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HomeMy WebLinkAbout150 Nevers Road (7)INAL INSPE TN S: Building APPLICATION FOR BUILDING PERMIT Plumbing L- HVAC L Date: 11-2-90 Sprinkler L a- 150 NEVERS ROAD Electric Estimated Cost $ 65Z 4000 Zoning Permit Fee$ Affidavit NO.18 8 6 8 Occupancy Fee $ h Al`l Ep Eng. Dept. COMPLETE RED BOXED AREAS. Fire Dept. TYPE OR PRINT ONLY Total Fee $ Health Dept. SIGN ON REVERSE SIDE. Approved for CO: I (Additional Cost) $ TO BUILDING DEPARTMENT, TOWN OF SOUTH WINDSOR, CT The undersigned, hereby applies to do work according to the following specifications: Job Location NEVERS ROAD N 1570 Lot No. Side of Street Zone Applicant ASPINET CONSTRUCTION CO. Tel. # 678-1092 Address 71 Simsbury Road - Box 410 - Avon, CT Zip 06001 Lic.# STREET CITY Owner Town of South Windsor Address 15 T6TE Sullivan Ave. South Windsor, CT Architect Jeter Cook & Jepson Address 450 Church Street, Hartford, CT Size New Area: Ft. Front Overall Ft. Deep Overall Total Area 189900 s.f#Garages 0 Lavatories No. of Families " No. of Stories 1 Construction e Bathrooms Rooms 1st 2nd 0 3rd 0 Size of Lot Dist. from Street Line 140 Dist. from Side Street Line none Purpose of this Permit Construction of New Community Center City Water 12 Well 0 Septic 0 Sewer El Approved by - Date f6 BD1A 11/88 I hereby agree to conform to all th requirements of th Laws of th State of Connecticut and the Ordinanc s of th Town of South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Build' which th' ' is asked,and agree that this building is to be located the proper distanc from all street lines,sid yard lines a requi dis a all oth r zones and is located in a zone in which this building and its use is allowed. Signed aulfEbeau hene - Vice President I hereby apply for a Certificate of Occupancy for the work described in this a licati r per ' Signed au1 Beauchene - Vice President DO NOT WRITE BELOW THIS LINE— f INSPECTION RECORD l t SFootingFramin Aecov Foundatiorh Fireplace/Chimney Insulation Plumbing Permit# !(Z,:;, Inspections:I- -0 111"lire, 14 6-' //1 HVAC Permit# Inspections: Electrical Permit# / 77 Inspections 1-f-13- 9 C0 GL C, No TL%W i- (9) 5fj c fRc 'S liz— J.G Lot t . Sprinkler Permit# Inspections: BUILDING INSPECTION DEPARTMENT SOUTH WI N DSOR, CON N ECTICUT FEE PAID: $3.00 CERTIFICATE OF OCCUPANCY ZONE: DATED 11/2 4 19 92 This is to certify that 150 Nevers Road erected under permit No. 18 8 6 8 conforms substantially to the requirements of the building ordinances and the zoning regulations of the Town of South Windsor and is hereby approved for occupancy as indicated below. Approved for Occupancy— New Community Center USE GROUP: A3 CONSTR. TYPE: 5B Building Official Notice:If this certificate is lost or destroyed, a duplicate should be obtained immediately from the Building Department. Any change or extension of the use herein approved requires a new certificate of occupancy. CERTIFICATE OF OCCUPANCY CHECK LIST A licant S• w. Community Center Certificate of Occupancy PP Bldg. Permit No. /0 8 Address evers Road Date Reviewed 0-Z,9-3Z Project' COP'ir'IUrdITY CENTER Reviewed By X-5 A roved/Denied72 - Date Submitted 10-29-92 PP c(ift` As requ ired in the Zoning Regulations, no Certificate-of-Occupancy shall e issued until grading plans have been complied with and approved by the Town Engineer. The minimum requirements shall include: Approved Denied N= 1 . Approved building permit plan. 2 . Finish grading per approved building permit plan. 3 . Site work; i . hrubs , dumpsters, required parking, 4 . Utility location To-J '`ow'n came• .s S ko win a re cA a. Sanitary sewer 91" , we an. nof- b. foundation drain GA(CfAtJ w;+'6 +t-c,, ti DT" hdAJ1 C4f QNJ c . electrical & telephone V"45j''9+VeJ s O.cs • d, water e. other j/ 5 . Sewer connection charge paid. 6 . Appropriate certification f 7 . Bonding 8 . Planning & Zoning F Sewer Permit No. Pavement Exc vation No. 1, 7f/. GA fA/GLd" 421Pei r / Lv/P-S TV / lit//.S S•t.t/-,m," COMMENTS: jf/ u/tS /4'0 T o vG' j4e x- s i G 3" G; ioGi '/!" LLj/f-- S 3 3ov v."/Giu's 3 Y ,¢J vs ivy T/ G s D DEPARTMENT DECISION APPLICATION FOR ELEC'TRIM PL RMIT l3 77Q APP11 ca t ion ie hereby: TOWN OF SOUTH WINbSOk BUILDING INSPECTION DEPT. APPROVED DISAPPROVED 1540 SULLIVAN AVENUE rL C, 644-2511 Ext, 230 Date ing I n 9 P e c t a r Application must he printed or typed 1. LOCATION OF JOB 0 9,4A L 5rC? Al6tJ S G+4 i.Z" PER $CEIEDUL E i 4 -' $10000 M 14+40 Floor Apt. : Nor• Over $1,b00 - Igo00 fper $1t000 or 2 . 0WN 9 R a Wr..,0 rWA,rirr ffactlon thereof 3. ADDRESS /Tj(j7 J 04A ,040e . . 4. JV AAPPLICAKT1wrLAG7`o0ciA_.& -4c t5Az.r^rwir.rrrr..-w..rri rw+.. D 5s, AbbRESSXyL{! Act 6. ESTIMATED COST $.: 7 e49 DO ... . 7. 18 THIS A CONTRACT dGAV YOU So FEE RUCLOSE0 $.. AM W` 9, TYPE OLD BUILDING! RESIDENTIAL. CoittialtCIAL. 10. TYPE OF JOB ! ti Original, InstAllstf ri AIteratton jAdditidnIk6psIr 91) 3A 11/88 APPLICATION FOR ELECTRICAL PERMIT (Continued from Reverse Side) 11, LOCATION OF JOB /5`0 /y'/-cam tea( N0- STREET APT. NO. 12. 'TYPE OF INSTALLATION 13. SIZE OF MAIN FEEDER SVC7/YjG Y/ 14. NO. OF LIGHT LOOPS 15. NO. OF HEAT LOOPS 16. NO. OF POWER LOOPS 17. NO. OF LIGHT OUTLETS 18. NO. OF HEAT CIRCUITS_19. ' NO. OF POWER -OUTLETS 20. N0. OF CONVENIENCE OUTLETS 21. N0. OF REAT. CIRCUITS 22, NO, OF POWER CIRCUITS 23, N0, OF LIGHT CIRCUITS 24. SIZE OF HEAT CIRCUITS 25 . NO. OF MOTORS 26. NO. OF PANELS- 27 . TOTAL WATTAGE 28. NO. OF POWER FEEDERS 29. NO. OF SWITCHES 30. A/C LOAD 31. SIZE OF POWER FEEDERS 32. N0. OF FIRTURES 33. TOTAL HORSEPOWER 34. NAME OF SUBCONTRACTORS AND THEIR TRADES 35. REMARKS AND FURTHER DETAILS: M2g410 2.7 7/ A_&7- 44*0 T3a.#A<l Zoo Ao 4(6hf 7wvd- vefs SSE` 7 7 i9-G/to o/ LICENSE N0. SIG A URE OF APPLICANT DATE PHONE NUMBER:Z_z_ cv L ry co F+o cr E IUn2.7-7/1 Z dri CD 4T r+L AGrOr- cc 0 20PA 2,0&4 o Lw Z e A1N ir- awrotrwvx 5 r o 1-3 f Q t A - ,,, 4 Iq _ ,vexte LXJ l3 qto .t.e. 7-v4re l Ve. rye l W/A. S 3?a C ` A f i4'f X-r-4 s cv c,77VOCT Cal t s 7m S Sw4Tc. DEC-12-96 TUE 11 :18 AM ELECTRICAL CONTRACTORS FAX NO. 860 649 7948 P. 06 Y,5-W REQUEST FOR ELECTRIC SERVICEa Tuts is a formal request for electric service to your home or building.It is necessary forcompletethisform. if you are not sure how to dassify your uRrvMq,,pi.ae contac ;he CyuostQnz Er yit rzg d agrlceLng .. .0 rvi (CI;&MS)aepar.ment at your local Northeast Utilities office. The inform*tion providod will be need to establi*h the applicable rate under which YOU(THE CUSTOMER)will be billed. Please take into account the lead time specified oh the r*vpmA side of the last page for the tyke ur ttlecW.lees calendar is necessary to pier:,design,and provide material$,permits,and Construction.The lead time shouldrotnormaily expaedthecalendardaysshown. Normally,within five(5)working days of receipt of the completed request,a cornpany.representative will contw you tO establishworkcompletiondatesthEtaremutually8=eotable anti to aniline customer work requirements a O wrlditlons neCessary tosupplyeiectrtcservice. Ptamw ubmit ALL WOO*of this form(DO NOT DeTAGH)to your local Northeast utilities office. cvTlf wl n1 •1 t 7QW n/ o 1 d 5wrll je-w 4ve- NO. TICff i 4 L7b0 c 4./Y-?.57/ a s•v/Q,-zY4 Cd rc4- AI& -M boil l+t3ub &YI i !rv(r if 00 rlrK 7-'77 - P+u:sd o.w ')1101400Rrw132-77 YFV V NE I1 30 9 c.5 o'v. TYPE OF USE ElIeW EIADOMOR 0 6XISTM REst ENTIAL ®COMMEF04 13 tM0U5TRIAL U SUBDIV 5i X w/! vwfwE 3 A Nu. TYPEOFSERV SERVICE CATA r PJWAAAY SOU Mew ® 0 U ( Conneme r taaoeneal omws ssa,sc ssrbmst'I 5 Oe;Illm ion''" 0 GasJT°n+p, sbeftk(ftm CAS 141)toabmm a rvwrr e+ri ate. Q soar OtlurPKAUWJAGVrsr s c ere u _. carOwed3 `q _. "T7.yrJ.._ _t OG 9... . AIM Ida! ' /r/ I . 1 . LW®REA=" CONIM UgRng MOM(Excerpt air condo ' ) Air Conigoning Electk Heat m Heat Pump-E100J0WGss Supplement est mcftr(HP) soar Heat-*jec.Supplement q . Elea.UIl1-i-.Conftped by Elec,Cosnpar;y Erec.Wit•-uncon tlea 3ak 3919SOWWl+-Eiec.supplement 4 7-t 1}lv ILADryer Ohscellarleous .r T 14 DATE TOTAL L 1 A-7 3 - I omawL a cAu&w-es:us sm=•cym oar CW&WtW=-wszoMER crdd.e s r INSPECTOR JP DATE TIME LOCATION INSPECTION: CODE: RESULT(D/A) : BUILDING: v ELECTRICAL: 6 PLUMBING: 7- HVAC: i OTHER: a INSPECTOR DATE Z TIME J LOCATION s INSPECTION: CODE: RESULT(D/A BUILDING: ELECTRICAL: I f 73 -7 PLUMBING: HVAC: r OTHER: PERMIT DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT Application is hereby: TOWN OF SOUTH WINDSOR APPROVE DISAPPROVED BUILDING INSPECTION DEPT. 644-2511 Ext. 230 Application must be printed or typed . D to Building Inspector 1. LOCATION OF JOB j FEE SCHEDULE No. Street 0 - $19000 - 10.00 Floor No. Over $1,000 - 10.00 per $1,000 or 2 . OWNER fraction thereof 3. ADDRESS ter` 4./-- I, r./S4. APPLICANT ,%,!''/ L; !!1//G//vr 1t 41, 5. ADDRESS 6. ESTIMATED COST 7 . IS THIS A CONTRACT COST Y No 8. FEE ENCLOSED 9. TYPE OF BUILDIN : RESIDENTIAL V COMMERCIAL 10. TYPE OF JOB: iginal Installation Alteration/Addition/Repair BD 3A 11/88 APPLICATION FOR ELECTRICAL PERMIT (Continued from Reverse Side) 11 . LOCATION OF J O B NO. STREET APT. NO 12 . TYPE OF INSTALLATION r 13. SIZE OF MAIN FEEDER 14 . NO. OF LIGHT LOOPS 15 . NO. OF HEAT LOOPS 16. NO. OF POWER LOOPS 17 . NO. OF LIGHT OUTLETS 18 . NO. OF HEAT CIRCUITS 19. NO. OF POWER OUTLETS 20. NO. OF CONVENIENCE OUTLETS 21. NO. OF HEAT CIRCUITS 22 . NO. OF POWER CIRCUITS 23. NO. OF LIGHT CIRCUITS 24. SIZE OF HEAT CIRCUITS 25 . NO. OF MOTORS 26 . NO. OF PANELS 27 . TOTAL WATTAGE 28 . NO. OF POWER FEEDERS 29 . NO. OF SWITCHES 30. A/C LOAD 31. SIZE OF POWER FEEDERS 32. NO. OF FIXTURES 33. TOTAL HORSEPOWER 34 . NAME OF SUBCONTRACTORS AND THEIR TRADES 35 . REMARKS AND FURTHER DETAILS : r s LICENSE NO.SIGNATURE OF APPLICANT DA E PHONE NUMBER: J 4A 1 1 Lot No. Building Permit -/"d7 LZ 9 Temporary Service Permanent Service i Pursuant to Permit No.l This Certifies that the Electrical Work for which the above named Permit was granted has been duly inspected and is hereby approved. Owner 1? u S G Electrician (r c.V Y L L C Street f S L l l r U r'p—k RI) 4- Buil ing Inspector ry ter+ ,)y^. ms.4..ac-'S-^^"'-v ar-,+R gs s ^wcw'zr.e.l'Ys PSS,7S•"7• a-..sa.r .r•^'*s"`C'+ .. i i Lo' No.. Building Permit Tientac f T mporary__.Service Permanent Service Pursuant to Permit No. i This Certifies that the Electrical Work for which the above named Permit was granted has been duly inspected and is hereby approved. E Owner t , A_) . d Electrician C t) I C z tf c^->r; C Street l 19 k G Building Inspector PERMIT NO. 7&16 1 DEPARTMENT DECISION APPLI CAT I ON FOR Application is hereby : PLUMBING PERMIT TOWM OF SOUTH WINDSOR APPROVED DISAPPROVED BUILDING INSPECTION DEPT. 644-2511 Ext. 230 te- ate Building Inspector Application must be printed or typed. 1. LOCATION OF JOB: 160 FEE SCHEDULE 2. OWNER: G szlr-tt f.f'd- • J 3. ADDRESS; 0 - $19000 - 10.00 1 t Xorioq/L< Over $1 ,000 - 10.00 per $1 ,000 or 4. APPLICANT: 6 fraction thereof r s 5. ADDRESS: CT, 6. EST. COST: $ GC s f 7. IS THIS A CONTRACT` COST? f YES NO -_ Bu I L!)/Af 12911 8. FEE EN%' OSED: $ i— gi Y, 5 7) 9. TYPE OFUILDING: RESIDENTIAL COMMERCIAL 10. TYPE OF JO .' ORIGINAL ALTERATION INSTALLATION ADDITION REPAIR BD 2A 11/88 APPLICATION FOR PLUMBING PERMIT (Cont. from Reverse Side) 11. LOCATION OF JOB: 1 N L U IF lZ S GENERAL PLUMBING 12. KIND OF INSTALLATION: /tJE'G 13. SIZE OF MAIN DRAIN 14. NO. OF TOILETS g STYLE 15. NO. OF URINALS. gSTYLE tyJJY 16. NO. OF BATHTUBS - 16A. NO. OF SHOWERS _ 1 17. NO. OF LAVATORIES J, 18. NO. OF SINKS_ 19. DISPOSAL 19A. DISWASHER_ _ 20. NO. OF CONDUCTORS SIZE - 21. NO. OF STACKS - SIZE 22. AREA OF ROOF 23. NO. OF CATCH BASINS 24. NO. OF FLOOR DRAINS / 25. NO. OF OTHER FIXTURES 3 KIND(dpR?Nr{ijVG' Fo,.,jr,,#..j- W gEk'v,Ce SirJK 26. ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY A WINDOW?J 27. SIZE OF WINDOW 28. IF NO WINDOW, WHAT KIND OF VENTILATION IS THERE?LAG. T u 1;li 29. SIZE OF DUCTS 30. SEWER OR SEPTIC TANK? 31. SIZE OF WATER MAIN y 31A. SIZES OF WATER PIPING & RISERS-3 32. REMARKS AND FURTHER DETAILS WATER HEATER 33. TYPE fC,aw,7G•r,Z 34. MANUFACTURER C,L TANKS SAFETY DEVICES T121PERATURE 35. CAPACITY 39. RELIEF VALVE 36. TEST PRESSURE LBS. 40. MANUFACTURER 37. WORKING PRESSURE LBS. 41. PRESSURE RELIEF VALVE 38. TYPE 42. MANUFACTURER 02 03 3 ji j 90 LICENSE NO. DATE SIGNATU F APPLICANT PHONE NO. K71 - 7 MR d TrCE USE ONLY APPLICATION FOR HVAC PERMIT DATE: NO. 7M ) TOWN OF SOUTH WINDSOR EST.COST: BLDG. IT NO. 1540 SULLIVAN AVENUE FEE SOUTH VIODSIOR, CT- 66074 FEES: 4--2511 - E ct. 230 0 - $1,000 - $10.00 1000 or fraction LOCATION OF BUILDEY -f thereof - $10.00 441 OWNER ADDRESS TOW14 PHONE N0. 6 DX 7 le i-G HVAC,CONTRACTOR ADDRESS TOWN PHONE NO. TYPE OF SYSTEM: HEATING TYPE OF BUILDING: RESIDENTIAL_ A/C COMMERCIAL VENTILATION BUSINESS INDUSTRIAL IF HEATING: STEAM LOW PRESSURE LIMIT LBS. HIGH PRESSURE LIMIT LBS. HYDRONIC WARM AIR UNIT RADIANT HEATER (INCLUDING WOOD COAL BURNING STOVE) TYPE OF FUEL: OIL-GPM GAS IN-PUT ELECTRIC KW WOOD COAL OIL TANK - SIZE & LOCATION.: INSIDE_ OUTSIDE CAPACITY_ LPG TANK - CAPACITY EXISTING RADIATION ADDITIONAL RADIATION TOTAL RADIATION DESIGN TEMP. OUTSIDE-/p OF INSIDE 202F DIFFERENCE go OF TOTAL HEAT LOSS (BTUH) 49 HEAT LOSS SHEET MUST ACCOMPANY APPLICATION) DESCRIBE ALL HEATING EQUIPMENT (INCLUDING MAKE & MODEL NO.): lWea0fy4ejffl7P7. iyl!f SYSyZ M 6V1771 htYWNPlel GROSS HEATING CAPACITY (INPUT-BTUH) NET RATING (OUTPUT-BTUH) IF AIR CONDITIONING: DESIGN TEMP. OUTSIDE 9S--OF INSIDE OF DIFFERENCE'Z O F TOTAL HEAT GAIN (BTUH) HEAT GAIN SHEET MUST ACCOMPANY APPLICATION) DESCRIBE ALL COOLING EQUIPMENT (INCLUDING MAKE & MODEL NO.):9-3 TONNAG COOLING CAPACITY (BTUH) IF VENTILATION: DESCRIBE ALL AIR-HANDLING EQUIPMENT (INCLUDING KITCHEN EXHAUSE EQUIPMENT): TOTAL SIZE OF SYSTEM (CFM) FRESH AIR INTAKE (CFM) PLAN MUST ACCOMPANY APPLICATION)/s /«ay— c,,U,q,i,,S, The undersigned hereby applies for a permit to perform the following work and is to comply with all local ordinances and State of Conn. Building Codes in the performance of such work. FURTHER DESCRIPTION OF WORK: /5[.L Gy014 - -76 L-s - S 05 Pt"s-K 36 S a STATE LICENSE - NAME & TYPE #DATE SIGNATURE OF APPLICANT llj*, APPROVED DATE BD 4A 11/88 I - B- R CALCULATION SHEET 1503 (Modern Methods Copyright 1971 by The Hydronlcs Institute OWNER ADDRESS DESIGN TEMPERATURE DIFFERENCE F. DATE COL.A COL.B COL.C COL.O COL.E COL.F COL.G 1 ROOM cc O H L W H L W H L W H L W H L W Design Water Temp. 2 ROOM DIMENSIONS, FT.U BTUH per F t f 3 LENGTH EXPOSED WALLS,FT. Radiation Selected 41 WINDOW AND OUTSIDE DOOR AREA U. BTUH BTUH BTUH BTUH BTUH 5 WALL CONSTRUCTION ROOM LIN.FT.OF Table 9,Llne 3 x H)TOTALS RADIATION 6 TYPE OF GLASS FROM LINE 12 SELECTED Bottom of table used for Line 5) 7 CEILING CONSTRUCTION C Table 9.L x W) g FLOOR CONSTRUCTIONt O Table 9,L x W or Lin. Ft) E 9 COLD PARTITION CONSTRUCTION F Table 9,L x H)G 10 -c 1 Wall lWith Openings)O 2 Wells(With Openings) X 3 Wells(With Openings) or Ent.Hall J I J11TOTALBTUHAT70FTEMPDIFFERENCE' 12 TOTAL BTUH AT DESIGN TEMP.DIFFERENCE K COL.A _COL.B COL.H COL.1 COL_J COL.K COL.L TOTAL BTUH TOTAL 1 ROOM OF BUILDING RADIATION AT SELECTED O H L W H L W H L W H I L I W H I Lj W DESIGN TEMP.• 2 ROOM DIMENSIONS. FT DIFFERENCE 31 LENGTH EXPOSED WALLS, FT. a 41 WINDOW AND OUTSIDE DOOR AREA LL BTUH BTUH BTUH BTUH BTUH 5 WALL CONSTRUCTION INCREASE BATHROOM Table 9,Line 3 x H) TOTAL 20% 6 TYPE OF GLASS Bottom of table used for Line 51 7 CEILING CONSTRUCTION tFOR CONCRETE FLOOR ON Table 9,L x W)GROUND OR FILL AT GRADE LEVEL,USE LINEAR B FLOOR CONSTRUCTIONI FEET OF EXPOSED EDGE Table 9,L x W or Lin Ft.) 9 COLD PARTITION CONSTRUCTION Table 9,L x H) 10 _C 1 Wall(With Openings) 2 Walls(With Openings) o X 3 Wells(With Openings)or Ent.Hall I I TOTAL BTUH AT 70F TEMP. DIFFERENCE* 12 TOTAL BTUH AT DESIGN TEMP. DIFFERENCE This form Is available from The Hydr nice Institute.35 Russo Place,Berkeley Heights,N.J.07922 FORM 1503 Office Use Only Date: ZNo. D Estes Cost:D11 1 Bldg. Permit: Fee: w191 y&D TOWN OF SOUTH WINDSOR SPRINKLER SYSTEM APPLICATION 1540 SULLIVAN AVENUE 644-2511 Ext. 230 Location of Bldg. : isy. aT• Itle Street Address Owner: Name Street Address City Sprinkler Contractor:G`i • AA- • obi vSE- o BvP Name' Street Address City Type of Building: Business Commercial Industrial Other Classification of Wet V/11Z" Pre Action System: Dry Deluge Occupancy Classification: Light Hazard Ordinary Hazard Extra Hazard Size of Pipe Main: 4 Size of Hose Connection: Number of Temp. °F Temp. Temp. Color Heads Rating°F Class Code S Ord. Uncol. J6-15, Q Intermed. White High Blue Ex. Hi. Red V.Ex.Hi. Green Ultra Hi Orange S.INfCG.t wJTitLLATcdN -"C-6 2 Ary cTe- O.K. JarDate BD 5A 11/88 Insurance Approval Stand Pipe Yes No Main Size 49 i Riser Size Nose Size Remarks and Further Details: m ALL G,ORK COVERED BY THIS APPLICATION HAS BEEN AUTHORIZED BY THE OWNER OF THIS PROPERTY AND 1%ILL BE DONE IN STRICT ACCORDANCE WITH THE BUILDING CODE. I.icense No. Signature of Applicant Da e FEY SCIII:DUI,E F1.E: S 0 - S1 ,000 - $10.00 51 ,000 or fraction Thereof -- $10.00 9Date: if ice Use Only 37 Est. Cost: N o. Fee: kJftl t Bldg. Pe unit: TOWN OF 30CM4 W IWDSO F;,, SPRINKLER SYSTEM APPLICATION Location of Bldg.: L50 Nt Rs AD Street Address Owner: O V -} w l YV S 0 C C YY my Name Street Address I City Sprinkl er Contractor: eF-e rJ SF— eN A R'0'1'j trl F00 Name Street Address City 5'. S& Ij14)TNa'`/ Type of Building: Business Commercial Industrial Others classification of Wet Pre Action Systemo Dry Deluge Occupancy Classification: Light Hazard Ordinary Hazard Extra Hazard Type Construction from Table #5 Connecticut Basic Building Code: Type 1 ( ) I Type 2 ( ) Type 3 Type __.4 Size of Pipe Main: Size of Hose Connection: o pNumberofTemp. F Temp. Temp. Color Rating °F Class- C— Ord. Uncol. Intermed. White High Blue Ex.Hi.Red V.Ex.Hi. Green Ultra Hi Orange A i L Insurance Approval Stand Pipe Yes No Main Size Riser Size Nose Size Remarks and Further Details: MV6—Aa—Likif 0 ro -- L qutil R sixes-51ory LA-4 Oil 19-c IMPORTANT! AFTER COMPLETING ITEMS ABOVE, SIGN BELOW, AND MAKE CHECK PAYABLE TO TOWN OF 4 WJWV0CZOVERING PROPER AMOUNT OF FEE (SEE FEE SCHEDULE BELOW) , MAIL CHECK AND APPLICATION TO BUILDING INSPECTION DEPARTMENT, .o2-) ._____ , CONN. ALL WORK COVERED BY THIS APPLICATION HAS BEEN AUTHORIZED BY THE OWNER OF THIS PROPERTY AND WILL BE DONE IN STRICT ACCORDANCE WITH THE BUILDING CODE. F3 D00 $ j f— /9-5 ) License No. Signature of Applicant Date Phone No. "3 6~- 35'19 FEE SCHEDULE 0 - $19 000 - $ 10.00 Over $19 000 - $10,•00 per $1,000 or fraction thereof tl :ti 1 -4- I I I I I I I 1 j I I I I I I I I I i, I I I I I I I 1 I I I I I I I i I j I 1I I I I I 1 I I I i I I I jy 4 I I I i I y I I I I I I i I I I I i r I I I i i I I i I JI ! I I ! 1 1 1 1 1 I I I I I I ' I I a j I QI n I i All I Rl J I I I j I I I I---- TI I ' i I I i l i I I 1 I v&u&rr 40/ 40 N , t C Tlown S-10U& vzn 4 b 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 AREA CODE 203/644-2511 P=1T1flt May 9, 1991 HAY ,I o 'gg1 South WindsorBUILDINGDEPARTMENT Mr. John R. Collins, Chief Building Official Town Hall 1540 Sullivan Avenue South Windsor, CT 06074 Dear Mr. Collins: Your letter of April 16 to Bruce Kellogg of the architectural firm of Jeter Cook & Jepson has been referred to me and has been a topic of discussion by the Public Building Commission. This letter involves a request from you and Bill Lanning for some draftstopping to be installed in the attic area of the Community Center. Commission members have reviewed the existing code and feel that the appropriate design activities have taken place with the installation of a dry sprinkler system in the attic area. We know that system has been reviewed by a number of officials including the Fire Marshall. The draftstopping idea, as we understand your letter, is a suggestion or request, not a demand. We feel we have met the code requirements with the current arrangements and that arrangement considers public health and safety and also the most effective use of taxpayers funds. It was the consensus of the Public Building Commission that the current arrangement meets all requirements and is consistent with our concern for fire safety and our responsibility for the most effective use of tax dollars. Accordingly, we have decided that draftstopping will not be required and have so instructed the architect. If you feel this subject deserves further consideration, please let me know so that we can arrange for further discussions. Howard E. Fit s, Chairman Public Building Commission HEF/srs cc: William R. Lanning, Fire Marshall/Fire Chief wN aE,` y V, - 0-)es 40&U&Ota G V 1540 SULLIVAN AVENUE - SOUTH WINDSOR, CONN. 06074 r soR.CO AREA CODE 203/644-2511 September 30, 1991 William Eschert Aspinet Construction Co. 71 Simsbury Rd P.O. Box 410 Avon Conn. 06001 Dear Mr. Eschert Please be advised that beneficial occupancy is hereby granted for the Community Center Building located at 150 Nevers Road, South Windsor, Ct. , erected under Building Permit #18868, as provided by Connecticut General Statute 29-252-119 .5 . The permanent Certificate of Occupancy will be issued upon submission and approval of an "as-built" site plan, and completion of the entire project. Please be advised that any changes in the building which constitutes a violation of the conditions of the permit will result in revocation of this approval. Si r 1 John R. Collins, Chief Building Official cc: Jean Zurbrigen, Town Manager Michael Gantick, Director of Public Works Howard Fitts, Public Building Commission N DEPEN DENT MATERIALS TESTING NEAL COURT IND. PARK P.O. BOX 745 LABORATORIES, INC. PLAINVILLE, CONNECTICUT 06062 TELEPHONE (203) 525-7193 REPORT OF CONCRETE INSPECTION PAGE 1 OF 2 CLIENT: Town of South Windsor COMM. NO. : 1430 PROJECT: So-Windsor Community Center REPORT NO. : 40 CONTRACTOR: Town of South Windsor DATE CAST: 03/12/91 CONCRETE SUPPLIER: Roncari Ind. LOCATION OF CONCRETE: Slab on grade North West wing DESIGNED STRENGTH, PSI: 31000 DAYS CURED IN FIELD: 1 CEMENT, LBS. : 5210 AMBIENT TEMPERATURE: 30 FINE AGGREGATE, LBS: 14420 1 1/4/16920 INSPECTOR: Brian Smoloski COARSE AGGREGATE, LBS: 3/4/17400 1/2/13900 SPECIMEN SIZE: Standard 6" X 12' WATER, GALLONS: 266 SPECIMEN AREA: 28.27 sq. in. ADMIXTURE: Air 44 ozs P20-1064 ozs SPECIMEN COND: Satisfactory TRUCK TIME TIME START TIME END TOT TIME SLUMP CUBIC CONC. AIR SET NOTI NO. BATCHED DISCHARGE DISCHARGE MINUTES INCHES YARDS TEMP. % 0112 07 : 10 08 : 10 08:25 75 4.75 10. 0 62 5.8 a 0111 07 : 28 08 : 35 08:55 87 5.00 10.0 62 0110 07:45 09 : 00 09:20 95 4 .50 10.0 62 0113 08 :30 09 :20 09:50 80 4.25 10. 0 62 0112 09 : 12 09:55 10:20 68 5.00 10. 0 62 0116 09:43 10: 25 10:50 67 5.25 10. 0 60 5.5 b 0111 09 : 57 10: 50 11:05 68 5.25 10. 0 60 0097 10 : 30 11:20 12 :05 95 4 .00 10. 0 60 0116 12 : 07 12 : 55 12:30 23 4.75 10. 0 60 TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete INDEPENDENT ESTING PAGE 2 REPORT NO. : 40 SET LAB AGE, DATE DUE TOTAL UNIT SLUMP, AIR CONC TYPE WEIGHT NO. DAYS LOAD LOAD PSI INCHES % TEMP FRAC. POUNDS a 7749 7 03/19/91 74, 000 21618 4.75 5.8 62 cone 29.3 7750 28 04/09/91 4 .75 5.8 62 29.0 7751 28 04/09/91 4 .75 5.8 62 29.1 7752 S 4 .75 5.8 62 28.9 b 7753 7 03/19/91 79, 000 21794 5 .25 5.5 60 cone 29.2 7754 28 04/09/91 5.25 5.5 60 29.0 7755 28 04/09/91 5.25 5.5 60 28 .8 7756 S 5.25 5.5 60 29.0 NOTES: 1 pc: Bruce Kellog / Aspinet / Szewczak & Lada 2 The clerk of the works, Ken accepts slumps over 4" & concrete over the 90 minute time limit. N DEPEN DENT MATERIALS TESTING NEAL COURT IND. PARK P.O. Box 745 LABORATORIES, INC. PLAINVILLE, CONNECTICUT 06062 TELEPHONE (203) 525-7193 CLIENT Town of South Windsor CUSTOMER NO. : 1430 PROJECT: South Windsor Community Center REPORT: 41 Page: 1 of 2 SUBJECT: Field Density Determinations DATE: 3-22-91 AREA REPRESENTED: Interior Building Under INSPECTOR: Shawn Roberts Slab Area TEST NO. LOCATION ELEVATION MOISTURE (%) COMPACTION 1 See attached diagram Bottom of Concrete 4.2 93.0 Slab Elevation 2 it n if if rr 4.7 91.6 3 It if it it 4.9 93.2 4 if it it if 7.3 95.7 5 it rr rr it if if 5.6 86.4 6 It n n if rr it 5.1 91.0 7 n rr rr if rr if 4.7 92.4 g ifif5.1 95.4 9 n rr n it n rr 4.4 95.6 10 n n rr if n rr 5.5 93.6 11 rr rr n rr n rr 4.7 91.6 12 Retest #5 if5.1 95.6 13 it #3 if ' 5.0 97.2 14 It 2 if4.9 95.1 15 it #1it 4.8 95.2 16 See attached diagram 4.7 95.3 GON,t, Q :nnA '1 jo NO. 11C; pc: Bruce Kellog (3) Aspinet Const. Co. Szewczak & Lada John R. Collins ck TESTING; RESEARCH ANALYSIS INSPECTION CONSULTING A w kill CLIENT: Town of South Windsor PROJECT: South Windsor Community Center REPORT: 41 PAGE: 2 of 2 3- 22- 91 49 inz Nwn v N DEPEN DENT MATERIALS TESTING NEAL COURT IND. PARK P.O. BOX 745 LABORATORIES, INC. PLAINVILLE, CONNECTICUT 06062 TELEPHONE (203) 525-7193 REPORT OF CONCRETE INSPECTION PAGE 1 OF 2 CLIENT: Town of South Windsor COMM. NO. : 1430 PROJECT: So.Windsor Community Center REPORT NO. : 40 CONTRACTOR: Town of South Windsor DATE CAST: 03/12/91 CONCRETE SUPPLIER: Roncari Ind. LOCATION OF CONCRETE: Slab on grade North West wing DESIGNED STRENGTH, PSI: 31000 DAYS CURED IN FIELD: 1 CEMENT, LBS. : 5210 AMBIENT TEMPERATURE: 30 FINE AGGREGATE, LBS: 14420 1 1/4/16920 INSPECTOR: Brian Smoloski COARSE AGGREGATE, LBS: 3/4/17400 1/2/13900 SPECIMEN SIZE: Standard 6" X 12" WATER, GALLONS: 266 SPECIMEN AREA: 28 . 27 sq. in. ADMIXTURE: Air 44 ozs P20-1064 ozs SPECIMEN COND: Satisfactory TRUCK TIME TIME START TIME END TOT TIME SLUMP CUBIC CONC. AIR SET NOTE NO. BATCHED DISCHARGE DISCHARGE MINUTES INCHES YARDS TEMP. % 0112 07 : 10 08 : 10 08 :25 75 4 .75 10.0 62 5 . 8 a 0111 07 :28 08 : 35 08:55 87 5.00 10.0 62 0110 07:45 09: 00 09:20 95 4.50 10.0 62 0113 08: 30 09:20 09:50 80 4.25 10.0 62 0112 09: 12 09: 55 10:20 68 5.00 10.0 62 0116 09:43 10: 25 10:50 67 5.25 10.0 60 5. 5 b 0111 09:57 10: 50 11: 05 68 5.25 10.0 60 0097 10: 30 11: 20 12 :05 95 4. 00 10.0 60 0116 12 : 07 12 : 55 12 :30 23 4.75 10.0 60 TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete MDEPENDENT EST I N G PAGE 2 REPORT NO. : 40 SET LAB AGE, DATE DUE TOTAL UNIT SLUMP, AIR CONC TYPE WEIGHT NO. DAYS LOAD LOAD PSI INCHES % TEMP FRAC. POUNDS a 07749 7 03/19/91 74, 000 2, 618 4.75 5.8 62 cone 29. 3 07750 28 04/09/91 108, 000 31820 4.75 5.8 62 cone 29. 0 07751 28 04/09/91 104, 000 3, 679 4.75 5.8 62 cone 29. 1 07752 S 4.75 5.8 62 28 .9 b 07753 7 03/19/91 79, 000 2,794 5.25 5.5 60 cone 29.2 07754 28 04/09/91 115, 000 41068 5.25 5. 5 60 cone 29. 0 07755 28 04/09/91 115, 000 41068 5.25 5 . 5 60 cone 28. 8 07756 S 5.25 5. 5 60 29. 0 NOTES: 1 pc: Bruce Kellog / Aspinet / Szewczak & Lada 2 The clerk of the works, Ken accepts slumps over 4" & concrete over the 90 minute time limit. OF C0NNIFCF 'S'L',,Tinv • NO. 1 1016 Altrl o 01ST V' NDEPENDENT MATERIALS TESTING NEAL COURT IND. PARK P.O. Box 745 LABORATORIES, INC. PLAINVILLE, CONNECTICUT 06062 TELEPHONE (203) 525-7193 REPORT OF CONCRETE INSPECTION PAGE 1 OF 2 CLIENT: Town of South Windsor COMM. NO. : 1430 PROJECT: So.Windsor Community Center REPORT NO. : 42 CONTRACTOR: Town of South Windsor DATE CAST: 03/27/91 CONCRETE SUPPLIER: Roncari Ind. LOCATION OF CONCRETE: Slab on grade South wing & corrider DESIGNED STRENGTH, PSI: 31000 DAYS CURED IN FIELD: 1 CEMENT, LBS. : 5170 AMBIENT TEMPERATURE: 3/4 FINE AGGREGATE, LBS: 14660 1 1/4/16720 INSPECTOR: Brian Smoloski COARSE AGGREGATE, LBS: 117180 1/2/14060 SPECIMEN SIZE: Standard 6" X 12" WATER, GALLONS: 257 SPECIMEN AREA: 28.27 sq. in. ADMIXTURE: Air 45 ozs P20-520 SPECIMEN COND: Satisfactory ozs;220-106 ozs TRUCK TIME TIME START TIME END TOT TIME SLUMP CUBIC CONC. AIR SET NOTE NO. BATCHED DISCHARGE DISCHARGE MINUTES INCHES YARDS TEMP. % 0112 06:56 07 : 55 08:20 84 4 .75 10.0 62 0109 07 : 04 08 : 20 08: 34 90 4 .50 10. 0 62 0098 07: 38 08 : 35 09: 05 87 3 .75 10. 0 62 4 .8 a 0105 08 : 03 08 : 45 09: 15 72 4 .25 10.0 62 0094 08 : 25 09 : 15 09:45 80 5.00 10.0 62 0112 09: 11 09 : 55 10: 15 64 4 .75 10.0 62 0103 09: 35 10: 20 10:35 60 5. 00 10.0 62 0434 09 :46 10: 40 10: 55 69 4 .75 10. 0 62 0110 09 :57 10: 55 11: 10 73 4 .50 10.0 62 5 . 2 b 0097 10: 02 11: 10 11:25 83 5. 00 10. 0 62 0105 10: 12 11: 25 11:35 83 4 .75 10. 0 62 0112 11:02 11:45 12: 00 58 5.00 10.0 62 0117 11: 32 12 : 10 12 :25 53 4 .75 10.0 62 5. 5 c 0096 11:52 12 : 30 12 :45 53 5. 00 10.0 62 0102 12 : 18 01: 10 01:20 62 5.00 10.0 62 0112 12 : 34 01: 20 01:35 61 4 .75 10. 0 62 0103 12 :51 01:35 01:55 64 5.00 10.0 62 0109 01: 11 01:55 02 :05 54 4 .50 10.0 62 5 d 0098 01: 01 02 : 05 02 :20 79 5.00 10.0 62 TESTING RE RCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete NI DEPEN DENT TESTING PAGE 2 REPORT NO. : 42 SET LAB AGE, DATE DUE TOTAL UNIT SLUMP, AIR CONC TYPE WEIGHT NO. DAYS LOAD LOAD PSI INCHES % TEMP FRAC. POUNDS a 08350 7 04/03/91 104, 000 31679 3 .75 4 .8 62 cone 29. 0 08351 28 04/24/91 3 .75 4 . 8 62 29. 3 08352 28 04/24/91 3 .75 4. 8 62 29.5 08353 S 3 .75 4 . 8 62 29. 5 b 08354 7 04/03/91 86, 000 3 , 042 4 .50 5. 2 62 cone 29. 3 08355 28 04/24/91 4 .50 5. 2 62 29.5 08356 28 04/24/91 4 .50 5.2 62 29.2 08357 S 4 . 50 5. 2 62 29. 3 c 08358 7 04/03/91 83 , 000 21936 4 .75 5. 5 62 cone 29. 0 08359 28 04/24/91 4 .75 5. 5 62 29. 3 08360 28 04/24/91 4 .75 5. 5 62 29. 0 08361 S 4 .75 5. 5 62 29.3 d 08362 7 04/03/91 84, 000 21971 4 . 50 5. 0 62 cone 29 . 1 08363 28 04/24/91 4 . 50 5. 0 62 29 . 3 08364 28 04/24/91 4 .50 5. 0 62 29 .5 08365 S 4 . 50 5. 0 62 29. 1 NOTES: 1 pc: Bruce Kellog / Aspinet / Szewczak & Lada / John Collins N DEPEN DENT MATERIALS TESTING NEAL COURT IND. PARK LABORATORIES, INC.P.O. BOX 745 PLAINVILLE, CONNECTICUT 06062 203)525-7193 FAX(203)747-6455 NVLAP Accredited for Construction Testing Services REPORT OF CONCRETE INSPECTION PAGE 1 OF 2 CLIENT: Town of South Windsor CUST. NO. : 1430 PROJECT: So.Windsor Community Center REPORT NO. : 42 CONTRACTOR: Town of South Windsor DATE CAST: 03/27/91 CONCRETE SUPPLIER: Roncari Ind. LOCATION OF CONCRETE: Slab on grade South wing & corrider DESIGNED STRENGTH, PSI: 3 , 000 DAYS CURED IN FIELD: 1 CEMENT, LBS. : 5170 AMBIENT TEMPERATURE: 3/4 FINE AGGREGATE, LBS: 14660 1 1/4/16720 INSPECTOR: Brian Smoloski COARSE AGGREGATE, LBS: 117180 1/2/14060 SPECIMEN SIZE: Standard 6" X 12" WATER, GALLONS: 257 SPECIMEN AREA: 28.27 sq. in. ADMIXTURE: Air 45 ozs P20-520 SPECIMEN COND: Satisfactory ozs;220-106 ozs TRUCK TIME TIME START TIME END TOT TIME SLUMP CUBIC CONC. AIR SET NOTE NO. BATCHED DISCHARGE DISCHARGE MINUTES INCHES YARDS TEMP. %7 0112 06: 56 07:55 08 :20 84 4.75 10. 0 62 0109 07 : 04 08 :20 08:34 90 4 .50 10. 0 62 0098 07 : 38 08 : 35 09: 05 87 3 .75 10. 0 62 4 . 8 a 0105 08 : 03 08 :45 09: 15 72 4.25 10. 0 62 0094 08 : 25 09: 15 09:45 80 5.00 10. 0 62 0112 09 : 11 09:55 10:15 64 4.75 10. 0 62 0103 09: 35 10: 20 10:35 60 5.00 10. 0 62 0434 09 : 46 10: 40 10:55 69 4.75 10. 0 62 0110 09 : 57 10:55 11: 10 73 4 .50 10. 0 62 5. 2 b 0097 10: 02 11: 10 11:25 83 5.00 10. 0 62 0105 10: 12 11:25 11: 35 83 4.75 10.0 62 0112 11: 02 11:45 12 : 00 58 5.00 10. 0 62 0117 11: 32 12 : 10 12 :25 53 4 .75 10. 0 62 5. 5 c 0096 11: 52 12 : 30 12 :45 53 5.00 10. 0 62 0102 12 : 18 01: 10 01:20 62 5.00 10. 0 62 0112 12 : 34 01:20 01: 35 61 4 .75 10. 0 62 0103 12 :51 01: 35 01:55 64 5.00 10. 0 62 0109 01: 11 01: 55 02 :05 54 4 .50 10. 0 62 5 d 0098 01: 01 02 : 05 02 :20 79 5. 00 10. 0 62 Test reports may not be reproduced except in full with approval of IMTL. All results relate only to the items tested. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete INDEPENDENT 7STI N G PAGE 2 REPORT NO. : 42 SET LAB AGE, DATE DUE TOTAL UNIT SLUMP, AIR CONC TYPE WEIGHT NO. DAYS LOAD LOAD PSI INCHES % TEMP FRAC. POUNDS a 08350 7 04/03/91 1041000 31679 3 .75 4.8 62 cone 29. 0 08351 28 04/24/91 1371000 41846 3 .75 4 .8 62 cone 29.3 08352 28 04/24/91 1351000 41775 3 .75 4 . 8 62 cone 29.5 08353 S 3 .75 4 .8 62 29. 5 b 08354 7 04/03/91 86, 000 31042 4.50 5.2 62 cone 29. 3 08355 28 04/24/91 119,000 41209 4 .50 5.2 62 cone 29.5 08356 28 04/24/91 119, 000 41209 4 .50 5. 2 62 cone 29. 2 08357 S 4.50 5. 2 62 29 . 3 c 08358 7 04/03/91 83,000 21936 4.75 5. 5 62 cone 29 . 0 08359 28 04/24/91 113, 000 31997 4 .75 5. 5 62 cone 29 . 3 08360 28 04/24/91 117, 000 4, 139 4 .75 5. 5 62 cone 29 . 0 08361 S 4.75 5. 5 62 29. 3 d 08362 7 04/03/91 84, 000 21971 4 .50 5. 0 62 cone 29 . 1 08363 28 04/24/91 98, 000 31467 4 .50 5. 0 62 cone 29. 3 08364 28 04/24/91 112, 000 31962 4 .50 5. 0 62 cone 29 .5 08365 S 4 . 50 5. 0 62 29 . 1 NOTES: 1 pc: Bruce Kellog / Aspinet / Szewczak & Lada / John Collins of CONNFcERq Q NO. 11016 W O FPSG STER t G`. NA.E N DEPEN DENT MATERIALS TESTING NEAL COURT IND. PARK LABORATORIES INC.P.O. BOX 745 PLAINVILLE, CON NECTICUT 06062 203)525-7193 FAX(203)747-6455 NVLAP Accredited for Construction Testing Services CLIENT: Town of South Windsor COMM: 1430 PROJECT: South Windsor Community Center REPORT NO. : 43 SUBJECT: Material Pick-up Report DATE :5-9-91 TIME: 1 1/2 Hrs. INSPECTOR: Mark Wichmann MILEAGE 55 Miles We have, as requested, picked up material samples: LABORATORY LOCATION IDENTIFICATION INTENDED NO OR SOURCE USE Picked up soils pc: Bruce Kellog Aspinet Const. Co. Szewczak & Lada John R. Collins Test reports may not be reproduced except In full with approval of IMTL. All results relate only to the items tested. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING C1C__ Portland Cement Concrete Soils Steel Buiidmg_Products Bituminous Concrete N DEPEN DENT MATERIALS TESTING NEAL COURT IND. PARK LABORATORIES INC.P.O. BOX 745 PLAINVILLE,CONNECTICUT 06062 203)525-7193 FAX(203)747-6455 NVLAP Accredited for Construction Testing Services SOILS GRADATION CLIENT: Town of South Windsor COMM NC). : 1430 PROJECT: South Windsor Community Center REPORT No. : 44 Page: 1 of 3 SUBJECT: Gradation Analysis - Proctor Density Test DATE: 5-9-91 SOURCE: On Site Large Stockpile of Gravel Located at LAB.NO. : M-3660 The South Parking Lot DELIVERED BY:Mark Wichmann USE: As Structural Fill for the Parking Lot Base SIEVE PASS SPECIFICATIONS PROCTOR VALUE OPTIMUM MOIS'I'L-RE State of CT. Specs. 814 M.02.06 "A" 3 1/2" 100.0 100 128.0 pcf 9.5% 1 1/2" 91.2 55 - 100 3/4" 75.8 Of rorvlvFC 1/411. 50.6 25 - 60 4F• ya. PERK 10 39.0 15 - 45 a 40 14.5 5 - 25 1 p o. ti 0 6 t005.3 0 - 10a-SC 200 31 0 - 5 s aH Brief Visual Description: Red brown, coarse to fine gravel and coarse to fine sand; trace cobbles; trace fines. Pc: Bruce Kellog (3) Aspinet Construction Szewczak & Lada John R. Collins Test reports may not be reproduced except in full with approval of/MTL. All results relate only to the items tested. ck TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete NDEPENDENT MATERIALS TLa ING LABORATORIES INC. Gradation Curves Client Town of South-Windsor - - Report No, 44- -` y - -_ - Page 2 of 3 Project Name South Windsor Community Center j Lab No. M-3660 5-9-91 U S. Stendard Slave Opening In Incline U.S.Standard Sieve Nmribers Ilydrometer 6 4 3 2 1 Y. 1 S: A 3/8 3 4 6 8 1014 16 20 30 40 50 10 100 140 200 0100Ii 90 - - --- - - - - - -- - 10 eo 20 710 - -- 30 M a 60 -- -- 40 3 aj 50 - - 50 U-a c U40 - O Ub IL 30 - 70 20 - 60 10 - O Hfl t5001005o 10 5 Grain Si 1 In M10.1'metars 0.1 0.05 0.01 0.005 0.001100 i Gravel Send Cobbles silt or citycoarseFinacoarseMedium___ FIna Sample No. Flev or Depth Classification Nat w% LL PL PI MOM QnQ QQ Q Q Q Q nQ sQ W 0 Q m m nQ m v QQQ m Q Q m Q Q m r m W WQO n Q QQ Q Q MINEQ Q® MUM Q m.mQ m Q QQ n n Q Q QQ n n QQ DO W KIM 8 Q W G V Q QQ MNEA /Q OIIQnnW 1 Q Q QQ n Q/J Qn Ol l/tQn n QQ m Q n r Q n iw n m Q Q 1.QW Qt l lQ W Q\Q Q Q QI Q Q®0» I ONE m ME QQQ QSK 10 Q Q W Q n O<Q 1 n Q Q Q i Q Q®Q Q nI IQa Q Q QQ WEMIM INEEMEMEQ Qm sQ u QQmn n EIRM W Q QW I[QQSQQIipQ Qts S O tQ t!S lid p Ott Q!S S llIVISIUtJ— le, : / jASi' i N L rl c-c- c- c-c- e CCNSTILUCTION CO. L E U U EUN OO F V G&MI CHO U U QL GENE17AL CONTRACTORS Date ^ 1 Job No. A-165 71 Simsbury Rd. • P.O. Box 410 • Avon, CT 06001 P.O.No. ` T I 203) 678-1092 FAX(203) 678-8425 ne- South Windsor Conununil;y Center Attn: ENTLEMEN: WE ARE SENDING YOU I"Itached U Under separate cover via the following items: Cl Shop drawings Cl Prints O Plans Samples U Specifications Copy of letter U Change order U COPIES DATE NO. DESCRIPTION IF ITEMS RECEIVED ARE NOT LISTED ABOVE KINDLY NOTIFY USA ONCE. THESE ARE TRANSMITTED as checked below: U For approval U Approved as submitted U Resubmit copies for approval For your use U Approved as notod U Submit copies for distribution P,As requested U Returned for corrections U Return corrected prints U For review and comment U REMARKS C.0 M T N (Zr•,ra uN o\Z. F-\ cc: 71spinet File: Aspinet Field: Mike McInerney SIGNED: Bi l l Eschert— Pro j ecr l; EM(l i neer HP R — 1 9 - 9 1 FR I 1 r=, 4=t ? BBP-4S T R T L L UP1 $ EFe P 0 1 FLkAM PRODFLQUIldHIGHTEMPERATURETE$TEO OC TM Interior Fire Retardant Treated Wood Products It n;4 Cr t x All to 416 lot F, t 1r / I I p r APR - 1 9 - 49 1 FR I 1 6 : 04 BB & S TRTU LUMBER P . 02 TMDOCUMSPEX Sample Specification For Flange Proof LHC,HTT Fire Retardant Treated Wood Products The following pargraphs may be Included by the specifier In Sections 06100 Rough Carpentry or 06300 Wood Treatment for Fire Retardance, In order to specify FLAME PROOF LHC- HTTrM fire retardant treated wood products from Osmose. Paragraphs follow the CSI three part format. PART.1 ----, GENERAL. 1.01 WORK INCLUDED A. Fire retardant pressure treatment of wood members for reduced flame spread in Interior applications See Note 1). 1.02 QUALITY ASSURANCE A, Wood treated shall confrom to AWPA Standards for a flame spread rating of 25 or less when tested in accordance with one of the following test methods: ASTM E-841 UL723, NFPA 255. B. Each piece shall bear the mark of Underwriters Laboratories, Inc., indicating conformance to Section 1.02 A. Manufacturer shall submit written certification to general contractor prior to Installation or fabrication of treated woad members that all wood specified to be fire retardant was treated and handled at manufac- turers plant, and shipped from it in accordance with standards herein. Certification shall clearly identify project and uses of wood receiving treatment. 1.03 PRODUCT HANDLING A. Manufacturer shall conform to AWPA M4 "Standard for the care of pressure treated wood products." B. Fabricator shall take particular care to keep treated members dry at all times, storing it off ground, or protected by unbroken water tight covering. Keep ventilated to avoid moisture condensation. 1.04 COORDINATION A. Seasoning - Manufacturer shall dry all wood after treatment In accordance with AWPA Standards C-20 and C-27 to a maximum moisture content of 190/c for lumber, 150/o for plywood. B. Architect has designed all FLAME PROOF LHC-HTT fire retardant members with the following reduction in working stresses: LUMBER PLYWOOD FACTOR 1.00 - Mechanical Property MOE FACTOR 1.00 - Mechanical Property MOE Modulus of Elasticity) and Compression Parallel Modulus of Elasticity) to the Grain and $hear Parallel to the Grain FACTOR 0.80 MOR (Modulus of Rupture) FACTOR 0.60 - MOR (Modulus of Rupture) These factors are applied to commonly accepted lumber design values such as those found In the Na- tional Design Specification for Wood Construction. C. Architect has designed all systems In which fire-retardant members are used to be protected from weather and exposure to moisture condensation in accordance with manufacturers recommendations. Fabricator will insure that during erection all fire retardant material Is protected from moisture and that fire retar- dant material is not used except In protected Interior applications. (See Note 2) 1.05 REFERENCES A. Standards referenced are as follows: American Society For Testing and Materials American Wood-Preserver's Association C-27 E•84 American Wood-Preservers' Association M-4 National Fire ProteJtlon Association 255 National Design Specification for Wood Underwriters Labor tories, Inc., 723 Construction American Wood-Pr servers' Association C-20 (National Forest Products Association 1982) i=iPR 1 9 - 9 1 FF: I 1 IS : ID5 LB & S TRTL LUrlBER F . 03.- PART 2 PRODUCTS 2.01 APPROVED FIRE RETARDANT SYSTEM A. All wooden members to be fire retardant treated shall be pressure impregnated with sulfate and halogen free chemicals and be certified to be low In hygroscopity.. B. FLAME PROOF LHC-HTT from Osmose is approved as conforming to Section 2.01 A,C. Acceptable manufacturers are fully licensed and authorized producers of FLAME PROOF LHC-HTT by the Osmose Wood Preserving Co. of America, Inc. 2.02 WOOD RECEIVING FiRE RETARDANT TREATMENT A. Treat all wood for the fabrication of the following Items'used in this project: (Insert members to be treated See Note 1) PART 3 r-- EXECU'TiON 3.01 INSPECTION A. Wood members treated for fire retardance shall be visually inspected for Identifying mark of Underwrit rs Laboratories, Inc. In accordance with Section 1.02 B. 3.02 FABRICATION A. Care shall be exercised In making all cuts in wood prior to treatment to Insure maximum fire retardant properties. Necessary field end cuts with no further treatment are, acceptable. (See Note 3) 3.03 CONSTRUCTION PRACTICES A. Care shall be exercised to use commonly accepted good construction practices for the construction of all wooden member assemblies. Notes to the Specifier: 1. It is suggested that this specification be used for roof decks and their supporting members(beams,joists, rafters, purlins, collar ties and trusses, mansard framing, etc.); studs, blocking, bucks, nailers, and in- terior paneling, trim, and millwork. 2. Wood that is to be finished must be dry. A light sanding is suggested to clean off the surface prior to applying finish. Any oil based surface coating may be applied without affecting the FLAME PROOF LHC- HTT treated wood where normal humidity levels are expected. Coating manufacturers recommendations must be followed. Water-based paints are not to be used. 3. Carbide tipped tools should be used for all cutting or machining. Fire retardant treated wood is abrasive to regular steel tools. Southern Pine lumber can be machined after treatment 1/4" on each side and still maintain a U.L. label providing 1/4" penetration of fire retardant chemicals remains, All hardwood species which meet the required specifications of Underwriters Laboratories for the particular species may be milled after treatment without restrictions by a U.L. listed millwork house. 4. In general, fire retardant treated wood may be glued.Water based adhesives are not allowed. For specific gluing recommendations please contact the treating plant, S. The Underwriters Laboratories listed lumber species are: Southern Pine, Douglas Fir, Hem-Fir, SPF Spruce-Pine-Fir), Western Hemlock, Eastern Spruce, White Spruce, Jack Pine, Balsam Fir, White Fir, Ponderosa Pine, Western Red Cedar, Redwood, Red Oak, Basswood, Maple, Birch, Red Pine, and for listed plywood species: Douglas Fir and Southern Pine. Special Note: Certain of these species may exhibit variable color change with this process. Contact the manufacturer or Osmose for color change Information. Also contact the manufacturer or Osmose for In- formation on any species which are not listed at this time. 6. Architectural millwork whould be specified to an after treatment moisture content equal to the pretreat- ment moisture content of the millwork. H1—' F• — 1 ` — y 1 r 1t: 1 I 4Jk=, k-: JZC %` 1 W. 1 la LuM1 h— W F• . 04 Docorntlnv end Finishing Surfaces to be stained or painted must be dry and should be lightly sanded or wire brushed to clean the wood surface.Stains should be applied as per manufac• turer's recommendations.Only all based finishes should be used on FLAME pR0•FLkAME OF LHC.HTT treated wood. Availability, Cost The costost oof FLAME PROOF LHC-NTT treated lumber and plywood varies actor- HIGH TEMPERATURE TESTED ding to species, grade,quantity and geographic locations. FLAME PROOF LHC- NTT healed wood Is avallable from a broad network of Osmoso treating plants and lumber distributors throughout the United States.Product Presentation Blooming FLAME PROOF LHC•HTT Is a special formulation of fire retardant chemclals for the FLAME PROOF LHC-HTT treated material will not develop unsightly surface bloom pressure treatment of lumber, plywood and other wood products, FLAME PROOF which Is common with conventional Interior fire retardants,The lack of lboorningLHC-HTT fire retardant treated wood meets Underwriters Laboratories classification Is related directly to reduced hygroscopicity.There are no residues to detract fromandlabelingrequirementsforaflamespreadratingofnotgreaterthan25Intestthenaturalbeautyofwood. Treated wood will remain clean, making It easy toof30minutesduration. FLAME PROOF LHC.HTT Is a sulfate and chloride free for- apply paints or stains.Additionally,FLAME PROOF LHC-HTT treated wood is locallymulationwhichsigniclfacntlylimitscorrosionofmetalfastenersandreducesSuitedforInteriorexposedmillwork,molding and paneling applications.8y ollminatinghygroscopicityvaluestolevelssimilartountreatedwoodevenunderexposurecon- corrosive surface residues caused by blooming, FLAME PROOF LHC-HTT is ditlons with relative humidities as high as 95%. The FLAME PROOF LHC-HTT fire significantly less corrosive and is compatible with metal fasteners when used In retardant formulation eliminates surface blooming of fire retardant chemicals.These interior applications. performance characteristics of FLAME PROOF LHC-HTT fire retardant treated wood Hygroscopicity are superior to the properties of conventional Interior fire retardants. FLAME PROOF LHC-NTT treated wood, properly kiln dired after troatmt nt, is FLAME PROOF LHC•HTT fire retardant treated wood retards the spread of flan)e significantly less hygroscopic than conventional Interior fire retardants, and onlyandprovidesprotectiontowoodframeconstruction.It is self•extingulsh[ng,which sightly more hygroscopic than untreated wood.FLAME PROOF LHC•HTT treated eliminates wood as a fuel source,and limits the spread of fire,FLAME PROOF LHC• wood can be specified for interior applications with relative humidities less thanHTTtreatedmaterialnormallymaintainsItsstrengthlongerthanmanybuilding05%.The hygroscopicity of FLAME PROOF LHC-HTT treated wood Is minimal, materials under similar fire conditions. it provides an extra margin for life Safety making paintablillty easy and We of metal fasteners virtually trouble free.Conven•and helps prevent extensive fire damage, tonal Interlor fire retardants have limited applications under conditions of prolonged Uses and Applications exposure to very high humidities.However,conditions of continous exposure to FLAME PROOF LHC HTT with Its ability to withstand fire,Its low hygroscopicity and high relative humkihles In special industrial environments or buildings such as swim- eompatlbllity with metal fasteners,makes it an ideal product for most Interior building ming pools should be carefully evaluated with regard to the exposure before sped. applications where lire hazards must be minimized.FLAME PROOF LHC.HTT treated hying FLAME PROOF LHC•HTT fire retardant treated wood. wood can be used In Interior environments,not subject to direct weather exposure, Fasteners where the humidity Is not expected to exceed 95%for prolonged periods. In add[- FLAME PROOF LHC•HTT is not significantly corrosive to metal fasteners in interior tion, FLAME PROOF LHC-H T treated wood should not be specified for use under applications where the relative humidity is not expected to exceed 95%for pro• conditions which fastenors or untreated wood would not be expected to give max- longed periods.Research has determined,by accelerated tests and field observa- imum performance, Examples of these conditions would Include wet process In. lions,that metal fasteners used with FLAME PROOF LHC.HTT In Interior applica• dustrios,corrosive atmospheres such av coastal areas subjected to direct or Indirect tlons not exceeding 95%relative hurrmldity,perform similarly to untreated wood sah spray or manufacturing sties subjected to corrosive chemical fumes,or moisture used In like applications, content conditions that would lead to biological deterloration of wood that had not For specific applications of metal tubing, conduit, ductwork, sheathing, etc., been preservative treated. proper construction practices should be observed to minimize moisture conden- FLAME PROOF LHC-HTT can be used for roof and floor trusses,beams,Interior cation and protect FLAME PROOF LHC-HTT from wetting,Some applications may roof decks,architecural millwork,trim,paneling,Interior load bearing and nonload require a vapor barrier or wrapping of metal materials. Please consult your local bearing partitions In homes, apartments, commercial, Industrial and Institutional suppplier, bulidings. Galvanized metal sIdIng, when used In applications of less than 95% relative SPECIAL NOTE:Some wood species may exhibit vadble Color change when treated. humidity,will perform satisfactorily where moisture condensation does not occur Specific Information on species avaiiability,color change,and specification language between the metal and the treated wood.Where condensation Is a problem,such Is available by contacting the Osmose toll free Technical Line, 1-800.522•WOOD, as In unheated warehouses or storage buildings,an asphalt or polyethylene vapor Permanence barrier should be installed between the metal and the FLAME PROOF LHC•HTT FLAME PROOF LHC-HTT treated wood will mWntain Its fire retardant properties for treated wood In a manner to protect the wood from wetting. the life of the structure when properly specified and Installed. In addition, FLAME PROOF LHC-HTT treated material must be protected from adverse weather eondl• tions during transit, storage and erection. Strength FLAME PROOF LHC-HTT fire retardant treated wood should be designed with the following working strength reductions: FACTOR MECHANICAL PROPERTY 1.00 Modulus of Elasticity(MOE), and Compression parallel to the grain, and Shear parallel to the grain. 0 80 Modulus of Rupture (MOR) Those factors should be applied to commonly accepted lumber design values such as those listed In the National design Specification for Wood ConstructionDryingFLkAME Osmo requires that FLAME PROOF LHC.HTT fire retardant treated wood be kiln dried In accordance with AWPA Standards C•20 and C-27 to a moisture content of PR Fe LHOTM19% or less for lumber and 1596 or less for plywood before use. Workability HiGH TEMPERATURE TESTED Treated lumber lands to dull cutting knives:therefore,carbide tipped tools are recom• mended If cutting,machining or framing Is necomary after treatment. Resurfacing Qsmose Wood Preserving Inc, or ripping(other than ordinary end cutting)may negate the Underwriters Laboratories P,O. Drawer 0 • Griffin,GA 30224.0249 • (404)228-8434 label.Southern Pine may be machined after treatment and maintain the Underwriters Laboratories classification.All hardwood species which meet the required speclflca• FLAMEdonsofUnderwritersLaboratoriesfortheparticularspeciesmaybemilledaftertreat- a DOOS PROOF le a reMrT A d tredarnuk elf O#mB Wood Noerving,Inc. ment without restrictions b a U.L.listedmillwork house. Other species should De TM DOC SPEX,LHC,end cover a l oiravo erke Of Oamoao Wood Prneorvinp,Inc.y POnIOne Or Inc COver tlluetretlon used with permleplOn(rOr}fmachinedbeforetreating. For further Information contact your local supplier.Tho National Foroat Pioducts Asaoclutlon, 0 1989 OSMOSE NEYERS rZoW D August 19, 1991 Bruce Kellogg Jeter, Cook, and Jepson 450 Church Street Hartford, Conn. 06103 Dear Mr. Kellogg, I have repeatedly requested documentation concerning the adequacy of the pipe hangers for the four inch heat and water mains to the truss system, with no response from anyone to this date. Please be advised that certification from the truss manufacturer will be required as to the adequacy of the method of attachment to the truss system in the locations of concern prior to the certificate of occupancy. Sincerely, John R. Collins, Chief Building Official cc: Howard Fitts, Public Building Commission Jean Zurbrigen, Town Manager I 1 f5 fJ&vr e Deter 450 Church Street Hartford Connecticut 06103 00 203 247-9226 Jepson Architects, Inc. 22 August 1991 Aspinet Construction Company 71 Simsbury Road P.O. Box 410 Avon, Connecticut 06001 Attn: Mr. Bill Eschert Re: South Windsor Community Center JCJ Project #9004-01 Dear Bill: Please have your truss manufacturer submit the appropriate documentation as requested in the attached correspondence from John Collins. I have also included for your information a letter from Rick Szewczak, our structural engineering consultant. Your prompt attention to this matter is appreciated. Very truly yours, DETER, COOK & JEPSON ARCHITECTS, INC. V Uw IV . Bruce M. Kellogg Project Manager BMWcrb cc: John Collins, Chief Building Official Enclosures t N S, e 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 R,co AREA CODE 203/644-2511 August 19 , 1991 Lti 1 iU' • Bruce. Kellogg'' Jeter, Cook, and Jepson 450 Church Street Hartford, Conn. 06103 Dear Mr. Kellogg, I have repeatedly requested documentation concerning the adequacy of the pipe hangers for the four inch heat and water mains to the truss system, with no response from anyone to this date. Please be advised that certification from the truss manufacturer will be required as to the adequacy of the.method of attachment to the truss system in the locations of concern prior to the certificate of occupancy. Since el John R. Collins, Chief Building Official cc: Howard Fitts, Public Building Commission Jean Zurbrigen, gown Manager 6ZEWCZAK ASSOCIATES Richard M.Szewczak,P.E. U 15 Stanley A.LadaCONSULTINGENGINEERSAlanR.Chandlery P.E. AUG 11991 IJETER, COOKR.PSC;1i July 30, 1991 Jeter, Cook & Jepson Architects 450 Church Street Hartford, CT 06103 Attn: Mr. Bruce Kellogg Re: South Windsor Community Center South -Windsor, CT- Dear Bruce: To confirm our conversation we have reviewed the support of the mechanical piping system at the South Windsor Community Center central core area and have the following comments: 1) The existing trusses were designed for a uniformly distributed load of 10 PSF along the bottom chord. 2) The present piping is supported from the truss bottom chord at or close to panel point locations. 3) This condition of hung mechanical piping loads appears to be within acceptable limits. 4) An exact analysis could only be performed by the truss manufacturer and supplier to determine exact stress and load levels caused by this hanger system. If you have any questions or require any additional information, please call. Very truly yours, 4 SZEWCZAK ASSOCIATES CONSU TING ENGINEERS RichaL d zewczak, P.E. RMS/kg 200 Fish r Drive,Avon,Connecticut 06001 (203)677-4570 FAX(203)676-0814 FIEF' 17 '91 0:F'F PH RSPIHET C-C-011-37PI-11--TICIH #'2' P. 1 2 A S P I N E T CONSTHUCTION CO. GENERAL C-UNI"HACTORS Fax Cover Sheet Date: I- A TIme., V-- AAttention.- Fax Number: Number of Pages (including cover sheet): Sent by L\A Items Transmitted: Message: C)ti Q)_N1C.' dal;' wr'l Orz- 71 Simsbury Road P.O. Box 410 Avon, Connecticut 06001 Telephone (203) 678-1092 FAX (203) 678-8425 M f-- 7-1 EP I "I 'I T CC TRUCTi?N k2 VON, CT P.1/2 S P I N T CONSTRUCTION CO GENERAL CONTRACTORS Fax Cover Sheet Dates _- _C Tfine:c s ... , .®.._...._ To Attention-, Number of Pages (including cover Sheet): Sent by; Items Transmitted: z h z E 71 Simsbury Road P.O. Box 410 Avon, Connecticut 06001 i Telephone (203) 678.1092 FAX (203) 678-8425 f 2w, MEMORANDUM Town Of South TO: John Collins, Building Inspector Vindsor FROM: Sgt. Gerald S. Lewis DATE: 11/6/91 Y Police ServicesSUBJECT. New Communit Center - Handicap Parking This memo is in regards to our recent telephone conversation concerning the lack of Handicap Parking Signs at the recently constructed Community Center on Nevers Road. In order for us to enforce handicap parking violations it is necessary for signs to be erected (per Connecticut General Statute 14-253a(e)). Pavement markings alone will not meet the criteria of the statute. Enclosed please find a reproduced map of the parking area for the Community Center. I have located a total of six (6) Hand- icap Parking Signs. Please note that the two signs at either end of the eastern most handicap parking area have only single arrows at the bottom. The remaining signs have double arrows. If you have any further questions please give me a call. I thank you for your sistance in this matter. Sgt. gerald S. L is Traffic Services unit cc: file APPROVED: DATE: SWPS-4 Rev. 9/87) YeCltl1/ED Mr000P/EIl wrOCiPRD r1/OY PARKING PARKING PARKING PARKING lure.[.Wrsurfpfam, surf rnwr OYI sure A OY A ti DI 176.00 F(--77.35 52' 6" 0 5,77% 175..95 INV 172.00 190' 8"PVC ® 2.777 75.30 SEWE IPE178.a 0 Hp 178 0 178.30+ 9. 0 1 .30 CB 10 175. 0 r CB#4 7.00 F 177.00 w 172.00T 7.40 173.50 In FL 168.25t7FL3 xDOFL 168.50 (S) MESTIC 17 4 1SERVICE Z 625 S J OD 6 3 175.0 174.5 September 30, 1991 William Eschert Aspinet Construction Co. 71 Simsbury Rd P.O. Box 410 Avon Conn. 06001 Dear Mr. Eschert Please be advised that beneficial occupancy is hereby granted for the Community Center Building located at 150 Nevers Road, South Windsor, Ct. , erected under Building Permit #18868, as providedbyConnecticutGeneralStatute29-252-119 .5 . The permanent Certificate of Occupancy will be issued upon submission and approval of an "as-built" site plan, and completion of the entire project. Please be advised that any changes in the building which constitutes a violation of the conditions of the permit will result in revocation of this approval . Sincerely, John R. Collins, Chief Building Official cc: Jean Zurbrigen, Town Manager Michael Gantick, Director of Public Works Howard Fitts, Public Building Commission 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 l 4soR•co AREA CODE 203/644-2511 April 16 , 1991 Bruce Kellogg Jeter, Cook, and Jepson 450 Church Street Hartford, Conn. 06103 Dear Mr. Kellogg, Atfer a recent inspection of the South Windsor Community Center project, both the Fire Marshal and myself have a strong concern regarding the size of the open attic area and the amount of combustible material located therein. Because of this concern, we are requesting some draftstopping to be installed in the attic in order to break up the large area into smaller areas . We will be happy to discuss possible locations for this draftstopping in the field. Sincerely, John R. Collins, Chief Building Official William R. Lanning, Fire Marshal/Fire Chief SZEWCZAK ASSOCIATES Richard M.Szewczak,P.E. CONSULTING ENGINEERS Stanley A.Lada Alan R.Chandler, P.E. June 21, 1991 Jeter, Cook & Jepson Architects 450 Church Street Hartford, CT 06103 Attn: Mr. Bruce Kellogg Re: South Windsor Community Center Oil Tank Pad South Windsor, CT Dear Bruce: We were informed today that the concrete oil tank pad that was placed at approximately 11:00 AM yesterday morning had been stripped and loaded with a layer of pea stone gravel and the oil tank, prior to the completion of work yesterday. As the new oil tank pad is located fairly close to rock there is little concern for compressive loads causing undesirable distress in the concrete pad. The oil tank was restrained to the pad with straps. If these straps were attached with minimal tensile forces exerted on the relatively "green" concrete there should not be any concern for distress in the concrete. It would be a concern if tensile stresses were induced in the concrete prior to the concrete achieving an accepted level of adequate strength. This condition, to the best of our knowledge, is most likely not probable. If you have any questions or require any additional information, please call. Very truly yours, SZEWCZAK ASSOCIATES CONSULTING ENGINEERS r Richard M. S wczak, P.E. RMS:kg cc: Mr. John Collins - Building Official Town of South Windsor 200 Fisher Drive,Avon,Connecticut 06001 (203)677-4570 FAX(203)676.0814 a r r1 rl l o 2-o X 2 -o el —3 P3, (14c r." s•/o^q r is C 2o5 5 - S EC1701 Col, CRC T6 F' qo ANGNoTZS SOUTH CJ NO S O iZ C4"kCF"14s TANKS Fiberglas underground tanks must be installed accord,,-)g to these bons instructions Any variances to the published installation instructionsinstructionsandNFPA30and31LocalcodesmayapplyandshouldbemustbeapprovedbyO/C TANKS in writing prior to the tank installationconsultedFAILURETOFOLLOWTHESEINSTALLATIONINSTRUC- TIONS WILL VOID THE WARRANTY AND MAY RESULT IN TANKFAILURE.Proper installation of Fiberglas underground tanks is required In order to activate the tank's 30-year structural warranty.the tanktopreventtankdamageandtoinsurelong-term corrosion-resistant ser- installation must be performed by an O/C TANKS CORPORATIONviceItisimperativetoread,understand and follow the instructions trained contractor in accordance with these instructions The O/Cbelow, TANKS installation checklist,Pub.#15-PE-8894 is shipped with each tank and must be completed and signed by the installing contractor'sThepresenceofanO/C TANKS representative at the jobsite does not representative and thetank owner's representative A copy of therelievethecontractorofhisresponsibilitytofollowthepublishedinstalla- installation checklist must be retained by the tank owner or installingcontractortosubstantiateanyfuturewarrantyclaim r Tabl of Cont nts Pages Pag s Sects n A:Section E: Tank Installation . . . . . . . . . . . . . . . . . . . . . . . . .2-6 Switch Panels 11SctionB:Section F: Doubl Wall Tank Monitoring . . . . . . . . . . . . . . . . .7 Turbin Enclosures . . 12-14SectionC:Section G: Hydrostatic Monitor . . . . . . . . . . . . . . . . . . . . . . .8-9 FI Id-installed Fittings. . . . . . . . . . . . . . . . . . . 15-17SectionD:Section H: El ctr nic Control Pan Is . . . . . . . . . . . . . . . .10-11 Oth r A c ss d s . . . . . . . . . . . . . . . . . . . . . . . . 18 Wiring Diagrams . . . . . . . . . . . . . . . . . . . . . . . . . 18-20 Tank Installation Instructions—All single and double-wall tanks Testing Single Wall Tanks(Visual Air/Soap Test) AI. Handling Before Installing tanks,remove fitting plugs,apply pipe dope and then Lifting Tanks tighten fitting plugs Pressurize 4'through 10'diameter tanks to 5 psi9maximum-12 diameter tanks to 3 psi maximum.Cover the entire tank Use Installation lift lug(s)to lift tank. outer surface with a soapy water solution(5 gallons of water with 8 ounces Larger tanks have multiple lift lugs; of household dishwashing detergent).In freezing conditions,substitute 1 all must be used.Guide the tanks gallon of automotive windshield washer solution for 1 gallon of water with guide lines.Do not use chains angle Soap the entire tank and fittings.The air test is of little value without soap- or cables around tank.Do not so°-900 ing and a careful visual inspection for bubbles.Test at least 30 minutes to stand on tank while tank is being insure there are no leaks as indicated by soap bubbles or a drop in lifted. pressure.Do not approach endcaps or manways while tanks are Only use lifting equipment to move under pressure.Use an air gauge with half or quarter pound increments Y 9so that changes in pressure can be easily observed.Do not use a vacuumtanksCapacityofliftingequip-gaugementmustbecheckedbefore moving tanks.Before backfilling to grade,O/C TANKS recommends a 5 psi air/soap test D uble-wall tanks cannot be on all finished piping connections and unused fittings unloaded tram the truck in Test manually.Single wall fiberglass tanks,eight foot diameter or less,without Testing Double-Wall Tanks(Visual Air/Soapp ) secondary containment collars,may be manually unloaded from the truck at the)obsite by the O/C TANKS trained truck driver NOTE:If tank arrives at site with monitoring tracer fluid installed,do not Do not roll or drop tank For temporary storage at the)obsite,set tanks on use this procedure.Use Double-Wall Tanks(Hydrostatically Monitored) smooth ground free of rocks and foreign objects and rechock with the Procedure which follows on page 3 tires or sandbags provided Before setting the tank in the excavation,plug and tighten all fittings If high winds are anticipated,the contractor is responsible for tieing down Pressure test tanks to 5 psi as follows the tanks to prevent damage from being moved by high winds. Outer Wall Test' Double-wall tanks 2,500 gallon capacity or larger may be delivered tothe CAUTION:PRESSURIZING THE TANK CAVITY OVER 5 PSI MAYjobsitewithbumperpadsfastenedtoeachendofthetank.The bumper pads are removed during the air/soap test;the tank is installed without DAMAGE THE TANK.For all tests,install an air gauge at the fitting bumper pads where the air pressure hose is connected to the tank and a s c ndgaugeattheothermonitoringfitting.Use an air gauge with 1/4 rIb.increments so that changes in pressure can be easily A2. B d and Backfill observed. Using the O/C TANKS supplied manifold system connected to the inner 1 All excavated native soil must be tank and the cavity between the inner and outer tank,pressurize the tank replaced with approved backfill cavity using air pressure from the inner tank. 4 Do not mix approved gravel Step#1:naturally rounded with sand or native soil.Always With the manifold valve to the cavity closed,first pressurize the Inner tank gravel 3 use approved gravel.Do not to 5 psi maximum backfill in layers using sand or 4 1 native soil Pressurize the inner tank to 5 psi Maximum 2 If your backfill does not meet manitokf to air supply 1 the specified requirements, valve an supplyalternatematerialsmaynotbeclosedvalveopen F4 used without written approval airgauge from O/C TANKS. air gauge Gravel A clean naturally rounded aggre- gate with a mix of particle sizes not 4 less than 1/8"or more than 3/4"is manifold system(supplied with tank) required. Crushed Stone or Crushed Step#1 monitoring fitting 3 Gravel crushed 4 stone Washed,crushed stone or gravel Step#2 1 with angular particle size not less Close theair supply valve to the inner tank and then DISCONNECT the air 2 than 1/8"or more than y2"are supply 1 required 4 Note All backfill materials must Step#3 meet ASTM C-33 paragraph 7.1 Pressurize the cavity between the inner and outer tank to 5 psi maximum for quality and soundness.The by opening the manifold valve thereby transferring pressure from the backfill should not have more inner tank There will be a slight drop in the pressure reading on the than 3%passing a#S sieve.The gauges.es. dry gravel density must be a minimum of 95 pounds per cubic foot DO NOT CONNECT THE AIR SUPPLY DIRECTLY TO THE In fir zing c nditions backfill must be dry and free of ice. MONITORING FITTING OR ALLOW THE MANIFOLD VALVE TO BE OPEN DURING STEP#1.Typical air compressors can ver Not :You sh uld require your backfill supplier to certify that the pressurize(over 5 psi)the tank cavity between the inner tank and backfill meets this specification. outer tank wall in less than 2 seconds. A3. Pr -Installation Testing Using a Manifold From The Inner Tank,Pressuriz The Tank Cavity To 5 psi Maximum. All tanks must be tested for leaks prior to installation using one of the following methods In the unlikely event a tank leak is discovered,call the manifold valve air O/C TANKS Field Service Department to schedule a tank repair phone open valveclosed numbers are listed in section Al air gauge air gauge manifold system(supplied with tank) Step#3 2 St p#4: Monitor the pressure on both the inner tank and cavity between the.inner and outer tank for at least 30 minutes.Cover the entire tank outer surface A4. Hole Sizewithasoapywatersolution(5 gallons of water with 8 ounces of household dishwashing detergent).In freezing conditions,substitute 1 gallon of windshield washer solution for 1 gallon of water Soap the outer tank and I II Stabl Walls check for leaks as Indicated by bubbles.An outer wall leak detected Instable soil conditions for 4'before backfllling is simple to repair D not backfill a tank with a 1 i through 10'diameter tanks,theknownorsuspectedIakinthoutrwall. t i I i I hole must be large enough to allow a minimum of 18"(24"preferred)Inner Wall Test I j I between adjacent tanks and 18" Step#5: i; ;;24"preferred)between the tank Close the manifold valve to the cavity between the Inner and outer wall sides and ends and the banks of Release the pressure and vent the primary tank by opening the air I ;;the hole supply valve),but maintain the 5psi maximum pressure on the cavity Twelve-foot diameter tanks require between the inner and outer walls I —' — 24"between tanks and hole sides, Step#6:a'-10'Minimum 18" and require 24"between adjacent Monitor the air gauge on the tank monitoring fitting for another 30 12'Minimum 24" tanks. minutes,but not more than 60 minutes Longer tests conducted during NOTE:If the tanks are mechanically changing temperatures or changing cloud cover may distort test results anchored,additional clearance is 1 psi required between tanks(see In th unlik ly vent a tank leak is discovered with any of the above section A7) tests,call the O/C TANKS Field Service office nearest you to sch dull a tank repair.Do not attempt to repair the tank.Unstable Walls(all siz tanks)Tel ph no numbers are listed in Section A19. i DO NOT EXCEED 5 PSI DURING AIR TEST I " ,-- In muck,bog,peat,swamp,or landfill type areas where the soil is After successfully completing the air test,disconnect and remove the air All Diameters soft or in areas with expansive clay manifold fittings,hose,and valve i I soils,a larger hole is required to ofBeforebackfillintograde,O/C TANKS recommends a 5 psi air/soap test I support tanks In these types lggppIIconditions,the holes must be largeonallfinishedpipingconnectionsandunusedtankfittingsIIenoughtoallowaminimumof112 TestingDouble-Wall Tanks(Hydrostatically I I thedesof diameter hole wall ends and Monitred) Y Y IN"_,,' Unstable soils are defined as those 1/2 dia.min. soils having less than 750 Ibs/sq for unstable walls ft.cohesion as calculated from anThistankincludesahydrostaticmonitoringsystemThissystemunconfinedcompressiontest;or includes a non toxic colored monitoring fluid between the tank walls soils with an ultimate bearingThecoloredmonitoringfluidmaybetapwaterorabrinesolutioncapacityoflessthan3500Ibs./sq.ft.Unstable soils or areas with expan-30%calcium chloride),depending on your geographical area. sive clay may require a reinforced concrete slab under tank for support For unstable soils with less than 250 Ibs./sq.ft.cohesion or with an ultimate bearing capacity of less than 500 Ibs./sq ft,a filter fabric hole This tank is equipped with a non toxic colored monitoring tracer fluid in liner is recommended to prevent backfill migration.Refer to Section A5 the cavity between the inner and outer tank walls In the unlikely event of a tank leak,this monitoring tracer fluid will leave a colored trace on the tank. A5. Filter Fabric Reservoir L vel Check It is the responsibility of the tank owner or his technical representative toRemovethe4"plug from the reservoir fitting and inspect for monitoring determine if filter fabric is appropriate for a specific tank installation FiltertracerfluidIfthereservoirisempty,call O/C TANKS Field Service fabric prevents the migration of pea gravel with native soil,it helps to immediately Telephone numbers are listed in Section A19 maintain the integrity and stability of the backfill material O/C TANKS requires the use of filter fabric for the following types of installationsOuterWallTank Step#1 1.Tidal conditions or areas subjected to frequently changing ground Inspect the tank outer wall closely for the presence of any colored water levels. monitoring tracer fluid.If a colored fluid is present,contact O/C TANKS 2.Unstable soils(muck or landfills) Field Service immediately.Telephone numbers are listed in Section All 9.3 Water conditions with silty soil St p#2 Suitable brand name filter fabrics are itemized below Local filter fabric Before inspecting the tank bottom,tighten all fitting plugs to the annular distributors can be identified by calling the phone numbers listed space and reservoir to avoid spilling the monitoring tracer fluid Remove Manufacturer Reemay,Inc.the bumper pads,inspect tank bottom by lifting tank Do not rotate tank. Product TYPAR 3401 or TYPAR 3341 WARNING:DO NOT STAND UNDER TANK. Phone 800)321-6271 Manufacturer Hoechst Celanese Corporation Step#3 Product TREVIRA S1120(hole depth less than 10'deep) Connect an air compressor to a primary tank fitting.Pressurize the TREVIRA S1125(hole depth greater than 10'deep) primary tank to 5 psi maximum.Phone 800)845-7597 Step#4 Manufacturer Phillips Fibers Product SUPAC 4NPApplyasoapywatersolutiontoallfittingsandmanways.Check for leaks Phone 800)845-5737asindicatedbybubblesIfbubblesarepresentatthefittingplugsorman- way cover,tighten the plugs or bolts and retest.Polyethylene is not considered an effective material t prevent migration of pea gravel and native soil;it tears and will degrade CAUTION:DO NOT ATTACH AIR PRESSURE LINE DIRECTLY TO over time. ANY ANNULAR SPACE FITTING. Installation Procedure:Line the excavation sides and bottom with filter Inner Wall Test fabric.Overlap adjoining fabric panels at least 12 inches.Place some backfill on top of the filter fabric in and around the excavation perimeter to Release pressure from the primary tank.Remove a primary tank fitting hold the fabric in place. plug on each end of the tank Look inside for any accumulation of In wet hole installations,backfill ballast is necessary to sinkand hold themonitoringtracerfluidatthebottomofthetank.If colored monitoring filter fabric to the bottom ofthe excavation.tracer fluid is found,call O/C TANKS Field Service immediately. Telephone numbers are listed in Section All 9. 3 A6. Burial D pth and Cov r A7. Anchoring The tank hole must be deep enough to allow a minimum of 12"and a It isthe responsibility of the tank owner or his technical representative to maximum of 24"required backfill bed over the hole bottom or concrete determine if mechanical anchoring is required for aspecific job site All slab potential sources of water(underground water table,rain water run-off, If the total burial depth from tank top is greater than 60%of the tank etc.)should be considered. diameter,anchoring the tank is not required.(See Section A7 for details.)If water could enter the tank hole,O/C TANKS recommends the tanks be mechanically anchored unless the minimum burial depth from tank top is 12"minimum PAD DIMENSIONS as follows: o , .Paving must extend at least 12" beyond tank outline in all Concrete Traffic r directions7'max.• Slab Thickness 0" 8" i MAXIMUM BURIAL DEPTH(ALL Tank Minimum buried depth whenSIZETANKS) Diameter Mechanical Anchoring is Not Required t To comply with UL requirements, 24"Minimum Spacing) depth of cover for tanks in both traffic and no traffic conditions 4' 30" 26" rr' 6' 45" 41'r 3 must not exceed 7'over tank top. 8' 54" 50" For double-wall tanks,if a con- 10, 84" 80" tinuous vacuum monitor is used,12' Requires Anchoringthemaximumburialdepthis3feet from the tank top to grade. At the above burial depths,the overburden above the tank weighs more than the buoyancy of the empty tank with water to grade(safety factorFordeeperburialdepths,contact the Fiberglas Tank Installation equals 1.2). Manager Although tank flotations are rare,they usually occur when the tank is slope determined by MINIMUM BURIAL DEPTH empty and/or has inadequate backfill over the tank.CAUTION TO s II stability NoTraffic Loads MINIMIZE THE CHANCE OF TANK BUOYANCY,BACKFILL THE TANK 41thru 10'diameter tanks) AS SOON AS POSSIBLE TO TANK TOP AND THEN BALLAST WITH WATER OR PRODUCT.DO NOT PLACE WATER OR PRODUCT IN Tanks not subjected to traffic loads TANK UNTIL BACKFILL IS EVEN WITH TANK TOP. 24" need a minimum cover of 24"" backfill backfill;or 12"plus 4"reinforced For burial depths where mechanical anchoring is recommeded,either of concrete.Consult local codes for two common methods can be used:a concrete anchor pad or deadman 12" backfill minimum allowable burial depth. anchors Both methods require the use of Fiberglas anchor straps. 4" reinforced When mechanical anchoring is Strappingconcreterequired,6',8',10'diameter 1 " tanks must be buried a Use Fiberglas anchor straps minimum of 36". between the arrows(44)on the turnbuckle tank sides i optional Anchor straps are labelled by tank triple diameter.Use only anchor straps clamped designated for the same diameter MINIMUM BURIAL DEPTH wire tank. Traffic Loads rope 4'thru 10'diameter tanks) For double wall tanks,without external ribs,the anchor straps must also be placed in the strapTankssubjectedtotrafficloadshei'ni9musthaveacoverdepthof36 e guides at the tank top. 36"bk. backfill or 18"minimum backfill plus 6"of reinforced concrete*. For any tanks 2,000 gallon capacity and larger,with external ribs, 18"bkf.The reinforcements in the concrete anchor straps must be placed on top of all designated external ribs(No--4) s"reinf. pad must be properly sized for the concrete fob conditions to assure concrete Anchor points should be spaced equal to tank diameter plus 1 on each surface pad integrity. side of tank,regardless of tank diameter Anchor points at bottom of hole must be aligned with designated(44)ribs f 1 When mechanical anchoring is All anchor straps must be uniformly tightened with turnbuckles or come-i required,6',81,10'diameter a-longs.Straps should be snug but cause no tank deflection.Deflectiontanksmustbeburiedacanbedetectedbycheckingtankdiameterwithagaugestickbeforeandminimumof36ff. after snugging straps See the Installation Checklist MINIMUM BURIAL DEPTH Triple clamp the wire rope No Traffic Loads Note:Do Not Use Straps of Cables Between Ribs. 12'diameter tanks) Concrete Anchor Pad42" Tanks not subject to traffic toads 12" need a minimum cover of 42" The weight of overburden on top of backfill;or 38"backfill plus 4"rein- 8"min. the concrete slab provides the forced concrete 6 re-bar@ thickness anchoring force38" +4" 12"o.c each way This pad design is strictly for buoyancy Poor sod conditions triple may require increased reinforce- ment and slab size clamps Imbed anchor points in concrete and attach them to ends of strapsMINIMUMBURIALDEPTHi2''minimum with wire rope(see table at end ofTrafficLoads- 24"rnaximurn::.;.,;.;:.; 12'diameter tanks)o o this section)and clamp with at concrete ad °',a o least three clamps (Be sure there Tanks subjected to traffic loads is a 12"bed between concrete must have cover depth of 38" pad and tanks) 38"bkf.backfill,plus 6"of asphalt,or 6"of The concrete pad must extend a minimum of 18"beyond sides of tank 6" re-bar reinforced concrete and beat least equal in length to the tank It is best to extend the slab to asphalt the undisturbed native soil Or concr to Use 24"minimum spacing in multiple tank installations when mechanicalf anchoring is required. 4 A9. Installation Procedure—Wet Hole Al 3. Venting A filter fabric separator may be appropriate to prevent gravel migration All tanks must be vent d,as tanks are designed for operation at and is required in some types of installations Refer to Section A5 for atmospheric pressure only,except for use with vapor recovery systems details Water level should be maintained at lowest practical level by provided the pressure or vacuum does not exceed 1 psi The vent open- using pumps with or without a well-point system.Prepare bed as outlined ing should be the same diameter or larger than the piping to remove in Section A8,except use 18"minimum backfill bed product 1 Ballast For double-wall tanks,if the monitoring cavity between the inner and outer tank is also vented,it must be vented independently from the If the water can not be lowered, primary tank. you will need to ballast tanks Pressurized deliveries are not recommended.If the delivePlacetanksinthehole,adding vehicle uses pumps to fill the tank,install overfill shut- ff ry uionlyenoughballasttosinkthem. P p quip- Ballast level in tanks must never ment in the tank and truck to prevent the tank from being v rfill d. exceed water level in hole during OVERFILLING THE TANK UNDER PRESSURE WILL DAMAGE THE installation While adding ballast,TANK,EVEN IF THE TANK VENT IS UNRESTRICTED. use only lifting cable to keep tanks in roll slightly Al . Manway and Manway Extensionsposition.Tanks should be free to M 18"Bed Backfilling The standard manway is 22"in diameter and has a load bearing capacity i of 1200 lbs.Optional heavy duty manways have a load bearing capacityDistributebackfillevenlyaroundof2400IbsFiberglasheavydutymanwaysmustbespecifiedontankstanksPushbackfillundertankequippedwithhelicalheatingcoils,agitators or pumps with a total after ach dr p using either along handled probe or an air jet. downward load of greater than 1200 Ibs but less than 2400 Ibs After backfill is at least 2'up the tank sides,additional backfill can be freely added to tank top without using the probe or air jet. An air)et can be constructed by using a 3/4"diameter pipe connected to a A15. Manway Risers minimum 65 cfm air compressor A valve on the air)et is essential so the The Fiberglas Manway Riser provides access from a manhole box and operator can safely control the flow cover.Since the bottom is open,the manway riser will fill with water as Additional information on alternate out of hole techniques are available water surrounds it on the outside Traffic areas require a reinforced from O/C TANKS Ask for Pub No.3-PE-13415,Alternate Backfill concrete traffic pad Procedure A maximum of 2 manway risers may be used with tank sizes of 10,000 gallons and larger,only one riser is permitted with tank sizes less than 10,000 gallons due to possible buoyant forcesAl0. Piping and Sump Clearances The riser must be installed with a 6"minimum clearance from the top of Tank With Bottom Sump Tanks with Bottom Sumps the tank.The bottom of the riser should be supported with 2"x 4"x 3' minimum wood pieces Additional data on manways,extensions,and When installing a tank equipped risers maybe found in O/C TANKS Pub 3-PE-6312 with a bottom sump,excavating WARNING:DO NOT ENTER TANK;ENTRY CAN RESULT IN SUF-and bedding must be modified to FOCATION,EXPLOSION,OR FIRE.provide a 12"deep x 24" diameter hole centered at the Bottom sump location. e MonitoringAfterthetankisAl6SiteMonit Wellsplaced,the void surrounding the g sump must be hand backfilled and For new installations,place monitoring wells at least one foot outside ofIhandtampedpriortoaddingtankouterdiameter backfill around the tank. If drilling new site wells at existing installations,place monitoring wells a minimum of 3 feet from tank sides or ends Backfill with same materials as tank backfill External PipingExternalPiping The pump and attached piping Al 7. Barricadesmustbefreetomovewiththetank Isolate , Use a fill box or street box to isolate Tank area must be barricaded to prevent any vehicle travel over the tanks piping from the piping from the traffic pad. until installation is complete. traffic slabs Take precaution during construc- tion to ensure no damage occurs A 8, Installation Checklist Internal Piping to the exposed piping and fittings Complete the installation checklist(15-PE-8894)included in the tank ship- Internal Piping ping packet.Measure,record and compare the tank vertical diameter reading before backfillin and after backfill is brought u to subgrade toInternalpipingmustbeaminimum999pg 4-10 12 of 4"from the tank bottom(12' verify the tank backfill support.A copy of the installation ch cklist dia dia diameter tanks require a 6" must be retained by the tank owner and/or installation contractor 4" D.minimum clearance) to validate any future warranty claim. min min .: , Some local authorities may require final precision tank testing Check local authorities for final precision testing requirements Al 9. For Additional Information On A11. Tank Fill Tube Insert Other Installation Details. Specific procedures for encasing a tank in concrete or adding tanks to A fill tube insert must be installed at the tank gauging fitting if the manual existing installations and alternate installation techniques are available by dipstick method is used This ensures that the dipstick point of impact is contacting your Fiberglas Tank Sales Representative or the Fiberglas aligned with the tank bottom protector plate Minimum clearances for Tank Installation Manager internal piping are covered in section Al0. If you have an installation situation that is not fully addressed in theseinstructions,contact your local Fiberglas Tank Sales Representative If Al2. Filling Tanks you are unableto contact your local representative,calf O/C TANKS Installation Manager Tol do,Ohio (419)248-7371 Do not fill until backfill is to top of tank.Never add product or water O/C TANKS Field S rvice:for h Id-d wn in dry hole conditions until backfilling is comp) t d N rth astern Regi n Fi Id S rvice Supervisor Mt.Union,PA(814)542-8520 to tank top. Central Regi n Field Service Supervis r C nr e,TX (409)756-7731 Exception—See Installation Procedure-Wet Hole—section A8) W stern R gion Field S rvice Supervisor Bakersfield,CA (805)399-9556 Fi Id S rvic Manag r T I d ,OH 419)248-8196 I I 6 DIVISION- AS1' iNLT LE U O GSCONSTRUCTIONCO. GENERAL CONTRACTORS Date I Job No. n-165 71 Simsbury Rd. • P.O. Box 410 - Avon, CT 06001 P.O.No. 203) 678-1092 FAX(203) 678-8425 rlo. SauLh Windsor C.o intittit L Ly CcriiL(-r 0cz CZ . U 60-yt Attn: aENTLEMEN: WE ARE SENDING YOU V•Attached U Under separate cover via the following items: M Shop drawings Prints Plans Samples U Specifications CI Copy of letter CI Change order C) COPIES DATE NO. DESCRIPTION Z,.SS .rJ,-y.c\-\t`' : .\,.SL S\SOP C2 A\..\t,,- IF ITEMS TIECEIVED ARE NOT LISTED ABOVE KINDLY NOTIFY US AT ONCE. THESE ARE I RANSMI I-iED as checked below: CJ For approval Approved as submitted C.l Resubmit copies for approval For your use Approved as noted U Submit copies for distribution 10,As requested U Returned for corrections U Return corrected prints U For review and comment U REMARKS Ze_ ) QQ uA cc: Aspinet File: 1lspilieL Field: hiilce hiclrierriey SIGNED: Bill Eschert- Project; IM(l i ncer TRJSS ENGINEERN CORP. LAURENO, S. WIND. COMM. CTR. W0#8750 T-1 LUMBER SPECIFICATIRS (NOS 1986) MEMEER FORCES FROM LEFT TO RISK me excessive Mane, knots or other defectsToyChord: 2X 6 i65Of-1.5SPF OCR 1- 2• -=51 1- 8 +1998 2- 8 - +205 5-11 • +SM shall occur in plate contact area.Bts Chord: 2X 6 1650f-i.ESPF Mai 2- 3 • -M 6- 9 • +1998 2- 9 - -1296 6-11 - -1287 7 rows. equally spaced. 2X4 continuous finNabs : 2X 4 f3 Sprucee-Fir 3- 4 - -862 9-10 0 3- 9 - -416 6-i2 - +205 lateral bracing required. Attach to theExceptasnotedbelow) 4- 5 - +0 10-11 • +1345 4- 9 - +1543 top side of flat top chord as shorn.M- 5: 2X 4 1BOOf-1.6E SPFSR 5- 6 • -1505 11-12 - +2473 4-10 - -2205 Fasten each brace with (2) 10d nails.k- & 2X 6 1800f-1.6E SPFNSR 6- 7 • -2787 12— 7 • +2473 5-10 - -1821 IX4 continuous lateral bracingADDITIONALUNIFORMLOAMattachedwithtwo (2) 8d nails80: 20 PLF FROM JOINT 9 TO 10 Top chord must be laterally braced each member where indicated.with properly connected purlins spaced at a maximum of 32 ao.c. i i O 5X8(Sp 1)07X6 0 7X10 4 5X7 5X8 W)5X8 1) 3X4 3X4 o o1 o4X56p. Ds 4x6 m m tb o o 2X4 5Xi0 s,,r tu 3X6 I O O ii Q5X9(Sp 1) 5X8(Sp 1) 5X8(Sp 1)a-9-e 497 so-Q-so ems-a 7-0-8 is-6-a ass-a so-sl 0 so-a-so o-ss-a 7-o-a - u-o-e 041-a so-a-so 60- 0- 0 (Br . Over 3 Supports) o• a- mesa p. PLATE SDualSuperDixieFURNISHACOPYOFTHISDEIGN TO ERECTION CONTRACTOR i: !<<i,, IL 0 A 0 I N 6 Designer: CJP Connector plates O W be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates i / 1 scale: 1/8 s•1 r ll be applied to both laces of the t L. russ at each leant.Where dimensions are not shown,plates shall be placed sha 1(symmetrically about the lent a as indicated by posrdor>,ng circles(o).Cuffing and fabrication shall be accomplished Top chord 40.0 + i0.0 psf DATE ii/i3/90usrngequipmentwhichwillproducesnugfittingtentsandfullyembeddedplates. This design assumes that the oonrpresswr top Chord is continuously braced by the root sheathing.Only permanent structural bracing required - s; t'":'' Bto chord 10.0 psf Check*by:of -divrdual truss members is noted on this design.Trusses an be dangerous and can cause damage andpersonalinfurYdrnProperiyinstalledardorbracedPersonserecturgtrussesareadvisedtoseekprofessional L.•advice regarding temporary erection bracing with is always required to Total Load 60.0 psfWwnonthisdawwrgisNOTERECTIONBRACING.Refer to:-BRACING WOOD• toppling C5OMrMENTrARY AND RECOMMENDATIONS'as pubkatred by the Truss plate kratltute for utdwtry standards to erecting trtrssss Duration factor 15.0 X ( Drawing No. Is located at 583 O frb'Ono Onva.Sun Madison WI s37t9,Igoe)e33-s9oo).200. Spacing 24.0 G.C. t i 1 y t c co k OLA, 9, 0 0 V' Ste- + SHOP DRAMNG 'REVIEWEe.ngineer's review is forthac+e ign conce general conformance withinasorcomments„'nd contract documents. Mark-E.-:ill not be construed as reliev-ing the Contractor from comrlionce with the project t-r1contracto'ocuMents or departures therefrom. Con• O ytractorremainsrespo;, ;yle G 3 3 EP 3forconfirmingordetailsandaccuracy, and c_rr lctir. I7I, dimensions, for selecting fabrcatioln puoct•iises, fortechniquesofassembly, and for performing his workinasafemanner. Furnish as Submitted Furnish as Corrected Amend and Re-Submit sRejected — Re-Submit SZMWCLAK-LADACONSULTINGENGINEERS Date fir i TRUSS ENGINEERING CORP . LAURENO, S . WIND. COMM . CTR ., W0#8750 T-1 TOP LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 180Of-1.6E SPF MSR 1- 2 - -045 1- 6 - +1578.2- 6 - -427 shall occur in plate contact area. Btm Chord: 2X 4 1800f-i.6E SPF MSR 2- 3 - -1579 6- 7 - +1054 3- 6 - +625 FASTEN PIGGY-BACK TO TRUSS KITH 3X8 Webs 2X 4 f3 Spruce-Pine-Fir 3- 4 -1579 7- 5 - +1578 3- 7 - +625 NAIL-ON PLATES OR WITH 4eX8eXi/2' 4- 5 -1745 4- 7 - -427 PLYWOOD GUSSETS SPACED 6' O.C. USE 81 8D NAILS.OR TOENAIL TO EACH 2X4 LATERAL BRACE WITH A MINIMUM OF [21 16D NAILS 0I4X5 0 0 2X4 2X4 0 t I 12 12 O3X56 Q6 3X5 m 1 I 1 c 3X4 5X5w/spl 0 o-0-11 6) 3-10-0 3-10-9 o-o-11 6-0-0 e-so-a 6-0-0 17-10- 8 R- 1043 R- 1043 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR CiOf 1 i, L 0 A D I N G Designer: CJPn Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates P' '•' Scale:3/8•1•shall be applied to both faces OI the truss at each pint.Where dimensions are not shown,plates shall be placed r) G;symmetrically.bout the loins or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished r.;; Top Chord 40.0 + 10.0 pal DATE 11/9/90usingequipmentwhichwillproducesnugfittingpintsandfullyembeddedplates.This design assumes that the l compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required of ividual truss membera ins noted on this design.Trusses can be dangerous and can cause damage and 8tm Chordind 10.0 p8f Check by: personal irWry d mproperly installed and/or braced. Persons erecting trusses are advised to seek professional i advice regarding temporary~corn bracing which o always required to prevent toppling and-dominoing-.sr- i9 i l _{ !Z Total Load 60.0 psf shown on arils drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARYDraining NO.AND RECOMMENDATIONS'as pi,eka,.dby the Tens Plate lnsdue for industry standards in erecting trusses.(TPI i}"•••• •` Duration factor 15.0 x Is located at M3 D•Onolrto Drive.Suftee 2W.Madison WI 53719,1608)833-59W)• Spacing 24.0' O.C. TRUSS ENGINEERING CORP . LAURENO. S. WIND. COMM . CTR.. WO#8750 RG-1 RG-2 LUMBER SPECIFICATIONS (NDS 1966) NEWER FORCES FROM LEFT TO RISK Top Chord: 2X 6 1650f-1.5E SPF NSR 1- 2 - -4 60 1-11 - +4361 2-il - +1440 7-15 - +3631 2 COMPLETE TRUSSES REQUIRED !Bte Chord: 2X 8 2250f-1.9E Doug-Fir NSR 2- 3 - -2929 11-12 - +436i 2-12 - -1887 7-16 - -2982 Fasten trusses together with 16d nailsWebs : 2X 4 #3 Spruce-Pine-Fir 3- 4 - +0 12-13 - +2620 3-12 - +2907 8-16 - -3256 in a staggered pattern. spaced as followsExceptasnotedbelow) 4- 5 - -2572 13-14 - +0 3-13 - -3256 0-17 - +2907 Top Chord 12• o.c.W- 5: 2X 4 1800f-1.6E SPF NSR 5- 6 - -2572 14-15 - +2572 4-13 - -2932 9-17 - -1887 Web members 120 o.c.W- & 2X 4 2100f-1.8E SPF MSR 6- 7 - -2572 15-16 - -0 4-14 - +3631 9-18 - +1440 Btm chord 8• G.C.W- 7: 2X 4 180Of-1.6E SPF MSR 7- 8 - +0 16-17 - +2620 5-14 - -343 W- 8: 2X 4 1800f-1.6E SPF MSR 8- 9 - -2929 17-18 - +4361 5-15 - -0 W- 9: 2X 4 1800f-1.6E SPF NSR 9-10 - -4930 18-10 - +4361 6-15 - -343 No excessive wane. knots or other defects W-!0: 2X 4 2100f-1.8E SPF MS'R shall occur in plate contact area. W-ii: 2X 4 180Of-1.6E SPF NSR Although bearing walls are not symmetrically NOTE UMMAXIM TRUSS SPACING IS 120 o. c. ADDITIONAL UNIFORM LOAD: located about this truss, this design has Be'., 3i4 PLF FROM JOINT ii TO i8 been detailed symmetrically to avoid the A b e nokeS Alf. l ecL e.,,u G. BC Conc. load: 765 at 3- 0- 8 possibility of the truce erected backwards. BC Conc. load: 763 at 56-11- 8 O 7OMOO5X8("U6 7X105 1OXi0 2X4 i 5X8(Spl SpI) 0 0 0 3X6 j2 Q 2 3X6 i0 5X9 s a6 0 5X9 ml 1 A A o 8X8 8X8 1OX10 8X8 US N Its N wall i 3X8 7X10(Spl) 7X10(Spl)7X10(SpI) 7X10(Spl) W 6-0 IMP 18-6-0 5-0-8 6-0-0 7-5-a 9-3-8 —4-5-0 6-3-• 7-5-a 6-0-0 a-0-6 5-0-0 5-0-0 7-5-0 e•3-a 4-5-o 9-3-8 7-5-8 5-0-0 5-0-e o• 60— 0— 0 (Brig. Over 4 Supports) o• R 2n R- 7® R- 7W R- 2M R-AM Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO.,• ft / ONTRACTOR 1'r' i'FC]''%, LOADING Designer: CJP I I Connectorsorplate shall be made from 20 gauge Grade AASTM(I s46-72)prune.hot-dipped galvanized steel.Plates Scale: I/8 G 1 a-i• t shall be applied to both faces of the truss at each pint.Where dimensions are not shown.plates shall be placed syrTMnetncally about the joint or as indicated by posdKwwng circles(o).Cutting and fabrication shall be accomplished _ r F—n. :}_ ! Top chord 40.0 + 10.0 pef DATE 11/13/90 using equipment wtwh will produce snug fitting petty and fully embedded plates.This design assumes that the i compression top chord is continuously braced by the root sheathag.Only permanent structural bracing required Btm chord 10.0 pef Check by:of individual truss members is noted on thin Trusses can bedesign. dangerous and can cause damage and personal injury If improperly installed and/or braced. Persons erecting trusses are advised to seek professional d;C:* ;• \ advios regarding temporary erection bracing which is always required to prevent toppling and•dormnoing'.Bracing 1 Total Load 60.0 psf shown LionthisdrawingisNOTERECTIONBRACING.Refer to:-BRACING WOOD TRUSSES:COMMENTARY ce` \\\\\\\Duration factor 15.0 X Drawing No.AND RECOMMENDATIONS-as published by the Truss Plate Inshkile forindustry standards in erecting trusses.(TPI ll1l I1 I1\i\Is located at 583 D'Onotno Drive,suite 200,Madison WI s3719,(80e)833-5900). Spacing 12.00 o.c. TRUSS ENGINEERING CORP. LAURENO , WO#8750 RG-1 / RG2 TOP LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1BOOf—i.6E SPF MSR 1— 2 - —2212 1— 6 - +1995 2— 6 - —557 shall occur in plate contact area. Btm Chord: 2X 4 1800f-1.6E SPF MSR 2— 3 - —1816 6— 7 - +1362 3— 6 - +614 NO PURLINS REQ.. Webs : 2X 4 f3 Spruce—Pine—Fir 3— 4 - —016 7— 5 - +1995 3— 7 - +614 FASTEN PIGGY—BACK TO TRUSS KITH 3X8 4— 5 - —2212 4— 7 - —557 NAIL—ON PLATES OR WITH 4'X8'Xi/2' PLYWOOD GUSSETS SPACED 6' O.C. USE 181 00 NAILS. OI4X5 O 2X4 2X4 0 Irn 3X6 12 12 O663X6 ra sa JL l 0 l 0 3X4 0 5X5ww//sp l 6-3-11 5i-tii 9 rr 1-9 6-10-8 rr i-a 6-10-8 22-10- 8 PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ER CTION CONTRACTOR L O A D I N G Designer: CJP connector plates shell be made from 20 gauge Grade A ASTM(A446-72)prime,hot-dipped galvanized steel.Plates Scale: 1/4'-1' shall be applied t both faces of the truss at each punt.Where dimension are not shown.Plates shall be placed Gsymmetricallyaboutthepintorasindicatedbypositioningcircles(o).Cutting and fabrication shall be accomplished Jul_1 Top chord 40.0 + 10.0 psf DATE: 11/14/90 using equipment which will produce snug fltbng pints and fully embedded plates.This design assumes Out the comnpresston top chord Is continuously braced by the root sheathing.Only permanent structural bracing required Btm chord 10.0 psf Check by.of individual truss members is rioted on this design.Trusses can be dangerous and can cause damage and personal Injury N rnpropery installed and/or placed Persons erecting trusses are advised to seek professorial Total Load 60.0 psfadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtopplingand•dommoug'.Bracing shown on this drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY Drawing No. AND RECOMMENDATIONS'as published by the Thus Plate lnstitute for industry standards in erectrg trusses.(TPI r/n rt`Duration factor 0.0 X Is located at 583 D'Onofrio Drive.Suite 200,Madison Wf 53719.IWO]833-5900).IlvP L V s11H1111111,Spacing 24.0 o.c. TRUSS ENGINEERING CORP . LAURENO, S . WIND . COMM . CTR . , WO#8750 T-2 LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 6 2100f.-i.BE SPF MSR 1- 2 - -8886 1-10 - +BIIO 2-10 - +82 6-14 - +165 shall occur in plate contact area. Btm Chord: 2X 6 2100f-S.BE SPF MSR 2- 3 - -7883 10-11 - +81i8 2-11 - -826 6-15 - +1777 NOTE: MAXIMUM TRUSS SPACING IS 160 o. c. Webs : 2X 4 #3 Spruce-Pine-Fir 3- 4 - -7894 11-12 - +6014 3-11 - -551 7-15 - -551 Provide for horizontal movementExceptasnotedbelow) 4- 5 - -7433 12-13 - +6014 4-11 - +1777 8-0 - -826 at one support. W- 6: 2X 4 i800f-i.6E SPF MSR 5- 6 - -7433 0-14 - +6014 4-12 - +05 8-16 - +82 4 rows. equally spaced. 2X4 continuousW- B: 2X 4 1800f-i.6E SPF MSR 6- 7 - -7894 14-15 - +6014 4-13 - +2303 lateral bracing required. Attach to theADDITIONALUNIFORMLOAD: 7- 8 - -7883 15-16 - +8118 5-13 - -333 top side of flat top chord as shown.BC: 20 PLF FROM JOINT 11 TO 12 8- 9 - -8886 16- 9 - +8110 6-13 - +2303 Fasten each brace with (2) 10d -nails.BC: 20 PLF FROM JOINT 14 TO 15 NOTE: (18) - 18 Gauge aiX4 continuous lateral bracing Top chord must be laterally braced attached with two (2) Bd nails with properly connected purlins spaced each member where indicated. at a maximum of 24 •o.c. 0 0 7X12 244 iOXiO 3 7 5XB(Spl) e 2X45X8(Spl) a O O 0 3X4 3X4 AD 9 6 (18) 10X10 6X12(i8) 2 13 12 6 ! 12 2X4 2x4 126 0 4X10 12 14 j m a 4X10 3 d 11 b 12 1! i© 12 bfi2X47XiO(18)w/blk(Spl) 7X10(IS)w/blk MU) 10 16 a•2-a 7-i" 1111610 ?-" 1-0-0 go" 0-0-0 7-10-12 MO-!2 9-2-8 9-2-a 7-to-sz 7-" 5-0-0 5-0-0 7-" 7-1" a`2-a 60— 0— 0 R- 2= R- 2= PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR N\111 IiIIIii L O A D I N G Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)pimaga hot-dipped galvanized steel.Plates Scale o shall be applied to both faces of the truss at each joint.Where dimensions are not shown.plates shall be placed i/Bo 1 symmetrcalty about the pint or as indicated by positioning circles(o).Cutting and fabncabon shall be accomplished r.-- "' •:'..n% Top Chord 40.0 + 10.0 psi GATE: 11/10/90 using equipment which will produce sin fitting fully pla design t`u pr snug ng joins and ful embedded plates.This n assumes that the compression top chord is conbnuously braced by the roof sheathing.On of individual truss members is noted on thus design.Trusses can be dangerous andcaucause damage and Btu chord 10.0 psf Check by: personal inyury if nrpropsriy in rstalledarid/or braced. Persons erectrg misses are advised to seek prolesswnal 4-...5 Total Load 60.0 psf`o0noo regarding temporary erection bracing which is always required to prevent toppling and'dorrwnowV-.Bracing G Fy+^ `shown on this drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY J. Duration factor 15.0 % Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards n erecbng trusses.(TPI is located at 583 D•Onotrio Drive.Sias zoo.Madison WI 53719.1soe)a33-s9oo). G Spacing 16.08 o.c. TRUSS ENGINEERING CORP . LAURENO, S . WIND . COMM . CTR., WO#8750 T-2 TOP LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -620 1- 4 - +561 2- 4 88 shall occur in plate contact area. Bto Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 - -620 4- 3 - +561 FASTEN PIGGY-BACK TO TRUSS WITH 3XB Webs 2X 4 #3 Spruce-Pine-Fir NAIL-ON PLATES DR WITH 48X88X1/2' PLYWOOD GUSSETS SPACED 6' O.C. USE 181 BD NAILS.DR TOENAIL TO EACH 2X4 LATERAL BRACE WITH A MINIMUM OF (21 16D NAILS I 4X4 22XX4 6 Q6 0r2X4 CL m I 1 0 1X4 G 4-9--4 4-&-4 48-4 4-0-4 9- 4- 8 R• US R• M7 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTIOU CONTRACTOR L O A D I N G Designer: CJP Connector plates shall be made horn 20 gauge Grade A ASTM(A446-72)prime.hot-dgped galvanized steel.Plates SC81e: 1/2s-1' shah be applied to both faces of the truss at each)cliff.Where dimensions are not shown.plates shall be placed z symmetrically about me pint or as indicated by positioning circles(o).C Ming and fabrication shall be a000mplished r,v F' Fc ,Top chord 40.0 + 10.0 psf DATE ii/9/90 LMV equipment which will produce snug fitting joints and fully embedded plates.This design assumes that the • ' Stm chord 10.0 psf Check by:compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required r ••L-i Gcompressionofsxwwualtrussmembersisnotedonthisdesign.Trusses can be dangerous and con cause damage and c i personal injury if improperly installed and/or braced. Persons f!: advice regarding temporary erection bracing which always required prev,rtn i are advised to seek professional u. tn:*Total Load 60.0 psfoppMngand'donunoing'.Bracing shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY es Drawing No. AND RECOMMENDATIONS'as pubYshisd by the Truss Plate htstitute for industry instandardserecting trusses. Duration factor 15.0 %1 is located at 583 D'Onohio Drive.Suite 200,Madison WI 53719.(608)e33-59o0). acjaSk.:.L\` Spacing 24.0 o.c. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM . CTR ., W0#8750 T-3 LUMBER SPECIFICATIONS (NOS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 6 1650f-i.SE SPF MSR 1- 2 - -5356 1-10 - +3860 2-10 - +102 6-14 - -2903 shall occur in plate contact area.Btm Chord: 2X 6 1650f-1.5E SPF MSR 2- 3 - -4671 10-11 - +3868 2-11 - -409 7-14 - +3 05 Provide for horizontal movementWebs : 2X 4 f3 Spruce-Pine-Fir 3- 4 - -5457 11-12 - +3467 3-11 - +410 7-0-- +410 at one support. Except as noted below) 4- 5 - -8671 12-13 - +5771 3-12 - +3155 8-15 - -409 13 rows. equally spaced. 2X4 continuousW- 4: 2X 4 iB00f-1.6E SPF MSR 5- 6 - -8671 13-14 - +5771 4-12 - -2903 8-16 - +102 lateral bracing required. Attach to theW- 5: 2X 4 1800f-1.6E SPF MSR 6- 7 - -5457 14-15 - +3467 4-13 - +3929 top side of flat top chord as shown.W- 6: 2X 4 1800f-1.6E SPF MSR 7- 8 - -4671 15-16 - +3868 5-13 - -642 Fasten each brace with (2) 10d nails.W- 8: 2X 4 1800f-1.6E SPF MSR 8- 9 - -5356 16- 9 - +3860 6-13 - +3929 wiX4 continuous lateral bracingW- 9: 2X 4 1800f-1.6E SPF MSR W-S0: 2X 4 1800f-1.6E SPF MSR Top chord must be laterally braced attached with two (2) 8d nails with properly connected purlins spaced each member where indicated. at a maximum of 2gmo.c. 3 5X7 1)lOXi2 7O24OlOXOi25X95X9 5X6(Spl) 5X6(S 3X5 s 3X5 f>D Ch SX14 g 5XX8 i2 13 i2 5X8 s2 D 112 10X10 10X10 o l 3X4 i2 i4 3X4 1cls,CD4.13a' 12 i i Q4.13 2AT2X45X7(Sp 1) 5X7(Sp 1) 2X4 a I1016 on" 6-Q-0 d 6-S-0 a, 6-a-0 6-5-0 6-3-6 6-8-7 6- 7 6-3-3 6- 0 6-6.0 6-6-0 6-&-0 6-3-Y 6-a-7 51— 8— 0 R- R. PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L 0 A D I N 6 Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime,hot-dipped gaNanized steel Plates ai1e'. 1/8a 1•shall be applied to both faces of the truss at each prtx.Where dimensions are not shown,plates shall be placed symmetrically about the joint or as indicated by powbonting circles(o).Cutting and Is, r- tan shall be accomplished J C /./Top chord 40.0 + 10.0 psf DATE 11/10/90usingequipmentwhichwillproducesnugfittingpintsandfullyembeddedplates.This design assumes that the Compression top chord is continuously braced by the root Shea it.• 7 /ithing.Only permanent structural Drscing required • :• f individual truss members is noted on thus desigm Trusses can be dangerous and can cause damage and i 8t chord 10.0 psf Check by: personal injury If enproperhy installed and/or braced Persons ereclx trusses are advised to seek professional advice egardwig temporary erection bracing which is always required to prevent toppling and-dorm WaV-.Bracing Total Load 60.0 psf shown on this drawing Is N T ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Orating NO.AND RECOMMENDATIONS'as published by the Truss P%M ktatltt,te for stduatry standards in erecting cusses.(1'PI i Duration factor 15.0 X is located at 583 D'Onotrio Drive.Suet 200,IMad,son WI 53719.16061 633-5900). Spacing 24.0' o.c.r' TRUSS ENGINEERING CORP. LAURENO, RT-3 TOP LUMBER SPECIFICATIONS (NDS 1986) M96ER FORCES FROM LEFT TO RISK No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -1321 1- 6 - +937 2- 6 - -400 shall occur in plate contact area. Bts Chord: 2X 4 1800f-i.6E SPF MSR 2- 3 - -1105 6- 7 - +639 3- 6 - +548 FASTEN PIGGY-BACK TO TRUSS WITH.3XB Webs 2X 4 f3 Spruce-Pine-Fir 3- 4 - -1105 7- 5 - +937 3- 7 - +548 NAIL-ON PLATES OR WITH 40X86Xi/2' 4- 5 - -1321 4- 7 - -400 PLYWOOD GUSSETS SPACED 6' O.C. USE 181 80 NAILS.OR TOENAIL TO EACH 2X4 LATERAL BRACE WITH A MINIMUM OF 121 160 NAILS I 3 5X4I 3X5(SP1)3X5(Sp I) 0 4 m 2X4 2X4 ab 5 3 4 D Qj23x4 m m I b b 3X4 re-5X5w/spl e-2 0 e-0-0 e-0-2 I. R- W4 R IM PLATE: Dual Super Dixie FURNISH COPY OF THIS DESIGN TO ERECTJON CONTRACTOR L O A D I N G Designer: CJP Corrector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime. dipped galvanized steel.Plates Scale: 1/8'-1' shall be applied to both faces of the truss at each port.Where dimensions are shown.plates shall be placed symmetrically about the pint or as indurated by powbonsng circles(o).Cutting and f non shall be accomplished Top chord 35.0 + 7.0 psf DATE: li/13/90 Lising equipment which will produce snug frtnng pints and fully embedded plates This design assumes that the ingcompressiontopchardiscontinuouslybracedbytheroofsheath .Only perm structural bracing required to Chord 10.0 psf Check by: of individual truss members Is noted on this design. Trusses can be danger and can cause damage and ( personal syury If Improperty,installed and/or braced. Persons erecting trusses a advised to seek professional 3otal Load 52.0 psf advice regarding temporary erection bracing which is always required to prevent t and'donunoing.Bracing shown on thus drawing is NOT ERECTION BRACING.Refer to:'BRACING W QD TRUSSES:COMMENTARY r l I ` Durat n ion factor 15.0 % Drawing NO. AND RECOMMENDATIONS-as publisfted by the Truss Plate Institute for duatry ndards in erecting trusses. I is located at 583 D'Onohio Drive.Suite 200.Madison WI 53719.16061833-5900)- C r:J! •,'L i,,cSS _;• ,. \ Spacing 24.00 D.C. IIRUSS ENGINEERING CORP . LAURENO, S . WINDSOR COMM. CTR ., W0#8750 RT-4 LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - +0 5- 6 - +602 1- 5 - -285 3- 6 - +539 shall occur in plate contact area. 8tm Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 - -60 6- 7 - +310 2- 5 - -902 3- 7 - 73 aiX4 continuous lateral bracing Webs : 2X 4 f3 Spruce-Pine-Fir 3- 4 - -0 2- 6 - -387 4- 7 - -22D attached with two (2) 8d nails Where no rigid ceiling is applied 2X4 each member where indicated. directly to the bottom chord. it shall be braced at intervals not exceeding 10'-011. 3X4 3X4(Spl) o O C6 4X6 C6 12 12 m I m b 5X5 3X4 3X4 O 3X5(Spl) 0 5-il-l Q-li-!!R-li-l8 17-i1- 8 R• 104 R• iO4Z PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR 111111I L O A D I N G Designer: CJP rrl!/// Connector plates shall be made from 20 gauge Grade A ASTM(A44Cr72)prime.r,a pped gawanized steel.Plates IN ^ f /// Scale:3/16`=1' shall be applied t both faces of the truss at each joint.Where dimensionsare not snow..plates shall be placed 1 symmetrically about the pint or as indicated by posMonirg circles(o).Cutting and fabrication shad be accomplished \ "i Top chord 40.0 + 10.0 p8f DATE: 11/10/90 using equipment which will produce snug fitting pints and fully embedded plates.This design assumes that the j compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required chin chord 10.0 p8f Check by: of individual truss members is noted on this design. Trusses can be dangerous and can cause damage and personal injury if improperly installed and/or braced Persons erecting trusses are advised to seek professional advice regarding teporary erection bracing which is always required to prevent toppling and-dominoing•.Bracing Total Load 60.0 p8fmlw shown on this drawing is NOT ERECTI N BRACING.Refer to:-BRACING WOOD TRUSSES:COMMENTARY Duration factor i5.0 S Drawing No. AND RECOMMENDATIONS"as published by the Truss Plate Institute for industry standards in erecting trusses. Is located at 583 D'Orofrio Drive.Suite 200,Madison WI 53719.(ON]833-5900). L\.Spacing 24.0a o.c. TRUSS ENGINEERING CORP . LAURENO, S . WINDSOR COMM. CTR., WO#6750 RT-5 LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LET TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - +0 6- 7 - +256 1- 6 - -182 4- 7 +12 shall occur in plate contact area. Otm Chord: 2X 4 000f-1.6E SPF MSR 2- 3 - -369 7- 8 - +256 2- 6 - -700 4- 8 -700 1X4 continuous lateral bracing Webs 2X 4 f3 Spruce-Pine-Fir 3- 4 - -369 2- 7 - +12 5- 8 -182 attached with two (2) 8d nails 4- 5 - -0 3- 7 - +129 each member where indicated. Where no rigid ceiling is applied directly to the bottom chord. it Oshall be braced at intervals not 3 exceeding 10'-0e. 4X4 O423X4 3X4 12 12 0 12 QLex4 o o Ib tb JL 3X4 3X7 3X4 0 0 0 3X5(Spl) 3-ii- 1-3 ru-3 8-ii-3 7-10-6 7-W-6 15- 8-12 No No !OY PLATE: Dual SuRer Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CO ACTOR r`/ ,, L 0 A D I N 6 Designer: CJP gauge prime.hot-dipped galvanized steel.Platesconnectorplatesshadbemadefrom20aGradsAASTMA44fr72 CJ;i Scales 3/16'=1 shall be applied to both faces of the truss at each pint.Where dimensions are not shown,plates shall be placed symmetrically about the punt a as indicated by positioning cirGes(o).Cutting and fabrication shall be accomplished l:nG Top chord 40.0 + 10.0 p8f DATE: 11/10/90 using equipment which will produce snug fitting pats and fully embedded plates.This design assumes that the S :{ compression top chord is con tnuousy braced by the roof sheathing.Only permanent structural bracing required Tl:r. Btle Chord 10.0 p8f Check by:of individual truss members is noted on this design.Trusses can be dangerous and can cause damage and = r personal injury it improperly installed and/or braced. Persons erecting trusses are advised to seek professional Total Load 60.0 p8fadwoeregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtoppingand'dorranorrg'.Bracing shown on this drawing is NOT ERECTION BRACING.R for to:'BRACING WOOD TRUSSES:COMMENTARY Drawing No. AND RECOMMENDATIONS'as published by e Truss Plate Irtafitirte for industry standards inererecting trusses.(TPI Duration factor 15.0 Xth le located at 583 D•Onotno Drew.Suite 200.Madison VVI W719,JONI Is33-shoo). L Spacing 24.00 o.c. TRUSS ENGINEERING CORP . LAURENO, S . WIND . COMM . CTR ., WO#8750 RG-3 LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT Top Chord: 2X 6 1650f-S.SE SPF MSR 1- 2 - -2335 B- 9 - +0 1- 8 - -9806 4-11 - -1779 2 COMPLETE TRUSSES REQUIREDBtmChord: 2X 8 2250f-1.9E Doug-Fir MSR 2- 3 - -3887 9-10 - +2335 1- 9 - +9289 5-11 - +1900 Fasten trusses together with 16d nailsWebs : 2X 4 iB00f-1.6E SPF MSR 3- 4 - -4405 10-11 - +3887 2- 9 - -%90 5-12 - -3607 in a staggered pattern. spaced as follows Except as noted below) 4- 5 - -4405 11-12 - +3887 2-10 - +5700 6-12 - +5700 Top Chord 12' c.c.B- 2: 2X 8 1650f-i.5E SPF MSR 5- 6 - -3887 12-13 - +2335 3-10 - -3607 6-0 - -7190 Web members 12 o.c.W- 1: 2X 6 1650f-1.5E SPF MSR 6- 7 - -2335 13-14 - -0 3-11 - +1900 7-13 - +9289 W- 2: 2X 6 1650f-1.5E SPF MSR 7-14 - -9806 Btm chord (Two rows)H' o.c. (per row) W- 3: 2X 6 1650f-i.5E SPF MSR No excessive wane. knots or other defects e w IMPORTANT NOTE * a aW-11: 2X 6 1650f-1.5E SPF MSR shall occur in plate contact area.W-12: 2X 6 1650f-i.5E SFF MSR RECOMMENDED CAMBER OF TOP & BOTTOM CHORDS W-13: 2X 6 1650f-1.5E SPF MSR NOTE (16) - 16 Gauge IS 1.5 TINS THE DEAD LOAD DEFLECTION ADDITIONAL UNIFORM LOAD:AT MIDSPAN. TC: 454 PLF FROM JOINT 1 TO 7 NOTE MAXIMUM TRUSS SPACING IS 12' o. c. BC: 522 PLF FROM JOINT 8 TO 14 wiX4 'T' brace stiffener nailed flat to 05X6(Sp1) O edge of web with Bd nails spaced H' o.c. 2Xi4(16) where indicated by W . Scab must extend 12X14(16) 20 O O at least 9OX of web length. 12X12 5X4 244 5X4 12X12 Top chord must be laterally braced with properly connected purlins spaced at a maximum of 'o.c. o o a 1 bfi© v 14(16)i2Xi2 8Xi0 12Xia2Xi4(1611 D (O 9O 10 ii i© 13 !4 7XB(Sp 1) c 42.4' 42.4' 42.4' 42.4' 42.4' 42.4' GJT 1 t// 42.4' 42.4' 42.4' Z R loses R- I= PLATE: Dual FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L O A D I N G Designer: CJP Connector Piet s shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot•dnpped galvanized steel.Plates C i Scale: 1/B'•1 shall be applied to both faces of the truss at each pmt.where dimensions are not shown.plates shall be placed i symmetrically abo the pint or as Indicated by positioning circles(o).Cutting and fabrication shall be accomplished CC;: G Top Chord 40.0 + 10.0 psf DATE ii/!0/9Qmmut US"equipment which will produce snug fitting pints and fully embedded plates.This design assumes that the — compression top chord is continuously braced by the root sheathing.Only permanent structural bracing required Stu chord 10.0 p8f Check by:of ndrodual truss members is noted on this design. Trusses can be dangerous and can cause damage and = J` personal injury If rnproperiy installed and/or braced. Persons erecting trusses are advised to seek professorial i advoa regarding temporary ereeton bracing which is always required to prevent t and-domr era Total Load 6Q.0 pefoPPkngHang.• cng shown on this drawing is NOT ERECT N BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY j •(` \ Duration factor 15.Q X Drawing No.AND RECOMMENDATIONS'as published by the Taus Pla(e InstltWe for industry standards in erecting tenses.(TPI v`\\\• Is located at 583 D-Onolrio Drive,Suite 200.Madison WI 537/9.16081 a-59W). r `11 Spacing 12.0' 0.C. TRUSS ENGINEERING CORP. LAURENO, SO. WINDSOR COMM. CTR., WO#8750 J-8 LUMBER SPECIFICATIONS (NOS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane. knots or other defects Top Chord: 2X 4 1800f-1.6E SPr- MSR 1- 2 - -519 1- 4 - +451 2- 4 = -523 shall occur in plate contact area. Bt• Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 - +0 3- 4 - -258 Nebo 2X 4 f3 Spruce-Pine-Fir Where no rigid ceiling is applied directly to the bottom chord. it shall be braced at intervals not exceeding 100-00. 2X4 0 2X4 b b 12 i 64X5 m 46T 5-7-3 5 3X4 4110 ago 11- o- e Ro ® no W PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L 0 A D I N 6 Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime,hot-dipped galvanized steel.Plates 1\` 11////// Scala:3/8sre1 9 shall be applied to both faces of the trueh at each jow,&Where dimensions are not shown,plates shall be placed symmetrically about the pint or as indicated by posrbonng circles(o).Cutbng and fabrication shall be accomplished Top chord 40.0 + 10.0 pef DATE 11/7/90usingequipmentwhichwillproducesnugfittingjoahtsandfullyembeddedplates.This design assumes that the n compression top chord is continuously traced by the roof sheathing.Only permanent structural bracing required P. G. G i of individual truss members is noted on this design.Trusses can be dangerous and can Cause damage and Stu chord 10.0 pef Check by. personal injury it improperly installed and/or braced. Persons erecting trusses are advised to seek professional _ 1, a •> advice n t erection brag which is a wa required to t t and-domrnor Bracing Total Load 60.0 pefregardingtemporaryn9Ysrequpreventtopplingn9• shown on this drawnng is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Drawing IJOANDRECOMMENDATIONS'as published by the Truss Plate Institute forindustry standards in erecting busses.(TPI Duration factor 15.0 X is located at 583 D'Onahio Drive.Suite 200,Madison WI 53719.1608)833-59W). c_ Spacing 24.08 Coco 4/0 1 1vi 11 11\t TRUSS ENGINEERING CORP. LAURENO, SO. WINDSOR COMM. CTR., WO#8750 J-7 LUMBER SPECIFICATIONS (NDS 1986) HDOER FORCES FROM LEFT TO RIGHT No excessive Mane. knots or other defects Top Chord: 2X 4 180Of-1.6E SPF NM 1- 2 - -641 1- 5 - +552 2- 5 - -419 4- 6 -85 shall occur in plate contact area. Stu Chord: 2X 4 1800f-1.6E SPF HM 2- 3 - -211' 5- 6 - +188 3- 5 - +312 Kobe : 2X 4 #3 Spruce-Pine-Fir 3- 4 - +0 3- 6 - -'S58 Where no rigid ceiling is applied directly to the bottom chord. it shall be braced at intervals not exceeding 10'-06. 3 O4X84 2x4 2x4 N b b 0 12 b 4X5 6 m 3X4 4-7-3 1-0-a 3X49-0-8 2-0-0 p-}0 11— 0— 8 R- W p• PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR O jri i/ L O A D I N G Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)pre.hot-dipped galvanized steel.Plates s-1•shall be applied to both faces of the trust at a each joint.Where dimensions are not shown,plates shall be placed Scale:./e synrnetncalty about the joint or as indicated by positioning arcles(o).Cutting and fabrication shall be accomplished v: G /-' Top Chord 40.0 + 10.0 pef DATE ii/7/90usingequipmentwhichwillproducesnugfittingjointsandfullyembeddedplates.The design assumes that the =,: V, vj1 cornpressm top chord is oontrnuousy braced by the roof sheathing.Only permanent structural bracing required _01 ; gts chord l0.0 pef Check by: improperly individual truss members is noted on this design.Trusses can be dangerous and can cause damage and _ j 1 10 personal injury d properly installed and/or braced. Persons erecting trusses are advised to seek professional Total ad 60.0 pefadviceregardingtemporaryerectionbracingwhichisalwaysrequiredWpreveMtoppingand'domrnorng'.Bracing ! W shown on this drawing is NOT ERECTION BRACING.Refer to:-BRACING WOOD TRUSSES:COMMENTARY JJ Drawing No.AND RECOMMENDATIONS-as Duration factor 15 0 SpublishedbytheTrussPlatInstituteforindustrystandardsinerectingtrusses.(TPI 1 is located at 583 D'Onotrio Drive.Suite 200•Madison WI 53719,(6081 833-5900). t..., \\\ Spacing 24.08 o.C. TRUSS ENGINEERING CORP . LAURENO, SO. WINDSOR COMM. CTR ., WO#. 8750 J-6 LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -456 1- 4 - +398 2- 4 - +105 3- 5 - -185 shall occur in plate contact area. Btm Chord: 2X 4 1800f-1.6E SPF NSR 2- 3 - +0 4- 5 - +398 2- 5 - -568 Webs 2X 4 f3 Spruce-Pine-Fir Where no rigid ceiling is applied directly to the bottom chord, it shall be braced at intervals not exceeding 10'-0e. 2 04X83 2X4 12 0 6 4X5 m C u 46f 1X4 0 3X4a-o-• o-o IL 11- 0- 8 0 R- IN R 620 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECT ON CONTRACTOR L 0 A D I N 6 Designer: C.JP Connector plates shall be made from 20 a e Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Platesg Scale:3/8801,shall be applied to both faces of the trust at each IoinL Where dimensions are not shown.plates shall be placed Gsymmetricallyaboutthejointorasindicatedbypositioningcircles(o).Cutting and fabrication shall be accomplished using equipment which will produce snug fitting joints and fully embedded plates.This design assumes that the C. Top Chord 40.0 + 10.0 pef DATE: 11/7/90 compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required of individual truss members is noted on this design.Trusses can be dangerous and can cause damage and Us chord 10.0 pef Check by: personal injury if improperly installed and/or braced.Persons erecting trusses are advised to seek professional Total Load 60.0 pefadviceregardingtemporaryerecbonbracingwhichisalwaysrequiredtopreventtopplingand'dominoing'.Bracing shown on this drawing is N T ERECTION BRACING.Refer to:-BRACING WOOD TRUSSES:COMMENTARY Wowing N0.AND RECOMMENDATIONS'as published bythe Truss Plate Institute for industry standards in erecting busses.(TPI 1: -`•,:\ Duration factor 15.0 x is boated at 583 D'Orofrio Drive.Suit 200.Madison WI 53719.(608)833-5900). i1\\\``\ Spacing 24.00 Q.C. TRUSS ENGINEERING CORP. LAURENO, SO. WINDSOR COMM. CTR., WO#6750 J-5 LUMBER SPECIFICATIONS (NOS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MM 1- 2 - -680 1- 4 - +587 2- 4 - +105 3- 5 -285 shall occur in plate contact area. Bto Chord: 2X 4 1800f-1.6E SPF MSR, 2- 3 - +0 4- 5 - +587 2- 5 - -653 Mobs : 2X 4 I3 Spruce-Pine-Fir Where no rigid ceiling is applied directly to the bottom chord, it shall be braced at intervals not exceeding 10'-C'. 2 4X8 0 2X4 i 12 b4x5 6 b m f T I iX4 6-o-e a-o-o 3X4moo-• e-o-o 2- 0 is- 0- 8 R• ® R• E21 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR NZ L O A D I N G Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime, galvanizedgalvazed steel.Plates shall be applied to both faces of the trust at each joint.Where dimensions are not shown•plates shall be placed j/ Scale:3/8'`i' symmetrically about the joint or as indicated by positioning circles(o)•Cutting and fabncabon shall be acCorrtphshed using equipment which will produce snug fitting join mjointsandfullyembeddedplates.This design assumes that the jC`'; Gi Top chord 40.0 + 10.0 pof DATE 11/i/90 compressi n top chord is continuously braced by the roof sheathing.Only permganentstructuralbracingrequired1: Stu chord 10 0 8f Check bofindividualtrussmembersisnotedonthisdesn. Trusses can be dangerous and can cause damage and 1,. p Y` personal injury If improperly installed and/or braced.Persons erecting trusses are advised to seek professional = Total Wad G0 0 ofadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtope"and"dominorng'.Bracing p shown on this drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARYDrawing No.RECOMMENDATIONS'as published bythe Truss Plate InsMwe for industry standards inerecting trusses.(TPI c+y••. Duration factor 15.0 'x is located at 563 D'Onofrlo Drive.Suite 200,Madison WI 53719.1608)833-5900). Spacing 24.0 o.c. rrriritt TRUSS ENGINEERING CORP . I LAURENO, SO . WINDSOR COMM. CTR., WO#8750 J-4 LUMBER SPECIFICATIONS (NOS 086) NEWS FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -1118 1- 5 +940 2- 5 - +182 3- 7 • -1163 shall occur in plate contact area. Btm Chord: 2X 4 180Of-1-.6E SPF MSR 2- 3 • -1049 5- 6 • +940 2- 6 - +119 4- 7 • -220 This hip truss is designed to support 3'-.5' Nabs : 2X 4 4t Spruce-Pine-Fir 3- 4 • +0 6- 7 - +1049 3- 6 • +43 jacks with no webs from one side and 2'-08 Conc Load I Jt 5 107 span TC/BC split from the other side. ADDITIONAL UNIFORM LOAD: TC: 100 PLF FROM JOINT i TO 2 Where no rigid ceiling is applied directly to the bottom chord. itTC: !i9 PLF FROM JOINT 2 TO 4 BC: 20 PLF FROM JOINT I TO 5 shall be braced at-intervals not BC: 24 PLF FROM JOINT 5 TO 7 exceeding 10'-06. o- a #1 Hip Seth o2 04X84 0 2X4 0 3X4 i 4X51 12 b 6 CU b mt Jul b 3X4 X4 OO a-o-s 4-0-0 4-a-0 3X4e-o-e 4•0-0 o-o" 11- 0- 8IL0 8. 7M PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR TYPE #i Hip Truss L O A D I N G Designer: C,1P Connector plates shall be made from 20 gauge Grade A ASTM(A446.72)prime,hot-dipped galvanized steel.Plates J O i S2e:3/6'•1shallbeappliedtobothfacesofthetrussateachpunt.Where dimensions are not shown.plates shall be placed G^.// symmetrically about the fart or as indicated by positioning aides(o).Cutting and fabrication shall be accomplished V `Top chord 40.0 + 10.0 of DATE: 11/7/90usingequipmentwhichwillproducesnugfittingpintsandfullyembeddedplates.This design assumes that the C/ rid. G p compression top chord is continuously braced by the roof sheathing.Only permanent structural braong required F:r.. 0 pef Check by'of individual truss members is noted On this design. Trusses can be dangerous and can cause damage and = Ste chord 10 personal injury it improperly installed and/or braced. Persons erecting trusses are advised to seek professional 3" advice regarding temporary erection bracing which is always required to prevent toppling and'dommang•.Bracing Total Load 60•0 pef shown on this drawing is NOT ERECTI N BRACING.Rater to:-BRACING WOOD TRUSSES:COMMENTARY Drawing PIO•AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.(TPI Duration factor 15.0 x Is located at 583 D'Onofrio Dnve,Suite 200.Madison WI 53719,I6081 833-5900). l ..•• spacing See above TRUSS ENGINEERING CORP . LAURENO, SO. WINDSOR COMM. CTR., WO#8750 J-3 LUMBER SPECIFICATIONS (NOS 1986) NEWER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 - +0 1- 3 - +0 shall occur in plate cnntart anon 8to Chord: 2X 4 1800f-1.6E SPF NSR Nabs : 2X 4 f3 Spruce-Pine-Fir Except as noted below) 5X5 12 all 6 IT 3— 0— 8 R• W R- M PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L O A D I N G Designer: c,1P Connector plates shall be made from 20 gauge Grade A ASTM(A44&72)prime,hot-dipped galvanized steel.Plates X shall be applied to both faces of the trust at each pint.Where dimensions are not shown•plates shall be placed n// Scale.3/8a!1 symmetrically about the pint or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished using equipment which will produce snug fitting pasts and fully,embedded plates.This design assumes Top chord 40.0 + 10.0 psf DATE ii%I/90thatthe \ •,•G•.%ji compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required 7-V hCorSte d 0 0 8f Check bofindividualtrussmembersisnotedonthisdesign. Trusses can be dangerous and can cause damage and r_, .: p Y: personal injury d inproperty,installed and/or braced. Persons erecting trusses are advised to seek professional advice regarding temporary erection bracing which is always required to prevent toppling and'domnnoing'.Bracing Total Load 60.0 pef shown on this drawing is NOT ERECTION BRACING.Refs to:'BRACING WOOD TRUSSES:COMMENTARY AND RECOMMENDATIONS'as published by the Truss Plate Institute forindustry standards rn erectKV trusses.(TPI J: !,Duration factor 15.0 x Drawing_NO. is located at 583 D•Onofrio Drive,Suite 200.Madison WI 53719,16081 833-5900). Sig 'h1.a` Spacing 24.00 o.c. TRUSS ENGINEERING CORP. LAURENO, SO. WINDSOR COMM. CTR., WO#8750 J-2 LUMBER SPECIFICATIONS ANDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive Mane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSA 1- 2 as +0 i- 3 0 shall occur in plate contact area. 8t Chord: 2X 4 1800f-1.6E SPF NM Kobe : 2X 4 #3 Spruce-Pine-Fir except as noted below) 0 5X5 12 104 TITAP we T 8-3-0 - 8 R- VNOa PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR i L 0 A D I N 6 Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dpped galvanized steel.Plates G O C, /,, 81e:3/8 a-1* shall be applied to both faces of the truss at each Iona.Where dimensions are not shown.plates shall be placed i. v j '••, symmetrically about the joint or as indicated by positioning circles(o).Cutting and fabrication shall be accomplishedI Top chord 40.0 + 10.0 psf DATE ii/7/90 using equipment which will produce snug fitting pints and fully embedded plates.This design assumes that the C compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required @}o chord 10.0 psf Check by:of individual truss members is noted on this design.Trusses can be dangerous and can cause damage and — personal injury H wnproperty installed and/or braced. Persons erecting trusses are advised to seek professional r_ Total Load 60.0 psfadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtoppingand'donunowig'.Bracing r shown n this drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARYLv Duration factor 15.0 X Drawing N0. AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.(TPI is located at SW D'Onotdo Drive.Suite 200,Madison WI 53719.[hoe)893-5900). Spacing 24.06 o.C. TRUSS ENGINEERING CORP. LAURENO, SO. WINDSOR COMM . CTR., WO#8750 J-1 LUMBER SPECIFICATIONS (NOS 1986) maem FORCES FROM LEFT To RisHT No excessive vane, knots or other defects Top Chord: 2X 4 1600f-1.6E SPF NSR 1- 2 0 1- 3 - -0 2- 3 0 -06 shall occur in plate contact area. Bt Chord: 2X 4 180of-i.SE SPF MSR This Hip-lack Truss is designed to carryWebs : 2X 4 f3 Spruce-Pine-Fir corner jacks framing to the truss fromTCConc. load: 200 at 2- 9-15 BC Conc. load: 40 at 2- 9-15 both sides to forma 3'-.5' him corner. O 12 2X4 5X5 b I b b 1X4 3-2--3 4- 3-10 R 18 R• M PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR TYPE: Hip—Jack L O A D I N G De:aigner: C.1P Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)pnme.hot-cipped galvanized steel.Plates rJ1/^ // shall be applied to both faces of the trust at each joint.Where dhmenseons are not shown,plates shall be placed ICG,i Scale..3/Bri 1 syrnmetncaly about the$ant or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished Top Chord 40.0 + 10.0 psf DATE: 11/7/90usingequipmentwhichwillproducesnugfittingjointsandfullyernbeddedplates.This design assumes that the compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required or indrvwual truss member, is noted on this design.Trusses man be da cct. — M chord 10.0 of Check br.sg nc$erous and can cause damage and p personal injury if rnproperty installed and/or braced. Persons erecting trusses are advised to seek professional advice regarding temporary erection bracing which is always required to prevent toppling and-dommoxng'.Bracing e. _ Total Load 60.0 paf shown on this drawing is NOT ERECTI N BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY Drawing NOANDRECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.(TPI Duration factor 15 0 X is located at 583 D'Onofrio Drive,Suite 200,Madison WI 53719.IWO)833-5900). i'+,''r•\ r\\ Spacing See above ITRUSS ENGINEERING CORP . LAURENO, S. WIND. COMM . CTR., WO#8750 T-6 LUMBER SPECIFICATIONS (NDS 1986) 1QGM FORCES FROM LEFT TO RIGHT ' No excessive vans, knots or other defects Top Chord: 2X 4 21OOf-1.8E SPF M3R 1- 2 - -250 1- 6 - +2233 2- 6 - +137 4- 8 - -676 shall occur in plate contact area. Bts Chord: 2X 4 i800f-1.6E SPF MSR 2- 3 - -1752 6= 7 - +2233 2- 7 - -758 5- 8 - +1862 2X6 wedge required at left heel. Webs : 2X 4 #3 Spruce-Pine-Fir 3- 4 - -890 7- 8 - +1567 3- 7 - +501 5- 9 - -1615 e1X4 continuous lateral bracingExceptasnotedbelow) 4- 5 - -890 8- 9 - -0 3- 8 - -1115 attached with two (2) 8d nails W- 7: 2X 4 1800f-1.6E SPF MSR Where no rigid ceiling is applied each member where indicated. ADDITIONAL UNIFORM LOAD: BC: 20 PLF FROM JOINT 8 TO 9 directly to the bottom chord. it shall be braced at intervals not exceeding 100-00. 0 4X7 3X5(SpI) 0 0 3X5(Sp 1) 3X4 Y O f11 3X4 5X8 E iz m 6 bfi 3X4 7Xl0 IM 6O O O 2X4 7-o-ss o-8M4 o" ( S 1" ego 0 o• 7-o-u do- 27_ 9_ I.." a.W" PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR 1 L O A D I N G Designer: CJP r Connector plates"if be made from 20 gauge Grade A ASTM(A446-72)prime,hot-dipped gatvanrzed steel.Plates Scale: 1/8a-1 r shall be applied to both faces of the truss at each joint.Where dimensions are not shown.plates shall be placed symmetrically about the join or as indicated by pose KmV circles(o).Cutting and fabncatwn shad be accomplished j.J Top chord 40.0 + 10.0 p8f I DATE: 11/13/90 f using equipment which will produce snug fitting joints and fully embedded plates.This design assumes that the _Co. compression top chord is continuously braced by the roof sheathing.Ony permanent structural bracing required 1_ Bt chord 10.0 psf Check by: of individual truss members is noted on this design. Trusses can be dangerous and can cause damage and personal injury if inproperty,installed and/or braced. Persons erecting trusses are advised to seek professional Total Load 60.0 p8fedvweregardingtemporaryerectionbracingwhichisakvaysrequiredtopreventtoppingeand'dom eirg'.Bracing shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY ( i ' Duration factor 15.0 rX Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.(TPI r ' •• `.. \\\ Is located at 583 D'Onohio Drfvs.Suite 200.Madison WI 53719.16081 833-5900). viC!';t!- \\\ t Spacing 24.0 o.c. w TRUSS ENGINEERING CORP. LAURENO,WO#8750 RT-6 A LUMBER SPECIFICATIONS (NDS 1986) cM-M6ER FORCES FROM LEFT TO RI6HT Ni excessive wane, knots or other defects t Top Chord: 2X 4 2100f-1.8E SPF MSR 1- 2 - -2536 1- 6 - +2216 2- 6 - +136 4- 8 - -671 shall occur in plate contact area. Btm Chord: 2X 4 1800f-i.6E SPF MSR 2- 3 - -040 6- 7 - +2216 2- 7 - -752 5- 8 - +1849 2X6 wedge required at left heel. Webs : 2X 4 f3 Spruce-Pine-Fir 3- 4 - -884 7- 8 - +1556 3- 7 - +497 5- 9 - -i604 Except as noted below) 4- 5 - -884 8- 9 - -0 3- 8 - -1107 iW- 7. 2X 4 1800f-1.6E SPF MSR wiX4 'T' brace stiffener flatADDITIONALUNIFORMLOAD: ener nailed at to ifiara no rigid ceiling !s appliedK. 20 FLF FROM JOINT 8 TO 9 edge of web with 8d nails spaced 8' c.c. where indicated by (w) . Scab must extend directly to the bottom chord. it at least 90% of web length.shall be braced at intervals not exceeding !0'-08. 5O 4X7 1 i O 2X4 O 3X5(Sp 1) 3X4 0 0 1 O t 3X4 5X8 E 12 m 60: b 3X4 7XS0 0 164 O O 2X4 3X5(Sri) g7-0-P 0-5 11141111 - — a 0-P a-so- O 5 a-io-6 7_ 7_ PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR girl/// L O A D I N G Designer: CJP Connector plates shall be made from 20gauge Grade A ASTM(A446-72)prime,not-dipped galvanized steel.Platen Scale.\\\\\\ C`/// 1/8a-1•joint.Where dimensions are not shown,plates shall be placedshallbeappliedtobothfacesofthetrussateach y,` // synrr etncally about the joint or as indicated by positioning cs (o).Cuttirg and tabncabon shall be accomphahed 1 .G.•'.. i lusing equipment which will produce snug MN joints and fully ernbedded plates.This design assumes that ins O •.G i Top Chord 40.0 + 10.0 psf DATE. 11/13/90 compression top chord la continuously braced by the root sheaf t structural bras r G sheathing.Only permanen bracing squired v3 D•. j of individual truss members is noted on thus design.Trusses can be dangerous and can cause damage and r' 8tm chord 10.0 p8f Check by: Personal injury of-Property installed and/or braced.Persons erecting trusses are advised to seek professional advice regarding temporary erecton bracing which is always required to prevent toppling and-dominoing'.Bracing Total Load 60.0 psftshownonthisdrawingisNOTERECTIONBRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY i v MI1D RECOMMENDATIONS'as published by the Tniaa Plate Institute for s+dustrystandards in mecwig trusses,(TPI j !. "t -;. ` Duration factor 0.0 X Drawing No. is located at 583 D'Onofrio Drive.Suite 200,Madison WI W719.(6W)f333-5900). v •ram\\\ Spacing 24.0' o.c.A . TRUSS ENGINctRING CORP. LAURCNO,WO#8750 RT-6 B LUMBER SPECIFICATIONS (NOS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 • -2104 1- 6 - +1831 2- 6 • +116 4- 8 - +795 shall occur in plate contact area. Btm Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 -1439 6- 7 • +031 2- 7 • -622 4- 9 • -1226 2X4 wedge required at left heel. Webs 2X 4 i3 Spruce-Pine-Fir 3- 4 -716 7- 8 • +1287 3- 7 • +418 5- 9 - -278 4- 5 • -0 6- 9 - +640 3- 8 • -939 wiX4 'T' brace stiffener nailed flat to edge of web with 8d nails spaced 8' o.c. Where no rigid ceiling is applied where indicated by (w) . Scab must extend directly to the bottom chord. it at least 90% of web length.shall be braced at intervals not exceeding W-0'. 5 2X4 I 4 I 4X5 0 3X4(Sp 1) 3X4 0 0 L 3x4 L o 4X6 2 mI 6 i bfi3X4 3X5 1X4 O O03X5(Sp 1) 6-0-2 5-10-5 5-10-5 0-5 3X5 I5-0-2 5-0-5 5-10-5 540-5 R• i350 R• laHO PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L O A D I N G Designer: CJP NN!I OF .NFCConnectorplatesshallbemadefrom20gaugeGradeAASTM(A446-72)prime.hot-dipped galvanized steel.Plates .`ci.•• Scale:3/16'•1' shall be applied to both faces of the truss at each joint.Where dimensions are not shown.plates shall be placed •' O':-" i symmetrically about the joint or as indicated by pos=bnngo circles(o).Cutting and fabrication shall be accomplished G:G Top Chord 40.0 + 10.0 p8f DATE: 11/13/90 using equipment which will produce snug fftting joints and fully embedded plates.This design assumes that the Icompressiontopchordiscontinuouslybracedbytheroofsheathing_only permanent structural bracing required Bto chord 10.0 psf Check by: of individual truss members is rioted on this design. Trusses can be dangerous and can cause damage and personal injury It improperly installed and/or braced. Persons erecting trusses are advised to seek professional r• advice regarding temporary erection bracing which is always regtmed to prevent toppling and-domuwmg'.Bracing Y •. Total Load 60.0 psf shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY " Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate Insmule forindustry standards inerecting trusses.(TPI j C m •.....• ti`Duration factor 15.0 x is located at 583 Donofrio Drive,Suffe 200.Madison WI 53719.[ON)8935900). j;;•.}l\ti`• Spacing 24.0a 0.C. TRUSS ENGINEERING CORP. LAURENOr WO#8750 RT-6 C LUMBER SPECIFICATIONS (NOS 1986) NEWER FORCES FROM LEFT TO RISK No *excessive wane, knots or ether defects Top Chord: 2X 4 2100f-i.BE SPF MSR 1- 2 - -1733 1- 5 - +1516 2- 5 - +141 3- 7 - -1153 shall occur in plate contact area. Btm Chord: 2X 4 i800f-i.6E SPF MSR 2- 3 - -873 5- 6 - +1516 2- 6 - -837 4- 7 - -343 2X4 wedge required at left heel. Webs 2X 4 •3 Spruce-Pine-Fir 3- 4 - -0 6- 7 - +780 3- 6 - +539 iX4 'T' brace stiffener nailed flat to edge of web with 8d nails spaced Be o.c. where indicated by (*) . Scab oust extend Where no rigid ceiling is applied at least 90% of web length.directly to the bottom chord. it shall be braced at intervals not exceeding W-08. 0 2X4 0 3X5 3X4(Spl) 0 3X4 I f i 4X6 m 3X4 iX4 O 3X5(Sp 1) 7-3--9 auks 7 1-12 7- 3X57-9-! 7-1-12 7-1-l2 a.08 21- 7- 0 R iZ60 R l260 PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L 0 A D I N 6 Designer: CJP Connector plates shall be reads from 20 gauge Grade A ASTM(A446.72)prime.hot-dipped galvanized steel.Plates O..... i///, Scale:3/16 a-1" shall be applied to both faces of the truss at each pint.Where dimensions are not shown,plates shall be placed Nul c^^./symmetrically about the joint or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished f.: Top Chord 40.0 + 0.0 psf DATE: i i/13/90usingequipmentwhichwillproducesnugfittingpuntsandfulyembeddedplates.This design assumes that the compression top chord is continuously braced by the roof sheathwrg.Orgy permanent structural brad required t individualtruss members 1s noted on this design.Trusses can be dangerous and can caused ma and 1 = Bto chord 10.0 psf Check by: Personal injury If improperly installed and/or traced. Persons erecting trusses are advised to seek professional 1 Total Load 60.0 psfadviceregardingtemporaryerectionbracingwhich-always required o prevent toppkng and'dominovng'.Bracing 1,. shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 X Drawing No. 1 ' -•'AND RECOMMENDATIONS'as published by flits Truss Plate kntltule for industry standards inerecting misses.(TPI r"X,\is located at 583 D'Onofrio Drive,Suft 200.Madison WI 53719.(608)833-5900).I t \\Spacing 24.0' O.C. I1,. TRUSS ENGINEERING CORP. LAUREN0,WO#8750 RT-6 0 LUMBER SPECIFICATIONS (NDS 1986) NEWER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -1489 1- 5 - +1299 2- 5 - -524 4- 6 - -309 shall occur in plate contact area. Btm Chord: 2X 4 1800f-i.6E SPF MSR 2- 3 - -1058 5- 6 - +671 3- 5 - +639 2X I wedge required at left heel. Webs 2X 4 i3 Spruce-Pine-Fir 3- 4 - +0 3- 6 - -997 eiX4 continuous lateral bracing attached with two (2) 8d nails each member where indicated. Where no rigid ceiling is applied directly to the bottom chord. it shall be braced at intervals not exceeding 10'-0'. G) 2X4 3 3X4(Spl) 3X4 o O o 2X4 4X6 12 6 ml I 3X4 0 3X5(Spl) 6-7-O 3X4 a.o• e-so- 19- 7- 0 a R• ISO R a 114 I PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L, 0 A D I N G Designer: CJP Connector plates shalt be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates C0N// 3/16'-1'Scale. shall be applied to both faces of the truss at each point.Where dimensions are not shown.plates shall be placed I C// symmetrically about the point or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished R C''•.•/ Top chord 40.0 + 10.0 psf DATE: 11/13/90 using equipment which will produce snug fltUng points and full embedded designyplates.This n assumes that the fit`- Ci••iCompressiontopchordiscontinuousy,braced by the roof sheathing Only permanent structural bracing required C/,-: r;+ Bto chord 10.0 psf Check by:of individual tress members is noted on this design.Trusses can be dangerous and can cause damage and personal Injury if improperly installed and/or braced. Persons erecting trusses are advised to seek professional Total Load 60.0 psfadviceregardingtemporaryerectionbracingwhich4salwaysrequiredtoprevtittopplingand'dominoing'.Bracing shown on this drawing is NOT ERECTION BRACING.Refer to:-BRACING WOOD TRUSSES;COMMENTARY Drawing No.AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.(1 PI r . i Duration factor 15.0 X Is located at 583 D'Onotmo Drive.Suite 200.Madison WI 53719.1608)833.5900). Spacing 24.0• o.c. TRUSS ENGINEERING CORP . LAURENO,WO#6750 RT-6 E LUMBER SPECIFICATIONS (NDS i9B6) MrEER FGRZM FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 i800f-S.6E SPF MSR 1- 2 - -1320 1- 5 - +1148 2- 5 - -462 4- 6 - -276 shall occur in plate contact area. 8t Chord: 2X 4 1800f-i.6E SPF MSR 2- 3 - -937 5- 6 - +595 3- 5 - +567 20 wedge required at left heel. Webs 2X 4 f3 Spruce-Pine-Fir 3- 4 - -0 3- 6 - -889 SX4 continuous lateral bracing attached with two (2) 8d nails each member where indicated. Where no rigid ceiling is applied directly to the bottom chord, it shall be braced at intervals not exceeding 100-00. 0 2X4 O 3X4(Sp 1) 3X4 o t,2 Ir 2X4 V Ch 12 6 m b I 3X4 0 3X5(SF1) 1-9 5-9-2 5-9--12 3X4d-i0-7 a•9-a 3-0 17- 7- 0 0 R- I= R 10W PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR k% iiilII/////// L O A D I N G Designer: CJP Corrector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates i i,/,// 7C81e. 1/4 s-i• shah be applied to both faces of the truss at each joint.Where dimensions are not shown,plates shall be placed symmetrically about the pint or as indicated by posrtwnng circles(o).Cuthrig and fabrication shall be accomplished n`.'n/% Top chord 40.0 + 10.0 psf DATE 11/13/90 using equipment which will produce snug fitting ports and fully embedded plates.This design assumes that the L•'.i compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required 8tm chord 10.0 psf Check by:of individual truss members is noted on this design. Trusses can be dangerous and can cause damage and personal injury h wriproperly installed andior braced.Persons erecting trusses are advised to seek professional advice regarding temporary erection tracing which is always required to prevent topping and•domnorng'.Bracing Total Load 60.0 psf shown on this drawing is NOT ERECTION BRACING.Rotor to:'BRACING WOOO TRUSSES:COMMENTARY 1 Duration factor 15.0 x Drawing N0. AND RECOMMENDATIONS'as published bythe Truss Plate InstituteInstitute for industry standards n erecting trusses.(rPI i ti v,. r Iislocatedat583O'Ono Drive.Su 200.Madison WI 53719.[808)833-59oo). SSA•~...' ,\ Spacing 24.00 o.c. IIIJI I 1 TRUSS ENGINEERING CORP . LAURENO,WO#8750 RT-6 F LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane. knots or other defects Top Chord: 2X 4 2100f-1.8E SPF MSR 1- 2 - -924 1- 4 - +810 2- 4 - +150 3- 5 - -371 shall occur In plate contact area. Bte Chord: 2X 4 1800f-1.15t SPF MSR 2- 3 - -0 4- 5 - +810 2- 5 - -929 Webs 2X 4 f3 Spruce-Pine-fir 1X4 continuous lateral bracing attached with two (2) Bd nails each member where indicated. mere no rigid ceiling is applied directly to the bottom chord. it shall be braced at intervals not exceeding 10'-0'. 0 2X4 3X5(Sp 1) 0 3X4 o c 4X5 6 m I j I IX4 0 7-l0-7 7-s"t 3X4 2-3-0 1-SP- 15- 7- 0 7-0-9 O R a NO R a R00 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR LOADING Designer: CJP Corrector plat s shall be made from 20 a shall be applied to both faces of the truss at a joint.Where dimensions a not shown9paes shall be placed SC81e: i/4a-1' symmetncally about the pint or as indicated by posrtiorwng circles(o).Cutting and fabrication shall be accomplished r;•C/ Top Chord 40.0 + !0.0 p8f DATE: 11/13/90usingequipmentwhichwillproducesnugfittingfontsandtinyembeddedplates.This design assumes that the Q. .' icompressiontopchordiscontinuouslybracedbytheroofsheathing.Only permanent structural bracing required i' of md,dual truss members is noted on this Trusses can be dangerous and can cause damage co Btm chord 10.0 p8f Check by:design.nge ge and 1: — Personal injury H tmproperty installed andior braced.Persons erecting trusses are a&.vwd to seek professional Total Load 60.0 p8fadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtopplingand'donnnoing".Bracing shownon this drawing is N T ERECTI N BRACING.Rater to:-BRACING WOOD TRUSSES:COMMENTARY i= Drawing No.AND RECOMMENDATIONS'as published bythe Truss Plate Institute for industry standards in erecting trusses.(TPI J'; Duration factor 15.0 n x L is Ioted at W3 D•Onoldo Drive.Suite 200•Madison WI 53719, 833-5900). Spacing 24.0 D.C.Et ty . !` a1 TRUSG ENGINEERING CORP . LAURENO,W0#8750 RT-6 G r LUMBER SPECIFICATIONS (NDS' I986) KEWEh r-ORCU FROM LEFT TO RIGHT Nz excessive wane, knote or other defecty Top Chord: 2X 4 1600f-1.6` SPF MSR 1- 2 - -791 1- 4 - +694 2- 4 - +130 3- 5 321 shall occur in plate contact area Btm whord: 2X 4 1800f-1.6E SPF KM 2- 3 - -0 4- 5 - +691 2- 5 - -796 Webs 2X"4 #3 Spruce-Pine-Fir t i 1 2X4 I 1 3X5(Sp I) 2 I3X4 a 12 0 6 4X5 ml f u I oIT 1X4 1 6-i0-7 6-b-9 i 0-7 6-a-9 aX4 2- 0 13- 7- 0 1 R• 7W R- 7W PLATE: Dual_Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR ti L 0 A D I N G Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446 72)prime.hot dipped galvanized steel Plates Ot Scale:3/8' shall be applied to both faces of the truss at each pint.Where dirttensans are not shown.plates shall be placedysymmetricallyaboutthejointorasindicatedbypositioningcircles(o) Cutting and fabrication shall be accomplished 4:. Top chord 40.0 + 10.0 psf DATE 11/13/90 f produce snug fitting and fully embeddedusingequipmentwhichwillrigjointsy plates.This design assumes that the i• compression top chord is continuously traced by the roof sheathing Only permanent structural bracing required Bum chord 10.0 psf Check by: of individual truss members is noted on this design. Trusses can be dangerous and can cause damage and i personal injury If improperly installed and/or braced. Persons erecting trusses are advised to seek professional Total Load 60.0 psf l advice regarding temporary erection bracing which is always required to prevent toppling and'dominoing'.Bracingl shown on this draw%ng is NOT ERECTION BRACING.Refer t :-BRACING WOOD TRUSSES:COMMENTARY Drawing No. AND RECOMMENDATIONS'as published by the Tess Plate Institutewforrustry standards in erecting busses.(rPl jC/ Duration factor 15.0 x I is located at 583 D'Onofrio Drive.Suns 200.Madison WI 53719.(808)133-5900). Sul Spacing 24.00 O.C.L TRUSS ENGINEERING CORP. LAURENO,WO#8750 RT-6 H LUMBER SPECIFICATIONS (NDS 1986) MENEER FORCES FROM LEFT TO RIGHT No excessive wane. knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 • -M 1- 4 • +573 2- 4 • +110 3- 5 • -271 shall occur in plate contact area. Bt Chord: 2X 4 1800f-1.6E SPF NSR 2- 3 • +0 4- 5 • +573 2- 5 • -664 Webs 2X 4 t3 Spruce-Pine-Fir 2X4 3X4 0 0 12 40 6 C01 b iX4 0 o-io-7 3X4 z-e-o 11- 7— 0 Rm m Rm m PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO EREC ON CONTRACTOR b. .G'!'..:''%, L 0 A D I N G Designer: C,JP Connector plates span be made from 20 gauge Grade A AS71fA(A446-72)canine,hnot-dipped galvanized steel.Plates r' 1t'i Scale:3/8 a•l• matt be applied to both faces of the truss at each joint.Where dimensions are not shown.plates shall be placed ayrnmetncally about the joint or as indicated by positioning arcles co.Cuttng and fabrication shall be accomplished t o: Top chord 40.0 + 10.0 psf DATE 11/13/90 using equipment whrdn will produce snug fitting ports and fully embedded plates.This design assumes that the d compr scan top chord is continuously braced by the root sheathing.Only permanent structural bracing required Bt chord 10.0 psf Check by: of individual truss members is noted on this design.Trusses can be dangerous and can cause damage and personal injury d enproperly Installed and/or braced.Persons erecting trusses are advoed to seek professional Total Load 60.0 peltadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtopplingand'donwrwmg'.Bracing shown on this drawwng is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 % Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in eiselm tnmtmw.(TPI in located of 583 D•ona io Drive,Suite zoo.Madison M 53719.[ON)83V49oo). AL 11f 0%Spacing 24.00 o.c. TRUSS ENGINEERING CORP. LAURENO,WO#8750 RT-6 I LUMBER SPECIFICATIONS (NDS 19B6) LAMER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 - -439 1- 4 +380 2- 4 -443 shall occur in elate contact area. Sto Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 - +0 3- 4 - -221 Nabs 2X 4 f3 Spruce-Pine-Fir 0 2X4 2X4 O O f 12 Ili 4X5 6 col TO 4-10-7 3X4 0 9- 7- 0 G) R- 54 R 510 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTJJN CONTRACTOR L O A D I N G Designer: ChJP Connector plates shall be made from 20 gauge Grade A ASTM A446-72)prime,hot galvanized steel.Plates i shall be applied to both faces of the truss at each pint.Where dimensions are not shown,plates shall be placed Cale:3/9a-1 symmetrically about the pint or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished using equipment which will produce snug fitting joints and fully embedded plates.This design assumes that the Top Chord 40.0 + 10.0 psf OATS ii/i3/90 compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required t+tt = Btm chord 10.0 sf Check br.of individual tress members is noted on this design.Trusses can be dangerous and can cause damage and p personal Injury M anproperiy installed and/or braced.Persons erecting trusses are adv+sed to seek professional advice regarding temporary erection braang which is always required to prevent toppling and-dominang-.Bracing Total Load 60.0 psf Now. on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY j Duration factor 15.0 X Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate InInstitute for industry standards in erecting trusses.(TPI is bcated at SM D'Onokio Drive.Suke 200,Madraon WI 53719.16061 633-5900). L Ey.;1;;. Spacing 24.0a o.c. TRUSS ENGINEERING CORP . LAURENO,WO#8750 RT-6 J LUMBER SPECIFICATIONS (NDS 086) NESER FORCES FROM LEFT To RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 - -330 1- 4 +283 2- 4 - -334 shall occur in nIntw contact wn-- Btu Chord: 2X 4 1800f-1.6E SPF NSR 2- 3 - +0 3- 4 - -171 r Webs 2X 4 i3 Spruce-Pine-Fir 0 2X4 0 2X4 0 0 r fir 12 r 4X5 6 m f X4 o- s-e-! 0 z-3-0 10 7— 7— 0 ca R- 40 R• Qo PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L 0 A D I N G Designer: CJP Connector plates shelf be made from 20 gauge Grade A ASTM(A446.72)prime.hot-dipped galvanized steel.Plates cJ`••. _ i i SC 81e: 1/2 s-1•shall be applied to both faces of the truss at each p rnint.Where diensons are not shown,plates shall be placed G' J syrnmetncaly about the joint or as indicated by posibonrg circles(o).Cutting and fabrication shall be accomplished Top Chord 40.0 + 10.0 p8f DATE 11/13/90usingequipmentwhichwillproducesnugfittingjointsandfullyembeddedplates.This design assumes that the compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required — of indrvmdual truss members is n Bts chord 10.0 psf Check by:oted on this design.Trusses can be dangerous and can cause damage and _ personal injury If improperly,installed andior braced.Persons erecting trusses are advised to seek professional adw regardn temporarygtempry erection bracing which is always required t prevent toppling and'dominoing'.Bracing .,ems• Total Load 60.0 p8fos shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Drawing No.AND RECOMMENDATIONS'as published by the Tens Plate Institute for industry staridards in erecting truss".(TPt i Duration factor 15.0 X Is located at 5W D'Onomo Drive,Suite 200,Madison WI 53719.(t308)833-5900). Spacing 24.00 0.C. t TRUSS ENGINEERING CORP . LAURENO,WO#8750 RT-6 K LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 0 1- 3 • +0 shall occur in plate contact area. 8t Chord: 2X 4 1800f-1.6E SPF MSR Webs : 2X 4 f3 Spruce-Pine-Fir Except as noted below) 12 0 6 o I Oi I 5X5 Ch m IL I 2-3-0 5— 7— 0 R• 800 R• !00 PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECT N CONTRACTOR L 0 A D I N G Designer: CJP Corrector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates I Scale: 1/G -1 shall be applied to both faces of the truss at each pint.Where dimensions are not shown,plates shall be placed ymme",caly about the pent or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished A- f.o Top chord 40.0 + 10.0 p8f DATE 11/13/90 usrq equipment which win produce Snug fitting pints and fully embedded plates.This design assumes that the compression top chord Is continuously braced by the roof sheatMng.Only permanent struclural bracing required Bt chord 10.0 psf Check by:of individual truss members is noted on this design.Trusses con be dangerous and can cause damage and personal injury if improperty installed and/or braced.Persons erecting trusses are advised to seek professional r Total Load 60.0 psfadviceregardingtemporaryerectionbracirqwhichisalwaysrequiredtopreventtopplsigand•dominorng•.Bracing shown on this drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY 1 Duration factor i5.0 tic I Drawing No.AND RECOMMENDATIONS'as published by the Truss Plate Ina t Ae for industry standards in ereclsp trusses.(TPI Iislocatedat583D•Onotrio Drtw,Suite 200,Madison WI W719.(80N)833-5900). ra`rat. Ex' ` HW*'* Spacing 24.0 D.C. i TRUSS ENGINEERING CORP. LAURENO,WO#8750 RT-6 L LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E S'PF MSR 1— 2 0 1— 3 0 shall occur in plate contact area. Btu Chord: 2X 4 1800f-1.6E SPF MM Webs : 2X 4 •3 Spruce—Pine—Fir Except as noted below) 12 0 5X5 6 o r C6 1o b{ I ion3- 7- 0 A CM a• i80 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO_FRECTION CONTRACTOR LOADING Designer. CJP Connector plates shan be roads from 20 gauge Grade A ASTM(A446-72)prime.hot gahrantzed steel.Plates t/J Scale: 1/2a-1 9 shall be applied to both Isom of the truss at each port.Where dimensions are not shown.plates shall be placed symmetrically about the tint or as indicated by positioning circles(0).Cutting and fabrication shall be accomplished C: Top Chard 40.0 + 10.0 p8f DATE 11/13/90 using equipment which win produce snug fitting prrts and fully embedded plates.This design assumes that the compression top chord is contrnuousty braced by the roof sheathing.Only permanent structural bracing required Stu Chord 10.0 psi Check by:f individual truss rnernbers is noted on this design.Trusses can be dangerous and can cause damage and personal N irip;op«ty Untalled andior braced. Persons erecting tenses are ad`ised to seek professional Total Load 60.0 p8fadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtoppMigand'dornir"ng'.Bracing slow on this drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:CIOOMMENTARYiDurationfactor15.0 x Drawing No.n AND RECOMMENDATNS'as published by the Truss Plate 4utkut for industry standards in erecting fgtrusses. Is located at 583 D'Onofrio Drive.SuNe 200.Madison Wt 53719.ION)893-5900). i' L •`` s tltlltttii t Spacing 24.0 o.c. TRUSS ENGINEERING CORP. LAURENO,WO#8750 RT-6M LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 = +0 1- 3 = +0 shall occur in plate contact area. Bt Chord: 2X 4 1800f-1.6E SPF MSR Webs : 2X 4 #3 Spruce-Pine-Fir Except as noted below) 0 5X5 12 J T z-s-o I 1- 7- 0 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO E9EQT.jQN CONTRACTOR Co L 0 A D I N G Designer: CJP Connector Plates shall be made from 20 r 'd gauge Grade A AST11A(A446-72 pane.hot dipped galvanized steel.Plates J Scale: 1/2'=i' shall be applied It both laces of the fuss at each pint.Where dimensions are not shown.plates shall be placed syrrrnetncally about the pant or as indicated by Positioning circles(o).Cutting and fabrication shall be a000rnplaomd Top Chord 40.0 + 10.0 psf DATE 11/13/90usingequipmentwhichwillproducesnugfittingjointsandfullyembeddedplates.This design assumes that the 7C; compression top chord is con nuously braced by the root sheathing.Only perffmvm t structural bracing required Btu Chord 10.0 psf Check by:of individual truss noniti rs is noted on this design. Trusses can be dangerous and a mncausedaage and Personal injury a knPMPerty installed andiOr braced Persons erectrV trusses are adwsed to seek professional 4 Total Load 60.0 psftadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtoprsysrntopplingand'dorninong'.Bracing S. ;• flown on this drawrg is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 X Drawing No.AND RECOMMENDATIONS'as pubilshed by the Tens Plate knome'for industry standards in ereetrg busses.(TPI is located at 583 D'OnoUa Drive.Suite 200.Madison WI 53719.160131833-5900). J4L Spacing 24.0 o.c. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., WO#8750 T-7 A LUMBER SPECIFICATIONS (NOS 1986) MEMBER FORCES FROM LEFT TO RISK No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 IS -1030 7- 8 - +0 1- 7 -1752 4- 9 is -618 shall occur in plate contact area. Btu Chord: 2X 4 i800f-1.6E SPF MM 2- 3 n -1030 8- 9 - +1429 1- 8 +1751 4-10 - +140 5 rows, equally spaced. 2X4 continuous Webs : 2X 4 #3 Spruce-Pine-Fir 3- 4 W -1600 9-10 +1820 2- 6 -685 5-10 - +37 lateral bracing required. Attach to the ADDITIONAL UNIFORM LOAD: 4- 5 • -2094 10-11 +1847 3- 8 -61 5-11 - -2378 top side of flat top chord as shown. BCr 20 PLF FROM JOINT 7 TO 8 5- 6 - -0 3- 9 +629 6-11 - -233 Fasten each brace with (2) 10d nails. iX4 continuous lateral bracing attached with two (2) 8d nails each member where indicated. Top chord must be laterally braced Where no rigid ceiling is applied with properly connected purlins spaced directly to the bottom chord. it at a maximus of'S'Z.'o.c. shall be braced at intervals not exceeding 10'-0'. 0 3 6X6 0 4X8 2X4 3X4 3X5(Sp1) E 12 Q6 3X6 2X4 C6 6X10 3X4 3X4 0 o i0 3X5(Spl) 2X4 7-0-0 7-0-0 O 5-4-0 6-0-0 4"8-0 3X67-0-0 7-o-o s-o-o o-o 30- 0- 0 i1 R ! R le07 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR 11 L O A D I N G Designer: CJ, Connector plates she be made from 20 gauge Grade A ASTM(A446-72)prime.hot•drppa galvanized steel Plates O •N C',, Scale.3/16 -i shall be applied to both faces of the truss at each fit-Where dimensions are not shown.plates shall be placed symmetrically about the joint or as indicated by posrborwng arcles(o).Cutting and fabrication shall be acoomphshed G' Top Chord 40.0 + 10.0 psf DATE 11/14/90 using equipment which will produce snug fitting pants and fully embedded plates.This design assumes that the COD: AI11:oormp..eson top chord is oornmuously braced by the roof sheathing.only permanent structural bracing required Btu Chord 10.0 p8f Check by:of individual truss members is noted on this design. Trusses can be dangerous and can cause damage and personal injury M improperly instalied and/or braced. Persons erecting trusses are adwsed to seek professorial r._'j Total Load 60.0 p8fadvoeregardingtemporaryerectionbnmwVwhichaalwaysrequiredtopreventtopp"and'dommorng'.Bnaang L shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 X Drawing No.AND RECOMMENDATIONS'as pubbehed by the Truss Plate Ins#Me for industry standards in erecting trusses.(TPI i Is located at 583 D•Onofrio Drrve.Suft 200.Madison M W719,(hoe)933-5900). Spacing 24.08 o.c. i TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., WO#6750 T-7 B LUMBER SPECIFICATIONS (NDS 1986) MEWS F0FM FROM LE-7 To RIGHT No excessive wane. knots or other defects Top Chord: 2X 4 2100f-1.8E SPF RM 1- 2 - -W3 6- 7 - +0 1- 6 • -1578 3- 8 - +334 shall occur in plate contact area. eta Chord: 2X 4 180Wf-1.6E SPF KSR 2- 3 - -M 7- 8 - +1222 1- 7 • +1536 4- 8 - -307 rows. qually spaced. 2X4 continuous Nabs : 2X 4 i3 Spruce-Pine-Fir 3- 4 - -1367 8- 9 - +1459 2- 7 • -685 4- 9 - 376 lateral bracing required. Attach to the Except as noted below) 4- 5 - -1631 9-10 • +0 3- 7 • -527 5- 9 - +1547 top side of flat top chord as shorn. T- 1: 2X 4 1600f-i.6E SPF XSR 5-10 - -1578 Fasten each brace with (2) 10d nails. 1X4 continuous lateral bracing attached with two 0 6d nails each member where indicated. Top-chard must be laterally braced there no rigid ceiling is applied with properly connected purlins spaced directly to the bottom chord. it at a maximum of 3Z'o.c. shall be braced at intervals not exceeding 10 -0e. 1 O 3 5X6 2 X8 2X4 0 3X4 Oy eb 12 4X7 Q6 CL b 5XS0 3X4 3X7 0 0 0 2X4 3X5(Sp 1) 2X4 t-o-o 7-o-o 7-0-0 7--0-0 i0 O 7-0-001"7-o-0 28- 0- 0 7-0-0 7-0-0 cal R IM R• i6ta PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L 0 A D I N 6 Designer: CJP0% Connector shall be made en 20 gauge Grads A ASTM(A446.72)prime.hot-doped galvanized steel.Plates C/i/ Scale:3/16e•1Connector shall be applied to both faces of the truss at each po tt.Where drntermons are not shown,plates shah be placed ayrrrnstneally about the tome or as etdit:at.d by pcertioriintg emcee(o).Cutwtg and tabneation shall b.aoeompkshed Top chord 40.0 + 10.0 pef DATE: 11/14/90 using equornent which will prod"wing erg tom and fully embedded plates.This design assumes that the compression top chord is eornirm,ousiy braced by fhe root sheathing.only penman«,,structural braceng requared 8t11 Chord 10.0 psf Check by:of irtdntdual truss members is noted on this design.Trusses can be dangerous and can Muse damage and personel iryury H ntpiopenly intatabed and,or braced.Persons mectr+g muses are advised to seek professional o Total Load 60.0 psfadviceregar'dmg temporary erection oracirg which is always regweo to Prevent topping and•dornereeng'.Bracing shown on this dewing is NOT ERECTION BRACING.Re110r to:-BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 x Drawing No. AND RECOMMENOATIONS•aspublished bythe Trues Plate InaNute forindustry standards inerects trusses.(TPI eeislocatedats D•Ortclrlo Drive.Suer 200.Madison WI 53719.(clot!)833-5900). NAL \`` Spacing 24.0 a O.C. i TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., W0#6750 T-7 C LUMBER SPECIFICATIONS (NOS 1986) NEWER FOMM RRON LErT TO SIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6e SPF KM 1- 2 - -816 6- 7 - +0 1- 6 - -1458 3- 8 - +175 shall occur in plate contact area. Sts'Nord: 2X 4 1800f-LSE SPF KSR 2- 3 - -816 7- 8'- +1043 1- 7 - +1388 4- 8 - -62 rows, equally spaced. 2X4 continuous Webs 2X 4 #3 Spruce-Pine-Fir 3- 4 - -1168 6- 9 - +1087 2- 7 - --M 4- 9 - -She lateral bracing required. Attach to the 4- 5 - -215 9-10 - +0 3- 7 - -377 5- 9 - +1261 top side of flat top chord as shown. 5-10 - -1468 Fasten each brace with M 10d nails. 1X4 continuous lateral bracing attached with two (Z 8d nails each member where indicated. Top chord must be laterally braced Where no ripid ceiling is appiiso with properly connected purlins spaced directly to the bottom chord. it at a Maximus of S Z'o.e. shall be braced at intervals not exceeding 10'-08. O 3 5X6 0 4X8 2X4 06 3X4 4 4X6 ore fb 55X9 3X4 3X5 O O 2X4 3X5(Sp 1) 2X4 7-a-o 7-0-0 9-0-0 a-o- 0 7-0-0 7-0-0 26- 0- 0 a-o-o 1-0-0 R- lTdf R a I= PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L 0 A D I N 6 j Designer: CJP Connector pates shay be made horn 20 Y / 3/16•-1•gauge Grads A ASTM(A44tr72)Prime.hot ipped galvanized ttteel.Plates n // Scale. shall be applied to both faces of the truss at each font.Where dimensons are not shown.Plates shall be placed Symmetrically about the p cat or as indicated by PosrWning circles(o).CuUM and fabrication shall be scoomplrsned r .! Top Chord 40.0 + 10.0 psf} DATE: 11/14/90 using egwprnent which will produce snug iMbng pints and fully embedded plates.This design assumes that the oomp.esawn top Chord is continuously braced by the root sheathing.Only permanent structural bracing required 8tll Chord 10.0 psf Check by:of indnidual ins members is noted on this design. Trusses can be oargerous and inn cause damage and f personal infury M rnpropery installed and/or braced. Persons erectnq trusses are advised to seek pWessiona' Total Load 60.0 psf111advicen9ardnptemporaryerectionbracingwhichisalwaysregiwwtopreventtoppwVand-domirmwv'.Bracing shown on this drawing is NOT ERECTION BRACING.Rater to: BRACING WOOD TRUSSES:COMMENTARY potation factor 15.0 x Drawing No. AND RECOMMENDATIONS'as published bythe Truss Plate knowfe for industry standards inerecting trusses.(TPI y-Nv\ is located at 583 D'Ormi o Drive.Suite 200.Madison WI 53719.160d1 a33.59W).S i • 'yam Spacing 24.05 o.c. TRUSS ENGINEERING CORP . LAURENO, S. WIND. COMM. CTR., WO#8750 T-7 D LUMBER SPECIFICATIONS (NOS 086) METER FORCES FROM LEFT TO RIGHT* No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 729 6- 7 - +0 1- 6 - -Iwo 3- 8 - +16 shall occur in plate contact area. Btu Chord: 2X 4 1800f-1.6E SPF NSR 2- 3 - -729 7- 8 - +80 1- 7 - +1239 4- 8 - +189 rows. equally spaced. 2X4 continuous Nebo 2X 4 #3 Spruce-Pine-Fir 3- 4 - -969 8- 9 - +752 2- 7 - --685 4- 9 - -1310 lateral bracing required. Attach to the 4- 5 - -0 3- 7 - -226 5- 9 - -235 top side of flat top chord as shown. Fasten each brace with (2) 10d nails. 1X4 continuous lateral bracing attached with two (2) 8d nails Where no rigid ceiling is applied each member where indicated. directly to the bottom chord. it Top chord must be laterally braced shall be braced at intervals not with properly connected purlins spaced exceeding 10'-08. at a maximum of 37- so.c. O 3 4X7 O 4X8 2x4 0 3X4 I 0 as 2x4 k\ k qr 4XIO 3x4 0 3X5(Spl) 2X4 7-0-0 7-0-0 s-a-0 s-0-0 3X57-0-0 7-0-0 sir-0-0 24— 0— 0 A 1406 A- l 106 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L 0 A D I N 6 Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A"6-72)pnme,hot-dipped galvanized steel.Plates N!VCC/'j Scale:3/i6a-i' it be symmetno applied about the joint or as indicated by posrbooneng circlesr (off ) Cutting and fabrication amnsions are not shown,shall be es shall C i using equipment which will produce snug fitting mngjowmandfullyembeddedplates.This design assumes that the Ga =s aQi G Top Chord 40.0 + 10.0 p8f DATE 11/14/90 compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required nl* of individual truss membersmisnotedonthisdesign. Trusses can be dangerous and can cause damage and t 8tW Chord 10.0 psf Check by: personal Injury If wrproperty Installed and/or braced. Persons erecting trusses are advised to seek professwrtal Total Load 60.0 p8fadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtopplingand'dom mm'.Bracing 3 Nam. tr• :%,V Drawing NO.shown on this drawing is NOT ERECTION BRACINQ.Rater to:'BRACING WOOD TRUSSES:COMMENTARY i ; Duration factor 15.0 xANDRECOMMENDATIONS'as published by theTruss Plate Institute forindustry standards in erecting tr sass.(TPI Is located at 583 D'Onotrio Mitre.Suite 200,Madison WI 53719,(8W)833-59W). i a AL \\Spacing 24.0 o.c. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., W0#6750 T-7 E LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RISK No excessive wane. knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -641 6- 7 - +0 1- 6 IN -1218 3- 8 in -144 shall occur in plate contact area. Ste Chord: 2X 4 1800f-1.6E SPF NSR 2- 3 - • -641 7- 8 - +687 1- 7 - +1091 4- 8 - +332 rows. equally spaced. 2X4 continuous Webs 2X 4 #3 Spruce-Pine-Fir 3- 4 - -769 , 6- 9 - +526 2- 7 - -685 4- 9 - -1150 lateral bracing required. Attach to the 4- 5 - -0 3- 7 - -75 5- 9 - -185 top side of flat top chord as shown. ' Fasten each brace with (2) 10d nails. eiX4 continuous lateral bracing attached with two (2) 8d nails Where no rigid calling is applied each member where indicated. directly to the bottom chord. it Top chord must be laterally braced shall be braced at intervals not with properly connected purlins spaced exceeding W-0e. at a Maxims of 3Z"o.c. 0 3 4X6 4X8 2X4 O 3X4 12 2X4 Q6 b 4X10 3X4 0 0 3X5(Sp 1) 2X4 7-0-0 7-0-0 a-0 0-0 3X5 O 7-0-0 7-0-0 e-0-0 22— 0— 0 121110 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR 0//// L 0 A D I N 6 Designer: UP Corxtsctor plates shall be made from 20 gauge Grads A ASTM(A44 T2)piste.Act-dipped galvanized steel.Plates VC Scale:3/16s-1 9 shall be applied to both faces of the truss at each joint.Where dimensions are not shown,plates shall be placed C]/ symmetrically about the Joint or as indicated by positioning circles lo).Cutting and fabrication shall bs a000mplished r =aG'•''• L i Top chord 40.0 + 10.0 p8f DATE 11/14/90 using Jointequipmentwhichwillproducesnugfilling s and fully embedded plates.This design assumes thet i"`\•j`j wrnpresswn top chord Is continuously braced by the root sheathing.Only permanent structural bracing required of individual truss members is noted on this design.Trusses can be dangerous and can cause damage and — L: 1 = Bt0 Chord 10.0 pSf Check by:mem personal injury if improperly installed and/or braced. Persons erecting trusses we&&.reed to seek professional =Total Load 60.0 p8fadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtopplingand'dominowuq'.Bracing Cy.shown on this drmwvug is NOT ERECTION BRACING.Reim to:-BRACING WOOD TRUSSES:COMMENTARY V Duration factor O 15.0 X Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate I tutensti for industry standards un erecting trusses.(TPI V is located at 583 Dnotno Dtive.Suite 200.Madison WI W719.[We)II33-5900). L\\\\spacing 24.00 0.c. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., W0#6750 T-7 F LUMBER SPECIFICATIONS (NOS 1986) MEMBER FORCES FROM LEFT To RISHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MM 1- 2 - -554 5- 6 - +0 1- 5 - -1098 3- 6 - +75 shall occur in plate contact area. Bts Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 - -5554 6- 7 - +509 1- 6 - +-QQ 3- 7 - -440 rows, equally spaced. 2X4 continuous Mebe 2X 4 #3 Spruce-Pine-Fir 3- 4 - -569 7- 6 - +0 2- 6 - -M 4- 7 - +761 lateral bracing required. Attach to the 4- 8 - -1108 top side of flat top chord as shorn. Fasten each brace with (2) 10d nails. eiX4 continuous lateral bracing attached with two (2) 8d nails Where no rigia ceiling in aNNa4Qu each member where indicated. directly to the bottom chord. -it Top chord must be laterally braced shall be braced at intervals not with properly connected purlins spaced exceeding 10'-08. at a maximum of IL!o.c. O 3 4X5 O 4X8 2X4 0 12 3X5 Q6 b 4X8 3X5 JL O O 2X4 3X5(Sp 1) 2X4 7-0-0 0-0 0-0-0 0 7-0-0 7-0-0 6-0-0 i20- 0- 0 R- 1ia3 R li83 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR A F C' Nib ii, L 0 A D I N 6 Designer: CJP CoConnectortrplatesshallbemadefrom20gaugeGradeAASTM(A4472)prime.hot-dipped galvanized steel.Plates O j Scale:3/16a-1• shall be applied to both faces of the truss at each joint.Where dimensions are not shown,plates shall be placed 1' 'r syrrrrmetrmcally about the pint or as instated by positioning circles(o).Cutting and fabrication shall be accomplished Top Chord 40.0 + 10.0 psf DATE 11/14/90 using equipment which will produce snug fitting pints and fully embedded plates.This design assumes that the compression top chord is continuously braced by the roe sheathing.only permanent strtrctural bracing required h: 8to chord 10.0 p8f Check by:of individual truss members is noted on this design.Teases can be dangerous and can cause damage and personal Injury If improperly installed and/or braced.Persons erecting trusses are advised to seek professional advice regarding temporary erection bracing which is always re to prevent topplumg and-dommnorng' Bracing Total Load 60.0 psf shown on this drawing is NOT ERECTION BRACING.Rehr to:'BRACING WOOD TRUSSES:COMMENTARY Drawing No.AND RECOMMENDATIONS•as published by the Truss Plw fnslrtuAe for industry standards in erecting trusses.UPIj Jw\ r located at sea o'Onofrto Drive.Suite 200,INadraon WI ss7tsa,fecal 833-sgoo). Duration factor 150 X i r\\`'`•\ Spacing 24.00 c.c. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., WO#6750 T-7 G LUMBER SPECIFICATIONS ENDS 1986) WMER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 - -467 5- 6 - +0 1- 5 - -978 3- 6 - +226 shall occur in plate contact area. Bts Chord: 2X 4 1800f-1.6E SPF NSR 2- 3 - -467 6- 7 - +330 1- 6 - -+794 3- 7 - -549 rows. equally spaced. 2X4 continuous Webs 2X 4 #3 Spruce-Pine-Fir 3- 4 - -370 7- 8 - -0 2- 6 - -685 4- 7 - +734 lateral bracing required. Attach to the 4- 8 - -1008 top side of flat top chord as shown. Fasten each brace with (M 10d nails. 1X4 continuous lateral bracing attached with two (2) 8d nails Whom no rigid calling is appiisa each member where indicated. i directly to the bottom chord. it Top chord must be laterally braced 1shallbebracedatintervalsnotwithproperlyconnectedpurlinsspaced iexceeding 10'-06. at a maximum of 32'o.c. 1 0 0 3X5 Q 4X812 O 4X4 Q6 I: Ul i 1 3X9 3X5 0 0 2X4 2X4 o-o 7-0-0 4 0 7-0-0 4-o-0 18- 0- 0 R l04s R- IM PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR I L O A D I N G Designer: CJP Conruector Plates shall be made from 20 gauge Grade A ASTM(A44672)prime.hot-peed galvanized steel.Plates C) (C/ i Scale:3/168-1' J shall be applied to both faces of the truss at each joint-Where dwrienaans are not shown.plates shall be placed i Top chord 40.0 + 10.0 pef DATE 11/14/90synurnetricalyaboutthepintorasurWucatedbypositioningcircles(o).Cut"and fabncauon shall be accomplished ti/ using equipment which will produce snug fitting pints and fully ernbedded plates.This design assumes that the compression top chord is continuously braced by the root sheathing.Only permanent structural bracing required Bto chord 10.0 pef Check by:Of individual truss members is noted on this design. Trusses an be dangerous and can cause damage and personal injury If impropery installed andior braced. Persons erecting trusses are advised to seek professional Total Load 60.0 psfadviceregardingshownonthisdrawingisNERECTereCbDnION whichACIFAis Malways prevent TRUSSES:COMMENTA arid'clorrummig'. RY awing No.1 AND RECOMMENDATIONS'as pubbhed by the Tens Plate Ine tuts for Industry standards in erecting trusses.UPI S ! • ...AND factor 15.0 x 1IsbatedofseaD'Onohb Drive,Suite 200.Madison WI W719.IWO)833-59W). ONAL ` tl t Spacing 24.00 D.C. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., WO#8750 T-7 H LUMBER SPECIFICATIONS (NOS 086) M86M FORCES FROM LEFT TO RI6HT No excessive wane. knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -380 5- 6 - +0 1- 5 - -858 3- 6 - +377 shall occur in plate contact area. Btm Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 - -380 6- 7 - +152 1- 6 - +646 3- 7 - -658 rove. equally spaced. 2X4 continuous Nabs : 2X 4 #3 Spruce-Pine-Fir 3- 4 IN -171 7- 8 - -0 2- 6 - -685 4- 7 - +760 lateral bracing required. Attach to the 4- 8 - -908 top side of flat top chord as shown. Fasten each brace with (2) 10d nails. EviX4continuouslateralbracing attached with two (2) 8d nails Where no rigia ceiling is applied each member where indicated. directly to the bottom chord. it Top chord must be laterally braced shall be braced at intervals not with properly connected purlins spaced exceeding 10'-06. at a maximum of 32 ao.c. 0 3 4 3X4 O 4X8<X4 2X4 12 Q6 ab t 3X8 44X 4 O W4 2X4 7-0-0 7-0-0 Lal. O 7-0-0 7-0-0 t.o• 16- 0- 0 Jim spa PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR l jj, i, L O A O I N 6 Designer: CJP Connector plates shell be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized at".Plates ER+••/i/.' Scale:3/16'-1•shall he applied to both lades of the truss at each prat.Where dimensions are not shown,plates shall be placed a /J..L styrixnetncauy,about the joint or as indicated by posdiorwg circles(o).Cut"and fabrication shall be accornpinhed 0:. Top chord 40.0 + 10.0 pef DATE: 11/14/90usingequipmentwhichWillproducesnugfittingjointsandfullyembeddedplates.This assign assumes that the co npressan top chord is conwKwusly,braced by the root sheathing.Only permanent structural bracing required 8t® Chord 10.0 pef Check by:of WxkvK W truss members is noted on this design. Trusses can be dangerous and can cause damage and personal injury It Improperly irmiamed and/or braced.Persons erecting trusses are advised to seek protessuomi advice reg.rdng temporary aecW bracing Whig,0always required to prevent topping aria-do —mug- Bracing Total Load 60.0 pef shown on this drawr+p is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY Drawing No.AND RECOMMENDATIONS'as published by the Tans Plate Institute for industry standards in erecting trusses.(TPI j NN Duration factor 15.0 x le located at 583 D•Onorrio Drive.Suite 200.Madison W1 53719.JWM e33-5M). r r1` Spacing 24.0. o.c. TRUSS ENGINEERING CORR.- LAURENO, S . WIND. COMM. CTR., WO#8750 T-7 I LUMBER SPECIFICATIONS (NDS 1986) MB*a FORM FROM LEFT TO RIGHT No excessive crane. knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 -86 5- 6 - +0 1- 5 - -788 3- 6 - -315 shall occur in plate contact area. Ste Chord: 2X 4 1800f-1.6E SPF NSA 2- 3 - -86 6- 7 - +216 1- 6 - +671 3- 7 - -236 Webs 2X 4 i3 Spruce-Pine-Fir 3- 4 - -242 7- 8 - +0 2- 6 - -307 4- 7 - +414 4- 8 - -748 Where no rigid ceiling is applied eiX4 continuous lateral oracutg directly to the bottom chord. it attached with two (Z 8d nails shall be braced at intervals not each member where indicated. exceeding 100-0'. 0 4X4 0 4X4 3 6 3X4 O 3X4 2 a6 Y 0 t t6 4X8 3X4 0 0 2X4 2X4 At 6-a-4 a4 OI L.5'- 6-0--4 6-0--4 4— 0— 0 I R• 906 cm- R- I e06 PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR ii r / L 0 A D I N 6 Designer: CAP Connector plates shelf be made from 20 gauge Grade A ASTM(A446-72)prime.hol-dipped galvanized steel.Plates Ni1/ i i Scale: 1/8'-1• shall be applied to troth faces of the truss at each lam-Where drrnensaons are not shown,ptates shall be placed 1 symmetrically about the joint or as ind catad by positioning circles(o).Cutting and fabrication shall be accomplished Top Chord 40.0 + 10.0 pe f j DATE: 11/14/90 snug equipment which will produce snug fitting fownts and fully embedded plates.This design assumes that the 1j compression top elord is continuously braced by the roof shese".Only permanent structural bracing}required Btu chard 10.0 pef Check by:of individual truss members is noted on this design.Trusses con be dangerous and can cause damage and _ personal inpxy it im anpropertyinstalleddbr braced Poisons erecting trusses are adwsed to seek professional = Total Load 60.0 pefadvresregardingtemporaryerectionbracingwhichisalwaysrequiredtoproventtopplingand'dormnorng'.Sracmg shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY j- / Duration factor 15.0 x Dialing No. AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.(TPI is bated at SW D'Onofrb Drive,Suite 200,Madman WI 53719.1606)833-5900). i/ NS`,:•' Spacing 24.00 o.c. TRUSS ENGINEERING CORP. LAURENO, S . WIND. COMM. CTR., WO#. 8750 T-7 J LUMBER SPECIFICATIONS ANDS(NDS 19B6) NEWER FORCES FROM LEFT-TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSR 1- 2 - -72 5- 6 - +0 1-5 - -GW 3- 6 - -181 shall occur in plate contact area. Ste Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 - -72 6- 7 - +130 1- 6 - +557 3- 7 - -375 Webs 2X 4 #3 Spruce-Pine-Fir 3- 4 - -0 2- 6 - -270 4- 7 - -236 eiX4 continuous lateral bracing Where no rigid ceiling is appliedattachedwithtwo (2) 8d nails directly to the bottom chord. iteachmemberwhereindicated.shall be braced at intervals not exceeding 10'-0'. 0 4X4 0 4X4 O3 6v 3X4 O4 2X4 12 a6 CUm 4X8 0 2X4 s'o-4 s-o-4 3X4a 12—0- 0 O R ca- i Re ON PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR I tit L 0 A D I N 6 Designer: CJP Conroctor plates Shall be made from 20 gauge Grade A ASTM(A"6-72)prima.hol-dipped galvanized steel.Plates AI 1/ scale: 1/8'-1• thshallbeappliedtRo faces of the truss at each joint.Where dhmensron resa not shown,plates shall be placed v Nil symmetrically about the folht or as mdreated by positioning circles(o).Cutting and fabrication shall be accomplished R`• i Top chord 40.0 + 10.0 pef DATE 11/13/90 un g equipment which will produce snug fitang joints and fully embedded plates.This design assumes that the Ste Chord 10.0 pef Check by:oornpressron top chard is continuously braced by the roof sheathing.Only penronent structural bracing; qun;reired psi of w0vidual miss mernbers is noted on this design. Trusses can be dangerous and an cause damage and w Poemnal lNury If improperly lnstsiled ancVor braced. Persons erec"trusses are advised to seek professional Total Load 60.0 pefdaceregardingtemporaryerectionbracingwhichaalwaysrequiredtopreventtoppWVand"dornxwmg'.Bracing shown on this drawing is NOT ERECTION BRACING.Rehr to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 X Drawing No. AND RECOMMENDATIONS'ass published by the Truss Plate Institute for industry standards in erecting trusses.(TPI is kwood at 583 n•Onohio Drive.suit.200,Madison WI 53719.IWO)833-5900). Spacing 24.0' o.C. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., WO#8750 T-7 K LUMBER SPECIFICATIONS (NDS 1986) WMER FORCES FROM LEFT TO RI6HT No excessive wane. knots or other defects Top Chord: 2X 4 2100f-i.8E SPF NM 1- 2 - -57 4- 5 - +0 1- 4 - -548 2- 5 - -420 shall occur in nintw enntact area. etm Chord: 2X 4 i800f-1.6E SPF HM 2- 3 - -57 5- 6 - -0 1- 5 - +442 3- 5 - +90 Webs : 2X 4 f3 Spruce-Pine-Fir 3- 6 • -487 iX4 continuous lateral bracing Where no t .... . ..ng is appliedattachedwithtwo (2) 8d nails each member where indicated. directly to the bottom chord. it shall be braced at intervals not exceeding 10*-0s. 0 4X4 O 4X4 O3 6v1 3X4 a6 ID U Ch We t>D w qrw 1 r 4X8 0 2X4 2X4 s-o 10-0 0 R- ON R L PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L O A D I N G Designer: CJP J)ittr1/ Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-gypped galvanized steel.Plates F Qf////// Sc81e: 1/8 s-1• stun be applied t both laces of the miss at each p".Where dimensions are not shown.plates shall be placed r ' `C j Top chord 40 0 + 10.0 clef OATS: 11/13/90syrnnetncsliyabouttheprmJointorasIndicatedbyPositioningcircles(o).Cutting and fabrication shall be accopllshed t I iGiuaingequipmentwhichwillproducebrerowcompressmtopchordiscontinuouslybracedbytheoest pints;and atembedded permanent sr l ng required Btm chord 10.0 pef Check by: Of stdlvndtual truss numbers Is noted on the design.Trusses can be dangerous and can cause damage and pWs«uI icy it improperly installed and/or braced. Persons erecting trusses are advised to seek professional Total Load 60.0 clef advloe regarding temporary enecbon bracing which Is always required to prevent topplr+g and'dorrnroaq'.Bracing Draping NO.shown on Ifft drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 x AND RECOMMENDATIONS'as pubi[shted by the Tans Plate Uutitute for Indusuy,standards in erecting trusses.(Tpi r V /Is located at 5113 D•Onafrb Drive.Suite 200.Madison wt 53719.IWO)833-S900).j Spacing 24.0' 0.C. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., WO#8750 T-7 L LUMBER SPECIFICATIONS ANDS 1986) NMER FORCES FROM LEFT TO RISHT No excessive wane, knots or other defects Top Chord: 2X 4 i800f-1.6E SPF NSA 1- 2 - -42 4- 5 - +0 1- 4 - -428 2- 5 333 shall occur in plate contact area. Btm Chord: 2X 4 1800f-i.6E SPF HSR 2- 3 - -42 5- 6 - -0 1- 5 - +328 3- 5 - +89 Webs 2X 4 f3 Spruce-Pine-Fir 3- 6 - 388 e1X4 continuous lateral bracing Where no rzgzo ceiiinp sa appizedattachedwithtwo (2) 8d nails directly to the bottom chord. iteachmemberwhere- indicated. shall be braced at intervals not exceeding 100-0% 0 4X4 O 4X4 3O 3X4 6 a6 N w 1 yN 4X8 O 2X4 2X4 e-e O .a e-o-e 8- 0- R 46 R- 46 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR X11110111j11 L 0 A D I N 6 Designer: CJP Connector plat s shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates 1//scale: 1/8 s-1• shall be applied to both faces of the truss at each joint.Where dimensions are not shown.plates shall be placed symmetrically about the joint or as indicated by positioning circles(o).Cutting and fabrication shall be accomplished i+•. % Top Chard 40.0 + 10.0 pef DATE 11/13/90 using equipment whid will produce snug fitting joints and fully embedded plates.This design assumes that the e"• G compression fop chord Is continuously braced by the roof al+sathirig.only permanent structural bracing required Bt chord 10.0 pef Check by: of w0vidual miss members is noted on this design. Trusses can be dangerous and can cause damage and t r.. personal injury'If it propery irstaited and/or braced. Persons erecting trusses are adwsed t seek professional Total Load 60.0 pef advice regarding temporary erection bracing which is always required to prevent toppling and'dominoing'.Bracing shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY i Duration factor 15.0 X Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate ktstitute forindustry standards inerecting trusaea.(rPl G\`\\Is bated at SW D'Onohw Drive,Suits 200.Madison WI 53719.16001 8333E00). Spacing 24.0a 0.C.- FIr O T 1 i111110 TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., W0#8750 T-7 M LUMBER SPECIFICATIONS (NOS 086) kbEER FORCES FROM LEFT TO RISK No excessive wane: 'knots or other defects Top Chord: 2X 4 1800f-1.6E SPF MSA 1- 2 -28 4- 5 - +0 1- 4 - -308 2- 5 a -246 shall occur in plate contact area. Bt Chord: 2X 4 1800f-1.6E SPF MSR 2- 3 -28 5- 6 - -0 1- 5 - +214 3- 5 - +91 Mobs 2X 4 #3 Spruce-Pine-Fir 3- 6 - -288 iX4 continuous lateral bracing where no rigid ceiling is appliedattachedwithtwo (2) 8d nails directly to the bottom chord. iteachmemberwhereindicated. shall be braced at intervals not exceeding 10'-0*. 0 4X4 2 3 4X4JX4 6 12 a6 N 46 f 4X8 OiX4 iX4 23.e 0 .a -o-e 6- 0- can R• 325 p• 325 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L O A D I N G Designer: CJP Cnonector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped gahranized steel.Plates z,i Scale: 1/88si• shad be applied to both faces of the truss at each joint.Where dimensions are not shown.Plates shall be placed symrnetnasly about the joint or as indicated by positioning arcles(o).Cutting and fabrication shall be accomplished G; , G';;. Top chord 40.0 + 10.0 pef DATE 11/13/90 useng equipment which will produce snug fitting yi writs and fully embedded plates.This design assurnes that the GcompressiontopchordIscontinuouslybracedbytheroofsheathing.Or>ty permanent smictural bracing required Bte Chord 10.0 pep Check by:of individual buss members is noted on thts design.Trusses can be dangerous and can cause damage and personal"yury If impropery WWalled and/or bra°°d.Persons sretXiig trusses are.dvtsed to seek proisssional O: Total Load 60.0 pefadviceregardingtemporaryerectionbracingwhichisalwaysrequirWtopreventtopplingand-dorinotng•.Brost ng shown on this drawing is NOT ERECTION BRACING.Rater to:'BRACING WOOD TRUSSES:COMMENTARY Q Duration factor 15.0 X Drawing No. AND RECOMMENDATIONS'as Published by the Truss Plate Institute forindustry standards in erecting trusses.(TPI Is bated at 583 D•Onol to Drive.Suite 200.Madison W1 W719.16081 833=M). Cj` Spacing 24.00 o.c. TRUSS ENGINEERING CORP. LAURENO, S. WIND. COMM. CTR., WO#8750 T-7 N LUMBER SPECIFICATIONS (NDS 1986) WSGER FOMM FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-1.6E SPF NSR 1- 2 = -13 4- 5 - +0 1- 4 1111 -188 2- 5 - -159 shall occur in plate contact area. Stu Chord: 2X 4 1800f-1.6E SPF NSA 2- 3 W -13 5- 6 - +0 1- 5 - +100 3- 5 - +95 Mobs 2X 4 #3 Spruce-Pine-Fir 3- 6 = -187 wiX4 continuous lateral bracing Where no rigid ceiling is appliedattachedwithtwo (?J 8d nails each member where indicated. directly to the bottom chord. it shall be braced at intervals not exceeding 100-00. 4X4 3 4X4 6121 a6 m cu 1W 16 4X8 1X4 4- 0- 0 NINCIR•an I no =i PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR i ii+r, L 0 A D I N G Designer: CM Connector plates shall be made from 20 gauge Grade A ASTM(A446.72)prime.hot-dipped gaNantzed steel.Plates 0f CoNtiF/% Scale: i/Sonl' shall be applied to both faces of the truss at each pint.Where dimensions are not shown,plates shall be placed QHF. •. i symmetrically about the last or as rWiatsd by positioning aides(o).Gumr+g and fabrication shall be accomplished t,•;"'; Top Chard 40.0 + 10.0 pef DATE 11/13/90 using equipmen wig will produce awg fitting pints and fully embedded plates.This design assumes that the compression top chord is continuously braced by ttie roof sheathing Only permanent structural bracing requiredEBtm Chord 10.0 pef Check by:of indrvidual truss rniffibers is noted on this design.Trusses an be dangerous and can cause damage and personal in iry If improperly installed andior braced. Persons erectrig tenses are advised to seek professional Total Load 60.0 pefadviceregardingtemporaryevionbracingwhichisalwaysrequiredtopreventtopplingand'dominorig'.Bracing shown on this drawing is NOT ERECTION BRACIN(L Refer to:BRACING WOOD TRUSSES:COMMENTARY 0 . :' :• ' Drawing No. AND RECOMMENDATIONS'aspublished bythe Truss Plats Institute forindustry standards ineredirg trusses.(TPI A .. r``;\ Duration factor 15.0 X In located at SW D'Oric"Dntvs,Suite MO.Madbori VA53719.IWO)833-5900).Spacing 24.0' o.c. TRUSS ENGINEERING CORP. LAURENO, S. WIND. CTR., WO#8750 T-7 0 LUMBER SPECIFICATIONS (NOS 1986) MEMER FORCES FROM LEFT TO RIGHT No excessive crane. knots or other defects Top Chord: 2X 4 1800f-i.6E SPF NSR 1- 2 - +0 3- 4 0 1- 3 - -59 2- 3 - +0 shall occur in plate contact area. 8t Chord: 2X 4 1800f-1.6E SPF NSR 2- 4 - -59 wiX4 continuous lateral bracingWebs2X4f3Spruce-Pine-Fir attached with two (2) 8d nails each member where indicated. 0 3X4 0 2X4 6 N w WI 1 I[l tr 3X41X4 00 2 0 0 R- A!- 74 PLATE Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR LOADING Designer: CJP Connector tes shall be made from 20 a Grade A ASTM A446-72 gypped g 1• rJ gouge prime.hots galvanized steel.Plates y ' ca le' 1/8'-1•shall be applied to both faces of the truss at each pent Where dimensions are not shown,plates shall be placed CO syrren,etncally about the joint or as indicated by positio ir'y circles(o).Cutting and fabrication shall be accomplished OG•: Top chord 35.0 + 7.0 psf OATS 12/11/90Lisingequipmentwhichwillproducesnugfittingpotsandfullyembeddedplates.This design assumes that the 1 :• ?. O o°n'pressm top chord is continuously braced by the root sheathing.Only permanent structural bracing required Stm Chord 10.0 psf Check bofindividualtrussmembersisnotedonthisdesign.Trusses can be dangerous and can cause damage and Y' Personal injury If sty Wastalled andlor braced.Persons erecting tenses are s&."ed to seek professional Total Load 52.0 psfadviceregardingtemporaryerectionbracingwhichaalwaysrequiredtopreventtootopplingand'domoing'.Bracing shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Y Duration factor 15.0 X Drawing No.AND RECOMMENDATIONS'as pubk~by the Tuna Plate Institute for industry standards in erecting tosses.(TPI r •• ,Q- is located at 583 D'Onofrlo Drive.Suite 200.Madmaon W1 53719.16081 M-sgoo)•Spacing 24.0' o.c. TRUEPS ENGINEERING CORP . LAURENO, S . WIND . CTR., W0#6750 3A [C-TOP] LUMBER SPECIFICATIONS (NOS 1986) VENEER FORCES FROM LEFT TO RIGHT No excessive'wane, knots or other defects Top Chord: 2X 4 1800f-1.6c SPF NSR 1- 2 - -1662 1- 6 - +1586 2- 6 - -495 shall occur in plate contact area. Btm Chord: 2X 4 1800f-1.6E SPF NSR 2- 3 -1204 6- 5 +1586 3- 6 +r55 Webs 2X 4 #3 Spruce-Pine-Fir b- 4 - -1204 4- 6 - -495 FASTEN PIGGY-BACK TO THUS, KITH 3X8 4- 5 - -1662 NAIL-ON PLATES OR KITH 48XB'Xi/2' PLYKOOD GUSSETS SPACED 6' O.C. USE 181 60 NAILS.DR TOENAIL TO EACH 2X4 LATERAL BRACE WITH A HIMINUN OF' Ill 160 NAILS 3 o o 2X4 2X4 C O m 2X6 12 12 a 4.24 Q4.g 1fo l O 4-6-11 2-11-5 2-11-5 4-6-11 7-6-0 7-6r-0 15- 0- 0 R 750 R` 750 PLATE: Dual SUDer Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION'"COMACTOR LOAD I N G Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates Scale: 1/2'_!' shall be applied to both faces of the truss at each joint.Where dimensions are not shown.plates shall be placed Symmetrically about the rant or as indicated by positioning ci des(o).Cutting and fabrication shall be accomplished J f- Top chord 35.0 + 7.0 psf DATE 12/11/90 using equipment which will produce snug filling joints and fully embedded plates.This design assumes that the — compression top chord is continuously traced by the root sheathing.Only permanent structural bracing required = Btm chord 10.0 psf Check by1 of individual truss members is noted on this design.Trusses can be dangerous and can cause damage and r personal injury it improperly installed andtor braced. Persons erecting trusses are advised to seek professional r.Q- . Total Load 52.0 psfadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtopplingand'dominang'.Bracing shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 X Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in orectmV trusses.(TPI is located at 583 D'Onohio Drive,Suite 200,Madison WI 53719.I60 I&0-5900). tt t ttttt Spacing 24.0' o.c. TRUSS ENGINEERING CORP . LAURENO, S . WIND . COMM . CTR ., W0#8750 T— [7] TOPS LUMBER SPECIFICATIONS (NDS 1986) MEMBER FORCES FROM LEFT TO RIGHT No excessive wane, knots or other defects Top Chord: 2X 4 1800f-i.6E SPF MSR 1- 2 - -229 5- 6 - +0 1- 5 - -770 3- 6 - -763 shall occur in plate contact area. Btm Chord: 2X 4 1800f-i.6E SPF MSR 2- 3 - -229 6- 7 - +871 1- 6 - +619 3- 7 - +114 FASTEN PIGGY-BACK TO TRUSS KITH 3X8 Webs 2X 4 #3 Spruce-Pine-Fir 3- 4 - -965 7- 4 - +871 2- 6 - -143 NAIL-ON PLATES OR WITH 4'XB'Xi/2' PLYWOOD GUSSETS SPACED 6' O.C. USE 81 80 NAILS.OR TOENAIL TO EACH 2X4 LATERAL BRACE WITH A MINIMUM OF [21 16D NAILS O 3X4 4X4 12 0 3X4 N 1 O O ti ll7 .ti 12 1 Q 6 O 2X4 l lIn t 1 J 1 O 3X8 iX406 O 2X4 O 1-11-8 5-3-5 6-5-7 1-11-8 5-3-5 5-5-7 13- 8- 4 R - 786 R- 786 PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR 0\X11111i111/111/ L O A D I N G Designer: CJP Connector plates shall be made from 20 gauge Grade A ASTM(A446-72)prime.hot-dipped galvanized steel.Plates V 0!' ///i Sca 1 e:3/8'=1' shah be applied to both faces of the truss at each point.Where dimensions are not shown.plates shall be placed symmetrically about the pant or as indicated by positioning arcles(o).Cutting and fabrication shalt be accomplished Top Chord 40.0 + 10.0 psf DATE: 1 i/14/90 Iusing equipment wMoh will produce snug fitting pants and fully embedded plates.This design assumes that the cooonressantopchordiscontinuouslybracedbytherootsheathing.Only permanent structural bracing required j Btm chord 10.0 psf Check by:Of individual truss members is noted on this design.Trusses can be dangerous and can cause damage and personal injury if improperly installed and/or braced. Persons erecting trusses are advised to seek professional Total Load 60.0 psfadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtopplingand-domiriorng'.Bracing shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY 9 '. / Drawing No.AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.UP Duration factor 15.0 % Is located at SW D'Onohb Drive,Suite 200.Madison Wl 53719.(606)833-5900). All Spacing 24.00 0.c. TRUSS ENGINtcRING. QORP . LAURENO, S. WIND . COMM . CTR ., WO#6750 3A [B] LUMBER SPECIFICATIONS (NDS 1986) MEMEER FORCES FROM LEFT TO RIGHT Na excessive wane. knots or other defects Top Chord: 2X 6 165Of-i.-SE SPF MSR 1- 2 - -0 1- 6 - +0 2- 6 - -986 4- 8 - -472 shall occur in plate contact area. Btm Chord: 2X 8 2250f-1.9E Doug-fir NSR 2- 3 - -0 6- 7 - +0 2- 7 - -0 5- 9 - -7 Mebe : 2X 4 f3 Spruce-Pine-Fir 3- 4 - -0 7- 8 - +0 3- 7 - -930 Except as noted below) 4- 5 - -0 6- 9 - +0 8 - -0 M- 6: 2X 6 1650f-i.5E SPF M3R Interior support or temporaryTHISTRUSSHASCONTINUOUSBEARINGshoringmustbeinplacebeforew1X4continuouslateralbracingerectingthistruss.attached with two (2) 8d nails each member where indicated. o axe 5 (Sp 1) 3 3X4 5)C6..(Sp 1) U m r 3X4 1" 1+ CIO yX$ I O 1! VIn 1 5X5 4.24 1 I IT s It b eA4 4X5 6X 10 D7X8(Sp 1) O 7X6(Sp 1) 8 o- e le-tr o It-0-14 11-0-14 59 12-9-6 11-0-14 ii- 14 5. 35- 3-10 (Brig. Over Sup orts R- 645 R- Iml R- 1152 RR--5M PLATE: Dual Super Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR L O A D I N G Designer: CJP m Cr rpConnectorplatesshallbemadefro20gaugeGradeAASTM(A4472)prime.hotped galvanized steel.Plates `f„'E'•'' =' r7-, Sea 1 e: i/8e-i shall be applied to both faces of the truss at each joint.Where dimenarons are not sl town.plates shall be placed `` G' ' Top chord 35.0 + 7.0 psf DATE: 12/11/90symmetricallyaboutthejointorasrndreatedbyposrbonrngcircles(o)•Cutting and falxncaton shall be accomplished usong equipment which will produce snug fitting joints and fully embedded plates.This design assumes that the compressor top chord is continuously braced by the roof sheathng.Only permanent structural tracing required _ f z Btm chord 10.0 psf Check by: of individual truss members is noted on this design. Trusses Fan be dangerous and can cause damage and = personal injury n impropery installed and/or braced.Persons arec"trusses are advised to seek prof ssronal — Total Load 52.0 ps fadviceregardingtemporaryerectionbracingwhichisalwaysrequiredtopreventtoppingand'dominorng'.Bracing r shown on this drawing is NOT ERECTION BRACING.Refer to:'BRACING WOOD TRUSSES:COMMENTARY Duration factor 15.0 % Drawing No. AND RECOMMENDATIONS'as published by the Truss Plate Institute for industry standards in erecting trusses.(TPI Q` is located at 583 D'Ornofrio Dave.Suits 200.Madison WI 53719.(t308)&M-5900).S+ Spacing 24.0 o.c. llllli1111 TRUES. ENG"INEERING CORP. LAURENO, S. WIND . COMM. CTR ., W0#6750 3A [A] LUMBER SPECIFICATIONS (NDS 1966) DER FOKOES FROM LEFT TO RIGHT No excessive wane, knote or other defects Top Chord: 2X 6 1650f-l.yE SPF NSR 1- 2 - -0 1- 6 - +0 2- 6 - -926 4- 8 - -903 shall occur in plate contact area. Btm Chord: 2X 8 MV-i.9E Doup—it MSR 2- 3 - -0 6- 7 - +0 2- 7 - -0 4- 9 - +0 Webs 2X 4 #3 Spruce-Pine-Fir 3- 4 - -0 7- e - +0 5- 7 - -930 5- 9 - -438 4- 5 - -0 8- 9 - +0 3- 8 - -0 THIS TRUSS HAS CONTINUOUS BEARINS Interior support or temporary shoring must be in place beforetiX4continuouslateralbracingereV..ing this truss.attached with two (2) 8d nails each member where indicated. 4 O6X105 2X4 5 (Spl) 3 3X4 5 Sp1) 3X4 C CU O 5X5 12 4.24 f 71 IDT o 2X4 4X5 4X5 DMO(Sp l) D MO (Sp l)O O 12-8-6 11-0-14 11-0-14 to-8-8 12-8-6 11-0-4 11-0-14 10-8-8 45- 6-10 Bri . Over Supports) R- 66 R- 1221 R- 1i52 R- ilia R- 542 PLATE: Dual Surer Dixie FURNISH A COPY OF THIS DESIGN TO ERECTION ''WRACTOR O 'L 0 A D I N G Designer: CJP CO ' Connector plates shall be made from 20 gauge Grade A ASTM(A"6-72)prime.hot-dipped galvanized steel.Plates Q,• G'' Sc a 1e: i/8s-1• shall be applied to both is as of the truss at each pint-Where dimensions are not shown.plates shall be placed symmetrically about the pint or as indicated by positioning circles(o).cutting and fabrieaWn shall be accomplished _ :• r i Top chord 35.0 + 7.0 psf DATE: 12/11/90 using equipment which will produce snug fitting joints and fully enhbedded plates.This design assumes that the compression top chord is continuously braced by the roof sheathing.Only permanent structural bracing required = Btm chord 10.0 psf Check byofindividualtrussmembersisnotedanthisdesign.Trusses can be dangerous and can cause damage and personal iniury it impprofessionaliinstalledand/or braced.Persona erecting trusses are advised to seek professional M4 Total Load 52.0 psfadviceregarduhgtemporaryerectionbracingwhichisalwaysrequiredtopreventtoppkrgand-domenoing•.Bracing n _ shown on this drawing is NOT ERECTION BRACING.Rater to:-BRACING WOOD TRUSSES:COMMENTARY i' Drawing No. AND RECOMMENDATIONS'as publisbed'bythe Truss Plate Insolute for industry standards in erecting trusses.(TPI V^ a'` Duration factor i5.0 X is located at 583 D•Onofno,Drtw,Suits 200.Madison WI 53719.16081 833-59oo). tir1,1 4L++a+` Spacing 24.0' o.c. l CONNECTICUT ENGINEERS IN PRIVATE PRACTICE STRUCTURAL ENGINEERS COALITION STATEMENT OF SPECIAL INSPECTIONS PROJECT: South Windsor Community Center LOCATION: dyers Road, South Windsor' nnnneyti I ut_ PERMIT APPLICANT: APPLICANTS ADDRESS: ARCHITECT OF RECORD: Jeter, Cook & Jepson Architects STRUCTURAL ENGINEER OF RECORD: Szewczak—Lada Consulting Engineers This statement of special inspection is submitted as a condition for permit issuance in accordance with Section 1307.0 of the 1988 Supplement to the 1987 BOCA National Building Code. It includes a Schedule of Special Inspections applicable to this project as well as the name of the Special Inspector, and the identity of other testing laboratories or agencies intended to be retained for conducting these inspections. The Special Inspector shall keep records of all inspections, and shall furnish inspection reports to the code official and to the structural engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction. If the discrepancies are not corrected,the discrepan- cies shall be brought to the attention of the code official and the structural engineer or architect of record. Interim reports shall be submitted to the code official and to the structural engineer or architect of record monthly, unless more frequent submissions are requested by the code official. Job site safety is solely the responsibility of the contractor. Materials and activities to be inspected are not to include the contractor's equipment and methods used to erect or install the materials listed. Prepared By: 1tllp11tU1 111fa1;•rlejrr'rry IRichardM. Szewczak, P.E. o! G0 Szevczak—Lada Consulting Type or print name 4z l ft e o I a 0 y o , Signature Dale Preparers P.E.Seal Applicant' Authorizatio Building Official's Acceptance: Signature Date S..,,-nature Date CEPP/SEC FORA SEC 101 -Stat ment of Special Inspections-CEPP/SEC-01990 SCHEDULE OF SPECIAL INSPECTION SERVICES See Commentary For Guidance In Completing This FormYP9 APPLICABLE TO THIS PROJECT MATERIAL / ACTIVITY SERVICE Y/N EXTENT AGENT COMPLETED STEEL CONSTRUCTION Verify fabrication/quality control procedures In-plant review (Code Section 1307.3.1) Note: Open web joists exempt N Strut;tural steel Review material identification markings and certified test reports (1307.3.2)Y All Submittals Bolts, nuts/,washers Review material identification markings and certified test reports (1307.3.2)Y All Snittais Weld filler material Review certificate of compliance (13073.2) Y All Submittals Installation of high strength bolts Field review (1307.3.3.1) Y Visual—Ali Visual All Welding Shop and field review (1307.3.3.2) Y N.D.T. as Necessary Details Field review steel frame (1307.3.3.3) Y Visual—All CONCRETE CONSTRUCTION Concrete materials Review certificates of compliance (1307.4.1) Y All Submittals Installation of reinforcing steel Field review (1307.4.2) Y 50% Low Walls Installation of prestressing In-plant or field review (1307.4.2) N N/A Formwork Review submittals and field review (13074.3) Y All Submittals Concreting operations: a. Evaluation of concrete strength Review submittal and field testing (1307.4.4) Y All Sulmittals b. Proper mix proportions and mix techniques Review submittal and field review (13074.4) Y All Submittals r ...... . Y P.-S r4t:5uS1rY d. Concrete curing Field review (13074.4) Y All Concrete Prestressing In-plant or field review (1307.4.5) N/AN Precast concrete manufacturer In-plant review (13074.6) N/AN Erection of precast concrete F1eld review (1307.4.7) N N/A MASONRY Masonry materials Review submittals (1307.5) N/AN Masonry strength testing Review submittal and field testing (1307.5) N N/A Construction operations Field review (13075) N N/A l i WOOD CONSTRUCTION Visit Fabrication Verify fabrication/quality control procedures In-plant and field review (13076) Y 51hcp (one) PILE FOUNDATIONS Installation Field review (13077) N SPECIAL CASES(Attach 8 112 x 11 it needed) (1307.8) INSPECTION AGENTS FIRM ADDRESS 1. Special Inspector: SzevczakLada Consulting Engineers, 200 Fisher Drive, Avon, Connecticut 06001 2. Testing Laboratory: JUjdQVAZnd4= Neal Court Industrial Park 7 7- 6Y.S5 P.O. Baia 745 3.Testing Laboratory: Plainville, CT 06062 4. Other: Note: The Oualifications Of l lio Spocial liu poc:lur And lusling Laho(rlorias May Bo Subioct To'Cho Approval Of The Bullding Official rFPPlSEC FORM SEC 101 -Statement of Special InCpections 1!)90 CONNECTICUT ENGINEERS IN PRIVATE PRACTICE STRUCTURAL ENGINEERS COALITION FINAL REPORT OF SPECIAL INSPECTIONS PROJECT: LOCATION: PERMIT APPLICANT: APPLICANT'S ADDRESS: ARCHITECT OF RECORD: STRUCTURAL ENGINEER OF RECORD: To the best of my information, knowledge, and belief, the special inspections required for this project, and itemized in the statement of special inspections submitted for permit, have been completed. The following discrepancies that were outstanding since the last interim report dated have been corrected: Attach 8 112 x 11 continuation sheet(s)if required to complete the description of corrections) Interim reports submitted prior to this final report, and numbered to form a basis for, and are to be considered an integral part of this final report. Respectfully submitted, Signature Date for Type or print name Date Special Inspector PERMIT / DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT Application is h reby: TOWN OF SOUTH WINDSOR BUILDING INSPECTION DEPT. A=PPROVEDDISAPPROVED 1540 SULLIVAN AVENUE 644-2511 Ext. 230 I'Datfi Building Inspector Application must be printed or typed 1. LOCATION OF JOB FEE SCHEDULE No . Street 0 - $19000 - 10.00 Floor Apt . No, nupr si _nnn - sin,nn 2. OWNER? /f ONTiS . /!4 t0/-per $1 ,000 or fraction thereof 3. ADDRESS /S'y0 i T v on• owiN 49007T 4, APPLICANT 6c RiGA gNTlsl Gan7tiS ..r. 5. ADDRESS 6, ESTIMATED COST $ 2!g2.4 ,00 7. IS THIS A CONTRACT COST Yes N 8. FEE ENCLOSED $ N/J (vvA-1\'ee- 9. TYPE OF BUILDING: RESIDENTIAL WO'COMMERCIAL 10. TYPE OF JOB: Original Installation Alteration/Additi n/Repair BD 3A 11/88 APPLICATION FOR ELECTRICAL PERMIT (Continued from Reverse Side) 11 . LOCATION OF JOB ASV /yet/r25 20 NO. STREET APT. NO , 12 . TYPE OF INSTALLATION Iyew 13 . SIZE OF MAIN FEEDER P)92/jIle Z Y/ Xis 14 . N0. OF LIGHT LOOPS 15 . NO. OF HEAT LOOPS 16. NO. OF POWER LOOPS 17 . NO. OF LIGHT OUTLETS 18. NO. OF HEAT CIRCUITS 19. NO. OF POWER OUTLETS 20 . NO. OF CONVENIENCE OUTLETS 21. NO. OF HEAT CIRCUITS 22 . NO. OF POWER CIRCUITS 23. NO. OF LIGHT CIRCUITS 24. SIZE OF HEAT CIRCUITS 25 . NO. OF MOTORS 26 . NO. OF PANELS 27 . TOTAL WATTAGE 28. NO. OF POWER FEEDERS 29 . NO. OF SWITCHES 30. A/C LOAD 31. SIZE OF POWER FEEDERS 32. NO. OF FIXTURES 33. TOTAL HORSEPOWER 34. NAME OF SUBCONTRACTORS AND THEIR TRADES 35 . REMARKS AND FURTHER DETAILS : ZN57A/1 /l7r ls ivcy cti rn9 Toy.. (I ZSI YV }T IS-0U77, /N SVA- A"14MA1176e V TCti ozs oo X f LICENSE NO. SIG ATURE OF APPLI ANT DATE PHONE NUMBER: Z_- PERMIT DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT Application is hereby : TOWN OF SOUTH WINDSOR BUILDING INSPECTION DEPT. ZDae DISAPPROVED 1540 SULLIVAN AVENUE 644-2511 Ext. 230 Building Inspector Application must be printed or typed 1. LOCATION OF JOB I Y(9 IV6 yozs FEE $CIIEDULE No . Street 0 - $19000 - 10.00 Floor Apt . No. Over $1 ,000 - 10.00 per $1 ,0 0 0 or v L,v/ v vi- =&vV/ mo b- (I4--1 Urc fraction thereof 3. ADDRESS ,/5'1/C;> 511,Ljk/A/ 4. APPLICANT Sf' A1,-1 5, ADDRESS F 0 / 111a1%7,0021Cz> /<7y fu t 2Y 17 6. ESTIMATED COST 7 . IS THIS A CONTRACT COST }C Yes N 8. FEE ENCLOSED $ AL-,ED 9. TYPE OF BUILDING : RESIDENTIAL COMMERCIAL 10. TYPE OF JOB: Original Installation Alteration/Addition/Repair RD 3A 11/88 APPLICATION FOR ELECTRICAL PERMIT (Continued from Reverse Side) 11 . LOCATION OF JOB /'50 NO. STREET APT. NO , 12 . TYPE OF INSTALLATION D/-37-ji c1-?aoA/c 13 . SIZE OF MAIN FEEDER 14 . NO. OF LIGHT LOOPS 15 . NO. OF HEAT LOOPS 16. NO. OF POWER LOOPS 17 . NO. OF LIGHT OUTLETS 18 . NO . OF HEAT CIRCUITS 19 . NO. OF POWER OUTLETS 20 . NO. OF CONVENIENCE OUTLETS 21. NO. OF HEAT CIRCUITS 22 . NO. OF POWER CIRCUITS 23. NO. OF LIGHT CIRCUITS 24. SIZE OF HEAT CIRCUITS 25 . NO. OF MOTORS 26 . NO . OF PANELS 27 . TOTAL WATTAGE 28 . NO. OF POWER FEEDERS 29 . NO. OF SWITCHES 30. A/C LOAD 31. SIZE OF POWER FEEDERS 32. NO . OF FIXTURES 33. TOTAL HORSEPOWER_ 34. NAME OF SUBCONTRACTORS AND THEIR TRADES /1/O /L 35 . REMARKS AND FURTHER DETAILS : R 717 )V r I'q DLL L 7121y9 L / 0 by l/e 1= 1 i I l C LICENSE NO.SIGNATURE OF APPLICANT DATE PHONE NUMBER: C 3 ZC-7 49 PERMIT 0 DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT 13 3/ Application is hereby : TOWN OF SOUTH WINDSOR BUILDING INSPECTION DEPT. APPROVE DISAPPROVED 1540 SULLIVAN AVENUE 644-2511 Ext. 230 ate Building Inspector Application must be printed or typed I1 . LOCATION OF JOB 15C) j P,8 - FEE SCHEDULE No . Street 0 - $19000 - 10.00 Floor Apt. No. uver at,vuu - 91u.uu per $1 ,000 or 2 . OWNER AWN p VTA fraction thereof 3. ADDRESS 1,50 SUI.L_IVAfj AVG- 4, APPLICANT /( 5. ADDRESS I 6, ESTIMATED COST $ goo 7 . IS THIS A CONTRACT COST es No 8. FEE ENCLOSED $ Wd V`ej 9. TYPE OF BUILDING: RESIDENTIAL COMMERCIAL 10. TYPE OF JOB : Original Installati n Alteration/Addition/Repair Rn 3A 11/88 APPLICATION FOR ELECTRICAL PERMIT (Continued from Reverse Side) 11 . LOCATION OF JOB I Fpc-) I Jcyp-rS .CL NO. STREET APT. NO , 12 . TYPE OF INSTALLATION A 13 . SIZE OF MAIN FEEDER 14 . NO. OF LIGHT LOOPS 15 . NO. OF HEAT LOOPS 16 . NO . OF POWER LOOPS 17 . NO. OF LIGHT OUTLETS 18 . NO. OF HEAT CIRCUITS 19 . NO . OF POWER OUTLETS 20 . NO. OF CONVENIENCE OUTLETS 21. NO. OF HEAT CIRCUITS 22 . NO. OF POWER CIRCUITS 23. NO. OF LIGHT CIRCUITS 24. SIZE OF HEAT CIRCUITS 25 . NO. OF MOTORS 26 . NO . OF PANELS 27 . TOTAL WATTAGE 28 . NO . OF POWER FEEDERS 29 . NO. OF SWITCHES 30. A/C LOAD 31. SIZE OF POWER FEEDERS 32. NO . OF FIXTURES 33. TOTAL HORSEPOWER 34 . NAME OF SUBCONTRACTORS AND THEIR TRADES 35 . REMARKS AND FURTHER DETAILS : OM c9- C r rc r ac,ve ri2o 0 LL.2 dV LICENSE NO.SIGNATURE OF APPLICANT ATE PHONE NUMBER: Y PERMIT DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT 1 S Application is hereby : TOWN OF SOUTH WINDSOR BUILDING INSPECTION DEPT. PPROVED DISAPPROVED 1540 SULLIVAN AVENUE 644-2511 Ext. 230a a e Building Inspector Application must be printed or typed 1. LOCATION OF JOB 1 JUv Rua FEE $CIIEDULE No . Street 0 - $19000 - 10.00 Floor Apt. No. Over $i,uuu - iu.uu p e r $1 ,0 0 0 or 2 . OWNER IO A)C 9A Alkisey fraction thereof 3. ADDRESS4, APPLICANT T6WIy Qf 9AA WI '5Or 5. ADDRESS 5vilt 00 Hle-, 6, ESTIMATED COST $ 2-a) 7 , IS THIS A CONTRACT COST Yee N 8. FEE ENCLOSED $ wiped 9. TYPE OF BUILDING: RESIDENTIAL X COMMERCIAL 10. TYPE OF JOB: Original Installation Alt-eration/Addition/Repair R 0 3A 11/88 APPLICATION FOR ELECTRICAL PERMIT (Continued from Reverse Side) 11 . LOCATION OF JOB l O 1f'-(ls NO. STREET APT. NO , 12 . TYPE OF INSTALLATION 13 . SIZE OF MAIN FEEDER 14 . NO. OF LIGHT LOOPS 15 . NO. OF HEAT LOOPS 16 . NO . OF POWER LOOPS 17 . NO. OF LIGHT OUTLETS 18 . NO . OF HEAT CIRCUITS 19 . NO. OF POWER OUTLETS 20 . NO . OF CONVENIENCE OUTLETS 21. NO. OF HEAT CIRCUITS 22 . NO. OF POWER CIRCUITS 23 . NO. OF LIGHT CIRCUITS 24. SIZE OF HEAT CIRCUITS 25 . NO. OF MOTORS 26 . NO . OF PANELS 27 . TOTAL WATTAGE 28 . NO . OF POWER FEEDERS 29 . NO. OF SWITCHES_ 30. A/C LOAD 31. SIZE OF POWER FEEDERS_ 32. NO . OF FIXTURES 33. TOTAL HORSEPOWER 34 . NAME OF SUBCONTRACTORS AND THEIR TRADES 35 . REMARKS AND FURTHER DETAILS : f CD 12rill: u I AA-C,P t l q_ LICENSE NO.SIGNATURE OF APPLICANT DATE PHONE NUMBER: b q 4 -A s- ) l Electric# 1-3129 APPLICATION FOR BUILDING PERMIT Plumbing# 150 NEVERS ROAD HVAC # Date: --Z- Sprinkler# No., 2 2 6 6 8 FINAL APPROVALS Estimated Cost $ 40bo Building Z42-21 q,6 S1Q!NO:NRE1VERSE BOXED AREAS Permit Fee rj Frc o c Engineering INT ONLY Occupancy Fee $ Affidavit SIDE Appr.for CO. Total Fee wrt(V C7 TO BUILDING DEPARTMENT, TOWN OF SOUTH WINDSOR,CT Additional Cost) $ The undersigned hereby applies to do work according to the following specifications: Job Location la.S Lot No. Side of Street Zone Applicant SOS ti . ' Tel. # S-tPr Address r/ Zip Lic. # pOwnerC I Address 57 Beelzehuh Roa d+ S n_ W i n H g n r, r T Architect cX C -4 C <—' Address Sq. Ft.New Area: 1st FI. 2nd FI._ 3rd FI. Total New Area Rooms Lavatories Bathrooms Garages Purpose of this permit:L t e v I,-s Y City Water Well Septic System Sewer 11 Us Group Nff Construction Type Area Basement Garage Approved by Date tgfq R.vsed 6/95 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 I d the proper ' tance from all street lines,side yard lines and required distances from all other zones and is located in a e i which this uild and its us is allowed. Signed I hereby apply for a Certificate of Occupancy for the work described in this application for the permit Signed DO NOT WRITE BELOW THIS LINE -- INSPECTION COMMENTS PERMIT DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT 137 Application is hereby : TOWN OF SOUTH WINDSOR BUILDING INSPECTION DEPT. APPROVED DISAPPROVED 1540 SULLIVAN AVENUE ll - 644-2511 Ext. 230 ate u n Inspector Application must be printed or typed 1 . LOCATION OF JOB l Sy lV it71t /?r FEE SCHEDULE No . Street 0 - $19000 - 10.00 Floor Apt. No. Over $1,000 - 10.00 per $1 ,000 or 2 • Ot`ER fraction thereof 3. ADDRESS 4. APPLICANT -1P,f2L1ty GNc•woN 5, ADDRESS agar? 1 t+1wt,Tb 7 0 cold 1 6. ESTIMATED COST $ oOo 7 . IS THIS A CONTRACT COST _Z Yes No 8. FEE ENCLOSED $ O 9. TYPE OF BUILDIN RESIDENTIAL COMMERCIAr 10. TYPE OF JOB: Original Installation Alteration/Addition/Repair OF) 3A 11/88 APPLICATION FOR ELECTRICAL PERMIT (Continued from Reverse Side) 11 . LOCATION OF J O B /5"U Ntyr7QS i?D 42r-t"-L b NO. STREET APT. NO , 12 . TYPE OF INSTALLATION sr Cr 13 . SIZE OF MAIN FEEDER 14 . NO. OF LIGHT LOOPS 15 . NO. OF HEAT LOOPS 16 . NO. OF POWER LOOPS AS 17 . NO. OF LIGHT OUTLETS 18 . NO . OF HEAT CIRCUITS 19 . NO. OF POWER OUTLETS 20 . NO. OF CONVENIENCE OUTLETS 21. NO. OF HEAT CIRCUITS 22 . NO. OF POWER CIRCUITS 23. NO. OF LIGHT CIRCUITS 24: SIZE OF HEAT CIRCUITS 25 . NO. OF MOTORS 26 . NO . OF PANELS 27 . TOTAL WATTAGE 28 . NO. OF POWER FEEDERS 29 . NO. OF SWITCHES 30 . A/C LOAD 31. SIZE OF POWER FEEDERS 32. NO. OF FIXTURES 33. TOTAL HORSEPOWER 34. NAME OF SUBCONTRACTORS AND THEIR TRADES Nip 35 . REMARKS AND FURTHER DETAILS : ANC a Co,t o TNNN J/ sr.N YO 1-1C Z 1C-k.1nl W zz ?le kgpblC' cy eo`j he,AS wlLL 15 rY.lZ- sG h el y i-C J.wS tt1'-xON S z y 0 4? ss- LICENSE NO.S GNATUR OF APPLICANT DATE PHONE NUMBER: 66(o - 6)9G6 Electric# APPLICATION FOR BUILDING PERMIT Plumbing#150 NEVERS ROAD HVAC # Date: //—/6— 9 IT-*, No. 22811 Sprinkler# FINAL APPROVA S Estimated Cost Building 22- 46 W-- COMPLETE RED BOXED AREAS Permit Fee Po Engineering TYPE OR PRINT ONLY Occupancy Fee $ Affidavit SIGN ON REVERSE SIDE Appr.for CO. Total Fee 60 TO BUILDING DEPARTMENT, TOWN OF SOUTH WINDSOR,CT Additional Cost) $ The undersigned hereby applies to do work according to the followin pecifications: Job Location Lot No. Side of Street Zone Applicant M`44Z S OG. t: Tel. # R}—0 d 0 Addr ss U e LC' Y —5 Zip 4607 Lic.# ' 7 c/o 55 '1'C Owner `cy v Address /S sy wi I/ Architect Address Sq. Ft. New Area: lst FI. 2nd FI. 3rd A. Total New Area Rooms Lavatories Bathrooms Garages Purpose of this permit: /La2 [C h 12 tfieve- it O Sg—o, 4 G City Water C Well Septic System Sewer Use Group /` 77:7 Construction Type 'u Area Bas m nt Garage Approved 6y Date R•v•.d 6/95 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 budding is to be located the proper distance from all street lines,side yard lines and required distances from all other zones and is located in a zo in which this uilding and its us is all d. Signed --- TU01- f I hereby apply for a Certificate of Occupancy for the work described In this application for the permit Signed DO NOT WRITE BELOW THIS LINE -- INSPECTION COMMENTS DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT Application is hereby: TOWN of SOUTH WINDSOR BUILDING DEPARTMENT Bldg Pe 't# APPROVED 1540 SULLIVAN AVENUE 644-2511 ext.230 Date Inspector Application must be printed or typed Location ofjob Street No. Street Lot No. FEE SCHEDULE O - $1,000 - $12.00 Floor Apt.No. over $1,000 12.00 per$1,000 OWNER Voloranyfractionthereof ADDRESS AJ„ y LS ju. Sow w N 0 sr r— OWNERS PHONE# APPLICANT CT0%6f 14 "6-t-Sr. Ow N $F ADDRESS S f J"v Kd i %y CIO ', :t Y' ESTMATED COST$ l SOU u C IS THIS A CONTRACT COST? YES NO FEE ENCLOSED 1- pR.C TYPE OF JOB: Original Installation Alteration/Addition/Repair Revised 11/95 C•. APPLICATION FOR ELECTRICAL PERMIT(Continued from rcvcrse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A RESIDENTIAL BUILDING PERMIT APPLICATION YES / NO BUSINESS ASSEMBLY CURRENT USE AND OCCUPANCY MERCANTILE EDUCATIONAL FUTURE USE AND OCCUPANCY INSTITUTIONAL FACTORY STORAGE ENGINEER'S NAME PHONE GARAGE MIXED USE ADDRESS CITY STATE ZIP Other please specify) TYPE OF INSTALLATION/WIRING METHOD SIZE OF MAIN FEEDERS AND RATING OF WIRE USED NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS NUMBER OF PANELS REMOTE DISCONNECT REQUIRED?YES/NO NUMBER OF LIGHT CIRCUITS NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS SEPERATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK SQL L '3 0AZI9 G4 T3te-s THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONN.BUILDING CODES IN THE PERFORMANCE OF SUCH WWIATURF.0 - Gilt` 2 3 '-.- NAME STATE LICENSE NO. TYPE 6F APPLICANT PHONE NO. 3- gl'- DATE S- ? —?7 APPLICATION FOR BUILDING PERMIT Plumbing# 150 NEVERS ROAD WAC # Date: — ok e2,t lqqa- Sprinkler# No. 24530 INAROVAB 60WC04 $ 6, j Building 1° ex-COMPLETE RED BOXED AREAS Permit Fee 1ca 0 Engineering TYPE OR PRINT ONLY Occupancy Fee $ Affidavit SIGN ON REVERSE SIDE Appr.for CO.Total Fee Lu u. . TO BUlLD1qG DEPARTMENT,TOWN OF SOUTH W1 DSOR,CT ifional Cost) $ The undersigned hereby applies to do work according to the following specifications: Job LocationLot No. Side of Street Zone Applicant /TWA., 0/-U:H (,[ L 'R /Fac/L/TICS 6CP T Tel.#_ &51y-Z55// x 2 4& Addr ss /,5 qC, S011/1 Vet n A Oe Zip 0 60741 Lic.# Owner Ttvi)Al dFL! . WWI AMSDCAddress /S4D S tA LL t VORA) Q l-F Ko 4, IUD S13 R Architect Address Sq.Ft.N w Area: 1st Fl. 2nd Fl. 3rd Fl. Total New Area Rooms Lavatories Bathrooms Garages Purpose of this permit: City Water Well ewerSepticSystem S Ins. H.O. S.P. Cert. Area Basement Garage Approved by Date Use Group Castruction Type Rovsod 1/97 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 distance from all street lines,side yard lines,and required distances from all other zones and is located in which is building and its use is allowed. Signed qv/:Loa jjA I hereby apply for a Certificate of Occupancy for the work described in this application for the permit. Signed DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS Inspection / Approval Date By Appl Code Description Due Whom Code Comment 97-24530-B 500 B10 FINAL O1/31/02 JRC A CLOSED OUT. 97-14518-E 200 DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT PERNIIT# Application is hereby: TOWN of SOUTH WINDSOR BUILDING DEPARTMENT Bld Permit# APPROVED 1540 SULLIVAN AVENUE 644-2511 ext.230 Date Building Inspector Application must be printed or typed j Location ofjob ljo Moile r,5 Ro,4,p Street No. Street Lot No. FEE SCHEFDULE Floor Apt. No. 0 - $1,000 - $12.00 Over $1,000 12.00 per$1,000 or any fraction thereof OWNER U r/ ADDRES olllval? /`t UPiw e o v IA W)4 ds ar C T- OWNERS PHONE# 6 yy- / APPLICANT =f'f W N S ADDRESS fJr D ')1_>!l Uft YI !P!'I U° fA IL LdsioiC C7 f r•r ESTEWATED COST$ aa IS THIS A CONTRACT COST? NO FEE ENCLOSED $ SORO CO TYPE OF JOB: Original Installation 77 Alteration/Addition/Repair Revised 11/95 APPLICATION FOR ELECTRICAL PERMIT(Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A RESIDENTIAL BUILDING PERMIT APPLICATION YES / NO BUSINESS ASSEMBLY CURRENT USE AND OCCUPANCY MERCANTILE EDUCATIONAL FUTURE USE AND OCCUPANCY INSTITUTIONAL FACTORY STORAGE ENGINEER'S NAME PHONE GARAGE MIXED USE ADDRESS CITY STATE ZIP Otlicr please specify) TYPE OF INSTALLATION/WIRING METHOD SIZE OF MAIN FEEDERS AND RATING OF WIRE USED NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS NUMBER OF PANELS REMOTE DISCONNECT REQUIRED?YES/NO NUMBER OF LIGHT CIRCUITS NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS SEPERATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK 2 J:erS t-610 v)q In &) Vol-iroom /1 1:2 Ovla THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONN.BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. lq5q, -)w_d&waI61- NAME STATE LICENSE NO. TYPE SIGNATURE OF APPLICANT PHONE NO. ' DATE Eectric# APPLICATION FOR BUILDING PERMIT Plumbing# 150 Ne ver s Road Dat 04 -' f)10HVAC # No. 28154 T Sprinkler# 1141 A?ROVA hmaf Cost Building COMPLETE RED BOXED AREAS Permit Fee Engineering TYPE OR PRNT ONLY Occupancy Fee $ Affidavit SIGN ON REVERSE SW Appr.for CO.Total Fee A)A%v e J TO BUILDING DEPARTMENT,TOWN OF SOUTH WINDSOR,,CT Additional Cost) $ The undersigned hereby applies to do work according to the following specifications: Job L«anon trJ0 EyEIZS R6aD lot No. Side of Street Zone Applicant TOWN of 's0imi l /l N n 5a TeL# (o y14 r2S 11 xC 2.4& Address 5 qO Sty ff1 YAM V e Zip 0 Lic.# Owner Address Architect Address Sq.Ft.New Area: 1st FL 2nd FL 3rd FL Total New Area Rooms Lavatories Bathrooms Garages w Purpose of this permit: ft YV rPw1 oye & &a its r0 mj-rv_j- 2 1(s - t*n t h,n1 a e(er-+r't Ca. City Water Well Septic System Sewer Ins. H.O. S.P. Cart. Area Basement Garage Approved by Dat Use Group Construction Type R#YW 1/97 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 distance from all street lines,side yard lines,and required distances from all other zones and is located in ch this building and its use is lowed. Signed I hereby apply for a Certificate of Occupancy for the work described in this application for the permit. Signed DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS Inspection / Approval Date By Appl Code Description Due Whom Code Comment 28154-B 1,000 B10 FINAL O1/31/02 JRC A CLOSED OUT. Bectr:z# APPLICATION FOR BUILDING PERMIT Plumbing# 150 Never s Road QWAC # Date. Sprinkler# No., 28333 FINAL APPROVAU Estimated Cost 0 d Building 010-a COMPLETE RED BOXED AREAS Permit Fee Engineering TYPE OR PRINT ONLY Occupancy Fee $ Affidavit SIGN ON REVERSE SIDE Appr.for CO.Total Fee TO BIALDW DEPARTMENT,TOWN OF SOUTH WINDSOR,CT Additional Cost) The undersigned hereby applies to do work according to the following specifications: Job Location " E6 416 UQ,/z Lot No. Side of Street Zone Applicant s Le- Tel# Addr ss/%2d` -57a %t-,0AA' Arm 57a aZi Lic.# 30Z 6 G Own > e . W;fl 4 o Address ISyD J' r r!1 Z4Q lU !Ve .5;6_ n AC Architect Address Sq.Ft.New Area: 1st Fl. 2nd FL 3rd FL Total New Area Rooms Lavatories Bathrooms // Garages Pur se of this permit: :N ,qf/ 7 Sq/V jr- S/S 'eflil dhJ C a C' 2c'ts I q 300 R City Water Well Septic System Sewer Ins. H.O. S.P. Cert. Area I Basement Garage Approved by Date f r ty Use Group Construction Typ R•v6ed 1197 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 any alteration in the plans or specifications of the Building for which this permit is asked,and agree that this building is to —led the proper distance from all street lines,side yard lines,and required distances from all other zones and is located in bui ng use' all . Signed lix, .1'v I Lga.'& I hereby apply for a Certificate of Occ pancy for the work described in this application for the permit. Signed DO NOT WRITE BELOW THIS LINE INSPECTION COMMENTS Inspection / Approval Date By Appl Code Description Due Whom Code Comment 28333-B 4,900 B10 FINAL O1/31/02 JRC A CLOSED OUT. DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT PERMIT# Application is hereby:TOWN OF SOUTH WINDSOR V c6 BUILDING DEPARTMENT APPROVED 1540 SULLIVAN AVENUE Bldg.Pernut# 644-2511 ext. 230 ate Building Inspector Application must be printed or typed Location of Job: FEE SCHEDULE W S& 0-$1,000=$13.00 Street No. Street Lot No. J Over$1,000= 13.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT APPLICANT ADDRESS S- < \ C-,r\ APPLICANT PHONE# W N SeOWNER Oy.c C q< OWNER ADDRESS w up o, OWNER PHONE C ESTIMATED COST$ C IS THIS A CONTRACT COST? (30es 0 No CJ FEE ENCLOSED$ d TYPE OF JOB: SOR-CO ANew Installation 0 Alteration/Addition/Repair Revised 8/9 r APPLICATION FOR PLUMBING PERMIT (Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A BUILDING PERMIT APPLICATION? YES NO RESIDENTIAL BUSINESS CURRENT USE AND OCCUPANCY ASSEMBLY MERCANTILE FUTURE USE AND OCCUPANCY EDUCATIONAL INSTITUTIONAL ENGINEER'S NAME PHONE ACTORY STORAGE ADDRESS GARAGE MIXED USE CITY STATE ZIP Other please specify) TYPE OF INSTALLATION 2. p SIZE OF MAIN DRAIN 1A NO.OF TOILETS ':2-- STYLE U0 NO.URINALS STYLE NO.OF BATHTUBS NO.OF SHOWERS NO.OF LAVATORIES NO.OF CONDUCTORS SIZE NO.OF STACKS SIZE AREA OF ROOF NO.OF CATCH BASINS NO.OF FLOOR DRAINS NO.OF OTHER FIXTURES KIND ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY A WINDOW YES ®'NO SIZE OF WINDOW IF NONE C.F.M.OF VENTILATOR SIZE OF DUCTS SEWE OR SEPTIC TANK SIZE OF WATER MAIN SIZE OF WATER PIPING&RISER WATER HEATER: TYPE Ne MANUFACTURER DESCRIPTION OF WORK THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. Z C) Q- CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT DATE 4/Datl RTMENT DECISION APPLICATION FOR SPRINKLER PERMIT PERMIT# plication is hereby:TOWN OF SOUTH WINDSOR BUILDING DEPARTMENT pR 1540 SULLIVAN AVENUE Bldg.Permit# 644-2511 ext. 230 Building Inspector Application must be printed or typed FEE SCHEDULE Loca 'on of Job: 0-$1,000=$15.00 Street No. treet Lot No. Over$1,000= 15.00 per$1,000 or any fraction thereof Tenant Designation Apt.No. APPLICANT APPLICANT ADDRESS CE ,( Z 6Q> APPLICANT PHONE# a— OWNER mil= -!<aez l0WNSfqOWNERADDRESS r _ OOWNER PHONE ESTIMATED COST$_ T d IS THIS A CONTRACT COST? Yes No T j FEE ENCLOSED$ t) TYPE OF JOB: sOR-Cps New Installation Alteration/Addition/Repair Revised 4/01//2002 APPLICATION FOR SPRINKLER PERMIT (Continued from reverse side) TYPE OF BUILDING TYPE OF CONSTRUCTION USE GROUP NO.OF STORIES RESIDENTIAL BUSINESS IS THIS APPLICATION ASSOCIATED WTI'H A ASSEMBLY BUILDING PERMIT APPLICATION? J$f YES NO MERCANTILE EDUCATIONAL CURRENT USE AND OCCUPANCY CffT-mil S 4/tSy! INSTITUTIONAL FACTORY FUTURE USE AND OCCUPANCY STORAGE GARAGE ENGINEER'S NAME PHONE MIXED USE Other please specify) ADDRESS Ifs"s CITY STATE ZIP KIND OF INSTALLATION SIZE OF MAIN DRAIN WATER PRESSURE AT STREET(PSI) ARE SPRINKLER HEADS ALTERED? YES NO IF YES,CHECK ALL THAT APPLY: ADDED DELETED ALTERED IF MORE THAN 3 HEADS ARE ADDED HYDRAULIC CALCULATIONS ARE PROVIDED BY(CHECK ONE) PROFESSIONAL ENGINEER INSURANCE COMPANY WATER FLOW WATER PRESSURE AT SPRINKLER HEADS(PSI) ARE PUMPS REQUIRED? YES NO IF YES,CHECK ALL THAT APPLY: FIRE BOOSTER OTHER ARE STANDPIPES PROVIDED? YES NO IS A SPRINKLER SYSTEM PROVIDED? YES NO SPRINKLER SYSTEM MAIN WATER SUPPLY RATING GPM TOTAL DYNAMIC HEAD(TDH)OF FIRE PUMP PSI DESCRIPTION OF WORK THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. F— /D J CONTRACTORS LICENSE NO. TYPE STATE SIGNATURE OF APPLICANT DATE . A 10M-4. STATE OF CONNECTICUT + DEPARTMENT OF CONSUMER PROTECTION Be it known that r 1KENNETH F KINDS JR 235,TRYON ST MIDD-LFXOVV T 06457 has been certified by the Depait-nent of, dns'U' mer Protection as a licensed FIRE PROTECTION LIMI I-D CONTRACTOR4V E: Fl" ens q 4-0,457 U4 : Effective: 03/21/2002 Expires: 10/31 2002 Jam s T. Fleming, Commissioner DEPARTMENT DECISION PERMIT# APPLICATION FOR ELECTRICAL PERMIT q5-7 Application is hereby: TOWN of SOUTH WINDSOR BUILDING DEPARTMENT Bldg Permit# API.)R 1540 SULLIVAN AVENUEAPPR Z 644-2511 ext. 230 1,Y Date Building Inspector Application must be printed or typed Location ofjob Street No. Street Lot No. FEE SCHEDULE Floor Apt.No. 0 - $1,000 - $12.00 Over $1,000 or any fraction thereof j S U)rJ 6> fIkJ c L/12.00 per$1,000 OWNER Z% ADDRESS /6-Vo S6A= .l,hM) 'Oty-e— - 5 - loJtiDSCN_ , OWNERS PHONE# C APPLICANT U."Y/--I 0* N ADDRESS C7w 11 ESTIMATED COST$ IS THIS A CONTRACT COST? Po" YES NO C LiftFEEENCLOSED $ kja V 0 CO E OF JOB: Original Installation Alteration/Addition Repair Revised 11/95 APPLICATION FOR ELECTRICAL PERMIT(Continued from reverse side) TYPE OF BUILDING IS THIS APPLICATION ASSOCIA A RESIDENTIAL BUILDING PERMIT APPLICATION YES NO BUSINESS 1 ASSEMBLY CURRENT USE AND OCCUPANCY MERCANTILE EDUCATIONAL FUTURE USE AND OCCUPANCY INSTITUTIONAL FACTORY STORAGE ENGINEER'S NAME PHONE GARAGE MIXED USE ADDRESS CITY STATE ZIP Other please specify) TYPE OF INSTALLATION/WIRING METHOD SIZE OF MAIN FEEDERS AND RATING OF WIRE USED NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS NUMBER OF PANELS REMOTE DISCONNECT REQUIRED?YES/NO NUMBER OF LIGHT CIRCUITS NUMBER OF POWER CIRCUITS NUMBER OF SWITCHES NUMBER OF OUTLETS NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS NUMBER OF A/C CIRCUITS SEPERATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED. DESCRIPTION OF WORK h/ A) THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONN.BUILDING CODES IN THE PERFORMANCE OF SUCH WORK. y NAME STATE LICENSE NO. TYPE NGNATURE OF APPLICANT PHONE NO.(03?--8VY8_ DATE Shirley Wilhelm- R ApprovalConfirmation: Request No. 179457 Page 1 From: clpsvc@nu.com> To: WILHEL@SOUTHWINDSOR.ORG> Date: 1/31/02 8:55AM Subject: CRS Approval Confirmation: Request No. 179457 Your approval of the following CRS Request has been successfully processed. CRS Work Request M 179457 House No:150 Lot No: 0 Street Name: NEVERS RD Town Name: SOUTH WINDSOR, CT Inspector: JOHN COLLINS Approval Date: Jan 31, 2002 BIDWRELD rl TRIC C077PAflY SERVICE•DESIGN•INSTALLATION SINCE 1926 CT LIC.#00123564 January 23, 2002 Building Department Town of South Windsor South Windsor CT Job Location: Senior League Pressbox Owner: Town of South Windsor Job Description:Work as Per Plans on File To Whom It May Concern: This letter authorizes Roger Baral, License# 157751 to sign the permit as agent of Bloomfield Electric Company for the above mentioned job and municipality. Applicable License: Kevin Calhoun RogfrBaral Contractor License Holder Journeyman License Holder E-1 123564 E-2 157751 Subscribed and sworn to before me this 23rd day of January 2002. Notary Public: My commission expires: June 30,2002. 3 ALCAP RIDGE • CROMWELL, CT 06416 • T I.: (860) 632-8448 - Fax: (860) 632-8807