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Home My WebLink AboutMiscellaneous - 200 CHICKERING ROAD 4/30/2018 (9)N te Re: 281422 jackson kce 1.6 MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-5343 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Wood Str Inc Pages or sheets covered by this seal: I4347969 thruI4347992 My license renewal date for the state of Massachusetts is June 30, 2004. XUEGAN a t_ti TR,DC`tiR"AL .. 8,2003 The seal onthese drawings i4dicate 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-1995 Sec. 2. Job Truss Truss Type Qty Ply Jackson kce 1.6 � designer. Bracing shown Is for lateral support of Individual web 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. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult GST -88 Quality Standard, OSB -89 Bracing Speclficotion, and MIB -91_ - - 14347969 281422 001 SCISSORS 9 1 (optional) WOOD STRUCTURES, BIDDEFORD, ME. 04005 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Jan 08 15:36:16 2003 Page 1 -,1-0-0 10-0-0 20-M - 30-M 40-0-0 41-040 1-M 10-0-0 10-M 10-M 10-0-0 1-M 6x6 11 Scale = 1:82.6 8.00 12 5 4x8 i 4x8 Z 4x6 i 4 6 4x6 �� 3 7 11 8x10 M11201 I= T a m 1210 4.00 12 d 12 8x10 MI120H 8x10 M1120Hzzz 8 917 5x10 % 5x10 10-M 20-M 30-M 40-0-0 10-M 10-M 10-M 10-0-0 Plate Offsets (X,Y): [-1-7,Ed e), [-1-7,Ed e , [111:0-5-010-3-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.54 10-11 >874 M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.85 10-11 >561 M1120H 127/93 BCLL 5.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.74 8 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 220Ib LUMBER BRACING TOP CHORD 2 X 6 SYP M 23 TOP CHORD Sheathed or 3-3-12 oc purlins. BOT CHORD 2 X 4 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E `Except' WEBS 1 Row at midpt 3-11,7-11 3-12 2 X 4 SPF -S Stud, 7-10 2 X 4 SPF -S Stud WEDGE Left: 2 X 4 SPF -S Stud, Right: 2 X 4 SPF -S Stud REACTIONS (Ib/size) 2 = 2341/0-5-8, 8 = 2341/0-5-8 Max Horz 2=-512(load case 2) Max Uplift2=-637(load case 4), 8=-637(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=25, 2-3=-6031, 3-4=-4231, 4-5=-4000, 5-6=-4000, 6-7=-4231, 7-8=-6031, 8-9=25 BOT CHORD 2-12=5120, 11-12=5118, 10-11 =5118, 8-10=5120 WEBS 5-11 =3592, 3-12=318, 7-10=318, 3-11 =-1483, 7-11 =-1483 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M1120 plates unless otherwise indicated. 4) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 Ib uplift at joint 2 and 637 Ib �N OF uplift at joint 8. sR 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Q Cys LOAD CASE(S) Standard UU UCT AL NO. 43283 aG/STE�� y /0 E GI AI January ® WARNING - Veryy design parameters and READ NOTES ON THIS AND REVERSE SME 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 to be Installed and loaded vertically. Applicability of design parameters 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 - responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult GST -88 Quality Standard, OSB -89 Bracing Speclficotion, and MIB -91_ - - MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, W153719. V1_ C: Qi a) C U) O �°- C -0 p O 0 U p U C p C O C O ^ a O _ E om _ _ a aN '� a� �'O °� �(D o� N� c� p°' 00 O ; 0 0 O C "_ 0 y 0 .y - 0) O C 3 p C CA U) jt C y O U OU E H 0 N O 0 C N UL a.y U C C a N C _ p rn L C '- N a) O w ui 0)Oa 0) C U-0 -0 �� E� 0a) O� 0"' NN 7vi C7 a'0 0 wY a) J0 in0 C-0 C y C �_ U �Nm o_a D� Nay -0a) uoaa)) c° °'a) ami° 0c cL o° Ea c� -pc boa) -C coif oo E� L�� off° O° aa) �� o° O-' a)p �o ci rn -. !-- wo – �/� O C } a m° (D (D of m rC m°u o° of cn E° �0 c V/ (� U j •-+� U 3� J O� E w in 0) .7� ° En O O } 0 U 0 a) 3O .t n 0� oX o°m N,E �c of �c a O 0:3 o- o X= c q —0 a) ° O�c a)p) O CjCL)0 C=p OE Q U nC o -0 O a) d m o)= ` 0D 0 3 N -3 c (n-- °�-�, U a) N y N a U y C 0 - o p p ) c O O L n.NO m �'E} – a) m co �p –4;;- E} `O3 _c O 0a� p N Z C -C p a— -0`- a-' aim t N� 0 0 L Ch a) p)O N j U �0 0 O � O E -0 o -- p *- h} x-0 0 N a) ac N as o 0 ct c w a� d 0 Q a) O)° a) ac, O a O 0 a) 0> >- y N O a) O U J ° O U� a1 O C t o 3 J} o c- c E� c a� o o p O E o p a° � cL ° - rn ° eh — an O U O d 0 0 �? ° p a U y a o_ vLi C O) ° Q mw j 0 0 0 0 0 3 N u a) P ® v r r LL N M O I� ap p O N M V O 080HO d01 U) S� t0 r� � Z W Z O h O co MM n O H O3 = ° .o.. u o 0 > OD OU Mz lululuQN N W ° O W O Ild ,HG M ° W, co U N�ozzc a0 LU L6 00 O UA p ad 0 °` C G ,o v ■ 7 ZM � 09 0 44 L6 0, AU OW CV ON IP- O Lf) n nd m C ui Q OJW 00 00 co us m d V„ t- �_i GG c u Zx0 z o = N W ¢ J H Lu Z UA 7 X y Z Q LL Oec� W O m U Ln0doHO d01 3 u co z m _ t (D CL ° t L -0a) U Cl p a) u .- C = _0 •- U vN, 3 Q n a) 0 C `C U O D _� p 0 C L_ N In a) O a) D a Q C _ } O L � -p y 0 c y UO ° O �a 0 COCw C}> NO S !SOC O.0 Oa �= O D C� °_ JO - 0 C ui C w a) C- C y C U -•( 0 O N 0 0- p� p.. OO�L °E .0 UD a) vi uZi ONp �p a)- Ca) t� OpN 00 Om V d J .- O -0 _ to O aoo��' o=> `o Ew EUc °� °`p G � �O CN E N .- F �� O w cn 7 a) Q) c c rn a) X w O E a) N C' O C A O C a) Q C 4) N j V N ti J C °r _ �= a 4) O U .- 0 L `� o `^ Ey UC �� y a)EEou o a ° m� Z u o0 ate'; ° a} ZS° 3 0 u u ° U� O N '� Cl., .' r W v Q ..J L[ -j III ` ^ z o /^ Q vi� Q m p W o d t MWY g m r O Job Truss Truss Type Qty Ply jackson kce 1. 14347970 281422 002 SCISSORS 8 1 (optional) WOOD GTRU TURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:52 2003 Page 1 -1-0-p 10-0-0 20-0-0 30-M 40-0-0 1-0-0 10-0-0 10-0-0 10-0-0 10-0-0 6x6 11 Scale = 1:84.8 8.00 F12 5 48 4x8 6 4x6 4 46 3 7 10 8x10 M1120H= m W m 11 9 g 4. 00 12 42 8x10 M 1120 % 8x10 M1120HZ:- o Io 5x10 % 5x10 10-0-0 20-0-0 30-0-0 40-0-0 i 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets (X,Y): [2:0-1-7,Ed el, [8:0-1-7,Ed el, [10:0-5-0,0-3-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.54 10-11 >871 M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.70 Vert(TQ -0.85 10-11 >560 M1120H 127/93 BCLL 5.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.74 8 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 217 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP M 23 TOP CHORD Sheathed or 3-1-7 oc purlins. BOT CHORD 2 X 4 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* WEBS 1 Row at midpt 3-10,7-10 3-11 2 X 4 SPF -S Stud, 7-9 2 X 4 SPF -S Stud WEDGE Left: 2 X 4 SPF -S Stud, Right: 2 X 4 SPF -S Stud REACTIONS (Ib/size) 8=2253/0-5-8, 2=2342/0-5-8 Max Horz 2=526(load case 3) Max Uplift8=-563(load case 4), 2=-638(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=25, 2-3=-6035, 3-4=-4235, 4-5=-4003, 5-6=-4003, 6-7=-4235, 7-8=-6044 BOT CHORD 2-11 =5124, 10-11 =5121, 9-10=5131, 8-9=5134 WEBS 5-10=3597, 3-11 =318, 7-9=320, 3-10=-1484, 7-10=-1493 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M1120 plates unless otherwise indicated. 4) Bearing at joint(s) 8, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 Ib uplift at joint 8 and 638 Ib uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard OF VSs LIU UCT AL NO. 43283 /STER�� /ONALf��'� January 8.2003 1 ®bVARmm - Vervy design parameters and READ NOTES ON Tms AND REVERSE SIDE BEFORE USE. 8 Design valid tot use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applloabiilty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss � designer. Bracing shown is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regoiding fabrication, quality control, storage, delivery, erection and bracing, consult OST -58 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. MiTek® O O } 0 d a L L O N� o ° ° N c o ° �,.. 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Z W Z O �' O 00 0 W y O• H J UO 0 > 00 0 z y Q W W 0 N N (n W L) ? a W W �` N °` I r/ aOQ WH Q0 M 00 O OO CO 10 LM WV O hjc O, O 0 0 CL o ,n r� rV- ■� yJ 00 ao 00 N";o W\ �O O 5 W m d �j�� i of W Ly u G Ou Qgm LU J N Z W Z LL C14-� O m< 00 LU O m U (n co 080HOd01 ' 3 u m= U U) 3 _ t N a° ° t L 0 a) V w Q y ( 0 C C OU 0 0 m NNN7 0a) N� 0) 3aa))p• QC c` 0 C C N C +N- a) 0 p !n 0 C 0.0 0 a O () p 7 N 7 ~ - C-0 p— C) C N (_ N C c N ZC: N 0 O c)c a) O O N O O y oO�L} cE+U UO C`c O� OD1 W �"y 0 0 N N c �_ a 16d a)— = U 0.9 O •p O a00pj o�p O EC AUC �7 wO _ _ _ a 0 N O N N NCC N N X N 0 E a) O f' C Q L Z C N N N j N N N 7 C �- '� aN O U C U U y a NEEo0 oo� Loo 6 N E 0op or z U oo aa) LL a TZ ao ° Q 0 * a v� u o`o a c9 N ct m ` 0 C Y y x Q 2 0 III ~ o Lum �p J W o m c O Job russ Truss Type ty Ply Jackson kce 1. 14347971 281422 003 SCISSORS 8 1 (optional) WOOD;STRUCTURES, BI DEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:53 2003 Page 1 10-0-0 20-M 30-M 40-M 10-M 10-0-0 10-M 10-0-0 6x6 11 Scale = 1:84.2 8.00 F,2 4 4x8 �i 4x8 '� 3 5 4x6 4x6 O 2 6 9 8x10 M1120H= M vt 1 10 8 4.00 12 7 e 8x10 MII20H � 8x10 M1120H� v I.- 0 5x10 % 5x10 10-M 20-M 30-M 40-M 10-M 10-0-0 10-M 10-M Plate Offsets (X,Y): [1:-1-7,Ed e],[7:0-1-7,Ed e1, [9:0-5-0,0-3-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.54 9-10 >872 M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.85 9-10 >561 M1120H 127/93 BCLL 5.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.74 7 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 215 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP M 23 TOP CHORD Sheathed or 3-1-5 oc purlins. .BOT CHORD 2 X-4 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E *Except* WEBS t Row at midpt 2-9,6-9 2-10 2 X 4 SPF-S Stud, 6-8 2 X 4 SPF-S Stud WEDGE Left: 2 X 4 SPF-S Stud, Right: 2 X 4 SPF-S Stud REACTIONS (Ib/size) 1 =2254/0-5-8, 7=2254/0-5-8 Max Horz 1=501(load case 3) Max Uplift =-564(1oad case 4), 7=-564(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-604812-3=-4239,3-4=-4007,4-5=-4007,5-6=-4239,6-7=-6048 BOT CHORD 1-10=5137,9-10=5134,8-9=5134,7-8=5137 WEBS 4-9=3602, 2-10=320, 6-8=320, 2-9=-1493, 6-9=-1493 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M1120 plates unless otherwise indicated. 4) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 Ib uplift at joint 1 and 564 Ib uplift at joint 7. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard OFAgs� �4SN UU 9iUCTUAL NO. 43283 a�G1STE�EQ ONALN�t An 4&WARNING - Verify design panameters and READ NOTES ON TRIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on Individual building component to be � Installed and loaded vertically. Applicability of design parameters 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 responsibility of the 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 CST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. (A 2_ c Q► N C N.. � a- C a p Oa o a u c ° a m o c Q a)a a a3 ao c� oma) ya) a} �, o-° b L a) CL -C0 `og N O p � c p c c - in o U N c — p) a)a c ; ac y> C v, O E `� O a) 0 p ncn� N -a c a'Nn� U C C a N C) y— L t W — W ° fA H v c°o o �Y _mom �a n0 °--°o Em o� `oa D- �°' 2w �0 o� Q V gym pa aE �� ' °oaa)) �o mp m° oc cr ° �n -r-2 `a– C nom r �0 oo E� La) off° oa aa)6 U JO 3 $? a) �a) °o°) (Da �o ci Q �- `a) oQ D }� E g o o f a0 y o o U o w a E o p c 0 "- U} -a,p -0 a) L °} U 0 a) O a) N 0 a a �n 0 E N— `=' 0 IA C <n N C Q L? a)+� a) a) �•-- 7- 0 E L— `n C a) O O w C] a U} N 3 i o`mL o aa))�� rn �� °ca)o c`E 0.0 o f o� �0 a) °?3 °� `m°`a m° _v 0d a) C)) cn 0n0 `tea) `�� 7� OC�O (D G) ��a) �a ti�� 0N ay ao a)C 0 0 a p E o 3– 3_ m° a) a p o_ E} o; a o o -- LL O Oa� .0 �a)U L_C _LLp age cn a)0 a) oa)a) -0 L0)r 50 a) jOU jO 7Q Y 0 a)rno a) a�� Oa p`n� a)C0 ��a) O>-C "'aa °0 UCO aUj pO U�� 0C •�_- v) a c a) U c a) a) L E .O o 0 0rZcn a N E a)}. �\ �� U- N a)� a) �_ N U� p vyi L C p c ,Q d v 0_ c �L o c o g� -E E� gam EL o o E o° a> r og U c p c U cL 5) °' U eh V ago U o a o o Z`o ? C) D a a U= a a E �g m° a ca �< 0 0 00 o 3 aa) U a) a ®v LL.0 0 7 V O pp p ^ O N � V V N cO 4dOHO d01 to r,4 � Z WZ_ O ?w O a0 E ]]LLO W y 0` f. J U O 0 > ao o ? W W O N CI4 0, ES N C>- C7 13,313 ad x 0 0 LU 01 0 =m ~ IL^ C� I O ppqq�� N w U a W O` N o V� Q � O W Z i 00 0 M co ? ~ 0 ■AW(�/�] ' y 0 i c) � O O a � W r- O .W- -C 00 F— 00 00 F- IL u 1-ad oz0 i O z Luc Q y O W L Q = �Z= y Z Q U- O U t, D m W O U m U cn (180HO dOl ' Q" 3 U co= U co _ t m ac ° t L-0 g .- C— _0 U y 3Q a)o c 3 -0 0 0 a) a o U :3g a) y o a) a) m a) o. Q rn c F a c a °— a C y d C N a) C C y Q c U ^` a V 0 F 0 0 ^` 0 Q ~ ° U! L E_ U a 0 c LI a' a m u, mcooa m� Cha (D— Uo °_C O a _ co O � � OC a c C � y �- > � U C —� O a G aO O p> N^ �u F a o O .cn - 7 N C U O — ,- N a) a) C C y N x O >.. () ' a) C: o C aL a pma)g boy � C c– wa g Uc H U�� da) ° a L o° v a) o (� p ar Q 0* \ * * °) U a6 � a� ° U S U C 3 4c c Q `vv Q 0 II NIq Imm J r I O® y v J V ` x Q Z o i" Q 0 � � � �' a m J J Ct W o A d # d m c 0 LL Job Truss Truss Type Qty P y jac son ice 1. 14347972 281422 004 ROOF TRUSS 2 1 (optional) WOOD'STRUCTU ES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:54 2003 Page 1 20-0-0 40.0-0 20-0-0 20-0-0 5x6 = Scale = 1:82.4 8.00 FIT 11 10 12 g 13 5x6 �i 8 14 5x6 67 1156 5 17 4 18 3 19 2 20 9 1 21 f� IN � 3x6i � 3x6 % 4.00 12 5x6 = 3x6 zz� 3x6 20-0-0 40-0-0 20-0-0 20-M -[6:0-2-14,0-3-01, Plate Offsets (X,y): [16:0-2-14,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 21 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) list LC LL Min I/defl = 360 Weight: 165 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 36=17/40-0-0, 31 =218/40-0-0, 26=16/40-0-0, 32=227/40-0-0, 33=228/40-0-0, 34=230/40-0-0, 35 = 216/40-0-0, 37 = 217/40-0-0, 38 = 252/40-0-0, 39 =135/40-0-0, 40 = 448/40-0-0, 30 = 227/40-0-0, 29 = 228/40-0-0, 28 = 230/40-0-0, 27 = 216/40-0-0, 25 = 217/40-0-0, 24=252/40-0-0, 23=135/40-0-0, 22=448/40-0-0, 1 =185/40-0-0, 21 =185/40-0-0 Max Horz 1=493(load case 3) Max Uplift32=-91(load case 3), 33=-113(Ioad case 4►, 34=-99(load case 3), 35=-105(load case 4), 37=-99(load case 3), 38=-11011oad case 4►, 39=-59(load case 3), 40=-210(load case 3), 30=-75(load case 2), 29=-113(load case 4), 28=-97(load case 2), 27=-105(load case 4), 25=-99(load case 2), 24=-110(1oad case 4), 23=-59(load case 2), 22=-206(load case 2), 1=-226(load case 2) Max Grav 36=17[load case 1), 31=567(load case 2), 26=16(load case 1), 32=23511oad case 5►, 33=228(load case 1), 34=230(load case 5), 35=216(load case 1), 37=217(load case 5), 38=252(load case 1), 39=135(load case 5), 40=448(load case 5), 30=234(load case 6), 29=228(load case 1), 28=230(load case 6), 27=216(load case 1), 25=217(load case 6), 24=2520oad case 1), 23=135(load case 6), 22=448(load case 6), 1=255(1oad case 3), 21=185(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=80, 2-3=-92, 3-4=32, 4-5=-68, 5-6=-67, 6-7=27, 7-8=26, 8-9=26, 9-10=26, 10-11 =27, 11-12=-66, 12-13=-67, 13-14=-67, 14-15=-67, 15-16=27, 16-17=-66, 17-18=-68, 18-19=-61, 19-20=-91, 20-21 =-104 BOT CHORD 1-40 = 44, 39-40 =18, 38-39 = 30, 37-38 = 26, 36-37 = 23, 35-36 = 24, 34-35 = 28, 33-34 = 27, 32-33 = 27, 31-32 = 27, 30-31 = 27, 29-30 = 27, 28-29 = 27, 27-28 = 28, 26-27 = 23, 25-26 = 23, 24-25 = 26, 23-24 = 30, 22-23=-1, 21-22=44 WEBS 11-31 =-147, 10-32=-167, 9-33=-168, 8-34=-168, 7-35=-169, 5-37=-165, 4-38=-181, 3-39=-113, 2-40=-304, 12-30=-167, 13-29=-168, 14-28=-168, 15-27=-169, 17-25=-165, 18-24=-181, 19-23=-113, 20-22 =-304 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top ZN OFA chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I sgcy enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers 0�� exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the un plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek } LIU "Standard Gable End Detail" UCT AL 4) All plates are 2x4 M1120 unless otherwise indicated. NO. 43283 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc' d9�FG/STE��`�� NAL Continued Continued on page 2 Jammu 8 -2 -OD -1-1 AwARmwc; - Vervy design parameters and READ NOTES oNTins AND REVERSE SIDE BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labrloatlon, quality control, storage, delivery, erection and bracing, consult CST -88 Quality Standard, DSB-89 Bracing Spectflcatlon, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, W1637119. MiTek® _ N c N c�� N O O ° L cLi p c ° c 2 E 6 m }� N OO p 3 0 c N w N L L L Nd p N•O Q:- No oo °UU Co.j CD Cc pN y pp d. »- c p c c N c ,- p. y •y C _ p� o� p c 3 a C CA Qi o O p N p c �-0 c p j•� DO y O c sn C> p c L p 0 E c� D 0 N O o c c a �; O U.0 �� a E oa_ `m ° —o o a --n r c �� o m c� _ �N p po ti ' job 0) pQ °° Ep LLE o7o of a`oo y= oo po of Eo No c cn U C L -c o u' �°� m� �3� uoN °� � NCD °0� oo ?> �o rn p�q vOi w N= OL ° o N N T> E C c o C Ute; °C o? 3 O U o Q X p c V O Qi C° C N C v' C rn o > O °� N N N N ] A N O N Dom„ p p N c o —a N.�o °� ° '3 N 3 c y o=- c o -� o _mow E+ 0 3 p �, 0 c p x IOL ~O O N p N N N p C aN > O ,,, Qj r 70 p t mL p)o j U ° j 6 Y U-0 C O C �L O x0 0 O Cl U U C� . C O-` O A O p E -9'a_ ' N} p L N ac S a op° o 0 0� N c �. O N N O C� O a O o p N p> N U C o N L N E'6 ° p N+ y 7 N Ln d p c E o cNi ° o �^ m� tam EL ° m 3 �_ p° 0 paw 0 c N c u ct � °' °� V 7 3 0 c� c E� c a� p. �L p 0 O c C O- 0 0 O c p a �/ — d� O U O a.� p 0 �? p a U!n Q a H c O) a m} 7 QUO 0 3 N U N 0' ®LA. r D 6C6v ori o co 0 o c*i c+i v LO OblOHO d01 nvm z iW Z 00p1� 0 ^,ol u o c� > z �u/ N 00W W 0 N N M ® i = W Q IL Q V O' o` I O ¢ m H LL, Q W U (1 W a0 N 10 z 'yDJ O M 01) Z Z 1 m use O O o ico ,9 " V tM CQLL. U N ) O a m m ao oa 44 Lu u H H G U 3 S QLU = O Z 0 QCy O! W = 0 ��x " z Q U of m OHOHOd01 co T - ti v a) a c O t LOQ U An a p N U •- C- � '- U N3Q�, Nrn c foo �� o0 N N S p N N m 3 a) 0. U C 6 opo o�� N� w0 � rn 'o °a z CCD w C}N No QID An Cl) 0 j Oa O po - N o 3 o c N r� c N N c a c N z O'D °E_ -0 m c� o� o0) W -- 0 0 N C a aL N 7 y o ° C oe OCc�a; O=> 0-0 E EUc � p O a0 0 o> �'O -0� U G p 0 O N 0 } - N ^ C is « 7 ) N C C w N X w O ? N ~' E2 N C- 0.9 p L Q C N N N j N N to � C vl _ ^- a N O U- U U y NEEP ° o p N Qo o N o N O o �r Z U�oat'_ LLa� ��0 z ACL zSU S3 O O a Im U .fid ~ c r Q Q C v oe U N00 ELIJ 111 9.0 �p W r c W O v W 0 O LL Job Truss Truss Type Qty Ply Jackson kce 1. 14347972 281422 004 ROOF TRUSS 2 1 to tionaq WOOD, STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:54 2003 Page 2 NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 32, 113 Ib uplift at joint 33, 99 Ib uplift at joint 34, 105 Ib uplift at joint 35, 99 Ib uplift at joint 37, 110 Ib uplift at joint 38, 59 Ib uplift at joint 39, 210 Ib uplift at joint 40, 75 Ib uplift at joint 30, 113 Ib uplift at joint 29, 97 Ib uplift at joint 28, 105 Ib uplift at joint 27, 99 Ib uplift at joint 25, 110 Ib uplift at joint 24, 59 Ib uplift at joint 23, 206 Ib uplift at joint 22 and 226 Ib uplift at joint 1. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verb jy design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the 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 CST -lib Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Rate Institute, 593 D'Onofrlo Drive, Madison, WI 53719. iTek® y Cc N [ 0. d a L t0 uc 0 0NU a) o O_ U C N 0 _ E ccN _ CL Q y N NU �� N 0 O O -2°-(D O C N'� t4 C [_ O a) Q p 0 o O N I ° 0 O N o N y c O U � `" 0 m �� c 3 ac N C 0 U E N 0 [ N y rn 0) O w O C ` 7 �> p cn} r 0 0,- c DO U o o N c}_ _aN U � c a m 0'N y OINa 01 :30 U� N" P -C E01 0O O° '� ON 7tn 0y ¢� .0) Q- U 0 w Y _� 7 O in ° C U C y C w u? NO N N 0.0 p E =3� 0 O 0 C� N� �° 0 c ct �= p a Q t� �— C o m s 0 0 0 �° L �� o ° n aa)� 0 c m O N o- N 0 c o ci > >: m m oQ —� �.-E �o °E aO 00 oU °o �° Eo me C O U.- U �N L� U� O L E w0 y O C rnNC 0 L>. Q) NN �"'� �� of tr- N� SON ON �C 70 U� y V p � N °� o•- oU }3 o� Uc �° NO) �t� �� 00 �> oo 0) L Q) - C} C X ° N N N S E [ C U ° 0 7 ° "- O X C q 3` 0 a) O O'0 �' p� 0) N O c to c 0 0� °� O N y[ U� 0 0 O� 'C O d. N 0)O �� N N y C ai O N O� U N O .0 NUN 7 a N c O}O C 0- O C O U.` O 5U NEO N N 0 0 c m> O O o "' p U U E'- 0° 3 N C 0° 0 L) c �e \6/ O au) pN0 tc Lr0 a-.= may N0 La)N �O rmL 0)O(D jU j'— �0 o Q) N m0 N QUC O Q O `n d a o _0 N U aC N QQ O 0 U c o U 0 O 0 aN ° C E N O C v �3 N U V N U C U N Uo O O vNi L c OY ° O C j°c a) U-0 a)^ a).0- a)a(D Ea)U N3 U > a N C C a) y = '5 O U O d.� o Z) 0 �? 0� 0 Q. U N a n0. O 6) a mw � Q O 0 3 N U N ®r U. C CV ch V U5 O r: ap o; �2 O Ln So CO r$ � Z W Z C1 O co ol N u 0 =U' > 00 0 Z y` o W W a p N N o `� u"1 �= W N 0 d U p. � O '� _Ile CL ¢ 00 H L6 V C`7 1 A\ fA W U � W n o, N U W L6 00 N o ZZ 0 �O ^n r°�° QQ r gm ad U P m � d m p w W H O U Uj r- A f- 00 00 W mm d �O ap u H i 9. u W C U Z H in x O W U Q J Q Z OC W 3: Q H ? = Q Z Q LL N ?O° 0° O U C) m O Q W OHOHO dOl ' Q 3 U m= U m t y7 a C3 ac tC N U _ U y 3Q N O) C U -a o 0 0 0 N�N� `0a°iN m 3a0ia :3 0) cn c ,7- OL p ��U w m L vim O O Z cNcti cna) mo 0 o°) 0.0oa •�0[N o�3 oc�; cN c- c� Q [U cn a) .=off 0oN Fd 00— o0 0 O -0 .- O N N ~ °�mL `E� 0O m c r oma' o0) W �oo N°a`) CNp• a)— UD UC �d �•- o aoo��' °�>o ��O �c-[ �' oa) ° j N . U 'o N ° p) X w 0 ? N a) F' ` C i o C N C C rn y Q IENN ] V a) ti y C C= w Cl N O U .- 0 V NEEo0 0 c N y [ Z U�0 ate'; ° a °' ° UZ a� ° z ° c 3 0 p �` `. ic a ti u Q _vc OU (I �� N m y x Q 2 0 Q Ct Q o i Q J cn W J W O d P d 5 m c O LL Job russ Truss Type Qty Ply jackson kce 1. 14347973 281422 005 ROOF TRUSS 2 1 - (optional) WOOD GTRUCTU ES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:55 2003 Page 1 10-0-0 20-M 28-9-8 i 10-M 10-0-0 8-9-8 6x8 = Scale = 1:82.4 8.00 F12 4 4x6 i 10x10 = 3 3x6 i 5 2 0 v 7 3x4 = 6x8 = 9 ro m r so 6 1 84.00 12 3x4 `* a 5x8 0 0 5x6 10-M 20-0-0 28-6-0 28,9-8 10-M 10-M 8-6-0 0-3-8 Plate Offsets MY): [1:0-2-4,0-1-01, [5:Ed e,0-3-121, [6:0-0-8,0-1-81,[8:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.35 1-8 >956 M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.59 1-8 >576 BCLL 5.0 Rep Stress Incr YES WB 0.80 H'orz(TL) 0.23 9 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 151 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E "Except' TOP CHORD Sheathed or 3-5-2 oc purlins, except end verticals. 4-5 2 X 8 SYP M 23 BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 2-7 WEBS 2 X 4 SPF -S Stud "Except' 2-7 2 X 4 SPF 1650F 1.5E, 5-6 2 X 4 SYP No.2 5-7 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 9 =1617/0-3-8, 1 =1603/0-5-8 Max Harz 1=719(load case 3) Max Uplift9=-489(load case 4), 1=-322(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3929,2-3=-2018,3-4=-1777,4-5=-1963,6-9=99,5-9=-1515 BOT CHORD 1-8=3316,7-8=3311,6-7=101 WEBS 2-8=326,2-7=-1616,4-7=1172,5-7=1442 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Bearing at joint(s) 9, 1 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 Ib uplift at joint 9 and 322 Ib uplift at joint 1. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard OF �s L1U UCT AL NO. 43203 A�IJrG/STER� FSS /ANAL E \ January 8 200 ®WARNING - VerW design parameters and READ NOTES ONTEW AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be � Installed and loaded vertlaally. Applicability of design parameters and proper Incorporation of component is responsibility or 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility or the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and NIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H �- OC w Cl p L V 0 c o 0 C a) C o11 E �m _ CL to a°io a° mo Oo `o_ Da) c� oa°i •0 O 7 N C 0 O 3) n 0 p 0 a) p C N 0� "' O j.m m� D)O 3 ao Mn �} L U� c� p o o c}_ _a a) U C c a �; O� 'p y 0)ma �o U a).- m� �,�- Ern o a �� `m y a) cm ZJ �' +- C 6 in _O C- U C 0 O •- a) 7 w O p urns p�L% 0 O� D O y� U O N LD N a) O 0 c0 c CL O E a c q C tom r u0 00 E° =--o 02- 0 (D 3 �a) �a) o� 0 E�o ti UCD OQ U� N }L j }' 7 �O yL 0-0 p `p E O (D p C Cn V c }�c ao� �j — a�0 �3o co °E +o N" �o �' oo ?o �0 0 o rn H L 0 c- c a) c a) E c c c3 E o 7 -0 Qu; c 0? 3 ° ° X o c 0a a)rn0 o�g "m VOc No`er' 00.0O �' �a'ami Q �' �' C0F- 6r Oo me o Cn �� O L o o o N E� 3- 3- acv- m c o - �� E} `p 3 0 �, o c p x p cmc .n oOO rc r p n ay aiO-p t N p0 LmL p)oc_ IDU �c p ,e E o o o *- rn� x ac N as •o U C� � c - a� p 0 a)�0 N acs oa O p a)00j 0 }._ rnw pp Up �U7 pp }tea) C ®i >'0c �� 0°0 c) (D Ems m3 oaN rc� cY coc O 3 7} o a� LD c o}ca� o o o�m 00 a � O UO -op - 0 Cl o Qr UO D,Ua„ � U a) 0 NC6 v vi o r: o o N ri v �ci 080HO dOl ,nrn sso Z W Z 6 6 "a Co E om n O O W N of H J uO a �■v�//� �O > oz G 00 W 0 W d°' ' o ui l� maQ o• U) uj LU LU 00 04 10 Cr 3�ZZ Z 0 O O r: O iu ” O� ww G W 01 CD p 0 � S d 0N W a m ��" LO 00 Co 0 H J W J F- O W m d USF i oe W C U Z x O Z O =1 XW u Q J yZW < Z 0 04 0 ZOoa m LAJ O U m U Ln gm Co (180HO d01 LL 3 U m= U U) _ t a)Qa O t Lpa) U +- C = N3Q° o0) c u ooh 00 m 0 3(Da 0c c ) Z' O U p Deo y o 0 C 6} O Q O a)cen c 3 �o Qo No°) o-0 Oa ►- -� 0 c-00 o p— 0 c N �d c w a) c p c r'n Q C U---� O U o N 0 0— o O� Z O� }.- c E U �� 0 0 m O O p O u+ y p 0 m° �, c- a �� °� �= 0 0 O c oe OeeON a_�> o`D`p E� Eve 7 `0 O ao o p> �-0 D c �o o N p y o .y H— N C U O— } C y 7 c C rn a) X(n O > a) a) ~� p C•y O C OL Z C O 0 0 7 N y in j C 0) w a O o U- U U y Z voog °ate Wim° z �`mEo Oho �t a .- z U 3 Q * a o) u Q a v /� 0 N W '- III D Y W X J O Q Z a 02 d d m C 0 LL Job Truss Truss Type Oty Ply jackson kce 1.6 designer. Bracing shown Is for lateral support of individual web members only. Addltionai 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, 0SB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Rocommondation available from Truss Plate Institute, $83 D'Onofrio Drive, Madison, WI53719. 14347974 281422 006 ROOF TRUSS 2 1 to tionap WOOD, STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:55 2003 Page 1 6x6 II -1-0-0 4-3-8 i r 1-0-0 4-3-8 3 Scale = 1:17.6 8.00 12 LJ 3x4 = 5 r N 4 2 2x4 11 N 1 4.00 12 3x4 4-0-0 14-3-8 4-0-0 0-3-8 Plate Offsets (X,Y): [2:0-0-13, Ede], [5:0-0-14,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 2-4 > 999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.02 2-4 >999 BCLL 5.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 191b LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 4-3-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 2=327/0-5-8, 5=204/0-3-8 Max Horz 2=231(load case 3) Max Uplift2=-73(load case 2), 5=-130(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35,2-3=83,4-5=50,3-5=-154 BOT CHORD 2-4=-28 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Bearing at joint(s) 2, 5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint 2 and 130 Ib uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard N OF C rn LCU UCT AL NO. 432 ASO 9 /STENO S /ONALE Januar ® WARNING - VerM design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Addltionai 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, 0SB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Rocommondation available from Truss Plate Institute, $83 D'Onofrio Drive, Madison, WI53719. H C :a° o 0 0 0 U c 0 ° C O c O; _ __ c I a) o C - d vi a) 70 in O a) 0 °° L) (D O 7 N C C C O a) .9 Q O H Qo� 00 0U 0E boa �� No �•°� co 0,o 3 aoCD c> `p c En�} r 0 O c° p O O 0 Q0 O c c Q N o'N y Q a 2 O U T a) t 0)` N Q- E Qi Q Q% O -° to Q Qi Q fn a) C (D U a) as o w� m 0 ? a) o� o N 'D C a) *= 0 ° t 7 'O C c a°i o E oa a`) U --00 0 a °� s o � c OL ° m Ec� _ �Om L U> Oo Er L--Q o�� m� �; �'� tea) oma- a)a o `} N m 0Q w E>> o O E a0 O O 0 U ° E O N C C OO - U� �o -0a) �� o. °' m° L� m°� o° `oE N- yo V c Lo. aa) U- -'" a) a) a) �o ) _oE -CE 0 �n0a) c�.? G) 0y oo o o rn o`a)L 0 °'�N aci aci ' ° camp o•E °Q ° mIT' c °jo -0 L) �- °�° °C Ca (D 0CL )= Opo �o "� �o� c�U N� .0(j)'O u)—th r - ()- 00 nc O O L a� ° a) cn E 3- 3_ a) m c o ° -} E} o'3 Q o c o x "O O�� o� Lc °o off' _�a'� ai0 -daa) �_° smr rnom >° �° �o Y p O a) 0) aa) a rc o o �, o m °_ c a Q -0° _c - C) c Oma- U a` Q OQ O O 2o> a)� ->'-C 'an) °a) O U: O }a) C d m E m �� ; m a)o cLi3 o nE CL 3=.y t c m c` c o cO c o o a�� a� E Q E } 7 25 O U o a° o o ?° O O U N o a ' rn° a mw � Q U o 0� 0 3 aci U N a ®0 r a N c� V O CO oz O N ch V L6 O OHOHOdOl ,n SD co r, 6 � Z WZ O H O 00 O _O 0 WN U H J 00 0 > 00 O Z N`W W O0 O _N N / m ~� M ol W ^ ol N V/ Q ?� Z Z o M 01) z O WpOf gbf O O o O ZM O H G W OM` m p cli O N 4 00 co co O J W J F- O W m d � f of W Ly Z 1- ZW u _ V y Z WZ < LL l� 0 ag W O 0 cm U N OHOHO d01 ' u m = U t a) t -O ND � U u w3Q� —a 300 ?0) rA cL a)+7` O a) a) Q O 0y Cl Uc C } O L o O -D 9 y + m - vi . N 0 0 Z C a) C w 64 � a) o w � Mn 0 c 0 0 Q Q Q Q cl O pac� 003 0C: `� cyN c- cy C U •- -- O U 0 a) Ln 00 NL E} Uo a) H W OCQ0� NO0 _C(D �� a)° ; OO Ou CZ C _oe o � c O N O °�O wc oE OQ OHcn O OD C :3 E QO o) �-° mm Q) C C to a) X w° E( F' c Q Z ° a) j q a) y y 5 C C� Q U �n C y z U�o�a�_ ° a' ~ °' c°� Tz z a� ° z c v 3 u ov N m c%i a ` g a orCt W6i ma d d r 0 VVY LL Job Truss Truss Type City ly Jackson kce 1. designer. Bracing shown Is for lateral support of Individual web 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofilo Drive, Madison, WI 53719. 14347975 281422 007 SCISSORS 1 1 (optional) WOOD STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan-0-815:12:56 2003 Page 1 -1-0-0 _ 4-2-5 7-1-8 10-0-11 14-3-0 15-3-0 r "_0 4-2-5 2-11-3 2-11-3 4-2-5 1-" 5x6 = Scale = 1:33.9 4 2x4 = 8.00 12 2x4 = 3 5 8 5x8 = N 2 6 a � ' Io 4.00 F12 4x4 4x4 7-1-8 14-3-0 7-1-8 7-1-8 Plate Offsets (X,Y): [2:0-2-4,0-1-01, [6:0-2-4,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.06 2-8 >999 M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.11 2-8 >999 BCLL 5.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.08 6 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 61 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud REACTIONS (Ib/size) 2=889/0-5-8, 6=889/0-5-8 Max Horz 2=-200(load case 2) Max Uplift2=-284(load case 4), 6=-284(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=35,2-3=-1630,3-4=-1331,4-5=-1331,5-6=-1630,6-7=35 BOT CHORD 2-8 =1336, 6-8 =1336 WEBS 4-8=1089, 3-8=-165, 5-8=-165 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 Ib uplift at joint 2 and 284 Ib uplift at joint 6. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1SH OF4SS LIU UCT AL NO. 43283 Ac 9�G/STE �S$/ONALti�'� janua.ry 8 ®WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 0 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the 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 OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofilo Drive, Madison, WI 53719. W m` m U) "� _ o := c O CL Z OE pm _ a L`a o a°)'0 w a o 0 omm C°' a)- w o� -b o`o o� O7 N -c p ai o0� y pCp �Q) pm cC 'o inp O C� �— DO 3 Qo c v� = c 0 U E `mop c m -0L �, ._ > p w+- L 0+-- c 0 U m c Qm 0 c c Q H O v"'i p mQ� O wY m p p 'm C U -_p -p E _c ° `o� �" �_ �' p cp vm"i m D N O p m m 0� 0 �� N U 0 C y m �_ L 7 c n m E Oo Om U p OQ U� rC C p� OW a) C3 Cw �- 20a) L U> O0- Er 2--Q o2- *6 ao` 0 : �m °p a)C3 -00 c �- :3 -r- rn aQ •p wE -o E H mo o '0 o me r �n m C L> N� N N �"_ j C E L O w N c m 0 c V C c CD m Ua Z) ":: U 3� O� p 0) jw� cn 0 0 > 0 0> L pN} � CD vi OC� OCm C(Dp C}E r -E 06 U NofOC . 0`U NQ xp C �d mp)tn 0 0 Oap c a) in NO y�N O�U a)m �y� 7Q 'nm Mn -0- 0N p;-- pp mC No 3- 3_ y`o 0 o _�;� E.n o0.3 pN oc �p x O L a m E '- m m c w H o 'i 0 c�� m O c -CL 0 ��} Qy m p y Qm -0 p C rnr m0 N> U - 3 o d Q m �p m Qc p N QC y Q U c� p� c Ow U 0 c Oa O`n� mp> NmU - �n Om Up U7 �O �,-m C E N p C u;� �� U `� U m m»- m C � (D m V� EO O y L c O o O c "' 0 cOc 3 o c} c E� a�' o o_ o E o o ao 0 02 c cL c 0 c� rn "0 Q = C aD0 UO a0o �p n �pQ U n afn JCp) �Q m: QOUO �� 03m ® • r r- IOM Nip ^ pp p O N M .4 L N O 080HOd01 ,n m Z ►- , W Z 0 a O co vnn h 0 F J UO O > O 0 Z OW Q NLU N U c7 u rzi u O W ►' d O p. 0 e U) 0 m� Q V� U I� O m TLULU °: 3' i ii i 0 '0 o M me? 0 Wp O O 0 .� �0 M �CN � Q� W u 0` m O Q� A� d mD a W ~ � r co ^ 0 OBJ .bd E gm W m d uF- c=0 z C ~ W U Z J C y CC W Q F _ < Z Q LL- CN to Z0° m O U 0 m U OHOHO dOl It U 3 U m= U °° t 0 as = u A Q C m C� p U N 3 Q N D C U U 0 2 0 0 cn oami m m a) C)- 6C c� O L *' o w 41 �i p O 0 Q O C N c w c} 3 N 0 p 2 0 c) 0.0 0 Q ►- O p C: O 0— 0 C �; �d c �' m c— c N Q CU--•� 0 0 UOm F 00— O 0� �. 0.am AEU �- m0 in m ern L .- U p C L p p p) W `) ag C)to 0 p m 0 m C a) Q �d m = U UC O QO 0 0> CN -0.0 C �� O a O a N Ncc'nm xrn ),gym ~' �a) pc pL Z �NNN� �N'n N=C C1. ��=-Qa)0 U— UU Q w y c C— y C O ZO * �o atn. * a- * c0) av, o� ° U u 3 c `pp Q W Ox OJ I I O Y H x Q Z o w O LU Q49 o m t/� d 5 g 0 o LL Job Truss Truss Type ty Ply Jackson kce 1. designer. Bracing shown is for lateral support of individual web 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 14347976 281422 008 ROOF TRUSS 4 1 totional) WOOD STRUCTURES BBIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:57 2003 Page 1 r1-0-0 7-6-12 15-1-8 16-1 $ 1-0-0 7-6-12 7-6-12 1-M 6x8 = Scale = 1:56.2 3 12.00 12 2 45 1;'! 4x8 = 8 7 6 4x8 = 2x4 11 3-0-0 7-6-12 12-1-8 15-1.8 i r � 3-M 4.6-12 4-6-12 3-M Plate Offsets (X,Y): [2:0-8-3,0-0-151,[4:0-8-3,0-0-151 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.11 Vert(LL) 0.01 4-6 >999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC, 0.21 Vert(TL) 0.01 1-2 >999 BCLL 5.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.01 4 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 1141b LUMBER BRACING TOP CHORD 2 X 8 SYP M 23 TOP CHORD Sheathed or 6-0-0 oc purlins. ..BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 2=704/0-4-8, 4=704/0-4-8, 8=237/0-5-8, 6=237/0-5-8 Max Horz 2=508fload case 3) Max Uplift 2=-239(load case 4), 4=-239(load case 4), 8=-101 (load case 3), 6=-88(load case 2) Max Grav 2=704f1oad case 1), 4=704fload case 1), 8=252(load case 5), 6=252(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=53,2-3=-732,3-4=-732,4-5=53 BOT CHORD 2-8=361,7-8=361,6-7=361,4-6=361 WEBS 3-7=92 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 2, 239 Ib uplift at joint 4, 101 Ib uplift at joint 8 and 88 Ib uplift at joint 6. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard "OFMq� tGd, LI U UCT AL NO. 432 o� GIST> F srONAL��` Ja ®WARNING - Veryy design parameters and READ NOTES ONTMS AND REVERSE SIDE BEFORE USE. �� O Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the 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 CST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrlo Drive, Madison, WI 53719. H o CL o L �a ac ° °cosi a) c �_ OE om - 0. t a y N a) -° a O N° O O Q� C a) } C ° a) �-� ° O ] N Qi O N p o y C o� '� a '`n o = p) m� �� 3 ao C> O j} LO U c� OO o c� aN Uc Ca a) �'N -0y in a ° w �[ N° 7° w° C- U w C U a) :3 �� a) opo �a °� �° o� wa) �=-o D° t� m O a) 'C °C n a)�—p °E -oOl 00N UO -O 0ca U.0 LC a) O- °� Np Cw �- 2o� L U> o- Er �� C3 m �3 tea) �° ° o ti a) oQ ° E }moo �E °-O 00 °° -0Q ~0 Eo me 0 O } °— V O `D c (D ° a) a) o 3� °� o f ,_°- o �' rn oma' ° °� o o ? o C3 0) � L L aa) cL cm 0a) " E C o0 C' �� °�;c `0=1 0� o Xo 0� a)°:O O o90 ho `n0 v"'i0� c�° a) �� 7Q �O_en Coy °n °� �C 0 o ,= 3— 3— w o o —mow E o 3 ° �, o c o x U.0 pa) -° n NCO a) G) a)OC Via)? �o,�„ N LON �° 0 (D a)c°� a) L) O0 UC Y U C ° UO +L- C} L o X-.� 0 -_ a •� a y a a U C} °)'+- C >' 0 y/ N m° a) L2 } O a o a) °> N ._ y N ° N ° U 7 ° O U} a) t C '0c� E� vDo m� �� a) 'D Em0 a)3 (D a) °° oa' c°C: �� c�c EES cad o -co ao Eoo a° �yg cc} 00 0 °' oU a o U o F o° ° �? D o a Om a a w � rn° a mw � Q 0 o on in 3 a) U a) a ® r LL 0 N ch Iq to 16 I.Z 00 Oz O N ch OblOHO d01 S� CD r� F z WZ_ c' N 0 co 0 _O NOl 0 3 = Q (n00 0 > 00 o ? u\\cn u CC ee = O d U N U O 0 W ►-�- O' O00 F d 'Cf CYco LU ct� FN ¢i ZZ i aw LU p Cl) 00 00 ? O ° LU as m 0 — 10 ' Uvziu ag Cf)M O H y C H ,� m O' O O ^` am chus W oo U `n 00 00 LU go IlL ^W 0 0 N J W .6d ~ ~ 1. -LL, 0 v O=0 Z p. C <Cy Z T N Z u+ Q m O U N C14to O a u� O m U cn (180HO dOl ' ' a LL 3 u m = U m _ t a) a �c ° t L U N _ V y .Ln3Q o ° c o m ° o CAP H a)W_O a) O ocr U.CZ c �moN O 0 3 o °D o a0 c a)o y ° O C ° Q— ° C vi d C N C° C y Q �) y U ° a) y ~ ° : L E;= v ° �� c in p c C3 ° W a)c°°° ��a) COO- t— a)—,n U° UC } rn to V d :.- O Cn ° CC _° C C_ O 2-0 > O o E w E V C 7 ° 0 a o 0 o > -0 T1 — c '° � ° nWn` o cnn` la) Q cn h — X y l E^ U F Q `�'n N y a) C C N N ° >�� N a) C• ° C °-C Z C N a) N a) y ti 7 C pt _ _a N O U U U H Z U�oaT °a o �z = a) E o 0° o at ,- a � � z ° 3 Q 0 * * a0 u .�Q u � 75 N � m O III X < z LU Ct c� d 393 1 � 5 g m r 0 LL Job Truss Truss Type Qty Ply Jackson kce 1.6 14347977 281422 009 FINK 2 1 10tionaq WOOD'STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 20 2 MiTek Industries, Inc. Wed Jan 08 15:12:57 2003 Page 1 -�-0-0 4-1-2 12-0-0 19-10-14 24-M 25-0-0 1-0-0 4-1-2 7-10-14 7-10-14 4-1-2 1-0-0 5x8 = Scale = 1:84.3 5 12.00 12 4x6 46 \\ 4 6 2x4 \\ 2x4 3 7 a R sI6 6 0 4x6 = 12 „ 10 46 = 3x4 = 46 = 3x4 = 7-2-0 16-10-0 24-M i 7-2-0 9-7-15 7-2-0 Plate Offsets MY): [2:0-3-10,0-2-01, [7:0-0-0,0-0-01, [8:0-3-10,0-2-01,[10:-0-0,0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.06 10-12 >999 M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 10-12 >999 BCLL 5.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 8 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 151 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. .,BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud *Except* WEBS 1 Row at midpt 5-12,5-10 5-12 2 X 4 SPF 1650F 1.5E, 5-10 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 2=1445/0-5-8,8=1445/0-5-8 Max Horz 2=-772(load case 2) Max Uplift2=-423(load case 4), 8=-423(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=48, 2-3=-1593, 3-4=-1427, 4-5=-1209, 5-6=-1209, 6-7=-1427, 7-8=-1593, 8-9=48 BOT CHORD 2-12=1021, 11-12=664, 10-11=664, 8-10=1021 WEBS 3-12=-277, 5-12=523, 5-10=523, 7-10=-277 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 Ib uplift at joint 2 and 423 Ib uplift at joint 8. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard LAN OFS Sq�,y O��y4B' LIU `3 T AL NO. 43283 109�c O'/STEL FSSfONALG\ Januar 8 20 A WARMNG - VerVy design parameters and READ NOTES ON TMS AND REVERSE SIDS 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 to be � Installed and boded vertically. Applicability of design parameters 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 responsibility of the 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 OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Reeommondatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. H OC w � Q. Oa L U� Uc O aa) N c O •- co E om ra a°) -o no a o 0o g°'m �_� N o� L °'— O N "- c 0 c c a) c} 0�� 0: •y c � mp c 3 Oc p) N O O O N p N C �D •� Cr o c DO N a0 c O> - n LU UE c0 �Op,-O N �� a0) UC ca w p'N 0 �Oa O w e N� p FO c -II E N O� �•`- N O p y 0 }� N OD o 0 a) 0) N O "O L 7 10 'C C n +�- a)— 0E OO, o a) Up0 pQ UD Lc 6C C) 0a) Ea C p N L p Q O E.- L ND O v�� t N 3 a) N } N O} 0 0 O V > ? (D o¢ -�= O }� E 5�0` OE °O Oo o° wo Ems - 0 0 O -b ;b -a a) �� ° O o y C p o 0 p E N O a) c U O� L N N -0 N N- o !� V c a`°'i- m cu �0 a)-oOo� °E +� Nrn.7cm o°' O0 2> uo rn - °L 0 X p O -] C O Q� O C p�q 3 L w •L D C»- c a) m»- E c o .0- �� c°? 3 ° x D V Oa) 0 0� N N} c 0 c=0 0E O U ON 70 ° -0O Oa a)rn� 0n0 `�aci `�° °�v a) na)aa) �a N to L .= o- a)c Q o a) �E� 3-_ 3� a)oa) �cp o - !t-.. E} �o`3 a�13 N °oc oD'- _ LL 0 0 (D -0 D m 0 a) a) `m O c m% N o N O o a) O N o L m0 a) Q m a) o L� Y ai U O)0 E 0 0° p a p `L" 0 x-0 d arc f as p 0 UCO O U c 0- U a , p 0C O O Qc N 0c`m E - a)pc �� O �� D �-° �c a)a)O L0 E0N oo ON o�m No N U} 0 �� a).0 N acn E 0 U w 3 D—'0 U) Q aN ) C N c c Q C N� U. Ca- C ED C Do- o 0 0 O E O 0 aQ 0 N N c cL U z p) LD) M O a.QO 5 o 5? 0� o a U y a dLw C ° a m°w :¢ U o 0 3 a) U a ® 0 r D �i ri v vi o ,� ao 0 0 Ci m v ori Q 080HO d01 PAM n s� co r� � Z W Z 0 N O co MM 00 W H U F J H �, 0 0 0 > 00 0 ? WWdw W m 0 N N u r� V' O W H 0 O. U O` O IMMd �Y K d f� C') ol 1:14 cc J O Z Z ol p0 00 p LU 00 � 00 O �W = M O N C ag W O` m Q m o W o U e r g ^, a 00 co m W N J J F- O W m d i oe u s' G O Z O C Ztoto I W u Q ��_ z Q L ° CN to C 0. W 0 O m U GHOHO d01 ' 3 u co t U m _ t N Q ° t 0 N 3 0 o } V N Cl a) 0 c u O U o a) O•- C - }OL D y m Lvit NO .00 o c o) c a) c 3 a) o o N`_o c o13 o a 0 C� ° o— p c 6 � d c N a) C— C y rQ- OU(DN p OO� �� 000 Q� p.. L E v o c ) »- N W C:C: N cOa N 00 O0) O d V N ce occDy `oco� `O Ew E C �� 0 QO O Q cj— _0 DDS � c O`O O O N 0 oEn 'AccNa) c Ea)a) Fc �cNN �O �D Xfn0 >- ' a) C- oL Z C N N N j A N N N S C Ci _ "= a N O Mn uww TU +- U U U a y)= ° aw L 0 C v L O N V V 0 _0 L 0 0* \ * * O az Sao ° u 5 3 ^ U .bd Q C CQ u N (I �u� m O c ` N X Q 2 a Q (LU ~ Q Ct � m 0 LL Job Truss Truss Type City Ply jackson kce 1.6 281422 100 GIRDER 2 2 14347978 (optional) WOOD'STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:58 2003 Page 1 ►-0 p 10-M 20-M 28-7-12 35-104 40-M 1-0-0 10-0-0 10-0-0 8-7-12 7-2-8 4-1-12 5x6 11 Scale = 1:88.1 8.00 F12 5 4x8 4x8 4x12 4x6 �i 6 4 7 3 13 4x12 Q 8x8 = 8 Q? 12 14 10x10 9 v % 4.00 F12 a 12 8x8 11 I� 10 4x8 % 5x8 M11201-lzz� 5x10 3x4 11 10-M 20-M 28-7-12 35-10-4 40-M 10-M 10-M 8-7-12 7-2-8 4-1-12 Plate Offsets MY): [14:0-4-0,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.47 12-13 >999 M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.68 12-13 >698 M1120H 148/108 BCLL 5.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.63 9 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 447 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 4-8-2 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E "Except' 3-14 2 X 4 SPF -S Stud, 8-10 2 X 10 SYP M 23 7-12 2 X 10 SYP M 23, 8-12 2 X 4 SPF -S Stud REACTIONS (Ib/size) 9=4665/0-5-8, 2=3094/0-5-8 Max Horz 2=541(load case 3) Max Uplift9=-872(load case 4), 2=-747(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=41, 2-3=-8628, 3-4=-6804, 4-5=-6573, 5-6=-6407, 6-7=-6769, 7-8=-12148, 8-9=-13261 BOT CHORD 2-14=7338, 13-14=7335, 12-13=10486, 11-12=11268, 10-11 =11206, 9-10=11164 WEBS 3-14=326, 3-13=-1445, 5-13=6497, 7-13=-4474, 8-10=386, 7-12=2482, 8-12=-728 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M1120 plates unless otherwise indicated. 4) Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 872 Ib uplift at joint 9 and 747 Ib uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) 2 -ply truss to be connected together with 1 Od Common(. 1 48"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 10 - 2 rows at 0-9-0 oc. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 2000.0Ib down and 256.91b up at 28-7-12, and 500.01b down and 64.21b u at 35-10-4 on bottom chord. Design for unspecified connection(s) is delegated to the building �H OF p MAgsq designer. q�1* fi LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 LIU Uniform Loads (plf) UCT AL Vert: 1-5=-84.0, 5-7=-84.0, 7-8=-174.0, 8-9=-84.0, 2-13=-30.0, 9-13=-30.0 NO 43283 Concentrated Loads (lb) Vert: 10=-500.0 12=-2000.0cfr'/SSEQ� /OPiAt r - ®WARNING - VerVy design pamrrsetem and READ NOTES GN THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with M11ek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss � designer. Bracing shown is for lateral support of Individual web members only. Add"lonal 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult GST -88 OualRy Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI $3719. MiTek® Gf m a �.. �Do c o �o- p, o L cLi° �c 0 oa) a c o O _ ca E aa) as °3 °° `m - o�� c°' �} �, o� a) a -y a) a) -0�� oo ° O� Nc Sc a)-0 Cy c 3 °p y ° o c °° sQ °E c° `) C3 ca) -0° am �� DO W 00 ��, e- U:O)a)a C U_O Nw o)- a0 Eo) o� O° �"' NN :3 �0 pm wa-0 a -� as 5° a)� opo o : w oc �rn (D L� _ �� ° a E �•C -ac n a0 0E 00 ��Q) 0Qa OCQ U� rC QC a} 00) a Cw b-- ?°� °) 0Q> �� E-0 Edo of ao yo o0 �� Eo me C (� O C naC `Q L5- ami° maoi ° ? Uw of a)° -N a)0'O a" 0c WQ v° a p�q 3 y L ��- °r °a) °a) N E cE o .0- c aC O73 o° x c_ 0 a X010 O 0-0.9 � N y� y O� 00� OU �� b H a � a a' � An c 0z Q w 10 N a� O N 'C O L Q a a mE� 3- 3_ (D a) c3 c: a _�� E} �o`3 a� oc 0 �-0 x `� O °�� Q a U r c r ° o a°" - aN aim ° m o ° r o)L mo ° ° 0 Q) a) ma QQ O a O a' Nva O N V dC N in O p O U V O ° V 7 0 0 0- (D O c •�_- //11�� °-o E a0C 2 °� �� c aa�� L� Ear, oat ON oma ul c� -> p c .- (D U-- o N� N.0 N aa) E o U w 3 �- O U> 0 a� L c m c" c 0 O 0 y 7� ado Uo a�0 �O �?� �O� U!�aay �ca) oQ m QUO 0� o3N Um O' ® O r Lam C CV M V � O n � P O Q 4HOHOdOl z W Z H O 0o E V en n O W N P F J H UO 0 > m o z W W O N N U c7 v! m = m< �` Q L Iq U W G a: O ZZ i LLI ZD 13 ol CN 00 0 � 0co C14 000 ? H' O uWc m Cl) O Cl) = zm 00 < Q U p. O O •/�� a0z fn ' N W W Q CD 00 CO H J F- O n W m d oh-H dw UAo I- i Lr ~ W Z J NZ W - Z a: o C)O U 1� O m gm W O co U (n Id aHOHO dol ' ' 3 u co co = U U) _ t CL C: O t LUa _V in 3: a)°) C .0 ao0 a0 y m .3 c)°gn .. a as a� ccn t Cl L o�� ° o L �} (D :o o 0 -- w0 wa 0 c c y c 3 a� o ° o N`_o o� o a ° C O D_ C) C y C W a c p c y o0� a -9 a) �� 00- o0 oy L E} U a C L a -- o a) `u C) C: a�� CN° *6 F6 a�= UO UC 00 ce Qcc�y Oco> O E UC �� O ao 0 0 > c�� °a 05 �� o 0 G N C C y a X h a b a a �' a) C Q CNN j N �n C p1 V=pNO aL y a E E 0 U a En Ln (IC c o O '\ a)y ac O 0_0Z a�°auO* 'ar 5 0 3 v► a 0 (I N d x m N 4c ZMIT LU a Q I `~ o J � J W o cn d d g m C 0 Job Truss Truss Type QtY Ply /ackson kce 1. 281422 200 ROOF TRUSS 1 3 14347979 (optional) WOOD S1RUCTUhES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:12:59 2003 Page 1 6-1-4 12-M 17-10-12 24-0-0 6-1-4 5-10-12 5x8 II 5-10-12 6-1-4 Scale = 1:82.9 12.00 12 4 4x6 4x6 \\ 48 3 5 4x8 \\ 2 6 1 7 � I 0 6 6x8 = 10 9 8 6x8 = 5x14 I 10x10 = 5x14 II 6-1-4 12-M 17-10-12 24-M i 6-1-4 5-10-12 5-10-12 6-1-4 Plate Offsets (X,Y): [1:0-8-1,0=0-91,[7:0-8-1,0-0-91,[9:0-5-0,0-6-01 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.15 9-10 >999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.21 9-10 >999 BCLL 5.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.05 7 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 557 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 8 SYP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* 2-10 2 X 4 SYP No.2, 6-8 2 X 4 SYP No.2 REACTIONS (Ib/size) 1 =13937/0-5-8, 7 =1 3937/0-5-8 Max Horz 1=364(load case 3) Max Upliftl=-1872(load case 4), 7=-1872(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-14903,2-3=-9874,3-4=-9733,4-5=-9733,5-6=-9874,6-7=-14903 BOT CHORD 1-10=10090,9-10=10109,8-9=10109,7-8=10090 WEBS 2-10=7103, 2-9=-4614, 4-9=1 3541, 6-9=-4614, 6-8=7103 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1872 Ib uplift at joint 1 and 1872 Ib uplift at joint 7. 4► This truss has been designed with ANSI/TPI 1-1995 criteria. 5) 3 -ply truss to be connected together with 1 Od Common(. 1 48"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0-5-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-42.0, 4-7=-42.0, 1-7=-1142.0 IHOF S C �+ rv� j LIU SiUCT AL NO. 43283 Aga �FG/STE� FF$IONALN�'�� ®{YARNING - Veryy design parameters and READ NOTES ON T137S AND REVERSE SIDE 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labrloation, quality control, storage, delivery, erection and bracing, consult GST -88 Guairly Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommondatlon ovollable from Truss Plate Institute, 593 D'Onofrlo Drive, Madison, WI 53719. MiTek® d1 a� o cn _� 6 c p CL L Lp UC O pa) V a) c 0 0 o _ . c a) E ° a) _ a Lai api °p'° a� mo 00 °oo �� a)- c °� o0 •-c c ca) cam- D-- oU we —rn O)� c 3 ac 0) `o m y p p o o c `o-° c ° 5- c 0 rno y o c G1 0 _�_ C> C cEn —ncn 0 UE C° pt° a)� aQ UC cQ. a) Oy �y . �+ 0)N Q. ° ?O U �� D)� h�°O EO) p p °� a) �' a) Ca) -p ° .� Y a) -° 7 p H O C.-_ -p C H N O C •- N 7 �n 4) O C% a)QN O "-O n a) 0�0 'o— a)- -pQ p) HQ ''o �� L7 .Q 'C o o E 'oa 'o o u� ) o o- a)� L c c cL o Q c� ul C:�O� �> o° Er r-.0 °� a`o 03 �a) °o �� o ci U ' °Q �- �� t� � pE y oo p pp Eo a)c 5 A C �n a) c L _? a) + a) a) a) + — j — a) E } N fn N_ C a) O a) -0 oO C j p U ./! (� 0 o o o:� o 3� SOD -0c p om � � yc oo }> pq 3 i o o a)C) �; c m c °' ° a) D c` E p E o Q o m y� o'; ) N Q CD X o c V 0� N°)O ` 0Dp _,,,a) in Q �� Op� a)� �oN 7Q, NNo Oot B? pp- a)C p b.M0 O 3— 3 C rn O c'� O N p _mow •p p y vNi C ° �U = L a- o a) 0 o a) p C� y E� 0` 3 �, `o LL 0 O Q O U L C L L O d `� Q y a) ,- L a) N U 0 L L p > OU O E p O } p �,} x� �„ QC �' Qa U U C� C w f2� d ai O)° Oa O ° No° oa)o >.- o'v, Oa) O bU7 OO —} ) OC A Hca) E m�� °'� �� c a)a)o Lp Eo0 oo� o� opo �O 0� 3 �} c'0 CD o c} c E� c a� o� o o E o II o o am o cL_ c o cL p) an0 UO a0p �° >>.° Bpd. U!�a dy SCO) �Oa mw7 QUO 0� �3a) Ua) O' ® r r LL N ch V O n 00 O C5 N M �fj O GHOHOd01 N S� f� r Z WZ_ 0 rn O O° PM 10 y O3 ol uo 0 > m o z W W O N N U u 0 W `'' r d Q, 0 Q. �` m = Q Q L6V n U i V/ a: ?i Z Z 00 O M 0rl 00 1 O 09 0 6 v ■� U zM O� HM. W m 0 00 CL m OAC y W aq a 00 I1- 6U- 00 00 0 y u W J ^^ H 0� W m d .fid u r oe u '' 0i0 Z r W V yz40 W 2 0 z < L N =0ere m 0 U p m U Ln 3 u 0= U 00 allOHOdOico cn t 2a o v 5 ai Qc o r� m u �•3Q o o c a o o p o o' CD a 07.9 6In p L O +L- L vi c a) O O O O 0 90 0 c�3 a)o �o -o°) on oa } mm oo- o o�- z °0a)Ln 0EU °ro c 1 c oEn � oo) W o C) -C o°�, cola o°c, °� �c }may d �.- oe occ0 a) Qt`Q E.: EQC °� °`p G N C C w N X to O E N ' Ccli Z ca)mm� Vaiy I c= w�°O O'- o� y a a)EEpU o°: �Q v a)L y O o �t z U oo ate', U- CL °' U �z Cl o z c o c 3 0 0 x CL 0) u- - a `vv a u0 N �f m � I( vY " x a z I LL. Q ID ��" Q o CL * d S to C Job russ Truss Type ty Ply Jackson kce 1.6 14347980 281422 500 KINGPOST 1 1 (optional) WOOD STRUCTU ES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:00 2003 Page 1 11-1-0 22-2-0 i 11-1-0 11-1-0 4x4 = Scale = 1:71.4 4 2x4 11 2x4 11 12.00 12 3 5 2x4 11 2x4 II 2 6 1 7 0 9 3x4 12 11 10 9 8 3x4 \\ 2x4 I I 2x4 11 5x6 = 2x4 11 2x4 11 22-2-0 22-2-0 Plate Offsets (X,Y): [10:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.01 7 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 90 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. .BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud *Except* WEBS 1 Row at midpt 4-10 4-10 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 1 =168/22-2-0, 10=335/22-2-0, 7=168/22-2-0, 11 =462/22-2-0, 12=428/22-2-0, 9=462/22-2-0, 8=428/22-2-0 Max Hoz 1=-638(load case 2) Max Upliftl=-233(load case 2), 7=-124(load case 3), 11=-342(load case 3), 12=-291 (load case 4), 9=-340(load case 2), 8=-291 (load case 4) Max Grav 1=398fload case 3), 10=335(load case 1), 7=288(load case 2), 11=481(load case 5), 12=428(load case 1), 9=481 (load case 6), 8=428(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=18,2-3=-200,3-4=-204,4-5=-204,5-6=-200,6-7=-146 BOT CHORD 1-12=60,11-12=60,10-11=60,9-10=60,8-9=60,7-8=60 WEBS 4-10=-216, 3-11 =-342, 2-12=-307, 5-9=-342, 6-8=-307 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint 1, 124 Ib uplift at joint 7, 342 Ib uplift at joint 11, 291 Ib uplift at joint 12, 340 Ib uplift at joint 9 and 291 Ib uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard (tt OF 1i2gS LIU UCT AL NO. 43283 Afr6/STERq �S"10NAL 1 Januar 8 2 ®WARNING - VeWy design parameters and READ NOTES ONTMS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mliek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsiblllty of the 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 OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. H _ Cc Q o c w 0. a r L Q o Qa)° ° c o O o ° �c �_ c o E Q a) IL L �vi a) p� Q� L4 c +� O O O �U� C Cl) N p�� C QQ pa) pE v,C �0� �� -0 c yQ j.� c� D10 y a0 C 7 c> fn- -C p U} C Q Q. 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N c7 Niap p p O N ch IV O OdOHOd01 U, S� r4 � Z W Z O N O 00 V WN U O J a are O cv N � chLU ® ®u � ` 1O� IBM u "1 O 1.- d p. ol L6 co cliLO> O0 7 Iq y LU y Cl) QQ 80 OIQ 1— O J Cb0 O W n i`5rG zi x d V 1� F Ix U 0 Z O C Z~ W U Q J N O OC W F S LU Z Q L.L CV _ ZO09 °° O C� p m U cU-n 080HO dOl ' O 3 U o° = U m co _ t a) ! ° t LUN U Mn a o a) U c= � »- U N3Q a)Q� C C -Qo0 QO 3 U � -� 7 oa) m m a)Q ac c4 }oro o -0D � wm �c a)o .o `o Z a) c w c w °' a) o p N`_o c o� o a O -Qc-0 003 oC� �d cw(D cp cy cc- o o uoa) mm oo- o o�- 070 DE.9 ��o 0 c r oma' o� W°oo°m �mQ m°_ °o °c oc ocCN 5co> ��O E EUc 07 �� O _aoop> N� PQ-9 Ec �_'Qo yo (n a) z a)C[ to a) XmQ -O F' pc.'�' Qc OL Z a) m in C CI w a U — U U n a)rn c H Z Uooat'. °a' Wim° �z zap° z c c `oo Q NV 00 J pY y x J `LU �m Q Z a Oxm VINC 0 Job Truss Truss Type Qty Ply jackson kce 1. 14347981 281422 501 KINGPOST 1 1 (optional) WOOD STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:00 2003 Page 1 9-9-0 19-6-0 1 9-9-0 9-9-0 44 = Scale = 1:62.8 4 2x4 I I \\2x, 12.00 12 11 3 5 2x4 11 2x4 11 2 6 7 1 0 0 3x4 12 11 10 9 8 3x4 \\ 2x4 11 2x4 11 5x6 = 2x4 11 2x4 11 1 19-6-0 i 19-M Plate Offsets (X,Y): [10:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 7 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 76 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud "Except` WEBS 1 Row at midpt 4-10 4-10 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 1 =59/19-6-0, 10=330/19-6-0, 7=59/19-6-0, 11 =470/19-6-0, 12=381/19-6-0, 9=470/19-6-0, 8=381/19-6-0 Max Harz 1=-559(load case 2) Max Upliftl=-239(load case 2), 7=-143(load case 3), 11=-348(load case 3), 12=-259(load case 4), 9=-346(load case 2), 8=-259(load case 4) Max Grav 1=408(load case 3), 10=330(load case 1), 7=312(load case 2), 11=488(load case 5), 12=381(load case 1), 9=488(load case 6), 8 = 381 (load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5,2-3=-199,3-4=-205,4-5=-205,5-6=-199,6-7=-80 BOT CHORD 1-12=60,11-12=60,10-11=60,9-10=60,8-9=60,7-8=60 WEBS 4-10=-212, 3-11 =-345, 2-12=-288, 5-9=-345, 6-8=-288 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 1, 143 Ib uplift at joint 7, 348 Ib uplift at joint 11, 259 Ib uplift at joint 12, 346 Ib uplift at joint 9 and 259 Ib uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard N OF A2Q,Ssq� C LIU UC—TT AL NO. 432 /STi ,10NAL�' January 8 2003 ®WARMNO - Verify design parameters and READ NOTES ON TIUS AND REVERSE SIDE 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 to be � Installed and loaded vertically. Applloabil8y of design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance Hndlilistorage, erection bracing, t5nrDBracing Specification, and HIB•91 dng Ins alng and Bracing Recommendation aailble fromTruss PlateInsstitue583 D'Oofillo Dive, Madison. 53719. MiTek® d1 `N c �c ° c a ° �' o L U° �c °c 2 E rN Z. Gam. -C Q a �-a cn a� N O 0(D N C N aim w 0 a) � L b— ° »-c C OO u O7 n�C Sc w _aa a c c� U) p 0 C a s O U p E w C O� .0 "' a C a)O w QCp c }> o h- L U := C o a s N o Q N U C C Q N O H ui baa rn ?Oc �� ?p rnp u-�° Ec) a- o� �m �2 _w- -a) ca) (D(D° p" �° = °�, opo °� N' ap a) U) a) c y N o E 'pa N (D ° O-0 o u� t c p `O E Q c� 2°� m 0Q °° E� }�=E °moo of a`0 03 �0 .0N Oa No -ao ti pq _ _ _ E c V 0 v U C �- -o:p -O a) a ] °ter- U 7 N O LLn N p o a p E N "-' O �_ V O - m a j o" o c N 3' ,'_ 0n c o 0) .�� a) p c o o o - o 0) 3 i ON.L- o a)avi c CN O O C E OE °6 n.cU NvyiC `0 3 O° Q N C_ o G1 �cp cNc °'c °'� a7N -° NN'0 ya NN fop �7 H CL Na)— 099 N 0C to O'' ��U N� n .a) 7(I co 0 - fA a �C o O L Q a N cn E 3- 3_ Nom- a) c o o -�E E} `0 S a c o c "o °�� Pa)° Lc Lro E .? °ate, aim rim a° ter (D U- ;° �° °� O 0 a) 0)0 a� — a cn: x� a H N QC "' ap U C} o»= C o U O p O Q O a a) a N N �- �n O N V O U 7 O }} o L C ti: oc ac N U -0 U }C NN L E ONS 0 7N w0 3 p o�3 0r ��° c cE� cQ� a -Ca �o E00 ao =am cLicL c0 Ern E a�oU0CLoa�a:?°�aaU"QayJ�rn°-m°w QUOo°03mUa`) a ® a r r LOL CV cM V O r< pp p O CV ch V uj O 4dOHOdOl MPM �D co W OZ Z O OW N 0 ,3 z Q W W m 0 N N CT C6 U rl, Nppqq�� L7 °� laud W 01 o di C Cl) L6U) w Ly ^ CTLi) 00 C1410 N V/ a:3 W z 2O 0O p C')coo F� ' 6 ■� 0 zM oO C-) y �W (T Co CT cli O OLO y W W J 0.7 Cb Cb o y � F- W m d U�� i of W C u Z~o Z 0Lu _ iy Ot LU Gj Q _J y Z W Z C14to 0oe� W 00 co m U Sn adOHOdOi U. 3 u co = U U) t as o0 5 aiaaa ° -o a) }u 3Q N C C O a 0 0 S a C a DO CNa N 6 2U QE N NQ 9 p 0 t O N,QZ}pLp vi -a N O c 0n O Q a C C w N C C -0 °— °o0 °omE a� a) Wo�� C3 0) (D s 0 d 7 - O-0 _ oc accD�; o=> O �� EUC 07 0a Oo QO CA)O p> N� U E E*- G O O N 7 � � N C C w N C O +C. xfna >" NC Z c N N N j �•N N y j C Cl__ w QN p 0.0 aL U H a U oar': °a' Leo `� N`NE" ��0 t3 z ��0 z �Q�° z �° S3 0 0 a6 u Q `vaa U (9 N m ° x a z2w I -i LU F, MUM �� a a c� d d g m C Q Job Truss Truss Type Qty P y jac son ice 1.6 14347982 281422 502 KINGPOST 1 1 (optional) WOOD STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan -68-15:13:01 2003 Page 1 8-5-0 16-10-0 8-5-0 8-5-0 4x4 = State = 1:54.2 3 12.00 FIT 2x4 II 2x4 11 2 4 5 1 g g 3x4 // 8 7 6 3x4 O 2x4 11 5x6 = 2x4 11 16-10-0 16-10-0 Plate Offsets MY): [7:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min 1/defl = 360 Weight: 62 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud 'Except` 3-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 1 =241/16-10-0, 7=307/16-10-0, 5=241/16-10-0, 8=527/16-10-0, 6=527/16-10-0 Max Horz 1=-480(load case 2) Max Uplift1=-148(load case 2), 5=-65(load case 3), 8=-380(load case 3), 6=-379(load case 2) Max Grav 1=241(load case 1), 7=307(1oad case 1), 5=241(load case 1), 8=542(load case 5), 6=542(1oad case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-188,2-3=-204,3-4=-204,4-5=-188 BOT CHORD 1-8=57,7-8=57,6-7=57,5-6=57 WEBS 3-7=-208, 2-8=-366, 4-6=-366 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 1, 65 Ib uplift at joint 5, 380 Ib uplift at joint 8 and 379 Ib uplift at joint 6. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ,4SN OF Mqs LIU UCT AL NO. 43283 A�O� SFO/STEgE�`�� Fye"/OVAL E% -January 8,2Q03 ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 to be � Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, Wl53719. y t' c moo O �- a L L UC O OU N �"" 0 -. �- _ c o E o o _ O 0. La - -a� 00 00 ai} y '- �7 �-0 O 7 N C 6 C1 0oa� N p0 oa) 0E �c �0O '�� yo j0) co O)o 3 a0 `o C L p U- C O �— 0 0 a0 C c Q a) `0 N V maQ m -� �� j6 -�O Cop Ec N O� �" �; N c: a) N >_ O w�[ O N� _ O� p �'= O D �n O -_ O O L 7 .p 'C C N N 0 E op ) N a) U �� C U� O C - C o- O N N 0 C� O- L 0j o0 Er L-.0 0� 0a o ; -(D »-a) °D -0o v 5 > a, 0) oQ �r=E }�0 0E Q0 �O oU oo E0 me U.- �= �o L� U� o L o ON of �- No V/ O C N Nc 6 L N�� N U a� 3-p D O O E +L- " �C W O N O O O U p V/ V y .0 0 7 0c c X o a� 0 y >�E O c � � C Uy 0� 3 O =- a) a X O c C y �a a)o) 0Do �'m �'O Via°' C: �� bay' -a) �a -".- ��c C3 �a o O L QN O a� a, E a 3- 3_ o 0 0 C o o -,-� E} `o 3 0 o c o U. 0 o0-0 _ a)0 C c C -o c (D � 0 y ai U r aa) a0i o0 °c 6a) mom (D ° �-O �c � U'0c E a-00 }� �� aTo Q.- a� yaa 0 Uc} � c >w 'ate ° d O Q� N m0 N acs O Q O 0 0 0> O U- `� `� O O 'F) O U 7 O O }� O O c •- 70c E a�0� �� `v'30U �c c `ma�o L� EDy oar` ON o�m No �p ->oC �� U� o m� o.0-- may Ea�U 03 --0 0:> 0aa, Lcm CY Coc a�� d 7 Q 7 3 0 0+ C.- C j D C Q� O OL j O D O p "' C C O C O O O 0 0 a `! o U o o ._0 0 �_ 0 a U N a a �, J C O) f- a CO Q U O O n o 3 m U ® LLL CV M V U5 CO c ; O r (V V5 tt U O adOHO d01 AM z WZ O 0 � � � O H Ol CtW W OC O N N 2` C'7 lululu O W d � o` °: O 1� ,L m a � d% CL O Z Z 2 G '0 C? Ol CN w LU 00 M Z 000 O cl m 0� w� W 0' m 01 C9 u OCN O 0- m H W W 1-. -45 Cb �- Lr)ag r, r, O O J' .j F- W "m d =0 Z � C H Z Lu a dw W = 0 Z LL_ N ZOO m O U m U N " O W �a� 3 u m = m adOHOd01 t 3Q ° a� 0) c o o 0 0 `� �� 2 C 3 0 O j Oi n a� � 0 a� } m O a) c 5� 'oro o -0D i o c� amo .00 O c�cy c 3 �o Qo �o°� 0-0 0a 1- C-0 c C CUp 00 O O�y D�O U 0'°Eu Fo C C oOO> W 0 O U N C N Q O y U U.9 oc o c c-0 N p- > O`O O E+ E u c 0 j O O QO O o> N^ O �-0 U O C �� O CD O N N C C (n W X to o ? a) F' C 6 U z Cm00 tea) cn c v)_ Ramo U-- oC V� a a,EEou oo Lao ma) 0 N O o '0t Z u�oa�_ �a.� ��U �z ACL - z.90 s3 0 O a0 u U oo a � I R4am y X a Z a I I Q ��" Q o a LU d s d m C 0 Job Truss Truss ype Qty Ply Jackson kce 1. 14347983 281422 503 KINGPOST 1 1 �(optional) WOOD''STRUCTIAES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:02 2003 Page 1 7-1-0 14-2-0 7-1-0 7-1-0 4x4 = Scale = 1:45.7 3 12.00 Fl2 2x4 11 2x4 r 11 2 4 5 t v v O Q a o 3x4 8 7 6 3x4 2x4 11 2x4 11 2x4 11 14-2-0 14-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.19 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 49 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-O.oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 1 =190/14-2-0, 5=190/14-2-0, 7=312/14-2-0, 8=424/14-2-0, 6=424/14-2-0 Max Horz 1=401(load case 3) Max Upliftl=-144(load case 2), 5=-84(load case 3), 8=-322(load case 3), 6=-320(load case 2) Max Grav 1=220(load case 3), 5=190(load case 1►, 7=312(load case 1), 8=445(load case 5), 6=445(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-176,2-3=-227,3-4=-227,4-5=-176 BOT CHORD 1-8=80,7-8=80,6-7=80,5-6=80 WEBS 3-7=-190, 2-8=-303, 4-6=-303 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 1, 84 Ib uplift at joint 5, 322 Ib uplift at joint 8 and 320 Ib uplift at joint 6. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard "OF MAgsq LIU UC—TT AL NO. 43283 A�dr FFG/STE-tib ��tk /ONALE�'� Ja ® WARNi7HG - VerVy design pamsneters and READ NOTES ON THIS AND REVERSE SME 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 to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is dor lateral support of Individual web 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Rsoommendatlon available from Truss Plate Institute, 583 D'Onoftio Drive, Madison, WI 53719. iTe k® y Cc: a) O � � d c 0 O •- 0 p U Uo 3. 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A l 11 0 LU m N Wa m Q v0 c0 00 ^ O5W as d .bd VP r= f of U Zom~ O Z p O� W U N Z W Z C) O U p O � m U N <� 3 U m 080HO dOl U m= _ t a) a �c O t L N U 0.a o u mac= •-v N �¢ j a) y �_ O a O p _ 3 7 y Lw O O }C t E OyL N U C }O 0 -9 y +m _a 00 Z COC C0. +O a)O „D, V y0C On 00. a �� o 0 3 `a c i �d c �' o c— c o�mL �Eo �U.o� �m ooL oa) orn W y Q a a) O O C a) O- d a) of = U O U C O oc o c cb �; 0> `o E E U c o� ° o Oo n o 0 0 N- a E �*- F o �� o �� N C C H N x (n O N ' o C o C aL zQ Eoomg �(1)cn y�c 0) `�QOO u'- 0a H U oo ate'; ° a L a0 0 O N U o 'a -C Z �-°)0 Z �a° z Co C3 p * * a a� u � u `vo a IILu N 49c a I LU U. a aAW 6 V1 d d g m c O LL Job Truss Truss Type Qty y jackson kce 1.6 14347984 281422 504 KINGPOST 1 1 (optional) WOOD STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:02 2003 Page 1 5-9-0 11.6-0 5-9-0 5-9.0 4x4 = Scale = 1:37.1 3 12.00 12 2x4 11 2x4 11 2 4 5 tLi 71 H1 U qc7 S d 3x4 // 8 7 6 3x4 \\ 2x4 11 2x4 11 2x4 11 11-6-0 i 11-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.19 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 38 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 1 =86/11-6-0, 5=86/11-6-0, 7=319/11-6-0, 8=373/11-6-0, 6=373/11-6-0 Max Horz 1=-322(load case 2) Max Upliftl=-169(load case 2), 5=-121(load case 3), 8=-304(load case 3), 6=-302(load case 2) Max Grav 1=243(load case 3), 5=195(load case 2), 7=319(load case 1), 8=404(load case 5), 6=404(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-115,2-3=-229,3-4=-229,4-5=-115 BOT CHORD 1-8=84,7-8=84,6-7=84,5-6=84 WEBS 3-7=-190, 2-8=-281, 4-6=-281 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 1, 121 Ib uplift at joint 5, 304 Ib uplift at joint 8 and 302 Ib uplift at joint 6. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 06 AQgg�9 o C�, cfr� LIU UCT AL NO. 43283 Aa,� 9FsrSf><RE��Q SrONAL January 8.2003 1 ®WARNfNG - VerW design parameter and READ NOTES ON TRIS AND REVERSE SIDE BEFORE USE. sone Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded veitloally. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss � designer. Bracing shown is tot lateral support of Individual web 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. MiTek® V! t' C _ y 41 a) fn V- p 0 C p , Q o L a) o o U a) C o OO L U° U C } C O } O 7 N C G) °O�� n �O �aCi ON yc "'� "'0 c0) c0 0)O 3 aC: L7) C> 0 �} L p U c° ° N U a� c a y p vi � 0- 0 0 w Y a) ° 7 0 � 0 c: -0 C 4) O� n ZD a) 7 ,n N O 0 V o7a) O �0 �� a)O - 0�0 U� a)o -0p �� Via) ° .0 L7 ,c •C ��en � mo uE 00• a) Uo() c UQ °)c - 0� o� Ea �- boa) L U> oo Er =fin �� oa (D zt — }o 00 °�° -0p m 0Q }� E 7 7 o 0 E a0 O p 0 U E O o c V Uy- 0 O O L 7 U 7 p 0L 0 E a) � C m (DC- La (D+ a)a) a�i3-a �o`m °E '_ �� °��m _o°°' oo ?� �o rn Uo 0a) 0w OC OX p0a) y�� C OC 7—p toC �� p a)- C v� w L E C- �'_ 0 -ac 0 U X0 3 ° ° C� 0E oo �U a)N �} a)a a)� �a a)rn� 0 090 Na) yOc yah coo �� 'a �°)- coy o o� )� v O .. 0. ° a) �, E� 3- 3- a)w m c o o -42w E} o'; o o o " O °�� 9 a) r C -C° a� �_ ay aim y a) aa)i O° L o�L 0)O U o° j 0 Y mm° m a-°° 0 "} o wa) ac Qa o Uc} 0.-c °� °a� p d oa o a)o> a)� >- y °a) o U7 _O +-o c �Ca) E� o0c `�Iiv°U ��m �c 9�m cLi0 E0� Lc� °� °o'er yQ o c c E� c a� o o o E o o ao a�, pct c U c� 0) a) aUi '") - aDoUoa00�o:3 ° oaUNaay rn°aLnw ¢0oo,n03aciUa) a ® p r r I�L CV C15 V to O n a0 O CV M U5 O OHOHOd01 ,n s� Lo r� Z�- W Z � H o� N W ~ J �` 0... •� 0 0 0 > co 0 ? o oLU W °� 0Zi cc u `11 O W a d U Q- 0 tz L6 17 � U pp�q 2 V/ ¢ Z2 i 'o M coo Z O ° UA pa °` o O 10 c ■� ' ZM o H � W 01 CO F` Cl a m 'o A c .- o U g ^, OL H W OWC Q O H co 00 W p HLU W OW m d U►m- X-- i OC u s' Gi0 Z Lv D y OWL LU Q J ? = Q Z Q L=L '� Z e0e °C W O U p U 0 OHOHOd01 O 3 U co= U m _ t ID D a) Q c ° t C a a) _ cL 0 a) ° p m 3N 0 Q ccn 7 O L— 0 m in + m L vi } a) U O O D c o c} > a) o Q o = 0 C on o as ° C� ° o— p c y �� c In a) c c Q CU - ( O 0 U00 00— O O oaNL - �E»U �Uo mm In (n r N cn W a) N° o� � O� C 0 a �� W- 0 0 0� Ow O c c b o p E U C 7 N `0 0 ao o p N^ �� o o� o a) ° a)9 N C C �n a) C U O— W X to 0 > a) ~-, p C.O C 0L Z C a) a) j q N in 7 C CI __ a d) O U C U U H Z U�0 ate'_ ° a 0 t `m E o o p at �- U �? �a-o-0 z 9U 53 O o * * a u o c�LU E W III I W X Q Z o ,w Q OU. c� ~ Q R 0 au 0 % / IL g m c O LL Job russ Truss Type Oty Ply Jackson kce 1.6 14347985 281422 505 KINGPOST 1 1 J (optional) WOOD TR CTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:03 2003 Page 1 4-5-0 8-10-0 i 4-5-0 4-5-0 44 = Scale = 1:28.5 2 12.00 12 3 1 g -R 0 2x4 // 2x4 11 2x4 \\ 8-10-0 i 8-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.32 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 271b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud REACTIONS (Ib/size) 1=293/8-10-0,3=293/8-10-0,4=346/8-10-0 Max Horz 1=-243(load case 2) Max Upliftl=-112(load case 4), 3=-112(load case 4), 4=-8(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-204,2-3=-204 BOT CHORD 1-4=75,3-4=75 WEBS 2-4=-192 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 1, 112 Ib uplift at joint 3 and 8 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard H OF Mggs'� C y LIU UCTLf iL NO. 43283 AOc tSTEft�p $��Q Vis$/MAG��G� Jouacy ®WARNING - Ver}Jy design parameters and READ NOTES ON TMS AND REVERSE SIDE 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 to be installed and loaded vertically. Applicability of design parameters 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 responsiblllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSR-89 Bracing Speclflcotlon, and HIB-91 Handling Installing and Bracing Rocomm*ndation.ovallable from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI $3719. MiTek° �6I �. 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O a) O N O U N O a) a) O O'a� H booa a) O)0 �D '3 N '3 ° w O c N D m ' a �— �' p° N 0 C O O CD D C x O L a -r- a) °Eo m m DC— ° °U E} oo3 o "O °oc opo c }Co a� N°a" ai`p �Qa) io LCL rno°' >� �a� �� Qi p)p O Na) aC NQ -Q UC} p. -C O� U O t me m ac} oa o a)o> `m�°- oo �o U� }o ;�° c �- oc `m L) D c a)m L E oow �, 70 No d 0 >� c c°)i} o m� mD m QN E °) 3 D—� °> o aN L c 0 cY ° c °»- �� ado UO d�0 CO C?� �pQU�Qa� �o� '0 21) Qc°i0 0° 03a) Um` 0• ®v r LL 0 N ch Ni U -i pp p; O N M V to O OdOHOd01 So tD F Z W Z Q N 0 coo E W H O' F J uo 0 > 00 o z W W re 0 �_ N U) U r3 U 0 W H O _/ m Q W 06 Q ^ ^ Cl) '� 4 O V% LLI Q 3 i '=z 0 o M m° Z 5~ 0 Om yZWC~y yeW 0° Jdo0e U p2 U C\gvd �LU O No � a O 00 00 OyWFV 1- X 09 I.- 10 LU z O Z W T QLuOx Z O _mN 7 0W0 U m OdOHOdOl 1 m f� -E O 0 p Q) Q C t L -O a) U Sao m u mac— <a)0 -0 a)0 C C 0O L OO cn oa) a)- m 3a)a �� cn O m a) N •— C }° L w O O D "' "' m -C vi U O O 0 50�w c}3 a)0 $o No°) on oa f. O C Op O p— O C vi Z 6 C `n a) c p c y U } O Uaa) Om 00— O O� Q C ._ — •En O �- U C) a) 0) O� � c- E+ U O C L .- W y 0 0 _� O C Q a) ,,, i..) a U C d �•_ OL O C C D y O�> ° �� U C �� 0 p O a000 N^ DO+- EC 0pO O a) _ O ? C U O— a) a) D C a) C C rn a) X cn 0 ENO r- ' C i 7 •- h Z U OC1 ate', a L N° C p r N p U) CO UL O O* m �. is ~ UZ �- QO+ u 5° 5 3 # d pr Q O p Q 0 U.N m W I I p Y to LU x J V ` Q Z P U. a a cii d d g m r 0 Job Truss Truss Type Qty Ply jackson kce 1. 14347986 281422 506 KINGPOST 11 1 (optional) WOODSTRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:04 2003 Page 1 3-1-0 6-2-0 r 3-1-0 4x4 3-1-0 = Scale = 1:20.5 2 12.00 12 3 1 vLiv 4 a o 2x4 2x4 11 2x4 O 6-2-0 6-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.14 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 18 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 1=197/6-2-0,3=107/6-2-0,4=233/6-2-0 Max Hoz 1=-163(load case 2) Max Uplift =-76(load case 4), 3=-76(load case 4), 4=-50oad case 4) FORCES (lb) - First Load Case Only TOPCHORD 1-2=-137,2-3=-137 BOT CHORD 1-4=5113-4=51 WEBS 2-4=-130 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 1, 76 Ib uplift at joint 3 and 5 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TP1 1-1995 criteria. LOAD CASE(S) Standard N OF C r LIU DUCT AL NO. 43283 �2a�'F6/STEg� ONAL�'1 &wARNINO - Veri& design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an lndWuol building component to be Installed and boded vertically. Applicability of design parameters 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 responsiblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and NIB -91 Handling Installing and Bracing Recommondation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek® h 2 0 a c L c o `o �° CD a) c o O _ C m ma o 03 no c� �_ cmc= yo °r �-� a) E y m m-o �'"_ m 0 O O �U� o C a)} .9; O a) p 0 C O 7� !`� C - 0) O1 Q H OON c oa �`o° of �,c �o� cm �o �.0.N �� rno 3 o c =i rnma ?o U� ma- ma yao Ern °m o0 oy a)2 w . m aa) a O O c --'o _c - `m V ? -0�',m _° o� o f aQ '0a) - °o� c° °'a) ami° �c CL �° Eo L2 b--C tom L �° oo �° Leo o oa aa) 3 �� 0m. °off mo �o ti oQ 7 �r=E 5�`o of aO a oU oo wo Eo me 0 °} -o:b -0 a) c_° �-} U° o L o o y o f -d o V p } o c a°) U o" o 3� ? o� ° E (D in 0 y 0) '� m° �; o o? o rn o `mom o cli c c a) o N �� E E o aai °c o 3° `m a c 0 yC° ° cmc w �} ism o ° mmo yo mm o ° o° - y v howa m rno o� 0 3 m 3° N o} °c__ o N o Q, m e a �-_ w co o N o 0 0 o CL -vi m E - mem c� y E w 0 3 y c Y LL OU O O m L C L L p o OQ H m tO L a) m 7 O L 0).r O) O N > OU U O _ D y rno E ° o ♦- y� XTo o y m aC_ "' as o U C+ o C O o a� ° m 0 m C m acs o a o ° m o m ° y y o m o U° o-- a) L c pi -� E - a)0.0 `u3' o 2 v�U c m�m L� Eoy Om °y °7m y0 p 5; -0 -o U--o m� mom- a�aa) Emu Q)3 -'o U> oay Lcm c coc m 3 ° Dq- c;- cE� ca( o-co 0o E0o ao yap CL U — �� o U o a o o� o �? o a U a s J rn a m:� Q v o o° 0 3 m U m a ®p r p0 N c� O r� pp p C5 IL V N ch t[j O QUGHO d01 AVM z WZ Ow 0 a0 O O 3 = °' 00 0 > co o z V r'4 U 0 Lgm U ti O d O• Ol 0 i pc uj M wW, pq� U) mLL) U i Lu Q ^ O N O. V� � Z Z G C1 c6 OD N 00 3:,z co ° O adi 0 • L� U ZM0 01 y NW m O S CL ujN ^00 00 00 o W e, d .bd 1 F V i oe UO Z O C Z I' H W U J Qiny OC W Q Iy- 7 S Q Z Q LL 0 � OfQ W 0 UO m U cn ' Q 4 3 2 U m a 080HOd01 U 0 t ! O p 7 CLc-0r }-0a) }U N 3Q �� C = -o o Q 0 0 m m o N o y m 3() o �� N m-- a (T.9 C` }ca) z O -C wNUOO ZcOLp 0 am O O m ao Q o o a ) N c on O a H O C -O O O— o C v, d C y m C C N U } O Uom 0� 00- °� °.. Q C -- W O _ ~ °��L AEU QUO C L C) 00) W �-� ° o o m° o C a mD y UD U c d . _ OC O C C h 6= co > O -O O E w U C � 7 O O ao 0 o, N� D o"- c �-o o a) o y m m C c y m x y O m F' may-- O C Z Emm�g .gym,,, y°C v�_ Ramo 0.9 °U mEEoU of Nao ry m �y c Uooa�', L°a L `m._ Deo os 0 0 \ * * °� U api ao z U 3 U Q oo LU cmQ Y x Z W I I W � y Q o aI �° a Q J .J W o C O LL Job Truss Truss Type Qty Ply jackson kce 1. 14347987 281422 507 KINGPOST 1 1 (optional) WOOD -STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 4x4991 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:04 2003 Page 1 1-9-0 3-6-0 1-9-0 1-9-0 2 Scale = 1:10.3 12.00 12 3 1 0 0 2x4 // q--0 I I 2x4 3-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 101b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-6-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 1=102/3-6-0,3=102/3-6-0,4=120/3-6-0 Max Horz 1=-84(load case 2) Max Uplift =-39(load case 4), 3=-39(load case 4), 4=-30oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-71,2-3=-71 BOT CHORD 1-4=26,3-4=26 WEBS 2-4=-67 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 1, 39 Ib uplift at joint 3 and 3 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard N OF Mggs� c 4' UU UCTU AL NO. 43283 A�Q,c �FGISTEV ®WARNING - Vervy design parameters and READ NOTES oN TBTS AND REVERSE SIDE 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 to be Installed and loaded vertl:olly. Applicability of design parameters 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 responsibility of the 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 CST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 Handling Installing and Bracing Rocomm*ndatkm available from Truss Plate Institute, 593 D'Onofrlo Drive, Madison, W153719. MiTek® y_ Cc: o � a 0 = �° U C 0 °OU a) C O C a) — E °m a L Q a a) _0 ° N 0 0 0 2(D N c_�_ a)- N O a) _ �— y... N a) +- C .° C C w 'D p� N C H p O C °° 0 p E C �� .0 'N ° j m C no 3 ao CZ }> N y- L U :- c° +- ° a) D t a 0 c c a a) N „� 0 �O.0 0 wY a)C) j p �`° �-0 E C N Ocn � ° o 7 ui ( 0 c y (� 7 Oma) > O° °° _vaQ DE 0�0 °� Nr_ Up �� Cp -.t:° Da L7 C pN t UO> p �� t�� °° a) 3 °a) 0- a)° CO V p4 50 �;-o 0) °Q —� -° �wE �`p °E ao °o °p -0 '° ED Nc 5 ,wV + U• - N L •- p� o y c p o E N N (� 0 � Cr- m.- a) U j a) (D O U O.3� 0� C}° a) _'_ N o N C 0 0 }> p o 0) 3` ° a°i` c c 0m �' E cE oQ c C7 c o?3 v x—° c p } p � N C cn° C_° ° a) N +- U a a) y Oa. a)0) D o NN ypC N D U N .0 -(D ja N H Oh ° 00 a)C 0 L -a'N C) a) E 3— 3_ o m ° C o .N 0 _� E w 0 3 ° N o c o �� _ '� Dai E opo }c }°o o�� NaN aim Nam o° to)r rno� ;a �Q� �a d O _ ° .- 0 N m a c a U C} c o oma° a� ac} Da o ° o°> `m� >- NN oo �o �U� °o }�a� rc t o c m e r E o m N o 4) —>-o c E w 0 �� 9 0)= a� o} o �_ m �D o° y= c 0 W-Ne 0 o c 0 L D .-L UCO N N � a) EL U� 3 U >� QO C °' c a OL 0) D U > >3 �� o•-} C- CE ca� °�o °o Eo° ao r - - � o �O UO o o �° O?� moa UNa a y -,Cm - coo � ¢p0 0v o3 Ua) ® LL G N M U� O r< ap o; O N M O OdOHOd01 Z W Z O N O co O W o, u O 0 > 00 O ? y 0 W W E; 9L_N N O` M UOUll C[ o 9x w U ' W ^ N .0 P � Z Z O 0 00 O^ M 00 O W~ � ' O Znn b y N D W m O` N O a m o W �' o U Srl O r\ Q OCH W .5 00 DO 00 h- 0 W m d UI.-P oe W ZX� Z F- W u Q J l� 0mac W0 m U0 co cn (180HO d01 3 U m = U U) _ t oa� °= r-0o N •- C — +-0 3Q C C -a02 °O 3 U -. m �; ° o o� m o a Q� c W C: IZZ}0 0 0 H 0 L yL a O0 Z �a C a) C N C 3 a� o °p y o m o� 0 a °- 0 p 7 C �� in 7 - 0 dt n ° N L E OUD c L 0— C3 0) W a)-C: °� cpfl. a) 0— Uo 0.9 N N-(Dd J .— O ° a _° c cn o> E o N o 0 a-OOpj N�cn En ° �°O �C OUo Np Na) Z p c c N j x N° j C Qty N C+N 0-C 0-C C + N 7 aa)0 U DU y a mEE°c oD� rQo �� a) a) dao °r a ig N NTm ` r C H X Q Z a LU Q I � ~ k'< AM .6 W o 0 LL Job russ Truss Type Qty Ply Jackson kce 1.6 14347988 281422 600 KINGPOST 1 1 (optional) WOOD' STRU T RES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:05 2003 Page 1 7-7-1 15-2-3 i 7-7-1 7-7-2 4x4 = Scale = 1:48.9 3 2x4 11 Zrl-2 4 5 -4 0 3x4 /i 8 7 6 3x4 \\ 2x4 11 2x4 11 2x4 11 15-2-3 15-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 54 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 1 =217/15-2-3, 5=217/15-2-3, 7=301/15-2-3, 8=460/15-2-3, 6=460/15-2-3 Max Horz 1=-431(load case 2) Max Upliftt=-141(load case 2), 5=-77(load case 3), 8=-341(load case 3), 6=-340(load case 2) Max Grav 1=221(load case 3), 5=217(load case 1), 7=301(load case 1), 8=478(load case 5), 6=478(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-191,2-3=-226,3-4=-226,4-5=-191 BOT CHORD 1-8=78,7-8=78,6-7=78,5-6=78 WEBS 3-7=-187, 2-8=-324, 4-6=-.324 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category t, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1, 77 Ib uplift at joint 5, 341 Ib uplift at joint 8 and 340 Ib uplift at joint 6. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard (H OF MAS LIU S UCT AL NO. 43283 AaF �F1r'/STE�E� FS3IONAL ENG\ January -8,2003 ®WARNING - vervy deign parameters and READ NOTES oN TBIs AND REVERSE sIDE BEFORE USE. Design valid tot use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss � designer. Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the elector. 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 CST -88 CualBy Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Rocommondatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. MiTek® y y ai° 01-- a) _ a Q L a) Q U a) p ° OL E 0a) r _ CL t o D NU n a) 0 O(D a) C N (1) H o a) L �— O a) +- C C C O O O 0 O '� N C C c a 0 C 3 ° O cn DD 00 p cnC �� Ca) ° j� CN D)O rn p_0 C >` L Q U c 0 00' 0 0 �- a0 U c a O y p w r D) a) Cl0 ? 0 U a) .- 0)° y D 0 E O) p D 01- y N c a) O) � C D D in D C ._ -° C N O .- a) 7 rn N 0 w V �En a� o� o° y� off' °oa°, 70 can) °'m ami° dC cL ° Ea L' �.0 o v° o o �� r mD 0—� ° a (D 3 a) m o� °� ° c o �} a) O) OQ —� p •- �= E 5 j `o D E ao 0 p D U D O E o N c C C) U� w �- 0) L .- w U p �L p 0 cn 0 o f W— p V c G) (D m �3� of Lo �"rn �°��' °� oo o a) 3 y o ff} o a°�� a) °moo NSE �E o'er �� moo °�3 0u �a �° v oa Q) 0) ` 0 0 �,m �o G, o o Q) �a�'-m �a co (n coC oy o� �� o � ` oa-a n �'E° Nm moc (1) Q) 000 `�0 oU0 E� po3 a)c� �� °o V/ O U-0 C D O U L C L L O a— �' Q `n a) 0 L O a) "D ° L L p) O > U j 7 D E ° o .- p y} x rn ac y as -0 U c—C »- c a- 4► 0 O a)0)° N aC.- Op O D a)D°j Np0 >.•- Cnfn Oa) O �U� °O ua OC _ °tea) E� a)°� �voU ��° �� w�a� v� Ev w L ° o°� oN °gym �,o g �f >- ,- a) U �- o a)^ m - m a N E o° a) 3 '0 >° a H L a� c '� 0 ° 3 o �: c� c E-0 c a2 0� D o o E o o Q. o c C o ° u oZ o joo Uo aoo 50 �jO Z)Da Uy`p ay �C— °a m S QUO 0 ; 03a) Ua) a ® r LL. G N c7 V � �O � CO O� O (V c'� O 080HO dOl N S7 (O � 7 z H i W Z C) H O co v ern n Y "'� _0 0 W H U H 0 W W re �' N" u r� V= m 1- O d U V O 0 '� i ¢ Co U �� a o W LU 00 N ccZ Z i a 'o O (') 00 Z O ° mm O O ° )z zm (14 0- 01 0 m y W H ' L0 r, 1p"r W 0 O C H U W 0. ^ co DEW m d .�d Ug w ui c Z~O Lm u Z O = boy Z 2 ��i Q l� 69 000O mW O co U cn 080HO dOl ' 3 U m = U C/) t Nac t SDN D _U y3Q� a) 0) C .u- BOO a) °O N p (D 7 O N a) 41 3 N a C C y C L a) U O L O m E p N Q- C` 7 o.0 0-0-6 "- `n + 41 C � 0 .O O 0 �a)c� c}3 a)oo =o°) on oa o -m p� �_ In Q c° a) 0 O ° O F d O O N O 0 p i Q)C:0 cE� quo mm C o°' orn C _L W m.N°p0 (D ��a �d a)—°°_ 0° Uc _ O cn 0 OL O C C � h `p =CD > o� O U C 7 ° O a00p> N� 0 �•0.- Ec •0Uo �O Via) in �n C U O ZEa)a)mj Amy v�jQi to C—_ wQNO UC UU H Z Cu o a°;_ - a L ° c v r °' o (� U pU at OO m * U �Z �a-o} zs�3 a c v) c � v 0O I ( �� N N JI.v0 X Q z LU U. CL* m C LU0 LL Job russ Truss Type Qty Ply Jackson kce 1.6 � designer. Bracing shown is for lateral support of individual web membefs 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST -88 Quality Standard, DSB-89 Bracing specification, and HIB -91 14347989 281422 601 KINGPOST 1 1 to tionall WOOD STRUCTURES, BIDDEF RD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:1 :05 2003 Page 1 6-3-2 12-6-3 6-3-2 63-2 4x6 = Scale = 1:40.3 3 12.00 12 2x4 2x4 11 2 4 5 1 -4 0 3x4 // 6 7 6 3x4 \\ 2x4 I I 2x4 11 2x4 11 i L 12-6-3 12-6-3 Plate Offsets (X,Y): [4:0-0-0,0-0-01, [6:0-0-0,0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 42 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. .BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 1=134/12-6-3, 5=134/12-6-3, 7=319/12-6-3, 8=382/12-6-3, 6=382/12-6-3 Max Harz 1=-352(load case 2) Max Upliftl=-154(load case 2), 5=-102(load case 3), 8=-302(load case 3), 6=-300(load case 2) Max Grav 1=226(1oad case 3), 5=174(load case 2), 7=319(load case 1), 8=408(load case 5), 6=408(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-133,2-3=-228,3-4=-228,4-5=-133 BOT CHORD 1-8=83,7-8=83,6-7=83,5-6=83 WEBS 3-7=-192,2-8=-28114-6=-281 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 1, 102 Ib uplift at joint 5, 302 Ib uplift at joint 8 and 300 Ib uplift at joint 6. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard C LIU UC—T— U AL NO. 43283 �c 9F6/STERE FSS/ONAL January 8 2003 ®WARIMO - VerW design parameters and READ NOTES ON TMS AND REVER=SE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss � designer. Bracing shown is for lateral support of individual web membefs 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST -88 Quality Standard, DSB-89 Bracing specification, and HIB -91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. c_ O O 1E 70 0 L U D U C ° c 0 C m a a ° 3 -a 0 C: C: (D — H 0E) ° r "-'D � L a) d -C .y a) � - yC O oO (9° 0j N c . °N "- pO _ c 3 ac 0) G) 0 - cn D O O o O E N C O� y° ]'� cD)O w O C ` C>° C -C U:= C° ��0 a) D Qo UC CQ N Ov"'i Oui 300 U� 0- 0)- -L) EO) DN O� °"' N� 0 . �p CpN y Q 0 C3 _ 0 j O to _D C C In 0) C - W _ V �,nm o-D °° �n3E �° u0a) °0 °�°� mo 0c cL o° Ea c 'OC cw »- 0-o UE oa y0a`� �--0 Oa UD LC 0— 0— om a) C3 °� o) oQ °° E� E °moo aE Qo 0o oc �� _° Eo me V U. w U- acn a) LO •- U7 p a)L 0 °° OE cn '"O O C �m� a c� a)°i 0)(D �'§ of r ��' _mca�) oo —C �D 0: vi V O a� a) ow oL o X 3 ami o� '0 c D a) c o N c o O > o rn om} o °'-oy C: Co) c o c o of °� aa)iCT C `o o o° ° x° v O ci N C 0 C 0) C a) C y > a) a) a) D a) a) D 2= Q () a mrn� U Opo 3m 3° moo` °c�� Nc' gym �a o—� ooN o D� �� O O L 'Fa C3 m 0Ea a) a) °CO '�,D —�E E} `03 U)[2 c o x " O °�� n m U r c tr o Q°� " °a" aim L Q) 00) o ° L 6L mo a� > o ° 0 o 2O mm° a) a�° oa 0 mo° bt �� ac yaa oa°i u�o °�� oa 01- a) tc d 0 c E a� v D o m� mom" m QN E m 0 3 °'� u o Qy L c cY °c o C i E 0-5 o o 0.9-- c— c o c° ° °° c° �° rn ° n a0 E Q° o o° o° 3 m U `m a - O a� o U o o .,D D �_ D a U._ a s ,n ®LL. C N ch p CC 0: p N ch V U O adOHO d01 AQ Z W z C)00 n 0 O W J 0 W W O _N N r�i uW N 0 d U 0` U 0 = loansz m F- d V ^ ch m (n QW U 0, .LU p I FW- C14 10 Y, 2 rW O •5� a: O 00O �� 00 O09 69 Cl) 10 NT S m Qoy m� Q. c o cli 45 00 00 OD W d X 09 �U1— HOzo W GZ LU C =Q cli =x QLUL °O U E Um mU C�?CJg) 04 m GHOHOd01 �U _ t a) �c ° a t L -o aD u N 0- C3 a) V - C- U 3Q y �-0 C C 3 OU O N O o N vi D a) (n y 0 D 7 .w n C: f- 0 ,= U o p 01 ON a UC C OCp 0DO cn t41 m� a)° OO 0 a� c w c w 3 m o o y`_O m H DCo 0 °Cy Cw0) C c U ° '- O O U d °_ 'n U � �� a) O O`er U a) H z °° C) c E- U D c L °"- D D) W o c D 0 D 0 0 c a) Q a) �'- U p 0.9 y fn w > _ r_ 0. H O a o 0 0> N � �_0 `o A �-0o 0 o N o a a) C C N 0 x fn E _N 0 F 0 ` C in Z c004)j �N0 ,�'jc a1� 00O ° DL y a o E E D U In c c_ a 5 0 O°? L �O a r N.� `" 0 D C0 Ur O Oz * oo acn, * 0- -r- °' U �z ao ° U S U S 3 * a b► �-F N v 0C90 O � a m H X Q Z a a Q C c m J CtW J e W O y d g m c 0 LL Job russ TrussType Qty Jackson ice 1. 14347990 281422 602 KINGPOST 1 �Py 1 (optional) W OD'STRUCT RES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:06 2003 Page 1 4-11-2 9-10-3 4-11-2 4-11-1 4x6 = 2 12.00 12 3 1 4 q 0 4x4 // 4x4 \\ 2x4 II 9-10-3 9-10-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) We We M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.22 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 3 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (lb/size) 1=298/9-10-3,3=299/9-10-3,4=450/9-10-3 Max Horz 1=-273(load case 2) Max Upliftl=-88(load case 4), 3=-88(load case 4), 4=-85(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-26212-3=-262 BOT CHORD 1-4=102,3-4=102 WEBS 2-4=-235 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 1, 88 Ib uplift at joint 3 and 85 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard "OF LIU UCT AL NO. 432 oO� FFG/STERE\+Q S IONAL E January 8 2003 ®WARMNO - Ver(fM design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek® y OC CL a LC a) o ��g a) O o . — O L U D U C } C O O °a D3 Qo c� w oa)a) rnaE) °r }'0 L °�- a .�; �c � oo` O� 05 N Cc rn� 3 pD N 0w C DD OU OE An �`O� C� ")D ].� C� DO U) po C C> p rn} L p Uy- C D U 0 0 a0 U C C Q h 0 w U N D O U a) »- D) - m ° 0 rn co a) �' a) C a) �Q° D w�[ N� 70 v�D CUU �C �N OC �- 7vi a) u �_ a)�cn �D �0 cn� a) _ OLlO °� a)0 D cN �D �� L7 p'C C rn m o E oo °° °� o a °� r c �- o+- 0° E a C� �- — °� rn �Q °� EE °moo of a0` 03 00 tea) OD E° po c rn �° ° �`o E O a)c _ �j C o Ln 0 L�C m U= -0 :b �u X30 0o� °E -C N� �0 o �' oo j° uo rn 3 H w L n api� ° °a, o°a) T �E "�-i nA= ��° O73 0- _° x° pq O O O C p O C C a) 0) a) C om a) C= p D O *' �*' O -p 7 O- O n '0 vcn O O `� c �' O M, O OD U a) a) O j p �n— w COL p.= p O a) c �} c y p- C Cn N - y D -- 0 E p 3- 3_ °° p c o .y -0 E} `0 3° w C o x u.O °�� 0mU r� LLo a°'' Nay aim tma0i �° ro)r mom >� �o °� �e O E -0 o D- �� x-0 p o aC N as u C w-- c w a� o C Q1 0)D O a O D a) D a) O U >.._ N rn O p V O U 7 0 0 u a) C a) E a) ° C �3 �Q U m ° c °� a) uLl o D y L C 6 0y 0 OO c N O o'5 3 c c E-6 c Qa) o 0 0 o E o o ao o �c c c 0 0 0 c 0) `o a E d-0 0 U O 0 0� D 3 7�0 O Q uMo Q d y J C D) 0 a mw 7 0 0 0 0 rn 0 3 ac) U a) ® U. D N M v U5 O 00 P N v O adOHO dOl N S� cD f� � z WZ O LU 0 °p° E onn n I _O 44 44 p 3 = a o, u0 0 > 00 o ` LU W O N N•��7 'UI- �U cc 99 x OU � O I.- o` 0 m � � 00 ('0ZQ Z Z O j o0O 0 O ag C'i o Cl) M Hy CO01 0Q H 0' C'4 m 0 - CO � 00 00 0yWW C d U i oe LU Zm0 Z O 2 H W u Q y Z uyi Z L=L N ZOo=a m U 0 m U C) <z LU 0 3 u m Z) U CO OHOHO dOl _ t a) a C t L -D a) c') -3 a 0 a) u »- c- »- v y Q y a) C C _'0 O D N p 0 3 CL t UO N 0 p O a)�n Cl QC C }OLp CII U) .L -m tv; O 0 c m c y c} 3 m 0 $ a N o °) on o a O - a) O : � _ rn 7 Q C° C D 0 0 °c� F 0 0 o C0 Z O-0 (D (n Eu-:6•-� ®m �L :- _ U° D DD) �++ �y°0D No0 Ca)p i a)°_ U0 Uc O rn 0 oe O C C� y p- > o'D `p E E U C O O O a0 O Ocn (n> CN D p� _C �t O O N a) a) C C V7 a) X rn C E a) F O C v) yy- C + 7 V} rn O - a° o U "- U U n d -vi C y z Uro a�, ° a ° z a ° z S 0 � 3 O 0 * � a� u N `vo a vm X a z P aI .° aCt LU 00 LL Job russ Truss Type Qty Ply Jackson kce 1. 14347991 281422 603 KINGPOST 1 1 (optional) WOOD GTR CTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:06 2003 Page 1 3-7-2 7-2-3 i 1 3-7-2 3-7-2 4x4 = Scale = 1:23.5 2 12.00 Fl2 3 1 4 -g 0 OEM I k I 2x4 // 2x4 II 2x4 \\ 7-2-3 7-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud REACTIONS (Ib/size) 1 =234/7-2-3, 3=234/7-2-3, 4=276/7-2-3 Max Horz 1=-194(load case 2) Max Uplift =-90(load case 4►, 3=-90(load case 4), 4=-6(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-162, 2-3=-163 BOT CHORD 1-4=60,3-4=60 WEBS 2-4=-154 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 1, 90 Ib uplift at joint 3 and 6 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard OF rn LIU UCT AL NO. 43283 p�cG/STEdti�a`� F /OVAL r- Januar 8 200 ®WARNING - Verft design parameters and READ NOTES ONTB7S AND REVERSE SIDE BEFORE USE. Design valid for use only with M(Tek connectors. This design Is based only upon parameters shown, and is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss � designer. Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult GST -88 Quality Standard, DSS -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek° /H _ CO _ \6/ 4)a) a) O C O F To D. a L °' o o `) U : o _ r Q O O U U C c cn C _ � Lami a) a)� Q� O OO .-0 (D C- a) C C) a) G1 0°a) oo -m Co c -w C: Q .'0 oc yo -rn mo c 3 aC rn y �> C v`ni .`i'- c U c Q ID C� U t Q 0 "U C Cl) a a) O O C y O)0a Q ?O UO a)� m� U— E0) Q� OU O"' Na) 7vi �� C: (D N a 0) •- C N Q j Q in Q C'—� C ,n C-0 p Q N L% p 7 ) Q a) 0.6 O '= a) '' U p O) v' 4) O t 7 -�'c �Cw °'o of oo, cn °°� oa UD }3 oa) om �Q co ci ?oa� °Q �o �a°i �r� �° °� ao yo o° 'a0 Eo me 5 C �na)C D L> O�� Na) ��— j�0 °E L.- �"' °)ca) Op �C >Q Ur- w V s v= v 3� o Q rn �w� 0 0 }> Q of /N� w L CD Q c L c a� ° p ?} E C C o C Q �.i u a) in c 0� 3 ° U ° x o C O Qi �C° oa)o wC: wp NAL O�� pN �pa ja V1�N C: 01-- QD 4%C_ —a. a) 0)= ��} 3� .3c �0 c�,p No 3-/._ 1n Q oc �- _ (�) y _ E O 3 En c v W O o�C -D (D rc LOc 0a)> DOS, aiU CSN O0 t�N OWN Ov �° 0c 'Y U E aQo �Q }No x�0 a- ac Naa Q uc °';=c >w �a� p m *0 Q) a)O)Q a) aC� Oa O Q OQ> ppV .— y'n Op Up �U7 �O L). rC t E OQC `u�v °U ��° i- c Q�° cLi� EQ� rc� OY Ooc p >�c `m u-0 a)^ mom- maT Em° �3 > oao o C C mu (Fj 0"53 �o c.- coo -E (1 Qy° oL ��° o° o}c cco o0 0°) LD 2'5 a ��o Uo o ",Q �Q -� �Qa U._a ay "_rn�-a m�7 QUO �N 0 a) Ua) ® LLL 0 N m V 'O � CD P Ci r CV c� L6 O adOHO dOl Ln SO tD Z W Z Q a0 _O W N O` f J '¢� N 00 U' > 00 o Z U c!)O N v W d N0= a ' 0. . p ® i < 0.Q L6 ° ®4) C¢ ac ad OOC O c) •b� ' =co co at V/1 ZM N H LU p.. .Q 01 CO 37 O rl N W uj O J W J 1 ~S u W �.- ? c. U Zx O Z O �D y gLu m LU Q J Z Lu cZ Q LL _ X y Z U 021 W O0� m U� 080H0 d01 _ t aj a c O t t-0 ()U .Ln a) v �cg 0 o" c a O mNen � oa°) a) m 3a°)a a� c Z °UO 0�d 'o u m NQ a O S m c w c} 3 a) o 0 v o c on O a .—a C-0 O � a C: �— C'n a) c — c y c U �o o° o U.9 a) m o o- o 0 g N z °C _r . c E 70 U o m� c C) o rn !g �yQ0Q a)°�, ��a �d °may °° uc oe Q�cnd; 0=> oa0 �� EUC 0� 0� O coop, N� �Q� oc moo �o a)°) o Ea) �o `cony Z� aCi N N S x N Q > c IIr� O C. Q � OL Q vow � c c- a)o »- in O h Z u�o ate'; Cl.= °) �? aQ z U 3 O O * av, u a _vv U c� N m I I( v 0 x Q i W im„ c LU W� p u. V / d � # LU o d O LL Job Truss Truss Type Qty Ply jackson kce 1.6 14347992 281422 604 KINGPOST 1 1 (o lion 11 WOOD STRUCTURES, BIDDEFORD, ME. 04005, DAVE BERRILL 4.201 4ASR1 s Oct 17 2002 MiTek Industries, Inc. Wed Jan 08 15:13:07 2003 Page 1 2-3-2 4-6-3 2-3-2 2 2-3-1 Scale = 1:12.6 12.00 12 3 1 o io 2x4 // , _14311 2x4 \\ 4-6-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.07 Vert(LL) n/a n/a M1120 169/123 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) n/a n/a BCLL 5.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 13 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-6-3 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud REACTIONS (Ib/size) 1=138/4-6-3,3=138/4-6-3,4=163/4-6-3 Max Horz 1=114(load case 3) Max Upliftl=-53(load case 4), 3=-53(load case 4), 4=-4(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-96, 2-3=-96 BOT CHORD 1-4=36,3-4=36 WEBS 2-4=-91 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 30 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 40 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 62 ft by 55 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 1, 53 Ib uplift at joint 3 and 4 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard N OF MAG' LIU UCT AL NO. 43283 A, 9�&1STE ONAL Januar 8 2 9 ®WARNING - Vermy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. r_ Design valid for use only with Mliek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. AppllcabllRy of. design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 63719. MiTek® y _ O p L �p CD o aa)U ° c o O - C: C E pc aN 0 Q) �� o 0`0 °(D c� �� pm � � o0 *- C p C C O C+ p 0 7 N C — C D) — y ooh_ c pp om o f yc oo� ca yp �.� c� rno 3 ao c C>p cn- L U} C0 *-0 N a0 UC Ca a) pN vi -� dao a � C m'0 - � �o c E o o `0 D•N °� •= c a) t N° U o °° `� O On 0 �� ° a (D 3 a) N 0a) O p C o U 5O °o o) aQ .!- E }, E 5�o aE a0 00 p0 �o �0 Eo aeric 5 O U O p N L O U"' U 7 ° L C N °- p rn O E y- w 0 C a) o L m+i ma) p ��`m °E L— co Op we p vi 3 p r°'L ow or oX 0 y°� �c w� -0� �N0 ojc °o° w0 a) c — Oa) p 0.ONa) c °m ° c'np c= CT, OpfCHif D CONSTRUCTION CORPORATION 11 CORPORATE DRIVE BELMONT, NH 03220 PHONE (603) 527-9090 FAX (603) 527-9191 TO: f ow►10 � q ke'c\D vP,.,-- dIECTTU (DIF CTaQaT)0N1 o7CTaL DATE ` I a3 JOB NOIDIVISION ATTENTION + \ RE: ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via ❑ Shop Drawings ❑ Submittals ❑ Plans ❑ Copy of Letter ❑ Change Order ❑ the following items ❑ Samples ❑ Specifications Copies Date No Description ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 20 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted M For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 20 REMARKS ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US 07/02/2002 16:37 9784:•02690 Jane Swift Governor RECEIV NORTH ATLANTIC PAGE 02 Kevin J. Sullivan Matthew J. Amorello Secretary Commissioner JUL 3'2002 PERMIT - NORTH .ANDOVER Permit #: 4-2001-0588 BUILDING DEPT. Subject to all the terms, conditions and restrictions printed or written below, permission is hereby granted to TERRA PROPERTIES, LLC to enter upon the State Highway known as ROUTE' 125 (CHICKERING ROAD) for the purpose of constructing a driveway approach located between stations 45+99 and 46+25 at the westerly location line flaring to stations 45+70 and 46+54 at the edge of the roadway as shown on the attached plan. The cross walk shown on the plan shall not be painted (in accordance with MassHighway Standards, crosswalks are not allowed across driveways). The drive/drives shall be surfaced with Bituminous Concrete, Type I and shall be laid in two courses to a depth of three inches, after rolling, with a foundation of at least six inches of compacted gravel. The finished surface shall butt into and not overlap the existing highway grade at the road edge. The drive/drives shall be so graded that no water shall enter the layout nor pond or collect thereon, including the roadway. Ti a curb- cortiei gvr radii may be painted at the time of installation. Said curb shall be plinteii y ellowonly'..: t - .. �•.... . .. . _ ... ... . .. . The curb shall be placed in conjunction with or, immediately before.the. completion of the driveway'surfacing. Curbing removed from within the proposed driveway limits shall be disposed of outside the State Highway location lines. The Grantee shall install either granite or bituminous concrete curbing outlining the limits of the driveway approaches. The part of the drive/drives located within the limits of the State Highway shall be maintained by the Grantee, at -his own expense and to the satisfaction of the District Highway Director or his representative. Wheelchair ramps shall be constructed in accordance with 521 CMR Rules and Regulatio,.us of the-A►rchitectura1-'Access Hoard (A;AR) and Americans with Disabilities Act (ADA), (Sections 20.2 and 21..1), and the MassHigbway Wheelchair Ramp Standards :600&f*t d fedctive-'10/8197, and the Construction and Traffic Standards Details, 1996 Metric EcYition asrevi3ed: ; :. V ... Page 7 of 5 Massachusetts Highway Department • District 4.519 Appleton Street, Arlington, MA 02476 d (781) 641-8300 07/02/2002 16:37 9784702690 NORTH ATLANTIC PAGE 03 WORK HOURS: 9:00 A.M. thru 3:00 P.M. Monday thru Friday. Provisions shall be nude for the safety and protection of Pedestrian Traffic during the construction period. It shall be the responsibility of the Grantee to provide access to the property of residents and business owners during progress of the proposed work. The work will be performed as per plans on file at the Massachusetts Highway Department District Four Pen -nits Office. The Grantee shall notify the District Permits Engineer at (781) 641-8451, two (2) days prior to the start ofwork- The Grantee shall make contact with the Area Contract Specialist III via Pager (7:30 AM to 4:00 PM Monday through Friday ONLY) Pager Number (781) 495-7629, forty-eight hours prior to the start of work. No work shall be authorized without said notification. The Grantee shall notify Dig -Safe at 1-800-322-4844 or 1-888-344-7233 at least 72 hours pripar to the start of work for the purpose of identifying the location of underground utilities. Dig -Safe # To be obtained prior to the commencement of work. A copy of this permit must be on the job site at all tunes for inspection. Failure to have this permit available will result in suspension of the rights granted by this permit. The Completion of Work Form shall be sent to the Grantor aria certified mail as soon as possible after the completion of the physical work. All work shall be in compliance with the current edition of the "Massachusetts Highway Department Standard Specifications for Highways and Bridges", 1995 lvxetric-Edition: No equipment, trucks, etc. shall occupy any part of the traveled way except between the hours of 9:00 A.M. and 3:00 P.M. No work shall be done under the terms of this permit on Saturdays, Sundays or Holidays. No work will be performed on the day before or the day after a long weekend which involves, a holiday on any highway, roadway or property under the control of the Massachusetts Highway Department or in areas where the work would adversely ixxlpact the normal flow of traffic on the State Highway System, without permission of the District Highway Director or his Representative. Page 2 of 5 07/02/2002 16:37 9784702690 NORTH ATLANTIC PAGE 04 Uniformed Police Officers shall be in attendance at all tunes while work is being done under this permit. All personnel who are working on the traveled may or breakdown lanes shall wear safety vests and hard hats. The furnishing and erecting of all required signs and traffic safety devices shall be the responsibility of the Grantee. All signs and devices shall conform to the 19$$ edition of the Manual on Uniform Traffic - Control Devices (MUTCD). Cones and non-reflecting warning devices shall not be left in operating position On the highway when the daytime operations have ceased. If it becomes necessary for this Department to remove any construction warning devices or their appurtenances from the. project due to negligence by the Grantee all costs for this work will be charged to the Grantee. plashing arrow boards will be used at all times when operations occupy the roadway and shall be available for use at all times. All warning devices shall be subject to removal, replacement and repositioning by the Grantee as often as deemed necessary by the Engineer. There shall be a Reimbursable Number for State Engineering Personnel while inspecting this job. Free flow of traffic shall be maintained at all times. Two way traffic shall be maintained at all times. When in the opinion of the Engineer, this operation constitutes a hazard to traffic in any area, the Grantee may be required to suspend operations during certain hours and to remove his equipment from the roadway. The Grantee will be responsible for any damage caused by his operation to curbing, structures, roadway, etc. The Grantee shall be responsible for any settlement which may occur as a result of°the work done under this permit. The Highway surface shall be kept clean of debris at all times and shall be thoroughly cleaned at the completion of this permit. Page 3 of 5 07/02/2002 16:37 9784702690 NORTH ATLANTIC PAGE 05 At the completion of this permit, all disturbed areas shall be restored to a condition equal or ' similar to that which existed prior to the work. All utility companies whose services are located within or adjacent to the proposed installation areas shall be notified in writing of the proposed installation at least 48 hours prior to the start of any excavation in said areas. This is independent of the required dig We notification. Any grass areas disturbed within the State Highway Layout shall be graded, loamed to a depth of 4" and seeded. If the sidewalk area is disturbed, it shall be restored, full width, in kind a minimum of five feet beyond any disturbed area. It shall be the responsibility of the Grantee to replace all pavement markings which have been disturbed by this permit. These pavement markings shall be restored within ten (10) days after this work is performed or as deemed necessary by the District Highway Director. Any bound marked MM shall not be removed or disturbed. If it becomes necessary to remove and reset any highway bounds then the Grantee shall hire a Registered Professional Land Surveyor to perforin this work_ It shall be the responsibility of this land surveyor to submit td this office a statement in writing and a plan containing his stamp and signature showing that said work has been. performed. Grantee assumes all risk associated with any environmental condition within the subject property and shall be solely responsible for all costs associated with evaluating, assessing, and remediating, in accordance with all applicable law's, any environmental contamination (1) discovered during Grantee's work or activities under this permit to the extent such evaluation, assessment or remediation is required for Grantee's work, or (2) resulting from Grantee's work or activities under this permit. Grantee shall notify Grantor of any such assessment and remediation activities. This permit is issued with the stipulation that it may be modified or revoked at any time at the discretion of the District Four Highway Director or his representative without rendering said Department or the Commonwealth of Massachusetts liable in any way. The Grantee shall indemnify and save harmless the Commonwealth and its Highway Department against all suits, claims or liability of every name and nature arising at any time out of or in consequence of the acts of the Grantee in the performance of the work covered by this permit and or failure to comply with terms and conditions of the permit whether by themselves or their employees or subcontractors. Page 4 of 5 07/02/2002 16:37 9784702690 NORTH ATLANTIC PAGE 06 APPLICANT'S REPRESENTATIVE: Dermot Kealy TELEPHONE NUMBER: (978) 474-1994 No work shall be done under this permit until the Grantee has communicated with and received instructions from the District Highway Director of the Massachusetts Highway Department at 519 Appleton Street, Arlington, MA 02476-7009. The permit shall be void unless the work herein contemplated shall have been completed before November 21, 2002. Dated at Arlington this 21st day of November, 2001. Massachusetts Highway Department, By Stephen T. O'Donnell District Highway Director KCR/mh Page 5 of 5 07/02/2002 16:37 9784702690 1 w1 I A ~�h V -m ifr 3RTHHA11TLANTIC ! PAGE 07 x"7 1 I Y I Loa- +< L o + I ca LJ V i J z LU © wo 0 W � r M II O o t n LO 0 r7 0 O 4' rn �I W + _— o 0 ~ I Loa- +< • 07/02/2002 16:37 9784702690 NORTH ATLANTIC PAGE 08 1 , -�. •. w•• h .. i y.�... .. s � �.- .�.::.Ay > t: L.� • 'f! fl', i'�.�� t s.; jf .. ':'1•i, :r�! L . •, •,? 1, r.:.. -i%.' �. . �';.'' ..Ty � , `?�>94�P >i' ~l•�'• • ,• "4 •', •�r: • ' : •.."�", �'s'a•p n.'Ir .{ '�'t�.:�-L y � �• irk, .Y . S s. �:.>�•�:•.'.� .. . , • . _.. ':.YM••:.. .. �''• .• k.. ae�..ti`�Sti•'ti: '• : .��'A....�+V�...{•�'t:.�.f�...•'.W'wr•: .: Z.�'��i..�.zv.'.. t.-__. �"�1':�ii�i�wtia.�i✓ ,`yaya lir?: gam. s .$ � 'i' ROAIMP a s 4;6sfiy:.S•o WN 2�ji ' €ys�td,Y� A s,>p •'a a , :" 3 a. S ;lam 33> � � •, ... s k R(f> .7f y f; f,, x' is f inW Os maen !r • Truck �`�;"Alten ¢'rya 3' �`'• {opti 3 VM sm .' Mf;:s 1f3 L L�f `ktf e,iR 3; S•$::r, i '; �'ii:t%�RYk4 S:7f�;%?Y��:yPi,y"y+e7�:li?Si'Jf S'e (lev011do)Y t3 xaoiuiirooa _¢ �€:,�:�,s :'t'iis'ic.:.:ya, Figure TA -G. Shoulder work with minor encroachment_ Ila Mounted uetor ona(I �RROAU:�?. 07/02/2002 16:37 9784702690 NORTH ATLANTIC 'A 1 A A N S Two-wav Traffic Taper 50-100, -ag A mom avou QN3 xxx optional) . ..37 . ...... . ONE LIYK M= %jf, > 0M C ROAD XW Frigure TA -70. Lane closure for one lane -two way traffic cantraL -0 PAGE 09 9 07/02/2002 16:37 9784702690 AVIA AY NORTH ATLANTIC i'me Swift Kevin J. Sulliv,ur Completion Uf Work M1:tt111ew,l. Aolty! 111:: You mayproceed with r/te tL'()l•k cic�sc•rihL:cl iviihin this Ycrvtlit which has hecx isstrc.d r11 Volt Gv the bl assachltseirs Highwcr_t Department (:ylcrs.�flight�'ctl). Your attention is called to the time f iVille 41110 L ed Jnr conlPle-Ilioll Qf suicl work. li•crn arrension of•tinze is required or caltel•crriolls ro c111 00/1L, per•nlit c'ollclitions becomes ltecessat;v, uppliccatiOlt Jol- slrclt 4711all y �s sltoarlc! h lllcuk as Soon cls Pvsslhle to the District I-Iijhwcr._v Director. Upon completion of the work, please° f ill otlt this fol•1n calrcl fortivurcl it lo: Massachusetts I flFilvvuy Depcirtrtaent. District Four. 519 -•tIVA'tal, A1•lin91011. A4`1 02476. IF THIS NOTICE IS NOT RETURNED THE LLL [L17'Y.-1.S:SUIVED (.iVDER TWS PF.R;V11T RILL C01MLN[IE. I PAGE 10 By Authority of -the khIS•sucha S61ts Higin a.v Depcartmelil Dislric't l r'lllr f!i<lr►� crt' 1_)irr�cu3r. L)ea)- S•ir: t Itcrehl lrratiJi Voir thclt tlrc tL�nr-k utrtlirrec! cr.rlr! urrrlruri�cr! 11111!0' dit� ICI -1118 ultcl c'onclitioas oj' 1V114D Pc rin it Mo. !rtl.V hc•ru c•0rr1140lrrl ill crcrlculr r "t itll crl! !'C'Ll!!!!'�'111C'1►r.s ;!I :! ltl,c,5'111-�1r:L'ilY. I i1C' duh! Of r urrr!llcrlrlrr: PCi'r7lar ClrllltteL'': -'.---- .---._.. � ••- --- ....._ . 1V1i,rJ:it1 �.'l�t�l�t}'.S f ftl�;l�'f�ty _, .'ia:! .. rl, � .. .,. � + . .- �l .. .. � •'1 �.. �I, it .r �. v1; � - .r. i. TOWN OF NORTH ANDOVER BUELDING DEPARTMENT APPLICATION TO CONSTRUCT REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF,; OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING Section for Official Use OnIA_ BUILDING PER NUMBER: COWIML 64, DATE ISSUED: a�' I/ Y SIGNATURE: 6a Building Comirlissioner/Inspector of Bw to 4MOM =11k i L ��A_�47 ---A& I--- 1.1 Property Address: 1.2 Assmsm Map and Parcel Number: its. 106 Map Number Parcel Number 1.3' Zoning Information: 1.4 Property Dimensions: Zowmgfbistrict-, Prop6sed Use Lot Areas Frontage (ft) 1.6 BVaDDiG`,StTBACKS (ft) Piolyi Yard 'Side Yard Rear Yard RequiredI Provided Required 17Provided Required Provided J X6.4 AT7ACJ.��A) 1.7 Water.,S*jm.'G.17C.40:'-� 3. Float Zone Information: 1.9 Sewerage Disposal System: Zone outsid.Flod zone Municipal X On Site Disposal System 0 Public Private,. 0 2.1 9�'ner of Record S Nam Aadress for Service .-, 4 cl, 7 o Signature Telephone 2.2 Authorized Agent 6� Q ke e Coil, 0 -e Name Pri Address for Service: Signature Telephone P 'entd M "Lice"; Construction -SnTZF—visor Not Applicable C, E a'4' A 1A CLQ C S Number Address �jLicense L 0 Licensed Const cti Expiration Date 66 Signre Telephone 12 Registered Ho a Improver ntractor Not Applicable 0 1" MIC E I %V' E mu Company Name.. Registration Number NOV 0 7 2002 B lul 1 E D I N G D E P AddressExpiration Date Signature Telephone 2vs Lj)pJ6 TOWN OF NORTH ANDOVER BUILDING DEPARTMENT I APPLICATION TO CONSTRUCT REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING NX OTHER THAN A ONE OR TWO FAMILY DWELLING .2-- f..t__.t�Y` �x .r lc' "e �T,a'-:%.. :s. .E'r'e'. '" r ; ?.^. � S;.aa,�,� �.1� i?,', _ _ .� N...�;_t'ThiQ gectinn fnr Official Ilse Only;_{.,�a_,�-i^r � ��._.�:_._...:1,_.�. 4wx_ �.. _a�rw BUILDING PER ER: DATE ISSUED: F1yr•? ttw�'y' tt t3- pL Yy SIGNATURE Building Commissioner/IRor of Buildingsto SEG`i7U I L 13-ui L 2� 1.1.1 Property Address: 1.2 Assessors Map and Parcel Number: ` Map Number Parcel Numbs Atill.?VEM , 66A. • . 1.3; Information: 1.4 Property Dimensions: in aZoning Q12� PCZ 1Ell Zontn Distnci , ; `'t Pr Use Lot Areas Frortta e ft 1.6 BiTILDING`SETBACKS (ft) Front'Xard " "T- "" Side Yard Rear Yard RequiTo.,.`•` ` . ProvidPe�, Required Required Provided 'JOE' :?_j94 f ATMCi � 1.'7 Watei 3opplyIN:G'C:C 40: S4) S• Flood Zane Infomntion: , 1.8 Sewerage Disposal System: Zone Ou;sit�e Flood Zone Municipal �( On Sita Deposal System 0 Public Private, C) 2.1 Qti er of Record �= 2-11 SK-I-��:� S �I. 0i gqs v� a ��d�P� dress for Service ,.r f c ;i:. Signature ' Telephone r 2.2 Authorized Agent ,% / (}� e c r C- i G AANB.i} V Cor O &. ZL+4 0e),4'e t �J 42 Name l?n Address for Service: II&I, k>. 603- s�1- 2URV Signature Telephone 3.1 icensed Construction rvtsor Not Applicable ❑ C s 6 JS 5 �A License Number Address Ca AL L 0 —)LI ) ry I Licensed C msi cti r. _ Expiration Date Sign ire Telephone 3.2 Registered Ho lhe Improvem ntractor Not Applicable ❑ Registration Number N O V Q 7 2002 � Expiration DateB LJ 11— (3, t - F Company Name Addressre Signature Telephone .0 rn X z rn 0 Trn N D. Z O Z M 90 O D r v r r G a i VSECTION 4 - WORKERS CON PE . NSATIOKSI{elEG.L 15 Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the of the building permit. _issuance Signed affidavit Attached Yea ....... 0 No .......❑0 cis VOR BUIMWGS AND SUWECT TO SECTION 5 PROFESSIONALDES1, CTION-SERVI STRUCTURES MORE THAND CONSTRUCTION CONTjROL�t�ib cr.. OF 5.1 Registered Architect: r4g, Name Name: Cn a, N o TON. Address Name Of Signature Telephone i5_2Reglitend'.Prg"#kw!Oet(s W I 15P% LX--- V k y–F! 0 ,1 Area of Responsibility Name: HOSE' SALEH*!- —T,S%-4 mfoA Y-��k Q eo Registration Nwm 0 STRUM --l., dresi!: No. 3835'1 0 Fc� 7E 11503-- 4,33 -.cid - q )( ZC6 Expiration Date Si Total 30; ZOG4t Not applicable 0 u oee-viee L Company ame: iEe-0,M4, �f Responsible in Charof biv d L,6 Registration Number Expiration Date Area of Responsibility Registration Number Expiration Date Area of Responsibility Registration Number Expiration Date Not Applicable 0 Name: Address Signature Telephone Name Address Signature Telephone Name Address Signature Telephone u oee-viee L Company ame: iEe-0,M4, �f Responsible in Charof biv d L,6 Registration Number Expiration Date Area of Responsibility Registration Number Expiration Date Area of Responsibility Registration Number Expiration Date Not Applicable 0 New Construction 'iir]' Existing Building 0 Repair(s) ❑ Accessory Bldg. ❑ Demolition qOther 0 Specify Brief Description of Proppsed Work: �us 11%4C �t. AJAdev a "li�J lihys . �u lcl� ey Alterations(s) 0 1 Addition 0 / ��✓pc(, ci.Q CPc`•u 6' iii BUILDING AREA EXISTING if applicable) ''ROPOSED USE GROUP Check as applicable) CONSTRUCTION TYPE A Assembly 0 A-1 0 A-4 ❑ A-2 A-5 0 A-3 ❑ ❑ 1 1 B 0 0 B Business ❑ 2A 2B 2C ❑ ❑ 0 C Educational 0 F Factory ❑ F-1 ❑ F-2 0 H High Hazard ❑ 3A 313 ❑ IInstitutional ❑ I-1 0 I-2 ❑ I-3 ❑ M Mercantile ❑ 4 0 R residential ❑ R-1 0 R-2 R-3 5A 513 ❑ 0 S Storage 0 S-1 0 S-2 ❑ U Utility M Mixed Use S Special Use 0, 0 0` Specify: Specify: Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND OR CHANGE IN USE Existing Use Group: Existing Hazard Index 780 CMR 34: Proposed Use Group: Proposed Hazard Index 780 CMR 34: BUILDING AREA EXISTING if applicable) ''ROPOSED Number of Floors or Stories Include Basement levels 3f/ Floor Area per Floorst r(a .sF .Total Areas ;z— -3,7,F0e,X? ' I-otal Height (It) ,. .91 IV46- Independeni Structural Engineering Structural Peer Review Required Yes ❑ No 0 SECTION 10a Owner Authorization - TO BE COMPLETED WHEN - OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I I as Owner of the subject property 'Hereby authorize,; 'MAC, d to act on My behalf, iri 4.4natters relative ,Yo work aiAorized by this building permit application J ,7 Signa of Owner Date V `10 I, �A4ivMA v as Owner/Authorized Agent Hereby declare-that.the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed up the pains penalties o duty -n -der Print Nan,-) Signa r/ ent Date S IV Ct3'' Ite Estimated Cost (Dollars) to be11E'1C�IC'11AI,iFS� ONL3� Completed by applicant permit ` 1. Building A Nc d ^' S -. - (a) Building Permit Fee Multiplier 2 Electrical (b) Estimated Total Cost of Construction from (6) 3 Plumbing. Building Permit fee (a) x (b)� 4 Mechanical (HVAC) JI R�7Sa 5 Fire Protection' a �_`:�{55 1 �-5-0 �-- 6 Total (1+2+3+4+5) i T f Ch ks he 20 - aN NO. OF STORIES SIZE BASEMENT OR SLAB _ F A ` SIZE OF FLOOR TINIBBERS 2' D 3RD SPAN DEMENSIONS OF SILLS DEMENSIONS OF POSTS DIMENSIONS OF GIRDERS HEIGHT OF FOUNDATION U� '2-I THICKNESS 1 SIZE OF FOOTING X MATERIAL OF CHIMNEY IS BUILDING ON SOLID OR FILLED LAND IS BUILDING CONNECTED TO NATURAL GAS LINE Y gill I TOWN OF NORTH ANDOVER BUILDING DEPARTMENT APPLICATION TO CONSTRUCT REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING Section for Official Use OnlVk`-'U, §-0 . . . . . . . . . . . . . 1BUILDING PER , r542-��2�. ( vA DATE ISSUED: -SIGNATURE.-' Buildin& Commissioner/I or of Buildings l5ate ud MML �' I.1 Property Address:! 1.2 Assessors Map and Parcel Number. 106 Map Number Parcel Num tM 1,3 Zoning Information: 1.4 Property Dimensions, cej C', 175 AIq :341 d: 2-7 Zoiiingra strict Pro�dsed Use Lot Areas Frontage (11) 1.6 BUnMas BAM (ft) Front Y'-,ar d Side -Yazd Rear Yard Requ;red.-,4K-` Provided Required -4,, Required Provided 1.— j, :)-jg4 (A77A-C.gyp ) r. S -G.rC:40:,§ 1.1 Walte.54) k-5. Flood Zone h6rmation: 1.8 Sewerage Du7otal System: Public Zone Outside Flood Zone Municipal JC On Site Disposal System 0 'nerof 2.1 Record f L Na P A dress for Service 57 91 -6�-,O 0 Signature Telephone 2.2 Authorized Agent 6 A414,*- A cos 10 &.r-ZL fQ (01 1 J le Name Pri Address for Service: 601- 9)-1- 201C0 Signature Telephone 31 ixnsed Construction rvisor Not Applicable E a.^, pm � - Im CL Q C S 6 Address License Number — 11, WA .41C Licensed CDnst cti r: JBTv 6 Expiration Date Sign Telephone 3.2 Registered Ho Improvem ntractor Not Applicable 0 RE,CE1vEUj 1. = Registration Number Company Name NOV 0 7 2002 Address Expiration Date u m 1€4 E9 19 E P Signature Telephone MON 4 OR11CMW. COMPENSATION , Workers C . ompensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuarice of the building permit. Signed affidavit Attached Yea .......0 No... 0 SEMON 5-PROFFSMONALDfSIPXAO.CONSMUCrIOriSI" 1VICES.:.F0R:,BUEU1)W.GS AND SMUCrURES SUBJECT TO CON�TRUCTION CONMOL To 7S4 SMR I16,: CdNT} GM ORE.TH ND C ENCLMD SPACE) Ut4i 5.1 Registered Architect: A Name: A 01'M 6 N L TON. Address Of 1A elephone Telephone �511kegwtered.pro imid'E Fa 5P% Lr--- Y, 0 1 A ST111-- 'Al -j�k OF Area of Responsibility 3 96 7 HOSE Name: � ALEP 03 ('e I Registration Nurn 0 STRUM':- No. 38.1,5'., 0 Fc Address,*2 Z(3-- 433- SK3q A Z&T TE Expiration Date 30; Si Total Not applicable 0 Name: Registration Number Expiration piration Date Address Signature Telephone Area of Responsibility Registration Number Expiration Date Name Address Signature Telephone Area of Responsibility Registration Number Expiration Date Name Address Signature Telephone 0 7 CO - ;b�v' C_6r Jy,94 c e) Not Applicable 0 Company ame: Responsible in Charof Construktion SECTIO�i,6 DESC�P�Ia1+,:QF PRaPUSFA �YORS-(check.all applicably) :; New Construction ':' Existing Building 0 Repair(s) ❑ Alterations(s) 0 Addition 0 Accessory Bldg. ❑ Demolition 0 Other 0 Specify Brief Description of Prop Work:(\�, i/� •�fut f �U(,LJ/t �i De.v "RAJ lr✓1 S Zii r� �:.t.�i -4 t'tom/ l/t�pcl `0'duS€N ❑ A-1 0 A4 ❑ A-2 A-5 ❑ A-3 ❑ EWA BUIL DING AREA EXISTING if applicable) nROPOSED Number of Floors or Stories Include Basement levels USE GROUP Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 0 A4 ❑ A-2 A-5 ❑ A-3 ❑ ❑ lA 1 B ❑ 0 B Business 0 2A 2B 2C ❑ ❑ ❑ C Educational 0 F Factory 0 F -I 0 F-2 0 H High Hazard ❑ 3A 3B ❑ IInstitutional ❑ I-1 ❑ I-2 ❑ I-3 ❑ M Mercantile 0 4 0 R residential ❑ R-1 0 R-2 R-3 5A 5B ❑. ❑ S Storage ❑ S-1 0 S-2 ❑ U Utility M Mixed Use S Special Use 0 0 ❑• Specify: Specify: Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND OR CHANGE IN USE Existing Use Group: Existing Hazard Index 780 CMR 34: Proposed Use Group: Proposed Hazard Index 780 CMR 34: EWA BUIL DING AREA EXISTING if applicable) nROPOSED Number of Floors or Stories Include Basement levels Floor Area per Floor (st) (Total Area (so fc Total Height (ft) Independent Structural Engineering Structural Peer Review Required SECTION 10a Owner Authorization - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING I, L.a� ( iUexi Cc,-CcI Hereby authorize'% �ar My behalf, inaltin, atters relat SiEnatuNmof Owner idhorized by this Yes 0 No 0 Owner of the subject property to act on permit application / l € Date I/ W as Owner/Authorized Agent Hereby declaTeAhauh, e statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains penalties o duty SMA �e�i Tint Na a 'J Signa r/ ent Date IteK Estimated Cost (Dollars) to beMCIAUM St Completed by permit applicant < A/ l 1. Building r=o o av Y 6-711 (a) Building Permit Fee Multiplier 2 Electrical (b) Estimated Total Cost of Construction from (6) 3 Plumbing. Building Permit fee (a) x (b) 4 Mechanical (HVAC) a� 7Sa 5 Fire Protection 6 Total (1+2+3+4+5) — Ch kN ber , • NO. OF STORIES S� SIZE OF FLOOR TINIBERS SPAN DEMENSIONS OF SILLS DEMENSIONS OF POSTS DIMENSIONS OF GIRDERS HEIGHT OF FOUNDATION U .Z THICKNESS SIZE OF FOOTING X MATERIAL OF CH1IvINEY IS BUILDING ON SOLID OR FILLED LAND IS BUILDING CONNECTED TO NATURAL GAS LINE t ,V TOWN OF NORTH ANDOVER BUILDING DEPARTMENT APPLICATION TO CONSTRUCT REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING g"a' f I his Section for Official Use Onl BUILDING PERMIT NUMBER. DATE ISSUED: SIGNATURE: Buildin Comrmssloner/In or of Bttildin Date 1.1 Property Address 1.2 Assessors Map and Parcel Number: zoo Map Number Parcel Number 1.3 Zoning hiformation: 1.4 Property Dimensions: �y; 1Zs Z7s, sz44 f�L 3Y6.27 Zonin l�istrid .Proposed Use Lot Area Frontage 11 1.6 BUILDING SETBACKS (ft) Front Yard ., Side Yard Rear Yard Required Provide Requued Provided R 'red Provided . 83 2 1.7 Water Supply M.G.L.C.40. § 54) 1.5. flood Zone Information: 01.8 Sewerage Disposal System: Public Pnvate ❑ Zone Outside Flood Zone '40. Municipal h- On Site Disposal System ❑ 2.1 Owner pf Record µ N. avAowe M 018 ys- ame (Prig) i / Address for Service: V. rl- 8 . � y� "Signatn'r_e � y r.� �)%�� -,�� _? a �� Telephone (V / 2.2 Authonz ent v o ODECIi�E,� Lbw_ N e Pont Address for Service: Sign a Telephone lo y 3.1 Licensed Construction Supervisor Not Applicable ❑ Address License Number Li sed Construa ' n rvisor: /D - 2 7 - 10'/ Expiration Date 03 - ZZ - 838i ign Telephone Registered ome Improvenl t Contractor Not Applicable ❑ Company Name Registration Number Address Expiration Date Signature Telephone 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. Sinned affidavit Attached Yea .......❑ No ....... ❑ 5.1 Registered Architect: ®B Ems. "t' -S/O 2 IS A%s A-nA Name: '55 W ><--1 %—r E I T —r 1r IE Tn V -a 0 Address Signature k)SSv--N� SAL�HKHou Telephone Name: ®N`c. IIUiVtA ST•, T6 ysVA(.-\U\H 1J t1 43901 Address: Z & 3 - 433- 863 i A, Zo5 Name: Address Signature Name Address Signature Name Address Signature Company Name: Caen. --y lSon. Responsibl nn Charge of Construction Total Telephone Telephone Telephone Area Expiratioft ARo VpqW`yctl,� Plo. 9085 BOSTON, w MASS. \STH OF Not applicable ❑ Registration Number Expiration Date Area of Responsibility Registration Number Expiration Date Area of Responsibility Registration Number Expiration Date Not Applicable ❑ :.TUBAL 38367 New Construction Existing Building ❑ Repair(s) ❑ Alterations(s) ❑ Addition 0 Accessory Bldg. 0 Demolition 0 Other 0 Specify Brief Description of Proposed Work: VEZ71641 &.,V.X r VGi?-v--J Z PLVKE3/ e- , F4EG7-4/4C44 zt FieE P.2o72_-C n041, IA 113 ❑ ❑ B Business 0 Independent Structural EngineejiR& Structural Peer Review Required Yes No ❑ SECTION I0a Owner Authorization - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, ,as Owner of the subject property i behalf, i Signature of 7neL1070,,, 60G"::"I,e4 -77p1 to act on tuthorized by this building permit application Date I/ USE GROUP Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 0 A4 0 A-2 ❑ A-3 A-5 ❑ ❑ IA 113 ❑ ❑ B Business 0 2A 2B 2C 0 ❑ 0 C Educational 0 F Factory 0 F-1 0 F-2 0 H High Hazard 0 3A 3B ❑ a/ IInstitutional 0 I-1 0 I-2 ❑ 1-3 ❑ M Mercantile ❑ 4 0 R residential, 0 R-1 R-2 0 R-3 0 5A 5B ❑ ❑ S Storage 0 S-1 0 S-2 0 U Utility 0 M Mixed Use P�' S Special Use ❑ Specify: Specify: S- t ?N B<1SaMe.H oh'�y: Specify: - COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND OR CHANGE IN USE Existing Use Group: Existing Hazard Index 780 CMR 34: 41.1 R It ,,.. BUILDING AREA Proposed Use Group: Proposed Hazard Index 780 CMR 34: z; m EXISTING if applicable) PROPOSED Number of Floors or Stories Include Basement levels ,S')p iz ies 4 1 5A5¢Hev-7- Floor Area per Floors 'Yl 7S SF Total Areas ,39, S/O S •,= Total Height ft Independent Structural EngineejiR& Structural Peer Review Required Yes No ❑ SECTION I0a Owner Authorization - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, ,as Owner of the subject property i behalf, i Signature of 7neL1070,,, 60G"::"I,e4 -77p1 to act on tuthorized by this building permit application Date I/ Agent ,as Owner/Authorized [are that statements an information on the foregoing application are true and accurate, to the best of my and belief d under the pains and pe4altties of perjury Print Name Signa -- Date Item - Estimated Cost (Dollars) to be Completed by permit applicant AR,� 1. Building - 37,42 (a) Building Permit Tee Multiplier 2 Electrical (b) Estimated Total Cost of Construction from (6)iW3 7¢2 5�ro 3 Plumbing Building Permit fee (a) X (b) �• 37420oSo 4 Mechanical (HVAC) te--.S on 5 Fire Protection 3G ��o 6 Total (1+2+3+4+5) ,� 43 �2 Som cb IPMW!r' Check Number 04— 1-1 oro N l � . . 3,.. XY t '.✓.�� 4�1f StIF.`�i�r..} : ^'y �',:y � ik,j� .F ; £�'. y. as �''t'S'7j�j�-.FYI x,.:�.. i.i A, .j� � �� 1. �, "'. .C. � � t , .TAS ��"a`r't jya , , _F: .. s�•'?5 NO. OF STORIES 3 SIZE _ BASEMENT OR SLAB BA�fe�evT SIZE OF FLOOR TIMBERS AM l sr 2ND 3RD SPAN V-4QiE.3 DEMENSIONS OF SILLS NA DEMENSIONS OF POSTS NA DIMENSIONS OF GIRDERS V4 2 16S HEIGHT OF FOUNDATIONVAS THICKNESS FS Ag�t9-6 SIZE OF FOOTING VAK 1 ES X MATERIAL OF CHRVINEY IS BUILDING ON SOLID OR FILLED LAND IS BUILDING CONNECTED TO NATURAL GAS LINE NG ,SEF2VtGE Tv EUj4bl j6 TMI MA TOWN OF NORTH ANDOVER BUILDING DEPARTMENT APPLICATION TO CONSTRUCT REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING Seeflon for Official Use Only,- F f f • t •' s `` �S,y,w �." :'�• 'fit � .�'YW,r'... t -Mt 1.,.. F �•y�-= , e i- ,: WELDING PERMIT NUMBER: DATE ISSUED: Kl l Zco1 l— LZ —C�'?j SIGNATURE: _ 2 L '042'6 Buildin Commissioner/I or of'Buildings Date .'. 1YY'e�V Y4`1..s4 � � r 5. ir......z. ..5?;P. •C .r' 1.1 Property Address 1.2 Assessors Map and Parcel Number: - Zoo 4 Ao� Map Number Parcel Number 1.3 Zoning Information: 1.4 Property Dimensions: Bl. 1°51, 1Zs . J�Icru f iN�- 27s, '1 -ref aye- .2 7 '''Proposed .Zoni'ng District Use Lot Area Frontage ft 1.6 BUILDING SETBACKS (ft) Front Yard Side Yard Rear Yard Required Provide Required Provided Ralwred Provided 9 T3 2 2 1.7 Water Supply M.G.L.C.40. 54) 1.5. Flood Zone 1nt'ormation: 1.8 Sewerage Disposal System: Public AePrivate ❑ zone Outside Flood Zone '49 -Municipal k, On Site Disposal System ❑ 2.1 OWnerpf-Record ��rzz en J LLC 23/ -51 A/.sfvww 9 OIBYs a (Pri } ` �•.` Address for Service : / `signature�2T .;r. Telephone 2.2 Authorizt o aDEGst�E GoQp_ o �C�oPATe Ae ff LMO"T N e Print Address for Service: --....... 6-3 _ s2 7- 9 Sign a Telephone t 5i` t'i'.rtin:.> .K.n.a i. 3.1 Licensed Construction Supervisor Not Applicable ❑ 0 -29S Address � License Number Li rased Construc ' n rvisor: 10 - 2 7 — o Y Expiration Date 03 - 22 - 838► tgn Telephone :Registered ome Improvent t Contractor Not Applicable ❑ Company Name Registration Number Address Expiration Date Signature Telephone Workers Compensation Insurance affidavit must be completed and submitted with this application. issuance of the building permit. Failure to provide this affidavit will result in the denial of the ,�"S�ERED Signed affidavit Attached Yea .......❑ No ....... ❑ _ J 5.1 Registered Architect: Name: 5 fie/► t' -t' -'T' L 1-T = ETC)1,a "Ak O 140 Address Signature Telephone 5(. — AR��j J. Upp��`y(r�� 6 No. 9085 sOSTON4, w �r�ASS �Oy rc�`1 /-HOF SSS\tom SALiGKi�IU Area ofRespons ST �� SS9cy G Registrati rEEbt" 3 CTURAL ca o. 38367 Expiratiod 9FG1 S'f EP�o \U� I Name: ONS NOiUM\� ST �6�\SMcUy'\1� IJ1� 03 , Address: r -------- &3 -- 4 3 3- 6 3 1 7C Z O S Sipa6e Total Not applicable ❑ Registration Number Expiration Date Name: Address Signature Telephone Area of Responsibility Registration Number Expiration Date Name Address Signature Telephone Area of Responsibility Registration Number Expiration Date Name Address Signature Telephone OPCG;4's<i= C®NJrrZ rc7®rl C09Po2A71e,Not Applicable ❑ Company Name: CAeNEy fo+yp. Responsible in Charge of Construction New Construction Existing Building ❑ Repair(s) 0 Alterations(s) ❑ Addition 0 Accessory Bldg. ❑ Demolition 0 Other ❑ Specify Brief Description of Proposed Work: VEenc4t Ek CG ,c HA vI C,4 (, PLVHE3/�!� , FLEGre/GAL � FQE p.2o7�� no,c/, ❑ A-3 0 0 IA 113 ❑ ❑ BUILDING AREA EXISTING if applicable) PROPOSED Number of Floors or Stories Include Basement levels 3570g ies f SASOAM, -'7- Floor Area per Floors '7175 -5 Total Areas ,�9, SYO S F Total Height (R) y g . N */- Independent Structural Engineering Structural Peer Review Required Yes ! No ❑ SECTION 10a Owner Authorization - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT ,as Owner of the subject property 7-2 JC behalf, Signature of Owner 77ON unit application Date act on .L USE GROUP Check as applicable) CONSTRUCTION TYPE A Assembly 0 A-1 0 A4 0 A-2 A-5 ❑ A-3 0 0 IA 113 ❑ ❑ B Business ❑ 2A 2B 2C ❑ ❑ 0 C Educational 0 F Factory 0 F-1 ❑ F-2 ❑ H High Hazard ❑ 3A 3B ❑ IInstitutional ❑ I-1 0 I-2 0 I-3 ❑ M Mercantile ❑ 4 ❑ R residential ❑ R-1 R-2 ❑ R-3 ❑ 5A 5B ❑ ❑ S Storage ❑ S-1 0 S-2 ❑ U Utility M Mixed Use S Special Use 0 P, 0 Specify: Specify: .5-1 .7;.j T,,4Sc ye -- Specify . COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND OR CHANGE IN USE Existing Use Group: Existing Hazard Index 780 CMR 34: Proposed Use Group: Proposed Hazard Index 780 CMR 34: BUILDING AREA EXISTING if applicable) PROPOSED Number of Floors or Stories Include Basement levels 3570g ies f SASOAM, -'7- Floor Area per Floors '7175 -5 Total Areas ,�9, SYO S F Total Height (R) y g . N */- Independent Structural Engineering Structural Peer Review Required Yes ! No ❑ SECTION 10a Owner Authorization - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT ,as Owner of the subject property 7-2 JC behalf, Signature of Owner 77ON unit application Date act on .L Owner/Authorized ent -,as re clare that statements an information on the foregoing application kn ge and belief. are true and accurate, to the best of my ed under the pains and alties of pedury Print Name Date 641,01 R 4110, Item Estimated Cost (Dollars) to be Completed by permit applicant t v 0 Zf3 742"!�Z� !4 (a) Building Permit Fee Multiplier 2 Electrical (b) Estimated Total Cost of Construction from (6) CS '7*9 3 Plumbing 4 Mechanical (HVAC) 5 Fire Protection CERTIFICATE OF SUBSTANTIAL COMPLETION AIA _DOCUWN'Y 6704 (Instructions on reverse side) PROJECT: /...[� (Name and address) f TO OWNER: (Name and address) n unci N,to(�a ��ceZ LL C S N�e�, DATE OF ISSUANCE: ?-3-43 PROJECT O,,LR/ DESIGNATED PORTION SHALL INCLUDE: Ki Ild.47 C'665111,/le,'Z C_ 11 /1 OWNER ARCHITECT CONTRACTOR FIELD ❑ OTHER ❑ PROJECT NO.: CONTRACT FOR: K 7lrpctc� Coos%v _� (c1 a, Jc CONTRACT DATE: 9 V TO CONTRACTOR: (Name and addres ) D� t?,e Co nCS�ru C �6, Cd, C, P CJv &_�P a -,(�) LL -6,,,4 I N. W. o12,46 The Work performed under this Contract has been reviewed and found, to the Architect's best knowledge, information and belief, to be substantially complete. Substantial Completion is the stage in the progress of the Work when the Work or designated portion thereof is sufficiently complete in accordance with the Contract Documents so the Owner can occupy or utilize the Work for its intended use. The date of Substantial Completion of the Project or portion thereof designated above is hereby established as 6T-,3- a3 which is also the date of commencement of applicable warranties required by the Contract Documents, except as stated below: A list of items to be completed or corrected is attached hereto. The failure to inclu oes not alter the respon- sibility of the Contractor to complete all Work in accordance with the Contrac oc nts. o v6r C 9M ARCHITECT BY �qDA TT The Contractor will complete or correct the Work on the list of items at ched he eto Qr Of TAPS T`S days from the above date of Substantial Completion. CONTRACTOR 0 BY DATE The Owner accepts the Work or designated portion thereof as substantially complete and will assume full possession thereof at (time) on (date). OWN613 ER �_�� DATE i ne responsibilities of the Owner and the Contractor for security, maintenance, heat, utilities, damage to the Work and insurance shall be as follows: (Note—Owner's and Contractor's legal and insurance counsel should determine and review insurance reguir(rnents and coverage.) CAUTION: You should use an original AIA document which has this caution printed in red. An original assures that changes will not be obscured as may occur when documents are reproduced. I�_ AIA DOCUMENT G704 • CERTIFICATE, OF SUBSTANTIAL COMPLETION • 1992 EDITION • AIA® • ©1992 • THE a Y�/ AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVENUE, N.W., WASHINGTON, D.C. 20006-5292 =;,!,o • WARNING: Unlicensed photocopying violates U.S. copyright laws and will subject the violator to legal prosecution. G704-1992 �k r+ 01 .4 4 N E m j L Q L s L) E o Q aoi o v c cn a) m Q o c Y v a Q c E mcn c m E v w Q m Q m C o c 3 a O Na� m m v N m O N rn mo i - � cn umi con � 3 � cn umi .0 a a V `� N a m a o U m 0 m Y m a m a m a +r U m a co U (Qj p 'm N�3�3cu 3ccom3Mcc mao 3m a Q Q c U Q C N °� a - m N U C a) C m (0 m m C m m Q 10'0 cc3 W N .�- — a) m3 � M o rn� `�s� L. 0 �.. n.N.ccccocoio`tLm�m3m�cu E a'M m -a Q NL L— 3 L Q) L— Cs Q) oia3 o L— t v> iv m � C m .,w, C m to cn fln�- L O C N w. 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'O `O Cu O C O ?� C cd U 3 C N O C cU w Q N N .� 7 C — — �� o Ern _� " N�3�Nm�� o m 3 c o c U u�'i Cu N °o O L —_ w O L —_ G L N L , O C a aw fa�_� NwL di p Cffi 0) O c— C a O ca CD (- O o N N-C m Q' p c U p Co U Of Y Q p U p L U Vl d L O L U to 'a �' L O O m N c0 N c0 c0 N C`= c O ., C ._ c0 N L cV Y E C N— N O 0 U U N m U 00--a 0 o (0 W cL L U c w 1111millimlillinlip FROM : ACCURATE AIR 0d/29/2993 Y6:.@ 6836440002 FAX WO. : Aug. ?9 2003 04:11PM P1 A4MAC F.NvjRONMtNTAL Almac Enviro mentigi Ausm 29V 2003 DIvilslou of'Radon Resourraet„ IYte. tadon.IedoorAir and Water Quality Mr. >� Saii:aani Amwde Air, I= 140 BawcbW Strew /y /� �tm 03103 RE: HumkUtY RM&P hr BuDdids 2,» iMidge Crc=hi . ltte. 125. NO* Andovar Ma. 73t~Ifr �iljiil: As yda k wwr we memun d and hoftft kvtb is file bmum of talo scat two Qoasarom We took aur liirat rmdeatlp on Augmt 19.3M and soWn � Ausu t 29.2M.. the istwW &a'e pe&d It is my w andvs wwzo td= the wcrft HVAC ey =. The MowinS ane the re mime liar bcd amlvft Pe lo& 4 80,S deVw F $7.6% leami R7 76.3 de$rm F SQ.9% fib► Now End of H4way 78.2 doh jr 76,4% bmdft Pu F.nd of NWWvay 76.7 deg m F 74.2% bwndft 78.3 dsSreel F 47,6% hm"ity 74.6 depm F 47.3% buwldaty 61.0% hUuk iqr 69.8`/4 dwm F $8.2% hamWky The wrmk your have done hu paid off I hope d w dds report meets wa, Yom MWAmumu- Plum let ms krww if aura W =yrhigg .tae that your mquim lbr uft tba wviaea of Alm Bim. r PAW el ARM 4)fWM aaunlaf s P.O. Box 177 • Goffstown, N.K. 03043 . 608-644.4010 • W(Q-927-2366 �. 700/700'0 DLfi£# nrnT.T.HNn,lxnn nrnT.T.nnN.T.Cn7nn ljsrunlajn TST6 L7C f0P T 80.60 F00Z,70•,7r;Tc Final Report of Special Inspections Project: Kittredge Crossin , Building 2 Location: North Andover, MA Owner: Terra Properties, LLC General Contractor: Opechee Construction Corporation 11 Corporate Drive Belmont, NH 03220 Architect of Record O echee Construction Corporation, Belmont, NH Structural Engineer of Record: .ISNAssociates, Inc., Portsmouth, NH To the best of my information, knowledge and belief, the special inspections required for this project, itemized in the Statement of Special Inspections submitted for permit, have been performed and discovered discrepancies have been reported. Comments: (Attach 8 1\2" X 11" continuation sheets if required to complete the description of corrections.) Interim reports submitted prior to this final report form a basis for, and are to be considered an integral part of this final report. Respectfully Submitted, JSN Associates, Inc. Registration Seal Special Inspector Hossein Salehkhou, P.E. (Type or Print) One Autumn Street - Portsmouth, NH 03801 �y OF �'rn z SAtLEHKH�OU ignature STRUCTURAL ca No. 38367 � 0/ST AU60ST 2S, zoo 3 --` Date 5 August 14, 2003 Project: Kittredge Crossing 200 Chickering Road Building 2 North Andover, MA 103 Francestown Road Greenfield, NH 03047 Telephone (603) 547-2251 Fax (603) 547-2253 E-mail miccd@localnet.com As per' Section 116.0 of the Massachusetts State Building Code, I hereby certify that 1, or my authorized representative, have conducted inspections of the Plumbing & Gas systems at the above referenced project on a regular basis. The work completed is installed in compliance with the applicable plans, specifications & the Massachusetts State Plumbing & Fuel Gas Code. If you have any questions or comments, please do not hesitate to call. Sincerely, Y,.. Joel Gordon, P.E. Eli JOEL GORDON MECHANICAL ,No. 31392 1 • Plumbing& HVAC Design Services •••••`• L VR Corporation PROF;=SStONAL ENGINEERS CONSTRUCT ON SERVICES 88 FOUNDRY STREET WAKEFIELD, MA 01880 TEL: (781) 245-0888 FAX: (781) 346-0330 CONSTRUCTION AFFADAVIT INTERMEDIATE CONSTRUCTION DATE: Sr ll D3 PROJECT: Kittredge Crossing 200 Chickering Road North Andover, MA In accordance with Section 116.0 Construction Control of 780 CMR Massachusetts State Building Code, 6th Edition, I, Lawrence V. Roy, being a Massachusetts registered professional engineer (No. 34505 & 38913) certify that I or my authorized representative have inspected the installation of electrical and fire alarm systems at the above -referenced project on the date(s) shown below. The work completed to date is as described below and in compliance with applicable plans and specifications, which have been designed in accordance Massachusetts State Building, Code 780 CMR, 6th Edition, National Electrical Code, and Massachusetts Electrical Code. Please contact me with any questions or comments. Thank you, Inspection Date: lr/IL03 Buildings Inspected: 1 0 3 4 5 Work Observed &Comments: F/ VA — Signa Engineer - MA Reg. No. Lawrence V. Roy, 34505 LVR Corp 88 Foundry Street, Wakefield, MA 01880 (781)245-9888 fire protection • mechanical • electrical wv engineering ossocioTes po po Box -76q keene new homp5hire 5343i 603 352 -7o0-7 CONTROL CONSTRUCTION - SECTION 116.0 M.S.B.C. CERTIFICATE OF ENGINEERING/ARCHITECTURE BUILDING INSPECTOR TOWN OF NORTH ANDOVER 27 CHARLES STREET NORTH ANDOVER MA 01845 GENTLEMEN: I, MARK VINCELLO, HEREBY CERTIFY THAT THE HVAC SYSTEMS AT THE KITTREDGE CROSSING APARTMENT BUILDING NO.2 ON ROUTE 125 IN NORTH ANDOVER MASSACHUSETTS TO THE BEST OF OUR KNOWLEDGE CONFORM IN ALL RESPECTS TO THE MASSACHUSETTS STATE AND LOCAL BUILDING CODE AND APPLICABLE FEDERAL REGULATIONS. AUTHORIZED SIGNATURE: DATE: REGISTRATION: 0>51q, NOTE: ENGINEER "WET STAMP" MUST BE AFFIXED TO THIS FORM. OF MARK VINCELLO No. 35748 ST ` roNAL �Ni\ 4CONCH44-D CONSTRUCTION CORPORATION August 29, 2003 Mr. D. Robert Nicetta Town of North Andover Building Commissioner 27 Charles St . North Andover, MA 01845 RE: Kittredge Crossing — Building #2 Dear Mr. Nicetta: This letter serves as notification that to the best of my knowledge Building #2 of the Kittredge Crossing Project has been constructed in substantialaccordance with 780 CMR 116.3 items 1 and 2. Thank you for your assistance throughout the construction of this building. Sincere ark Williams Project Manager CC: OCC File W Final Report of Special Inspections Project: Kittredge Crossing, Building 2 Location: North Andover, MA Owner: Terra Properties, LLC General Contractor: Opechee Construction Corporation 11 Corporate Drive Belmont, NH 03220 Architect of Record O echee Construction Corporation, Belmont, NH Structural Engineer of Record: .ISNAssociates, Inc., Portsmouth, NH To the best of my information, knowledge and belief, the special inspections required for this project, itemized in the Statement of Special Inspections submitted for permit, have been performed and discovered discrepancies have been reported. Comments: (Attach 8 1\2" X 11" continuation sheets if required to complete the description of corrections.) Interim reports submitted prior to this final report form a basis for, and are to be considered an integral part of this final report. Respectfully Submitted, JSN Associates, Inc. Registration Seal Special Inspector Hossein Salehkhou, P.E. (Type or Print) One Autumn Street Portsmouth, NH 03801 tHOF HOSSMN G� SALEHKHOU ai ignature STRUCTURAL No. 38367 Gr Si �ac�lusi 2&, 20U 3 Date August 14, 2003 Project: Kittredge Crossing 200 Chickering Road Building 2 North Andover, MA As per Section 116.0 of the Massachusetts State Building Code, I hereby certify that I, or my authorized representative, have conducted inspections of the Plumbing & Gas systems at the above referenced project on a regular basis. The work completed is installed in compliance with the applicable plans, specifications & the Massachusetts State Plumbing & Fuel Gas Code. If you have any questions or comments, please do not hesitate to call. Sincerely,OF A -f - +ti JOEL GORDON Joel Gordon, P.E. MECHANICAL ,& No. 31392 A Plumbing & HVAC Desagn Services . • 103 Francestown Road GteenfieK NH 03047 Telephone (603) 547-2251 Fax (603) 547-2253 E-mail miccd@localnet.com Mh�ncal Innovations inc. August 14, 2003 Project: Kittredge Crossing 200 Chickering Road Building 2 North Andover, MA As per Section 116.0 of the Massachusetts State Building Code, I hereby certify that I, or my authorized representative, have conducted inspections of the Plumbing & Gas systems at the above referenced project on a regular basis. The work completed is installed in compliance with the applicable plans, specifications & the Massachusetts State Plumbing & Fuel Gas Code. If you have any questions or comments, please do not hesitate to call. Sincerely,OF A -f - +ti JOEL GORDON Joel Gordon, P.E. MECHANICAL ,& No. 31392 A Plumbing & HVAC Desagn Services . i LVR Corporation PROF;7SSIONAL ENGINEERS CONSTRUCTION SERVICES 88 FOUNDRY STREET WAKEFIELD. MA 01880 TEL: (781) 245-9888 FAX: (781) 246-0330 CONSTRUCTION AFFADAVTT INTERMEDIATE CONSTRUCTION DATE: 0 PROJECT: Kittredge Crossing 200 Chickering Road North Andover, MA In accordance with Section 116.0 Construction Control of 780 CMR Massachusetts State Building Code, 6th Edition, I, Lawrence V. Roy, being a Massachusetts registered professional engineer (No. 34505 & 38913) certify that I or my authorized representative have inspected the installation of electrical and fire alarm systems at the above -referenced project on the date(s) shown below. The work completed to date is as described below and in compliance with applicable plans and specifications, which have been designed in accordance Massachusetts State Building, Code 780 CMR, 6th Edition, National Electrical Code, and Massachusetts Electrical Code. Please contact me with any questions or comments. Thank you, Inspection Date: g O Buildings Inspected: 1 0 3 4 5 Work Observed & Comments: f'/ AL- EZCC%Ql C-- ' f FY -06 of~ Signature & Seal l It OF Engineer - MA Reg. No. Lawrence V. Roy, 34505 LVR Corp v LAWRE E V`r 88 Foundry Street, Wakefield, MA 01880 Na y y (781) 245-9888 At E'\` f fire protection • mechanical • electrical wv engineering a5socioTes po po Box 7&ci keene new hOMp5hire 03451 , 603 552 7007 CONTROL CONSTRUCTION - SECTION 116.0 M.S.B.C. CERTIFICATE OF ENGINEERING/ARCHITECTURE BUILDING INSPECTOR TOWN OF NORTH ANDOVER 27 CHARLES STREET NORTH ANDOVER MA 01845 GENTLEMEN: I, MARK VINCELLO, HEREBY CERTIFY THAT THE HVAC SYSTEMS AT THE KITTREDGE CROSSING APARTMENT BUILDING NO.2 ON ROUTE 125 IN NORTH ANDOVER MASSACHUSETTS TO THE BEST OF OUR KNOWLEDGE CONFORM IN ALL RESPECTS TO THE MASSACHUSETTS STATE AND LOCAL BUILDING CODE AND APPLICABLE FEDERAL REGULATIONS. AUTHORIZED SIGNATURE: DATE: REGISTRATION: S�5Igo NOTE: ENGINEER "WET STAMP" MUST BE AFFIXED TO THIS FORM. Vt OF MARK D. V1 CELLO amid No. 357419 �ECISTER�® SS/NI E'� wv engineering a55oGiaTes po po Box 76G keene new hamp5hire 5343i 603 352 7007 CONTROL CONSTRUCTION - SECTION 116.0 M.S.B.C. CERTIFICATE OF ENGINEERING/ARCHITECTURE BUILDING INSPECTOR TOWN OF NORTH ANDOVER 27 CHARLES STREET NORTH ANDOVER MA 01845 GENTLEMEN: I, MARK VINCELLO, HEREBY CERTIFY THAT THE HVAC SYSTEMS AT THE KITTREDGE CROSSING APARTMENT BUILDING NO.2 ON ROUTE 1251N NORTH ANDOVER MASSACHUSETTS TO THE BEST OF OUR KNOWLEDGE CONFORM IN ALL RESPECTS TO THE MASSACHUSETTS STATE AND LOCAL BUILDING CODE AND APPLICABLE FEDERAL REGULATIONS. AUTHORIZED SIGNATURE: DATE: REGISTRATION: NOTE: ENGINEER "WET STAMP" MUST BE AFFIXED TO THIS FORM. 0F o MAR yG 3 D. VINCELLO v No. 35743 F�EclSTEIL �� 00L to CGn� 9- 2-03; 1:45PM; ICw.-1 y iepartinent Public Safety - Elevator Inspection Report Primed - 09M2W3 By - CHM ovation Address: Location: Kittredge Crossing Street: 200 Chickering Road City. Noith Andover; MA 01845 Building: ►wner / User Address: Owner: Street: P.O. Box: City: Contact: Title: Phone: ;tate Owned: °Land: may.• ;elymcate: Type Class Tag No. Dist;rivt inspector TOI Status EL P 210-P-156 10 JBN i W Ascent: 4 Capacity: 2500 . Mlle'-hawsm. 1-1 vekjaft . f�1O Op Device: i5 Governor: 0 Safety: V Cert No: 0 Descdptiom #2 Work Order. Number Date Ordered Days; Comply By 117341 08/21/2003 60 10/20/2003 1. 2. 3. 4. Inspected Certffled 08/21/2003 Firefighter Service: P Sr wk&Dete &Ys: P Generator- N Expires 10/20/003 , Emergency Lowering: N Mart. Co: STANLEY GLEV Abated Placarded Permit Fee 500.00 Ment swan-hine qy-%m per. ,rade, W,2.6 Ma&s Mod.. Have oil line exoosed .for inspection, 300.2a. Waterproof pit, 106. Install two way communication between car and machine room, 300.2a1 f. r • State Inspector eAt issued - Certificate 1 -Orders Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 n a o gyp_ cocw iHxw�cw APPLICATION FOR CERTIFICATE OF OCCUPANCY/ INSPECTION ADDRESS LOT NUMBER SUBDMSIONY,t1l1wD%"� DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. – WATER METER DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED P,Bb@�R TO THE INSPECTION REQUEST DATE. SIGNATURE—TDPW A Town of North Andover OORTH Building Department,a�s4�� 27 Charles Street North Andover, Massachusetts 01845 _ (978) 688-9545 Fax (978) 688-9542 COLNICiw WXM s CHIJS APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS riC I U Com" I I __eAzA ak RoA-o . VAKzr* 1 V LOT NUMBER SUBDIVISION Y DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED .._ ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER METE _ DATE D_P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED P" TO_TTHE INSPECTION REQUEST DATE. SIGNATURE / DPW AUTHO#JZATION Town of North Andover 0ORTH Building Department C% SSt.�b E�w �ia ;,� �. 6 o 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 C, CDS Ni[YtCIVKM 1 - C�� APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS n 10 L I1tkEj2-i Iv 6- I o,4r) Vli I LOT NUMBER SUBDIVISIONY,ID%"� DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER ME ATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED O TO THE INSPECTION REQUEST DATE. SIGNA / W AUTHORIZATI N Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 0 APPLICATION FOR CERTIFICATE OF OCCUPANCY I INSPECTION ADDRESS�� I o I l C LOT NUMBER SUBDMSION__ �Dt t�%JJ ff DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER METE DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED THE INSPECTION REQUEST DATE. SIGNATURE / I3PW AUTH PION Town of North Andover Building Department, a ao 27 Charles Street North Andover, Massachusetts 01845 _ (978) 688-9545 Fax (978) 688-9542 11 4ATED <OGX[ WXM ` �nACHIM APPLICATION FOR CERTIFICATE OF OCCUPANCY I INSPECTION ADDRESS LOT NUMBER DATE REQUEST FILED DATE READY FOR INSPECTION 10 <-p TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER METE DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PRIOR TO THE INSPECTION REOUEST DATE. Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS LOT NUMBER SUBDIVISION Y DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FI'%.'E ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D_P. W. — WATER ME DATE / 1 D_P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED THE INSPECTION REQUEST DATE. TION Town of North Andover �� FORTH Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 CDLN LHM'XN APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS -7 I� � P► (� . L f z 1 v LOT NUMBER SUBDIVISION__KttR®(-t DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P. W. – WATER METE DATE — l �� d3 D_P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PP � THE INSPECTION REQUEST DATE. SIGNA' Town of North Andover OORTH , Building Department _ o 27 Charles Street 0 1 North Andover, Massachusetts 01845 _ (978) 688-9545 Fax (978) 688-9542 �_ CDLHI(H;WXH _ 4c_ APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS LOT NUMBER DATE REQUEST FILED DATE READY FOR INSPECTION 1.3 SUBDIVISION�,t rtu®re, M%W(T TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER METE DATE 4?—/ 9 __ 4�� D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED P UZ,TO THE INSPECTION REQUEST DATE. ATURE / DPW Town of North Andover ��► Building Departments F. 6 0 27 Charles Street ' North Andover, Massachusetts 01845 _ (978) 688-9545Fax (978) 688-95420"AT110 f? -V 'S1A CD!HILNj IVKM `y7 �'C6i1�� APPLICATION FOR CERTIFICATE OF OCCUPANCY I INSPECTION ADDRESS _ r 10 (� 1 i 6kejZA I VC -r I`')A f U (X I* q.0 LOT NUMBER SUBDIVISION11'®%"�0`.�ll�f(� DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P. W. — WATER METER DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PRIOR TO THE INSPECTION REQUEST DATE. SIGNA Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 �� Q i x�wa 9 •�� AA 'A. cock cKtwuw APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS p� 10a i cke IzA go- Ro A- D [A Kz� LOT NUMBER DATE REQUEST FILED DATE READY FOR INSPECTION SUBDIVISION__ I:J D & �% TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER METE DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED P TO THE INSPECTION REQUEST DATE. S GNATURE / DPW AUT Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 t%ORT11 � io-_ �p, cocH ct+cwecw • �• APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS LOT NUMBER DATE REQUEST FILED DATE READY FOR INSPECTION Ao [AKZr* 903/9 SUBDIVISION__�:1 t�e,I(�(;( TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. –WATER METE ATEq -�..3 D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED P�O"O THE INSPECTION REQUEST DATE. SIGNATI/ DPW AUTHORIZA Town of North Andover V%ORTh Building Department a4 '� �A�r 0 27 Charles Street ' North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 tDCN LYH.'MXM ACHUSt APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS 210 i (kejeA( o- I`oAQ , Ut4zi " 6qo q LOT NUMBER SUBDIVISION___�I 11�®C & DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. —WATER METER DATE _ D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED TO THE INSPECTION REQUEST DATE. S GNATURE DPW AU TION Town of North Andover Building Department . o 27 Charles Street North Andover, Massachusetts 01845 _ 978 688-9545 Fax 978 688-9542 'jlA CDGX [ '; VKM\V CHUS APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS 96- NOA C -D LOT NUMBER SUBDMSION__�:J�Je, �%0140 DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W..—WATER METE DATE- D.P.W. ATE- D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED THE INSPECTION REQUEST DATE. TURE / DPW Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS I (/ l�f I � cknzA I V A (� . AT LOT NUMBER SUBDIVISION__ IJ e, %% (� DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D_P.W. — WATER METE DATE D_P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PRIOR TO THE INSPECTION REQUEST DATE. SIGNATUR ' PW A Town of North Andover tAORTH , Building DepartmentSY,� ^gib o 27 Charles Street North Andover, Massachusetts 01.845 (978) 688-9545 Fax (978) 688-9542 CDG NI[iN YVN:M CHO APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS 210 aiCkejZAjq6_ rl�)F► VAKrr* a Oq LOT NUMBER SUBDIVISION Y DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER METE DATE � /o? - d -R D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PRTO THE INS IA'ECTION REQUEST DATE. SIGNATURE / DPW A Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 NI[NC 1vK.M 7' APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS oS ► V U I �k�� I S A C) . AZI--t LOT NUMBER SUBDIVISIONV,IC®ia-� DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. – WATER METER DATE p '17—Du D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED THE INSPECTION REQUEST DATE. SIGNATURE / DPW A Town of North Andover Building Department44`� 27 Charles Street North Andover, Massachusetts 01845 _ (978) 688-9545 Fax (978) 688-9542 VACHU' APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS LOT NUMBER SUBDMSION�,I i ISD & �%t4(� DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. E.`Il ON1: OFFICIAL USE ONLY ROUTING D_P.W. — WATER METE DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED IO TO THE INSPECTION REQUEST DATE. SIGNATURE Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 OORT14 � � ,o 0 � APPLICATION FOR CERTIFICATE OF OCCUPANCY I INSPECTION ADDRESS (46- t<413A '* 3 0 _X LOT NUMBER SUBDMSION__��D & �Q`. Jtr DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS Tam FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D_P.W. -WATER METER D.P.W= MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED THE INSPECTION REQUEST DATE. SIGNATURE Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 �� COCNI[N�iVKM 1• APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS 9 -30 LOT NUMBER SUBDMSION__ 1 tom &�%f dl�(,'( DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P. W. — WATER METER ATE — D —0-3 D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PRI�B �O THE INSPECTION_ REQUEST DATE. SIGN Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS 12 -; v LOT NUMBER SUBDMSION__ t CCR e, C�U�fJI f DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P. W. — WATER METE DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED Z TO THE INSPECTION REQUEST DATE. DPW A Town of North Andover FORTH c� 4�ti F � Building Department � s 169 � 27 Charles Street North Andover, Massachusetts 01845 4( (978) 688-9545Fax (978) 688-9542 -VL APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS p)V LOT NUMBER SUBDIVISION__ I l�wD & %Jf f DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER METER DATE �7 D_P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PNOR40 TH SPECTION REQUEST DATE. TURE / DPW A Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 CDS 0 'A. CDCN LN�wKM SSS"' APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS _,�oQ:1 LOT NUMBER SUBDIVISION Y DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REOUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P. W. — WATER METER DATE D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED P CO THEAKSPECTION REQUEST DATE. SIGNATURE / Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS LOT NUMBER SUBDMSION,t DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIME FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P. W. — WATER METER DATE / ✓ D ''�.3 D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PRIOR TO THE INSPECTION REQUEST DATE. Town of North Andover Building Department 27 Charles Street North Andover, Massachusetts 01845 (978) 688-9545 Fax (978) 688-9542 t%ORT 06 'per CDCH CHiaYXH APPLICATION FOR CERTIFICATE OF OCCUPANCY / INSPECTION ADDRESS LOT NUMBER SUBDIVISIONY,IC®%"� DATE REQUEST FILED DATE READY FOR INSPECTION TEN (10) DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFF'S MUST BE COMPLETED WITHIN THIS TIlVIE FRAME. A RE -INSPECTION FEE OF TWENTY-FIVE ($25.) DOLLARS WILL BE CHARGED IF THE STRUCTURE DOES NOT MEET ALL APPLICABLE CODES. SIGNATURE OFFICIAL USE ONLY ROUTING D.P.W. — WATER ME DATE--Z1�D D.P.W. MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PP ��BE II$PECTJON REQUEST DATE. 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