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2005-042
-0111111A TOWN OF QUEENSBURY wirza 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building &Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20050042 Date Issued: Wednesday, June 15, 2005 This is to certify that work requested to be done as shown by Permit Number P20050042 has been completed. Tax Map Number: 523400-295-017-0001-010-000-0000 Location: 6 VERANDA Ln Owner: BRIARWOOD CAPITAL GROUP, LLC Applicant: BROOKS HERITAGE, LLC This structure may be occupied as a: Fireplace By Order of Town Board Garage - 2 Cars Attached TOWN OF QUEENSBURY Single Family Dwelling Issuance of this Certificate of Occupancy DOES NOT relieve the rjDj. 41 141 property owner of the responsibility for compliance with Site Plan, Variance,or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building& Codes (518) 761-8256 • BUILDING PERMIT Permit Number: P20050042 Application Number: A20050042 Tax Map No: 523400-295-017-0001-010-000-0000 Permission is hereby granted to: BROOKS HERTTAcTE_ T,T,C • For property located at: VERANDA Lu in the Town of Queensbury,to construct or place , at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: HAROLD T RAVEN 70 MC CORMACK Dr Fireplace LAKE GEORGE, NY 12845 Garage-2 Cars Attached Single Family Dwelling $350,000.00 Total Value $350,000.00 • Contractor or Builder's Name /Address Electrical Inspection Agency Plans&Specifications 2005-042 BROOKS HERITAGE, LLC 2557 SQ FT SINGLE FAMILY DWELLING $359.64 PERMIT FEE PAID-THIS PERMIT EXPIRES: Tuesday, February 07, 2006 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the T n o ueen jito;+s a ebruary 07, 2005 SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement . Building Permit Application , Town of Queensbury-Dept of Community Development,742 Bay Road,Queensbury,NY (518)761-8256 • 1 8 2005 P.permitmustbeobtainedbeforebeginningconstruction. Permit File No, U�`U CWNO� QUEENSBURY No inspection will be made until applicant has received a Pee Paid. ,$" UILDIG G AND CODE valid building permit. All applicants' spaces on this Roc.Pee Paid/ $ / . application must be completed and must appear on the Reviewed B . application form. A A licant: 13 IZ)Di4.S t`I4 ri'ACG1; LtC_ Owner: ' •S 4wt Address: P a 'uex 123 / Address: Phone#(s,$,) ,f Q- 01:1 3t ,,.17 Phone#( ) Property Location: Lot Number: ! / House Number / . .._.11F- _ �M 1.)0✓E. Subdivision Name: 1F rE VI S 1`A 3 OA U►1 E$'" f Tax Map Number: ,y?9 5 /7 -/- /6 917- New Building: residence 'commercial 'Estimated Market Value of Construction:$ 3 54 Odd O Addition: rest.ence/ commercial If an Addition,what will use of new addition be? Q Alteration: residence/ commercial CI No change to exterior size: residence/coral. • O Other work(describe ) ' j Check Occupancylnformation 1"Floor 2"Floor Other floor _ Total i Below sq.ft. sq.ft, sq.ft. Square Feet a Single thmiiy dwelling /3 5' /7 o 3 , .5..S7 c ~ o Two fatuity dwelling e Townhouse o Multifamily dwelling #of units o Office o Mercantile o Manufacturing . O 1 car detached garage , , O 2 car detached_page D 3 car detached garage _ Q 1 car attached garage `.serr 2 oar attached garage -Q44`X,7.0' 57).&-5i O 3 car attached garage _ o Storage building- commercial ,. o Storage building- •residential e Other ' What is the proposed height of the structure 7-lP feet ./O inches Will any second-hand or ungraded lumber be used? If so,for what? /V0/VC' A Type of Heating System: .electric/ oil / ga /wood /forced hot a' baseboard/other: ✓ ;" Number of Fireplaces to be installed I Number of Woodstoves to be installed ) List below the person(s)responsible for supervision of work as regards to building codes: - - J - _.Name - Address-, Phone Number Builder 73 Apo i 44V 1TI G.G 156 x ItV C.1..tedruo nA2t( 34-01 3 r Plumber 40,wit 1-tonc PLuivaliCIG if(2EEwLt;A ME Co F-rou /*ACC '474-7 417 Mason , 5 u(A6tt e e. *ow ae I AIo-rr'SI 5ckerstari4y NY 800-X(4-zr/S" Electrician NT3 S EL6C-11(tc. Jo 41 %,,litfoitfiLfEi jffidgEtZ h 4 LUNY 8‘9-PII4 Declaration,: please sign below after you have carefl:lly read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,arc a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be complied , with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that I/we shall , s{Zbmit,prior to a Certificate of Occupancy or Certificate of Compliance being issued,as requested by the Zoning Administrator or D cc f of Building and des,an 4s Bet Survey by a licensed surveyor;drawn to scale,showing actual location of all new co ction. - ,°`" b . Signature: / 1/ owner,�raer's agent,architect,contractor J , ., �- VED Application for Permit=Septic Disposal System N 1 8 2005 Town of Queensbury 742 Bay Road Queensbury,NY 12804 (518) 761-8256 1, OWNER INFORMATION: ®��'�� r '� RY xxxxr«ux..«.xx..vu..n.n«.«m«nnmxroxxuuwr«ux.xxx. fumx a�Ij Y Sr�i��8,y 1"41 \its-rAS 4ikt v1C5T wlT" Of£ice Location of installation: L.t r.t ` vintAKII)A o Q.1J6 .fax (,2 File Permit No. S- `3' Tax Map No. / / Fee Paid Owner's Name: R-ot S 01/4 01 vri3A r< % Address: ..(3 oX l 1L3 CIAkoN) hk2;tt s .) 1( Inv t• INSTALLER'S NAME : B E(— R-iAM Y')K C{)Afe-t1GKl016 PHONE NO, gF1 r7"3(31 1. RESIDENCE INFORMATION: (circle year of dwelling,indicate#bedroom(s) and multiply#of bedrooms with applicable gallons per bedroom to equal total daily flow) Year of House: No.of Bedrbor s x Computation = Total Daily Flow 1980 or older x 150 gal/bdzm 1980— 1991 x 130 gal/bdrm 1991—present 4. x 110 gal(bdrm = 44-0 Garbage Grinder Installed yes v I no Spa or Hot Tub Installed yes__.. ./ no �" ' : PARCEL INFORMATION: (circle applicable information&indicate measurements) •••�• :• •1 ature . • , - •. u•ervious Material D Water Supply Flat san. at what depth at whattdeepth munie al) ` •. loam /0 feet I Z feet well Steep slope clay if well;water supply %slope other V from any septic-system depth: absorptiaii i,s_...._ft.. other Percolation Test: (To be completed by.licensed professional engineer or architect) Rate: minute per inch PROPOSED SYSTEM: For New Construction: All individual sewage disposal systems must be designed by a licensed professional engineer or architect(unless installed in a Planing Board approved subdivision), Add 250 gallons to the size of the septic tank and leach field for each Garbage Grinder,Spa or Whirlpool Tub. Septic Tank: /2 SI D gallon(min,size 1,000 gal) Tile Field: each french 60 fi. Total Systeni Length: 3 0 0 ft, Seepage Pit(s): number of 1{14 size of each: ft, by .fit A/o i RE.Qvi R�'�� Size 7f Stone to be used: # 2- / depth or thickness feet ` �e Bed,System.Size: z.4 x o r Alternative System: 'V/A length acid/or size 6. HOLDING TANK SYSTEM: (if required) Number of tanks: / Size of each: gallons /TOTAL Capacity: gallons Note: Alartn System and associated electrical work must be inspected by a Town approved electrical inspection agency. 7. SIGNATURE &INFORMATION FOR RESPONSIBLE PERSON(please read) . For your protection,please note that pursuant to Section 136-29 of the Code of the Town of Queensbury,any permit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the regulations with respect to this application and agree to abide by these and all requirements of th of Queensbury . itary Sewage Disposal Ordinance. 0 r Si r of r s.po tote person Date Fire Marshal's Office Town of Queensbury,742 Bay Road,Queensbury,NY • (518)761-8205 Application for Fuel Burning Appliances & Chimneys applicable to solid fuel & vented gas appliances r ' --02/i """' /4 , 20 • Permit No. i (Q,,,' Application is hereby made to the Building A Codes,Office for the issuance of a Building and Use Permit pursuant to the New York State Fire Prevention and Building Code. The applicant or owner agrees to comply with all applicable laws, ordinances, regulations, and all conditions that are part of these requirements and also will allow all inspectors to enter premises to perform required inspections. NOTE to applicant: Rough-in and Final Inspections are required. Applicant Information Fuel Burning Appliance Information (circle appropriate words) Name: ON ,c L k""`41-1, LL.' gas Stove: ' wood coal pellet _ ` ° Fireplace insert Address: o ., 1,0 wi,_�, Fireplace, factory-built: wood gas , {ci ��r t-g g Fireplace, masonry: wood gas it t k'k1; 1 ��t W�- f vet L`.i� �.r` , Furnace: wood Ego oil Phone: � '0, a _�, k If non-masonary applicance, please provide Owner: A tit t: • '- Manufacturer Name: .S UPE (o, .. • Address: • Model Number: i E ..:" l�' t" la) .'; •.., ' Chimney Information Phone: (circle appropriate words) _ Masonry block brick stone ttt V' tt: coo .,)t$2:; `i;. Flue tile e size: . inches Exact Address: ,,.o- I t/EIZA,,)r',1 LAK. '- of construction or installation Factory-Built Manufacturer name: ' (.,) t 0 ,,. ikl._-c c rho' (e. Model Number: I ‘P.I C'r V C(VT 415t Note: Listed By: Number: Construction/Installation must conform to NYS Fire Prevention &Building Indicate(circle) chimney material: Code. Consult available Town of Queensbury Handouts regarding required inspections. Double wall / Triple wall / Insulated / irect venting l: Chimney Liner Fire Marshal Code II $Collected .Refunded Received from (refunded to)o± Y ` y l,' it s;`-u 1•zl-4, ,.,,, Y ad d ress: —-- A 173 3389 (190) Public Safety (1 2_") A 233 2655 (230)Minor Sales ..- f � J"' + l, Z DATE: A C. 1 ( l ,. „,.. rva0w,„„_ T ww 81.+4 G n�. D White(Applicant) / Green(Fire Marshal) / Yellow(Bldg. Dept.) / Pink&Goldenrod(Cashier's Dept.) ENGINEERING BY (D-DOS-61."' CO r F V A MiTek Affiliate eL , ^?_ Trenco 818 Soundside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 252/482-7115 Re: B51 127 BROOKS HERITAGE 6 VERANDA The truss drawing(s)referenced below have been prepared by Truss Engineering Co.under my direct supervision based on the parameters provided by Stock Building Supply-Schenectady, NY. Pages or sheets covered by this sealE2241620 thruE2241635 My license renewal date for the state of New York isAugust 31,2006. N ' rrk Lai 0.6707- Lto �. _ February 25,2005 Strzyzewski,Marvin The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the ' responsibility of the building designer,per ANSI/TPI-1995 Sec.2. Engineering services provided by Truss Engineering Company. 47-4-0 1 r 32-7-4 14-8-12 16-0-0 T1 GE n ., . -, o T1 a J A T1A N M V- W w I- N / 5) -T2 / , (6) -T2A , / (5) -T2 I T3SGE -+ _ T1F oc, I, >.-.I. � 'N -0-0 2-0-0 2-0-0 2-0-0 2-0-0 ` 'F 2-0.0 2-0.0 Q _ w 010> L r H A \ = a N / T3A a�� I .4C. T4GE M I- 0 1 v r \v v_— ✓ , Y T3GE It >I 12 0 0 11-0-0 22-0-0 10-0-0 9-0-0 Stock Building Supply 500 Duanesburq Rd Name:BROOKS _ HERITAGE tl Schenectady Address: Job: B57 27 NY 6 VERANDA DR. Pleb�allon:C:Mlleauuon:es r.�....ti... Al I MMQDI IDV Scale:1:96 I Date:2/16/2005 I Drawn By: WTC 4 -, Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241620 B51127 T1 ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:37 2005 Page 1 1-0-10-8 1 7-4-6 I 14-8-12 15-7-4 I 0-10-8 7-4-6 7-4-6 0-10-8 5x6= Scale=1:32.6 !, 4 111111111111k 7.00 12 3 5 0 is 8 m 2 5x6 11 6 7 9 o •,]1{ 10 4x4 i 4x4 '1' o N ill. 4x4 i 4x4milli M. 3.50 Fli. MI 4x10 II 4x10 II 1 7-4-6 1 14-8-12 I 7-4-6 7-4-6 Plate Offsets(X,Y): [2:0-5-4,Edge],[6:0-5-4,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.07 6-8 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.12 6-8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud • SLIDER Left 2 X 6 SPF-S 1650F 1.5E 4-3-15, Right 2 X 6 SPF-S 1650F 1.5E 4-3-15 REACTIONS (lb/size) 2=1118/0-5-8,6=1118/0-5-8 Max Horz2=130(load case 7) Max Uplift2=-81(load case 8),6=-81(load case 9) Max Grav2=1259(load case 2),6=1259(load case 3) FORCES (lb)-,Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/0,2-3=-1870/223,3-4=-1608/249,4-5=-1606/249,5-6=-1866/223,6-7=-30/0 BOT CHORD 2-8=-109/1468,6-8=-109/1465 WEBS 4-8=0/957 • NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 1v) N) #A, 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. ,1. `�VV P- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 'i ,S,R 7),,, c 6)*.This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �,, C' .} fit between the bottom chord and any other members. . - 7)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify * . fte tom` capacity of bearing surface. r- . " t, (L " 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 81 lb uplift at joint ) s 6. r o s ter . � LOAD CASE(S) Standard �g� Cfl, `na.,,. � OA SS1Q • February 25,2005 ® WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. FIGITEEERINNG BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A feliw k,inns Le fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 T, Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241621 B51127 T1A ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:38 2005 Page 1 I 7-4-6 I 14-8-12 15-7-4 7-4-6 7-4-6 0-10-8 5x6= Scale:3/8"=1' • ill 7.00 FY •2 4 • 5x6 I I 5 6 0 N '/ 4x4 G 4x4 1`' o la 4x4 i OM 4x4Mal MI - al 3.50 12 �/ 4x10 II - 4x10 II 7-4-6 I 14-8-12 I 7-4-6 • 7-4-6 Plate Offsets(X,Y): [1:0-1-11,Edge],[5:0-5-4,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 • TC 0.45 Vert(LL) -0.08 1-7 >999 360 MI120 169/123 TCDL 10:0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.13 1-7 >999 240 BCLL 0.0 * Rep Stress!nor YES WB 0.42 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:69 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF-S 1650F 1.5E 4-3-15, Right 2 X 6 SPF-S 1650F 1.5E 4-3-15 REACTIONS (lb/size) 1=1001/0-5-8,5=1122/0-5-8 Max Horz1=134(load case 7.) Max Upliftl=-44(load case 8),5=-81(load case 9) Max Grav1=1094(load case 2),5=1259(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1880/227,2-3=-1622/254,3-4=-1619/255,4-5=-1880/229,5-6=-30/0 . BOT CHORD 1-7=-115/1480,5-7=-115/1478 WEBS 3-7=0/965 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. - (� {A, 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. f,.- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. ilr ]y STfi ),, 0 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � ., *' �r fit between the bottom chord and any other members. 7)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify * q` y, LS> capacity of bearing surface. r- ¶ , ' a 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 81 lb uplift at joint , A , , 5. ccs, I.- ,' ' .,s1' LOAD CASE(S) Standard tit C9, 6 it/0,67,02 lib p• February 25,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MEI-7473 BEFORE USE. ENGINEERING BY Design valid for usee only ra MiTek connectors.prope n p is based only neon parameters shown,and is for an individual s buildings component.shown Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 V ,. Job Truss ' Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA ' E2241622 B51127 T1 B ROOF TRUSS 6 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc.Thu Feb 24 11:41:38 2005 Page 1 I 7-2-10 I 14-7-0 115-5-8 I 7-2-10 7-4-6 0-10-8 5x6- Scale:3/8"=1' 3 db. 7.00 12 • 2 • 1 7 5x6= 5 . 6 ' ` N 4x4 i O ' ', 4x4 1`, q 4x4 i 4x4�� -�� C. 3.50 12 ' 4x10 II 4x10 II I 7-2-10 I 14-7-0 7-2-10 7-4-6 Plate Offsets(X,Y): [1:0-1-15,Edge],[5:0-5-4,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.07 5-7 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.13 5-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:68 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF-S 1650F 1.5E 4-2-3, Right 2 X 6 SPF-S 1650F 1.5E 4-3-15 • REACTIONS (lb/size) 1=991/0-3-8,5=1112/0-5-8 Max Horz1=132(load case 7) Max Upliftl=-43(load case 8),5=-81(load case 9) • Max Grav1=1077(load case 2),5=1254(load case 3) • FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1847/224,2-3=-1585/250,3-4=-1583/250,4-5=-1844/225,5-6=-30/0 BOT CHORD 1-7=-110/1447,5-7=-110/1445 , WEBS 3-7=0/945 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is ' designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 '3)Unbalanced snow loads have been considered for this design. Of NE-{e, 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. yY . 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. z'trr� p.„STRZ, 06)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r .� '✓„ fit between the bottom chord and any other members. :f, ' . 7)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify 1 t, (f) capacity of bearing surface. r- , ' 1" jiki ,. Lc` cc 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 81 lb uplift at joint ,-5. v _ 1 " - 1 • LOAD CASE(S) Standard A osS1 C} P • February 25,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. ENGINEERING BY Designp valid for use es only with e MiTek and n p is based onlyupon parameters shown,and is for an individuals buildings component.shown TRENL Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Y _ Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241623 B51127 T1 F ROOF TRUSS 1 1 • Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:39 2005 Page 1 I 7-2-10 I 14-7-0 115-5-8 I 7-2-10 7-4-6 0-10-8 5x6= Scale=1:32.7 • 3 . dill 4 1 5 6 8, • M4x4-;2" 4x4 i 4x4 4x4 / 4x10 II 7 4x8 I I 2x4 II . I 7-2-10 i 14-7-0 i 7-2-10 , 7-4-6 ' Plate Offsets(X,Y): [1:0-3-8,Edge],[5:0-5-10,Edge) ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.06 5-7 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.11 5-7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 5 n/a n/a • BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:70 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF-S 1650F 1.5E 4-2-12, Right 2 X 6 SPF-S 1650F 1.5E 4-3-3 ' REACTIONS (lb/size) 1=1003/0-3-8,5=1113/0-5-8 Max Horz1=129(Ioad case 7) Max Upliftl=-44(load case 8),5=-79(load case 9) • Max Grav1=1090(load case 2),5=1251(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension . TOP CHORD 1-2=-1214/182,2-3=-1007/208,3-4=-1007/207,4-5=-1212/182,5-6=-13/0 BOT CHORD 1-7=-59/870,5-7=-59/870 WEBS 3-7=0/297 ' • NOTES • 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. N ' ( ,. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. Phi 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. i?... ,SIR,?),.. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,, C' fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 79 lb uplift at joint * " i • ii t[1 _r ' LOAD CASE(S) Standard g_. C C0 A°O.67tO ! • °PES S1 01L . February 25,2005 A WARRING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. ENG I NEEEI NG BY Design valid for usee only with MiTek and proper n p is based only neon parameters shown,and is for es an individual s buildings component.shown �D Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Mf Tsls Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DS8-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 t A Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241624 B51127 T1GE ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:40 2005 Page 1 . I-0-10-8 7-4-6 14-8-12 15-7-4 0-10-8 7-4-6 7-4-6 0-10-8 5x6= Scale=1:33.3 6 . 2x4 II 2x4 II 7.00 12 5 7 , 2x4 II 2x4 II 4 8 5x6 i 5x6 3 9 2 10 13 di /0 0 0 0 0 0 0 o •c:rt.-v4•.•::-.-vvrtr•:•.•w•:•w-•-:•yrv.•••w-.-�•r;•;•v:•v;••c.:f::::.•.•:•:•vr:•+•v:vw-r:•rvvc.-:cvr,•,•9•vr::::: ,•S,+ .•rvc:::+:S•s ,. i i�i'JOOOi�i'Di�i�i'Oi'OOOOODi�i�i�i'Oi'Oi'Oi'JOi�i�i t+ .i�i�i�i'Oi:'OJOi'OJOJODi�i�i0.'OOi�i�i i• i�i�i.••4 +O�i00�i�i�.', ,s,,,+•O .SSSSSS!ilQQ�l�SSS���4�!�!J_�!i iil��4lJQ�l�SSli4SSS4lO_Q�I�IJ SS ASS�441�10_�SiS���SSID.�I�I�I�iiSS44!�!�l�lel�i3ASSS�!il�l�Sl�lQ�l�lO_ 3x8II 3x8II 2x4 I I 2x4 I I 2x4 II 2x4 I I 2x4 I I 2x4 I I 2x4 II • I 14-8-12 I 14-8-12 Plate Offsets(X,Y): [2:0-2-0,0-1-10],[3:0-2-0,0-2-4],[9:0-2-0,0-2-4],[10:0-2-0,0-1-10] , LOADING(psf) SPACING 2-0-0• CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 49.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a 999 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 >999 240 BOLL 0.0 * Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:77 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - OTHERS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF-S 1650F 1.5E 1-6-0,Right 2 X 6 SPF-S 1650F 1.5E 1-6-0 REACTIONS (lb/size) 2=254/14-8-12,10=254/14-8-12,15=220/14-8-12,16=271/14-8-12,17=281/14-8-12,18=203/14-8-12, 14=271/14-8-12,13=281/14-8-12,12=203/14-8-12 Max Horz2=127(load case 7) Max Uplift2=-68(load case 6),10=-16(load case 7),16=-31(load case 8),17=-46(load case 8),18=-64(load case 7), 14=-28(load case 9),13=-46(load case 9),12=-46(load case 9) Max Grav2=323(load case 2),10=323(load case 3),15=220(load case 1),16=379(load case 2),17=383(load case 2), 18=284(load case 2),14=379(load case 3),13=383(load case 3),12=284(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-13/0,2-3=-148/103,3-4=-130/82,4-5=-134/86,5-6=-137/132,6-7=-137/132,7-8=-134/86,8-9=-130/38, 9-10=-148/30,10-11=-13/0 BOT CHORD '2-18=-18/59,17-18=-18/59,16-17=-18/59,15-16=-18/59,14-15=-18/59,13-14=-18/59,12-13=-18/59,10-12=-18/59 WEBS 6-15=-180/1,5-16=-339/72,4-17=-342/101,3-18=-248/89,7-14=-339/72,8-13=-342/101,9-12=-248/89 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is ( F NEB designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. STFI 03c), 3)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 0ie‘ �� �c ,, T 4)Unbalanced snow loads have been considered for this design. - G� 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. ,. , 0 - 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00 rr ', ' E 7)Gable requires continuous bottom chord bearing. .. I. 8)Gable studs spaced at 2-0-0 oc. ' '`, € . 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 'i .. K as fit between the bottom chord and any other members. C? ti 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 2,16 lb uplift at joint 10, Q 0,67A0 !,` 31 lb uplift at joint 16,46 lb uplift at joint 17,64lb,uplift at joint 18,28 lb uplift at joint 14,46 lb uplift at joint 13 and 46 lb uplift at joint \ ° 'SS4 ' LOAD CASE(S) Standard February 25,2005 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MIT-7473 BEFORE USE. EFIGI NE ERI NG BY Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �� �Q is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTssk Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 t . Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241625 B51127 T2 ROOF TRUSS 10 . 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:41 2005 Page 1 r 1-1018 7-2-15 14-2-6 I 21-1-13 28-4-12 29-31 0-10-8 7-2-15 6-11-7 6-11-7 7-2-15 0-10-8 6x8'T Scale=1:59.3 • 7.00 12 6 3x8 i 3x8 1x4\\ 5 7 1x4// 4 8 3 9 c1 2 10 V Io 5x6 i 5x6 cT 5x6'T 5x6 8x10 II 15 16 14 17 13 18 12 19 20 8x10 II 4x4= 4x8= 4x4= 9-3-4 I 19-1-8 28-4-12 I 9-3-4 9-10-4 9-3-4 Plate Offsets(X,Y): [6:0-5-4,0-2-4],[13:0-4-0,Edqe] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.46 12-14 >734 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.65 12-14 >528 240 BCLL 0.0 * Rep Stress Incr YES WB 0.55 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:133 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 2100F 1.8E *Except* TOP CHORD Sheathed or 3-2-10 oc purlins. 1-5 2 X 4 SPF-S 1650F 1.5E,7-11 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E WEBS 2 X 4 SPF Stud *Except* 6-14 2 X 4 SPF No.2,6-12 2 X 4 SPF No.2 . SLIDER Left 2 X 8 SYP 2400F 2.0E 4-3-11,Right 2 X 8 SYP 2400F 2.0E 4-3-11 REACTIONS (lb/size) 2=2261/0-5-8,10=2261/0-5-8 Max Horz2=-234(load case 6) ' Max Uplift2=-122(load case 8),10=-122(load case 9) Max Grav2=2480(load case 2),10=2480(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-29/0,2-3=-3307/427,3-4=-2976/452,4-5=-2827/487,5-6=-2528/519,6-7=-2528/519,7-8=-2827/487,8-9=-2976/452, 9-10=-3306/427,10-11=-29/0 BOT CHORD 2-15=-264/2539,15-16=-264/2539,14-16=-264/2539,14-17=-87/1802,13-17=-87/1802,13-18=-87/1802,12-18=-87/1802 ,12-19=-264/2539,19-20=-264/2539,10-20=-264/2539 WEBS 4-14=-903/255,6-14=-160/1389,,6-12=-160/1389,8-12=-903/255 • NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) ----- zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is (yf fn, designed for C-C for members and forces,and for MWFRS for reactions specified. �V 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 • i. ,,STFt,�'),.� C3,¢ 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. ' �� � 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 77.---OF .T 4 £� , ({1 is 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will P- ,z +;I+ as_ cr fit between the bottom chord and any other members. . 7* t r 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 2 and 122 lb uplift at €••• g t° r joint 10. 1. LOAD CASE(S) Standard Ct+ Cr 64 'f1.6710'2` °IJr- 'ESStO A February 25,2005 Ak WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. ENGINEERING BY Design valid for usee only with enek connectors.rop n p is based only mponpon parameters shown,and is for an individuals buildings component.shown �0 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI7 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 • Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241626 B51127 T2A ROOF TRUSS 6 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:42 2005 Page 1 1-10 f 7-2-15 14-2-6 21-1-13 28-4-12 0-10-8 7-2-15 6-11-7 6-11-7 7-2-15 6x8 Scale=1:58.8 7.00 12 6 • 3x8 3x8 2x4\\ 5 7 2x4 4 8 • 3 9 10 2 I2 • o 5x6 G 5x6 5x6 5x6 - 8x10 II 14 15 13 16 12 17 11 18 19 8x10 II 4x4= 4x8= 4x4 9-3-4 19-1-8 I 28-4-12 9-3-4 9-10-4 9-3-4 Plate Offsets(X,Y): [6:0-5-4,0-2-4),[12:0-4-0,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.46 11-13 >736 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.64 11-13 >530 240 BCLL 0.0 * Rep Stress Incr YES WB 0.55 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:132 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 2100F 1.8E *Except* TOP CHORD Sheathed or 3-2-10 oc purlins. 1-5 2 X 4 SPF-S 1650F 1.5E,7-10 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E WEBS 2 X 4 SPF Stud *Except* 6-132X4 SPF No.2,6-11 2 X 4 SPF No.2 SLIDER Left 2 X 8 SYP 2400F 2.0E 4-3-11,Right 2 X 8 SYP 2400F 2.0E 4-3-11 REACTIONS (lb/size) 2=2263/0-5-8,10=2157/0-5-8 Max Horz2=-237(load case 6) •Max Uplift2=-122(load case 8),10=-89(load case 9) Max Grav2=2480(load case 2),10=2332(load case 3) • FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-29/0,2-3=-3308/428,3-4=-2978/454,4-5=-2828/489,5-6=-2640/521,6-7=-2538/523,7-8=-2838/491,8-9=-2982/455, 9-10=-3314/430 BOT CHORD 2-14=-254/2539,14-15=-254/2539,13-15=-254/2539,13-16=-77/1805,12-16=-77/1805,12-17=-77/1805,11-17=-77/1805 ,11-18=-257/2550,18-19=-257/2550,10-19=-257/2550 WEBS 4-13=-903/255,6-13=-160/1389,6-11=-163/1399,8-11=-912/258 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is ' NEW, designed for C-C for members and forces,and for MWFRS for reactions specified. V 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 \> 5i1ie),, QA 3)Unbalanced snow loads have been considered for this design. C} C' 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. * tt> * 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will P- etiat a fit between the bottom chord and any other members. -r 1 7 Provide mechanical connection(byothers)of truss to bearingplate capable of withstanding122 lb uplift at 2 and 89 lb uplift at'oin' " ' „7 P PjointPJ 10. • ;; ' LOAD CASE(S) Standard 6 O, j02 k., � SStC} "L February 25,2005 t WARRING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE%REFERENCE PAGE MIT-7473 BEFORE USE. ENGINEERING BY Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown RE'N is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A hill' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 i k Job Truss Truss Type Oty Ply BROOKS HERITAGE 6 VERANDA E2241627 I B51127 T2GE ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:43 2005 Page 1 1-10-18 14-2-6 28-4-12 i9-31 0-10-8 14-2-6 14-2-6 0-10-8 4x4= Scale=1:59.2 7.00 12 • 11 10 12 3x5 i 3x5 ', 9 13 8 14 . 7 Q AN, 15 • 6 16 5 17 B. 4 18 3 19 1 2 20 S ii 3 B "s B S q �i�i�i'Oi•i•i'••i•i•i••i•i•i•i'Oi•i•i'Oi•i'O i�i•i•i•+V... V...�i ..0i�i�i�i�i�i�A •i i i i•iiii•i•i•iiO•i•i•i'Oi•i•i'Oi•iD•i•i•iWAWAS••••i•i•i•i•i•i•i•i•i•i`Oi•i•i`OiVi'OAVA• 3x10 II 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x10 II 5x6 i 5x6= 5x6 28-4-12 I 28-4-12 • Plate Offsets(X,Y): [2:0-7-7,0-1-6],[20:0-7-7,0-1-6],[29:0-3-0,0-3-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.44 Horz(TL) 0.00 20 n/a n/a .BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:157 lb LUMBER BRACING TOP CHORD 2 X4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 11-28 11-282X4SPFNo.2 - SLIDER Left 2 X 8 SYP 2400F 2.0E 1-9-9,Right 2 X 8 SYP 2400F 2.0E 1-9-9 REACTIONS (lb/size) 2=300/28-4-12,20=300/28-4-12,28=214/28-4-12,30=270/28-4-12,31=278/28-4-12,32=276/28-4-12, 33=276/28-4-12,34=278/28-4-12,35=272/28-4-12,27=272/28-4-12,26=278/28-4-12,25=276/28-4-12, 24=276/28-4-12,23=278/28-4-12,22=272/28-4-12 Max Horz2=186(load case 7) Max Uplift2=-74(load case 6),20=-31(load case 7),30=-34(load case 8),31=-44(Ioad case 8),32=-40(Ioad case 8), 33=-43(load case 8),34=-33(load case 8),35=-101(load case 7),27=-31(Ioad case 9),26=-44(load case 9), 25=-40(load case 9),24=-42(load case 9),23=-34(load case 9),22=-89(Ioad case 9) Max Grav2=388(load case 2),20=388(load case 3),28=214(load case 1),30=383(load case 2),31=375(load case 2), 32=374(load case 2),33=374(load case 2),34=375(load case 2),35=378(load case 2),27=385(load case 3), • 26=374(load case 3),25=374(load case 3),24=374(load case 3),23=375(load case 3),22=378(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension - TOP CHORD 1-2=-29/0,2-3=-224/124,3-4=-208/125,4-5=-147/104,5-6=-130/105,6-7=-130/102,7-8=-130/101,8-9=-57/106, 9-10=-130/165,10-11=-135/212,11-12=-135/212,12-13=-130/165,13-14=-57/106,14-15=-130/101,15-16=-130/52, 16-17=-130/52,17-18=-128/52,18-19=-148/65,19-20=-193/64,20-21=-29/0 BOT CHORD 2-35=0/0,34-35=0/0,33-34=0/0,32-33=0/0,31-32=0/0,30-31=0/0,29-30=0/0,28-29=-48/148,27-28=-48/148, I 26-27=-48/148,25-26=-48/148,24-25=-48/148,23-24=-48/148,22-23=-48/148,20-22=-48/148 „� �-. WEBS 11-28=-185/0,10-30=-344/73,9-31=-335/95,7-32=-334/88,6-33=-333/91,5-34=-337/83,4-35=-330/139,12-27=-344/73, r 4y„STR,e),. 7,p 13-26=-335/95,15-25=-334/88,16-24=-333/91,17-23=-337/83,18-22=-330/139CO �' e ... NOTES * 4Z' 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior( 1^- ,'rN " . ,� ft zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 4 sa"`' 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 ;{4 4)Unbalanced snow loads have been considered for this design. cv0 IVO.e7 ,02° kr • 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. •,:, (+• 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. � ;S4 U\ 7)All plates are 2x4 MII20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. February 25,2005 Continued on page 2 - WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE%REFERENCE PAGE MII-7473 BEFORE USE. ENGINEERING BY Design valid for usee only with MiTek a connectors. n p is based o upon parameters shown,and is for an individual buildings component.shown TRENGO Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 1 .r Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241627 B51127 T2GE ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:43 2005 Page 2 NOTES 9)Gable studs spaced at 2-0-0 oc. 10)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 2,31 lb uplift at joint 20,34 lb uplift at joint 30,44 lb uplift at joint 31,40 lb uplift at joint 32,43 lb uplift at joint 33,33 lb uplift at joint 34,101 lb uplift at joint 35,31 lb uplift at joint 27,44 lb uplift at joint 26,40 lb uplift at joint 25,42 lb uplift at joint 24,34 lb uplift at joint 23 and 89 lb uplift at joint 22. LOAD CASE(S) Standard • • • • • • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ����� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A bliTuli Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI]Budding Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 X Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241628 B51127 T2GEA ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:442005 Page 1 9-9-1? 15-0-0 1I-10-18 0-9-10 _ 14-2-6 0-10-8 . 7.00 12 4x4— Scale=1:58.5 3x6 I I 2 1 2x4 11 . • 2x4 4 2x4 I 3x5 6 5 Il 2x4 11 IIIi1IIIiI0 %%i!%%%%%%%%%%%%%i%%i%%%%%i!4+1&Wi%i%iiQ t'a:Z i%%i0%J 20 19 18 17 16 15 14 13 3x10 II 3x6 I I 2x4 I I 2x4 I I 2x4 II 2x4 I I 2x4 I I 5x6 T- 2x4 I I 2x4 I I . I 15-0-0 15-0-0 Plate Offsets(X,Y): [11:0-7-7,0-1-6) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.46 Vert(LL) n/a - n/a 999 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.00 12 >999 240 • BCLL 0.0 * Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:95 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. . BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 1-20,2-19 OTHERS 2 X4 SPF Stud *Except* 2-19 2 X 4 SPF No.2 SLIDER Right 2 X 8 SYP 2400F 2.0E 1-9-9 REACTIONS (lb/size) 20=26/15-0-0,11=255/15-0-0,19=189/15-0-0,18=290/15-0-0,17=274/15-0-0,16=276/15-0-0,15=276/15-0-0, 14=275/15-0-0,13=292/15-0-0 Max Horz20=-353(load case 6) • Max Uplift20=-58(load case 6),11=-85(load case 7),19=-64(load case 9),18=-60(load case 6),17=-53(load case 9), 16=-38(load case 9),15=-43(load case 9),14=-31(load case 9),13=-140(load case 6) . Max Grav20=83(load case 7),11=353(load case 3),19=208(load case 3),18=393(load case 3),17=372(load case 3), 16=374(load case 3),15=374(load case 3),14=373(load case 3),13=393(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-20=-121/304,1-2=-115/296,2-3=-94/164,3-4=-131/131,4-5=-162/115,5-6=-187/117,6-7=-196/108,7-8=-231/119, 8-9=-257/118,9-10=-336/141,10-11=-354/141,11-12=-29/0 BOT CHORD 19-20=-106/283,18-19=-106/283,17-18=-106/283,16-17=-106/283,15-16=-106/283,14-15=-106/283,13-14=-106/283, 11-13=-106/283 ' WEBS 2-19=-303/156,3-18=-351/69,4-17=-333/106,5-16=-334/89,7-15=-334/94,8-14=-335/84,9-13=-343/155 NOTES � Y 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) �,STI?,�7)„ ,c�, zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is g �,,•� c' , "Y designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. * tzi' Ayt 3)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 , r— 2 ."` 4'i� e 4)Unbalanced snow loads have been considered for this design. p ?r 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. n•••'e. €, ># , 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. -0- a: 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 6 Q.67A * 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �fi SS13 � February 25,2005 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 11111-7473 BEFORE USE. ENGINEERING BY Go is valid for usee only with enek connectors.prop n p is based only mponpon parameters shown,and is for an individuals buildings component.shown �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Saundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 I r Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241628 B51127 T2GEA ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:45 2005 Page 2 NOTES 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 20,85 lb uplift at joint 11,64 lb uplift at joint 19,60 lb uplift at joint 18,53 lb uplift at joint 17,38 lb uplift at joint 16,43 lb uplift at joint 15,31 lb uplift at joint 14 and 140 lb uplift at joint 13. LOAD CASE(S) Standard • • • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11II7-7473 BEFORE USE. ENGINEERING BY Designp valid for usee only with ene r and This design ara is based only mponpon parameters shown,and is for an individual s buildings component.shown TRENCO Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MIToic Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPn Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 a Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241629 B51127 T3 ROOF TRUSS 4 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:45 2005 Page 1 -4-10-I 5-7-11 11-0-0 I 16-4-5 I 22-0-0 22-1018 0-10-8 5-7-11 5-4-5 5-4-5 5-7-11 0-10-8 4x5= Scale=1:62.9 4 10.00 rl-Z 2x/ K> 67I to 0 0 5x6= 10 11 9 8 12 13 5x6= 4x6= _ 3x8= I 11-0-0 I 22-0-0 I 11-0-0 11-0-0 Plate Offsets(X,Y): [2:0-0-5,Edge],[6:0-0-5,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.31 2-9 >849 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.56 2-9 >463 240 BCLL 0.0 " Rep Stress Ina YES WB 0.84 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:86 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-10-9 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud "Except` 4-92X4SPFNo.2 REACTIONS (lb/size) 2=1701/0-3-8,6=1701/0-3-8 - Max Horz2=241(load case 7) Max Uplift2=-97(load case 8),6=-97(load case 9) Max Grav2=1887(load case 2),6=1887(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/89,2-3=-2063/319,3-4=-1508/317,4-5=-1508/317,5-6=-2063/319,6-7=0/89 BOT CHORD 2-10=-105/1422,10-11=-105/1422,9-11=-105/1422,8-9=-92/1422,8-12=-92/1422,12-13=-92/1422,6-13=-92/1422 WEBS 3-9=-781/246,4-9=-214/1039,5-9=-781/246 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. ' 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. , ).-- 6)*This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,ii-:' >,STR,e, 0 fit between the bottom chord and an other members. <' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 Ib uplift at joint 2 and 97 Ib uplift at joint 4 ,„, 6. K.,,,,,,....,_,,y . A , LOAD CASE(S) Standard , +.y+y r''} L February 25,2005 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII-7473 BEFORE USE. ENGINEERING BY Design valid for usee only with en We( and n pgn is based only npon parameters shown,and is for an individual s buildings component.shown �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI7 Building Component SafetyInformation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NCde Rd 27932 • Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241630 B51127 T3A ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc.Thu Feb 24 11:41:46 2005 Page 1 5-7-11 11-0-0 16-4-5 22-0-0 2?-1018 5-7-11 5-4-5 5-4-5 5-7-11 0-10-8 4x5= Scale=1:62.9 3 10.00 FIT 2x4 2x4 2 4 • 56 11- 0 0 5x6 5x6 •9 10 8 7 11 12 4x6= • • • 3x8= 11-0-0 I 22-0-0 11-0-0 11-0-0 Plate Offsets(X,Y): [1:0-1-8,Edge],[5:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.32 1-8 >815 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.57 1-8 >458 240 BCLL 0.0 * Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:86 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 2100F 1.8E *Except* TOP CHORD Sheathed or 3-10-9 oc purlins. 3-6 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF-S 1650F 1.5E WEBS 2 X 4 SPF Stud *Except* 3-82X4SPFNo.2 WEDGE Left:2 X 4 SYP No.3,Right:2 X 4 SYP No.3 REACTIONS (lb/size) 1=1578/0-3-8,5=1704/0-3-8 Max Horz1=-253(load case 6) Max Upliftl=-58(load case 8),5=-97(load case 9) Max Grav1=1713(load case 2),5=1888(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2075/324,2-3=-1514/321,3-4=-1512/320,4-5=-2063/323,5-6=0/89 BOT CHORD 1-9=-106/1440,9-10=-106/1440,8-10=-106/1440,7-8=-94/1421,7-11=-94/1421,11-12=-94/1421,5-12=-94/1421 WEBS 2-8=-802/252,3-8=-220/1048,4-8=-778/246 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. { 4 NEj,i 2)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 YY 3)Unbalanced snow loads have been considered for this design.' �r ,STfz?) c 4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. CA c' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * ; a, tfT fit between the bottom chord and any other members. r `' v' 1;14 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 1 and 97 lb uplift atjointi LOAD CASE(S) Standard (? d*O SStQ � February 25,2005 �,. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIf•7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �0 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracinggshown shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 I +` Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241631 B51127 T3B ROOF TRUSS 6 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:47 2005 Page 1 I 4-11-11 - I 10-4-0 I 15-8-5 I 21-4-0 72-2-t 4-11-11 5-4-5 5-4-5 5-7-11 0-10-8 . 4x5= Scale=1:62.9 4 10.0o 12 2x4•� 2x4-/ 3 5 2 1 67 ]i- 6x10 II 4x4 5x6// 10 11 9 8 12 13 4x4-i 3x7= 3x8= 10-4_0 I 21-4-0 10-4-0 11-0-0 Plate Offsets(X,Y): [6:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CS! DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.32 6-9 >786 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.61 6-9 >418 240 BCLL 0.0 * Rep Stress lncr YES WB 0.84 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:90 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-10-9 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* 4-9 2 X 4 SPF No.2 WEDGE Right:2 X 4 SYP No.3 SLIDER Left 2 X 6 SPF-S 1650F 1.5E 3-4-7 REACTIONS (lb/size) 1=1544/Mechanical,6=1666/0-3-8 Max Horz1=-253(load case 6) Max Upliftl=-54(load case 8),6=-96(load case 9) , Max Grav1=1657(load case 2),6=1866(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1926/289,2-3=-1533/311,3-4=-1427/309,4-5=-1446/312,5-6=-2024/314,6-7=0/89 BOT CHORD 1-10=-110/1277,10-11=-110/1277,9-11=-110/1277,8-9=-88/1393,8-12=-88/1393,12-13=-88/1393,6-13=-88/1393 WEBS 3-9=-651/224,4-9=-200/922,5-9=-780/244 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. ro, NE'(,, 2)TOLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 �"STRZ �3)Unbalanced snow loads have been considered for this design.4)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. .c>5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 'o6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will e� $ tl1 fit between the bottom chord and any other members. 1 r- ' r< 1 CD 7)Refer to girder(s)for truss to truss connections. '" ' � 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 96 lb uplift at joint -"e e. 1 ' '• 7 •'.�, 6. 'Z sexi ' ., LOAD CASE(S) Standard OAO' 7A2 February 25,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ����� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A Milk Affiliate fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPIN Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 I .a• Job . Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241632 B51127 T3GE ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:48 2005 Page 1 I , -4-10-t 11-0-o I 22-0-0 2F-10)8 , 0-10-8 11-0-0 11-0-0 0-10-8 4x4= Scale=1:62.9 7 2x4 II - 2x4 II 2x4 II 6 B 2x4 II • 10.00 12 2x4 5 9 2x4 II 4 6 10 • 2x4 II 2x4 II . 3 11 v12 12 3x5= 23 22 21 20 19 18 17 16 15 14 3x5= 2x4 I I 2x4 II 2x4 II 2x4 II 3x5= 2x4 II 2x4 II 2x4 II 2x4 11 2x4 11 - 22-0-0 22-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MII20 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.01 1 >999 240 BCLL 0.0 * Rep Stress Ina NO WB 0.41 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:115 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 7-19 7-192X4SPFNo.2 REACTIONS (lb/size) 12=332/22-0-0,19=201/22-0-0,20=269/22-0-0,21=288/22-0-0,22=234/22-0-0,23=395/22-0-0,17=262/22-0-0, 16=289/22-0-0,15=234/22-0-0,14=395/22-0-0,2=332/22-0-0 Max Horz2=208(loacj case 8) Max Uplift12=-25(load case 7),20=-52(load case 8),21=-67(load case 8),22=-55(load case 8),23=-88(load case 8), 17=-54(load case 9),16=-67(load case 9),15=-55(load case 9),14=-87(load case 9),2=-50(load case 6) Max Grav12=435(load case 3),19=201(load case 1),20=382(load case 2),21=387(load case 2),22=319(load case 2), 23=534(load case 2),17=375(load case 3),16=389(load case 3),15=318(load case 3),14=534(load case 3), 2=435(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/85,2-3=-224/116,3-4=-175/97,4-5=-151/97,5-6=-156/116,6-7=-162/192,7-8=-162/192,8-9=-156/116, 9-10=-151/63,10-11=-175/60,11-12=-212/116,12-13=0/85 BOT CHORD 2-23=0/0,22-23=0/0,21-22=0/0,20-21=0/0,19-20=0/0,18-19=0/0,17-18=-35/234,16-17=-35/234,15-16=-35/234, 14-15=-35/234,12-14=-35/234 WEBS 7-19=-166/0,6-20=-342/99,5-21=-343/128,4-22=-297/106,3-23=-448/160,8-17=-342/99,9-16=-343/128, 10-15=-297/106,11-14=-448/160 NOTES. 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) ‹0 N �/ zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is j designed for C-C for members and forces,and for MWFRS for reactions specified. ,4,Iiip'�� , 2)Truss designed for wind loads in the plane of the truss only. CO .� ` 3)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 Q ', 4-- 4 Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. I t- -,-,1,,,,,,' ,.: 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. iI. Li 7)Gable requires continuous bottom chord bearing. t • ? 8)Gable studs spaced at 2-0-0 oc. LP C7 1 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q /(y0 tnej, fit between the bottom chord and any other members. ,O 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 12,52 lb uplift at joint 20 0 SSt C)��L ,67 lb uplift at joint 21,55 lb uplift at joint 22,88 lb uplift at joint 23,54 lb uplift at joint 17,67 lb uplift at joint 16,55 lb uplift at joint 15, 87 lb uplift at joint 14 and 50 lb uplift at joint 2. February 25,2005 LOAD CASES Standard ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE%REFERENCE PAGE MH--7473 BEFORE USE. ENGI IJEERI NG BY Design valid for usee only with MiTek and n p is based only neon parameters shown,and is for an individual s buildings component.shown Co Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 X P Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241633 B51127 T3SGE ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:49 2005 Page 1 5-0-0 I 16-0-0 1 g-1018 5-0-0 11-0-0 0-10-8 4x4= Scale=1:62.9 4 10.00 12 2x4 I _� 2x4 II 3 5 . zx4II �, 3x5 11 2x4 II 1 2 6 2x4 II 7 2x4 11 9 lb - 18 17 16 15 14 13 12 11 3x5= 3x5 II 2x4 II 2x4-I I 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II • 1 16-0-0 I 16-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.32 Vert(LL) n/a - n/a 999 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.01 10 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.43 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:97 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 4-15 OTHERS 2 X 4 SPF Stud *Except* 4-15 2 X 4 SPF No.2 . REACTIONS (lb/size) 18=43/16-0-0,9=294/16-0-0,15=271/16-0-0,16=287/16-0-0,17=205/16-0-0,14=273/16-0-0,13=286/16-0-0, 12=235/16-0-0,11=396/16-0-0 Max Horz18=-327(load case 6) Max Uplift18=-25(load case 9),9=-127(load case 7),15=-60(load case 6),16=-40(Ioad case 8),17=-99(load case 8), 14=-53(load case 6),13=-68(load case 9),12=-55(load case 9),11=-87(load case 9) Max Grav18=54(load case 2),9=404(load case 3),15=271(load case 1),16=404(load case 2),17=281(load case 2), 14=385(load case 3),13=386(load case 3),12=319(load case 3),11=535(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-53/162,1-2=-61/183,2-3=-102/219,3-4=-120/292,4-5=-117/292,5-6=-141/220,6-7=-195/213,7-8=-244/213, 8-9=-325/228,9-10=0/85 BOT CHORD 17-18=-153/282,16-17=-153/282,15-16=-153/282,14-15=-153/282,13-14=-153/282,12-13=-153/282,11-12=-153/282, ' 9-11=-153/282 WEBS 4-15=-280/82,3-16=-362/95,2-17=-255/35,5-14=-346/92,6-13=-341/133,7-12=-297/106,8-11=-449/160 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) tr," zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is r N EL 1„ designed for C-C for members and forces,and for MWFRS for reactions specified. A. � 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 C �4`„P� w ` 4)Unbalanced snow loads have been considered for this design. * y * 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. 1— >' ,„ , cc 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-DO —r f n 7)Gable requires continuous bottom chord bearing. s r , 8)Gable studs spaced at 2-0-0 oc. 1•. 1 „j" 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will {1)1/4-‘ C9' fit between the bottom chord and any other members. OR, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 18,127 lb uplift at joint 9 ©,q '�' . ,60 lb uplift at joint 15,40 lb uplift at joint 16,99 lb uplift at joint 17,53 lb uplift at joint 14,68 lb uplift at joint 13,55 lb uplift at joint 12 0E-Essxo' and 87 lb uplift at joint 11. — LOAD CASE(S) Standard February 25,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MEI--7473 BEFORE USE. pm ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� �0 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTel(Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 x- Job Truss Truss Type Qty Ply' BROOKS HERITAGE 6 VERANDA B51127 T4GD E2241634 ROOF TRUSS 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:49 2005 Page 1 1 0-10-81 5-0-0 I 10-0-0 110-10-81 • +` 0-10-8 5-0-0 5-0-0 0-10-8 4x5 I I Scale=1:33.0 3 • • 10.00 12 4x6�i 4x6 4 2 ,f ,i .ililMIN II. 11,, 1„._ bra J 5 o �/ 8 7 4x5 I I 8x8= 8x8= 4x5 I I ' I 3-5-3 1 6-6-13 I 10-0-0 1 3-5-3 3-1-11 3-5-3 Plate Offsets(X,Y): [2:0-3-0,0-1-8],[4:0-3-0,0-1-8],[7:0-4-0,0-4-12],[8:0-4-0,0-4-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.04 7-8 >999 360 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.05 7-8 >999 240 BOLL 0.0 * Rep Stress Incr NO WB 0.57 Horz(TL) 0.00 6 n/a n/a ' BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:111 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* 2-9 2 X 4 SPF No.2,4-6 2 X 4 SPF No.2 • REACTIONS (lb/size) 9=5134/0-5-8,6=5134/0-5-8 Max Horz9=-140(load case 5) Max Uplift9=-414(load case 7),6=-414(Ioad case 8) Max Grav9=5251(load case 2),6=5251(load case 3) - FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/109,2-3=-4262/355,3-4=-4262/355,4-5=0/109,2-9=-3804/315,4-6=-3804/314 BOT CHORD 8-9=-236/905,7-8=-181/2341,6-7=-100/905 WEBS 3-8=-212/2472,3-7=-212/2472,2-8=-249/2628,4-7=-253/2628 • NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �'�� �( ` 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. , p, STR.),, 0 4)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 `�, , -s < , 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with.other live loads. -: ' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. ' t' , 01 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r- alr ,1 7 i fit between the bottom chord and any other members. TT ; 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 414 lb uplift at joint 9 and 414 lb uplift at rHr• ' �•' joint 6. r<=sr.' 9)Girder carries tie-in span(s):28-4-12 from 0-0-0 to 10-0-0 CT LOAD CASE(S) Standard O0 �O,67�O� ASS{O February 25,2005 Continued on page 2 .4f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. ENGINEERING BY Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ����� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A FAIN(Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component 818 Sea dside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 » Job Truss Truss Type - Qty Ply BROOKS HERITAGE 6 VERANDA E2241634 B51127 T4GD ROOF TRUSS 2 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 24 11:41:50 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-118,2-3=-118,3-4=-118,4-5=-118,6-9=-915(F=-895) M1' • • • a rer{nr WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �0 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MI TA Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI7 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Job Truss Truss Type Qty Ply BROOKS HERITAGE 6 VERANDA E2241635 B51127 T4GE ROOF TRUSS 1 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Thu Feb 2411:41:50 2005 Page 1 I-0-10-8 1 5-0-0 I 10-0-0 110-10-81 0-10-8 5-0-0 5-0-0 0-10-8 4x4= Scale=1:33.0 5 /1111 • • 9 0 co .0::sisisisisisisisisisisisisisii:isisisisisisisisisisii::::i:i:::::::::::isisii:isisi:+:::i:i:i:ii:::::::�i�i�ii�ir :*:!:*:i*:!:t:gt:gt:gt:!:!:*:!:!: :!:t:gt:!:*�i�i:*:!i'Di�i�*:1..:!:t:it:!Sti4ti�i�iO�i�*:, 2x4 II 2x4 I I 2x4 II 2x4 I I 2x4 II 2x4 I I 2x4 II • I 10-0-0 I 10-0-0 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 49.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a - n/a 999 MI120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) 0.01 1 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud - _ = REACTIONS (lb/size) 16-201/10-0-0,10-201/10-0-0,13-281/10 0 0,14-292/10 0 0,15 157/10 0 0,12 292/10-0 0,11=157/10-0-0 Max Horz16=-143(load case 6) Max Uplift16=-135(load case 6),10=-112(load case 7),14=-54(load case 8),15=-148(load case 7),12=-54(load case 9),11=-133(load case 6) Max Grav16=296(load case 2),10=296(load case 3),13=281(load case 1),14=412(load case 2),15=197(load case 2),12=412(load case 3),11=197(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-16=-273/201,1-2=0/109,2-3=-100/172,3-4=-88/145,4-5=-110/151,5-6=-110/117,6-7=-88/126,7-8=-86/85,8-9=0/109, 8-10=-273/78 • BOT CHORD 15-16=-46/155,14-15=-46/155,13-14=-46/155,12-13=-46/155,11-12=-46/155,10-11=-46/155 WEBS 5-13=-242/0,4-14=-368/79,3-15=-185/96,6-12=-368/131,7-11=-185/138 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.0psf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) -0-10-8 to 10-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-98;Pg=70.0 psf(ground snow);Category II;Exp C;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. F (� NE'A' 5)This truss has been designed for 1.00 times flat roof load of 49.0 psf on overhangs non-concurrent with other live loads. [ ;'V 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. �''� S-j-R 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4+\C� 'c' " 9)Gable studs spaced at 2-0-0 oc. * 4- .. 7t 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi C }.,, fit between the bottom chord and anyother members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 135 lb uplift at joint 16,112 lb uplift atjoi -.4,,,,,, a(',.,�{ 10,54 lb uplift at joint 14,148 lb uplift at joint 15,54 lb uplift at joint 12 and 133 lb uplift at joint 11. .Z €< e ' LOAD CASE(S) Standard ') iv 671, 9 February 25,2005 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IdITEK REFERENCE PAGE bff1-7473 BEFORE USE. ENGINEERING BY Designp valid for usee only with MiTek connectors.rope n p is based only mponpon parameters shown,and is for es an individual notuul s buildings component. FRENCO Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MlTelt Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 FEBRUARY 12, 2004 Standard Gable End Detail ED-GE90-001 Trenco,Edenton,North Carolina Page 1 OF 1 Typical_x4 L-Brace Nailed To NGINEERED BY 2x Verticals W/10d Nails,6"o.c. Vertical Stud IRENCO Vertical Stud (4)- Nails Common DIAGONAL Wire NailsRACE A MiTek Affiliate 16d Common SECTION B-B Wire Nails DIAGONAL BRACE r--- Spaced 6"o.c. 4'-0"O.C.MAX 2 -10d Common - O 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A-A w/(4)-10d Common Nails 411111111116h1,.„ „ Varies to Common Truss 2x4 Stud (Air .050.% A/Y Ar,////ATP"///, SEE DRAWINGS INDIVIDUALFOR TRENCODESIGNCRITERIAENGINEERING 4 0 lhG` 3x4= *-Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. PROVIDE 2x4 BLOCKING BETWEEN THE FIRST 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF TWO TRUSSES AS NOTED. TOENAIL BLOCKING DIAPHRAM AT 4'-0"O.C. TO TRUSSES WITH(2)-10d NAILS AT EACH END. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ATTACH DIAGONAL BRACE TO BLOCKING WITH 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL (5)-10d COMMON WIRE NAILS. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. (4)-8d NAILS MINIMUM,PLYWOOD D (REFER TO SECTION A-A) SHEATHING TO 2x4 STD SPF BLOCK 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. Roof Sheathing it X 1 2 DIAGONAL �� \� Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT SpacingL -3 (2)-1/ / .� I. � Stud Size Brace L=Brace L-Brace BRACE 1/3 POINTS Max. `/ . (2)-10d NAILS Species and Grade Maximum Stud Length / 2x4 SPF Std/Stud 12"O.C. 5-1-15 6-1-13 8-8-7 10-3-13 15-5-12 // 2x4 SPF Std/Stud 16"O.C. 4-8-4 5-3-15 7-6-7 9-4-8 14-0-12 f • /71;.„._�ru 4" O.C. 2x4 SPF Std/Stud 24"O.C. 4-1-2 4-4-3 6-1-13 8-2-5 12-3-7 ��• z f NEW J.- A p,.STR, y, O,,X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to / x6 DIAL + .SCE PACED C one edge. Diagonal braces over 12'-6"require 2x4 I-braces Diag. Brace /ATTACH T VERTI A TH(4) it attached to both edges. Fasten T and I braces to narrow edge at 1/3 point / COMMO WI 10FAIL , C of web with 10d common wire nails 8in o.c.,with Sin minimum if needed /; TO BLO I It�N WITHA 'MM I end distance. Brace must cover 90%of diagonal length. . MAXIMUM WIND SPEED=90 MPH End Wall �'` ' N � MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C OPESS10 ASCE 7-98 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 25,2905 • ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE%REFERENCE PAGE 3II7-7473 BEFORE USE. ENGI VEERING BY Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� �� Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSIl Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 yr Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4' *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths MIAI Dimensions are in ft-in-sixteenths. ■■ Apply plates to both sides of truss I 1. Additional stability bracing for truss system,e.g. and securely seat. diagonal or X-bracing,is always required. See BCSII. 2. Never exceed the design loading shown and never 0.166' 1 2 3 stack materials on inadequately braced trusses. Nik TOP CHORDS 3. Provide copies of this truss design to the building WEBS 4 designer,erection supervisor,property owner and 1611 all other interested parties. o* p 4. Cut members to bear tightly against each other. plaFor 4 x 2 N'fromiou,locate Al � _ plates 0 ',6'from outside d 5. Place plates on each face of truss at each edge of truss. 0 joint and embed fully.Knots and wane at joint c7-8 ce cs-b r locations are regulated by ANSI/TPI1. BOTTOM CHORDSS . ,,,MMOI,. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. *Plate location details available in MiTek 20/20 7. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the 4 X The first dimension is the width NUMBERS/LETTERS, responsibility of truss fabricator.General practice is to perpendicular to slots.Second camber for dead load deflection. dimension is the length parallel to slots. 10.Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11.Lumber used shall be of the species and size,and e Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing iCBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at BEARING SBCCI 9667,9730,9604B,9511,9432A spacing shown on design. 13.Bottom chords require lateral bracing at 10 ft.spacing, II Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports)occur. Icons vary but 14.Connections not shown are the responsibility of others. 1116111111# reaction section indicates joint number where bearings occur. .�,...® 15.Do not cut or alter truss member or plate without prior �. 111 ' _ >� approval of a professional engineer. 11.17,ZAI Zgi ;t: eot,w.1 Industry Standards: V\Al VW\.J 16.Install and load vertically unless indicated otherwise. ANSI/TPI 1: National Design Specification for Metal MiTek® ' Plate Connected Wood Truss Construction. er,oiwEeizirx 6tiE DSB-89: Design Standard for Bracing. RE �� BOSH: Building Component Safety Information, PIII lb A Guide to Good Practice for Handling, Installing&Bracing of Metal Plate �r�n�7sEzrrm�� Connected Wood Trusses. MiTek Engineering Reference Sheet:MII.7473 ©2004 MiTek® _, 61 Queensbury Building & Code Enforcement - Residential Final Inspection / 9--iciri`', F , office No.(518)761-8256 J Arrive: am/p I?epart: �� nam/pm Date Inspection requ t received: ('j '/ /G Inspector's Initials: � (j f r , " NAME: C ;)i PERMIT#: Q4CD J —0 L LOCATION: DATE: (n/is/OC '- 1 TYPE OF STRUCTURE: L P��'1 J ' Comments Y N N/A Chimney Ht./"B"Vent/Direct Vent Location. AEG CoZOlt,ot?' Fresh Air Intake / ,/ 3 inch Plumb Vent through roof minimum 6" ✓/ '�'�A'�3r!9 �, Iir(L- i Roof Complete/Exterior Finish Complete ✓ Guard 30 in.or more(a�stairs,decks,patios J �' Guard at stairwell at 34 in. or more , Guard at deck,porches 36 in. or more 7 li, Exterior Finish Complete Interior/Exterior Railings 34 in.to 38 in. Platform at all exterior doors Interior Handrails stairs 2 or more risers , Enclosed Stairs Sheetrock Underside minimum %Z" r/ Gypsum J V i Grade away from foundation 6 in.with 10 ft. Handrail Termination at Newell Post or Wall 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18"above grade Gas Furnace shut-off within 30 ft.or within line of site Oil Furnace shut-off at entrance to furnace area ,/ Furnace/Hot Water Heater operating J Low water shut-off boiler (/ Relief Valve(s)installed/Heat Trap/Water Temp 110 Interior privacy/trim/doors/main entrance 36 in. Bathroom/Kitchen watertight if • Safety glazing/Window in stairwells safety glazing Interior Smoke Detectors: Every level: / Every Bedroom: Outside every bedroom area: Inter Connected: / Battery backup: Carbon Monoxide Detector Bathroom Fans,if no window Plumbing fixtures Foundation insulationV" 1 Floor truss,draft stopping finished basement 1,000 sf 17/". / 1 /Emergency egress below grade �t stairs closed rise>4 inches per Garage Floor Pitched ` Garage fireproofing!'/4 hour fire door/door closer Duct work Sealed properly 1 Gas Logs in Sealed or Glass Enclosure Attic access 30 in.x 22 in.x 30 in.(ht.)In accessible area r Crawl Spaces 18"x 24"acc ss, 1 sq. ft.-I50 sq. ft.vents V Building No./Ad visi e - r .� Final Electrical leq Site Plan /Varian red Final Survey Plot lan ff UCH/ As Built Septic System/Sewer Dept.Inspection Sticker '\ 1 Flood Plain Certification, if required Okay to issue C/C or C/0[Temporary/Permanent) tu'i�`�, -.Nr Q,� L:\PamW\Building&Codes\Inspection Forms\Res. Final Insp. form 2.docLast printed 2/12/04 Town of Queensbury Fire Marshal 742 Bay Road Queensbury,NY 12804 761-8205/761-8206 fax 745-4437 Factory Built Gas Fireplace/Stove Inspection Report Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifications is allowed. Permit# PCO C-0 Schedule Inspection‘c)/i5 V-; Time 10 .)--1 am anytime Inspector Name 13TED k Address Rough In Final Appliance Manufacturer Model# Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wail Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase • Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above f/p opening Witness Operation • Tank Placement(if LP) White Building Dept. Yellow Cast h er Pink—Fire Marshal Queensbury Building & Code Enforcement - Residential Final Inspection , Office No.(518)761-8256 Arrive: am/pm, e art: G •2-'43am/pm Date Inspection request received: Inspector's Initials: c NAME: AAGNi PERMIT#: 0 S-01 LOCATION: c‘. DATE: TYPE OF STRUCTURE: 5 Comments VN N/A Chimney Ht./"B"Vent/Direct Vent Location. , Fresh Air Intake ✓ 0 ��►- 3 inch Plumb Vent through roof minimum 6" i Roof Complete/Exterior Finish Cop fete _ Guard 30 in.or more{a?,stairs,decks,patios Guard at stairwell at 34 in.or more Guard at deck,porches 36 in. or more / C{ C`LvS��b 1 V Exterior Finish Complete _ a/ Interior/Exterior Railings 34 in.to 38 in. � � lj,D,A1(_, Platform at all exterior doors Interior Handrails stairs 2 or more risers Enclosed Stairs Sheetrock Underside minimum '12" ANG{/(&,� o p o- Cat-" Gypsum Grade away from foundation 6 in.with 10 ft. Handrail Termination at Newell Post or Wall �?r LG v67- P.e-c- 6 inch clearance to sill plate �l Gas Valve shut-off exposed/regulator 18"above grade 0 is°oST Gas Furnace shut-off within 30 ft.or within line of site Oil Furnace shut-off at entrance to furnace area �\L.—Furnace/Hot Water Heater operating ''4'0`I6„6.g Low water shut-off boiler Relief Valve(s)installed/Heat Trap/Water Temp 110 PA t t- 6itic� Interior privacy/trim/doors/main entrance 36 in. ti Bathroom/Kitchen watertight �DG�LI 6,44_. • Safety glazing/Window in stairwells safety glazing p Interior Smoke Detectors: Jt A- — J�A.1g--r,(Z, - ' '- '7& VA-re, Every level: / Every Bedroom: Outside every bedroom area: Inter Connected: / Battery backup: Carbon Monoxide Detector Bathroom Fans,if.no window PIumbing fixtures Foundation insulation Floor truss,draft stopping finished basement 1,000 sf Emergency egress below grade / Basement stairs closed rise>4 inches Garage Floor Pitched Garage fireproofing/'A hour fire door/door closer Duct work Sealed properly Gas Logs in Sealed or Glass Enclosure _ Attic access 30 in.x 22 in.x 30 in.(ht.)In accessible area Crawl Spaces 18"x 24"acces , 1 sq. ft.-150 sq.ft.vents Building No./Addrets.v sibl fr ro Final Electrical Site Plan /Variance r uir Final Survey Plot Plan As Built Septic System/Sewer Dept.Inspection Sticker Flood Plain Certification, if required Okay to issue C/C or C/0 [Temporary/Permanent J L:\PamW\Building&Codes\Inspection Forms\Res.Final Insp. form 2.docLast printed 2/12/04 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: CAL 1 Queensbury Building & Code Enforcement Arrive: am/ art. am/ m 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: A/5e NAME:_ S i • PERMIT #: (tvNItS) LOCATION: fr(oknc c QrY ). INSPECT ON: Li- I TYPE OF STRUCTURE: Y N N/A Rough Plumbing / Nail Plates Plumbing Vent / Vents in Place 1 1/2 inch minimum Drain Size _ Washing Machine Drain 2 inch minimum Cleanout every 100 feet/ change of direction Pressure Test Drain / Vent Air / Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/ Head _ P.S.I for 15 minutes '\ nsulation / Residential Check / Commercial Che 0 V Proper Vent, Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace °Duct work sealed properly / No duct tape ! , 7- hr. /RI-RV '1 i o ry COMMENTS: 5 4¢ ) r/ 0(4 COU(4R L:\Pam Whiting\Building&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request'received: &— 4 '----#2 Queensbury Building & Code Enforcement Arrive: am/ epart:/1. am,pm jah 742 Bay Road, Queensbury, NY 12804 Inspector's Initials NAME: "'3cone s i -1--aC\P PERMIT #: 0� -7 .0114 L©CATION: �_0 \sod\c-r--„,,< � A� INSPECT ON: • TYPE OF STRUCTURE: Y N N/A Rough Plumbing I Nail Plates Plumbing Vent / Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet / change of direction Pressure Test Drain / Vent ONO 1"q 15 Air / Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes ( ,L/,ii_7 ( R ' E5. Pressure Test Water Supply Piping Air / Head 50 S.I for 15 minutes - N\j nt lation / Residential Check / Commercial Check v` Proper Vent, Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tap , /62.44t,i,lio& CAM/4— fie,i9e$' V COMMENTS: ri/E647a) C/vt /qq €7,T/O )5) ,./ 'lit)57-A- c (6(0)6 A800c-- -E-7-1 rkCP6-, Ø / ) (Y /'' O & ItJ PI 4 b1 — 64-R, Pvzc- ifre6,i6'f V'f'` ft6Kr 'Tor. gt)c - 5 1, C,,,56_ Aeov tioriek-a_ 6k.T. Rod< *--OP 44r ,-t), - �-z_fq. Gk C-6-u, L:\Pam Whiting\Building&Codes\Inspects n Forms\Rough Plumbing ItIsillaron Report.revised Nov 17 2003.doc Revised February 15,2005 ,....„. ?-11r\ .. _ )...,-- 3 ' Septic Inspection Report Office No. (518)761-8256 Date Inspection request received: 4 Queensbury Building&Code Enforcement Arrive: am/pin Depart: ' m/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: cp"- -Y-C7CJS.S )--\-e__Ar i '. ` PERMIT NO.: r oJ'® 6 ! C . LOCATION: > j r% C/\ . _...„Ci INSPECT ON: RECHECK: > `, Comments and/or diagram Soil Type. S. .•1' ay Type of Water: kI . ►- + ell Water Waterline separation distance ft. Well separation distance ft. Other wells: ft. Absorption Field: Total length --- ft. Length of each trench _�.• Depth of trenches Size of Stone Seepage Pits: Number Size: x Stone Size: Piping Si Type Building to tank �Ga Tank to Distribution ox li Distribution Bo to b`eld/Pit to 2-0 Opening Seal : Y N/Partial End Capet../ Location/Separations Foundation to tank . Foundation to absorption . Separation of Pits ft. Conforms as per Plot Plan N 4 '6-- /46--- g v/G Engineer Report and As-Built Y N Location of Syst on Property: Front ear Left Side Righ Side Middle Front iddle Rear S stem Use Status- Approved Partial Approved and needs to be re-inspected,please call the Building&Codes Office Disapproved Last revised 1/6/05 •'• 1 1 zr ,, 45,_ 60(6.),,--- 12$44_, LOT 2 it N28"42'46"E O 5 7- 0 0 204.49' 44 I Z 1 J a 65' CC - 104'-126, 0 SEPTIC TANK "o 97' 7 r z I 1 1 1 U' 105:, c� o 50 % EXP. REA\�f 11 N t R co I' liti I I PROPOSE D LEACH HELD ' 1 I 1 1 1 (5) LATERALS - 60' sill : Hiss o H i s s L-___- 1 1 Lir G .l h/v) / w Z 1 REVISED WISED TOWN D AINAGEE4SE N �' 1�f LOT 1 0 . 1 .33 Acres a Li Q., 0 I 1 a. 1 I \ /ff 203,77, S38'76 3-0-w FERENCES: If i7 '''' 1- ' ' T �s 73.00' Spa ro , ON ONE J� i1\I w ►EVELOPMENT T4JT MBER 6, 1978 I /AN DUSEN, L.S. • ' 4 A i MODIFICATION Town of Queensbury Fire Marshal 742 Bay Road -1- Queensbury,NY 12804 761-8205/761-8206 •::::,..4__ fax 745-4437 Factory Built Gas Fireplace/Stove Inspection Report Notice:New York State requires that all ITL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifications is allowed. Permit# 0 — Oil 2---- Schedule Inspection 50 Time am pm anytime Inspecto/j/P--C' Naraekge t11.5' /(64)("1:4661 Address kt&AR.-4,0 1>4 4_1) Rough In /Final Appliance Main acturer f/ Oie_77A)2)1/e#Model# Direct Vent Factory Built Chimney Flue Size Double Wall ' Triple Wall Insulated Yes No N/A Comments Floor Protection . . Clearances to Combustibles (all sides) Firestop(s) Vertical Chase___ 7/7 Wall Penetration Vent Clearances to Combustibles 177 Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve _ . Combustion Air . _ Hearth Extension (if any) . Mantel • Height above f/p opening --— . Witness Operation Tank Placement(if LP) -- White-Building Dept. Yellow-easterner Pink-Fire Marshal Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: . Queensbury Building& Code Enforcement Arrive: Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initial : NAME: 6-e5k5 PERMIT #: 05— O. 2-- LOCATION: kickzili�o04- INSPECT ON: Sid` 65-- TYPE OF STRUCTURE: Y N N/A PVC: R-1,R-2,R-3,R-4 Drain/Vents Cast Iron, Copper Drain/Vent/Comm. Plumbing Vent/Vents in Place Rough Plumbing/Nail Plates 1// inch min.Drain Size ashing Machine Drain 2 inch min. /Head or Air Supply Test VDrain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper,CPVC,Pex One and Two-Family Insulation/Residential Check/Commercial Check Proper Vent,Attic Vent Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: L:\SueHemingway\Building.Codes.lnspection.FORMS\Rough Plumbing Insulation Repoitdoc November 17,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: ' Queensbury Building&Code Enforcement Arrive: aIn/p epart: pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials:L • NAME: t j s06:-. PERMIT#: LOCATION: V6-11 .,0/2/1- INSPECT ON: ° //i /0,5--- TYPE OF STRUCTURE: • Y VN/A COMMENTS Framing Jac Studs/Headers 6"14`' racing/Bridging Joist hangers Jack Posts/Main Beams OPL61—C R 1 Dip t N� Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 14,/yl; A vA-) t—(�& 1 1/2 (w) 16 gauge (8) 16D nails each side _ Draft stopping 1,000 sq. ft. floor trusses 2- F— `.j, - Ey G 4re Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour pre wall 2, 3, 4 hour Firestopping ; �i o Penetration sealed Calp,—Ft Di2,4-tio eekrervi-‘6 634. 16 inch insulation in cavity min. Garage Fire Separation House side Y2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 • ' Town of Queensbury Fire Marshal 742 Bay Road Queensbury,NY 12804 --:,‘,44-4` • 761-8205/761-8206 fax 7454437 FactiDzia_lilt Gas Fireplace/Stove Inspection Report Notice:New York State requires that all ILL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifications is allowed. Permit# CS U Schedule Inspection Li Time /5 ---10 am pm anytime Inspector Name (5(--cio V-S JktTAddress . (p V—e.r r\v\-5 LAve_ Rough In A.,./Final Appliance Manufacturer Model# Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase_ a Wall Penetration I Kou roe- fr144-4-)d Vent Clearances to Combustibles C9 Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension(if any) Mantel Height above f/p opening • Witness Operation Tank Placement(if LP) White—Building Dept. Yellow—Custenter Pink—Fire Marshal Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request received: ,, / U S Queensbury Building&Code Enforcement Arrive: am/ Depart. 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: (4/V NAME: I3.rod)(5 �� PERMIT#: J <� LOCATION: & if&f o J f L-�� INSPECT ON: �J TYPE OF STRUCTURE: Y N " N/A COMMENTS raining fi` Jack Studs/Headers CD(Iv—f & B t De,/JO& (J A / Bracing/Bridging U Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 'A (w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center • Ice and snow shield 24 inches from wall yeire separation 1, 2, 3 hour "Fire wall 2, 3, 4 hour ,sly FirestoppingCa'Or& AT co dg--- Penetration sealed 16 inch insulation in cavity min. fJC 06K446-- c 4-s (9 Garage Fire Separation House side %inch or 5/8 inch Type X t 711?'Ft Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LASueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Rough Plumbing I Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building & Code Enforcement Arrive: am/1:410,epart: am/p 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: i3rooltS (-1Q(1/ PERMIT #: LOCATION: kfei INSPEC I ON: V/V1- TYPE OF STRUCTURE: YIN N/A Rough Plumbing / Nail Plates V/ Plumbing Vent/ Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/ change of direction pressure Test 1US PIR( 1 tieG- \/ Pan / Vent 4 Airl/ Head 5'P.S.I. or 10 ft. above highest connection for 15 minutes /Pressure Test , / Wjater Supply Piping Air /)Head \-51/P.S.I for 15 minutes Insulation / Residential Check/ Commercial Check Proper Vent, Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tape COMMENTS: L:\Pam Whiting\Building&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Framing / Firestopping Inspection Report 91/4-1/ Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive:` atn/p egart: e am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: QDOCkS -,v0 i C PERMIT#: 05.— LOCATION: Q \(2N C� - c9 t Ct�^e U INSPECT ON: 3.3-0S TYPE OF STRUCTURE: �-� Y N COMMENTS Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z (w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses An or Bolts 6 ft. or less on center ce and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side 1/2 inch or 5/8 inch Type X Garage side 5/8 inch Type X • Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5..0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping inspection Report.doc January 28,2003 Framing / Firestoppirig Inspection Report Office No. (518) 761-8256 Date Inspection r-quest -. :d: Queensbury Building&Code Enforcement Arrive: am/pm t part: a p 742 Bay Road, Queensbury, NY 12804 Inspector's Init . .. _ NAME: liO4C\ _ 1 ��L 'ERMIT#: 005, Otta LOCATION: • .mil aM« •► ` INSPECT ON: -3-aa-o TYPE OF STRUCTURE: • -�� Y N NSA COMMENTS Framing Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls - - Metal Strapping for Notches Top Plate 1 '/2 (w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses i Anc Bolts 6 ft. or less on center e and snow shield 24 inches from wall Fire separation 1, 2, 3 hourir� Fire wall 2, 3, 4 hour Aw Firestopping -?- Penetration sealed ��p r �� T 16 inch insulation in cavity min. Garage Fire Separation House side %2 inch or 5/8 inch Type X �- 1 rGJ� Garage side 5/8 inch Type X DV `�-}4 Ceiling/wall �� Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) - CA& 5.7 sf above/below grade 5.0 sf grade P1E-Ur\��—`( ��- 4 � Lam` L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003