Loading...
HomeMy WebLinkAbout173 PHEASANT WAY Electric APPLICATION FOR BUILDING PERMIT Plumbing# 173 Pheasant Way Date: HVAC # 2 Sprinkler# R -- - Estimated Cost $ FINAL AP � j Permit Fee $ � Y f Building OVALS COMPLETE RED BOXED AREAS i Occupancy Fee $ 1 D Engineering TYPE OR PRINT ONLY Eng. Insp. Fee $ Affidavit Appr. for Co — SIGN ON REVERSE SIDE j Total Fee $ o?o S. TO THE BUILDING DEPARTMENT,TOWN OF SOUTH WINDSOR, CT (Additional Cost) $ The undersigned hereby applies to do work accor ing to the following: Applicant rl , a 5 is/-t L°gtion Work Q Lot No. Applicant's Add - l 01 � -7-611a'1 - et 4'( 0& Tel.# - 7/ O CI Town _7?� AII Zip 0 G U Lic.# S—i 3 0 7 7 Owner 0 1l►! a Architect Owner's Address '7 3 flh,243all0 Architect's Address 1. Zip Zip Sq. Ft.New Area: 1st FI. 0 2nd FI. 3rd FI. Total New Area s Purpose of this permit c� -�'r'f c i a 5 C.-7 City Water Well❑ Septic System❑ Sewer Ins: HO SP Z_Cert. Area Basement Garage Approved by SAA- Date WD U Use Group �_j Construction Type Revised 6/02 A I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this permit is asked,and agree that this building is to be located the proper d lance from all street lines,side yard lines,and required distances from all other zones and is located in wh4h this b ing and u al Signed I hereby apply for a Certificate of t panty for gibed in t is application for the permit. Signed DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS Inspection / Approval Date By Appl Code Description Due Whom Code Comment ------------------------------------------------------------------------------- **-29664-B 12,565 BO1 FOOTING 06/10/03 CJD A B10 FINAL 06/24/03 CJD A B10 FINAL 06/24/03 CJD A CLOSEOUT 1 TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 Al QTY. 1210 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT This truss has been analysed and designed using Top Chord: 2X 6 2400f-2.OE SPF MSR 1- 2 - 4104 10-11 +1970 1-10 - -192 8-16 - -2857 the PPSA computerized matrix analysis system. Btm Chord: 2X 8 OSS So Pine 19% MMC 2- 3 - -2716 11-12 • +2195 2-10 - -2857 9-16 • -192 An additional 30 psf uniform live load has Webs 2X 4 Stud SPF 3- 4 - -2120 12-13 42195 2-11 +326 been added to the bottom chord open panel (Except as noted below) 4- 5 - -325 13-14 +2195 3-11 +8$� No excessive wane or knots shall W- 2: 2X 4 /2 SPF 5- 6 - -325 14-15 - 42195 4- 6 - (2J15 = occur in plate contact area. W- 5: 2X 4 /2 SPF 6- 7 - -2120 15-16 • +1970 5-12 - + NOTE: (16) 4104 • 16 Gauge W- 9: 2x 4 /2 SPF 7- 8 - - 7-15 • +850 n BC: 60.0 PLF from )t.f1 tof5 B- 9 - +f04 4 -X 1X4 continuous lateral bracing attached with two 8-15 - +326 �6 BC: 60.0 PLF from )t.11 to15 RX - 3x'I;- (2) 8d common nails each member where indicated. Plate area/trs- 145 sq. in. Where no rigi ceiling is applied Bracing me be attached to either edge of web. directly to the bottom Chord. i 9 Y 9 Approx. trs. wei ht- 2631. shall be braced at interval Ot exceeding 10'-0* 7 A if w5 3X O A. 7 ^ 1.5X3 w 1.(9)3 if 1.5 3e 712 12 / r, i +2 X 12'-0' K m m fV cU 4(6- 8X9- 8X9- 0 7X15(16) - 7X15 06)- 4X6= QQ 4'-6" 4'-6' 6- 5'-6' 5'-6' 6. 4'-6 4'-6- 9'-0* 1'-0. 5'-0. 5'-0' 1'-0' 9'-0* fo 1� 30e-0" Pu�/2• R-21951 2.22' sin. R-21951 2.22' min. PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: Al SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G 1. Connector plates are fabricated from 20 gauge ASTM A653/653H Grade A or better Designer: CJP not-dipped galvanized steel. 2. Connect ar plat!a are spoiled to both faces of truss at each ]pint. where dimensions are not shown. plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 (MATRIX) Sea 1 e: 1/4"=1 indicated by circles (o). 3. Cutting and fabrication shall be accompIIShed using eouipment producing snug TC Live 30.0 s f fittsng toints and fully embedded plates. p DATE: 21 Dec 1998 4. Unless otherwgse no ted. compression top chord to be continuously braced by the TC Dead 7.0 p S f roof Shea th In ��� 5. The permanent structural bracing shown 1s for the support of an individual truss Check by: member and Is not intended as a.bracing plan for the roof structure or as a plan BC Live 0.0 p s f for the attachment of the root to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c Trusses can be dangerous and can cause damage and personal injury if improperly CORPORATION BR ACT N6.iReferl to:a BRACING MOOD TRUSSES. shown ANOrRECOMMENOAT IONS* as ON TOTAL 47.0 psf Drawing No published by the Truss piste Institute for industr�standards in erecting trusses. Our factor i f 5 the truss Plate Institute is located at 583 O'Ono rid Oriva. Suite 200. Madison, MI 53710. Telephone: (608) 833-5900. Reau oil manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o.c TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 HG1 OTY. 4/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT Btm Chord: 2X 6 1650f-1.5E SPF MSR 2- 3 - --9308 10705 0-11 - +9061 2-11 - -1134 7-14 - -1665 2 COMPLETE TRUSSES R E OU I RE D ! Webs 2X 4 Stud SPF 3- 4 - -7991 11-12 - +8040 3-11 - +1583 7-15 - 41583 Fasten trusses together with 16d nails Vert Conc Load @ jt 10 6681 4- 5 - -7858 12-13 - 46903 3-12 - -1665 8-15 - -1134 in a staggered pattern, spaced as follows Vert Conc Load @ jt 16 6680 5- 6 - -7858 13-14 - +6903 4-12 - +2592 8-16 - +1243 Top Chord 12' D.C. BC: 252.0 PLF from jt.10 to16 6- 7 - -7991 14-15 - 48040 4-13 - +1405 Web members 12' o.c. Plate area/trs- 993 sq. in. 7- 8 - -930B 15-16 - 49061 5-13 - -394 Btm chord 8' D.C. Approx. trs. weight- 2140. 8- 9 - -110705 16- 9 - 49061 6-13 - +1405 No excessive wane or knots shall Where no rigid ceiling is applied occur in plate contact area. directly to the bottom chord, it shall be braced at intervals not exceeding 10'-0* 4XB= 1.5X3u 4X8= 3X5 3X5 2 8Q in 3Xd12 123X5. 1D Q7 9Q c 4X10= 4X]0$ i� �l l vj 3X4= 7X8= 7X8= 7X8= 3X4= 10n @ 0 0 @ 6n 3'-4 112' 4'-0' 4'-0' SX -1 1/2' 65 X&12 4'-0' 4'-0- 3'-4 1/2' 3'-4 1/2' 4'-0- 4'-0' -1 112' 6'- /2- 4'-0' 4'-0' 3'-4 112' 10 1/2'I 35'-0" R-58450 3.45' min. R-58450 3.45' min. PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: HG1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A 0 I N G 1. Connector plates ere fabricated from 20 gauge ASTM A653/653M Grade A or better Designer: CJP het-dipped galvanized steel. 2. connector plates are applied to both faces of truss et each jofnt. where dimens to are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sea 1 e: 3/1 6"=1 indicated by circles lo). 3. C Itfng and fabrication shall be accomplished using equipment producing snug TC Live 30.0 sf DATE: 21 Dec 1998 i lacing 10 rots end fully embetl0ed plates. p �� a. Unless otnerr)se noted, compression top chord to be continuously braced by the ,Ur o (l\cl/� rbaf ar:anenng. TC Dead 7.0 psf Check by: 5. mem permanent structural bracing shown is for the support of an ire or as truss member end is not intendetl as a bracing plan for the roof structure or as s plan BC L i v e 0.0 p s f f;r the ettacnment of the root to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c C O R P O RAT I O N hansaes can dled al dangerous and can reuse damage and personal drawing if improperly 6 AC" dRotorled to:a*DRACINO Wbraced.OOD TBracing RUSSES. Shown COMMENTARY ANDhis rRECOMIENDATIONS' asOT h TOTAL 47.0 psf Drawing No p�bllshed by the Truss Plate Institute for tndustrr standards to erecting trusses. OU r factor 1 1rJ ina Truss Plate Institute is located et 593 D'Ono rto or lve. Suite 200. Mao,son, wi 537tO. Telephone: (508) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" 0 c t f TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 H1 QTY. 2/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 1650f-1.5E SPF MSR 1- 2 - -2587 1-10 - +2186 2-10 - -201 7-13 - -466 occur in plate contact area. Btm Chord: 2X 4 1650f-1.5E SPF MSR 2- 3 - -2389 10-11 - +1932 3-10 - +321 7-14 - +321 Where no rigid ceiling is applied Webs 2X 4 Stud SPF 3- 4 - -1922 11-12 - +1660 3-11 - -466 8-14 - -201 directly to the bottom chord, it Plate area/trs- 543 sq. in. 4- 5 - -1750 12-13 - +1660 4-11 - +484 shall be braced at intervals not Approx. trs. weight- 191/. 5- 6 - -1750 13-14 - +1932 4-12 - +199 exceeding 10'-0" 6- 7 - -1922 14- 9 - +2186 5-12 - -276 7- 8 - -2389 6-12 - +199 8- 9 - -2587 6-13 - +484 5X5w asp 1+ 4X8- 1.5X3" 4xd' 5X5w 7sp 1. 2 ZD B 1 5X3+ 1.5X3> u� N O (D a) 3X6- 12 12 3X6- 3X4- 3X4- 3X8- 3X4- 3X4- �v 0 0 4'-9 9/16" 4'-8 5/16" 43 78- 4'-0- 4'-0' 3X 0 1/8' 4'-8 5/16' 4'-9 9/16' 6'-11 11/16' 6'-6 5/1 5 4'-0- 4'-0' 6 6'-6 5/16' 6'-11 11/16" 1D 35'-0" R-16183 1.91" min. R-16180 1.91" lain. PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G 1. Connector plates are fabricated from 20 gauge ASTM A653/6534 Grade A or better Designer: CJP hbt-dloped galvanlzed steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sc a 1 e: 3/1 6"-1" indicated by circles (d). 3. Cutting and fabrication shall be accomplished using equipment producing snug T C Live 30.0 S f fitting to P11 and fully embedded plates. p DATE: 21 Dec 19913 4. Unless otherwise roof sheathing, no led, compression top chord to be continuously braced by the TC Dead 7.0 p s f El MOW 5. The permanent structural bracing shown la for the sup Port of an individual truss Check by: member end is not intended as a bracing Olen for the roof strut turn or as a plan BC Live 0.0 p S f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf Version: B.4c Trusses can be dangerous and can cause damage and personal injury if improperly CORPORATION BRACING.1 Refer l to.a'BRACING WOODTRUSSES; shown ANDrRECOMMENOATIONS* ash TOTAL 47.0 p s f Drawing No Published by the Truss Plate Institute for industry standards in erecting trusses. Our factor 1 1 5 the Truss Plate Institute is located at 583 O'Ono rio Drive. Suite 200. Madison, WI 537f0. Telephone: (608) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" 0.c r TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 H2 QTY. 2/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 16501-1.5E SPF MSR 1- 2 - -2587 1- 9 - +2186 2- 9 - -201 6-12 • +343 occur in plate contact area. Btm Chord: 2X 4 1650f-1.5E SPF MSR 2- 3 - -2389 9-0 • +1923 3- 9 - +342 7-12 • -202 lE 1X4"T" brace stiffener nailed flat to edge of web Webs 2X 4 Stud SPF 3- 4 • -1748 10-11 - +1509 3-10 - -565 edge of web with 8d common nails spaced 8" o.c. Plate area/trs- 478 sq. in. 4- 5 • -1509 11-12 • +1923 4-10 - +510 e Approx. trs. weight" 1781. 5- 6 • -1740 12- B - +2186 5-10 - -0 where indicated by 11.Scab must extend at least 6- 7 • -2389 5-11 ■ +510 90% of web length. 7- 8 • -2587 6-11 - -565 Where no rigid ceiling Is applied directly to the bottom chord, it shall be braced at intervals not exceeding 10'-0" 0 4X4- 4XB= 5X5w 3sp1+ 5X5w 6sp1 e 1.5X3 7 Q 1.5 3y + � in (� X p 3�6- f2 12 3X6- �� a7 zo I zo 1 G 3X4= 3X8- 3X4= 3X4= 0 4'-9 9/16' 4'-8 5/16' 3 X '0 1/8' 4'-0' 6 U -16" __ 4'-8 3/8' _ _ 4'-9 9/I6' 6'-11 11/16" 8-6 tmv 4'-0" YV-6 5/16' 6-11 11/16' so 1i2�1 35'-0" R-16181 1.91" fain. R-16181 1.91" min. PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Designer: CJP not-dapped galvanized steel. 2. Connector plates are applied to bat faces of truss at each joint. Where d saensions are not shown, plates are ay■■etrfcally placed about joint or as CRITERIA ANSI/TPI 1-1995 Scale: 3/1 6 w.1' indicated by circles (o). 3. Cutting and fabrication shall Oe accomplished using equipment producing snug fitting jos�ts and fully a■bedded plates. TC Live 30.0 psf DATE: 21 Dec 1998 4. unless otherwise noted, Co■presslon top chord to De Continuously braced by the V�(� 00 roof sneething. TC 028d 7.0 psf Check by: U u L"J 5. Tne per■anent structural bracing shown is for the support of an individual truss member and is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p s f ENGINEERING for the attachment of the rooCAUTION�ding BC Dead 10.0 psf Version: 8 4c C O R PO RAT I O N Irusses tan be dangerous and can cause damage and personal injury, 11 improperly BRACING.iRlf arltb.a�'BRACI NO WOOD TRUSSES. Shown COMMENTARy this ANOrRECOMMEIaIANIONS E�ECaste TOTAL 47.0 psf Drawing No published btr the Truss Plate Institute far IndustryY standards in erecting trusses. ine truss Plate institute ss located et 5e3 O'Onolrso Drive. suite zoo, Madison, DUr factor 1 15 Wi 53710. Telephone: (6081 933-9900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24,0" o c t a a i TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 T1 QTY. 210 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 1650f-1.5E SPF MSR 1- 2 - -2587 1- 8 - 42186 2- 8 - -201 5-11 - +327 occur in plate contact area. Btm Chord: 2X 4 1650f-1.5E SPF MSR 2- 3 - -2389 8- 9 - 41930 3- 8 - +327 6-11 - -201 Where no rigid ceiling is applied Webs 2X 4 Stud SPF 3- 4 - -1790 9-10 - 41345 3- 9 - -604 directly to the bottom chord, it Plate area/trs- 406 sq. in. 4- 5 - -1790 10-11 - +1930 4- 9 - +638 shall be braced at intervals not Approx. trs. weight- 1681. 5- 6 - -2389 It- 7 - 42186 4-10 - +638 exceeding 10'-0' 6- 7 - -2587 5-10 - -604 4 T 4 - 5X5w asp 1+ 5X5w9sp 1. in Q 2 i.5X3 i 5X3+ i 0 1 7O 3X - 12 12 3X6- 7 7 z1 Izo 3X4- 3X4- 3X4= 3X4= 4'-9 9/16' 4'-B 5AV 3X6- 8'-0 1/8' 8'-0 8— 4'-8 5/16' 4'-9 9/16' 6'-11 11/16' 7'-1 3/ 2 6'-9 7/8' 3 7'-1 3/8' 6'-11 11/16' 35'-O" R-1618# 1.91' lain. R-16181 1.91' lain. PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L O A D I N G t. connector plates are fabricated from 20 gauge ASTM A553/653M Grade A or better Designer: CJP not-d.poed galrenftad steel. 2. Connector plates are a0plfed to both faces of truss at each joint. Where d.■ensions are not shown, plates ere symmetr lcslly pieced about joint or as CRITERIA ANSI/TPI 1-1995 Sc a 1 e: 3/1 6",:1 I od.cated by circles (a). 3. Cutting and fabrication shall be accomplished using equipment producing snug TC Live 30.0 sf DATE: 21 Dec 1998 ,it ting 1�ints end fully embedded plates, p I. Unless otherwise noted, co■press... top chord to be continuously braced by the �nn SS I'.t eheatning. TC Dead 7.0 psf FJ5]v 5. the Der■anent structural prating snow. fs for the support of en Intlirldual truss Check by: member and is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p S f f the attachment of the roof to the building.for CAUTION: BC Dead 10.0 psf version: 8.4c C N Trusses O R P O RAT 1 O can be dangerous and can cause damage and personal Injury if Improperly 6PACING.1Referlto:a BRACING Wld.OOD TBracing RUSSES. shown COMMENTARY this ANDdrawing RECOMMENDA NOT TIIONS" 83DN TOTAL 47.0 psf Drawing No pdbll5hed py the Truss Plat! Inatitut! for industry standards in erecting trusses. Our factor 1 1 5 In Truss Plata Institute is located et 583 O'Onotrio Drive. Suite 200. Madison, MI 53710. Telephone: (508) 833-5900. Reed all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o.c TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 G2 QTY. 2/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT Top Chord: 2X 4 2f00f-1.BE SPF MS! f- 2 - -10910 1- 6 - +9374 2- 6 - 456 4- 8 - 44584 2 COMPLETE TRUSSES RE OU I RE D ! MIS Chord: 2X 8 OSS So Pine 19% M»C 2- 3 - -10706 6- 7 - 49374 2- 7 - -f48 Webs 2X 4 Stud SPF 3- 4 - -10706 7- 8 - +13162 3- 7 - +10582 Fasten trusses together with 16d nails (Except as noted below) 4- 5 - -15319 8- 5 - 413162 4- 7 - -4565 in a staggered pattern, spaced as follows W- 3: 2X 6 1650f-1.5E SPF MSR Top Chord 12' D.C. W- 5: 2X 4 02 SPF No excessive wane or knots shall Web members 12' D.C. BC: 808.0 PLF from it. 7 to 5 occur in plate contact area. Btm chord 7' D.C. BC Conc. load: 5846 at It- 6- NOTE: MAXIMUM TRUSS SPACING IS 12' o. c. Plate area/trs- 880 sq. in. Where no rigid ceiling is applied Approx. trs. weight- 1520. directly to the bottom chord, it shall be braced at intervals not exceeding 10'-0' 33 6X12 D 2 04X8' 4X8• in u� c 12 12 4X 4 7 7 4X 4. i� �l 1� 3X8 IT 3X8 a © 12112w/spl- XB 5846/ 7O 5'-7' 5'-7' 5'-11' 5'-7' 5'-7' 23 e-O n R-57140 2.89' min. R-102420 5.17' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: G2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. :onnector plates are fabricated from 20 gauge ASIM A653/653M Grade A or better L 0 A D I N G Designer: CJP 'bt-dipped galvantted steel. 2. Connector plates era epDl gad to both faces of truss at each joint. where dioensions are not shown, plates are symmetrically placed Stout joint or as CRITERIA ANSI/TPI 1-1995 Sea 1 e: 3/1 6":1 ,ndt3catetl by circles (o). 3. gutting and IeSrlcatfan seal! be accomplished using equipment producing snug TC Live 30.0 psf DATE: 21 Dec 1998 ',t gn, Joints and fully embedded plates. T-H ��� 4. finless eathing.e noted, compression top[nbrtl to De Continuously braced Dy the roof aneetning. TC Dead 7.0 pSf 5. In permanent structural bracing shown is for the support of an individual truss Cheek b y: wewber end is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p$f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8 4c C O R PO RAT I O N Trusses can De dangerous and can cause ng She and personal injury 11 improperly handled metalled end/or braced. Bracing Shown COMM on this drawing RECOM is NOT ERECTION BRACING. Reler to. 'BRACING WOOD ins ituteEf COMMENTARY s AND standards in as TOTAL 47.0 pSf Drawing NO Published py the Truss Plate Institute for Industry etandertl9 to is 200.g trusses. Our factor 1 1 55 Ina Truss V eta Institute is located at 583 O'Ono rfo Drive. Suits 200, Med�son, MI 53710. Telephone: (6081 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 12.0" o.C TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 SGE QTY. 1/1 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 1650f-t.5E SPF MSR 1- 2 - -1524 1- 6 • +1291 2- 6 - +112 4- 8 • +112 occur in plate contact area. Btm Chord: 2X 4 1650f-1.5E SPF MSR 2- 3 • -1011 6- 7 - +1291 2- 7 - -476 Where no rigid ceiling is applied Webs 2X 4 Stud SPF 3- 4 - -1011 7- B - +1291 3- 7 - +575 directly to the bottom chord. it Plate area/trs• 336 sq. in. 4- 5 - -1524 8- 5 • +1291 4- 7 - -476 shall be braced at intervals not Approx. trs. weight- 1220. (incl. GE webs.) exceeding 10'-0" 3 4O: 2 in 12 12 3X 7� 7Q A. � 1Q 5 d! e. 2T 2X6 Q� Zo 1 1.5X3 e 1.5X311 © 5X7w/sp1- O 7 6'-0- 6'-0. 5'-6" 5'-6' 6'-0' 6'-0' 5'-6' to 1,�z 2X-0" R-f0540 1.5' min. R-10540 1.5' min, PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: SGE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G I. Connector plates are fabricated from 20 gauge ASIM A653/653M Grade A or better Designer: CJP hat-dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. where diaenstons are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sea 1 e: 3/1 6"=1' indicated by circles lot. 3. Cutting and fabrication shawl be accomplished using equipment producing snug DATE: 2 1 Dec 1 998 fitting loints end fully eabeadetl 1)1 tea. TC Live 30 0 pSf 4. Un lesa otherwise noted, compression top chord to be continuously braced by the ��n (��� roof sheathing. TC Dead 7.0 pSf U l►�`'J 5. The permanent structural bracing shown is for the Support of an individual truss Check by: member and is not intended as a bracing plan for the roof structure or as a plan BC L i v e 0.0 p S f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c CORPORA T 1 O N Trusses can be dangerous end can cause tlamage end personal injury 1f improperly nand l ed installe0 and/or braced. Bracing shown on this drawing is NOT ERECTION TOTAL 47.0 pSf Drawing No BRACING. Reser to: "BRACING WOOD TRUSSES. COMMENTARY AND RECOMMENOAIIONS" as published by the Truss Plate Inatttute for industry standards in erecting trusses. The truss Plats Institute is located et 583 D'Onolrio Drive. suite 200. Madison, Our factor 1 15 VI 53710. le lephOne: 16081 833-5900. Reed all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o.c r I TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 T3 QTY. 110 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 12 SPF 1- 2 • -601 1- 4 +5t1 2- 4 +t34 occur in plate contact area. Btm Chord: 2X 4 t2 SPF 2- 3 • -601 4- 3 • +511 Where no rigid ceiling is applied Webs 2X 4 Stud SPF directly to the bottom chord, it Plate area/trs• 73 sq. in. shall be braced at intervals not Approx. Vs. weight- 471. exceeding 10'-0" 2 4 4= ;D 12 12 r, 7� Q7 v 2 XO, 3 2O= Qfi0. �Q 1.5X3 If 7'-0' 7--0- 7--0- 7'-0' t0 1/2' 14'-0" to 1/2- A-631/ 1.5' min. R-6311 1.5' min. PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A 0 I N G Designer: CJP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better not-dlooed galranlied steel. 2. Connector plat!.ere applied to both faces Of truss et each ]ornt. Where dimensions are nut shown, plates are symmetrically placed about ]Dint Or as CRITERIA ANSI/TPI f-1995 SC a 1 e: ]/2"=1 ind Icated by circles lol. 3. Cu It Ing an0 fabrication shall be accomplished using equipment producing snug fltI trig ]oints and fully added plates. TC Live 30.0 pSf DATE: 21 Dec 1998 4. Unless otherwise noted, comprl5.IOn too chord to be continuously braced by the Er00 roof sheathing. TC Dead 7.0 pSf L.fl]v 5. the permanent notstructuralintend bracing shown 1s for the support of of an Individual as truss Check by: member and Is not intended as a bracing plan for the root structure or°. a plan BC Live 0.0 p S f for the attachment of the roof to the buf)ding. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c C O R PO RAT I O N Truss can°°^ tlangerous and can cause damage and Personal injury improperly hendled Ins tailed and/or braced. Bracing shown on this drawing is Not ERECTION BRACING. Refer to: 'BRACING WOOD TRUSSES. COMMENTARY AND RECOMMENDATIONS' as TOTAL 47.0 pSf Drawing No Published by the Truss Plate Institute for industry standards in erecting trusses. Our factor 1 1 5 The truss Plate Institute is located at 583 0 Onofrio Drive. Suite 200. Madison, IT 537f0. Telephone: (600) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" 0.c TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 T3GE QTY. 0/1 LUMBER SPECIFICATIONS No excessive wane or knots shall where no rigid ceiling is applied Top Chord: 2X 4 /2 SPF occur in plate contact area. directly to the bottom chord, it Btm Chord: 2X 4 112 SPF shall be braced at intervals not Webs 2X 4 Stud SPF exceeding 10'-0' Plate area/trs" 145 sq. in. Approx. trs. weight- 580. 4X4- i 5X3(Typ) s 12 12 7� Q7 i v 2X4- 2X4- �1 l� v v 1.5X3(Typ) n i.5X3 a 7'-0' 7'-0' 14'-0' f0 1/2' 1 4'-0 n f0 1/2' CONTINUOUS BEARING REQUIRED I PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T3 GE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G 1. C:nnector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Designer: CJP nct-dipped galvanized steel. 2. -onnec for plates are epp 1,ed to bath faces of truss at each joint. Where i.mens,ans are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Scale: i/2" indicated by circles lo). 3. utt in and labr Scatfpn shall De accomp]Caned using eOuiDment Producing snug fitting I .ts and fully emeeetled plates. TC Live 30.0 psf DATE: 21 Dec 1998 ����� A. J001 otherwise nate0, compressfpn top chard to be continuously braced by the o ^par sheathing. TC Dead 7.0 psf 5. The permanent structural bracing shown is for the support of an individual truss Cheek by: member antl is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p$f or the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c CORPORATION trusses can be dangerous and can cause damage and personal injury If improperly handled installed and/or braced. Bracing shown on this drawing is Not ERECTION 3RACING. Refer to: 'BRACING M000 TRUSSES. COMMENTARY AND RECOMMENDATIONS' as TOTAL 47.0 psf Drawing No aublished by the Truss Plate Institute for Industry standards In erecting trusses. Our factor i i rJ Tne Truss Plate Institute is located et 583 D'Onafrio Drive. suite 200. Madison, WI 53710. Telephone: (608) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o.C TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 T4 QTY. 1/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 02 SPF 1- 2 - -184 1- 4 " ♦152 2- 4 " +44 occur in plate contact area. Btm Chord: 2X 4 12 SPF 2- 3 " -184 4- 3 " +152 Where no rigid ceiling is applied Webs 2X 4 Stud SPF directly to the bottom chord, it Plate area/trs- 73 sq. in. shall be braced at intervals not Approx. trs. weight- 191. exceeding 10'-0* I O 4X4= i ;D 12 12 Q7 2 4= 2X4=TIzo 1 :. n n 1.5X3 W 2'-6' 2'-6' 2'-6' 2'-6' f0 !/2' 5'-0" 10 112' R-2080 1.5' Ain. R-2080 1.5' min. PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE:T4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: t. Connector plates are fabricated from 20 gauge ASTM A653/653M Veda A or better L 0 A D I N G Designer: CJP not-dipped galvani>!ad steel. 2. Connector plates ere applied to both faces of truss et each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI i-1995 Scale: 1 12"=1' indicated by circles tbl. 3. Luttlnq and fabritatfon snail be accomplished using eOufOment producing snug fitting joints ema 1u11y embedded plates. TC Live 30.0 pSf DATE: 21 Dec 1998 �� 4. Unless eathinise noted, compresafon top chord to be continuously braced by the f -�LJr o root sheathing. TC Dead 7.0 pSf 5. The permanent 'structural bracing shown is for the support of an individual truss Check by: memoer end fs not Intended as a bracing plan for the roof structure or as a plan BC L i v e 0.0 p S f for the attachment of the root to the building. ENGINEERING I CAUTION: BC Dead 10.0 psf version: 8 4c CORPORATION Trussesled can tailed dangerous and/or andbra can[Buse Bracing shown and personal Injury it improperly BRACING.'21,rl a to: BRACING WOOD TRUSSES. COMMENTARY ANOrRECONMENOAfTTIIONS' asRECTIh TOTAL 47.0 pSf Drawing No Published by the Truss Plate Institute for industry standards in erecting trusses. Our factor 1 15 Tna Truss Plate Institute is located at 583 O'Onofrio Drive. Suite 200. Madison, WI 537f0. Telephone: I608) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o.C TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 T4GE QTY. 0/1 LUMBER SPECIFICATIONS No excessive wane or knots shall Where no rigid ceiling is applied Top Chard: 2X 4 12 SPF occur in plate contact area. directly to the bottom chord, it Btm Chord: 2X 4 12 SPF shall be braced at intervals not Webs 2X 4 Stud SPF exceeding 10'-0' Plate area/trsr 73 sq. in. Approx. trs. weight- 190. 4X4- 12 12 2 �1 X4- 2X4= tot 1 i 2'-6' 5'-0' 10 112- 5'-0" 10 t/2• CONTINUOUS BEARING REQUIRED I PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T4 GE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1 conholnector fates a redfaabricated from 20 gauge ASiM A653/653M Grade A or better L 0 A 0 I N G Designer: CJP 2. COnnlC tdr plates are applied to both laces of truss at each joint. wnere di men ted ions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 SC a I e: 1/2" 1 indica by circles lol. 3. Cutting end fabrication shall be accomplished using equipment producing snug Iltting joints and fully embedded plates. TC L1Ve 30.0 psf DATE: 21 Dec 19913 ����� a. unless eathinise no te0, compression top chord to be continuously braced by tna TC Dead 7.0 p s f L] roof sheathing. 5. Tne permanent structural bracing shown is for the support of on indirldual truss Check k by: member eno is no intentled as a brat ing plan for the roof strut Lure or as a Olen BC L 1 V e 0.0 p S f for the attachment of the roof to the bW Iding. ENGINEERING CAUTION: BC Dead 10.0 psf version: B.4c CO R P O RAT I O N Trusses can be dangerous and can cause damage and personal injury, II Improperly handled 8RAC1 NG.iRelerl to:a B/.,braced. racing RACING MOOD TRUSSES. aCOMMENTARY AND RECOhown an this MMENOATTIIONS" asERECTIh TOTAL 47.0 psf Drawing No pub L shed by the Truss Plate Institute for industry standards In erecting trusses. Our factor i ]5 Ina truss P lath I. Institute is located at 583 O'Onofrio Drive. Suite 200. Madison, MI 53710. Telephone: 16081 033-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o x TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 #8 OTY. 20/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 02 SPF 1- 2 • -460 1- 4 • a390 2- 4 • tf0a 3- 5 • -191 occur in plate contact area. Btm Chord: 2X 4 12 SPF 2- 3 - ♦0 4- 5 • #390 2- 5 • -471 NOTE: At the right end girder bearing. Webs 2X 4 Stud SPF use approved truss hangers capable of Plate area/trs• 88 sq. in. Where no rigid ceiling is applied supporting a 507 # reaction. directly to the bottom chord, it Approx. trs. weight- 530. shall be braced at intervals not exceeding 10'-0' 3 1.R 3a <1 , � ZD o o 12 2X4- �l 1.5X3 a 0 3X4= Q 5'-10 15/16' 5'-5 9/16' Y-f0 15/16' 5'-5 9/15' f0 ,/2• 11 a-4 1/2" R-5070 1.5' min. R-5070 1.5' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #8 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G I. connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better Designer: CJP hot-dipped galvanized steel. 2. Connector plates are applied to both laces of truss at each yo int. where dimensions are not shown, plates are symmetrically placed about point or as CRITERIA ANSI/TPI 1-1995 Sc a I e: 3/B"=1 Indicated by circles (0). 3. Cutting and I:orication small be accomplished using equipment producing snug TC L l V e 30.0 s f fitting Ioints and fully embedded plates. p DATE: 21 Dec 1998 1. Unless otherwise noted, compression top chord to be continuously braced by the TC Dead 7,0 psf fur o rho.The pe eheatnnt�ng. Check by: rmane st ruc lure I bracing shown is for the support of an individual true! member and is not intended as s orating plan for the roof structure or as a plan BC Live 0.0 p s f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c C O R P O RAT 1 O N Trusses can be dangerous and can cause damage and personal injury If improperly B3AC1NG.handled i Refered to:a'1BRACING braced. 00 TRUSSES:ng shown COMMENTARYi AND RECOMMENDATIO is NOTNS*ERECTION ON TOTAL 47.0 p s f Drawing No published by the Truss Plate institute for Industry standards in erecting trusses. DUr factor 1 1 rJ The Truss Plate Institute is located at 583 O'Onofrio Drive. Suits 200, Madison, wl 5371g. Telephone: (6081 833-5900. RL ad all manufacturer's WARNINGS enclosed withdrawing package. Spacing 24.0' o C TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 #7 CITY. 310 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 /2 SPF 1- 2 - -427 1- 5 • f362 2- 5 - -2% 4- 6 = -63 occur in plate rantact area. Btm Chord: 2X 4 1 2 SPF 2- 3 - -153 5- 6 = 1,132 3- 5 = 4294 NUIE: At the right end girder bearing. Webs 2X 4 Stud SPF 3- 4 - f0 3- 6 m -447 use approved truss hangers capable of Plate area/trs= 154 sq. in. Where no rigid ceiling is applied supporting a 507 9 reaction. Approx. trs. weight= 600. directly to the bottom chord, it Shall be braced at intervals not exceeding 10'-0" 4 3 1 5 3b 4X = 0 Q 1 5X3 a o_ o f 12 i in �f 7 in O V 2X4- �l nr 3X4- Q 4X4= 5'-4 15/16• 3' 11 9/16' 2'-0' 9'-4 1/?' 2'-0- 10 1/2 1 V-4 1/2" R=5070 1.5' min. R=5071 1.5' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1 Ccirector plates are fabricated from 20 gauge ASIM A653/653M Grade A or better A DI N G Designer: CJP hi•t-dippetl galvanized lied steel. 2. u,nector plates are applied to both faces of truss at each joint. Where d,�rnsions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sc a I e: 3/8"=1 rrd:ca ted by circles (o). 3. C.tting and fabrication shall be accomplished using eQuipment producing snug f tong joints and hilly embedded plates. TC Live 30.0 pSf DATE: 21 Dec 1998 U U U\J 4. LA less otherwise noted, compression top chord to be continuously braced by the `\ rtof shealhtng. TC Dead 7.0 pSf 5 The permanent structural bracing shown Is for the support of an individual truss Check by: member end is not intended as a bracing plan for the roof structure or as a plan BC L i v e 0.0 p s f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8 4c C O R P O RAT I O N Trusses can be dangerous and can cause damage and personal injury if improperly handled installed and/or braced. Bracing Shown on this drawing is NOT EOECjION BRACING. Refer to. 'DnAC1NG WOOD TRUSSES. COMMENTARY AND RECOMMENDATIONS' as TOTAL 47 0 p$f Drawing NO published by the Truss Plate Institute for industry standards in erecting trusses. DU r factor 1 15 the Truss Plate Institute Is located at 583 O'Onofrio Drive. Suite 200. Madison, WI 53710. Telephone: 16081 839-5Rn0. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o c TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 #6 OTY. 310 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT NO excessive wane or knots shall Top Chord: 2X 4 /2 SPF 1- 2 - -538 1- 5 - ♦453 2- 5 - -218 4- 6 • -137 occur in plate contact area. Btm Chord: 2X 4 02 SPF 2- 3 - -328 5- 6 - r283 3- 5 - 4245 NOTE: At the right end girder bearing. Webs 2X 4 Stud SPF 3- 4 - t0 3- 6 - -437 use approved truss hangers capable of Plate area/trs• 146 sq. in. Where no rigid ceiling is applied supporting a 507 0 reaction. Approx. trs. weight- 550. directly to the bottom chard, it shall be braced at intervals not exceeding 10'-0' 4 3Q 1.5 3a 4XB= 2 1.5 3• in iu Co ' 12 m o f 7 2 4= -Q� 3X4= 3X4= 4'-2 15/16' 3'-1 9/16' 4'-0- 7'-4 f/2' 10 112' 11 e-4 1/2" R-5070 1.5' min. R-5071 1.5' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #6 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grad@ A or better Designer: CJP not-dipped galvanized,tee 1. 2. Connector plates are applied to both faces of truss at each joint. where dimensions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 SC a I e: 1/2"=1 indicated by circles (o). 3. cutting and fabrication shall be accomplished using equipment producing snug DATE: 2 i Dec 1 99B lifting joints and fully embedded plates. TC Live 30.0 pSf a. unless oherwise noted, compression lap chord to be continuously braced by the roof sheethinq. TC Dead 7.0 psf U U 11L�J S. Tne permanent structural bracing shown is for the support of en fnd w10va1 truss Check b y: sember and is not intetoed as a bracing plan far the root structure or es s oleo BC Live 0.0 p S f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c C O N Trusses can be dangerous and can cause damage and personal injuryy fl proped, handled installed and braced. Bracing shown an this drawing is NOT EAEC.I O R P O RAT I ON BRACING. Refer to: BRACING I0000 TRUSSES: COMMENTARY AND RECOMMENDATIONS' as TOTAL 47.0 psf Drawing No published by the Truss Plate Institute for industry standards in erecting trusses. Our factor 1 1 5 The Truss Plate Institute is located at 583 O'Onofrio Orive. suits Poo, Madison, MI 53710. Telephone: (60B) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o.0 TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 #5 QTY. 3/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 12 SPF 1- 2 - -505 1- 4 • ♦428 2- 4 - +108 3- 5 - -211 occur in plate contact area. Btm Chord: 2X 4 12 SPF 2- 3 - +0 4- 5 • +428 2- 5 • -490 NOTE: At the right end girder bearing, Webs 2X 4 Stud SPF use approved truss hangers capable of Plate area/trs• 122 sq. in. where no rigid ceiling is applied supporting a 507 1 reaction. Approx. trs. weight- 48t, directly to the bottom chord, it shall be braced at intervals not exceeding 10'-0' 3 2 1.5 3R 4X = zo 12 � 7� Q 2X4- m �l r, Q� 1.5X3 n 0 3X4- 0 5'-4 112' 6'-0' 5'-4 1/2' 6'-0' 10 1/2' 1 V-4 1/2" R•5070 1.5' min. R-507/ 1.5' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better L 0 A 0 I N G Designer: CJP not-dipped ga lranited steel. 2. Connector plates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sc a 1 e: 1/2"=1' indicated by circles la). 3. Cutting and fabrication shall be accomplished using equipment producing snug f Itting joints ana fully embedded plates. TC Live 30.0 pSf DATE: 2] Dec 1998 4. Unless otnerw lse noted, compression top Chord to be continuously braced by the �n (� roof ermaneinq. TC Dead 7.0 psf 11 U U v S. Tne peraanent oat intend bracing snarn is for the support of an Individual truss Check b y: member end 1!not intended es a bracing plan for the root structure or as a plan BC Live 0.0 p S f for the attachment of the roof to the guilding. ENGINEERING CAUTION: BC Dead 10.0 psf version: B 4c CORPORATION Trusses can be dangerous bandra can cause damage andio personal injury It improperly handled installed and/ar braced. Bracing en own on LMs drawing is NOT ERECTION BRACING. Refer to: 'BRACING WOOD TRUSSES. COMMENTARY AND RECOMMENDATIONS' as TOTAL 47.0 psf Drawing No published by the Truss Plate Institute for industry standards in erecting trusses. OU r factor ] 15 The Truss Plata Ins ituta is located et SB3 D'Ono1rlo Or ire. Suite 200, Madison, MI 537f0. Telephone: 16091 833-5900. Reud all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o C 10 TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 #4 QTY. 310 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 02 SPF 1- 2 • -927 f- 5 • +775 2-5 • +188 3- 7 • -916 occur in plate contact area. Btm Chord: 2X 4 /2 SPF 2- 3 • -802 5- 6 • +775 2- 6 • +30 4- 7 - -174 This hip truss is designed to support 3'-4.5' Webs 2X 4 Stud SPF 3- 4 • +0 6- 7 +802 3- 6 • +84 jacks with no webs from one side and 2'-0' Vert Conc Load 9 jt 5 64/ NOTE: At the right end span TC/BC split from the other side. TC: 74.0 PLF from jt. f to 2 girder bearing, TC: .94.0 PLF from jt. 2 to 4 use approved truss hangers capable of Where no rigid ceiling is applied supporting a 664 / reaction. directly to the bottom chord, it BC: 25.4 PLF from It. f to 5 9 shall be braced at intervals not BC: 25.4 PLF from jt. 5 to 7 Plate area/trs• 170 sq. in. exceeding 10'-0' Approx. trs. weight- 490. 4 2 Q 1.5 3a 4X . 3X4= 12 0 xQ 7 2 _1 Q i � (V r` Q 1.5X3a 3X4= 1® © 3X4_ 63r 0 3'-4 f/2' 4'-0' 4'-0' 3'-4 1/2' 4'-0' 4'-0' tO 1/2' 11 m-4 1/2" R-653e 1.5' min. 8.6641 1.5' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: i Connector plates are redfabricated from 20 gauge ASTM A653/653M Grade A or better L 0 A 0 I N G Designer: CJP 2. Connector plates are applfad to both faces of truss at each joint. where d.mensions are not shorn, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Scale: 1/2•=1 Indicated by circle! lol. 3. rutting end labrlCetion.,all be accomplished using eQuipment producing snug TC Live V e 30 0 p S f fitting joints end fully embedded plates. DATE: 21 Dec 1990 4. Jnless otherwise noted, compression top chord to be continuously braced by the TC Dead d 7. p s f �UD roof aheething. Check by: 5. The permanent Structural bracing shown fe lOr the support Of an Individual trues member and is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p S f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8 4c Trusses can be dangerous and can cause damage and persona) Injury 11 improperly C O R PO RAT I O N nendled installed and/or braced. Bracing Shawn on this drawing is NOT ERECTION TOTAL 4 7.0 p s f Drawing No 3RACINC. Reler to: 'BRACING w000 TRUSSES. COMMENTARY AND RECOMMENOAT IONS' as ,iublished by the Truss Plate Institute for Industry standards in erecting trusses. DUr factor 1 1 5 The Truss Plate Institute is located at 583 0 Onolrio Drive. Suite 200. Madison, wl 53710. Telephone: (608) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing See above � _ 4 TRUSS ENGINEERING CHASEITHE MADISON S. WINDSOR CT,WO#29363 #3 QTY. 12/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 12 SPF 1- 2 - +0 1- 3 - +0 occur in plate contact area. Btm Chord: 2X 4 /2 SPF xx - 2 10d Toenails Reqd. Plate area/trs- 16 sq. in, x - 2 10d Toenails Reqd. Approx. trs. weight- 1f1. 12 zo 7� 1 v A- f 1 N 10 112 3'-4 112e R-131I 1.5' sin. R-131e 1.5' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better L 0 A 0 I N G Designer: CJP not-dipped galranlied$tee1. 2. Connector Dlatea are applied t0 both laces at truss at mach joint. Where d Imensions are not an0rn. plates are symmetr icelly placed about joint or as CRITERIA ANSI/TPI 1-1995 SC a 1 e: 1/2- 1 indicated by circles 101. 3. Cutting and Iabrlcation snall be accomplished using touip■ent producing snug fitting foist$ Bno fully embedded plates. TC Live 30.0 pSf DATE: 21 Dec 1998 4. Unless vtnerm ise noted, compression too chord to be continuously braced by the � n n�� roof sheathing. TC Dead 7.0 psf u uv S. The permanent structural intended acing Shown 1s for the he roof of an Ire or as truss Cheek by: member end is net ofth as a bracing plan di for the roof structure or as$plan BC Live 0.0 p S f for the attachment Of the fool to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c C O Trusses can be dangerous and can[Buse damage and personal injury If improperly nendlee In to pee end/or Dreted. Bracing shown On this drawing a NOT ERECTION R PO RAT 1 O N BRACING. R!1!r to: 'BRACING WOOD TRUSSES. COMMENTARY AND RECOMMENDATIONS' as TOTAL 47.0 psf Drawing No pub"Sh:S DY the Truss Plate Institute for intlustrY1r $tendartls in erecting trusses. DU r factor 1 1 FJ Tne Truss Plate Institute Is locate0 et 5B3 D'Onofrio Orire. Suite 200, Metlison, WI 537f0. Telephone: (60B1 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0- 0.C a • . 4 TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 #2 STY. 610 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 /2 SPF 1- 2 • +0 1- 3 +0 occur in plate contact area. Btm Chord: 2X 4 /2 SPF xx 2 10d Toenails Regd. Plate area/trs• 16 sq. in. ■ • 2 10d Toenails Reqd. Approx. trs. weight- 61. X X- i 12 zo �l iv STUBBED 2'-0' 101/2' V-4 112" A-371 1.5' rein, R•370 1.5" PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/553M Grade A or better L 0 A 0 I N G Designer: CJP not-dippetl galranlaed ateel. 2. Connector plates are applied to both faces of truss at each Joint. where dimensions arm not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 SC a I e: i/2" i Indicated by nrcles lot. 3. Cutting and fabrication shall be accomplished using egufp•ent producing snug fitting oints and fully embedded plates. TC Live 30.0 psf DATE: 2i Dec 1998 -W�U 0� a. Unless otherwise noted, compression top chord to be continuously braced by the TC Dead 7.0 p s f D roof aheatninq. Check by: S. The permanent Structural bracing Shown IS for the support of an Individual truss member end Is not intended as a bracing plan for the roof Structure or as a plan BC Live 0.0 p S f for the attachment of the r001 t0 the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: B 4c Trusses can be dangerous and can cause damage and personal injury if Improperly d.CORPORATION 8 ACING.iReferlto:a BRACING MOOD InUSSES.or braced Bracing Shown C0 MENTARY this AND AECOMMENOAT/ONS* asRECT TOTAL 47.0 psf Drawing No published by the Truss Plate Institute for Industry standards in erecting trusses. Our factor i i5 Tne Iruss Plate Institute Is located at 503 D'0nofrib Drive. Suits 200, Medison, MI 53710. telephone: I6061 1133-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24 0" o.C TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 #1 QTY. 3/0 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT No excessive wane or knots shall Top Chord: 2X 4 12 SPF 1- 2 - +0 1- 3 *0 2- 3 - -88 occur in plate contact area. Btm Chord: 2X 4 12 SPF This Hip-Jack Truss is designed to carry Webs 2X 4 Stud SPF NOTE: At the right end girder bearing, corner jacks framing to the truss from TC Conc. load: 148 at 2- 9-15 use approved truss hangers capable of both sides to form a Y-4.5" hip corner. BC Conc. load: 40 at 2- 9-15 supporting a ill reaction. Plate area/trs- 54 Sq. in. Approx. trs. weight- 170. 1480 1 2 1 5X34 12 5.01� 1Q Q 3X6= ' r, 1 N vT 1.5X31I II t� 41 t• 2 7/8• 4'-9 114" R-770 1.5' min, R-1111 1.5' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: #1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G Designer: CJP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better not-dipped galvan had steel. 2. connector plates era applied to both laces of trues et each Joint, where CRITERIA ANSI/1PI 1-1995 d lmens tons are not shown, plates are symme tr lc ally placed about Jo lnt or es Se a I e: 1/2. 1 indicated by circles 10). 3. Cutting and fabrication shall be accomplished using eauip■ent producing snug TC Live V e 30. p S f fitting yotnts and fully embedded platen. DATE: 21 Dec 19913 ^���� a. Unless eathin9se noted, compreaaion too enord to be continuously braced by the TC Dead 7.0 p S f SUE' root aneetnin 5. 1he permanent structural bracing shown is for the support of an Individual truss Check by: member and is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p s f ENGINEERING for the attachment of the roof to the CAUTION p BC Dead 10.0 sf Version: 8 4c Trusses can be dangerous and can cause damage and Oersonal Injury If Improperly CORPORATION 9F C1NO Reierlto:a BRACINGaWOW TRUSC'ngSES: sCOMMENTARY AND REC his OMMENDA is fTIONS* as TOTAL 47.0 psf Drawing No mbllsned by the Truss Plate lnstitute for tnduntry standards to erecting trusses. DU r factor 1 1 5 The Truss Plate Institute fa ]ocetea at 5a3 O'Ono ria Drive. Suite 200, Matlison, .II 53710. Telephone: 16081 933-5900. Re-d all manufacturer's WARNINGS enclosed with drawing package. Spacing See above ■ A , i TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 V1 QTY. 110 LUMBER SPECIFICATIONS No excessive wane or knots shall The bottom chord of this valley truss is designed Top Chord: 2X 4 112 SPF occur in plate contact area. to bear on the top chord of trusses which are spaced Btm Chord: 2X 4 /2 SPF The top chard of the trusses below this gable end must be no more than 24' o. c. as shown. Therefore. Webs 2X 4 Stud SPF laterally braced by the roof sheathing or fasten to the a vertical support is provided every 24 inches. Plate area/trs- 52 sq. in. bottom chord of this valley truss to prevent bucking. xwTHIS VALLEY HAS CONTINUOUS BEARINGN Approx. trs. weight- 361. IMPORTANT: PLYWOOD OR LATERAL BRACING OF TRUSSES BELOW MUST BE MAINTAINED 3 1.5 3ii Ul 1.5 3a fV QI 1 12 2XO 7 fD m 1.5X3a 1.5X3s 0 4'-9 t/2' 4'-9 1/2' 9'-10 1/2" PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G 1. Ccinector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Designer: CJP hct-dipped galvanized steel. 2. Canrector plates are applied to both faces of truss at each joint. where d wens ions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sc a 1 e: 3/8 w=i I^dlceted by circles lo). 3. I tfing jo n[e en0 fullysembedded plateeyshetl using equipment producing snug TC Live 30.0 pSf DATE: 21 Dec 1998 CT U 0 a a. Ur f s otherw9se noted. compression too chord to be continuously braced by the TC Dead 7.0 p s f rrtlf sheath in g. Ina permanent structural bracing shown is for the support of an individual truss Check by: member and is not Intended a9 a bracing plan for the roof structure or as a plan BC L i v e 0.0 p s f for the of the root t0 the building. ENGINEERING CAUTION:e a BC Dead 10.0 psf Version: 8 4c CO R P O RAT I O N Trusseshandd can be Installed and/as ar bandra can Cause damage and Dths drawing l Injury fl improperly BRACING. Referl to: BRACING wed. Bracing 000 TRUSSES: shown i COMMENTARY AND RECOMENOAT IONS* asNOT h TOTAL 47.0 psf Drawing No Dubllahed by the Iruss plate Institute for industry standards in erecting trusses. Our factor i 1 5 Tne Truss Plate tnstftute is located at 583 O'Ono rTo Or ire. suite 200, Madison, wI 53710. Telephone: (60B) 833-5900. Reed all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0' o.c TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 V2 QTY. 110 LUMBER SPECIFICATIONS No excessive wane or knots shall The bottom chord of this valley truss is designed Top Chord: 2X 4 /2 SPF occur in plate contact area. to bear on the top chord of trusses which are spaced Btm Chord: 2X 4 12 SPF The top chord of the trusses below this gable end must be no more than 24' o. c. as shown. Therefore, Webs 2X 4 Stud SPF laterally braced by the roof sheathing or fasten to the a vertical support is provided every 24 inches. Plate area/trs- 52 sq. in. bottom chord of this valley truss to prevent bucking. xxTHIS VALLEY HAS CONTINUOUS BEARINGIT Approx. trs. weight- 290. IMPORTANT: PLYWOOD OR LATERAL BRACING OF TRUSSES BELOW MUST BE MAINTAINED 3 1.5 3u 2 1.5 3 fV (V 12 ^- v (D 7� v 2X40 m fn 1.5X3 if .5X3 B G) O 5'-1' 2'-9 1/2' 5'-1' 2'-9 1/2' T-10 1/2" PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G I. connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Designer: CJP not-dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each )dint, where dimensions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sc a 1 e: 3/B"-1 Indicated by circles (o). 3. Cutting and fabr,caIIon shall be accomplisned using equipment producing Snug TC Live 30.0 pSf DATE: 21 Dec 1998 fill mg joints and fully embedtled plates. 7FQ—)U 88 a. Unless otherw9se noted, compression top chord to be continuously braced by the TC Dead 7.0 p S f roof sheath,n 5. the permanent structural bracing shown is for the support of an individual truss Check by: member and is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p s f f to the building. ENGINEERING CAUTION:for the attachment of the roof BC Dead 10.0 psf Version: 8.4c i Tru55es can be dangerous and can cause damage and personal injurli� If improperly CORPORATION hendlyd installed end/or braced. Bracing shown on this drawing ERECTION TOTAL 47.0 sf Drawing No BRACING. RBfer to: 'BRACING M000 iRU55E5. COMMENTARY AND RECOMMENDATIONS' as P g pualtsned by the Truss Plate Institute for industry Standards In erecting trusses. DU r factor 1 1rJ The Truss Plate Institute is located at 583 D'Ono rto Drive. Sutte 200, Madison, wl 53710. Telephone: (BOB) 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o c TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 V3 QTY. 1/0 LUMBER SPECIFICATIONS NO excessive wane or knots shall The bottom chord of this valley truss is designed Top Chord: 2X 4 /2 SPF occur in plate contact area. to bear on the top chord of trusses which are spaced Btm Chord: 2X 4 /2 SPF The top chord of the trusses below this gable end must be no more than 24' o. c. as shown. Therefore, Webs 2X 4 Stud SPF laterally braced by the roof sheathing or fasten to the a vertical support is provided every 24 inches. Plate area/trsm 34 sq. in. bottom chord of this valley truss to prevent bucking. SOTHIS VALLEY HAS CONTINUOUS BEARINGS Approx. trs. weight- 191. IMPORTANT: PLYWOOD OR LATERAL BRACING OF TRUSSES BELOW MUST BE MAINTAINED 2 1.5 3a 12 ` fV 7 \ iO in .i 2XM �' m t� 1.5X3 5'-10 1/2" PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G Designer: CJP T. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Mhere CRITERIA ANSI/TPI 1-1995 dimensions are not shown, plates are symmetrically placed about joint or as Sea 1 e: 1/2 w=i' Indicated by circles w. 3. Cutting and fabrics tion shall be accomplished using equipment producing snug T C Live v e 30.0 p S f fitting in,,ane Tully embedded plates. DATE: 21 Dec 1998 �U s o A. Unless eathin9se noted, tomoresslon top chore to be continuously braced by the TC Dead 7.0 p s f 'jut' roof aneatnin 5. Tne permanent structural bracing shown IS for the support of an individual truss Check b y: we end Is not in ndee es a bracing plan for the roof structure or as a plan BC Live 0.0 p s f for the attachment of the roof to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: B 4c Trusses can be dangerous and can cause damage and personal Injury if Improperly C O R P O RAT I O N nand led installed end/or braced. Bracing shown on this drawing is NOT ERECIIDN TOTAL 4 7.0 S f Dr,w i nf7 NO BRACING. Refer to: 'BRACING W000 TRUSSES: COMMENTARY AND RECOMMENDATIONS' as p 9 published Oy the Trus, Plate Institute for Industry standards in erecting trusses. DU r factor 1 1�J Ina truss P ata Institute is lot sled et 583 O'Onofrio Drive. Suite 200. Madison, MI 53710. TeleDnone. (5081 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0m o.C re TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CLWO#29363 V4 O,TY. 1/0 LUMBER SPECIFICATIONS No excessive wane or knots shall The bottom chord of this valley truss is designed Top Chord: 2X 4 12 SPF occur in plate contact area. to bear on the top chord of trusses which are spaced Btm Chord: 2X 4 /2 SPF The top chord of the trusses below this gable end must be no more than 24' o. c. as shown. Therefore, Webs 2X 4 Stud SPF laterally braced by the roof sheathing or fasten to the a vertical support is provided every 24 inches. Plate area/trs- 34 sq. in. bottom chord of this valley truss to prevent bucking. xxTHIS VALLEY HAS CONTINUOUS BEARINGS IMPORTANT: PLYWOOD OR LATERAL BRACING Approx. trs. weight- 12�. OF TRUSSES BELOW MUST BE MAINTAINED 2 1.5 a 12 7 N .n 1 2X O in N ml in 1.5OX i 3 3'-10 112' ------------- PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A D I N G I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Designer: CJP hot-dloped gotran lied steel. 2. Connector plates are applied to both faces of truss et each joint. xhere dimensions are not Shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 SC a I e: ]�2" 1' indicated by circles lol. 3. Cutting and fabrication snail ee accomplianed using equipment producing snug DATE: 2] Dec ]99B rating (Pines and fully embedded plates. TC Live 30.0 pSf a. unless otherwise noted, compression top chord to be continuously braced by the T C Dead 7 0 S f roof sheathing. pJ7R—D)U28 5. Ina Permanent 'structural bracing shown is for the support of an Individual truss Check by: memeer end fs not Intended es a bracing plan for the roof structure or as a plan BC Live 0.0 p S f for the attachment of the rool to the building. ENGINEERING CAUTION: BC Dead 10.0 psf version: 8.4c C O R P O RAT I O N Trusses can be dangerous and can cause damage and Personal injury it improperly BRAChe ING.t Rellr l to:a�BRACING xe00D TRUSSES.d. Bracing aCOMMENTARYhown On t ANDrRECOMME NOATIONS* ash TOTAL 47.0 p s f Drawing No D,blished b�r the Truss Plate Instttute for 31ndustry standards to erecting trusses. DU r factor ] 1 5 iha Truss P ate Tnstltuta is IPceted et 583 D'Ono rim Orfra. Suite 200, Madison, MI 53710. TelePhane: (GO1 833-5900. Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o.C i TRUSS ENGINEERING CHASE/THE MADISON S. WINDSOR CT,WO#29363 V5 O.TY. 1/0 LUMBER SPECIFICATIONS No excessive wane or knots shall The bottom chord of this valley truss is designed Top Chord: 2X 4 f2 SPF occur in plate contact area. to bear on the top chord of trusses which are spaced Btm Chord: 2X 4 /2 SPF no more than 24' o, c. as shown. Therefore. Webs 2X 4 Stud SPF The top chord of the trusses below this gable end must be support r laterally braced by the roof sheathing or fasten to the a vertical su PP is provided every 24 inches. Plate area/trs- 64 sq. in. bottom chord of this valley truss to prevent bucking. xxTHIS VALLEY IIAS CONTINUOUS BEARINGx IMPOf11ANT: PLYWOOD OR LATERAL BRACING Approx, trs, weight- 61. OF TIIUSSES BELOW MUST BE MAINTAINED ]2 (D, 2 7�x4' ' m1 � � �1 ]'-10 112' PLATE: MITEK FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L 0 A 0 I N G 1. connector plates are fabricated from 20 gauge ASIN A653/653M Grade A or better Designer: CJP I t-D ipPed ga),anl7ed Steel. 2. Connector plates are applied to both faces of truss at each joint. where d iPens Ions are not shown, plates are symmetrically placed about joint or as CRITERIA ANSI/TPI 1-1995 Sc a 1 e: ]/2"=I indicated by circles (o). 3. Cutting and labricatlon shall be accomplished using equipment producing snug TC live 30.0 Sf DATE: 2] Dec ]998 'lit in to In is end fully empetlded pi as, p a. Unless otherwise noted• compression top chord to be continuously braced by the roof sheathing. TC Dead 7.0 psf 5. The pernanent structural bracing shown is for the support of an individual truss Check by: member and is not intended as a bracing plan for the roof structure or as a plan BC Live 0.0 p s f ENGINEERING '°r the attachment the roof CAUTIONabuilding. BC Dead 10 0 psf Version: B 4c CORPORATION Trusses can be dangerous and can cause eaaage and personal injury if improperly nanele° /nstalletl end/or bracetl. Bracing Shown NI this Drawing IS Not IONS' BMCING. Pller to. 'OIUCING ND00 TP1155F5 LONMENIARY AND nECOMMFN0AI1DN5' As TOTAL 47.0 psf Drawing NO published by the Truss Plate lnstitut! for industry standards In erecting trusses. the Iruss Plate Institute Is located at 503 O'Onolrio Drive. Suite 200, Madison, Du r factor ] 15 ill 53710. Telephone: (60(11 833-5900 Read all manufacturer's WARNINGS enclosed with drawing package. Spacing 24.0" o c +s.*rr \y \ \ °gtr �N \ � YI\ \\ \sir o as \ Q k �, / •S, o srrkn OL p n1 I Z '19't5 rstr "�-1 fr ^y/ pp �d1 r•sr+ L lI96F«f^a77/S ,SSY o I 1\str+•\ 1`• -� 9Z9F'Fa F � 3 f. F,• 6'9 �. m I �O srr -cam 3 NO / �O-7,?o l + SnOy ONE dO1 Y +I I u S N .Jj I LLI, o rIN , u IN I I � I T I °Di'— / 09-- O .l 0 BSff �f' I I 1 'y .8O.�� .61 1 + I 6 19- r•sr+ Ol'9ff N� / ''zrr I air .OpOg,7 pB.Sr fg srr �' 06-' _ r SFr _ Srr Sz•Srr 90-er 'T O • .Ol 60'arr� ' Jr 1 4 / / cs•srf� � � � N o tr'szr �'L ` *"2rr% - or � � w / / hO � � �` s•,rr O �8szr M +errr .Sg£B°� l 7b10 \ err + 1 .FO76 \ • 66'Lf jr.v � � 1 a T ro•,rr ti jum 4 2003 South Windsor BUILDING DEPARTMENT r -O3 -- - Z� n En c;c�rl;^r;i 1r1E lUIlLIM4 InVI. .� ..:uln r,�ti<C'.�. corHfled 1.^,at Mit Pill" "'d auea ^tinns rrr;'�' piss of the ProDossd building or atterzti�ne to �< erected at -F�Q C�dd(-K///�fff/ ' •npether •.alit, amendments r.tet•-cl " Jpfhc.•1K l��-•a 1 .��1 1 ''led with plan and 1 a to comply with '.'uildinE rind state Iaws and VJch ordArs as +1 • _ ;ued by the builds Di p" rant duf-it -� this opVliratinn d final ssuancc o 12 o^rmit. Sinned plan is approved subi:'ct to the eonditlrn th r' rders and ordinances regulating building sr- ---plied with Condition;lly Approved These Iil-; "th { '— Gcr4 Cuiiding Inspeetot iSCANNED { O I U U LEGEND 322 - r EXIS77NG GROUND CONTOURS 320 I I. +325.2 EXIS77NG SPOT ELEVATIONS i EXIS77NG BIT. PAVEMENT N/F DART HILL REALTY I N/F EDWIN W. GERBER - - - - - - - - - - - EXIS77NG CONC. PAVEMENT - • _ - \ �\ 1110 331.03 \ 1 .04' S 86' 3 ' " E 91.03, s acLc EXIS77NG BIT. CONC. CURB. \ TOTAL ce a \ ' S 3°26' 05" E -D D D D EXIS77NG STORM SEWERS TG-329.99 �, `�• clq 33a.s 1-92.46' FL=325.45(SE) 0 N \ �� FL=325.52(W) n +332.157333 + �� �� -s s s s EXIS77NG SANITARY SEWERS / +33a.a 1\ / -� --- - 10' S Y. ch - G G G G EXIS77NG GAS LINES - O 15 ADS �� �7 3 PEAR \ I \ / iF-_ �335.67 -£ E E E EXIS77NG ELECTRIC LINES O 33®5 \ / 335.36 \ w - w - w w EXISTING WATER LINES AREA TO BE CONVEYED TO LOT 33 J32181. o N I - UPON EXTENSION OF ROAD ", _ _ - r- -' 332.74 e1r. DRIVE ` \ �335.77 +335.3 I \ i - F F F F - EXIS77NG FOUNDA77ON DRAIN N I `_ �33 335.90 �35.80 III 44.16 4��6' 335.94 1 -R R R R EXIS77NG ROOF DRAINS 329.32 � M � - , 332.08 i 1 I A'f �135.75 +335 8 35610 oe M o EXISTING STREET 1REE A=28,059 S.F. 1 + I � o 3321 � a � =0.5956 AC. (WITHOUT CUL-DE-SAC) o"" EXIS77NG U77LITY HAND HOLE f w 32s 2 I 1 ' � 11 M 1 P\, R 60.00' s 6 + 0�l 1 , I 1 1 ' o IY / 6` � 335.4 EXIS77NG LIGHT POLE IL=61.98' 1 w �'� 1 1 2a' 0� la=59' 11' Ol" I .' s + . 335.4 "o O EXIS77NG WATER GATE EXISTING HOUSE I �� �' �` , = TOP FDN.=336.56 35.2 335.9 f�• INV,320.3f(L� ,/ �. GAR. FLR.=336.25 cLt GG S S / \ ` 1s BSMT. FLR.=329.11 g 335.8+ 336.1 M SILL=337.96 WOOD 335.7 O EXIS77NG GAS GATE � � t 328.04 DECK 336-4 3 .1 S •� 335.8+4.0 1 V` Ac EXIS77NG A.C. CONDENSER I o \ + � " °'�, INV=332.71 336.4 I 3"OA \\r' 332.8 S IRON P/N TO BE SET (PROP MH) � �\ �\\\\ 335.70-1� � a 335.a I 336.4 1� C.B. 32 ( ) I \ FL=327.9E + 3 8 C) TF PROP FIT IN FIELD $ FL. 322 55 N � 322.70 S MONUMENT TO BE SET 323.3t(FDN. DRN.) \ N D D D \\D D\ 0 EXIS77NG IRON PIN \ \ \ / 35.0 +3 / +335.6 (V, � 33a 1 344 EXISTING MONUMENT N o o J 3209.' / \w \ / LOT TOTAL \ \ + A WETLAND LIMITS R=175.00' o PEAR 0 331.9 L=188.15' _ {-•:1 .� N \ BUFFER LIMITS C=179.22' N\ \ \ \\ GG - - 1a=61=36'-00" £ o \328.5 \ \ W \ \\ \� \ 334.6+ Sc A N \ f N 328.0 I \ \ \\ 4• o '0 3'OAK ` �332.0 \ W R=175.00' L=75.50' s \ C=74.91' SMH. 326.10 d3 /a=24=•43'-05" 2 1F. 326.79 FL. 319.00 Is, 3 PE®R N 52' 48' 15" HI \ 327.9 L=4.70' s ce Po5 0\ s as \ 10' WIDE STREET TREE EASEMENT IN FAVOR rG=326.01 ,o/ �-OF THE TOWN OF SOUTH WINDSOR FL=322.12 \ 4 06 s\ o , Noon � 10 S OS REFERENCE /S MADE TO MAPS TITLED. PROPOSED 70' WIDE EASEMENT IN FAVOR OF c s o\ "CHASE ORCHARDS OPEN SPACE SUBDIVISION, DEVELOPED BY CHASE ASSOCIATES", SHEETS 1 THE CONNECTICUT LIGHT & POWER COMPANY \ PROPERTY ADDRESS: THROUGH 27 OF 27 SHEETS, MAP NUMBERS A-97-39-1, Kl, K2, Sl, S2, Si S4, S5, S6, Tl, T2, T3, s o\ 173 PHEASANT WAY T4, T5, Cl, C2, C3, C4, C5, C6, C7, C8, D1, D2, D3, Al AND A2, DATED 11110197, REVISED \ THROUGH 5/27198, BY ENGITEK - LUCHS, GLASTONBURY, CT. s PROPERTY ZONE: THIS SURVEY HAS BEEN PREPARED IN ACCORDANCE WITH SEC77ONS 20-300b-1 THROUGH \ RR - OPEN SPACE 20-300b-20 OF THE REGULA7701VS OF CONNECTICUT STATE AGENCIES "MIN/MUM STANDARDS FOR \ OWNER: SURVEYS AND MAPS /N THE STATE OF CONNEC77CUT" AS ENDORSED BY THE CONNEC77CUT J LOT LOT DORAN ASSOCIATION OF LAND SURVEYORS, INC. CHASE ASSOC/A TES UNDERGROUND FEATURES HAVE BEEN COMPILED, IN PART, BASED UPON INFORMATION FURNISHED BY 2033 ELLINGTON ROAD OTHERS THIS /NFORMA770N IS TO BE CONSIDERED APPROXIMATE, ENGIIEK, INC. AND THE SOUTH WINDSOR, CT 06074(860) 648-2006 UNDERSIGNED SURVEYOR DO NOT TAKE RESPONSIBILITY FOR SUBSEQUENT ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO THIS PLAN. ENGINEER/SURVEYOR: DAMES W. DUTTON, LS THE TYPE OF SURVEY PERFORMED IS A LIMIIED PROPERTY/BOUNDARY, ZONING LOCATION SURVEY. ENGITEK, INC. 67 EASTERN BOULEVARD THE BOUNDARY DETERM/NA770N CATEGORY IS DEPENDENT RESURVEY. GLASTONBURY, CT 06033 THIS SURVEY CONFORMS TO HORIZONTAL ACCURACY CLASS A-2. (860)-633-9401 THIS SURVEY CONFORMS TO TOPOGRAPHIC ACCURACY CLASS T-2. AS-BOIL T NO TES. THIS MAP WAS PREPARED FOR THE PURPOSE OF ZONING COMPLIANCE DETERMINATION. PLOT PLAN �ttttnutrass;..* UNDERGROUND UTILITY LATERAL LOCATIONS SHOWN PER INFORMATION PROVIDED 2 Z NO ZaegN 000.11<0p EXIST RELA77NG TO THE EXISTING HOUSE LOCATION OR SIZE. BY 7HE INSTALLER, U77LITY COMPANY AND/OR TOWN OF SOUTH WINDSOR. LOT JJ CHASE ORCHARDS ENGITFJ� INC. �%N 1 °•• ``:- LOCA 77ONS AND ELEVATIONS OF THE SERVICES WERE VERIFIED IN THE FIELD E�/'6/iYEE/PS,SUS?VET'OiYS&EH4/ifOb'NENTALCOA'SULTAyTS TI/ ` SU/tl!EY RL:NOT VALID UNLESS IT BEARS THE LIVE SIGNATURE AND SEAL OF THE ONLY WHERE VISIBLE FROM WITHOUT EXCAVATION. UN�Q [3`g UR YbR. 67 EASTERN BOULEVARD, GLASTONBURY, CONNECT/CUT 06033 PRIOR TO RELEASE OF THE LOT BOND, 7HE PLOT PLAN SHALL BE REVISED (IF PREPARED FOR PHONE. /860/633-940>FAX. 1860/-633-8891 X ND:BE4?EEF, THIS MAP /S SUBSTAN77ALLY CORRECT AS NOTED HEREON" NECESSARY) TO SHOW ALL INFORMATON AS REQUIRED BY THE TOWN OF SOUTH SCALE/NFEET CHASE ASSOCIA TES W/NDSOR, INCLUDING BUT NOT LIMITED TO: FINAL GRADING (CONTOURS), U77LITY /� Q�-�Q����O LATERALS, DRIVEWAY AND WALKS A -ALSO, IRON PINS SHALL BE SET AT ALL LOT �7 •7 t2' foQS74 CORNERS PRIOR TO RELEASE OF THE LOT BOND. SOUTH WINDSOR, CONNECTICUT ♦�� 40' 20' 0 20' 40' SCALE.- 1"=20' DATE- 1119199 SHEET.• 1 OF- 1 D South Windsor BUILDING DEPARTMENT TO THE BUILDING DEPT. TOWN Uf iv:�•• This certified that this plan and specifications:.re i, • copies of the proposed building or alterations to erected at rL-4 Stre, together with amendments stated in with atiall=onine' filed with plan and i agree to comply Building and state laws and such orders as shall br Issued by the Building nd final rtment issuanceu of gap ibuiidint of this application permit. Signedal ect to the orders)andsordina ordinances regroved lulating building itshalltli by app compNed with. Conditionally Approved These filed with CN/M Building Inspector Q/ LEGEND TURN END SECTIONS FINISHED GRADE DOWN SPOUT NOTES. OF SEDIMENT BARRIER LEAF uutiff� UP SLOPE TO PREVENT �-,,,�lz THE CONDITIONS OF APPROVAL OF THE CHASE ORCHARDS OPEN SPACE SUBDIVISION ARE A PART OF THIS PLAN. EXISTING GROUND CONTOURS BYPASS OF WATER �� � I I�-1 I v II I-!� -)I i--IT�1 i�- P.V.C. DOWN SPOUT COUPLING THE LOT OWNER, SITE CONTRACTOR AND BUILDER SHALL READ AND BECOME FAMILUAR WITH THE CONDITIONS PRIOR FINISHED GRADE TO THE START OF CONSTRUC770N. ALL ACTIVITIES SHALL COMPLY WITH SAID CONDITIONS x .:'.It;.E: EXISTING SPOT ELEVATION END SECTION V O Q�O°n p�o°° °�° ! 6" P.V.C. RISER Q oQ�, °nyyp 4�r°� EXISTING STORM SEWERS, SANITARY SEWERS, AND WATER MAINS ARE SHOWN PER THE APPROVED CHASE ORCHARDS 296 PROPOSED GROUND CONTOURS OPEN SPACE SUBDIVISION AND MAY NOT HAVE BEEN INSTALLED AS OF THE DATE OF THIS PLAN. PRIOR TO ANY 6" P.VC. ADAPTER HUB, EXCAVATION, GRADING OR CONSTRUCTION DEPICTED ON THIS PLAN, THE CONTRACTOR SHALL VERIFY THE LOCATION, THREDED P.VC. PLUG ELEVATION AND AVAILABILTY OF UTILITY SERVICES. ANY DECREPENCY SHOULD BE IMMEDIATELY TO THE ENGINEER SO 296 PROPOSED SPOT ELEVATION - ° n4a° ° °no O�o�Qv ° o 6" BELOW FINISHED GRADE 4" P.V.C. PIPE THAT ADJUSTMENTS TO THE DESIGN CAN BE MADE. 4° Qo°nQ o 0�°4�Qn Qq4 3 6" X 6" P.V.C. WYE CT D.O.T. 2" STONE °^Q 6" X 4" P.V.C. INCREASER COUPLING EXISTING TREE LINE o Q a j THE TOP OF FOUNDATION (TOP FDIC), BASEMENT FLOOR (BSMT. FLR.) AND GARAGE FLOOR (GAR. FLR.) ELEVATIONS FILTER FABRIC Q n '` �°� AND GRADING DEPICTED ON THIS PLAN SHALL BE REVIEWED IN THE FIELD BY THE OWNER AND BUILDER PRIOR TO THE PROPOSED LIMIT OF CLEARING _� .I I r EXIS77NG GRADE y 6" P.V.C. WYE (IF REQUIRED FOR START OF CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY PROPOSED CHANGES TO INSURE -II . I_, i1 6" P.V.C. SAN. LA 1. OTHER DOWN SPOUT CONNECTIONS) PROPER FUNC77ON OF U77LITY SYSTEMS AND DRAINAGE. FVUJC 7 UUar_ D EXISTING STORM SEWERS FlL TER FABRIC FOUNOA 77ON NOTE: ALL PIPE AND FITTINGS SHALL CONFORM PR/OR TO ANY CONSTRUCT/ON OR LAND DISTURBANCE ACTIVITIES, THE CONTRACTOR SHALL CONTACT THE v s EXISTING SANITARY SEWERS OAK STAKES 10' ON TO A.S.T.M. D-3033 OR D-3034, SOR 35. CONNECTICUT UNDERGROUND UTILITY PROTECTION PLAN (TEL. 1-800-922-4455) AND REQUEST A UTILITY MARK OUT. CENTER, TYPICAL 'rEND SECTION CONSTRUCTION ENTRANCE SANITARY CLEANOUT 90: 6" P. ELL w EXISTING WATER MAIN THE MIDDLE SECTION SHALL 45-, 6'P.V.C. ELL ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND ACTIVITIES SHALL BE IN ACCORDANCE WITH "THE G GRADE, TYP. BE INSTALLED LEVEL FOLLOWING j i- 6" P.V.C. PIPE CONNECTICUT GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL" (CGSESC), JANUARY 1988. THE SYSTEMS THE GROUND CONTOUR LINE NOT TO SCALE NOT TO SCALE 6" X 6" P.V.C. WYE SHALL REMAIN IN PLACE AND BE PROPERLY MAINTAINED UN77L THE SITE IS STABILIZED TO THE SATISFACTION OF THE s PROPOSED SANITARY LATERAL TOWN OF SOUTH WINDSOR. E PROPOSED ELEC., TELE., CATV LATERAL FILTER FABRIC PRIOR TO STARTING ANY LAND DISTURBANCE ACTIVITIES, THE SEDIMENT BARRIERS SHOWN ON THIS PLAN SHALL BE 4" P.V.C. PIPE PROPERLY INSTALLED. ADDITIONAL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSTALLED TO PROPOSED GAS LATERAL EXCAVATE EXISTING SOIL AND FIRMLY Z ADDRESS FIELD CONDITIONS OR AS DIRECTED BY THE TOWN OF SOUTH WINDSOR. EMBED BOTTOM OF FILTER FABRIC 4" PVC FOUNDATION DRAIN FLOW 4" X 6" P.V.C. INCREASER COUPLING THE DRIVEWAY AND SHOULDERS SHOULD BE STABILIZED WITH COMPACE7D AGGREGATE OR GRAVEL AS SOON AS V PROPOSED WATER LATERAL 00 EXISTING GRADE, TYP. 6" P.V.C. PIPE TO OUTLET 1 POSSIBLE FOLLOWING THE FOUNDATION BACKFILL. R PROPOSED ROOF DRAIN OUTLET 10' MIN. TOPSOIL AND EXCAVATED SOIL MATERIALS SHALL BE STOCKPILED WITHIN THE AREA OF DISTURBANCE. THE II I I� i- 1-� i i_ STOCKPILED SHALL BE PROTECTED WITH SEDIMENT BARRIERS. 1F SOIL STOCKPILES ARE TO REMAIN FOR AN EXTENDED F PROPOSED FOUNDATION DRAIN OUTLET I i -l-I� TIME (MORE THAN 30 DAYS), THEY SHALL BE SEEDED /N ACCORDANCE WITH THE "TEMPORARY SEEDING" ROOF/F00 T/NG DRAIN LATERAL REQUIREMENTS OF THE CGSESC. ° PROPOSED STREET TREES NOT TO SCALE ALL DISTRUBED AREAS WHICH ARE TO BE STABILIZED WITH VEGETATIVE COVER SHALL BE TOPSOILED WITH A MINIMUM $ PROPOSED IRON PIN EMBED STAKE 12" MIN. OF 4" OF LOAM, FERTILIZED, SEEDED AND MULCHED (OR SODDED) IN ACCORDANCE WITH THE REQUIREMENTS OF THE �— PROPOSED MONUMENT SEDIM -N T BARRIER CGSESC. NOT TO SCALE SEED MIXTURES USED FOR LAWN AREAS SHALL BE NUMBER 1, 19, 20 OR 21 FROM THE CGSESC OR AS APPROVED PROPOSED SEDIMENT BARRIER BY THE TOWN OF SOUTH SA PROPOSED SOIL STOCKPILE AREA ADEQUATE EROSION AND SEDIMENTATION CONTROLS SHALL BE INSTALLED AS REQUIRED OR AS DIRECTED BY THE TOWN OF SOUTH WINDSOR DURING CONSTRUCTION OF UNDERGROUND UTILITY SERVICES (WATER, SEWER, GAS, ELEC., r � PROPOSED CONSTRUCTION ENTRANCE U TELE, ETC.). THE CONTRACTOR SHALL PROVIDE A METAL WASTE CONTAINER FOR DISPOSAL OF CONSTRUCTION DEBRIS. TOP FND. PROPOSED TOP OF FOUNDATION ELEVA7ON R=55.00' THE CONTRACTOR SHALL SUPPLY PORTABLE (OR OTHER ACCEPTABLE) SANITARY FACILITIES FOR USE BY BSMT. FLR. PROPOSED BASEMENT FLOOR ELEVATION L=83.65' CONSTRUCTION I GAR. FLR. PROPOSED GARAGE FLOOR ELEVATION 1a=87' 08' 30" I INSPECTION BY THE TOWN OF SOUTH WINDSOR STAFF IS REQUIRED PRIOR TO THE ISSUANCE OF A CER7IFICATE OF N/F DART HILL REALTY 33(o OCCUPANCY. THE INSPECTION EVALUATES COMPLIANCE TO THE APPROVED PERMIT PLOT PLAN AND PERMANENT S/7E Ts TISBURY SILT LOAM w i STABILIZATION. THE BUILDER SHALL CONTACT THE TOWN OF SOUTH WINDSOR AS DIRECTED FOR INSPECTIONS �JN/F EDWIN W. GERBER A FINAL AS-BUILT PLAN IS REQUIRED PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY, THE PLAN SHALL CS CHESHIRE FINE SANDY LOAM - - . . - . , L . �� INCLUDE ALL INFORMATION AS REQUIRED AND DIRECTED BY THE TOWN OF SOUTH WINDSOR, INCLUDING BUT NOT LIMITED TO: HOUSE LOCA77ON & ELEVATIONS, UTILITIES, DRIVEWAY AND GRADING. we WALPOLE LOAM LIMIT OF WETLANDS `33z o r� ^ �- 26' 05" E TG=329.99 \ °, N 122.4 6' \ FL=325.45(SE) to LIMIT OF WETLANDS BUFFER FL=325.52(W) W v 336 10, S Y _ •••••••••• UPLAND SOIL TYPE LIMIT t Q 15=05 Q Q \ 1 \ \ 3��rp1 119 65 AREA TO BE CONVEYED TO LOT 33 I N ( I A I UPON EXTENSION OF ROAD : _ G A=25,946 S.F. =0.5956 AC. 0� 3 1 I , \ j— w — w q w� 5,1. 33, 0 \O EI I I G 's, / J G N ,L �� I ' N PROPOSED HOUSE s l o TOP FDN.=33,�.0 0 'I GAR. FLR.=334 5 2 R=61 98'' A INV. 321.20 \ 0, BSMT. FLR.=327.8 A / L=6 .98 I 7a=59' 11' 01" 10 s S � INv•3290 A / SMH. �� 5 >F. 328.60 INV. 320.0946 s � � (PROP MH) IF(PROP)FIT IN FIELD 48'00 FL, 322.55 N 322.70 S R=175.00: L=188.15 C=179.22' 1a=61=36'-00" £ N \ \\ \ A. � � P a \ N \ \ \� '�! �• PROPERTY ADDRESS: REFERENCE IS MADE TO MAPS TITLED: \� a \ \ R=175.00' 177 PHEASANT WAY L=75.50' PROPERTY ZONE: "CHASE ORCHARDS OPEN SPACE SUBDIVISION, DEVELOPED BY CHASE ASSOCIATES", SHEETS 1 RR - OPEN SPACE \ THROUGH 27 OF 27 SHEETS, MAP NUMBERS A-97-39-1, Kl, K2, Sf, SZ, S3, S4, 55, S6, Tl, T2, T3, s C=74.91' la=24=43'-05" T4, T5, Cl, C2, C3, C4, C5, C6, C7, C8, D1, D2, D3, Al AND A2, DATED 11110197, REVISED SMH. \ LOT OWNER.- THROUGH 5127198, BY ENGITEK - LUCHS, GLASTONBURY, CT. FL. 319.00 s N 52' 48' 15" W JOHN DORAN CHASE ASSOCIATES THIS SURVEY HAS BEEN PREPARED IN ACCORDANCE WITH SECTIONS 20-3006-1 THROUGH \ \ �� L=4.70' 2033 ELLINGTON ROAD SOUTH WINDSOR, CT 06074 20-300b-20 OF THE REGULATIONS OF CONNECTICUT STATE AGENCIES "MINIMUM STANDARDS FOR o '3 SURVEYS AND MAPS IN THE STATE OF CONNECTICUT" AS ENDORSED BY THE CONNECTICUT (860) 648-2006 S �\ i0' WIDE STREET TREE EASEMENT IN FAVOR TG=32s 01 1y P/ N</-OF THE TOWN OF SOUTH WINDSOR ASSOCIATION OF LAND SURVEYORS, INC. FL=322.12 / 4 � O \ ENGINEER/SURVEYOR: P ROBERT JOHNSTON, PE THE TYPE OF SURVEY PERFORMED IS A LIMITED PROPERTY/BOUNDARY, ZONING LOCATION SURVEY. X 00 os � JAMES W. DUTTON, LS THE BOUNDARY DETERMINATION CATEGORY IS DEPENDENT RESURVEY. �O � �� P ENGITEK, INC. PROPOSED 70' WIDE EASEMENT IN FAVOR OF \ 67 EASTERN BOULEVARD THIS SURVEY CONFORMS TO HORIZONTAL ACCURACY CLASS A-Z THE CONNECTICUT LIGHT & POWER COMPANY \ P GLASTONBURY, CT 06033 P (860)-633-9401 THIS SURVEY CONFORMS TO VERTICAL ACCURACY CLASS V-2. �' r\ THIS SURVEY CONFORMS TO TOPOGRAPHIC ACCURACY CLASS T-D. \ s THIS MAP WAS PREPARED FOR THE PURPOSE OF ZONING COMPLIANCE DETERMINATION. � PL 0 T PLAN .,o � � � \ LOT 33 CHASE ORCHARDS ENGITEK, INC. NO Z OaN XIST RELA77NG TO THE PROPOSED HOUSE OR SIZE. .ry � E�Y6/VEERS,SUR{�EYOi9S&E.f/V/iYONdlEil'Ti1l CONSULTi4,YTS �md ���' Q F �� 6~� ; 67 EASTERN BOULEVARD, GLASTONBURY, CONNECT/CUT O 033 ,ttL1EF, THIS MAP IS SUBSTANTIAL J �_ �7 HEREON" PREPARED FOR p;t.�, �a°�Q� -'y/�7 �° PHONE. /860/633 g401 FAX. /860/-633-8857 T�IIr1A� l VALRD�(�M�SS IT BEARS THE LIVE SIGMA U �'�AND� bRJ.�fUNDERSIGNED .S�Y0 & i n: CHASE A SSOC/A TES _ : . �� ems , ' lY ` SCALE/NFEET A —9 7—39 • 007 SOUTH WINDSOR, CONNECTICUT JJB SCALE. 1"=20' OATE.• 04130199 SHEET.• 1 OF- 1 FT 074 �t S�..�"IVS c.� d4a 40' 20' O 20' 40' `•�=a:;n;zsanl��� j.. a • Uv NAY 0 1999 South Windsor BUILDING DEPARTMENT TO THE BUILDING DEpT. TOWN OF SOMR �'VINDSO t OP certified that this plan and specific:tions are trw/ rode of the proposed ,,,din ad at 8 or alterations to be together✓with Str•et filed ,lth PI amendmnrt. _,, t^d in gyp, „ BuJltll•1 a=J IP,r _ t, •^n nd n S nd st t.. I cOiAIY''ltn H zoning, lssu�d t.y the ,s ,n "ch ord r ''d'''d -P rtmcnt Cl.r pa s es s:. I. y of vds aPPllcatiun and ln6 ntl•nc Permit. Nnai issuanc of a building Signed This Min4, 'P,roro,rs a , ub ect to thr di races r.guh.iln COp Son that comply.d tl, 8 b-itdtn8 snarl be Conditlon.liy ^+PProVed These filed with Bmld ing In�P�CtOr Date Cler* - r• a I � .s�.. �' ..�f, ,� 'cu; �-`}.��: -i� �' y�i�k }sf:e.•r.�l' .�'�`, +y,`r �>a +'r'� c .s.i iya .e, •f _ .Lt:-. ..s ,y{ �y. arc h {ti •a /S�' 4 A• �`. 'w• '>r •r N� qy r -S a C .e• rti S- .•h.. , J � r• ra`.< x> •`l v f.'• �, �i• s .a ,�. r .'IJ'•t .,' ti •ram.• �� �_. � '�:• L .ti. .ri'•.,' .s ` .t�+ �+ �i• r ,(. 1 <• ) dr-KGr 4 f �F' ���� Ih �1 •'N ib� •+Q.'' •+•..3`S 1 `*�` 'S• :z .i .:; ♦ ,ice:. -:J,- � 'v d,> `•F ''��'a�r is 4 - .s'• '•Rr' ,T.'C.J. 'S S. J .'i ""k r/..r Y. rj.• .Y.ri . trF ��•., ..` J� r ;fFv ••s�. 'i• •, tip. � n� r� a�✓• r� •Y•r H- 7' % •i'.: � ,f.' r�•,r.�� .:� - •y? J.L' Y''�.f�1 > .__ �.,eAh[h....-�, :Y�xi. y <.._.._..,.c.+1`m ....,n_..'h_.SH......._.r._7•�`......•>..�*.r.J•x- .±.._%e.44`:►�e^.,ikc-_. .+. _ .e-fie.. ,'h. i_X'+. rc .W. vtx'7 y I�4:'- .:n.. �`1........... '4..Y: tf, h�•�.a•eM.. .•1L", t aa�f.r r .�'•�,'.:... .Nd•: -.a:..(•s' "�9. t'. ....ei a 'i .�G_: '. ..�.tY-.4- 3:.•_•1. -Y a. _ru .. .�- ti -. •. ,. r- .. -.•-�,:w n 'C:n.:- .x _ •.n.::'..-r.n�w,. ,.rc� }. .n-. r•; --,: %,=. .Y- a^r•.n ..%e- •.r-� •'a .'r -i•r. •r S +Y ♦ «1' >3 F ,t. :�4 '�+. .h r ter"3 .'Pc'.4 1:-l. .µ�, 't .K tah J ,{ ,.i• Y . `1 fir. l-r• r • .!�•�•'� •',- .a.Y• x. {1 xr 11• � :.1 ! :.4 •r' +•i• phi rF. •M •�` +Y 4 J" T^^ a� • R.7 Y: r•i .tf .:y:: •' Y� rC 3 r� y a !,� Y •f•t.ti.• r t a- Y t- r<' IM ..ram :. ..Y , ,.. ., .,.- ,. �.,,. ^{.:�(.,•Y�.W .5. Aq' �J-�- !' .Krti a!'•..1 :�_'C. �Y.. ..i J �):• , - - .. i" �—a�rt"'_•�^!Jf^+_ , • ' ._ .. � .. 00 ._ _ t 81 i Crl _ 4+47 J - (N � I I II �• i� E� I � II I `., F..�, 4. ' I .._ — ' '_ - .-':_:•_:emu-- __.rra -�:'-r-: ..�;.__._t_._..•-.. �� ... 1 //6a. �. _ _._.-. •:c _.:_._':� �.:_.__._ •. ._. _ ......._ .: _-��c-.... _. ,.:_ :. -� I Tram in�M�et�t�.Oorpwatlen LAURENO, UkRRRY mar�i mn.lay 1S f Obodwiq Sh" CHASE,THE MAMSON 1 d/YS/1898 WAW`OrohWd,MA 01151 PWO: LGD , i WIW (413)-6LS-1200 Fox . Scale : 1/4 F#x :(41#l1847 LOT PHEASAWT C& Y �173