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36-348 /2 ") DBL. WASHED STONE UNDER TANK & D. BOX FOR 6 ". ?ROPERLY WASHED (WITH BUCKET /1420 TEST) PRIOR TO PLACEMENT. 10 PVC TEES AS SHOWN. OURS NOTED AS NECESSARY, RESERVE AREA NOTED REQUIRED. CONTOURS). SUBGRADE INSP. REQ'D. TOPOGRAPHY AND SPACE OF LOT WITH RESPECT TO LOCATION AND , SIDENCE (310 CMR 15.240) 'E OVER SAS SUB TO 22" MIN. AS NEEDED (INSPECTION REQUIRED). �. OF B (MIN. 22 ") UNDER BED PRIOR TO TITLE V SAND PLACEMENT (if needed). PING SYSTEM AND REMOVE. pl I I BY A. WEISS, RS. 08/02/06 (E. MATTHIEW, BOH AGENT). • . 40" 3 MIN I IN & 6 MIN/1N fli 1 ATING (SANDY LOAM) • N 10 FT. OF NEW LEACH FIELD. USE TITLE V FILL 5 OUT. ;PECT SUBGRADE, AND FINAL. IL as noted, CONFIRM PROPER PIPE SLOPES 11111 CH. 40 PIPE FOR PIPE FROM HOUSE TO NEW OR EXISTING TANK , ND SEED OVER LEACHFIELD AS NOTED. 1 LOW GROUNDWATER SEASON RECOMMENDED. f S OIL EVALUATOR: DATE OF EVALUATION � r LOG: E pri E..V V . ALAN WEISS 8-2 - EFF FOR BED 87.00') TP -2 EFF. ELEV: caoft caoR {AHJNSEta MATERIAL DEPTH: HOW: TEXTURE (td.1NSEL4 MP.TERfAL (10 YR 313) FRIABLE LOOSE 0' - 8' A FSL (10 YR 312) FRIABLE (2.5 Y 4/3) FRIABLE 8' - 22" Bw SL (2.5 Y 4/3) FRIABLE LOOSE (2.5 Y 4/2) COMPACT SANDY GLACIAL 22' - 122" Cl SL (2.5 Y 4/2) INTERLAYERED WELL TILL. MASSIVE WITH F.C. 122' - 130' C2 FS (2.5 Y 4/2) SORTED CRSE SANDS. 15% SAND COBBLES AND GRAVEL (10 YR 618) OBSERVED (ul, 24" OXIDES: (10 YR 618) OBSERVED (a; 24" 24' = 85,0' EHWT: 24" 120' STANDING H20: 120" 95" - 96" WEEPING: 95' - 96' 120" + BEDROCK: 130" + SEPTIC SYSTEM DESIGN PLAN FOR JUSTIN DIONNE LOT 2 DUNPHY DRIVE (MAP 36 LOT 348) NORTHAMPTON, MA. J' CumAultaiti.A. 9 350 Did emtIelet rZoT.d. Vole_ _ht .K,111 : 01001 ) 323 -5957 �;,� •� 23 -4976 �- //IIQiI: a W�'�cf'c clu YLtcfs xc>F DRAWN BY: REVISED: ALAN WEISS DRAWING NUMBER: 106 -2552 -0802 , e ' ik .... .. v. . •- N.- e -, ........ .i.. <LP sr , . :t) 1 1;1:9 (# / co 7 r\ \ 1 • 785 k . 1 .1 • ,',.‘... ,. .. , .i.:.„,.....,... -.. : , , ..- . „v.:, -Y.44.,•;• • W-20.3 W-206 'elliIiIiiilili •'6 V^ •.,) . .''' ' ''.1:1;:s.F-7- -202w--20,5 •IYI 1 0 W-20 4 ilililifilililiii.111.1.1 I 1 1 .0 oc- I. i J, ‹, i n wlA t ij "i'l 'Ili - till 1. tiiiiitiljwi .. 1 i . j . , ,., . N 042406" w ' I le. .1 . H tv-- dol 1 1.1.11L , N 04.'24.06' m 29'27' :n.: A2 i l l i i rili J I I I' biNtl‘ ' k rI l 'l l 'I'll'I'1•1 1' 'h. 0, <, (1 '''''.. .T 1•I'Ll'I'lji' <I . 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L., 1 Q , 35 A 6.77, • FT ,,,, - - - • 60 . :! :::?' •P'5'. 4 3 g'il 6 ' ,‘ 114 ----- .00 " fri CFeEs S 0 822'48' E 233.35' 3764 5.495 ,.,. ' 4 ' k .i kikiN.kilt , , , ` , ii , .;.;:x314;.'7 \-k ° • 9 P"' ..s ' 4. 4 , 4' (1) ■a,0 (31 .6 (3° ._L P. 0,12'1 41 r . 3 . ,' K - * 5 .!.C ' -7-TA15 IC , `0" -, ,0,4 el ■ N l ': 1 . 0 1 \C 5r e Ps- -(( •'' 0 ,0 0 , 04. Permit No. W73 -05 Permit No. WATER CONNECTION INSPECTION REPORT Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1098 Date: Type of Service: New x Renewal Repair Pipe: Size 8" Material DI Water Entry Fee Paid? Yes x No N/A Meter Size 1" Fee Paid? Yes x No N/A Location of Installation: 147 Dunphy Drive (Street and Number) Permit Issued To: Dionne Management Team, LLC Contractor /Developer Obear Construction Installing Service Connection: The service connection at this location was inspected by the undersigned on (Date) at and approved. (Time) I have instructed of that the installation can be backfilled. Measurements for all installation shall be documented by the Water Department. The information shall be on file at the Public Works Department office. Page 3 of 3 Permit No. W73 -05 CITY OF NORTHAMPTON, MA RESIDENTIAL OR COMMERCIAL BUILDING WATER ENTR ' ' CATION DATE: 6/27/05 SIGNED: 1, it /frt ('pphcan Dionne Management Team, LLC PO Box 294, Sunderland, Ma 01375 (Address of Applicant) $ 200.00 entry fee paid. Check No.: 1192 $ 200.00 meter fee paid. Check No.: 1192 Application approved and permit issued: DATE: G/18/o,c SIGNED: AlAW,5;744" (Director of Public Works) FEE SCHEDULE: Water Entry Permit Fee: $200.00 5/8" Meter Fee: $100.00 3/4" Meter Fee: $150.00 1" Meter Fee: $200.00 Page 2 of 3 yic/rzIJ ce‘' 7h7e0 Permit No. W73 -05 CITY OF NORTHAMPTON, MA RESIDENTIAL OR COMMERCIAL BUILDING WATER ENTRY APPLICATION A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. To the City of NORTHAMPTON, MASSACHUSETTS: The undersigned, being the owner of the property (Owner, Owner's Agent) located at 147 Dunphy Drive , does hereby request a permit to install and (Number) (Street) connect a 1" Water Service to the residence at said location. (Size) (Residence, Commercial Bldg., etc.) 1. "Owner" shall mean the person holding title to the property served or to be served by the water service. 2. The person or firm who will perform the proposed work is Obear Construction ,of PO Box 951, Montague, Ma 01351 (Name) (Address) 3. Plan/Sketch and specification for the proposed water service shall be attached to permit. In Consideration of the granting of this permit, the undersigned agrees: 1. The Water Department shall make all taps to the water main. 2. WATER ENTRY PERMIT fee is $200.00. 3. Additional work performed by City forces from the water main to street line shall be paid at the prevailing labor rates and cost of material. Water Meters 5/8" $100.00 Water Meters 3/4" $150.00 Water Meters 1" $200.00 Water Meters 1.5" and above shall be purchased by the owners using city specs. 4. The Water Superintendent shall be notified for water line inspection prior to backfill of trench. Page 1 of 3 R:. , tw. p: y Y! 111414, 1016; i ii; . 4 * 4 0).., ' '" . �? 7 L ..rr .. O �� T 1 h 4 r.,„ I Y \ 1.7 * SQ F _ -'z . 8 56 w T • :o= m s f 1'1 ! i'1' ' :,. t ° �3' , �' s' 41 ,, 1 1'1,1'i 1 1 1 1 f. At!' a i !'ilii111 '1 !l'! c, ,,z0 ,. 1 f 1 1 11i i -1 1 f 11i 1 l ill l ,l 1 1 1 l l j lj . 1 % . , ' �' .4-,,,t- h ' _ ' :;`,' ; , - Illi l1ilillllll) C - 1 ► 1 i I h 1 Il I { i I . .: ,. x 1 1' 1i1'01l 11i1'1'i 1 4 KTt . ► ` H 0424'06. w .. .. Ay 0 1 •1; ,1 .i ;a, 1 , 1 10 , lli 0 0 0 , 4 1� � i � ,;l � + J, /3, �.,� , z 7„- • 'l l i , l Z i l t , i , l f10. l i { l i i ll l i l i i,l l ' 1 �� 6 ' 1 ,p , s1 (4. � o „ . „,....� , ,,; •-i i X1 s Ah 1•il 1 c # f a S '` 47. ' ` ' 4r i'1 I !'I l ! -I 1' kl 1••1 Oh l j 'a. N oy �zo.x >/ • ...ear,' .. . I•l•I 1•!'1 i { 1 ! i 1 �' i 1 . j 1 l 1 1 �, y` --- 7 1 1 ' illllilil'l l I 1 I I 1 1 r4 'il I1: olill,iljI I _ - . /' yy i,i,l y , st ► ; , I P >. il' r „ � C(/ - .p y,, .''''1'111• ,;06 4 �ljiifil r a ; PT, a i til.i. -- -'--0104►+AC:E . if { , Y 4,.c su cr • .;�.i.o a, :P 1.1 1.4 1 I r 111 1A; i r l'l'l l (' 4jr ' � r � l l � s { " . x rs '`"o l l l ! i I • � av4 A , `� :; . 4 . 1 s , Nr , a . iljl0 5$ LOT 4 i ',- ,. ;,. a ,, .. f tit` Y 0 cx,s, �p �j { ! i 1 � l I V 3 gp S � ? ?. �' 11 1 1 1 1 i � 1i ^t , 5z3 AO FT. - ; a , ,ii ! 1.1 . 111 0. J. S 0 6 '26'13` ! 0Q ' S 08'22'49` E 233.35' r 4 iyp `' -� 114. • 10 $Ct '11g P F t NH • ''fi , 4-('' 9 P iZ c, -" fir' l- Xiflimi �� `1, 4. , d rs`O00' 91' i r. MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this apptieadon. Location: 147 Dunphy Drive (Lot) Inquiry Made By: Justin Dionne 413 -219 -2799 Date of Inquiry: 5/10/05 Number of Type of X Single Family Type of _X Private Units: 1 Unit(s): Accessory ApaR. Ownership: Condo Multi- family Rental (Applicant to fell out the above) Municipal Water Main in E,xisting service to Froot of Location? Yes: 1=t No: ❑ s it e ? Yes: ® No: 0 Size of Water Main: 8" Material: DI Age: 2003 Approximate Static Street 70 Flow Test Con hided: Yes: U No: 8 Pressure: If done attach results 1" Size of Service Connection: Suggested Meter Size: I" Comments: The Water Department aiapot guarantee adequate water pressure during peak demand times at elevations above 320 feet • A amespanding water anhwrce foe shall be paid prior to making any connection to the municipal water system • Arrangements of such installation shall be nude with the Northampton Water Departint:it with a mioimumof gdays • • All . f heel , to Northampton Water Department a David W. Sparks, Supceintendent of Water cc: Nod Huntley, City Engineer \ \amb \ndmin\l'ennils \Water Application Motel. Availnbiliry.do r • d Parr ' we c T 1 14,411 uondweuiou S .__ arF -,.r, .,,, de ro *'i. 2 (-#.- /f2 Nici,ji • 3 s. L. W - 7 , 1 o � .2� \ J .�'d 1 7856., A Q FT 2 *--2:3 2oa 2 � W 2Q6 4)111111Y-11T `°f 1i1. 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I i' 8U, ,• 0 , I •1 Dfl giNAGE EpS EMENt I t q O SVBJfCT ABLE LOT) °' 1.- I ti'liti a ° �'NAGe r. utr tTir i a. I S , DEIyq D R T f p� O o '° i i - L. 0 T 4 A. � n 2 � ' s , 4 6. is 5 Q. , ,. 2 3t CR F T t CO o ' ' B8' � 1 s e o, i i l l I , , . % S 08'26'13" E 114.00 " �- S 06'22'48" E 233.35' k I O M� 6� 0 PND 0 k: ss N a kt , " i :E, .. P � N P 3'k v °.‘ PGES 521e `, X00pOK.6 6 �' P\ PN 4 1'27 �-�-- 4. 5 0E'• S - F �s7r�'G �A O *0 GF' 1 � G P Permit No. D49 - 05 Conditions: Driveway Permit In lieu of plan approved by City Engineer I agree to the following added conditions: 1. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. By: �� e itioner Dionne Management Team, LLC Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. cc: Building Inspector yic/iZ.a u 7k /c h . - t Permit No. D49 -05 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 6/27/05 FEE: $25.00 CHECK #: 1 192 THE BOARD OF PUBLIC WORKS Driveway mutt hp ctaknd and houcp & int nunzher pnctnd The undersigned respectfully petitions your honorable body for: Permission to install a driveway at 147 Dunphy Drive ' . - - . Si tl . • .. .. . ' . . . 11' _ - - ' . - - - . . ' .. _ - .. . . - . • . . - . . . .. .• 1 "1 . .- . ' - .. _ . 11 ... - 1 ... ... .. I. .- .. 1 .. .. • - . . I 5 - .. - . . 1 . . . I • . - . . .. • S . - . 1 . 1 'I . • - - • . _ ' . 5 .1 1 - • 5 .. - . . . - .• . - . • . - S 5 . .11 . .. S . 1A ' of Northampton in the event of a washout of this f .. • A/ /iit 411/ 111 BY: / A,40:- - 1► : /■■. .4 Team, LLC Telephone #: 413 - 219 -2799 Proposed Location Inspected By: 6 Gravel Base Grade Inspected By: Final Approval THE BOARD OF PUBLIC WORKS voted that petition be granted. George Andrikidis Director of Public Works (SUBJECT TO ATTACHED CONDITION 1 & 2) cc: Building Inspector • • • • • • L f • PS ' ({ - ST $ 4 p d - sa X10 a - •. �- a • - 12L ! !9h, STS a5exej •szooT? UT 0£ -2oou4 ouZ £z ' /. 7 (V 441 46 Y os iCo T; ' -ST . + /tr/ sT� a 2 uawasp2 - �uno .a6e •3oo3 a .3enbs • 040 to vt {lsoN n ° :n v(� tau u;r _ dO1,JdS: :1 ut PI- EI I - _ j �s Iu Z cZ 10_ SNO11.03dSNI O CIOIIf1II d0 .N? LJJVd3o EY j - • • f Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes Insulation Thickness in Inches by Pipe Sizes Non - Circulating Runouts Circulating Mains and Runouts Heated Water Temperature ( °F) Up to 1" Up to 1.25" 1.5" to 2.0" Over 2" 170 -180 0.5 1.0 1.5 2.0 140 -169 0.5 0.5 1.0 1.5 100 -139 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range( °F) 2" Runouts 1" and Less 1.25" to 2.0" 2.5" to 4" Heating Systems Low Pressure/Temperature 201 -250 1.0 1.5 1.5 2.0 Low Temperature 120 -200 0.5 1.0 1.0 1.5 Steam Condensate (for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water, Refrigerant and 40 -55 0.5 0.5 0.75 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD: (Building Department Use Only) RON GROGAN Page 4 of 4 ❑ Materials and equipment must be identified so that compliance can be determined. ❑ Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. ❑ Insulation R- values, glazing U- factors, and heating equipment efficiency must be clearly marked on the building plans or specifications. Duct Insulation: ❑ Ducts in unconditioned spaces must be insulated to R - 5. Ducts outside the building must be insulated to R - 6.5. Duct Construction: ❑ All joints, seams, and connections must be securely fastened with welds, gaskets, mastics (adhesives), mastic -plus- embedded - fabric, or tapes. Tapes and mastics must be rated UL 181A or UL 181B. Exception: Continuously welded and locking -type longitudinal joints and seams on ducts operating at less than 2 in. w.g. (500 Pa). ❑ The HVAC system must provide a means for balancing air and water systems. Temperature Controls: ❑ Thermostats are required for each separate HVAC system. A manual or automatic means to partially restrict or shut off the heating and /or cooling input to each zone or floor shall be provided. Service Water Heating: ❑ Water heaters with vertical pipe risers must have a heat trap on both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. ❑ Insulate circulating hot water pipes to the levels in Table 1. Circulating Hot Water Systems: ❑ Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: ❑ All heated swimming pools must have an on /off heater switch and require a cover unless over 20% of the heating energy is from non - depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: ❑ HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F must be insulated to the levels in Table 2. RON GROGAN Page 3 of 4 • • 0 REScheck Software Version 3.7 i st Release 1 b Inspection Checkl Date: 09/14/06 Ceilings: ❑ Ceiling 2: Flat Ceiling or Scissor Truss, R -38.0 cavity + R -1.0 continuous insulation Comments: Above -Grade Walls: ❑ Wall 1: Wood Frame, 16" o.c., R -19.0 cavity + R -1.0 continuous insulation Comments: ❑ Wall 2: Wood Frame, 16" o.c., R -19.0 cavity + R -1.0 continuous insulation Comments: Windows: ❑ Window 1: Wood Frame:Double Pane with Low -E, U- factor: 0.310 For windows without labeled U- factors, describe features: #Panes Frame Type Thermal Break? Yes No Comments: Doors: ❑ Door 1: Glass, U- factor: 0.240 Comments: ❑ Door 2: Solid, U- factor: 0.160 Comments: ❑ Door 3: Glass, U- factor: 0.250 Comments: Floors: ❑ Floor 1: All -Wood Joist/Truss:Over Unconditioned Space, R -30.0 cavity + R -2.0 continuous insulation Comments: ❑ Floor 2: All -Wood Joist/Truss:Over Unconditioned Space, R -2.0 continuous insulation Comments: ❑ Floor 3: All -Wood Joist/Truss:Over Unconditioned Space, R -30.0 cavity + R -2.0 continuous insulation Comments: Heating and Cooling Equipment: ❑ Furnace 1: Forced Hot Air: 92 AFUE or higher Make and Model Number: Air Leakage: ❑ Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage must be sealed. ❑ Recessed lights must be 1) Type IC rated, or 2) installed inside an appropriate air -tight assembly with a 0.5" clearance from combustible materials. If non -IC rated, the fixture must be installed with a 3" clearance from insulation. Vapor Retarder: ❑ Required on the warm -in- winter side of all non - vented framed ceilings, walls, and floors. Materials Identification: ❑ Materials and equipment must be installed in accordance with the manufacturer's installation instructions. RON GROGAN Page 2 of 4 f Permit # Permit Date CI REScheck Software Version 3.7 Release 1 b Compliance Certificate Project Title: RON GROGAN , `-0 Report Date: 09/14/06 Energy Code: 2000 IECC sL? 2.006 Location: Northampton, Massachusetts Construction Type: Single Family Glazing Area Percentage: 23% Heating Degree Days: 6404 -- - Construction Site: Owner /Agent: Designer /Contractor: 147 DUNPHY DR. NORTHAMPTON, MA 01060 Compliance: Passes 1 Maximum UA: 646. YOUr ; tome UA: +643 0.5% o Better Than C de (I.JA), Gross Cavity Cont. Glazing UA Assembly Area or R -Value R -Value or Door Perimeter U- Factor Ceiling 2: Flat Ceiling or Scissor Truss: 1825 38.0 1.0 53 Wall 1: Wood Frame, 16" o.c.: 1260 19.0 1.0 36 Window 1: Wood Frame:Double Pane with Low -E: 580 0.310 180 Door 1: Glass: 42 0.240 10 Door 2: Solid: 21 0.160 3 Door 3: Glass: 21 0.250 5 Wall 2: Wood Frame, 16" o.c.: 1584 19.0 1.0 95 Floor 1: All -Wood Joist/Truss:Over Unconditioned Space: 1249 30.0 2.0 37 Floor 2: All -Wood Joist/Truss:Over Unconditioned Space: 1249 0.0 2.0 207 Floor 3: All -Wood Joist/Truss:Over Unconditioned Space: 576 30.0 2.0 17 Furnace 1: Forced Hot Air: 92 AFUE Compliance Statement: Statement of Compliance: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2000 IECC requirements in REScheck Version 3.7 Release 1 b and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. , ,(1/1--7.)/0. " `"'W 7 /1 icg ///5 Z Builder /Designer Company Name Date RON GROGAN Page 1 of 4 • ` ^ Version: 2.0 Designed on September 29. 2006 ( /Joists V r� Be ams Analysis and Design �- - A. i�3 - How to �, Order Pro Developed by: 400 Forum Engineers Enter Data Home Print Version f` Seam or Girder .. .C: Joist or Rafter Member # R2 . - _ ' Megiberat, � Aloof,: Location : Roof area 2 RepetltiveUse fi � yet Nominal Size : (1) 2 x 12 Jncise dfiorPT `- k Species = Hem -Fir Ftat.tlse rx, , z ** Dimension Lumber ** Grade = No.2 'Moisture Content ,9751 p Span (L) = 19 ft 0 in Tmpera °F) L t - Spacing (S) = 12 in .. Unsupported Length (lu) = 0 ft - 12 in l r T� ,; with cantilever ,F 47 with Point L aad(s) T " ` , , , r. with Sloped Load(s), L (pressed -down buttons are selected) w psf) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII LOADING Load Type 4 Max. Span = 21 ft - 7 in ,,,�, I Dead Load j Uniform w (ps f) = 15 R1 R2 475 lb 475 lb Stress and /or Deflection Check ---► OK A c t u a I A l l o w a b l e Ratio Snow Load Uniform w (psf) = 35 Max fv (psi) & V (lb) 38 428 173 1941 22% 4 CD = 1.15 Max fb (psi) & M (lb -ft) 856 2256 1107 2918 77% Total Load Max. Defl. (in) -0.63 L/360 LI180 1.27 50% Live Load Max. Defl. (in) -0.44 L/514 L 0.95 47% Adjustment Factors for M for V for E .. Wet Service C = 1.00 1.00 1.00 zoo - o Temperature C = 1.00 1.00 1.00 ,o , Beam Stability C = 0.98 N/A N/A - i ..e. Size C F = 1.00 N/A N/A Shear Force, V (lb) Flat Use Cfu = 1.00 N/A N/A Incising C = 1.00 1.00 1.00 Repetitive Member C = 1.15 N/A N/A 3000 - 2000 - �, i i 1000 1, i Design Values � i t E ° f - ' i t ffb (Dsi) FV (D &Q EE l°sil Tabulated 850 150 1300000 Bending Moment, M (lb -ft) Adjusted 1107 173 1300000 Section Properties breadth (b) = 1.5 in '' depth (d) = 11.25 in Area (A) = 16.9 in ^2 �'. Section Modulus (Sx) = 31.6 in Moment of Inertial (Ix) = 178.0 in ^4 Total Load Deflection (in) .+�+ Version: 2.0 Designed on: September 29, 2006 ( wf Beams /Joists Analysis and Design wwpa.org -f - A) How to '''- Order Pro Developed by: • Forum Engineers Enter Data Home Print Version SSettrp ;'` Beam orGirder t:' Joist or• Rafter Member# R1ilemhert,,, " e on Location : Roof area 1 Repetitive Use ? : 4 ' , It. ti, "'es Nominal Size : (1) 2 x 10 Incised for pi'? ; Species = Hem-Fir ilat Use' ' ;7: Dimension Lumber Grade = No.2 Moisture Content :4 esi. Span (L) = 15 ft - 0 in Temperaturel° F) Spacing (S) = 16 in Unsupported Length (lu) = 0 ft - 12 in e , t with Cantilever. - ° ,. r with #?oint Loads) with. Sloped Load(s) L (pressed -down buttons are selected) W (psf) • IIIIIIItilliiiiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIiiiillIIIIIIIIIiIIiIIIIIIIIIIIIIIII LOADING Load Type ii Max. Span = 16 ft - 1 in 4)„,. Dead Load Uniform w (psf) = 15 R1 R2 500 lb 500 lb Stress and /or Deflection Check --► OK A c t u a I A l l o w a b/ e Ratio Snow Load Uniform w (psf) = 35 Max fv (psi) & V (lb) 48 449 173 1596 28% CD = 1.15 Max fb (psi) & M (lb -ft) 1052 1875 1220 2174 86% Total Load Max. Defl. (in) -0.59 L/305 L/180 1.00 59% Live Load Max. Defl. (in) -0.41 L/436 U240 0.75 55% Adjustment Factors WO for M for V for E .0. Wet Service C = 1.00 1.00 1.00 0 Temperature Ct = 1.00 1.00 1.00 ,�. Beam Stability C = 0.99 N/A N/A -800 Size CF = 1.10 N/A N/A Shear Force, V (lb) Flat Use C = 1.00 N/A N/A Incising C = 1.00 1.00 1.00 Repetitive Member C = 1.15 N/A N/A 2000 1500 - 1000 7 ' ' , Design Values 500 0 '.: a l ; ' Fh (psi) Fv (osl) E l °sil Tabulated 850 150 1300000 Bending Moment, M (lb-ft) Adjusted 1220 173 1300000 Section Properties breadth (b) = 1.5 in ail depth (d) = 9.25 in a j Area (A) = 13.9 inA2 Section Modulus (Sx) = 21.4 in ^3 Moment of Inertial (lx) = 98.9 inA4 Total Load Deflection (in) Job Truss Truss Type Qty Ply THE SONOMA _. Q607038 V1 VALLEY 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. Fri Jul 07 14:15:32 2006 Page 1 o - 0 4-2-0 4 84-0 2-0 4-2-0 Scale = 1:19.4 3x4 = 2 r, 10.00 12 6 6 T 1 e m ri 3 411p.66 • 2x3 % 1,5x4 II 2x3 :� 0 8 8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.41 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 24 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD BOT CHORD 2 X 4 SPF No.2 3-4 = 67 OTHERS 2 X 4 SPF Stud WEBS BRACING 2-4 = -265 TOP CHORD Sheathed or 6 -0-0 oc purlins. NOTES (8) BOT CHORD 1) Unbalanced roof live loads have been considered for this design. Rigid ceiing directly applied or 10 -0-0 oc bracing. 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= S.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right REACTIONS (lb /size) exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This truss is 1 = 272/8-4-0 designed for C -C for members and forces, and for MWFRS for reactions specified. 3 = 272/8-4-0 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 4 = 359/8 -4-0 with any other live loads. Max Horz 4) As requested, plates have not been designed to provide for placement tolerances or 1 = - 130(load case 4) rough handling and erection conditions. It is the responsibility of the fabricator to Max Uplift increase plate sizes to account for these factors. 1 = - 107(load case 6) 5) Gable requires continuous bottom chord bearing. 3 = - 112(load case 7) 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all 4 = -47(load case 6) areas where a rectangle 3.6-0 tall by 1-0-0 wide will fa between the bottom chord and any other members. FORCES (lb) - First Load Case Only 7) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD withstanding 107 lb uplift at joint 1, 112 lb uplift at joint 3 and 47 lb uplift at joint 4. 1 -5 = -184 2-5 = -84 2-6 = -84 8) All Plates 20 Gauge Unless Noted 3-6 = -184 BOT CHORD 1-4 = 67 Job Truss Truss Type city Ply THE SONOMA Q607038 V2 VALLEY 2 1 3x4 = Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2 MiTek Industries, Inc. Fri Jul 07 14:15:33 2006 Page 1 2 0-0-0 2-2-0 2 -2-0 2 -2-0 44-0 Scale = 1:9.0 10.00 12 I , T 1 ST1 • a 3 1 A N. 81 <:N ► ��j�� ir • ♦ �� • •••■ • •• ��♦ ► �� •��•�•�•��•�•�•�•�•�•��. �• • • • �� • 4 •�•�+ • • U3/, 1.5x4 I I 2 x 3 •� 046.0 44.0 4.4 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.09 Vert(LL) Ma - Ma 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) n/a - Ma 999 BCLL 0.0 * Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 12 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD BOT CHORD 2 X 4 SPF No.2 3-4 = 31 OTHERS 2 X 4 SPF Stud WEBS BRACING 2-4 = -124 TOP CHORD Sheathed or 4-4-0 oc purlins. NOTES (8) BOT CHORD 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 10 -0-0 oc bracing. 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; MWFRS automatic zone and C -C Exterior(2) zone; cantilever left and right REACTIONS (lb/size) exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This truss is 1 = 128/4-4-0 designed for C-C for members and forces, and for MWFRS for reactions specified. 3 = 128/4-4-0 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 4 = 168 /4-4-0 with any other live loads. Max Hors 4) As requested, plates have not been designed to provide for placement tolerances or 1 = - 61(load case 4) rough handling and erection conditions. It is the responsibility of the fabricator to Max Uplift increase plate sizes to account for these factors. 1 = - 54(load case 6) 5) Gable requires continuous bottom chord bearing. 3 = - 54(load case 6) 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all 4 = - 21(load case 6) areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. FORCES (lb) - First Load Case Only 7) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD withstanding 54 lb uplift at joint 1, 54 lb uplift at joint 3 and 21 lb uplift at joint 4. 1 -2 = -86 2-3 = -86 8) All Plates 20 Gauge Unless Noted BOT CHORD 1-4 = 31 Job Truss Truss Type Qty Ply THE SONOMA , Q607038 Al ATTIC 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. Fri Jul 07 14:15:12 2006 Page 1 _ -1 naµ-35 " 4-7a 4 -10-12 3.9-7 ,1.ita, 2-0- 0 -0 ",1173; 1J 3.9-7 19-1.4 47 -7 2i jl .O 25-0-0 4x6 = - Scale = 1:68.0 4x6 = ws 10 I1 VJSI 4x9 = 5 4x4 4x9 e y fli L 4x4 4x4 ii 4_ I!1{ 4x4\\ a 5x6 11 10,00 12 22 • 1.5x411 1.5x411 1.5x4 1 O 23 5x611 21 24 3 * O 9 rr N 5x6 ii 20 I N H r r A 5x6 \\ M O 2 10 1311.0 11 At r " Y! 16 15 14 13 12 355 II 7x8 = 74 = 7x8= 3x5 II 0073, 47 - 4 14 19.14 47 7 2 24-04 Plate Offsets (X,Y): [2:0-3-0,0-1-141,13:0-2-2,0-2-141 [4:0 -3 -9,0.1 -111, [5:0- 4 -4,0-2 -0117:0- 4- 4,0 -2 -0[, [8:0- 3- 9,0- 1 -111 [9:0- 2- 2,0- 2 -14[, [10:0- 3 -0,0- 1 -14], [12:0-2-13,0-1-81, [13:0-3-8,0-4-10], [15:0-3-8,0-4-101, [16:0 -2- 13,0 -1 -8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.28 13 -15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.36 13 -15 >797 180 BCLL 0.0 * Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 223 lb LUMBER 3) Provide adequate drainage to prevent water ponding. TOP CHORD 2 X 6 SPF 1650F 1.5E 'Except* FORCES (lb) - First Load Case Only 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent T3 2 X 4 SPF No.2 TOP CHORD with any other live loads. BOT CHORD 2 X 10 SYP DSS 1 -2 = 73 2 -20 = -1659 3 -20 = -1431 5) As requested, plates have not been designed to provide for placement tolerances or WEBS 2 X 4 SPF Stud *Except* 3 -21 = -1345 21 -22 = -1197 4-22 = -1125 rough handling and erection conditions. It is the responsibility of the fabricator to W1 2 X 4 SPF No.2, W1 2 X 4 SPF No.2 4 -5 = -231 7-8 = -231 8 -23 = -1125 increase plate sizes to account for these factors. BRACING 23 -24 = - 1197 9-24 = -1345 9 -10 = -1659 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all TOP CHORD 10-11 = 73 2 -16 = -2339 10 -12 = -2339 areas where a rectangle 3 -6-0 tall by 1-0-0 wide will fit between the bottom chord and Sheathed or 6 -0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-7. 5-6 = 73 6 -7 = 73 any other members. BOT CHORD BOT CHORD 7) Ceiling dead load (5.0 psf) on member(s). 3 -4, 8 -9, 4-18, 17 -18, 17 -19, 8 -19 Rigid ceiling directly applied or 9 -1 -14 oc bracing. 15-16 = 48 14 -15 = 1099 13 -14 = 1099 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load 10.0 psf) WEBS 12 -13 = 48 applied only to room. 13 -15 1 Row at midpt 2 -16, 10-12 WEBS 9) Provide mechanical connection (by others) of truss to bearing plate capable of JOINTS 4 -18 = -1186 17 -18 = -1170 17 -19 = -1170 withstanding 327 lb uplift at joint 12 and 327 lb uplift at joint 16. 1 Brace at Jt(s): 17 8 -19 = -1186 3 -15 = 15 9 -13 = 15 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to 2 -15 = 1419 10-13 = 1419 6 -17 = -135 truss TC w/ 2 -10d nails. REACTIONS (lb /size) 5 -18 = 153 7 -19 = 153 11) All Plates 20 Gauge Unless Noted 12 = 2176/0 -3-8 16 = 2176/0 -3-8 NOTES (11) Max Horz 1) Unbalanced roof live loads have been considered for this design. 16 = 348(load case 5) 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; Max Uplift enclosed; MWFRS gable end zone and C-C Exterior(2) -1 -0-0 to 2-0-0, Interior(1) 2 -0-0 12 = - 327(load case 7) to 7 -0-0, Exterior(2) 7-0-0 to 17 -0-0, Interior(1) 17-0 -0 to 25-0-0 zone; cantilever left and 16 = - 327(load case 6) right exposed ; Lumber DOL =1.33 plate grip 00L =1.33 Plate metal DOL =1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. Job Truss Truss Type Qty Ply THE SONOMA Q607038 A1GE GABLE 1 1 Truss Engineering Corp., Indian Orchard, 01151 Job Reference (optional) p.p Q.�q g n 13-13 6.300 s Apr 19 2006 MiTek Industries, Inc. Fn Jul 07 14:15:13 2006 Page 1 -1 . ,7-uµµ3- 4-7 7 410.12 3-9.7 g ,1 1-04 .p.p 12.04 w 7-} 3-9.7 19-1-4 4,7_7 2 4 T 4Q -0250 4x6 = A Wr Scale = 1:71.0 4x6 = 4x9 = W55 W5 WP 4x4 * 4x9 ��je>�- 4x4 6 O 4x4 4 �1 5x6 II 7 '1 4x40 10.00 12 42 4. 4. 5x611 41 dd n n 5x6 / - 6 r IV 40 N 5x60 2 116 10 11 M JIIIIIIIJIL $ . . 4 11 ... ::, 16 2x4 II 15 2x4 II 2x4 II 2x4 II 2.1 II 14 2x4 11 2x411 2x411 12 3x5 11 7x6 = 10x12 = 7x6 = 34 11 1 a3_5 47 -7 4-10-12 14-2-8 19-14 4 _ 7 _ 7 23-&U 24-0-0 fli Plate Offsets (X.Y): [2:03-0 0 -1 -14] [3:0 -2 -2 0 -2 -14] [4.0 -3 -9 0 -1 -11 ] [5:0-4-4 0-2 -0 1 [7 :0-4-4 0-2 -0 ] 8:03 -9 0 -1 -111 [9:0 -2 -2 0 -2 -14] [10 :0.3-0 0 -1 -141 [12:0 -2 -13 0 -1 -8 [13 0 -3-8 0-4 -101 [1 : 0-7 -71 [15.0 -3-8 0-4 -101 [16:0 -2 -13 0 - 1 - 8] [17.0 - - 11 0.0 LOADING (psf) SPACING 2 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.28 13 -15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.36 13 -15 >797 180 BCLL 0.0 ` Rep Stress Ina YES WB 0.63 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 325 lb LUMBER 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL =5.0psf; Category II; Exp B; TOP CHORD 2 X 6 SPF 1650F 1.5E 'Except' Max Uplift enclosed; MWFRS gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 T3 2 X 4 SPF No.2 12 = - 327(load case 7) to 7 -0-0, Exterior(2) 7-0-0 to 17-0-0, Interior(1) 17-0-0 to 25-0 -0 zone; cantilever left and BOT CHORD 2 X 10 SYP DSS 16 = - 327(load case 6) right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This WEBS 2 X 4 SPF Stud 'Except* truss is designed for C -C for members and forces, and for MVVFRS for reactions W1 2 X 4 SPF No.2, W1 2 X 4 SPF No.2 FORCES (lb) - First Load Case Only specified. OTHERS 2 X 4 SPF Stud TOP CHORD 3) Truss designed for wind loads in the plane of the truss only. for studs exposed to BRACING 1 - = 73 2 -40 = -1659 3-40 = -1431 wind (normal to the face), see MiTek "Standard Gable End Detail' TOP CHORD 3-41 = -1345 41 -42 = -1197 4 -42 = -1125 4) Provide adequate drainage to prevent water ponding. Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10 -0-0 max.): 5-7. 4-5 = -231 7-8 = - 231 8-43 = -1125 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent BOT CHORD 43-44 = -1197 9 -44 = -1345 9 -10 = -1659 with any other live loads. Rigid ceiling directly applied or 9 -1 -14 oc bracing. 10-11 = 73 2 -16 = -2339 10 -12 = -2339 6) As requested, plates have not been designed to provide for placement tolerances or WEBS 5-6 = 73 6-7 = 73 rough handling and erection conditions. It is the responsibility of the fabricator to 1 Row at midpt 2 -16, 10-12 BOT CHORD increase plate sizes to account for these factors. JOINTS 15-16 = 48 14-15 = 1099 13 -14 = 1099 7) All plates are 1.5x4 MT20 unless otherwise indicated. 1 Brace at Jt(s): 17 12 -13 = 48 8) Gable studs spaced at 1 -4-0 oc. WEBS 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all REACTIONS (lb /size) 4 -18 = -1186 17 -18 = -1170 17-30 = -1170 areas where a rectangle 3 -6-0 tall by 1 -0-0 wide will fit between the bottom chord and 12 = 2176/0 - 8 - 30 = - 1186 3 = 15 9 - 13 = 15 any other members. 16 = 2176/033 2 - 15 = 1419 10 = 1419 6 = - 135 10) Ceiling dead load (5.0 psf) on member(s). 3 8 - 9, 4 17 - 18, 17 8 - 30 Max Horz 5 = 153 7 - = 153 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) 16 = 348(load case 5) applied only to room. 13 -15 Max Uplift NOTES (14) 12) Provide mechanical connection (by others) of truss to bearing plate capable of 12 = - 327(load case 7) 1) Unbalanced roof live loads have been considered for this design. withstanding 327 lb uplift at joint 12 and 327 lb uplift at joint 16. 16 = - 327(load case 6) 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to Continued on page 2 truss TC w/ 2 -10d nails. ■ Job Truss Truss Type Qty Ply THE SONOMA Q607038 Al - TOP GABLE 2x4 __ 5 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. - Fri Jul 07 14:15:14 2006 Page 1 3 1-0-0 1-0-0 1F0-0 2-0-0 2-0-0 2-0-0 4 ' 4 ' 0 1-0-0 5 -0-0 „ Scale =1:7.9 .■ 10.00 12 4 T 1 4 2 5 1 , o I A �� , � 1 �4 1/ I O/ 1, 1 � 1 � 1 �1�1 ∎ 1� 1�1�1�1�1�1�1�1�1�1�1� 1�1�1�1�1�1�1�f ► ♦ 111111111111 1111 1111111.11111111111111• � � • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • � � � 1 11 A. ∎1�11A• A. ..1A1Ai, 1.1∎ 1A1 A1 1 1J1.1. 111 • • 2x3 = 2x3 = 644 4-0-0 1 4-0-0 r Plate Offsets (X,Y): (3:0- 2 -0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 5 nIr 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5 n/r 90 BCLL 0.0 * Rep Stress Incr YES WE 0,00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 9 lb LUMBER NOTES (11) TOP CHORD 2 X 4 SPF No.2 1) Unbalanced roof live loads have been considered for this design. BOT CHORD 2 X 4 SPF No.2 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; BRACING enclosed; MWFRS automatic zone and C -C Comer(3) zone; cantilever left and right TOP CHORD exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This truss is Sheathed or 4 -0-0 oc purlins. designed for C -C for members and forces, and for MVVFRS for reactions specified. BOT CHORD 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Rigid ceiling directly applied or 10 -0-0 oc bracing. wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent REACTIONS (Ib /size) with any other live loads. 2 = 197/2-8-4 5) As requested, plates have not been designed to provide for placement tolerances or 4 = 197/2 -8-4 rough handling and erection conditions. It is the responsibility of the fabricator to Max Horz increase plate sizes to account for these factors. 2 = - 51(load case 4) 6) Gable studs spaced at 2-0-0 oc. Max Uplift 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all 2 = - 94(load case 6) areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and 4 = - 94(load case 7) any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of FORCES (lb) - First Load Case Only withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 4. TOP CHORD 9) Non Standard bearing condition. Review required. 1 -2 = 26 2-3 = -89 3-4 = -89 10) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR 4 -5 = 26 CONNECTION TO BASE TRUSS BOT CHORD 11) All Plates 20 Gauge Unless Noted 2-4 = 19 Job Truss Truss Type - Qty ply THE SONOMA Q607038 A2 ATTIC 3 1 _ Job Reference (optional russ ngrneering Corp., n.ian •rc ard, A 111 1 6.300 s ' pr 19 2006 iTe n.ustries, nc. n u 0 14:15:15 2006 Page 1 -1-CM-W-.5 477 4-10-12 3-9.7 ,1113, z-0-0 z-0-0 ,1373; 13 3-9-7 19-1-4 474 23-8-8 4x6 = Scale = 1:68.0 4x6 = YY5 1 y1 II W5 4x9 = 5 404 -.! �^I 8 4x4 \\ 454 �/ 4 _ 4x4 O 5x6 11 10.00 12 21 . 1.5x4 II 1.5x411 1.5x41 22 5x6 II 23 20 3 •i Q 9 l oop r f•7 r` N 5x6 /i 19 I M 5X6 \\ N r - c n i1t 2 i 0 o i 1 13-11-0 ilAi . of ..mi„,......... ,,,, „ :,.: 15 14 13 12 11 . 3x5 II 7x8 = 7x8 = 7x8 = 355 11 OMa) 50.1 -5 47 -7 410-12 1424 19.1,4 47-4 2318 Plate Offsets X Y : 2:0- 3 -0,0 -1 -14 3:0 -2 -3 0-2 -13 4:0-4-0 0 -1-8 5:0-4-4 0 -2-0 7:0 -4-4 0.2-0 8:0 -3-13 0-1 -9 9:0 -2-6 0 -2 -11 10:Edee 0 -1 -15 11:0 -2 -13 0-1-8 12:0 -3-8 0-4-10 14:0 -3-8 0 -4-10 15:0 -2 -13 0-1.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.27 12 -14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.34 12 -14 >815 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 219 lb LUMBER 3) Provide adequate drainage to prevent water ponding. TOP CHORD 2 X 6 SPF 1650F 1.5E 'Except' FORCES (lb) - First Load Case Only 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent T3 2 X 4 SPF No.2 TOP CHORD with any other live loads. BOT CHORD 2 X 10 SYP DSS 1 -2 = 73 2 -19 = - 1623 3-19 = -1396 5) As requested, plates have not been designed to provide for placement tolerances or WEBS 2 X 4 SPF Stud 'Except' 3-20 = -1322 20 -21 = -1244 4-21 = -1102 rough handling and erection conditions. It is the responsibility of the fabricator to W1 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 4-5 = -254 7-8 = - 259 8-22 = -1106 increase plate sizes to account for these factors. BRACING 22 -23 = -1177 9 -23 = -1326 9 -24 = -1396 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all TOP CHORD 10-24 = -1602 2 -15 = -2290 10 -11 = -2266 areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5 -7. 5-6 = 37 6 -7 = 37 any other members. BOT CHORD BOT CHORD 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 8 -9, 4-17, 16-17, 16 -18, 8 -18 Rigid ceiling directly applied or 8-4 -10 oc bracing. 14 -15 = 48 13 -14 = 1072 12 -13 = 1072 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) WEBS 11 -12 = 43 applied only to room. 12 -14 1 Row at midpl 2 -15, 10-11 WEBS 9) Refer to girder(s) for truss to truss connections. JOINTS 4-17 = -1123 16-17 = -1108 16 -18 = -1108 10) Provide mechanical connection (by others) of truss to bearing plate capable of 1 Brace at Jt(s): 16 8 -18 = -1123 3-14 = -6 9-12 = -14 withstanding 256 lb uplift at joint 11 and 318 lb uplift at joint 15. 2 -14 = 1382 10-12 = 1470 6-16 = -130 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to REACTIONS (lb /size) 5-17 = 145 7 -18 = 150 truss TC w/ 2 -10d nails. 11 = 2050 /Mechanical 12) All Plates 20 Gauge Unless Noted 15 = 2154/0 -3-8 NOTES (12) Max Horz 1) Unbalanced roof live loads have been considered for this design. 15 = 368(toad case 5) 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; Max Uplift enclosed; MWFRS gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2 -0-0 11 = - 256(load case 7) to 7-0-0, Exterior(2) 7-0-0 to 17 -0-0, Interior(1) 17-0-0 to 20 -6-12 zone; cantilever left and 15 = - 318(load case 6) right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. • Job Truss Truss Type Qty Ply THE SONOMA • Q607038 G6 COMMON 2 2 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 79 2006 MiTek Industries, Inc. Fri Jul 07 14:15:19 2006 Page 1 -14343 1-0-0 8 3-3-8 3A0 83-0 10.0 9-3-8 3,18 12 -7 -01131.0 4x6 I I Scale = 1:33.8 4 li j JxS 10.00 12 x5 ' ,- N 1 AN 3 m 2 �'1'�„" 1 111 III: 6 7 IS r, I N ull II ii ►4 ►t •2 11 10 12 9 13 8 14 111 6x9 = HUS28 3x6 II 10x12 = HUS28 3x6 II 6x9 HUS28 HUS28 HUS28 HUS28 0-0-0 3-3-8 3-3-8 3-0-0 638 3-0-0 9-3-0 338 12 -7-0 Plate Offsets (X,Y): 12.Edge 0-0-8], [3:0- 1- 9,0-1 -81, [5:0 -1 -9,0 -1-81, [6:Edge,0-O-8], [8:0- 3- 10,0 -1-81, [9:0-6-0,0 -5-6], [10:0 -3- 10,0 -1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (bc) I /defl ltd PLATES GRIP TOLL 40.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.05 8 -9 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.07 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.70 Horz(TL) 0.02 6 n/a Na BCDL 10.0 Code BOCNANSI95 (Matrix) Weight: 189 lb LUMBER 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD areas where a rectangle 3 -6-0 tall by 1-0-0 wide will fit between the bottom chord and BOT CHORD 2 X 8 SYP DSS 10-11 = 4813 10-12 = 4813 9 -12 = 4813 any other members. WEBS 2 X 4 SPF Stud 'Except' 9-13 = 4801 8 -13 = 4801 8 -14 = 4800 8) WARNING: Required bearing size at joint(s) 6 greater than input bearing size. W3 2 X 4 SPF No.2 6-14 = 4800 9) Provide mechanical connection (by others) of truss to bearing plate capable of BRACING WEBS withstanding 1341 lb uplift at joint 2 and 1611 lb uplift at joint 6. TOP CHORD 3 -10 = 2498 3 -9 = -1383 4 -9 = 5741 10) Use Simpson Strong -Tie HUS28 (22 -10d Girder, 8 -10d Truss, Single Ply Girder) or Sheathed or 6 -0-0 oc purlins. 5-9 = - 1365 5-8 = 2507 equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 12 -0-12 to BOT CHORD connect truss(es) T2 (1 ply 2 X 4 SPF) to back face of bottom chord. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES (13) 11) Fill all nail holes where hanger is in contact with lumber. 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: 12) Hanger(s) or other connection device(s) shall be provided sufficient to support REACTIONS (Ib /size) Top chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. concentrated load(s) 19 lb down and 66 lb up at 0 -2 -12, and 1980 lb down and 395 lb 2 = 5965/0-3-8 Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7 -0 oc. up at 12 -4-4 on bottom chord. The design/selection of such connection device(s) is the 6 = 7636/0 -3 -14 (input: 0 -3-8) Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. responsibility of others. Max Horz 2) At loads are considered equally applied to all plies, except if noted as front (F) or 13) All Plates 20 Gauge Unless Noted 2 = - 236(load case 3) back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided Max Uplift to distribute only loads noted as (F) or (B), unless otherwise indicated. 2 = - 1341(load case 5) 3) Unbalanced roof live loads have been considered for this design. 6 = - 1611(load case 6) 4) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL =S.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber FORCES (lb) - First Load Case Only DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. TOP CHORD 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 1 -2 = 41 2 -3 = -6907 3-4 = -4996 with any other live loads. 4 -5 = -4992 5-0 = -6909 6 -7 = 41 6) As requested, plates have not been designed to provide for placement tolerances or BOT CHORD rough handling and erection conditions. It is the responsibility of the fabricator to 2 -11 = 4813 increase plate sizes to account for these factors. Job Truss Truss Type Qty Ply THE SONOMA Q607038 T1 COMMON 4 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 �.q p.p,p 8.300 s Apr 19 2006 MiTek Industries, Inc. Fri Jul 07 14:15:21 2006 Page 1 -1 13- 4-9.12 4- 9.12 5-7-6 10-5-3 � 5-0-13 15- 5-0.13 20.1-13 5-7-6 26.2.4 4-912 3/-0 g 32-0-0 ' 4x6 = �� Scale = 1:74.5 6 10.00 Fli 3x4 /ice 21 3x4 Q 5 7 3x4 /i - 4 3x4 Q 4x4 // / 1 A 4 8 4x4 O / 3 9 3x4 / / / / 1 9 / �: l r1 \, • 2 10 1 11 c 18 17 22 23 16 15 14 24 25 13 12 4x5 = 30 = 3x4 = 4x9 = 3x4 = 3x4 = 4x5 = 04}O 7 -10-12 7 -10-12 7 -74 15-6-0 7 74 23-14 7 -10-12 3140 Plate Offsets (X,Y): [5:0- 1- 15,0 -1-81, [6:0 -3-0,0- 1 -11), [7:0 -1- 15,0 -1-8), [12:0 -1- 15,0.2 -21, [18:0 -1- 15,0 -2 -21 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) ((deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.23 13 -15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.31 13 -15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code BOCNANSI95 (Matrix) Weight: 173 lb LUMBER 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent TOP CHORD 2 X 4 SPF No.2 TOP CHORD with any other live loads. BOT CHORD 2 X 4 SPF No.2 1 -2 = 71 2 -19 = - 582 3-19 = -322 4) As requested, plates have not been designed to provide for placement tolerances or WEBS 2 X 4 SPF No.2 *Except* 3-4 = -2285 4-5 = -2109 5 -20 = -1727 rough handling and erection conditions. It is the responsibility of the fabricator to W3 2 X 4 SPF Stud, W3 2 X 4 SPF Stud, W1 2 X 6 SPF 1650E 1.5E 6-20 = - 1435 6-21 = -1435 7-21 = -1727 increase plate sizes to account for these factors. W2 2 X 4 SPF Stud, W1 2 X 6 SPF 1650F 1.5E, W2 2 X 4 SPF Stud 7-8 = -2109 8 -9 = - 2285 9-10 = -582 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all BRACING 10-11 = 71 2 -18 = -618 10 -12 = -618 areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and TOP CHORD BOT CHORD any other members. Sheathed or 3-6-11 oc purlins, except end verticals. 17 -18 = 1721 17 -22 = 1516 22 -23 = 1516 6) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD 16-23 = 1516 15-16 = 1516 14 -15 = 1516 withstanding 461 lb uplift at joint 18 and 461 lb uplift at joint 12. Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: 14 = 1516 24-25 = 1516 13 -25 = 1516 7) All Plates 20 Gauge Unless Noted 8 -10-10 oc bracing: 17 -18. 12 -13 = 1721 WEBS WEBS 1 Row at midpt 5 -15, 6-15, 7 -15, 3 -18, 9-12 3-17 = - 179 5-17 = 396 5-15 = -668 6-15 = 1507 7 - 15 = - 668 7 -13 = 396 REACTIONS (lb /size) 9-13 = - 179 3-18 = - 1986 9 - 12 = -1986 18 = 2113/0-3-8 12 = 2113/0 -3-8 NOTES (7) Max Horz 1) Unbalanced roof live loads have been considered for this design. 18 = 532(load case 5) 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf, BCDL= 5.Opsf; Category II; Exp B; Max Uplift enclosed; MWFRS gable end zone and C -C Exterior(2) -0-10-7 to 2 -2 -12, Interior(1) 18 = - 461(load case 6) 2 -2 -12 to 12 -413, Exterior(2) 124 -13 to 15.6-0, Interior(1) 18 -7 -3 to 31 -10-7 zone; 12 = -461(load case 7) cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This truss is designed for C-C for members and forces, and for MWFRS for FORCES (lb) - First Load Case Only reactions specified. Job Truss Truss Type Qty Ply THE SONOMA • Q607038 T2 COMMON 13 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. Fn Jul 07 14:16:21 2006 Page 1 - 1- Q{(Q40 4 -6-12 1054 1560 20-6-13 26-24 31 -0-0 ( �v'" 4 -9.12 5-7-6 5-0-13 , 5-0-13 57.6 , 4 -6-12 r 4x6 = Scale • 1:74.5 6 rill I 10.00 rli 3x4 // 19 20 3x4Q 5 7 1 3x4 // q l 3x4 O 4x4 /i M 4 8 4x4 s: 3 9 i ,,, 21 3x5 // 18 / \�• 3x5 Q 2 � n i i rr 4 17 16 22 23 15 14 13 24 25 12 11 4x5 = 3x4 = 3x4 = 4x9 = 3x4 = 3x4 = 4x5 = 1 0 , 7-10-12 7 -10-12 7 7 � 15-6-0 7 7 � 23-1-4 7 -10-12 31-0-0 Plate Offsets (X,Y): [2:0 -1-4,0 -1-81, [5:0 -1- 15,0 -1 -81, [6 :03-0,0 -1- 111,[7:0 -1- 15,0 -1-8], [11:0 -1- 15,0.2 -2), [17:0 -1- 15,0 -2 -2] i LOADING (psf) SPACING 2-0-01 CSI DEFL in (loc) Vdeft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.151 TC 0.51 Vert(LL) -0.23 14 -16 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15i� BC 0.81 Vert(TL) -0.31 14 -16 >999 180 BCLL 0.0 • Rep Stress Ina YES; WB 0.76 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code BOCA/ANSl951 (Matrix) Weight: 172 lb LUMBER 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent TOP CHORD 2 X 4 SPF No.2 TOP CHORD with any other live loads. BOT CHORD 2 X 4 SPF No.2 1 -2 = 71 2 -18 = -582 3 -18 = -323 4) As requested, plates have not been designed to provide for placement tolerances or WEBS 2 X 4 SPF No.2 *Except* 3-4 = - 2288 4-5 = - 2111 5-19 = -1730 rough handling and erection conditions. It is the responsibility of the fabricator to W3 2 X 4 SPF Stud, W3 2 X 4 SPF Stud, W1 2 X 6 Sf{F 1650F 1.5E 6-19 = - 1438 6 = - 1438 7 -20 = -1730 increase plate sizes to account for these factors. W2 2 X 4 SPF Stud, W1 2 X 6 SPF 1650F 1.5E, W2 21X 4 SPF Stud 7-8 = -2117 8 -9 = -2294 9 -21 = -395 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all BRACING 10 -21 = -654 2 -17 = -618 10 -11 = -553 areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and . TOP CHORD BOT CHORD any other members. Sheathed or 3 -0 -10 oc purlins, except end verticals. 16 -17 = 1723 16 -22 = 1518 22 -23 = 1518 6) Refer to girder(s) for truss to truss connections. BOT CHORD 15-23 = 1518 14-15 = 1518 13 -14 = 1521 7) Provide mechanical connection (by others) of truss to bearing plate capable of Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: 13 -24 = 1521 24-25 = 1521 12 -25 = 1521 withstanding 461 lb uplift at joint 17 and 385 lb uplift at joint 11. 8-8-5 oc bracing: 16 -17. 11 -12 = 1733 8) All Plates 20 Gauge Unless Noted WEBS WEBS 1 Row at m 5 -14, 6-14, 7 -14, 3 -17, 9 -1 ;1 3 -16 = - 179 5-16 = 396 5 -14 = -668 6 -14 = 1511 7 -14 = -673 7 -12 = 405 REACTIONS (lb /size) 9-12 = - 188 3 = -1988 9 -11 = -1921 17 = 2115/0-3-8 11 = 2000/Mechanical NOTES (8) Max Horz 1) Unbalanced roof live loads have been considered for this design. 17 = 551(load case 5) 2) Wnd: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; Max Uplift enclosed; MN/FRS gable end zone and C -C Exterior(2) - 0-10 -7 to 2 -2 -12, Interior(1) 17 = - 461(load case 6) 2 -2 -12 to 12 -4-13, Exterior(2) 12-4-13 to 15-6-0, Interior(1) 18 -7 -3 to 27-8 -1 zone; 11 = - 385(load case 7) cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This truss is designed for C -C for members and forces, and for MWFRS for FORCES (lb) - First Load Case Only reactions specified. Job Truss Truss Type Qty Ply THE SONOMA Q607038 T2GE GABLE 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. 'Fri Jul 07 14:15:23 2006 Page 1 1 r1-0.4 15-6-0 15 15.6.0 31-0-0 3x5 = Scale = 1:71.3 11 10.00 12 10 12 g 13 g 14 3x4 :i 11111 - 4 7 4 l1H1IIJ i1i u 6 2 Ai tir 39 38 37 40 36 35 34 33 3231 30 2928 27 26 25 24 2341 22 21 3x4 = 3x4 = 3x4 = 3x4 = 0 31-0-0 31-0-0 Plate Offsets (X,Y): [2:0- 2 -0,0- 1 -14), [20:0- 2 -0,0 -1 -14) - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 • Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 20 n/a n/a BCDL 10.0 Code BOCA1ANSI95 (Matrix) Weight: 208 lb LUMBER TOP CHORD 2 X 4 SPF No.2 35 = 319/31 -0-0 Max Uplift BOT CHORD 2 X 4 SPF No.2 36 = 321/31 -0-0 28 = - 71(load case 4) WEBS 2 X 6 SPF 1650F 1.5E 37 = 285/31 -0-0 27 = - 108(load case 7) OTHERS 2 X 4 SPF Stud 'Except* 38 = 131/31 -0-0 26 = - 91(load case 6) ST8 2 X 4 SPF No.2, ST7 2 X 4 SPF No.2, ST6 2 X 4 SPF No.2 28 = 319/31 -0-0 25 = - 94(load case 7) STS 2 X 4 SPF No.2, ST7 2 X 4 SPF No.2, ST6 2 X 4 SPF No.2 27 = 320/31 -0-0 24 = - 148(load case 7) ST5 2 X 4 SPF No.2 26 = 321/31 -0-0 23 = - 125(load case 7) BRACING 25 = 318/31-0-0 22 = - 344(load case 4) TOP CHORD 24 = 323/31-0-0 Max Gray Sheathed or 6 -0-0 oc purlins, except end verticals. 23 = 276/31-0-0 39 = 576(load case 5) BOT CHORD 22 = 195/31 -0-0 21 = 142(load case 4) Rigid ceiling directly applied or 10 -0-0 oc bracing. Max Hoe 20 = 315(load case 4) WEBS 39 = 551(load case 5) 30 = 431(load case 7) 1 Row at midpt 10 -32, 9 -33, 8-34, 12 -28, 13-27, 14-26 Max Uplift 32 = 327(load case 10) 2 Rows at 1/3 pts 11-30 39 = - 390(load case 4) 33 = 320(load case 1) 21 = -66(load case 5) 34 = 321(load case 10) REACTIONS (lb /size) 20 = - 169(toad case 5) 35 = 319(load case 1) 39 = 250/31 -0-0 32 = - 82(toad case 5) 36 = 321(load case 10) 21 = 14/31 -0-0 33 = - 108(load case 7) 37 = 285(load case 1) 20 = 69/31-0-0 34 = - 91(load case 7) 38 = 263(load case 4) 30 = 290/31 -0-0 35 = - 94(load case 6) 28 = 326(load case 11) 32 = 319/31 -0-0 36 = -148(load case 6) 27 = 320(load case 1) 33 = 320/31-0-0 37 = - 125(load case 6) 26 = 321(load case 11) 34 = 321/31 -0-0 38 = -421(load case 5) 25 = 318(load case 1) Continued on page 2 Job Truss Truss Type Oty Ply THE SONOMA • Q607038 T2SG GABLE 1 1 Engineering Corp., Indian Orchard, MA 01151 Job Reference (optional) Truss En 9 9 P 6.300 s Apr 19 2006 MiTek Industries, Inc. Fri Jul 07 14:15:24 2006 Page 1 -1-314-0-0 4 -9.12 10-5 3 15-6 0 20 -6-13 26.24 31-0-0 4 -9.12 5.7.6 5-0-13 , 5-0-13 , S•76 , 4-9-12 , 4x6 = Scale = 1:74.5 6 ii 10.00 12 3x4 // 51 5 5 3x4 /i * �� ,� 3 - 4 4x4 •.% r. � •z.s.• 4 6 � 50 0 "/ , 9 1 0 I Ink /AI 3x 5 / ♦ L S . x 1 5 2 � 17 16 54 55 15 14 13 56 57 12 11 4x5 = 3x4 = 3x4 =4x9 = 3x4 = 3x4 = 455 = 0-0 7 -10-12 7 -10-12 7 7rt 15-0-0 7 7d 234d 7-10-12 31-0-0 _ Plate Offsets (X,Y): [20-1-4,0-1-81, [5:0 -1- 15,0 -1-8], [6:0- 3 -0,0 -1 -11], [7:0-1- 15,0 -1-8], [11:0 -1- 15,0 -2 -21, [17:0 -1- 15,0 -2 -2] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Weft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.23 14 -16 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.31 14 -16 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 11 n/a n/a BCDL 10,0 Code BOCA/ANSI95 (Matrix) Weight: 271 lb LUMBER 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; TOP CHORD 2 X 4 SPF No.2 Max Uplift enclosed; MWFRS gable end zone and C -C Exterior(2) -0-10-7 to 2 -2 -12, Interior(1) BOT CHORD 2 X 4 SPF No.2 17 = - 461(load case 6) 2 -2 -12 to 12 -4 -13, Exterior(2) 12-4-13 to 15-6-0, Interior(1) 18 -7-3 to 27-8 -1 zone; WEBS 2 X 4 SPF No.2 *Except` 11 = - 385(load case 7) cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal W3 2 X 4 SPF Stud, W3 2 X 4 SPF Stud, W1 2 X 6 SPF 1650F 1.5E DOL =1.33. This truss is designed for C -C for members and forces, and for MWFRS for W2 2 X 4 SPF Stud, W1 2 X 6 SPF 1650F 1.5E, W2 2 X 4 SPF Stud FORCES (lb) - First Load Case Only reactions specified. OTHERS 2 X 4 SPF Stud *Except* TOP CHORD 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to ST9 2 X 4 SPF No.2, ST9 2 X 4 SPF No.2 1 -2 = 71 2 -50 = 582 3-50 = -323 wind (normal to the face), see MiTek "Standard Gable End Detail' BRACING 3-4 = - 2288 4-5 = -2111 5 -51 = -1730 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent TOP CHORD 6 -51 = - 1438 6-52 = -1438 7 -52 = -1730 with any other live loads. Sheathed or 3 -6-10 oc purlins, except end verticals. 7-8 = - 2117 8-9 = -2294 9-53 = -395 5) As requested, plates have not been designed to provide for placement tolerances or BOT CHORD 10 -53 = -654 2 -17 = -618 10 -11 = -553 rough handling and erection conditions. It is the responsibility of the fabricator to Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD increase plate sizes to account for these factors. 8-8 -5 oc bracing: 16 -17. 16 -17 = 1723 16-54 = 1518 54 -55 = 1518 6) All plates are 1.5x4 MT20 unless otherwise indicated. WEBS 15 -55 = 1518 14 -15 = 1518 13 -14 = 1521 7) Gable studs spaced at 2 -0-0 oc. 1 Row at midpt 5 -14, 6-14, 7 -14, 3 -17, 9-11 13 -56 = 1521 56 -57 = 1521 12 -57 = 1521 8) * This truss has been designed fora live load of 20.0psf on the bottom chord in all 11 -12 = 1733 areas where a rectangle 3.6-0 tall by 1 -0-0 wide will fit between the bottom chord and REACTIONS (lb /size) WEBS any other members. 17 = 2115/0 -3-8 3 -16 = -179 5 -16 = 396 5 -14 = -668 9) Refer to girder(s) for truss to truss connections. 11 = 2000/Mechanical 6-14 = 1511 7 -14 = -673 7 -12 = 405 10) Provide mechanical connection (by others) of truss to bearing plate capable of Max Horz 9-12 = -188 3-17 = -1988 9 -11 = -1921 withstanding 461 lb uplift at joint 17 and 385 lb uplift at joint 11. 17 = 551(load case 5) 11) All Plates 20 Gauge Unless Noted Max Uplift NOTES (11) 17 = - 461(load case 6) 1) Unbalanced roof live loads have been considered for this design. 11 = - 385(load case 7) Job Truss Truss Type Qty Ply THE SONOMA Q607038 T3 FINK 4 1 _ Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 9300 s Apr 19 2006 Mitek Industries, tnc. Fri Jul 07 14:1525 2006 Page 1 �ii+5 6-0-5 7 -11 -11 14-0-0 0 7 -11 -11 21 -11 -11 6-0-6 6-0-6 2&0-0 1 6x9 , r,, , Scale = 1:65.1 5 10.00 12 21 22 4x4 zi • - m 4x4 O ii , 4 / , 3x4 6 3x40 3 x5 2 21 3x5 �� 1 '- `v 4 ,ice _ as - =� [Q 13 14 15 12 16 11 17 10 18 19 9 ' 3x8 = 3x4 = 3x6 = 3x4 = 3x8 = 0-0-0 32 7 9-2-7 9-7-2 18-9-9 9-2-7 28-0 -0 r Plate Offsets (X,Y): [2:0- 1- 4,0-1 -81 [5:0 -5- 15,0 -2-8), [10:0 -1- 13,0 -1.81, [12:0 -1- 13,0 -1-8( LOADING (psf) SPACING 2 -0-0I CSI DEFL in (hoc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.151 TC 0.96 Vert(LL) -0.43 10 -12 >770 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.151 BC 0.97 Vert(TL) -0.59 10-12 >563 180 BCLL 0.0 • Rep Stress Ina' YES; WB 0.88 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code BOCNANSI95I (Matrix) Weight: 139 lb LUMBER 4) As requested, plates have not been designed to provide for placement tolerances or TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD rough handling and erection conditions. It is the responsibility of the fabricator to T2 2 X 4 SPF 1650F 1.5E, T2 2 X 4 SPF 1650F 1.5E 1 -2 = 79 2 -20 = - 760 3-20 = -592 increase plate sizes to account for these factors. BOT CHORD 2 X 4 SPF No.2 3-4 = -430 4 -21 = - 2070 5-21 = -1607 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all WEBS 2 X 4 SPF Stud 'Except' 5-22 = - 1611 6-22 = - 2075 6-7 = -521 areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and W4 2 X 4 SPF No.2, W4 2 X 4 SPF No.2, W1 2 X 6 SPF 1650F 1.5E 7-8 = -851 2 -13 = -764 8 -9 = -698 any other members. W1 2 X 6 SPF 1650F 1.5E BOT CHORD 6) Provide mechanical connection (by others) of truss to bearing plate capable of BRACING 13 -14 = 1606 14-15 = 1606 12 -15 = 1606 withstanding 434 lb uplift at joint 13 and 349 lb uplift at joint 9. TOP CHORD 12 -16 = 1118 11 -16 = 1118 11 -17 = 1118 7) All Plates 20 Gauge Unless Noted Sheathed or 3 -5-6 oc purlins, except end verticals. 10-17 = 1118 10 -18 = 1614 18 -19 = 1614 BOT CHORD 9 = 1614 Rigid ceiling directly applied or 9 -3-2 oc bracing. WEBS WEBS 4-12 = -400 5-12 = 793 5 -10 = 803 1 Row at midpt 5 -12, 5-10, 4-13, 6 -9 6-10 = -409 4-13 = - 1614 6-9 = -1526 REACTIONS i,lb/size) NOTES (7) 13 = 2008 /0J-8 1) Unbalanced roof live loads have been considered for this design. 9 = 1880/0 - 2) Wnd: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; Max Harz enclosed; MWFRS gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2 -0-0 13 = 502(load case 5) to 11 -0-0, Exterior(2) 11-0-0 to 14 -0-0, Interior(1) 17 -0-0 to 249-4 zone; cantilever left Max Uplift and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. 13 = - 434(load case 6) This truss is designed for C -C for members and forces, and for MWFRS for reactions 9 = - 349(load case 7) specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent FORCES (lb) - First Load Case Only with any other live loads. Job Truss Truss Type Qty Ply THE SONOMA Q607038 T3B FINK 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. Fri Jul 07 14:15:26 2008 Page 1 -1- 51%, •° 6-0-5 6-0-5 , 7 -11 -11 14-0-0 7 -11 -11 21 -11 -11 X13 27-8.8 6x9,. Scale = 1:65.1 5 /■ 10.00 12 21 2 4x4 ii V 4x4 O • c 523 3x4 ,i 4, 3x4 ∎� 3 , / � ` 7 3x5 �i 2 3rd Q 4� 2 r / I . • �� N 13 14 15 12 16 11 17 10 18 19 9 3x8 = 3x4 = 3x6 = 3x4 = 3x8 = 0-60 9 - 2 - 9-2 -7 9-7 -2 18-9 -9 8-10-15 27-8 -8 Plate Offsets (X,Y): [2:0- 1.4,0 -1- 81,[5:0 -5- 15,0 -2. 81,(10:0 -1- 15,0 -1.81 [12:0 -1- 13,0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.43 10 -12 >765 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.59 10-12 >555 180 BCLL 0.0 * Rep Stress Inca' YES WB 0.88 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 138 lb LUMBER 4) As requested, plates have not been designed to provide for placement tolerances or TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD rough handling and erection conditions. It is the responsibility of the fabricator to T2 2 X 4 SPF 1650F 1.5E, T2 2 X 4 SPF 1650F 1.5E 1 -2 = 79 2 -20 = -756 3 -20 = -588 increase plate sizes to account for these factors. BOT CHORD 2 X 4 SPF No.2 3-4 = - 426 4-21 = -2042 5 -21 = -1578 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all WEBS 2 X 4 SPF Stud *Except* 5-22 = -1550 22 -23 = - 1992 6-23 = -2013 areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and W4 2 X 4 SPF No.2, W4 2 X 4 SPF No.2, W1 2 X 6 SPF 1650F 1.5E 6 -7 = -315 7-8 = -628 2 -13 = -762 any other members. ■o 2 X 6 SPF 1650F 1.5E 8 -9 = -543 6) Refer to girder(s) for truss to truss connections. BRACING BOT CHORD 7) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD 13 -14 = 1585 14 -15 = 1585 12 -15 = 1585 withstanding 430 lb uplift at joint 13 and 346 lb uplift at joint 9. Sheathed or 3 -5 -15 oc purlins, except end verticals. 12 -16 = 1095 11 -16 = 1095 11 -17 = 1095 8) All Plates 20 Gauge Unless Noted BOT CHORD 10 -17 = 1095 10 -18 = 1535 18 -19 = 1535 Rigid ceiling directly applied or 9 -3 -2 oc bracing. 9 = 1535 WEBS WEBS 1 Row at midpt 5 -12, 5-10, 4-13, 6 -9 4-12 = - 402 5-12 = 796 5 -10 = 737 6 -10 = -344 4 -13 = -1589 6 -9 = -1684 REACTIONS (lb/size) 13 = 1988/0-3-8 NOTES (8) 9 = 1862/Mechanical 1) Unbalanced roof live loads have been considered for this design. Max Horz 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; 13 = 501(load case 5) enclosed; MWFRS gable end zone and C -C Exterior(2) -1 -0-0 to 2-0-0, Interior(1) 2 -0-0 Max Uplift to 11 -0-0, Exterior(2) 11 -0-0 to 14 -0-0, Interior(1) 17 -0-0 to 24 -5 -12 zone; cantilever left 13 = - 430(load case 6) and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. 9 = - 346(load case 7) This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. FORCES (lb) - First Load Case Only 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Truss Type Oty Ply THE SONOMA Q607038 T3GE GABLE 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, inc. Fri Jul 07 1415:27 2006 Page 1 'I 14-0-0 1 -0 14-0-0 28-0-0 r l�-e, 355 = scale =1:64.9 10 is g 11 10.00 ril 8 12 7 8 14 3x / 1IiiiI h \ 3x4 �� 15 16 �, ,I � 17 4x4 11 1 2 Alt q 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 354 II 5x6 = 3,4 II 0-0-0 25-0-0 28-0-0 Plate Offsets (X,Y): (2:0- 2 -0,0.1 -14], [18:0- 2 -0,0- 1 -14), [25:0 -3-0,0 -2 -131 — LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 1 nit' 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.00 1 r1/r 90 BCLL 0.0 * Rep Stress [nor YES WB 0.57 Horz(TL) 0.03 18 n/a n/a BCDL 10.0 Code BOCNANSI95 (Matrix) Weight: 178 lb LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 25 = 318/28-0-0 Max Uplift T2 2 X 4 SPF 1650F 1.5E, T2 2 X 4 SPF 1650F 1.5E 24 = 321/28 -0-0 33 = - 307(load case 4) BOT CHORD 2 X 4 SPF No.2 23 = 318/28-0-0 19 = - 44(load case 5) WEBS 2 X 6 SPF 1650F 1.5E 22 = 325/28-0-0 18 = - 147(load case 5) OTHERS 2 X 4 SPF Stud 21 = 282/28 -0-0 27 = - 80(load case 5) BRACING 20 = 230/28-0-0 28 = - 109(load case 7) TOP CHORD Max Horz 29 = - 89(load case 7) Sheathed or 6 -0-0 oc purlins, except end verticals. 33 = 502(load case 5) 30 = - 128(load case 6) BOT CHORD Max Uplift 31 = - 124(load case 6) Rigid ceiling directly applied or 10 -0-0 oc bracing. 33 = - 307(load case 4) 32 = - 328(load case 5) WEBS 19 = - 44(load case 5) 25 = - 71(load case 4) 1 Row at midpt 10 -26, 9 -27, 8-28, 11 -25, 12 -24 18 = - 147(load case 5) 24 = - 110(load case 7) 27 = - 80(load case 5) 23 = - 89(load case 6) REACTIONS (lb /size) 28 = - 109(load case 7) 22 = - 129(load case 7) 33 = 292/28-0-0 29 = - 89(load case 7) 21 = - 122(load case 7) 19 = 15/28 -0-0 30 = - 128(load case 6) 20 = - 288(load case 7) 18 = 101/28-0-0 31 = - 124(load case 6) Max Gray 26 = 285/28 -0-0 32 = - 328(load case 5) 33 = 415(load case 5) 27 = 318/28 -0-0 25 = - 71(load case 4) 19 = 102(load case 4) 28 = 321/28 -0-0 24 = - 110(load case 7) 18 = 241(load case 4) 29 = 319/28-0-0 23 = - 89(load case 6) 26 = 404(load case 7) 30 = 321/28 -0-0 22 = - 129(load case 7) 27 = 326(load case 10) 31 = 296/28 -0-0 21 = - 122(loadcase 7) 28 = 321(loadcase 1) 32 = 166/28 -0-0 20 = - 288(load case 7) 29 = 319(load case 1) Continued on page 2 Job Truss Truss Type Qty Ply THE SONOMA Q607038 T4 SPECIAL 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. Fri Jul 07 14:15:29 2006 Page 1 - 5f5 7 -1 -12 7-1-12 6 -10.4 140.9 5 20 -10-4 54.4 25- 104 - 7x8 I I ' Scale = 1:67.8 5 ��I 3x4 11 6 10.00 12 22 23 3x4 // 3x4\\ 4 7 q • ° 3x5 /i :-.14 - 21 24 I ` 3x4 \\ 3 . 8 ,, 4x6 \ / 20 9 3x8 5z6 J L 10 I ii 2 �I_/ li. 1ll .Ir Iq U 1 .• = ' = OM! 6.9 = 26 a sxe — !�'M q o 19 18 25 17 16 3x4 = 12 11 3x4 II 3x6 = 3x8 = 1.5x4 II 1.5x4 II 3x5 = 0d0 7 -1-12 7 -1 -12 6-8-8 1 (t1r12 15 -10-0 54 2010-4 5-0-4 25-10-1442810-0 Plate Offsets (X,Y): [2:0 -0- 13,0 -2-6], [4:0 -1- 10,0 -1-8], [7:0-1-10,0-1-81,19:0-0-14,0-2-0], [11:0- 2 -4,0 -1-8], [13:0-6- 0,0 -2 -2], [15:0 -2- 14,0.3 -0], [17:0- 2- 2,0 -1-8[, [18:0 -1- 15,0 -1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.13 17 -18 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.20 17 -18 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(TL) 0.13 11 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 170 lb LUMBER 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; TOP CHORD 2 X 4 SPF No.2 FORCES (lb) - First Load Case Only enclosed; MWFRS gable end zone and C-C Exterior(2) -1-0-0 to 2 -0-0, interior(1) 2 -0-0 DOT CHORD 2 X 4 SPF No.2 *Except* TOP CHORD to 11-0-0, Exterior(2) 11-0-0 to 14 -0-0, Interior(1) 17-0-0 to 24 -9-4 zone; cantilever left B4 2 X 4 SPF Stud 1 -2 = 79 2 -20 = -2130 3 -20 = -1909 and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. WEBS 2 X 4 SPF Stud *Except* 3 -21 = - 1882 4-21 = -1732 4 -22 = -1552 This truss is designed for C -C for members and forces, and for MWFRS for reactions W4 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, W6 2 X 4 SPF No.2 5-22 = -1305 5-6 = -1461 6 -23 = -1491 specified. Wt 2 X 6 SPF 1650F 1.5E, W1 2 X 6 SPF 1650F 1.5E 7 -23 = -1737 7 -24 = -1985 8 -24 = -2134 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent BRACING 8 -9 = -2282 9 -10 = -2969 2 -19 = -1813 with any other live loads. TOP CHORD 10 -11 = -1682 4) As requested, plates have not been designed to provide for placement tolerances or Sheathed or 3 -3 -10 oc purlins, except end verticals. BOT CHORD rough handling and erection conditions. It is the responsibility of the fabricator to BOT CHORD 18 -19 = 482 18 -25 = 1467 17 -25 = 1467 increase plate sizes to account for these factors. Rigid ceiling directly applied or 6 -0-0 oc bracing. Except: 16-17 = 52 15 -16 = -62 6-15 = -120 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all 1 Row at midpt 6-15 15-26 = 1639 14 -26 = 1639 13 -14 = 2429 areas where a rectangle 3 -6-0 tall by 1 -0-0 wide will fit between the bottom chord and WEBS 12 -13 = -4 9 -13 = 429 11 - 12 = 159 any other members. 1 Row at midpt 4 -17 WEBS 6) Provide mechanical connection (by others) of truss to bearing plate capable of 4 -18 = 107 4 -17 = - 622 5-17 = 148 withstanding 434 lb uplift at joint 19 and 349 lb uplift at joint 11. REACTIONS (lb/size) 15 -17 = 1078 5-15 = 1096 7 -15 = -669 7) All Plates 20 Gauge Unless Noted 19 = 1879/0 -3-8 7 -14 = 299 9 -14 = -817 2 -18 = 993 11 = 1736/0 - 3 - 8 10 - 13 = 2102 11 - 13 = - 27 Max Horz 19 = 502(load case 5) NOTES (7) Max Uplift 1) Unbalanced roof live loads have been considered for this design. 19 = - 434(load case 6) 11 = - 349(load case 7) Job Truss Truss Type Qty Ply THE SONOMA Q607038 T4B SPECIAL 2 1 Truss Engineering Corp., Indian Orchard, MA 01151 Job Reference (optional) 6.300 s Apr 19 2006 Welk Industries, Inc. Fri Jul 07 14:15:30 2006 Page 1 ti-0.4 7 -1 -12 7 4412 6-104 1 4 20 -10.4 54-4 25- 101810-7-0-0 7.8 II Seale =1:67.8 5 i t� 3.4 11 v. 6 X23 3 Jx4 Q 7 . 0 3x � 24 3.4 •� 3 8 4x5 \ � 5.6 �i,2/0/ W10 I: 3x10 g irl 1 ARII " Sx9 = 5.8 = 111�M 11 26 14 _ 19 18 25 17 16 3 x 4 = 12 11 3x4 I I 3x6 = 3x8 = 1.5x4 I I 1.5x4 I I 3. 0d 1�p.p 3x5 = 0 0 7 -1 -12 7-1-12 643-8 1 p.�r12 1-10-N 15-10.0 4 20-10.4 544 25- 1018 -8-8 Plate Offsets (XY): [2:0 -0- 130 -2-61 14:0 -1- 100 -1 -81 f7:0 -1- 100 -1-81 [9:0-0- 90 -1 -91 [11:0- 2-3 0 -1-8] 113:0-6- 00 -2-4] 115:0 -2- 150 -3 -0 ] [17:0 -2 -20 -1-81 118:0 -1- 150 -1-81 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.12 17 -18 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.19 17 -18 >999 180 BCLL 0.0 • Rep Stress Inc( YES WB 0.80 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 169 lb LUMBER 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; TOP CHORD 2 X 4 SPF No.2 FORCES (lb) - First Load Case Only enclosed; MVVFRS gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 BOT CHORD 2 X 4 SPF No.2 *Except* TOP CHORD to 11-0-0, Exterior(2) 11 -0-0 to 14-0-0, Interior(1) 17-0-0 to 24-5-12 zone; cantilever left B4 2 X 4 SPF Stud 1 -2 = 79 2 -20 = - 2106 3-20 = -1884 and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. WEBS 2 X 4 SPF Stud *Except* 3-21 = -1857 4 -21 = - 1707 4-22 = -1525 This truss is designed for C -C for members and forces, and for MWFRS for reactions W4 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, WE 2 X 4 SPF No.2 5 -22 = -1279 5-6 = - 1426 6-23 = -1454 specified. WI 2 X 6 SPF 1650F 1.5E, W13 2 X 6 SPF 1650F 1.5E 7 -23 = -1701 7 -24 = - 1899 8-24 = -2047 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent BRACING 8 -9 = -2197 9 -10 = -2535 2 -19 = -1794 with any other live loads. TOP CHORD 10 -11 = -1639 4) As requested, plates have not been designed to provide for placement tolerances or Sheathed or 3-4-12 oc purlins, except end verticals. BOT CHORD rough handling and erection conditions. It is the responsibility of the fabricator to BOT CHORD 18-19 = 480 18-25 = 1448 17 -25 = 1448 increase plate sizes to account for these factors. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 16-17 = 46 15-16 = -62 6 -15 = -123 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all 1 Row at midpt 6-15 15-26 = 1572 14-26 = 1572 13 -14 = 2095 areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and WEBS 12 -13 = 2 9 -13 = 127 11 -12 = 122 any other members. 1 Row at midpt 4 -17 WEBS 6) Refer to girder(s) for truss to truss connections. 4 -18 = 109 4-17 = - 624 5-17 = 156 7) Provide mechanical connection (by others) of truss to bearing plate capable of REACTIONS (lb/size) 15-17 = 1062 5-15 = 1050 7 -15 = -610 withstanding 431 lb uplift at joint 19 and 346 lb uplift at joint 11. 19 = 1861/0-3-8 7 -14 = 226 9 -14 = -540 2 -18 = 975 8) All Plates 20 Gauge Unless Noted 11 = 1719/Mechanical 10-13 = 1857 11 -13 = -87 Max Horz 19 = 501(load case 5) NOTES (8) Max Uplift 1) Unbalanced roof live loads have been considered for this design. 19 = - 431(load case 6) 11 = - 346(load case 7) Job Truss Truss Type Qty Ply THE SONOMA Q607038 T5 SPECIAL 5 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 s Apr 19 2006 MiTek Industries, Inc. Fri Jul 07 14:15:31 2006 Page 1 -1 �1-e -y 7 -1 -12 7 -1 -12 6.10-4 1 41PU ? 2� -0 6-0-0 23.10 5-10 7-8-9 8x72 MT18H II Scale = 1:70.7 5 el 4x4 O 6 10.00 12 26 '� 3x4 2 7 11 3x4 // 3 4 • '• 3x5 // 28 25 4x6 \\ 3 B 3x4 \\ �� 293x4 \\ ;IL W10 jittlx. B 4x5 5x6 //24/ 10 1 2 ��. I ' . �i 1 x6 = 4x6 � I ^ r 1° 23 22 30 21 20 2x4 II 3x4 II 13 12 3x4 II 3x6 = 3x8 = 1.5x4 II 1.5x4 II y 1 1 5. 23-101_0435-M84031-,6-8 4x9 = 3x5 = 00-0 7 -1 -12 74-12 6-8-8 1 f/- 71 12 1 1r>- 12-0-00-0 '7 -10-0 6-04 Plate Offsets (X,Y): [2:0 -0- 13,0 -2 -5], [4:0 -1- 10,0 -1-81 [6:0- 1- 3,0- 1 -11], [8:0-0- 10,0 -2 -01, [10:0 -1 -10,0 -1-8], [11:0- 1- 5,0 -1 -9], [12:0 -2- 3,0.1 -81, [14:0 -2- 15,0 -2 -01, [16:05- 8,Edgel, [17:0- 2 -9,0 -2 -121, 119:0 -3- 12,0 -2- 81,121:0- 23,0 -1-81, [22:0 -1- 15,0 -1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.14 16-17 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.24 16 -17 >999 180 MT18H 197/144 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 185 lb LUMBER TOP CHORD 2 X 4 SPF No.2 Max Uplift WEBS BOT CHORD 2 X 4 SPF No.2 *Except* 23 = - 431(load case 6) 2 -22 = 952 11 -14 = 1409 12 -14 = -2 B6 2 X 4 SPF Stud, B7 2 X 4 SPF Stud 12 = - 346(load case 7) WEBS 2 X 4 SPF Stud `Except* NOTES (9) W4 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, W6 2 X 4 SPF No.2 FORCES (lb) - First Load Case Only 1) Unbalanced roof live loads have been considered for this design. W8 2 X 4 SPF No.2, W1 2 X 6 SPF 1650F 1.5E TOP CHORD 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; W15 2 X 6 SPF 1650F 1.5E 1 -2 = 79 2 -24 = -2079 3 -24 = -1857 enclosed; MVVFRS gable end zone and C -C Exterior(2) -1-0-0 to 2 -0-0, Interior(1) 2 -0-0 BRACING 3-25 = -1831 4 -25 = -1680 4 -26 = -1496 to 11-0-0, Exterior(2) 11 -0-0 to 14-0-0, Interior(1) 17-0-0 to 24 -5-12 zone; cantilever left TOP CHORD 5 -26 = -1250 5-6 = -1305 6 -27 = -1866 and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. Sheathed or 3 -2 -2 oc purlins, except end verticals. 7 -27 = -1981 7 -28 = -1870 8 -28 = -2074 This truss is designed for C -C for members and forces, and for MWFRS for reactions BOT CHORD 8-29 = -2886 9 -29 = -2902 9 -10 = -3000 specified. Rigid ceiling directly applied or 6 -0-0 oc bracing. Except: 10 -11 = -2015 2 -23 = -1775 11 -12 = -1630 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 1 Row at midpt 6-19, 7 -17 BOT CHORD with any other live loads. WEBS 22 -23 = 482 22-30 = 1426 21 -30 = 1426 4) As requested, plates have not been designed to provide for placement tolerances or . 1 Row at midpt 4 -21 20-21 = 37 19 -20 = -60 6 -19 = -867 rough handling and erection conditions. It is the responsibility of the fabricator to 18-19 = 124 17 -18 = 35 7 -17 = -523 increase plate sizes to account for these factors. REACTIONS (lb /size) 16 -17 = 2437 15-16 = 81 8 -16 = 573 5) All plates are MT20 plates unless otherwise indicated. 23 = 1841/0-3-8 14 -15 = 192 13 -14 = -8 10 -14 = -910 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all 12 = 1668 /Mechanical 12 -13 = 90 areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and Max Horz WEBS any other members. 23 = 501(load case 5) 4 -22 = 113 4 -21 = - 623 5-21 = 158 7) Refer to girder(s) for truss to truss connections. Max Uplift 19-21 = 1050 5-19 = 873 17 -19 = 1073 8) Provide mechanical connection (by others) of truss to bearing plate capable of 23 = - 431(load case 6) 6 -17 = 1390 8 -17 = -1063 14 -16 = 1429 withstanding 431 lb uplift at joint 23 and 346 lb uplift at joint 12. 12 = - 346(load case 7) 10.16 = 848 9) All Plates 20 Gauge Unless Noted Job Truss Truss Type Qty Ply THE SONOMA Q607038 T6GE GABLE 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 6.300 5 Apr 19 2006 MiTek Industries, inc. Fri Jul 07 14:15:32 2006 Page 1 1-01110-0 6-34 6-3-8 6-34 12-7-01.041374 3x4 = Scale: 318 " =1 5 • 1.5x4 II 1.5x4 II 4 6 10.00 I 12 1.5x4 II 1.5x4 II n 3 7 u 3x41 3x4 I 2 T ({ 4/ 1 I I lillhi n 9 19 2x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 2x4 I I 0-0-0 12 7-0 12 -7-0 Plate Offsets (X,Y): 12:0- 2 -0,0 -1 -71, [8:0- 2 -0,0 -1 -7] • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.01 9 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.01 9 n/r 90 BCLL 0.0 • Rep Stress !nor NO WB 0.15 Horz(TL) 0.01 8 nta n/a BCDL 10.0 Code BOCA/ANSI95 (Matrix) Weight: 59 lb LUMBER TOP CHORD 2 X 4 SPF No.2 Max Uplift BOT CHORD BOT CHORD 2 X 4 SPF No.2 8 = - 104(load case 7) 14 -15 = 6 13-14 = 6 12 -13 = 6 WEBS 2 X 4 SPF No.2 14 = - 121(load case 6) 11 -12 = 6 10-11 = 6 OTHERS 2 X 4 SPF Stud 15 = - 212(load case 6) WEBS BRACING 12 = - 122(load case 7) 5-13 = -188 4 -14 = -202 3 -15 = -194 TOP CHORD 11 = - 205(load case 7) 6-12 = -203 7 -11 = -194 Sheathed or 6 -0-0 oc purlins, except end verticals. Max Gray BOT CHORD 16 = 264(load case 1) NOTES (12) Rigid ceiling directly applied or 10 -0-0 oc bracing. 10 = 43(load case 4) 1) Unbalanced roof live loads have been considered for this design. 8 = 239(load case 11) 2) Wind: ASCE 7 -02; 120mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; REACTIONS (lb /size) 13 = 319(load case 1) enclosed; MVVFRS gable end zone and C-C Corner(3) -1-0-0 to 2 -0-0, Exterior(2) 2 -0-0 16 = 264/12 -7-0 14 = 290(load case 10) to 3-3-8, Corner(3) 33-8 to 63-8, Exterior(2) 9-3-8 to 13-7-0 zone; cantilever left and 10 = 26/12 -7-0 15 = 227(load case 1) right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 Plate metal DOL =1.33. This 8 = 239/12 -7-0 12 = 290(load case 11) truss is designed for C -C for members and forces, and for MWFRS for reactions 13 = 319/12 -7-0 11 = 226(load case 1) specified. 14 = 282/12 -7-0 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to 15 = 227/12 -7-0 FORCES (lb) - First Load Case Only wind (normal to the face), see MiTek "Standard Gable End Detail' 12 = 282/12 -7-0 TOP CHORD 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 11 = 226/12 -7-0 2 -16 = -238 1 -2 = 73 2-3 = -84 with any other live loads. Max Horz 3-4 = 57 4 -5 = 56 5-6 = -72 5) As requested, plates have not been designed to provide for placement tolerances or 16 = - 218(load case 4) 6-7 = -70 7-8 = -84 8-9 = 73 rough handling and erection conditions. It is the responsibility of the fabricator to Max Uplift 8-10 = 0 increase plate sizes to account for these factors. 16 = - 127(Ioad case 4) BOT CHORD 6) Gable requires continuous bottom chord bearing. 10 = - 13(load case 5) 15-16 = 6 7) Truss to be fully sheathed from one face or securely braced against lateral movement Continued on page 2 (i.e. diagonal web). CONTRACTOR QUOTEPRINTED 07/07/06 PAGE 2 QUOTE # Q607038 DATE QUOTED:07 /07/06 A 181 GOODWIN ST VALID UNTIL: 07/21/06 ENGINEERING PO BOX 51027 Job: RON GROGAN CORPORATION INDIAN ORCHARD, MA 01151 MANUFACTURERS OF ROOF & FLOOR TRUSSES Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA )uote To:Rugg Lumber- Hat. Requested By:CJ 24 West Street West Hatfield, MA 01088 Quoted By: John Goodrich Attn: CJ Phone: (413)- 247 -8300 Allow 2 - 3 weeks for delivery BASED ON ORDER CONFIRMATION PRIOR TO:07/21/06 TEMS Q TY ITEM TYPE SIZE LENGTH PART NUMBER NOTES FT -IN -16 12 Hanger HUS28 , • lis quote is valid for product as list 6 nj: Titlayout and take -off is Truss Engineering Corporation's INTERPRETATION of Formation supplied to them. The buil mg o"r /owner's agent is responsible for coordinating custom dimensions and special tails between trades. Truss Engineering CoriloAtion T responsible for field verification of dimensions or conditions. e building owner /owner's agent should review all drag k'r dimensional accuracy and specification compliance prior to Bering. Any changes to this quote may result in a changetbi cost. By confirming this quote, the owner /owner's agent accepts this Dduct as indicated by the above information and all attacMd1ayouts and shop drawings. Truss Engineering Corporation strictly heres to the Standard Responsibilities as defined by TPI Chapter 2 and WTCA 4 -2002 (available upon request) regardless of y other project specifications (unless explictly defined otherwise in writing). DESIGNS REVIEWED proved By: te: #: • CONTRACTOR QUO TE PRINTED ON: 07/07/06 PAGE 1 €49 _ QUOTE # Q607038 IG<IL. il4ficici ' DATE QUOTED: 07/07/06 TRU ■` 181 GOODWIN ST VALID UNTIL: 07/21/06 ENGINEERING PO BOX 51027 CORPORATION INDIAN ORCHARD, MA 01151 Job: RON GROGAN --�,1 VA.■■■■■■■•■■■ / 47 -- DCIA t l jt a - MANUFACTURERS OF ROOF & FLOOR TRUSSES • Phone (413) 543 -1298 Fax (413) 543 -1847 Toil Free (800) 456 -0187 NORTHAMPTON, MA Quote To: Rugg Lumber - Hat c- "' 24 West Street Requested By:CJ West Hatfield, MA 0,1b88 Quoted By John Goodrich Attn: CJ �1 ; ; Phone: (413)- 247 -8300 1 r ; - . --L - Al -- -.3 weeks for delivery BASED ON ORDER CONFIRMATION PRIOR TO:07/21/06 ROOF TRUSSES LOADING TCLL -TCDL- BCLL-BCDL STRESS INCR ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUTJFG 07/07/06 INFORMATION 40.0,10.0,0.0,10.0 , 1.15 PROFILE QTY PITCH TYPE BASE 0/A LUMBER OVRHG / CANT SHIPPING UNIT t PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT RIGHT HEIGHT WEIGHT na ATTIC 01 -00 -00 01-00-00 1 10.00 0.00 Al 24 -00 -00 24 -00 -00 2 X 62 2 X 1 C 13 -02 -07 222 GABLE 01-00-00 01 -00 -00 ' .:_ 5 10.00 0.00 Al -TOP 02 -08 -04 02 -08 -04 2 X 4 2 X 4 01 -08 -00 9 GABLE 01 -00 -00 01 -00 -00 _(lI JJC lI 1 10.00 0.00 Al GE 24 -00 -00 24 -00 -00 2 X 62 X 1C 13 -02 -07 325 - 3 10.00 0.00 ATTIC 24 -00 -00 23 -08 -08 2 X 62 X 1p 01 -00 -00 13 -02 -07 I 218 aF 2 Ply 10.00 0.00 CO G6 COMMON 12-07-00 12 -07 -00 2 X 62 X 8 01-00-00 01-00-00 06 -08 -01 1 94 COMMON 01 -00 -00 01 -00 -00 13 -11 -00 172 4 10.00 O.00 Ti 31 -00 -00 i 31 -00 -00 2 X 4 2 X 4 1 ZiSkiL 13 10.00 0.00 COMM ON 31 -00 -00 31-00-00 2 X 4 2 X 4 01 -00 -00 13 -11 -00 171 GABLE 01 -00 -00 1111 .111 111 1 10.00 0.00 T2GE 31 -00 -00 31 -00 -00 2 X 4 2 X 4I 13 -11 -00 207 S, £ I GABLE 01 -00 -00 13 -11 -00 111 271 III . : a. d)...; 1 10.00 0.00 T2SG 31 -00 -00 31 -00 -00 2 X 4 2 X 4 /fit FINK G L_ V . 4 10.00 0.00 T3 28 -00 -00 28 -00 -00 2 X 4 01 -00 -00 2 X 4 12 -10 -09 139 ZIN 1 01-00-00 FINK Fi 2 10.00 0.00 T36 28 -00 -00 27-08-08 2 X 4 2 X 4'I 12 -10 -09 138 i Id 1 111, 1 10.00 0.00 T3GE 28 -00 -00 28 -00 -00 2 X 4 2 X 4J01 -00 -00 12 -10 -09 177 1 .41124 1 10.00 0.00 SP T41AL 28-00-00 28 -00 -00 2 X 4 2 X 4 01- 00 -00� 12 -10 -09 170 K SPECIAL 01 -00 -00 2 10.00 0.00 T4B 28 -00 -00 27 -08 -08 2 X 4 2 X 4 1 12-10-09 169 5 10.00 0.00 0.00, SPECIAL 27 -08 -08 27 -08 -08 2 X 4,2 X 4 01 -00 -001 12 -10 -09 185 INN, GABLE 01- 00 -00] 01 -00 -00 06 -05-08 58 ,, I 2 10.00 0.00 T6GE 12 -07 -00 12 -07 -00 2 X 4 2 X 4 /11',',.., VALLEY 03 -05-11 24 - 1 .- ._t...: _ 2 10.00 0.00 V1 08 -04 -00 08- 04 -002 X 4 2 X 4 ,... L 2 10.00 0.00 VALLEY 04 -04 -00 1 04 -04 -00 2 X 4 2 X 4 l 01 -09 -11 11 ITEMS QTY I ITEM TYPE I SIZE LENGTH I PART NUMBER I NOTES I ,rctIAMP!' i I �� C z of tYZ #1�ttni ttrn • - = *- 1, ��` , 0 'Ft _ _ jig assachusetts -_ DEPARTMENT OF BUILDING INSPECTIONS �'�=f = /_ INSPECTOR 212 Main Street • Municipal Building Northampton, MA 01060 5 • ' e HOME OWNER EXEMPTION ACKNOWLEDGEMENT The State o Massachusetts allows the homeowner the right under 780CMR 108.3.4 to act as his /her construction super .-isor. The state defines "Homeowner" as, " Person(s) who owns a parcel on which he/she resides or intends to be, a one or two family dwelling, attached or detached structures accessory to such use and/or farm struct A person who constructs more than one home in a two -year period shall not be considered a home owner." The building department for the City of Northampton wants any person(s) who seek to use the home owner exemption, to act as their own construction supervisor, to be aware that by doing so you become responsible for compliance with state building codes and regulations. The inspection process requires that the building department be called to inspect work at various stages, which include foundation /footings (before backfill), sonotube holes (before pour), a rough building inspection (before work is concealed), insulation inspection (if required) and a final building inspection. The building department requires these inspections before the work is concealed, failure to secure these inspections can result in failure to obtain a certificate of occupancy until the work can be inspected. If the homeowner hires other trades to perform work (electrical, plumbing & gas) the homeowner will be responsible to make sure that the trades hired secure their proper permits in conjunction to the building permit issued, and that they get their required inspections. Failure of the individual trades to secure the permits and inspections as required can DELAY the project until such time as the proper permits and inspections are made I, understand the above. (Home owner /resident's signature requesting exemption) I will call to schedule all required building inspections necessary for the building permit issued to me. Date Address of work location - fi0 itJV f p 70y F (ti,--it--12, of orthamptoln A - A � � E1a3aectincclra _ • i DEPARTMEbfT OP IIUILDfN.0 INSPECTIONS • - • 212 Main Street • Municipal Building 141 1/47 - - — .7 „- Northampton, Mass. 01060 r ` '' WORKER'S COIY{P ENS A`XION TNSTJ CE AFFU)AVi7' 2 - � 4‹, o G,� - (Ii cca_c n ) with a principal place of business/residence at: OP / /jam. iiWi- cril riccC -_ ° / >.S % (phone) 7/? /2 - P/ a (strt Jcity /sia drip) do hereby certify, under the pains and penalties of perjury:; that ( ) I am an employer providing the followine worker's compensation coverage for my employees working on this job: • .. ansuran= Corm.: ray) (Policy Nu r) ; - pemmt on Due ( ) I am a sole proprietor, general contractor or homeoii ner (ciscie one) and have hired the contractors listed below who have the following worker's compensation policies: (Name of Coln n:1 (InR!rancc Coroar1) I?oUci Num:x:1 t .- ? :'r_Jlrat:on Datc) t - (Name of Contractor) (Insuuancc C:ompa.a)vPo!iey Nu.rnc- r) (Exoir.:tion Dale) • (Name of Conrraci r) (Insuranm Company/Policy Namb�.r) • (Expiration Date) • . (Name of Contractor) (Insurance Company/Policy Number) (Expiration Date) - (aaach eccat''cx=J lecc if nccQ.. r co iodU& infocta,■oc pc to .11 oocs-- c.o: - I am a sole proprietor and have no one working for me. ( ) I am.a home owner performing all the work myself. NOTE: plea be ewlrc the. "4Jc bemao..-,eri wbo caploy pc to do .:=.-=Cr c-= .:e.,00 c rcpcir work. ov . dwc1L :;, of not mote ttun tbrecc tetra in tv'thcb the bomoowacr rt:ido, or on tho Rnuoch r- ppurtcc' tbe-ea r..-c wt cmeetty c c=idac+i to be eropioycs uodc the v at o pe�slico Act (GL152.a 1(5)). applarnsioo by a bomrauva far : lice .. or permit Iroy cvidm.c Lb.: legal n - •,,, or. o tIoyoe uoder tho Wock.ol'. Coo ,00 ion Act I ooderstaad the a copy of tti. mtemma may bo forwo dod to the Dcporttacat .1 ncudeou' Offioo of Ics=.o..oco for the cove' vcircaioo n--Id that Ct Jt re to soauz Lrovcracc *mocks soc tioa 25A of MOL 152 cis led to the trttpositioc o(cimiaal pcailtio eomis..mg of a frx of up to $1_,S00.00 arldroc irErpri-socra=1 of up to one year e.od evil pmahio in tk form of a Stop Work Ordc and a ftic 0(5100.00 t thy .ptinn the For 6Gxrtm= =- u.c only Pcrtnrt Nt1IDtx1 �` L11 cC i,42p- Lot �., Sgn. of Lio ./Pct�niucc __' / e - - SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: s / /� d , �( Not Applicable ❑ Name of License Holder : /2CN 1 /J 6 7 ( UGcq J �f ' e3.79 7 8/U License Number o . , o x / 3 Z. ‘-/-vw0a' ' v "45-7 3/30/ oy Address- Expiration Date rt.- /Y73–_C7 2 — WC Signature Telephone tea�s#e`red om mpro a nets air o w _ , , - _ . ,0 Not Applicable . ❑ 6R0 c //A/ /.S'!.I/LQ,N�r ( /Z�w0 U )t /ati S /v6/ 73 Company Name Registration Number d� 0. i A / o.v� G .' tii --0 /3.s / 3 /3 o /QUO7 Ad ress Expiration Da e Telephone 1 1/3 SECTION 10- WORKERS' COMPENSATION INSURANCEAFFIDAVIT (M.G L c. 152,: §.25C(6 )) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes ❑ No ❑ 1J f ' W fl f' - 0 " 1, 9 • The current exemption for "homeowners" was extended to include Owner- occupied Dwellings of one (1) or two(2) families and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts as supervisor. CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person (s) who own a parcel of land on whidh he/she resides or intends to reside, on which there is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm structures. A person who constructs more than one home in a two -year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that be /she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature • '1i r f SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House , Addition ❑ Replacement Windows Alteration(s) ❑ Roofing n Or Doors El Accessory Bldg. ❑ Demolition ❑ New Signs [0] i Decks [p Siding [O] Other [❑] . 4 • w• F OF i i (A) / dat Brief Description of Proposed • Work: FeC,4077anl /0,, *// 2'Q917 j ,t/() He "' � ' Cr/ OA/ Alteration of existing bedroom ' Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll - Sheet 6a ew to se atilt o aCfit(on "C §Arili t. ot1S t3q ..'° mp a ei r v n a. Use of building : One Family Two Family Other b. Number of rooms in each family unit: f Number of Bathrooms 0 2 � r c. Is there a garage attached? irJ C d. Proposed Square footage of new construction. ,28 00 59 f Dimensions 434 x e. Number of stories? Q f. Method of heating? 87/. FQRA/At,G Fireplaces or Woodstoves / Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction i. Is construction within 100 ft. of wetlands? Yes No. Is construction within 100 yr. floodplain _ Yes No j. Depth of basement or cellar floor below finished grade , k. Will building conform to the Building and Zoning regulations? DL Yes No . I. Septic Tank X City Sewer Private well City water Supply X SECTION 7a OWNER..AU,Tl ORIZATION -TO BE COMPLETED OWNERS AGENT" OR - CONTRACTOR. APPLIES. FOR.BUILDI G°PERMIT I, er e f /ik-c, ca / 1 , as Owner of the subject P ro P /� ■ hereby authorize ' U' ' ' V '0 `1 to act on m behalf, in all tters ree to work uth ed by his building permit application. 00 (r., Signat r of Cbmer Date I, � 'U/t//¢?-0 C K d 1'- r/- , as Owner /Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under pains a d penalties of perjury. e v N ( 6 6, 7r7 rint Name ature of Owner /Agent - - - -- D ete 1 ■ , I Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size - , Frontage Setbacks Front Side L: R LL._______ R _ Rear Building Height i/ Bldg. Square Footage , % Open Space Footage (Lot area minus bldg & paved i i parking) I # of Parking Spaces . - - -- Fill: — – (volume & Location) I A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW 0 YES 0 IF YES, date issued:? IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW 0 YES 0 IF YES: enter Book Page! ` and /or Document # B. Does the site contain a brook, body of water or wetlands? NO 0 DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained ® Obtained Date Issued: C. Do any signs exist on the property? YES 0 NO a IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES 0 NO l0 vv IF YES, describe size, type and location: E. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES (0 NO l IF YES, then a Northampton Storm Water Management Permit from the DPW is required. c r { _i n '§5�''T� ' .,•.m. ' a entaseToTa �e 4' .,5 �+ �� _ Cit of Nor 'S .� � , 1 : : buildin D �e a � .7 r- 4i 4 r SF „�` 212 Main Street S .',:':'..4;.14--A2,,,„ ® 4�r . S "` Room 10 �' _�� •�° a p orth mpton, MA 01060 -- , i., �_ t J - phone -58. -1240 Fax 413- 587 - 1272 � ' • APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1' ? SITE- INFORMATION 1.1 Property Address: j This sect►an to be ca mpiefe • by0ffice • /� ��l f L� �� / U� Nlap . 0 6 z Unit. �0ne Overxaiy Dt stnct Elm t1Distx-4ct r` CB hsfri SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Own of Record: Name (Print) Curren Mailing Addres rO/ �,.� Ji , � � / Teleph Signature ��/ 2.2 Authorized Agent: ,2o tic o C' G'�a �.�� P'0' 23°9( l 3 Z ro oi. / Name (Print) Current Mailing Address: Si. ature _ Telephone SECTION"3 - ESTIMATED CONSTRUCTION - COSTS Item Estimated Cost (Do llars) to be Official Use Only —" completed by pert applicant 1. Building � r ,, x/070 (a) Building ~Permit Fee 2. Electrical .(b) E d -1 Co of /5,15 Construction stimateTota from C mo(6 st ) 3. Plumbing 4// Oa Building Permit Fee 4. Mechanical (HVAC) O ®O 5. Fire Protection 6. Total = 1 + 2 + 3 + 4 + 5) Check Number ,?275 4. � � This Section For "DOfficIssued: Official Use Only Building Permit Number. ate Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2007 -0279 ' APPLICANT /CONTACT PERSON RONALD GROGAN ADDRESS /PHONE P 0 BOX 132 MONTAGUE (413) 512 -9186 PROPERTY LOCATION 147 DUNPHY DR MAP 36 PARCEL 348 001 ZONE SR THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out hit Fee Paid J5 t 3751 /b Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE/DECK/PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 090818 z �i, 3 sets of Plans / Plot Plan THE FOLL WING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO TION PRESENTED: pproved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission /0,3 Signature of - B ill ing Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. 7 )(_, . , t , - Cr VA I i (r i , 2 gP • 5 (VI V./ ( / ,-' r)v LL2, f v --2- il-7 f 1 ii If\ •/1 1'1 --7(' I -I ( L > II 0 07 ,7 k k _ , ( , , , - 4- .. ‘' I 'l'Y'V P V" 71 -Y Gi/YI r 41 ( z , y 0 9 -vr,a2 )1/e-P7 9 tY Y / Q5 • - 4/ (7 74' - 2 - 7 23 (.• • N...)c J sc :. p j 1 -7 yr 7)1 147 P4,44- DR. BP-2007-0279 . . .., COMWiONWEALTH OF MASSACHUSETTS NI.apiBlockt,36 -.348 - . CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BUILDING PERMIT Permit # BP-2007-0279 Project # JS-2007-000423 Est. Cost: $259000.00 Fee: $1375.10 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Grom R4 RONALD GROGAN _ 090818 Lot Sizelsq. ft,h_ Owner: GABRIEL JENNIFER & APRIL AEHOIC. Zonnag: SR Applicant: RONALD G ROGAN I 4 7- 1 - 1 7 ni iNipi-iv ;'ip Applicant Address: Phon‘.: insurance: P 0 BOX 132 ("1]3) 512-9186 M 0 NTAG U E MA01351 ISSUED ON:] 0/6/2006 0:00:00 TO PERFORM THE FOLLOWING WORIC:CONSTRUCT 2 STORY S 1:1-1 W/ATT GARAGE/DECK/PORCH POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector 0/ / Underground: Service: " Meter: Footings: . . . - Rouoti- - ../.. — - -- ' Rough::::, ---1. House # Foundation: Driveway Final: Final: --,e4, .e----- ''t,',a2 i: -42 / in a I : / /74Z 51.244741i, Rough Frame: 52e. 44-44- „. , ,i-,_ 6 1 ut 5 E 2 1 2 -3 7 1 , < F/A/4 Z ‘ , 41/4 , 7 '()€tP 0/Pc4 Pak/ e k ' Gas: Fire Department, Fireplace/Chimney: ,-) ':- ' Rouplie.; - j .,;.-, - 0 ii r-" OP• Iii'Vation: - .._ Hum: 6- ; 42 -074 Smoke: ,...0,/ Unal: 01 0 (9 /./ 407 (..0 THIS PERMIT MAY BE REVOKED B.. T -.- ' /.'Y OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND TIONS. , ' ' - s..... .- ,.••• , (- / ' ' - __...-----:,--___,- . ..„....."..,-,,,, ..: ... Certificate of Occuoanc signature: FeeType: Date Paid: Amount: .,...„ Building 10/6/2006 0:00:00 $1375.102795 :, k•! City of Northampton . • .irr-,.. BUILDING INSPECTION LABEL f° vAi/7 4J 212 Main Street, Phone (413) 587-1 A F) P Ft cvvEc• Building Commissioner - e _ r _2_7nspector C Date /