.671") 60.3% 2 1 output as evidence of suitability for particular Live Load Defl. L/612 (0.436 ") 58.8% 2 1 application. Output here based on building Span / Depth 11.1 n/a 1 code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in %Allow °A Allow accordance with current Installation Guide Bearing Supports Dim. (L x W) Value Support Member Material and applicable building codes. To obtain BO Post 5- 1/4 "x3 -1/2" 11,299 Ibs n/a 82.0% Unspecified Installation Guide or ask questions, please B1 Post 5 -1/4" x 3 -1/2" 10,275 Ibs n/a 74.6% 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®, Fastener Manufacturer: Simpson Strong -Tie, Inc. VERSA - STRAND®, VERSA -STUD® are trademarks of Boise Cascade, L.L.C. C onnection Diagram b r•a- d a • • • c • • • e -f a minimum = 1 -1/2 "c = 10 -1/2" b minimum = 4" d = 24" e minimum = 1" Install Screws with screw heads in the loaded ply. Member has no side loads. Connectors are: SDS 1/4 x 3 -1/2 Page 1 of 1 Boise Cascade Triple 1 -3/4" x 11 -7/8" VERSA -LAM® 2.0 3100 SP Floor Beam\FB09 BC CALC® 3.0 Design Report - US 1 span 1 No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB09 Address: 91 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 - 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 code- accepted design properties and • • • analysis methods. Installation of BOISE engineered wood products must be in 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() , AJSTM, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMTM, SIMPLE FRAMING Calculated Side Load = 9.4 plf SYSTEM®, VERSA -LAM®, VERSA -RIM Connection design assumes point load is 'top- loaded'. For connection design of PLUS® , VERSA-RIM®, 'side- loaded' point loads, please consult a technical representative or professional of VERSA - STRAND®, VERSA -STUD® are trademarks of Boise Cascade, L.L.C. Record. Install screws from both sides, staggering screws by 1/2 of the spacing to avoid splitting. Concentrated loads are not considered in side load analysis. Connectors are: SDS 1/4 x 3 -1/2 Page 2 of 2 ® BolseCascade Triple 1 -3/4" x 11 -7/8" VERSA -LAM® 2.0 3100 SP Floor Beam1FBO9 • BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB09 Address: 91 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: _ s 4 _S___ F i- _ .Y - -- O O __ X It _ _ _ _ _ _ _ _ _ _ t- - - -- - - _ V _ 4 __.5. S_ �` It ___'C__ L Y • v v ` .� * r • V 3 2 r vv. t t r v Ir v v r r w r __.. r w r r ay. r • v v .. t , v v sir 12 -06 -00 BO B1 LL 606 Ibs LL 1,435 Ibs DL 3,160 lbs DL 2,357 Ibs SL 5,739 Ibs SL 2,936 Ibs Total of Horizontal Design Spans = 12 -06 -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 -06 -00 30 15 00 -05 -00 2 Unf. Lin. (plf) L 09 -00 -00 12 -06 -00 313 734 n/a 3 Unf. Lin. (plf) L 00 -00 -00 01 -08 -00 313 784 n/a 4 Conc. Pt. (Ibs) L 01 -08 -00 01 -08 -00 2,134 4,800 n/a 5 Wall Unf. Lin. (plf) L 00 -00 -00 12 -06 -00 0 40 n/a 6 Conc. Pt. (Ibs) L 09 -00 -00 09 -00 -00 1,885 968 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 16,671 ft-lbs 45.4% 115% 13 1 - Internal Completeness and accuracy of input must End Shear 8,258 Ibs 60.6% 115% 2 1 - Left be verified by anyone who would rely on Total Load Defl. L/430 (0.349 ") 55.8% 2 1 output as evidence of suitability for particular Live Load Defl. L/669 (0.224 ") 53.8% 2 1 application. Output here based on building Span / Depth 12.6 n/a 1 code- accepted design properties and P P analysis methods. Installation of BOISE engineered wood products must be in Notes accordance with current Installation Guide Design meets Code minimum (L/240) Total load deflection criteria. and applicable building codes. To obtain Installation Guide or ask questions, please Design meets Code minimum (L/360) Live Toad deflection criteria. call (800)232 -0788 before installation. Minimum bearing length for BO is 2- 7/16 ". Minimum bearing length for B1 is 1- 11/16 ". BC CALC®, BC FRAMER® , AJSTM, Entered /Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + ALLJOIST®, BC RIM BOARDTM, BCI® , 1/2 intermediate bearing BOISE GLULAMTM, SIMPLE FRAMING Fastener Manufacturer: Simpson Strong -Tie, Inc. SYSTEM®,VERSA -LAM®, VERSA -RIM PLUS®,VERSA -RIM®, VERSA - STRAND®, VERSA -STUD® are trademarks of Boise Cascade, L.L.C. Page 1 of 2 A ' ®Boise Cascade Double 1 -3/4" x 24" VERSA -LAM® 2.0 3100 SP Floor Beam\FB08 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB08 Address: 91 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: , 4 - ♦ Y Y Y ♦ ♦ ♦ Y ♦ ♦ f ♦ ♦ t ♦ Y Y ♦ O L . ♦ ♦ �' ♦ Y Y ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ 1f _ Y Y ♦ Y Y Y ♦ ♦ Y VVV t c 1 16 -00 -00 BO B1 LL 1,208 Ibs LL 2,868 Ibs DL 2,588 Ibs DL 3,420 Ibs SL 3,250 Ibs SL 3,250 Ibs Total of Horizontal Design Spans = 16 -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 16 -00 -00 30 20 00 -08 -00 3 Conc. Pt. (Ibs) L 08 -00 -00 08 -00 -00 437 3,752 6,500 n/a 4 Unf. Lin. (pif) L 08 -00 -00 16 -00 -00 415 208 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 54,526 ft -Ibs 59.0% 115% 2 1 - Internal Completeness and accuracy of input must End Shear -8,129 Ibs 44.3% 115% 2 1 - Right be verified by anyone who would rely on Total Load Defl. L/730 (0.263 ") 32.9% 13 1 output as evidence of suitability for particular Live Load Defl. L/1,139 (0.169 ") 31.6% 13 1 application. Output here based on building Span / Depth 8.0 n/a 1 code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in Notes accordance with current Installation Guide Design meets Code minimum (L/240) Total load deflection criteria. and applicable building codes. To obtain Installation Guide or ask questions, please Design meets Code minimum (L/360) Live load deflection criteria. call (800)232 -0788 before installation. Minimum bearing length for BO is 2- 11/16 ". Minimum bearing length for B1 is 3 -5/8 ". BC CALC®, BC FRAMER® , AJST^", Entered /Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + ALLJOIST®, BC RIM BOARDTM, BCI® , 1/2 intermediate bearing BOISE GLULAMTM, SIMPLE FRAMING Fastener Manufacturer: Simpson Strong -Tie, Inc. SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA - STRAND®, VERSA -STUD® are Connection Diagram trademarks of Boise Cascade, L.L.C. 4 • T • • • e a minimum = 1 -1/2 "c = 10 -1/2" bminimum =4" d =24" e minimum = 1" Calculated Side Load = 639.7 plf Connection design assumes point load is 'top- loaded'. For connection design of 'side- loaded' point loads, please consult a technical representative or professional of Record. Install Screws with screw heads in the loaded ply. Concentrated loads are not considered in side load analysis. pgg@elcrl are: SDS 1/4 x 3 -1/2 Boise Cascade Double 1 -3/4" x 24" VERSA -LAM® 2.0 3100 SP Floor Beam \FB07 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB07 Address: 91 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 V " V v V . w r r . n r * + r v r r ► . v i r V . r r r V s : r . . V 1 wwwww • • V O 9 vv. • • r •-• wwwv Y W f +v J 21 -05 -08 BO, 5 -1/4" B1, 5 -1/4" LL 429 Ibs LL 429 Ibs DL 3,687 Ibs DL 3,675 Ibs SL 6437 Ibs SL 6,412 Ibs Total Horizontal Product Length = 21 -05 -08 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 21 -05 -08 40 20 01 -00 -00 2 Unf. Lin. (plf) L 00 -00 -00 21 -05 -00 300 600 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 52,728 ft -Ibs 57.0% 115% 13 1 - Internal Completeness and accuracy of input must End Shear 8,156 Ibs 44.4% 115% 2 1 - Left be verified by anyone who would rely on Total Load Defl. L/492 (0.505 ") 48.7% 2 1 output as evidence of suitability for particular Live Load Defl. L/757 (0.328 ") 47.6% 2 1 application. Output here based on building Span / Depth 10.4 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 5 -1/4" x 3 -1/2" 10,554 Ibs n/a 76.6% Unspecified Installation Guide or ask questions, please B1 Post 5 -1/4" x 3 -1/2" 10,516 Ibs n/a 76.3% Unspecified call (800)232 -0788 before installation. BC CALC®, BC FRAMER® , AJS 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 Simpson Strong-Tie, Inc. V -ST R V E Fastener Manufacturer: Sim P g VERSA- STRAND®, VERSA -STUD® are trademarks of Boise Cascade, L.L.C. Connection Diagram • • • c • • • • a minimum = 1 -1/2 "c = 10 -1/2" b minimum = 4" d = 24" e minimum = 1" Install Screws with screw heads in the loaded ply. Member has no side loads. Connectors are: SDS 1/4 x 3 -1/2 Page 1 of 1 — 10" TCB based on full 10" Wall less 2x_ rim + 10" 1'-10" f TCB based on full 10" Wall less 2x rim } 111 2' -2" 3 - 1.75x11.875 LVL 1 *Post I I Line up 16" Min duct space 15-4" E NI I 12" Deep Truss @24 "oc 1 1 i1 0 00 1 N J I I me it 23' -2" Line up 16" Min duct space O ' '�' y x n9 Beari Wall - BCB Truss 12" Deep Truss @ 24 " oc m M I 1 Line up 16" Min duct space I 12" Deep Truss @ 24 "oc 12' -8" I '1 FB08 Bearing Wall - BCB Truss I 2 - 1.75x24 LVL L HGUS414 Hanger -1 F I I I 1 10" II I II II J II v x -r� Second Floor cc 1-- `;''e kluo O 1, li., 22 , 21' -10" rr n cc I I L" Line up 16" Min duct space 23' -0" U N E U u 12" Deep Truss @ 16 "oc m 14" Deep Truss @ 16 "oc 411; co 11 tr ' w lI ce 11 li II 1 II I 1E1•1 I i 18 -0" 24' -0" - 6' -0" — - 2nd Floor & Roof Beam Calcs 91 Olander Dr r 48-0-0 WRIGHT RESIDENCE 2 -0-0 4 -0 -0 _ 12 -0-0 30 -0-0 NORTHAMPTON, MA TOP OF PLATE = 08-05-04 1 -10-0 "l IT ` - NOTES :- q 1. ALL TRUSSES SPACED AT 2' FACE N, (3) 1 3/4" x 11 7/8" LVL N' o o - o o 9 o o v q o o q o TO FACE UNLESS NOTED OTHERWISE. t =t6 ' 9 9 9 9 9 9 9 9 9 9 ° 9 2. DO NOT CUT OR ALTER TRUSSES 015 `4 N `" `" `" `" 2 -0.12 `" O1 `" i s UNDER ANY CIRCUMSTANCES. 2-0-0 0 3. ALL DIMENSIONS FROM OUTSIDE -. -.. _ - - -015 OF STUD WALL. CC 2 -0-0 • 015 v J v o co 4. PLACE 2x6 STRONG BACK BRACING o @ 10' -0" O.C. MAX. STRONG BACK q 2-0-0 015 0 0 0 0 0 0 0 o a o o ° 0 o BRACING TEMPORARY AND /OR ca PERMANENT BRACING IS NOT THE ) ° 2-0-0 015 x o RESPONSIBILITY OF THE TRUSS MANUFACTURER AND THEREFORE IS 9 g 2 - m , I TOP OF PLATE = 08.05 -041 N NOT SUPPLIED. N a 015 D '' - - 015 6 o O - co ` ao u THESE DRAWINGS ARE PROVIDED AS A I 2 - 0 ° GUIDE TO THE INSTALLATION OF METAL L 015 B PLATE CONNECTED WOOD TRUSSES, 2 - C A A A A A ENGINEERED LUMBER PRODUCTS, LIGHT 015 a 406 - a GAGE STEEL TRUSSES, STRUCTURAL 2 _ -- LL . STEEL AND PANELIZED WALLSUSED AS 015 0 0 FRAMING COMPONENTS. 2 0 - - -- - -- I - STAIR OPENING �,° 9 REUA BLE TRUSS WILL ASSUME NO 015 RESPONSIBILITY FOR ANY DEVIATION 11 - 9 - 8 1 - I„ 0 8 - G FROM THE CONTENTS OF THESE (2) 1 3/4" x 24" LVL _ _ - - `� DRAWINGS WITH REGARDS TO ANY B SOP P TE LA = 08-03-0 - - STRUCTURAL MEMBERS THAT ARE MADE WITHOUT WRITTEN O AUTHORIZATION FROM o ; q o o o o o 9 9 9 g o o O o 9 o 9 9 T RELIABLE TRUSS. 10 -0-0 Y Y g Y V'I N 1" V Y ' q `i i Y Y Y V : Y . Y 6 -0-0 HARDWARE • j A = THA422 B = HGUS414 9 v C = THAC422 0 N 4 .(--...1 X CO '.. CO CO co 0) N- m 0) a) 0 a, 03 0) a, a, a) a, a, m O O O Q 0 O O O O O O O O O O 0 O O 0 M C:'::', o O N C') N 0 ALL BEAM SHOWN AS PER BUILDING PLAN TRUSS PLACEMENT DIAGRAM ~, JOB )7,1/)r : WRIGHT BESDJEN( F. NO 9 - JOB NUCOR) :)IB)lll a, RELIABLE TRUSS q' rOP OFPLATE= 08 -05 -04 AND COMPONF "4TS, INC. cTa ti em's grnIFID 2 ^ - r' , 2011 WiIby Road 18 -0-0 I TOP OF PLATE = 08 -03- 041 24-0 -0 6 -0-0 Ma "'"E' 03-11-11 TI. FiveI$9SX1BI'/ lad IEIIBYSW -'! 7 I- 48-0-0 FAX 1-501-99.5-024 u0)IGNEn: SCALE NONE IS ECOND FLOOR TRUSS PLACEMENT DIAGRAM) FOR INSTALLATION 4-27-11. • Job Truss Truss Type Qty Ply WRIGHT RESIDENCE, MA 23573F2 406 FLOOR 1 1 , Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:45 2011 Page 1 ID: 99PeRDgO5EcO8Bgkz6LNDzpGiW- mkP5LOJQmMyXIwb6DRE2Xo47oGZvn8Ug9T64EgzJvice 0 -1-8 H 2-6-0 1-0-8 Scale =1:20.0 3x6 11 i x3 = 14 2 6410 = 14 9 8 11 ,4 4 3x8 I I 14 5 10 = 14 8 3x8 11 • Ili 4 . ' �'� 9 8 3x8 1+4 3 x8 = 3410 = 3x10 = 11 -9-8 11 -9-8 Plate Offsets (X,Y): [4:0- 3 -0,0-0-01, [8:0- 1 -8,Edge1, [9:0- 1- 8,Edge[ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.16 8 -9 >872 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.34 7-8 >408 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 56 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 4X2SPFNo.2 REACTIONS (Ib /size) 10= 1175/0 -3-8, 7= 1199 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 10- 11=- 138/0, 1 -11 =- 137/0, 6 -7 =- 152/0, 1 -12= -11/0, 2 -12= -11/0, 2 -13= -4528/0, 3 -13 =- 4528/0, 3 -14= -4528/0, 4-14=-4528/0, 4 -15 =- 4528/0, 5-15= 4528/0, 5- 16 =0/0, 6- 16 =0 /0 BOT CHORD 9- 10= 0/3216, 8- 9= 0/4528, 7- 8= 0/3236 WEBS 5 -7 =- 3387/0, 2 -10 =- 3356/0, 5-8= 0/1356, 2- 9= 0/1377, 3-9=-346/0, 4 -8= -341/0 NOTES 1) Refer to girder(s) for truss to truss connections. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 10 = -20, 1 -6= -100 Concentrated Loads (Ib) Vert: 12= -199 13=-199 14=-199 15= -199 16= -199 n ,A,.., 4 , . 4 ....., . 4 ....400 .. ..„.„...„,, .,,, 1 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 f �� RELIABLE TRUSS AND COMPONENTS, INC. 1 LL- U4b14bb 1101131- 135/31 - 2 I INS I ALL MA U5 -U4 -11 REV RT -901 3 -13 -07 Job Truss Truss Type Oty Ply WRIGHT RESIDENCE, MA 23573F2 405 FLOOR 1 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 0 Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:44 2011 Page 1 I D:99PeRDg05Ec08Bq kz6j_NDzpGi W -IYrj 721n? 2gg5mOvgjjp ?bYrvsBm2kEXwpMXiEzJvd 0-1-8 H 2-50 - ih- =1 1-4-0 I 2 -2 -12 Scale =1:47.3 USE SIMPSON SDW22634 7 SCREWS IN TOP CHORD @ 4' fil6R' ] �DERS SCREWED IN FIELD BY OTHERS 2x411 4x4 SCREWS IN VERTICAL WEB @ 15x31" .c' 1.5x3 = 3x6 = 2x411 AND 6" E N I 4 Q ISTAN C.. 3 x 6 FP= 4x6 = 4 x 6 = 1 . - , 3 1 1 3x19 = 3x4 I I 1 2 3 4 5 T1 6 7 8 9 10 11 T 13 14 ' 25 24 23 22 21 1 9 18 17 16 0 4x6 = &1-4 3x8 = I 2x4 11 3x8 = 3x6 FP= 3x12 = 2x4 11 2x4 11 5x14 = 2x4 11 4x6 = 2xtl II 1 18 -1-4 15-4-0 21 -11-4 27 -5-8 15-4-0 6-7-4 5-6-4 Plate Offsets (X,Y): [4:0-1-8, Edge], [5:0 -1 -0, Edge], [10:0- 1- 8,Edge], 111:0 -1 -8, Edge], [15:Edge,0 -1-81, [18:0- 1- 8,0 -0-01, [19:0- 1- 8,Edge], [23:0- 1- 8,0 -0-01, [24:0- 1- 8,Edge], 127:0 -1 -8,0-0-121 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(TL) -0.22 17 -18 >640 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.39 17 -18 >366 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 H0rz(TL) 0.04 15 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 208 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puriins, except end verticals. T2: 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 4 X 2 SPF No.2 'Except' B2: 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 *Except* W4:4X4DFNo.3 REACTIONS (Ib /size) 26= 757/0 -10 -0, 20= 2432/0 -3-8, 15=1095/0-3-8 Max Gray 26= 779(LC 2), 20= 2432(LC 1), 15= 1192(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 26- 27=- 103/0, 1 -27 =- 103/0, 14 -15 =- 117/0, 1- 2 = -7/0, 2 -3 =- 2890/0, 3-4 =- 2890/0, 4 -5 =- 2909/0, 5-6 =- 2212/0, 6 -7 =- 2212/0, 7-8= 0/2567, 8-9=0/2567, 9-10=0/2567, 10-11=-2893/316, 11-12=-5534/0, 12-13=-5534/0, 13-14=0/0 BOT CHORD 25-26= 0/1908, 24- 25= 0/2909, 23- 24= 0/2909, 22- 23= 0/2909, 21- 22=- 309/487, 20-21=-309/487, 19 -20 =- 316/2893, 18 -19 =- 316/2893, 17 -18 =- 316/2893,16 -17= 0/3208,15-16= 0/3208 WEBS 8-20=-218/5, 12 -17 =- 1497/0, 7 -20 =- 2890/0, 2 -26 =- 2004/0, 7 -22= 0/1905, 2 -25= 0/1038, 6 -22 =- 274/0, 3-25 =- 280/45, 5-22 =- 963/0, 4 -25 =- 297/407, 4-24 =- 220/54, 5- 23= -40/110, 10- 20= 4730/0, 11- 17= 0/3291, 10 -19 =0 /660, 11- 18=- 638/0, 13- 17= 0/2445, 13 -16 =0/42, 13 -15=- 3373/0 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1025 Ib down at 21-11-4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). n OF LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 unffonn 15 -26 =- 20,1 -14 =100 Concentrated Loads (Ib) Vert: 12= 1025(F) gilt �•• 1 04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 " " RELIABLE TRUSS AND COMPONENTS, INC. LL- 04b1455 1101131- Z35 /.3F1 I INS I ALL MA Ub -04 -11 REV RT- 901 3 -13 -07 Job Truss Truss Type Qty Ply WRIGHT RESIDENCE, MA 23573F2 019 FLOOR 12 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:43 2011 Page 1 ID:99PeRDgO5Ec08Bgkz6j_ NDzpGiW- gMILwiH9EJipUcRj60BaSN ?orSx_JHXOi9d AozJvcg 0-1-8 H 2-6-0 I I 1-5-8 IIO-8 0-1- 1:40.3 GIRDERS NAILED IN FIELD BY OTHERS 2x4 11 388 _ 284 II 1.5x3 = 4x10 = 2x4 II 388 FP= 2x4 II 4x4 = 2x4 11 3x6 = 2x4 H 4x10 = 1.5x3 = 1 2 T1 3 4 5 8 7 8 9 10 11 12 11 yiZ 1 11 1 1 721 iii � '' -� I-Il -� �' / ^1 22 r 11/ \1% = 1 ., \1% \i1 $7,4 �� 19 18 17 18 15 14 488 = 4.812 = 4x4 = 2x4 II 388 = 3x8 MT18H FP= 4812 = 4x8 = 10-60 23-3-8 23-3-8 Plate Offsets (X,Y): [6:0- 1- 8,Edge], [7:0- 1- 8,Edge], [12:0- 1- 8,Edge], [13:Edge,0 -1-8], )17:0 1 - 8,0 - 0 - 0], [18:0- 1- 8,Edge], [20:Edge,0 -1 -81 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.44 17 >631 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.76 17 >362 360 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.09 13 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 95 Ib FT = 20%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 4X2SPFNo.2 REACTIONS (Ib /size) 20= 918/0 -3-8, 13= 918/0 -5-8 FORCES (Ib) - Maxmum Compression /Maximum Tension TOP CHORD 20 -21= -70/0, 1 -21= -70/0, 13- 22= -70/0, 12- 22= -70/0, 1- 2 = 4/0, 2 -3 =- 3603/0, 3-4 =- 3603/0, 4-5= -3603/0, 5 -6=- 5061/0, 6 -7 =- 5061/0, 7 -8 =- 5056/0, 8 -9 =- 5056/0, 9 -10 =- 3603/0, 10- 11= -3603/0, 11- 12 =4/0 BOT CHORD 19- 20= 0/2067, 18- 19= 0/4553, 17 -18= 0/5061, 16- 17= 0/5061, 15- 16= 0/4554, 14- 15= 0/4554, 13- 14= 0/2067 WEBS 11- 13=- 2219/0, 2 -20 =- 2219/0, 11- 14= 0/1658, 2 -19= 0/1658, 10 -14 =- 161/0, 3 -19 =- 160/0, 9 -14= 1026/0, 5 -19 =- 1025/0, 9 -16= 0/620, 5-18= 0/789, 8 -16 =- 220/83, 6 -18 =- 166/0, 7 -16= 438/376, 7 -17 =- 190/125 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 4) "Semi -rigid pitchbreaks including heels" Member end fiaty model was used in the analysis and design of this truss. 5) Required 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. LOAD CASE(S) Standard : S � OFA1g S, q O TIMOTHY L, u, ,g LaCHAPELLE o CIVIL 0.30 i . • , ‹) ° , 4 ..... Jo/ $ 04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT-2 RELIABLE TRUSS AND COMPONENTS INC. LL- U4614b4 11U1 131-13b(31 - 2 I INS I ALL MA U5 -04 -11 KEV RT- 901343 -07 Job Truss Truss Type Oty Ply WRIGHT RESIDENCE, MA 23573F2 018 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:43 2011 Page 1 ID:99PeRDg05Ec08Bgkz6j_ NDzpGiW- gMILwiH90ipUcRj60BaSN ?tPS2mJOfOi9d AozJvcg 0 -1 -8 011-8 Scale =140.3 1.5x3 = 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 1 T2 9 - . - 1 I . 1.11 II RIM 1111111111111111111 42 '9' 40 39 38 37 38 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21 4x4 = 3x6 FP= 4x4 = p-11-1 2 -3-12 3-7 -12 4-11 -12 � 6-3-12 7 -7 -12 8 -11 -12 10 -3-12 11 -7 -12 1 12-11-12 1 14-3-12 15-7-12 16 -11 -12 18-3-12 19 -7 -12 20 -11 -12 22-3-12 23-3-8 0 -11 -12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0 - - Plate Offsets (X,Y): (20:0- 1- 8,Edge], [21:Edge,0 -1-8], (40:Edge,0 -1-81 1 LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 21 n/a n/a BCDL 10.0 Code IRC2003rrP12002 (Matrix) Weight: 74 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc pudins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT 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 (lb/size) 45=22/23 -3 -8, 25=22/23 -3-8, 35=107/23 -3-8, 32= 107/233 -8, 33= 107/23 -3-8, 34= 107/23 -38, 35= 107/23 -3-8, 36= 107/233 -8, 37= 106/23 -3-8, 38= 110/23 -3 -8, 39= 93/23 -38, 30=107/23-3-8, 29= 107/23 -3-8, 28=107/23-3-8, 26= 107/23-3 -8, 25= 107/23 -3-8, 24= 106/23 -3-8, 23=110/23-3-8, 22= 93/23 -3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 40-41=-18/0, 1-41= -18/0, 21-42=-18/0, 20-42= -18/0, 1- 2 = -2/0, 2- 3 = -2/0, 3- 4 = -2/0, 4- 5 = -2/0, 5 -0 = -2/0, 6- 7 = -2/0, 7- 8 = -2/0, 8- 9 = -2/0, 9- 10 = -2/0 , 10- 11 = -2/0, 11- 12 = -2/0, 12- 13 = -2/0, 13- 14 = -2/0, 14- 15 = -2/0, 15- 16 = -2/0, 16- 17 = -2/0, 17- 18 = -2/0, 18- 19 = -2/0, 19- 20 = -2/0 BOT CHORD 39-40=0/2, 38- 39 =0/2, 37- 38 =0/2, 36- 37 =0/2, 35- 36 =0/2, 34- 35 =0/2, 33-34=0/2, 32- 33 =0/2, 31-32=0/2, 30-31=0/2, 29- 30 =0/2, 28- 29 =0/2, 27- 28 =0/2, 26- 27 =0/2, 25- 26 =0/2, 24- 25 =0/2, 23- 24 =0/2, 22- 23 =0/2, 21- 22 =0/2 WEBS 11 -31= -89/0, 10-32=-89/0, 9- 33 = -89/0, 8 -34= -89/0, 635= -89/0, 5 -36= 89/0, 4 -37= -88/0, 3 -38= -92/0, 2 -39= -77/0, 12- 30 = -89/0, 13- 29= -89/0, 14-28= -89/0, 15- 26= -89/0, 16- 25= -89/0, 17- 24= -88/0, 18- 23= -92/0, 19- 22 = -77/0 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 securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 restrained by other means. LOAD CASE(S) Standard \- OFZs 2 TIMOTHY L. G g LaCHAPELLE `� �"., CIVIL CI) 0.3? '•s • v Itie - 04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 _L;,,,,,,,,,,:,,,,„„.,..,.=-4 RELIABLE TRUSS AND COMPONENTS. INC. I LL- 0451453 1101131 - 235/.31 FL INS 1 ALL MA 05 -04 -11 REV RT -901 3 -13 -07 Job Truss Truss Type Qty Ply WRIGHT RESIDENCE, MA 23573F2 017 LADDER 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:42 2011 Page 1 ID:99PeRDgO5Ec08Bgkz6j_NDzpGi W- M9kziMHXTRaysSsXYIgLwATig2iVaxPETVtQdMzJvch 0 ,1-8 Scale = 1:39.8 3x4 11 3x8 FP= 1.5x3 = 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 T+ 2 111 1 1 1 1 1 1 1 11 3 YII�IY Y�Y_ _ _ Y� Y ' Y Y , 41 a III 1 1 1 I I I I I I I -1 I I I I I nI r a .. tea 4 , 40 39 38 37 38 35 34 33 32 31 30 1 + 3x4 11 3x8 FP= 4x4= ,0 -10-0 2 -2-0 � 3-6-0 { 4-10-0 6-2-0 7-6-0 , 8-10-0 , 10-2-0 , 11 -3-8 , 12 -10-0 14-2-0 � 15-6-0 , 16-10-0 18-2-0 19-6-0 20-10-0 1 21 -10-0 23-0-0 1 1 9-10-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1 -1-8 1 -6-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 1 -2-0 Plate Offsets (X,Y): [1:Edge,0 -1-8], [20:0- 1- 8,Edge), [21:Edge,0 -1-8], [40:Edge,0 -1-8], [41:0 -1 -8,0-0-101 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /defl Ld PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 21 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 70 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puriins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT 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 (Ib /size) 40= 4/23 -0-0, 21= 31/23 -0-0, 30= 107/23-0-0, 31= 107/23 -0-0, 32= 107/23 -0-0, 33=107123-0-0, 35= 107/23-0-0, 36= 107/23 -0-0, 37= 106/23 -0-0, 38= 111/23-0-0, 39= 81/23-0-0, 29= 107/23-0-0, 28= 107/23 -0-0, 27= 107/23-0-0, 26= 107/23-0-0, 25= 107/23 -0-0, 24= 107/23-0-0, 23= 105/23 -0-0, 22= 98/23 -0-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 40 = -1/0, 21-41= -26/0, 20 -41= -26/0, 1- 2 = -3/0, 2-3=-3/0, 3 -4= -3/0, 4- 5 = -3/0, 5- 6 = -3/0, 6- 7 = -3/0, 7- 8 = -3/0, 8- 9 =3/0, 9- 10 = -3/0, 10- 11 = -3/0, 11- 12 = -3/0, 12-13=-3/0, 13- 14 =3/0, 14- 15 = -3/0, 15- 16 = -310, 16- 17 =3/0, 17- 18 = -3/0, 18- 19 = -3/0, 19- 20 = -3/0 BOT CHORD 39- 40 =0/3, 38- 39 =0/3, 37- 38 =0/3, 36- 37 =0/3, 35- 36 =0/3, 34-35=0/3, 33- 34 =0/3, 32-33=0/3, 31- 32 =0/3, 30-31=0/3, 29-30=0/3, 28- 29 =0/3, 27- 28 =0/3, 26- 27 =0/3, 25- 26 =0/3, 24- 25 =0/3, 23- 24 =0/3, 22- 23 =0/3, 21- 22 =0/3 WEBS 10 -30= -89/0, 9-31= -89/0, 8-32= -89/0, 7- 33= -89/0, 635 = -89/0, 5- 36 = -89/0, 4- 37= -88 /0, 3 -38= -92/0, 2-39=-70/0, 11 -29= -89/0, 12- 28= -89/0, 13 -27= -89/0, 15 -26= -89/0, 16 -25= -89/0, 17 -24= -89/0, 18- 23= -88/0, 19 -22 =-80/0 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 securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4-0 oc. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ..„N O' T IMOTHY L. �6- . , ; LaC HAPELLE rn 0 CIVIL U -4 o. 302 • • , r • . I 04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 '" • RELIABLE TRUSS AND COMPONENTS. INC. 1 LL-04b 145Z 1101131- Z35 /JI I-L INS I ALL MA Ub -U4 -11 KtV RT- 901 3-13 -07 Job Truss Truss Type Qty Ply WRIGHT RESIDENCE, MA 23573F2 016 FLOOR 5 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:41 2011 Page 1 1443 ID:99PeR NDzpGiW- uzAaV0Gvi7S5EIIL _b96NyuuSP[FfrRr5Er8t5vzJvc I 2 -6-0 I P 1 iQ 1 0 �1 -8 Scale =1:36.1 4x4 = 2x4 11 2x4 11 3x4 11 4x12 = 2x4 11 3x6 = 2x4 11 4x6 = 3x6 FP= 2x4 11 4x12 = 1.5x3 = 1 2 3 T1 4 5 6 7 8 9 10 r2 11 12 y� �� 1 1 1 1� ,'ice 111 21 4 4 4 ,r � � �__ OH M :�� I ■ o m 20 19 18 17 18 15 14 4x10 = 4x12 = 3x10 MT18H FP= 4x8 =2x4 11 4x4 = 4x12 = 4x10 = I 8-64 5-3-0 11 -2-0 21 -0-0 5-3-0 5-11-0 9 -10-0 1 Plate Offsets (X,Y): [1:Edge,0 -1-8), [6:0- 1- 8,Edge), [7:0- 1- 8,0 -0-01, [12:0- 1- 8,Edge], [13:Edge,0 -1 -8], [15:0- 1- 8,Edge], [16:0- 1- 8,Edge], 120:Edge,0 -1 -8], [21:0- 1- 8,0 -0-10] LOADING (psf) SPACING 1 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.38 17 >650 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(LL) -0.67 17 -19 >370 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.09 13 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 102 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2400F 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. 82: 4 X 2 SYP 2850F 2.3E WEBS 4X2SPFNo.2 REACTIONS (Ib /size) 20= 830 /Mechanical, 13= 826/0 -10-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -20= -73/0, 13 -21= -72/0, 12- 21= -72/0, 1- 2 =0/0, 2 -3= 3688/0, 3 -44- 3709/0, 4 -5 =- 4946/0, 5-6 =- 4946/0, 6 -7= 4781/0, 7.8= -4781/0, 8 -9 =- 3704/0, 9 -10 =- 3704/0, 10 -11 =- 3681/0, 11- 12 = -5/0 BOT CHORD 19- 20= 0/2184, 18- 19= 0/4596, 17- 18= 0/4596, 16- 17= 0/4781, 15- 16= 0/4781, 14- 15= 0/4607, 13- 14= 0/2177 WEBS 11 -13 =- 2289/0, 2-20=-2302/0, 11- 14= 011598, 2 -19= 0/1596, 10 -14 =- 180/0, 3 -19 =- 169/0, 8 -14 =- 951/0, 4 -19 =- 934/0, 8 -15 =- 48/562, 4 -17= 0/521, 5 -17 =- 280/28, 7 -15 =- 367/41, 6 -16 =- 196/23, 6 -17 =- 193/528 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Required 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard V TIMOTHY L. .g LaCHAPELLE o CIVIL a. 302' e gilt i. ;r /R :( sop . m: rif : . '• 4 - 04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS. INC. ILL- U4b1451 1101131- Z3b /3FZ f-L INS TALL MA U5 -04 -11 KEV HT-e01 3 -13-07 Job Truss Truss Type Oty Ply WRIGHT RESIDENCE, MA 23573F2 015 FLOOR 11 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:40 2011 Page 1 ID:99PeRDg05Ec08Bgkz6j_NDzpGi W- OncCIgFHxgKEd8j8RtetgI NHKu06vXxOBOJZTzJvc 0-1-8 H 2 -6-0 2-0-0 1-4-0 0 . sb3le = 1:29.0 2 e 4 1 1 2x4 I I 1.5x3 = 4x12 = 3x8 FP= 2x4 11 4x4 = 2x4 11 4x12 = 1.5x3 = 1 2 3 4 5 8 4x4— 7 8 9 T1 T2 7 :II MOM ' -' ! 1 1 L 18 4 p,„,....::: // 15 14 13 12 11 jb.1 4 x 8 = 4x12 = 2x4 I I 2x4 11 3x12 MT18H FP= 4x12 = 4x8 = 16-10-0 16-10-0 Plate Offsets (X,Y): (5:0- 1- 8,Edgel, [6:0- 1- 8,Edge(, [9:0- 1- 8,Edge[, (10:Edge,0 -1 -8], [13:0 -1 -8 0-0-0], [14:0- 1- 8,Edge], [16:Edge,0 -1 -8], [17:0 - 1-8,0-0-10), [18:0- 1- 8,0 -0-10] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.31 13 >649 480 I MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.54 13 >371 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 61 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 16= 989/0 -10 -0, 10= 989/0 -3-8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 16- 17=- 105/0, 1 -17 =- 105/0, 10- 18=- 106/0, 9 -18 =- 106/0, 1- 2 = -7/0, 2 -3 =- 4116/0, 3 -4= -4116/0, 4 -5 =- 4116/0, 5-6 =- 4675/0, 6 -7= -4144/0, 7-8=-4144/0, 8- 9 = -8/0 BOT CHORD 15- 16= 0/2524, 14- 15= 0/4675, 13- 14= 0/4675, 12- 13= 0/4675, 11- 12= 0/4675, 10- 11= 0/2521 WEBS 8 -10 =- 2650/0, 2 -16 =- 2653/0, 8 -11= 0/1715, 2 -15= 0/1683, 7 -11 =- 293/0, 4-15=-260/5, 6 -11 =- 875/0, 5 -15= -895/0, 5-14 =- 83/143, 6 -13=- 102/107 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. LOAD CASE(S) Standard no, 4 4...A46o/ 04/11 Warning! — Verify design parameters and READ NOTES ON THIS AND -, -A i INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2�` RELIABLE TRUSS AND COMPONENTS. INC. 1 LL U4b145U 1101131-135(.9 I L INS 1 ALL MA 05 -U4 -11 REV RT- 901 3 -13-07 Job Truss Truss Type Oty Ply WRIGHT RESIDENCE, MA 23573F2 014 FLOOR 8 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:40 2011 Page 1 ID:99PeRDgO5EcO8Bgkz6j_NDzpGi W- QncCIgFHxgKEd8j8RtetglN9fFqX6u1 xOBOJZTzJvc 0-1-8 7� q p H 2-6-0 x- q =1 1-4-4 I Scab = 1:47.3 2x4 II 4x4 = 1.5x3 11 1.5x3 = 3x8 = 2x4 11 44 = 2x4 11 4x12 = 3x6 FP= 4x8 = 4x6 = 2x4 11 3x6 = 3x4 11 1 2 3 4 5 T1 8 7 8 9 10 11 T2 12 13 14 q 81 a Y. I � 1 t // q Q 2B' - ox: II 81 \ N �� .i l :Y .....:•-..., i En •- 24 23 22 21 20 18 17 16 6 [ g j 4x8 = 33E10 = 2x4 11 4x12 = 3x8 FP= 4x12 = 2x4 11 2x4 11 3x12 = 4x6 = I 6-1-4 2x4 11 i 18 -1-4 I 15-4-0 27-5-8 15-4-0 12 -1-8 Plate Offsets (X,Y): [4:0- 1 -8,Edge1, [5:0- 1- 8,Edge], [10:0- 1- 8,Edge], [11:0- 1 -8,Edge], [15:Edge,0 -1.8], [17:0- 1- 8,0 -0-01, [18:0- 1- 8,Edge], [22:0- 1- 8,0 -0-01, [23:0- 1- 8,Edgel, [25:Edge,0 -1-81, 126:0 - 1-8,0-0-101 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.23 16 -17 >638 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.37 16 -17 >385 360 BCLL 0.0 Rep Stress lncr YES WB 0.58 Horz(TL) 0.06 15 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 102 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verticals. 1"2: 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS 4 X 2 SPF No.2 *Except* W4: 4 X 4 DF No.3 REACTIONS (lb/size) 25= 771/0 -10-0, 19=1939/0-3-8, 15= 549/0 -3-8 Max Gray 25= 786(LC 2), 19= 1939(LC 1), 15= 644(LC 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 25- 26=- 103/0, 1 -26 =- 103/0, 14 -15=- 113/0, 1- 2 = -7/0, 2 -3 =- 2929/0, 3-4=- 2929/0, 4 -5 =- 2962/0, 5 -6=- 2291/0, 6 -7 =- 2291/0, 7-8= 0/2259, 8- 9= 0/2259, 9- 10= 0/2259, 10- 11=- 1264/821, 11- 12=- 2142/0, 12-13=-2142/0, 13-14=0/0 BOT CHORD 24- 25= 0/1929, 23- 24= 0/2962, 22 -23= 0/2962, 21- 22= 0/2962, 20- 21=- 134/586, 19 -20 =- 134/586, 18 -19 =- 821/1264, 17- 18= 821/1264, 16- 17=- 821/1264,15 -16= 0/1474 WEBS 8 -19 =- 241/0, 7 -19 =- 2783/0, 2 -25 =- 2025/0, 7 -21= 0/1858, 2 -24= 0/1056, 6 -21 =- 281/0, 3 -24 =- 266,/54, 5 -21 =- 914/0, 4 -24 =- 342/365, 4- 23=- 210/74, 5- 22= -48/107, 10 -19 =- 2730 /0, 10 -18 =0/ 313, 13 -15 =- 1554/0, 13 -16 =- 55/706, 12 -16 =- 391/0, 11 -16= 0/1408, 11 -17= -273/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard nOF Al r " ' ' 4i f 04/11 Warning! - Verify design parameters and READ NOTES ON THIS ANDS INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b1449 11011;31 - 1.35/.31 - L I INS I ALL MA U5 -U4 -11 REV RT- 901 3-13 -07 Job Truss Truss Type Oty Ply WRIGHT RESIDENCE, MA 23573F2 013 FLOOR 5 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Cynthia Macallister 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed May 04 11:18:39 2011 Page 1 ID:99PeRDg05Ec08Bgkz6j_N DzpGi W- ya2g4KEfAW CN ? ?8ytA7etXr0 ?rVYNSEonXfm11 zJvck 0-1-8 H 2-6-0 0 -7 1 1-4-0 1 1-4-4 1-4-8 s 1:3s.a II 2x4 I I 4x4 = 1.5x3 = 3x8 = 2x4 I 1 4x4 = 3x6 FP= 2x4 I I 4x12 = 1.50 I I 4x6 = 4x4 = 3x4 I I 1 2 71 3 4 5 6 7 8 t2 9 10 11 12 11 08.A.84 11 1 1 1. 1 W /1 1� 11 u 423 =N ..m 2;1 ' �. ' 1 . I li 4 11/ �..� 9 11 �1� �r . Il � 11 11 ■\If 21 20 19 18 17 15 14 13 4x8 = 3x10 = 2x4 3 2x4 I I 4x12 = 3x6 FP= 3x12 = 2x4 11 2x4 II 4x6 = I 6-1-4 I I 18-1-4 I 15-4-0 18-1 -4 E 19-5-8 21 -2-8 15-4-0 2 -9-4 1-4-4 1 -9-0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [10:0- 1- 8,Edge], [11:0- 1- 8,Edge], [13:Edge,0 -1 -8], [14:0- 1- 8,0 -0-0], [15:0- 1- 8,Edge], [19:0- 1 -8,0 -0-0], [20:0- 1- 8,Edge], [22:Edge,0 -1 -8], [23:0- 1 -8,0 -0-10] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 . TC 0.77 Vert(LL) -0.23 18-19 >784 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.40 19 >462 360 BCLL 0.0 Rep Stress 'nor YES WB 0.55 Horz(TL) 0.05 16 n/a n/a , BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 79 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. T1: 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E "Except" B2: 4 X 2 SPF No.2 WEBS 4 X 2 SPF No.2 "Except" W4: 4 X 4 DF No.3 REACTIONS (Ib /size) 22= 799/0 -10 -0, 16=1648/0-3-8, 13= 62/Mechanical Max Upliftl3=- 139(LC 2) Max Gray 22= 811(LC 7), 16= 1648(LC 1), 13= 223(LC 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 22- 23=- 103/0, 1 -23 =- 103/0, 12- 13=- 131/0, 1- 2 = -7/0, 2 -3 =- 3073/0, 3-4=-3073/0, 4 -5 =- 3155/0, 5-6=- 2581/0, 6 -7 =- 2581/0, 7-8=- 2581/0, 8- 9= 0/1790, 9- 10= 0/1790, 10 -11 =- 217/517, 11- 12 =0/0 BOT CHORD 21- 22= 0/2003, 20- 21= 0/3155, 19- 20= 0/3155, 18- 19= 0/3155 17- 18= 0/943, 16- 17= 0/943, 15 -16 =- 517/217, 14-15=-517/217, 13 -14 =- 517/217 WEBS 9 -16 =- 267/0, 8 -16 =- 2649/0, 2 -22 =- 2104/0, 8 -18= 0/1786, 2 -21= 0/1131, 7-18=-290/0, 3 -21 =- 252/73, 5 -18 =- 843/0, 4 -21= -417/306, 4 -20 =- 189/101, 5-19 =- 61/98, 11- 13=- 249/593, 10 -16 =- 1587/0, 10- 15= 0/176, 11- 14=- 149/12 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 Ib uplift at joint 13. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 4„ ns,.. tP 4 1 - 04/11 Warning! - Verify design parameters and READ NOTES ON THIS AND .,u INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 R RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b1448 1101131- - 13b (3F I-L INS I ALL MA Ub-U4-1 1 REV RT -901 3 -13-07 INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON ADJUSTABLE S TIIAP , 7 . �1 146* a THA SERIES 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 2 for the THA29 and 11/2' for the THA213. Fasteners (Quantity & Size) • Model Minimum Nailing Installation (Top Flange) Maximum Nailing Installation • 0 No. Carryi Member j Carried Member Carrying Member Carried Member • THA29 Face: (4)-.148x3 Top: (4)-.148x3 • p (4)- .148x3 (slant) Face: (16)- . 148x3 (4)- . 148x3 (slant) • ° I . • I THA213 Top: (4)-.148x3 , (4)- .148x1'i2 (straight) Face: (14)- .148x3 (4)- .148x3 (slant) • Face: (2)-.148x3 , 0 o • I UI Typical THA29 Jl Typical THA29 ® • e Minimum Nailing Maximum i Installation G Nailing w Installation 1 1 !1 THA29 I o ` t'; 4_ I s r `, G i F or minimum nailing only, {" R �P PI. t t tabs muss be straightened so that nails can b � '' e � 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 2 THA straps must be bent a minimum of 7 for the minimum nailing installation. Fasteners (Quantity & Size) Model Minimum Nailing installation (Top Flange) Maximum Nailing installation Carrying: Member Carried Member ' Carrying Member Carried Member • THA418 Top: (4)-.162x31/2 (6)- .162x3 (straight) Face: (16)- .162x3'/2 (6)- .162x3 (slant) Face: (2)- .162x3 • THA4221 Top: (4)- .162x31/2 (6)- .162x3 (straight) Face: (22)- .162x3Y (6)-.162x31/2 (slant) THAC422 `Face: (2)- -162x3 THAl22 -2/ Top: (4)- .162x31/2 (6)- .162x3v (straight) Face: (30)- .162x3 (6)- .162x3 (slant) THAC422 -2 Face: (4)- .162x3 THAR/L422 Top: (4)- .148x3 (1)- .148x3 (straight) Top: (4)- .148x3 (1)- .148x3 (straight) Face: (2)- .148x3 (2)- .148x1 (slant) Face: (12)- .148x3 (2)- .148x1 (slant) j - ,__` Carrying Typical THA �41 Typical THAL422 Member Installation 'N - s � Installation a on 4x2 wood i , 0 with floor truss 4x2 = truss. • n 4 > / , , 010 r. , THAL422 f � �� Carried E • = p Member - -- - SST -THA THAC THAR THAL TLL- 0461447 1101131- 23573F2 FL INSTALL MA 05 -04 -11 REV INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON FAQ MOUNT 8IS ,,....,, „,.,,,,,,_, , ,,,, ,,,, , ,.,,,,,„ i ir , ' rp °, LUS/MUS/HUS/HHUS/HGUS SERIES ' \ , Carried Model Fasteners (Quantity & Size) a Member No. Carrying Member Carried Member ®' ° •-' LUS24 (4)- .148x3 (2)- .148x3 r 10 / LUS26 (4)- .148x3 (4)- .148x3 b .2 = a j �r -`� aI LUS28 (6)- .148x3 (4)- .148x3 LUS210 (8)-.148x3 (4)-.148x3 m %// /f, .00" MUS26 (6)-.148x3 (6)- .148x34 1 -PLY MUS28 (8)- .148x3 (8)- .148x3 (6) .162x3 /2 HUS26 (14)- .162x3'/2 , LUS28 All e` Typical LUS Installation HUS28 (22)- .162x3'/2 (8)- .162x31/2 HUS210 (30)- .162x31/2 (10)- .162x31/2 rr HGUS26 (20)-.162x31/2 (8)- .162x3''2 ° m) c , 4 . .z. t!!� HGUS28 (36)-.162x31/2 (12)-.162x31/2 , ® I m h s HHUS26 -2 (14)- .162x3' (6)-.162x3'/2 c g m h. ti HHUS28 -2 (22)- .162x31/2 (8)- .162x31/2 . at m 0S r 2 -PLY HHUS210 2 (30)-.162x31/2 (10)-.162x31/2 � / 4. �� . ) HGUS26-2 (20)-.162x31/2 (8) .162x3't2 f 3 HGUS28 -2 (36)-.162x31 (12)-.162x3 HGUS28 -2 I , HGUS210 -2 (46)-.162x3' (16)- .162x3 I I � a r 61 HGUS26 -3 (20)- .162x3' (8)- .162x3'/2 I,. ' e '} I y ,. f 3 -PLY HGUS28 -3 (36)- .162x3'1 (12)- .162x3 1 � a MU328 HGUS210-3 (46)-.162x31/2 (16) .162x3'/z ' � a * 1 HHUS210-4 (30)- .162x31/2 (10)-.162x31/2 C c HGUS26 -4 (20)- .162x3'1 (8)- .162x3'1 , rr a �._. J 4 -PLY HGUS28 -4 (36)- .162x31 (12)-.162x31/2 I D j Q° I If HGUS210 -4 (46)- .162x3'1 (16)- .162x31/2 /) 1 HUS210 H GUS212 -4 (56)- .162x3'/2 (20)-.162x31/2 / D (HHUS similar) - HGUS214 -4 (66)- 162x3'1 (22)-.162x31/2 111 / sD► HUS410 O O 8 - .162x3'1 8 - .162x3'/2 4X Double Shear Nailing HHUS410 (30)- .162x3'1 (10)- .162x3;2 HUS410 �J- Top View HTU SERIES _r-- Min. Nailing - Fill Round Holes Max. Nailing - Fill Round and Triangle Holes Minimum and maximum nailing options. See design information I r , � for correct installation option Carrying , Member ° Carried Carried Model Fasteners (Quantity & Size) 1 . Carried _° Member Member No. Carrying Member Carried Member a ' , 1 .. ...41 / _ HTU26 (20)- .162x3 (Min: 14)/(Max: 20)-.148x11/2 I IIII I I I 0 0 0 , ..1 y 1 111► 1 -PLY HTU28 (26)- .162X3 (Min: 14) /(Max: 26)-.148x11/2 a ,� '= a i��. , 'I o 0 m $ ° 1► 1 0. , Nil Il ° -o $44 / HTU210 (32)- .1 ( 14)/(Max: 32)-.148x11/2 `! °o1 oa g HTU26 -2 (20)- 162x3'1 (Min:14)/(Max: 20)- ;148x3 HTU28 = a a ; 2 -PLY HTU28 -2 (26)- .162x3 (Min: 14)/(Max: 26)-.148x3 . HTU210 -2 (32)- .162x31/2 (Min: 14) /(Max:32)- .148x3 Typi HTU26 Minimum Ill Nailing Insstt Typical ling SST- LUS MUS HUS HHUS HGUS HTU TLL- 0461446 1101131- 23573F2 FL INSTALL MA 05 -04 -11 REV INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS (131BIAl. SIMPSON COIIIIECTORg _ 111811111AllON „,,,, ,,,,,,„ .,... FASTENER HOLE SHAPES a 0 0/\ 0 / �a C� a ° Pilot Hole Round Holes Obround Holes Triangle Holes Dlamond 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 Toad value. during installation. purpose. No fasteners required. DOUBLE SHEAR ! PROPER INSTALLATION (SLANT) NAILING ( Truss shall bear completely on the connector seat, and the gap between :r� the truss end and the header (carrying member) shall not exceed Ye. , R ?re CARRIED MEMBER :�` Dome Double CARRYING MEMBER ` �.. S hear Nailing r (2 -PLY SHOWN] - 1 11 I ) iI I 111 F Double Shear Nailing , ,o Top View 1 re ii: ' "Iri Allil i r (The nail is installed 1 into the carried truss ' ,,,,,, 0 I C and header.) Tab Double Shear Nailing N MAX. GAP BETWEEN END GAP BETWEEN END (Do not bend tabs except where END DF TRUSS AND OF TRUSS AND CARRYING noted for straight nailing.) CARRYING MEMBER MEMBER T00 LARGE USING A STANDARD CONNECTOR AND SLOPED TRUSS - GIRDER TRUSS GIRDER TRUSS GIRDER TRUSS = NAIL PLATES RUN- THROUGH END VERTICALS �� RUN - THROUGH END VERTICAL I _ - _ _ BY OTHERS MONO TRUSS I DOUBLE END MONO TRUSSES - VI� ! VERTICAL O 4_, STANDARD NON- SLOPED o Oq q qa g Q SIMPSON HANGER— ° , �� 5 D O NAIL PLATE THGBH SHOWN I °° ` �A14 ` � pO gO p4 m I' BY OTHERS °° : NAIL PL ATES �4 d � O Oc O °°`, 6b 49 ` , ,,n „s' - -7. BY OTHERS �� O 6 % 1 , h ,A %�40 `oz, °, O %oqo I o ■ �� - Q o� ,, MTHM ' STANDARD ZEILING , • TRUSS MONO * SI MPSON CEILING 1i lll HANGER PLANE " PLANE CEILING PLANE WORK POINT WORK POINT AS REQUIRED WORK POINT AS REQUIRED AS REQUIRED • SST-Gen'l Cvr Sht TLL- 0461445 1101131- 23573F2 FL INSTALL MA 05 -04 -11 REV INSTALLATION GUIDE SIMPSON PLATDJ TRUSS COMIECTO1IS .,..i., 4 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. Home tnece the primary source of information concerning 7. Multiple members must be fastened together 4120 Dublin Bard., Ste 400 the use of their products. to act as a single unit to resist the applied load. FAX: 925/833 � P g PP FAH: 9225/933 -149s Northwest USA 5151 S. Airport Way Stocln, CA 95206 FASTENERS FAX: 209/234- 3868 Use only the specified size, type, and quantity of fasteners! 260 Sordhwest N. 16d sinkers (.148 x 3 may be substituted for 10d common nails (.148 x 3). Brea, CA92821 No other substitutions are permitted unless approved and specified by the designer. FAX: 714/871 - 9167 Southeast USA 2221 Country Lane 16d common 16d sinker 10d common 1116 8d common N10 N8 SDS1/4x3 MclOnney, TX 75069 (.162 x 3 (.148 x 31/4) (.148 x 3) (.162 x 21/2) (.131 x 21/2) (.148 x 11) (.131 x 1 /1 ) sari FAX: 972/542 -5379 0 wows ° Northeast USA = .., z 2e00 intwnatlonal St w ..I Columbus, OH 43228 T l l C ;i FAX 614/876-0636 41 , ° ' Ou& Drive 1 i± 436 Calvert orlvee i Gallatin, IN 37066 1 I 1[1( FAX: 615/451-9806 0 1 1 ' '' W+� Eastern rt�eaada 5 Kenview Blvd. w I ° Brampton, ON L6T 505 11/2 — I T *, FAX Cana 9051458 7274 100 Western tana �' 11476 Kingston St Y Maple Ri dge, BC V2X 0Y5 ° Canada FAX 604/465-0 297 0 0 , Warehouses: 2'/2 — Erb CT, )acksonvllie, FL; 1 ' i Kent, WA; Langley, BC li 3 — 1 i 31/4 — 800 999 - 5099 www.strongtie.com 31 — NO framing �' �� nail -gun nails �� , �� UNLESS equivalent Same uses '" d and length �� ,' ' asspecified and Simpson Y AN\ drive with a hole Printed m the usA locating tool wC- PTS108 3/06 SST -Gen'I Cyr Sht TLL- 0461444 1101131- 23573F2 FL INSTALL MA 05 -04 -11 REV 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. / 1 .ilk 011 / 4 2x6(typ) i STRONGBACK FASTENED TO VERTICAL WEB Illk"'"•ft- 4 01 11 jr, i. (2)lOd nails (typ) i STRONGBACK FASTENED TO 2X SCAB ISSUE DATE TITLE SHEET # Z7:15:74,1S°,77, I FLOOR TRUSS RELIABLE 7RUSS 8 -21 -10 STRONGBACK BRACE RT -25 TLL- 0461443 1101131- 23573F2 'L INSTALL MA 0544-11 REV 4 ' 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/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. ® 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 On/v 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 /z ". 10. Building designer to determine and transfer all gravity, uplift, = wind, seismic and other lateral loads from trusses to building ►Z� foundation. ►�� ''/2" MAX GAP BEARING REFER TO ATTACHED WTCAITPI BCSI -B1 & B3 FOR IMPORTANT HANDLING INSTALLATION AND RESTRAINING SUMMARY INFORMATION ISSUE DATE TITLE SHEET # ELI LE 4 -26 -10 STANDARD TRUSS NOTES RT-2 k tj "..1t. 10.o RT -002 4 -26 -10 TLL- 0461442 1101131- 23573F2 FL INSTALL MA 05 -04 -11 REV • t ▪ v I llw� sl MNi ##__ tteLp4MIV R*L.Nro< WAS*, RELIABLE TRUSS AND COMPONENTS, INC. COMPONENT DESIGNS & PLACEMENT DIAGRAM FOR R.K. MILES - HATFIELD WRIGHT RESIDENCE VILLAGE HILL NORTHAMPTON MA 2 FLOOR TRUSSES Submission Date: 05 -04 -11 REV INSTALLATION DOCUMENTS Ref: 1101131-23573F2 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.! 200 Welby Rd, New Bedford, MA 02745 1 T: 508 - 998 -7877 F: 508 - 995 -1724 Rr -920 os -zs -zoos TLL- 0461441 1101131 - 23573F2 FL INSTALL MA 05 -04 -11 REV _ 46'-0" 12' -0" T - 30'_0" • - -10" TCB based on 2x10 ( 9.25" ) pate less 2x rim --- 1 - 6M1 _� � 1' -10" TCB based on full 10" Wall less 2x rim �--- - 1 3/4" 4' -2 5/8" T -2" 1 L 1'- 11 7/8" ll ! 24" OC SPACING Point Load J N 1 Center Duct 18" ( Min ) x i 15'_4" w n m ALL TRUSSES 12" DEEP 24" OC SPACING 15' -3/4" i E rB03 16" Min dud space 1 Flush w/ BC 2 - 1.754.5 LVL " 1 7' -8 3/4" 7' -3" -- 23' T _ _ _ - - - _ - - - - _ - , , , 1 A i � HHUS410 F805 • 3 1 /2" ! Dropped 2 - 1.75x9.5 LVL + ■ - 24" OC SPACING Bearing all - BCB Truss I 1 - ._ , - - - - - Line up 16" Min dud space 1 u? 12I -8" 24" OC SPACING 1 I Shift Truss Spacing to U Allow for Duct Space '; N b 8' -3/4" NEW POST NEEDED m I'- 16' -81/4" I , a ■ a 11 g 1 -- � -- -- _ -- -L_ 1 { I 1 10" ( 1 W - TCB based on 2x10 ( 9.25" ) pate less 2x rim E E x 16" OC SPACING x i Lineup 16" Min duct space H First Floor 21' 10" ) o o 1 Iii ro m U m I— I--- I 18'-10" . . a Boise Cascade Double 1 -3/4" x 11 -7/8" VERSA -LAM® 2.0 3100 SP Floor Beam1FB12 BC CALC® 3.0 Design Report - US 1 span 1 No cantilevers 10/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB12 Address: 91 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: 1 :— • V V r V V V V ♦ V V V V V V V V V V V T V V V V V V V V V V V V V V V ♦ V V V ♦ 16 - 09 - 00 BO B1 LL 699 Ibs LL 1,636 Ibs DL 1,124 Ibs DL 1,608 Ibs Total of Horizontal Design Spans = 16 -09 -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 16 -09 -00 40 20 01 -00 -00 2 Conc. Pt. (Ibs) R 03 -08 -00 03 -08 -00 1,665 861 n/a 3 Unf. Lin. (pif) L 00 -00 -00 16 -09 -00 0 80 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 10,959 ft -Ibs 51.5% 100% 1 1 - Internal Completeness and accuracy of input must End Shear -3,082 Ibs 39.0% 100% 1 1 - Right be verified by anyone who would rely on Total Load Defl. L/368 (0.546 ") 65.2% 1 1 output as evidence of suitability for particular Live Load Defl. L/799 (0.252 ") 45.1% 1 1 application. Output here based on building Span / Depth 16.9 n/a 1 code- accepted design properties and analysis rnethods. Installation of BOISE engineered wood products must be in Notes accordance with current Installation Guide Design meets Code minimum (L/240) Total load deflection criteria. and applicable building codes. To obtain Installation Guide or ask questions, please Design meets Code minimum (L/360) Live load deflection criteria. call (800)232 -0788 before installation. Minimum bearing length for BO is 1 -1/2 ". Minimum bearing length for B1 is 1 -1/2 ". BC CALC®, BC FRAMER® , AJST"", Entered /Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + ALLJOIST®, BC RIM BOARDTM, BCI® , 1/2 intermediate bearing BOISE GLULAMTM, SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS® , VERSA -RIM®, Connection Diagram VERSA - STRAND®, VERSA -STUD® are g 1— b t--, • d - -� trademarks of Boise Cascade L.L.C. 1 a 1 T c //`` AN y a minimum = 2" c = 7 -7/8" b minimum = 3" d = 12" Connection design assumes point load is 'top- loaded'. For connection design of 'side- loaded' point loads, please consult a technical representative or professional of Record. Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are: 16d Sinker Nails Page 1 of 1 0 Boise Cascade Double 1 -3/4" x 9 -1/2" VERSA -LAM® 2.0 3100 SP Floor Beam1FB05 BC CALC® 3.0 Design Report - US 3 spans I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB05 Address: 91 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: 1 • r • Y V V IV • V V V • V • • V V V V V V V` V V V V V V V V • V V v t 1 . i 07 10 00 07 03 00 07 - 10 - 00 BO B1 62 B3 LL 3,927 Ibs LL 10,225 Ibs LL 10,225 Ibs LL 3,927 Ibs DL 1,366 Ibs DL 3,554 Ibs DL 3,554 Ibs DL 1,366 Ibs Total of Horizontal Design Spans = 22 -11 -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 22 -11 -00 40 15 28 -00 -00 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 9,043 ft -Ibs 64.8% 100% 14 1 - Internal Completeness and accuracy of input must Neg. Moment - 10,059 ft -Ibs 72.1% 100% 20 3 - Left be verified by anyone who would rely on End Shear 3,954 Ibs 62.6% 100% 14 1 - Left output as evidence of suitability for particular Cont. Shear 5,900 Ibs 93.4% 100% 18 1 - Right application. Output here based on building Total Load Defl. L/514 (0.183 ") 46.7% 14 3 code- accepted design properties and Live Load Defl. L/661 (0.142 ") 54.5% 14 3 engin ed w ods. In ducts m of b i engineered wood products must be in Total Neg. Defl. L/ -1,031 (- 0.084 ") 23.3% 14 2 accordance with current Installation Guide Span / Depth 9.9 n/a 1 and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. Cautions Negative Total Deflection - 0.084" exceeds arbitrary maximum limit of -0 ". BC CALC ®, BC FRAMER® , AJST", ALLJOIST®, BC RIM BOARDTM, BCI® , Notes BOISE GLULAMTM, SIMPLE FRAMING n meets Code minimum (L/240) Total load deflection criteria. PLUS@,V VERSA-RIM®, VERSA -RIM Design ( ) PLUS®,VERSA -RIM®, Design meets Code minimum (L/360) Live load deflection criteria. VERSA - STRAND ®, VERSA -STUD® are Minimum bearing length for BO is 2 ". trademarks of Boise Cascade, L.L.C. Minimum bearing length for B1 is 5 -1/4 ". Minimum bearing length for B2 is 5 -1/4 ". Minimum bearing length for B3 is 2 ". Entered /Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing Connection Diagram t b le- 1-■-- d t a— _ a i i • T• • 9. h a minimum = 2" c = 5 -1/2" b minimum = 3" d = 12" Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 0 Boise Cascade Double 1 -3/4" x 9 -1/2" VERSA -LAM® 2.0 3100 SP Floor Beam \FB03 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB03 Address: 91 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: w . . . 1 W W V « 06-06-00 -r- BO, 3 -1/2" B1, 3 -1/2" LL 1,820 Ibs LL 1,820 Ibs DL 940 Ibs DL 940 Ibs Total Horizontal Product Length = 06 -06 -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 06 -06 -00 40 20 14 -00 -00 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 3,875 ft -Ibs 27.8% 100% 1 1 - Internal Completeness and accuracy of input must End Shear 1,840 Ibs 29.1% 100% 1 1 - Left be verified by anyone who would rely on Total Load Defl. L/1,424 (0.051") 16.9% 1 1 output as evidence of suitability for particular Live Load Defl. L/2,160 (0.034 ") 16.7% 1 1 application. Output here based on building code-accepted Span / Depth 7.6 n/a 1 analysis rnethods. s Installation of BOISE engineered wood products must be in °A 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" 2,760 Ibs n/a 30.0% Unspecified Installation Guide or ask questions, please B1 Post 3 -1/2" x 3 -1/2" 2,760 Ibs n/a 30.0% Unspecified call (800)232 -0788 before installation. BC CALC ®, BC FRAMER® , AJST"" 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. P PLUS® , US ,VERSA -RIM V ERSA -RIM®IM®, SA VERSA - STRAND®, VERSA -STUD® are Connection Diagram trademarks of Boise Cascade, L.L.C. Imo— d a r C - I • F -• • or a minimum = 2" c = 5 -1/2" b minimum = 3" d = 12" Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 . • ® BoiseCascade Double 1 -3/4" x 9 -1/2" VERSA -LAM® 2.0 3100 SP Floor Beam \FB01 BC CALC® 3.0 Design Report - US 1 span I No cantilevers 1 0/12 slope Monday, March 07, 2011 Build 440 File Name: RKM - Wright Residence Job Name: Wright Residence Description: FB01 Address: 91 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: Y Y • _y. ♦ Y Y Y Y Y Y _2_ .._. Y Y 1 1 Y Y t Y _� Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y 7 Y Y Y Y V ' 08 -00-00 '1) BO, 3 -1/2" B1, 3 -1/2" LL 1,4401bs LL 1,440 Ibs DL 757 Ibs DL 757 Ibs Total Horizontal Product Length = 08 -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 08 -00 -00 40 20 09 -00 -00 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 3,906 ft -Ibs 28.0% 100% 1 1 - Internal Completeness and accuracy of input must End Shear 1,602 Ibs 25.4% 100% 1 1 - Left be verified by anyone who would rely on Total Load Defl. L/1,132 (0.08 ") 21.2% 1 1 output as evidence of suitability for particular Live Load Def L/1,727 (0.052 ") 20.8% 1 1 application. Output here based on building ce-accepted design Span / Depth 9.5 n/a 1 analysis methods. nstallation 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" 2,197 Ibs n/a 23.9% Unspecified Installation Guide or ask questions, please B1 Post 3 -1/2" x 3 -1/2" 2,197 Ibs n/a 23.9% 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, L.L.C. • • • , c • • _i • r y a minimum = 2" c = 5 -1/2" b minimum = 3" d = 12" Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 1 St Floor Beam Calcs 91 Olander Dr FOR INSTALLATION 4- 14- 2011' 48 -0 -0 WRIGHT RESIDENCE 2 -0-0 4-0-0 12 -0-0 30 -0 -0 • NORTHAMPTON, MA TOP OF PLATE = 09 -01 -081 ` 1 - - I TOP OF PLATE =08-01 -08 N NOTES: - 0' TOF OF PLATE - R 4 4 R N /! R '- Y 4 R 1 R 0 V o° 0 N 08.06 -00 0 '. 0 0 0 N 0 w 0 ,, 0 0 0 0 E.- W 1. ALL TRUSSES SPACED AT 2' FACE ` "+ I ' + °v C•4 N ° . ' °" °' . " .4 • ; — TO FACE UNLESS NOTED OTHERWISE. • c 0 0 0 0 0 0 0 2.00 NOT CUT OR ALTER TRUSSES 0 0 0 0 0 0 0 UNDER ANY CIRCUMSTANCES. N N N N N , N N R • CO v 3. ALL DIMENSIONS FROM OUTSIDE - OF STUD WALL. v .4 N N N N .. N N x 0 0 0 CO CO CO N N tO CO - r 1` r r .- CO N 9 0 0. 0 0 0 0 . '. 0 0 0 0 0 0. 0 0 0 0. a 0 0 ' 0 0 0 0 0 V 0 0 V 0 0 0 0 0 0 0 0 0 0 p a l . 0 0 0 4. PLACE 2x6 STRONG BACK BRACING m @ 10 O.C. MAX. STRONG BACK e BRACING TEMPORARY AND /OR oi to 2 1 3/4" x 9 1/2" LVE� A A p PERMANENT BRACING IS NOT THE 8 RESPONSIBILITY OF THE TRUSS 9 A ! A A C 404 O - 0 -2 4 7- 1-121 - CO MANUFACTURER AND THEREFORE IS M C C C NOT SUPPLIED. N I' 20 '$---- _ DROPPED (2).1 3/4 "x 9 1/2" LVLJ 4 - - - — THESE DRAWINGS ARE PROVIDED AS A m 2 -0 -0 003 : A A ;:t PLATE CONNECTED OOINSTALLATION USSES, c - . m m C 402 ENGINEERED LUMBER PRODUCTS, LIGHT lil 003 p p GAGE STEEL TRUSSES, STRUCTURAL q g 2 -0 -0 0 0 0 0 0 A A A AC STEEL AND PANEUZED WALLSUSED AS - I Op FRAMING COMPONENTS. Q, P _ 9 - 0 - 0 16 - 8 - 4 0 03 (2) 1 - 3/4" x 11 - 7/8" LVL� 4 co V p o r 0 12 3 - 0 co RELIABLE TRUSS WILL ASSUME NO F 0 03 8 RESPONSIBILITY FOR ANY DEVIATION 2 - 0 - 0 I STAIR OPENIN 2 FROM THE CONTENTS OF THESE " • I 00 DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE 1 - 4 - 0 ( TOP OF PLATE = 09 -01 - 081 MADE WITHOUT WRITTEN 1 -4 -0 AUTHORIZATION FROM RELIABLE TRUSS. 1-4-0 NO "F 10 FRAMER ALL BEAMS AND BEAM TO BEAM', 1 4 -0 CONNECTION SPECIFIED BY " ro SILL PLATE -JILL NEED TO BE FLUSH 1 -40 0.1 ° WITH THE INSIDE FACE OF FOUNDATION WALL OTHERS 14-0 v 0 Ef 0 HARDWARE 1 -4-0 0 ,, 2, 1 -4-0 H 0 A= THA418 Q B = HGUS410 e l 1 - 4-0 a N C= THAC418 i 1-4-0 O 'TRUSS PLACEMENT C 1-4-0,,, V 0 DIAL AM --, 1 .., "i .ae waw.: wtucxre®wc>, eta 1.4_0 001A y „ „ 0 01A — ,oem .an:uotty 1-4-0 RELIABLE TRUSS tD `" _ .. 0 01A 1 -4-0 AND COMPONENTS, INC. <'I,sm^DxnanE:x.lc ^ wsD^T*TM:In _ 100 Wdby Rued 1.2 -4 001A a NewRedbrd MA DATE :110 New 1A988MW811 hied I- 508998 -1811 FAX I-519495024 DFSGSU:(TWNS KALE 0E 18-10-0 29 -2 -0 " FIRST FLOOR TRUSS PLACEMENT DIAGRAM III • Job :I. Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 404 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:12 2011 Page 1 656 = ID :99PeRDgO5Ec08Bgkz6LNDzpGiW - -?9 Z4bB3aZ Vy31?vQ0Wzj8UxyNvnFfYaA8tpizQYNr 2-6-8 1 1 s 2 Scale =1:7.5 T1 T1 4441 W1 H¢ w1 ■ ► ∎ a 1 • B1 � ■ .. A. . A 4 3 3x3 11 356 = 1 3-0-8 3-0-8 LOADING (psf) SPACING 2 CSI DEFL in (loc) I /dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) 0.00 4 "* * 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 r1/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 16 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 4= 841 /Mechanical, 3= 1134/Mechanical FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -4= -813/0, 2- 3=- 1106/0, 1-5=0/0, 2-5=0/0 BOT CHORD 3 -4= -0/0 WEBS 1 -3=0 /0 NOTES 1) Refer to girder(s) for truss to truss connections. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 3-4= -20, 1- 2 = -100 Concentrated Loads (Ib) Vert: 2 =-820 5 =-820 , 0 A9g ), TIMOTHY L. �G m LaCHAPELLE ,� (, CIVIL v a 3U / df., ,1 „to '- 1 5/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND ' -- ,. , INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE Truss AND COMPONENTS, INC. ILL- U4b95U / 11 U11;31 - 1,31 1 FL INS 1 ALL MA 4 -1b -11 RT-901 3 'r Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 403 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:12 2011 Page 1 ID: 99PeRDg05EcO8Bgkz6j_NDzpGiW - -?9 Z4bB3aZR6W31 ?vQOWzj8egyCgn7vYaA8tpizQYNr 0-9-0 I 2-6-0 1 -2-4 I 1 -5-12 1 -0-4 I Scale =1:26.0 10x10 = 3x3 = 3x6 11 6x8 = 3x6 11 3x6 11 6x8 = 6x8 = 3x6 II 1 16 2 3 4 5 6 7 8 9 • • I= ∎ ∎∎ d , � �� 441 —---'----__ -,111 b r. 3x6 = 0 15 14 13 12 11 5x14 = 3x6 = 3x6 = Sx12 = 0 -9-8 13 -11-4 15-4-4 0 -9-8 13 -1 -12 I 1-5-0 { Plate Offsets (X,Y): 12:1- 1 -0,0 -9 -01, 1603 - 0,0 - 0 - 01, (8:0 3-8,Edgel, 110:Edge,0 - -01, 112:0- 1-8,Edgel, F13:0- 1 -8,Edge1, 114:0-6-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.25 12 >719 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.48 11 -12 >377 360 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 77 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W5: 4 X 4 DF No.3 REACTIONS (lb/size) 10= 1951/03.8, 1=995/0 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 9- 10 = -49/0, 1-16=-3375/0, 2-16=-3375/0, 2-3=-3368/0, 3-4=-3458/0, 4-5=-5188/0, 5.6 =- 5188/0, 6- 7= 5188/0, 7-8= 3057/0, 8 -9 =0 /0 BOT CHORD 14- 15 =0/0, 13- 14= 0/4662, 12- 13= 0/5188, 11- 12= 0/4602, 10 -11= 0/3057 WEBS 8 -11= 0/571, 1 -14= 0/3471, 3-14=-365/0, 7 -11 =- 1617/0, 4 -14 =- 1256/0, 7 -12= 0/1059, 6 -12 =- 207/22, 4-13= 0/965, 5 -13= -451/0, 8 -10 =- 3611/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1134 lb down at 13 -11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 10- 15 = -20, 1 -9= -100 Concentrated Loads (lb) F) Vert: 8 �� y M4 5+ o =- 11( .ct TIMOTHY L. LaCHAPELLE , o CIVIL co • o.30 40 /w► rf - 1 5/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 L RELIABLE TRUSS AND COMPONENTS, INC. 1 LL- U4b95(Jb 11011.11- 2:ib /:11 1 1 INS T ALL MA 4 -15 -11 RT 901 3 - 13 - 07 • `Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 402 FLOOR 1 1 Job Reference (optional) REUABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Serria 3x3 = 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01 :11 2011 Page 1 ID: 99PeRDgO5Ec08Bgkz6LNDzpGiW- XzQAsFARpFJGvvvjoMVHQWbOsY172kuOLWPJHFzQYNs 0-9-0 6x10 = 2 2-6-0 3— F 0-4-8 4 1 scale =1:9.1 T2 T2 = T, All ,/ WAIF 1x3 11 6x10 =- 7 6 5 3x3 11 0 -9-0 4-1-8 0 -9-0 3.4-8 Plate Offsets (X,Y): (1:0- 1 -8,Edge), 14:0- 3 -0,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.01 6 -7 >999 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.02 6 -7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 5 Na n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 22 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 5= 570 /Mechanical, 1= 419/0-8-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 45 =- 572/0, 1-2=-583/0, 2-3=-572/0, 3-4=-583/0 BOT CHORD 6- 7 =0/0, 5-6=0 /0 WEBS 1-6=0/607, 3-6=-967/0, 4-6= 0/1025, 1 -7 =0/24 NOTES 1) Refer to girder(s) for truss to truss connections. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 303 Ib down at 1 -10 -8, and 303 Ib down at 3-4-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 5- 7 = -20, 1-4=-100 Concentrated Loads (Ib) Vert: 3= 303(F) 2= 303(F) OF 4 TIMOTHY L. C LaCHAPELLE, o CIVIL 4 o. 30 i i (�T . a 4 I 15/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL-U4b9bUb 11U11:11- 23b/3I - 1 I INS IALL MA4 -1b -11 RT 9013 - 13 - 7 , Job r Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 401 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:11 2011 Page 1 ID:99PeRDgO5EcO8Bq kz6j_NDzpGiV V-XzQAsFARpFJGvsvjoMIVHQW bJgYrB2dJOLW PJH FzQYNs 0 -9-0 I f 2-6-0 1 1 -2 11 1 - 5-4 II 1 - 2-4 1 1 1 - 11-0 Stale =1:39.6 10x10 = 5x6 = 4x4 = 2x4 II 2x4 11 3x6 = 2x4 11 3x6 FP- 4x12 - 1.5x3 11 4x6 = 4x6 = x6 = 3x4 II 1 26 2 3 4 5 6 7 8 9 10 11 12 14 25 24 23 22 21 19 18 17 16 15 4x12 = 4x4 = 2x4 II 4x12 = 4x12 = 3x6 FP= 2x4 II 3x10 = 4x6 = 2x4 11 15-2-8 17-10-4 18-4 1,s 21-0-4 23-4-0 10-9-81 0 -9-8 14-5-0 I 2 -7 -12 D44 2 -7 -12 I 2-3 -12 I Plate Offsets (X,Y): [2:0 -8-0,Edge], [2 :2 -0-0,0- 10-8], [2:1 1 - 0,0 - - 0], [2:2 - 040 - - 0], [5:0- 1 -8,Edge], [6:0- 1-8,Edge], [11:0- 1 -8,Edge], [12:0- 1 -8,Edge], [15:Edge,0 -1 -8], [16:03 -8,Edge], [17:0 1 - 8,0 - 0 - 0], [18:0- 1-8,Edge], [22:0 - 1.8,0 -0-0], [23:0- 1 -8,Edge], [24:05 -0,Edge) LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.23 23 -24 >810 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.45 25 >404 360 BCLL 0.0 Rep Stress Incr NO WB 0.71 Rorz(TL) -0.01 15 rile Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 95 lb FT= 20%F,11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. 12: 4 X 2 SYP 2850F 2.3E, T3: 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E *Except* B2: 4X 2 SPF No.2 WEBS 4 X 2 SPF No.2 `Except` W5: 4 X 4 DF No.3 REACTIONS (Ib /size) 1=756/0-8-8, 20=1953/0-3-8, 15= 611 /Mechanical Max Gray 1 =772(LC 2), 20= 1953(LC 1), 15 =760(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14- 15= -81/0, 1 -26 =- 2457/0, 2- 26=- 2457/0, 23=- 2442/0, 3 -4=- 2457/0, 4-5=-2789/0, 55 =- 2789/0, 6- 7=- 2178/0, 7.8 =- 2178/0, 8 -9 =- 2178/0, 9- 10= 0/2317, 10 -11= 0/2317, 11- 12= 868/871, 12- 13=- 1656/0, 13- 14 =0/0 BOT CHORD 24- 25 =0 /0, 23 -24= 0/2881, 22- 23= 0/2789, 21 -22= 0/2789, 20- 21=- 171/518, 19- 20= -871/868, 18- 19=- 871/868, 17- 18=- 871/868, 16- 17= -871/868, 15- 16= 0/1656 WEBS 13-16=-368/0, 10 -20 =- 277/0, 1- 24= 0/2519, 3 -24 =- 297/0, 9-20 =- 2760/0, 4-24= -048/0, 9 -21 =0/1813, 8 -21 =- 191/93, 4-23=-354/204, 6 -21 =- 936/0, 5- 23= -85/153, 6 -22= 0/136, 11- 18= 0/361, 12- 17=- 323/0, 11- 20=- 2432/0, 12 -16= 0/1485, 13 -15 =- 1784/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 550 Ib down at 21-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. ' O F 9) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). C pa. � SS LOAD CASE(S) Standard 'V� C *1' 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 C7 TIMOTHY L. , Uniform Loads (plf) . LaCHAPELLE fi 1 Vert: 15- 25 = -20, 1 -14= -100 Concentrated Loads (Ib) C) CIVIL Vert: 13=- 550(B) o. 30 f e f AP �a 4.44.41615000 1 5/1 1 Warning! - Verify design parameters and READ NOTES ON THIS AND ' " . . .- INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 E ' fAaLE TRUS AND COMPONENTS, INC. I LL- U4b9bU4 11U 11:31 -Z'ib c I I L INS I ALL MA 4 -1 b -11 RT 901 3 - 13 - 07 y, `Job ' Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 012 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 e Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:10 2011 Page 1 ID: 99PeRDgO5Ec08Bgkz6j _NDzpGiW- 3msofv9p2xBPHm8co? 2tI39 8aTJAUF6stmlpzQYN1 0-9-0 I 2-6-0 I 1 -2-4 I 1-5-4 2 -3-8 I Scale =1:23.3 16x10 = 586 = 1.5x3 11 3x6 = 1x3 11 1x3 11 3x8 = 3x3 11 1 14 2 3 4 0 6 7 8 1 waiN 1 1■•••••• • li.•■■1 g : -"M.P..- -.......111115 1 j 4. 13 12 11 10 3x6 = 9 4x12 = 3x3 = 3x8 = 0-9-8 13-9-8 0 -9-8 13-0-0 Plate Offsets (X,Y): [2:2 -0-0,0 -9-0], [2:1- 1 -0,0 -9-01, [2:2 -0-0,0 -10 -8], [2:0.8-0,Edge], [10:0 -1- ,Edge], [12:0-4- 12,Edge] LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.20 11 -12 >806 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.42 13 >394 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 53 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. [P SA] 12: 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 9= 820 /Mechanical, 1= 805/0-8-12 FORCES (Ib) - Maamurn Compression/Maximum Tension TOP CHORD 8 -9 =- 112/0, 1 -14 =- 2583/0, 2 -14 =- 2583/0, 2-3=-2568/0, 3 -4=- 2583/0, 4-5= -3094/0, 5-6=-3094/0, 6-7=-3094/0, 7 -8=0 /0 BOT CHORD 12- 13 =0/0, 11- 12= 0/3097, 10- 11= 0/3094, 9- 10= 0/2006 WEBS 1 -12= 0/2649, 3 -12 =- 294/0, 4-12=-543/0, 4-11 =- 220/353, 5-11 =- 177/64, 7 -9 =- 2114/0, 7 - 10= 0/1212, 6 -10= -269/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard t TIMOTHY L. LaCHAPELLE`, o CIVIL O. 30 ' ' '`h rrf; 't f . w '- 15/11 Warning! — Verify design parameters and READ NOTES ON THIS AND - =~ = -,`. INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 A bra RELIABLE TRUSS AND COMPONENTS, INC. 1LL- U4b9bU:i 11011:31 -2:ib /:il - 1 I-L INS 1 ALL MA 4 -1b -11 RT-901 3-13-07 • 1 'Job r Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 011 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 e Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:10 2011 Page 1 ID:99PeRDg 05Ec.08Bq kz6LNDzpGi W-3msofv9p2xBPHm8co ?_2t13G78ZAJC7F6sfrnlpzQYNt 1'11'14 I I 1-4-14 I 2-6-0 I 1-4-0 I 2-2-8 I I 1-4-0 I 0.9-0 I Scale =1:209 3x6 11 10x10 = 1x3 11 1x3 11 3x4 = 1 4010 = 2 3 4 5 3x4 = 6 15 7 1 T7 T 14 13 123x4= 11 10 9 8 4x6 = 1x3 11 1x3 11 4x12 = 3x3 11 I 2A0 I 1-4-0 4-6-8 2-4-6 11 -7 4 1 12 -4-12 I 2-4-6 9 -2 -14 0-9-8 Plate Offsets (X,Y): 11:Edge,0 -1.81, 14:0- 1- 8.Edgel, 15:0- 1.8,Edgel, (7:0- 2- 2,Edge], 112:0- 1 -8,Edgel, 113:0 -1- ,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.22 11 -12 >672 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.39 11 -12 >380 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) -0.01 7 Na Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 56 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E *Except= TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verb} T1: 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 4 X 2 SYP 2850F 2.3E WEBS 4X2SPFNo.2 REACTIONS (lb/size) 14= 736 /Mechanical, 7= 721/0-8-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -14 =- 787/0, 1 -2 =- 1902/0, 2 -3=- 1902/0, 3 -4=- 1902/0, 4-5=-2557/0, 5-6=- 1769/0, 6 -15 =- 1786/0, 7 -15 =- 1786/0 BOT CHORD 13- 14= -0/0, 12 -13= 0/1902, 11- 12= 0/2557, 10- 11= 0/2557, 9 -10= 0/2557, 8 -9 =0 /0 WEBS 7 -9= 0/1892, 6 -9 =- 292/0, 5-9 =- 961/0. 5 -10= 0/162, 1 -13= 0/2049, 3-12 =- 30/23, 4-12 =- 773/0, 4 -11 =- 35/45, 2 -13 =-461/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard n ies lIA it 4 1 5/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND . INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 B RELIABLE TRUSS AND COMPONENTS, INC. 1LL- U4btbU2 11U11:31 -2:ib01 FL INS1 ALL MA4 -1b -11 RT 3 .% 71,71 ' Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 010 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 e Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:09 2011 Page 1 ID:99PeRDg05EcO8Bgkz6j_NDzpGi W- baIQRZ9BHe3YfcZQEHTpL5W ?bkEMaht5uCwCC NzQYNu 0-9-0 I 2-6-0 I I 1 -2-4 1-5-4 0 -11-4 Scale = 1:25.5 10x10 = Sx6 = 1x3 H 3x6 - 1x3 1 1x3 H 3x10 = 3x3 1 16 2 3 4 5 6 7 8 9 ■1 11W1 a MN 15 14 13 12 11 10 4x12 = 3x4 = 1x3 II 3x12 = 3x8 0-9-8 15 -0-12 I I 0 -9.8 1 144.4 Plate Offsets (X,Y): 12:0 -8-0,Edgel, 12:2-0-0,0-10-81,12:1-1-0,0-9-01, 12:2 -0-0.0 -9 -0), )13:0- 1- 8,Edge], 114:0-4- 0,Edge) LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.22 13 -14 >806 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.46 15 >393 360 BCLL 0.0 Rep Stress Ina YES WB 0.83 Horz(TL) 0.01 10 r1/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 64 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verIRBfsj 12: 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 10= 896 /Mechanical, 1= 881/0 -8-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 9 -10 =- 107/0, 1 -16 =- 2884/0, 2 -16 =- 2884/0, 2-3=-2868/0, 3 -4=- 2884 /0, 4-5=-3762/0, 5-6=- 3762/0, 6-7= -3525/0, 7.8 =- 3525/0, 8 -9 =0 /0 BOT CHORD 14- 15 =0 /0, 13- 14= 0/3605, 12- 13= 0/3762, 11- 12= 0/3762, 10 -11= 0/2235 WEBS 1 -14= 0/2957, 3 -14 =- 296/0, 8 -10 =- 2356/0, 4-14 =- 762/0, 8 -11= 0/1364, 7 -11 =- 225/80, 4-13 =- 91/479, 6 -11 =- 586/104, 5-13 =- 203/28, 6 -12= -87/76 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSFPI 1. 4) "Sem i -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard n ess. :0A 440v 15/11 Warning! — Verify design parameters and READ NOTES ON THIS AND ':-- =" -. INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL- U4b9bU1 111/11:31-2:3b/131 FL IN I ALL MA 4-lb-11 RT 901 3 - 13 - 07 6 • Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 009 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:09 2011 Page 1 ID: 99PeRDg05Ec08Bgkz66NDzpGiW- baIQRZ9BHe3YfczQEHTpL5W5SkExamM5uCwCCNzQYNu 2-3-6 I 1-4-14 I 2-6-0 1-4-0 I I 2 -2-8 1-4-0 l 0 -9-0 I Seale =1:214 3x6 11 10x10 = 303 II 3x6 = 1x3 11 3x4 = 1 2 3 4 5 3x4 = 6 16 7 •- - 72 _ _ __ g 13 121x4 = 11 10 9 8 1x3 1 1x3 11 1x1 I 4612 = 343 = 244 I 1-40 I 4-64 2 -7 -14 I 4-2-4 11-10-12 12.8 -4 2 -7 -14 1-6-6 7-8-8 0-9-8 Plate Offsets (X,Y): 12:0- 1.8,Edgel, [4:0- 1- 8,Edge), (5:0- 1 -8,Edge), 17:0-2- 2,Edgel, 112:0- 1 -8,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.23 11 -12 >654 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.41 11 -12 >371 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 7 Na Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 57 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end ver[R246] T1: 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 4 X 2 SYP 2850F 2.3E WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 14=753/0-3-8, 7=738/0-8-8 FORCES (Ib) - Maximum CompressioNMaximum Tension TOP CHORD 1-14=-57/42, 1- 2 =0 /0, 23 =- 2082/0, 3-4 =- 2082/0, 45 =- 2660/0, 5-6 =- 1816/0, 6-15 =- 1833/0, 7 -15 =- 1833/0 BOT CHORD 13- 14= 0/2082, 12- 13= 0/2082, 11- 12= 0/2660, 10- 11= 0/2660, 9 -10= 0/2660, 8 -9 =0/0 WEBS 2 -14 =- 2209/0, 4-12 =- 718/0, 4-11= -48/37, 7 -9= 0/1942, 6 -9 =- 290/0, 5 -9 =- 1015/0, 5 -10= 0/172, 3 -12 =- 36/15, 2 -13 =0/310 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Q TIMOTHY L. . ,f, m, O CIVIL co 0.30 s 1 5/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND = INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4bUbUU 111/11;31 -2:3b /31 - 1 I INS I ALL MA 4 -15 -11 RT 3 Jo TTruss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 008 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:08 2011 Page 1 ID:99PeRDgO5Ec08Bgkz6j_NDzpGi W- 70k2ED8ZW Kxh2S ?EgayaotzpoLserGGyfYAfp¢QYNv 0 -9-0 gg.pp I 1 2.6-0 1 1 -2-4 I I 1-5-4 11 1 -2-4 I 2 -2 -14 11 1-4-14 1-4-0 I I 2 -2-8 1-0-0 1 11 k -1:46.6 5x6 = 3x6 FP= 10x10 = 10x10 = 4x6 II 2x4 11 3x6 = 2x4 11 4x4 = 2x4 1I 4x12 = 1.6x3 11 4x8 = 2x4 11 4x4 = 4x4 = 1 10 2 3 5 : 7 8 9 11 12 13 14 16 11 16 1 11 /-\ BI61 1 1. 5 23 22 21 20 19 18 17 4x12 = 4x4 = 2x4 11 4x12 = 4x12 = 2x1 111+14 4x4 = 2.9.0 2x1 1 2I 4 11 AV = I 3x6 FP= 99- 15-2 -8 26 -11-8 7- 9 8 14-5-0 11-9-0 Plate Offsets (X,Y): [2:2-0-0,0 -9-0], [2:1- 1 -0,0 -9-0], [2:2 -0-0,0 -10 -81 [2:03 -0,Edge], [5:0- 1 -8,Edge], [6:0- 1 -8,Edgej, [11:0- 1 -8,Edge], [12:0- 1 -0,0 -0-0], [13:0- 1- 8,Edge], [14:0- 1 -8,Edge], [16:0- 2- 2,Edge], [19:0- 1 -8,0 -0-0], [20:0- 1-8.Edgel, 121:0- 1 -8,Edge[, [22:0- 1 -8,Edget, [26:0- 1- 8,0 -0-0], [27:0- 1 -8,Edgej, f28:05 -0,Edgej LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.23 20 -21 >643 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.41 20 -21 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) -0.03 16 Na n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 110 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. [PSA] T2,T3: 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 4 X 2 SYP 2850F 2.3E *Except* 6 -0-0 oc bracing: 24- 25,22- 2421 -22. B1: 4 X 2 SPF 2400F 2.OE WEBS 4 X 2 SPF No.2 *Except* W5: 4 X 4 DF No.3 REACTIONS (lb/size) 24=1949/0-3-8, 1=768/0-8-12, 16= 581/0-8-12 Max Gray 24= 1949(LC 1), 1= 789(LC 2), 16 =660(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-30=-2523/0, 230 =- 2523/0, 2-3=-2508/0, 3-4 =- 2523/0, 4-5=-2951/0, 5-6=- 2951/0, 6 -7 =- 2376/0, 7-8 =- 2376/0, 8 -9=- 2376/0, 9- 10= 0/2163, 10-11=0/2163, 11-12=-1242/716, 12-13=-1242!716, 13-14=-2206/0, 14-15=-1609/0, 15-31=-1627/0, 16-31=-1627/0 BOT CHORD 28- 29 =0 /0, 27- 28= 0/2997, 26 -27= 0/2951, 25- 26= 0/2951, 24 -25 =- 176/767, 23 -24 =- 716/1242, 22 -23 =- 716/1242, 21 -22 =- 716/1242, 20- 21= 0/2206, 19- 20= 0/2206, 18- 19= 0/2206, 17- 18 =0/0 WEBS 1 -28= 0/2587, 3 -28 =- 293/0, 4-28=-501/0, 4-27=-321/224, 5-27 = - 93/111, 9 -24 =- 2774/0, 9-25= 0/1775, 7 -25 =- 185/90, 6 -25 =- 926/0, 6 -26 =- 4/164, 11- 24=- 2712/0, 11- 22= 0/417, 16 -18= 0/1724, 15 -18 =310/0, 14 -18 =- 645/141, 14- 19=- 24/81, 13- 20= 0/160, 13- 21=- 1476/0, 12- 21= 0/128, 10 -24= -180/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOADCASE(S) Standard n ,,,,,,„,„, 4 I 4 1 5/1 1 Warning! - Verify design parameters and READ NOTES ON THIS AND ' w l L� INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 - -a „;_„,a I RELIABLE TRUSS AND COMPONENTS, INC. 1LL- U4bM499 11011;31- 1;ibC.31 - 1 t INS 1ALL MA 4-1b-11 RT 3 Joti Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 007 FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 e Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:07 2011 Page 1 ID: 99PeRDg05EcO8Bgkz6LNDzpGiW- fBAglt7wIOpgQIQ17sRLGgRdgxZj6pjoQuR68UzQYNw 0 -9-0 I I 2-6-0 I 1-2-4 11 1-5-4 11 1 -2-4 2 -2 -14 11 1-4-0 11 1-4-14 Sole =1:39.6 10x10 =5x6 = 4x4 = 2x4 II 2x4 H 3x6 - 2x4 I I 3x6 FP= 4x10 - 1.5x3 I I 4 x 6 = 2x4 I I 3x6 - 3x4 I I 1 25 2 3 4 5 6 7 8 9 10 11 12 13 14 ri l 71 , DA mI 1 i1 1,6 1 5 4x12 = 4x4 = 2x4 I I 4x12 = 3x12 = 3x6 FP= 2x4 I I 4x4 = 4x6 = 0-9-8 15 -2-8 17 -7 -2 19-2 -2 23-4 -0 1 0-9-8 1 14-5-0 1 2-4-10 1 1 -7-0 1 4-1-14 Plate Offsets (X,Y): [2:0 -8-0,Edge], [2:2-0-0,0 -10 -8], [2:1- 1 -0,0 -9 -0], [2:2 -0-0,0 -9 -0], [5:0- 1.8,Edge], [6:0- 1- 8,Edge], [11:0- 1 -8,Edge], [12:0 - 15,0 -0-0], [15:Edge,0 -1-8], [16:0- 1 -8,Edge], [17:0- 1 -8,Edge], [21:0- 1 -8,0 -0-0], 122:0 -1 -8, Edge], [23:04- 12,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.23 22 -23 >604 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.42 24 >430 360 BCLL 0.0 Rep Stress lncr YES WB 0.75 Horz(TL) -0.01 15 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 89 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. [PSA] 12: 4 X 2 SPF 2400F 2.0E, T3: 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 4 X 2 SPF 2100F 1.8E *Except* B2: 4 X 2 SPF 1650F 1.5E WEBS 4 X 2 SPF No.2 `Except* W5:4X4DFNo.3 REACTIONS (Ib /size) 1= 802/0 -8-8, 19=1669/0-3-8, 15= 299 /Mechanical Max UpIift15= -11(LC 2) Max Gray 1= 807(LC 2), 19 =1669(LC 1), 15= 415(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14 -15 =- 104/0, 1 -25 =- 2592/0, 2 -25 =- 2592/0, 2 -3=- 2577/0, 3-4=-2592/0, 45 =- 3130/0, 55= -3130/0, 6 -7 =- 2619/0, 7-8 =- 2619/0, 8 -9 =- 2619/0, 9 -10= 0/1617, 10- 11= 0/1617, 11- 12= -684/590, 12- 13= -684/590, 13- 14 =0 /0 BOT CHORD 23- 24 =0/0, 22- 23= 0/3128, 21- 22= 0/3130, 20- 21= 0/3130, 19- 20= 0/1078, 18-19=-590/684, 17- 18= 590/684, 16- 17= 590/684, 15 -16 =- 213/802 WEBS 10 -19 =- 227/0, 1 -23= 0/2658, 3 -23 =- 294/0, 9-19 =- 2637/0, 4-23 =- 578/0, 9 -20= 0/1679, 8 -20 =- 205/70, 4-22 =- 242/312, 6 -20 =- 831/0, 5 -22 =- 131/84, 6-21 =- 17/141, 11- 17= 0/165, 12- 16= 0/209, 11- 19=- 1698/0, 13- 16=- 513/0, 13 -15 =- 846/225 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 15. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. �� QF A,' LOAD CASE(S) Standard '.* S` 0 c s .) TIMOT L. �G g LaCHAPELLE a ° c.3 C1V(L ci Q. 30 41„ 1- 1 5/1 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- U45949t3 11U11:31 -Z.35 /:it-1 I-L INS I ALL MA 4 -1 b -11 RT 901 3 - 13 -07 ' Job ' Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 006 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 e Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:06 2011 Page 1 ID:99PeRDg 05Ec08Bq kz6LNDzpGiW -A7cHpX61Jhzo8rrZ9v6j SuTsXHwNOPfCFhYb2zQYNx 0-9-0 2-6-0 1-3 -12 2-5-4 I II I I I I I Scale =1:35.7 244 11 3x6 FP= 3x6 = 2x4 11 2x4 11 3412 = 1.5x3 11 446 = 346 = 1 2 3 4 5 6 7 8 9 10 11 „woo- ',,,- b 20 12412 = 19 18 17 16 6x8 = 14 13 12 5412 = 3x6 FP= 546 11 6x12 = 3x6 FP= 546 11 346 11 0-9-0 I 15 -2-8 I 17 -10-4 I 20-10-8 0-9-0 14-5-8 2 -7 -12 3-0-4 Plate Offsets (X,Y): [2:1- 10 -0,0 -10 -0), 12:1- 10-0,0 -9 -01, [6:0- 1 -8,Edge), (7:0 1 - 8,0 - 0 - 01, (10:0- 1.8,Edgel, [13:03 -0,Edge1, 116:0- 1- 8.Edge), [17:03 -0,Edge), 119:0S5,Edgel, 120:0- 1-8,Edge1 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.23 17 -19 >739 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.44 17 -19 >396 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.03 12 n/a Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 117 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc puffins, except end verptilal T2: 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 4 X 2 SYP 2850F 2.3E 6 -0-0 oc bracing: 13 -15, WEBS 4 X 2 SPF No.2 *Except* W7: 4 X 6 DF No.2, W5: 4 X 4 DF No.3 REACTIONS (Ib /size) 1= 768/0 -8-8, 15=1541/0-3-8, 12= 72/Mechanical Max Upliftl2=- 134(LC 2) Max Gray 1= 772(LC 2), 15 =1541(LC 1), 12= 227(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -20 =0/13, 11 -12 =- 198/157, 1 -2 =- 2143/0, 2 -3 =- 2143/0, 3-4=- 2143/0, 45 =- 2143/0, 5-6 =- 2745/0, 6-7 =- 2745/0, 7 -8=- 2745/0, 8 -9= 0/1543, 9- 10= 0/1543, 10-11=-301/612 BOT CHORD 19- 20 =0/0, 18 -19= 0/2899, 17- 18= 0/2899, 16- 17= 0/2745, 15- 16= 0/1041, 14- 15= -612/301, 13- 14= -612/301, 12- 13 =0 /0 WEBS 9 -15 =- 287/0, 1 -19= 0/2216, 3 -19 =- 201/0, 5 -19 =- 793/0, 5 -17 =- 373/283, 6 -17= -72/7, 8 -15 =- 2655/0, 8 -16= 0/1813, 7 -16 =- 312/0, 10-13=-57/228 , 10- 15=- 1376/0, 11- 13= -638/314 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 12. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Sem i-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard : 1 5/1 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 -U4b 49 / 11 U1131 -235 /Jl 1 I INS I ALL MA 4 -1 b-1 1 RT- 901 3 -13 -07 P. Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 005 FLOOR 6 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:06 2011 Page 1 I D:99 PeRD g 05Ec08Bq kz6LN Dzp Gi W -A?cH pX61J hzo8rrZ9v6jSuZCXF 5NN GfC FhYb2zQYNx 0 -9-0 I I 2 - 6 - 0 1 '1.51 S.1. =1:29.2 7x12 = 2x4 II 3x6 FP= 3x6 = 2x4 11 2x4 H 3x12 = 3x4 11 1 2 3 4 5 6 7 4x4 = 8 9 10 =r� 1 1 1\ 1 �� E1 581 ■■■:• ■11•■•■■■ 17 16 15 14 13 12 1.5x3 11 4x12 = 4x6 = 2x4 11 3x8 MT18HFP= 4x12 = 4x8 = 0-9-0 17 -3-0 1 030 1 16-6-0 Plate Offsets (X,Y): 11:0- 3 -8,Edge1, 16:0- 1- 8,Edge), (7:0- 1-8,Edge), 111:Edge,0 -1 -01, )14:0.1 8 0-0-0), 115:0- 1 -8,Edgel, (16:0-5 3.Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.29 14 >673 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.53 15 -16 >365 360 MT18H 244/190 BCLL 0.0 Rep Stress Inc- YES WB 0.70 Horz(TL) -0.01 11 n/a Na BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 731b FT= 11% LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E BOT 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= 974/0.8.8, 11= 974/03-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -17 =0/27, 10 -11 =- 124/0, 1- 2=- 2599/0, 23 =- 2605/0, 3-4 =- 2599/0, 4-5=-2599/0, 5-6=-4547/0, 6- 7= -4547/0, 7-8=-3990/0, 8-9=-3990/0, 9 -10= -78/0 BOT CHORD 16- 17= 0/214, 15 -16= 0/3964, 14-15= 0/4547, 13- 14= 0/4547, 12 -13= 0/4547, 11- 12= 0/2463 WEBS 9 -11 =- 2514/0, 1 -16= 0/2475, 9 -12= 0/1613, 3 -16 =- 137/25, 8 -12 =- 267/0, 5 -16 =- 1442/0, 7 -12= -831/0, 5 -15= 0/842, 6-15= -94/0, 7 -14 =- 158/109 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard o • - 1 5/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 ." RELIABLE TRUSS AND COMPONENTS, INC. ILL- 045949b 11U11.31 1 I-L INS I ALL MA 4 -1b -1 RT 3 ■ Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 004 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:05 2011 Page 1 ID: 99PeRDgO5EcO8Bgkz6j_ NDzpGiW- ip2vcC6gDPZ6A ?Gf?SOtAFLO77puezJWzby?3czQYNy 0 -1-8 H 2 1 -10-0 1 Scale = 1:25.9 1x3 11 1x3 = 3x12 = 1x3 II 1x3 II 3x10 = 353 1 1 2 3 4 3x4 = 5 6 7 T' f l . y ' _ loarAl .L. 11 10 9 1r 3x8 = 3x8 = 1x3 11 302 = 3x8 = 15-2-8 15-2 -8 Plate Offsets (X,Y): [4:0 1B,Edgel, [11:0- 1- 8,Edge), (13.0- 18,0 -0-61 LOADING (psf) SPACING 2 -0-0 CSI DEFL in floc) I /defl LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.30 9 -10 >591 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.49 9 -10 >367 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.06 8 Na Na BCDL 10.0 Code IRC2003/1PI2002 (Matrix) Weight: 55 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4X2SPFNo.2 REACTIONS (lb/size) 12=891/0-8-12, 8=897/0-3-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 12- 13=- 111/0, 1 -13 =- 111/0, 7-8=-110/0, 1-2=-8/0, 2-3=-3680/0, 3.4 =- 3680/0, 45= 3598/0, 5-6= 359810, 6 -7 =0 /0 BOT CHORD 11 -12= 0/2241, 10 -11= 0/3680, 9- 10= 0/3680, 8- 9= 0/2235 WEBS 6-8=-2356/0, 2 -12 =- 2354/0, 6 -9= 0/1441, 2 -11= 0/1561, 5 -9 =- 324/0, 3 -11= 317/0, 4-9= 562/262, 4 -10 =- 148/20 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard O TIMOTHY L. G LaCHAPELLE o CIVIL t o. 30 f r © r 4444,441.01 1 5/1 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- U4b949b 11U11:31- L:ib/:i1 - 1 I INS IALL MA 4 -1b -11 RT 901 3 - 13 - 07 Job Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 003 FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:05 2011 Page 1 ID:99PeRDgO5EcO8Bq kzBj_NDzpGiVV-i p2vcC6g DPZ6A ?GP?SOIAFLO ?7r2eyKWzby?3czQYNy 0-1-8 H I 2 -6-0 1 0-6 I 1-9-4 1 0 -11-4 Scale= 1:28.8 2x4 II 386 FP= 1.50 = 3812 = 2x4 11 4x4 = 2x4 11 3x8 = 2x4 11 4x12 = 3x4 11 1 2 3 4 5 6 7 8 9 10 T1 _ T2 II III �1 LIr miwo 17 16 16 14 13 12 in 488 = 4x12 = 2x4 11 4x4 = 2x4 11 3x12 MT18H FP= 4812 = 458 = I 6 -0.0 I 1-04 6-0-0 16 -10-0 1 6-0-0 1 10 -10-0 I Plate Offsets (X,Y): [5:0- 1 -0,Edge), [6 0- 1- 8,0 -0-01 [11:Edge,0 -1 -8), 115:0- 1- 8,Edgel, [16:0- 1 -8,Edge), [18:Edge,0 -1.8), [19:0- 1- 8,0 -0-10) LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.30 14 -15 >653 480 M120 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.54 14 -15 >371 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 66 Ib FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2400F 2.DE *Except` BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. B1: 4 X 2 SYP 2850F 2.3E WEBS 4 X 2 SPF No.2 REACTIONS (lb/size) 11=995/0-3-8, 18= 989/0 -8 -12 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 18- 19=- 102/0, 1 -19 =- 102/0, 10.11 =- 108/0. 1- 2 = -7/0, 2-3=-4097/0, 3.4= 4097/0, 4-5=-4097/0, 5-6= 4498/0, 6-7=-4498/0, 7-8= 4133/0, 8 -9= 4133/0, 9- 10 =0 /0 BOT CHORD 17 -18= 0/2531, 16- 17= 0/4498, 15- 16= 0/4498, 14- 15= 0/4729, 13- 14= 0/4729, 12- 13= 0/4729, 11- 12= 0/2523 WEBS 9 -11 =- 2660/0, 9 -12= 0/1701, 8 -12 =- 249/0, 7 -12= -628/0, 7-14=-4/142, 7-15=-552/273, 6 -15 =- 120/126, 2 -18 =- 2660/0, 2 -17= 0/1655, 4 -17 =- 149/248, 5 -17 =- 977/0, 5 -16 =- 73/300 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 4) "Sem i -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard c f '�i a .� ' 1 5/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND "mow °` -, INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 RELIABLE TRUSS AND COMPONENTS, INC. I LL -U4bt 4lt4 11 U11.i1 -Zib /;it 1 I-L INS I ALL MA 4 -1 b -11 RT- 901 3 - 13 - 07 Job f Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA ■ 23573F1 001A FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Bavaria 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:04 2011 Page 1 ID: 99PeRDgO5EcO8Bgkz6LNDzpGiW- EcVXOs52S5RFZrhSRkteelp6KGYMMSgMkxCRX9zQYNz I 2-6-0 I I 2 -2-8 I I 2 -2-8 If 9 Scale = 1:31.1 354 11 3x10 = 3x6 FP= 2x4 11 4x4 = 2x4 11 3x6 = 2x4 11 5x6 = 10x10 = 1 2 3 4 5 6 7 8 9 18 10 T2 ir1 % x�i��GC I � mm � � Id 17 16 15 14 13 12 11 III 4z8 — 3x10 = 2x4 H 4x4= 3x8 MTI8HFP= 4x12 = I 7-8-8 I 17 -7-8 18 -5-0 17 -7-8 1 0-9.8 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5:0 1 - 8,Edge], [6:0 1 - 8,0 - 0 - 0], [9:16 5 - 0,0 - 10 - 8], [9:17-4-0,0 - 10-8], [9:17-4- 0,0 -9 -0], [9:0 -3-0,0 -2 -0], [10:0 -3- 13,Edge], [12:0- 3- 12,Edge], [14:0- 1 -8,Edge], [15:0 -1-8 ,Edge], [17:Edge,0 -1-8] LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.33 12 -14 >667 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.60 12 -14 >363 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.01 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 69 Ib FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T2: 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 4 X 2 SPF 2400F 2.0E WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 17= 731 /Mechanical, 10= 721/0 -8-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -17= -71/0, 1- 2 =0/0, 2-3=-3136/0, 3-4= -3136/0, 4-5=-3136/0, 5-6=- 3773/0, 6 -7 =- 3773/0, 7-8 =- 2436/0, 8 -9 =- 2424/0, 9 -18 =- 2436/0, 10- 18=- 2436/0 BOT CHORD 16- 17= 0/1889, 15- 16= 0/3773, 14- 15= 0/3773, 13 -14= 0/3312, 12- 13= 0/3312, 11- 12 =0 /0 WEBS 10- 12= 0/2498, 2 -17 =- 1991/0, 8 -12 =- 173/0, 2 -16= 0/1318, 7 -12 =- 925/0, 4-16 =- 178/34, 7 -14= 0/740, 5 -16 =- 911/0, 6 -14 =- 153/0, 5 -15= 41/110 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M120 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/1PI 1. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Required 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 7) Gap between inside of top chord beating and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Ss n‘A 1 ' 1 5/1 1 Warning! — Verify design parameters and READ NOTES ON THIS AND r- :: INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 % RELIABLE TRUSS AND COMPONENTS, INC. ILL- U4b949:i 11U11:i1- Z:3b /:JF1 FL INS IALL MA 4-1b-11 RT 3 Job 7 Truss Truss Type Qty Ply 1101131 WRIGHT RESIDENCE, MA 23573F1 001 FLOOR 12 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, Andrew Savaria 7250 s Sep 1 2010 MiTek Industries, Inc. Fri Apr 15 08:01:04 2011 Page 1 ID: 99PeRDg05EcO8Bgkz6j_ NDzpGiW- EcVXOs52S5RFZrhSRkteelp62 1YXvSSMkxCRX9zQYNz 0 -1-8 2-6-0 2 -2-8 0-9-0 H I I I I Scale 3/8 2x4 II 254 11 1.553 = 3x10 = 3x6 FP= 4x4 = 2x4 H 3x6 = 2x4 II 5x6 = 10x10 = 1 2 3 4 5 6 7 8 9 19 10 r• MMEN■■ -r• 2 IIIIIMIII I 3 18 16 15 14 13 12 11 4x8 = 3x12 = 2x4 11 4x6 = 3x8 MT18H FP= 4x12 = I 8 -0-0 I 17 -11-0 18-8-8 I 17 -11-0 0-9-8 Plate Offsets (X,Y): [5:0 1 [6:0 1 - 8,0 [9:16-8-8,0-10-8], [9:17 7 - 10 - 8], [9:17 7 - 8,0 - - 0], [9:0 -3-60 -2 -0], [10:0- 3- 13.Edge], [12:0- 3-8,Edge], [14:0- 1 -8,Edge], [15:0- 1 -8,Edge], [17:Edge ,0 -1 -81, [18:0 -1 -8,0-0-101 LOADING (psf) SPACING 1 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.34 14 >659 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.62 12 -14 >362 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) -0.01 10 Na Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 69 lb FT =20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 12:4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 4X2 SPF 2400F2.0E WEBS 4X2SPFNo.2 REACTIONS (lb/size) 17= 739/0 -8-12, 10= 733/0 -8-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 17- 18= -70/0, 1- 18= -70/0, 1-2=-5/0, 2-3=-3215/0, 3-4=-3215/0, 4-5=-3215/0, 5-6=- 3899/0, 6- 7= -3899/0, 7-8=- 2482/0, 8 -9 =- 2470/0, 9- 19=- 2482/0, 10- 19=- 2482/0 BOT CHORD 16- 17= 0/1920, 15- 16= 0/3899, 14-15= 0/3899, 13- 14= 0/3390, 12- 13= 0/3390, 11- 12 =0 /0 WEBS 10- 12= 0/2545, 2 -17 =- 2019/0, 8 -12 =- 173/0, 2 -16= 0/1368, 7 -12 =- 960/0, 4-16 =- 194/22, 7 -14= 0/787, 5 -16 =- 959/0, 6 -14 =- 162/0, 5-15=-44/104 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Sem i -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Required 2x6 strongbacks, on edge, spaced at 10 -0-0 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 restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard nt‘ f. 441, ' 15/11 Warning! — Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGE RT -2 �� RELIABLE TRUSS AND COMPONENTS, INC. I LL- U45t492 1 1 U11:31- 2.i5/:i1 - 1 I INS I ALL MA 4 -15 -11 RT 901 3 - 13 - 07 . INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON ADJUSTABLE STRAP HANGIS _ ,t, ... „..„ _, .„ 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 21/2 for the THA29 and 11/2' for the THA213. Fasteners (Quantity & Size) Model . Minimum Nailing installation (Top Flange) Maximum Nailing Installation • � No. • • Carrying Member Carried Memher Carrying Member Carried Member , • THA29 Top: (4)-.148x3 (4)- .148x3 (slant) Face: (16)- .148x3 (4)- .148x3 (slant) • ° ° ° Face: (4)- .148x3 • THA213 Top: (4)-.148x3 (4)- .148x1 (straight) Face: (14)- .148x3 (4)- .148x3 (slant) ° Face: (2)- .148x3 R © j 0 U Typical THA29 Typ THA29 - _ 0' 1 i Minimum Nailing Maximum - - 1 Installation Nailing �q i � y ; Installation �<<: THA29 I I ° y w, v£-12 } . III ° la , \. !° •-•-----s-,. , ( ,, ,, For minimum nailing oniy,�I \ 1 r J : a il ., t m ust be straightened 41' so t hat 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 21/2'. 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 Carrying Member Carried Member Carrying Member Carried Member I • Top: (4)- . THA418 (6)- .162x3'/2 (straight) Face: (16)- .162x31/2 (6)- .162x3 (slant) ( 4 ) -.162x31/2 Face: (2)- .162x3 THA4221 Top: (4)- .162x3" (6)- .162x372 (straight) Face: (22)- .162x3 (6)- 162x3 (slant) • THAC422 Face: (2)-.162x3½ • THA422 -2/ Top: (4)- .162x3' (6)-.162x31/2 (straight) Face: (30)-.162x31/2 (6)-.162x31/2 (slant) THAC422 -2 Face: (4)- .162x3' THAR/L422 Top: (4)- .148x3 (1)- .148x3 (straight) Top: (4)- .148x3 ' (1)- .148x3 (straight) Face: (2)- .148x3 (2)- .148x1 (slant) Face: (12)- .148x3 (2)- .148x1 (slant) _i /1 Carrying typical THA .� Typical THAC422 Member Installation ' Installation - with a 4x2 on 4x2 wood ® + , � - €� -- a � floor truss a - ` • truss. , ., �, I .` h . , 0 THAL422 ti a ,-, ./. Carried -� - Member E, p • ) SST -THA THAC THAR THAL TLL- 0459491 1101131- 23573F1 FL INSTALL MA 4 -15 -11 . - INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS EMI. CMIIVECTOR SIMPSON FRIIIIIMON FASTENER HOLE SHAPES 1 . / ---'\ • ( 1 0 CI) A 0 • , , 0 p,lot --..,,.. Ho e 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 Pilot ? Ilole; i except for the THA access in tight locations. to round holes for additional load. temporarily secure 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 , , Truss shall bear completely on the connector seat, and the gap between ' ).‘ the truss end and the header (carrying member) shall not exceed ve. ie. 1 s,,,,s0, CARRIED MEMBER 4 111111... 0 I :NJ 11 a w., . --...,..-7), Dome Double CARRYING MEMB ER ( (2-PLY SHOWN) ''''''''." "t*"N % \ • Shear Nailing ile \ =..L... A ' ammommow ' f Ilf Mt I --( — , k .._ ..,... o ,, vr4 ,,, , - , Double Shear Nailing , A Top View i sits ■ (The nail is installed . . .., ., into the carried truss and header.) Tab Double Shear Nailing I C truss ' MAX. GAP BETWEEN END OF TRUSS AND GAP BETWEEN END (Do not bend tabs except where CARRYING MEMBER OF TRUSS AND CARRYING noted for straight nailing.) MEMBER TOO LARGE USING A STANDARD CONNECTOR AND SLOPED TRUSS ,—GIRDER TRUSS GIRDER TRUSS GIRDER TRUSS RUN-THROUGH END VERTICALS ___,\,.._ RUN-THROUGH END VERTICAL 1 13WIltI rS PLATES - ■ MONO TRUSS , _ DOUBLE END MONO TRUSSES , 1 VERTICAL t S \ 0 ' ::1 I o Mt,t,,1 ,,,,,,,,„, ... _____ NAIL RATES \ \ \ % NAIL PLATE N i%% 0% % BYOTHERS 0 % . • — • 7.77:::::::—: , - - - - - STANDARD NON-SLOPED 1 0 0 i SIMPSON HANGER— THGBH SHOWN \ 0 M '' V W41 -- - BY OTHERS I ' 0, 1 4 l'Atekko ,..' • , 1 c I ' * '1.1.■, -- 1 1 ---,- H ' * % %Itt■1 ,_ 1 t MONO MT H M STANDARD NIssly TRUSS : SIMPSON CEILING 1 1 HANGER PLANE II ZEILING PLANE / C CEILING PLANE WORK POINT WORK POINT AS REQUIRED WORK POINT AS REQUIRED AS REQUIRED SST-Gen'I Cyr Sht TLL-0459490 1101131-23573F1 FL INSTALL MA 4-15-11 INSTALLATION GUIDE SIMPSON PLATJ TRUSS COICTORS , - ,,,, 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 Construct Connectors will not accept any responsibility for any catalog. Incorrect fastener quantity, s 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. Itoaut•fldke the primary source of information concerning 7. Multiple members must t 4120 Dublin Blvd.,. 490 Dubin CA 94568 the use of their products. to act as a single unit to be resist fas the applied ened together l oad. :925/833 Nortlw ast USA 5151 S. Atrport Way Stockton, CA 95206 FASTENERS FAx 209r234 -3868 Use only the specified size, type, and quantity of fasteners! So re �1 26 N .P ekl t St 16d sinkers (.148 x 31/4) may be substituted for 10d common nails (.148 x 3). Brea CA 92821 No other substitutions are permitted unless approved and specified by the designer. fAX 714/871 9167 Sueth USA 2221 Country Lane 16d common 16d sinker 10d common N16 8d common N10 N8 SOS' /4X3 McKInney, Tx 75069 (.162 x S'!z (.118 x S %) (.148 x S) (.162 x 2 ' / (.131 Sl x 2Yz) ( .14e x 1 %) (.1 ® 972/542-5379 mamim 0 ® ®rs ^-- ammo ......Iri ins . .._ .. r ®..... Northeast USA !. ion m .7 r �. r.� 2600 Intemadonal 8t c Cohnnbos, 011 42226 rn i= i I rnx' 514876 -�3s II rn ' r ' I (Kt* Olio Fecton 436 Calvert Drive I E sa , TN 37066 E j 11111,11 FAX: 615/451-9806 ii ta:tarot *iiro.0`"11. 5 Kemr lw Blvd. Brampton, ON L6T 565 ada 1 /z �. n Can. 9051458 7274 r n '' western Canada r t1476 Kingston St. r Ridge, BC V2X SY5 r 0r r 'r FAX: 6041465-0297 , � , r � .,0 , wuehoua & 21 Enfl 1. CT Jaeksonvd F L; Kent, WA; langlBy, BC 3 , 1 31/4 800- 999 -5099 www.strongtie.com '�° . ° na -gun nails 31/2 + 4- w UNLESS a NO framing B ivalent Same uses �.�u' as diame spec and length o�vrz a� specified mn Strong - TIe Company, Ina a driven with a hole and p Sonpa me USA locating to WC- PT8108 3)08 „,„. ,.., SS -Gen'I Cyr Sht TLL- 0459489 1101131- 23573F1 FL INSTALL MA 4 -15 -11 L 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. 1.11.11.111r, 2x6(typ) 0 STRONGBACK FASTENED TO VERTICAL WEB 4 l (2)10d nails (typ) STRONGBACK FASTENED TO 2X SCAB ISSUE DATE TITLE SHEET # FLOOR TRUSS R -�-_� RELIABLE TRUSS 8 -21 -10 STRONGBACK BRACE TLL- 0459488 1101131- 23573F1 =L INSTALL MA 4 -13 -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. ® 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 1 /2". 10. Building designer to determine and transfer all gravity, uplift, wind, seismic and other lateral loads from trusses to building foundation. 1�∎ W MAX GAP BEARING REFER TO ATTACHED WTCA/TPI BCSI -B1 & B3 FOR IMPORTANT HANDLING INSTALLATION AND RESTRAINING SUMMARY INFORMATION ISSUE DATE TITLE SHEET* i I L u 4 -26 -10 STANDARD TRUSS NOTES RT -2 ANC compr3R'; P T'Z, INC RT -002 4 -26 -10 TLL- 0459487 1101131-23573F1 FL INSTALL MA 4 -15 -11 „too 0 bkl RELIABLE TRUSS AND COMPONENTS, INC. COMPONENT DESIGNS & PLACEMENT DIAGRAM FOR R.K. MILES - HATFIELD WRIGHT RESIDENCE VILLAGE HILL NORTHAMPTON, MA FLOOR TRUSSES Submission Date: 4/15/11 INSTALLATION DOCUMENTS Ref: 1101131- 23573F The seal on these drawings indicate acceptance of professional engineering responsibility solely for the engineered wood components shown per ANSI /TPIMITCA 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 1 T: 508 - 998 -7877 F: 508 - 995 -1724 RT-920 09-26-2005 TLL- 0459486 1101131- 23573F1 FL INSTALL MA 4 -15 -11 • i w.ww :. y:. ...... . ;a4 : ` i { i v- r � , 6...r4i +4c ' viitAiwij Wright Builders, Inc. •, C)1 48 Bates Street Northampton, Ma 01060 7 2011 Date 6/16/2011 )Job No. 08 -923 ;Attention: (413) 586 -8287 e: Kelse /Wri• ht Residence Fax (413) 587 -9276 PTON,MA01 • 1 Olander Dr To: Chuck Miller Assistant Bldg Commissioner Northampton Bldg Dept We are Sending You i✓ Attached E Under Separate Cover via The Following Items: E Shop Drawings r Prints r Plans " Samples r Specifications E Copy of Letter r Change Order Copies Date No. Description Engineer's stamped: 1 4/15/11 1st Floor Trusses 1 5/4/11 2nd Floor Trusses 1 5/4/11 Roof Trusses 1 6/6/11 Repair of 4 roof trusses damaged during shipment 1 4/28/11 24x36 Roof Truss Placement Diagram showing hatched area of additional loading to support PV array These are Transmitted as checked below: For approval r Approved as submitted r Resubmit _copies for approval For your use r Approved as noted V Submit copies for distribution • As Requested r Returned for corrections r Return corrected prints ✓ For review and comment r FOR BIDS DUE r PRINTS RETURNED AFTER LOAN TO US Remarks Copy to File Signed: Linda Gaudreau All Avalon firestyles are proudly n lade in the S. Eden" Gas Stove Installation Guide Listings The n -' cnl.ar protrudes 3 a This appliance was listed by OMNI Test Labs to iaemml behind the drove top ANSI Z21.88 - Report # 028- S- 50d -5. „ '' 2 ` me flue adder protrudes , 3 73 LAS (ICBO) Approval 292mm 406mm - slomn _ i35rtt w m ni d�e the stove p This appliance was listed by OMNI Test Labs - j'y IAS # TL130. 365m� 5a0m /4 4 h i ', . Massachusetts Approval ti -47- =11 — Submitted to the Massachusetts Board of State > = 3 - ., Examiners of Plumbers and Gas Fitters y ` - '' ' l ` �►" M obile H ome Requirements 1 1 , ‘ ' ' Wh the stove is installed in a mobile home, 26- 1 ' 2 ` l �1 r 673mm i „ I � 1 '1 it it m ust be bo lted to the Aoor and the appliance +`' �, �^ .. grounded (use the optional blower with a grounded 1 „,- � ` - circuit or other suitable grounding method - �` 1 current ANSI /NFPA 70 or CSA C22.1). 'li v= �` / Venting: 1 NOTE: The Eden used 6 5/8" direct vent pipe. ` Measure side. comer. are Bacay Horizontal terminations requires the addition of wwg rt , 30 u. tss Kg) clearances from the stove top. the 8" Minimum Rear Vent Kit - Part #96200311 Stove Clearances NOTE: If using the rear vent configuration, you will require approximately 8 -1 /2" to the rear of the stove for the vent adapter and thimble. Alcove: Straight Installations Corner Installations When placed in a location where the floor to ceiling height is under 7 feet, the instal - With this clearance the top vent is lation is considered an alcove and must With this clearance, the vent is centered s {2o3mm) from the meet the following requirements: - The back wall, 14 - 1l4" (362mm) from centered 10 -114` (260mm) alcove floor to ceiling height must be at the side wall . { from the wail least 38 -1/8" (968mm) tall - The alcove " must not be more than 24" (6l Omm) deep before the ceiling returns to 7' (2134mm) 3-1/2' Min. - The alcove must be at least 28-1/4" 89mm 1' Min. (718mm) wide 25mm � � " � / ,,r* Floor Protection Requirements u — 5" Min. / i . r" When the stove is installed directl on ■k r r 127mm I ` V , i y l ? 3 (See note above -- t carpeting, vinyl or other combustible 1 ow 1 re g a rding rear vent t material other than wood flooring or a high l t configurations) ' l '', 45' pressure laminate wood floor, the stove must ' t \ be installed on a metal or wood protection ,� t + ). .r / i. panel extending the full width and depth -' it y of the heater (Minimum 21 -1/4" wide by 1 ' 15 -7/8" deep). Your Authorized Avalon Dealer Is Located At: i s Firestyles for Life �� /��WA www.avalonfirestyle.com "' Photos and illustrations are for descriptive purposes only. We reserve the right to improve or change our products without prior notification. Ember- Fyre'" and all other trademarks belong to Travis Industries, Inc. Consult the Owner's Manual for complete installation requirements. © Copyright T. I. 2009/12 Printed in the U. S. A. 98800369 GREEN SMART. I irrs/ ) Jo/ L i/r Revolutionary GreenSmart'' System The Eden features the revolutionary GreenSmart gas burner system and realistic Ember -Fyre burner. The GreenSmart system is the latest in energy- efficient gas technology that heats the home while saving on energy usage and lowering heating bills. The real power of the GreenSmart system is the entire collection of components, controls and technology features which include: • Award winning Ember -Fyre burner for the most realistic Optional Reversible Liner logs, glowing embers and wood -like fire. The Eden gas stove comes standard with a black painted interior. • Easy Heat /Flame Adjustment with a huge high -to -low You have the option of adding the reversible ceramic liner that turndown ratio - up to 70 %. features straight brick pattern on one side and a stucco pattern on the backside. • Comfort Control" that allows you to turn off the rear burner for less heat and provide for year -round enjoyment of the fire. • DC Battery powered LED lighted control panel that automatically lights up when you lower the access panel. 6 Works even if the power goes out. • Choice of pilot ignition modes - GreenSmart ignition for instant fire when you want it or Standing Pilot for colder climates where a heated chimney is needed to Brick Liner Stucco Liner maintain the draft to ensure proper operation. Choose From Two Finishes • Built -in battery backup allows operation during power The Eden gas stove comes in your choice of two finishes. outage. Automatically switches back to AC when the power comes back on. ` ' , • A warm glow even when the fire is turned off. The standard accent light i I 1 1 feature adds a glowing back- light behind the logs and against the beautiful ceramic fireback. It's perfect as a Black Painted Majolica Brown Enamel night -light or soft indirect Soft black paint tones echoes The glossy translucent twice - light for the room. and highlight the richness of fired porcelain enamel features cast iron finish. a rich earth tone. • Optional 130 CFM Convection Blower will increase the heat transfer in from the stove into your home. E3 GreenSmart" Remote Option Consider adding the optional GreenSmart Remote. This convenient option gives you the ability to control all the functions of the stove from one easy -to -use hand -held remote with the exception of your pilot setting and accent light. The GreenSmart Remote gives you the choice to run the stove in manual mode, set to the traditional thermostat mode or in the "Smart Thermostat Mode". In "Smart Mode" the flame will modulate up /down as opposed to shutting off/ on like normal thermostats, thus conserving fuel and maximizing heating ability while extending the viewing pleasure of the fire. The end result — an elegant, smarter and greener way to heat the home. 1 Fd Cast Iron Gas Stove .... 1 _ I, , , , ., , . ,..„ , ,, , ..... , , e . tai te , . m.1' �� 1 k w ti ..,:) i ,ti ,p,,t ,, ii .,.._ 1 r ,, : F d y '' 'a ` .. :_ + � R ; ~ « r 3 , +', ,. LLB'~• �•� 'c `.. f5 .$. '4,.'4.:4 t � v Ni The Eden is shown in the brown enamel finish. With its organic styling characteristic of the larger Tree of Life gas stove and featuring the revolutionary GreenSmart system — the Eden cast iron gas stove by Avalon is an excellent choice when looking for an elegant, smaller -sized freestanding stove with the latest in energy - efficient gas technology. Top or Rear With its smaller size at 21- inches wide by 26- inches tall, the Eden complements intimate Vent Option spaces and cozy nooks where a larger stove can overpower the area with both its size and JO I he output. The Eden produces up to 22,000 BTUs, along with an exceptional turn -down ratio of 70- percent — for fantastic control over the amount of heat produced. Additionally, the Eden boasts smaller clearances to adjoining walls (5" in the back and 3 -1/2" on the sides) — so you can literally tuck it into small alcoves and niches. And despite its size, the Eden boasts an incredibly large 416 square inches of fire - viewing area with three sides of glass openings — to highlight the realistic dancing -flame fire. Maximum BTU Minimum BTU Heating Capacity Overall Efficiency - Input per Hour Input per Hour 500 to 850 sq. ft. with fan Up to 80.1 %* (NG & LP) 22,000 (NG & LP) 6,300 (NG) 6,700 (LP) 500 to 650 sq. ft. without fan * Maximum Vent Configuration ' -.• - ..,,, ; . _ „,..,.. , . ..„, .,, . ,q.', ',■• 0,'1,',14.,‘I' l '''' i 4 11,1 I \ ..e.:',' `,,,':•..,' '.., $ ' ' i III i t -- .0 .o. V ' , 1 .1 if- t , ,., ,', ■ Al , ,, , 4 I - I R. -. -ttWA' vt, ,, 4 ■ , . ,,.. $ :. . MIPOINI .7/ . . ./ a(2■011SF SPD jildA 13a.i1(7- uapj ',LAE_ IV I ,- d 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: 91 Olander Drive, Village Hill Lot- // 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'/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: PRI vi Note: If this availibilitv 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. John Hall ` Sewer Department cc: Ned Huntley, Director DPW Louis Hasbrouck, Building Commissioner SEWER CONNECTION 2_ INSPECTION REPORT Northampton Sewer Department 125 Locust St. Northampton, MA 01060 (413) 587 -1570 'Date: 2/25/11 Engineering has taken ties to service Signature Type of Service: New X Renewal Repair W ipe: Size Material L ocation of Installation: 91 Olander Drive, Lot 11, Village Hill (Street and Number) Permit Issued To: Wright Builders Contractor /Developer Installing Service Connection: Telephone 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 \S14 -11 91 Olander Drive, Lot 11, 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: gm ; , (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. 037015 Application approved and permit issued: kDATE: 3/7// SIGNED: a% /f (Director o Public W ks) Code of Ordinances Section 22 -41 through 22 -52 available upon request. Tie -in to sanitary main $200.00 Tie -into sanitary service at street line $500.00 X Tie - in to storm drain $100.00 \ \Smbl \admin\Permits \Sewer Entry\Permits 2011 Sewer \S14 -11 91 Olander Drive, Lot 11, Village Hill.doc Permit No. S14-11 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 91 Olander Drive, Lot 11, 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 « 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 \S14 -11 91 Olander Drive, Lot 11, Village Hill.doc MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Depat Intent 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: 91 Olander Drive, Village Hill Lot (/ Inquiry Made By: Wright Builders, 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 (Applicant 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" Suggested Meter Size: s'4» 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. • ments of such insta on shall be made with the Northampton Water Department with a minimum of 5 w king da not' c. ion. • All w k shall co •rm to No ampton Water Department specifications. David W. Sparks, Superintendent of Water Water Entre $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. ,o1')1 < t11a3,i1't €se rirot O<L titer {doc $ ySQ., OD y OJA-e_ Jcufg— Permit No. W19 -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 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: 91 Olander Drive, Lot 11, 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. W19-11 CITY OF NORTHAMPTON, MA RESIDENTIAL OR COMMERCIAL BUILDING WATER ENTRY APPLICATION DATE: 2/25/11 , i (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. 037016 $ 150.00 Meter fee paid Check No. 037016 $ 100.00 Radio Read Fee paid Check No. 037016 Application approved and permit issued: DATE: ,3/0/ SIGNED: `ag.. , (Director o 'ublic Wo 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 \ \Smb1 \admin\Permits \Water Application \Water Permit 2011 \W19 -11 91 Olander Drive, Village Hill.doc Permit No. W19-11 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 91 Olander Drive, Lot 11, , 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 /4" $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. Ct v of C &C VRIGHT BUII ERS, I ' 037114 DATE INVOICE NO. DESCRIPTION INVOICE AMOUNT DEDUCTION BALANCE 3 -04 -11 030411- 923fire 08 -923 225.00 .00 225.00 C71 bC_ ae,- 1) - N o frn ,n/‘ o N / CHECK 3 -08 -I1 CH 37114 TOTALS 225. 00 . 00 1117. UU DATE NUMBER ._ ._ . _ .__._ .____ - - -- _ - -�__ _ ._ --- _ _- _ --__ __.___ _.__.__ ___....__- __ __- _.__ _ NU WRIGH BUILDERS, I ' FLORENCE SAVINGS BANK 037114 48 BATES ST REET FLORENCE;, MA 01062 NORTHAMPT MA 01060 53- 7168/2118 .; 413-586-8287 . 10 Pay: * * * * * * * * * * * * * * * * * * * * * * * * * * * *. *T wo " hundred,- twenty five d and no cents I DATE CHECK NO. AMO UNT March 8, 20 . 37114 ° 25.00 PAY CITY OF NO RTHAMPTON , NOT VALID AFTER 90 DAYS TO THE T WOSIGNA TURES REQUIRED ON CHECKS OVER $5000.00 ORDER` °OF "AUTI-IORIZED SIGNATURE': ' M' u'037iL4III I:2LL871 0 25 005606" P • . 0 Northampton Fire Dept. Fees Job: Kelsey/Wright New House - Craftsman Village Hill - Morningside (Lot #11) 91 Olander Drive (Map 31C, Lot 022) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1650 x 0.04 $66.00 1st Floor 1650 x 0.04 $66.00 2nd Floor 1750 x 0.04 $70.00 Garage 570 x 0.04 $22.80 TOTAL: $224.80 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 $225 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 - -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: 12/25/2007 1/17/2008 5/8/2008 • REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 1/10/2008 4/2812008 1/24/2008 • 5/8/2008 2/14/2008 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: _ DECISION DATE: 1/10/2008 1/2412008 1/24/2008 1/25/2008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 1/17/2008 7 :25 PM 5/8/2008 5/8/2008 MEMBERS PRESENT: VOTE: Ell' u D Il�'_s Katharine G. Baker votes to Grant Stephen Gilson votes to Grant Jennifer Dieringer votes to Grant _ JAN 2 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 certi that a copy o is decision 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 4OR 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: , r e �/ ,�G�✓ • 'City Clerk-Cit of N.t" ampton ATTEST: HAMPSHIRE, i.. /j , • GI-SThR MARIANNE L. DONOHUE GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. Planning -Decision City of Northampton Hearing No.: PLN- 2008 -0025 Date: January 25, 2008 • APPLICATION TYPE: —� -- SUBMISSION DATE: PB 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 c/o 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 lots will be created along a newly created named Olander 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, 2, 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 Olander 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. • 111111 11111 WL LLII HAMPSHIRE 20 Bk: 9394Pg: 201 Page: 1 of 3 REGISTRY OF DEEDS - - Recorded: 02/15/2008 09:44 AM _. , .: 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 (-L- I DOCUMENT TYPE: N N 6 0 ! � D N NAME REFERENCE: ' iY - �' moe_p c-1 I t. i l / �`J Ti t of Cx T;cti: " I ls `t ton -1 f Z. L I i DE ?:' TMEV j OE 3L:ILDf2G INS ?EriiC . \-.....\.. \--:\",;------1,----:' r S i i �� 212 Sa:n Sz=ee_ - Municipal Building 4Nr�i OR Northampton, Mass. 01060 ` F . F 5cuare Fcctace r_r.cent - �Eas_ment @ , ' / .3. 1St F .0Cr @ .- 50 ! t T : 8 1. . 95z ( _ 1 1l2 Floors, Attic, Gar ace, i ¢ 41 Deck, Porches #()-0 9 30 T 1l&, ,. • if (lift). tf E • 6=6 .. E 0L4-441 be-. Nb/ tx/kkPry 1J ,..i44 Ly-71- MA.i ic tArr *-)- i ( 1 1 . s . c f i - ;� i BOARD BOARD OF SHEET METALWORKERS SM AS A MASTER- UNRESTRICTED TYPE DREW E POWERS M1 68 HAMILTON DR CONWAY MA 01341 -9605 787214 504 02/28/12 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 a type of coverage by checking the appropriate box below: A liability policy insurance olic Other type of indemnity ❑ Bond ❑ OWNER'S INSURANCE WAIVER: I am aware that the licensee dncm not have the insurance coverage required by Chapter 112 of the Massachusetts General Laws, and that my signature on this permit application waivocthis 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 I 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 Prngrpcs Incppetions, Date Comments Final Incrpctinn Jute (-'nmments Typ f License: By 1- " ( S 1 - 1()5 to Cock_C. I LrJ Master Title ❑ Master - Restricted / V City/Town ❑Journeyperson Signature of Licensee Permit # .5G" - 12 ii 8 2 / L/ ❑Journeyperson Restricted License Number: Fee $ ❑ Check at www macs gnvMpt _ / -' -' Inspector Signature of Permit Approval Commonwealth of Massachusetts City Of Northampton E EIVED - cN 7/ 2011 Date: S eet Metal Permit Permit # rr n NORTHAM, ,- Estimated Job Cost: $ j O/ 0 06 Permit Fee: $ Plans Submitted: YES / NO Plans Reviewed: YES NO Business License # 0136011 32... Applicant License # Business Information: Property Owner / Job Location Information: NameTD RE,h/ E/65 ' 4n Name: 'V R t C44 T � v. /3 e 2 S Street: 1 /, 4 l ,N • VA! Street: q I 0(ANDce Er, / Lor // City /Town: 4/ w' AI/ AM Of 3 y* City /Town: /VQ4T k4 X /1 TOW Telephone: 4(3 - 6 ` T o 3 Z Telephone: 113- 53,5 a05 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: V Renovation: HVAC / Metal Watershed Roofing Kitchen Exhaust System 1/ Metal Chimney / Vents Air Balancing Provide detailed description of work to be done: WE,,✓ 140 [1 F lU E UC r s�M �O 2 „114,„. F.. � W � S� FI 2 ST A nr) ( €1 A P Loo Gcj, - 7 - 4./ New 60/S FV44/4c K •7 -c.yeti a,N3 -- gort* )uxTav ld./( 1�t .ivsrA/ /,t) Also, 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, $100.00 Commercial 2009 IECC ANNUAL ENERGY COST COMPLIANCE Date: March 16, 2011 Rating No.: 11 -002 Building Name: 91 Olander- 11 -002 Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 91 Olander Dr Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 11 -002 91 Olander PLANS (updated 3- 14- 11).blg Rating Date: 3/14/11 Annual Energy Cost ($) 2009 IECC As Designed Heating: 1216 573 Cooling: 343 286 Water Heating: 368 368 SubTotal - Used to Determine Compliance: 1927 1226 Lights & Appliances: 1898 1938 Photovoltaics: -0 -1196 Service Charge: 0 0 Total: 3824 1969 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.223 Home Infiltration per Section 402.4.2: PASSES Duct Leakage per Section 403.2.2: PASSES This home MEETS the annual energy cost requirements and verifications of Section 405 of the 2009 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 36.4 %. Name: Josy Raycroft Signature: Organization: CET Date: March 16, 2011 * Design energy cost is based on the following systems: Heating: Air - source heat pump, 36.0 kBtuh, 149.0 % EFF. Cooling: Air conditioner, 36.0 kBtuh, 18.0 SEER. Water Heating: Conventional, Gas, 0.62 EF. Window -to -Floor Area Ratio: 0.19 Blower door test: Htg: 2.00 Clg: 2.00 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 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 v12.91 This information does not constitute any warranty of energy cost or savings. © 1985 -2010 Architectural Energy Corporation, Boulder, Colorado. a . Building Elements Type U -Value Area Joist rim /amb 0.041 154.0 Joist band /amb 0.041 73.5 Joist band /attic 0.041 24.5 Joist rim /garage 0.041 44.0 Windows and Doors Window U:0.25,SHGC:0.43 0.250 68.8 Window U:0.25,SHGC:0.43 0.250 30.0 Window U:0.25,SHGC:0.43 0.250 11.8 Window U:0.25,SHGC:0.43 0.250 27.5 Window U:0.25,SHGC:0.43 0.250 2.3 Window U:0.25,SHGC:0.43 0.250 295.0 Window U:0.25,SHGC:0.43 0.250 118.0 Window U:0.25,SHGC:0.43 0.250 31.8 Window U:0.25,SHGC:0.43 0.250 6.5 Window U:0.25,SHGC:0.43 0.250 11.0 Window U:0.25,SHGC:0.43 0.250 26.3 Window U:0.25,SHGC:0.43 0.250 95.5 Window U:0.25,SHGC:0.43 0.250 51.0 Window U:0.25,SHGC:0.43 0.250 30.0 Window U:0.25,SHGC:0.43 0.250 40.0 Window U:0.25,SHGC:0.43 0.250 13.3 Window U:0.25,SHGC:0.43 0.250 6.0 Window U:0.25,SHGC:0.43 0.250 56.5 Window U:0.25,SHGC:0.43 0.250 6.3 Door R5 steel insul 0.168 17.8 Door R5 steel insul 0.168 9.0 Door R5 steel insul 0.168 18.0 Door R6.25 steel insul w/ 0.122 20.0 Door R6.25 steel insul w/ 0.122 20.0 Floors Over Garage Floor R32,CE1,10-24 0.032 357.0 Basement Walls Wall R10 +4" cellsuperior 0.083 159.8 Wall R10 +4" cellsuperior 0.063 352.0 Wall R10 +4" cellsuperior 0.069 272.0 Wall R10 +4" cellsuperior 0.079 103.1 Wall R10 +4" cellsuperior 0.078 56.0 Wall R10 +4" cellsuperior 0.072 238.0 REM /Rate - Residential Energy Analysis and Rating Software v12.9 New York © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC OVERALL BUILDING UA COMPLIANCE Date: January 24, 2011 Rating No.: 11 -002 Building Name: 91 Olander - 11 -002 Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 91 Olander 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: 11 -002 91 Olander Plans.blg Rating Date: 1/15/11 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 61.1 35.0 Above -Grade Walls: 179.9 95.0 Windows and Doors: 354.3 244.3 Floors Over Garage: 11.8 11.4 Basement Walls: 79.2 83.8 Overall UA (Design must be lower): 686.2 469.4 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 0.250 This home MEETS the overall thermal performance requirements and verifications 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 31.6 %. Building Elements Type U -Value Area Ceilings Roof R59,CE16 ",4 -24 0.017 1850.0 Roof R54,CE14, +2 -16 0.022 156.0 Roof R54,CE14, +2 -16 0.022 24.0 Roof R44 attic hatch 0.022 6.0 Above -Grade Walls Wall R40,CE1,6 -16 dbl wal 0.029 821.0 Wall R40,CE1,6 -16 dbl wal 0.029 60.0 Wall R40,CE1,6 -16 dbl wal 0.029 1074.6 Wall R40,CE1,6 -16 dbl wal 0.029 234.6 Wall R40,CE1,6 -16 dbl wal 0.029 352.0 Wall R40,CE1,6 -16 dbl wal 0.029 317.8 REM /Rate - Residential Energy Analysis and Rating Software v12.9 New York This information does not constitute any warranty of energy cost or savings. © 1985 -2010 Architectural Energy Corporation, Boulder, Colorado. ENERGY STAR VERSION 2.5 HOME VERIFICATION SUMMARY Date: January 24, 2011 Rating No.: 11 -002 Property: 91 Olander Dr Rating Org.: CET Northampton, MA 01060 Raters Name: Josy Raycroft Builder's Name: Wright builders, inc. Rater's ID: File Name: 11 -002 91 Olander Plans.blg Rating Date: 1/15/11 Building Information Ratings Conditioned Area (sq ft): 5013 HERS Index: 36 Conditioned Volume (cubic ft): 41149 HERS Index w/o PV: 51 Insulated Shell Area (sq ft): 9483 HERS Index Target (SAF Adjusted): 65 Number of Bedrooms: 6 HERS Index of Reference Design Home: 69 Housing Type: Single- family detached Size Adjustment Factor: 0.95 Foundation Type: Conditioned basement Building Shell Ceiling w /Attic: R59,CE16 ",4 -24 U =0.017 Window /Wall Ratio: 0.24 Vaulted Ceiling: R54,CE14, +2 -16 U =0.022 Window Type: U:0.25,SHGC:0.43 Above Grade Walls: R40,CE1,6 -16 dbl wal U =0.029 Window U- Value: 0.250 Found. Walls (Cond): R10 +4" cellsuperior R =24.0 Window SHGC: 0.430 Found. Walls (Uncond): None Infiltration: Htg: 2.00 Clg: 2.00 ACHSO Frame Floors: R32,CE1,10 -24 U =0.032 Measured Duct Leakage: 16.00 CFM25 Slab Floors: R10edge,Rl Gunder U =0.044 Leakage to Outside: 29.31 CFM Mechanical Systems Heating: Fuel -fired air distribution, 100.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 36.0 kBtuh, 18.0 SEER. Water Heating: Conventional, Gas, 0.62 EF. Programmable Thermostat: Heat =Yes; Cool =Yes Ventilation System: Balanced: ERV, 103 cfm, 72.0 watts. 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. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. REM /Rate - Residential Energy Analysis and Rating Software v12.9 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. Mar 16 11 08:09a DREW POWERS 4133690100 p.2 laun 28 88 27 2 2 bed4 /writing 432 6452 1991 150 .136 family 352 6534 1100 152 75 Entire House d 3073 47398 16085 1100 1100 Other equip loads 0 0 Equip. @ 0.92 RSM 14798 Latent cooling 2421 TOTALS 3073 47398 17220 1100 1100 Bold/daAc values have been manually overridden Printout certified byACCA to meet all requirements of Manual J 8th Ed. , "1.4.F. wrightsoft' Right- Suite® Universal 7.1 23 RSU10010 2010-Dec-27 1 ACA C\ Users Doaiments \WrightsoftFNAC Ca lc = MJ8 Orientation = S Page 2 Mar 16 11 08:09a DREW POWERS 4133690100 p.1 POWERS AIR Load Short Form Job: JAW Date: Dec 27, 2010 H TAC Entire House By: Project Information For: Drew Powers, Powers Air Email: powersair@comcast.net Design Information Htg Clg Infiltration Outside db ( °F) -5 87 Method Simplified Inside db ( °F) 68 75 Construction quality Tight Design TD ( °F) 73 2 Fireplaces 1 (Average) Daily range Inside humidity ( %) 50 50 Moisture difference (gr /Ib) 48 24 HEATING EQUIPMENT COOLING EQUIPMENT Make American Standard Make Trade Trade Model Cond GAMA ID Coil ARI ref no. Efficiency 96 AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 1100 cfm Actual air flow 1100 cfm Air flow factor 0.023 cfm /Btuh Air flow factor 0.068 cfm/Btuh Static pressure 0.01 in H2O Static pressure 0.01 in H2O Space thermostat Load sensible heat ratio 0.87 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF • (ftl (Btuh) (Btuh) (cfm) (cfm) liv room 352 5268 2535 122 173 studio 224 2779 1003 64 69 office 54 1348 210 31 14 vest 42 1204 236 28 16 dining 247 2793 898 65 61 half bath 49 537 77 12 5 mud 42 460 66 11 5 kitchen 180 3341 2487 78 170 foyer 132 2955 1023 69 70 master 195 3816 1217 89 83 m.bath 64 1444 402 34 28 m. closet 72 227 ' 71 5 5 bed 2 168 2001 523 46 36 bed 3 156 3052 988 71 68 loft 242 2801 1178 65 81 2nd fl bath 42 296 54 7 4 SotWitalie values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. � .4.14. wrighttsOf.e. light- Suile® Universal 7.1.23 RSU10010 2010- Dec-2714:30:26 ACCA C:1UsersUrewkDocur eMSlWrighlsoftHVACIProjed;i.rup CaIc = MJ8 Orientation =S Page 1 SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Q� �f Not Applicable ❑ Name of License Holder : UV P'i tir b14 / /"" J 5 )b !!! License Number leg . A S Sr., N -4 M/- v4/0 Address / i'1 4 s-QC ? Expiration Date Signature Telephone 9. Registered Home Improvement Contractor: Not Applicable ❑ (t(11¢4 t ei Lit) f 146 1:4)2e14 l b / Company Name Registration Nu ber e ST N o PN-A04 (yro rf, MA Address / Expiration Date /1/( Telephone ST (a i 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 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 K Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors El Accessory Bldg. ❑ Demolition ❑ New Signs [0] Decks [p Siding [0] Other [0] Brief Description of Proposed New 5 ,5 4(4 _ 6 - 4 .4.1%1 1 .47 JL w�l ✓. u Q�A� Work: {T��'G l 4 PI Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No (cg origniv Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing, complete the following: S a. Use of building : One Family >< Two Family Other e�.,� b. Number of rooms in each family unit: f a Number of Bathrooms '3 Pws 1 4. Ant- 6 11 c. Is there a garage attached? ' mss' 57b SO o'�M i W of - 5ItoP, 2Y►`i r • N f e $414-- � Y/y d. Proposed Square footage of new constructiorr S i l! Dimensions A1 A1 ��1 1 � 0I< Q 'f ; i, w ( - "l , bt e. Number of stories? al p � t t p l `J M e seer- otArEt • f. Method of heating? 4-�TS toves rd Number of each y Massc heck Energy Compliance form attached? g. Energy Conservation Compliance. tea' h. Type of construction 54 i. Is construction within 100 ft. of wetlands? Yes x No. Is construction within 100 yr. floodplain Yes)( No j. Depth of basement or cellar floor below finished grade ViUt) -. 1 ry -- a ' ± k. Will building conform to the Building and Zoning regulations? X Yes No . I. Septic Tank City Sewer >( Private well City water Supply SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, UV 1 4?- t ' -( Q/vi (A)ti I m4.44. L(Nf 1 C - , as Owner of the subject property L hereby authorize (Al W Pihf..( pvl to act on my behalf, in all matters relative to work au orized by this building permit application. „, 2. j -,i-J 14 Signature of Owner Date IIIIIMIIIIMIIIIIMMIIIMIll 1, b , CN' B/(/ / (�B.4 , as Owner ' uthorized Agent ere y declare that the statements and information on the foregoing application are true and accurate, to the best o - T nowledge lief. Signed under the pains and penalties of perjury. • o e-- 1 /2 Print Name � 2 7 � � / ! � / Ill Signature of l 2 7 -- w ' ner /Agent Date ,A 4A ter /4 - fb+Q (4 sP Mskei, # 4i1 Sr r - ,iris tfri Arv) I 54' f'i,e-- I L 5 Si 20 F d— 1, 517 s; .-erg 59 6 SP PbPeAlTS St-CPS 'I3e Sr PL,* pep- PB qe g. e.ev►ew � J Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information ! " ?/ 61 Existing Proposed Required by Zoning This column to be fill y Building Depa nt Lot Size Frontage Setbacks Front Side L: R: L: R: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved parking) _ # of Parking ces Fil • •olume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW (2) YES 0 �— Ae e1N IF YES, date issued: (00 Pt g-et Pbtb IF YES: Was the permit recorded at the Registry of Deeds? ›tr.t / *I^OreAtt NO 0 DONT KNOW 0 YES 1�v IF YES: enter Book 07391 Page I and /or Document # 006 nO00 B. Does the site contain a brook, body of water or wetlands? NO DON'T KNOW Q 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 Q 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 VI IF YES, describe size, type and location: E. Will the construction activity disturb cle. •ng, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES s:4 NO ex IF YES, then a Northampton Storm Water Management Permit from the DPW is required. Sr AMW f °114/ Wirr 6 iSseveD F- A1 A-- i u 1 , A- S' eee S eteA 1 - 11th s► 14414* iero rwAA--1) ety-46ci-h?-6 er,Arryf �,� tew 6 r4 .3-1 )1/ 8-,- , • . • - 4 Sta ivewa � 212 Main 100 � �, o� ` bepartment use only City of Northampton #us of Permit - uilding Department Curb Cut/ Dry Permit b �U1i 21 Street SeuirertS spticAv ilability Room W ater/We ll Availability VOg t � ► �mpton, MA 01060 Two Se o f Struc tural Plans 1. oF°' 3 . :��• - - -1240 Fax 413- 587 -1272 P loVSite ' I�ians, Other Specify APPLICATIO TO CONSTRUCT, ALTER, REP AIR, RENOV/A O DEMOLISH ` • � A O OR TW D W /� E . L � L ' ING SECTI 1 -SITE ct INFORMATION �� ' IV I I " ►" V'� � � / ��(fi tf G (' , / 1.1 Property Address: Th section to be co mpleted by office !j n L N1 - i>e. ' Map Lot Unit 6 `n ! , Y' f / v (t M Zone Overlay Distri M 3 G. ` � 61- Elm St. District CB Dis 0 SECT 2 - PR OPERTY OWNERSHIP /AUT 2. Owne of Record: g4,04.1„.„ l we��s � iv, 4.4a.... w �f-8 8 th Sr. /116 i� P Nam Print Current Mai Addr ess: t O '� Pi Telephone 2.2 Authorized A gent: Iii g..(. -,' �Nr ` R b Z vi r�A s 57�, Nb '�4 P r o Name (Print � ressjss: signet / Signature Telephone Add SECTION 3 - ESTIMATED CONS COSTS Item Est i m ated Cost (Dollars) to be Official Use Only comp by per applicant ilding can 1. Building O. - � (a) Bu Pe rmit Fee 2 Electri I $ 2 / / - (b) Estimated Total Cost of �Y ---- - i >4� �/�0 . Building Permit Fee 4. Mec hanical (HV / r O '3 a1, 5. Fire Protection ` ` C� 6. Total = (1 + 2 + 3 + 4 + 5) '- 3 �� 1 & For • 0 �` Check Number /fill ✓ �� r This Section `Official Use Only Date Bu Perm Number. Issued: Signature: Building Commissioner /Inspector of Building Date MEMO To: Louis Hasbrouck / Chuck Miller Northampton Building Dept. Date: 3/16/11 RECE/W From: Linda / Wright Builders N 1 6 all Re: Permitting for: kD1"c y New House 91 Olander Dr Northampton, MA Hi Louis / Chuck, Missing from this permit application pkg is the stamped letter from Reliable Truss confirming roof will support pv array. I'll drop this off as soon as I receive it — hopefully by the end of this wk — if not this week, then should be next week. Linda WRIGHT BUILDERS, INC. 48 Bates Street Northampton, MA 01060 Tel: 1- 413 - 586 -8287 Fax: 1- 413 - 587 -9276 April 21, 2011 Wright Builders Inc. 48 Bates Street Northampton, MA 01060 Subject Property: 91 Olander Drive Northampton, MA 01060 Mr. Buzzell, The plans for the Single Family Residential addition dated 3- 7 &9 -11 have been approved as noted; 1. Structure conforms to 780 CMR 7th 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. Must be a smoke and CO within 10' of bedrooms. Must be a smoke and CO between the master bedroom and bedroom #4 5. No engineering on garage door headers if LVL, 2 fl plan missing info for beam FB12, others designation mixed up, differences between drawn plan and engineering sheet A9. 6. 3" minimum tread on winder stairs. 7. Manufactures requirements must be followed for all intake and exhaust locations (separation distances). Charles Miller Assistant Commissioner of Buildings File # BP- 2011 -0728 APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) PROPERTY LOCATION 91 OLANDER DR - LOT 11 MORNINGSIDE MAP 31C PARCEL 022 001 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 Fee Paid 37//3 Typeof Construction:_CONSTRUCT 2 STORY SFH W /ATT GARAGE & PV ARRAY 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 FO NG ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF ATION PRESENTED: Approved 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 em.. 'tion ela V1/ Signature of Building 0 facial 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. 91 OLANDER DR - LOT 11 MORNINGSIDE BP-2011-0728 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31C - 022 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 -0728 Project # JS- 2011- 001211 Est. Cost: $335160.00 Fee: $1940.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft.): 6751.80 Owner: WRIGHT BUILDERS Zoning: PV(100) / /SG a /SG b Applicant: WRIGHT BUILDERS AT: 91 OLANDER DR - LOT 11 MORNINGSIDE Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON:4/22/2011 0:00:00 TO PERFORM THE FOLLOWING WORK:CONSTRUCT 2 STORY SFH W /ATT GARAGE & PV ARRAY 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 $1940.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner